HomeMy WebLinkAboutSHANGRI-LA ESTATES EAST S-11452Shangri - Ln
Estates East
511452
SHANGRI-LA ESTATES EAST
ON-SITE SEPTIC AND WELL REPORT
BY
DHI CONSULTING ENGINEERS
800 E. Dimond Blvd., Suite 3-550
Anchorage, Alaska 99515
(907) 344-1385
Date: 4/27/11
Revised: 6/15/11
Dimond Center Tower, 5th Floor · 800 East Dimond Blvd. Suite 3-550 · Anchorage, Ak. 99515
Ph (907) 344-1385 · Fax (907) 344-1383 ® Email: admin~dhialaska, com
SERVING ALASKA SINCE 1985
List of Appendixes
Appendix 'A'. ................................................................................ Proposed Plat
Appendix 'B'. ...................................................................................... Site Map
Appendix 'C' ....................................................................................... Soil Logs
Appendix 'D' ......................................................... Individual Septic System Designs
Appendix 'E' ................................................................................. Nitrate Report
Appendix 'F' ................................................................................. Aquifer Report
' ' En~ineerin~ Surveyin~ Plannin~
June 15, 2011
W.O. 10916
Ms. Deborah Wockenfuss
Municipality of Anchorage
Dept. of Development Services
PO Box 196650
Anchorage, Alaska 99519-6650
RE:
Plat - Shangri-La Estates East (S-11592)
Revised Soils Investigation Report for On Site Septic Systems
Dear Ms. Wockenfuss,
The following report is being submitted for your review and approval in accordance with AMC
21.15.110 and AMC 15.65.180. This subdivision is located in the east half of the northeast quarter
of Section 2, T11N, R3W (Preliminary Plat S11452). This subdivision encompasses 79.8 acres
which is being subdivided into 37 lots and two tracts (see Appendix 'A', Proposed Plat). The
property is zone R-7 which requires lots to be a minimum of 40,000 square feet. The parcels
range in size from 40,075 to 57,064 square feet with the average lot size being about 43,124
square feet.
A)Topography:
The topography varies throughout the site. The south half of the property has slopes that range
from 8% to over 40%. The average slope within each of the septic reserve areas is shown in
Table 'A' (Appendix 'C'). They have been computed using the formula provided for computing
the average slope area in AMC.21.40.115.F. The average slopes within the septic reserve areas
are less than 25%.
Based on the contours, there may be some localized points where the ground exceeds the 25%
requirement. To make allowance these localized points within the reserve areas that may exceed
the 25% slope limitation, we are recommending that the subdivision be approved for slopes up
to 30% for the following reasons:
1)
The soils are generally clean gravelly sands with no confining layers. The
percolation rate is generally less than 5 minutes per inch. These types of soils
allow the effluent to move more vertically than horizontally, reducing the risk of
having effluent day light down slope.
2)
This subdivision is being recommended for the use of Category III Nitrate Reducing
Systems. The efficiency of these systems is such that the Municipality has allowed
these systems to be installed on slopes up to 30%.
Dimond Center Tower, 5th Floor · 800 East Dimond Blvd. Suite 3-550 · Anchorage, Ak. 99515
Ph (907) 344-1385 · Fax (907) 344-1383 · Email: admin@dhialaska, com
SERVING ALASKA SINCE 1985
B) Streams 8 Ephemeral Channels:
There are streams and ephemeral channels which traverse the property. These features have
been mapped by the Municipality of Anchorage. The channels designated as "Streams" meet the
definition of "Surface Water" as defined by AMC 15.65.010. The streams are primarily located
within Tracts 'A' and 'B' (See proposed plat-Appendix 'A'). The surface water designation
requires that any septic tank or absorption field be a minimum of 100' from the bank of the
"Stream". This will only effects Lots 5 and 6 of Block 2.
The "Ephemeral" channel runs through eleven of the individual lots. See Appendix 'A'. There is
no "Surface Water" associated with the ephemeral channel. We have observed this channel
since 2006. All drainage noted over the last five years can be attribute to a single rain fall event
or snow melt. As such, the run off noted in this channel does not meet the definition of "Surface
Water". There is no set back requirement for any septic tank or absorption field along the length
of the ephemeral channel.
It is important that the ephemeral channel not be allowed to develop into a system that carries
"Surface Water" on a regular basis. If additional run off above what occurs naturally is directed to
this channel, it may have detrimental impact to proposed septic areas. Additional run off from
footing drains, curtain drains or increased run off from sources outside the subdivision should be
strictly prohibited. A note has been added to the plat to address this issue. (See Appendix 'A' -
Note 12.)
Any activity which disturbs the stream or ephemeral channel will require a Corps Of Engineers
permit.
C) Soils Information:
Test holes were dug on each of the thirty seven lots (See Site Map-Appendix 'B'). No testing was
conducted on the two Tracts (Tract A and B), as they are not being developed at this time. Test
pits were dug to a depth of 14 feet, or to 2' below the water table (where water was encountered),
or until bedrock was reached. A track mounted Hitachi backhoe was used to dig the test pits.
Soils were visually classified, and a perforated monitoring tube was placed in each test pit.
The soils consisted primarily of gravelly sands, with silt (3% to 15%) which are overlaid by
approximately one foot of organic material. Bedrock was encountered in test holes located in the
southern areas of the project. Detailed soils information for each lot can be found on the
individual soils Icg located in Appendix 'C'.
Percolation tests were performed on each lot in accordance with MONEPA guidelines. All soils
were pre-soaked prior to starting the test, The soils typically percolated at rates less than 5
minutes per inch. For those lots which percolated faster than 1 minute per inch, a sand filter may
be required. However, based on visual classification, it appears that the existing soils will likely
meet M.O.A. gradation requirements for sand filters.
D) Ground Water:
We have had the opportunity to periodically monitor ground water over several years. The ground water
elevation varies throughout the site, and fluctuates year to year. The most significant fluctuations occur
in portions of Block 4 located in the far southeast reaches of the subdivision. Strong consideration
should be given to installing bed systems where the water table is noted to be 8' or less below the
ground surface.
As you move north, the water table become more sporadic, with most lots having no water table.
Ground water tables were found to be highest in late April and early May. We noted a general raise in
the water table in late September and October, though the water table did not appear to be as high as in
the spring. The water table as noted below was measured between May 13th and May 16th of 2011.
A summary of the water table measurements can be found in Table 'A' located in Appendix 'C'.
Groundwater was encountered on 13 lots.
Lot 9 Block 1 8' Below Ground Surface
Lot 3 Block 2 6.5' Below Ground Surface
Lot 4 Block 2 12' Below Ground Surface
Lot 5 Block 2 13.5' Below Ground Surface
Lot 2 Block 3 13.3' Below Ground Surface
Lot 3 Block 3 13.4' Below Ground Surface
Lot 5 Block 3 15.6' Below Ground Surface
Lot 6 Block 3 14.3' Below Ground Surface
Lot 7 Block 3 12.6' Below Ground Surface
Lot 1 Block 4 7.4' Below Ground Surface
Lot 2 Block 4 7.3' Below Ground Surface
Lot 4 Block 4 9.4' Below Ground Surface
Lot 8 Block 4 10' Below Ground Surface
Ground water should not prevent the placement of septic systems on any of the lots.
E) Septic Reserve Areas:
The Municipality of Anchorage Subdivision Regulation, have two methods by which a lot can be
approved for the use of on-site septic systems.
AMC Title 15.65.180.B.1 (Subdivision Standards), Table 2, provide for a minimum square foot reserve
area a lot based on the percolation rate of the soil. All except 5 of the lots are being submitted for
approval using this section of the code. Appendix 'B' shows the location on the proposed reserve area
for each lot.
A.MC.15.65.180.B.2 provides a second method by which a lot may be approved. This section of the
code allows a lot to be approved for subdivision by providing a design for one absorption field and two
reserve areas. There are five (5) lots being proposed under this section. Appendix 'B' shows the
location of the 5 lots.
These are:
Lot 3
Lot 7
Lot 13
Lot 6
Lot 5
Block 1
Block 1
Block 1
Block 3
Block 4
The septic design for each of these lots can be found in Appendix 'D'
Dimond Center Tower, 5t~ Floor · 800 East Dimond Blvd, Suite 3-550 · Anchorage, Ak. 99515
Ph (907) 344-1385 · Fax (907) 344 1383 · Email: admin@dhialaska, com
SERVING ALASKA SINCE 1985
F) Nitrate Model:
A nitrate report was required as a condition of the preliminary plat approval. Mr. Jim Munter ran a nitrate
model and prepared a report. This report can be found in Appendix 'E'.
Though the model found that the long term nitrate levels would be under the 10 ppm limit set by code,
we are recommending that all septic system within the subdivision install nitrate reducing technology.
G) Aquifer Test
Three wells were drilled on the subjects property. Well flow tests were conducted for each of the three
wells. Jim Munter provided a report summarizing the testing. Based on the well flow tests, there should
be adequate water within the aquifer to serve each of the lots. See Appendix 'F' for a copy of the report.
H) Summary and Recommendations:
This subdivision as proposed meets all the requirements of AMC 15.65.180 and AMC 21.15.110. There
is enough area on each lot for the placement of a home, driveway, well and on-site septic system.
The Municipality and the individual developer should pay careful attention to the site map provided in
Appendix 'B', to ensure that as each lot is developed with an on-site septic system and well, that these
systems do not adversely impact adjacent lots.
It is recommended that nitrate reducing, Category III septic systems be installed on all lots (See Nitrate
Report in Appendix 'E').
It is recommended that with the prior approval of the Municipality, a Category III, nitrate reducing system
may be placed on slopes up to 30%
Very truly yours,
DHI Consulting Engineers
Dee High, P.E.
Principal
716 septic report
1/2 ~ 2, ~1~ ~, ~., ~
'L'tl~i~An OF ~'KfAJf
APPENDIX 'B'
Site Map
~" ~- ~ ~ ~" ~ ~. ON-SI~ SEP~C ~S~M INFOR~ON
*.... ~ c~ · ~o · P~ ~ D~P~ & WE~ & SEPTIC LOCATION MAP
APPENDIX 'C'
Soil Logs
Dimond Center Tower, 5'n Floor · 800 East Dimond Blvd, Suite 3 550 · Anchorage, Ak, 99515
Ph (907) 344 1385 · Fax (907) 344-1383 · Email: admin@dhialaska, com
SERVING ALASKA SINCE 1985
MUNICIPALITY OF ~U~CHORAGE
" DEVEL'L~dt~'~'F SERVICES DEPARTMEnT/BUILDING ,)IVISION
ON-SITE WATER AND WASTEWATER PROGRAM
PROJECT -~:
PERFORMED FOR: LanTech, lnc. . DATE PERFORMED, ~/02/200~ .
TEST HOLE ~ ~ SLOPE ' SITE P~N
WAs G RO~q~ATER'
ENCO~TE~D? No ~ · . , ,
IF YES WHAT DEFTH?'
· DATE: Wll/2004 . . . . .
Test Hole Pre Soaked Prier fo PercolaHon Test.
"GROSS NET DEPTH OF . NET
READING DAlE ' TIME . TIME WATER
Staff ~72 ' 9:15 -' B,25 :, I - -
1 9:25 10 Dry 8.25"
nerN~rno 9:26 · 8.13"' .
2 9:36 10 . Dr~ !- 8;13"
Recharge .9:3? 8.25" m
? 9:~7 10 D~y
PERC RATE: 1,~ , MIN./INCH PERC. H~E DIAHETER~
TEST RUN BETWEEN. 6.0 FT, AND 6.5 FT,
TEST-PERFORMED BY: ED SANDERSON
t, ~RSON, CERTIICY TltAT I HIS I EST WAS PERFORMED 'IN ACCONmANU~ -..
WiTH ALL STATE AND MUNICIPAL G~IDELINES ON THIS DA~E: 'I/16/200(; ,i' ! i':." Z:
I
I
I
I
I
I
I
,' ~'Ii~N-$1TE WATER AND WASTEWATER PRr~ '~.
'uJ~l~OO SOUTH BRAGAW ANCHORAGE,
SOILS LOG - PERCOLATION TEST
pROJECT #:
PERFORHED FOR. I-anTe~h, ln~, . DATE PERFORHED:
L ~ ~ ~ -'-**r LaEastS bd on
LEGAL DESCRIPTION: lotG. e[ock,!. ~n... U VIS
TEST HOLE ¢ & SLOPE SITE PLAN
Oro~ic
WAS GR~N~A~R
~COUNT~ED?
IF YES, WHAT ~TH?
DEPTH OF WA~ None 'P
DATE: ~1~112~
· COHMENTS:
?EST P~FO~MED BY; ED SAm~S°~
READING DATE GRO~S I~IET. · DEPTH.OF NET
TiME ' TIME WATER DROP
Start ?/2 10:I~
Recharse. .. 10;2~ , · 8~ .
2 lO:3&., 10' Dry
.Recharge 10,35 , , , 8"
PER¢ RATE: , ,1.~ .... 'NIN./IN(;H . · '. PERC.. HO~E. DIAMETER: ~5", , '
TEST RUN BETWEEN&OFT, :AND 6,5 . FT, :
Te~,~ Hole Pre SoaNe8 Prior to percolafion'TesJ. , -- · ' '...'.
I, I ' CEFo-IFY THAT· THIS ·TEST WAs. ~D )N AC~A~' :. '
WITH ~ STA~ ~ MUNICIPAL GUlO~l~ ~. ~HIS DA~:' ' ~/162200b. .?.
,, I~I~O~-SITE WATER AND WASTEWATER P ~, 4
. - "~L'~ ]t, 00 SOUTH BRAGAW ANCHORAGE, AK
ISOILS LOG - PERCOLATION TEST
PROdECT
#:
PERFORMED FOR: LanTa~h, ln~, DATE PERFORMED:
LEGAL DESCRIPTION: Lot $. BFock 1. ShanQrl La East Subdivision
TEST HOLE # 6 SLOPE SITE PLAN
orear~c I ~
I La,er - 0L
18
BOH - §'
COMMENTS:
Be~roc~
ENCOUNFFERED? No S
L
IF YES, WHAT D~P:FH? 0
· DEPTH OF WATER Nme P
DA~: ?/11/2006
TEST PEF~FOF~4ED BY:. ED SANDE~ON
READING DATE GR~SS NET DEPTH OF NET
, TIME TINE , ,WATER- DROP' ,
,'Start ?/3 10:~5 8" .
Recharge' 10:~6 8" : · "
Recharge 10:57 8" .:
PERC RATE: 1,~ HIN./!NCH'. PERC, HOLE DIAHETEI~: 6 :
TBST'RUN BETWEEN ~.1) F% AND/ ~,5 FT,
~sf Hgle P~e Soaked Prior fo Percolation Test.
I,~, C~TIFY THAT THIS'TEST WAS P~ED IN ACC~DA~CE: ':
WI~ A~ STATE AND'M~ICIPAL GOI~INES ON TH S D~TE ' 7/16/200& ,.?:
SOUTH BRAGAW ANCHORAGE, A}~ c),,i~, .
SOILS LOG - PERCOLATION TEST
I PROJECT #:
PERFORMED FOR: kanTech, lll¢' . DATE PERFORMED:
LEGAL DESCRIPTION' Let 6, Bloc~ 1, Shanqri La East Subdivision , ,
Oro~c TEST HOLE ¢ 8 SLOPE SITE PLAN
Nifh
8
9
18.
BOH - 8.5'
Bedrock
WAS GROUNDWATER
ENCOUNTER'ED? No S
L
IF YES, WHAT DEFTH? O
DECTH OF WAT~ fl~n~ P
.~1'1~ MONITe~IN6{ E
C(~MHENTS:
~EST PERFORMED BY: ED SAND~R~0N
" PERC RATE: ...1.2 ~IN./INCH ' ' PERC. HOLE ·DIAMETER: ~" · :'
·. TEST'RUN BETWEEN 2,0 FT, .AND 2.5 FT, ' - .. ,:
TeM' ~ote Pre $?aked'PHor fo. PercotatiGn Test. .- ~:
· I,' ' , CERTIFY THAT THIS TEST WAS PERFORH'~D IN'ACCORDANCE '
.WITH ALL STATE AND ;MUNICIPA:L GUIDELINES ON ~HIS'DATE:.
READING DATE GRO~S Nb-~ DEPTH OF NET
TIME, , TINE WATER ~ROP ,
Start ?;'3 11:15 8- ,,
'1 .. 1l;25 10 Dr)' 8' ', '
Recharge 11~26 8" " '" ': '
2 1~36 10 'Dry ~".
Recharge 11:37 8" ..
3 11:/,7 10 Dry
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 995'J5
PERFORMED FOR: ANCHORAGE DEVELOP. & CONST. DATE PERFORMED: 5/6/11 l,'~]'...~,~/ ..... ;...'~C~
LEGAL DESCRIPTION: LOT 5, BLOCK 1 SHANGRA-LA ESTATES EAST SUBD.
r',~,fv' SLOPE SITE PLAN
r~ ~ ORGANIC MATERIAL
2 = ...... ~,.~ SAND L~YER
7 [ '~" SlEW SANDY GRAVEL
MATERIAL, DAMP BUT
/.'~' NO NOTICEABLE SEEP I
~ ' GM WAS GROUND WA~R S
· .- ~.. ENCOUN~RED ? NO L
9
0
~ IF ~S, AT ~AT
P
10 B.O.H. DEP~ ? ' E
FRACTURED BEDROCK DEP~ OF WA~R
NONE MAY 16, 2011
AFaR MONITORING ? DATE:
11:07:51 07:51 12" 12" PRE-SOAK
11:16:12 08:21 12" 12" PRE-SOAK
11:22:00 05:48 6" 6" 0.97
11:27:57 05:57 6" 6" 0.99
PERCOLA~ON RA~: 1.0 (MINU~S/INCH.) PERCHOLE DIAMETER:
~ST RUN BE~EN: 3 .FT. AND 3.5 FT,
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTMNED IN AMC 15.6,180,B,1, ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS ~RICTLY PROHIBITED, WITHOUT THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD,
~ ALL SOILS WERE PRE-SOAKED PRIOR TO STARTIN~ THE
PERCO~TION
TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS, I DEE HIGH CERTI~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN E~ECT ON THIS DATE. DATE: 2/07/06 716CSSLD
5/6/11 11:00:00-
5/6/11 11:07:51--
5/6/11 11:16:12-
5/6/11 11:22:00-
11:27:57 05:57 6" 6" o.g9
5/6/11 11:27:57-
w.o.# 05716
800 E. DIMOND BLVD. SUl~ 3-545
ANCHORAGE, ALASKA 99515
.....,
LEGAL DESCRIPnON: LOT 6, BLOCK 1 SHANGRA-LA ESTATES EAST SUBD.
Date:~
~ SLOPE SI~ PLAN
~ ~ ORGANIC MA~RIAL
1 ~ I
~ ~../
~ ~.~-] ~ SILTY GRA~LLY SAND
/ ./. ' WI~4,,O~CASIONAL BOULDER
5 -' . . > TO
~ SM
8 ~':r~ ~ WAS OROUND WA~R S
J ~ ~ / ENOOUN~RED t NO L
9
· o
- ' IF ~S, AT ~AT p
1 0 //-'/ DEP~ ? E
2'/~ ~E.m or WA~.
11 ~'~ AFaR MONITORING ? NONE DATE: MAY 16, 2011
/ ~ / ~ 4/./. ~:~:oo-
14 ~ B.O.H. (BEDROCK) 5 */14/H 2:12:~0-
15
16
17 PERCOLA~ON RA~: 2.1 (MINU~S/INCH.) PERCHOLE DIAME~R: 6"
~ST RUN BE~EN: 5.5 FT. AND 6.0 .FT.
COMMEN~: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~NED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~IT~N CONSENT
OF ~E ENGINEER OF RECORD.
~ TO STARING ~E PERCOLA~ON ~ST.
ALL
SOILS
~RE
PER-SOAKED
PRIOR
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSMD
W.O.# 05716
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION TEST , T~
PERFORMED FOR: ANCHORAGE DEVELOP. ~ CONST. DA~ PERFORMED: 5/6/11
LEGAL DESCRIPTION:LOT 7, BLOCK 1 SHANGRA-LA ESTATES EAST SUBD.
Date~l~
~ SLOPE Sl~ PLAN
~ ~ ORGANIC MATERIAL
.... · '.- CLEAN, ~LL GRADED
2 '~'" :'~':':"? GRAVEL IN SLIGHTLY SILTY
~ -~';' "~-" ' GwSANDY GRA~L
5 :- ' GRAY SANDY GRAVEL WITH
'~ ~...' SOME SILT. 12".
6 -/f ;/- BOULDERS TO
-.' .: '." GM
7
8~ ~/. WAS GROUND WA~R NO S
~ , ENCOUN~RED ? - L
9~ 0
/~'~ IF ~S, AT ~AT
P
10 -/~/~ DEP~ ? E
DEP~ OF WA~R
SLIGHTLY SILTIER WITH AFar MONITORING ? NONE DATE: MAY 16, 2011
11 '/ /' MORE BOULDERS.
15
16 I
17 PERCOLA~ON RA~: 0.2 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 3.5 FT. AND 4.0 FT.
COMMENTS: ~IS ~ST HO~ INFORMA~ON IS PRODDED TO COMPLY ~TH ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~THOUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E
PERCOLATION
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT THIS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSND
5/6/11 12: 20: 00-
5/6/11 12:21:13-
5/6/11 12:22:16--
5/6/11 12:25:26-
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD. SUITE 3-5,~5
ANCHORAGE, ALASKA 99515 · ~"'~ ~ ~7 9
SOILS LOG-PERCOLATION ~ST ~4~
~ ~ST HOLE LOG ~ LSB1
~ '% CE 5~07 ,,"N~
PERFORmeD FOR: ANCHORAGE DEVELOP. ~ CONST. DA~ PERFORMED: 2/7/0~ II~]'"-~ ........ ",~v--
LEGAL DESCRIP~ON:LOT 8, BLOCK 1 SHANGRA-LA EAST SUBD. ~'~ ~ .noo'$~
].~:]:::~]';; REDISH SANDY
2
'
.'... :,.'. BROWN SANDY GRAVEL WAS GROUND WA~R S
~ .,.."' ROCKS 6"-10"
'~ "' .' OCCA. BOULDER TO 24" ENCOUN~RED ? NO L
';'' '.MORE ROCKS W/ DEPTH IF ~S, AT ~AT
?'";. · OW P
10 "~ .~ DEP~ ~
;~ ¢'~ ' DEP~ OF WA~R
.. . ; AFaR MONITORING ? NONE DATE: MAY 16, 2011
12 ..... . ... ~ ~/~ .:os:
'"""* B.O.H.
16
17 PERCOLA~ON RA~: 0.4 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~TH ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~e
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ A~ SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON ~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN E~ECT ON ~IS DA~. DA~: 2/07/06 716CSSOD
1 2/'7/06 4: 05: 00-
4:09:00 4 MIN. 12~ 12" 0.33
2 2/7/06 4-:10:00- 6"
3 2/7/06 4:20: 00-
4 2/7/06 4: 23:10-
5 2/7/06 4:26:15-
4: 28:~5 2:30 MIN, B' 6' 0,~-2
6 2/7/06 4:29:20-
7 2/7/06 4: 32: 05- 6"
DHI CONSULTING ENGINEERS
8oo E. D,MO,D B.V . SU,
ANCHORAGE, ALASKA 99515
~
PERFORMED FOR: ANCH DEV. A CONS~UC~ON DA~ PERFORMED: 10-07-10
~GAL DESCRIP~ON: LOT 9, BLOCK 1 SHANGRA-LA EAST SUBD.
~ SLOPE SI~ PLAN
~ ~ ORGANIC SILT/MATERIAL
1
2 ~':'
4 ~";:'~::~].~ CL~N GRAVELLY SAND
..'.:.':',?:'~/ 5~ FINES, OCCASSIONAL BOULDER/
5 ~.:]?..'.~,~.9~.~.:; GwHARD DIGGING~
, ?o..~:-o~5: "~'~?th'~'
8 ~ B.O.H. - BEDROCK WAS GROUND WA~R S
~ ENCOUN~RED ? L
NO
9
0
IF ~S, AT ~AT p
~ 0 DEP~ ?
'E
DEP~ OF WA~R
11 AFaR MONITORING ? 8.0' DA~: MAY 13, 2011
14
~5
16
17 PERCOLA~ON RA~: 0,10 (MtNU~S~NCH.)PERCHOLE DIAME~R: 6" TUBE
~ST RUN BET~EN: 4 FT, AND 4.5 FT,
COMMEN~: ~IS TEST HO~ INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVIStON APPROVAL PROCESS AS
OU%INED IN AMC 15.6.180,B, 1, ~Y USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS STRICTLY PROHIBITED, WITHOUT THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD,
~ A~ SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCO~TION TEST,
PERFORMED BY: DHI CONSULTING ENGINEERS, ~ DEE HIGH CE~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716-LgB3
1. 10-07-10 3:30 0:35 SEC. 6' 6" 0,10
3:30:35
2, 10-07-10 3:40:403:40 0:40 SEC. 6" 6' 0.10
3. 10-07-10 3:45 0:35 SEC. 6' 6" 0.10
3:45:35
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD, SUI'IE 5-545
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION ~ST .~__/~
~ TEST HOLE LOG LIOB1 ;.~**~..~.f~..// .....
~ % DENNrS
~¢ ,. CE 5807 ."~
PERFORMED FOR: ANCH. DEVEL ~ CONSTRUCT. DA~ PERFORMED: 10-07-10
Date:q
~ SLOPE SI~ PLAN
~ ~ ORGANIC MATERIAL
1 ~
2
'~ SIL~ SANDY CRAVEL
5
.2.::~'~¢ WITH SOME ROCK.
~.t..~.~Z APPROX. 8 - 10% FINES.
8 WAS GROUND WA~R S
HIGHLY FRACTURED NO
9 BEDROCK ENCOUN~RED ? L
0
IF ~S, AT ~AT p
10 DEP~ ? e
DEP~ OF WA~R
NONE MAY 16, 2011
11 AFaR MONITORING ? DA~:
1 ~ 5. 10/07/10 1:55:19-
14
15
16
17 PERCOLA~ON RA~: 0.7 (MINU~S/INCH.) PERCHOLE DIAME~R: 6" TUBE
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTUNED IN AMC 15.6.180.B.1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDI~DUAL SE~IC SYSTEM IS STRICTLY PROHIBITED, WITHOUT THE WR~EN CONSENT OF
THE ENGINEER OF RECORD.
~ ALL SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCO~TION TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTI~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EF~CT ON THIS DATE. DATE: 2/07/06 716-LlOB1
1. 10/07/10 1:40:00- 3:40 kilN. 6' 6' 0.61
1:43:40
2. 10/07/10 1:51:19 1:47:40- 5:;59 kilN. 6' 6" 0.61
;5. 10/07/10 1:55:19-
1:59:20 4:01 kilN. 6" 6" 0,67
4. 10/07/10 2:03;20- 6" 6"
2;07;34 4:1¢ MIN. 0,71
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515
) SOILS LOG-PERCOLATION TEST
,
PERFORMED FOR: ANCHORAGE DEVELOP, & CONST. DATE PERFORMED: 2/16/06 ·
LEGAL DESCRIPTION: LOT 11, BLOCK 1 SHANGRA-LA EAST SUBD.
~ FROZEN ORGANIC MAT SLOPE Sl~ PLAN
~ 't '. BROWN SANDY GRAVEL ~ ,~
~. ....
8 ~ '~' ' WAS GROUND WA~R S
I'-'~' ."' ENCOUN~RED ? NO L
~ .. . DARK BROWN 0
_~.;. ': SANDY GRAIL IF ~S, AT ~AT p
10 .~.... ~ BOULDERS 18" DEP~ ? E
' GP DEP~ OF WA~R
a. "' NONE MAY 16, 2011
11 --- ~'=.. AFaR MONITORING ? DATE:
"~ '~ B~O.H.
17 PERCOLA~ON ra~: < 1 (MINOrS/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BE~EN: 5 FT. AND 5.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRO,DEB TO COMPLY WI~ ~E SUBDI~SlON APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~B, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
) ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING THE PERCOLA~ON ~ST.
ADDED 10 GAL OF WA~R. MAX. RISE 8', REMAINING 6" DRAINED IN 9 SEC.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~TH ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DATE. DATE: 2/07/06 716CSSBBD
b-L t;UMI ILN I 5
DHI CONSULTING ENGINEERS
800 E, DIMOND BLVD. SUITE 3-545 _~ ~,...~.;' ........
ANCHORAGE, ALASKA 99515 ~r '~.. 1~
SOILS LOG-PERCOLATION ~ST ~ ~'~ ~ TH ~
TEST HOLE LOG ~ L12B1 =~;~-~-~...~
~.~..~..~ ~....~
~DENNIS DE~/IG"~
PERFORMED FOR: ANCHORAGE DEVELOP. ~ CONST. DA~ PERFORMED: 2/15/06 ~ ~ ...
LEGAL DESCRIP~ON:LOT 12~ BLOCK 1 SHANGRA-LA EAST SUED. %~e~ ..... t'
De t e:~ "~J_}&
~ FROZEN ROOT MAT SLOPE SI~ PLAN
2 ~:;~¢~ REDDISH BROWN
¢x~¢?~;'; GRAVELLY SAND W/ SILT , --
4 -..:, :..;
~ ::: . v
5 ~ ,~. '. ",.
· .
6-
~. ':~..
7 )' ~'~:'~:¥ BROWN SANDY GRAVEL, W/
::'~." w/~ACE SILT
~ ~'~;:" ;'~ BOULDERS 18"
8 ~'/..~:~;."] GW WAS GROUNB WA~R S
. ENCOUN~RED ? NO L
.. ,.. DEP~ OF WA~R NONE MAY 16, 2011
11 -~' ·: ~'T AFaR MONITORING ? DATE:
12: .....
-." .- SLL (;UMkILN S
15 ...,
~ B.O.H. (BEDROCK)
16
17 PERCOLA~ON RA~: < 1 (MINU~S/INCH.) PERCHOLE DIAMETER:
~ST RUN BET~EN; 5 FT. AND 5.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMATION IS PRO~BEB TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~EN CONSENT
OF ~E ENGINEER OF RECORD.
ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON
ADDED 8 GAL OF WA~R. MAX RISE 5". REMAINING 5" DRAINED IN 35 SEC.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DA~: 2/07/06 716CSSABD
W.O.# 05716
DHI CONSULTING ENGINEERS
800 E. DIMOND aL~. SUI~ 3-545
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION ~ST
~ TEST HOLE LOG ~ L13B1
PERFORMED FOR: ANCHORAGE DEVELOP. & CONST. DA~ PERFORMED: 4/14/11
~GAL DESCRIP~ON: LOT 15, BLOCK 1 SHANGRA-LA ESTATES EAST SUBD.
~ SLOPE Sl~ PLAN
~ ~ ORGANICS
~...~,~..; SAND ~ FROZEN SILT --
SM
2 ~
' "~' SANDY GRAVEL W/ SOME SILT.
V
~ ~ "~ BOULDERS TO 14'. MEDIUM TO
.. ., HARD DIGGING.
5 ¢'.' /.~ BROWN SOIL, Ll~LE CLUMPING,
6 /, ~: ~ ~
7 /,./..,
8 /"~*- WAS GROUND WA~R S
9 ~'' ~'~ ENCOUN~RED ? NO L
~' /' IF ~S. AT ~AT p
10 '" B.O.H. FRACTURED DEP~ ? E
BEDROCK DEP~ OF WA~R
11 AFaR MONITORING ? NONE DATE: ~Y 16. 2Oll
12 ~. ~/1~/~
133. 4/14/11 4:o5:17
14 5. ~/14/~1 ":':~
15
17 PERCOLA~ON RA~: 0.60 (MINU~S/INCH.)PERCHOLE DIAMETER; 6"
~ST RUN BET~EN: 5.5 FT. AND 4,0
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE. INCLUDING THE
DESIGN OF AN INDIVIDUAL SE~IC SYSTEM IS STRICTLY PROHIBITED. WITHOUT THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD.
ALL SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCO~TION TE~.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CER~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716CSSZD
1. 4/14/11 4:00
4;02:,36 2:36 12" 12' PRE SOAK
2. 4/14/11 4:02:36
.3, 4/14/11 4:05:17
4, 4/14/11 4,:08:09 6"
5. 4/14/11 4:11:25
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD. SUITE 3-545 ---., '~:%.. -..;,~.'.
ANCHORAGE, ALASKA 99515 ~'~'/~m~"'; QTH ~ ':'P"; ·
SOILS LOG-PERCOLATION TEST
l TEST HOLE LOG # L14B1
e,'P~ %° CE 5807 oo°
PERFORMED FOR: ANCHORAGE DEVELOP. &: CONST. DATE PERFORMED: 2/14/06 +. ~.~...o .o. ~<~
LEGAL DESCRIPTION:LOT 14, BLOCK 1 SHANGRA-LA EAST SUBD. "~,. ProfessiO¢:~'
~'",j~ SLOPE SITE PLAN
~ FROZEN ORGANIC MAT
2 ;' · . REDDISH BROWN
· ,,.. SANDY GRAVEL. CLEAN
: · '..':." ~)~ ~
4 ; ,.,',: -' - .<
5 i ::'::.":"; '':~'
~;,., ..,..E
6 :..-....::~-
8 ;'f' "' ' BROWN SANDY GRAVEL,
~:':~ ~".' w/ TRACE SILT. WAS GROUND WATER S
:.'.:~',;'.. ROCK 4"-8" ENCOUNTERED ~. NO L
g .... '~' 18"
..: ,. BOULDERS 0
:'""':'"."~.:..~ ..... MORE GRAVEL IF YES, AT WHAT p
10,"" .' '~ "'.. - W/ DEPTH DEP~]-I ~
· . -'-'. GM
· ..~ t,..t DEPTH OF WATER
NONE MAY 16, 2011
11 -.- ..... AFTER MONITORING ? DATE:
12,~" '"' ' ""- 1 2/14,/06 4:19:0~--
13 '.,'i.".'. ':,.
15 ~:'~ ."~
~ B.O.H, I
16
17 PERCOLATION RATE.' 1.66 (MINUTES/INCH.) PERCHOLE DIAMETER: 6
TEST RUN BETWEEN: 4.0 FT. AND 4.5 FT.
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.160.B.1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS S~ICTLY PROHIBITED, WITHOUT THE WRITTEN CONSENT
OF THE ENGINEER OF RECORD.
~) ALL SOILS WERE PREISOAKED PRIOR TO STARTING THE PERCOLATION TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CER'I]FY THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716CSSWD
2 2/14/06 4:29:00-
al'00 SOUTH BRAGAW ANCHORAGE, At(, I ~
-- SOILS LOG - PERCOLATION TEST
PROJECT -'fl::
PERFORHED FOR: , LartTech, ln¢, DATE PERFORMED:
Lt
LEGAL DESCRIPTION: Lot 1, B,Iock 11 Shanqr) La East SuMivlsion
TEST HOLE ¢ 10 SLOPE SITE PLAN
or.ank l
SItty ~avet / /
WAS GROG'4OWATER
r8
S
L
IF YES, WHAT DEPTH? O
DEFm O~ WATER None P
AFTER MONITORING: E
DA~'. ?/111200~
READING DATE GROSS NeT DEPTH OF
TIHE TIHE WATER DROP'
Recharge. 1053 8" ' '.- :'"
2 11:03 10 Dry '
Recharge 11:O& 8'"
3 11=16 10. Dry ' ' 8"
PERC RATE: 'j,2 MIN./INCH PERC..HOL~E'DIAME~'ER::' 6'[,, . :'
]'EST RUN BETWEEN , 5,0 FT. AND, , 5.5 , FT, ' :' '
coHHENT~: ' ' "'~esf HoLe Pre Soaked Prior fo Percolation Test. . , · . _"
TEST PERFORHED BY:. Ep SANPeBSON
I, MICHAEL E, ANDERSON, CERTIFY THAT .THIS TEST WA~ PERF~ IJ~ ACCORDANCE:',,'
WITH ALL STATE AND MU~IICIPAL'GUIDELINE~ ON THIS DATE:. : "l/16/2OOk, .. ,. ~.
~l'00 SOUTH BRAGAW ANCHORAGE, AK ~ '
SOILS LOG - PERCOLATION TEST
PROJECT #:
PERFORMED FOR: . Lar~Tef:h, fm;.¢~. ~,L2. ..... DATE PERFORMED:
LEGAL DESCRIPTION: .... ~o.t ~,.Btock 1, Sh*nqrl L.a [a~f SUMtvtstoD . .
TEST HOLE ¢ ~ SLOPE SITE PLAN
8
Graded Gravel WAS GROUND~,'ATI~
ENCOUNTERED.S'
,No S
L
If YES, WHAT O~PTH? O
-DEPT~ ~F WATER 17' P
/AFTER MONITORING: E
DATE:
READING DATE GROSS NET D~PTN OF ~JET
TrME TIME WATER DROP
Re~hahge 11/~5 8" = .... '.
2 2:15 30 6.5' 1.5"'
Recharge 2d6 8~ .,'
... PERC RAYE: Z0....
t.. 'TEST RUN BETWEEN
COMMENTS: ' T~.¢ Hole'Pre Soaked Prior ~ro Percol~ften Tesh
TEST F~ERFORM~D BY: ~D SANDERSqN
MIN./INEN PERC. HOLE DIAMETISR:~. ' '
6,~; FT. AND ? 0 ' FT,
i, MICHAEL E~ ANDERSON; CERTIFY THAT THIS TEST WAS PERFORMED IN ACCO~DANCE'~.'
WITH ALL STATE AND HUNICtPAL GUIDELINES oN THIS DATE: · ?/16/200A, ,= '
~jJ[O0 SOUTH BRAOAW ANCHORAGS, AK
SOILS LOG - PERCOLATION TEST
PROJECT #:
PERFORMED FOR: L;~_T~h. !~c.
L~ 6~
LEGAL DESCRIPTION: Lot 3, Block L ShaDQri La East Subdivision
TEST HOLE
Oroank
La,er - GL
Ulfh Sat~l
SLOPE
DATE PERFORMED;
WAS GROUNDWATER
ENCOUNTERED?
Yes S
L
1~' 0
P
'10' - E
?/11/200~
IF YES, WHAT D~TH?
DEPTH OF WATER
SITE PLAN
COHHENTS~
TEST PERFORHED BY: EP 8AHDERSOiX
GROSS. NET DEPTH 0~: NET
READING DATE TINE ' TINE WATER DROP
Start r/J5 MO 8"
'Recharge .l:/~J -.
Recharge 2~12 ' . ·
~3 2:&2
PERC RATE: 11 . MIN./INOt ' : 'PERC. HOLE DIAHETEm 67 ,. '
TEST RUN BETWEEN 5.0 FT. ANO -,5.5",' FT. .-
Test Hole Pre Soaked Prior to Percolation Test.. ,
J, MICHAEL E, ANDERSON, CERT FY ~H~.T 'THIS TES~. WAS PECFOP. HE~)' IN AC~6RDANCE ·
WITH A[.L STATE AND MUNICIPAL'GUIDELiNES ON .THIS DATE: -'//1~:/.200/* - -..
W.O.# 05716
~00 E. D,.ONO ,L,O. 5~,~ 5-~,5 ---- ':.'-;',""; ....... ;.-''.:.~
ANCHORAGE, ALASKA 99515
SOLES LOG-PERCOLATION TEST ~'~")~ GIN '"~"
TEST HOLE LOG # L4B2 ,'.4 .... ~.... ,~-~.
~ 5 ...4~..~.~ ....
· '~ ;DENNIS DEFy~GH:
~ ~'.. CE 5807
PERFORMED FOR: ANCHORAGE DEVELOP. &: CONST. DATE PERFORMED: 1/31/06 ~ ...
LEGAL DESCRIPTION:LOT 4, BLOCK 2 SHANGRA-LA EAST SUBD. ,~'~ 2"~""/~fessino~L~'
Date: _~ 'J__'_~_
FROZEN ORGANIC/ROOTS SLOPE SITE PLAN
1
,:~,:::~t::~'. -...-. RED GRAVELLY SILTY SAND
3 ~
4 -,:' :"
· 3'
¥'..~'
/ :.. '.' GRAY GRAVELLY SAND
: ~ W/ SILTS OCCA. ROCK I
. ..... w,,
....~
: ENCOUN~RED ? NO L
...'/: . IF ~S. AT ~AT
P
10 ':.~,: ~;:~ DEP~ ¢
, .. DEP~ OF WA~R
11 -' 12.0' * APRIL 20, 2006
· ., ¢'~ AFaR MONITORING ~ DATE:
12 : ..... : ~ 1/~/~ 11:17:oo-
~ B.O.H. (HARD DIGGING) 2 ~/~/~ 1~:28:~o-
1 5 ~ 1/31/~ 11:54:25-
15
16
17 PERCOLA~ON RA~: 0.9 (MINU~S/INCH.) PERCHOLE DIAME~R:
~ST RUN BET~EN: 4 FT. AND 4,5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY OTHER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, WI~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD~
ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON ~ST.
* NO WA~R TABLE FOUND MAY 15, 2011.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSAD
11:52:~5 5:30 MIN, 6" 6" 0.92
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515 ,~'
SOILS LOG-PERCOLATION ~ST
TEST HOLE LOG ~ L5B2
PERFORMED FOR: ANCHORAGE DEVELP. ~ CON. DA~ PERFOR,ED: 1/31/06
LEGAL DESCRIP~ON: LOT 5, BLOCK 2 SHANGRA-LA EAST SUBD.
0.75~ FROZEN ORGANIC MAT./ROOTS SLOPE SI~ PLAN
I
'~.:;~;'~ RED GRAVELLY SILTY SAND
2
7 ~ ../,~ GRAY GRAVELLY SAND
> ~'' W/ SILT OCCA.
9 Z"~'' BOULDER TO 8"
- WAS GROUND WA~R S
Z'. ~'j SM ENCOUN~RED ? NO L
/' ~"' DEP~ OF WA~R
11 ' ../'- AFaR MONITORING ? DATE:
12:31:05
1~ '-
17 PERCOLA~ON RA~: 2.6 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~IT~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON ~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DA~: 2/07/06 716CSSBD
1/31/06 12:05:00-
1/51/06 12:18:00- 15:05 MIN. 6" 6" 2.18
1/31/06 12:34:00-
1/51/06 12:49: 00-
1/31/06 1:26:00-
1:41:45 15:45 MIN, 6" 6" 2.63
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515
so,.s
~GAL DESCRIP~ON: LOT 6, BLOCK 2 SHANGRA-LA EAST SUBD.
~ ORGANIC5 SLOPE SI~ PLAN
~ SLIGHTLY SANDY GRAVEL, ~ v
4 ~. CLUMPS IN HAND,
' GROUND DENSE, HARD DIGGING,
· ' < OCCASIONAL BOULDERS TO 10".
/ ~ WAS GROUND WAmR S
; . . ~ ENCOUN~RED ? NO L
/~ IF ~S, AT ~AT
P
%.. . DEP~ OF WA~R
AFaR MONITORING ? NONE - DATE: MAY 16, 2011
1~ ~ ~ ' MORE ROCK W/ DEPTH ~ ~/~./. ~:~5:~-
15
I
17 PERCOLA~ON RA~: 0.40 (MINU~S/INCH.) PERCHOLE DIAME~R: 6"
~ST RUN BE~EN: 5.5 FT. AND 6.0 FT.
COMMEN~: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU%INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD~
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING
~E
PERCOLA~ON
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS lEST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES [N EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSCD
I ~-/14/11 3:30
2 4/14/11 3;33:31- 6"
W.O.# 05716
DHI CONSULTING ENGINEERS ,~"'~-~- OF ~.~
800 E, DIMOND BLVD. SUl~ 3-5~5 .* ~.'k_¥ ....... oo,~
ANCHORAGE, ALASKA 99515 ~.* ·
SOILS LOG-PERCOLA,ON ~ST ~ OTH ~ ~'~
k TEST Hn'~ '~ . .~ ~]r~ ~ ~ .~
PERFORMED FOR: ANCHORAGE DEVLOP. ~ CONST, DA~ PERFORMED:~I~x~ % CE 5807
~AL DESCRIP~ON:LOT 1, BLOCK 3 SHANGRA-LA EAST SUBD. '~?~'~' .... t'~x~
Da~e:~
~ FROZEN ORGANIC MAT/ROOTS SLOPE SI~ PLAN
~ ........:~ RED, SILTY SAND
WITH GRAIL ~
5 --.~ ,
"~ ~ '<
~ ~- L .., BROWN, WELL GRADED, SANDY C~
k ' -~ GRAVEL, TRACE SILT,
. ~ GW
7 ~
>' ~ IF ~S, AT ~AT
" .' DEP~ ?
10 -.'. P
/'.~ .I BROWN, ~LL GRADED, SANDYDEP~ OF WA~R E
¢ GRAVEL, TRACE SILT, NONE MAY 16, 2011
· . . OCCA. BOULDER 18" AFaR MONITORING ? DATE:
11 ~ ~ ROCKS 6"-8" ~,~ o*~ ~o~ ~,~ ,~ ~.~DEP~W,~, ~ I .~ D,~
-"* "~- GW ~ 2/2/~ I:~S:O0-
/.'
14 ~ : 5 ~/~/~ ~:~:oo-
~ B.O.H. (BEDROCK) l:4S:m ~:1o ~lu. ~" S'
15
16 -
17 PERCOLA~ON RA~: 0.70 (MINU~S/INCH.) PERCHOLE DIAMETER:
~ST RUN BET~EN: 3.5 FT. AND 4.0 FT.
COMMENTS: ~IS ~ST HOLE ~NFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO
STARING
~E
PERCOLA~ON
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDEUNES IN EFFECT ON ~IS DA~. DA~: 2/07/06 716CSSID
2/2/06 1:16: 00-
2/2/c6 1:22:00-
2/2/06 1:30:00-
2/2/06 1:37:00-
2/2/06 1: ~-2: 00-
W.O.# 10916
DHI CONSULTING ENGINEERS
800 E, DIMOND BLVD. SUITE 3-545
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION ~ST
PERFORMED FOR: LOT 2, BLOCK 3 OA~ PERFORMED: 10-06-10
LEGAL DESCRIP~ON: LOT 2, BLOCK 3 SHANORA-LA EAST SUBD.
~ Gte ........
~ SLOPE
~ ~ ORGANIC SILT/MATERIAL Sl~ PLAN
1
bG'6"::'.. CLEAN GRAVEL SAND
· .~ ::,*~.-. 5~ FINES
3 :,7:..T.~.~, Ow
~','"%L:~;:
4 ~,7:,.~.~:.~
5 '"¢;' ':":
~',;::¢'"b
: .~. :.q-:.
7 ~..,:.:-D7
8 ~"':" '"~; WAS GROUND WA~R S
.... ENCOUN~RED ? NO L
9 ..... 0
';::":':';"" DEP~ OF WA~R
~.,.~¢:.'.;3 SLIGHTLY MORE SILT AFaR MONITORING ? 13,3' DA~: MAY 16. 2011
11 /?~;:'~:: WITH DEPm.
%]~"z~': 2. m/o~/m .:~:m- ~:2~ ~.. ¢ s' o.~
1 ~ z'..~.': '. ? ~ ~. m/OT/m 9:4~:¢~- ~:2~ u~.
15 """~:'" B.O.H.
17 PERCOLAHON RA~: 0.7 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~NED IN AMC 15.6.180. B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING
mE
PERCOLATION
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN E~ECT ON ~IS DA~. DATE: 2/07/06 716-L2B3
1. 10/07/10 9:33:00- 4:19 MIN. 6" 6" 0.72
9:37:19
2. 10/07/10 9:41:19- 4:24 [diN. 6" 6" 0.73
9;45:43
3. 10/07/109:54:049:49:43- 4:21 kilN. 6" 6' 0.73
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515 ~ '%el · 'l -
SOILS LOG-PERCOLATION TEST ~ ~TH ~ ~2~.'~
TEST HOLE LOG ~L383 ~.~..~.~
PERFORUED FOra ANCHORAGE DE'LOP. ~ CONST. DA~ PERFORUED: 2/01/06 ee~.-....:~, .......iA--'~
LEGAL DESCRIPTION: LOT 5, BLOCK 5 SHANGRA-LA EAST SUBD.
~ FROZEN ORGANIC MAT/ROOTS SLOPE SI~ PLAN
7 :.~j APPEARS WELL GRADED
>~..' ROCK TO 8", OCCA. BOULDER
. ~ ~ SILT LENSES
~8 GW WAS GROUND WA~R S
~ .., I ENCOUN~RED ? NO L
10 - · ..- DEP~ ? E
>. DEP~ OF WA~R
11,~ .. .,- AFaR MONITORING ~. DATE:
1:31:08 2:06 MIN. 6" 6" 0.35
1:55:07 3:07 MIN. 6" 6" 0.52
16 ~ B.O.H~ BEDROCK
17 PERCOLA~ON RA~: 0.5 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BE~EN: 5.0 FT. AND 5.5 FT.
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTUNED IN AMC 15.6.180.B. 1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS STRICTLY PROHIBITED, WITHOUT THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD~
ALL SOILS WERE PRE-SOAKED PRIOR TO ~ARTING THE PERCO~TION TEST.
~ * NO WATER TABLE FOUND ON MAY 15, 2011.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTI~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIP~ GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716CSSFD
1 2/1/06 1;29:00-
2 2/1/06 1:32:00--
5 2/I/06 1:36:00-
4 2/1/06 1:40:00-
5 2/1/06 1:48:00-
1:51:00 3:00 MIN, 6" 6" 0.50
6 2/1/06 1:52:00-
1:55:07 3:07 MIN. 6" 6" 0.52
W.O.# 05716
DHI CONSULTING ENGINEERS 'e'~-'~' OF AL
800 E, DIMOND BL~, SUI~ 3-545
ANCHORAGE, ALASKA 99515 ~"
SOILS LOG-PERCOLATION TEST ~qTH
TEST HOLE LOG L4B3 '~'"'~"~"~"'~ ....
PERFO~U[D FO~: ANCHORAGE DEVELP. ~ CON. DA~ PE~FO~UED: 1/31/06 *-~ '..
% ~ ~.. .....
~GAL DESCRIP~ON: LOT 4, BLOCK 5 SHANGRA-LA EAST SUBD, -~.
Dete:~ .....
~ FROZEN ORGANIC MAT/GRASS
SLOPE
SI~
PLAN
~,.,:..:~: RED SILTY SAND.
2 ~'"'"'-~. '':~SOME ROCK OCCA.
3 ?";:~
4 :_.-~';.L' ~ .': .~ ~v
~:;:.?:.:7
".'; '.'- ~ ~
5
..:..;'...
6 ¢.) ? =}i."~.:~ BROWN GRAY,
~'.~ ~.:: GRAVELLY SAND,
7 ~;,';'-?;'.,'.:g TRACE SILT
8 '-':'.~'.'{'¢'..~.,:;-:2 WAS GROUND WA~R S
<.";:/¢ ..OWN NO
9 ~'"~'~";'}¢:":, SM LO
10 ¢:'.'..::'::~;; DEP~ ? E
~..i::~.'..;~ DEP~ OF WA~R
,' "'/:'-:-.' NONE MAY 13, 2011
· , ........... AFaR MONITORING ? DATE:
11 -' ..' ....
12...-~" ;'; '"':'...,; I ~/31/~ 4:.:~ 4:~ MIN. 12"
~' .;:j~ 2 1.1/~4:4:45:~49: ~ *~ MIN. 12'
1 4 ' '"".' '.'" ' '~ ~ ~/~/~
16 "-""~"' '? B,O.H.
17 PERCOLA~ON RA~: 0.69 (MINU~S/INCH.)PERCHOLE DIAME~R: 6"
~ST RUN BE~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY Wl~ THE SUBDI~SlON APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC%Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO
STARING
~E
PERCOLA~ON
%ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT THIS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSDD
2 1/31/06 4: 45: IX)-- 4:.50 MIN. 12" 12~ 0,40
3 1/~1/06 4:51:00--
5 1/31/o~ 5:m:oo-
DHI CONSULTING ENGINEERS
8°° DIMOND ......
ANCHORAGE, ALASKA gg515 .
so..s
PERFORMED FOR: ANCHORAGE DEVELOP. ~ CONST. DA~ PERFORMED: 2/01/06 ~ ....
~GAL DESCRIP~ON:LOT 5, BLOCK 3 SHANGRA-LA EAST SUBD.
Dote:
~ FROZEN ORGANIC MAT/ROOTS SLOPE SI~ PLAN
5~:'~ REDDISH BROWN, GRAVELLY
:, ,,, ,,,.., SAND WITH SILT
4 :;, -,9
5 ..'~
6 ':. .',
7 ;'~'~. ~OWN/O~AY.. SA,DY O~AWL. I
' ~ - WAS GROUND WA~R S
8 ~.~.~ - BOULDER TO 14"
GP
9 ' '" '~: ENCOUN~RED ? NO L
~...-. IF ~S, AT ~AT p
10 -~' ~' .'~ DEP~ ~. E
· ~ DEP~ OF WA~R
11 ~ .. ,'- AFaR MONITORING ? 15.6' * DATE: APRIL 20. 2006
17 PERCOLA~ON RA~: 7.1 (MINOrS/INCH.) PERCHOLE DIAME~R: 6"
~ST RUN BET~EN: 4.0 FT. AND 4.5 FT.
COMMEN~: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~NED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C S~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~T'IEN CONSENT
OF ~E ENGINEER OF RECORD.
ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON ~ST.
* NO WA~R TABLE FOUND MAY 13, 2011.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN E~CT ON ~IS DA~. DA~: 2/07/06 716CSSLD
w.o.# 10916
800 E. DIMOND BLVD. SUITE 3-54-5 ~ ~.'~e'~'-- -"=--~' ........
ANCHORAGE, ALASKA 99515 . _-~:.' /~-%*~'=j'~
SOILS LOG-PERCOLATION TEST .~9
~W TEST HOLE LOG L6B3 -~., ....
~' (9 .DENNIS DEE I~'
PERFORMED FOR: LOT 6. BLOCK 5 DATE PERFORMED: 10-06-10 ~?/~.. ..,~,4,(:~_
LEGAL DESCRIPTION: LOT 6. BLOCK 5 SHANGRA-LA EAST SUBD. ,~;~profess.~oO~.o~; ........
~ Date:-~-'-%~-
mm SLOPE
J'm ,~r ORGANIC SILT/MATERIAL SITE PLAN
2
3 ~i:':~i.'~ SLIGHTLY SIL]~(
(~. :.,~: SANDY GRAVEL
:.:,.,~.L::.. i WITH ROCKS. ~' %.2
4- ~..!]~i.:~ APPROX, 5% FINES /~.
· ,.... .... Gw
/~'..:; ....~
I
I~8 ~,'-~i':?,; WAS G. OUND WATER S
·
'~:~.~ ;';R~ ENCOUNTERED ? NO L
9
;.¢.,~.~....}:A IF YES, AT WHAT p
10,':~...,~':'!~::'i DEPTH OFWATER E
. ¢~."' "" AFTER MONITORING ? 1..;' D^TE: MAY 16, =0~1
13 ..... ":
~'".' ~,':i:.~ $, 10/07/10 10:36:54- 6" 6"
15 - ~-B.O.H.
17 PERCOLATION RATE: 0.9 (MINUTES/INCH.) PERCHOLE DIAMETER: 6" TUBE
TEST RUN BETWEEN: 4 FT. AND 4.5 FT.
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS STRICTLY PROHIBITED, WITHOUT THE WRITfEN CONSENT OF
THE ENGINEER OF RECORD.
~ ALL SOILS WERE PREISOAKED PRIOR TO STARTING THE PERCOLATION TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716-L663
1. 10/07/10 10:20:00- 6"
10:23:47 5:47 MIN, 6" 0.63
2, 10/07/10 10:27:47-
I 0:32:5~ 5:07 MIN. 6" 0.05
3. 10/07/10 10:36:54- 6" 6"
10:42:06 5:12 MIN. 0.87
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD. SUITE 5-54.5
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLA~ON ~ST
TEST HOLE LOG L7B5
~ % CE 5807 ."~
PERFORMED FOR: LOT 7, BLOCK 5 DA~ PERFORMED: 10-06-10
~GAL DESCRIP~ON: LOT 7, BLOCK 3 SHANGRA-LA EAST SUBD.
Da~e:~_l~_
~ SLOPE SI~ PLAN
~ ~ ORGANIC SILT/MATERIAL
2
~'~:..~ SlL~ GRAVELLY SAND
4 ~o'~::~ APPROX. 15% FINES
5
7
8 /:/.~ WAS GROUND WA~R S
~o.yL;' ~ ENCOUN~RED ? NO L
o
9 ~,.:.~[.~ IF ~S, AT ~AT p
10 ~"/'~.. . . DEP~ ~. E
'/';~;..g DEP~ OF WA~R
~/..-~ 12.6'
11 AFaR MONITORING ? DATE: MAY 16, 2011
12 ~"/"~ ~. ~o/o7/~o ~:oo:oo-
~ ~ 0.60
13 -- %B.O.H. 3. 10/07/10 1~:15:10-
14
15
16
17 PERCOLATION RA~: 0.6 (MINU~S/INCH.) PERCHOLE DIAME~R: 6" TUBE
~ST RUN BE~EN: 4 FT. AND ~.5 FT.
COMMEN~: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROC~S AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYS~M IS STRICTLY PROHIBITED, WlTHO~ THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD.
~ ALL SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCO~TION TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTf~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL ~ATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DA~. DATE: 2/07/06 716-L7B5
1. 10/07/10 11:00:00- 6"
11:03:33 3:33 MIN, 6" 0.60
2. 10/07/10 11:07:33- 6"
11:11:10 3:37 MIN. 6" 0.60
3. 10/07/10 11:15:10-
11:18:54 3:44 MIN. §" 8" 0.62
W.O.# 05716
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD. SUI'IE 5-545
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION ~ST
~ TEST HOLE LOG ~ LSB3 .~. .... · .... ~.~ .... ~.~
PERFORMED FOR'. ANCHORAGE DEVELOP. ~ CONST. DA~ PERFORMED: 2/2/06
LEGAL DESCRIP~ON:LOT 8, BLOCK 5 SHANGRA-LA EAST SUBD. ~Profesd~o~
D~[e: ~__
~ SLOPE SI~ PLAN
~ ~ FROZEN ORGANICS
. %:,:-W.'~: RED, SiET~ SAND
.,-...: ,. SOME GRAVEL
GRAVELS
8 ~.... ~ BROWN ~LL GRADED SANDY WAS GROUND WA~R S
.'.~-' '~ GRAVEL WITH TRACE SILT
9 :' ~':'' '" OCCA, BOULDERS TO 12" ENCOUN~RED ? NO . L
',~.: ' GW 0
.. .. IF ~S, AT ~AT p
10 ;..... - DEP~ ~
. , . DEP~ Of WA~R
11 ~: '-' ' AFaR MONITORING ? NONE DATE: MAY 16, 2011
12 ~ ~/s/~ ~o:~:oo-
14 -' · ',' 5 2/s/~ 1~:2~:~-
15 [ :' .;- 7 ~/s/~ ~:1s:~-
16
17 ~J PERCOLA~ON RA~: 4.0 (MINU~S/INCH.) PERCHOLE DIAME~R: 6"
~ST RUN BET~EN: 7.25 FT. AND 7.75 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ THE SUBDI~SION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B,1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~THOUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
ALL SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT THIS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~, DATE: 2/07/06 716CSSKD
I 2/0/06 10:39:00-
W,O,# 05716 ~.~.~.~,~, ~ ~ ~
DHI CONSULTING ENGINEERS _~.. OF AL ~ %
800 E. DIMOND BL~. SUl~ 3-545 ~ ~;.' ......
ANCHORAGE, ALASKA 99515 ' ~:.' A
SOILS LOG-PERCOLA~ON ~ST ~.9~
~,.~.~.1 .~.~.....
~DENNIS D' E~H~
PERFORMED FOR: ANCHORAGE DEVELOP. A CONST. DA~ PERFORMED: 2/0~/06 ~$%.. CE 5~..'~
LEGAL DESCRIP~ON: LOT 9, BLOCK 3 SHANGRA-LA EAST SUBD. '~ofess~O¢ ~
Dote:
~ FROZEN ORGANIC MAT/ROOTS SLOPE SI~ PLAN
..~ .... RED, SILTY SAND
;...-,~:"~;~ ~TH GRAVEL
::.. ..
,.:
8 ~.....: BROWN SANDY GRAVEL WAS GROUND WA~R S
9 ., ...,. W/ TRACE SILT, ENCOUN~RED ? NO L
z;'.'"'/"' GpMORE ROCK W/ DEPTH 0
· ./~ IF ~S, AT ~AT
P
10 ~ A."'..~ DEP~ ? E
/: ": ' DEP~ OF WA~R
11 "· DATE:
= ·., . AFaR MONITORING ? NONE MAY 16, 2011
~,~..-
~ ~ DEP~
12 ~ '" ~ ~/~/~~:a~:oo-
~ .,'.~'
~ ~.O~H.
I
17 PERCOLA~ON RA~: 3.5 (MINU~S/INCH.) PERCHOLE DIAME~R: 6"
~ST RUN BE~EN:. 5.5 FT. AND 4.0 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ THE SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING THE
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
ALL SOILS ~RE PRE-SOAKED PRIOR TO STAR~NG ~E PERCOLA~ON
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EF~CT ON ~IS DA~, DATE: 2/07/06 716CSSJD
2/2/06 3:32: 00-
4:00:28 28:28 MIN 12" 12" 2.37
2/2/06 4:31: 00-
2/2/06 4:54:00-
2/2/06 5:18: 00-
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515
SOILS LOG-PEECOLA~ON ~ST
I
PERFORMED FO~: ANCHORAGE DEVELOP. ~ CONST.
LEGAL DESCRIP~ON:LOT 1, BLOCK 4 SHANGRA-LA EAST SUBD. -~. ~ofes~O¢ ~*
~ SLOPE SI~ PLAN
~ ~ FROZEN ORGANIC MAT
.? REDDISH DROWN SILTY SAND
2
3
~ ' .~ OCCA. BOULDER 16"
8 /-'~" WAS GROUND WA~R S
_~/'2 ENCOUN~RED ? NO L
9
0
~' ~' IF ~S, AT ~AT p
1
0
'/ DEP~ ? E
11 ~.,/-- AFaR MONITORING ? 7.4' DATE: MAY 16, 2011
17 ' ' ~B.O.H. PERCOLA~ON RA~: 3.3 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 4.0 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO
STARING
~E
PERCOLA~ON
~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDEUNES IN E~CT ON ~IS DA~. DATE: 2/07/06 716CSSUD
2/14/06 11:00:00-
11:29:26 29:26 MIN 6' ti' 4.90
2/14/06 11:59:00-
2/14/06 12:35:~30-
2/14/06 1:04:00-
2/14/06 1:26:00-
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515 ~
so,.s
PERFORMED FOR: ANCHORAGE DE'LOP. & CONST. DA~ PERFORMED: 2/13/06 *~'~'".~,~ ..... ..'~'~v~
LEGAL D[SCRIP~ON:LOT 2, BLOCK 4 SHANGRA-LA EAST SUBD.
D~te .......
~ SLOPE 51~ PLAN
~ ~ FROZEN ORGANIC MAT
1
"~"~?' RED SANDY SILT
"~'/:~
5 .~:.~..~ LIGH~R BROWN, SILTY SAND
).~ ~.Z W/ MORE GRAVEL AT DEPTH. ~ ~
6 Lt~"~:. OCC. ROCK ~ SAND LENSES
~. )--~'~.' SB
8 WAS GROUND WA~R S
9 -"~"/":"z'~;"[ ENCOUN~RED *. NO L
f../"¢'2.,i 0
f..~../..~.. IF ~S, AT ~AT p
10 DEP~ v
,.'~'-~:.;-..".'~ DEP~ OF WA~R
11 ~?~?:,~.~. SANDsw AFaR MONITORING ? 7.3' DATE: MAY 16, 2011
12 """ '~
I
13 ~ '~'
14
~'e/?~/ BROWN GRA~LLY SAND W/ SILT
15~,-~,ROCKS LARGE 24" 8 2/1a/~ 4:53:00 6 MIN. 6" 6" 1.00
.'.. ' ' HARD DIGGING 7 2/1~/~
16 -'-. -
17 ' ' B.O.H. PERCOLA~ON RA~: 1,3 (MINU~S/INCH.) PERCHOLE DIAMETER:
~ST RUN BET~EN: 4.0 FT. AND 4.5 FT.
COMMENTS: ~[S ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU%INED IN AMC 15.6.180.B,I. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING THE
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
TO STARING ~E PERCOLA~ON ~ST.
ALL
SOILS
~RE
PRE-SOAKED
PRIOR
PERFORMED BY: DH[ CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~. DATE: 2/07/06 716CSSTD
I 2/15/06 4-:05:00-
4:11:00 6 MIN, 12' 12" 0.50
2 2/13/06 4:15:00- 7 MIN. 12' 12" 0.58
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD, SUITE 3-545
A.C.ORAOE, A *SKA
SOILS LOG-PERCOLATION TEST ~/,////////.~9T_.
I~ TEST HOLE LO6 # LSB4-
PERFORMED FOR: ANCHORAGE DEVELOP. & CONST. DATE PERFORMED: 2/13/06 ~,~,'o... .... o.o~
~GAL DESCRIP~ON: LOT 3, BLOCK 4 SHANGRA-LA EAST SUBD~
~ SLOPE SI~ PLAN
~ FROZEN ORGANIC MAT ROOTS
/ ~// GRAY BROWN SILT W/
/ /./~ SAND ~ GRAVEL
, ......
5 ~;.&.'~. ? ,
~:;~. ~' 9-:
7 ~:?.~..~z
8 *;~'-~ WAS GROUND WA~R S
9 .-/~/:X BROWN SANDY SILT W/ ENCOUN~RED * NO L
0
'.~:~..~ GRAIL MOIST. W/ OCCA.
ROCK 4"-6" MORE p
;"~-:Z~'~ If ~S, AT ~AT
10:..('~.~:~- ROCK TO 12~' W/ DEPTH DEP~ ? E
~,'~_:-~:'~i SM DEP~ OF WA~R
-'~' .... AFaR MONITORING ? NONE DATE: MAY 16, 2011
11 :.:z ~
· ~:. ¢.~ ~:~o:oo ~5.oo
1~ -'Z~-z..~ s 2/13/o6 ~:11:oo-
'..~ Z'.~:
16· ':"2~[~'4 B.O.H.
17 PERCOLA~ON RA~: 25.3 (MINU~S/INCH.) PERCHOLE DIAMETER: 6"
~ST RUN BET~EN: 5.0 FT. AND 6.0 FT.
COMMENTS: ~IS ~ST HOLE INFORMABON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OU~INED IN AMC 15.6.180.B.1. ANY USE OF ~lS DATA FOR ANY O~ER PURPOSE. INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D. ~OUT THE ~111bN CONSENT
OF ~E ENGINEER OF RECORD.
~ ALL SOILS ~RE PRE-SOAKED PRIOR TO STARBNG ~E PERCOLATION
%ST.
PERFORMED BY: DHI CONSULBNG ENGINEERS. I DEE HIGH CER~FY ~AT ~IS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDEUNES IN EFFECT ON ~fS DA~, DATE: 2/07/06 716CSSSD
2/13/06 3:09:00-
3:39:00 30 MIN. 2 1/8" 1¢.12
4:10:00 15.00
2/13/06 4:11:00-
4:41:00 30 MIN. 6" 1 1,3/16" 16.55
5:12:00 1 3/8" 21.82
2/15/06 5:13:00-
5:4,3:00 30 MIN, 6" 1 1/~" 25.26
2/13/06 5:4-5:00- 6"
6:15:00 30 MIN. 1 5/16 25.26
DHI CONSULTING ENGINEERS
800 E. DIMOND BLVD. SUITE 3-545 ~ ~>,'"~..~' .......
ANCHORAGE. ALASKA 99515 a, ",..
SOILS LOG-PERCOLATION TEST ;,~3~.O'rH ~
PERFORMED FOR: ANCHORAGE DEVELOP. & CONST. DATE PERFORMED: 2/1,3/06 ~,"P/.,~ '.o CE 5807
......
LEGAL DESCRIPTION:LOT 4, BLOCK 4 SHANGRA-LA EAST SUBD.
Da'~e:_~:?_~'_
~,/'~ I SLOPE SITE PLAN
r~ ~ FROZEN ORGANICS ROOT MAT
1 ~
2 :-2~:.--'''~- REDISH BROWN SANDY SILT
3
, /./-/ ~ ,
5 /../-
/:2
6 ~ .. ~ '2'
/'
8 ~/. WAS GROUND WATER S
~ /,;~/- .. ENCOUNTERED ? L
NO
9 r... ..~ 0
/ '//:., '~ IF YES, AT WHAT
P
10 -'--T CROWN SANDY GRAVEL DEPTH ~
W/ SILT, MOIST DEPTH OF WATER
11 ~'i/~.,- OCCA. BOULDER. ROCK 2"-4" AFTER MONITORING ? 9.4' DATE: MAY 16, 201
~,/,~,.: GM REA~NG DA3E GRO$~ liME N£T 31}~ED~PTH OF
,,Z': ~'~' 4 2/13/0612:25:00-12:27:48 2:48 MIN. 6" 6" 0.45
14 ~'.z~'.- s 2/13/0~ 1~:2~:oo-
6 2/1 /os
15
£
'~"'~ :~ 8 2/13/05 12:41:00- 3:1B MN, 6"
16 : B,O,H. 9 2/13/06 12:46:00-
PERCOLATION RATE: 0.6 (MINUTES/INCH.) PERCHOLE DIAMETER: 6"
TEST RUN BETWEEN: 6.0' FT. AND 6.5' FT.
COMMENTS: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B. 1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE, INCLUDING THE
DESIGN OF AN INDIVIDUAL SEPTIC SYSTEM IS STRICTLY PROHIBITED, WITHOUT THE WRI'i-rEN CONSENT OF
THE ENGINEER OF RECORD.
ALL SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCOLATION TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTIFY THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: 2/07/06 716CSSRD
12:15:14 2:14 MIN. 6" 0.37
2 2/1,3/06 12:19:2912:17:00-2:29 MIN. 6" 6" 0.41
3 2/13/06 12:21:00- 2:39 MIN. 6" 6" 0.44
4 2/13/06 12:25:00-
12:27:48 2:48 MIN. 6" 6" 0,46
5 2/13/06 12:29:00-
12:.31:26 2:26 MIN. 6" 0.41
12:5~:26 1:56 MIN, 0.32
7 2/15/06 12:37:00- 2:12 MIN. 6"
8 2/13/06 12:44:1612:41:00-3:18 MN, 6" §" 0.55
9 2/13/06 12:46:00- 6"
W.O.# 10916
DHI CONSULTING ENGINEERS ~."~,r:. OF4L
SOILS LOG-PERCOLATION TEST
~ TEST HOLE LOG L5B4-B ~..~~~'~"~..~
PERFORMED FOR: LOT 5, BLOCK 4 DA~ PERFORMED: 5/06/11 .~e~.... ......
~GAL DESCRIPTION: LOT 5, BLOCK 4 SHANGRA-LA ESTATES EAST SUED.
Date:
~ SLOPE SI~ PLAN
~ ~, ORGANIC MA~RIAL
1
8 ~/:~.~ was eROUNO Wa~R S
9 ~'/: ENCOUN~RED ? NO L
'~ ~, IF ~S. AT ~AT
P
10
' ' ' B.O.H. DEP~ ? E
FRACTURED BEDROCK DEP~ OF WA~R
11 AFaR MONITORING ? NONE DA~: MAY 13, 2011
15'
16-
17 ~ PERCOLA~ON RA~: 1.6 (MINU~S/INCH.) PERCHOLE DIAMETER: 6" TUBE
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SION APPROVAL PROCESS AS
OUTLINED IN AMC 15,6,180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING THE
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT THE ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
TO STAR~NG ~E PERCOLA~ON ~ST.
ALL
SOILS
~RE
PRE-SOAKED
PRIOR
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY THAT THIS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EF~CT ON ~IS DA~. DATE: 2/07/06 716-LSB4
2:25:00 10:00 12" 12' PRE-SOAK
2. 5/06/11 2:25:00- 10:00 12' 12" PREISOAK
3, 5/06/11 2:$§:00- 6"
2:~:52 05:52 6' 1.48
2:52:59 09:07 6" 6" 1.52
5. 5/06/11 2:52:59-
3:11:41 09:27 1.55
DHI CONSULTING ENGINEERS
800 E, DIMOND BLVD, SUITE 3-545
ANCHORADE, ALASKA 99515
SOILS LOG-PERCOLATION ~ST
PERFORMED FOR: LOT 6, BLOCK 4 DA~ PERFORMED: 10-07-10
~GAL DESCRIP~ON: LOT 6, BLOCK 4 SHANGRA-LA EAST SUBD.
~ SLOPE SI~ PLAN
~ ORGANIC SILT/MATERIAL I
5
......... ENCOUN~RED ? NO L
9 ~ B.O.H. 0
BEDROCK (FRACTURED) IF ~S, AT ~AT p
10 DEP~ t E
DEP~ OF WA~R
11 AFaR MONITORING ? NONE DATE: MAY 13, 2011
2. 10/07/10 4:38:~5-
1 ~ 3, 10/07/10 4:47:09- 6" 6"
4:52:13 5:04 MIN. 0,84
14
15
16
17 PERCOLA~ON RA~: 0,8 (MINU~S/INCH.) PERCHOLE DIAME~R: 6" TUBE
~ST RUN BET~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS T~T HO~ INFORMA~ON IS PRODDED TO COMPLY W~ THE SUBDIVISION APPROVAL PROCESS AS OUTLINED
IN AMC 15.6.180,B,1. ANY USE OF ~IS DATA FOR ~ O~ER PURPOSE, INCLUDING THE DESIGN OF AN
INDMDU~ SEPTIC SYSTEM IS S~ICTLY PROHIB~ED, WI~OUT ~E WRI~EN CONSENT OF THE ENGINEER OF
RECORD.
~ ALL SOILS WERE PRE-SOAKED PRIOR TO STARTING THE PERCO~T~ON TEST.
PERFORMED BY: DHI CONSULTING ENGINEERS, I DEE HIGH CE~ THAT THIS TEST W~ PERFORMED IN ACCORDANCE
WITH ALL ~ATE ~D MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE, DATE: 2/07/06. 716-L6B4
4:34:35 4:35 MIN. 6' 0.76
2. 10/07/10 4:38:55-
4:43:09 4:34 MIN, 6" 0~76
3, 10/07/10 4:47:09- 6" 6"
DHI CONSULTING ENGINEERS
800 E. OlMOND BLVD. SUITE 3-545 ,~'~,.~,-...
ANCHORAGE, ALASKA 99515 ~'~3~4'~''~'* 9W ~7~ ~ "'/ ~
SOILS LOG-PERCOLATION ~ST
~ TEST HOLE LOG L7B4
~ %DENNIS DEE ~H~
~ ~ % CE 5807 ."~
PERFORMED FOR: LOT 7, BLOCK 4 DA~ PERFORMED: 10-07-10 ~%.._.. ~ -.....'"*
LEGAL DESCRIP~ON: LOT 7, BLOCK 4 SHANGRA-LA EAST SUBD. ~,P~fes~o~
Dote ........
~ SLOPE SI~ PLAN
~ ~ ORGANIC MATERIAL
1
~ SILTY GRA~LLY SAND.
~~ ROCK TO 15" DIA. ~"
~'~-' ~': HARD DIGGING. OV
~..: .... OCCASSiONAL BOULDER.
.:. '::;~ ).-'.~< SM
/6,'.:'";. YES L
9 ..... "~{ ENCOUN~RED ~
IF ~S, AT ~AT
~0 , ~ B.O~H. DEP~ ~ 10' E P
DEP~ OF WA~R
11 AFaR MONITORING ? DRY DA~: MAY 16~ 2011
HIGHLY FRACTURED
BEDROCK. ~,~ ~*~ ~ss ~ ,~ ~E ~ ~
14 :
15
16
17 PERCOLA~ON RA~: 0.~ (MINU~S/INCH.) PERCHOLE DIAME~R: 6"TUBE
~ST RUN BE~EN: 4 FT. AND 4.5 FT.
COMMENTS: ~IS ~ST HOLE INFORMA~ON IS PRODDED TO COMPLY ~ ~E SUBDI~SlON APPROVAL PROCESS AS
OUTLINED IN AMC 15.6.180.B.1. ANY USE OF ~IS DATA FOR ANY O~ER PURPOSE, INCLUDING ~E
DESIGN OF AN INDI~DUAL SEP~C SYS~M IS S~IC~Y PROHIBI~D, ~OUT ~E ~I~N CONSENT
OF ~E ENGINEER OF RECORD.
~ A~ SOILS ~RE PRE-SOAKED PRIOR TO STARING ~E PERCOLA~ON ~ST.
PERFORMED BY: DHI CONSUL~NG ENGINEERS. I DEE HIGH CER~FY ~AT ~lS ~ST WAS PERFORMED IN ACCORDANCE
~ ALL STA~ AND MUNICIPAL GUIDELINES IN EFFECT ON ~IS DA~, DA~: 2/07/06 716-L7B4
1. 10-07-10 3:12:00-
3:14:22 2:22 MIN. 0.39
2. 10-07-1< 3:20:22-
3:22:48 2:26 MIN. 6" 6" 0.41
3:26:48-
3. 10-07-10 5:29:20 2:32 MIN. 6" 0.42
DHI CONSULTING ENGINEERS
ANCHORAGE, ALASKA 99515
SOILS LOG-PERCOLATION TEST .¢~'./I OTH ~
l~ TEST HOLE LOG # L8B4 ~,~:',,"~',~~!
PERFORMED FOR'. ANCHORAGE DEVELOP. & CONST. DATE PERFORMED: 4-/14/11 "~0~-'" ~r+~e~",, ~¥,,"~..OCS~
LEGAL DESCRIP~ON: LOT 8. BLOCK 4 SHANGRA-LA ESTATES EAST SUBD. ~, ~rofes¢~O~
Dote ......
~ ~ 1' SLOPE SI~ PLAN
~ ORGANIC MATE
4 ,.. · · ~'
ROCK 10 ~2".
'~.
7 4'.
,;' '' WAS GROUND WA~R S
%." : ENCOUN~RED ~ NO L
'.~. ' IF ~S, AT ~AT p
10 B.O.H. DEP~ ? ' E
FRACTURED BEDROCK DEP~ OF WA~R
11 AFaR MONITORIN~ ? NONE DATE: MAY ~. 2011
14
15
16
1 7 PERCOLA~ON RA~: 0.4 (MINU~S/INCH.) PERCHOLE DIAMETER:
~ST RUN BET~EN: 5.0 FT. AND 5.5 FT.
COMMEN~: THIS TEST HOLE INFORMATION IS PROVIDED TO COMPLY WITH THE SUBDIVISION APPROVAL PROCESS
OUTLINED IN AMC 15.6.180.B. 1. ANY USE OF THIS DATA FOR ANY OTHER PURPOSE. INCLUDIN~ THE
DESIGN OF AN INDIVIDUAL SEPTIC SYS~M IS STRICTLY PROHIBITED. WITHOUT THE WRI~EN CONSENT OF
THE ENGINEER OF RECORD.
~ WERE PRE-SOAKED PRIOR TO STARTIN~ THE PERCO~TION TEST.
ALL
SOILS
PERFORMED BY: DHI CONSULTING ENGINEERS. I DEE HIGH CERTI~ THAT THIS TEST WAS PERFORMED IN ACCORDANCE
WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DA~. BATE: 2/07/06 716CSSCBD
1/14/11 12:00:00-
12:04:15 4:15 MIN. 12" 12" PRE SOAK
1/14/11 12:04:15- 5. 6~
12:06:,~7 2:22 MJN, 0.59
1/14/11 12:06:~7-
12:09:00 2:23 MIN. 6" 6" 0.;~9
1/14/11 12:11:2612:09:00- 2:26 MIN. 6" 6" 0.40
Appendix 'D'
Individual Septic System
Design
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 1 of 5
W.O. 10916
Da're 5-16- 11
Proposed Well & On-Site Wastewater Disposal System
L*9ol Description: LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
SYSTEM DESIGN CALCULATIONS
1. NO. BEDROOMS = 3
2. NITRATE-REDUCING BED SYSTEM (CATEGORY Ill)
3. ABSORBTION AREA = (# BEDROOMS)(150 GPD/BR)
TRENCH APPLICATION RATE
= (3)05o) = 15o SF
3*
4. ABSORPTION AREA WIDTH: 5'
THEN LENGTH OF TRENCH = 50'
PERCOLATION RATE
*1
MIN/INCH
0-1
MOUND & BED
APPLICATION RATE
GPD/SF
NOT SUITABLE
CATEGORY III
RATE ADJUSTMENT
*UNTIMED DOSAGE
GPD/SF
1-5
0.8
6-15
16-30
31-60
GREATER THAN 60
FILTER LAYER
0.5
0.4
0.3
NOT SUITABLE
.7
2.5
2.0
1.0
0.3
~,~ ;DERNIS DEE ?/GH;
,p~, .. CE SBO¢' .'";~,,
DATE ~'~'~
DHI CONSULTING ENGINEERS
§00 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 2 of 5
W.O. 10916
Date 5-16-11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
SITE NARRATIVE
LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST (THE SUBJECT LOT) IS 40,565 S.F. AND IS
BORDERED BY THREE LOTS ON THE WEST, EAST AND SOUTH AND (TO THE NORTH OF THE
LOT IS THE SANDPIPER 60' RIGHT OF WAY). NO LOTS IN THIS SUBDIVISION HAVE BEEN
DEVELOPED (SEE SHEET 5). ALL LOTS IN THE SUBDIVISION ARE BEING DESIGNED SO THAT
EACH ONE WILL HAVE IT'S OWN WELL AND SEPTIC SYSTEM.
WELLS:
THERE ARE NO EXISTING WELLS ON THE LOT OR ANY ADJACENT LOT. WATER WILL BE
PROVIDED BY A PROPOSED PRIVATE WELL TO BE LOCATED NEAR THE SOUTH EAST PORTION
OF THE LOT. THE WELL RADIUS WILL COVER PART OF LOTS 4 AND 9. THIS PROTECTED
WELL RADIUS DOES NOT IMPACT THE SEPTIC RESERVE AREAS ON THE ADJACENT LOTS, SEE
SHEET ,5.
OSEPTIC SYSTEMS:
THE UNDEVELOPED LOTS ON ALL SIDES OF THE SUBJECT LOT WILL EVENTUALLY HAVE
ON-SITE SEPTIC SYSTEMS. THIS SEPTIC SYSTEM CAN BE PLACED IN A MANNER AS TO NOT
INTERFERE WITH THE WELL OR SEPTIC AREAS OF ADJACENT LOTS. THE PROPOSED SEPTIC
SYSTEM IS DESIGNED FOR A THREE BEDROOM, SINGLE FAMILY HOME. PER THE NITRATE
REPORT, THE SEPTIC SYSTEM IS TO BE A NITRATE REDUCING CATEGORY III SYSTEM.
DRAINAGE:
THE LOT CAN BE GRADED TO PREVENT ANY PONDING OF WATER AROUND THE PROPOSED
SEPTIC SYSTEM. THERE ARE NO CUT BANKS, STREAMS OR DRAINAGE CHANNELS (OTHER THAN
ALONG THE EXISTING STREETS) ON THE LOT. ALL DISTURBED AREAS WILL RECEIVE TOP SOIL
AND SEEDING TO PREVENT SOIL EROSION.
DATE
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Proposed Well & On-Site Wastewater Disposal
Legal Description: LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
Page 3 of 5
W.O. 10916
Date 5-16-11
System
SCALE: 1"=100'
DATE
DHI CONSULTING ENGINEERS Poge 4 of 5
800 E. Dimond, Suite 3-550 W.O. 10916
Anchorage, AK 99515 Dote 5-16-1 1
Tel: (907) 344-1385 FAX: (907) 344-1383
Proposed Well & On-Site Wastewater Disposal System
Lego[ Description: LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBI).
Nt ,TRATE --REDUCING
CATEGORY 'l'i'l-
150
40 0 4O
Distonces are shown in feet.
SCALE: 1"=40'
8O
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 5 of 5
W.O. 109~6
Date 5-16-11
Proposed Well & On-Site Wastewater Disposal System
kegal Deecripfion: LOT 3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
T.H.# L3B1
FINISH GRADE
SLOPE TO DRAIN~. ¢. I,' //-4" TOP SOIL
SEED WITH GRASS
3:1 TYPICAL~ /~ /..~ ~
r ~, ~'f'~..,,,'-~ .f TRENCH
,L GROUND~/ I ~l BACKFILL
ORGANIC ~Y ~'
~ 5.0'
SILTY GRAVEL
WITH SAND.
GM
--B.O.H,
BEDROCK
TO SEASONAL HIGH
WATER LEVEL
TO BEDROCK OR
IMPERMEABLE LAYER
~,..~--2" POLYSTYRENE
INSULATION
NO WATER ENCOUNTERED.
:PTIC SECTION
SCALE: NTS
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-13§5 FAX: (907) 344-13§3
Pege 1 of 5
W.O. 10916
Dole 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST SUBI).
SYSTEM DESIGN CALCULATIONS
1. NO. BEDROOMS = 3
2. NITRATE-REDUCING BED SYSTEM (CATEGORY Ill)
3. ABSORBTION AREA = (# BEDROOMS)(150 GPD/BR)
TRENCH APPLICATION RATE
= (3)(15o) = 15o SF
ABSORPTION AREA WIDTH: 5'
THEN LENGTH OF TRENCH = $0'
PERCOLATION RATE
MIN/INCH
L '0-1 (SAND FILTER REQ.)
MOUND & BED
APPLICATION RATE
1-5
6-15
16-50
51-60
GREATER THAN 60
GPD/SF
0.7
0.8
0.5
0.4
0.5
NA
.7
CATEGORY III
RATE ADJUSTMENT
*UNTIMED DOSAGE
GPD/SF
5.0 I
3.0
2.5
2.0
1.0
0.3
;I
~ "",.D~NNIS (DEE ~/H~)~ ~ I
· 4. ". ,L/ ..'..~ ~, I
+ ,~, o, CE 5807 ,. ~-~'.,l~ I
*, ~ ,,, ,,. )..~ I
DATE ~'~,'~,'~"~ :~"/'~'~( ~
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page. 2 of 5
W.O. 10916
Date 5-16-11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
SITE NARRATIVE
LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST (THE SUBJECT LOT) IS 40,065 S.F. AND IS
BORDERED BY ONE LOT TO THE EAST, ONE LOT TO THE WEST, AND THE 60' RIGHT OF WAY
FOR SANDPIPER ON THE NORTH AND THE RIGHT OF WAY FOR MOUNTAIN BREEZE DRIVE ON
THE SOUTH. THE BORDERING LOTS ARE UNDEVELOPED. ALL LOTS IN THE SHANGRI-LA
ESTATES-EAST SUBDIVISION ARE BEING DESIGNED SO THAT EACH ONE CAN HAVE ITS OWN
WELL AND SEPTIC SYSTEM.
WELLS:
THERE IS AN EXISTING WELL IN THE SOUTHWEST AREA OF THE LOT. THE PROTECTIVE WELL
RADIUS FALLS ON THE SUBJECT LOT, AND PARTIALLY ON THE TWO BORDERING LOTS. THE
PROTECTIVE WELL RADIUS DOES NOT INTERFERE WITH THE PROPOSED SEPTIC RESERVE AREA
ON THE ADJACENT LOTS. SEE SHEET
~SEPTIC SYSTEMS:
THE UNDEVELOPED LOTS BORDERING THE SUBdECT LOT WILL EVENTUALLY HAVE ON-SITE
SEPTIC SYSTEMS. THIS SEPTIC SYSTEM CAN BE PLACED IN A MANNER AS TO NOT INTERFERE
WITH THE PROPOSED WELL OR SEPTIC RESERVE AREAS ON ADJACENT LOTS. THE PROPOSED
SEPTIC SYSTEM IS DESIGNED FOR A THREE BEDROOM, SINGLE FAMILY HOME. PER THE
NITRATE REPORT, IT WILL BE A NITRATE REDUCING CATEGORY III SYSTEM.
DRAINAGE:
THE LOT CAN BE GRADED TO PREVENT ANY PONDINO OF WATER AROUND THE PROPOSED
SERTIC SYSTEM. THERE ARE NO CUT BANKS, STREAMS OR DRAINAGE CHANNELS (OTHER THAN
ALONG THE EXISTING STREETS) ON THE LOT. ALL DISTURBED AREAS WILL RECEIVE TOP SOIL
AND SEEDING TO PREVENT SOIL EROSION.
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 3 of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
SCALE: 1"=100'
DHI CONSULTING ENGINEERS
800 E, Dimond, Suite 5-550
Anchorage, AK 99515
Tel: (907) 544-1585 FAX: (907) $44-1565
Page 4 of 5
W.O. 10916
Dale 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
4O 0 4O
Distances ~r~ ~hown in f,et.
SCAL£: 1"=40'
8O
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page. 5 of
W,O. 10916
Date 5/1 6/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 7, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
T.H.# L7B1
FINISH GRADE
GRADE TO
jORIGINAL GROUND
ORGANIC MATERIAL
CLEAN, WELL GRADED
GRAVEL IN SLIGHTLY SILTY
SANDY GRAVEL,
GW
GRAY SANDY GRAVEL WITH
SOME SILT.
BOULDERS TO 12".
GM
SLIGHTLY SILTIER WITH
MORE BOULDERS.
B.O.H.
NO WATER ENCOUNTERED.
PTIC SECTION
SCALE: NTS
CE 4" TOPSOIL
& SEED W/ GRASS
BACKFILL
4" PERF.
FABRIC
'TO SEASONAL HIGH
WATER LEVEL
TO BEDROCK OR
IMPERMEABLE LAYER
SEPTll DCK
· .:,: ..-:. {:..-?...
.... ':2' SAND FILTER.'..-"..
,..
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1363
Proposed Well & On-Site Wastewater Disposal
Legal Description: LOT 13, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
Page 1 of 5
W.O. 10916
Dale 5/1 6/1 1
System
SYSTEM DESIGN CALCULATIONS
1. NO. BEDROOMS = 3
2. NITRATE-REDUCING BED SYSTEM (CATEGORY III)
3. ABSORBTION AREA = (# BEDROOMS)(150 GPD/BR)
TRENCH APPLICATION RATE
= (3)(150) = 150 SF
ABSORPTION AREA WIDTH: 5'
THEN LENGTH OF TRENCH = 30'
PERCOLATION RATE
MIN/INCH
'0-1 (SAND FILTER REQ.)
MOUND & BED
APPLICATION RATE
CATEGORY III
RATE ADJUSTMENT
1-5
6-15
16-50
51-60
GREATER THAN 60
GPD/SF
0.7
*UN~MED DOSAGE
GPD/SF
3.0 [
0.8
0.5
0.4
0.3
NA
5.0
2.5
2.0
1.0
0~3
,?~.' qT_,'~
~.q:..:.~.',
~.~...~:,.~
',f~:'. ........ ..,~;
DATE ~ ~ ~-l~ -~
DHI CONSULTING ENGINEERS Poge of 5
800 E. Dimond, Suite 3-550 w.o. 10916
Anchorage, AK 99515 Dote 5/16/1 1
Tel: (907) 344-1385 FAX: (907) 344-1383
Proposed Well & On-Site Wastewater Disposal
Legal Description: LOT 13, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
System
SITE NARRATIVE
LOT 13, BLOCK 1, SHANGRI-LA ESTATES EAST (THE SUBJECT LOT) IS 40,178 S.F. AND IS
BORDERED BY LOTS TO THE EAST AND WEST AND THE MOUNTAIN BREEZE 60' RIGHT OF
WAY TO THE NORTH. THE PROPERTY TO THE SOUTH IS AN UNSUBDIVIDED TRACT. THE
BORDERING LOTS ARE UNDEVELOPED. ALL LOTS IN THE SHANGRI-LA ESTATES-EAST
SUBDIVISION ARE BEING DESIGNED SO THAT EACH ONE CAN HAVE ITS OWN WELL AND
SEPTIC SYSTEM.
WELLS:
THERE ARE NO EXISTING WELLS ON THE LOT. WATER WILL BE PROVIDED BY A PRIVATE WELL
TO BE LOCATED NEAR THE NORTH EAST BOUNDARY OF THE PROPERTY. THE PROTECTIVE
WELL RADIUS FALLS ON THE SUBJECT LOT, THE LOT TO THE EAST, AND PARTIALLY ON THE
LOT ON THE NORTH SIDE OF THE MOUNTAIN BREEZE RIGHT OF WAY. THE PROTECTIVE WELL
RADIUS DOSE NOT INTERFERE WITH THE SEPTIC RESERVE AREAS ON ADJACENT LOTS.
SEPTIC SYSTEMS:
THE UNDEVELOPED PROPERTIES ON ALL SIDES OF THE SUBJECT LOT WILL EVENTUALLY HAVE
ON-SITE SEPTIC SYSTEMS. THIS SEPTIC SYSTEM CAN BE PLACED IN A MANNER AS TO NOT
INTERFERE WITH THE WELL OR SEPTIC OF ADJACENT LOTS. THE PROPOSED SEPTIC SYSTEM
IS DESIGNED FOR A THREE BEDROOM, SINGLE FAMILY HOME. PER THE NITRATE REPORT, IT
WILL BE A NITRATE REDUCING CATEGORY III SYSTEM.
DRAINAGE:
THE LOT CAN BE GRADED TO PREVENT ANY PONDING OF WATER AROUND THE PROPOSED
SEPTIC SYSTEM. THERE ARE NO CUT BANKS, STREAMS OR DRAINAGE CHANNELS (OTHER THAN
ALONG THE EXISTING STREETS) ON THE LOT. ALL DISTURBED AREAS WILL RECEIVE TOP SOIL
AND SEEDING TO PREVENT SOIL EROSION.
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Anchorage, AK 99515
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Page 3 of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 13, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
~ OF~
N ~ ;}~. ....
/ ~ &..- ~ '..~-.
~-~....~
[.x~..:...~
DATE
DHI CONSULTING ENGINEERS
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Anchorage, AK 99515
Tel: (907) ,344-1585 FAX: (907) 544-1.38.3
Page z~ of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 1.3, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
PARKI~
WELL RADIUS
!
40 0
Distances are shown in feet.
SCALE: 1"=40'
4O
DHI CONSULTING ENGINEERS
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Page 5 of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 13, BLOCK 1, SHANGRI-LA ESTATES EAST SUBD.
FINISH GRADE
SLOPE TO DRAIN~
T.H.# L13B1 ¢/-~-ORIGINAL GROUND
ORGANICS
NO WATER ENCOUNTERED.
SAND & FROZEN SILT
SM
~ ~PLACE 4" TOPSOIL
xu .stol ,,/ & SEED W/ GRASS
SANDY GRAVEL W/ SOME SILT.
BOULDERS TO 14". MEDIUM TO
HARD DIGGING.
BROWN SOIL, Lllq'LE CLUMPING.
GM
-- B.O.H. FRACTURED BED ROCK
TI C SECTION
BACKFILL
~ I 2" POLYSIYRENE
4" PERF.
r EOTECH
SCALE: NTS
TO SEASONAL HIGH
WATER LEVEL
TO BEDROCK OR
IMPERMEABLE LAYER
INSULATION
FABRIC
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Page 1 of 5
W.O. 10916
Dale 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 6, BLOCK 3, SHANGRI-LA ESTATES EAST SUBD.
SYSTEM DESIGN CALCULATIONS
1. NO. BEDROOMS = 5
2. NITRATE-REDUCING BED SYSTEM (CATEGORY Ill)
3. ABSORBTION AREA = (# BEDROOMS)(150 GPD/BR)
TRENCH APPLICATION RATE
= (3)05o) = ~5o SF
4. ABSORPTION AREA WIDTH: 5'
THEN LENGTH OF TRENCH = 50'
PERCOLATION RATE
MIN/INCH
I *0-1 (SAND FILTER REQ.)
MOUND & BED
APPLICATION RATE
CATEGORY III
RATE ADJUSTMENT
1-5
6-15
16-30
31-60
GREATER THAN 60
GPD/SF
NA
*UNTIMED DOSAGE
GPD/SF
5.0 I
0.8
0.5
0.4
0.5
NA
5.0
2.5
2.0
1.0
0,5
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Page ~ of .5
W.O. 10916
Da'te 5-16-11
Proposed Well & On-Site Wastewater Disposal System
Legal Oescripfion: LOT 6, BLOCK 3, SHANGRI-LA ESTATES EAST SUBD.
SITE NARRATIVE
LOT 6, BLOCK 3, SHANGRI-LA ESTATES EAST (THE SUBJECT LOT) IS 40,198 S.F. AND IS
BORDERED BY THREE LOTS ON THE NORTH, SOUTH & WEST. THE EAST BORDER OF LOT 6
IS BURLWOOD SUBDIVISION TRACT 'B', WHICH IS UNSUBDIVIDED AND UNDEVELOPED. NONE OF
THE LOTS IN SHANGRI-LA ESTATES-EAST SUBDIVISION ARE DEVELOPED. ALL LOTS IN THE
SUBDIVISION ARE BEING DESIGNED SO THAT EACH ONE CAN HAVE ITS OWN WELL AND
SEPTIC SYSTEM.
WELLS:
THERE ARE NO EXISTING WELLS ON THE LOT. WATER WILL BE PROVIDED BY A PRIVATE WELL
TO BE LOCATED NEAR THE NORTHWEST CORNER OF THE PROPERTY. THE PROTECTIVE WELL
RADIUS FALLS ON THE SUBJECT LOT, AS WELL AS LOTS 2, 5, AND 9 OF BLOCK 3. THE
PROPOSED WELL LOCATION DOES NOT INTERFERE WITH THE SEPTIC RESERVE AREAS ON THE
LOTS. SEE SHEET 5.
SEPTIC SYSTEMS:
THE UNDEVELOPED LOTS ON ALL SIDES OF THE SUBJECT LOT WILL EVENTUALLY HAVE
ON-SITE SEPTIC SYSTEMS. THIS SEPTIC SYSTEM CAN BE PLACED IN A MANNER AS TO NOT
INTERFERE WITH THE WELL OR SEPTIC OF ADJACENT LOTS. THE PROPOSED SEPTIC SYSTEM
IS DESIGNED FOR A THREE BEDROOM, SINGLE FAMILY HOME. PER THE NITRATE REPORT, IT
IT WILL BE A NITRATE REDUCING CATEGORY III SYSTEM.
DRAINAGE:
THE LOT CAN BE GRADED TO PREVENT PONDING OF WATER AROUND THE PROPOSED SEPTIC
SYSTEM. THERE ARE NO CUT BANKS. THERE IS AN EPHEMERAL CHANNEL ON THE WEST SIDE
OF THE LOT. THE 100' SEPTIC SYSTEM SET BACK IS NOT APPLICABLE TO THIS CHANNEL ALL
DISTURBED AREAS WILL RECEIVE TOP SOIL AND SEEDING TO PREVENT SOIL EROSION.
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 3 of 5
W.O. 10916
Dote 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 6, BLOCK 3, SItANGRI-LA ESTATES EAST SUBD.
SCALE:
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800 E. Dimond, Suife 5-550
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Page 4- of 5
W.O. 10916
Dale 5//16//11
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 6, BLOCK 5, SHANGRI-LA ESTATES EAST SUBD.
LOT
//</,,< <. :--" _.-L0¥""7
/.; ///<
40 0 40
Distonces ore shown in feet.
SCALE: 1"=40'
80
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Page 5 of 5
W.O. 1O916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 6, BLOCK 3, SItANGRI-LA ESTATES EAST SUBD.
T.H.# L6B3
FINISH GRADE
GRADE TO DRAIN-~
ORIGINAL GROUND ~
ORGANIC SILT/MATERIAL
SLIGHTLY SILTY SANDY GRAVEL
WITH ROCKS.
APPROX. 5% FINES
GW
TO SEASONAL HIGH
WATER LEVEL
TO BEDROCK OR
IMPERMEABLE LAYER
BACKFILL
4" PERF.
PIPE ~ ~/
)¥-¥, ~EPTIC¢ ROCK
)]:::~" SAND FILTER.:]"'(.
5.0'
~-PLACE 4" TOPSOIL
~' & SEED W/ GRASS
--GEOTECH FABRIC
~ 14.5'
B.O.H.
::PTIC SECTION
SCALE: NTS
DHI CONSULTING ENGINEERS
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Page 1 of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 5, BLOCK 4, SHANGRI-LA ESTATES EAST SUBD.
SYSTEM DESIGN CALCU'LATIONS
NO. BEDROOMS = 3
NITRATE-REDUCING BED SYSTEM (CATEGORY Ill)
ABSORBTION AREA = (# BEDROOMS)(150 GPD/BR)
TRENCH APPLICATION RATE
= (5)(150) = 150 SF
5'
ABSORPTION AREA WIDTH: 5'
THEN LENGTH OF TRENCH = 50'
PERCOLATION RATE
MOUND & BED
APPLICATION RATE
CATEGORY III
RATE ADJUSTMENT
MIN/INCH GPD/SF
0-1 NA
*UN~MED DOSAGE
GPD/SF
L * 1-5 0,8 3.0 J
6-15 0.5 2.5
16-30 0.¢ 2.0
,31-60 0.5 1.0
GREATER THAN 60 NA
FILTER LAYER .7
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Page 2 of 5
W.O. 10916
Date 5-16-11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 5, BLOCK 4, SHANGRI-LA ]ESTATES EAST SUBD.
SITE NARRATIVE
LOT 5, BLOCK 4, SHANGRI-LA ESTATES EAST (THE SUBJECT LOT) IS 46,058 S.F, AND IS
BORDERED BY TWO LOTS ON THE NORTH & EAST. THE TRACT TO THE SOUTH IS
UNSUBDIVIDED, AND THE MOUNTAIN BREEZE 60' RIGHT OF WAY IS LOCATED TO THE WEST.
THE BORDERING LOTS ARE UNDEVELOPED. ALL LOTS IN THE SHANGRI-LA ESTATES-EAST
SUBDIVISION ARE BEING DESIGNED SO THAT EACH ONE CAN HAVE ITS OWN WELL AND
SEPTIC SYSTEM.
WELLS:
THERE IS NO WELL ON THE SUBJECT LOT. WATER WILL BE PROVIDED BY A PRIVATE WELL
TO BE LOCATED NEAR THE NORTHEAST BOUNDARY OF THE PROPERTY. THE PROTECTIVE WELL
RADIUS FALLS ON THE SUBJECT LOT AND ON LOT 6. SEE SHEET 5. THERE IS AN EXISTING
ON THE LOT TO THE EAST, WHICH HAS A PROTECTIVE WELL RADIUS THAT COVERS A
POTION OF THE SOUTHEAST CORNER OF THE SUBJECT LOT. THESE WELL RADIUS DO
NOT IMPACT THE SEPTIC RESERVE AREAS ON ADJACENT LOTS.
SEPTIC SYSTEMS:
THE UNDEVELOPED LOTS ON ALL SIDES OF THE SUBJECT LOT WILL EVENTUALLY HAVE
ON-SITE SEPTIC SYSTEMS. THIS SEPTIC SYSTEM CAN BE PLACED IN A MANNER AS TO NOT
INTERFERE WITH THE WELL OR SEPTIC OF ADJACENT LOTS. THE PROPOSED SEPTIC SYSTEM
IS DESIGNED FOR A THREE BEDROOM, SINGLE FAMILY HOME. PER THE NITRATE REPORT, IT
WILL BE A NITRATE REDUCING CATEGORY III SYSTEM.
DRAINAGE:
THE LOT CAN BE GRADED TO PREVENT ANY PONDING OF WATER AROUND THE PROPOSED
SEPTIC SYSTEM, THERE ARE NO CUT BANKS OR STREAMS (OTHER THAN ALONG THE EXISTING
STREETS) ON THE LOT, THERE IS AN EPHEMERAL CHANNEL RUNNING THROUGH THE
PROPERTY ON THE EAST SIDE. THE 100' SEPTIC SYSTEM SET BACK IS NOT APPLICABLE TO
THIS CHANNEL. ALL DISTURBED AREAS WILL RECEIVE TOP SOIL AND SEEDING TO PREVENT
SOIL EROSION,
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1303
Proposed Well & On-Site Wastewater Disposal
Legal Description: LOT 5, BLOCK 4, SHANGRI-LA ESTATES EAST SUBD.
Page 3 of 5
W.O. 10916
Date 5/16/11
System
SCALE: 1 "= 100'
DHI CONSULTING ENGINEERS
800 E. Dimond, Suite 3-550
Anchorage, AK 99515
Tel: (907) 344-1385 FAX: (907) 344-1383
Page 4 of 5
W.O. 10916
Date 5/16/11
Proposed Well & On-Site Wastewater Disposal System
Legal Description: LOT 5, BLOCK 4, SHANGRI-LA ESTATES EAST SUBD.
40 0 40
Distances are shown in feet.
SCALE: 1"=40'
/ // // / /
////i/ /
, /?'/i//I
80
DHI CONSULTING ENGINEERS Pa§e 5 of 5
800 E. Dimond, Suite 3-550 W.O. 10916
Anchorage, AK 99515 Dale 5/16/11
Tel: (907) 344-1385 FAX: (907) 344-1383
Proposed Well & On-Site Wastewater Disposal System
Legol Description: LOT 5, BLOCK 4, SHANGRI-LA ESTATES EAST SUBD.
T.H.# LSD4
ORGANIC MATERIAL
FINISH GRADE
SLOPE TO DRAIN--.-....~
..~F...~-ORIGIN AL GROUND
SILLY GRAVELLY SAND
15% + FINES
GW
B.O.H,
FRACTURED BEDROCK
C/2 ~PLACE 4" TOPSOIL
:,U x~l .~,,, / .~, & SEED W/ GRASS
_ . _
.../
/~ / 2" POLYSIYRENE
. B^&F,,, / F ,NSU~T, ON
4 PERF I / G
PIPE ' / / -- EOTECH FABRIC
I ~
TO SEASONAL HIGH
WATER LEVEL
TO BEDROCK OR
IMPERMEABLE LAYER
WATER ENCOUNTERED,
SEPTIC SECTION
SCALE: NTS
Appendix 'E'
Nitrate Report
Dimond Center Tower, 5'~' Floor · 800 East Dimond Blvd: Suite 3-550 · Anchorage, Ak. 99515
Ph (907) 344 1385 · Fax (907) 344-1383 · Email: admin@dhialaska, eom
SERVING ALASKA SINCE 1985
J. A. MUNTER CONSULTING~ INC.
March 17, 2011
Mr. Earl Ford
Anchorage Development and Construction, LLC
9441 Elmore Road
Anchorage AK 99507
Re~
Nitrate modeling in the vicinity of Shangri La Estates East Subdivision, Anchorage,
Alaska.
Dear Mr. Ford:
This letter report is to provide the findings of nitrate modeling in the vicinity of Shangri La
Estates East Subdivision in Anchorage, Alaska. Shangri La Estates East Subdivision is located
approximately 3~ mile east of Goldenview Drive south of Rabbit Creek Road in South
Anchorage (see Attachment 1 A, vicinity ~nap).
Shangri La Estates East Subdivision has received preliminary plat approval for 37 lots on
approximately 41 acres plus two large tracts and has been refen'ed to the Public Works
Department for approval subject to determining via a nitrate model or engineer's report that this
subdivision will have no adverse effect on existing wells serving the surrounding properties.
Hydrogeologic Setting
The general groundwater conditions in the vicinity of the site are described by Dearborn and
Barnwell (1975). Shangri La Estates East Subdivision is located in the basin of Little Rabbit
Creek. Little Rabbit Creek drains into Potter Marsh. Potter Marsh drains to the north into Rabbit
Creek, which drains into Turnagain Arm of Cook Inlet. A topographic map showing the
upgradient drainage area of the proposed development is provided in an attachment.
Glacial deposits in the area are mapped by Glass (1988) as less than 50 ft thick. These deposits
are expected to be too thin at Shangri La Estates East Subdivision to constitute a significant
water-supply aquifer. Wells are expected to tap a low-yield fractured metamorphic rock aquifer
consisting of argillite, greywacke, and related rock types (Dearborn and Bamwell, 1975). Recent
aquifer testing and a vicinity analysis provide estimates of the aquifer transmissivity (J. A.
Munter Consulting, Inc., 2011). On-site shallow test hole logs reveal unconsolidated soils
overlying a generally weather and well-fractured bedrock. Most test holes did not encounter a
permanent water table, while some found a water table either within the unconsolidated materials
or within the weathered bedrock. Where the test holes did not encounter the water table, the
water table is considered to occur deeper than the level penetrated. The saturated shallow soils
together with the fractured and weathered bedrock are considered to represent a distinct
hydrostrafigraphic unit that is significantly more permeable than the deeper low-yield bedrock
aquifer.
5701 PENNY CIRCLE, ANCHORAGE, AK, 99516
' a2~m~nter ~arctic.net
PHONE (907) 345-0165; FAX (907) 348-8592
J. A. MUNTER CONSULTING, INC.
Aquifer Recharge
The bedrock aquifer in this area receives recharge throu7:~ the overlying glacial deposits and
weathered bedrock materials~ The water table aquifer slowly leaks water into the deeper
fractures of the aquifer.
Regional data indicate that average armual precipitation in this part of Anchorage is
approximately 20 inches/year. Assuming that approximately 30 percent of this amount recharges
groundwater, then approximately 6 inches/year is assumed to recharge local aquifers~ Some of
this water is likely to flow laterally through the ~mconsolidated soils and weathered bedrock, and
some recharges vertically downward into the deeper fi'actured-rock water-supply aquifer.
Methods and Sources of Data
The methodology used for this study is a commonly-used mefl~od known as a mass-balance
nitrate model. This type of model is useful for this project because it uses available information
about the site and from literature studies of similar sites and accounts for all of the nitrates
entering and moving through the system to the receptors of concern. In this case, the primary
receptor of concern is a genetic well located iunnediately downgradient of the proposed new
subdivision and fully in the presumed pathway of the nitrate contanfinants. Model input
parameters are derived from field measurements, estimated amounts, or published literature
values. The governing equations of the nitrate model are derived from mass-balance principals
(i.e. mass of nitrates in per unit time to the model blocks equals mass out) and are readily
solvable for the unknown paran~eter of uiterest with a hand calculator or spreadsheet program.
MODEL SELECTION
A mass balance model of the type reported by (Taylm; 2003) is used for this study. Such a
model is commonly used for nitrate loading estimation from leach fields. While Taylor (2003)
considered only a single-layer aquifer, this work uses a two-layer model for the aquifer because
it more closely fits the field conditions.
Conceptual Model and Model Assumptions
The model used for this project makes several assumptions about the field site.
· The only source of nitrates is effluent from septic systems and all nitrogen species are
converted to nitrates prior to effluent reaching the water table.
· Natural background concentrations of nitrates are 0.0 mg/L
· There is no degradation of nitrates to nitrogen gas or other uitrogen compounds.
· Water in the aquifer exists in discrete blocks where all the water in each block is well
mixed and of uuiform composition.
· The "upper aquifer" consists of the shallow unconsolidated material and weather bedrock
which is considered to be a single hydrostratigraphic trait
· The "lower aquifer" is directly beneath the upper aquifer and consists of fractured
metamorphic rocks extending to a depth of approximately 400 fl.
Nitrate modeling near Shangri La Page 2 of 7 March 17, 2011
Estates East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ ][NC.
· The lower aquifer is assumed to be underlain by impermeable rocks.
· All recharge and nitrate loading processes occur under steady state conditions without
seasonal or other variability.
· The effects of pumping from on-site wells on nitrate concentrations are assumed to be
negligible.
· The "receptor of interest" is a hypothetical well approximately 300 to 400 fi deep, which
is open to the lower aquifer only, and located innnediately downgradient of Shangri La
Estates East Subdivision The model calculations will be expressed in terms of the
concentration of nitrates (mg/L) in water at that location.
It is helpfni to first present the model development and equations for a single-layer model, and
then further develop the model to represent a two-layer system.
Single-layer Model
Attactm~ent 3 shows a simplified single layer conceptual model of the type described by Taylor
(2003). Water enters the system from direct recharge of rainfall and snowmelt on the Shangd La
Estates East subdivision and also upgradient of the subdivision to the local topographic divide to
the south. Water is also discharged through septic systems to the wate~ table. As water travels
through the home and septic system, organic material is added to the water, wtfich breaks down
through biological and chemical process into nitrates. Nitrates are a stable chemical compound
that have been shown to travel conservatively through many grormdwater systems. That means
that they are primarily reduced in concentration in groundwater systems only through dilution
processes. The receptor of interest for this project is a well that is assunred to be centrally
located downgradient of Shangri La Estates East Subdivision~
The model equation presented by Taylor (2003) represents the mass balance of nitrates in the
system as:
(mass of nitrate in/day) = (mass of nitrate out/day)
Or:
QsCs = (Qs4 Qr+Qu)Co
(equation 1)
where
Co = nitrate concentrate immediately downgradient from Shangri La Estates East Subdivision
Qs = Average flow from septic systems (gpd)
Cs = average nitrate concentration of septic system effluent (mg/L)
Nitrate modeling near Shangri La Page 3 of 7 March 17, 20II
Estates East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSUL'IING, INC.
Qr = average rate of groundwater recharge over Shangri La Estates East Subdivision (gpd)~ For
this project, Qr is calculated as the area of Shangri La Estates East Subdivision times the average
daily recharge rate.
Qu = Average groundwater flow from upgradient areas into the Shangri La Estates East area~
For this project, Qu is calculaled as the recharge rate tirues the area of land upgradient from
Shangri La Estates East Subdivision that contributes to recharging the aquifer beneath Shangri
La Estates East Subdivision.
Taylor (2003), calculated Qu using Darcy's Law-. The method used fbr calculating Qu described
above for this project is comparable m the calculation of Qr by (Taylor, 2003) and avoids the
task of estimatnig vertical and horizontal hydraulic conductivities throughout the system. The
method used herein is applicable to this project because the location of the upgradient
groundwater divide is relatively close to the area of interest. It is assumed that all of the recharge
water in the upgradient area shown (see "Drainage Area" attachment) flows beneath the project
area as groundwater.
The one-layer model described above is not able to simulate the different hydrostratigraphic
units that are thought to exist at the project site. Therefore, the two-layer model described below
was developed using the same mass-balance concepts and methods as described above.
Twodayer Nitrate Mass-Balance Model
Attachment 4 shows a schematic diagram of the two-layer model used for this project.
The following relationships apply to the conceptual models shown in Attachments 3 and 4:
Qu Qu~ + Qu2
VV'here
Qut: amount ofupgradient rechm'ge water flowing horizontally into and out of the blocks of
layer 1 (gpd)
Qu2 = amount ofupgradient recharge water flowing vertically downward into layer 2 (gpd)
For this model, the horizontal flow thi'ough the layer 1 blocks (Qu~) is assumed to be constant.
For recharge on the block containing septic systems, Qr Qri + Qr2
Where
Qrl = amount of recharge water in the block containing septic systems flowing horizontally out
of layer 1 (gpd)
Nitrate modeling near Shangri La Page 4 of 7 March 17, 2011
Estates East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
Qr2 amount of recharge water in the block containing septic systems flowing vertically
downward into layer 2 (gpd)
Sinfilarly, Qs - Qsl 4 Qs2
Where
Qsl = amount of septic system effluent flowing horizontally out of layer 1 (gpd)
Qs2 - amount of septic system effluent flowing vertically downward into layer 2 (gpd)
Following the pattern of equation 1 above, the following equations apply to the movement of
nitrates through the system:
For nitrate mass balance of layer 1 beneath Shaugri La Estates East Subdivision:
(mass of nitrate in/day): (mass of nitrate out laterally/day) + (mass of nitrate out vertically/day)
QsCs = Col(Qr,+ Qsl+ QuO '+ Co~.2 (Qr2+ Qs2) (equation 2)
Where
Co~ = nitrate concentrate immediately down~'adient from Shangri La Subdivision in a well
tapping the upper hydrostatigraphic unit (layer 1) (mg/L)
Co~-2 = nitrate concentrate in water flowing vertically downward from layer 1 to layer 2 beneath
Shangri La Estates East Subdivision (mg/L)
Because the model assun~es that there is complete and instant mixing of all water in each block,
it follows that:
CO1 = CO1~2
After substituting and solving for Col,
Col = QsCs/(Qr +Qs 4 QuO
For nitrate movement through the lower layer:
(mass of nitrate in/day) - (mass of nitrate out/day)
Or,
Col.2(Qr2¢ Qs2) = Co2(Qr2+ Qs2+ Qu2)
Where
Nitrate modeling near Shangrl La Page 5 of 7
Estates East Subdivision~ Anchorage, Alaska
(equation 3)
(equation 4)
(equation 5)
March 17, 2011
J. A. MUNTER CONSULTING, INC.
Co2 = nitrate concentrate immediately downgradient from Shangri La Estates East Subdivision in
a well tapping the lower hydrostratigraphic unit (layer 2) (rog/L).
Substituting and solving equation 5 fbr Co2 (using equation 3 and 4),
Co2 = QsCs(Qr2+ Qs2)/(Qr +Qs~ QuO( Qr2+ Qs2ff Qu2)
(equation 6)
Model Input Parameters
Model input parameters used for this study are shown in Table l and are described below:
· Groundwater recharge (Qr and Qu) in the area occurs at a continuous rate of 6 h~ches per
year multiplied by the land area over which the recharge occurs.
· Discharge from septic systems (Qs) average 300 gpd/system. This is based on an average
water use rate of 75 gpd/person (Taylor, 2003) and average home occupancy of four
persons per home.
· The concentration of nitrates in septic system discharge (Cs) is 40 mg/L. This is the
midpoint of the range described by (Taylor, 2003) of 35 to 45 mg/L based on a literature
review~
· The average flow of groundwater from upgradient areas (Qu) is determined by applying a
recharge rate to the upgradient drainage area of Shangri La Estates East Subdivision
uphill all the way to the local topographic divide. The attached figure shows this area.
Using a recharge rate of 6 inches per year, this mount is calculated to be 15,600 gpd.
Table 1. Input parameters for two-layer nitrate model.
Variable
Qs
Cs
Qr
Qu
QSl = Qs2
=Qr2
QUl = Qu2
Rate and quantity
300 gpd for 37 systems
40 mg/L
6 fl~ches/year x 41 acres
6 inches/yr x 34.9 acres
Qs/2
Qr/2
Qu/2
Model input value
[1,100 gpd
40 mg/L
8,300 gpd
15,600 gpd
5550 gpd
9,150 gpd
7,800 gpd
Model Calculations
Substituting the model input parameters shown in table 1 into equation 6 and solving for Co2
results in a calculated nitrate concentration, Co2, of T8 mg/L
Discussion of Model Results and Conclusions
The State and Federal maximum contaminant level (MCL) applicable to water from public water
systems in Alaska for nitrates is 10 mg/L. The Municipality of Anchorage uses 10 mg/L as a
water quality guideline, with evaluation of the well condition called for if concentrations exceed
the guideline. Well rehabilitation or sealing work maybe required if well deficiencies are
Nitrate modeling near ShangrJ La Page 6 of 7 March 17, 2011
Estates East Subdivision~ Anchorage, Alaska
J. A. MUNTER CONSULTING~ [NC.
identified. The model calculations presented in this report suggest that long-te~xn average nitrate
concentrations in the aquifer tapped by local wells are likely to be less than 10 mg/L after full
development and long-term use of septic systems at Shangri La Estates East Subdivision
Considering the uncmtainty of model predictions, however, and the relatively small difference
between the predicted value (7.8 rog/L) and the regulatory guideline (10.0 cng/r) for nitrates,
consideration should be given to taking additional measures for the protection of groundwater
resources in the prt~ject vicinity.
The Municipality of Anchorage in recent years has developed methodologies for the installation,
service, and repah of a type of Alternative Wastewater Treatment Systems (AWWTS) known as
Nitrogen Reducing Systems (Anchorage Municipal Code 15.65.340) These types of systems
should be installed for all new construction at Shangri La Estates East Subdivision in order to
minimize the introduction of nitrates into groundwater and provide protection for local
groundwater resources.
CLOSING
Should you have any questions about this report, please call me at 345-0165 or 727-6310.
Sincerely,
J. A. Munter Consulting, Inc.
(original signed)
James A. Munter
Principal Hydrogeologist
Certified Ground Water Professional No. 119481
Alaska Licensed Professional Geologist No. 568
Attachments: Figures and Schematic diagrams (4 sheets)
References Cited
Dearborn, L. L., and W. W. Barnwell, 1975, Hydrology for Land-use Planning, the
Hillside area, Anchorage, Alaska, U.S. Geological Survey Open-file report 75-105.
Glass, Roy L., 1988, Map showing depth to bedrock, Anchorage, Alaska, U. S.
Geological Sm'vey Open File Report 88-198, 1 sheet, scale 1:25000.
J. A. Munter Consulting, Inc., 2011, re: Evaluation of aquifers in the vicinity of Shangri
La Estates East Subdivision, Anchorage, Alaska, unpublished letter to E. Ford, Anchorage
Development and Construction, LLC, 11 p. plus attachments.
Taylor, James R, 2003, Evaluating groundwater nitrates from on-lot septic systems, A
guidance model for land planning in Peunsylvania. Perm State Great Valley School of Graduate
Professional Studies, 12 p.
Nitrate modeling near Shangri La Page 7 of 7 March 17, 2011
Estates East Subdivision, Anchorage, Alaska
ATTACHMENT IA SHANGRI-LA ESTATES EAST
VICINITY MAP
CONSULTING ENGINEERS
~-~ Shangri La Estates East Subdivision
Groundwater
divide
Upgradient Recharge
On-site Recharge
Outgoing 0.~
Nitrate
~ '~1' ~ ~ SepticdJscharge, Qs, at
~ I outflow=
(~+ar+Ou)Co
Attachment g. Conceptual model of single-layer mass ha[anco model for nitrates (not to scale). J.A. Munter Consulting, Inc,
Shangri La Estates least Subdivision
Upgrad]ent Rechar§e Groundwater divide
qu
Qs, Septic discharge
~ V
h Qr2+~, Layer Z to Laye~ 2 at
~~1~ / Bottom of Aquifer
{assumed imDermeab~e]
QsCs = Co~(Qr~+ Qsp+ Qu~) + Co~.2 (Qr~+ ~2) Coz 2(Qr2+ ~)
Attachment 4, Conceptual model of two-layer mass-balance model for nitrates (not to scale)
Appendix 'F'
Aquifer Report
J. A. MUNTER CONSULTINGn INC.
February 23,2011
Mr. Earl Ford
Anchorage Development and Construction, LLC
9441 Abbot Loop Road
Anchorage AK 99516
Re:
Evaluation of aquifers in the vicinity of Shangri La East Subdivision, Anchorage,
Alaska.
Dear Mr. Ford:
This letter report is to provide the findings of recent aquifer testing and evaluation of aquifer
conditions in the vicinity of Shangri La East Subdivision in Anchorage, Alaska. Shangri La East
Subdivision is located approximately h mile east of Goldenview Drive south of Rabbit Creek
Road in South Anchorage (see Attachment 1 A, vicinity map).
Shangri La East Subdivision has received preliminary plat approval for 37 lots on approximately
41 acres plus two large tracts and has been referred to the Public Works Department for approval
subject to finding that there is an adequate water supply from the planned on-site wells.
Hydrogeologic Setting
The general groundwater conditions in the vicinity of the site are described by Dearborn and
Barnwell (1975). Shangri La East Subdivision is located in the basin of Little Rabbit Creek.
Little Rabbit Creek drains into Potter Marsh. Potter Marsh drains to the north into Rabbit Creek,
which drains into Turnagain Am~ of Cook Inlet.
Glacial deposits in the area are mapped by Glass (1988) as less than 50 ft thick. These deposits
are expected to be too thin at Shangfi La East Subdivision to constitute a significant water-
supply aquifer. Wells are expected to tap a fractured metamorphic rock aquifer consisting of
argillite, greywacke, and related rock types (Dearborn and Bamwell, 1975).
Methods and Sources of Data
This evaluation encompasses three major parts: a vicinity analysis, a site evaluation, and
predictive modeling. First, a review of well logs and well adequacy reports from surrounding
properties was performed to evaluate the general conditions in the area. Local and state agency
staff and local water well industry personnel were interviewed to determine if there is a pattern
of problems related to well water usage in the vicinity. Historic water-level trends are evaluated
to determine if there is a pattern of declining water levels in wells. A pattern of declining water
levels would indicate that the aquifer is being pumped at a rate higher than its replenishment
from recharge. Also, water-budget information is used to estimate potential sustainable aquifer
yields using methods similar to those used by the U. S. Geological Survey report for the area.
5701 PENNY CmCLE, ANCHORAGE, AK, 99516
iamunter~arctic.net
PHONE (907) 345-0165; FAX (907) 348-8592
J. A. MUNTER CONSULTING~ INC.
Second, three test wells were drilled on the property in 2006 for a site evaluation. Locations of
the test wells are sho~vn on the attached well location map (Attactunent lB). Between January
24-30, 2011, three separate aquifer tests were conducted using these wells, alternately, as
pumping and observation wells. The results of the aquifer testing are described in this report.
The pumping and water-level data were collected by Aarow Pump and Well, LLC. Background
and graphical support were provided by DHI Consulting Engineem. The analysis conducted in
this report focuses on the proposed 37 lots in the southern part of the plat only. Development
plans for the two large tracts to the north are incomplete and not yet suitable for analysis.
Finally, a coxmnonly used model is applied using all available data to predict the effects of the
proposed well development on the aquifer. The results of the model are used to evaluate
potential effects of pumping on surrounding water users.
VICINITY ANALYSIS
Aquifer Recharge and Water-Supply Potential
The bedrock aquifer in this area receives recharge through the overlying glacial deposits. These
deposits commonly have a water table perched on top of the bedrock surface that slowly leaks
water into the near-surface fractures of the aquifer.
Regional data indicate that average annual precipitation in this part of Anchorage is
approximately 20 inches/year. Assuming that approximately 30 percent of this amount recharges
groundwater, then the 41-acre tract should recharge an average of approximately 18,300 gallons
of water per day to local aquifers. This amount equates to 490 gallons per day for each of the 37
plaan~ed homes on the parcel. These data suggest that on-site recharge of water alone is
potentially sufficient to sustain aquifers with the quantity of water needed for subdivision use.
Dearborn and Barnwell (1975) studied the Anchorage Hillside hydrology in the area just north of
this project to determine the long-term potential yield of water-supply aquifers. They concluded
that the sustainable yield of groundwater aquifers in areas underlain by glacial drift aquifers was
in the range of 2-4 million gallons per day for their study area. This converts to 18,000 to 37,000
gallons per day for the 41-acre tract, or 500 to 1000 gpd for each of the 37 planned homes, which
is consistent with the recharge estimate provided above. Although they indicated that sustainable
well yields might be somewhat lower for areas with bedrock aquifers, they did not provide
quantitative estimates. Their study provides support that groundwater supplies in this area are
potentially sufficient to provide water for residential development on a sustainable long-term
basis as proposed.
Agency Interviews
Mr. Michael Walton of the Alaska Department of Natural Resource (ADNR) and Mr. Jeff Poet
of the Municipality of Anchorage (MOA) were contacted to determine if there were reports of
declining water levels and well problems in the area. No problems or knowledge of any area-
wide water-level declines were reported. Mr. Dave Harper of Alpine Drilling and Enterprises
and Mr. Brian Wille of Aarow Pump and Well, LLC, who have installed and serviced numerous
Evaluation of aquifers in the vicinity of Page 2 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
wells in the vicinity, report that this area is known for having a low-yield bedrock aquifer, but
that homes are generally able to develop and maintain adequate water supplies through well
deepening, hydrofracking, or adding storage in the home. Mr. Wille indicates that
hydrofracking, in particular, has a consistent track record of increasing well yields sufficient for
domestic needs.
Review of area well records
The MOA's On-site files were searched for records from adjacent and surrounding properties.
(http://onsite.ci.anchorage.ak.us/scripts/LFWebLink.exe/weblink/browser. html) The WELTS
well log database (http://www.navmaps.alaska.gov/welts/) maintained by the ADNR was also
examined for well logs. Tables 1 presents the results of the data search. Nineteen well logs were
identified excluding three test wells drilled for Shangri La East Subdivision.
Following is a table of key data elements from well logs in the vicinity of the proposed
development. Transmissivities (T) were estimated using the formula: T--2000 x specific
capacity, where specific capacity = reported yield/dra~vdown. Full drawdown is assumed where
data were lacking, resulting in conservative (i.e. low) estimates ofT.
Table- 1. Summary of data for wells near Shangri La East Subdivision.
Location Well Reported yield or Estimated Aquifer Static water level in
depth flow rate and year of transmis- type feet below land surface
(feet) measurement (gpm) sivity and year of
(gpd/ft) measurement
L1 Shangri 300 8 2003 60 Bedrock 33 2003
La Estates
L2 Shangri 400 4 2003 21 Bedrock 17 2003
La Estates
L3 Shangri 347 2 2003 13 Bedrock 34 2003
La Estates
1.5 2004 10 167 2004
L4 Shangri 476 5 (after I 2005 ,30 Bedrock 142 2005
La Estates hydrofrac-
king)
L5 Shangfi 6 2005 45 41 2005
La Estates 307 3 2007 Not Bedrock 30 2007
Calculable
L6 Shangri 417 1.5 2004 13 Bedrock 179 2004
La Estates
L7 Shangri 360 2 2004 14 Bedrock 84 2004
La Estates
5 2003 34 8 2003
L8 Shangfi 300 3.7 2007 Not Bedrock 26 2007
La Estates calculable
Evaluation of aquifers in the vicinity of Page 3 of 11 February 23, 2011
Shangrl La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING INC.
Location Well Reported yield or Estimated Aquifer Static water level in
depth flow rate and year of transmis- type feet below land surface
(feet) measurement (gpm) sivity and year of
(gpd/fl) measurement
L10 Shangri 300 0.5 2006 2 Bedrock 20 2006
La Estates
L11 Shangri 5 2004 36 24 2004
La Estates 300 3.6 2009 Not Bedrock 23 2009
calculable
20+ 2002 140+ 20 2002
L13 Shangri 307 2.5 2002 29 Bedrock 24 2002
La Estates 4 2004 27 10 2004
L14 Shangri 20 2002 140 21 2002
La Estates 307 7 2002 55 Bedrock 24 2002
L15 Shangri 466 2 2008 9 Bedrock 20 2008
La Estates
L16 Shangri 407 4 2005 21 Bedrock 21 2005
La Estates
L17 Shangri 305 10 2002 72 Bedrock 29 2002
La Estates
L18 Shangri 301 2 2008 13 Bedrock 2 2008
La Estates
L20 Shangri 307 6 2002 47 23 2002
La Estates 3.18 2010 Not Bedrock 33 2010
calculable
L21 Shangri 306 4 2008 31 Bedrock 48 2008
La Estates
305 3 1981 47 55 1985
L8 B3 1.2 1994 11 Bedrock 86 1994
Ptarmigan 0.85 1996 6 32 1996
Roost Subd. 0.76 2003 6 33 2003
0.67 2008 5 32 2008
Note: Estimated transmissivity (T) in allons/day/ft calculated by T= SC x 2000 where SC
(specific capacity) -- yield (in gpm)/drawdown (in fl).
Summary of Well Record Review
Nineteen wells in the vicinity were found to tap the bedrock aquifer. Reported yields range from
0.67 to 20 gpm, and inspection ofwater-level data collected during different years shows that
water levels in the aquifer have remained relatively stable. The median reported well yield is 4
gpm. This is approxhnately eight times the minimum required yield needed for a five bedroom
home using the Municipality criterion of 150 gpd/bedroom.
Static water levels range in depth from approximately 2 to 179 ft below land surface. Well
depths range from 300 ft to 476 fl below land surface, with a median well depth of 307 ft.
Calculated transmissivity values range from 2 to 72 gpd/fl. In cases where multiple values of
Evaluation of aquifers in the vicinity of Page 4 of 11 February 23,2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
transmissivity were available for the same well, the louver value was used for this analysis. The
median estimated value of transmissivity is 21 gpd/ft. This value is in the low end of the range
for a fractured metamorphic bedrock aquifer (Freeze and Cherry, 1979, p. 29).
The available well data indicate that wells in the vicinity are capable of supplying sufficient
water to single family homes on an on-going basis. While well yields from bedrock wells in this
area are low, they are generally adequate for household use. Some wells require in-home storage
or hydrofracking to increase yields.
Dearborn and Barnwell (1975) observe that effective solutions to marginal well yields in bedrock
wells include deepehing well bores to provide additional water storage within the well bore or
adding water storage in the home. Deepehing the well may also increase the well yield by
tapping previously untapped fractures. Another potential solution to increase yield from the
aquifer is to move to another location on the lot and drill a new well.
Wells that exhibit declining yields over time should be evaluated by a well professional for
plugging. Plugging can be caused by sediment accumulations, iron hydroxide bioaccumulations,
or precipitated calcium carbonate, all of which can occur in wells subject to large fluctuations in
water levels caused by normal water usage. All of these plugging problems can be treated by
accepted physical or chemical treatment methodologies.
An example of potential well plugging is seen in the records for the well on Lot 8 Block 3 of
Ptarmigan Roost Subdivision (Table 1). Since construction in 1981, this well has been the
subject of four subsequent engineering evaluations. Each evaluation found a lower yield
compared to the previous evaluation. Sighificantly, the static water level in the well has
remained relatively consistent, which indicates that the aquifer has not experienced an areawide
lowering of water levels. This means that the aquifer is not being depleted of water. Rather, the
fi'actures adjacent to the well-bore are yielding less water than they used to. This is likely
attributable to plugging and indicates the need for well rehabilitative work to restore or enhance
the yield of water from the well.
Summary of Vicinity Analysis. The proposed subdivision is located in an area where numerous
wells already tap the bedrock aquifer. Existing data show that the aquifer is not exhibiting
water-level declines from existing development. Areawide water budget and potential aquifer
recharge data also suggest that the aquifer has the potential to supply the water required for
indef'mite sustainable on-site use for the proposed Shangri La East Subdivision.
SITE EVALUATION
Test-Well Drilling
Three test wells were drilled at the locations shown on attached Figure lB. Logs of the wells are
contained in the Attachments. For this report, the well drilled on lot 7 (106 ft deep) will be
called Well 7, the well drilled on Lot 6 (326 fi deep) will be called Well 6, amd the well drilled
on Lot 9 (406 ft deep) will be called Well 9. All of the wells tap the bedrock aquifer. The wells
Evaluation of aquifers in the vicinity of Page 5 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
were developed by air-lift pumping, with estimated reported yields at the time of drilling ranging
from 2 to 20+ gpm.
Aquifer Testing Results
Testing of Well 7. Aquifer testing was performed first using Well 7 as the pumped well and
Wells 6 and 9 as observation wells. A pump was set in Well 7 at a depth of 100 ft~ The driller's
log of the well indicated a potential flow rate of 20+ gpm, and, in 2006, a four-hour pumping test
was conducted at a variable rate starting at 34 gpm and ending at 8.5 gpm with 50.65 ft of
drawdown. Based on these data, a flow rate of approximately 5 gpm was selected to start a 24-
hr test at 1:40 pm on January 24, 2011. The water-level data collected during the 24-hr test from
the pumped well is shown in the Attachmants. Water levels are recorded as feet of water above
the sensor, which was set at a depth of 103.1 fl below land surface. Well 7 had an initial static
water level depth below land surface of 49.88 ft. A totalizing flow meter recorded a total of
4863 gallons of water were pumped during the 24 hr test, for an average rate of 3.37 gpm.
The data show that the water level gradually drew down approximately 13 ft during the fzrst 6
hrs of pumping, and then rapidly drew down an additional 34 ft to the pump intake within the
next 1.5 hrs. The pumping yield of the well declined to 2.1 gpm at the end of the test period,
with the pump periodically sucking air. The data suggest that the fractured rock aquifer at this
site is quite variable. Initially, an unusually productive reservoir of water in the aquifer appears
to be available for pumping, but after removal of that water, the well yield is reduced
sigrtificantly to yield water at rates comparable to those of surrounding wells. This provides an
explanation for the anomalously high yield reported at the time of drilling, which was based only
on short-term testing.
There were no discemable responses in the monitoring wells to the pumping. The water level in
Well 6 fluctuated irregularly by less than 0.3 ft during the testing and recovery and the water
level in Well 9 fluctuated less than 0.2 ft during the same period.
Analysis of the early-time drawdown data from Well 7 were not used for the calculation of
aquifer transmissivity because these data would lead to an overly large estimate. The late-time
and more conservative drawdown data from Well 7 were used to estimate transmissivity.
A widely-used empirical equation used to estimate transmissivity from aquifer test data is
derived from the specific capacity of the pumped well at the end of the test. This relationship
(Sterrett, Robert J., 2007, Appendix 6.N) is:
T = 2000 x SC where:
T = transmissivity (gpd/ft)
SC = Specific Capacity (gpm/ft ofdrawdown) = yield/drawdown
In this case, SC = 2.1 gpm/47.6 ft = 0.044 gpm/ft of drawdown.
and
Evaluation of aquifers in the vicinity of Page 6 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING INC.
T 2000 x 0.044 gpm/ft ofdrawdown = 88 gpd/ft
Storativity of the aquifer could not be calculated with the drawdown data from only the
production well. A responding observation well is required to calculated storativity.
After pumping was stopped, the well recovery rate showed that the well bore gained water at a
rate of 2.1 gpm during the first 10 minutes of recovery. This conf'mns the yield amd
transmissivity estimate of the aquifer.
Well 6 testing. Aquifer testing was next performed using Well 6 as the pumped well and Wells
7 and 9 as observation wells. A pump was set in Well 6 at a depth of 299 ft.
The test was initiated on January 26, 2011. The water-level data collected during the 24-hr test
from the pumped well is shown in the Attachments. Water levels axe recorded as feet of water
above the sensor, which was set at a depth of 307 ft below land surface. Well 7 had an initial
static water level of42~28 ft below land surface. The initial flow rate during the test was
approximately 1.6 gpm. A total of 993 gallons of water were pumped during the 24 hr test, for
an average rate of 0.69 gpm, which is further explained below.
The data show that the water level drew down within the first 5.5 hrs to the pmrtp intake. The
yield of the well declined to an average of 0.38 gpm during the last 3 hours of pumping.
There were no discemable responses in the monitoring wells to the pumping. The water level in
well 7 exhibited continuing recovery from the earlier pumping of well 7 until mid-day on
January 29 when the datalogger was removed from the well.
Transmissivity is estimated as described previously, using:
T -- 2000 x SC where:
T = transmissivity (gpd/ft)
SC - Specific Capacity (gpm/fi of drawdown) = yield/drawdown
In this case, SC -- 0.38 gpm/254 t5 = 0.0015 gpm/ft of drawdown.
and
T = 2000 x 0.0015 gpm/ft ofdrawdown = 3.0 gpd/ft
Again, storativity of the aquifer could not be calculated with the drawdown data from only the
production well.
After pumping was stopped, the well recovery rate showed that the well bore gained water at a
rate of 0.45 gpm during the first 20 minutes of recovery. This confimas the yield and
transmissivity estimate of the aquifer.
Evaluation of aquifers in the vicinity of Page 7 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING, INC.
Well 9 testing. Aquifer testing was next performed using Well 9 as the pumped well and Wells
6 and 7 as observation wells. A pump was set in Well 9 at a depth of 362 ft. On January 31-
February 1,2011, a 24.7 hour aquifer test was conducted. The water-level data are contained in
the Attachinents. The data are plotted both according to clock time and selected data are plotted
using a semi-logarithmic time-scale to facilitate analysis.
The test was started at 3:00 pm and the rate of pumping was set at approximately 2.2 gpm based
on the well driller's estimate of a well yield of 2 gpm at the time ofwelI construction. From an
initial static water level of 41.11 fl, the water level drew down to a level of 100.68 ft. The
average rate of pumping during the test was 2.18 gpm. The data were analyzed according to the
method of Cooper and Jacob (1946), and a value of transmissivity of 34 gpd/ft was calculated.
There were no discemable responses in the monitoring wells to the pmnping. Their water levels
fluctuated irregularly by less than 0.5 ft during the testing and recovery.
Again, storativity of the aquifer could not be calculated with the drawdown data from only the
production well. Recovery data generally confirmed the transmissivity of the aquifer.
The testing deviated from one of the aquifer test guidelines provided by the Municipality of
Anchorage. This guideline calls for achieving 70 percent of available drawdown at the end of
the test. Drawdown at the end of the test did not achieve this percentage. This is considered a
minor deviation from the guidance that is not expected to have any significant effect on test
results or the conclusions of this report for the following reasons:
1. The calculation for transmissivity of the aquifer at the site of Well 9 are not likely to change
significantly even if a higher pumping rate would have been used and more drawdown would
have occurred. The mathematics of the Cooper and Jacob solution apply equally to any pumping
rate. Commonly-cited references such as ASTM Standard D 4043-96 (Reapproved in 2004) and
Groundwater and Wells (third edition) make no mention of establishing an arbitr~xy amount of
drawdown that needs to be achieved in order for a test to be considered valid. This may be a
result of the difficulty of determiifing in advance the constant flow rote needed to achieve a
certain mnount of drawdown. In this case, the creation of almost 60 ft of drawdown over a 24-hr
period shows that the aquifer was amply stressed to make a reasonable calculation of
transmissivity using commonly accepted methods. The value of transmissivity determined is
well within the ranges of other transmissivities determined or cited during this investigation for
this vicinity and is considered valid for the purposes of this report.
2. The transmissivity determined from this test is likely more reliable than that derived from a
test in which drawdown reaches the pump intake and the pumping rate varies through periods of
cavitation and recovery. Cavitation reduces the pumps yield, which leads to deviation from the
desired test condition of pumping at a constant rate.
3. The well tested yielded more water than expected with less drawdown. Based on five
previous 24-hr tests of bedrock wells in Shangri La and Shm~gri La East subdivisions, this well
was expected to draw all the way do~vn as the other wells had. The f'mding of"more water than
Evaluation of aquifers in the vicinity of Page 8 of 11 February 23,2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING, INC.
expected" illustrates the natural variability of a fractured bedrock aquifer of this type and the
difficulty of predicting a well's response to pumping in advance. The conclusions of the report
are more dependent on the assessment of the lower end of the range of water availability, or
threshold values, than the upper end.
4. The overall testing program for the aquifer at this site is quite rigorous, even with the
deviation from the guideline described above. The guidelines allow for the completion of only
one 24-hr test if the observation wells respond to pumping from the first (and centrally located)
well. The completion of three 24-hr tests provides assurance that the results are representative of
the site and that the analysis of the effects of pumping from new wells is well founded.
Summary of Site Evaluation
Test drilling and aquifer testing at Shangri La East Subdivision yielded estimates of
transmissivity of 3, 34, and 88 gpm/fi from three separate 24-hr aquifer tests at three different
wells. These data closely match the range of values determined from the vicinity analysis of 2 to
76 gpd/ft. It was not possible to estimate aquifer storativity from the test data. No water level
responses to pumping were noted in observation wells during any of the tests, suggesting that the
fracture zones tapped by the wells were not closely intemonnected.
POTENTIAL EFFECTS OF NEW PUMPING
A Theis (1935) analysis was performed to estimate drawdown in surrounding wells from
pumping new wells at Shangri La East subdivision. These calculations required certain
simplifying assumptions. They assume that the aquifer is infinite in lateral extent without
boundary conditions, is homogeneous and isntropic, and that recharge does not occur within the
simulation time period. While these assmnptions are simplifications of actual aquifer conditions,
the Theis model is widely used and can provide an initial assessment of the magnitude of the
likely effects of pumping on nearby wells.
The potential effects of pumping were simulated by assuming that all of the new pumping comes
from a single well located at the center of Shangri La East subdivision. The rate of pumping is
assumed to be 450 gpd/lot, or 16650 gpd for the 37 lots
The aquifer transmissivity is assumed to be 18.1 gpd/ft, which is the geometric mean of the three
transmissivities determined from the site evaluation data.
The period of pmnping is assumed to be 200 days. This time period represents a winter period of
low recharge, after which it is assumed that additional water would be available from spring
recharge.
The aquifer storativity is assumed to be 0.001, which is intermediate between a fully confined
aquifer and a fractured-rock water-table aquifer. This value assumes that a small mnount of
water would likely be available from dewatering fractures in the upper part of the aquifer during
pumping.
Evatuation of aquifers in the vicinity of Page 9 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
Drawdowns are calculated from the center of Shangri La East Subdivision to the center of
Shangri La Subdivision, which is the only subdivision adjacent to the new subdivision. The
distance between the centers of these subdivisions is 1320 ft.
Using these parameters, the Theis model calculates drawdown of 19 ft after 200 days of
simulated pumping A review of the data in Table 1 shows that most wells in Shangri La
Subdivision have more than 250 ft of water standing in their casings under static conditions.
This indicates that the effects of water use at the new subdivision are likely to be small on
surrounding wells. This is supported by the data from the site analysis that found no detectable
interference in wells drilled on adjacent lots in Shangri La East subdivision.
SUMMARY AND CONCLUSIONS
All wells in the Shangri La East Subdivision are likely to tap a low-yield bedrock aquifer.
Separate testing of three test wells shows low-yield bedrock aquifer characteristics similar to
wells in the vicinity. All wells tested are adequate to meet Municipality of Anchorage
requirements for single family domestic usage. The well on Lot 6, without supplement storage,
;vould only provide sufficient water for a three bedroom home, according to the current required
yield of 150 gallons per day per bedroom. This well would be a potential candidate for
deepening or hydrofi~acking in order to increase its yield.
Monitoring of the wells showed no well interference between the wells, suggesting that the wells
all tap hydraulically separate fracture systems in the bedrock aquifer.
Wells drilled on other lots in Shangri La East Subdivision are also likely to meet MOA
standards, however, some wells may require hydrofracking or supplemental in-home water
storage.
Interviews with agency personnel, reviews of data files, and area-wide hydrologic analyses show
that water-level declines are not evident in the bedrock aquifer and that the local hydrologic
regime appears to be adequate to support existing and new water demands from wells as
proposed.
Model calculations indicate that approximately 19 ft of drawdown is possible at surrounding
wells. These calculations suggest that some amount of water level response will occur in
surrounding wells as a result of pumping from new wells at Shangri La East Subdivision. A
review of well logs shows that most wells in the vicinity have more than 250 ft of available
drawdown, indicating that such water-level declines would not adversely affect the performance
of those wells.
The multiple lines of analysis conducted for this evaluation all provide consistent support to the
findings that there is an adequate supply of water to support the proposed Shangri La East
Subdivision and that the new use of water will not adversely affect the ability of surrounding
water users to obtain water.
Evaluation of aquifers in the vicinity of Page 10 of 11 February 23,2011
Shangri La East Subdivision, Anchorage, Alaska
J. A. MUNTER CONSULTING~ INC.
CLOSING
Should you have any questions about this report, please call me at 345-0165 or 727-63
Sincerely,
J. A. Munter Consulting, Inc.
(original signed)
James A. Munter
Principal Hydrogeologist
Certified Ground Water Professional No. 119481
Alaska Licensed Professional Geologist No. 568
Attachments: Figures,Well Logs, and Water-Level Data
References Cited
ASTM, 2004, Standard guide for selection of aquifer test method in determining
hydraulic properties by well tectmiques, ASTM Designation D 4043 - 96 (reapproved 2004),
ASTM, 100 Barr Harbor Drive, Conshohocken PA. 6 p.
Cooper H. H. Jr., and C. E. Jacob, 1946, A generalized graphical method for evaluating
formation constants and summarizing well field history. Trans. Amer. Geophys. Union, 27, pp
526-534.
Dearbom, L. L., and W. W. Bamwell, 1975, Hydrology for Land-use Planning, the
Hillside area, Anchorage, Alaska, U.S. Geological Survey Open-file report 75-105.
Freeze R. A., and J. A. Cherry, 1979, Groundwater, Prentice Hall, Englewood Cliffs, NJ,
604 p.
Glass, Roy L., 1988, Map showing depth to bedrock, Anchorage, Alaska, U. S.
Geological Survey Open File Report 88-198, 1 sheet, scale 1:25000.
Sterrett, Robert J., ed., 2007, Groundwater and wells, 3~d edition, Johnson Screens, A
Weatherford Company, New Brighton, Minnesota, 812 p. plus appendices.
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.
Evaluation of aquifers in the vicinity of Page 11 of 11 February 23, 2011
Shangri La East Subdivision, Anchorage, Alaska
] Prbject
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PURPOSE: COMPENSATORY MIT{GA]ION
I ANCHORAGE DEVELOPMENT &
CONSTRUCT, ON, UC.
9'~'~1 ELUORE ROAO VICINITY MAP
ANCHORAGE, AK 99507
Location: N 1/2 SECTION 2, SCALE: NTS
T11N, R.3W, S.M. DATE: 5/18/11 SHEET 1 OF 3
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Well 6 Test: Pumped Well Water-Level Data
period of record: 1/26/11 to 1/28/11
300
250
200
150
100
50
0
10:llAM 10:llPM
-~-ft of water above probe
10:llAM 10:11 PM 10:11 AM
Well 7 Test: Pumped Well Water-Level Data
period of record 1120111 to 1126111
50
40
30
20
10 ..............
0
3:56 PM 3:56 PM 3:56 PM 3:56 PM 3:56 PM 3:56 PM
· ~-ft of water above probe
400
350
300
250
200
150
100
5O
0
3:00 PM
Well 9: Pumped Well Water-Level Data
period of record 1/29/11 to 2/2/11
ft of water above probe
3:00 PM 3:00 PM 3:00 PM 3:00 PM
1.00
Well 9 drawdown vs time since pumping
started (min)
(pumped well data)
10.00 100.00 1000.00 10000.00
· drawdown (ft)
Mov 29 OG 04:32p Sonshine Enterprises (907) 34G-8057 p.3
ALPINE DRILLING & ENTERPRISES
Permit Number: #SWp60347 DateofIssue: f0-24-06
Date Started: 11-'¢4-06 Date Compleled: ¢¢-10-06
Legal Description:
Property Owner Name & Address:
Borehole Data:
Soft Type, Thickness & Water Strata
stick-up
gravelly silt
Bedrock
Parcel Identification Number: 020-043-13
Is wel~ located at approved permit location? [] Yes [] No
Horace Tract 2 - Shengra-La Block 2 Lot 6
Anchorage Development & Construction
9441 Abbot Loop Read
Anchorage, Alaska 99516
Depth (ft) Method of Drilling [] a~r rotary [] cable tool
From To
Casing Wpe: steel
0 3 Wall Thickness:. 250 inches
3 ¢7 Diameter: _6 inches Depth: 20 feet
17 326 Liner Type: pvc 0-40 feet
Diameter: _4 inches Depth: 4~0 feet
Casing stickup above ground: _3 feet
Static water level (from ground level): 2i fec,
Pumping level: 326 feet after
_2 hours pumping _4 gpm
Recovery. Rate: _4 gpm
Method of Testing: air
Well Intake Opening Type:
[] Open End [] Open Hole
[] Screened Start feet Stopped feet
[] Perforations Start feet Stopped feet
Grout Type: bentonite granules Volume:
Depth: Start Q feet Stopped ~ feet
Pump: Intake Depth feet
Pump size . hp Brand Name
Well Disinfected Upon Completion.'? ~ Yes ~ No
Method of Disinfection: chlorine tablets
Comments.%4nnulu,~ aro~d P VC filIed with bentonite
chips from 40'to JO'. Casing hm granules from surface to
bedrock.
Well Driller: Alpine Drilling & Enterprises
PO Box ~ ~0496
Anchorage Alaska 9951
Attention: The well driller shall provide a well log to the property owner within/30 days of completion and the property
owner or the well driller shall provide a well log to the Development Services~D'epartment within 60 days of completion.
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