HomeMy WebLinkAboutCANYON VIEW ESTATES S12545Onsite File
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Pannone Engineering Services LLC
Steven R. Pannone, Principal
Registered Professional Engineer
E-mail: steve@panensak.com
February 6, 2020
To whom it may concern:
Subject: Canyon View Estates, Phase I and Phase II
Cover Letter
This letter is to introduce the proposed Canyon View Subdivision. To document the suitability of this tract,
the Developer, Pannone Engineering Services, LLC (PES), S4 Group (Land Surveyors) and Travis/Peterson,
Inc. performed extensive investigations over the past nine months. The attached Drawings, Soil Reports,
Drainage reports and Environmental Evaluations document our efforts and prove that this Subdivision is
suitable for the development of Residential homes, and the approval of the proposed new subdivision of
T12N R2W Sec 30 Lot 4 REM, T12N R2W Sec 30 SE4SW4, and T12N R2W Sec 31 Lot 1 to create Canyon
View Estates, Phase I and Phase II should be granted.
PES and the Developer researched existing soils data for these existing tracts. We discovered that Mr.
James Roberts, P.E. performed an extensive soils investigation in 1983 and determined that these tracts
were suitable for development of residential homes. Mr. Roberts report demonstrates that there was no
bedrock encountered at his maximum testhole depths of 16 to 18 feet. His report is attached. PES and the
developer excavated 26 test holes in the autumn of 2019. These test holes had water monitor tubes
installed and a Percolation test was performed at each location. The most current revisions of this soils
investigation is also attached to this letter.
S4 Group surveyed the area and created a proposed plat. Travis/Peterson Environmental Consulting, Inc.
performed Wetland Delineation in conjunction with the US Army Corps of Engineers. The Proposed Plat
and Environmental Report are attached.
The area where the subdivision is to be dedicated is located on a mountainside slope near Glenn Alps.
While the test holes and related research show that the site is suitable for development, autumn weather
patterns did produce certain anomalies as detailed below.
Per the National Weather Service station "KAKANCHO286" located at Glenn Alps there was 7.50 inches of
rainfall in September and 3.69 inches of rainfall in October of 2019, for a total of 11.19 inches. This is
more than 2/3 of the annual rainfall on an average year in Anchorage. The fall of 2019 was very wet. The
proposed subdivision is located in a "Recharge Zone", and is subjected to rapidly fluctuating ground -water
levels with a significant rainfall event, more so than groundwater in a downhill zone. It is highly likely that
groundwater monitored in October of 2019 was higher than a typical seasonal maximum for this area. All
groundwater monitoring levels shown in the attached soils report were taken 7 days after the test holes
were performed, and groundwater levels show this site is suitable for development.
Mailing: P.O. Box 1807 Palmer, AK 99645 S 12 5 4 5 APR 012020
Telephone: (907) 745-8200 FAX: (907) 745-8201
Page 2 of 2
Due to a rapid temperature drop at the end of the soils exploration the roads became icy and it became a
hazard to demobilize the equipment from the work area. To avoid taking any additional time and risking
accidents with equipment, the percolation test benches at the test holes were left uncovered to be buried
after breakup in the spring of 2020. The ground in the benches subsequently froze and could not absorb
runoff that entered them. Groundwater was monitored after 7 days during the very wet autumn period
prior to the freezing conditions previously described. Groundwater was observed to be below the level of
those benches as shown in the soils report, with half of the holes being dry. Additionally, percolation
rates found in the test holes are shown in the soils report demonstrating that the soil is not impermeable.
Water that was observed "seeping out of the surrounding topsoil' is likely meltwater flowing from above
the frozen topsoil and not percolating through the now frozen soil exposed during excavation. That water
is surface water from a significant storm event, and therefore more easily mitigated. PES will ensure the
percolation benches are filled in the spring and groundwater is monitored again during the seasonal high
groundwater period in May of 2020.
With several small ephemeral runoff channels and terrain typical of the surrounding mountainside
developed lots, proper care must be taken by the builder during development to avoid trapping
meltwater and rainwater just as it was during development of Spendlove View Heights Subdivision to the
northeast and Hocker Subdivision to the southwest - along with many other hillside developments on the
Anchorage Hillside. The soils and suitability for development in this area is in fact better than many areas
developed in Anchorage such as much of Rabbit Creek View and Heights or many flat silty pockets on the
mid -hillside. The proposed subdivision is suitable for residential development and meets the
requirements set in AMC 15.65, Title 21, and the Anchorage Stormwater Manual as shown in the attached
engineering reports and documents.
The developer is continuing to study the drainage patterns and hydrogeology of the area to ensure that
home sites are properly designed to limit impacts to both the proposed homes and the surrounding areas.
Additional groundwater monitoring readings will be taken in the spring of 2020 to further demonstrate
development suitability.
If you have any questions or concerns, please contact me at 907.745.8200.
Sincerely,
Steven R. Pannone, P.E.
Owner/Civil Engineer
Mailing: P.O. Sox 1807, Palmer, AK 99645-1807
Telephone: (907) 745-8200 FAX: (907) 745-8201
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021.
Soils Report
Engineer's Soils Report
Canyon View Estates, Phase I
Lots 1-13, Blockl
Lots 1-7, Block 2
S-12545
Municipality of Anchorage
Prepared for:
Hulquest Homes, Inc.
12570 Old Seward Hwy, suite 204
Anchorage, AK 99515
S4 Group
124 E 7th Avenue
Anchorage, AK 99501
Prepared By:
Pannone Engineering Services, LLC
P.O. Box 1807
PALMER, AK 99645
P.O. BOX 100217
ANCHORAGE, AK 99510
Submitted By:
Steven R. Pannone, P.E.
Principal, Civil Engineer
4 August 2021
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021
Soils Report
Engineering Report
Project Description
This soils report is to identify the suitability of the soils on the lot for an on-site septic system.
The subject lots are the proposed subdivision of CANYON VIEW ESTATES PH1 & PH2 LOTS 1-27.
This report will detail the soils encountered during the soils investigation, existing topography,
impact to surrounding wells and septic system and the suitability of the soils encountered for
the use of an on-site wastewater disposal system and water supply system. The lots range from
approximately 1.28 acres to 11.5 acres in size. The lots are currently undeveloped.
Soils Investigation
This tract of land has had two very thorough soils investigation performed over the past 30
years. In the summer of 1983, Mr. James Roberts, P.E., R.L.S. performed 24 soils test pits, the
test pit locations are shown on our overall site plan in Appendix A. His report is included in this
report as Appendix B. The location of Mr. Roberts soil test pits are noted on the attached
drawing. Mr. Roberts' test pits verified that there was no bedrock in this area to a depth of 16
to 18 feet below the ground surface. These test pits did included the identification of ground
water static water levels discovered during the excavation of the test pits. Mr. Roberts report
did not include seasonal high ground water levels nor soil percolation tests.
The Municipality of Anchorage expanded the Canyon Road, which bisects this tract of land. The
MOA hired Lounsbury and Assoc., and Shannon & Wilson, Inc. to perform the soils exploration
for the road upgrade. The Soils investigation found similar soils to both James Roberts, P.E. and
what PES found. Additionally, the borings extended to a depth of sixteen and a half feet (16.5')
below the road grade. The borings did not encounter any bedrock. The ground water levels
were monitored in May of 2016 (Season high ground water month) and found the water levels
to be approximately five to ten feet below ground levels, where ground water was found at all.
Some test borings were dry. The MOA soils investigation is contained in Appendix C.
Pannone Engineering Services performed a soils investigation on October 2, 2019 through
October 11, 2019 throughout the proposed subdivision. The intent of the investigation was to
verify the percolation rate of the soils and to obtain seasonal high ground water levels. The
verification of bedrock depth greater than 16 feet was verified by Mr. James Roberts, P.E., R.L.
S. The test pits were excavated by White Raven excavation using a Komatsu 160 track
excavator, and were excavated to the maximum extent of the excavator or until refusal. On
October 6, 2020 through October 8, 2020 Pannone Engineering Services performed additional
soils investigations, verifying the lack of bedrock to 16 feet in each of the 2019 test holes, and
performed additional soils investigations to verify the percolation rate of the soils and obtain
seasonal high ground water levels in additional locations due to reconfigured lot lines in the
proposed subdivision. The test pits revealed a variety of soils as shown on the attached Soils
Logs for each of the proposed subdivision lots. Water monitoring was conducted on all 33 test
holes on October 11, 2019. Additional water monitoring was performed in May of 2020.
Groundwater was monitored on the new test holes on October 28, 2020.
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021
Soils Report
Topography
The proposed subdivision is characterized as sloping terrain and is on the north side of a
mountain valley. In general, the entire area starts sloping down from the northeast to the
southwest (see attached subdivision site plan). There is a gently sloping bench, adjacent to
both sides of Canyon Drive that provides an excellent area for home sites without requiring
large cuts or fills that are typical of steeper hillside lots.
Existing water and wastewater systems
The lots are currently undeveloped. There are developed lots to the northwest of the proposed
lots. Lots 14, 15 and 16 also have developed lots to the east. The existing water supply systems
are private wells and have a 100 -foot protective radius around them (i.e. a new wastewater
disposal system may not be located less than 100 feet from these private water wells.) The
documented wells are far enough back on the lot that their protective well radiuses do not
affect the proposed subdivision lots. The surrounding properties also do not exhibit shallow
bedrock conditions, further proving the viability of this subdivision and that bedrock depth is
not a concern.
Surface water
Rabbit Creek runs from east to west to the south of the proposed lots. There are ephemeral
drainage ditches on Block 1, Lot 9 and along the lot line between lots 10 & 11, and 12 & 13, and
also on Block 2, along the lot line between lots 6 & 7. All required separation distances have
been observed.
Engineering Criteria
PES conducted twenty-six percolation tests on the proposed lots and found a percolation rate
varying from less than one minute per inch (<1.0 mpi) to over one hundred twenty minutes per
inch (120mpi).
Based upon the soil test results there are several options for systems that could be installed on
all of the lots with the exception of Block 1, Lot 1, and Tract 1 that will require platted AWWTS
installation (included in the design packet). However, additional testhole and soils investigation
have the potential to find more suitable soils on these proposed lots, at a later time. There are
no steep areas within the respective reserve areas.
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021
Soils Report
The table below has the testhole depths, percolation rates and depth to ground water on each
perspective lot in the subdivision.
BLOCK, LOT
TH #
TH DEPTH
PERC RATE
GROUND H2O
LEVEL
REQUIRED RES AREA
81,11
TH1
16.0
70.6
6.9
PLATTEDAWWTS
B1 L2
TH2
16.0
>120
1.5
N/A
B112
TH2A
16.0
4.1
1.0
10,000
B1 L3
TH3A
12.0
16.8
0.0
14,000
B1 L3
TH313
16.0
14.8
0.0
14,000
81 L4
TH4
16.0
1.0
0.3
10,000
61 L5
TH5A
16.0
1.9
4.0
10,000
131 L6
TH6
16.0
2.8
0.9
10,000
Bl L7
TH7
16.0
2.1
0.0
10,000
B1 L8
TH8
11.0
3.0
0.0
10,000
B1 L8
TH8A
17.0
2.2
8.0
10,000
B1 L9
TH9A
17.0
2.2
12.5
10,000
B1 L10
TH9
12.0
3.0
0.0
10,000
B1 L10
THIO
16.0
3.1
2.4
10,000
Bl L11
TH11
16.0
3.1
1.0
10,000
Bl L12
TH12
16.0
2.3
0.5
10,000
61 L13
TH13
16.0
1.3
0.3
10,000
81 L13
TH14
11.0
4.1
0.3
N/A
TRACT 1
TH15
16.0
75.0
0.2
PLATTED AW WTS
B2 L1
TH24
16.0
39
0.0
*16,000
B2 L2
TH25
14.0
10.1
5.2
12,000
B2 L3
TH26
16.0
9.2
7.4
12,000
B2 L4
TH27
16.0
12.5
4.25
14,000
B2 L5
TH28
15.0
2.3
2.5
10,000
B2 LS
TH28A
10.0
2.1
8.0
10,000
B2 L6
TH29
16.0
3.76
2.75
10,000
B2 L6
TH30
12.0
35.6
2.75
*16,000
62 L7
TH30A
16.5
3.8
6.0
'10,000
TR 2
TH34
8.5
2.6
3.9
10,000
TR 2
TH33
8.5
2.93
2.6
10,000
TR 2
TH32
14.5
0.5
2.8
10,000
TR 2
TH31
14.0
»120
N/A
PLATTED AWWTS
* Per the lidar level'contours, Block 2- Lot 1, Block 2- Lot 6, Block 2- Lot 7, and Block 1, Lot 9
each may have small areas that exceed 25% within the septic reserve area. The septic reserve
area is shown larger than the stated square footage to accommodate the approximate area that
exceeds 25%. Septic systems in this area can be designed to avoid the steep slopes or to meet
the steep slopes provision in 15.65.
Site information
The Municipality of Anchorage (MOA) Regulations (15.65) govern for single-family homes.
These regulations require a minimum of four (4) feet vertical separation between the bottom of
a soil absorption system and ground water for a conventional wastewater disposal system, six
feet (6') to bedrock or other impermeable layers (tight silts and clays) and must be located
greater than 100 feet horizontally from any surface water (Creeks and ponds). Additionally, the
accepting soils must have a percolation rate of less than 120 minutes per inch. A lot must have
room for a primary and reserve soil absorption system. Advanced treatments systems have
been approved for use by the MOA and have approval for much smaller separation distances
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021
Soils Report
than conventional systems. Advanced treatment systems are an option for development of any
of these lots as well.
Water Availability
Based upon surrounding lots in the subdivision there is availability for a private water system
on the proposed lots. A survey of the well data from the surrounding lots is provided on the
table below. Data shows ample water availability in the lots surrounding the above referenced
lot. A majority of the wells in other sections of the subdivision are bedrock wells with a depth
to bedrock ranging from 70-150 feet. Further reducing any concerns for shallow bedrock within
this development or the surrounding areas. No major geologic changes to the area have
occurred to affect the existing aquafers since well before settlement of the Anchorage area and
tend to happen over larger time -spans than are of concern to this subdivision. Earthquake
related changes to individual fissures that have an effect on individual wells cannot be
predicted in the same way as a whole aquafer. When you look at historical well driller logs vs
COSA well adequacy test results the adequacy test generally shows a lower production because
the maximum flow that can be tested for a COSA is the rate that the pump can produce, not the
high rate that a well driller can pump and prove that the well is capable of producing as shown
on the well log. AMC 15.55 requires a report that indicates there is sufficient water available.
Based on the neighboring subdivisions, there is sufficient water available. There are relatively
few areas in the municipality with any type of limited water availability. This is not one of those
areas. This subdivision is located at the top of the ground water area, and there are no
additional subdivisions above this proposed subdivision. To emphasize this we have included
several additional well logs located on the same geologic bench area further than the required
250 -feet.
Legal Description
Well Depth
Well Production
Static
Water
Level
Nitrates
SPENDLOVE VIEW HTS B3 L6
366'
2gpm 1996 / 1.4gpm 2011
46.8'
3-2011 / 1.4 mg/I
SPENDLOVE VIEW HTS 63 L1
208'
3gpm 2002 / 1.7 2008
0'
5-2008 / 4.35 mg/I
SPENDLOVE VIEW HTS 63 L2
45'
30gpm 1974 / 3.8+gpm 2019
+2'
5-2019 / 8.59 mg/I
SPENDLOVE VIEW HTS 83 L3
60'
30gpm 1997
4'
8-1999 / 4.56 mg/I
SPENDLOVE VIEW HTS B3 L4
166'
4gpm 1996
0'
NO DATA
SPENDLOVE VIEW HTS 63 L6
386'
2gpm 1996 / 1.4gpm 2011
21'
4-2011 / 1.4 mg/I
T12N R2W SEC 30 BLM LT 4 W300' OF
N440' OF 5690'
NO DATA
6.94gpm 2008 / 6.8gpm 2013
22'
2-2008 / 2.17 mg/I
8-2013 / 1.72
T12N R2W S31 NW4NW4NE4
225'
4.5gpm 2005
30'
NO DATA
BEEDE 61 L2
—120'
1.7gpm 1993
111'
4-1993 / 1.94 mg/I
HOCKER B1 UA
106'
60gpm 1993 / 6.2+gpm 2021
28'
11-1993 / 2.1 mg/I
2-2021 / 3.16 mg/I
Hocker 132 L4
140
20gpm 1980 / 6.5+gpm 2017
27.3
7-2017 / 2.27 mg/I
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 4, 2021
Soils Report
Hocker 132 L2
46
5gpm 1982 / 2.84gpm 2013
23
5-2013 / 2.84 mg/I
Hocker B2 L1
No Data
2.46gpm 1994
6.5
No Data
Hocker B1 BA
106
60gpm 1993 / 6+gpm 2021
28
2-2021 / 3.16 mg/I
Hocker B4 Ll
153+
2.9gpm 1994
38
11-1994 / 1.82 mg/l
Beede 131 L7
84
7gpm 1982
31
1-1988 / 1.4 mg/I
Beede 81 L5
105
10 gpm 1979
35
No Data
Beede B1 L4
109
15 gpm 1984 / 8gpm 1986
40
No Data
Echo Hills #1133 L1
90
15gpm 2016
41
7-2016 / 2.58 mg/I
Echo Hills 133 L2
180
10gpm 1985
142
No Data
Echo Hills #1 B3 L3
68
20 gpm 1992 / 7.5gpm 2014
18
7-2014 / 2.81
11-2014 / 2.46
S12545 Canyon View Estates Subdivision
PES Response to MoA Onsite Comments August 2, 2021
Comment: Submit data, tests and engineering reports to the Onsite Water and Wastewater Section that
substantiates that there is adequate and safe potable water for each proposed lot and neighboring lots.
All that I am seeing to address water availability is a table of 9 area wells with most flows from the
1990s. I do not feel that this demonstrates adequate water for an additional 20 lots. Please address.
Response: 15.65.405 A-2 states:
2. A site plan and report addressing the following:
a. The location of existing private and public water systems, groundwater wells, on-site
wastewater disposal systems, replacement subsurface disposal field sites, public sewage
systems, storm sewers, bodies of water, drainage features, curtain drains, and wetlands both in
the proposed subdivision and outside the proposed subdivision if within 250 feet of the proposed
wells and wastewater disposal system reserve areas.
b. The location of a possible well and wastewater reserve area for each lot in the proposed
subdivision and within 250 feet of the proposed subdivision. The plans shall show the required
separation distances of each well.
c. Topographic contours. Areas exceeding a twenty-five percent slope shall be delineated.
d. Potable water source separation distances.
e. Known groundwater nitrate levels in the general vicinity (within 250 feet) of the subdivision.
3. The department may require a nitrate impact analysis if nitrate levels are found to exceed five
mg/1 in adjacent wells, or to exceed ten mg/1 for short plat applications.
All wells, septic's, and known groundwater nitrate levels are shown on the site plan and are addressed in
the report as required by AMC 15.65. and 15.55. AMC 21.15 requires wells within 250' of the proposed
subdivision be shown on the site plan. In response to "most flows from the 1990s", no major geologic
changes to the area have occurred to affect the existing aquafers since well before settlement of the
Anchorage area and tend to happen over larger time -spans than are of concern to this subdivision.
Earthquake related changes to individual fissures that have an effect on individual wells cannot be
predicted in the same way as a whole aquafer. When you look at historical well driller logs vs COSA well
adequacy test results the adequacy test generally shows a lower production because the maximum flow
that can be tested for a COSA is the rate that the pump can produce, not the high rate that a well driller
can pump and prove that the well is capable of producing as shown on the well log. Nowhere is there a
requirement for any type of aquafer analysis other than nitrate reporting. AMC 15.55 requires a report
that indicates there is sufficient water available. Based on the neighboring subdivisions there is sufficient
water available. There are relatively few areas in the municipality with any type of limited water
availability. This is not one of those areas. This subdivision is located at the top of the ground water area,
and there are no additional subdivisions above this proposed subdivision. To emphasize this we have
included several additional well logs located on the same geologic bench area further than the required
250 -feet.
To satisfy the requirements of AMC 15.65.405 and 410, the following shall be addressed prior to final
plat approval:
Comment: The most recent Pannone Engineering resubmittal provided a cover page for Appendix A and
Appendix C, but nothing else. Please confirm that references to Appendix A, B and C in the report match
what is being provided and attach any applicable appendices.
Response: Appendix A, B, and C have been attached in full.
Comment: The property lines dividing Tract 1 and Tract 2 into multiple lots have been removed from the
most recent plat received from S4. Please remove these lines from the Well & Septic Plan.
Response: Property lines from S4 Group have been electronically referenced into the Well & Septic Plan,
and should match exactly.
Comment: For the lots where the reserve area requirements are not being used (15.65.410 Table 7),
please address the following:
1. On all design site plans, please label contour line elevations or indicate contour line intervals and
direction of slope.
Response: Design site plan shows the direction of slope and contour intervals.
2. For Block 1 Lot 1, please fix the drainfield width called out on the site plan note (conflicts with design
calculation).
Response: Callout has been corrected.
3. For Block 2 Lot 1, it seems there is adequate room to identify a 16,000 sf reserve area. If you are
providing the design due to the previous comment regarding slopes >25%, it appears that there
would just be short sections of steep slope within the reserve area with a majority being under 25%.
If that is the case, I would accept the reserve area if there are short sections of steep slope but that
would need to be confirmed and stated in the report. This justification might also apply to Block 2
Lots 6 & 7.
4. If you would like to proceed with the proposed design on Block 2 Lot 1:
a. The minimum separation between primary and reserve fields needs to be 6 ft and needs
to be between outer edges of the ERS.
b. A waiver to steep slope is required since the design does not comply with steep slope
allowances in the code.
c. For Block 2 Lot 6, ERS design requires at least 2 ft of filter sand. The profile and site plan
note call out 1.5 ft sand. In addition, the title block for the profile drawing has the wrong
lot number.
Response to previous 4 comments: Reserve area is called out in Engineers Report for these lots (rather
than individual designs) that states small areas of slopes.... See report.
5. Please provide the following note on the plat: A 4 -bedroom wastewater system has been designed
in accordance with AMC 15.65 for proposed Block 1 Lot 1, Block 2 Lot 1 and Block 2 Lot 6. The area
to be used for the wastewater system shall be unavailable for use as driveways, parking areas or
structures. Alternate locations for the wastewater disposal system may be used if approved by the
municipality.
Response: See plat by S4 Group.
6. Based on discussions with the municipal surveyor, we feel like the plat note above addressed
15.65.410C.2 and we all agreed that the designed systems do not need to be shown on the plat. If
they are shown on the plat, the plat would have to be revised if the septic system was proposed
elsewhere in the future. We would like to try to avoid that.
Response: See plat by S4 Group
7. Please show all easements on the site plan and verify wells and reserve areas are not within the
easements.
Response: All easements are shown on site plan and no reserve areas are within the easements.
8. The most recent plat received from S4 shows drainage easements that run along the common
property line between Block 2 Lots 4 & 5 and Block 2 Lots 6 & 7. It appears there is a jog in the
drainage easement that may affect the reserve area for Block 2 Lot 7.
Response: Easement is shown and reserve areas are outside of easement.
The last two percolation test readings for test hole TI -12A vary by 0.13". The last two readings cannot
vary by more than 1/16" (0.0625"). Please provide new percolation test that was to be performed
this past spring.
Response: New percolation test has been performed and is provided.
10. On test hole TH26, the initial percolation test run between 2 & 3 ft percolated at over 120 mpi. The
second percolation test run between 2 & 3 ft percolated at 9.8 mpi. Please add explanation
/clarification to stamped test hole.
Response: Percolation test are by nature highly variable, as the reviewer is well aware. Many variations
in soil exist that may or may not be visible. Differences in weather can have a large impact in percolation
test results. For example if one percolation test was performed on a day with heavy rainfall and surface
runoff the effect could be large. Percolation test are always run using engineering judgement in finding
the location to test that best represents the soil stratum in question.
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 2, 2021
Soils Report
Appendix A
Soils Plans and Logs
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PRIMARY/RESERVE SEPTIC SYSTEM
NO. BEDROOM: 4(600 gpd)
TANK SIZE: 1500g ADVANTEX
W/ AX20 POD
PERC RATE: 71 MPI
SOIL RATING: 1 GPD/SF
AREA RQD: 600 SF
SYS. TYPE: BED 15.0'WIDE
MIN LENGTH: 40.0 LF
USE:
40LFxl5'WxO.5'E.Dx0.O' TD
INSTALL 1.0'-3.0' SAND TO LEVEL
TOTAL AREA: 600 SF
W WATER LINE /WELL
RADIUS
SS NEW SEPTIC
ABBREVIATIONS
TH
TEST HOLE
(P)
PROPOSED
(E)
EXISTING
CO
CLEAN OUT NO.
FC
FOUNDATION CLEANOUT
FS
FLOW SPLITTER
MT
MONITOR TUBE NO.
TYP
TYPICAL
R.I.
RIGID INSULATION
1 �
\E \ O \ \
I --- \
SCALE:
ncPOD
I •, -_ I
\' WELL P \ 4BR \ \ \ ANDAUXILIARY PUMP VAULT
\\II
\ \ , HOUSE INSTALL FOUNDATION CLEAN OUT \
.ti
\ I \ �` \ LIMIT OF FILL
\ 1
7
Il
\ \ PRIMARY/ RESERVE DRAIN FIELD P
\ \ 40LF x15'W x 0.5'ED x 0.O'TD
\ REMOVE ORGANICS AND PLACE
\ 1.0'-3.0' OF SAND TO LEVEL
\ \
/1.25"0 LATERAL WITH 18" HOLES 18" O.C.
\ INSTALL MONITOR TUBE AT EACH CORNER
\
'
\, PLACE FILL TO CREATE 3.0COVER
OR USE RIGID INSULATION
NOTES: PANNONE ENG SVC LLC
SEPTIC DESIGN P.O. BOX 1807 PALVER, AK
--c3T3'a,tltsap PHONE 907) 745-8200 FAX 90
,^„ 10$$) REVISIONS DATE
645 745-8201 = ��?'.of ACAs�y''�, O07
dS�CA E/2021
1"= 50'
-1 R "" CANYON VIEW ESTATES, BLOCK
DRAWN DRM SITE: CANYON ROAD
SITE PLAN ANCHORAGE, AK
1, LOT ' ... _..._
I -g- staves R.149 Pannone
CE-8PERMIT N0.
c
S12545
t', , tgsspv� SHEET
1 OF 2
1. SCOPE AND SPECIFICATIONS:
1.1. -ALL CONSTRUCTION SHALL BE INSTALLED AS SPECIFIED IN THE MOST CURRENT EDITION OF THE MOA COMPONENT PARTS AND MATERIALS USED IN CONSTRUCTION OF
ON—SITE WASTEWATER DISPOSAL SYSTEMS AND AND IN ACCORDANCE WITH AMC 15.65 AND 15.55.
1.2. CONTRACTED WORK WILL BE IN COMPLIANCE WITH MUNICIPALITY OF ANCHORAGE STANDARD SPECIFICATIONS (MASS) DIVISION 10 & DIVISION 20 AS APPROPRIATE.
1.3. SCOPE OF WORK: INSTALL NEW 1500g ADVANTEX TANK, AUX PUMP VAULT, AND SOIL ABSORPTION SYSTEM INSTALL WELL.
1.4. GROUNDWATER WAS NOT ENCOUNTERED TO A DEPTH OF 6.9 FEET BELOW EXISTING GRADE AS EVIDENCED BY THE SOIL TEST HOLE. IF AN APPARENT WATER TABLE IS
OBSERVED IN ANY OF THE EXCAVATIONS LESS THAN 6.9 FEET BELOW EXISTING GRADE NOTIFY THE ENGINEER IMMEDIATELY.
1.5. STRUCTURES DEPICTED ON THE SITE PLAN ARE OF THE FOLLOWING: CONCEPTUAL PLOT PLAN DEVELOPED BY OWNER; A PLOT PLAN DEVELOPED BY
RLS; OR A SURVEY AS—BUILT.
2. CONSTRUCTION SPECIFICATIONS:
2.1. ALL EXCAVATION DEPTHS ARE ADVISORY. THEY ARE TO BE VERIFIED AND MAY BE MODIFIED BY THE ENGINEER IF ACTUAL FIELD CONDITIONS VARY FROM THOSE USED TO
PREPARE THE DESIGN
2.2. EXCAVATE THE DRAIN FIELD. BOTTOM OF EXCAVATION SHALL BE LEVEL AND SCARIFIED. RECORD ELEVATIONS AT BEGINNING, MIDDLE AND END OF TRENCH BOTTOM.
CONSTRUCTION EQUIPMENT SHALL NOT OPERATE ON THE FLOOR OF THE EXCAVATION. ANY MATERIAL COMPACTED BY THE OPERATION OF THE CONSTRUCTION
EQUIPMENT SHALL BE REMOVED AND REPLACED WITH UNCOMPACTED MATERIAL.
2.3. PLACE THE SEWER ROCK TO THE SPECIFIED DEPTHS. DO NOT CONTAMINATE SEWER ROCK WITH NATIVE MATERIAL OR SPOILS FROM EXCAVATION. LEVEL ROCK SURFACE
TO ft" PRIOR TO INSTALLING THE PERFORATED PIPE.
2.4. ALL PIPE SHALL BE PVC CONFORMING TO ASTM D3034 OR ENGINEER APPROVED EQUAL MINIMUM SOIL COVER SHALL BE 3 FEET OVER THE PIPE AND 4 FEET OVER THE
SEPTIC TANK. ONE INCH OF INSULATION MAY BE SUBSTITUTED FOR 1 FOOT OF SOIL COVER.
2.5. ALL INSULATION SHALL BE 2" THICK DOW HI -40 INSULBOARD OR ENGINEER APPROVED EQUAL CENTER INSULBOARD WIDTH OVER SEPTIC TANK OR LINES.
2.6. GEOTEXTILE SHALL BE MIRAFI 140S OR ENGINEER APPROVED EQUAL LAP ALL JOINTS 2 FEET MINIMUM.
2.7. COVER THE DISTRIBUTION PIPE WITH A MINIMUM OF 2" OF SEWER ROCK AND COVER WITH GEOTEXTILE BEFORE PLACING INSULATION AND BACKFILL.
2.8. MATERIAL USED AS FILL SHALL BE CLEAN AND FREE OF ORGANICS, TRASH AND CONSTRUCTION DEBRIS.
2.9. SLOPE ALL FILL MATERIAL TO DRAIN AT 2% MINIMUM SLOPE AND 3:1 MAXIMUM SLOPE AND IN SUCH A MANNER THAT PONDING AT OR NEAR THE DRAIN FIELD DOES NOT
OCCUR. THE FILL SHALL BE LEFT AT 6" HIGHER THAN SHOWN TO ALLOW FOR SETTLEMENT. SEED SURFACE AFTER COMPLETING INSTALLATION AS PER MOA CODE.
2.10. RECORD THE FINISH GROUND ELEVATION OVER THE BEGINNING, MIDDLE AND END OF SYSTEM.
2.11. MAINTAIN 5' SEPARATION BETWEEN PERCOLATION HOLE AND THE DRAIN FIELD TRENCH.
2.12. EXPOSE, PUMP AND FILL LOG DISPOSAL CRIB OR CONCRETE TANK WITH SOIL TO ABANDON IAW WITH MOA CODE IF NEEDED.
3. CONTRACTOR RESPONSIBILITIES:
3.1. THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE SITE CONDITIONS AND LOCATIONS OF ALL LOT LINES, EASEMENTS, WELLS (E & P), SEPTIC SYSTEMS (E &
P) AND SHALL MEET MINIMUM SEPARATION DISTANCES OR AS NOTED.
3.2. THE CONTRACTOR (BOTH WELL AND SEPTIC SYSTEM CONTRACTORS) SHALL HAVE ANY WELL LOCATION AND SEPTIC LOCATION STAKED AND ANY LOT UNE AND WELL
RADIUS SHOWN ON THE PLAN WITHIN 30 FEET OF THE PROPOSED SYSTEM STAKED BY A REGISTERED LAND SURVEYOR BEFORE STARTING THE WORK.
3.3. THE CONTRACTOR IS RESPONSIBLE FOR ALL R.O.W. AND OTHER REQUIRED PERMITS, OTHER THAN THE ATTACHED.
3.4. THE CONTRACTOR SHALL CALL FOR LOCATING OF ALL BURIED UTILITIES.
3.5. THE CONTRACTOR SHALL PROVIDE 24 HOUR NOTICE TO THE ENGINEER PRIOR TO START OF WORK. ALL SURVEYING AND LOCATES SHALL BE IN PLACE PRIOR TO
NOTIFYING THE ENGINEER.
3.6. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCY BETWEEN THE APPROVED DRAWINGS AND SITE CONDITIONS/LIMITATIONS POTENTIALLY CAUSING
THE NEED TO MODIFY THE DESIGN.
3.7. AT THE COMPLETION OF THE WORK, THE CONTRACTOR SHALL SUBMIT RED—UNE AS—BUILT DRAWINGS TO THE ENGINEER. THE RED—LINES SHALL INCLUDE PIPE
LENGTHS, ORIGINAL GROUND ELEVATIONS, PIPE ELEVATIONS, AND TANK ELEVATIONS.
3.8. THE CONTRACTOR SHALL PROVIDE PHOTOGRAPHS OF THE SYSTEM INSTALLATION TO INCLUDE BOTTOM OF EXCAVATION, TOP OF PIPE WITH CLEAN—OUTS AND MONITOR
TUBES INSTALLED, INSTALLED TANK AND FINAL GRADING.
4. THE CONTRACTOR SHALL SIGN THE FOLLOWING: I CERTIFY THAT ALL WORK WILL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PERMIT, AND ANY AND ALL CHANGE
ORDERS, AND THAT THE AS—BUILT REOUNES ARE TRUE AND ACCURATE REPRESENTATION OF THE PROJECT AS CONSTRUCTED.
CONTRACTOR: BY:
TIRE: DATE:
NOTES: PANNONE ENG SVC LLC (C.1. 1088)
SEPTIC DESIGN P.O. BOX 1807 PHONE 907) 745-8200 L FAX (907)UER, AK 9745-8201
h l✓lStO�%
W20VA CANYON VIEW ESTATES, BLOCK 1, LOT 1
DRAWN DRM SITE: CANYON ROAD
SITE PLAN ANCHORAGE, AK
OF A
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4C2 i
en R. annona
CE -8149 .:—
REVISIONS UAlt
04/07/2021
SCALE
1"=50'
P.I.D. NO
PERMIT NO.
S12545
SHEET
2 OF 2
TH1
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ \ SITE PLAN /
\ \ \ TH
\ \
OR
TOPSOIL
1
GM
SILTY SANDY
. (Hydrologic Soils Group: HSG A)
HOLE EXTENDED: 060CT2020
GRAVEL (BROWN)
2
2
30 MIN
3-
1.624"
• REQUIRES AWWTS & ERS
4-
456
IF YES, AT WHAT
3.000"
5-
DEPTH?
6—
. TEST RUN FOR OVER AN HOUR, LAST
27MAY2020
7
5
THREE READINGS PROVIDED.
8
DEPTH TO WATER
AFTER
9
SM/
SANDY SILT
11.0'
ML
(TIGHT/MOIST)
10
11OCT19
11
11 OCT19
�
12
AFTER
13
MONITORING?
6.9'
14
DATE:
15
SOIL TEST RESULTS/ANALYSIS
15
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 70.59 min/inch
•
BOH
• TEST RUN BETWEEN 2.5 FT AND 3.5 FT.
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ \ SITE PLAN /
\ \ \ TH
\ \
\/
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 020CT19
ENCOUNTERED?
N
. (Hydrologic Soils Group: HSG A)
HOLE EXTENDED: 060CT2020
SLOPE
2
30 MIN
TH 1
\/
READING
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 020CT19
ENCOUNTERED?
N
. (Hydrologic Soils Group: HSG A)
HOLE EXTENDED: 060CT2020
2
30 MIN
4.624"
1.624"
• REQUIRES AWWTS & ERS
3
IF YES, AT WHAT
3.000"
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN FOR OVER AN HOUR, LAST
COMMENTS: Test hole excavated by WHITE RAVEN
67.87
5
THREE READINGS PROVIDED.
3.000"
DEPTH TO WATER
AFTER
6
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
MONITORING?
11.0'
70.59
WAS PERFORMED IN ACCORDANCE WITH ALL STATE
DATE:
11OCT19
AND MUNICIPAL GUIDLINES IN EFFECT ON THE DATE
DEPTH TO WATER
AFTER
OF THIS TEST.
MONITORING?
6.9'
DATE:
27MAY20
SOIL TEST RESULTS/ANALYSIS
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 70.59 min/inch
•
PERCOLATION RATE >120 (min/inch)
• TEST RUN BETWEEN 2.5 FT AND 3.5 FT.
•
TEST RUN BETWEEN 4 FT AND 5 FT.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
08OCT2020
3.000"
2
30 MIN
4.624"
1.624"
18.5
3
3.000"
4
30 MIN
3.442"
0.442"
67.87
5
3.000"
6
30 MIN
3.425"
0.425"
70.59
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
30 MIN
6.707"
0.807"
24.21
3
5.900"
4
30 MIN
6.388"
0.488"
61.48
5
5.900"
6
30 MIN
6.079"
0.179"
167.6
NOTES: PANNONE ENG SVC, LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 9964504/16/2021 04 16/2021
PHONE (907) 745-8200 FAX (907) 745-8201
*� �7H NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 1, LOT 1 "�}even R. annoRe
DRAWN JRL SITE: CANYON ROAD CE 81PERMIT NO.
49
SOILS LOGS ANCHORAGE, AK
X7/30/2021.• S12545
�, Sheet
3 OF 34
TH2
SOILS LOG - PERCOLATION TEST
SLOPE
SITE PLAN \ \ 1 \
TH H2A \ \ 1
A I
\ I
M
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
OR
TOPSOIL
1
n27MAY2
GM
2
DEPTH TO WATER
SILTY SANDY
MONITORING?
1.5'
GRAVEL (BROWN)
3-
4-
456
5-
6—
TEST
HOLE
7
SM/
SANDY SILT
ML
(TIGHT/MOIST)
8
9
10
11
11 OCT19
12
13
14
15
16
BOH
DATE PERFORMED:
020CT19
SITE PLAN \ \ 1 \
TH H2A \ \ 1
A I
\ I
M
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
11.0'
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
1.5'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
SLOPE
TH 1
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE XXXX (min/inch)
(Hydrologic Soils Group: HSG A)
• REQUIRES AWWTS & ERS
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 4 FT AND 5 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
WATER RATE
READING DATE NET TIME LEVEL NET DROP (MPI)
READING
1
2
3
4
5
6
NO PERCOLATION TEST
NOTES: PANNONE ENG SVC, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 2
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
Lm
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT N0.
S12545
Sheet
4 OF 34
TH2A
1
2
3
4
5
6
7
8
9
10
11
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13
14
15
16
SOILS LOG - PERCOLATION TEST
TOPSOIL SLOPE
�728OCT2
iILTY SANDY
RAVEL (BROWN)
SANDY SILT
(TIGHT/MOIST)
TEST
HOLE
BOH I
DATE PERFORMED: 070CT2020
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER AFTER
MONITORING? 1.0'
DATE: 280CT202C
COMMENTS: Test hole excavated by BIG COUNTRY ENTERPRISES
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 4.1 (min/inch)
(Hydrologic Soils Group: HSG A)
• REQUIRES AWWTS & ERS
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
SITE PLAN
I \
TH H2A \ \ \ t
41
� A
SLOPE
TH 1
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
15JUNE2021
5.16
2
21 MIN
11.16
6.00
3.5
3
5.16
4
10 MIN
7.90
2.74
3.6
5
5.16
6
10 MIN
7.75
2.59
3.8
7
5.16
8
10 MIN
7.67
2.51
3.9
9
5.16
10
10 MIN
7.61
2.45
4.1
11
5.16
12
10 MIN
7.59
2.43
4.1
13
5.16
14
10 MIN
7.58
2.42
4.1
NOTES: PANNONE ENG SVC, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 2
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
Date
06/17/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
5 OF 34
1
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16
TH3A
27MAY20
OR
—
e PERCOLATION RATE 16.8 mpi(minlinch)
TOPSOIL
SM/GM
SILTY SANDY
IF YES, AT WHAT
GRAVEL
SANDY SILT
MM/ W/ GRAVEL
AND COBBLES
BOH
SOILS LOG — PERCOLATION TEST
SLOPE
TEST
HOLE
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 03OCT19 ENCOUNTERED?
N
e PERCOLATION RATE 16.8 mpi(minlinch)
NO GROUNDWATER: 11OCT19
030CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
e PERC HOLE DIAMETER 6"
DEPTH?
—NA—
o TEST RUN BETWEEN 2 FT AND 3 FT.
16.8
3
o TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
30 MIN
DATE:
11 OCT19
16.8
DEPTH TO WATER
AFTER
5.900"
MONITORING?
0.0'
6
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
30 MIN
7.683"
1.783"
16.8
3
5.900"
4
30 MIN
7.679"
1.779"
16.8
5
5.900"
6
30 MIN
7.680"
1.780"
16.8
NOTES: PLil�lNONE ENG SVC, C, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 3
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
L.—
Dote
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT N0.
S12545
Sheet
6 OF 34
TH3B
1
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7
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9
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13
14
15
16
17
TOPSOIL
SILTY SANDY
GRAVEL
BOH
DATE PERFORMED: 070CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE PLAN '\
\ I \
M l \ I
\TH313
\ /
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N . PERCOLATION RATE 14.8 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— . TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? DRY
DATE: 270CT2020
COMMENTS: Test hole excavated by BIG COUNTRY ENTERPRISES
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
08OCT20
6.09
2
30 MIN
8.34
2.25
13.3
3
6.09
4
30 MIN
8.10
2.01
5
6.09[16
N4.8
30 MIN
8.12
2.03
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 3
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
7 OF 34
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8
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15
16
TH4 27MAY20
TOPSOIL
SILTY SANDY
GRAVEL
SILTY SANDY
GRAVEL
SANDY SILT
W/ GRAVEL
AND COBBLES
BOH
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 060CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
O tE PLAN 4 I \ \
\
y\ \
\ 4 M
3B \
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
Y
. PERCOLATION RATE 1.0 mpi(min/inch)
1
030CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—14.5—
. TEST RUN BETWEEN 3 FT AND 4 FT.
0.67
3
. TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
10.0
11.900"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
0.3'
6.0"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
4 MIN
11.900"
6.0"
0.67
3
5.900"
4
6 MIN
11.900"
6.0"
1.0
5
5.900"
6
6 MIN
11.900"
6.0"
1.0
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 4
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
'ERMIT NO.
S12545
Sheet
8 OF 34
1
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9
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15
16
TH5A
OR TOPSOIL
27MAY20
GM/SM
SILTY SANDY
GRAVEL
SM/GM I SILTY SANDY
GRAVEL
11 OCT19
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 060CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
\ \ SITE PLAN
A\
'd \
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TI
READING
DATE NET TIME
SLOPE
NET DROP
RATE
(MPI)
1
TH 1
5.900"
2
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
. PERCOLATION RATE 2.0 mpi(min/inch)
5.900"
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
4
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 3 FT AND 4 FT.
5
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
13.5
5.219"
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
4.0'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TI
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
8 MIN
11.900"
6.0"
1.3
3
5.900"
4
10 MIN
11.110"
5.210
1.9
5
5.900"
6
10 MIN
11.119"
5.219"
1.9
NOTES: PANNONE ENG SVC, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 5
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
512545
Sheet
9 OF 34
1
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6
7
8
9
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12
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15
16
17
18
TH6
27MAY20
OR 7
TOPSOIL
GM/SM I SILTY SANDY
GRAVEL
SM/ML I SILTY SANDY
GRAVEL
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 060CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ SITE PLAN
\� w
\ I \
I \ \
1 I \ \
� \ I
\ \ TH6
� I \
\� I
\ \ I
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
. PERCOLATION RATE 3.0 mpi(minlinch)
1 03OCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 2 FT AND 3 FT.
2.6
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
9.470"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
0.9'
3.57"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING DATE
NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1 03OCT19
5.900"
2
10 MIN
9.715"
3.82"
2.6
3
5.900"
4
10 MIN
9.470"
3.57"
2.8
5
5.900"
6
10 MIN
9.468"
3.57"
2.8
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 6
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
10 OF 34
1
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9
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15
16
TH7 27MAY20
OR TOPSOIL
GM/SM SILTY SANDY
GRAVEL
SM/ML I SILTY SANDY
GRAVEL
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 060CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
' SITE PLAN
' l \
1 \
I \ \
TH7
\ 1
I �
SLOPE
TH 1
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
DRY
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
0.0'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THATTHIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 2.1 mpi(minlinch)
(Hydrologic Soils Group: HSG A)
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
10 MIN
10.925"
5.025"
1.99
3
5.900"
4
10 MIN
10.645"
4.745"
2.11
5
5.900"
6
10 MIN
10.641"
4.741"
2.11
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 7
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
11 OF 34
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE PLAN \
THEA 1
\ I \
\ � l
I1 \
\ \ I
WAS GROUND WATER
TH8
27MAY20
—'�7
1
. PERCOLATION RATE 3.0 mpi(min/inch)
OR
TOPSOIL
(Hydrologic Soils Group: HSG A)
2
. PERC HOLE DIAMETER 6"
DEPTH?
3
. TEST RUN BETWEEN 2 FT AND 3 FT.
GM/SM
SILTY SANDY
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
GRAVEL
4
DRY
9.250"
DATE:
11 OCT19
5
5
5.900"
DEPTH TO WATER
AFTER
6
6
0.0'
3.321"
DATE:
27MAY20
7
8
SM/ML
SILTY SANDY
9
GRAVEL
10
11
ANGULAR
BOH/
COBBLEW W/
12
HARD PAN
TIGHT SAND
EXCAVATOR
& SILT
13
REFUSAL
14
15
16
DATE
PERFORMED:
03OCT19
NO GROUNDWATER:
11OCT19
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE PLAN \
THEA 1
\ I \
\ � l
I1 \
\ \ I
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
. PERCOLATION RATE 3.0 mpi(min/inch)
1
030CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 2 FT AND 3 FT.
2.5
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
9.250"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
0.0'
3.321"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
10 MIN
9.902"
4.002
2.5
3
5.900"
4
10 MIN
9.250"
3.35"
3.0
5
5.900"
6
10 MIN 1
9.221"
3.321"
3.0
NOTES: PANNONE ENG SVC LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P,�G,OF 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201 Scale
*:49M NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 1, LOT 8 "$}eves A. anncme PERMIT N0.
DRAWN JRL SITE: CANYON ROAD CE 8149
7/30/2 S12545
ANCHORAGE, AK �Qort.•
SOILS LOGS �, Sheet
12 OF 34
I—
TH8A SOILS LOG — PERCOLATION TEST
SLOPE \ SITE PLAN \ \
1 OR TOPSOIL
2
3 I \\ Ak \\ \
4 w Z8A 5 6 TESTHOLE7 8 \
GM/SM SILTY SANDY \ \
9 GRAVEL I \ \ \
\ 9A
10 \ I
11 \
12 TH8\ \\
13
SLOPE
14 TH 1
15
16
17 WAS GROUND WATER SOIL TEST RESULTS /ANALYSIS
BOH ENCOUNTERED? N . PERCOLATION RATE 2.2 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
DATE PERFORMED: 060CT2020 IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— . TEST RUN BETWEEN 2.5 FT AND 3.5 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? —8.0'
DATE: 270CT2020
COMMENTS: Test hole excavated by BIG COUNTRY ENTERPRISES
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES: PANNONE ENG SVC, LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P�(<G.••., 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201 Scale
7H �k NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 1, LOT 8 "$}even EZ. anrioAe
DRAWN JRL SITE: CANYON ROAD CE 8149 PERMIT N0.
ANCHORAGE, AK .c�7/30/202i.• S12545
SOILS LOGS Sheet
13 OF 34
READING
DATE
NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
O60CT2020
5.48"
2
10 MIN
10.05"
4.57"
2.2
3
5.48"
4
10 MIN
10.03"
4.55"
2.2
5
5.48"
6
10 MIN
10.02"
4.54"
2.2
TH9A
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
TOPSOIL
SILTY SANDY
GRAVEL
28OCT2020
BOH
DATE PERFORMED: 070CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N • PERCOLATION RATE 3.0 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT • PERC HOLE DIAMETER 6"
DEPTH? —NA— . TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? —12.5'
DATE: 280CT2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:-
SOILS
OTES:SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
08OCT2020
5.48
2
10 MIN
9.97
4.49
2.2
3
5.48
4
10 MIN
9.94
4.46
2.2
5
5.48
6
10 MIN
9.93
4.45
2.2
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 9
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
DERMIT NO.
S12545
Sheet
14 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH9 27MAY20
OR TOPSOIL
GM/SM I SILTY SANDY
GRAVEL
SM/ML I SILTY SANDY
GRAVEL
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
1 SITE PLAN
I \ �
/ \ \ TH9 ` I \
\ I\ I \
\ ` T
SLOPE
TH 1
WAS GROUND WATER
ANGULAR
BOH/
COBBLEW W/
HARD PAN
TIGHT SAND
EXCAVATOR
REFUSAL
& SILT
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
1 SITE PLAN
I \ �
/ \ \ TH9 ` I \
\ I\ I \
\ ` T
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 03OCT19 ENCOUNTERED?
N
. PERCOLATION RATE 3.0 mpi(min/inch)
NO GROUNDWATER: 11OCT19
030CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 2 FT AND 3 FT.
2.6
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
9.263"
DATE:
11 OCT19
5
DEPTH TO WATER
AFTER
MONITORING?
0.0'
10 MIN 1
DATE:
27MAY20
3.0
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
030CT19
5.900"
2
10 MIN
9.800"
3.90"
2.6
3
5.900"
4
10 MIN 1
9.263"
3.36"
3.0
5
5.900"
6
10 MIN 1
9.219"
3.32"
3.0
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
ANYON VIEW ESTATES, BLOCK 1, LOT 10
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
512545
Sheet
15 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH10
SOIL TEST RESULTS/ANALYSIS
OR
TOPSOIL
• PERCOLATION RATE 3.0 mpi(minlinch)
27MAY20
SP
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
SAND &
• PERC HOLE DIAMETER 6"
GRAVEL
GM/SM
SILTY SANDY
2.6
GRAVEL
SM/ML (SILTY SANDY
r.RAvri
BOH
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 070CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE PLAN \
I
\ 1
1
\
B 1110
\ l \
_j
\ \
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
• PERCOLATION RATE 3.0 mpi(minlinch)
1
03OCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
• PERC HOLE DIAMETER 6"
DEPTH?
—NA—
• TEST RUN BETWEEN 2 FT AND 3 FT.
2.6
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
9.200"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
2.4'
3.24"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
03OCT19
5.900"
2
10 MIN
9.680"
3.78"
2.6
3
5.900"
4
10 MIN
9.200"
3.30"
3.0
5
5.900"
6
10 MIN
9.140"
3.24"
3.1
NOTES: PAMONE ENG SVC, C, LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 996451 ••. 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201� Scale
.k� 49711-11� ��, NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 1, LOT 10 "$}even I#. annone PERMIT N0.
DRAWN JRL SITE: CANYON ROAD CE 8149 S12545
ANCHORAGE, AK .Q7/ ...... i
SOILS LOGS L�GS , Sheet
16 OF 34
L
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH11
DEPTH TO WATER
OR
TOPSOIL
DRY
N�7 27M
11 OCT19
SAND &
GM/SM
GRAVEL W/
1.0'
FRACTURED
27MAY20
ROCK
GM/SM
SILTY SANDY
GRAVEL W/
FRACTURED RO(
SM/ML SILTY SANDY
GRAVEL W/
FRACTURED ROCK
ANGULAR
COBBTIGHT
W/
A
T
TIGHT SAND
& SILT
BOH
DATE PERFORMED: 03OCT19
HOLE EXTENDED: 070CT2020
SOILS LOG - PERCOLATION TEST
SLOP
TEST
HOLE
\ v I SITE PLAN 1
1 �
I �
I
N
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
DRY
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
1.0'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
I
i
1
SLOPE
TH 1
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 3.1 mpftin/inch)
(Hydrologic Soils Group: HSG A)
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
03OCT19
5.900"
2
10 MIN
9.560"
3.66"
2.7
3
5.900"
4
10 MIN
9.110"
3.21"
3.1
5
5.900"
6
10 MIN 1
9.080"
3.18"
3.1
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 11
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
17 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH12
DEPTH TO WATER
AFTER
27MAY20
OR
TOPSOIL
11 OCT19
SAND &
GM/SM
GRAVEL W/
0.5'
FRACTURED
27MAY20
ROCK
1.7
SILTY SANDY
GRAVEL W/
FRACTURED R
4
SILTY SANDY
8.850"
GRAVEL W/
2.3
FRACTURED R
SM/ML
11OCT19
BOH
DATE PERFORMED: 030CT19
HOLE EXTENDED: 070CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
9.0
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
0.5'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
SLOPE
TH 1
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 2.3 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING DATE
NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1 040CT19
4.500"
2
10 MIN
10.500"
6.00"
1.7
3
4.500"
4
10 MIN 1
8.850"
4.35"
2.3
s
4.500"
6
10 MIN 1
8.850"
4.35"
2.3
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 12
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT N0.
S12545
Sheet
18 OF 34
SOILS LOG — PERCOLATION TEST
SLOPE
TEST
HOLE
SITE PLAN
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N . PERCOLATION RATE 1.3 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? DRY
DATE: 11 OCT19
DEPTH TO WATER AFTER
MONITORING? 0.3,
DATE: 27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
TH13
27MAY20
NET DROP
RATE
(MPI)
1
040CT19
OR
TOPSOIL
2
2
6 MIN
10.500"
6.0"
1.0
GM/SM
3
SILTY SANDY
7 MIN
10.500"
6.0
GRAVEL W/
4
4.500"
FRACTURED ROCI
5
6
8 MIN
10.500"
6.0"
1.3
6
7
8
SM/ML
SILTY SANDY
GRAVEL W/
9
FRACTURED ROCI
10
11
12
13
14
15
16
BOH
DATE
PERFORMED:
030CT19
HOLE
EXTENDED:
070CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
TEST
HOLE
SITE PLAN
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N . PERCOLATION RATE 1.3 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? DRY
DATE: 11 OCT19
DEPTH TO WATER AFTER
MONITORING? 0.3,
DATE: 27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
040CT19
4.500"
2
6 MIN
10.500"
6.0"
1.0
3
4.500"
4
7 MIN
10.500"
6.0
1.2
5
4.500"
6
8 MIN
10.500"
6.0"
1.3
NOTES: PANNONE ENG SVC, LLCDate
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P,�G,oF 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201 Scale
NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 1, LOT 13 "�}eves R. annope
DRAWN JRL SITE: CANYON ROAD CE 8149 PERMIT NO.
ANCHORAGE, AK 17/30/2021.' S12545
s��Ls LOGS Sheet
19 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH14 27MAY20
OR TOPSOIL
GM/SM SAND &
GRAVEL
SOILS LOG - PERCOLATION TEST
SLOPE
I
SM/GM
SAND &
TEST
. PERCOLATION RATE 4.1 mpi(minlinch)
GRAVEL W/
HOLE
IF YES, AT WHAT
FRACTURED
DEPTH? —NA—
. TEST RUN BETWEEN 2 FT AND 3 FT.
ROCK
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER
11OCT19
MONITORING? 10.0'
3
ANGULAR
4.500"
BOH/
COBBLEW W/
MONITORING? 0.3'
HARD PAN
TIGHT SAND
2.45"
EXCAVATOR
& SILT
REFUSAL
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 040CT19 ENCOUNTERED? N
. PERCOLATION RATE 4.1 mpi(minlinch)
RATE
(MPI)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH? —NA—
. TEST RUN BETWEEN 2 FT AND 3 FT.
2
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER
THREE READINGS PROVIDED.
MONITORING? 10.0'
3
DATE: 11 OCT19
4.500"
DEPTH TO WATER AFTER
MONITORING? 0.3'
10 MIN
DATE: 27MAY20
2.45"
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
040CT19
4.500"
2
10 MIN
7.1"
2.60"
3.8
3
4.500"
4
10 MIN
6.95"
2.45"
4.1
s
4.500"
6
10 MIN
6.93"
2.43"
4.1
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 1, LOT 13
SITE: CANYON ROAD
ANCHORAGE, AK
Dote
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
20 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH15 27MAY20
OR TOPSOIL
GM/SM SAND &
GRAVEL
11 OCT19
SM/GM
SAND &
GRAVEL W/
FRACTURED
ROCK
BOH
DATE PERFORMED: 040CT19
HOLE EXTENDED: 070CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
TEST
HOLE
I s PLAN \
I \ \ I \
� / I
'� snag
I
\ \ I
\ TH 5
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
4.0'
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
0.2'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
SLOPE
TH 1
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE 75 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 3 FT AND 4 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
040CT19
4.500"
2
30 MIN
5.550"
1.05"
28.6
3
4.500"
4
30 MIN
4.950"
0.45"
66.7
5
4.500"
6
30 MIN
4.900"
0.4"
75.0
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, TRACT 1
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
'ERMIT N0.
S12545
Sheet
21 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH24 27MAY20
—7
OR TOPSOIL
GM/SM 11OCT19
SAND &
GRAVEL
SM/ML SAND &
GRAVEL
BOH
DATE PERFORMED: 070CT19
HOLE EXTENDED: 060CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
SITE PLAN I I
/ \
� •� \ \�� � TH24 \
�L
\ O �
\ I010�
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
Y
. PERCOLATION RATE 39.0 mpi(min/inch)
1
OBOCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—6.0'—
. TEST RUN BETWEEN 2 FT AND 3 FT.
27.2
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
3.5'
6.740"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
—0'
0.77"
DATE:
27MAY2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
OBOCT19
5.900"
2
30 MIN
7.002"
1.10"
27.2
3
5.900"
4
30 MIN
6.740"
0.84"
35.7
5
5.900"
6
30 MIN
6.670"
0.77"
39.0
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 2, LOT 1
SITE: CANYON ROAD
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Date
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Scale
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PERMIT NO.
S12545
Sheet
22 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH25
SOIL TEST RESULTS/ANALYSIS
OR
TOPSOIL
>M/SM
SAND &
OBOCT19
GRAVEL
IF YES AT WHAT
27MAY20
BOH
DATE PERFORMED: 070CT19
HOLE EXTENDED: 060CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
I \
(
TH26
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
o PERCOLATION RATE 10.1 mpi(min/inch)
1
OBOCT19
(Hydrologic Soils Group: HSG A)
IF YES AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
e TEST RUN BETWEEN 2 FT AND 3 FT.
9.6
3
o TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
8.930"
DATE:
11 OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
—5.2'
2.96"
DATE:
27M AY2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
OBOCT19
5.900"
2
30 MIN
9.030"
3.13"
9.6
3
5.900"
4
30 MIN
8.930"
3.03"
9.9
5
5.900"
6
30 MIN
8.860"
2.96"
10.1
NOTES: PANNONE ENG SVC, C, LLC Dote
SOILS REPORT — _ P.O. BOX 1807 PALMER, AK 99645 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201j`.'•�•
Scale
*49
�{ NTS
.... .. ...... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 2, LOT 2 "$}even I�. anrioRe PERMIT N0.
DRAWN JRL SITE: CANYON ROAD CE 8149 S12545
ANCHORAGE, AK Q7/30/2oz1.•
SOILS LOGS Sheet
23 OF 34
I•
TH26
OR TOPSOIL
2
GM/SM SAND &
3— GRAVEL
4
5
6
27MAY20
8
9 SM/ML SILTY SANDY
GRAVEL
10
it
12
,3
14
15 --�
16 L�
BOH
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
SITE L N
TH26
IJ �
SLOPE
TH 1
DATE PERFORMED: 070CT19
WAS GROUND WATER
NOTE:
HOLE EXTENDED: 060CT2020
ENCOUNTERED?
N
Percolation test are by nature highly variable. Many
COMMENTS: Test hole excavated by WHITE RAVENvariations
0.155" 193.5
3
in soil exist that may or may not be visible.
30 MIN
IF YES. AT WHA i
6.000"
Differences in weather can have a large impact in
5
DEPTH?
—NA—
percolation test results. For example if one percolation
PERFORMED BY: PES. 1 CERTIFY THAT THIS TEST
4
30 MIN
test was performed on a day with heavy rainfall and
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE
DEPTH TO WATER
AFTER
surface runoff the effect could be large. Percolation test
AND MUNICIPAL GUIDLINES IN EFFECT ON THE DATE
MONITORING?
DRY
are always run using engineering judgement in finding
OF THIS TEST.
DATE:
1 1 OC T 19 the location to test that best represents the soil stratum
9.8
DEPTH TO WATERER
AFTER
in question.
MONITORING?
—7.4'
SOIL TEST RESULTS/ANALYSIS
DATE:
27MAY2.020 SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE >120 mpi(minlinch)
• PERCOLATION RATE 9.8 mpi(minlinch)
a TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN BETWEEN 2 FT AND 3 FT.
a PERC HOLE DIAMETER 6"
o PERC HOLE DIAMETER —6-
• TEST RUN FOR OVER AN HOUR, LAST
> TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
THREE READINGS PROVIDED.
READING DATE NET TIME
WATER
LEVEL
READING
RATE
NET DROP (MPI)
1 10OCT14
5.900"
1
2 30 MIN
6.055"
0.155" 193.5
3
5.900"
30 MIN
4 30 MIN
6.000"
0.1" 300
5
6.30
6
4
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
060CT2020
6.30
2
30 MIN
9.57
3.27
1 9.2
3
6.30
4
30 MIN
9.37
3.07
9.8
5
6.30
6
30 MIN
9.35
3.05
9.8
PAMONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 2, LOT 3
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
24 0; 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH27
OR TOPSOIL
GM/SM SAND &
GRAVEL
27MAY20
SM/ML (SILTY SANDY
GRAVEL
BOH
DATE PERFORMED: 040CT19
HOLE EXTENDED: 06OCT202.0
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE PLAN
� I
1 \
1
TH27 \
I
M I\ T 8
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
. PERCOLATION RATE 12.5 mpi(min/inch)
1
100CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 3 FT AND 4 FT.
11.8
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
8.305"
DATE:
11OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
—4.25'
2.4"
DATE:
27M AY2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
100CT19
5.900"
2
30 MIN
8.450"
2.6"
11.8
3
5.900"
4
30 MIN
8.305"
2.4
12.5
5
5.900"
6
30 MIN
8.298"
2.4"
12.5
NOTES: PAMONE ENG SVC, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 2, LOT 4
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
25 OF 34
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ SITFPLAN—
I \ �
� I �
TH27 \ \
\ ) I
\ T 8 \
Lot
\ TH2
SLOPE
TH 1
I
l
WAS GROUND WATER
TH28
ENCOUNTERED?
N
OR
TOPSOIL
1
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
2
. PERC HOLE DIAMETER 6"
27MAY20
—NA—
3
2.1
—
4
DEPTH TO WATER AFTER
THREE READINGS PROVIDED.
5
GM/SM
SAND &
DATE:
11 OCT19
GRAVEL
6
DEPTH TO WATER
7
MONITORING?
8
10.200"
DATE:
9
SM/ML
SILTY SANDY
GRAVEL
10
11
12
13
14
15
BOH
16
DATE PERFORMED:
040CT19
NO GROUNDWATER:
11OCT19
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ SITFPLAN—
I \ �
� I �
TH27 \ \
\ ) I
\ T 8 \
Lot
\ TH2
SLOPE
TH 1
I
l
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
N
. PERCOLATION RATE 2.3 mpi(min/inch)
1
100CT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—NA—
. TEST RUN BETWEEN 3 FT AND 4 FT.
2.1
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER
THREE READINGS PROVIDED.
MONITORING?
DRY
10 MIN
DATE:
11 OCT19
2.3
5
DEPTH TO WATER
AFTER
MONITORING?
2.5'
10.200"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THATTHIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
100CT19
5.900
2
10 MIN
10.725"
4.8"
2.1
3
5.900"
4
10 MIN
10.230"
4.3"
2.3
5
5.900"
6
10 MIN
10.200"
4.3"
2.3
NOTES: PANNONE ENG SVC, LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 P�(�G, ••., 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201 Scale
NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 2, LOT 5 "Meven R. a I ope PERMIT NO.
DRAWN JRL SITE: CANYON ROAD CE 8149
ANCHORAGE, AK .07/30/2021 S12545
SOILS LOGS ..... Sheet
26 OF 34
I
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ PL N
I
y I
/ l
) I
I�
TFA8
/ \ L0\t
TH28A
1 �
\ I \
41 I
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N . PERCOLATION RATE 2.3 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— . TEST RUN BETWEEN 3 FT AND 4 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? —8.0'
DATE: 280CT2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
TH28A
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
PT
PEAT
1
2
2-
10.77
4.77"
2.1
3-
345
6.00
4-
4
10 MIN
10.74
5—
2.1
GM/SM
SAND &
6.00
GRAVEL
6
10.75
4.75"
2.1
7
280CT2020
8
—�
9
10
11
BOH/BR
12
13
14
15
16
DATE
PERFORMED:
060CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
I
TEST
HOLE
\ PL N
I
y I
/ l
) I
I�
TFA8
/ \ L0\t
TH28A
1 �
\ I \
41 I
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? N . PERCOLATION RATE 2.3 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —NA— . TEST RUN BETWEEN 3 FT AND 4 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? —8.0'
DATE: 280CT2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
8OCT2020
6.00
2
10 MIN
10.77
4.77"
2.1
3
6.00
4
10 MIN
10.74
4.74"
2.1
5
6.00
6
10 MIN
10.75
4.75"
2.1
NOTES: PANNONE ENG SVC, LLC
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 2, LOT 5
DRAWN JRL SITE: CANYON ROAD
SOILS LOGS ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
27 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH29
OR TOPSOIL
27MAY20
�— 110 T19
GM/SM SAND &
GRAVEL
SM/GM SAND &
GRAVEL
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
SITE�LAN \� i �\
/ \
/ \ \ TH2 /
M
\ 1 \
� l \ TH30
SLOPE
TH 1
t
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 040CT19 ENCOUNTERED?
Y
. PERCOLATION RATE 3.8 mpi(min/inch)
HOLE EXTENDED: 060CT2020
10OCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—9.0'—
. TEST RUN BETWEEN 2 FT AND 3 FT.
2.55
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
4.0'
8.630"
DATE:
11 OCT19
5
DEPTH TO WATER
AFTER
MONITORING?
2.75'
10 MIN
DATE:
27MAY20
3.76
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
10OCT19
5.900"
2
10 MIN
9.830"
3.93"
2.55
3
5.900"
4
10 MIN
8.630"
2.73"
3.66
5
5.900"
6
10 MIN
8.560°
2.66"
3.76
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, BLOCK 2, LOT 6
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
28 OF 34
110IIIIIIIIIIII
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE AN
\ \ ( TH2
\ \ TH3/6
0 \
SLOPE
TH 1
WAS GROUND WATER
TH30
ENCOUNTERED?
1
. PERCOLATION RATE 35.6 mpi(min/Inch)
OR
TOPSOIL
2
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
-8.0'-
3
25.9
3
�
27MA
4
AFTER
THREE READINGS PROVIDED.
MONITORING?
4.0'
6.790"
DATE:
110C
5
GM/SM
SAND &
AFTER
6
MONITORING?
GRAVEL
6
DATE:
27MAY20
7
8
SM/GM
SAND &
GRAVEL
9
10
11
12
ANGULAR
BOH/
COBBLEW W/
13
HARD PAN
TIGHT SAND
EXCAVATOR
& SILT
14
REFUSAL
15
16
DATE
PERFORMED:
040CT19
NO GROUNDWATER:
11OCT19
110IIIIIIIIIIII
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
SITE AN
\ \ ( TH2
\ \ TH3/6
0 \
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED?
Y
. PERCOLATION RATE 35.6 mpi(min/Inch)
1
11OCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
-8.0'-
. TEST RUN BETWEEN 2 FT AND 3 FT.
25.9
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
4.0'
6.790"
DATE:
11OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
2.75'
0.842"
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
11OCT19
5.900"
2
30 MIN
7.060"
1.16"
25.9
3
5.9001.
4
30 MIN
6.790"
0.89"
33.7
5
5.900"
6
30 MIN
6.742"
0.842"
35.6
NOTES: PAMONE ENG SVC, LLC Af
Dote
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 ��(rG.... 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201: Scale
w 7H NTS
.... .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 2, LOT 6 "$}even a
DRAWN JRL SITE: CANYON ROAD CE 8149 PERMIT NO.
ANCHORAGE, AK CE 49
S12545
SOILS LOGS Sheet
29 OF 34
TH30A
1
PT
PEAT
2
RATE
(MPI)
1
3-
3.000"
4-
45
2
10 MIN
5—
2.70"
6
3
OCT
6
202C
7
5.669
—'7 28
3.7
5
— OCT
$
2020
9
10 MIN
5.648
2.65"
SM
SILTY SAND
10
11
12
13
14
15
16
BOH
DATE PERFORMED:
060CT2020
SOILS LOG — PERCOLATION TEST
SLOPE
I
TEST
HOLE
t
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
ENCOUNTERED? Y . PERCOLATION RATE 3.8 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —6.0'— . TEST RUN BETWEEN 3 FT AND 4 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? —7.0'
DATE: 280CT2020
COMMENTS: Test hole excavated by BIG COUNTRY ENTERPRISES
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
BOCT2020
3.000"
2
10 MIN
5.701
2.70"
3.7
3
3.000"
4
10 MIN
5.669
2.67"
3.7
5
3.000"
6
10 MIN
5.648
2.65"
3.8
NOTES: PANNONE ENG SVC LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645P�(fG 04/16/2021
PHONE (907) 745-8200 FAX (907) 745-8201•••• Scale
*� �TH NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, BLOCK 2, LOT 7 '•Meven A. Cal nnoria PERMIT NO.
DRAWN JRL SITE: CANYON ROAD GE 8149
.g7/3o/2021.• S12545
SOILS LOGANCHORAGE, AK S �Sheet
,
30 OF 34
t—
TH31 SOILS LOG - PERCOLATION TEST
SLOPE
OR TOPSOIL
1
2 GM/SM SAND &
GRAVEL
3-
4-
5-
6—
456 TEST
HOLE
7
g SM/GM SAND &
GRAVEL
9
10
27MAY20
11
12
13
SLOPE
14
BOH TH 1
15
16
DATE PERFORMED: 030CT19
NO GROUNDWATER: 11OCT19
WAS GROUND WATER
ENCOUNTERED? N
IF YES, AT WHAT
DEPTH? —NA—
DEPTH TO WATER
AFTER
MONITORING?
DRY
DATE:
11OCT19
DEPTH TO WATER
AFTER
MONITORING?
11.2'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
SOIL TEST RESULTS/ANALYSIS
• PERCOLATION RATE >120 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
• REQUIRES AWWTS & ERS
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
11OCT19
5.900"
2
30 MIN
6.300"
0.4"
75
3
5.900"
4
30 MIN
5.900"
0.000"
DNP
5
5.900"
6
30 MIN
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, TRACT 2
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
PERMIT NO.
S12545
Sheet
31 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH32
SOIL TEST RESULTS /ANALYSIS
OR
TOPSOIL
. PERCOLATION RATE <1 mpi(min/inch)
27MAY20
11OCT19
(Hydrologic Soils Group: HSG A)
GM/SM
SAND &
. PERC HOLE DIAMETER 6"
GRAVEL
SM/GM SAND &
GRAVEL
11OCT19
SW SAND &
GRAVEL
BOH
DATE PERFORMED: 040CT19
HOLE EXTENDED: 070CT2020
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
SI \-\
�L \ /
\\ ll
TH3 \ \ \ \\ \
n 1 TH32
I � \
SLOPE
TH 1
WAS GROUND WATER
SOIL TEST RESULTS /ANALYSIS
ENCOUNTERED?
Y
. PERCOLATION RATE <1 mpi(min/inch)
1
11OCT19
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT
. PERC HOLE DIAMETER 6"
DEPTH?
—14.0'—
. TEST RUN BETWEEN 2 FT AND 3 FT.
0.33
3
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER
AFTER
THREE READINGS PROVIDED.
MONITORING?
12.0'
11.900"
DATE:
11OCT19
5
5.900"
DEPTH TO WATER
AFTER
6
MONITORING?
—2.8'
6.000"
DATE:
27MAY2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALLSTATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
I SOILS REPORT
DRAWN I JRL
SOILS LOGS
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
11OCT19
5.900"
2
2 MIN
11.900"
6.000"
0.33
3
5.900"
4
3 MIN
11.900"
6.000"
0.5
5
5.900"
6
3 MIN
11.900"
6.000"
0.5
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, TRACT 2
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
'ERMIT N0.
S12545
Sheet
32 OF 34
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH 33
DATE NET TIME
OR
TOPSOIL
RATE
(MPI)
27MAY20
GM/SM
11OCT19
SAND &
2
GRAVEL
SM/ML
SAND &
2.44
GRAVEL
ANGULAR
BOH/
COBBLEW W/
HARD PAN
TIGHT SAND
EXCAVATOR
& SILT
REFUSAL
5
SOILS LOG — PERCOLATION TEST
SLOPE
TEST
HOLE
ISITE NL N
J
f
I
SLOPE
TH 1
WAS GROUND WATER SOIL TEST RESULTS/ANALYSIS
DATE PERFORMED: 040CT19 ENCOUNTERED? Y e PERCOLATION RATE 2.9 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
IF YES, AT WHAT . PERC HOLE DIAMETER 6"
DEPTH? —6.0'— . TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
DEPTH TO WATER AFTER THREE READINGS PROVIDED.
MONITORING? 4.5'
DATE: 11OCT19
DEPTH TO WATER AFTER
MONITORING? —2.6'
DATE: 27MAY2020
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THATTHIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
11OCT19
5.900"
2
10 MIN
9.990"
4.090"
2.44
3
5.900"
4
10 MIN
9.368"
3.468"
2.88
5
5.900"
6
10 MIN
9.312"
3.412"
2.93
NOTES: PAMONE ENG SVC, C� LLC Date
SOILS REPORT P.O. BOX 1807 PALMER, AK 99645 �'. Scale 2o21
PHONE (907) 745-8200 FAX (907) 745-8201j`. Scale
7H NTS
.... .. .. ....... P.I.D. NO
CANYON VIEW ESTATES, TRACT 2 }ey�n anrior�e
DRAWN JRL SITE: CANYON ROAD CE 8149 . PERMIT N0.
ANCHORAGE, AK !�'Q?/30/202,1.• S12545
SOILS LOGS Sheet
V 33 OF 34
In
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
TH34
OR TOPSOIL
SAND &
GRAVEL W/
GM/SM FRACTURED
ROCK
DATE PERFORMED: 070CT19
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
I
/ S T PLAN
/ TH 3 )\ I \\ \ \
34
Q Q 1 Q�\
y
WAS GROUND WATER
ENCOUNTERED? Y
IF YES, AT WHAT
DEPTH? —6.0—
DEPTH TO WATER AFTER
MONITORING?
27MAY20
SM/ML
SILTY SANDY
DEPTH TO WATER
GRAVEL
MONITORING?
ANGULAR
BOH/
COBBLEW W/
HARD PAN
TIGHT SAND
EXCAVATOR
& SILT
REFUSAL
5.900"
DATE PERFORMED: 070CT19
SOILS LOG - PERCOLATION TEST
SLOPE
TEST
HOLE
I
/ S T PLAN
/ TH 3 )\ I \\ \ \
34
Q Q 1 Q�\
y
WAS GROUND WATER
ENCOUNTERED? Y
IF YES, AT WHAT
DEPTH? —6.0—
DEPTH TO WATER AFTER
MONITORING?
4.5
DATE:
11 OCT19
DEPTH TO WATER
AFTER
MONITORING?
3.9'
DATE:
27MAY20
COMMENTS: Test hole excavated by WHITE RAVEN
PERFORMED BY: PES. I CERTIFY THAT THIS TEST
WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND
MUNICIPAL GUIDLINES IN EFFECT ON THE DATE OF THIS TEST.
NOTES:
SOILS REPORT
DRAWN I JRL
SOILS LOGS
SLOPE
TH 1
SOIL TEST RESULTS /ANALYSIS
• PERCOLATION RATE 2.6 mpi(min/inch)
(Hydrologic Soils Group: HSG A)
• PERC HOLE DIAMETER 6"
• TEST RUN BETWEEN 2 FT AND 3 FT.
• TEST RUN FOR OVER AN HOUR, LAST
THREE READINGS PROVIDED.
READING
DATE NET TIME
WATER
LEVEL
READING
NET DROP
RATE
(MPI)
1
11OCT19
5.900"
2
10 MIN
9.980"
4.08"
2.5
3
5.900"
4
10 MIN
9.810"
3.91
2.6
5
5.900"
6
10 MIN
9.790"
3.89"
2.6
PANNONE ENG SVC, LLC
P.O. BOX 1807 PALMER, AK 99645
PHONE (907) 745-8200 FAX (907) 745-8201
CANYON VIEW ESTATES, TRACT 2
SITE: CANYON ROAD
ANCHORAGE, AK
Date
04/16/2021
Scale
NTS
P.I.D. NO
z'ERMIT N0.
S12545
Sheet
34 OF 34
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 June 30, 2021
Soils Report
Appendix B
Mr. James Roberts, P.E., R.L.S. Soils Logs
7A0, tfiru. 6/2/0.2
TH-45
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OLSt t4 Ofbpi ole 0
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Imo'
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104
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TH-9
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top I'_10.
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2.10
G?i
1-13
I's
OP I
Ok
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1-20
7A0, tfiru. 6/2/0.2
TH-45
Ortd. Sand
9*-ac;vd viandS and
ipI 14�1 a d -.1d sand
-aue. or
t6
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GaRoz
- 61}t fiRv.'�egd'caix
static Eta 0
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OLSt t4 Ofbpi ole 0
io
TVI -16
1-20
TN -?-12
6i l.tv- sands
nYatic odt'r".tabs -
It�Zattt�?:o4 hol,'o ,
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and "EanBi
esttt graded a&ods and grr�ge
411 tY Sdndr 'gravel
sp poorly graeled,Band
T.;
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nYatic odt'r".tabs -
It�Zattt�?:o4 hol,'o ,
ii 6Jt(�itfCSr Surveyor.
ItfnchWAV? Iw
Canyon View Estates, Phase I, Block 1, Lots 1-13 and Block 2, Lots 1-7 August 2, 2021
Soils Report
Appendix C
Shannon & Wilson, Inc. Soils Investigation
MUNICIPALITY OF ANCHORAGE
I ITI I:q 0 1 lFwAo I W911 =610 Ifflell 0 WAA V I ki WIN —A No
CANYON ROAD IMPROVEMENTS
UPPER DeARMOUN ROAD TO CHUGACH STATE PARK
13-56
[UT
SOILS INFORMATION
Geotechnical Engineering Report
Canyon Road Improvements Extension
Lounsbury & Associates
Anchorage, Alaska
July 2016
Submitted To:
Lounsbury & Associates
5300 A Street
Anchorage, Alaska 99518
By:
Shannon & Wilson, Inc.
5430 Fairbanks Street, Suite 3
Anchorage, Alaska 99518
AECC125
Phone: (907)561-2120
Fax: (907)561-4483
E-mail: gli(o).shanwil.com
32-1-02345-002
TABLE OF CONTENTS
1.0 INTRODUCTION......................................................................................
2.0 SITE AND PROJECT DESCRIPTION......................................................
3.0 SUBSURFACE EXPLORATION..............................................................
4.0 LABORATORY TESTING........................................................................
5.0 SUBSURFACE CONDITIONS..................................................................
6.0 CONCLUSIONS AND RECOMMENDATIONS ......................................
6.1 Site Preparation and Subgrade/Embankment Development ................
6.2 Asphalt Pavement Structural Section ...................................................
6.3 Structural Fill and Compaction............................................................
7.0 CLOSURE AND LIMITATIONS...............................................................
1 Vicinity Map
2 Site Plan
3 Gradation Requirements
FIGURES
APPENDICES
Page
...................... 1
...................... 1
...................... 2
...................... 3
...................... 3
...................... 4
.......................4
.......................5
.......................7
...................... 7
A Boring Logs and Laboratory Testing Results
B Important Information About Your Geotechnical/Environmental Report
Canyon Road Improvements Extension.docx 32-1-02345-002
SHANNON LOQ, INQ
GEOTECHNICAL ENGINEERING REPORT
CANYON ROAD IMPROVEMENTS EXTENSION
LOUNSBURY & ASSOCIATES
ANCHORAGE, ALASKA
1.0 INTRODUCTION
This report presents the results of subsurface explorations and laboratory testing conducted by
Shannon & Wilson for subsurface evaluation of the roadway along a section of planned
improvements to Canyon Road in Anchorage, Alaska. This work was completed as an extension
of our previous geotechnical studies, documented in our report titled Carryon Road Improvements
— Beas Hill Geotechnical Report, dated November 2013. The purpose of this geotechnical study
was to observe and document subsurface conditions, to characterize the nature of the soils
encountered and to provide geotechnical engineering recommendations for the planned
improvements. To accomplish our objectives, twelve borings were drilled in the Canyon Road
right of way (ROW). Soil samples recovered from the borings were tested in our geotechnical
laboratory. Presented in this report are descriptions of the site and project, subsurface
exploration and laboratory test procedures, an interpretation of subsurface conditions and our
engineering recommendations.
Authorization to proceed with this work was received from Mr. Loren Becia, P.E. of Lounsbury
& Associates, Inc. in the form of a signed proposal on May 9, 2016. This work was conducted in
general accordance with our April 6. 2016 proposal.
2.0 SITE AND PROJECT DESCRIPTION
The portion of Canyon Road included in this additional effort starts approximately 1,200 feet
south of the intersection of Canyon Road and Upper DeArmoun Road, just below the area known
as Bea's Hill, and includes approximately 3,500 feet of Canyon Road. This segment is part of a
larger project that includes improvements to Canyon Road from its intersection with Upper
DeArmoun Road to the bottom of Bea's Hill (approximately 1,200 feet south). The Bea's Hill
portion of the project was addressed in our November 2013 report. A vicinity map indicating the
general project area is presented as Figure 1. A site plan shows prominent site features and the
approximate locations of our borings is included as Figure 2.
Canyon Road is a two-lane road with shallow ditches on either side of the road and a treated -
gravel wearing surface. The intersection of Canyon Road and Upper DeArmoun Road is paved.
The road has steep grades and provides access to residential houses as well as a Chugach State
Park trailhead. It is our understanding that the Glen Alps Road Service Area (GARSA) would
like to make improvements to the existing road. We assume that the improvements primarily
consist of developing a paved surface and potentially slope flattening through embankment
development.
Canyon Road Improvements Extension.docx 32-1-02345-002
SHANNON 6WILSON,INC.
3.0 SUBSURFACE EXPLORATION
Subsurface explorations consisted of drilling and sampling twelve borings, designated Borings
B-6 through Boring B-17, on May 18 and 19, 2016. The general boring locations were selected
to provide coverage along the alignment at approximate 300 foot spacing.
Drilling services for this project were provided by Discovery Drilling of Anchorage, Alaska,
using a truck mounted CME 75 drill rig. An experienced geotechnical representative from our
firm was present during drilling to locate the borings, observe drill action, collect samples, log
subsurface conditions, and observe groundwater conditions.
The borings were advanced with 31/4 -inch inner diameter (ID), continuous flight, hollow -stem
augers to approximately 16.5 feet below ground surface (bgs). Split -spoon samples were
collected at 2.5 foot intervals to 10 feet bgs, and at 5 foot intervals to the bottom of the boring
using Standard Penetration Test (SPT) methods. In the SPT method, samples are recovered by
driving a 2 -inch outer diameter (OD) split -spoon sampler into the bottom of the advancing hole
with blows of a 140 -pound hammer free falling 30 inches onto the drill rods. For each sample,
the number of blows required to drive the sampler the last 12 inches of an 18 -inch penetration
into undisturbed soil is recorded. Blow counts are shown graphically on the boring log figures as
"penetration resistance" and are displayed adjacent to sample depth. The penetration resistance
values give a measure of the relative density (compactness) or consistency (stiffness) of
cohesionless or cohesive soils, respectively. In the event that the blow count for a 6 -inch
penetration exceeded 50 or when after 10 hammer drops the sampler had not moved, the
penetration resistance is recorded as "sampler refusal" on the boring logs, in place of penetration
resistance, and references the number of blows required and the total penetration of the sample
where refusal occurred.
Samples recovered during drilling were observed and described in the field in general
accordance with the classification system described by ASTM International (ASTM) D2487.
Selected samples were tested in our laboratory to refine our soil descriptions in general
accordance with the Unified Soil Classification Systern (USCS) presented in Appendix A. Figure
A-1. Frost classifications were also estimated for samples based on laboratory testing (sieve
analyses and P-200) and are shown on the boring logs. The frost classification system is
presented in Appendix A, Figure A-2. Summary logs of the borings are presented in Appendix
A, Figures A-3 through A-14.
At the completion of drilling, the borings were backfilled with auger cuttings. After drilling,
Borings B-07, B-11, B-14, and B-17 were completed by installing a 1 -inch, polyvinyl chloride
(PVC) casing with slotted tip to facilitate future groundwater level observations. The annular
space between the borehole wall and casing was backfilled with cuttings produced during
drilling activity. Each casing was covered with a flush mounted well monument and at Boring
B-17, the asphalt was repaired with asphalt cold patch. Installation details for the observation
wells are on the boring logs.
Canyon Road Improvements Extension.docx 32-1-02345-002
2
SHAMINDN b- VIALSOA,1NC.
4.0 LABORATORY TESTING
Laboratory tests were performed on selected soil samples from the borings to verify our field
descriptions and to estimate the index properties of the typical materials encountered along the
alignment. Results of the soil tests performed on samples from each boring are presented on the
summary logs (Appendix A, Figures A-3 through A-14) and in the laboratory test results in
Appendix A, Figures A-15 and A-16.
Water content tests were performed on samples collected from the borings. Water content tests
were generally conducted according to procedures described in ASTM D2216. The results of the
water content measurements are presented graphically on the boring logs.
Grain size classification tests were conducted on select samples to confirm the field description
of the soils encountered. The gradation testing generally followed the mechanical sieve
procedures described in ASTM C136. The grain size testing results are presented in Appendix A
as Figure A-15 (2 sheets), and summarized on the boring logs as percent gravel, percent sand,
and percent fines. Percent fines on the boring logs are equal to the sum of the silt and clay
fractions indicated by the percent passing the Number 200 sieve.
Tests were conducted on select samples to estimate the amount of material passing the Number
200 sieve (P-200). This test was performed in general accordance with ASTM C 117. The P-200
test provides an estimate of the fines (silt and clay) content. The results of this test are presented
on the boring logs, indicated as percent fines.
Atterberg limits were evaluated on the fine fraction (material passing the No. 40 sieve) of four
samples. The test was performed in accordance with ASTM D4318. This analysis provides
information on the plasticity characteristics of the fine grained material. The results of these
tests are summarized on the boring logs and presented in Appendix A as Figure A-16.
5.0 SUBSURFACE CONDITIONS
The subsurface conditions encountered by our borings are presented graphically on the boring
logs in Appendix A, Figures A-3 through A-14. In general, our borings encountered granular
material with varying amounts of silt near the surface. In Borings B-6 through B-12, there was a
consistent change in this material at about 2 feet bgs (2.5 feet bgs in B-10). Based on our
observations and the topography in this area, in our opinion, this is indicative of an imported fill
that was used to construct this section of the road. In the other borings granular soil was
observed to at least 4 feet bgs, and may also be fill, however a contrast between fill and native
materials was not observed. With the exception of Boring B-15 and B-17, silt or clay was
encountered in each boring at depths of 4.5 to 16 feet bgs, and continued to the depth of the
borings. One exception was Boring B-14, where the silt was found from 7 to 13 feet bgs, and
then silty gravel with sand to the bottom of the boring.
The granular fill material in Borings B-6 through B-12 was generally dense. The native granular
soils ranged from loose to very dense, with blow counts from 8 blows per foot (bpf) to over 50
bpf. The average blow count in the granular soils was approximately 30 blows per foot. Fines
Canyon Road Improvements Extension.doex 32-1-02345-002
.SI-IAMNON VVILSON, INC.
content in the fill material was approximately 27 percent in the samples from this layer, and fines
content in the native granular material ranged from 1 I to 49 percent. Moisture contents in the
granular material ranged from approximately 4 to 16 percent. Moisture contents in the fine
grained soils ranged from 7 to 24 percent. Groundwater was observed during drilling in Borings
B-07, B-10, B -I1, B-13, B-14, B-16, and B-17, at depths ranging from 2.5 to 15 feet bgs.
Observed groundwater may be perched above a confining layer and not connected to the regional
groundwater table. We measured groundwater levels in Borings B-07, B-11, B-14, and B-17
between May 31, and June 1, 2016. During these measurements, water levels were at about 5, 5,
13, and 10.5 feet bgs respectively. It should be noted that groundwater levels are subject to
variations and may fluctuate by several feet seasonally.
6.0 CONCLUSIONS AND RECOMMENDATIONS
The sections below present our geotechnical recommendations for site preparation and subgrade
development, embankment development, and structural section recommendations. We
understand that although part of the road is technically located on private property, that it will be
designed based on Municipality of Anchorage (MOA) standards.
Based on observations of the site and our explorations, it appears that the lower portion of the
existing roadway was constructed with a fill section of 2 to 2.5 feet, and gravel surfaced.
Beyond Boring B-12, it appears that the road alignment was merely cleared and grubbed of
organic material and the native granular material shaped for a driving surface and drainage, with
ditching either side of the roadway. In general, the road surface is reasonably compact and, at
the time of our explorations did not exhibit significant rutting or potholes. It should be noted
that, based on our experience, this section of road exhibits severe pumping, rutting, and soft
surface conditions during the spring thaw season. OBecause this road leads to a popular park
entrance, the good surfacing is most likely due to frequent grading and/or maintenance.
The MOA requires that pavement design be based on estimated frost penetration and the frost
classification of the subgrade materials. This is because frost related heaving and thaw
instabilities cause poor pavement performance, potholes and uneven driving surfaces. Based on
the above observations and conclusions, we are providing pavement design recommendations as
described below.
6.1 Site Preparation and Subgrade/Embankment Development
In our opinion, drainage provisions will be an important issue for pavement performance on this
road. Therefore, we recommend that the finished grade of the road improvements be above the
existing ground surface. Our borings indicate that the soils along the existing road alignment
generally consist of granular material with varying amounts of fines. These granular in-situ soils
classify as moderately to highly frost susceptible, with frost classifications ranging from F2 to
F4.
Though our borings encountered generally firm conditions, pockets of poor quality material may
exist in portions of the right-of-way between borings. We recommend that grading be conducted
Canyon Road Improvements Extension.docx 32-1-02345-002
4
bHANNON &W61_SC A, INC.
to expose mineral soil at the subgrade (bottom of the structural section) elevation along the
alignment. Subgrade soils should be evaluated for compactness by probing (by a qualified
geotechnical engineer) or proof rolling and unsuitable (soft or compressible) soils should be
over -excavated and replaced with Type II/IIA fill to improve the subgrade support for the new
pavement section. In sub -cutting to remove local areas of soft or compressible soils, the
excavation should extend out laterally a minimum distance equal to the sub -cut depth from the
outer edges of the pavement structural section. The material should be removed until firm,
native mineral soils are exposed over the entire excavation bottom. Likewise, if embankments
are to be developed that extend beyond the existing road footprint, surface organic soils should
be grubbed from beneath the areas to be filled to expose firm, native, mineral soil. After
unsuitable soils are removed and firm, mineral soils are exposed, construction of the structural
section and/or embankments may proceed.
We assume that embankments may be needed along portions of the project and may be
constructed up to the bottom of the structural section as follows. Embankment material may
consist of unclassified material provided it does not contain more than 20 percent fines and if the
contractor is able to achieve compaction requirements described in Section 6.3. We recommend
that embankment side slopes be constructed at angles no steeper than 2 horizontal (H) to 1
vertical (V).
Finally, we recommend that a significant part of the roadway design consist of methods to
intercept and direct surface and subsurface water away from the road section including cross
drainage at potential catch points. This can be accomplished by designing ditches on both sides
of the roadway to sufficient depths that water cannot accumulate within the roadway structural
section.
6.2 Asphalt Pavement Structural Section
We assume that this roadway will primarily be used for relatively light traffic with occasional
truck traffic. In designing the pavement, the strength and frost susceptibility of the existing
adjacent prism and backfill soils must be considered. The subsurface explorations found the
native soils to generally consist of relatively dense, silty granular material. The granular soils
contain approximately 12 to 49 percent fines, based on laboratory testing and visual
classifications. The native soils (with frost classifications generally between F2 and 174) can
provide a suitable subgrade support for roadway pavements if the section is designed to
accommodate the frost susceptibility. We have provided the MOA required standard structural
sections in this report. We also included Recycled Asphalt Pavement as a replacement for
leveling course, if desired.
Pavement design parameters are given in the MOA Design Criteria Manual (DCM) and were
followed to develop the structural section for road pavement where MOA standards must be
followed. According to the manual, a structural section over a subgrade classified as F2, F3, or
F4 must be designed for limited subgrade frost penetration. In this method, the maximum
Canyon Road Improvements Extension.docx
E
32-1-02345-002
SHANNON6WILSON, INC.
allowable depth of freeze into the subgrade soil is 10 percent of the structural section thickness
by thermal analysis.
Because of the relatively deep seasonal frost depth in the Anchorage area (approximately 8 to 10
feet below cleared roadways on average), we have developed recommendations for both an
insulated and a non -insulated section. While the insulated section likely represents the less
expensive construction option, the issue with buried insulation in the roadway is that it could be
problematic in the future if utility work or road repair is needed.
We evaluated frost penetration using BERG2, arriving at the following insulated and un -
insulated sections that are recommended through our analysis. The moisture content of soils
plays a significant part in determining the frost penetration depth, so in order to avoid large
variations in the moisture of the section, surface waters should be directed away from the
pavement. Based on these considerations, the following are recommended for MOA appropriate
insulated and non -insulated pavement sections.
Insulated Section Non -insulated Section
2 Asphalt 2 Asphalt
4 Leveling Course/RAP 6 Leveling Course/RAP
12 Type IIA Base 104 Type II/IIA Base
2 Insulation
20 Type II Subbase
In general, the improved pavement sections, if insulated, should include a transition of at least 50
feet to non -insulated existing roadways. The transition section should include at least 1 inch of
insulation in the above section so that differential settlements and frost related deflections across
the road are minimized.
A structural section thinner than MOA standards may be preferred, however, the owner should be
made aware of the risks associated with constructing this recommended section over the existing
material which is frost susceptible. At the time of our explorations, the in situ soils were
relatively dense. Laboratory testing results indicated an average moisture content of
approximately 11 percent within the zone of frost penetration (about 10 feet bas). Considering
this silty soil type, significantly higher moisture contents can occur. The moderate moisture
contents indicate that at the time of our explorations, surface water was not likely collecting
within the road prism. If surface water does collect in the road prism, it may infiltrate the soil
within the frost susceptible zone and cause strength loss and pavement failure, which result in
potholes, heaved surfaces, differential settlements and significantly reduced pavement life. If
the owner is willing to take the above mentioned risks, we recommend the following minimum
section.
Canyon Road Improvements 1lxtension.docx 32-1-02345-002
6
6HANNON &WILSO_N, SNC.
Thickness, inches
Material
2
Asphalt
6
Leveling Course/RAP
24
Type II/IIA Base
Care should be taken to minimize disturbance of the excavation bottom by digging or excessive
tracking by equipment since it will likely be moisture sensitive. In addition, if existing soils
become disturbed and or wet, construction could be difficult if the contractor is not able to
control and compact fills that are placed. The bottoms of excavations should be probed and
closely observed to look for unsuitable soils (such as overly soft or organic -rich zones). Such
unsuitable soils should be excavated and replaced with compacted structural fill.
6.3 Structural Fill and Compaction
Structural fill will be needed to support pavements and replace unsuitable materials. We believe
that the existing fill soils encountered in our borings should not be used within the section.
Where imported fill is needed we recommend that it consist of a reasonably well graded, free -
draining sand or gravel. Generally, Type II or Type IIA material, as specified in the Municipality
of Anchorage Standards and Specifications (MASS), works well for this application and as the
subbase layer since it can be placed under both wet and dry weather conditions. Figure 3
presents gradation properties for Type II/IIA classified material.
Fills below pavements should be placed in lifts not to exceed 10 to 12 inches loose thickness, and
compacted to at least 95 percent of the maximum dry density as determined by the Modified
Proctor compaction procedure (ASTM D 1557). During fill placement, we recommend that large
cobbles or boulders with dimensions in excess of 8 inches be removed from any structural fills.
7.0 CLOSURE AND LIMITATIONS
This report was prepared for the exclusive use of our client and their representatives for
evaluating the site as it relates to the geotechnical aspects discussed herein. The conclusions
contained in this report are based on information provided from the observed site conditions and
other conditions described herein. The analyses and conclusions contained in this report are
based on site conditions as they existed at the time of our explorations. It is assumed that the
exploratory borings are representative of the subsurface conditions throughout the site, i.e., the
subsurface conditions everywhere are not significantly different from those disclosed by the
explorations.
If, during construction, subsurface conditions different from those encountered in these
explorations are observed or appear to be present, Shannon & Wilson, Inc. should be advised at
once so that these conditions can be reviewed. If there is a substantial lapse of time between the
submittal of this report and the start of work at the site, or if conditions have changed due to
natural causes or construction operations at or adjacent to the site, it is recommended that this
Canyon Road Improvements Gxtension.docx 32-1-02345-002
SHANNON MLSON, INC.
report be reviewed to determine the applicability of the conclusions considering the changed
conditions and time lapse.
Unanticipated soil conditions are commonly encountered and cannot frilly be determined by
merely taking soil samples or advancing borings. Such unexpected conditions frequently require
that additional expenditures be made to attain a properly constructed project. Therefore, some
contingency fund is recommended to accommodate such potential extra costs. Shannon &
Wilson has prepared the attaclunents in Appendix B Important Information About Your
Geotechnical/Environmental Report to assist you and others in understanding the use and
limitations of the reports.
Copies of documents that may be relied upon by our client are limited to the printed copies (also
known as hard copies) that are signed or sealed by Shannon & Wilson with a wet, blue ink
signature. Files provided in electronic media format are furnished solely for the convenience of
the client. Any conclusion or information obtained or derived from such electronic files shall be
at the user's sole risk. If there is a discrepancy between the electronic files and the hard copies,
or you question the authenticity of the report please contact the undersigned.
We appreciate the opportunity to be of service. Please contact the undersigned at (907) 561-2120
with comments or questions concerning the contents of this report.
SHANNON & WILSON, INC.°`R��
Grover L. Johnson, P.E.
AQ
Senior Engineer III
11 ell,
GLJ/klb GROVER L. OHNSON
CE- 833
� �k� ROFESS0
Canyon Road Improvements Extension.docx 32-1-02345-002
ALASKA
Anchorage
a e
Cook Inlet
F
CANADA
Shi Creek
Anchorage Raspberry
Approximate
Project Area
0 3 6
Miles
P
n -Lights [ ate` 8 e
—i—^" G
�e
m es
Tudor
00
E "� Geek
Dimond ry N-
Abbott
o m �ff/et
�.m 32
` O'MalleyCU
ep v
cue s.
i
y .,g_
1�d6
�' 6
t'.7-
Little RaWt Creek , �,
Map adapted from files provided by the Municipality of Anchorage, Geographical Information Systems website
CjeeK
LEGEND
B-06 Approximate Location of Boring B-06, Advanced by Shannon &
Wilson, May 2016
200 400 800
APPROXIMATE SCALE IN FEET
Canyon Road Improvements Extension
Anchorage, Alaska
SITE PLAN
July 2016 32-1-02345-002
M III SHANiNONE& WILSON, INC. I FIG. 2
GRADATION REQUIREMENTS
(Adapted from Municipality of Anchorage Standard Specifications, 2009)
LEVELING COURSE
U.S. STANDARD SIEVE SIZE
PERCENT PASSING
English Metric
BY WEIGHT
1 in. 25.0 mm
100
3/4 in. 19.0 mm
70-100
3/8 in. 9.5 mm
50-80
No. 4 4.75 mm
35-65
No. 8 2.36 mm
20-50
No. 50 0.30 mm
8-28
No. 200 0.075 mm
0 - 6*
TYPE II BASE
U.S. STANDARD SIEVE SIZE
PERCENT PASSING
BY WEIGHT
8 in. -
100
3 in. 75 mm
70-100
1-1/2 in. 37.5 mm
55-100
3/4 in. 19.0 mm
45-85
No. 4 4.75 mm
20-60
No. 10 2.00 mm
12-50
No. 40 0.425 mm
4-30
No. 200 0.075 mm
2 - 6**
TYPE II-A BASE
U.S. STANDARD SIEVE SIZE
PERCENT PASSING
BY WEIGHT
3 in. 75 mm
100
3/4 in. 19.0 mm
50-100
No. 4 4.75 mm
25-60
No. 10 2.00 mm
15-50
No. 40 0.425 mm
4-30
No. 200 0.075 mm
2 - 6***
Canyon Road Improvements Extension
The fraction passing the No. 200 sieve
Anchorage, Alaska
shall not exceed 75 percent of the fraction
passing the No. 50 sieve.
eve
shall not exceed 15 percent of the fraction
shall no exceed
d 15 pg the cent o. he fraction
GRADATION REQUIREMENTS
passing the No. 4 sieve.
*** The fraction passing the No. 200 sieve July
2016 32-1-02345-002
shall not exceed 20 percent of the fraction
passing the No. 4 sieve. Am
lip SHANNON & WILSON, INC. FIG. 3
sw
Geotechnical & Environmental Consultants
SHANNON SON, INC.
APPENDIX A
BORING LOGS AND LABORATORY TEST RESULTS
32-1-02345-002
Shannon & Wilson, Inc. (S&M, uses a soil
identification system modified from the Unified
Soil Classification System (USCS). Elements of
the USCS and other definitions are provided on
this and the following pages. Soil descriptions
are based on visual -manual procedures (ASTM
D2488) and laboratory testing procedures
(ASTM D2487), if performed.
S&W INORGANIC SOIL CONSTITUENT DEFINITIONS
2FINE-GRAINED
CONSTITUENT
SOILS
(50% or more fines)'
COARSE-GRAINED
SOILS
< #200 (0.075 mm = 0.003 in.)
SAND
less than 50% fines
Fine
Silt, Lean Clay,
Medium
Major
Elastic Silt, or
Sand or Gravel"
GRAVEL
Fat Clay3
Fine
Modifying
(Secondary)
30% or more
More than 12%
Precedes major
coarse-grained:
fine-grained:
constituent
Sandy or Gravelly°
Silty or Clayey3
Stiff
15% to 30%
5% to 12%
15-30
coarse-grained:
fine-grained:
with Sand or
with Silt or
Follows major
_ with Grav_ . _
_ _ _14 with CIaZr3_ _ _
constituent
30% or more total
coarse-grained and
15% or more of a
lesser coarse-
second coarse-
grained constituent
grained constituent:
is 15% or more:
with Sand or
with Sand or
with Gravels
with Gravels
'All percentages are by weight of total specimen passing a 3 -inch sieve.
2The order of terms is: Modifying Major with Minor.
'Determined based on behavior.
'Determined based on which constituent comprises a larger percentage.
'Whichever is the lesser constituent.
MOISTURE CONTENT TERMS
Dry Absence of moisture, dusty, dry
to the touch
Moist Damp but no visible water
Wet Visible free water, from below
water table
STANDARD PENETRATION TEST (SPT)
SPECIFICATIONS
Hammer: 140 pounds with a 30 -inch free fall.
Rope on 6- to 10-inch-diam. cathead
2-1/4 rope turns, > 100 rpm
NOTE: If automatic hammers are
used, blow counts shown on boring
logs should be adjusted to account for
efficiency of hammer.
Sampler: 10 to 30 inches long
Shoe I.D. = 1.375 inches
Barrel I.D. = 1.5 inches
Barrel O.D. = 2 inches
N -Value: Sum blow counts for second and third
6 -inch increments.
Refusal: 50 blows for 6 inches or
less; 10 blows for 0 inches.
NOTE: Penetration resistances (N -values) shown on
boring logs are as recorded in the field and
have not been corrected for hammer
efficiency, overburden, or other factors.
PARTICLE SIZE DEFINITIONS
DESCRIPTION
SIEVE NUMBER AND/OR APPROXIMATE SIZE
FINES
< #200 (0.075 mm = 0.003 in.)
SAND
RELATIVE
Fine
#200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.)
Medium
#40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.)
Coarse
#10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.)
GRAVEL
4-10
Fine
#4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.)
Coarse
3/4 to 3 in. (19 to 76 mm)
COBBLES
3 to 12 in. (76 to 305 mm)
BOULDERS
> 12 in. (305 mm)
RELATIVE DENSITY / CONSISTENCY
COHESIONLESS SOILS
COHESIVE SOILS
N, SPT,
RELATIVE
N, SPT,
RELATIVE
BLOWS/FT.
DENSITY
BLOWS/FT.
CONSISTENCY
< 2
Very soft
< 4 Very loose
4-10
Loose
2-4
Soft
10-30
Medium dense
4 - 8
Medium stiff
30-50
Dense
8-15
Stiff
> 50
Verydense
15-30
Very stiff
> 30
Hard
PERCENTAGES TERMS 1,2
Trace
WELL AND BACKFILL SYMBOLS
MEBentonite
Cement Grout
=<='
Surface Cement
Seal
®
Bentonite Grout
Mostly
Asphalt or Cap
Bentonite Chips
;';,";;,;
Slough
Silica Sand
Inclinometer or
Non -perforated Casing
Perforated or
Screened Casing
®
Vibrating Wire
Piezometer
PERCENTAGES TERMS 1,2
Trace
<5%
Few
5 to 10%
Little
15 to 25%
Some
30 to 45%
Mostly
50 to 100%
'Gravel, sand, and fines estimated by mass. Other constituents, such as
organics, cobbles, and boulders, estimated by volume.
'Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for
Description and Identification of Soils (Visual -Manual Procedure), copyright
ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428.
A copy of the complete standard may be obtained from ASTM International,
www.astm.org.
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
(Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)
MAJOR DIVISIONS
GROUPIGRAPHIC
SYMBOL
TYPICAL IDENTIFICATIONS
GW
.
Well -Graded Gravel; Well -Graded
® ®
Gravel with Sand
Gravel
GP
° &
Poorly Graded Gravel; Poorly Graded
Gravels
(less than 5%
fines)
(more than 50%
o D
Gravel with Sand
of coarse
fraction retained
on No. 4 sieve)
Silty or Clayey
GM
°
Silt Gravel; Silt Gravel with Sand
y y
Gravel
o D
COARSE-
(moree12/
fins)
GC
°
Clayey Gravel; Clayey Gravel with
GRAINED
D
Sand
SOILS
o
(more than 50%
retained on No.
SW
9.
Well -Graded Sand; Well -Graded Sand
200 sieve)
Sand
with Gravel
(less than 5%
tines)
SP
Poorly Graded Sand; Poorly Graded
Sands
Sand with Gravel
(50% or more of
coarse fraction
passes the 4
sieve)
Silty or
SM
Silty Sand; Silty Sand with Gravel
Clayey Sand
(more than 12%
fines)
Sc
Clayey Sand; Clayey Sand with Gravel
ML
Silt; Silt with Sand or Gravel; Sandy or
Gravelly Silt
Inorganic
CL
Lean Clay; Lean Clay with Sand or
Silts and Clays
(liquid limit less
Gravel; Sandy or Gravelly Lean Clay
than 50)
Organic
OL
=—
Organic Silt or Clay; Organic Silt or
Clay with Sand or Gravel; Sandy or
FINE-GRAINED
SOILS
— —
—
— —
Gravelly Organic Silt or Clay
(50% or more
passes the
200 sieve))
MH
Elastic Silt; Elastic Silt with Sand or
Gravel; Sandy or Gravelly Elastic Silt
Inorganic
CH
Fat Clay; Fat Clay with Sand or Gravel;
Silts and Clays
(liquid limit 50 or
Sandy or Gravelly Fat Clay
more)
Organic Silt or Clay; Organic Silt or
Organic
OH
Clay with Sand or Gravel; Sandy or
Gravelly Organic Silt or Clay
HIGHLY-
ORGANIC
Primarily organic matter, dark in
and
PT
Peat or other highly organic soils see
g y g
SOILS
color, organic odor
—`'
ASTM D4427)
NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in.
NOTES
1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, Sand
with Silt) are used for soils with between 5% and 12% fines or when
the liquid limit and plasticity index values plot in the CL -ML area of
the plasticity chart. Graphics shown on the logs for these soil types
are a combination of the two graphic symbols (e.g., SP and SM).
Borderline symbols (symbols separated by a slash, i.e., CUML,
Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate
that the soil properties are close to the defining boundary between
two groups.
CiKAUAI IUN I tKMS
oorly Graded Narrow range of grain sizes present
or, within the range of grain sizes
present, one or more sizes are
missing (Gap Graded). Meets criteria
in ASTM D2487, if tested.
Well -Graded Full range and even distribution of
grain sizes present. Meets criteria in
ASTM D2487, if tested.
CEMENTATION TERMS'
Weak Crumbles or breaks with handling or
slight finger pressure
Moderate Crumbles or breaks with considerable
finger pressure
Strong Will not crumble or break with finger
pressure
PLASTICITY2
DESCRIPTION
APPROX.
PLASITICTY
INDEX
VISUAL -MANUAL CRITERIA RANGE
Nonplastic
A 1/8 -in. thread cannot be rolled
< 4
Similar to angular, but with rounded
at any water content.
edges.
Low
A thread can barely be rolled and
4 to 10
edges.
a lump cannot be formed when
Smoothly curved sides with no edges.
Flat
drier than the plastic limit.
Elongated
Medium
A thread is easy to roll and not
10 to 20
lbs.
much time is required to reach the
MgO
Magnesium Oxide
plastic limit. The thread cannot be
Millimeter
MnO
rerolled after reaching the plastic
NA
Not Applicable or Not Available
limit. A lump crumbles when drier
Nonplastic
O.D.
than the plastic limit.
OW
High
It take considerable time rolling
> 20
PID
and kneading to reach the plastic
PMT
Pressuremeter Test
limit. A thread can be rerolled
Parts per Million
psi
several times after reaching the
PVC
Polyvinyl Chloride
plastic limit. A lump can be
Rotations per Minute
SPT
formed without crumbling when
USCS
Unified Soil Classification System
drier than the plastic limit.
Unconfined Compressive Strength
Mottled Irregular patches of different colors.
Bioturbated Soil disturbance or mixing by plants or
animals.
Diamict Nonsorted sediment; sand and gravel
in silt and/or clay matrix.
Cuttings Material brought to surface by drilling.
Slough Material that caved from sides of
borehole.
Sheared Disturbed texture, mix of
PARTICLE ANGULARITY AND SHAPE TERMS'
Angular
Sharp edges and unpolished planar
Diam.
surfaces.
Subangular
Similar to angular, but with rounded
ft.
edges.
Subrounded
Nearly planar sides with well-rounded
gal.
edges.
Rounded
Smoothly curved sides with no edges.
Flat
Width/thickness ratio> 3.
Elongated
Length/width ratio > 3.
ACRONYMS AND ABBREVIATIONS
ATD
At Time of Drilling
Diam.
Diameter
Elev.
Elevation
ft.
Feet
FeO
Iron Oxide
gal.
Gallons
Horiz.
Horizontal
HSA
Hollow Stem Auger
I.D.
Inside Diameter
in.
Inches
lbs.
Pounds
MgO
Magnesium Oxide
mm
Millimeter
MnO
Manganese Oxide
NA
Not Applicable or Not Available
NP
Nonplastic
O.D.
Outside Diameter
OW
Observation Well
pcf
Pounds per Cubic Foot
PID
Photo -Ionization Detector
PMT
Pressuremeter Test
ppm
Parts per Million
psi
Pounds per Square Inch
PVC
Polyvinyl Chloride
rpm
Rotations per Minute
SPT
Standard Penetration Test
USCS
Unified Soil Classification System
%
Unconfined Compressive Strength
VWP
Vibrating Wire Piezometer
Vert.
Vertical
WOH
Weight of Hammer
WOR
Weight of Rods
Wt.
Weight
STRUCTURE TERMS'
Interbedded
Alternating layers of varying material or color
with layers at least 1/4 -inch thick; singular: bed.
Laminated
Alternating layers of varying material or color
with layers less than 1/4 -inch thick; singular:
lamination.
Fissured
Breaks along definite planes or fractures with
little resistance.
Slickensided
Fracture planes appear polished or glossy;
sometimes striated.
Blocky
Cohesive soil that can be broken down into
small angular lumps that resist further
breakdown.
Lensed
Inclusion of small pockets of different soils,
such as small lenses of sand scattered through
a mass of clay.
Homogeneous
Same color and appearance throughout.
'Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for
Description and Identification of Soils (Visual -Manual Procedure), copyright ASTM
International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of
the complete standard may be obtained from ASTM International, www.astm.org.
2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for
Description and Identification of Soils (Visual -Manual Procedure), copyright ASTM
International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of
the complete standard may be obtained from ASTM International, www.astm.org.
SHANNON & WILSON, INC.
FROST CLASSIFICATION
(after Municipality of Anchorage, 2009)
GROUP
0.02 Mil.
P-200*
USC SYSTEM
(based on P-200 results)
Sandy Soils
0 to 3
0 to 6
SW, SP, SW SM, SP -SM
NFS
Gravelly Soils
0 to 3
0 to 6
GW, GP, GW -GM, GP -GM
F1
Gravelly Soils
3 to 10
6 to 13
GM, GW -GM, GP -GM
Sandy Soils
3 to 15
6 to 19
SP -SM, SW -SM, SM
F2
Gravelly Soils
10 to 20
13 to 25
GM
Sands, except very
fine silty sands**
Over 15
Over 19
SM, SC
F3
Gravelly Soils
Over 20
Over 25
GM, GC
Clays, PI>12
CL, CH
All Silts
ML, MH
Very fine silty sands**
Over 15
Over 19
SM, SC
F4
Clays, PI<12
CL, CL -ML
Varved clays and
CL and ML
other
CL, ML, and SM;
fined grained, banded
SL, SH, and ML;
sediments
CL, CH, ML, and SM
P-200 = Percent passing the number 200 sieve
0.02 Mil. = Percent material below 0.02 millimeter grain size
*Approximate P-200 value equivalent for frost classification.
Value range based on typical, well -graded soil curves.
** Very fine sand : greater than 50% of sand
fraction passing the number 100 sieve
REV 3 - Approved for Submittal
00
Penetration Resistance
MATERIAL DESCRIPTION
u
o
_m
- u
(140 Ib. weight, 30" drop)
E
Q
o m �
♦ Blows per foot
C7
• Water Content (%)
Approx. Elevation: 1122 Ft.
o
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I
I I I
I I I
I I I I
[Fill]
si
I I
I I I I
I I I I
I I I I
IIII
IIII
IIII
f-rf-f-
IIII
__________
Medium dense, tan, Silfy Sand with Gravel (SM);-
2'0
IIII
r
IIII
IIII
r
IIII
IIII
r r
IIII
IIII
r r r
IIII
moistI_
S2:49.3% Fines (F4 (P200))
S2
I 1 I1A
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
-LLLL
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
5
N
I I I I
I I I I
I I I I
I I I I
IIII
IIII
IIII
IIII
S3
°'
140 1 Al
I I I I
I I I I
I I I I
1--f-1-I-1--
IIII
IIII
IIII
IIII
____________
Very stiff to hard, tan, Silt with Sand (ML); moist-
7'0
n
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
sa
d
If
I
IIII
IIII
I- I- I I
IIII
IIII
I I I I
IIII
IIII
I I I I
IIII
IIII
I
IIII
LLL I
IIII
L L LI
IIII
d
0 10
d
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
S5
IA
I I I I
I I
I I I
I I I I
I I I
I I I I
1 1 1 1
I I I I
1 1
I I I I
-rrrr
I I I I
I-rI-I-
I I I I
I-I-rr
I I I I
rrrr
I I I I
IIII
-F-FF-F
I I I I
_LLLL
IIII
FFFF
I I I I
_LL LL
IIII
-rrFF
I I I I
_LI_LI_
1111
>-rrr
IIII
LLLL
15
IIII
IIII
I I I
IIII
IIII
I I
IIII
IIII
I I I I
IIII
IIII
I I I I
IIII
IIII
IIII
IIII
S6
IIII
IIII
IIII
-III
1-1-
16.5
I I I
IIII
I I I
IIII
I I I
IIII
I
IIII
Bottom of Boring
Boring Completed May 19, 2016
I I I I
III
I
I I
III I
I I I I
II II
II I I
I- f IF I-
IIII
1111
-----
1111
1111
I I I
- I r I- I-
IIII
1111
----
1111
IIII
I I
I- r r l-
IIII
IIII
----
1111
1111
I I I
- F l- r l-
1111
1111
----
1111
1111
I I I
LEGEND 0 25 50 75 100
• Water Content (%)
3: Grab Sample Plastic Limit [—•—I Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-06
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
X11 SHANNON & WILSON, INC. FIG. A-3
11111WGeotechnical and Environmental Consultants
REV 3 - Approved for Submittal
REV 3 - Approved for Submittal
-o
Penetration Resistance
MATERIAL DESCRIPTION
u-
o
m
a)
(140 Ib. weight, 30" drop)
E
�
o m �
♦ Blows per foot
to
ca
C7 0
•Water Content (%)
Approx. Elevation: 1115 Ft.
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I
I I I I
I I I
I I I I
[Fill]
s1
rl I I
I I I I
I I I I
I I I I
—f-I---I-I--t-f-�I-
S1: 31 % Gravel, 41 % Sand, 27% Fines (F3 (P200))
I I I I
I I I I
I I I
I I I I
_______________________
Loose to very dense, brown to tan, Silty Sand with
2'0
IIII
r r
IIII
IIII
r
IIII
IIII
r r r r
IIII
IIII
r r r r
Gravel (SM); moist
S2A
I* I I
I I
I I I_
IIII
I I I
Black Peat layer from 3 to 3.7 feet
S26
IIII
IIII
IIII
IIII
s2c
LA -•L
IIII
LLLL
IIII
LLLL-LLLL
IIII
IIII
1
IIII
IIII
IIII
IIII
S3
I I I I
I I 1 1
I I I I
671 b�ovls fio
I I I
16 iAche$
I I I
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
rr
1111
IIII
rrrr
IIII
sa
1111
III
1111
rrrl
1111
1111
IIII
IIII
�� I I
IIII
L L L L
1111
I I I I
IIII
LL L I-
1111
I I L L
IIII
10
1111
1111
1111
IIII
IIII
IIII
IIII
IIII
S5: 29.2% Fines (F3 (P200))
S5
61 1- I I
IIII
I I
IIII
I I I
IIII
I I I I
IIII
IIII
-I-rrr
IIII
IIII
rrrl--rrr-r
IIII
IIII
IIII
IIII
rri-r
IIII
________
Medium dense, brown, Poorly -Graded Sand with
13.0
.'
IIII
r r( r
1111
r r r
I
1111
r
IIII
>- r r
Silt (SP -SM); moist to wet
I I I I
IIII
I I
IIII
I I
IIII
I I I I
IIII
15
IIII
I I I
IIII
1 I I 1
IIII
1 1 1
IIII
s6A
15.7
s691�-
I I
I I I
I I I
I I I
Very stiff, tan, Clay with Sand (CL); wet
16.5
I I I
I I
I I I
I I I
Bottom of Boring
Boring Completed May 19, 2016
I I I
IIII
I I I I
IIII
I I I
IIII
I I
IIII
- F- rl-r
I I I I
IIII
----------
IIII
1111
rrrr
1 1 1 1
1111
IIII
1111
-Fr-F
I I I I
1111
----
1111
IIII
r F r F
I I I I
1111
----
IIII
1111
LEGEND 0 25 50 75 100
• Water Content (%)
s Ground Water Level At Time Of Drilling
H: Grab Sample 1 Static Water Level Plastic Limit {—• Liquid Limit
= 2" O.D. Split Spoon Sample ® Blank Section, Cuttings Backfill Natural Water Content
® Slotted Section, Cuttings Backfill
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-07
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
="' SHANNON & WILSON, INC. FIG. A-4
11111111111FGeotechnical and Environmental Consultants
REV 3 - Approved for Submittal
-0
Penetration Resistance
MATERIAL DESCRIPTION
u
o
"
(140 Ib. weight, 30" drop)
a
E
E
o4-:
®Blows per foot
co
C7
Water Content (/o}
Approx. Elevation: 1168 Ft.
0
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I!
I I I I
I I I
1 1 1 1
[Fill]
st
I I I
I I I I
I I I I
I I I I
1111
IIII
!III
f-1--
1111
___________ _ _____
Medium dense, brown, Silty Sand with Gravel -
2.0
_IIII
III!
IIII
IIII
IIII
IIII
(SM); moist
IIII
IIII
S2
IIII
IIII
IIII
IIII
_ELLE
LLL[_—LLLL—LLI_L
__________
Stiff to_hard, brown, Clay with Sand (CL); moist —
4.6
I I I I
I I I I
I
I I I I
I I
I I
I I I
I I I
i I
I I I I
I I I
I I
Occasional gravelly layers
5
N
I I! I
I I I
I I I
I I I I
S3
!!
I I I I
I I I
I I I
a
r- r I-
- I- r- I- I-
- r- I- - f —
I-' t- I -
Sa
Illi
I{II
Ilil
III!
°c 10
I I I I
I r l!
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
! ! I !
! ! ! I
I ! !
!
S5
�
!i!
IIII
IIII
III!
!-
1I I I
IIiI
I I I I
IIII
I I I
IIII
I I
IIII
I I I I
I I I I
I I I!
-r-�-r-t-
I I I!
1 1 1!
IIII
I I I I
IIII
! I I I
(III
I I I I
lilt
15
IIII
IIII
1 1 1 1
IIII
IIII
1 I
!il!
Ilii
III!
III!
IIII
IIII
III!
IIII
Ss
III
IIII
III!
III(
16.5
I I I
I I I I
I I I
I I I I
( I!
I I I I
I I I
I I I I
Bottom of Boring
Boring Completed May 19, 2016
I I I I
IIII
I I I I
III I
( I I
II II
I I
I!1!
m
—rf rI --I
I 1 1 1
IIII
Ilii
r I—I—
I I I!
IIII
IIII
—I FrF—
I I I!
Iill
Illi
rl—I—I—
I I I I
IIII
IIII
o LEGEND 0 25 50 75 100
Water Content (%)
0
0 :11 Grab Sample Plastic Limit Liquid Limit
3: = 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
o Anchorage, Alaska
0
NOTES
0 1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-08
2. The discussion in the text of this report is necessary for a proper understanding of
a the nature of subsurface materials.
z 3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
U
W
Nam SHANNON & WILSON, INC. FIG. A-5
W Geotechnical and Environmental Consultants
REV 3 - Approved for Submittal
', (
REV 3 -Approved for Submittal
LL
Penetration Resistance
MATERIAL DESCRIPTION
o
a
c LL
Z5
(140 Ib. weight, 30" drop)
o -Z6L
A Blows per foot
C7 0
• Water Content (%)
Approx. Elevation: 1181 Ft.
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I
I I I
I I I
I I I I
[Fill]
si
ISI I I
I I I I
I I I I
I I I I
S1: 39% Gravel, 46% Sand, 15% Fines (F2 (P200))
I I
I I
I I I I
I I I I
____________________
Medium dense to dense, brown Silty Sand with -
2.0
IIII
r r
IIII
r r
IIII
r f
IIII
r r
Gravel( SM) ; moist
IIII
IIII
IIII
IIII
Sz
IIII
IIII
IIII
IIII
-LLLL
IIII
LLLL
IIII
LLLL-LLLL
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
S3
I II
IIII
IIII
IIII
�
IIII
IIII
IIII
IIII
m
`-
IIII
-rrrr-rrrr-rl-r-r-rrr-7-
IIII
IIII
IIII
IIII
IIII
IIII
IIII
34
a
I I I
I_
iii
I_ I _ I _ I I_
I I I
I I _ I I
I 1-
L LLL
I I I I
I_1_I_I
I I I I
LI_LI_
I I I I
L L L 1
I I I I
iu
s 10
C
I I I I
I I I I
I I I I
I I I I
10.5
SS
IIII
I I
1111
I I I I
IIII
I I I I
1111
I I I I
Hard, tan, Silty Clay with Sand (CL -ML); moist
F -
S5: 74.4% Fines (F4 (P200))
2I
I I I
I I I I
I I
I I I
I I I I
I I I I
I I I I
I I I I
-f-rrr
1111
I -I -I -r
1111
I-I-rr
IIII
i-r-rr
1111
1111
F -F -1-r
1111
1111
rr7-17-
IIII
IIII
F --17-r
IIII
1111
r17->-17-
1111
15
1111
1111
I I
IIII
1111
1111
1111
I I I
1111
IIII
I I
I I I I
I I I I
I I I I
I I I I
Ss
Ilel
IIII
IIII
IIII
1-1-
16.5
11 1
1 1 1 1
1 1 1 1
1 1 1 1
Bottom of Boring
Boring Completed May 19, 2016
I I I
IIII
I I I
IIII
I I I I
IIII
I I I
II IIr
-�r�r-�r1-r
1111
1111
ilii
1111
I I I I
1111
1111
ilii
1111
I I I
I - IFrIF
1111
1111
iiii-iiii
1111
I I I I
-rIF1-
1111
1111
IIII
I I I I
LEGEND 0 25 50 75 100
• Water Content (%)
M Grab Sample Plastic Limit I --• Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
LOG OF BORING B-09
and the transition may be gradual.
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
="' SHANNON & WILSON, INC. FIG. A-6
1111111111111111FGeotechnical and Environmental Consultants
REV 3 -Approved for Submittal
HEV 3 - Approved for Submittal
(u
-o
Penetration Resistance
MATERIAL DESCRIPTION
LL
o
C: �,
(140 Ib. weight, 30" drop)
E
Q
o m :S
A Blows per foot
0 � )
• Water Content (%)
Approx. Elevation: 1202 Ft.
0
(M
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I
I I I I
I I I I
I I
[Fill]
st
I I I
I I I I
I I I
I I I I
IIII
IIII
�r-t-I--f-rr-f-
IIII
IIII
IIII
-rrrr
IIII
r-rrr
IIII
rrr-r
IIII
rrrr
Dense, brown, Well -Graded Gravel with Sand —
2.5
S2 II
I I I
I
I I I I
I I I I
I I I I
20 bldws for
I I I
8 ihclhe�
(GW); wet
I I I
I I I I
I I I I
I I I I
—
4'o
�
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
LLLL
di
Meum dense, brown, Silty Sand with Gravel
I I I
I I I I
1 1 1 1
1 1 1
(SM); wet
I I I I
I I I I
I I I I
I I I
i
5
IIII
IIII
IIII
IIII
S3: 32% Gravel, 37% Sand, 31%Fines (F3 (P200))
S3
1
— �611 � �
I I I I
IIII
— � � � �
I I I I
IIII
— � � � �
I I I I
IIII
— � � � �
I I I I
__________________
Very stiff, tan, Silty Clay with Sand (CL -ML); wet
7.0
IIII
- r r r r
I I I I
IIII
r r r r-
I I I I
IIII
r r r r
I I I I
IIII
r r r r
I I I I
Interbedded layers of sand or sand with gravel
I_ I_ I_
sa
_
I I I
I
rrl r
I I I
I I (—
—LLI
I_I I_I_
I I LI
L L LL
Hard, tan, Sandy SilbClay (CL -ML); moist to wet
9'S
IIII
I I I
IIII
I I I
IIII
I I I I
IIII
I I I I
10
IIII
IIII
IIII
IIII
Ss
IIIA
III
IIII
IIII
IIII
IIII
IIII
IIII
IIII
I-1-rr
I I I I
IIII
l-I-rr
I I I I
IIII
-rrrr
I I I I
IIII
rrrr
I I I I
________ _____ ____
Very dense, tan, Silty/Clayey Sand with Gravel —
13'0
IIII
r r r I-
IIII
r r r
IIII
r r r r
IIII
r r r r
(SM); wetI
I I
L I_ I_ 1
IIII
I I
1111 1 1
IIII
I I I
11 L I_
IIII
I I I
I L 1 1
IIII
15
IIII
1 1
IIII
I 1 1 1
IIII
I I I I
IIII
I I I I
I I I I
I I I I
I I I I
I I I I
S6:45.2% Fines (F4 (P200))
S6
I .41 1
1 1 1 1
I I I
I I
16.5
I I I I
I I I
I I I
I I I
Bottom of Boring
Boring Completed May 19, 2016
I I
IIII
I I I
IIII
I I I I
IIII
I I
III I
-rrrr
1 1 1 1
1111
----1-1-1-1-
1111
1111
rrrr
I I I I
1111
1111
I-rrr
1 1 1 1
1111
1-1-1-1111-
1111
rrrr
1 1 1 1
1111
1- ---
1111
LEGEND 0 25 50 75 100
• Water Content (%)
SZ Ground Water Level At Time Of Drilling
11 Grab Sample Plastic Limit 1 0 Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B -'I U
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
a'„SHANNON & WILSON, INC. FIG. A-7
1111111111111111FGeotechnical and Environmental Consultants
HEV 3 - Approved for Submittal
REV -Approved for Submittal
Penetration Resistance
MATERIAL DESCRIPTION
LL
o
a
c
(140 Ib. weight, 30" drop)
L
E
Q
a m -�
♦ Blows per foot
Cl)
CO 0
•Water Content (%)
Approx. Elevation: 1207 Ft.
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM);
I I I I
I I I I
I I I
I I I
moist [Fill]
st
I I I
I I I I
I I I I
I I I I
S1: 31% Gravel, 42% Sand, 27% Fines (F3 (P200))
I I I I
I I I
1 1 1 1
1 1 1
_ _______________
m
Mediudense to dense, brown Silty Sand with -
2.0
IIII
F F r F
I I I
IIII
r r r
I I I
IIII
r F r F
( I I
IIII
F r F F
Gravel( SM) ; moist to wet
IIII
IIII
IIII
I I
IIII
S2
III
III
IIII
IIII
IIII
IIII
IIII
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
5
1
IIII
IIII
IIII
i
IIII
IIII
IIII
IIII
IIII
S3
I I I I
I I I I
I I I I
I I I I
IIII
-FFr-r-r-rrr-r-I-rF
1111
IIII
IIII
IIII
IIII
IIII
I -Fr -r-
IIII
S4: 48.6% Fines (F4 (P200))
S4
IIII
l o t I
IIII
I I I I
IIII
I I I I
IIII
I I I I
I LI_I
IIII
I_I I_I
IIII
LI_I I-
IIII
I I I I
I
III
S/ 10
IIII
IIII
IIII
IIII
I I
I
I I I I
I I
11.0
S5
�'
I II
1111
1111
IIII
IIII
IIII
IIII
i-1-
IIII
Dense, brown, Well -Graded Sand with Silt and
Gravel (SW -SM); wet
I I I
I I I I
I I I
I I I
-I -I -I -r
I I I I
rrrl-
I I I I
rrrr
I I I I
I-r-rr
I I I I
—
Hard, tan, Silt/Ciay with Sand (CL -ML, moist to
13.0
I I
F F
IIII
I I I
F F L
IIII
1 1 1
L L F F
1 1 1
F L F
wet
_I
IIII
_I_I I I
IIII
IIII
_I II I_
FI_II
IIII
IIII
15
IIII
I I I
IIII
I I
IIII
I I
IIII
I I
IIII
IIII
1111
1111
Ss
I I
I I I
yl I
I I I I
1-1-
16.5
1 1 1
1 1 1
I I I
I I I I
Bottom of Boring
Boring Completed May 19, 2016
I I I
I I I I
I I I I
I I I I
I I I
I I I I
I I I
I I I I
-LLLL
IIII
1111
F F ii
1111
I I I I
-F-FFr
IIII
1111
iiiF
IIII
I I
FFFF-FFFF
IIII
IIII
-IIII
IIII
I I I
IIII
1111
llil
1111
I I I
LEGEND 0 25 50 75 100
• Water Content (%)
_V Ground Water Level At Time Of Drilling
a Grab Sample i Static Water Level Plastic Limit I •—I Liquid Limit
= 2" O.D. Split Spoon Sample ® Blank Section, Cuttings Backfill Natural Water Content
® Slotted Section, Cuttings Backfill
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B -'I 1
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
=11 SHANNON & WILSON, INC. FIG. A-8
Geotechnical and Environmental Consultants
REV -Approved for Submittal
REV 3 - Approved for Submittal
-0L
Penetration Resistance
MATERIAL DESCRIPTION
LL
o
U)
C
(140 Ib. weight, 30" drop)
-
E
a
o m z
® Blows per foot
Water Content (%)
Approx. Elevation: 1219 Ft.
0
0 25 50 75 100
Dense, brown, Silty Sand with Gravel (SM); moist
I I I I
I I I
I I I I
I I I
[Fill]
I I I I
I I I I
I I I I
I I I I
si
I I I I
I I I I
I I I I
I I I I
_____________________
Loose to dense, brown_Silty Sand with Gravel —
2'0
IIII
— r r r
I I I I
IIII
r r
I I I I
IIII
r
I I I
III!
r r r r
I I I
(SM); moist
I
I
S2
I I
IIII
I I I I
IIII
I I I I
III!
I I I I
IIII
LLLL—LLLL—LLLL—FELL
,° 5
N
I I I I
I I I I
I I I I
I I I I
IIII
!III
Ilii
IIII
S3: 26% Gravel, 44% Sand, 30% Fines (F3 (P200))
S3
I—
�
0
IIII
IIII
IIIf
1111
0,
a
IIII
I I I I
IIII
I I I I
!Ill
I I I I
IIII
I I I I
r
S4
v'
I I—
I I!
1
!II -1
I—
II !!
!!I!
'o
_1 1 I_I_
I I!
I_L I—I_
I I I
—L!—LL—LLL!
I I I I
I I I!
0 10
III;
IIII
1111
IIII
I I( I
I I I I
I I I I
I I I I
S5
3
III
II!I
III!
IIII
I -
1I I!
I I I I
I I I
I I I I
I I I
(( I I
I I I
I I I I
F-
_ _
-
Hard_ _,_ brown__,_ Silt__ with_ Sand___ (ML);__ _ moist__ —
13.0
—
I I I I
— ! ( (
I I I I
c r t
i l l i
)
I I I I
I_ I I_
15
IIII
IIII
1 1!
IIII
IIII
I I I
1111
I!If
I !!
1111
IIII
I I
II11
IIII
IIII
IIII
S6: 77.4% Fines (F4 (P200))
Ss
( I
(( I
I! I I
I I I I
i-
16.5
I I
IIII
I I I
IIII
I I I I
IIII
I I I I
IIII
Bottom of Boring
Boring Completed May 18, 2016
I I I
I I I I
I I I
I I I I
I I I I
! I I I
I I I
I I I I
I I I I
IIII
I I I I
IIII
I I!
I I I I
Iill
I I I I
IIII
I I I
I I f!
IIII
I I I I
!III
f l l l
�!-
I I I I
IIII
I I I I
IIII
I I I
LEGEND 0 25 50 75 100
Water Content (%)
2: Grab Sample Plastic Limit Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-1 2
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
affilp SHANNON & WILSON, INC. FIG. A-9
MEW Geotechnical and Environmental Consultants
REV 3 - Approved for Submittal
REV 3 -Approved for Submittal
u
Penetration Resistance
MATERIAL DESCRIPTION
t'
o
a
a;
(140 Ib. weight, 30" drop)
Q
E
E
o i3 a
A Blows per foots
rn
m
CO
Water Content
4111, (/o)
Approx. Elevation: 1234 Ft.
o
0 25 50 75 100
Medium dense to dense, brown, Poorly -Graded
I I I
I I I I
I I I I
I I
Sand with Silt and Gravel (SP -SM); moist to wet
I I I I
I I
I I I I
I I
[Fill]
st
1 1 1 1
1 1
I I I
I I I
S1: 37% Gravel, 53% Sand, 11% Fines (F2 (P200))
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I.
I I I I
I I I I
Sz
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
—
4.o
LLLL_LLLL
LLLL_l_LLL
Medium dense to dense, brown, Silty Sand with
I I I
I I I I
I I I I
I I I I
Gravel (SM); wet
I I I I
i l V
I I I
I I I I
I I I
I i I
I I I I
I I I I
Interbedded with sandy silt layers
5
I I I I
I I I I
I I I
I I I
S3
I
I I I I
I I I I
I I I I
f—
I I I I
I I I I
— I— (— I— I—
I I I I
I I I I
— t— t I—
I I I I
! I I I
— t— r r— r
I I I I
I I I I
— (— I— t— i—
I I I I
S4
IIlI
1 1911 1
IIII
IIII
I f f1:1I
IIII
IIII
I I
IIII
IIII
I I I I
IIII
_LLI—L—LLI—L—LI_1_L
_L L L L
—
Very stiff to hard, brown, Silt/Clay (CL -ML); wet
g.5
I I I I
I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
XX
10
I I I I
I I I I
I I I I
I I I I
S51
III'
I I I I
IIII
I I I I
!III
I I I!
IIII
t --
I I I I
I I I I
1! 1 1
I I I I
I I I I
I{ f I
( I I I
I I I I
I I I{
IIII
—(—(—f F
III!
llll
—i I—F
IIII
IIIE
—FF_I—F
Illi
IIII
—Li rf—
IIII
15
III{
I I I!
IIII
I I I I
IIII
1 1 1 1
I{li
I I I I
I I I I
I I I I
I I I
I I I I
S6
III
Iil
IIII
IIII
4--
16.5
1 1 1
1 1 1
I I I I
I I I I
Bottom of Boring
Boring Completed May 18, 2016
I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I
I I I I
Ilii
IIII
Ilil
IIII
I l I
IIII
IIII
IIII
IIII
I I I
IIII
IIII
iill
IIII
I I I
IIII
IIII
Illi
IIII
I I I
LEGEND 0 25 50 75 100
Water Content (%)
_V Ground Water Level At Time Of Drilling
3: Grab Sample Plastic Limit Liquid Limit
Z 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-13
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-10
Geotechnical and Environmental Consultants
REV 3 -Approved for Submittal
REV -Approved for Submittal
L
Penetration
Resistance
MATERIAL DESCRIPTION
o
on
v
C
(140 Ib. weight, 30" drop)
C
E
n.
a m �
A Blows per foot
>1
CUC7
o
•Water Content (%)
Approx. Elevation: 1267 Ft.
o
0 25 50 75 100
Medium dense to dense, brown, Silty Sand with
I I I
I I
I I I
I
Gravel (SM); moist to wet [Fill]
I I I I
1 1
1 1
1 1
s1
IIII
IIII
IIII
IIII
IIII
rrrr-rrrr
IIII
IIII
rrrr
III
rrrI r
Q
IIII
IIII
IIII
IIII
S2: 18.9% Fines (F2 (P200))
s2
I I I I
I I I I
I I I I
II I I
_LLLL
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
5
IIII
IIII
IIII
IIII
I I I I
I I I I
I I I I
I I I
S3
I Imo{ I
I I I I
I I I I
I
I I I I
I I I I
I I I I
I I I I
—i—�FI—
I I I I
-------------------
Hard, brown, Silt (ML); moist
7.0
IIII
-rrl-r
I I I I
IIII
-rrrr
I I I I
IIII
-rrr-r
I I I I
IIII
rrrr
I I I I
S4: 12% Gravel, 9% Sand, 79% Fines (F4 (P200))
s4
I I I I
it _
I I
I I I I
I f- F-
I I I I
I I I I
I I I
I I I I
I I I I
I I II I
I I I I
I I I I
I_I
I I I I
LL LI
I I I I
L L LI
I I I I
10
IIII
IIII
IIII
IIII
I I I I
I I I I
I I I I
I I I I
S5
I I®
I I I
I I I
I I I I
IIII
IIII
IIII
I—I—I—I—
IIII
I I I I
-I-rrr
I I I I
I I I I
rrrr
I I I I
I I I I
rl-I-r
I I I I
I I I I
rrrr
I I I I
_______________ __
Very dense, brown, Silty Gravel with Sand (GM);
13'0
IIII
-rrrr
IIII
rrrr
IIII
r r f r
IIII
> r r r
wet
I I
IIII
I I I
IIII
I I I
IIII
I I I I
IIII
s6�
15
IIII
I
IIII
I
IIII
I I I
IIII
I I
I II
IIII
II I
�arrlp
IIII
erlR�fys�l
15.9I-1—
IIII
IIII
64-bloWs ;fo
IIII
-1 gjoches-
IIII
Bottom of Boring
Boring Completed May 18, 2016
I I I
IIII
I I I
IIII
I I I
IIII
I I I I
IIII
rrrr
IIII
IIII
-iiii
1111
I I I
rrrr-rrrr
1111
IIII
-iiii
IIII
I I
IIII
IIII
iiii
IIII
I I I I
rrrr
IIII
1111
iiii
1111
I I
LEGEND 0 25 50 75 100
_V Ground Water Level At Time Of Drilling • Water Content (%)
H: Grab Sample = Static Water Level Plastic Limit 10 --I Liquid Limit
= 2" O.D. Split Spoon Sample ® Blank Section, Cuttings Backfill Natural Water Content
® Slotted Section, Cuttings Backfill
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-14
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-11
Geotechnical and Environmental Consultants
REV -Approved for Submittal
REV 3 - Approved for Submittal
U)
'0
Penetration Resistance
MATERIAL DESCRIPTION
u
o
u-
(140 lb. weight, 30" drop)
a
o m
A Blows per foot
CO
CU
C7 o
Water Content (%)
Approx. Elevation: 1268 Ft.
0 25 50 75 100
Medium dense to very dense, brown, Silty Sand
with Gravel (SM); moist
I I I I
I I I I
I I I I
I I I I
S1: 28% Gravel, 48% Sand, 24% Fines (F3 (P200))
s1
IIII
IIII
IIII
IIII
IIII
Ilii
IIII
IIII
IIII
illi
IIII
III!
S21I
i_I I
I I I I
I I I I
I I I I
I I i l
I I I I
I I I I
I I I
—LLLL—LLLL
I I I I
I I I I
LLLL_LLLL
I I I I
I
I I I I
5
N
IIII
Illi
IIII
IIII
IIII
!III
IIII
III!
S3
cd
1! I
I I I I
I I I I
I I I I
(—
�
0
0,
IIII
IIII
IIII
IIII
sa
III
III
IIII
IIII
IIII
I I I I
Illi
IIII
—1-1-1—L
IIII
—1_1_I_I_
1111
LL Li_
Illl
L LLL
IIII
10
I I I I
I I I I
I I I I
I I I I
IIII
IIII
Ilii
III{
S5:12% Fines (F2 (P200))
Ss
I
— !-1— f-1—
I I
— 1— 1-- I—
I I I
— t 1--1— E
I
—1— 1-- 1--1—
IIII
Ilfl
IIII
IIII
illi
IIII
I{II
IIII
!!!!
I I I I
! I I I
!-
I I I I
Illi
-FF17-F-F-FF-I-
IIII
!Ili
IIII
Ili!
F !-FF
III!
!III
-r-{-FF
!III
15
I I I I
I I I I
I I I I
I I
I I I I
I I I I
I I I I
I I I I
IIII
IIII
Ilii
IIII
Ss
I'll
IIII
IIII
III
1--
16.5
I I I I
IIII
I I I
IIII
I I I I
IIII
I I I I
IIII
Bottom of Boringi—
Boring Completed May 18, 2016
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I!
IIII
I l l!
IIII
1 I I
I I I I
IIII
I I I
IIII
I I I
! I I I
IIII
( I I I
IIII
I I I I
I I I I
IIII
I I I I
IIII
I I I
LEGEND 0 25 50 75 100
Water Content (%)
3 Grab Sample Plastic Limit Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-15
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-12
IMF Geotechnical and Environmental Consultants
REV 3 - Approved for Submittal
REV 3 -Approved for Submittal
E
Penetration Resistance
MATERIAL DESCRIPTION
LL
o
�,
(140 Ib. weight, 30" drop)
E
a
o m :F -:A
Blows per foot
U)
C7 o
•Water Content (%)
Approx. Elevation: 1287 Ft.
o
0 25 50 75 100
Medium dense to dense, brown, Silty Gravel with
I I
I I I
I I I I
I I
Sand (GM); moist to wet [Fill]
I I I I
I I I
I I I I
I I 1 1
S1: 46% Gravel, 38% Sand, 16% Fines (F2 (P200))
S1
•
1111
- 1- F
IIII
- f- f- f-
IIII
- f- f 1-
IIII
IIII
rrrr
IIII
rl-I-r-
IIII
r�r-r
IIII
rrr�
S
IIII
1111
1111
IIII
S2
I_ I_ 1I_
I�IY
I II
1_ I_ I_ 1_
IIII
IIII
I_ 1_ 1_ 1_
IIII
IIII
I_ LI_
IIII
_LLLL
LLLL
LLLL
IIII
LLLL
______
Loose, brown, Silty Gravel with Sand (GM); wet -
4.5
IIII
IIII
I I I
IIII
I I I I
IIII
I I
[Fill]
5
1 1 1 1
I I I
I I I
I I
S3
IIII
IIII
IIII
f-1-
IIII
_________
Very stiff, brown, Silt/Clay with Gravel (CL -ML) -
7.0
IIII
I I
IIII
I I
IIII
I I I
IIII
I I I
wet; few organics
9
IIII
IF
IIII
IIII
sy
I I��I�
Lil
I I I L
I_I_I-I
LI_LI_
L 1 I I
Very dense, brown, Silty Gravel with Sand (GM);-
g.s
IIII
I I I I
I I
IIII
I I I
I I
IIII
I I I I
I I
IIII
I I I
moist
S5
10
I I I I
ISI I I
1 1 1 1
I I I I
I I S
I I �ar]tp
I
erlR?fIdsqIl
I— I—
IIII
I— I— I— I—
IIII
71 -blows Ifo
IIII
-1 jLipches-
IIII
IIII
I—rrr
IIII
IIII
rl—r1—
1111
IIII
rrl—r
IIII
IIII
rrrr
IIII
1111
rrir
IIII
_IIIL
1111
rrrr—rri—r
1111
LII 1
1111
1111
_ILLI
IIII
>-rrr
IIII
LILT11
15
IIII
I I
IIII
I I I
I
IIII
1 1 1 1
I I I
1 1
1 1 1 1
IIII
IIII
IIII
IIII
S6
I II
IIII
III
IIII
I-�I-I-
16.5
I I I I
I I I
I I I I
I
Bottom of Boring
Boring Completed May 18, 2016
I I I I
IIII
I I I I
IIII
I I I
IIII
I I I
IIII
rrrr
1111
IIII
iiii-ilii
IIII
I I I I
rrrr—rrrr
1111
1111
IIII
I I I I
1111
1111
iiii
IIII
I I I
rrrr
1111
1111
iiii
1111
I I I
LEGEND 0 25 50 75 100
Q Ground Water Level At Time Of Drilling • Water Content (%)
3: Grab Sample Plastic Limit [--• Liquid Limit
= 2" O.D. Split Spoon Sample Natural Water Content
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-16
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
="f SHANNON & WILSON, INC. FIG. A-13
o Geotechnical and Environmental Consultants
REV 3 -Approved for Submittal
REV 3 - Approved for Submittal
Penetration Resistance
MATERIAL DESCRIPTION
t'
o
a
c 8'L
(140 Ib. weight, 30" drop)
E_
n
Q
o f
♦ Blows per foot
m
• Water Content (%)
Approx. Elevation: 1346 Ft.
0 25 50 75 100
2.5 inches Asphalt Pavement
0.2
I I
I I I
I I I I
I I I I
I I I
I I I I
I I I
I I I
Loose, brown, Silty Sand with Gravel (SM); moist
to wet [Fill]
S1
I I I
I I I
I I I
I I I
_ _________
Dense to very dense, brown, Silty Sand with —
2'0
IIII
I I I
IIII
I I I
IIII
r r
I I
IIII
r r
Gravel( SM) ; moist to wet
IIII
IIII
I
IIII
I I
IIII
-:
S2
IIII
— l
IIII
IIII
LLLL
IIII
LLLL
IIII
LLLL
IIII
IIII
LLLL
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
S3: 18.1% Fines (F2 (P200))
S3
I I
�I—I--F-f—I—F--��f--I--I—I—F-I
IIII
I
IIII
I I I
IIII
I I I I
IIII
IIII
—rrrr-rrrr-rrrr
IIII
IIII
IIII
IIII
IIII
IIII
rrrr
IIII
sa
IIII
-iiii
fill
IIII
I -I -FI-
IIII
IIII
i i i i
IIII
IIII
iiii
Illi
—1-1-1—L
IIII
L I I_I
IIII
—LLLL—LLLL
IIII
IIII
10
IIII
IIII
IIII
IIII
IIII
IIII
IIII
IIII
1
S5: 35% Gravel, 49% Sand, 16% Fines (F2 (P200))
SS
I 1 1
��
IIII
1 1 1 1
IIII
I I I
IIII
I I I
IIII
IIII
rl-i-r-
IIII
IIII
rrrr
1111
IIII
rrl-r
1111
IIII
rrrr
1111
Ilii
rrrr
1111
I I L L
IIII
rrrl—
Illi
L L L I
1111
f—I—F- I—
IIII
I I L L
lilt
Frrr
1111
IIII
15
IIII
I I I
1111
I
1111
1 1 1
i
1111
1 1 1 1
IIII
IIII
IIII
IIII
Ss
II I
I I I I
yl I
1 1 1 1
— — — — — — — — — — — — — ------
16.5
I I
I I I
I I
I I I
Bottom of Boring
Boring Completed May 18, 2016
I I
I I I I
I I I
I I I I
I I I
I I I I
I I I
I I I I
-rrrr
I I I I
IIII
iiii-iiii
1111
I I I
i-rrr
I I I I
IIII
Illi
I I I
rrrr-FFrr
I I I I
1111
iiii
1111
1 1 1 1
1111
111
iii1 i
IIII
1 1 1 1
LEGEND 0 25 50 75 100
0 Water Content (%)
-V Ground Water Level At Time Of Drilling
:11 Grab Sample 1 Static Water Level Plastic Limit 1 0 Liquid Limit
-L 2" O.D. Split Spoon Sample ® Blank Section, Cuttings Backfill Natural Water Content
® Slotted Section, Cuttings Backfill
Canyon Road Improvements Extension
Anchorage, Alaska
NOTES
1. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF BORING B-17
2. The discussion in the text of this report is necessary for a proper understanding of
the nature of subsurface materials.
3. Water level, if indicated above, is for the date specified and may vary. July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-14
Geotechnical and Environmental Consultants
REV 3 - Approved for Submittal
Of
W
w
0
}
0
0
N
410
CD
Qf
QfW
wo
Co �
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Z
w o
w #
ai
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m
M
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n
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w
U
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N
11
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NG
U
0
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T- M
0
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(n
0
� M M M
0
O to tw? to
r ti M ti
❑ M M M
U-
Q O O O Q O C O
N co o L6 N o o Lei
C"
lA in
to O
Q 4 4 r Q 4 O r
E m m en E m m en
O a CO ti 3 In V M
11-190M ),13 2JDNld 1N30�:i3d
Canyon Road Improvements Extension
Anchorage, Alaska
GRAIN SIZE CLASSIFICATION
July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-15
I-Ew lip Geotechnical and Environmental Consultants Sheet 1 of 4
❑
0
d
R
d
d
O
CU
(D
0
0
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3
3
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0
0
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❑
tV
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N
O to tw? to
r ti M ti
❑ M M M
U-
Q O O O Q O C O
N co o L6 N o o Lei
C"
lA in
to O
Q 4 4 r Q 4 O r
E m m en E m m en
O a CO ti 3 In V M
11-190M ),13 2JDNld 1N30�:i3d
Canyon Road Improvements Extension
Anchorage, Alaska
GRAIN SIZE CLASSIFICATION
July 2016 32-1-02345-002
SHANNON & WILSON, INC. FIG. A-15
I-Ew lip Geotechnical and Environmental Consultants Sheet 1 of 4
CY
W
w
2
0
Y
S
0
0
N
0
0
X
W o
CO V
D 7k
D
Z
W
W N
Cl
U r
W
U
Z
Z N
0
U)
W
J
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U r N M N r NM
Q r r r Q r r r
E co m m E m m m
CU c4
w 0 M ® to
o
Canyon Road Improvements Extension
Anchorage, Alaska
GRAIN SIZE CLASSIFICATION
July 2016 32-1-02345-002
MEdoMl SHANNON & WILSON, INC. FIG. A-15
lip Geotechnical and Environmental Consultants Sheet 2 of 4
J
:
C
00
LCA
CQ
U
U
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0
U
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APPENDIX B
IMPORTANT INFORMATION ABOUT YOUR
GEOTECHNICAL/ENVIRONMENTAL REPORT
32-1-02345-002
SHANNON & WILSON, INC. Attachment to 32-1-02345-002
— Geotechnical and Environmental Consultants
— Date: July 2016
To: Lounsbury & Associates, Inc.
Re: Canyon Road Improvements — Additional
Explorations, Anchorage, Alaska
Important Information About Your Geotechnical/Environmental Report
CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS.
Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for
a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you
and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first
conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first
conferring with the consultant.
THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS.
A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors.
Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its
historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots,
and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly
problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations.
Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for
example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an
unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is
altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for
application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors,
which were considered in the development of the report, have changed.
SUBSURFACE CONDITIONS CAN CHANGE.
Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is
based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose
adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for
example, groundwater conditions commonly vary seasonally.
Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect
subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of
any such events, and should be consulted to determine if additional tests are necessary.
MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS.
Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were
extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface
between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from
those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help
reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect.
Page I of 2
3/2004
A REPORT'S CONCLUSIONS ARE PRELIMINARY.
The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions
revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be
discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only
the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's
recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The
consultant who developed your report cannot assume responsibility or liability for the adequacy ofthe report's recommendations if another
party is retained to observe construction.
THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION.
Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental
report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant
geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative
to these issues.
BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT.
Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and
laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in
geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other
design drawings, because drafters may commit errors or omissions in the transfer process.
To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete
geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for
you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the
report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a
contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your
consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost
estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface
information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly
construction problems and the adversarial attitudes that aggravate them to a disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY.
Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design
disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem,
consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not
exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the
consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take
appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your
consultant will be pleased to give full and frank answers to your questions.
The preceding paragraphs are based on information provided by the
ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland
Page 2 of 2
3/2004
Michael D. Travis P.E.
President
3305 Arctic Boulevard, Suite 102
Anchorage, Alaska 99503
Laurence A. Peterson
Operations Manager
329 2nd Street
Fairbanks, Alaska 99701
Travis/Peterson Phone: 907-522-4337 Phone: 907-455-7225
Environmental Consulting, Inc. Fax: 907-522-4313 Fax: 907-455-7228
e-mail: mtravis@tpeci.com e-mail: larry@tpeci.com
10/18/2019
1512-04
Hultquist Homes
12570 Old Seward Hwy, Suite 204
Anchorage, AK 99515
Attention: Brian T. Harten
Development Manager
Re: Wetland Delineation for proposed Canyon View Estates Subdivision
Dear Mr. Harten:
This report summarizes a delineation of wetlands performed by Travis/Peterson Environmental Consulting, Inc.
(TPECI) personnel on September 9`h and 30t', 2019. The wetland delineation occurred on undeveloped land at
three Municipality of Anchorage (MOA) parcels (#021-021-04-000, #021-021-32-000, and 4042-081-01-000)
located off Canyon Road within the Hillside neighborhood district of Anchorage, Alaska. Parcel locations are
illustrated in enclosed Figure 1. Hultquist Homes (Hultquist) plans to construct a new subdivision in this area
called Canyon View Estates. Preliminary plats for the subdivision show one or two roads branching off the
existing Canyon Road and includes up to 31 residential lots of varying size.
A 1984 zoning limitation from the Municipality of Anchorage stated that, "certain wetlands, approximately 2.5
acres, as to be determined by the Corps of Engineers, will be conserved as a homeowner's natural park... " (AO
84-235, Section 3, 8). As part of their due diligence in developing the site, Hultquist contracted TPECI to conduct
a wetland delineation to determine if United States Army Corps of Engineers (USACE) jurisdictional wetlands
are present at this site.
TPECI delineated wetland and mapped boundaries at the property using the three -parameter approach as
described in the United States Corps of Engineers Wetlands Delineation Manual (1987) and the Regional
Supplement to the Corps of Engineers Wetland Delineation Manual: Alaska Region (Version 2.0) (2007). This
approach classified a wetland as a site dominated by wetland plants (hydrophytes), with hydric soils, and showed
evidence of wetland hydrology, including saturation or inundation for a sufficient duration during the growing
season. TPECI personnel used these methods to characterize the wetland community at specific observation
points and to correlate the findings with existing data (e.g., aerial photography).
Inspection of the property occurred during the normal growing season in the Cook Inlet region of Alaska (May 8`h
- October 5'h). TPECI staff consulted local precipitation patterns to determine if hydrology indicators observed at
the site were representative of normal conditions. In this case, the climate records from the National Weather
Service indicated that Anchorage and much of southcentral experienced an uncharacteristically dry growing
season. However, this dry period ceased when nearly one inch of precipitation fell within the week prior to the
September 9' wetland delineation. Furthermore, precipitation returned to the region over the course of September
leading up to the September 30' wetland delineation, which is consistent with the normal `wet season' as
described by the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Alaska Region
(Version 2.0) (2007).
Travis/Peterson Environmental Consulting, Inc. 20
S12545 APR 2020
Hultquist Homes, 1512-04
Wetland Delineation for Canyon View Estates Subdivision
10/18/2019
Page 2
TPECI conducted four data collection plots in areas suspected of classifying as a wetland (Table 1). These data
points were number sequentially (SP1, SP2, etc) for tracking on USACE Wetland Data Forms published in the
Alaska Regional Supplement. Completed Wetland Data Forms are enclosed. Dominant plant species were
characterized in a 20 -foot diameter circle plot centered around each soil pit. Plant species were identified based on
TPECI personnel knowledge, regional plant guides, and plant identification smartphone apps. GPS coordinates
were recorded in the field using a Trimble® Geo 7x handheld GNSS unit. A photo log of wetland features and site
conditions encountered in the field are also enclosed.
Table 1 Summarized Sampling Point Results
Sample
Location
Date
Hydrophytic
Hydric Soil
Wetland
Sampling Area
Point
(Lat/Long)
Collected
Vegetation
Present (Y/l�
Hydrology
Within A Wetland
Present /N
Present /N
/N
SPI
61.09546, -149.71049
9/9/2019
Y
Y
Y
Y
SP2
61.09306, -149.70591
9/9/2019
Y
Y
Y
Y
SP3
61.09183, -149.70287
9/9/2019
Y
N
N
N
SP4
61.09546, -149.71049
9/30/2019
Y
Y
Y
Y
TPECI personnel located and
identified two wetland areas (Wetland 1
and Wetland 2)
within the property
boundaries
(see Figure 2). Wetlands 1 and 2 differ significantly in width but are both between 900 to 950 feet in
length.
The smaller wetland (Wetland 1) was 1.28 acres in size and was located approximately 240 feet south of Canyon
Road and approximately 360 feet from the western property boundary. Data points SP1 and SP4 were collected in
Wetland 1. TPECI personnel flagged wetland boundaries using pink "wetland delineation" flagging to be
surveyed for project plan set drawings. Wetland 1 was identified in the U.S. Fish and Wildlife Service, National
Wetland Inventory (NWI) map with classification code PSS114B — Freshwater Forested Shrub Wetland. The
MOA Wetland Atlas did not identify wetlands in this area.
The larger of the two wetlands (Wetland 2) was 2.32 acres in size located halfway between Canyon Road and
Rabbit Creek at the center of the property. Data point SP2 was collected in Wetland 2. Wetland 2 was also
identified on the NWI map with classification code PSS114B — Freshwater Forested Shrub Wetland. The MOA
Wetland Atlas did not identify wetlands in this area.
Sample point SP3 was collected near the eastern border of the property and was not classified as a wetland.
CONCLUSION
On September 9'' and 301, TPECI conducted a wetland delineation on the property and identified two USACE
jurisdictional wetlands (Wetlands 1 & 2). Both wetlands were delineated with flagging and collectively totaled 3.6
acres in area. Completed Wetland Data Forms for four data points are enclosed with this report along with a photo
log. The forms will need to be submitted to the USACE in support of their Jurisdictional Determination in
conjunction with an application for a Clean Water Act - Section 404 permit should Hultquist decide to fill
jurisdictional wetlands during development.
Travis/Peterson Environmental Consulting, Inc.
Hultquist Homes, 1512-04
Wetland Delineation for Canyon View Estates Subdivision
10/18/2019
Page 3
Please call me at (907) 522-4337 or email me at rkingsbery@tpeci.com if you have any questions about the
information provided.
Sincerely,
Ryan Kingsbery
Staff Scientist
CC: Michael Travis, P.E., Travis/Peterson Environmental Consulting, Inc.
Encl.: Parcel Boundaries
Wetland 1 and 2 Location Map
Wetland Data Forms
Photo Log
Travis/Peterson Environmental Consulting, Inc.
042-081-40-000
PURPLE AREA NOT INSPECTED
BY TPECI
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