332 Title 5 System Report,1996 Sewage Disposal
System
for
Gary Warner
Lot 7-12
332 North Farms Road
Northampton, MA
David E. Keates, P.E.
Consulting Civil Engineer
102 Russell Street
Sunderland, MA 01375
Tel: 413-665-7670
Page 1 of 19
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PROJECT Sheet of 1 9
GA a v W a
4 4/1/E(Z
33 Z /VORnt FA;RMS RAID
Ay0RTNAM pro 4) M 4
David ti hates, P.E.
Consulting Civil Engineer
102 Ruaaoll Street
Sunderland, MA 01375
FEE-
0 100 2o0 ]m 400 o bA
COPY bC VoRt(4MPro&
g55@s50es { 20thug-
MAP.
SHEBr No, 7
PROJECT
GARY WARueQ
332,_ NoE TH FARMS ROAb
"CQTNAMPToN MA
Sheet3 or lc?
David E. Keates, P.E.
Consulting Civil Engineer
102 Russell Street
Sunderland,MA 01375
Tel: 413-665-7670
a9 3e 999 9:47 141352 5290 JAMS— A. GRACIA, FE
No.
PAGE 02
FORM 11 - SOIL EVALUATOR FORM
Page I of 3
Date:
Commonwealth of Massachusetts
No:arm A»ipr <), Massachusetts
Soil Suitability Assessment for 9n site Sewage Disposal
Performed A, -`7 A L'I E S-4- [7e.49.0/.4 PE
Witnessed B• 'eflz ./%%C
ee.4.e44R! ..._.__..
'° 332 14 the ciAe.+15 lea/4D
Date: 41/4/1/44
Vew ConStruc:CIOr' $ Repair C
Office Revit'.
c'ee,a.,.. .fay /444,esue.G
33Z AroArh Fin ncs
RD
/1ro.CrH,vnzc i mA
584 - 3G 5/
Altus.M
T.q /
Published Soi. Available: No ❑ Yes ®
njA
Year Publishe.: 2/B/- -. Publication Scale/ >/..3 ZQ Soil Map Unit ._.
Drainage C:ar. -. _. Soil Limitations Sol L. T42 r6D /i(0r iOZ.eve 2y6So
NM A MAPS, DRtes• ve,q
Surfic:al Geo' ,..: '.upon Available: No ® Yes Lrm)•rya nu pity*,
Year Publishe I ._._. Publication Scale
Geologic Mate-n' Map Unit) ....... ..... -- .---
Landform .......__.
Flood Insurance Rate Map:
Above 500 ;:ez' Trod boundary No Yes 21
Within 500 yea, -ad boundary No EIYes ❑
Within 100 vc.' pod boundary No KYes ❑
Weiland Area.
National Welk.— Inventory Map (map unit)
Wetlands Corr-:ancy Program Map(map unit)
N/A ......
Current Water '1 e.ource Conditions(USGS): Month
! ...._.._...
Range :Above ' ,r nal ❑Norrnal Seely/Normal ❑
Other'RefeRn' ilviesved:
u'...PROVED 7ORM•1 2/001
/ 9
o5/4o 1.Uo Uo:4/ 1413o2/P f0
Location Addr; r :Cn.
.LAMES A. GRACIA, FE PAGE e3
FORM 11 • SOIL EVALUATOR FORM
Page 2 of
332 N. FAeras 'r000
On-site Review
Deep Hoe Nurr;;! / Date: 45/41/9(r Time: /D m4h% Weather Pay
Location (Identlt\ e - sae plan( ........_. . . _..... .
Lend Use F62. slope 1%) / Surface Stones • NAA4,C
Vegetation r ,oaf S1 . ..
Langton,- ST•f.eAMS 7etRAGE-
Position on lard. :e ^ (sketch on the back(
Distances from
Open Wa-t Body % SD feet Drainage way) .SD feet
Posslb n. 4-ea >SO feet Property Line /Q feet
Onn it re r Weii,IYiO feet Other ..
DEEP OBSERVATION HOLE LOG
Depth from -.
Swine I fntheo
Pit.1
8
48"
7Z " S
1, 4",
¢
Zen
Sca Texture
(USDA,
SANDY
4.949
Soil Cater
(Munsalli
Soil
Mottling
Derr
(Structure Swim, aouldm, Cansntencr %
Gravel)
sAwDY
Lo.4n./
alYR%
G.Antr
5A.ve.
srslt
Pict
e 30"
Loose
Co4RSB
Siva.
foY1c4h
Loose- SA' 7S4 aS.t4YCt
M■D. Z•SyL�2
S4A)D
Loose
CoAtest
SAND
la yReyf
LoosE
n Y!" , °LES RECD EQAT EVERY PR OUISpOSA T
.1
Parent marine roe r ; _, 4riAL to7G/AS// Icwhtoeweon .> '/.
Peoth to GrDyndA r .brain('Water in the Hole a ins from it Face:
Estimated Senor,.: .. . n
IMO wafer: 30 S$• C.
9 '
:PROVED rOKSI•I1/07i91
5 3 + 1?
JJ.G. L4LJ /O Jt1
./MMES H. car L4A, PE PAGE 04
FORM 11 • SOIL EVALUATOR FORM
Page 2 of 3
Location Addr.• • ,4o. 332. C e• rams eh A.) '71)4.)
On-site Review
Deep Hole Nar•re 2. Date: �i0Z//7ti Time: /d•3041" Weather .)::fQY
Location (identity ;r. rte plan)
land Use fief. h Slope f%I / Surface Stones esset4)6
Vegetation 6K'j55
Landforrn nea %ezgcc
Position on lard, a 'sketch on the back)
Distances Iron
-
Open wa r =cdy>50 feet Drainage way%St feet
Posslin :I, Ai ea >$O feet Property Line>/O feet
Drinkinr, • )yell)/06 feet Other
DEEP OBSERVATION HOLE LOG
Depth IreM —inn
50•te))notes
)6 r
48"
Lo"
504.Teeters
I USDAI
Soil Colo, Sail
IMueste Mottling
Outer
IStruetura,Stones.Boulders. Cmaleten'v `
Great)
Sr•NDV
Go-9
SnapY Yt4)
Lawn
LaSM,
54.VD
sys/t
•sk
SYsIt
Cr 3oa1
Loosr
Co4tSE toyer%
Save)a
1ye•l>.
5A,VD
Con;54r
SAND
z.syy/a
GaAs a' C,fA r 6a ovez_
tooS6
Loose
Parent Materiel 1pe'.I 1 $c4 C//9G Du>kzet, /DapmwSedrock: )120
D.n'htoGKnrvfw. • ✓andino Water in the Hole: :. Danm Pit Fs cc / a
ft
Estimated Season,. nd Water, 3. 90.0
1`I•ROKD FORM I2r97i9S
5 - 6 fig
dri.itLe lyio dO. 141 5275290
JAMES A. GP.ACIA, =E PAGE 05
FORM 11 - SOIL EVALUATOR FORM
Page 3 of 3
Location Aild•- or Lot No.332 yY /jams K/J /(/ '2704)
/»termination for Seasonal High Water Table
Method Use•-
❑ Der observed standing in observation hole inches
U Cc- • - weeping from side of observation hole .... . inches
g C' >r to soil mottles 30 inches
Cl water adjustment feet
Index Well r. -e•
Adjustment • •
Reading Date _ . .. Index well level .
Adjusted ground water level ,.
Depth of Ne Occurring Pervious Material
Does s- 'est four feet of naturally occurring pervious material exist iq a'll areas
pose - troughout the area proposed for the soil absorption system? ye-5
If nc- 11 is the depth of naturally occurring pervious material?
Certification
I certif-; teat on 2(date) I have Passed the soil evaluator examination
appro..er : y the pa ment of Environments Protection and that the above analysis
was pr : - ned by me consistent with the reguir= - training, expertise and experience
dese,y, - 310 CMR 15.017. /,
Signature•///J //� •ate 440.
6
,lTNO@L FORM-I 1/01115
o�ron;lnoo um:C% 14135275290
Location Addrevr
JAMES A. G-RACIA, ?E
PAGE 05
/ r FORM 12 PERCOLATION TEST
:t No 3 3Z /1V. .9,ems 'ro,(j
COMMONWEALTH OF MASSACHUSETTS
HAnip 764i , Massachusetts
Percolation Test'
D. n 6/z/i96
Observation
Depth of Per
Start Pre-soal
End Pre•soar.
Time at 12"
Time at 9"
Time at 6"
Time 19"-6"I
Rate Min./Inc'
• Minimum
reserve a.
42
//;o2
//• '/8
// -•2D
- L 3
3 M/,u .
Time:. .//-*t
2 /i/4JVj�/
Zvp TEST
Du r— To
103.1/10V5 y
S/A-7 y L yC
So i4.s
percolation test must be performed in both the primary area AND
Site Passed Ste Failed ❑
Performed By: _ _. -, q,lq Ej�' •7� • (��.GJ/¢, Pa-
Witnessed By: _._ . . t'77e72- 49 to-LA.4C2 ,, $ 04/
Comments: _.
•,r.-i row.urnue
5 8 (f I I
d9/30/1999 09:47 19135275290
James A. Gracia, PE
99 Glendale Street
Easthampton, ,VIA 01027
(418) 6. 5290
JAMES A. GRACIA, PE PAGE 07
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enter NO
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n63 Q_fren�cvh�/Xuuj_/di9�wae�
green�ei ///a6. 0 130 1-133 7
413)774-5696 /°r (413)774-5699
October 7, 1996
Mr. Gary Warner
332 North Farms Road
Northampton, MA 01060
RE: Interpretation of soil morphology, proposed on-site sewage
disposal area, 332 North Farms Road, Northampton.
Dear Mr. Warner:
As requested, on October 4, 1996 I visited the above referenced property in order to
render an opinion as to whether or not the soil colors observed within a proposed on-
site sewage disposal area are as a result of a high water table. As will be explained
below, it is my opinion that these colors are not a result of a seasonal high water table,
but are due to the infiltration of water through stratified deposits of varying textures.
The site is located on a small kame terrace, with a large till hillside to the west. The
soils on this kame terrace consist of stratified layers of well-sorted glaciofluvial deposits.
As observed during our site visit, sandy material extends from the surface to a depth of
more than nine feet.
The soils were observed to contain areas of higher and lower chroma colors. Although
these colors were originally described as mottles, upon close inspection it was observed
that the colors are found in narrow horizontal bands, which are actually small sub-
horizons. These sub-horizons range in texture from very fine sand to gravelly coarse
sand, and the layers are too numerous to describe. Many of these stratified layers are
less than one-quarter inch in thickness; in places, the layers are discontinuous, probably
due to slumping of the terrace after ice melt. The colors were consistent within each
horizon; that is, there was no mottling of colors within a horizon of uniform texture.
However, there were "rust lines" of bright color which were observed in many locations
where a finer textured layer was above a coarser layer.
As we discussed at the site, horizontal rings of oxidated iron, commonly called "rust
lines," are frequently found in stratified sand and gravel deposits which are never
saturated with water. This is because the movement of water within a stratified deposit
of sands and gravels is not uniform. As the water infiltrates downward, it will pause
briefly when passing from a finer textured stratum into a coarser stratum. This
phenomenon is due to the contrast in size between the smaller pores in the overlying
s ER 10 0 / /
Mr. Gary Warner
- 2 October 7, 1996
horizon and the large pores in the underlying stratum. In this situation, the adhesion of
the water to the soil particles and the cohesion of the water particles to each other is
greater than the gravitational pull into the large underlying pores. As a result, water
pauses in the small pores until sufficient pressure builds up, upon which the water
continues its downward movement into the coarse stratum. As a result of this pause in
the downward motion of the water, iron within the water will often precipitate out,
forming a distinct horizontal band or "rust line."
In order to be certain that a rust line in a stratified deposit is the result of the downward
movement of water, and not a high water table, two general parameters should be met.
First, the rust lines should be found only between an overlying finer stratum and an
underlying coarse stratum. Second, there should be no mottling within the underlying
stratum. Both of these parameters are met on this site. On a practical note, it is clear
that the water table could never reach the level of these rust lines given the depth of the
coarse textured soils and the slopes below the site.
In summary, it is my opinion that the rust lines in the observed pits are a result of the
downward motion of water through stratified deposits of varying textures, and not as a
result of a high water table. Please feel free to contact me if you have any additional
questions regarding these soils.
Sincerely,
Valley Environmental Services
•
Ward W. Smith, P.W.S.
Professional Wetland Scientist/Registered Soil Scientist
W W S/kt
cc: David Keats
References
Gardiner, W.H. 1968. How water moves in the soil. Crops and Soil Magazine.
Hillel, D. 1980. Fundamentals of Soil Physics. Academic Press, San Diego. 413 pp.
Simpson, G.H. and L. Boersma. 1972. Soil Morphology and Water Table Relations: II.
Correlation Between Annual Water Table Fluctuation and Profile Features. Soil Sci.
Soc. Amer. Proc. 36: 649-653.
Veneman, P. and P. Fletcher. Soil Morphology as an indicator of seasonal high water
tables. Class handout. 6 pp.
Leaching Field Desi n
Structure 5.u4L6 P ..., /[r Hoof
Design flow
//a
Number of bedrooms Y
gaIIday/bedroom
Design flow 5,4(c) gal/day
Garbage grinder to be used yes 17. no
If yes, increase design flow by 50 %
Revised design flow * 1.5 =
gal/day
Increase design flow by So % per local B.O.H. regulations
Revised design flow 'atO * /. S = 6 [O
gal/day
Percolation rate from percolation test= < 2
min./in.
Design percolation rate= 2-S
min./in.
Design Calculations
From TitleV, bottom leaching area factor, Fb= L c°
(length ) * (width ) " Fb
G
PROJECT
GAay wg2ivsg
333z mo2TH ■ 42MS
NaR /444P7-aN / M�
LGa
7S ' .DY = L46
!d`.5 L 6 C
1- 3S.&
gal/day
gal/day
gal/day
feet
gal/square foot
54Y
Sheet 13 off 7
3G
David E. /States, P.E.
Consulting Civil Engineer
102 Russell Street
Sunderland, MA 01375
Tel: 413.665.7670
TYPICAL SEPTIC TANK
1500 AL
It 6 "
Liquid depth
in septic tank
Provide 3"air space
above tees
Outlet
Inv.elev
PLAN
D
4
5'
6'
7'
8'
Finish grade elev. 1/i' 5 S
Depth of outlet
tee below flow
line
Di
1
19"
24"
29"
34"
1 ft.min.above
max.observed
water table
CROSS SECTION
Undisturbed subgrade
NOTES:
1. Septic tanks should be inspected at least annually and when the total depth of scum and solids
exceed 1/3 the depth of the tank,the tank should be pumped.
2. Backfill around the tank shall be placed In even layers on all sides of the tank and in such a
manner as to prevent damage to the tank.
3. Tanks shall be installed on a 6 in.min.layer of crushed stone leveled to grade and thoroughly
compacted to the satisfaction of the Engineer.
4. Contractor shall provide a written certification that tank conforms to State and Town Board of
Health specifications and regulations.
5. Tank and cover shall be capable of withstanding H2O loading. yes ✓no
If no,tank shall be capable of withstanding H10 loading.
6. Inlet and outlet tees shall extend to cleanout openings and shall be constructed of cast iron,
schedule 40 PVC pipe or cast in place concrete.
7. Rectangular tanks shall have a min.inside length to width ratio of no less than 1.5 to 1.0.
8. At least 3.20"dia.manholes with readily removable impermeable covers of durable material
shall be provided.
9. Access ports shall be placed at the center and over each inlet and outlet tee.
10.Center access port shall be accessible within 6 in.of final grade.
PROJECT
GArzv
Mot
10 0 RTH
w4R&) E2
NoRTI4 FARM$ -f?OAD
4MATON MA
Sheet/ of fY
David E. Keates, P.E.
Consulting Civil Engineer
102 Rowell Street -
Sunderland, MA 01375
Tel:413-665.7670
F/N/SHED GRADE
PVC THREADED CAP
CONCRETE CovER
( oPflov4 .)
45° wry
CLEAN OUT OETA/L
IF 00 vc/IETE Co144`a ,JoT WSED � Couro4eTva 70
pR6v,AE TISS To Two PERA14A.J r O8 TEeT3
2" a/T. CONC.
OR CONCRETE
APRON
(OPT/ONfL)
S eilf- I5 4 /7'
PROJECT
Gray w4Qn/E2
3b2 NdRTH F4tMs /do 4D
A/oQTFY4 Ai P7a m4
DAVID E. KEATES, P.E.
CONSULTING CIVIL ENGINEER
102 RUSSELL STREET
SUNDERLAND, MASSACHUSETTS 01375
Tel. 413-665-7670
Typical Distribution Boa
ELEVATION
Notes:
1. The minimum wall thickness for reinforced concrete shall be two inches.
2. The invert elevations of all outlets shall be equal to each other and located
at least two inches below the Invert elevation of the inlet.
3. Cover of distribution box to be watertight.
4. There shall be a minimum sump of six inches as measured below the outlet
invert elevation.
5. The minimum inside dimension of the distribution box, regardless of material,
shall be 12 inches.
6. When the soil absorption system Is to be dosed or when the slope of the inlet
pipe exceeds 0.08 feet per foot, an inlet tee, baffle or splash plate extending to
one inch above the outlet invert elevation shall be provided to dissipate the
velocity of the influent.
7. Distribution box shall be installed on a level stable base that will not settle.
8. Distribution box to be placed on a 6 inch layer of compacted 3/4"•1 1/2" stone.
9. Distribution box outlets to be laid level for a distance of 2 feet, then sloped
to leashing system.
10. Distribution box shall be capable of withstanding 11.20 loading, yes no
PROJECT
GARY WAKnvEYZ
bat Nat T// FARMS ROAD
NaerNAMPTO,IJ 444
Sbeet16 of /7
David E. Kates, P.E.
Consulting Civil Engineer
102 Russell Street
Sunderland,MA 01375
Tel:413-665.7670
TYPICAL LEACHING FIELD SECTION
Elevation 47.5
15 Ff.
Min. 2” (l/8"-1/2" )
washed stone «f-12" min.
16'
3/4"-11"
washed
stone
S lines @
a centers
NOTES:
1. The grade above and adjacent to leaching field system shall slope at least 2% to prevent accumulation of water.
2. All leach lines must come directly from the distribution box.
3. Each line must be sealed into the distribution box with non-shrink mortar or thick tar.
4. To insure proper distribution,all lines must discharge equally. Testing can be done with water,prior to final
inspection. 9 S,o
5. The bottom of the leaching field shall be installed level at elevation
6. Slope of distribution lines shall be 0.005 ftJft.
7. All stone must have less than 0.2% material finer than a number 200 sieve as determined by AASHTO T-11
and T.27 (latest edition).
8. Pipe shall conform to the requirements of ASTM D2729 or ASTM D3350.
9. All system components shall be installed in accordance with TITLE V of the state sanitary code and any
applicable local rules and regulations.
10. Any change to this plan must be approved by the Board of Health and the Engineer.
11. The sewage disposal system shall not be backfilled prior to inspection and approval by the Board of Health
and/or the Design Engineer.
12. Any conditions encountered during construction differing from those shown on the plans shall be reported
to the design engineer before construction continues.
13. No permanent structure shall be constructed over the 100% expansion area.
14. Heavy equipment shall not be permitted to pass over the leaching area.
width _ S �
Pour ci
to(zoiMC
PROJECT
G./1-12y wAe. Et
337_ NoeTH FAQMS 12o#D
NOQTHAMWToN M p,
Sheet/7 ofJq
David E. Iieates, P.E.
Consulting Civil Engineer
102 Russell Street
Sunderland,MA 01375
Tel: 413-665-7670
•
w c Septic System Profile
Qwym
A N A
T
3 o f Top of foundation II�•o /Al"
V S p Finish Qrade I12 .a .t
Z ///.S
L n in n 9'�.$ f
- D f� 97'5
o
/GS- t ILI
ir
__.--_ ,�-__ fl I I I _. _f__L „D" Box Leaching min.
19"
o -- r I field l 30°_"y t
t I
a 104.90 - __
_ In_ ! 1—
inv. _ `-_'_ ---'—_ - cC a
---_ — - 1nv.95r88 I
" Precast Conerete i IL— 3 ` ,
Inv.lot 50 Septic Tank inv. 9 5.71 2 5' w i o6
1500 6.4... --__ _. S
RRR inv, 104.25 Bottom of stone 4 5.0
Do NOTES: .. inv.95.5
9,34 1
I. The grade above and adjacent to the leach field shall slope at least 2.0% to
„l C prevent accumulation of surface water.
C 2 a a 5 2. Leach field distribution pipe shall have a minimum slope of 0.005 ft./ft. ,�
A 5. 7D a o. 3. The bottom of the leach field shall be level at the specified elevation. ¢'o y L
c
11 i° tpt M 4. Pipe from foundation wall to the septic tank shall be schedule 40 PVC or ji
a_ e n $ equivalent and have a minimum grade of 1/4" per foot.
No.��t
all s•3 F 5. Pipe from the septic tank to the "D" box shall be schedule 40 PVC or equivalent
c and have a minimum grade of l/8"per foot. n L. a
o V �` rt 6. All piping shall be 4" diameter. VrL'//
co Qi �
y tizo/9c