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HomeMy WebLinkAboutGeotechRoughGrading(Jul.15,2002) I "1:I~::Id _ \lIN<lO,ll\lO N<l3Hln05 lnOH8nO<lHl 53010,0 IO-IJ7Z HI zaoz '<;1 AlnI {6<;Z6 BIWOJI{B;) 'B{n:l:llu;Jl 011 ::>lms '::>A!1G 1;JjU;J;) AjUnO;) 0860v S3WOH A"MfUN3;) ;)liIDVd 1;J}J1Bd ;JABG TV\! :UOljU;JllV Il!UIOJ!lIl:) ',\Juno:) ap!SHAffi '1lInJaWa.Ljo,\Jl;) '.L.-ftIfZ PIlI.L '58 qZlnolql I s1O'1 'ZlU!PIlI~ qZlno"M JO poda"M 11l:l!nqJ::>loa~ :pafqns "SUOljlpUO:l{IOS p;JpBR-SB ;Jljj UO p;JSBq SUOllBPU;JWWO;);J1 UliIS::>p-uollBpunoJ SB lI':lA\ SB 'Ul;J1;Jlj p;JplA01d ;J1B UOlPOljSUO;) {BllU;JpIS;J1 p;JSOd01d ;Jljl10J liurpBR ;Jl{l JO Ajll'qBjmS ;Jl{j OJ EUlUlBJ-!;Jd SUOljBpU::>U1WO::>::>1 pUB SU01snI"UO;) "B!WOJ1{B;) 'Bjn::>::>W::>1 JO All;) ::>ljl Ul p;JjB;)Oj .L.-SvISZ PB1l Ulljlll<\ <;8 IjlinOll{l I Sjo'1 JO jU;JWdO{;JA;Jp ;Jljj ;Jl;J{dwo;) Ol SUOljBl;Jdo liurPBR-qlino1 liullnp (Blj;Jd) ":ll.!{ 'IB;)IUlj;);JjO;JD B1j;Jd Aq p::>plA01d S;J;)IAl;JS liUllS;Jl pUB U01jBAl;JSqO ;Jljj JO AlBWWnS B Sju;Js;J1d )lOd;J1 SHIl 3;)NVndWO;) A"MO.LV'1fl~3"M "B]n;)::>W;JlJO All;) ::>ljUo ;JpO;) liUlpB1D ;Jljll(lll<\ ;J;)UBPIO;);)B Ul pUB (S;J;)U;Jl;JFC! ;J;JS) B1l;Jd Aq S)lOd;J1]B;)IUlj:l;JlO;Jli Sn01A;J1d Ul p;JlU;JS;J1d SUOljBpU;JWWO;);J1 ::>ljj qlI.'" ;J:lUBPIO:l;)B U! p;JUllOJ1;Jd SBI<\ }J10I<\q)lB;J ;Jljl "B1l;Jd Aq liUllS;Jl ;JAlp;JpS l(lll<\ pUB UOljBA1;JSqO ;Jl(l 1;JpUn p;Jp[dwO:l U;J;Jq ;JABlj )lOd;J1 SIl(lJO I<\;JIAlnd ;Jl(jl;Jpun ny p;JpBdwo;) JO jU;JW;J:lB{d pUB SUOljBAB:lX;J1;JAO jO[ 'SIlOS ;J:lBJ1ns AjlSU;Jp-I<\O{ ;J[qBjmSUn JO UOlPBdWO:l;Jl pUB SIBAOW;J1 'Sjn;) , UI p;J1Bd;J1d ;J1;J1<\ )lod;J1 slljj Ul p;JjU;Js;J1d SUOljBpU;JWWO:l;Jl ;Jl(j 'EUljS;Jj AlOlB10qB{ pUB PPY SB l1;JM SB 'SUOljBAl;Jsqo mo JO SISBq ;Jl(l uO "p;JUUB]d MOU UOll;)H1jSUO;) ;Jl(j 10J ;JlBnb;JpB p;Jl;JpISUO;) SI pUB P;JI<\;JIA;J1 U;J;Jq SBlj }J10I<\lj)1B;J p;Jj;J{dwo;) ;Jljl 9~G'6.009 (606) :XE:J . ~a:6.009 (606) :I€l.L . G'9SG'6 v:) . e+a!JJn~ . LO~ e~!ns . aOEld 5u!UJo:) 0179~v /t, "::>NI "'f::>INH::>3J.03!) 'f1:lJ.3d PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15, 2002 J.N.241-01 Page 2 o conformance with generally accepted professional engineering practices and no further warranty is implied nor made. SUMMARY OF AS-GRADED SOIL AND GEOLOGIC CONDITIONS As-Graded Conditions Geologic conditions exposed during the process of grading were frequently observed and mapped by Petra's geologic staff. A lot-by-lot summary of soil conditions is presented in the attached Table I. Geologic Units A general description of the soil and bedrock materials encountered during grading in the subject tract is provided below. . Compacted Engineered Fill (map svmbol Afc) -- The compacted-fill soils placed onsite were derived from soil and bedrock materials. These materials generally consisted of fine-to coarse-grained sands, silty sand and sandy silts. 7 . Ouaternarv Alluvium (no map symbol) -- Quaternary alluvial deposits were present within the drainages and valleys throughout Tract 23143-7. These materials consisted of light to dark brown to yellow brown silty sand, clayey sand and gravelly sand. These materials were low in density, compressible and varied from 5 to 25 feet in thickness. Alluvial soils were completely removed in cut and fill areas to expose competent Pauba Formation bedrock. . Quaternarv Colluvium/Topsoil Undifferentiated (no map symbol) -- Quaternary topsoil and colluvial deposits blanketed the ridgelines and the lower flanks of the hillsides throughout the site. These soils consisted of brown to dark brown silty sands and clayey sands. Thickness generally varied from 2 to 15 feet. These soils were completely removed in cut and fill areas to expose competent Pauba Formation bedrock. .,. . Quaternary Pauba Formation (map symbol Qps) -- Pauba Formation bedrock underlies the entire site. The bedrock was observed to vary in color from grey brown and orange brown to yellow brown. The bedrock units generally consist of :? Or-- ; PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July IS, 2002 J.N.241-01 Page 3 ::: thickly to massively bedded sandstone, silty sandstone and sandy siltstone. Pauba Formation sandstone was typically fine- to very coarse-grained, micaceous, poorly indurated and locally very friable. The upper approximately 2 to 5 feet of the bedrock was noted to be weathered and to exhibit a slight to moderate degree of porosity. Below the weathered zone, the bedrock was typically noted to be damp to moist and dense to very dense. SUMMARY OF EARTHWORK OBSERVATIONS AND DENSITY TESTING Clearing and Grubbing At the time of grading, a majority of the tract was covered with a light to moderate growth of grasses and weeds. This vegetation was stripped and removed from the site prior to the beginning of rough grading. Ground Preparation Surficial materials (undocumented artificial fill. topsoil, colluvium and alluvium) were removed to expose competent Pauba Forn1ation bedrock in cut areas and in fill areas prior to fill placement. Prior to placing fill, exposed bottom surfaces in all removal areas were first observed to confirm complete removal of surficial materials by our project geologist. Following this observation, the exposed bottom surfaces were scarified to depths of approximately 6 to 8 inches, watered or air-dried as necessary to achieve a moisture content equal to or slightly above optimum moisture content and then recompacted in- place to a minimum relative compaction of90 percent. Lot Overexcavations .. To mitigate distress to residential structures related to the potential adverse effects of excessive differential settlement, the cut portion of cut/fill transition lots were tt1C\ ~ . PACIFIC CENTURY HOMES TR23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page 4 " overexcavated 3 to 15 feet below finish grade and replaced with compacted fill. This lot treatment occurred on Lots I through 10, 14 through 20, 25, 30 through 35, 43 through 45, 48 through 54, 61, 63 through 65, 71 through 78 and 85 to depths presented in Table I. Fill Placement and Testing All fill soils were placed in lifts restricted to approximately 6 to 8 inches in maximum thickness, watered or air-dried as necessary to achieve near-optimum moisture conditions, mechanically mixed to a uniform moisture content and then compacted in- place to a minimum relative compaction of90 percent based on ASTM Test Method D1557. Compaction was achieved by wheel-rolling with an 824 rubber-tired dozer and loaded scrapers. The maximum vertical depth of fill placed within the subject lots is approximately 67 feet on Lot 58. Where compacted fills are 50 feet or more, the depth of fill below 50 feet was compacted to a minimum of 95 percent relative compaction. Lots 39 through 41,46 and 55 through 59 are underlain by fills of 50 feet or more. Field density and moisture content tests were performed in accordance with nuclear- gauge test methods ASTM Test Methods D2922 and D3017, respectively. Occasional field density tests were also performed in accordance with the sandcone method (ASTM Test Method DI556). Field density test results are presented on the attached Table II and approximate test locations are shown on the enclosed Geotechnical Map with Density Test Locations (Plates 1 through 6). . Field density tests were taken at vertical intervals of approximately I to 2 feet and the compacted fills were tested at the time of placement to verify that the specified moisture content and minimum required relative compaction of 90 percent had been achieved. At least one in-place density test was taken for each 1,000 cubic yards of fill ., -5 ~ ~ . PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-01 Page 5 " placed and/or for each 2 feet in vertical height of compacted fill. The actual number of tests taken per day varied with the project conditions, such as the number of earthmovers (scrapers) and availability of support equipment. When field density tests produced results less than the required minimum relative compaction of 90 percent or if the soils were found to be excessively above or below optimum moisture content, the approximate limits of the substandard fill were established. The substandard area was then either removed or reworked in-place. Visual classification of earth materials in the field was the basis for determining which maximum dry density value was applicable for a given density test. Single-point checks were performed to supplement visual classification. Fill Slopes Fill slopes were constructed at a 2: 1 (horizontal:vertical [h:v]) slope ratio to a maximum height of approximately 68 feet within Tract 23143-7. The fill slopes are considered grossly and surficially stable to the heights and inclinations at which they are constructed. Cut Slopes Cut slopes were constructed at a 2:1 (h:v) slope ratio to a maximum height of approximately 30 feet within Tract 23143-7. The cut slopes are considered grossly and surficially stable to the heights and inclinations at which they are constructed. Stabilization Fills "':: Where highly erodible, friable sands were exposed on design cut slopes, replacement stabilization fills were constructed. This situation occurred for the slopes located at the rear of Lots 73 and 78. A keyway (20 feet wide) was excavated to a minimum depth of 2 feet below toe grade, tilted-back into slope at a minimum gradient of 2 (p ~ ~ . PACIFIC .CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-01 Page 6 ~ percent. Due to the very granular nature of the backcut and the bedrock exposed in the keyway, no internal backdrains were installed. LABORATORY TESTING Maximum Drv Density Maximum dry density and optimum moisture content for each change in soil type observed during grading were determined in our laboratory in accordance with ASTM Test Method D1557. Pertinent test values for each phase of grading are summarized in Appendix A. Expansion Index Tests Expansion index tests were performed on representative samples of soil existing at or near finish-pad grade within the subject lots. These tests were perfonned in accordance with ASTM Test Method D4829. Test results are also summarized in Appendix A. Atterberg Limits Atterberg limits were determined for selected soil samples per ASTM Test Method D4318. Test results are presented in Appendix A. Soluble Sulfate Analyses Soluble sulfate analyses were determined for representative samples of soil existing at or near finish grade within the subject lots. These tests were performed in accordance with California Test Method No. 417. Test results are summarized in Appendix A. - < 1. ~ ~ . PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page 7 ~ FOUNDATION-DESIGN RECOMl\1ENDA nONS Foundation Tvpes Based on as-graded soil and geologic conditions, the use of conventional slab-on- ground foundations is considered feasible for the proposed residential structures. Recommended design parameters are provided herein. Allowable Soil-Bearing Capacities An allowable soil-bearing capacity of 1,500 pounds per square foot (psf) may be used for 24-inch square pad footings and I2-inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of width or depth, to a maximum value of 2,500 psI. Recommended allowable soil-bearing values include both dead and live loads and may be increased by one-third when designing for short-duration wind and seismic forces. Anticipated Settlement Based on the general settlement characteristics of the compacted fill soils, as well as the anticipated loading, it has been estimated that the maximum total settlement of building footings will be less than approximately 0.75 inch. Maximum differential settlement over a horizontal distance of 30 feet is expected to be.about one-half the total settlement. The maximum anticipated differential settlement of 0.38 inch in 30 feet may be expressed as an angular distortion of 1:960. Lateral Resistance -: A passive earth pressure of250 psf per foot of depth to a maximum value of 2,500 psf may be used to determine lateral-bearing resistance for building footings. Where structures such as masonry block walls and retaining walls are planned on or near .~ ~ . PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15, 2002 IN. 241-01 Page 8 o descending slopes, the passive earth pressure should be reduced to ISO psfper foot of depth to a maximum value of 1,500 psI. In addition a coefficient of friction of 0.40 times the dead-load forces may also be used between concrete and the supporting soils to determine lateral-sliding resistance. An increase of one-third of the above values may also be used when designing for short-duration wind and seismic forces. The above values are based on footings placed directly against compacted fill. In the case where footing sides are formed, all backfill against the footings should be compacted to a minimum of90 percent of maximum dry density. Settlement Monuments and Monitoring At the completion of rough grading, two settlement monuments were constructed on Lots 39 and 58 to monitor post-grading settlement of compacted fill for Lots 39, 40 and 55 through 59, where fill thicknesses are 50 feet or more. These monuments were initially installed on June 20, and July 11,2002, and will be re-surveyed on a regular basis at 2- and 4-week intervals. Settlement-monitoring data will be presented in a supplementary report at a later date. Construction on Lots 39,40 and 55 through 59 within Tract 23143-7 should be temporarily delayed until data indicates that primary settlement is complete. Footing Observations ." All footing trenches should be observed by a representative of Petra to verifY that they have been excavated into competent bearing soils and to the minimum embedments recommended herein. The foundation excavations should be observed prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture-softened soil and any construction debris should be removed prior to placing concrete. ~ ~ a.. . PACIFIC CENTURY HOMES TR 23143-7Lots 1-85/Temecula July 15,2002 J.N.24l-01 Page 9 ~ Excavated soils derived from footing and utility trench excavations should not be placed in slab-on-ground areas unless the soils are compacted to a minimum of 90 percent of maximum dry density. Expansive Soil Considerations Results of laboratory tests indicate onsite soil and bedrock materials exhibit VERY LOW, LOW and MEDIUM expansion potentials as classified in accordance with 1997 Uniform Building Code (UBC) Table 18-I-B. A lot-by-lot breakdown for the different levels of expansion is provided below. . Verv Low Expansion Potential - Lots 7 through 10,26,27,31 through 42, 47 through 67 and 77 through 83 . Low Expansion Potential - Lots 4 through 6, 18 through 25, 28 through 30, 43 through 46, 68 through 76, 84 and 85 . Medium Expansion Potential - Lots I through 3 and 11 through 17 Design and construction details for the various levels of expansion potential are provided in the following sections. Very Low Expansion Potential !Expansion Index 0[20 or less) "" The following recommendations pertain to as-graded lots where the foundation soils exhibit a VERY LOW expansion potential as classified in accordance with 1997 UBC Table l8-I-B. For soils exhibiting expansion indices of less than 20, the design of slab-on-ground foundations is exempt from the procedures outlined in 1997 UBC Section 1815. Based on this soil condition, it is recommended that footings and floors be constructed and reinforced in accordance with the following minimum criteria. However, additional slab thickness, footing sizes and/or reinforcement should be provided as required by the project architect or structural engineer. ~ ~ ,0 PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page 10 . Footings - Exterior continuous footings may be founded at the minimum depths indicated in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and 18- inch minimum depth for two-story construction). Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous footings should have a minimum width of 12 and IS inches, for one- and two-story buildings, respectively and should be reinforced with two NO.4 bars, one top and one bottom. - Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. No special reinforcement of the pad footings will be required. . Floor Slabs - Living-area concrete-floor slabs should be 4 inches thick and reinforced with either 6-inch by 6-inch, NO.6 by NO.6 welded-wire fabric (6x6-W2.9xW2.9 WWF) or with No.3 bars spaced a maximum of24 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete. - Garage-floor slabs should be 4 inches thick and should be reinforced in a similar manner as living-area floor slabs. Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch minimum, felt expansion-joint materials and quartered with weakened-plane joints. A 12-inch wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of two NO.4 bars, one top and one bottom. -:: .. \\ ~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page II ; Prior to placing concrete, the sub grade soils below all concrete slab-on-ground should be prewatered to promote uniform curing of the concrete and minimize the development of shrinkage cracks. Low Expansion Potential (Expansion Index of 21 to SOl The following recommendations pertain to as-graded lots where the foundation soils exhibit a LOW expansion potential as classified in accordance with 1997 UBC Table 18-1-B. The 1997 UBC specifies that slab-on-ground foundations (floor slabs) resting on soils with an expansion index greater than 20 require special design considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in 1997 UBC Section 1815 are based on the thickness and plasticity index of each different soil type existing within the upper 15 feet of the building site. For final design purposes we have calculated an effective plasticity index of 12 in accordance with 1997 UBC Section 1815.4.2. The design and construction recommendations that follow are based on the above soil conditions and may be considered for minimizing the effects of slightly (LOW) expansive soils. These recommendations have been based on the previous experience of Petra on projects with similar soil conditions. Although construction performed in accordance with these recommendations has been found to minimize post-construction movement and/or cracking, they generally do not positively mitigate all potential effects of expansive soil action. The owner, architect, design civil engineer, structural engineer and contractors must be made aware of the expansive-soil conditions which exist at the site. Furthermore, it is recommended that additional slab thicknesses, footing sizes and/or reinforcement more stringent than recommended below be provided as required or specified by the project architect or structural engineer. -: \'t- ~ ~ . PACIFIC CENTURY HOMES TR 23143-7 Lots F85/Temecula July 15,2002 J.N.241-01 Page 12 . Footings - Exterior continuous footings may be founded at the minimum depths indicated in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and 18- inch minimum depth for two-story construction). Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous footings should have a minimum width of 12 and 15 inches, for one- and two-story buildings, respectively and should be reinforced with two NO.4 bars, one top and one bottom. - Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No.4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom- third of the footings. . Floor Slabs - The project architect or structural engineer should evaluate minimum floor-slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index of 12. Unless a more stringent design is recommended by the architect or the structural engineer, we recommend a minimum slab thickness of 4 inches for both living-area and garage-floor slabs and reinforcing consisting of either 6-inch by 6-inch, No.6 by No.6 welded- wire fabric (6x6-W2.9xW2.9 WWF) or NO.3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-height. Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Vis queen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete. ~ Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch minimum, felt expansion- joint materials and quartered with weakened-plane joints. A l2-inch wide grade beam founded at the same depth as adjacent footings should be provided across \~ ~ ~ . PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.24l-0l Page 13 ~ garage entrances. The grade beam should be reinforced with a minimum of two No.4 bars, one top and one bottom. Prior to placing concrete, the sub grade soils below all living-area and garage- floor slabs should be pre-watered to achieve a moisture content that is at least equal to or slightly greater than optimum-moisture content. This moisture content should penetrate to a minimum depth of 12 inches into the subgrade soils. Medium Expansion Potential (Expansion Index of 51 to 90) The following recommendations pertain to as-graded lots which would exhibit a MEDIUM expansion potential as classified in accordance with 1997 UBC Table 18-1- B. The 1997 UBC specifies that slab-on-ground foundations (floor slabs) on soils with an expansion index greater than 20 require special design considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in 1997 UBC Section 1815 are based on a plasticity index of the different soil layers existing within the upper 15 feet of the building site. Based on subsurface stratigraphy and distribution of the different soil types, we have assumed an effective plasticity index of 16 in accordance with 1997 UBC Section 1815.4.2. The design and construction recommendations that follow are based on the above soil conditions and may be considered for minimizing the effects of moderately expansive soils. These recommendations have been based on the previous experience of Petra on projects with similar soil conditions. Although construction performed in accordance with these recommendations has been found to minimize post-construction movement and/or cracking, they generally do not positively mitigate all potential effects of expansive soil action. The owner, architect, design civil engineer, structural engineer and contractors must be made aware ofthe expansive-soil conditions which exist at the site. Furthermore, it is recommended that additional slab thicknesses, footing sizes ,. .......... \~ ~ ~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-01 Page 14 and/or reinforcement more stringent than recommended below be provided as required or specified by the project architect or structural engineer. . F ootin~s Exterior continuous footings for both one- and two-story construction should be founded at a minimum depth of 18 inches below the lowest adjacent final grade. Interior continuous footings may be founded at a minimum depth of 12 inches below the lowest adjacent grade for both one- and two-story construction. All continuous footings should have a minimum width of 12 and IS inches, for one- and two-story buildings, respectively, and should be reinforced with two No.4 bars, one top and one bottom. _ Exterior pad footings intended for the support of roof overhangs, such as second story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No.4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom one- third of the footings. _ Interior isolated pad footings supporting raised-wood floors should be a minimum of24 inches square and founded a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, near the bottom one-third of the footings. . Floor Slabs . - The project architect or structural engineer should evaluate minimum floor-slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index of 16. Unless a more stringent design is recommended by the architect or the structural engineer, we recommend a minimum slab thickness of 4 inches for both living-area and garage-floor slabs and reinforcing consisting of No.3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-height. . _ Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or ~ ~ ". \~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/T emecu la July 15,2002 J.N.241-01 Page 15 ~ equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete. - Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch minimum, felt expansion- joint materials and quartered with weakened-plane joints. A 12-inch wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with a minimum of two No.4 bars, one top and one bottom. - Prior to placing concrete, the sub grade soils below all living-area and garage- floor slabs should be pre-watered to achieve a moisture content that is 5 percent or greater than optimum-moisture content. This moisture content should penetrate to a minimum depth of 18 inches into the sub grade soils. POST-TENSIONED SLABS In lieu of the preceding recommendations for conventional footings and floor slabs, post-tensioned slabs could be used. The actual design of post-tensioned slabs is referred to the project structural engineer who is qualified in post-tensioned slab design, using sound engineering practices. The post-tensioned slab-on-ground should be designed in general conformance with the design specification of 1997 UBC Section 1816. Alternate designs are allowed per 1997 UBC Section 1806.2 that addresses the effecls of expansive soils when present. However, to assist the stmclural engineer in his design, the following parameters are recommended. . ~ ,,(p ~ ~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page 16 Expansion Index Very Low and Low Medium (0 to 50) (51 to 90) Assumed percent clay 30 50 Clay type Montmorillonite Approximate depth of constant suction (feet) 7.0 7.0 Approximate soil suction (pF) 3.6 3.6 Approximate velocity or moisture flow (inches/month) 0.7 0.7 Thomwaite Index -20 -20 Average edge Center lift 4.6 5.3 Moisture variation depth, em (feet) Edge lift 2.2 2.5 Anticipated swell. y,,, Centerlifr 14 3.2 (inches) Ed2e lift 0.4 0.8 . Perimeter footings for either one- or two-story dwellings may be founded at a minimum depth of 12 inches below the nearest adjacent final-ground surface. Interior footings may be founded at a minimum depth of 12 inches below the top of the finish-floor slab. . Post-tensioned foundations and slabs should be designed based on a minimum 15- foot unsupported length at the middle and 10 feet of unsupported cantilever length at the comers. It should be noted that the angular distortion in any case should not exceed 0.002. . A 12-inch wide grade beam founded at the same depth as adjacent footings should also be provided across the garage entrance. . All dwelling-area floor slabs constructed on-ground should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen. A minimum of 1 inch of clean sand should be placed over the membrane to promote uniform curing of the concrete. . Presaturation of sub grade soils below slabs-on-ground will not be required_ However, subgrade soils should be thoroughly moistened prior to placing concrete. . The design modulus of sub grade reaction (k) should be 300 tons per cubic foot. . . ~ \"\ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 tN. 241-01 Page 17 , RETAINING WALLS Footing Embedments The base of retaining-wall footings constructed on level ground may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. Where retaining walls are proposed on or within 15 feet from the top of any adjacent descending fill slope, the footings should be deepened such that a minimum horizontal setback ofH/3 (one-third the slope height) is maintained between the outside bottom edges of the footings and the slope face; however, the minimum footing setback should be 5 feet. The above-recommended minimum footing setbacks are preliminary and may require revision based on site-specific soil and/or bedrock conditions. All footing trenches should be observed by the project geotechnical consultant to verify that the footing trenches have been excavated into competent-bearing soils and/or bedrock and to the minimum embedments recommended above. These observations should be perforn1ed prior to placing forms or reinforcing steel. Active and At-Rest Earth Pressures An active lateral-earth pressure equivalent to a fluid having a density of 40 pounds per cubic foot (pc!) should tentatively be used for design of cantilevered walls retaining a drained, level backfill. Where the wall backfill slopes upward at 2: 1 (h:v), the above value should be increased to 63 pcf. All retaining walls should be designed to resist any surcharge loads imposed by other nearby walls or structures in addition to the above active earth pressures. For design of retaining walls that are restrained at the top, an at-rest earth pressure equivalent to a fluid having density of 60 pcf should tentatively be used for walls supporting a level backfill. This value should be increased to 95 pcf for an ascending , 2: 1 (h:v) backfill. ~ ~ \% PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-01 Page 18 Drainage A perforated pipe-and-gravel subdrain should be installed behind all retaining walls to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- to 1.5-inch open-graded gravel wrapped in filter fabric. Filter fabric may consist ofMirafi 140N or equivalent. In lieu of a pipe and gravel subdrain, weepholes or open vertical masonry joints may be considered for retaining walls not exceeding a height of approximately 3 feet. Weepholes, if used, should be 3 inches minimum diameter and provided at minimum intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind the weepholes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi l40N or equivalent. The backfilled portions of retaining walls should be coated with an approved waterproofing compound to inhibit infiltration of moisture through the walls. Temvorarv Excavations . To facilitate retaining-wall construction, the lower 5 feet of temporary slopes may be cut vertical and the upper portions exceeding a height of 5 feet should then be cut back at a maximum gradient of I: I (h:v) for the duration of construction. However, all temporary slopes should be observed by the project geotechnical consultant for any evidence of potential instability. Depending on the results of these observations, flatter temporary slopes may be necessary. The potential effects of various parameters such as weather, heavy equipment travel, storage near the tops of the temporary excavations , ~ ~ \'\ , PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.24l-0l Page 19 and construction scheduling should also be considered in the stability of temporary slopes. Wall Backfill All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or air-dried as necessary to achieve near-optimum-moisture conditions and compacted in place to a minimum relative compaction of90 percent. MASONRY GARDEN WALLS Construction on or Near the Tops of Descendin~ Slopes Continuous footings for masonry garden walls proposed on or within 7 feet from the top of any descending slope should be deepened such that a minimum horizontal clearance of 5 feet is maintained between the outside bottom edge of the footing and the slope face. The footings should be reinforced with a minimum of two No.4 bars, one top and one bottom. Plans for any top-of-slope block walls proposing pier and . grade-beam footings should be reviewed by Petra prior to construction. Construction on Level Ground Where masonry garden walls are proposed on level ground and at least 5 feet from the tops of descending slopes, the footings for these walls may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. These footings should also be reinforced with a minimum of two No.4 bars, one top and one bottom. Construction Joints ~ In order to mitigate the potential for unsightly cracking related to the effects of differential settlement, positive separations (construction joints) should be provided in the walls at horizontal intervals of approximately 25 feet and at each comer. The ~ ~ "tP PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-0l Page 20 separations should be provided in the blocks only and not extend through the footings. The footings should be placed monolithically with continuous rebars to serve as effective "grade beams" along the full lengths of the walls. CONCRETE FLATWORK Thickness and Joint Spacing To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs should be at least 3.5 inches thick and provided with construction or expansion joints every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and provided with construction or expansion joints every 10 feet or less. Sub~rade Preparation As a further measure to minimize cracking of concrete flatwork, the subgrade soils below concrete-flatwork areas should first be compacted to a minimum relative density of90 percent and then thoroughly wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture should extend to a depth of 12 inches below sub grade and maintained in the soils during placement of concrete. Pre-watering of the soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. A representative of the project soils engineer should observe and verify the density and moisture content of the soils and the depth of moisture penetration prior to placing concrete. Cement Tvpe . Results of laboratory tests performed on representative samples indicate that the onsite soils contain from extremely low amounts (undetectable) to 0.2 percent water soluble sulfates. Therefore, according to 1997 UBC Table 19-A-4, Types I and II Portland cement will be satisfactory for concrete placed in contact with the onsite soils. ~ ~ 1--\ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.24l-01 Page 21 Soil Corrosivitv Representative soil samples have been tested to determine the potential for corrosion of metal pipes due to the soils on the site. The test results indicate that the soils are mild to highly corrosive to buried metal pipes. This conclusion is based on the following corrosive potential from resistivity level readings. Resistivity Level Readinl! Corrosivity Potential Over 10,000 Mild 5,000 - 10,000 Moderate 1,000 - 5,000 Corrosive 500-1,000 Very COlTosive Under 500 Extremely Conosive Note: If additional information is needed, a Corrosion Engineer should be consulted. Representative soil samples have been tested to determine chloride exposure for reinforcing steel within the site soils. The test results indicate that the soils have a moderate chloride exposure. PLANTERS , Area drains should be extended into all planters that are located within 5 feet of building walls, foundations, retaining walls and masonry garden walls to minimize excessive infiltration of water into the adjacent foundation soils. The surface of the ground in these areas should also be sloped at a minimum gradient of2 percent away [rom the walls and foundations. Drip-irrigation systems are also recommended to prevent overwatering and subsequent saturation of the adjacent foundation soils. ~ ~ 1.-7.-- PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 IN. 241-01 Page 22 UTILITY TRENCHES All utility-trench backfill within street right-of-ways, utility easements, under sidewalks, driveways and building-floor slabs, as well as within or in proximity to slopes should be compacted to a minimum relative density of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required. Density testing, along with probing, should be performed by the project soils engineer or his representative, to verify proper compaction. For deep trenches with vertical walls, backfill should be placed in approximately 1- to 2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer, pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill materials should be placed in approximately 8- to 12-inch thick maximum lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. As an alternative for shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under building-floor slabs, impol1ed clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. No specific relative compaction will be required; however, observation, probing and, if deemed necessary, testing should be performed. To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported sand bedding should be placed at least I foot above all pipe in areas where excavated trench materials contain significant cobbles. Sand-bedding materials should be thoroughly jetted prior to placement of backfill. Where utility trenches are proposed parallel to any building footing (interior and/or exterior trenches), the bottom of the trench should not be located within a 1: 1 (h:v) plane projected downward from the outside bottom edge of the adjacent footing. ., -Z-?7 ~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-0I Page 23 o SLOPE LANDSCAPING AND MAINTENANCE The engineered slopes within the subject tract are considered grossly and surficially stable and are expected to remain so under normal conditions provided the slopes are landscaped and maintained thereafter in accordance with the following minimum recommendations. . Compacted-earth berms should be constructed along the tops of the engineered fill slopes to prevent water from flowing directly onto the slope surfaces. . The slopes should be landscaped as soon as practical when irrigation water is available. The landscaping should consist of deep-rooted, drought-tolerant and maintenance-free plant species. A landscape architect should be consulted to determine the most suitable groundcover. If landscaping calIDot be provided within a reasonable period of time, jute matting (or equivalent) or a spray-on product designed to seal slope surfaces should be considered as a temporary measure to inhibit surface erosion until such time permanent landscape plants have become well-established. . Irrigation systems should be installed on the engineered slopes and a watering program then implemented which maintains a uniform, near-optimum moisture condition in the soils. Overwatering and subsequent saturation of the slope soils should be avoided. On the other hand, allowing the soils to dry-out is also detrimental to slope performance. . Irrigation systems should be constructed at the surface only. Construction of sprinkler Jines in trenches is not recommended. . During construction of any terrace drains, downdrains or earth berms, care must be taken to avoid placement of loose soil on the slope surfaces. . A permanent slope-maintenance program should be initiated for major slopes not maintained by individual homeowners. Proper slope maintenance must include the care of drainage and erosion control provisions, rodent control and repair of leaking or damaged irrigation systems. o . Provided the above recommendations are followed with respect to slope drainage, maintenance and landscaping, the potential for deep saturation of slope soils is considered very low. ~ ~ ",lilt PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-0l Page 24 ; . Property owners should be advised of the potential problems that can develop when drainage on the building pads and adjacent slopes is altered in any way. Drainage can be altered due to the placement of fill and construction of garden walls, retaining walls, walkways, patios, swimming pool, spas and planters. POST-GRADING OBSERVATIONS AND TESTING Petra should be notified at the appropriate times in order that we may provide the following observation and testing services during the various phases of post grading construction. . Buildin!,? Construction Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. Re-observe all footing trenches, if necessary, if trenches are found lO be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. Observe pre-soaking of sub grade soils below living-area and garage floor slabs to verify adequate moisture content and penetration. . Retainin!J;-Wall Construction Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. - Re-observe all footing trenches, if necessary, if trenches are found to be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. - Observe and verify proper installation of subdrainage systems prior to placing wall backfill. Observe and test placement of all wall backfill to verify adequate compaction. ., ~ ,r 't-? PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15,2002 J.N.241-01 Page 25 ; . Masonrv Wall Construction Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. Re-observe all footing trenches, if necessary, if trenches are found to be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. . Exterior Concrete-Flatwork Construction - Observe and test sub grade soils below all concrete- flatwork areas to verify adequate compaction and moisture content. . Utilitv-Trench Backfill Observe and test placement of all utility-trench backfill to verify adequate compaction. . Re-Grading - Observe and test placement of any fill to be placed above or beyond the grades shown on the approved grading plans. ~ 1ft- 1td ~ PACIFIC CENTURY HOMES TR 23143-7 Lots 1-85/Temecula July 15, 2002 J.N.241-01 Page 26 This opportunity to be of service is sincerely appreciated. If you have any questions, please contact this office. Respectfully submitted, Ste hen M. 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QQ. ~: ~ 0 ~. ~ "- is' is' is' c- is' 0.: is' is' c- is' c- ~ is' is' is' is' c- o Z ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- ;;- 0 ;;- ;;- ;;- ;;- ;;- ~ I::' - .., - nQ 0 o = CJ'J Z '" '" t"' N N t"' t"' N N '" '" '" '" '" '" '" '" :=..c.o CFJ t'\l _. "'" ~ -- * g' ;0 a 0 ,;- ~ ..., , ., n - N <.-.> - .... <.-.> . -> ~ ",=ctr:l('Jt%1(J * 0"0 "'-0 n ~ on ~~ ::;; :;;9::;;~~~~ g-g~~;:;go'o :::: CIl .., "0 0 c..:: ......, (ll:rg~~~o;.,~ ~ g =. :; ~ 0':;:; <: ::r ~. ::.. (') cr ~ ~ ~ ('tI g ~ 8., = =...., 0.: t:l o::ln-o~::!!C':l cr c.. t'\l 0 a CIl ?; - ~ !!!..~~r;:j~g' l'll t.' 0';;; (') ~ _ _. ~. c;' :::: .... =. .... \0 0: t:l -< 5' ~ g E; ~ 5" "C ~.... 0 -_. ~ Cr:l '1.. t'\l::TCIl -,..... C:::!:.) (i" 3 n ~ -l ~ tti = t:l _. (3l c:r' ~ .... (") 0.. ~ (/I _ .... ~ 5'-";'; CIl C':lo5?oO'Q ~ CJ" 0.. (') - 0 0 o~.g'-P= ~ COS;:t>C11 0 CIl = _. ,0 0 a. c.. ~. N ~ -c c = _. tI> o CIQ (II':;: ~ .- CIl ~ ::;: ::; oO-o=- c.; !:::t:"=::e: a .....,-n_ n> o' t:l 0 ""0 .... ::: s::: x ;;- n CIl n"C ::: ~. (ii" ~ () =- 3 !::!. ;;r (II 0 g ("l no...... A g.; [ s: ~ n ~ 3 =:. Q 02 ::; n:;r" r:i :: x _. t:l ... ~~ ~ g- 8. Q s.. ::: CIl"'C :::. c.. <: 0 _ t:l 2.:' ~ ~ = t:l 0 c.. n r::::- -. ::c> :;' n ;(l "9 -l - () ~. ::.: -..0 =. ;:;:: C" :> 9 . n, .... tv ... - 0 - "" 0 "" 0_ .!.. '" = tv 6 -- a ~ o o ~ 0: ~ :? o 5' c- '" o o ~ 2 ~ ~ o ~ ? ~ '" v - .. Co "2 11 Oi - en ~ '" tC.~ TABLE II FIELD DENSITY TEST RESULTS o PETRA o ?A TABLE II FiElD DENSITY TEST RESULTS ,- ..--,............"." ",' .,'.'.'"-....".--....---.. 'E'S...T.. ....... .' .TE$T. ..... .... ..... 'i />;T~STi ... ':-::-:::-::,,:-:-'-:- '-' ,:;:;,::;,;:,:::;,::;,;,::;._::'.;::::,::,::;:'-:';:;::'::::;: :'::":':':':::::':::':::::'::::::::::::::,;.::::::,:::'::/:':-:-:,::::,,:,,:::;::';':';':,:,;:::::::;.:. ATE.. ...;......NO,.......;.;.i ;.;..........r:.QC.i(110N. -,<-".:.,.:.,.. ;E,L(...jiEt.)V..............;~?t(~;o.)tJ~~E~Sf)!WSOJV[I'; ........son;; ......... ... ............/(. .' ... . .;.... we ....i(%j.TYPE; :,:.,....... .",..........,..... .-.............-... ..,,-.,..,...,....._-.. ......... .... ....-.....-,.."..... "'--'--"-"-,----'." .......----.---..-.-.-.. ................. ','-'-'-'--,"-'-'-'-'-'.',-,'-'.-",-,"" .... ..... ..... 122/02 83 TR 26941/Lot 25 . 122/02 84 TR 26941/Lot 25 122/02 92 TR 26941/Lot 25 122/02 94 RT No. 92 122/02 95 TR 26941/Lot 25 /22/02 97 TR 26941/Lot 25 125/02 ]01 TR 26941/Lot 25 125/02 102 RT No. 101 125/02 103 TR 26941/Lot 25 125/02 104 TR 26941/Lot 25 125/02 105 TR 26941/Lot 25 /25/02 106 TR 26941/Lot 25 125/02 107 TR23143-7/Lot22 125/02 108 TR 2694l1Lot 25 /26/02 109 TR 26941/Lot 25 126/02 110 TR 26941/Lot 25 126/02 ]11 TR 23143-7/Lot 23 /26/02 112 TR 23143-7/Lot 22 /26/02 113 TR 2694l1Lot 25 /26/02 114 TR 26941/Lot 25 /26/02 115 TR 26941/Lot 25 /26/02 116 IUNo.115 /26/02 117 TR 23143-7/Lot 23 127/02 1 ]8 TR 23143-7/Lot 23 /27/02 119 TR 26941/Lot 25 /27/02 120 TR 26941/Lot 25 /27/02 121 TR 26941/Lot 25 /27/02 122 TR 23143-7/Lot 21 /27/02 123 TR 2694l/Lot 25 /27/02 124 TR 26941/Lot 25 /27/02 125 TR 23143-7/Lot 22 /28/02 176 TR 23143-7/Lot 21 /28/02 177 TR 26941/Lot 25 /28/02 178 TR 2694l/Lot 25 /28/02 179 TR 23143-7/Lot 21 /28/02 180 TR 2694l/Lot 25 /28/02 182 TR 23143-7/Lot 18 /2-8/02 183 TR 23143-7/Lot 24 /28/02 184 TR 2694 1/Lot 25 /2,8102 185 TR 23143-7/Lot 24 /28/02 186 TR 26941/Lot 25 /28/02 187 TR 26941/Lot 25 1116.0 11.2 121.6 92 2 1118.0 9.9 115.7 90 3 1120.0 6.8 114.3 89 3 10.3 115.5 90 3 1122.0 8.6 116.8 91 1 ] 122.0 11.9 126.2 96 2 1]24.0 68 114.2 89 3 10.1 115.8 90 3 1126.0 11.0 119.5 91 2 1128.0 7.9 116.5 91 3 1126.0 8.8 .118.9 92 1 1129.0 9.3 ]20.5 93 1 1130.0 10.1 116.4 91 3 1131.0 11.2 117.1 91 3 1129.0 10.5 118.8 90 2 1130.0 9.7 115.2 90 3 1132.0 8.8 117.6 92 , 0 1134.0 7.5 116.8 91 ] 1130.0 9.6 1] 9.4 92* ] 1131.0 11.0 121.7 92 2 ] 132.0 8.9 116.7 88 2 9.9 118.9 90 2 1135.0 9.7 115.5 90 3 1136.0 8.5 116.2 90 3 1136.0 10.1 117.9 92 3 1133.0 7.8 118.3 92 1 1134.0 6.9 117.0 91 I 1136.0 8.9 116.8 91 1 1135.0 9.6 119.9 91 2 1135.0 11.3 121.7 92 2 1138.0 9.1 118.4 93 3 1239.0 10.1 116.2 90 I 1240.0 9.7 117.4 91 1 1241.0 10.5 119.9 91 2 1244.0 9.9 124.0 94 2 1240.0 . 9.5 115.3 90 3 1241.0 10.4 119.6 92 4 1240.0 11.5 122.7 93 2 1245.0 9.3 116.2 90 I 1247.0 9.8 118.5 91 4 1241.0 10.8 115.9 91 3 1242.0 14.3 116.2 91 3 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) J.N.241-01 * Sandconel** 95% required JULY 2002 TABLE T-1l1 /' -:;? TABLE II FIELD DENSITY TEST RESULTS rES"! TEST.. .. ....... ...... ........ .........TESr. ... .....i ................ E.L(.rEt..)V'........ .... M.... ..?.......I(S.~:.....)URE......; .............DE(~~f)ITY......C.... ..~~IP....;..............................T...~ypO.....ILE............................. )ATE;..NO;)..........:LOCAtiON... /.' ... pc ............. (Yo) 1244.0 13.0 1245.0 8.7 1246.0 8.0 1247.0 9.0 1248.0 7.8 1249.0 7.5 1247.0 10.8 1248.0 11.2 1240.0 6.4 1241.0 6.0 8.7 9.0 1254.0 11.3 1249.0 9.6 1249.0 8.3 1250.0 7.9 1251.0 9.5 1250.0 10.4 1248.0 11.3 1250.0 9.4 1248.0 7.7 1252.0 10.4 1254.0 9.9 1253.0 9.5 1254.0 9.7 1255.0 10.2 1256.0 9.6 1253.0 11.3 10.8 1252.0 8.8 1256.0 13.5 1258.0 10.5 1255.0 11.1 1256.0 9.3 1257.0 8.7 1254.0 10.4 1228.0 7.7 1213.0 9.3 1217.0 11.8 9.4 8.1 1232.0 11.5 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) J.N.241-01 * Sandcone/** 95% required L/28/02 188 TR 23143-7/Lot 18 . 2/28/02 189 TR 23143-7/Lot 18 2/28/02 190 TR23143-7/Lot23 2/28/02 191 TR23143-7/Lot23 3/01/02 192 TR 26941/Lot 25 3/01/02 193 TR 26941/Lot 25 3/0 lI02 194 TR 23143-7/Lot 21 3/01/02 195 TR 23143-7/Lot 21 3/01/02 196 TR 26941/Lot 25 3/01/02 197 TR 26941 /Lot 25 3/01/02 198 RTNo.196 3/01/02 199 RTNo.197 3/04/02 200 TR 23143-7/Lot 73 3/04/02 226 TR 26941/Lot 25 3/04/02 227 TR 23143-7/Lot 19 3/04/02 228 TR 23143-7/Lot 21 3/04/02 229 TR 26941/Lot 25 3/04/02 230 TR 26941/Lot 25 3/04/02 232 TR 23143-7/Lot 75 3/04/02 233 TR 23143-7/Lot 76 3/04/02 234 TR 23143-7/Lot 25 3/05/02 235 TR23l43-7/Lot74 3/05/02 236 TR 23143-7/Lot 24 3/05/02 238 TR 23143-7/Lot 18 3/05/02 239 TR 26941/Lot 25 3/05/02 240 TR 23143-7/Lot 25 3/05/02 241 TR 23143-7/Lot 75 3/05/02 242 TR 26941/Lot 25 3/05/02 243 RTNo.242 3/05/02 244 TR23143-7/Lot 19 3/06/02 245 TR23143-7/Lot25 3/06/02 246 TR 23143-7/Lot 24 3/06/02 247 TR 23143-7/Lot 23 3/06/02 248 TR 23143-7/Lot 21 3/06/02 249 TR 23143-7/Lot 22 3/06/02 250 TR 23143-7/Lot 20 3/04/02 251 TR 23143-7/Lot 40 3/D4/02 252 TR 26941/Lot 18 3/04/02 253 TR26941/Lot 18 3/,04/02 254 RT No. 252 3/04/02 255 RT No. 253 3/04/02 256 TR 23143-7/0s10 Circle 116.7 91 I 116.2 90 ] 119.6 91 2 119.3 90 2 119.0 90' 2 119.4 91 2 120.4 91 2 119.7 91 2 118.4 89 2 115.5 87 2 121.3 93 2 119.0 90' 2 120.0 91 2 117.9 91 1 120.5 93 1 118.7 92 1 117.4 90 4 119.2 92 4 120.8 92 2 115.3 90 3 116.8 91 1 125.0 95 2 122.4 93 2 125.4 95' 2 120.6 91 2 119.8 91 2 120.1 91 2 118.7 89 2 118.9 90 2 117.8 91 4 114.1 91 6 119.0 92' 4 121.4 93 4 117.9 91 I 118.5 92 1 119.6 92 4 123.9 95 4 114.3 89 3 103.1 81 3 123.1 95 I 124.5 96 . I 115.8 91 3 JULY 2002 ~ TABLE T-ll 2 TABLE" FIELD DENSITY TEST RESULTS [Jj]ST 'f.NEOS. T......,:'.....'. > .............. ,...>.... ....''fF;g ........... ...i '..'.. ......:ELEy.. ........,..M..,.......O........I(~y)U....Illi...........'..D.......E.,(Np.,...CSt)ITY..,. ....'........,'.......C...O(....;..M/....)p;..;,~,om )ATE .... .'....,.....'.......'..r;QCATIClN........ .>i;.(fi}> /~ I' ."TYPE l/p4/02 3/04/02 3/04/0_ 3/04/02 3/04/02 3/04/02 \/05/02 \/05/02 3/05/02 \/05/02 \/05/02 \/05/02 \/05/02 \/05/02 \/05/02 3/05/02 3/05/02 \/05/02 \/06/02 3/06/02 \/06/02 \/06/02 \/06/02 3/06/02 3/06/02 \/06/02 \/07/02 \/07/02 \/07/02 3/07/02 311 3/02 3/13/02 \/06/02 3/06/02 \/06/02 3/06/02 3/06/02 3/06/02 3/07/02 3iP7/02 3/07/02 3/07/02 257 TR26941/Lot18 258 TR26941/Lot 18 259 RT No. 257 260 RT No. 258 261 TR 26941/Lot 18 262 RT No. 261 263 TR 23143-7/Lot 41 264 TR26941/Lot 18 265 TR 23143-7/Lot4] 266 TR 23 I 43-7/Lot41 267 TR 26941/Lot 18 268 RT No. 267 269 TR 23143-7/0slo Circle 270 TR 23143-7/0sI0 Cirde 271 TR 23143-7/Lot39 272 RT No. 271 273 TR23143-7/Lot40 274 TR 23143-7/Lot 39 27 5 TR 2694l/Lot 18 290 RT No. 289 301 TR 26941/Lot 18 302 TR 23143-7/Lot 40 303 TR 23143-7/Lot 40 304 TR 2694l/Lot 18 305 TR 23143-7/0sJo Circle 306 RT No. 305 307 TR 26941/Lot 18 308 TR 2694l/Lol 18 309 TR 23143-7/Lot39 310 TR23143-7/Lot39 316 RTNo.315 325 TR23]43-7/Lot38 351 TR 23]43-7/Lot71 352 RTNo.351 353 TR 26941/Lot 25 354 TR 23143-7/LotI7 355 TR23143-7/Lot21 356 TR23143-7/Lot]9 357 TR 23143-7/Lot24 358 TR 23143-7/Lot 25 359 TR 23143-7/Lot 75 360 TR 23143-7/Lot 18 1215.0 12160 1218.0 1229.0 1223.0 1231.0 1238.0 1220.0 1230.0 1231.0 1223.0 1232.0 1227.0 1225.0 ]226.0 1228.0 1229.0 1226.0 1228.0 1227.0 1228.0 1228.0 1230.0 1268.0 1258.0 1258.0 1255.0 1256.0 1257.0 1256.0 1259.0 1258.0 1260.0 1259.0 12.8 120.3 93** 12.4 116.6 90*.** 10.8 121.6 95*,** 11.4 ]22.2 95** 12.8 114.5 89** 11.1 123.6 96** 12.1 118.7 97** 12.8 ] ]8.0 96** 13.7 120.3 96** 11.3 120.5 96** 14.2 ] 17.1 94** 13.6 119.0 95** 13.3 121.0 97** 15.0 116.9 95** 12.0 116.5 94** 12.1 118.2 96** 13.6 118.3 94 122 ] 23.8 96** 12.0 119.9 96** 10.7 121.4 97 13.1 122.2 95** 13.1 ] 19.0 95** 12.2 121.9 95** 12.9 1 ]9.8 96** ]3.6 116.] 93** 11.3 120.6 96** 13.0 119.8 96** 12.2 118.8 95** 12.4 ]22.7 96** ]1.0 118.3 92 12.4 113.1. 90 9.4 116.5 89 9.4 116.3 89 10.0 117.4 90 8.7 1 ]9.2 92 9.9 115.9 91 11.5 120.8 92 12.0 118.9 90 9.9 119.5 91 11.7 117.9 91 10.3 116.2 90* 9.5 117.6 91 I I 3 3 3 I K K N N N N N K K K N 1 6 5 3 6 3 6 6 6 6 6 3 3 6 4 4 4 4 3 2 2 2 4 1 1 JULY 2002 TABLE T-II 3 ~1 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 1718 19) J.N.241-01 * Sandconel** 95% required TABLE II FiElD DENSITY TEST RESULTS ,.....,-....--. -- "'-"'''',''-'-. --,..,...----.....--... ..- ... ..,....... ...", , " " .,., .... fEST . TEST ............ i. ..... ...... ..... .'fI?~:r ... ..... ... ............ ...........Er;EV;. .M()IS:r{jRE DENSITY. COMP .'. . ... ... SOIL ) TE ...............N...O.............. ... .. .. ... ...L..O.CA. ..n.ON... .... . .... ....... .. .. ........... '.C.ft.). ..... ........ ...... ............C."').... ...... · ...... ...........C.p'C..l). .................... COF) ............ ..T......yp... ....E. ........ ........ A .. .'. ....... ................. ... . . . . . ...... Iv . .... ~~. '.. ...... l/08/02 361 TR 23143-7/Lot 24 1260.0 78 116.9 91 1 l/08/02 362 TR 23143-7/Lots 24-25 1256.0 8.3 118.5 92 1 1/08/02 368 TR 269411L0t 25 1256.0 10.3 121.8 92* 2 l/08/02 369 TR 23143-7/Lot 23 Fox Rd 1258.0 11.0 117.4 90 4 3/1 0/02 374 TR 23143-7 /Lot 23 1261.0 12.0 121.0 93 4 3/1 0/02 375 TR 23143-7/Lot 74 1255.0 11.1 119.9 92 4 3/11/02 376 TR 23143-7/Lot]9 ]258.0 12.4 125.0 95 2 3/1 ]/02 377 TR 23143-7/Lot 21 1261.0 10.8 117.2 90. 4 3/1 Jl02 378 TR 23143-7/Lot 20 1260.0 11.0 119.1 92 4 3/11/02 379 TR23143-71Lot25 12620 12.3 ] 16.7 91 3 3/11/02 388 TR 23 I 46-7/Lot 24 1262.0 89 122.4 93 2 3/11/02 389 TR 23146-7/Lot 23 1263.0 10.4 116.2 90 5 3/11/02 390 TR 23146-7/Lot 20 1262.0 ]1.0 117.5 91 5 3/11/02 391 TR 23146-7/Lot 18 1257.0 10.9 1 ]6.7 91 3 3/13/02 412 RT No. 325 89 I 17.4 90 4 3/15/02 426 TR 23143-7/Lot 38 1232.0 12.3 116.1 90 1 3/15/02 427 TR23143-7/Lot38 1233.0 13.2 118.0 90 4 3/15/02 428 TR2694]/Lot 18 1233.0 12.8 117.4 91 I 3/15/02 429 TR 23143-7/Lot 41 1236.0 98 119.2 90 2 3/1 5/02 430 TR 23143-7/Lot 41 1237.0 11.8 121.1 92 2 3/15/02 431 TR 26941ILot 18 1232.0 12.8 121.4 92 2 3/15/02 432 TR 2694J1Lot 18 1233.0 11.3 1 ]6.7 90 1 3/15/02 433 TR 23143-7/0s10 Circle 1234.0 12.4 121.1 92 2 3/15/02 434 TR 23143-7/0s10 Circle 1235.0 10.7 121.8 92 2 3/15/02 435 TR 23143-7/0s10 Circle 1236.0 12.9 116.9 9] 1 3/15/02 436 TR 23143-7/0s1o Circle 1237.0 12.0 ] 17.0 91 I 3/15/02 437 TR 23143- 7ILot 40 1235.0 10.8 1 ]8.0 90 4 3/15/02 438 TR 23143-7/Lot 39 1236.0 9.6 117.7 91 ] 3/15/02 439 TR 26941/Lot 17 1235.0 11.4 117.0 91 I 3/15/02 440 TR 269411L0t 17 1236.0 11.5 118.0 90 4 3/16/02 441 TR 26941/Lot 18 1238.0 10.8 119.4 91 4 3/16/02 442 TR 26941/Lot 18 1238.0 9.6 117.5 91 I 3/16/02 443 TR23143-71Lot39 1237.0 8.6 118.4 92 I 3/16/02 444 TR 23143-7/0Iso Circle Lot 38 1239.0 7.7 122.7 93 2 3/16/02 445 TR 26941/Lot 18 1239.0 10.4 121.8 92 2 3/16/02 446 TR 2694 I lLots 17-18 1240.0 11.1 119.5 91 2 3/18/02 SOl TR 23 I 43-7/Lot 40 1241.0 11.1 117.6 91 I 3/18/02 502 TR 269411L0t 18 1242.0 ]0.8 116.0 90 I 3/18/02 503 TR 23l43-7/Lot 37 1243.0 9.1 115.3 90 3 3/01 8/02 504 TR 26941/Lot 18 1243.0 10.5 118.0 92 3 3/18/02 505 TR 2694lILot 17 1245.0 7.8 117.7 91 I 3/18/02 506 TR 23 I 43-7/0sI0 Ct 1245.0 8.6 119.1 92 I PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 1819) JULY 2002 ~ttJ J.N.241-01 * Sandcone'** 95% required TABLE T-II 4 TABLE II FIELD DENSITY TEST RESULTS ~~~~.i{;g!.... .......i?.......f.6d~~8~ ....>\\~~~j../~?~1J.)U~.. ...D~(~~~r".... ;~~jP:>;ri~............ 3/.18/02 3/18/02 3/18/02 3/18/02 3/19/02 3/] 9/02 3/19/02 3/19/02 3/19/02 3/19/02 3/19/02 3/] 9/0! 3/19/02 3/] 9/02 3/19/02 3/19/02 3/20102 3/20/02 3/21/02 3/21/02 3/21/02 3/21/02 3/21/02 3/2] 102 3/21/02 3/21/02 3/22/02 3/22/02 3/22102 3/22/02 3/22/02 3/22/02 3/22/02 3/22/02 3/22/02 3/22/02 3/22/02 3122/02 3/23/02 3(23/02 3/25/02 3/25/02 507 TR 23143-7/0s10 Ct 508 TR 23143-7 /Lot 42 509 TR 23143-7 /Lot 85 510 TR 23143-7/Lot 38 511 TR23143-7/Lot36 512 TR 23 1 43-7/0s10 Ct & Fox 513 TR23143-7/Lot41 514 TR 23143-7/Lot 85 5]5 RTNo.514 516 TR 23143-7/Lot 41 517 TR26941/Lot 18 518 TR 23143-7/Lot 38 519 TR 26941/Lot ] 8 520 TR 26941/Lot 18 521 TR 23 ] 43-7/Lot 37 522 TR 23143-7/Lot 39 523 TR 23l43-7/Lot 85 524 TR 23143-7/Lot 85 581 . TR 23 I 43-7/Lot 1 582 RT No. 581 583 TR 23143-7/Lot ] 584 TR 23 I 43-7/Lot 2 585 TR 2694]/Lot 17 586 TR23143-7/Lot40 587 TR23143-7/Lot42 588 TR 23143-7/Lot 38 596 TR 23 I 43-7/Lot 2 597 TR 23143-7/Lot 3 598 TR26941/Lot18 599 TR 23]43-7/Lot 39 600 TR23]43-7/Lot4] 651 RT No. 599 652 RT No. 600 653 TR 23143-7/Lot 85 654 TR 23 I 43-7/Lot 35 655 TR23143-7/Lot42 656 RT No. 654 657 RT No. 655 660 Wolfe RdlSta ]4+00 663 Wolfe RdlSta 14+25 666 Wolfe RdlSta 14+75 667 TR 26941/Lot 18 1247.0 ]249.0 ]251.0 ]248.0 1249.0 1251.0 1248.0 ]253.0 12.7 116.5 90 13.0 114.7 90 3 ]1.1 119.9 93 I 9.6 117.4 9] I 9.4 120.2 91* 2 8.0 116.7 90 1 ]0.7 119.2 90 2 6.5 112.4 87 1 ]0.3 ] ]8.9 92 I 10J 122.4 93 2 9.5 117.4 91 I ] 1.4 115.6 90 ] 9.6 121.8 92 2 8.3 ]22.9 93 2 11.] ] ]6.9 91 I ]2.0 1 ]7.9 91 ] 11.1 1 ]6.8 91* 1 11.0 1 J9.2 92 1 14.7 1] 7.8 89 2 ] 1.9 118.9 90 2 11.2 121.7 92* 2 11.8 120.1 9] 2 11.8 121.9 92 2 9.2 118.2 92 1 8.1 117.3 91 1 10.3 121.7 92 2 10.7 119.1 90 2 9.1 117.7 91 1 9.4 117.6 91* 1 15.4 111.0 86 1 7.7 113.0 88 1 11.3 119.1 92 ] 9.8 117.1 91 ] 12.8 117.7 91 ] 10.2 108.9 87 6 9.6 107.6 86 6 11.9 112.1 90 6 12.7 113.3 91 6 8.5 123.1 95** ] 10.7 123.7 96** 1 9.8 123.7 96** 1 16.6 ] 12.1 90 6 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) J.N.241-01 * Sandcone/** 95% required JULY 2002 TABLE T-II 5 ?A 1250.0 1250.0 1250.0 1251.0 1251.0 ]252.0 1253.0 1256.0 1257.0 1229.0 1231.0 12310 ]253.0 1255.0 1256.0 1253.0 1232.0 1233.0 1255.0 1256.0 1258.0 1258.0 1258.0 1259.0 1222.0 1220.0 1218.0 1256.0 TABLE II FIELD DENSITY TEST RESULTS 7EST'fES'f ............................... ........TEST .... .. .........>..ELEy.J\.t(HSTU~DENSITYC01\fP.>>SOlL .. .ATE...... ......NO;)>>.. ....LOCATIQN............(ft)..... ..........(%). ... .........(pd) ((W.) .. . TYPE.....'. 6 6 1 1 I 6 1 1 6 1 I 1 I 10 10 10 10 10 ]0 10 10 10 10 I 7 3 3 6 6 6 6 13 10 10 13 13 13 I 13 2 13 1 JULY 2002 TABLE T-II 6 /~5/02 668 TR23143-7/Lot46 1258.0 16.4 115.3 92 /25/02 669 TR23143-7/Lot36 1260.0 14.0 115.1 92 /25/02 670 TR 23143-7/Lot 85 1261.0 12.1 117.5 91* /25/02 675 TR 26941 /Lot 18 1257.0 11.8 117.8 91 /25/02 701 TR23143-7/Lot38 1258.0 12.0 117.5 91 /25/02 702 Oslo Crcl/Sta 11 +50 1259.0 14.7 115.2 92 /25/02 703 TR 23143-7/Lot 85 1262.0 10.8 118.4 92 /25/02 704 Wolfe Rd/Sta 14+30 1221.0 10.8 122.7 95** /26/02 707 TR 26941/Lot 17 1257.0 12.1 112.1 90' /26/02 708 TR 23143-7/Lot 39 1258.0 10.2 117.6 92 126/02 709 TR 23143-7/Lot 42 1260.0 10.8 118.l 92 126/02 710 Fox Rd/Sta 83+60 1260.0 8.9 117.9 91 /26/02 715 Wolfe Rd/Sta 13+80 1223.0 9.7 126.3 98*' /27/02 716 TR 23143-7/Lot 46 1259.0 13.9 114.2 92 ./27/02 717 TR 23143-7/Lot 39 1259.0 12.7 115.4 93 ./27/02 718 TR 23143-7/Lot 38 1259.0 14.2 115.1 92 /27/02 719 TR 23143-7/Lot 37 1260.0 11.9 113.2 91 /27/02 720 Oslo CrcllSta 11 +90 1260.0 14.0 113.4 91 ./27/02 721 TR 23143-7/Lot 45 1260.0 13.4 116.2 93 ./27/02 .722 TR 23143-7/Lot 41 1261.0 ]5.1 114.3 92 ./27/02 723 TR 23143-7/Lot 35 1261.0 12.9 1 ]2.4 90* ./27/02 724 TR 23 143-7/Lot 42 1262.0 14.3 1153 93 ./27/02 725 TR 23143-7/Lot 84 1262.0 12.8 114.8 92 ./26/02 739 TR 23143-7/Lot 36 1259.0 10.1 116.8 9] ./26/02 740 TR 23143-7/Lot 36 ]260.0 11.4 118.7 93 ./26/02 741 TR 23143-7/Lot 85 1258.0 12.4 116.2 91 ./26/02 742 TR 23143-7/Lot 45 1259.0 11.5 117.5 92* ./27/02 876 TR 23143-7/Lot 46 1260.0 15.] 113.7 91 ./27/02 877 TR 23143-7/Lot 38 1260.0 14.0 115.3 .92 ,/27/02 878 TR 23143-7/Lot 36 1262.0 13.3 112.9 90 ./27/02 879 TR 23143-7/Lot 85 1263.0 15.5 114.4 92 ,/28/02 880 TR 26941/Lot 17 1261.0 15.1 109.4 91* ./28/02 881 TR 23143-7/Lot 45 1261.0 16.1 112.7 91 ./28/02 882 TR 23143-7/Lot 39 1260.0 15.7 113.8 91 ;/28/02 883 TR 23143-7/Lot 38 1261.0 16.1 108.6 90 ;/28/02 884 TR 23143-7/Lot 35 1263.0 14.4 110.3 92 ;/28/02 885 TR 23143-7/Lot 43 1262.0 15.3 109.2 91 ;/28/02 886 TR 23143-7/Lot 85 1264.0 10.8 118.1 92 ;/28/02 887 TR 2694l/Lot 17 1260.0 15.7 111.1 92 ;/28/02 888 TR23143-7/Lot40 1261.0 9.7 1 ]9.6 91 ;/28/02 889 TR 23143-7/Lot 37 1261.0 14.9 108.1 90 ;/28/02 890 TR 23143-7/Lot 42 1263.0 9.2 115.8 90 PETRA GEOTECHNlCAL,INC. TRs 23143-7, 26941 (Lots 17 1819) J.N.241-01 . Sandconel** 95% required ttp TABLE II FIELD DENSITY TEST RESULTS ,E~:r . TEST .. ii\ii. ..... 1':EsrL i>L.. ............ ELEV. ..............~.I........()...I..(S.~/.To...}y.........~............i...........D..........~(Np...SC...f)IT.....:.. ............C........O(...o,~..o.)P.........;.........'.. ....................TSyOplL.E.............................. )/\ TE .... ... ..... r\lO~'> .... .LQCATIQN" . ......................> ..... ...... (it). < /( /( ,/~8/02 891 TR 23143-7/Lot 44 1262.0 6.8 110.8 86 I ./28/02 892 RTNo.891 11.2 1 ]7.9 91 1 ,/29/02 895 TR 23 I 43-7/Lot 41 1263.0 11.8 117.9 91' I ,/29/02 896 TR 26941/Lot 18 1261.0 11.7 122.5 93 2 ,/29/02 897 TR 23143-7/Lot 46 1262.0 10.7 121.5 92 2 ,/29/02 898 TR 26941/Lot 18 1263.0 12.0 118.2 91 4 ,/29/02 900 TR 23143-7/Lot 84 1264.0 15.5 111.9 90 10 ./29/02 976 TR 23143-7/Lot 46 1263.0 9.9 118.9 92 1 ;/29/02 977 TR 23l43-7/Lot 39 1263.0 8.7 116.2 90 1 ;/29/02 978 TR 23 I 43-7/Lot 38 1264.0 9.7 122.7 93 2 ;/29/02 979 TR 23l43-7/Lot 37 1263.0 10.4 121.9 92 2 ;/29/02 980 TR 26941/Lot 17 1265.0 9.4 118.6 91 4 ,/29/02 981 TR 26941/Lot 18 1265.0 11.1 119.8 92' 4 ;/29/02 982 TR 26941/Lot 17 1265.0 103 117.1 91 1 >/01/02 983 TR 26941/Lot 18 1231.0 11.9 111.9 90 10 >/01/02 986 TR26941/Lot 18 1227.0 11.1 117.9 91 1 >/01/02 989 TR 23 I 43-7/Lot 46 1267.0 14.8 114.1 91 6 >/01/02 990 TR 23143-7/Lot 39 1266.0 15.7 109.6 91 13 >/01/02 991 TR 26941/Lot 18 1266.0 16.9 110.5 92 13 >/01/02 992 TR 23143-7/Lot 42 1264.0 15.0 108.9 90 13 1/01/02 993 TR 23 I 43-7/Lot 85 1265.0 13.6 113.3 91 10 f/Ol/02 994 TR 26941 /Lot 27 1205.0 13.3 112.7 90 6 f/Ol/02 995 TR 26941/Lot 27 ]207.0 16.1 109.6 91 13 1/02/02 996 TR26941/Lot 18 ]233.0 11.2 112.2 90 10 >/02/02 1000 TR 26941/Lot 18 1229.0 15.7 110.9 92 13 1/02/02 1001 TR 2694l/Lot 18 1235.0 12.2 118.6 92 1 1/02/02 1005 TR 26941/Lol 18 1235.0 15.9 108.2 90 13 1/02/02 1008 TR 26941/Lot 18 1226.0 10.7 118.8 92 I 1/02/02 1009 TR 26941/Lot 27 1208.0 13.1 1129 90 6 1/03/02 1010 TR 26941/Lot 27 1210.0 10.7 114.1 91* 8 1/03/02 lOll TR 26941/Lot 27 1212.0 10.2 113.3 90 8 1/03/02 1012 TR 26941/Lot 27 1213.0 13.3 115.6 92 8 1/03/02 1013 TR 26941/Lot 27 1211.0 9.8 114.7 91 8 1/03/02 1014 TR23143-7/Lot 16 1249.0 10.6 ] 14.8 91 8 1/03/02 1015 TR23l43-7/Lot 14 1247.0 10.9 115.8 92 8 1/03/02 1016 TR 23143-7/Lot 7 1239.0 11.1 116.7 93 8 1/03/02 1017 TR 23 I 43-7/Lot 5 1232.0 9.5 113.2 90 8 1/1\3/02 1018 TR 23143-7/Lot 4 1229.0 10.2 114.0 90 8 1/03/02 1019 TR23143-7/Lot 14 1249.0 9.1 106.9 86 10 I/Q3/02 1020 TR23l43-7/Lot 16 1251.0 15.4 115.3 93 10 1/03/02 1021 TR23143-7/Lot9 1241.0 8.1 113.4 87* 4 1/03/02 1022 TR23143-7/Lot 10 1243.0 12.6 112.8 86 4 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) JULY 2002 A\ J.N.241-01 * Sandcone/- 95% required TABLE T-II 7 TABLE II FIELD DENSITY TEST RESULTS ~~..... ..~~gY....'.....i ......\ ........(6~~ri6N........... ...........>~&~)r:.. .~I?~~ljU~ .....D~~~~T\f~~~~:.~~~i 4/.03/02 4/03/02 4/03/02 4/03/02 4/03/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/04/02 4/05/02 4/05/02 4/05/02 4/05/02 4/05/02 4/05/02 4/05/02 4/05/02 4/05/02 4105/02 4(05/02 4L05/02 4/08/02 4/08/02 1023 1024 ]025 1051 1052 1053 1054 1055 1056 1057 1058 1059 1060 ]061 1062 ]063 1064 1065 1066 ]067 1068 1069 1070 1071 1072 1073 1074 1075 115] 1152 1153 1154 1155 1156 1157 1158 ]159 1160 1161 1162 1163 1164 TR 23143-7/Lot 5 RT No. 1019 RTNo.1021 RTNo.1022 RTNo.l023 TR 23143-7/Lot 15 TR 23 ]43-7/Lot 4 TR 23143-7/Lot 6 TR 23143-7/Lot 9 TR 23143-7/Lot 6 TR23143-7/Lot4 TR 23143-7/Lot 5 TR 23143-7/Lot 7 TR 23]43-7/Lot 9 TR 26941/Lot 27 TR 2694l1Lot 27 TR 23 143-7/Lots 4-5 TR 23143-7/Lot 7 TR 23143-7/Lot 11 TR 2694l1Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 28 TR 26941/Lot 27 TR 2694l/Lot 27 TR 2694]/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 TR 26941/Lot 27 RTNo.1158 TR 26941/Lot 27 TR 26941/Lot 27 TR 2694l1Lot 27 TR 26941/Lot 27 1234.0 1252.0 1231.0 1238.0 1243.0 1240.0 1233.0 1237.0 1243.0 1242.0 1214.0 1214.0 1235.0 1244.0 1244.0 1216.0 1218.0 1220.0 1221.0 1221.0 1222.0 1223.0 1224.0 1224.0 ]226.0 1225.0 1226.0 1228.0 1227.0 1229.0 1231.0 1230.0 1231.0 1234.0 1233.0 1236.0 1235.0 8.2 13.7 10.5 9.7 9.9 15.6 16.1 13.1 I!. I 14.7 12.2 10.7 15.1 14.3 12.0 14.7 10.5 ]3.9 15.7 11.9 12.6 12.8 11.5 13.1 12.0 11.3 12.1 12.9 13.1 9.8 13.0 11.7 15.1 14.6 14.3 14.7 13.7 15.3 14.9 12.1 10.8 14.1 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) J.N.241-01 . SandconeJ- 95% required 115.9 113.7 120.5 1 ]8.1 117.8 ] 12.5 114.1 113.4 122.0 116.6 120.5 118.4 115.3 113.0 1 ]2.9 1 ]3.9 121.3 116.5 112.9 119.0 ] 14.3 115.5 ] 16.3 116.7 118.0 ] 15.3 114.9 116.2 ] 17.1 ] 15.3 116.5 119.3 108.9 109.8 109.6 106.3 109.1 110.2 111.1 118.1 112.3 110.5 89 91 92 90 90 90 9] 91 92 93 92' 91 92 90 90 91 92 93 90 91 91 90 91 91 92 90 90 91 91 90 91 93 90 91 91' 88 91 91 92 92 92 91 4 10 4 4 4 6 6 6 2 6 4 4 6 6 6 6 2 6 6 4 6 9 9 9 9 9 9 9 9 9 9 9 13 13 13 13 13 13 13 9 14 14 JULY 2002 TABLE T-II 8 A,z.. TABLE" FIELD DENSITY TEST RESULTS TE$Xri::::;;,: :~:?irEsjf::.{::; :':::-::\t\'??}(/?f{):-:-, tntS.Wi::: .. '-"C-' '.....-.'. ,:_:_:_:,:,;_;_"",,":_,.:_,_,_:.,.,.:.-.:_::_:.:.;_,.:.:_:.,_,_:_:.,.:.:_:_........;...::.".:.:_:.:.:_,.:_:.:_'_'_:_;_:_,.:.,.:_;.;.,.:.,_,.;_;.:.;,' D;'\TE>NO.>LQCAT1()N. ..... ........... .ELEY; . ...l\:I()~STU~~EN~~'!;YCOl\fr; .............S()It;> . ....< (ri). > . {%)i. (pef) , (oA:)iiTY.PE 4'(()8/02 4/08/02 4/08/02 4/08/02 4/08102 4/08/02 4/08/02 4/08/02 4/08/02 4/08/02 4/08/02 4/08/02 4/08/02 4/09/02 4/09/02 4/08/02 4/08/02 4/09/02 4/09/02 4/09/02 4/09/02 4/09/02 4/09/02 4/09102 4/09/02 4/09/02 4/09/02 4/09/02 4/09/02 4/10/02 4/1 0/02 4/1 0/02 4/10/02 4/10/02 4/11/02 4/12102 4/12/02 4112/02 4~12102 4112/02 4/12/02 4/12/02 1165 1166 1167 1168 1169 1170 1171 1172 1173 1174 1175 1227 1232 1245 1246 1251 1252 1253 1254 ]255 1256 1257 1258 1259 1260 1261 1262 1333 1339 1402 1403 1404 1405 1406 1432 1445 1449 1488 1489 1490 1491 1492 TR 23143-7/Lot 3 TR 23143-7/Lot 4 TR23143-7/Lot4 TR23143-7/Lots 10 TR 23143-7/Lots 9 TR 23143-7/Lot 5 TR 23143-7/Lot 6 TR 23143-7/Lot 8 TR23143-7/Lot7 TR 23 143-7/Lot 9 TR 23143-7/Lot 10 TR 29641 /Lot 17 Wolfe St/Sta 13+85 Wolfe St/Sta 13+50 Wolfe St/Sta 13+48 TR23143-7/Lot9 TR23143-7/Lot 10 TR 23 I 43-7/Lot ]0 TR 23143-7/Lot 8 TR 23143-7/Lot 7 TR 23]43-7/Lot 9 TR 23 1 43-7/Lot 11 RTNo.1253 TR23143-7/Lot 10 TR 23143-7/Lot 9 TR 23143-7/Lot 8 TR 23 I 43-7/Lot 6 TR 29641/Lot 17 TR 29641 /Lot 17 TR 23143-7/Lot 5 TR23143-7/Lot4 TR 23]43-7/Lot 3 TR23143-7/Lot2 TR 23143-7/Lot I Wolfe St/Sta 14+60 TR 2694l!Lot 17 Wolfe St/Sta 14+30 TR23l43-7/Lot 73 TR 23 I 43-7/Lot 75 TR 23143-7/Lot 76 RTNo.1489 TR23143-7/Lot 71 1234.0 1236.0 1237.0 1239.0 1238.0 1239.0 1241.0 1245.0 1245.0 1240.0 1241.0 1224.0 1225.0 1228.0 1229.0 1245.0 1245.0 1247.0 1247.0 ]247.0 1246.0 1247.0 11.0 117.0 91 9.0 1 ]9.] 92 12.1 116.2 90 11.7 112.6 92 12.6 113.9 93 13.1 ] 12.2 92 12.2 117.3 90 13.7 111.7 92 14.1 113.3 93* 11.2 ] 19.0 90 10.4 121.3 92 12.5 122.6 96** 10.3 122.6 96** 10.8 122.8 96** 11.0 121.7 95** 10.9 112.3 92 13.0 110.7 91 7.7 1139 88 8.9 117.5 90 10.2 121.3 93 11.1 119.9 92 9.5 118.1 90* 10.1 117.7 91 9.6 116.5 90 11.3 118.0 91 10.4 117.1 91 9.7 123.1 92 13.9 114.8 90 13.0 114.0 90 9.8 120.9 92 9.1 121.1 92 10.1 121.7 92 8.9 119.6 91 10.4 120.0 91 12.9 117.6 90 7.9 122.6 91 9.0 125.7 96 9.9 121.7 91* 7.7 119.2 89 10.6 120.5 90 9.4 122.3 92 10.1 121.6 91 5 5 5 14 14 14 4 14 14 2 2 9 9 9 9 14 14 5 4 4 4 4 5 1 I 1 12 7 8 2 2 2 2 2 4 12 4 12 12 12 12 12 JULY 2002 TABLE T-1l9 KP 1249.0 1249.0 1248.0 1243.0 1230.0 ]230.0 FG FG FG FG FG 1232.0 1235.0 1233.0 1259.0 1259.0 1259.0 1260.0 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (lots 1718 19) J.N.241-01 * Sandconel** 95% required TABLE II [EST > TESt 'lATE .. ........NO/> FIELD DENSITY TEST RESULTS .. tEST/'.. /.. ..... ...ELEV: ..........l\.,...I....()....... I(S..;~o. ..)......RE...... ........ DE(Np.. ..Sc. .t)I'IY............. ..............C..........O(O;~o..)P.... i/S()PJ ..... .........i:.()CA,TlON ..... ............>.....i..(ft)..... I( I< ..:rYi'E ..... 12 12 10 12 12 12 12 12 7 1 1 4 4 12 12 12 12 4 12 12 12 12 4 12 12 12 12 1 12 12 2 2 12 12 12 4 4 12 3 3 3 3 JULY 2002 TABLE T-1l10 1/12/02 1493 TR 23143-7/Lot 74 1261.0 9.3 122.5 92 1/15/02 1494 TR 23143-7/Lot 77 1263.0 10.6 123.5 93 1/15/02 1495 TR 23143-7/Lot 74 1262.0 15.7 113.7 91 1/15/02 1496 TR23143-7/Lot 72 1262.0 11.4 ]23.9 93 1/15/02 1497 TR 23143-7/Lot 73 1263.0 11.5 121.6 9] V15/02 1498 TR 23143-7/Lot 76 1262.0 9.1 119.7 90 1/15/02 1499 TR 23]43-7/Lot 75 1263.0 11.8 122.1 91 1/15/02 1500 TR 23143-7/Lot 71 1264.0 10.3 120.9 91* 1/13/02 1553 TR 26941/Lot 25 1256.0 7.9 114.6 90 1/13/02 1555 TR 26941/Lot 25 1247.0 8.1 117.3 91 1/13/02 1556 TR 26941 /Lot 25 1235.0 7.6 116.8 91 1/13/02 1557 TR 26941/Lot 25 1244.0 8.9 119.0 91 1/13/02 1558 TR 26941/Lot 25 1255.0 7.9 120.4 92 1/15/02 1561 WolfeSt/Sta 14+40 1236.0 12.9 116.1 86 1/15/02 1565 RTNo.1561 12.1 121.3 91 1/15/02 1571 TR26941/Lot 17 1237.0 12.0 119.0 90 111 6/02 1609 TR 26941/Lot 17 1245.0 9.5 124.0 93 1116/02 1612 Wolfe St/Sta 13+55 ]246.0 10.4 118.9 9] 4/15/02 1651 TR 23143-7/Lot 73 1264.0 9.3 118.4 89 1115/02 1652 TR 23143-7/Lor 75 ]265.0 10.8 121.1 91 1/15/02 1653 TR 23143-7/Lot 77 1265.0 9.5 120.5 90 1/15/02 1656 RTNo.1651 10.2 123.1 92 1/16/02 ]661 Wolfe St/Sta 14+30 1240.0 10.3 ] 21.1 93 1/1 7/02 1727 TR 26941/Lot 17 1244.0 11.4 123.3 92 1/1 7/02 1730 TR 26941 /Lot 17 1245.0 11.1 120.6 90 4/] 8/02 1743 Wolfe St/Sta 13+75 1247.0 9.6 121.1 91 1/18/02 1749 TR 26941/Lot 17 1247.0 10.3 123.2 92 1/20/02 1775 TR 2694l/Lot 27 1234.0 7.9 116.4 90 4/19/02 1846 Wo]fe/Sta 14+45 1247.0 11.9 122.0 91 1/22/02 1917 TR 26941 /Lot 17 1251.0 11.8 122.2 92 4/25/02 2031 TR 26941/Lot 17 1248.0 13.0 120.2 91 4/29/02 2062A Wolfe RdlSta 13+90 1250.0 12.2 118.9 90 4/29/02 2063A Wolfe RdlSta 14+20 1251.0 10.5 123.4 92 4/29/02 2070A TR 26941/Lot 17 1254.0 12.5 122.1 91 4/29/02 2071A TR 26941/Lot 17 1253.0 11.9 121.1 91 4/30/02 2107 TR 26941/Lot 17 1254.0 12.1 118.5 91 4/30/02 2108 TR 26941/Lot 17 1255.0 11.1 119.3 91 4i18/02 1827 TR2694l/Lot 17 1246.0 12.3 121.4 91 5(02/02 2167 TR 23 ] 43-7/Lot 2 FG 8.6 1]7.6 92* 51<J2/02 2168 TR23143-7/Lot4 FG 8.8 116.8 91* 5/02/02 2169 TR 23 I 43-7/Lot 6 FG 8.0 119.0 93* 5i02/02 2170 TR 23143-7/Lot 8 FG 7.8 116.2 91* PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 1718 19) J.N.241-01 * Sandcone/*' 95% required A..A.. TABLE II FIELD DENSITY TEST RESULTS :~~i~~g0 .......iL~~~~~~.... .............>Ftf~r ..~()~~(f{E .~E~~riTY. · Cft.)l"jij~.. /(}4/02 /04/02 /04/02 /04/02 /06/02 /06/02 ./06/02 :/06/02 ./06/02 :/06/02 :/06/02 :/06/02 :/07/02 :/07/02 ,/07/02 :/07/02 :/07/02 :/07/02 :/07/02 :/07/02 :/07/02 :/07/02 :/07/02 :/08/02 :/08/02 :/08/02 ;/08/02 ;/08/02 ;/08/02 ;/08/02 ;/08/02 ;/08/02 ;/09/02 ;/09/02 ;/09/02 ;/09/02 ;/09/02 :/09/02 ;/09/02 ;/09/02 ;/09/02 ;/09/02 2451 2452 2459 2460 2461 2462 2463 2464 2467 2468 2470 2471 2472 2473 2474 2475 2553 2554 2555 2556 2558 2559 2560 2561 2563 2564 2565 2569 . 2570 2571 2573 2575 2726 2727 2728 2729 2730 2731 2732 2733 2734 2735 TR 23143-7/Lot 18 TR 23143-7/Lot 17 TR 23143-7/Lot 18 TR 23143-7/Lot 17 TR23143-7/Lot 37 TR 26941/Lot 18 TR 23143-7/Lot 36 TR 23143-7/Lot 41 TR 23143-7/Lot 45 TR26941/Lot 17 TR 26941/Lot 18 TR 23143-7/Lot 42 TR 23 143-7/Lot 38 TR 23 ]43-7/Lot 44 RT No. 2470 TR 23 ]43-7/Lot 40 TR 23143-7/Lot 39 RT No. 2253 TR 23143-7/Lot 56 RT No. 2255 TR 23 ]43-7/Lot 56 RT No. 2558 TR 23 143-7/Lot 38 TR 23 1 43-7/Lot 36 TR 23 143-7/Lot 45 TR 23143-7/Lot 41 TR 23143-7/Lot 39 TR 23]43-7/Lot 37 TR 23143-7/Lot 39 TR 23143-7/Lot 55 RTNo.2571 TR 23143-7/Lot 46 TR 23 I 43-7/Lot 38 TR 23143-7/Lot 56 TR 26941/Lot 18 RTNo.2728 TR 23143-7/Lot 36 TR 23143-7/Lot 40 TR 23 I 43-7/Lot 46 TR 23143-7/Lot 46 Oslo Crcl/Sta ] 1 + 15 TR26941/Lot 18 1246.0 6] ]248.0 11.1 1250.0 7.2 1252.0 5.8 ]264.0 8.7 1265.0 8.5 1263.0 13.5 1264.0 11.7 1268.0 13.4 1269.0 8.8 1246.0 10.9 1267.0 11.4 1268.0 ]1.4 ]266.0 13.2 8.9 ]266.0 8.8 1268.0 12.0 11.8 1243.0 7.3 9.4 1245.0 9.2 10.1 1269.0 8.8 1265.0 ]2.5 1270.0 10.1 1269.0 10.0 1271.0 7.6 1270.0 7.4 1270.0 8.0 1247.0 9.8 11.0 1270.0 10.0 1272.0 10.7 1249.0 12.0 1248.0 10.1 11.3 1269.0 12.4 1271.0 9.8 1272.0 ]3.2 1265.0 14.1 1270.0 8.7 1250.0 11.0 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (lots 17 1819) J.N.241-01 * Sandcone/** 95% required 110.5 90 14 113.7 93 14 ]20.1 93 5 110.0 90 14 1]7.3 92 7 119.0 91 4 117.8 90 4 115.8 91 7 117.4 91 5 114.6 90 7 119.1 89 12 115.3 91 ]4 ] 15.9 93 ]5 119.2 92 5 ] 21.3 91 12 119.8 92 4 115.8 89 4 119.1 91* 4 ]22.6 92** II 128.0 96** 11 116.9 91** 5 ]22.7 95** 5 121.5 93** 4 115.8 91 7 127.2 92 11 118.2 92 5 118.6 91 4 121.8 91 11 123.2 92 11 120.9 93 4 125.7 96*,** 4 118.2 91 4 ] 15.7 92 8 114.8 91 8 116.9 89 4 118.8 91 4 113.5 90 8 117.6 91 17 116.2 90 17 113.5 90 8 120.5 92 4 118.0 90 4 JULY 2002 A.~ TABLE T-1I11 TABLE" FIELD DENSITY TEST RESULTS " ..,......-.-,-,-,-..,".-..-......... .....--.......--.. ._,.............. ,." , ,.- ~~~T 'TESt .... . .... ...>tES;r>. ........ .0. 0... ........... ELEV. ...........~f.()...J(S.:;..)U...ItE.......... D. ...E.. .(NpSCt)~;r........y.... C...O(O,~of)r....:< :som> ... ~jnE:;l'\O;'iLOCAriOl'f>{fty . /, I( .........tXPE.. /@9/02 2736 TR 23143-7/Lot 42 1269.0 9.4 1226 92 11 /09/02 2737 TR 23143-7/Lot47 1250.0 15.6 112.6 90 6 /09/02 2738 TR 23143-7/Lot 47 ]252.0 11.7 121.4 93 4 /09/02 2739 TR 23143-7/Lot 56 1255.0 10.2 115.0 91 7 /] 0/02 2740 TR 23143-7/Lot 18 1255.0 11.1 117.4 93 8 o/] 0/02 2741 TR 23143-7/Lot 35 1270.0 15.0 112.8 90 6 /] 0/02 2742 TR 23143-7/Lot 41 1270.0 13.5 109.8 90 14 /1 0/02 2743 TR 23143-7/Lot 55 1253.0 12.6 119.3 92 17 ;/] 0/02 2744 TR 23143-7/Lot 57 1254.0 8.8 118.1 90 4 ./] 0/02 2745 TR 23143-7/Lot 44 1272.0 10.5 118.4 91 4 ;/] 0/02 2746 TR 23143-7/Lot 37 1275.0 9.8 121.3 92 4 ;/] 0/02 2747 TR 23143-7/Lot 57 1256.0 7.2 116.0 91' 7 ;/] 0/02 2748 TR 23143-7/Lot 57 ]256.0 9.1 1 ]2.] 92 14 ;/] 0/02 2749 Devant Crcl/Sta 13+ 15 1260.0 12.0 116.4 90 17 ;;10/02 2750 TR26941/Lot 18 1258.0 13.3 117.5 91 17 ,/] 0/02 2776 TR 23143-7/Lot 56 1254.0 11.2 120.5 92 4 ,/] 0/02 2777 TR 23143-7/Lot 57 1255.0 9.1 118.9 91 4 ,/] 0/02 2778 TR 23l43-7/Lot 56 ] 259.0 13.8 1 ]4.8 90 7 ,/] 0/02 2779 TR 26941/Lot 18 1260.0 10.4 110.4 91 ]4 ;/] 1/02 2780 TR 23143-7/Lot 33 ] 272.0 ] 1.5 106.5 91 16 ;/] 1/02 2781 TR 26941 /Lot 1 8 1274.0 11.3 114.] 91 6 ;/] 1/02 2782 TR 23143- 7/Lot 45 1273.0 12.8 116.6 93 6 ;/] 1/02 2783 TR 23l43-7/LoI40 ]274.0 10.3 109.9 90 14 ,/] 1/02 2784 TR 23143-7/Lot 35 ]273.0 9.9 115.7 91 7 ,/] 1/02 2785 TR 26941/Lot 18 1262.0 9.2 125.7 94* II ,/] 1/02 2786 TR23143-7/Lot39 1275.0 11.6 114.6 92 6 ,/] 1/02 2787 TR 23143-7/Lot 55 1256.0 8.4 111.5 89 10 ,/] 1/02 2788 TR 26941/Lot 17 1259.0 6.9 118.6 91 4 ,/] 1/02 2789 TR 23 I 43-7/Lot 63 1262.0 7.7 118.0 90 4 ,/] 1/02 2790 RT No. 2787 10.0 110.7 89 10 ;/] 1/02 2791 TR 23143-7/Lot 58 1260.0 11.8 108.7 93 16 ;/11/02 2792 TR 23143-7/Lot 55 1259.0 12.3 118.8 91 4 ;/] 1/02 2793 TR 23143-7/Lot 56 1261.0 11.3 105.3 90 16 ;/13/02 2794 TR26941/Lot 18 1264.0 8.9 111.7 89 10 ;/13/02 2795 TR 23 I 43-7/Lot 38 1276.0 10.1 112.2 90 10 ;/] 3/02 2796 TR 23143-7/Lot 42 1271.0 12.0 116.3 90 5 ;/13/02 2797 TR23143-7/Lot45 1275.0 9.4 122.2 92 II ;/13/02 2798 TR 26941/Lot 18 1266.0 8.5 1]9.7 92 4 ;/13/02 2799 TR 26941/Lot 17 1268.0 9.7 114.6 90 7 i/B/02 2800 TR 23l43-7/Lot 36 1275.0 10.1 114.8 90 7 i/] 3/02 2826 RT No. 2790 10.9 112.2 90 10 5/13/02 2827 RT No. 2794 9.7 113.5 91 10 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) JULY 2002 Atc J.N.241-01 * Sandcone/** 95% required TABLE T-1I12 TABLE II FIELD DENSITY TEST RESULTS :rEsr..TEST. . DiXiE .......NO/. ...... .................I.66!h8~...... <~~~)r:. ~~~~X~ ....DE(~~:rY .C~:r~i~~ 5m/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/13/02 5/] 3/02 5/13/02 5/13/02 5/13/02 5/14/02 5/14/02 5/14/02 5/14/02 5/14/02 -5/14/02 '5/14/02 '5/14/02 '5/14/02 '5/14/02 15/14/02 15/14/02 15/14/02 15/14/02 15/14/02 15/14/02 15/]4/02 15/14/02 15/15/02 15/15/02 15/15/02 . 15/22/02 15(22/02 1Y/22/02 15/22/02 15/22/02 2828 2829 2830 283] 2832 2833 2834 2835 2836 2837 2838 2839 2840 2841 2842 2843 2844 2845 2846 2847 2848 2849 2850 2851 2852 2853 2854 2855 2856 2857 2858 2859 2860 2861 2862 2863 2864 3307 3308 3309 3310 334] TR23]43-7/Lot57 Devanl Crcl/Sta 13+75 TR 23143-7/Lot 63 TR 2694 ]/Lot 17 TR 23]43-7/Lot 32 Oslo Crcl/Sta 0+90 Jolene CrtlSta 22+ 72 TR 23]43-7/Lot 38 TR 23143-7/Lot 39 TR 23]43-7/Lot 58 TR 23143-7/Lot 40 TR 23143-7/Lot 33 TR 23143-7 /Lot 44 RT No. 2840 RTNo.2837 TR 23l43-7/Lot]7 TR 23143-7/Lot 48 TR 23 ]43-7/Lot 17 TR23]43-7/Lot55 TR 23l43-7/Lot 38 TR 23] 43-7 /Lol 39 TR 23]43-7/Lot41 TR 2694 ]/Lot 17 RT No. 2850 TR23143-7/Lot 58 TR 26941/Lot 24 TR 26941/Lot 18 TR 23 I 43-7/Lot 31 TR 2694 ]/LOl 24 TR 2694]/Lol 39 TR 23l43-7/Lol 42 TR 23143-7/Lot 36 TR 26941/Lol 24 TR26941/Lot 17 RT No. 2860 TR 26941/Lot 24 TR 23143-7/Lot 38 TR 23143-7/Lot 76 TR 23143-7/Lot 75 TR 23143-7/Lot 78 TR 23 ] 43-7/Lot 77 TR 23143-7/Lol 75 1261.0 1262.0 1263.0 1260.0 ]267.0 1278.0 ]269.0 ]276.0 ]272.0 1264.0 ]274.0 ]267.0 ]275.0 16.4 10.8 ]2.6 ]0.0 9.9 ]0.5 8.9 12.0 ]0.2 7.9 ]1.1 ]6.7 ]2.0 ]6.7 ]0.5 12.6 11. ] 12.7 ]4.] 11.4 ]2.0 11.5 8.0 9.8 10.3 12.9 10.8 10.1 11.7 9.6 12.5 8.8 9.1 10.7 13.0 12.4 11.5 ]2.2 10.7 11.4 11.8 10.2 PETRA GEOTECHNICAL, INC. TRs 23143-7,26941 (Lots 1718 19) J.N.241-01 . Sandconer 95% required 1270.0 ]260.0 1267.0 1262.0 1276.0 1275.0 ]274.0 ]269.0 ]266.0 1243.0 1264.0 1271.0 1246.0 ]277.0 1275.0 1277.0 1249.0 12 77. 0 1252.0 1278.0 1277.0 1278.0 1280.0 1281.0 ]282.0 ]08.5 ] 10.9 ]]1.7 ] 16.4 ] ]6.8 ] ]5.7 ] 21.0 ] ]4.5 ] 14.6 110.3 I] 8.4 113.0 108.6 .]] 2.3 112.4 113.2 ]05.6 112.1 I] 5.4 113.2 ] 127 113.2 109.2 1]2.4 1]3.3 120.4 ] 13.6 ] ]9.9 112.1 110.8 I] 1.0 ] ]6.7 109.4 ]]3.3 1 ]2.7 ] ]6.3 ] 17.2 1]9.9 121.1 120.8 122.7 1]8.7 90 91 90 90 92 91 93 9] 90. 89 92 93 89 92 90 91 91 92 90 9] 92 9]. 89 90 91 92. 91. 92 90 90 90 92 88 9] 9] 90 91 90 91 90 92 88 ]3 14 15 5 8 7 4 ]5 7 ]5 5 14 ]4 ]4 15 6 16 ]4 9 15 ]4 ]5 14 ]0 10 4 ]0 4 10 18 18 7 ]0 ]0 10 ]7 17 12 ]2 12 12 11 JULY 2002 TABLE T-II 13 A\ TABLE II FIELD DENSITY TEST RESULTS -."..._,._-.'_...-.-.--'-,....... '" . ..TE.ST . .. ....-.-..... . .......--',-, ..............-... . .....,_..---...-.. ""_",' ....d........... ':::::=::::::::::::::;:'::;:.-:,..:";: .::::::;.:;:;::;:\::::::;:: .-,....-.-,..-................_....,._._.,..'.,.-.._...................,.,... p.,..-.......-.-.....--..,-.-,-...--....,.. _..,...._....,.......,..,.,.,...,...._S..,_,._...._,._,_..,-...-......... ...LO.C.A....TI.ON .-...... .... . .. ..... :}':;-::::.:. ::_,.,..:"::::.,...'::.}:_.::,::',,::,_:,::X?{( ,i~fMV. ......J\1?i~~:~E~~dTY .c~).jP"ie~, ..... fE;STTEST...' .. )ATE ...,.......NO/>. 5/22/02 5/22/02 5/22/02 5/22/02 5/22/02 5/23/02 5/28/02 5/28/02 5/28/02 5/28/02 5/28/02 5/28/02 5/28/02 5/28/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/29/02 5/30/02 5/30/02 5/30/02 5/30/02 5/30/02 5/30/02 3342 3343 3344 3346 3347 3368 3542 3543 3545 3546 3547 3548 3549 3550 3551 3552 3553 3554 3555 3556 3558 3559 3561 3562 3563 3564 3565 3566 3567 3568 3569 3570 3571 3572 3573 3574 3707 3713 3714 37]5 3716 3717 RT No. 3341 TR 23143-7/Lot 75 TR 23143-7/Lot 76 TR 23l43-7/Lot 77 TR 23143-7/Lot 76 TR 26941/Lot 24 TR 23143-7/Lot 85 TR 23143-7/Lot 84 TR 23143-7/Lot 85 TR 23 I 43-7/Lot 84 TR 23143-7/Lot 35 TR 23l43-7/Lot 35 TR 23143-7/Lot 44 TR 23 I 43-7/Lot43 TR 23143-7/Lot 46 TR 23143-7/Lot 45 TR 23143-7/Lot44 RT No. 3551 TR 23 I 43-7/Lot 45 TR 23143-7/Lot 85 TR 23143-7/Lot47 TR 23143-7/Lot 48 TR 23143-7/Lot 59 TR 23143-7/Lot 60 TR 23143-7/Lot 59 TR 23l43-7/Lot 60 Devant CrcllSta 12+50 Devant CrcllSta 13+50 TR 23143-7/Lot 57 TR 23l43-7/Lot 61 TR 23143-7/Lot 62 TR 23143-7/Lot 54 TR 23143-7/Lot 64 TR 23143-7/Lot 61 TR 23143-7/Lot 60 TR 23143-7/Lot 58 TR 23 I 43-7/Lot 85 TR23143-7/Lot53 TR 23 I 43-7/Lot 56 TR 23 I 43'7/Lot 52 TR 23 I 43-7/Lot 50 TR 23143-7/Lot 56 9.7 120.3 90 II 1284.0 10.5 121.3 90 II 1283.0 8.9 119.9 90 11 1284.0 92 120.7 90 11 1283.0 10.5 121.5 9] II 1264.0 10.0 1]8.5 92 19 1274.0 10.4 120.1 92 4 1275.0 7.5 120.8 92 4 1278.0 9.7 125.5 96 4 1279.0 10.2 118.5 90 4 1275.0 12.6 120.0 93 4 . 1278.0 12.] 120.4 93 17 1285.0 11.5 ]17.4 91 17 1276.0 10.6 121.3 94 17 1285.0 12.9 112.6 86 4 1286.0 ]0.3 119.4 91 4 1287.0 10.6 118.0 90 4 9.9 1211 92 4 1287.0 11.1 119.0 91 4 1280.0 8.5 123.5 94 4 1276.0 9.4 121.6 92 20 1268.0 8.8 122.0 93 20 1263.0 11.7 ] 19.6 91 20 1262.0 11.4 118.3 90 20 1263.0 10.3 118.7 90 20 ]263.0 10.8 122.5 93 20 1261.0 9.3 120.1 91 20 1262.0 9.6 120.7 92 20 1266.0 11.1 121.6 92 20 1263.0 10.6 120.9 92 20 1264.0 9.7 ]23.5 94 20 1263.0 9.1 120.9 93 17 1266.0 9.5 120.1 93 17 1264.0 11.8 ]182 91 17 1263.0 11.2 121.8 94 17 1266.0 11.4 117.3 90 17 1286.0 8.7 123.5 91 20 1264.0 9.7 1222 92 2 1266.0 9.4 120.6 91 2 ]270.0 9.6 124.3 94 2 1267.0 9.8 122.5 92 2 1268.0 7.9 121.6 92 2 JULY 2002 TABLE T-1I14 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) J.N.241-01 . Sandcone/- 95% required Are TABLE II FIElD DENSITY TEST RESULTS ~~+~... ...........T~~I.........i ..........)f62~iig~..... ....itT~rir,i.. ......MO~~)<...DE~~~T~ .... .F@~P'i..';~.......... '5/;)0/02 .5130102 '5/30/02 '5130/02 '5/30/02 '5/30102 '5130102 '5/31/02 '5131102 '5/31102 '5/3]102 '5/3] 102 ,5/31102 '5/31102 '5/31/02 '5/31102 '5/31/02 '5/31/02 '5131/02 '6/01102 '6/01/02 '6/01/02 '6/01/02 '6/01/02 '6/0 I /02 '6/01102 '6/01/02 '6/01102 '6/01/02 '6/01/02 '6/01/02 '6/0 I /02 '6/01/02 '6/01/02 '6/01/02 '6/01102 '6/05/02 '6/05/02 '6(05/02 . '6/03/02 '6/03/02 '6103102 3718 3719 3720 3722 3723 3724 3725 3802 3803 3813 3817 3818 3819 3820 3821 3822 3823 3824 3825 3876 3877 3878 3879 3880 3881 3882 3883 3885 3886 3887 3894 3895 3896 3897 3898 3899 3923 3924 3925 3976 3977 3978 TR 23143-7/Lot 57 TR 23143-7/Lot 63 Devant Crcl/Sta 13+00 Wolfe St/Sta 12+00 Wolfe St/Sta ]0+50 TR 23143-7/Lot 54 TR 23143-7/Lot 59 TR 23143-7/Lot 30 TR 23143-7/Lot 30 TR 23143-7 /Lot 85 TR 23143-7/Lot 64 TR 23143-7/Lot 62 TR 23l43-7/Lot 57 TR 23143-7/Lot 54 Devant St/Sta 12+25 TR 23143-7/Lot 61 TR23143-7/Lot49 TR 23143-7/Lot 55 TR 23143-7/Lot 63 TR23143-7/Lot53 TR 23 I 43-7/Lot 52 TR 23]43-7/Lot 61 TR23]43-7/Lot47 TR23143-7/Lot49 TR 23143-7/Lot 51 TR 23143-7/Lot 50 TR 23143-7/Lot 51 TR 23143-7/Lot 48 TR 23143-7/Lot 64 TR 23143-7/Lot 59 TR23143-7/Lot42 TR 23143-7/Lot 53 TR 23 ]43-7/Lot 53 TR 23 I 43-7/Lot 52 TR 23 I 43-7/Lot 54 TR 23143-7/Lot 49 TR23143-7/Lot 10 TR 23143-7/Lot 11 TR 23143-7/Lot 14 TR 23143-7/Lot49 TR 23143-7/Lot 50 TR 23143-7/Lot 51 1269.0 10.1 124.5 94 2 1268.0 9.1 125.5 95 2 1267.0 10.6 119.6 91 20 1265.0 11.7 131.8 90 20 1267.0 11.0 132.0 90 20 1268.0 12.6 135.5 91 20 1270.0 12.2 132.7 90 20 1259.0 12.7 122.9 95 17 1261.0 12.2 ] 18.2 91 17 1282.0 11.3 120.9 92 20 1263.0 9.4 121.0 93 19 1264.0 11.8 1 ]9.6 92 19 1265.0 11.6 116.4 90 19 1272.0 10.8 118.6 90 20 1270.0 10.3 120.3 91 20 1266.0 12.9 I] 9.2 92 17 1268.0 13.4 1] 8.2 91 17 1269.0 ]2.5 118.6 91 17 1271.0 11.7 117.9 91 17 1269.0 9.4 120.0 91 20 1274.0 9.6 122.4 93 20 1268.0 9.8 123.3 94 20 1278.0 10.4 123.9 94 20 1275.0 9.7 117.8 91 19 1282.0 11.3 118.3 91 19 1280.0 11.7 117.6 91 19 1284.0 10.3 117.0 90 19 1276.0 11.4 116.9 90 19 1268.0 12.2 120.7 93 19 1282.0 12.6 1 ]8.6 91 19 1277.0 12.9 118.8 92 17 1272.0 13.1 120.2 93 17 1274.0 13.2 120.0 93 17 1276.0 12.4 122.2 94 17 1275.0 10.8 119.2 92 17 1278.0 10.5 122.8 95 17 FG 7.7 118.5 93 3 FG 7.0 112.8 90 6 FG 7.2 111.8 91 18 1273.0 13.2 120.4 93 17 1274.0 10.6 116.4 90 17 1280.0 10.9 117.9 91 17 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) J.N.241-01 * Sandcone(** 95% required JULY 2002 TABLE T-1I15 ~ TABLE II FiElD DENSITY TEST RESULTS rD. ...~.' SrTE............TEST ...... .... . .... ....'l'EST ............ ....>.EL:fi:V. ........t~..?...I.(t.ro..){J......RE. ............. .D.....E...(~SC..f)I.TY............. .......... c........O(~.i~!)P......................................r.s..y9plL..Ei...................... A "'NO,.>'. LOCATION .<... (fi)' 1< U' "" 6/Q3/02 3979 TR23143-7/Lot52 1277.0 11.1 122.7 93 20 6/03/02 3980 Fox Rd/Sta 88+40 1278.0 12.5 123.4 94 20 6/03/02 3981 Fox Rd/Sta 87+25 1280.0 13.6 121.3 92 20 6/03/02 3982 TR 23 I 43-7/Lot 47 1281.0 13.1 119.6 91 20 6/03/02 3983 TR 23143-7 /Lot 59 1283.0 10.2 120.3 91 20 6/03/02 3984 TR 23 I 43-7/Lot 58 1285.0 9.6 118.9 92 17 6/03/02 3985 TR23143-7/Lot54 1285.0 11.5 119.7 92 17 6/03/02 3986 TR 23 I 43-7/Lol63 1274.0 11.7 116.7 90 17 6/03/02 3987 TR 23143-7/Lot 61 1270.0 9.8 116.4 90 ]7 6/03/02 3988 TR 23143-7 /Lot 63 ]275.0 8.9 117.9 91 ]7 6/03/02 3989 TR 23143-7/Lw64 1273.0 12.1 117.0 90 17 6/03/02 3990 TR23143-7/Lot61 1273.0 12.6 118.3 91 17 6/03/02 3991 TR 23143-7/Lot 59 1275.0 11.5 120.1 93 17 6/03/02 3992 TR 23143-7/Lot 58 ]286.0 10.2 120.7 93 17 6/04/02 3999 TR 23143-7 /Lot 30 ]263.0 9.0 117.9 91 17 6/04/02 4000 TR 23143-7/Lot 33 1265.0 8.3 118.3 91 17 6/04/02 4057 TR23143-7/Lot31 1267.0 12.7 ] 17.9 91 17 6/04/02 4058 TR 23 I 43-7/Lot 29 1267.0 9.9 118.4 92 3 6/04/02 4059 TR 23 ]43-7/Lot 34 1268.0 8.0 117.5 91 3 6/04/02 4060 TR 23 1 43-7/Lot 32 1268.0 7.8 1]9.0 93 3 6/04/02 4061 TR 23 I 43-7/Lot 28 1269.0 12.1 110.0 94 16 6/04/02 4062 TR 23l43-7/Lots 30-31 ]269.0 11.6 109.2 93 16 6/05/02 4063 TR 23 ] 43-7/Lot 52 1278.0 12.4 118.2 91 ]7 6/05/02 4064 Devant Crcl/Sta 12+65 1274.0 10.5 120.2 93 17 6/05/02 4067 TR 23 l43-7/Lot 62 1273.0 11.6 123.1 95 17 6/05/02 4068 TR 23143-7/Lot 43 1272.0 9.8 ] 19.9 93 3 6/05/02 4069 TR 23 I 43-7/Lot 43 1279.0 11.2 120.7 94 3 6/05/02 4070 TR23143-7/Lot43 1282.0 10.5 117.5 91 3 6/05/02 4071 TR23143-7/Lot44 1285.0 10.3 116.1 90 3 6/05/02 4072 TR 23143-7/Lot 46 1287.0 9.6 118.4 92 3 6/05/02 4073 TR23l43-7/Lot43 1285.0 8.8 116.2 90 17 -6/05/02 4074 TR 23 I 43-7/Lot 51 1285.0 10.8 122.8 95 17 -6/05/02 4075 TR 23143-7/Lot 52 1280.0 10.2 120.0 93 17 '6/05/02 4076 TR 23143-7/Lot 49 1278.0 11.4 117.4 91 17 '6/05/02 4077 TR 23l43-7/Lot 61 1275.0 7.1 112.0 86 17 '6/05/02 4078 TR 23l43-7/Lot 55 1283.0 59 111.3 86 17 '6/05/02 4079 TR 23l43-7/Lot 53 1284.0 6.3 112.5 87 17 '6/D5/02 4080 TR 23143-7 /Lot 64 1277.0 12.3 119.1 92 17 '6/05/02 4081 RT No. 4077 12.7 119.6 92 17 '6/05/02 4082 RT No. 4078 12.8 118.0 91 17 '6/05/02 4083 RT No. 4079 11.4 120.9 93 17 16/05/02 4084 TR 23 I 43-7/Lot 60 1277.0 11.7 118.9 92 17 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) JULY 2002 10 J.N.241-01 . Sandcone/~ 95% required TABLE T-1I16 TABLE II FiElD DENSITY TEST RESULTS r~ST .. ..TEST~> .......................................1.'Es;r........ ...... /.ELEY. ........ ..........1\.......1.0... .....I{..S.::o.)U..RE....... .......:.D...E....{Np.SC...f)ITY........ C. O(.'~ol)P...... .......,..........~()"II> ... )~TE.. .... ..J:ilO; .... ... . .....LOCAll0'N . ...... ................(ft} /. /. ..TYPE< S/(}5/02 4085 TR 23 I 43-7/Lot 58 1288.0 5/05/02 4086 TR 23143-7/LoI47 1285.0 )/05/02 4087 TR 23 I 43-7/Lot 49 1283.0 5/06/02 4088 TR 23143-7/Lot 60 1280.0 5/06/02 4089 TR 23] 43-7 ILot 52 1281.0 5/06/02 4090 TR 23143-7/Lot 51 ]286.0 5/06/02 4091 TR 23 I 43-7/Lot 49 1284.0 5/06/02 4092 TR 23 I 43-7/Lot 47 1286.0 5/06/02 4093 TR 23]43-7/Lor56 1285.0 6/06/02 4094 TR 23 I 43-7/Lot 54 1286.0 6/06/02 4095 TR 23143-7/Lot 52 1284.0 6/06/02 4096 TR 23143-7/Lot 48 1286.0 6/06/02 4097 TR 23143-7/Lot 51 1286.0 6/06/02 .4098 Fox Rd/Sta 87+45 1287.0 6/06/02 4099 TR23143-7/Lot59 1285.0 6/06/02 4100 TR 23 I 43-7/Lot 56 1287.0 6/05/02 4176 TR23143-7/Lot 14 FG 6/05/02 4177 TR 23 I 43-7/Lot 15 FG 6/05/02 4178 TR 23 I 43-7/Lot 16 FG 6/05/02 4179 TR 23143-7/Lot 17 FG 6/05/02 4180 TR 23143-7/Lot]8 FG 6/05/02 4181 TR 23143-7/Lot 19 FG 6/1 0/02 4182 TR 23143-7/Lot 20 FG 6/1 0/02 4183 TR 23143-7/Lot 21 FG 6/1 0/02 4184 TR 23143-7/LoI22 FG 6/1 0/02 4188 TR 23143-7/Lot 6 finish slope 1248.0 6/1 0/02 4189 TR 23 I 43-7/Lot 85 finish slope 1285.0 6/]0/02 4190 TR 23 I 43-7/Lot 84 finish slope 1288.0 6/1 0/02 4191 TR 23 ]43-7/Lot 77 finish slope 1282.0 6/11/02 4192 TR 23143-7/Lot 68 FG 6/11/02 4193 TR 23143-7/Lot 69 FG 6/] 1/02 4194 TR 23 I 43-7/Lot 70 FG 6/11/02 4195 TR 23143-7/Lot 71 FG '6/11/02 4196 TR 23143-7/Lot 72 FG '6/11/02 4197 TR 23 I 43-7/Lot 73 FG '6/11/02 4198 TR 23 I 43-7/Lot 74 FG '6/11/02 4199 TR 23l43-7/Lot 75 FG 16/11/02 4200 TR 23 I 43-7/Lot 79 finish slope 1286.0 16/06/02 4221 Fox Rd/Sta 25+50 1232.0 16/06/02 4251 TR 23 I 43-7/Lot 55 1287.0 16/06/02 4252 TR 23 I 43-7/Lol43 1283.0 16/06/02 4253 TR 23143-7/Lot 46 1285.0 11.1 10.6 99 11.6 10.7 9.6 9.1 10.3 9.4 9.1 9.7 8.8 8.6 10.5 10.2 11.6 9.5 10.0 11.7 10.1 6.8 8.0 9.2 88 6.5 10.2 9.6 10.0 8.8 7.1 6.2 5.5 8.1 7.5 6.9 7.7 8.0 7.0 9.9 10.3 9.8 9.9 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) J.N.241-01 * Sandcone/** 95% required 116.5 116.9 116.6 1 ]8.2 119.5 116.7 116.5 122.2 120.6 117.2 116.7 116.1 115.6 121.1 121.2 ] 18.4 113.5 114.4 115.1 113.8 115.5 116.3 116.0 115.8 117.0 114.0 116.2 117.8 117.0 114.6 115.2 117.1 116.2 115.0 114.7 117.7 116.5 121.2 128.5 118.0 117.4 117.1 90 90 90 91 92 90 90 94 94 91 91 90 90 94 94 92 90* 91' 91' 90' 90' 91' 91* 90* 91* 90 90 91 91 90* 91' 92* 91' 90' 90' 93* 92 91 97 92 91 91 17 17 17 17 17 17 17 17 3 3 3 3 3 3 3 3 8 8 8 8 3 3 3 3 5 8 19 19 19 7 7 7 7 7 7 7 7 II 12 3 3 3 JULY 2002 TABLE T-1I17 5\ TABLE II FIELD DENSITY TEST RESULTS ;~?~ .:"Jb:... ...... ....... ... ....... ....ib~lri6~... . ....... .......;1:;)V.IH~~~I~REDE~~A;yc~~~P..:;~i ,/G6/02 4254 TR 23143-7/Lot 45 ,/06/02 4255 TR 23143-7/Lot 44 ./06/02 4259 TR 23 I 43-7/Lot 48 ;/06/02 4260 TR 23143-7/Lot 51 ,/06102 4261 Fox Rd/Sta 88+ 15 ;/07/02 4263 TR 23 I 43-7/Lot 43 ;107/02 4264 TR 23143-7/Lot 44 ;/07/02 4265 TR 23143-7/Lot 45 ';07/02 4266 TR 23143-7/Lot 46 ;/07/02 4267 TR 23 I 43-7/Lot 46 i/07/02 4268 TR 23 I 43-7/Lot 46 ;/07102 4273 TR 23 I 43-7/Lot 51 i/07102 4274 TR 23 I 43-7/Lot 49 ;/07/02 4275 TR 23143-7/Lot 47 . ;/10/02 4333 Wolfe Sr/Sta 13+15 ;/10/02 4334 Wolfe Sr/Sta 12+90 ;/1 0102 4335 Wolfe Sr/Sta 12+80 ill 0102 4336 Wolfe St/Sla 11+55 ;11 0102 4337 Wolfe Sr/Sta 10+80 ;/10/02 4338 Wolfe Sr/Sta 10+25 i/l 0102 4368 TR 23 I 43-7/Lot 64 ;11 0/02 4369 Carnegie Dr/Sta 58+35 i/1 0/02 4370 TR 23 I 43-7/Lot 53 ;111/02 437] TR 23 I 43-7/Lot 63 i/11102 4372 TR 23 I 43-7/Lot 65 il11102 4373 TR 23143-7/Lot 58 il11/02 4374 TR 23 I 43-7/Lot 60 ill 1/02 4375 TR 23 I 43-7/Lot 62 i/11/02 4426 TR 23 I 43-7/Lot 52 i/1I/02 4427 TR 23 I 43-7/Lot 54 ill 1/02 4428 TR 23143-7/Lot 53 i/] 1/02 4429 TR 23 I 43-7/Lot 61 i/1 1/02 4430 TR 23143-7/Lot 65 ill 1/02 4432 Fox Rd/Sta 89+20 ill 1/02 4433 Fox Rd/Sta 88+65 i/11/02 4438 TR 23143-7/Lot 67 ,/12/02 4439 TR 23143-7/Lot 67 51 f2/02 4440 Fox Rd/Sta 89+25 5112/02 4441 Fox Rd/Sta 10+35 5/.2/02 4442 Fox Rd/Sta 89+50 511 2/02 4446 TR 23143-7/Lot 65 Sil2/02 4447 TR 23143-7/Lot 63 1286.0 8.9 1]6.0 90 3 1287.0 10.9 121.0 93 17 1386.0 11.6 ]]7.1 90 17 1287.0 10.4 116.6 90 17 1288.0 10.6 1 ]8.3 91 17 1286.0 11.1 ] 17.9 9] 17 12870 12.4 120.7 93 17 1287.0 ]2.7 121.5 94 17 1286.0 ] 3.8 111.3 92 13 ]287.0 14.7 110.5 91 13 1288.0 13.3 110.6 91 13 1287.0 11.6 120.3 95 8 1286.0 11.0 116.6 92 8 1287.0 10.8 116.9 92 8 12620 8.5 121.9 94 19 1264.0 10.7 ]]7.5 91 19 1266.0 8.4 118.7 92 19 12640 9.4 117.4 91 19 1266.0 11.3 117.2 90 19 1268.0 10.7 120.0 94 ]9 1280.0 13.2 121.3 94 17 1279.0 11.4 122.0 94 17 1287.0 9.7 117.1 90 17 1277.0 12.6 1 ]8.6 91 17 1278.0 12.0 118.9 92 17 1290.0 10.3 120.5 93 17 1282.0 9.8 119.5 92 17 1280.0 10.6 119.8 92 17 1288.0 11.6 117.2 91 9 1287.0 10.4 115.7 90 9 1288.0 9.5 119.4 93 9 1284.0 10.8 116.9 91 9 1282.0 11.3 118.4 92 9 1290.0 12.8 117.5 91 9 1292.0 12.6 120.7 94 9 1288.0 11.2 120.9 93 17 1290.0 11.6 121.5 94 17 1292.0 11.4 118.2 91 17 1290.0 12.6 116.2 90 9 1295.0 11.5 115.7 90 9 1284.0 10.4 120.6 93 17 1283.0 11.7 122.2 94 17 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 1718 19) J.N.241-01 * Sandcone/** 95% required JULY 2002 TABLE T-1I18 -SlY TABLE II FIELD DENSITY TEST RESULTS TEST.. .......TESt< ..... ...... ..,; .. . ..tEST .;. .."..' ...E(.Ii:V; . ..MOIST.URE . DEl"iSITY . <=01\1.P; . ....; SOIL DATE. '.NO;<iL()CA:nON: ..... . ...... ....... ..(ft) ... .. (%) '.(pc!) '.. <(%).i:YPE; 6/n/02 6/l2/02 6/12/02 6/13/02 6/13/02 ,6/13/02 6/13/02 ,6/13/02 '6/l5/02 '6/l5/02 '6/J 5/02 ,6/l5/O2 '6/l5/O2 '6/] 5/02 '6/l5/O2 '6/l5/02 '6/l5/02 '6/l1l02 '6/l1l02 '6/J 1/02 '6/1 ] /02 '6/1 ]/02 '6/1 ]/02 '6/l ]/02 '6/1 ]/02 16/1 ] 102 '6/l ]/02 '6/12/02 '6/l2/02 '6/12/02 16/12/02 16/l2/02 16/12/02 16/12/02 16/l2/02 16/l2/02 16/l2/02 )61J 3/02 )6/l7/02 )6M 5/02 )6/15/02 )6/15/02 4448 4449 4450 4506 4513 4514 4515 4516 4517 4518 4519 4520 452] 4522 4523 4524 4525 4569 4571 4572 4573 4574 4578 4579 4580 4581 4582 4583 4584 4585 4586 4588 4592 4593 4595 4596 4598 4599 4746 4751 4752 4753 TR 23] 43-7 /Lot 56 TR 23]43-7/Lot 48 TR 23]43-7/Lot 52 TR23143-7/Lot53 TR23]43-7/Lot52 TR 23 ] 43-7/Lot 55 TR 23]43-7/Lot 57 TR23]43-7/Lot53 Wolfe St/Sta 13+]0 TR 23]43-7/Lot 60 Wolfe St/Sta 11+40 TR 23]43-7/Lot 59 TR 23] 43-7/Lot 60 TR23]43-7/Lot59 TR 23 I 43-7/Lot 6] TR 23 I 43-7/Lot 61 Wolfe St/Sta ]2+50 Wolfe St/Sta ] 2+40 TR 23 I 43-7/Lot 59 TR 23143-7/Lot 59 TR 23143-7/Lot 61 TR 23143-7/Lot 60 TR 2694]/Lot 17 TR 23143-7/Lot 58 Crowne Hill/Sta 58+50 Wolfe St/Sta 10+60 TR 23143-7/Lot 59 TR 2694l/Lot 16 TR 23l43-7/Lot 57 TR 23143-7/Lot 54 TR 23143-7/Lot 61 TR 23143-7/Lot 60 TR 23143-7/Lot 59 TR 23143-7/Lot 63 Devant Crc]/Sta 13+50 TR 23143-7/Lot 63 Wolfe St/Sta ] 1+05 Wolfe St/Sta ]2+10 TR23l43-7/Lot 67 Wolfe St/Sta 13+] 0 TR 23]43-7/Lot 60 Wolfe St/Sta 11+40 ]289.0 ]289.0 ]289.0 1290.0 ]292.0 ]293.0 ]290.0 ]293.0 ] 277.0 1284.0 ]280.0 J286.0 ]286.0 ]288.0 1287.0 1289.0 ]282.0 1265.0 ]268.0 ]269.0 1267.0 1267.0 1269.0 ] 271.0 ]271.0 1270.0 1271.0 ]269.0 ]272.0 1272.0 1272.0 ]269.0 1274.0 1272.0 1276.0 1276.0 1272.0 1268.0 1297.0 1277.0 1284.0 1280.0 1] .4 1 ]9.5 92 13.7 1]0.7 9] 15.6 1 ]3.6 94 9.8 1 ]7.3 90 ]1.8 ]22.2 94 9.4 ]20.2 93 ] 1.7 ]23.3 95 ]2.2 117.9 9] ] 1.8 ]20.4 94 ]3.6 J 18.1 92 ]3.2 ]] 8.5 92 ]3.5 118.8 92 ] ].4 J 16.9 9] ] 1.6 ] 17.2 9] ] 0.4 117.0 9] 9.7 1 ]6.] 90 95 1 ]5.6 90 10.0 122.7 93 9.3 1 ]7.J 91 ]0.7 1] 8.3 92 9.9 ]22.5 92' ]0.] 1 ]57 92' ]0.] 1 ]6.9 91 9.5 122.5 92 9.7 121.7 92 ]0.3 ] 17.0 91 11.0 J ]7.5 9] 11.0 ] 17.3 91 9.9 117.9 9] 8.7 118.7 91 9.3 ] 19.0 9] 9.9 ]22.3 92' 9.9 ]22.5 92 10.] 118.9 9] 9.9 1]8.0 91 ]0.] 117.3 9] 9.9 119.7 91 10.3 116.7 90 11.3 ] ]8.4 92 11.8 120.4 94 J3.6 1] 8.1 92 ]3.2 118.5 92 17 13 13 17 17 ]7 17 17 9 9 9 9 9 9 9 9 9 21 20 19 2] ]9 ]9 21 21 ]9 ]9 ]9 19 20 20 21 2] 20 19 ]9 20 ]9 5 9 9 9 JULY 2002 TABLE T-1I19 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 1718 19) J.N.241-01 . Sandconel*" 95% required 5~ TABLE II FIELD DENSITY TEST RESULTS fE$T. TEST.. . \. ....iTEST .... ..... ..ELEV; ... . MOISTURJi: . DENSITY...C..()M~. .... iSOII:' ).'~TENO; ..... ..LOCATION..'</(ft) . ... ........ ....... (%) ...... ... . . ....... (pen.. .........(%). ............ TYPE. · .. ;/1.5/02 4754 TR 23143-7/Lot 59 ;;15/02 4755 TR 23143-7/Lot 60 ;/15/02 4756 TR 23143-7/Lot 59 ;/15/02 4757 TR 23143-7/Lot 61 ./15/02 4758 TR 23143-7/Lot 61 ,/15/02 4759 Wolfe St/Sta 12+50 ;/15/02 4760 Wolfe St/Sta 11+00 ;;15/02 4761 TR 23143-7/Lot 61 ;/15/02 4772 TR 23143-7/Lot 64 ;/15/02 4773 TR 23143-7/Lot 62 ;/15/02 4774 TR 23143-7/Lot 54 ;/15/02 4775 TR 23143-7/Lot 55 ;/18/02 4788 TR23143-7/Lot64 ;/18/02 4789 TR 23143-7/Lot 65 ;/19/02 4790 TR 23143-7/Lot 58 i/19/02 4791 TR 23143-7/Lot 58 ;/19/02 4792 Devant Crcl/Sta 14+45 ;11 9/02 4793 TR 23143-7/Lot 61 ;/19/02 4794 TR 23143-7 /Lot 60 i1l9/02 4795 TR 23143-7/Lot 60 ;1l9/O2 4796 TR 23143-7/Lot 62 ;/19/02 4797 TR 23143-7/Lot 61 ;1l9/02 4798 TR 23143-7/Lot 59 ;11 9/02 4799 TR 23143-7/Lot 59 ;/13/02 480] TR 23143-7/Lot 59 ;/13/02 4802 TR 23143-7/Lot 62 ;/13/02 4805 TR 23143-7/Lot 61 ;/13/02 4810 WolfeSt/Sta 11+75 ;/13/02 4811 TR 23143-7/Lot 52 ;/13/02 4812 TR 23143-7/Lot 55 ;/14/02 4813 TR 23143-7/Lot 53 ;/14/02 4814 TR 23143-7/Lot 57 ;/14/02 4815 Devant Crc1/Sta 12+60 ;/14/02 4816 Devant Crcl/Sta 14+20 ;/]4/02 4817 TR 23143-7/Lot 63 ;/14/02 4818 TR 23 I 43-7/Lot 61 ;/14/02 4820 Wolfe St/Sta 13+00 ;/1'4/02 4823 TR 23l43-7/Lot 56 ;/14/02 4824 TR 23 I 43-7/Lot 52 ;/1,4/02 4825 TR 23143-7/Lot 54 ;1l4/02 4830 TR 23143-7/Lot 59 ;/14/02 4831 TR 23143-7/Lot 65 1286.0 13.5 118.8 92 9 1286.0 11.4 116.9 91 9 1288.0 11.6 117.2 91 9 1287.0 10.4 1170 91 9 1289.0 9.7 116.1 90 9 1282.0 9.5 115.6 90 9 1284.0 11.9 1211 94 9 1288.0 12.7 121.3 94 9 1286.0 12.3 ] 21.1 93 17 1287.0 11.1 122.8 95 17 1295.0 ]0.4 123.5 95 17 1298.0 10.6 119.2 92 17 1290.0 9.1 119.8 91 20 1294.0 9.7 118.1 90 20 1294.0 11.2 123.5 93 12 1293.0 12.1 121.7 93 20 1296.0 11.8 122.6 92 12 1295.0 15.2 108.7 90 13 1292.0 12.3 117.3 91 17 1293.0 11.6 118.7 92 17 1297.0 9.6 125.7 93 22 12960 10.9 116.9 91 17 1296.0 11.9 119.8 91 20 1295.0 10.4 120.2 92 20 1273.0 9.7 119.1 91 20 1277.0 10.1 122.7 93 21 1274.0 9.5 119.9 92 20 1271.0 11.3 117.9 91 19 1272.0 9.1 122.9 93 21 1275.0 9.7 123.1 93 21 1274.0 9.9 120.0 92 20 1274.0 10.1 119.3 91 20 1275.0 11.3 117.7 91 19 1277. 0 9.9 119.3 90 21 1278.0 10.1 119.9 90 21 1276.0 9.7 116.9 91 19 12710 9.9 120.1 91 21 1276.0 9.3 117.7 91 19 1275.0 9.5 120.7 91 21 1275.0 10.1 118.0 91 19 1279.0 10.7 116.9 91 19 1283.0 8.9 1]7.7 89 20 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 171819) J.N.241-01 . Sandcone/** 95% required JULY 2002 TABLE T.1I20 ~t\ TABLE II FiElD DENSITY TEST RESULTS ~~~tr;6J: i". ....<. TESl'>< ...-,-,-,-.-,-.._._._._'.._..'......,-.-..........-..._..,.,..',.......-...'.....-.-,-..-.,...,.... ........>...........LOCA'i'ION...... .\}j~{..~~~~)~IU: .....~E~~:l~.Cf:.~i: ..., ..;~~.......... 6/14/02 4832 TR 23143-7/Lot 60 1280.0 10.0 6/14/02 4833 TR23143-7/Lot48 1278.0 9.1 6/14/02 4834 TR 23143-7/Lot 47 1280.0 9.7 6/14/02 4835 TR23143-7/Lot49 1282.0 10.3 6/14/02 4836 RT No. 4831 9.0 6/14/02 4837 TR 23143-7/Lot 51 1284.0 9.9 6/14/02 4839 TR 23143-7/Lot 49 1286.0 8.7 6/14/02 4840 RT No. 4833 9.8 6/14/02 4841 RTNo.4839 10.0 6/14/02 4842 TR 23143-7/Lot 48 1287.0 10.6 6/14/02 4843 RT No. 4842 10.2 6/14/02 4844 RT No. 4832 9.9 6/14/02 4845 TR 23143-7/Lot 50 1287.0 8.2 6/14/02 4846 TR23143-7/Lot47 1287.0 8.5 6/]4/02 4847 TR 23143-7/Lots 47-48 1288.0 8.0 6/14/02 4848 TR 23143-7/Lot 47 1291.0 12.5 6/14/02 4849 TR 23143-7/Lot 67 1285.0 12.2 6/14/02 4850 TR 23143-7/Lot 50 1287.0 11.4 6/18/02 4905 TR 23143-7/Lot 23 FG 7.2 6/18/02 4906 TR23l43-7/Lot24 FG 8.5 6/18/02 4907 TR 23143-7/Lot 25 FG 10.0 6/18/02 4908 TR 23143-7/Lot 28 FG 10.2 '6/19/02 4909 TR 23l43-7/Lot 29 FG 9.8 '6/19/02 4910 TR 23143-7/Lot 30 FG 9.6 '6/19/02 4911 TR23l43-7/Lot31 FG 9.5 '6/19/02 4912 TR 23143-7/Lot 32 FG 10.0 '6/19/02 4913 TR 23143-7/Lot 33 FG 9.8 '6/19/02 4914 TR 23143-7/Lot 34 FG 7.8 161l9/02 4915 TR 23143-7/Lot 35 FG 8.3 16/19/02 4916 TR 23143-7/Lot 36 FG 8.0 16/21/02 4917 TR23143-7/Lot37 FG 8.1 16/21/02 4918 TR 23143-7/Lot 38 FG 10.2 16/21/02 4919 TR23l43-7/Lot39 FG 9.6 16/21/02 4920 TR23143-7/Lot40 FG 10.0 16/21/02 4922 Fox RdlSta 83+25 1272.0 10.0 16/21/02 4923 Fox RdlSta 83+75 1275.0 8.6 )6/21/02 4924 TR 23143-7/Lot 78 1266.0 9.2 )6T21/02 4925 TR 23143-7/Lot 78 FG 9.5 )6/14/02 4926 TR 23143-7/Lot 50 1287.0 9.3 )6iI4/02 4927 TR 23143-7/Lots 54-55 1284.0 10.3 )61l4/02 4928 Devant Crcl/Sta 12+70 1278.0 10.7 ,)61l4/02 4929 Devant Crcl/Sta 14+40 1279.0 9.3 PETRA GEOTECHNICAL, INC. TRs 23143-7,26941 (Lots 1718 19) J.N.241-01 . Sandconer 95% required 116.1 114.1 121.3 117.5 120.8 116.3 115.3 120.8 122.0 115.3 118.0 120.6 125.2 126.5 122.4 118.8 116.2 117.5 124.1 121.8 116.5 117.1 115.6 119.2 118.6 120.0 119.4 118.0 119.5 118.6 118.3 116.5 116.2 117.0 121.3 119.4 120.0 120.5 119.3 117.3 116.1 120.0 88 20 86 21 94 19 91 19 92 20 90 19 87 21 91 21 92 21 88 20 90 20 92 20 93 22 94 22 91 22 92 17 90 17 91 17 92 22 91 ]2 92 7 92 7 91 7 92 17 92 17 93 17 92 17 90 20 91 20 90 20 90 20 90 17 90 17 91 17 92 20 91 20 92 20 92 20 91 20 91 19 90 19 91 21 JULY 2002 TABLE T-II 21 /' ?"".;;> TABLE II FIELD DENSITY TEST RESULTS DT.AETSTE.......... ................T......NE.OST..........:..>..... ..... ... ..... ......:...TES! ... .. .... :.... .:....... :....:.... ..: . ELEV..MOiSTURE .D~N~i1'Y/S()~li';< .SQIL<. . . ...tOQATION': .> .......:.......: (fir:> . :.i ('Yo) :....... ....... .... (pcf) .. . ....(%)... . <ri'VE . :...... 6/14/02 4932 Wolfe St/Sta 12+20 1278.0 9.7 118.7 91 20 6/1 6/02 4933 TR 23143-7/Lot 61 1280.0 9.9 116.3 90 19 6/16/02 4935 TR 23143- 7/Lot 65 1288.0 9.7 119.9 90 21 6/16/02 4936 TR 23143-7/Lot 62 1280.0 8.1 113.1 87 19 6116/02 4937 TR 23 I 43-7/Lot 60 1280.0 9.6 119.0 91 20 6116/02 4939 TR 23143-7/Lot 52 1280.0 10.1 117.9 91 19 6116/02 4943 Wolfe St/Sta 10+85 1280.0 9.3 118.9 91 20 6/16/02 4944 TR 23143-7/Lot 67 1284.0 9.9 117.7 91 19 6/16/02 4949 TR 23143-7/Lot 52 1282.0 11.1 120.7 91 21 6116/02 4950 TR 23143-7/Lot 54 1282.0 10.7 116.3 90 19 6/16/02 4951 TR 23143-7/Lot 52 1283.0 8.1 123.3 92 22 6/16/02 4952 TR 23]43-7/Lots 53-54 1281.0 9.7 118.3 90 20 61l 6/02 4953 TR 23143-7/Lot 55 1282.0 9.9 122.7 93 21 61l 6/02 4954 TR 23l43-7/Lot 58 1284.0 9.7 116.3 90 19 61l 6/02 4955 WolfSt/Sta 12+90 1283.0 9.1 119.1 91 20 6/1 7/02 4956 Wolfe St/Sta 11 +50 1285.0 10.3 117.5 91 19 6117102 4962 TR 23143-7/Lot 65 1292.0 9.9 116.9 9] 19 61l 7/02 4963 Devant Crcl/Sta 13+40 1278.0 10.0 ] 19.5 91 20 61l 7/02 4964 TR 23143-7/Lot 63 1284.0 9.7 119.0 91 20 61l 7/02 4965 TR 23143-7/Lot 61 1286.0 8.3 122.9 91 22 61l 7/02 4966 TR 23143-7/Lot 61 ]288.0 8.7 123.7 92 22 6117102 4967 Crowne Hill/Wolfe St 1277.0 9.1 122.7 93 21 6/1 7/02 4968 TR 23143-7/Lot 59 1289.0 8.9 120.9 91 21 611 7/02 4969 TR 23143-7/Lot 53 1284.0 10.9 116.7 90 19 6117102 4970 TR 23143-7/Lot 55 1285.0 9.5 118.5 90 20 61l 7/02 4971 TR23143-7/Lot 58 ]288.0 II.I 117.0 9] 19 61l 7/02 4972 TR 23143-7/Lot 57 1289.0 9.3 122.0 92 21 6117102 4973 Wolfe St/Sta 10+50 1285.0 9.7 119.7 91 20 6/18102 5076 TR 23143-7/Lot 52 1291.0 9.7 117.9 90 20 '61l 8/02 5077 TR 23143-7/Lot 53 1290.0 7.3 115.1 87 20 '61l 8/02 5078 TR 23143-7/Lots 54-55 1292.0 9.7 116.5 90 19 '61l 8/02 5079 TR23143-7/Lots 56-57 1292.0 8.9 119.3 90 21 '61l 8/02 5080 TR 23143-7/Lot 59 1294.0 9.0 118.5 90 20 ,61l 8/02 5081 Devant CrcllSta 14+00 1292.0 .6.3 114.3 88 19 '6/1 8/02 5082 Devant Crcl/Sta 13+00 1291.0 8.3 119.7 90 21 '6/1 8/02 5083 TR 23143-7/Lot 64 1295.0 6.1 117.1 88 21 '6/1 8/02 5084 RT No. 5077 9.7 118.5 90 20 ,611 8/02 5085 RTNo.5081 10.1 116.9 91 19 16/18/02 5086 RT No. 5083 9.3 119.9 90 21 '6/J 8/02 5087 TR 23143- 7/Lots 62-63 1295.0 10.5 117.3 91 19 '61l 8/02 5088 TR 23 I 43-7/Lot 60 1296.0 10.3 117.5 91 19 i 16i19/02 5101 TR 23 I 43-7/Lot 53 1294.0 6.1 117.0 88 2] PETRA GEOTECHNICAL, INC. TRs 23143-7,26941 (Lots 171819) JULY 2002 ~(p J.N.241-01 * Sandconel** 95% required TABLE T-1I22 TABLE II FiElD DENSITY TEST RESULTS fEST ......TE....N.O~'f.......,'.............,..,. ..... ......'..'.'.i.TEST ...... .....ELEY> l\<I?~(~;)IJ~D...l!:(Np.'cS...f)P"'Y..............COi\IP. ~OIIj )/aE::LQCATION :..."....>.{fi). ....'..../0 ...... ,..(%) . ..,tUE ..,. 5/19/02 5102 TR 23 I 43-7/Lots 55-56 1295.0 8.7 5/19/02 5104 TR23l43-7/Lot58 1296.0 7.1 5/19/02 5106 RT No. 5101 10.0 5/19/02 5108 TR23143-7/Lot57 1296.0 8.7 5/19/02 5109 RTNo.5104 9.9 5/19/02 5110 TR 23 1 43-7/Lot 60 1296.0 10.3 5/19/02 5111 TR23l43-7/Lots60-61 1298.0 8.1 5/]9/02 5113 Devan! Crcl/Sta 13+70 1295.0 9.7 5/19/02 5114 TR 23143-7/Lot 64 1296.0 10.3 5/19/02 5115 TR 23143-7/Lot 61 1298.0 8.5 5/19/02 5117 TR23143-7/Lot52 1298.0 7.9 5119/02 5118 TR23143-7/Lot 51 1298.0 8.7 6/19/02 5119 TR23143-7/Lot54 1297.0 9.3 6/20/02 5120 TR 23143-7/Lot 49 1297.0 8.7 6/20/02 5121 TR 23143-7/Lot 47 1296.0 9.5 6/20/02 5122 TR 23 I 43-7/Lots 56-57 1295.0 10.3 6/20/02 5123 TR 23143-7/Lot 58 1293.0 9.9 6/20/02 5124 Devant Crc1/Sta 13+25 1294.0 10.7 6/20/02 5125 Devant Crcl/Sta 14+50 1297.0 9.3 6/2]/02 5210 TR 23143-7/LoI52 FG 9.3 6/21/02 52]1 TR23143-7/Lot53 FG 9.7 6/21/02 5212 TR 23143-7/Lot 54 FG 8.9 6/22/02 5221 TR 23143-7/Lot 55 1232.0 9.5 6/22/02 5222 TR 23143-7/Lot 56 1233.0 10.7 6/22/02 5223 TR 23143-7/Lot 57 1234.0 11.3 6/22/02 5224 TR 23143-7/Lot 67 1295.0 9.9 6/22/02 5225 TR 23143-7/Lot 65 1294.0 10.0 6/24/02 5311 TR23143-7/Lot77 FG 9.5 6/24/02 5312 TR 23l43-7/Lot 76 FG 9.9 6/24/02 5313 TR23l43-7/Lot41 FG 8.4 6/24/02 5314 TR 23143-7/Lot42 FG 8.7 6/24/02 5315 TR23143-7/Lot43 FG 9.2 6/24/02 5316 TR23143-7/Lot44 FG 7.8 6/24/02 5317 TR23143-7/Lot45 FG 7.6 6/24/02 5318 TR 23 I 43-7/Lot 46 FG 8.2 6/24/02 5319 RTNo.5316 8.9 6/24/02 5320 RT No. 5317 8.6 6/24/02 5321 TR 23143-7/Lot 47 FG 11.0 6/24/02 5322 TR 23143-7/Lot 49 FG 11.8 '6/7-4/02 5323 TR 23143-7/Lot 50 FG 10.9 '6/24/02 5324 TR 23l43-7/Lot 51 FG 12.4 '6/24/02 5325 TR 23143-7/Lot 48 FG 11.2 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) J.N.241-01 * Sandconel*' 95% required 119.3 114.1 120.1 119.7 116.9 117.5 123.7 118.7 117.5 122.5 123.1 120.3 119.0 121.7 118.9 119.3 120.9 117.3 119.1 118.3 119.7 118.1 119.0 ] 17.7 ] 18.0 121.1 118.1 117.2 ] 17.8 123.0 123.3 120.8 115.4 116.7 123.3 122.0 124.7 1] 8.2 ] 19.9 117.2 120.2 117.8 90 21 88 19 91 21 90 21 91 19 9] 19 92 22 91 20 91 ]9 91 22 92 22 91 21 91 20 90 22 91 20 91 20 91 21 91 19 91 20 90 20 90 21 90 20 91 20 91 19 91 19 91 21 91 20 91 3 92 3 93* 21 93* 21 91* 21 87* 21 88* 21 93* 21 92* 21 94* 21 92 17 93 17 91 17 93 17 91 17 JULY 2002 TABLE T-II 23 ';5\ TABLE II FIELD DENSITY TEST RESULTS ;~;~T:~;:... ..... ...............:.. .........i6t~ri()~......... ..............iiEt~)y.iM?i~)~~ .D~~r~r~~d~r.;~~~.......... ;(2.5/02 5426 TR 23143-7/Lot 33 1273.0 7.8 115.7 90 ./25/02 5427 TR 23143-7/Lot 31 ]277.0 8.3 116.2 91 ;/25/02 5428 TR 23143-7/Lot 42 1283.0 8.8 117.9 90 ;/25/02 5429 TR 23143-7/Lot 40 1285.0 9.0 118.3 91 ;/26/02 5601 TR 23143-7/Lot 64 FG 91 118.0 90' ;/26/02 5602 TR 23143-7/Lot 63 FG 8.5 117.7 91' ;/26/02 5603 TR 23143-7/Lot 62 FG 7.3 118.9 91 ;/26/02 5604 TR 23 I 43-7/Lot 61 FG 7.9 120.0 91 ;/26/02 5605 TR 23143-7/Lot 60 FG 8.1 119.1 91 ;/26/02 5606 TR23143-7/Lot59 FG 10.1 116.9 91 ;/26/02 5607 TR 23143-7/Lot 58 FG 9.1 117.7 91 ;/26/02 5608 TR 23]43-7/Lot 51 finish slope 1294.0 8.3 1] 9.3 91 ;/26/02 5609 TR 23143-7/Lot 49 finish slope 1298.0 9.9 116.1 90 ;/26/02 5610 TR 23143-7/Lot 47 finish slope 1295.0 7.1 ]20.5 9] '/08/02 5826 TR 26941/Lot 18 finish slope 1250.0 10.5 ] 19.7 90 '/08/02 5827 TR 26941/Lot 18 finish slope 1275.0 10.7 114.9 90 '108/02 5828 TR 2694 ]/Lot 18 finish slope 1265.0 10.9 116.2 91 7/08/02 5829 TR 26941/Lot 17 finish slope 1255.0 10.2 119.5 90 7/08/02 5830 TR 2694l/Lot ]7 finish slope 1275.0 9.8 114.6 90 7108/02 5831 TR 26941/Lot 17 finish slope 1285.0 10.7 114.9 90 7/08/02 5832 TR 26941/Lot 17 finish slope 1275.0 16.3 116.9 90 7/08/02 5833 TR 26941/Lot 17 finish slope 1295.0 11.2 116.2 91 7/08/02 5834 TR 26941/Lot 17 finish slope 1285.0 10.2 116.7 91 7/08/02 5835 TR 26941/Lot 17 finish slope 1255.0 9.8 115.5 91 7/08/02 5836 TR 23 I 43-7/Lot 59 finish slope ]297.0 9.9 1]5.8 91 1/08/02 5837 TR 23 ]43-7/Lot 60 finish slope 1300.0 10.5 116.2 91 , 3 3 4 4 20 19 20 21 20 19 20 20 19 21 7 7 7 7 7 7 7 7 7 7 7 7 PETRA GEOTECHNICAL, INC. TRs 23143-7, 26941 (Lots 17 18 19) J.N.241-01 * Sandconel** 95% required JULY 2002 TABLE T-II 24 bl'l:(; REFERENCES 0; PETRA o"()." REFERENCES . Blake, T.F., 1998/1999, "UBCSEIS" Version 1.03, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources. International Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering Design Provisions, dated April 1997. Kennedy, M.P., 1977, Recency and Character of Faulting Along lhe Elsinore Fault Zone in Sourhern Riverside County, California, CDMG Special Report 131. Petra Geoteclmical, Inc., 1999, Geotechnical Report of Rough Grading, Phases 2 through 5 -- Tract 23143-2, Lots I and 2, 7 through 16,23 lhrough 56 and 64; Phases 2 through 8 -- Tract 23143-3, Lots 9 through 21 and 28 through 98; and Phases 2 through 8 -- Tract 23143-4, Lots 18 through 80, Crowne Hill, City of Temecula, Riverside County, California;[or Richmond American Homes, LN. 444-98, dated September 7, 1999. ,200 la, Geoteclmical Investigation of Tracts 23142 and 26941 and Preliminary Sewage-Disposal Feasibility Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County, California, J.N. 241 0 I, dated June 4, 2001. , 200 I b, Geotechnical Review of Rough-Grading Plans for Tracts 23143-1. 23143-6 through 23143-11, 23143-F, Crown Hill Park Site (Tract 23145-5) and Park Site 'A' (Lor 104 of Tract 23143-F). City of Temecula, Riverside County, California, J.N. 241-01, dated Ocrober 31,2001. , 2001c, Settlement Characteristics of Fill Soils for Tract 23143, Ciry of Temecula, Riverside County, California, J.N. 241-01. dated December 10, 2001. , 2001d, Reliance Letter for Tracls 23143-1, 23143-6rhrough 23143-11, 23143-F. Crowne Hill Park Site (Tract 23145-5) an d Park Site "A" (Lot 104 of Tract 23143-F), City of Temecula, Riverside County, California;[or Lowe Enterprises Residential Advisors, LN. 241-01, dated December II, 2001. , 2002a, Geotechnical Recommendations for Removal Deprhs, Park Site A within Tract 23143-F and Park Site F within Tract 23143-5, City of Temecula, Riverside County, California, J.N. 241-0 I, dated January 24, 2002. , 2002b, Geoteclmical Report of Rough Grading, Proposed Elemenrary School Sire, Tract 23143-5, City of Temecula, Riverside County, California, J.N. 241-01, dated May 8,2002. , 20G2e, Supplemental Geotechnical Investigation, Lots 1,3 and 5, Tract 29641, Estate Lots, City ofTemecula, Riverside County, California, J.N. 219-02, dated May 14, 2002. , 2002d, Geotechnical Report of Rough Grading, Lots 1 through 105 and Slope Lot 106, Tract 23143-8, City of Temecula, Riverside County, California, J.N. 241-01, dared June 21, 2002. , 2002e, Geotechnical Report of Rough Grading, Lots I through 85, Tract 23143-7, City of Temecula, Riverside County, California, J.N. 241-01, dated July 1, 2002. PETRA GEOTECHNICAL, INC. J.N.241-01 JULY 2002 (pO . APPENDIX A LABORATORY TEST CRITERIA LABORATORY TEST DATA o PETRA G,\ APPENDIX A . LABORATORY TEST CRITERIA , . Laboratorv Maximum Drv Densitv Maximum dry density and oprimum moisture contenr were derermined for selecred samples of soil and bedrock materials in accordance Wilh ASTM Tesl Merhod D1557. Pertinent resr values are given on Plate A-I. Exoansion Potential Expansion index resrs were performed on selected samples of soil and bedrock marerials in accordance wilh ASTM Test Method D4829. Expansion porenrial classificarions were determined from 1997 UBC Table 18-I-B on the basis of lhe expansion index values. Test resulrs and expansion potenrials are presenred on Plates A-2 and A-3. Soil Chemistrv Chemical analyses were performed on selected samples of onsite soil to determine concentrations of soluble sulfate and chloride, as well as pH and resistivity. These reSlS were performed in accordance wirh California Tesr Merhod Nos. 417 (sulfare), 422 (chloride) and 643 (pH and resisrivity). Test resulrs are included on Plate A-4. Atterber2 Limits Arrerberg limit tests (Liquid Limil and Plasric Index) were performed on selecled samples to verify visual classifications. These rests were performed in accordance wirh ASTM Tesr MetllOd D4318. Tesr resulls are presenred on Plare A-3. JULY 2002 , PETRA GEOTECHNICAL, INC J.N. 241-01 f.p,'V- LABORATORY MAXIMUM DRY DENSITY! . - ,,; . .. '. ,. : .S~i.lt;t!'-.: Optiinum :; lW'XiinuiD Sample No'. . .. ':.:"" ..".. Moisture . '.DfYDehsijy , '."Y: '. (%), (pel) I Medium brown Silry fine SAND 8.5 129.0 2 Light brown Silty SAND 9.0 132.0 3 Yellow-brown Silly fine lO coarse SAND 9.0 128.0 4 Olive brown Clayey fine to medium SAND 9.0 130.5 5 Very lighl brown to yellow Sandy SILT 9.0 129.0 6 Very light brown Silry fine SAND 12.0 125.0 7 Light brown Silty fine to coarse SAND 9.5 127.0 8 Very light brown Silry medium lO coarse SAND with trace Clay 10.5 126.0 9 Brown Silly fine lO medium SAND 10.5 128.0 10 Very lighl brown fine Sandy SILT ]1.5 124.5 11 Medium dark brown Silty SAND wirh lrace Clay 8.0 133.5 - 12 Medium brown Silry tine lO coarse SAND wilh lrace Clay 8.5 133.5 13 Light brown lO very lighl brown Sandy SILT 13.5 120.5 14 Very lighl brown Silry very tine to fine SAND/SillY SAND/Sandy ]1.5 122.0 SILT 15 Lighl brown to very light brown Silty CLAY Wilh lrace fine 11.5 124.0 Gravel 16 Very lighl brown fine to medium SAND wirh lrace coarse Sand 13.0 117.0 17 Olive brown Silry fine SANDISandy SILT 10.0 129.0 18 Yellowish light brown tine 10 medium SAND 10.5 123.0 19 Reddish brown Silry medium to coarse SAND 9.5 129.0 20 Reddish lighl brown Silty Clayey SAND 8.5 131.0 21 Medium brown Silty/Clayey fine to coarse SAND 8.5 132.5 22 Medium dark brown Silty lO Clayey medium to coarse SAND 7.5 134.5 -; (lj PER ASTM TEST METHOD 01557 PETRA GEOTECHNICAL, INC J.N. 241-01 JUL Y 2002 Plate A-l ~-?r7 EXPANSION INDEX TEST DATA ~. Siifnpie:. .... .. ,,;, ..;.... ".,;>...... -...".'i...<.;.... ..,}f t.Exparisi6n';~H . " Expansion'. . .,J~.epres~!!ta!}Ve!:<<?!s ... -. ,,,' ',. 'Index'" ~ ,,.. . - . . .,< -?-' ,... , , ',. ,.",;..,.:,::.".,; .j"'.::. ,.. . ' ,'Potentia]" Lot.>. .. I I through 3 53 Medium 5 4 lhrough 6 44 Low 8 7 through 10 12 Very Low 12 11 lhrough 13 67 Medium 15 14 through 17 69 Medium 21 18 through 25 25 Low 26 26 and 27 0 Very Low 29 28 lhrough 30 27 Low 33 31 lhrough 34 4 Very Low 36 35 through 38 4 Very Low 41 39 lhrough 42 8 Very Low 44 43 lhrough 46 21 Very Low 49 47 lhrough 51 0 Very Low 53 52 lhrough 56 0 Very Low 59 57 lhrough 62 10 Very Low 65 63 through 67 3 Very Low 70 68 through 71 28 Low 74 72 through 76 43 Low 78 77 and 78 8 Very Low 81 79 through 83 9 Very Low 84 84 and 85 22 Low (2) PER ASTM TEST METHOD 04829 (3) PER 1997 UBC TABLE 18-1-B PETRA GEOTECHNICAL, INC J.N.241-01 JUL Y 2002 Plate A-2 (pl\ SOIL CHEl\flSTRY . Lot Nos;, - ~ - :_;:>~,~,t': :: , CWoHde' c ,." , 'is ... :R',~sistb:ity:. COITosi\iity Potential . .. <~,'!If~!7:' PII.... ,. .-'J .',. ",,' . i " ~ .,_,' .. .' \" . ""(%L' (pl)lil) (ohm:.;cm) - .' . .. .,.... I rhrough 3 ND -- n -- concrete: negligible sree!: -- II through 13 0.03 -- -- -- concrete: negligible sree!: -- 26 and 27 ND -- -- -- concrete: negligible steel: -- 31 rhrough 34 ND 90 7.1 3,000 concrete: negligible steel: moderate 39 rhrough 42 ND 99 7.1 2,100 concrete: negligible slee!: moderate 57 rhrough 62 ND 99 6.0 2,200 concrete: negligible sleel: moderate 77 and 78 0.01 100 6.8 2,300 concrete: negligible sreel: moderate ATIERBERG LIMITS' . LotS:.. Liquid Plastic Plasticity Limit Limit Index . I rhrough 3 33 ]7 16 II through 13 35 28 7 28 rhrough 30 27 17 ]0 72 rhrough 76 27 17 10 (4) PER CALIFORNIA TEST METHOD NO. 417 (5) PER CALIFORNIA TEST METHOD NO. 422 (6) PER CALIFORNIA TEST METHOD NO. 643 (7) PER CALIFORNIA TEST METHOD NO. 643 (8) PER ASTM TEST METHOD 04318 PETRA GEOTECHNICAL, INC. J.N.241-01 JULY 2002 Plate A-3 ,,- ~'=1