HomeMy WebLinkAboutGeotechnical ReportsRIVERSIDE COUNTY PLANNING DEPARTMENT
GEOTECHNICAL REPORT REVIEW SHEET
REVIEW OF GEOTECHNICAL REPORTS INCLUDING:
Report Date Date Received Type of Report
Tract # PP 15183,PM 28731 Site Address Highway 79S, Vail Ranch Specific Plan
Lots
Grading Plan Check No. (if any) BGR 980032
Preliminary Grading Permit (# if issued)
Precise Grading Permit (# if issued)
Assessor's Parcel No(s). 950-790-005 + others
Distribution
Developer/Owner KAPA Development
Address 4000 Westerly PI., Ste. 200, Newpon
Civil Engineer/Architect Brf Enterprises
Soil Engineer ProTech Environmental &
Engineering Geologist ProTech
ACTION
❑ Report Approved
❑ Prior to approval of report attend to
CA 92660
XReport Approved Subject to Conditions below:
❑Prior to report approval and issuance of grading permits submit: A liquefaction potential exists at this site. The near surface soils
;hall be overexcavated and recompacted to a depth of 5 feet below the finished pad grade or two feet below the bottom of the footings,
whichever is deeper. The lateral limits of the overecavation shall extend at least 5 feet bevond the building nerimeter. Additional
recommendations for
-eports. All other grac
of this oroiect. The Di
and
cc: Abdul Behnawa -
Report reviewed by: ✓ i" ' `�Date: 2/1
S en A. �C p rman, Senior Engineering Geologist
CEG -1205
X Preliminary (Initial)
❑
Soil Report
Ingrading or Interim
Roughgrade Compaction
❑
Geologic Report
x Supplement or Addendum
Grading Plan Review
X
Geotechnical 11/17/97
1/21/98 Paving Design
Final Design
X
Response to Review 1/29/98
1/29/98
By the
Consulting Firm ProTech Environmental & Testing
Their lob # 03370100
Tract # PP 15183,PM 28731 Site Address Highway 79S, Vail Ranch Specific Plan
Lots
Grading Plan Check No. (if any) BGR 980032
Preliminary Grading Permit (# if issued)
Precise Grading Permit (# if issued)
Assessor's Parcel No(s). 950-790-005 + others
Distribution
Developer/Owner KAPA Development
Address 4000 Westerly PI., Ste. 200, Newpon
Civil Engineer/Architect Brf Enterprises
Soil Engineer ProTech Environmental &
Engineering Geologist ProTech
ACTION
❑ Report Approved
❑ Prior to approval of report attend to
CA 92660
XReport Approved Subject to Conditions below:
❑Prior to report approval and issuance of grading permits submit: A liquefaction potential exists at this site. The near surface soils
;hall be overexcavated and recompacted to a depth of 5 feet below the finished pad grade or two feet below the bottom of the footings,
whichever is deeper. The lateral limits of the overecavation shall extend at least 5 feet bevond the building nerimeter. Additional
recommendations for
-eports. All other grac
of this oroiect. The Di
and
cc: Abdul Behnawa -
Report reviewed by: ✓ i" ' `�Date: 2/1
S en A. �C p rman, Senior Engineering Geologist
CEG -1205
ProTech
ENVIRONMENTAL & TESTING
(909) 335-1314 • 624 East Mariposa • Redlands, CA 92373
January 29, 1998
Mr. Steve Kupferman
Riverside County Planning Department
4080 Lemon Street, 9th Floor
Riverside, California 92501
SUBJECT: RESPONSE TO COUNTY GEOLOGIC REVIEW
County Geologic Report No. 941
Vail Ranch Specific Plan
Reference. ProTech, i997, "Preliminary Geotechnical and Liquefaction Investigation, " Proposed
Commercial/Retail Development, Lots 41 through 46, Tract 231 72, Highway 79S,
Vail Ranch Commercial, County of Riverside, California, dated November 17, 199;
%4r Kupferman.
We are in receipt ofyour review letter regarding the subject property and referenced report Pursuant
to your request for additional information and/or clarification, we offer the following response to your
comments For clarity, we have reiterated your comments followed by our response.
Cbtnment 1 "The site peak ground acceleration (0 30g) used in your liquefaction analysis is low and
does not correspond with, the peak values of 0.7951. (Max. Credible) and 0.53ug (Max Probabie;
Presented in your EQFAULT program Your liquefaction analysis should be revised to use a peak-
value
e,zkvalue that is consistent with the results of your EQFAULT program."
Response The ground acceleration (0 30g) used in the liquefaction analysis is a peak ground
acceleration based on a site specific 12mbabilistic seismic analysis considering a 10 percent chance of
exceedance in a 50 year period in accordance with the Uniform Building Code, Chapter 16, 1997
This computer aided analysis was conducted using the program titled FRISK89 by Thomas Blake and
was reported in the liquefaction analysis conducted for the Vail Ranch Commercial Center, Tentative
Tract 23172, Riverside County, prepared by Ranpac Soils, Inc. March 15, 1991 The peak ground
acceleration values presented in our EQFAULT program are based on deterministic parameters which
do not consider probability factors such as the recurrence interval of the causative fault or an
exposure period. `
Recent guidelines prepared by the California Division of Mines and Geology (CDMG-Special
Publication l ! 7) suggests that peak ground accelerations used in site specific liquefaction analysis be
based on strong motion records for earthquakes with similar characteristics including distance to
epicenter, magnitude, duration, and geologic conditions. Effort: were made to review similar
Mr. Steve Kupferman
Riverside Co Planning Dept
January 29, 1998
strong motion records for earthquakes of magnitude 6.75 to 7.5 which were recorded from a distance
of approximately one mile in alluvial sediments However, due to time constraints, and limited
available records from the CDMG database, a correlation could not be made Therefore, we have
revised our liquefaction analysis (attached) to consider a peak ground acceleration of 0.534g based
on the deterministic maximum probable earthquake of magnitude 6 75 included in our EQFAULT
program
Comment 2 "Since the calculated liquefaction safety factors presented in your report were less than
1 5, you should reconsider and reevaluate your conclusion that the potential for liquefaction at this
site is low."
Response Our report concludes that "the potential for liquefaction, under current conditions
(groundwater depth 29 to 32 feet) is low," and that under extreme conditions (groundwater depth
20 feet) "a moderate potential for liquefaction exists "
The revised analysis indicates that liquefaction may occur below the groundwater table during a major
seismic event located along the causative fault system very near the site. During our field
investigation, the static groundwater table was recorded at a depth of 29 feet. During extreme
conditions, the sroundwater table may encroach to a depth of 20 feet, which was used in our
liquefaction analysis. Considering these parameters, the potential for liquefaction to occur at the site
is considered moderate.
Comment 3 "If liquefaction is determined to exist in the soils underlying the site, you should then
include appropriate recommendations to mitigate the liquefaction potential at the site."
Response Based on our analysis, liquefaction may occur below a depth of 20 feet under extreme
conditions. The overburden represented by the 20 feet thick non -liquefiable surface layer is expected
to provide mitigation against the manifestation of liquefaction at the ground surface. The upper six
feet of the site exists as an engineered and compacted fill mat, which will further reduce the potential
for adverse effects of liquefaction at the ground surface.
Additionally, it is recommended that the structural engineer consider the potential for liquefaction at
the site as reported The allowable safe bearing capacity should be reduced to 1500 psf and minimum
footing steel reinforcement should include two No. 5 bars placed at the top and bottom of continuous
footings. Grade beams should be considered where large, garage type openings or isolated footings
are proposed Slabs -on -grade should consider No 3 bars placed at 18 inches on center, each way,
as minimum reinforcement
ProTech Environmental & Testing W.O. 033701 00
r
Mr Steve Kupferman
Riverside Co. Planning Dept.
January 29, 1998
Page 3
The actual building design should be performed by the project structural engineer or architect
considering the soil parameters and site conditions presented in the referenced geotechnical report
and this response letter.
We hope that this information will allow you to complete your review Should you have any
questions, or require additional information, please contact our office.
Sincerely,
ProTech Environmental & Testing
amens R Harrison `
Project Majpj
n . Reinhart, RCE 23464
Registration Expires 12/31/01
RE/ NyOl t
ProTech Environmental & Testing W.0 033701 00
* *
* L I Q U E F Y 2
*
EMPIRICAL PREDICTION OF
EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: DATE: Thursday, January 29, 1998
JOB NAME:
LIQUEFACTION CALCULATION NAME: Vail Ranch Center
SOIL -PROFILE NAME: Vail
GROUND WATER DEPTH: 20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.75
SITE PEAK GROUND ACCELERATION: 0.534 g
sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.00
FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using
equations of
Giuliani and Nicoll (1982).
-----------------
LIQUEFACTION ANALYSIS SUMMARY
-----------------------------
-----------------------------
Seed and Others (1965] Method PAGE
-----------------------------
I
CALL I
TOTALI
EFF. IFIELD
lEst.D
I
I
CORR.ILIQUE.1
11NDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
N
I
rl
C I(NI)601STRESSI
r ISTRESSISAFETY
NO.]
(ft) I
(tsf)l
(tsf)I (B/ft)l
('=+)I
N 1(B/ft)l
RATIO[
d I
RATIOIFACTOR
-----------+----+------*------------------+------+------+-----+------+------
1 1
0.251
0.0161
0.0161
54
1 135
I
@ I
@ I
@ 1
@ 1
@ I
@ @
1
0.751
0.0491
0.0491
54
1 135
1
@ 1
@ I
@ I
@ I
@ I
@ @
1
1.251
0.0811
0.0811
54
1 135
1
@ 1
@ I
@ I
@ I
@ I
@ @
1 1
1.751
0.1141
0.1141
54
1 135
I
@ I
@ 1
@ 1
@ I
@ I
@ @
1 1
2.251
0.1461
0.1461
54
1 135
1
@ I
@ I
@ 1
@ 1
@ I
@ @
1 1
2.751
0.1791
0.1791
54
1 135
1
@ I
@ I
@ I
@ 1
@ 1
@ @
1 1
3.251
0.2111
0.2111
54
1 135
1
@ I
@ 1
@ 1
@ I
@ I
@ @
1 1
3.751
0.3441
0.2441
54
1 135
1
@ I
@ I
@ I
@ 1
@ 1
@ @
1 1
4.251
0.2761
0.2761
54
1 135
1
@ I
@ I
@
@
@
@ @
1 1
4.751
0.3091
0.3091
54
1 135
1
@ I
@ I
@
@
@
@ @
1 1
5.251
0.3411
0.3411
54
1 135
1
@ 1
@ I
@ I
@ I
@ I
@ @
1 1
5.751
0.3741
0.3741
54
1 135
1
@ I
@ I
@ I
@ I
@ I
@ @
1 1
6.251
0.4061
0.4061
54
1 135
1
@ I
@ I
@ I
@ I
@ I
@ @
1 1
6.751
0:4391'
0.4391
54
1 135
1
@ I
@ I
@ I
@ I
@ I
@ @
1 I
7.251
0.4711
0.4711
54
1 135
I
@ I
@ 1
@ I
@ I
@ I
@ @
1 1
7.751
0.5041
0.5041
54
1 135
I
@ I
@ I
@ I
@ I
@ I
@ @
1 1
8.251
0.5361
0.5361
54
1 135
1
@ I
@ I
@ I
@
@ I
@ @
1 I
8.751
0.5691
0.5691
54
1 135
1
@ I
@ I
@ I
@
@ I
@ @
1 I
9.251
0.6011
0.6011
54
i 135
1
@ 1
@ I
@ I
@ I
@ I
@ @
1 1
9.751
0.6341
0.6341
54
1 135
1
@ I
@ I
@ I
@ I
@ I
@ @
2 1
10.251
0.6651
0.6651
13
1 54
1
@ I
@ 1
@ 1
@ I
@ I
@ @
2 1
10.751
0.6951
0.6951
13
1 54
1
@ 1
@ I
@ I
@ I
@ I
@ @
2 1
11.251
0.7251
0.7251
13
1 54
1
@ I
@ (
@ I
@ I
@ I
@ @
2 1
11.751
0.7551
0.7551
13
1 54
1
@ I
@ I
@ I
@ 1
@ I
@ @
2 1
12.251
0.7651
0.7851
13
1 54
1
@ I
@ I
@ I
@ I
@ I
@ @
2 1
12.751
0.8151
0.8151
13
1 54
1
@ I
@ I
@ I
@ I
@ I
@ @
2 1
13.251
0.3451
0.8451
13
1 54
1
@ I
@ I
@ I
@ I
@ I
@ @
2 1
13.751
0.8751
0.8751
13
1 54
1
@ I
@ I
@ I
@ I
@ I
@ @
2 1
14.251
0.9051
0.9051
13
1 54
1
@ 'I
@ I
@ I
@ I
@ I
@ @
2 1
14-751
0.9351
0.9351
13
1 54
1
@ 1
@ I
@ I
@ I
@ I
@ @
3 1
15.251
0.9651
0.9651
26
1 72
1
@ I
@ I
@ I
@ I
@ I
@ @
3 1
15.751
0.9951
0.9951
26
1 72
1
@ I
@ I
@ I
@ I
@ I
@ @
3 1
16.251
1.0251
1.0251
26
1 72
1
@ I
@ I
@
@ I
@ I
@ @
3 116.751
1.0551
1.0551
26
1 72
1
@ I
@ I
@
@ I
@ I
@ @
3 1
17.251
1.0851
1-0851
26
1 72
1
@ I
@ I
@ I
@ I
@ I
@ @
3 1
17.751
1.1151
1.1151
26
1 72
I
@ 1
@ I
@ I
@ I
I
@ @
3 1
18.251
1.1451
1.1451
26
1 72
1
@ I
@ I
@ I
@ I
@ I
@ @
3 1
18.751
1.1751
1.1751
26
1 72
1
@ [
@ I
@ I
@ I
@ I
@ @
3 1
19.251
1.2051
1.2051
26
1 72
1
@ I
@ I
@ I
@ I
@ I
@ @
3 119.751
1.2351
1.2351
26
1 72
1
@ I
@ I
@
@ I
@ I
@ @
4 1
20.251
1.2661
1.'.581
22
1 62
10.8341
18.4 1
0.26310.9571
0.3341
0.79
4 120.751
1.2971
1.2741
22
1 62
10.8341
18.4 1
0.26310.9551
0.3381
0.76
4 1
21.251
1.3291
1.2901
22
I 62
10.6341
18.4 1
0.26310.9541
0.3411
0.77
4 1
21.751
1.3601
1.3061
22
1 62
10.8341
18.4 1
0.26310.9521
0.3441
0.76
4 1
22.251
1.3921
1.3221
22
1 62
10.8341
18.4 1
0.26210.9511
0.3481
0.76
4 1
22.751
1.4231
1.3371
22
1 62
10.8341
18.4 1
0.26210.9491
0.3511
0.75
-----------------------------
Seed and Others (1985] Method PAGE
-----------------------------
1
CALCI
TOTAL(
EFF. (FIELD
Est.D
I
I
CORR.ILIQUE.1
11NDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
N
I
rl
C I(Nl)601STRESSI
r ISTRESSISAFETY
NO.1
(ft)
I
(tsf)l
(tsf)I(B/ft)I
(';+)
I
N 1(B/ft)l
RATIOI
d I
RATIOIFACTOR
----+----_-+---------------------------+------------+------+-----+------+------
4 1
23.251
1.4551
1.3531
22
1 62
10.8341
18.4
1
0.26210.9471
0.3541
0.74
4 1
23.751
1.4861
1.3691
22
1 62
10.8341
18.4
1
0.26910.9461
0.3561
0.74
4 1
24.251
1.5181
1.3851
22
1 62
10.8341
18.4
1
0.26210.9441
0.3591
0.73
4 1
24.751
1.5491
1.4011
22
62
10.8341
18.4
1
0.26210.9431
0.3621
0.72
4 1
25.251
1.5811
1.4171
22
1 62
10.8341
18.4
1
0.26110.9411
0.3641
0.72
4 1
:5.751
1.6121
1.4331
22
1 62
10.8341
18.4
1
0.36110.9391
0.3671
0.71
4 1
-6.251
1.6441
1.4491
22
1 62
10.8341
18.4
1
0.36110.9371
0.3691
0.71
4 1
-6.751
1.6751
1.4651
22
1 62
10.8341
18.4
1
0.26110.9341
0.3711
0.70
4 I
17.251
1.7071
1.4811
22
1 02
10.8341
18.4
1
0.26110.9321
0.3731
0.70
4 1
27.751
1.7381
1.4961
22
1 62
10.8341
18.4
1
0.26110.9301
0.3751
0.70
4 1
28.251
1.7701
1.5121
22
1 62
10.6341
18.4
1
0.26010.9281
0.3771
0.69
4 1
:8.751
1.8011
1.5281
22
1 62
10.8341
18.4
1
0.26010.9261
0.3791
0.69
4 1
29.251
1.8331
1.5441
22
1 62
10.8341
18.4
1
0.26010.9231
0.3801
0.68
4 1
29.751
1.8641
1.5601
22
1 C'-
10.8341
18.4
1
0.25910.9211
0.3821
0.68
4 1
30.251
1.8961
1.5761
22
1 62
10.8341
18.4
1
0.25910.9191
0.3841
0.68
4 1
30.751
1.9271
1.5921
22
1 E2
10.8341
18.4
1
0.35910.9161
0.3851
0.67
1
31.251
1.9591
1.6081
22
1 62
10.8341
18.4
1
0.25910.9131
0.3861
0.67
4 1
31.751
1.9901
1.6241
22
1 62
10.8341
18.4
1
0.25610.9101
0.3871
0.67
4 1
32.351
2.0221
1.6401
22
1 62
10.8341
18.4
1
0.25810.9071
0.3881
0.67
4 1
32.751
2.0531
1.6551
22
1 62
10.8341
18.4
1
0.25810.9041
0.3891
0.66
4 1
33.251
2.0851
1.6711
22
1 62
10.8341
18.4
1
0.25810.9021
0.3901
0.66
4 1
33.751
2.1161
1-6871
22
1 62
10.8341
18.4
1
0.25810.8991
0.3911
0.66
4 1
34.251
2.1481
1.7031
22
1 62
10.8341
16.4
1
0.25710.8961
0.3921
0.66
4 1
34.751
2.1791
1.7191
22
1 62
10.8341
18.4
1
0.25710.8931
0.3931
0.65
5 135.251
2.2111
1.7351
20
1 55
10.6771
13.6
1
0.25210.8901
0.3931
0.64
5 1
35.751
2.2421
1.7511
20
1 55
10.6771
13.6
1
0.25210.8861
0.3941
0.64
5 1
36.251
2.2731
1.7661
20
I 55
10.6771
13.6
1
0.25110.8821
0.3941
0.64
5 1
36-751
2.3041
1.7821
20
1 55
10.6771
13.6
1
0.25110.8781
0.3941
0.64
5 !
37.251
2.3361
1.7971
20
1 55
10.6771
13.6
1
0.25110.8741
0.3941
0.64
5 1
37
751
2-3671
1.8131
20
1 55
10.6771
13.E
1
0.25110.8701
0.3941
0.64
5 1
38.351
2.3981
1.8291
20
1 55
10.6771
13.6
1
0.25010.8661
0.3941
0.64
5 1
38.751
2.4291
1.8441
20
1 55
10.6771
13.6
1
0.25010.8621
0.3941
0.64
5 1
39.251
2.4611
1.8601
20
1 55
10.6771
13.6
1
0.25010.8581
0.3941
0.63
5 1
39-751
2-4921
1.8761
20
I 55
10.6771
13.6
1
0.25010.8551
0.3941
0.63
5 1
40.251
2.5231
1.8911
20
1 55
10.6771
13.6
1
0.25010.8501
0.3941
0.63
5 1
'0.751
2.5541
1.9071
20
1 55
10.6771
13.6
1
0.24910.8451
0.3931
0.63
5 1
?1.251
2.5861
1.9231
-20
1 55
10.6771
13.E
1
0-24910.8401,0.3921
0.64
5 1
=1.751
2.6171
1.9381
20
1 55
10.6771
13.6
1
0.24910.8361
0.3921
0.64
5 1
42.251
2.e481
1.9541
20
1 55
10.6771
13.6
1
0.24910.8311
0.3911
0.64
5 1
=2.751
2.6791
1.9701
20
1 55
10.6771
13.6
1
0.24810.8261
0.3901
0.64
5 143.251
2-7111
1.9851
20
1 55
10.6771
13.6
1
0.24810.8211
0.3891
0-64
5 1
43.751
2.7421
_'.0011
20
1 55
10.6771
13.6
1
0.248
1 0.8161
0.3881
0.64
5 1
=4.251
2.7731
2.0171
20
1 55
IO.c771
13.6
1
0.24810.8111
0.3871
0.64
5 1
=4.751
2.8041
2.0321
20
1 55
10.6771
13.6
1
0.24710.8061
0.3861
0.64
5 1
45.251
2.8361
2.0481
20
1 55
10.6771
13.66
1
0.24710.8011
0.3851
0.64
5 1
45.751
2.8671
2.0641
20
1 55
10.6771
13.6
1
0.24710.7961
0.3841
0.64
5 1
46.251
2.8981
2.0791
20
1 55
10.6771
13.6
1
0.24710.7911
0.3831
0.65
5 1
46.751
2.9291
2.0951
20
1 55
10.6771
13.6
10.94710.7861
0.3821
0.65
5 1
47.251
2.9611
2.1101
20
1 55
10.6771
13.6
1
0.24610.7811
0.3801
0.65
5 1
47.751
2.9921
2.1261
20
1 55
10.6771
13.6
1
0.24610.7761
0.3791
0.65
5 I
48.251
3.0231
2.1421
20
1 55
10.6771
13.6
1
0.24610.7711
0.3781
0.65
5 1
48.751
3.0541
2.1571
20
1 55
10.6771
13.6
1
0.24510.7651
0.3761
0.65
5 1
49.251
3.0861
2.1731
20
1 55
10.6771
13.6
1
0.24510.7601
0.3751
0.65
i
Seed and Others (1985] Method ,PAGE 3
I
CALC.1
TOTALI
EFF. IFIELD IESt.D
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CORR.ILIQUE.1
11NDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
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rl
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(ft) I
(tsf)l
(tsf)I (B/ft)l
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(B/£t)I
RATIOI
d I
RATIOIFACTOR
-------------------------------------------------------------------------------
5 1
49.751
3.1171
2.1891
20 1
55
10.6771
13.6
10.24510.7551
0.3731
0.66
5 1
50.251
3.1481
2.2041
20 1
55
10.6771
13.6
1
0.24510.7501
0.3721
0.66
5 1
50.751
3.1791
2.2201
20 1
55
10.6771
13.6
1
0.24410.7451
0.3711
0.66
5 1
51.251
3.2111
2.2361
20 1
55
10.6771
13.6
1
0.24410.7411
0.3691
0.66
S 1
51.751
3.2421
2.2511
20 1
55
10.6771
13.6
1
0.24410.7361
0.3681
0.66
5 1
52.251
3.2731
2.2671
20 1
55
10.6771
13.6
1
0.24410.7311
0.3661
0.67
5 1
52.751
3.3041
2.2631
20 1
55
10.6771
13.6
1
0.24310.7261
0.3651
0.67
5 1
53.251
3.3361
2.2981
20 1
55
10.6771
13.6
1
0.24310.7221
0.3641
0.67
5 1
53.751
3.3671
2.3141
20 1
55
10.6771
13.6
1
0.24310.7171
0.3621
0.67
5 1
54.251
3.3981
2.3301
20 1
55
10.6771
13.6
1
0.24310.7121
0.3611
0.67
5 1
54.751
3.4291
2.3451
20 1
55
10.6771
13.6
1
0.24210.7071
0.3591
0.68
I
F
I
ProTech
ENVIRONMENTAL & TESTING
(909) 335-1314 • 624 East Mariposa • Redlands, CA 92373
November 17, 1997
Kappa Development Corporation
Attn: Mr. Steve Kaplan
4000 Westerlv Place, Suite 200
Newport Beach, California 92660
SUBJECT: PRELIMINARY GEOTECHNICAL & LIOUEFACTION INVESTIGATION
' Proposed Commercial/Retail Development
L is 41 through 46, Tract 23172
Highway 793., Vail Ranch Commercial
' County of Riverside, California
Work Order No. 0337(1100
' Dear Mr. Kaplan:
' In accordance with your authorization, we have conducted a preliminary geotechnical &
liquefaction investigation for the proposed business facility at the above referenced site. The
purpose of our investigation was to evaluate the engineering parameters of the on-site soils,
' liquefaction potential of the site and determine the feasibility of the proposed development from a
geotechnical standpoint.
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For the purpose of our investigation, we were provided with a 40 -scale Site Plan and Conceptual
Grading Plan for the proposed business facility. This plan was dated April 24, 1997 and unsigned.
We have utilized a copy of this map as a base for our Geotechnical Map, Plate 1.
ACCOMPANYING MAPS, ILLUSTRATIONS, AND APPENDICES
Figure 1 - Site Location Map (2,1100 -scale)
Plate I - Geotechnical Map
APPENDIX A - References
APPENDIX B - Exploratory Boring Lags
APPENDIX C - Laboratory Test Results
APPENDIX D - Deterministic Seismic Parameters/Liquefaction Potential
APPENDIX E - Standard Grading and Earthwork Specifications
1 Kappa Development
Mr. Steve Kaplan
' November 17, 1997
Page 2
' 1.0 INTRODUCTION
1.1 Proposed Development
' The subject site is proposed for the construction of a commercial/retail business center. It is
our understanding the proposed development will consist of the construction of 2 single
story and 2 two story concrete tilt -up buildings on concrete slabs on grade. The balance of
the site will be landscaped areas, driveways, parking areas, and trash enclosure. The
construction would include curb, gutters, and sidewalks. No grading plans were available,
however we assume minor cut and fill grading (less than 2 feet) will be necessary to
establish design grade for the subject site.
' 1.2 Site Description
' The subject site consists of an nearly rectangular parcel of land located along the south side
of State Highway 79 South, west of Butterfield Stage Road in the Temecula area of
Riverside County, California. The geographical relationships of the site and surrounding
' area are shown on our Site Location Map, Figure 1.
The site is bordered to the east and west by vacant mass graded lots, on the south by the
' proposed Wolf Store Road and further south by a Temecula Creek channel, on the north by
State Highway 79 South. Drainage is to the south towards Wolf Store Road.
' Topography for the subject site generally consists of a relatively flat graded pad with overall
relief of approximately 2.0 feet. Numerous berms and swales were observed to transverse
the site as erosion measures. No other man-made improvements were noted on the subject
site.
' 2.0 SITE INVESTIGATION
' 2.1 Background Research and Literature Review
Both published and unpublished reports, and geologic maps were reviewed for the purpose
' of preparing this report. A complete list of the publications, and relx)rts reviewed for this
investigation is presented in Appendix A.
ProTech ENVIRONMENTAL & TESTING W O 03,3701.00
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ADAPTED FROM U.S.G.S.7.5 MM.
QUADRANGLE PECHANGA 1968 (PR1988)
a low 2= 3000 4000
.9CALe FT.
SITE LOCATION MAP
W.04 033701.00 j Dau= NOVEMBER 1997 Figwe. 1
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Mr. Steve Kaplan
November 17, 1997
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2.2 Field Investigation
Subsurface exploration, field reconnaissance, and mapping of the site were conducted on
September 18, 1997. A total of 2 exploratory borings were advanced utilizing a Mobiledrill
truck mounted drill rig equipped with a 8 -inch diameter hollow stem. Exploratory boring
B-1 was advanced to the maximum depth explored of 56 feet below the ground surface.
Information collected during our field mapping and the approximate location of the
exploratory borings are shown on our Geotechnical Map, Plate 1. Excavation of the
borings was supervised by our field geologist who prepared field logs and obtained bulk
soil samples for laboratory testing. Copies of our exploratory boring logs are presented in
Appendix B.
2.3 Laboratory Testing Program
Representative bulk samples of soils encountered during our subsurface exploration were
obtained for laboratory testing. Laboratory testing to determine the engineering parameters
of representative soils included maximum density/optimum moisture, sieve analysis, direct
shear testing, expansion index, sulfate and R -Value.
Laboratory testing was conducted in accordance with ASTM, Caltrans, and Uniform
Buildimt Code (UBC) test specifications where applicable. The results of our laboratory
tests are presented in Appendix C of this report.
3.0 GEOLOGY
3.1 Geologic Setting
The site is located within the Peninsular Ranges Geomorphic Province of Southern
California. The Peninsular Ranges, which extend southward from the Los Angeles Basin
through Baia California, are characterized by Mesozoic age intrusive rock masses flanked
by volcanic, metasedimentary and sedimentary rock. The Peninsular Ranges have a general
northwest -trending structural grain that includes such geologic features as faults, bedding
and foliation trends, and geologic contacts.
Lateral displacement and uplift of the region has occurred on a series of major northwest -
trending faults which are thought to be related to the regional tectonic framework. Some of
these fault zones have remained active to the present time, which includes the Elsinore Fault
Zone, 1.5 miles to the southwest; the Murrieta Creek Fault, approximately 2.2 miles to the
ProTech ENVIRONMENTAL & TESTING W 0 033701.00
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Mr. Steve Kaplan
November 17, 1997
Page 4
' southwest, the Murrieta Hot Springs Fault Zone, approximately 3.0 miles to the north; and
the San Jacinto Fault Zone (Casa Loma), approximately 21 miles to the northeast.
Locally, the subject site is underlain by apparent engineered fill placed during mass grading
of the site, which was placed on alluvial materials, (GEE, 1995).
' 4.0 SUBSURFACE CONDITIONS
' 4.1 Artificial Fill (af)
Artificial fill materials were encountered exposed at the ground surface throughout the
entire site. The upper 6 inches of artificial fill materials were generally dry and slightly
disturbed. This unit is comprised of 5-6 feet of apparent engineered fill materials consisting
' and silty sands and sandy silts. More specifically, the silty sands (Unified soil classification
SM) can be described as light brown to light gray, slightly moist to moist , medium dense
to dense.
' 4.2 Recent Alluvium (Oal)
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Recent alluvium was encountered within exploratory borings B-1 and B-2 at approximately
6 feet below the ground surface of the subject site. The alluvial materials extended to the
lowest extent of the exploratory boring of 56 feet below the ground surface (13- L). The
Recent alluvium materials generally can be described as interbedded, olive brown to dark
gray, moist to wet, louse to medium dense. micaceous silty sands (ML) and sands with
occasional lenses of dark gray silts and clays.
4.3 Groundwater
Groundwater was encountered within our exploratory borings at a depth of 29 to 32 feet
below the existing ground surface. Based on our review of the references, groundwater has
been encountered as high as 8 feet below the ground surface, prior to the construction of the
Temecula Creek Channel which lowered the channel bottom and raised the site elevation.
The groundwater elevation at the site is currently controlled by the elevation of the channel
which is approximately 20 feet lower than the site area. Therefore, the high groundwater
elevation is considered to be 20 feet below the site grade. Groundwater flow is to
southwest.
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Mr. Steve Kaplan
November 17, 1997
Page 5
' 4.6 Flooding
' Based on our review of the Federal Emergency Management Agencies Flood Insurance
Rate Maps (1988), the subject site is located in an area determined to be inside of the 100
and 500 -year flood plain. However, the map predates the Temecula Creek channel and site
improvements. Flooding potential should be evaluated by the design civil engineer.
4.6 Excavation Characteristics
The engineered fill materials exposed on the subject site are expected to be readily
excavated with conventional grading equipment in proper working condition. Groundwater
is not expected to be encountered during site work.
5.0 FAULTING AND SEISMICITY
' 5.1 Faulting
' The subject site is not located within the state of California Alquist-Priolo Earthquake Fault
Zone for fault rupture hazard, nor are any active faults known to exist on the site. The
' closest known active fault is the Wildomar Fault, located approximately less than 1.5 miles
to the southwest (Kennedy, 1977). The Wildomar Fault is associated with the Elsinore
Fault Zone and consists of a series of sub -parallel, right stepping normal faults with it
general northwest -southeast trend. The Wildomar Fault is considered active and is included
in it California Alquist-Priolo Earthquake Fault Zone for fault rupture hazard.
' Other regional faults in the area include the Murrieta Creek Fault - 2.2 miles southwest.
Murrieta Hut Springs Fault - 3.0 miles north, the San Jacinto Fault Zone (Casa Loma) 21
miles to the northeast, and the San Andreas Fault (Southern) 41 miles to the northeast.
5.2 Regional Seismicity
The site is located in a region of generally high seismicity, as is all of southern California.
During its design life, the site is expected to experience strong ground motions from
' earthquakes on regional and/or local causative faults. For this investigation, we have
utilized a computer program titled EQFAULT, prepared by Blake (1989), to evaluate
potential ground shaking as a result of the maximum anticipated earthquake that may occur
' along regional faults. This program provides deterministic site parameters in terms of
ground shaking for causative events along regional faults within a 60 -mile radius about the
' site.
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' Kappa Development
Mr. Steve Kaplan
November 17, 1997
Page 6
' A list of deterministic site parameters for the known seismically active faults within a 60 -
mile radius of the site is presented in Appendix D. A summary of the site parameters is as
follows:
' Based on the Deterministic Seismic Parameters listed in Appendix D, the Elsinore
Fault Zone, which includes the Wildomar Fault, is considered the causative fault,
located adjacent to the subject site. A maximum credible earthquake of magnitude
' 7.5 along the Wildomar Fault Zone near the site could produce a peak horizontal
acceleration on the order of 0.7958. A maximum probable earthquake of magnitude
6.75 along the Wildomar Fault Zone near the site could produce a peak horizontal
acceleration on the order of 0.5344g.
' Peak acceleration is not, however, always representative of the accelerations for
which structures are actually designed (Ploessel and Slosson, 1974). Repeatable
high ground accelerations from a 6.75 magnitude earthquake on the Elsinore Fault
Zone are estimated to be on the order of 0.50g. The design of structures should
comply with the requirements of the governing jurisdictions, Uniform Building
Code, and standard practices of the Structural Engineers Association of California.
Other regional faults are not expected to have a greater impact on the site during a
' seismic event due to either their further distance to the site or improbability to
produce large magnitude events.
' 6.0 SECONDARY SEISMIC HAZARDS
6.1 Liquefaction
Soil liquefaction is the loss of soil strength due to increased pore water pressures caused by
a significant seismic event. It occurs primarily in louse to medium dense cohesionless soils
' occurring within the groundwater zone and consists of the re -arrangement of soil particles
resulting in increased pare pressure. Liquefaction most often manifests at the surface as
localized areas of settlement, sand boils, and flow failures.
' Groundwater was encountered in our exploratory borings at a depth of 29-32 feet. Prior
' investigations (Ranpac, 1991), recorded groundwater at an elevation of about 8 feet below
the existing ground near the subject site.
' ProTech ENVIRONMEN'nkl- & TESTING W.O 033701 00
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Kappa Development
Mr. Steve Kaplan
November 17, 1997
Page 7
Ranpac Soils, (1991) and GEOCON, (1992) have previously performed a liquefaction
studies with mitigation recommendations that were reportedly implemented during grading
of the site GEOCON, (1994) and GEE (1995). Based on the existing 5 to 6 foot thick fill
mat, the predominant interbedded nature of the underlying alluvial materials, and depth to
groundwater, the potential for liquefaction, under current conditions is low. Should
groundwater rise, however, to its controlled depth of approximately 20 feet, a moderate
potential for liquefaction exists during a significant seismic event. In our opinion, the
existing 5 to 6 foot thick engineered fill mat, which has been constructed within the
proposed building area and the limiting effect of the channel on groundwater levels, is
anticipated to mitigate the affects of liquefaction in the unlikely event of a major
earthquake.
6.2 Ground Rupture
Ground rupture during a seismic event normally occurs along pre-existing faults. Due to
the absence of known faults within the site bounds, breaking of the ground during a seismic
event is unlikely.
' 6.3 Seismically Induced Soil Settlement
The proposed structures, driveways, and parking area will be founded in dense compacted
fill materials up to 6 feet thick. The settlement potential, under seismic loading conditions
for these on-site materials, in our opinion, is low.
6.4 Ground Fissures
I
The subject site is not located within the County of Riverside subsidence zone. The County
of Riverside subsidence zone lies approximately 1.5 miles southwest of the subject site.
Generally, subsidence in the Temecula area appears to be restricted to areas that are 1)
underlain by thick, young, water -bearing alluvial deposits, 2) lying within or immediately
bordering a deep alluvial valley, and 3) undergoing groundwater withdrawal. Cracking
may be enhanced by, or initiated along active or relict faults in the immediate vicinity.
Since no faults are known to traverse the project area and there is no evidence of a steep
bedrock alluvium contact in the project bounds, the potential for fissures within the project
area as a result of subsidence due to groundwater withdrawal appears to be low.
ProTech ENVIRONMENTAL & TESTING W.OM3370100
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Kappa Development
Mr. Steve Kaplan
November 17, L997
Page S
7.0 CONCLUSIONS
o The subject site is underlain by 5 to 6 feet of dense compacted fill materials (engineered fill)
overlying alluvial soils.
o Groundwater was reported at a depth of 30± feet below the existing ground surface.
Groundwater flow is to the southwest.
o The engineered fill materials encountered on-site are anticipated to be easily excavatable
utilizing conventional grading equipment in proper working condition.
o The subject site is not located within a State of California Alquist Priolo Earthquake Fault
Hazard Zone. No active or inactive faults were reported on or adjacent to the subject site
by the referenced reports (see references) during previous investigations for the subject site.
The closest known active fault is the Wildomar Fault, located approximately 1.5 miles to
the southwest.
o The subject site is not located within a County of Riverside subsidence zone.
o The site could experience peak horizontal accelerations on the order of 0.7958 during a
maximum credible seismic event. During a maximum probable seismic event, peak
horizontal accelerations may approach 0.5348.
o Ground rupture during a seismic event is considered low.
o The potential for seismically induced settlement is considered low.
o Under current as -graded site conditions, the potential for liquefaction during a local seismic
event is considered low.
8.0 RECOMMENDATIONS
8.1 Genet -al Earthwork and Grading
Recommendations for site grading and design are presented in the following sections of this
report. The recommendations presented herein are preliminary and should be confirmed
during grading by testing and observation.
ProTech ENVIRONMENTAL h TESTING
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' Kappa Development
Mr. Steve Kaplan
November 17, 1997
Page 9
' Prior to the commencement of grading, the site should be cleared of any trash, construction
' debris, and vegetation, which should be hauled off-site. Earthwork should be conducted in
accordance with the Standard Earthwork and Grading Specifications provided in Appendix
F, except where specified in this report.
8.2 Overexcavation and Preparation of Existing Ground
' The proposed building will be located entirely within existing apparent engineered fill
placed and compacted during mass grading of the subject site and adjacent properties.
' However due to near surface weathering and the construction of berms and swales through
the site for erosion mitigation, we recommend overexcavation of the building pads.
Overexcavation should extend horizontally a minimum of 5 feet beyond the perimeter of the
' building footprint and vertically 5 feet below the proposed finish pad elevation or 2 feet
below the bottom of the deepest footing, whichever is deepest. Prior to fill being placed the
exposed surface should be scarified, moisture conditioned, and recompacted to a minimum
' of 90 percent of the maximum dry density.
Within the proposed parking and landscape areas, scarifying, moisture conditioning and
' recompaction of the upper 12 inches of soil should also be sufficient prior to the placement
of fill. This does not account for proposed lighting or sign foundations. Specific
' foundations for such structures should be reviewed from a geotechnical standpoint when
specific plans are available. Specific recommendations for earthwork in these areas, if
warranted, should be made at that time.
' If cuts of more than 2 feet are proposed to achieve design grade, additional studies should
be conducted to evaluate the mitigation of liquefaction at that grade.
8.3 Fill Placement
' On-site soils are expected to be suitable for use as structural fill. Import materials should be
tested by a qualified soil engineer to determine the feasibility for use as structural fill.
Approved fill material should be placed in 6 to 8 -inch lifts, brought to at least optimum
moisture content, and compacted to a minimum 90 percent of the maximum laboratory dry
' density, as determined by the ASTM D 1557 test method. No rocks, chunks of asphalt or
concrete 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 and used as fill material.
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' Kappa Development
Mr. Steve Kaplan
' November 17, 1997
Page 10
' 8.4 Expansion Index Testin
' Expansion index testing was performed on a representative on-site soil sample collected
during our investigation. The results. which are listed in Appendix C, indicate that on-site
soils exhibit very low expansion potential. Additional testing for expansion should be
' conducted on imported soils prior to their approval as structural fill material.
8.5 Earthwork Factots
' Shrinkage of the in-place engineered fill materials is anticipated to be on the order of 1 to 3
percent. Shrinkage values for imported soils should be evaluated when the specific borrow
' source is defined. Subsidence. as a result of ground preparation, may also be anticipated on
the order of 0.15 feet, occurring mostly during site construction.
' 8.6 Lateral Load Resistance
' The following parameters should be considered for lateral loads against permanent
structures founded on fill materials compacted to 90 percent of the maximum dry density.
Soil engineering parameters for imported soil may vary.
Equivalent Fluid Pressure for Level Backfill
Active: 36 pcf
' Passive: 325 pcf
Coefficient of friction (concrete on soil): 0.35
' If passive earth pressure and friction are combined to provide required resistance to lateral
forces, the value of the passive pressure should be reduced to two thirds of the above
' recommendations. These values may be increased by one third when considering short-
term loads such as wind or seismic forces.
8.7 Allowable Safe Bearing Capacity
An allowable safe bearing capacity of 1,800 psf can be considered for structural fill placed
' in accordance with the specific recommendations of this report. This value may be
increased 1(1'7- for each additional foot of depth and/or width to a maximum of 3.000 psf.
A 1/3 increase in the above bearing value may be used when considering short term loading
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Mr. Steve Kaplan
November 17, 1997
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from wind or seismic sources. Total differential settlements under static loads of footings
supported on properly compacted fill and sized for the allowable bearing pressures are not
expected to exceed about 1/2 to 3/4 of 1 inch. These settlements are expected to occur
primarily during construction. Soil engineering parameters for imported soil may vary.
8.8 Foundation System Design
Foundation elements should be placed on engineered fill material compacted to a minimum
of 90 percent of the maximum dry density. Continuous spread footings should be a
minimum 18 inches wide and 24 inches below the lowest adjacent grade. Isolated square
footings should be designed by the structural engineer in accordance with the anticipated
loads and the soil parameters given, but should have a minimum depth and width of 24
inches.
Concrete slabs -on -grade should have a minimum thickness of, 4 inches nominal for lightly
loaded floors, 6 inches nominal for moderate to heavily loaded floors. Minimum
reinforcement should consist of No. 3 rebar, 24 inches on center, both ways, at midheight
of the slab. A polyethylene vapor barrier should be installed beneath floors to receive a
moisture sensitive floor covering. The vapor barrier should be a minimum of 6 mil thick
and should be covered with a 2 -inch thick sand layer to prevent puncture damage during
construction and enhance curing of the concrete
' 8.9 Sulfate Content
' A representative sample of the on-site soils were collected during the field exploration phase
of our investigation. Laboratory testing was conducted to evaluate the sulfate content of the
on-site soils. The results of our testing are provided in Appendix C. Soil engineering
' parameters for imported soil may vary.
The results of our testing indicate it low sulfate content and that from a corrosivity
' standpoint, Type I or II Portland Cement can be used for construction. Additional testing
for sulfate content should be conducted on imported soils prior to their approval as
structural fill material.
8.10 Utility Trench Backfill
' Utility trench backfill should he compacted to a minimum of 90 percent of the maximum
dry density determined in laboratory testing by the ASTM D 1557 test method. It is our
' opinion that utility trench backfill consisting of on-site or approved sandy soils can best be
ProTcch ENVIRONMENTAL & TESTING W 0 033701 00
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Kappa Development
Mr. Steve Kaplan
' November 17, 1997
Parte 12
' placed by mechanical compaction to a minimum of 90 percent of the maximum dry density.
All trench excavations should be conducted in accordance with Cal -OSHA standards as a
minimum.
8.11 Surface Drainage
' 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 of foundations by landscape
irrigation water.
' 8.12 Parking Lot Subgrade and Tentative Structural Section
' Based on our current R -Value testing of the near surface soils, we recommend the following
tentative structural section for the on-site parking and driveway areas. The tentative design
of the pavement sections for the interior parking areas and driveways are based on a R -
value of 40.
' The recommended tentative pavement sections are:
AREA TI PAVEMENT SECTION
' Parking Areas &
' Driveways (light traffic) 5.0 0.25'AC over 0.35' ABII
Driveways (heavy traffic) 8.0 0.38'AC over 0.70' ABII
' AC - Asphaltic Concrete, ABII - Class II Aggregate Base
It is recommended that the subgrade materials be compacted to a depth of 1 foot below
subgrade elevation and that both the subgrade materials and the ABII be compacted to 95%,
relative to the maximum density of the respective materials, as determined by ASTM 1557-
92 laboratory tests. Laboratory test results are presented in Appendix C. R -Value testing
should be conducted on imported soils prior to their approval as structural fill material.
Similar testing should be conducted at the completion of rough grading to verify that soils
exposed at subgrade and a final structural section design should be recommended at that
time.
ProTech ENVIRONMENTAL & TESTING WO 033701 00
Kappa Development
Mr. Steve Kaplan
' November 17, 1997
Page 13
' 8.13 Grading & Foundation Plan Review
' ProTech Environmental & Testing should review the final Grading and Foundation plans,
when available, to verify conformance with the intentions of these recommendations. Some
additional field work may be necessary at that time.
' 8.14 Construction Monitoring
' Continuous observation and testing under the direction of qualified soils engineers and/or
geologists is essential to verify compliance with the recommendations of this report and to
confirm that the geotechnical conditions found are consistent with this investigation.
' Construction monitoring should be conducted by a qualified geologist/soil engineer at the
following stages of construction:
o During overexcavation operations.
' o During placement of fill material.
o During excavation of footings for foundations.
o During utility trench backfill operations.
' o During subgrade and base compaction.
' o When any unusual conditions are encountered during grading.
A final geotechnical report summarizing conditions encountered during grading and soil
' compaction test results should be submitted upon completion of grading. The final
geotechnical report should include an "As -Built" grading plan showing areas of
overexcavation and fill placement.
' 9.0 LIMITATIONS OF INVESTIGATION
' Our investigation was performed using the degree of care and skill ordinarily exercised, under
similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar
localities. No other warranty, expressed or implied, is made as to the conclusions and professional
' advice included in this report.
ProTech ENVIRONMENTAL & TESTING W 0.033701.00
I
tKappa Development
Mr. Steve Kaplan
' November 17, 1997
Page 14
' The samples taken and used for testing and the observations made are believed representative of the
' entire project; however, soil and geologic conditions can vary significantly between test locations.
As in most projects, conditions revealed by excavation may be at variance with preliminary
' findings. if this occurs, the changed conditions must be evaluated by the Project Soils Engineer
and Geologist and designs adjusted, as required, or alternate designs recommended.
' 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 architect and engineer for the project and incorporated into the plans, and the
' necessary steps are taken 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
t presented herein to be unsafe. The findings of this report are valid as of the present 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. We sincerely appreciate this opportunity to he of service on this project. Should you
have any questions regarding this report, or require additional information, please contact our
office.
' Respectfully submitted,
' PROTECH EwIRONMENTAL & TESTING
' X NEERiy
�a son ����OPHER t,ccF o *Tinhart. RCE 23464
Projec ger Q` �e`5 o R res 12/31/01
W� c t OS RSM CEG 1816 -1 A�5O��1 �Sr9
C rist her Kral CEG l8i Expires: 3 ��'iq * Q A
' E Bering Geologist (s� "MFMsm
9�01'CALIFOP rf Evillm
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JO' SCALE SITE & CONCEPTUAL 2
GRADING PLAN '
INDUS MAL PARK
'1' AM, _:1173
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APPENDIX A
References
IProTech wviRoNMENTAL & TESTING W.O.033701.00
,1
REFERENCES
Blake,, Thomas, F., Computer Services and Software, 1989, "A Computer Program for the
Deterministic Prediction of Peak Horizontal Acceleration From Digitized California Faults",
EQFAULT, July, 1989;
Blake, Thomas F., 1986, "A Computer Program for the Empirical Prediction of Earthquake -Induced
Liquefaction Potential', LIQUEFY2, November, 1989;
rBlake, Thomas F., 1989, "A Computer Program for the Estimation of Peak Horizontal Acceleration
From California Historical Earthquakes", EQSEARCH, December, 1989;
Blake, Thomas F., 1989, "FRISK89 - A Computer Program for the Probabilistic Estimation of Seismic
Hazard Using Faults as Earthquake Sources", July, 1989;
Coduto, Don, P., 1994, "Foundation Design Principles and Practice", Prentice Hall, pages 637-655;
County of Riverside Planning Department, February 5, 1988, "County Review Letter, Liquefaction
Hazard, J.N. 2067-002, Parcel Map 19582-2, County Geologic Report No. 457L, Rancho California
Area
County of Riverside Planning Department, February 4, 1988, "County Review Letter, Alquist-Priolo
Special Studies Zone, J.N. 2067-002, Parcel Map 19582-2, County Geologic Report No. 457, Rancho
California Area';
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, Riverside and San Diego Counties", Bulletin No. 91-20;
' EnGEN Corporation, June 17, 1997, "Geotechnical/Geological Engineering Study, Proposed Service
Station, Lot 14 of Tract 23172, Temecula Area of Riverside County, California," Project Number
T1198 -GS;
,r Federal Emergency Management Agency, Effective Date September 30, 1988, "Flood Insurance Rate
Map, City of Temecula, California, Riverside County, Community Panel No. 060245-3355B Scale:
1"= 1,000;
GEOCON, Inc., December 1992, " Geotechnical Investigation for Tentative Tract 23172, Vail Ranch
Commercial Site, Temecula California," Project No. 04927-41-01;
GEOCON, Inc., September 1994, "Report of Testing and Observation, Services During Remedial
1 Grading, for Vail Ranch Commercial Site, Tentative Tract No. 23172,";
I
I
ProTech ENVRONNENTAL & TESTING W.0.033701.00
I
,1
REFERENCES (Continued)
Geotechnical and Environmental Engineers, Inc., April 26, 1995 "Report of Rough Grading, Temecula
Creek Channel, and Disposal Areas, Tract Nos. 23172 (MDC Vail), 26861, 23267 (Presley Homes),
Parcel Map 18993 (LandGrant), and 23063 (Park Site), Approximately From Station 114+00 to
station 225+00, Riverside County, California," Work Order No. 225301.22
Geotechnical and Environmental Engineers, Inc., February 18, 1993, Embankment Drawdown
Analysis, proposed Temecula Channel, Assessment district 159, Riverside, California," Work Order
No.206107.00;
Highland Soils Engineering, Inc., March 11, 1988, "Preliminary Geotechnical Investigation, 700± Acre
Vail Ranch, Southeast Comer of Intersection of Margarita Road and Highway 79, Rancho California,
Riverside County California," Job No. 07-6556-011-00-00;
Hart, E.W., 1994, "Fault -Rupture Hazard Zones in California", California Division of Mmes and
Geology Special Publication 42;
Houston, S. L., 1992, 'Partial Wetting Collapse Predictions", Proceedings of the 7th International
Conference on Expansive Soils, Vol. I, pages 302-306;
Jennings, C.W., 1975, Fault Map of California, California Division of Mmes and Geology, Geologic
' Data Map No. 1;
Kennedy, Michael P., 1977, 'Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California", California Division of Mmes and Geology, Special Report
131;
iMann, John F., Jr., October 1955, "Geology of a Portion of the Elsinore Fault Zone, California",
Division of Mmes, Special Report 43;
Ploessel, MR., Slosson, J.E., September, 1974, Repeatable High Ground Accelerations from
Earthquakes, California Geology;
tProceedings of the 7th International Conference on Expansive Soils, Volume I, "Foundations on
Hydro -collapsible Soils, Pages 256-261;
Rancho California Water District, March 1984, "Water Resources Master Plan".
1 Ranpac Soils, Inc. June 19, 1991, `Preliminary Geotechnical Investigation, Channel Improvement Plan
for Temecula Creek and Disposal Area, Riverside County, California," Work Order No. 206107.00;
ProTech nivaoNMENfAL & TESTING W.0.033701.00
1
REFERENCES (Continued)
Ranpac Soils, Inc. May 3, 1991, "Preliminary Geotechnical Investigation, Channel Improvement Plan
for Temecula Creek and Disposal Area, Riverside County, California," Work Order No. 206107.00;
Ranpac Soils, Inc., March 15, 1991, "Liquefaction Analysis, Vesting tentative Tract No. 23172, South
of Highway 79, between Butterfield Stage Road and Margarita Road, Riverside County, California,"
Work Order No. 219101.00;
Real, CRR, et. al., 1978, Earthquake Epicenter Map of California 1900-1974; California Division of
Mmes and Geology Map Sheet 39;
Rockwell, T.K., Millman, D.E., McElwain, RS., and Lamar, D.L., 1985, Study of Seismic Activity by
Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California, Lamar-Merifield
Technical Report 85-1;Schnabel, P.B., and Seed, H.B., 1973, "Accelerations in Rock for Earthquakes
in the Western United States", Bull. of the Seismol. Soc. of Am., Vol. 63, No. 2, pp 501-516;
Shlemon, Roy, J. and Hakakian, Mack, 1992, "Fissures Produced Both By Groundwater Rise and
Groundwater Fall: A Geologic Paradox in the Temecula -Murrieta Area, Southwestern Riverside
County, California", Proceedings of the Association of Engineering Geologists, 35th Annual Meeting,
Hosted by the Southern California Section, October 2-9, 1992;
Seed, H.B., Idriss, I.M., 1982, Ground Motion and Soil Liquefaction During Earthquakes, Earthquake
Engineering Research Institute;
SPC Geotechnical, Inc., April 18, 1997, "Geotechnical Investigation, Red Hawk Town Center, Lots 37
to 40, Temecula, California" Job No. SPC 1907-01;
Weber, F.H., Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones,
Northwestern Riverside County, California, V.G.S. Open File Report, 77-4 L.A., 96 pages.
ProTech ENVIRONMENTAL & TESTING W.0.033701.00
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APPENDIX B
Exploratory Boring Logs
1 ProTech ENVIRONMINTAL & TESTING W.O.033701.00
I-
I
•• II
DATE OBSERVED: 10-17-q-7 METHOD OF DRILLING: Au4t4c Do-; 11 8
LOGGED BY: SRH ELEVATION: LOCATION:
KELLY WEIGHTS Ib. TO FEET Ib. TO FEET Ib. TO FEET
Q
W
0
W
LU
a
w
o}
BORING NO.
co
_
a
U.¢
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(0
�
a
�
Z
� %
TOTAL DEPTH ��
i
O
Q W
O M
a
IL
M
;
f
co
x
N
y Z
mw
I
DEPTH TO WATER
=
a
-1 02
O F W
W
C
v
O
m
p
>
J
>m
ZD
v
DESCRIPTION
<
W F'a~
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_.._....-.
_.___.._-
Arfi�c....f_FII�..__Cfo.yRG/3-)._�►►�
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14 sswc!_ 1.j 4t_O..wr_l5f* itr�
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doe NO.: O33 701.00
FIELD LOG OF BORING
PAGE: I OF
1
I
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1
I
DATE OBSERVED: 10-/7—'77 METHOD OF DRILLING:
LOGGED BY: S-914 ELEVATION: LOCATION:
KELLY WEIGHTS Ib. TO FEET Ib. TO FEET Ib. TO FEET
z
o<v
r
WU.
o
mH
w
aaW
w_~y
BORING NO.
o
o
m
aLu
.=.
54
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a
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d1
y
w
TOTAL DEPTH-
3�
=
O Mol
J f
O- c w
w
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<
O
y
o
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J
m
zo
DEPTH TO WATER
<
w0 <a~
3S
O
m
z
m
p
DESCRIPTION
cc
__
..._.
FI K4 .rsV2 TA2
3ti;G n
—
Goar3aSa.��- 6r..
r Ic�.syR B/o)
Joau-ry
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--
--..
__.
CSP rvc'f .dx,s.ti..� n.•� ce�iss•ir. _
70 54'
%l,4D E 3a
JOB NO.: , 0
FIELD LOG OF BORING
PAGE: ZOF
11
DATE OBSERVED: /0—/7-17 METHOD OF DRILLING: PRO kr-11, 0{r� 11 8,*,
LOGGED BY: SO4 ELEVATION:—LOCATION:--
LEVATION: LOCATION:KELLY
KELLYWEIGHTS Ib. TO FEET Ib. TO FEET Ib. TO FEET
a
w
m
a
w
oy
BORING NO. a'
C
v W .�
t
a
U
U.
1
¢
i
<
Zf-
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TOTAL DEPTHS
U
00000
O� y�
=
IL
LL
al
00
3
1-
al
m
Y
40'1
0) w
DEPTH TO WATER—
_
a
J F m
O- 0 w
UJ
w
0
<
v
0
m
0-
m
z 0
v
DESCRIPTION
cl
0
Ar+l�je....l .-F,'l l loY2G/3)
-51_1ly.fa.,d, L 130. rh�iat _.
(Z-ve(v'r,
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MAx (IrAf
S. E.
0irKf5Adw
_._--
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tvj_
iarfi yr,'"_.
19 }'wwr
d...fs
Ulii,c,s....d� � i Its i..arot� sFi f{
FIELD LOG OF BORING
JOB
NO.:70/•..l
PAGE:
OF
I
DATE OBSERVED: 17— 17 — METHOD OF DRILLING:
LOGGED BY: -TI2+.l ELEVATION: LOCATION:
KELLY WEIGHTS lb. TO FEET lb. TO FEET lb. TO FEET
2
w
w
BORING NO.
0
00 -J
E
U.
m
cc
m
M
W~
TOTAL DEPTH
3 W
0603
O:
I
CL
0 ;:
uj
0
5d
6
rn w
DEPTH TO WATER—ca
LU z I.-
0
j
co
:3
0
DESCRIPTION
CD
35'—
............
IV
-
7 -0 -T
IJOB NO.: a3 O/.
FIELD L06 OF BORING IPAGE:
OF
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ProTech ENVIRONMENTAL & TESTING
APPENDIX C
Laboratory Test Results
W.O.033701.00
I
LABORATORY TESTING
rA. Classification
Soils were visually classified according to the Unified Soil Classification System.
• Classification was supplemented by index tests, such as particle size analysis and moisture
content.
B. Expansion Index
1 Expansion tests were performed on representative samples of the on-site soils remolded
and tested under a surcharge of 144 ib/ft2, in accordance with Uniform Building Code
Standard No. 29-2. The test result are presented on Figure C-1, Table L
1 C. Sulfate Content
I A sulfate test was performed on a representative sample of the on-site soils. The
laboratory standard used was California 417A. The test result is presented on Figure C-
1, Table II.
D. Maximum Density/Optimum Moisture Content
Maximum density/optimum moisture content relationships were determined for typical
samples of the on-site soils. The laboratory standard used was ASTM 1557 -Method A.
' The test results are summarized on Figure C-1, Table III, and are presented on Figures
C-2.
E. Particle Size Determination
Particle size determination, consisting of mechanical analyses (sieve), were performed on
' representative samples of the on-site soils in accordance with ASTM D 422-63. Test
results are shown on Figures C-3 through C-4.
1 F. Direct Shear
' A direct shear strength test was performed on a representative sample of the on-site
undisturbed soils. To simulate possible adverse field conditions, the samples were
saturated prior to shearing. A saturating device was used which permitted the samples to
1 absorb moisture while preventing volume change. Test results are graphically displayed
on Figure C-5.
1 ProTech ENmoNMENTAL & TEST[NG W.0.033701.00
I
' LABORATORY TESTING (CONTINUED)
G. R -Value
An R -Value test was performed in accordance with CAL Method 301 on a representative
bulk sample of the soils anticipated to underlie the proposed parldng lot and driveway
areas. The test results are presented on Figure C-6.
H. Sand Equivalent
1 A sand equivalent test was performed on a representative sample of the subsurface soils to
supplement visual classifications and mechanical analysis. The laboratory standard used
was ASTM D 2419-74. The test results are presented on Figure C-1, Table IV.
I
1
11 ProTech ENVIRONMENTAL & TESTING
I
W.0.033701.00
TABLE I
EXPANSION INDEX
TEST LOCATION
EXPANSION INDEX
EXPANSION POTENTIAL
- B-1 @ 0- 5 -ft
2
Very Low
TABLE II
SULFATE CONTENT
TEST LOCATION
SULFATE CONTENT
B-1 @ 0 - 5 -ft
32 ppm
TABLE III
MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSHIP
ASTM D 1557
TEST LOCATION
MAXEMUM DRY DENSITY
(pcf)
OPTIMUM MOISTURE
N
B-2@2- 5 -ft
126.0
10.7
B-2 @ 2-5ft
15
TABLE IV
SAND EQUIVALENT
ASTM D 2419
TEST LOCATION
SAND EQUIVALENT
B-1 @ 0-5ft
22
B-2 @ 2-5ft
15
' ProTc6 ENVIRONMENTAL & TESTING
17
u
Figure C-1
W.0.033701.00
I
MAXIMUM DENSITY/OPTIMUM MOISTURE
140
135
w
u
a
130
T
J -
N
N
C
W
125
T
L
00
ZAV for
Sp G -
t
2.70
120
115
8 9 10 11 12 13
14
Water content, %
Test specification: AASHTO T 99 Method A, Standard
Elev/
Classification
Nat
% >
% <
Sp.G.
LL
pI
USCS
AASHTO
Depth
Moist.
No.4
No.200
SM
2.70
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 126.0 pcf
DARK BROWN
Optimum moisture = 10.7 %
SILTY SAND
Pro7eCt No.:
Remarks:
Project: KAPPA
Location:
Date: 10-31-1997
MAXIMUM DENSITY/OPTIMUM MOISTURE
ProTech
Fig. No .
C_2'
I
11
GRAIN.SIZE DISTRIBUTION TEST REPORT
N ti N N
C C\ C O O
I \ \\ Q N Q 10 N
10 lel N . ti m ti N
100
90
80
70
Lu
60-
u_
F-
50
w
U
Lu 40
a
30
20
10
i-Tfl
0
-
200 100 10.0 1.0 0.1 0.01 0.001
GRAIN SIZE - mm
% +3" % GRAVEL % SAND
% SILT
Y CLAY
• 0.0 0.0 27.0
73.0
LL PI D85
D60
D50 D30 015
D10
Cc Cu
• 0.15
MATERIAL DESCRIPTION
USCS
AASHTO
• LIGHT OLIVE BROWN SANDY SILT
ML
A-4(0.0)
Project No.: 033701.00
Remarks:
Project: KAPPA
• Location: B-2 @ 5-6T
Date: 9-10-97
GRAIN SIZE DISTRIBUTION TEST REPORT
PrOTech
C-3
Figure No.
GRAIN.SIZE
DISTRIBUTION
TEST REPORT
^ C C C
N w
C C C\
C O O
I \ \\ P N Y 10 N
100
90
80
70
W
H 60
a
z 50
W
U
W 40
a
30
20
10
0
200 100
10.0 1.0 0.1
0.01 30.001
GRAIN SIZE - mm
% +3"
Y GRAVEL % SAND
% SILT
Y CLAY
• 0.0
0.0
100.0
LL PI
065
060 050
030
D15 010 0c Cu
•
0.55
0.39 0.33
0.223
MATERIAL DESCRIPTION
USCS
AASHTO
• GREY FINE SILTY SAND
SP
A-3
Project No.: 033701.00
Remarks:
Project: KAPPA
• Location: B-1@
15-16FT
Oate: 9-10-97
GRAIN SIZE DISTRIBUTION TEST REPORT
PrOTeCh_
C-4
_ _;_
_ ___
Figure No.
-0.030
-0.020
-0.010
E
LL Dilation
0
❑ 0
.-� COn501.
ro
0.010
N
L
UI
0.020
ilK
65.0 130.0 195.0 260.0
Horiz. Deform.. in
65.0 130.0 195.0 260
Horiz. Deform., in
SAMPLE DATA
SAMPLE TYPE: UNDISTURBED
DESCRIPTION: LT BRN SILTY SAND
LL- PL= PI -
SPECIFIC GRAVITY= 2.65
REMARKS:
FIG. NO. C -j
3600
cl
n
N
N
N
L
ul
N
L
(0
N
N 1200
0 1
0
1200 2400 3600
Normal Stress
SAMPLE NO.
0.030
2
0
2400
8.8
2000
N
a
n
1600
N
112.8
N
L
1200
L
50.0
m
800
L
VOID RATIO
N
0.467
0.467
400
DIAMETER, in
0
2.50
0
ilK
65.0 130.0 195.0 260.0
Horiz. Deform.. in
65.0 130.0 195.0 260
Horiz. Deform., in
SAMPLE DATA
SAMPLE TYPE: UNDISTURBED
DESCRIPTION: LT BRN SILTY SAND
LL- PL= PI -
SPECIFIC GRAVITY= 2.65
REMARKS:
FIG. NO. C -j
3600
cl
n
N
N
N
L
ul
N
L
(0
N
N 1200
0 1
0
1200 2400 3600
Normal Stress
SAMPLE NO.
1
2
3
WATER CONTENT, %
8.8
8.8
8.8
a
DRY DENSITY, pcf
112.8
112.8
112.8
SATURATION, %
50.0
50.0
50.0
Z
VOID RATIO
0.467
0.467
0.467
H
DIAMETER, in
2.50
2.50
2.50
WATER CONTENT, %
r- DRY DENSITY, pcf
U) SATURATION, %
F-
F VOID RATIO
a DIAMETER, In
NORMAL STRESS, psf
MAXIMUM SHEAR, psf
RESIDUAL SHEAR, psf
Strain rate, %/min
CLIENT: KAPPA
18.0 17.0 17.9
113.2 113.7 114.4
103.4 99.2 106.6
0 461 0 455 0.445
2.50 2.50 2.50
500 1000 2000
352 740 1379
0.016 0.016 0.016
LOCATION: 8-2 @ 2-3 FT
NO.: 033701.00 DATE: 11-15-97
DIRECT SHEAR TEST REPORT
PxoTech- -
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R—VALUE TEST REPORT
100
80
„ ...... .
60
.....; .. : .
m
„ ...,
i
40
20
0
800 700 600 500 400 300 200 100
Exudation Pressure - psi
Resistance R -Value and Expansion Pressure - Cal Test 301
Compact.
Expansion Horizontal Sample Exud.
R
Density Moist.
R
No. Pressure
Pressure Press. psi Height Pressure
Value
pcf %
Value
psi
psi @ 160 psi in. psi
Carr.
1 300
125.1 11.0 0.00 86 2.55 177
28 29
2 300
121.9 9.1 2.52 46 2.65 523
50 54
3 300
121.3 10.1 1.24 68 2.66 284
35 39
TEST RESULTS
MATERIAL DESCRIPTION
DARK BROWN
R -Value @ 300 psi exudation pressure = 40
SILTY SAND
Project No.:
Tested by: D. FOSTER
Project: KAPPA
Checked by: C. STORTS
Remarks:
Location:
Date: 11-04-1997
R -VALUE TEST REPORT
ProTech •
- _ _ -
Fig. No . c-6
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' APPENDIX D
Deterministic Seismic Parameters
Liquefaction Potential
L�
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[J
W.O.033701.00
' DATE: Thursday, November 13, 1997
*************************************
* *
* E Q F A U L T
* *
* Ver. 2.00
*
* *
*************************************
(Estimation of Peak Horizontal Acceleration
From Digitized California Faults)
SEARCH PERFORMED FOR: KAPPA
JOB NUMBER: 033701.00
JOB NAME: KAPPA
SITE COORDINATES:
LATITUDE: 33.477 N
LONGITUDE: 117.1068 W
SEARCH RADIUS: 60 mi
' ATTENUATION RELATION: 7) Joyner & Boore (1982) Horiz. - Larger
UNCERTAINTY (M=Mean, S=Mean+1-Sigma): M
' SCOND: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CALIFLT.DAT
SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File): A
Page -
1
ABBREVIATED
FAULT NAME
----------------------------
DETERMINISTIC SITE PARAMETERS
-----------------------------
--------------------------
BLUE CUT
--------------------------
BORREGO MTN. (San Jacinto)
--------------------------
CASA LOMA-CLARK (S.Jacin.)
--------------------------
CHINO
--------------------------
CLEGHORN
--------------------------
COYOTE CREEK (San Jacinto)
------ ------ ----- ---------
CUCAMONGA
--------------------------
ELSINORE
--------------------------
GLN.HELEN-LYTLE CR-CLREMNT
' --------------------------
HELENDALE
--------------------------
HOT S -BUCK RDG.(S.Jacinto)
--------------------------
MOJAVE RIVER (Ord Mtn.)
------------------------
NEWPORT - INGLEWOOD
--------------------------
OFFSHORE ZONE OF DEFORM.
-------------------------
PALOS VERDES HILLS
--------------------------
PINTO MOUNTAIN - MORONGO
--------------
ROSE CANYON
--------------------------
SAN ANDREAS (Mojave)
--------------------------
SAN ANDREAS (Southern)
--------------------------
SAN GORGONIO - BANNING
WHITTIER - NORTH ELSINORE
MAX.
-----------------------------
CREDIBLE
EVENT
MAX.
PROBABLE
EVENT
APPROX.
-------------------
-------------------
DISTANCE
MAX.
PEAK
SITE
MAX.
PEAK
SITE
mi (km)
CRED.
SITE
INTENS
PROB.
SITE
INTENS
MAG.
ACC. g
------
MM
------
MAG.
-----
ACC, g
MM
57 ( 92)
---------
7.00
-----
0.032
------
V
6.25
------
0.021
------
IV
-57 ( 91)
6.50
-
0.025
------
------
V
-----
6.25
------
0.022
------
IV
21 ( 35)
---------
7.50
-----
0.155
------
------
VIII
-----
7.00
------
0.119
------
VII
33-(-53)
-
-7_ 00
0.069
------
VI
-----
4.75
------
021
------
IV
56 ( 90)
6.50
0.026
------
-- --
V
------
6.25
-0_
0.022
-- --
IV
33 ( 54)
7.50
--
0.089
------
VII
-----
6.00
------
0.040
------
V
52 ( 84)
7.00
0.037
------
V
-----
6.75
------
0.032
------
V
1 ( 2)
---------
7.50
-----
0.795
------
XI
6.75
0.534
------
X
24 ( 39)
7.50
--
0.135
------
------
VIII
-----
7.00
------
0.103
------
VII
58 ( 94)
---------
7.50
-----
0.041
------
------
V
-----
6.25
------
0.021
------
IV
25 ( 40)
---------
7.50
-----
0.130
------
------
VIII
-----
6.25
------
0.067
------
VI
58 ( 93)
7.00
-
0.031
------
------
V
-----
6.25
------
0.021
------
IV
42 ( 68)
---------
7.50
-----
0.065
------
------
VI
-----
6.50
------
0.038
------
V
30 ( 48)
---------
7.50
-----
0.105
------
------
VII
-----
6.00
------
0.047
------
VI
51 ( 82)
7.00
0.038
------
------
V
------
-----
5.50
------
0.017
------
IV
48 ( 76)
7.50
--
0.055
------
VI
-----
6.00
------
0.025
------
V
29 ( 47)
---------
7.50
-----
0.106
------
------
VII
------
-----
6.25
------
0.055
------
VI
60 ( 96)
---------
8.50
-----
0.066
------
VI
-----
8.25
------
0.058
------
VI
42 ( 68)
8.00
-
0.085
------
------
VII
-----
7.25
------
0.057
------
VI
35 ( 57)
8.00
--
0.109
------
------
VII
-----
7.00
------
0.064
------
VI
32 ( 51)
7.50
0.097
------
VII
-----
6.25
------
0.050
------
VI
li-------------------------- i--------- i----- i------ i------ i i----- i------
I-END OF SEARCH- 21 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ELSINORE FAULT IS CLOSEST TO THE SITE.
IIT IS ABOUT 1.1 MILES AWAY.
LARGEST MAXIMUM -CREDIBLE SITE ACCELERATION: 0.795 g
ILARGEST MAXIMUM -PROBABLE SITE ACCELERATION: 0.534 g
I
1
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1
+
* L I Q U E F Y 2
EMPIRICAL PREDICTION OF
EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: DATE: Tuesday, November 18, 1997
JOB NAME: Vail Ranch Development
LIQUEFACTION CALCULATION NAME: Vail Ranch
SOIL -PROFILE NAME: Vail
GROUND WATER DEPTH: 20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION: 0.300 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.00
FIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using
equations of
Giuliani and Nicoll (1982).
I
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11
-----------------------------
LIQUEFACTION ANALYSIS SUMMARY
-----------------------------
-----------------------------
Seed
----------------------------Seed and Others (1985] Method PAGE
-----------------------------
I
CALC.1
TOTALI
EFF. (FIELD
IEst.D
I
I
CORR.ILIQUE.1
11NDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
N
I
r1
C I(N1)601STRESSI
r ISTRESSISAFETY
NO.I
(ft) I
(tsf)1
(tsf)I(B/ft)1
(8)
1
N I(B/ft)1
RATI01
d I
RATIOIFACTOR
-_--+------+-------------+------+------+"---+------+-------------------+------
1 1
0.251
0.0161
0.0161
54
1 135
1
@ I
@
I @ I
@ I
@ 1
@ @
1 1
0.751
0.0491
0.0491
54
1 135
@ 1
@
I @ I
@ I
@ I
@ @
1 1
1.251
0.0811
0.0811
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
1.751
0.1141
0.1141
54
1 135
1
@ I
@
I @ I
@ I
@ I
:@ @
1 1
2-251
0.1461
0.1461
54
1 135
1@
I
@
I @ I@
1
@ 1@@
1 1
2.751
0.1791
0.1791
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
3.251
0.2111
0.2111
54
1 135
1
@ I
@
I @ I
@ 1
@ 1
@ @
1 1
3.751
0-2441
0.2441
54
1 135
1@
I
@
I @ I@
I
@ I@@
1 1
4.251
0.2761
0.2761
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
4.751
0.3091
0.3091
54
1 135
I
@ I
@
I @ I
@ I
@ I
@ @
1 1
5.251
0.3411
0.3411
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
5.751
0.3741
0.3741
54
1 135
1
@ I
@
1 @ 1
@ I
@ I
@ @
1 1
6.251
0.4061
0.4061
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
6.751
0.4391
0.4391
54
1 135
1
@ I
@
I @ I
@ 1
@ 1
@ @
1 1
7.251
0.4711
0.4711
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
7.751
0.5041
0.5041
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
8.251
0.5361
0.5361
54
1 135
1
@ I
@
I @ I
@ I
@ I
@ @
1 1
8.751
0.5691
0.5691
54
1 135
1
@
@
I @ I
@ I
@ I
@ @
1 1
9.251
0.6011
0.6011
54
1135
1
@ 1
@
I @ 1
@ I
@ I
@ @
1 1
9.751
0.6341
0.6341
54
1 135
1
@ 1
@
I @ I
@ I
@ I
@ @
2 1
10.251
0.6651
0.6651
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
10.751
0.6951
0.6951
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
11.251
0.7251
0.7251
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
11.751
0.7551
0.7551
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
12.251
0.7851
0.7851
13
1 54
1
@ 1
@
I @ I
@ I
@ I
@ @
2 1
12.751
0.8151
0.8151
13
I 54
I
@ I
@
I @ I
@ I
@ I
@ @
2 1
13.251
0.8451
0.8451
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
13.751
0.8751
0.8751
13
1 54
1
@ I
@
I @ I
@ I
@ 1
@ @
2 1
14.251
0.9051
0.9051
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
2 1
14.751
0.9351
0.9351
13
1 54
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
15.251
0.9651
0.9651
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
15.751
0.9951
0.9951
26
1 72
1
@ 1
@
I @ I
@ I
@ I
@ @
3 1
166.251
1.0251
1.0251
26
1 72
1
@ 1
@
I @ I
@ I
@ I
@ @
3 1
16.751
1.0551
1.0551
26
1 72
1
@1
@
I @ I
@ I
@ 1
@ @
3 1
17.251
1.0851
1.0851
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
17.751
1.1151
1.1151
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
18.251
1.1451
1.1451
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
18.751
1.1751
1.1751
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
19.251
1.2051
1.2051
26
1 72
1
@ I
@
I @ I
@ I
@ I
@ @
3 1
19.751
1.2351
1.2351
26
1 72
1
@ 1
@
1 @ I
@ I
@ I
@ @
4 1
20.251
1.2661
1.2581
22
1 62
10.8341
18.4
1 0.27810.9571
0.1881
1.48
4 1
20.751
1.2971
1.2741
22
1 62
10.8341
18.4
1 0.27810.9551
0.1901
1.47
4 1
21.251
1.3291
1.2901
22
1 62
10.8341
18.4
1 0.27610.9541
0.1921
1.45
4 1
21.751
1-3601
1.3061
22
1 62
10.8341
18.4
1 0.27810.9521
0.1931
1.44
4 1
22.251
1.3921
1.3221
22
1 62
10.8341
18.4
1 0.27810.9511
0.1951
1.42
4 1
22.751
1.4231
1.3371
22
1 62
10.8341
18.4
1 0.27810.9491
0.1971
1.41
[1
i
-----------------------------
Seed and Others [19851 Method PAGE 2
-----------------------------
1
CALCI
TOTALI
EFF. IFIELD
IEst.D
I
I
CORR.ILIQUE.1
IINDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
N
I
r1
C I(NI)601STRESSI
r ISTRESSISAFETY
NO.]
(ft) I
(tsf)1
(tsf)I(B/ft)1
N 1(B/ft)1
RATIOI
d I
RATIOIFACTOR
_____-+______+______+--____+______-_____-______+______-_____+______+______
4 1
23.251
1.4551
1.3531
22
1 62
10.8341
16.4
1 0.27710.9471
0.1991
1.40
4 1
23.751
1.4861
1.3691
22
1 62
10.8341
18.4
1 0.27710.9461
0.2001
1.39
4 1
24.251
1.5181
1.3851
22
1 62
10.8341
18.4
1 0.27710.9441
0.2021
1.37
'
4 1
24-751
1.5491
1.4011
22
1 E2
10.8341
18.4
1 0.27710.9431
0.2031
1.36
4 1
25.251
1.5811
1.4171
22
1 62
10.8341
18.4
1 0.27710.9411
0.2051
1.35
4 125.751
1.6121
1.4331
22
1 62
10.8341
18.4
1 0.27710.9391
0.2061
1.34
4 1
26.251
1.6441
1.4491
22
1 62
10.8341
18.4
1 0.27610.9371
0.2071
1.33
'
4 1
26.751
1.6751
1.4651
22
1 62
10.8341
18.4
1 0.27610.9341
0.2081
1.33
4 1
27.251
1.7071
1.4811
22
1 62
10.8341
18.4
1 0.27610.9321
0.2101
1.32
4 1
27.751
1.7381
1.4961
22
1 62
10.8341
18.4
1 0.27610.9301
0.2111
1.31
4 1
28.251
1.7701
1.5121
22
1 62
10.8341
18.4
10.27610.9281
0.2121
1.30
4 1
28.751
1.8011
1.5281
22
1 62
10.8341
18.4
1 0.27510.9261
0.2131
1.29
4 1
29.251
1.8331
1.5441
22
1 62
10.8341
18.4
1 0.27510.9231
0.2141
1.29
4 1
29.751
1.8641
1.5601
22
1 62
10.8341
18.4
1 0.27510.9211
0.2151
1.28
4 1
30.251
1.B961
1.5761
22
1 62
10.8341
18.4
1 0.27410.9191
0.2161
1.27
4 1
30.751
1.9271
1.5921
22
1 62
10.8341
18.4
1 0.27410.9161.0.2161
1.27
4 1
31.251
1.9591
1.6081
22
1 62
10.8341
18.4
1 0.27410.9131
0.2171
1.26
4 1
31.751
1.9901
1.6241
22
1 62
10.6341
18.4
1 0.27410.9101
0.2161
1.26
4 1
32.251
2.0221
1.6401
22
1 62
10.8341
18.4
1 0.27310.9071
0.2181
1.25
4 1
32.751
2.0531
1.6551
22
1 62
10.6341
18.4
1 0.27310.9041
0.2191
1.25
4 1
33.351
2.0851
1.6711
22
1 62
10.8341
18.4
1 0.27310.9021
0.2191
1.25
4 1
33.751
2.1161
1.6871
22
1 62
10.8341
18.4
1 0.27310.8991
0.2201
1.24
4 1
34.251
2.1481
1.7031
22
1 62
10.8341
18.4
1 0.27210.8961
0.2201
1.24
4 1
34.751
2.1791
1.7191
22
1 62
10.8341
18.4
1 0.27210.8931
0.2211
1.23
9 1
35.251
2.2111
1.7351
20
1 107
12.0001
40.0
IInfin 10.8901
0.22111nfin
9 1
35.751
2.2421
1.7511
20
1 107
12.0001
40.0
IInfin 10.8861
0.22111n£in
9 1
36.251
2.2731
1.7661
20
1 107
12.0001
40.0
IInfin 10.8821
0.221lInfin
9 1
36.751
2.3041
1.7621
20
1 107
12.0001
40.0
IInfin 10.8781
1,22111nfin
9 1
37.251
2.3361
1.7971
20
1 107
12.0001
40.0
IInfin 10.8741
0.221IInfin
9
37.751
2.3671
1.8131
20
1 107
12.0001
40.0
IInfin 10.8701
0.22211nfin
9 1
38.251
2.3981
1.6291
20
1 107
12.0001
40-0
IInfin 10.8661
0.22211nfin
9 1
38.751
2.4291
1.8441
20
1 107
12.0001
40.0
IInfin 10.8E21
0.22211nfin
9 1
39.251
2.4611
1.6601
20
1 107
12.0001
40.0
IInfin 10.8561
0.221IInfin
9 1
39.751
2.4921
1.8761
20
1 107
12.0001
40.0
IInfin 10.8551
0.22111nfin
9 1
40.251
2.5231
1.6911
20
1 107
12.0001
40.0
IInfin 10.8501
0.22111nfin
9 1
40.751
2.5541
1.9071
20
1 107
12.0001
40.0
IInfin 10.8451
0.221IInfin
9 1
41.251
2.5861
1.9231
20
1 107
12.0001
40.0
IInfin 10.8401
0.22011nf
Ln
9 1
41.751
2.6171
1.9381
20
1 107
12.0001
40.0
IInfin 10.8361
0.22011nfi.n
9 1
42.251
2.6481
1.9541
20
1 107
12.0001
40.0
IInfin 10.8311
0.22011nfin
9 1
42.751
2.6791
1.9701
20
1 107
12.0001
40.0
IInfin 10.8261
0.21911nfin
9 1
43.251
2.7111
1.9851
20
1 107
12.0001
40.0
IInfin 10.8211
0.21911nf_n
'
9 1
43.751
2.7421
2.0011
20
1 107
12.0001
40.0
IInfin 10.8161
0.21811nfin
9 1
44.251
2.7731
2.0171
20
1 107
12.0001
40.0
IInfin 10.8111
0.21811nfin
9 1
44.751
2.8041
2.0321
20
1 107
12.0001
40.0
IInfin 10.8061
0.2171Infin
9 1
45.251
2.8361
2.0481
20
1 107
12.0001
40.0
IInfin 10.8011
0.21611nfin
9 1
45.751
2.8671
2.0641
20
1 107
12.0001
40.0
IInfin 10.7961
0.21611nfrn
9 1
46.251
2.8981
2.0791
20
1 107
12.0001
40.0
IInfin 10.7911
0.21511nf.n
9 1
46.751
2-9291
2.0951
20
1 107
12-0001
40.0
IInfin 10.7861
0.21411nfin
9 1
47.251
2.9611
2.1101
20
1 107
12.0001
40.0
IInfin 10.7811
0.21411nfin
9 1
47.751
2.9921
12.1261
20
1 107
12.0001
40.0
IInfin 10.7761
0.21311nfin
'
9 1
48.251
3.0231
2.1421
20
1 107
12.0001
40.0
IInfin 10.7711
0.21211nfin
9 1
48.751
3.0541
2.1571
20
1 107
12.0001
40.0
IInfin 10.7651
0.21111nfin
9 1
49.251
3.0861
2.1731
20
1 107
12.0001
40.0
Ilnfln 10.7601
0.21111nfin
CJ
11
11
-----------------------------
Seed
and
Others
[1985] Method
,PAGE 3
-----------------------------
___
---_
I
CALCI
TOTAL(
EFF. (FIELD
lEst.D
I
I
CORR.ILIQUE.1
JINDUC.ILIQUE.
SOILI
DEPTHISTRESSISTRESSI
N
I
rl
C I(N1)601STRESSI
r ISTRESSISAFETY
NO.1
(ft)
I
(tsf)l
(tsf)1(B/ft)l
("+)
I
N 1(B/ft)l
RATIOI
d I
RATIOIFACTOR
*------+_-----+------+-__---*------------+-------------+-----+------+------
9 1
49.751
3.1171
2.1891
20
1 107
12.0001
40.0
IInfin
10.7551
0.21011nfin
9 1
50.251
3.1481
2.2041
20
1 107
12.0001
40.0
IInfin
10.7501
0.20911n£in
9 1
50.751
3.1791
2.2201
20
1 107
12.0001
40.0
IInfin
10.7451
0.20811nfin
9 1
51.251
3.2111
2.2361
20
1 107
12.0001
40.0
Ilnfin
10.7411
0.20711nfin
9 1
51.751
3.2421
2.2511
20
1 107
12
0001
40.0
IInfin
10.7361
0.20711nfi.n
9 1
52.251
3.2731
2.2671
20
1 107
12.0001
40.0
IInfin
10.7311
0.20611nfin
'
9 1
9 1
52.751
53.251
3.3041
3.3361
2.2831
2.2981
20
20
1 107
1 107
12.0001
12.0001
40.0
40.0
IInfin
IInfin
10.7261
10.7221
0.20511nfin
0.204IInfin
9 1
53.751
3.3671
2.3141
20
1 107
12.0001
40.0
IInfin
10.7171
0.20311nfin
9 1
54.251
3.3981
2.3301
20
1 107
12.0001
40.0
IInfin
10.7121
0.20311nfin
9 1
544751
3,4291
2;3451
20
1 101
12-1001
40,0
IInfin
1047071
0, 20211nfin
CJ
11
11
11
E
APPENDIX E
Standard Grading and Earthwork Specifications
' ProTech mimoNMENTAL & TESTING W.O.033701.00
STANDARD GRADING AND EARTHWORK SPECIFICATIONS
These specifications present PCDTech ENVIRONMENTAL & TESTING., standard recommendations for grading and earthwork.
No deviation from these specifications should be pe n fitted unless specifically superseded in the geotechnical report of the project or by written communication signed
by the Soils Consultant. Evaluations performed by the Soils Consultant during the course of grading may result in subsequent recommendations which could supersede
thew specifications or the recommendations of the geotechnical report.
1.0 GENERAL
1.1 The Soils Consultant is the Owner's or Developer's representative on the project. For the purpose of thew specifications, observations by
the Soils Consultant include observations by the Soils Engineer, Soils Engineer, Engineering Geologist, and others employed by and
responsible to the Soils Consultant.
1.2 All clearing, site preparation, or earthwork performed on the project shall be conducted and directed by the Contractor under the allowance
or supervision of the Soils Consultant.
1.3 The Contractor should be responsible for the safety of the project and satisfactory completion of all grading. During grading, the Contractor
shall remain accessible.
1.4 Prior to the commencement of grading, the Soils Consultant shall be employed for the purpose of providing field, laboratory, and office
services for conformance with the recommendations of the geotechnical report and thew specifications. It will be necessary that the Soils
Consultant provide adequate testing and observations w that he may provide an opinion as to determine that the work was accomplished as
specified. It shall be the responsibility of the Contractor to assist the Soils Consultant and keep him apprised of work schedules and changes
so that he may schedule his personnel accordingly.
1.5 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with
applicable grading codes, agency ordinances, thew specifications, and the approved grading plana. If, in the opinion of the Soils Consultant,
unsatisfactory conditions, such as questionable wit, poor moisture condition, inadequate compaction, adverse weather, etc., are rosulting in
a quality of work less than required in thew specifications, the Soils Consultant will be empowered to reject the work and recommend that
construction be stopped until the conditions are rectified.
1.6 It is the Contractor's responsibility to provide safe access to the Soils Consultant for testing and/or grading observation purposes. This may
require the excavation of tea pia and/or the relocation of grading equipment.
1.7
A final report shall be issued by the Soils Consultant attesting to the Contractor's conformance with thew specifications.
2.0 SITE PREPARATION
2.1
All vegetation and deleterious material shall be disposed of off-site. This removal shall be observed by the Soils Consultant and concluded
prior to fill placement.
2.2
Soil, alluvium, or bedrock materials determined by the Soils Consulu t as being unsuitable for placement in compacted fills shall be removed
from the site or used in open areas as determined by the Soils Consultant. Any material incorporated as a pan of a compacted fill must be
approved by the Soils Consultant prior to fill placement.
2.3
After the ground surface to receive fill has been cleared, it shall be scarified, disccd and/or bladed by the Contractor until it is uniform and
free from tum, hollows, hummocks, or other uneven features which may prevent uniform compaction.
The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone
is greater than twelve inches in depth, the excess shall be removed and placed in lifts not to exceed six inches or less.
Prior to placing fill, the ground surface to receive fill shall be observed, tested, and approved by the Soils Consultant.
2.4
Any underground structures or cavities such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be
removed or treated in a manner prescribed by the Soils Consultant.
2.5
In cut -fill transition lots and whom cut lots ate partially in wit, colluvium or unweathered bedrock materials, in order to provide uniform
bearing conditions, the bedrock portion of the lot extending a minimum of 5 feet outside of building lines shall be overexcavaud a minimum
of 3 feet and replaced with compacted fill. Greater overoxeavation could be required as determined by Sods Consultant. Typical details are
attached.
3.0 COMPACTED FILLS
3.1 Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Soils Consultant.
Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by Soils Consultant or shall be mixed with
other roils to serve as satisfactory fill material, as directed by the Soils Consultant.
' Standard Grading and Earthwork Specifications
Page 2
3.7
If the moisture content or relative compaction varies from that required by the Soils Consultant, the Contractor shall rework the fill until it
3.2
Rock fragments less than six inches in diameter may be utilized in the fill, provided:
'
3.8
• They am not or nested in concentrated
placed pockets.
• There is a sufficient amount of approved soil to surround the rocks.
'
• The distribution of rocks is supervised by the Soils Consultant.
'
made to the area in the geotechnical report.
3.3
Rocks greater than twelve inches in diameter shall be taken off-site, or placed in accordance with the recommendations of the Soils Consultant
'
in areas designated as suitable for rock disposal. (A typical detail for Rock Disposal is attached.)
3.4
Material that is spongy, subject to decay, or otherwise considered unsuitable shall not be used in the compacted fill.
3.5
Representative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Consultant to determine
1
3.11
their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this
'
material shall be conducted by the Soils Consultant before being approved as fill material.
3.6
Material used in the compacting process shall be evenly spread, watered, processed, and compacted in thin lilts not to exceed silt Inches in
'
thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the
Soils Consultant.
3.7
If the moisture content or relative compaction varies from that required by the Soils Consultant, the Contractor shall rework the fill until it
is approved by the Soils Consultant.
3.8
Each layer shall be compacted to at least 90 percent of the maximum density in compliance with the tenting method specified by the controlling
governmental agency or ASTM 1557-70, whichever applies.
If compaction to a leaser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soil
condition, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan and/or appropriate reference
'
made to the area in the geotechnical report.
3.9
All fills shag be keyed and benched through all topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material where
the slope receiving fill exceeds a ratio of five horizontal to one vertical or in accordance with the recommendations of the Soils Consultant.
3.10
The key for side hill fills shall be a minimum width of 15 feet within bedrock or firm materials, unless otherwise specified in the geotechnical
report. (See detail attached.)
3.11
Subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the
'
recommendations of the Soils Consultant. (Typical Canyon Subdrain details are attached.)
3.12
The contractor will be required to obtain a minimum relative compaction of at least 90 percent out to the finish slope face of fill slopes,
buttresses, and stabilization fills. This may be achieved by either over building the slope and cutting back to the compacted core, or by direct
compaction of the slope face with suitable equipment, or by any other procedure which produces the required compaction approved by the
Soils Consultant.
'
3.13
All fill slopes should be planted or protected from erosion by other methods specified in the Soils report.
3.14
Fill -over -cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall
be stripped of all soil prior to placing fill. (See attached detail.)
'
4.0 CUT SLOPES
4.1
The Soils Consultant shall inspect all cut slopes at vertical intervals exceeding five feet.
t4.2
If my conditions not anticipated in the geotechnical report such as perched water, seepage, lenticular or confined strata of a potentially adverse
nature, unfavorably inclined bedding, joints or fault planes encountered during grading, these conditions shall be analyzed by the Soils
Consultant, and recommendations shall be made to mitigate these problems. (Typical details for stabilization of a portion of a cut slope arc
'
attached.)
4.3
Cut slopes that face in the same direction as the prevailing drainage shag be protected from slope wash by a non -erodible interceptor swale
placed at the top of the slope.
4.4
Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances
of controlling governmental agencies.
Standard Grading and Earthwork Specifications
' Page 3
' 4.5 Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations
of the Soils Consultant.
5.0 TRENCH BACKFILLS
5.1
Trench excavation shall be inspected prior to structure placement for compctent bottom.
'5.2
Trench excavations for utility pipes shall be backfilled under the supervision of the Soils Consultant.
5.3
After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular will to a depth
of at least one foot over the top of the pipe. The sand backfill shall be unifomdyjetted into place before the controlled backfill is placed over
'
the sand.
5.4
The on-site materials, or other soils approved by the Soils Consultant, shall be watered and mixed, as necessary, prior to placement in lifts
over the sand backfill.
5.5
The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density, as determined by the ASTM D1557-70
or the controlling governmental agency.
5.6
Feld density tests and inspection of the backfill procedures shall be made by the Soils Consultant during backfilling to see that proper moisture
'
content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the Soils
Consultant to enable sampling and testing.
6.0 GRADING CONTROL
6.1
Inspection of the fill placement shall be provided by the Soils Consultant during the progress of grading.
6.2
In general, density tests should be made at intervals not exceeding two feet of fill height or every 500 cubic yards of fill placed. This criteria
will vary depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verify
that the required compaction is being achieved.
' 6.3
Density testa should also be made on the native surface material to receive fill, as required by the Soils Consultant,
6.4
All clean-out, processed ground to received fill, key excavations, subdmins, and rock disposals should be inspected and approved by the Soils
Consultant prior to placing any fill. It shall be the Contractor's responsibility to notify the Soils Consultant when such areas will be ready
'
for inspection.
7.0 CONSTRUCTION CONSIDERATIONS
7.1
Erosioa control measures, when necessary, shall be provided by the Contractor during grading and prior to the completion and construction
'
of permanent drainage controls.
7.2
Upon completion of grading and terrnination of inspections by the Soils Consultant, no further filling or excavating, including that accessary
'
for footings foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Soils Consultant.
7 3
Cate shall be taken by the Contractor during final grading to pmserve any bcruis, drainage terraces, inwicepmr wales, or other devices of
pemtnnent nature on or adjacent to the property.
CI
I
BENCHING DETAILS
---------------
FILL SLOPE _ ====COMPACTED '
_-_-_---_-_--_-_FIL_L_=---_---
------------------
-- ----- _ --_ - - -----y
_------ i--- Q-
- ------- -�-- --
PROJECTED PLANE - ____---11--- T
y-----
I to I maximum from toe =__ __��
of slope to approved ground = _��_ _= T = REMOVE
NATURAL
' GROUND,
-- -_-- _ UNSUITABLE
----
--- MATERIAL
MIN.
- - __--_-- BENCH
BENCH HEIGHT
=_=2 o MIN.___� (typical) VARIES
I _. .
2' MIN. 15' MIN.
KEYkOWEST BENCH
DEPTH (KEY)
FILL OVER CUT SLOPE
REMOVE.
UNSUITABLE
MATERIAL
NATURAL
GROUND
i
i
i
i
CUT
FACE
i
GMPACTED
===lFILL
--,--- -
-- -__— -----
-
__ - _-- - �4' MINBENCH
—
-- - BENC HEIGHT
zT_ acMIfV _ (typical) VARIES
_1 5' MIN.
LOWST BENCH
To be constructed prior
to fill placement
NOTES:
LOWEST BENCH: Depth and width subject to field change
based on consultant's inspection.
Su°DRAI,4AGE:. E,^r rncy be required at the
aiscretion of the geotechnical consultant.
TRANSITION LOT DETAILS
CUT -FILL LOT
' NATURAL GROUND
i MIN.
------__-_- _
36"M
I
N.
=COMPACTED =FILL-
------- T
_
�1---
_�---- ZP --- -- _— _— OVEREXCAVATE AND RECOMPACT
------ UNWEATHERED BEDROCK OR
' MATERIAL APPROVED BY
THE GEOTECHNICAL CONSULTANT
CUT LOT
NATURAL GROUND
r�
REMOVE
UNSUITABLE �� 5'
MATERIAL W4.
---------------36MIN.
' — _—__ _
'COMPACTED =__--
a__'_
=FILL OVEREXCAVATE AND RECOMPACT
UNWEATHERED BEDROCK OR
MATERIAL APPROVED BY
' THE GEOTECHNICAL CONSULTANT
NOTE:
Deeper overexcavation and recomoaction shall be performed
if determined -a be necesscry by the geotechnical consultant.
I
I
I
ROCK DISPOSAL DETAIL
FINISH GRADE
-----------
--------------------
- - - - - - - -- ---,COMPACTED
-___—= - - 10' MIN. ---
-
- - - - - - - - - - - FILL---
L
SLOPE - -
---------------
FACE --
- - - - - - - - - - - - - -
- - - - - - - --
- - - - - - _--- - a-
- -- �
------
--- ---- ------------------------
--
--
-
------ --- -------7----
- ---- - --- ---
-- -- - ----- --- -
-- - -- - - --- - - -- -
-- - -- - -
r__-----_-- _-_-=_-4' MI-15'MIN._
--------- - -- -- ----- -
--- - --------- -- --------
-------
V----- -------- ---------------
====OVERSIZE.
WINDROW!
GRANULAR SOIL'.
To Pffl voids,
densified by
flooding
PROFILE ALONG WINDROW
�1!
1.
'KEY 1+
DEPTH
OLUrI UU 1 1 17lL00 u/l 15'
REPLACEMENT FILL DETAIL _ MIN.
___- __-----
OUTLET PIPES
4" p Nonperforated Pipe, _ �
SIDE HILL
CUT PAD DETAIL
NATURAL
' GROUND �--
i
i
i
--i ---
OVEREXCAVATE FINISHED CUT PAD
i
AND RECOMPACT
(REPLACEMENT FILL) _ l
'OVERBURDEN-- _ I (MIN.%`—= Pad overexcovation and recompaction
OR UNSUITABLE __ _—=�— shall be performed if determined to
MATERIAL be necesscry by the geotechnical
LGENCHING consultant.
-- — '� UNWEATHERED BEDROCK OR
' T MATERIAL APPROVED BY
THE GEOTECHNICAL CONSULTANT
SUBDRAIN AND KEY WIDTH REQUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
' CONDITIONS AND THICKNESS OF OVERBURDEN
1
1
I
1
1
1
CANYON SUBDRAIN DETAIL
NATURALGROUND
_______________ ___ _ _f
==-COMPACTED FILL==_ -
-------------------- = _
��
_- ------------ �7y---
BENCHING --- _= c-- ---------------- _�--
--- _-- —��_-- -- -
' REMOVE
UNSUITABLE
MATERIAL
SUBDRAIN TRENCH
-SEE ALTERNATES A&B
"SUBORAIN Perforated Pipe Surrounded With
ALTERNATE A: Filter Material
' FILTER MATERIAL -
9 ft. 3/ft.
COVER
6" Mll'
' BEDDING \
Alternate A-1 4" MIN.
' PERFORATED PIPE'
6" 0 MIN.
SUBDRAIN 1 1/2" Gravel Wrapped
ALTERNATE B; in Filter Fabric
8"iy',IN. OVERLAP
r
° a'e ° MiR:,Fi 140 FILTER
�e FABRIC OR
APPROVED
Alternate B-1EQUIVALENT
IYz" MIN. GRAVEL OR
APPROVED EQUIVALENT
9 ft. 3/ft.
1
FILTER MATERIAL:
Filter material shall be
Class 2 permeable material
per State of California
Standard Specifications,
•, or approved alternate.
\ 1 Class 2 grading as follows:
SIEVE SIZE PERCENT PASSING
• SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforated pipe.
• SUBDRAIN TYPE - Subdrain type shag be ASTM D2751 SDR 23.5 or ASTM D1527, Schedule 40
Acrylonitrile Butadlene Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40
Polyvinal Chloride Plastic (PVC) pipe or approved equivalant.
1"
100
In addition to the wrapped
3/4"
90-100
Alternate A-2
3/8"
40-100
with a minimum of 10 feet
No.4
25-40
No. 8
18-33
having a minimum of 5 feet in
No. 30
5-I5
_
No. 50
0-7
No. 200
0-3
• SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforated pipe.
• SUBDRAIN TYPE - Subdrain type shag be ASTM D2751 SDR 23.5 or ASTM D1527, Schedule 40
Acrylonitrile Butadlene Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40
Polyvinal Chloride Plastic (PVC) pipe or approved equivalant.
NOTE:
In addition to the wrapped
{�
gravel, outlet portion of the
subdrain should be equipped
��
with a minimum of 10 feet
long perforated pipe con -
netted to a nonperforated pipe
wo
;�l
having a minimum of 5 feet in
length inside the wrapped
_
gravel.
Alternate B-2
• SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforated pipe.
• SUBDRAIN TYPE - Subdrain type shag be ASTM D2751 SDR 23.5 or ASTM D1527, Schedule 40
Acrylonitrile Butadlene Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40
Polyvinal Chloride Plastic (PVC) pipe or approved equivalant.
Mr. Kelly Donovan
Project Manager - Assessment District 159
April=12, 1995
Page 2 _
1.1 Proiect Description
The project site has been.graded "into a ,800'fciot..wide- fiobd•:•eohtiol chani 61 with
associated drop -structures 4rtd,stream ped stabiltzers '•The channel -slopes ,were
inclined•at;a ratio of,2:T'(liorizonfalyertisal)::arid-lined with:a,ptdtednve;:coyerutg_;_
consisting of a filter fabric blanket, a Class, 3 bedding blanket, -1/2 ton nprap material,
and a native soil:covenngr?i xcess`earth;materiaIs generated during extavation of the
channel were.placed within the disposal areas'a's hoih;cgmpact6d and uneompacted
fill. Disposal areas' in Tract' 2x172 and Pdreel-Map 48993 were constructed as large
super. pads which' were. graded ,to. drain at- - dht approxirpately .2%; gradient. to the
southwest toward. Temecula C eek`da:; titel. 'Traci.2b861 was gr'ade6ihto. esideitSial
lots and graded io.tiiain.to t) e;soutliivE&f iaward`"Feniecula:Creek.Channel:' Disliosal
areas. in Tracts 23063 and'2326 were graded to: drain to, the northwest as a large
sup efpad and sinaiil,residential,lots, respectively::The disposal, areas are proposed for
development as eomimercial properties .with assc'ciated,patking (Tract 23172 and
Parcel Map 18993), residential deyel6pment (Tract 26861 & 23267), and a park site
(Tra6t.23063). .
Grading included excavation,:compacti.on,;and fill slope construction to prepare the
site.
1.2 Site Description
The subject channel improvementsiand disposalarea ate.generallylooatea just sFmxh __
of, and parallel to, -State Highway 79 South and between. Avenida De N)is"sions and
Butterfield Stage Road in southwestern Riverside County; California. A site map,
depicting site boundaries and geographic relationships of the site, is presented as
Figure.I of this report:. r;
Topographically the:project site; -.prior to-gradiag;.consisted.•of generally..flat terrain
with natural._gradients,of alpp pziiitat42%'toviard the: westi,:Cwerall'relief at the
site, prior. to grading, was:approxiinately 304eet.
2.0 GRADING, PROCEDURES
2.1 Gradin¢ Contractor.
Site grading cvas. b-onducted by:.Chileote. between.7anuary 12, 1994; and April 7, 1995.
Under the directiotr of.Mr:'lohzi Lamp:`-.;'
GEOTECHNICAL & ENVIRONMENTAL ENGINT ERS, INC. W.O. 225301.22
op
I l.:
� A6 � �I[• •-r 100 ._. '/ -'. „ I I'',-••I li- i - /M1''1 - Wil..' 1 :J
_ ,za�'
Ch,
1. _ �:1 -.. ^ f •_L .. �'; ,tS) \L.1 (� 'T'�'�' l '
/:c.r 00 J I �1• / iG 'i_�, -.� f oli" i i �n.ii i-
.11:`•{11J���lll'''...`������.//////i"'I��l r� ��•��I. ilgHiwil
cool }.'.:,7 ,'%'i"•,:.J}, n.. {
or.,.
Indian'
059; T:3j
J wr! n� IdU K 1 0
Tentec+'-(
SITE 41--c(
LandIng
('` ,�
1,
/C: _ �.� �\\) �('\ J l� •J 1 Cys\/��p i _ Jr�,:_�,..
I-120.0
\
Ulf
� V � ! ,fix -\f is ���: 1 '�1���� - ��� •
BASE'MAP: USGS PECHANGA QUADRANGLE 7,5'- SERIES 1988
- SHADED AREAS DEPICT DISPOSAL AREAS
SCALE feet
LOCATION MAP - TEMECULA CREEK CHANNEL IMPROVEMENTS
'A.C. NC: 225301.22 1°ATE' APRIL 1995 (FIGURE: 1
Mr. Kelly Donovan
Project Manager - Assessment District 159
• April 12, 1995
Page 3
2.2 Site Preparation
Clearing of weeds. and other organic. materials was completed prior to our grading
observation services and the minor vegetation present on-site was disced into the top
18 inches prior to the start of grading.
3.0 ALLUVIAL REMOVALS
3.1 Channel Embankment
Alluvial soils encountered within the channel embankment areas, were removed a
minimum of 5 feet below the bottom of the channel lining elevations. The removals
extended laterally a minimum distance of 5 feet beyond the embankment. The
removals were extended below the minimum 5 foot below channel embankment
elevation, wherever, the materials exposed at the minimum 5 foot below channel
embankment elevation consisted. of low strength sticky clayey silts or the in-place dry
density was less than 85% of the maximum dry density. The bottom of the
• overexcavated areas typically exposed sandy material that was free of significant
voids, firm and unyielding, with in-place dry densities of at least 85% of the maximum
dry density at or near optimum moisture content. The exposed surfaces were then
scarified one foot, brought to near optimum moisture content and compacted to a
minimum of 90% of the maximum dry density, as determined by laboratory testing
CAL 216. Maximum laboratory dry density standards are presented in Appendix B,
Table I.
Dewatering was required within the embankment removals, wherever high
groundwater was encountered.
3.2 Stream Bed Stabilizers, Drop Structures, and Channel Bottom
Alluvial soils were removed below the stream bed stabilizers and drop structures if,
at the invert elevations, the exposed in-place alluvial materials consisted of low
strength sticky clayey silts or the in-place dry density was less than 85% of the
maximum dry density. Due to the high groundwater levels within the channel area,
dewatering was required in order to complete the removals and construct the
improvements. At the request of the on-site Riverside County Flood Control
inspector, due to the high groundwater levels no removals were made under the
stream bed stabilizers or the drop structures from approximately ramp no. 6
. (approximately station 185+00) west to the end of the channel improvements
(approximately station 114+00). The bottom of the overexcavated areas typically
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
Mr. Kelly Donovan
• Project Manager - Assessment District 159
April 12, 1995
Page 4
exposed sandy material that was free of significant voids, firm and unyielding, with
in-place dry densities of at least 85% of the maximum dry density at or near optimum
moisture content. The exposed surfaces were then scarified,one foot, brought to near
optimum moisture content and compacted to a minimum of 90% of the maximum
dry density, as determined by laboratory testing CAL 216.
Alluvial removals were not performed at the channel invert elevation, which will
remain in a relatively natural condition.
33 Disposal Areas
Removals within the disposal areas were monitored by others with the exception of
Parcel Map 18993 (LandGrant), which was performed by G.E.E. (see references
APPENDIX A). Per our agreement with the Assessment District 159, Geotechnical
& Environmental Engineers, Inc. provided observation and testing services beginning
at approximately original ground elevations up to rough grade elevations.
• 33 Park Site
To our knowledge, removals were not performed in the Red Hawk park site (Tract
23063).
4.0 FILL PROCEDURES
4.1 Fill Soils
Soils utilized for compacted fill typically consisted of on-site silty sands and sandy silts
generated from excavation of the channel.
4.2 Fill Placement
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 D1557-78). Compaction was achieved by wheel rolling with Caterpillar 834B
rubber tire dozers and track dozers, and incidental contact from loaded and unloaded
scrapers and water pulls. Finish work was performed with a Caterpillar 623 scraper,
a blade, a Caterpillar D-10 dozer, and a water truck. The maximum laboratory dry
• density, as determined by CAL 216 (Appendix B, Table I), were utilized as the
standard for field compaction control.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
Mr. Kelly Donovan
Project Manager - Assessment District 159
• April 12, 1995
Page 5
Observation and testing services performed in Tract 26861 was observed by other
geotechnical firms. Overexcavation of alluvium and fill placement to approximate
original ground in Tract 23267 (Presley) was performed by•Geo.Soils, Inc. G.E.E.
performed observation and testing services from approximately original ground to
finish grade with Geo Soils acting as a third party review. To the best of our
knowledge, fill materials placed within the park site (Tract 23063) were not
monitored by either G.E.E. or by other geotechnical funis.
43 Cut/Fill 'transitions
Rough grading at the site included overexcavation, compaction, and fill pad
construction. The disposal areas were mass graded into large super pads. Due to
the placement of fill materials across the disposal areas, no transitions from cut of fill
exist within the disposal areas with the exception of the Indian burial ground located
on Tract 23172. Prior to finish grading within the disposal areas, a grading plan
review should be performed by the geotechnical engineer. Should potential transition
lots be identified in areas of shallow fill and/or deep foundations, during subsequent
grading plan reviews or grading operations, specific conditions should be reviewed by
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. to assure proper
remedial grading is implemented.
4.4 Channel Embankment Construction
Channel embankment slopes were constructed at a maximum slope ratio of 2:1
(horizontal:vertical). Maximum slope height of fill slopes ranged approximately from
22 to 25 feet from the toe to the top of slope or approximately 12 to 15 feet from
proposed channel elevation. There were not any cut slopes constructed on this
project.
An equipment width keyway was excavated the length of the slope along the northern
most embankment with the exception of Tracts 23267 (off-site) and 26861 (Presley).
The area was then scarified one foot, brought to near optimum moisture content,
then compacted to a minimum of 90% relative compaction. Benching was performed
above the keyway in accordance with the Preliminary Geotechnical Investigation.
The south embankment, with the exception of Tract 23063 (park site) was
constructed in conjunction with adjacent residential tracts located within both the Vail
• Ranch and Redhawk Developments. The south embankment was overbuilt
approximately 1 to 2 feet during construction of the adjacent residential
developments. During construction of the channel the existing slope was cut back to
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
Mr. Kelly Donovan
Project Manager - Assessment District 159
• April 12, 1995
Page 6
•
•
finish grade. In-place density tests were performed approximately every 150 feet to
a minimum of 90% relative compaction. Wherever, minor surficial erosional damage
was encountered extending below finish grade elevations. The damaged areas were
reconditioned and replaced with compacted fill.
The south embankment adjacent to the park site (Tract 23063), approximately from
station 141+00 to station 156+00, was constructed utilizing similar construction
techniques as those noted for the north embankment.
4.5 Storm Drain Backfill
Per RCFC specifications a one foot zone of fill compacted to 95% relative
compaction was required adjacent to all storm drain outlets. Wherever, it was
unfeasible to utilize compaction equipment within the one foot zone. Imported sand
with a minimum sand equivalent of 30, was jetted in-place to achieve the required
compaction.
5.0 CONCRETE AND MASONRY OBSERVATION AND TESTING
5.1 Field Observation and Testing
Field inspection of the masonry wall construction was performed by an ICBO special
inspector as required by the city of Temecula. The special inspector inspected the
construction of the masonry wall during construction and performed field slump
testing on the concrete and grout used to construct the wall and cast concrete
cylinders and prisms of the mortar, concrete and grout used to construct the wall,
which were transported to the laboratory for compression testing. Compression test
results are summarized in Results of Concrete Compression Tests (APPENDIX D,
Table I).
Inspection and testing was performed on the concrete placed for slope paving,
spillways, access drives, streambed stabilizers and cutoff walls. The concrete
technician performed field slump tests and cast concrete cylinders which were
transported to the laboratory for compression testing. Compression test results are
summarized in Results of Concrete Compression Tests (APPENDIX D, Table 1).
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS. INC. W.O. 225301.22
Mr. Kelly Donovan
Project Manager - Assessment District 159
'• April 12, 1995
Page 7
6.0 TESTING PROCEDURES
6.1 Maximum Density Determinations
Maximum Density/Optimum Moisture determinations were performed in the
laboratory on representative samples of on-site soils used in the fill operations. The
tests were performed in accordance with CAL 216 method. The test results, which
were utilized in determining the degree of compaction achieved during fill placement,
are presented in Appendix B, Table I.
6.2 Field Densitv Testing
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 Results of
• Compaction Tests (Appendix C, Tables I - VI). The approximate location of the tests
are shown on the Density Test Location Maps, Plates 1 through 13.
63 Expansive Soil Testing
Expansion testing was not performed at finish grade within the disposal areas.
Expansion testing should be performed by the geotechnical engineer at the
completion of precise grading to determine parameters for footing design.
6.3 Sulfate Testing
Sulfate testing was not performed at finish grade within the disposal areas. Sulfate
testing should be performed by the geotechnical engineer at the completion of precise
grading to determine sulfate content.
6.5 Compression Testing
Concrete cylinders were cast by our technician during construction of the channel
improvements. The required strength of concrete used in CALTRANS structures,
including drop structures, aprons, and box structures, was 3,250 pounds per square
inch (psi). Typically four cylinders were broken at 5, 7, 14, and 28 day intervals. In
• several structures, 4,000 psi concrete was used to obtain minimum strength early to
facilitate working on or around the structure. The concrete grout material, utilized
within rip rap materials on the stream bed stabilizers, had a specified strength of
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS. INC. W.O. 225301.22
Mr. Kelly Donovan
• Project Manager - Assessment District 159
April 12, 1995
Page 8
2,000 psi. The required strength . for the remaining areas was 3,000 (psi).
Compression test results are summarized in Results of Concrete Compression Tests
(APPENDIX D, Table I).
7.0 LIQUEFACTION
Based on the Preliminary Geotechnical Investigations performed on adjacent properties, due
to low density soils and shallow groundwater, "a potential for liquefaction does exist..". The
approximately minimum 5 foot compacted fill mat beneath the disposal areas is expected
to provide partial mitigation for liquefaction potential. However, localized areas of
settlement, and sand boils are possible especially within the channel bottom area.
8.0 RECOMMENDATIONS
8.1 Slope Protection and Maintenance
• Slope erosion of the silty sands is a significant concern with regard to surficial
stability. We recommend that any unprotected slopes, cut or fill, be planted with
erosion resistant vegetation or otherwise protected as soon as practical. Presented
in Appendix E are Guidelines For Slope Maintenance to help avoid any future
surficial slope stability problems.
8.2 Drainage
Finished pad drainage should include a minimum positive gradient of 2% away from
any structure a minimum distance of 3 feet, and a minimum of 1% pad drainage off
the property in a non-erosive manner.
Any roof or canopy water and pad drainage shall be directed to the street or off the
site in an approved non-erosive manner. Drainage off the property should be
accomplished in an approved manner to prevent erosion or instability. Uncontrolled
over slope drainage should not be permitted.
83 Grading Plan Review
Once precise grading plans are available within the disposal areas a grading plan
review should be performed by the geotechnical engineer. The grading plan review
• should include determinations of overexcavation recommendations and a field
investigation of previously graded areas to assess current conditions of the site and
provide construction recommendations.
GEOTECHNICAL & ENVIRONMENTAL. ENGINEERS, INC. W.O. 225301.22
Mr. Kelly Donovan
Project Manager - Assessment District 159
• April 12, 1995
Page 9
8.4 mansion Index and Sulfate Content Testing
Expansion index and sulfate content testing should be performed during precise
grading of the disposal areas for footing and slab construction.
8.5 Subsequent Grading
All grading required to achieve design grades should be monitored by
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. to confirm
compliance with the recommendations contained herein and in the preliminary
geotechnical report.
9.0 LIMITATIONS
Considering the disposal areas have been rough graded only, and precise grading will be
required to prepare the building pads, streets, and parking areas for the proposed
• commercial, and/or residential developments, and park site. The conclusions and
recommendations included within this report should be considered preliminary.
Recommendations should be finalized at the conclusion of precise grading.
•
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 architect and engineer for the project and incorporated into
the plans, and the necessary steps are taken 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.
The findings of this report are valid as of April 7, 1995. 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.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301:22
Mr. Kellv Donovan
Project Manager - Assessment District 159
• April 12, 1995
Page 10
•
0
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.
10.0 CLOSURE
Our description of grading operations, as well as observations and testing services, were
limited to those grading operations performed between January 12, 1994 and April 7, 1995.
The conclusions and recommendations contained herein have been based upon our
observation and testing as noted. It is our opinion, that 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.
This opportunity to be of service is sincerely appreciated. If you have any questions, please
call.
Very truly yours,
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC.
3ames. Harrison
Division Manager
!
ohn T. Reinhart RCE 23464
Registration Expires 12/31/97
D
J �i�n P. Fr
oject Geologist
nc. 7-;E 23464 1
o ` Erpirss: i� , c
GEOTECHNICAL. & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
0
u
APPENDIX A
References
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
REFERENCES
• Geotechnical & Environmental Engineers, Inc., dated March 17, 1995a, "Preliminary
Structural Section and Correction to Report of Rough Grading, The Market Place at
Redhawk, 30± Acres, Southwest Corner of Highway 79 and Redhawk Parkway, Temecula,
California", Work Order No. 362401.229A
Geotechnical & Environmental Engineers, Inc., dated March 6, 1995b, 'Report of Rough
Grading, The Market Place at Redhawk, 30± Acres, Southwest Corner of Highway 79 and
Redhawk Parkway, Temecula, California", Work Order No. 362401.229
Geotechnical & Environmental Engineers, Inc., dated February 4, 1994, "Alluvial Removal
Depths, The Market Place at Redhawk, 30± Acres, Southwest Comer of Highway 79 and
Redhawk Parkway, Temecula, California", Work Order No. 362401.22
Geotechnical & Environmental Engineers, Inc., dated February 18, 1993, "Embankment
Drawdown Analysis, Proposed Temecula Channel, Assessment District 159, Riverside,
California", Work Order No. 206107.00
Geotechnical & Environmental Engineers, Inc., dated January 21, 1992, "Response to County
Review, County Geologic Report No. 813, Assessment District 159, Temecula Creek and
Disposal Area, Riverside, California", Work Order No. 206107.00
• Ranpac Soils, Inc., dated June 19, 1991, "Preliminary Geotechnical Investigation, Channel
Improvement Plan, Temecula Creek and Disposal Area, Riverside, California", Work Order
No. 206107.00;
•
Ranpac Soils, Inc., dated May 3, 1991, "Preliminary Geotechnical Investigation, Channel
Improvement Plan for Temecula Creek and Disposal Area, Riverside County, California",
Work Order No. 206107.00:
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
0
•
•
APPENDIX B
Laboratory Test Results
GEOTECHNICAL. & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
•
•
•
TABLE I
225301.22
Assessment District 159
Maximum Density/Optimum Moisture
Description
Lbs/Ft3
%
Moisture
General Source
Area
1
Brown Medium Sand
115.5
11.5
Channel Bottom
2
Grey Brown Fine Silty Sand
122.3
11.1
Top Soil
3
Tan Fine Sand
109.5
14.7
Bottom
4
Brown Silty Sand
129.9
8.5
Presley
5
Dark Brown Silty Sand
127.2
9.3
Bottom
6
Orange Tan Coarse Sand
124.7
10.4
Bottom
7
Grey Tan Fine Sand
110.7
14.2
Bottom
8
Dark Brown Sandy Silt
116.0
15.0
Top Soil
9
Light Brown Fine Sand
117.0
10.5
Swanger
10
Grey Brown Silty Sand
124.6
10.4
Swanger
11
Red Brown Silty Sand
119.6
11.2
Swanger
12
Grey Brown Silty Sand
122.4
10.8
Line "S"
13
Grey Brown Silty Sand
116.9
11.2
Line "V"
14
Tan Grey Silty Sand
119.6
12.5
Line "V"
15
Grey Silty Sand
117.2
12.7
Line "V"
16
Brown Grey Silty Sand
121.4
10.8
Mix 14 & 15
17
Tan Grey Silty Sand
109.6
13.3
LandGrant
18
Grey Brown Silty Sand
119.4
12.8
LandGrant
19
Grey Brown Silty Sand
129.3
9.5
Presley
20
Brown Silty Fine Sand
124.2
10.3
Line "V"
21
All American Class II
139.1
7.0
Line "V"
22
All American Class II
144.2
6.4
II V
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
0
•
•
APPENDIX C
Results of Compaction Tests
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 22530122
TABLE I
RESULTS OF COMPACTION TESTS
No:
225301SW.22
Name: MDC
Vail
Date: 5-30-95
To
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
(%)
(PCF)
M*
1
02/16/94
1058.0
12.8
107.7
88
N
2
478765
741380
2
02/16/94
1053.0
11.4
112.5
92
N
2
478745
741050
3
02/16/94
1057.0
10.2
114.0
93
N
2
478550
741200
4
02/22/94
1060.0,
10.0
110.5
95
N
1
478890
741365
5
02/22/94
1058.0
10.5
108.6
94
N
1
478755
741225
6
02/22/94
1054.0
24.0
97.3
84 **
N
1
478670
741030
7
02/22/94
1061.0
12.7
105.0
91
N
1
478825
741310
8
02/22/94
1056.0
15.5
108.1
94
N
1
478855
741115
9
02/22/94
1054.0
14.7
108.1
94
N
1
478765
740970
6AA
02/22/94
1054.0
15.4
105.7
92
N
1
478670
741030
10
02/23/94
1062.0
14.6
102.0
93
N
3
478820
741380
11
02/23/94
1059.0
13.4
112.7
98
N
1
478825
741190
12
02/23/94
1055.0
12.0
103.5
95
N
3
478660
740970
13
02/23/94
1058.0
15.1
106.3
92
N
1
478615
741190
14
02/23/94
1055.0
11.3
114.0
99
N
1
478535
741060
15
02/23/94
1057.0
16.2
101.9
88 **
N
1
478430
741360
16
02/23/94
1056.0
21.4
101.5
88 **
N
1
478340
741180
15AA
02/23/94
1057.0
14.0
109.3
95
N
1
478430
741360
16AA
02/23/94
1056.0
10.8
103.4
90
N
1
478340
741180
17
02/23/94
1056.0
10.7
104.8
91
N
1
478245
741375
18
02/24/94
1060.0
17.4
103.3
94
N
3
478670
741320
02/24/94
1058.0
9.7
108.3
94
N
1
478610
741160
1
02/24/94
1056.0
11.7
106.9
93
N
1
478550
741000
02/24/94
1058.0
10.6
107.2
93
N
1
478510
741380
22
02/24/94
1058.0
12.6
108.8
94
N
1
478475
741225
23
02/24/94
1058.0
15.3
107.5
93
N
1
478420
741090
24
02/24/94
1058.0
14.0
140.4
90
N
1
478400
741405
25
02/24/94
1059.0
9.9
108.2
94
N
1
478350
741265
26
02/24/94
1057.0
11.0
106.2
92
N
1
478220
741455
27
02/24/94
1058.0
8.6
108.7
94
N
1
478270
741300
28
02/25/94
1059.0
14.7
108.9
94
N
1
478560
741310
29
02/25/94
1059.0
13.5
106.6
92
N
5
478485
741120
30
02/25/94
1059.0
8.1
122.1
96
N
5
478430
741350
31
02/25/94
1059.0
11.0
115.7
91
N
5
478390
741170
32
02/25/94
1059.0
8.6
122.2
96
N
5
478290
741430
33
02/25/94
1051.0
14.3
105.4
83 **
N
5
478790
740855
34
03/01/94
1067.0
14.4
112.2
92
N
2
478920
742540
35
03/01/94
1068.0
11.4
118.4
97
N
2
478970
742700
36
03/01/94
1069.0
16.7
104.2
94
N
7
479015
742880
38
03/01/94
1068.0
14.6
107.6
97
N
7
479100
742550
39
03/01/94
1070.0
9.7
113.7
98
N
1
479160
742830
40
03/01/94
1059.0
10.4
107.6
93
N
1
479005
742586
41
03/01/94
1070.0
11.3
113.2
93
N
2
479070
742765
42
03/01/94
1068.0
5.8
116.8
95
N
2
479150
742525
43
03/01/94
1069.0
7.9
110.3
95
N
1
479200
742720
44
03/02/94
1067.0
12.5
116.5
93
N
6
479290
742480
45
03/02/94
1068.0
8.9
115.1
92
N
6
479350
742665
46
03/02/94
1067.0
13.9
113.8
91
N
6
479415
742415
03/02/94
1068.0
12.4
109.4
95
N
1
479480
742625
03/02/94
1068.0
8.7
120.2
96
N
6
479185
742415
49
03/02/94
1069.0
8.8
116.4
93
N
6
479235
742600
50
03/03/94
1070.0
8.1
116.5
93
N
6
479310
742780
51
03/03/94
1068.0
8.9
120.1
96
N
6
479355
742350
52
03/03/94
1069.0
14.1
113.4
91
N
6
479420
742535
53
03/03/94
1069.0
10.6
117.3
94
N
6
479470
742725
54
03/04/94
1071.0
17.6
101.4
83 **
N
2
479540
742920
TABLE I
RESULTS OF COMPACTION TESTS
-:)b-No: 225301SW.22 Name: MDC Vail Date: 5-30-95
-i�
d0.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
55
03/04/94
1073.0
12.3
109.2
89 **
N
2
479620
743170
56
03/04/94
1075.0
18.0
104.7
86 **
N
2
479685
743385
54AA
03/04/94
1071.0
14.0
110.1
90
N
2
479540
742920
95AA
03/04/94
1073.0
12.1
111.2
91
N
2
479620
743170
56AA
03/04/94
1075.0
14.2
111.1
91
N
2
479685
743385
57
03/04/94
1071.0
13.4
114.0
93
N
2
479405
742950
58
03/04/94
1073.0
12.9
112.8
92
N
2
479490
743185
59
03/04/94
1075.0
14.1
112.0
92
N
2
479545
743325
60
03/04/94
1077.0
12.3
111.6
91
N
2
479600
743505
61
03/14/94
1082.0
9.2
111.8
97
N
1
479680
744575
62
03/14/94
1083.0
13.5
108.0
93
N
1
479720
744705
63
03/14/94
1084.0
6.5
111.2
96
N
1
479775
744860
64
03/14/94
1085.0
13.3
110.6
96
N
1
479850
745010
65
03/14/94
1087.0
10.3
110.3
95
N
1
479920
745175
66
03/14/94
1083.0
6.3
110.9
96
N
1
479805
744560
67
03/14/94
1084.0
13.2
112.3
90
N
6
479850
744700
68
03/14/94
1085.0
5.4
115.5
93
N
6
479900
744850
69
03/14/94
1086.0
16.3
109.2
95
N
1
479950
744995
70
03/14/94
1087.0
13.3
110.7
96
N
1
480005
745150
71
03/15/94
1074.0
18.0
103.3
94
N
3
479400
743210
72
03/15/94
1074.0
18.5
104.8
96
N
3
479610
743120
03/15/94
1076.0
13.6
106.1
92
N
1
479580
743260
03/15/94
1076.0
14.3
109.3
95
N
1
479630
743420
'i
03/15/94
1078.0
17.0
105.1
01
N
1
479680
743565
76
03/15/94
1079.0
11.8
112.6
90
N
6
479750
743705
77
03/15/94
1075.0
12.1
113.6
91
N
6
479680
743260
78
03/15/94
1076.0
12.6
112.5
90
N
6
479735
743440
79
03/15/94
1078.0
13.3
112.5
90
N
6
479780
743580
80
03/15/94
1080.0
10.2
114.2
92
N
6
479830
743755
81
03/16/94
1095.0
11.2
110.9
91
N
2
480440
745815
82
03/16/94
1096.0
13.8
109.8
90
N
2
480480
745955
83
03/16/94
1097.0
9.4
112.2
92
N
2
480520
746090
84
03/16/94
1099.0
8.2
115.0
94
N
2
480565
746235
85
03/16/94
1100.0
10.8
110.6
90
N
2
480610
746370
86
03/16/94
1095.0
10.9
114.8
94
N
2
480380
745745
87
03/17/94
1097.0
9.1
112.9
92
N
2
480430
745885
88
03/17/94
1098.0
7.9
113.1
92
N
2
480480
746030
89
03/17/94
1099.0
11.5
113.5
93
N
2
480525
746165
90
03/17/94
1101.0
10.2
110.5
90
N
2
480575
746310
37
03/01/94
1067.0
17.2
103.4
93
N
7
479055
742500
91
03/23/94
1094.0
13.7
103.4
93
N
7
480365
745590
92
03/23/94
1093.0
7.6
113.5
93
N
2
480265
745625
93
03/23/94
1092.0
8.6
108.7
94
N
1
480170
745645
94
03/23/94
1095.0
15.2
105.7
92
N
1
480325
745815
95
03/23/94
1096.0
8.5
112.4
92
N
2
480245
745910
96
03/23/94
1096.0
8.5
111.3
91
N
2
480385
745960
97
03/23/94
1098.0
12.7
113.9
93
N
2
480430
746110
98
03/23/94
1098.0
7.9
114.7
90
N
5
480330
746220
03/23/94
1099.0
8.7
115.5
91
N
5
480445
746280
03/23/94
1100.0
7.0
116.5
92
N
5
480490
746400
lul
03/24/94
1096.0
13.1
105.7
91
N
8
480350
745650
102
03/24/94
1098.0
12.7
108.0
93
N
8
480400
745830
103
03/24/94
1099.0
14.2
110.0
95
N
8
480445
745980
104
03/24/94
1100.0
9.5
109.9
95
N
8
480480
746110
105
03/24/94
1102.0
8.5
112.2
96
N
9
480525
746220
106
03/24/94
1094.0
10.1
111.5
95
N
9
480240
745680
ob
TABLE I
RESULTS OF COMPACTION TESTS
225301SW.22 Name: MDC Vail
-EAW TEST
NO. DATE
03/24/94
03/24/94
03/24/94
03/24/94
03/30/94
03/30/94
03/30/94
03/30/94
03/30/94
03/30/94
03/30/94
03/30/94
A3/30/94
03/30/94
03/31/94
03/31/94
03/31/94
03/31/94
04/01/94
04/01/94
04/01/94
04/01/94
04/01/94
04/01/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/04/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/05/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/06/94
04/07/94
04/07/94
Date: 5-30-95
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
(%)*
SOIL
TYPE
NCORD
ECORD
1097.0
8.7
114.6
98
N
9
480275
745855
1097.0
7.0
111.0
95
N
9
480275
746035
1099.0
9.5
110.3
94
N
9
480385
746070
1099.0
10.5
110.1
94
N
9
480355
746280
1082.0
5.8
112.6
96
N
9
479760
744380
1084.0
12.7
111.0
95
N
9
479810
744515
1084.0
7.3
119.7
96
N
6
479705
744600
1082.0
6.5
116.7
94
N
6
479600
744630
1081.0
5.8
115.8
93
N
6
479480
744650
1083.0
6.7
115.5
93
N
6
479740
744325
1082.0
7.0
114.9
92
N
6
479635
744380
1080.0
7.2
116.2
93
N
6
479540
744420
1080.0
6.5
115.3
92
N
6
479410
744485
1082.0
7.4
116.4
93
N
6
479530
744670
1077.0
20.8
98.5
81 **
N
2
479500
743250
1077.0
16.4
107.2
88 **
N
2
479670
743325
1079.0
18.7
100.3
82 **
N
2
479730
743540
1079.0
20.5
101.5
83 **
N
2
479660
743690
1086.0
6.8
113.9
91
N
6
480050
744905
1086.0
6.4
115.8
93
N
6
480150
744870
1088.0
18.8
101.4
92
N
7
480190
745020
1089.0
10.0
110.8
91
N
2
480240
745165
1091.0
11.7
109.7
90
N
2
480285
745310
1092.0
11.1
111.3
91
N
2
480330
745450
1088.0
6.7
108.5
94
N
1
480100
745060
1089.0
6.8
106.4
92
N
1
480155
745200
1090.0
4.8
116.9
94
N
6
480200
745340
1091.0
5.0
115.4
93
N
6
480245
745490
1089.0
7.0
113.9
91
N
6
480110
745290
1087.0
6.6
111.8
90
N
6
480080
744815
1088.0
7.3
114.4
92
N
6
480125
744960
1089.0
7.1
116.1
93
N
6
480175
745100
1091.0
7.0
111.3
96
N
1
480225
745250
1092.0
6.7
112.7
98
N
1
480270
745395
1088.0
9.7
110.4
94
N
9
480020
745335
1087.0
10.4
109.1
93
N
9
479880
745390
1090.0
8.9
106.7
91
N
9
480160
745450
1089.0
8.5
105.5
90
N
9
480070
745490
1089.0
9.1
107.7
92
N
9
479940
745550
1090.0
8.5
109.9
94
N
9
480095
745390
1089.0
8.6
111.1
95
N
9
479970
745450
1088.0
9.2
108.3
93
N
9
479820
745510
1091.0
9.0
108.8
93
N
9
480030
745600
1091.0
10.7
109.6
94
N
9
480155
745550
1082.0
7.0
126.8
99
N
5
479515
744780
1083.0
7.8
125.9
99
N
5
479565
744925
1084.0
9.7
121.8
96
N
5
479630
745120
1086.0
9.5
120.9
95
N
5
479735
745325
1083.0
4.4
120.4
95
N
5
479630
744800
1084.0
4.9
120.6
95
N
5
479690
744985
1085.0
14.5
114.8
92
N
6
479770
745165
1085.0
13.3
118.9
95
N
6
479820
744770
1086.0
12.6
115.5
93
N
6
479875
744935
1087.0
12.1
116.9
94
N
6
479945
745100
1084.0
9.8
118.7
93
N
5
479550
744845
1085.0
10.6
119.7
94
N
5
479620
745010
TABLE I
RESULTS OF COMPACTION TESTS
_oi^_No: 225301SW.22 Name: MDC Vail Date: 5-30-95
-EST
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
(%)
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
163
04/07/94
1086.0
10.4
117.5
92
N
5
479700
745220
164
04/07/94
1088.0
10.7
117.9
93
N
5
479810
745405
165
04/07/94
1088.0
9.8
117.1
92
N
5
479890
745645
166
04/07/94
1085.0
11.4
118.4
93
N
5
479700
744790
167
04/07/94
1085:0
8.7
120.1
94
N
5
479765
744950
168
04/07/94
1087.0
12.1
115.2
90
N
5
479840
745130
169
04/07/94
1088.0
9.2
117.0
92
N
5
479900
745290
170
04/07/94
1090.0
9.5
120.1
94
N
5
480060
745230
21AA
04/08/94
1077.0
19.2
104.8
86 **
N
2
479500
743250
122AA
04/08/94
1077.0
13.6
110.6
90
N
2
479670
743325
123AA
04/08/94
1079.0
18.8
102.4
84 **
N
2
479730
743450
t4AA
04/08/94
1079.0
12.6
113.9
93
N
2
479660
743690
171
04/08/94
1087.0
14.0
105.2
82 **
N
5
479980
744880
172
04/08/94
1088.0
10.5
122.9
97
N
5
480110
744850
173
04/08/94
1089.0
12.2
107.4
93
N
8
480160
744990
174
04/08/94
1090.0
15.7
103.9
89 **
N
8
480210
745150
175
04/08/94
1092.0
12.0
108.7
94
N
8
480250
745300
176
04/08/94
1093.0
11.7
110.3
95
N
8
480305
745485
177
04/11/94
1090.0
11.6
119:0
94
N
5
480095
744900
178
04/11/94
1091.0
11.4
120.5
95
N
5
480170
745145
179
04/11/94
1093.0
13.6
116.6
92
N
5
480245
745360
1�
04/11/94
1089.0
12.2
119.8
94
N
5
480035
745045
04/11/94
1091.0
7.8
119.5
94
N
5
480125
745330
ih
04/11/94
1093.0
7.8
119.0
94
N
5
480210
745550
183
04/11/94
1087.0
7.3
121.0
95
N
5
479850
744825
184
04/11/94
1086.0
16.6
111.3
91
N
2
479660
744740
185
04/11/94
1088.0
11.0
117.4
96
N
2
479920
745035
186
04/11/94
1091.0
12.3
115.7
95
N
2
480010
745265
187
04/11/94
1092.0
11.4
118.6,
93
N
5
480090
745575
.71AA
04/11/94
1087.0
11.6
119.3
94
N
5
479980
744880
_74AA
04/11/94
1090.0
15.0
107.9
93
N
8
480210
745150
188
04/11/94
1094.0
13.1
110.4
95
N
8
480150
745800
189
04/11/94
1102.0
12.0
108.5
94
N
8
480660
746550
190
04/11/94
1104.0
11.8
110.3
95
N
8
480720
746770
191
04/11/94
1107.0
12.7
107.6
93
N
8
480785
746990
192
04/11/94
1101.0
12.2
111.1
96
N
8
480565
746465
193
04/11/94
1103.0
12.1
109.2
94
N
8
480620
746680
194
04/11/94
1105.0
11.3
108.4
93
N
8
480680
746900
195
04/12/94
1063.0
26.7
96.7
83 **
N
9
479230
741835
195AA
04/12/94
1063.0
9.2
106.0
91
N
9
479230
741835
196
04/12/94
1064.0
12.6
105.6
90
N
9
479290
742030
197
04/12/94
1065.0
7.4
111.5
95
N
9
479345
742210
198
04/12/94
1063.0
7.2
107.6
92
N
9
479080
741870
199
04/12/94
1064.0
9.2
108.0
92
N
9
479160
742080
200
04/12/94
1065.0
12.7
107.0
91
N
9
479015
742255
201
04/12/94
1064.0
9.7
107.9
92
N
9
478930
741915
202
04/12/94
1065.0
8.5
108.5
93
N
9
479020
742120
203
04/12/94
1066.0
10.0
108.5
93
N
9
479075
742300
2
04/13/94
1086.0
5.1
115.5
91
N
5
479600
744875
04/13/94
1087.0
11.4
121.4
95
N
5
479680
745135
2Uo
04/13/94
1087.0
11.4
119.7
94
N
5
479710
744880
207
04/13/94
1088.0
5.4
115.7
91
N
5
479785
745070
208
04/13/94
1089.0
8.2
117.6
92
N
5
479840
745315
209
04/13/94
1091.0
16.3
112.2
97
N
8
479900
745510
210
04/13/94
1092.0
15.4
109.0
94
N
8
480175
744930
211
04/13/94
1091.0
13.0
111.8
97
N
1
480030
744975
TABLE I
RESULTS OF COMPACTION TESTS
ab No: 225301SW.22 Name: MDC Vail Date: 5-30-95
":J!
I0.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
($)*
SOIL
TYPE,
NCORD
ECORD
212
04/13/94
1093.0
13.3
109.9
95
N
1
480260
745215
213
04/13/94
1092.0
11.1
121.2
95
N
5
480120
745250
214
04/13/94
1064.0
12.5
116.5
92
N
5
479150
741745
215
04/13/94
1065.,0
13.2
112.3
90
N
6
479210
741930
216
04/13/94
1066.0
13.2
116.5
92
N
5
479270
742145
217
04/13/94
1065.0
13.4
110.1
94
N
9
478980
741790
218
04/13/94
1066.0
12.2
114.5
92
N
6
479045
741980
219
04/13/94
1066.0
11.8
116.8
94
N
6
479125
742190
?20
04/13/94
1064.0
11.3
116.5
93
N
6
478815
741840
221
04/13/94
1065.0
12.2
114.0
91
N
6
478885
742025
222
04/13/94
1067.0
12.4
117.1
92
N
5
478960
742250
23
04/13/94
1067.0
11.6
117.2
92
N
5
478860
742345
224
04/14/94
1067.0
13.0
111.2
95
N
9
479270
741930
225
04/14/94
1067.0
12.9
114.3
98
N
9
479110
741980
226
04/14/94
1066.0
13.7
109.8
94
N
9
478950
742055
227
04/14/94
1066.0
11.8
112.3
96
N
9
479215
741745
228
04/14/94
1066.0
12.2
109.4
94
N
9
479060
741800
229
04/14/94
1063.0
13.4
111.6
95
N
9
479075
741540
230
04/14/94
1063.0
13.6
109.9
94
N
9
478910
741590
331
04/14/94
1069.0
11.4
111.7
95
N
9
479055
742390
232
04/14/94
1062.0
12.9
111.2
95
N
9
479035
741410
2?'
04/14/94
1063.0
14.9
110.4
94
N
9
478860
741450
2
04/14/94
1067.0
11.8
109.0
93
N
9
479110
741440
203
04/14/94
1062.0
11.1
111.9
96
N
9
478950
741490
236
04/14/94
1062.0
12.5
109.1
93
N
9
478750
741550
237
04/14/94
1062.0
12.1
111.5
95
N
9
479170
741630
238
04/14/94
1063.0
10.4
110.1
94
N
9
479020
741665
239
04/14/94
.1064.0
12.7
112.0
96
N
9
478870
741720
240
04/14/94
1068.0
12.8
108.5
93
N
9
479345
742160
241
04/14/94
1068.0
13.2
112.2
96
N
9
479200
742210
242
04/14/94
1068.0
10.3
110.2
94
N
9
479050
742255
243
04/14/94
1069.0
12.3
109.3
93
N
9
479275
742325
'21BB
04/15/94
1077.0
12.4
114.2
93
N
2
479500
743250
23BB
04/15/94
1079.0
15.5
110.9
91
N
2
479730
743540
244
04/15/94
1095.0
8.6
117.2
92
N
5
480310
745410
245
04/15/94
1093.0
11.9
121.2
95
N
5
480125
745500
246
04/15/94
1092.0
9.6
124.1
98
N
5
479990
745550
247
04/15/94
1091.0
12.5
120.7
95
N
5
479860
745590
248
04/15/94
1094.0
9.1
125.1
98
N
5
480210
745200
249
04/15/94
1093.0
12.2
117.5
92
N
5
480060
745280
250
04/15/94
1091.0
11.7
116.3
91
N
5
479875
745350
251
04/15/94
1089.0
12.5
117.7
93
N
5
479765
745355
252
04/15/94
1095.0
18.5
103.5
89 **
N
8
480100
745450
-52AA
04/15/94
1095.0
16.1
106.2
92
N
8
480100
745450
253
04/15/94
1097.0
11.4
112.2
97
N
8
480240
745430
254
04/15/94
1095.0
14.9
107.5
93
N
8
480090
745280
255
04/15/94
1095.0
15.2
108.0
93
N
8
480210
745070
256
04/15/94
1091.0
13.4
111.2
96
N
8
480040
745100
2°'
04/15/94
1093.0
13.6
109.5
94
N
8
480090
745120
A2�
04/15/94
1093.0
8.1
120.3
96
N
6
480070
744950
04/15/94
1095.0
12.5
107.5
93
N
8
480130
744900
260
04/15/94
1090.0
13.7
108.1
93
N
8
479890
744980
261
05/10/94
1075.0
16.4
111.1
95
N
8
479280
743390
262
05/10/94
1076.0
14.0
111.5
96
N
8
479420
743350
263
05/10/94
1077.0
12.7
115.8
93
N
6
479490
743550
264
05/10/94
1078.0
13.6
113.5
91
N
6
479545
743735
TABLE I
RESULTS OF COMPACTION TESTS
�ob No:
225301SW.22
Name: MDC
Vail
Date: 5-30-95
"E
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
40.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
M
(PCF)
(%)*
265
05/10/94
1080.0
12.2
112.7
90
N
6
479670
743855
266
05/10/94
1081.0
13.7
113.3
91
N
6
479750
743830
267
05/10/94
1079.0
14.7
112.8
90
N
6
479575
743685
268
05/10/94
1075.0
14.4
114.5
92
N
6
479360
743550
269
05/10/94
1073.0
12.0
114.8
92
N
6
479175
743395
270
05/10/94
1071.0
12.1
113.1
91
N
6
479045
743415
271
05/12/94
1081.0
9.0
123.6
99
N
6
479890
743965
172
05/12/94
1083.0
8.7
118.4
95
N
6
479960
744180
173
05/12/94
1081.0
7.0
117.2
94
N
6
479740
744005
274
05/12/94
1083.0
3.4
115.5
93
N
6
479810
744225
275
05/12/94
1081.0
6.8
114.1
91
N
6
479620
744045
'.76
05/12/94
1082.0
7.9
113.8
91
N
6
479655
744270
277
05/12/94
1082.0
7.7
115.4
93
N
6
479850
743845
278
05/12/94
1084.0
8.0
113.5
91
N
6
479915
744120
279
05/12/94
1082.0
7.8
116.0
93
N
6
479690
743960
280
05/12/94
1084.0
8.3
116.6
94
N
6
479765
744170
281
06/02/94
1107.0
28.8
100.7
87 **
N
8
480830
747630
282
06/02/94
1107.0
17.9
89.9
85 **
N
8
480550
747700
283
06/03/94
1072.0
8.2
108.5
94
N
8
479375
743000
284
06/03/94
1075.0
10.4
110.1
95
N
8
479350
742950
285
06/03/94
1071.0
20.8
105.2
91
N
8
479230
742990
2R
06/03/94
1073.0
15.4
115.8
95
N
2
479195
742970
06/03/94
1070.0
14.0
111.3
91
N
2
479050
743040
23
06/03/94
1072.0
9.3
117.2
96
N
2
479030
743070
281AA
06/07/94
1107.0
18.8
104.3
90
N
8
480830
747630
32AA
06/07/94
1106.0
18.9
107.2
92
N
8
480550
747700
289
06/07/94
1109.0
13.7
106.4
92
N
8
480850
747595
290
06/07/94
1110.0
13.7
105.0
91
N
8
480920
747630
291
06/07/94
1108.0
18.9
105.0
91
N
8
480880
747510
292
06/07/94
1109.0
17.1
109.3
94
N
8
480900
747590
293
06/07/94
1110.0
18.6
107.0
92
N
8
480830
747600
294
06/07/94
1107.0
17.8
116.2
95
N
2
480770
747720
295
06/07/94
1109.0
18.4
116.0
95
N
2
480750
747680
296
06/07/94
1109.0
18.1
111.1
92
N
2
480730
747750
297
06/07/94
1109.0
17.0
109.0
94
N
8
480930
747500
298
06/07/94
1109.0
18.5
106.8
92
N
8
480860
747660
299
06/07/94
1107.0
20.0
105.2
90
N
8
480850
747450
300
06/08/94
1109.0
14.9
114.7
94
N
2
480820
747590
301
06/08/94
1110.0
15.2
112.5
92
N
2
480775
747650
302
06/08/94
1110.0
12.5
111.3
91
N
2
480710
747750
303
06/08/94
1109.0
12.5
111.3
92
N
2
480560
747650
304
06/08/94
1109.0
19.2
110.5
90
N
2
480560
747740
305
06/08/94
1105.0
20.4
108.7
94
N
8
480520
747700
306
06/08/94
1107.0
20.8
105.7
91
N
8
480475
747640
307
06/08/94
1109.0
21.7
105.1
91
N
8
480530
747630
308
06/08/94
1108.0
24.0
110.8
91
N
2
480456
747626
309
06/08/94
1109.0
22.8
112.1
92
N
2
480400
747675
310
06/08/94
1107.0
15.9
105.7
91
N
8
480475
747575
3
06/08/94
1106.0
16.1
109.0
94
N
8
480600
747550
06/08/94
1106.0
17.5
104.4
90
N
8
480450
747400
06/08/94
1108.0
15.0
111.7
91
N
2
480675
746525
314
06/08/94
1102.0
15.4
111.1
91
N
2
480500
747300
315
06/08/94
1103.0
16.4
108.2
93
N
2
480550
747200
316
06/08/94
1104.0
20.1
109.6
94
N
2
480600
747400
317
06/08/94
1105.0
19.7
109.1
94
N
2
480656
747400
313
06/08/94
1103.0
16.1
110.1
90
N
8
480525
747360
TABLE I
RESULTS OF COMPACTION TESTS
3h No:
225301SW.22
Name: MDC
Vail
Date: 5-30-95
"ENF
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
v0.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
($)
(PCF)
($)*
319
06/08/94
1102.0
16.8
108.3
93
N
2
480550
747700
320
06/08/94
1104.0
16.8
111.7
91
N
2
480550
747550
321
06/08/94
1104.0
17.0
104.5
90
N
8
480550
747550
322
06/09/94
1114.0.
7.2
108.7
93
N
9
480950
747630
323
06/09/94
1112.0
16.2
109.5
91
N
9
480875
747620
324
06/09/94
1113.0
13.5
108.7
93
N
9
480920
747530
325
06/09/94
1111.0
17.8
107.4
92
N
9
480875
747410
126
06/09/94
1111.0
6.6
107.5
92
N
9
480830
747520
t27
06/09/94
1110.0
13.2
106.4
92
N
8
480800
747400
328
06/09/94
1112.0
16.0
105.7
91
N
8
480800
747592
329
06/09/94
1110.0
5.9
107.1
92
N
9
480750
747545
.30
06/09/94
1109.0
11.5
108.8
93
N
9
480735
747450
331
06/09/94
1108.0
6.6
107.5
93
N
9
480700
747325
332
06/10/94
1106.0
15.7
106.0
90
N
9
480730
747726
333
06/10/94
1110.0
6.0
101.9
92
N
7
480675
747600
334
06/10/94
1108.0
6.8
111.6
91
N
8
480650
747720
335
06/10/94
1113.0
11.3
105.7
91
N
8
480500
747800
336
06/10/94
1113.0
17.4
105.5
91
N
8
480475
746680
337
06/10/94
1113.0
12.7
106.1
90
N
9
480625
746760
338
06/13/94
1103.0
12.1
105.2
91
N
8
480550
746500
339
06/13/94
1102.0
7.1
107.8
93
N
8
480500
746400
3A
06/13/94
1103.0
9.2
104.7
90
N
8
480600
746500
06/13/94
1102.0
10.7
104.9
90
N
8
480500
746175
34
06/13/94
1096.0
6.4
117.2
95
N
2
480400
746250
343
06/13/94
1100.0
11.5
106.2
92
N
8
480430
746390
344
06/13/94
1102.0
5.7
108.5
94
N
8
480475
746475
345
06/13/94
1103.0
10.6
111.8
91
N
2
480525
746600
346
06/13/94
1101.0
10.5
111.7
91
N
2
480500
746125
347
06/13/94
1100.0
24.2
98.9
85 **
N
8
480025
746115
348
06/13/94
1095.0
21.0
102.2
88 **
N
8
480050
746300
349
06/13/94
1094.0
39.6
103.4
89 **
N
8
480105
746175
350
06/13/94
1095.0
12.9
114.4
94
N
2
480075
746175
351
06/13/94
1096.0
14.4
113.5
93
N
2
480075
746300
352
06/13/94
1095.0
13.7
115.3
94
N
2
480100
746400
353
06/13/94
1095.0
13.5
115.2
94
N
2
480100
746500
355
06/15/94
1055.0
5.6
107.5
92
N
8
478750
741000
356
06/15/94
1058.0
4.3
116.2
95
N
2
478775
741175
357
06/15/94
1056.0
4.3
115.9
95
N
2
478925
741050
358
06/15/94
1052.0
9.4
105.8
92
N
8
478900
740915
359
06/15/94
1054.0
10.3
111.7
91
N
2
478650
740950
360
06/15/94
1056.0
6.6
119.5
97
N
2
478600
741120
361
06/15/94
1058.0
5.6
117.7
96
N
2
478475
741100
347AA
06/15/94
1100.0
13.2
107.2
92
N
8
480025
746115
48AA
06/15/94
1095.0
16.5
106.8
92
N
8
480050
746300
49AA
06/15/94
1094.0
14.0
107.9
93
N
8
480105
746175
362
06/15/94
1088.0
14.2
106.5
92
N
8
479800
745550
363
06/15/94
1088.0
14.9
108.7
94
N
8
479750
745400
364
06/15/94
1084.0
13.1
105.3
91
N
8
479675
745250
3(o
06/15/94
1086.0
12.9
106.7
92
N
8
479650
745200
06/17/94
1100.0
5.2
112.7
92
N
2
480475
746040
307
06/17/94
1098.0
4.7
115.5
94
N
2
480325
746075
368
06/17/94
1099.0
5.0
114.7
94
N
2
480300
746175
369
06/17/94
1097.0
12.1
111.0
91
N
2
480250
745990
370
06/17/94
1095.0
7.4
120.8
93
N
4
480175
745890
371
06/17/94
1098.0
8.3
111.0
91
N
2
480350
745990
372
06/17/94
1099.0
5.0
120.1
92
N
4
480450
745925
TABLE I
RESULTS OF COMPACTION TESTS
ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
T,�w
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
($)*
SOIL
TYPE
NCORD
ECORD
373
06/17/94
1098.0
5.1
120.2
92
N
4
480375
745850
374
06/17/94
1098.0
8.5
111.1
91
N
2
480620
746610
375
06/17/94
1098.0
12.5
111.3
91
N
2
480690
747225
376
06/17/94
1107.0
12.8
114.5
93
N
2
480530
747225
377
06/17/94
1056.0
5.8
110.9
91
N
2
478335
741940
378
06/17/94
1057.0
6.2
113.3
93
N
2
478400
742000
379
06/17/94
1055.0
6.6
118.7
97
N
2
478400
742110
980
06/17/94
1057.0
8.4
124.9
96
N
4
478475
742180
;81
06/17/94
1066.0
8.4
124.9
96
N
4
478575
742270
382
06/17/94
1062.0
20.4
111.6
96
N
8
478700
742250
383
06/17/94
1064.6
13.0
107.0
92
N
8
478800
742335
06/17/94
1065.0
12.9
104.2
90
N
8
478750
742350
385
06/17/94
1065.0
13.0
105.2
91
N
8
478650
742500
386
06/17/94
1064.5
13.3
104.6
90
N
8
478600
742410
387
06/17/94
1099.0
4.5
114.1
93
N
8
480410
745790
388
06/17/94
1096.0
7.1
120.0
92
N
4
480300
745825
389
06/17/94
1095.0
8.1
115.0
94
N
2
480225
745790
390
06/21/94
1094.0
13.5
113.0
92
N
2
480125
745775
391
06/21/94
1094.0
13.0
105.0
91
N
8
480075
745800
392
06/21/94
1093.0
9.3
111.6
91
N
2
480025
745725
393
06/21/94
1097.0
11.1
113.9
93
N
2
480325
745725
3
06/21/94
1098.0
5.1
114.9
94
N
2
480375
745650
06/21/94
1097.0
6.0
113.6
93
N
2
480300
745645
30
06/21/94
1096.0
8.1
118.1
92
N
4
480115
745195
397
06/21/94
1095.0
7.7
116.0
91
N
5
480075
745650
398
06/21/94
1097.0
6.1
116.1
91
N
5
480325
745540
399
06/21/94
1098.0
6.9
116.2
91
N
5
480325
745450
400
06/21/94
1098.0
6.9
116.2
91
N
5
480250
745525
401
06/21/94
1096.0
3.5
116.1
91
N
5
480150
745525
402
06/21/94
1095.0
5.5
116.7
92
N
5
480040
795575
403
06/21/94
1093.0
6.7
112.1
97
N
1
479960
745225
404
06/21/94
1095.0
13.2
111.9
91
N
2
480075
745525
405
06/21/94
1097.0
2.2
119.9
92
N
4
480150
745500
406
06/21/94
1097.0
2.3
113.7
93
N
8
480200
745425
407
06/22/94
1096.0
6.5
114.6
94
N
2
480275
745350
408
06/22/94
1095.0
4.6
116.9
95
N
2
480290
745240
409
06/22/94
1094.0
4.3
118.8
91
N
4
480145
745315
.410
06/22/94
1093.0
7.3
122.3
94
N
4
480140
744990
411
06/22/94
1093.0
16.7
104.2
85 **
N
2
480125
745390
412
06/22/94
1094.0
17.6
103.2
84 **
N
2
480100
745275
413
06/22/94
1092.0
3.5
117.1
90
N
4
480075
745200
414
06/22/94
1093.0
9.7
119.3
92
N
4
480025
745250
415
06/22/94
1095.0
7.2
121.9
91
N
2
480050
745400
416
06/22/94
1095.0
7.1
119.5
92
N
2
480025
745490
11AA
06/23/94
1093.0
5.7
115.8
91
N
5
480125
745390
%12AA
06/23/94
1094.0
7.7
117.0
90
N
4
480100
745275
417
06/23/94
1098.0
11.8
115.5
91
N
2
479935
745325
418
06/23/94
1098.0
11.0
117.9
91
N
4
479940
745440
4
06/23/94
1097.0
7.1
123.7
95
N
4
479925
745250
06/23/94
1091.0
8.4
122.8
94
N
4
479925
745300
4
06/23/94
1091.0
5.4
117.9
91
N
4
479850
745375
422
06/23/94
1095.0
6.9
117.6
90
N
4
480200
745125
423
06/23/94
1094.0
7.5
117.1
90
N
4
480125
745100
424
06/23/94
1093.0
8.2
117.9
91
N
4
480025
745025
425
06/23/94
1091.0
10.5
117.6
90
N
4
479925
745160
426
06/23/94
1098.0
9.3
117.6
90
N
4
479850
745050
TABLE I
RESULTS OF COMPACTION TESTS
'ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
TEW
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
427
06/23/94
1094.0
7.3
108.8
89 **
N
2
480000
745025
428
06/23/94
1095.0
4.5
115.1
94
N
2
480125
744990
429
06/23/94
1105.0
14.4
92.5
85 **
N
8
480915
747475
430
06/23/94
1110.0
9.4
99.4
88 **
N
8
480925
747300
431
06/24/94
1089.0
5.1
113.2
92
N
2
479960
745925
432
06/24/94
1090.0
16.4
104.1
90
N
8
479860
745750
433
06/24/94
1070.0
10.1
113.9
93
N
2
479075
743450
434
06/24/94
1072.0
8.9
117.3
90
N
4
479175
743475
435
06/24/94
1072.0
8.5
111.7
91
N
2
479125
743625
436
06/24/94
1073.5
6.2
118.4
92
N
4
479250
743675
437
06/24/94
1073.5
6.4
111.7
91
N
2
479250
743825
08
06/24/94
1075.0
11.5
110.2
90
N
2
479325
744040
439
06/24/94
1077.0
14.7
110.2
90
N
2
479325
744175
440
06/24/94
1076.0
8.7
114.0
93
N
2
479425
744250
441
06/24/94
1078.0
8.2
117.2
96
N
2
479350
744360
442
06/29/94
1079.0
11.8
113.0
92
N
2
480100
746650
443
06/29/94
1085.0
11.1
114.2
93
N
2
479900
744425
444
06/29/94
1084.0
13.3
106.7
92
N
8
479775
744475
445
06/29/94
1081.0
13.7
106.8
92
N
8
479640
744500
446
06/29/94
1081.0
13.7
107.5
93
N
8
479500
744600
447
06/29/94
1086.0
13.4
107.5
93
N
8
479640
744760
448
06/29/94
1086.0
20.6
108.1
93
N
8
479800
744725
06/29/94
1085.0
12.9
110.2
90
N
2
479925
744725
4
06/29/94
1092.0
11.1
116.1
91
N
5
479990
744725
495
07/11/94
1100.0
13.7
103.2
91
N
8
480575
747675
451
07/01/94
1087.0
10.3
110.6
90
N
2
479825
744850
452
07/01/94
1081.0
14.9
109.8
90
N
2
479650
744300
453
07/01/94
1080.0
14.4
111.2
91
N
2
479500
744400
454
07/01/94
1083.5
13.5
110.7
91
N
2
479675
744150
455
07/01/94
1081.0
13.2
111.8
91
N
8
479875
744050
456
07/01/94
1084.5
15.7
108.5
91
N
2
479775
744150
457
07/01/94
1082.0
16.3
114.1
93
N
2
479850
743975
458
07/01/94
1081.0
16.1
111.6
91
N
2
479825
743750
459
07/01/94
1078.5
15.9
112.5
92
N
2
479525
743650
460
07/01/94
1077.0
17.5
110.4
90
N
2
479509
743625
461
07/06/94
1081.5
15.1
112.7
92
N
2
479750
743800
462
07/06/94
1087.5
15.4
111.4
91
N
2
479775
744600
463
07/06/94
1092.0
8.8
114.0
93
N
2
480075
744650
464
07/06/94
1091.0
10.6
111.8
92
N
2
480025
744475
465
07/06/94
1088.5
5.2
112.7
92
N
2
480050
744800
466
07/06/94
1089.5
8.4
111.1
91
N
2
479950
744875
467
07/06/94
1086.0
9.3
111.6
92
N
2
480000
744390
468
07/08/94
1086.5
8.7
112.5
92
N
2
479560
745060
469
07/08/94
1088.5
7.0
114.0
93
N
2
479675
745100
470
07/08/94
1087.0
8.3
111.2
91
N
2
479625
744975
471
07/08/94
1080.5
17.7
105.2
91
N
8
479350
744550
472
07/08/94
1082.5
15.0
110.2
90
N
2
479550
744640
473
07/08/94
1080.0
19.3
104.9
90
N
8
479525
744500
4
07/08/94
1075.0
18.6
106.6
92
N
8
479300
744425
07/08/94
1083.5
8.3
114.5
96
N
2
479573
744425
4
07/08/94
1087.0
8.3
113.7
93
N
2
479550
744800
477
07/08/94
1089.0
11.1
120.0
92
N
4
479850
744875
478
07/08/94
1089.0
11.7
117.6
90
N
4
479650
744900
479
07/08/94
1088.0
12.1
117.9
92
N
4
479675
744975
480
07/08/94
1087.5
16.4
114.2
93
N
2
479740
745150
481
07/08/94
1087.5
18.3
110.5
90
N
2
479570
744870
TABLE I
RESULTS OF COMPACTION TESTS
ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
'ESW
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
(%)
(PCF)
M*
482
07/08/94
1086.0
12.6
117.5
90
N
4
479500
744930
483
07/11/94
1075.0
12.0
114.5
94
N
2
479425
743190
484
07/11/94
1076.0
12.1
114.4
93
N
2
479325
743225
485
07/11/94
1073.0
12.9
115.6
93
N
6
479200
743275
486
07/11/94
1080.0
16.5
115.5
94
N
2
479810
743600
487
07/11/94
1079.0
13.8
114.2
93
N
2
479820
743650
488
07/11/94
1079.0
14.0
116.6
90
N
4
479600
743150
489
07/11/94
1073.5
12.8
114.6
94
N
2
479600
742900
190
07/11/94
1075.0
13.9
112.4
92
N
2
479550
742850
491
07/11/94
1077.0
12.2
114.9
94
N
2
479525
742950
492
07/11/94
1074.0
10.7
115.6
94
N
2
479350
742840
'.93
07/11/94
1073.0
11.0
115.5
94
N
2
479620
779690
394
07/11/94
1073.0
11.2
115.8
95
N
2
472850
742950
496
07/13/94
1071.0
15.1
112.7
92
N
2
479210
742790
497
07/13/94
1071.5
7.5
117.7
91
N
4
479325
742700
498
07/13/94
1066.5
10.8
114.4
93
N
2
479225
742075
499
07/13/94
1068.5
11.7
115.4
94
N
2
479125
742300
500
07/13/94
1067.5
16.3
113.0
92
N
2
479250
742225
501
07/13/94
1068.5
13.4
113.0
92
N
2
479150
742300
502
07/13/94
1070.5
13.5
112.7
92
N
2
479350
742450
503
07/13/94
1069.5
13.5
114.0
93
N
2
479290
742225
5
07/13/94
1070.5
9.7
113.8
93
N
2
479220
742350
5
07/13/94
1071.5
10.8
114.9
94
N
2
479275
742550
50
07/14/94
1063.5
10.2
118.9
91
N
4
478940
741470
507
07/14/94
1063.0
12.6
114.1
93
N
2
478775
741500
508
07/14/94
1063.5
11.1
114.8
94
N
2
478760
741640
509
07/14/94
1063.5
11.2
117.6
90
N
4
479075
741520
510
07/14/94
1064.5
14.2
111.2
91
N
2
478970
741600
5ll
07/14/94
1065.5
10.7
118.1
91
N
4
479000
741750
512
07/14/94
1065.5
15.9
112.6
92
N
2
478890
741700
513
07/14/94
1065.5
16.6
110.9
91
N
2
478860
741850
514
07/14/94
1065.0
14.9
115.4
94
N
2
479125
741650
515
07/14/94
1066.0
11.4
117.3
90
N
4
479115
741800
516
07/14/94
1059.0
10.7
119.5
92
N
4
478725
741225
517
07/14/94
1060.0
11.3
122.9
95
N
4
478790
741300
518
07/14/94
1055.0
9.9
122.4
94
N
4
478690
741180
519
07/14/94
1058.0
6.7
116.7
90
N
4
478600
741225
520
07/14/94
1058.0
10.5
116.3
91
N
5
478950
741150
521
07/14/94
1060.0
7.4
123.0
95
N
4
479050
741275
522
07/18/94
1102.0
14.5
102.9
88 **
N
9
480665
746450
523
07/18/94
1096.0
3.2
106.4
87 **
N
2
480450
745745
524
07/18/94
1093.0
6.6
110.0
90
N
2
480220
744970
525
07/18/94
1085.0
10.8
103.9
83 **
N
6
480035
744350
526
07/25/94
1054.0
9.6
111.4
96
N
8
478800
740950
527
07/25/94
1058.0
2.7
110.8
96
N
8
478850
741100
528
07/25/94
1058.0
4.8
110.9
96
N
8
478800
741200
529
07/25/94
1063.0
6.9
114.7
94
N
2
478700
741400
29AA
08/03/94
1105.0
11.0
100.5
91
N
7
480915
747475
08/03/94
1110.0
8.4
99.5
91
N
7
480925
747300
08/03/94
1109.0
8.2
108.6
93
N
8
480875
747150
S
08/03/94
1106.0
10.7
109.9
95
N
8
480850
747000
532
08/03/94
1106.0
5.5
106.3
92
N
8
480850
746625
533
08/03/94
1103.0
9.9
111.0
91
N
2
480625
746325
534
08/03/94
1102.0
5.4
115.2
94
N
2
480675
746475
535
08/03/94
1101.0
4.1
110.8
90
N
2
480620
746300
536
08/03/94
1102.0
3.1
112.6
92
N
2
480600
746200
TABLE I
RESULTS OF COMPACTION TESTS
:)b No: 225301SW.22 Name: MDC Vail Date: 5-30-95
"',W
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
1O.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
(%)
(PCF)
M*
337
08/03/94
1101.0
9.2
104.2
90
N
8
480550
746050
538
08/03/94
1099.0
10.0
102.1
88 **
N
8
480500
745925
539
08/03/94
1097.5
8.6
110.1
90
N
2
480450
745725
540
08/03/94
1096.0
5.3
105.8
91
N
8
480375
745525
541
08/03/94
1095.5
4.2
110.8
90
N
2
480325
745350
542
08/03/94
1094.5
5.0
111.3
91
N
2
480275
745730
543
08/03/94
1090.5
6.3
108.3
93
N
8
480225
745000
344
08/03/94
1090.0
6.1
108.9
94
N
8
480200
744850
.2AA
08/16/94
1102.0
13.0
107.0
92
N
8
480665
746450
D38AA
08/16/94
1099.0
13.1
105.0
91
N
8
480500
745925
545
08/19/94
1071.0
6.6
113.4
93
N
2
479325
742060
46
08/19/94
1070.5
9.4
114.1
93
N
2
479225
742125
i47
08/19/94
1071.5
10.3
113.5
93
N
2
479350
742175
548
08/19/94
1072.5
7.6
112.5
92
N
2
479250
742300
549
08/19/94
1073.0
11.2
114.9
92
N
2
479375
742325
550
08/19/94
1074.0
11.6
113.0
93
N
2
479325
742400
351
08/19/94
1075.5
13.2
106.2
92
N
8
479400
742450
552
08/19/94
1075.0
13.0
106.3
92
N
8
479360
742550
553
08/19/94
1076.5
11.9
110.8
91
N
2
479475
742600
354
08/19/94
1075.0
11.8
111.6
91
N
2
479375
742745
555
08/22/94
1055.0
6.9
115.2
92
N
2
478875
740825
5
08/22/94
1055.0
4.3
116.7
90
N
8
478625
740975
08/22/94
1053.0
4.5
110.0
95
N
2
478750
740900
0
08/22/94
1053.0
7.3
116.7
96
N
2
478875
740800
559
08/22/94
1057.0
4.2
118.6
91
N
4
478975
740975
560
08/22/94
1057.0
5.1
121.5
93
N
4
478800
741050
561
08/22/94
1057.5
4.7
113.2
93
N
2
478550
741050
562
08/22/94
1060.0
4.8
115.5
94
N
2
478440
741060
553
08/22/94
1059.0
4.2
113.5
93
N
2
478625
741125
564
08/22/94
1059.5
4.2
113.0
92
N
2
478860
741150
565
08/22/94
1059.5
4.1
110.1
90
N
2
479050
741100
566
08/22/94
1061.0
4.5
114.5
93
N
2
479075
741300
567
08/22/94
1061.0
4.2
115.3
94
N
2
478950
741225
568
08/22/94
1061.5
4.9
114.6
94
N
2
478800
741275
569
08/22/94
1061.0
3.5
114.1
93
N
2
478690
741225
570
08/22/94
1060.0
3.1
114.6
94
N
2
478600
741250
571
08/22/94
1061.0
5.6
113.6
95
N
2
478650
741350
572
08/22/94
1063.0
4.1
112.4
92
N
2
478750
741425
573
08/22/94
1063.0
2.3
112.1
92
N
2
478875
741350
574
08/22/94
1063.0
2.6
115.9
95
N
2
478975
741375
,575
08/22/94
1062.5
6.7
122.5
94
N
2
479100
741400
576
08/22/94
1064.0
6.4
126.9
98
N
4
479050
741500
577
08/22/94
1064.5
8.3
131.6
99
N
4
478900
741500
578
08/22/94
1063.0
5.3
112.8
92
N
8
478800
741475
579
08/22/94
1062.5
6.3
126.4
97
N
4
478700
741500
580
08/22/94
1063.0
6.6
119.2
92
N
4
478700
741625
581
08/22/94
1064.0
4.9
112.0
92
N
2
478800
741610
582
08/22/94
1064.0
3.1
113.7
93
N
2
478750
741725
08/22/94
1067.0
3.0
110.7
91
N
2
478675
741775
08/22/94
1065.0
6.8
113.6
93
N
2
478875
741690
08/22/94
1066.5
6.0
114.0
93
N
2
478950
741625
586
08/22/94
1065.5
7.4
115.7
95
N
2
479050
741625
587
08/22/94
1065.0
7.5
114.4
94
N
2
479150
741590
588
08/22/94
1066.0
4.7
113.4
93
N
2
479190
741725
589
08/22/94
1067.0
3.3
114.3
94
N
2
479100
741750
590
08/22/94
1066.0
4.2
113.6
93
N
2
478975
741775
TABLE I
RESULTS OF COMPACTION TESTS
-)b No: 225301SW.22 Name: MDC Vail Date: 5-30-95
"'?3w
10.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
(%)
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
337
08/03/94
1101.0
9.2
104.2
90
N
8
480550
746050
538
08/03/94
1099.0
10.0
102.1
88 **
N
8
480500
745925
539
08/03/94
1097.5
8.6
110.1
90
N
2
480450
745725
540
08/03/94
1096.0
5.3
105.8
91
N
8
480375
745525
541
08/03/94
1095.5
4.2
110.8
90
N
2
480325
745350
542
08/03/94
1094.5
5.0
111.3
91
N
2
480275
745730
543
08/03/94
1090.5
6.3
108.3
93
N
8
480225
745000
844
08/03/94
1090.0
6.1
108.9
94
N
8
480200
744850
.2AA
08/16/94
1102.0
13.0
107.0
92
N
8
480665
746450
:>38AA
08/16/94
1099.0
13.1
105.0
91
N
8
480500
745925
545
08/19/94
1071.0
6.6
113.4
93
N
2
479325
742060
'46
08/19/94
1070.5
9.4
114.1
93
N
2
479225
742125
347
08/19/94
1071.5
10.3
113.5
93
N
2
479350
742175
548
08/19/94
1072.5
7.6
112.5
92
N
2
479250
742300
549
08/19/94
1073.0
11.2
114.9
92
N
2
479375
742325
550
08/19/94
1074.0
11.6
113.0
93
N
2
479325
742400
551
08/19/94
1075.5
13.2
106.2
92
N
8
479400
742450
552
08/19/94
1075.0
13.0
106.3
92
N
8
479360
742550
553
08/19/94
1076.5
11.9
110.8
91
N
2
479475
742600
.554
08/19/94
1075.0
11.8
111.6
91
N
2
479375
742745
555
08/22/94
1055.0
6.9
115.2
92
N
2
478875
740825
5
08/22/94
1055.0
4.3
116.7
90
N
8
478625
740975
5
08/22/94
1053.0
4.5
110.0
95
N
2
478750
740900
5
08/22/94
1053.0
7.3
116.7
96
N
2
478875
740800
559
08/22/94
1057.0
4.2
118.6
91
N
4
478975
740975
560
08/22/94
1057.0
5.1
121.5
93
N
4
478800
741050
561
08/22/94
1057.5
4.7
113.2
93
N
2
478550
741050
562
08/22/94
1060.0
4.8
115.5
94
N
2
478440
741060
563
08/22/94
1059.0
4.2
113.5
93
N
2
478625
741125
564
08/22/94
1059.5
4.2
113.0
92
N
2
478860
741150
565
08/22/94
1059.5
4.1
110.1
90
N
2
479050
741100
566
08/22/94
1061.0
4.5
114.5
93
N
2
479075
741300
567
08/22/94
1061.0
4.2
115.3
94
N
2
478950
741225
-368
08/22/94
1061.5
4.9
114.6
94
N
2
478800
741275
569
08/22/94
1061.0
3.5
114.1
93
N
2
478690
741225
570
08/22/94
1060.0
3.1
114.6
94
N
2
478600
741250
571
08/22/94
1061.0
5.6
113.6
95
N
2
478650
741350
'572
08/22/94
1063.0
4.1
112.4
92
N
2
478750
741425
573
08/22/94
1063.0
2.3
112.1
92
N
2
478875
741350
574
08/22/94
1063.0
2.6
115.9
95
N
2
478975
741375
575
08/22/94
1062.5
6.7
122.5
94
N
2
479100
741400
576
08/22/94
1064.0
6.4
126.9
98
N
4
479050
741500
577
08/22/94
1064.5
8.3
131.6
99
N
4
478900
741500
578
08/22/94
1063.0
5.3
112.8
92
N
8
478800
741475
579
08/22/94
1062.5
6.3
126.4
97
N
4
478700
741500
580
08/22/94
1063.0
6.6
119.2
92
N
4
478700
741625
581
08/22/94
1064.0
4.9
112.0
92
N
2
478800
741610
582
08/22/94
1064.0
3.1
113.7
93
N
2
478750
741725
5
08/22/94
1067.0
3.0
110.7
91
N
2
478675
741775
5
08/22/94
1065.0
6.8
113.6
93
N
2
478875
741690
585
08/22/94
1066.5
6.0
114.0
93
N
2
478950
741625
586
08/22/94
1065.5
7.4
115.7
95
N
2
479050
741625
587
08/22/94
1065.0
7.5
114.4
94
N
2
479150
741590
588
08/22/94
1066.0
4.7
113.4
93
N
2
479190
741725
589
08/22/94
1067.0
3.3
114.3
94
N
2
479100
741750
590
08/22/94
1066.0
4.2
113.6
93
N
2
478975
741775
TABLE I
RESULTS OF COMPACTION TESTS
:)b No: 225301SW.22 Name: MDC Vail Date: 5-30-95
MEJW
10.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
591
08/22/94
1065.0
6.5
117.9
91
N
1
478825
741825
592
08/22/94
1065.0
5.4
120.9
93
N
1
478775
741925
593
08/23/94
1068.0
5.3
114.4
94
N
2
479200
741950
594
08/23/94
1069.5
4.4
115.8
95
N
2
479250
741975
595
08/23/94
1069.0
3.8
107.6
98
N
8
479175
741765
596
08/23/94
1069.0
2.9
121.6
94
N
4
479140
742050
597
08/23/94
1068.5
4.1
116.2
91
N
5
479100
741825
598
08/23/94
1067.0
6.2
117.9
91
N
4
479075
741850
i99
08/23/94
1067.5
3.9
114.5
94
N
2
479050
741950
600
08/23/94
1066.0
7.0
114.0
93
N
2
478925
741900
601
08/23/94
1067.5
5.6
113.3
93
N
2
479000
742050
"02
08/23/94
1066.5
2.5
113.3
93
N
2
478875
742100
iO3
.08/23/94
1066.0
6.9
118.8
92
N
4
478875
741975
604
08/23/94
1068.0
7.1
112.9
92
N
2
479050
742160
605
08/23/94
1067.5
5.1
117.4
91
N
2
478925
742200
606
08/23/94
1069.0
7.9
108.8
89 **
N
2
479000
742225
607
08/23/94
1067.0
12.9
104.6
86 **
N
2
479075
742290
608
08/23/94
1068.5
6.4
118.4
91
N
4
478950
742325
609
08/23/94
1065.0
7.2
108.9
89 **
N
2
479025
742375
33AA
03/01/94
1051.0
10.6
115.9
91
N
5
478790
740855
354
06/13/94
1055.0
16.2
106.6
91
N
8
478725
741000
a27
06/24/94
1094.0
10.9
110.1
90
N
2
480000
745025
08/12/94
1096.0
10.5
109.8
90
N
2
480450
745745
-2
08/12/94
1085.0
9.8
113.9
91
N
6
480035
744350
606AA
09/08/94
1069.0
12.2
111.1
91
N
2
479000
742225
'09AA
09/08/94
1065.0
10.9
110.9
91
N
2
479025
742375
610
09/08/94
1107.0
8.9
109.9
90
N
2
480225
746825
611
09/08/94
1106.0
10.2
112.0
91
N
2
480770
746925
612
09/08/94
1106.0
11.0
111.9
91
N
2
480630
746980
613
09/08/94
1107.0
5.8
114.9
94
N
2
480725
746800
614
09/08/94
1107.0
5.6
115.7
91
N
2
480250
746850
615
09/08/94
1105.0
4.6
113.0
92
N
2
480625
746700
616
09/08/94
1106.0
4.5
110.0
90
N
2
480780
746950
617
09/08/94
1109.0
3.7
120.8
93
N
4
480700
746975
618
09/08/94
1106.0
4.1
119.9
92
N
4
480650
747000
619
09/08/94
1108.0
2.9
120.2
92
N
4
480825
747000
620
09/08/94
1108.0
4.4
116.1
91
N
5
480775
747050
621
09/08/94
1109.0
4.5
117.2
90
N
4
480800
747025
622
09/08/94
1110.0
3.4
119.9
92
N
4
480875
747150
623
09/08/94
1109.0
4.5
118.7
92
N
4
480825
747125
624
09/08/94
1110.0
3.1
110.9
91
N
2
480875
747225
625
09/08/94
1111.0
3.6
113.2
93
N
2
480890
747275
626
09/09/94
1107.0
3.6
113.2
93
N
2
480760
746825
627
09/08/94
1106.0
4.1
118.3
91
N
4
480680
746875
628
09/19/94
1086.0
10.6
116.9
90
N
4
479600
744825
629
09/19/94
1086.0
8.3
119.6
92
N
4
479600
744900
630
09/19/94
1087.0
15.9
106.1
91
N
8
479660
744890
631
09/19/94
1087.0
15.5
104.1
90
N
8
479625
744900
6
09/19/94
1087.0
11.9
116.7
91
N
5
479525
744875
09/19/94
1087.0
9.9
117.7
90
N
4
479725
744750
6
09/19/94
1089.0
11.5
113.5
93
N
2
479750
744850
635
09/19/94
1089.0
12.8
117.3
90
N
4
479825
744800
636
09/19/94
1088.0
9.9
110.6
90
N
2
479825
744950
637
09/19/94
1088.0
10.4
107.2
92
N
8
479875
744850
638
09/19/94
1090.0
11.1
110.8
95
N
8
479860
744775
639
09/19/84
1090.0
12.5
109.3
94
N
8
479925
744675
TABLE I
RESULTS OF COMPACTION TESTS
ob_No: 225301SW.22 Name: MDC Vail Date: 5-30-95
-Esqv
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
M
(PCF)
M*
640
09/19/94
1090.0
9.5
121.3
93
N
4
480025
744675
641
09/19/94
1091.0
9.1
122.7
94
N
4
479925
744700
642
09/19/94
1092.0
10.8
113.3
91
N
10
480075
744750
643
09/19/94
1091.0
10.3
109.2
91
N
11
480050
744840
644
09/20/94
1091.0
5.5
107.8
92
N
9
479900
744815
645
09/20/94
1092.0
0.8
111.5
95
N
9
479850
745025
646
09/20/94
1092.0
2.1
109.1
94
N
8
479875
744975
647
09/20/94
1094.0
1.2
116.9
90
N
4
479980
794925
648
09/20/94
1094.0
4.8
109.1
94
N
8
480050
794900
649
09/20/94
1088.0
13.2
116.9
90
N
4
479975
794475
650
09/20/94
1088.0
5.2
102.4
92
N
7
479875
744550
1,51
09/20/94
1089.0
8.8
106.3
92
N
8
479940
744575
552
09/20/94
1090.0
9.4
106.1
91
N
8
478200
741550
653
09/22/94
1062.0
6.0
117.2
90
N
4
478275
741400
654
09/22/94
1061.0
7.1
109.1
94
N
8
478160
741450
655
09/22/94
1060.0
4.3
118.1
91
N
4
478175
741550
656
09/22/94
1060.0
4.2
115.2
94
N
2
478200
741350
657
09/22/94
1061.0
5.8
113.0
92
N
2
478250
741300
658
09/22/94
1062.0
5.4
110.2
90
N
2
478350
741450
659
09/22/94
1060.0
5.5
110.9
90
N
2
478375
741350
660
09/22/94
1061.0
5.8
108.0
93
N
8
478325
741225
609/22/94
1062.0
6.4
120.6
92
N
4
478390
741300
09/22/94
1062.0
5.8
118.1
91
N
4
478450
741225
660
09/22/94
1062.0
10.1
112.7
92
N
2
478425
741220
664
10/05/94
1089.0
11.8
114.6
92
N
10
479850
744525
665
10/05/94
1089.0
11.1
110.1
90
N
11
479825
744390
666
10/05/94
1089.0
14.7
111.8
91
N
11
479800
744500
667
10/05/94
1089.0
11.3
110.8
93
N
11
479950
744590
668
10/05/94
1089.0
11.1
111.9
93
N
11
479690
744650
669
10/05/94
1089.0
11.7
112.9
94
N
11
479725
744200
670
10/05/94
1089.0
12.7
109.0
91
N
11
479750
744810
671
10/05/94
1089.0
12.4
107.7
90
N
11
479675
744900
672
10/05/94
1089.0
12.1
107.4
90
N
11
479675
745025
673
10/05/94
1088.0
11.3
107.8
90
N
11
479590
744975
674
10/05/94
1089.0
16.4
110.4
92
N
11
479700
745000
675
10/05/94
1091.0
12.3
104.1
90
N
8
479825
745600
676
10/05/94
1093.0
11.7
104.6
90
N
8
479960
744950
677
10/05/94
1094.0
12.0
105.8
91
N
8
479990
745025
678
10/05/94
1087.0
12.9
105.4
92
N
8
479900
744175
679
10/05/94
1085.0
12.1
107.0
92
N
8
479850
744100
680
10/05/94
1086.0
12.9
106.3
91
N
8
479750
744250
681
10/05/94
1084.0
15.6
107.9
93
N
8
479700
744100
682
10/05/94
1087.0
15.8
104.7
90
N
8
479750
744400
683
10/05/94
1085.0
14.6
108.5
94
N
8
479750
744400
684
10/06/94
1084.0
11.4
108.3
93
N
8
479450
744675
685
10/06/94
1085.0
10.7
112.4
92
N
2
479425
744750
686
10/06/94
1086.0
11.3
118.4
91
N
4
479450
744775
687
3_0/06/94.
1082.0
10.9
119.5
92
N
4
479450
744600
6*
10/06/94
1081.0
11.2
114.1
93
N
8
479400
744550
6
10/06/94
1082.0
9.0
117.5
90
N
4
479525
744500
6
10/06/94
1083.0
15.3
109.3
91
N
11
479425
744550
691
10/06/94
1091.0
6.5
108.8
94
N
8
479900
744500
592
10/06/94
1063.0
6.5
108.7
94
N
8
479450
744150
607AA
10/06/94
1067.0
5.0
116.9
90
N
4
479075
742290
693
10/06/94
1093.0
8.7
114.9
92
N
10
480075
744650
694
10/06/94
1094.0
8.8
114.8
92
N
10
480100
744700
TABLE I
RESULTS OF COMPACTION TESTS
,ob_No: 225301SW.22 Name: MDC Vail Date: 5-30-95
"'F9w
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
695
10/06/94
1094.0
8.6
116.3
90
N
19
480075
744800
696
10/06/94
1093.0
9.1
110.3
90
N
2
480000
744800
697
10/06/94
1092.0
9.1
116.6
90
N
4
479950
744825
698
10/06/94
1092.0
11.1
112.0
91
N
2
479900
744925
699
10/06/94
1092.0
3.6
116.9
90
N
19
479825
745000
700
10/06/94
1091.0
12.3
112.6
92
N
2
479925
745075
701
10/06/94
1091.0
10.3
111.8
91
N
2
479800
745025
702
10/06/94
1094.0
2.6
121.9
94
N
4
480000
744925
703
10/06/94
1094.0
3.6
118.6
91
N
4
480050
745000
704
10/06/94
1095.0
4.4
121.1
93
N
4
480100
744875
705
10/06/94
1090.0
8.4
117.0
94
N
10
480000
744475
706
10/06/94
1090.0
9.8
125.5
97
N
4
480000
744400
/07
10/06/94
1089.0
13.0
108.3
93
N
8
480000
744325
708
10/06/94
1089.0
12.7
108.8
94
N
8
479925
744450
709
10/06/94
1088.0
9.6
116.8
95
N
2
479910
744350
710
10/06/94
1086.0
13.7
106.1
91
N
8
479825
744275
711
10/06/94
1086.0
13.4
112.1
92
N
2
479906
744206
712
10/12/94
1083.0
3.7
102.4
88
N
8
479476
744625
713
10/12/94
1084.0
4.4
118.0
91
N
4
479550
744575
714
10/12/94
1084.0
6.2
112.0
91
N
2
479500
744500
715
10/12/94
1084.0
5.0
116.9
90
N
4
479675
744425
7
10/25/94
1107.0
9.2
109.8
94
N
9
480450
747500
7
10/25/94
1108.0
9.7
108.1
92
N
9
480410
747550
70
10/25/94
1108.0
9.0
105.5
90
N
9
480500
747550
719
10/25/94
1108.0
7.0
109.4
90
N
2
480450
747500
720
10/25/94
1107.0
6.7
109.0
91
N
9
480475
747425
'721
10/25/94
1109.0
6.4
112.2
90
N
10
480450
747500
722
10/25/94
1104.0
8.0
106.7
91
N
9
480430
747325
723
10/25/94
1105.0
6.6
116.7
94
N
10
480425
747425
724
10/25/94
1107.0
9.6
115.6
93
N
10
480400
747475
725
10/25/94
1107.0
7.0
116.6
93
N
10
480350
747525
726
10/25/94
1105.0
7.5
113.5
91
N
10
480375
747400
727
10/25/94
1104.0
7.5
112.5
90
N
10
480375
747350
728
10/25/94
1104.0
7.8
105.7
91
N
8
480430
747300
729
10/25/94
1103.0
11.0
107.7
90
N
14
480425
747325
730
10/25/94
1102.0
5.3
107.2
90
N
14
480325
747300
731
10/25/94
1107.0
9.5
110.2
90
N
2
480550
747530
732
10/25/94
1108.0
8.3
108.7
91
N
11
480750
747150
733
10/25/94
1107.0
8.1
115.7
93
N
10
480700
747175
'734
10/25/94
1106.0
6.7
118.3
95
N
10
480650
747100
735
10/25/94
1105.0
9.9
115.3
98
N
10
480550
747125
736
10/25/94
1105.0
7.4
113.4
91
N
10
480575
747125
737
10/25/94
1104.0
4.9
122.4
95
N
19
480550
747850
738
10/25/94
1104.0
4.7
120.5
93
N
19
480275
747475
739
10/25/94
1101.0
5.8
111.7
90
N
10
480225
747310
740
10/25/94
1102.0
5.1
113.0
91
N
10
480250
747450
741
10/25/94
1103.0
6.1
109.8
90
N
2
480325
747375
742
10/25/94
1104.0
9.6
105.2
90
N
9
480300
747475
7
10/25/94
1105.0
7.5
114.8
92
N
10
480350
747475
10/25/94
1105.0
4.7
117.0
94
N
10
480300
747525
74
10/25/94
1108.0
2.9
114.8
92
N
10
480300
747600
746
10/26/94
1100.0
4.2
114.0
91
N
10
480300
747650
747
10/26/94
1099.0
4.8
113.5
91
N
10
480200
746900
748
10/26/94
1099.0
4.3
122.1
95
N
5
480200
747140
749
10/26/94
1098.0
9.0
109.9
90
N
2
480175
746900
750
10/26/94
1098.0
4.7
105.7
91
N
1
480250
746825
TABLE I
RESULTS OF COMPACTION TESTS
ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
,PLW
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
M
(PCF)
M*
751
10/26/94
1097.0
10.3
119.3
93
N
5
480150
746925
752
10/26/94
1099.0
4.0
110.8
91
N
2
480205
746950
753
10/26/94
1099.0
3.7
116.0
91
N
5
480250
747050
754
10/26/94
1100.0
4.2
116.4
91
N
5
480274
747125
'755
10/26/94
1101.0
5.4
115.1
90
N
5
480300
747175
756
10/28/94
1096.0
14.3
105.2
91
N
8
480100
746550
757
10/28/94
1095.0
2.4
110.1
92
N
11
480175
746450
758
10/28/94
1095.0
14.4
108.8
91
N
11
480050
746350
759
10/28/94
1095.0
12.3
111.5
93
N
11
480075
746250
160
10/28/94
1094.0
7.8
111.3
93
N
11
480000
746125
761
10/28/94
1102.0
6.8
106.7
92
N
8
480225
747400
762
10/28/94
1103.0
6.8
105.7
91
N
8
480250
747450
763
10/28/94
1104.0
4.1
113.9
91
N
10
480275
747465
764
10/28/94
1102.0
8.3
107.6
93
N
8
480350
747250
765
10/28/94
1103.0
5.3
111.5
93
N
11
480325
747050
766
10/28/94
1101.0
6.8
112.3
90
N
20
480350
747000
767
10/28/94
1103.0
7.9
119.3
92
N
19
480300
747125
768
10/28/94
1102.0
7.8
116.6
94
N
10
480400
746950
769
10/28/94
1101.0
10.6
107.6
90
N
14
480325
746925
770
10/28/94
1101.0
10.3
111.1
93
N
14
480275
746900
771
10/28/94
1102.0
11.9
120.7
95
N
19
480375
746875
7
10/28/94
1103.0
12.2
114.6
92
N
10
480450
746875
10/28/94
1103.0
12.1
115.3
93
N
10
480475
746950
10/28/94
1100.0
10.5
117.2
91
N
19
480550
747050
775
10/28/94
1103.0
6.6
113.9
91
N
10
480475
747125
776
11/02/94
1103.0
6.6
106.0
90
N
9
480425
747500
777
11/02/94
1103.0
5.6
107.2
92
N
9
480500
476875
778
11/02/94
1104.0
12.9
111.5
91
N
2
480550
746950
779
11/02/94
1061.0
13.2
109.2
91
N
14
478400
741200
780
11/02/94
1061.0
4.8
101.6
92
N
7
478800
741200
781
11/02/94
1065.0
6.9
111.8
90
N
10
478800
742000
782
11/02/94
1078.0
17.1
86.0
78 **
N
7
479150
743325
783
11/02/94
1080.0
12.3
82.8
75 **
N
7
479775
743425
784
11/02/94
1080.0
10.9
85.5
78 **
N
7
479800
743525
785
11/02/94
1080.0
11.2
87.5
78 **
N
7
479675
743700
786
11/02/94
1086.0
8.6
111.3
91
N
2
480025
744300
787
11/02/94
1090.0
10.8
98.6
89 **
N
7
480075
744425
788
11/02/94
1091.0
16.3
109.9
90
N
2
480100
744530
'789
11/02/94
1091.0
14.0
110.0
90
N
2
480150
744725
790
11/02/94
1107.0
10.7
107.2
92
N
8
480265
747675
191
11/02/94
1106.0
12.5
110.8
91
N
2
480300
747800
32AA
12/05/94
1078.0
7.8
105.0
91
N
8
479150
743325
783AA
12/05/94
1080.0
6.8
111.9
91
N
2
479775
743425
'94AA
12/05/94
1080.0
5.3
114.9
92
N
10
479800
743525
35AA
12/05/94
1080.0
5.1
114.1
92
N
10
479675
743700
,87AA
12/05/94
1090.0
8.6
111.3
91
N
2
480075
744425
792
11/03/94
1108.0
9.7
109.8
92
N
11
480290
747800
793
11/03/94
1110.0
9.3
113.8
91
N
10
480350
747700
7"
11/03/94
1113.0
6.2
120.7
93
N
19
479350
747825
11/03/94
1113.0
9.6
111.4
91
N
2
480410
747750
7
11/03/94
1113.0
10.8
111.0
93
N
14
480425
747850
'797
11/03/94
1114.0
4.5
121.7
94
N
19
480460
747750
12AA
10/13/94
1083.0
14.7
106.0
91
N
8
479475
744625
798
11/03/94
1097.0
5.9
112.0
92
N
2
480350
746800
799
11/03/94
1098.0
8.3
109.9
90
N
2
480175
746825
300
11/03/94
1096.0
8.9
110.0
92
N
11
480120
746750
TABLE I
RESULTS OF COMPACTION TESTS
ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
Taw
10.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
401
11/09/94
1103.0
6.2
118.6
91
N
4
480425
746800
802
11/09/94
1099.0
5.6
118.7
91
N
4
480250
746825
803
11/09/94
1101.0
3.7
109.8
92
N
11
480325
746790
804
11/09/94
1102.0
3.6
117.3
90
N
4
480425
746775
305
11/09/94
1101.0
3.9
113.8
91
N
6
480275
746700
306
11/09/94
1099.0
4.7
111.3
91
N
2
480275
746725
807
11/09/94
1099.0
4.4
114.3
93
N
2
480200
746750
308
11/09/94
1097.0
6.4
113.7
93
N
2
480150
746650
309
11/09/94
1098.0
6.6
111.6
91
N
2
480275
746675
810
11/09/94
1099.0
6.1
117.1
92
N
5
480300
746625
811
11/09/94
1101.0
7.4
112.3
92
N
2
480375
746625
112
11/09/94
1102.0
3.9
113.8
93
N
2
480475
746775
313
11/09/94
1097.0
4.1
111.6
91
N
2
480175
746575
814
11/09/94
1098.0
6.1
109.5
90
N
2
480250
746550
815
11/09/94
1100.0
11.1
107.1
90
N
11
480350
746550
316
11/10/94
1101.0
5.9
109.1
92
N
11
480450
746450
317
11/10/94
1099.0
9.8
118.7
92
N
19
480350
746390
818
11/10/94
1093.0
10.2
108.3
90
N
11
479980
745890
319
11/10/94
1093.0
8.6
107.7
90
N
11
480000
745950
320
11/10/94
1094.0
7.0
114.9
92
N
10
480075
745025
321
11/10/94
1094.0
6.1
111.4
91
N
2
480075
745025
11/10/94
1095.0
7.1
110.8
90
N
2
480100
745100
11/10/94
1095.0
6.4
103.5
90
N
1
480150
745025
11/10/94
1096.0
14.3
109.5
92
N
11
480150
746125
825
11/10/94
1097.0
13.2
110.2
93
N
11
480200
745175
926
12/05/94
1096.0
5.4
116.2
90
N
19
480150
746275
327
12/05/94
1097.0
8.3
109.9
92
N
11
480200
746275
828
12/05/94
1085.0
5.9
109.1
91
N
11
480275
746335
829
12/05/94
1084.0
9.8
118.7
92
N
19
479075
744425
330
12/05/94
1084.0
5.4
116.2
90
N
19
479600
744400
331
12/05/94
1083.0
8.3
109.9
92
N
11
479600
744175
832
12/05/94
1082.0
8.9
110.0
92
N
11
479550
744125
833
12/05/94
1083.0
10.9
104.0
90
N
8
479850
743650
334
12/05/94
1083.0
9.1
112.1
90
N
10
479700
743775
335
12/05/94
1080.0
8.4
119.9
93
N
19
479550
743825
836
12/05/94
1083.0
7.4
118.8
92
N
19
479800
743750
337
12/05/94
1081.0
7.3
117.4
91
N
19
479650
743750
338
12/05/94
1080.0
6.0
114.3
92
N
10
479575
743225
839
12/05/94
1081.0
7.3
109.1
91
N
11
479657
743700
840
12/05/94
1080.0
4.8
114.3
92
N
10
479650
743625
.341
12/05/94
1081.0
7.8
112.5
90
N
10
479750
743500
342
12/05/94
1079.0
8.9
117.8
92
N
5
479625
743500
843
12/05/94
1079.0
5.7
113.4
91
N
10
479525
743600
444
12/05/94
1078.0
12.9
115.7
93
N
10
479475
743675
345
12/05/94
1076.0
12.4
116.0
93
N
10
479400
743615
346
12/05/94
1078.0
5.9
130.9
90
N
8
479425
743775
847
12/05/94
1077.0
4.7
114.6
93
N
10
479400
743750
348
12/05/94
1076.0
5.0
118.0
92
N
5
479400
743675
12/05/94
1075.0
5.1
113.5
91
N
10
479300
743600
12/05/94
1083.0
4.8
114.2
92
N
10
479400
744475
8
12/05/94
1078.0
4.5
119.1
92
N
19
479275
744325
352
12/05/94
1076.0
4.8
118.6
92
N
19
479225
744100
353
12/05/94
1076.0
6.7
120.6
93
N
19
479400
744590
854
12/05/94
1075.0
7.0
117.6
91
N
19
479400
744675
355
12/05/94
1076.0
6.4
119.7
93
N
93
479190
744200
356
12/05/94
1074.0
5.6
114.7
93
N
10
479100
743950
TABLE I'
RESULTS OF COMPACTION TESTS
Ob No: 225301SW.22 Name: MDC Vail Date: 5-30-95
TEW
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
($)*
SOIL
TYPE
NCORD
ECORD
857
12/05/94
1075.0
6.4
114.8
93
N
10
479175
743850
358
12/05/94
1073.0
3.8
127.5
99
N
19
479075
743775
859
12/05/94
1073.0
4.1
119.4
92
N
19
479100
742700
860
12/05/94
1072.0
6.7
122.7
95
N
19
479000
743675
861
12/05/94
1071.0
7.0
117.6
91
N
19
479000
743575
362
12/05/94
1074.0
9.1
112.6
90
N
10
479200
743650
863
12/05/94
1072.0
9.2
110.3
90
N
2
479105
743525
864
12/05/94
1074.0
9.3
109.9
90
N
2
479225
743525
365
12/05/94
1075.0
6.3
121.0
94
N
19
479350
743500
366
12/05/94
1070.0
7.2
111.7
90
N
10
478925
743475
867
12/05/94
1071.0
7.5
108.4
90
N
11
478965
743600
468
12/05/94
1074.0
5.8
118.7
91
N
4
479075
743880
369
12/05/94
1069.0
6.4
116.2
91
N
5
478895
743400
870
12/05/94
1077.0
8.9
110.0
90
N
2
479245
744300
871
12/05/94
1078.0
4.4
114.9
94
N
2
479305
744450
372
12/05/94
1081.0
2.2
117.5
90
N
4
479365
744600
373
12/05/94
1095.0
13.9
109.7
90
N
2
480175
746850
874
12/05/94
1095.0
13.5
110.4
90
N
2
480175
746875
975
12/05/94
1091.0
10.6
105.0
90
N
8
480025
746025
376
12/07/94
1091.0
10.2
105.0
91
N
8
480025
745700
877
12/07/94
1084.0
7.6
117.3
90
N
19
479500
744700
878
12/07/94
1083.0
8.1
166.9
90
N
19
479525
744750
30
12/07/94
1079.0
3.1
116.7
91
N
5
479600
743200
3
12/07/94
1080.0
4.3
118.7
93
N
5
479650
743300
881
12/07/94
1079.0
4.3
115.5
90
N
5
479500
743400
882
12/07/94
1079.0
5.1
117.1
90
N
10
479450
743275
383
12/07/94
1078.0
4.8
117.2
92
N
5
479375
743190
384
12/07/94
1079.0
5.0
115.7
91
N
5
479375
743275
885
12/07/94
1077.0
5.5
119.4
93
N
5
479450
743375
386
12/19/94
1078.0
7.1
115.2
90
N
5
479525
743500
387
12/19/94
1077.0
6.0
108.6
91
N
11
479425
743475
888
12/19/94
1077.0
4.6
109.8
90
N
2
479375
743325
889
12/19/94
1076.0
6.4
117.7
92
N
5
479300
743250
390
12/19/94
1075.0
3.4
117.4
92
N
5
479525
743400
691
12/19/94
1075.0
2.5
117.2
92
N
5
479225
743350
892
12/19/94
1075.0
4.2
111.9
94
N
11
479250
743445
493
12/19/94
1073.0
3.7
111.0
93
N
11
479125
743350
394
12/19/94
1073.0
7.3
115.7
95
N
2
479125
743475
395
12/20/94
1073.0
7.5
110.9
91
N
2
479075
743400
896
12/20/94
1071.0
7.7
116.5
91
N
5
478975
743350
397
12/20/94
1071.0
7.6
118.8
93
N
5
479000
743450
398
12/20/94
1087.0
3.6
117.5
91
N
19
479560
745075
899
12/20/94
1088.0
4.6
115.7
91
N
5
479685
745375
900
12/20/94
1077.0
8.2
103.0
93
N
7
479600
742925
)01
12/20/94
1075.0
10.4
101.7
92
N
7
479550
742750
)02
12/20/94
1074.0
4.9
104.5
90
N
8
479450
742400
903
12/20/94
1075.0
3.7
99.9
90
N
7
479445
742405
)04
12/20/94
1072.0
4.8
99.1
90
N
7
479400
743775
)0
12/20/94
1070.0
8.7
116.0
91
N
5
478900
743150
9
12/20/94
1071.0
8.2
118.6
93
N
5
478975
743150
960
12/20/91
1073.0
10.7
112.8
90
N
10
479075
743125
)08
12/20/94
1068.0
6.4
113.6
91
N
10
478800
743075
309
12/20/94
1068.0
9.5
112.9
90
N
10
478760
743100
910
12/20/94
1069.0
9.0
105.5
90
N
13
478850
743025
911
12/20/94
1070.0
9.5
120.5
93
N
4
478900
743075
)12
12/20/94
1070.0
1.6
116.5
90
N
4
479025
743000
TABLE I
RESULTS OF COMPACTION TESTS
:)b No: 225301SW.22 Name: MDC Vail Date: 5-30-95
ThW
10.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
NCORD
ECORD
913
12/20/94
1071.0
7.7
107.5
90
N
11
479000
743150
314
12/20/94
1071.0
7.7
117.1
90
N
4
479025
742950
915
12/20/94
1073.0
7.8
115.5
94
N
2
479125
743050
916
12/28/94
1072.0
7.5
115.1
94
N
2
479100
742250
317
12/28/94
1073.0
8.6
111.3
91
N
2
479175
742250
318
12/28/94
1074.0
9.4
111.9
90
N
10
479225
743050
919
12/28/94
1075.0
6.8
112.0
90
N
10
479275
743075
920
12/28/94
1075.0
14.2
112.2
90
N
10
479550
742950
321
12/28/94
1075.0
11.7
112.5
90
N
10
479300
742900
322
12/28/94
1076.0
11.6
116.9
94
N
10
479350
743025
923
12/28/94
1077.0
11.7
117.0
94
N
10
479425
743000
)24
12/28/94
1076.0
8.2
117.9
93
N
5
479425
742875
325
12/28/94
1076.0
13.0
106.0
92
N
1
479450
742800
926
12/28/94
1077.0
10.1
117.1
92
N
5
479475
742925
927
12/28/94
1079.0
9.6
116.8
92
N
5
479550
742950
328
12/28/94
1078.0
10.0
118.2
93
N
5
479525
742850
329
12/28/94
1084.0
7.4
124.6
96
N
4
479700
744025
930
12/28/94
1085.0
7.1
118.9
92
N
4
479825
744025
931
12/28/94
1083.0
4.3
116.5
90
N
4
479725
743925
332
12/28/94
1082.0
9.5
114.2
92
N
10
479600
743950
933
12/28/94
1083.0
4.9
109.3
91
N
11
479775
743825
9 4
12/28/94
1082.0
9.5
114.3
92
N
10
479650
743800
12/28/94
1084.0
10.1
108.5
91
N
11
479250
743900
3
03/28/95
1073.0
10.8
118.8
92
N
19
479230
742425
937
03/28/95
1073.0
7.0
124.9
97
N
19
479280
742600
038
03/28/95
1073.0
8.0
116.9
90
N
19
479260
742800
39
03/28/95
1072.0
11.4
117.1
90
N
19
479200
742620
,40
03/29/95
1070.0
11.6
111.0
86 **
N
19
479320
742135
941
03/29/95
1068.0
7.8
112.6
88 **
N
19
479340
742050
42
03/29/95
1064.0
10.2
114.7
89 **
N
19
479210
742950
43
03/29/95
1071.0
10.1
118.2
91
N
19
479120
742370
944
03/29/95
1071.0
11.2
119.0
92
N
19
479120
742590
945
03/29/95
1071.0
10.4
120.2
93
N
19
479100
742800
46
03/30/95
1063.0
6.7
116.9
90
N
19
478510
742330
47
03/30/95
1065.0
8.8
118.8
92
N
19
478600
742540
948
03/30/95
1067.0
10.0
120.0
93
N
19
478700
742800
"49
03/30/95
1065.0
12.4
107.4
90
N
11
478650
742400
50
03/30/95
1067.0
11.9
108.8
91
N
11
478740
742600
551
03/30/95
1067.0
13.0
109.8
92
N
11
478850
742800
952
03/30/95
1069.0
10.9
107.7
90
N
11
478950
742900
53
03/30/95
1068.0
7.4
115.8
90
N
19
478850
742600
34
03/30/95
1067.0
8.0
116.4
90
N
19
478800
742400
955
03/30/95
1067.0
8.2
117.2
91
N
19
478800
742690
040AA
04/03/95
1070.0
7.7
118.0
91
N
19
479370
742135
31AA
04/03/95
1068.0
7.5
118.5
92
N
19
479340
742050
.42AA
04/03/95
1064.0
8.1
117.8
91
N
19
479210
741950
956
04/03/95
1075.0
11.1
112.2
90
N
20
479510
742650
37
04/03/95
1071.0
10.5
108.2
90
N
14
479430
742350
>
04/03/95
1066.0
8.7
118.2
91
N
19
479290
741850
9
04/03/95
1065.0
8.3
118.2
91
N
19
479265
741710
96
04/04/95
1067.0
7.9
117.9
91
N
19
478750
743000
it
04/04/95
1066.0
8.1
117.4
91
N
19
478700
742680
52
04/04/95
1069.0
7.2
118.0
91
N
19
478925
742700
963
04/05/95
1066.0
9.9
108.0
90
N
11
478700
742500
^54
04/05/95
1067.0
11.1
110.4
92
N
11
478800
742500
55
04/05/95
1069.0
12.2
111.0
93
N
11
478910
742600
TABLE I
•
•
RESULTS
OF COMPACTION
TESTS
o�No:
225301SW.22
Name: MDC
Vail
Date: 5-30-95
i'
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
NCORD
ECORD
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
(%)
(PCF)
(%)*
66
04/05/95
1068.0
10.6
109.6
90
N
11
478900
742800
67
04/05/95
1069.0
10.8
108.7
91
N
11
479000
742800
968
04/05/95
1071.0
11.7
110.2
92
N
11
479100
742700
A96
04/05/95
1069.0
8.6
121.4
94
N
19
479000
742700
70
04/05/95
1071.0
8.7
118.8
92
N
19
479100
742500
_71
04/05/95
1068.0
9.0
122.0
94
N
19
478900
742400
972
04/05/95
1069.0
7.6
117.6
91
N
19
478940
742480
EE PLAN
FOR TEST
LOCATIONS
oC-Sand
Cone ASTM
D1556-64;
DC -Drive
Cylinder
ASTM
D2937-71;
N -Nuclear
ASTM
3017; NG
-Natural
Ground + 85%
= Passing
Test;
RR -Removed
& Replaced, no
retest;
G -Finish
Grade;
FS -Finish
Slope..
*-TEST
FAILED, SEE
RETEST
•
•
TABLE II
RESULTS OF COMPACTION TESTS
:),�,No: 225301IM.22 Name: Channel Improvements Date: 05-30-95
"E3i
Y0.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
STATION
1+2
OFF
SET
TEST
LOCATION
1
04/15/94
1028.0
10.8
122.3
94
N
2
010+00
10
JS/D
2
04/15/94
1031.0
10.2
113.4
91
N
6
010+12
-10
JS/D
3
04/15/94
1034.0
11.2
114.3
92
N
6
010+15
0
JS/D
4
04/15/94
1027.0
12.2
113.0
91
N
6
010+17
10
JS/B
5
04/15/94
1030.0
10.6
113.9
91
N
6
010+25
-10
JS/B
6
04/15/94
1033.0
11.0
114.2
91
N
6
010+32
0
JS/B
7
04/06/94
1034.0
8.9
124.6
96
N
2
010+20
-5
SLP/D
8
04/07/94
1030.0
6.3
120.4
93
N
2
010+28
10
SLP/B
9
04/19/94
1027.0
14.5
113.8
93
N
2
009+60
10
JS/E
10
04/19/94
1031.0
11.0
121.3
93
N
4
009+70
-10
JS/E
11
04/19/94
1035.0
10.2
121.5
93
N
4
009+75
0
JS/E
12
04/20/94
1049.0
15.2
106.7
92
N
1
013+08
0
SG/K
13
04/20/94
1049.0
15.5
111.7
97
N
1
012+75
0
SG/K
14
04/20/94
1051.0
12.9
104.2
90
N
1
012+90
0
SG/K
15
04/20/94
1053.0
11.2
105.8
92
N
1
013+00
0
SG/K
16
04/20/94
1055.0
10.6
112.4
92
N
2
013+15
0
SG/K
17
04/20/94
1057.0
11.0
111.1
91
N
2
013+30
0
SG/K
18
05/10/94
1085.0
17.7
104.3
90
N
8
009+60
0
SG/3
19
05/10/94
1079.0
16.3
111.1
96
N
8
009+60
0
SG/2
20
05/10/94
1102.0
16.9
106.5
92
N
8
010+10
0
SG/N
21
05/25/94
1098.0
8.3
126.0
97
N
4
012+85
0
JS/C
05/25/94
1101.0
8.9
118.3
91
N
4
013+10
0
SD/C
05/25/94
1103.0
8.4
121.9
94
N
4
013+40
0
SD/C
05/25/94
1105.0
8.2
118.3
91
N
4
013+40
0
SD/C
25
05/25/94
1095.0
5.7
117.4
90
N
4
013+30
0
SD/U
26
05/27/94
1106.0
9.2
112.9
90
N
2
010+10
0
JS/N
27
05/27/94
1108.0
11.1
112.8
90
N
2
010+30
0
SD/N
28
05/27/94
1110.0
10.6
112.5
90
N
2
010+50
0
SD/N
29
05/28/94
1027.0
12.0
190.8
90
N
2
012+90
0
SG/I
30
05/28/94
1028.0
13.4
109.4
90
N
2
012+80
0
SG/H
31
05/28/94
1033.0
12.7
110.0
90
N
2
012+00
0
SG/HH
32
05/28/94
1030.0
11.9
109.6
90
N
2
012+15
5
JS/I
33
05/28/94
1031.0
13.0
109.6
90
N
2
012+75
5
JS/H
34
05/28/94
1036.0
12.2
109.7
90
N
2
012+05
5
JS/HH
35
06/02/94
1039.0
8.4
110.3
95
N
1
025+91
-20
SG/V1
36
06/02/94
1039.0
9.8
110.1
95
N
1
025+80
7
SG/V1
37
06/02/94
1039.0
9.6
110.5
95
N
1
025+70
-15
SG/V1
38
06/02/94
1039.0
10.2
109.9
95
N
1
025+50
-20
SG/V1
39
06/02/94
1039.0
8.9
110.2
95
N
1
025+72
-7
SG/V1
40
06/03/94
1039.0
8.5
110.4
95
N
1
025+72
20
SG/V1
41
06/03/94
1039.0
10.0
109.8
95
N
1
025+60
18
SG/V1
42
06/03/94
1039.0
10.4
110.1
95
N
1
025+35
22.
SG/V1
43
06/03/94
1104.0
10.3
112.3
90
N
6
010+12
10
JS/N
44
06/03/94
1112.0
11.2
112.0
90
N
6
010+50
10
SD/N
45
06/03/94
1113.0
10.2
112.5
90
N
6
010+65
-10
SD/N
46
06/10/94
1016.0
7.9
122.4
94
N
4
009+94
-25
SLP/D
47
06/10/94
1020.0
8.6
122.1
90
N
4
009+76
0
SLP/D
48
06/10/94
1016.0
7.6
132.8
94
N
4
010+00
10
SLP/B
06/10/94
1020.0
7.8
121.5
93
N
4
010+00
-10
SLP/B
06/10/94
1023.0
10.4
126.5
97
N
4
124+45
260
DR/3
51
06/10/94
1021.5
8.6
126.0
97
N
4
124+73
240
DR/3
52
06/10/94
1019.0
9.1
125.4
96
N
4
124+65
250
DR/3
53
06/16/94
1083.0
10.7
116.7
90
N
4
009+60
0
JSD/2
54
06/16/94
1085.0
10.8
119.9
92
N
4
009+75
0
SD/2
55
06/16/94
1087.0
11.8
118.1
91
N
4
009+85
0
SD/2
56
06/16/94
1089.0
11.7
118.5
91
N
4
009+60
0
JS/3
TABLE II
RESULTS OF COMPACTION TESTS
No: 225301IM.22 Name: Channel Improvements Date: 05-30-95
-EST
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
STATION
OFF
TEST
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
1+2
SET
LOCATION
(FT.)
M
(PCF)
M*
57
06/16/94
1091.0
11.1
118.1
91
N
4
009+75
0
SD/3
58
06/16/94
1093.0
10.4
120.2
92
N
4
009+90
0
SD/3
59
06/16/94
1064.0
9.3
118.5
95
N
6
093+90
-5
SD/2
60
06/16/94
1066.0
11.2
113.5
91
N
6
093+85
-15
SD/2
61
06/16/94
1068.0
6.2
121.7
97
N
6
093+95
-3
SD/2
62
06/16/94
1070.0
8.0
114.0
91
N
6
093+90
-10
SD/2
63
06/17/94
1060.0
11.1
112.4
90
N
6
012+90
-8
SD/K
64
06/17/94
1062.0
9.8
113.0
91
N
6
013+10
8
SD/K
65
06/17/94
1064.0
10.6
112.0
90
N
6
013+40
5
SD/K
66
06/21/94
1107.0
9.7
115.7
91
N
5
223+95
215
DR/7
67
06/21/94
1103.0
10.2
116.1
91
N
5
223+40
210
DR/7
68
06/21/94
1110.0
9.4
116.9
92
N
5
223+70
220
DR/7
69
06/21/94
1108.0
8.0
115.5
91
N
5
223+05
230
DR/7
70
06/21/94
1100.0
8.1
115.7
91
N
5
222+70
205
DR/7
71
06/22/94
1041.0
8.4
109.7
95
N
1
025+95
35
BX/V1
72
06/22/94
1042.0
10.5
111.7
97
N
1
025+60
40
BX/V1
73
06/22/94
1043.0
12.0
110.6
96
N
1
025+30
32
BX/V1
74
06/23/94
1040.0
14.2
109.9
95
N
1
025+85
-33
BX/V1
75
06/23/94
1042.0
12.2
110.3
95
N
1
025+20
-35
BX/V1
76
06/24/94
1043.0
11.0
117.4
96
N
2
025+60
-33
BX/V1
77
06/24/94
1044.0
10.4
116.6
95
N
2
025+92
-38
BX/V1
06/24/94
1044.0
9.7
117.5
96
N
2
025+75
33
BX/V1
06/27/94
1045.0
11.3
116.9
95
N
2
025+45
40
BX/V1
80
06/27/94
1046.0
12.4
117.3
96
N
2
025+70
50
BX/V1
81
06/27/94
1045.0
13.0
116.0
95
N
2
025+75
-38
BX/V1
82
06/27/94
1046.0
9.0
122.1
96
N
5
025+35
-48
BX/V1
83
06/27/94
1090.0
7.5
121.5
93
N
4
223+45
140
DS/2
84
06/27/94
1092.0
7.7
120.5
93
N
4
223+37
95
DS/2
85
06/27/94
1094.0
7.1
121.9
94
N
4
223+30
55
DS/2
86
06/28/94
1088.0
6.1
118.2
91
N
4
223+45
0
DS/2
87
06/28/94
1090.0
6.6
118.0
91
N
4
223+40
-75
DS/2
88
06/28/94
1092.0
4.5
121.6
94
N
4
223+25
-150
DS/2
89
06/28/94
1094.0
9.1
119.3
92
N
4
223+28
-100
DS/2
90
06/28/94
1094.0
10.9
117.9
91
N
4
223+30
0
DS/2
91
06/28/94
1094.0
9.3
118.5
91
N
4
223+27
55
DS/2
92
06/29/94
1092.0
10.2
118.1
91
N
4
223+20
-160
DS/2
93
06/29/94
1092.0
11.0
118.1
91
N
4
223+20
150
DS/2
94
07/05/94
1091.0
5.3
117.8
90
N
4
223+35
-50
DS/2
95
07/05/94
1087.0
5.9
116.8
90
N
4
223+25
170
DS/2
96
07/06/94
1086.0
5.7
125.0
96
N
4
222+60
85
DS/2
97
07/06/94
1086.5
6.7
124.6
96
N
4
222+65
-95
DS/2
98
07/06/94
1086.8
4.3
117.2
90
N
4
222+90
-60
DS/2
99
07/06/94
1087.0
4.5
117.2
90
N
4
222+95
140
DS/2
100
07/12/94
1050.0
6.5
123.7
95
N
4
217+75
28
SG/79
101
07/12/94
1050.0
6.9
121.5
94
N
4
218+25
15
SG/79
102
07/12/94
1050.0
7.4
121.7
94
N
4
218+25
40
SG/79
103
07/12/94
1050.0
6.3
125.5
97
N
4
219+00
17
SG/79
104
07/12/94
1050.0
7.4
125.0
96
N
4
219+50
35
SG/79
07/14/94
1050.0
6.6
124.9
96
N
4
219+30
270
SG/79
1
07/14/94
1050.0
7.4
125.4
96
N
4
218+65
20
SG/79
107
07/14/94
1050.0
8.1
123.8
95
N
4
218+00
5
SG/79
108
07/14/94
1050.0
8.3
123.9
95
N
4
217+50
35
SG/79
109
07/14/94
1050.0
7.5
124.0
95
N
4
217+25
0
SG/79
110
07/15/94
1051.0
7.3
135.3
97
N
21
217+60
10
BG/79
111
07/15/94
1051.0
7.7
134.3
96
N
21
218+00
38
BG/79
_l2
07/15/94
1501.0
3.3
140.1
99
N
21
218+45
10
BG/79
TABLE II
RESULTS OF COMPACTION TESTS
:)Ii,,No: 225301IM.22 Name: Channel Improvements Date: 05-30-95
ES i` TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST
110. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION
(FT.) M (PCF) M*
113
07/15/94
1051.0
4.7
135.0
97
N
21
219+00
40
BG/79
114
07/15/94
1501.0
2.6
135.3
97
N
21
219+30
12
BG/79
115
07/15/94
1501.0
4.3
137.7
98
N
21
219+75
20
BG/79
116
07/15/94
1501.0
5.7
140.0
99
N
21
219+15
43
BG/79
L17
07/15/94
1501.0
6.3
139.8
99
N
21
218+50
28
BG/79
118
07/15/94
1501.0
5.2
138.8
99
N
21
217+80
7
BG/79
119
07/15/94
1501.0
6.0
143.3
99
N
21
217+85
35
BG/79
L20
07/19/94
1085.0
5.1
125.0
98
N
5
222+70
-160
DS/2
x_21
07/19/94
1088.0
14.4
114.2
92
N
6
222+20
-145
DS/2
122
07/20/94
1072.0
6.7
105.1
84
NRR
6
211+80
-100
SS/7
123
07/20/94
1075.0
24.0
94.4
86
NRR
1
211+80
100
SS/7
124
07/22/94
1081.0
9.8
116.0
93
N
6
212+00
-95
SS/7
125
07/22/94
1081.0
9.9
109.0
94
N
1
211+85
-155
SS/7
126
07/22/94
1073.0
9.8
105.7
92
N
1
099+00
-150
SS/6
127
08/02/94
1086.0
11.7
105.7
90
N
9
016+50
10
SD/SS
L28
08/02/94
1082.0
14.2
106.1
91
N
9
016+00
0
JS/SS
129
08/02/94
1046.0
10.1
107.0
91
N
9
014+00
10
JS/G
130
08/03/94
1048.0
10.7
106.6
91
N
9
014+15
5
JS/G
L31
08/03/94
1050.0
9.8
105.9
90
N
9
014+25
-5
SD/G
L32
08/03/94
1052.0
8.8
106.3
92
N
9
014+35
0
SD/G
133
08/04/94
1054.0
10.9
107.1
91
N
9
014+45
0
SD/G
08/04/94
1070.0
6.7
117.0
90
N
4
186+50
220
DR/6
46
08/04/94
1072.0
5.5
116.6
90
N
4
187+80
205
DR/6
136
08/04/94
1068.0
7.0
118.2
91
N
4
187+25
200
DR/6
137
08/04/94
1069.0
5.3
117.7
91
N
4
186+90
210
DR/6
138
08/04/94
1060.0
6.1
117.4
90
N
4
186+90
182
DR/6
L39
08/15/94
1050.0
13.2
108.0
93
N
1
000+95
5
JS/P
140
08/15/94
1052.0
10.9
110.2
95
N
1
001+10
0
JS/P
141
08/15/94
1054.0
13.6
106.7
92
N
1
001+20
5
JS/P
142
08/15/94
1056.0
12.7
107.4
93
N
1
001+40
0
SD/P
143
08/15/94
1084.0
9.8
110.0
94
N
1
028+50
-10
JS/S
144
08/16/94
1084.0
9.4
114.7
94
N
2
029+00
10
JS/S
145
08/16/94
1035.0
7.0
116.5
90
N
4
012+75
5
JS/H
L46
08/16/94
1041.0
9.0
117.2
90
N
4
011+95
-5
JS/HH
147
08/16/94
1043.0
10.1
118.1
91
N
4
012+05
0
JS/HH
148
08/16/94
1037.0
9.2
118.6
91
N
4
012+80
-5
JS/H
L49
08/17/94
1032.0
8.7
119.0
92
N
4
012+75
5
JS/I
L50
08/17/94
1035.0
9.0
117.5
90
N
4
012+85
-5
JS/I
151
08/17/94
1076.0
9.6
117.9
91
N
4
014+00
-5
JS/B
152
08/17/94
1078.0
10.8
119.8
92
N
4
014+65
5
JS/K
L53
08/17/94
1078.0
11.0
105.0
90
N
9
013+75
-5
JS/RR
154
08/17/94
1080.0
10.6
105.4
90
N
9
013+85
5
JS/RR
155
08/17/94
1064.0
9.1
118.5
91
N
4
014+00
-5
JS/M
L56
08/17/94
1067.0
9.1
118.2
91
N
4
014+30
5
SD/M
L57
08/17/94
1052.0
8.4
118.5
91
N
4
014+00
-5
JS/J
158
08/17/94
1054.0
10.7
114.2
92
N
10
014+30
5
SD/J
159
08/17/94
1058.0
10.1
113.7
91
N
10
014+00
-5
JS/L
L60
08/17/94
1060.0
11.2
115.0
92
N
10
014+35
5
SD/L
08/22/94
1046.0
10.9
112.4
92
N
2
001+00
-15
SLP/P
08/22/94
1055.0
12.2
111.7
91
N
2
001+00
15
SLP/P
163
08/23/94
1061.0
6.6
121.4
93
N
4
012+95
-15
SLP/K
L64
08/23/94
1052.0
13.0
110.9
91
N
2
013+00
10
SLP/K
165
08/23/94
1078.0
7.0
119.2
92
N
4
012+72
-25
SLP/U
166
08/23/94
1093.0
6.5
118.8
91
N
4
012+72
15
SLP/U
L67
08/23/94
1074.0
8.6
122.2
94
N
4
009+50
-20
SLP/3
L68
08/23/94
1088.0
8.0
119.6
92
N
4
009+50
20
SLP/3
TABLE II
RESULTS OF COMPACTION TESTS
�DyNVo: 225301IM.22 Name: Channel Improvements Date: 05-30-95
-EST
10.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
0)
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
STATION
1+2
OFF
SET
TEST
LOCATION
169
08/24/94
1055.0
6.1
118.1
91
N
4
099+52
75
DS/3
L70
08/24/94
1045.0
7.2
119.9
92
N
4
099+42
40
DS/3
171
08/24/94
1036.0
13.4
112.2
97
N
1
026+40
0
W/V1
172
08/24/94
1037.5
11.9
113.9
99
N
1
026+55
-10
W/V1
173
08/24/94
1038.0
11.5
111.3
97
N
1
026+50
10
W/Vi
174
08/24/94
1045.0
10.7
112.0
96
N
13
026+75
60
W/Vi
175
08/24/94
1050.0
11.8
112.2
96
N
13
026+85
65
W/V1
176
08/24/94
1103.0
12.2
111.5
91
N
2
000+75
-20
SLP/A
L77
08/25/94
1092.0
10.9
110.4
90
N
2
001+10
40
SLP/A
178
08/25/94
1045.0
13.6
110.0
90
N
2
224+00
190
DR/7
179
08/25/94
1088.0
12.8
109.7
90
N
2
221+50
185
DR/7
L80
08/25/94
1086.0
13.0
111.1
91
N
2
220+00
185
DR/7
181
08/25/94
1089.0
12.2
109.9
90
N
2
221+00
190
DR/7
182
08/29/94
1039.0
10.7
105.1
95
N
7
26+15
-18
SG/V2
183
08/29/94
1039.0
12.9
107.0
97
N
7
26+18
20
SG/V2
L84
08/29/94
1039.0
8.9
112.5
96
N
13
26+30
0
SG/V2
185
08/29/94
1039.0
10.1
111.9
96
N
13
26+40
17
SG/V2
186
08/29/94
1039.0
13.0
105.0
95
N
7
26+45
-17
SG/V2
187
08/29/94
1039.0
9.9
104.7
95
N
7
26+55
0
SG/V2
L88
08/29/94
1039.0
14.0
105.2
95
N
7
26+70
22
SG/V2
189
09/06/94
1077.0
9.0
108.3
93
N
9
13+70
-5
JS/RR
09/06/94
1082.0
10.8
107.0
91
N
9
14+00
5
SD/RR
41
L
09/06/94
1084.0
9.6
111.6
91
N
2
15+80
-5
JS/SS
19
09/06/94
1089.0
10.6
110.4
90
N
2
16+15
5
SD/SS
193
09/07/94
1048.0
9.3
105.9
90
N
9
14+00
0
JS/G
194
09/07/94
1052.0
10.0
106.7
91
N
9
14+50
0
SD/G
195
09/07/94
1062.0
9.6
106.5
91
N
9
13+90
0
JS/L
196
09/07/94
1064.0
10.2
111.5
91
N
2
14+25
0
SD/L
197
09/08/94
1054.0
8.9
107.1
91
N
9
14+00
0
JS/J
198
09/08/94
1057.0
9.7
112.4
92
N
2
14+35
0
SD/J
199
09/08/94
1092.0
10.8
112.1
91
N
12
14+00
0
JS/T
200
09/08/94
1095.0
10.1
111.1
91
N
12
14+50
0
SD/T
201
09/09/94
1078.0
11.9
113.3
92
N
12
14+00
0
JS/R
202
09/09/94
1082.0
13.3
112.6
92
N
12
14+40
0
SD/R
203
09/09/94
1065.0
12.2
110.9
91
M
12
14+00
5
JS/M
204
09/09/94
1070.0
11.1
111.3
91
N
12
'14+30
0
SD/M
205
09/09/94
1070.0
9.6
107.4
92
N
10
014+93
-10
SD/M
106
09/09/94
1073.0
8.7
108.1
92
N
10
014+85
5
SLP/T
207
09/12/94
1087.0
11.4
112.6
92
N
12
013+75
-7
SLP/T
208
09/12/94
1080.0
12.0
112.9
92
N
12
016+50
30
SLP/SS
?09
09/12/94
1074.0
10.4
113.0
92
N
12
014+00
30
SLP/RR
210
09/12/94
1059.0
10.2
112.7
92
N
12
014+15
20
SLP/M
211
09/12/94
1057.0
9.6
112.2
92
N
12
012+90
20
SLP/W
212
09/13/94
1072.0
7.5
117.9
91
N
4
014+10
20
SLP/R
213
09/13/94
1075.0
6.9
118.8
91
N
4
009+45
15
SLP/2
214
09/14/94
1080.0
8.2
119.0
92
N
4
009+60
-10
SLP/3
215
09/14/94
1068.0
11.2
112.4
92
N
12
013+25
-20
SLP/M
216
09/14/94
1084.0
10.7
113.3
92
N
12
013+68
-15
SLP/RR
Zo
09/16/94
1070.0
9.9
113.9
93
N
12
014+25
30
SLP/SS
2
09/16/94
1089.0
12.1
115.0
94
N
12
014+15
10
SLP/T
219
09/21/94
1082.0
14.2
113.0
92
N
2
028+45
-10
JS/S
220
09/21/94
1084.0
13.8
105.2
91
N
8
028+55
10
JS/S
221
09/22/94
1086.0
14.0
104.6
90
N
8
028+60
0
JS/S
222
09/22/94
1088.0
20.0
104.5
90
N
8
028+65
-10
JS/S
223
09/22/94
1090.0
18.9
105.9
91
N
8
028+75
0
SLP/S
224
09/23/94
1078.0
10.6
112.2
92
N
2
028+35
25
SLP/S
TABLE II
RESULTS OF COMPACTION TESTS
225301IM.22 Name: Channel Improvements
Date: 05-30-95
MELT TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST
YO. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION
(FT.) (%) (PCF) 00 *
225
09/23/94
1068.0
10.9
113.4
93
N
2
028+35
20
226
10/03/94
1086.0
14.7
106.5
92
N
8
29+50
-7
227
10/03/94
1088.0
11.7
105.3
91
N.
8
30+45
10
228
10/03/94
1090.0
16.1
104.7
90
N
8
29+25
10
229
10/03/94
1092.0
15.9
104.3
90
N
8
30+25
-7
230
10/05/94
1040.0
16.0
114.1
95
N
11
26+43
-35
231
10/05/94
1042.0
15.0
113.7
95
N
11
26+60
-33
232
10/05/94
1044.0
14.7
115.1
96
N
11
26+80
-35
233
10/05/94
1046.0
13.3
114.6
95
N
11
26+33
-40
234
10/06/94
1040.0
16.5
110.0
95
N
8
26+50
35
235
10/06/94
1042.0
15.0
110.6
95
N
8
26+50
33
?36
10/06/94
1041.0
15.5
112.2
97
N
8
26+40
37
237
10/06/94
1046.0
14.5
114.5
99
N
8
26+60
35
238
10/06/94
1043.0
13.3
115.1
99
N
8
26+10
-37
239
10/06/94
1045.0
13.0
117.2
96
N
15
26+15
-33
240
10/10/94
1048.0
9.7
115.6
91
N
15
169+00
25
241
10/10/94
1055.0
12.2
111.4
91
N
2
161+60
-15
242
10/10/94
1043.0
10.1
116.0
91
N
5
161+95
25
243
10/10/94
1058.0
11.9
110.8
90
N
2
100+50
55
244
10/10/94
1054.0
12.2
111.6
91
N
2
100+25
22
245
10/10/94
1049.0
13.1
109.9
90
N
2
099+75
45
2#
10/17/94
1049.5
14.6
108.7
91
N
14
012+25
0
2
10/17/94
1051.0
12.3
114.6
94
N
16
012+00
-5
2
10/17/94
1052.0
14.1
114.1
94
N
16
011+80
0
249
10/18/94
1047.0
13.1
114.2
95
N
14
26+20
-35
250
10/18/94
1049.0
12.9
114.1
95
N
14
26+25
-40
251
10/18/94
1043.0
12.6
115.8
97
N
14
27+05
-33
252
10/18/94
1046.0
11.4
112.9
96
N
13
26+90
-35
253
10/18/94
1043.0
11.9
112.0
96
N
13
26+40
33
?54
10/18/94
1045.0
9.3
117.3
97
N
16
26+20
35
255
10/18/94
1047.0
10.2
117.9
97
N
16
26+30
33
256
10/19/94
1049.0
14.0
113.5
97
N
15
26+10
37
257
10/19/94
1043.0
11.0
118.2
95
N
20
26+95
40
258
10/19/94
1046.0
10.6
118.0
95
N
20
26+85
33
259
10/19/94
1043.0
7.5
110.3
90
N
16
10+60
0
260
10/19/94
1045.0
13.9
116.1
96
N
16
10+40
0
161
10/19/94
1047.0
13.4
114.0
94
N
16
10+20
0
162
10/20/94
1056.0
12.9
117.1
96
N
16
011+65
-5
263
10/20/94
1053.0
11.7
118.2
97
N
16
011+75
5
264
10/20/94
1055.0
11.5
116.5
96
N
16
012+00
0
!65
10/20/94
1057.0
10.7
117.1
96
N
16
012+25
-5
366
10/24/94
1015.0
13.3
111.1
91
N
16
114+35
240
267
10/24/94
1017.0
7.5
117.8
91
N
4
113+80
230
168
10/24/94
1019.0
7.6
116.9
90
N
4
114+45
250
!69
10/24/94
1021.0
7.5
116.7
90
N
4
113+65
240
270
10/24/94
1023.0
6.0
119.0
92
N
4
114+60
262
271
10/24/94
1025.0
7.2
117.0
90
N
4
114+10
247
!72
10/24/94
1027.0
5.2
118.2
91
N
4
114+50
268
'.10/25/94
1029.0
9.6
112.4
92
N
16
114+25
265
2
10/25/94
1031.0
10.2
110.9
91
N
16
113+75
250
?7
10/25/94
1032.0
11.4
111.1
91
N
16
014+00
10
!76
10/25/94
1025.0
7.6
120.6
93
N
4
012+69
-8
277
10/25/94
1024.0
8.0
122.1
94
N
4
012+75
10
278
10/25/94
1017.0
9.9
112.4
92
N
16
114+50
255
?79
10/26/94
1035.0
8.7
119.2
96
N
20
12+75
-10
?80
10/26/94
1035.0
8.6
118.3
95
N
20
12+90
5
BX/V2
CMP/B
CMP/B
CMP/B
XSG/120
XSG/120
XSG/120
XSG/120
EM/SSB
EM/SSB
EM/SSB
EM/SSB
EM/SSB
EM/SSB
EM/SSB
EM/SSB
EM/SSB
SLP/HH
SLP/H
SLP/I
SLP/SSB
SG/V
SG/V
TABLE II
RESULTS OF COMPACTION TESTS
jqji.No: 2253012M.22 Name: Channel Improvements Date: 05-30-95
1ES2
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
STATION
OFF
TEST
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
1+2
SET
LOCATION
(FT.)
M
(PCF)
(%)*
281
10/26/94
1035.0
10.0
121.4
98
N
20
13+20
0
SG/V
282
10/26/94
1035.0
8.3
122.2
98
N
20
13+40
-5
SG/V
283
10/26/94
1035.0
9.3
118.9
96
N
20
13+80
5
SG/V
284
10/26/94
1035'.0
10.1
118.6
95
N
20
13+95
0
SG/V
285
10/27/94
1044.0
11.2
111.5
92
N
16
014+17
25
SLP/G
286
11/02/94
1018.0
21.1
99.5
91
N
17
114+37
-236
EM/NSB
287
11/02/94
1020.0
10.8
98.6
90
N
17
113+62
-245
EM/NSB
288
11/02/94
1020.0
12.4
104.2
95
N
17
114+05
-237
EM/NSB
289
11/03/94
1030.0
9.2
112.3
92
N
16
113+90
252
SLP/SSB
290
11/03/94
1018.0
10.1
111.4
92
N
16
113+50
265
SLP/SSB
291
11/03/94
1030.0
8.9
110.6
91
N
16
114+65
275
SLP/SSB
292
11/03/94
1057.0
8.7
117.8
91
N
19
152+75
-290
CMP/NEM
293
11/03/94
1059.0
8.0
118.2
91
N
19
153+00
-272
CMP/NEM
294
11/03/94
1061.0
9.0
117.5
91
N
19
153+15
-263
CMP/NEM
295
11/03/94
1063.0
8.7
117.5
91
N
19
153+25
-254
CMP/NEM
296
11/07/94
1050.0
9.0
110.3
91
N
16
218+65
-17
SG/79
297
11/07/94
1050.0
9.7
111.2
91
N
16
218+40
-35
SG/79
298
11/07/94
1051.0
7.6
116.6
90
N
19
218+15
-19
SG/79
299
11/07/94
1051.0
7.9
117.2
91
N
19
218+72
-47
SG/79
300
11/07/94
1052.0
7.2
116.1
90
N
19
219+20
-32
SG/79
301
11/07/94
1052.0
9.2
112.0
92
N
16
219+00
-20
SG/79
11/07/94
1055.0
10.1
115.9
95
N
12
12+70
-3
SG/W
11/07/94
1055.0
10.3
116.3
95
N
12
12+75
5
SG/W
3 4
11/07/94
1055.0
10.9
116.8
95
N
12
12+80
0
SG/W
305
11/07/94
1055.0
10.7
116.1
95
N
12
12+85
-5
SG/W
306
11/08/94
1057.0
6.9
120.6
93
N
19
152+55
-218
AR/NEM
307
11/08/94
1058.0
5.9
120.4
93
N
19
152+80
-231
AR/NEM
308
11/08/94
'1060.0
8.2
119.6
92
N
19
152+75
-241
AR/NEM
309
11/08/94
1062.0
7.9
119.7
93
N
19
152+90
-245
AR/NEM
310
11/08/94
1063.0
6.3
121.3
94
N
19
153+00
-242
AR/NEM
311
11/09/94
1025.0
8.0
115.9
90
N
19
114+50
-296
EM/NSB
312
11/09/94
1025.0
8.5
120.0
93
N
19
113+85
-296
EM/NSB
313
11/09/94
1022.0
7.6
118.9
92
N
19
114+60
-254
EM/NSB
314
11/09/94
1023.0
7.8
116.7
90
N
19
113+75
-237
EM/NSB
315
11/09/94
1024.0
6.8
119.0
92
N
19
114+25
-242
EM/NSB
316
11/09/94
1043.0
8.0
116.1
90
N
19
09+97
-7
EM/NSB
317
11/09/94
1045.0
7.5
119.3
92
N
19
10+05
70
JS/F
318
11/09/94
1047.0
6.2
122.3
94
N
19
10+15
0
JS/F
319
11/09/94
1025.0
8.5
116.5
90
N
19
113+55
-279
EM/NSB
320
11/09/94
1027.0
8.2
120.3
93
N
19
114+40
-269
EM/NSB
321
11/10/94
1028.0
7.7
122.7
95
N
19
113+65
-258
EM/NSB
322
11/10/94
1030.0
7.5
118.8
92
N
19
114+30
-280
EM/NSB
323
11/10/94
1032.0
6.3
119.1
92
N
19
114+15
-255
EM/NSM
324
11/10/94
1033.0
9.6
118.5
92
N
19
113+85
-252
EM/NSB
325
11/10/94
1035.0
8.3
117.4
91
N
19
114+00
-284
EM/NSB
326
11/15/94
1050.0
8.1
106.8
97
N
17
218+25
-66
SG/79
327
11/15/94
1050.0
12.3
114.6
96
N
14
218+20
-40
SG/79
328
11/15/94
1050.0
9.0
113.6
95
N
14
218+15
-15
SG/79
11/15/94
1050.0
11.4
115.5
96
N
14
218+90
-62
SG/79
11/15/94
1050.0
10.3
114.1
95
N
14
218+75
-30
SG/79
331
11/15/94
1050.0
12.3
114.2
95
N
14
219+50
-65
SG/79
332
11/15/94
1050.0
12.3
113.6
95
N
14
219+30
-35
SG/79
333
11/15/94
1050.0
12.3
114.2
95
N
14
219+05
-9
SG/79
334
11/15/94
1033.0
13.3
114.2
92
N
20
113+90
-243
SLP/NS
335
11/15/94
1023.0
11.2
120.0
93
N
19
114+20
-230
SLP/NSB
336
11/15/94
1020.0
11.0
119.3
92
N
19
113+65
-300
SLP/NSB
TABLE II
RESULTS OF COMPACTION TESTS
225301IM.22 Name: Channel Improvements
Date: 05-30-95
.E7T TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST
NO. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION
(FT.) ($) (PCF) ($)*
337
11/15/94
1030.0
9.7
117.6
91
N
19
114+60
-278
338
11/15/94
1025.0
9.1
118.6
92
N
19
114+36
-250
339
11/15/94
1050.5
3.9
136.7
95
N
22
218+40
-58
340
11/15/94
1050.5
4.4
136.4
95
N
22
218+25
-30
341
11/15/94
1050.5
5.3
136.6
95
N
22
218+33
-65
342
11/15/94
1050.5
5.7
137.0
95
N
22
218+25
-62
343
11/15/94
1050.5
6.0
136.8
95
N
22
218+90
-17
344
11/15/94
1050.5
5.0
138.4
96
N
22
219+50
-59
345
11/15/94
1050.5
6.1
137.6
95
N
22
218+80
-32
346
11/18/94
1051.0
2.5
139.1
96
N
22
218+30
-17
347
11/18/94
1051.0
3.8
136.5
95
N
22
218+60
-40
348
11/18/94
1051.0
4.9
141.9
98
N
22
218+90
-65
349
11/18/94
1051.0
3.4
142.3
99
N
22
219+60
-52
350
11/18/94
1051.0
5.1
140.1
97
N
22
219+30
-47
351
11/18/94
1051.0
6.0
140.1
96
N
22
219+00
-15
352
11/21/94
1078.0
16.9
100.9
91
N
7
028+20
0
353
11/21/94
1074.0
18.2
101.2
91
N
7
131+40
0
354
11/21/94
1060.0
8.2
121.3
93
N
4
155+37
-233
355
11/21/94
1063.0
9.0
122.7
94
N
4
154+70
-250
356
11/22/94
1051.4
4.3
137.4
95
N
0
218+50
-15
357
11/22/94
1051.4
3.7
138.9
96
N
0
218+20
-20
is
11/22/94
1051.4
4.6
138.0
95
N
0
219+10
-40
11/22/94
1051.4
5.4
137.6
95
N
0
219+50
-50
360
11/22/94
1051.6
4.3
137.9
95
N
0
219+00
-30
361
11/22/94
1051.6
4.2
138.6
95
N
0
218+25
-15
362
11/22/94
1051.6
5.0
139.1
96
N
0
219+30
-40
363
11/22/94
1051.6
4.8
138.5
95
N
0
218+75
-30
364
11/22/94
1051.6
4.2
137.8
95
N
0
219+60
-60
365
11/23/94
1063.0
9.0
120.2
92
N
4
156+50
255
366
11/28/94
1060.0
7.4
118.9
91
N
4
154+90
-225
367
11/28/94
1068.0
12.2
104.9
91
N
1
189+25
-200
368
11/28/94
1080.0
10.1
105.6
91
N
1
211+50
-180
369
11/28/94
1078.0
6.7
116.9
90
N
4
204+80
190
370
11/28/94
1070.0
5.4
117.9
91
N
4
194+10
190
371
12/01/94
1045.0
6.2
120.2
92
N
4
013+75
0
372
12/01/94
1071.0
11.7
117.7
91
N
4
013+64
0
373
12/01/94
1054.0
7.2
121.9
94
N
4
013+60
0
374
12/01/94
1080.0
14.0
117.7
91
N
4
184+50
240
375
12/01/94
1084.0
13.6
116.8
90
N
4
184+75
250
376
12/06/94
1052.0
11.5
104.0
90
N
1
147+50
-260
377
12/06/94
1054.0
8.4
122.6
94
N
4
148+00
-260
378
12/06/94
1056.0
11.7
104.7
91
N
1
147+90
-275
379
12/06/94
1060.0
6.3
116.9
90
N
4
156+15
240
380
12/06/94
1064.0
6.7
118.1
91
N
4
156+72
252
381
12/08/94
1036.0
17.0
98.3
90
N
17
31+30
50
382
12/08/94
1036.0
14.2
100.1
91
N
17
32+30
50
383
12/08/94
1036.0
15.0
99.4
91
N
17
33+30
50
384
12/08/94
1036.0
14.0
99.9
91
N
17
34+30
50
12/08/94
1036.0
13.1
98.8
90
N
17
35+30
50
12/08/94
1043.0
12.2
103.9
90
N
1
156+50
-180
387
12/08/94
1045.0
13.4
105.2
91
N
1
162+30
-180
388
12/08/94
1050.0
11.9
104.7
91
N
1
169+40
-180
389
12/09/94
1046.0
9.1
118.7
91
N
4
10+00
-7
390
12/09/94
1048.0
10.0
121.6
94
N
4
10+10
-10
391
12/09/94
1050.0
9.0
116.7
90
N
4
10+20
-20
392
12/09/94
1052.0
8.5
120.2
92
N
4
10+30
-15
SLP/NSB
SLP/NSB
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
BG/79
ASG/S
ASG/RR
AR/NEM
AR/NEM
AC/79
AC/79
AC/79
AC/79
AC/79
AC/79
AC/79
AC/79
AC/79
DR/4
SLP/SEM
ASG/J
ASG/R
ASG/L
SLP/SEM
SLP/SEM
OX/NEM
OX/NEM
OX/NEM
DR/4
DR/4
SG/P2
SG/P3
SG/P4
SG/P5
SG/P6
SLP/NEM
SLP/NEM
SLP/NEM
JS/O
JS/O
SD/O
SD/O
TABLE II
RESULTS OF COMPACTION TESTS
o,"kNo: 225301IM.22 Name: Channel Improvements Date: 05-30-95
BEST
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
STATION
OFF
TEST
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
1+2
SET
LOCATION
(FT.)
M
(PCF)
M*
393
12/09/94
1054.0
7.6
118.8
91
N
4
10+40
-10
SD/O
394
12/09/94
1056.0
6.7
117.4
90
N
4
10+50
-5
SD/O
395
12/09/94
1058.0
6.3
119.9
92
N
4
10+35
0
SD/O
396
12/12/94
1033.0
9.6
111.9
96
N
13
13+40
17
BX/V
397
12/12/94
1035.0
11.7
116.7
99
N
13
14+15
-27
BX/V
398
12/12/94
1035.0
11.1
111.3
95
N
13
13+25
18
BX/V
399
12/12/94
1037.0
10.0
111.3
95
N
13
14+00
20
BX/V
400
12/12/94
1039.0
11.4
111.2
95
N
13
13+75
16
BX/V
401
12/12/94
1041.0
10.6
110.8
95
N
13
13+40
19
BX/V
402
12/12/94
1037.0
14.0
111.1
95
N
13
13+90
-20
BX/V
403
12/12/94
1039.0
7.0
111.2
95
N
13
13+75
-22
BX/V
404
12/12/94
1041.0
10.0
112.3
96
N
13
13+65
-17
BX/V
405
12/12/94
1043.0
11.1
112.1
96
N
13
13+25
-16
BX/V
406
12/12/94
1043.0
13.4
114.2
98
N
13
13+40
30
BX/V
407
12/12/94
1045.0
12.6
112.3
96
N
13
13+60
30
BX/V
408
12/12/94
1047.0
13.9
113.3
97
N
13
14+00
40
BX/V
409
12/12/94
1047.0
14.2
113.8
97
N
13
12+75
-16
BX/V
410
12/12/94
1043.0
12.9
111.7
95
N
13
13+00
17
BX/V
411
12/12/94
1045.0
11.0
110.6
95
N
13
13+15
16
BX/V
412
12/12/94
1047.0
10.6
112.2
96
N
13
13+25
27
BX/V
413
12/12/94
1047.0
13.5
113.4
97
N
13
13+85
30
BX/V
is
12/12/94
1047.0
12.7
111.6
95
N
13
13+50
20
BX/V
12/12/94
1047.0
13.0
110.9
95
N
13
13+75
20
BX/V
416
12/19/94
1055.0
11.2
111.5
95
N
13
13+00
-23
BX/W
417
12/19/94
1055.0
8.6
110.8
95
N
13
13+75
10
BX/W
418
12/19/94
1057.0
10.1
118.0
96
N
2
12+75
12
BX/W
419
12/19/94
1059.0
16.2
113.1
97
N
15
14+40
10
BX/W
420
12/19/94
1061.0
10.1
112.0
96
N
13
13+35
8
BX/W
421
12/20/94
1057.0
9.9
115.6
96
N
14
12+70
-12
BX/W
422
12/20/94
1059.0
11.4
114.1
95
N
14
13+30
-10
BX/W
423
12/20/94
1061.0
9.7
116.8
95
N
2
13+60
-18
BX/W
424
12/20/94
1063.0
10.9
115.9
95
N
2
14+00
-11
BX/W
425
12/20/94
1065.0
8.7
116.9
95
N
2
14+50
-9
BX/W
426
12/21/94
1046.0
13.4
111.2
93
N
18
151+25
-285
CMP/NEM
427
12/21/94
1048.0
13.1
109.1
91
N
18
151+00
-285
CMP/NEM
428
12/21/94
1047.0
11.0
112.2
94
N
18
151+50
-285
CMP/NEM
429
12/21/94
1049.0
11.8
105.2
90
N
18
150+25
-285
CMP/NEM
430
12/21/94
1051.0
6.2
120.2
92
N
4
150+00
-285
CMP/NEM
431
12/22/94
1049.0
11.7
117.6
91
N
4
149+50
-285
CMP/NEM
432
12/22/94
1051.0
14.0
117.7
91
N
4
149+75
-285
CMP/NEM
433
12/22/94
1050.0
12.1
118.5
91
N
4
149+25
-285
CMP/NEM
434
12/22/94
1052.0
8.0
124.6
96
N
4
148+60
-285
CMP/NEM
435
12/22/94
1054.0
6.2
119.7
93
N
4
151+40
-285
CMP/NEM
436
12/23/94
1062.0
13.5
110.9
95
N
13
13+00
-12
BX/W
437
12/23/94
1063.0
9.5
112.0
96
N
13
13+80
-15
BX/W
438
12/23/94
1064.0
11.5
111.4
95
N
13
14+35
-22
BX/W
439
12/23/94
1065.0
10.8
111.5
95
N
13
13+40
-20
BX/W
440
12/23/94
1066.0
11.0
111.7
95
N
13
14+00
-22
BX/W
02/04/95
1034.0
12.4
117.9
91
N
19
14+20
25
SLP/V
02/04/95
1035.0
13.0
118.0
91
N
19
14+35
30
SLP/V
443
02/04/95
1037.0
14.7
118.4
91
N
19
14+50
30
SLP/V
444
02/06/95
1038.0
17.9
107.0
91
N
13
14+00
29
SLP/V
445
02/06/95
1039.0
17.0
108.5
93
N
13
14+90
35
SLP/V
446
02/06/95
1040.0
11.8
116.8
90
N
19
14+65
38
SLP/V
447
02/06/95
1041.0
10.9
120.6
93
N
19
15+00
45
SLP/V
448
02/07/95
1042.0
12.5
117.3
91
N
19
14+75
50
SLP/V
TABLE II
RESULTS OF COMPACTION TESTS
Jcoo: 225301IM.22 Name: Channel Improvements Date: 05-30-95
EST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST
NO. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION
(FT.) (%) (PCF) (%)*
449 02/07/95 1043.0 16.6 109.1 93 N 13 14+30 50 SLP/V
450 02/07/95 1044.0 16.1 109.2 93 N 13 15+10 55 SLP/V
SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM
3017; NG -Natural Ground + 85% = Passing Test; R&R -Removed & Replaced,
no retest
'* TEST FAILED, SEE RETEST
TEST LOCATION
LEGEND
AC
= Asphaltic Concrete
/
A—Z
= Line Items
AR
= Access Ramp
/
HH,RR,SS
= Line Items
•ASG
= Apron Subgrade
/
1,2,3,4...
= Number Items X Phases
BG
= Base Grade
/
79
= Highway 79
BX
= Box Culvert
/
120
= RCWD Well #120
CMP
= Corregated Metal Pipe
/
NSB
= North Side Sediment Basin
OR
= Down Ramp
/
SSB
= South Side Sediment Basin
DS
= Drop Structure
/
NEM
= North Embankment
EM
= Embankment
/
SEM
= South Embankment
JS
= Junction Structure
/
Pt — P6
= Pier #'s
SD
= Storm Drain
/
SS
= Streambed Stabilizer
/
SLP
= Slope Face
/
W
= H2O Lyne
/
XSG
= Crossing Subgrade
/
OX
= Over Excavation
/
0
TABLE III
RESULTS OF COMPACTION TESTS
JjftNo: 225301CH.22 Name: Channel Date: 05-30-95
'EST
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
(%)*
SOIL
TYPE
TEST
LOCATION
1
04/18/94
1047.0
3.1
108.3
93
9
N
NG 157+50
N.
Embankment
2
04/18/94
1048.0
19.3
96.7
83
8
N
NG 159+50
N.
Embankment
3
04/18/94
1039.0
21.4
99.5
86
8
N
NG 158+00
N.
Embankment
4
04/18/94
1040.0
13.4
105.0
90
9
N
NG 160+00
N.
Embankment
5
04/18/94
1041.0
12.5
105.6
90
9
N
157+45
N.
Embankment
6
04/18/94
1042.0
8.5
111.9
96
9
N
159+50
N.
Embankment
7
04/18/94
1043.0
9.2
111.4
95
9
N
158+65
N.
Embankment
8
04/18/94
1044.0
8.3
114.4
98
9
N
160+70
N.
Embankment
9
04/19/94
1045.0
9.0
114.3
92
6
N
157+20
N.
Embankment
10
04/19/94
1046.0
7.5
116.5
93
6
N
159+00
N.
Embankment
11
04/20/94
1047.0
8.1
105.0
90
9
N
158+25
N.
Embankment
12
04/20/94
1048.0
5.3
110.7
95
9
N
160+30
N.
Embankment
13
04/20/94
1050.0
7.9
107.3
92
9
N
158+90
N.
Embankment
14
04/20/94
1050.0
8.5
108.7
93
9
N
160+80
N.
Embankment
15
04/20/94
1052.0
7.0
106.9
91
9
N
158+10
N.
Embankment
16
04/20/94
1052.0
9.3
105.6
90
9
N
160+05
N.
Embankment
17
04/20/94
1054.0
8.4
107.7
92
9
N
157+40
N.
Embankment
18
04/20/94
1054.0
8.7
106.1
91
9
N
159+20
N.
Embankment
19
04/20/94
1056.0
9.5
107.9
92
9
N
158+60
N.
Embankment
20
04/20/94
1056.0
6.9
110.0
94
9
N
160+45
N.
Embankment
•SC
-Sand Cone
ASTM D1556-64;
DC
-Drive Cylinder
ASTM
D2937-71; R&R -Removed &
Replaced; N -Nuclear
ASTM 3017;
NG -Natural
Ground;
FG -Finish Grade
**
TEST FAILED,
SEE RETEST
•
TABLE IV
RESULTS OF COMPACTION TESTS
ocAWo: 225301EM.22 Name: Embankment Date: 05-30-95
'EST
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
($)*
SOIL
TYPE
STATION
1+2
OFF
SET
TEST
LOCATION
1
01/18/94
1020.0
10.6
119.8
92
I
4
115+25
260
SLP/S
2
01/18/94
1028.0
8.1
119.1
92
N
4
117+50
275
SLP/S
3
01/18/94
1026.0
10.7
118.0
91
N
4
120+00
265
SLP/S
4
01/21/94
1022.0
6.0
120.4
93
N
4
117+00
260
TOE/S
5
01/21/94
1023.0
6.6
117.3
90
N
4
119+00
265
TOE/S
6
01/21/94
1027.0
6.2
119.3
92
N
4
123+00
280
SLP/S
7
02/01/94
1030.0
13.5
117.5
90
N
4
127+50
190
SLP/S
8
02/01/94
1031.0
12.2
119.3
92
N
4
128+50
200
SLP/S
9
02/01/94
1028.0
10.8
115.7
95
N
2
126+70
260
SLP/S
10
02/01/94
1023.0
9.7
119.5
92
N
4
121+00
260
TOE/S
11
02/01/94
1024.0
8.3
119.9
92
N
4
123+50
265
TOE/S
12
02/01/94
1028.0
9.4
121.9
94
N
4
130+50
190
SLP/S
13
02/02/94
1036.0
8.5
121.5'
94
N
4
132+50
185
SLP/S
14
02/15/94
1032.0
10.3
129.4
99
N
4
134+75
190
SLP/S
15
02/15/94
1040.0
10.9
121.7
94
N
4
137+00
220
SLP/S
16
02/15/94
1030.0
8.2
125.6
97
N
4
128+00
190
TOE/S
17
02/15/94
1029.0
7.9
120.2
93
N
4
130+00
180
TOE/S
18
02/15/94
1032.0
8.7
120.3
93
N
4
132+00
185
TOE/S
19
03/04/94
1048.0
13.1
109.5
90
N
2
160+50
185
TOE/S
20
03/11/94
1038.0
11.0
119.8
92
N
4
126+60
200
SLP/S
03/11/94
1040.0
11.2
118.8
91
N
4
126+65
205
SLP/S
21
03/11/94
1042.0
11.3
123.5
95
N
4
126+70
180
SLP/S
03/14/94
1050.0
18.2
98.4
90
N
3
169+00
215
SLP/S
24
03/14/94
1047.0
12.1
116.6
91
N
5
170+50
200
SLP/S
25
03/14/94
1049.0
10.6
120.7
93
N
4
172+00
205
SLP/S
26
03/14/94
1048.0
15.9
98.6
90
N
3
168+00
155
TOE/S
27
03/14/94
1050.0
8.1
114.2
90
N
5
167+50
190
TOE/S
28
03/14/94
1051.0
14.8
98.7
90
N
3
166+00
190
TOE/S
29
03/17/94
1049.0
10.8
113.8
93
N
2
168+50
185
TOE/S
30
03/17/94
1065.0
11.4
110.0
90
N
2
174+50
195
SLP/S
31
03/17/94
1065.0
11.1
111.7
91
N
2
177+00
200
SLP/S
32
03/17/94
1050.0
11.6
112.1
92
N
2
170+00
185
TOE/S
33
04/01/94
1050.0
16.1
99.4
90
N
7
175+50
180
SLP/S
34
04/01/94
1048.0
14.9
99.2
90
N
7
176+50
185
SLP/S
35
04/01/94
1050.0
10.1
109.6
95
N
1
177+50
190
SLP/S
36
04/01/94
1052.0
11.5
107.4
93
N
1
178+50
195
SLP/S
37
04/04/94
1051.0
12.2
111.0
91
N
2
179+50
210
SLP/S
38
04/04/94
1055.0
11.9
111.6
91
N
2
180+50
205
SLP/S
39
04/04/94
1058.0
11.3
113.4
93
N
2
181+50
220
SLP/S
40
04/04/94
1055.0
13.8
110.6
90
N
2
182+50
215
SLP/S
41
03/03/94
1041.0
17.2
107.6
93
N
1
164+50
210
SLP/S
42
03/03/94
1041.0
16.0
111.8
97
N
1
167+00
200
SLP/S
43
03/04/94
1041.0
15.9
113.2
98
N
1
169+50
190
SLP/S
44
04/07/94
1053.0
9.9
105.2
91
N
1
183+50
180
SLP/S
45
04/07/94
1068.0
9.2
109.2
94
N
1
192+00
185
SLP/S
46
04/07/94
1075.0
5.5
115.0
90
N
5
193+00
190
SLP/S
47
04/07/94
1078.0
6.6
116.7
90
N
2
195+00
195
SLP/S
04/07/94
1082.0
6.1
117.5
90
N
2
196+00
185
SLP/S
04/08/94
1069.0
6.0
116.7
90
N
2
197+00
195
SLP/S
04/08/94
1073.0
8.2
126.4
97
N
2
198+00
200
SLP/S
51
04/08/94
1080.0
9.0
123.0
95
N
2
199+00
220
SLP/S
52
04/08/94
1083.0
8.1
120.2
92
N
2
200+00
210
SLP/S
53
04/08/94
1075.0
5.4
129.1
99
N
2
201+00
215
SLP/S
54
04/09/94
1072.0
12.8
104.7
91
N
1
202+00
205
SLP/S
55
04/09/94
1075.0
13.5
104.0
90
N
1
203+00
200
SLP/S
56
04/09/94
1080.0
9.5
112.9
92
N
2
204+00
185
SLP/S
TABLE IV
RESULTS OF COMPACTION TESTS
0: 225301EM.22 Name: Embankment Date: 05-30-95
ETT
NO.
TEST
DATE
ELEV/ MOISTURE
DEPTH CONTENT
(FT.) M
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
M*
SOIL
TYPE
STATION
1+2
OFF
SET
TEST
LOCATION
57
04/11/94
1085.0
14.2
100.1
91
N
7
205+00
185
SLP/S
58
04/11/94
1090.0
14.8
99.4
90
N
7
206+00
190
SLP/S
59
04/11/94
1075.0
16.1
101.1
91
N
7
207+00
195
SLP/S
60
04/12/94
1080.0
8.6
103.6
90
N
1
208+00
210
SLP/S
61
04/12/94
1088.0
12.2
104.3
90
N
1
209+00
220
SLP/S
62
04/12/94
1072.0
10.7
103.9
90
I
1
210+00
205
SLP/S
63
04/14/94
1083.0
9.8
115.1
92
N
6
211+00
195
SLP/S
64
04/19/94
1078.0
10.2
103.7
90
N
1
212+50
185
SLP/S
65
04/19/94
1085.0
11.1
104.3
90
N
1
213+50
190
SLP/S
66
04/19/94
1082.0
9.6
105.6
91
N
1
214+50
200
SLP/S
67
04/19/94
1080.0
10.7
103.9
90
N
1
215+50
210
SLP/S
68
04/19/94
1090.0
11.4
104.7
91
N
1
216+50
220
SLP/S
69
04/19/94
1085.0
13.5
104.1
90
N
1
217+50
215
SLP/S
70
04/19/94
1080.0
12.9
105.0
91
N
1
218+50
205
SLP/S
71
05/02/94
1040.0
11.2
111.1
91
N
2
157+00
-195
SLP/N
72
05/02/94
1047.0
11.4
113.2
92
N
2
158+00
-205
SLP/N
73
05/02/94
1053.0
12.1
104.7
91
N
1
159+00
-215
SLP/N
74
05/02/94
1045.0
12.4
105.5
91
N
1
160+00
-200
SLP/N
75
05/02/94
1055.0
11.7
112.4
92
N
2
161+00
-190
SLP/N
76
05/04/94
1057.0
11.0
113.6
93
N
2
163+50
-180
SLP/N
77
05/04/94
1052.0
15.8
114.1
93
N
2
164+50
-215
SLP/N
05/04/94
1035.0
9.8
120.9
93
N
4
125+00
280
SLP/S
•
05/04/94
1037.0
8.0
123.9
95
N
4
125+90
255
SLP/S
80
05/04/94
1035.0
8.8
125.9
97
N
4
126+00
230
SLP/S
81
05/05/94
1041.0
12.5
109.5
95
N
1
163+00
-220
SLP/N
82
05/05/94
1043.0
13.2
109.4
95
N
1
164+00
-225
SLP/N
83
05/05/94
1033.0
10.8
120.1
92
N
4
124+25
250
SLP/S
84
05/05/94
1027.0
7.9
117.8
91
N
4
124+60
255
SLP/S
85
05/09/94
1047.0
10.9
111.3
91
N
2
165+50
-180
SLP/N
86
05/09/94
1052.0
13.0
111.3
93
N
2
166+50
-190
SLP/N
87
05/09/94
1058.0
12.2
111.9
91
N
2
167+50
-200
SLP/N
88
05/09/94
1020.0
11.1
110.1
90
N
2
118+50
-280
SLP/N
89
05/09/94
1032.0
11.6
111.4
90
N
2
119+50
-270
SLP/N
90
05/09/94
1028.0
11.4
111.4
91
N
2
120+50
-275
SLP/N
91
05/11/94
1022.0
8.6
116.7
94
N
6
121+50
-260
SLP/N
92
05/11/94
1026.0
12.9
109.5
93
N
9
122+50
-275
SLP/N
93
05/11/94
1030.0
8.2
115.5
93
N
6
123+50
-265
SLP/N
94
05/11/94
1024.0
9.3
116.2
93
N
6
124+50
-250
SLP/N
95
05/12/94
1057.0
13.2
110.6
90
N
2
168+50
-220
SLP/N
96
05/12/94
1055.0
12.6
112.4
92
N
2
170+00
-215
SLP/N
97
05/12/94
1047.0
12.1
111.7
91
N
2
171+00
-210
SLP/N
98
05/12/94
1050.0
13.0
109.9
90
N
2
172+00
-205
SLP/N
99
05/12/94
1060.0
12.4
111.2
91
N
2
173+00
-195
SLP/N
100
05/18/94
1048.0
20.6
105.4
91
N
8
174+60
-200
SLP/N
101
05/21/94
1055.0
17.8
104.5
90
N
8
175+50
-190
SLP/N
102
05/21/94
1060.0
19.0
105.7
91
N
8
177+00
-180
SLP/N
103
05/21/94
1065.0
16.3
104.1
90
N
8
178+00
-185
SLP/N
104
05/21/94
1058.0
15.5
104.7
90
N
8
180+00
-205
SLP/N
05/24/94
1055.0
12.0
108.1
92
N
9
181+00
-220
SLP/N
05/24/94
1060.0
12.6
107.2
92
N
9
182+00
-185
SLP/N
107
05/24/94
1065.0
11.4
106.5
91
N
9
183+00
-190
SLP/N
108
05/24/94
1070.0
10.9
109.2
93
N
9
184+00
-195
SLP/N
109
05/24/94
1060.0
13.0
108.0
92
N
9
185+00
-205
SLP/N
110
05/24/94
1065.0
10.2
107.5
92
N
9
186+00
-215
SLP/N
111
05/24/94
1070.0
10.6
107.0
91
N
9
187+00
-185
SLP/N
i12
05/26/94
1075.0
8.0
105.5
90
N
9
189+50
-205
SLP/N
TABLE IV
RESULTS OF COMPACTION TESTS
No: 225301EM.22 Name: Embankment Date: 05-30-95
'"EST
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
STATION
OFF
TEST
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
1+2
SET
LOCATION
(FT.)
(-%)
(PCF)
M*
113
05/26/94
1075.0
10.6
106.1
91
N
9
190+50
-210
SLP/N
114
05/26/94
1070.0
10.4
106.5
91
N
9
191+50
-200
SLP/N
115
05/26/94
1080.0
11.2
106.8
91
N
9
192+50
-220
SLP/N
116
05/31/94
1043.0
13.2
110.3
90
N
9
157+50
175
TOE/S
117
05/31/94
1044.0
10.0
109.9
90
N
9
159+50
180
TOE/S
118
05/31/94
1046.0
12.2
111.3
91
N
9
163+50
185
TOE/S
119
05/31/94
1048.0
11.7
110.6
90
N
9
166+00
180
TOE/S
120
05/31/94
1050.0
10.2
110.2
90
N
9
168+00
185
TOE/S
121
06/01/94
1072.0
11.2
105.0
90
N
9
195+00
-220
SLP/N
122
06/01/94
1078.0
10.1
104.8
90
N
9
196+00
-215
SLP/N
123
06/01/94
1083.0
9.8
105.7
90
N
9
197+00
-210
SLP/N
124
06/01/94
1080.0
12.4
104.9
90
N
9
198+00
-205
SLP/N
125
06/01/94
1075.0
11.4
105.9
90
N
9
201+50
-200
SLP/N
126
06/01/94
1085.0
10.6
105.2
90
N
9
202+50
-195
SLP/N
127
06/01/94
1080.0
10.4
104.9
90
N
9
203+50
-190
SLP/N
128
06/01/94
1075.0
9.9
105.1
90
N
9
204+50
-185
SLP/N
129
06/07/94
1078.0
13.2
109.7
90
N
2
206+50
-180
SLP/N
130
06/07/94
1083.0
12.2
109.6
90
N
2
207+50
-185
SLP/N
131
06/07/94
1088.0
13.8
109.7
9.0
N
2
208+50
-190
SLP/N
132
06/07/94
1080.0
10.4
112.8
92
N
2
209+50
-195
SLP/N
133
06/08/94
1085.0
12.2
110.3
90
N
2
213+00
-200
SLP/N
06/08/94
1095.0
13.6
110.5
90
N
2
214+00
-205
SLP/N
06/08/94
1090.0
12.5
109.7
90
N
2
215+00
-210
SLP/N
106
06/08/94
1083.0
10.9
111.8
91
N
2
216+00
-215
SLP/N
137
06/08/94
1087.0
11.5
110.1
90
N
2
217+00
-220
SLP/N
138
06/08/94
1092.0
9.4
109.7
90
N
2
218+00
-205
SLP/N
139
06/10/94
1027.0
13.0
110.2
90
N
2
125+00
-225
SLP/N
140
06/10/94
1032.0
12.2
111.1
91
N
2
126+00
-200
SLP/N
141
06/10/94
1035.0
10.6
109.8
90
N
2
127+50
-190
SLP/N
142
06/10/94
1040.0
10.9
111.6
90
N
2
128+50
-200
SLP/N
143
06/23/94
1042.0
9.4
115.6
90
N
5
137+50
-205
SLP/N
144
06/23/94
1037.0
9.1
115.4
90
N
5
138+50
200
SLP/S
145
06/23/94
1032.0
8.4
120.4
93
N
4
139+50
205
SLP/S
146
06/27/94
1035.0
12.2
110.2
90
N
2
141+00
180
SLP/S
147
06/27/94
1045.0
10.7
111.1
91
S
2
142+00
185
SLP/S
148
06/27/94
1033.0
9.6
110.6
90
N
2
143+00
190
SLP/S
149
06/28/94
1033.0
9.6
111.9
91
N
2
144+00
195
SLP/S
150
06/28/94
1038.0
8.7
112.4
92
N
2
145+00
200
SLP/S
151
06/28/94
1045.0
10.2
111.5
91
N
2
146+00
205
SLP/S
152
06/29/94
1035.0
16.7
107.1
92
N
8
147+00
210
SLP/S
153
06/29/94
1040.0
17.0
105.8
91
N
8
148+00
215
SLP/S
154
06/29/94
1050.0
16.7
106.2
91
N
8
149+00
220
SLP/S
155
06/29/94
1042.0
16.9
106.6
92
N
8
150+00
210
SLP/S
156
06/29/94
1038.0
17.2
105.5
91
N
8
151+00
205
SLP/S
L57
06/30/94
1045.0
13.7
99.9
90
N
7
152+00
200
SLP/S
158
06/30/94
1040.0
13.5
99.6
90
N
1
152+75
190
SLP/S
159
06/30/94
1034.0
9.8
110.4
90
N
2
139+00
180
SLP/S
L60
06/30/94
1037.0
10.1
111.1
91
N
2
142+50
185
SLP/S
06/30/94
1038.0
8.9
109.9
90
N
2
143+50
195
SLP/S
07/06/94
1045.0
9.7
115.6
91
N
5
141+00
-215
SLP/N
163
07/06/94
1037.0
10.5
114.6
90
N
5
142+00
-200
SLP/N
L64
07/06/94
1035.0
12.1
114.8
90
N
5
143+00
-185
SLP/N
165
07/06/94
1040.0
12.3
115.5
91
N
5
144+00
-195
SLP/N
166
07/07/94
1035.0
11.0
114.7
90
N
5
145+00
-205
SLP/N
L67
07/07/94
1050.0
10.2
115.0
90
N
5
146+00
-215
SLP/N
L68
07/07/94
1040.0
9.5
116.0
91
N
5
147+00
-200
SLP/N
TABLE IV
•
L
RESULTS OF COMPACTION TESTS
225301EM.22
Name:
Embankment
Date:
05-30-95
�E
EA
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
STATION
OFF
TEST
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
1+2
SET
LOCATION
(FT.)
(%)
(PCF)
(%)*
169
07/07/94
1037.0
9.9
115.4
91 N
5
148+00
-185
SLP/N
170
07/07/94
1045.0
10.1
115.7
91 N
5
149+00
-205
SLP/N
171
07/19/94
1035.0
10.7
122.9
99 N
6
116+50
265
SLP/S
172
07/19/94
1058.0
9.1
122.6
98 N
6
160+00
195
SLP/S
173
07/19/94
1060.0
9.2
114.7
92 N
6
160+00
200
SLP/S
174
07/19/94
1058.0
11.0
111.8
90 N
6
160+00
195
SLP/S
175
07/21/94
1088.0
6.2
111.5
97 N
1
210+80
220
SLP/S
176
07/21/94
1084.0
4.9
109.8
95 N
1
211+05
210
SLP/S
177
07/21/94
1086.0
7.3
118.7
97 N
2
204+20
215
SLP/S
178
07/21/94
1082.0
3.4
107.5
97 N
7
204+80
205
SLP/S
179
07/21/94
1080.0
8.1
120.4
95 N
5
194+00
200
SLP/S
180
07/21/94
1050.0
4.9
110.9
96 N
1
163+00
180
SLP/S
181
07/21/94
1054.0
9.4
108.0
94 N
1
165+20
190
SLP/S
SC -Sand
Cone
ASTM D1556-64; DC
-Drive Cylinder
ASTM D2937-71;
N -Nuclear ASTM
3017;
NG -Natural Ground + 85%
= Passing
Test;
R&R -Removed &
Replaced,
no
retest
** TEST FAILED,
SEE RETEST
•
L
TABLE V
RESULTS OF COMPACTION TESTS
225301RW.22 Name: Retaining Wall Date: 05-30-95
SES!' TEST ELEV/ MOISTURE UNIT DRY REL. SOIL TEST LOCATION
NO. DATE DEPTH CONTENT DENSITY COMP. TYPE
(FT.) M (PCF) M*
04/01/94
1034.0
9.4
120.3
93
4
11
+15
S. Embankment
04/01/94
1034.0
13.4
110.4
95
1
12
+15
S. Embankment
04/01/94
1034.0
11.5
115.7
93
6
13
+15
S. Embankment
04/01/94
1035.0
11.4
122.2
94
4
14
+15
S. Embankment
04/01/94
1035.0
10.4
124.5
96
4
15
+15
S. Embankment
04/01/94
1036.0
10.1
119.5
92
4
16
+15
S. Embankment
04/01/94
1036.0
9.6
120.4
93
4
17
+15
S. Embankment
04/04/94
1036.0
9.3
121.3
93
4
18
+50
S. Embankment
04/04/94
1036.5
9.1
121.8
94
4
19
+50
S. Embankment
04/04/94
1037.0
9.2
117.1
90
4
20
+50
S. Embankment
04/08/94
1038.0
10.0
123.3
95
2
21
+50
South Side
04/08/94
1038.0
11.8
123.9
95
2
22
+50
South Side
04/08/94
1038.0
12.4
123.5
95
2
23
+50
South Side
04/11/94
1042.0
11.6
117.6
90
2
24
+50
South Side
04/11/94
1042.0
8.1
118.8
91
2
25
+50
South Side
04/11/94
1043.0
7.6
119.5
92
2
26
+50
South Side
04/11/94
1043.0
9.9
117.6
90
2
27
+50
South Side
04/11/94
1044.0
8.0
118.2
91
2
28
+50
South Side
04/11/94
1044.0
8.4
118.5
91
2
29
+50
South Side
04/12/94
1045.0
9.6
116.7
90
2
30
+50
South Side
04/12/94
1046.0
8.3
118.0
91
2
31
+50
South Side
04/12/94
1046.0
9.2
117.4
90
2
32
+50
South Side
04/12/94
1046.0
9.4
119.6
92
2
33
+50
South Side
07/06/94
1038.0
10.0
119.6
92
N
4
11
+25
Retaining Wall
07/06/94
1038.0
9.7
119.8
92
N
4
12
+00
Retaining Wall
07/06/94
1038.0
9.4
120.6
93
N
4
13
+00
Retaining Wall
07/07/94
1038.0
9.5
121.2
93
N
4
14
+00
Retaining Wall
07/07/94
1038.0
10.1
117.9
91
N
4
15
+00
Retaining Wall
07/07/94
1038.0
8.7
119.2
92
N
4
16
+00
Retaining Wall
07/07/94
1039.0
8.5
118.4
91
N
4
17
+00
Retaining Wall
07/07/94
1039.0
8.3
117.7
91
N
4
18
+00
Retaining Wall
07/07/94
1040.0
8.6
118.8
91
N
4
19
+00
Retaining Wall
07/08/94
1040.0
9.7
120.5
93
N
4
20
+00
Retaining Wall
07/08/94
1040.0
9.7
117.4
90
N
4
21
+00
Ret. Wall BF
07/08/94
1041.0
10.2
121.8
94
N
4
22
+00
Ret. Wall BF
07/08/94
1041.0
11.9
120.0
92
N
4
23
+00
Ret. Wall BF
07/08/94
1042.0
10.7
122.2
94
N
4
24
+00
Ret. Wall BF
07/08/94
1044.0
11.3
119.2
92
N
4
25
+00
Ret. Wall BF
07/08/94
1045.0
10.8
119.7
92
N
4
26
+00
Ret. Wall BF
07/08/94
1046.0
8.6
117.5
90
N
4
27
+00
Ret. Wall BF
07/08/94
1043.0
8.9
119.4
92
N
4
23
+50
Ret. Wall BF
07/08/94
1043.0
9.1
117.4
90
N
4
22
+50
Ret. Wall BF
07/08/94
1040.0
9.3
117.6
90
N
4
11
+50
Ret. Wall BF
07/08/94
1040.0
9.1
119.0
92
N
4
12
+50
Ret. Wall BF
07/11/94
1047.0
5.6
120.9
93
N
4
28
+00
Ret. Wall BF
07/11/94
1047.0
6.1
125.6
97
N
4
29
+00
Ret. Wall BF
07/11/94
1048.0
9.9
117.8
91
N
4
30
+00
Ret. Wall BF
07/11/94
1049.0
7.6
119.3
92
N
4
31
4-00
Ret. Wall BF
07/11/94
1049.0
9.2
118.5
91
N
4
32
+00
Ret. Wall BF
07/11/94
1050.0
8.9
119.5
92
N
4
33
+00
Ret. Wall BF
07/12/94
1042.0
8.8
117.1
90
N
4
11
+20
Ret. Wall BF
07/12/94
1042.0
11.3
117.4
90
N
4
13
+60
Ret. Wall BF
07/12/94
1048.0
9.7
116.9
90
N
4
27
+70
Ret. Wall BF
07/12/94
1049.0
8.2
121.8
94
N
4
29
+50
Ret. Wall BF
07/12/94
1043.0
8.4
121.4
93
N
4
12
+15
Ret. Wall BF
07/12/94
1040.0
9.2
120.3
93
N
4
15
+30
Ret. Wall BF
TABLE V
•
•
RESULTS OF COMPACTION TESTS
l�o:
225301RW.22
Name: Retaining Wall
Date: 05-30-95
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
TEST LOCATION
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
(FT.)
M
(PCF)
M*
57
07/12/94
1042.0
8.1
118.9
91 N
4
16
+75
Ret.
Wall
BF
58
07/12/94
1041.0
6.9
119.6
92 N
4
18
+45
Ret.
Wall
BF
59
07/12/94
1044.0
7.7
118.9
92 N
4
19
+60
Ret.
Wall
BF
60
07/12/94
1041.0
8.4
121.9
94 N
4
20
+65
Ret.
Wall
BF
61
07/13/94
1050.0
8.3
123.3
95 N
4
34
+90
Ret.
Wall
BF
62
07/13/94
1051.0
7.8
119.2
92 N
4
33
+50
Ret.
Wall
BF
63
07/13/94
1052.0
6.9
121.8
94 N
4
34
+50
Ret.
Wall
BF
64
07/13/94
1046.0
10.2
119.6
92 N
4
26
+50
Ret.
Wall
BF
65
07/13/94
1044.0
7.1
118.0
91 N
4
22
+50
Ret.
Wall
BF
66
07/15/94
1053.0
11.1
117.9
91 N
4
34
+10
Ret.
Wall
BF
67
07/15/94
1046.0
5.4
116.6
90 N
4
24
+50
Ret.
Wall
BF
68
07/15/94
1045.0
5.0
117.0
90 N
4
21
+75
Ret.
Wall
BF
* SC -Sand
Cone
ASTM D1556-64;
DC -Drive Cylinder
ASTM D2937-71;
N -Nuclear
ASTM
3017;
NG -Natural Ground + 85%
= Passing
Test;
R&R -Removed &
Replaced, no
retest.
�* TEST
FAILED,
SEE RETEST.
•
•
TABLE VI
RESULTS OF COMPACTION TESTS
225301PR.22
Name: Presley
Date: 5-30-95
obNo:
TEST
ELEV/ MOISTURE
UNIT DRY
REL.
SOIL
TEST LOCATION
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
NCORD/ECORD
(FT.)
M
(PCF)
(;)
1
01/11/94
1061.0
7.8
112.9
98
N
1
476865/740255
2
01/11/94
1061.0
11.3
113.0
98
N
1
476955/740400
3
01/11/94
1061.0
11.2
112.3
97
N
1
477130/740305
4
01/11/94
1060.0
10.4
111.5
97
N
1
476975/740175
5
01/11/94
1063.0
11.7
111.9
97
N
1
476880/740335
6
01/11/94
1063.0
10.8
110.0
95
N
1
477015/740340
7
01/11/94
1063.0
12.1
110.9
96
N-
1
477075/740180
8
01/11/94
1065.0
12.8
113.5
98
N
1
476840/740385
9
01/12/94
1067.0
8.9
117.9
96
N
2
476830/740335
10
01/12/94
1069.0
7.0
118.0
96
N
2
476810/740390
11
01/13/94
1071.0
6.9
116.6
95
N
2
476810/740345
12
01/13/94
1073.0
9.2
115.7
95
N
2
476820/740375
13
01/13/94
1075.0
9.5
113.2
93
N
2
476780/740320
14
01/13/94
1077.0
11.7
113.4
93
N
2
476720/740345
15
01/17/94
1079.0
10.6
113.1
93
N
2
476755/740385
16
01/17/94
1081.0
11.1
111.5
91
N
2
476730/740365
17
06/14/94
1060.5
3.1
120.6
99
N
2
477000/740175
18
06/14/94
1064.0
5.8
116.0
95
N
2
477100/740200
19
06/14/94
1064.5
7.7
122.5
99
N
2
477050/740340
20
06/14/94
1064.5
7.5
118.7
97
N
2
476950/740375
21
06/14/94
1064.5
3.2
120.5
99
N
2
476850/740285
06/14/94
1056.0
11.9
115.9
95
N
2
477120/740125
06/14/94
1058.0
3.4
111.4
91
N
2
477145/740200
06/14/94
1060.0
7.5
110.1
90
N
2
477175/740305
25
08/18/94
1070.0
6.3
119.3
92
N
4
476820/740425
26
08/18/94
1060.0
7.2
118.4
91
N
4
476930/740430
27
08/18/94
1056.0
8.5
120.2
92
N
4
477000/740425
28
08/18/94
1062.0
7.7
119.0
92
N
4
477050/740387
29
08/18/94
1058.0
8.0
118.1
91
N
4
477105/740370
30
09/14/94
1048.0
10.8
119.9
92
N
4
478470/739265
31
09/14/94
1048.0
9.1
112.5
92
N
2
478435/739170
32
09/14/94
1048.0
10.9
121.4
93
N
4
478410/739070
33
09/14/94
1048.0
11.1
120.1
92
N
4
478375/738950
34
09/14/94
1046.0
9.5
123.2
95
N
4
478325/738840
35
09/14/94
1049.0
9.7
120.4
93
N
4
478500/739225
36
09/14/94
1049.0
8.5
120.8
93
N
4
478470/739130
37
09/14/94
1049.0
14.5
112.0
92
N
2
478440/739000
38
09/15/94
1049.0
8.7
119.7
92
N
4
478400/738895
39
09/15/94
1047.0
10.2
118.4
91
N
4
478340/738890
40
09/15/94
1044.0
9.1
118.4
91
N
4
478260/738870
41
09/15/94
1043.0
8.6
119.5
92
N
4
478175/738900
42
09/15/94
1042.0
9.4
118.1
91
N
4
478220/738940
43
09/15/94
1045.0
9.2
118.8
91
N
4
478290/738885
44
09/15/94
1050.0
9.6
120.3
93
N
4
478365/738915
45
09/15/94
1048.0
8.6
119.3
92
N
4
478365/738855
46
09/15/94
1046.0
11.1
110.1
90
N
2
478280/738845
47
09/15/94
1044.0
9.4
111.8
91
N
2
478205/738880
48
09/16/94
1042.0
10.2
112.4
92
N
2
478110/738930
09/16/94
1050.0
11.0
114.1
93
N
2
478390/739010
09/16/94
1052.0
9.2
119.6
92
N
4
478420/739335
1
09/16/94
1052.0
9.0
118.7
91
N
4
478455/739295
52
09/16/94
1050.0
11.8
112.4
92
N
2
478450/739240
53
09/16/94
1050.0
12.4
113.1
92
N
2
478440/739140
54
09/16/94
1050.0
12.2
111.4
91
N
2
478400/739035
55
09/16/94
1051.0
9.5
117.9
91
N
4
478400/738965
56
09/19/94
1053.0
11.3
116.9
90
N
4
478275/739045
TABLE VI
RESULTS OF COMPACTION TESTS
otL,No: 225301PR.22 Name: Presley Date: 5-30-95
'ESF
TEST
ELEV/
MOISTURE
UNIT DRY
REL.
SOIL
TEST LOCATION
NO.
DATE
DEPTH
CONTENT
DENSITY
COMP.
TYPE
NCORD/ECORD
(FT.)
(%)
(PCF)
(%)
57
09/19/94
1053.0
11.2
117.9
91
N
4
478310/739125
58
09/19/94
1053.0
8.8
121.0
93
N
4
478335/739205
59
09/19/94
1052.0
9.0
120.2
92
N
4
478455/739210
60
09/19/94
1052.0
8.2
118.0
91
N
4
478435/739115
61
09/19/94
1052.0
10.6
117.5
90
N
4
478375/738990
62
09/19/94
1050.0
9.4
118.2
91
N
4
478365/739940
63
09/19/94
1049.0
11.3
110.8
91
N
2
478125/738990
64
09/19/94
1044.0
12.1
110.4
90
N
2
478035/738940
65
09/19/94
1046.0
11.1
112.2
92
N
2
478225/738870
66
09/21/94
1048.0
11.5
110.1
90
N
2
478510/739305
67
09/21/94
1050.0
11.3
111.2
91
N
2
478500/739295
68
09/21/94
1052.0
10.5
110.8
91
N
2
478490/739315
69
09/21/94
1052.0
12.2
109.9
90
N
2
478390/738935
70
09/21/94
1052.0
10.7
111.6
91
N
2
478320/738865
71
09/21/94
1051.0
4.9
117.4
90
N
4
478350/739250
72
09/21/94
1046.0
6.1
117.6
90
N
4
478250/738960
73
09/23/94
1048.0
12.2
111.5
91
N
2
478370/739240
74
09/23/94
1050.0
10.9
112.2
92
N
2
478325/739080
75
09/23/94
1050.0
11.0
113.3
93
N
2
478300/739000
76
09/23/94
1046.0
8.3
118.3
91
N
4
478435/739290
77
09/23/94
1048.0
8.8
119.8
92
N
4
478420/739210
09/23/94
1050.0
9.0
118.8
91
N
4
478385/739090
09/23/94
1052.0
9.2
119.2
92
N
4
478340/738950
09/26/94
1047.0
3.8
120.5
93
N
19
478280/738860
81
09/26/94
1045.0
3.5
120.8
93
N
19
478220/738845
82
09/26/94
1045.0
5.6
116.7
90
N
19
478160/738880
83
09/26/94
1045.0
6.0
116.0
90
N
19
478100/738890
84
09/26/94
1046.0
12.4
107.9
90
N
18
478030/738910
85
09/26/94
1048.0
4.6
119.1
92
N
19
478250/738825
86
09/27/94
1048.0
4.5
117.9
91
N
19
478260/738990
87
09/27/94
1050.0
8.9
123.4
95
N
19
478205/739015
88
09/27/94
1052.0
9.1
121.7
94
N
19
478200/739000
89
09/27/94
1050.0
10.2
119.3
92
N
19
478250/738845
90
09/27/94
1052.0
9.8
118.5
92
N
19
478185/738850
91
09/27/94
1048.0
8.1
117.8
91
N
19
478130/738900
92
09/27/94
1050.0
7.3
117.2
91
N
19
478065/738905
93
09/27/94
1044.0
7.4
118.1
91
N
19
478090/739045
94
09/27/94
1046.0
9.6
117.1
90
N
19
478020/739040
95
09/27/94
1044.0
7.8
121.6
94
N
19
477955/739075
96
09/27/94
1044.0
10.0
117.6
91
N
19
477830/739120
97
09/27/94
1044.0
9.4
118.0
91
N
19
477705/739160
98
09/27/94
1044.0
9.7
118.5
92
N
19
477935/738960
99
09/27/94
1044.0
10.1
119.4
92
N
19
477810/738990
100
09/27/94
1044.0
9.2
121.4
94
N
19
477675/739925
401
09/27/94
1046.0
9.9
120.2
93
N
19
477875/738955
102
09/27/94
1048.0
8.4
118.4
91
N
19
477970/738940
103
09/28/94
1048.0
10.4
117.7
91
N
19
477770/738990
104
09/28/94
1046.0
9.7
116.9
90
N
19
477770/739140
09/28/94
1048.0
10.3
118.8
92
N
19
477870/739115
1*
09/28/94
1053.0
7.6
118.1
91
N
19
478360/739365
107
09/28/94
1053.0
8.5
123.9
96
N
19
478425/739355
108
09/28/94
1054.0
9.5
119.0
92
N
19
478470/739310
109
09/28/94
1054.0
8.5
121.8
94
N
19
478465/739230
110
09/28/94
1054.0
4.8
120.6
93
N
19
478450/739180
111
09/28/94
1054.0
14.2
99.7
91
N
17
478415/739115
112
09/28/94
1054.0
10.0
112.9
94
N
18
478410/739050
TABLE VI
RESULTS OF COMPACTION TESTS
o]6,No: 225301PR.22 Name: Presley Date: 5-30-95
NO.
TEST
DATE
ELEV/
DEPTH
(FT.)
MOISTURE
CONTENT
(%)
UNIT DRY
DENSITY
(PCF)
REL.
COMP.
(%)
SOIL
TYPE
TEST LOCATION
NCORD/ECORD
113
09/28/94
1050.0
10.7
112.1
91
N
12
477930/739090
114
09/28/94
1048.0
9.8
114.0
93
N
12
477740/739160
115
09/28/94
1046.0
11.1
111.1
91
N
12
477615/739040
116
09/28/94
1049.0
9.7
122.1
94
N
19
477705/739000
117
09/28/94
1048.0
10.4
121.7
94
N
19
477675/739170
118
09/28/94
1042.0
8.5
120.6
93
N
19
477605/739125
119
09/28/94
1044.0
9.4
122.6
94
N
19
477570/739185
120
09/28/94
1043.0
11.0
112.0
91
N
12
477490/739215
121
09/29/94
1037.0
8.7
121.4
94
N
19
477420/739210
122
09/29/94
1042.0
6.9
119.6
92
N
19
477400/739120
123
09/29/94
1046.0
12.9
109.7
90
N
12
477555/739080
".24
09/29/94
1046.0
7.2
119.1
92
N
19
477555/739165
125
09/29/94
1047.0
8.9
118.7
92
N
19
477555/739215
126
10/03/94
1039.0
6.0
116.8
90
N
19
477425/739170
127
10/03/94
1041.0
7.2
120.0
93
N
19
477470/739125
128
10/03/94
1044.0
7.5
112.3
94
N
11
477480/739175
129
10/03/94
1043.0
9.3
120.2
93
N
19
477630/739165
130
10/04/94
1044.0
6.5
120.0
93
N
19
477690/739090
131
10/04/94
1045.0
9.0
120.6
93
N
19
477835/739055
132
10/04/94
1046.0
9.2
120.1
93
N
19
477975/739015
133
10/04/94
1048.0
6.7
118.4
91
N
19
478170/738940
10/04/94
1047.0
7.0
118.6
92
N
19
478340/739045
10/04/94
1048.0
6.6
120.8
93
19
478400/739220
SEE PLAN
FOR TEST
LOCATIONS
C -Sand
Cone ASTM
D1556-64;
DC -Drive Cylinder ASTM
D2937-71; N -Nuclear ASTM 3017
G -Natural Ground
+ 85%
= Passing
Test; RR -Removed
& Replaced,
no retest.
-*-TEST
FAILED, SEE RETEST
0
0
•
•
APPENDIX D
Results of Concrete Compression Tests
GEOTECHNICAL, & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
- COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. #2253o1.22 . TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number Lab Age Nominal Strength Spec
Line Number No. Days Date Size (PSI) Strength Slump
T,,.Min„ Ctnlctnre •S" lA 7 03104/94 6X12 3716 3000 4.5
•
1B
14
03/11/94
4000
'
•
1C
28
03/25/94
6X12
4320
2000
'
•
1D
HOLD
HOLD
2190
' Junction Structure 'D"
2A
11
03/11/94
6X12
2300
3000
4.0
•
2B
141
03/14/94
3570
'
•
2C
28
0328/94
6X12
3680
"
4.00
•
2D
HOLD
HOLD
—
d67
Junction Structure "B"
3A
7
03/09/94
6X12
2300
30003B
7D
•12
03/14/94
1750
"
•
3C
28
03/30/94
2720
"
•
3D
43
04/11/94
3400
"
•
3E
012
03/14/94
2120
'
! Wall Footings 11+75
4A
7
04/14/94
6X12
2160
2000
5.50
•
411
14
0421/94
31W
"
•
4C
28
05/04/94
3540
'
-
41)
HOLD
HOLD
(I Wall Footings 17+00
5A
7
04/18/94
6X12
1630
2000
4.00
•
SB
14
0425/94
2510
•
5C
28
05/09/94
3180
'
•
SD
HOLD
I HOLD
—
Wall Footings 21+00
6A
7
04/19/94
6X12
1880
2000
4.50
•
611
14
0426/94
2190
•
6C
28
05/10/94
2760
Ah i
6D
HOLD
HOLD
'
Wall Footings 24+01
7A
7
0422194
6X12
2050
2000
4.00
7B
14
0429/94
2830
"
7C
28
05/13/94
3200
7D
HOLD
HOLD
—
"
•
Page 2 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. #22530122 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
r[
Lab
No.
Age
Days
Date
Nominal
Size
Strength
(PSI)
Spec.
Strength
Slump
Wall Footings 24+66
8A
7
0426/94
6X12
7A50
2000
200
•
8B
14
05/03/94
2400
•
8C
28
05/17/94
2480
'
•
81)
HOLD
HOLD
Wall Footings 30+49
9A
7
0429/94
6X12
2020
2000
3.00
•
9B
14
05/06/94
2550
'
•
9C
28
05/20/94
3000
"
•
91)
HOLD
HOLD
! Junction Structure "C" Lower
10A
7
05/17/94
6X12
2480
3000
3.00
•
10B
14
0524/94
3150
"
•
10C
28
06/07/94
3750
'
•
lOD
HOLD
HOLD
Junction Structure "N" Lower
11A
7
05/18/94
6X12
7370
3000
2.50
•
11B
14
0525/94
2870
'
i
.
11C
28
06/08/94
3710
•
Junction Structure "2:" Lower
11D
12A
HOLD
7
HOLD
05/19/94
6X12
—
2510
3000
II
1.00 I!
12B
14
0526/94
3040
12C
28
06/09!94
3750
•
12D
HOLD
HOLD
—
Junction Structure "Z" Upper
13A
7
0524/94
6X12
3080
3000
2.50
•
13B
14
05/31/94
2550
"
•
13C
28
06/14/94
4390
•
13D
HOLD
HOLD
Junction Structure "V & N" Upper
14A
7
05/31/94
6X12
2510
3000
2.00
•
14B
14
06/07/94
3680
•
14C
28
0621/94
4390
"
14D
HOLD
HOLD
–'
Page 3 of 34
Al
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station, Number.
Line Number
Lab
No.
Age
Days
Date
Nominal
Size
Strength
(PSI)
Spec.
Strength
Slump
II Junction Structure "K"
15A
7
06/12194
6X12
2260
3000
N/A
•
15B
14
06/09/64
3500
�I
15C
28
06/23194
3930
'
•
15D
HOLD
HOLD
�1 Junction Structure "I"&"H"
16A
7
0619/94
6X12
2690
3000
N/A
•
16B
14
06/16194
3250
"
•
16C
28
06/30/94
3890
•
16D
HOLD
HOLD
II Junction Structure "H -H"
17A
3
06/09/94
6X12
2300
3000
1.00
•
17B
4
06/10/94
2580
II
17C
8
06/14/94
3780
'
•
17D
29
07105/94
4530
"
II Junction Structure 'H -H"
18A
3
06/09/94
6X12
2550
3000
1.00
•
18B
7
06/13/94
3180
"
•
18C
14
06/20194
4530
'
•
18D
5
06/11/94
3290
"
Line "V" Bottom Portion Box Culvert
19A
5
06/13/94
6X12
2690
4000
4.00
"
19B
7
06/15194
2970
'
•
19C
14
06/22/94
3430
"
•
19D
28
07/06194
4700
•
19E
13
0621/94
3010
19F
HOLD
HOLD
—
"
i
Junction Structure "H -H" Upper
20A
7
0620/94
6X12
3250
3000
250
I '
20B
14
0628194
4030
•
•
2oc
28
07112/94
48W
•
20D
HOLD
HOLD
—
"I
a
Page 4 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. #225301.22 - TEIb`IECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Age
Days
Date
Nominal
Size
Strength
(PSI)
Spec.
Strength
Slump
II East Wall Box Culvert Line •V•
21A
4
0620/94
6X12
2510
4000
4.75
•
21B
6
0622/94
3250
'
II •
21C
7
0623/94
3360
•
21D
8
0624/94
3640
'
II
21E
14
06/30/94
4140
'
•
21F
28
07/14194
4960
•
21G
HOLD
HOLD
•
21H
HOLD
HOLD
II Top Deck Box Culvert "V"
22A
5
0621/94
6X12
3010
4000
5.00
•
22B
7
0623/94
3010
'
II
22C
11
0627/94
w3250
'
•
22D
13
0629/94
4100
'
1
22E
21
07/07/94
4810
•
22F
28
1 07/14/94
5380
•
22G
HOLD
HOLD
•
22H
HOLD
HOLD
—
II Slope Line's 'B&D' Footing
23A
7
0629/94
6X12
2370
3000
350
•
23B
14
07/06/94
3610
'
II, "
23C
28
0720/94
4240
'
•
23D
HOLD
HOLD
Slope Line's •B'&"D"
24A
8
07/05/94
6X12
3010
3000
250
•
24B
14
07/11/94
3750
'
I
24C
28
0725/94
4170
•
24D
HOLD
HOLD
Down Ramp #3 Footing
25A
7
07/06/94
6X12
2650
3000
350
'
25B
14
07/13/94
3180
'
'
25C
28
0727/94
3780
"
25D
HOLD
HOLD
—
'
Page 5 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. #22530112 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lob
No.
Age
Days
Date
Nominal
Sire
Strength
(PSI)
Spee.
Strength
Slump
Drop Structure #2 Grout'
26A
7
07/08/94
6X12
1870
N/A
5.15
'
26B
14
07/15/94
1300
'
26C
28
07/29/94
6X12
2970
N/A
"
26D
HOLD
HOLD
—
f525
II Down Ramp #3 Ramp
27A
7
07/13/94
6X12
2410
3000
3.75
•
27B
14
07/20194
3180
'
27C
28
08/03/94
3960
•
27D
HOLD
HOLD
—
�I Down Ramp #3 Slope
28A
7
07/19/94
6X12
2250
3000
3.25
'
28B
14
07/26/94
2920
.
•
Mc
28
08/09/94
3780
•
28D
HOLD
HOLD
—
'
Down Ramp #3 Slope
29A
7
07/19/94
6X12
2760
3000
350
"
29B
14
07/26/94
3480
"
'
29C
28
08/09/94
3855
'
"
29D
HOLD
HOLD
—
in Ramp #3 Ramp
30A
7
07/19/94
6X12
2560
3000
3.00
•
30B
14
07/26/94
3165
u
30C
28
08/09/94
4230
•
30D
HOLD
HOLD
—
Dowu Ramp #3 Slope
31A
7
078.1./94
6X12
2480
3000
3.25
•
31B
14
07/29/94
3340
II
31C
28
08/13/94
4170
• Down Ramp #3 Slope
31D
32A
HOLD
7
HOLD
07/22/94
6X12
—
2510
3000
3.25
•
32B
14
0729/94
3290
'
•
32C
28
08/13/94
4280-4
'
"
321)
HOLD
1 HOLD
—
"
Page 6 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Age
Days
Date
Nominal
Size
Strength
(PSI)
Spee
Strength
Slump
II Drop Structure #2 Footing
33A
7
07/27/94
6X12
2160
3000
6.00
'
33B
14
08/03/94
3150
'
II
33C
28
08/17/94
3870
"
"
33D
HOLD
HOLD
—
II Down Ramp #7 Footing
34A
6
07/26/94
6X12
2200
3000
5.00
"
34B
14
08/03/94
3250
"
II
34C
28
08/17/94
4170
'
"
34D
HOLD
HOLD
—
II Drop Structure #2 Grout
35A
7
07/8/94
6X12
1660
N/A
&00
'
35B
14
08/04/94
2175
"
35C
28
08/18/94
2790
'
'
35D
HOLD
HOLD
—
'
II Drop Structure #2 Grout
36A
7
07/8/94
6X12
1540
N/A
&00
"
36B
14
08/04/94
2230
"
II
36C
28
08/18/94
2940
'
36D
HOLD
HOLD
--
"
II Down Ramp #7 Ramp
37A
7
08/02/94
6X12
2320
3000
6.00
"
37B
14
08/09/94
3060
'
(I
37C
28
08/3/94
3820
•
37D
HOLD
HOLD
—
"
Down Ramp #7 Upper
38A
7
08/02/94
6X12
2330
3000
5.50
"
38B
14
08/09/94
2940
'
IL
38C
28
08/23/94
3750
"
38D
HOLD
HOLD
—
^
J.S. Line "A" Lower
39A
7
08/09/94
6X12
2405
3000
4.25
"
39B
14
08/16/94
3010
"
^
39C
28
08/30/94
3 640
,
390
HOLD
HOLD
—
"
Page 7 of 34
COMPRESSION STRENGTH - CONCRETE
�I TABLE 1
W.O. #225301.22 - TEMECULA CRERK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Age
Days
Date
Nominal
Size
Strength
(PSI)
Spec.
Strength
Slump
S.S. #7 Grout N/Side
40A
7
08/11/94
6X12
destroyed
N/A
600
"
40B
14
08/18/94
II
QC
28
09/02/94
'
40D
HOLD
HOLD
Down Ramp #7 Slope
41A
7
08/12/94
6X12
2870
MW
N/A
'
41B
14
08/19/94
3710
"
41C
28
09/02/94
3890
,
•
41D
HOLD
HOLD
—
I Down Ramp #7 Slope
42A
42B
7
14
08/12/94
08/19/94
6X12
2370
3060
3000
N/A
"
42C
28
09/02/94
3410
"
"
42D
HOLD
HOLD
—
"
Down Ramp #7 Slope
43A
7
08/16/94
6X12
2410
3000
1.15
"
43B
14
M-23/94
2720
'
^
43C
29
09/06/94
3550
'
"
43D
HOLD
HOLD
Down Ramp #7 Slope
44A
7
08/17/94
6X12
2510
3000
2.75
"
44B
14
0824/94
2870
'
"C
28
09/07/94
3520
'
"
44D
HOLD
I HOLD
—
J.S. Line "A" Upper
45A
7
08/18/94
6X12
2650
3000
N/A
"
45B
14
0825/94
2950
"
II
45C
28
09/08/94
3430
^
45D
0•5
08/16/94
2300
Down Ramp #7 Slope
46A
7
08/19/94
6X12
2600
3000
2.25
"
46B
14
08/26/94
2880
'
"
46C28
09/09/94
3780
^
46D
HOLD
HOLD
--
•
Page 8 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Age
Date
Nominal
Size
Strengt
h
(PSI)
Spec.
Strength
Slump
Down Ramp #7 Slope
47A
7
08/19/94
6X12
2620
3000
2.25
"
47B
14
08/26194
2830
'
47C
28
09/09/94
3380
,
"
47D
HOLD
HOLD
'
Down Ramp #6 Footing
48A
7
0$/22/94
6X12
1820
3000
3.00
'
49B
14
08/29/94
2480
'
'
48C
28
09/12/94
2650
"
48D
0056
10/10/94
3310qW
"
Down Ramp #7 Slope
49A
7
08/22/94
6X12
2160
3000
3.00
•
49B
14
08129/94
2370
'
•
49C
28
09/12/94
2530
'
49D
0056
10/10/94
3430
S.S #7 Wide Grout
50A
7
08/23/94
6X12
1290
N/A
5.0
'
SOB
14
08/30/94
1840
'
"
50C
28
09/13/94
2350
'
"
SOD
HOLD
HOLD
SS #7 S/Side Grout
51A
7
1 08/23/94
6X12
1570
N/A
5.0
•
SIB
14
08/30/94
2710
"
Sic
28
09/131%
2650
'
SLD
HOLD
HOLD
—
'
is. Line's G,R,&SS Lower
52A
7
08/23/94
6X12
2070
3000
4 0
•
52B
14
08/30/94
2720
"
52C
28
09/13/94
3290
r
II
52D
HOLD
HOLD
—
"
Page 9 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Slrengt
h
(PSI)
Spec.
Strength
Slump
Slope Line "7 Footing
53A
7
08/25/94
6X12
2030
3000
3.75
•
53B
14
09/01/94
2620
•
53C
28
09/15/94
3330
"
"
53D
HOLD
HOLD
Down Ramp #6 Ramp
54A
7
08/26/94
6X12
2180
3000
4.0
•
54B
14
09/02/94
2760
'
"
54C
28
09/16/94
3430
•
54D
HOLD
HOLD
J.S. Line "G• Upper
SSA
7
08/26/94
6X12
2100
3000
3S0
•
55B
14
09/02/94
2740
•
55C
28
09/16/94
3340
'
55D
HOLD
HOLD
Slope Line •U', J.S. Lime
"SS• Upper, "RR' Lower
56A
0.5
08/29/94
6X12
2050
3000
2.75
"
S6B
7
08/31/94
2320
"
•
56C
14
09/07/94
2870
'
•
56D
2S
09/21/94
3410
,
"
56E
HOLD
HOLD
---
"
'
56F
HOLD
HOLD
—IL
'
Slope Line W, J.S. Lines
Z"&"M" Bottom
57A
7
08/31/94
6X12
2120
1 3000
3.75
•
57B
14
09/07/94
2550
'
"
57C
28
09/21/94
3310
"
"
I• Slope Line "K"
'
57D
59A
58B
HOLD
7
14
HOLD
08/31194
09/07/94
6X12
1950
2510
3000
2 00
•
58C
28
09/21194
3080
'
"
58D
HOLD
HOLD
—
"
Page 10 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
(PSI)
Spec.
Strength
Slump
J.S. Line T Lower
59A
7
09/01/94
6X12
2830
3000
3.50
'
59B
14
09/08/94
2740
•
59C
28
09/22/94
3470
'
59D
HOLD
HOLD
—
IUSlope Footing D.S. #3, J.S.
Line "J' Lower, "M" Upper
60A
005
08/30/94
6X12
2420
3000
0.75
•
60B
7
09/01/94
2810
'
•
'
60C
60D
60E
14
28
HOLD
09/08/94
09/22/94
HOLD
3340
3540
J.S. Line's •L, T & W" Upper
61A
*04
08/30/94
6X12
2020
3000
i
4.00
•
61B
•05
08/31/94
2190
'
•
61C
7
09/02!94
2350
'
61D
14
09/09/94
2940
•
61E
28
09/23/94
3310
;
•
61F
HOLD
HOLD
Down Ramp #6 Slope
62A
8
09/06/94
6X12
2100
3000
2.75
"
62B
14
09/12/94
1350
•
62C
28
09/26/94
3170
•
62D
HOLD
HOLDIr
—
Down Ramp #6 Slope
63A
8
09/06/94
6X12
1930
3000
3.00
"
63B
14
09/12/94
2370
•
63C
28
09/26/94
3020
•
63D
HOLD
HOLD
"
II• Down Ramp #6 Slope
64A
8
09/06/94
6X12
2140
3000
2.75
•
64B
14
09/11/94
2720
•
64C
28
09/26/94
3270
"
64D
HOLD
HOLD
—
II,
Page 11 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number,
Line Number
lab
No.
r
Days
Date
Nominal
Sim
SUengt
h
(PSI)
Spec.
Strength
Slump
Down Ramp #6 Slope
65A
7
09/06/94
6X12
2140
3000
3.00
•
65B
14
09/13/94
2460
•
65C
28
09/27/94
2900
•
65D
56
10/25/94
3520
'
Down Ramp #6 Slope
66A
7
09/06/94
6X12
2190
30M
3.00
•
66B
14
09/13/94
2740
•
66C
28
09/27/94
3250
•
66D
HOLD
HOLD
--
'
J.S. Line 5• Lower
67A
7
09/07/94
6X12
2510
3000
2.75
•
67B
14
09/14 %
2990
"
•
67C
28
09/28194
3690
•
67D
HOLD
HOLD
Down Ramp #6 Slope
68A
7
09/07/94
6X12
2390
3000
3.25
•
68B
14
09/14/94
2700
"
•
68C
28
09/28/94
3290
•
68D
HOLD
HOLD
Down Ramp #6 Slope
69A
7
09/07/94
6X12
2790
3000
2.75
•
69B
14
09/14/94
3150
•
69C
28
09/28/94
3590
'
•
69D
HOLD
HOLD
Down Ramp #6 Slope
70A
7
09/08/94
6X12
2230
3000
3.00
•
70B
14
09/15/94
2870
•
70C
28
09/29/94
3550
'
Lip •
70D
HOLD
HOLD
•
Page 12 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
b
(PSI)
Spee
Strength
Slump
Down Ramp #6 Slope
71A
7
09/08/94
6X12
2550
3000
2.50
'
71B
14
09/15/94
3200
'
71C
28
09/29/94
4000
"
•
71D
HOLD
HOLD
—
Slope Line 'A• Footing
72A
7
09/08/94
6X12
2300
3000
3.00
'
72B
14
09/15/94
2760
'
•
72C
28
09/29/94
3330
'
•
72D
HOLD
HOLD
S.S. #6 Grout S/Side
73A
7
09/09/94
6X12
1700
N/A
5.50
"
738
14
09/16/94
2180
'
'
73C
28
09/30/94
2810
•
73D
HOLD
HOLD
Drop Structure #3, E/Slope
74A
7
09/09/94
6X12
2190
3000
3.75
"
74B
14
09/16/94
2740
'
"
74C
28
09/30/94
"
3060
•
74D
HOLD
HOLD
Drop Structure #3, E/Slope
75A
7
09/09/94
6X12
2650
30M
2.00
•
75B
14
09/16/94
2940
'
•
75C
28
09/30/94
3570
•
75D
HOLD
HOLD
Box Culvert Line •V• Phase D Bottom
76A
7
09/13/94
6X12
2900
4000
4.00
'
76B
14
09/20/94
3220
'
•
76C
28
10/04/94
3770
'
•
76D
1157
11/03/94
4070
'
Page 13 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Stadon Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strev
ogt
h
(PSO
Spec-
Strength
Slump
J.S. Line "S' Upper
77A
3
09/09/94
6X12
2070
3000
3.00
'
77B
6
09/12/94
2480
"
77C
7
09/13/94
2720
'
77D
14
09/20/94
3180
'
'
77E
28
10/04/94
3680
'
'
77F
HOLD
HOLD
Slope Line's "2 & 3' Footing
78A
7
09/13/94
6X12
1910
3000
4 00
"
79B
14
09/20/94
2420
'
•
78C
28
10/04/94
2940
'
•
78D
0056
11/OV94
3730
'
Box Culvert Line "V• Phase H Bottom
79A
7
09/13/94
6X12
2280
4000
4.75
•
79B
14
09/20/94
3040
"
79C
28
10/04/94
3470
'
"
79D
0•57
11/03/94
3860
'
Slope Line •3'
SOA
7
09/16/94
6X12
2650
3000
2.00
•
SOB
14
09/23/94
3200
'
SOC
28
10/07/94
3520
"
"
80D
HOLD
HOLD
—
"
Slope Line "2"
91A
7
09/16/94
6X12
2870
30M
2.00
'
SIB
14
09/23!94
3310
"
'
Sic
28
10/07/94
3930
"
•
91D
HOLD
HOLD
Box Culvert Line 'V' Phase H, E/W Walls
92A
•05
09/19/94
6X12
3330
4000
4.00
IF—
'
92B
82C
7
14
09/21/94
09/28/94
3550
4090
"
•
92D
28
10/11/94
4560
"
"
82E
HOLD
HOLD
Page 14 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 . TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
msn
Spec.
Strength
Slump
Box Culvert Line "V' Phase II, Top
93A
0*5
09/19/94
6X12
2850
4000
3.75
•
83B
7
09/21/94
3220
"
83C
14
09/28/94
3730
'
•
83D
28
10/12/94
3890
•
93E
0056
11/09/94
5020
'
Box Culvert Line •V• Phase II, Top
84A
005
09/19/94
6X12
2580
4000
4.25
"
84B
7
09/21/94
2940
'
94C
14
09/28/94
3290
"
84D
28
10/12/94
3750
•
94E
••56
1 11/09/94
4990
'
Slope Line "A"
85A
7
09/27/94
6X12
2390
3000
1.75
'
85B
14
09/29/94
2940
"
'
85C
28
10/13/94
3800
'
•
85D
HOLD
HOLD
Slope Line •A•
96A
7
09/22/94
6X12
2440
3000
2.00
"
96B
14
09/29/94
2880
'
•
86C
28
10/13/94
3640
•
86D
HOLD
HOLD
j
—
Slope Line "A'
87A
7
09/22/94
6X12
2550
3000
2.25
'
87B
14
09/29/94
3060
"
'
97C
28
10/13/94
3660
•
97D
HOLD
HOLD
Slope Line "A•
88A
7
09/22/94
6X12
2390
3000
200
'
88B
14
09/29/94
2880
•
88C
28
10/13/94
3550
•
SSD
HOLD
HOLD
—
"
•
Page 15 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
(PSI)
Spec
Strength
Slump
Drop Structure #2 Grout
89A
7
09-23-94
6X12
1730
N/A
6.00
•
89B
14
09-30.94
2090
'
•
99C
28
10.14.94
2600
•
99D
HOLD
HOLD
Drop Structure #2 Grout
90A
7
09.23-94
6X12
1400
N/A
6.00
•
90B
14
09-30.94
1840
'
•
90C
28
10.14-94
2480
'
•
90D
HOLD
HOLD
Box Culvert Line -r Phase II Wingwall
91A
7
9/26194
6X12
2810
4000
1 2.75
•
91B
14
10/03/94
3340
'
"
91C
28
10/17/94
3910
"
•
91D
0056
11/14/94
4600
•
91E
HOLD
HOLD
—
Slope line's 'T & R• Footing
92A
7
9/28/94
6X12
1540
3000
3.25
•
92B
14
10/05/94
1890
'
•
92C
28
10/19/94
2490
"
92D
•056
11/16/94
3400
Box Culvert Line "V• Phase II Apron
93A
7
9/28/94
6X12
2640
4000
4.00
•
93B
14
10/05/94
3290
'
•
93C
28
10/19/94
3890
'
•
93D
*056
11/16/94
4470
Box Culvert Line •V• J.S. Line "L"
94A
7
9/28/94
6X12
2650
4000
3.50
•
94B
14
10/05/94
3060lie
'
•
94C
28
10/19/94
3960
"
•
%D
'056
11/16/94
4900
"
Page 16 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. * 755301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
(Psn
Spec.
Strength
Slump
Slope Line T
95A
7
9/30/94
6X12
2580
30M
1.75
•
%B
14
10/07/94
3270
•
95C
28
10/21/94
4070
'
•
95D
HOLD
HOLD
—
'
Slope Line "R'
96A
7
10/03/94
6X12
2780
3000
250
•
96B
14
10/10/94
3250
'
•
96C
28
10/24/94
3890
,
•
%D
HOLD
HOLD
Slope Line "R'
97A
7
10/03/94
6X12
2670
3000
1.50
•
97B
14
10/10/94
3430
•
97C
28
10/24/94
3820
•
97D
HOLD
HOLD
Slope Lines 'RR & SS" Footings
98A
7
10/04/94
6X12
2510
3000
3.00
"
98B
14
10/11/94
3170
'
•
98C
28
10/25/94
3380
•
98D
HOLD
HOLD
Slope Lines "RR & SS* Footings
"A
7
10/04/94
6X12
2480
3000
3.25
•
99B
14
10/11/94
3130
'
•
99C
28
10/25/94
3570
'
•
99D
HOLD
HOLDUi
Slope We "S• Footing
100A
7
10/07/94
6X12
7390
3000
3.75
"
100B
14
10/14/94
2880
'
•
LOOC
28
10/28/94
3590
'
•
IOOD
HOLD
HOLD
—
'
n
A
Page 17 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Statlon Number,
Line Number
Lab
Na
ay
Days
Date
Nomhmi
Site
Shengt
h
(PSI)
Spec
Strength
Slump
Slope Une 'SS'
101A
7
10/10/94
6X12
2190
3000
2.50
'
101B
14
10/17/94
3040
'
101C
28
10/31/94
3590
'
101D
HOLD
HOLD
Slope Line "M" Footing
102A
7
10/10/94
6X12
2440
30M
3.00
102E
14
10/17/94
31311
'
•
102C
28
10/31/94
3940
'
'
102D
HOLD
HOLD
Slope Une 'S•
103A
7
10111!94
6X12
2530
3000
3.50
'
103B
14
10/18/94
3180
'
•
103C
28
11/01/94
3910
'
•
103D
HOLD
HOLD
Slope Une "M' Footing
104A
7
10/11/94
6X12
2900
3000
3.00
"
104B
14
10/18/94
3660
'
•
104C
28
11/01/94
4580
"
•
104D
HOLD
HOLD
Slope Une •RR'
10SA
7
10/11/94
6X12
2580
3000
2.00
'
105B
14
10/18/94
3100
'
105C
28
11/OU94
3960
'
'
105D
HOLD
HOLD
Drop Structure #3 w/Side Footing
106A
7
10/13/94
6X12
2410
3000
4.00
"
106B
14
10/20/94
2550
'
'
106C
28
11/03/94
MW
'
•
106D
HOLD
HOLD
—.
'
l l
Page 18 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22. TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
(PSI)
Spec.
Strength
Slump
Slope Line •M•
107A
7
11/14/94
6X12
2410
3000
N/A
•
107B
14
11/21/94
3040
•
107C
28
12/04/94
4010
^
107D
HOLD
HOLD
—
Slope Line "M•
108A
7
10/14/94
6X12
2370
3000
3.75
•
108B
14
10/21/94
2920
'
•
108C
28
11/04/94
3980
'
•
108D
HOLD
HOLD
—
Down Ramp #4 Footing
109A
7
10/14/94
6X12
2300
3000
2.00
•
109B
14
10/21194
2760
^
109C
28
11104/94
3610
'
^
109D
HOLD
HOLD
—
"
Sill Wall Lite "A"
110A
7
10/14/94
6X12
2950
4000
3.00
•
110B
14
10/21/94
3540
"
"
110C
28
11/04/94
4600
"
•
110D
HOLD
HOLD
—
E6.00
Drop Structure #1 Grout
111A
7
1 10/17/94
6X12
1590
N/A
"
111B
14
10/24/94
2030
'
•
111C
28
11/07/94
2280
^
111D
HOLD
HOLD
Drop Structure #1 Grout
112A
7
10/17/94
6X12
1380
N/A
6.00
•
112B
14
10/24/94
1770
•
112C
28
11107/94
2330
'
^
112D
HOLD
HOLD
—
l i
Page 19 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
i W.O. # 255301.22 - TE ECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
NO.
Days
Date
Nominal
Size
Strengt
h
(PST)
Spec
Strength
Slump
Drop Structure #3, W/Slope
113A
7
10/18/94
6x12
2100
3000
3.25
•
113E
14
10/25/94
•.
2710
'
113C
28
11/08/94
34,50
•
113D
HOLD
17/06/94
4170
Down Ramp #4
114A
7
10/18/94
6X12
1860
3000
4.25
•
114B
14
10/25/94
2330
'
"
114C
28
11/08/94
3010
"
"
114D
HOLD
HOLD
Drop Structure #3 Slope w/Side
115A
7
10/18/94
6X12
2100
3000
3.25
•
115B
14
10/25/94
'
2760
•
115C
28
11/08/94
3270
'
•
115D
HOLD
HOLD
Drop Structure #1, Equestrian
116A
7
10/19/94
6X12
2640
3000
4.50
•
116B
14
10/26/94
3290
'
"
116C
28
11/9/94
3910
"
•
116D
HOLD
HOLD
—
Sill Wall Line "A'
117A
7
10/20/94
6X12
2510
4000
4.00
"
117B
28
11/10/94
4400
'
•
117C
28
11/10/94
4120
'
•
117D
HOLD
HOLD
Drop Structure #2 Grout
118A
7
10/21/94
6X12
1500
N/A
6.00
•
118B
14
10/28/94
2020
'
•
118C
28
1 11/11/94
2780
'
1180
HOLD
I HOLD
'
Page 20 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lob
Na
Days
Date
Nominal
Size
sbwv
h
(PSI)
Spec.
Strength
Slump
SIR Wall Line.'Z'
119A
7
10/21/94
6X12
2650
4000
4.00
•
119B
14
10/28/94
3570
"
•
119C
28
11/11/94
4000
•
119D
HOLD
HOLD
Down Ramp #4 Slope
120A
7
10/21/94
6X12
2440
3000
2.75
•
120B
14
10/28/94
3470
'
120C
28
11/11/94
3780
•
120D
HOLD
HOLD
Down Ramp #4 Slope
UTA
7
10/24/94
6X12
2620
3000
L50
'
121B
14
10/31/94
3470
'
121C
28
11/14/94
4070
•
121D
HOLD
HOLD
—
Down Ramp #4 Slope
122A
7
10/25/94
6X12
2900
3000
3.00
"
122B
14
1VOV94
3520
"
"
122C
28
11/15/94
3890
'
'
122D
HOLD
HOLD
Slope Line •L'
123A
7
10/26/94
6X12
2740
3000
3.25
•
123B
14
11/02/94
3430
'
123C
29
11/16/94
4490
'
123D
HOLD
HOLD
—
E-0
Slope Line •T Footings
124A
7
10/26/94
6X12
2120
3000
'
124B
14
11/02/94
2830
'
124C
28
11/16/94
3570
'
124D
HOLD
HOLD
Page 21 of 34
r
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
j Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
(PSI)
Spec.
Strength
Slump
Sill Line "Z' Grout
125A
7
10/26/94
6X12
280
N/A
6.00
I'
125B
14
11/02/94
390
"
•
125C
28
11/16/94
530
'
i125D
00'56
12/14194
810
'
N/'r Cut Off Wall
126A
7
10/26/94
6X12
3180
4000
3.75
"
126B
14
IV02/94
3840
"
126C
28
11/16/94
4980
'
"
126D
HOLD
HOLD
Slope Line "G" Footings
127A
7
10/27/94
6X12
2670
3000
3.50
•
127B
14
11/03/94
3570
'
•
127C
28
11/17/94
4460
'
"
127D
HOLD
HOLD
Slope Line "L"
128A
7
10/28/94
6X12
2390
3000
3.25
"
128B
17
11/07/94
3520
'
•
128C
28
11/18/94
3980
"
IIS
128D
HOLD
HOLD
N/" r Spill Way/X-Ing
129A
7
10/28/94
6X12
2350
4000
N/A
"
129B
17
11/07/94
3450
'
•
129C
28
11/18/94
3980
'
•
129D
**56
1 lV16/94•
4160
'
Slope Line "G"
130A
7
10/31194
6X12
2440
3000
3.75
"
130B
14
11/07/94
3060
"
•
130C
28
11121/94
3570de
"
•
130D
HOLD
HOLD
—
"
7
Page 22 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
Na
Days
Date
Nominal
Size
Strengt
h
(PSI)
Spec.
Strength
Slump
NM Sill Wan @ # 120
131A
7
11/02/94
6X12
2030
4000
5.00
•
131B
14
11/09/94
2690
•
131C
28
11/23/94
3450
'
'
131D
0056
12/21/94
4030
Drop Structure #3 Grout
132A
7
11/02/94
6X12
1240
N/A
6.00
'
132B
14
11/09/94
1770
'
•
132C
28
11/23/94
2370
'
•
132D
HOLD
HOLD
Drop Structure #1 Grout N/Side
133A
7
11/02/94
6X12
1200
N/A
6.00
•
133B
14
11/09/94
1680
_
133C
28
11/13/94
2180
•
133D
HOLD
HOLD
_ Slope Linea •H" & "H -H" Footings
134A
7
IVO?/94
6X12
2140
3000
L75
•
134B
14
11/09/94
2940
_
134C
29
11/23/94
3470
'
•
134D
HOLD
HOLD
_ Slope Line T Footing
135A
7
11/02/94
6X12
1320
3000
1.75
'
135B
14
11/09/94
3100
•
135C
28
11/23/94
3890
'
•
135D
HOLD
HOLD
i
_ Drop Structure #3 Grout
L16A
7
11/03/94
6X12
1170
N/A
6.00
'
136B
14
11/10/94
1500
•
L16C
28
11/24/94
1320
Drop Struch, #1 Grout
137A
7
11/03/94
6X12
1400
N/A
6.00
'
137B
14
11/10/94
1730
•
137C
28
11/24/94
2710
"
'
137D
HOLD
HOLD
—
•
Page 24 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Stadon,Number
Line Number
Lab
No
ys
Date
Nominal
Size
Strengt
It
msn
Spec.
Strength
Slump
S.S. #5 Grout S/Side
144A
1
11/11/94
6X12
1290
N/A
5.50
'
144B
14
11/18/94
1770
"
144C
28
12/02/94
2330
'
144D
HOLD
HOLD
J.S. Lines 'F" - T -F"
145A
7
11/11/94
6X12
2250
3000
4.50
'
145B
14
11/18/94
3170
'
•
145C
28
17/02/94
3630
"
145D
005
11/09/94
1800
"
145E
HOLD
HOLD
--
"
145F
HOLD
HOLD
Sill Wail, Linea T' & "SS*
146A
7
11/11/94
6X12
2140
4000
3.00
•
146B
14
11/18/94
2950
•
146C
28
12/02/94
3730
'
146D
e•56
12!30/94
4370
'
146E
HOLD
HOLD
SS. #5 Grout N/Side
147A
7
11/14/94
6X12
1040
N/A
6.00
'
147B
14
11/21/94
1560
'
'
147C
28
I2/OS/94
2160
'
S/Embaal®ent W/End,'Foodng'
148A
7
11/15/94
6X12
2410
3000
2S0
"
148B
14
11/22/94
3180
'
"
148C
28
11/06/94
4050
'
149D
HOLD
HOLD
SBI Wall, Line 'S'
149A
7
11/15/94
6X12
2560
4000
N/A
'
149B
14
11/22/94
3270
'
149C
28
11/16/94
4085
'
149D
HOLD
I HOLD
—
Page 25 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
` Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Strengt
h
msn
Spec.
Strength
Slump
Box Culvert Line "W"
150A
7
11/21/94
6X12
2560
4000
3.75
'
150B
14
11/28/94
3450
'
150C
28
12/12/94
3710
"
150D
0056
OV09/95
4620
'
'
150E
HOLD
HOLD
SS. #4 Grout Wide
151A
7
11/22/94
6X12
1790
N/A
6.00
'
151B
14
11/29/94
2160
'
151C
28
12/13/94
2870
'
•
151D
HOLD
HOLD
S/Embanl®ent, W/End, Slope
152A
7
11/22/94
6X12
3010
3000
1.75
•
152B
14
11/29/94
3410
'
'
152C
28
12/13/94
4280
'
"
152D
HOLD
HOLD
—
"
Sill Wall Line 'R" -JS. Lines "r & "SS" Apron
153A
7
11/21/94
6X12
2490
4000
5.00
'
153B
14
11/29/94
3200
'
•
153C
28
11/13/94
4300
'
'
153D
HOLD
HOLD
S.S. #4 Grout N/Side
154A
7
1U24/94
6X12
1590
N/A
600
"
154B
14
12/01/94
"
2100
"
'
154C
28
VJ15194
2760
"
"
154D
HOLD
HOLD
S/Embankment, W/End,Slope
155A
7
11/24/94
6X12
2880
3000
2.00
•
ISSB
14
!2J01/94
3180
"
•
ISSC
28
12/15/94
3820
'
155D
HOLD
HOLD
—
"
Page 26 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
i
iW.O. #255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Sin
Strengt
h
msn
Spec.
Strength
Slump
Sill Wall, Linea •M -L"
15"
7
11/25/94
6X12
31311
4000
2.00
'
156B
14
12/02/94
3200
'
156C
28
12/16/94
3480
•
156D
ee56
OV13195
4300
Drop Inlet, Line 'FF
157A
7
11/25/94
6X12
3180
3000
2.25
'
157B
14
12102/94
3540
"
'
157C
28
17116/94
4170
"
"
1571)
HOLD
HOLD
Down Ramp #1 Footing
158A
7
11/28/94
6X12
2140
3000
3.00
'
158B
14
12/05/94
•
2880
'
158C
28
12119/94
3780
'
i
159D
HOLD
HOLD
Sill Wall Line "R•, Apron Lines "S" & "RR"
159A
7
11/29/94
6X12
2210
4000
N/A
'
159B
14
12106/94
3150
"
"
159C
28
12120/94
3640
"
"
159D
••56
OV17/95
4190
"
North Embankment, W/End, Slope
160A
7
11/30/94
6X12
1950
3000
1.75
"
160B
14
12/07/94
3130
"
'
160C
28
12121/94
3820
'
160D
HOLD
HOLD
South/"V' Box Culvert, Wall
161A
005
11/28/94
6X12
1540
4000
4.00
'
161B
7
11/30/94
2000
•
161C
14
12107/94
2920
"
•
161D
28
12111/94
3710
'
161E
—56
01/18/95
4320
"
F-1
Page 27 of 34
COMPRESSION STRENGTH. CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
IJne Number
Lab
Na
r
Days
Date
Nominal
Size
Strengt
h
Spee.
Strength
Slump
South/"r Box Culvert, Upper
162A
005
11/28/94
6X12
1540
4000
3.00
'
162B
7
11/30/94
2260
•
162C
14
12/07/94
3180
I
•
162D
28
11/21/94
3840
j
'
162E
"S6
01/18/95
4140
N/Embanlmtent, W/End, Slope
163A
7
•••
6X12
DeWsyed
3000
2.25 j
163E
14
"'
'
163C
28
12421/94
3570
j
'
163D
HOLD
HOLD
S.S. W/End, Grout
164A
7
11/05/94
6X12
1340
N/A
6.00 j
•
164B
14
11/12/94
1950
j
•
164C
28
11/26/94
2530
"
164D
HOLD
01/23/95
2830
Sill Wall Lines 'Q & J• J.S. Line "O•
165A
7
12/05/94
6X12
2260
3000
2.00 I
"
10B
14
IVUJ94
•
2720
'
16SC
28
12/26/94
3625
•
165D
HOLD
HOLD
S.S. #1 Grout
166A
7
U107/94
6X12
1560
N/A
5.75
•
166B
14
17/14/94
2120
'
166C
28
11X28/94
2490
"
166D
HOLD
01/25/95
3100
Slope Lines •F -FF Footing
167A
7
12107/94
6X12
2120
3000
3.00 j
'
167B
14
12/14/94
2740
'
167C
28
MaS/94
3590
"
167D
HOLD
HOLD
-
Page 28 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
i
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No
p
Date
Nominal
size
Shcngt
also
3px
Strength
Slump
J.S. Line "L• Apron
16M
7
12/07/94
6812
1750
3000
3.75
•
168B
14
w14/94
2620
•
169C
28
12/2$194
3040
'
169D
HOLD
HOLD
Slope Lines,"F & FF
169A
7
12/12/94
6X12
2560
3000
3.00
'
169B
14
12/16/94
3130
i
169C
28
12/30/94
3940
'
169D
HOLD
01/27/95
J S. Lines 'G -T• Apron
170A
10
17JM%
6X12
2620
3000
3.50
•
170B
14
UJ16194
3095
•
170C
28
12/30/94
3500
i170D
HOLD
HOLD
S.S. #1 Grout
171A
7
12/15/94
6X12
1330
N/A
6.00
"
171B
141
12/22/94
1750
'
171C
28
01106/95
2320
'
171D
56
02/02/95
2950
'
Pier #4 Footing
172A
7
17415/94
6X12
2560
4000
2.00
'
172B
14
12/22/94
3220
•
172C
M
01/09/95
3750
i172D
e056
02/02/95
4140
Pier #3 Footing
173A
7
12/15/94
6X12
28M
4000
250
•
173B
14
12/22/94
3360
'
173C
28
01105/95
3840
'
173D
•056
02/02/95
t
4490
•
Page 29 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
i
Lab
No.
Days
Date
Nominal
Size
Strongt
h
(PSI)
Spee
Strength
Slump
Box.Culvert Line "W' N/End
174A
005
12/14/94
6X12
1870
4000
5.00
'
174B
7
12/16/94
2280
"
174C
14
UJ23/94
3080
1
174D
00•28
01/06/95
3780
'
'
174E
0010
12/21/94
2830
"
Box Culvert Line "W" S/End
175A
*05
12/14/94
6X12
2000
4000
4.00
"
175B
7
12/16/94
2320
"
175C
14
12/23/94
3100
'
'
175D
"•28
01/06/95
3700
'
"
175E
0•10
12/21/94
2760
Pier #2 Footing
176A
7
12/19/94
6X12
2740
4000
3.00
"
176B
14
UJ26/94
3520
'
"
176C
28
01/10/95
4570
"
'
176D
HOLD
HOLD
S.S. W/End Grout
177A
7
11/19/94
6X12
1430
N/A
6.00
"
177B
14
11/26/94
2120
"
'
177C
28
01/10/95
2,620
'
•
177D
HOLD
HOLD
—
S.S. W/End Grout
178A
7
12/20/94
6X12
1640
N/A
5.00
i178B
14
12/27/94
2250
'
'
179C
28
01/11/95
2560
"
'
178D
HOLD
HOLD
—
Slope Line "O• Footing
179A
7
11/20/94
6X12
2210
3000
"
179H
14
12/27/94
3060
'
"
179C
28
01/11/95
3520
'
"
179D
HOLD
HOLD
—
'
Page 30 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
iW.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number,
Line Number
LabNominal
No.
Days
Date
Size
Streno
h
(PSI)
Spec.
Strength
Slump
Slope Line "0"
180A
7
11/22,194
6X12
2370
3000
2.25
'
180B
14
12129/94
3100
180C
28
01/13/95
3610
"
180D
HOLD
HOLD
S.S. #2 Grout
191A
7
11/21/94
6X12
1930
N/A
9.00
•
191B
14
11/29/94
2940
'
•
181C
28
01113/95
3110
'
'
181D
HOLD
HOLD
S.S. #2 Grout
182A
7
12/22/94
6X12
11%0
N/A
5.25
"
t82B
14
12!29/94
2560
"
182C
28
01/13/95
3040
'
i
192D
HOLD
HOLD
Pier #s 2 and 3, Wall
183A
7
12/22/94
6X12
2710
4000
2.75
"
183B
14
11/29/94
3450
'
"
183C
28
OV13/95
3960
'
•
193D
0.56
02110/95
5040
"
Pier #S 4 and 5, Wall
184A
7
12/27/94
6X12
3980
4000
3.50
'
184B
14
OV03195
4650
"
'
184C
28
01117/95
5160
'
'
184D
HOLD
HOLD
SID Wall Line 'H'
185A
7
12/27/94
6X12
2880
3000
3.75
'
185E
14
01103/95
3660
"
'
185C
28
01/17/95
4470
'
"
lWD
HOLD
HOLD
—
•
Page 31 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
Lab
No.
Days
Date
Nominal
Size
Streugt
It
(PSI)
Spee
Strength
Slump
S. S. #3 Grout S/Side .
186A
7
12/27/94
6X12
2280
N/A
6.00
i
186B
14
01/03/95
3660
"
186C
28
01/17/95
3430
j
186D
HOLD
HOLD
1 S.S. #2 Grout
197A
7
W291%
6X12
2175
N/A
6.00
i187B
14
01/05/95
2620
"
187C
28
01/19/95
3340
'
'
187D
HOLD
HOLD
Pier #1, Wall
188A
7
12/29/94
6X12
3625
4000
2.00
"
188B
14
01/05/95
4390
'
'
188C
28
01/19/95
5130
'
'
189D
HOLD
HOLD
S.S. #3 Grout
189A
7
12/30/94
6X12
2350
N/A
6.00
"
189B
14
01/06/95
2830
'
"
189C
28
OV20/95
3450
'
i
189D
HOLD
HOLD
S.S. #3 Grout
190A
7
12/30/94
6X12
Z390
N/A
6.00
'
190B
14
01/06/95
2810
'
"
190C
28
OV20/95
3340
'
'
190D
HOLD
HOLD
Apron Line 'H"
191A
7
2110/95
6X12
2420
4000
3.0
"
191B
14
ZI17/95
"
3060
'
191C
28
3/03/95
3830
"
'
1911)
56
3/31195
4360
"
Page 32 of 34
COMPRESSION STRENGTH - CONCRETE
TABLE 1
W.O. # 255301.22 - TEM ECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number Lab Nominal Strengt Spec.
Line Number No. Days Date Size h StrengthSlump
(PST)
Apron Line 'H -H'
192A
7
2/10/95
6X12
2255
4000
2.0
•
192B
14
1/17/95
2570
'
'
192C
28
3103/95
3980
'
'
MD
56
3/31195
4215
Apron Line "H'
193A
7
1/10/95
6X12
2520
4000
4.0
'
193B
14
1/17/95
3105
"
"
193C
28
3/03/95
3795
'
193D
56
3/31/95
4375
• Footing Line 'W
194A
7
2/10195
6X12
2525
3000
3.0
'
I%B
14
1/17/95
3518
'
194C
28
3/03/95
4425
'
194D
HOLD
HOLD
Slope Line "W
195A
7
1/15/95
6X12
2560
3000
LSO
i
195E
14
2!22/95
3395
'
'
195C
28
3/08/95
4544
"
'
195D
HOLD
HOLD
—
Sill Wall Line 'O•
196A
7
1/15/95
6X12
3105
4000
14
74=95
4105
?J/A196B
"
196C
28
3108195
4845
"
1%D
HOLD
HOLD
—
"
Slope Footings/Cutoff Walla & J.S. Tops @
„ South Liner
197A
7
1!16/95
6X12
2902
3000
2.75
"
197B
14
2/23/95
3653
"
'
197C
28
3/9/95
4493
"
•
197D
HOLD
HOLD
—
Page 33 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W -O- # 255301.22 - TENECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Station Number
Line Number
i
Lab
No
Days
Date
Nominal
Size
Shwo
h
(PSI)
Spec
Strength
Stamp
Slope Line 'V'
198A
7
2J20/95
6X12
2625
3000
LM
i
198B
14
2/27/95
3670
"
198C
28
3113/95
4643
'
198D
HOLD
HOLD
Slope Line •V• (Upper)
199A
7
3/2/95
6X12
2385
3000
N/A
•
MB
14
"19S
3698
"
MC
28
3/23/95
4520
i SBI Wall Line "W
200A
7
3/8/95
6X12
2817
4000
2S0
•
200B
14
3115/95
3505
'
200C
28
3/29/95
4265
"
200D
HOLD
HOLD
SW Wall Line "V• (S)
201A
7
3/9/95
6X12
2978
4000
3.25
'
201B
14
3/15/95
3684
"
i
201C
28
3/29/95
4669
"
'
WILD
HOLD
HOLD
Apron Line "W
202A
7
3/23/95
6X12
2850
4000
3.25
•
202E
14
N30/95
3425
i=C
28
4/13/95
4121
"
202D
HOLD
HOLD
—
Apron Line "V•
203A
7
3174/95
6X12
3025
4000
3.75
'
203B
14
3131195
3465
'
"
203C
28
4/14/95
4536
'
203D
HOLD
HOLD
Apron Line 'V•
204A
7
3124195
6X12
2190
4000
4 00
"
204B
14
3131/95
3660
I'
204C
28
4114/95
4253
'
'
204D
HOLD
HOLD
_
Page 34 of 34
COMPRESSION STRENGTH - CONCRETE
II TABLE 1
W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING
Stadon Number
Line Number
Lab
No
Days
Date
I
Nominal
Sin
Streagt
h
msn
Spec.
Strength
Slump
Sin Wall Line "D"
205A
7
VO095
6X12
3247
4000
2.25
'
205B
14
4/13/95
4011
'
'
205C
29
4/27/95
—
'
20M
HOLD
HOLD
II�� Early or late break.
••• Break results below specifications
0
0
•
•
APPENDIX E
Guidelines For Slope Maintenance
GEOTECHNICAL, & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22
•
GUIDELINES FOR SLOPE MAINTENANCE
Many owners do not realize that their property is in need of special maintenance. Too
often, they become lax in proper maintenance of slope and drainage devices, resulting in
catastrophic consequences.
Guidelines for Slope Maintenance is designed to familiarize property owners with features
of their newly acquired property with which.they may not be acquainted. -
Governing agencies require hillside property developers to utilize specific methods of
engineering and construction to protect those investing in improved lots or constructed
homes. For example, the developer may be required to grade the property in such a
manner that rain water will safely leave the lot and to plant slopes so that erosion will be
kept to an absolute minimum. He may be required to install permanent drains.
However, once the lot is purchased, it is the buyer's responsibility to maintain these safety
features by observing a prudent program of lot care and maintenance.
The owner who overlooks regular inspection and maintenance of drainage devices and
sloping areas may expose himself to severe financial loss. In addition to his own property
damage, he may be subject to civil liability for damage occurring to neighboring properties
• as a result of his negligence.
The following guidelines are for the protection of the buyer's investment and are of
paramount importance:
1. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and
proper drainage are not disturbed. Surface drainage should be conducted from the
rear yard, through the side yard, to the street.
2. All roof and yard runoff should be conducted to either the street or storm drain by
nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc.
Driveway runoff should be conducted to the street in such a manner as to inhibit
small soil failures. Do not alter your drainage without first obtaining expert advice.
3. Keep all drains cleaned and unclogged, including gutters and downspouts. During
heavy rain periods, inspect drainage performance often, as this is when trouble
occurs. Watch for gullying and ponding. Correct problems as soon as possible.
4. Any leakage from pools, water lines, etc. or by passing of drains should be promptly
repaired.
5. Eliminate animal burrows and animals that make them, as they can cause diversion
• of surface runoff, promote accelerated erosion, and even bring about shallow soil
flowage.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS. INC. W.O. 225301.22
•
i
•
6. Never alter your slopes without expert advice. If your lot is built on fill, or partly
on fill, consult with a soil engineer whenever you contemplate significant topographic
modification of the lot. Do not spread loose fill over slopes.
Should you contemplate modification of manufactured or natural slopes within your
property, consult with an engineering geologist. Any over steepening may result in
the need for expensive retaining devices. The undercutting of a toe -of -slope may
reduce the designed safety factor which may result in slope failure.
8. If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer
or an engineering geologist immediately.
9. Be careful with piecemeal or homemade approaches to repair of slope instability as
this can result in exasperation of instability problem.
10. Remember that most common causes of slope erosion and shallow slope failure are:
A. Gross neglect in the care and maintenance of the slopes and drainage devices.
B. Inadequate and/or improper planting. (Replant barren areas as soon as
possible.)
C. Too much irrigation or diversion of runoff over the slope. (Keep plants
watered, but do not over water.)
11. Do not let conditions on your property create a problem for your neighbors. By
working together with neighbors to prevent problems, you can not only promote slope
stability, adequate drainage and proper maintenance, but also increase the aesthetic
attractiveness of the community.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC.
W.O. 225301.22
Riverside County Rational Hydrology
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1'
'Rational Hydrology Study Date: 02/16/'
----------------------------------------------------
HYDROLOGY STUDY FOR PLOT PLAN 15183
ram
2 Version 3.3
-----------------------------------------------------
Hydrology Study Control Information ****�******
----------------------------------------------------
BRF ENTERPRISES, LAKE ELSINORE, CA - SIN 560
----------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Con(
Standard intensity -duration curves data (Plate D-4.1
For
the
[ Murrieta,Tmc,Rnch Callorco
] area
used.
10
year
storm 10 minute
intensity =
2.360
(in./hr.)
10
year
storm 60 minute
intensity =
0,880
(in./hr.)
100
year
storm 10 minute
intensity =
3.480
(in./hr.
100
year
storm 60 minute
intensity =
1.300
(in./hr.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
Process from Point/Station 1.000 to Point/Sta
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 690.000(Ft.)
Top (of initial area) elevation = 1102.360(Ft.)
Bottom (of initial area) elevation = 1097.900(Ft.)
Difference in elevation = 4.460(Ft.)
Slope = 0.00646 s(percent)= 0.65
TC = k(0,300)*[(length'3)/(elevation change)]'0.2
Initial area time of concentration = 11.235 min.
Rainfall intensity = 3.267(In/Hr) for a 100.
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.250
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.250
RI index for soil(AMC 3) = 68.75
0
istrict
.ition = 3
:ion 2.000
year storm
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 3.965(CFS)
Total initial stream area = 1.370(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++..... I +++++++++++5+000+
Process from Point/Station 2.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified, size)
Upstream point/station elevation = 1092.97(Ft.)
Downstream point/station elevation = 1091.46(Ft.)
Pipe length = 156.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.965(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.965(CFS)
Normal flow depth in pipe = 7.73(In.)
Flow top width inside pipe = 17.82(In.)
Critical Depth = 9.14(In.)
Pipe flow velocity = 5.46(Ft/s)
Travel time through pipe = 0.48 min.
Time of concentration (TC) = 11.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Staiion 5.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed
In Main Stream number: 1
Stream flow area = 1.370(Ac.)
Runoff from this stream = 3.965(CFS)
Time of concentration = 11.71 min.
Rainfall intensity = 3.193(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 3.000 to Point/StaIItion 4.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 396.0o0(rt.l
Top (of initial area) elevation = 1102.270(Ft.)
Bottom (of initial area) elevation = 1098.040(Ft.)
Difference in elevation = 4.230(Ft.)
Slope = 0.01068 s(percent)= 1.07
TC = k(0.300)*[(length"3)/(elevation changeW 0.2
Initial area time of concentration = 8.137 min.
Rainfall intensity = 3.901(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.888
Decimal fraction soil group A = 0.500
Decimal fraction soil group B.= 0.250
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.250
RI index for soil(AMC 3) = 68.75
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 6.027(CFS)
Total initial stream area = 1.740(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4,000 to Point/Station 5.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1091.61(Ft.)
Downstream point/station elevation = 1091.46 Ft.
Pipe length = 5.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6'.027(CFI)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.027(CFS)
Normal flow depth in pipe = 7.13(In.)
Flow top width inside pipe = 17.61(In.)
Critical Depth = 11.38(In.)
Pipe flow velocity = 9.24(Ft/s)
Travel time through pipe = 0,01 min.
Time of concentration (TC) = 8.15 min.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** CONFLUENCE OF MAIN STREAMS ****
The following'data inside
In Main Stream number: 2
Stream flow area = 1.
Runoff from this stream =
Time of concentration =
Rainfall intensity = 3
Summary of stream data:
Main Stream is listed
740(Ac.)
6.027(CFS)
8.15 min.
,899(In/Hr) i
Rainfall Intensity
(In/Hr)
11
Stream Flow rate TC
No. (CFS) (min)
1 3.965 11.71
2 6.027 8.15
Largest stream flow has longer
Qp = 6.027 + sum of
Qa Tb/Ta
3.965 * 0.696 =
Qp = 8.785
3.193
3.899
or shorter time of concentration
2.758
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.965 6.027
Area of streams before confluence:
1.370 1.740
Results of confluence:
Total flow rate = 8.785(CFS)
Time of concentration = 8.146 min.
Effective stream area after confluence = 3,110(Ac.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1091.4
Downstream point/station elevation = 1090
Pipe length = 52.00(Ft.) Manning's N
No. of pipes = 1 Required pipe flow =
Given pipe size = 18.00(In.)
Calculated individual pipe flow =
Normal flow depth in pipe = 12.160n.
Flow top width inside pipe = 16.85(In
Critical Depth = 13.77(In.)
Pipe flow velocity = 6.91(Ft/s)
Travel time through pipe = 0.13 min.
(Ft.)
89(Ft.)
0.013
8.785(CF
785(CFS)
Time of concentration (TC) = 8.27 min.
End of computations, total study area = 3.
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 48.8
11 (Ac.)
Riverside County Rational Hydrology
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1'
Rational Hydrology Study Date: 02/16/'
HYDROLOGY STUDY FOR PLOT PLAN 15183
-----------------------------------------------------
Hydrology Study Control Information ***
----------------------------------------------
BRF ENTERPRISES, LAKE ELSINORE, CA - SIN 560
,rogram
192 Version 3.3
38
-------------------
******
Rational Method Hydrology Program based on.
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1
For
the
[ Murrieta,Tmc,Rnch Callorco
I area
used.
10
year
storm 10
minute
intensity =
2.360
(in./hr.)
10
year
storm 60
minute
intensity =
0.880
(in./hr.)
100
year
storm 10
minute
intensity =
3.480
(in./hr.
100
year
storm 60
minute
intensity =
1.300
(in./hr.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 7.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 680.000(Ft.)
Top (of initial area) elevation = 1102.360(Ft.)
Bottom (of initial area) elevation. = 1097.030(Ft.)
Difference in elevation = 5.330(Ft.)
Slope = 0.00784 s(percent)= 0.78
TC = k(0,300)*[(length'3)/(elevation change)1"0.2
Initial area time of concentration = 10.747 min.
Rainfall intensity = 3.348(In/Hr) for a 100.0
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.250
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.250
RI index for soil(AMC 3) = 68.75
[year storm
Pervious area fraction = 0.100; Impervious fraction
Initial subarea runoff = 7.001(CFS)
Total initial stream area = 2.360(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 2
The following figures may
be used for a unit hydrograph study of the same area
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 48.8
ESIMMEW,
36 (Ac.)