HomeMy WebLinkAboutTOWER ESTATES BLK 1 LT 2
Municipality of Anchorage Page / of
DEPARTMENT OF HEALTH AND HUMAN SERVICES
ENVIRONMENTAL SERVICES DIVISION
P.O. Box 196650 · Anchorage, Alaska 99519-6650 · Telephone: 343-4744
On-Site Wastewater Disposal System and/or Well Inspection Report
Permit Number: ,~"¢'-27"/~/~ PID Number: ~¢'' ? ~//
~/,~_ ~/~./~.~..¢~ Wastewater System: ~New Q Upgrade
Address:
'~ ~'~"~ '~ ~"~'~7 ~ ABSORPTION FIELD
Phone: ~¢ ¢~_~¢ ¢¢ Ne. of B ems: ~ Deep Trench ~ Shallow Trench ~Bed ~ Mound ~ther
Total Depth from original grade:
LEGAL DESCRIPTION ~o~,.~t~.~: ~',¢' ~.~'. · .~..~'/~:'~'/:/
Lot: ~ Block: Subdiv~ion: ~epth to pipe bottom from original grsde: Gravel depth beneath pipe
Township:~ Range:~ Section: ~Fill added~,above ori~ inal ~grade: Ft.-~Gravel /~ / ~len th: ~ Ft.
Gavel width:
WELL: ~ New ~ Upgrade ~ / Number of lines:lD~stancebetweenlfnes:
Classification~.~5~(Private, A,B,C): Total~Depth: Ft. Cased /~T°: Ft. ~T°tal ~abs°rpti°n~ ~area:~?'''b~ SQ. Ft. ~v~ ~ - ~/~Pipe~'~m~terial:
Oriller:.~/~¢ ~/~¢/~ Date Dr. illed: ~ ~¢¢ Static Water Level:~ Ft.Installer: ~/~/¢ /~¢~ ~ z~ 2'~/~.. Date installed:
SEPARATION DISTANCES u Septic ~ Holding ~.T.E.P.
Wel~ /,~ /~/~ / /~ ,~ ~ ~aterial: ~7~ ~
Water /~¢'¢' z¢-'+ ~,"* - '- LIFT STATION
¢/~/. e ' "Pump on" level at: I "Pump off" level at: IHigh water alarm at:
Foundation /~,, ¢ / ~,/ ,. ~ / ~ ~ ~/~ ,, ~/ ~ ,,
Remarks: ~ ~/,,_~,,~, ¢~y ~¢,,¢~¢~ BENCH MARK
'-~~I,
~'.
~W.49'I I?~ .¢~
/'~¢ ~J ¢¢~¢~ Dates: ~ st ~7~¢/~ 4.. ~,. ';' ~"' '/" ..... *"
Inspections performed by~ ~, x~- ~,¢ 2nd ¢/~.'~/~/ ~ ~. BO~e~ST.
Department of Heal~ and Huma.~ervices approval ~,~z.. ,,
Reviewed and approved by: ~~ ~ Dato:J-2~-~
72-013 (Rev. 9/91) MOA 25
Permit NO, 5W940100 Page 2 of
Municipality of Anchorage
DEPARTMENT OF HEALTH AND HUMAN SERVICE8
ENVIRONMENTAL SERVICES DIVISION
P.O. Box 196650 · Anchorage, Alaska 99519-6650, Telephone 545-4744
On-Site Waetewater Disposal System and/or Well Inspection Report
Lot 2, Block 1, Tower Estates Subdivision
Legal Description: PID No.: 017-411-27
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72-015 A (2/91) MOA 25
Permit No. 5
SW940100 Page 5 of
Municipality of Anchorage
DEPARTMENT OF HEALTH AND HUMAN SERVICE8
ENVIRONMENTAL SERVICES DIVISION
P.O. Box 196650 · Anchorage, Alaska 99519-6650° Telephone 545-4744
On-Site Wastewater Disposal System and/or Well Inspection Report
Legal Desc~!pti,on:_ Lot 2, Block 1, Tower Estates Subdivision
/ x \' "
· / \ ~
PID No.: 017-411-27
g:~
72-013 A (2/91) MOA 25
Permit No. SW940100 Page 4 of 5
Municipality of Anchorage
DEPARTMENT OF HEALTH AND HUMAN SERVICE8
ENVIRONMENTAL SERVICE8 DIVISION
P.O. Box 196650. Anchorage, Alusk~ 99519-6650. Telephone 545-4744
On-Site Wastewater Disposal 8yetem and/or Well Inspection Report
Legal Description:
Lot 2, Block I, Tower Estates Subdivision PlD No.: 017-411-27
72-015 A (2/91) MOA 25
EN~NEE
FI'8 SEAL
Permit No. SW940100 Page 5 of 5
Municipality of Anchorage
DEPARTMENT OF HEALTH AND HUMAN SERVICE8
ENVIRONMENTAL SERVICE8 DIVISION
P.O. Box 196650. Anchorage, Alaska 99519-6650. Telephone 545-4744
On-Site Wastewater Disposal System ,~nd/or Well Inspection Report
Description: Lot 2, Block 1, Tower Estates Subdivision
PID No.: 017-411-27
72-01,3 A (2/91) MOA 25
@EAL
0CT-05-1994 09:30 FROM
LOCATION OF WELL
.BOROUGH 8ueoIvtE40N
LOCATION/SKETCH:
STATE OF ALASKA
DEPARTMENT OF NATURAL RI:SOURCES
DIVISION OF WATER
WA't'Elt WELL RECORD
I!;E~TION TOWNgNLo
I:I~PTHS MEASURED FROM:l--i~ing top I~groufl~ surface
1]OREHOLIE DATA: .....D~p.t'~..
Mhtefial TYp~n~ Color From To
WELL .DEPTH;
(~pth ~f. hole: . ._~_~ft
Depth of ca.~g:.L./_~ .ft
DATE OF COMPLETION
DEPTH TO STATIC WATER LEVEL:
~ O ft below ~[~ top of ce$~ng
Date:
I-I ground sudaoe
METHOD OF DRILLING: [~.air rotary [] ~ble tool
I-1 other __
USE OF WELL: [~' domestic D Ir~ioetton [] monitor
[] public, supply I-1 otl~r
C:A~IG I~rlCK-UP~ ft, Diem:
Casing tp
WELL INTAKE,OPENING TYPEF [] open end ~ s~reened
[] perfocated .[~ open hole ~
D~pths of opanlngs: to ft
SCREEN TYPE: __ Diem: ..... in
Slot/Mesh Size: . Length: ft
GRAVEL PACK TYPE:
Voltl~le used; ' -- ~epth 't(~ top,~' - ' '
GROUT TYPE: Volume:
Depth: from ft to ...... ft
PUMPING LEVEL AND YIELD:
~g~TP, AOTDR INI;I",~HMAY i..u~, ~ · iI~MAI~ £,
Busines~ Nome ' /
Authorized R~pro~ative .T~' ' ' ~ ' DNR/DIVISION OF WATER ~.::~'
~.:-- TOTRL F',O~
PAGE 1 OF 1
MUNICIPALITY OF ANCHOP~AGE
DEPARTMENT OF HEALTH ~_ND HUMAN SERVICES
P.O. BOX 196650, 825 "L" STREET, ROOM 502
ANCHORAGE, ALASKA 99519-6650
ON-SITE WELL AND WASTEWATER DISPOSAL SYSTEM PERMIT
PERMIT NUMBER:SW940100
DESIGN ENGINEER:DOUGLAS T. KENLEY, P.E.
OWNER NAME:VAISSIERE SHARON K
OWNER ADDRESS:12600 TOILSOM HILL DRIVE
ANCHOP~AGE, AK 99516
DATE ISSUED: 4/28/94
EXPIRATION DATE: 4/28/95
PARCEL ID:01741127
LEGAL DESCRIPTION: TOWER ESTATES BLK 1 LT 2
LOT SIZE: 174313 (SQ. FT.)
NUIVK~ER OF BEDROOMS: 4 THIS PERMIT:
THIS PERMIT IS FOR THE CONTRUCTION OF:
DISPOSAL FIELD /SEPTIC TANK / WELL SYSTEM
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 ENGINEER MUST NOTIFY DHHS AT LEAST 2 HOURS
PRIOR TO EACH INSPECTION. PROVIDE NOTIFICATION BY
CALLING 343-4744 OR 343-4681 AFTER BUSINESS HOURS
4. FROM OCTOBER 15 TO APRIL 15 A SUBSURFACE SOIL
ABSORPTION SYSTEM UNDER CONSTRUCTION DURING FREEZING
WEATHER MUST BE EITHER:
A. OPENED AND CLOSED ON THE SAME DAY
B. COVERED, SEALED AND HEATED TO PREVENT FREEZING
5. THE FOLLOWING SPECIAL PROVISIONS.
SPECIAL PROVISIONS:
RECEIVED BY: ,~ ~'3
DATE:
PAGE 1 OF 1
MUNICIPALITY OF ANCHORAGE
DEPARTMENT OF HEALTH AND HUMAN SERVICES
P.O. BOX 196650, 825 "L" STREET, ROOM 502
ANCHORAGE, ALASKA 99519-6650
ON-SITE WELL AND WASTEWATER DISPOSAL SYSTEM PERMIT
PERMIT NUMBER:SW940100
DESIGN ENGINEER:DOUGLAS T. KENLEY, P.E.
OWNER NAME:B S W LIMITED PARTNERSHIP
OWNER ADDRESS:1534 HIDDEN LANE
ANCHORAGE, AK 99501
PARCEL ID:017411~',~-A~
LEGAL DESCRIPTION: TOWER ESTATES BLK
DATE ISSUED: 4/28/94
EXPIP~ATION DATE: 4/28/95
LOT SIZE: 174313 (SQ. FT.)
NUMBER OF BEDROOMS: 4 THIS PERMIT: 4
THIS PERMIT IS FOR THE CONTRUCTION OF:
DISPOSAL FIELD /SEPTIC TANK / WELL SYSTEM
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 (18AACS0).
3. THE ENGINEER MUST NOTIFY DHHS AT LEAST 2 HOURS
PRIOR TO EACH INSPECTION. PROVIDE NOTIFICATION BY
CALLING 343-4744 OR 343-4681 AFTER BUSINESS HOURS
4. FROM OCTOBER 15 TO APRIL 15 A SUBSURFACE SOIL
ABSORPTION SYSTEM UNDER CONSTRUCTION DURING FREEZING
WEATHER MUST BE EITHER:
A. OPENED AND CLOSED ON THE S~4E DAY
B. COVERED, SEALED AND HEATED TO PREVENT FREEZING
5. THE FOLLOWING SPECIAL PROVISIONS.
SPECIAL PROVISIONS:
DouglaS' T,l~nley, P.E. IICOI Box 6034, Palmer, Alaska 99645 (907) 746-1073
February 1, 1994
Municipality of Anchorage
Health & Human Services
On-site Services
Re:
Percolation Test Results and General Site Investigation Report of Lot.4-;"Block 1,
Tower Estates Subdivision.
Owner:
Mike McPhaden
Site Characteristics
On November 28, 1993 the above referenced 4.8 acre site was inspected in conjunction with soil
perk tests being performed for application and approval for installation of an on-site waste water
disposal system.. The site is located on the hillside on Tower Estates Circle which is off
Toilsome Hill Drive in Anchorage, Alaska. The system is being installed for a four bedroom
home scheduled for construction in the spring of 1994. The leach field will be a bed type system
with a 1,250 gallon septic tank/lift station combination.
The site is on the west side of Tower Estates Circle with a gradual slope ranging from
approximately 1% to 5% in the east-west direction and basically flat in the north-south direction.
The immediate area that has been selected for the waste water disposal system has an average
slope of 1%. The site is moderately treed with birch, spruce, and alders. It appears that there are
no obstructions that would prevent surface water runoff.
On-site observation and physical survey shows that there are no water wells nor private waste
water disposal systems within a 100' radius of the proposed system. Consultation with the only
owner of neighboring property revealed that adjacent waste water disposal systems are
performing adequately.
No surface water was observed at the time of the inspection and it appears that there is no
potential for contamination of future water wells.
Several percolation tests were taken at the site in determining an adequate location for the waste
water disposal system. Initially, three tests pits were dug towards the east side of the lot where
the depth to bedrock was found to be between 3-7 feet deep. Percolation rates towards the east
side were also found to be unacceptable. On a second visit to the site an acceptable location was
found as shown on the enclosed site plan. Due to the fact that a pressure system will be installed
the secondary site was selected approximately 200 feet to the north as shown on the site plan.
In general, the depth to bedrock was found to vary between 3-7 feet over the entire site. The
primary and secondary sites were positioned at locations that were found to have depths to
bedrock of approximately 7'. The anticipated system will be a bed type with the distribution
piping located at grade. On site material excavated during construction of the home will be
placed over the top of the distribution network for a minimum cover of 24 inches with
insulation.
Lot 1, Block 1 Tower Estates
02/21/94
The results and number of test pits performed are described as follows:
Test Pit 1:
Test pit 1 was dug to a depth of 5 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 4 feet of dense silt with some sand and some gravel.
Due to the shallow depth to bedrock a percolation test was not pel'fol~ed.
Test Pit 2:
Test pit 2 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be over 60 minutes per inch with no pre-soak period.
Test Pit 3:
Test pit 3 was dug to a depth of 3 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 2 feet of dense silt with some sand and some gravel.
Due to the shallow depth to bedrock a percolation test was not performed.
Test Pit 4 (Primary Site):
Test pit 4 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially and 30 minutes per inch
after the required 24 hour presoak period.
Test Pit 5 (Primary Site):
Test pit 5 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially. A second test after pre-
soak was not performed as this test pit was for the confirmation of soil type.
Test Pit 6 (Primary Site):
Test pit 6 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially and 15 minutes per inch
after the required 24 hour presoak period.
Test Pit 7:
Test pit 7 was dug to a depth of 5 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 4 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially. Due to the shallow
depth to bedrock no further percolation test were performed at this location.
Page 2
Lot 1, Block 1 Tower Estates
02/21/94
Test Pit 8 (Secondary Site).
Test pit 8 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially and 20 minutes per inch
after the required 24 hour presoak period.
Test Pit 9 ( Secondary Site):
Test pit 9 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
No percolation test was performed at this location, the test pit was dug to confirm the depth to
bedrock and the soil type.
If there should be any questions concerning the percolation rates or characteristics of the site
please call Doug Kenley at 746-1073
Sincerely,i
Douglas Tx'. Kenley, P.
C.E. #8176
Page 3
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Municipality of Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG -- PERCOLATION TEST
DATE PERFORMED:
LEGAL DESCRIPTION: (~C(/ ~lIC I,/ ~/~l,~ ~',' ,~.~; Township, Range, Section:
~¥l¢~ , SLOPE SITE PLAN
6
7
8
9
10
11
12
13
14
15
16-
17
18
19-
20-
2
3
5
ENCOUNTERED?
DEPTH?
IF YES, AT WHAT
Oeplhto WaterAft~r . o ,:, ~ /
Monitoring?
Reading Date Gross Net Depth to Net
Time Time Water Drop
Il, 7
/1. ?~'J 0 o
PERCOLATION RATE ~ ~ (minutes/inch) PERC HOLE DIAMETER
TEST RUN BETWEEN 6(,~ FT AND f~' ~ FT
COMMENTS
AOCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE.
CERTIFY THAT THIS TEST WAS PERFORMED
-z.~ .~q
DATE;
72-008 (Rev. 4/85)
Municipality of Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG -- PERCOLATION TEST
LEGAL DESCRIPTION: [,~, I, 1~16- I! TD'~v~,'''- ~.4),,.',{~Tpwnship, Range, Section:
/ ' SITE PLAN
DEPTH
2
4
WAS GROUND WATER
ENCOUNTERED?
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2O
s
OegthMonitoring?t° Water Alter,,.., d~._t gate:
Gross Net Depth to Net
Reading Date Time Time Water Drop
//, 2 "/ ,p ~-'~ ~-/~ ~
~o /O
PERCOLATION RATE I ~- (minutes/~nch) PERC HOLE DIAMETER __
TEST RUN BETWEEN ti' ~'~ FT AND ~'t' ¢FT
COMMENTS
PERFORMED. : , CERT,,¥ THAT THiS ',ES,- WAS PERFORMED ,N
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS lilATE. DATE:
72-008 (Rev. 4/851
Municipality of Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG -- PERCOLATION TEST
1
3
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20-
N t -/~'-'-~C~ ~ Township, Range, Section:
SITE PLAN
ENCOUNTERED;' ~"J o
IF YES, AT WHAT
Depth lo Water After
Menitoriflg? ~) ~'vL~. Date:
Gross Net Depth to Net
Reading Date Time Time Water Drop
II, ~-? /~.~ ~ -/'~.
II, 'Z~ o o
IO (o II,z.
Vo /o
PERCOLATION RATE '~(~ (minutes/inch) PERC HOLE DIAMETER __
TEST RUN BETWEEN t' '~ ET AND x(, ~ FT
COMMENTS
?2-008 (Rev. 4185)
IN
CHAPTER 5
Dosing and Distribution
System Design
The purpose of Iow-pressure dosing is to spread
effluent evenly over the mound absorption area.
Distribution network
The distribution network is a system of perforated
PVC pipes laid over the absorption area. They are
usually spaced three feet apart, and are set back at
]east 1.5 feet from the sides and ends of the
distribution area.
Step 1, Determine the number of distribution
lines. Divide the ~vidth of the distribution area
by the line spacing. Ignore any remainder from
the division. This will give the number of iines
that will meet the 1.5-foot setback limits from
the edge of the distribution area.
Humber of lines = width/line spacing
Example:
For a 15-ft wide distribution area with 3-ft line
spacing:
Number of fines = 15 ft/3 ft
Step 2. Calculate the length of each distribution
line, Subtract the 1.5-foot setback requirement
from each end of the distribution area to find
the length of the distribution lines.
Line length = distribution area length - 2 (1.5 fO
Example:
For a 40-foot long distribution area:
Line length = 40 ft - 2(1.5 ft)
~ 37 ft
Step 3. Determine the total length of lines.
Total length = number of lines x line length
Example:
For five 37-foot fines:
Total length = 5 x 37 ft
= 185 ft
Step 4. Draw a sketch of the distribution
network and save for reference.
Dosing rate
The dosing rate depends on the total length of
the distribution lines, the size and number of holes
in the lines, and the pressure head supplied bythe
pump. Holes must be at least ~/.-inch in diameter
and can be spaced from 2.5 feet to four feet apart.
Pressu~t-e head Is best set between two and four
feet (0.9 to 1.7 psi). Lower pressures do not
provide uniform delivery of effluent. Higher pres-
sures cause local scouring of the gravel and mound
fill, Suggested starting values for design calculations
are a 5/32~inch hole diameter, three-foot hole
spacing and three feet of pressure head.
Table 3. Flow rate as a function of pressure head and hole diameter in drilled PVC pipe.
Pressure Hole diameter (in.)
Head 3~32 1/8 $/32 3/16 7/32
ft
3
4
psi Flow rote
0.43 0.10 0.t 8 0.~9 0.42 0.56
0,87 0.1 S 0.26 0.41 0.59 0.80
1,30 0,18 0,32 0.50 -" 0.72 0.98
1.73 0.21 0.37 0.58 0.83 t.13
2.16 0.23 0.41 0,64 0.94 1,26
10
/
Step 1, Calculate number (no,) of holes.
./ .No, holes: length of line/hole spacing
Example:
For a system with 34t hole spacing and five 37-
ft lines:
No. holes/line = 37 ft/3 ft per hope
= 12 holes/line
Total holes = 12 hoPes/line x 5 lines
= 60 holes
t6
18
19
25
3O
35
4O
4S
SO
6O
7O
8O
9O
100
Step 2. Determine the flow rate per hole. This is
calculated from the bole size and pressure
head using Table 3.
Example:
For 3-ft pressure head and 5/32-in. boles:
Flow rate = 0.S0 gal per minute (gpm) (Table 3)
Table 4. Friclion loss per 100 feel of PVC pipe.
2 0.28 0.07
3 0.60 0.16
4 1.01 0.25
5 1.52 0.39
6 2.14 0.55
7 2.89 0.76
8 3.63 0.97
9 4,57 1.21
10 5.50 1.46
12 2.09
2.42
2.74
3.06
3.49
3.93
4.37
4.81
5.23
Slep 3. Calculate total dosing rate,
Example:
Flow rate/hole = 0,50 gpm
Flow rate/line = 0.50 x 12 holes = 6.0 gpm
Total flow rate = 0.50 x 60 holes = 30 gpm
When the mound is located downhill from the
pump, a Y4-inch ~iphon-breaker hole must be
drilled in the supply line in the pumping tank, This
hole will prevent inadvertent siphoning of the
contents of the pump tank into the field. An extra
two gallons per minute must be added to the
pumping rate to co npensate for flow through the
siphon-breaker hole.
Example:
For a system with 30 gpm flow rate and a
siphon-breaker bole:
Total flow rate = 2,0 gpm + 2 gpm = 32 gpm
Pipe diameter (in.)
1'~ 2
- Friction loss fft) ~
0.07
0.12
0.18
0.25
0.36
0.46
0.58
0.70
0.84
1.33
1.45
1.86
2.07
2.28
2.46
3.75
5.22
0.07
0.14
0.17
0.25
0.30
0.35
0.39
0.44 0.07
0.5O 0.08
0.56 0.09
0.62 0.10
0.68 0.11
0.74 0.12
LIO 0.16
1.54 0.23
2.05 0.30 0.07
2.62 0,39 0.09
3,27 0.48 0.12
3.98 0.58 0.16
0.81 0.21
1,08 0,28
1.38 0.37
1.73 0.46
2.09 0.55
Douglas T, Kenley, P.E, IICOI Box 6034, Pabner, Alaska 99645 (907) 746-1073
March 28, 1994
Municipality of Anchorage
Health & Human Services
On-site Service.s
Re: Percolation Test Results and General Site Investigation Report of Lot 1, Block 1,
Tower Estates Subdivision.
Owner: Mike McPhaden
Site Characteristics
On November 28, 1993 the above referenced 4.8 acre site was inspected in conjunction with soil
perk tests being performed for application and approval for installation of an on-site waste water
disposal system.. The site is located on the hillside on Tower Estates Circle which is off Toilsome
Hill Drive in Anchorage, Alaska. The system is being installed for a four bedroom home
scheduled for construction in the spring of 1994. The planned system will include a 1,250 gallon
insulated septic tank, a 10-foot by 36-foot intermittent sand filter with pump basin manufactured
by Orenco Systems, Inc. and a 15 foot x 50 leach field. The Orenco sand filter will include a
cold weather package and an air injection system.
The site is on the west side of Tower Estates Circle with a gradual slope ranging from
approximately 1% to 5% in the east-west direction and basically flat in the north-south direction.
The immediate area that has been selected for the waste water disposal system has an average
slope of 1%. The site is moderately treed with birch, spruce, and alders. It appears that there are
no obstructions that would prevent surface water runoff.
On-site observation and physical survey shows that there are no water wells nor private waste
water disposal systems within a 100' radius of the proposed system. Consultation with the only
owner of neighboring property revealed that adjacent waste water disposal systems are
performing adequately.
No surface water was observed at the time of the inspection and it appears that there is no
potential for contamination of future water wells.
Several percolation tests were taken at the site in determining an adequate location for the waste
water disposal system. Initially, three tests pits were dug towards the east side of the lot where
the depth to bedrock was found to be between 3-7 feet deep. Percolation rates towards the east
side were also found to be unacceptable. On a second visit to the site an acceptable location was
found as shown on the enclosed site plan. Due to the fact that a pressure system will be installed
the secondary site was selected approximately 200 feet to the north as shown on the site plan.
In general, the depth to bedrock was found to vary between 3-7 feet over the entire site. The
primary and secondary sites were positioned at locations that were found to have depths to
bedrock of approximately 7'. The anticipated system will be a bed type with the distribution
Lot 1, Block 1 Tower Estates
04/13/94
placed over the top of the distribution network for a minimum cover of 24 inches with
insulation.
The results and number of test pits performed are described as follows:
Test Pit 1:
Test pit 1 was dug to a depth of 5 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 4 feet of dense silt with some sand and some gravel.
Due to the shallow depth to bedrock a percolation test was not performed.
Test Pit 2:
Test pit 2 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be over 60 minutes per inch with no pre-soak period.
Test Pit 3:
Test pit 3 was dug to a depth of 3 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 2 feet of dense silt with some sand and some gravel.
Due to the shallow depth to bedrock a percolation test was not performed.
Test Pit 4 (Primary Site):
Test pit 4 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially and 30 minutes per inch
after the required 24 hour presoak period.
Test Pit 5 (Primary Site):
Test pit 5 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially. A second test after pre-
soak was not performed as this test pit was for the confirmation of soil type.
Test Pit 6 (Primary Site):
Test pit 6 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes pet' inch initially and 15 minutes per inch
after the required 24 hour presoak period.
Page 2
Lot 1, Block I Tower Estates
04/13/94
Test Pit 7:
Test pit 7 was dug to a depth of 5 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 4 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially, Due to the shallow
depth to bedrock no fi~rther percolation test were performed at this location.
Test Pit 8 (Secondary Site):
Test pit 8 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
The percolation rate was determined to be 10 minutes per inch initially and 20 minutes per inch
after the required 24 hour presoak period.
Test Pit 9 ( Secondary Site).
Test pit 9 was dug to a depth of 7 feet before bedrock was reached. The soils consisted of
approximately 12" of organic material over 6 feet of dense silt with some sand and some gravel.
No percolation test was performed at this location, the test pit was dug to confirm the depth to
bedrock and the soil type.
If there should be any questions concerning the percolation rates or characteristics of the site
please call Doug Kenley at 746-1073
Sincerely,
Douglas T. Kenley,
C.E. #8176
Page 3
~[$SVA NOt~VHS ~ N~(]VHdOY~ ~l~
/ xx\
04/11/94 15:U6 ~004
Municipality of Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG m PERCOLATION TEST
L.EGAL DESCRIPTION: ~, t, ;F~lC
1
2
8
9-
10-
DEPTH
11-
12-
13
14
15
16
17'
18-
19-
20-
I,, ,T~'w-(~ ~_~-~wnship, Range, Section:
SLOPE
__ T~O pocl~-,'/~.o,
SITE PLAN
WAS GROUND WATER
ENCOUNTERED?
IF YES, AT WHAT
Gross Net Depth to Net
Reading Date Time Time Water Drop
{/' 2 ~ P~'~-"' ~
I~-2~ 0 ~
to t o ~/~
~o to I"
PERCOLATION RATE ~" tminutes/inch) PERC HOLE DIAMETER
TEST RUN BETWEEN ~' ~ FT AND '~' '~ FT
COMMENTS
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFF~C; ON THIS I~ATE.
CERTIFY THAT THIS TEST WAS PERFORMED IN
DATE: ~_~ · C~ · ~ '~
1
2
3
6
7
8
9-
10-
11-
12
13
14
15
16-
17-
18-
19-
20
Municipality o! Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG ~ PERCOLATION TEST
Township, Range, Section:
~L~. SLOPE
WAS GROUND WATER
ENCOUNTERED?
S
IF YES, AT WHAT / ~)
DEPTH? ~J, ~ . P
E
SITE PLAN
Gross Net Depth to Net
Reading Date Time Time Water Drop
IO I o
~o Io ~1~
~ io Yz
PERCOLATION RATE ~ tminutes/inch) PERC HOLE DIAMETER . ~:~"
TEST RUN BETWEEN C{ .'~"" FT ANO '~' ~'~ ~T
COMMENTS
q NTHI DATE ATE'
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFEC~ ~HIS OATE. ~A3 ·
Municipality of Anchorage
DEPARTMENT OF HEALTH & HUMAN SERVICES
825 "L" Street, Anchorage, Alaska 99502-0650
SOILS LOG -- PERCOLATION TEST
LEGAL DESCRIPTION: ~'~(I ~f~ [/ TO'u<4 ~--~q~¢'¢ ~' Township, Range, S~ction:
~v~,~ . SLOPE SITE PLAN
WAS GROUND WATER ( ,,j
ENCOUNTERED? Q
S
IF YES, AT WHAT ¢~j/~ OL
DEPTH? P
E
Oepth to Water A~r. _ t ~, -
~DEPTH
7-
8-
9-
10
11
12
t3
18
19
20
Gross Net Depth to Net
Reading Date Time Time Water Drop
2~ /o ~{~
PERCOLATION P.~TE
TEST RUN BETWEEN
(minutes/~nch) PERC HOLE DIAMETER
FTAND c~, ~"- FT
COMMENTS
ACCORDANCE ~,TH ALL STATE AND MUNICIPAL GUIDELINESIN EPFEO[/T ON THIS DA'c)E'
CERTIFY THAT THIS TEST WAS PERFORMED IN
DATE:
SPECIAL PROVISIONS
INTERMITTENT SAND FILTER
INDEX
SECTION 90.01
SECTION 90.02
SECTION 90.03
SECTION 90.04
SECTION 90.05
SECTION 90.06
SECTION 90.07
SECTION 90.08
Article 8.1
8.2
8.3
SECTION 90.09
Article 9.1
9.2
9.3
9.4
SECTION 90.10
Article 10.1
10.2
10.3
10.4
SECTION 90.11
Article 11.1
11.2
11.3
GENERAL STATEMENT AND
EXTENT OF WORK ............................. 3
SPECIFICATIONS, CODES,
ORDINANCES AND STANDARDS ................... 3
TIME OF COMPLETION ..... ' .............. , ..... 3
SITE INVESTIGATION ........................... 3
ADDITIONS/DELETIONS TO
STANDARD SPECIFICATIONS ..................... 4
CONSTRUCTION SEQUENCE ...................... 9
REQUIRED INSPECTIONS ........................ 9
SEWER PIPE
General ..................................... 10
Materials .................................... 10
Construction .................................. 10
SEPTIC TANK/LIPT STATION
General ..................................... i 1
Materials .................................... 12
Construction .................................. 14
Inspection and Testing ......... · .................. 14
SAND FILTER
General ..................................... 15
Materials ............................. 15
co..,~ctio..., i.. i ...... ii .......... ii ..... 116
Inspections · 16
SAMPLE COLLECTION BASIN
General ...................................... 17
Materials .................................... 17
Construction .................................. 17
SECTION 90.12 LEACHFIELD . 17
· General
Article 12.1 .....................................
12.2 Materials ....................................
12 3 Construction .................................. 1.7
SECTION 90.13
Article 13.1
13.2
13.3
WATER METER
General ..................................... 1.8
Materials .................................... 18
Construction .................................. 18
Page
SPECIAL PROVISIONS
SECTION 90.01 GENERAL STATEMENT AND EXTENT OF WORK
the work covered by these specifications and the plans which accompany them consists of
furnishing all labor, materials, tools, transportation, and equipment necessary to complete an
intermittent sand filter system as described herein and on the attached drawings.
SECTION 90.02 SPECIFICATIONS, CODES, ORDINANCES AND STANDARDS
The Municipality of Anchorage's Standard Specifications for Streets - Drainages - Utilities -
Parks, dated 1984 (MASS) are hereby referenced, incorporated in and become a part of the
contract documents for this Work. The Standard Specifications are available for purchase at the
Municipality of Anchorage, Purchasing Office, 619 13. Ship Creek Ave., Anchorage,
Alaska 99501.
All work under this contract shall comply with the latest edition and addenda to all applicable
codes, ordinances and standards including MOA-DHHS septic installation guidelines.
SECTION 90.03 TIME OF COMPLETION
MASS Section 10.16 - Control of Work
A~icleS.22-Time for Completion of Work
The Contractor shall complete all work under this contract within
· thirty (30) consecutive calendar days after receipt of a notice to
proceed.
SECTION 90.04 SITE INVESTIGATION
By submitting a bid, the Contractor declares that he has carefully examined the contract
documents, has full knowledge thereof, has investigated the site, and is satisfied with the
conditions affecting the work. Conditions include, but are not limited to those bearing upon
transportation, disposal, handling and storage of materials, availability of labor, water, electric
power, roads, and uncertainties of weather, physical conditions at the site including all
underground utilities, the conformation and conditions of the ground, the character of equipment
and facilities needed preliminary to and during prosecution of the work. The Contractor further
declares that he is satisfied with the character, quality and quantity of surface and subsurface
materials or obstacles to be encountered insofar as this information is reasonably ascertainable
from an inspection of the site, including ali prior exploratory work, as well as from information
presented by the plans and specifications made a part of this contraot. Any failure by the
Page 3
Contractor to become acquainted with the av. ailable information will not relieve him/her from
responsibility for estimating properly the difficulty or cost of successfully performing the work.
SECTION 90.05 ADDITiONS/DELETIONS TO STANDARD SPECIFICATIONS
MASS Section 10.02, - Bidding Requirements and Condltions
Article 2.4 Bid Guarantee
Delete entire section.
MASS Section 10.02 - Bidding Requirements and Conditions
Article 2.5 Equal Etnploymen, t Opportunity (EEO), and Minority Business Enterprise
(MBE) requirements.
Delete entire section.
MASS Section 10.03 - Award and Execution of Contract
Article 3.3 Bidder Qualification
Add the following between first and second paragraph:
The bidder must be MOA-DHHS certified to perform septic system installation.
MASS Section 10,03 - Award and Execution of Contract
Article 3.4 Action on Bids
Delete the second, third and fourth paragraphs and substitute the following:
Award shall be made to the responsible bidder who submits the lowest responsive Bid.
MASS Section 10.03 - Award and Execution of Contract
Article 3.5 Bonds, Insurance, EEO and D/WBE Forms
Add the following between the first and second paragraphs:
For projects less than $100,000, the requirements for Performance and Payment Bonds is
deleted.
Delete the second paragraph.
Add the following paragraph:
Page
The successful bidder shall furnish the pumhasing officer a certificate of insurance pursuant to
the provisions of Article 6.9. The bidder shall exercise positive efforts to comply with the Equal
Employment Opportunity (EEO) and Disadvantaged/Women Business Enterprise (D/WBE)
requirement policies of the Municipality of Anchorage. The bidder shall familiarize himself with
the Equal Opportunity's special provisions and Disadvantaged/Women Business Enterprise's
specification for municipal contracts, including submittal requirements for bids, prior to award
and after award. The Municipality of Anchorage has established a total participation goal of one
percent for Disadvantaged Business Enterprise and Women's Business Enterprise for this project.
MASS Section 10.03 - Award and Execution of Contract
Article 3.6 Execution of Contract
Delete first paragraph and substitute the following:
The Bidder whose Bid is accepted shall execute the Contract and furnish the required bonding
and insurance within 10 working days after Notice of Award of the Contract is issued. The
Contract shall be considered executed by the successful Bidder when two copies of the Contact,
signed by an authorized representative of the Contractor, the Bond if required, and insurance
certificates are received by the Purchasing Officer. Failure or neglect of the Contractor to
execute the Contract within the time specified may result in a forfeiture of the Bid Guarantee
and award of the Contract to the next lowest bidder.
MASS Section 10.04 ~ Scope of Work
Article 4.6 Temporary Utilities
Delete last sentence of second paragraph.
MASS Section 10.04 - Scope of Work
Article 4.13 Utilities
Delete the first and second paragraph and replace with the following:
Locations of utilities shown on the plans are not exact. Above ground utilities have been field
located. Below ground utilities are shown as depicted on "as-built" plans. The Owner shall not
be held liable for damages to utilities incurred during construction due to deficiencies or
omissions on the plans or in these provisions.
At least 24 hours prior to commencing work, the Contractor shall contact all local utility
companies to obtain underground utility locates. The Contractor shall exert due care to prevent
damage to utilities. Should a utility be damaged, the Contractor shall notify the utility company
Page 5 ..
and shall have repaired at his own expense any damage resulting from failure of the Contractor
to request an underground utility locate or to exert due care. If any utility company determines
that a utility has to be temporarily raised, lowed, moved, guyed, shored, braced or otherwise
protected during construction, it shall be done at the expense of the Contractor to the satisfaction
of the .utility company.
MASS Section 10.05 - Control of Work
Article 5.2 Prosecution of Work
Change ten (i0) to twenty (20).
MASS Section 10.05 - Control bf Work
· Article 5.3 Constructiou Progress. Schedule
Delete entire article.
MASS Section 10.05 - Control of Work
Article 5.4 Unusual Working Hours, Hblidays, Saturdays and Sundays
Delete this Section and substitute the following:
The Contractor shall not work nights, Sundays or holidays, or anytime outside the usual working
hours (unless of an 'emergency nature), and in no ease shall the Contractor perform any such
emergency work without first notifying the Engineer to allow arrangements for proper
inspection.
MASS Section 10.05 - Control of Work
Article 5.5 Shop Drawings
Delete entire article.
MASS Section 10.05 - Control of Work
Article 5.6 Product Data
Change six (6) copies to one (1) copy in first paragraph.
Pag~ 6
MASS Section 10.05 - Control of Work
Article 5.15 Inspection
Add a second paragraph as follows:
Mandatory inspections are to be performed as outlined in the supplemeutal specifications, Section
90.07. The Engineer is to be notified 48 hours prior to mandatory inspections.
MASS Section 10.05 - Control of Work
Article 5.22 Time for Completion of Work
Delete first and second paragraph and replace with the following:
Time is of the essence in the Contract. Therefore, the Work to be done under the Cohtract shall
be completed in it entirety by August 31, 1993.
The Contractor shall furnish such manpower, materials, facilities, and equipment and shall work
the required hours as may be necessary to insure the completion of the Work within the time
specified.
MASS Section 10.05 - Control of Work
Article 5.25 Final Trimming of Work
Add the following paragraphs to this article:
All landscaping, fences, sidewalks, paving, driveways, utility markers and other improvements,
removed to facilitate the Contractor's operations shall be fully restored to their original condition
and location by the Contractor unless otherwise directed by the Engineer. Items damaged by
the Contractor during removal, storage, or restoration, shall be repaired or replaced in kind by
the Contractor.
All survey monuments and property comers removed or damaged during construction shall be
replaced, under the direction of a registered Land Surveyor licensed in the State of Alaska. A
copy of the land surveyor's license along with the survey notes shall be sent to the Engineer
upon completion of the project.
This work shall be considered incidental to the contract. No separate payment shall be made
for final trimming of work.
Page 7
MASS Section 10.05 N Control of Work
Article 5.27 Liquidated Damages
Change five hundred dollars ($500.00/day) to fifty dollars ($50.00/day).
MASS Section 10.06 - Legal Relations and Responsibilities
Article 6.12 Certified Payroll
Delete entire section.
MASS Section 10,06 - Legal R~latlons and Responsibilities
Article 6.15 State of Alaska Pr{~vailing Wage Scale
Delete entire section.
MASS Section 10.07 - Measurement and Payment
Article 7.4 Advance on Materials
Delete entire section.
SUPPLEMENTAL SPECIFICATIONS
SECTION 90.06 CONSTRUCTION SEQUENCE
In order to insure proper inspection procedure the system is to be installed in the following
order:
1. Sewer line from house to tank
2. Septic tank/lift station
3. Sand filter
4. Sampling Basin
5. Leachfield
Construction of the sand filter is to be completed prior to August 31, 1993 or a heated structure
is required over construction area.
SECTION 90.07 REQUIRED INSPECTIONS
Inspection of work in progress may be made by the Engineer and MOA ~ DHHS at any time.
The following schedule of required inspections is to be adhered to. 48 hour notice is required
prior to each inspection. Inspections can only be arranged during weekdays, and during normal
working hours. The following inspection schedule is to be strictly adhered to:
1. Septic tank/lift station is in place, but not backfilled. Sewer piping from building
to tank is complete, properly bedded and backfilled, and ready for pressure
testing.
2. Sand filter pit is excavated and prepared for filter construction. Prior to
placement of filter liner material.
3. Engineer to be 'notified with Contractor's schedule during actual construction of
the sand filter to allow spot inspection during construction. Any deviation from
reported schedule is to be reported to the Engineer.
4. Final inspection of the sand ,filter with all pressure piping in place, but prior to
placement of cover material. Flow testing of, pressure piping at this time will
require completion of lift station wiring prior to this inspection.
5. Inspection of open trench excavation of leaching trench as per MOA Code.
6. Inspection of leaching trench prior to final backfill with all Piping in place.
7. Inspection of final grading.
Pago 9
SECTION 90.08 SEWER PIPE
Article 8.1 General
The Work under this Section consists of the performance of all operations pertaining to
furnishing and installing pipe for sanitary sewer systems.
Article 8.2 Material
General: All piping shall be in accordance with the Contract Drawings conforming to the size
and classification shown and specified.
PVC Pipe: PVC pipe shall confqrm to requirements of ASTM 3034 for solid pipe, and ASTM
3350 for leach pipe, ASTM D-2241, Schedule 40 for pressure lateral pipe.
Polyethylene Pipe: Polyethylene pipe shall conform to ASTM F-810 for leach pipe.
Polyethylene pipe shall conform to ASTM D2239-74 at 160 psi for pressure sewer.
- Article 8.3 Construction
Pipe Grade and Alignment: Variance of individual pipe sections from established line and
grade shall not be greater than 0.02 feet, providing that such variance does not result in a level
or reverse sloping invert.
During the progres~ of the Work, the Contractor shall provide instruments such as transits, or
levels, for transferring grades from offset hubs or other construction guides from the control
points and bench marks provided to the Contractor by the Engineer. The Contractor shall
provide qualified personnel to use such instruments and who shall have the duty and
responsibility for placing and maintaining such construction guides:
Pipe Laying: All pipe shall be laid with Class C Bedding, free of large stones and organic
matter.
Each section of pipe shall be handled Carefully and placed accurately; the spigot end shall be
Fully inserted pointing in the direction of flow and glued in place to make a watertight seal.
Each section of pipe shall be properly supported to insure true alignment and an invert which
is smooth and free from roughness or irregularity.
At all times, when Work is not in progress, open ends of pipe and fittings shall be securely and
satisfactorily closed so that no undesirable substance will enter the end of the pipe or fittings.
Pago 10
Bedding of Pipe for Sewer Lines: ',~'he pipe should be bedded with Class C Bedding materials
compacted to 95 pei:cent to above the spring line of pipe. Native materials may be used as
backfill material above the spring line of the pipe, provided it is free of large stones and organic
matter to a point one foot above the top of the pipe.
Testing: The Contractor shall clean and flush all sanitary sewer pipe installed prior to testing
and inspection.
Exfiltration Test (Using Water)
On completion of the section of sewer line between house and tank, the Engineer shall require
that the pipe be plugged at the tank end and at the pipe section inside the house foundation above
grade, and the pipe subjected to a hydrostatic pressure. All testing is to be conducted after
complete backfilling of the sewer line, but prior to tank backfilling.
The end of the sewer service pipe at the tank shall be plugged or capped and the plug or cap
shall be securely fastened to withstand the internal test pressures. Such plugs or caps shall be
readily removable.
A minimum head of six (6) feet of water above the crown at the upper end of the test section
(in extended eleanout) shall be maintained for a period of four (4) hours during which time it
will be presumed that full absorption of the pipe body has taken place and thereafter for a further
period of one (1) hour for the actual test of leakage. During this one hour l~efiod the measured
loss shall not exceed the rate of 50 gallons per inch diameter per mile per 24 hours, or a 2.2"
drop in a four inch diameter riser pipe in one hour.
Exfiltration in greater amounts will be cause for rejection of the sanitary sewer and all repairs
necessary to meet these requirements and re-testing shall be at the expense of the Contractor.
All testing shall be considered a obligation under Furnish and Install Pipe and extra payment will
not be allowed for this portion of Work.
SECTION 90.09 SEPTIC TANK/LIFT STATION , .~
Article 9.1 General
The work under this Section consists of the performance of all operations pertaining to
furnishing and installing the septic tank/lift station and piping to the sand filter.
Page 11
Article 9.2 Materials
Tank for Lift Systems:
Septic tank should be a 1250 gal. two compartment steel tank specifically for the
use of Orenco Systems Inc. for their patented lift station assembly Orenco//4200.
bo
The tanks shall be designed for soil loading conditions as required by municipal
and State regulations. The design or analysis shall be in accordance with
accepted engineering practice and local regulatory agencies:
Risers:
All welding shall be in accordance with applicable codes and standards. '
First compartment shall have a separate 6" pumpout riser with a Thermistor
mounted at mid depth level in. tank from a one inch Schedule 40 PVC pipe
secured to riser, Thermistor wiring to top of riser. The second compartment shall
have a separate four inch pumpout riser.
An additional second compartment outlet riser shall be 12 gauge sheet steel, and
shall extend 12 inches (minimum), above surface grade, shall have a minimum
nominal diameter of 24 inches, and shall be capable of being equipped with the
following:
1. ^ junction (Nema 4x) box or equal, bonded or attached to the
riser.
2. UL listed electrical cord grips, installed in the J-box.
A lid - shall be furnished with the riser. It shall be Constructed of fiberglass or
equivalent aggregate finish. Meet H-10 loading requirements and have a latching
mechanism.
' Riser installation - each riser shall be sealed or welded to the top of the tank in
such a manner as to prevent infiltration of ground water.
Insulation - four inch rigid extruded polystyrene shall be placed in the riser
directly below and attached to the lid.
Insulation - two inch sprayed shop applied urethane on circumference of riser
with 46465 Tnemee coating.
Thermistor - a Thermistor device capable of recording temperature in the range
of 40-60° F at an accuracy of :t:0.2°C as measured with a Fluke 77 Multimeter,
Page 12
.h.
and being resistant to corrosion in a primary sewage tank environment. YSI4007
or aplSroved equal Thermistor strings are to be prefabricated and calibration
checked and recorded by the manufacturer.
Thermistor Cable - Teflon/Teflon Coated 24 AWG copper conductor with 3-M
connector utilizing a mastic lined polyolefin heat shrink.
Effluent Pumping Assembly:
a. Effluent pumping assembly shall be Orenco systems (TM) model 20-OSI-05-HHF
series consisting of following:
1. 1/2 H.P. 110 volt or equal U.L. listed effluent pump.
2. Screened pump vault (U.S. patent//4439323) 59 inches deep, 3/16 inch
thick high-density PVC cylinder houses the.pump, level controls and
screen and serves as a baffle to prevent the screen from clogging.
Fifteen 1-1/2 inch diameter holes are drilled in the vault at a level that places
them at about the midway point in the depth of the septic.
Flap check: Allows the vault to drain when removing from tank.
Screen: 15 inch diameter cylinder of high-density polyethylen, e 1/8 inch mesh.
3. All piping shall be PVC or other non-corroding material.
Pump controls and alarm system
Control shall be Orenco systems SICTETMRO I10 volt with following
options consisting of:
1. Event counter.
2. Elapsed time meter.
3. Program timer.
4. 10 watt heater.
5. Remote alarm panel option with a minimum of 80 DB sound pressure at
24-inches, operating temperature -30AC to 65AC, continuous sound to be
located in the home.
6. Oil-tight visual alarm with push-to-silence feature. Automatic audio-alarm
reset.
7. 15 amp motor rated toggle switch, double pole, double-throw with three
positions; manual (man), Automatic (auto), And center (off) (H.O.A.)
8. Nema 4x-rated, fiberglass, or equ~, enclosure.with hinged cover.
9. All controls to be installed as per manufacturers recommendations.
10. Control panel to be installed on outside wall of home within sight of septic
tank/lift station.
Page 13
eo
Level control floats shall be Orenco systems (TM) mercury floats on adjustable
PVC Stem which' attaches to vault. Designed for use in septic effluent. Alarm
float shall be positioned above "On/Off' pump switch.
A Thermistor device as previously described is to be secured at the end of PVC
vault control pipe stem with wires routed to top of manhole.
Piping from. the septic tank to the sand filter is to be PVC schedule 40 solvent
weld piping properly bedded as described in Section 50.08, Article 8.3 and sloped
to drain back to the septic tank. Insulation board 2" thick and 2' wide centered
over the pipe is to be placed where soil cover is less than 4' depth.
Article 9.3 Construction
Installation. All pumping services shall be installed in accordance with the manufacturer's
recommendations and standards. Electrical installation is to be to code by licensed electrical
contractor, with Municipal inspection where required. If MOA inspection not required, a
licensed electrician is to provide letter to the Engineer stating that the system meets or exceeds
all applicable Codes.
Excavation:
a.
Excavate to proper depth to allow graviiy flow, install tank level, tolerance 0.01
foot, on undisturbed or compacted to 95 percent classified sand fill material.
Line excavated tank pit walls with two inches +35 PSI burial foam full depth of
tank. Backfill between tank and foam with sand material and compact, in a
manner to prevent damage to tank surface coating.
Create a level sand surface over tank and add two inches burial foam +35 PSI
directly over tank. Mound unclassified soil over tank location to a depth of two
feet above finished grade to allow positive drainage away from tank and
'counteract buoyancy.
Connections:
All connections to be as per MOA - DHHS and U.P.C. requirements P.V.C.
3034 piping with caulder or equivalent couplings for inlet riser pipes.
· b. All tank connections are to be completely water tight.
Article 9.4 Inspection and Testing
Pag~ 14
The tank is to be left empty for 48 hours to allow for infiltration testing. Any infiltration of
ground water into the tank during this test period will require the Contractor to correct any
deficiency and retest at the expense of the Contractor. Water from sewer line testing is not to
be discharged into the tank until after infiltration test is completed.
SECTION 90.10 SAND FILTER
Article 10.1 General
The work under this Section consists of the performance of all operations pertaining to
furnishing and installing the sand filter.
Article 10.2 Materials
Sand Filter:
a,
Liner - Orenco Model LI or equivalent. 30 mil PVC cut and fabricated to
provide water tight enclosure of filter sand volume. Seams to be permanent as
per Manufacturer's recommendations. All connections, such as boot flanges,
through sand filter to be permanently bonded to liner.
b. Manifold Assembly - Orenco Model SFM 1036 or equivalent with orifice shields
and flushing assembly. All drilled holes to be cleaned of burrs and pipes flushed
prior to assembly. Flushing valve to include riser to + 12 inches above finish
grade with extension handle provided to operate globe valve from ground surface.
c. Filter Fabric - Orenco Model LIFF or equivalent.
d. Filter Sand - Sand to meet ASTM C-33 Concrete Sand specifications with the
additional requirement that all materials passing the #100 sieve shall be removed.
A sample of proposed filter sand must be submitted to the Engineer for testing
two weeks prior to construction. A sample will be taken from the sand bed
during construction; if this does not meet specifications all sand will be removed
and replaced at Contractor's expense.
e. Pea Gravel - Pea gravel is to be washed material containing no fines (0 percent
< #100) and a maximum size of 1/4 inch diameter.
f. Round Rock - Round rock is to be washed gravel with rounded edges well graded
with maximum diameter of 1/2 inch.
Page 15
Insulation - Two inches high density +35 PSI extruded polystyrene foam rated
for di'rect burial.
Thermistor - a Thermistor device capable of recording temperature in the range
of 40-60° F at an accuracy of -+_0.2°C as measured with a Fluke 77 Multimeter,
and being resistant to corrosion in a primary sewage tank environment. YSI4007
or approved equal Thermistor strings m'e to be prefabricated and calibration
checked and recorded by the manufacturer.
Thermistor Cable - Teflon/Teflon Coated 24 AWG copper conductor with 3-M
connector utilizing a mastic lined polyolefin heat shrink.
Sample Basin - Available as special fabrication from Orenco Systems, Inc. - no
model number available.
Linear Air Difuser Line - Available from Orenco Systems, ][nc. - no model
number available. Feed line from house to filter is HDPE Artic Insulated Pipe
3/4"-2" SDR-11 Maskell-Robbins or equiv.
Article 10.3 Construction
Sand filter construction is to follow procedures as outlined in the Orenco Installation Manual as
applicable to this design. Care is to be taken to protect the integrity of the sand filter PVC liner
material. This includes careful placement of soil material into liner. Any perforation of the
PVC liner material, will require patching in a method that exceeds original manufacturer's
strength.
Rock, pea gravel, and filter sand are to be hand leveled to proper depth (tolerance within 0.01
feet) in filter, taking care not to allow mud or fine soil material in'to the filter or rock layers.
This would include any soil material picked up by excavation machinery buckets while loading
specified material. Contractor should estimate filter materials volumes such that allowance is
made for wastage of material in contact with ground at site. Work on the sand filter may be
suspended at 'Engineer's discretion due to inclement weather conditions such as rainfall. The
sand filter and material stockpiles will be completely covered by a tarp overnight during
construction until finished. Filter internal construction should be accomplished in one day's
time.
Contractor is to consult Engineer:as 'necessary to install Thermistor temperature probes in sand
filter bed and septic tank. Thermistor string is to be prefabricated and installed to level as
shown on drawings.
Article 10.4 Inspections
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The dralnfield and filter are to be located in positions shown on site plan.
The b'ottom of the dralnfield shall be level, plus or minus 1.5" or 0.13'.
Sand filter outlet elevation is to be planned so that the total depth of the leachfield
does not exceed 4' from ground surface at leachfield location.
The 4" effluent pipe is to be level in leachfield, overall tolerance 0.02' or ',4".
The drainfield gravel is to be completely covered with typar fabric material.
Insulate or mound soil cover to 3' equivalent depth over leachfield and sand filter
with 3:1 side slopes.
The area over the drainfield and sand filter is to be finish graded to prevent
pending of surface water ranoff. Topsoil 6" and seed both areas.
SECTION 90.13 WATER METER
Article 13.1 General
A water meter is to be installed in the residence to measure water quantity from the well into
the home. Meter is to be located after pressure tank, but prior to any inside home supply runs.
Article 13.2 Mate~'ials
Water meter is to be Sensus Model No. SRII */a" x g" with tail piece conversion outfitted with
a GTR remote sensor, or equivalent capable of accurate flow measurement from 1/o to 15 gpm.
Article 13.3 Construction
Meter is to be installed as per AWWU guidelines for domestic water meter installation. Remote
sensor is to be installed outside of home in location readily accessible to reading.
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