HomeMy WebLinkAboutFinal Report Supplemental Rough Grading & Pad Recertification
T .R..E. Soils Co., Inc.e
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Phone: (951) 894-2121 FAX: (951) 894-2122
41548 Eastman Drive, Unit G . Murrieta, CA 92562
E-mail: thesoilsco{iilaol.com
June 7_ 2005
Mr. Scott Shaddix
Craftsman Homes, LLC
31988 Paseo Parallon
Ternecula, California 92592
SUBJECT: FTNAL RF.l)ORT OF SlJPPLF.MFNTAL ROlJr.H r.RAmNr. ANn PAn
RF.CF.RTTFWA TTON
Proposed "The Reserve" Residential Development at Crowne Hill
Lots I & 2 and 22 through 28 of Tract No. 26941-Phase 2
Wolfe Street North of Old Kent Road
City ofTemecula, Riverside County, California
Work Order No. 495301.29E
Dear Mr. Shaddix:
TNTRonnrTTON
In accordance with your request, we have prepared this "Final Report Of Supplemental Rough
Grading and Pad Recertification" presenting the results of our observation and testing during
supplemental rough grading operations and pad recertification for tIle nine pre-graded single-family
residential pads located at the above referenced site. All compaction test results are included in
Appendix C, Table I of this report. Rough grading operations were performed in accordance with
the requirements of the referenced reports, the County of Riverside and the 2001 California
Building Code (CBC).
The 30-scale, "Precise Grading Plan" prepared for the subject site by IW Consulting Engineers, Inc.
of Riverside, California was utilized during grading to locate our field density tests. A reduced
copy of the aforementioned plan was utilized as a base map for our Compaction Test Location
Maps presented as Plates 1-9. G.K. Backland performed the grading operations.
ArCOMPANVlNr. MAPS ANn APPF.NnWF.S
Location Map - Figure 1
Compaction Test Location Map (not-to-scale) - Plates 1-9
Appendix A - References
Appendix B - Laboratory Test Results
Appendix C - Results of Compaction Tests
T.H.E. SOILS COMPANY,INC.
W. O. No. 495301.29E
\
Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 2
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.
Proposed nevelopment
The proposed development calls for the construction of nine estate style single-family residences
with attached garages and associated driveway and landscape areas. It is our understanding the
proposed residences will consist of wood-framed, stucco-sided structures with conventional
footings.
Sitp. np.~('ription
The subject property consists of nine irregular-shaped, large parcels of land located east of Crowne
Hill Drive and north of Old Kent Road in the city of Temecula in southwest Riverside County,
California. The subject site is bound on all sides by existing residential developments. The
geographical relationships of the site and surrounding area are depicted on our Site Location Map,
Figure 1.
Topographically, the parcels typically consist of low rolling terrain with natural gradients that vary
from approximately 4 to 40 percent. Overall relief on the subject site is approximately 102-ft.
Prior to grading onsite vegetation consisted of a sparse low growth of annual weeds and grasses.
Drainage onsite is generally accomplished by sheet flow to moderately incised drainage courses.
SlJPPT .F,MF.NT AT, r.R A OTNr. PROCF.mJRF.S
Prior to grading all vegetation was removed during clearing and grubbing operations and
subsequently disposed of off-site.
A keyway was established at the toe of all fill slopes (Lots I, 24, 25, 27 & 28) with the outside edge
of the keyway being founded a minimum of 2-ft into dense sedimentary bedrock units. The keyway
was tilted a minimum of2 percent into the slope with dense sedimentary bedrock exposed that was
free of pinpoint pores and fine roots exposed throughout the keyway. The bottom of the keyway
was scarified a minimum of 12-inches below the exposed surface, moisture conditioned to near
optimum moisture, and recompacted to 90% of the dry density, as determined by ASTM D-1557.
Any topsoil/colluvial soils were completely removed during benching operations.
The cut portion of the building pads (lots 22 & 28) underlying the proposed structure were
overexcavated a minimum of 5-feet below finish grade elevation and extended a minimum of 5-ft
outside the building footprint as staked by the contractor, The cut portions of lots 1, 2, 22, 23, and
25 through 27 were previously overexcavated per the referenced "Geotechnical Report of Rough
Grading (petra 2003)."
Fill generated during rough grading operations was moisture conditioned to near optimum
moisture, placed and recompacted to 90% of the dry density, as determined by ASTM D-1557. The
materials used for fill consisted of onsite dark brown silty sands (Unified Soil Classification-SM)
derived from onsite alluvial soils, colluvial soils and sedimentary bedrock. Fill placement and
T.H.E. SOILS COMPANY,lNC.
W. O. No. 495301.29E
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Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 3
compaction was achieved utilizing a CAT 980 loader and a CAT 06 dozer. Moisture conditioning
was accomplished utilizing a water truck. The fill was placed in 6 to 8-inch thick lifts and moisture
conditioned with the water truck, as needed, to bring the material to near optimum moisture
content, and was then properly compacted by wheel-rolling with the CAT 980 loader or by track-
walking with the CAT 06 dozer. A minimum degree of compaction of 90% was required, as
determined by ASTM 1557.
Recertifif'gtion
Pads I, 2 and 22-28 were assessed to determine if the pads had been compromised since the
previous grading operations had been completed, see Appendix A, References.
In-place density testing was performed within the proposed building pad areas to confirm their
competence. Maximum density/optimum moisture (ASTM 1557-91) tests were used to provide
relative compaction results. Passing test results of +90% relative compaction, as determined by
ASTM 1557-91, were obtained on the pads, indicating the areas tested have not been compromised.
No erosion damage was observed' within the proposed building pad areas. Test results are
presented in Table I.
Settlement Monuments
Settlement monuments and monitoring, representing lots I, 3 and 5, was completed per the
referenced geotechnical report by Petra dated January 28, 2003. As found in the referenced report
"the majority of the post-grading settlement appears to have taken place (Petra, 2003)."
Fill Pl~~ement
Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum
moisture content and compacted to at least 90% relative compaction (ASTM 01557). Compaction
was achieved by wheel-rolling with the CAT 980 loader or by track-walking with the CAT 06
dozer, The maximum laboratory dry densities (Appendix B, Table I), as determined by ASTM
01557-91 Test Method A, was utilized as the standard for field compaction control.
Fill Soils
Soils utilized for compacted fill typically consisted of onsite light brown to dark brown silty sands
(Unified Soils Classification-8M), which were derived from the onsite colluvial soils and
sedimentary bedrock materials. Test results are presented in Appendix C, Table I.
CutlFiII T....nsitions
Prior to supplemental grading and per the referenced rough grading report, rough grading
operations at the site included overexcavation of the transitional building pads (Lots 22 & 28) to a
T.H.E. SOILS COMPANY,lNC. W. O. No. 495301.29E
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Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 4
minimum of 5-ft outside the building footprint to a minimum of 5-ft below finish grade elevation as
staked by the contractor. All other transition lots were overexcavated during Petra's grading
observations, which can be found in the referenced "Geotechnical Report of Rough Grading."
Therefore, eliminating the cutJfill transition within the proposed building footprints.
TFSTTNr. PROCF.mJRFS
Field nensity Testinr:
Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear
gauge). Areas failing to meet the minimum compaction requirements were reworked and retested
until the specified degree of compaction was achieved. The elevations and the results of the field
density tests are presented in Appendix C, Results of Compaction Tests, Table I. . The
approximate locations of the tests are shown on the Compaction Test Location Map, Plates 1-9.
M~n:imnm Opn!iility Oetermin9ltions
Maximum Density/Optimum Moisture determinations were performed in the laboratory on
representative samples of onsite soils used in the fill operations. The tests were performed in
accordance with ASTM DI557-91, Test Method A. The test results, which were utilized in
determining the degree of compaction achieved during fill placement, are presented in Appendix
B, Table I.
RF.COMMF.NnA TTONS
'Rxp9lnsion Tp.ding
As per the referenced "Geotechnical Report of Rough Grading" dated January 2S, 2003, expansion
index testing was performed on a representative sample of the near surface earth materials exposed
at the pad surfaces. The test results yielded expansion indexes that varied from very low (Lots 2,
23.24,26 & 2S), to low (Lots 1,22,25 & 27) expansion potential (Table IS-I-B, 2001 CBC),
Soruhle Surf"'e Content
As per the referenced "Geotechnical Report of Rough Grading" dated January 2S, 2003 soluble
sulfate content testing was performed on a representative sample of the near surface earth materials
exposed at the pad surfaces. It is anticipated that, from a corrosivity standpoint, Type II Portland
Cement should be used for construction. Laboratory analysis results varied from 67 (parts per
million) to 250 ppm (parts per million) of soluble sulfates in soil, which equates to a negligible to
moderate sulfate exposure hazard (2001 CBC, Table 19-A-4).
T.H.E. SOILS COMPANY, lNe.
W. O. No. 495301.29E
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Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 5
S10pp. C'onstn]{.tion
As per the referenced "Geotechnical Report of Rough Grading" dated January 28, 2003, we
anticipate that all cut/fill slopes constructed at a 2: I (horizontal: vertical) slope ratio to a maximum
height of 50-ft will be both grossly and surficially stable. Onsite cut and fill slopes were
constructed at a 2:1 (horizontal: vertical) slope ratio to maximum heights of 40 and 20-ft,
respectively.
Fill slopes were constructed to near finish grade elevations and trackwalked with the bulldozer to
achieve the desired percent compaction.
lltility Tren"h R""kfill
Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as
determined by the ASTM 1557 test method. It is our opinion, that utility trench backfill consisting
of onsite or approved sandy soils can best be placed by mechanical compaction to a minimum of
90% of the maximum dry density. All trench excavations should be conducted in accordance with
Cal-OSHA standards, as a minimum.
Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and
compacted to a minimum of 90% of the maximum laboratory dry density, as determined by the
ASTM 1557 test method. No rocks larger than 6-inches in diameter should be used as fill material.
Rocks larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and
used as fill material.
Surf""e nr"inllgl'
Surface drainage should be directed away from foundations of buildings or appurtenant structures.
All drainage should be directed toward streets or approved permanent drainage devices. Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be
provided to prevent ponding or saturation offoundations by landscape water.
Construction Monitoring
Continuous observation and testing, by T.H.E. Soils Company, Inc. is essential to verify
compliance with recommendations and to confirm that the geotechnical conditions encountered are
consistent with the recommendations of this report. T.H.E, Soils Company, Inc. should conduct
construction monitoring, at the following stages of construction:
. Following excavation offootings for foundations.
. During fill placement.
. During trench backfill operations.
T.H.E. SOILS COMPANY,INC.
W. O. No. 495301.29E
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Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 6
STlMMARV
Our description of rough grading operations, as well as observations and testing services, were
limited to those rough grading operations performed between May IS, 2005 and June 6, 2005 and
observed and tested by our field personnel. The conclusions and recommendations contained
herein have been based upon' our observation and testing as noted. It is our opinion, the work
performed in the areas denoted has generally been accomplished in accordance with the job
specifications and the requirements of the regulating agencies. No conclusions or warranties are
made for the areas not tested or observed. This report is based on information obtained during
rough grading. No warranty as to the current conditions can be made. This report should be
considered subject to review by the controlling authorities.
1 ,TMTT A nONS
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the project architect and engineer. The project architect or engineer should
incorporate such information and recommendations into the plans, and take the necessary steps to
see that the contractor and subcontractors carry out such recommendations in the field.
This firm does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the
site; therefore, the safety of others is the responsibility of the contractor. The contractor should
notify the owner if he considers any of the recommended actions presented herein to be unsafe.
This firm did not provide any surveying services at the subject site and does not represent that the
building locations, contours, elevations, or slopes are accurately depicted on the plans or
represented on the map.
The findings of this report are valid as of the report date. However, changes in the conditions of a
property can occur with the passage of time, whether they be due to natural processes or the works
of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
may occur, whether they result from legislation or the broadening of knowledge.
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
T.H.E. SOILS COMPANY, INe.
W. O. No. 495301.29E
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Mr. Scott Shaddix
Craftsman Homes, LLC
June 7, 2005
Page 7
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This opportunity to be of service is sincerely appreciated. If you have any questions, please call.
Project Manager
JPF/JTR/JRH:jek
T.H.E. SOILS COMPANY. INC.
T.H.E. Soils Company, Inc.
John T. Reinhart, RCE 23464
Civil Engineer, Expires 12-31-05
Very truly yours,
Jp.~r~
W O. No. 49530 1.29E
\\
T.H,E. SOILS COMPANY.INe.
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APPENDIX A
References
W. O. No. 495301.29E
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Referenl"f'lirI
Petra Geotechnical, Inc., 2003, "Settlement-Monitoring Approval, Lots 1,3 and 5, Tract 26941,
City of Temecula, Riverside County, California," Job No. 241-01, dated January 28, 2003.
Petra Geotechnical, Inc., 2003, "Geotechnical Report of Rough Grading, Estate Lots, Lots I
through 28, Tract 26941, City of Temecula, Riverside County, California," Job No. 241-01, dated
January 28, 2003.
T.H.E. SOILS COMPANY. INC.
W. O. No. 495301.29E
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T,H.E. SOILS COMPANY,INC.
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APPENDIX B
Laboratory Test Results
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W. O. No. 495301.29E
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TABLE I
Maximum Density/Optimum Moisture
% Type
Description Lbs/Ft3 Moisture
I Dark Brown Silty Sand 124.9 10.0 On-Site
THE SOILS COMPANY,INe.
W. O. No. 495301.29E
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T.H.E. SOILS COMPANY,INC.
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APPENDIX C
Results of Compaction Tests
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W. O. No. 495301.29E
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TABLE II
RESUL TS OF COMPACTION
Job No. 495301.29E CRAFTSMAN HOMES ATCROWNHILL, LOTS 1 AND 2 AND 22-28 Date:JUNE 2005
OF TRACT NO. 26941 PHASE 11 WOLFE STREET ROAD
Test Test Elev / Moisture Unit Dry ReI. Soil Location
No. Date Depth Content Density Compo Type
(ft.) (%) (PCF) (%)
I
1 5/18/2005 1167.0 8.7 117.0 94N I SEE PLATE 1 OF 1
2 5/18/2005 1167.0 8.9 117.4 94N I SEE PLATE 1 OF 1
3 5/18/2005 1169.0 10.4 115.9 93N I SEE PLATE 1 OF 1
4 5/18/2005 1169.0 9.5 116.1 93N I SEE PLATE 1 OF 1
5 5/19/2005 1171.0 11.3 113.5 91N I SEE PLATE 1 OF 1
6 5/19/2005 11 73. 0 11.0 114.0 91N 1 SEE PLATE 1 OF I
7 5/19/2005 1175.0 11.8 113.0 91N 1 SEE PLATE 1 OF 1
8 5/24/2005 1220.0 11.3 115.7 93N 1 SEE PLATE 1 OF 1
9 5/24/2005 1222.0 10.7 114.1 91N I SEE PLATE 1 OF 1
10 5/24/2005 1224,0 10.9 117.1 94N 1 SEE PLATE 1 OF 1
11 5/24/2005 1226.0 10.5 116.2 93N 1 SEE PLATE I OF 1
12 5/24/2005 1185.0 10.9 116.7 94N 1 SEE PLATE 1 OF 1
13 5/24/2005 1185.0 10.3 116.0 93N I SEE PLATE 1 OF 1
14 5/24/2005 1187.0 11.0 114.1 91N 1 SEE PLATE 1 OF 1
15 5/24/2005 1187.0 10.7 115.7 93N 1 SEE PLATE 1 OF 1
16 5/24/2005 1189.0 10.4 115.4 92N 1 SEE PLATE 1 OF 1
17 5/24/2005 1189.0 11.1 115.0 92N 1 SEE PLATE 1 OF 1
18 5/25/2005 1214.0 9.8 116.2 93N I SEE PLATE 1 OF 1
19 5/25/2005 1216,0 11.5 114.5 92N 1 SEE PLATE 1 OF 1
20 5/25/2005 1218,0 10.8 115.4 92N 1 SEE PLATE 1 OF 1
21 5/25/2005 1220,0 10.4 114.9 92N 1 SEE PLATE 1 OF 1
22 5/25/2005 1222,0 11.0 114.6 92N I SEE PLATE I OF I
23 5/25/2005 FG 10.3 115.9 93N 1 SEE PLATE 1 OF 1
24 5/25/2005 1228.0 10.7 115.5 93N 1 SEE PLATE 1 OF 1
25 5/25/2005 FG 11.1 113,7 91N 1 SEE PLATE 1 OF 1
26 5/25/2005 1191.0 9,9 117,7 94N 1 SEE PLATE 1 OF 1
27 5/25/2005 1193.0 9.7 117.1 94N 1 SEE PLATE 1 OF 1
28 5/25/2005 1195.0 9,8 117.5 94N 1 SEE PLATE 1 OF 1
29 5/25/2005 FG 9,9 117.7 94N 1 SEE PLATE 1 OF 1
30 5/26/2005 1162,0 11.1 115.3 92N 1 SEE PLATE 1 OF 1
31 5/26/2005 1162,0 11.3 114.9 92N I SEE PLATE I OF 1
32 5/26/2005 1162.0 11.0 115.5 93N 1 SEE PLATE 1 OF 1
SEE PLANS FOR DETAILS
SC-Sand Cone ASTM 01556-64; DC-Drive Cylinder ASTM 02937.71; N.Nuc!ear ASTM 03017-93, and 02922-91; NG-Natural Ground +
85%= Passing Test; ... Test Failed, See Retest
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TABLE II
RESUL TS OF COMPACTION
Job No. 49530 1.29E CR4FTSMAN HOMES ATCROWNHILL, LOTS 1 AND 2 AND 22-28 Date:JUNE 2005
OF TR4CT NO. 26941 PHASE II WOLFE STREET ROAD
Test Test Elev / Moisture Unit Dry ReI. Soil Location
No. Date Depth Content Density Compo Type
(ft.) (%) (PCF) (%)
I
33 5/26/2005 1164.0 10.9 116.1 93N 1 SEE PLATE 1 OF I
34 5/26/2005 1164.0 10.9 115.9 93N 1 SEE PLATE 1 OF I
35 5/26/2005 1164.0 10.5 116.2 93N I SEE PLATE I OF 1
36 5/26/2005 1166.0 10.8 115.8 93N I SEE PLATE 1 OF 1
37 5/26/2005 1166.0 11.0 114.2 92N I SEE PLATE 1 OF 1
38 5/26/2005 1166.0 10.7 116.1 93N 1 SEE PLATE 1 OF 1
39 5/26/2005 1168.0 10.1 115.9 93N 1 SEE PLATE I OF I
40 5/26/2005 1168.0 10.4 116.2 93N 1 SEE PLATE 1 OF 1
41 5/26/2005 1168.0 9.8 117.1 94N I SEE PLATE 1 OF 1
42 5/26/2005 1170.0 10,3 115.9 93N I SEE PLATE 1 OF 1
43 5/26/2005 1170.0 11.0 114.7 92N 1 SEE PLATE I OF 1
44 5/26/2005 1170.0 11.3 114.9 92N 1 SEE PLATE 1 OF 1
45 5/26/2005 1172.0 11.2 115.4 92N 1 SEE PLATE 1 OF 1
46 5/26/2005 1172.0 10.9 116.1 93N 1 SEE PLATE 1 OF 1
47 5/26/2005 1172.0 11.1 114.5 92N 1 SEE PLATE 1 OF I
48 6/6/2005 FG 8.9 117.0 94N 1 SEE PLATE I OF 1
49 6/6/2005 FG 7.9 116.2 93N 1 SEE PLATE 1 OF 1
50 6/6/2005 FG 8.4 116.1 93N 1 SEE PLATE 1 OF 1
51 6/6/2005 FG 8.1 117.0 94N 1 SEE PLATE I OF 1
52 6/6/2005 FG 8.5 116.7 94N 1 SEE PLATE 1 OF 1
53 6/6/2005 FG 8.3 116.2 93N 1 SEE PLATE 1 OF 1
54 6/6/2005 FG 9.0 116,8 94N 1 SEE PLATE 1 OF 1
55 6/6/2005 FG 8,7 116.6 93N I SEE PLATE 1 OF 1
56 6/6/2005 FG 8.0 116.1 93N 1 SEE PLATE 1 OF 1
57 6/6/2005 FG 9.2 116.5 93N 1 SEE PLATE 1 OF 1
58 6/6/2005 1200.0 11.3 114.6 92N 1 SEE PLATE I OF 1
59 6/6/2005 1202,0 11.0 113,6 91N 1 SEE PLATE 1 OF 1
60 6/6/2005 1204.0 10,5 114,0 91N 1 SEE PLATE 1 OF 1
61 6/6/2005 FG 11.1 114,7 92N 1 SEE PLATE 1 OF 1
62 6/6/2005 FG 10,8 115.3 92N 1 SEE PLATE 1 OF 1
63 6/6/2005 1195.0 10,3 114.2 92N I SEE PLATE 1 OF I
64 6/6/2005 1197.0 11.2 114.9 92N 1 SEE PLATE I OF 1
SEE PLANS FOR DETAILS
SC-Sand Cone ASTM D1556-64; DC-Drive Cylinder ASTM D2937-71; N.Nuclear ASTM 03017-93, and D2922.91; NG.Natural Ground + '" fI-
85%= Passing Test; ++. Test Failed, See Retest 1/''''
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TABLE II
RESULTS OF COMPACTION
Job No. 49530 1.29E CRAFTSMAN HOMES ATCROWNHILL, LOTS 1 AND 2 AND 22-28 Date:JUNE 2005
OF TRACT NO. 26941 PHASE II WOLFE STREET ROAD
Test Test Elev / Moisture Unit Dry ReI. Soil Location
No. Date Depth Content Density Compo Type
(ft.) (%) (PCF) (%)
I
65 6/6/2005 1199.0 11.0 115.0 92N I SEE PLATE I OF 1
66 6/6/2005 FG 10.3 117.1 94N 1 SEE PLATE 1 OF 1
67 6/6/2005 FG 11.1 114.0 91N 1 SEE PLATE 1 OF 1
SEE PLANS FOR OET AILS
SC.Sand Cone ASTM 01556.64; DC-Drive Cylinder ASTM 02937-71; N.Nuc1ear ASTM 03017.93, and 02922-91; NG-Natural Ground + _.I'
85%= Passing Test; ".Test Failed, See Retest p