HomeMy WebLinkAboutPROSPECT HEIGHTS BLK 1 LT 6Onsite File
Prospect
Heights
Block 1
Lot 6
#015-133-12
MOA site visit (3/9/22): No signs that
systems were installed under OSP141134.
On -Site Water & Wastewater System Permit
MUNICIPALITY OF ANCHORAGE
Development Services Department
On -Site Water & Wastewater Program
4700 Elmore Road, PO Box 196650
Anchorage, AK 99519-6650
Telephone: (907) 343-7904
Permit Number: OSP141134
Tax Code Number: 01513312000
Work Type: WellSeptic None
Permit Effective Dates: June 25, 2014 to June 25, 2015
Design Engineer: ANDERSON CONSTRUCTION & ENG'G
Subdivision: PROSPECT HEIGHTS
Site Legal Address: PROSPECT HEIGHTS BLK 1 LT 6 G:2541
Owner/Address: BENNETT DARYL L
10201 PROSPECT DRIVE ANCHORAGE AK 995070000
Site Mailing Address: 10301 Prospect DR, Anchorage
This permit is for the construction of:
Y Disposal Field Y Septic Tank N Holding Tank
Lot Size in Sq Ft: 90160
Total Bedrooms: 5
N Privy Y Private Well N Water Storage
All construction must be in accordance with:
1. The attached approved design.
2. All requirements specified in Anchorage Municipal code Chapters 15.55 and 15.65 and the State of Alaska Wastewater
Disposal Regulations (18AAC72) and Drinking Water Regulations (18AAC80).
3. The wastewater code requires inspections during the installation. The engineer must notify the Development Services
Department at least 2 hours prior to each inspection. Provide notification by calling (907) 343-7904 (24 hours).
4. From October 15 to April 15, a subsurface soil absorption system under construction during freezing weather must either:
A. Open and Close on the same day.
B. Covered, sealed, and heated to prevent freezing.
Special Provisions:
1. The access agreement is to be recorded with the state prior to Inspection Report approval.
2. The Engineer needs to do groundwater confirmation prior to the construction of the septic field.
Construction may proceed at your own risk before the 7 day water monitoring is complete. Please
submit stamped and signed results with the As -built Inspection Report. If the results require a
design change, construction of the system will stop pending On -Site review and approval.
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Received
Issued By:
Date:
Date: F�
Municipality of Anchorage
P.O. Box 196650 • 4700 Elmore Road
Anchorage Alaska 99519-6650 • (907) 343-7904 • Fax (907) 343-7997
hftp://www.muni.om/Onsite
Development Services Division
On -Site Water and Wastewater Program
Ment s,
tic F
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Department
**** VARIANCEIWAIVER REVIEW ****
Waiver#: OSP141267 COSA#: _ Permit#: OSP141134
PID#: 015-133-12
Legal Description: Prospect Heights Block 1 Lot 6
Engineer: Mike N. Anderson
Applicant: Daryl Bennett
Your request for a waiver of the required 50 feet horizontal separation from the absorption field
to the excessive slope has been approved. See the approved design for the location and the
extent of fill required.
This waiver approval applies to the proposed absorption field only. Any future upgrade to the
on-site wastewater disposal system will require all separation distances be met or another
approval from this department.
❑ The affected adjacent property owner(s) have been given a 7 day notice regarding this
waiver.
❑ Notarized letter(s) of nonobjection have been received from the owner(s) of the affected
adjacent property.
® Adjacent properties are not affected by this waiver.
...............................................................................
Waiver is Granted: X Waiver is not Granted:
Date: 711711Y Approved by:
Name of Reviewe
.......................................... 0................ •................1
Rec#: 005616 Amount: $215.00 Date Paid: 6/25/14
**** VARIANCE/WAIVER REVIEW ****
MUNICIPALITY OF
mom.
Community Development Department
Development Services Division
On -Site Water & Wastewater Program
Phone: 907-343-7904
Fax: 907-343-7997
ON-SITE SEWER/WELL PERMIT APPLICATION
Parcel I.D. 0/5–L –11,sS —I T --e
Propertyowner(s) IPav�,_ rwncle-1 Day phone
Mailing address igc/( W lttl, AOvate-f- (7 -4 --
Site address
Legal description (Sub'd., Block & Lot)
Legal description (Township, Range & Section)
Lot Size q Q SOD Sq. Ft.
APPLICATION IS FOR:
(Z all that apply)
Absorption Field
®
Septic Tank
N-
Holding Tank
❑
Privy
❑
Private Well
❑
Water Storage
❑
Number of Bedrooms <_
APPLICATION IS AN: TYPE OF DWELLING:
Initial
®
Single Family (SF)
N-
(w/wo ADU)
Upgrade
❑
Duplex (D)
❑
Renewal
F-1
Multiple Dwellings
❑
W511111
(SF and/or D)
MAY 2 3
?Old
THIS APPLICATION INCLUDES A VARIANCE / WAIVER REQUEST FOR:
Distance:
I certify that the above information is correct. I further certify that this is in accordance with
applicable Municipal Codes.
(Signature of property owner or
Permit/Rush Fees: Q 21 S ' Waiver Fees: 1Z 15
Date of Payment: Date of Payment: 6/z -/Y
Receipt Number: [ L Receipt Number: 00561.6
Permit No. r) Waiver Waiver No. 0.�,P/141257
PermltApp .::;�.,:c�
Michael N. Anderson, P.E.
Civil/Structural Engineering & Construction
4661 Natrona Avenue
Anchorage, Alaska 99516
Phone 345-3377
Fax 345-1391
June 25, 2014
Municipalities of Anchorage
Departments of Community Development and Onsite Water and Wastewater
P.O. Box 196650
Anchorage, Alaska 99519-6650
Re: New septic system, Comments and Waiver request
Legal: Prospect Heights S/D Blk 1, Lot 6
To Whom it may concern
The access agreement is approved by Jillanne Inglis with the planning department, please call her to verify.
The silty gravel is the only layer we are using for the leach field. The other test hole shows 3 feet of
overburden my test hole only had 2 feet. All of the leach field has been moved outside the radius of TH#1.
The Engineers letter has been updated with this tetter. The original test hole (TH#1) was re -excavated to
verify the soils and my revised soils log is attached. They are slightly different in the soil strata recording
area. On test hole #2 a new hole was excavated and found 2 feet of organics/potato dirt then silty gravel for
the entire depth, with stiffer material at the bottom. Test hole #3 was started but found water at about 5 to 6
feet so the excavation was stopped. The excavator stated that snow had been found there late into the
summer maybe that had something to do with the water, who knows?
The dates on the soils logs will be undated and the water monitoring.
This is also a request for a waiver on the above referenced lot from a slope greater than 25 percent. As
shown on the site plan, extra soil will be used from the foundation excavation to build the slope up to less
than 25 percent for 50 feet down slope from the leach field.
The soil logs will be submitted with the letter and they have been included on the site plan.
The 200 scale site plan has the correct legal descriptions for the neighboring lots.
Please call me if you have any questions.
Sincerely
Michael N. Anderson, P.E.
DESIGN CRITERIA:
(TH#3)
5 BDRM X 150 = 750 GPD
SOILS = 750/1.2 = 625 GPD ORO
625 GA/12 = 52' s GM
'(1) TRENCH H2O ® 5' JUN 2014
9.0' DEEP
6.0' EFFECTIVE
2.0' WIDE
52' LONG
(TH#2) (TH#1)
ORG
2 ORG 3
71 IGM
22-0
is Ll 1s
H2O DRY JUN2 2014
SEPTIC FIELD SECTION
SEPTIC
PROSPECT HEIGHTS q
BLOCK 2, LOT 6
oh PROPERTY LINE ; --
2
SEPTIC a s L2 SEPTIC
PRes�€er�GrrTs
5'
/ a
Y
// of
Septic Design Prepared for
DARYLBENNETT
PROSPECT HEIGHTS, BLOCK 1, LOT 6
Anchorage, Alaska
Michael N. Anderson, P.E. DATE:
4601 NATRONA AVE DRAWN:
ANCHORAGE, ALASKA 99516
(907) 345-3377/ FAX: (907) 345-1391 SCALE:
HOUSE
SEPTIC
KAS�CBF/MICCS -11
-
BLOCK 55, LOT 2A
ED
VACANT
/
f HILLS
5, LOT 6_
6/23/2014
011.4
V=200'
OVER
ROCK
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IL
1
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PROSPECT HEIGHTS r
1
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BLOCK 2, LOT B
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DRAINAGE FIELD
PROSPECT HEIGHTS
BLOCK 1, LOT 7
III / ✓ PROSPECT HEIGH713
/ !' j
BLOCK 2, LOT /1
� 111SEPTIC
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SEPTIC
PROSPECT HEIGHTS q
BLOCK 2, LOT 6
oh PROPERTY LINE ; --
2
SEPTIC a s L2 SEPTIC
PRes�€er�GrrTs
5'
/ a
Y
// of
Septic Design Prepared for
DARYLBENNETT
PROSPECT HEIGHTS, BLOCK 1, LOT 6
Anchorage, Alaska
Michael N. Anderson, P.E. DATE:
4601 NATRONA AVE DRAWN:
ANCHORAGE, ALASKA 99516
(907) 345-3377/ FAX: (907) 345-1391 SCALE:
HOUSE
SEPTIC
KAS�CBF/MICCS -11
-
BLOCK 55, LOT 2A
ED
VACANT
/
f HILLS
5, LOT 6_
6/23/2014
011.4
V=200'
OVER
ROCK
III
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MAX SLOPE 25% TYP.
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PROPOSED /
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-6iQfAWG HOUSE
PROSPECT HEIGHTS, BLOCK 1, LOT 6
Anchorage, Alaska
Michael N. Anderson,. P.E. DATE:
4601 NATRONA AVE DRAWN:
ANCHORAGE, ALASKA 99516
(907) 345-3377 / FAX: (907) 345-1391 SCALE:
VACANT
6/23/2014 70, c';Michael N. Anderson
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NEW PROPOSED WELL
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PROSPECT HEIGHTS, BLOCK 1, LOT 6
Anchorage, Alaska
Michael N. Anderson,. P.E. DATE:
4601 NATRONA AVE DRAWN:
ANCHORAGE, ALASKA 99516
(907) 345-3377 / FAX: (907) 345-1391 SCALE:
VACANT
6/23/2014 70, c';Michael N. Anderson
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ADDITIONAL FILL DOWN
SLOPE OF THE FIELD 36 LEACH FIELD
EXISTING 30%
SLOPE
NEW SLOPE W/ EXTRA FILL,
LESS THAN 259 MAX.
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DARYL BENNETT �.• �E OF q�
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PROSPECT HEIGHTS, BLOCK 1, LOT 6
Anchorage, Alaska TTHH GV
0..�/.Y
Michael N. Anderson P.E. ,� ;Michael N.
DATE: 6/23/JDJR
4601 NATRONA AVE DRAWN: 1907) 34ANCH0RAGE, ALASKA 99516 5 3377 /FAX907) 345-1391 SCALE: 1 " ♦, ��� pROFF'
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Municipality of Anchorage
Development Services Department
Building Safety Division
On -Site Water and Wastewater Program
4700 Elmore Road
P.O. Box 196650 Anchorage, AK 99507
wp_ vw_c ranch orage_ ak_us
(907) 343-7904
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Soils Log - Percolation Test Ll
Performed For: �p y, L (7'l P/1 n c/ aa r _ y� Date Performed:
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Reading Date Gross Time Net Time Depth to Water Net Drop
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PERCOLATION RATE (minuteslinca PERC HOLE DIAMETER
LEST RUN BETWEEN FT AND FT
PERFORMED BY: I " f IV, I CERTIFY THAT THIS TES WA
PERFORMED IN ACCORDANCE WITH ALLSTATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: Z
Municipality of Anchorage
Development Services Department
Building Safety Division
On-Site Water and Wastewater Program
4700 Elmore Road
P.O. Box 196650 Anchorage, AK 99507
www ci anchorage,ak.us
(907) 343-7904
Soils Log - Percolation Test
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Dale
n . VdCHA '. N
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Depth to Water
Net Drop
Performed For: G Iry v C1 L( � t 1'r+ c t Date Performed:
Legal Description: P/0 jigs LT 9,irA FG r;l Lvf tp Township, Range, Section:
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16-
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18-
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COMMENTS
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IF YES, AT WHAT DEPTH? L
Depth to Water After
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Site Plan
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Net Time
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PERCOLATION RATE 'L (mnutesfrrh) PERC HOLE DIAMETER
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PERFORMED BY: q X .Art L-rr 40*i I CERTIFY THAT THIS TEST WAS
PERFORMED IN ACCORDANCE WITH ALLSTATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: Z /4(
Performed For:
Legal Description:
Municipality of Anchorage
Development Services Department
Building Safely Division
On -Site Water and Wastewater Program
4700 Elmore Road
P.O. Box 196650 Anchorage, AK 99507
www cianchciage.ak.us
(907) 343 7904
Soils Log - Percolation Test
P0 UV /t4 I/ (Av-m rro e/Tr Date Perfr
f�4�%721 S rh(aN �S VAI Lui-(o Township, Range, Section:
11-
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WAS GROUND WATER
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MEMMEMMEME
IF YES, AT WHAT DEPTH?
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PERCOLATION RATE (minutes/inch) PERC HOLE DIAMETER
TEST RUN BETWEEN FT AND FT
COMMENTS 42-ka to 01 -cc c �C-C, �r, C_ tn.m {„��
PERFORMED BY: I\/f /FA I CERTIFY THAT THIS TES WAS
PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: /'�
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MEMMEMMEME
MEMEMEME
-AEMENEMEMEMMEMNSEEMMEMEMMEMEMEMMEMMEMEMMEMEMEMEMEME
Reading Date Gross Time Net Time Depth to Water Net Drop
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PERCOLATION RATE (minutes/inch) PERC HOLE DIAMETER
TEST RUN BETWEEN FT AND FT
COMMENTS 42-ka to 01 -cc c �C-C, �r, C_ tn.m {„��
PERFORMED BY: I\/f /FA I CERTIFY THAT THIS TES WAS
PERFORMED IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: /'�
AUC; -12-37 TUE 09:80 AM TQDTfEN SPURKLAND 2766013
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DEPARTMENT OF HGALTH S Hu '48
025 "L" Street, Anchorage, Alask Pt9sgt� • •itP 'Y
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DISCLAIMFRL
Past and future
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PERFORMI;D BY; - — _
ACCORDANCE! WITH ALL STATE
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140Le-
DISCLAIMFRL
Past and future
'fre"m- T eTe`--6G�e
PERFORMI;D BY; - — _
ACCORDANCE! WITH ALL STATE
72.00 (Flew, 4/65)
PERCOLATION RATElmmalsenncnr(
•.yy r rFERC HOLO OIAM47ER
TT RUN aeYWEEN _(
ESFT AND —a—PT
- ,• „• I:r3>ir.1LY..L+�,._511.4,Y.Cl_4�.1 y,
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ivitini_cipality of Anchorage QW4 Department of Health and Human Services
825 "L' Street
Rick Mystrom, P.O. Box 196650 Anchorage, Alaska 99519-6650
Mayor http://www.ci.anchorage.ak.us
December 30, 1999
BENNETT DARYL L & ELAINE T
3901 W INYL AIRPORT ROAD
ANCHORAGE, AK 995021076
Subject: PROSPECT HEIGHTS BLK I LT 6
Permit # SW990051 PID #1513312
The subject permit #SW990051 issued by this office for a single family well and/or on-
site wastewater system, is due to expire 365 days after it's issuance on 05 -Apr -99.
If this is a well permit and you have drilled the well, a well log must be sent to this office
for documentation of the installation and to close the permit.
If this is an on-site wastewater system and a licensed Professional Engineer has inspected
the installation, the original as -built inspection report must be sent to this office for
review, approval and documentation. All inspection reports must be submitted within 30
days of construction completion.
A new permit must be obtained from this office for a well and/or on-site wastewater
system NOT installed by the expiration date. However a new permit can be issued free of
charge for a second year if the application for the renewal is received on or before the
date of expiration of the original permit for which a fee was paid.
When applying for a new permit after the original permit has expired or for more than a
second year, the fees are: $320.00 for an on-site wastewater permit and $120.00 for a well
permit.
If you have any questions, please call this office at 343-4744.
Jams Cross, PE
Program Manager
On-site Services
enc: Copy of Permit
MUNICIPALITY OF ANCHORAGE
Department of Health and Human Services
On -Site Services Program
825 L Street, Room 502
P.O. Box 196650, Anchorage, AK 99519-6650
(907) 343-4744
ON-SITE WASTEWATER DISPOSAL SYSTEM PERMIT
Initial
Date Issued: Apr 05, 1999
Expiration Date: Apr 04, 2000
Permit Number: SW990051 Parcel ID: 015-133-12
Legal Description: PROSPECT HEIGHTS BILK 1 LT 6
Design Engineer: 0088 Anderson Construction & Eng'g Site Address: 010301 PROSPECT DR
Owner Name: Daryl Bennett Lot Size: 99200 SQ. FT.
Owner Address: 3901 W Int'I Airport Road Total Bedrooms: 5 Permit Bedrooms: 5
Anchorage , AK 99502-1076
This permit is for the construction of:
[] Disposal Field [] Septic Tank ❑ Holding Tank ❑ Privy ❑ Private Well ❑ Water Storage
All construction must be in accordance with:
1. The attached approved design.
2. All requirements specified in Anchorage Municipal Code Chapters 15.55 and 15.65 and the State of Alaska
Wastewater Disposal Regulations ( 1 BAAC72 ) and Drinking Water Regulations ( 18AAC80 ).
3. The engineer must notify DHHS at least 2 hours prior to each inspection. Provide notification by calling
(907) 343-4744 ( 24 hours ). ( Not required for a Water Supply Permit only ).
4. From October 15 to April 15, a subsurface soil absorption system under construction during freezing weather
must be either: A. Open and closed on the same day.
B. Covered, sealed, and heated to prevent freezing.
Received By:
Issued By:
Date:
�j2 ✓ %/t t/�U Date: Z /
l
March30, 1999
Michael Anderson, P. E.
14250 Golden View Drive
Anchorage, AK 99516
(907) 345-3377 home
(907) 3454391 fax
Department of Health and Human Services
P. O. Box 6650
Anchorage, AK 99519-6650
(907) 343-4744 Office
(907)343-4786 Fax
Re: Lot 6 Block 1 Prospect Heights
To Whom it may concern:
MAR 31 1999
MUNICIPALITY OF ANCHORAGE
ENVIRONMENTAL SERVICES DIVISIQN
This is a request for a new five bedroom septic system permit on the above lot. The lot has an
existing well as shown on the plan. Tobben Spurkland conducted the initial soil investigation in
August 1997 on lot 6 which had a pert of 6 minutes per inch with no water present. Shannon &
Wilson excavated four more holes for a foundation investigation in September 1998 again no
water was discovered.
The septic design consists of a single trench 2 feet wide and 60 feet long with an effective depth
of 8 feet. The maximum depth from grade will be 9.5 feet. The new trench will be constructed
perpendicular to the slope of the hill as the plan indicates. The cut bank on the west side of the
property is greater than 25% therefore 50 feet separation will be maintained.
There is no surface water on the property as the plot plan indicates for the proposed system.
The existing systems on the surrounding lots appear to be performing adequately and the new
upgrade will not impact these surrounding lots. The topography of the lot is sloping to the
south and west away from the house and septic system. Also the lot is large (two acres plus)
with excellent soils.
Please feel free to call me at any time to discuss this system at 345-3377.
Sincerely
Michael N. Anderson, P.E.
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SEPTIC DESIGN PREPARED FOR
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DARYL L. BENNETT
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LOTS 6 AND 7, BLOCK
PROSPECT
HEIGHTS SUBDIVISION
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PREPARED BY
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MICHAEL N. ANDERSON, P.E.E
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'� MICHAEL N. ANMRS ;.
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14250 N. GOLDENVIEW DRIVE
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(907)
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SEPTIC DESIGN PREPARED FOR
DARYL L. BENNETT
LOTS 6 AND 7, BLOCK 7
PROSPECT HEIGHTS SUBDIVISION
PREPARED BY °°• %%��
MICHAEL N. ANDERSON, P.E. ��i`!/rYF'/°:y0•
14250 N. GOLDENVIEW DRIVEcr
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SEPTIC DESIGN PREPARED FOR
DARYL L. BENNETT
LOTS 6 AND 7, BLOCK 7
PROSPECT HEIGHTS SUBDIVISION
PREPARED BY °°• %%��
MICHAEL N. ANDERSON, P.E. ��i`!/rYF'/°:y0•
14250 N. GOLDENVIEW DRIVEcr
CLL=,41 v a ne;
(907) 345-3377 / FAX (907) 345-1391 G��3. <..,. �Jhl��+4°.•, ;,
SCALE: 1 "=40' MARCH 26, 1999 t��p��
AUG -12-37 TUE 09:30 AM TODDEN SPURKLAND 2766013
!^ '� Munlclpallty of An
DEPARTMENT OF HCALTH ad
825 "L" Street, Anchorage, A
SOILS LOG? •— PERCO
PERFORMED FOR:
LEGAL DESCRIPTH
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Time
Not Depth to Net
Time Weler Drop
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PERCOLATION RATE Immatoermahl PERC HOLE DIAMETER
TEST RUN BETWEEN -M-ZiL FT AND -LEFT
DI SC LAIiAFQ' �rnlln it -yPr rnnditjs itLSa]Ed arc fnr th a
Past and future presence and/or depth of not be predicted
---fr-m—TTeSe.6T-;�—— �-- p groundwater can not 6e predicted
PERFORhIlID BY; _ _����• I r S _—^ CERTIFY TH r THIS TESTWASPEEAAAFORRMEO IN
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE, DATE:
72-W8 (Rev, Ir83)
September 10, 1998
Mr. Daryl Bennett
3901 W. International Airport Road
Anchorage, Alaska 99502
Attn: Mr. Bennett
RE: RESULTS OF GEOTECHNICAL EXPLORATIONS AND STUDIES, LOTS 6
AND 7, PROSPECT HEIGHTS SUBDIVISION, ANCHORAGE, ALASKA
This letter report presents the results of subsurface explorations, laboratory testing and
geotechnical engineering studies for the proposed new single family home to be located on Lots 6
and 7, Prospect Heights Subdivision, Anchorage, Alaska. The purpose of the field exploration
was to determine the soil and ground water conditions for use in the design of the foundations for
the proposed building elements, driveway and parking area. To gather the subsurface
information necessary to develop the criteria needed for the design, four test pits were excavated
at th ; site near the proposed footprint of the building. Soil samples recovered from the test pits
were returned to the laboratory for visual classification and testing. Based on the field and
laboratory results, engineering studies were conducted to develop design recommendations,
Authorization to proceed with this work was received from Mr. Daryl Bennett on August 26,
1998.
The property is located north of the intersection of Prospect Drive and Vosikof Place. The
building to be constructed will be located on Lot 6, with an access easement planned across the
lower half of Lot 7 for a driveway to the house. Lot 6 is approximately 320 feet, along Prospect
Drive, by 280 feet. A vicinity map is presented in Figure 1. The lot had been cleared of small
brush, willows and alders previous to our exploration. A Site Plan showing approximate
locations of our test pits is presented in Figure 2.
Four test pits, designated TP -1 through TP -4, were excavated outside of the perimeter of the
proposed building footprint in order to determine subsurface conditions. B.C. Excavating, Inc.,
using a Hitachi EX 150 excavator, excavated the test pits. Approximate locations of these test
pits are indicated on the site plan of Figure 2. Logs of all test pits are also enclosed as Figures 3
through 6.
In T„st Pit TP -1, we encountered a thin, ten -inch layer of soft, brown, organic silt and fibrous
root matter. Beneath this organic material, we encountered stiff, brown, SILT to about 2 feet
below the round surface (bg
AND s). From 2 feet bgs to the bottom of the test pit at 10 feet bgs, we
AN FAIRBA KS STREET • SUIT IRE CE IV•EI)
IORAGE, ALASKA 99518 A-991
907-::61-2120 FAX 907-561-4483
SEP 16 1998
i
SEATTLE
� MN01M &WIL.SON,11NG5
111
FAIRBANKSIRBArNKS
Imaw"Y
T
ANCHORAGE
SAINT LOUIS
BOSTON
September 10, 1998
Mr. Daryl Bennett
3901 W. International Airport Road
Anchorage, Alaska 99502
Attn: Mr. Bennett
RE: RESULTS OF GEOTECHNICAL EXPLORATIONS AND STUDIES, LOTS 6
AND 7, PROSPECT HEIGHTS SUBDIVISION, ANCHORAGE, ALASKA
This letter report presents the results of subsurface explorations, laboratory testing and
geotechnical engineering studies for the proposed new single family home to be located on Lots 6
and 7, Prospect Heights Subdivision, Anchorage, Alaska. The purpose of the field exploration
was to determine the soil and ground water conditions for use in the design of the foundations for
the proposed building elements, driveway and parking area. To gather the subsurface
information necessary to develop the criteria needed for the design, four test pits were excavated
at th ; site near the proposed footprint of the building. Soil samples recovered from the test pits
were returned to the laboratory for visual classification and testing. Based on the field and
laboratory results, engineering studies were conducted to develop design recommendations,
Authorization to proceed with this work was received from Mr. Daryl Bennett on August 26,
1998.
The property is located north of the intersection of Prospect Drive and Vosikof Place. The
building to be constructed will be located on Lot 6, with an access easement planned across the
lower half of Lot 7 for a driveway to the house. Lot 6 is approximately 320 feet, along Prospect
Drive, by 280 feet. A vicinity map is presented in Figure 1. The lot had been cleared of small
brush, willows and alders previous to our exploration. A Site Plan showing approximate
locations of our test pits is presented in Figure 2.
Four test pits, designated TP -1 through TP -4, were excavated outside of the perimeter of the
proposed building footprint in order to determine subsurface conditions. B.C. Excavating, Inc.,
using a Hitachi EX 150 excavator, excavated the test pits. Approximate locations of these test
pits are indicated on the site plan of Figure 2. Logs of all test pits are also enclosed as Figures 3
through 6.
In T„st Pit TP -1, we encountered a thin, ten -inch layer of soft, brown, organic silt and fibrous
root matter. Beneath this organic material, we encountered stiff, brown, SILT to about 2 feet
below the round surface (bg
AND s). From 2 feet bgs to the bottom of the test pit at 10 feet bgs, we
AN FAIRBA KS STREET • SUIT IRE CE IV•EI)
IORAGE, ALASKA 99518 A-991
907-::61-2120 FAX 907-561-4483
SEP 16 1998
Bennett House
September 10, 1998
Page ?. SHANNON MMILSON, INC.
found stiff, brown, slightly sandy to sandy SILT. We encountered increased sand, gravel and
cobbles from about 4 feet bgs, and boulders from about 6 feet bgs.
In Tdst Pit TP -2 the initial organic layer was about 1 foot thick. Beneath this unit, we
enco entered a soft to medium stiff, brown SILT to 2 feet bgs, over stiff, brown, sandy SILT that
extended to 5 feet bgs. Beneath the silt and to about 6.5 feet bgs, we found medium dense to
dense, brown, silty gravelly sand. Next, we encountered dense to very dense, brown, slightly
silty, sandy GRAVEL to 10.5 feet bgs. From 10.5 feet bgs, to the bottom of the test pit we found
stiff to very stiff, brown, slightly gravelly, sandy SILT. This test pit was excavated to 12.5 feet
bgs.
In Test Pit TP -3 we encountered a 10 -inch layer of soft, brown organic silt and fibrous root
matt r. Below the organics, we encountered a soft, brown, sandy SILT to 1.5 feet bgs. From 1.5
feet bgs to the bottom of the test pit at 5.5 feet bgs, we found dense, brown, silty gravelly sand.
We initially encountered 8 -inches of soft, brown, organic SILT, with soft to medium stiff, brown,
slightly sandy SILT below this, to 1.5 feet bgs in Test Pit TP -4. We terminated our test pit in
medium stiff, brown, sandy SILT at 6 feet bgs.
No ground water was encountered in our test pits.
The compact soils encountered from 1.5 to 2 feet bgs (the limits of our explorations) are suitable
for fi,undation support. We therefore recommend that the new building be supported on spread
or cr,ntinuous footings bearing directly on compacted, granular, structural fill founded on the
native material. As long as the building will be heated continuously, we recommend that the
footings for this structure be placed a minimum of 42 inches below the adjacent ground surface.
If constructed as recommended, the footings may be designed for an allowable bearing pressure
of 2,000 pounds per square foot (psf). A typical section of a re;ommended footing detail is
presented in the enclosed Figure 8. We recommend that all unsuitable soils be excavated from
within the building footprint. Also, we recommend that the bottom of the excavation be probed
to be certain that there are no loose or soft zones beneath the foundation. If loose or soft soils are
encountered by probing, they should be removed. This property is located at the base of the
Chugach Mountains, and the local ground water level will experience seasonal fluctuations. We
recommend that a subdrain be installed as shown in Figure 8 to direct possible surge flows away
from the structure.
The structural fill should be placed in maximum 12 -inch lifts, compacting to a density of at least
95 percent of the Modified Proctor maximum density, The fill material should be granular, with
less than about 10 to 12 percent (by weight, based on the minus 3/4 inch portion) passing the
4200 sieve. The fill soils at the site are not suitable for use as structural fill.
A-991
Bennett House
September 10, 1998
Page 3 SHANNON 6WILSON, INC.
Retaining walls and any building walls below ground which support earth fills and floor slabs
should be designed to resist horizontal earth pressures. The magnitude of the pressures is
dependent on the method of backfill placement, the type of backfill materials, drainage
provisions, and whether the wall is allowed to deflect after placement of the backfill. If walls are
petn itted to deflect laterally or rotate an amount equal to about 0.001 times the height of the
wall, an active earth pressure condition under static loading would prevail. For these conditions,
we re,:ommend that walls be designed based on a pressure derived from a fluid, with a density of
30 pounds per cubic foot (pcf). This is commonly referred to as an "Equivalent Fluid Weight' of
30 p(..f. For rigid walls that are not allowed to deflect at the top, an at rest earth pressure
condition would prevail and an equivalent fluid weight of 55 pcf is recommended. These
pressures assume that hydrostatic forces cannot develop behind the walls and may require a
drainage system to ensure that this is true.
Lateral forces from wind or seismic loading may be resisted by passive earth pressures against
the sides of footings, exterior walls below grade and grade beams. In our opinion, these resisting
presi fres can be estimated using an equivalent fluid weight of 200 pcf. This value includes a
factor of safety of at least 1.5 on the full passive earth pressure. Along with this value, we also
recommend that backfill around the footings and stem walls be compacted as structural fill to a
density of at least 95 percent of the Modified Proctor maximum density.
Lateral resistance may also be developed in friction against sliding along the base of foundations
placed on grade such as footings or floor slabs. These forces may be computed using a
coefficient of 0.4 between concrete and soil.
We understand that you are concerned that the pavement on your driveway be constructed so that
there will be minimum movement from frost effects. The native soil we encountered in our test
pits are frost susceptible, meaning that the pavement section will need extra material to diminish
the depth of freeze into the frost susceptible soil. Typically this means that the silty soil needs to
be replaced with free draining Non -Frost -Susceptible structural fill. However, it would require
over six feet of NFS soil to limit the depth of freeze sufficiently to assure no frost heaving of
your pavement. We recommend that the pavement section be constructed with at least a three
foot layer of NFS structural fill with a layer of at least 2 -inch thick rigid foam insulation
sandwiched in the middle. The thickness of the structural fill section and/or the insulation can be
increased to minimize the depth of freeze, as economy warrants.
Limitations
The analyses, conclusions and recommendations contained in this letter report are based on site
conditions as assumed from the test pits and further assume that the exploratory test pits are
representative of the subsurface conditions throughout this site, i.e., the subsurface conditions
everywhere are not significantly different from those disclosed by the explorations. If, during
construction, subsurface conditions different from those encountered in these explorations are
A-991
Bennett House
September 10, 1998
Page 4 SHANNON 8WILSON, INC.
observed or appear to be present beneath excavations, we should be advised at once so that we
can review these conditions and reconsider our recommendations where necessary. If there is a
substantial lapse of time between the submission of this report and the start of work at the site, or
if co!iditions have changed due to natural causes or construction operations at or adjacent to the
site, it is recommended that this report be reviewed to determine the applicability of the
conclusions and recommendations considering the changed conditions and time lapse.
Shannon & Wilson has prepared the attachment "Important Information About Your
Geotechnical Engineering/Environmental Report" to assist you and others in understanding the
use J.nd limitations of our report.
If yot , have any questions or comments about this plan, please feel free to call the undersigned.
Sincerely,
SHA rVNON & WILSON, INC.
Prep. red by,, c�
tM�/y4X�^� it
Grovar L. ohnson, P.E.
Geolcchnical Engineer
7
GROVER �. JOHNSON
4 CE -8833 �3a
Reviewed by,
Keith Mobley, P.E.
Associate
Enclosed: Figures 1 through 8
Attachment: "Important Information About Your Geotechnical Engineering/Environmental
Report"
M4 6131
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MATERIAL DESCRIPTION
o
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Maximum Lateral Dimension of Test
Pit at Surface 13 Ft.
E
E
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c'
rn
m
(? �+ d
Maximum Lateral Dimension of Test
Approx. Surface Elevation 1004 Ft.
O
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Pit at Base 6 Ft.
Soft, brown, organic SILT with roots; molst to
r�
wet
0.8
Soft to medium stiff, brown SILT; molst to wet
2.0
—
Stiff, brown, sandy SILT; moist to wet
Sample S-1, P200=51%
3
,
C013BLES at 4 ft.
,
6
Incraased sand, gravel, cobbles and boulders
frorn 6 ft.
B
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Bottom of Test Pit
Test Pit Completed 8127198
12
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LEGEND 0 25 50 100
• % Water Content
• Sample Not Recovered EM Surface Seal Plastic Limit iii Liquid Limit
]6_ Grab Sample EM Solid Casing and Annular Sealant Nature! Water Content
Lam] Well Screen and Filter Sand
® Cuttings Backfill
y Ground Water Level ATD
i
Bennett House
NOTES
t Anchorage, AK
0on linea represent the approximate boundaries between soil type&, --
1 1. 1'he &Va0ce0
and the uansitlon may be gradual.
LOG OF TESTPIT TP -1
2 The disouaelon In the textof this report Is necessary for a proper understanding of
the nature of subsurface material&.
t 3. water level, if Indicated above, Is for the data speci0ed and may vary. September 1999 A-991
4. USC lever symbol based on visual Gea&mceUan. SHANNON 3 WILSON, INC. PI 3
Oaolwaalral wW EnNronaiw,W toruuawea g•
MATERIAL DESCRIPTION
o
m
v i
Maximum Lateral Dimension of Test
Pit at Surface 13.5 Ft.
E
2 N .
Approx. Surface Elevation 1002 Ft.
m
❑
in
C7 w
❑
Maximum Lateral Dimension of Test
Pit at Base 2 Ft.
Soft, brown, organic alit,witwith rootsh roots; molst to
wet
Soft to medium stiff, brown, SILT; moist to wet
Still, brown, sandy SILT; moist to wet
s•t
3
Ir ;
i
,
6'0
0 0
Medium dense to dense, brown, silty, gravelly
SAND; (SM); moist to wet
� D
8-2
5
es
Q
Dense to dense, brown,
°
very slightly silty,
°
sandy GRAVEL, with occasional boulders; wet
�°
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10.5
Stiff to very stiff, brown, slightly gravelly,
sandy SILT; wet
I - -
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sa
;
12
2s
,
Bottom of Test Pit
Test Pit Completed 8/27/98
LEg,ENP 0 25 50 75 100
0 % Water Content
Sample Not Recovered ® Surface Seal
Plastic Limit Liquid Limit
R Grab Sample UM Solid Casing and Annular Sealant
Natural Water Content
® Well Screen and Filter Sand
® Cuttings Backfill
!7 Ground Water Level ATD
NOTESBennett House
Anchorage, AK
i I. The strabhcadon lines represent the approximate boundaries between sail types,
and the transition may be gradual. LOO OF TEST PIT TP -2
I 2. The discussion In the text of this report Is namsaary far a proper understanding of
the nature of Subsurface materials.
3. Water level, If Indicated above, IS for the data SpecAed and may vary. September 1998 A-991
USC Ise—ner symbol based on v�l_Seel dasSfacellon�-�_— J1111111"'SHANNON 6WILSON, INC. FI 4
g•
�I dwWMk+IWFirN°rimmla CanrWtn4
MATERIAL DESCRIPTION
ILL.
�-
g
Ui
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v
Maximum Lateral Dimension of Test
Pit Surface 12 Ft.
EE
a
o mJS
at
Approx. Surface Elevation 986 Ft.
it)N
in
C7 3
Maximum Lateral Dimension of Test
Pit at Base 4 Fl.
Soft, brown, organic SILT; moist to wet
°'a
Sofi, brown, sandy SILT; moist to wet
1.5
�
Dense, brown, silly, gravelly SAND (SM);
moist to wet
-'---
1
`..........
I
.......
3
AI
I
1
I
4
1
Bottom of Test Pit
5
Test Pit Completed 8/27/98
i
9
1
I
LI '.
12
1
I
LEGEND 0 25 50 75 100
• % Water Content
Sample Not Recovered LiM Surface Seal
E. Grab Sample iM Solid Casing and Annular Sealant Plastic Limit i-0-1 Liquid Limit
I= Well Screen and Filter Sand Natural Water Content
PA Cuttings Backfill
V Ground Water Level ATD
NOTES Bennett House
Anchorage, AK
:. The stratification lines represent the approximate boundaries between soil types,
and the transition may be gradual. LOG OF TEST PIT TP -3
e. The discussion In the text of this report Is necessary for a proper understanding of
the nature of subsurface matadals.
3. Water level, If Indicated above, Is for the data specified and may very. September 1996 A-991
:. USC letter symbol bawd on visual dasalfication.SHANNON & WILSON, INC.
011 Fig.5
=rag �=
MATERIAL DESCRIPTION
LL
Maximum Lateral Dimension of Test
a
n
j 4) s
Pit at Surface 10 Ft.
Approx. Surface Elevation 985 Ft.
CEO 3 0
Maximum Lateral Dimension of Test
Pll at Beae 3 Ft.
Soft,brown, organic SILT; motet of wet
a.e
Soft to medium stiff, brown, slightly sandy to
sandy SILT; moist to wet
1.6
Medium stiff, brown, sandy SILT to silty
SAPID; moist to wed
J '-
L
3
Sample 8-1, P2OO=28%
I
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s•t �
6
1•
I
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,
1
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Bottom of Test Pit
Test Pit Completed 8/27/98
z
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9
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__12
12
LEGEND 0 25 50 75 100
• % Water Content
• Sample l Recovered EM Surface Seat
R: Grab Sample EM Solid Casing and Annular Sealant Plastic Limit 1—•—� Liquid Limit
® Well Screen and Filler Sand Natural Water Content
EM Cuttings Backfill
V Ground Water Level ATD
NOTES Bennett House
t The strauncetion lines represent the approximate boundaries between soil types, Anchorage, AK
and the transition may Ix gradual. LUG OF TES-! PIT TP-4
2 The discussion In the text of this report Is necessary for a proper understanding of
Ilia nature of subaudau materials.
3. Water level, If indicated above, Is for the data specified and may very. September 1998 A-991
SHANNON &WILSON, INC.
a, USC letter symbol based on visual dacelflcation. ssssslill FIg.6
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