SW3170501

i -
PLANTING NOTES: 1
LE'CiEND SITE DATA AND DEVELOPMENT CONDITIONS:
1. ALL SHRUBS SHALL BE A LOCALLY ADAPTED SPECIES. ALL SHRUBS SHALL BE A MINIMUM OF 24 INCHES HIGH O OR =Existing iron Rod, as described (FOUND)
WHEN PLANTED AND HAVE AN EXPECTED MINIMUM HEIGHT OF 5 TO 6 FEET WITHIN 3 YEARS OF PLANTING. LANDSCAPING LEGEND 0 EiP = Existing Iron Pipe, as described (FOUND)1. ADDRESS: 380 PALMER ROAD
2. ALL EVERGREEN SHADE TREES SHALL BE A MINIMUM OF 8 FEET HIGH WHEN PLANTED AND SHALL HAVE A MINIMUM A = Nail Existing
CALIPER OF 2.5 INCHES AT THE TIME OF PLANTING. LARGE TREE 2. ZONING JURISDICTION: TOWN OF ROCKWELL.
= Ma Nail set
3. ALL DECIDUOUS SHADE TREES SHALL. BE A MINIMUM OF 8 FEET HIGH WHEN PLANTED AND SHALL HAVE A MINIMUM � GRADE 6 BUFFER PLANTING g (set) 3. CURRENT PROPERTY ZONING: l INDUSTRIAL
CALIPER OF 2.5 INCHES AT THE TIME OF PLANTING. I • = New iron Rebar (set) (INDUSTRIAL)
SMALL TREE = EXrstin Ri ht of wa 4. PROPOSED PROPERTY USE: INDUSTRIAL - MANUFACTURING PLANT
4. ALL LARGE SHADE TREES MUST BE A LOCALLY ADAPTED SPECIES WITH AN EXPECTED MATURE HEIGHT OF 35 FEET GRADE 2 & 6 BUFFER PLANTING I PARKING SCREENING g y
OR GREATER AND AN EXPECTED MATURE CROWN SPREAD OF AT LEAST 30 FEET OR GREATER UNLESS SUBJECT TO = Lot line (Surveyed) S. CURRENT LAND USE: AGRICULTURAL
AN OVERHEAD POWER LINE IN WHICH CASE THE MATURE HEIGHT MAY BE LESS. p SHRUB - = Got Line (NOT Surveyed) 6. TOTAL SiTE ACREAGE AFTER THE PROPOSED RECOMBINATION WiLL BE 5-.03 ACRES, INCLUDING 0.32 ACRES
5. ALL SMALL UNDERSTORY TREES SHALL BE A MINIMUM OF 8 FEET HIGH WHEN . PLANTED. ALL UNDERSTORY TREES GRADE 6 BUFFER PLANTING I PARKING SCREENING NTS = Not to Scale WITHIN A PUBLIC RIGHT OF WAY.
MUST BE A LOCALLY ADAPTED SPECIES WITH AN EXPECTED MATURE HEIGHT OF 15 FEET OR GREATER AND AN D13, PG = Deed Book &- Page
LEYLAND CYPRESS 7. PROPERTY LINES RIGHT-OF-WAY EXISTING TOPOGRAPHY AND PLANIMETTzfCS ARE BASED ON INFORMATION
v;
EXPECTED MATURE CROWN SPREAD OF AT LEAST 15 FEET OR GREATER. SCREENING PER CONDITIONAL USE & ADDITIONAL PLANTING$ P6, PG = Plat Book &r Page
6. SHADE TREES, UNDERSTORY TREES, AND SHRUBS SHALL BE A SELECTED BY THE OWNER FROM THE TOWN OF 1 '0' = Utilitc Pole FROM A FIELD SURVEY PERFORMED I3Y ALLEY, WILLIAMS, CARMEN & KING, INC.
ROCKWELL APPROVED SPECIES LIST OR OTHER APPROVED PLANTING RECOMMENDATIONS FOR THE AREA. A LISTING �a TREE OE OE °E - = Existing overhead Utilities 8. THIS PROPERTY IS LABELED AS FLOOD ZONE "X", AND IS NOT LOCATED IN A FLOOD PLAIN ACCORDING TO
OF PROPOSED PLANTINGS WILL BE SUBMITTED TO THE PLANNING DEPARTMENT PRIOR TO THE INSTALLATION OF GRADE 2 LARGE TREE BUFFER PLANTING W = Existing Water Main
PLANTING MATERIALS. SHRUB = Existing Sanitary Sewer FEMA FIRM MAPS No. _371-0569600J AND 3 71056 8 500J, EFFECTIVE JUNE 16, 2009
GRADE 2 BUFFER PLANTING 9. OUTSIDE LIGHTING SHALL BE PROVIDED BY DUKE ENERGY DUKE ENERGY LIGHT SHALL BE AiMED AT THE
- - - =Existing Gas Line-
TG = Existing U6 Tefecommunications BUILDING. L_4HTS FOR THE GRAVE{- PARKING AND PAVED PARKING WILL BE LOCATED TO MINIMIZE THE
Q = - = Pavement Markings LIGHT IMPACT ON TRACTS NORTH OF THE SITE.
tx •- - - - - - - - - - = Proposed Setback Line 10. LOW LEVEL LIGHTING WILL BE PROVIDED ON THE SOUTH SIDE OF THE BUILDING.
f O I I 1 ------------------- = Proposed Site Triangle 11, GRAVEL PARKING WILL INCLUDE 2" OF 4P57 STONE FOR THE TOP LAYER.
I 11 CO 1.2. PROPERTIES ALONG INDUSTRIAL DRIVE WILL BE SHIELDED T3Y A ROW OF LEYLAND CYPRESS TREES
I MH FIM: -16Q.52
w fi� INV IN: X54.62
INV ouT: •754.5b PARKING CALCULATIONS - MANUFACTURED- GOODS. GROUP # 4.1
Jenniferr L. Bryant Bonnie M. Park ORDINANCE REQUIREMENTS
! Willie Lamont McCree &Randa{{ J. Br ant � I
y 135 !industrial Drive # of Employees per Shift 1 Space per employee
r. 115 Industria{ Drive 125 industrial Drive Operations Vehicles 1 Space per vehicle
Parcel: 3(05 121 P P
Parcel: 365 127 Parcel: 365 1.28 Visitor Spaces 1 Space per 20 spaces required
DB 1015 PG 413 DB 1248, PG X31
DB 1031, PCS 161 Zoned: R-1 SITE DATA
-� J+ Zoned: R-1 Zoned: R-3Single Family Residential CMH Manufacturirng inc. # of Employees per Shift 65
00 EXISTING I Single Family Residential. Single Family Residential 5-08 Palmer Road Operations Vehicles 0
6" ACP
� Parcel: 36S 118
z LINEER REQUIRED SPACES
DB 1o3z, PG 119
- o � EXISTING B"
VITREOUS CLAY EIR 1/2'=
SEWER LINE OE OE r - OE OE OE - EiY EX. zoned: I # Employees
of Em to ees per Shift 65
°E Or- Industrial Operations Vehicles 0
TG G i�- --� � - -r -= TO TG Visitor Spaces 3.3
ExI5T4NG '_1
Tc -�- ®--- T� pe� Minimum # of Spaces 68
WSiTE TRIANGLE -�--
SIDEWALK ° INDUSTRIAL DRIVE/ -LEYLAND CYPRESS TREES AT 12' ON `'- rc -G�`15 X 75 & 15 X 25 ExssERL s" PVCCENTER SPACING (TYP) of
v1 WATER LINE F # Spaces
f R/lf 40' PER D13ED BOOK 581 PAGE 82S InP) - NG 80
Provided
EXISTING
7C
_ PO
_ _ A� _ , a r .. , d.. __IP 3/4" FIRE O ` ZO'PEF2 °`�
° U f'K NAIL-S�-4------___ is-, I i�; - a! , - -- +L �- ---' iJ- F,- l��y� l°: _. �•-'-s: L± .=7 �`.w- f%'I �_W�i_:�-� `�`7 oAi e{ %C ^� 8 O °s ` #
PK N flS-----`-��_� • ys9°z34.7 W 4 7.5 ~�Y' F/'' �� ,� 5_oS.T �i o. �- N~-- __ ��b q05= °E OF HANDICAP SPACES REQUIRED
Calculated Provided
r-�--- _ '4. 76°zoo g�RAG''�-o # of Handicap Accessible Spaces (1 per 25 spaces) 4 4
23
30.04' ` _ �~ _..F ' d z -. - ~^ ° ) 1
�_H :,e A•, .•.'q ti ( [\� 2S' ~ �w xg rc�- $� `�c� E_ # of Van Accessible Spaces (1 per 8 HC spaces 1
5'GONGRETESIDEWALKWIT ° ��� i t 'i..�..r.'..4' a.:•::��tz,.. a• 4.� �I/Vp� �8` �� `^. o
CONCRETE CONCRETE :�.:
12" TURNDOWN ADJACENT TO PAVED PAVED '';'j•�L� .•«'f.;•,
PAVEMENT y' ENTRANCE ENTRANCE :a ; ` ;. "'. r ; z ;: i_�
° - - - - - - - - - - - - - .... - a; . --a: a: - - - - -� 30' SETBAG� 1 �G� 48? TC LANDSCAPE BUFFER CALCULATIONS
FRONT PLANTING YARD "N - - - - - w
GRADE 2 BUFFER f a �r 4 q.� . •:. :s. d 4., s.' . ; ��
'CONCRETETRU,CKINGAREA ••�. Vis" •,V �;. ``-- Front Planting -Yard Grade 2 Buffer -15 foot width
9X22.5 �� .. a: � .. i' • L, y - _ r• : • ' ?; . � � �
sPAGE TYP i; �,a;: ' '• .f: dY , Total Length 322 ft
CENTERLINE OF BROAD. i_' . :'•:9X22 5 PARKING,.' ;''•.' : Driveway Width 23 ft
STREET PER DEED D I ,' :', : a :s''• SPACE (ty'.6 .:.. ; r - a• •.,,.: _ ` Length of Buffer 299 ft
o GRAVEL PARKING LOT a...; p .i,., s
U) ASPHALT---j:_J� ':..::` �..•' ....«, $;':i r;; :..
' Required Plantings per 100 feet
PAVED Q•.• ' STORMWATER BMP Large Trees 1.8
St. James Lutheran Church P PARKING CONCRETE : `a ''• ': �1
�o i , I ADA PAR I.'` `. •,+,•r I Small Trees 0.6
Market Street �{ j i d G AREA Shrubs 6
Parcel: 362 157 I s Calculated Rounded Provided
DB, PG: N/A
.' . Required Planting
Zoned: R -1a :: : �j :' ' 'e„• r ; ` } " p °.;, ' '; a,� �.; i e Trees 5.382 5 5
Small Trees 1.794 2 2
Q...:aa..+; j •'''' :t `•' '� . ::a o Shrubs 17.94 18 18
Single Family Residential
MH RIM. 164.2 O � P E _ •,a. K 5' CONCRETE SIDEWALK . '� �� i{� ,y ,. ` a' ' ACCESSIBLE I
INV IN: 158.63 1� ADASPACE
r I Side Planting Yard Grade 6 Buffer - 30 width
INV OUT: 158.5-7 / \ I PORTABLE EMPLOYEE
18'X 12' PLANTING - - -- -
BENCHES AREA WITH 6" WIDE I Total Length 411 ft
PROPOSED DROP CURB & GUTTER ON � 00 J � O � � �
2 ACCESSIBLE ADA SPACES 12" DEEP VERTICAL Ui
SOUTHERN SIDE OF DRIVEWAY. `� CONCRETE OPEN I Required Plantings per 100 feet
nI �' I CURB ADJACENT TO
SLOPE THE REST OF THE PROPOSED rn ° A VAN ACCESSIBLE ADA SPACE EMPLOYEE AREA ACCESSORY. CONCRETE PAD FOR M I Large Trees 12
CONCRETE DRIVEWAY TO DRAIN w .� I SHED GRAVEL AREAS DUMPSTERS 3 Small Trees 6
_ w Shrubs 36
TOWARDS DEPRESSION OF DRIVEWAY ° Q. ADA RAMP i I O z
IN LINE WITH EXISTING GUTTER. °��a I\�`�� 4 5'
A, 1 '� H I p H 3 Required Plantings Calculated Rounded Provided
CONCRETE PAVED t1 1Iw•
ENTRANCE a I "V 3 Large Trees 49.32 49 50
. I ; 40,563 ST 22,500 ST M I I o j - � z. Small Trees 24.66 25 25
Finished Floor Elevation: 770.7 MANUFACTURING FUTURE Q I 'Z 4 Shrubs 147.96 148 150
l €' PLANT MANUFACTURING I
I"LuH p THE CONTRACTOR IS TO SUBMIT TO THE OWNER AND TOWN OF ROCKWELL A
r PLANTADDITION: I a
Jones and Hughes Real Estates, LLC Proposed Subdivisio of a SCHEDULE OF PROPOSED PLANTINGS AND PLANT SIZES THAT WILL BE USED
g Parcel 3�5 OO+n I FOR THE LANDSCAPING SHOWN ON THE PLANS.
) !! PROPOSED I Palmer Road I 25'
'�'� jr 25' FLAG POL Parcel: 365 074 I�•SETBACK
Total area 1.313 a res sET l
1 INSTALL PER 0.104 acres in R/W)
MANUFACTYDB 1278, PG 799 (
SPECIFCATI Nss Acreage: 3.72 Acres See Map Book qq95 P s27D I
[ LIGUSTRUM LUCIDUM
Zoned: I
jy I SHRUBS ARE THIS
BE industrial
60'SETBACK � PLANTED IN THIS AREA J
EXISTING FIRE E-4° I �•r AUXILIARY
EXISTING PAVEMENT /HYDRANT I A I 26.3' LABORATORY'S G '' '-' C� pY` Uri 2 �`Y '.gip
MARKING W 1 I j '1 --- ....,.....�.,.-----------�
1 I _ o�- �`
��� �� oc� o0 oQ I�IJ aQ co oa Qc�
EXISTING �+ ' - EX NAIL ® 30' SETBACK
6" PVCWATER
I" �`C� I I i so1.42' TOTAL �' �" BASE OE EIP J
LINE PK 1s.sz'"a 5 S4°52'31" W 482.61' en EYI O y
s�r.vls+I S 8R°52'3-" W 180.00'
Timothy R. Dean !L _ ^---�1 GRAD 6 BUFFERDE PLANTING ARD "A" 0 �- ® sAr. Pisl•I
& Pamela C. Dean � � o PROPOSED NEW LINE
Broad Street I I Jones and Hughes Real Estate LLC
U6 ELEC.
3 industrial Drive
Parcel: 362 217 i 5ERVIGE BUILDING BUILDING BUILDING o Parcel: 365 ooro
DB 958, PG 154
Zoned: B -2 i ° EXISTING B' In DB 1259, PG 13S
VITREOUS CLAY ' Acreage: 14.063 Acres
Central Business SEWER LINE
a Zoned: I
� I INDUSTRIAL
U) I Regency Retirement LLC
330 Broad Street EX15T NAIL
° I Parcel: 365 003 CENTER EIP
v DB 12.47, PG 385
I Zoned: R-2
I ° General Residential
C,
�I
I
f o 1
�<<titislll)rrr
�,.�`�� CAROB%,,
o H RIM: 763.28 _ `, � • ... ..,a � //
I � � =0� FESSIp�9
INV IN: -157.10 -SEAL
_
INV OUT: 757.08 _ o 16883 .
FOR PERMIT REVIEW ONLY _
MH P,11 _762.cil I I NOT RELEASED FOR CONSTRUCTION
. F,yG I NEF'� �
INV IN: _756.81
INV OUT: -756.36 �J , . I 0
17
alley, williams, carmen, & king, inc. FILLTECH USA o NEW MANUFACTURING PLANT REVISION DESCRIPTION DATE INITIAL SCALE DATE JOB NO. 16509
2-23-17
PLAN: 1a r 40' DRAWN BY: I�E✓ SHEET N0.
CONSULTING ENGINEERS® PALMER ROAD
FIRM LICENSE No. F--0203 PROFIL CHECKED BY: �W W SITE P LAIN � P
HORIZ.:
.120 SOUTH MAIN STREET P.O. KAN APOLIS, NC 28082 704/9308-1515 ROCKWELL, NORTH CAROLINA
DWG No.:
VERT.: 16509 SP PR 0F:

St. James Lutheran Church
Market Street
Parcel: 362-157
D13, PCr; N/A
Zoned: R-1
Single . Fawuly Residential
MH RIM: 76q.2-7
INV IN. 758.63
P
i
EXISTING
6" ACP
WATER
LINE
ff
I
0
PK N ILS f T
O
0
I.
i
I
_ 01 to '
i
�4 f q MH RIM: 76ci.52
w INV IN: 756.62
INV POUT: 756.58
I
1`4 f f Cn W I Willie Lamont McCree
p a �� I 115 Industria! Drive
Parcel. 365 127
D 13 1015, PCi 413 !
Zoned: R-1
I I Single Family Residential
EXISTING 8"
!!! + VITREOUS CLAY
SEWER LINEL FF
DE ...4'=
of °E OE—i TC "fC TC
TC TC TC
INDUSTRIAL DRIVE '
R/W,jO PER DEED BOOK 581 PAGE 323
�PK NAIL --SETS `� �� -
30.04`�.-"-
INV OUT: 758.57
� t
w
°r 4'e
` N.
X\
�0�
EXISTING �i•�
FIRE A
HYDRANT I W
TBM j q
TOP OF HYDRANT
NUT
ELEV:769.74
EXISTING 1 I
6" PVC
WATER (3�
LINE
Timothy R. Dean
& Pamela C. Dean
Broad Street
Parcel; 362 217
P13 R58, PG 154
o
Zoned: B -2-
Central
-2Central Business I
I ! o
Jo
fc
O
1 j
I a
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FiRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
Jennifer L. Bryant
& Randall J. Bryant
12.5 Industrial Drive
Parcel: 365 128
013 1031, PCf 1-61-
Zoned:
61Zoned: R-1-
Single.
-1Single Family Residential
✓1 OE OE of OE OE
of G — G�,..�.^-
TC TC To
TC
°23`47" W 427.5:
Bonnie M. Park
135 Industrial Drive
Parcel: 365 121
P13 12-48, PG 6-31-
zoned:
31Zoned: R-1
Single Family Residential
CMN Manufacturing Inc.
508 Palmer Road
Parcel: 365 118
Dia 20321, PG 3-3-c7
LEGEND
0 EiR = Existing iron Rod, as described (FOUND)
O EiP = Existing iron Pipe, as described (FOUND)
A = Nail Existing
AL = Mag Nail (set)
= New Iron Rebar (set)
— = Existing Right of way
= Lot Line (Swveyed)
= Lot Line (NOT Surveyed)
NTS = Not to Scale
DO, Pa = Deed Hook & Page
Pia, PG = Plat Book & Page
.o' = Utility Pole
°W— Oe of = Existing Overhead Utilities
w = Existing Water Main
= Existing Sanitary Sewer
G = Existing Gas Line
TC = Existing UQ Telecov,nvnunications
EIP, I/2 _ _-
P�t.>�BY EX Zoned: � = Pavement Markings
OF - OF OF OE' . OE °E OE OE °E • - — — — — — — — — — — _ Proposed Setback Line
OE OE E f p
— industrial -------- = Proposed Site Triangle
Tt' To �� OE
-
_
TC
EXISTING 6" PVC
/ WATER LINE
°R~/NIRE
1
I EXISTING—
-r`2
3/4"
NT —
7600
0EIP
pER D'-°8,_ —
Tc73
_
°E 1V 7/--o -
TC
TC
�Kjl`5$' PA[� ---%.
C� ~~
Cr4 ?c
TBM
1 \ TOP OF HYDRANT REMOVE
EXISTING NUT 1 ``
TREES ELEV:76878�'��=
[ (0 I l
n1. �7-
0,
REMOVE EXISTING TREE
a II 1 I
`,�- \ / o 3
f I ILij
Jo es and Hughes Realstates, LLC / / / Proposed Subdivision of \ CL
Palmer R ad / f "� � -- _- Parcel 365 006
\ ✓ �- Total area 2.313 acres., \
Parcel: 365 074
D0 1278, PG 7q R (0.104 acres in R/W) \ \
a �.
Acreage: 3.72 Acres / _ .� -�- -- �- _ See Map Book a 9 as Pgl8270
L cloned !:
° I � �
industrial
EX NAIL @
503-.42.` TOTAL . O r r- BA5E OF EIP J \
/ r-ery✓' / S 8 C7052-133-11 W O 00`
�.... �-..' _ —„r —S 8q-5;E3—J-" W 4821-6, �� � SAT. DI SH � .,,_ �- �
r T r -- -- 763 \ O �~ \ , PROPOSED NEW L(NE
r,1 ----76=x-- / r ` a �Q` b - ySAT. DISH '�� �+
I1 — Jones and Hughes Real Estate LLC
J UG ELEG 31
industrial Drive
SEP�V I GE BUILDING BU I L D I NG
E3UILDINC Parcel: 365 006 I
T3 P 1
EXISTING 8"
VITREOUS CLAY
SEWER LINE
Regency Retirement LLC
330 Broad Street
Parcel: 305 003
P 1 1247, PG 385
Zoned: R-2.
Genera! Residential
FILLTE CH USA — NEW MANUFACTURING PLANT REVISION
380 PALME R ROAD
ROCKWELL, NORTH CAROLINA
a, Acreage: 1.4.063 Acres
Zoned: I
(A \ �.INDUSTRIAL
EXIST NAIL
GENTER EIP
DESCRIPTION DATE INITIAL I SCALE
PIAN: 1" = 30'
PROFILE
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
DATE: 2-23-17
\`\`j%4111111111I
O\A CAR
Q�oFESSlp,9`
• SEAL
s —
16883
�z
JOB NO. 16509
DRAWN BY: RCC — EXISTING CONDITIONS SHEET NO.
CHECKED BY: SP -2
c3WW & DEMOLITION PLAN
DING No.: 14
16509 SP -PR OF:

MH RIM: 76.52
10�If+ INV IN: 75Q.62
W i! � �'°� INV OUT: 75q.58 I I � NOTE:.
ALL dROP INLET (DI) STRUCTURES AND
JJ GRATES SHALL BE TRAFFIC RATED
ja
6" TAPPING SLEEVE
o AND VALVE
+�f 1 -HYDRANT
1- DI HYDRANT LEG
W 1- GATE VALVE
EXISTING ° 1 - 6X6 CROSS
6" ACP { 6" DETECTOR CHECK WATER METER 1 - 6X2 REDUCER I
WATER AND ABOVE GROUND 6" REDUCED I 1 - 6" 90 ` BEND
LINE ° PRESSURE PRINCIPLE BACKFLOW ALL CONNECTIONS
'EXISTING 8"DEVICE WITH INSULATED TO BE RESTRAINED
REOUS CLAYENCLOSURE JOINTER LINE -OE- aE GEM °E °E°EGE OE
1- - t�`l1" K31`) OE CE CE OE OE:-
0OE CE OE
OE nF DE Ge
C', °E �,oET-L-��=�' p� G -G f G_
r - -�- �� GE`4 r
f� oE-J- De G\� TG TC TG TC TC TC - TC TG TC - rC _._......-� �_�---�� TC G 0E_---_ GE _
f llll °lj - -
it
MH RIM: 769.27
INV IN: 758.65
INV OUT: -755.5-7
O�
OE
r
EXISTING
FIRE
HYDRANT
EXISTING
6" PVC
WATER
LINE
GES
CE -__T
GES_
J INDUSTRIAL DRIVE EXISTING 6" PVC - °--
f - WATER LINE rG E�
EXISTING --
J° R/W 40' PER DEED BOOK 581 PAGE 823 -� - ------------- FIRE
1 - --_---------- - - - - t-wW-1-4
d- t'� ��--' �� i� ' f a^ a �.`< e .f------:�.'~� ' HYDRANT I rC �D LD
wO_.�_.._---w-
Tc
2" WATER METER
w FDG CONNECTION AND 2" REDUCED PRESSURE s e
o" 45 , BEND PRINCIPLE BACKFLOW
A 45 ° BEND DEVICE WITH INSULATED
r`
!II -T
- -----------__..---- �-- ENGLBS�E------------
.90 s r
r
° 1 INSTALL WATER LINE ABOVE A �Q PROPOSED STORM
o RIM: 769.54 pap O�Cc
`I/
DRAINAGE CULVERT WITH ° '4„ s' c°< 1
S� cQMINIMUM 18" OF COVER
INV IN: 762.50 ° - • . • <3 'p" r
DI -6 INV OUT. 2.50 X69 C,4, OVER THE STORM DRAINAGE
r
RIM: 769.40 1A, PIPE
INV IN: 762.80 R� F� DI -4 j
j I I INV OUT: 762:80 {/��/� RIM: 769.40 s ° ° aR FES -1 r
f INV IN: 762.15 a DI -3 j 9 INV: 761.00
0 65.45 LF of 18" INV OUT: 762.5 " . "• a RIM: 7.67.60.. { } ° .1
INV IN761:5 15'
at 0.49% RCP at 0.53% INV IN 761.75 (18") s q'
� c� f 60.79 LF of 18" RCP '
f 79.95 LF of 24" C_ P at 0,50% ° s .INV OUT: 761.75 ' L� 01 24
°111 I �6" RCp atti A9°J° - 45 ° BEND " s .95.58 LF o€ 24" RCP at Q 2% SGP at 0.57°I0 �S
1 251' o �t 45 ° BEND
F
YI-7 I 143, INV: 761.00
o °
0
a°
RIM: 767.00 ° � �' a � � a � � Z 01-
INV OUT: 763.50 ro +
. �'.
.m�4 ' DI8.YI2 •S
°a a , RIM: 766.25 Oo
RIM: j
.
a INV IN: 761.25
INV OUT: 763.0
INV OUT: 761.251 a
®'11 o f -INV: 765.00
i I I
c�
\ I
\I
\ ` f
\I\
TC -
If w ( l :
12" PVC GUTTER
COLLECTION SYSTEM.
LOCATION SHOWN FOR
REFERENCE ONLY. SEE
ARCHITECTS PLANS FOR
LOCATION AND
CONNECTIONS
Gar en O �� 5AT. P15H0
T ° Q
PROVIDE CLEANOUTS AT
EACH GUTTER CONNECTION
AND ON 100' SPACINGS INV: 761.00 -
o�
--_j
INV: 765.00
UTILITY NOTES
1. SALISBURY -ROWAN UTILITIES IS THE OWNER AND OPERATOR OF THE EXISTING WATER AND SEWER
SYSTEM. CONNECTIONS TO THESE SYSTEMS SHALL BE COORDINATED WITH THE UTILITIES
DEPARTMENT (TELEPHONE NUMBER 704-638-5300). CONTRACTOR SHALL PROVIDE A MINIMUM OF 48
HOURS NOTICE BEFORE CONNECTING TO THEIR SYSTEM. ALL CONNECTIONS TO THE CITY OF
SALISBURY SYSTEM SHALL.BE MADE IN THE PRESENCE OF THE CITY INSPECTOR.
2. ALL WATER AND SEWER MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE
WITH THE STANDARDS AND SPECIFICATIONS FOR WASTEWATER COLLECTION AND WATER
DISTRIBUTION FOR SALISBURY -ROWAN UTILITIES, LATEST EDITION, OR AS SPECIFIED HEREIN.
3. THE PROPOSED WATER AND SEWER SERVICE CONNECTIONS ARE TO BE MADE AT THE LOCATIONS
SHOWN ON THE PLANS IN AN EXISTING CITY STREET. CONTRACTOR SHALL COORDINATE STUB OUTS
WITH THE CITY OF SALISBURY INSPECTOR. PAVEMENT REPAIR FOR WATER AND SEWER
CONNECTIONS UNDER STREETS SHALL BE IN ACCORDANCE WITH THE DETAIL SHOWN ON THE PLANS.
4. SINCE A LARGE PORTION OF. THIS PROJECT IS DESIGN BUILD, I.E. PLUMBING, MECHANICAL,
ELECTRICAL, FIRE PROTECTION, THE EXACT LOCATION AND ELEVATION OF THE UTILITIES LEAVING
THE BUILDING ARE UNKNOWN. THE SITE UTILITIES SHOWN ON THE PLANS ARE APPROXIMATE AND
WILL NEED TO BE VERIFIED WITH THE PM&E PLANS PRIOR TO CONSTRUCTION OF THE SITE UTILITIES.
CONTRACTOR SHALL COORDINATE THE LOCATION, SIZE AND ELEVATION WITH THE PM&E
CONTRACTORS, CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY CONFLICTS OR
CHANGES THAT WILL NEED TO BE MADE TO THE SITE UTILITIES TO ENSURE THAT THE SYSTEMS WILL
OPERATE AS DESIGNED, ANY CHANGES MADE TO THE ALIGNMENT AND GRADE OF LINES SHALL BE IN
ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL CODES. THE SITE UTILITY CONTRACTOR SHALL
BE RESPONSIBLE FOR CONNECTING THE PROPOSED PM&E UTILITIES FIVE FEET (5) OUTSIDE OF THE
BUILDING WALL.
5. SEE THE CITY OF SALISBURY WATER SEWER MAINTENANCE DEPARTMENT APPROVED PRODUCT
MANUFACTURERS LIST FOR ACCEPTABLE PRODUCTS TO BE USED FOR WASTE AND SEWER
CONNECTIONS. THIS DOCUMENT IS REFERRED TO AS APPENDIX A
WATER SYSTEM
1, WATER MAINS CAN BE DUCTILE IRON (PRESSURE CLASS 350 OR PVC C-900 CLASS 200 PIPE UNLESS
OTHERWISE SPECIFIED ON THE PLANS.
2. CONNECTION TO THE EXISTING WATER SYSTEM SHALL BE MADE WITH A TAPPING SLEEVE AND
VALVE.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING ALL CONNECTIONS FROM THE EXISTING
6" WATER MAIN AND INSTALLING THE 6" FIRE LINE SERVICE AND THE DOMESTIC 2" WATER METER.
SERVICES SHALL INCLUDE ALL METERS, RPZ's WITH HOTBOXES AND HEATERS. THE SERVICES SHALL
BE INSTALLED AT THE LOCATION SHOWN ON THE PLANS. COORDINATE THE LOCATION WITH THE
ARCHITECT. ALL WATER METERS AND RPZs SHALL BE IN ACCORDANCE WITH THE STANDARD
DETAILS.
4. RPZ'S SHALL BE INSTALLED TESTED, AND CERTIFIED IN ACCORDANCE WITH THE CITY OF
SALISBURY CROSS CONNECTION CONTROL POLICY.
5. ALL DUG TILE IRON WATER PIPE SHALL CONFORM TO ANSIIAWWA C1511A21.21 SHALL BE PRESSURE
CLASS 350 AND SHALL BE PUSH -ON TYPE JOINTS WITH RUBBER GASKETS, MEETING THE
REQUIREMENTS OF AWWA C111/A21.11, NEOPRENE OR OTHER SYNTHETIC RUBBER. CEMENT
MORTAR LINING SHALL BE IN ACCORDANCE WITH ANSIIAWWA C1 041A21.4. COAL TAR COATING SHALL
BE MIL -C-184810, KOP-COAT "BITUMATICE NO. 50" OR TNEMEC "46-450 HEAVY TNEMECOL", ALL WATER
PIPE SHALL BE INSTALLED WITH A MINIMUM DEPTH OF COVER OF T-0". PVC WATER PIPE SHALL BE
C-900 CLASS 200 PUSH ON JOINT PIPE. RESTRAINED JOINTS SHALL BE USED WHERE NOTED ON THE
PLAN.
6. ALL WATER VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH NON -RISING STEM IN
ACCORDANCE WITH AWWA C905 AND OPEN TO THE LEFT. ALL VALVES SHALL BE INSTALLED WITH
CAST IRON VALVE BOXES. APPROVED VALVES AREAS FOLLOWS:
7. ALL VALVES, BENDS, FITTINGS, ETC SHALL HAVE CONCRETE BLOCKING AND SHALL BE.
MECHANICAL JOINT FITTINGS. ALL FITTINGS SHALL BE RESTRAINED BY THE USE OF MEGA -LUG
RETAINER GLANDS OR APPROVED EQUAL.
9. ALL TAPPING SLEEVE AND VALVES SHALL BE SUITABLE FOR CONNECTION UNDER PRESSURE WITH
NO LOSS OF WATER OR INTERRUPTION OF FLOW IN THE MAIN. SIZES 2" THROUGH 12" SHALL BE
RATED FOR A WORKING PRESSURE OF 200 PSI AND SHALL BE TESTED TO 400 PSI. TAPPING VALVES
SHALL CONFORM TO AWWA C500. TAPPING SLEEVES SHALL BE CAST IRON OR STAINLESS STEEL,
RATED FOR A WORKING PRESSURE OF 150PSI. ALL TAPPING SLEEVES SHALL HAVE CAST IRON
FLANGED OUTLET DESIGNED FOR ATTACHMENT TO THE FLANGED INLET END OF THE TAPPING
MACHINE. CAST IRON TAPPING SLEEVES SHALL HAVE SPLIT -TYPE MECHANICAL JOINT ENDS AND
SHALL EFFETELY PROVIDE A TOTALLY ENCLOSED WATERTIGHT SEAL. CAST IRON TAPPING SLEEVES
SHALL BE MUELLER "NO. H-615" OR APPROVED EQUAL.
STAINLESS STEEL TAPPING SLEEVES SHALL BE CONSTRUCTED OF ASTM A240, STAINLESS STEEL
WITH TYPE STAINLESS STEEL BOLTS, WASHERS AND NUTS. STAINLESS STEEL TAPPING SLEEVES
SHALL BE ROMAC INDUSTRIES, INC., "MODEL SST" OR EQUAL.
CAST IRON TAPPING VALVES SHALL CONFORM TO AWWA C500 AND SHALL BE MUELLER "NOT 2360 QR
EQUAL.
ALL TAPPING SLEEVES AND VALVES SHALL BE INSTALLED WITH CAST IRON VALVE BOXES.
10. THE 6" AND 2" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTOR ASSEMBLY SHALL BE A
MODEL ON THE SALISBURY -ROWAN UTILITIES LIST, PIPING SHALL BE DUCTILE IRON WITH
RESTRAINED JOINTS.
1. CONNECTION TO THE EXISTING SEWER SYSTEM SHALL BE MADE. WITH MATERIALS APPROVED BY
SALISBURY ROWAN UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR MAKING THIS CONNECTION.
THE UTILITY INSPECTOR SHALL BE PRESENT DURING THE CONNECTION.
2. ALL 6" PVC SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PVC WITH PUSH -ON JOINTS WITH
RUBBER GASKETS COMPLYING. WITH ASTM F477 SYNTHETIC RUBBER.. PIPE SHALL BE INSTALLED WITH
CLASS "B" BEDDING AND SHOWN ON THE DETAILS.
3. ALL SEWER LATERALS SHALL BE SCHEDULE 40 PVC GLUE JOINT PIPE.
4. SEWER CLEAN -OUTS SHALL BE SCHEDULE 40 PVC PIPE WITH PVC SCREW CAP
SEE THE SHEET 6 FOR ADDITIONAL NOTES RELATED TO THE CONSTRUCTION OF THE
STORM DRAINAGE SYSTEM AND SITE WORK
! SAT. D15H f
Ij
U5 ELEG.
? sERVIGE BUIL.DINO BUILDINGBUILdINC
EXISTING 8"
VITREOUS CLAY
SEWER LINE
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alley, willia.ms, carmen, & king, inc. FILLTECH USREVISION DESCRIPTION DATE INITIAL SCALE DATE: 2-23-17 JOB N0. 16509
65O
A. - NEW MANUFACTURING PLANT
I
CONSULTING E N G I N E E R S PLAN: SCALE
= 30' DMWN BY: RCC UTILITY & STORM SHEEP No -
FIRM LICENSE No. F-0243 380 PALME R ROAD PROFILE CHECKED BY: GWW 120 SOUTH MAIN STREET P.O. BOX 1248 (� u HORIz.: DRAINAGE P LAN
KANNAPOLIS, INC 28082 704/938-1515 ROCKWELL, N V R TH CAR 0 LINA DwC 16509 SP -PR al: 14
vERT.:
8" SEWER INV: 758.12
i
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SEE PLUMBIN0 G
/MECHANICAL SEE PLUMBING /MECHANICAL DRAWINGS
DRAWFOR FOR LABORATORY UTILITY
UTILITYY CO CONNECT{ON 3" PROPOSED SEWER CONNECTIONS. UTILITY SERVICES
DETAILS IN THIS AREA o
LATERAL WITH 2/° CONNECT TO THE MAIN BUILDING.
f
MINIMUM GRADE
6" PROPOSED SEWER
!!
LATERAL WITH 2% i
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PROPOSED I
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6" SEWER TAP
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12" PVC GUTTER
COLLECTION SYSTEM.
LOCATION SHOWN FOR
REFERENCE ONLY. SEE
ARCHITECTS PLANS FOR
LOCATION AND
CONNECTIONS
Gar en O �� 5AT. P15H0
T ° Q
PROVIDE CLEANOUTS AT
EACH GUTTER CONNECTION
AND ON 100' SPACINGS INV: 761.00 -
o�
--_j
INV: 765.00
UTILITY NOTES
1. SALISBURY -ROWAN UTILITIES IS THE OWNER AND OPERATOR OF THE EXISTING WATER AND SEWER
SYSTEM. CONNECTIONS TO THESE SYSTEMS SHALL BE COORDINATED WITH THE UTILITIES
DEPARTMENT (TELEPHONE NUMBER 704-638-5300). CONTRACTOR SHALL PROVIDE A MINIMUM OF 48
HOURS NOTICE BEFORE CONNECTING TO THEIR SYSTEM. ALL CONNECTIONS TO THE CITY OF
SALISBURY SYSTEM SHALL.BE MADE IN THE PRESENCE OF THE CITY INSPECTOR.
2. ALL WATER AND SEWER MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE
WITH THE STANDARDS AND SPECIFICATIONS FOR WASTEWATER COLLECTION AND WATER
DISTRIBUTION FOR SALISBURY -ROWAN UTILITIES, LATEST EDITION, OR AS SPECIFIED HEREIN.
3. THE PROPOSED WATER AND SEWER SERVICE CONNECTIONS ARE TO BE MADE AT THE LOCATIONS
SHOWN ON THE PLANS IN AN EXISTING CITY STREET. CONTRACTOR SHALL COORDINATE STUB OUTS
WITH THE CITY OF SALISBURY INSPECTOR. PAVEMENT REPAIR FOR WATER AND SEWER
CONNECTIONS UNDER STREETS SHALL BE IN ACCORDANCE WITH THE DETAIL SHOWN ON THE PLANS.
4. SINCE A LARGE PORTION OF. THIS PROJECT IS DESIGN BUILD, I.E. PLUMBING, MECHANICAL,
ELECTRICAL, FIRE PROTECTION, THE EXACT LOCATION AND ELEVATION OF THE UTILITIES LEAVING
THE BUILDING ARE UNKNOWN. THE SITE UTILITIES SHOWN ON THE PLANS ARE APPROXIMATE AND
WILL NEED TO BE VERIFIED WITH THE PM&E PLANS PRIOR TO CONSTRUCTION OF THE SITE UTILITIES.
CONTRACTOR SHALL COORDINATE THE LOCATION, SIZE AND ELEVATION WITH THE PM&E
CONTRACTORS, CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY CONFLICTS OR
CHANGES THAT WILL NEED TO BE MADE TO THE SITE UTILITIES TO ENSURE THAT THE SYSTEMS WILL
OPERATE AS DESIGNED, ANY CHANGES MADE TO THE ALIGNMENT AND GRADE OF LINES SHALL BE IN
ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL CODES. THE SITE UTILITY CONTRACTOR SHALL
BE RESPONSIBLE FOR CONNECTING THE PROPOSED PM&E UTILITIES FIVE FEET (5) OUTSIDE OF THE
BUILDING WALL.
5. SEE THE CITY OF SALISBURY WATER SEWER MAINTENANCE DEPARTMENT APPROVED PRODUCT
MANUFACTURERS LIST FOR ACCEPTABLE PRODUCTS TO BE USED FOR WASTE AND SEWER
CONNECTIONS. THIS DOCUMENT IS REFERRED TO AS APPENDIX A
WATER SYSTEM
1, WATER MAINS CAN BE DUCTILE IRON (PRESSURE CLASS 350 OR PVC C-900 CLASS 200 PIPE UNLESS
OTHERWISE SPECIFIED ON THE PLANS.
2. CONNECTION TO THE EXISTING WATER SYSTEM SHALL BE MADE WITH A TAPPING SLEEVE AND
VALVE.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING ALL CONNECTIONS FROM THE EXISTING
6" WATER MAIN AND INSTALLING THE 6" FIRE LINE SERVICE AND THE DOMESTIC 2" WATER METER.
SERVICES SHALL INCLUDE ALL METERS, RPZ's WITH HOTBOXES AND HEATERS. THE SERVICES SHALL
BE INSTALLED AT THE LOCATION SHOWN ON THE PLANS. COORDINATE THE LOCATION WITH THE
ARCHITECT. ALL WATER METERS AND RPZs SHALL BE IN ACCORDANCE WITH THE STANDARD
DETAILS.
4. RPZ'S SHALL BE INSTALLED TESTED, AND CERTIFIED IN ACCORDANCE WITH THE CITY OF
SALISBURY CROSS CONNECTION CONTROL POLICY.
5. ALL DUG TILE IRON WATER PIPE SHALL CONFORM TO ANSIIAWWA C1511A21.21 SHALL BE PRESSURE
CLASS 350 AND SHALL BE PUSH -ON TYPE JOINTS WITH RUBBER GASKETS, MEETING THE
REQUIREMENTS OF AWWA C111/A21.11, NEOPRENE OR OTHER SYNTHETIC RUBBER. CEMENT
MORTAR LINING SHALL BE IN ACCORDANCE WITH ANSIIAWWA C1 041A21.4. COAL TAR COATING SHALL
BE MIL -C-184810, KOP-COAT "BITUMATICE NO. 50" OR TNEMEC "46-450 HEAVY TNEMECOL", ALL WATER
PIPE SHALL BE INSTALLED WITH A MINIMUM DEPTH OF COVER OF T-0". PVC WATER PIPE SHALL BE
C-900 CLASS 200 PUSH ON JOINT PIPE. RESTRAINED JOINTS SHALL BE USED WHERE NOTED ON THE
PLAN.
6. ALL WATER VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH NON -RISING STEM IN
ACCORDANCE WITH AWWA C905 AND OPEN TO THE LEFT. ALL VALVES SHALL BE INSTALLED WITH
CAST IRON VALVE BOXES. APPROVED VALVES AREAS FOLLOWS:
7. ALL VALVES, BENDS, FITTINGS, ETC SHALL HAVE CONCRETE BLOCKING AND SHALL BE.
MECHANICAL JOINT FITTINGS. ALL FITTINGS SHALL BE RESTRAINED BY THE USE OF MEGA -LUG
RETAINER GLANDS OR APPROVED EQUAL.
9. ALL TAPPING SLEEVE AND VALVES SHALL BE SUITABLE FOR CONNECTION UNDER PRESSURE WITH
NO LOSS OF WATER OR INTERRUPTION OF FLOW IN THE MAIN. SIZES 2" THROUGH 12" SHALL BE
RATED FOR A WORKING PRESSURE OF 200 PSI AND SHALL BE TESTED TO 400 PSI. TAPPING VALVES
SHALL CONFORM TO AWWA C500. TAPPING SLEEVES SHALL BE CAST IRON OR STAINLESS STEEL,
RATED FOR A WORKING PRESSURE OF 150PSI. ALL TAPPING SLEEVES SHALL HAVE CAST IRON
FLANGED OUTLET DESIGNED FOR ATTACHMENT TO THE FLANGED INLET END OF THE TAPPING
MACHINE. CAST IRON TAPPING SLEEVES SHALL HAVE SPLIT -TYPE MECHANICAL JOINT ENDS AND
SHALL EFFETELY PROVIDE A TOTALLY ENCLOSED WATERTIGHT SEAL. CAST IRON TAPPING SLEEVES
SHALL BE MUELLER "NO. H-615" OR APPROVED EQUAL.
STAINLESS STEEL TAPPING SLEEVES SHALL BE CONSTRUCTED OF ASTM A240, STAINLESS STEEL
WITH TYPE STAINLESS STEEL BOLTS, WASHERS AND NUTS. STAINLESS STEEL TAPPING SLEEVES
SHALL BE ROMAC INDUSTRIES, INC., "MODEL SST" OR EQUAL.
CAST IRON TAPPING VALVES SHALL CONFORM TO AWWA C500 AND SHALL BE MUELLER "NOT 2360 QR
EQUAL.
ALL TAPPING SLEEVES AND VALVES SHALL BE INSTALLED WITH CAST IRON VALVE BOXES.
10. THE 6" AND 2" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTOR ASSEMBLY SHALL BE A
MODEL ON THE SALISBURY -ROWAN UTILITIES LIST, PIPING SHALL BE DUCTILE IRON WITH
RESTRAINED JOINTS.
1. CONNECTION TO THE EXISTING SEWER SYSTEM SHALL BE MADE. WITH MATERIALS APPROVED BY
SALISBURY ROWAN UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR MAKING THIS CONNECTION.
THE UTILITY INSPECTOR SHALL BE PRESENT DURING THE CONNECTION.
2. ALL 6" PVC SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PVC WITH PUSH -ON JOINTS WITH
RUBBER GASKETS COMPLYING. WITH ASTM F477 SYNTHETIC RUBBER.. PIPE SHALL BE INSTALLED WITH
CLASS "B" BEDDING AND SHOWN ON THE DETAILS.
3. ALL SEWER LATERALS SHALL BE SCHEDULE 40 PVC GLUE JOINT PIPE.
4. SEWER CLEAN -OUTS SHALL BE SCHEDULE 40 PVC PIPE WITH PVC SCREW CAP
SEE THE SHEET 6 FOR ADDITIONAL NOTES RELATED TO THE CONSTRUCTION OF THE
STORM DRAINAGE SYSTEM AND SITE WORK
! SAT. D15H f
Ij
U5 ELEG.
? sERVIGE BUIL.DINO BUILDINGBUILdINC
EXISTING 8"
VITREOUS CLAY
SEWER LINE
I I
I Ifo
U) � 111114111f11/,�
3
s•CAR
f `� • ;
1 ff W
ESS/pti9 ;• � ;
I ° Q SEAL
` FOR PERMIT REVIEW ONLY - �6s83
{ a � e
NOT RELEASED FOR CONSTRUCTION ~ ��•••��cl>sE��'�0:'
t SL
°
alley, willia.ms, carmen, & king, inc. FILLTECH USREVISION DESCRIPTION DATE INITIAL SCALE DATE: 2-23-17 JOB N0. 16509
65O
A. - NEW MANUFACTURING PLANT
I
CONSULTING E N G I N E E R S PLAN: SCALE
= 30' DMWN BY: RCC UTILITY & STORM SHEEP No -
FIRM LICENSE No. F-0243 380 PALME R ROAD PROFILE CHECKED BY: GWW 120 SOUTH MAIN STREET P.O. BOX 1248 (� u HORIz.: DRAINAGE P LAN
KANNAPOLIS, INC 28082 704/938-1515 ROCKWELL, N V R TH CAR 0 LINA DwC 16509 SP -PR al: 14
vERT.:
8" SEWER INV: 758.12
i
j
m
'-�-I
Cc
lfffj
I
o
SEE PLUMBIN0 G
/MECHANICAL SEE PLUMBING /MECHANICAL DRAWINGS
DRAWFOR FOR LABORATORY UTILITY
UTILITYY CO CONNECT{ON 3" PROPOSED SEWER CONNECTIONS. UTILITY SERVICES
DETAILS IN THIS AREA o
LATERAL WITH 2/° CONNECT TO THE MAIN BUILDING.
f
MINIMUM GRADE
TC -
If w ( l :
12" PVC GUTTER
COLLECTION SYSTEM.
LOCATION SHOWN FOR
REFERENCE ONLY. SEE
ARCHITECTS PLANS FOR
LOCATION AND
CONNECTIONS
Gar en O �� 5AT. P15H0
T ° Q
PROVIDE CLEANOUTS AT
EACH GUTTER CONNECTION
AND ON 100' SPACINGS INV: 761.00 -
o�
--_j
INV: 765.00
UTILITY NOTES
1. SALISBURY -ROWAN UTILITIES IS THE OWNER AND OPERATOR OF THE EXISTING WATER AND SEWER
SYSTEM. CONNECTIONS TO THESE SYSTEMS SHALL BE COORDINATED WITH THE UTILITIES
DEPARTMENT (TELEPHONE NUMBER 704-638-5300). CONTRACTOR SHALL PROVIDE A MINIMUM OF 48
HOURS NOTICE BEFORE CONNECTING TO THEIR SYSTEM. ALL CONNECTIONS TO THE CITY OF
SALISBURY SYSTEM SHALL.BE MADE IN THE PRESENCE OF THE CITY INSPECTOR.
2. ALL WATER AND SEWER MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE
WITH THE STANDARDS AND SPECIFICATIONS FOR WASTEWATER COLLECTION AND WATER
DISTRIBUTION FOR SALISBURY -ROWAN UTILITIES, LATEST EDITION, OR AS SPECIFIED HEREIN.
3. THE PROPOSED WATER AND SEWER SERVICE CONNECTIONS ARE TO BE MADE AT THE LOCATIONS
SHOWN ON THE PLANS IN AN EXISTING CITY STREET. CONTRACTOR SHALL COORDINATE STUB OUTS
WITH THE CITY OF SALISBURY INSPECTOR. PAVEMENT REPAIR FOR WATER AND SEWER
CONNECTIONS UNDER STREETS SHALL BE IN ACCORDANCE WITH THE DETAIL SHOWN ON THE PLANS.
4. SINCE A LARGE PORTION OF. THIS PROJECT IS DESIGN BUILD, I.E. PLUMBING, MECHANICAL,
ELECTRICAL, FIRE PROTECTION, THE EXACT LOCATION AND ELEVATION OF THE UTILITIES LEAVING
THE BUILDING ARE UNKNOWN. THE SITE UTILITIES SHOWN ON THE PLANS ARE APPROXIMATE AND
WILL NEED TO BE VERIFIED WITH THE PM&E PLANS PRIOR TO CONSTRUCTION OF THE SITE UTILITIES.
CONTRACTOR SHALL COORDINATE THE LOCATION, SIZE AND ELEVATION WITH THE PM&E
CONTRACTORS, CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY CONFLICTS OR
CHANGES THAT WILL NEED TO BE MADE TO THE SITE UTILITIES TO ENSURE THAT THE SYSTEMS WILL
OPERATE AS DESIGNED, ANY CHANGES MADE TO THE ALIGNMENT AND GRADE OF LINES SHALL BE IN
ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL CODES. THE SITE UTILITY CONTRACTOR SHALL
BE RESPONSIBLE FOR CONNECTING THE PROPOSED PM&E UTILITIES FIVE FEET (5) OUTSIDE OF THE
BUILDING WALL.
5. SEE THE CITY OF SALISBURY WATER SEWER MAINTENANCE DEPARTMENT APPROVED PRODUCT
MANUFACTURERS LIST FOR ACCEPTABLE PRODUCTS TO BE USED FOR WASTE AND SEWER
CONNECTIONS. THIS DOCUMENT IS REFERRED TO AS APPENDIX A
WATER SYSTEM
1, WATER MAINS CAN BE DUCTILE IRON (PRESSURE CLASS 350 OR PVC C-900 CLASS 200 PIPE UNLESS
OTHERWISE SPECIFIED ON THE PLANS.
2. CONNECTION TO THE EXISTING WATER SYSTEM SHALL BE MADE WITH A TAPPING SLEEVE AND
VALVE.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING ALL CONNECTIONS FROM THE EXISTING
6" WATER MAIN AND INSTALLING THE 6" FIRE LINE SERVICE AND THE DOMESTIC 2" WATER METER.
SERVICES SHALL INCLUDE ALL METERS, RPZ's WITH HOTBOXES AND HEATERS. THE SERVICES SHALL
BE INSTALLED AT THE LOCATION SHOWN ON THE PLANS. COORDINATE THE LOCATION WITH THE
ARCHITECT. ALL WATER METERS AND RPZs SHALL BE IN ACCORDANCE WITH THE STANDARD
DETAILS.
4. RPZ'S SHALL BE INSTALLED TESTED, AND CERTIFIED IN ACCORDANCE WITH THE CITY OF
SALISBURY CROSS CONNECTION CONTROL POLICY.
5. ALL DUG TILE IRON WATER PIPE SHALL CONFORM TO ANSIIAWWA C1511A21.21 SHALL BE PRESSURE
CLASS 350 AND SHALL BE PUSH -ON TYPE JOINTS WITH RUBBER GASKETS, MEETING THE
REQUIREMENTS OF AWWA C111/A21.11, NEOPRENE OR OTHER SYNTHETIC RUBBER. CEMENT
MORTAR LINING SHALL BE IN ACCORDANCE WITH ANSIIAWWA C1 041A21.4. COAL TAR COATING SHALL
BE MIL -C-184810, KOP-COAT "BITUMATICE NO. 50" OR TNEMEC "46-450 HEAVY TNEMECOL", ALL WATER
PIPE SHALL BE INSTALLED WITH A MINIMUM DEPTH OF COVER OF T-0". PVC WATER PIPE SHALL BE
C-900 CLASS 200 PUSH ON JOINT PIPE. RESTRAINED JOINTS SHALL BE USED WHERE NOTED ON THE
PLAN.
6. ALL WATER VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH NON -RISING STEM IN
ACCORDANCE WITH AWWA C905 AND OPEN TO THE LEFT. ALL VALVES SHALL BE INSTALLED WITH
CAST IRON VALVE BOXES. APPROVED VALVES AREAS FOLLOWS:
7. ALL VALVES, BENDS, FITTINGS, ETC SHALL HAVE CONCRETE BLOCKING AND SHALL BE.
MECHANICAL JOINT FITTINGS. ALL FITTINGS SHALL BE RESTRAINED BY THE USE OF MEGA -LUG
RETAINER GLANDS OR APPROVED EQUAL.
9. ALL TAPPING SLEEVE AND VALVES SHALL BE SUITABLE FOR CONNECTION UNDER PRESSURE WITH
NO LOSS OF WATER OR INTERRUPTION OF FLOW IN THE MAIN. SIZES 2" THROUGH 12" SHALL BE
RATED FOR A WORKING PRESSURE OF 200 PSI AND SHALL BE TESTED TO 400 PSI. TAPPING VALVES
SHALL CONFORM TO AWWA C500. TAPPING SLEEVES SHALL BE CAST IRON OR STAINLESS STEEL,
RATED FOR A WORKING PRESSURE OF 150PSI. ALL TAPPING SLEEVES SHALL HAVE CAST IRON
FLANGED OUTLET DESIGNED FOR ATTACHMENT TO THE FLANGED INLET END OF THE TAPPING
MACHINE. CAST IRON TAPPING SLEEVES SHALL HAVE SPLIT -TYPE MECHANICAL JOINT ENDS AND
SHALL EFFETELY PROVIDE A TOTALLY ENCLOSED WATERTIGHT SEAL. CAST IRON TAPPING SLEEVES
SHALL BE MUELLER "NO. H-615" OR APPROVED EQUAL.
STAINLESS STEEL TAPPING SLEEVES SHALL BE CONSTRUCTED OF ASTM A240, STAINLESS STEEL
WITH TYPE STAINLESS STEEL BOLTS, WASHERS AND NUTS. STAINLESS STEEL TAPPING SLEEVES
SHALL BE ROMAC INDUSTRIES, INC., "MODEL SST" OR EQUAL.
CAST IRON TAPPING VALVES SHALL CONFORM TO AWWA C500 AND SHALL BE MUELLER "NOT 2360 QR
EQUAL.
ALL TAPPING SLEEVES AND VALVES SHALL BE INSTALLED WITH CAST IRON VALVE BOXES.
10. THE 6" AND 2" REDUCED PRESSURE PRINCIPAL BACKFLOW PREVENTOR ASSEMBLY SHALL BE A
MODEL ON THE SALISBURY -ROWAN UTILITIES LIST, PIPING SHALL BE DUCTILE IRON WITH
RESTRAINED JOINTS.
1. CONNECTION TO THE EXISTING SEWER SYSTEM SHALL BE MADE. WITH MATERIALS APPROVED BY
SALISBURY ROWAN UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR MAKING THIS CONNECTION.
THE UTILITY INSPECTOR SHALL BE PRESENT DURING THE CONNECTION.
2. ALL 6" PVC SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PVC WITH PUSH -ON JOINTS WITH
RUBBER GASKETS COMPLYING. WITH ASTM F477 SYNTHETIC RUBBER.. PIPE SHALL BE INSTALLED WITH
CLASS "B" BEDDING AND SHOWN ON THE DETAILS.
3. ALL SEWER LATERALS SHALL BE SCHEDULE 40 PVC GLUE JOINT PIPE.
4. SEWER CLEAN -OUTS SHALL BE SCHEDULE 40 PVC PIPE WITH PVC SCREW CAP
SEE THE SHEET 6 FOR ADDITIONAL NOTES RELATED TO THE CONSTRUCTION OF THE
STORM DRAINAGE SYSTEM AND SITE WORK
! SAT. D15H f
Ij
U5 ELEG.
? sERVIGE BUIL.DINO BUILDINGBUILdINC
EXISTING 8"
VITREOUS CLAY
SEWER LINE
I I
I Ifo
U) � 111114111f11/,�
3
s•CAR
f `� • ;
1 ff W
ESS/pti9 ;• � ;
I ° Q SEAL
` FOR PERMIT REVIEW ONLY - �6s83
{ a � e
NOT RELEASED FOR CONSTRUCTION ~ ��•••��cl>sE��'�0:'
t SL
°
alley, willia.ms, carmen, & king, inc. FILLTECH USREVISION DESCRIPTION DATE INITIAL SCALE DATE: 2-23-17 JOB N0. 16509
65O
A. - NEW MANUFACTURING PLANT
I
CONSULTING E N G I N E E R S PLAN: SCALE
= 30' DMWN BY: RCC UTILITY & STORM SHEEP No -
FIRM LICENSE No. F-0243 380 PALME R ROAD PROFILE CHECKED BY: GWW 120 SOUTH MAIN STREET P.O. BOX 1248 (� u HORIz.: DRAINAGE P LAN
KANNAPOLIS, INC 28082 704/938-1515 ROCKWELL, N V R TH CAR 0 LINA DwC 16509 SP -PR al: 14
vERT.:

o
I
00
EXISTING
6" AC P
WATER
LINE
MH PZIM: 766.2-1
INV IN: `758.63
INV OUT: 758.57
OErr
°E
co
i
111p A MH RIM: 766.52
INV IN: 75q.62
INV OUT: 756;58 I I 1
jCn
o
q
° EXISTING 8"
VITREOUS CLAY
w SEWER LINE
',,! 9E OE Ckim DE OF D OE OE
O OE �I~ OE CE
OE DE OE OE OE QE OE OE ..� G E
I,7 r o-� C,- _ °E _
r oE-ry- of 4c u°�E'Q� OE TC TC
TC TC. 7C TC TC TIC- �� Lr Tr. 7r --{Z TC�_�,� Fn ^~ qU OE�� °E ~
i �IJ TC TC ~D�
° TC �G
° INDUSTRIAL DRIVE
E
r' EXISTING 6" PVC - °cam - O�
WATER LINE , EXISTING rC
" f~ R�W,40' PER DEED BOOK 58\1 PAGE 823 �>�� _ ,-�� -- FIRE �� rc R�20'P� -�
° j _ s ---- �f "br, C _ J T� HYDRANT �` ~- c �-� R GI��F °~ OK�OE
°��_
___. .w. : � v ..,� .-..-, ..rpt � •� � � � °e
�4 Aq 6823-�� _ - QF
Tc
TC
ooI
G
E
TEMP. C❑NSTRUCTI❑N' ENTRANCE S. `� TEMP. l r "�� -_` -.r 4$7
SI FE NCE
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
f P
Y
>66 ►e
I! ti
+ '°
1 SKIMM R SEDI ENT BASIN SSB -2
.(SEE RISER PIPE SEDIMENT z
BASIN WITH SKIMMER D&PIL ❑N Id
SHEET SP 10 FOR C❑NSTRUCTI❑N
SPECIFICATIONS) d
f
771--
F-
71- F-- W
> ' _46
IJ
LLJ
F
1 �� ,SKIMMER SEDIMENT MI SSB=I ?,615
% (SEE SKIMMER SEDIMENT BASIN f
l , DETAIL ON SHEET SP -10 FOR
o C❑NSTRUCTIQN_.-SPECIFICATI❑NS) BASIN BD•L.TIIM 762 )'
(b % r _ .`b .� _.d- `� 762 6
g ❑UTLETJ
1
PROTECTION
� IIP -1
1
1
1
t
%3-
765 -
TOP OF BERM 766
DITCH -
"CD , r- - 76 _ �. TOP OF BERM 766
-762
tTD Wit] �% / / / / / / // TEMP. SILT FENCE ` -� a .! 762
TEMP, SILT FENCE 1 --� / / r r -� a� OUTLET STABILIZATION
N
/C_a J _ 5 T. 1715"
-7 6
<-1-764- -- --%6 r �5AT. P 15
UC E=LE=G.
1 5E=RV I GE ICU I LD I NO E31JI L D I NG BU I L D I NC
EXISTING 8" 760
VITREOUS CLAY
jSEWER LINE /
FILLTECH USA - NEW MANUFACTURING PLANT
380 PALMER ROAD
ROCKWELL, NORTH CAROLINA
CONSTRUCTION SEQUENCE:
Erosion Construction Sequence
1. Prior to beginning construction, contact Rowan County Building inspections
and to schedule an on-site pre -construction meeting.
2. See the notes on the cover sheet concerning the location of utilities.
3. Install all Phase 1 temporary erosion and sediment control measures,
including temporary diversion ditches, silt fence, construction entrances,
skimmer basins, sediment basins, and any other measures shown on the
Phase 1. plan.
4. The construction of the riser requires special inspection by the Project
Engineer. Contact Alley Williams, Carmen, and King, Inc at 704-938-151.5
48 hours prior to installing the riser.
5. Suitable soil removed from the skimmer basins shall be stored on site for
Phase 2 construction.
6. Stabilize the fill slopes of the skimmer basins within 7 days of construction.
7. Once the topsoil has been removed and placed in the stockpile area, the
contractor shall identify any existing areas where fill is to be placed and
compaction may be an issue and undercut required.
8. Any existing inert debris and unacceptable soils shall be removed from the
site.
9. Begin grading the site.
10. All erosion control measures shall be inspected and maintained, if needed,
at least once per week and after every rainfall event.
11. The contractor. shall complete an Inspection And Monitoring Records For
Activities Under Stormwater General Permit NCG010000And
Self -Inspection Records For Land Disturbing Activities Report each week
and within 24 hours of a rainfall event greater than 0.5 inch per 24 hour
period. A copy of the report shall be submitted to the owner, with an
additional copy maintained on site, Lack of activity on site does not nullify
the reporting requirements.
12. Once the grading on the site will allow the construction of the storm
drainage system, install the proposed culverts and inlet protection shown
on the Phase 2 Plan.
13. Stabilization is required within 14 calendar days of completion of any phase
of grading or inactivity on project site.
14. Temporary Diversions Ditches shall be rebuilt at the end of each day.
15. The contractor shall be responsible for maintaining positive drainage and
ensuring that the subgrade does not become saturated. In areas of cut,
the contractor shall identify and areas where compaction may be an issue
and undercut may be needed. The owner will only consider payment for
undercut in areas that have been approved prior to the excavation of poor
soils.
.16. Install the proposed site utilities.
17. Bring the site to the grades required for the installation of gravel and
concrete, The subgrade shall be inspected by the engineer and/or owner
priorto the placement of stone. The area shall be proof rolled for
acceptance.
18. Install a groundcover on the fill slopes along the perimeter of the site.
19. The contractor shall notify the owner and engineer 48 hours prior to the
need for inspections and shall provide a driver and truck loaded per NCDOT
standards to perform proof roll testing.
20. Any areas that fail the proof roll shall be repaired and retested.
21. Once the subgrade has been accepted, the contractor shall be responsible
for protecting the surface. Install all concrete pads and bins as shown on
the plans. Stone shall be placed as soon as possible after the proof roll.
22: Once the stone has been placed, the stone shall be compacted and set.
The gravel area must pass a proof roll test prior to being accepted by the
owner.
23. Driveway construction and utility work within the street requires special.
inspections by the Town of Rockwell, NCDOT, and Salisbury Rowan Utilities.
The contractor shall be responsible for coordination of inspections and
testing.
24. The contractor shall provide traffic control as necessary.
25. Install the pavement per the detail in the locations shown on the site pians.
26. Install the landscaping shown on the plans.
27. Once the sediment basin is approved for removal, adjust the basin grades
to match the grading plan, remove the skimmer, cap the skimmer orifice,
and construct the sand filter.
28. The construction of the sand filter requires special inspection by the
Project Engineer, Contact Alley Williams, Carmen, and King, Inc at
704-938-1515 48 hours prior to installing the sand filter to schedule an
inspection.
29. Stabilize the stormwater BMP with a permanent groundcover.
30. Once the groundcover is established, the silt fence and any temporary
measures are to be removed. Stabilize any disturbed areas with a
groundcover,'
.FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
REVISION DESCRIPTION DATE INITIAL SCALE """' 2-23-} 7
PIAN: I' = 30' DRAWN BY:
RCC
. PROFILE CHECKED BY:
HORIz.: G W W
VERT.: DWG No.:
16509 SP -PR
PHASE 1 EROSION
.CONTROL PLAN
,`0114111111rr/�
\A CARD
' Q SEAL f -
- 16883
r X7
1
JOB . 16509
SHEET N0. SP -4
OF: 14
f1
�
Q
w
O
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
f P
Y
>66 ►e
I! ti
+ '°
1 SKIMM R SEDI ENT BASIN SSB -2
.(SEE RISER PIPE SEDIMENT z
BASIN WITH SKIMMER D&PIL ❑N Id
SHEET SP 10 FOR C❑NSTRUCTI❑N
SPECIFICATIONS) d
f
771--
F-
71- F-- W
> ' _46
IJ
LLJ
F
1 �� ,SKIMMER SEDIMENT MI SSB=I ?,615
% (SEE SKIMMER SEDIMENT BASIN f
l , DETAIL ON SHEET SP -10 FOR
o C❑NSTRUCTIQN_.-SPECIFICATI❑NS) BASIN BD•L.TIIM 762 )'
(b % r _ .`b .� _.d- `� 762 6
g ❑UTLETJ
1
PROTECTION
� IIP -1
1
1
1
t
%3-
765 -
TOP OF BERM 766
DITCH -
"CD , r- - 76 _ �. TOP OF BERM 766
-762
tTD Wit] �% / / / / / / // TEMP. SILT FENCE ` -� a .! 762
TEMP, SILT FENCE 1 --� / / r r -� a� OUTLET STABILIZATION
N
/C_a J _ 5 T. 1715"
-7 6
<-1-764- -- --%6 r �5AT. P 15
UC E=LE=G.
1 5E=RV I GE ICU I LD I NO E31JI L D I NG BU I L D I NC
EXISTING 8" 760
VITREOUS CLAY
jSEWER LINE /
FILLTECH USA - NEW MANUFACTURING PLANT
380 PALMER ROAD
ROCKWELL, NORTH CAROLINA
CONSTRUCTION SEQUENCE:
Erosion Construction Sequence
1. Prior to beginning construction, contact Rowan County Building inspections
and to schedule an on-site pre -construction meeting.
2. See the notes on the cover sheet concerning the location of utilities.
3. Install all Phase 1 temporary erosion and sediment control measures,
including temporary diversion ditches, silt fence, construction entrances,
skimmer basins, sediment basins, and any other measures shown on the
Phase 1. plan.
4. The construction of the riser requires special inspection by the Project
Engineer. Contact Alley Williams, Carmen, and King, Inc at 704-938-151.5
48 hours prior to installing the riser.
5. Suitable soil removed from the skimmer basins shall be stored on site for
Phase 2 construction.
6. Stabilize the fill slopes of the skimmer basins within 7 days of construction.
7. Once the topsoil has been removed and placed in the stockpile area, the
contractor shall identify any existing areas where fill is to be placed and
compaction may be an issue and undercut required.
8. Any existing inert debris and unacceptable soils shall be removed from the
site.
9. Begin grading the site.
10. All erosion control measures shall be inspected and maintained, if needed,
at least once per week and after every rainfall event.
11. The contractor. shall complete an Inspection And Monitoring Records For
Activities Under Stormwater General Permit NCG010000And
Self -Inspection Records For Land Disturbing Activities Report each week
and within 24 hours of a rainfall event greater than 0.5 inch per 24 hour
period. A copy of the report shall be submitted to the owner, with an
additional copy maintained on site, Lack of activity on site does not nullify
the reporting requirements.
12. Once the grading on the site will allow the construction of the storm
drainage system, install the proposed culverts and inlet protection shown
on the Phase 2 Plan.
13. Stabilization is required within 14 calendar days of completion of any phase
of grading or inactivity on project site.
14. Temporary Diversions Ditches shall be rebuilt at the end of each day.
15. The contractor shall be responsible for maintaining positive drainage and
ensuring that the subgrade does not become saturated. In areas of cut,
the contractor shall identify and areas where compaction may be an issue
and undercut may be needed. The owner will only consider payment for
undercut in areas that have been approved prior to the excavation of poor
soils.
.16. Install the proposed site utilities.
17. Bring the site to the grades required for the installation of gravel and
concrete, The subgrade shall be inspected by the engineer and/or owner
priorto the placement of stone. The area shall be proof rolled for
acceptance.
18. Install a groundcover on the fill slopes along the perimeter of the site.
19. The contractor shall notify the owner and engineer 48 hours prior to the
need for inspections and shall provide a driver and truck loaded per NCDOT
standards to perform proof roll testing.
20. Any areas that fail the proof roll shall be repaired and retested.
21. Once the subgrade has been accepted, the contractor shall be responsible
for protecting the surface. Install all concrete pads and bins as shown on
the plans. Stone shall be placed as soon as possible after the proof roll.
22: Once the stone has been placed, the stone shall be compacted and set.
The gravel area must pass a proof roll test prior to being accepted by the
owner.
23. Driveway construction and utility work within the street requires special.
inspections by the Town of Rockwell, NCDOT, and Salisbury Rowan Utilities.
The contractor shall be responsible for coordination of inspections and
testing.
24. The contractor shall provide traffic control as necessary.
25. Install the pavement per the detail in the locations shown on the site pians.
26. Install the landscaping shown on the plans.
27. Once the sediment basin is approved for removal, adjust the basin grades
to match the grading plan, remove the skimmer, cap the skimmer orifice,
and construct the sand filter.
28. The construction of the sand filter requires special inspection by the
Project Engineer, Contact Alley Williams, Carmen, and King, Inc at
704-938-1515 48 hours prior to installing the sand filter to schedule an
inspection.
29. Stabilize the stormwater BMP with a permanent groundcover.
30. Once the groundcover is established, the silt fence and any temporary
measures are to be removed. Stabilize any disturbed areas with a
groundcover,'
.FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
REVISION DESCRIPTION DATE INITIAL SCALE """' 2-23-} 7
PIAN: I' = 30' DRAWN BY:
RCC
. PROFILE CHECKED BY:
HORIz.: G W W
VERT.: DWG No.:
16509 SP -PR
PHASE 1 EROSION
.CONTROL PLAN
,`0114111111rr/�
\A CARD
' Q SEAL f -
- 16883
r X7
1
JOB . 16509
SHEET N0. SP -4
OF: 14

Y
O
I DO
1 CONSTRUCTION SEQUENCE:
Erosion Construction Sequence
AMH RIM: 76ci.52 1. Prior to beginning construction, contact Rowan County
W INV IN: 75cf.62 Building inspections and to schedule an on-site
INV OUT: -75q.58 I pre -construction meeting.
2. See the notes on the cover sheet concerning the location of
utilities.
3. Install all Phase 1 temporary erosion and sediment control
measures, including temporary diversion ditches, silt fence,
construction entrances, skimmer basins, sediment basins, and
+ any other measures shown on the Phase 1 plan.
4. The construction. of the riser requires special inspection by the
jj Project Engineer. Contact Alley Williams, Carmen, and King,
Ij
Inc at 704-938-1515 48 hours prior to installing the riser. 5. Suitable soil removed from the skimmer basins shall be stored
o on site for Phase 2 construction.
EXISTING
6" ACP f 6. Stabilize the fill slopes of the skimmer basins within 7 days of
WATER r I construction.
LINE i� EXISTING 8" 7. Once the topsoil has been removed and placed in the
j VITREOUS CLAY stockpile area, the contractor shall identify any existing areas
SEWER LINE- - - - - of - °C OF I of °e oe oe ° °�`� where fill is to be placed and compaction may be an issue and
1 ;-OtZ
°E 01- or undercut required.
i oe of °E ,'f',�oE" - -°E - °E" G U G Tr I Tr. °E-� °� -� 8. Any existing inert debris and unacceptable s0s shall be
f I� - Tc rc Tc rc TC rc Tc rc rG Tc rc ; Tc------�_ r� c °E -� °� �� - removed from the site.
° -� rc c~� °��� 9. Begin grading the site.
° f INDUSTRIAL DRIVE EXISTING 6" PVC } -�,. _� U�~ °� -� 10. All erosion control measures shall be inspected and
-- / WATER LINE , I , To c-� �` ° maintained, if needed, at least once per week and after every
rj " °
II/W. 40' PER DEED BOOK 581 PAGE 823 ���w----------- ! EXISTING ��
!u -- ..._... -T- -7•- - ---- -
- , - FIRE �~ c �2Q' p oF�� rainfall event.
----------
°--- - -__ =� _ - �- �+ �' - 4� W HYDRANT r`� 11. The contractor shall complete an Inspection And Monitoring
-�_ rc
Records For Activities Under Stormwater Genera! Permit
ilw_����' - , ' ' �� ;t� \"rt• ~~�' f ~ �� ���``�� Tc 5�1'
P.
o' o� NCG010000 And Self -Inspection Records For Land Disturbing
823- Activities Report each week and within 24 hours of a rainfall
2$ �� ` rc event greater than 0.5 inch per 24 hour period. A copy of the
r-.. P
ER ❑ �� �" �- report shall be submitted to the owner, with an additional
o �s N EED g Tc
~` /. JJ ti w -e �-- Oe0�5 ` 1 �� copy maintained on site. Lack of activity on site does not
- �. - - - - - , - �. + - - 81 PqG ~ nullify the reporting requirements.
- - - - - - - - - - - - ! -. - - - - - r` - - � y � '� � TEMP. ' I '� � `�' E487 ��� � 12. Once the grading on the site will allow the construction of the
OJ } �° e - \ / TEMP. CONSTRUCTION E RANCE ,` + �� k �`� �, ;� storm drainage system, install the proposed culverts and inlet
\ / ` t 1� ./ protection shown on the Phase 2 Plan.
13. Stabilization is required within 14 calendar days of completion
of any phase of grading or inactivity on project site.
14: Temporary Diversions Ditches shall be rebuilt at the end of
each day.
TEMP. BLOCK AND GRAVEL '�'i -"� OUTLET SKIMMER SEDIMENT ��* "�` ++
4 , INLET PROTECTION (TYP) PROTECTION BASIN SSB -2 CD r �i°� ' (� 15. The contractor shall be responsible for maintaining positive
/ ❑P-2 ] l j` XQ 1 drainage and ensuring that the subgrade does not become
\� j 77 / j (SEE I RISER PIPE SEDIMENT t i saturated. In areas of cut, the contractor shall identify and
/ / �.� BASIL WITH SKIMMER DETAIL >s + t. areas where compaction may be an issue and undercut may
f� j
MH RIM: `T6a.27
INV IN: 758.63
INV OUT: 758.57
w
pE
CZ 1 ON SHEET SP, -10 rUK J s be needed. The owner will only consider payment for
uON CONSTRUCTI❑ SPECIFICATI❑NS) l f PROTECTION
� ! � undercut in areas that have been approved prior to the
} A,
' OP -1 excavation excavation of poor soils.
16. Once the grading has progressed where all runoff from teh
° / -- ti �� 9 pad can be diverted into Skimmer Sediment Basin SSB -2,
76 i Skimmer Sediment Basin SSB -1.
77 1 77 / 17. Install the proposed site utilities.
77 / 767 i `O 18. Bring the site to the grades required for the installation of
767 I gravel and concrete. The subgrade shall be inspected by the
i F� ✓ �6 j I engineer and/or owner prior to the placement of stone. The
area shall be proof rolled for acceptance.
19. Install a groundcover on the fill slopes along the perimeter of
76 i �6 , the site.
20. The contractor shall notify the owner and engineer 48 hours
f \ , _ g
prior to the need for inspections and shall provide a driver and
truck loaded per NCDOT standards to perform proof roll
+ j �- w f / f �+ f ��i testing.
% I
! - ti✓ �' 21. Any areas that fail the proof roll shall be repaired and
°�� ofIrn retested.
of ,� / +t +�\� 1 + 1 / /� ! / / i�� , 22. Once the subgrade has been accepted, the contractor shall be
responsible for protecting the surface. Install all concrete
rn N I pads and bins as shown on the plans. Stone shall be placed as
as possible after the proof roll.
23. Once the stone has been placed, the stone shall.be compacted
in
and set. The gravel area must pass a proof roll test prior to
\. �r_ ✓ t , 767 �. being accepted by the owner,
� le � � / � � � 24. Driveway construction and utility work within the street
// requires special inspections by the Town of Rockwell, NCDOT,
, / 11 ` \ and Salisbury Rowan Utilities. The contractor shall be
responsible for coordination of inspections and testing.
25. The contractor shall provide traffic control as necessary.
26. Install the pavement per the detail in the locations shown on
\
o +i� r the site plans.
c� MAINTAIN TEMP. DIVERSION 1
DITCH WHILElrILL . PAD IS �y -f �"� ~� �/ / \ 27. install the landscaping shown on the plans.
0j / BEING. CONSTRUCTED , �"` �``- -- - �- 28. Once the sediment basin is approved for removal, adjust the
d' ! 9f ` 1 tt� / , 4 1y I �A ` basin grades to match the grading plan, remove the skimmer,
✓ N f / 76 ` `� 1 cap. the skimmer orifice, and construct the sand filter.
� � 29. The construction of the sand filter requires special inspection
by the Project Engineer. Contact Alley Williams, Carmen, and
w lir I ,�-- '� TEMP, IVERSI❑N DI CH- King, Inc at 704-938-1515 48 hours prior to installing the sand
If TEMP, DIVERSION DiTtoH ,��C7 �% _
g p g
$ + TD TD 77 TD �% TD /Tl TD 77 STD - --� TD -T TC] ZD T© �� TD TD TD -� filter to schedule an inspection.
A; I /� ��� 766 76 767 } 30. Stabilize the stormwater BMP with a permanent groundcover:
-- �� ✓ ---��, 767 ! 31. Once the groundcover is established, the silt fence and any
�I / '. 76 �. --.� temporary measures are to be removed. Stabilize any
N L--- - ----.� --- - 0----=-- -=-- ---------------"""74� --- - - -- �.---- ...T-- -J disturbed areas with a groundcover.
TEMP, SILT FENCE .____. /
TEMP. SILT NCE , r- -� ! / / , / ' ♦ ! _ � ,
- rc - ��_�- Gar eryi % - ✓ 1 = 5 D15HN
O y
r„ --7 64- -' -763 "- � � � [ � `� � � SAT. DISH 7:z-
� \ �
1 UG EI -EG.
SERVICE BU I LD I NO BU I LD I NO
BU I LD I NO
0
EXISTING 8" ~ /S�
VITREOUS CLAY /
SEWER LINE
f
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
FILLTECH tJSA `� NES �ANITFACTLTRING PLANT REVlSiON DESCRIPTION DATE INITIAL SCALE """' 2-23-17
aIle Williams carmen & kin inc
y, gJ
CONSULTING
ENGINEERS
��0 PALMER
ROAD
FIRM LICENSE
No. F-0203
MAIN STREET
OOLIS,
X 1248
P.O. �8�-••
u �j
ROCKWELL, NORTH
CAROLINA
KANN P120
NIC 28082
704/93TH
1515
1" = 30' DRAWN BY. RCC
PROFILE CHECKED BY:
Z.: GWW
DWG No.:
16509 SP -PR
\A CAh?O'%,,r,
=o Q�oF:ss1oN-.
SEAL
_ .16883 -
7-Z -5-17
JOB No. 16509
PHASE 2 EROSION SHEET No.
SP --5
CONTROL PLAN
aF: 14

a j SITE WORK:
J STORM DRAINAGE AND ROOF DRAINAGE COLLECTION SYSTEM:
I I Q MH RIM: -7(oq.52
1. THE CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS,
J INV IN: -75GI.62 EQUIPMENT FOR INSTALLATION OF STORM DRAINAGE AS SHOWN ON
I INV OUT: -75ci_5& THE PLANS. UNLESS OTHERWISE STATED, ALL STORM DRAINAGE AND
h+*1 f CATCH BASINS SHALL BE IN ACCORDANCE WITH THE NCDOT
1 STANDARDS AND SPECIFICATIONS FOR ROADS AND STRUCTURES
1 a �
DATED JANUARY 2002.
2. STORM DRAINAGE MATERIALS SHALL COMPLY WITH THE
o ll� FOLLOWING:
1 A. ALL PVC DRAINAGE PIPE AND FITTINGS SHALL BE SCHEDULE 40
PBVC WITH PUSH -ON JOINTS WITH RUBBER GASKETS COMPLYING WITH
ASTM F477 SYNTHETIC RUBBER, CLASS III CONCRETE PIPE OR HDPE
DOUBLE WALL N-12 OR APPROVED EQUAL. EITHER TYPE PIPE IS
ACCEPTABLE UNLESS OTHERWISE NOTED ON THE PLANS.
00
o
EXISTING i 1 B. ALL ROOF LEADER DRAINAGE PIPE SHALL BE SCHEDULE 40 PVC
C) 6" ACP 1 , i
GLUE JOINT PIPE OR HDPE DOUBLE WALL N-12 PIPE.
Q . WATER C. ALL RCP SHALL CONFORM TO AASHTO M-107, CLASS III,
Z LINE ° EXISTING 8" D. ALL BRICK MASONRY SHALL CONFORM TO ASTM SPECIFICATIONS
VITREOUS CLAY C-62, GRADE SW.
11J SEWER LINE OE OF oe L1h 1 of OE of OE ° °E� E. ALL CEMENT AND GROUT SHALL BE PORTLAND CEMENT - ASTM -150,
O Ij I ^^ - �hT>' i.7 �E pE. OE - OE v OE OE OE TOE QE - — �OFe•... s .� TYPE II. -
I HLA-- l OE - nr. ..._ — (i - T .. - ~ OE _
of of t oE� --e'aE of"�=Q" —�-° G C 0 C rr Tr, I� � ° ~ G. MORTAR SHALL BE CLASS
F. SAND SHALL CONFORM TO ASTM C-33.
I \ TC TC TC TG TG 7C TIC TC TC fC fes" '^ TC �-�T__111E fl ~ ° eM1
I ^ a rG °E---- 1 3. THE LOCATION OF THE PVC ROOF LEADER COLLECTORS FROM THE
W j
INDUSTRIAL
T�TT� J� �� °E-� °F DOWNSPOUTS TO THE ROOF DRAIN SYSTEM SHOWN ON THE PLANS
° Jf 1 U L DRIVE � EXISTING 6" PVC 1J �
-WATER LINE , J-`'•--�-:..� rc ^'�G or: � ARE APPROXIMATE, AND THE CONTRACTOR SHALL. COORDINATE THE
fj `'� J `
w o R/�,�40' PER DEED BOOK 58$ PAGE 823 �,�'\ FIRE y �C �zQ THE TRANSITION EDOWNSPOUTSCATION WITH THE GENERAL CONTRACTOR PRIOR OSHALLBEINION.
p - -1 •---------------- - :....�1=���' :+�.'.. .-�-� /� ( • �i } ? 9 -' ,r' - • +� dam. �^ `s I EfZ � °E��� AOCCO DANCE WITH DETAIL PROVIDED BY THE ARCHITECT.
-� - _----------- - -- --.- r�-- -� ti-� --- .n �I: �r <*""'T� a • PT :�- ' , . HYDRANT R T DEQ oE�
- •� 1 _ t -ate" i ���. C °�_
_ _
'�� ^ 1.3. s 77 yT��� 1_ '� `' �' r�� % ` `~B�Qk 5$,v °E� oE`�; 4. ALL PIPE SHALL BE LAID ON LINE AND GRADE AS SHOWN ON THE
1 _ _ - _ I a. 773~ �• �� z. , �.: �I� pAGE-g pp PLANS. ALL PIPE SHALL BE PLACED ON A FIRM FOUNDATION SO AS TO
°ow 1f i !J1 'a f/ �O� '�CO \ 'Mr, '^•,y - —\- °"-- )isfC,>)C,G,r<fO(C.- ]. -,"C,_�..>fcC,Or`. .,)l `Ut_.S -Oi„O _ ":rU[U(_JJ..] ,:i"(,,'UU(O,7:_$.w.+rctC,U.....,.,),,)•.c{`(O:..�.?,7, "0{arC�.'}:-,.: tCft_-"_.",,"(rCrr..-: -})tOaOC,7_=,.• - UCU__..mm>.<,Onr!73 uLO,;. .),,>u,!{CC.s 7)>yoJOo,CC}7,r vOCaCO,_] 0„Of{J].Ui,boCUJ J> aOU.�uOUr<U. )e) CoOCC])-ivC{”]}}+oUCCG)S_ UOC �CG-)},CrJ�.J 1;crfUC.)},).�JG,{]' 7. cr.J}.~s) �Oct._�.:t_ 'CUC._77r0U._I7rJc..., <:C._-))O�cC.))wOC.}_.'cCrC:�,1?,,tO}.. 0(C.?>}) riO.., nCGJ"}"JQ.�'{.O?'"J✓" oOO UJU.J O([a _},:, -cnVO-J?.,,OOr,.:.s].5 ,f0UC�.>..: 0<{4'�?.,_n(,,0c�.?`,- CuvC"_�], arCC..).,0cCn_-J) ' a,G[-_.�J_iFtoC".'. ,S'o`.O.) ` �,)rct,U.„])�DCor_i,?; JUUO.,�.0Oo:..),,y •e�GvC�r5] ,: rt.cC-. �].)., U"r"') .<Or_)),0G{C.).) C:r!CU]1)-, <rcUJ �>sfl,`- �. ' 40cr�- )) Q�oC. �?, aCn?' C``5:_Ji , cCCr}i) rcCiJ] -}; . „O`O)- c'``„.a� i —cCft'-�) ;; c(C`) >): `�fC'),i O(CC7, cnitit-.J ..! .e —•i" .J•`'y"'a: y� ' •••: .•' s a•i. = _9�'d, w gti.::,a' .•r�.:' °./:+—:a,::s•/A..—:s. . �'±i'- —!•q /.• i f•` a•.' •r. r a— `.••a,f•y•':- '✓ `F . i' :': �d—!},.e' �; •—.'c' ,y.b _/ '.•', �'.ia.+', ——�_Imo". fir�— -� -. _� r"r y���- -i -irr� ••" "'•.
.+' : `�•``_� f J
.,- ,b�„c`.•�.'`�"�."%...,.•:1.._'� P� R`-'
6 •�`'•.r �`��.�—„1-_ J�.1,`
P.
��rrW`Cd
`
PREVENT SETTLEMENT. UPON CO
MPLE
TION OF THE WORK, ALL
L
I
N
ES2JR///JTlk ` AND LINE, AND ANY DEFECTIVE LINES WILL BE REPAIRED AND ANYWILL PRESENT A CLEAN AND UNBROKEN BARREL, TRUE TO GRADE
0a0cc)On
`„ ,�O�CCv800 �J87C7 O G rC DEPOSITS REMOVED BY THE CONTRACTOR AT HIS OWN EXPENSE.
L
Ot, n 0 C C! 5. TRENCHS SHALL BE BACKFILLED IN LAYERS SIX INCHES (6 DEEP
77-�—
vi:�
=u—.— " m
Uv' AND THOROUGHLY COMPACTED TO 95/, AND THE TOP 2 FEET OF
Uv CC;r {vC'O
U)CP0U} � C<u O<'`o d
_,nOrVf>O6UC,c) u ° TRENCHES TO BE UNDER PAVEMENT, SIDEWALKS, CONCRETE
`CDCr{or>7r,r.„.7' U cO OOOr_,tC-]:dn,'i, Jt�' _ Ufto�V�ItJ<•:,,)'r(.�.. LGr:,`C,o �Oo-;,Uo,, _). C!UCt.� :? ,; :cf<{t,„_)Y,)•OO:. 7 CCCro-„:),O'u`.., -.iFCtuCCru>_.J,.> s.(,C,OJi,iotcrCt?),),rnCU`.q-.”.),.,.,cCC`n,-'y:>>ryC:=�. -7r,`.Crpr_)?)r<.).,,i?OC',)}OC„C'._,,,' puCUC..,.). r<(,l)7 ,UC{r�,y
C1}>? C"}•:d_ - 8�+_:'a%• °.' yi. a..1;-s� :•:J� �'a...a•3' .mt•�.9r.`:aP'•.CO.�.p,,.C,•-R.+.',.•Ea'aE+�P'd�:•, •.a'•p.r. df•• .rQ�;.•.'' >�'a' .!a' .'a ,•.`�••. . < a
�a•-..• . '_y
..
-
-
I
i!
! !
1
^�'1
r/
PAVEMENT, OR
ANY OTHER STRUCTURE SHALL BE COMPACTED TOCGOUUOOVING D IGNd.UU.0.7JC0JU]
U ,OU oG O
UoG11 ,(�ANJOIN UT 1007DENSITY ACGpRDANCEWI HAASHTOT-99ANDMODIFIED,
0 C,`,'fr_,U. U HERS 4i0 U 0 0 C) U C Q , T,a .'m!'••r•'+/a
] ]Goc Aa
.4So0t4O0Jr�>rJCJ OJ�UuC?)G(),36. UPON COMPLETION, ALL PIPE LINE UTILITIES SHALL BE INSPECT
E
D,O TESTED IN ACCORDANCE WITH LOCALLY ACCEPTED TEST[_'C0 , C
O } u Q`0 U D {t.,C"to,?ri3] O:] y �:r PROCEDURES.ASPH LT PARKING 0:cG u o G0 rC
SURFACE: OCUELRKIN. Tc<D C O O CGppVdv
D , C iABC/l 241.#57jfoCoO?Oo �CATCH BASINS:
$i OF COMPACTED ..il/ "t
2" S9.5B
CiO Q`Q'qOaO p ;OfGr r.? ?; E CATCH BASINS CAN BE PRECAST CONCRETE OR CONCRETE BRICK
ABC r AND ALL MATERIALS AND INSTALLATION SHALL COMPLY WITH THE
JU© UGCO v )uQ CO
a APPLICABLE SECTIONS OF NCDOT STANDARD SPECIFICATIONS FOR
U' I r.U'' (? U' O D.'O` c,+ -{?„L7 O U rJ-O U.,O..O_r± r, n _C)..,0,_ (%, '7 C7 j ".�'' s® ,d,•'. #.' i
`� `) {' ° `' J ° `) J� ' ” (J^' `�: • ?' ROADS AND STRUCTURES DATED JANUARY 2012. CATCH BASINS
- �• ✓ ('...0 p .O il"U `) O. v C)' -C { y0. .J. <_ - �' ,.a• .'•�• "`" _ r; '+ i�
jj F1 " C )ruL, -7 t--, rC,',,trt( }COi :'✓{{�13) tF>>,n0' ,[(]> rrt_,, -Uf.,,rU� OC?'rn' CO3 ,)oU�b,. > oUoO�iJ1 oC]vC)nUOOoO"UnU"G�,<:,i '„UCG f, = Y4 a i''�Gi)CaT _. cC]] Uf.' r`- r' 3:) - �C.} ec, tU. i,�w.rloa,. <? r�., ccJ) G' ry c,�. '
'.a•• a r+
I I�
SHALL BE IN ACCORDANCE WITH DETAILS SHOWN ON THE PLANS ANDrJ o n y-, c ., ,NCDOT STANDARD. DRAWINGS 840.01.
.J. •a _ .
7 °� Q - C.';.':> C`r,f> CG _ - f7'"O b C5 C S7 t.> (i i)'' ..� '�G� ..f•}t ar.,C'OC' .} t, t. ',�tiU .(�C'}O,> , f:,, e. /aa -
U
.` _l?r,.>r>G. ..y ti?"'C; J'"C} p .q,.., O n t?'C) O O rJrC E �• a.: :§� .•r' ) U 6 .0 _ -i �)�.J U'.: f.;. cr <, C_ -J ,r •�' .'d '•;r' s. '°' i _ _ i i
p {' } O ., 4�C, €i - O „z} - G't') C1 e _ e • a •'+•• -
! ` q:__ 'r"• -{;_,) _�i o <? a ,,t.,,o ,a n o (? '�' C •QY• _ �'' o a'
���f O'� .., - - I �°•'1 • '^ I;f y +- .'. ••:•';�ra ,•. .. lraa..'' a•'d;' • 'rrO`. }J) CCr)>y1{j1 rC r". , C,rO_� ,.) {Lur,_]._,,, .crrrJJa}}rO`{1,��J: 7OU`,..:..,7 .rOorJ„ ). C1(_�J,, UO_r..`,, Ot(Un_]-:, OU,.'J COnDa. .OG O`" �C{nrfJJ>, rUt`"7) "oCO,r,r? ,1 fr{-`"]-]. DUnCa UC"3) CUn,o]. !Ore_'J.J 'DOnCo.�' OO"U COnOc]]�{`<'
3. ;Ov., rUO,_Y', OrOed- ,) +{C`C.. -.a•"•w+' ' -�l•.r'v a .•. e.7M1. 7•.�`• ,�+... 7 6--• ' .,'` >y') CUG.-1-, {�O�S,iOv ,O„..,,Oo-'tO�>' CCi�,.]],3 e•,C.„___,_ . ]J>)7> [nJr3.]>fUO„'-) iCrO�,_7) }•
(.Oo„��i,`O,U�J, ,7tCOC,7:>.l-. U<rCr'J-). rCr,,.)J_>' COO<;7, �nr:C,'..-.,)7 ). Pr`c�-OC(_-J,, QCo,oU(t:_-).'r,-. f{,CrJ),.' . „CC•_},,) _ Un<f('-,))i ,Cv,J'_a:,-i,,;Urr._?,,i.,; uCOGa_,.,i-. (1,:i<. .a .'-:•wa • .d.+¢•'-. . �,u ��'' •�..�'a°.,�..q •'+•` ',�•:.,�• �'•. •°� •J ' '' � ; ' ...'•d•.naw.e.,j m•�.•
� Q• $.• •• .¢a ' a r• .•..
?�•.' r •,'ar'.
._+e. f.. +,'•' •.
�+s
� M 6
AGGREGATE BASE COURSE:
. '0'c'
) METHODS SHALL COMPLY W
ITH SECTION 520 OF NC -
DOT STAN
DARDS
AND SPECIFICATIONS FOR ROADS AND STRUCTURES DATED JANUARY ��AGGREGATE BASE COURSE MATERIALS AND CONSTRUCTION
UrtrOCyUuU�)O_O_(]_O._O O_O.C? ?) U t a_.a.T .d. '1`” ° _ •�• 767 I I
°'.• a a •r'• •'' a` •' ` •• ''tl'- d •+•� A W • �f: -� } 2012. THE COMPACTED THICKNESS SHALL BE TO THE DEPTHS SHOWN
MH IZIM: I6q.27 °� °� \ :•� �:' - a,� �� ; as �� , % �6 I I I ON THE PLANS.
NV I N: 758.63 �% BITUMINOUS CONCRETE BINDER COURSE:
INV OUT: -758.5`x\ 1
` BITUMINOUS CONCRETE BINDER COURSE MATERIALS AND
I ° / CONSTRUCTION METHODS SHALL COMPLY WITH SECTION 640 OF
NCDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND
STRUCTURES DATED JANUARY 2002. BINDER COURSE SHALL BE TYPE I
j + 19.0 C MIX. THE COMPACTED THICKNESS SHALL BE TO THE DEPTHS
CONVERT THE SEDIMENT I I r SHOWN ON THE PLANS. PLACING AND TESTING OF BINDER COURSE
77 1 O �f / BASIN INTO A SAN FILTER I ! ��ma�, SHALL BE IN ACCORDANCE WITH SECTION 609 AND SECTION 610 OF
/ a_ _r -- ✓ BMP AFTER THE S TE HAS
o - 1 Jvo}, THE NGDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND
of r ) / .✓ EEN STABILIZEDITH
v rn 1 q STRUCTURES DATED JANUARY 2012.
E� °� � 1 I, I'', f�� � `� I ` � � J— ..✓
OEJNDCOVER. �
�rnrn �
__jc) T�°' I BITUMINOUS CONCRETE SURFACE COURSE:
0) NBITUMINOUS CONCRETE SURFACE COURSE MATERIALS AND
rp CONSTRUCTION METHODS SHALL COMPLY WITH SECTION 645 OF
I� , ( ..I •- ""� - ✓ I I NCDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND
I' I°�' ` �__ /' i STRUCTURES DATED JANUARY 2002. BINDER COURSE SHALL BE TYPE
767
/ �Ir 1 . f } i S 9.5 C MIX. THE COMPACTED THICKNESS SHALL BE TO THE DEPTHS
SHOWN ON THE PLANS, PLACING AND TESTING OF THE SURFACE
COURSE SHALL BE IN ACCORDANCE WITH SECTION 609 AND SECTION
X-1, �;! ! / �� 610 OF THE NCDOT STANDARDS AND SPECIFICATIONS FOR ROADS AND
STRUCTURES DATED JANUARY 2012.
J _ PORTLAND CEMENT CONCRETE WALKS AND CONCRETE YARD PAVING:
PROVIDE CAST IN PLACE CONCRETE WHERE SHOWN ON THE PLANS,
O o j 1 I ' I AS SPECIFIED HEREIN AND AS NEEDED FOR A COMPLETE AND PROPER
INSTALLATION. CONCRETE SHALL. COMPLY WITH SECTION 700 AND
SECTION 1000 OF THE NCDOT STANDARDS AND SPECIFICATIONS FOR
l I �C� / 6 / I S` I �y \ ROADS AND STRUCTURES DATED JANUARY 2012.
F'+.1
E�-4 r` I / , r.�' / 76CONCRETE SHALL BE AS SPECIFIED HEREIN OR AS REQUIRED BY THE
I !�, — �. STRUCTURAL ENGINEERS PLANS AND SPECIFICATIONS, WHICHEVER IS
iii I ! o I !!! MORE STRINGENT. SEE STRUCTURAL ENGINEERS PLANS AND
_.._. SPECIFICATIONS FOR ALL OTHER SPECIFICATIONS, INCLUDING
EXISTING Il jI lilt It / 7770—Y1p 77 ' 1- "�� �~ PLACEMENT OF MATERIALS, FORMING, SEALERS, CURING
Ij \ COMPOUNDS, EXPANSION AND CONTRACTION JOINTS SPACING,
FIREHYDRANT o 1 I �� / '� ���tr / 76876 767. iii CONCRETE FINISHES, ETC.
1 - 767 -
i J I __ --- �' �— ° /.� ^� �w- 76 7fi — — --------- —J CURB AND GUTTER:
O k
— / — ] — ~' �✓” ` 76 I CONCRETE CURB AND GUTTER SHALL COMPLY WITH SECTIONS
o SECTION 700 AND SECTION 1000 OF THE NCDOT STANDARDS AND
�_jr� SPECIFICATIONS FOR ROADS AND STRUCTURES DATED JANUARY 2012.
Q
I ` r� CURB AND GUTTER SHALL BE IN ACCORDANCE WITH NCDOT DETAIL
EXISTING 1 _� / , f i NUMBER 846.01.
6” PVC�r �� PAVEMENT MARKINGS AND SYMBOLS:
WATER C5? _
LINE /v, — TG- _ _ o - •--^_ — JG e� f n B�/ _ 5^T, p15F!01� - - � PAVEMENT MARKINGS AND SYMBOLS SHALL BE IN ACCORDANCE WITH
"'-- r-- _ �-- 1� �' .�� THE TYPE AND ARRANGEMENTS SHOWN ON THE DRAWINGS, AS
_ �� r"i� - 76� -� ` `�- LSAT. D15H �� ] SPECIFIED HEREIN, AND AS NEEDED FOR COMPLETE AND PROPER
/ ✓ -- _ "``�. f INSTALLATION. PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH
SECTION 1087 AND 1205 OF THE NCDOT STANDARD SPECIFICATIONS
FOR ROADS AND STRUCTURES DATED JANUARY 2012. PAVEMENT
UG ELEG. '� °� MARKINGS SHALL BE THERMOPLASTIC ALKYDIMALEIC MATERIAL WITH
SERV AGE �U I L� �� ( GLASS BEADS UNLESS OTHERWISE SPECIFIED BY THE OWNER.
rn o BUILDING
BUILDING PARKING LOT STRIPING SHALL BE WHITE.
EXISTING 8" 760
VITREOUS CLAY / \,
f I SEWER LINE
f
lr.rrirr//
° �" ••�.� � .��`��t BAR
If O
I SEAL .
FOR PERMIT REVIEW ONLY = 0 16883
NOT RELEASED FOR CONSTRUCTION %41 IN
7
REVISION DESCRIPTION DATE INITIAL SCALE OAS' 2-23-17 JOB NO
alley, williams, carmen, & king, inc. FILLTECH USA - NEW MANUFACTURING PLANT _
Pl.nlil: 1" = 30' oRAwr1 8Y: RCC sl�E�r tdo.
CONSULTING ENGINEERS PALMER ROAD PROFILE CHECKED BY: GRADING PLAN SP—6
HO
FIRM LICENSE No. E--0203 RIZ.: GWW
KANNAPOLIS, NC 28082 704/938-1515 120 SOUTH MAIN STREET ROCKWELL, NORTH CAROLINA. owc 1666: 1
`�.: 16509 SP—PR OF. 1•

CONCRETE AD
' s SIDEWALK RAM r ''
MAX SLOPE 1" F s`r
768.9yoR2o F FOOT 2 77 BOLLARD{
ii k5�s w r n (TYP.),
-N- 1_N_ CONCRETE ADA 2% MAX
\t3ti SIDEWALK RAMP r GROSS SLOPE 301111111110= , 6 PROVIDE 4" LOW STRIPS
7s$ 56 MAX SLOPE 1" PER 1, __ — IN ANY �� r: 9 Jn i �� "� ACROSS NSITION SLOPE
7" RISE FROM •I `. f W FOOT r DIRECTION y ?y c9� IN TH ONCRETE FOR
GUTTER LINE W 1 2 o MAX :, . • AGF20SS THE V ILITY
' 1 1 ADA SPACE 3. --
I' CROSS -SLOPE 77o- -
1" DROP FROM I : ..I �, IN ANY v 3
PAVEMENT EDGE I I 1� DIRECTION ' mT.
v�I�
1 1 2% 6 ACROSS THE °: �' v s 6, 8 4 s !sig
j a�; o ADA SPACE ..
SAWCUT 767. ' j f„� ' : ,�.` �Q r %� g 4. 77 • �: 2% MAX GROSS SLOPE IN
ANY DIRECTION ACROSS THE
EXISTING (, I't �. �� 0 ” %v.
1, : j .70 :w. T ADA PARKING SPACE AND
PAVEMENT I I. , $ , : ' LOADING AREA
REMOVE cn j' j SSS ��� y a.. O
EXISTING / 1. 6' Q �$ E
CURB i `�6'
VEFORRTICAL ��o CONCRETE ADA I
o�
CURB 6'� I '' a SIDEWALK RAMP _ d p
� MAX SLOPE 1" PE i, ��
FOOT t~
BOLLARD
,163
776.2E
4� 7 67 T � 60�
FrUip
SCALE 1 " = 20' SCALE 1 " = 20' SCALE 1 " 20' SCALE 1 " = 20'
FRONT EDGE OF WALK
6. 6'-0" -- -- 5'-0" FRONT ENTRANCE ADA RAMP AND PARKING EMPLOYEE AREA LOADING DOCKS
1 6p�1/4"/FT. 1/4�/FT�
27,
"� I SLOPE ARIES
I-�-2'-6 ►I
DRIVEWAY CROSS—SECTION
PROPOSED BROAD STREET CONNECTION
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC .28082 704%938-1515
FILLTE CH USA NEW MANUFACTURING PLANT R�'SI°N
380 PALMER ROAD
ROCKWELL, NORTH CAROLINA
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
DESCRIPTION DATE INITIAL SCALE
uAlr. 2-23-17
PLM: V = 30' DRAWN 13Y: R C C
PROFILE CHECKED BY:
HORIZ.: G W W
DWG No.:
VERT': 16509 SP—PR
1,�lkkllllll!!!
CARo
Q,o
° SEAL
16883 -
JOB NO. 16509
SPOT ELEVATIONS SHEET NO. SP _ rt
OF: 14

NARRATIVE DESCRIPTION AND GENERAL NOTES
CONTRACTOR SHALL INSTALL TEMPORARY CONSTRUCTION ENTRANCES AT EACH POINT OF ACCESS
TO STORAGE AND CONSTRUCTION AREAS, SEDIMENT AND EROSION CONTROL MEASURES SHALL BE
INSTALLED IN ACCORDANCE WITH PHASES SHOWN ON THE PLANS AND BEFORE STARTING WORK.
STOCKPILE RIP -RAP ON SITE AND INSTALL ALL OTHER EROSION CONTROL MEASURES WHERE THE
WORK IS OCCURRING, THE CONTRACTOR SHALL NOT INSTALL EROSION CONTROL MEASURES IN
AREAS WHERE THE WORK WILL NOT OCCUR FOR SOME TIME. ADDITIONAL EROSION CONTROL
MEASURES MAY BE REQUIRED BY THE ROWAN COUNTY BUILDING INSPECTION DEPARTMENT,
PROJECT ENGINEER OR UPON RECOMMENDATION OF NC DEQ PERSONNEL AS CONDITIONS WARRANT,
IN AREAS WHERE IT IS NOT FEASIBLE TO INSTALL EROSION CONTROL DEVICES, ALL DISTURBED
AREAS MUST BE SEEDED AND MULCHED BY THE CONTRACTOR WITHIN THREE DAYS OF.INITIAL
DISTURBANCE. TEMPORARY SEEDING SHALL BE REQUIRED ON ALL OTHER AREAS TO BE
DISTURBED FOR A PERI❑D OF 7 DAYS OR LONGER. PERMANENT GROUND COVER SHALL BE
INSTALLED WITHIN 7 DAYS OF COMPLETION OF ANY PHASING OR SECTION OF THE CONSTRUCTION.
THIS PROPERTY IS NOT LOCATED IN A FLOOD PRONE AREA AS DELINEATED ON THE FLOOD
INSURANCE RATE MAPS, TOWN OF ROCKWELL, EFFECTIVE DATE JUNE 16, 2009,
BENCHMARK LOCATIONS AND ELEVATIONS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO
BEGINNING CONSTRUCTION.
ALL ROADWAY CONSTRUCTION AND SITE DEVELOPMENT SHALL BE DONE IN STRICT ACCORDANCE
WITH THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARDS FOR ROADS. AND
STRUCTURES, .2012 EDITION, NC DEQ RULES AND REGULATIONS, THE TOWN OF ROCKWELL ZONING
ORDINANCE, AND SALISBURY ROWAN UTILITY STANDARD SPECIFICATIONS. WHEN SPECIFICATIONS
ARE IN CONFLICT, THE STRICTER SPECIFICATIONS SHALL APPLY.
THIS PLAN DOES NOT PURPORT TO SHOW ALL EXISTING UTILITIES, LINES, APPURTENANCES, ETC.,
AND THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES, PIPES, VALVES, ETC., AS SHOWN
ARE IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE
OWNER OR THE ENGINEER. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL
EXISTING UTILITIES, LINES, PIPES, ETC., BEFORE COMMENCING WORK, AND AGREES TO BE FULLY
RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT RESULT FROM THE.CONTRACTOR'S
FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES, PIPES AND
VALVES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ❑F ANY CONFLICTS WITH EXISTING OR
PROPOSED FACILITIES TO DETERMINE IF AN ITEM WILL NEED TO BE RELOCATED.
THE ENGINEER HAS MADE NO EXAMINATION TO DETERMINE WHETHER ANY HAZARDOUS OR TOXIC
MATERIALS ARE PRESENT OR CONTAINED IN, UNDER OR ON THE SUBJECT PROPERTY OR ITS
WATERS, OR IF ANY HAZARDOUS OR TOXIC MATERIALS HAVE CONTAMINATED THIS OR OTHER
PROPERTIES OR ITS WATERS IN ANY WAY WHATSOEVER, NO HAZARDOUS MATERIAL SUBSURFACE
EXAMINATION OF ANY TYPE HAS BEEN MADE BY THE ENGINEER, AND ACCORDINGLY, NO OPINION
IS RENDERED AS TO ANY VIOLATION OF ANY ENVIRONMENTAL LAWS OR REGULATIONS, EITHER
FEDERAL, STATE, OR LOCAL RELATED TO THE INFORMATI❑N SHOWN ON THIS PLAN AND THE
ENGINEER IS IN NO WAY LIABLE FOR ANY VIOLATION OF SUCH ENVIRONMENTAL LAWS SHOULD
SUCH EXIST.
TO ENSURE PROPER LOCATION OF EXISTING UTILITIES, THE CONTRACTOR SHALL CONTACT THE NC
ONE CALL CENTER (1-800-632-4949), AT LEAST 72 HOURS PRIOR TO CONSTRUCTION OR
EXCAVATION.
THE CONTRACTOR SHALL LOCATE AND VERIFY THE ELEVATION OF ALL CROSSING UTILITIES
PRIOR TO INSTALLATION OF ANY PIPE. NOTIFY PROJECT ENGINEER ❑F ANY CONFLICTS.
THE CONTRACTOR SHALL PROVIDE APPROPRIATE BARRICADES, WARNING LIGHTS, AND WARNING
SIGNS TO ENSURE THE SAFETY OF THE PUBLIC AT ALL TIMES.
THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR
JOB SITE CONDITIONS DURING THE COURSE OF C❑NSTRUCTION OF THE PROJECT, INCLUDING
SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY
AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND THE CONTRACTOR SHALL DEFEND,
INDEMNIFY THE OWNER, HIS AGENTS, THE OWNERS REPRESENTATIVES AND THE ENGINEER
HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED IN CONNECTION WITH THE
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FROM LIABILITY ARISING FROM THE SOLE
NEGLIGENCE ON THE OWNER'S REPRESENTATIVE OR THE ENGINEER,
THE CONTRACTOR SHALL VERIFY ALL SOIL CONDITIONS PRIOR TO CONSTRUCTI❑N. ANY
SIGNIFICANT ISSUES SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
THE EXISTING SITE CONDITIONS, TOP❑.INFORMATION AND EXISTING PROPERTY LINES SHOWN ON
THESE PLANS ARE DRAWN FROM ACTUAL SURVEYS BY ALLEY, WILLIAMS, CARMEN & KING, INC.
ALL DISTANCES ARE IN HORIZONTAL GROUND FEET.
VERTICAL DATUM DESCRIPTIONS THE ELEVATIONS ARE BASED ON NAVD 88 DATUM.
EXCAVATING, BACKFILLING, AND COMPACTING
PART 1 - GENERAL
1.1 DESCRIPTI❑N
A. Site clearing, rough grading, erosion control and storm drainage construction is
Included under this contract.
B. Work Included= Excavate, backfill, compact, and grade the site to the elevations
shown on the Drawings, as specified herein, and as needed to meet the requirements of
the construction shown in the contract Documents.
C. Related work,
1. Documents affecting work of this Section include, but are not necessarily limited
to, General Conditions, Supplementary Conditions, and Section In Division 1 of these
Specifications.
2. Section 020101 Sails report and soil engineer.
1.2 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and
experienced in the necessary crafts and who are completely familiar with the specified
requirements and the methods needed for proper performance of the work of this
Section.
B. Use equipment adequate in size, capacity, and numbers to accomplish the work of
this Section in a timely manner.
C. In addition to complying with requirements of governmental agencies having
jurisdiction, comply with the directions of the soil engineer.
1.3 PRODUCT HANDLING
A. Comply with pertinent provisions of Section 01640.
PART 2 - PRODUCTS
2.1 SOIL materials
A. Fill and backfill materials,
L Provide soil materials free form organic matter an deleterious substances,
containing no rocks or lumps over 6' in greatest dimension, and with not more than 15%
of the rocks or lumps larger than 2-3/8' in their greatest dimension.
2. Fill material is subject to the approval of the soil engineer, and Is that material
removed from excavations or Imported from off-site borrow areas, predominantly
granular, non -expansive so€ls free from roots and other deleterious matter.
3. Do not permit rocks having a dimension greater than 1' in the upper 12' of fill or
embankment.
4. Cohesionless material used for structural backfiLL, Provide sand free from organic
material and other foreign matter, and as approved by the soil engineer.
5. Where. granular base is called for under building slabs, provide aggregate complying
with requirements of Section 03300 of these Specifications.
2.2 WEED KILLER
A, Provide a dry, free-flowing, dust -free chemical compound, soluble in water, capable
of inhibiting growth of vegetation, and approved for use on this Work by governmental
agencies having jurisdiction.
2.3 TOPSOIL
A. Where and if shown on the Drawings or otherwise required, provide topsoil consisting
of friable, fertile soil of loamy character, containing an amount of organic matter
normal to the region, capable of sustaining healthy plant life, and reasonable free from
subsoil, roots, heavy or stiff clay, stones Larger than 2' In greatest dimension, noxious
weeds, sticks, brush, litter, and other deleterious matter.
B. Obtain topsoil from sources within the project limits, or provide Imported topsoil
obtained from sources outside the project limits, or from both sources.
2.4 OTHER MATERIALS
A. Provide other materials, not speclfically described but required for a complete and
proper Installation, as selected by the Contractor subject to the approval of the
Engineer,
PART 3 - EXECUTION
31 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed.
Correct conditions detrimental to timely and proper completion of the Work. Do not
proceed until unsatisfactory conditions are corrected.
3.2 FINISH ELEVATIONS AND LINES
A. Comply with pertinent provisions of Section 02003.
3.3 PROCEDURES
A. UtilitiesS
1. Contractor shall notify utility locating service prior to beginning excavation.
2. Unless shown to be removed, protect active utility Lines shown on the Drawings or
otherwise made known to the Contractor prior to excavating. If damaged, repair or
replace at no additional cost to the Owner.
3, If active utility lines are encountered, and are not shown on the Drawings or
otherwise made known to the Contractor, promptly take necessary steps to assure
that service is not interrupted.
4. If service is interrupted as a result of work under this Section, immediately
restore service by repairing the damaged utility at no additional cost to the Owner.
5. If existing utilities are found to interfere with the permanent facilities being
constructed under this Section, Immediately notify the Engineer and secure his
Instructions.
6. Do not .proceed with permanent relocation of utilities until written Instructions are
received from the Engineer.
B. Protection of persons and property,
1. Barricade open holes and depressions occurring as part of the Work, and post
warning lights on property adjacent to or with public access.
2. Operate . warning lights during hours from dusk to dawn each day and as otherwise
required,
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage
caused by settlement, Lateral movement, washout, and other hazards created by
operations under this Section.
C. Dewatering,
1, Remove all water, including rain water, encountered during trench and
sub -structure work to an approved location by pumps, drains, and other approved
methods.
2. Keep excavations and site construction area free from water.
D. Use means necessary to prevent dust becoming a nuisance to the public, to
neighbors, and to other work being performed on or near the site.
E. Maintain access to adjacent areas at all times.
.4 EXCAVATING
Notes ALL excavation shall be unclassified,
A. Perform excavating of every type of material encountered within the limits of the
Work to the lines, grades, and elevations Indicated and specified herein.
B. Satisfactory excavated materials,
1. Transport to, and place in, fill or embankment areas within the limits of the Work.
C. Unsatisfactory excavated materials,
1. Excavate to a distance below grade as directed by the soil engineer, and replace
with satisfactory materials,
2. Include excavation of unsatisfactory materials, and replacement by satisfactory
materials, as part of the work of this Section.
D. Surplus materials,
1. Dispose of unsatisfactory excavated material, and .surplus satisfactory excavated
material, away from the site at disposal areas arranged and paid for by the
Contractor.
E. Excavation of rock,
1. Where rocks, boulders, granite, or similar materlal Is encountered, and where such
material cannot be removed or excavated by conventional earth moving or ripping
equipment, notify the Architect Immediately. Should blasting be necessary for the
removal of rock, payment will be made according to the unit prices Indicated in the
contract. Upon the Architect's determination of the extent of the rock, a change
order will be issued for the work.
2. Do not use explosives without written permission from the Architect.
F. Excavate and backfill in a manner and sequence that will provide proper drainage at
all times.
G. Borrows
1. Obtain material required for FILL or embankment in excess of that produced within
the grading limits of the Work from borrow areas selected and paid for by the
Contractor and approved by the soil engineer.
H. Unauthorized excavations
1. Unauthorized excavation consists of removal of materials beyond indicated subgrade
elevations or dimensions without specific Instruction from the Architect or the soil
engineer.
2. Under footings, foundations, or retaining walls,
a. Fill unauthorized excavations by extending the Indicated bottom elevation of the
footing or base to the excavation bottom, without altering the required top .elevation.
b. When acceptable to the soil engineer, lean concrete FILL may be used to bring the
bottom elevation to proper position.
3. Elsewhere, backfill and compact unauthorized excavations as specified for
authorized excavations, unless otherwise directed by the soil engineer.
I. Stability of excavations:
1. Slope sides of excavations to 1,1 or flatter, unless otherwise directed by the soil
engineer.
2. Shore and brace where sloping is not possible because of space restrictions or
stability of the materials being excavated,
3. Maintain sides and slopes of excavations In a safe condition until completion of
backfilling.
J. Shoring and bracing,
1. Provide materials for shoring and bracing as may be necessary for safety of
personnel, protection of work, and compliance with requirements of governmental
agencies having jurisdiction.
2. Maintain shoring and bracing In excavations regardless of the time. period
excavations will be open.
3. Carry shoring and bracing down as excavation progresses.
K. Excavating for structures,
1. Conform to elevations and dimensions shown within a tolerance of 0.10 ft, and
extending a sufficient distance from footings and foundations to permit placing and
removing concrete formwork; Installation of services, other construction required, and
for inspection.
2. In excavating for footings and foundations, take care not to disturb bottom of
excavations
a. Excavate by hand tools to final grade just before concrete is placed.
b. Trim bottoms to required lines and grades to leave solid base to receive
concrete.
3. Excavate for footings and foundations only after general site excavating, filling,
and grading are complete.
L. Excavating for pavements,
L Cut surface under pavements to comply with cross sections, elevations, and grades.
M. Cold weather protection,
1. Protect excavation bottoms against freezing when atmospheric temperature is less
than 35 degrees F.
3.5 FILLING AND BACKFILLING
A. Generals
1. For each classification listed below, place acceptable soil material in layers to
required subgrade elevations.
2. In excavations,
. a. Use satisfactory excavated or borrow material.
3. Under asphalt pavements:
a. Use subbase materials.
4, Under building slabs,
a. Use satisfactory excavated or borrow material.
B. Backfill excavations as promptly as progress of the Work permits, but not until
completion of the following.
1. Acceptance of construction below finish grade Including, where applicable, dampproofing
and waterproofing.
2. Inspecting, testing, approving, and recording locations of underground utilities,
3. Removing concrete formwork.
4. Removing shoring and bracing, and backfilling of voids with satisfactory material.
5. Removing trash and debris,
6. Placement of horizontal bracing on horizontally supported walls.
C. Ground surface preparation,
L Remove vegetation, debris, unsatisfactory soil materials, obstructions, and
deleterious matter from ground surface prior to placement of fills.
2. Plow, strip, or break up sloped surfaces steeper than one vertical to four
horizontal so that FILL material will bond with existing surface.
3. When existing ground surface has a density less than that specified under
'compacting` for the particular area, break up the ground .surface, pulverize,
moisture -condition to the optimum moisture content, and compact to required depth and
percentage of maximum density.
D. Placing and compacting,
1. Place backfill and fill materials in layers not more than 6' in loose depth.
2, Before compacting, moisten or aerate each layer as necessary to provide the
optimum moisture content.
3. Compact each layer to required percentage of maximum density for area.
4. Do not place backfill or fill material on surfaces that are muddy, frozen, or
containing frost or Ice.
5. Place backfill and fill materials evenly adjacent to structures, to required
elevations.
6. Take care to prevent wedging action of backfill against structures by carrying
the material uniformly around the structure to approximately the same elevation in
each (ift,
7. Where the construction includes basement or other underground walls having
structural floors over them, do not backfill such walls until the structural floors are
In place and have attained sufficient strength to support the walls.
ally, Williams, carmen, & king, Inc. FILLTECH USA --- NEW MANUFACTURING PLANT
CONSULTING rEN III S 380PALMER ROAD
FIRM !.=CENSE No. F-0203
ANNAPOLIS, C 28082 P.O. 93 151 ROCKWELL, NORTH CAROLINA
A. Contractor shall install site grading and temporary erosion control.
B. The Contractor shall be responsible for the maintenance of all erosion control
measures, grades, subgrades, storm drainage structures, etc. until the Engineer Issues
final acceptance of the site. Clear out all storm pipe at completion of project.
C. Under this contract, the site in general Is to be rough graded to the elevations
Indicated on the site plan drawings plus or minus one tenth of a foot.
1. Under concrete building slabsS Smooth and even, free of voids, within a tolerance
of 1/4' below bottom of slab or below bottom of sand drainage fill, as applicable, when
tested with a 10 -foot straightedge.
2, Under walks, Shape to line, grade and cross --section, within a tolerance of 010 foot
above or below required subgrade elevations.
3. . Lawn areas, Smooth and with uniform slopes, within a tolerance of 0.10 foot above
or below required finish grodesj free of stones more than 1' In largest dimension, wire,
grade stokes, and other debris and harmful matter. Upon completion of project, lawn
areas shall be Left In such condition that additional preparatory work will not be
required before grassing and planting operations are started.
4. Under paved areas, Shape .to line, grade and cross-section, within a tolerance of
1/2' above or below required subgrade elevation.
D. The Contractor, should he feel site conditions are not In substantial conformance
to the site plan, shall notify the Architect In writing prior to starting work on the
project. The Contractor shall, in this notice, Indicate his reasons for believing there
are discrepancies and Indicate the .Impact Cif any) from the discrepancies.
E. The Contractor, by beginning work on the site, is demonstrating his acceptance of
the site conditions and will not be due any extra compensation for additional site work
unless he has notified the Architect in accordance with paragraph 3.6-D above, and the
Architect agrees with the reasons stated in the Notice.
3.7 COMPACTING
A. Control soil compaction during construction to provide the minimum percentage of
density specified for each area as determined according to ASTM D698 Standard
Proctor.
B. Provide not less than the following maximum density of soil material compacted at
optimum Moisture content for the actual density of each layer of soil material In place,
and as approved by the soil engineer.
1. Structural backfill and fill, 97% with top 6' being 100%
2. Lawn and unpaved areas beyond 10 feet from buildings 90%
3. Walks, driveways, parking areas, 95% with top 8' being 100%
C. Moisture control,
1. Where subgrade or layer of soil material must be .moisture -conditioned before
compacting, uniformly apply water to surface of subgrade or layer of soil material to
prevent free water appearing on surface during or subsequent to compacting
operations.
2. Remove and replace, or scarify and air dry, soil material that is too wet to permit
compacting to the specified density.
3. Soil material that has been removed because it is too wet to permit compacting may
be stockpiled or spread and allowed to dry. Assist drying by discing, .harrowing, or
pulverizing until moisture content Is reduced to a satisfactory value as determined by
moisture density relation tests approved by the soil engineer.
3.8 FIELD QUALITY CONTROL
A. Secure the soil engineer's Inspection and approval of subgrades and FILL layers
before subsequent construction Is permitted thereon.
B. The following tests will be performed to the approval of the soil engineer,
1. At paved areas, at Least one field . density test for every 2000 sq.ft, of paved
area, but not Less than three tests)
2. In each compacted fill layer, one field density test for every 2000 sq. ft. of
overlaying paved area, but not less than three tests.
C. If, in the soil engineer's opinion based on reports of the testing laboratory,
subgrade or fills which have been placed are below specified density, provide additional
compacting and testing under the provisions of Section 02009 of these specifications.
3.9 MAINTENANCE
A. Protection of previously graded areas and newly graded areas,
1. Protect graded areas from traffic and erosion, and keep. free from trash and
weeds]
2. Repair and re-establish grades In settled, eroded, and rutted areas to the
specified tolerances.
3. Provide maintenance and repair of seeded areas for the purpose of erosion
control,
B. Where completed` compacted areas are disturbed by subsequent construction
operations or adverse weather, scarify the surface, reshape, and compact to the
required density prior to further construction. .
C. The Contractor shall maintain all the sediment control devices as called for on the
Erosion Control Plans and Details. After the site Is stabilized and approved by the N.C.
Division of Environmental Management, the Engineer will direct the Contractor to remove
all control measures and restore the basins to natural grade and prepare the areas
for seeding and planting.
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
REVISION DESCRIPTION DATE INITIAL I SCALE ` `� 2-23-17
ISN: �)MWII BY. R C C
PROFILE 1HECKED BY:
G W W
1 16509 DET
CONSTRUCTION NOTES AND
SPECIFICATIONS
` ` y `� �'�o!''r
�oee7oFEss/oN9� 2 ;
Tr
SEAL -
16883
'FNGIN6,•o°
`J°
W. 10500
OF: 14

VARIABLE AS DIRECTED BY THE ENGINEER 4' MAX. BAFFLE (TYP) *�
(6' MAX.) BETWEEN POSTS
ROAD II FT@11(� GENERAL MONITORING & REPORTING PROCEDURES \ EARTH BERM
XX —� SUPPORT ROPE OR WIRE
p� Q1IBLIG 11�1QI�1 '' CONTRACTOR SHALL MAKE AND MAINTAIN THE MINIMUM MONITORING AND REPORTING REQUIREMENTS \� ATTACHED TO STEEL POSTS
101 1 J �TO PREVENT SAGGING
AS FOLLOWS UNLESS OTHERWISE APPROVED IN WRITING BY THE DIRECTOR OF THE DIVISION OF
��IIUO]11llllill� ENVIRONMENTAL- MANAGEMENT.
_6' -STEEL POST
sp- A. ALL SEDIMENTATION AND EROSION CONTROL FACILITIES SHALL BE INSPECTED BY OR UNDER \
t1v THE DIRECTION OF THE PERMITTEE AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24
HOURS AFTER ANY STORM EVENT OF GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD.
6' MIN' B. STORMWATER RUNOFF DISCHARGES SHALL BE INSPECTED BY OBSERVATION FOR STORMWATERIx 1.1
I
DISCHARGE CHARACTERISTICS AS DEFINED BELOW AT THE ABOVE FREQUENCY .TO EVALUATE THE I I III=1 I f=1 11=1 f 1=I 11=1 I[=111=1 11=1 I f=1 l 1=1 f I—I I i=1 I III—I 11- � __f S-1
_
EFFECTIVENESS OF THE POLLUTION CONTROL FACILITIES OR PRACTICES. IF ANY VISIBLE OFF-SITE _
— — — — — — — ! SITE, CORRECTIVE ACTION SHALL BE TAKEN TO REDUCE THE .
2 3 SEDIMENTATION IS LEAVING THE - `� �`� � � :`� INLET ZONE
COARSE AGGREGATE
21 DISCHARGE OF SEDIMENTS. I,\ 359c of SURFACE
MY' COIR EROSION BLANKET,. r' AREA
COIR MESH OR SIMILAR
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
W �
w�
((/1ILL STEEL POST
PHYSICAL PROPERTIES
FILTER FABRIC AGGREGATE SIZE - USE 2-3 INCH WASHED STONE,
STORMWATER DISCHARGE
CHARACTERISTICS
MONIT RING MONITORING
TYPE LOCATION 2
COLOR
SDO
ODOR
SDO
CLARITY
SDO
FLOATING SOLIDS
SDO
SUSPENDED SOLIDS
SDO
FOAM
SOO
OIL SHEEN
SDO
OTHER OBVIOUS INDICATORS
OF STORMWATER POLLUTION
SDO
FIRST CHAMBER
�. 25% OF SURFACE AREA
BAFFLE INSTALLATION — STEP 1 SECOND CHAMBER
25X OF SURFACE AREA
OUTLET ZONE
159E OF SURFACE AREA
GENERAL NOTES,
DIMENSIONS OF GRAVEL PAD - PERSPECTIVE VIEW
FENCE FABRIC SHALL BE A MINIMUM OF —I THICKNESSF 6 INCHES MINIMUM FOOTNOTES:
32' IN WIDTH AND SHALL HAVE A 0Y 32' MIN. WIDTH _ _ WIDTH,. 12 -FT MINIMUM OR FULL WIDTH AT ALL 1. MONITORING TYPE: THE MONITORING REQUIRES A QUALITATIVE OBSERVATION
MINIMUM OF 6 LINE WIRES WITH 12' 30 L' -I U _—III—III COIR MESH ATTACHED TO
F- �, FILTER FABRIC _—III -1 APOINTS REA, WHICHEVTHEER SE GREATETtENTRANCE AND EXIT R QUIRED STORMWATER OUTFALL NO ANALYTICAL TESTING OR SAMPLING IS una.ROPE OR WIRE WITH TIES
STAY SPACING. �
'—' f� —I I 1. DRIVE W STEEL POSTS AT LEAST 24' INTO I
FILTER FABRIC SHALL BE MIRAFI 100 a I I I LENGTH+ 50 -FT MINIMUM soup GROUND.
LL —I I 2. SAMPLE LOCATION: STORMWATER DISCHARGE OUTFALL (SDO) 2. ATTACH THE FABRIC TO THE SUPPORTING ROPE TOP of BAFFLES SHOULD BE
FABRIC OR EQUIVALENT. BURLAP I I— OR WIRE WITH ZIP TIES, WIRE OR STAPLES. \ V
CANNOT BE USED WHERE SILT FENCE IS f —III= I CONSTRUCTION SPECIFlCATI❑NS 3. ATTACH THE FABRIC TO THE BOTTOM AND SIDES `' 6 HIGHER THAN THE SPILLWAY
TO REMAIN FOR A PERIOD OF. MORE THAN —I USING STAPLES ` INVERT AND 2' LOWER THAN �
30 DAYS. 1=l I III I l 1=I I i=1 11=111=1 I I=1 1=111={ I 1 C. THE OPERATOR SHALL KEEP A RECORD OF INSPECTIONS. VISIBLE SEDIMENTATION FOUND OFF. 4. SPACE THE BAFFLES ACCORDING TO THE THE TOP OF THE BERM
1, CLEAR THE ENTRANCE AND EXIST AREA ❑F ALL VEGETATION, ROOTS, THE SITE SHALL BE RECORDED WITH A BRIEF EXPLANATION AS TO THE MEASURES TAKEN TO APPROVED PLAN.
-I I.. -I =I I ISI I I I=III. III -I I III= AND OTHER OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT,
STEEL POSTS SHALL BE S'-0' IN HEIGHT PREVENT FUTURE RELEASES AS WELL AS ANY MEASURES TAKEN TO CLEAN UP THE SEDIMENT 5. THE FLOOR THE BARN IN THE OUTLET ZONE FABRIC STAPLED TO
ANCHOR SKIRT MINIMUM OF 6' AND BERMS SHOULD BE SEEDED IMMEDIATELY \ BOTTOM AND SIDES
AND BE OF THE SELF -FASTENER ANGLE 2, PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN THAT HAS LEFT THE SITE. THIS RECORD SHALL BE MADE AVAILABLE TO DEM OR AUTHORIZED AFTER THE BASIN IS CONSTRUCTED �
STEEL TYPE. ON THE PLANS, AND SMOOTH IT. AGENT UPON REQUEST. OR BURIED IN TRENCH
�-
6'3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER REMOVE TEMPORARY MEASURES WHEN CONSTRUC
TURN SILT FENCE UP SLOPE AT ENDS, TION IS COMPLETED AND PERMANENT GROUND ` - ` \ � �- � �� ■
SUITABLE OUTLET. COVER IS ESTABLISHED.
� 6°'x6" TRENCH.—
WHEN
RENCH, WHEN FABRIC IS USED WITH WIRE MESH 8'4, USE GE❑TEXTILE FA$RICS BECAUSE THEY IMPROVE STABILITY OF THE BACKFILLED AND ■ N
CENTERED POSTS MAY BE USED. COIR MESH STAPLED
FOUNDATION IN. LOCATIONS SUBJECT T❑ SEEPAGE ❑R HIGH WATER
DR TRENCHED INTO COMPACTED
REMOVE SEDIMENT WHEN 12 INCHES DEPTH TABLE, BOTTOM AND SIDES ■
OF SEDIMENT HAS ACCUMULATED. MAINTENANCE CONSTRUCTION SEQUENCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT THE CONTRACTOR SHALL INSTALL ALL EROSION CONTROL MEASURES, AND PERFORM ALL BAFFLE INSTALLATION — STEP 2
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC REQUIRED MAINTENANCE TO THESE DEVICES AFTER EACH RAINFALL EVENT. REMOVE
TOPDRESSING WITH 2 -INCH STONE. IMMEDIATELY REMOVE ALL ACCUMULATED SEDIMENT PER THE DETAILS AND REPAIR ANY DAMAGE TO THE EROSION CONTROL
OBJECTIONABLE MATERIALS SPILLED, WASHED, 13R TRACKED ONTO PUBLIC DEVICES. COPIES OF ALL INSPECTION DOCUMENTATION SHALL BE SUBMITTED TO THE PROJECT
TEMPORARY SILT FENCE ROADWAYS. ENGINEER ON A WEEKLY BASIS. POROUS BAFFLE S
THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSPECTING ALL SEDIMENT AND EROSION
CONTROL . MEASURES ON A WEEKLY BASIS AND AFTER EACH RAINFALL EVENT. DOCUMENTATION
OF INSPECTIONS USING NCDENR LAND QUALITY SECTION SELF --INSPECTION FORMS SHALL BE
KEPT ON SITE AND MADE AVAILABLE TO LAND QUALITY SECTION UPON REQUEST.
WIRE SCREEN
THE CONTRACTOR SHALL ALSO IMPLEMENT THE CONDITIONS OF THE NPDES GENERAL CONCRETE BLOCK
SET
Sr STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. ELEMENTS OF THE PERMIT REQUIREMENTS JIV PO 1- NOTES, INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING.
S
I. LAPRON. HE LENGTH OF THE RIPRAP
BUILDING WASTES HANDLING: ®®®
WEIR y✓I11J A A2. a = 1.5 TIMES THE MAXIMUM • NO PAINT OR LIQUID WASTES IN STREAM OR STORM DRAINS.
TEMP SILT FENCE -- S�E6DIAMETER BUT NOT LESS • EARTHEN—MATERIAL STOCKPILES AND DEDICATED AREAS FOR DEMOLITION, �---�
SUPPORTED BY WIRE CONSTRUCTION AND OTHER WASTES MUST BE LOCATED 50 FROM STORM DRAINS AND
t FENCE (HOG WIRE) 3 $ w a IN A WELL DEFINED CHANNEL Ex—
TEND THE APRON UP THE CHANNEL STREAMS NO REASONABLE ALTERNATIVES ARE AVAILABLE.
1 — HANKS TO AN ELEVATION OF 6' • CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT WITH SURFACE �-
} # ABOVE THE MAXIMUM TAILWATER WATERS, WETLANDS OR BUFFERS. �Y
DEPTH QR TO THE TDP DF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET 13R ERR FILTINSPECTIONS:
FABRIC SHOULD BE INSTALLED • INSPECTIONS ARE REQUIRED WEEKLY AND AFTER EACH ONE HALF INCH'S RAIN
PLAN BETWEEN THE RIPRAP AND SOIL EVENT.. USE NCDENR DIVISION OF WATER QUALITY'S FORM FOR DOCUMENTATION.
FOUNDATION' • RECORD DAILY RAIN GAUGE READINGS. —
A 3 x • INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS HOURS•.
LA • INSPECTION REPORTS MUST BE AVAILABLE ON-SITE DURING BUSINESS HOURS UNLESS
#57 WASHED STONEOUTLETA SITE --SPECIFIC EXEMPTION IS APPROVED. WIRE SCREEN
NOTE, D❑ NOT INSTALL / 4' WIDTH MIN. (AT TOP) • RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE UPON REQUEST. FILTERED WATER
PROTECTION DETAIL ELECTRONICALLY -AVAILABLE RECORDS MAY BE SUBSTITUTED UNDER CERTAIN
- SILT FENCE OUTLET ��u`��� �r� ��� �, ,.0 u�i ��u-��� Hui CONDITIONS. STONE SHED
OVERFLOW
WHERE FLOWS ARE FILTER FABRIC �,i iu EiT Ful- m—iiE Hui iTi
CONCENTRATED. Tu= ui •m m— ru _iii, o a'u ii,i
BOTTOM OF WIRE FENCE AND=iTuii;iimii�in�i�,iin�i i i, i�ii�i,m�uiiu,im iuiiiiu�kui SEDIMENT BASINS:
FILTER FABRIC BURIED 6' IN r=,u u, im-,nt iu ins iu ,ia= a -u ,n au,ni • OUTLET STRUCTURES MUST WITHDRAW FROM BASIN SURFACE UNLESS DRAINAGE AREA RUNOFF WATER W/ ==
BAKFILLEXCAVATED TRENCH a -ir, u u r u _ IS LESS THAT 1 ACRE. SEDIMENT
BACKFILLED WITH CLEAN STONE
SECTION A—A rnL USE ONLY DWQ�—APPROVED FLOCCULATES.
4 FT #57 WASHED STONE JI1=1 I -I I I -I I -I —II= I
MIN OUTLET PROTECTION
I I I—I I—III I—I 1-I
CONSTRUCTION SPECIFICATIONS SPECIFIC AFPPLICATIONi I I /DROP INLET W/ GRATE
CENTER 1. ENSURE THAT. THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS
THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN, COMPACT ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO
ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE.
SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE
FILTER FABRIC
ON
PRAP THICKNESS, S❑IL MAY ALSO BE FILLED BY INCREASING THE BLOCK AND GRAVEL INLET PROTECTION
SECTION A -A. 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
GRADING LIMITS SHOWN ON THE PLANS.
SILT FENCE 3. FILTER CLOTH, WHEN. USED, MUST MEET DESIGN REQUIREMENTS AND
BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
TEMPORARY STONE OUTLET INSTALLATION, REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PERMANENT AND TEMPORARY SEEDING SPECIFICATION.
PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA.
ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF UPON COMPLETION AND ACCEPTANCE OF THE IMPROVEMENTS OUTLINED IN THE PHASING
THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH. PROGRAM, THE ENTIRE AREA DISTURBED BY PROJECT CONSTRUCTION SHALL BE PROVIDED
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID WITH A PERMANENT VEGETATIVE COVER. THE DISTURBED AREAS SHALL HE FINELY TILLED
DAMAGING THE FILTER. BY HARROWING, WHERE SOIL CONDITI❑NS ARE UNFAVORABLE FOR SUCCESSFUL
ESTABLISHMENT OF COVER, AVAILABLE TOPSOIL SHALL BE SPREAD. DOLOMITIC
LIMESTONE SHALL BE APPLIED AT THE RATE OF 4,000 LBS. PER ACRE AND A 10-10-10
5, THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 .TIMES THE COMMERCIAL FERTILIZER MIX SHALL BE APPLIED AT A RATE ❑F 1000 LBS„ PER ACRE TO
MAXIMUM STONE DIAMETER. THE DISTURBED AREA. IT SHALL BE UNIFORMLY APPLIED TO DISTURBED AREAS
ACCORDING TO THE FOLLOWING SCHEDULE BY BROADCASTING WITH A CYCLONE SEEDER OR
6, RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD CLOSE DRILL, SEED SHALL BE LIGHTLY COVERED AND SOIL SHALL BE FIRMED,, STRAW
BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED. MULCH SHALL BE APPLIED TO THE SEEDED AREA AT THE RATE OF 1-1/2 BALES PER 1000
-III-III=1I1- _ 2-I1I—II1=1I1=1I1=111 SQ, FT. AND TACKED.
2 -I I I_I I I=1 I I—I I �, ; �I I ; I 7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE
III—i� 1 . 1 -I III ; .I I 1 END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL TEMPORARY SEEDING SPECIFICATIONS SCHEDULE FOR PROVIDING PERMANENT
-I II I1 -I ~° r -'=III= I WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT. VEGETATIVE COVER
_ —III- DATES RATE #/ACRE
—III—III= 8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH. THE RECEIVING DATES RATE #/ACRE
-III—III=III- STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH, IF A JANUARY 1 -MAY 1
—I I I, i I I— CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE LIMESTONE 2000 NOVEMBER 1 -JANUARY 3i
UPPER SECTION OF THE APRON. FERTILIZER (10-10-10) 750 TALL FESCUE 100
RYE (GRAIN) 120
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED MULCH -STRAW &TACK 4000
FEBRUARY 1 -- APRIL 30
AREAS WITH VEGETATION. MAY 1 AUGUST 15 TALL FESCUE 80
MAINTENANCELIMESTONE 2000 BLUEGRASS 60 .�� CARO
\\` y
FERTILIZER (10-10-10) 750 �� ......
GERMAN MILLET 40 MAY 1 - JULY 31 Q`
CUE 70
NOTES: INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY O •°' FE5S�0°' 'L
EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES MULCH --STRAW & TACK 4000
WEEPING TALL SLOVEGRASS 20
1. USE DIMENSIONS SHOWN ABOVE UNLESS NOTED OTHERWISE. HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO AUGUST 15 — JANUARY 1- SEAL
FOR PERMIT REVIEW 0 N LY
_
2. TEMPORARY DIVERSION DITCHES FLOWING INTO RD 01-11 AND TEMPORARY DIVERSIONS PREVENT FURTHER DAMAGE. LIMESTONE 2000 AUGUST 1 OCTOBER 31 - 16883 -
AT THE TOP of PIT EXCAVATION LIMITS THAT DIVERT RUNOFF INTO THE PIT SHALL BE FERTILIZER (10-10-10) 1000 TALL FESCUE 100
STABILIZED WITH A NORTH AMERICAN GREEN P300 LINER. NOT RELEASED F 0 R CONSTRUCTION
'
RYE (GRAIN) 120 SUDAN HYBRID 50 F Qa°
G' "•. NG I NE�.. 0
MULCH - STRAW & TACK 4000 %moi �Fa••,°°••°
PLAN SYMBOL TD --- ��'�',S�� r�"��✓�
LOCATION PIPE DIA. RIPRAP TYPE LENGTH La WIDTH W
OP -1 18" 18" Class I Ri ra 10' 11.5'
TEMPORARY .DIVER -BION DITCH OP -2 1 24" 18 Class I Ri ra 12'
NTS
FILLTE CH USA - NEW MANUFACTURING RING PLANTE1/1SI®�I DESCRIPTION DATE INITIAL
alley, Williams, Cr�1�I, king, inc. I�rI:
CONSUL TING EN i i° S RCC s"m "O' _
380 PALMER ROAD � PROFILE ul���l� i;ww EROSION CONTROL DETAILS �� �
FIRM l.IC�l�S Nn. �--020
120 SOUTH MART STREET P.O.
,�� 1515'ROCKWELL NORTH CAROLINA �4
�: 16509 DET
I�CA'I'�P�,�I'OLis, NC 28082 70� J���-1 G1 � � Y�:

RISER PIPE PRINCIPAL
ELEV, 'C' SPILLWAY (INSTALL A SEE CONSTRUCTION PLANS
EMERGENCY SPILLWAY SKIMMER INVERT AT - FOR EMBANKMENT WIDTH
2' PVC SEDIMENT CLEANOUT ELEV, NC ELEVATION 761,0)
REFERENCE STAKE. 5'----� (SEE NOTE 7) 2' PVC SEDIMENT CLEANOUT
MARK SEDIMENT CLEANOUT REFERENCE STAKE. ELEV, 'B' _ _ _-
DEPTH ON STAKE, MARK SEDIMENT CLEANOUT - - - FREEBOARD - 1' MIN, DEPTH ON STAKE. 3 - I I I=I 11=I I I=I I I
-III-III=III=III=III=1
POROUS BAFFLES = _ - _ - Z-FAIRCLOTH SKIMMER MAXIMUM LEVEL OF 1 _Ell MIM IMI I MIM II:
...:................:::........,....,.....,....,....,... _ _ _ _
(SEE DETAIL) MAXIMUM LEVEL ❑F I 1-� -I � I -III -III -I ❑R EQUAL---N,,,SEDIMENT COLLECTED.
I=III=1 I 1=III=i 1 I=I � 1=11 I=�
SEDIMENT COLLECTED, 1-I 11-I 1511 I"I I I`�`"'III'"I I M EMBANKMENT STABILIZEDCLEAN BASIN WHEN I ISI I I=I i 1=1 11=l 11=l 11=1 l 1=1 I l=
CLEAN BASIN WHEN 1=1 l I -III -1 11=1 l 1=1 I!-1 I ISI 1 l -I I WITH vEGETATI❑N
FAIRCLOTH THIS LEVEL IS THIS LEVEL IS
SKIMMER REACHED. 11=I 11=1 I I---�-I 11=I 11=1 11=f 11=1 11=1 I MI I I 11=1 11=f 11-1 f 1=1 11=I 11=III=11 I -I
REACHED,
❑R EQUAL 3 I I -I 11=III-II 1-I I I =III=1 11=III=1 I I -I 11=! I I- I I I=1 11=1 I I -i 11=1 11=1 11=1 11=1 l 1=1 11_
III -1 11=I 11=I I f-1 11=I 11=1 l I -I I I -I 11-1 11=1 11=1 I I- 11 I --I 11=III=1 11 -1 11=1 I I -I 11=1 11=1 I I -I
-1 11=1 11=f I I-1 I II 11=1 I I_=1II---1 I M I 1=MTI I I=f 11=1 I I= 3 ,� 111=111=I 11=1 11-III=1 11=1 I l-1 1 1=III=1 11=
-11 I -III -111-1 I I -I I I -I 11-I 11-1 I I -I I I=I I III I I=1 I I -I I I -I 11 1 FLEX -111=1 11=1 11=III-I 11=1 11=1 11-111=111=1 11-I
o = I I I=1 11=111=I I FI f 1-1 I I =1 I I-III=1 11=1 11=111=1 11=1 11=i 11=l 11= Z H❑sE =1 11=111=1 11=1 11=1 I M I 1=1 11=1 I I-! 11=1 i 1=1 I h
Z 0. SKIMMER FLEX = 1 I 1=1 11=1 11=1 11=I I II I II I I. =1 I I-1 1 1TI I I-1 11=1 i 1-1 f I-1 11-I 11=1 11-I �, =1 11=1 11=111=1 11-111=1 11=1 I ETI 11=i 11=11171 11=1
W ARM HOSE = I l l=LII-1Il-1 11-I 11=11 f -I 11=1 I II i ISI 12 111-11 ITT I ETI I I�I 1171 11=III-I I 11-1 I ITIII=1 11=1 11=1 11-1 I I_1I1-1 I l-1 I I -III.
=111=1 I I=E 11=111=1 11=I I III 11=1 11=I 11=1 11=1 11=1 I ITT I IT1 I ETI I I=1 1 1Tl 11=11 I=1 I __ o 0 0
- - - 11 V ° V INV. IN
-1 I I -I 11 -III -I 11- I- 1r1 SLOPE I -III I I -I I f II -I I I: 1i1 SLOPE
-I ] I -III -III -I I- -I I I=1 I I III_ =III -I I -I 1-Z,
0ELEV. 'A' I I=1 I I--
ELEV. 'A' . SKIMMER BARREL OUTLET STABILIZATION -/IN SELECT
LAYFILL
ANDPLACED
C❑MPACTED
SELECT FILL PLACED 6'W x 9'L STRAW MATTING
IN LAYERS AND COMPACTED
ANTI -FLOTATION 20'
BLOCK
SKIMMER SEDIMENT BASIN
CONSTRUCTION SPECIFICATIONS:
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH
AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA.
PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL.
PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT .
UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. SKIMMER HORIZONTAL MOVEMENT IS TO BE LIMITED
BY METAL STAKES OR 2x4's. INSTALL SKIMMER PER MANUFACTURER'S RECOMMENDATIONS.
4. PLACE THE BARREL (TYPICALLY 4 -INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL DO NOT USE PERVIOUS
MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN
4 -INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE
TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN 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 THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. ASSEMBLE .THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE
JOINT :TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A 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 MAINTENANCE.
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 OPERATION OF THE SPILLWAY. THE SPILLWAY
SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE 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. THE WIDTH OF THE FABRIC MUST BE ONE
PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE
LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER
SECTLON(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR
PINS. (ADAPTED FROM "A MANUAL FOR DESIGNING, INSTALLING AND MAINTAINING SKIMMER SEDIMENT BASINS." FEBRUARY, 1999. J. W. FAIRCLOTH &.
SON.).
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT ERASION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET
PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS.
COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY, AND SEED AND STABILIZE THE EMBANKMENT AND
ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE
STABILIZATION).
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES. INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH
OF BASIN. BAFFLE MATERIAL TO BE COIR EROSION BLANKET, COIR MESH OR SIMILAR.
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE SEDIMENT. SMOOTH THE
AREA TO BLEND WITH THE ADJOINING. AREAS AND STABILIZE PROPERLY (REFERENCES: SURFACE STABILIZATION).
MAINTENANCE:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT. AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF
THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT
HOLD DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
3. 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. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND
REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SQ REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR
BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER..
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE
SKIMMER FROM PLUGGING WITH ICE.
BASIN STORAGE AREA CLEANOUT
NO. DEPTH
SEDIMENT
STORAGE
SURFACE
AREA (A2)
SPILLWAY ELEV. ELEV.
LENGTH "A" "B"
ELEV.
"C"
L1 W1 I D1 L2 I W2 D2 I L3 I W3 D3
(FT3)
(SF)
(FT)
BASIN FLOOR
SSB -1 SEE BELOW 1.2
4,780.0
7106
8.0 762.0 764.0
1 766.0
ELEVATION
SURFACE
AREA
(SF)
INC.
VOLUME
(CF)
STORAGE
VOLUME
(CF)
NOTES
762
72
0.0
0.0
BASIN FLOOR
763
1191
631.5
631.5
SED. REMOVAL 763.2
764
7106
4148.5
4780.0
SPILLWAY ELEVATION
765
13332
10219.0
14999.0
766
20281
16806.5
31805.5
TOP OF DAM
BASIN
NO.
FAIRCLOTH SKIMMER
SIZE
(IN)
I ORIFICE DIA. ARM SIZE BARREL SIZE
(IN) (IN)
SSB -1
2.0
1.25 6' x 1.5" dia. 4.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3. = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF SEDIMENT
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
DESIGN NOTES:
1. SEDIMENT STORAGE VOLUME = 1800 CF PER DISTURBED ACRE
2. CLEANOUT DEPTH = 60% OF THE DESIGN STORAGE
3. REQUIRED SURFACE AREA = 325*Q1O
4, ALL RUNOFF HAS BEEN CALCULATED USING THE RATIONAL METHOD
5, SKIMMER DESIGN BASED ONFAIRCLOTH FAIRCLOTH SKIMMER DESIGN STANDARDS
6. DESIGN STORM IS 10 -YEAR TO PASS THROUGH SPILLWAY
7. SEDIMENT VOLUME CALCULATIONS ARE BASED ON THE AVERAGE END
AREA METHOD FOR NATURAL CONTOURS AND 3:1 SLOPES IN THE BASIN
�yrirrrrrrr�
OFESS/o
SEAL
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
V
16883 -
ELEV. 'C'
EMBANKMENT STABILIZED
WITH VEGETATION
1
ANTI -SEEP INV. OUT -J
COLLAR
SEE CHART PRINCIPAL SPILLWAY
FOR SIZE BARREL(O-RING PIPE)
STABILIZED OUTLET PROTECTION
RISER PIPE SEDIMENT BASIN WITH SKIMMER
& POST CONSTRUCTION STORMWATER BMP
sPECIAL NOTES
THIS EMBANKMENT AND RISER WILL BE CONVERTED INTO A POST CONSTRUCTION STORMWATER BMP.
ADDITIONAL DETAILS FOR THE RISER CONSTRUCTION ARE LISTED ON THE STORMWATER BMP DETAIL SHEET.
THE OPENINGS FOR THE FUTURE SAND FILTER DRAINS ARE TO BE PLUGGED DURING CONSTRUCTION.
1-3ra-WRIS PROM CLOGGING THE G_09DU4, (NOT APPLICABLE TO THIS PROJECT. THE TOP OF RISER WILL ACT
AS. A TRASH RACK.)
CONSTRUCTION SPECIFICATIONS:
1. SITE PREPARATIONS - CLEAR, GRUB, AND STRIP TOPSOIL FROM AREAS UNDER THE EMBANKMENT TO REMOVE TREES,
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEARING THE POOL AREA UNTIL THE DAM IS
COMPLETE AND THEN REMOVE BRUSH, TREES, AND OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT
CLEANOUT. STOCKPILE ALL TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE
EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW THE
BASIN AS NEEDED.
2. CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE EARTH FILL EMBANKMENT. CUT
THE TRENCH TO STABLE SOIL MATERIAL, BUT IN NO CASE MAKE IT LESS THAN 2 FEET DEEP. THE CUT-OFF TRENCH
MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM
WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT, BUT IN NO CASE LESS THAN
2 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 1:1. COMPACTION REQUIREMENTS ARE THE SAME AS
THOSE FOR THE EMBANKMENT. KEEP THE TRENCH DRY DURING BACKFILLING AND COMPACTION OPERATIONS.
3. EMBANKMENT - TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS, IT SHOULD BE CLEAN
MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS, AND OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS ON
WHICH FELL IS TO BE PLACED BEFORE PLACING FILL THE FILL MATERIAL MUST CONTAIN SUFFICIENT MOISTURE SO IT
CAN BE FORMED BY HAND INTO A BALL WITHOUT CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF THE BALL, IT IS
TOO WET FOR PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH CONTINUOUS LAYERS OVER THE ENTIRE
LENGTH OF THE FILL AREA AND COMPACT IT. COMPACTION MAY BE OBTAINED BY ROUTING THE CONSTRUCTION HAULING
EQUIPMENT OVER THE FILL SO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE WHEEL OR
TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED. CONSTRUCT THE EMBANKMENT TO AN ELEVATION
10 PERCENT HIGHER THAN THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
4. CONDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE A WATERTIGHT
STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL SECTIONS BY APPROVED WATERTIGHT
ASSEMBLIES. PLACE THE BARREL AND RISER ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE
PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP.
COLLARS. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4 -INCH LAYERS, AND COMPACT IT UNDER AND
AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO
RAISE THE PIPE FROM FIRM CONTACT WITH ITS FOUNDATION WHEN 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. ANCHOR THE RISER IN PLACE BY CONCRETE OR OTHER SATISFACTORY MEANS TO PREVENT
FLOTATION. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER
THE EMBANKMENT IS COMPLETE.
5. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY
EXCAVATING 'A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR
TIMBER. SKIMMER HORIZONTAL MOVEMENT IS TO BE LIMITED BY METAL STAKES OR 2x4's. INSTALL SKIMMER PER
MANUFACTURER'S RECOMMENDATIONS. PLACE THE BARREL (TYPICALLY 4 -INCH SCHEDULE 40 PVC PIPE) ON A FIRM,.
SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS. MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED
STONE AS 13ACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4 -INCH LAYERS AND
COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE
MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN 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 THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE. ASSEMBLE THE SKIMMER FOLLOWING
THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN
WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND
POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A 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 MAINTENANCE.
6. EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL THE ACHIEVEMENT OF PLANNED
ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL
OPERATION OF THE EMERGENCY SPILLWAY.
7. INLETS - DISCHARGE WATER INTO THE. BASIN IN A MANNER TO PREVENT EROSION. USE DIVERSIONS WITH OUTLET
PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE 13ASIN TRAP
EFFICIENCY (REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
8. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE
WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE
EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY
IMMEDIATELY AFTER CONSTRUCTION. (REFERENCES: SURFACE STABILIZATION).
9. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES.
10. SAFETY - SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID STEEP SIDE SLOPES, AND FENCE
AND MARK BASINS WITH WARNING SIGNS IF TRESPASSING IS LIKELY. FOLLOW ALL STATE AND LOCAL REQUIREMENTS.
MAINTENANCE
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER)
RAINFALL. EVENT AND REPAIR IMMEDIATELY.
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF
THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE
EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL.
MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
3. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT
FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER
DEBRIS FROM THE RISER AND POOL AREA.
4.. 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. IF THIS DOES NOT WORK,
PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE . DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS. IF THE SKIMMER ARM OR BARREL PIPE 1S CLOGGED,
THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH
WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN
THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
alley, wild ams, Carmen, & king, enc. FILLTECH USA - NEW MANUFACTURING PLANT
CONSULTING.ENGINEERS �a PALMER READ
FIRM LICENSE No. F-0203
A SOUTH MAIN STREET P.O. BOX 1215
ICAFiNAROCKWELL NORTH CAROLINA
POLILiS, NC 28082 i�i�/�3�--9 �� � �
SPECIFICATIONS FOR CONSTRUCTION OF PONDS AND RESERVOIRS
STORAGE AREA CLEANOUT SEDIMENT SURFACE
DEPTH STORAGE AREA
BASIN NO. W1 Ll Dl W2 L2 D2 W3 L3 D3 (FT 3) SQ FT
SSB -2 SEE BELOW 1.2 11 961.0 8,873.0
ELEVATION
SURFACE
AREA
(SF)
INC.
VOLUME
(CF)
STORAGE
VOLUME
(CF)
NOTES
761
985
0.0
0.0
BASIN FLOOR
762
7032
4008.5
4008.5
SED. REMOVAL 763.2
763
8873
7952.5
11961.0
SPILLWAY ELEVATION
764
10786
9829.5
21790.5
765
12773
11779.5
33570.0
766
16082
14427.5
47997.5
TOP OF DAM
BASIN
NO.
RISER
SIZE ft
BARREL
DIA. in
EL
LENGTH ft
INV. IN
1758.5
ANTI -FLOTATION BLOCK
INV. OUTWIDTH ft LENGTH t !�1�.5
ELEV.
"A"
ELEV.
"B"
SSB -2
5' x 5' ID
18
40
758.0 8.0 8.0
761.0
765.0
766.0
BASIN
NO.
FAIRCLOTH SKIMMER
SIZE ORIFICE DLA, ARM SIZE BARREL SIZE
(IN) (IN) (IN)
SSB --2
2.0 1 6' x 1.5" dia. 4.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE
L3 - BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 - THE CLEANOUT DEPTH OF THE SEDIMENT BASIN
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
DESIGN NOTES:
1. SEDIMENT STORAGE = 1800 CUBIC FEET PER DISTURBED ACRE
2. REQUIRED SURFACE AREA = 325*Q10
3. CLEANOUT DEPTH = 60% OF THE DESIGN STORAGE
4. SEDIMENT VOLUME CALCULATIONS ASSUME 3:1 SLOPES IN THE BASIN
5. THE SPILLWAY LENGTH IS BASED ON THE STANDARD IN THE EROSION CONTROL MANUAL
C❑NSTRUCTION NOTESi
1. RISER TO BE CONSTRUCTED USING A 5'x5' ID PRECAST STRUCTURE WITH A PRECAST OPENING FOR THE 18' RCP DISCHARGE BARREL.
2, CONNECTION BETWEEN THE RISER AND THE 18' RCP DISCHARGE BARREL SHALL BE SEALED USING A PRECAST A-LOK X -CEL
FLEXIBLE PIPE -TTI -MANHOLE CONNECTOR OR LINK -SEAL MODULAR SEAL.
4, CONNECTION BETWEEN THE RISER AND THE TWO 6' PVC SCHEDULE 40 UNDERDRAIN PIPES SHALL BE SEALED USING A COMPRESSION
SEAL, PRECAST A-L❑K X -CEL FLEXIBLE PIPE -TO -MANHOLE CONNECTOR OR LINK -SEAL MODULAR SEAL,
5, CONNECTION BETWEEN THE RISER AND THE 4' PVC SCHEDULE .40 SKIMMER PIPE SHALL BE SEALED USING A COMPRESSION SEAL,
PRECAST A-LOK X -CEL FLEXIBLE PIPE -TO -MANHOLE CONNECTOR OR LINK -SEAL MODULAR SEAL.
6. DURING CONVERSION FROM A SEDIMENT BASIN TO A SAND FILTER, THE 4' PVC SCHEDULE 40 SKIMMER PIPE SHALL BE REMOVED
AND THE VOID FILLED WITH WATERTIGHT GROUT.
CLEARING: Reservoir areas should be cleared at least to the elevation of the crest of the principal spillway. The minimum area cleared. must extend the full length of the dam for a distance of at
least 100 feet upstream from the principal spillway and upstream of the emergency spillway. Stumps shall be removed. Satisfactory disposition will be made of all debris.
FOUNDATION PREPARATION: The foundation area of the embankment shall be cleared and grubbed of trees, logs, stumps, roots; brush, boulders, sod, and debris -All stumps and all roots exceeding
one (1) inch in diameter shall be removed to a minimum depth of one (1) foot. The foundation area shall be thoroughly scarified and moisture added as needed so that the first layer of fill
material will be properly bonded to the foundation when compacted. The cutoff trench and any other required excavations shall be dug to the lines and grades shown on the plans or as staked in
the field. If they are suitable, excavated materials shall be used in the permanent fill. Foundation areas shall be kept free of standing water when fill is being placed on them.
FILL MATERIALS AND PLACEMENT: The material placed in the fill shall be free of sod, roots, frozen soil, stones more than six (6) inches in diameter (except for rock fills), and other objectionable
material. Borrow material be obtained on site. will The placing and spreading of fill material shall be started at the lowest point of the foundation and the fill brought up in horizontal layers not to
exceed nine (9) inches in thickness prior to compaction. The fill shall be constructed in continuous horizontal layers except where openings or sectionized fill are required. In those cases, the slope
of the bonding surfaces between the embankment in place and the embankment to be placed shall not be steeper than 3 horizontal to 1 vertical. The bonding surface shall be treated the same
as the specified for the foundation so as to insure a good bond with the new fill. The distribution and gradation of materials shall . be such that no lenses, pockets, streaks, or layers of material
differ substantially in texture or gradation from the surrounding material. When materials of varying texture and gradation are used, the more impervious material shall be placed in the center and
upstream parts of the fill. If zoned fills are specified, the zones shall be placed according to the Eines and grades shown on the drawings or as staked in the field. The moisture content of the fill
material shall be adequate for obtaining the required compaction. Material that is too wet shall be dried to meet the requirements, and material that is too dry shall have water added and be
mixed until the requirement is met. It is generally preferred to use material slightly wetter that optimum than dryer than optimum. Construction equipment shall be operated over all areas of each
layer of fill to insure that the required compaction is obtained. Special equipment shall be used if needed to obtain the required compaction. If a minimum required density is specified, each layer
of fill shallbe compacted as necessary to obtain that density. It is recommended that a sheeps-foot roller be used when the fill material has a high clay content. Fill, adjacent to structures, pipe
conduits, antiseep collars, and drain fill, shall be carefully compacted to a density equivalent to that of the surrounding fill by manually directed power tampers or plate vibrators. Fill materials
compacted with manually directed power tampers or plate vibrators shall be placed in horizontal layers not to exceed four (4) inches in thickness prior to compaction. Selected backfill material shall
be placed around structures, pipe conduits, and antiseep collars at about the same rate on all sides to prevent damage from unequal loading. Over compaction that may raise the pipe conduit or
make the fill brittle can be just as harmful as under compaction. Fill adjacent to concrete structure shall not be compacted until the concrete is strong enough to support the load, normally three
days. Drain fill shall be kept from being contaminated by adjacent soil materials during placement by either placing it in a cleanly excavated trench or by keeping the top of the drain fill at least
on (1) foot in elevation above the adjacent earth fill
Fill material shall have a a dry density above 95 percent of its maximum dry density as determined by ASTM D698. Materials represented by samples below this limit shall be removed
or reworked until the density is acceptable.
EXCAVATED PONDS: The completed excavation shall conform to the Eines, grades, and elevations shown on the drawings or as staked in the field. Spoil shall be. uniformly shaped, spread, or
hauled away.
PROTECTION: A protective cover of vegetation shall be established on all exposed surfaces of the embankment, spillway, borrow area, or spoil. If soil conditions at the conclusion of construction
preclude the use of vegetation and protection is needed, .temporary vegetation may be used until conditions permit establishment of permanent vegetation. Fencing shall be used if necessary to
protect the vegetation. GENERAL: Construction operations shall be carried out in such a manner and sequence that erosion, air and water pollution are minimized and held within legal limits. All
work shall be conducted in a skillful and professional .manner and the completed job shall present a workmanlike appearance. Appropriate safety measures, such as warning signs, rescue facilities,
etc., should be provided for the completed pond. The cross-sections and details take precedence over the site plans showing topographical information.
PIPE LAYING - GENERAL PR❑VISIONS.
The Contractor will be responslble for all materlal which May become a part of the finished work until It Is finally In place, tested and accepted by the Owner, except as
otherwise provided for herein, and will remove from the lines any cracked or defective pipe or, fittings and will replace them with new pipe or fittings without extra
compensation therefor. Great care must be exercised by the Contractor In handling lined pipe so as not to Injure the linings. A damaged lining In a piece of pipe or a
fitting shall be deemed sufficient reason for Its rejection by the Engineer.
Should any pipe be cracked or defective, the Engineer may allow the Contractor to cut off the cracked or defective portion and lay the remainder of the pipe If, In his
opinion, the cutting off of the cracked or defective end will not. Injure the balance of the pipe. Permitting such cutting off of cracked or defective ends, however, will
not absolve the Contractor from any of his responsibility toward to work.
All pipe will . be thoroughly cleaned of earth and rubbish before being placed In the trench, and so Rept until final completion and acceptance of the work. Every open end
of the pipe wilt be securely plugged when pipe Laying Is not In progress.
ALL pipe will be laid on lines and grades as directed by the Engineer and as shown on the Drawings. All pipe will be placed on a firm foundation so as to prevent subsequent
settlement, and the trenches will be carefully excavated to the proper grade, except where rock excavation Is encountered, so that It wILL be unnecessary to fill In
under the pipe.
PIPE LAYING
Handling of pipe and accessories shall at all times be done In such a manner as to prevent damage to lining of body, All pipe, fittings, and valves shalt be lowered Into
the trench .by approved methods, Under no circumstances shall pipe or accessories by dropped or dumped Into the trench.
Pipe shall be swabbed clean before It is tald and any pipe which cannot be cleaned with a swab shalt be removed and cleaned with suitable apparatus. Any pipe showing
evidence of oil, tar or grease shall be permanently marked and removed from the job and shall not be returned until It has been cleaned to the satisfaction of the
Engineer.
Laying of pipe shall be done In accordance with AASHTO Designation M-170, with care being taken to provide uniform bearing for the pipe. The Laying of pipe on wood or
other blocking will not be permitted.
Open ends of pipe shalt be plugged with a standard plug or cap at all times when pipe Laying Is not in progress. Trench water shalt not be permitted to enter the pipe.
Pipe cuttings, where required, will. be done In a neat and workmanlike manner without damage to the pipe. Pipe cuttings will be done onty with equipment especially designed
and fabricated for that purpose. The use of chisels and cleavers wlLL not be permitted,
The pipe shall be Installed at the locations shown .on the Plans or as directed by the Engineer.
RISERS
Risers are to be precast structures manufactured In accordance with ASTM C858.
If .multiple segments are to be used, each section shall be fastened to the. lower section using a system designed and or approved by the manufacturer.
The joints shall be made watertight. The manufacturer Is to submit to the engineer and owner a shop drawing showing the methods used to connect and seal the riser
sections.
All connections to the riser shall be watertight.
REVISION I DESCRIPTION I DATE I INITIAL I SCALE Im 2-23-17 1 1-joe No.
PROFILE
:RAM 9°c RCC
,'HEOKED IY G W W
00 ND. -,
D" 16509 DET
EROSION CONTROL & BMP
DETAILS
1000
SFIE,r 10- S P -10
oF. 14
0

TOP OF FOREBAY
SPILLWAY ELEV: 763.0
THE MEDIA IN THE SAND FILTER SHALL
BE CLEANED, WASHED, COURSE
MASONRY SAND MEETING THE
cocpwira'nnuc Ar Acn1 r11 ruC
MIRAFI 140N FILTER
FABRIC
OR APPROVED EQUAL
CAPPED CLEAN OUT PIPE
4" ABOVE GRADE. RISER
TO BE SOLID WALL
SCHEDULE 40 PVC WITH A
DIAMETER THAT IS THE SAME
AS THE CARRIER PIPE.
BOTTOM OF MEDIA ELEV: 758.83
UNDI
--------------
2' MINIMUM DISTANCE TOJ PERFORATED SCHEDULE
SEASONAL HIGH WATER TABLE 40 PVC UNDER DRAIN
OR INSTALL IMPERVIOUS LINER
TYPICAL STORMWATER SAND FILTER BASIN CROSS-SECTIONAL VIEW
N.T.S.
NOTES:
1. OBTAIN A SOIL BORING IN THE LOCATION OF THE STORMWATER BMP PRIOR TO USE AS A SEDIMENT BASIN TO DETERMINE THE SEASONAL HIGH WATER ELEVATION. IF THE ELEVATION IS WITHIN 2 FEET OF THE
DRAINAGE FILTER, A 12" LAYER OF IMPERVIOUS CLAY WITH AN INFILTRATION RATE NO MORE THAN 0.01 IN/HR MUST BE INSTALLED UNDER THE WASHED STONE.
2. ALL PIPING WITHIN THE UNDERDRAIN SYSTEM SHALL HAVE A MINIMUM SLOPE OF 0.5 PERCENT AND SHALL BE CONSTRUCTED OF SCHEDULE 40 OR SDR 35 SMOOTH WALL PVC PIPE. . A MINIMUM OF 4 ROWS OF
PERFORATIONS SHALL BE PROVIDED AROUND THE DIAMETER OF THE PIPE AND THE PERFORATIONS SHALL BE PLACED 6 INCHES ON CENTER WITHIN EACH ROW FOR THE ENTIRE LENGTH OF THE DRAINAGE LATERAL
PERFORATIONS SHALL BE 3/8 -INCH IN DIAMETER.
3. THE CONTRACTOR SHALL HAVE AN AS BUILT DRAWING OF THE BMP PREPARED BY A REGISTERED PROFESSIONAL SURVEYOR. ALL INVERTS AND SURFACE ELEVATIONS WITHIN THE BASIN SHALL BE VERIFIED.
4. THE ENGINEER SHALL BE NOTIFIED 48 HOURS PRIOR TO THE INSTALLATION OF THE CRITICAL AREAS OF THE BASIN. CRITICAL AREAS INCLUDE:
.... RISER INSTALLATION.
••••OUTLET BARREL INSTALLATION.
••••BASIN FLOOR PRIOR TO THE INSTALLATION OF WASHED STONE.
:***UNDERDRAIN PIPING.
••• FILTER FABRIC BETWEEN WASHED STONE AND A SOIL MEDIA.
76 OUTLET
STRUCTURE CLEANOUT (TYP)
rs Q
-N
7600
INV, 758.6
Q
�s2 z
SAND FILTER>E 61
2 AREA1 985 SF ,?� '7-\� INV1
2 LF a 758,5
44.1 0,
c? a 4
YI-2-- 76 INV, 758.7 1
RIM 766,2512' HDPE
FES -1
INV INi INV, 761SLOPE DRAIN
,0
761.25 767
INV 758,7
767
16I 5
INV: 758.6
axp
767
767
5
a�
00
00
INV, 758.8 INV, 758,8
12' HDPE
SLOPE DRAIN
SAND FILTER PLAN
SCALE ; 1" = 30'
alley, willlams, carmen, Ding, Inc.
CONSULTING ENGINEERS
FIRS! LICENSE No. F-0203
120 SOUTH MAIN STREET" P.O. BOX 1248
KANNAPOLIS, NC 28082 704/038-1515
OUTLET STRUCTURE 5'X5' ID YARD INLET.
ALL JOINTS AND PIPE OPENINGS TO BE WATERTIGHT.
PROVIDE DETAILS ON SHOP DRAWINGS FOR REVIEW
AND APPROVAL BY THE ENGINEER.
- - FILTER FABRIC & TOP OF #57 STONE ELEV 759.63
- - BOTTOM OF #57 STONE: ELEV: 758.83
NOTE: UNDERDRAINS SHALL HAVE BETWEEN
0.5% & 1.0% SLOPE AT ALL TIMES.
UNDERDRAINS SHALL ALWAYS HAVE A MIN.
COVER OF 3" OF #57 STONE.
NOTE: ALL PIPE OPENINGS IN THE RISER SHALL BE SEALED WITH A
WATERTIGHT BOOT OR LINK -SEAL MODULAR SEAL THE SEAL. USED
SHALL BE PER THE MANUFACTURER'S STANDARDS FOR THE OPENING SIZE
AND THE DIAMETER/MATERIAL FOR THE PIPE. THE SEAL TO BE USED IS
TO BE SHOWN ON THE SHOP DRAWINGS AND APPROVED BY THE DESIGN
ENGINEER PRIOR TO FABRICATION OF THE RISER.
OUTLET STRUCTURE
NOTE:
ALL UNDERDRAIN PIPES ARE TO BE 6' SCHEDULE 40 PVC.
SAND FILTER UNDERDRAIN LAYOUT
SCAM ; 1" = 10'
ELEV: 761.0
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,r PIPE =t:
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#57 STONE'
ELEV. 758.$3.!
SAND FILTER UNDERDRAIN CROSS SECTION
NOT TO SCALE
FOR PERMIT. REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
FILLTECH USA - NEW MANUFACTURING PLANT
380 PALMER ROAD
ROCKWELL, NORTH CAROLINA
REVISION
INSTALL STEPS 12" ON
CENTER ON THE INTERIOR
AND EXTERIOR OF THE RISER.
USE STEPS WHICH COMPLY
WITH NCDOT. STD. 840.66.
MANHOLE RING AND COVER
6,p,
6.0'
SPILLWAY INLETS
. ON EACH SIDE OF THE RISER
TOTAL WITH AN INVERT
DATION: 765.00)
TLET STRUCTURE 5'X5' ID YARD INLET.
- JOINTS AND PIPE OPENINGS TO BE WATERTIGHT.
NIDE DETAILS ON SHOP DRAWINGS FOR REVIEW
0 APPROVAL BY THE ENGINEER.
ITI-FLOTATION BASE
4
1.5'
8.0' -
SAND FILTER OUTLET STRUCTURE
N.T.S.
5.0'-I
r8' SPACER
I .raL.a_ern�
4'-----
TI4- -- 24'-1
4" PVC
SKIMMER PIPE
OINVERT. 761.0
6" PVC UNDERDRAIN
PIPES (TWO EACH)
0;_
VERT: 758 3
OUTLET STRUCTURE WEST FACE
N.T.S.
INVERT: 765.0
T------------
DETENTION
DETENTION ORIFICE
INVERT. 762.8 ----
INVERT: 758.5
62.8----
INVERT:758.5 -
�SA'�I
8" SPACER
SPILLWAY
765.0
r nt
_.•.-------- -
F ------------
y4lhSlll!/��
CAI
ESSIp�
-7-
. ¢ SEAL INVERT: 758.5
- e 16$83 - ----•-
q-
%,� �,NG 1 NV -
SLV-
SLY`��OUTLET STRUCTURE EAST FACE
rt! Ih !:✓
N.T.S.
DESCRIPTION DATE INITIAL SCALE Jr1IT 2-23-17
L? AS SHOWN J)W*N BY:
_ __---- RCC
PROFILE
GWW
-------------
IibYG 16509 DET
�5,0 r 8' SPACER
1
I orll�e:n! J
6A'
2-
II - 20'-----
- INVERT: 765.0
DETENTION ORIFICE
INVERT: 763.2 _--
� ` INVERT�758.5 -
OUTLET STRUCTURE SOUTH FACE
N.T.S.
�SAr-I
8' SPACER
SPILLWAY
INVERT: 765.0
OUTLET STRUCTURE NORTH FACE
N.T.S.
SAND FILTER DETAILS
- INVERT -758.5
100 It'", 16509
SIaT Ilo. SP -11
OR 14

4' DIA. (MIN.)
PIPE Y.ti� STEEL PIPE FILLED
y. WITH CONCRETE
TOP 61. ]Old STANDARD 1,_0" ❑ED. 1,_0„ THP 60, 100% STANDARD
PROCTOR MIT`!, MIN. PROCTOR r 36• MIN.
COMPACTED BACKFILL - IN 6'
LAYERS, 95% STANDARD
--41 I 11111= PROCTOR
FINISHED GRADE
CL I Zr-OMPACTED /,--SLOPE OR ti -
I_,, BACKFILL IN SHORING PER T= 11= �_ _ > --
`, 6" LAVERS. III 1-1 SLOPE OR SHORING PER OSHA � - _ -_.�-
E3 2, � 95% STANDARD � OSHA SII RUBBER' HOSE SECURED �' RIJB.BER HOSE SECURED
U o � PROCTOR - 00 THP OF ROCK W/4 12 GAUGE PLIABLE -� W/4 12 GAUGE PLIABLE
CL DOUBLE STRAND �.�IR .DOUBLE STRAND WIRE F
- .� ` , ORANGE PLASI IG F L AEiS
`- NO.67 STONE STADES, DRIVEN '3r-0' IN � - �- ` r A> Q
El E3 �'� � 1/4 PIPE H,D, GROIJNp, T'MJO PEP. TREE
CONCRETE FOQTER .
r
- I BELOW PIPE (MIN. 60) WR>PPINE, , v s• MIN.
I I, AND MIN. OF 6tfAPPIddG--��
TI�fNDUChLE _ TREE BARD MULCH
, ' `� OVER THP HE PIPE TREE BARD MULCH r
z z COMPAGIED EARIN BADGER COMPACTED EARTH SAUCER
CLEAN BACKFILL `° FINISHED GRADE 7NISHED GRADE
(NCI MATERIAL c A
LARGER THAN 2') � � ORIGINAL GRADE ''� �'r �--' � - ORIGINAL GRADE 15' MIN.MIN, HAND "TYPE III" ----
E,%C.AVATION {
�.-.-.,..•..:
f........... ..
"'TYPE 9 j � NOTES r. ` ....... ... /
1. FOR USE WITH ALL PVC GRAVITY SEWER AND SEWER FORCE MAIN PIPE ::I 1 :.::::::::::::: NOTE:
HI NIMUM AND WHEN CONDITIONS OF POOR OR SATURATED SOIL OR ROCK ARE
AMENDED .' .....-..'..., `
�/ ! REMOVE BIJRLAP AMENDED � , � �� � ��� REMOVE BIJRLAP CONCRETE SHALL BE CLASS B WITH A MINIMUM COMPRESSIVE
TOPS.01 UPPER 1/3 ❑f TOPSOIL { STRENGTH OF 2500 PSI AT 28 DAYS.
p� PRESENT, REGARDLESS OF -PIPE MATERIAL., �' �� �� `� � `mak . - � '• � • � � k
]. FOR US[ !]TN ALL illi}, RCF AND `fGP UNLESS CC1NI)ITICIN9 or POOR OR SATURATED ROOT BALL
SOIL Cllr RGIGI ARE P�f=SEhaT, 2. TRENCH SIDE SLOPES SHALL BE IN ACCORDANCF WITH OSHA REQUIREMLNTS, ROOT BALL
ti r ti z
kCSUPPORT OR SHORE WHEN TRENCH IS MORE THAN 5' DEEP AND 8' LONG, I1ND15TUdBiRi7 ` '`' TYPICAL BOLLARD DETAIL
. NAND EA� ATE To CONFORM .70PIPE BARREL I.1NDITIURBE]I
BEGIN SIDE SLOPE, IF USED, APPROX. 18" ABOVE THP OF PIPE. SOIL PEDESTAI. SOIL PEDES -TA
3: EkCAVATE AT PIPE BELLS SC] BELL DIES NOT SUPPORT PIPE. 12, 12' VARIES 12" 12'` lir 12' 12" 12"
4, TRENCH SIDE SLOPES SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS, 3. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE
SUPPORT OR SHORE WHEN TRENCH IS MORE THAN 5' DEEP AND 6• LONG. IS LAID,CHMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL
BEGIN SIDE SLOPE. IF USED. APPROX, IO' ABOVE TOP OF. PIPE. TAMPS ONLY, EACH AND EVERY LAYER OF BACKFILL SHALL BL PLACED LOOSE IN
5. BACKFILL OF TRENCHES SHALL BE ACCOMPLISHED 1MMEDIATE0 AFTER THE RIPE IS LAID. 6' LAYERS AND THOROUGHLY COMPACTED INTO PLACE, THREE 2'x 2''x �4' TREATED 4" GONGR�TI= SLAB Y�l/ ASPHALT PAVIN&
P41.4 W.W.M.
COMPACTION REI�U]REMENTS SHALL BE ATTAINED �� THE USE OF MECHANICAL TAMPS C]PaLV. WOE]]) STAKES, EQIJALL.Y 6 x 6 - WIA x AS SPEGIIFIED
EACH AND EYED',? LAYER OF BACK ILL SHALL BE PLACED LOOSE IN 6' LAiERS AND 4. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UNBACKFILLED SPACED, DRIVEN 12' IN'10
THEIFOLIGHL� COMPACTED INTO PLACE. TRENCHES AFTER THE PIPE HAS BEEN PLACED. SMALL TREES UP TO AND INCLUDING 2" CALIPER UNDISTURBED SOIL.
6, UNDER NO CIRCUMSIANCES SMALL 'VATER BE PERMITTED TO RISE IN UNBACKFILLED TRENCHES AFTEP
THE PIPE HAS BEEN PLACED. 5. ALL MATERIAL SHALL HAVE AN IN PLACE DENSITY OF 1007 TO A DEPTH 6" BELOW ;.
7. ALL MATERIAL SHALL HAVE AN 1N PLACE DEC'dSII'Y OF 100% TO A DEPTH 6' BELOW THE FINISIHEII THE FINISHED GRADE OF THE BACKFILL MATERIAL, AND 957 AT GREATER THAN 6" LARGE TREES GREATER THAN 2p' CAL]PER � ����� -. • - . - •. -
.,
GRATE OF BACKFILL MATERIAL, AND 96% AT GREATER THAN 6` BELCIV GRADE. BELOW GRADE.
CITY OF SALISBURY F 7
1
N.C. S ANDARD DE AIL DATE: JANUAR"i 1, 1991 CITY OF SALISBURY, N,C, STANDARD DETAIL DATE: JANUARY 1, 1991 CIT' OF SAMBURY, d.C. STANDARD 1DAR UEIAIL DATE. JANUARY 1, 1991 CII'f OF SALISRUR'i, N.C. STANDARD DEVIL DATE: JANIJAPY 1, 1991
PIPELINE IP STALLATION NOT TO SCALE PIPELINE INSTALLATION NOT TO SCALE TREEs NOT TO SCALE 7REES NUT TO SCALE l_0il
TYPE I BEDDING SIANDAR-D P--1 TYPE III BEDDING STANDARD P-3 PLANTING SMALL TREES STANDARD PLANTING LANCE TREE STANDARD T -E
EDGE OF SIDEWALK
- 8.0' CONCRETE
2.01 BUMPER STOP
SEE PLAN FOR DIMENSIONS
6" CONC. PAD WITH 6x6 WW
REINFORCING AND COMPRESIVE
STRENGTH OF 3500 P.S.I.
22.5' NOTE: J
BUMPER STOPS TO BE INSTALLED PER J a I
MANUFACTURERS SPECIFICATIONS I �'
TYP. COLLARLU
MIN. 2" HT. III
3-6" FROM ROOT BALL
2--3" LAYER OF EDGE, BACKFILL AS
APPROVED MULCH
PARKING STALL BUMPER STOP SPECIFIED AGGREGATE BASE
DUMPSTER PAD DETAIL
NOT TO SCALE
PARKING SPACE PAVEMENT MARKINGS ` „ I..alL }
ACCESSIBLE PARKING REQUIREMENTSSIGNA
GE •:..a � �� .'?r!t�''i°�tr�l
(SEE NOTE 4) _� ACCESSIBLE ROUTE
TOTAL PARKINGKING SPACES
PR
MINIMUM NUMBER
OF ACCESSIBLE SPACES
SPACES REQUIRED
MINIMUM NUMBER OF
ACCESSIBLE SPACES REQUIRED
TO BE VAN ACCESSIBLE
1 TO 25
1
1
26 TO 50
2
1
51 TO 75
3
1
76 TO 100
4
1
101 TO 150
5
1
151 TO 200
6
1
201 TO 300
7
1
301 TO 400
8
1
401 TO 500
9
2
501 TO 1000
2% OF TOTAL
1 IN EVERY 8
ACCESSIBLE SPACES
1001 AND OVER
20 PLUS 1 FOR
EACH 100 OVER 1000
1 IN EVERY 8
ACCESSIBLE SPACES
REFERENCE: SECTION 208 OF THE ADA STANDARDS FOR ACCESSIBLE DESIGN
® ® \ty ® © 0 ® -0 (SEE NOTE 3)'rx11�{
SEE PLANS FOR
DIMENSIONS ~i i' •'`
DOTE: UNDISTURBED SOIL
LandscapingONE OUT OF EVERY Notes
EIGHT (8)
11' 1 5' 1 8' 1 8' g' 8• g' 8' I ACCESSIBLE SPACES. ROOT BALL
BUT NOT LESS THAN
ONE. IS REQUIRED TO Grass: Kentucky 31 Fescue
VAN VAN BE VAN ACCESSIBLE. NOTES: Schedule: March 1 -November 1, Fescue/Rye mix November 1 -March 1
ACCESSIBLE ACCESSIBLE Rate: 250 Itis. per acre
SPACE SPACE 1. SCARIFY ROOT MASS OFime:
(OPTION 1) (OPTION 2) CONTAINERIZED PLANT MATERIAL. Rate: 2,000 Groundlimestone
pe Onacre
2. INSTALL CONTAINERIZED PLANTS AT Fertilizer: 10-20-20
® © O FLASHED GRADE Rate: 500 lbs. acre
2. Grass area preparation: Area shall be amended and power tilled to 6"
MUTCD 3. TAMP PLANTING MIX FIRMLY minimun depth. CUlti ak or roll seed area
VAN R7 -$P MUTCD AS PIT IS FILLED AROUND Straw: 1 1/2 tans per acre
ACCESSIBLE 12"x6" NO R7-1 RESERVED EACH PLANT BALL.
12"x18g. per acre
Tack: 225 /al
PARKING " PARKING MUTCD p all p in depth plant beds
R7-8 4. OMIT COLLAR AROUND EACH SHRUB 3. Mulch: Hardwood, fine shredded Consistancy; 3" de p
RESERVED MUTCD ANY 12 x18 WHEN IRRIGATION SYSTEM IS PRESENT. 4. eeddd matter, pr Ipar Land super b ds with
till course
depth o shredded 6"
NOTES: PARKING R7 -8M 5. SOAK EACH PLANT BALL AND organicp phosphate.
1. ALL 12"x1.8" ACCESSIBLE SIGNS (R7-8 & R7-1) SHALL BE MOUNTED AT 7 12"x18" TIME PIT IMMEDIATELY AFTER minimum. Planting areas shall be amended and planting pits backfilled
FEET FROM GRADE TO BOTTOM EDGE OF SIGN FACE (MUTCD). MOUNTING HEIGHT
CAN BE REDUCED TO 5 FEET IF PLACED IN AN AREA BETWEEN SIDEWALK AND INSTALLATION. with tOpSOII mix. All planting beds Shall be mulched.
BUILDING FACE IN WHICH PEDESTRIANS ARE NOT EXPECTED TO USE. 5. All bedded areas shall be raised 6 above grade when complete
OPTIONAL MAXIMUM a �,y4�,lII1�rf,,
2. REFER6. All bedded areas shall have a 4" notch ed when adjacent #o. TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD) U.S. ACCESIBLE PENALTY g � ��
DEPARTMENT OF TRANSPORTATION AND NORTH CAROLINA DEPARTMENT OF LOADING $250 12"x9" grassed areas. �,� ��1 CAA
ZONE SIGN 7. All planting beds shall be continuous under shrubbery. ,�_��,•°°FESS�D,�°•���
TRANSPORTATION SUPPLEMENT. ossa-srr �j o Q�0
3. IF LOADING Z ROUTE IS A RAISED SIDEWALK AREA, THEN RAMPS ARE REQUIRED MAXIMUM 1' �R PERMIT REVIEW ONLY SEAL
PENALTY 12"x9"
AT LOADING ZONE AREA. $250
4. SIGNAGE MUST NOT OBSTRUCT ACCESSIBLE ROUTE OR RAMPS. 0°20-°r'0 SEE STANDARD N0. 50.10C FOR SUPPLEMETAL SIGN DETAIL NOT RELEASED �' 0 R CONSTRUCTION
_ 16883
5. PARKING SPACES DIMENSIONS ARE THE MINIMUM REQUIRED BY LAW. SEE
PLANS FOR EXACT LAYOUT DIMENSIONS FOR SITE.
INDIVIDUAL S MALL. SHRUB TREE
ACCESSIBLE PARKING AND PLANTINC
SIGNAGE STANDARDS z3 -r f
alley, williams, carmen, Icing, 1nc.FILLTE CH IDSA NEW MANUFACTURING PLANT REVISION DESCRIPTION DATE INITIALCALI=-22-�, II3.
ILI CONSULTING RCC
ENGINEERS I: 1�5®�
GENERAL & UTILITY SW=EET NO.
FIRM LICENSE No. 1 -a2I�
PALMER R OAD I. _. _ PROFIt�....___ sll_C�: S P -1
120 SOUTH MAIN STREET P.O. BOX 1248IN•: Gww DETAILS
(� TAT �"
KANI'1APOLIS, NC 28082 704/938-1515 ROCKWELL, YT ELL, NORTH CAROLINA
16509 DIET 14
OF:

REDUCED PRESSURE PRINCIPLE ASSEMBLY (RP)
{ „ _ )
3/4 2„
Y4 TURN FULL PORT A4 TURN FULL PORT
BRONZE BALL SHUT OFF BRONZE BALL SHUT OFF
VALVE #1 VALVE #2
SEE NOTE 3 REDUCED PRESSURE PRINCIPLE ASSEMBLY SEE NOTE 3
UNION CHECK CHECK
VALVE #1 VALVE #2
tvFLOW--
17"
30'
� RF.
DRAIN PORT
SEE NOTE 9 SEE NOTE 9
TEST COCK #1 M -UNION
12" IN.
30" MAX.
4"- GROUND
- -
Z4" PAD TO BE DESIGNED E�IQ
I7\
BY OWNER AS REQUIRED
-SEE NOTE 2
SEE NOTE 8
NOTES:
1. REDUCED PRESSURE PRINCIPLE ASSEMBLIES (RP) . MUST CONFORM TO
SALISBURY -ROWAN UTILITIES BACKFLOW PREVENTION REQUIREMENTS.
2. BACKFLOW ASSEMBLY MUST BF INSTALLED BEFORE SERVICE LINE IS CONNECTED TO ANY OTHER PIPES
EXCEPT AS AUTHORIZED BY THE WATER PURVEYOR.) WATER LINE MUST BF EXPOSED FOR INSPECTION.
FROM METER TO BACKFLOW PREVENTER-
3. THE SALISBURY -ROWAN UTILITIES APPROVED 3/4" --- 2" RP INCLUDES SHUT OFF
VALVES #1 AND #2 AS PART OF THE ASSEMBLY. NO SUBSTITUTIONS
SHALL BE PERMITTED.
4. TEST COCK #1 SHALL BE UPSTREAM OF SHUT OFF VALVE #1
AND IS PART OF THE APPROVED ASSEMBLY,
5. FIRE LINE BACKFLOW PREVENTER ASSEMBLY SHALL HAVE HEAT & TAMPER SWITCHES WITHIN
THE PROTECTIVE ENCLOSURE.
6. NO STRAINER IS ALLOWED ON A BACKFLOW PREVENTION ASSEMBLY FOR A FIRE LINE SERVICE.
7. OUTDOOR INSTALLATION SHALL HAVE A PROTECTIVE COVERING (ASSE 1060) WITH DRAIN PORT
AS SPECIFIED IN SALISBURY -ROWAN UTILITIES SPECIFICATIONS FOR
INSTALLATION OF BACKFLOW PREVENTION ASSEMBLIES.
S. CONNECTION TO CITY'S FITTING SHALL NOT BE UNDER CONCRETE PAD.
9. APPROVED PIPE MATERIAL USED, SUBJECT TO CORROSION; SHALL BE PROTECTED ACCORDING TO
NORTH CAROLINA STATE BUILDING CODE - VOLUME II PLUMBING.
113'
DATEI OCTOBER 17, 2006
CITY OF SALISBURY, N.C. STANDARD DETAIL
Est
2.5'
AMMENDEDI FEBRUARY 3, 2009
STANDARD DETAIL BACKFLOW PREVENTION
NOT TO SCALE
RP %4" - 2"
STANDARD BF -I
REDUCED PRESSURE PRINCIPLE ASSEMBLY (RP)
/ Z „ 1 - O „) SHUT OFF VALVE #2
{\ �J I RESILIENT SEATED GATE
VALVE WITH HANDWHEEL
OPERA[OR SEE NOTES 3 & 8
SHUT OFF VALVE #1 REDUCED PRESSURE PRINCIPLE ASSEMBLY
RESILIENT SEATED GATE
VALVE WITH HANDWHEEL - SEE NOTE f0
OPERATOR SEE NOTES 3 & 8 - CHECK
VALVE #1 CHECK
TEST COCK #1 VALVE #2
SEE NOTE 10 ALTERNATE POST TYPE FDC
HEIGHT = 36" MIN. 48" MAX.
MIN. HORZ. CLEARANCE = 36'
I'
12" MIN.ELIEF
30° MAX. VALVE
RAIN
PORT
GROUND
Tr= EE
{-III-III f -I -t I I I 11 -Ill I -i 11-I I 11
3' _ Io- Dip
SUPPORT, 4" PAD, AND CONCRETE
FOOTINGS TO BE DESIGNED
RESTRAINED JOINT BY SYSTEM DESIGNER
SEE NOTE 10 RESTRAINED JOINT
SEE NOTE 10
NOTES: /4�' GRV. SWING
1. REDUCED PRESSURE PRINCIPLE ASSEMBLIES (RP) MUST CONFORM TO CHECK VALVE
SALISBURY -ROWAN UTILITIES BACKFLOW PREVENTION REQUIREMENTS.
2.(BACKFLOW ASSEMBLY MUST BE JNSTALLEDBEFORE SFRVTCF LINF IS CONNECTED.AQ ANY OTHER PIPES.
EXCEPT AS AUTHORIZED BY THE WATER PURVEYOR.) WATER LINE MUST BE EXPOSED FOR. IN5PECT10N_FR0M
METER TO BACKFLOW PREVENTER.
3. THE SALISBURY -ROWAN UTILITIES APPROVED 3" 10" RP INCLUDES SHUT OFF VALVES
#1 AND #2 AS PART OF THE ASSEMBLY. NO SUBSTITUTIONS SHALL BE PERMITTED.
4. TEST COCK #1 SHALL BE UPSTREAM OF SHUT OFF VALVE #1 AND IS PART OF THE APPROVED ASSEMBLY.
5. FIRE LINE BACKFLOW PREVENTION ASSEMBLY SHALL HAVE HEAT & TAMPER SWITCHES WITHIN THE PROTECTIVE
ENCLOSURE.
6.. NO STRAINER IS ALLOWED ON A BACKFLOW PREVENTION ASSEMBLY FOR A FIRE LINE SERVICE,
7. RP SHALL BE SUPPORTED AND SHALL NOT BLOCK RELIEF VALVE OR DRAIN PORT.
8. FIRE LINE AND COMBINATION OF FIRE AND DOMESTIC SERVICES SHALL HAVE OUTSIDE STEM
AND YOKE (OS & Y) HANDWHEEL OPERATORS.
9. OUTDOOR INSTALLATION SHALL HAVE A PROTECTIVE COVERING (ASSE 1060) WITH DRAIN PORT AS SPECIFIED
IN SALISBURY -ROWAN UTILITIES SPECIFICATIONS FOR INSTALLATION OF BACKFLOW PREVENTION ASSEMBLIES.
10, ALL PIPING AND FITTINGS ABOVE GROUND SHALL BE FLANGED INCLUDING RP. ALL FITTINGS BELOW GROUND
MUST BE MECHANICAL JOINT WITH MEGA LUG RESTRAINTS OR APPROVED EQUAL.
11. FIRE MARSHALL MUST APPROVE FDC LOCATION.
CITY OF SALISBURY, N,C, STANDARD DETAIL DATE! MAY 19, 2009
STANDARD DETAIL BACKFLOW PREVENTION NOT TO SCALE
RP 3" - 10" WITH FDC STANDARD BF --7B
alley, wiiliams, carman, & king, inn.
CONSULTH-1G ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOA{ 1.248
KANNAPOL1S, NC 28082 704/938-15'15
DEVICE
3/4' METER
I' TO 2' METER
BOX OR VAULT
13'X24'X18'DEEP
17'X30'X1B'DEEP
METER BOX SIZES (APPROX.) FOR:
A
B
C
3/4" METER
13"
24'
18'
1' TO 2" METER
17"
30'
18'
0.75
REMLIVALE
PIPE ENTR
AREA
METER BOXES
�A-�1
SHORT SIDE VIEW
TOP .VIEW
B
C
1,25'--m-i [--
LONG
lLONG SIDE VIEW
NOTES:
3/4' METER BOX - SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FOR
APPROVED TYPES (APPENDIX A)
1' & 2' METER BOX - SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FOR
APPROVED TYPES (APPENDIX A)
0 IN.
dMUM)
CITY OF SALISBURY, N.C. STANDARD DETAIL DATEI MAY 19, 2009
WATER SYSTEMS NOT TO SCALE
METER BOXES. AND VAULTS STANDARD W -9A
LATERALS SHALL NOT
BE LOCATED IN DRIVEWAYS,
WALKWAYS, OR SIDEWALKS
FIRST BEND
SEE NOTE 4
PUBLIC PRIVATE
P TYLER 6855 SERIES
L 10" - TOP SECTION
5 1/4" DROP LID
PAVEMENT OR
GROUND
CONC, PAD
18" MIN, Na 67 STONE
BEND
NATNITNAI INA C`I I'1DE- 0 '1
"
I-LUU-hUIUKL_
SERVICE CONNECTION
4" DIP OR PVC 4" PVC - SCHEDULE 40 OR
LATERAL CONNECTION 4" DUCTILE IRON PIPE
(ON 45) NO TRANSITIONS BETWEEN
MATERIALS.
WYE OR SADDLE
WYE SADDLE AVAILABLE FROM
CITY (CONTECH OR EQUAL)
CONTECH PFSP & PFTP
NOTES:
1, THE FULL LENGTH OF THE SERVICE DITCH SHALL BE COMPACTED IN 6" LAYERS
WITH MECHANICAL TAMP, TO 95% STANDARD PROCTOR,
2 THE CITY SHALL MAKE TAPS ON EXISTING LINES
3. BENDS 1/16, 1/8, 1/4 AS REQUIRED,
4. FIRST BEND SHALL OCCUR BEHIND BACK OF CURB UNLESS SPECIFICALLY
APPROVED BY THE UTILITIES ENGINEERING MANAGER,
5. ALL LATERALS 60' LIR LONGER SHALL BE 6",
6. NO MATERIAL TRANSITIONS (LATERAL & STACK MUST BE ALL PVC OR ALL DIP)
7, WYES ONLY, NO TEES. SADDLES MAY ONLY BE USED ON EXISTING SEWER LINES.
CITY OF SALISBURY, N,C. STANDARD DETAIL DATE: OCTOBER 17, 2006
AMENDED: MAY 19, 2009
SEWER SYSTEMS NOT TO SCALE
TAP & STUB -OUT STANDARD SS ---5
4
COPPERSETTER FOR 2" FLANGED METER
P' COPPER
WATER MAIN
TAPPING SADDLE
1. BY ---PASS INCLUDES A BALL VALVE WITH PADLOCK WINGS.
2. BRACE PIPE EYELETS ARE STANDARD --BRACE PIPE NOT INCLUDED.
3. INLET IS COPPER TUBE PACK JOINT
4. OUTLET IS FEMALE IRON PIPE THREADS.
5. OUTLET. SIDE WILL ALSO HAVE 2"X24" BRASS NIPPLE AND A 2" HAMMOND 606 GATE
VALVE. METER BOX SHALL BE THE SAME AS USED FOR 1" METER.
6. SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FOR
APPROVED TYPES. (APPENDIX "A")
CITY OF SALISBURY, N,C, STANDARD DERAIL DATE: JANUARYL 1991
AMENDED: MAY 19, 2009
.WATER SYSTEMS NOT TO SCALE
2 " METER CONNECTION STANDARD W-10
-LNDI ST IURM
EART H
2' CLASS A
'3000 PSI
CONCRETE
TYPICAL SECTION
1EE OR BEND
CONCRETE THRUST BLOCK
SCHEDULE
PIPE
SIZE
90 (TEE)
45`'
TEND
22'`?
111!1?
INCHES
H
L
H
L
H
L
H
L
2"
,75`
1,5`
.50'
1,0'
.50'
75'
.50'
.50'
4�
1.5`
3.0'
1.0'
2.5'
1.0'
1.5`
1.4'
i .o
r
2.0'
4.0'
1.5'
'3.5`
1.0'
113'
i.0'
i.5'
Est
2.5'
S.0'
2-5'
4.r '
L5'
'3.5'
1.0'
E.5'
q�
3-0'
'6.5`
2.5'
5.0'
2.0'
4.0'
1.0'
3.0'
7 2r
3, 5'
8.0'
3.0'
517'
'
- - - - - - - - - - 3
'o FOR DESIGN PRE SSIURE =200 PSI
SIZE SCHEDULE.
J
-I CLASS A CLAS A '
1f2 R fIc L '3000 PSI SON PSI r
IL CONCRETE CONCRETE
F � ', 5'•�• r=� Ut+IDIsT URGE D UNDI ST URBE D � :.:. • ' : �� �
n� :......} EARTH EARTH
- .%cep I. �/..._/ � . • •� .�
:. EAF7H
PLAN -- IEE PLAN -.BEND
CYT'' OF SALISBURY, N.C. STANDARD DEI AIL DA -TE; JANIJAR't 1, 1991
WATER SYSTEMS NO1 10 SCALE
THRUST BLOCKING STANDARD W-1
FILLTECH USA - NEW MANUFACTURING PLANT
380 PALMAR ROAD
ROCKWELL, NORTH CAROLINA.
REVISION I DESCRIPTION
FOR ASPHALT PAVEMENT
OVER CONCRETE
FULL DEPTH
I ASPHALT PAT C
FOR ASPHALT PAVEMIENI I
E XIS1. PAVEMENT
CITY OF SALISBURY. N.C. S1A1•• DARD DETAIL DATE! JANUARY Ia 1991
PIPELINE INSTALLATI IN NOT 10 SCALE
PAVEMENT REPAIR STANDARD P- j
FOR PERMIT REVIEW. ONLY
NOT RELEASED FOR CONSTRUCTION
NOTE: FOR VERTICAL SEND (DOWN) I1_01
IN EYCESS OF 11?" ANCHORAGE
SHALL BE AS DESIGNED BY1rP.
AN ENGINEER.
TYPICAL CONCRETE THRUST cd
COLLAR, MIN. OF 12"' INTO
UNIISTURPED MATERIAL
ALL AROUN1 z
LF
TOPICAL SEND
1RENCH B0710M1
ELEVATI❑N
TYPICAL CONCRETE
THRUST COLLAR, MIN.
OF 1E�t INTO
UNDISTUR3ED SOIL,
RESTRAINED JOIN1 PIPE
MAY BE USED IN PLACE
OF 1HR1jS1 COLLAR.
T RE'NCFI
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WIDTH
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NOTES1
].
IF ARRANGEMENTS HAVE SEEN MADE
VITH -THE CI7'l FOR CITY FORCES 10
REPLACE ASPHALT, STONE SHALL BE
PLACED FLUSH '411H THE EXISTING SURFACE
FOR A MINIMUM DEPTH OF 10 INCHES,
2.
OPEN CUI T ING OF .STATE ROADS DUST
BE APPROVED BY NCDO1. AND REPAIRS
MUST BE MADE IN ACCORDANCE VITH
NCDOT REQUIREMENTS,
3.
EXISTING ASPHAL-T SHALL BE REMOVED
FOR A DISTANCE OF I FOOT TO BOTH
SIDES OF 1HE TRENCH OPENING.
A.
ASPHALT PATCH TO BE 1-2 ASPHALT.
CITY OF SALISBURY. N.C. S1A1•• DARD DETAIL DATE! JANUARY Ia 1991
PIPELINE INSTALLATI IN NOT 10 SCALE
PAVEMENT REPAIR STANDARD P- j
FOR PERMIT REVIEW. ONLY
NOT RELEASED FOR CONSTRUCTION
NOTE: FOR VERTICAL SEND (DOWN) I1_01
IN EYCESS OF 11?" ANCHORAGE
SHALL BE AS DESIGNED BY1rP.
AN ENGINEER.
TYPICAL CONCRETE THRUST cd
COLLAR, MIN. OF 12"' INTO
UNIISTURPED MATERIAL
ALL AROUN1 z
LF
TOPICAL SEND
1RENCH B0710M1
ELEVATI❑N
TYPICAL CONCRETE
THRUST COLLAR, MIN.
OF 1E�t INTO
UNDISTUR3ED SOIL,
RESTRAINED JOIN1 PIPE
MAY BE USED IN PLACE
OF 1HR1jS1 COLLAR.
CITY OF SALISBURY, N.C. STANDARD DETAIL DATE JANUAR"i' 1, 1991
WATER SYSTIM S NOI TO SCALE
THRUST COLLAR SJANDARD
DATE INITIAL SCALE J1477 2,-23-17
ISI: ?RAIWI BY.
RCC
PROFILE NECKED Eff,
10RE.: GW W
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CITY OF SALISBURY, N.C. STANDARD DETAIL DATE JANUAR"i' 1, 1991
WATER SYSTIM S NOI TO SCALE
THRUST COLLAR SJANDARD
DATE INITIAL SCALE J1477 2,-23-17
ISI: ?RAIWI BY.
RCC
PROFILE NECKED Eff,
10RE.: GW W
I1'v.:
r 1F: 16509 DET
[IN 910v_rm11111YM116•01
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SECTION X -X CONCRETE ALT. NOTES: SECTION Y -Y
HORIZONTAL AND VERTICAL DIMENSIONS MAY 13E ANUSTED AS THE
PIELO CONDITIONS AND/OR ALTERNATE DESI1314 REQUIRE.
-MAXIMUM HEIGHT FOR THIS STRUCTURE 18 14'-4)".
-MAKE ALL ADJUSTMENTSASDIRECTED BY THE ENGINEER.
-DEPTH OF STEEL ORATE WILL REOIURE DEEPER SEAT ALONG SHORT WALLS.
*SIDEWALK TAPERS DOWN
5' BACK FROM DRIVEWAY
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6"
SECTION X -XX -X
BRICK ALT. SECTION Y -Y
4,-0"
MAX. PIPE DIAMETER 18 i6" R.C.P. MAX. PIPE DIAMETER IS 36" R.C.N.
SECTION X -X CONCRETE ALT. NOTES: SECTION Y -Y
HORIZONTAL AND VERTICAL DIMENSIONS MAY 13E ANUSTED AS THE
PIELO CONDITIONS AND/OR ALTERNATE DESI1314 REQUIRE.
-MAXIMUM HEIGHT FOR THIS STRUCTURE 18 14'-4)".
-MAKE ALL ADJUSTMENTSASDIRECTED BY THE ENGINEER.
-DEPTH OF STEEL ORATE WILL REOIURE DEEPER SEAT ALONG SHORT WALLS.
*SIDEWALK TAPERS DOWN
5' BACK FROM DRIVEWAY
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ON CENTER. USE STEPS WHICH COMPLY WITH STO. DRAWING 840.66. - h Q
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- 8'-D' TO 16'-0" IN HEIGHT USE S" WALLS AND BOTTOM SLAB. ADJUST
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WIDTH
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ON CENTER. USE STEPS WHICH COMPLY WITH STO. DRAWING 840.66. - h Q
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SEE NOTE SECTION Y -Y PART SECTION Y -Y O r
SHOWING DETAILS AT OPENING L
MIN. DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH GAMIN (USE0 ON MIN. HEIGHT, H) W LLI
PI PEOIH'S aCXW3UTHPE HEIGHT MARS - X REI BANS INP BARS - Z TODINIIFSLONS CU. 80 CONC. BOX ITAL 8 SLAB5FS ONE PTFE a'THROAT
OPENING Z
D A B H NO LENGTH N0, LENGTH NO. LENGTH F G TOP SLAB BDT- sus RALLIFI. NT. t85. NEINF� YV IDN V C. S. R.C. YD
12" T_ -s 2'-3" 1' -IO" 4 3'-0" 6 4'-3" 2 4'-3" 4'-6" 3'-a" 0.151 13.271 0,250 2T 1.046 0.015 0.032 0.046
15 3'-18" 2'-3" 2'-1" 4 3 -Q 5 4 -3 2 4'-3" 4'-6" 3'-8" 0,161 0.271 0,250 27 1 .1oa 0.023 0.036 13.046
16" W-0" 2'-8" 2' 4" 5 3'-5" 7 4'-9" 2 4'-S" W-0" 3' S" 0.226 D.340 0.284 -35 1,379 0.033 0.049 0.053
24" 4`-0' 2'-B" 2'-10' 5 3'-5" 7 4'-S" 2 4'-9" 5'-0" 3'-6" 0.226 0.340 0.284 35 1.521 0.059 0.085 0.053
30" 4' 0' W-6" V-4" 5 4`-3" B 4'-9" 2 41_9. 5'-0n 4'-6a 0.278 0.417 0.315 43 1.918 0.092 0.127 0.053
CTM' 4'•6" 4'-0" WAD" 5 4'-9" 10 W-3" 2 5'-3" 5'-S' 5'-0" 0.340_ 0.510 0.352 31 2.380 0,132 0.176 0.053 SHEET 1 -DF 2
42" 5'•0" 4`-B" 4'-a" 5 5'-3" 12 5`-9" 2 5'-9" 13'•0" 5'•8 0.407 0,611 0399 84 2.914 0.160 4.248 9.O6fi 840.04
48" W -O" 5'-O" 41_10"
5 5'-9" 13 5'-3" 2 V-9" 6'-0" -H'-0" 0.444 0.666 0.407 68 3.298 0.235 0.317 O
galley, Williams, carmen, king, inn.
CONSULTING ENGINEERS
FIRM LICENSE No. F-'-0203
120 SOUTH MAIN. STREET P.O. BOX 1.248
KAN NAPOLIS, NC 280132 704/9,38-1515
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DESIRABLE DRIVEWAY GRADES.
BERM
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THIS IS SIDEWALK IS SIDEWALK LOCATION ITER
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(DO NOT PLACE SIDEWALK ON
BERMS LESS THAN 6' WIDE.)
DESIRABLE OR MAXIMUM DRIVEWAY GRADES
BERM
WIDTH
A
B
DIST. GRADE
DIST. GRADE
8' OR LESS
5'-0" +2%*
2'-6" +5%
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2'-0" +61�
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PROCEDURES SHAWN BY STD. DWG, 640,00.
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STANDARD SPECIFICATIONS.
F _
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SHEET 2 DP 2
-FRAME AND GRATES ARE SEPARATE CONTRACT ITEMS.
840.35
DESIRABLE DRIVEWAY GRADES.
BERM
" A B 5'-0"
*+296 GRADE WHEN * T2% GRADE WHEN THIS
THIS IS SIDEWALK IS SIDEWALK LOCATION ITER
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(DO NOT PLACE SIDEWALK ON
BERMS LESS THAN 6' WIDE.)
DESIRABLE OR MAXIMUM DRIVEWAY GRADES
BERM
WIDTH
A
B
DIST. GRADE
DIST. GRADE
8' OR LESS
5'-0" +2%*
2'-6" +5%
8' OR LESS
2'-0" +61�
5'-S" +2%*
14'
4,_0., +4%
g._6., +2%*
12` & OVER
4'-6" x4111
7'-0" +296*
MAXIMUM DRIVEWAY GRADES
BERM
6" A B 5'-O"
*+2% GRADE WHEN *+2yd GRADE WHEN THIS .. •� '•• "'
THIS IS SIDEWALK IS SIDEWALK LOCATION
LOCATION
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SHEET 2 OF 2
SHEET 2 OF 2
840.04
840.04
FILLTECH USA - NEW MANUFACTURING PLANT
380 PALMER ROAD
ROCKWELL, NORTH CAROLINA
REVISION
DESCRIPTION
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<--I NOTES; %
r, z Lt" EXPANSION JOINT
r- -n CONSTRUCT STANDARD SIDEWALK 5' WIDE AND (SEE STT). 64x.01) CHDSSWAL a p
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-44
H 4".THICK UNLESS OTHERWISE DENOTED ON PLANS. Li- a z
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z m p PLACE A GROOVE JOINT 1" DEEP WITH Yg" RADII a U p
IN THE CONCRETE SIDEWALK AT 5' INTERVALS. h z w
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0 z ONE fir' EXPANSION JOINT WILL BE REQUIRED AT 50' ©C)`d:
D > INTERVALS. A 1,t!" EXPANSION JOINT WILL BE REOUIRED
oWHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. i a- o
Z SIDEWALK
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES. INTERVALs A-tioT
„ `rY OUGC� ¢
RAD SURFACE OF9e
.SIDEWALK 11�" EXPANSION JOINT
s a
M JOINT SEALER
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( �,r JOINT WIDTH J� JOINT FI LER W
R1 n SIDEWALK []
-I z T = SIDEWALK THICKNESSF°1
M v 1t!" EXPANSION JOINT
n (SEE STD. 846,01)to
[C
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A" EXPANSION JOINT FILL 3A" WIDE x 1" DEEP GROOVED OR co cc
= Z
r z SAWN JOINT WITH JOINT O
p SEALING.COMPOUND
1-4 L3
n BUILDING, v
WALL, ETC. 1t$" RAD 1t8" RAD w
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PROPOSED -7
CONCRETE PROP. C&G �:: a..o:: ';, R'.:=a.'o'•
SIDEWALK CONC. P VEMENT
SHEET 1 OF 1 DETAILS SNOWING JOINTS IN CONCRETE SIDEWALK SHEET 1 OF 1
848,01 1848.011
2" DELP SAW CUT
NLY AT.LOCATM WREN DIRECTED.,
DRIVEWAY VUIDTH(VARIABLE) I EXPANSION JOINT p. •a .• ',i'••'p�e''•p.i'.•p•
I "B
PROPOSED DRIVEWAY PAVEMENT
PAVEMENT
13J METHOD OF TIE IN
SIDEWALK SIDEWALK Q
(OPTIONAL) (OPTIONAL) r WHEN EXISTING DRIVEWAY PAVEMENT IS CONCRETE,
� SAW CUT 2' DEEP JOINT AT THE POINT OF TIE-IN.
SAW JOINT PERPENDICULAR TO EDGE OF EXISTING
DRIVEWAY PAVEMENT,
GRASS GRASS
AREA AREA
+ VARIABLE 6j 2'1
STREET PAVEMENT 2' � •.. a''..A,.. p.• • P.•- +�
PROPOSE
B 2' s° PAVEME!
/THIS PORTIONPAVEMENT TO BE NJ OF DRIVEWAY
PLAN AT LOCATIONS AS DIRECTED
DETAIL 13F PR❑POS ED DRIVEWAY BY THE ENGINEER.
SECTION B -B
DATE INITIAL
SCALE
PROFILE
€01212.:
RADIUS TYPE DRIVEWAY
NO CURB
FOR PERMIT REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION
2-23-17
RCC
CHECKED BY., Gww
UAW PD" 16509 DET
DRAINAGE & DRIVEWAY
DETAILS
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° 16509
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