NCS000402_34_Mebane Fire Department #3 Stormwater File_20210629

Mebane Fire Station Stormwater Narrative
By: Josh Johnson, P.E.
The Mebane 3rd Fire Station site is 1.5 acres on the western side of Mebane Oaks Road. It is just to the
south of the Agape Baptist Church and a Wal-Mart. The site is currently primarily farmland with an AT&T
telephone pedestal near Mebane Oaks Road. The existing area does not include any impervious area
outside of the telephone pedestal which will remain undisturbed.
The proposed site will have 0.89 acres of impervious for an impervious percentage of 59.6%. The
impervious area is made up of the building (constructed of brick with a metal roof), concrete sidewalk,
concrete curb and gutter, and concrete paving. The building's use as a fire station requires wide turning
radii to allow for fire trucks.
The primary stormwater treatment devices on site are two bio-retention basins in the back of the site, a
Storm Tech SC310 Underground Storage device with an isolator row in the front of the building, and a
tree box filter in the front southeastern parking area. All of the devices are intended to treat the first 1"
of rain. The bio-retention basins are designed in accordance with the NC BMP Manual. The Storm Tech
SC 310 device is an underground detention device that provide water quality through it's isolator row.
The SC 310 is also sized to hold the 10-year storm and therefore to reduce the peak runoff from the 10-
year storm below the pre -development rates. The Tree Filter Box is an innovative design that is based on
the proprietary Filterra Curb Inlet model and non-proprietary Tree Filter Boxes used in other areas of the
country and installed in a streetscape project in the City of Greensboro.
The Bio-Retention basins are each 12" deep and include upturned elbows to promote/force infiltration.
Infiltration will also be increased by requiring the contractor to use construction techniques intended to
promote infiltration including raking the bottom of the basin excavation, limiting equipment in the
basin, and removal of sediment before construction.
The Storm Tech SC 310 is currently in the final stages of testing for the NC DENR BMP Manual's
proprietary device section through a flow rate through the isolator rows calculation. However, the
device essentially already acts as a volumetric infiltration basin when designed to capture and hold the
design storm. The Storm Tech device used on the site is designed to hold the 10 year storm volume of
600 cubic feet which is more than the 1" design storm. Additionally, by holding the 10 year storm
volume, the peak flow will be reduced for the 10 year storm to less than or equal to the pre
development runoff rates.
The Tree Filter Box is directly upstream of the SC 310 and provides additional treatment of the areas
that will eventually be treated by the SC 310. This was done in order to guarantee that the water quality
needs on the project are met. The Tree Filter Box is designed as a high flow filter that will pass the 1"
storm through the high flow filter media. The media will have a minimum permeability of 13"/hr and is
designed to be approximately 95% sand and 5% organics. The design is intended to be very similar to the
Greensboro Greenways Tree Boxes and will be an additional level of treatment.

Bio-Retention Basin # 1
Drainage Characteristics
Peak Flow Characteristics
Drainage Area
0.29
ac
1-yr 24 Hour Intensity
4.61
in/hr
Total Impervious Area
0.19
ac
Pre -Development 1-yr 24 Hour Flow
0.40
cf/s
Impervious %
66%
Post -Development 1-yr 24 Hour Flow
0.97
cf/s
Design Rainfall Depth
1.0
in
Difference in Pre vs. Post Flow
0.6
cf/s
Rain Garden Characteristics
Top of Dam
619.00
Depth of Flow
1
0.08
Bypass Structure
618.50
Ponding Depth
12
1.00
Surface
617.50
Depth of Top Soil
4.00
0.33
Top of Fill Soil
617.17
Depth of Fill Soil
24
2.00
Top of Washed Sand
615.17
Depth of Washed Sand
4
0.33
Top of #57 Stone
614.83
Depth of #57 Stone
8
0.67
Bottom of #57 Stone
614.17
Size of Underdrains
4
0.33
Invert of Underdrains
614.50
Height of Upturned Elbow
15
1.25
Upturned Elbow into
Yard Inlet
615.75
Runoff Calculations
Soil Characteristics
Surface Area
542
sf
% Sand
88
%
Max Ponding Area
1159
sf
% Fines
10
%
Min. Volume Required
677
cf
% Organic
3
%
Volume Provided
851
cf
Soil Permeability
1.5
in/hr
Underdrains
P-Index
Underdrains
2
Drawdown Time Above Surface
8
hr
Underdrain Size
4
in
Drawdown Time Below Surface
16
hr
Factor of Safety
2
Total Drawdown Time
24
hr
Underdrain Invert
614.50
elev
Miscellaneous
Information
Groundcover
Sod
SHWT*
600
elev
Bypass Structure
Yard Inlet
Distance from SHWT
14.17
ft
Forebay?
Grassed Swale?
X

DRAINAGE AREAS & IMPERVIOUS
SURFACE
Date:
10/28/13
Sheet:
2
Project:
Fire Station
Description:
Bio-Retention 1
Design By:
JSJ
Checked By:
JSJ
Total DA = 0.29 acre
Total Impervious Area =
0.19
DA Composition acre
Comp
a
/a Impervious Area
Pervious Area
Impervious Area
C
Pre
0.29
0.00
0.30
0.0%
Post
0.10
0.19
0.73
65.9%
Change
-0.19
0.19
0.43
65.9%
C Values
0.30
0.95
"C" Values
Rational Peak Flows
Forest
0.06-0.2
Rational
1 Year 2 Year
10 Year 100 Year
Grassed
0.1-0.35
Pre-Dev Flow
0.40 0.50
0.63 0.75
Paved
0.7-0.95
Post-Dev Flow
0.97 1.21
1.52 1.81
Gravel
0.7-0.85
Concrete
0.7-0.95
Building
0.8-0.95
Simple Method Runoff Volume
Future Asphalt
0.7-0.95
Volume to Surface Area
Rv Rainfall
Hold Req'd
BMP
0.95-1.00
Pre-Dev Flow
0.050 1.0
53 cf
Post-Dev Flow
0.643 1.0
677 cf 677 cf
Pre to Post Flow
0.643 1.0
677 cf 677 cf
Routing Information
Peak Outflow
Maximum
Max Elevation
(cfs)
Storage (cf)
2-year Storm
587.60 0.00
931.00
10-year Storm
587.71 0.00
1,099.00
See Attachments for complete
100-Year Storm
587.88 0.53
1,368.00
Routing
Information.
Alley, Williams, Carmen and King ,Inc.
Burlington, N.C.

Bio-Retention Basin # 2
Drainage Characteristics
Peak Flow Characteristics
Drainage Area
0.45
ac
1-yr 24 Hour Intensity
4.61
in/hr
Total Impervious Area
0.30
ac
Pre -Development 1-yr 24 Hour Flow
0.63
cf/s
Impervious %
66%
Post -Development 1-yr 24 Hour Flow
1.52
cf/s
Design Rainfall Depth
1.0
in
Difference in Pre vs. Post Flow
0.9
cf/s
Rain Garden Characteristics
Top of Dam
619.00
Depth of Flow
1
0.08
Bypass Structure
618.50
Ponding Depth
12
1.00
Surface
617.50
Depth of Top Soil
4.00
0.33
Top of Fill Soil
617.17
Depth of Fill Soil
24
2.00
Top of Washed Sand
615.17
Depth of Washed Sand
4
0.33
Top of #57 Stone
614.83
Depth of #57 Stone
8
0.67
Bottom of #57 Stone
614.17
Size of Underdrains
4
0.33
Invert of Underdrains
614.50
Height of Upturned Elbow
18
1.50
Upturned Elbow into
Yard Inlet
616.00
Runoff Calculations
Soil Characteristics
Surface Area
986.8
sf
% Sand
88
%
Max Ponding Area
1710
sf
% Fines
10
%
Min. Volume Required
1052
cf
% Organic
3
%
Volume Provided
1348
cf
Soil Permeability
1.5
in/hr
Underdrains
P-Index
Underdrains
2
Drawdown Time Above Surface
8
hr
Underdrain Size
4
in
Drawdown Time Below Surface
16
hr
Factor of Safety
2
Total Drawdown Time
I 24
hr
Underdrain Invert
614.50
elev
Miscellaneous
Information
Groundcover
Sod
SHWT*
600
1 elev
Bypass Structure
Yard Inlet
Distance from SHWT
14.17
ft
Forebay?
Grassed Swale?
X

DRAINAGE AREAS & IMPERVIOUS
SURFACE
Date:
10/28/13
Sheet:
4
Project:
Mebane Fire Station
Description:
Bio-Retention 2
Design By:
JSJ
Checked By:
JSJ
Total DA = 0.45 acre
Total Impervious Area =
0.30
DA Composition (acre)
Comp
o
Impervious Area /o
Pervious Area
Impervious Area
.1C.,
Pre
0.45
0.00
0.30
0.0%
Post
0.16
0.30
0.73
65.7%
Change
-0.30
0.30
0.43
65.7%
C Values
0.30
0.95
"C" Values
Rational Peak Flows
Forest
0.06-0.2
Rational
1 Year 2 Year
10 Year 100 Year
Grassed
0.1-0.35
Pre-Dev Flow
0.63 0.78
.98 1.17
Paved
0.7-0.95
Post-Dev Flow
1.52 1.89
H.372.83
Gravel
0.7-0.85
Concrete
0.7-0.95
Building
0.8-0.95
Simple Method Runoff Volume
Future Asphalt
0.7-0.95
Volume to Surface Area
Rv Rainfall
Hold Req'd
BMP
0.95-1.00
Pre-Dev Flow
0.050 1.0
82 cf
Post-Dev Flow
0.641 1.0
1052 cf 1052 cf
Pre to Post Flow
0.641 1.0
1052 cf 1052 cf
Routing Information
Peak Outflow
Maximum
Max Elevation
(cfs)
Storage (cf)
2-year Storm
584.59 0.00
1,361.00
10-year Storm
584.70 0.00
1,606.00
See Attachments for complete
100-Year Storm
584.83 1.27
1,944.00
Routing
Information.
Alley, Williams, Carmen and King ,Inc.
Burlington, N.C.

Mebane Fire Station Stormwater Calculations
DA
Area
Imp
Per
la
Rv
Req Volume
Provided Volume
Excess Treatment
CN
C
NW Total
0.290
0.191
0.098
0.66
0.645
678
640
94%
-38
88
0.73
SW Total
0.452
0.297
0.155
0.66
0.641
1052
1126
107%
74
88
0.76
Front Total
0.398
0.273
0.125
0.69
0.667
963
1421
148%
458
89
0.78
NE Front Drive
0.002
0.002
0.000
1.00
0.950
7
0
0%
-7
98
0.95
1.141
2700
3187
118%
487

64
Project: Mebane Fire Station
StvrmTech®
By: Josh Johnson
Owerrlro-fterwoa-Rechaw
Units: Imperial
Point of Contact Josh Johnson
Subsurface Stormwater Management"
Date:
10/29/2013
System Requirements
Required Storage Volume
600 CF
Select Stormtech Chamber System
SC-310
96" (2440 mm)
MAX.
Stone Porosity (Industry Standard = 40%)
40%
PAVEMENT
18" (460 mm)
MIN.
FOR UNPAVED INSTALLATION WHERE RUTTING FROM
Stone Foundation Depth
6 Inches
VEHICLES MAY OCCUR, INCREAST COVER TO 24"MINIMUM. A
Storage Volume Per Chamber
31.00 CF
-
6° (150 mm) MIN.
Avg Cover over Chambers (18 in min. & 96 in max.)
:2:4] Inches
,o
-
- o 0
16 in (406 mm)
Number of Chambers Required
20 Each
6 in (150 mm)
Required Bed Size
581 SF
I——III—III—III—III-'
Tons of Stone Required
q
55 Tons
III —III III—III-1 I—III—III-1
I I-1 11= I I III-1 I I-1 I I—ITi-
Volume of Excavation
82 CY
Area of Filter Fabric
181 SY
6" MIN.
12" MIN. TYP.
# of End Caps Required
8 Each
Length of ISOLATOR ROW
35.6 FT
ISOLATOR FABRIC
16 SY
Is the limiting dimension for the bed the width or length?
width
Controlled by Width (Rows)
Controlled by Length
Width
15 FT
Length I 100 FT
# of Chambers Long
5 EA
# of Chambers Long
- EA
# of Rows
4 EA
# of Rows
- EA
Actual Length
39.20 FT
Actual Length
- FT
Actual Width
14.82 FT
Actual Width
- FT
Material Estimate
EwTo use this sheet: Please enter data into the
blue cells. If switching
between Imperial
c
NIL
Please call StormTech @ 888-892-2694 for conceptual cost estimates.
www.stormtecn.com 12U heaver Koad 15ulte 1 U41 Wetnerstleld I Uonnecticut I U61 U91 888.892.2694 1 tax 86b.328.84U1

Storm Tech SC-310 Undergroung Storage Elevations
Ground Surface
621.50
Top of Stone
619.23
Top of Chamber
618.73
Top of Inlet Structure
621.50
Inlet Structure Invert
617.40
Inlet Structure Weir
618.73
Inlet Structure Sump
615.40
Bottom of Isolator Row
617.40
Bottom of Chamber
617.40
Bottom of Stone
616.90
6" Perforated Underdrain Invert
617.20
Top of OC
621.75
Overflow Weir
618.98
Invert of OC Structure
617.10
Inver of Downstream YI
617.00
Cover (ft)
2.77
Inlet Structure Freeboard (ft)
2.77
Outlet Structure Freeboard (ft)
2.77
Chamber Height (ft)
1.33

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THIS PLAN DOES NOT PURPORT TO SHOW ALL EXISTING UTILITIES, LINES, APPURTENANCES,
ETC., AND THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES, PIPES, VALVES, ETC. AS
SHOWN ARE IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY
THE OWNER OR THE ENGINEER/ARCHITECT. THE CONTRACTOR SHALL DETERMINE THE EXACT
LOCATION OF ALL EXISTING UTILITIES, LINES, PIPES, ETC. BEFORE COMMENCING WORK, AND
AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT RESULT FROM THE
CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND
UTILITIES, PIPES AND VALVES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER/ARCHITECT OF
ANY CONFLICTS WITH EXISTING AND PROPOSED FACILITIES TO DETERMINE IF AN ITEM WILL
NEED TO BE RELOCATED.
THE ENGINEER/ARCHITECT HAS MADE NO EXAMINATION TO DETERMINE WHETHER ANY HAZARDOUS OR
TOXIC MATERIALS ARE PRESENT OR CONTAINED IN, UNDER, OR ON THE SUBJECT PROPERTY OR ITS
WATERS, OR IF ANY HAZARDOUS OR TOXIC MATERIALS HAVE CONTAMINATED THIS OR OTHER
PROPERTIES OR ITS WATERS IN ANY WAY WHATSOEVER. NO SUB -SURFACE EXAMINATION OF ANY TYPE
HAS BEEN MADE BY THE ENGINEER/ARCHITECT, AND ACCORDINGLY, NO OPINION IS EXPRESSED OR
INFERRED ON ALL SUCH MATTERS. FURTHER, NO OPINION IS RENDERED AS TO ANY VIOLATION OF
ANY ENVIRONMENTAL LAWS OR REGULATIONS, EITHER FEDERAL, STATE, OR LOCAL RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE ENGINEERIARCHITECT IS IN NO WAY LIABLE FOR ANY
VIOLATION OF SUCH ENVIRONMENTAL LAWS SHOULD SUCH EXIST.
1-6"X6" TEE
1-6 "X2" TEE
1-6" FIRE LINE RPZ
1-2" COMPOUND DOMESTIC
WATER CONNECTION WITH
FEBCO RPZ BACKFLOW
VALVE ASSEMBLY
5-6" MEGA —LUGS
PP*-- `——oHE--_
OHE--__
_'—OHE----- -__
---OHE---_._
1-6" 90" BEND PROP. 5' — OHE--_.
2-6" MEGA —LUGS CURB CUT
ASH PARTNERS
Deed Bk, 948 Pg, 553
Plat Bk. 56 Pg. 136
(Includes Conservation Easement
& area in Road Right of Ways)
Zoned R--20 and B-2
AGAPE BAPTIST CHURCH
Deed Bk. 433 Pg. 844
TMJ 10-23-46o
GPIN#9824024349
Zoned R-20
Class 4
SOD
_ -------
KI
} ' - =
1 _
1 i
1—FIRE HYDRANT
9 x 19' PARKING 1-6" GATE VALVE
SPACE, TYP. 2-6" MEGA —LUGS
6" CONCRETE PAVING
ON 6" ABC, TYP.
30 CURB & GUTTER, TYP.
SOD
'WON
\ r \ r
\
b \ \ r
r
b , 0 \ \
2-6" 22.5' BENDS
4-6" MEGA --LUGS CONCRETE PAD` J r
7LW/TELEPHONE \ \\ \\ r
1-6" 45' BEND PANELS
2-6°° MEGA —LUGS TELE.
PED
___'-.-OHE—_ IP \ \ r
OH U3
\ PP \ \ r 1-12"X6" TF_E
612'GATE MEGA�LUGS
3-6LVE
" MEGA —LUGS
(BY OTHERS)
TELE. ' 1
SCREEN WALL VAULT } \ \\ r t
SEE 1/A6.1 1 \ mmwmq
1
10' X 70' SIGHT
\ 1 r DISTANCE EASEMENT
30" CURB 8c
GUTTER,
6" CONCRETE (4, 000 PSI 1 \ 1 r
W/FIBERMESH REtNFO�?CING) , 1
ON 6" ABC STONE, TYP. 1 1� INV. 615.58
:� — INV.=616.66 1 , PROVIDE DETECTABLE
1 WARNING DOMES PER
NCDOT STANDARDS
OIL%WATER } 1 1
SEPARATOR i 11 11 r
4" CONC. WALK t r
SEE A5.1 1 1 4 } 1 PROP. 4' WIDE
__ _ 1 CONCRETE
'77_ ; 1 1
1 r SIDEWALK
1
�0_
ASH PARTNERS
Deed Bk. 948 Pg. 553
Plat Bk. 56 Pg. 136
(Includes Conservation Easement
& area in Road Right of Ways)
Zoned R-20 and B-2
15' X 230' SIGHT
DISTANCE EASEMEI
I
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SIGN I ~ I 1 e ' ESS, .
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033170 0
°-F✓YGfNEEF..`�'r.J �
s a4xl '
§E°§§§
REVISED 1214113 PER NCDOT COMMENTS
w
LANDSCAPE PLANTING TO BE COMPLETED I
BY C17Y OF MEBANE STAFF. FESCUE
TO I
r,_
INSTALLED $►CONTRACTOR.
SCALE. 1" = 20'
0' 20' 40' 60' 80' 100'

THIS PLAN DOES NOT PURPORT TO SHOW ALL EXISTING UTILITIES, LINES, APPURTENANCES,
ETC., AND THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES, PIPES, VALVES, ETC. AS
SHOWN ARE IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY
THE OWNER OR THE ENGINEER/ARCHITECT. THE CONTRACTOR SHALL DETERMINE THE EXACT
LOCATION OF ALL EXISTING UTILITIES, LINES, PIPES, ETC. BEFORE COMMENCING WORK, AND
AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT RESULT FROM THE
CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND
UTILITIES, PIPES AND VALVES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER/ARCHITECT OF
ANY CONFLICTS WITH EXISTING AND PROPOSED FACILITIES TO DETERMINE IF AN ITEM WILL
NEED TO BE RELOCATED.
THE ENGINEER/ARCHITECT HAS MADE NO EXAMINATION TO DETERMINE WHETHER ANY HAZARDOUS OR
TOXIC MATERIALS ARE PRESENT OR CONTAINED IN, UNDER, OR ON THE SUBJECT PROPERTY OR 17S
WATERS, OR IF ANY HAZARDOUS OR TOXIC MATERIALS HAVE CONTAMINATED THIS OR OTHER
PROPERTIES OR ITS WATERS IN ANY WAY WHATSOEVER. NO SUB —SURFACE EXAMINATION OF ANY TYPE
HAS BEEN MADE BY THE ENGINEER/ARCHITECT, AND ACCORDINGLY, NO OPINION IS EXPRESSED OR
INFERRED ON ALL SUCH MATTERS. FURTHER, NO OPINION IS RENDERED AS TO ANY VIOLATION OF
ANY ENVIRONMENTAL LAWS OR REGULATIONS, EITHER FEDERAL, STATE, OR LOCAL RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE ENGINEER/ARCHITECT IS IN NO WAY LIABLE FOR ANY
VIOLATION OF SUCH ENVIRONMENTAL LAWS SHOULD SUCH EXIST,
APE BAPTIST CHURCH
t
Deed Bk. 433 Pg. 844 t \ \\ \ \\
TM# 10-23-46o
GPIN#9824024349 I N \ \ \\ t
Zoned R-20 \ t N N \ \
Class 4 t I \ \ o\
PP - IQHE- \ \
'CONCRETE PAD ' \
---OHE \ W TELEPHONE \ \ \
PROP. Yl NO. 7 \ —oH\ \ J ' PANELS \ FE� NO. 2
\ THROAT-618.50 OHE TELE. \ INV, 618.50 CD
BIO-RETENTION BASIN # 7 NV. OUT—� 16.08 oHe``- - - PED
\ \ _0HE---__ \ \
SFC ELEVATION = 617.5 � � � -- oHE- � ` � ` EIP \ t
BASIN VOLUME _ 51 C.F. � \ \ \ � - o _ oHE _ EX.'EOP \\
0
14.5'-15" HDPE I _ ---------- 623 4" ROOF 1 \ 1
0 0.55% _ _�____ - --- _ 6" ROOF DRAIN
---- _ \ DRAIN \ \ \
62
I TELE. `\ - N \ \ 4
I _ — 2.0 623 VAULT c' \ \
FES NO. 6 i i i` ' _ ' \
INV.-616.00 '� I' �\ ... _<--_ - -� \ \\ \
�'.� i , I . ,'��;�� �.:��:. '..:....1:,.-�: -�. ,... �`- . ��'�-1R" RCP
61T�5 I cp�'� N �� 6" ROOF
P
^, C) z
_ c} lb
�y DRAIN TO _
' DENOTES 5' WIDE CURB FIRTIA�� JMH # 12 1_ , NCDOT STD. 840.51
I
INSPECTION
PORT
SC 310
ISOLATOR
ROW
PREFABRICATED
END CAP \
6 ROQF
INV.-616.66 —
- PROP. JMH NO. 1 _ PROP. JMH NO. 1
CUT WITH 5'x4'x12" DEEP I DRAINS I _ -- -`- \ \ \ 1\ TOP-620.75 TOP-621.50
GLASS 1 RIP -RAP PAD. TO BR#2 - - `�' `INV. IN-616,68 INV. 1N-616.70
FX. INV t7ltT INV. OUT-616.60
I SC 310
UNDERGROUND
I STORAGE
I
I
I PROP, GI NO. 3
I
I TOP- 619.25
I
i INV OUT-617.00
I �
I
I
I 6" PERFORATED
I
I UNDERDRAIN
I
I
i 18" N-12 HP
I
I STORM PIPE i
I
I
I OR RCP
I
I
I
I 12 HDPE
I
I
i CONNECTION
I
I
I
— 4'X4' YARD INLET
CONTROL
�WIOUTLET
�--18 "X 12 N-12 WEIR (SEE DETAIL
HP ECCENTRIC SHEET C8)
HEADER INV. OUT- 617. 10
\
15 N-12 HP
TREE FILTER BOX
STORM PIPE
(9 620.20 (SEE
OR RCP
DETAIL SHEET C8)
CLEANOUT WITH PLANTING BY
DEBRIS SHIELD CITY OF MEBANE I
STD. 4" SCH 40
:... ..., PERFORATED
= ..
; .. UNDERDRAIN 1
PROP. Cl NO. 13
TOP-621.25
I INV. OUT-617.90
�,
4 BACKFLOW
ON 4" UNDER
6 " MIN.
4" RAISED CURB
CON ETE FLUM
ELEV-621.20
ELEV. 620.50
CLEANOUT WITH
DEBRIS SHIELD I
SCALE. 1 " = 20'
0' 20' 40' 60' 80' 100'
INV. -617. 74 I (�' \ I o I ILi
I
12" x 6" CLEAN
I STONE SHOULDER I I I I lm Iz ,,'•®.®®a
� I � I'—{
/GN i � µV
As TrvE I r` I I 62, 56 I L K a
.e
Deed Bk, 948 Pg.1 553 I'� I EXOP I II SHEET C3 FOR ADDITIONAL : ` SEAL
Bk. 56 Pg./136 1a p
I I I I N I SITE DISTANCE GRADING.
(Includes Conservatl�n Easement
& area in Road R*ght of Ways)
Zoned R-20 find B-2 .. y 1 1 I I ,f®f �..
�p�p 179t E769 the
REVISED 1214118 PER NCDOT COMMENTS
REVISED 11118113 ADDENDUM #1

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s
N
THIS PLAN DOES NOT PURPORT TO SHOW ALL EXISTING UTILITIES, LINES, APPURTENANCES,
ETC., AND THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES, PIPES, VALVES, ETC. AS
SHOWN ARE IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY
THE OWNER OR THE ENGINEER/ARCHITECT. THE CONTRACTOR SHALL DETERMINE THE EXACT
LOCATION OF ALL EXISTING UTILITIES, LINES, PIPES, ETC. BEFORE COMMENCING WORK, AND
AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT RESULT FROM THE
CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND
UTILITIES, PIPES AND VALVES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER/ARCHITECT OF
ANY CONFLICTS WITH EXISTING AND PROPOSED FACILITIES TO DETERMINE IF AN ITEM WILL
NEED TO BE RELOCATED.
THE ENGINEER/ARCHITECT HAS MADE NO EXAMINATION TO DETERMINE WHETHER ANY HAZARDOUS OR
TOXIC MATERIALS ARE PRESENT OR CONTAINED iN, UNDER, OR ON THE SUBJECT PROPERTY OR iTS
WATERS, OR iF ANY HAZARDOUS OR TOXIC MATERIALS HAVE CONTAMINATED THIS OR OTHER
PROPERTIES OR ITS WATERS IN ANY WAY WHATSOEVER. NO SUB -SURFACE EXAMINATION OF ANY TYPE
HAS BEEN MADE BY THE ENGINEERIARCHITECT, AND ACCORDINGLY, NO OPINION IS EXPRESSED OR
INFERRED ON ALL SUCH MATTERS. FURTHER, NO OPINION IS RENDERED AS To ANY VIOLATION OF
ANY ENVIRONMENTAL LAWS OR REGULATIONS, EITHER FEDERAL, STATE, OR LOCAL RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE ENGINEERJARCHITECT IS IN NO WAY LIABLE FOR ANY
VIOLATION OF SUCH ENVIRONMENTAL LAWS SHOULD SUCH EXIST.
AGAPE BAPTIST CHURCH
Deed Bk. 433 Pg. 844 GRAVEL &
TM#10-23-46a RIP -RAP
GPIN#9824024349 FILTER BASIN
Zoned R-20
\ Class 4
'� J
\ .'-SHE \
\ \ \ -OHE '---0
I
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RIP -RAP PAD
I
I
NO. 1
SEDIM
i I
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I
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PERM. RIP -RAP OUTLET
STABILIZATION -NEW PORK
`D
METHOD
I
CLASS
NUMBER ZONE RCP -RAP
THICKNESS
LENGTH
WIDTH
I
1 2 B
12°'
8'
4°
i
2 2 B
12
8'
4°
*LINE OUTLET WITH
FiLTER FABRIC
I
I
J
I
6'x2'x12" DEEP
CLASS I
RIP-R4P PAD
1'
I
R1P-R4P PAD I,
i
i
NO. 2
I
®
I
I
ASH PARTNERS
Deed Bk. 948 Pg. 553
I l
I
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Plat Bk, 56 Pg. 736
! I
p I
(includes Conservation Easement
�`
y
& area in Road Right of Ways)
I
I I
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Zoned R-20 and B-2
h
NEW STABILIZATIONTIMEFRAMES
Site Area Description
Stabilization
Tirneframe Expectations
013
Perimeter dikes, swales, ditches and slopes
7 days
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
(�
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
Sediment Basin Calculations and Design Chart
1
623� 1 1
Z TELL
623 VAULT 1
IF
ti \ \
'CONCRETE PAD �\
W/TELEPHONE
I PANELS I i PED y't \ \ \ \
\ \ \ B O
W
CD M
cl
1 \ \1\ \1 0
\ \\ \ \
�
CONCREff
FLUME UNDER
f
SIDEWALK �44;eo_ lei.
-615.58
RIP -RAP DONUT
INLET PROTECTION
UNTIL INSTALLATION
OF JMH NO, 1
622�
- -
-S._ _SF S-SF- SF SF _
� SF-SF-tcaccccauutttuaccc�cac c c
I
I
ti
SODDED 1SWALE
o
i 12" HIGH
TEMPORARY
GRAVEL &
rn
(Noco
ro
I DIVERSION
RIP -RAP
I i
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Im
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I BERM '^
FILTER BASIN
FILTER
jy
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6'x2'x12' DEEP PAD
CLASS
RIP R4P \ \
_ _
1 '` 1 I�nl
a
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In
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h
ASH PARTNERS11GN
�,
I
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1
Deed Bk. 948 Pg. 553
I I
I
Plat Bk. 56 Pg./
(includes Conservation Easement
& area in Road Right of Ways)
Zoned R-20 End 8-2
I
111
I
11
I l l
Drainage Area
10 Year Storm
Req Volume
Re Surf Area
Prov. Volume
Prov Surf Area
Side Slopes
Dam
Bottom Weir
Type
(ac)
Rational (cfs)
(cf)
(sf)
(cf)
(sf)
ft/ft
Sediment Basin #1
0.29
1.17
522
378.885
851
542
3:01
619
617 618.5
Skimmer
Sediment Basin #2
0.45
1.81
810
587.925
1348
987
3:01
619
617 618.5
Skimmer
Temporary Sediment Trap #3
0.4
1.61
720
522.E
770
576
2:01
621
618 620
Skimmer
III Ii I I 1 11
15' X 230' Sight Distance Easement
i=
CA
� I
i iII4 I I
1111
/
OPE I III�II I l 4:1 SLI I I
Ii'�I I I Ii
a
�'P °Illjli I I l
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�I �11 1lIIII "I � i
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625----
N � I
- - - - - -624_ _ _i
_--- --623
_622-
SILT
PROTECTION AT
CONSTRUCTION
ENTRANCE
50, L
12' W
8" THICK
INSTALL SILT FENCE
ON SAME DAY AS SITE
DISTANCE GRADING.
SEED WITHIN 24
HOURS OF GRADING.
Erosion Control Construction Sequence
1. Obtain NCDENR Erosion Control Permit,
2. Hold a Pre -Construction Meeting.
J. Install Construction Entrance.
4. Install Perimeter Silt Fence.
5. Install Sediment Basins. Minimize compaction in bottom of Sediment Basins.
6. Install Storm Drainage at front of property (JMH #1, FES #2, Gl, #3, JMH #4, FES #5) and stub on joint out of GI
#3 toward site. Block stubbed pipe with plywood board or other complete blockage. Contact NCDOT prior to
installation. Submit shop drawings of materials at least 15 days prior to installation.
7. Install Inlet Protection around storm drainage. Seed around Storm Drainage.
8. install temporary diversion berm upstream of construction entrance.
9. Rough Grade site including site distance area along Mebane Oaks Road. On some day as site distance area on
Mebane Oaks road is graded, install silt fence to prevent offsite erosion.
10. Install water and sewer services.
11. Test water and sewer services.
12. Begin Building Construction.
13. Once exterior Building Construction is completed begin curb and gutter, sidewalk, stone base and concrete paving
installation. Sub rode stone and concrete installation shall be done to NCDOT and City of Mebane requirements.
g , y q
Install Curb inlet #133 and pipe to JMH #12 but block curb inlet opening with plywood and silt waddle to prevent
water and/or sediment from entering curb inlet. Place waddles in front of all curb cuts.
14. After concrete work is completed, sodding should begin. Sod Section A (around the building) shall be done first.
15. After Sod Section A is installed and has taken hold, then contact NCDENR Land Quality representative and request
permission to remove Sediment Basin's #1 and #2 and silt fence on back half of property.
16. After Land Quality's approval, contact the design engineer prior to beginning conversion of Sediment Basin #1 and
#2 into Bio-Retention Basin's #1 and #2.
17. After Approval of Design Engineer convert Sediment Basin #1 and #2 into Bio-Retention Basin #1 and #2. SEE
SPECIFIC INSTRUCTIONS FOR CONVERSION,
18. Sod Bio-Retention Basins #1 and #2.
19. Contact Land Quality and request permission to remove Sediment Basin #3 and any remaining erosion control
measures.
20. After areas near front of building ore sodded contact design engineer and Jeremy Cadeau with ADS prior to
installation of Storm Tech Underground Storage. Jeremy Codeou can be reached at (828) 423---6933 or at
[e-mail].
21. install Storm Tech Underground Detention and Isolator Row. SEE SPECIFIC INSTRUCTIONS FOR INSTALLATION AND
FOLLOW MANUFACTURERS INSTRUCTIONS.
22. Install and connection JMH #12 into Storm Tech Device.
23. Install Sod Section C including over the Storm Tech Device and entire front yard.
24. Contact Design Engineer for installation of tree filter box.
25. Remove Plywood obstruction from Curb Inlet.
26. Block Curb Cuts into Tree Filter Box with plywood obstruction.
27. Install Tree Filter Box. SEE SPECIFIC INSTRUCTIONS FOR INSTALLATION.
28. Contact Design Engineer, Architect, and City of Mebane for site walk through.
29. Owner, design engineer, maintenance workers, and architect shall meet and discuss long term inspection and
maintenance of all stormwater BMP's on site.
SCALE. 1 " = 30'
0' 30' 60' 90' 120'
14®��®®a�oeoaavaa000
SECI il
033170�
®� (,1 FNG I NEti�
150'
.4,tryy�a s.
oof®aa�a�a�m°as
REVISED 12112113 PER NCDENR COMMENTS
REVISED 1214113 PER NCDOT COMMENTS

4"
TYP. SHAPE
DOGHOUSE
12"Wx18"H
DOGHOUSE
BALL VALVE
� O
S s
k£ .
fi
12" 36"
LID
4"
D
WEIGHT. • 2,900 LEIS.
D
30,
ELEVATION
PRECAST CONCRETE 4x 3' METER
SOLDER BUSHING --�-
2" EIP
OUTLET
TEE
(FOR 2" METER)
F
O ALL BRASS OF
R 85-5-5-5 RED BRASS
D UNS C83600
AWWA CBOO-05
ASTM 862-02
2 1/8" OD COPPER TUBE
DUAL CARTRIDGE
CHECK VALVE
COUPLING
BALL VALVE
2 118" OD COPPER TUBE —+s-
1 3/8" OD COPPER TUBE
FLOW D'.
BAFFLE
Itm 2 rem WrejmoMEO■ G ii
! . ■ 4 4■ � " �
2'-6-
1/2' RAD. (
h
9'
Qz M1�.
CURING
COMPOUND
iz'
a°
a
4
3,0D0 PSI CONCRETE CURB
EXPANSION JOINT EVERY 90'
CONTRACTION JOINT EVERY IT
30" CONCRETE SPILL
CURB & CUTTER
SL
VIL I\LI LIV IIVIY
BAFFLE
(TOP OF BAFFLE NOTE ALL BAFFLE AND WIER PLATES
ABOVE OUTLET) ARE TO BE GALVANIZED.
OIL WATER SEPARATOR - 4' X 6I.®.
DUAL ANGLE CHECK VALVE
18.00"
2" EIP
r OUTLET
TEE
1/2" RAD.
h
CURING
Q' COMPOUND
2"
6.
7.
4 a a °
4
a
3,GDO PSI CONCRETE CURB
EXPANSION JOINT EVERY 90'
CONTRACTION JOINT EVERY 10'
2" NEPTUNE TRUFLOW
COMPOUND RADIO METER
(ONLY IN GALLONS)
FORD #VBHH77 18BHC-11-77
22-63 CUSTOM 2"
METER/STRAINER SETTER.
C.I.V.B. COVER
C.I. VALVE BOX
2" DUCTILE IRON GATE VALVE
2" OPERATING NUT (200 P.S.I. 1
WATER WORKING PRESSURE)
F6103 BY CLOW
FLOW
2" BRASS NIPPLE-7
AMERICAN DARLING OR CLOW
IF VALVE BOX IS NOT
IN PAVED AREA, PROVIDE
A 2'-0" X 2'-0" CONCRETE
COLLAR (TYP. OF ALL VALVES)
6" L
CAST IRON J
VALVE BOX
\ 6" GATE
VALVE
15" MIN, 2„
20" MAX.
CAP
RUST-OLEUM
OIL BASED
BRIGHT WHITE
BARRELL
RUST-OLEUM
OIL BASED
TRACTOR RED
#57 WASHED STONE
BY CONTRACTOR
UNDISTURBED EARTH
3,000 PSI
CONCRETE BLOCKING
6" DUCTILE y/x
IRON PIPEVA��
6" DUCTILE SEE WATER MAIN VALVE
`•VA//AA VA/�
IRON PIPE DETAIL FOR BLOCKING SIZE GONG. "x PAD
CLASS "B"
CONC. D BY
VARIES VARIES CONTRACTOR
**MEGA -LUG FROM TEE THROUGH VALVE TO HYDRANT
FIRE HYDRANT INSTALLATION
PROVIDED PROVIDED BY
BY CITY PROPERTY OWNER
TO CITY SPECS,
2" COMPOUND 4'x3'
METER VAULT. o:
6"
12" MIN. FROM TOP VARIES
OF METER TO TOP
OF METER BOXIR
EQ.
2' STIMER BY NEPTUNE
Pita NO. 53120-000
DOUBLE i
CHECK
BRASS
PIPE -
RAY! I
�2" TYPE W' `J
2" DOUBLE STRAP BRONZE SOFT COPPER
SADDLE (FORD STYLE 2028) 2" COPPER 4" WASHED 2" COPPER
FOR 2" NIPPLE COMPRESSION STONE COMPRESSION
FITTING ONLY
(MCF) FITTING ONLY
NOTE: (MCF)
1) COMPRESSION FITTINGS ONLY,
NO FLARED FITTINGS.
2) RPZ'S TO BE TESTED ANNUALLY.
PROVIDE COPY OF TEST TO CITY.
6" MIN.
CLASS B
CONCRETE
V UNDISTURBED
< EARTH
PLAN - BENDS
SECTION
BUTTRESS DIMENSIONS
PIPE
22 1 2' BENDS
45' BENDS
90' BENDS
SIZE
L
H
L
H
L
H
6"
1 _0
1'-0°
1'-0"
1'-0"
i'-4"
i'-2"
B"
i'-0-
1'-0°
1'-4"
1'-2"
i'-10"
1'-6"
12"
1'-4"
1'-4°
2'-6"
f—
,— 2" STRAINER
12"
INSTALL THREADED —
UNIONS ABOVE —
CONCRETE PAD
FOR REMOVAL
BRASS
ELBOW
—2,
SEPARATION
BRASS PIPE
(30" MIN.)
-MBX-5 CAST IRON METER
BOX W/ HOLE IN LID FOR
RADIO READ ANTENNA
,. /� / ■ 1.
NOTES:
1. DIMENSION "A" SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERRING WITH THE MECHANICAL JOINT BOLTS
2. THE SHAPE OF THE BACK OF THE BUTTRESS MAY VARY PROVIDED THE CONCRETE IS AGAINST FIRM, UNDISTURDED EARTH.
3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SO. FT. AND A WATER PRESSURE OF 150 P.S.I.
THRUST BLOCKS - BENDS
2" CUT-OFF
VALVES
— HOTBOX
MODEL HB2S
��A �-�---BRASS PIPE
�`— POWER SUPPLY
BY PROPERTY OWNER
FLOW
COMPRESSION FITTING
AFTER ELBOW
4" WASHED STONE
501 X 24"W X 4"T
CONCRETE PAD
_ FEBCO RPZ
BACKFLOW VALVE
ASSEMBLY
(825YBV) OR EQUIVALENT
CLASS B
CONCRETE
UNDISTURBED
EARTH
"\
m
PLAN - TEE
EARTH
TRENCH WIDTH 112"�X
CLASS B
4s• CONCRETE
N
SECTION
BUTTRESS DIMENSIONS
6"
V-6"
V-4"
12"
2'-3"
2'-0"
w z
vw
w z
APPROVED DEVICES
A. RPZ
1. WILKINS 475 DARR OR
375 ADA W/ REMOTE
READOUT (GAL)
2. FEBCO SERIES 826YD
DETECTOR WITH REMOTE
READER (GAL.)
B. DOC
1. FEBCO 876V WITH
REMOTE READER (GAL.)
2. WILKINS MODEL 350
ADA WITH REMOTE
READOUT (GAL)
*NOTE: RPZ
"HEAT SOURCE TO BE PROVIDED BY OWNER" REQUIRED ONFIRE LINES WITH
FIRE DEPARTMENT
REDUCED PRESSURE DECTECTOR BACKFLOW ' OR CONNECTIONS.
DOUBLE DETECTOR CHECK VALVE AS REQUIRED
BY CITY OF MEBANE ,— GATE VALVE
BRICK
PIER
z
30"+
12"
a"
DETECTOR METER - NEPTUNE _III III.
METER ONLY %" x a/4" T-10 -
WITH E CODER-R900 PIT _I
GALLON REGISTER.
MEGALUG ALL MJ FITTINGS.
D.I.P. REQUIRED FROM MINIMUM OF 2' DJ P. ON
METER TO BACKFLOW DITCH MUST REMAIN OPEN UNTIL BACKFLOW OUTLET SIDE OF BACKFLOW
IS INSPECTED BY CITY OF MEBANE.
NOTES
1. THE BACKFLOW DEVICE SHALL BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF
THE METER. ENCLOSURE SHALL NOT OBSTRUCT SITE DISTANCE AT ROAD
CROSSINGS.
2. ALL BACKFLOW DEVICES SHALL BE INSTALLED ABOVE GROUND IN A HORIZONTAL
POSITION UNLESS OTHERWISE PREAPPROVED BY THE CITY OF MEBANE.
3. SHUT OFF VALVES SHALL BE RESILIENT SEAT WITH FLANGED END AND O.S.&Y HAND
WHEELS.
4. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EXPDXY COATINGS TO
CONFORM TO ANSI/AWWA C550 OR MANUFACTURED OF STAINLESS STEEL.
5. APPROVED ABOVE GROUND ENCLOSURES: "HOT BOX", HYDROCOWL, SMI MODEL #
b68—EHPZD, B80—EHPZD, B110—EHPZD) OR BFP (#640-1PD, 800-1PD, 950—APD
OR 1150—APD. ENCLOSURE MUST HAVE A DRAIN
6. TANDEM BACKFLOWS REQUIRED IF SERVING MULTIPLE USERS OR SERVICE CANNOT
BE INTERRUPTED
7. DETECTOR METER AND BACKFLOW ASSEMBLY SHALL BE INSTALLED IN ENCLOSURE.
8. PIPE & FITTINGS BELOW GRADE TO BE M.J. WITH RETAINER GLANDS, 150 PSI MIN.
WORKING PRESSURE.
9. INSTALL BACKFLOW DEVICE NEAR MAIN WATERLINE CONNECTION AT STREET RIGHT
OF WAY.
10. ALL BACKFLOW DEVICES SHALL BE TESTED, INSPECTED, AND MAINTAINED BY THE
OWNER. PROVIDE ANNUAL REPORTS TO CITY.
ABOVE GRADE BACKFLOW
PREVENTER, 311 AND GREATER
43
S.S. HINGES WTH
-TAMPERPROOF BOLTS �12 1 /
7` 1 /2
0 0 --I-
33 XXXXXXy 18 (TYP)
0an a0
" a
PLAN VIEW Ss. WATERTIGHT
SLAMLOCK
STAPLE FOR PADLOCK
FLUSH CAST ALUMINUM
DROP HANDLE
�SLAMLOCIC PLUG
%AMLOCK KEY
T
ZZZ_
UW
22 S.S. AUTOMATIC
HL OPEN ARM
W/RED \4 GRIP
SECTION VIEW
SIDE
9/16 DOA. HOLE �3/,}
® 18 O.C.
iA FLOOR PLATE
MAIL: ALUM.----
14e
i
I/O EXTRUDED
34 TH
ACTUAL OPENING RETROFIT
TTION YAN
35 FRAME OPENING NTEGRAL SEAT
36 CONCRETE OPENING �1/4 (TYP)
SECTION VIEW
FRONT FRAME DETAIL
ALUMINUM ACCESS HATCH
_p
�
e
S EAi
033117
. v '•.
oy
FVc NEE
,
B. D. BRANCH DIAMETER hVA AO `,.` S
NOTES:
1. DIMENSION "C" SHOULD BE LARGE ENOUGH TO MAKE ANGLE "A" EQUAL TO OR GREATER THAN 45'.
2. DIMENSION "Do SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERRING WITH EHT MECHANICAL JOINTS.
3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SQ. FT. AND A WATER PRESSURE OF 150 P.S.I.
THRUST BLOCKS - TEES
NOTES:
1-MATERIAL: ALUMINUM
2- LOADING: 300 LBS. PER SO. FT.
3- 316 STAINLESS STEEL BOLTS
4- APPROXIMATE WEIGHT: 59 LBS.

4' CONC. WAL TOP
a 18'-0" 18'-0" 18'-0" STANDARD M.H. ----- E STD. PRECAST
-�
s.s' umm -
STRIP MAX. MAX. MAX. -___
EXPAN.JOINT CONC. TOP
�.._ RING AND COVER
a USE EXPANSION JOINT IF EQ, EQ. EQ. SEE STD. ST-7 -
EXPANSION CURB & GUTTER iS NOT POURED. SPACES SPACES SPACES Y OUTLET PIPE C R
JOINT
„EXPANSION 6" ® i/2 " EXP. _
>a, r JOINT E G G E G G E G G E G =-- -__
•GRASSED )- �� DETECTABLE -__1 ( ' I I ( I I I I % x 2"CL. --- 3"CL.�I-- "'„<<, Sp PN MTL. A A
• WARNING SURFACE
SEE DETAIL & NOTE I & 2 „ , NO.4 STEEL BARS
30' CURB & GU 6 FOR W ' = 6'-0" OR LESS E=EXPANSION JOINT
I Re 5" CONCRETE EXPAN. ( A' STD. C & G B L 4" R., TIP.
JOINT JJJ
EXPANSION GO.Ns• G=GROVE JOINT _[ „to
JOINT 2'L X 4 w STREET [==_====1
DETECTABLE NOTES: EXCEPT WHERE SHOWN iN THE PLAN, OUTLET PIPENG SURFACE 3� PLAN WITH PLAN WITHOUT
SEE DETAILR&1 NOTE 1 & 2 ALL NEW CONCRETE WALKS SHALL HAVE Y ' '�2�- TOP TOP
+` EXPANSION s JOINTS SPACED AS SHOWN IN THESE DETAILS. PLAN SLAB PLAN
30" CURB & GUTTE CUR A5' UTILITY 5'-10" 402 THROAT CLR. 5"
JOINT TRANS F EXPANSION STRIP
Jo1Nr AN EXPANSION JOINT SHALL BE USED TO SEPARATE
4' CONC. WALK 10 7_4.2�1" 402 �+/- 065 IN. TOL.
C 5" PRECAST 3-8 403
pSPH.
/ CONCRETE COVER STD. RING e
THE W CONCRETE WALK FROM OTHER D COVER K
NEW OR EXISTING CONCRETE CONSTRUCTION. I- F NOTES: & 3 R.
?GRASSED �i� N N 5" PRECAST 6, C
JOINT PATTERN CONCRETE COVER L5 5S 5" o D
..r; • cr; .2., I .. :.. ALL MORTAR JOINTS
OPENING• ' ARE TO BE i /2 " � 1 /B " M'
4 -e 402
4 + BRICK MASONRY CAN 6-0" 403 z_ 2'-3'
EXPANSION
2ND OPENING IF REQUIRED7 6" BE STANDARD CLAY -I SUMPS
PLAN JOINT 114,» 6" A B H H B ORLCCONC.MBO BRICKRICK, B g" 1 Fr
2'L X 4'W FOR DEPTHS OVER ' y
DETECTABLE --- - 4 -0 3" STEPS MORTAR OR
0
WARNfNG SURFACE ON i'-3"ECENTERS.
SEE NOTE 7 & 2 I I �� / „ � � �•'..".. •,. d r ,•:": CONC.AR
: 2500 PSI CONC.
1 8 -I- R. � _
to' 421 MAX ----- :.i, r . •. 6. 6" j ,SECTION YY Sa'IION A -A C _
_ 5. SECTION-XX TION e B
GROVE JOINT STANDARD BRICK MASONRY CURB INLET
PREFORMED C.O.M. STD.#402
SECTION EXPANSION
C.O.M. STD.#403
JOINT MATERIAL 3/8 NOTES.
30" ROLLED CURB ALL CURB INLETS OVER 3'-6" IN DEPTH TO BE PROVIDED
WITH STEPS 1'-0' ON CENTER. STEPS SHALL BE IN DIN'S OF BOX & PIPE COVER
ACCORDANCE WITH STANDARD SPECIFCATION DRAWING PIPE SPAN WIDTH HEIGHT -DIMENSION
SS-1 AND SS-2. B
I. DETECTABLE WARNING DOMES SHALL COVER o o - _ , D A B H(MIN) F G
2'-0" LENGTH AND FULL WIDTH OF THE RAMP / LO CLASS "A" CONCRETE 3000 P51 TO BE USED. STD. 411
FLOOR AS SHOWN ON THE DETAILS. 1 8 R• o tY 3'-e" 2'-3' 2'-4- 4'-10' 3'-7" #
2. THE RAMP MAY BE YELLOW IN COLOR OR ANY - - PRECAST CONCRETE CATCH BASIN. JUMBO BRICK OR CONCRETE 3" R RING & COVER
COLOR WITH A 70.$ CONTRAST RATIO. BRICK MAY BE USED IN LIEU OF CLAY BRICK. 15" 3-6
COLOR 2'-3" 2' ]" 4' 70" 3'-]'
FULL WIDTH OF RAMP 0.45" R 3",TYP. TYP.
4' MIN. �•) EXPANSION JOINT FOR B'-0' IN HEIGHT OR LESS USE 8-INCH WALL. R OVER 18" 4'-0' 2'-0• 2' ii' 5' 4' 4'-0' -
8'-0" IN HEIGHT USE 12-INCH WALL R AININ FROM TOP -
FLAT OF WALL AND 8-INCH WALL FOR THE RAMA NING 6'-0'. 24" 4'-0' 2' 9' 3' S" 5' 4" 4'-0" 2", TYP. - n
0.20' R IF REINFORCED CONCRETE PIPE IS SET IN BASE OF SLAB 30' 4'-0' 3' 6' zF 11" 5' 4" 4' 10'
0 0 o O O D �-) JOINT DETAILS NOTE: 2",TYP.
OF BOX USE STANDARD SPECIFICATION DRAWING ST-10.
os1z.as` (TYP.) ALL CONCRETE TO BE 36' 4'-0' 3'-6" 4' 6" a-:. 4'-10' r A tP SECTION A -A
(1YR MANHOLE RING ANO COVER IN CONCRETE LOP SHALL CONFORM OOOOO2--0' 3000 PSI MIN. TO STANDARD SPECIFICATION DRAWING NO. ST-7.42' 4'-0" 3'-8' 4' 11" 4'-10" 4'LENGTH REINFORCING STEEL SHALL CONFORM TO ASTH A-615 GRADE 60 qe' 4'-6' 4'-0' S'-5" 5'-4" VV--
O O O O O O
SECTION �,.) o 0 0 0 0 0 1 J L TA !� STD BRA A CATCH BASIN WITH 3".TYP. -.
DETECTABLE WARNING PLAN NOT TO SCALE SINGLE & MULTIPLE PIPES 12" THRU 4811 6" TYP.
DOMES DETAIL
CITY OF MEBANE --1"
H,ry ") 11"t Ap WHEELCHAIR RAMP SECTION B-8
d-1 i Y L"J tdl� B
PLAN STD. 402 INLET TOP REQUIRES 4,
#4 BARS IN STREET FACE.
`r STD. 403 INLET TOP REQUIRES 4,
cI� 4'-0" rr ow pm�, P.S RING Lx-NE STD, NO. e40.e4 or„ I.-. 36� -{ 5 BARS IN STREET FACE.
21/4 I -'a c`d GENERAL NDT£B: F SHED D-�?` 3/8" STEEL I T T 3/8" RED HEAD ANCHOR #
_ aa3 ,-. z as 6 24" 6"' WITH FLUSH MOUNT
j zW x� o MORTAR DSNrs YY" = g' THICK. I ELEVATION rg� PLATE ALL OTHER REINFORCING STEEL
MR Oil y : �� I _. IUL�aED � m06III CONCAVE raDL ALL rxrasED uolNrs. ��oc? IS #4 BARS.
-.z-izY NJ &_ 00,= ETIM =A USE CLASS "B" CONCRETE THROUGHOUT. a pp�yZ
0oMC'J "'M - iv .i_ C Gtl -N 5� STEP STD. - 5„
=.ryAATn �_-1 _-7 - _ y"''.U�p� ym USE FORMS TO CONSTRUCT THE BASE SLAB- w ', 1 NO. B4O.66 6,.
m ai o �( _ _ ^'� 9 �� -, _ 1�- _ ¢ T- C5 x a3 Q m N o ar. ,..r
GIOw \ iv =- N?N`P 2" 4 N~0 ��OM'FI SOLIID CONCRETTELBLOCKSEMAYTBEDUSEOONCRLIEUBOFOCLAY BRICK. i �i=-(y,0� 6"
n �a _ �� 1v2 N N 0 2M o � STANDARD PRECAST CONCRETE CURB INLET TOP
- _ _ ,.., - -tp IF REINFORCED CONCRETE PIPE: IS SET IN BASE. STAB OF BOX,
4y -1 a> - - - - > C.O.M. STD.
.. .�A. ADD TO BASE AS SHOWN IN STD. NC. 840.00. �- - --T- 1 B, #412
Np 0 f� I w0 fn0 WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT wp
---^ -- -------F ..L�. ' 0 2 ' THE TOP OF THE MANHOLE FLUSH WITH THE GROUND, AT OTHER X 3_B _ ._-_ X a
.�_ 1b' LOCATIONS CONSTRUCT A MINIMUM OF 9" ABOVE THE GROUND.
N �1-�� �1o�v���r Fcum a�r,�rL
PROVIDE MANHOLES OVER 3'6° IN DEPTH WITH STEPS 72" ON
°q1 IPLM tjS CENTERS IN ACCORDANCE WITH STD. N0. 840.66.
GRATE: SECTION Y-Y / FOR � DMA. BOLT Lu A '„
M n 1" 1rr FRAME SECTION Y-Y ¢ m SEE NOTE o o N DI 2 8�-� 2 G" A A
'� - w a
mC11�N ' `o' SECTION ON C 6
...."
1 -91 ,' rr rr +N r :". -::: - - SF"6" _ 4 Q 1
z 1' 11" 1 �Y o�faA n=.
e3 0 b o o RING - 70 LBS.
GRATE SECTION X-X x C s PART SECTION Y-Y_ _ a a 1 ,-0" 1 -0" COVER - 118 LBS.
o GRATE SECTION X-X !X X Z o -
•air I N NIK
VAN
6'r ACCESSIBLE 6" ACCESSIBLE
ggy z _ �.�. c'7• '_L.- _� F --T GO ® m g MINI1PUM DIMENSIONS AND QUANTITIES F R MANHOLE i N NVAN COMPLYINGSIBLE SIGN
WITH ADA
3r_107 ire I � '-__� .J : O PIPE Cu- YOS. TOTAL BRICK Co. YDS. BRICK OEDUCIIaNS I _ I j RESERYEU REQUIREMENTS (AT UAN RESERYEQ PLAN
,Y'LL- -T O� r' Y� N w = 55" BASE r6.5 S FE6.323T OyPE 031 Oy7D I Z PARKING ACCESSIBLE SPACES ONLY). PARKING
V` Q 'fi DIM. CONCRETE VISCIDLY WORST FOP, p
i 11 !4 J
4, (1 N D BASE V B L - -M. R.C. % ' � ( ui ,
W D.SaQ o. 3 0.323 a 20 o zs 1 -6" ® 19 1/2' 1/2"
.0471 26" ® 1 /2" - ®- 1 2" Ln
MI1 FRAME SECTION X- �. t6 D.560 0.530 D.323 0 044 0.005. HANDICAP SIGN / r I 7/8" R.
24" 60 0.530 0.323 0.078 0.113 COMPLYING WITH ADA
FRAME SECTION X-X LL 3 r 0. Soo ___- 0__530 0.3230.122 0.170 REQUIREMENTS. MAXIMUM 1" 1" fp
NOTE: 0.530 0.323 176
9" PENALTY TN250 II II N 9 16 r �'�
MEET' 1 OF 'I SEE STD. DWD. 840.25 SHEET 1 OF 1 4HEET i OF 1 Y>oR- SHEET t OF 1 1 250 _ /
846.24 FOR FRAME ANCHORAGE. 840.24 840.51 SECTION X-X 840.51
oQ 'jl..,.._ ,•.a^ OExERA_ xaTEe• - o m SOLID COVER SHOWN PERFORATE[). PERFORATED AVAILABLE 1 1/8" 1 1/8"
USE GI_ASS '8" CONCRETE TNROUS'NNUT. Hm �'Ix ON 18" �
-H Y IF SPECIFIED. ..
w •jWSOORCR CEBRIG' L OIL' RE SEaN ED I LIEU OF C AYIBR CA a^ saL.Io 6 C'M �.•, STATE LIRE OF SYSTEM ON COVER ¢ 2 7/8 r 2 7/$" L j `I. 3 4„ M
CONCRETE BLOC" k4T BE t13tD IN LIEU OF CLAY BRICKS, d yt; 2
w z� U �fnna /// (I.E.: SEWER, STORM DRAIN ELECTRICAL] 1'-11 3 4'
3 "n�� PROVIDE ALL ME FNLEi80VEA S'-S"[k ORPTIN Y[iN 8TEP81^c" r-rQi'3- r-r-r.-,T9� .. ,� - T
H _(� A ON CENI EH ME SUPER WHICH COMPLY MI. BID SHARING 840.6a. p n d Z Z T,1 Z
GT 3t -i x x USE ,A BAB DOWE,..s AT 12" CENTERS. O ., " 'M A IZ TOP OF COVER
xQ RT ME FORMS FOR THE CONSTRUCTION OF THE NEVIN SUE, w��Qx .,h o wQ�I1_x SECTION A -A SECTION B-B
t!) O IF REINFORCED CONCRETE PIPE I3 SET IN BOTTOM SLAB OF BOX, ADO TO SLAB 'i = 3 - "� F•^C3 G3 3 112" WIDE STEEL
H��-n As SHOWN ON ei0. W. a40.W. Hx~aw 2x.D�� A A '$ G k-z•�•+ RANGED CHANNEL SIGN :
S?Fy CMfTT000TWITH PIPE CKNONSMATCPUv,. �CIC0 -i 0oM.,,, ED��0 POST(PAINTED) �j STANDARD INLET RING &COVER
Ci ➢� V-8" -- ME STANDARD ERA46.8 ALAI ORATES 540.22 (RtOWN), 640,£n(SNOW1,01 R40.20, ME p.= "'l''�A (J�TAQ 7 -� ",-3"
DDD IUlal, AND a40.33. yA YYY YYY 2 M-+
�« FA I C.O.M. STD.#411
a --_ ._-- SEE STAWMO ORAYONO 940.26 FDA ATTACHMENT OF FRAMES ISO ORATES NOT SHOWN, fi'" "� I- - L... _ „-,. J d fM GENERAL NOTES:
CONCRETE APRON ChAIFER ALL EXPORTS cO1NERS 1 Ow O TA4 z _ - _ - _ - _ ._. _ - ..._ . , © REGARDLESS OF AGE, ALL
DN'WINS NOT TO SCALE. Ta" R. ACCESSIBLE SPACES SHALL BE
MAX. DEPTH OF THIS STRUDTUBE FROM TOP OF BOTTOM SLASH TO POP ELEVATION IDENTIFIED BY ABOVE GROUND
to ,z FEET. BOTTOM OF COVER -^ r'2" SIGNS ONLY. ' -
IV
Y ® R GROUNDS PA NTED SHALL
SYMBOLSUSE
Tv '"IF MEBANE
w PLANNEW
L'H SEALANT
FRAME AND BRATEEI cCL SIT ,"rEa_' " t� PLAN OF COVER
ACCESSIBLE SPACES ARE m>� .yw�
' m -IC REQUIRED TO BE STRIPED OFF FIRE /Ir 7■j
C`- - cONCPETE APRON ,� TAti._ C) PLAN OF O > SET POST IN ONLY; BLUE COLORING IS NOT
� DITCH GRADE �--�� TOP ELEVATION BF.E DETAIL 2" O �"' vT
r� T- w �' 8"CONCRETE NECESSARY NOR REQUIRED.
DO --- - - `' „ ^ EXPANSION 2 /12 r2" C)
N 'I 2 .- A "' 3 s B e" _ AL „ LLd LU i X r STRIPING IS WHITE ON DARK MEBANE, NORTH CAROLINA
' iYi 9 B % YAaDNRr J rH M 2 i>�4 FINS E PAVEMENT,; BLACK ON LIGHT
Y = B 4" L 4 M B. in ¢ FINISH GRAD PAVEMENT. MELViLLE TOWNSHIP ALAMANCE COUNTY NORTH CAROL
S I�JI _tlriLET PIPE Q _ p Y 11°--- �y° a(�' ' '
:u a � , .. :.,. . - '' ' DE L IS
a. n!°'J 1' 10YB" �� a i\���i��iv `; i �i�� 0%<�` ,�i��j��j�� ��� 7 , i ?y�\,
L I Si�.�� - alley williarrrs carmen &king is
&3 ,. L A" F h_ > 1" i \TYPE a1 „ q -``f"'-%2" Ta- 2 0 \i i`�\i. i,����:\` i; I ENGINEERS, v v
O SEE NOTE IMAX. PIPE THIS SIDE TN• (APRON SUPPORT xOrw) d = C7
z eeTx4R v- DITGN DRAOE N Lu C7 z 1.i_ F \I " 334 - 1 43 " z i/ ; /j 740 ha el hSIoad ARCHITECTS 8s SURVEYOR
r-M Tn A FFF���---
mm� xs®� P P•
burlington n.c. 27215 336 226-
r' ,-'_''-' •"""�--- � a, 9AB J � i°: r- �' t \ }^--1'.tDSg„ � � �N �CA 5` r
1 a \ t \ ALTERNATE C7 "'-~ '
MINI NW DSiEXeSONB AND 0UW STSE3 FOB BRICK DR tE6 IMP INLET z I" z Q , DF ' Io Firm s Engineering License No. F-0203
i w x �_ SECTION B_B r`
pry PIPe SPAS WIDTH IrE20xT R AL a a. xd. aF eaSIX DEOUcnaxs M •3
OxL [90 MASONRY [M 90x TOTAL FOfl ONE PIPE i N ' i tJ -1-e-+ 2'-D I\ : 7'f
80TT0Y CU. YD. ! r^YEOMAN D. II T'i"..-._.-- \ / J I :7, 1 a'-`' DATE:
O A e H N PEn roTAL H IN BOX c.s R.C. -�-� t-1 t ~Y/ J MFRAME W$QOHt6 - L85. / ; SEAL e✓L eJ',1--% JOB NO. �Z�¢
BLAB FT. Hi. R" TL ?`-9!{" ! I 10122113
12" s'-9" 2'-9" 1'-8" 0.309 0. 3,8 0.540 0.657 0.020 0.032
{t COVER - ]20 .l 033170 2` DWG NAME: 72T44CON-E(
15" 3'-8" 2'.0" 1'-„" 0.909 0.34a 0,"A D.943 O.WS OD36 „ „ SECTION A -A I r TtlTAL - 300 VAN ACCESSIBLE GROUND SIGNS '•. F o: DRAWN BY.'
,B" 3'-B" r-O" z'-2" 0<309 O.3,B 0.721 i.Oaa 0.03a 0.a49 60YAEL A r •.• NCI NEE• •' h CC7NSTRUCTION
24" 3'-8" 2'-0" ?'-9" 0.308 0.34E O.R23 1.232 O.tl.. 0.086 \ / NOT in SCALE +°s/y •••-'••• •0��.�; WDF DETAILS SHEET N0.
EET 1 O F 90" 7.6` 2'-0" 3'2" 0.90fl 0.34R 1.Osa ,.,os 0.o9z 0.i2T i *, UA S. ,o`
38^ 3'-9° 2 -0" 3' 9" 0.309 0.348 1.289 1.405 0.132 0.118 SHEET i OF 1 BET , OF T - i SHEET 1 OF 1 +,
TYPE x2 CHECKED BY.
840"28 840.28 64O"54 840.54 _.

8'-0" MAX. FENCE POST STEEL
IV21" GA. WIRE TIED TO POST
EDIATE
'ES, TYR
FILTER FABRIC (32" MIN. WIDTH)
VIIOG
EXISTING GRADE
ELEVATION
OTES:
WIRE:
FABRIC:
POSTS.,
SPACING:
MAINTENANCE
FILL SLOPE
1L-11 �d WIRE & FABRIC TO BE TRENCHED
LJ 6" MINIMUM INTO GROUND &
BACKFILLED.
SECTION
32" MIN. WIDTH HOGWIRE, 10 GA. LINE WIRE
PROPEX (BY AMOCO)
METAL - 6' LONG, TRIANGLE STEP
PLACEMENT OF POSTS TO BE 8' APART (MAX.)
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING
THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
a. MACHINE COMPACTION OF ALL FILL IS REQUIRED. DIVERSIONS
SUFFICIENT TO DIRECT ALL SEDIMENT- LADEN STORMWATER
INTO A SEDIMENT CONTROL DEVICE MUST BE INSTALLED PRIOR TO
CLEARING AND GRUBBING OF THE AREA (OR IN CONJUNCTION
WITH THIS OPERATION IF SEDIMENT CONTROLS AND DIVERSIONS
ARE INSTALLED IS EACH CRITICAL POINT IS REACHED).
b. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES BY
CONSTRUCTION OPERATIONS.
c. DIVERSIONS SHOULD BE SEEDED AND MULCHED IF THEY ARE TO REMAIN
IN PLACED OVER 30 DAYS.
d. CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REGARDLESS.
REPAIR AS NECESSARY.
F12" MIN
Fva�
SLOPE 2:1
MAX ¢ a
s
N - R FILL GROUND
.............................
OR CUT
SLOPES 4/ \1, sL
COMPACTED FILL
BE&M
18" MIN ��FlLIO-W tTt
E� )Sl a —i a Litt L,
-
-r
Ih �
D1LFti
NOTES.'
POSITIVE GRADE MUST BE PROVIDED TO ASSURE DRAINAGE
IF SLOPE EXCEEDS 2Z. SEED AND MULCH DIVERSION. TRY
NOT TO EXCEED 5Z.
MAX. DRAINAGE AREA = 5 ACRES WITHOUT SUPPORTING CALCS,
DIVERSIONS AT THE TOP OF SLOPES MUST EMPTY INTO AN
APPROVED SLOPE DRAIN. BERM/DITCH IS MOST COMMONLY USED.
TEMPORARY DIVERSION BERMIDITCH
METAL POSTS
I
GALVANIZED HARDWARE
EXTENDS TO TOP OF BOX
fI 57 WASHED STONE
STANDARD OATCH BASIN/YARD INLET PROTECTION
NOTE RELOCATE WOODEN
STAKE BEHIND SIDEWALK
AFTER SIDEWALK IS PLACED
WOODEN
�- STAKE
& MASONRY
LINE
PU LIB C ROAD
PHYSICAL PROPERTIES
AGGREGATE SIZE — USE 3" AGGREGATE MIXED W/ NO. 57's
DIMENSIONS OF GRAVEL PAD —
THICKNESS: 8 INCHES MINIMUM
WIDTH; 12—FT MINIMUM OR FULL WIDTH AT ALL
POINTS OF THE VEHICULAR ENTRANCE AND EXIT 8" MIN.
AREA WHICHEVER IS GREATER.
LENGTH: 50—FT MINIMUM 3" COARSE AGGREGATE
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON THE PLANS, AND SMOOTH IT.
J. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER
SUITABLE OUTLET.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC
TOPDRESSING WITH 2—INCH STONE. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
CHANNEL INSTALLATION
NOTE: HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
CRITICAL POINTS
IF NECESSARY TO ALLOW STAPLES TO SECURE THE
A. OVERLAPS AND SEAMS
CRITICAL POINTS ALONG THE CHANNEL SURFACE.
B. PROJECTED WATER LINE
REFER TO GENERAL STAPLE PATTERN GUIDE FOR
C. CHANNEL BOTTOM/SIDE
CORRECT STAPLE RECOMMENDATIONS FOR CHANNELS.
SLOPE VERTICES
8
SAND
BAG
PROVIDE WATTLE AROUND
GRATE AND ANCHOR TO
CRATE BY TIEING MASONRY
2 \
.....
_
-
i
f
n 1
CLI- «
111
1•1e1
1-1
1 «
1 1
1 1
I
Ilr�
II
1�1_1
a a r r
n=�
1_ I'
11
7
4
*3" (7.5 cm)
I. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF LIME, FERTILIZER, AND SEED. j
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" DEEP X 6" WIDE TRENCH,
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING 4, (1
J. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW ON BOTTOM OF CHANNEL.
A. PLACE BLANKETS END OVER END (SHINGLE STYLE) WITH A 6" OVERLAP. USE A DOUBLE ROW OF'
STAGGERED STAPLES 4" APART TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED IN 6" DEEP X 6" WIDE
TRENCH BACKRU AND COMPACT THE TRENCH AFTER STAPLING.
6. BLANKETS ON SIDE SLOPES MUST BE OVERLAPPED 4" OVER THE CENTER BLANKET AND STAPLED
(2" FOR C350 MATTI
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT
INTERVALS. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF THE CHANNEL. PLACE A
SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED PATTERN,
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED IN A 6" DEEP X 6" WIDE TRENCH,
RACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
14649 HIGHWAY 41 NORTH, E✓ANSVILLE, INDIANA 47711
USA 1-800-772-2040 CANADA 1-600-446-2040
CHANNEL LINER DETAIL
2' (0.6m)
W W 2
0
0 0 0
0 0 0
3.4 STAPLES PER SQ. 1
(4.1 STAPLES PER SQ. A
STAPLE PATTERN
CATCH
WOODEN STAKE,
2'X2'X2' LONG, MIN.
CLASS 1 RIP RAP SEE o
SECTION THRU BASIN BELOW
I'
— 8
1NpERT RIP RAP HEADWALL
OW -a
J5 WASHED STONE 1' THICK X 3' HIGH MIN.
RASFo6yFNTSTO
GE ZONE_,-
i / E OW
PERSPECTIVE VIEW
AREA TO BE PIPE INVERT
DISTURBED I' FL00D
STORAGE RIP RAP HEADWALL
(CUT; FILL, ETC.) ZONE 2
NOTE,
3'
GRAVEL & RIP RAP FILTER BERM BASIN DETAIL
1 IS DESIGNED TO PROTECT EXISTING PIPE INVERTS
NATURAL GROUND THAT DRAIN 10 ACRES OR LESS.
NOTE: DIMENSIONS ARE 1.5.5 —r-
MINIMUM ACCEPTABLE
UNLESS OTHERWISE
NOTED. CLASS 1 RIP RAP
SEDIMENT STORAGE f%5 WASHED STONE
MAX. SEDIMENT DEPTH (CLEAN OUT POINT)
SECTION THRU BASIN, PIT P AND CULVERT PIPE
*3" (7.5cm)
-Seam Stitch'"'
3.3' (1.0m)
M
Tap of !
Be at L,
the Top
Stone
Filter of 1" Diameter
Washed Stone
Steel Fence Poste.
Were Fence
T' Filter Fabric
Hardware Cloth l On Ground
Bury Wire Fence and Hardware Cloth J
1 It SECo
_ _o���w�b�ob�odO ob�ob� obb obO ob0obv ob$obQo�
b�)
00 op0 26
o
0 B$0 obb
g8 ®gg ob
60 Sb0 ob
ob0 ob0 ob
r r �-eury mre fence.
Filter Fabric
and Hardware
Steel Fence Post Set Max. 2' ApaH Cloth in Trench
SILT FENCE CUTLET
VIPORAR)' AND PERM ANLN"I SI 1 LING SPI 111(Al IONS
UPON CONIPLEITON AND A(( LPI'ANC1, OP IMPROVIAILHIS 01 1HNI;1) IN 111[] PII:ASINLi 1'Rt)GRANI. IIIt,
ENTIRE V2LA DISHIRBLD 13l' PROJICI CONSIRIiC IfON SI LAI_I. 131i PROVIDED AA1"Ell A PIJzNIANFNT
VEGEI-A"LIVE COVER, 1'JIL DISIURI31.1) AREAS SHALL BE I IGLU IILLL.0 HY II-ARRO4k IN(.i. 1klll Rl'. SOII-
CONIDI ]IONS ARI l Nl'.AVORAL3l_E POR SU(( L'NSFt L L: , I ABLINHNII N I OP COVER. AVAIL:AH1.F "IOPSOIL
SIiAI.I 13C SPREAD. yAPI'I Y SOIL sAMXiLN DA16N IN VVD MULCH AT l lil. R AIh:S SHOWN BFI ON'. SLID S}IALI_
BI: LIGHTLY C'OVF Rt;l? A?VD SOIL. SI I:AL1. IiF; I'J ItVII U. SIR lVl- N4ULC'IJ SIiAIL BE APPI_11 1) 1 O "Flit SLFDIA)
ARIA :AND ANCHORED W'I TLI A LACK.
IIVIIC_It\Rt SI I.UIN ',PLCII]CAI IONS
UATF:S
RAIN
0l3. AC'RL)
JANU;VtY I
1.11,11:S"FONI;
2000
FLR]ILIZIiR(10-10-10)
750
RYE (GRAIN)
110
VIULCII-SIRAAV&
LACK
d000
MAY I- Al (il SI JS
L.I3- E',1 ONIi
2000
LER I IIAZER (10-10-10)
75D
GLRMAN MILLF.J
to
\tUl C'FI SIR;AAAZ
JACK
4000
AUOIST I5-JANUAR'I I
1.1N1ESIONI,
2000
I.I'RIIL]/LR(10-10-10)
1000
I.YI'(GRAIN I-
PO
VJUL(II- SIRAAV&
LACK
4000
S(IIL')I ICAO 21R PROVIDING I'LliMANIi.NT
V1iGF I A NVF COVER
Im I I
RA'I'1:
(LB.%AC'RL)
NOVI M13LR I—PF13RUAR) I5 AVINI FR
I ILL I LSCl11;
100
RYL. ((iRAN)
d0
1,1L3Rt'ARY 16 - APRIL 30 SI'RNG
"TALI. I'ISC OF
90
KOBE LL:SPLDLZA (SF:L:
NO "IF: 1 )
30
Love
N9aintcliancc
Slopes
"FALL FESCUE
RO
SI RICL:A 11.SI'EDI:7A
30
KO W LFNI'FDLZA
10
SLAY I—AUGIS1 30-1)LAtAJFR
I ALL ILSAAJF
SO
GEIt\TAN NJILLI'l
!U
SI PI LNIBI R 1 Of, 10111 R 31- P-ALL,
I I I, IIS( 111-:
120
GFNI]R \L NOTLS'
1. 1 OIL I'LRVI-ANI NT VI GI I A] IVE COVER. SOIL iNILNDAIINT APP KC A I [ON R \LI , APPLY LIMI AND
I 1 R I ILI/FR \( ('ORDING TO SOIL l I'll! S. OR "'PLY 4,000 LB AC GROUND AGRI( tit, I t R AI.
I IAII SI ONI AND 1000 1 B A( 10-10-10 1 I R I R I/_L R APPLY -1000-LB A( GRAIN S I R A\A Nlt. LCH.
.ANC I IOR All IL('i I A% 1111 1 A( K. NE I I IN(i OR CRIMPING N 10 SOIL .
2. I JAIPOR.AR) OR PERM ANLN I GROUND LOVLR MI ALL HE PROVIDED ON ALL I VPONE D SL OPLS
1A I II IN 21 C AI END \R D At S 101 1 OAVING COMI'LL. I ION OFAN) I'1IASL OI GRADING N R%IANI NT
SI I:DING FOR ILL IT NIURBLD .AILI AS NIIALL, BF PROVIDI:1) NkllllIN 15 \AORKNG DAYS Olt 90
CAI,I VD4R DAYS IOI J 01,A FIN6 (0AIPLFJION OF CONNIRtL IION OR DEVFLOPNII NF. w'HIC'IIFVLR
IN NI IOR"I ER.
TEMPORARY AND PERMANENT SEEDING SPE�IFIkoptl S
METAL POSTS"
s
- GALVANIZED HARDWARE
EXTENDS TO TOP OF BOX
q .:: nnonw mwm
STANDARD CATCH BASIN/YARD INLET PROTECTION

NOTES.
1. DRIVE 5' STEEL POST AT LEAST 24"
INTO SOLID GROUND.
2. USE STAPLES 1' APART HORIZONTALLY
AND VERTICALLY TO ATTACH THE
FABRIC TO THE HOG WIRE.
3. SPACE THE BAFFLES ACCORDING TO
THE APPROVED PLAN.
4. THE FLOOR OF THE BASIN IN THE
OUTLET ZONE AND BERMS SHOULD
BE SEEDED IMMEDEATELLY AFTER
THE BASIN IS CONSTRUCTED
CUT fi" SLITS
FABRIC WITH
THE BOTTOM
OTHER SOUAI
WIRE VERTICA
HORIZONTALLI
BAFFLE INSTALLATION - STEP 2
TOP OF BAFFLE SHOULD BE 6"
BELOW THE TOP OF THE BERM
MAINTENANCE
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN
A DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM
OF 0.5 FT. BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETREMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN
GRADE ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER
CONSTRUCTION WITH SEEDING.
J. W. FAIRCLOTH & SON INC.
POST OFFICE BOX 757
HILLSBOROUGH, NORTH
CAROLINA 27278 FLOAT
TELEPHONE: [phone]
FAX: [phone]
THREADED OUTLET END
CONNECTED TO PIPE THROUGH
SEDIMENT TRAP DAM
FLEX HOSE
p
INLET SCREEN WITH ORIFICE INSIDE
VENT
SCH. 40 PIPE SUPPLIED BY CONTRACTOR
Now
SCALE: NOT TO SCALE
PVC DEBRIS
SHIELD
MODIFIED 30"
CURB AND GUTTER
(SEE DETAILS)
6" MIN
(TYP.)
2' MIN
a
CHANNEL & GRATE
CURB CUT
(SEE PLAN SHEETS)
T MIN
(TYP.)
TREE FILTER
6" MIN.
(TYP.)
*TREE FILTER MIX IS TO BE 957
MIXED SAND WITH 5% ORGANIC
MATERIAL. MIX SHALL HAVE A
MINIMUM PERMEABILITY OF 13'%HR.
MATERIAL IS TO BE UNCOMPACTED
& SPREAD FROM THE TOP. MATERIAL
TESTING SHALL BE COMPLETED &
CERTIFIED PRIOR TO INSTALLATION.
TREE/SHRUBS TO
BE PROVIDED BY
CITY OF MEBANE
TOP OF PLANTING SOIL
4'" WIDE NOTCH
12" MAX
(TYP.)
4" MIN
SECTION VIEW
NTS
Bio-Retention Basin # 1
DrainageCharacteristics
Peak Flow Characteristics
5-rainaQ2 Area
0 29
ac
1- r 24 Hour Intensity
4.61
in/tir
Total Im rvicus Area
0 19
ac
Pre -Development 1- r 24 Hour Flow
0.40
cfls
m rvious %
66%
Post -Development 1-yr 24 Hour Flow
0,97
offs
Design Rainfall Depth
LO
in
IDifference in Pre vs. Post Flow
0.6
off-
Rain Garden Characteristics
Top of Dam
619.00
Depth of Flow
1
0.08
Bypass Structure
618,50
Pondin2 Depth
12
1A0
Surface
617.50
Depth of Top Soil
400
0.33
Top of Fill Soil
617,17
Depth of Fill Soil
24
2.00
Top of Washed Sand
615.17
Depth of Washed Sand
4
0-33
Top of 457 Stone
614.83
Depth of #57 Stone
8
0.67
Bottom of #57 Stone
614,17
Size of Underdrains
4
0.33
Invert of Underdrains
614,50
M
Hei of Upturned Elbow
15
1-25
Upturned Elbow Into
Yard Inlet
61575
Runoff Calculations
Soil Characteristics
Surface Area
542
s€
% Sand
88
%
Max Pondi Area_Lj
1159
sf
% Fines
':D
%
Min. Volume Required
1 677
of
°io Or anic
3
%
Volume Provided
851
of
Soil Permeability
1.5
inlhr
Underdrains
P-Index
Underdrains
2
Drawdown Time Above Surface
8
hr
Underdrain Size
4
in
lDrawdown Time Below Surface
16
hr
Factor of Safety
2
ITotal Drawdown Time
24
hr
Underdrain Invert
614 50
elev
Miscellaneous
Information
Groundcaver
Sod
I
ISI-iWT*
600
elev
B pass Structure
Yard Inlet
Distance from SHWT
14.17
ft
Foreba .
Grassed Swale?
X
OVERFLOW STRUCTURE.
STD. 4' YARD INLET -
SEE DETAILS FOR STANDARD
BRICK YARD INLET (SHEET 10) TOP OF DAM f 5
ROPE
TO SKIMMER ATTACHED j\� j/X j
24" OUTPUT MALE PIPE THREAD
PIPE CONNECTION FROM
SKIMMER HOSE TO
RISER DRAIN FLANGE.
Outlet Pipe
L SKIMMER BARREL
SIZE - 2 112" n �
FAIRCLOTH DISCHARGE TO OUTLET PAD
P1 AIV SKIMMER OR DRAINAGE STRUCTURE
a
CONCRETE SIDEWALK
8" GRAVEL
3'-5' GRASS
FOREBAY - WEIR ELEV
@ ELEV-V. SIDE
-SLOPES TO BE 2:1
WITH CLASS B RIP -RAP
9" PONDING DEPTH
FILL SOIL MEDIA 88%
MIX SAND, 9% FINES,
3% ORGANIC DEPTH
SOD OVER 6" TOP SOIL.
CAPPED CLEAN OUT PIPE
UPTURNED ELBOW INTO
YARD INLET. INVERT INTO
YARD INLET @ ELEV.-'L'
OVERFLOW STRUCTURE.
STD. 4' YARD INLET.
TO BE WATERPROOFED.
RIM AT ELEV-'B'
INVERT AT ELEV -'E'
BIO-RETENTION DAM ELEV.-'A'
OVERFLOW YARD INLET RIM ELEV.-'B'
TOP OF SOIL AND SOD ELEV. -'C'
TOP OF FILL SOIL ELEV -'D'
15' HOPE @ 0.509 INVERT OF 18 RCP ELEV.- E
TOP OF WASHED STONE ELEV-'F'
j 4000 PSI - FILTER FABRIC & TOP OF #57 STONE ELEV. -'G'
a4 CONCRETE 4" WAS ED SAND 8 #57 STON 0 Q ,
BOTTOM OF #57 STONE ELEV -'H'
4" PVC 24" i' \ y y �x y
SCH. 40 IN SITU SOIL
RISER, TYP.
WATER TABLE
IMPERMEABLE
LINER As 4" PVC PERFORATED
DIRECTED FILTER FABRIC 2' DISTANCE FILTER FABRIC
TO WATER TABLE UNDERDRAIN
INVERT ELEV -'J'
8" NO. 57 CLEAN
STONE (DO NOT
COMPACT)
4" PVC SCH. 40
UNDERDRAIN, TYP.
Bio-Retention Basin # 2
Drainage Characteristics Peak Flow Characteristics
Drainage Area
0.45
ac 1- r 24 Hour Intensity4.61
Inlhr
Total Impervious Area
0.30
ac Pre -Development 1- r 24 Hour Flow
0.63
cfts
Impervious %
61
Post -Development 1-yr 24I-lour Flow
1.52
cf/s
Design Rainfall Depth
1.0
in Difference in Are vs Post Flow
0.9
cfls
Rain Garden Characteristics
Top of Darn
619,00
Depth of Flow
9
008
ss Structure
Surface
618,50
617,50
Ponding Depth
De th of Too Soil
12
4.00
1.00
0,33
Top of Fill Soil
617,17
Depth of Fill Soil
24
Z00
To 7 of Wasried Sand
615,17
Depth of Washed Sand
4
0,33
Top of457Stone
614,83
Depth of #57 Stone
8
0,67
Bottom of #57 Stone
614.17
Size of Underdrains
4
0,33
Invert of Underdrains
614.50
Hei ht of Upturned Elbow
8
1,50
Upturned Elbow into
Yard Inlet
1 616,00
Runoff Calculations Soil Characteristics
Surface Area
986 8
sf % Sand
88
%
Max Ponding Area
1710
sf % Fines
10
%
Min. 'Volume Required
1052
cf % Organic
3
%
Volume Provided
1749
cf Soil Permeability
1.5
in/hr
Underdrains
Underdrains
P-Index
Underdrains
21
Drawdown Time Above Surface
8
hr
Underdrain Size
4
in Drawdown Time Below Surface
16
hr
Factor of Safety
2
otal Drawdown Time
24
hr
UnderdrainInvert
614.50
elev
Miscellaneous
Information
Groundcaver
Sod
I
ISH\ArT*
600
elev
Bypass Structure
Yard Inlet
Distance from SHWT
14.17
ft
Foreba .
Grassed Swale?
X
#6 REBAR FOR
SECURING ROPE
/ROPE ATTACHED
/ TO SKIMMER
OVERFLOW
OPENING
FAIRCLOTH
SKIMMER
EXCAVATE
SHALLOW PIT
UNDER SKIMMER
VARIES
BOTTOM OF BASIN
N.T.S.
1. Tree Filter Box shall not be installed until after the Stormtech Device has been
installed and the area has been sodded.
2. Contact Design Engineer prior to installation.
3. Submit shop drawings for Tree Filter Box. The following shop drawings will be
needed:
a. Wall Design.
b. Impermeable Liner.
c. PVC Debris Shield.
d. Underdrains, perforated and unperforated.
e. Tree Filter Media with 95% Washed Sand and 5%Organics and a minimum
permeability of 13"/hour.
4. Block the curb cuts with plywood. it is contractor's responsibility to keep
sediment out of the work area until installation is complete.
5. Begin Excavation.
6. Build the walls. Compact only underneath the curb walls.
7. Rip the bottom 12" with the teeth of an excavator or a steel road. DO NOT
COMPACT basin area.
8. DO NOT PLACE EQUIPMENT IN BOTTOM OF BASIN AT ANY POINT DURING
INSTALLATION.
9. Excavate to the full depth of the Bio-Retention Basin. Engineer or Engineer's
Representative needs to see the site at this time.
10. Install 8" #57 clean stone and 4" perforated underdrain. Do not compact. Do not
drive truck or equipment into bottom of basin. Engineer or Engineer's
Representative needs to see the site at this time.
11. Connect the underdrains to 1MH #11,
12. Install Tree Filter Media Mix. Mix will need to be certified and submitted to
Engineer prior to installation. Mix shall meet requirements on drawing AND have
a minimum permeability of 13" / hour. Engineer or Engineer's Representative
needs to see the site at this time.
13. Install limited top soil on top of the media. Top Soil shall meet specifications and
shall be free of clay. Engineer or Engineer's Representative needs to see the site
at this time.
14. Remove plywood obstructions from curb cut.
15. City of Mebane will plant the box.
16. Contractor is responsible for preventing sediment from entering the box until
final payment has been made on the project.
1. THE BOTTOM OF THE INFILTRATION POND SHALL BE RIPPED
A MINIMUM OF 12" DEEP WITH THE TEETH OF THE BUCKET OR
A STEEL ROD.
2. DO NOT PLACE EQUIPMENT IN BOTTOM OF BIO-RETENTION
BASIN TO PREVENT COMPACTION.
3. REACH FROM OUTSIDE INTO BASIN.
r.' i �" a
SEAL °
033170 _
ENGINEER.: �GTOe
syUA S. J�� •`
BASIN NO.
1
2
ELEV. A'
619.00
619.00
ELEV. 'B'
618.50
618.50
ELEV. 'C'
617.50
617.50
ELEV. 'D'
617.17
617.17
ELEV. 'E'
616.00
616.00
ELEV. 'F'
615.17
615.17
ELEV. 'G'
614.83
614.83
ELEV. 'H'
614.17
614.17
ELEV. 'J'
614.50
614.50
ELEV. 'K'
618.00
618.00
ELEV 2'
616.00
616.00
1. Bio-Retention Basins shall not be converted until after upstream areas are
sodded, paved, or otherwise stabilized.
2. Contact Design Engineer prior to beginning any conversion of sediment basin to
bio-retention basin.
3. DO NOT PLACE EQUIPMENT IN BOTTOM OF BASIN AT ANY POINT DURING
CONVERSION.
4. Remove sediment basin baffles. Remove all posts and materials.
5. Remove sediment from bottom of basin. It is contractor's responsibility to keep
sediment out of basin until conversion is completed.
6. Excavate to the full depth of the Bio-Retention Basin. Engineer or Engineer's
Representative needs to see the site at this time.
7. Rip the bottom 12" of the basin with the teeth of an excavator or a steel rod.
Minimize compaction efforts whenever possible.
8. Attempts to minimize red clay from surface should be done at this point.
9. install 8" 457 clean stone and e perforated underdrain. Do not compact. Do not
drive truck or equipment into bottom of basin. Engineer or Engineer's
Representative needs to see the site at this time.
10. Install Up Turned Elbow from Underdrains into Yard Inlet. Up Turned Elbow will
force infiltration and increase filtration.
11. Install filter fabric over stone. Engineer or Engineer's Representative needs to
see the site at this time.
12. Install 4" Washed Stone on top of filter fabric. Engineer or Engineer's
Representative needs to see the site at this time.
13. Install Bio-Retention Media Mix. Mix will need to be certified and submitted to
Engineer prior to installation. Mix shall meet requirements on drawing AND have
a permeability of 2"-6"/ hour. Engineer or Engineer's Representative needs to see
the site at this time.
14.. Install Top Soil and Sod on top of Bio Media. Top Soil shall meet specifications
and shall be free of clay. Engineer or Engineer's Representative needs to see the
site at this time.
15. Sod Entire Sod Section B Area. This includes both bio-retention basins as well as
surrounding areas.
16. It is still the contractor's responsibility to minimize sediment to the
Bio-Retention Basin is completed until Final Payment has been made.

MATERIAL LOCATION
DESCRIPTION
AASHTO M43
COMPACTION/DENSITY REQUIREMENT
DESIGNATION '
OFILL MATERIAL FOR LAYER'D' STARTS FROM THE
ANY SOIUROCK MATERIALS, NATIVE SOILS,
PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS
TOP OF THE'C' LAYER TO THE BOTTOM OF
FLEXIBLE PAVEMENT OR UNPAVED FINISH GRADE
OR PER ENGINEER'S PLANS. CHECK PLANS
FOR PAVEMENT SUBGRADE REQUIREMENTS.
N/`4
MAY HAVE STRINGENT MATERIAL AND PREPARATION
REQUIREMENTS.
ABOVE. NOTE THAT PAVEMENT SUB -BASE MAY BE
PART OF THIS LAYER.
FILL MATERIAL FOR LAYER'C' STARTS FROM
®
GRANULAR WELL -GRADED SOIUAGGREGATE
3, 357, 4, 467, 5, 56, 57,
BEGIN COMPACTION AFTER 12" [305 mm] OF MATERIAL OVER
THE TOP OF THE EMBEDMENT STONE TO 18"
MIXTURES, < 35% FINES. MOST PAVEMENT SUB-
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL
[457 mm] ABOVE THE TOP OF THE CHAMBER.
BASE MATERIALS CAN BE USED IN LIEU OF
s, 9 89 8 78 7 68 67, , , , , , ,
LAYERS IN 6" [152 mm] LIFTS TO A MIN. 95% STANDARD
NOTE THAT PAVEMENT SUB -BASE MAY BE A
THIS LAYER.
10
PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT
PART OF THIS LAYER.
TO EXCEED 12,000 Ibs (53 kN]. DYNAMIC FORCE NOT TO
EXCEED 20,000 Ibs [89 kN].
©EMBEDMENT STONE SURROUNDING THE
CLEAN, CRUSHED, ANGULAR STONE,
NO COMPACTION REQUIRED.
CHAMBERS FROM THE FOUNDATION STONE
NOMINAL SIZE DISTRIBUTION
3, 357, 4, 467, 5,
TO THE 'C' LAYER ABOVE.
BETWEEN 314 - 2 INCH [19 - 51 mm]
56,57
(p� FOUNDATION STONE BELOW CHAMBERS FROM
CLEAN, CRUSHED, ANGULAR STONE,
PLATE COMPACT OR ROLL TO ACHIEVE A 95°! STANDARD
v THE SUBGRADE UP TO THE FOOT (BOTTOM) OF
NOMINAL SIZE DISTRIBUTION
3, 35, 4, 467, 5,
PROCTOR DENSITY '.
THE CHAMBER.
BETWEEN 3/4 - 2 INCH [19 - 51 mm]
56,57
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4
STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO M43) STONE".
2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR w
LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" [229 mm] (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR.
I
18" [457 mm] 96" [243$ mm]
MIN. MAX.
6" [152 mm] MIN.
THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO
' CONSTRUCTION, IT IS THE ULTIMATE RESPONSIBILITY OF THE DESION
ENGINEER TO ENSURE THAT THE PRODUCTS) DEPICTED AND ALL
ASSOCIATED LSM W MATE E AI MEET APPLICABLE LAWS. REGULATIONS AND
Rw" PR
OJECT REQUIREMENTS.
& NT . +cm oRNNAaE sysT6lss wc. ' REOU
CHAMBERS SHALL MEET ASTM F2922
"STANDARD SPECIFICATION FOR
POLYETHYLENE (PE) CORRUGATED WALL
STORMWATER COLLECTION CHAMBERS"
NOMINAL 3/4"- 2" (19 mm - 51 mm)
CLEAN, CRUSHED, ANGULAR STONE
(AASHTO M43 #3 THROUGH #57
STONE SIZES ALLOWED)
DEPTH TO BE
--
DETERMINED BY
-- DESIGN ENGINEER
-1 I 1=�
6" [152 mm] MIN.
4
STORMTECH ACCEPTABLE FILL
a
StormTdc
SCALE: NTS
Subsurfocest --- tor Ma° nagam• e�rt'
DATE: 3/30/10
DRAWN BY: KLJ
70 INWOOD ROAD, SUITE 3 1 ROCKY HILL, CT 06067
PHONE: [phone] FAk88&84 32801
WWW.STORMTECH.CDM
CHECKED:
CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH
ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL
DESIGN OF THERMOPLASTIC CORRUGATED WALL
STORMWATER COLLECTION CHAMBERS".
GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES,
C35% FINES. COMPACT IN 6" LIFTS TO 95% STANDARD
PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE
FILL MATERIALS
PAVEMENT
.n� f rf �f rf rllfr�i:.
r'
i N Y_ N r•� /�:
Is
THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIORTO
CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN
%tDj.
19 '
SC-310 TYPICAL CROSS SECTION
-------
SCALE: NTS
AwnNr�aowNAce sysTs"s, INO'
ENGINEER TO ENSURE THAT THE PRODUCTS) DEPICTED AND ALL
ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND
PROJECT REQUIREMENTS.
o.e,w,.amm,•au�4.
Subsurface Stormwot.rM gement"
----
DATE: 08-22-12
701NWOOD ROAD, SUITE 3 I ROCKYHILLCT06061
40 PHONE: [phone] FAX 8661,8401
DRAWN BY: JLM
WWW.6TORMTECH.COM
CHECKED:
•
NYLOPLAST 12" [300 mm] INLINE DRAIN
BODY W/ 12" [300 mm] SOLID HINGED
COVER AND FRAME (SEE NYLOPLAST
DWG# 7003-110-044 FOR PAVED
APPLICATIONS / SEE DWG# 7003-110-045
FOR UNPAVED APPLICATIONS)
d
d
96"[2438 mm]
MAX 18" [457 MMI
MIN
SC-310 CHAMBER
NOMINAL 3/4 - 2 INCH [19 mm - 51 mm]
CLEAN CRUSHED ANGULAR STONE
4" [100 mm] SCHED 40 SCREW -IN CAP
CONCRETE COLLAR
r PAVEMENT
4" [100 mm] SCHED 40 PVC
4" [100 mm] SCHED 40 PVC COUPLING
4" 4" [100 mm] SCHED 40 PVC
[102 mm]
CORE 4.5" [114 mm] O HOLE IN
CHAMBER (4.5" HOLE SAW REQ'D)
CONNECTION DETAIL
NTS
AwANCEo aPNNAGE SY9TEM5,uc
THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO
CONSTRUCTION. IT 16 THE ULTIMATE RESPONSIBILITY OF THE DESION
ENGINEER TO ENSURE THAT THE PRODUCT{S) DEPICTED AND ALL
ASSOCIATED DETAILS MEET ALL APPLICABLE LAM, REGULATIONS, AND
PROJECT REQUIREMENTS.
-
SkO■
Subsurface Sto"nwater Manag anl,9
701NWDOD ROAD, SUITES (ROCKY HILL, CT 06087
PHONE: [phone] I FAX: [phone]
WWW.STORMTECH.CCM
SC-310 INSPECTION PORT DETAIL
4j`[eALE: NTS
DATE: 6/15/11
DRAWN BY: KLJ
CHECKED:
INSPECTION PORT (SEE STORMTECH
SC-310 INSPECTION PORT DETAIL)
ST WOVEN GEOTEXTILE (OR
EQUAL) BETWEEN FOUNDATION STONE AND CHAMBERS
SC-740: 5'-6" [1.7 m] WIDE STRIP
SC-310: 4'-0" [1,2 m] WIDE STRIP
COVER ENTIRE ROW WITH ADS 601
NON -WOVEN GEOTEXTILE (OR EQUAL)
SC-740: 8' [2.4 m] WIDE STRIP
SC-310: 5' [1.5 m] WIDE STRIP
STORMTECH END CAP
f_-
M
AwAVGED aPNNSGE sys-Eels, lr.C. a
THE DESIGN ENGINEER SHALL REVIEW THIS D WINPRIORI.--
R4 G
CONSTRUCTION. IT 18 THE ULTIMATE RE6PON8I I
BUOFTHERAND DESIGN
ENGINEER TO ENSURE THAT THE PRODUCT(S)DEPITTCTEDAND ALL
ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND
PROJECT REQUIREMENTS,
7
®
"'WrMAh
s.an>...n wrio„a«nvice
S.Wur1a StonnWatel Management®
70 INWOOD ROAD, SUITE 3 I ROCKY HILL, CT 080B7
PHONES88892-2894 1 FAX: [phone]
WWW.STORNITECH.COM
ISOLATORTM ROW PROFILE
^--------
SCALE: NTS
DATE: 6/15/11
DRAWN BY: KU
CHECKED:
r
NUMBER AND SIZE OF
UNDERDRAINS PER
ENGINEER DESIGN
DUAL WALL PERFORATED
HOPE UNDERDRAIN PIPE
STONE BEDDING UNDER
DRAINAGE PIPE
STORMTECH END CAP
"TORMTECH CHAMBER
FOUNDATION STONE
BENEATH CHAMBER
ADS 601 NON -WOVEN
GEOTEXTILE (OR EQUAL)
FOUNDATION STONE - DUAL WALL PERFORATED
BENEATH CHAMBER HDPE UNDERDRAIN PIPE
A
ADS 601 NON -WOVEN
A GEOTEXTILE (OR EQUAL) STONE BEDDING UNDER
I SECTION 13-13DRAINAGE PIPE
TO OUTLET CONTROL
STRUCTURE
a
AwAvcEo ouu"ars sysrs ,ram
THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO
CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN
ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL
ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULAI'IONS, AND
PROJECT REQUIREMENTS.
4
"
Stor o
SubsurfaceStOnnwoterManogement"
70 INWOOD ROAD, SUITE 3 ROCKY HILL CT D6067
PHONE: [phone] FA%: M3258401
WWW.STORMTECH.COM
SC-310 UNDERDRAIN DETAIL
-------
SCALE: NTS
DATE: 6/15/11
DRAWN BY: KLJ
CHECKED:
TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS
MIN. COVER TO
RIGID PAVEMENT, H
��! ��i
MIN. COVER TO
FLEXIBLE PAVEMENT, H
i,
FINAL
BACKFILL
PIPE DIAM.
MIN TRENCH WIDTH
12" (300mm)
30" (750mm)
15" (375mm)
34" (860mm)
18" (450mm)
39" (990mm)
24" (600mm)
48" (1200mm)
30" (750mm)
56" (1420mm)
36" (900mm)
64" (1620mm)
42" (1050mm)
72" (1830mm)
48" (1200mm)
80" (2030mm)
60" (1500mm)
96" (2440mm)
SPRINGLIKE -� INITIAL
Jrz BACKFILL TABLE 2, MINIMUM RECOMMENDED COVER BASED ON
e HAUNCH VEHICLE LOADING CONDITIONS
BEDDING
4" FOR 12"-24" PIPE
6" FOR 30"-60'° PIPE IN TRENCH WIDTH _ I SUITABLE
NOTES: (SEE TABLE) t FOUNDATION
1 ALL PIPE SYSTEM
STORMTECHER SPECIFICATIO
1. CHAMBERS SHALL BE STORMTECH SC-310, OR APPROVED EQUAL.
2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS,
3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL
SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION
REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2)
SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR
IMPACT AND MULTIPLE VEHICLE PRESENCES.
5. CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD
SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM
F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL
STORMWATER COLLECTION CHAMBERS".
7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER
MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR
APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE:
a. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES
THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE
LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE.
b. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION
12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE
USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE,
c. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED.
8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.
9. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2"
(20-50 mm).
10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING
CAPACITIES TO THE SITE DESIGN ENGINEER.
11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS
TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE
RUNOFF.
12. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH
SC-310/SC-740/SG-780 CONSTRUCTION GUIDE".
13. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:
a. NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
b. NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS
ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC740/DC780 CONSTRUCTION GUIDE".
c. WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH
SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
14. FULL 36" (900 MM) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP
STRUCK TRAVEL OR DUMPING.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE
CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND
PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT
LIMITS FOR CONSTRUCTION EQUIPMENT.
STORMTECH CONSTRUCTISEQUENCE
1. Storm Tech SC-310 Underground Storage shall not be installed until after the following:
a. Approval from DENR Land Quality to remove the sediment basin.
b. Approval from the Design Engineer to remove the sediment basin.
c. On -site meeting with both the ADS representative AND the design engineer.
d. All upstream areas (except the Tree Box Filter which should be offline) are to be stabilized.
2. Remove the existing sediment basin,
3. Remove all sediment from the bottom of the sediment basin.
4. Follow all directions from the "Stormtech SC-310/SC-740/SC-780 Construction Guide."
S. Install the 6" stone base as shown on the plans.
6. The foundation stone shall be leveled and compacted prior to placing chambers.
7. Joints between chambers shall be properly seated prior to placing stone.
8. Maintain minimum 6" spacing between chamber rows.
9. Chambers are not to be backfilled with a dozer or an excavator situated over the chambers.
The only appropriate backfill methods are:
a. Stone Shooter Located off the Chamber Bed,
b. Backfill as Rows are being Built using an excavator on the foundation stone or subgrade.
c. Backfill from outside the excavation using a long boom hoe or excavator.
10. Contractor is responsible for keeping the installation area free and clear of sediment This
may involve additional erosion control devices not shown on the plans.
11. Once the Stormtech device is in place and approved by the ADS representative and the design
engineer, sod the area and complete the storm drainage from JMH #11 to GI #3.
SURFACE LIVE LOADING CONDITION
PIPE DIAM.
H-25
HEAVY CONSTRUCTION
(75T AXLE LOAD)
12" - 48"
(300mm-1200mm)
12" (300mm)
46' (1200mm)
60" 1500mm
24" 600m m
1
60 500mm
S SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, STANDARD PRACTICE FOR UNDERGROUND VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION,
WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS TABLE 3, MAXIMUM COVER FOR ADS N-12 HP PIPE, ft
ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH, CH) AS DEFINED IN PREVIOUS VERSIONS OF
ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED
BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND
AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL,
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS 1, 11, III, OR IV. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR
MATERIAL SPECIFICATION TO ENGINEER. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH
TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING
THICKNESS SHALL BE 4" (100mm) FOR 17-24" (300mm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30"-60" (750mm-900mm)
DIAMETER PIPE. THE MIDDLE 1/3 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV
MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF
A SOIL EXPERT.
5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE
PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL
BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN
ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED
APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT.
6 MINIMUM COVER MINIMUM COVER H IN NON -TRAFFIC APPLICATIONS GRASS OR LANDSCAPE AREAS IS 12" 300mm FROM
CLASS I
CLASS 11
CLASS 111
CLASS
IV
PIPE DIA
COMPACTED
957.
907.
85%
957.
90%
85%
857.
12"
(300mm)
39 (11.9m)
27
(8 2m)
20
(6.1 m)
15
(4.6m)
21
(6.4m)
16
(4.9m)
14
(4.3m)
13
(4.0m)
15"
(375mm)
42 (12.8m)
29
(8.8m)
21
(6.4m)
16
(4.9m)
22
(6.7m)
17
(5.2m)
15
(4.6m)
14
(4.3m)
181,36
(450mm)
.
(1 1Om)
25
(7.6m)
18
(5.5m)
13
(4.0m)
19
(5.8m)
14
(4.3m)
13
(4.0m)
12
(3.7m)
24'
(600mm)
31 (9.4m)
22
(6.7m)
16
(4.9)
11
(3.4m)
16
(4.9m)
12
(3.7m)
11
(3.4m)
10
(3.0m)
30"
(750mm)
36 (11.Om)
25
(7.6m)
18
(5.5m)
13
(4.0m)
19
(5.8m)
14
(4.3m)
13
(4.0m)
12
(3.7m)
36"
(900mm)
32 (9.8m)
23
(7.0m)
16
(4.9m)
11
(3.4m)
16
(4.9m)
12
(3.7m)
11
(3.4m)
10
(3. Om)
42"
37 (11.3m)
25
18
13
18
13
12
9
1050mm
(7.6m)
(5.5m)
(4.0m)
(5.5m)
(4.0m)
(3.7m)
(2.7m)
48"
35 (10.7m)
24
17
12
17
13
11
9
1200mm
(7.3m)
(5.2m)
(3.7m)
(5.2m)
(4.0m)
(3.4m)
(2.7m)
60"
1500mm
37 (11.3m)
25
(7.6m)
17
(5.2m)
12
(3.7111)
18
(5.5m)
13
(4.0m)
11
(3.4m)
7
(2.1m)
THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD
APPLICATIONS; CLASS I OR II MATERIAL COMPACTED TO 90% SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED. RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING
FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" (300mm) UP TO 48" (1200mm) DIAMETER PIPE AND 24" (600mm) OF ASSUMPTIONS:
COVER FOR 60" (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT HEIGHT OF WATER (Hw) =CROWN +1', UNIT WEIGHT OF SOIL (y 3) =120 PCF
OR TO TOP OF RIGID PAVEMENT. CLASS IV MATERIALS ARE NOT RECOMMENDEDAS BACKFILL FOR TRAFFIC
APPLICATION WITH LESS THAN 72" (1830mm) OF COVER MEASURED FROM TOP OF PIPE TO TOP OF SURFACE.
N-12 HP STORM TRENCH INSTALLATION DET IL"
L4J�1
IF SC-3'
12" HDF
MANHOLE MEETR
LOCAL CODI
OVERFLOW WEIR
STAGES OF S'
ISOLATOR kUVV I VVI-_-IK Lslit7N I
TYPICALLY SET
AS
ACCEPTS 4" [100 mm] SCH 40 PVC
PIPE FOR INSPECTION PORT
90.7" [2304 mm] ACTUAL
/0%71[406 mm]
34
[864 mm]
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W x H x INSTALLED LENGTH) 34.0" x 16.0" x 85.4" [864 mm x 406 mm x 2169 mm]
CHAMBER STORAGE 14.7 CUBIC FEET [0.42 rn j
MINIMUM INSTALLED STORAGE 31.0 CUBIC FEET [0.88 ml
WEIGHT 35 lbs. [16.8 kg]
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH 'IT"
PART#
STUB
A
B
IC
SC310EPE06T
6" [150 mm]
9.60" [244 mm]
5,80" [147 mm]
N/A
SC310EPE06B
6" 150 mm
MY* 244 mm
N/A
0.50" 13 mm
SC310EPEOBT
8" 200 mm
11.90" 302 mm
3.50" 89 mm
N/A
SC310EPE088
8" [200 mm]
11.90" 302 mm
N/A
0.60" 15 mm
SC310EPE10T
10" 250 mm
12.70" 323 mm
1.40" 36 mm
N/A
SC310EPEIOB
10" 250 mm
12 70" 323 mm
N/A
0.70" 18 mm
*SC310EPE12B
12" [300 mm]
13.50" [343 mm]
NIA
0,90" [23 mm]
ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP
SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE
END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694.
*FOR THE SC310EPE12B THE 12" [300 mm] STUB LIES BELOW THE BOTTOM OF THE END
CAP APPROXIMATELY 0.26" [6 mm]. BACKFILL MATERIAL SHOULD BE REMOVED FROM
BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.
NOTE: ALL DIMENSIONS ARE NOMINAL
SC-310 TECHNICAL SPECIFICATIONS
SCALE: NTS
AwA"cEa mwNACE aremus, INa " awua•a„.w,.wwv _.-
Subsurface Startmvatermanagement" DATE: 3/30/10
SIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. 70 INWOOD ROAD, SUITE 3 1 ROCKY HILL, CT 06087 :UIIMATERESPONSNDALLOFTOCIATE DETAILS ERTOENSURETHAT PHONE:[phone] FAX:866328NOI DRAWN BY: KLJ
SOLICITS)IATI NS ANEDAND ALL ASSOCIATED DETAILS MEET ALLAPPLICASLE
IFGDI ATIQN.S AND PRf]IFDT RFOHIRFMFNTS WWW.STORMTEGIi.COM CHECKED:
Storm Tech SC-310 Undergroung Storage Elevations
Ground Surface
621.50
Top of Stone
619.23
Top of Chamber
618.73
Top of Inlet Structure
621.50
Inlet Structure Invert
617.40
Inlet Structure Weir
618.73
Inlet Structure Surnp
615.40
Bottom of Isolator Row
617.40
Bottom of Chamber
617.40
Bottom of Stone
616.90
6" Perforated Underdrain Invert
617.20
Top of OC
621.75
Overflow Weir
618.98
Invert of OC Structure
617.10
Inver of Downstream YI
617.00
Cove r (ft)
2.77
Inlet Structure Freeboard (ft)
2.77
Outlet Structure Freeboard (ft)
2.77
Chamber Height ft)
1.33
18" SMOOTH
WALLED
HPPP-RI7'1
INLET CONTROL MANHOLE WITH WEIR rya s, a .4
((WEIR DETAILS AND ELEVATIONS TBD BY DESIGN ENGINEER) ♦ggeg gHE1!®,`®t`bo
REVISED 11-18-13 ADDENDUM #1
d.
0
1
lo
!: air
001:11111101ITMAILGIL
°.a
4' X 4' YARD INLET TOP - 622.50
RIM ELEVATION - 621.75
4' X 4' YARD INLET
WEIR PLATE ELEVATION - 618.98