HomeMy WebLinkAboutTract Map 3552 Lot 9 Alluvial Removal Study
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, GEN C . . Soil Engineering. Testing. Construction Materials Testing. laboratory Testing.
.In orpo ration . Environmental Site Assessments. Hazardous Materials Site Cleanup.
nvironmental and Geotechnical Engineering Network Corporation . Special Inspections . Geology' Engineering Geology .
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July 9, 1996
Rancho Community Church
29141 Vallejo Avenue
Temecula, California 92390
(909) 676-3571
RECEIVED
AUG 7 1998
CITY OF TEMECULA
ENGINEERING DEPARTMEN-i
Attention: Mr. Stan Heaton
Regarding: Alluvial Removal Study
Future Addition to Rancho Community Church
Project Number: T1060-GS
Dear Mr. Heaton:
Per your request, EnGEN Corporation has conducted an Alluvial Removal Study for the
subject site.
1.0 Introduction The purpose of this study was to determine the vertical depth of
removal of unsuitable existing fill and/or alluvium for the placement of properly
compacted fill to support future structures. Although specific grading and building
plans do not exist, for the purposes of this report, a one or two story structure is
assumed. Although no strength tests were performed, it is anticipated that the
allowable bearing value for design of continuous and column footings for the dead-
plus-frequently-applied live loads will be 2,000 pounds per square foot for continuous
footings and 3,000 pounds per square foot for column footings founded in properly
compacted fill. When final grading and building plans do become available, this firm
should review them to make any additional recommendations, if necessary.
2.0 Field Operations The field work for this study took place on June 25, 1996. Three
(3) borings were excavated with the use of a truck-mounted drill rig equipped with an
a.Q-inch hollow-stem auger. Bulk and in-place soil samples were obtained by our
Staff Geologist and then transported to our laboratory for analysis. Selected soil
samples were analyzed for in-place density, consolidation and maximum density.
3.0 Earth Materials Encountered Undocumented fill (AfI) , slopewash (no map
symbol), alluvium (Qal) and bedrock (Qpb) were encountered in the boring
excavations. Note that letters shown in parenthesis in the previous sentence are
depicted on the Alluvial Study Site Plan.
Los Angeles Office
421046thstreetEast
Lancastef, CA 93535
(805)942-0991 I Fox: 723.3685
Corporate Office
Orange County Office
2615 Orange Avenue
Santo Ana. CA 92707
(714) 546-A051/ Fox: 546.4051
\
41607 Enterprise Circle North, Suite 1 . Temecula . California 92590 . (909) 676-3095 . Fax: (909) 676-3294
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Rancho Community Church.
Project No. T1060-GS
July 1996
Page 2
The undocumented fill materials were encountered in Boring B-2 and consisted of
silty sand to sandy silt and were found to be dry and loose in place. . Boulders
consisting of gabbro were encountered in Boring B-2 at a depth of approximately
2.0-feet The boulders appear to be part. of the fill encountered in the vicinity of
Boring B-2. Fill materials were also observed in the southwest portion of the site. It
appears that these fill materials were placed in the lower drainage areas for the
grading of a temporary gravel-topped parking lot for the existing church. Although
the depths of fill on the subject site are unknown as there are no plans depicting
these undocumented fills (and refusal due to boulders was encountered in Boring B-
2), based on topography projection, it is assumed that these fills are less than 4.0-
feet deep.
Slopewash was encountered in Boring B-3 to a depth of 2.0-feet and was observed
covering the bedrock materials in the elevated portions of the site. Slopewash
materials consist of silty sand to sandy silt and were found to be dry and loose.
Alluvium was encountered in Boring B-1 to a depth of approximately 12-feet below
natural ground surface. These materials are thought to exist in the lower portions of
the site and below some of the fill materials on the site. Alluvial materials consist of
silty sand to sand and were found to be moist and loose to dense.
Bedrock materials were encountered in Boring B-3 and are thought to exist in the
elevated portions of the site below the slopewash materials. Bedrock materials are
of the Pauba Formation, consist of sandstone, and were found to be slightly moist
and dense in-place.
Groundwater was not encountered in the exploratory borings.
Anticipated Depths of Removals for Placement of Proper)v Compacted Fill: All
undocumented fill, siopewash, unsuitable alluvium and weathered bedrock should be
removed to competent alluvium or competent bedrock. In general, depths of
removals are anticipated to be approximately 2.0-feet in the elevated eastern
portions of the site to approximately 9.0-feet in the lower western portions of the site.
Anticipated depths of removals are shown below:
Areas Labeled Afl: All undocumented fill should be removed, including boulders.
Although undocumented fill thicknesses are uncertain, maximum thicknesses are
anticipated to be up to approximately 4.0-feet Removal of undocumented fills will
probably expose unsuitable slopewash or alluvium. The slopewash and unsuitable
alluvium will need to be removed to competent bedrock or competent alluvium.
Removal of slopewash and unsuitable alluvium underlying areas labeled "AfI" are
anticipated to be 2.0 to 6.0-feet
Areas Labeled Oal: The deepest anticipated depth of removal is approximately
9.0-feet in the area of Boring B-1. Depths of removals in areas labeled "Oal" are
anticipated to be 4.0 to 9.0-feet.
EnGEN Corporation
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Rancho Community Church.
Project No. T10SO-GS
July 1 g9S
Page 3
Areas Labeled Qpb: Slopewash materials were found to overlie bedrock (Qpb)
materials and will need to be removed to bedrock. Anticipated depths of removals of
slopewash materials are 1.0 to 3.0-feet. If unsuitable weathered bedrock is
encountered, it will need to be removed to competent bedrock. Anticipated depths
of removals in areas labeled Qpb are 1.0 to 3.0-feet.
We hope the above information is sufficient for your needs. Please call this office if you
have any further questions.
Respectfully submitted,
EnGEN Corporation
omas E. Dewey, CEG 1975
Project Engineering Geologist
Ex . 1 0-97
-'>
H. Wayne
President
Exp. 06-30-97
TED:OB:HWB:df
Attachments: Boring Logs
Laboratory Results
Alluvial Study Site Plan
Distribution: (4) Addressee
FILE: D:\ENGEMREPORTS\GS\Tl060GS
EnGEN Corporation
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EXPLORATORY BORING LOG SUMMARY REPORT
Project: Rancho Community Church
Ground Surface Elevation:
Ground Water Depth:
Total Depth of Boring:
Elevation/Depth
10
11
12
13
14
15
16
17
18
19
20
21
22
23
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2
3
4
5
6
7
8
9
Sampler
Split.Spoon
.-..-............ ................. .Aii~;~....................................... ......................... ........................ ........................ ...................... .............
Silty Sand; Very dark grayish brown
(to YR 3/21; moist loose; porous
21.5 feel
SoilSymIJols
Sampler Syrmols
Groundwater Depth
BORING lOG NO. B.l
Client: R.e.e.
Starting Time:
Equipment:
Driving Weight: 140 Ibs.
uses Description & Remarks
SM
8M Dark grayish brown 110 YR4J21
Sand: yelJowish brown(10YR 5141 to
SW.SM silty sand; dark yellowish brown
110 YR 414]; moist loose; porous;
fine to cllarse grained
sw
Date: 6/25/96
logged By: TD
Diameter Boring: 8-lnches
Drop: 30-lnches
Blows per
6.lnches
3.3.3
6.8.10
4.5.7
9.10.35
SHEET 1 OF 3 SHEETS
Project No: T106o-G5
location:
Drilling Co.: 5cotts's Driiling
Assistant
Dry Density
Ip,lJ
Moisttae
Content 1%1
Percent
Consol.
101.2
14.6
0.12
111.0
14.8
0.02
100.9
9.3
0.11
116.9
0.03
8.9
Sand: Brown (10 YR 5/3); moist,
dense; fine to coarse; trace of silt
scaneredgravel
.~................. ................. .B~d~~~k.ip~~b.a.F~~~~~~i................ ......................... ........................ ........................ ...................... .............
Sandstone: ligtlt brown; moist; very
dense
26/50.5'
35/50.5-
-................. ................. .T~t;i.d~Pi:h.2.i:5.f.;~i:....................... ......................... ........................ ........................ ...................... .............
no groundwater
orporatlOn
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EXPLORATORY BORING LOG SUMMARY REPORT
Project Rancho Community Church
Ground Surface Elevation:
Ground Water Depth:
Total Depth of Boring: 2.0 feet
Elevation/Depth
Soil Symbols
Sampler Symbols
Groundwater Depth
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2
BORING LOG NO. B.2
Client R.C.C.
Staning Time:
Equipment
Driving Weight 140 Ibs.
uses
Description & Remarks
Date:
Logged By:
Diameter Boring:
Drop: 3D-Inches
Blows per
6.[nches
SHEET 2 OF 3 SHEETS
6/25/96 Project No: Tl060-GS
TD Location:
8-lnches Drilling Co.:
Assistant
Sampler
Split-Spoon
Dry Densitv Moisture Percent
(pst) Content 1%) Consol.
.-................. ................. ........-....-................................ ......................... ......................... ......................... ...................... .............
fill
Silty sand to sandy silt broWll, dry;
locscboutderstGnsistingofgabbro
.-................. ................. .Re~.ii.2feetd~;.t~.i;~~de;........ .............-........... ......................... ......................... ...................... .............
No groundwater
3
4
orporatlOn
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EXPLORATORY BORING LOG SUMMARY REPORT
Project: Rancho Community Church
Ground Surface Elevation:
Ground Water Depth:
Total Depth of Boring:
Elevation/Depth
o
2
3
4
s
6
Sampler
Split-Spoon'
.--.-............. ....'.;;USM.... .Si~~~;~~h.................................... ................-....... ....................-.. ........................ ...................... .............
Sandy silt Ilrowni dry;lcDSB
So~ Symbols
SamplerSynilols
Groundwater Depth
4.0 feet
BORING LOG NO. B.J
Client: R.C.C.
Starting Time:
Equipment:
Driving Weight: 140 Ibs.
uses Description & Remarks
Date: 6/25/96
Logged By: TD
Diameter Boring: 8-lnches
Drop: 3D-Inches
Blows per
6.lnches
SHEET J OF J SHEETS
Project No: T106D-G5
location:
Drilling Co.: 5cotts's Drilling
Assistant
Dry Density
(o.1i
Moisture Percent
Contentl") Consol.
.-................. ................. .B~d;~~k....................................... ......................... ........................ ........................ ...................... .............
Sandstone: yelJowish brown; sOghtly 26.5015-
moist very dense
.-................. ................. .i~t~i.d~p;h4.f~;1........................... ......................... ........................ ........................ ...................... .............
Nogroundwaler
orporatlon
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P~oject No.: T1060-GS
Pr 0 j e,: t: F:AtK:HO COMMUN I TY CHUF:CH
Location: B-1 @ 0~-4~
'13.3 ;-~: 2..'=.5
Optimum moisture = 8.9 ~
Maximum dry density = 128.5 pcf
Date: 7/1/9':,
PROCTOR TEST REPORT
SOIL TECH LABORATORIES
MATERIAL DESCRIPTION
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TEST RESULTS
Coll~pse percenta~e = 0.12 % @ 1.6 kST ~pplied
Pr-oject No.: T1060-GS
Pr-o,ie,:t: RANCHO Cor'1t'lUNITY CHURCH
Location: Bl @ 2.5~
D;:..t~: 6/28/96
CONSOLIDATION TEST REPORT
SOIL TECH LABORATORIES
113
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Sp. 13.
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2.7
6.60338
MATERIAL DESCRIPTION
SILTY SAND
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CONSOLIDATION TEST REPORT
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MATERIAL DESCRIPTION
Coll~pse perc~ntage = 0.02
% @ 1.6 ks1' applied
SILTY SAND
Remarks:
Project No.: T1060-GS
Project: RArJCHO CO~l~lUt-1IT"'" CHUF:CH
Location: B1 @ 5.0'
Date: 6/28/96
Cot'JSOLIDATIot~ TEST REPORT
SOIL TECH LABORATORIES
Fig. No.
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CONSOLIDATION TEST REPORT
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Collapse percenta9~ = 8.11 % @ 1.6 kST applied
Project No.: T1060-GS
Pt' Co j e,: t: RA~lCHO Cor'lMUN I Tr' CHUF:CH
Location: Bl @ 7.5'
D:;..te: OS/28/96
Remarks:
Cot.1SOLIDATION TEST REPORT
SOIL T~C~ LABORATORI~S
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CONSOLIDATION TEST REPORT
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Proj~ct No.: T1060-GS
Prc,j~ct: RANCHO Cot'1MU~nT'l CHURCH
Location: Bl @ 10.07
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Applied Pressure
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TEST RESULTS
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~lATER!AL DESCRIPTION
Collapse percentage = 0.03 % @ 1.6 ks~ applied
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Date: 7/2/96
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