HomeMy WebLinkAboutHARMANY RANCH - EAGLET AERIE S12353 Onsite File
Harmony Ranch
- Eaglet Aerie
#512353
ANDERSON ENGINEERING
P.O. BOX 240773
ANCHORAGE, AK 99524
522-7773 677-7766 (FAX)
October 30, 2017
Municipality of Anchorage
Building Safety Division
On Site Water and Wastewater Program
4700 Elmore Street
Anchorage, AK 99507
Attention: Debbie Wockenfuss
Subject: Harmany Ranch Subdivision S-12353
Septic System Feasibility Study
We have completed an ongoing subsurface soils study of the proposed subdivision with
the intent of determining the locations of onsite septic systems. The proposed Harmany
Ranch Subdivision is located near Milepost 4.8 of Eagle River Road and is accessed by
Harmany Ranch Road which is currently under construction. The parcel will be divided
into 13 individual lots. Each lot will be accessed by an internal subdivision road
terminating in a cul-de-sac. The subdivision is bounded on the west by Chugach State
Park and on the south by wetlands and eventually Eagle River. Wetlands are located
around much of the perimeter of the subdivision, but no wetlands are found within the
limits of the proposed subdivision. No standing water was noted in the wetlands within
100' of the perimeter.
No wells or septic systems are located within 200 feet of the perimeter of the proposed
subdivision. A small ephemeral stream runs to the east of the property, and section of
the stream crosses into Lots 6 and 7. The location of the stream is shown on the
attached drawing and the septic system reserve sites on Lots 6 and 7 are located more
than 100' from the stream. Reserve systems on the remaining lots are not affected by
the location of the stream.
The ground surface of the lots slopes from the north to the south at grades
approximating 10% to 15%. Flatter areas were located on all of the proposed lots for
home sites and septic systems. Lot sizes are all large and well in excess of 40,000
square feet in surface area and sufficient space is available for placement of wells and
septic systems to meet the 100' setback requirement. A well is currently in place on
Harmany Ranch Subdivision
October 20, 2017
Page 2
proposed Lot 2 which serves a shop building. An aquifer study is currently ongoing and
wells are being placed on Lots 1 and 3. A barn is also in place on proposed Lot 3. A
permitted and approved septic system was constructed with half of the septic tank on
Lot 9 and the absorption trench on Lot 8. It has recently been decommissioned in
accordance with Municipal Code. The septic tank has been completely removed from
the site and all piping has been removed.
Test holes were placed on the proposed lots at various times between October 15, 2013
and June 2, 2015. Additional percolation tests were also recently completed to further
verify the suitability of the underlying soils for septic system development. Water
monitoring has been ongoing with readings taken during the high water periods over the
past 3.5 years. Recent readings indicate the placement of the subdivision road with
ditching and drainage improvements has resulted in lower groundwater readings.
The purpose of the test holes was to assess the underlying soil conditions and to
determine whether septic systems could be placed on the lots to serve single-family
homes. The test holes were placed to various depths ranging from 8' to 12' with no
bedrock or impermeable lenses of material encountered. The locations of the test holes
were determined in the field for use in the future for developing septic systems.
Percolation benches were constructed at various depths in the holes, but primarily 2' to
3' below the original ground surface. A percolation cavity was prepared to determine
the absorptive characteristics of the soils encountered. The cavity was presoaked in
accordance with Municipal requirements and a percolation test performed. The results
of the tests are included in the attached documentation. In every case silty sand and
gravel (SM/GM/ML) with varying degrees of silt was encountered to the bottom of each
test hole. The percolation rate in this material ranged from 1.7 minutes to more than
100 minutes per inch.
All work was completed under the direction of technicians and engineers at Anderson
Engineering. The results of the percolation tests and test hole logs are included as well
as the water monitoring results. Groundwater was found in all of the test holes and has
been monitored through the high water periods to insure the separation distance of 4'
between the bottom of the septic system and groundwater can be maintained. The
presence of groundwater will severely limit the placement of the absorption systems.
The groundwater level ranges from 3.5' to more than 6' below the surface, but was
consistently found close to the surface. We anticipate with the construction of the
access roads, development of the subdivision and placement of drainage facilities the
water table may drop. As previously mentioned recent inspections of the subdivision
indicate the water levels are lower than during recent monitoring periods.
Based on our field study and water monitoring completed to date it appears all lots of
the proposed subdivision are capable of supporting an onsite septic system. Some of
the lots may require a Category III Nitrate Reducing Septic System due to the
inconsistency of soils, slow percolation rates and the presence of high groundwater.
Harmany Ranch Subdivision
October 20, 2017
Page 2
Many of the systems will be constructed above ground with final mound elevations up to
4' above the existing grades on the tract.
Septic reserve areas totaling 16,000 square feet each have been identified on each lot
of the subdivision along with the location of the private wells for each lot and other
drainage features. The square footage was determined based on the use of Category
Ill Nitrate Reducing Wastewater Treatment Systems with an application rate of .5
Gallons per Day per Square Foot. This area is similar to that required for subdivision
development with standard septic systems with application rates between .45 and .6
Gallons per Day per Square Foot.
A significant portion of Lot 9 was mined for select backfill for the construction of the
access road to the subdivision. This area is currently undergoing reclamation and will
be contoured and landscaped once excavation activities have been completed. The
disturbed area on Lot 9 slopes to the south at a shallow grade. A septic reserve area
has been identified at the south end of the lot which is more than 50' from a break in
grade greater than 25%. Soil conditions in this area indicate the presence of silty gravel
with sand (GM/SM) which is effective in the treatment and disposal of septic effluent.
The percolation rate of this material is between 1 and 5 minutes per inch.
Test hole logs with percolation test results and a Well and Septic System Site Map are
included which illustrate soils encountered, percolation rates and the respective location
of septic system reserve areas on the individual lots. Well locations for each lot are also
shown.
Sincerely, d'" i'•V. ..
or • 40 TW '•
Benjamin Schiller, P.E. ' , ! "•••...
rL
0 •.
Attachments '.>`• • a
O�E 4
MUNICIPALITY OF ANCHORAGE '.4.**OF lana,
DEVELOPMENT SERVICES DEPARTMENT ���p� •♦1..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ;. .
: 49t
SOILS LOG - PERCOLATION TEST i y� Its
ti :.MICHAEL E. ANDERSON
LOT II, HARMANY RANCH SUBDIVISION ��.� .,. No. CE-4381 s�
LEGAL DESCRIPTION: X.ZT_1 0'4•
DFESSI�.•
PERFORMED FOR: JERRY HARMAN ♦ a.,•4�
DATE: 10/14/2013 PROJECT No.: �mlimiliww6��
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 1
(feet)
OB/OG SLOPE SITE PLAN
1
2
• d
3
4 _, . ., SILTY GRAVEL
Q. WITH SAND
5 • GM/ML o SEE SITE PLAN
° ' i
6 • • a
. . . 4
7 • G
8
LI . •
9 a
4
10 • WAS GROUND WATER ENCOUNTERED? YES
IF YES td WHAT DEPTH'' 6'
c . DEPTH OF WATER AFTER MONITORING: 5.5' I= 50/0
11 G DATE OF MONITORING: 10/15/13 p
5/I5/ii. -5.5'
12 BOH @ 12' 5/15/i5 -6'
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/14 1 9:43 1.50"
16 2 10:13 30 1.88" 0.38"
3 10:14 1.38"
17 4 10:43 30 1.75" 0.37"
18 5 10:44 1.25"
19 6 11:14 30 1.63 0.38"
20
PERCOLATION RATE:78•9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE .4•�'6'�1�>•T,N11
DEVELOPMENT SERVICES DEPARTMENT ••�p � "•••.... 1111
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 •♦
49th A , ♦
SOILS LOG - PERCOLATION TEST : 9th
:,MICHAEL E. ANDERSONIsi♦♦.... ,.. CE-4381 ��
LEGAL DESCRIPTION: LOT I, HARMANY RANCH SUBDIVISION ♦ .,. •
PERFORMED FOR: JERRY HARMAN 1♦11 �P��•
DATE: 9/9/2017 PROJECT No.: munissmoo-
PARCEL ID#: TECHNICIAN:
J. MILLETTE Professional Engineers Stamp:
DEPTH ' TEST HOLE 1 A
(feet)
OB/OG SLOPE SITE PLAN
1
� SILTY GRAVEL
2
WITH SAND
• . e • GM/ML
3
4 - .
4.
5 SEE SITE PLAN
2
6 • 1
7 4
8
a . .
9 •
. a
BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
10 IF YES @ WHAT DEPTH? 6'
DEPTH OF WATER AFTER MONITORING: 5.5. 5%
11 DATE OF MONITORING: 912/117
3.5'
12 10/15/17
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 9/9 1 9:25 0.00"
2 9:55 30 1.13" 1.13"
16
3 9:56 0.00"
17 4 10:26 30 1.19" 1.19"
18 5 10:27 0.00"
19 6 10:57 30 1.19" 1.19"
20
PERCOLATION RATE:25.5(MIN/INCH) PERC.HOLE DIA.. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E.ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 10/24/17
MUNICIPALITY OF ANCHORAGE
DEVELOPMENT SERVICES DEPARTMENT- •••44\r‘,.74..11..7..1..4.4.•••�
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ' A
49th
SOILS LOG - PERCOLATION TEST � Lt ea
.'.MICHAEL E. ANDERSON
LEGAL DESCRIPTION: LOT 12, HARMANY RANCH SUBDIVISION �•✓jj�:, No. CE-4381 :�•.•
PERFORMED FOR: JERRY HARMAN �1 Pi •
DATE: 10/14/2013 PROJECT No.: ��,, rs"0� �
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 2
(feet)
OB/OG SLOPE SITE PLAN
1
2
z
3
4 _. - • SILTY GRAVEL
d• WITH SAND
5GM/ML
/3) SEE SITE PLAN
•
n
6 a 1
c
7 •
a .
8
4 • .
d
9
a
10 WAS GROUND WATER ENCOUNTERED? YES
IF YES(a?WHAT DEPTH'' 5.5' S
• DEPTH OF WATER AFTER MONITORING: 5.0' 5%
1 1 BOH @ I I' DATE OF MONITORING: 10/15/13
5/15/14 - 5.0'
12 5/15/15 -6'
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/14 1 9:58 0.63"
16 2 10:28 30 1.06" 0.43"
3 10:29 0.50"
17 4 10:59 30 0.88" 0.38"
18 5 11:00 0.63"
19 6 11:30 30 1.00" 0.37"
20
PERCOLATION RATE:81 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE
DEVELOPMENT SERVICES DEPARTMENT "+" �,, ......•,.•♦♦♦♦
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 `' 49th �� •; •♦�
SOILS LOG - PERCOLATION TEST 1•/4,j1 •
0 MICHAEL E. ANDERSON p
LEGAL DESCRIPTION: LOT I I HARMANY RANCH SUBDIVISION ♦♦�/+ CE-4381
PERFORMED FOR: JERRY HARMAN •
♦��1;OF�E,;�i
DATE: 9/9/I7 PROJECT No.:
PARCEL ID#: TECHNICIAN:
J. MILLETTE Professional Engineers Stamp:
DEPT(' TEST HOLE 2A
(feet)
OB/OG SLOPE SITE PLAN
1 .
2
A
3
4 _ • . . SILTY GRAVEL
. WITH SAND
5 GM/SM o SEE SITE PLAN
d
•
6 •
. .a
7 —
8 BOH @ 8'
9
WAS GROUND WATER ENCOUNTERED? NO
1 0 IF YES @ WHAT DEPTH?
DEPTH OF WATER AFTER MONITORING: 6' 5%
1 1 DATE OF MONITORING 10/15/17
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 9/9 1 12:10/12:11 1 0/6" 6.00"
2 12:11/12:12 1 0/6" 6.00"
16
3 12:12/12:13 1 0/6" 6.00"
17
4 12:13/12:1 . 1 0/6" 6.00"
18 5 12:14/12:1! 1 0/6" 6.00"
19 6 12:15/12:16 1 0/6" 6.00"
20
PERCOLATION RATE: <1 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2 FT. and 3 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST. SAND FILTER REQUIRED DUE TO EXCESSIVE ABSORPTION RATE.
GROUNDWATER MONITORING FROM TH2. TH2A NEAR TH2 FOR PERCOLATION TEST ONLY.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 10/24/17
MUNICIPALITY OF ANCHORAGE '.���� rr�,,'
DEVELOPMENT SERVICES DEPARTMENT •���P� ''' ��..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 . 49th I 4t • 4�
SOILS LOG — PERCOLATION TEST 11`yN�� - e,
. MICHAEL E. ANDERSON /pm
LEGAL DESCRIPTION: LOT 10, HARMANY RANCH SUBDIVISION �4. No. CE-4381
PERFORMED FOR: JERRY HARMAN 44;,p `S„�:�•�
DATE: 10/14/2013 PROJECT No.:
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 3
(feet)
1 OB/OG SLOPE SITE PLAN
2
4
3
4 _• • .� SILTY GRAVEL
Q. WITH SAND
5 GM/MLSEE SITE PLAN E,
. .• . . 4
6 .4• 4 '4
. . . a
7 • 4
8
a . .
9 •
. a
10 • • BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES c(WHAT DEPTH'' 5.0' S
DEPTH OF WATER AFTER MONITORING: 4.5' [ 5%
11 DATE OF MONITORING: 10/15/13
5/15/14 - 4.5'
12 5/15/15 -4.0'
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 1:08 1 1:08 1.38"
16 2 1:38 30 1.82" 0.44"
3 1:39 1.38"
17 4 2:09 30 1.82" 0.44"
18 5 2:10 1.25"
19 6 2:40 30 1.69" 0.44"
20
PERCOLATION RATE:68•2(MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE _.����N,v.
DEVELOPMENT SERVICES DEPARTMENT i�P, OF :499 It
4700 ELMORE ROAD ANCHORAGE, AK 99519-6650 �0).• i� �'9
j*. 49TM /\ '.*y,
SOILS LOG AND PERCOLATION TEST ,,,
IA Benja In Schiller . Al
Q
LEGAL DESCRIPTION: HARMANY RANCH, LOT 10 ���Fcs•• on 12 92 •'.• �/
PERFORMED FOR: FORGE ENGINEERING `i1;F�PROFESSICO,,�r
DATE: 9-9-17 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. MILLETTE Professional Engineers Stamp:
DEPTH PERK TEST - TH3
(feet)
1 SLOPE SITE PLAN
2
3
4
5 SEE SITE PLAN
6 't
7
8
9
10
WAS GROUND WATER ENCOUNTERED? _
IF YES @WHAT DEPTH? E
DEPTH OF WATER AFTER MONITORING: —
11 DATE OF MONITORING: -
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 9/9 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 I 12:01 0
2 12:01 0:18 6 6
16
17 9 12:04 0
18 10 12:04 0:18 6 6
19 II 12:04 0
20 12 12:05 0:17 6 6
PERCOLATION RATE:0.05 (MIN/INCH) PERC.HOLE DIA. 6 (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: PERK TEST FOR PREVIOUSLY DUG TEST HOLE #3 ON LOT 10
PERK TEST REPEATED 6 TIMES. RESULTS NOT SHOWN WERE EQUIVALENT.
MUNICIPALITY OF ANCHORAGE '.•••� rrii,,/
DEVELOPMENT SERVICES DEPARTMENT ••••- •••••• ••..,•.•••♦♦♦
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 49th ••*•♦t
SOILS LOG - PERCOLATION TEST 1•7;/4/• .2
•
MICHAEL E. ANDERSON sp i
No. CE-4381
LEGAL DESCRIPTION: LOT 9, HARMANY RANCH SUBDIVISION ••••-:p%.♦� •.
~•
PERFORMED FOR: JERRY HARMAN ♦♦1 •
•1.•L7 7 ••
DATE: 10/14/2013 PROJECT No.: ♦,1, `S„**. •
PARCEL ID#: TECHNICIAN: A. HARALA Professional Lngineer Stamp:
DEPTH TEST HOLE 4
(feet)
OB/OG SLOPE SITE PLAN
1 .
2 •
•3
a
4 _• . ., SILTY GRAVEL
G. WITH SAND
5 GM/ML SEE SITE PLAN
. •
d
6
. . . a
7 • 4
8
4 . .
9
d
10 • . BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES C WHAT DEPTH, 5.0'
DEPTH OF WATER AFTER MONITORING: 4.5' sot,
11 DATE OF MONITORING: 10/15/13 r -__________=-1--------
5/15/14 - 4.5'
12 5/15/15 -4,0'
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/14 1 1:22 0.81"
16 2 1:52 30 1.19" 0.38"
3 1:53 0.75"
17 4 2:13 30 1.13" 0.38"
18 5 2:14 0.75"
19 6 2:54 30 1.13" 0.38"
20 -
PERCOLATION RATE:78•9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE ,'
DEVELOPMENT SERVICES DEPARTMENT .� � , �
•*1
A.700 BRAGAW STREET ANCHORAGE, AK 99519-6650 :��°• ,I,
SOILS LOG - PERCOLATION TEST i
• s MICHAEL E. ANDERSON L
LOT 9, HARMANY RANCH SUBDIVISION ••r�'• No. CE-4381
LEGAL DESCRIPTION:
PERFORMED FOR: JERRY HARMAN � •�U' '��• '• �
DATE: 8/30/2017 PROJECT No.: •,�� ��� �••
PARCEL ID#: TECHNICIAN:
J. MILLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 4A
(feet)
1 OB/OG SLOPE SITE PLAN
2
3
4 • • . . SILTY GRAVEL
A. WITH SAND
5 •
GM/ML p SEE SITE PLAN
a •
6
7 BOH @7'
8
9
WAS GROUND WATER ENCOUNTERED? NO
1 O
IF YES @ WHAT DEPTH?
DEPTH OF WATER AFTER MONITORING: NONE 5%
1 1 DATE OF MONITORING: 9/76/17
5.5'
12 10/15/17
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/30 1 9:43/9:53 10 0/2.44" 2.44"
16 2 9:54/10:04 10 0/2.44" 2.44"
3 10:05/10:15 10 0/2.44" 2.44"
17 40/2.44" 2.44"
10:16/10:26 10
18 5 10:27/10:37
10 0/2.44" 2.44"
19 6 10:38/10:48 10 0/2.44" 2.44"
20 _
PERCOLATION RATE:4.1 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E.ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 9/11/17
MUNICIPALITY OF ANCHORAGE •�, •
•
DEVELOPMENT SERVICES DEPARTMENT •457.1.C7.1..1.••.. •1•.
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 49th ..1-- =. •�•
/\
SOILS LOG - PERCOLATION TEST $lv� __01.4}.,��,�►
MICHAEL E. ANDERSON L;s
••.--,/,;•... No. CE-4381
LEGAL DESCRIPTION: LOT 8, HARMANY RANCH SUBDIVISION • ,p�. •°:i/4.
PERFORMED FOR: JERRY HARMAN ••1 4pt�"'ES 'a1.��♦♦•
DATE: 10/14/2013 PROJECT No.:
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 5
(feet)
OB/OG SLOPE SITE PLAN
1 -
2
D
3
4 _. • . ., SILTY GRAVEL
d. WITH SAND
5GM/SM NSEE SITE PLAN 8
d
6 • • I
c
7 • 4
8
4 . .
9 •
. a
10 •
• BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH') 7.0' S
DEPTH OF WATER AFTER MONITORING: 6.5' b 50/0
11 DATE OF MONITORING: 10/25/13 a
5/15/IL - 6.5'
12 5/15/15 - 6.5'
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/14 1 3:01 1.25"
16 2 3:31 30 2.50" 1.25"
3 3:32 1.25"
17 4 4:02 30 2.38" 1.13"
18 5 4:03 1.13"
19 6 4:33 30 2.25" 1.12"
20
PERCOLATION RATE:26•8(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE ogo��rr1,k1'
DEVELOPMENT SERVICES DEPARTMENT .tea•••\ OF..,q/ „���..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 �1� ''• �.41 \*$
. • 49th ��
SOILS LOG - PERCOLATION TEST 2.2 �.c.��-L • ;�
Vit^
�Q :MICHAEL E. ANDERSON
LEGAL DESCRIPTION: LOT 7, HARMANY RANCH SUBDIVISION ��s 1-CE-4381
PERFORMED FOR: JFRRY HARMAN •.. .t P� •
DATE: 10/14/2013 PROJECT No.: �-oli ssio04-
•
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 6
(feet)
OB/OG SLOPE SITE PLAN
1
2
• d
3
4 . .� SILTY GRAVEL
4.`"
. WITH SAND
5 :4 GM/SM j SEE SITE PLAN
•
6
a I
. . . a
7 •
4 .
8
4 ' •
9 '• a.
4
1 O 4 - WAS GROUND WATER ENCOUNTERED? YES
4 IF YES ii WHAT DEPTH') 7-0
BOH @ I I DEPTH OF WATER AFTER MONITORING: 6.5' 5%
11 • DATE OF MONITORING: 10/25/13 p
5/15/14-6.5'
12 5/15/15 - 6.5'
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/14 1 3:16 2.63"
16 2 3:46 30 3.38" 0.75"
3 3:47 2.50"
17 4 4:17 30 3.25" 0.75"
18 5 4:18 2.63"
19 6 4:48 30 3.38" 0.75"
20
PERCOLATION RATE: 40 (MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE ..��ar',,a��
DEVELOPMENT SERVICES DEPARTMENT . 17
•�•P•,,.•.......• s•1•.
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 • 49th . .
•
SOILS LOG - PERCOLATION TEST i • ���ic.•
.1,
.�,';MICHAEL E. ANDERSON' pi
♦C M
LEGAL DESCRIPTION: LOT 7, HARMANY RANCH SUBDIVISION �7S+ •. CE-24-4381 , �,`
PERFORMED FOR: JERRY HARMAN ••�1;/ gS��i� ••
DATE: 8/29/17 PROJECT No.: .li��ms0�
PARCEL ID#: TECHNICIAN:
J. MILLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 6A
(fcct)
OB/OG SLOPE SITE PLAN
1
2
a
3
4 _• • ., SILTY GRAVEL
a. WITH SAND
5GM/SM SEE SITE PLAN t
aO6
. . . n
7 - BOH @ 7'
8
9
1 O WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH? 6.5'
DEPTH OF WATER AFTER MONITORING: 6.5' 5%
11 DATE OF MONITORING: 10/15/17
12
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/29 1 9:51 0.00"
16 2 9:53 2 6.00" 6.00"
3 9:54 0.00"
17 4 9:55 1 6.00" 6.00"
18 5 9:56 0.00"
19 6 9:57 1 6.00" 6.00"
20
PERCOLATION RATE: >1 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2 FT. and 3 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST. SAND FILTER REQUIRED DUE TO EXCESSIVE ABSORPTION RATE.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 9/11/17
MUNICIPALITY OF ANCHORAGE ottrrtruit
DEVELOPMENT SERVICES DEPARTMENT 4s..••-s� ,%.
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 c;` 49th i\ '; •��
SOILS LOG - PERCOLATION TEST i 7 .�. Z
�.t,'.MICHAEL E. ANDERSON
LEGAL DESCRIPTION: LOT 6, HARMANY RANCH SUBDIVISION ••`'s'•. No. CE-4381 Nair
PERFORMED FOR: JERRY HARMAN •. ito
/*;R wS;; :•••
DATE: 10/15/2013 PROJECT No.:
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 7
(feet)
OB/OG SLOPE SITE PLAN
1
2
d
3 • .
4 • •• .. . SILTY GRAVEL
G. WITH SAND
5 GM/SM SEE SITE PLAN 1
a
6 -.
e
7 • . . 4
8
4 ' .
9
d
1 0 •
4 . WAS GROUND WATER ENCOUNTERED? YES
A IF YES L WHAT DEPTH? 7-0'
BOH @ H'
DEPTH OF WATER AFTER MONITORING: 6.5' 5%
11 DATE OF MONITORING: 10/25/13 r
5,,,,,,. _ 6.5'
12 5/IS/I5 - 6.5'
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 9:22 1.63"
16 2 9:52 30 2.25" 0.62"
3 9:53 1.63"
17 4 10:13 30 2.25" 0.62"
18 5 10:14 1.50"
19 6 10:44 30 2.13" 0.63"
20
PERCOLATION RATE:47.6(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3 FT. and 4 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE _>>�\,\!!�\[[\,���
DEVELOPMENT SERVICES DEPARTMENT r�P':G. •• (�lIt
4700 ELMORE ROAD ANCHORAGE, AK 99519-6650 * �� *�% S'
SOILS LOG AND PERCOLATION TESTr.
.•••; ,
:enj.1•Schiller :
LEGAL DESCRIPTION: HARMANY RANCH, LOT 6 #,�Fc,'• CE 12 2 ••tlf
PERFORMED FOR:
FORGE ENGINEERING #r .•
DATE: 9-1-17 PROJECT No.: \\\\��`
PARCEL ID#: TECHNICIAN: J. MILLETTE Professional Engineers Stamp:
DEPTH PERK TEST - TH7
(feet)
1 SLOPE SITE PLAN
2
3
4
5 SEE SITE PLAN
6
7
8
9
10
WAS GROUND WATER ENCOUNTERED? _
IF YES @ WHAT DEPTH?
R AFTER MONITORING: — ?(�
DEPTH OF WATE
1 1 DATE OF MONITORING: — rS
E
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 9/9 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 I 7:48 0
2 8:18 30:00 2-1/4 1/2
16
3 8:19 0
17 4 8:49 30:00 2-1/8 2-1/8
18 5 8:50 0
19 6 9:20 30:00 2-1/8 2-1/8
20
PERCOLATION RATE: 14.1 (MIN/INCH) PERC. HOLE DIA. 6 (INCHES)
TEST RUN BETWEEN: 0.5 FT. and 1.5 FT.
COMMENTS: PERK TEST FOR PREVIOUSLY DUG TEST HOLE #7 ON LOT 6
MUNICIPALITY OF ANCHORAGE ..4,0► 111ii,11
DEVELOPMENT SERVICES DEPARTMENT ••' P\F •...,., 111
• 1
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 %\ :X11
49th
SOILS LOG - PERCOLATION TEST
/,.';MICHAEL E. ANDERSON / j a-
LOT I, HARMANY RANCH SUBDIVISION /d' '/C~�
LEGAL DESCRIPTION: �1�✓"', NO. CE-4381
PERFORMED FOR: JERRY HARMAN
111.el P4OFESSIVs.••
DATE: 10/15/2013 PROJECT No.: ,lilmasy••
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 8
(feet)
OB/OG SLOPE SITE PLAN
1 .
2
a
3 .
4 _• . .. SILTY GRAVEL
G. WITH SAND
5 GM/SM/ML SEE SITE PLAN
6 .<-•-• ' , t
a
7 .
8
4 . -
91.
d
cBOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
10IF YES @ WHAT DEPTH'' 7.0'
DEPTH OF WATER AFTER MONITORING: 6.5' O ._.____---=::______----
5%
1 1 DATE OF MONITORING: 10/25/13 0
5,,5,1,. _ 6.5'
12 5/15/15 - 6.5'
DATE READING GROSS TIME NET TIMEWATER NET DROP
13 (MINUTES) (MINUTESO
) (INCHES) (INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 9:37 0.50"
16 2 10:07 30 0.88" 0.38"
3 10:08 0.38"
17 4 10:38 30 0.75" 0.37"
18 5 10:39 0.50"
19 6 11:09 30 0.88" 0.38"
20
PERCOLATION RATE:78.9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE '.4,,6wr �iN4_,
DEVELOPMENT SERVICES DEPARTMENT ...,P. "' 5,1..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 it 4 49t `;*•�%
SOILS LOG - PERCOLATION TEST ?yt �G , �`• .dC,;
:'.MICHAEL E. ANDERSON I/
LEGAL DESCRIPTION: LOT 12, HARMANY RANCH SUBDIVISION iVd+• NO. CE-4381
PERFORMED FOR: JERRY HARMAN cw. PRDFESSIWI:**�4
�
DATE: 8/11/2014 PROJECT No.: 11%IMMO
PARCEL ID#: TECHNICIAN:
J. B E RK R A M Professional Engineers Stamp:
DEPTH TEST HOLE 9
(feet)
OB/OG SLOPE SITE PLAN
1
2
°
3
4 _• • ., SILTY GRAVEL
A. WITH SAND
5 •
GM/SM/ML * SEE SITE PLAN i
64
1
4
a
7 °
8 .
9 1.4
10 4 BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES(,WHAT DEPTH') 7.0'
DEPTH OF WATER AFTER MONITORING: 6.5' 5%
11 DATE OF MONITORING: 10/15/IL p
5/15/15 - 6.5'
12
DEPTH To
DROP
13 DATE READING GROSS
TIME
NET
TIME WATER N�INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/11 1 8:33 2.13"
16 2 9:03 30 2.50" 0.37"
3 9:04 2.25"
17 4 9:34 30 2.63" 0.38"
18 - 5 9:35 2.25"
19 6 10:05 30 2.63" 0.38"
20
PERCOLATION RATE:78.9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE o��••��n>til44
DEVELOPMENT SERVICES DEPARTMENT 4,•.‘;: ..................,..♦
sO ♦1♦
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 1♦
49th ♦
SOILS LOG - PERCOLATION TEST :44441;
O t S •MICHAEL E. ANDERSON fp
.c‘,... NO. CE-4381
LEGAL DESCRIPTION: LOT 12, HARMANY RANCH SUBDIVISION ♦0�' •.� {��'•
it
♦♦♦ . •••I.O Z f T...� ••
PERFORMED FOR: JERRY HARMAN ♦♦,,, ;;Or
DATE: $/30/2017 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. MILLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 9A
(feet)
OB/OG SLOPE SITE PLAN
1
2
n
3
4 _• • ... SILTY GRAVEL
G. WITH SAND
5 • •
GM/SM/ML o SEE SITE PLAN
6 .4..- '4 a
7 • . - BOH @ 7'
8
9
WAS GROUND WATER ENCOUNTERED? NO
10 IF YES @ WHAT DEPTH?
DEPTH OF WATER AFTER MONITORING: G. 5%
11 DATE OF MONITORING: 10/15/17
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/30 1 8:07 0.00"
16 . 2 8:37 30 2.19" 2.19"
3 8:38 0.00"
17 4 9:08 30 2.19" 2.19"
18 5 9:09 0.00"
19 6 9:39 30 2.19" 2.19"
20
PERCOLATION RATE:13.7(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3.0 FT. and 4.0 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 10/24/17
MUNICIPALITY OF ANCHORAGE .��vrrl��vi,,,
DEVELOPMENT SERVICES DEPARTMENT •�.�- •A!�1..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 rp 49th 4� •��
SOILS LOG - PERCOLATION TEST 1 z� yy,,-
•
70,0-‘_..
'.MICHAEL E. ANDERSON p:
LEGAL DESCRIPTION: LOT 5, HARMANY RANCH SUBDIVISION ��'� No. CE 4381 ti
PERFORMED FOR: JERRY HARMAN •�'444 ?-Z'1'�'� Pi***•
DATE: 8/11/2014 PROJECT No.: illE.
i•�
PARCEL ID#: TECHNICIAN: J. BERKRAM Professional Engineers Stamp.
DEPTH TEST HOLE 10
(feet)
OB/OG SLOPE SITE PLAN
1
2
°
3
4 _• . ., SILTY GRAVEL
. :i
°. WITH SAND
5 GM/SM/ML SEE SITE PLAN
6 • I
a
. . . a
7 • 4
8 a'. .' .
° . .
9 `' v• BOH @9'
WAS GROUND WATER ENCOUNTERED? YES
10
IF YES L WHAT DEPTH'' 7.0'
DEPTH OF WATER AFTER MONITORING: 6.5' L 5%
11 DATE OF MONITORING: 10/15/14
5/15/15 -6.5'
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/11 1 11:15 0.50"
16 2 11:45 30 0.81" 0.31"
3 11:46 0.75"
17 4 12:16 30 1.06" 0.31"
18 5 12:17 0.63"
19 6 12:47 30 0.94" 0.31"
20
PERCOLATION RATE:96•8(MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE 0:41,srEalit,i,,
DEVELOPMENT SERVICES DEPARTMENT ..SPE •••••.., 4%
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 i •/ * \*•
49th
SOILS LOG - PERCOLATION TEST i Y�1l .. ,t. s
-o •MICHAEL E. ANDERSON/j i
LEGAL DESCRIPTION: LOT 5, HARMANY RANCH SUBDIVISION �10.�s ;Or E-4381 ,�C'�
PERFORMED FOR: JERRY HARMAN .`O •. �•
1�.44,pROF:E;;°���.
DATE: 9/9/2017 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. M I LLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 10A
(feet)
OB/OG SLOPE SITE PLAN
1
2
3
o
4 _• SILTY GRAVEL
G. WITH SAND
5 GM/SM/ML o SEE SITE PLAN u
c
6
. . . a
7d
8
° • • BOH @ 8.5'
9
WAS GROUND WATER ENCOUNTERED? YFs
10 IF YES(?WHAT DEPTH' 8.0' S
DEPTH OF WATER AFTER MONITORING: 2.0' S%
11 DATE OF MONITORING: 9/26/17
10/15/17 - 1.5'
12
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 9/9 1 6:30 o.00"
2 7:00 30 0.50" 0.50"
16
3 7:01 0.00"
17 4 7:31 30 0.50" 0.50"
18 5 7:32 0.00"
19 6 8:02 30 0.50" 0.50"
20
PERCOLATION RATE:60 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 3.0 FT. and 4.0 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 9/11/17
MUNICIPALITY OF ANCHORAGE 4��iirtrttiot1
DEVELOPMENT SERVICES DEPARTMENT �� - E OF i***.
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ,1— A
I 49th i.‘ r} ;�, %
SOILS LOG - PERCOLATION TEST • �L.. :`nicsk
14.'.MICHAEL E. ANDERSON II
LEGAL DESCRIPTION: LOT 4, HARMANY RANCH SUBDIVISION 111✓J,`., No. CE-4381 / �
PERFORMED FOR: JERRY HARMAN X444 R S"�1.�44s
DATE: 8/11/2014 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. BERKRAM Professional Engineers Stamp:
DEPTH TEST HOLE 11
(feet)
OB/OG SLOPE SITE PLAN
1
2
4
3
4 _. . .._ SILTY GRAVEL
G. WITH SAND
5 GM/SM/ML SEE SITE PLAN 1
4
6 • I
. . . 4
7 G -
8
e . .
9 . a.
10 4 BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH'' 4.0' 5
DEPTH OF WATER AFTER MONITORING: 4.0' L 5%
1 1DATE OF MONITORING: 10/15/IL D
5/15/15 -4.5' -
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/11 1 1:30 1.75"
16 2 2:00 30 2.13" 0.38"
3 2:01 1.88"
17 4 2:31 30 2.25" 0.37"
18 5 2:32 1.75"
19 6 3:02 30 2.13" 0.38"
20
PERCOLATION RATE:78•9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE ••••�►t+'+�i',ii1,
DEVELOPMENT SERVICES DEPARTMENT P�� ...Aq
. s1
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 114
;:co' 49th i- `,o,%
SOILS LOG - PERCOLATION TEST i �,41 r
•
•,�'•MICHAEL E. ANDERSON t
LOT 4, HARMANY RANCH SUBDIVISION
.6.‘„.+ o. CE4381 'mai
LEGAL DESCRIPTION: Z, 4 j ••
PERFORMED FOR: JERRY HARMAN 1.44 "Iti••
DATE: 8/29/17 PROJECT No.: ,�Aii��••••
PARCEL ID#: TECHNICIAN: J. MILLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 11A
(feet)
OB/OG SLOPE SITE PLAN
1
2 SILTY GRAVEL
.a WITH SAND
3 a • GM/SM/ML
4
5 o SEE SITE PLAN
6
7
8
9
WAS GROUND WATER ENCOUNTERED? NO
10
IF YES « WHAT DEPTH'? S
DEPTH OF WATER AFTER MONITORING: **** 5%
11 DATE OF MONITORING:
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/29 1 9:46 0.00"
16 2 10:16 30 5.75" 5.75"
3 10:19 0.00"
17 4 10:49 30 5.50" 5.50"
18 5 10:50 0.00"
19 6 11:20 30 5.50" 5.50"
20
PERCOLATION RATE:5.4 (MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.0 FT. and 3.0 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST. PERCOLATION TEST ONLY. NO MONITOR TUBE SET.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 10/20/17
MUNICIPALITY OF ANCHORAGE .00,‘,r►r►u>.i1,1
DEVELOPMENT SERVICES DEPARTMENT AV)/ • 1.•• •1••
sem, ' .i9 ♦
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ; �,� 49th i\ •*`
SOILS LOG - PERCOLATION TEST i l► -Ly, •;►
O. ,e..MICHAEL E. ANDERSON .C,
LEGAL DESCRIPTION: LOT 3, HARMANY RANCH SUBDIVISION ��` ,'...• No. CE-4381 ..",t,
PERFORMED FOR: JERRY HARMAN ��♦',,IS;;0::.•
DATE: 8/12/2014 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. BERKRAM Professional Engineers Stamp:
DEPTH TEST HOLE 12
(feet)
OB/OG SLOPE SITE PLAN
1
2
•3
d
4 _. . .. SILTY GRAVEL
d. WITH SAND
5 GM/SM/ML o SEE SITE PLAN
6
. . . a
7 • d
8 .
d ' •
9 a.
10 C• BOH @ 10' WAS GROUND WATER ENCOUNTERED? YES
IF YES @,WHAT DEPTH? 4.5'
DEPTH OF WATER AFTER MONITORING: 4.0' O 5%
1 1 DATE OF MONITORING: 10/15/11 p
4
5/15/15 - .5'
12
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/12 1 9:02 1.13"
16 2 9:32 30 1.44" 0.31"
3 9:33 1.25"
1 4 10:03 30 1.56" 0.31"
18 5 10:04 1.25"
19 6 10:34 30 1.56" 0.31"
20
PERCOLATION RATE:96.8(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
MUNICIPALITY OF ANCHORAGE •-SC- °h.��.ss�simaiii,,
:� �1
DEVELOPMENT SERVICES DEPARTMENT 4•�p.,,.. .,
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ar VIS '49th '— •1
SOILS LOG - PERCOLATION TEST :iii,(Li' f.42.4_,L4•
•
It. ;MICHAEL E. ANDERSON i 8;
LEGAL DESCRIPTION: LOT 8, HARMONY RANCH SUBDIVISION �.�1�.,.. No. CE-43$1 ��
PERFORMED FOR: JERRY HARMAN ••.•�.../d:... /0-•••
0
_ik
DATE: 10/15/13 PROJECT No.: �-Ilissusi.
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp.
DEPTH TEST HOLE 13
(feet)
OB/OG SLOPE SITE PLAN
1
2 o a
4
3 a
SILTY GRAVEL
4 4 WITH SAND
GM/SM
5
p O SEE SITE PLAN
o
6 GRAY/BROWN
A
7
8 BOH @ 8'
9
10 WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH? S
DEPTH OF WATER AFTER MONITORING: 6.5' 2%
11 DATE OF MONITORING: 10/25/13
12
GROSS TIME NET TIME DEPTH To NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14— TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 1:50/2:00 10 6.88/12.94 6.06"
16 2 2:04/2:14 10 6.81/12.75 5.94"
3 2:15/2:25 10 6.75/12.5 5.75"
17 42:26/2:36 10 6.81/12.69 5.88"
18 5 2:37/2:47 10 6.75/12.69 5.94"
19 6 2:48/2:58 10 6.75/12.63 5.88"
20 —
PERCOLATION RATE: 1.7 (MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 6 FT. and 6.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/114
MUNICIPALITY OF ANCHORAGE •••arlimit,
DEVELOPMENT SERVICES DEPARTMENT •••P.,,. ., •�
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 ;' 49t ***-:
h•.
SOILS LOG - PERCOLATION TEST ;yV�- �,C tL4m
•O.' ,MICHAEL E. ANDERSON/4
LEGAL DESCRIPTION: LOT 7, HARMONY RANCH SUBDIVISION tA s.>'..,• No. CE-4381
PERFORMED FOR: JERRY HARMAN 1�;, 5„P::•••
DATE: 10/15/13 PROJECT No.:
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 14
(feet)
1 OB/OG SLOPE SITE PLAN
2 4
4
3
SILTY GRAVEL
4 n WITH SAND
5 ° L GM/SM O SEE SITE PLAN
tr
6 GRAY/BROWN
4
7
8
9
BOH @ 9.5'
10
WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH', 7 IS
DEPTH OF WATER AFTER MONITORING: 6.5' 2%
1 1 DATE OF MONITORING: 10/25/13
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 2:29/2:39 10 5.75/10.25 4.50"
16 2 2:40/2:50 10 5.38/9.19 3.81"
3 2:51/3:01 _ 10 5.25/9.00 3.75"
17 43:02/3:12 10 5.38/9.19 3.81"
18 5 3:13/3:23 10 5.44/9.25 3.81"
19 6 3:24/3:34 10 5.38/9.12 3.75"
20
PERCOLATION RATE: 3 (MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 6 FT. and 6.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/14
MUNICIPALITY OF ANCHORAGE 400011.1 IVi•4_
DEVELOPMENT SERVICES DEPARTMENT ••••\p• •Ult•• /•1s
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 49th .,..4_ • '*.
i\
SOILS LOG - PERCOLATION TEST ht1L-.ALte_12,-.,1.4
•
'.MICHAEL E. ANDERSON t
No CE-4381 :
LEGAL DESCRIPTION: LOT 6, HARMONY RANCH SUBDIVISION ���✓Te;••., J
PERFORMED FOR: JERRY HARMAN •.4�DPROF:... 0-..
DATE: 10/15/13 PROJECT No.: -oltim mook-
PARCELID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 15
(feet)
OB/OG SLOPE SITE PLAN
1
2 —o d
4
3 0
SILTY GRAVEL
4 c WITH SAND
GM/SM
5 _ p L O SEE SITE PLAN k
o t
6 GRAY/BROWN i
a
7 0
4
8
0
9 BOH @9'
10 WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH?
DEPTH OF WATER AFTER MONITORING: 6.5' 2%
11 DATE OF MONITORING: 10/25/13
12
GROSS TIME NET TIME DEPTH To NET DROP
13— DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 3:46 7.12
16 2 4:16 30 11.19 4.06"
3 4:17 7.19
17
4 4:47 30 11.88 4.69"
18 5 4:48 7.12
19 6 5:18 30 11.75 4.63"
20
PERCOLATION RATE: 6.5 (MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 5 FT. and 5.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/14
MUNICIPALITY OF ANCHORAGE .4,00��rr>,ii1•
DEVELOPMENT SERVICES DEPARTMENT •��P.. 5, ..
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 �,
I : 49th i ' 0
SOILS LOG - PERCOLATION TEST $) ` C,c.Lt .Z }}}}},,��
•
.,,,�;MICHAEL E. ANDERSON• 'it
LEGAL DESCRIPTION: LOT 6, HARMONY RANCH SUBDIVISION �•: NO. CE-4381 ti�v:
PERFORMED FOR: JERRY HARMAN ♦fit , SSI�1��••••
DATE: 9/1/2017 PROJECT No.: -rrrw•.��
PARCEL ID#: TECHNICIAN: J. M I LLETTE Professional Engineers Stamp:
DEPTH TEST HOLE 15A
(feel)
1 OB/OG SLOPE SITE PLAN
2 ° •4
4
3 v
SILTY GRAVEL
4 . e WITH SAND
5 GM/SM
SEE SITE PLAN
v .� o° i
6 GRAY/BROWN
e
7
8 : • a _ BOH @ 8'
9
WAS GROUND WATER ENCOUNTERED? YES
1 O
IF YES(d WHAT DEPTH?
DEPTH OF WATER AFTER MONITORING: 7' 2%
1 J DATE OF MONITORING: 10/15!17
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 9/1 1 7:48 0.00"
16 2 8:18 30 2.25" 2.25"
3 8:19 0.00"
17 4 8:49 30 2.13" 2.13"
18 5 8:50 0.00"
19 6 9:20 30 2.13" 2.13"
20
PERCOLATION RATE: 14•1(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 1 FT. and 2 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST. TEST HOLE FOR PERK TEST ONLY.
TEST PERFORMED BY ANDERSON ENGINEERING. I, MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 9/12/17
MUNICIPALITY OF ANCHORAGE .�������1>t�,'
DEVELOPMENT SERVICES DEPARTMENT �� P� '• ��1�
4:6,..••
•
4700 BRAGAW STREET ANCHORAGE, AK 99519-665049th ••`'' ••*t
i�
SOILS LOG - PERCOLATION TEST i
•
Ili p';MICHAEL E. ANDERSON g W i
NO. CE-4381 . i
LEGAL DESCRIPTION: LOT 5, HARMONY RANCH SUBDIVISION �.•`1`..., ( ".
PERFORMED FOR: JERRY HARMAN ••4 4k, SS at i..
DATE: 10/15/13 PROJECT No.: eass�
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Scamp:
DEPTH TEST HOLE 16
(feet)
1 OB/OG SLOPE SITE PLAN
2 —'° a
4
3 v
SILTY GRAVEL
4 4 WITH SAND
5 GM/SM O° SEE SITE PLAN
v
o
6 GRAY/BROWN
A
7 v
8 — 4
v
9 BOH @9'
10
WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH? 3.5'
DEPTH OF WATER AFTER MONITORING: 3.0' 2%
1 1 DATE OF MONITORING: 10/25/13
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 1:08 2.75"
16 2 1:38 30 3.00" 0.25"
3 1:39 2.63"
17 4 2:09 30 2.88" 0.25"
18— 5 2:10 2.75"
19 6 2:40 30 3.00" 0.25"
20
PERCOLATION RATE: 120(MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2 FT. and 2.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/14
MUNICIPALITY OF ANCHORAGE _40•s simiti,
DEVELOPMENT SERVICES DEPARTMENT •••p•E ��•1s
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 °• •
�� •
i 49th * t. %
SOILS LOG - PERCOLATION TEST �y✓� ,. , —1
�. AHICHAEL E. ANDERSON.;=
LEGAL DESCRIPTION: LoT 4, HARMONY RANCH SUBDIVISION �i.�'''•% 2;CE 4381 �:
PERFORMED FOR: JERRY HARMAN �4��.• a' P�� �
� �POF'ESS�� �*
DATE: 10/15/13 PROJECT No.: --lits alis��
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 17
(feet)
1 OB/OG SLOPE SITE PLAN
2 A a
4
3
SILTY GRAVEL
4 — 4 WITH SAND
5 GM/SM O SEE SITE PLAN
v z o Z
6 GRAY/BROWN
A
7 c
48
v
9
A
10
WAS GROUND WATER ENCOUNTERED? YES
IF YES @ WHAT DEPTH? 3-5'
BOH @ 10.5'DEPTH OF WATER AFTER MONITORING: 3.0' 2%
11 DATE OF MONITORING: 10/25/13
12
GROSS TIME NET TIME DEPTH To NET DROP
13— DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 1:22 5.38"
16 2 1:52 30 5.63" 0.25"
3 1:53 5.50"
17 4 2:23 30 5.75" 0.25"
18 5 2:24 5.50"
19 6 2:54 30 5.75" 0.25"
20
PERCOLATION RATE: 120(MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2 FT. and 2.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/14
MUNICIPALITY OF ANCHORAGE .' C-
.ogoo *141.
DEVELOPMENT SERVICES DEPARTMENT ���� •••""'• ���10
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 „'` ,I, \ 11
49th '‘
SOILS LOG - PERCOLATION TEST Phiit_d_j_taLtit
i,-�
1110MICHAEL E. ANDERSON': Q
•LEGAL DESCRIPTION: LOT 3, HARMONY RANCH SUBDIVISION ...1(":,, NO. CE-+DE . 1=
PERFORMED FOR: JERRY HARMAN 11111�4.p 8S"Vat •�
DATE: 10/15/13 PROJECT No.: -Mies iss,�
PARCEL ID#: TECHNICIAN: A. HARALA Professional Engineers Stamp:
DEPTH TEST HOLE 18
(feet)
OB/OG SLOPE SITE PLAN
1
2 o a
4
3 0
SILTY GRAVEL
4 4 WITH SAND
GM/SM O SEE SITE PLAN
5 0 4 St
6 GRAY/BROWN 1
4
7 °
8 — a
0
9 —
• 4
10
WAS GROUND WATER ENCOUNTERED? Y`S
IF YES @ WHAT DEPTH? 4.5'
DEPTH OF WATER AFTER MONITORING: 4.0' 2%
11 DATE OF MONITORING: 10/25/13
12 BOH @ 12'
GROSS TIME NET TIME DEPTH ro NET DROP
13— DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 10/15 1 2:11 1.25"
16 2 2:41 30 1.50" 0.25"
3 2:42 1.75"
17 4 3:12 30 2.00" 0.25"
18 5 3:13 1.50"
19 6 3:43 30 1.75" 0.25"
20
PERCOLATION RATE: 120(MIN/INCH) PERC.HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2 FT. and 2.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E.ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 2/8/14
MUNICIPALITY OF ANCHORAGE .voliy rrrit1
DEVELOPMENT SERVICES DEPARTMENT ."4,- .. •. •.., .'.1•
4700 BRAGAW STREET ANCHORAGE, AK 99519-6650 .ti •' i� : t
49t
SOILS LOG - PERCOLATION TEST i }}},,,
'.MICHAEL E. ANDERSON :p�
LOT 2, HARMANY RANCH SUBDIVISION ��fi/'' No. CE-4381 ;• ��,
LEGAL DESCRIPTION: ... y,Z._I .,:C.
PERFORMED FOR: JERRY HARMAN ♦%�,PROFES;���.
DATE: 8/12/2014 PROJECT No.:
PARCEL ID#: TECHNICIAN: J. BERKRAM Professional Engineers Stamp:
DEPTH TEST HOLE 19
(feet)
OB/OG SLOPE SITE PLAN
1
2
°
3
4 _• .. SILTY GRAVEL
'15
°. WITH SAND
5 • •
GM/SM/ML o SEE SITE PLAN 1
6
7 •°
8 •
° . •
9 a.
10 v. BOH @ IC' WAS GROUND WATER ENCOUNTERED? YES
IF YES L WHAT DEPTH'' 4.5' S
DEPTH OF WATER AFTER MONITORING: 4.0' Q 5%
11 DATE OF MONITORING: 10/15/14 p
4
5/15/15 - .5'
12
GROSS TIME NET TIME DEPTH TO NET DROP
13 DATE READING (MINUTES) (MINUTES) WATER (INCHES)
(INCHES)
14 TEST HOLE PRESOAKED PRIOR TO TESTING:
15 8/12 1 11:04 3.25"
16 2 11:34 30 3.63" 0.38"
3 11:35 3.13"
17 4 12:05 30 3.50" 0.37"
18 5 12:06 3.25"
19 6 12:36 30 3.63" 0.38"
20
PERCOLATION RATE:78•9(MIN/INCH) PERC. HOLE DIA. 6" (INCHES)
TEST RUN BETWEEN: 2.5 FT. and 3.5 FT.
COMMENTS: TEST HOLE PRE SOAKED PRIOR TO TEST.
TEST PERFORMED BY ANDERSON ENGINEERING. I,MICHAEL E. ANDERSON CERTIFY THAT
THIS WAS PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPLE GUIDELINES IN EFFECT ON THIS
DATE: 7/27/17
, 14111111111
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421 S.F.
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NOTE ° `16,•a•• .F. Sep . —` 'I- Ne 16,001 S.F. Septic o
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WELL AND SEPTIC SYSTEM PLA S6' , Al
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SCALE 1 " = 1 20' — 2?�76,
J. A. MUNTER CONSULTING, INC.
September 28, 2017
Mr. Jerry Harman
Alaska Construction and Paving, Inc.
P.O. Box 874712
Wasilla AK 99687
Re: Evaluation of aquifers at the proposed Harmany Ranch Subdivision, Eagle River
Valley, Anchorage, Alaska.
Dear Mr. Harman:
This letter report is to provide the findings of an evaluation of aquifers near the proposed
Harmany Ranch Subdivision(see map, attached). The purpose of the evaluation is to determine
if enough groundwater is available to support on-site wells and to determine whether any
surrounding well owners would be adversely affected.
HYDROGEOLOGIC SETTING
The proposed Harmany Ranch Subdivision is located in the Eagle River Valley approximately
five miles up-valley from the Glenn Highway crossing of the Eagle River(within T14N R1W
SM Sec 22 NW1/4 NW1/4). A geologic map of the area by Yehle and Schmoll (1989) shows
that surficial geologic deposits consist of glacial moraine, glacial-lake,and colluvial deposits.
Bedrock in the vicinity of the site is comprised mostly of a deformed metaclastic sequence
(siltstone, graywacke, arkose, conglomeratic sandstone)that is chaotically juxtaposed with a
metavolcanic sequence (greenstones,metachert, cherty argillite, argillite) (Munter and Allely,
1993). Bedrock is close to the land surface in the steep valley walls north and northeast of the
site, but can be quite deep near the valley center. Based on a few wells encountering bedrock in
the valley bottom area(Munter and Allely, 1993),the bedrock at Harmany Ranch is likely to be
over 500 feet deep and possibly as deep as 600 to 700 feet. None of the nearby well logs
reviewed reported encountering bedrock. One of the test wells drilled for this project penetrated
405 feet without encountering bedrock. The bedrock aquifer is not likely to be used as an aquifer
at this site because of the presence of shallower and generally more productive sand and gravel
aquifers.
Sand and gravel aquifers in the area are likely to consist of buried glacioalluvial deposits or
buried side-valley alluvial fans beneath the silt-rich glacial moraines,colluvium, and lake-bed
deposits(Munter and Allely, 1993).
METHODS AND SOURCES OF DATA
This report provides a vicinity analysis that includes an evaluation of well data from surrounding
properties to evaluate the general conditions in the area. Groundwater recharge information is
5701 PENNY CIRCLE,ANCHORAGE,AK,99516
jamunter(arctic.net
PHONE(907)345-0165; FAx(907)348-8592
J. A. MUNTER CONSULTING, INC.
reviewed to estimate potential sustainable aquifer yields. Test well drilling and aquifer testing
was conducted to determine the properties of aquifers present at the site. Aquifer test data were
analyzed using software by AQTESOLV pro 4.0. The aquifer characteristics are used to model
expected responses in wells from the proposed new pumping. The model results are used to
assess the water-supply potential at the proposed Harmany Ranch Subdivision and the potential
impacts of the development on surrounding properties.
VICINITY ANALYSIS
Aquifer Recharge and Water-Supply Potential
Munter and Allely(1993)report that annual average precipitation at the nearest long-term
weather station to the Eagle River area is 15.2 inches per year. A conservative estimate is that
groundwater recharge at Harmany Ranch averages approximately 20 percent of average annual
precipitation, or about 3 inches per year. This translates to an average of approximately 350
gallons per day being recharged on each of the 12 planned lots on the parcel. This amount of
water is comparable to the Municipal requirement of 450 gpd for a 3-bedroom home. In addition
to direct recharge of water onto lots,however, this subdivision also receives groundwater inflow
from upgradient areas to the north and northeast along the flanks of the Eagle River valley.
These data suggest that the potential supply of water is sufficient to sustain aquifers with the
quantity of water needed for use by well owners in the subdivision and surrounding areas.
Review of Area Well Records
The MOA's On-site files were searched for records from adjacent properties
(http://onsite.ci.anchorage.ak.us/WebLink/Browse.aspx?startid=1).
Logs of wells serving five nearby residential properties were found and are shown in Table 1.
Table 1. Summary of data for wells near Harmany Ranch Subdivision.
Location Reported Reported well yield Estimated Aquifer Static water level
Well or flow rate and transmis- type in feet below land
depth year of sivity surface and year of
(feet) measurement(gpm) (ft2/day) measurement
Glen Eagle 85 12 2004 49 Sand and 20 2004
Blk 4 Lot 1 gravel
Glen Eagle 85 NR 1975 NR Gravel NR 1975
Blk 4 Lot 2
Eaglet Aerie 184 5 1981 7.3 Gravel artesian 1981
Tract B-1C 0.5+ 1984 NM 5 1984
4.9 1990 7.3 4 1990
4.5+ 1995 NM 5 1995
Glen Eagle 78 15 1978 66 Gravel 19 1978
Blk 4 Lot 3/4 7.5 1993 NM 8.2 1993
5.3 2001 NM 22 2001
Eaglet Aerie 181 100 1985 160 Sand and 11 1985
Tract B-1 A Gravel
Evaluation of aquifers at Page 2 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
Notes to Table 1:
Note 1: Estimated transmissivity(T)in 112/day calculated by T=SC x 2000/7.48 where SC(specific
capacity)=yield(in gpm)/drawdown(in ft). Full drawdown is assumed where data were lacking,
resulting in conservative(i.e. low)estimates of T.
Note 2:NM means not meaningful because flow rates reported are the typically the flow rate of the pump
installed in the well and drawdown data were not reported.
Note 3:NR means not reported.
Summary of Well Record Review
All five wells in the vicinity were found to tap non-lithified sand and gravel aquifers confined by
silty glacial or lacustrine deposits.
Reported yields of wells tapping sand and gravel aquifers range from 5 to 100 gpm. These
reported flow rates are approximately 10 to 200 times the minimum required yield (0.52 gpm)
needed for a five-bedroom home using the Municipality criterion of 150 gpd/bedroom.
Reported static water levels range in depth from flowing artesian to 22 feet below land surface.
Well depths range from 78 feet to 184 feet below land surface. Estimated transmissivity values
range from 7.3 to 160 f /day. These values are in the mid-range for a glacial sand and gravel
aquifer of approximately 10-foot thickness (Freeze and Cherry, 1979,p. 29).
The well data provided above shows that wells tapping nonlithified aquifers in the near vicinity
of Harmany Ranch Subdivision appear to be capable of supplying sufficient water to single
family homes.
Summary of Vicinity Analysis
An analysis of potential aquifer recharge data suggests that the aquifers in the area have the
potential to supply the water required for sustainable on-site use for the proposed Harmany
Ranch Subdivision.
The proposed subdivision is located in an area where wells tap sand and gravel aquifers.
Bedrock is not expected to be used as an aquifer at this site because of the likely presence of
shallower and more productive sand and gravel aquifers.
Examination of the well logs show that wells penetrated coarse alluvial material (mostly sand
and gravel) which is interpreted to be deposits either of a buried side-valley alluvial fan or
glaciofluvial alluvium. Wells in Table 1 penetrate through silty glacial deposits interpreted to be
silty moraine-type deposits or lacustrine deposits to tap one or more confined sand and gravel
aquifers within the silty deposits.
The sand and gravel aquifers appear to be capable of providing sufficient water for single-family
domestic usage. Repeated water level measurements obtained during health authority approvals
subsequent to the original well drilling suggest that there are no significant long-term water-level
declines occurring the vicinity and that on-site wells are generally capable of sustaining single
family development.
Evaluation of aquifers at Page 3 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
SITE EVALUATION
Test-Well Drilling
Four test wells were drilled on Lotsl and 3 of the proposed Harmany Ranch Subdivision. One
pre-existing well on Lot 2 at the site was also used for the evaluation. Logs of the wells are
provided in the Attachments. For this report,the well drilled on Lot 1 (63 ft deep) will be called
Well 1,the pre-existing well drilled on Lot 2 (62 ft deep- 65 feet below top of casing)will be
called Well 2. Three wells were drilled on Lot 3. The first well (Well 3A) was drilled 403 ft
deep,tapping a confined "clay and gravel" aquifer. The second and third wells were drilled 83
(Well 3B) and 73 feet deep(Well 3)below land surface, respectively.
Deep Confined Aquifer. The deep aquifer penetrated by Well 3A is potentially viable as a
water source for domestic wells although the well produced silty water that did not appear to be
clearing up. Developmental work established that the well was capable of producing up to
approximately 10 gpm of water(see attached well development report). Drilling of the well
stopped after advancing only a few feet into the aquifer, suggesting that additional water
resources from this aquifer are potentially available in addition to those identified by the other
wells drilled in this area.
Shallow Confined Aquifer. A confined aquifer was encountered by each well at a similar depth
range of 47 to 73 feet. Even the deep well penetrated the aquifer, however it appeared to be
difficult to develop into a suitable well and it was drilled to a deeper depth to more completely
characterize aquifers at this property and to seek an easier-to-develop well.
The pre-existing well at the site, Well 2, was found to be partially plugged by approximately five
feet of heave in the bottom of the casing and the yield had been reduced from the original
reported yield of 30 gpm to 1 gpm. Redevelopment work found that large gravel mixed with
clay and silt was prone to migrating into the well casing, however the formation appeared to
stabilize and provide a yield of 10 gpm(see attached well cleanout report).
Wells 1, 2, and 3 all appear to tap the same confined aquifer at a depth range of approximately
57 to 71 feet below ground surface. Potentiometric surface water levels in the three wells
(accounting for land surface elevation changes at the site)are relatively similar, also indicating
that the wells tap the same aquifer.
Aquifer Testing
Step-drawdown test. Well 1 was step-test pumped for three hours on August 11, 2017, at rates
increasing from 8 gpm to 33 gpm (the maximum capacity of the test pump) while water levels
were measured in the pumped well and in Well 2 and Well 3A. Wells 3B and Well 3 had not yet
been drilled. Approximately 15.4 feet of drawdown was observed in the pumping well, 3.6 feet
of drawdown was recorded in Well 2,and there was no effect in Well 3A. The data were
primarily used to plan further aquifer testing using the MOA Aquifer Test Procedures.
Well 1. During August 15-16, 2017, Well 1 was pumped for a period of 24 hours with the well
production rate varied from 31 to 33 gpm (the maximum production capacity of the pump). The
well exhibiting a maximum of 32.4 feet of drawdown. The aquifer transmissivity was estimated
Evaluation of aquifers at Page 4 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
to be 91 ft2/day (see Aquifer Analysis Attachment). Data collected at Well 2 from this test was
also analyzed and the estimated transmissivity was 88 fly/day with a storativity of 3.2 x 10' (see
Aquifer Analysis Attachment). Transmissivities calculated from the two wells are very similar
and are both within the range of transmissivities estimated from surrounding well log data(Table
1). Water levels in Well 3A(the deep well)were monitored during the test, however there was
no response in Well 3A to pumping from Well 1.
Well 2. Because Well 2 responded to pumping at Well 1,a four-hour test was performed at Well
2 to determine its "approximate transmissivity and long term production capacity" (MOA
Aquifer Test Procedures). Well 3 was drilled to tap the same aquifer prior to the Well 2 testing.
The Aquifer Analysis Attachment shows the results of testing Well 2. The well was pumped at
an average rate of 2.6 gpm, although the pumping rate declined from approximately 6 gpm to
approximately 1.2 gpm at the end of the test. The well experienced a maximum drawdown of
approximately 55 feet,which was about the maximum available drawdown for the well. The
estimated transmissivity of the aquifer using data from the pumped well was 1.8 ft2/day, which is
significantly below the transmissivity determined from the 24-hr testing.
Water levels were monitored in Well 3 during pumping from Well 2. These data are shown in
the Aquifer Analysis Attachment. The estimated aquifer transmissivity from these data is 35.5
ft2/day, with a value of storativity of 2.3 x 104. These data, along with the data from the 24-hr
aquifer test, suggest that the general aquifer transmissivity is somewhat higher than the value
determined using the data from Well 2 alone.
Well 2 exhibit lower yield than previously indicated from original drilling and recent
redevelopment reports(30 gpm and 10 gpm,respectively). There are several possible reasons
for this. First,this aquifer appears to contain significant silty and/or clayey material that makes it
difficult to develop a water well. The deposits may be thinly stratified,with most of the water
flowing through one or more relatively thin beds. The process of drilling into such an aquifer
disturbs and mixes the deposits in the immediate vicinity of the well bore and can make
development of a well difficult. With about 60 to 70 feet of hydraulic head in the aquifer,the
formation is prone to heaving up into open-ended casing, further exacerbating the problem. Well
2 was completed without a well screen, and formation of a stable natural gravel pack around the
well opening appears to have been difficult. Such a gravel pack can be delicate,with migration
of fines towards the well opening during subsequent pumping and reduction of well yield. This
appears to be the primary cause of the reduced yield in the present well compared to prior well
yield reports. In an attempt to reduce the potential for these types of problems, a well screen was
installed in Well 3.
Well 3. Well 3 was constructed to a similar depth as Well 1 and Well 2. The aquifer elevation
above sea level declines somewhat from Well 1 to Well 2 and from Well 2 to Well 3, suggesting
that the aquifer may be a buried side-valley alluvial fan as described by Munter and Allely
(1993). Because Well 3 responded to pumping at Well 2 and because the geological analysis
suggested that the three wells tap the same aquifer, a four-hour test was performed at Well 3 to
determine its "approximate transmissivity and long term production capacity" (MOA Aquifer
Test Procedures). The Aquifer Analysis Attachment shows the results of testing Well 3. The
well was pumped at an average rate of 1.8 gpm,although the pumping rate declined from
Evaluation of aquifers at Page 5 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
approximately 2.4 gpm to approximately 1.5 gpm near the end of the test. There was a stoppage
of pumping of about 44 minutes part way through the test as a result of the generator running out
of fuel, however,this did not seem to materially affect the test results. The well experienced a
maximum drawdown of approximately 50.4 feet,which was the maximum available drawdown
for the well. The estimated transmissivity of the aquifer using data from the pumped well was
2.5 ft2/day, which is significantly below the transmissivity determined from the 24-hr testing of
Well 1.
Summary of aquifer testing analysis. The aquifer testing confirmed the geological analysis
that all three wells tap the same confined aquifer at the site. The variability of transmissivities
determined from the three wells and also compared to the values determined from surrounding
wells(Table 1) is likely a result of aquifer heterogeneity and is within the range of variability
expected from aquifers of this type. The most representative value of transmissivity to
characterize future pumping from the aquifer is a value of approximately 35 ft2/day as
determined using the observation well data from Well 3 from the test pumping of Well 2. Also,
this value is midway between the highest and lowest values determined from the other aquifer
test data at the site and from the surrounding well data. A value of storativity of 2.3 x 10-4 as
determined from the 24-hr aquifer test is characteristic of a confined aquifer and suitable to use
for estimating the effects of future pumping from the aquifer.
POTENTIAL EFFECTS OF NEW PUMPING
Shallow Confined Aquifer
An analysis of the effects of pumping new wells both on future neighboring wells within
Harmany Ranch Subdivision and also on surrounding wells is described below using the method
of Theis(1935). The Theis(1935)method requires certain simplifying assumptions. It is
assumed that the aquifers are infinite in lateral extent without boundary conditions,are
homogeneous and isotropic,and that recharge does not occur within the simulation time period.
While these assumptions are simplifications of actual aquifer conditions, the Theis (1935) model
is widely used and can provide an initial assessment of the magnitude of the likely effects of
pumping on nearby wells.
This analysis assumes that all the wells for this analysis tap the same confined aquifer with a
transmissivity of 35 ft2/day and a storativity of 3.2 x 104. Pumping is assumed to occur for 200
days,the approximate duration of wintertime conditions with no recharge.
First, drawdown in a single pumping well is considered. Pumping for 200 days at a rate of 450
gpd, 2.8 feet of drawdown is calculated at the pumping well. This is much less than the available
drawdown in future wells. Also, the effects of this pumping on a neighboring well 100 feet away
is calculated to be approximately 1.15 feet. Thus the effects of future Harmany Ranch pumping
on individual wells within the subdivision is concluded to be insignificant.
Next,the neighborhood analysis was conducted by examining cumulative pumping from all 12
proposed lots at Harmany Ranch Subdivision. The average distance of wells at Harmany Ranch
is estimated to be at least 300 feet from the closest neighboring well sites.
Evaluation of aquifers at Page 6 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
Pumping for 200 days at a total rate of 5400 gpd(450 gpd/lot times 12 lots), 10.2 feet of
drawdown is calculated at a distance of 300 feet. Thus,the projected cumulative drawdown
would be only a small portion of the available drawdown in neighboring wells and it is
concluded that the effects of the proposed pumping on nearby wells would be insignificant.
Deep Confined Aquifer
On August 11, 2017,the static water level in the Well 3A was measured to be 100.2 feet below
the top of casing. Subsequent test pumping of the deep confined aquifer tapped by Well 3A
showed that the specific capacity of the well was approximately 0.03 gpm/ft of drawdown, and
that the estimated transmissivity using the methods described in Table 1 was 8 ft2/day. This
transmissivity is sufficient to support a well yield of approximately 9 gpm using the full
available drawdown in the well. There are no known wells tapping this aquifer in the vicinity.
This aquifer productivity is concluded to be sufficient to support individual wells for single
family homes should the shallow aquifer at any of the future homesites not be developable.
There is also the potential for additional groundwater resources at deeper depths since there
could be 100 feet or more of glacial, alluvial, or lacustrine sediments beneath the deep aquifer
encountered.
Adequacy of Testing
The aquifer testing described in this letter was performed in general accordance with the
Municipality of Anchorage recommended procedures for aquifer testing and is considered
adequate for the purposes of this report.
SUMMARY AND CONCLUSIONS
At least some wells in the Harmany Ranch Subdivision are likely to tap a predominantly sand
and gravel aquifer with some silt and clay between about 60 and 75 feet below ground surface.
Some wells may tap a deeper sand and gravel aquifer at a depth of 400 to 500 feet because of the
absence or difficulty of developing wells in the shallower aquifer. Both aquifers are considered
adequate to provide sufficient water to meet MOA standards for new homes.
Area-wide hydrogeology data show that the local hydrologic regime appears to be adequate to
support new water demands from wells as proposed.
The analysis of potential impacts to surrounding well owners shows that ample water is available
to support on-site wells and that surrounding well owners or neighboring future homeowners
within the proposed subdivision would not be adversely affected. The effects of the proposed
new pumping are sufficiently small that further aquifer testing, analysis,and modeling of the
potential effects of the new pumping is not warranted.
Evaluation of aquifers at Page 7 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
J. A. MUNTER CONSULTING, INC.
CLOSING
Should you have any questions about this report,please call me at 345-0165 or 727-6310.
Sincerely,
J. A. Munter Consulting, Inc.
/ /,
ames A. Munter, CPG, CGWP
Principal Hydrogeologist
Certified Ground Water Professional No. 119481
Alaska Licensed Professional Geologist No. 568
Attachments
Harmany Ranch Map
Well logs (Wells 1,2, 3A, 3B, and 3)
Well Development Report Well 3A
Well Cleanout Report Well 2
Aquifer Analysis, 5 pages(Wells 1, 2, and 3)
References Cited
Freeze R. A., and J. A. Cherry, 1979, Groundwater: Prentice Hall, Englewood Cliffs, NJ,
604 p.
Municipality of Anchorage, undated, Aquifer Test Procedures: unpublished document by
Development Services Department, Building Safety Division, On-Site Water and Wastewater
Program, Anchorage, Alaska, 1 p.
Munter, J.A., and Allely, R.D., 1993, Water-supply aquifers at Eagle River, Alaska:
Alaska Division of Geological & Geophysical Surveys Professional Report 108, 20 p., 4 sheets,
scale 1:12,000.
Theis, C. V., 1935, The relation between the lowering of the piezometric surface and the
rate and duration of discharge of a well using groundwater storage: Trans. Amer. Geophys.
Union, 2,pp 519-524.
Yehle, L. A, and H. R. Schmoll, 1989, Surficial geologic map of the Anchorage B-7 SW
Quadrangle, Alaska: U. S. Geological Survey Open-File Report 89-318.
Evaluation of aquifers at Page 8 of 8 September 28,2017
Harmany Ranch Subdivision,Anchorage,Alaska
Certified Drilling Log
DOC CO dba
BILL 8c COLE
lo
► ULLIVAN WATER WELLS
leeP.O. Box 670269,Chugiak,AK 99567 688-2759
OWNER OF LAND: Jerry Harman Bore Hole Data
ADDRESS: 8251 Harmany Ranch Eagle River,AK 99577 Depth
LEGAL DESCRIPTION Harmany Ranch Subdivision Lot 1 From To
DATE: 8-3-17 0 2 Casing Stickup
PERMIT NUMBER: OSP171188 DATE OF ISSUE: 7-26-17
TAX IDENTIFICATION NUMBER 05038102000 2 4 Overburden
Is well located at approved permit location: VYes No 4 59 Clay& Gravel
Method of Drilling: Flair rotary cable tool 59 65 Sand & Gravel
Depth of Well: 65
Casing Type: Steel Wall thickness .250 inches
Diameter: 6 inches, depth 65 feet
Liner type
Static Water Level: 10 feet
Recovery Rate 35 gpm gph
Method of Testing Air
Well Intake Opening Type:M open end open hole
nScreened Start feet Stopped
Perforations Start feet Stopped
Grout Type: Bentonite Volume: 50 lbs
Depth:from 2 feet,to 42 feet
Well Disinfected Upon Completion: Myes: no
Method of Disinfection: Chlorine 50 PPM
Comments:
Drillers Name: Cole Sullivan
ATTENTION: It is the responsibility of the property owner to submit a copy of the well log to the proper authority.
Municipality of Anchorage: Department of Health & Human Services and/or Department of Environmental Conservation.
MatSu Borough: Department of Environmental Conservation.
• FROM : ALASKA co .K97 + Etoi. INC. P O NO. : 9073499420 Oct. 0S 2004 10:69pti P1
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SULLIVAN WATER WELLS
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1G i
1ULLI VAN
iWc WATER WELLS
Drilling• Piling•Pumps Date: 9-28-17
P.O. Box 670269 Chugiak, AK 99567
P: (907) 688-2759 F: (907) 688-2259
TO:Jim Munter
Well cleanout procedure and results of well on lot 2 of Harmany Ranch
Setup Foremost DR-12 over existing well that had roughly 5' of heave and original Yield reduced from 30
gpm to 1 gpm.
Reamed bottom of hole to total depth of 68' several times before any water flow increased. When flow
increased,we retracted drill bit into casing. Flow began slowing down considerably and reaming
continued. When bit was outside of casing,the water flow was 30 plus gpm. Large gravel mixed with
clay and silt was observed and appeared to be migrating into the pipe.
After reaming dozens of times a constant flow of 10 gpm was achieved and clean.
Certified Drilling Log
DOC CO dba
,
BILL 8. COLE
► ULLIVAN WATER WELLS
*P.O. Box 670269, Chugiak,AK 99567 688-2759
OWNER OF LAND: Jerry Harman
ADDRESS: 8251 Harmany Ranch Eagle River,AK 99577 Bore Hole Data
LEGAL DESCRIPTION Harmany Ranch Subdivision Lot 3 Depth
(Well 3A) From To
DATE: 7-26-17 0 2 Casing Stickup
PERMIT NUMBER: OSP171189 DATE OF ISSUE: 7-26-17
TAX IDENTIFICATION NUMBER 05038102000 2 4 Overburden
Is well located at approved permit location: fYes No 4 47 Gravel & Clay
Method of Drilling: xair rotary cable tool 47 55 Silt& Clay Gravel Water
Depth of Well: 405' 55 200 Clay
Casing Type: Steel Wall thickness .250 inches 200 243 Clay& Gravel
Diameter: 6 inches, depth 391 feet
Liner type 243 248 Silt&Sand Water
Static Water Level: 164 feet 248 365 Clay& Gravel
Recovery Rate 10 X gpm gph 365 390 Silt&Sand
Method of Testing Air
390 405 Clay& Gravel
Well Intake Opening Type: open end 1><Iopen hole
Screened Start feet Stopped
Perforations Start feet Stopped
Grout Type: Bentonite Volume: 50 lbs
Depth:from 2 feet,to 42 feet
Well Disinfected Upon Completion: Nyes no
Method of Disinfection: Chlorine 50 PPM
Comments:
Drillers Name: Cole Sullivan
ATTENTION: It is the responsibility of the property owner to submit a copy of the well log to the proper authority.
Municipality of Anchorage: Department of Health & Human Services and/or Department of Environmental Conservation.
MatSu Borough: Department of Environmental Conservation.
Ti► u LLIVAN
ite WATER WELLS
Drilling• Piling• Pumps Date: 9-28-17
P.O. Box 670269 Chugiak, AK 99567
P: (907) 688-2759 F: (907) 688-2259
TO:Jim Munter
Well development for Well 3A
Upon drilling through several silty aquifers on well 3A, we found an aquifer with slightly more gravel
content and began developing. We developed with the Foremost DR-24 for over 10 hours. Water
clarity only improved slightly, but maintained 10 plus GPM. The rig was pulled off and a test pump was
installed at 3 gpm. The well was pumped for over 24 hours with little improvement of silt content, but
the flow maintained, and maximum drawdown was 198'.
Certified Drilling Log
DOC CO dba
BILL COLE
ULLIVAN WATER WELLS
*P.O. Box 670269, Chugiak,AK 99567 688-2759
OWNER OF LAND: Jerry Harman
ADDRESS: Bore Hole Data
LEGAL DESCRIPTION Harmany Ranch Subdivision Lot 3 Depth
(Well 3B) From To
DATE: 8-24-17 0 2 Casing Stickup
PERMIT NUMBER: DATE OF ISSUE:
TAX IDENTIFICATION NUMBER 2 4 Overburden
Is well located at approved permit location: Yes No 4 55 Clay&Gravel
Method of Drilling: Nair rotary cable tool 55 65 Silt&Sand w/Some Gravel
Depth of Well: 85' 65 85 Clay&Gravel
Casing Type: Steel Wall thickness .250 inches
Diameter: 6 inches, depth 85 feet
Liner type
Static Water Level: DRY feet
Recovery Rate DRY gpm gph
Method of Testing Air
Well Intake Opening Type: n open end open hole
nScreened Start feet Stopped
Perforations Start feet Stopped
Grout Type: Bentonite Volume: 50 lbs
Depth:from feet,to feet
Well Disinfected Upon Completion: yes no
Method of Disinfection:
Comments:
Drillers Name: Cole Sullivan
ATTENTION: It is the responsibility of the property owner to submit a copy of the well log to the proper authority.
Municipality of Anchorage: Department of Health & Human Services and/or Department of Environmental Conservation.
MatSu Borough: Department of Environmental Conservation.
Certified Drilling Log
DOC CO dba
BILL 8. COLE WELLS
► ULLIVAN WATER
Ale- P.O. Box 670269, Chugiak,AK 99567 688-2759
OWNER OF LAND: Jerry Harman Bore Hole Data
ADDRESS: Depth
LEGAL DESCRIPTION Harmany Ranch Subdivision Lot 3 From To
DATE: 8-30-17 0 2 Casing Stickup
PERMIT NUMBER: DATE OF ISSUE: -
TAX IDENTIFICATION NUMBER 2 4 Overburden
Is well located at approved permit location: Yes No 4 68 Clay&Gravel
Method of Drilling: Flair rotary cable tool 68 75 Silt Sand & Gravel
Depth of Well: 75'
Casing Type: Steel Wall thickness .250 inches
Diameter: 6 inches, depth 75 feet
Liner type
Static Water Level: 2 feet
Recovery Rate .5 gpm gph
Method of Testing Air
Well Intake Opening Type: M open end open hole
® Screened Start 70 feet Stopped 75
nPerforations Start feet Stopped
Grout Type: Bentonite Volume: 50 lbs
Depth:from 2 feet,to 42 feet
Well Disinfected Upon Completion: Flyes no
Method of Disinfection: Chlorine 50 PPM
Comments:
Drillers Name: Cole Sullivan
ATTENTION: It is the responsibility of the property owner to submit a copy of the well log to the proper authority.
Municipality of Anchorage: Department of Health & Human Services and/or Department of Environmental Conservation.
MatSu Borough: Department of Environmental Conservation.
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Time (min)
WELL TEST ANALYSIS
Data Set:
Date: 09/25/17 Time: 15:22:21
PROJECT INFORMATION
Company: Harmany Ranch
Location: Lot 1
Test Well: Well 1
Test Date: 8/15-16/17
WELL DATA
PumpingWells Observation Wells
Well Name X(ft) Y(ft) Well Name X(ft) Y(ft)
Well 1 0 0 Well 1 0 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis
T =87.59 ft2/day S =0.8544
Kz/Kr = 1. b =5. ft
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Time (min)
AQUIFER TEST RESULTS
Data Set: C:\...\24 hr test well 2 mon data.aqt
Date: 09/25/17 Time: 15:24:05
PROJECT INFORMATION
Company: Harmany Ranch
Location: Lot 1
Test Well: Well 1
Test Date: 8/15-16/17
WELL DATA
Pumpin Wells Observation Wells
Well Name X(ft) 4 Y(ft) Well Name X(ft) Y(ft)
Well 1 0 0 ] 0 Well 2 181 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis
T = 91.42 ft2/day S = 0.0003196
Kz/Kr = 1. b = 5. ft
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1. 10. 100. 1000.
Time (min)
WELL TEST ANALYSIS
Data Set
Date: 09/26/17 Time: 09:34:27
PROJECT INFORMATION
Company: Harmany Ranch
•
Location: Lot 2
Test Well: Well 2
Test Date: 9/21/17
WELL DATA
Pumpin Wells Observation Wells
Well Name X(ft) Y(ft) I Well Name X(ft) Y(ft)
Well 2 0 0 J0 Well 2 0 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis
T = 1.822 ft2/day S = 0.09213
Kz/Kr= 1. b =5.ft
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10. 100. 1000.
Time (min)
WELL TEST ANALYSIS
Data Set
Date: 09/26/17 Time: 12:48:15
PROJECT INFORMATION
Company: Harmany Ranch
Location: Lot 2-3
Test Well: Well 2
Test Date: 9/21/17
WELL DATA
Pumpi • Wells Observation Wells
Well Name X(ft) +_Y(ft) Well Name X(ft) Y (ft)
Well 2 0 0 o Well 3 69 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis
T = 35.52 ft2/day S =0.00231
Kz/Kr= 1. b =5. ft
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D . 0 g
i 0 L
p ' ❑
S �' ❑
o
P ❑
i 10. 3
a - ❑ ❑
e - p -
m - • 0
-❑
e O -
n -
t °
1. — ❑ 0 _
( =
f p _
t -
0
0.1 ' - ! _. I ! __i ! , ! I I , ! ! ! ! L-�.
1. 10. 100. 1000.
Time (min)
WELL TEST ANALYSIS
Data Set:
Date: 09/26/17 Time: 08:45:29
PROJECT INFORMATION
Company: Harmany Ranch
Location: Lot 3
Test Well: Well 3
Test Date: 9/21/17
WELL DATA
Pumpi7 Wells Observation Wells
IWell Name X(ft) Y(ft) _ Well Name X(ft) Y(ft)
Well 3 0 0 0 Well 3 0 0
SOLUTION
Aquifer Model: Confined Solution Method: Theis
T =2.492 ft2/day S = 0.01252
Kz/Kr= 1. b =5.ft