HomeMy WebLinkAbout20201010.tiffVarra Companies, Inc.
Office of Special Projects
1431 East 16th Street Greeley, Colorado 80631 Telephone (970) 353-8310 Fax (970) 353-4047
Monday 23 November 2020
Weld County Clerk to the Board
1150 O Street
Greeley, Colorado 80632
Subject: Varra Companies, Inc. - Parcel 122 - Technical Revision to a Regular Impact (112) -
Permit Application M-2015-033 - Parcel 122 - Resource Development Project.
Materials submitted to the Colorado Division of Reclamation Mining and Safety (CRMS) - Office
of Mined Land Reclamation (OMLR) for placement for public review.
• Correspondence of 20 November 2020 from Varra Companies, Inc. to the Colorado Office
of Mined Land Reclamation, with attending attachments.
Attachments:
• Updated Exhibit C-2 Extraction (Grading) Plan Map.
• Updated Exhibit F - Reclamation Plan Map.
• Updated AWES Stability Analysis Report of 9 November 2020
• Proof of Placement with Weld County, Colorado — Clerk to the Board.
Your signature and/or OFFICIAL STAMP, and DATE of RECEIPT, below acknowledges THE
DIGITAL and/or PAPER receipt of the above referenced material, as attached. The Attachments
should be added to the above referenced Application or Revision, as originally submitted with this
Proof to the Weld County Clerk to the Board, and subsequently made accessible at Weld County for
public review.
RECEIVED
Received On
By:
stamp
NOV 2 3 2020
WELD COUNTY
COMMISSIONERS
,2020
Office of the Weld County Clerk to the Board of County Commissioners
Varra Companies, Inc.
OMLR Permit M-2013-064
Pubi:c Rev;ed(A.N
12/02/20
Varra-Coulson Project
Technical Revision — 28 August 2020
Cc: PL(, -P) Pw(SvJERAcH/crs)
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Varra Companies, Inc.
OFFICE OF SPECIAL PROJECTS
8120 Gage Street Frederick, Colorado 80516 Telephone (970) 353-8310 e -Mail: bljforester(crosn.com
Friday 28 August 2020
Friday 20 November 2020
To:
Peter Hays, E.P.S.
Colorado Office of Mined Land Reclamation (OMLR, or 'the Office')
Division of Reclamation Mining and Safety
1313 Sherman St., 4215
Denver, CO 80203
From: Varra Companies, Inc.
Bradford Janes, Forester
Liaison — Interdisciplinary Affairs
Subject: TECHNICAL REVISION to OMLR for Permit M-2013-064 - Varra-
Coulson Resource Project - Status, Clarification, and Necessary Changes
to the GRADING PLAN and correlated Financial Warranty.
Legal Description: A parcel of land located in parts of W/2SW/4NE/4, and the
SE/4NE/4, and the NE/4NE/4; Section 10; all in Township 5 North;
Range 65 West; 6th P.M.; Weld County, Colorado
General Location: Actively South of the Cache la Poudre River — East of Fern Ave. —
North of 16th St.
Total Acres: 100.63±
This Technical Revision is intended to clarify planned grading and attending financial
warranty considerations for Middle Field and South Field, for Permit M-2013-064,
only. This Technical Revision clarifies, updates, and amends prior submittals and
Annual Reports.
REVISION KEY — NOTE WELL: This EDIT of the Original Revision has the following
Color Parameters:
BOLD BLACK — NO CHANGES - EMPHASIS ONLY
RED - LINED OUT - REMOVED OR EDITED
BLUE - EDIT OR RERVISION
1
CURRENT CONDITIONS/REVISIONS:
Middle Field (NO Changes):
1. Has conservatively a 2.5:1V± slope with apx. 15.00± feet of vertical depth
from the bottom of the soil profile until it hits the current floor.
2. Relocation of Greeley Irrigation Canal #3 will not occur, so the area planned
for the reconstructed canal is being utilized for extraction and correlated
reclamation as part of the finished basin or area of fill for Middle Field.
South Field (with implications for Middle Field) (NO Changes):
1. Has conservatively a 2.5H:1V± slope with an apx. 35-40± feet of vertical
depth to the current floor
2. The last remaining oil and gas facilities on the parcel have been abandoned and
the area as previously buffered will now be extracted, consistent with the
2019-2020 OMLR Annual Report.
3. Aggregate extraction will eventually meet and expose the underlying geology.
The unconsolidated underlying materials will be utilized for finished grading,
and the perimeter slopes will rise from the basin bottom to near the extraction
limits at the surface at 3H:1V or flatter. As grading is completed and finished
slopes are compacted to meet the basin liner specifications established by the
Colorado Division of Water Resources, the remainder of the finished slopes
above the anticipated final water level of the basins will be re -soiled and
vegetated as part of reclamation. Similarly, this method will also be employed
at Middle Field, unless complete backfilling to the elevation of the original
ground occurs instead.
4. Once extraction operations are reclaimed, the temporary access established as
shown on the 2019-2020 OMLR Annual Report, may be removed, unless
otherwise revised, and the affected lands reclaimed.
5. For continuity of extraction operations beyond the 8.55± acres indicated in the
2019-20 OMLR Annual Report, it will become essential near that timeframe to
clear the final area where the soil stockpile occurs. Correspondingly, gaining
access to this location should incentivize finished grading and resoiling
operations to the extent practical.
6. While the stockpiled soil is in excess of that required for reclamation, the
necessary portion of the stockpile will be used over all affected lands lacking
original soil and along the finished basin grades remaining above the
anticipated static water level (groundwater levels) of the basin perimeters.
Excess soil used for market may require relocation of the stockpile in whole or
part to the extent necessary if this location is to be fully accessed for
extraction. Relocation may occur within the permit location and existing areas
Varra Companies, Inc.
OMLR Permit M-2013-064
Varra-Coulson Project
Technical Revision — 28 August 2020 —
REVISED 11202020
2
of extraction at Middle Field or South Field, or on the immediately adjacent
lands of our approved Durham location, as part of this Revision.
OTHER REVISIONS/CORRECTIONS (NOTE: Slight variations from original measurements
exist as reflected here below) (REVISED IN REPLY TO ADEQUACY REVIEW #1:
53.36± Acres Extractian — South Field
This Area now includes 0.45± acres of the Abandoned Oil & Gas Area
shown in Red at South Field for the Area to be extracted as indicated in
the 2019-20 OMLR Annual Report.
12.2'1± Decreased by 0.68± Acres (11.56± Acres) - Extraction — Middle Field
which now includes the 1.98± (now 1.806±) Acres designated for the
Reconstructed segment of Canal #3 (now excludes 0.18± acres within
the Poudre River 100± foot set -back area — AND increased setback from
from Canal #3).
65.60± (now 64.92± Acres) Sub -total
10.75± Acres Mineral Reserve — North Field — unchanged
76.35± Sub -total Acres designated for Extraction
21.28± Increased by 0.68± Acres (24.96± Acres) - Affected Lands beyond
planned extraction limits (which includes temporary access of 0.24±
Acres — and that portion of Canal #3, previously designated for
extraction; as shown on the Exhibit C-2: Extraction Plan Map revision.
100.63± TOTAL ACRES
The 24.96± acres of lands lying beyond the planned extraction limits for Middle and South
Fields, may comprise planned or existing permanent access roads, areas of minor to no
disturbance; including buffer areas, unaffected segments of Canal #3, and the Cache la
Poudre River.
• Of the 64.92± acres of extractable area within Middle Field and South Field;
46.39± acres (or apx. 70.7 71.5%) are actively under extraction since the permit
issue date. Extraction will continue within these Fields as identified in the
August 2020 OMLR Annual Report.
• Extraction depths may prove deeper than 40 feet, as depths of 40± feet only
reveal trace amounts of weathered bedrock. Since depths could occur to 60±
feet or greater, extraction will now cut at 3H:1V from the present floor near
40± feet to final anticipated depths; which remains consistent with the safety
factor (where these slopes are to occur at 20± feet from the anticipated basin
bottom).
• Further, the exiting 2.5H:1V± slopes above are shallower than the approved
1.25H:1V± provided for in the original application, as approved; providing
Varra Companies, Inc.
OMLR Permit M-2013-064
Varra-Coulson Project
Technical Revision — 28 August 2020 -
REVISED 11202020
3
additional stability for these slopes until finish grading occurs. Slopes may still
be extracted to 1.25H:1V± as part of concurrent finished grade to a depth of
40± 60±feet (PER UPDATED STABILITY ANALYSIS REPORT, as included)
from the approximate surface (original statement with emphasis — however, if
slopes exceed 2.5H:1V, OR DEPTHS GREATER THAN 60 FEET — they may
require additional financial warranty if not covered by finished grading within
the constraints of the warranty established by this Revision).
• The previous rate of extraction has been so rapid leading into the year 2020, it
shortened the anticipated life of the mine by nearly 12± years to date, or nearly
50± percent of the anticipated extraction timeline. (Please NOTE: This
revision does not intend to shorten the Life of the Mine as originally stated,
merely to report that the increased rate of extraction to date necessitated the
changes provided under this Revision. This is intimated by the discovery and
attainment of additional deposit volumes at deeper levels within the areas of
extraction).
• The rate of extraction simply outpaced mining methods intended to maintain
concurrency of finished slope establishment, essentially increasing the perimeter
length of the unfinished margins of extraction. This correction to the grading
plan adjusts the financial warranty to fully account for the entire perimeter
length to depth at the Extraction Limits, where backfilling of the finished slopes
and finished grading will ultimately occur.
• Warranty cost estimate arc updated here under necessary revisions to grading
that have and will occur as determined by field examination and supplemental
data and comparison with the warranty calculations provided at the time of the
permit by the OMLR, support that the values determined and reflected here arc
reasonable. The value of $1.263/LCY from the original warranty is applied here
for the final perimeter areas and volumes for Middle Field and South Field,
respectively. NOTE: Volumes are based upon a 40± foot uniform depth with
slopes of 2.5H:1V±. Slopes deeper than 40± depth will be at 3H:1V± or flatter.
The included Maps is enlarged at 1 inch = 100 feet to better reflect the measurements
and locations of features utilized to determine fill volumes needed to bring the
reclaimed basin slopes from the current mean extracted slopes of 2.5H:1V± to a
3H:1V± grade as determined for the completed perimeter area reflected on the
revised Extraction Limits of South Field and Middle Field.
We believe interim existing perimeter slopes are stable under current active
extraction, and are in the majority effectively 2.5H:1V± to 3H:1V±; and all are well
above the 1.25H:1V± slopes allowed in the original approved permit when considering
the interruption of extracted slopes by benching and pit access features. Still, the
perimeter extent of the Extraction Limits is greater and warranty needs to reflect
Varra Companies, Inc.
OMLR Permit M-2013-064
Varra-Coulson Project
Technical Revision — 28 August 2020 —
REVISED 11202020
4
costs anticipated for grading the final perimeter slopes to 3H:1V± from the 2.5H:1V±
slopes evident over the location, as follows:
$ 70,681.68± The Operator consents to the OMLR estimated
$ 137,199.00± Warranty Increase needed for the Revised Grading Plan.
-fin-
cc. Garrett C. Varra, Vice -President of Operations
Varra Companies, Inc.
Attachments:
• Updated Exhibit C-2 Extraction (Grading) Plan Map.
• Updated Exhibit F - Reclamation Plan Map.
• Updated AWES Stability Analysis Report of 9 November 2020
• Proof of Placement with Weld County, Colorado — Clerk to the Board.
Varra Companies, Inc.
OMLR Permit M-2013-064
Varra-Coulson Project
Technical Revision — 28 August 2020 -
REVISED 11202020
•
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PROJECT- NOTES V II - E■tractlan Limit at - elevation 4623 ±• - scut 1 NCH = 100 FEE
voila* caNPAtcEs, INC Varra — Coulson Resource Project
, DATE 20 November 2020
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M2013- 064 OMLR TR• Ex F — Reclamation Plan Map R ,� ,
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vARRACONPANtES• *IC aRO.E - Varra - Coulson Resource Project NOTES
OArt- 27 August 2020
'M: %WI"
IMMIX(ll �"`°° 'd" Oft AIMING M2013- 064 OMLR TR: EX C2 - EXTRACTION PLAN MAP P 40"' 20 NovemPAGE 1 ber 2020
A :AGRile«O.[ (X.31W-4S', -
t rH"s i4
AWES, LLC
Fort Collins, Colorado, USA
November 9,2020
State of Colorado
Division of Reclamation,Mining and Safety
1313 Sherman Street, Rm 215
Denver,CO 80203
Attn: Mr. Peter Hays
RE: AWES Revised Coulson Slope Analysis
Dear Mr. Hays:
This letter and attachments are in response to a request by Varra Companies, Inc. (Varra),to conduct a revised
slope stability analysis at the Coulson mine (Pit 121). Varra obtained representative soil samples at four
locations depicted on Figure 1. The samples were obtained just above the mine floor (-40' below ground
surface (bgs)) beneath any ravel deposits. The samples were composited for a single shear strength analysis.
The samples were submitted to Engineering Analytics of Fort Collins, Colorado for direct shear testing. The
data sheets from their analysis are presented as Attachment A. A summary of the geotechnical parameters
used in our analysis are presented in Table 1.
Table 1—Soil Strength Properties
t t Unit Weight t
FyM
Overburden
Clay* 114 126 150 28
Sand,with
gravel 116.5** 131** 0* 45.27**
Clay* 116 119 200 22
Note: * Unit weight and cohesion values(table values)reported by DRMS
** Unit weight and cohesion values reported by Engineering Analytics data
AWES, Inc., used PC Stable to predict mine slope safety factors.AWES ran a worst case scenario analysis using
a slope of 1.25:1 at a mine depth of 60 feet bgs. The soil profile was made based on information provided
from drilling logs generated in 2000 (Hanes Property report). These logs are provided as Attachment B. The
soil profile from boring H-14 was used as it was one of the deepest borings and is near an extraction boundary.
��n 4809 Four Star Court, Fort Collins, CO 80524 970-590-3807
Revised Stability Analysis
Varra Coulson Pit
Page 2
The worst case analysis indicates a safety factor of 1.354 at a mine depth of 60 feet bgs — this analysis also
included a water table parameter with the slope of the water table being estimated based on a Theis solution.
The PC -Stable data sheets are presented as Attachment C.
If you have any questions regarding this letter or attachments, please contact me at 970-590-3807.
Sincerely,
AWES, LLC
cY)
Joby L. Adams, P.G.
Principal/Hydrogeologist
AAWES
4809 Four Star Court, Fort Collins, CO 80524 970-590-3807
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ATTACHMENT A
DIRECT SHEAR TESTING RESULTS
Engineering Analytics, Inc, 1600 Specht Point Rd. . Suite 209 Fort Collins, CO 80525 970.488.3111 ,� www.EngAnalytics.com
Em
October 19, 2020
Project No. 111077
Joby Adams
AWES, LLC
4809 Four Star Ct.
Fort Collins, CO 80524
Dear Mr. Adams,
Enclosed are copies of the test results indicated below for the Varra — Coulson Pit Project.
❑ Proctor Density Curve -Maximum Density and Optimum Moisture
❑ Sieve Analysis
❑ Concrete Test Reports
❑ Masonry Test Reports
❑ Field Density/Moisture Reports
❑ Temperature Monitoring Graph
▪ Direct Shear Test
If you have any questions, please contact our office.
Sincerely,
En'
ics, Inc.
1 Engineering Analytics, Inc.
SUMMARY OF LABORATORY TEST RESULTS
JOB NAME: Varra - Coulson Pit JOB NUMBER: 111077 DATE: 10/19/2020
Sample
Type
Moisture
(%)
Pinhole
Dispersion
Atterberg Limits
(LL / PL / PI)
Percent Passing
No. 200 (%)
Grain Size
Analysis
Remolded Density
**Direct Shear
(ASTM D3080)
Flexwall
Permeability
(cm/sec)
m (deg)
C (psf)
5% Strain
BKT
116.5 @ 4.8
45.27
5.79
10% Strain
BKT
116.5 @ 4.8
48.74
5.71
Max Strain
BKT
116.5 @ 4.8
48.68
46.30
** Estimated friction angle Direct Shear Confining Pressures: 1000, 2000, 4000psf (1) = See Attached
DS
ENGINEERING
ANALYTICS
CONSOLIDATED
DRAINED DIRECT SHEAR TEST
Varra -
Coulson Pit
Sample Data:
PEAK
SHEAR LOAD
SHEAR LOAD
Bulk Unit Weight (pcf):
122.1
NORMAL
SHEAR
AT 5%
AT 10%
Dry Unit Weight (pcf):
116.5
LOAD
LOAD
STRAIN
STRAIN
moisture content (%):
4.8
(psf)
(psf)
(psf)
(psf)
sample mass (grams):
426.0
sample diameter (inch):
3.98
sample height (inch):
1.12
1000.0
1065
1053
1030
sample area (sq inch):
12.44
2000.0
2500
1968
2489
shear rate (inch per min.):
0.002500
4000.0
4537
4063
4537
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(Ibs)
(psf)
0.001(inch)
(inch)
(inch)
(psf)
1,000
0
0
560
0.000
0.000
0
1,000
6
69
570
0.010
0.010
69
1,000
15
174
580
0.020
0.020
174
1,000
31
359
590
0.030
0.030
359
1,000
41
475
600
0.040
0.040
475
1,000
49
567
610
0.050
0.050
567
1,000
57
660
620
0.060
0.060
660
1,000
64
741
630
0.070
0.070
741
1,000
69
799
640
0.080
0.080
799
1,000
74
857
650
0.090
0.090
857
1,000
78
903
660
0.100
0.100
903
1,000
80
926
670
0.110
0.110
926
1,000
84
972
680
0.120
0.120
972
1,000
86
995
690
0.130
0.130
995
1,000
88
1019
700
0.140
0.140
1019
1,000
90
1042
710
0.150
0.150
1042
1,000
90
1042
720
0.160
0.160
1042
1,000
90
1042
730
0.170
0.170
1042
1,000
90
1042
740
0.180
0.180
1042
1,000
90
1042
750
0.190
0.190
1042
1,000
91
1053
760
0.200
0.200
1053
1,000
91
1053
770
0.210
0.210
1053
1,000
92
1065
780
0.220
0.220
1065
1,000
92
1065
790
0.230
0.230
1065
1,000
92
1065
800
0.240
0.240
1065
1,000
92
1065
810
0.250
0.250
1065
1,000
91
1053
820
0.260
0.260
1053
1,000
91
1053
830
0.270
0.270
1053
1,000
91
1053
840
0.280
0.280
1053
1,000
90
1042
850
0.290
0.290
1042
1,000
90
1042
860
0.300
0.300
1042
1,000
90
1042
870
0.310
0.310
1042
1,000
89
1030
850
0.320
0.320
1030
1,000
89
1030
890
0.330
0.330
1030
1,000
89
1030
900
0.340
0.340
1030
1,000
89
1030
910
0.350
0.350
1030
1,000
89
1030
920
0.360
0.360
1030
1,000
89
1030
930
0.370
0.370
1030
1,000
89
1030
940
0.380
0.380
1030
1,000
89
1030
950
0.390
0.390
1030
1,000
89
1030
960
0.400
0.400
1030
1,000
89
1030
970
0.410
0.410
1030
Page 1
DS
ENGINEERING ANALYTICS
CONSOLIDATED DRAINED DIRECT SHEAR TEST
Varra - Coulson Pit
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(Ibs)
(psf)
0.001(inch)
(inch)
(inch)
(psf)
2,000
0
0
560
0.000
0.000
0
2,000
23
266
570
0.010
0.010
266
2,000
42
486
580
0.020
0.020
486
2,000
45
521
590
0.030
0.030
521
2,000
57
660
600
0.040
0.040
660
2,000
69
799
610
0.050
0.050
799
2,000
81
938
620
0.060
0.060
938
2,000
87
1007
630
0.070
0.070
1007
2,000
94
1088
640
0.080
0.080
1088
2,000
98
1134
650
0.090
0.090
1134
2,000
102
1181
660
0.100
0.100
1181
2,000
117
1354
670
0.110
0.110
1354
2,000
124
1435
680
0.120
0.120
1435
2,000
128
1482
690
0.130
0.130
1482
2,000
130
1505
700
0.140
0.140
1505
2,000
144
1667
710
0.150
0.150
1667
2,000 •
148
1713
720
0.160
0.160
1713
2,000
155
1794
730
0.170
0.170
1794
2,000
155
1794
740
0.180
0.180
1794
2,000
164
1898
750
0.190
0.190
1898
2,000
170
1968
760
0.200
0.200
1968
2,000
176
2037
770
0.210
0.210
2037
2,000
183
2118
780
0.220
0.220
2118
2,000
189
2188
790
0.230
0.230
2188
2,000
193
2234
800
0.240
0.240
2234
2,000
200
2315
810
0.250
0.250
2315
2,000
210
2431
820
0.260
0.260
2431
2,000
214
2477
830
0.270
0.270
2477
2,000
214
2477
840
0.280
0.280
2477
2,000
214
2477
850
0.290
0.290
2477
2,000
214
2477
860
0.300
0.300
2477
2,000
214
2477
870
0.310
0.310
2477
2,000
214
2477
880
0.320
0.320
2477
2,000
214
2477
890
0.330
0.330
2477
2,000
215
2489
900
0.340
0.340
2489
2,000
215
2489
910
0.350
0.350
2489
2,000
215
2489
920
0.360
0.360
2489
2,000
216
2500
930
0.370
0.370
2500
2,000
216
2500
940
0.380
0.380
2500
2,000
216
2500
950
0.390
0.390
2500
2,000
215
2489
960
0.400
0.400
2489
2,000
215
2489
970
0.410
0.410
2489
Page 2
DS
ENGINEERING ANALYTICS
CONSOLIDATED DRAINED DIRECT SHEAR TEST
Varra - Coulson Pit
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(Ibs)
(psf)
0.001(inch)
(inch)
(inch)
(psf)
4,000
0
0
560
0.000
0.000
0
4,000
102
1181
570
0.010
0.010
1181
4,000
105
1215
580
0.020
0.020
1215
4,000
123
1424
590
0.030
0.030
1424
4,000
146
1690
600
0.040
0.040
1690
4,000
166
1921
610
0.050
0.050
1921
4,000
180
2083
620
0.060
0.060
2083
4,000
194
2245
630
0.070
0.070
2245
4,000
209
2419
640
0.080
0.080
2419
4,000
223
2581
650
0.090
0.090
2581
4,000
240
2778
660
0.100
0.100
2778
4,000
254
2940
670
0.110
0.110
2940
4,000
267
3090
680
0.120
0.120
3090
4,000
280
3241
690
0.130
0.130
3241
4,000
292
3380
700
0.140
0.140
3380
4,000
303
3507
710
0.150
0.150
3507
4,000
314
3634
720
0.160
0.160
3634
4,000
323
3739
730
0.170
0.170
3739
4,000
332
3843
740
0.180
0.180
3843
4,000
343
3970
750
0.190
0.190
3970
4,000
351
4063
760
0.200
0.200
4063
4,000
359
4155
770
0.210
0.210
4155
4,000
367
4248
780
0.220
0.220
4248
4,000
369
4271
790
0.230
0.230
4271
4,000
374
4329
800
0.240
0.240
4329
4,000
375
4340
810
0.250
0.250
4340
4,000
376
4352
820
0.260
0.260
4352
4,000
377
4364
830
0.270
0.270
4364
4,000
379
4387
840
0.280
0.280
4387
4,000
380
4398
850
0.290
0.290
4398
4,000
382
4422
860
0.300
0.300
4422
4,000
384
4445
870
0.310
0.310
4445
4,000
385
4456
880
0.320
0.320
4456
4,000
386
4468
890
0.330
0.330
4468
4,000
387
4479
900
0.340
0.340
4479
4,000
387
4479
910
0.350
0.350
4479
4,000
389
4503
920
0.360
0.360
4503
4,000
390
4514
930
0.370
0.370
4514
4,000
391
4526
940
0.380
0.380
4526
4,000
392
4537
950
0.390
0.390
4537
4,000
392
4537
960
0.400
0.400
4537
4,000
392
4537
970
0.410
0.410
4537
Page 3
Direct Shear Test ASTM D3080
Varra - Coulson Pit
5000 I : _ i - _I I f i
h I 1 I I
4500 _ ___.._.._..._._._. _ _. __._ w__ _.__ _._____..._._ _.._ _,..._....___._....� _._. «...._. _. _ _ .___. I E _. _ _. . _ _ _h_..._._..
---1 .r. ...t........._.,
t__ ___ . _ . _____ ___I______I
__ « _... a._.-_._..__.__ ,...•_ _.._ . .. _. i
_ _.. _ _ _ .. __ ...._..... . ________ _....« ____ ___. __ __�.. _
-- - _1 _. ___ ------------__ _.__..__....__»__. _._._i -I ...._._. _.._..._._.t
4000 ! T -
i L i I 1 t_
3500 ' » -+ _I__
1 _ } ,
i i i
_ _ _. _....... ..... ..._ ___ E --.._
t t
___+_____4._.L...__ 4---__ . ___- .�__._....Y .___._.-. :_.-__ _ _--_-_____ -_.--_-___-__»_»_-.-_ ._--_-__»_--_-___ : __ _ ___-___«._ _ _____ _____ _ ..__..-___�fi-__ _ _ _---__ ____--»..____-_-_._ « .i
000 , - ' -
I ____ ...__. __._-. ............. -.._._..- ____... ____ _-_. - _.... •_•_.--._».».. _...«.•_««__«.._« ____ _. _ ...____._....._..___. __.._..._«____ __».__ __..____-_ __•____.__•______ _______
,, __., ...._ , _..._ _._ _ •.___...__....�_.._-_..._w__.,._... ... __«__.. _
_ _._.._».. ___._ _ _. »»_.« ._ __._«.._.._« ._ _......« ._......._.. _ _ _.._....._ _...__._�___ _. __ _. __.._ t_.. _.._._..� _._.«..«..«......____
&500 i i i i
............. - . i . .........-- -........-. - - - .---.......-. --............. .................................... .-. -.....-.-. .... ..................................
41OOO r 4
i i
CA - _ _{ _... •••__tt• .•. _-_----__----- ---_--•-_-•_.-•_•• ____•__._ _ .. i.__.. _ _..._ __ .__ _..� .�. __ _- _ __ _ _ - t_ _ »»....� ..»_ •__ • .,..-.__ _.. _-----_-•_
1500 lilT �� _ j __ _ _ _ t
_ i : : _
1000 t _ w ._.�.�.......�.�..� ! • • •4 Sf t i
ti ,.._. ___....._ ...._____________.1 _ _....._,......_...
500 : _�_...__..
1 t t 1I } 1
....... .. 1 f 4-
i ., ...i. i . ...a.... a-
0 .000 0 .050 0. 100 0. 150 0 .200 0 .250 0.300 0.350 0.400
Horizontal Displacement (inches)
--4,— N = 1000psf -- - N = 2000psf —th— N = 4000 psf
Direct Shear Test ASTM D3080
Varra - Coulson Pit
Max Stress
5000
4500
4000
3500
¢" 3000
aD
2500
z
s,
y 2000
A
1500
1000
500
0
0.0
•
y = 1 1376x —
♦
46.298
500.0 1000.0 1500.0 2000.0 2500.0
Normal Stress (psf)
3000.0
3500.0
4000.0
Direct Shear Test ASTM D3080
Varra - Coulson Pit
5% Strain
5000
4500
4000
3500
C`
1.'3000
m
m
04
2500
,b
s.
0, 2000
1500
1000
y = 1.0095x
+ 5.7873
500
0
0.0 500.0 1000.0 1500.0 2000.0
Normal
2500.0
Stress (psi)
3000.0
3500.0
4000.0
Direct Shear Test ASTM D3080
Varra - Coulson Pit
10% Strain
5000
4500
4000
3500
C`
113000
r
W
2500
it
I.
ey 2000
•
7)
1500
1000
•
500
y - 1.1484x 4
5.7873
0
0.0 500.0 1000.0 1500.0 2000.0
Normal
2500.0
Stress (psi)
3000.0
3500.0
4000.0
ATTACHMENT B
BORING LOGS
HANES PROPERTY
PRELIMINARY ANALYSIS
Prepared For:
Kauffman & Son, Inc.
808 South County Road 9E
Loveland, Colorado 80537
Prepared By:
4110
mttieApplegate,lnc.
Consultanls for Land, Mineral and Water
1990 Grant Sucea. Suite 304, Denver. CO 80233
I'lil lil'HOM�: (303) 4A-6611 FAX: (303)452-2759
April 2000
TA Job #00-153
RESERVE CALCULATIONS
Preliminary reserve calculations on the I-Tanes property were obtained using the following
assumptions:
• The limit of mining was set back from the east and south property boundary by 50 feet, from
the top of the ditch by 35 feet and from the river by 100 feet.
• The area would be mined using 2H:1 V slopes around the perimeter.
• The existing ground elevation is an average of 4615 feet.
• Bascd on the limited site visit, we did not exclude any area due to wetlands.
• We used 1.5 tons per cubic yard to calculate the "gross" sand and gravel tonnage.
• To account for unmarketable fines, the gross tons are reduced by 8% to obtain the "saleable"
product.
• Four acres were reserved for the current property owners house and limited corrals for horses
and cattle.
• Approximate locations of tree buffers were determined from the site visit and an aerial photo
• The approximate location of a gas well and associated storage tank was determined from the
site visit and an aerial photo.
Mining Cell Area — 60 acres
Overburden Volume — 247,300 cubic yards
Mining Volume - 3,285,300 cubic yards
Mining Volume — 4,927,950 tons (gross)
Saleable Volume — 4,533,700 tons
It is possible that gravel reserves are deeper in this area than the bore logs indicate. This area is
known to have clay lenses and potential reserves at 60 to 70 feet. Holes H-7 and H-14 passed
through clay lenses and are at opposite sides of the property. Re -drilling at a couple of locations
may be prudent to verify this.
SITE ACCESS
This site is bounded on two sides by two-lane asphalt roads. This area is unincorporated Weld
County, but is very close to town. It is unknown at this time who is responsible for the road
maintenance, Greeley or Weld County.
Potential haul routes could be either directly west on 16th Street to SH 85, north on Fern Avenue
to Highway 263 then west to SH 85, or south on Fern to pick up SH 34 back to SH 85. Using
I6'° to the west may be a concern as there arc numerous residential properties between this site
and the highway. Additional truck traffic could be a major concern. It is not known if the bridge
currently existing over the river on Fern Ave. is sufficiently rated to allow hauling of material in
that direction.
COUNTY CONCERNS
As this site is so very close to the limits of the City of Greeley, any concerns over additional
truck traffic, haul routes, noise and dust impacts to local residents will be carefully considered.
At this time we do not know of any local concerns that could potentially stop the project. A trail
easement may be required on the area adjacent to the river as there is an existing Master Plan for
the Poudre River Trail Project.
OTHER CONCERNS
As this site is bounded on the north by the Poudre River and has what seems to be an old
meander of the river in the north portion, the area should be examined for potential habitat for the
Preble's Meadow Jumping Mouse and any potential Orchid habitat. Based on our site visit, there
does not appear to be wetlands on the property, but this should be verified by a qualified
individual.
WATER ISSUES
Attached is a memo from Steve Nguyen, outlining alternatives for end uses of the site. Richard
Raines of our office is researching existing water rights for this site and compiling information
on the potential requirements for augmentation. His information will be forwarded as soon as it
is available.
ImMEINP
7tmttleApplegate,Inc.
Consultants for Land, Mineral and Water Development
Memorandum
Date: 4-5-00
To: Pam Acre
From: Steve Nguyen 5"1
Subject: Hanes Property
TA Job # 00-153
The Hanes Property is located in Section 10, Township 5 N, Range 65 W, east of Greeley near the confluence
of the Cache la Poudre and the South Platte Rivers. Due to thc location near the confluence, the gravel deposits
are much deeper with bedrock estimated at 60-80 feet. Prior to the purchase of this property, there are different
end land uses that should be considered.
The intent of this letter is to provide a brief understanding of the various end land use alternatives. No
evaluation was performed for this site specifically, but thc estimates given arc based on past experiences and
knowledge of the area. The estimates are merely provided to help understand the potential values and costs
associated with each alternative, but are limited by the fact that a detailed evaluation has not been completed for
this particular site.
There are three end land uses that can be considered with a gravel pit:
Alternative A -- The gravel pit will be back&Iled. This end land use alternative requires no augmentation of
evaporative losses.
Alternative B — The gravel pit will be left unlined. This end land use alternative requires augmentation of
evaporative losses.
Alternative C — The gravel pit will be developed into lined storage. This end land use alternative requires
creating water storage by lining the gravel pit to segregate the lake from the surrounding groundwater system.
Alternative A - Backfill
This is a potential end land use to eliminate any augmentation responsibility. Because the gravel deposits are so
deep, however, there most likely is not enough overburden to backfill the entire pit.
11990 Grant Street, Suite 304 • Denver, Colorado 80233 • (303) 452-6611 • (Fax) 452-2759
Alternative B - Augmentation
Gravel pit augmentation requires replacements to the river due to evaporation from the unlined lake surface in
both the summer and the winter months. Typically, ditch water is used for summer augmentation. This ditch
water must be senior and thus have a reliable delivery each year. Winter augmentation can be provided through
a lease for temporary replacement, but lined storage is generally needed for long-term winter augmentation.
Winter augmentation includes water that is needed for replacement of evaporative losses and water that is
required to maintain historic return flows. Evaporative loss for this area is approximately 2.9 acre-feet/acre
exposed annually. Return flow obligations are approximately 20% of the total irrigation requirement.
For this area, the approximate acquisition cost of senior ditch water that can be used for summer augmentation
is approximately $2000-$2500 per acre-foot consumptive use. Winter storage for augmentation and
maintaining historic return flows is estimated at $1000-$1500 per acre-foot. Note that if the property has senior
water rights attached to it, such as Greeley Canal No. 3, then this water can be used for augmentation and the
cost of purchasing new water would decrease or be eliminated. However, a change of use would be required on
the existing water rights to allow them to be used for augmentation.
With this end land use alternative, there is potential value in selling the property as open space or for
development. An estimated value for open space is $5000 per acre.
Weld County zoning ordinances require that any development be located outside the 100 -year floodplain. Due
to the site being located next to the river, development of this property may not be an option. An estimated
range for development value is $20,000-$50,000 per acre.
Alternative C - Lined Storage
There are several factors that influence the value of lined storage: competition in the area, location on the river,
and location in relation to filling structures. Having the Greeley Canal No. 3 as a potential filling structure adds
value to creating storage at this site. In addition, the location of the Hanes Property on the river has exchange
potential for several municipalities and may add to the competition for the site.
There are costs associated with lining a gravel pit for storage. The two most common methods of lining are a
compacted clay liner and a slurry wall. Slurry walls arc typically more expensive. If there are not sufficient on -
site clays, however, using a compacted clay liner also becomes very expensive.
In almost all cases, the value of storage once a gravel pit is lined fir exceeds the cost for the actual liner. Gravel
pit storage values have a large range, depending on the factors listed above. Past sales have been from
approximately $100042600 per acre-foot of storage_ Due to the location of this site, the value is most likely on
the lower end of this range. Even with the "low end" value, the value of lined storage at this site may exceed
the cost to line.
It is difficult to evaluate what the true potential is for this site with only a brief analysis. There is potential value
of this site as lined storage, but a detailed evaluation would need to be completed to develop a full
understanding of this particular site.
11990 Grant Street, Suite 304 • Denver, Catoradn 50233 • (303) 452-6611 • (l=ax) 452-2759
Ilhope the information provided will assist you in the understanding of the possible end land uses. The numbers
given should help you see the potential value of lined storage as an alternative and the approximate cost of
augmentation if the pit is left unlined. If it is determined that this site will be purchased, it may be beneficial to
meet with the City of Greeley to discuss, up front, their potential interest in lined storage at this location. Todd
Williams would be the contact at the City of Greeley Water Departrnent.
If you have any questions, please do not hesitate to call.
11990 Grant Street, Suite 304 • Denver, Coloradu 80233 • (303) 452-6611 • (Fax) 452-2759
oar 4/3/00
Jab go- Ca -15J
oun.
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F7a- Virlotta-smoZsC
Soda 9.00.
EAMES PROPERTY
I UFFMAN & fAli, IIBG.
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HANES PROPERTY Lithologic Logs
HOLE H-1
O'-0" to 2'-0"
2'-0" to 20'-0"
20'-0" to 32''--0"
Overburden/topSoil; dark brown
Sand & Gravel; tan, medium to coarse gained, gravel to -2"
As Above; fine to medium grained, Gravel to 1"
32'-0" to 40'-0" Clay; gray
TD
Composite sample taken from 2' to 32'
HOLE H-2
01411 to 31 11
3'-0" to 6'-0"
6'-0" to 15'-0"
15'-0" to 31'-0"
Overburc n/TopSoil; dark brown
Sand; tan, fine grained, H2O at 3 ft.
Sand & Gravel; fine to medium grained, gravel to• 1";
As Above; medium to coarse grained, gravel to 3"
3l'-0" to 40'-0" Clay, gay
TD
Composite sample taken from 3' to 31'
HOLE H-3
0'-0" to 1'-0"
V-0" to 7-0"
7'-0" to 30'-0"
Overburden/TopSoil; dark brown
Sand & Gravel; fine to medium gained, gravel to 3"
As Above; medium to coarse gained, gravel to 2"
30'-0" to 35'-0" Clay; gra,
TD
Composite sample taken from l' to 30'
HOLE kI-4
0'-0" to 3'-0"
l'-0" to 4► -0"
4'-0" to 16'-0"
16'-0" to 36'-0"
Overburden/TopSoil; black
Silt; tan, very fine grained
Sand; fine to medium grained
Sand & Gravel; coarse gained, gravel to 3"
36'-0" to 40'-0" Clay; gray
TD
Composite sample taken from 4' to 36'
HOLE H-5
0'-0" to 2'-0"
2'-0" to 13'-0"
13'-0" to 20'-0"
20'-0" to 33'-0"
Ovethurden/TopSoil; black
Sand & Gravel; coarse grained, abundant gravel to 3"
Sand; coarse grained, trace gravel to 1"
Sand & Gravel; coarse gained, gravel to 3", one 5 " cobble
33'-0" to 40'-0" Clay; gray
TD
Composite sample taken from 2' to 33'
HOLE H-6
0'-0" to 2'-0"
2'-0" to 10'-0"
10'-0" to 17'-0"
17'-0" to 29'-0"
Overburden/TopSoil; black
Sand & Gravel; medium gained, gravel to 2", H2O at 6 ft.
As Above; medium grained, gravel to 1"
As Above; medium gained, gravel to 2"
29'-0" to 40'-0" Clay; gray
TD
Composite sample taken from 2' to 29'
HOLE ' 13-7
0'-0" to l'-0" Overburden1 TopSoil; black
1'-0" to 6'4" Sand; fine grained
6'-0" to 20'-0" Sand & Gravel; medium to coarse grained, minor gravel to 1"
20'-0" to 45'-0" As Above
45'-0" to 53'-0" Clay; brawn to gray
•
53'-0" to 56'-0" Silt/Sand & Gravel; gray 5ne grained, gravel to 3"
56'-0" to 60'-0" Clay; gray
TD
Composite sample taken from 6' to 45'
HOLE 11-8
0'-0" to 1'-0" Overburde /TopSoil; dark brown
1'-0" to 6'-0" Sand; fine grained
6'-0" to 16'-0" Sand & Gravel; medium to coarse grained, gravel to 2"
16'-0" to 33'-0" Sand; coarse grained, trace gravel to 1"
33'-0" to 40'-0" Clay; brown
40'-0" to 45'-0" Clay; gray
TD
Composite sample taken from 6' to 33'
HOLE H-9
0'-0" to 2'-0" OverburdenlTopSoil; dark brown
2'-0" to 7-0" Sand & Gravel; coarse grained, gravel to 2"
7'-0" to 15'-0" As Above; gravel to 3"
15'-0" to 28'-0" Sand; coarse grained, trace pea gravel
28'-0" to 33'-0" Sand & Gravel; medium to coarse grained, gravel to 3"
33'-0" to 40'-0", Clay; brown
TD
Composite sample taken from 2' to 33'
HOLE H-10
0'-0" to 3'-0" Overburden/TopSoil; dark brown
3'-0" to 5'-0" Silt; tan, very fine grained
5'-0" to 11'-0" Clay; black, some grit and trace of gravel to 2"
I I'-0" to 23'-0" Sand & Gravel; medium to coarse grained, gravel to 1"
23'-0" to 37'-0" As Above; gravel to 3", several 4" cobbles
37-0" to 44'-0" Clay; brown
TD
Composite sample taken from 11' to 37'
HOLE H-11
0'-0" to 5'-O" OverburdenfropSoil; dark brown
5'-0" to 12'-0" Sand & Gravel; medium grained, gravel to 2"
12'-0" to 13'-0" Clay; brown
13'-0" to 20'-0" Sand & Gravel; medium to coarse grained, gravel to 3"
20'-0" to 29'-0" As Above; abundant gravel to 3"
29'-0" to 35'-0" Clay; brown
TD
Composite sample taken from 5' to 29'
HOLE H-12
0'-0" to 4'-0" OverburdenlTopSoil; dark brown
4'-0" to 6'-0" Sand; medium to coarse grained
6'-0" to 8'-0"
8'-0" to 10'-0"
Clay; gray, H20 at 6 ft.
Sand & Gravel; coarse grained, gravel to 2"
10'-0" to 15'-0" Sand; coarse grained, trace pea gravel
15'-0" to 20'-0"' Sand & Gravel; coarse grained, gravel to 3"
20'-0" to 33'-0" As Above; abundant gravel to 3"
33'-0" to 40'-0" Clay; brown to gray
TD
Composite sample taken from 4' to 33' •
HOLE H-13
0'-0" to 2'-0" OverburdeniTopSoil; black
2'-0" to 13'-0" Sand & Gravel; medium to coarse grained, gravel to 1"
13'-0" to 20'-0" As Above; abundant gravel to 3"
20'-0" to 30'-0" As Above; gravel to 2"
30'-0" to 40'-0" As Above; abundant gravel to 3", several 5" cobbles
40'-0" to 50'-0" Clay; brown to gray
TD
Composite sample taken from 2' to 40'
HOLE H-14
0'-0" to 3'-0" OverburdenfropSoil; black
3'-0" to 6'-0" Sand; medium
6'-0" to 20'-0" Sand & Gravel; fine to medium grained, gravel to 2"
20'-0" to 25'-0" As Above; coarse grained, gravel to 2"
25'-0" to 40'-0" As Above; abundant gravel to 3", several 4" cobbles
40'-0" to 47-0" As Above; no cobbles
47-0" to 50'-0" Clay; gray
50'-0" to 65'-0" Silt/Sand and Gravel; dirty fine to medium grained, gravel to 2"
65'-0" to 70'-0" Clay; gray
TD
Composite sample taken from 6' to 47 and 50' to 65'
HOLE H-15
0'-0" to 3 '-0" Overburden/TopSoil; dark brown
3'-0" to 10'-0" Sand; fine grained
10'-0" to 2T-0" Sand & Gravel; medium grained, gravel to 1"
27-0" to 42'-0" Silt/Sand; very fine grained, trace pea gravel
42'-0" to 75'-0" Clay; brown to gray
TD
No Composite sample taken
HOLE H-16
0'-0" to 2'-0" Overburden/TopSoil; dark brown
2'-0" to 5'-0" Silt/Sand; very fine grained
5'-0" to 10'-0" Sand & Gravel; medium to coarse grained, gravel to 1"
10'-0" to 20'-0" As Above; gravel to 3"
20'-0" to 41'-0" As Above; abundant gravel to 3"
H11
41'-0" to i -0" As Above; no cobbles
47-0" to 50'-0" Clay; gray
TD
Composite sample taken from 5' to 41'
HOLE H-17
0'-0" to 3'-0" Sand; fine grained
3'-0" to 15'-0" Sand & Gravel; medium to coarse grained, gravel to 1"
15'-0" to I8'-0" Sand; coarse grained
18'-0" to 19'-0" Clay; brown
19'-0" to 23'-0" Sand; coarse grained, trace pea gravel
23'-0" to 34=0", Saad& Gravel; coarse grained, gravel to 3"
34=0" to Ml' -0". . • Clay; brownto gray
TD
composite sample taken from 0° to 34'
All holes logged by CL Coppage
ATTACHMENT C
PC -STABLE RESULTS
•
STABL for Windows 3 . 0 - Results
iiiiName : Coulson Revised Stabilty Analysis
DATA SUMMARY
Problem : Coulson Revised Stabilty Analysis
105 ,
, t , , II
1 1 1 t I 1 t , 1 1 1 1 I t 1 I(� Soils Cohesion Friction ' 1 I I I I ► I I I I I 1 I / I I 1 I100 1I 1 1 1 I 1 I 1 a 1 , 1 _
Angle I I I I I I I I I I I I I I I I I I
I 1 I I 1 I 1 I I 1 1 I 1 I I 1 / ttLtLt :
adw/Grvl 0.0 —t_ - - ♦ _ - - _ ► al _ • - - -1- - - i " ' "
:;jII I11IITH28.0 1 , 1 t / I
.7V 1 I 1 : I 1 1 I 1 I i I 1 I 1 1 I I I I I
Clay 200.C 22.0
1 1 , I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 ,
1,/ _ . . - -I I I I I I I I I I I I 1 a I a I / I 1 I 1
85 �- Water Table I— —
— • - - -1- - - ► - - —
'/— — ► - - - - I. - - I- — — - • - -
— - - - - - • - - - — - • - -1— • -1- - - • - - "1— — - — —
- - ► — - - - • — • —
- I I I 1 I I I I I 1 I I I I I I I I I I I a
I I I I I I I I I I I I I I I I 1 I I I I I I I I I I , I I I I
80 ' I I 4-
t I I I I I , I I sr - -
I , I I I I I I I I I I I I I 1 I
.�. _ -1- - - r - - •1- - - � - - -I, - - -r - - -II - - -r - - � - - -�• - - Y - - -i - - T - - -I• - - r - - 1- - - � - - 1- - - � - - � - - -:- - - — - - r - - 1 - -
I a a $ I I a i I I I a I I a I I I I 1 I III
I I I 1 I I 1 I ► I I I I I I I I I I I I II
75 - -t- - - Loan — ass — — J— — —L - - J — - —L — - J — — —L — - • I 1 . — .4— - — L — — J— — e. t. a — ..1.. .. .. 1. .. ... .l .. .. .. — eat. . .. .1 — —
1 1 1 1 1 1 1 1 a I 1 1 1 1 1 1 1 1 1 1 II
I I 1 I I I I I I 1 I I I I I I I I I II
70 - - 1 1 1 t 1 1 1 1 1 1 1 - 1 1 I 1 1 1 1 I II
-I- - - 1 1
- 1 - - -r - - 1 - --, - - - - - -r - - T - —I— - - - - - -,- - - - - - 1 1 - -- - - r - - - - - r - - r - - i - -
1 1 1 1 1 1 1 I I 1 1 I III SIIII II
cC
IIIIIIIIIIIIIIIIII II
55 .,- - --- - - L - - J - - — L — — J- - -L - - J - - -L - — J - - -L — — L - - --- - - - - - -.t- - - L - - J— - - L - - J— —IIIIIIIIIIIIIIIIII I I 1 I $ 1 I
IIIIIIIIIIIIIIIII It
60 • 1 a 1 l I / I I I t I t I I 1 1 I II
- - -,- - - r - - r - - -1- - -- - - - - - -- - - - - - -- - - r - - -I- - - r - - -I- - - r - - n- - - — - - r - - i - —
1 a I I I I I I I I I I I I I I II
It IIIIIIIIIIIIII II
55 -•- - -I- - - L - - J- - - L - - J- - —L — - J - - -L - - J - - -L- - - 1 — - --- - - - - - -1- - - L — — — — - L - - J — —
I t IIIIIIIIIIIII II
IIIIIIIIIIIIIII II
IIIIIIIIIIIIII II
50 - - t r - - -1 — — r — - 1 — - — r — — -, — - -r — - 1 - - -r y I • I — - - r - - l - —
I 1 I I I 1 I I 1 1 1 I I I II
IIIIIIIIIIIII II
45 + - -R- - - L - - J- - - L - - J- - -L — - J - - —L - - J - - -L — - 1 - — -1— - - L IIIIIIIIIIIIII I I 1 1 II
IIIIIIIIIIII II
40 -_. - 1 1 I I 1 1 1 — I 1 — I t — a - - 1
I I a I I I I I I I a II
IIIIIIIIIII III
35 I a a I 1 iii, 1 a 1 - la
1 I I r I I 1 I 1 1 - - - r - - 1 - -
1 / a I I 1 Slit II
30 " - IIIIIIIII t 1— —
I 1 a 1 1 1 I 1 II
IIIIIIII II
25 _ IIIIIIII1 II
r 1 1 1 1 1 I I I 1
1 1 1 1 1 1 1 It
It t a al 1 II
20 - -I- - - • - - — — — /• - - 4 - —
I t II
II al
15 -- a a a 1
II a I
II la
II II
II If
II I t
II
' I
- -
5 - -
t I is
I I 1 1
I 1 it
II 1 1
-5 - - - I I - - - I I -
I I la
I t I 1
—10 I i t 1
-10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105 110 115120 125130 135140 145150
(Scale in Meters)
_ - .- - - .. - _. -_..- -_
!rofi1eData
Segment Soil Under
Number Left Extreme X Left Extreme ht Extreme �'Right Extreme X Rig Segment
—
1 0 20 20 20 1
2 20 20 33 30 1
3 33 30 37 33 2
4 37 33 93 77 1
5 93 77 96 80 3
6 96 80 140 80 3
7 93 77 140 77 1
8 37 33 140 33 2
9 33 30 140 30 1
10 0 15 140 15 2
08-Nov-20 Page 1
STABL for Windows 3 . 0 - Results
Name : Coulson Revised Stabilty Analysis
Soil Properties
Saturated
Soil Wet Unit Cohesive Friction Pressure Water
Number Weight Unit Soil Name
Intercept Angle Ru Head Table
Weight
1 116 .5 131 ' 0 45 .27 0 0 1 Sand w/Grvl
2 114 126 150 28 0 0 1 Top Soil
3 116 119 200 22 0 0 1 Clay
08-Nov-20 Page 2
x
STABL for Windows 3 . 0 - Results
•
css Name : Coulson Revised stability Analysis
All Surfaces Generated
Problem : Coulson Revised Stabitty Analysis - FS Min- Bishop = 1 .354
105 • r - ' r -. r r Y -,- r r r -. r r -1 I r T
1
1 1 1 1 1 1 1 1 1 1
1 1 t 1 I 1 1 1 1
Soils Cohesion Friction 1 1
100 ' $ F t • 3
Angle • • 1 I 1 • • • I I 1
• • t I 1 I 1 I I • 1
95 Sand w&Grrl 0.0 45.3 I I I I I
Top Soil 1500 28.0 I 'i •
90 S i a T i 4 •
Clay 200.0 22.0 . • • t 1 • • 1 1
85 'A, t 1 t • 1 1 1 1 1
Y T at e r Table _ _ . .- J- .-L - -J• - .t. . .• • - .l. • . • • -- J. -• I . -J- . - L -- J•--i . .J. . -1. - - J- . .{. - - • . .J• -
1 I 1 Y 1 1 1 • 1 1 t 1 1
Critical Surface 1 t I
/ 1 1 t • 1 1 • 1 t 1 1
80 -r -- i - - -r • T T r r r . • _ - - - T - - -
Surface 2 1 1 X11 •
75 • Surface 3 -• --J - - - •-- - •-- -•- - - -
I - - • - - -1
I 1 1 , 1 , 1
1
Surface 4
70 _ • 1 1_ • 1 • •_ • _ 1 _ ,
---- Surface 5 I i •
• t , • 1
65 Surface - - -- � ' • - - - -
Surface 7 '
60 • - '
Surface 8 '''
• • /" ; I
55 Surface 9 . / . - - I - ---
Surface 10 '•
50 - - - - - _ _ ... . .. ..0. .. .. . . ._- _f .. -- - -
t ,
1 I I •
45 - •
• r • •
• •
• I
40 - - - .- ... ... e .. . .. .. -
1 • I • • 1 •
• • • • • • - •
35 t I I I I - - - I
• • 1 , 1 ,
I • • • • •
...:"
I • • • • •
I • 1 1 •
• I I •
I I I _ I
20 - - • 1 - - - - . - - - 1 - - - - -
, 1
•
I
15 - -- - - •
- - - •
•
• •
10 EL
-- ; • -- -
•- • -
I
t
-10 '
-10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150
i.Scale in Meters)
10 Most Critical Surfaces
Problem: Coulson Revised Stabitty Analysis - FS Min- Bishop - 1 .354
105 • r -r - , r r - • -r r • , , - r 1 r r , r T
I I I . I
100 Soils Cohesion Friction ;
• r i •
95 Angie • , • 1 • I • 1 I I
- ' ' - - - .. ' . - - - I I 1 1 I - ' - ' . • - -
Sand w/Grvl 0.0 45.3 - • - - • - -- . -- ► - - -- - - ► - - -- - -- • - • - -- - - • - -�- - • .
• I / 1 1 I I
90 Top Sod 150.0 28.0 I g -
el t
Clay 200.0 22.0 '
• I I 1 • • 1 1
85 - '•VaterTable J - - -� • - - - - • - - - - - • - - - - - - • - - �- - -• - J- - • - - J - - J - - -L - , L - - • -
• I • 1 • i I 1 • 1 1 1
1 / I I • • • 1 I I • •
80 — Critical Surface • • • • • •
'. • • • •
-r _-_ 1 - -r • - I --- - I _ _ _ _ _T - - -1_ - _ r- _ - T
Surface 2 • • • • ®��/0
•
75 Surface ? J - - -� • _ • • -- -•- - - • - -- A •-
I , 1 • • • •
70 - I - - - • -
-
Surface 4 • _ - -
Surface 5 I I I
I I •
I
65 - Surface6 - -L - -
;- - -L - - ; - - - - - - i - - - - . .. l . - .1- -
Surface 7 f'
60 _ • •
•- -
Surface 8
55 - Surface 9 - - - _ - - --
Surface 10 • , • '
50 . a _ - - - -�- - - -
, • I
I • I I • I • •
45 - ' -- - - I I 1 :_ I I 1 I • _ - ' - -- -
- - - - -- r - - -- - - r- - I 7 Z • �.,
t I 1 I I 1 _.• •
I
40 . - - -- • I I - y I 1 - I _- - -
1 I I I I I 1 1 I
• •1 1 I I I • 1 1
35 • I 1 1 I 1 i I - I
1 1 1 1 • . • , ,�. - •
• • 1 1 I I 1 -- -- •
30 . J- - -
• J- - - L . . J- - J- - -
• • - - • - J - '_` C.._, - - - - •
- - - - - -
I • • • • • • 1
, • • • • I - - I
I I I I I j 25
: : j : ::: :
20 • •
• '
15 - - •
1 1
1 1
10 - - - - - 1 - - � - - - -
/ I
I0 - - -- - -
- T
it :-5 I
I •
-10 t
•
1
-10 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150
(Scale in Meters)
08-Nov-20 Page 3
STABL for Windows 3 . 0 - Results
Name : Coulson Revised Stabilty Analysis
Factor of Safety Histogram
Distribution of Factors of Safety
11
1
1
10
1
8 i
1
7 -
- � 1
_ 1
1.1.41-1
air 2 - - - - !IS 1
0
(FS)
Factors of Safety of 10 Most Critical Surfaces
Surface Factor of Safety
Number
1 1 .354
2 1 .396
3 1 .409
4 1 .427
5 1 .442
6 1 .459
7 1 .461
8 1 .462
9 1 .462
10 1 .465
08-Nov-20 Page 4
Varra Companies, Inc.
Office of Special Projects
1431 East 16th Street Greeley, Colorado 80631 Telephone (970) 353-8310 Fax (970) 353-4047
Tuesday 1 September 2020
Weld County Clerk to the Board
1150 O Street
Greeley, Colorado 80632
Subject: Varra Companies, Inc. - Parcel 122 - Technical Revision to a Regular Impact (112) -
Permit Application M-2015-033 - Parcel 122 - Resource Development Project.
Materials submitted to the Colorado Division of Reclamation Mining and Safety (CRMS) - Office
of Mined Land Reclamation (OMLR) for placement for public review.
• Correspondence of 28 August 2020 from Varra Companies, Inc. to the Colorado Office of
Mined Land Reclamation, with attending attachments.
Attachments:
• Updated Extraction (Grading) Plan Map.
• Original OMLR Financial Warranty Calculations of 10 April 2014 as revised.
• Proof of Placement with Weld County, Colorado - Clerk to the Board.
Your signature and/or OFFICIAL STAMP, and DATE of RECEIPT, below acknowledges THE
DIGITAL and/or PAPER receipt of the above referenced material, as attached. The Attachments
should be added to the above referenced Application or Revision, as originally submitted with this
Proof to the Weld County Clerk to the Board, and subsequently made accessible at Weld County for
public review.
Received On , 2020
By:
stamp
RECEIVED
SEP 01 2020
WELD COUNTY
COMMISSIONERS
Office of the Weld County Clerk to the Board of County Commissioners
Varra Companies, Inc.
OMLR Permit M-2013-064
fubl;c. Rev,et,J
oct/,ii /2O
Varra-Coulson Project 1
Technical Revision — 28 August 2020
cc•.PLCrP),Pw(a►1/eR/ckt/crs) e2,p20 - lolo
oq/ow/20
Varra Companies, Inc.
OFFICE OF SPECIAL PROJECTS
8120 Gage Street Frederick, Colorado 80516 Telephone (970) 353-8310 e -Mail: bljforester@a,msn.com
Friday 28 August 2020
To:
Peter Hays, E.P.S.
Colorado Office of Mined Land Reclamation (OMLR, or 'the Office')
Division of Reclamation Mining and Safety
1313 Sherman St., #215
Denver, CO 80203
From: Varra Companies, Inc.
Bradford Janes, Forester
Liaison - Interdiscipinary Affairs
Subject: TECHNICAL REVISION to OMLR for Permit M-2013-064 - Varra-
Coulson Resource Project - Status, Clarification, and Necessary Changes
to the GRADING PLAN and correlated Financial Warranty.
Legal Description: A parcel of land located in parts of W/2SW/4NE/4, and the
SE/4NE/4, and the NE/4NE/4; Section 10; all in Township 5 North;
Range 65 West; 6th P.M.; Weld County, Colorado
General Location: Actively South of the Cache la Poudre River — East of Fern Ave. —
North of 16th St.
Total Acres: 100.63±
This Technical Revision is intended to clarify planned grading and attending financial
warranty considerations for Middle Field and South Field, for Permit M-2013-064,
only. This Technical Revision clarifies, updates, and amends prior submittals and
Annual Reports.
REFERENCE (from the Original August 2013 Exhibit D):
The 100.63± acre parcel boundary forms the permit boundary. All lands within the 100.63±
acre permit area, are to be considered as affected lands under C.R.S. 34-32.5-103(1),
respective of this permit application and any subsequent permit revisions or amendments to
the permit as originally approved.
1
Within the permit boundary, there are four identifiable areas, the description of which will help
to explain the nature of planned extraction and reclamation. Those identifiable areas are as
follows:
52.70± Acres Extraction — South Field — 05-10± years.
11.61± Acres Extraction — Middle Field — 10-20± years.
64.31± Sub -total
1.57± Acres Extraction - Canal #3 - to be relocated — transitional.
65.88± Sub -total
1.98± Acres Reconstructed segment of Canal #3 (includes 0.18± acres within
the Poudre River 100 foot set -back area).
67.86± Sub -total
10.75± Acres Mineral Reserve — North Field —undetermined ± years.
78.61± Sub -total
22.02± Acres Affected Lands beyond planned extraction limits.
100.63± TOTAL.
The 22.02± acres of lands lying beyond the planned extraction limits may comprise planned or
existing permanent access roads, areas of minor to no disturbance; including buffer areas,
unaffected segments of Canal #3, and the Cache la Poudre River.
CURRENT CONDITIONS/REVISIONS:
Middle Field:
1. Has conservatively a 2.5:1V± slope with apx. 15.00± feet of vertical depth
from the bottom of the soil profile until it hits the current floor.
2. Relocation of Greeley Irrigation Canal #3 will not occur, so the area planned
for the reconstructed canal is being utilized for extraction and correlated
reclamation as part of the finished basin or area of fill for Middle Field.
South Field (with implications for Middle Field):
1. Has conservatively a 2.5H:1V± slope with an apx. 35-40± feet of vertical
depth to the current floor
2. The last remaining oil and gas facilities on the parcel have been abandoned and
the area as previously buffered will now be extracted, consistent with the
2019-2020 OMLR Annual Report.
3. Aggregate extraction will eventually meet and expose the underlying geology.
The unconsolidated underlying materials will be utilized for finished grading,
and the perimeter slopes will rise from the basin bottom to near the extraction
limits at the surface at 3H:1V or flatter. As grading is completed and finished
slopes are compacted to meet the basin liner specifications established by the
Colorado Division of Water Resources, the remainder of the finished slopes
Varra Companies, Inc. Varra-Coulson Project 2
OMLR Permit M-2013-064 Technical Revision — 28 August 2020
above the anticipated final water level of the basins will be re -soiled and
vegetated as part of reclamation. Similarly, this method will also be employed
at Middle Field, unless complete backfilling to the elevation of the original
ground occurs instead.
4. Once extraction operations are reclaimed, the temporary access established as
shown on the 2019-2020 OMLR Annual Report, may be removed, unless
otherwise revised, and the affected lands reclaimed.
5. For continuity of extraction operations beyond the 8.55± acres indicated in the
2019-20 OMLR Annual Report, it will become essential near that timeframe to
clear the final area where the soil stockpile occurs. Correspondingly, gaining
access to this location should incentivize finished grading and resoiling
operations to the extent practical.
6. While the stockpiled soil is in excess of that required for reclamation, the
necessary portion of the stockpile will be used over all affected lands lacking
original soil and along the finished basin grades remaining above the
anticipated static water level (groundwater levels) of the basin perimeters.
Excess soil used for market may require relocation of the stockpile in whole or
part to the extent necessary if this location is to be fully accessed for
extraction. Relocation may occur within the permit location and existing areas
of extraction at Middle Field or South Field, or on the immediately adjacent
lands of our approved Durham location, as part of this Revision.
OTHER REVISIONS/CORRECTIONS (NOTR: Slight variations from original measurements
exist as reflected here below):
53.36± Acres Extraction — South Field
This Area now i■cludes 0.45± acres of the Abandoned Oil & Gas Area
shown in Red at South Field for the Area to be extracted as indicated in
the 2019-20 OMLR Annual Report.
12.24± Acres Extraction — Middle Field which now includes the 1.98± Acres
designated for the Reconstructed segment of Canal #3 (now excludes
0.18± acres within the Poudre River 100± foot set -back area).
65.60± Sub -total
10.75± Acres Mineral Reserve — North Field — unchanged
76.35± Sub -total Acres designated for Extraction
24.28± Acres Affected Lands beyond planned extraction limits (which includes
temporary access of 0.24± Acres — and that portion of Canal #3,
previously designated for extraction; as shown on the Exhibit C-2:
Extraction Plan Map revision.
100.63± TOTAL ACRES
Varra Companies, Inc. Varra-Coulson Project
OMLR Permit M-2013-064 Technical Revision — 28 August 2020
3
The 24.28± acres of lands lying beyond the planned extraction limits for Middle and South
Fields, may comprise planned or existing permanent access roads, areas of minor to no
disturbance; including buffer areas, unaffected segments of Canal #3, and the Cache la
Poudre River.
• Of the 65.60± acres of extractable area within Middle Field and South Field;
46.39± acres (or apx. 70.7%) are actively under extraction since the permit
issue date. Extraction will continue within these Fields as identified in the
August 2020 OMLR Annual Report.
• Extraction depths may prove deeper than 40 feet, as depths of 40± feet only
reveal trace amounts of weathered bedrock. Since depths could occur to 60±
feet or greater, extraction will now cut at 3H:1V from the present floor near
40± feet to final anticipated depths; which remains consistent with the safety
factor (where these slopes are to occur at 20± feet from the anticipated basin
bottom).
• Further, the exiting 2.5H:1V± slopes above are shallower than the approved
1.25H:1V± provided for in the original application, as approved; providing
additional stability for these slopes until finish grading occurs. Slopes may still
be extracted to 1.25H:1V± as part of concurrent finished grade to a depth of
40± feet from the approximate surface.
• The previous rate of extraction has been so rapid leading into the year 2020, it
shortened the anticipated life of the mine by nearly 12± years to date, or nearly
50± percent of the anticipated extraction timeline.
• The rate of extraction simply outpaced mining methods intended to maintain
concurrency of finished slope establishment, essentially increasing the perimeter
length of the unfinished margins of extraction. This correction to the grading
plan adjusts the financial warranty to fully account for the entire perimeter
length to depth at the Extraction Limits, where backfilling of the finished slopes
and finished grading will ultimately occur.
• Warranty cost estimate are updated here under necessary revisions to grading
that have and will occur as determined by field examination and supplemental
data and comparison with the warranty calculations provided at the time of the
permit by the OMLR, support that the values determined and reflected here are
reasonable. The value of $1.263/LCY from the original warranty is applied here
for the final perimeter areas and volumes for Middle Field and South Field,
respectively. NOTE: Volumes are based upon a 40± foot uniform depth with
slopes of 2.5H:1V±. Slopes deeper than 40± depth will be at 3H:1V± or flatter.
The included Map is enlarged at 1 inch = 100 feet to better reflect the measurements
and locations of features utilized to determine fill volumes needed to bring the
reclaimed basin slopes from the current mean extracted slopes of 2.5H:1V± to a
Varra Companies, Inc. Varra-Coulson Project
OMLR Permit M-2013-064 Technical Revision — 28 August 2020
4
3H:1V± grade as determined for the completed perimeter area reflected on the
revised Extraction Limits of South Field and Middle Field.
We believe interim existing perimeter slopes are stable under current active
extraction, and are in the majority effectively 2.5H:1V± to 3H:1V±; and all are well
above the 1.25H:1V± slopes allowed in the approved permit when considering the
interruption of extracted slopes by benching and pit access features. Still, the
perimeter extent of the Extraction Limits is greater and warranty needs to reflect
costs anticipated for grading the final perimeter slopes to 3H:1V± from the 2.5H:1V±
slopes evident over the location, as follows:
Perimeter Length of Extraction Limits:
Middle Field = 3,247.5±' (including the area originally planned for reconstructing Canal
#3
South Field = 6,530.5±'
Combined perimeter length = 9,778.0± lin. Feet.
Area of difference between a 2.5H:1V± slope and a 3.0H:1V± slope = 400.0± sq.ft.
Required volume of backfill:
9,778.0± lin.ft. x 400.0± sq.ft. = 3,911,200± cu.ft. _ 27 = 144,859.25± cu.yds.
144,859.25± cu.yds.
X 1.263 $/LCY
$182,957.23± Total Grading Cost for Combined Extraction Limits - Middle and South
Fields
-$112,275.55± Grading Costs included in Existing Financial Warranty as determined in
the attached OMLR FW Calculations of 7 Feb 2014 as revised 10 April
2014 - as included in the attachments to this Revision.
$ 70,681.68± Warranty Increase needed for Revised Grading Plan.
-fin-
cc. Garrett C. Varra, Vice -President of Operations
Varra Companies, Inc.
Attachments:
• Updated Extraction (Grading) Plan Map.
• Original OMLR Financial Warranty Calculations of 10 April 2014 as revised.
• Proof of Placement with Weld County, Colorado - Clerk to the Board.
Varra Companies, Inc.
Varra-Coulson Project 5
OMLR Permit M-2013-064 Technical Revision — 28 August 2020
tomirtwx-E-5, 71g,
Task description: Bond Estimate Summary
COST SUMMARY WORK
R6✓T 1i 4,1101 1ti
Permit Action: Varra Coulson
Site: Varra-Coulson Resource Project Bond Estimate
PROJECT IDENTIFICATION
Task #: 000 State: Colorado
Date: 2/7/2014 County: Weld
User: PSH
Agency or organization name: DRMS
TASK LIST (DIRECT COSTS)
Permit/Job#: M2013064
Abbreviation: None
Filename: M064-000
Task
Description
Form
Used
Fleet
Size
Task
Hours
Cost
001
002
003
004
005
006
Grade Pit Walls - South / Middle Fields - 1600 LF
Max
DOZER
1
1
1
1
1
0
517.03
$112,275.55
$6,213.03
$6,656.24
$6,340.86
$4,322.93
$0.00
Dewater Middle/South Fields - 59.3 A - Varra Est.
SITEMAINT
ENANCE
0.00
Replace Topsoil - 12.21 Acres X 6" Depth
SCRAPERI
7.33
Revegetate 12.21 Acres - no mulch, cover crop
REVEGE
40.00
Mob / Demob
MOBILIZE
3.33
Operator to commit water rights for augmentation
requirement
NA
0.00
SUBTOTALS:
567.69
$135,808.61
INDIRECT COSTS
OVERHEAD AND PROFIT:
Liability insurance: 2.02%
Performance bond: 1.05%
Job superintendent: 532.30 firs
Profit: 10.00%
Total =
Total =-
Total =
Total =
TOTAL O & P =
CONTRACT AMOUNT (direct + O & P) =
LEGAL - ENGINEERING - PROJECT MANAGEMENT:
$2,743.33
$1,425.99
$34,817.74
$13,580.86
$52,567.92
$188,376.53
Financial warranty processing (legal/related costs): 0.00 Total = 0.00
Engineering work and/or contract/bid preparation: 4.25% Total = $8,006.00
Reclamation management and/or administration: 5.00% $9,418.83
CONTINGENCY: 0.00 Total = $0.00
TOTAL INDIRECT COST = $69,992.75
TOTAL BOND AMOUNT (direct + indirect) = $205,801.00
Page 1 of 2
BULLDOZER WORK
Task description: Grade Pit Walls - South / Middle Fields - 1600 LF Max
Varra-Coulson Resource Permit Action: Varra Coulson Bond
Site: Project
PROJECT IDENTIFICATION
Task #: 001
Date: 2/7/2014
User: PSH
Estimate Permit/Job#: M2013064
State: Colorado Abbreviation: None
County: Weld Filename: M064-001
Agency or organization name: DRMS
HOURLY EQUIPMENT COST
Basic Machine: Cat D8T - 8SU
Horsepower: 310
Blade Type: Semi -Universal
Attachment: 3 -shank ripper
Shift Basis: 1 per day
Data Source: (CRG)
Cost Breakdown:
Ownership Cost/Hour:
Operating Cost/Hour:
Ripper op. Cost/Hour:
Operator Cost/Hour:
Total unit Cost/Hour:
Total Fleet Cost/Hour:
$63.00
Utilization %
NA
$107.90
100
$7.40
100
$38.85
NA
$217.15
$217.15
MATERIAL QUANTITIES
Initial Volume: 88,888
Swell factor: 1.000
Loose volume: 88,888 LCY
Source of estimated volume: Division of Reclamation, Mining & Safety
Source of estimated swell factor: Cat Handbook
HOURLY PRODUCTION
Average push distance:
Unadjusted hourly production:
125 feet
726.3 LCY/hr
Materials consistency description: Compacted fill or embankment 0.9
Average push gradient: 15 %
Average site altitude: 4,630 feet
Material weight: 2,900 lbs/LCY
Weight description: Sand and gravel - Dry
Job Condition Correction Factor
Operator Skill:
Material consistency:
0.750
0.900
Source
(AVG.)
(CAT HB))
CIRCES Cost Estimating Software
Bulldozer Worksheet Cont'd
Task # 001
Page 2 of 2
Dozing method:
Visibility:
Job efficiency:
Spoil pile:
Push gradient:
Altitude:
Material Weight:
Blade type:
1.000
(GEN.)
1.000
(AVG.)
0.830
(1 SHIFT/DAY)
0.800
(FND-RF)
0.666
(CAT HB)
1.000
(CAT HB)
0.793
(CAT HB)
1.000
(PAT)
Net correction: 0.2367
Adjusted unit production: 171.92 LCY/hr
Adjusted fleet production: 171.92 LCY/hr
JOB TIME AND COST
Fleet size:
Unit cost:
Total job time:
Total job cost:
1 Dozer(s)
$1.263/LCY
517.03 Hours
$112,275.55
CIRCES Cost Estimating Software
SITE MAINTENANCE
Task description: Dewater Middle/South Fields - 59.3 A - Varra Est.
Varra-Coulson Resource Permit Action: Varra Coulson Bond
Site: Project
PROJECT IDENTIFICATION
Task #: 002
Date: 4/10/2014
User: PSH
UNIT COSTS
Estimate Permit/Job#: M2013064
State: Colorado
County: Weld
Agency or organization name: DRMS
Abbreviation: None
Filename: M064-002
Maintenance Item
Hours per
Year
Menu Selection
Quantity
Unit
Unit
Cost
Total Cost
Dewater
Middle/South Fields-
59.3 A-Varra Est.
638.64
USER PROVIDED
ITEM
1.00
1
$6,213.03
$6,213.03
Job Hours:
0.00
Total Cost: $6,213.03
Page 1 of 2
SCRAPER TEAM WORK
Task description: Replace Topsoil - 12.21 Acres X 6" Depth
Varra-Coulson Resource Permit Action: Varra Coulson Bond
Site: Project
PROJECT IDENTIFICATION
Task #: 003 State: Colorado
Date: 2/7/2014 County: Weld
User: PSH
Agency or organization name: DRMS
HOURLY EQUIPMENT
Estimate Permit/)ob#: M2013064
Abbreviation: None
Filename: M064-003
-Scraper:
-Dozer:
COSTShift basis: 1 per day
Equipment Description
Cat 637G
NA
Support Equipment -Load Area:
-Dump Area:
Road Maintenance —Motor Grader:
-Water Truck:
NA
NA
CAT 120M
Water Tanker, 2,500 Gal.
Cost Breakdown:
Scraper Work Team
Support Equipment
Maintenance Equipment
Scraper
Dozer
Load Area
Dump Area
Motor Grader
Water Truck
%Utilization -machine:
100
NA
NA
NA
100
75
Ownership cost/hour:
$97.63
NA
NA
NA
$22.17
$7.51
Operating cost/hour:
$239.94
NA
NA
NA
$42.63
$17.15
Ripper op. cost/hour:
NA
NA
NA
NA
$0.00
$0.00
Operator cost/hour:
$38.82
NA NA
NA
$37.83
$27.82
Unit Subtotals:
$376.39
NA NA
NA
$102.64
$52.48
Number of Units:
2
0
0
0
1
1
Group Subtotals:
Work:
$752.78 Support:
$0.00
Maint:
$155.12
Total work team cost/hour: $907.90
MATERIAL QUANTITIES
Initial volume: 9,849
Loose volume: 9,849
Source of estimated volume:
CCY
LCY
Swell factor: 1.000
Division of Reclamation, Mining & Safety
Source of estimated swell factor: Cat Handbook
HOURLY PRODUCTION
Material weight:
Material description:
Rated Payload:
Payload Capacity:
1,6001bs/LCY
Top Soil
81,600 pounds
51.00 LCY
Scraper Bowl (volume) Basis:
Struck Volume:
Heaped Volume:
Average Volume:
Adjusted Capacity:
24.00
34.00
29.00
29.00
LCY
LCY
LCY
LCY
CIRCES Cost Estimating Software
Scraper Worksheet Cont'd Task # 003
Cycle Time:
Scraper Loading Time:
Maneuver and Spread Time:
Job Condition Correction:
0.80 Minutes
0.60 Minutes
Scraper
Push Dozer
Source
Altitude Adj:
1.000
NA
(CAT HB)
Job Efficiency:
0.830
NA
(CAT HB)
Net Correction:
0.830
NA
Page 2 of 2
Site Altitude: 4630 feet
Travel Time:
Road Condition: Firm, smooth, rolling, dirt/lt. surfaced, watered, maintained 3.0
Haul Route:
Seg #
Haul Distance (Ft)
Grade
(%)
Roll. Res
(%)
Total Res
(%)
Velocity (fpm)
Travel Time
(min)
1
600.00
-2.00
3.00
1.00
2952
0.37
Haul Time:
Return Route:
0.37
minutes
Seg # Haul Distance (Ft)
Grade
(%)
2.00
Roll. Res 1 Total Res
3.00 I 5.00
600.00
(%)
Velocity (fpm)
2795
Travel Time
(min)
0.38
Return Time:
Total Scraper team cycle time:
Adjusted for job conditions:
Selected Number of Scrapers:
Adjusted single scraper team (unit) hourly production:
Adjusted multiple scraper team (fleet) hourly production:
Unadjusted unit production/hour: 809.30 LCY/Hour
Optimal Number of Scrapers per push dozer:
JOB TIME AND COST
Fleet size: 1
Team(s) Total job time:
Unit cost: $0.676 /LCY Total job cost:
0.38
2.15
minutes
671.72
2
1,343.44
1,343.44
7.33
minutes
LCY/Hour
Scraper(s)
LCY/Hour
LCY/Hour
$6,656.24
Hours
CIRCES Cost Estimating Software
Page 1 of 2
REVEGETATION WORK
Task description: Revegetate 12.21 Acres - no mulch, cover crop
Varra-Coulson Resource Permit Action: Varra Coulson Bond
Site: Project
PROJECT IDENTIFICATION
Task #: 004
Date: 2/7/2014
User: PSH
Estimate Permit/Job#: M2013064
State: Colorado
County: Weld
Agency or organization name: DRMS
FERTILIZING
Materials
Description
Units /
Acre
Unit
Cost / Unit
Cost /Acre
0-20-20, 4-8-12, 10-10-10
12.00
pound
$0.21
$2.53
Total Fertilizer
Materials
Cost/Acre
$2.53
Abbreviation: None
Filename: M064-004
Application
Description
Tractor towed spreader (MEANS 32 0190.13 0120)
Cost /Acre
$52.71
Total Fertilizer Application Cost/Acre $52.71
TILLING
Description
Cost /Acre
Disc harrowing, 6" deep (MEANS 32 91 13.23 6100)
$98.01
Weed control spraying (MEANS 31 31 16.13 3100)
$145.20
Total Tilling Cost/Acre
$243.21
SEEDING
Seed Mix
Rate —
PLS
LBS /
Acre
Seeds
per SQ.
FT
Cost /Acre
Alfalfa — Common for cover crop
5.00
24.10
$12.75
Alkali Sacaton
0.01
0.39
$0.23
Switchgrass - Blackwell
0.90
8.04
$4.78
Blue Grama - Lovington
0.20
3.26
$2.17
Indian Ricegrass - Native
1.90
6.15
$12.81
Sand Dropseed
0.01
1.19
$0.07
Kentucky Bluegrass - Ginger
0.05
2.47
$0.16
Little Bluestem - Pastura
0.70
4.18
$11.07
Sideoats Grama - Vaughn
1.80
5.91
$20.23
Strawberry Clover (coated)
0.10
0.68
$0.67
CIRCES Cost Estimating Software
Reveg Worksheet Cont'd
Task # 004
Page 2 of 2
Smooth Brome - Manchar
0.10
0.33
$0.20
Sheep Fescue - Covar
0.40
6.24
$1.34
Tall Wheatgrass - Jose
1.10
1.99
$2.48
Totals Seed Mix
12.27
64.94
$68.95
Application
Description
Cost /Acre
Drill seeding (DRMS Cost Data)
$88.20
Total Seed Application Cost/Acre
$88.20
MULCHING and MISCELLANEOUS
Materials
Description
Units /
Acre
Unit
Cost / Unit
Cost /Acre
$
$
Total Mulch Materials Cost/Acre
$0.00
Application
Description
Cost /Acre
$
Total Mulch Application Cost/Acre
$0.00
NURSERY STOCK PLANTING
Common Name
No /
Acre
Type and Size
Planting
Cost
Fertilizer
Pellet Cost
Cost /Acre
$
Totals Nursery Stock Cost / Acre
$0.00
JOB TIME AND COST
No. of Acres: 12.21
Estimated Failure Rate: 30%
*Selected Replanting Work Items: FERTILIZING,SEEDING
Initial Job Cost: $5,562.88
Reseeding Job Cost: $777.98
Cost /Acre: $455.60
Cost /Acre*: $212.39
Total Job Cost: $6,340.86
Job Hours: 40.00
CIRCES Cost Estimating Software
Page 1 of 2
EQUIPMENT MOBILIZATION/DEMOBILIZATION
Task description: Mob / Demob
Site: Project
PROJECT IDENTIFICATION
Task #: 005
Date: 2/7/2014
User: PSH
Varra-Coulson Resource Permit Action: Varra Coulson Bond
Estimate Permit/Job#: M2013064
State: Colorado Abbreviation: None
County: Weld Filename: M064-005
Agency or organization name: DRMS
EQUIPMENT TRANSPORT RIG COST
Shift basis: 1 per day
Cost Data Source: CRG Data
Truck Tractor Description: GENERIC ON -HIGHWAY TRUCK TRACTOR, 6X4, DIESEL POWERED,
400 HP (2ND HALF, 2006)
Truck Trailer Description: GENERIC FOLDING GOOSENECK, DROP DECK EQUIPMENT TRAILER
(25T, 50T, AND 100T)
Cost Breakdown:
Available Rig Capacities
0-25 Tons
26-50 Tons
51+ Tons
Ownership Cost/Hour:
$16_63
$18.37
$22.33
Operating Cost/Hour:
$4438
$46.13
$50.07
Operator Cost/Hour:
$27.66
$27.66
$27.66
_ Helper Cost/Hour:
$0.00
$25.39
$25.39
Total Unit Cost/Hour:
$88.67
$117.55
$125.45
NON ROADABLE EQUIPMENT:
Machine
Description
Weight/
Unit
(TONS)
Owner ship
Cost/hr/ unit
Haul Rig
Cost/hr/unit
Fleet
Size
Haul Trip
Cost/hr/
fleet
Return Trip
Cost/hr/ fleet
DOT Permit
Cost! fleet
Cat D8T- 8SU
53.08
$63.00
$125.45
1
$188.45
$125.45
$250.00
CAT 120M
15.53
$23.96
$88.67
1
$112.63
$88.67
$250.00
Cat 637G
57.28
$97.63
$125.45 _
2
$446.17
$250.90
$500.00
Subtotals:
ROADABLE EQUIPMENT:
$747.25
$465.02
$1,000.00
Machine Description
Total Cost/hr/ unit
Fleet Size
Haul Trip
Cost/hr/ fleet
Return Trip
Cost/hr/ fleet
Water Tanker, 2,500 Gal.
$30.38
1
$30.38
$30.38
Subtotals:
$30.38
$30.38
CIRCES Cost Estimating Software
Mobilization Worksheet Cont'd
Task # 005 Page 2 of 2
EQUIPMENT HAUL DISTANCE and Time
Nearest Major City or Town within project area region: GREELEY
Total one-way travel distance: 10.00 miles
Average Travel Speed: 30.00 mph
Total Non-Roadable Mob/Demob Cost *
`* two round trips with haul rig:
Total Roadable Mob/Demob Cost **
** one round trip, no haul rig:
Transportation Cycle Time:
Haul Time (Hours):
Return Time (Hours):
Loading Time (Hours):
Unloading Time (Hours):
Subtotals:
JOB TIME AND COST
$4,302.68
$20.25
Non-Roadable
Equipment
Roadable
Equipment
0.33
0.33
0.33
0.33
0.50
NA
0.50
NA
1.67
0.67
Total job time:
3.33 Hours
Total job cost: $4,322.93
CIRCES Cost Estimating Software
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VARRA COMP MKS. INC aR°.IECr NOTES D•rF 27 A�qust 2020 N
MAI CAN \a.• Varro Coulson Resource Project
"`P9'°"a"'°°sour
PERMIT M2013- 064 OMLR TECHNICAL REVISION RENSIOM•
rtan.a• Mil ra t 4- ,r DR**MG
PHA OF 1
COLORADO DIVISION OF RECLAMATION, MINING AND SAFETY
1313 Sherman Street, Room 215, Denver, Colorado 80203 ph(303) 866-3567
REQUEST FOR TECHNICAL REVISION (TR) COVER SHEET
File No.: M- 2013-064 Site Name: Varra-Coulson Resource Project
County Weld TR# (DRMS Use only)
Permittee:Varra Companies, Inc.
Operator (If Other than Permittee): same
Permittee Representative: Bradford Janes
Please provide a brief description of the proposed revision:
Update and clarification to Operations and planned Reclamation and Revised Grading Plan
and attending Warranty to Existing and Ongoing Activities.
As defined by the Minerals Rules, a Technical Revision (TR) is: "a change in the permit or application
which does not have more than a minor effect upon the approved or proposed Reclamation or
Environmental Protection Plan." The Division is charged with determining if the revision as submitted
meets this definition. If the Division determines that the proposed revision is beyond the scope of a TR,
the Division may require the submittal of a permit amendment to make the required or desired changes
to the permit.
The request for a TR is not considered "filed for review" until the appropriate fee is received by the
Division (as listed below by permit type). Please submit the appropriate fee with your request to
expedite the review process. After the TR is submitted with the appropriate fee, the Division will
determine if it is approvable within 30 days. If the Division requires additional information to approve a
TR, you will be notified of specific deficiencies that will need to be addressed. If at the end of the 30
day review period there are still outstanding deficiencies, the Division must deny the TR unless the
permittee requests additional time, in writing, to provide the required information.
There is no pre -defined format for the submittal of a TR; however, it is up to the permittee to provide
sufficient information to the Division to approve the TR request, including updated mining and
reclamation plan maps that accurately depict the changes proposed in the requested TR.
Required Fees for Technical Revision by Permit Type - Please mark the correct fee and submit it with
your request for a Technical Revision.
Permit Type
110c, 111, 112 construction
materials, and 112 quarries
112 hard rock (not DMO)
110d, 112d(1, 2 or 3)
Required TR Fee
$216
$175
$1006
Submitted (mark only one)
E
E
Varna Companies, Inc.
Office of Special Projects
1431 East 16th Street Greeley, Colorado 80631 Telephone (970) 353-8310 Fax (970) 353-4047
Wednesday 11 March 2020
Weld County Clerk to the Board
1150 O Street
Greeley, Colorado 80632
Subject: Varra Companies, Inc. - Parcel 122 - Technical Revision to a Regular Impact (112) -
Permit Application M-2015-033 - Parcel 122 - Resource Development Project.
Materials submitted to the Colorado Division of Reclamation Mining and Safety (CRMS) - Office
of Mined Land Reclamation (OMLR) for placement for public review.
• Correspondence of 11 March 2020 from AWES to the Colorado Office of Mined Land
Reclamation, with attending attachments.
Attachments:
• Proof of Placement — Weld County Clerk to the Board.
Your signature below acknowledges receipt of the above referenced material, as attached. The
material should be added to the above referenced Application, as originally submitted to the Weld
County Clerk to the Board, and made accessible for public review.
RECEIVED
Received On , 2020
By:
MAR 1 1 2020
WELD COUNTY
COMMISSIONERS
Office of the Weld County Clerk to the Board of County Commissioners
Pub l G Re v;e L.
04/06/1O
GC : PLOP), PWo"+/gR/cti/cK) 2020-1010
03/31/20
Varra Companies, Inc. OMLR 112 Permit M2015-033
Parcel 122 — Resource Development Project Correspondence of 28 February 2020
1
Varra Companies, Inc.
OFFICE OF SPECIAL PROJECTS
8120 Gage Street Frederick. CO 80516 Telephone (303) 666-6657 Fax (303) 666-6743
Wednesday 11 March 2020
To:
From:
Peter Hays, E.P.S.
Colorado Office of Mined Land Reclamation (OMLR, or 'the Office')
1313 Sherman St., #215
Denver, CO 80203
Varra Companies, Inc.
Bradford Janes, Forester c
Liaison, Interdisciplinary Affairs
Subject: Technical Revision #2 — Revised Grading Plan
Parcel 122 — Resource Development Project
OMLR Permit M-2015-033
General Overview
Included, are two copies of this correspondence and the included attachments, below. Please feel free to
contact me directly should you need clarification or additional information.
Thanks, Peter
ATTACHEMENTS:
• Correspondence from AWES of 11 March 2020 — Updated Stability Analysis Information
• Proof of Placement — Weld County Clerk to the Board.
cc. Garrett C. Varra, President
Varra Companies, Inc.
BLJlblj.
March 11, 2020
AWES. LLC
Fort Collins, Colorado, USA
State of Colorado
Division of Reclamation, Mining and Safety
1313 Sherman Street, Rm 215
Denver, CO 80203
Attn: Mr. Peter Hays
RE: Response to Adequacy Review
AWES Revised Pit 122 Slope Analysis
File # M-2015-033
Dear Mr. Hays:
This letter and attachments are in response to your adequacy review comments in a letter to Varra
Companies, Inc., dated March 9, 2020. Your letter is provided as Attachment A for reference.
Your comment regarding the profile #3 analysis as being mislabeled was correct and that profile analysis has
been relabeled as profile #4. In addition, profiles #2 and # 3 have been analyzed for stability. As you are aware
direct shear testing was performed on sand and gravel samples obtained from Tract A of Pit 122. Sand with
gravel is the dominant soil type in Tract A. Soil properties used in our analyses are provided in Table 1.
Table 1— Soil Strength Properties
Material
Wet Unit Weight
(lbs/cu ft.)
Saturated Unit
Weight
(IbsJcu ft.)
Cohesive
Intercept (PSF)
Friction
Angle
Overburden
Clay*
114
126
150
28
Sand, with
gravel
118**
131**
0
44.6**
Bedrock*
124
134
500
22
Note: * Unit weight values (table values) reported by DRMS
** Unit weight values reported by Engineering Analytics data
Computer generated summaries for stability analyses (profiles 1-5 and worst case) are presented in
Attachment B. A review of Attachment B shows that predicted safety factors for all profiles varied between
1.33 (profile #4) and 1.99 (profile #5).
ogiAWIES
4809 Four Star Court, Fort Collins, CO 80524 970-590-3307
Response to Adequacy Review Comments
Varra Pit 122
Page 2
If you have any questions regarding this letter or attachments, please contact me at 970-590-3807.
Sincerely,
AWES, LLC
cY)
Joby L. Adams, P.G.
Principal/Hydrogeologist
�♦! S
4809 Four Star Court, Fort Collins, CO 80524 970-590-3807
ATTACHMENT A
DRMS REVIEW LETTER
ao
March 9, 2020
COLORADO
Division of Reclamation,
Mining and Safety
Department of Natural Resources
1313 Sherman Street, Room 215
Denver, CO 80203
Mr. Brad Janes
Varra Companies, Inc.
8120 Gage Street
Fredrick, Colorado 80516
Re: Varra Companies, Inc., Parcel 122, File No. M-2015-033,
Technical Revision No. 2 (TR-02) Adequacy Review
Mr. Janes:
The Division of Reclamation, Mining and Safety (Division/DRMS) reviewed the contents of the
technical revision (TR-02) for the Parcel 122 site submitted on February 28, 2020 and submits
the following comments. The Division is required to make an approval or denial decision no
later than March 30, 2020 therefore; a response to the following adequacy review concerns
should be submitted to the Division as soon as possible.
1. The Operator submitted a drawing of slope profiles for five (5) slopes; Slope #1, Slope
#2, Slope #3, Slope #4 and Slope #5. Additionally, the Operator submitted stability
analysis using STABL software for four (4) slope profiles; Worst Case 1.25H:1V Slope,
Profile #1, Profile #3 and Profile #5.
The stability analysis for Profile #3 appears to be mislabeled and should be labeled as
Profile #4, based on the slope profile drawings submitted by the Operator. Please
explain this discrepancy and provide a stability analysis for Slope #3 and/or relabel the
profile provided as Profile #4. Additionally, please explain why all five (5) slope profiles
were not analyzed by the Operator.
The Division will verify the Applicant's stability analysis models using Clover Technology's
Galena v7.2 slope stability software following the Applicant's response to this letter.
Please be advised the technical revision for the Parcel 122 site may be deemed inadequate, and
the revision may be denied on March 30, 2020, unless the above mentioned adequacy review
items are addressed to the satisfaction of the Division.
1313 Sherman Street, Room 215, Denver, CO 80203 P 303.866.3567 F 303.832.8106 https://colorado.gov/drms
Jared S. Polls, Governor 1 Dan Gibbs, Executive Director 1 Virginia Brannon, Director
Parcel 122 TR-02
Page 2 of 2
March 9, 2020
If you have any questions, please contact me at peter.hays@state.co.us or (303) 866-3567 Ext.
8124.
Peter S. Hays
Environmental Protection Specialist
Ec: Jared Ebert; DRMS
ATTACHMENT B
PC-STABL RESULTS
1
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(Scale in Feet;
Profile Data
E Segment Soil Under
Number Left Extreme X Left Extreme Y Right Extreme X Right Extreme Y
Segment
1 O j 20 10 20 1
2 10 20 77 37 2
3 27 37 40 47 2
4 40 47 51 51 2
5 51 51 52 54 3
6 52 54 59 ' 60 3
7 59 60 80 60 3
8 51 51 80 511 21
9 10 I 20 80 f 20 1
Soil Properties
11 -Ma r-20 Page 1
STA : L for Windows 3a® - a'' esults
Name: earso r Existing Profile #1
' Soil _ -
Number
'Wet Unit-
- `Weight '-
Saturated
__-
- Unit " --
-
_, Weight
Cohesive -
' -
-Intercept
- __-_-- -_
Friction'
-' `Angle
- _
_ �- ;�
,
Itu
-
- Pressure
- Head - -
- Water—
' Fable,
'
-_ =-
Soil_Name_ _
P ,
1
124
134
500
22
0
0
1
Cly Stn
2
118
131
0
44 6
0
0
1
Snd&Grvl
3
114
126
150
28
0
0
1
Clay/TpSoil
11 -Mar -20 Page 2
e
STABL for Win -•
windows 3 . 0 Results
•
GSS Name : Bearson Existing Profile # 1
=_— All Surfaces Generated
Problem : Bearson Existing Profile #1 - FS Min- Spencer = 1 . 477
72 - - ---
Soils Cohesion Friction
-R Angle ' 1 - I • • . 1 • 1 - ,•Sillifitit 66 ' Cty Stn 400.0 �.0 �- - . - I • - 1 1 . •- • I - • - 1 I I I 1 i _ • 1 1 • 1 • • 1 •
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ea
Water TS YIQ 1 • I • I - t I t , 1 ' r 1 r I • , r • • •r- r I /
eQr - , - -r - T - -r - T - -,- - r - 1- - I - - rev- •r - 1 - - - • •-, r -
,.r—ItW. Crdical Surface • , , i • I , . . 1 I I 1 I
`8 ` Surface _ L . .• _ _•. _ J _ -i- . 1 . -1. - 1 - J_ _ L _ J
'• - • 4. -,- - L -
�L , , 1 , , I I 1 • I 1 • II 1
`O Surface ? ,_ - 1. • ' _ "I" - • - -- • • • •I- r- •/- .1 •.T. ' '
Surface
• • •
C4 ' Sur,3Ce4 1- -• _ 1 . _r-_ J _ •L _ 1 - J._ 1_ J.. . • _ 1 _ .I L -
r- r • .
�� • I • • I .,i# I 1 I I
Surface t �- r � - r t - , _ _,_ - f- 1 1 - I - -.-
_ _ • /
CO Surface • � - - - • -
• • I
7
G$ Surface ..- • - -/- - . • 1. . T • _;.
•IP - Surface8 _ _ _ L _ 1 _ _•_ _ 1 . _' _ 1 1• • _•
44 • - Surface 9
42 . _ ..~-- ,Surface 10 -:- - ► - , ,
-' • - - - - -- - - - 4- -;- : • - :- - ; - -:- . ; . -:'If - r — l —
• , a I
38 - - - - a a a - d_ . 1 _ _I. .1. • 4 . _L _ I I • I. _ J _ { . i _ .•. _ l _
I I I •
1V•1 1 _ _''- T - • T • _1- • i•_ i _ l • _I I _ r_ - 1 • _._ - 1r — •_ • T • —I_ _ r -
.
34 . _ _ _- - - ---- - - -- - - - -- - - - -- -- - - - -- - -- --- - - - --- -
34 _V - a - J- - L _ J_ .1. . 1 _ _I- . J.... -•. _ 1 . ..1.. H - -H
• •
• 1 • • • I I I I I I I
I I ,
28 r - • 1 1 I I I • •
• -T -l- -r - 1' : - 1 - -f - r-
//�. I • • I . r . I 1 • 1
I I I I I • I . I I • r -- '` _
_ I I •
. _,. _ r .1 I I a I I 1 1 a _
. I Ilb • - _ :N. I I .
20 — ' , ,- - r ., t
l8 J 1
I • _
16 - ,- - ' 1
1L • I 1
• ' • • 1
• 1 I
— • 1 •
-
1
_6 •6 -4 -2 0 2 4 6 8 10 t2 141E 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 SO 52 54 EE 63 60 62 6a 66 68 70 72 74 76 78 80 82 64 86 88
' Scale in Feet-;
10 Most Critical Surfaces
Problem : Bearson Existing Profile #1 - FS Min- Spencer = 1 . 477
72 - - r_
/mil a ►/� 1� - -'- `- - - •
70 Sails Cohesion Friction ! _ 1 - ' -'- - . _ .• • 1 _ I 1_ _ I, • i _ - I - 1 _• - • •_ _ • • _ • I • I I - 1 I t t
Anglea . . i i I 'i t .- i . - - - . - • - . - - -,- - , •,- - _ - 1
�.•�I. {" r C 50 0.0 «-0 1 . . • • . • . • . . . • , • . • • -• I -♦• . - _1
66 r l stn I 1. — _ _ _ . 1 1 1 _ • r •— . • - . 1 • i .
64 ► Snd&Grrl 0.0 44.6 . . . • - , : ; _ • :-
t. • r 1 . .r. 1 - •,- - T - ••• 4 •_ . r M_ . r - 1 ' -r ' 1 ' -r - r "1- - I. - -•"- r ' *I— -r •1 Il• _ • -r . 1 - ..- sr - '
6Z ClayITPSoa 150.0 28.0 - - = -'- _ _
Water Table •
CQ 1 I , 1 • • • 1 I
c8 a Critical Surface 1
Surface ' J - •; J - _L. _ J ;- - -;- t
L
56 - - - - _ - . -
Surface ? �- - • a •
Surface 1 , —;- _ L _
`2 •T 1
Srfuace l_ r . • . . r y_
CC -
1
Surface6 .. _ • • - • - _ _ _
• r •
.i8 - Surface 7 :- - , ' ' •
1
4C - Surface 8 L J - 1
44 • , se Surface 9 '
42 —I-- Surface 10 / _ L
: : • ' ' ,
38 '
•1 _ .1_- I
• • I I 1 I I I I • t I 1 i ♦ I
36 - ' 1 1• a1 1 1 1 1e .1 I 1 I y. .......... .
I I 1 .
I t 1 1 1 • 1 1 • 1 ♦ • - T - i - r -
1 .
• •
1 I i • t 1 1 • • 1 • 1 1 -
• • .
1- • I 1 1 • I I • I • r I 1 I I
v t -• .- -,- - 1 - -•- - T - l ' . r. -T. .i - 1 --1- - r- -1- • T - - T . 'I' - r - 1
• I
10 - - _ _ _•_ • - .•- • 1 - 4. _ L . J. .4. • J •_I. . .- .1. . ••- .. a - ...I..... L - •
- . I • . I I • • • 1 I / •
' •
101110 • / I • 1 I • •
^ I t I t
• I- Y- . • f •� r
1 , - .1 . -•- - a - -&- - a --a- - 6- ..-
• I I I I I • I I - - a - -•- - a -
‘L
zQ - - 1 , •- �* '- - ♦ --I- - r - J
• • 1
•
16 . .. 41. ...... - ; - • . •
1
1.1 • • I - -•• - r
_ r _ -•_ — • _ • • 1
I 1 1 I
1
11 1
• I • —/ •
I s
-6 -6 -4 -2 0 2 4 6 6 10 12 1416 18 20 22 24 26 28 30 32 34 36 28 a0 42 44 46 48 60 c2 Ea cr ES 80 82 6a OE 68 70 72 741 7'6 78 80 82 64 86 88
Scale in Feet:
11 -Mar-20 Page 3
T -=fi„y- - STABL for Windows 3 .0 - Results
./ 1
csgt Name : Bearson Existing Profile # 1
Factor of Safety Histogram ---
Distribution of Factors of Safety
--, , -
20 - -
18 - -
18
14 - - -
12 i ,
10 - '
8 - - - ;
6
'Et —Thou
2 ries
rin al FrillIlii
r
L
(FS)
_--- Factors of Safety of 10 Most Critical Surfaces ------=
Surface Factor of Safety
Number
1 1 .477
2 1 .499
3 1 .524
- -- -- - -
4 1 .536
5 1 .548 ,
6 1 .558
7 1 .566
i
8 1 .582
I
9 1 .592
10 1 .594
11 -Mar-20 Page 4
STABL forWindows 3 .0 - Results
- r 4'i
Gss Name : Profile 2 Lab Values
-- DATA SUMMARY -----_=-----�-
Problem : Profile 2 Lab Values
9c • - - - -
t Soils Cohesion Friction _
90
Angie I
CC ;
o Cly Stone 500.0 22.0 e ,
80 o Snd w gr:l 0.0 44.6 - - - - . _ . _
• •
Water Table • ,
•
, 1 •
I •
I I • • ,
•
6C - - - . - . . . . - - - -1-
,
C 1
I I
`C - - - -I-
�/ • 1
c
3 '
' • 1
,p7 II
•
2[ - •- 1 ! - 1
te
•
- • ti•
IC - r . . - I . r' • , .- . ! . ,- t > 1 . . ,P . ♦- 44 , .l - 4 . .' t di - s • .. Mb . . `h' I .r _ al _ -
•
4 1
La-_ - - - .
- r - - - - - -I- -I
I
C
-:
t S. ♦1 c ;'. ', •). , - -I •.JI ..,-,-.2
J ..-.(..:..4:7-..„•41;••.::r4
r` . - u -t .c .- .0 , t - i. _i r •.._ J ,1
?'_4&t.! '7". -��f !' .: �4-34ti-. ,-:r t,c: t►� +r'!�-' 7i' 92' :Or--#:'rir."ll' t 40:M*�Ir -7F'.: . f..46„.''a .:.lo rse TrI It, ',.•
#' 11r-Si -i1-t''#S-;zasCi:e rJI� lar vL�
-1 _ - - - T nJ - j. _ la
- yµ`•, ti i • •, S . -. se • r �1 1 '' '-
F - }•__ I , . '1 . :V
Y.:i'.,:i ,t r - .:;,,,e.:'•..? .,i nil r- J,.au.L%: ,44"--J.,.. F•l _'�(._ a' j' ,6* '14.-:',.0.• r -,-.:',:i:,:',..4.. ::s S-- >,1 - _ - ., S. r ' .r' I -e.. n,YY '*= • iI. ...2r-.. ...;;:• -
7/Z-V i � e.. �: e�, F y R•1 l-r- 1 '�- -ti 15. I. O. X. i-r. . � Ki l 1 �r i 1� -A - �� �• �" - r--ft a-,Y r'- 9
�+ ` ^ i�Y Z X CI..>., fi d-±,r• r.-._ - , ,. 1^ S. 1 74F Y' i* i;-1, 17- ,.t- .'' t�- .- 4 - T -4- T •
_1'�' -Y' -i-t -+Cr ', d< < . s , F. n • .4--; sr..S•t. a sl -:3 r. No-- a� '%.-.ate •s +• <. .J . r • s. s"- a h r.-�. •�7f 'ts a '.r. r- .Y Tr^t F ..s
a tr t 7iF.r..f' - is�l'+`f.-4-i ,1s — ..erle-t_-,.."-1 4.;eie-r1'r 1� ii'..}e•r se*041- A4- ''.44 - :*---#-•reo-xr 4..1^6.0! ./- r. .- -:nt4 9r- eist- s-
Y �' - "�.. S" i -� r . Y� T 'l S>fS�`,;•:r`.V+
-20 . . - -
_ _
r
_2�
�• - .
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 1 ?0 140 150 160
(Scale In Feet;
Profile Data
-,
Segment Soil Under
bLeft Extreme X Left Extreme Y Right Extreme X Right Extreme Y
Number Segment
•
I 1 0 20 20 20 1 I
r H
2 20 20 4 3 1 1 2
3 43 41 53 41 2
4 . 53 41 54 44 2
i
5 54 44 65 44 2
6 ; 65 44 66 48 2
1
7 I 66 48 148 48 2
_ • - .- . .--- - - - -----.--
8 20 20 148 20 1
Soil Properties
11 -Mar-20 Page 1
STA :; L for Windows 3.0 - Results
Name: Profile 2 Lab Values
Soil
Number ,
Wet Unit
Weight }
_ - -
Satwated
_ _Umt
Weight -
� -
Cohesive
Intercept
- _
Friction
Angle
Ru
P►essare
Head
_
Water
Fable
- _
Soil Name
- -
1
124
134
500
22
0
0
1
Cly Stone
2
118
131
0
44 6
0
0
1
Snd w grvl
11 -Mar -20 Page 2
STABL for Windows 3 .0 - Results
vie
GSS Name : Profile 2 Lab Values
_ — — All Surfaces Generated
Problem : Profile 2 Lab Values - FS Min- Bishop = 1 . 58
g0 Soils Cohesion Friction
r Angle
a Cly Stone 500.0 22.0
60 Snd w grvl 0.0 44.6 -
.c Water Table
Isar Critical Surface
7C Surface 2 -
:c Surface 3
Surface 4
EC - Surfaces • - - - - - - - ' . - - - - - - - - = - . - - - - - - - - - - - - .
55 - Surface 5 .
Surface 7
�C - Surface S
sc - — Surface 9 -
-r-•-•
40 ��— Surface 10
•
• •
•
C
y
•
• •
-20 - - • - - - . •
-25 - - 4- - - - - - -
-10 0 10 20 20 40 50 e0 7C €0 90 1CC 110 120 410 140 150 160
Scale it Feet
10 Most Critical Surfaces
Problem : Profile 2 Lab Values - FS Min- Bishop = 1 . 58
90 Soils Cohesion Friction $ . _, . $ . . : . _ . -
Angle
65 OISE Cly Stone 500.0 22.Q ; - - . _ _ .;_
80 Sndwgrvl 0.0 44.6 - - - , - - - . . - - - - ; r - -
75 Water 7-at le • •
a--- Critical Surface
70 _ Surface2 - - - -; _ - - - -
65 Surface 3 - - - -
-- Surface 4
6C �. Surface r - - - - 1 - - - - - - - - - . - - - -
,
cc - . Surface 5 : ; •
_ . -
` Surface `
SO
Surface g - - . - - .
•
45 - Surface 4 •
�
$C - Surface 10
•
_f
30 . . - :.* - - - -_ ..:_ . _ . _ . i _ _ . _ . _ _ _ _ _ /_ _ j .,,,..- - ir:I. -r,
• r -
Lei - • - _ - -- a ` -
• •
1S - - _ L - •
• •
1C - - - - •
_ r _
C � •
i L _
•
1 r -
C .
•
- 10 - - �- . _ ... - -• • '
- 15 - - -r - - - - - -
/► • - r -
•
:rii:
-10 0 10 20 30 40 =0 €0 70 p0 90 100 110 120 1 .10 140 150 lee
Scale in Feet
11 - Mar-20 Page 3
STABL for Windows 3 .0 - Results ciatt Name : Profile 2 Lab Values
Factor of Safety Histogram
Distribution of Factors of Safety
284 = 1 1
1 � 1
26 r 1 1
24 1 1 1
1 1 T
i 1 1 1
2 7Ist
ti 1 r - - •
1 1 1 1
2 1 t 1 r
1 1 r r
18
1 1 1 1
isi
1 1 r 1
16 J 1 1 1
1 `a T
1 1 1
t 1 1 1
12 - 1 1
r r T
�} r 1 1 1
l V
1 r r
1 /
8 ! 1 1 1
1 r T
1 1 1
1 1 1
� 1
1 1 1
• 1 1
L 1
_ _ 1
1 I 1
----- Factors of Safety of 10 Most Critical Surfaces --
Surface
Factor of Safe
Number ty
1 1 .58
--T
2 1 .589
3 1 . 709
4 I 1 . 71
5w 1 .825 ,
6 1 .828
7 1 .907
8 I _ _ 1 .93
9 1 .976
10 1 .987
11 -Mar-20 Page 4
- - STABL for Windows 3 . 0 - Results
Name : Profile 3 Lab Values
---- - - DATA SUMMARY ----------- --
Problem : Profile 3 Lab Values
cc
90 Solis Cohesion friction - •
Angle .
8f. Q Cly Stone x00.0 22.0
s0 o Sndwgni 0.0 44.6 . - - - - . - - . . _ - - -
NM Water Table
I - =
'0 • , .
1 t 1 • ,
1 1 ,
• • • .
• 1 1 • •
I_c - - L _ _ ..►- - - -- - J -- - - - - L - - . J- - - - - - 1
- - I I I • I I
SC • - - - -
a
• • , ♦ O
4E ♦
1 • 1 1 •
lc - r - -- - - -•- - • -• - 4 - - - - - -•- - - - - - -•• - - - - - - - -
• I • I
• 1 I .
3C - L - - - - - -•- - - - - - J - - - - - -4- - - • -
2c • • • •
. r - - - - - -r- - - -- - , -- - - --1- . -
• r jIt
20 L - `
-
r
I
1E. -
•
• •
10 • ; - - -
- - - -;-
- - -C
- - - -
Sege
1 1
- ► I
C
I -�*, - • - - - - - - . --
�1
•
-10 r - - • - -
,
•
1 •
-1E - - ` - L - - -
I
1
-20 - •
- r - -- - - - r ,
I I •
•
-2E - -
-10 0 10 20 ? 0 at0 FQ €0 '0 EC 40 100 110 120 1 ?C 140 150 160
Scale in Feet}
Profile Data
Segment Left Extreme X Left Extreme Y Right Extreme X Right Soil Under
g
Number Extreme Y Segment
1 0 20 20 20 1
2 20 20 ' 25 27 2
75 27 5 8 44 2
4 58 44 , 64 45 2
5 64 45 65 48 2
6 65 48 I 148 I 48 2
7 20 20 148 20 1j
Soil Properties
11 -Mar-20 Page 1
STABL for Windows 3 .0 - Results
Name : Profile 3 Lab Values
Saturated i
Soil Wet Unit Cohesive Friction Pressure Water
Number Weight Unit Intercept Angle Ru Head Table Soil Name
Weight g
1 124 134 500 22 0 0 1 Cly Stone
2 118 131 0 44.6 0 0 1 Snd w grvl
11 -Mar-20 Page 2
3 •
STABL for Windows 3 . 0 - Results
sss Name : Profile 3 Lab Values
All Surfaces Generated — —
Problem: Profile 3 Lab Values - FS Min- Bishop = 1 - 716
95
90 Soils Cohesion Friction j
St Angle
- Cly Stone 500.0 22.0
60 • Snd Hr grrl 0.0 44.6 ' - • •
7c dater Table .
- Critical Surface
70 Surface 2
6E Surface 3
Surface 4
60 • — — Surface S - '- - ...
. _ 1
cc . Surface 5
S0 - Surface 7 ;
Surface B
45 ---- Surface 9 -
40 -- Surface 10 r!`
T i-
le
--
30 .�.r
20 _�. _-
15 _ .
10 .
C . .
C _ - . -
- iC -
-iC r - - - - - r
-20 - -
-10 0 11 2C 3C 40 SO :0 70 SO 90 100 110 120 130 140 = =
i Scale in Feet
-- --- 10 Most Critical Surfaces
Problem : Profile 3 Lab Values - FS Min- Bishop = 1 / 16
CC
r_
g0 Soils Cohesion Friction
Angle .
8_ Min CRS Stone SCC ^ ; - - -,
22.0
30 SndYV grrl 0.0 44.6 , • ; - - --:- - - - - • - -:
Water "able
— Critical Surface ,
7C Surface2 - -, - ; ;- • - -;- - - - ; -
.
-c Surface •
Surface 4 •
60 _ Surface = - - i - - - . . . - -
. .
cc Surface 5 •
eC — Surface 7 - _ _
Surface 6 _
4=_ I - Surface 9 - - - - - -
Surface 10
4C �r z I - t ' - - - - -- - - e
30 - - - -
_ ': -
1S ,•
10 at • - - - -
{
r '
-10 -
-1! - - - Fr
r
•
-20 - - - - - - - - - -
-25 - - - - - - - - ,
-10 0 10 20 30 40 50 €0 70 SO 90 1C0 110 120 130 140 150 t€0
'Scale in Feet.
1 1 —Mar-20 Page 3
5°
s .. •
SSTABL for Windows 3 .0 - Results
ititS Nance : Profile 3 Lab Values
-- -- Factor of Safety Histogram ---- -- ----
Distribution of Factors of Safety
24 - t -
1
. � 1
22 '
r `
r
2C 1
1 ,
16 ,
. � 1
1
1 �w
� F F
� 1
i r ,
r r
14
12 1
� 1
1G -
6
,
6
4 -
2 -- _
� . 1
U
--- - Factors of Safety of 10 Most Critical Surfaces -----
Surface Factor of Safe
Number '
1 1316
2 . 1 .877
3 , 1 .927
4 1 .97
5 2 .041
6 2 .049
7 2 .055
8 2 .056
9 2 .063
-- - f —1
10 2 .076 ]
1. 1 -Mar-20 Page 4
Problem : Profile 4 La b Va iu e - F S Mm - S per� � er '�332
90 Soils Cohesion Friction 1 - - - -, - - - - - - _ _ _ _
3 1 t F I t t I
i5 Angle ... .. .. -I . . . . . . .I. . . . . . 0 .a L I - - - a e I.
I ,K ,, Cry Stone 500 .0 0 I , - - .a - - - - - -1£ 0 Snow gfvl 0 . 0 44 .6 - - •• _ .. ... . -• , . . . ; — — — r — olio - - - .I- . - - - � 0I0 - - . t -
t
75 Water Table _ _ • I
1 I I•Cr iti ca I S u rf a ce 1 1 1 I 1 I t
70
I r r ,I 1 J L A J L _
1 I 1 e 9 4 t 1 a / 1 I I
65 _ I _ _,. T a I I I I I I I I I I
1 r t 1 1 r T — r •
1
r .
i , s I $
•
�sa 1 I I I I I I I I
— F I d -I • 1 4 F. -4 F I • � , F
I I I I I 1 I I I I I I I I I I I I
1 I I I 1 I 0 I I I I I I I I I I I
55 - L — —1, 1 L J L J 1 ..1 .1 L J L ..! 1 L J L .
• I I „ I I I I
I I ! I ► I I I I I
a a a I 1 a a a 1 at t 1 a 1 a I I I
50 _ I ,I I !r I Ir I I I a ,I
I
Ir I I Ir I I
, I I , e 1 I ,
I / i I i l
45 - -1 IL la J
1 1 I I Iit
e t i 1
40
I I I / I t
35 ! T /— _ _ _ — — 1 1
it
1 1 1 al 1
i I ! f
25 I - - I _ 1
1 1
! I 1 I � •
— r S
a
-
20 I
I I • •. . . _ I 1
- r - - - - -.
1 _ r
r I
15 - L I /
I-
J
1
10 . !
r
51
I I
t. I M
I 1 >
1 t 1 t
I I t
1
I
1
I p
-5 - r 1 t
1 r
•
I
! 1 '1 !
_ 10 - -
I
'1 I-
1
1
I •
- 15 -
-25 - ! I
. ._. a -- - - — . - . - . . . . . a r
— 10 0 10 20 30 40 50 60 70 £0 90 100 110 120 130 140 150 160
(Scale n Feet)
Y
STABL for Windows 3 .0 �4
- Results
Gas Name : Profile 4 Lab Value
IIIMIIMMOI•flIMIMPISEIMMilaMEMINISPOIMPII ISIBMIIMMIEHIP- - DATA SUMMARY -
------ -_._---_--
. -f ---M--_--a--_
I
Problem : Profile 4 Lab Value
90 Soils Cohesion Friction
8 Angle
el Cly Stone 500.0 22.0 - -
,
0C 0 Sod tip: gri l 0.0 44.6 - - -= '
Water Table - 1 •
70 _ , - 4
I c
1 i 1I
I i
•
65
: : : tT : : : L : : : : H :
,
60
•
/ 1
1 1•
, �w�-Cm3.�' 1
, 1
1 1
, i
! 1 - 1 i
1 1 i 1
1 ♦
•
1 , i 1
, I
•
1 — 1 1
20 t• ...
a •
{
} I I
1 _ ,- , — i
I
10 - I
,
C i i
1 ,
1
C - - r - - - - -
i 1
I
I
I I
► I
I ,
- 10 - -
r
- -- - - I
I
,
_1G _ _ ' 1 !
I
I
i I
-20 , , I
i , 1
1 , .
I
2C 1 1 i
_W
-
' - mar �. ..,�v�
e i,u rlerrl :as3 +r-1�, r— _ - ; ; a.r;sa* +,a=vtariwr..t ate= _ i •
-
- - - _'-
-1Q 0 10 20 ?Q »C . 0 60 70 80 90 100 110 120 130 140 150 160
%Scale in Feet)
Profile Data
-- - - - -
Segment Left Extreme X Left Extreme Y Right Soil Under
Number Right Extreme X Extreme Y g Se ment
1 1 0 20 20 20 1 1'
20 20 52.2 ; 47.2 21
3 512 47.2 148 l 47.2 2
1
4 0 20 148 20 ' 2
Soil Properties
Soil ! Wet Unit Saturated
' Unit Cohesive Friction Ru Pressure Water Soil Name
Number Weight Weight Intercept Angle Head Table
1 124 134 500 22 0 ! 0 1 Cly Stone
2 118 ' 131 0 44.6 ; 0 0 I Sndw g rvl
11 -Mar-20 Page 1
. STABL for Wind
ows 3 . 0 - Results
Gars Name : Profile 4 Lab Value
All Surfaces Generated --------- ---
Problem : Profile 4 Lab Value - FS Min- Spencer = 1 . 332
90 - Soils Cohesion Friction IAngle85
Cly Stone 500.0 22.0
80 - Snd w grit! 0.0 44.E -
Water Table
Critical Surface
70
Surface 2 - _
65 _ _ Surface 3
Surface 4
80 - _ . . .
Surface .
cc — . . Surface h
Surface 7
EC
r ~ _ Surfaces
eS - - Surface 9 ze- ;0 �a Surface 10ji -.. _ - - _ _ .. _L -
1
•
• •
1
• •
•
•
•
-
• • •
•
•
-GC •
1 ,-
.
1 •
- 10 v 1G 2U _..C ;C _I., . C 7C 6.6 SG ICC lib 1 " r i '^ 1
IScate in Feet
10 Most Critical Surfaces
Problem : Profile 4 Lab Value - FS Min- Spencer = 1 . 332
50 Soils Cohesion Friction
8` Angle
! Cty Stone F. CG.C 22.0
80 Slid v. grrl 0.C 44.6 - -
-"c r 'Water -able -
—� Critical • .Surface ,
,C Surface 2
...,•.- Surface 3
L., C - Surface
a
Surface = _ •
cc - - • Surface 6
FD Surface 7 •
F ;
--s Surface 8 - � - - r
' ` -- Surface9 f - _ - - -
•
1a Surface 10
• 1
o
2C - /% ,..� '
. -1 - --
' W. s-!l `
+
0 . _ ;.- -- -- . J L
• • •
C •
-r- - -- - •
i r
•• •
-1C - ► - - - . -•
• , •
�e
• •
-2C - r
•
• •
-10 C 1C 2C 30 40 50 e0 7C ?G 9C 1^C 110 120 130 140 1C0 1€00
(Scale in Feet
11 —Ma r-20 Page 2
, STABL for Windows 3 . 0 - Re
sults
exults
GSS Name : Profile 4 Lab Value
=- Factor of Safety Histogram
Distribution of Factors of Safety
1 £' 1 - -
1 ,
14 - - 1 } - - -
I
14 1
1 ,
1 ,
13
12 -
11 - I ' 1
J
1C '
S1
a —gem
1 _ 1
1
C - -
Factors of Safety of 10 Most Critical Surfaces ---- —
Surface Factor of Safe '
Number
1 ( .3 ;
1 398
3 1 .465
4 ; 1 .476
5 1 .484
6 1 .492
7 1 .532
8 L54
9 1 .543
10 1 .561
•
11 -Mar-20 Page 3
Problem : Profile 5 Lab Values a FS Mina Spencer as 1 989
OC I 1 I I I I I r t t 1
r -,�- _ - r T i T r r — — — — T i
Soils Cohesion Friction I 1 1 I I 1 I I I I I
I 1 I I I 1 , I I 1 1 I
100 -J J. 1 J• L J L J L
Angie 1 I I I 1 1 i I 1 a a
1 1 1 1 I i t 1 1 1 t 1
f. I E I Stone 00 . 0• 22. 0 I I I 1 I I 1•
I 1 1 1 1
I
`. � gr .r
Sn d >< r I 0 . 0 44 . 6 I 1 1 I I I 1 I I 1 I I
0'0 _ 1 1 1 I I 1 1 I 1 1 1 t
1 r —t T I T r 1 r 't T I
Clay/sty 1E-0 . 0 28.0 i I I i I I i 1 i I 1 I
Water Table I I I I , I I I 1 I I I
1 �W r_■ a to r J L J J. 1 J, L. J L a J _ _ r 1_ w,
1 1 1 I I 1 1 1 1 1 I
I I I I I I I I 1 I I
so Critical Surface _ 1 1 1 1 •
I i 1 i I I
1 1 1 1 I 1 i 1 1 I I I
Surface 2 i I 1 I I I I I I I I I
c 1 I `I I I I I I I
` u rfa • r r el le — — y me + r r _ r ..I... MI ._ MS - - + .4 r .. AY MINr OM PO
� '
�a 1 1 1 I i ! 1 1 I t 1
Surface 4 I 1 1 1 1 1 1 1 I 1
1 _ J L ..1 j I 1 1= .o I 1
1 I I I I I I
dap. Surface C. 1 I I I I 1 i
I I I I I t
r 1 - - - - T - ... - - y..
Surface ., ,
I 1 I i t 1 I
1 I I 1 , '60
f
�t ♦ r r r r - •4 i
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ce 8 I I• I 1 y I •
1
Surface • • I I -
1 1
co Surface 10 • 1
- - - � ,. _ _ - rrr _ r .. I
4 k ,
T t t T , 1T I '
I i 1 I I 1 1 rili 1 I
0 °- - L J J. 1 J L J iv 7:91iellief"S"
1 k
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Pr
I I I I I 1 1 se� , .. alan I I
1 I I 1 1 1
1 1 I I I 1 . I I
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r T I 1 r edeetisids I" T t_
1 t I 1 1 �+='' 1
1
1 1 1 1 1 .. 1 I
10 .. - L J 1 1 J lid
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1
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T
1 I -
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I
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i 1 1
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I
- 10 - - I
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I
I I
1 t
- L _ t _ _ _ _ _v
•
- 10 0 10 20 30 40 50 6,0 70. 80 90 100 110 120 130 14C 150 160
(Scale in Feet:
... STABL for Windows 3 .0 - Results
cgegin Name : Profile 5 Lab Values
Gab-aiMIIMI DATA SUMMARY ••••••••=MSS
-neampn
Problem : Profile 5 Lab Values
105 - -
Soils Cohesion Friction
100 — Angle
g, • Cly Stone 500.0 22.0 _ - . . -
o Snd w grd 0.0 44.6
o Clay/city 1 ,50.0 28.0
05 - - Water Table • - - - - - - - - - - - - - - _ . - - - - - - - • - - - - _ _ .
,
1 ,
_ I I •
71 L _ . l• 1- J .
r • , • 71 ,
1 I 7
•
I 1
1 ,
• O 1
1
1 1 i i 1 I ±±j •
I 1 I I tvep. ... •
Cam ' - - _.l — - • - -1'- — - - -- i — - - — . - L — - - — a — _ - - - L - _ d _
1 1 1 I 1 I ' - -
I Y
• I I • 1 1SO
i
_/_ I•I I I 1 1
/ • I I 1 1
•
1 1 t I 1 r e/
. 1
1 I I 1 I
40 -- 1 I I I
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- - - - - I I- - - - I I
I
_ F - / I
1 1 1
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.1 �} I 1 1
—10 1 I
I • 1
-15 =
—10 0 10 20 30 40 50 60 70 SC 9 100 11C 120 1 'C 1 =C 150 460
i Scale in Feb
I
Profile Data
Segment Left Extreme X Left Extreme Y Right Extreme X Right Extreme Y Soil Under
Number g g Segment
1 0 20 ? 0 20 1
2 20 20 701 - , 2
3 70 > 3 87 i3 2
4 87 53 ' 88 61 2
5 88 61 106 61 2
6 106 61 l08 71 3
7 108 71 148 71 3
8 106 61 148 61 2
s.
9 20 20 ' 148 20 1
Soil Properties
11 -Mar-20 Page 1
b
STABL for Windows 3 .0 - Results
Name : Profile 5 Lab Values
Saturated
Soil Wet Unit Cohesive Friction Pressure
Unit Ru Water Soil Name
Number Weight Wei ht Intercept Angle Head Table ti
g _4 1
1 124 134 500 22 0 0 1 I Cl Stone
Y
2 118 131 0 44 .6 0 0 1 Snd w grvl
3 L 114 126 150 28 0 0 1 Clay/sity
11 -Mar-20 Page 2
�F.
• - STABL for Windows 3 . 0 - Results
j
o�
Gs Name : Profile 5 Lab Values
All Surfaces Generated
Problem : Profile 5 Lab Values - FS Min- Spencer = 1 .989
1aE •
100 Soils Cohesion Friction "
Angle
95 - L :3 :, Cly Stone 500.0 22.0 - - .
90 Snd w gr•;! 0.0 44.6 ;
Clay stty 15C.C 28.0 •
BE I;vster Table
SO _ " Critical Surface
Surface 2 :- - - - -
7= - - Surface3 = - - - - - - - = . . _ _ ;
70 , Surface 4 • ;
Surface E •�'
6.. Surface 6 :
EC Surface ? _
�r - Surface 6 '
� SurfaceS
;0 - \--- Surface 10 _
77.7
r - • <-
IC1 _ - r ._ . . . .1- - • - / - - - . .- - - - -, - -- --l y r N f _ _ ._ _•
1
I • .
•
- - -- - - = - - - - - - -' - - e:
30 —- - -' - - -.
— -
2/C f . 1 ,
4 a 4 - -- , ii, _- -I - 40. - _ .� __ _ra ..44. -..aa C.-err...4-_gar--..R0��.-- - --_,...n»_,r�mm 1 _ - .. .... -�y7- 1
•
•
` - 1 - - _
.
10 - ' - - - -
r - -
•
•
C ,
I
- • -
I
n •
C I
- r
•
•
I I
o
- • +
1
I 1 .
•15
-10 0 10 20 ?C lG 5C ,G 7 3C 90 1CQ 110 120 130 140 150 160
r scale .n Feet'
_== — ---= 10 Most Critical Surfaces
Problem : Profile 5 Lab Values - FS Min- Spencer = 1 . 989
105 _ --
Soils Cohesion Friction • ; ;
ICC -
Angle
9E MIME Cty Stone 500.0 .
90Snd w grit O.C 44.6
- -r - •
- - -
Clayrslty 1EC.C 28.0
g` Water Table - - - -
I .
•
SC "'°'"'—` Critical Surface - - - - - - = - I ' - -
Surface 2
7_
Surface ' - = - - - -
Surface 4
Surface 5
Es Surfiace6 - ,. ' ' - - - _
;►-'
5C Surface '
cc Surface 8 �,r- - -
- Surfaced �� .
`0 1 — Surface 1C ; err? - --
fJ� I
sp -I
__ _ _ - ' � ' f - ". - - - -- 1
1 sleelitireallairer/ 1
rrgre
'
I .
. r
I
30 __ _ _ _ ,_ _ . _ _� _ _
2f T T
• : a e . .■fie_• --Sr �' - '-
far
10 - : - _ - - - - - -- - - -- - I
c
, TIJ
•
-15
•
-10 0 10 20 'c 40 cc EC 7Q as 90 100 110 120 130 , 4 0 1_C t ^ ,_
'Scale In Feet;
11 — Mar-20 Page 3
STABL for Windows 3 .0 - Results
sass Name : Profile 5 Lab Values
- -- - Factor of Safety Histogram ---------
Distribution of Factors of Safety
LC 1 i - - r 1 1 1 — r —
I t I I I I I i i t
1 t I I t t t a I i i
24 i 1 L J I J L J L
1 1 1 1 i I I I I I
, 1 I i 1 t e i t I I I
I 22 �—.8*' 1 1 1 1 I.
1 1 1 t I
I T r 1 r 1 r Z r t
a I 1 I I a 1 i I 1 I
��}}�1 11 1 a 1 i t 1 1 1 1 1
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L J L J L J L 1
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I I I I I I I I I I I
18 p I i a 1 I t t 1 t 1 I
I T r 1 r 1 r r
, I 1 + a 1 I 1 1 1 i
i ' I I I I I I I I I I
1 €' -1 I 1 i J J L J L
. I 1 i 1 I 1 1 1 1 t
, 1 t 1 I. I I I a 1 1 1
14 1 1 I 1 1 a I 1 1 t
--r I r 1 r 1 r 9
' t i I I a a 1 1 1
i 1 1 I a i 1 1 1
12 I I - I I I t 1 a
I I I 1 i a a I a i
t i I I / i 1 1 1
10 , 1 I I 1 I 1 1 1 1
I - . — f . ►
I I 1 I 1 1 a 1 t
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1 1 SR J.
1 1 t 1
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1 1 1 I 1 ,
.. _1.. .
. 1
4 -. - - - - - ' I I 1 i
I 1 I a i•I 1 1 t I
2 1 - -
1 I i 1 1
1 .8 2 .1 - ._ i 2.8 3 3.2 3.4 3.6 3.8
(FS)
_ -- Factors of Safety of 10 Most Critical Surfaces
Surface
Factor of Safety
Number
f
1 1 .989
2 2 .052
-H
3 2 .055 '
4 2 . 1071
5 1112
,
6 2. 131
7 2 . 138 il
8 2 . 155
1 - i
9 2 . 156 i___
10 ' 2. 166
I
11 - Mar-20 Page 4
Problem : 51 Foot 1 . 25 : 1 Analysis - Lab values - ES miry - spencer 1 . 411_ 1 . 411
10,
I I I I I Ir r 1 1 1 I r T r I
r -1 T I T _ _ - _ - _ r .. r -1 -. s _ _ e
• �, • 1 1 1 1 I 1 1 1 1 1 1 F
Soils Cohesion Fric ion 1 1 i I I 1 I 1 I 1 I
1 0 • J L J 1 1 i L. J L J A I
Angle 1 1 1 I I 1 I I 1 1 I I
�{ ♦ �7 �- J (� 1 1 1 I 1 1 I I 1 1 1 1
taw" �Y� Stone 1 v 0 . 41 22. 41 1 1 1 1 1 1 I 1 1 1 1 1_
nd w gn ' I 0. 0 44 .6 I I I I I II I I
, r '7 T I T r -1 r '1 T I
`a �S 1 ≤ 0 . 0 28. 0 1 1 1 1 I lit
1 iii
A11iI 1 1 1 1 rI I t ! 1��#41 � L� r thil�� � 1 J L J 1 1 1 L L J �, II 1 1 f1 I 1 1 1 r 1
�}•�a 85
1 1 1 1 I I I I I I I I
so Critical Surface 1 1 I i I 1 I i 1 1 I I
1 1 1 1 I I 1 1 1 I 1 E
Surface 2 1 i i a i a I I I I I I
I I I I I I I I I 1 1
•er "1 N i _ _ n _ _ i
. ,� urf� �e . _ _` r�r 0 Surface 4 � . _ I 1 1 1 r I
J L J 1 , � -�.;kil�xez� siiliisie1!u ..... - - 1 . . . . . .- - - -1..
rr�� ag 1 1 1 I I
S' LIrfLIcL F. 1 1 1 I 1
r 1 I I E.
— r — — — — — — — — r — — — - - - - r T• - .. r r .� r. ..
Surface € • • • . {I.• i
C 55urface e
f:
urfa � i i : : L _ J.
i • 1 r
co, 1 •
La \SI : : L " 1
turfacer
. .1 1 1 1 , `J L .. - _ ri ..
1 i 1 i i
1 1 I 1 1 1 f �•,.. r 1 r
1 1 1 1 1 1 1
lit
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It '` i 1
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l l C est r 9T I , r'''
, .. - T . . . . . .l..
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1 1
n L
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pass -ma I I_
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S ' r
.:_. . . ,.
le
STABL for Windows 3 .0 - Results
t -.•
Name : Bearson 1 .25 : 1 Worst Case Analysis - Lab Values---- --- DATA SuMMARY ------_ _____
Problem : Bearson 1 .25 : 1 Worst Case Analysis - Lab Values
105 .
Soils Cohesion friction
100 And - - - -
I
95 • CiyStone 500.0 22.0 - - - : - - _ _ - - - - - - _
o Sad w grit 0.0 44.6 .
90
o Cteyisity 150.0 28.0
t� We Water
Table -
t I { I
• • • I I
•
1 I • I 1
t • I I t
�+, - ; - - - - - -1 - - -� ; .-. - - -� - - - - -� - • - - L _ - _ _ - _ 'I _ _ _ r
- . _ - - - - .
�Inn t I I I I -
Vil -
P - - - - - -I- ' - • -- - -' - - -r - - -- - -- - - .
I • • • . - ,
I • I I •
J - t - - - - - -I- - - - - a . -. - - - L - - - - - J -- - - - - - - . . - - - - - _ - • _ _ .
1 1 1 1 I r I �r'
• • • I I
5 1 - - - . .- 1- _ _ - I 1 I
I i I I II
I 1 • 1 1
45 - - ► - - - - - -•- - - - - r - - • - ' - � - - - - - - - - - - ` +- - -2 - - -
I I
I I • 4 , ��.• I I
40 1 - I - • , < - - -
# I I
I I I I I
� � 1 1 1 1 1 / del
-r - - - - - -r - - - - - r - - - - - - r - - - - - -. - - - -
1 • I
r I I
1 i 1
2 1 t 1
1 • -lir
20 - -
- - - -
1 _ .t. ..sf...se llea.+wc.-->Qoawrnnx_�mrac----nx. -e- -rl,=t_.aaax..�cr,c-ns�c.r;•I •+•u+•-.,••pc.w^ar.... • _ . .. ._I.... - +
/
10 ' rTIII .
•
I
1
I
I
- 1C C 10 2C 30 .f.C CsC 60 70 8c cr 100 11C 120 130 IBC 150 16C
1 Scale in Feet t
Profile Data
Segment Soil Under
Number Left Extreme X Left Extreme Y Right Extreme X Right Extreme Y Segment
1 ' 0 ' 20 ' 20 20 1
t-
2 20 20 70 61 2
3 70 61 83 .75 71 3
4
4 83.75 71 146 71 3
5 70 61 146 61 2
6
146 20 1
Soil Properties _
! Saturated
Soil Wet Unit i Unit i, Cohesive Friction Pressure Water
Ru Soil Name
Number Weight Intercept Angle Head Table
Weight
1 124 134 500 22 0 0 1 C1y Stone
11 -Mar-20 Page 1
STABL for Windows 3 .0 - Results
Name : Bearson 1 .25 : 1 Worst Case Analysis - Lab Values
Saturated
Soil Wet Unit Coh
Unit esive Friction PressurePressure Water Soil Name
Number Weight Wei ht Intercept Angle Head Table
g
2 118 131 0 44.6 0 0 1 Snd w grvl
3 114 126 150 i 28 0 0 1 Clay/sity
;
11 -Mar-20 Page 2
,`::..
n;_~
. = STABL for Windows 3 . 0 - Results
cos Name : Bearson 1 .25 : 1 Worst Case Analysis - Lab Values
----------- All Surfaces Generated
Problem : Bearson 1 .25: 1 Worst Case Analysis - Lab Values - FS Min- Spencer = 1 .411
1CC ' Sorts Cohesion Friction '
Angle
95 - - t: Cly Stone 500.0 22.0 - -
90 Sad w grit 0.0 44.6 -
Clay/sty 1=0.0 28.0
8E - Water -rat le _ . •
80 - - , ----- Cnti al Surface - - - _ . . . •
•
Surface 2
7� . Surface 3 - • - - - - -
7Q . - Surface 4 , - _ _ ..-
- Surface 5
6F. Surface 6
60 - - Surface ? - _ —
c� Surface 8 .,
- - Surface 9
=0 — t-- Surface 10 - -- - • �''I
./at/f "-- . I
35 r -- - - - -.- - -
.
30 - - - -J- - _
2 . . - _ ._ . _ ;_ -
1
- - -
IC
G - ,
v - _ - 1 _ . 6
.
.
C
- . - - 1
t
— IC
— 15
r
- IC C 1 , 2C 'C -C 5C :C An ICC i10 12C 1 ?0 14C 1 `; t =^
i Scale •n Feel
10 Most Critical Surfaces
Problem : Bearson 1 .25: 1 Worst Case Analysis - Lab Values - FS Min- Spencer = 1 .411
105 - - - - - - - - - - _ . . - .
Soils Cohesion Friction
1 GC
Angie
95 _ UMW Cly Stone 500.0 22.0 - - 4 - • - - - - - - .
90 • Sad w grvt 0.0 44.6
Clay:stty 16_C.0 28.0 BE . Water Tat le
80 ,. '—a"`--• Cribcal Surface - - ; - - - - - • - - - -
Surface 2
7`• - Surface 3 - . . _ _ - - - - . : _ _ . . .
70 - Surface 4 - - - - -
Surface c
65 - Surface 5
EC Surface ' --
cc _ Surface 8
-- Surface 9
=C — Surface 10 X. _ _. •
.
.
.
30 - - - - - - - - �.-
I
t t _
20 - . - - - - - - -.- ,_-__ �- .
* --- -7---_- _
- .t Y - �. w - .--.77-,--n-7—.7.7-7-7,-- ri" ---.--_7-_-_
.
I
10 ' - - - r - - - - -
- -► --
C _. - _ - - - - - - -
r - -
-IC - - -► -- - - _ - •
-15 '
-IC C 10 2C 3C =c E0 ec 70 30 9C ICC tie 120 13C 140 t=0 : _ ;
IScale in Feet,
11 -Mar-20 Page 3
STABL for Windows 3 .0 - Results
agsS Name : Bearson 1 .25 : 1 Worst Case Analysis - Lab Values
Factor of Safety Histogram ---
Distribution of Factors of Safety
24 1
r T T
els
/ 1
1 , �
1 1 ,
1 t
26
1 1 1
1 1 1
18 - r r T
I 1 t
16 - L 1 1
1 1
1 1 1
14 1 1 t
1 1 1
1 1 I
1 :
1 1 1
1 1 t
1 1 1
� 1 1
1 : a j
_ 1 I !
1 1
� 1 1
1 ( ,
1 1 /
1 1
- 1
n 'LI T
- 5
Factors of Safety of 10 Most Critical Surfaces ISMS
Surface
Factor of Safety
Number
iL 1 1 .411
2 1 .464
3 1 .49
4 ' 1302 ,
5 1 .506
6 1 .572
7 1 .609
8 1 .65
9 1 .67
-- ------ — —j
10 1 .672
11 -Mar-20 Page 4
Varra Companies, Inc.
Office of Special Projects
1431 East 16th Street Greeley, Colorado 80631 Telephone (970) 353-8310 Fax (970) 353-4047
Friday 28 February 2020
Weld County Clerk to the Board
1150 O Street
Greeley, Colorado 80632
Subject: Varra Companies, Inc. - Parcel 122 - Technical Revision to a Regular Impact (112) -
Permit Application M-2015-033 - Parcel 122 - Resource Development Project.
Materials submitted to the Colorado Division of Reclamation Mining and Safety (CRMS) - Office
of Mined Land Reclamation (OMLR) for placement for public review.
• Correspondence of 28 February 2020 from Varra Companies, Inc. to the Colorado Office
of Mined Land Reclamation, with attending attachments.
Attachments:
• Proof of Placement — Weld County Clerk to the Board.
• Map Exhibits (Revised 02-27-20) Exhibit C-2: Extraction Plan Map (2 pg's) — Revised Tract A
— current grading & slope profiles.
• Updated Stability Analysis Report.
Your signature below acknowledges receipt of the above referenced material, as attached. The
material should be added to the above referenced Application, as originally submitted to the Weld
County Clerk to the Board, and made accessible for public review.
RECEIVED
Received On , 2020
FEB 2 8 2020
By:
WELD COUNTY
COMMISSIONERS
Office of the Weld County Clerk to the Board of County Commissioners
Varra Companies, Inc. OMLR 112 Permit M2015-033
Parcel 122 — Resource Development Project Correspondence of 28 February 2020
1
Varra Companies, Inc.
OFFICE OF SPECIAL PROJECTS
8120 Gage Street Frederick, CO 80516 Telephone (303) 666-6657 Fax (303) 666-6743
Friday 28 February 2020
To:
From:
Peter Hays, E.P.S.
Colorado Office of Mined Land Reclamation (OMLR, or 'the Office')
1313 Sherman St., #215
Denver, CO 80203
Varra Companies, Inc.
Bradford Janes, Forester
Liaison, Interdisciplinary Affairs
Subject: Technical Revision #2 — Revised Grading Plan
Parcel 122 — Resource Development Project
OMLR Permit M-2015-033
General Overview
This Technical Revision is directed at addressing concerns of stability of extracted slopes as expressed in
the OMLR inspection report of 12 December 2019.
Please refer to the included attachments. Two copies of the Technical Revision (TR) include the
Technical Revision Form, this correspondence, referenced maps and drawings, a Stability Analysis
Report, proof of submittal to Weld County for placement at the Weld County Clerk to the Board, and the
required Technical Revision Fee (Check #53383), are included; as described under Attachments, below.
Tract A is the focus of the 12 December 2019 inspection report. The report also noted the stockpiling of
soil and other pit run within Mineral Area Reserve 2, and not on Mineral Reserve Area 1. This Revision
shows the current extent within Mineral Reserve Area 2. It also adjusts any expectation of sequencing of
the placement of materials in these locations. The designations were simply to distinguish one Area from
another, but for clarification of activities at these locations going forward; both Areas may occupy
materials stockpiles, equipment or other support materials simultaneously during the life of the operation.
The balance of this TR focuses upon the nature and stability of the extracted slopes. To this end, five line
transects were measured by hand held laser on 9 January 2020, showing an ocular mean of perceived
benching that appeared representative of affected slopes. This information was used in part and shown in
the included Stability Analysis Report.
In order to improve the understanding of the extracted basin, for the first time we acquired ground
elevations through the use of a drone on 23 January 2020. The conditions revealed were simply
impossible in prior times through the use of ground survey or hand held devices. The resulting
topography extracted from the more than 50,000k points of data shows what would be expected in a basin
undergoing active extraction - variability.
To make better sense of the variability, six line transects were placed to better capture and reflect the
range of variation at play for the Stability Analysis Report to be measured against to better assure the site
conforms to the conclusions of that report. What the Stability Analysis Report indicates is that uniform
slopes of 1.25H:1V to a depth of 51 feet pass the safety factor.
Looking at the aerial image with the resulting digitally acquired topography, from the line marked A —
Counter -clockwise to a Line Marked B — depths range from 55± feet at A (the likely basin bottom
elevation) to 35± feet at B. As you continue to move Counter -clockwise around the basin from B, depths
are from 35± feet and decreasing to about 32± feet along the North Wall, 25± feet along the East Wall,
and 20± feet along the South Wall. The extreme SW corner is flattened essentially by entry and internal
stockpile effects, yet are consistent with the range of slopes along its perimeter, or flatter.
A line marked C is the location of a laser measured hand held device used in the Stability Analysis Report
with an observed depth of 40± feet. Yet of the Six (6) Basin Line Transects and Twelve (12) resulting
basin wall profiles, the nearby Transect #5 has a measured depth of 33 feet that is consistent for the
majority of the North Wall — yet the distinction is that anomalies along the slopes will occur, but to no
adverse effect. With a likely overall basin depth of 55± feet, all the slopes Counter -clockwise from B —
are at depths at or above 20± feet above the basin depth and compliant under the previous Stability
Analysis Report.
All basin walls exhibit, with some exceptions, benching. The simple slope ratios (the Absolute Ratio)
cannot reflect the stabilizing and flattening effect of benches along the wall; however, the Stability
Analysis does. What the six line transects can do is reflect the nature of the slopes and their attending
Absolute (not Effective) Ratios for a picture of the grading variability. That snapshot is revealed in the
Profile Synthesis Chart included with this correspondence.
What the Profile Synthesis Chart reveals is how the depth of the extraction at the time of the drone
capture, decreases Counter -clockwise from point A along the basin perimeter. It also reveals a mean
slope value of 1.7H:1V V from the range of measured slopes from 1.4511:1 V to 2.2H:1 V. Observation
alone could not reveal this.
We trust this report and its attending extensive analysis supports a Revision to attending slopes that slopes
at 1.25H:1V to the anticipated basin total depth of 55± feet are Stable and within the factors of safety
supported by the included Stability Analysis Report and supporting materials. This should allow all
slopes under extract for Tracts A and B to be excavated at 1.25H:1V to the Basin Bottom.
ATTACHEMENTS:
• Technical Revision Submittal Fee — Check #: 53383 in the Amount of $216.00.
• Proof of Placement — Weld County Clerk to the Board.
• Exhibit C-2: Extraction Plan Map — Revised — TRACT A
• Updated Stability Analysis Report
cc. Garrett C. Varra, President
Varra Companies, Inc.
BLJ/blj.
Varra Companies. Inc. - Parcel 122 - Resource Deveiipment Project - Colorado Office of Mined Land Reclamation Permit M2015-033 - 2
Technical Revision of 28 February 2020
Profile Synthesis: Mean (X} Absolute Slope Ratio = 1.7H:1V
Profile ; Head(W); Tail(E) I Profile Head(W,,)I Tail(E)
Line Transect 1 Line Transect 2
r
Run 76.400 40,9801 Run 90.760 52.596
Rise 45.000 27.250; Rise 48.900 31.726
Ratio 1.697 1.5001 j Ratio { 1.856 1,657;
X Ratio 1.7H:1V 1.5H;1V X Ratio 1.9H:1V 11.7H:1V .
Bottom Elevation 1 4754.9' 1 4778.4' 23.5' Bottom Elevation A' Bottom Elevation 1 4750.0' 1 4772.2' I 22.2' (Bottom Elevation A'
Profile Head(W) Tail(E) I Profile Head(N) Tail(5)
Line Transect 3 j j j Line Transect 1 4 i
Run 90.519 53.458 1 Run 97.500 39.3871
Rise 48.500 32.790 1 Rise 44.889 23.9301
Ratio 1.866 1.620 I Ratio 2.170 1.645'
X Ratio 1.9H:1V 1.6H:1V X Ratio 2,2H:1V 1.6H:1V
Bottom Elevation • :®4749.56. 4770.39 ( .. ® ..20.8' Bottom Elevation Q` Bottom Elevation ® 4753.78_4762.91' 9.13' 'Bottom Elevation A
. —
Profile Head(N) Tail(5) Profile Head(N) Tail(5)
Line Transect 5 I Line Transect 6
Run 48.000 39.998 Run 50.337 51.929'
Rise 33.000; 27.570 Rise 33.657 28.468;
Ratio 1.450; 1.450; Ratio 1 1.496; 1.820;
X Ratio 1.45H:1V 1,45H:1V 1 j X Ratio 1.5H:1V 1.8H 1V
Bottom Elevation , 4767.0' j 4778.9' j 11.900 ;Bottom Elevation A' Bottom Elevation 4767.0' j 4780.5' 1 13.50' ;Bottom Elevation A'
—..®..®..�..e..®a.�..—.rte..®..�..®..®..—..�..®..®.. ...�...�..e..�.....r—...®..�..�..r..®..rr_®..�..r..®..®
COLORADO DIVISION OF RECLAMATION, MINING AND SAFETY
1313 Sherman Street, Room 215, Denver, Colorado 80203 ph(303) 866-3567
REQUEST FOR TECHNICAL REVISION (TR) COVER SHEET
Site Name: Parcel 122 - Resource Development Project File No.: M- 2015-033
County Weld TR# (DRMS Use only)
Permittee:Varra Companies, Inc.
Operator (If Other than Permittee): N/A
Permittee Representative: Garrett C. Varra, President
Please provide a brief description of the proposed revision:
The Revision answers concerns in the OMLR's Peter Hays Inspection Report of 12 Dec. 2019
Included is an Updated Stability Analysis Report and Grading Plan.
As defined by the Minerals Rules, a Technical Revision (TR) is: "a change in the permit or application
which does not have more than a minor effect upon the approved or proposed Reclamation or
Environmental Protection Plan." The Division is charged with determining if the revision as submitted
meets this definition. If the Division determines that the proposed revision is beyond the scope of a TR,
the Division may require the submittal of a permit amendment to make the required or desired changes
to the permit.
The request for a TR is not considered "filed for review" until the appropriate fee is received by the
Division (as listed below by permit type). Please submit the appropriate fee with your request to
expedite the review process. After the TR is submitted with the appropriate fee, the Division will
determine if it is approvable within 30 days. If the Division requires additional information to approve a
TR, you will be notified of specific deficiencies that will need to be addressed. If at the end of the 30
day review period there are still outstanding deficiencies, the Division must deny the TR unless the
permittee requests additional time, in writing, to provide the required information.
There is no pre -defined format for the submittal of a TR; however, it is up to the permittee to provide
sufficient information to the Division to approve the TR request, including updated mining and
reclamation plan maps that accurately depict the changes proposed in the requested TR.
Required Fees for Technical Revision by Permit Type - Please mark the correct fee and submit it with
your request for a Technical Revision.
Permit Tyne
110c, 111, 112 construction
materials, and 112 quarries
112 hard rock (not DMO)
110d, 112d(l, 2 or 3)
Required TR Fee Submitted (mark only one)
$216 El
$175 E
$1006
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VARRA COMPANIES, INC . PROJECT : ° ' . ° ° ° ° NOTES :
SCALE : 1 = 100
Exh � b � t C - 2e Extract � on P an — Techn � ca Rev � s � on
8120 CAGE STREET
A :
, � � .
REVISION : 27 Februar 2020
IK. L A 4 oRAW� N �: CURRENT GRADING — TRACT A PAGE : 1 of � 2
iELEPtiONE : ( 303 } 666 - 6657 F � , . • � ; „
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VARRA M ANIE INC. PROJECT: ARCEL 127 TEC \ ICAL VISIO \ TRACT I_- XI_I I I T NOTES:
SCALE ; 1 = 150
8120 GAGE STREET DATE
: 27bruar 1
FREDERICK,ERICK, COLORADO 805.34 RACI EVISION : h.
D Al IN : ITSI_ I TT I- I f '
PH E I E R E LE I I � .
PAGE : 2 OF 2
February 28, 2020
AWES, LLC
Fort Collins, Colorado, USA
Varra Companies
8120 Gage Street
Frederick, Colorado 80516
Attn: Garrett Varra
RE: Revised Pit 122 (Bearson) Slope Analysis
Minerals Program Inspection Report
Inspection Date 12/12/2019
Dear Mr. Varra:
This letter report presents an updated geotechnical stability analysis performed by American Water
Engineering Services, LLC (AWES) for the Varra Pit 122 mine located near Platteville, Colorado. This report is
intended to address the issues raised in the Division of Reclamation and Mining and Safety (DRMS) inspection
of December 2019. The inspection report is provided as Attachment A.
Though the language of the problem statement in the DRMS inspection report is inaccurate (the author infers
the intent of language is accurate) the original stability analysis recommended that at a 50 foot mine depth
the lower 20 feet should be sloped at 3H:1V with the remaining extraction mined at 1.25H:1V. The inspection
report indicated that the perimeter slopes were benched at 1.5H:1V — these slopes are generally consistent
with information provided to AWES by Varra.
As documented in previous investigations soil conditions within Tract A of the Bearson mine generally consist
of 4 to 9 feet of sandy lean clay underlain by sand with gravel, which is in turn is underlain by bedrock.
Bedrock consists of competent sandstone, claystone and shale. The mine is dewatered by allowing
groundwater to drain in open channels, which is conveyed by gravity to a common discharge point.
On February 17, 2020, I inspected the mine and obtained two samples of native sand and gravel at locations
depicted on Figure 1. The samples were obtained by digging roughly 18 inches beneath the mine wall slope in
order to obtain representative undisturbed samples. These samples were composited and submitted to
Engineering Analytics, Inc., of Fort Collins, Colorado for direct shear testing. A photograph of the sample
material is presented in Attachment B. Testing results are presented in Attachment C.
The sample was screened to %: inch minus (ASTM standard for the box size) and remolded at a moisture
content of 7%. The results of the direct shear testing indicated that the sand and gravel deposits have a
friction angle of 44.6 degrees (at 10% strain). This value was used in the slope stability analyses as were table
values for overburden clay and bedrock used in the original stability analyses. Soil properties are provided in
Table 1.
rAWES
4809 Four Star Court, Fort Collins, CO 80524 970-590-3807
Revised Stability Analysis
Varra Pit 122
Page 2
Table 1— Soil Strength Properties
Material
Wet Unit Weight
(lbs/cu ft)
Saturated Unit
Weight
(lbs/cu ft.)
Cohesive
intercept (PSF)
Friction
Angle
Overburden
Clay*
114
126
150
28
Sand, with
gravel
118
132**
0
33.2
Bedrock*
124
134
500
22
Note: * Unit weight values reported by DRMS
** Unit weight values reported by Engineering Analytics
Slope profiles measured by Varra were provided to AWES and are depicted on Figure 2. Profile locations are
depicted on Figure 3. The software package PC-STABL was used to evaluate slope stability. Simulations using
Spencer, Modified Bishop and Modified Janbu methods were run to determine the most conservative safety
factor. The soil strength properties used in the analysis are presented on computer generated data sheets, which
are presented in Attachment D. Stability analyses were ran for four profiles, which include the following: a 28
foot mine wall height sloped at 1.25H:1V (profile #3), a 40 foot wall height sloped at 1.45H:1V (profile #1), a 51
foot wall 1.63H:1V (profile #5) and a 51 foot wall sloped at 1.25H:1V (hypothetical). The presence of groundwater
was accounted for in all analyses.
A review of the stability analyses indicate that all mine wall slopes are stable with all safety factors exceeding 1.3.
Safety factors varied between 1.33 for Profile #3 to 1.99 for Profile #5. Load surcharges were not accounted for
in any analyses.
The discussions and recommendations in this analysis represent our professional opinions. Our conclusions,
opinions and recommendations are based from information available at this time and we do not guarantee that
undiscovered conditions will not become evident in the future. AWES' analysis was prepared in accordance with
currently accepted engineering practices at this time and location and no other warranties, representations or
certifications are implied or intended.
If you have any questions regarding this letter or attachments, please contact me at 970-590-3807.
Sincerely,
AWES, LLC
cY)k4.-A
Joby L. Adams, P.G.
Principal/Hydrogeologist
::/♦♦ES
4809 Four Star Court, Fort Collins, CO 80524 970-590-3807
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SLOPE # 1 :
SLOPE #3 :
SLOPE L = 1 .25H: 1 .OV ABSOLUTE
SLOPE L = ?.??H: 1 .OV EFFECTIVE SLOPE W/ BENCH SLOPE L = 1 .60H: 1 .OV ABSOLUTE
SLOPE L = ?. ??H: 1 . 0V EFFECTIVE SLOPE W/ BENCH
INSTRUMENT NT. 0
5.5'± ABOVE SOIL BERM
SURFACE
8. e...DROP W/ SOIL SURFACE . •. .4 4. 0\ .
0 5.0'
-H TOP at ,.
o -I I
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Q o n
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N KEYWAY
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O
N
(D
I)
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LL
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It
W
SLOPE # 2 : a
SLOPE L = 1 .625H : 1 .OV ABSOLUTE SLOPE # 4 :
Z
SLOPE L = ?.??H : 1 .0V EFFECTIVE SLOPE W/ BENCH
• SLOPE L = 1 .25H: 1 .0V ABSOLUTE
SLOPE L = ?. ??H: 1 . 0V EFFECTIVE SLOPE W/ BENCH
SURFACE .3. 0."±N SURFACE 2. 0' ± tr
r: 10. 5'± . 0' ±
0 20. 5' ± +I
00(\I
\` 03
45 . 5 ' ± : o' t & o ' t
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r.
r
1. - -- - - - �.'
SLOPE # 5
o
SURFACE ir SLOPE L = 1 .63H : 1 .0V ABSOLUTE
-H SLOPE L = ?.??H: 1 .0V EFFECTIVE SLOPE W/ BENCH
O
18. 0 ' ±
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(
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SCALE : 1 INCH = 25 FEET
VARRA COMPANIES, INC.
8120 GAGE STREET DATE: 20 JAN 20 a-I •�
FREDERICK, COLORADO 80534 REVISION : .
TELEPHONE: (303) 666 - 565? �. ,...
PAGE : 1 OF
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GATE.
VARRAC0YPANIES. INC. PROJECT: Parcel 122 — Resource Development Project - "OTES:
Bur;
q Ct�eRApo silty 18 April 2017
IMD sea. DRAWING: Exhibit C - 2 : Extractioin Plan Map _. Profile Locations TRACT A 9 Jan 2020 REVISION. 21 January 2020
TatVit.t: (x•s1 M.fan PAGE: 1 OF 1 ._.:�.._._.
ATTACHMENT A
DRMS INSPECTION REPORT
COLORADO
Division of Reclamation.
Mining and Safety
Department of Natural Resources
MINERALS PROGRAM INSPECTION REPORT
PHONE: (303) 866-3567
The Division of Reclamation, Mining and Safety conducted an inspection of the mining operation noted
below. This report documents observations concerning compliance with the terms of the permit and
applicable rules and regulations of the Mined Land Reclamation Board.
MINE NAME:
Parcel 122 - Resource Development Project
MINE/PROSPECTING ID#:
M-2015-033
MINERAL:
Gravel and sand
COUNTY:
Weld
INSPECTION TYPE:
Monitoring
INSPECTOR(S):
Peter Hays
INSP. DATE:
December 12, 2019
INSP. TIME:
11:30
OPERATOR:
Varra Companies, Inc.
OPERATOR REPRESENTATIVE:
Brad Janes
TYPE OF OPERATION:
112c - Construction Regular Operation
REASON FOR INSPECTION:
Normal I&E Program
BOND CALCULATION TYPE:
Partial Bond
BOND AMOUNT:
$118,575.00
DATE OF COMPLAINT:
NA
POST INSP. CONTACTS:
None
JOINT INSP. AGENCY:
None
WEATHER:
Clear
INSPECTOR'S SIGNATURE:
/t7
SIGNATURE DATE:
December 30, 2019
The following inspection topics were identified as having Problems or Possible Violations. OPERATORS
SHOULD READ THE FOLLOWING PAGES CAREFULLY IN ORDER TO ASSURE COMPLIANCE
WITH THE TERMS OF THE PERMIT AND APPLICABLE RULES AND REGULATIONS. If a
Possible Violation is indicated, you will be notified under separate cover as to when the Mined Land
Reclamation Board will consider possible enforcement action.
INSPECTION TOPIC: Gen. Compliance With Mine Plan
PROBLEM/: The perimeter slopes were benched at an estimated overall 1.5H:1V slope to an estimated depth of
50 feet in Mining Tract A. The approved Geotechnical Stability Exhibit states the lower half of the mine slope
(below 20 feet) will be maintained at 3H:1V and the remaining mine slope (from the surface to 20 feet in depth)
at 1.25H:1V to allow for maximum material extraction while maintaining an adequate safety factor.
CORRECTIVE ACTIONS: The Operator must demonstrate the perimeter highwall profile is in accordance with the
approved Mining Plan and Geotechnical Stability Analysis or submit a technical revision with an updated
Stability Analysis to demonstrate a uniform 1.25:1V slope will not pose a hazard to structures 10 feet or greater
from the extraction limit boundary. The Operator shall submit a Technical Revision, with the required $216
revision fee, to update and clarify the current approved mine plan to reflect existing and proposed activities by
the corrective action date.
CORRECTIVE ACTION DUE DATE: 2/28/20
Page 1 of 10
PERMIT #: M-2015-033
INSPECTOR'S INITIALS: PSH
INSPECTION DATE: December 12, 2019
OBSERVATIONS
The Parcel 122 — Resource Development Project was inspected by Peter Hays and D.J. Cunningham with the
Division of Reclamation, Mining and Safety (Division/DRMS) as part of the Division's monitoring inspection
program. The site was previously inspected by the Division on October 22, 2015 for the required pre-
operational inspection. Mr. Brad Janes with Varra Companies, Inc. (Varra) was present during the inspection.
An inspection map based on the observations from this inspection and the latest available Google Earth image
is attached for reference.
The site is an 112c operation permitted for 156.78 total acres with two extraction areas; Tract A — West Basin
and Tract B — East Basin. A total of 101.97 acres of land will be disturbed by the mining excavation operation.
The site is located in Firestone, Colorado in Weld County and east of the Heintzelman mine site operated by
Varra. The required permit boundaries markers and mine sign were observed as required by Rule 3.1.12.
Tract A:
Mining activities have commenced in Tract A. The tract was generally being mined from north to south in
accordance with the approved Mining Plan. The perimeter of the tract was excavated to establish dewatering
trenches in the underlying bedrock. The mining excavation is progressing to the east from the western
boundary. All mined material is conveyed to the Kurtz Resource site for processing. The perimeter slopes
were benched at an estimated overall 1.5H:1V slope to an estimated depth of 50 feet. The approved
Geotechnical Stability Exhibit states the lower half of the mine slope (below 20 feet) will be maintained at
3H:1V and the remaining mine wall (from the surface to 20 feet in depth) sloped at 1.25H:1V to allow for
maximum material extraction while maintaining an adequate safety factor. As cited as a problem, the
Operator must demonstrate the perimeter highwall profile is in accordance with the approved Mining Plan
and Geotechnical Stability Analysis or submit a technical revision with an updated Stability Analysis to
demonstrate a uniform 1.25:1V slope will not pose a hazard to structures 10 feet or greater from the
extraction limit boundary. A revised Geotechnical Analysis must conform to the requirements of Section 30
or the Policies of The Mined Land Reclamation Board effective May 26, 2018.
Tract B:
Tract B is undisturbed by mining activities and is used for agricultural purposes.
Mineral Reserve Areas:
Two mineral reserve areas, a 10 acre area (Area 1) and a 24 acre area (Area 2) are located in the center and
along the southern portion of the site, respectively. Mining disturbance will not occur in these areas unless
the Mining and Reclamation Plans are revised in the future. No mining activity has occurred in the Mineral
Reserve Area 1 and the planned wash pond has not been constructed by the Operator, since all processing is
occurring off -site. Mineral Reserve Area 2 is being used for topsoil storage. During the inspection, an
excavator was stripping an estimated 10 feet of topsoil from the peninsula area in the center of Tract A. The
excavated topsoil was being transported and placed in the Mineral Reserve Area 2 by haul trucks.
Mining Offsets:
A mining disturbance offset of 125 feet from the residence and 10 feet from all other structures, property
boundary, right-of-way or easement without a structure agreement was establish by the Operator. A mining
offset of 25 feet was established for wellheads and facilities. The wellheads will be backfilled to create a 100+
foot radius around the wellhead. The wellhead offsets were estimate at a minimum 100 foot radius of
Page 2 of 10
PERMIT #: M-2015-033
INSPECTOR'S INITIALS: PSH
INSPECTION DATE: December 12, 2019
undisturbed land from the wellheads located in Tract A during the inspection. The top of the mining
excavation appeared greater than the required 10 feet from the permit boundary.
Reclamation Plan:
The approved post -mining land use for the site is developed water resource. The site reclamation will create
two (2) clay lined reservoirs with 89.37 acres of water surface. No reclamation activity has occurred at the
site. No noxious weeds were observed during the inspection. The site appeared stable with no erosion
features observed during the inspection. The Operator was reminded of the requirement to stabilize topsoil
stockpiles with the approved seed mixture to establish vegetation, once the topsoil salvaging operation
concludes for Tract A. A stockpile of overburden was observed in the southwest corner of the pit floor in Tract
A.
Financial Warranty:
The Division holds a financial warranty in the amount of $118,575.00. The warranty amount was reviewed
following the inspection and found to be adequate to complete reclamation of the existing disturbance.
If you need additional information or have any questions, please contact me at Division of Reclamation,
Mining and Safety, 1313 Sherman Street, Room 215, Denver, CO 80203, by telephone at 303.866.3567 x 8124,
or by email at peter.hays@state.co.us
Inspection Contact Address
Brad Janes
Varra Companies, Inc.
8120 Gage St.
Frederick, CO 80516
Enclosure — Inspection Map
Ec: Jared Ebert, DRMS
Page 3 of 10
PERMIT #: M-2015-033
INSPECTOR' S INITIALS: PSH
INSPECTION DATE: December 12, 2019
PHOTOGRAPHS
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Page 4 of 10
PERMIT # : M-2015-033
INSPECTOR' S INITIALS: PSH
INSPECTION DATE: December 12, 2019
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Page 5 of 10
PERMIT # : M-2015 -033
INSPECTOR' S INITIALS : PSH
INSPECTION DATE: December 12, 2019
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Page 6 of 10
PERMIT #: M-2015-033
INSPECTOR' S INITIALS : PSH
INSPECTION DATE: December 12, 2019
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Page 7 of 10
PERMIT #: M-2015-033
INSPECTOR' S INITIALS : PSH
INSPECTION DATE: December 12, 2019
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Page8of10
PERMIT it : M-2015-033
INSPECTOR' S INITIALS: PSH
INSPECTION DATE : December 12, 2019
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View of Tract B from the south side looking north
Page 9 of 10
PERMIT #: M-2015-033
INSPECTOR' S INITIALS: PSH
INSPECTION DATE: December 12, 2019
GENERAL INSPECTION TOPICS
The following list identifies the environmental and permit parameters inspected and gives a categorical evaluation of each
(AR) RECORDS---------- -------- ------- Y (FN) FINANCIAL WARRANTY-------- Y (RD) ROADS----------- Y
(HB) HYDROLOGIC BALANCE------------ Y (BG) BACKFILL & GRADING---------- N (EX) EXPLOSIVES--------- N
(PW) PROCESSING WASTE/TAILING---- N (SF) PROCESSING FACILITIES- N (TS) TOPSOIL-------- Y
(MP) GENL MINE PLAN COMPLIANCE- PB (FW) FISH & WILDLIFE ---- N (RV) REVEGETATION- N
(SM) SIGNS AND MARKERS ----------- Y (SP) STORM WATER MGT PLAN- N (RS) RECL PLAN/COMP- N
(ES) OVERBURDEN/DEV. WASTE N (SC) EROSION/SEDIMENTATION--- N (ST) STIPULATIONS------- N
(AT) ACID OR TOXIC MATERIALS---- N (OD) OFF-SITE DAMAGE-------- N
Y = Inspected / N = Not inspected / NA = Not applicable to this operation / PB = Problem cited / PV = Possible violation cited
Page 10 of 10
S
Parcel 122 Legend
M-2015-033 l Excavated Area
December 12 , 2019 Inspection Map oesL.
Mineral Reserve Area 1
7Jit . k • ' LMineral Reserve Area 2
- _ -
--� �M • 28 :. __ •._ .
L.r.. ' Mining Tract A
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ATTACHMENT C
DIRECT SHEAR TESTING RESULTS
SUMMARY OF LABORATORY TEST RESULTS
JOB NAME: Varra Pit #122 JOB NUMBER: 111077 DATE: 2/24/2020
Sample
Type
Moisture
(%)
Pinhole
Dispersion
Atterberg Limits
(LL / PL / P1)
Percent Passing
No. 200 (%)
Grain Size
Analysis
Remolded Density
**Direct Shear
(ASTM D3080)
Flexwall
Permeability
(cm/sec)
m (deg)
C (psf)
5% Strain
BKT
110.0 @ 7.0
40.87
179.41
10% Strain
BKT
110.0 @ 7.0
44.60
133.11
Max Strain
BKT
110.0 @ 7.0
44.50
144.68
** Estimated friction angle Direct Shear Confining Pressures: 1000, 2000, 4000psf (1) = See Attached
Engineering Analytics, Inc..1600 Specht Point Rd. F. Suite 209 . Fort Collins, CO 80525 y 970.488.3111 a www.EngAnalytks.com m
February 24, 2020
Project No. 111077
Mr. Joby Adams
AWES LLC
4809 Four Star Ct.
Fort Collins, CO 80524
Dear Mr. Adams,
Enclosed are copies of the test results indicated below for the Varra Pit #122 Project.
El
El
11
Direct Shear
Sieve Analysis
Hydrometer Analysis
Atterberg Limits
Hydraulic Conductivity
Proctor
Soil Dispersivity
If you have any questions, please contact our office.
1 Engineering Analytics, Inc.
ENGINEERING ANALYTtCS
C0WSOUDATED DRAINED DIRECT SHEAR TEST
Varra Pit #122
Sample Data:
PEAK
SHEAR LOAD
SHEAR LOAD
Bulk Unit Weight (pcf):
117.6
NORMAL
SHEAR
AT 5%
AT 10%
Dry Unit Weight (pct):
110.0
LOAD
LOAD
STRAIN
STRAIN
moisture content (%):
7.0
(psf)
(psf)
(psf)
(psf)
sample mass (grams):
480.0
sample diameter (Inch):
3.98
sample height (inch):
1.25
1000.0
1123
961
1111
sample area (sq inch)
—12.44
2000.0
2118
2037
2118
shear rate (Inch per min.):
0.002500
4000.0
4074
3600
4074
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(Ibs)
(psi)
0.001(inch)
(inch)
(inch)
(psf)
1000
Q
0
Eqg
0.000
0.000
0
1000
5
58
670
0.010
0,010
58
1000
2244
278
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0.020
0.020
278
1000
37
428
540
0.030
0.030
428
1000
86
532
060
0.040
0.040
532
1000
51
590
610
0.050
0.050
590
1000
56
637
622
0.060
0.060
637
1000
59
683
630
0.070
0.070
683
1000
63
729
940
0.080
0.080
729
1000
764
650
0.090
0.090
764
1000
64
787
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0.100
0.100
787
1000
71
822
670
0.110
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1000
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857
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112
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1000
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92
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94
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m
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94
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AZ
1123
970
0,410
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1123
Page 1
DS
ENGINEERING ANALYTICS
CONSOLIDATED DRAINED DIRECT SHEAR TEST
Varra Pit #122
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(Ibs)
(psf)
0.001(inch)
(Inch)
(inch)
(psf)
2,000
Q
0
§,¢Q
0.000
0.000
0
2,000
A2
602
Q70
0.010
0,010
602
2,000
¢2
718
880
0.020
0.020
718
2,000
f¢
764
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0.030
0.030
764
2,000
67
775
700
0.040
0.040
775
2,000
Li
891
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0.050
0.050
891
2,000
$$
1019
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0.060
0.060
1019
2,000
98
1134
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0.070
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2,000
jR
1262
142
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0.080
1262
2,000
iii
1354
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2,000
j,24,
1447
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_
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33
1539
flQ
- 0.110
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2,000
1.41
1632
ZEQ
0.120
0.120
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2,000
in
1736
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0.130
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186
1806
LIM
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ill
1864
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1921
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2,000
iza
1991
mg
0.180
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2,000
jZI
2014
860
0.190
0.190
2014
2,000
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2037
86Q
0.200
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0.280
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0.410
0.410
2118
Page 2
DS
ENGINEERING ANALYTICS
CONSOLIDATED DRAINED DIRECT SHEAR
TEST
Varra Pit #122
NORMAL
SHEAR
SHEAR
HORIZ
HORIZ
HORIZ
SHEAR
LOAD
LOAD
LOAD
DIAL
DISP
DISP
LOAD
(psf)
(ibs)
(pat)
0.001(inch)
(inch)
(inch)
(psf)
4,000
0
0
$Q0
0.000
0.000
0
4,000
02
718
,�7Q
0.010
0.010
718
4,000
01
752
fill
0.020
0.020
752
4,000
Al
961
gps,
0.030
0.030
961
4,000
121
1227
700
0.040
0.040
1227
4,000
128
1458
Z11
0.050
0.050
1458
4,000
142
1620
zaq
0.060
0.060
1620
4,000
1_4
1782
Z2Q
0.070
0.070
1782
4,000
ill
1956
742
0.080
0.080
1956
4,000
j,93
2118
mg
0.090
0.090
2118
4,000
221
2315
Z§Q
0.100
0.100
2315
4,000
214
2477
Z
0.110
0.110
2477
4,000
227
2627
ZO2
0.120
0.120
2627
4,000
242
2778
712
0.130
0.130
2778
4,000
212
2917
800
0.140
0.140
2917
4,000
203
3044
112
0,150
0.150
3044
4,000
27,4
3171
A22
0.160
0.160
3171
4,000
3l
3276
LIM
0.170
0.170
3276
4,000
393
3380
A0
0.180
0.180
3380
4,000
321
3507
$¢Q
0.190
0.190
3507
4,000
211
3600
,9�i0
0.200
0.200
3600
4,000
319
3692
Q70
0.210
0.210
3692
4,000
32
3785
880
0.220
0.220
3785
4,000
339
3808
190
0.230
0.230
3808
4,000
324
3866
WI
0.240
0.240
3866
4,000
335
3877
02
0.250
0.250
3877
4,000
336
3889
92,2
0.260
0.260
3889
4,000
lat
3901
2222
0.270
0.270
3901
1000
3�3
3924
Q40
0.280
0.280
3924
1000
340
3935
880
0.290
0.290
3935
1000
342
3959
860
0.300
0.300
3959
1000
144
3982
$70
0:310
0:310
3982
1000
34�ri
3993
212
0.320
0.320
3993
1000
MI
4005
122
0.330
0.330
4005
1000
3z
4016
900
0.340
0.340
4016
1000
347
4016
910
0.350
0.350
4016
1000
341
40400
0.360
0.360
4040
1000
35fl,
4051
032
0.370
0.370
4051
1000
351
4063
ESA
0.380
0.380
4063
1000
1§2
4074
I0
0.390
0.390
4074
1000
2f2
4074
96i0
0.400
0.400
4074
1000
3Q3
4074
970
0.410
0.410
4074
Page 3
Direct Shear Test ASTM D3080
Varra Pit 122
45
Shear Load (psi)
4000
A
3500
✓ V00
2500
2000
_soo
000
500
0
-0.040 0.010 0.060 0.110 0.160 0.210 0.260
Horizontal Displacement (inches)
—I — N =1000 psf N — 2000 psf --t— N = 4000 psf
0.310
0.360
0.410
Direct Shear Test ASTM D3080
Varra Pit #122
Max Stress
4500
4000
3500
' 3000
1 2500
I, 2000
as
on 1500
1000
500
0
y= 0.983x+
144.68
0.0 500.0 1000.0 1500.0 2000.0 2500.0
Normal Stress (psi)
3000.0
3500.0
4000.0
Direct Shear Test ASTM D3080
Varra Pit #122
5% Strain
4000
3500
3000
2500
a
y
H
tu
b
•
2000
rA
CS
,� 1500
rn
1000
y = 0.8656x
*179.41
.
500
0
0.0
500.0
1000.0
1500.0
2000.0
Normal
2500.0
Stress (psf)
3000.0
3500.0
4000.0
Direct Shear Test ASTM D3080
Varra Pit #122
10% Strain
4500
4000
3500
3000
m
a
a 2500
i~
end
2000
g
az
ril 1500
1000
500
y=0.9883x4
133.11
0
0.0
500.0 1000.0
1500.0
2000.0
Normal
2500.0
Stress (psi)
3000.0
3500.0
4000.0
ATTACHMENT D
PC-STABL RESULTS
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� STABL for Windows 3.0 - Results
ner „,
GSS Name: Bearson Existing Profile # 1
____
= DATA SUMMARY -- — -- — - --
Problem Bearson Existing Profile # 1
7^
7C
Soils Cohesion Friction
$ Angle
c. Ltf Stn SC0.0 « r/
Et
SnC&Grvl C C i
O C4V P 1SC 0 2& t ;
2 . � V,ater Title _
cZ
SEs -
E 4 it 6
3
c0
its46 . — - 3 tseeeisee-eese
S` /
dC -
18
- •
34 .'
32 2
30
28
2€ .
2- 1 asses
22 y y
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ie 40 eireite S •. . /11r`,�117 'r' r 1:2 rr#.. `,eF9f l941#474-Air
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• X f � . .ems �F t' - t te- - ...�
-i " : E 6 1C 12 1416 It Zs:. Li. 4.- .. ia7n323436. 264C42444648ECE2E.: S6E86C62E4 E87C72747f. i-88Ce22.486e8
Scale r Feet;
Profile Data
�n n - - - — Soil UnderSep e t 1 Let Extreme X Left Ext Y X t Ewe Y
Number Segment
- + l . - -
Ir 0 20 10 20 1
21 10 20 27 37 2
_-- -- - -e- --- - - ----- - __
3 27 37 40 47 2
4 40 47 51 51 2
5 51 51 52 54 3
6 ' 52 54 59 60 3
7 59 I 60 80 60 3
S 51 51 80 51 2
9 10 24 80 20 1
Soil Property
28-Feb-20 Page 1
STABL for Windows 3.0 - Results
Name : Bearson Existing Profile # 1
res I SaturatedI Soil Wet [Tait Unit Cohesive Friction I I Pressure Water Re
Soil Name
Number Weight Weir , intercept An* Head Table
1 1241 134 500 22 0 0 1 Cly Stn
2 118 131 0 44.6 0 0 1I Snd&Grvl
3 114 126 150 28 0 0 1 ClayapSoti
28- Feb-20 Page 2
Results
STABS, for Vin ows d 3 .0 is
,.,-
Name : Bearson Existing Profile # 1
All Surfaces Generated
Problem Bearson Existing Profile # 1 - FS Min - Spencer = 1 477
72 - -- - -
70 Sods Cohesion Friction
EE Angie
Cry Stil _CC ,7 :. C
et
San Sr, CC 44E64 t
s l Ciep?pScii 1 . C C 2S C
Winer 'able
-Ins Clot Surface
ce
Surface 2
C :
Sw face ?
c= S� fece 4 '
J
Cl Surface t I
`r Srace .
4e Surface 7
a; S:ntacs 8 .
44 Sea Surface y i / j/,
2 • __Surface IC • / i
----- / ,-
4 : , , - "1 ,,_ _suee ,
ft-
11
,• •
^^ e
LL .aa '••••
13
t£
is
I ;
12
V
3 /� p a
4 -; = i • 14 le
C ' „" 142t s ' .b-'aw 1 ' 1 4C 4: 4aiF4f:514. at 'b# ' €s CEtt 70 72 .S2. 1.4 C E 1C t� t . .c 1 ,. :0 2224 25 2i .c _E _ : _ ... L
iScaie r Feet;
10 Most Critical Surfaces
Problem Bearson Existing Profile 01 - FS Min- Spencer = 1 411
• �.Y-_w .r�� sr • -. - -r___' . • -_--�_.-. .�_w. --�-_� .w�-�_-. --af_� mss..�•-.��._- �+w- --a.� .•��_ - ---fit.- - -.--�-1
sods Cahesr'on Inchon
_ 4 i w Angle !
'� i
Se. allIS Csy Stn 1:4C Ca V, :2 0 I
Sne&Gry 0C se6 1
="etY rrCSce ISO C 2$ 0 1
- :.ater labia
60
-- -- Crttx_at Surface . . . . . . _
,f8 Surface 2 '
tea i SSur!sz e 4 I `
15
`2 - - Surface f /
sC Sur+ace I I
46 -- Surface ' - . . ; . .
♦s_ - Surface 8 i
4: Sat face 9 1 .67
•
4i --'Statics 10 I"
�/
4:
so ./
"
:4 /
7,
lit
2S
24 -a.r
14
♦♦
2^r
18
1i
14
I
44
a
D .F -4 C 2 4 € e 1C 12 V4 le 18 3C n 24 a 2$ 7Q j4 s4 le 1^ 4244 1 42 t : t : ' h ct !t et f7 !tee 6s 7C 72 74 ?e 78 SO 82 vj m es
Scale T. Feet
28-Feb-20 page 3
if STABL for Windows 3.0 - Results
Gss Name : Bearson Existing Profile # 1
Factor of Safety i i istogra m --
Gtstritut.ur of F octets Cl Set - ,
1
{
$ I
1 i i
J1ilti1_ _ I I 1 111
•
Factors of Safety of 10 Most Critical Surfaces
Surface
Factor at Safety
Number
1 .477
,
2 1 .499
3 1 . 524
4 1 . 536
5 1 1 . 548
6 1 . 558
I
7 1 . 566
8 1 . 582
9 1 . 592
10 1 .594
28-Feb-20 Page 4
Problem : Profile 3 Lab Value - FS Mm - Spencer = ,1 . 332
T 1 r 7 1 I 1
• h 1 1 1 1 1 I 1 I 1 I 1
9 Soils Cohesion Friction • , - -- - T 1 1 — r I T r e'
Angle 1 1 I I f 1 1 , 1 1 I
em a a a a 1 1 1 1 1 1 1 1
- 1 J L _ _ -1 L I l r
J t
~ 1 1 1 1 a 1 1 I 1 1 e
C'� y Stone ECC . 0 22. 0 1 1 1 1 1 1 1 1 1 1�+ r ,�•�
I 1 1 1 I 1 1 a
ynd w grid 44.6i 1 1 a 1 1 1 1 1 1 1 a a
q a 1 I 1 I 1 1 1 I 1 1 1 1
"+ j ','v"ate--r Table 1 1 1 I I I I I I I I 1
�} r� t �a p - - - .4 + I 4 I- -I 4• I + F 4 /-
• ' s s' 'r�. Critica I SU rf a chi 1 , 1 I 1 1 i 1 a 1 1 a
1 i e e 1 1 1 1 1 a 1 1
7 0 L e 1 . _ L. J L ...! 1 I J L. ..I L I 1 L J L _
I I 1 I I I I a a a I a I a a 1 a a
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( Scale in Feet,
- 7 0STABL for Windows 3.0 - Results
g .. .-. : Name : Profile 3 Lab Value
nes asse-- DATA SUMMARY
Problem Profile 3 Lab Value
9C Sods Cohesion F action
Angie
S- ' 0 CtyStcne S00C 22A
SC 0 Sndv; grvl QC 44 £
-Pc Tide
1 -
-IC
pE
cc
EC 1 O
Sc 7
art
2 /
-y
J
r -
.-
-us
Lc .
2C casts _1
ril 0
1 :
tC
C
C
C
• 1 C
4C
• + -
•2C
-2f
- IC C IC: 2ti eC 7C Sc 1 • - ? :. _ I ZL 1 LC 1 , 1 _ ,.
' Scene r Feet .
Profile Data
&talent Soil Under
Left Extreme X Left Extreme Y Right Extreme X i Right Extreme V
Number Segment
-.
1 0 20 20 20 1
2 20 20 52 . 2 47. 2 21
3 52. 2 47.2 148 47.2 21
4 0 20 148 20 2
Soil Properties
S Wet Unit Saturated Cohesive Friction Pare Water
t Una Rn Table Soil Nxme
Nester We
ight wets Intercept A
1 i 124 134 500 22 0 0 1 ; Cly Stone
2 118 131 0 44.6 0 0 1 Snd w gni ,
28-Feb-20 Page 1
STAB', for Windows 3.0 - Results
GSS Name: Profile 3 Lab Value
All Surfaces Generated
Problem Profile 3 Lab Value - ES Mtn - Spencer = 1 332
x sets Coliseum Friction
Angie
Cty Steele !CO C u
'-� Sri n gr. ' C C 44 f
MIS net "sue
;:r* cei Surface
Surfs:* 2
rc Surface 3
cr
Sur face 4
Surface S
cc Surface 6
c r S tina4!
Sterface
s
Starlit* ft
Surface 10 /4::111
i
- Zoe",
Mf
—
t t
tC.
L
• —
-
1 �
` -
R , r4 ry • :AL f i LC; :li s! i;
. .aY. v P411 .
10 Most Critical Surfaces
Problem Profile 3 Lab Value - FS Min- Spencer = 1 332
Sods Cohe sort F rtcton
Angie
cPyStctit SCC0 22C
a;' Sr.d r, prat 0 0 14 6
lc :'sates sate
Cncsl Surface
7r Sur fact 2
Cr Surface
Surface
•
>rr Surface f.
< < Sur tact b
-- Sur*ace
Cr
--- sus fate 8
$1 - Sv'ace 9
c� 'Ace 'C2t sele
. .- - - - -- - -- -- - f,
s.
21
1t
ti
•
J
. '1
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1c
s.
:C 'C u SC 60 70 9C ICC I IC 12C t 'C t:, /S3 icC
Scale r Feet
28-Feb-20 Page 2
STAB ' , for Windows 3 .0 - Results
Name : Profile 3 lab Value
Factor of Safety Histogram --
Distribution of Factors of Safety
1£
IE 14
12
IC
1
-
. .
r
f �
€ I
( �t
1
i
1 .__ _
0 -
Factors of Safety of 10 Most Critical Surfaces
I Surface 1
Number
Factor of Safety
1 1 . 332
2 1 . 3981
3 1 . 465
4 1 . 476
5 1 . 484
---
6 1 .492
7 1 .532 I
8 1 . 54
9 1 . 543
10 1 . 561
28- Feb-20 Page 3
Problem : Profile 5 Lab Values - FS Mm - Spencer = 1 . 989
1 i a I i 1 1 I lr 1 re
;«. .....r..,. _..� ', '�' r _.t r awn ?.
i 11
+ �-yii —. �-y8 `• • �s • 1 1 1 1 I I I I I I 1 I
Soils Cohesion Friction 1 r I I I 1 1 I I I r 1
1 Jr .. .. .. w . Lr ... ., .. r J . .. � .» r L I .1. .. L. — .., a - J L .J i 1 ..
Angie• i A I 1 1 1 t I 1 1 1 1
1 I I 1 1 I y t 1 1 1 1
9 C t Fi'g'`' "1 ti �y [; �y [ n I 1 I I I i a 1 I I I
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.,,�,
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en c
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.e..„,q..
�r h , STABL for Windows 3 .0 - Results
clit g Name: Profile #5 - Lab Values
DATA SUMMARY -- - --==
Problem - Profile #5 - Lab Values
1 (.`_
Sods Cohesion f mho('
ICC Angle
9= ® Cly Stone SC C C 22 0
O Snd .vgrvi CC 44 €
9C CILOU
Cray 'Sty IcC C 2S
Sf .', ate% "at*
8C
jc • Z
r7C 5 ---O
t
• S
�
EC
4
EC 77 45
4C 27
lc J
7C
.,r i
L _ _
IC .� $
« .
14. ai♦ 1 - . •
�. r . ' t �• � #156,..A .."'K/� � �t Y j w �• ii t•.'1.�� ✓ • � l "per ? r r ..• 'T. �' � . - _-_4-Irle74.ill-- - - ,li i r te' +'' / f-gy ee.Y' .- 1d r / ,�. 4r a 7� -14 ,� f .� fir • ii:/ 4 •
ir et'eeiror /ett. Orna-tier-Ve.," "c• •b ./ �{, : ',V,.~ p'f� ,r 10 l �` ld j:, /if/ + ♦
t - i " tit..
aT- S it d ♦ s e e� /.1.471,1:0!l III"` ' 7 irt- ei6f lift -Z J 1.10 •
_
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."://Asf//f/ / / :o 'Zleir/Z / t. r'./ .tn- e.
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1 , gyp /7 stt. 0, , ,_ .
tit -e.:, 1
.re/
• t if,. . . :. ice * • .?
- 1 z, G IC 30 4C _ cu, 7C et 9C ICC 11t 1 'c 1 :1 ,; 16C l € C
' Scale r Feet .
Profile Data
Segment
I Soil Under
Left Extreme X Left Extreme Y Right Extreme X Right Extreme Y
Number Segment
---4
1 0 20 i 20 20 1
2 20 20 70 i 53 2
3 70 53 87 53 2
4 87 53 88 61 2
5 88 61 106 61 2
F-- - , - ----- - --1
6 106 61 108 71 3
� _ -__ ,
7 108 71 148 71 3
8 ! 106 61 148 61 2
9 20 1 20 148 20 I 1
Soil Properties
........ ... . _. ___
28- Feb-20 Page 1
STABL for Windows 3.0 - Results
Name: Profile #5 - Lab Values
Saturated -
Sod Wet ( nit j Cohesive Friction I Pressure Water T
Number Weight Unit Intercept Angle ` Head Table Soil dame
Weight
1 124 ; 134 500 22 0 0 1 Cly Stone
2 118 131 0 44.6 0 0 1 Sndwgrvl
3 114 126 150 28 0 ! 0 I 1 9!{s1tY
28-Feb-20 Page 2
STARE for Windows 3.0 - Results
Itiir,fl Name : Profile 05 - Lab Values
� :�. . ::a r„ MI Surfaces Generated - �- _-r
Problem Profile *5 - Lab Values FS Min Spencer = 1 .989
1 Ci
Sods Cohesion fr+cbon
t CC Angie
9≤ Cti Stare f.% 0 2t C -
;,C Sri r.• gr.; 0 0 446 .
C.!• ist;. 1SC 0 0
E`- Warn ate
sec sois Circa, Surface ,
Surface ? •
Surface 3
70 • si,rtatt 4 " -
Surface
t` Surface € /
ft -. Sur!ece 7 . _
cc aSurface S -:
- -
• aSurface 9 t �,. � /
fit. SOUK* 10 ;.�. />7tiC
111
ti
... - • t .. 1rJr A►w�.a Mir '
.. .-. , [. •. 1s- _ .v im
^:at — - -
es
If
10 ,
-
C
A
- 1C .
- Ic
- 1C C it ?C 4 �L a 7C EC SC 100 110 12C 130 140 ic-C 1r;,
* Scale r Feet
10 Most Critical Surfaces
Problem Profile 45 - Lab Values - FS Min - Spencer 1 989
Soils Cohesion fiction
1
Awe
V - ClyStone c0CC 2. 0
Seel bpd Qr:+ CC 44C '
Chi r stY 1 .SC C .la v
C`- ;'eater 'at+*
V -• Cttcal Sid taCe
SA+rfate
7c Svface 2 '
IC Surface i /,
- Suwtace ! •4c Sur fat* t
-7f SW fate 7 ft"
sue taCa E r
cc �r ,t
Su-late 9
cC Sur+het 1C 7 -<
it
"C
%�—_
it
1C
C
C
tt
- 1C .
- 1`
sit: C IC 2C '0 40 ¶0 £C 70 EC 9C 1CC 11C 12C 1 'C 1t0 1fe veil
Scale r Feet
28-Feb-20 Page 3
f • STABL for Windows 3.0 - Results
Name: Profile #5 - Lab Values
Factor of Safety Histogram
Desirtutior of Faders of Safety
26 -
24
22
2C 4
le
14
12
IC
4
2
1 .8 L L 24 E p '-2 ? t
'.8
v � •� S.
; FS '
Factors of Safety of 10 Most Critical Surfaces
Surface Factor
Number a S
1 1 . 989
2 2.052
3 2.055
4 2. 107
5 2. 112
6 2. 131
7 2. 138
8 2. 155
9 2. 156
10 2. 166
28-Feb-20 Page 4
ProIem : 51 Foot 1 . 250. 1 Analysis - Lab Values - FS Miry - Spencer = 1 . 411
lac • - 1
.. . , T
T
f • r •' 1 1 1 1 1 I 1 1 1 1 1 0
Soils Cohesion Friction I I I 1 I , I I I 1 1 1
100 •
J L a J. 1 J. L. J L J J.
Angle I •1 •1 •1 •I •1 1 1 1 1 1 0
1 •1 •1 •1 •1 1 1 1 1 1 1 M
Id a _ . . My S•tona ECC . 0. 22. 0 ; ; ; ; ; ; ; ;
�I 1 1 1 a , 1 1 a a 1 a r
Sn d vii g re. I O . C 4'4 . - 1 •1 1 1 I 1 1 I 1 I I 0
90 — 1 r at T I T r '! r _t T 0
Ia�It Q � � . 2 . � 1 1 1 1 1 1 1 1 I 1 1
ev7 1 1 I 1 1 1 1 1 1 1 1 0
. F f G J L J 1 1 .L L J L a I. I
'�'�v' ate r is b I 1 I 1 I a 1 r , 1 1 1 1
r 1 1 I 1 1 1 1 1 1 1 1 I
80 Critical w u rfa ce 1 1 i 1 1 1 1 1 I 1 6
p r 1 1 I I i 1 , 1 I 1 0
Surface 2 1 •I •1 •1 •1 •1 •I • I 1 ,
1 1 1 1 1 1 I 1 I 1 1 I
C �•'s a - .. .,I w• .4 ; - - _I_ .. . . .. - 4 1- 4
P + I
Surface ti. 1 I 1 i I 1 1 I 1 1 1
I II I I r I r y 1 1 1 I a
, arnakettsern.
I 1 I 1 I
Surface F 1 I I _/ 1 1
re i t 1 1 I 1
— I
r -� - - t I
S urface � -
•M r 1 •1
1 1 H
€0 . Surface7 - r - I
_ _ .-.,�.*, Curfara $ 1 1 •
.
surface9 ; ; ;
1 1 r
�.� s urface1 �} - - - , - - _ - T
t . . r . 1 1 1
, 1 1 a a 1 1 ti,d 1 1
L a J. 1 J L. - _,e' . ... i I
I I I I I I 1 I
I 1 1 1 1 1 1 I
40 1 1 1 1 1 1 1 I
1 1 1 1 1 1 1 0
1 I 1 1 1 1 1
4, r —s T 1 1 _sit - - T . . . . .1
... �.
I I I I I I I
1 I I 1 I I I
30 - L a , I J ., J. I
1 I I I �„ 1 1
I
r'� F I 1 I I _ ,r• •'-.- • ' S I I lab 4`- I I 1 I swr t . :. 1 I
1 I 1 1 1 I
2 0 1 1 a t - ....... .4•solaranyean• tooneli.SPASS•••••••ES Sea *Ass samenser rfleal0S.AMPS...INS •••••••••••••~ _ 111.4snilare eit
1 1
I 1
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1 1 1
10 . ... r r — _ _ _ r T I
I I I
1 I I
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I I I
1 11 4
1c - r - I- - T
I I I
I I I
_ 1 - - � _ _
C a .. J. 1
S 1 i I 4 l • i -
-18 C 10 20 30 40 50 60 70 SO go -1 CC 110 120 130 140 1c0 160
i Scale in Feet
. -_ .t .
r •
. . __ , STABL for Windows 3 .0 - Results
lit
o Name : 51 Foot 1 .25 :1 Analysis - Lab Values
DATA SUMMARY -- _ ...
—
Problem 51 Foot 1 25 1 Analysis - Lab Values
1v _
Soils Cohesion Friction
ICC Angle
y= o C y Stone SOO.C 22.0
0 Snd w grvl 0 0 44.6
Clay/sy 1541 280
Water 'able - - -
ft
;c . . . . . 4
4
t
CC O
' t
4[ 7 /
t ��
C
c
lc
it,
. s - -- -2C •_..mot �. .,, ./..e.,-
1fy�".P r yy �Je i/�rr' 1' ..'flyT, !�f''f fJ-{.•-ey-7- /2.4-../.�4:47�/j�(y-.�+ j , �'�1�'j ,�rY_,Ar •P'T `7 .. j _ /ACC
's . . .. . _ ,
: .øø7474 /tS7cøø',
.r .. f7r4 " ens _.0 i'r,'. I 1 t�`T.f all I`�. f A s�`IC ' 4 /.17/121.4rerifOlita_f , ...ore/In: le/. _ ,/ / or/ • f•tor," I:I dr,Zeir-i: j; -11.9, . - • / 31 Aeder1:10119,67:01/501 /ditafir 41.1J
C , . 1:'•‘:" " -.' . '' ''' neiratele:119/17,144..1 1;924072ertife<1,11- Ai" lir* - ://iests.;_deer tegt474154t ten.. - Altils?:a 154:
.. , ' . T'., ,flitteljeisy.,/,,ttedr.01,07 itiet."...Sieffrir. air - . "Ai . .0.erfp, • . Of.. *9177/71:44,4,17, .
. - a -/ - fer_41 di 4099149. - iffilljet;0" 57 '
.c - 4 417-yomi:711f.rir _ .'"..e dr, e Or "icy'Jiyiedetteen;7777-it":0602.8471,44771 0 777 attve 7444;670),:er , , .
: jeltricel(fi;>t ' - . 1 71/7"/ 't
Cif471 "irlitl "it 41, edi err ;4,7 . ' -— 4/1194, air 11)kW s;ar .rieJor f 911/500:tkir
_, �;�' 3 #-47177/1712#
I t .,� - *i� �,rf
• 1C C 10 'C 30 40 f EC IC :C IC 1CC 11C 13C 1 :4, t `_ G � C
.Cale it Feet:
Profile Data
r r
Segment Lett Extreme X Est Y Right Extreme X ' Right Fxtreme Y Soil Under
Number I I Segment
1 0 20 20 20 l
* — -+_ - --- ---- - -- --- - - - - -- - - - ---- - - ----f- -- - .-.._. -- -
2 20 20 70 61 2
- • t ,
3 70 61 83 . 75 71 3
4 83 . 75 71 146 71 3
5 70 61 146 61 2
6 0 1 20 1461 20 1
Soil Properties
Saturated
Sod Wet Unit Unit Cohesive 1 Friction Pressure WaterRe Soil N
ast
Number Weight Wei t Intercept Angle Head Table
gh
1 124 ` 13 tit 500 22 0 I 0 1 Cly Stone
.
__._ _ ____ _ _ __ _ _ . _ _ ____
28- Feb-2D Page 1
STAHL for Windows 3.0 - Results
Name: 51 Foot 1 .25 : 1 Analysis - Lab Values
_ - -- -,- ______
--- _—T-. _ _ -
. SatUrate�i � 1 � ,
I
Water Soil Wet Unit Unit Cohesive Friction Ru Pressure ' I Name
Number Weight we, t Intercept Angle Head j Table I F- I2 118 131 0 44.6 0 0 1 Snd w grvl
3 114 126 t50 ; 28 0 ` a i C'#ayls#ty
28- Feb-2Q Page 2
STABL for Windows 3.0 - Results
r3SS Name: 51 Foot 1 . 25 : 1 Analysis - Lab Values
All Surfaces Generated
Problem 51 t- ool 1 25 1 Analysis Lab Values FS Mtn Spencer = 1 411
�C.
Will
ICC
AnQIS,
t, sus SOO G C
Sta Vie! C 2 as f
Usy'nt 1_a ^ 2e 0
" Ella *a* its
7C -
e0
c5
41
AC J/
21
iZ
1C i • t - - .
C
- 1C .
. 1t
. 1c C lc 2t :?C at SC IC SO iC lac 112 1:C 1 'C 1 i "C e c,
► Sca r. Fitt
10 Most Critical Surfaces
Problem 51 Foot 1 . 25 1 Analysts - Lab Values - FS Min- Spencer = 1 411
Sods C ohe s ion i t sc tton
1't - Angle
Cyr Stone 500 C « C .
Srd r. 9r-et C 0 34 8
'C Cloy/sty 1 C 28 0
Water `stile
c�
IC
a . r
4C
i4 .
!C - •
sf �J
25
IC
• 1C
• f`
• • 1C C IC 'C 1^ CC it 74 Pti 4C !OC 1 /: 12C Ile tic irf 1%:,
t Sulk? r Feet
. _ _ _
28-Feb-20 Page 3
•
STABL for Windows 3 .0 - results
. ss Name : 51 Foot 1 . 25 : 1 Analysis - lab Values
Factor of Safety Histogram
Liat►ibutior of Factors of Safety
p
I
I
fj fI i ' r
l 1
�
1
. 1 '
# _ 1 _ I j 1
` C
( FSV
Factors of Safety of 10 Most Critical Surfaces — —
r-
{ Surface
Factor of Safety
Number
-
1 1 . 41 1
2 1 .464
3 1 .49
4 1 . 502
5 1 . 5O6
6 1 . 572
7 1 .609
Y 1
8 1 .651
9 1 .67
10 1 .672
28- Feb-20 Page 4
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