HomeMy WebLinkAboutGeotechnical Report Sewer Pump & Sewer Force Main Utility Trench~ , .~
~~ P~TR ~ ~
COSTA MESA • SAN DIEGO • TEMECULA • LOS ANGELES
RILINGTON COMMUNITIES
277 Rancheros Drive, Suite 303
San Marcos, Califomia 92690
Attention: Mr. Bob Reynolds
'r~2 z.~t,z
May 15, 2002
J.N. 107-01
Subject: Geotechnical Report of Observation and Testing for Sewer-Pump
Station aud Sewer-Force Main Utility-Trench Backfill on Calle
Ventura, Tract 25892, Pauba Road, City of Temecula, Riverside
County, California
Reference: Petra Geotechnical, Inc., 2001, Geotechnical Report of Rough Grading,
Lots i through 8, 11 through 22 and 25 through 32, Tract 25892, City of
Temecula, Riverside County, Califomia, J.N. 107-O1, dated November 3,
2001.
Submitted herewith is a summary of the observation and testing services provided by
Petra Geotechnical, Lta (Petra) pertaining to the placement and compaction of backfill
around the sewer-pump station and the se~ver-force main trench on Calle Ventura
within Tract 25892 located in the City of Temecula, Califomia. Conclusions relative
to the suitability of the pump station and trench backfill for the proposed residential
development are included herein.
The sewer-pump station and force-main trench, located in front of Lots 21 and 22 on
the eastside of Calle Ventura, under the purview of this report have been completed
u~~der the observation and with selective testing by Petra. Based on the results of our
full-time observation and with selective testing for the backfill, Petra hereby verifies
that the backfill has been placed in accordance with the recommendations of the
geotechnical consultant and the geotechnical requirements of the City of Temecula and
Eastern Municipal Water District. The earthwork was found to be in general
PETRA GEOTECHNICAL, INC.
27620 Commerce Center Orive • Suite 103 . Temewla . CA 92590 . Tel: (909) 699-6193 . Fax: (909) 699-6197 . petrate~ibm.net
.~
~ ~
RILINGTON COMMUNITIES May 15, 2002
TR 25892/Temecula JN. 107-O1
Page 2
compliance with the City of Temecula guidelines. The completed work has been
reviewed and is considered adequate for the construction now planned.
SUMMARY OF OBSERVATIONS AND TESTING
Sewer-Pump Station and Force-Main Trench BackTill
Both the sewer-pump station and force-main trench were backfilled with onsite soils.
Backfill materials were watered or air-dried as necessary to achieve optimum or near-
optimum moisture conditions prior to and/or during fill placement. These soils were
then compacted in 12f-inch thick lifts with either a pneumatic tamper, a compacting
wheel connected to a backhoe/excavator or wheel-rolled using the backhoe to a
minimum relative compaction of 90 peroent The depth of shading materials (sand)
placed above the pipe in the force main trench varied from approximately 8 to 12
inches. The approximate depth of the force main trench varied from 3 to 5 feet.
Field Testine
Field density tests were performed using nuclear gauge test methods (ASTM Test
Methods D2922 and D3017). Test results are shown on the attached Table I.
The eompacYed backfills were tested at the time of placement to ascertain that the
specified moisture content and relative compaction were achieved. Field density tests
were taken at vertical intervals of approximately 1 to 2 feet in the trench backfill.
When field density tests indicated a relative compaction of less than 90 percent, the
approximate limits ofthe substandard backfill were established, the substandard area
was reworked, moisture-conditioned and recompacted as necessary under the
observations of our engineering technician or the substandard materials were removed,
moisture-conditioned and replaced as properly compacted fill.
Z
~
U
~ •
RILINGTON COMMUNITIES May 15, 2002
TR 25892/Temecula J.N. 107-01
Page 3
Visual classification of earth materials in the field was the basis for determining which
maximum density value summarized in the following Laboratory Testing Section was
applicable for a given density test. One-point checks were performed to supplement
visual classification.
Laboratorv Testing
The laboratory maximum dry density and optimum moisture content for each major
soil type encountered during backfilling and aggregate base preparation were
determined in accordance with ASTM Test Method D1557. The attached Table II
presents the pertinent test values.
REPORT LIMITATIONS
This report has been prepared consistent wiNi the level of care being provided by other
professionals providing similar services at the same locale and in the same time period.
The contents of this report are professional opinions and as such are not to be
considered a guaranty or warranty.
This report has not been prepared for use by parties or projects other than those named
or described herein. This report may not contain sufficient information for other parties
or other purposes.
This report is subject to review by the controlling authorities for this project.
3
1
~ ~
RILINGTON COMMUNITIES May 15, 2002
TR 25892/Temecula J.N. 107-O1
Page 4
We appreciate this opportunity to be of service. If you have any questions, please
contact this office.
Respectfully submitted,
PETRA GEOTECHNICAL, INC.
(~~~ J
Gregory E. Uecker tephen M. Poo
Field Operations Manager Senior Associate
GE 692
GEU/SMP/keb
Attachments: Table I- Field Density Test Results
Table II - Labaratory Maximum Dry Density
Distribution: (6) Addressee
M~
,~
*
~
~
' l • TABLEI •
Field Density Test Restults
04/30/02 1 Seweo-pump station S/S 1162.0 9.9 119.0 92 1
04/30/02 2 Sewer-pump station S/S ll64.0 8.7 120.4 93 1
OS/O1/02 3 Sewer-pump station E/S 1165.0 92 122.3 95 1
OS/O1/02 4 Sewer-pump station N/S 1167.0 10.3 121.2 94 1
05/01/02 5 Sewer-pump station W/S 1169.0 10.8 124.3 96 1
OS/O]/02 6 Sewer-pump station W/S 1170.0 10.0 118.7 92 I
OS/O1/02 7 Sewer-pump station N/S 1172.0 9.7 118.0 91 1
OS/O1/02 8 Sewer-pump station S/S 1174.0 9.5 121.7 94 1
OS/O1/02 9 Sewer-pump station N/S 1176.0 11.0 120.9 94 1
OS/02/02 ]0 Sewer-pump station N/S 1175.0 10.3 121.4 94 1
OS/02/02 I I Sewer-pump s[ation E/S slope 1177.0 7.8 113.5 88 1
OS/02/02 12 RT No. I1 -- 11.3 118.0 91 I
OS/02/02 13 Sewer-pump station S/S slope 1178.0 10.1 119.8 93 I
OS/02/02 14 Sewer-pump station E/S slope 1180.0 9.5 120.5 93 1
OS/02/02 15 Sewer-pump sttation NE/S slope I181.0 1 i.8 122.3 95 1
OS/]4/02 16 Sewer-force main aprx. 120' N ps -0.5 12.6 ]11.6 87 1
OS/14/02 17 Sewer-force main aprx 30' N ps -1.0 13.3 1062 83 1
OS/14/02 18 RT No. 16 -- 9.9 120.5 94 1
OS/I4/02 19 RT No. 17 -- 8.5 126.5 98 I
~~
PETRA GEOTECHNICAL, INC. TR 25892 MAY 2002
J.N. 107-01 Sewer-Pump Station Sewer-Force Main TABLE-f 1
u
TABLE II
Laboratorv Ma~cimum Drv Densitd
~
Sample No.
Soil Ty`pe Optimum
' Moisture MaYimum
Dry Density
(%a) ~ ~ (pet)
1 Li ht brown-orange Silt fine to coarse SAND 9.0 128.5
Q) PER ASTM TEST METHOD D1557
PETRA GEOTECHNICAL, INC. MARCH 2O02
J. N. 107-01
~