20141129 Ver 1_Stormwater Site Plans_20150528

LEGEND
COVER SHEET
EXISTING SEWER LINE
- - -- SS - - - --
PROPOSED SEWER LINE
SS
PROPOSED SEWER SERVICE
SITE PLAN (NORTH)
EXIS77NG MANHOLE
j
PROPOSED MANHOLE
ROAD PROFILES — LOFTIN ST
PROPOSED FLOW ARROW
ROAD PROFILES — ROAD "A"
EXISTING WA 7ER LINE
ROAD PROFILES — ROADS "C ", "D ", & "E"
PROPOSED WA7FR LINE
W
PROPOSED WATER SERVICE
-w -w
PROPOSED FIRE HYDRANT
GRADING PLAN (SOUTH)
EXIS77NG CONTOURS
.........
PROPOSED CONTOURS
00--- 1-- -_.. --
CREE1<,,.,.S1DE—. VILLA
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WEAVERVILLE, NORTH CAROLINA
MAY 26, 2014
SERRUS CREEKSIDE, LLC
2 DAVID KEATS DRIVE
GREENVILLE, SOUTH CAROLINA 29630
CONTACT: STEPHEN MUDGE
PHONE: [phone]
INDEX of SHEETS
Sheet No.
C001
COVER SHEET
DESCRIPTION
SURVEY (BY OTHERS)
C101
SITE MASTER PLAN
C102
SITE PLAN (NORTH)
C103
SITE PLAN (SOUTH)
C104
ROAD PROFILES — LOFTIN ST
0105
ROAD PROFILES — ROAD "A"
0106
ROAD PROFILES — ROADS "C ", "D ", & "E"
0201
GRADING MASTER PLAN
C202
GRADING PLAN (NORTH)
C203
GRADING PLAN (SOUTH)
C301
EROSION CONTROL MASTER PLAN
C302
EROSION CONTROL PLAN (NORTH)
C303
EROSION CONTROL PLAN (SOUTH)
0401
STORMWATER PLAN (NORTH)
C402
STORMWATER PLAN (SOUTH)
C403
STORMWATER PROFILE
C404
STORMWATER PROFILES
C405
STORMWATER PROFILES
C501
WATER EXTENSION PLAN (NORTH)
C503
WATER PROFILES
C601
SEWER EXTENSION PLAN (NORTH)
C603
SEWER PROFILES
0604
SEWER PROFILES
C605
SEWER PROFILES
C605
C921 SITE DETAILS
C931
GRADING & EROSION CONTROL DETAILS
C932
GRADING & EROSION CONTROL DETAILS
C941
STORMWATER DETAILS
C943
STORMWATER DETAILS
C944
STORMWATER DETAILS
C971
WATER DETAILS
C972
WATER DETAILS
C981
SEWER DETAILS
C982
SEWER DETAILS
NO.
DATE
DESCRIPTION
BY
3.
06/06/14
REVISED UHD SUBMITTAL
CLR
4.
07/08/2014
BUNCOMBE COUNTY SW SUBMITTAL
CLR
5.
08/12/2014
REGULATORY REVIEW SUBMITTAL & BID SET
CLR
6.
08/29/2014
REV. WATER SUBMITTAL
CLR
7,
10/03/2014
REV, REGULATORY SUBMITTAL —
CLR
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DEVELOPMENT DATA
OWNER \DEVELOPER:
SERRUS CREEKSIDE, LLC.
3 MCABEE TRAIL
2 DAVID KEATS DR.
FAIRVIEW, NORTH CAROLINA 28730
GREENVILLE, SOUTH CAROLINA 29630
CONTACT:
STEPHEN MUDGE
(828) 628 -1295
(864) 642 -1647
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
6925 HWY 107
200 SWANNANOA RIVER ROAD
CULLOWHEE, NORTH CAROLINA 28723
ASHEVILLE, NORTH CAROLINA 28805
CONTACT.
MIKE ANDERSON, P.E.
(828) 628 -1295
(828) 252 -5388
SURVEYOR:
MCABEE AND ASSOCIATES, P.A. PLS
E
3 MCABEE TRAIL
F pp 1U
FAIRVIEW, NORTH CAROLINA 28730
CONTACT:
ERIC MCABEE, PLS
1w
(828) 628 -1295
CONTRACTOR:
SUNDOG DEVELOPMENT, LLC
PROPOSED PARCEL SIZES:0.1 AC TO 0.2 AC
6925 HWY 107
PHASE 1: 43 EXISTING /15 TO BE BUILT
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
DAVID EARLEY
PHASE 3: 29
(828) 628 -1295
PROJECT DATA
PHASE I PROPERTY:
PIN: 9732937186
E
DB 5188 PB 0615
F pp 1U
SIZE: 6.87 ACRES (COMMON SPACE)
PHASES II -V
PIN: 9732930987
1w
DB 5188 PB 0635
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SIZE: 28.18 ACRES
PROPOSED PARCEL SIZES:0.1 AC TO 0.2 AC
UNITS:
PHASE 1: 43 EXISTING /15 TO BE BUILT
Q. W
N N
PHASE 2: 38
W C
U
PHASE 3: 29
J co co
t- 5 W
PHASE 4: 7
Q S O LL
PHASE 5: 9
TOTAL UNITS:
141
PERIMETER SETBACKS
F
*FRONT 20'
z} a
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*SIDE 10'
REAR 40'
*MODIFIED SETBACKS REQUESTED
LATITUDE, LONGITUDE:
35.68522', - 82.574432'
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DEVELOPMENT DATA
OWNER \DEVELOPER:
SERRUS CREEKSIDE, LLC.
OB 5188 PB 0615
2 DAVID KEATS DR.
SIZE: 6.87 ACRES (COMMON SPACE)
GREENVILLE, SOUTH CAROLINA 29630
CONTACT:
STEPHEN MUDGE
DB 5188 PB 0635
(864) 642 -1647
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
UNITS:
200 SWANNANOA RIVER ROAD
ROAD "B" FRONTAGE (TWO SIDES)
ASHEVILLE, NORTH CAROLINA 28805
CONTACT:
MIKE ANDERSON, P.E.
STREET TREES PROVIDED
(828) 252 -5388
SURVEYOR:
MCABEE AND ASSOCIATES, P.A. PLS
TOTAL UNITS:
3 MCABEE TRAIL
PERIMETER SETBACKS
FAIRVIEW, NORTH CAROLINA 28730
CONTACT:
ERIC MCABEE, PLS
*SIDE 10'
(828) 628 -1295
CONTRACTOR:
SUNDOG DEVELOPMENT, LLC
*MODIFIED SETBACKS REQUESTED
6925 HWY 107
35.68522', - 82.574432'
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
DAVID EARLEY
(828) 628 -1295
PROJECT DATA
PHASE I PROPERTY:
PIN: 9732937186
1 LARGE DECIDUOUS TREE PER 401-F OF FRONTAGE
OB 5188 PB 0615
2120 LF
SIZE: 6.87 ACRES (COMMON SPACE)
PHASES II -V
PIN: 9732930987
53
DB 5188 PB 0635
1646 LF
SIZE: 28.18 ACRES
PROPOSED PARCEL SIZES:0.1 AC TO 0.2 AC
UNITS:
PHASE 1: 43 EXISTING /15 TO BE BUILT
ROAD "B" FRONTAGE (TWO SIDES)
PHASE 2: 38
STREET TREES REQUIRED
PHASE 3: 29
STREET TREES PROVIDED
PHASE 4: 7
ROAD "C" FRONTAGE (TWO SIDES)
PHASE 5: 9
TOTAL UNITS:
141
PERIMETER SETBACKS
50
*FRONT 20'
360 LF
*SIDE 10'
9
REAR 40'
9
*MODIFIED SETBACKS REQUESTED
LATITUDE, LONGITUDE:
35.68522', - 82.574432'
NOTES
1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL,
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. MULTI- PHASED CONSTRUCTION.
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES (SHOWN
TO REMAIN) AND NEWLY COMPLETED WORK DURING
CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING
FROM CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE
CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE WITH
APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT THE
CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN.
THE CONTRACTOR SHALL NOTIFY ULOCO AT 1- 800 - 632 -4949 OR
811, 48 HOURS BEFORE CONSTRUCTION BEGINS.
7. SIDEWALKS SHALL BE CONSTRUCTED IN ORDER TO PROVIDE
POSITIVE DRAINAGE AWAY FROM ALL STRUCTURES. A MAXIMUM
OF 5% SIDEWALK LONGITUDINAL SLOPE IS PERMITTED. A MAXIMUM
OF 1/4" PER FOOT CROSS SLOPE IS PERMITTED. ANY SIDEWALK
INSTALLED WITH A STEEPER SLOPES SHALL BE REMOVED AND
REPLACED AT CONTRACTORS EXPENSE.
8. ALL ROAD /PARKING LOT IMPROVEMENTS, STRIPING AND SIGNAGE
SHALL BE IN ACCORDANCE WITH THE LATEST MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICE (MUTCD). CONTRACTOR MAY
USE A PAINT SUITABLE FOR ASPHALT APPLICATION IN LIEU OF
THERMOPLASTIC WITH PRIOR APPROVAL FROM THE ENGINEER.
9. CURB END TREATMENT TO BE APPLIED TO ALL CURB ENDS. REFER
TO CURB END TREATMENT DETAIL.
10. PROPOSED ROADS TO BE PUBLICLY OWNED AND MAINTAINED.
11. A PORTION OF THIS PROJECT LIES WITHIN THE 100 -YR FEMA
FLOODPLAIN ACCORDING TO FEMA FIRM 3700973200J DATED
JANUARY 6, 2010.
LANDSCAPING
STREET TREE SUMMARY
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1 LARGE DECIDUOUS TREE PER 401-F OF FRONTAGE
LOFTIN STREET FRONTAGE (TWO SIDES)
2120 LF
STREET TREES REQUIRED
53
STREET TREES PROVIDED
53
ROAD "A" FRONTAGE (TWO SIDES)
1646 LF
STREET TREES REQUIRED
42
STREET TREES PROVIDED
42
ROAD "B" FRONTAGE (TWO SIDES)
675 LF
STREET TREES REQUIRED
17
STREET TREES PROVIDED
17
ROAD "C" FRONTAGE (TWO SIDES)
1995 LF
STREET TREES REQUIRED
50
STREET TREES PROVIDED
50
ROAD "D" FRONTAGE (TWO SIDES)
360 LF
STREET TREES REQUIRED
9
STREET TREES PROVIDED
9
TOTAL STREET TREES REQUIRED
171
TOTAL STREET TREES PROVIDED
171
jSETBACKS
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NORTH
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DEVELOPMENT DATA
OWNER \DEVELOPER:
SERRUS CREEKSIDE, LLC.
PIN: 9732937186
2 DAVID KEATS DR.
DB 5188 PB 0615
GREENVILLE, SOUTH CAROLINA 29630
CONTACT:
STEPHEN MUDGE
PIN: 9732930987
(864) 642 -1647
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
SIZE: 28.18 ACRES
200 SWANNANOA RIVER ROAD
UNITS:
ASHEVILLE, NORTH CAROLINA 28805
CONTACT:
MIKE ANDERSON, P.E.
(828) 252 -5388
SURVEYOR:
MCABEE AND ASSOCIATES, P.A. PLS
z u
3 MCABEE TRAIL
TOTAL UNITS:
FAIRVIEW, NORTH CAROLINA 28730
CONTACT:
ERIC MCABEE, PLS
J
(828) 628 -1295
CONTRACTOR:
SUNDOG DEVELOPMENT, LLC
zaa
6925 HWY 107
m U
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
DAVID EARLEY
V)
(828) 628 -1295
PROJECT DATA
PM 9732 -83 -8176 '
PHASE I PROPERTY:
PIN: 9732937186
V 1*
F CO V UY
DB 5188 PB 0615
?:F;=
SIZE: 6.87 ACRES (COMMON SPACE)
PHASES II —V
PIN: 9732930987
(0
DB 5188 PB 0635
W Z N C4
SIZE: 28.18 ACRES
PROPOSED PARCEL SIZES:0.1 AC TO 0.2 AC
UNITS:
PHASE 1: 43 EXISTING /15 TO BE BUILT
W C
PHASE 2: 38
PHASE 3: 29
Q J 0S
PHASE 4: 7
z u
PHASE 5: 9
TOTAL UNITS:
141
PERIMETER SETBACKS
*FRONT 20'
*SIDE 10'
REAR 40'
*MODIFIED SETBACKS REQUESTED
LATITUDE, LONGITUDE: 35.68522', — 82.574432'
i, rl-%mn cv
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. A PORTION OF THIS PROJECT LIES WITHIN THE 100 —YR FEMA
FLOODPLAIN ACCORDING TO FEMA FIRM 3700973200J DATED
JANUARY 6, 2010.
3. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
FOOTER /COVER OVER FOOTER. REFER TO WALL DESIGN FOR
FOOTER DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM
PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN AND MINIMUM WIDTH OF
12" OF #57 WASHED STONE BEHIND WALL FROM BOTTOM TO TOP
OF WALL.
PROTECTIVE FENCING /VEHICLE BARRIER TO BE INSTALLED PER
NORTH CAROLINA BUILDING CODES. COORDINATE BARRIER STYLE
AND COLOR WITH ARCHITECT AND ENGINEER. SEE SITE PLAN FOR
APPROXIMATE LOCATION OF FENCING /BARRIERS.
CONTRACTOR TO COORDINATE & OBTAIN WALL DESIGN FROM
LICENSED ENGINEER AND SUBMIT TO OWNER AND ENGINEER FOR
REVIEW PRIOR TO ORDERING MATERIALS. CONTRACTOR TO
COORDINATE WALL STYLE AND COLOR WITH ARCHITECT AND
ENGINEER. CONTRACTOR RESPONSIBLE FOR PROVIDING APPROVED
THIRD PARTY INSPECTION AND FINAL CERTIFICATION FOR WALL
CONSTRUCTION.
CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
ALL RETAINING WALLS PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
RETAINING WALLS IN ACCORDANCE WITH ALL WALL
MANUFACTURERS STANDARDS AND SPECIFICATIONS,
WHEN APPLICABLE, ALL RETAINING WALLS 5' OR GREATER TO BE
SUBMITTED TO TOWN OF WEAVERVILLE BUILDING SAFETY DIVISION
FOR REVIEW AND APPROVAL AND CERTIFIED BY THE WALL
ENGINEER UPON COMPLETION. RETAINING WALLS SUBJECT TO
ADDITIONAL LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
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Call before you dig.
NORTH
GRADING MASTER PLAN
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100 0 50 100 200
( IN FEET )
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DEVELOPMENT DATA
OWNER \DEVELOPER: SERRUS CREEKSIDE, LLC.
2 DAVID KEATS DR.
GREENVILLE, SOUTH CAROLINA 29630
CONTACT: STEPHEN MUDGE
(864) 642 -1647
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
CONTRACTOR:
CONTACT:
PROJECT DATA
PHASE I PROPERTY.
PIN: 9732937186
�E
DB 5188 PB 0615
SIZE: 6.87 ACRES (COMMON SPACE)
PHASES II —V
PIN: 9732930987
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L
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=
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CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
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,. NO'r',,,
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
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FOR REVIEW AND APPROVAL AND CERTIFIED BY THE WALL
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' •. ,
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ADDITIONAL LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
Know what's below.
Call before you dig.
NORTH
GRADING PLAN - NORTH
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
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DATE: 5/26/14
DRAWN BY: KAG
CDC PROJECT NO.: 11400
SHEET
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C202

DEVELOPMENT DATA
OWNER \DEVELOPER:
SERRUS CREEKSIDE, LLC.
2 DAVID KEATS DR.
U
GREENVILLE, SOUTH CAROLINA 29630
CONTACT:
STEPHEN MUDGE
W
(864) 642 -1647
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
J SOD
200 SWANNANOA RIVER ROAD
ASHEVILLE, NORTH CAROLINA 28805
CONTACT:
MIKE ANDERSON, P.E.
(828) 252 -5388
SURVEYOR:
MCABEE AND ASSOCIATES, P.A. PLS
3 MCABEE TRAIL
Z =
Z } n.
FAIRVIEW, NORTH CAROLINA 28730
CONTACT:
ERIC MCABEE, PLS
m
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(828) 628 -1295
CONTRACTOR:
SUNDOG DEVELOPMENT, LLC
N
6925 HWY 107
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
DAVID EARLEY
(828) 628 -1295
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FG - FINISHED GRADE
LP - LOW POINT
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NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. A PORTION OF THIS PROJECT LIES WITHIN THE 100 -YR FEMA
FLOODPLAIN ACCORDING TO FEMA FIRM 3700973200J DATED
JANUARY 6, 2010.
3. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
FOOTER /COVER OVER FOOTER. REFER TO WALL DESIGN FOR
FOOTER DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM
PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN AND MINIMUM WIDTH OF
12" OF #57 WASHED STONE BEHIND WALL FROM BOTTOM TO TOP
OF WALL.
PROTECTIVE FENCING /VEHICLE BARRIER TO BE INSTALLED PER
NORTH CAROLINA BUILDING CODES. COORDINATE BARRIER STYLE
AND COLOR WITH ARCHITECT AND ENGINEER. SEE SITE PLAN FOR
APPROXIMATE LOCATION OF FENCING /BARRIERS.
CONTRACTOR TO COORDINATE & OBTAIN WALL DESIGN FROM
LICENSED ENGINEER AND SUBMIT TO OWNER AND ENGINEER FOR
REVIEW PRIOR TO ORDERING MATERIALS. CONTRACTOR TO
COORDINATE WALL STYLE AND COLOR WITH ARCHITECT AND
ENGINEER. CONTRACTOR RESPONSIBLE FOR PROVIDING APPROVED
THIRD PARTY INSPECTION AND FINAL CERTIFICATION FOR WALL
CONSTRUCTION.
CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
ALL RETAINING WALLS PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
RETAINING WALLS IN ACCORDANCE WITH ALL WALL
MANUFACTURERS STANDARDS AND SPECIFICATIONS.
WHEN APPLICABLE, ALL RETAINING WALLS 5' OR GREATER TO BE
SUBMITTED TO TOWN OF WEAVERVILLE BUILDING SAFETY DIVISION
FOR REVIEW AND APPROVAL AND CERTIFIED BY THE WALL
ENGINEER UPON COMPLETION. RETAINING WALLS SUBJECT TO
ADDITIONAL LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
Know what's below.
0111 before you dig.
NORTH
GRADING PLAN - SOUTH
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
O a5 to to
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DEVELOPMENT DATA
OWNER \DEVELOPER:
SERRUS CREEKSIDE, LLC.
DB 5188 PB 0615
2 DAVID KEATS DR.
SIZE: 6.87 ACRES (COMMON SPACE)
GREENVILLE, SOUTH CAROLINA 29630
CONTACT:
STEPHEN MUDGE
DB 5188 PB 0635
(864) 642 -1647
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
UNITS:
200 SWANNANOA RIVER ROAD
0'
Q J 00 CO
ASHEVILLE, NORTH CAROLINA 28805
CONTACT:
MIKE ANDERSON, P.E.
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(828) 252 -5388
SURVEYOR:
MCABEE AND ASSOCIATES, P.A. PLS
TOTAL UNITS:
3 MCABEE TRAIL
PERIMETER SETBACKS
FAIRVIEW, NORTH CAROLINA 28730
CONTACT:
ERIC MCABEE, PLS
*SIDE 10'
(828) 628 -1295
CONTRACTOR:
SUNDOG DEVELOPMENT, LLC
*MODIFIED SETBACKS REQUESTED
6925 HWY 107
35.68522', - 82.574432'
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
DAVID EARLEY
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(828) 628 -1295
PROJECT DATA
PHASE I PROPERTY:
PIN: 9732937186
m O
DB 5188 PB 0615
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SIZE: 6.87 ACRES (COMMON SPACE)
PHASES II -V
PIN: 9732930987
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DB 5188 PB 0635
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SIZE: 28.18 ACRES
PROPOSED PARCEL SIZES:0.1 AC TO 0.2 AC
UNITS:
PHASE 1: 43 EXISTING /15 TO BE BUILT
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PHASE 2: 38
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PHASE 3: 29
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PHASE 4: 7
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PHASE 5: 9
TOTAL UNITS:
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PERIMETER SETBACKS
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*SIDE 10'
<
REAR 40'
LU
*MODIFIED SETBACKS REQUESTED
LATITUDE, LONGITUDE:
35.68522', - 82.574432'
NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. A PORTION OF THIS PROJECT LIES WITHIN THE 100 -YR FEMA
FLOODPLAIN ACCORDING TO FEMA FIRM 3700973200J DATED
JANUARY 6, 2010.
3. DISTURBED AREA - 21.50 ACRES
4. SOIL TYPE B
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PROPOSED TIE -IN TO
EXISTING MSD MANHOLE
EXISTING REEM'S CREEK (TYP)
EXISTING PROPERTY BOUNDARY (TYP)
Know what's below.
Call before you dig.
NORTH
STORMWATER PLAN - NORTH
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
160
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DEVELOPMENT DATA
S
–4:1 SIDE LOPES
C
PROPOSED SWALE "
12" DEPTH
–2' BOTTOM WIDTH
–SC250 CHANNEL LINER
_ (SEE DETAIL)
IV
I
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PROPOSED LIMITS
OF DISTURBED AREA
(TYP)
EXISTING PROPERTY BOUNDARY (TYP)
N
1
m�
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25
CREEK ' \
SITE
7 _ - -- _ _ OP
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BUS
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/ / , _ 15 HDPE LINE M L I /
VI AP
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A,: "A
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/ i �:
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/ WIDTH AT FES: 30
\ / _ MIN.
\� ,,,• ! WIDTH AT END: 8'
' ! = / . r �,• f :,f�` \ < e WIDTH AT FES: 30'
� ,. ,.,, -✓'° -... /
THICKNESS: 18
WIDTH AT END: 6' MIN.
/ " ✓ / % \: \ '. PROPOSED RISER STRUCTURE
B8
. STONE CLASS: 1 THICKNESS:
9„
-- f J // / (SEE DETAIL)
57.. „ .- oo / ! / i / - - \, ) STONE CLASS: 1
/
(EE TAIL
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SE
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE � I ,,, � 1 r , ' -; : ,, • , ,' : , ,% /" ,,, / .,,
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. A PORTION OF THIS PROJECT LIES WITHIN THE 100 –YR FEMA
/ �. I of
FLOODPLAIN ACCORDING TO FEMA FIRM 3700973200J DATED ; C) : ' ,' ,:: ,. ,: ,...^ � � ,,,, -,• ` , , , r. ,; , / '/.•
JANUARY 6, 2010.
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PROJECT NO.: 11400
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STORMWATER PROFILES
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LINE D
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2130-?-- ........................... ...... - 21130
2120 -- 2120 2100- -- -2100
PROP. CB J1
PROPOSED GRADE (TYP.)'',, STA 10 +25 LINE J PROPOSED GRADE (TYP.)
TOP 2111.9±
INV. OUT: 2105.9 (A11 -J1)
25LF 15" HDPE 0 1.0% 25LF 15" HDPE ® 1.9% PROPOSED 8" WATER LINE
PROPOSED 8" WATER LINE BOTTOM = 2088.95±
BOTTOM = 2108.28±
211 2110 2090-1 - v'--2090
PROPOSED STORM PIPE PROPOSED STORM PIPE
TOP = 2107.24± TOP = 2087.14±
A
PROP. K1
STA: 10 +25 (LINE K)
PROPOSED STORM PIPE I TOP: 2092.5±
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i
210 ........................... 2100 208 L+2
PROP. CB All PROPOSED SEWER PIPE
STA 17 +86 LINE A I TOP = 2103.43± PROP. C4 SED STORM PIPE
M = 2085.48±
TOP 2111.9± STA: 13 +03 (LINE C)
INV. IN: 2105.4 (A11 -Al2) TOP: 2092.5±
INV. IN: 2105.7 (A11 -J1) INV. IN: 2085.4 (C4 -05)
ED SEWER PIPE
INV. OUT: 2105.4 (A10 -A11) i INV. IN: 2085.4 (C4 -K1) 2083.19±
INV. OUT: 2085.2 (C3 -CS2)
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LINE J LINE K
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VAULT MODEL 646
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PROPOSED GRADE
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EXISTING GRADE
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PROPOSED GRADE (TYP.)
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m
2090 - - -- -2090
EXISTING GRADE
26LF 15" HDPE ® 0.3%
PROPOSED GRADE (TYP.) PROP. CB H1
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INV, IN: 2033.6 (A2 -F1)
PROPOSED STORM PIPE
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PROPOSED SEWER PIPE
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202 2020
10 +00 10 +26
LINE F
d. EXISTING GRADE (TYP.)
2060--- _ __._ 2060 2080 ---. .2080
PROPOSED GRADE (TYP.) PROP. CB B9 EXISTING GRADE (TYP.)
_ __ .__..____ __ __ STA 16 +77 LINE B -- - - - --
,�' INV. IN: 2063.03P(B9?B10) PROPOSED GRADE (TYP.)
INV. IN: 2063.3 (67 -N1)
INV. OUT: 2063.0 (68 -69)
2050--+- - ---2050 2070- - 2070
1 F
PROPOSED 8" =WATERLINE BOTTOM PROPOSED STORM PIPE
PROPOSED STORM PIPE �. TOP = 2064.84±
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PROPOSED 8" WATER LINE PROPOSED STORM PIPE
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25LF 15"
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TOP = 2039.47±
PROP. CB M1 STA 10 +25 LINE N
STA 10 +25 LINE M TOP 2070.1±
PROP. CB B5 TOP 2048.4± INV. OUT: 2063.5 (B7 -N1)
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INV. IN: 2041.9 (65 -B6) TOP = 2060.79± i
INV. IN: 2042.2 (B3 -M1)
INV. OUT: 2041.9 (B4 -B5)
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10 +00 10 +25 10 +00 10 +25
LINE M LINE N
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TOP 2067.61
INV. IN: 2061.4 (A4 -G1)
INV. IN: 2060.6 (A4 -A5) PROPOSED STORM PIPE
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j PROPOSED SEWER PIPE
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10 +00 10 +26
J
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2030 - .............. ......._.2030
PROPOSED GRADE (TYP.)
EXISTING GRADE (TYP.)
202 ...................... 2020
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2010 -
PROP. P1
STA: 10 +04 (LINE P)
TOP: 2012.2±
INV. IN: 2010.0 (P2 -P1)
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LINE H
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PROPOSED GRADE (TYP.)
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TOP 2096.9±
INV. IN: 2090.4 (A9 -A10)
INV. IN: 2090.6 (A9 -11)�
INV. OUT- 2090.4 (A8 -A9)
20
PROPOSED STORM PIPE
BOTTOM = 2090.55±
PROPOSED 8" WATER LINE
BOTTOM = 2075.12± PROPOSED SEWER PIPE
TOP = 2088,03±
PROPOSED STORM PIPE
070 TOP = 2074.07±
20
030
PROP. Q2
_STA: 10 +21 (LINE Q)
TOP: 2036.1±
INV. OUT- 2030.0 (Q2 -Q1)
020
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10 +00 10 +21
LINE Q
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TOP = 2092.17±
2090
15
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TOP 2096.8±
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2070- . ..........................2070
10 +00 10 +25
LINE
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DATE: 5/26/14
DRAWN BY: KAG
CDC PROJECT NO.: 11400
SHEET
C405

STRUCTURAL HDPE PLASTIC)
TOP VIEW
1
TRASH RACK ASSEMBLY
PLASTIC SOLUTIONS, INC.
TRASH RACK 0 °
1- 877 - 877 -57
ELEV. A
PEAK ROOF TRASH RACK
NOT TO SCALE
ALL NON - FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC -TYPE
WARNING TAPE INSTALLED IN THE FINAL BACKFILL
BACKFILL AT LEAST 6" BELOW GRADE. (SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
�II�I(4II�III�lQ�I1�.iI�
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PIPE DIAMETER MIN. TRENCH WIDTH
12" 30"
15" 34"
18" 39"
24" 48"
30" 56"
36" 64"
42" 72"
48" 80"
Sam
ELEV. B
PLASTIC
SOLUTIONS
INC. P.O. Box 4386
Winchester VA 22604
8 77 -877 -5727
www.plastic- solution.com
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STRUCTURAL HDPE PLASTIC)
TOP VIEW
1
TRASH RACK ASSEMBLY
PLASTIC SOLUTIONS, INC.
TRASH RACK 0 °
1- 877 - 877 -57
ELEV. A
PEAK ROOF TRASH RACK
NOT TO SCALE
ALL NON - FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC -TYPE
WARNING TAPE INSTALLED IN THE FINAL BACKFILL
BACKFILL AT LEAST 6" BELOW GRADE. (SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
�II�I(4II�III�lQ�I1�.iI�
1= 11��= 1�1�- 11 =11��- -�li 1111= 1�1-III
ONCRETE RISER
1= 11=11 =11 =II =11=11 =11 =11=1 Ing
• � I,�I�1� -- i 11= 11 =11= 11= 11 =11 =! •
1= 11= 11= 11= 11= 11= 11 =11 =11 =!
�11�II�II�I�Il•�IIKII'�t�IIl
1= 11= 11= 11= 11= 11= 11= 1� =11=
.nrrlrrrinun�•nt,�•• nr�nc
PIPE DIAMETER MIN. TRENCH WIDTH
12" 30"
15" 34"
18" 39"
24" 48"
30" 56"
36" 64"
42" 72"
48" 80"
Sam
ELEV. B
PLASTIC
SOLUTIONS
INC. P.O. Box 4386
Winchester VA 22604
8 77 -877 -5727
www.plastic- solution.com
4" FOR 12 " -24" PIPE OF STANDARD PROCTOR)
6" FOR 30 " -60" PIPE
SUITABLE
FOUNDATION
MIN. TRENCH WIDTH
No
(SEE TABLE)
NOTES: MAXIMUM COVER
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321,
"STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND
OTHER GRAVITY FLOW APPLICATIONS ", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL,
WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH 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. EB DDING: SUITABLE MATERIAL SHALL BE CLASS 1, 11, OR, 111. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4 "(100 mm) FOR 12 " -24" (100 mm - 600 mm):
6 "(150 mm) FOR 30 " -60" (750 mm - 900 mm).
5. HAUNCHING /INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS 1, 11, OR III IN THE PIPE ZONE
EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6, MINIMUM COVER: MINIMUM COVER H IN NON- TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE
PIPE
DIAMETER
CLASS
I
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
54"
88"
60"
96"
4" FOR 12 " -24" PIPE OF STANDARD PROCTOR)
6" FOR 30 " -60" PIPE
SUITABLE
FOUNDATION
MIN. TRENCH WIDTH
No
(SEE TABLE)
NOTES: MAXIMUM COVER
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321,
"STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND
OTHER GRAVITY FLOW APPLICATIONS ", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL,
WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH 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. EB DDING: SUITABLE MATERIAL SHALL BE CLASS 1, 11, OR, 111. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4 "(100 mm) FOR 12 " -24" (100 mm - 600 mm):
6 "(150 mm) FOR 30 " -60" (750 mm - 900 mm).
5. HAUNCHING /INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS 1, 11, OR III IN THE PIPE ZONE
EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6, MINIMUM COVER: MINIMUM COVER H IN NON- TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE
PIPE
DIAMETER
CLASS
I
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
23'
17'
30"
34'
23'
17'
36"
34'
23'
16'
42"
34'
23'
16'
48"
31'
21'
15'
54"
31'
21'
15'
60"
31'
21'
15'
AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO D AND
ACE
PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE COMPACTED TO THE REQUIRED *ASSUMED PIPE BACKFILL IS PLACED
AND 24" OF COVER FOR 54 " -60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF
FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT, HEAVY CONSTRUCTION LOADS MAY REQUIRE OF THE STANDARD PROCTOR
ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT CONSTRUCTION LOADS WILL
NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED.
7. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE
GROUND TO THE TOP OF THE PIPE, AND SHALL BE LESS THAN THE MAXIMUM VALUES SHOWN IN THE
CHART WITHIN THIS DETAIL.
HDPE TRENCH INSTALLATION DETAIL
NOT TO SCALE
CATCH BASIN
OR MANHOLE
6 "x6" TRENCH POCKET OF
57 STONE ENCAPSULATED
IN NON -WOVEN
ADS- WATER S1
PLUG VENT HOLE IN
VALLEY WITH OAKLUM
OR SIMILAR MATERIAL
INCOMING
FLARED END SECTION
MATERIAL TO MATCH
MATERIAL OF INCOMINt
PIPE OUTLET TO FLAT AREA
NO WELL- DEFINED CHANNEL
A A
w= do +(0.4xLa)
PIPE OUTLET TO
WELL - DEFINED CHANNEL
PLAN
PLAN
d La
La
PLAN
d
o.
FILTER
BLANKET;
SECTION AA FILTER BLANKET SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS II)
ELEVATION 3. IN A WELL - DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
NOTES: BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
1. THE DIMENSION OF THE THE FLARED END AND SOIL FOUNDATION.
SECTION SHALL BE PER MANUFACTURER'S 5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL,
SPECIFICATIONS. 6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
2. THE SKIRT SECTION OF THE FLARED END ANGULAR AND WELL- GRADED.
SECTION SHOULD BE JOINED TO THE INCOMING 7• CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
PIPE PER MANUFACTURER'S SPECIFICATIONS. RECEIVING CHANNEL OR SLIGHTLY LOWER,
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
FLARED END SECTION WITH
RIP -RAP APRON
NOT TO SCALE
3
kDE +
6 POUR HYDRAULIC CEMENT OR
NON - SHRINK GROUT INTO
PLACE, EXTENDING GROUT A
MIN. OF 6" BEYOND WATER STOP
NISHED SLOPE
--{ 6 "'Fki1CK MIN. FOR
PIPES 12 7_10 18"
8" THICK MIN FOR
PIPES 24 -36"
12" MIN.
PROPOSED ELBOW TO SLOPE LAST
GEOTEXTILE FABRIC. WT BELL --- REACH OF PIPE AT MAX 5%
R T� CREEK
pipE
TRENCH
BOTTOM
AT JUN TIONS OF THE PIPE FOR ANY LIPS FREE ENDS
-� C
TRENCH WALL I I tO1 BURRS OR CUTS IN INNER LINER OF PIPE. PIPE
� � i WITH SAID DEFORMITIES SHALL NOT BE USED
4" DIA. WEEP HOLE PLACED IN STEEP SLOPE APPLICATIONS.
AT BOTTOM OF TRENCH 4) WHEN COUPLING PIPE, JOINTS SHOULD BE
PUSHED FULLY HOME. FOR JOINTS THAT ARE
( SEPARATED MORE THAN 1/2 ", APPROPRIATE
FOR VELOCITIES GREATER THAN 14 FPS)
INTERNAL SEALS SHALL BE USED.
DETAIL OF HDPE STORM DRAIN PIPE
VARIES
ON STEEP SLOPE
NOT TO SCALE
(USE ON SLOPES GREATER THAN 15 %)
)TONE WITH
kND OVERLAP
NOTE:
REFER TO GEOTECHNICAL
REPORT FOR MORE INFORMATION 24
FRENCH DRAIN
NOT TO SCALE
;HED STONE AGGREGATE
8" PERFORATED DRAIN PIPE
"E:
SHALL BE SLOPED TOWARDS
'LET AS INDICATED ON PLANS.
UNDISTURBED EARTH OR
COMPACTED EARTH FILL
T IVVIV -YYV VLIV
GEOTEXTILE FILTER FABRIC
G
TRAPEZOIDAL SWALE
NOT TO SCALE
W =6'
A
1 -1/2" MIN.
SHEET OVERLAP
NYLON OR STAINLESS
STEEL BOLTS
BUNCOMBE COUNTY EROSION CONTROL NOTES
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS
OF NCDENR. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED WITH FOR ALL WORK.
1. OBTAIN LAND DISTURBING PERMIT.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY NCDENR.
3. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON -SITE INSPECTION BY A REPRESENTATIVE OF BUNCOMBE COUNTY
PLANNING DEPARTMENT.
4. PROCEED WITH GRADING, CLEARING AND GRUBBING.
5. SEED AND MULCH DENUDED AREA WITHIN 15 DAYS AFTER FINISHED GRADE ARE ESTABLISHED. SEED AND SOIL
AMENDMENTS SHALL BE PLACED ON A PREPARED SEEDBED AT THE FOLLOWING RATES PER ACRE:
TEMPORARY SEEDING OF BUILDABLE AREAS
LIME 4,000 LBS
FERTILIZER (10- 10 -10) 1,000 LBS
MULCH 300 LBS
OATS 100 LBS
PERMANENT SEEDING OF SLOPES AND PERMANENT STABILIZED AREAS.
LIME 4,000 LBS
FERTILIZER (10- 10 -10) 1,000 LBS
KY -31 FESCUE 100 LBS
STRAW MULCH 60 -80 BALES
FOR WINTER SEEDING ADD TO THE ABOVE:
RYE GRAIN 120 LBS
CROWN VETCH 15 LBS -20 LBS
FOR ALL SLOPES 2:1 OR STEEPER ADD TO THE ABOVE:
SERICEA LESPEDEZA 40 LBS
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE RATE OF 1,000 LBS
PER ACRE. ALL SEEDING SHALL BE MAINTAINED, WATERED, ETC., UNTIL A PERMANENT VEGETATIVE GROUND COVER
IS ESTABLISHED OVER ALL DISTURBED AREAS.
6. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
7. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
8. REQUEST FINAL APPROVAL BY BUNCOMBE COUNTY.
CONSTRUCTION SEQUENCE
1. INSTALL SITE CONSTRUCTION ENTRANCE /STONE STAGING /MOBILIZATION AREA.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY BUNCOMBE COUNTY.
INCLUDING SEDIMENT TRAPS, SILT FENCES, BARRIERS AND DIVERSION DITCHES AS
NEEDED.
3. PROCEED WITH CLEARING AND GRUBBING UP TO A MAXIMUM OF 2 ACRES UNTIL
PREVIOUSLY DENUDED AREA HAS BEEN STABILIZED. INSTALL RAINGAUGGE ON -SITE.
4. PROCEED WITH GRADING AND EROSION CONTROL MAINTENANCE. NPDES LOG TO BE KEPT
CURRENT AND ACCESSIBLE AT PROJECT SITE AT ALL TIMES.
5. APPLY TEMPORARY AND PERMANENT SEEDING, RIP RAP AND STABILIZATION MEASURES.
MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER EACH RAINFALL.
ALL REPAIRS NECESSARY SHOULD BE MADE IMMEDIATELY AND IN STRICT ACCORDANCE
WITH BUNCOMBE COUNTY STANDARDS AND NPDES PERMIT.
x
SHALLOW TYPE INTERMEDIATE TYPE (4'X4')
(5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH)
FOR CURB INLET: FRAME, GRATE & HOOD PER -
D.O.T. STD. 840.03E
FOR GRATE INLET: FRAME, GRATE & HOOD PER
D.O.T.' STD. 840.16
FOR JUNCTION BOX: FRAME & COVER PER
D.O.T. STD. 840.54
FOR CONVEX INLET: FRAME, GRATE & HOOD PER
NEENAH CONVEX INLET GRATE R -2577
CnNNFCTinlr. RGNh
D
STONE BEDDING
REINFORCED
CONCRETE SLAB
6" MIN. 26" NOT TO EXCEED 5'
6" MIN.
6„ - MIN. 6" WASHED
STONE BEDDING 6„
NOTE:
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL
PRECAST CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE
INSTALLED TO DEPTHS CERTIFIED AS ACCEPTABLE
BY THE MANUFACTURER.
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW
TYPE CATCH BASINS.
4. PRECAST CONCRETE CATCH BASINS SHALL
CONFORM TO NCDOT STD. 840.02.
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5' TO 20'
MIN. 6" WASHED
STONE BEDDING
SLAB THICKNESS AND
REINFORCEMENT FOR
SOIL AND TRAFFIC
LOADING BY AN
60" ENGINEER
SLAB DETAIL
HICK HIGH DENSITY PRECAST CONCRETE CATCH BASIN DETAILS FOR
(ETHYLENE COLLAR GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
PE (DIAMETER VARIES -
EE PLANS)
TIDE STAINLESS
CLAMP (EACH SIDE)
IUOUS PLASTIC WELD
SIDE)
A
UPSTREAM ELEVATION ;SECTION A -A
NOTES:
1. THE PIPE, CONNECTING BAND, AND SEAM COATING CAN BE EITHER SILICON CAULKING
(RECOMMENDED),TAR OR MASTIC.
2. APPLY SILICON CAULK, TAR, OR MASTIC TO THE CONNECTING BAND AND LAY THE PIPE ON IT. APPLY
SILICON CAULK, TAR, OR MASTIC TO THE OTHER HALF OF THE CONNECTING BAND AND SET IT IN
PLACE, LINING UP THE BOLT HOLES.
3. INSTALL THE STAINLESS STEEL CLAMPS ON THE SPLIT HALVES OF TH:E CONNECTING BANDS AND
TIGHTEN THE BOLTS AND CLAMPS.
4. APPLY SILICON CAULK, TAR, OR MASTIC ON THE SEAMS AS` NEEDEDi TO INSURE A GOOD SEAL SO
THAT THE COMPLETED INSTALLATION IS WATERTIGHT.
ANTI -SEEP COLLAR DETAIL
NOT TO SCALE
STORMWATER DETAILS
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5/26/14
KAG
11400
C941
EXTEND CONCRETE o
o0
BELOW BOTTOM OF TRENCH -
- -- -
T 1
4" WEEP HOLE,
15' MIN.
EXTEND THROUGH N
NOTE:
GROUT AS NEEDED 1
1) BACKFILL WITH NATURAL MATERIAL (CLASS III
OR BETTER) COMPACTING TO 95% STANDARD
CAST IN PLACE CONCRETE P
PROCTOR VALUE.
CUT -OFF WALL. PSI
28 DAY COMPRESSIVE SIVE 2
2) PLACE CONCRETE CUT -OFF WALL JUST
STRENGTH. B
BELOW BELL AT EACH JOINT.
#4 REBAR 12" O.C. WIRE 3
3) PRIOR TO INSTALLATION, INSPECT THE ENDS
_ #
TIDE A
-� C
TRENCH WALL I I tO1 BURRS OR CUTS IN INNER LINER OF PIPE. PIPE
� � i WITH SAID DEFORMITIES SHALL NOT BE USED
4" DIA. WEEP HOLE PLACED IN STEEP SLOPE APPLICATIONS.
AT BOTTOM OF TRENCH 4) WHEN COUPLING PIPE, JOINTS SHOULD BE
PUSHED FULLY HOME. FOR JOINTS THAT ARE
( SEPARATED MORE THAN 1/2 ", APPROPRIATE
FOR VELOCITIES GREATER THAN 14 FPS)
INTERNAL SEALS SHALL BE USED.
DETAIL OF HDPE STORM DRAIN PIPE
VARIES
ON STEEP SLOPE
NOT TO SCALE
(USE ON SLOPES GREATER THAN 15 %)
)TONE WITH
kND OVERLAP
NOTE:
REFER TO GEOTECHNICAL
REPORT FOR MORE INFORMATION 24
FRENCH DRAIN
NOT TO SCALE
;HED STONE AGGREGATE
8" PERFORATED DRAIN PIPE
"E:
SHALL BE SLOPED TOWARDS
'LET AS INDICATED ON PLANS.
UNDISTURBED EARTH OR
COMPACTED EARTH FILL
T IVVIV -YYV VLIV
GEOTEXTILE FILTER FABRIC
G
TRAPEZOIDAL SWALE
NOT TO SCALE
W =6'
A
1 -1/2" MIN.
SHEET OVERLAP
NYLON OR STAINLESS
STEEL BOLTS
BUNCOMBE COUNTY EROSION CONTROL NOTES
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS
OF NCDENR. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED WITH FOR ALL WORK.
1. OBTAIN LAND DISTURBING PERMIT.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY NCDENR.
3. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON -SITE INSPECTION BY A REPRESENTATIVE OF BUNCOMBE COUNTY
PLANNING DEPARTMENT.
4. PROCEED WITH GRADING, CLEARING AND GRUBBING.
5. SEED AND MULCH DENUDED AREA WITHIN 15 DAYS AFTER FINISHED GRADE ARE ESTABLISHED. SEED AND SOIL
AMENDMENTS SHALL BE PLACED ON A PREPARED SEEDBED AT THE FOLLOWING RATES PER ACRE:
TEMPORARY SEEDING OF BUILDABLE AREAS
LIME 4,000 LBS
FERTILIZER (10- 10 -10) 1,000 LBS
MULCH 300 LBS
OATS 100 LBS
PERMANENT SEEDING OF SLOPES AND PERMANENT STABILIZED AREAS.
LIME 4,000 LBS
FERTILIZER (10- 10 -10) 1,000 LBS
KY -31 FESCUE 100 LBS
STRAW MULCH 60 -80 BALES
FOR WINTER SEEDING ADD TO THE ABOVE:
RYE GRAIN 120 LBS
CROWN VETCH 15 LBS -20 LBS
FOR ALL SLOPES 2:1 OR STEEPER ADD TO THE ABOVE:
SERICEA LESPEDEZA 40 LBS
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE RATE OF 1,000 LBS
PER ACRE. ALL SEEDING SHALL BE MAINTAINED, WATERED, ETC., UNTIL A PERMANENT VEGETATIVE GROUND COVER
IS ESTABLISHED OVER ALL DISTURBED AREAS.
6. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
7. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
8. REQUEST FINAL APPROVAL BY BUNCOMBE COUNTY.
CONSTRUCTION SEQUENCE
1. INSTALL SITE CONSTRUCTION ENTRANCE /STONE STAGING /MOBILIZATION AREA.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY BUNCOMBE COUNTY.
INCLUDING SEDIMENT TRAPS, SILT FENCES, BARRIERS AND DIVERSION DITCHES AS
NEEDED.
3. PROCEED WITH CLEARING AND GRUBBING UP TO A MAXIMUM OF 2 ACRES UNTIL
PREVIOUSLY DENUDED AREA HAS BEEN STABILIZED. INSTALL RAINGAUGGE ON -SITE.
4. PROCEED WITH GRADING AND EROSION CONTROL MAINTENANCE. NPDES LOG TO BE KEPT
CURRENT AND ACCESSIBLE AT PROJECT SITE AT ALL TIMES.
5. APPLY TEMPORARY AND PERMANENT SEEDING, RIP RAP AND STABILIZATION MEASURES.
MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER EACH RAINFALL.
ALL REPAIRS NECESSARY SHOULD BE MADE IMMEDIATELY AND IN STRICT ACCORDANCE
WITH BUNCOMBE COUNTY STANDARDS AND NPDES PERMIT.
x
SHALLOW TYPE INTERMEDIATE TYPE (4'X4')
(5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH)
FOR CURB INLET: FRAME, GRATE & HOOD PER -
D.O.T. STD. 840.03E
FOR GRATE INLET: FRAME, GRATE & HOOD PER
D.O.T.' STD. 840.16
FOR JUNCTION BOX: FRAME & COVER PER
D.O.T. STD. 840.54
FOR CONVEX INLET: FRAME, GRATE & HOOD PER
NEENAH CONVEX INLET GRATE R -2577
CnNNFCTinlr. RGNh
D
STONE BEDDING
REINFORCED
CONCRETE SLAB
6" MIN. 26" NOT TO EXCEED 5'
6" MIN.
6„ - MIN. 6" WASHED
STONE BEDDING 6„
NOTE:
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL
PRECAST CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE
INSTALLED TO DEPTHS CERTIFIED AS ACCEPTABLE
BY THE MANUFACTURER.
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW
TYPE CATCH BASINS.
4. PRECAST CONCRETE CATCH BASINS SHALL
CONFORM TO NCDOT STD. 840.02.
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SLAB THICKNESS AND
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LOADING BY AN
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SLAB DETAIL
HICK HIGH DENSITY PRECAST CONCRETE CATCH BASIN DETAILS FOR
(ETHYLENE COLLAR GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
PE (DIAMETER VARIES -
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TIDE STAINLESS
CLAMP (EACH SIDE)
IUOUS PLASTIC WELD
SIDE)
A
UPSTREAM ELEVATION ;SECTION A -A
NOTES:
1. THE PIPE, CONNECTING BAND, AND SEAM COATING CAN BE EITHER SILICON CAULKING
(RECOMMENDED),TAR OR MASTIC.
2. APPLY SILICON CAULK, TAR, OR MASTIC TO THE CONNECTING BAND AND LAY THE PIPE ON IT. APPLY
SILICON CAULK, TAR, OR MASTIC TO THE OTHER HALF OF THE CONNECTING BAND AND SET IT IN
PLACE, LINING UP THE BOLT HOLES.
3. INSTALL THE STAINLESS STEEL CLAMPS ON THE SPLIT HALVES OF TH:E CONNECTING BANDS AND
TIGHTEN THE BOLTS AND CLAMPS.
4. APPLY SILICON CAULK, TAR, OR MASTIC ON THE SEAMS AS` NEEDEDi TO INSURE A GOOD SEAL SO
THAT THE COMPLETED INSTALLATION IS WATERTIGHT.
ANTI -SEEP COLLAR DETAIL
NOT TO SCALE
STORMWATER DETAILS
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NOTES:
1. THE PIPE, CONNECTING BAND, AND SEAM COATING CAN BE EITHER SILICON CAULKING
(RECOMMENDED),TAR OR MASTIC.
2. APPLY SILICON CAULK, TAR, OR MASTIC TO THE CONNECTING BAND AND LAY THE PIPE ON IT. APPLY
SILICON CAULK, TAR, OR MASTIC TO THE OTHER HALF OF THE CONNECTING BAND AND SET IT IN
PLACE, LINING UP THE BOLT HOLES.
3. INSTALL THE STAINLESS STEEL CLAMPS ON THE SPLIT HALVES OF TH:E CONNECTING BANDS AND
TIGHTEN THE BOLTS AND CLAMPS.
4. APPLY SILICON CAULK, TAR, OR MASTIC ON THE SEAMS AS` NEEDEDi TO INSURE A GOOD SEAL SO
THAT THE COMPLETED INSTALLATION IS WATERTIGHT.
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NOT TO SCALE
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DETENTION
STRUCTURE
"2[`T MIN.
SUMP
24" MIN ID PIPE
SET 1.5" FROM BOTTOM
OF CHAMBER
SC -740 END CAI
SC -740 CHAMBE
3/4 - 2" WASHED, CRUSHED,
ANGULAR STONE
ADS 601 GEOTEXTILE OR EQUA
ui
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Cl_ W
ri
FOR STORMTECH
INFORMATION CALL 1- 888 - 892 -2694
*SEE STORMTECH'S DESIGN MANUAL
INIQIDECTION PORT
DESIGN ENGINEER
2 LAYERS OF ADS 315ST WOVEN GEOTEXTILE
(OR EQUAL)
BETWEEN STONE BASE AND CHAMBERS
SC- 740 -5' WIDE STRIP
SC- 310 - -4' WIDE STRIP
STORMTECH ISOLATORTM ROW
PROFILE VIEW DETAIL
NOT TO SCALE
GRANULAR WELL GRADED SOIL /AGGREGATE MIXTURES,
<35% FINES. COMPACT IN 6" LIFTS TO 95% PROCTOR DENSITY.
SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN
STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL,
OR WWW.STORMTECH.COM.
PAVEMENT,
12"
51"
• � ii ii
•.!rte:
12" MIN. TYP.
STORMTECH SC -740 CHAMBER SYSTEM
TYPICAL CROSS SECTION DETAIL
NOT TO SCALE
PAVEMENT
GRANULAR WELL GRADED SOIL /AGGREGATE MIXTURES,
<35% FINES. COMPACT IN 6" LIFTS TO 95% PROCTOR DENSITY.
SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN
STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL,
OR WWW.STORMTECH.COM.
j.
DESIGN ENGINEER IS
RESPONSIBLE FOR
ENSURING THE
SUITABILITY OF
SUBGRADE SOILS*
0
VER ENTIRE ROW WITH
S 601 NON -WOVEN GEOTEXTILE (OR EQUAL)
- 740 - - -8' WIDE STRIP
- 310 - - -5' WIDE STRIP
r-STORMTECH ENDCAP
OUTLET CONTROL
STRUCTURE PER DESIGN
OUTLET PIPE
PER DESIGN
OUTLET PIPING 1-1:==== I „i__. - -:.. __;- ”
PER DESIGN
i {.:...;{ { 1— I _) ( {_
3/4 - 2" WASHED, CRUSHED,
ANGULAR STONE*
SC -740 CHAMBER A. FOR UNPAVED INSTALLATION
SC -740 END CAP WHERE RUTTING MAY OCCUR,
INCREASE COVER TO 24 INCHES
ADS 601 NON -WOVEN GEOTEXTILE * SEE STORMTECH'S DESIGN MANUAL
(OR EQUAL) BETWEEN STONE 8 1/2 - 8 7/8
AND GROUND
STORMTECH SC -740 CHAMBER SYSTEM 2 1/2" - 3"
w'
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INLET OUTLET DETAIL Q w
NOT TO SCALE O Li Li
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MINIMUM WEIGHT CHART
55'
MIN. WEIGHT -LBS.
COVER
25
BASE
40
TOTAL UNIT
65
0 L
2 0
d. w
3" MAX
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73/4"-9°- -
•� 113 1 4" - 1 3/4"
NOTES:
1. ALL CLEAN OUT BOXES AND COVERS SHALL BE
MANUFACTURED FROM GRAY IRON (CAST IRON)
MEETING THE REQUIREMENTS OF AWWA C110 AND
ASTM A536.
2. CLEAN OUT BOXES AND COVERS MANUFACTURED
BY U.S FOUNDRY (HAND HOLE RING & FC COVER,
MODEL #7610), EAST JORDEN IRON WORKS
(HEAVY DUTY MONUMENT BOX, MODEL #1574) OR
APPROVED EQUAL. U.S FOUNDRY (HAND HOLE
RING & FC COVER, MODEL #7630) MAY BE USED
WHERE CLEAN OUT IS WITHIN AN ASPHALT OR
CONCRETE PAVED AREA.
PROPOSED ISOLATOR ROW WITH
CHAMBERS END CAP AND
INDIVIDUALLY WRAPPED WITH
GEOTEXTILE (SEE DETAIL)
AASHTO M288 CLASS
NON -WOVEN GEOTEXTIL
PROPOSED 4" INSPECTION F
ADDED PER MANUFACTUR
SPECIFICATIONS OF ONE F
EVERY 10 CHAMBERS
PROPOSED 24" ISOLATOR
ROW ACCESS PIPE
PROPOSED JUNCTION BOX (B1
(SEE PROFILES FOR INVERTS)
1 1/2" MIN
1
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CLEANOUT BOX
NOT TO SCALE
6 "MIN. WASHED
STONE BASE
27.0'
S
FOOTPRINT - LENGTH
55'
FOOTPRINT `•;WIDTH
27'
CHAMBERS
TOTAL: 28 (4 ROWS x 6 CHAMBERS
& 1 ROW x 4 CHAMBERS)
MIN. STONE DEPTH
5.0'
FOOTPRINT SLOPE
0%
RFORATED PIPE DRAIN'
SE OF STONE 'INVERT i
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CENTER MOUNTED ON OPPOSITE
SIDES OF STRUCTURE) (TYP)
UNDERGROUND DETENTION A - (WEST)
STORMTECH LAYOUT PLAN VIEW DETAIL
NOT TO SCALE
8" ORIFIC
INV.: 201'
J1VK1VlWAIrJK LJr,lr,1N 11V1N
OUTLET CONTROL BOX (P2;
NOT TO SCALE
02
6" PERFORATED PIPE DRAIN
AT BASE OF STONE INVERT
TE
SED 24"
ET PIPE
STORMWATER DETAILS
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PROPOSED STAIRS
APPROX.16" ON CENTER
MOUNTED ON OPPOSITE
SIDES OF CHAMBER TO
PROVIDE ACCESS TO
EACH SIDE OF WALL.
Y4" STEEL PLATE FROM
CORNER TO CORNER
8" ORIFIC
INV.: 203
J l UlE1V1 W 1-k 1 E15- 1Jr 1 r1N I IUIN
OUTLET CONTROL BOX (Q2)
NOT TO SCALE
Manufactured by: Practical Best Management - 1 -800 -748 -6945 www.crystalstream.com
7, -e
TOP = 2053.30 —
(SEE ELEV. NOTE)
TOP VIEW (INTERNAL)
Ship hatch, frame, manhole ring and cover coat flush into lid Lid
elevation may be slightly above surrounding grade to provide positive
drainage away from the device.
�?I
D na1
SEAM
X-4 RISER
2050.60 \ Qe AND LID
INFLOW PIPE
86'
FOOTPRINT WIDTH
43'
18' HOPE °
TOTAL: 80 (8 ROWS x 10 CF
MIN. STONE DEPTH
OUTFLOW PIPE
'
INVERT IN j
,
CV
HDt
2047.60 j/
B INCH {
THICK WALLS --/ j
SUMP
2044.60
Q
INVERT T
2047.50
RECAST CONCRETE BOX
fl
1. ALL PIPES SHALL BE CONSTRUCTED TO BE FLUSH WITH THE INSIDE WALLS.
2. CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL PIPES AND STRUCTURES BETWEEN AND AROUND THE
WATER ()UAUTY VAULTS.
3. ALL VAULT LIFTING CONNECTIONS SHALL BE LOCATED ON THE OUTSIDE OF THE VAULT WALLS.
4. CONCRETE VAULT PRE - CASTER IS RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF THE
CONCRETE VAULTS WALL AND SLAB THICKNESSES SHALL BE ALTERED ACCORDINGLY.
3'xS
ALUM.
HATCH
2 FT. DIA.
MANHOLE
TOP VIEW (SLAB)
SECTION "B"
CRYSTALSTREAM "CRYSTALCLEAN" WATER QUALITY VAULT
MODEL "646 "
JURISDICTION: Buncombe County, NC
CRYSTAL STREAM "CRYSTALCLEAN" INSTALLATION
The unit is installed during the construction phase with the excavation, pipe attachment,
and backfill completed by the contractor on site. A stable roadway must be provided for
delivery of the CrystalStream unit. CrystalStream Technologies (CST) will provide the
contractor with the measurements he will need to excavate the hole. A 6 depth of
crushed stone should be placed under the unit to assist in leveling and to provide uniform
base support. CST will have the unit delivered to the site and placed in the hole with our
equipment in most cases. After placement, the contractor will backfill the device as
necessary and attach the pipes. Proper construction methods during the backfill and pipe
attachment are essential to the operation and cleaning of the CrystalStream unit.
Contractors Please Note:
Call CrystalStream at 1 --800- 748 -6945 if you are unsure about any procedure,
• The pipes must be placed at the correct invert for the unit to achieve the proper
removal rates.
• The pipes must be installed flush with the interior walls of the unit to provide for
proper cleaning access.
• The pipes must be mudded in on both the inlet and outlet connections. Failure to
properly mud the pipes can result in the water undermining the soil surrounding the
unit.
• When a tread Plate lid is used on the Model 646, CST also provides a set of hooks to
be used to hold the lids open during maintenance and cleaning procedures except in
traffic areas. These hooks should also be turned over to the property owner when all
construction has been completed.
• A stable roadway must be maintained to facilitate inspection and cleaning of this unit.
This roadway must be, at a minimum, constructed of gravel or crushed stone on a
stable base, and must be capable of supporting a cleaning truck weight of
approximately 15,000 pounds.
W114,11011
1Q EXPANDED ALUMINUM BASKET W/ 114'
MESH LINING, 1' -6" H x l' -6' L x 4' -0'
W, Upfit S -0" FROM SUMP
Q 2ND INTERNAL BAFFLE W/ 1' HOLES
DRILLED AT 1 1/4' O.C., 4' -0" H.
® SPILL PROTECTION RESERVOIR 4' -0' H.
WITH A V -9' FRONT WT.
5Q 3/4 "COCONUT nBER FILTER IN ALUMINUM
FRAME V -6' LONG.
© 1 /4'ALUMINUM PLATE, 9' H., 3' -6' WIDE
lz
6" PERFORATED PIPE DRAIN
AT BASE OF STONE INVERT
TE
SED 36"
ET PIPE
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6" PERFORA
AT BASE OF
PROPOSED EIGHT (8) ROWS C
(10) STORMTECH CHAMBERS
AASHTO M288
NON -WOVEN GI
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CHAMBERS, END C,
INDIVIDUALLY WRAF
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STORMTECH DATA TABU
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STORMTECH DATA TABU
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FOOTPRINT WIDTH
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TOTAL: 80 (8 ROWS x 10 CF
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5/26/14
KAG
CDC PROJECT NO.: 11400
SHEET
C943