20221205_Carolina_Ready_Mix_plans

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CANIDI IER NIDR , I I CA
Index of D
fix
G1. Cover Sheet
Owner/Developer: Carolina RediMix C1. Zoning Identification
C1.1 Existing Conditions
Contact: Gary Kilker C1.2 Pre-Development Impervious Areas
Project I C13 Post-Development
828-777-0632 -�-{ � xh�. . Impervious Areas
606 Old US 70 Location
C2. Layout
Swannanoa, NC 28778 -- __
-� C2.1 Enlarged Entrance Drive
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C3. Grading, Storm Water and Erosion Control
PIN: 9604-91-0396 (portion of)
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C4. Pond Drainage Area
C5. Utilities
D1. Details
D2. Details
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D3. Details
D4. Details
D5. Calculations
Vicinity Map
NOT TO SCALE
Davis CivilSolutions, PA
Site/Infrastructure • Engineering/Planning
QN C /
135-A Charlotte Highway Asheville, North Carolina 28803
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828.299.9449 PH• www.daviscivilsolutions.com �' f SEAL _
September , 2022
°°o 12296
THIS DOCUMENT AND THE INFORMATION PROVIDED HEREIN IS COPYRIGHTED _ °
CONFIDENTIAL MATERIAL AND IS THE PROPERTY OF DAVIS CIVILSOLUTIONS, P.A., ° Revision Date Description
PROVIDED AS AN INSTRUMENT OF SERVICE. THIS DOCUMENT MAY NOT BE COPIED, �/°
REPRODUCED, ALTERED, PROVIDED TO ANY OTHER PARTY, OR USED FOR ANYTHING �i�j �N° q
OTHER THAN THE SPECIFIC PROJECT IDENTIFIED OR REFERRED TO HEREIN, OR USED °°°
FOR EXTENSION TO THIS PROJECT, IN PART OR IN WHOLE, WITHOUT THE EXPRESS DEA
WRITTEN CONSENT OF DAVIS CIVILSOLUTIDNS, P.A.
COPYRIGHT 2020
DAVIS CIVILSOLUTIONS, P.A.
ALL RIGHTS RESERVED

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— 1 1 EACH 2 5— 3 0' DECIDUOUS OWNLR1DEVELOPER: CAROLINA REDINvx
TREES FOR SCREENING. CONTACT: GARY KILKER
- 14 EACH 25- 30' EVERGREEN EDGE OF LEASED AREA
PHONE: [phone]
TREES FOR SCREENING. THE PROPERTY WILL NOT BE SUBDIVIDED ADDRESS: >,��.DuS7o
- NO ADDITIONAL LANDSCAPING SWANNANOA,NC 28778
PROPOSED. FROM THE PARENT PARCEL. PIN: „_9,0396
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REFERRED TO HEREIN, OR USED FOR
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Q OR IN WHOLE, WITHOUT THE EXPRESS
5T
WRITTEN CONSENT OF DAMS
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CIVILSOLU110NS, P.A.
COPYRIGHT 2022
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ALL RIGHTS RESERVED
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r^ UGf EI, - _ - NOT TO SCALE. Q
UGE ✓/ LEA5EDAREA _- _ - -- - - -- _ _ _ _ _
N. \ •• ,� /'/ „ — - _ — 5 0 - - - - - - -- - - _ _ _ DEVELOPMENT DATA BLOCK
f e- / / EXISTING 6 W X 4" DEEP - ___ - - - _ -ONO` 84 59 /5 ' E 568.88I EXISTING LINE oFTREE5 ---:
I ►�' _ 24„MCP D,(Tl AT TOE OF EMBANKMENT _ 2085 — — — — — — —
/ � / ► TO REMAIN _ - - -_ _ - - - — — — — — — — — — — — - -
OWNER/DEVEL�PER: CAR�.LINA REDIMIx
0 o \\ f N 68°29'52" E 1 � / / - - - - - - - - - - _ - - - - - - - - - - - - - -
czi o I I I \ I \ / / / � � — INV=2lo5-2� ___- — — — — — — — — — — — — — — — - - - -
68.60 — - -- - - - - - - - _ - - — - - - - - - - - - - --- -- - - _ _ _ _
CONTACT: GARY KILKER
EXISTING RIP RAP AT TOE / - -2oao--
1 OF BANK FOR BANK STABILIZATION / / -`� _ _ _ _ _ _ _ _ _ _ _ _ - -- - - - PHONE: [phone]
_ - _
TO REMAIN IN AREA OUTSIDE OF m - - - - - - - - - - - - - - - - - - - _ _ _ - - - - - - ADDRESS: 606 OLD us70
° D I I ° \ \ ROAD GRADING LIMITS / / / r `` t \ '� -`� �� LOB- - - - - - - � - - - _ S\VANNANOA,NC 28778
ASPHALT z 1 I I \ \ \ / ( /it Xk / / —mot -��� fdG-�067
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S 07 48 3 E ,
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[ CAI \ THIS DOCUMENT D THE... 1186 .ti1�KEY PARK H\ 1.
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�. • - PROVIDED HEREINS COPYRIGHTED
CANDLER,N 2871J
CONFIDENTIAL MATERIAL AND IS THE
O _ w / /
DAMS UTIONS PROPERTY OF CIMLSOL ,
/ . . .,
... 2 ..- AS A INSTRUMENT OF
� P A. PROVIDED N INS
/ ►. f C
PROPER]l SIZE:
SERVICE. THIS DOCUMENT MAY NOT BE
.: COPIED REPRODUCED, ALTERED,
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PRE C_I AREA: A.[I
� - � PROVIDED TO ANY OTHER PARTY. OR
l / / - _" , .l ., t , : it : / tl -,, '. USED FOR ANYTHING OTHER THAN THE
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�—y EXTENSION TO ROJEC.
1 \ \ \ / / / / / o . . . I
LL \ - ':.` / .., /- .. ,•:.„ ,:. .., ,';,,'- I,. .. . . : ! OR IN WHOLE. WITHOUT THE EXPRESS
/ / / - ! ,r t. WRITTEN CONSENT OF DAMS
/ i 0 ;C , WR
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/ gTO >.:.: / / / CIMLSOLUTIONS, P.A.
�\ _ �i, -, ! COPYRIGHT 2022
/ PRE DE\ELJI CIE.\T.
DAMS CIMLSOLUTIONS. P.A.
- ,.�€` ;. ., 1.; : , ,. J. ALL RIGHTS RESERVED
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INCREASE/DECREASE:
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INCREASE AREAS ,591_�
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.; . :.,.,,'. _. . I I � : <. / •' _ °i INCREASE=3.7444,
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Project
9+60 9+90 10+20 10+50 10+80 11+10 11+40 11+70 12+00 12+30 12+60 12+90 13+20 Location r,
Scale - Hor. 1'-30' Vert. 1'-10' UO r,
TIN - crmixex
Alignment Filename crm HEATHER
A35URY WAY O
ROADco
•r{
O N RUTME ORD
2100.00 ROAD r� °
A
aa..wU'
-�239NOTES• 5MOKEY W
°
PARK HWY -0
1 . THE CONCRETE PLANT IS A MOBILE MACHINE 2090.00 - -- - - —_ _ _ SITE U519j N
�° U
SIMILAR TO THE ROCK CRUSHER MACHINE. o o ROAo
THERE ARE NO " BUILT— IN — PLACE" BUILDINGS. aW a aW
th 50,00 \U a;
SITE CONFIGURATION MAY CHANGE. 2080°° Vicinity Map C1 N
NOT I'O SCALE
2. NO PROPOSED RETAINING WALLS. 2070.00 DEVELOPMENT DATA BLOCK
�_"\VNERAXVELOPER: C;AROLINA REDI11.1IX
EXISTING 10' ± BERM WI TH t�pp pp�� �p CONTACT: GAR)'KILKER
�
EXISTING LANDSCAPING: 4 I4n Oli 4 h a;� N 8�'
1`1HONE:p 8 p N 8 p N N ma �zs��7 0632
NOTE: —11 EACH 25-30' DECIDUOUS 2060.00 N N (y
ADDRESS: 606 OLD US 70
_SAV'ANNANOA,NC 28778
rST-79 CAROLINA READY MIX TO TREES FOR SCREENING.
D4 OWN AND MAINTAIN —14 EACH 25-30' EVERGREEN
PRIVATE DRIVEWAYS TREES FOR SCREENING. PIN: 9607910396
PHYSICAL ADDRESS: 1186 S',NAOKEY PARK H\V)'. THIS DOCUMENT AND THE INFORMATION
—N 0 ADDITIONAL LANDSCAPING CAS PROVIDED "ERE'" IS COPYRIGHTED
CANDLER,NC 287IJ CONFIDENTIAL MATERIAL AND IS THE
PROPERTY OF DAVIS CIVILSOLUTIONS,
P.A., PROVIDED AS AN INSTRUMENT OF
PROPOSED. PROPERTY SIZE: 137.9 AC. SERVICE. THIS DOCUMENT MAY NOT BE
COPIED, REPRODUCED, ALTERED,
PROJECT AREA:(LEASED 2.90 AC. PROVIDED TO ANY OTHER PARTY, OR
��°��/ /` USED FOR ANYTHING OTHER THAN THE
`tl�bn •54E 52' (GRID DISTANCE) SPECIFIC PROJECT IDENTIFIED OR
REFERRED TO HEREIN, OR USED FOR
EXTENSION TO THIS PROJECT, IN PART
1 BC_CONING: LIMP OR IN WHOLE, WITHOUT THE EXPRESS
_ RIM 209 .04 N 88°44'OG" W 546.58 (GROUND DISTANCE) WRITTEN CONSENT OF DAMS
(Y� 12"1 V IN 20,56.35 - -
CIVILSOLUTIONS,
1 24"INV IN 2067.25 - - _ COPYRIGHT S, P.A.P.
ROPERTY LINE DAVIS CIVILSOLUTIONS, P.A.
CB I 24"INV O =2086.l8 - - _ _ APPROXIMATE P PARKING SPACE ALL RIGHTS RESERVED
RiM=2094.12 M - - _ _ _ PER BUNCOMB COUNTY G1S
24"INV OUT=2055.9 - - - V - _ - -
�' / CALCULATIONS:
1 1
I U) �uc EP MANUEACI URING&PRE CFS:NG;S fC,RAGE&`,V�AREIi�U�k. ��`E cE L� _ _ _ _ HOLES.AI,E SALES:
ASED - - - _ _ _ _
MAW �� ��E'� - - 2 SPACES PER 3 EMPLOYEES A� ,YI-AXIMUM EMPLOYMENT ON A SINGLE ��a0
SHIFT PLUS I SPACE PER CO,NIP.ANY VEHICLE OPERATING FROM =�° w N �a Q
THE PREMISES. ° Ln N Wsoft =
EXISTING 6" W X 4" DEEP S 84°5911511 E 568.8,51EYISTING LINE oFTREEs T TAL E�1ILClEE l0 °� `°��•
�l ��F DITCH AT TOE OF EMBANKMENT TOTAL EMPLOYEES:S.
� TO REMAIN
REMOVE RAISED m � RCP ° �--
PLANTER AND LANDSCAPING / �F
IN AREA OF PROPOSED o # ftft /''1/111III111`��
ENTRANCE ROAD GE\�G INV=2075.22
AND SITE � E EXISTING RIP RAP AT TOE PARKING SPACES REQUIRED:
��� OF BANK FOR BANK STABILIZATION
VISIBILITY TRIANGLE O F
c 4 TO REMAIN IN AREA OUTSIDE OF '� 10/3 3.3SPACES
SEE ENLARGED VIEW SHEET C2.1 p• �Q_ �0 �� ­U �O� ���, RIP RAP SLOPE �iPP
° ry ROAD GRADING LIMITS �, �� p e
Q FP 10 c �o o �� 0 1VOi�, HANDICAPPED PARKING SPACES REQUIRED:
ASPHALT < EDGE OF p INV=2O67.60
z TOM-GOd NAIL _�O�C�� � �,��� �� ROJECT,q ti° ,
- ��� �E� � PER UDC1 SL:C110N 7437
ELEVATION=2090.63 c �� o c c c ��o o o� w
SEE ENLARGED — �, �� 1 ; - AV=2O66.s �7 07°48'13'1 1 ARKING SPACES IN LC I :1-10 x
O� �� �J=;��� -��,� ��, ��� ��� ��� NUMBER 1PARKINGD S MPT,
VIEW SHEET C�.1 o O � � ��-�- R OF REQUIRED HANDICAP SPACES-0(EXk�
40.36
NO HANDICAP PARKING SPACES REQUIRE
Al, _ !�Q' TOTAL PARKING SPACES INDICATED:
a fn i' V
5 PARKING SPACES PROVIDED
a U
Soo,
EWALL
�5�ON
15T1 o
O DEVELOPMENT SCHEDULE
CONSI LICTION TO BEGIN SLIMMER 2022 AND END SUMMER 2023
00
0_o m ROCK BIN
W
N ROCK BIN �2� •
o Q ��� 4, �� u
Q >u +
o —� t-
BOULDER WALL cn4-1
(n W
O
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Z
p INV=2067.3 I
�-- Q �D
I
(S T I N G ,— �� WASH RACK w '
S I I I A 8"CMP
ROCK BIN
A
TO REMAIN
wS{BIL ITY ROCK BIN � 1NV=2o67.
SITE ROCK BINS ARE MADE OF
TRIANGLE WEIR PIT CONCRETE WALLS 6 HIGH ON N
0. 3 SIDES
1$. EXISTING
GRAVEL TO REMAIN
EXISTING
\ ASPHALT
EMPLOYEE o r" o
PARKING O0 �7, '4
Q cf) �4
00.
SAND BINS ARE MADE OF
CONCRETE WALLS & HIGH ON
3 SIDES
NOTES: 4-1
s0 THE PROPOSED FACILITY WILL BE SERVED
z
OFFSTREET PARKING AREA os�o, V� BY MSD SEWER. Z) z O
SEE CALCULATIONS IN sTo2� oi,� �� THE SITE WILL BE SERVED BY A PRIVATE N o
DEVELOPMENT BLOCK �� CO ,o�� WELL THAT WILL USE LESS THAN 100,000
m GALLONS A DAY. THE WATER METER
v� INSTALLED BY THE CITY OF ASHEVILLE WATER
N 520 311G/1 DEPARTMENT WILL BE USED AS AN
■ 238•4 / '
LEgSED aREq EMERGENCY BACK UP WATER SUPPLY
SOURCED BY THE CITY OF ASHEVILLE WATER.
's THE SITE IS COVERED UNDER A NCDENR o' 30' so' 90I Sheet
MINING PERMIT BY VULCAN QUARRY THAT
WILL BE AMENDED TO INCLUDE THE CONCRETE
PLANT. GRAPHIC SCALE 1"=30' C2

bA
Project •�
Location
_ HEATHER
A38URY WAY O
ROAD •
+, ^
I ��\ RUTME ORO U C)
ROAD r�
C r
W z c
C �l SMOKEY •. y '�
v� ■ PARK
HWY
1u5-19)
19) � 3-i < •�
m SITE x •*'i
CAROLINA READY MIX SAND U � 3
REMOVE RAISED SIGN SIZE & PLACEMENT �F ROAD ,� o
PLANTER AND LANDSCAPING TO BE DETERMINED BY
IN AREA OF PROPOSED �z BUNCOMBE COUNTY v�'F Vicinity Map N
ENTRANCE ROAD ORDINANCE 0 R D I N A N �� NOT TO SCALE Q " 00
� SIGN v�F
AND SITE �
VISIBILITY TRIANGLE rn DEVELOPMENT DATA BLOCK
�cF
n \ OWNER/DEVELOPER: CAROLINA REDIMIX
713
CONTACT: GARY KICKER
PHONE: [phone]
O ADDRESS: 006 OLD US 70
V SWANNANOA,NC 28778
PIN: 9607-91-0396
/ PHYSICAL ADDRESS: I186 S�'�'1OKEY PARK HVN-'Y. THIS DOCUMENT AND THE INFORMATION
PROVIDED HEREIN IS COPYRIGHTED
/ CANDLER,NC 28715 CONFIDENTIAL MATERIAL AND IS THE
PROPERTY OF DAVIS CIVILSOLUTIONS,
_ P.A., PROVIDED AS AN INSTRUMENT OF
PROPERTY SIZE: 137.9 AC, SERVICE. THIS DOCUMENT MAY NOT BE
COPIED, REPRODUCED, ALTERED,
PRO ECT AREA: LEASED') 2.90 AC. PROVIDED TO ANY OTHER PARTY, OR
�./ USED FOR ANYTHING OTHER THAN THE
SPECIFIC PROJECT IDENTIFIED OR
REFERRED TO , OR O BC ZONING: EMP EXTENSION TO THIS HEREIN
PROJECT, IN PART
OR IN WHOLE, WITHOUT THE EXPRESS
WRITTEN CONSENT OF DAVIS
OCIVILSOLUTIONS, P.A.
COPYRIGHT 2022
O PARKING SPACE DAVIS
AALL RiIGHTSLUTIONS RESERVED.A.
�. CALCULATIONS:
MANUFACTURING& PROCESSING;STORAGE&WAREHOUSE
WHOLESALE SALES:
2 SPACES PER 3 EMPLOYEES AT MAXIMUM F MPLOYti1ENT ON A SINGLE _ _J O
INSTALL 4" VALLEY SHIFT PLUS 1 SPACE PER COMPANY VEHICLE OPERATING FRO:R1 _ w C4
TFIE PREMISES. _ N N �%W_
=y o Q° � �
CURB ALONG ENTRANCE TO TOTAL EYIPLOYEES:10 d Po ``,
ENSURE ROAD RUNOFF
DOES NOT RUN INTO THE ,A
NEW DRIVEWAY S PARKING SPACE�s REQUIRED
• 10/3=3.3 SPACES
0 HANDICAPPED PARKING SPACES REQUIRED:
PER UDO S'ECTION 74-37
PARKING SPACES IN LOT:HO x
NUMBER OF RF.QWRED HANDICAP PARKING SPACES O(EXEMPT)
�� NNO HANDICAP PARKING SPACES REQUIRED
EX TOTAL PARKING SPACES INDICATED:
S PARKING SPACES PROVIDED
4,000 PSI CON C. SLAB -N U
DEVELOPMENT SCHEDULE
1-2 ASPHALTIC CONCRETE O
p
12 CONSTUCTION TO BEGIN SUMMER 2022 AND END SUMMER.2023
a iv
\ a d ad
4 4
II1 111 Q
• r---I
11ii \ I
""'8" COMPACTED NCDOT
III III III III - I- ABC STONE
c) U GA o
U
lll, ,, �i� _ III„ _��i -I1 �
2'-0'
COMPACTED SUBGRADE �D
�4
PROVIDE CONTRACTION JOINTS AT
10' INTERVALS IN CONCRETE CURB.
PROVIDE EXPANSION JOINTS AT 60'
INTERVALS AND AT RIGID STRUCTURES.
N
N
O
N
24" VALLEY CURB DETAIL
NOT TO SCALE ST-1 DE� WALL z
SOUL � � � �
QU5P4
U
c�
--1
4) Q
w
wi
Sheet
C2 ,01

EXISTING 10' ± BERM WITH
Project bp
EXISTING LANDSCAPING: Location
NOTE: -11 EACH 25-30' DECIDUOUS
MEATMER ST-79 CAROLINA READY MIX TO TREES FOR SCREENING. A3DURY WAY
D4 OWN AND MAINTAIN -14 EACH 25-30' EVERGREEN EDGE OF LEASED AREA ROAD ° b"
• ~ .
PRIVATE DRIVEWAYS RUTIIE ORD
TREES FOR SCREENING. THE PROPERTY WILL NOT BE SUBDIVIDED ROAD � � o
NO ADDITIONAL LANDSCAPING '-' �. -':�
PROPOSED. FROM THE PARENT PARCEL. ° z
W �
SMOKEY ��
PARK HWY •� � V
N 88°44'00' W 54G.52' (GRID DISTANCE) HI«TOP (us-19)
DRIVE SITE N N
-� - _RIM 209 .04 N 88°44'06" W 546.58' (GROUND DISTANCE)
1 53 �
J� CYO, 12'I V I N 2056.35 ___ - -
SAND $5 24"INVIN 2087.25 INSTALL BERM TO DIRECT RUNOFF TO ROLL cn x
CB I Cf- � t 24"INV0 =2086.18 - - _ _ APPROXIMATE PROPERTY LIN � x RIM=22055.9 Q� c PER BUNCOMBE COUNTY BASIN AND PREVENT ONSITE •�
NV OUT=2088.9 om v - - _ _
r� - - - - _
\ �GF EP RUNOFF FROM ENTERING EXISTING
RIP RAP DITCH y p � r"
Vicinity Ma n N I aimUGE / LE,gSED ,n R�,n _ _ NOr ro SCALE 1^ c1� cc
�\ N, / ��
i ' _ 6405,911
�)
/
EXISTING 6" W X 4" DEEP - - - - - _ S 5" E 568. I exisrwG LINE of r ees
z4"RCP QXCH AT TOE OF EMBANKMENT - - - - - - - f - _ - - - - - - - - 88 - , `�' DEVELOPMENT DATA BLOCK
TO REMAIN 208s - =_ __- 1 - - - - - - - - - - - - - - -
No \ F� \ / �` / / i - - - - --iNV=2075 2�- - - ____ - - - - -- - __ _ _ _ _ _ _ \NNER/DEVEI:OPER: C,�ROLINA REDIMIX
PROPOSED i6 i I \ �F� EXISTING RIP RAP AT TOE _ _ _ _---- _ _ - - - -20a0- ----- --- - --
- - _ _ _
SIGN �I � � 1 \ �`� OF BANK FOR BANK STABILIZATION -�� � � � o�- �� � - - - - - - - - _ __ - - - - - - - - - - - - - - - - - - - _ _ -- _ _ _ - - - - _ OUTLET ELEV.: 2066.8 CONTACT: GARYKILKER
1 N TO REMAIN IN AREA OUTSIDE OF -
o-LD ROAD GRADING LIMITS / / r �� yT- _ - -t 'r�_� =� R 2Ay'�Lo� PHONE: [phone]
.,,
LD
ASPIALT / -� 7( -
I �BM-60 NAIL/ / ,� '""'tD � --` � �5� __: : r ADDRESS: 606 OLD U�70
' _x- _ [ _ .
/ / .
/ / X` -
` / �,-�- NC 28778
2 "�'`'�C rrr
5 07 48 13 E
2073
� ♦ l / / / -...._ . : -- - ,���. _ .�,, �,�-��... ,
..,. ` ` 40.3E YIN. 9607910396
THIS DOCUMENTAND THE INFORMATION
1 PHYSICAL ADDRE a
1186�M�KEY PARK HWY.
Q'I PROVIDED HEREIN IS COPYRIGHTED
MONO
-:-. .,.
�.r :, ,,, , , CANDLER,NC 28715 CONFIDENTIAL MATERIAL AND IS THE
., PROPERTY OF DAMS CIMLSOLU110N5,
`, OCJ .:' •• ,. � > �- - ,_ P.A.. PROVIDED AS AN INSTRUMENT OF
/ / / / / / `,. ° PROPER ER.IY SIZE: 137.9 AC. SERVICE. THIS DOCUMENT MAY NOT BE
,. , \ ' �. 1. - _- COPIED, REPRODUCED, ALTERED,
/ Ip (I / 0 JQ PROJECT AREA:(LL-ASE:,D`, C PROVIDED TO ANY OTHER PARTY, OR
/ o. I ! `. ''o INDUSTRIAL S TO R M WA TE R 2.�O t�C. USED FOR ANYTHING OTHER THAN THE
/ / SPECIFIC PROJECT IDENTIFIED OR
j � � REFERRED TO HEREIN, OR USED FOR
:7'ZONING:G 5 -- / / ,-% I ♦ - ' �� EMI EXTENSION TO THIS PROJECT, IN PART
� v � � SAMPLING LOCATION
,) OR IN WHOLE, WITHOUT THE EXPRESS
WRITTEN CONSENT OF DAMS
�- _./ O '.. ...- PERVIOUS AREAS: CMLSOLUTIONS, P.A.
D2 / � � � \ �� � // / / / / � / � � I I' �, g _ � O� 25-YEAR STORM
/ T COPYRIGHT 2022
J PRE DEVELOPMENT: DAMS CIVILSOLUTIGNS, P.A.
ALL RIGHTS RESERVED
/ / o O / ♦ / \ •E, '" IMPERVIOUS AREA=87617.29 S'Z.FT./2.01 AC.`
/ D / / / / \ m r
/ 0 / / \ N ,� I ROCK BI ► 6
N / - 0 /
1 �t ' � °%SITE IMPERVIOUS=69.36%
vv Y\11111111/
/ Q / *11 w I PLRVIOUS AREA=38,70( SQ.FF.(0.89 AC 1
P aaaaaoo aS %.
y PROPOSED SKIMMER BASIN a, S o ,
o I ROCK B N } +l �'
o SITE PERVIOUS=30.64/o p
J I 1 I ♦ / oC� 0 �'�� TO BE CONVERTED TO J POST DEVELOPMENT: _ a
/ . rn
} D �� INDUSTRIAL STOR M WATER IMPERVIOUS AREA=92,208.29 FT 2.12 AC.
.us oW -
CONCRETE LINED DITCH #1 / / �� ,// ; „ e = ' a I + / j TREATMENT BASIN TO COMPLY o_1fEIN[PER�1�L1_ -73.1 o000 0,,
/ / - / 6ULOEF VrAL r` W I ERV IL U_. AREA-34,115.71 �.ET..0.78 AC.,
DRAINAGE AREA = 0.14 AC / /_ _ _ 1 a / - , WITH NC NPDES INDUSTRIAL �bSITEPERVIOUS=26.9��
Q = 64 CFS / / - _ _ - ♦ �~ �"• m- I Q o 1 ci` / r GENERAL PERMIT 140000. IIIIiI
I OAD I V Z / f INCREASE/DECREASE:
SEE DETAILS SHEET D4 I INV= r / TOP ELEV: 2070.5
INCREASE AREAS= +,591 S `.FT'0.11 AC.`
RACK BOTTOM ELEV: 2067.0 INCREASE=3.74%
I � N� SEE DETAILS SHEET D3 U CONCRETE LINED DITCH #2 / / J :� I / x ,gnh
DRAINAGE AREA = 0.13 AC ` /w I , / �I ` 1 11 4 9` I i ROCK 8} ���\ I jf* LANDDIS[uRBANCE 38,768.4oS FF.;0.89AC.)
1 �O 1\dMAi!VI 1 1 / I I 1 7. / > oul TYPES: ud-100.00ioQ = .64 CFS I 1 E I ROCK Bid a • '�
SEE DETAILS SHEET D4 / / / o i I 1 wE1R PItt I / / / PROPOSED SILT FENCE EC36 I
It vl"
EXISTING '
= EXISTINGI I gREMAIN �0 ti SHADED AREA REPRESENTS
I ASPIIALTI I j 16 GC`AVEL TO D� / 100 YEAR FREQUENCY
10 X 5 0 1 EMPLOY E I
PARK/N� \ =I I I i / FLOOD LINE PER FIRM 4� O
SITE VISIBILITY I I I z
TRIANGLE,
o� I I I ► y l I I �r / O >
> 4�
INSTALL BERM ALONG ENTIRE LENGTH • � w
so0 � i 1 `\ OF EAST BOUNDRY TO DIRECT RUNOFF TO D
OFFSTREET PARKING AREA o moo,, \ \ , 1 \ JEC43 a z •^� O
SEE CALCULATIONS IN BASIN AND PREVENT ONSITE D2 o pQ U
RUNOFF FROM ENTERING EXISTING N z
DEVELOPMENT BLOCK � ` 1 \ I \ ► 11 �' �� l RIP RAP DITCH
\ \ \ ° x
MOBILE OFFICE TO BE
PLACED ON FILL TO \ I ; \ I / � .�. �, ►/
A DEPTH OF 2' ABOVE N (52023116,11 238.4
BFE OF 2074.0 I =6 L ASEL? lRa 11 fl N
PER BUNCOMBE COUNTY EROSION CONTROL LEGEND N
FLOOD PERMIT 100-YEAR FREQUENCY , , , ,
FLD20222-00022 FLOOD LINE PER FIRM 9 1 - -� LIMITS OF DISTURBANCE 0 30 60 90 o
2: 1 SIDE SLOPES
I �6 -X X - SILT FENCE
GRAPHIC SCALE 1"=30' z -4
NOTES. i
• THE PROPOSED FACILITY WILL BE SERVED
9 I MUD MAT ° Q � �
BY MSD SEWER.
• THE SITE WILL BE SERVED BY A PRIVATE j 6 BERM c5 .-
WELL THAT WILL USE LESS THAN 100,000
GALLONS A DAY. THE WATER METER i 4 I RIPRAP DISCHARGE APRON U
INSTALLED BY THE CITY OF ASHEVILLE WATER 16 0
DEPARTMENT WILL BE USED AS AN it .O
EMERGENCY BACK UP WATER SUPPLY 9: 1 0
SOURCED BY THE CITY OF ASHEVILLE WATER. 1 € 1 TEMPORARY SKIMMER BASIN t
THE SITE IS COVERED UNDER A NCDENRIlb l W
MINING PERMIT BY VULCAN QUARRY THAT
WILL BE AMENDED TO INCLUDE THE CONCRETE { PERMANENT DITCH �+
PLANT.
EXISTING MH
MSD 40-1051 1 r k
Sheet
RIM=2077.66
INV=2060.55

Project
Location
EXISTING 10' ± BERM WITH A50URY HEATHER � \N
EXISTING LANDSCAPING: ROAD
-11 EACH 25-30' DECIDUOUS RUTME OAD U
TREES FOR SCREENING. ROAD
EDGE OF LEASED AREA c° y
14 EACH 25 30 EVERGREEN SNIOKEY
TREES FOR SCREENING. THE PROPERTY WILL NOT BE SUBDIVIDED 1ILLTOP � PA(Us�9 •� U>
-NO ADDITIONAL LANDSCAPING DRIVE SITE N •�+ 3
PROPOSED. FROM THE PARENT PARCEL. SAND U 3
MILL
ROAD
•p..�
-RIM=209I.04
�--+
(� \U
NV IN= 5 Vicinity Map +; N
24"INV IN=2057.25 - - _ f1
APPROXIMATE PROPS NOT ro scaLF 1� Cn C" x
CB 24"INV OUT=2086.18 - ` - - _ APP
-- - - TY LlN M N
M= 20,5 12 I - - _ _ PER BUNCOMBE COUNTY
OUT=2068.9 ( - _ _ - - - -
G� DEVELOPMENT DATA BLOCK
\ � I ��E �IT / LEASED AREA - - - - -
OWNER/DEVEI.OPER: CAROEINA REDIMIX
/ / EXISTING 6" W X 4' DEEP — — _ exsriN�LINE of rRees
/ m / 24„RCP D,VTCH AT TOE OF EMBANKMENT 2055- _
TO REMAIN —_ _— — — — — — — — — — - CONTACT: GARY KICKER
1� _ — - - - - _ — PHONE: [phone]
INV=20752�- _ -- - - -- -2050 -- - -- -- -- ADDRESS: 6060LDUS70
EXISTING RIP RAP AT TOE � , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — — — S�V'ANN 1NOA,NC 28778
rn I \ _
OF BANK FOR BANK STABILIZATION ! -`� ����� -�--- � � - -_- - - - -_ 4- - - - - - - - - - - - - - - - - - - - - - -' - - - -` —__ — .- - � — - - - - - - - —
i \ N \ TO REMAIN IN AREA OUTSIDE OF - - - —_- - - - - _� - -_ _ - - - - - - —
— — — — _ _ _ _
OP — — PIN: 9607-91 0396
ROAD GRADING LIMITS // // / � ` .,;,�_ � �. '��` -��� �— -- -- — — — — �--��Q�( E-0 — _" — _ � — —,,,�.�.. _ <
ASPFIALT / — - — — »:. .. Wit.- PPG t7
/ / Xi - _-
/ �" X (,
/ / •., . „ --- - � � .: THIS DOCUMENT AND THE INFORMATION
1/BM 60 NQIL PHYSICAL 1186 M� kEY PART`}I��1.
/ ,... �_ ,: .. ,: —;., • -� — '... '. ,,,— ( _ . , PROVIDED HEREIN IS COPYRIGHTED
—� -7
/ / le ----� �. r ._..._ - ANDLCR NC 287IS CONFIDENTIAL MATERIAL AND IS THE
1 �LE�/AT/ON�2 9Cy6 / J X+n.r ,.,� . -- .-
/ - �' � ,-' ;. •; - PROPERTY OF DAMS CIVILSOLUTIONS,
P.A. PROVIDED AS AN INSTRUMENT OF
P Il" _.IZE. SERVICE. THIS DOCUMENT MAY NOT BE
PROPER CR 137.9 AC.
Z X ^�— ,. - COPIED, REPRODUCED ALTERED,
1 . PROVIDED TO ANY OTHER PARTY OR
_ PROJECT CC E AREA. LEASED .
/ / / / .: .y X•.. 2.90 AC.
�� � -, ! - USED FOR ANYTHING OTHER THAN THE
SPECIFIC PROJECT IDENTIFIED OR
✓ / \ - ,:
RE FERRIED TO HEREIN OR USED FOR
.__ ,....
B ZONING: ENIP___ �-- ,. / ,.:. ",., � : ,. -, :: ,,•_- ,,.� :: C`': EXTENSION TO THIS PROJECT, IN PART
OR IN WHOLE, WITHOUT THE EXPRESS
j
, I
WRITTEN CONSENT OF DAMS
, . -
_. - � � CIVILSOLUTIONS P.A.
PERK I�,U, ARE.AS. ,
COPYRIGHT 2022
PRE.DES ELOI,titENT. DAMS CIVILSOLUTIONS, P.A.
ALL RIGHTS RESERVED
-
N '�1I E V lO IS AREA 87 617.29_ .I T. 2.I 1 AC.
/ - G / �/ 1 ' \1\1111III///
15 / / � /o SITE 1 1PCR�I .U. C).3C,o
/
/ o
. _ _ PERVIOUS AREA=38706.71 S�`.FT. 0.89 AC.1
���SI rr_PERVIOUS- 30.6�1;�
_J
POST DEVELOPMENT: = Q rng Z
/ \ 7pLd
N / N _ VI, E�1-92,208.29 S, ET'2.12 AC.`
/ o /` € -
` 1, tPl_f` �.US AREA � �
� ��/ G c �-
� °o SITE LYtPERVIL,U� -73.10°�0 ��� °p�
S _ S� '� - O P .
o / �. ,�lP ' PERVIOUS f�U. AREA-3},115.71._�f T.�1.78 AC.;
rn / / ltiV.' %SITE PERVIOUS=26.99% illll I I III�����
/ / / / // / �85•% 1 W O^O �I�, � / INCRL-:ASE/DECREASE
INCREASE AREAS=+591 S�.FE 0.11 AC.)
°/u INCREASE=3.74%
LAND DISTURBANCE: 38,768.40 SQ.ET.(0.89��C.;
SOIL TYPES: Ud-100.00%
O
+, U
SHADED AREA REPRESENTS
100 YEAR FREQUENCY
I EM O E
P R / FLOOD LINE PER FIRM
/ O• r-I
o U
M
U
U �
/ az
/ J/ N
CD
a
Cu
o
L ABED AREA
ov' � .�
1 FOOD LINE f SERE FIRM NCY
O' 30' 60' 90' o Q
Basin Drainage Area GRAPHIC SCALE 1"=30'
g �
2.43 Acres a�
See Detail Sheet D3
s � �
Q
I
SheetL
'EXISTING Mfl C4
MSD 40-1051 I

bp
Project
WATER METER INSTALLED BY THE Location .4
CITY OF ASHEVILLE WATER DEPARTMENT. UO
EDGE OF LEASED AREA A513URY yEATWAR o \0
ROAD •r"�
THE PROPERTY WILL NOT BE SUBDIVIDED KUTHE ORD +1
1
r � U
1 WATER SERVICE LINE
NE FROM THE PARENT PARCE L. �` o ��� .CIS w � o
Cf3 N 88044'06" W 546.52' (GRID DISTANCE) SMOKEYPARK HAY
I _ - Q HILLTOP NS-19)
_ _RIMINV IN=04 N 88°44'06" W 54G.58' (GROUND DISTANCE)) DRIVE SITE N •
+� O
(Y� 12"IN 2086.35 V 3
24"INV IN=20B7.25
CB 24"INV OUT=2086.18 - - _ _ - _ APPROXIMATE U
SAND
RIM=2094.i 2 I Q� ry�� - - - PER BUNCOMBE COUNTY PROPERTY LIN x
INV OUT=2088.9 0"J - - _ HILL
r^
ROAD
UGE\ 8
r
UCE EP ,SiUGE LEASED AREq U
Vicinity Map
OTTO SCALE
00
N I^I
� EXISTING 6" W X 4" DEEP 4°59115 a1
E I 568.88�ExIsriN�uNeoPrRees FRCP DITCH AT TOE OF EMBANKMENT
REMEAIN DEVELOPMENT DATA BLOCK
Raft mft
Ge
1 0 I \� , INV=2075.22
70 uGF� EXISTING RIP RAP AT TOE ftft OWNER/DEVELOPER: CAROLINA REDIMIX
1 � �cF OF BANK FOR BANK STABILIZATION R/P_
i TO REMAIN IN AREA OUTSIDE OF - � - CONTACT: GARY KILKER
73
03 �O, ��O��O��O�� RAPSLOPE
PP ROAD GRADING LIMITS o o' / c�, o - \ _ \_ \ _;\ o 0 o APP Q
ASPHALT
Z TOM-60d NAIL /� EDGE Of= )PRO,JEC]-��� INV=2067.80 PIiONE: 828-777-0632
Q Q- �� ��� � � � �� �
O O O` `O _ o , n ADDRESS: 6 06AOL
ELEVATION=2090.63 0 0- o 0 0 o� o 0 1 0 �� INV-2066.8 D LIS 70
5 07 48 1 3 E NNANOA,NC 28778
o O o O O �, O� v C�, �, O O Q
Vj �0 yA O� O� o� ,o�_ O�_ o�,.y�_,O� ,\ o
40.3 6
PIN: 9607-9I-0396
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PHYSICAL.ADDRE_'SS: 1186 SMOKEY PARK HWY. THIS DOCUMENT AND THE INFORMATION
PROVIDED HEREIN IS COPYRIGHTED
L.ANDI.E.R,NL.28715 PROPERTY
OF MATERIAL AND IS THE
PROPERLY OF DAMS CIMLSOLUTONS,
rn P.A. PROVIDED AS AN INSTRUMENT OF
PROPER-T7 SIZF.: 1379 AC SERVICE. THIS DOCUMENT MAY NOT BE
�, COPIED, REPRODUCED, ALTERED,
PRO ECT ARFA ,LEASEDA 2.90 AC. PROVIDED TO ANY OTHER PARTY, OR
/ USED FOR ANYTHING OTHER THAN THE
TING STONE WALL \ -�O\/ -- Q�"O� SPECIFIC PROJECT IDENTIFIED OR
BC ZONING: FIV[P REFERRED TO HEREIN, OR USED FOR
EXTENSION LE THISTHPROJECT, X PART
Z OR IN WHOLE,CONSENT
WITHOUT THE EXPRESS
WRITTENF DAVIS
LSOOLUTIONS,P.A.
F13COPYRIGHT 2022
\ -- DAMS CIMLSOLUTIONS, P.A.
00 \\�,_. ALL RIGHTS RESERVED
ROCK BIN
N 0 aOle �IIIIII
`o 0 ROCK BIN
BOULDER WALL `� " w I `
w I N W '? °°�°°
w (. '%
N Q =
LOAD10 ¢ INV=2067.3 I
♦�` WASH RACK
15TlNG _
n p n I 18"CM
A51 P r
�f'1 N ROCK BIN �� v
TO REMAIN I � INV=2067. � F--1
2 WEIR PIT i ROCK BIN
0 •
00 �� 0
N �$°° EX15TI NG o
�� EXISTING &NAVEL TO REMAIN
ASPHALT �V Q
EMPLOYEE
PARKING Q
I W
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rn ��
�'s 6, I Uj� z � Q • �„�,� W
N '32 023'/
i LEgSED AREq
N
0
i 0' 30' 60' 90'
I
i GRAPHIC SCALE 1"=30' o U) o
° CacnP4
4" SEWER SERVICE LINE NOTES:
TO CONNECT TO EXISTING MSD 0THE PROPOSED FACILITY WILL BE SERVED
MH #40-10811 BY MSD SEWER.
CONTRACTOR SHALL FIELD VERIFY THE SITE WILL BE SERVED BY A PRIVATE cry
I ROUTE PRIOR TO INSTALLATION. WELL THAT WILL USE LESS THAN 100,000 •�
N INSTALL CLEANOUTS AT ALL BENDS GALLONS A DAY. THE WATER METER
I AND EVERY 50 INSTALLED BY THE CITY OF ASHEVILLE WILL +,
BE USED AS AN EMERGENCY BACK UP WATER ►`—D
Ji SUPPLY SOURCE.
THE SITE IS COVERED UNDER A NCDENR
'S MINING PERMIT BY VULCAN QUARRY THAT
EXISTING MH WILL BE AMENDED TO INCLUDE THE CONCRETE
M50 40-1 05 1 1 PLANT.
RIM=2077.66
Sheet
INV=2000.85

1� to
S~
GENERAL CONSTRUCTION NOTES GENERAL CONSTRUCTION NOTES CONT'D. GENERAL CONSTRUCTION NOTES CONT'D.
O �N
1. FINISH GRADE TOLERANCES SHALL BE AS NOTED IN THE SPECIFICATIONS. THE ENGINEER MAY 9. ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED 19. SEED AND MULCH DENUDED AREA WITHIN 14 DAYS ON DISTURBED FLAT AREAS AND 7 DAYS ON ALL PERIMETER r"1 .5
MAKE GRADE CHANGES AS REQUIRED IN THE FIELD WITHOUT EFFECTING THE UNIT BID PRICE ACCORDING TO THE SPECIFICATIONS. THE FINISHED SURFACE SHALL BE TO GRADE AND SMOOTH, 4-1
DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL. �
FOR UNCLASSIFIED EXCAVATION. FREE OF ALL ROCKS LARGER THAN 3", EQUIPMENT TRACKS, DIRT CLODS, BUMPS, RIDGES AND ( ) ; �
GROUND COVER SHALL BE REQUIRED AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 OR 7 CALENDAR v u o
GOUGES PRIOR TO SEEDING; THE SURFACE SHALL BE LOOSENED TO A DEPTH OF f4"-6" TO DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.
2. UNLESS OTHERWISE STATED, ALL FILL AREAS SHALL BE CONSTRUCTED IN LAYERS OF 8" MAXIMUM ACCEPT SEED. THE CONTRACTOR SHALL NOT PROCEED WITH SEEDING OPERATIONS WITHOUT FIRST O o
THICKNESS, WITH WATER ADDED OR SOIL CONDITIONED TO THE OPTIMUM MOISTURE CONTENT AS z
DETERMINED BY THE ENGINEER AND COMPACTED WITH A SHEEP'S FOOT ROLLER TO A COMPACTION OBTAINING THE ENGINEERS APPROVAL OF THE GRADED SURFACE. ALL SEEDING SHALL BE 20. THE LOCATIONS OF ALL UTILITIES SHOWN ON THESE PLANS ARE BASED ON THE AVAILABLE INFORMATION. v
PERFORMED BY A MECHANICAL "HYDRO-SEEDER". HAND SEEDING SHALL BE AUTHORIZED ON AN AREA THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF UTILITIES WITH THE UTILITY OWNERS PRIOR TO W
EQUAL TO OR GREATER THAN 95% (100% IN THE TOP 2' OF THE SUB GRADE BELOW ROADWAYS, BY AREA APPROVAL BY THE ENGINEER. ALL FILL AND CUT SLOPES 2:1 HORIZONTAL TO VERTICAL, OR CONSTRUCTION.
PARKING LOTS, AND SLABS) OF THE DENSITY OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN STEEPER, SHALL BE COVERED, AFTER SEEDING, WITH EROSION CONTROL MATTING CONSISTING OF
ACCORDANCE WITH THE STANDARD PROCTOR METHOD OF MOISTURE-DENSITY RELATIONSHIP TEST, BIODEGRADABLE STRAW WITH NATURAL FIBER OR BIODEGRADABLE NETTING, APPROVED BY THE ENGINEER. 21. ACCESS TO UTILITIES, FIRE HYDRANTS, STREET LIGHTING, ETC., SHALL REMAIN UNDISTURBED, UNLESS
�-�
ASTM D698 OR AASHTO-99 UNLESS SPECIFIED IN OTHER SPECIFICATIONS. COPIES OF COMPACTION COORDINATED WITH RESPECTIVE UTILITY. ' --1
REPORTS SHALL BE PROVIDED TO THE LOCAL REGULATORY AGENCY, WHERE REQUIRED. 10. WHERE SPECIFIED, STORM DRAIN PIPE SHALL BE CORRUGATED METAL PIPE (CMP) CONFORMING TO U r
AASHTO M-36, WITH PREROLLED ENDS TO ACCOMMODATE CORRUGATED COUPLING BANDS. 18" PIPE
22. CONTRACTOR IS RESPONSIBLE FOR DAMAGE TO ANY EXISTING ITEM AND/OR MATERIAL INSIDE OR OUTSIDE 3
3. ENTIRE AREA TO BE GRADED SHALL BE CLEARED AND GRUBBED. NO FILL SHALL BE PLACED ON " " THE CONTRACT LIMITS DUE TO CONSTRUCTION OPERATIONS.
ANY AREA NOT CLEARED AND GRUBBED. SHALL BE 16 GAUGE, 24" AND 30 PIPE SHALL BE 14 GAUGE AND 36 PIPE AND OVER SHALL BE
12 GAUGE AS SPECIFIED ON THE PLANS, PIPE AND COUPLING BANDS SHALL CONFORM TO NCDOT 1032-3 FOR
23. THE GENERAL CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE UPON COMPLETION OF THE
4. ALL SOIL EROSION CONTROL MEASURES REQUIRED BY THE GRADING PLAN SHALL BE PERFORMED PLAIN PIPE OR 1032-4(A) FOR BITUMINOUS COATED AND PARTIALLY PAVED PIPE. DIMPLE BANDS SHALL NOT
w
BE USED. PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION. _
PRIOR TO GRADING, CLEARING OR GRUBBING. ALL EROSION CONTROL DEVICES SUCH AS SILT U ON
FENCES, ETC., SHALL BE MAINTAINED IN WORKABLE CONDITION FOR THE LIFE OF THE PROJECT BY THE 24. DO NOT SCALE THESE DRAWINGS AS THEY ARE REPRODUCTIONS AND SUBJECT TO DISTORTION. n a; A N
CONTRACTOR AT HIS EXPENSE. EROSION CONTROL FACILITIES SHALL BE REMOVED AT THE COMPLETION WHERE SPECIFIED, STORM DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE (RCP) CONFORMING TO 0
F--� -
OF THE PROJECT ONLY ON THE ENGINEER'S APPROVAL. PAYMENT SHALL BE CONSIDERED INCIDENTAL TO AASHTO M-170, AS CONTAINED IN NCDOT STANDARD SPECIFICATION 1032-9 FOR WALL "B" TYPE. 25. THE CONTRACTOR SHALL VERIFY ALL LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES. THE LOCATION U7
CLEARING AND GRUBBING UNLESS OTHERWISE SPECIFIED. IF DURING THE LIFE OF THE PROJECT, A STORM OF ALL EXISTING UTILITIES ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY
CAUSES SOIL EROSION WHICH CHANGES FINISH GRADES OR CREATES "GULLIES" AND "WASHED AREAS", WHERE SPECIFIED, ALL STORM DRAIN PIPE SHALL BE HIGH DENSITY POLYETHYLENE (HDPE), CORRUGATED APPROXIMATE. THE CONTRACTOR SHALL ON HIS INITIATIVE AND AT NO EXTRA COST HAVE LOCATED ALL
THESE SHALL BE REPAIRED AT NO ADDITIONAL COST, AND ALL SILT WASHED OFF OF THE PROJECT SITE EXTERIOR, SMOOTH WALL INTERIOR, WITH SOIL TIGHT JOINTS, BACKFILLED WITH # 57 WASHED STONE UP UNDERGROUND LINES AND STRUCTURES AS NECESSARY. NO CLAIMS FOR DAMAGES OR EXTRA COMPENSATION
ONTO ADJACENT PROPERTY SHALL BE REMOVED AS DIRECTED BY THE ENGINEER AT NO ADDITIONAL COST. TO MIN. 6" OVER THE TOP OF THE PIPE, 12" ON EACH SIDE OF THE PIPE, AND 8" BENEATH THE PIPE. SHALL ACCRUE TO THE CONTRACTOR FROM THE PRESENCE OF SUCH PIPE, OTHER OBSTRUCTIONS OR FROM
THE CONTRACTOR SHALL ADHERE TO ANY APPROVED EROSION CONTROL PLANS WHETHER INDICATED HDPE PIPE USED FOR STORM DRAINAGE DETENTION SYSTEMS SHALL BE "HANCOR BLUE SEAL" OR APPROVED ANY DELAY DUE TO REMOVAL OR REARRANGEMENT OF THE SAME, THE CONTRACTOR SHALL BE RESPONSIBLE
IN THE CONSTRUCTION PLANS OR UNDER SEPARATE COVER. EQUAL, WITH WATER TIGHT JOINTS. FOR ANY DAMAGE TO UNDERGROUND STRUCTURES. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALL
NON-SUBSCRIBING UTILITIES. THE CONTRACTOR(S) SHALL CONTACT NC "ONE CALL" AT [phone] FOR
EROSION CONTROL IS FIELD PERFORMANCE BASED AND ADDITIONAL SILT FENCE, TEMPORARY SEDIMENT WHERE SPECIFIED, ALL STORM DRAIN PIPE SHALL BE DUAL WALL HIGH DENSITY POLYPROPYLENE (HDPP), ASSISTANCE IN LOCATING EXISTING UTILITIES. CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING.
BASINS AND OTHER MEASURES MAY NEED TO BE INSTALLED IN ADDITION TO THE APPROVED PLAN AS CORRUGATED EXTERIOR, SMOOTH WALL INTERIOR, WITH GASKETED JOINTS, BACKFILLED WITH #57 WASHED
NECESSARY. MEASURES INDICATED ON THE DRAWINGS CAN AND SHOULD BE ADJUSTED TO ASSURE STONE UP TO THE SPRING LINE OF THE PE, WITH 12" STONE ON EACH SIDE OF THE PIPE, AND 8" BENEATH 26. THE CONTRACTOR SHALL MAINTAIN AN "AS-BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF
PIPE,MAXIMUM PROTECTION OF THE SITE. THE PIPE. PIPES OF A DIAMETER OF 30" IP GREATER SHALL BE TRIPLE WALL, CORRUGATED STRUCTURAL CORE, ALL PIPING PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER UPON COMPLETION OF
OR
5. DISPOSABLE MATERIAL SMOOTH EXTERIOR, WITH DOUBLE GASKETED JOINTS. THE PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER.
A. CLEARING AND GRUBBING WASTES SHALL BE REMOVED FROM THE SITE AND PROPERLY ALL CORRUGATED METAL STORM DRAIN PIPE (CMP) SHALL BE ALUMINIZED TYPE 2 CORRUGATED STEEL 27. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL REVIEW ALL PLANS AND SPECIFICATIONS AND THE JOB SITE.
DISPOSED OF BY THE CONTRACTOR AT HIS EXPENSE, UNLESS SPECIFIED OTHERWISE. MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M-36. THE PIPE SHALL BE THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER WHO PREPARED THE PLANS OF ANY
MANUFACTURED FROM ALUMINIZED STEEL TYPE 2 MATERIAL CONFORMING TO THE REQUIREMENTS OF DISCREPANCIES THAT MAY REQUIRE MODIFICATIONS TO THESE PLANS OR OF ANY FIELD CONFLICTS.
B. SOLID WASTES TO BE REMOVED, SUCH AS SIDEWALKS, CURBS, PAVEMENT, ETC., MAY BE AASHTO M-274. ALL PIPE SHALL BE FURNISHED WITH PREROLLEO ENDS AND SHALL BE JOINED NTH PLACED IN SPECIFIC DISPOSAL AREAS DELINEATED ON THE PLANS WITH THE PRIOR APPROVAL 28. ALL PERMITS RELATIVE TO THE PROJECT MUST BE OBTAINED, PRIOR TO CONSTRUCTION. ALL CONSTRUCTION
OF THE ENGINEER OR SHALL BE REMOVED FROM THE SITE AS REQUIRED BY THE SPECIFICATIONS. HUGGER BANDS. THE USE OF DIMPLE BANDS WILL NOT BE ALLOWED. PIPE THROUGH 24" DIAMETER SHALL BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE STATE' COUNTY AND LOCAL CODES.
THIS MATERIAL SHALL HAVE A MINIMUM COVER OF 2'. THE CONTRACTOR SHALL MAINTAIN SPECIFIED SHALL BE 16 GAUGE, PIPE THROUGH 42" DIAMETER SHALL BE 14 GAUGE, PIPE THROUGH 54" DIAMETER
SHALL BE 12 GAUGE. 29. THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL BUILDING DIMENSIONS. TMPROVIDED IS EHEREINT N DI COPYRI THE IGGHTEDN
COMPACTION REQUIREMENTS IN THESE AREAS. WHEN DISPOSAL SITES ARE NOT PROVIDED, THE CONFIDENTIAL MATERIAL AND IS THE
CONTRACTOR SHALL REMOVE THIS WASTE FROM THE SITE AND PROPERLY DISPOSE OF IT AT PROPERTY OF 11. CONTRACTOR SHALL VERIFY THE APPROPRIATENESS OF ALL ELEVATIONS BEFORE INSTALLATION OF FACILITIES 30. CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, P.A. PROVIDED AS�ANCINSTRUM NOT
HIS EXPENSE. OF
VICE. THIS DOCUMENT MAY NOT BE
AND THAT THOSE ELEVATIONS CONTRIBUTE TO THE PROPER INTENDED PERFORMANCE OF THE INSTALLED FACILITIES. CONTRACTOR SHALL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS SER COPIED, REPRODUCED, ALTERED,
C. ABANDONED UTILITIES SUCH AS CULVERTS, WATER PIPE, HYDRANTS, CASTINGS, PIPE DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. USEDMFORD ANYTTHING OTHER THAN OR
APPURTENANCES, UTILITY POLES, ETC., SHALL BE THE PROPERTY OF THE SPECIFIC UTILITY THE
12. CATCH BASINS CAST-IN-PLACE SHALL CONFORM TO THE REQUIREMENTS OF NCDOT STANDARD THE REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. SPECIFIC PROJECT IDENTIFIED OR
AGENCY, A COMPANY HAVING JURISDICTION. BEFORE THE CONTRACTOR CAN REMOVE, SPECIFICATIONS FOR ROADS AND STRUCTURES (LATEST EDITION) ARTICLES 840-1 THROUGH 840-3. CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY, AND HOLD THE OWNER AND DESIGN PROFESSIONAL REFERRED TO HEREIN, OR USED FOR
CURB INLET CATCH BASIN SHALL CONFORM TO NCDOT STANDARD DETAILS 840.02EXTENSION LTO
E THIS PROJECT, IN PART
DESTROY, SALVAGE, REUSE, SELL OR STORE FOR HIS OWN USE ANY ABANDONED UTILITY, HARMLESS OF ANY AND ALL LIABILITY, REAL OR AlALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK OR IN ITO , WITHOUT THE
WRITTEN CONSENT OF DAMS EXPRESS
HE MUST PRESENT TO THE OWNER WRITTEN PERMISSION FROM THE UTILITY INVOLVED. THROUGH 840.04. DROP INLETS SHALL CONFORM TO STANDARD DETAIL 840.14. JUNCTION ON THIS PROJECT, ACCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR DESIGN CIMLSOLUTIONS, P.A.
BOXES SHALL CONFORM TO STANDARD DETAIL 840.31. PROFESSIONAL,
COPYRIGHT 2022
D. ON SITE BURNING IS AN ACCEPTABLE METHOD OF DISPOSING OF FLAMMABLE WASTES WHERE DAVIS RIGHTSLRESERVED'A'
ALLOWED BY LOCAL CODES. WHEN BURNING IS ANTICIPATED, THE CONTRACTOR SHALL BE 13. CURB INLET FRAME, GRATE AND HOOD SHALL BE NEENAH R-3233D, PRODUCTS BY DEWEY BROS., 31. ALL RECOMMENDATIONS/REQUIREMENTS OUTLINED IN THE SOILS REPORT AND ADDENDUMS TO THE SOILS REPORT
U.S. FOUNDRY OR EQUAL. DROP INLET FRAME AND GRATE SHALL BE NEENAH R-3339A OR EQUAL. CONTAINED IN THE CONTRACT DOCUMENTS SHALL BE INCORPORATED INTO THE EARTHWORK AND RELATED
RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS AND MEETING GOVERNING CODES.
THE CONTRACTOR SHALL NOTIFY THE ENGINEER OR HIS REPRESENTATIVE AS TO THE SPECIFIC FIELD INLET COVER SHALL CONFORM TO NCDOT STANDARD DETAIL 840.04, OPENING FACING UPSTREAM. SPECIFICATIONS FOR THIS PROJECT.
LOCATION OF BURNING AND SHALL PROVIDE COPIES OF SECURED PERMITS. AFTER BURNING
IS COMPLETED, PURE ASH MAY BE DISPOSED OF BY MIXING WITH FILL DIRT UPON THE 14. CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF THE APPROPRIATE SECTION OF THE NCDOT 32. IF BORROWED OR WASTE FILL MATERIAL IS GENERATED, AN APPROVED GRADING PERMIT MUST BE SECURED FOR THE
STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION). CONCRETE SHALL BORROW OR WASTE MATERIAL SITE PRIOR TO INITIATION OF ANY LAND DISTURBING ACTIVITY.
APPROVAL OF THE ENGINEER. ALL MATERIAL NOT TOTALLY BURNED SHALL BE DISPOSED OF ° � cfl �o
BE CLASS A OR B, 4000 P51 MINIMUM, MEETING THE REQUIREMENTS OF SECTION 100Q a, z
AS SPECIFIED IN "B" ABOVE. THE CONTRACTOR SHALL NOT HOLD UP WORK PROGRESS FOR CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET THE REQUIREMENTS = w N °Q
THE PURPOSE OF WAITING FOR A "BURNING DAY". OF SECTION 1040, CONSTRUCTED IN ACCORDANCE WITH SECTION 830 AND/OR 834. 33. UNLESS A PERMIT FROM NCDEQ - DIVISION OF WASTE MANAGEMENT TO OPERATE A LANDFILL IS ON FILE = cn N _.
FOR THE OFFICIAL SITE, ACCEPTABLE FILL MATERIAL SHALL BE FREE OF ORGANIC OR OTHER DEGRADABLE <v�
6. IN THE EVENT EXCESSIVE GROUNDWATER OR SPRINGS ARE ENCOUNTERED WITHIN THE LIMITS OF MATERIALS, MASONRY, CONCRETE AND BRICK IN SIZES EXCEEDING 12 INCHES, AND ANY MATERIALS WHICH °
15. TOPS OF PROPOSED FRAMES AND GRATES SHALL BE FLUSH WITH FINISHED GRADE. ALL STORM DRAIN
CONSTRUCTION, THE CONTRACTOR SHALL INSTALL NECESSARY UNDER DRAINS AND STONE WOULD CAUSE THE SITE TO BE REGULATED AS A LANDFILL BY THE STATE OF NORTH CAROLINA.
BOXES AND MANHOLES OVER 4' IN DEPTH SHALL HAVE STEPS DIRECTLY BENEATH THE OPENING. .......
AS DIRECTED BY THE ENGINEER AND AS APPROVED BY PERMITTING FROM THE REGULATORY AGENCIES.
ALL WORK SHALL BE PAID BASED UPON UNIT BIDS, UNLESS SPECIFIED OTHERWISE, 16. TINDALL PRE CAST CONCRETE BOXES ARE ACCEPTABLE ALTERNATIVES FOR PROPOSED CATCH BASINS 34. ALL CONSTRUCTED SEVERE CLOPES GREATER THAT 2:1 AND GREATER THAT FIVE (5) FEET IN HEIGHT,
7. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OR ADJUSTMENT OF ALL UTILITY WHERE APPROVED BY THE ENGINEER. AN INSPECTION AND A STABILITY CERTIFICATE ARE REQUIRED BY A NORTH CAROLINA REGISTERED PROFESSIONAL
SURFACE ACCESSES WHETHER HE PERFORMS THE WORK OR A UTILITY COMPANY PERFORMS THE WORK. 17. CONTRACTOR SHALL PROVIDE THE OWNER AND THE LOCAL REGULATORY AGENCY WITH PROOF OF ACTIVE ENGINEER WITH GEOTECHNICAL EXPERTISE SUFFICIENT TO PERFORM THE INSPECTION AND STABILITY ANALYSIS.
GRADING PERMITS FOR ANY BORROW OR WASTE SITES TO BE USED, PRIOR TO CONSTRUCTION. FOR ALL CONSTRUCTED SEVERE SLOPES WITHIN PROPOSED OR EXISTING PUBLIC RIGHTS-OF-WAY, PERIODIC
8. THE CONTRACTOR SHALL CONTROL ALL "DUST" BY PERIODIC WATERING AND SHALL PROVIDE ACCESS INSPECTIONS AND COMPACTION REPORTS ARE REQUIRED BY A NORTH CAROLINA REGISTERED PROFESSIONAL
AT ALL TIMES FOR PROPERTY OWNERS WITHIN THE PROJECT AREA AND FOR EMERGENCY VEHICLES. 18. THE CONTRACTOR SHALL ASSUME MAINTENANCE OF ALL EROSION CONTROL FACILITIES LEFT ON SITE BY ENGINEER WITH GEOTECHNICAL EXPERTISE.
ALL OPEN DITCHES AND HAZARDOUS AREAS SHALL BE CLEARLY MARKED IN ACCORDANCE WITH THE PREVIOUS CONTRACTORS IN THE CASE OF PHASED PROJECTS WHEN SPECIFIED BY THE CONTRACT DOCUMENTS.
SPECIFICATIONS. THE CONTRACTOR SHALL MAINTAIN, ADD TO AND/OR ADJUST ALL FACILITIES TO ASSURE MAXIMUM PROTECTION
OF THE SITE. • �
NOTE-1 NOTE-2 NOTE-2A
� o
o � "
SEEDING NOTES SEEDING NOTES 4-1 u
PERMANENT SEEDING TEMPORARY SEEDING FOR FALL
LAWN SEEDING MIXTURE SLOPE SEEDING MIXTURE �j W O
SPECIES RATE (LB/ACRE) SPECIES RATE (LB/ACRE) SEEDING MIXTURE
KENTUCKY BLUEGRASS (20%) 260 LBS. VALDA HARD FESCUE 20 LBS. SPECIES RATE (LB/ACRE)
REBEL FESCUE (807.) ASTRO TALL FESCUE 8 LBS. RYE (GRAIN) 260 LBS.
PENLAWN RED FESCUE 25 LBS.
SEEDING DATES PERENNIAL RYE 25 LBS. SEEDING DATES
KEN-BLU KENTUCKY BLUEGRASS 1.5 LBS. • O
MOUNTAINS MARCH 15 MAY 15 MOUNTAINS AUGUST 15 - DECEMBER 15
AUGUST 15 - OCTOBER 15 SEEDING DATES PIEDMONT AUGUST 15 - DECEMBER 15 O w COASTAL PLAIN AUGUST 15 - DECEMBER 30
SOIL AMENDMENTS MOUNTAINS MARCH 15 - MAY 15 ^ •
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY AUGUST 15 - OCTOBER 15 SOIL AMENDMENTS r-.q O
2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL r^)
750 LB/ACRE 10-10-10 FERTILIZER. SOIL AMENDMENTS LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER. v U u
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY MULCH 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND MULCH O�
/APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
400 LB/ACRE 18-46-50 FERTILIZER. APPLY 4,000 LB ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A
TACKING WITH ASPHALT, NETTING, OR A MULCH MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY MULCH MULCH ANCHORING TOOL,
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY MAINTENANCE
TACKING WITH ASPHALT.
MAINTENANCE REPAIR AND RE-FERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ACRE
RE-FERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. MAINTENANCE NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE
15, OVERSEED WITH 50 LB/ACRE SWITCHGRASS (PANICUM VIRGATUM) IN LATE FEBRUARY N
RE-SEED, RE-FERTILIZE AND MULCH IMMEDIATELY RE-FERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. OR EARLY MARCH. o
FOLLOWING EROSION OR OTHER DAMAGE. RE-SEED, RE-FERTILIZE AND MULCH IMMEDIATELY N
FOLLOWING EROSION OR OTHER DAMAGE. v
TEMPORARY SEEDING FOR WINTER & EARLY SPRING E
TEMPORARY SEEDING FOR SUMMER N Q. ..
r
SEEDING MIXTURE SEEDING MIXTUK v v
SPECIES RATE (LB/ACRE) SPECIES RATE (LB/ACRE) Ic-) Q cn �4
GERMAN MILLET 40 LBS. RYE (GRAIN) 120 LBS.
SWITCHGRASS (PANICUM VIRGATUM) 50 LBS.
SEEDING DATES
MOUNTAINS MAY 15 - AUGUST 15
PIEDMONT MAY 1 - AUGUST 15
COASTAL PLAIN APRIL 15 - AUGUST 15 SEEDING DATES
MOUNTAINS (ABOVE 2,500') FEBRUARY 15 - MAY 15
SOIL AMENDMENTS MOUNTAINS (BELOW 2,500') FEBRUARY 1 - MAY 1
PIEDMONT JANUARY 1 - MAY 1
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL COASTAL PLAIN DECEMBER 1 - APRIL 15 4-1LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER, SOIL AMENDMENTS Q)
MULCH FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL F--�
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
MULCH ANCHORING TOOL.
MAINTENANCE APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
RE-FERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. RE-SEED, RE-FERTILIZE AND MULCH MULCH ANCHORING TOOL.
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
MAINTENANCE
RE-FERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. RE-SEED, RE-FERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
Sheet
NOTE-14 NOTE-15 D 1

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35'-0" MINIMUM 15-0" MIN.
EXISTING 8' MAX FOR STD. STRENGTH FABRIC
ROAD WITH 14 GA. (MIN.), 6" (MAX.) WIRE IF
MESH REINFORCEMENT SYNTHETIC FILTER FABRIC
2" STEEL ANGLE OR z
POST SET MIN. 24" ATTACHED TO POSTS WITH y
6 MAX FOR EXTRA STRENGTH W
6" INTO GROUND FABRIC W/0 WIRE MESH PLASTIC OR WIRE TIES
ON UPHILL SIDE OF FENCE.
6' � -``�
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V 3
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6 HUMP TO DIVERT RUNOFF -- FILTER x
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FROM EXISTING ROAD FABRIC
MIRAFI 104N, OR APPROVED
EQUAL GEOTEXTILE FABRIC 18"-24" ^ v < N
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE / EXIT GRO ND GROUND H
WIDTH 30'-0", FLARED TO 45'-0" AT ROAD, LENGTH 50'-0" (MIN.) "
MUD MAT SHALL BE CONSTRUCTED USING RAILROAD BALLAST. 24" BURY 11 ' 111
CONSTRUCTION REQUIREMENTS: + 8"
1. CLEAR ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL
2. PLACE BALLAST TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET. SYNTHETIC
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE EXCAVATE 8"x8" TRENCH UPSLOPE
OR HIGH WATER TABLE. FILTER FABRIC SHALL BE ALONG LINE OF POSTS. EXTEND
BACKFILLED A MIN. OF 8 FILTER FABRIC AND WIRE MESH
MAINTENANCE REQUIREMENTS: INTO TRENCH, A MINIMUM OF 8"
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE DOWN AND 8" FORWARD ALONG
PERIODIC TOP DRESSING WITH 2—INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT THE TRENCH. BACKFILL TRENCH A
OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS. MINIMUM OF 8" AND COMPACT SOIL
MUD MAT CONSTRUCTION REQUIREMENTS:
NOT TO SCALE E C-2 3
MATERIALS:
1. USE SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFIN OR POLYESTER, WHICH IS CERTIFIED BY THE THIS DOCUMENT AND THE INFORMATION
MANUFACTURER OR SUPPLER AS CONFORMING TO THE REQUIREMENTS OF ASTM D 6461. SYNTHETIC MATERIAL SHOULD CONTAIN PROVIDED HEREIN IS COPYRIGHTED
EXISTING ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE CONFIDENTIAL MATERIAL DAMS CIMLSOLunONNs,
OR PROPOSED AT A TEMPERATURE RANGE OF 0 TO 120' F.
P.A. PROVIDED AS AN INSTRUMENT OF
ROUND 2.
BE
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE AT 1.25 LB/LF MINIMUM STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE PROVIDED To ANY OTHER PARTY,COPIED, REPRODUCED, ALTERED,OR
THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC. USED FOR ANYTHING OTHER THAN THE
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH SPECIFIC PROJECT IDENTIFIED OR
SPACING OF 6 INCHES. REFERRED TO HEREIN, OR USED FOR
EXTENSION TO THIS PROJECT, IN PART
1 FL0 OR IN WHOLE, WITHOUT THE EXPRESS
2 MIN.' WRITTEN CONSENT OF DAMS
I II111 �_ CONSTRUCTION: CIMLSOLUTIONS, P.A.
II COMPACTED AND 1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
COPYRIGHT 2022
111 I i GRASSED BERM 2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES DAMS cIVILSOLUTIONS, P.A.
I IIIIII IIIIIIIIIII 11 I III MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.) ALL RIGHTS RESERveo
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE
II I III i, '" in i NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST. \YYYYIIIIIIII����,/
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND
WARE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF
ill III�IIIIi�j�llll_--III Ill��lll��Il_
THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH. O O
IIIIII Ill III III I 1 5. WHEN WIRE MESH SUPPORT FENCE IS USED SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN
III III" III �I1 III= III _ �
I11 Ill II III III I!- SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES. �za —
III III 111 II 111 III = - ° QN .
II III III III II III I ICI 6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN — w
II III I,I „ -III III THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OF PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH. y o Off`
11 'llll' 7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE, MINIMUM, AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND
IIIIIIIIII
5' TYP, UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
CONSTRUCTION REQUIREMENTS 9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL CRITICAL TO SILT FENCE PERFORMANCE,
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE BERM IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT. MAINTENANCE REQUIREMENTS:
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS THAN 30 WORKING DAYS. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. r
SHOULD THE FABRIC OF THE SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE PROMPTLY. v
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
MAINTENANCE REQUIREMENTS: PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL FENCE MATERIALS AND
INSPECT BERMS ONCE A WEEK AND AFTER EVERY RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR RIDGE. UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS
CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. BEEN PROPERLY STABILIZED.
DIVERSION BERM SILT FENCE C+
NOT TO SCALE EC-43 NOT TO SCALE EC-36 �r---�
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INFLOW SCH. 40 PVC VENT PIPE r
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BAFFLES, REFER TO DETAIL BERM WIDTH ? PVC PIPE WITH 1/2" HOLES IN UNDERSIDE .r..�
WATER SURFACE LEVEL z~
EC-61 FOR SPECIFICATIONS 3 MIN. z 4.j 'o
EMERGENCY SPILLWAY WITH o v o
INLET ZONE CHAMBER 1 CHAMBER 2 OUTLET ZONE WOVEN GEOTEXIILE FABRIC a PVC END CAP
0.25(L) 0.25(L) 0.25(L) 0.25(L) MIRAFI 50OX OR EQUIVALENT m rQ^ b1JZ
w SCH. 40 PVC TEE WITH V J W o
SKIMMER DEWATERING DEVICE ,� SWIVEL POINT ORIFICE PLATE. REFER TO r� >
SCH. 40 PVC ARM 2070.5 EC-59A FOR ORIFICE SIZING.
ASSEMBLY PIPE ✓ '>
SCH. 40 PVC TEE •1-I
SCH. 40 PVC ARM ASSEMBLY PIPE 3
2069.0 6 MIN. 2 v 3 3
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" SCH. 40 PVC END CAP SCH. 40 PVC ELBOW
n
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� OUTLET PIPE VEGETATION PVC PIPE WITH 1/2" HOLES IN UNDERSIDE
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IT ACCUMULATES TO FLEXIBLE HOSE
ONE-HALF THE HEIGHT PVC END CAP
OF THE FIRST BAFFLE NOTE: REFER TO EC-59A FOR BASIN SPECIFICATIONS
SEDIMENT BASIN SCHEDULE
SWIVEL POINT
BASIN DRAINAGE MINVOLUME LENGTH WIDTH DEPTH MIN. SURF. INLET CHAMBER CHAMBER OUTLET SIZE ORIFICE BASIN SECTION
NUMBER AREA (ACRES) (CU FT:) (FT.) (FT.) (FT.) AREA (SF.)ZONE (FL) 1 (FT.) 2 (FT.) ZONE (FT.) IN. DIA. SIZE (IN.)
1 2.43 1062 70 35 2 2405 17.5 17.5 17.5 17.5 2 1.25
SCH. 40 PVC TEE
SCH. 40 PVC ARM ASSEMBLY PIPE
SPILLWAY DIMENSIONS SCH. 40 PVC "C" ENCLOSURE SKIMMER REAR ELEVATION
BASIN WIDTH DEPTH
NUMBER (FT.) (FT.) SWIVEL BRACKET
SCH. 40 PVC VENT PIPE SCH. 40 PVC ARM ASSEMBLY PIPE T"IROMDED HEREIN°IS c INFORMATIONYIGG
1 8 0.50 CONFIDENTIAL MATERIAL AND IS THE
WATER SURFACE SCH. 40 PVC TEE WITH PA°PPROMDTY ED AS A Girds UMEENT of
LEVEL ORIFICE PLATE. SEE DETAIL SCH. 40 PVC VENT PIPE SCH. 40 PVC END CAP SERVICE. THIS DOCUMENT MAY NOT BE
COPIED, REPRODUCED. ALTERED,
EC-59A FOR ORIFICE SIZING. PROVIDED TO ANY OTHER PARTY, OR
SCH. 40 PVC ELBOW USED FOR ANYTHING OTHER THAN THE
SPECIFIC PROJECT IDENTIFIED OR
SCH. 40 PVC ARM ASSEMBLY PIPE SCH. 40 PVC TEE WITH EXTENSION RED To HEREIN, OR FOR
SCH. 40 PVC TEE ORIFICE PLATE. REFER TO OR IN WHOLE, WITHOUT THE EXPRESS
AMS
o EC-59A FOR ORIFICE SIZING. WRITCIMLSOGLUTIONSOP A.
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NOTE: SECURE VINYL ROPE TO SKIMMER TO
PROVIDE A MEANS OF REMOVING IT SKIMMER SIDE ELEVATION `�
FROM EXCESS SILT BUILD UP. 11j j 1 j j I����`
SKIMMER SHALL BE LOCATED IN OUTLET SKIMMER PLAN VIEW
ZONE. REFER TO DETAIL EC-59A FOR OUTLET
ZONE LOCATION.
SKIMMER TEMPORARY SKIMMER TEMPORARY SKIMMER u
SEDIMENT BASIN SEDIMENT BASIN SEDIMENT BASIN X
NOT TO SCALE EC-59A NOT TO SCALE EC-59B NOT TO SCALE EC-59C • 1-mq
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PLASTIC OR WIRE TIES U
50 LB. TENSILE STRENGTH MIN. V
9 GA. (MIN.) HIGH -�
TENSION WIRE STRAND
CONSTRUC11ON REQUIREMENTS: 0
100% COCONUT FIBER (COIR) TWINE MATERIALS:
CONSTRUCTION REQUIREMENTS: WOVEN INTO HIGH STRENGTH MATRIX 1. USE MATTING MADE OF 100% COCONUT FIBER (COIR) TWINE WOVEN INTO HIGH STRENGTH MATRIX WITH THE PROPERTIES SHOWN IN
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT, REMOVE ALL SURFACE SOIL TABLE 6.65A.
CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL OBJECTIONABLE MATERIAL TO THE 2. STAPLES SHOULD BE MADE OF 0.125 INCH DIAMETER NEW STEEL WIRE FORMED INTO A "U" SHAPE NOT LESS THAN 12 INCHES IN
DESIGNATED DISPOSAL AREA. PACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED. STEEL POST 4' O.C. LENGTH WITH A THROAT OF 1 INCH IN WIDTH. THE STAPLES ANCHOR THE POROUS BAFFLES INTO THE SIDES AND BOTTOM OF THE c ,
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER BURY 2' DEPTH. BASIN.
OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE 3. ENSURE THAT STEEL POSTS ARE OF A SUFFICIENT HEIGHT TO SUPPORT BAFFLES AT A DESIRED HEIGHT. POSTS SHOULD BE W
EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT. APPROXIMATELY 1-3/8" WIDE MEASURED PARALLEL TO THE FENCE, AND HAVE A MINIMUM WEIGHT OF 1.25 LB/LF. THE POSTS •
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A REMOVE ACCUMULATED SILT MUST BE EQUIPPED WITH AN ANCHOR PLATE HAVING A MINIMUM AREA OF 14.0 SQUARE INCHES AND BE OF THE SELF-FASTENER
SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. PERIODICALLY ANGLE STEEL TYPE TO HAVE A MEANS OF RETAINING WIRE AND COIR FIBER MAT IN THE DESIRED POSITION WITH DISPLACEMENT. n U
4. PLACE THE BARREL (TYPICALLY 4 INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OR IMPERVIOUS SOIL. DO NOT USE 4. USE 9-GAUGE HIGH TENSION SIRE FOR SUPPORT WIRE. ►^ O r� w
PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND t • r-'�
THE PIPE SPILLWAY IN 4 INCH PAYERS AND COMPACT IT UNDER AND AROUND THE PIPE AT LEAST THE SAME DENSITY AS THE TABLE 6.65A - COIR FIBER BAFFLE !�1
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN BASE OF BASIN MATERIAL PROPERTY REQUIREMENTS
COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY
-\-
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THICKNESS 0.30 INCHES MINIMUM LJ J w CJ
THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE. FLOW TENSILE STRENGTH (WET) 900 X 680 LB/FT MINIMUM
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED. Z
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH ELONGATION (WET) 69% X 347c MAXIMUM
THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A FLOW VELOCITY 10-12 FT/SEC
ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR 2' MIN.
MAINTENANCE. WEIGHT 20 OZ/SY (680 G/M') MINIMUM
7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF
PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL MINIMUM WIDTH 6.5 FEET
OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE 12", 11 GA. LANDSCAPE STAPLE ul OPEN AREA 50% MAXIMUM
FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR
ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8 INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO
EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. HE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; CONSTRUCTION:
OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE 1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER BAFFLE SECTION 2. INSTALL COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS. N
SECTION(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH 3. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP. o
WITH STAPLES OR PINS. 4. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES AND SPACED A MAXIMUM OF 4 FEET APART. THE TOP OF THE N
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH FABRIC SHOULD BE A MINIMUM OF 6 INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE A
THE OUTLET PROTECTION TO DIVER SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP MINIMUM OF 2 INCHES LOWER THAN THE TOP OF THE EARTHEN EMBANKMENT.
EFFICIENCY. 5. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT. BASINS LESS THAN 20 FEET IN
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM LENGTH MAY USE 2 BAFFLES.
BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL TOP OF BERM 6. ATTACH A 9 GAUGE HIGH TENSION SIRE STRAND TO THE STEEL POSTS AT A HEIGHT OF 6 INCHES ABOVE THE SPILLWAY WITH N
INVERT OF SPILLWAY STEEL POSTS. INSTALL ON BASE Z o
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION. & SIDES OF BASIN PLASTIC TIES OR WIRE FASTENERS TO PREVENT SAGGING. IF THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A o
10. INSTALL POROUS BAFFLES AS SPECIFIED ON DETAILS. 9 GA. (MIN.) HIGH PERMANENT STORM WATER BASIN OF A GREATER DEPTH, THE BAFFLE HEIGHT SHOULD BE BASED ON THE POOL DEPTH DURING Z •�
11. ONCE AN INDUSTRIAL STORMWATER PERMIT HAS BEEN OBTAINED AND ALL SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENTLY TENSION WIRE STRAND DRAPE BAFFLE MATERIAL OVER WIRE USE AS A TEMPORARY SEDIMENT BASIN. o
STABILIZED, REMOVE ALL ACCUMULATED SEDIMENT AND CONVERT THE SKIMMER BASIN INTO AN INDUSTRIAL STORMWATER TREATMENT STRAND AND SECURE WITH PLASTIC TIES 7. EXTEND 9 GAUGE MINIMUM HIGH TENSION SIRE STRAND TO SIDE OF BASIN OR INSTALL STEEL T-POSTS TO ANCHOR BAFFLE TO Q cn
BASIN. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY. AT POSTS AND ON WIRE EVERY 12" SIDE OF BASIN AND SECURE TO VERTICAL END POSTS.
8. DRAPE COIR FIBER MAT OVER THE WIRE STRAND MOUNTED AT A HEIGHT OF 6 INCHES ABOVE THE SPILLWAY ELEVATION. SECURE
MAINTENANCE REQUIREMENTS: STAKE ANCHOR WIRE BOTH THE COIR FIBER MAT TO THE WIRE STRAND WITH PLASTIC OR WIRE FASTENERS. ANCHOR THE MATTING TO THE SIDES AND FLOOR
N 4' O.C. SIDES OF BASIN AND SECURE OF THE BASIN WITH 12 INCH WIRE STAPLES, APPROXIMATELY 1 FOOT APART, ALONG THE BOTTOM AND SIDE SLOPES OF THE
INSPECT SKIMMER SEDIMENT BASIN AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND is MAX TO VERTICAL POST BASIN.
REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO 9. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. 10. ADJUSTMENTS MAY BE REQUIRED IN STAPLING REQUIREMENTS TO FIT INDIVIDUAL SITE CONDITIONS.
EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE THE VEGETATION
GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR
THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN
THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. - - - - - _ t
IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE MAINTENANCE REQUIREMENTS:
SKIMMER TO SEE IF IT IS CLOGGED; IF SO, REMOVE THE DEBRIS. IF THE SKIMMER ARE OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL EVENT. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. BE SURE TO
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE
IT PROMPTLY. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN
BEFORE REPOSITIONING THE SKIMMER. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC EVENT AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT, AND REPLACE IF 4-1
THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT DAMAGED DURING CLEANOUT OPERATIONS. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH. AFTER
THE EMBANKMENT FOR PIPING SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND DEBRIS FROM THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, n
SKIMMER AND POOL AREAS. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE BRING THE AREA TO GRADE, AND STABILIZE IT. M--�
TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
SECURE BOTTOM OF BAFFLE TO
GROUND WITH 12" STAPLES AT 12"
a BASIN SECTION SPACING (MAX.)
TEMPORARY SKIMMER
SEDIMENT BASIN - NOTES TEMPORARY BAFFLES TEMPORARY BAFFLES - NOTES Sheet
NOT TO SCALE EC-59D NOT TO SCALE EC-61A NOT TO SCALE EC-61 B D3

bp
10" COMPACTED AGGREGATE
BASE COURSE TO BE PROVIDED
DURING BUILDING CONSTRUCTION. 2" COMPACTED AGGREGATE
TOP 2" SHALL BE REMOVED PRIOR / BASE COURSE (CONSTRUCTION) sE.
•r..� :~
TO PAVING. ALL CONTAMINATED -- �� }� � � E
STONE SHALL BE REMOVED. LOW 8" COMPACTED AGGREGATE
AREAS SHALL RECEIVE ADDITIONAL BASE COURSE (ROADWAY) GENERAL NOTES; r,4 v
" -FORM TRANSVEISE CONTRACTION JOINTS BY SALVING WITH APPF40V'ED y` 51
CABC TO BRING AREA UP TO (6 IN PARKING AREAS) PROPOSED S E(kUIPPiIENT. _ z o� 20 GRAVEL L' I
CURB TO BE DISSIPATED J(3I�J"C, ,�EALE'RPROPOSED GRADES. COMPACTED -- (100% STD. PROCTOR) DRIVEWAY -SPACE TRANSVERSE CONTR C ION JaINT8 AT INTERVALS OF- t s'. ,L_j100% STD. PROCTORDRIVEWAYBETWEEN THESE LIMITS SEE aETAII.. 'A' S4 DQWEL ASSEI�FL4 hI�PR1U Ed dDWEL IPfSERTYOPI TECHNIQi1E" .RADIUS 3-6 va. c_ DO4�EL 12`" CN CENTERS DOWEL ASSLM3LIES ARE, COVERED IN DETAIL 700.G3. ITT< C�c7 •2'-0" SUBGRADE COMPACTED CONCRETE PAVEMENT F_ z H° ,- -PROVIDE SMOOTH DOWEL PARS. PROVIDE DEFORMED TIE BARS_ I-100% STD. PROCTOR IN 8" LIFTS OR AS NOTED ° a ; �� I WHEN UTILI7ING AN EARLY ENTRY SA.W, CUT THE J'OIrJ'I Ta A +arNlmdUM 1- ct� ',
OTHERWISE �.., . ° . F DEPTH aF S„ o < u
IN AREAS OF UNDERCUT)-- - cuRe 8 $ 1�LIB L 2I r (n x
(TYP-) •r-1 t �
L SEE TABLE 1 o01
JOINT"I" SEALER JOINT SEALER \U 0�
:.
`• .
::PAVE � N
MENT . ~
'r 3, „ 3, , �. ,r, { M
VJ
TRANSVERSE CONTRACTION JOINT
oc
00
COMPACTED 95% STD. PROCTOR � z
� IN 8" LIFTS ';� - , ��,�� �,
SAW CUT EXISTING I v �� } `D
ASPHALT JCINT SEALER
SEE DE-AI I_ 'D' ca C7 BACK R :ROD \ BACKER ROD � � LC
FILL DEPTH VARIES (COMPACTED) 1- \ r' uj
WHERE EXISTING SUBSURFACE PAVED DRIVEWAY TURNOUT N DOWEL ' " ON CEN- S - -{ --I 0-_ � 0
EXCAVATED NOT TO SCALE DETAIL 'A' DETAIL 'D' o
ST-18
L <
ORIGINAL GROUND AFTER U)
CLEARING AND GRUBBING ] Lit L1 QUJ
TABLE I - DOWEL BARS
Ca
L SEE TABLE 1 SLAB DOWEL BAH DOWEL � �
THICKNESS „D" LENGTH "L" CC {�
PLANNED TRANSVERSE CONSTRUCTION JOINT 8" OR LESS 1" 14'`
C�
Ell-'2" Ta S.`�„ 11�8.. 16" _ THIS DOCUMENT AND THE INFORMATION
PROVIDED HEREIN IS COPYRIGHTED
10:` TO 1 a....1/Ll" 11c� _ 1S" CONFIDENTIAL MATERIAL AND IS THE
TYPICAL GRAVEL CROSS-SECTIONP.A. PEOVIDEDRTY OF S AN IINSTRUUENTO
ST-�w 11 AND A$fl�E 1�/ ' ?8" P.A., PROVIDED AS M INSTRUMENT OF
`�,,]/ SERVICE. THIS DOCUMENT MAY NOT BE
COPIED, REPRODUCED, ALTERED,
PROVIDED TO ANY OTHER PARTY, OR
NOT TO SCALE USED FOR ANYTHING OTHER THAN THE
SFi£GT p �{
SPECIFIC PROJECT IDENTIFIED OR
REFERRED TO HEREIN, OR USED FOR
- -__-- EXTENSION TO THIS PROJECT, IN PART
OR IN WHOLE, WITHOUT THE EXPRESS
WRITTEN CONSENT OF DAMS
CIVILSOLUTIONS, P.A.
COPYRIGHT 2022
DAVIS CIVILSOLUTIONS, P.A.
ALL RIGHTS RESERVED
;\ FINISHED
GRADE
a
DINT SEALER GENERAL NOTES: F~
\ \\ \\ ca SEE DETAIL 'rJ' CONSTRUCT TRANSVERS CaNS'TRUCTIOP4 JOINTS Fa,T THE END OF EACH <4 �
\/V r RAY'S OPFIRATION f PLANNED JOINT) OR WHEN THE PLACING ©F CONCRETE `�� � _ °� � rn zg Z�
\ \\\\\\\ USE AN APPROVED HEADER AT
30 MINUTES EMERGENCY JOINT) . L,W_j©H 2. - V) N �°W _
04
\ \ T EMERGENCY JOIN
fS STD. DWG. 7Q0.a4 a _
ANDSDESIGDED TO PERMITEDFOR MORE THE PLACEMENT OF AND CORRECTLY FOLD w���
S.
4000 PSI cN / U$EIN FTIEFt?ARS OF TIE THESAME DIAMETER AS DG1�E 1BAHS FOR EMERGENCY < �h
\i\\/\\j/\ CONCRETE EXISTING OR PROPOSED r� L/2 L,t2 TRANSVERSE CONSTRUCTION JCINTS. U)ITT c'�
\/�A/�AjA VARIES PAVEMENT LOCATE PLANNED TRANSVERSE CONSTRUCTION JOINTS AT THE $'PACING Q - d r1II111�"��\\
SEE ABLE REQUIRED FOP CO%TRACTION JOIN!$, USE AN APPROVED METHOD OF a `�
INSTALLING DOWELS ;�! ALL PLANNED TRANSVERSE CONSTRUCTION JOINTS. fm >
TIE. BAR C -6' ::ENTERS -DO NOT LOCATE EMERGENCY TRANSVERSE CONISTRLICTION JOINTS LESS �a
oz \OVA/��� TITAN E' FROM ANY CONTRACTION JOINT OR PLANNED CONSTRUCT:ON JOINT.
\ \ \ \ \ \ Dl0 PdaT PLACE TIE STARS IN I_C7NGTTIJC1Id�J€:L d4?I'JTS WITHIN 1'-4" OF
W TRANSITION
\ \%V%\ V%%V�� W EXISTING DINT WHErdALi L ZINGOINT• � 1
TRANSITION LONGITUDINAL CONSTRUCTION J A TRANSVERSE
SLOPE, MIN. 2:1 '�A//A//A/ / / / / / //A//A//�� SLOPE, MIN. 2:1 DEPTHUOFL3` AN EARLY ENTRY SAW, CUT THE JGI�IT Tp A MINIdnUnn
�V/V/\ 1OIf1' SEALER �
COMPACTED SOIL SEE DETAIL `IB'
=� TIE BAR @ 2' G' CENTERS
cr I— o
I u d 0 {
t JOIN? SEALER JOINT SEAL.EF C {.� �.,� O
_E
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t E L r'^E L z
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ct
L SFE TABLE I2 ; ' m ui .�„J UJ �J
LONGITUDINAL JOINT + I I) T.. 'm ,< 0 � L�
CONCRETE DITCH DETAIL „ olr: e� �r rt)IA. °- a a) o
EC-1 JOINT SEALER S fiACd ER ROD BACKER RQD cn LU
DETAIL 'B' DETAIL 'C' Q
N 1 >TABLE If - LO�lGIT'UDIPJAL 'fIE BARS � r^✓, V/
SLAB TIE BAR TIE BAR O
VARIABLE Q ! ��••//
THICKNESS DIA, 'rDr' d.E'�€GTH "'L" J
7IE BAP (4 12" CENTERS Bi�' OR LESS 1 " 'gaup Q T�1
GENERAL NOTES: VARIABLE ~Q O w
B" OR A30+JE ,.' �,, SO
IN THE 4" CONC. PAVEED DITCHES, PLACE 1/2 EXPANSION JOINTS AT — -- — — — — — — I EMERGE TRANSVERSE CONSTRUCTION JOINT SHEEN 2 OF W
30' INTERVALS AND AT ALL OTHER POINTS WHERE PROPOSED DITCHES ABUT ANGLE "� 700.01 .� O
RIG'.ID OBJECTS, PLACED GROOVED JOINTS 1"' DEEP AT 10' INTERVALS r� � �o��� � U � U
BETWEEN EXPANSION JOINTS. W CC:
Q Li
I-C a O Z
CONSTRUCT WIDTH AND SHAPE OF PROPOSED 4" CONCRETE PAVED DITCHES Ql�- H
AS SHOWN OR AS DIRECTED BY THE ENGINEER, LL o
FOR DITCH GRADES ABOVE 2 EROSION CONTROL, INSTALL MATTING BASE DITCH OR Ca
ON BOTH SIDES OF THE PAVING FOR A MINIMUM WIDTH OF 36" OR AS DIRECTED BERM DRAINAGE OUTLET DITCH �,� _
BY THE ENGINEER. '� C" 7r,' S'
Lu ? U7
r c] -... ?
1 EXISTING BRIDGE Q`��
JOINT SEALER 2 2' 0" 2'-0'" GERM DITCH 15' 15' 1� E 5' 15' 15' 1�' 18 15'
r AFPIRaACN SLAB ,, EIGHT (3� IN61'RItGf01 JC��NT�
i 3' ()„_ 3'_p"_ MEOIA.N DITCH TB' BR 'DGE APPROACH
+ SI..AIR THIC;KrIFSS - T SEE STD, Da4G. Tad.01 0CD
�y - 7 c a
i a -T� T' PA'd'T. THICKNESS w< IL N
-
a RADIUS <r ( a .n �w
1fg„ RADIUS �,
cu
c JOINT FILLER W T ,O, R„ � oz
°C
JOINT SEALER a E3ASE CD;9SE r f-.-- r CU
E
T mEAV'T LL w' ©C7 N ¢
THICKNESS 1' EXPANSION JOINT VIT9 DOWELS U Z O
SHOWING GROOVED JOINT SHOWING EXPANSION JOINT MEDIAN OR BERM DITCH � � SECTION THRU JOINT LAYOUTUS Iy,
a. JOINTS TOTAL.
d0 0
a 0
VARIABLE W
SILICONE JOINT SEALER
< 4" MIN'. x ~
SHOULDER POINT � JOINT SEALER LL 0
^ . \ AP'FRa4ED 5LcE6_I "NSTALLE
SIDE DITCH E•• /GN 4LTERNAT 9PPGSIT ENwS
f.r. L fi� Pv+ tC J L
ti
CG F
LU
Lu
12' VERTICAL CURVE r , .'r m..._. - FAT >
CL
mo <
� CC V Li2 LI2 2" ITN. © �
PART LONGITUDINAL SECTION OF PAVED DITCH _ � -WEL BAR � W �
SHOWING 1'-V CURTAIN WALL REQUIRED AT EACH END " GEd1TEd35 L ,? o H
WHEN CURTAIN: WALL FOR PAVED DITCH IS LOCATED ADJACENT TO A � ' ' SEE :STD. DWG. 700.01 � = 0
DRAINAGE STRUCTURE AND THE PIPE FROM THE STRUCTURE INTERFERES d
WITH THE 1'-6"' DEPTH, THE DEPTH OF THE CURTAIN WALL MAY BE EXPANSION JOINT DETAIL CL
REDUCED BELOW V-6" TO CLEAR THE TOP OF THE PIPE. 13'-D TO SHOULDER POINT CC
12' V . C . ROADWAY DITCH SHEET 1 OF 1 GENERAL NOTES:
-USE AN APPROVED TYPE OF DOWEL ASSEMBLY IN ALL TRANSVERSE EXXPANSION JOINTS. 0
850 . 01 LL
USE RLGID CONSTRUCTED DOWEL ASSEMBLY, CAPABLE OF HOLDING THE DOWEL BARS IN PROPER POSITIONLL
DURING PLACEMENT OF THE CONCRETE AID DESIGNED TO PERMIT UNRESTRICTED MOVEMENT OF THE
PAVEMENT SLAB. SEE STANDARD 700.03 FOR VOVIEL ASSEMBLY.
-EXTEND EXPANSION JOINT ADJACENT TO THE APPROACH SLAB ACROSS THE ENTIRE PAVEM5NT WIDTH
INCLUDING THE PAVED SHOULDERS.
-SEE STD. DWG. 00,.01 FOR TOLERANCE AND BAR SIZE. SHFF'I- T OF T
700.02 Sheet

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G CC
4-1
U p
Cl� w y o
� Q
SKIMMER BASIN [DESIGN U 3
DITCON #1
NOT TO SCALE CAROLINA READY MIX
CANDLER, NORTH CAROLINA z
cn � �
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. Skimmer Basin
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
Okay
2.43 Drainage Area to Basin (Acres)
PROJECT NAME: Carolina Ready Mix Ditch #1 PROJECT NO.: 21166lDisturbed Area (Acres)
COMPUTED BY: MSK DATE: 9/27/2022 - Peak Flow from 25-year Storm (cfs) 2.43X7.61*.4 =
FROM STATION/REACH: 10+34 TO STATION/REACH: 12+46
...:...:
IJorthAmedcanBreen•EChfDS.VersionA.3_. ..,. S127I2022 02:12?M
DRAINAGE AREA: 0.14 DESIGN FREQUENCY: 25 YEAR 1062 Required Volume ft3
H4r RAULIC RESULTS
x**W***W***kwWWW*WW* x**WWWWW*xx*wxx,rxww:t****xx******WarWWx*x*wwwx**wWWWx>rWWW* ow e J eorete(n=
fta
(oci(y(fpj Area H 24 RequiredDischa Peak Fl
[ctSl 0 pthm
34.7, Suggested Width ft
INPUT PARAMETERS (Ds T.0 5V 0.10 1-DOLLDos- ^+
69.4 Suggested Length ft
Channel Discharge : .6 cfs (.02 m^3/s) Trial Top Width at Spillway Invert ft
Peak Flow Period : 1 hours 1 Trial Tap Length at Spillway Invert ft
Bottom THIS DOCUMENT AND THE INFORMATION
Channel Slope 0.09 ft/ft (0.09 m/m) 2.0 width=1.00It 2.0 Trial Side Slo a Ratio Z:1CONFIDENTIAL PROVIDED HEREIN IS COPYRIGHTED
AL AND IS THE
Channel Bottom Width : 1.0 ft(.30 m) p PROPERTY OF DAVISftICIVI SOLUTIONS,
Trial Depth ft (2 to 3.5 feet above grade) P.A., PROVIDED AS AN INSTRUMENT OF
Left Side 'Slope : 2:1 SERVICE. THIS DOCUMENT MAY NOT BE
Right Side Slope : 2:1 NE -SULTS 27 Bottom Width ft PROVIDED TO ANY OTHER PARTY,OR
Nat to Scale
_..• � -^- '. 62 E�C1'ttOTTI Length ft COPIED, REPRODUCED, ALTERED,
MatiingTppe VegetatanChaaGeiis
Channel Lining Concrete flaach Stabi6tyAnalysis Pemdsstbfe Calculated Saielyfaclor Remarks USED FOR ANYTHING OTHER THAN THE
2 SPECIFIC ED PROJECT IDENTIFIED F
5taplePattem Phase Glace 7ypa flansity ShearSlress ShearStiess 1674 Bottom Area ft REFERRED TO HEREIN, OR USED FOR
Perms. rJheaf(Tp} :99.00 psf(4740.1 Pa) EXTENSION TO THIS PROJECT, IN PART
Phase = 0 Straight Concrete Unvegetaled NIA 0.d8 NIA STABLE gg Actual Volume ft3 Okay OR IN WHOLE, WITHOUT THE EXPRESS
2450'Actual Surface Area ft2 Okay WRITTEN CONSENT OF DAMS
CIVILSOLUTIONS, P.A.
COPYRIGHT 2022
DAMS CIVILSOLUTIONS, P.A.
CALCULATIONS Trial Weir Length ft
ALL RIGHTS RESERVED
Trial Depth of Flow ft
8.5'Spillway Capacity cfs Okay S��'%
Initial Depth Estimate = 0.16 * (0.61(0.090^D.5))^0.375 = 0.21 ft (.06 m) �6
Final Channel Depth (after 9 iterations) _ .09 ft (0.03 m) CJD
Skimmer Size(inches} �NNfktt� r' 1 Heald c�r�SiNirer, J cy�e
Flow Area = (1.0* 0.1)+(0.5*0.09^2* (2.0+2.0)) 0.1 sq.ft (0.0 m^2) _ ° ¢ rn Z
( x((( ^ ) }^ (( ^ ) ) )) ( ) 016 'Head on Skimmer(feet) 1r*p IkM ... Feet -c� ° 'Q -
Wet Per. =1.0 + 0.1 2.0 2 +1 .5 + 2.02 +1 5 = 1.4ft 0.4m = ° v N mow _
! 2 Orifice Size (14 inch increments) 1 12
Hydraulic Radius = (0.1 / 1.4) = 0.1 ft (0.0 m)
Channel Velocity =(1.486/0.013)*(0.1^0.667)*(0.090^.5) = 6:0 fps (1.8 m/s) 2.78'Dewatering Time (days)
Suggest about 3 days
Channel Effective Manning's Roughness = 0.013 MIMI
Q �t\\\P�.�
Calculated Shear (Td) = 62.4 0.09 * 0,090 = 0.48 psf(23.1 Pa) II I I I11
Safety Factor= (Tp/Td) _ (99.00/0.48) = 205.49
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PROJECT NO.21166 ►�,
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NOT TO SCALE
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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 `v O
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS v
PROJECT NAME: Carolina Ready Mix Ditch #2 PROJECT NO.: 21166
COMPUTED BY: MSK DATE: 9/27/2022
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FROM STATION/REACH: 10+34 TO STATION/REACH: 12+46 orthAmericanGreen•ECMDSVetsinn4.3., loz,,3PM'
DRAINAGE AREA: 0.13 ACRES DESIGN FREQUENCY: 25 YEAR
HYDRAULIC RESUM Co crete[n=O013)
r�parte�A;8[syfQ Hydraulic Normal �cfs fladuslft] De,Ihl(tINPUT PARAMETERS s ,0 007 O.DB
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N
N
Channel Discharge : .6 cfs (.02 m"3/s)
Peak Flow Period : 1 hours f
Channel Slope : 0.09 ft/ft (0.09 m/m) 1 0 wrdth`o1.WIt 2.0l
Channel Bottom Width : 1.0 ft (.30 m) t`! U-)
Left Side Slope : 2:1 d U Z o
Not to scale
Right Side Slope 2:1 UNERRcsui r Z a;
Matting Typo VegetatiarrCharacterisGes M] v
Reach StabilityAnatysis Permissible Calculated Safety Factoi Remarks
Channel Lining : Concrete Staple Patter Phase Class Typa Density Shear Stress Shear Stress
Permi. Shear(Tp) :99.00 psf(4740.1 Pa) (psf) (psi)
Phase = 0 Straight Compete Unvegetated I I I NIA 0.49 NIA STABLE
CALCULATIONS
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Initial Depth Estimate = 0.16* (0.6/(0.09010.5))^0,375 = 0.21 ft(.06 m) •0
Final Channel Depth (after 9 iterations) _ .09 ft (0.03 m) 4-j
Flow Area = (1.0 * 0.1)+(0.5*0.09A2 * (2.0+2.0)) = 0.1 sq.ft(0.0 m^2)
Wet Per. =1.0 +(0A*(((2.0^2)+1)^.5+((2.OA2)+1)A.5)) = 1 A ft (0.4 m) ,--�
Hydraulic Radius= (0.1 / 1.4) = 0.1 ft(0.0 m)
Channel Velocity=(1.486/0.013)*(0.1^0.667)*(0.090^.5) = 6.0 fps (1.8 m/s) U
Channel Effective Manning's Roughness 0.013
Calculated Shear(Td) = 62.4 * 0.09 * 0.090 = 0.48 psf(23.1 Pa) u
Safety Factor= (Tp/Td) = (99.00 /0.48) = 205.49
f
Sheet