SW3170604_Site Plans_20170713

GENERAL NOTES:
1. SURVEY INFORMATION OBTAINED BY CAROLINA SURVEYORS, INC.
2. ARCHITECTURAL DIMENSIONS TO BE VERIFIED BY SURVEYOR. REFER TO ARCHITECTURAL PLANS FOR EXACT
BUILDING DIMENSIONS.
3. SURVEYOR SHALL REPORT ANY ENCROACHMENTS OR DISCREPANCIES GENERATED BY THE SITE PLAN
AGAINST ANY SITE DEVELOPMENT REQUIREMENTS SPECIFIED BY THE SITE PLAN TO THE OWNER, LANDSCAPE
ARCHITECT OR CIVIL ENGINEER PRIOR TO ANY ACTUAL CONSTRUCTION.
4. COORDINATE ALL CURB AND STREET GRADES IN INTERSECTION WITH INSPECTOR.
5. ALL ROAD IMPROVEMENTS AT DEAL ROAD ARE TO BE COORDINATED WITH THE NCDOT ENGINEERING
DEPARTMENT PRIOR TO CONSTRUCTION.
6. DEVELOPER WILL PROVIDE STREET SIGNS.
7. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED.
8. DIRECT VEHICULAR ACCESS TO DEAL ROAD FROM LOTS IS PROHIBITED.
9. IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE AND/OR APPLICATION OF A TACK COAT
MAY BE REQUIRED NEAR INTERSECTIONS. THESE REQUIREMENTS WILL BE ESTABLISHED BY THE INSPECTOR
AND BASED ON FIELD CONDITIONS.
10. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD
CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY
OWNERS.
11. SUBSURFACE DRAINAGE FACILITIES MAY BE REQUIRED IN THE STREET RIGHT-OF-WAY IF DEEMED
NECESSARY BY THE INSPECTOR.
12. THE PURPOSE OF THE STORM DRAINAGE EASEMENT (SDE) IS TO PROVIDE STORM WATER CONVEYANCE AND
ANY STRUCTURES AND/OR OBSTRUCTION TO STORM WATER FLOW IS PROHIBITED.
13. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED
STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS, LOGS, TIMBER,
JUNK AND OTHER ACCUMULATIONS.
14. "AS -BUILT" DRAWINGS AND PLANS OF THE STORM DRAINAGE SYSTEM, INCLUDING DESIGNED DITCHES, MUST
BE SUBMITTED PRIOR TO SUBDIVISION FINAL INSPECTION TO THE CITY/COUNTY ENGINEERING DEPARTMENT IN
ACCORDANCE WITH THE CITY/COUNTY SUBDIVISION ORDINANCE.
15. NONSTANDARD ITEMS (IE: PAVERS, IRRIGATION SYSTEMS, ETC.) IN THE RIGHT-OF-WAY REQUIRE A
RIGHT-OF-WAY ENCROACHMENT AGREEMENT WITH THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
BEFORE INSTALLATION.
16. PRIOR TO PLAT RECORDATION, OFFSITE R/W AND/OR CONSTRUCTION EASEMENTS ARE REQUIRED TO BE
OBTAINED ACCORDING TO THE GUIDELINES OF THE "OFFSITE R/W ACQUISITION PROCESS". THESE NEEDED
R/W AND CONSTRUCTION LIMITS ARE CLEARLY SHOWN ON THE ROADWAY IMPROVEMENT PLAN.
17. PIPE SYSTEMS AND/OR CHANNELS LOCATED WITHIN PUBLIC DRAINAGE EASEMENTS ARE THE MAINTENANCE
RESPONSIBILITY OF THE INDIVIDUAL PROPERTY OWNER.
18. ALL CONSTRUCTION TO CONFORM TO UNION COUNTY, NCDENR AND NCDOT DEVELOPMENT STANDARDS.
19. FIRE HYDRANT LOCATION SHALL BE REVIEWED AND APPROVED BY THE COUNTY FIRE MARSHALL DURING
THE BUILDING PERMIT PROCESS.
DEAL ROAD GENERAL NOTES:
1. STREET CONSTRUCTION MATERIALS AND CONSTRUCTION STANDARDS SHALL MEET NC DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES AND ROADWAY STANDARD
DRAWINGS AS REVISED JANUARY 2012 (AND AS SUBSEQUENTLY AMENDED).
2. ALL EROSION CONTROL DEVICES SHALL NE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MOST
CURRENT NCDENR AND UNION COUNTY STANDARDS. EROSION CONTROL MEASURES SHALL BE REMOVED AT
PROJECT COMPLETION WHEN DEEMED NO LONGER NECESSARY BY THE ENGINEER. ALL GRADED AREAS NOT
UNDER PAVEMENT AND WITHIN THE RIGHT-OF-WAY OR EASEMENTS SHALL BE PREPARED, FERTILIZED AND
LIMES, SEEDED AND MULCHED IMMEDIATELY UPON COMPLETION OF CONSTRICTION.
3. ALL DRAINAGE STRUCTURES AND PIPE SHALL CONFORM TO NCDOT STANDARDS AND SPECIFICATIONS.
4. IF REQUIRED BY UNION COUNTY, COMPACTION TESTS SHALL BE MADE BY AN INDEPENDENT TESTING LAB AT
OWNERS EXPENSE.
5. THE FINAL LIFT OF ASPHALT PAVEMENT SHALL NOT BE PLACED UNTIL 80% OF HOME SITES ARE DEVELOPED.
THE FINAL LIFT OF PAVEMENT SHALL NOT BE PLACED FOR STREETS THAT WILL BE USED TO ACCESS
FUTURE PHASES UNTIL THOSE PHASES REACH 80% BUILD -OUT.
CAN
STEO
WEDDINGTON, NORTH CAROLINA
DEAL ROAD VENTURES, LLC
113 INDIAN TRAIL ROAD #274, INDIAN TRAIL, NC 28079
P: 704.400.9837
PRELIMINARY PLAT
ENGINEER'S NOTES:
1. CONTRACTOR SHALL NOTIFY THE ENGINEER OF WORK 48 HOURS PRIOR TO COMMENCEMENT OF CONSTRUCTION
ACTIVITIES.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING INTERPRETATIONS FOR ANY QUESTIONS REGARDING THESE
DRAWINGS PRIOR TO COMMENCEMENT OF WORK OR ORDERING OF MATERIALS AND SHALL BEAR THE COST OF ALL
REWORK IF NOT PROPERLY COORDINATED.
3. CONTRACTOR SHALL PROVIDE ENGINEER RECORD DRAWING INFORMATION FROM A REGISTERED LAND SURVEYOR UPON
COMPLETION OF CONSTRUCTION.
4. CONTRACTOR SHALL OBTAIN A PERMIT FOR ANY EXCAVATION PERFORMED WITHIN THE PUBLIC RIGHT-OF-WAY
5. THE ENGINEER OF WORK SHALL NOT BE RESPONSIBLE FOR THE ENFORCEMENT OF SAFETY MEASURES OR
REGULATIONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT, AND MAINTAIN ALL SAFETY DEVICES AND SHALL BE
SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE, AND FEDERAL SAFETY STANDARDS, LAWS AND
REGULATIONS.
6. CONTRACTOR SHALL ADJUST ALL PROPOSED AND EXISTING FACILITIES TO FINAL GRADE.
7. CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE FIELD DATA AND THE
INFORMATION SHOWN HEREON. ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WORK DONE WITHOUT PROPER
NOTIFICATION AND COORDINATION.
8. THE ENGINEER PREPARING THESE PLANS SHALL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED
CHANGES TO OR USES OF THESE PLANS. ALL CHANGES MUST BE IN WRITING AND MUST BE APPROVED BY THE
DESIGN ENGINEER PRIOR TO IMPLEMENTATION.
9. PRIVATE WATER AND SANITARY SEWER SYSTEMS SHALL BE TESTED IN ACCORDANCE WITH N.C.D.E.N.R. REGULATIONS
IN THE PRESENCE OF THE ENGINEER PRIOR TO ACTIVATION OF FACILITIES.
10. EXISTING SANITARY SEWER AND WATER SYSTEM SHOWN PER PROVIDED SURVEY AND CMUD REFERENCE DRAWINGS.
EXISTING PUBLIC UTILITY INFORMATION IS SHOWN FOR REFERENCE ONLY AND EXISTING SIZES, INVERTS AND
LOCATIONS SHALL BE FIELD VERIFIED.
11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL SUBSTRUCTURES, WHETHER SHOWN HEREON
OR NOT, AND PROTECT FROM DAMAGE DURING INSTALLATION. THE EXPENSE OF REPAIR OR REPLACEMENT OF SAID
STRUCTURES SHALL BE BORNE BY THE CONTRACTOR.
12. A LICENSED UTILITY CONTRACTOR WILL INSTALL THE TAPS AND METERS. THE CONTRACTOR IS RESPONSIBLE FOR
INSTALLING THE TAPS AND METERS TO CMUD STANDARDS AND REGULATIONS.
13. SANITARY YARD HYDRANTS SHALL NOT BE 'STOP AND DRAIN', 'STOP AND WASTE', OR 'WEEP HOLE' TYPE
HYDRANTS.
14. IF CONTRACTOR OPTS TO INSTALL PRECAST STRUCTURES, CONTRACTOR SHALL BE REQUIRED TO VERIFY RIM
ELEVATIONS AND LAYOUT OF ALL PIPES, INCLUDING SIZE AND INVERTS OF EXISTING FACILITIES, PRIOR TO THE
ORDERING OF MATERIALS.
15. IT SHALL BE THE RESPONSIBILITY OF THE INSTALLER TO ADJUST ALL PRECAST STRUCTURES TO FINISHED GRADE IN
ACCORDANCE WITH AGENCY SPECIFICATIONS AND MANUFACTURER RECOMMENDATIONS. NO ADDITIONAL PAYMENT
WILL BE MADE FOR ADJUSTING FACILITIES TO FINISHED GRADE.
16. FIRE HYDRANTS ARE TO BE 10' CLEAR OF ANY OBSTRUCTIONS.
17. CONTRACTOR SHALL FLUSH ALL ONSITE STORM DRAINAGE AND HAUL OFF ALL ACCUMULATED MATERIAL AT
COMPLETION OF CONSTRUCTION. CONTRACTOR SHALL PROTECT DOWN STREAM PROPERTIES AND BMP INSTALLATIONS
FROM EXCESSIVE SEDIMENT ACCUMULATION. UPON COMPLETION OF CLEANING, CONTRACTOR SHALL PROVIDE WRITTEN
CONFIRMATION TO OWNER AND REQUEST INSPECTION OF PROJECT BY ENGINEER FOR FINAL INSPECTION.
SITE DATA
TAX MAP NO: 06099011A, 06072003A, 06072003E
MUNICIPALITY: TOWN OF WEDDINGTON (UNION COUNTY NC)
SITE AREA: +/- 17.93 ACRES (781,133 SF)
AREA EXCLUDING R/W DEDICATION: +/- 19.96 ACRES (869,433 SF)
ZONING: RCD
PROPOSED USE: CONSERVATION SUBDIVISION
SINGLE FAMILY RESIDENTIAL
TOTAL LOTS ALLOWED: 15 LOTS (PER MAX YIELD PLAN)
TOTAL LOTS PROVIDED: 15 LOTS
DENSITY: 0.84 D.U.A.
OPEN SPACE REQUIRED: 50% CONSERVATION = 8.97 (390,566 SF)
(LOTS AND ROW EXCLUDED FROM
CONSERVATION AREA)
OPEN SPACE PROPOSED: 50% = 9.02 ACRES (393,082 SF)
FRONT YARD SETBACK: 20'
REAR YARD SETBACK 30'
SIDE YARD SETBACK: 15' (30' HOME SEPARATION)
15' SIDE CORNER LOTS
MINIMUM LOT WIDTH: 80' (AT BUILDING LINE)
MINIMUM LOT SIZE: 12,000 SF
MAXIMUM BUILDING HEIGHT: 35'
CONTACTS:
DEVELOPER:
DEAL ROAD VENTURES, LLC
C0.00
CAMERON HELMS
-
113 INDIAN TRAIL ROAD #274
C1.00
INDIAN LAND, NC 28079
C2.00
CAMQCAMERONS-INC.COM
C3.00
704.400.9837
OWNER:
DEAL ROAD VENTURES, LLC
C3.02
CAMERON HELMS
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113 INDIAN TRAIL ROAD
C4.00
INDIAN LAND, NC 28079
C4.10
CAMQCAMERONS-INC.COM
C4.11
704.400.9837
CIVIL ENGINEER:
DESIGN RESOURCE GROUP, PA
C4.13
MARC VAN DINE, PLS, PE
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2459 WILKINSON BOULEVARD, SUITE 200
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CHARLOTTE, NC 28208
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MARCQDRGRP.COM
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704.343.0608
SURVEYOR:
CAROLINA SURVEYORS, INC
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THOMAS WHITE
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P.O. BOX 267
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PINEVILLE, NC 28134
C9.03
704.889.7601
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STORM DRAINAGE PLAN
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SITE DETAILS
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SITE DETAILS
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
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CONSTRUCTION
DOCUMENTS
COVER SHEET
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PROJECT #: 635-002
DRAWN BY: BG
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
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REVISIONS:
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TREE TABLE TREE TABLE TREE TABLE TREE TABLE TREE TABLE TREE TABLE TREE TABLE ._ ....- - .•. _ - - _ ._ _. _ FEMA FLDODWAY 1 NC \., Q
SIPS• SET IRON PIN # rYPE/SIZE # TYPE/SIZE # TYPE SIZE i # TYPE/SIZE # rPE/S ZE # TWE/SIZE # TYPE/slzE C�/D �
1 GUM 16" 80 OAK 75 159 MAG 12" 237 PINE f5" 303 GUM 18" I 361 OAK 18/76 479 -GUM 25" - FEMA FLOOD FRINGE AREA I ND/¢%%, '` � oL4mys Q
EIP� £XISJING IRON PIN 2 PINE 16" 81 OAK 22 160 OAK 16" 232 PINE 16" 304 PINE 16" 362 OAK 15" 420 GUM 26" - - ` - ` - 1 / �/►/,y0 Q h
• 3 GUM 18" 82 OAK 22 767 OAK 22" 233 PINE 22" 305 P/NE 16" 363 PINE 16" 421 .GUM 22" FUTURE CONDITIONS FLOOD FRINGE AREA 1 83� "' _, _ Q Q Z Q
_ .. -..,.- .. - .. - .. - .. - .. -
CPO 4 OAK 15 83 OAK 20 162 OAK 16/10 234 PINE 20" 306 PINE J5" 364 PINE 20" 422 GUM 20"
Ng CALCULATED POINT 5 OAK 23 84 OAK 32 , 163 GUM 32" 235 P/NE 24" 307 PINE 18" 365 PINE 16" 423 PINE 16" , .yam-+^' / �� � � Q Q � `0 � N
�i . GV � 6 OAK 78 85 OAK 30 164 GUM 20/14 236 PINE 15" 308 GUM 18" 366 PINE 16" 424 GUM 20" 1,�,-Y� j , L / � * ` {) Q -4 Z � Q
GAS VALVE 7 OAK 15 86 OAK 15 165 OAK 18/14/16 237 PINE 18" 309 PINE 26" 367 GUM 15" 425 CUM 18/17 NOW OR F(✓ttAttM.Y(Srf QC ry�
(( I 8 OAX 20 87 OAK 22 166 GUM 28120118 238 PINE 22" 310 PINE /5" 368 PINE 20 426 GUM' 15" JARED B & DONE7;4 B DUFRENE ` % g 4 4•t i . `y N
L� $ Wv et•^' WATER VALVE 9 OAK 75 88 OAK 24 167 OAK 24" 239 PINE 15" 311 PINE 75" 1 369 PINE 16" 427 OAK 30" ITB 8'Zl' ii 93 _ / e•.. E'^• (n Q
V 10 OAK 15 89 OAK 15 168 GUM 28" 240 PINE 18/76 312 GUM 24" 370 OAK 22" 428 GUM 16" tl •- 4
* MB t MAIL BOX 11 OAK 20 90 OAK 15 169 OAK 20" 247 PINE 18" 313 PINE 15" 371 OAK 15' 429 GUM 18' BOUNDARY UNE \ tYl /-I/ll/��l) \\` Iyj m Q
12 OAK 75 91 OAK 22 170 OAK 28" 242 PINE 38" 314 GUM 16" 372 OAK 24" 430 GUM 16/12 \ \
N'M WATER METER 13 OAK 28 92 OAK 24 171 OAK 28" 243 PINE -16" 315 PINE 15" 373 GUM 15" 437 GUM 16" +� ` \ \ 1 j / 1 // ( `-\ ♦ •"`� (p Q V Q z
+ ® 14 OAK 15 93. OAK 24/24 172 OAK 26" 244 PINE 16" 316 GUM 22/78 374 OAK 18" 432 GUM 28" -"' TTE UNE --, 111\ -NOW OR FORMERLY ( ((/ . \ ♦ I y \ Q ." ••, ,CIC ��i.1 , Z
15 OAK 75 94 POP 15/8 173 OAK 30" 245 PINE 18" 317 OAK 18" 375 OAK 15" 433 GUM 18" --- �r \ 0I% BEY CHAPEL � \ „ /(///// i � I U Q Q `'- '�• 'r. Q
ill ® Km 16 OAK 18 95 OAK 20 174 OAK 16" 246 PINE 22" 318 P/NE 16 376 POP 15" 434 GUM 34" RIGHT OF WAY \ 1 s NEDDNGTAN ATHtEnC (/ . �= ♦ N N Q V {•�.. '�
�� �^�► 17 OAK 18 96 OAK 15 775 OAK 18" 247 PINE 20" 319 GUM 75" 377 PINE JS'" 435 GUM 78' NOW OR FORME72l.Y �'°��` •�•� 111 ASSopAnON i' l // l / ♦ f
NED011 RD FH ) FIRE HYDRANT 18 OAK 15 97 OAK 15 176 OAK 24" 248 PINE 16" 320 P/N£ 75" 378 PINE 15" 436 GUM 22" - --- --- - ADJOINING UNE (NOT SURVEYED) JARED B d DDNETtA B I UFRE1vE ?� = �- �"'h� DB 1648/B4 y / l( I,01 \
19 OAK 18 98 OAK 22 177 OAK 26/20 ; 249 PINE 16" 321 OAK 16" 379 OAK 18 437 GUM 16" ,;�'
, DB 6227/793 -- e�'
�� SSMFI OS SANITARY SERER MANHOLE 20 OAK ZZ 99 OAK 17 178 OAK 24" 250 PINE 18" 322 GUM 16" 380 PINE 75" 438 GUM 78/16 `� , \t { I \1 �111< N
,p• / / /? ///(/// // SS11 *W&ft ♦`
21 OAK 15 100 OAK 15 179 OAK 18" 251 PINE 15" 323 OAK 18" 381 OAK 22" 439 OAK 36" .... 1 \ \ y (ov/ / ( / /NY A6SIS0SDMH STORM DRAIN MANHOLE 22 OAK 15 101 PINE 75 180 OAK 24" 252 PINE 24" 324 GUM 15" 1 382 OAK 15" 440 GUM 30" -, ` � \\/ \ - \Y�jlll ( �11 I1 / '/ / I i yry -
23 OAK 17 102 OAK 20 181 OAK 26" 253 PINE 26" 325 GUM 15" 383 PINE 15" 441 GUM 20" �•---.-,,E ec•-- UNDERGROUND ELECTRIC \ , �% \ \ 1 / \ 1\l yr, *t11% 'v ,/ ( / / ( 1
�, 24 OAK 20 103 OAK 24 182 OAK 20n 254 P/N£ 16" 326 PINE 16" 384 OAK 15" 442 OAX 22" �% \ Sy1 \\ I \ 1 SII .) l j///// J Ca y \
LOCATED DECIDUOUS TREE 25 OAK 20 104 OAK 32 183 OAK 28 255 PINE 16" 327 OAK 15" 385 PINE 15" 44,1GUM 76" - cei") �� 1- I 11 li / a 'q/ %/ ` %
--•• w a» dw--- UNDERGROUND GAS - \ \ 1 \� I /' //
26 OAK 18 105 OAK 18 184 OAK 26" 256 PINE 18" 328 GUM 76" 386 PINE 15" 444 GUM 16" \ �,- \ \ " r \ \, \I l\\ P //( I/ / ♦ ( /
LOCATED EVERGREEN TREE 27 OAK 24 106 OAK 15 185 OAK 20" 257 PINE 2G 329 PINE 16" 387 PINE 15" 445 GUM IF 91 \ \ \ \ \, !I /' / // ' //
'd •/ r
r r r UNDERGROUND TET.ECOMMUNICA77ONS Ar m► \ \\ \\ / R �_ I // l l
28 - OAK 1516 107 OAK 24 186 OAK 21 258 PINE 18" 330 PINE 16" 388 PINE 15" 446 GUM 20" a '12- \ ` \ y � \ \ ) \ \\I \1 / /. y \/
LP * UGH POLE 29 OAK 20 108 OAK 24 187 OAK 40" 259 PINE 16" 337 GUM 15" 389 PINE t6" 447 GUM 16" `� i!J \ \ - - \ ) - r \ '\ \\ \' \• ' %I o ) ?l/�l/(l l / ( �/
30 OAK 75 109 POP 15 188 OAK 16" 260 RVE 22" 332 OAX 16" 390 PINE 16" 448 GUM 16" w'"'�y�-'-'�--'- UNDERGROUND WATER ,(�J•. 1+��` \ \ y ) ( \ \ \ s \ ,%/ / / ///(//// / / / ( / //••
p IELECOMMiJNICATION PEDESTAL 3t OAK 18 110 OAK 38 189 OAK 18" 261 PINE 28" 333 GUM 22" 397 PINE 95" --- GUM 16" Ot'� / /> �� \ \ I%-!- -� \ ' \ , i \ "� , "/ / (l/1(l l
TELE 32 OAK 17 ill OAK 20 190 OAK 30" 262 PINE 22" 334 GUM 18" 392 GUM 16" 450 GUM 18" l ( / \- \� ` \ ��- // ,{� r'Lr=,7�3� I / (/ / /l Q 4
33 POP 20 712 OAK 20 191 GUM 15" 263 PINE 24" 335 OAK 18" 393 OAK 16" 451 CUM !6" f� / / � _ \ `\ \ - _ '� / // /j / i .-. // /// /•/
rj7 \"
PP� POWfR POLE 34 OA.K 15/15 113 OAK 20 792 GUM 15" 264 PINE t8" 336 GUM 15' 394 OAK 75" 452 GUM 22' / ' w - �'
1 / / i . \ -\ \ j l I , l /I l l '/ / .1 --�-''
35 OAK - 114 OAK 75 193 I GUM 18" 265 PINE 18" 337 GUM 34" 395 OAK 26" 453 OAK 32" i \ , / / / / \ \ \ \ \ r -" - / / 1 ) lPa I, i /
$FP c� BACK FLOW PREVENTOR 36 OAK 15 Its OAK 20/10 194 CUM 18" 266 PINE 24" 338 OAK 26" 396 OAK 15" 454 OAK 15" -NOW A4 FORMERLY �� / /,M� -% \ \\ \ \ \ \ \( v1- ,/ / % / %/1 /I / y / F . uj
I/lCINI TY MAP 37 OAK 18 116 OAK 20 195 OAK 15" 267 PINE 15" 339 PINE /5" 397 PINE 15" 455 OAK I8" BEVERLY Ni 1 7 / �� I - _ \ I I I/ I i / / ( Z
GW -4 GUY WIRE 38 OAK 24 117 OAK 24 196 PINE f5" 268 PINE 22 340 OAK /8" 396 PIN£ 16" 456 OAK 28" IIB 6455/532 t / / 1r�// \ �� I V l -- / L 7 IIII% I / �/ �,vy // / - f�-
NOT TO SCALE 39 OAK 26 778 OAK 24 197 OAK 75" 269 PINE 78" 347 OAK t6" 399 PINE 15" 457 OAK 15" 1 �/ \ / // / 1 \ ; \\ \ / r �� \ /-, pp t / �i (IIII A i / r , / ` t L")
CR
CR CATCFI BASIN 4G OAK 77 t J9 OAK 20 198 OAK t5" 270
PINE 18" 342 PINE t5" 400 PINE 16" 458 OAK 15" 1 / / � -� \ \ \ ( \ \ ` \ CCi , _ / III 1// / / y `
47 OAK 18 120 OAK 22 199 PINE 76" 277 PINE 18" 343 PINE 76" 401 OAK 15" 459 GUM 18" ' �/ , / / t 1 I / \(w Llaw _ r171). l II I / / /ac , \1 1,.
42 - OAK 17 121 OAK 20 200 GUM 24' 272 PINE 20" 344 PINE }6" 402 PINE 18" 460 GUM 16 , \ / / I - \ \ 1 \ \ 1 / \ / \ \ \ - 1 �.4�1 IIII I W
D/ ❑DROP INLET a3 OAK 20 122 OAK 15 201 PINE 1fi"' 273 PINE 16" 345 PINE 16" 403 OAK 20" 46t OAK 15" 1- /� \ t 1 \ .V � - \ / 1 \ �\ '� _ I �2r' R�rJ � \ III/,,I I / 1/ l / tS /4 F ir �
-X--•X-X---X- CHAiN LINK F1�IVCE 44 OAK 20 123 OAK i5 202 PINE 15" 274 PINE 22" 346 PINE 16" 404 OAK 16" 462 GUM 15" !' t Y a \ \ t \ 1 1 \ / Y I { I IIII iI / y / / ( /'
45 OAK 20 124 OAK 15 203 PINE 16" 275 PINE 20" 347 OAK 15" 405 OAK J6'• 463 OAK 16" "�„ \ / �� �',/I \ \ 1 1 / / -t - J X159 I ,,,,1 J IIII �I J / S91Mk1767.1J� '
46 OAK 19 125 OAK 18 204 PINE 18" 276 PINE 20" 348 OAK 16" 406 OAK 18/16 464 OAK 15"- ) /% `j I ' 1 / / / I .r; I /l 1 / JW pry ,z17 /
------ - • - • - • - • - • -• • - STORM DRAIN PIPE - 47 OAK 15 726 OAK t8 205 GUM f6" 277 PINE i6" 349 OAK 15" 407 P/N£ JS" 465 OAK 22" / / / ) I - 1 i I - - 1 I / \ / �l ( I I I) IIII l I /(� (g� MV pJR6j1.YT / (!
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50 OAK 15 129 OAK !8 208 GUM 22" 280 PINE 18" 352 PINE 15" 410 P/NE 15" 468 OAK 30" /1�SAR / 1 I ( (( i 1 I I 4f-- v `,/ , i I Ii)Ij J( t� / 1
t t s SANITARY SEWER PiPE 57 OAK 19 730 OAK 18/20 209 OAK 22" 287 PINE 15" 353 OAK 24" 417 PINE 15" 469 PINE 15" f 1 LI I i I I 1 I II - I \ I // \ // \\ I _ / II(I(I)1) J i/' / ( \ )
52 OAK 18 131 OAK 24 210 OAK 20" 282 PINE 18" 354 OAK 15" 412 PINE 15" 470 PINE Y5" I 1 / / / / 1 I I t J / I ( 11 SSMCA�e I '
53 OAK 75 132 GUM 20 211 OAK 20" 283 PINE 16" 355 OAK 15" 413 PINE 15" 471 OAK 16" \ - I 1 // ` /
54 OAK 15 133 GUM 28 30 20 212 OAK !6" 284 PINE 16" 356 GUM 15" 414 GUM 18' 472 PINE 15" I i I // / \ l - . •• I ) ` ; J I / ! \ \� )( I iI /IIII ). / ' AIIV ptR51•tdB� \"` ',
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58 OAK 17 137 BfRCH 36" 216 PINE 20" 288 PINE 20" 360 POP 15' 418 CUM. 22" 476 OAK 44" mr.ap.a I \ i J iI ''f /f'•'1••w \A I i 1( * ( ,NOW OR FORAtERL if...�wl iI (III 1 / / i/ I
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61 OAK 17 140 OAK 24" 279 GUM 24" 1291 PINE 20" 479 OAK 24" \ \ \ \ 51,`_t,`�'}-: 1 \ c� i , (• �I / I TAX 06072003E / ) i j I
62 OAK 24 f47 OAK 75" 22O OAK t8" 292 PINE 22" \ 480 • PINE 15". ! i / \\ \ \ \ x �1I, p 1p� \ 4.,. I 1 I/ I� / I + / ZANED R-40 / III, i I I / / I
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77 OAK 20 150 OAK 16" 229 '6" 307 PINE 20" \ \ l y �� \ \ _ \ \ \ \ -7: �` \ \ \ •%7)% 1 / ( 1j / ) f J I / /
72 OAK 17 151 OAK 20" 230 PtNf 22" 302 PINE 15" J I I T \ - \ \ \ \ \ �'� Ea S r , \ 'l \ \��.. / 'r ' I / I rf ) ' / / y
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LEGEND
GENERAL NOTES:
1. PRECONSTRUCTION MEETING REQUIRED PRIOR TO DEMOLITION.
2. CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION AND
SEQUENCING OF DEMOLITION AS DESCRIBED BY THESE
DOCUMENTS AND SPECIFICATIONS. CONTRACTOR IS TO OBTAIN
ALL PERMITS.
3. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF DEMOLITION
OR RELOCATION WITH APPLICABLE UTILITY COMPANIES. (IE: GAS,
CABLE, POWER, TELEPHONE, WATER, SEWER, ETC.)
4. CONTRACTOR SHALL BE RESPONSIBLE TO IMMEDIATELY FIX ANY
ACTIVE UTILITIES DAMAGED DURING CONSTRUCTION AT
CONTRACTOR'S EXPENSE. THE OWNER WILL PAY TO MOVE OR
REPAIR ANY UTILITIES ENCOUNTERED DURING CONSTRUCTION
WHICH ARE NOT IDENTIFIED ON CONSTRUCTION DOCUMENTS OR
SITE SURVEY.
5. ALL MATERIALS GENERATED BY THE DEMOLITION WILL BE HAULED
FROM THE SITE AND LEGALLY DISPOSED OF PER LOCAL
ORDINANCES.
6. INSTALL 6' CHAIN LINK FENCE AROUND PERIMETER OF WORK
AREAS DURING DEMOLITION AND CONSTRUCTION.
7. SAW -CUT CONCRETE AND ASPHALT PAVEMENT, SIDEWALK, OR
CURB AND GUTTER BEFORE EXCAVATION WHERE CONSTRUCTION
PLANS SHOW TIE-INS.
8. DEAL ROAD AND WEDDINGTON ROAD TO REMAIN OPEN AND
UNOBSTRUCTED TO TRAFFIC AT ALL TIMES.
9. CONTRACTOR IS RESPONSIBLE FOR TRAFFIC CONTROL DURING
CONSTRUCTION PER TOWN OF WEDDINGTON AND NCDOT
GUIDELINES.
10. CONTRACTOR SHALL COORDINATE ALL DEMOLITION OR
INSTALLATION WORK ALONG DEAL ROAD AND WDDINGTON ROAD
WITH TOWN OF WEDDINGTON AND NCDOT.
11. REPAIR OR REPLACE ANY ADJACENT CONCRETE CURBING AND/OR
SIDEWALK DAMAGED AS A RESULT OF DEMOLITION PROCESS.
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DESIGN
RESOURCE
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LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
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704.343.0608
www.drgrp.com
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
CAROI ►q���''i
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CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
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Know what's below.
Cali before you dig.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC. AS NECESSARY TO INSURE SAFETY
TO THE PUBLIC.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
EROSION CONTROL LEGEND
7-71
Bottom elevation
TEMPORARY SILT FENCE
0
(SEE DETAIL 1/C9.01)
Riser Elevation
BAFFLE FENCE
Emergency Spillway
(SEE DETAIL 5/C9.01)
0 X
HIGH HAZARD SILT FENCE
BASIN EFFICIENCY
(SEE DETAIL 9/C9.02)
24299 OKA Y
14040 cf
11771 OKA Y
10725 sf
TREE PROTECTION FENCE W/SILT FENCE
- - - - - -
PROPERTY LINE
- -
LIMITS OF CONSTRUCTION/DENUDED LIMITS
- - - - - - - - - _
DRAINAGE AREA BOUNDARY
_
HARDWARE CLOTH & GRAVEL INLET
O
PROTECTION (SEE DETAIL 2/C9.00)
W
SILT FENCE OUTLET (SEE DETAIL 1/C9.00
00
WATTLE (SEE DETAIL 8/C9.02)
-NOW OR FORMERLY -
BEVERLY WEATHERS
DB 6455/532
PARCEL: 06069154
USE: SINGLE FAMILY
ZONING: R-40
CP
rn
00
Cn
-NOW OR FORMERLY -
JARED B & DONETTA B DUFRENE
DB 6227/293
PARCEL: 06069148
USE: SINGLE FAMILY
ZONING: R-40
z
0, \\ \ \
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-NOW OR FORMERLY- I
RICHARD & MONICA HYDE, TRUSTEES
DB 4952/28 � I` q
PARCEL: 06069155 PROPOSED STOCKPILE O
USE: SINGLE FAMILY WITH SILT FENCE q
ZONING: R-40
/
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Co-
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■
, 1
SNOW OR FORMERLY-
JEFFREY
ORMERLYJEFFREY A & REBECCA R MANESS \ �� ( \ ♦♦ \ si , \ , n \\\I/"°;
NO DEED REFERENCE FOUND \ ;
PARCEL: 06069050 \ \ \ ♦♦
BASIN R 1 USE: SINGLE FAMILY
\ ZONING: R-40 \ �� `; \ ♦♦♦♦''�\ \ \\�Y �• �/ � ">
117,
SNOW OR FORMERLY
JOHN M & KIMBERLY A ORMISTON v0 1 ■
-NOW OR FORMERLY -WESLEY
/ CHAPEL WEDDINGTON ATHLETI(
ASSOCIATION
DB 1648/84
PARCEL: 06069242
USE: INSTITUIONAL
\\� ZONING: RCD
J \\
11
11
11
111
1\I
BASIN CONFIGLTItATION
7-71
Bottom elevation
558 msf
Sediment Storage Elevation
562 msf
Riser Elevation
564 mg
Emergency Spillway
562.25 ms!
High Water Elevation
Top of Embankment
564 msf
566 , msf
BASIN EFFICIENCY
Sediment storage provided:
Sediment storage required:
Surface Area Provided
S.A. Required (435cft*Q10) **
24299 OKA Y
14040 cf
11771 OKA Y
10725 sf
DRIVEWAYS TO BE
DEMO'D
\ I ♦ \ q \ INSTALL TEMP. HIGH
DB 6676/286 ♦♦ \ \ \ \ \ \ \ i HAZARD SILT FENCE,
\ PARCEL: 06069049 \ 1 .♦♦ 1 \ \ \ \ \ \ ;I SEE DETAIL 7 C9.00
USE: SINGLE FAMILY00
\ ZONING: R-40 \ \ \ \ \ /
\0\\ ,
u a.
\♦♦ \ \\ \ \ \ \ - �- \\ INSTALL 15" SLOPE \ ?W
G)\ . DRAIN, SEE DETAIL 1
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SEE DETAIL 2/C9.01
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HOME BUILDERS/CONTRACTOR WILL BE
REQUIRED TO SUBMIT LOT EROSION CONTROL
PLANS. NO CONSTRUCTION OF THE HOMES
PRIOR TO LOT EC PLAN APPROVAL
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
````'•CORPORATE
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PHASE I
30' 0 30' 60'
2
SCALE: 1" = 60'
PROJECT #: 635-002
DRAWN BY: RX
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization. C3.00
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DRAWN BY: RX
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization. C3.00

Know what's below.
Cali before you dig.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC. AS NECESSARY TO INSURE SAFETY
TO THE PUBLIC.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
EROSION CONTROL LEGEND
0 TEMPORARY SILT FENCE
(SEE DETAIL 1/C9.01)
BAFFLE FENCE
(SEE DETAIL 5/C9.01)
0 X HIGH HAZARD SILT FENCE
(SEE DETAIL 9/C9.02)
TREE PROTECTION FENCE W/SILT FENCE
— – – – – — PROPERTY LINE
LIMITS OF CONSTRUCTION/DENUDED LIMITS
– – – – – – – – – – – – – DRAINAGE AREA BOUNDARY
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ROADS AND ALL EROSION CONTROL MEASURES.
PERMIT DOES NOT INCLUDE FINAL LOT GRADING.
W
HOME BUILDERS/CONTRACTOR WILL BE
REQUIRED TO SUBMIT LOT EROSION CONTROL
PLANS. NO CONSTRUCTION OF THE HOMES
PRIOR TO LOT EC PLAN APPROVAL
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
````'•CORPORATE
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DOCUMENTS
EROSION
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PHASE II
30' 0 30' 60'
2
SCALE: 1 "=60'
PROJECT #:
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
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JUNE 23, 2017
REVISIONS:
635-002
RX
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Know what's below.
Cali before you dig.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC. AS NECESSARY TO INSURE SAFETY
TO THE PUBLIC.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
EROSION CONTROL LEGEND
0 TEMPORARY SILT FENCE
(SEE DETAIL 1/C9.01)
BAFFLE FENCE
(SEE DETAIL 5/C9.01)
0 X HIGH HAZARD SILT FENCE
(SEE DETAIL 9/C9.02)
TREE PROTECTION FENCE W/SILT FENCE
— — — — — — PROPERTY LINE
LIMITS OF CONSTRUCTION/DENUDED LIMITS
— — — — — — — — — — — — — DRAINAGE AREA BOUNDARY
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\� PERMITTING PROPOSED GRADING SHOWN,
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UTILITIES, STORM DRAINAGE, PERMANENT POND,
ROADS AND ALL EROSION CONTROL MEASURES.
PERMIT DOES NOT INCLUDE FINAL LOT GRADING.
W
HOME BUILDERS/CONTRACTOR WILL BE
REQUIRED TO SUBMIT LOT EROSION CONTROL
PLANS. NO CONSTRUCTION OF THE HOMES
PRIOR TO LOT EC PLAN APPROVAL
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
````'•CORPORATE
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PHASE III
30' 0 30' 60'
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SCALE: 1 "=60'
PROJECT #:
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
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REVISIONS:
635-002
RX
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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JUNE 23, 2017
REVISIONS:
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
C3.03

Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
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REVISIONS:
C4.00

STORM
DRAINAGE LEGEND
TO
FLARED END SECTION
8
(SEE DETAIL 1/C9.03)
TYPE OF
OUTLET STRUCTURE (DETENTION)
a
(SEE SHEETS C4.12)
O
OPEN THROAT DROP INLET
(SEE DETAILS 2,3/C9.03)
FES -2
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1.50%
CONCRETE "L" END WALL
LW -1
(SEE DETAIL 9/C9.02)
STRUCTURE
CLASS III RCP UNLESS OTHERWISE NOTED
601.94
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NOTE:
* SEE RIP RAP APRON DIMENSION ON SHEET 8/C9.02
* CONTRACTOR TO CONSTRUCT ROADSIDE DITCH PER
TYPICAL STREET SECTION ON SHEET C7.10, C7.11 AND
C7.13.
STRUCTURE TABLE
FROM
TO
LENGTH
SLOPE
COMMENTS
TYPE OF
STRUCTURE
RIM
INV. IN
FROM
INV. OUT
FES -2
90.39
1.50%
24" RCP
LW -1
DI -2
STRUCTURE
DI -1
601.94
OS -1
FES -3
597.72
DROP INLET
DI -2
577.26
575.00
LW -1
571.80
DROP INLET
FES -1
598.22
596.70
DI -1
co
FLARED END SECTION
FES -2
572.77
570.44
DI -2
I Q
FLARED END SECTION
FES -3
559.59
556.17
OS -1
0
FLARED END SECTION
LW -1
578.94
IIII
577.00
HEADWALL
OS -1
563.32
ES
a
557.40
OUTLET STRUCTURE
PIPE CHART
FROM
TO
LENGTH
SLOPE
COMMENTS
DI -1
FES -1
68.20
1.50%
15" RCP
DI -2
FES -2
90.39
1.50%
24" RCP
LW -1
DI -2
43.84
4.56%
15" RCP
OS -1
FES -3
123.12
1.007,
36" RCP
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DB 22 6 /293
PARCEL: 0069148
USE: SINGLN-40
FAMILY
ZONING:
-NOW OR FORMERLY -WESLEY
/ CHAPEL WEDDINGTON ATHLETIC
ASSOCIATION
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PARCEL: 06069242
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Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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CHECKED BY: MVD
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REVISIONS:
C4.10

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Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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30 0 30 60
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SCALE: 1" = 60'
PROJECT #: 635-002
DRAWN BY: JDB
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
C4.11
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CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
C4.11

SIC S�sREET C
PUB ,,
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-20' STORM EASEMENT `
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570
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562 S
66
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558
-�R
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- 566-
/10' BMP EASEMENT \ —
FROM TOP OF BERM
I
- WATER TIGHT JOINTS
%_00p_ —_� _---- --—_
i FES -3
i
24" RCP
INV. = 570.44
564
0
M
DETENTION POND PLAN
SCALE: 1 " = 20'
564--564
v v
FUTURE CONDITIONS FLOOD FRINGE AREA
562—
FUTURE CONDITIONS FLOOD FRINGE AREA
DETENTION POND PROFILE
1
3 TEMPORARY POOL ELEVATION = 628.92
BOTTOM OF POND
®1% SLOPE TO THE
OUTLET STRUCTURE
DETENTION POND
OUTLET STRUCTURE
OS
13'
36" RCP OUTLET
INV. = 557.40
DIMENSIONS OF SEEPAGE KEY SHALL
VERIFIED BY GEOTECHNICAL ENGINEER BA
nN FYICTIN(; CnII C nNnlTI
TOP OF BERM
= 566.00
PIPE
z
1
BE 4
SED 1
ONS. 10' MIN.
J
ANTI -SEEP COLLARS
OUTLET PIPE SHALL HAVE
WATER TIGHT JOINT
EX. GROUND
OVERFLOW OUTLET COVERED
JV INl F r Ir L
RISER DETAIL: TOP VIEW
INSTALL WIRE MESH ONT (TYPICAL) NTS
OUTLET STRUCTURE
28"x3"
INV. ELEV. = 561.60
36"x4"
INV. ELEV. = 560.10
4" ORIFICE
W/ TRASH RACK
ELEV. = 557.80
ATTACH SKIMMER TO 4"
ORIFICE AT BMP RISER
INV. ELEV. = 559.00
TO BE FILLED WHEN BASIN
CONVERT TO DRY POND
36" RCP OUTLET PIPE
W/ ANTI -SEEP COLLARS
INV. = 557.40
/.�.��\/\/�/�
DRY POND OUTLET STRUCTURE
RISER (FRONT VIEW)
NOT TO SCALE
2.0' MIN.
MIN. 3600 PSI
CONCRETE
2' e .
0 + 4'
• III
-
36"0 RCP
ANTI—SEEP COLLAR DETAIL
BMP EMBANKMENT REQUIREMENTS PER CITY OF CHARLOTTE BMP DESIGN MANUAL
U
STEP 4: OUTLET PIPE FILL PLACEMENT
TOP OF BERM
ELEV =
566.00'
DROP INLETS AND UP TO 2 FEET ABOVE THE CULVERTS.
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, AND/OR THE STANDARDS AND
SPECIFICATIONS OF THE APPROVING AGENCY. THESE SPECIFICATIONS APPLY TO ALL BMPS WITH EMBANKMENTS
100
-YR,
24 -HR STORM
WSEL =
562.93'
DESIGN RESOURCE GROUP IS NOT RESPONSIBLE FOR THE DESIGN AND CERTIFICATION OF GEOTECHNICAL
ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY
—
GEOTECHNICAL CONSTULTANT.
16'
BOARD
-CRESTED WEIR
- EL=562.75'
GEOTECHNICAL CONSTULTANT WORKING UNDER THE DIRECTION OF AN NC LICENSED ENGINEER .
—
/
LL
STEP S: FIELD QUALITY CONTROL
50
-YR,
24 -HR STORM
WSEL =
562.52'
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM D698, ASTM D2216, AND
BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO THE UNIFIED SOIL
—
CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS.
25
-YR,
24 -HR STORM
WSEL =
562.00'
BETWEEN 15 AND 30 (ASTM D4318).
CONSULTANT.
MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS LARGER THAN 3
• SAMPLE SIZE SHALL BE 50—LB.
INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A HOMOGENEOUS SOIL
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM D2922, OR ASTM D2937
THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH ASTM D2216.
EMBANKMENT CONSTRUCTION
I� 28" �I tY
10
-YR,
24 -HR STORM
WSEL =
561.32'
—
STEP 1: SUBGRADE PREPARATION:
0
_
• WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK, REPLACE AND
2
-YR,
24 -HR STORM
WSEL =
560.34'
ALLOWABLE VARIANCES
• PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR GREATER
1
-YR,
24 -HR STORM
WSEL =
559.86'
_
36"
REFERENCES
SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND THE TRENCH SIDEWALLS
. "CHARLOTTE—MECKLENBURG BMP DESIGN MANUAL". CHARLOTTE—MECKLENBURG STORM WATER SERVICES, CITY
SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITY AND BONDING BETWEEN THE SIDEWALL SOILS AND
OF CHARLOTTE, NORTH CAROLINA, JULY 1, 2013
SEEPAGE KEY FILL.
W
7.60
• ASTM D422 — STANDARD TEST METHOD FOR PARTICLE—SIZE ANALYSIS OF SOILS (GRAIN SIZE WITH
32.4"
/
HYDROMETER).
12"
\ /
NOTE:
PROVIDE STEPS IN
STD. STRUCTURE NCDOT
NO 840 66
���4�//
//�/
, °
•�
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DRY POND OUTLET STRUCTURE
RISER (FRONT VIEW)
NOT TO SCALE
2.0' MIN.
MIN. 3600 PSI
CONCRETE
2' e .
0 + 4'
• III
-
36"0 RCP
ANTI—SEEP COLLAR DETAIL
BMP EMBANKMENT REQUIREMENTS PER CITY OF CHARLOTTE BMP DESIGN MANUAL
U
STEP 4: OUTLET PIPE FILL PLACEMENT
CONSTRUCTION OF BMP'S AND THE PLACEMENT OF ALL EMBANKMENTS SHALL BE IN ACCORDANCE WITH THE N.C.
• FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 6—INCH THICK LOOSE LIFTS AROUND THE
DAM SAFETY ACT OF 1967 AND ANY SUBESQUENT CHANGES THERETO, STANDARDS AND SPECIFICATIONS OF THE
DROP INLETS AND UP TO 2 FEET ABOVE THE CULVERTS.
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, AND/OR THE STANDARDS AND
SPECIFICATIONS OF THE APPROVING AGENCY. THESE SPECIFICATIONS APPLY TO ALL BMPS WITH EMBANKMENTS
• COMPACT10N SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED COMPACTORS.
THAT ARE DESIGNED TO HOLD WATER, EVEN IF THE EMBANKMENT IS DESIGNED TO HOLD WATER ONLY DURING A
COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR ASTM D698 MAXIMUM
STORM EVENT.
DRY DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT
DESIGN RESOURCE GROUP IS NOT RESPONSIBLE FOR THE DESIGN AND CERTIFICATION OF GEOTECHNICAL
ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY
INSTALLATIONS AND OFFERS THE FOLLOWING SPECIFICATIONS FOR REFERENCE ONLY. VERIFICATION OF SITE
GEOTECHNICAL CONSTULTANT.
CONDITIONS AND FINAL GEOTECHNICAL RECOMMENDATIONS SHALL BE THE RESPONSIBILITY OF THE GEOTECHNICAL
• ADDITIONAL COMPACTION OF LIFTS 2 FEET OR GREATER ABOVE CULVERTS SHALL CONFORM TO THE
CONSULTANT. CONSTRUCTION OF ALL PROPOSED BMP'S SHALL BE PERFORMED UNDER THE OBSERVATION OF A
EMBANKMENT FILL PLACEMENT SECTION OF THIS SPECIFICATION.
GEOTECHNICAL CONSTULTANT WORKING UNDER THE DIRECTION OF AN NC LICENSED ENGINEER .
Q
d
/
LL
STEP S: FIELD QUALITY CONTROL
EMBANKMENT FILL MATERIALS
LABORATORY TESTING
THE FOLLOWING PARAMETERS APPLY TO MATERIALS USED TO CONSTRUCT EMBANKMENTS:
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM D698, ASTM D2216, AND
BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO THE UNIFIED SOIL
ASTM D4318.
CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS.
0
L
• TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL PLACED, WHEN
BORROW MATERIALS SHALL HAVE A LIQUID LIMIT (LL) BETWEEN 40 AND 60 AND A PLASTICITY INDEX (PI)
MATERIALS USING FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED BY THE GEOTECHNICAL
BETWEEN 15 AND 30 (ASTM D4318).
CONSULTANT.
MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS LARGER THAN 3
• SAMPLE SIZE SHALL BE 50—LB.
INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A HOMOGENEOUS SOIL
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM D2922, OR ASTM D2937
THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH ASTM D2216.
EMBANKMENT CONSTRUCTION
• FREQUENCY OF COMPACTION/NATURAL MOISTURE CONTENT TESTS:
• EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 2,500 SQ. FT.
THE FOLLOWING STEPS APPLY TO CONSTRUCTION OF AN EMBANKMENT:
a
• PIPE INSTALLATION: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
STEP 1: SUBGRADE PREPARATION:
0
O�z
• WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK, REPLACE AND
• COMPACT SUBGRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
RETEST.
• CUT OUT SOFT AREAS OF SUBGRADE NOT CAPABLE OF COMPACTION IN PLACE.
• SCARIFY SUBGRADE SURFACE TO DEPTH OF 6 INCHES.
ALLOWABLE VARIANCES
• PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR GREATER
THAN REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
EMBANKMENT SPECIFICATIONS MAY BE MODIFIED BASED ON SITE—SPECIFIC GEOTECHNICAL INVESTIGATION AT THE
STEP 2: SEEPAGE KEY PLACEMENT
DISCRETION OF THE GEOTECHNICAL CONSTULTANT.
• SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
• SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH GEOTECHNICAL
REFERENCES
SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND THE TRENCH SIDEWALLS
. "CHARLOTTE—MECKLENBURG BMP DESIGN MANUAL". CHARLOTTE—MECKLENBURG STORM WATER SERVICES, CITY
SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITY AND BONDING BETWEEN THE SIDEWALL SOILS AND
OF CHARLOTTE, NORTH CAROLINA, JULY 1, 2013
SEEPAGE KEY FILL.
W
• ASTM D422 — STANDARD TEST METHOD FOR PARTICLE—SIZE ANALYSIS OF SOILS (GRAIN SIZE WITH
STEP 3: EMBANKMENT FILL PLACEMENT
HYDROMETER).
• EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3(HORIZONTAL):1(VERTICAL) OR AS SHOWN ON THE
DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH GEOTECHNICAL
. ASTM D698 — STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING
ANALYSIS SHALL BE REQUIRED FOR SLOPES STEEPER THAN 3(HORIZONTAL): 1 (VERTICAL).
STANDARD EFFORT (12,400 FT—LBF/FT3).
• FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN THICKNESS AND BE COMPACTED
• ASTM D1556 — STANDARD TEST METHOD FOR DENSITY OF SOIL IN PLACE BY THE SAND—CONE METHOD.
TO A MINIMUM OF 95 PERCENT OF THE SOILS STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY,
• ASTM D2216 — STANDARD TEST METHOD FOR LABORATORY DETERMINATION OF WATER (MOISTURE) CONTENT
OR AS SPECIFIED ON THE DRAWINGS.
OF SOIL AND ROCK BY MASS.
• COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE THE
• ASTM D2922 — STANDARD TEST METHOD FOR DENSITY OF SOIL AND SOIL—AGGREGATE IN PLACE BY
OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY GEOTECHNICAL
NUCLEAR METHODS (SHALLOW DEPTH).
CONSULTANT.
• ASTM D2487 — STANDARD PRACTICES FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES (UNIFIED
• FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO ABUTMENT.
SOIL CLASSIFICATION SYSTEM)
EXISTING SLOPES GREATER THAN 4(HORIZONTAL): 1 (VERTICAL) SHALL BE BENCHED TO PROMOTE BONDING OF
NEWLY PLACED FILL WITH EXISTING SOILS. BENCHING SHALL BE PERFORMED AT MAXIMUM OF 2 FEET
. ASTM D2937 — STANDARD TEST METHOD FOR DENSITY OF SOIL IN PLACE BY THE DRIVE—CYLINDER METHOD
VERTICAL INTERVALS AND SHALL EXTEND A MINIMUM OF 4 FEET HORIZONTALLY OR AS SPECIFIED ON
TEST.
DRAWINGS.
• ASTM D4318 — STANDARD TEST METHODS FOR LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF
• WITHIN THE UPPER 12 INCHES OF EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100% OF ITS
SOILS.
STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
• FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
• PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE IN
PLACE.
• PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE VEGETATIVE
GROWTH.
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
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REVISIONS:
C4.12

DEAL ROAD STORMWATER
MANAGEMENT SUMMARY
Original Parcel ID Number(s):
06099011A,
06072003A,
06072003E
Development Type:
Single -Family
Watershed:
Catawba
Disturbed Area (ac):
7.16
Site Area (ac):
17.93
Total on-site Drainage Area (ac):
7.93
Existing Built -upon -area (SF):
39,186
Existing BUAto be removed (SF):
39,186
Existing BUAto remain (SF):
0
Proposed % BUIA
<2 DUA
Density (High 1 Lown)
Low Density
Selection ofstormwater mane ement practices My Detention Pond
4.76 ACRES (207,396 SF) OF PRIMARY CONSERVATION AREA
(AREAS INCLUDE: FLOOD PLAIN, HYDRIC SOILS)
4.26 ACRES (185,686 SF) OF SECONDARY CONSERVATION AREA
(AREAS INCLUDE: FORESTLAND)
-NOW OR FORMERLY -
BEVERLY WEATHERS
DB 6455/532
PARCEL: 06069154
USE: SINGLE FAMILY
ZONING: R-40
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RICHARD & MONICA HYDE, TRUSTEES
DB 4952/28Ln
J
PARCEL: 06069155 I
USE: SINGLE FAMILY
1
–NOW OR ORMERLY–
JARED B & DON TTA B DUFRENE
DB 622 /293
PARCEL: 0 069148
USE: SINGL FAMILY
ZONING: –40
556
Z
–NOW OR FORMERLY–WESLEY
/ CHAPEL WEDDINGTON ATHLETIC
ASSOCIATION
DB 1648/84
PARCEL: 06069242
USE: INSTITUIONAL
\1, ZONING: RCD
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1101 INV OUT: 44.5.5
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INV IN: 544.25
–NOW OR FORMERLY ��, \\ \ \ ` \ / �I I INV OUT:544.05
JOHN M & KIMBERLY A ORMISTON \ QI \\e\e
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\ PARCEL: 06069049 \ I \ \ \ \ o �I INV IN: 543.68
74�
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ZONINGSINGLE R-4FAMILY \O ( OJ�� \ /I \\ \\ 1\ I ///
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DETENTION POND z m
-NOW OR FORMERLY oINV:5 1.4
\ \ \� \� \
JOHNNY RAY & CONNIE S C° \ \ \ \ \ \ 1\ I PP/I )I
TOMPKINS \ r \ 1 \ \ 1\ \ FES '3
NO DEED REFERENCE FOUND \ / ` \ \ \ \ \ LOT #7 \ 1 I\ / j 0 OS -1 36' RCP ./ 2. 0 I
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
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JUNE 23, 2017
REVISIONS:
C4.13

THOROUGHFARE BUFFER
*REQUIRED: 9 TREES/20 SHRUBS PER 100 LF
DEAL ROAD = ±1,300 LF
REQUIRED: 117 (2") CALIPER TREES
260 SHRUBS
PROVIDED: 232 LF EXISTING VEGETATION (DENSE EVERGREEN PINE TREES TO MEET TREE/SHRUB BUFFER REQUIREMENT)
1,068 LF EXISTING TREES TO MEET TREE REQUIREMENT
214 (36") HT. SHRUBS (1,068/100) X 20 = 214
WEDDINGTON ROAD = ±990 LF
REQUIRED: 90 TREES
198 SHRUBS
PROVIDED: 990 LF EXISTING VEGETATION (DENSE EVERGREEN PINE TREES) TO MEET TREE/SHRUB BUFFER REQUIREMENT
PLANT SCHEDULE
KEY
QTY.
COMMONNAME
SCIENTIFICNAME
HT.
NOTE
IA
11
FOSTER'S HOLLY
ILEX X ATTENUATA 'FOSTERI'
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FULL BUSHY CONTAINER
VT
95
LAURESTINUS VIBURNUM
VIBURNUM TINUS
36" MIN.
FULL BUSHY CONTAINER
MC
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WAX MYRTLE
MYRICA CERIFERA
36" MIN.
FULL BUSHY CONTAINER
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
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RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
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PUBLIC STREET A PROFILE
9+50 10+00 11+00 12+00 13+00 13+50
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PUBLIC STREET A LINE AND CURVE TABLE
NUMBER
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BASE COURSE
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SUBGRADE
51
COMPACTED SUBGRADE * 76% IS IDEAL
g NOTE:
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o CEMENT STABILIZED SUBGRADE SHALL BE
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o N 0 T T O S C A L E NCDOT DISTRICT ENGINEER.
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Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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C7.10

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RESOURCE
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CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
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SCALE: 1"=40'
PROJECT #: 635-002
DRAWN BY: RX
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
C7.11

PUBLIC STREET C PROFILE
9+50 10+00 11+00 12+00 13+00 13+50
NUMBER
RADIUS
LENGTH
LINE/CHORD DIRECTION
C6
250.00
37.74
N54. 36' 14.90"E
C7
250.00
92.71
N60. 54' 09.35"E
L12
78.28
N50. 16' 45.25"E
L13
105.23
N71. 31' 33.44"E
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PUBLIC STREET C LINE AND CURVE TABLE
NUMBER
RADIUS
LENGTH
LINE/CHORD DIRECTION
C6
250.00
37.74
N54. 36' 14.90"E
C7
250.00
92.71
N60. 54' 09.35"E
L12
78.28
N50. 16' 45.25"E
L13
105.23
N71. 31' 33.44"E
0.08 0.08
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WATER MAIN _z SWR. / i _ i / .O
(SIZE VARIES) M / / / 10' UPLiTY EASEMENT/2SS
TYPICAL STREET SECTION /Z PUBLIC STREET IC STA: 11+53.43
INTERSECT WITH
PUBLIC STREET B AT STA :14+65.84 i
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SURFACE COURSE / / / / / / / / '1 R35.0
2-1.5" LIFTS ASPHALT CONCRETE SURFACE,
o COURSE, TYPE S9.513
(1-1.5" LIFT PLACED IMMEDIATELY UPON
PROPERLY PREPARED ABC OR ASPHALT BASE COURSE
=1-1.5" LIFT UPON MEETING REQUIRED / _� 0 ,// \- ,
w HOUSING DENSITY)* / / /
`^ BASE COURSE
a 10" COMPACTED AGGREGATE BASE COURSE
OR 5 ASPHALT CONCRETE BASE COURSE, / / / \ �n R L IVE B 6
TYPE 1325.06 OR C / _ .� �� \\ / a
SUBGRADE
COMPACTED SUBGRADE * 76% IS IDEAL
NOTE:
ASPHALT PAVEMENT ALTERNATE PAVEMENT SECTION USING / / / \ �- ,
& CEMENT STABILIZED SUBGRADE SHALL BE
DRIVE LANES (PER NCDOT STANDARDS) SUBMITTED TO AND APPROVED BY THE
o N 0 T T O S C A L E NCDOT DISTRICT ENGINEER.
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DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
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20' 0 20' 40'
SCALE: 1"=40'
PROJECT #: 635-002
DRAWN BY: RX
CHECKED BY: MVD
JUNE 23, 2017
REVISIONS:
C7.12

Copyright U 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
• 2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
CORPORATE'
SEAL
v C-95
r' ' C-2165
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PROJECT M
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
JDB
MVD
C9.00
GENERAL NOTES:
1. UNIFORMLY GRADE A SHALLOW
NOTES:
DEPRESSION APPROACHING THE
SEE APPROVED TREE 1. REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT
INLET.
PRESERVATION PLAN FOR 2. LANDSCAPING PLANS SHALL SHOW THE LOCATIONS OF ALL TREE
REQUIRED RADIUS PROTECTION FENCES
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET
OF TREE BARRIER
STEEL POST 4' MAX.
INTO THE GROUND SURROUNDING THE
WASHED STONE HARDWARE CLOTH
INLET. SPACE POSTS EVENLY AROUND
WIRE FENCING (NCDOT #5 OR #57) BETWEEN Posrs
(IF APPLICABLE)
THE PERIMETER OF THE INLET, A 19 GAUGE HARDWARE
AND COVERED BY STEEL POST
STONE
MAXIMUM OF 4 FEET APART. ------"'---""------------"" -' CLOTH (" MESH OPENINGS)
00 HARDWARE CLOTH
WOVEN FILTER FABRIC `I r Yy 2•� WASHED STONE
3. SURROUND THE POSTS WITH WIRE ------------------- --
(NCDOT #5 OR #57)
MESH HARDWARE CLOTH. SECURE
THE WIRE MESH TO THE STEEL
POSTS AT THE TOP, MIDDLE, AND
FLOW
BOTTOM. PLACING A 2 -FOOT FLAP NCDOT #5 OR #57
OF THE WIRE MESH UNDER THE
1
WASHED STONE
GRAVEL FOR ANCHORING IS
RECOMMENDED.
4" ANCHOR SKIRT;
EXCAVATE TRENCH
4. PLACE CLEAN GRAVEL (NC DOT #5
OR #57 STONE) ON A 2:1 SLOPE
AND COMPACT
WITH A HEIGHT OF 16 INCHES -- --'-"' -"
BACKFILL
AROUND THE WIRE, AND SMOOTH TO
PLAN VIEW OF ROOT ZONE
AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE
AREA HAS BEEN STABILIZED, REMOVE NCDOT #5 OR #57
ACCUMULATED SEDIMENT, AND WASHED STONE
ONE FOOT FOR EACH
ESTABLISH FINAL GRADING
INCH OF TRUNK DIAMETER i,.,
ELEVATIONS. FILTERED
OR 1/2 HEIGHT OF TREE J
GENERAL NOTES: MAINTENANCE NOTES:
WATE
FOR PRUNING SEE WHICHEVER IS GREATER
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16 INCHES HIGH BUT NO 1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
6. COMPACT THE AREA PROPERLY AND
LL
INTERNATIONAL SOCIETY 6' MINIMUM WIDTH o
OF ARBORICULTURE SPECS.
TALLER THAN 18 INCHES. HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
STABILIZED IT WITH GROUNDCOVER. -»-.-- -
FOR 2' CAL. TREES
OR SMALLER6" BARK MULCH, PLACE BARK
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY USING
APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED IN A MINIMUM OF 12 INCHES 2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
`-
-�' MULCH AT AREAS NOT
DEAD TREES AND SCRUB OR UNDER o PROTECTED BY BARRIER.
IN LENGTH AND BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL. HARDWARE CLOTH TO OR REMOVED IT.
GROWTH SHALL BE CUT FLUSH WITH .1
BE SAME AS STD. #30.09 (19 GAUGE, 1/4" SPACING).
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
TREE LIMB ADJACENT GRADE. NO GRUBBING
3. POSTS SHALL BE NO MORE THAN 4 FEET APART. OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
REMOVAL ALLOWED UNDER DRIP LINE.
FENCEOUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE GRADE, PREPARED AND SEEDED.
2"x4" STANDARDS + 1"x4" RAILS 0.
DIRECTION OF THE INSPECTOR.
OR ORANGE SAFETY FENCING
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
MAY BE USED. nI I I S I I III -I
111:
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NOT TO SCALE
HARDWARE CLOTH AND GRAVEL
I
SILT FENCE OUTLET
2
3
TREE PROTECTION DETAIL
INLET PROTECTION
NOTES:
1
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG
\ `
STEEL POST 6 MAX. STEEL POST
�a�i
2BOOK.
. FILTER TYPES SHALL BE APPROVED BY THE INSPECTOR PRIOR TO
INSTALLATION.
\
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT THE
\
5 WASHED STONE /
DIRECTION OF THE ENGINEER.
z FILTER FABRIC
;
4. FILTER BAGS SHALL BE REMOVED PRIOR TO STREET ACCEPTANCE.
w
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WOVEN FILTER FABRIC
°ogog"og°og"og"og°ogo°o°
°°°°°°°°°°°°
0 0 0 0 0 0 0 0 0 0 0 0 0
° °°�ogogogo°
5. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR
n Ffm
GENERAL NOTES: °ggo ogg°°
O 0:05.°
BASIS (NOT BE MORE THAN HALF FULL AT ANY TIME). 6. FILTER
�'r FLOw °e
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1. SEDIMENT SHALL BE REMOVED AND TRAP °�"�°�°
A 000000 0°0000g STORAGE
BAGS SHALL NOT BE ALLOWED IN EXISTING NCDOT ROADS.
04
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RESTORED TO ITS ORIGINAL DIMENSIONS WHEN ° ° ° ° ° °
o°°og°0g oggggg0 AREA
THE SEDIMENT HAS ACCUMULATED TO 1/2 THE ggogo°I I I Iggogo°
HOOD
is - - -
DESIGN DEPTH OF THE TRAP.og000°
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2. REMOVED SEDIMENT SHALL BE DEPOSITED IN
GRATE
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A SUITABLE AREA AND IN SUCH A MANNER °°°°° g°g°g
o ° o ° o
THAT IT WILL NOT ERODE. ggo 0 0 0 S°
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TORAGE ggggg
SAREA
3. THE STRUCTURE SHALL BE INSPECTED BY ggggg
° ° ° ° ° °
THE FINANCIALLY RESPONSIBLE PARTY OR HIS ° g000, CATCH oge
GRATE
AGENT AFTER EACH STORM EVENT AND °o°o°o BASIN go
°"ooeoege°
GENERAL NOTES:
REPAIRS MADE AS NECESSARY. ✓ °og°00000gg \
1"
EXPANSION 1" REBAR FOR BAG
1. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF
4. CONSTRUCTION OPERATIONS SHALL BE gggggggg°°°°*o oo
eogagog0g0g0g0g0gogog0g0gOg
CARRIED OUT IN SUCH A MANNER THAT � °°g°g°g°g°g°g°g°g°g°g
RESTRAINT REMOVAL FROM INLET
°3
MORE THAN 30 DAYS.
EROSION AND WATER POLLUTION ARE
'x
2. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL
TYPE. MAINTENANCE NOTES:
MINIMIZED.
5. THE SEDIMENT TRAP SHALL BE REMOVED
r�
� DEFLECTOR
FILTER BAG
AND THE AREA STABILIZED WHEN THE
3. TURN SILT FENCE UP SLOPE AT ENDS. 1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY
DRAINAGE BASIN HAS BEEN PROPERLY J
DUMP LOOPS
OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
STABILIZED.
4. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
ADJACENT TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER
6. ON LARGER DRAINAGE AREAS RIP RAP MAY
%
BE REQUIRED UNDER THE WASHED STONE. PLAN VIEW
I
GUIDELINES). THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
ENVIRONMENTALLY SENSITIVE AREAS. OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED PROMPTLY.
#STONEHED
5. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
z
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HAL
CATCH BASIN
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE
FCOIy ¢00
�� (n
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
12" MIN.
�
EXISTING GRADE, PREPARED AND SEEDED.
� OUTLET
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
'11 CATCH
AREAS OF CONCENTRATED FLOW.
BASIN
3'-4'
SECTION A -A
SECTION INSTALLATION
4
TEMPORARY SILT FENCE
5
STONE INLET PROTECTION
6
CATCH BASIN INLET PROTECTION
FOR LATE WINTER AND SOIL AMENDMENTS:
EARLY SPRING: FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
STEEL POST 8 MAX. STEEL POST
AND 750 LB/ACRE 10-10-10 FERTILIZER
WIRE FENCING WIRE FENCING
SEEDING MIXTURE: MULCH:
FILTER FABRIC
RYE (GRAIN) - 120 LB/ACRE APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
o W #5 WASHED STONE
ANNUAL LESPEDEZA (KOBE) - 50 LB/ACRE ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
WOVEN FILTER FABRIC
(OMIT ANNUAL LESPEDEZA WHEN DURATION TOOL
U< FLOW 5�°
OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE) MAINTENANCE:
j
�I�!�
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
SEEDING DATES: EROSION OR OTHER DAMAGE
JAN. 1 - MAY 1
w 8 4' MIN.
FILL SLOPE
I '
FOR SUMMER: SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
GENERAL NOTES:
SEEDING MIXTURE: AND 750 LB/ACRE 10-10-10 FERTILIZER
1. WIRE FENCING SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6
GERMAN MILLET - 40 LB/ACRE MULCH:
LINE WIRES WITH 12" STAY SPACING.
(A SMALL -STEMMED SUDANGRASS MAY BE APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
2' MIN COMPACTED BERM
SUBSTITUTED AT A RATE OF 50 LB/ACRE) ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE
THAN 30 DAYS.
TOOL
SEEDING DATES:
SILT FENCE
FINISH GRADE (SEE NOTE 2)
7URAL
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL
MAY 1 - AUG. 15 MAINTENANCE:
GROUND
TYPE.
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
4. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE WIRES WITH 12"
EROSION OR OTHER DAMAGE
STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS. MAINTENANCE NOTES:
SOIL AMENDMENTS:
FOR FALL:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
6. WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS. HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
AND 1,000 LB/ACRE 10-10-10 FERTILIZER
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
7. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT THE TOE OF SLOPES
SEERYENG
NATO
RAC
2. SHOULD THE FABRIC DECOMPOSE OR BECOME PRIOR TO THE END OF
GRA NIXTUR 120 LB ACRE MULCH:
( ) - /
WIDTH AND DEPTH TO GRO
GREATER THAN 10 FEET VERTICAL (2:1 SLOPE) INEFFECTIVE
UND
THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE FABRIC
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
BE DESIGNED BY
8. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT SHALL BE REPLACED PROMPTLY.
SEEDING DATES: ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
ENGINEER (1' MIN)
TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER GUIDELINES). THE
AUG. 15 - DEC 30 TOOL
COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE 3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
AREAS. OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE,
MAINTENANCE:
9. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE. PREPARED AND SEEDED.
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ACRE OF NITROGEN IN
MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50
NOTE:
10. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
LB/ACRE KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
1. DITCH SHOULD HAVE LONGITUDINAL SLOPE OF 1%.
11. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
2. SILT FENCE MAY BE REQUIRED BEHIND BERM
AREAS OF CONCENTRATED FLOW.
FOR ADDITIONAL INFORMATION, REFER TO NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL (ESCPDM), SECTION 6.10.
FOR PERMANENT SEEDING SPECIFICATIONS, INCLUDING SEED BED PREP, SEASONAL LIMITATIONS FOR SEEDING OPERATIONS, THE KINDS OF GRADES OF
FERTILIZERS, THE KINDS OF SEED, AND THE RATES OF APPLICATION OF LIMESTONE, FERTILIZER, AND SEED, REFER TO NCDENR ESCPDM SECTION 6.11 AND
THE CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS SECTION 04200 SEEDING AND SODDING OF TURFGRASS.
HIGH HAZARD
7
8
TEMPORARY SEEDING SCHEDULE
9
TEMPORARY SILT DITCH
TEMPORARY SILT FENCE
Copyright U 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
• 2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
CORPORATE'
SEAL
v C-95
r' ' C-2165
�,•• NCBELS a`
.p
OW
• O
S'
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S AL
03 289 =
• 06/23/17 :��v
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INSTRUCTION
DOCUMENTS
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SCALE: NTS
PROJECT M
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
JDB
MVD
C9.00

GENERAL NOTES:
011711
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER. CID
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES 11�
W Z GENERAL NOTES:
OR CHANNELS TO SLOW VELOCITY OR TO CREATE a CD H 0
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SEDIMENT TRAPS. m_ NOES oO, z 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MATERIAL. THE BASIN AREA SHALL BE CLEARED.
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS �, � rr�
a p n m w ¢ u_ = 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL AS OVERSIZED STONES, ROCKS,
PLACES THE TOE OF THE UPSTREAM DAM AT THE Tl 1 • PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE F-U¢aco ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING
SAME ELEVATION AS THE DOWNSTREAM DAM (SEE V-6" MIN.z x -v -n TRUCKS. ►d = ~ z w CONSTRUCTED. SPILLWAYS SHOULD NOT BE CONSTRUCTED THROUGH FILL SECTIONS. ALL SPILLWAYS SHOULD BE LINED AND/OR RIPRAPPED.
"'1 2. LOCATE ENTRANCES TO PROVIDE FOR UTILIZATION U) � LL 0 J
DIAGRAM BELOW). # 5 WASHED STONE C��~'
� z BY ALL CONSTRUCTION VEHICLES. v Qri � 3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO DEPTH SHOWN ON STANDARD.
S _ 3. MUST B€ MAINTAINED IN A CONDITION WHICH WILL PREVENT > REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH A MANNER THAT IT WILL NOT ERODE.
< " TRACKING OR DIRECT FLOW OF MUD ONTO STREETS. a H
2 o PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY. I W0 4. THE TRAP SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
1 4. ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE O 5. CONSTRUCTION OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION IS MINIMIZED.
CLASS B RIP RAP aFLOW / CLEANED UP IMMEDIATELY.
2' MAX / 5. LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF 6. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER, UNLESS CERTIFIED BY REGISTERED GEOTECHICAL ENGINEER.
AT CENTER INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE 7, SEDIMENT BASIN EMBANKMENTS SHOULD BE PROVIDED WITH EROSION CONTROL AND STABILIZATION.
FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
MAXIMUM SPACING /' P� 6. NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO W 8. STORAGE AREA MAY BE CONSTRUCTED IN ANY SHAPE PROVIDED THE MINIMUM STORAGE VOLUME REQUIREMENT IS MET. THE BASIN SHOULD
111_1 _111_ A_ - B / Po BE DETERMINED BY THE ENGINEER. Z ALSO BE ORIENTED SUCH THAT THE FILTER AND THE MAIN FLOW OF WATER AND SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN
11 �11_III_ I I 7. USE CLASS 'A' STONE OR OTHER COARSE AGGREGATE APPROVED
- =111=111_ C � / tiC' s Q DIMENSIONS.
-111_111=111=111 _ 171 Z / 4� BY THE ENGINEER, a CC
4'To s' r � / QJ� 8. INSTALL CONSTRUCTION ENTRANCES IN A WAY TO PREVENT VEHICLES L` �• 9. THE LENGTH OF THE STONE OUTLET (SPILLWAY) IS TO BE BASED ON A 10 YEAR STORM.
1 111 111'111=111=111_111_' FROM BYPASSING CONSTRUCTION ENTRANCE LEAVING PROJECT SITE. 0 Z
C? co / z W 10. WHENEVER TOPOGRAPHY ALLOWS, THE BASIN LENGTH SHOULD BE TWICE (2X) THE BASIN WIDTH, TO ALLOW FOR SETTLING.
A AND B ARE AT EQUAL ELEVATIONS CROSS SECTION 0 2 / BAFFLES SHALL BE INSTALLED IN ALL BASINS.
Cn � cc Q 11. CLEANOUT STAKES SHALL BE PLACED IN ALL SEDIMENT BASINS AT THE LOW POINT IN THE BASIN. THE STAKES SHALL BE MARKED
Z
a I" t SHOWING THE HALF FULL, CLEANOUT POINT, OF THE BASIN.
C y cr E~> 12. SAFETY FENCING 3' HIGH SHOULD BE PLACED AROUND ALL SEDIMENT BASINS.
o a 13. FOR DESIGN OF SEDIMENT BASINS, REFER TO THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
V-6" MIN. EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
Z 14. FOR SLOPES GREATER THAN 10' IN LENGTH AND PROTECTED BY SILT FENCE AT THE TOE OF THE SLOPE, SLOPE TERRACING WILL BE REQUIRED.
1 - - CLASS 'A' STONE �F�' U) 0 15. THE BERM ON SEDIMENT BASINS SHALL BE SEEDED ONCE FINAL GRADE HAS BEEN REACHED. THE SILT FENCE MAY BE REMOVED IF PERMISSION
ul 111(_ _ L -IIJ_III-a, 8 IN. MIN. DEPTH HAS BEEN GRANTED BY THE CITY LAND DEVELOPMENT INSPECTOR AFTER THE GRASS HAS GERMINATED AND STABLE GROUND HAS BEEN
41�11If_ 9" MIN. 11=UJ_I)1a1N_ '-1 J J
111=1, 11 t{=
Z O W ESTABLISHED.
111111- 1j1i1 - > Lu > 16. WASHED STONE AND WIRE BACKING SHALL BE USED WITH SILT FENCE WHENEVER SILT FENCE IS PLACE AT
111gj1t 1=111=,, Z Q THE TOE OF A SLOPE >10' VERTICAL OR ALONG ANY CHANNEL OR WATER COURSE WHERE 50' OF BUFFER
III lila NOTE: PLACE FILTRATION GEOTEXTILE BENEATH STONE IS NOT PROVIDED.
111= -h,111= ILTER CLOTH M
m=p, - _ II1J111j1=
gla�lt- u _ I
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I)la I)1_Illal I1j1111111 Ill�l_I)1_III_111-llllalll.11 =-
SHEET 1 OF 1 SHEET 1 OF 1
PLAN 1607.01 1607.01
TEMPORARY ROCK CHECK DAM 2 STABILIZED CONSTRUCTION GENERAL NOTES -SEDIMENT
ENTRANCE BASINS
ARM ASSEMBLY LENGTH AS SEDIMENT PIT NOT
c NECESSARY TO GO REQUIRED IF BASIN IS 3" Faircloth Skimmer' Cut Sheet
THRU DIKE LOCATED DOWNSTREAM OF
RIP RAP & WASHED PIPE OUTLET. www FBaC othS iMMerICOM
"C" ENCLOSURE 4' MIN. PIPE STONE FILTER BERM
oR: 1.5' MIN. 1 SEDIMENT PIT 2 Vent Inlets suspending inlet
Aluminum straps
+ 4" Sch 40 wilh Blue li
ing
FLEXIBLE PIPE ,j * I.
connection
TIE
1 3" pvc Boal
WATER ENTRY UNIT "
PERSPECTIVE VIEW T1E Dowty 10' MAX. SPACING , �'s' 29'Z�
' , + , 2' Son 40 SOLID pvc barrel -
TIE DOWN AT END * * , + ,- ar "arrn"
' �' ' • j SUPPLIED BY USER a t
PVC VENT 4(MIN)* * , , ' , ,
PVC ELBOW PIPE DIAMETER (D) ' , �' �' . V ' , 29' 2
'
w , , 1 ,
d9�• WATER SURFACE PROFILE �� ' , * ' ,� ; ' , * ' P81Mi.: 5.920.754
TAKES' " Skimmer shoNAWwn In
, • ' , I floating position
o' PVC END CAP * * EARTH DIKE 2' hose, ss clamps 3" inlet 3" HEAD on center
* RIP -RAP APRON , , ' ' 2' threaded male nipple extension ° of inlet and orifice
SCHEDULE 40 AT LESS THAN 1% SLOPE * , on outlet end
PVC PIPE
1/2" HOLES IN PVC PIPE
UNDERSIDE EXTEND TO EDGE OF DISTURBANCE 1. Coupling can be removed and hose attached to outlet using the threaded 2" nipple. Typical
PVC TEE methods used: on a metal structure a steel stubout welded on the side at the bottom with a 2"
threaded coupling or reducers; on a concrete structure with a hole or orifice at the bottom, use a
steel plate with a hole cut in it and coupling welded to it that will fit over the hole in the concrete
and baited to the structure with sealant; grout a 4" pvc pipe in a hole in the concrete to connect
FLEXIBLE the skimmer. It can be attached to a straight 4" sch 40 pipe through the dam but the pipe needs
to be anchored to the bottom at the connection so it is secure.
HOSE CONSTRUCTION SPECIFICATIONS:
2. Dimensions are approximate, not intended as plans far construction.
e 3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE DIKES CARRYING WATER TO THE length of 8'so the inlet can be pulled to the side for maintenance. If more than 10' long weight
PIPE SHALL BE AT LEAST 1.5 FEET HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. may have to be added to inlet to counter the increased buoyancy.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING BANDS. FLEXIBLE PIPE SHOULD BE 4. Inlet tapers down from a 3" maximum inlet to a 2" barrel and hose. Barrel is smaller to reduce
STAKED ON EITHER SIDE. buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of slope. The
END VIEW 3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF EMPTYING INTO A DISTURBED AREA. inlet orifice can be reduced using the plug and cutter provided to control the outflow rate..
FRONT VIEW 4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE SECTION SHALL BE HAND TAMPED 5. Inlet is 6" pipe between the straps with aluminum screen door for access to the 3" inlet and
IN 4" LIFTS TO THE TOP OF THE EARTH DIKE. orifice inside.
5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL BE PERFORMED AFTER EACH 6. Capacity 0,774 rorcfeet per day maximum with 3" inlet and 3" head. Inlet can r t reduced
STORM BY THE FINANCIALLY RESPONSIBLE PARTY OR HIS AGENT. by installing. s smallerorificeusing the plug and cutter provided to adjust flow rate for the
6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT FENCE, TAKING CARE NOT TO VOID particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent., cuts orifice in plug
SCHEMATIC OF SKIMMER TAKEN FROM PENNSYLVANIA EROSION AND SEDIMENT POLLUTION CONTROL MANUAL, MARCH 2000. THE EFFECTIVENESS OF THE SILT FENCE. and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
SEE CUT SHEETS 5/C9.02 NOT TO SCALE 3inchCutTM 11-07 November 14, 2007
47L:
FAIRCLOTH SKIMMER 5 FLEXIBLE PIPE SLOPE DRAIN 6 3" FAIRCLOTH SKIMMER
7
Coir Fiber Baffle Material Property Requirements
BAFFLE
Thickness
0.30 in. minimum
DRAINAGE
INLET ZONE 25%
AREA
Tensile Strength (Wet)
900 x 680 Ib/ft minimum
<100 AC.
OF SURFACE AREA
RISER BARREL ANTI -FLOAT BERM
(Wet)
69% x 34% maximum
WIDTH RATIO
2:1
E NE
INLElongation
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LENGTH TO
6:1
WIDTH RATIO
VOLUME
OF URFOACE AREA
1800
Flow Velocity
10-12 ft/sec
REQUIRED
PER AC.
INLET ZONE 25%
DISTURBED)
ADDITIONAL DESIGN
435
AN
�o�
(SQ. FT.
of SURFACEAREA
PER CFS
Weight
20 oz/SY (680 g/m-) minimum
R1 7.s3 33.4 1 7.18
---------
REGARDING SEDIMENT
Q
00
O
Z
w
\
= -=
BASINS.
OUTLLET ZONE 25%
ZO
Minimum Width
6.5 feet
2. REFER TO REFER TO
OF SURFACE AREA
Open Area
50% maximum
OZz
RISER 6.65 BAFFLE SPACING
AND INSTALLATION.
CONSTRUCTION:
MATERIALS:
C40 I
SKIMMER
\
1. GRADE THE BASIN SO THAT THE
1. USE MATTING MADE OF 100%
AVFRA(;F APPA*
/
x
LLl
BOTTOM IS LEVEL FRONT TO BACK
COCONUT FIBER (COIR) TWINE
W
AND SIDE TO SIDE.
WOVEN INTO HIGH STRENGTH
/ \
2. INSTALL THE COIR FIBER BAFFLES
MATRIX WITH THE PROPERTIES
1
IMMEDIATELY UPON EXCAVATION OF
SHOWN IN TABLE.
FLO=
\
THE BASINS.
3. INSTALL POSTS ACROSS THE WIDTH
2. STAPLES SHOULD BE MADE OF
0.125 INCH DIAMETER NEW STEEL
x
\
OF THE SEDIMENT TRAP.
WIRE FORMED INTO A U'SHAPE
I
4. STEEL POSTS SHOULD BE DRIVEN
NOT LESS THAN 12 INCHES IN
c
TO A DEPTH OF 24 INCHES AND
LENGTH WITH A THROAT OF 1 INCH
/
SPACED A MAXIMUM OF 4 FEET
IN WIDTH. THE STAPLES ANCHOR
APART. THE TOP OF THE FABRIC
THE POROUS BAFFLES INTO THE
Fq R7�
SHOULD BE A MINIMUM OF 6
SIDES AND BOTTOM OF THE BASIN.
x
INCHES HIGHER THAN THE INVERT
OF THE SPILLWAY. TOPS OF
3. ENSURE THAT STEEL POSTS FOR
POROUS BAFFLES ARE OF A
BAFFLES SHOULD BE A MINIMUM
OF 2 INCHES LOWER THAN THE
TOP OF THE EARTHEN
SUFFICIENT HEIGHT TO SUPPORT
BAFFLES AT DESIRED HEIGHT.
POSTS SHOULD BE APPROXIMATELY
/
SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA
>10 AC.
(ACRES)
<100 AC.
MIN.
RISER BARREL ANTI -FLOAT BERM
LENGTH TO
,4;
WIDTH RATIO
2:1
MAX.
J
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LENGTH TO
6:1
WIDTH RATIO
VOLUME
MIN.
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
INFLOW
DISTURBED)
ADDITIONAL DESIGN
435
SURFACE
(SQ. FT.
AREA
PER CFS
REQUIRED
Q10)
PLAN VIEW
U
3RD BAFFLE:
HARDWARE
CLOTH
BASIN DRAINGE
010) DENUDED
4!no
PROVIDED
SURROUNDING
RISER BARREL ANTI -FLOAT BERM
TOP SPILLWAY DIMS
,4;
SKIMMER NOTES:
J
O
NUM AREA
AREA
1. REFER TO NCESCPDM
VOLUME
ELEV AREA RI=O'4 AREA SIZE ICE ARM DIA SKIMM€ LENGTH
HGT, Z DtAM DIAM LEN S THK ELEV. Y
10,
SECTION #6.61 FOR
* AREA OF BASIN WATER
SURFACE AT TOP OF PRINCIPAL
U
_
INFLOW
N
ADDITIONAL DESIGN
(CFS] (AC)
(C FT)
STRUCTURE
(MSL) (SOFT] (SOFT) (SOFT) (INCH] (INCH] (INCH] INV (FT)
SPECIFICATIONS
tFT7 fFT) (FT) (FT)
R1 7.s3 33.4 1 7.18
---------
REGARDING SEDIMENT
Q
00
O
Z
w
\
= -=
BASINS.
6
O
ZO
/
0
Z¢QO
2. REFER TO REFER TO
---------
PRACTICE STANDARD
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RISER 6.65 BAFFLE SPACING
AND INSTALLATION.
0
SKIMMER
0
IRISERISKMMER TYPE BASIN DATA
AVFRA(;F APPA*
IIFWATFRIN(,
LLl
WIDTH w =
U
DEVICE
BASIN DRAINGE
010) DENUDED
REO'D
PROVIDED
BOTTOM BOTTOM SURFACE SURFACE SKIMMER ARM
RISER BARREL ANTI -FLOAT BERM
TOP SPILLWAY DIMS
J
J
O
NUM AREA
AREA
VOLUME
VOLUME
ELEV AREA RI=O'4 AREA SIZE ICE ARM DIA SKIMM€ LENGTH
HGT, Z DtAM DIAM LEN S THK ELEV. Y
WIDTH W L ELEV, H
* AREA OF BASIN WATER
SURFACE AT TOP OF PRINCIPAL
U
_
L=20'
1AIAI
0
Q
(AC)
(CFS] (AC)
(C FT)
(CFT)
(MSL) (SOFT] (SOFT) (SOFT) (INCH] (INCH] (INCH] INV (FT)
(FT) (INCH) (INCH] (FT] (FT)
tFT7 fFT) (FT) (FT)
R1 7.s3 33.4 1 7.18
1 12889 24299 558 3686 1 10725 1 11771 3 21 2 1 559 8 6
36 1 36 5 5 1.33 e 8 1 14 1 tv 67
SPILLWAY
CROSS-SECTION VIEW
EMBANKMENT. 1-3/8"WIDE MEASURED PARALLEL e� OV W
5. INSTALL AT LEAST THREE ROWS TO THE FENCE, AND HAVE A SFT 1' FREEBOARD EMBANKMENT
OF BAFFLES BETWEEN THE INLET MINIMUM WEIGHT OF 1.25 0/7 -SH INFLOW 6" MIN. INVERT ELEVATION
AND OUTLET DISCHARGE POINT. LB/LINEAR FT. THE POSTS MUST OF EMERGENCY SPILLWAY T
BASINS LESS THAN 20 FEET IN STRUCTURE
BE EQUIPPED WITH AN ANCHOR 36" CMP RISER W TRASH
o LENGTH MAY USE 2 BAFFLES. PLATE HAVING A MINIMUM AREA 10' MIN. /
d 6. ATTACH A 9 GAUGE HIGH TENSION OF 14.0 SQUARE INCHES AND BE RACK
WIRE STRAND TO THE STEEL OF THE SELF -FASTENER ANGLE x
POSTS AT A HEIGHT OF 6 INCHES STEEL TYPE TO HAVE A MEANS OF x Z
ABOVE THE SPILLWAY ELEVATIONDEWATERING
WITH PLASTIC TIES OR WIRE RETAINING WIRE AND COIR FIBER 4'-0" MAX. SPACING
w MAT IN THE DESIRED POSITION
x FASTENERS TO PREVENT SAGGING. ZONE H EMERGENCY
1- IF THE TEMPORARY SEDIMENT 4, USE 9 GAUGE HIGHTENSIONWIRE (TYPICAL) 5' STEEL POST SPILLWAY
a FOR SUPPORT WIRE
BASIN WILL BE CONVERTED TOA FILTER FABRIC
PERMANENT STORMWATER BASIN .
I OF A GREATER DEPTH, THE FLOW o SEDIMENT ANTI -SEEP
o BAFFLE HEIGHT SHOULD BE BASED 1 STORAGE ZONE COLLAR
5 ON THE POOL DEPTH DURING USE 8" X 6" TRENCH "' BAFFLE NOT TO SCALE
9 AS A TEMPORARY SEDIMENT BASIN. BACKFILL AND COMPACT
N FENCE AND FABRIC
BURIED IN TRENCH
0
o REFER TO NCESCPDM SECTION
#6.65 FOR ADDITIONAL ILII --I II II_ o SKIMMER SIZING BASED ON `Determining the Skimmer Size and the Required Orifice for the Faircloth
SPECIFICATIONS.
0
" Skimmer® Surface Drain"
0
M
7 BAFFLE INSTALLATION8 SEDIMENT BASIN g EROSION CONTROL BASINS DATA
N
0
N
11 1
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
CORPORATE'
SEAL _
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PROJECT #:
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
JDB
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JUNE 23, 2017
REVISIONS:
635-002
JDB
MVD
C9.01

USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
Ht O' CROSS SECTION.
GENTLE SLOPES STEEP SLOPES ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT
NPDES Stormwater Discharge Permit for Construction Activities (NCG01) NCDENRIDivision of Energy, Mineral and Land Resources / WASH AROUND WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED.
S I t A
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
FALL: August 25 - October 15
Perimeter dikes, swales, ditches, slopes
miff
7 days
None
_66111114 4
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
DATES
\VOQ INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
- SO=00
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
SEEDING
MIXTURE
80 lbs/acre of tall fesue
100 lbs/acre tall fescue
30 lbs/acre Sericea lespedeza
(unscarified after August 15)
10 lbs/acre Kobe lespedeza
4 X D
A-1
FALL: August 25 - October
FALL: August 25 - October 15
CROSS SECTION STAKE I STTAKELOPE
Late winter: February 15 - April 15
Late winter: February 15 - April 15
SEEDING
To extend spring seeding into June, add
To extend spring seeding into June, add
=-Zym
15 lbs/acre hulled Bermudagrass
15 lbs/acre hulled Lovegrass
DATES
\VOQ INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
- SO=00
2' UPSLOPE VAR.
FLOW
Overseeding of Kobe lespedeza over fall -seeded
Overseeding of Kobe lespedeza over fall -seeded
NOTE 2
tall fescue is very effective.
tall fescue is very effective.
SEEDING
Apply lime and fertilizer per soil tests, or 4000
Apply lime and fertilizer per soil tests, or 4000
AMENDMENTS
lbs/acre limestone and 1000 lbs/acre 10-10-10
lbs/acre limestone and 1000 lbs/acre 10-10-10
_
fertilizer.
fertilizer.
CROSS SECTION
TRAPEZOIDAL DITCH TOP VIEW
STABILIZATION TIMEFRAME 2 PERMANENT SEEDING j WATTLE
SANDBAGS
10 MIL PLASTIC -\
LINING vD IN T As Z Mm SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE 0 C13
0 m GENERAL NOTES O N aIF SPECIFIED.
< USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE. In111
IINTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL H :5.--1 Z STATE USE OF SYSTEM ON COVER Q Q
I -1I I�I i <. STORM DRAIN, ELECTRICAL Q H Z CONCENTRIQ =0 O I.E.: SEWER,V) O FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTSDIAMETER WALL TOP/BOTTOM AREA OF STEEL Q = . F_I--I_n ( Zy ,� 0 = CONE SECTZ = = U f- Tl C) O ACCORDANCE WITH AASHTO M199.r -n O (FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. LL J O H m Z = _{ QLL J 1L�'Z
mZ = D ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12" (IN.) (IN.) (SQ. IN.) OOw=Z TOP OF COVER OCc Z-nZ D m FROM THE TOP TO THE BOTTOM OF THE MANHOLE. 4 4 6 0.12 LU<QO= O Z X m �U O
SECTION A -A -o O Om THERTOPHOFMA HOLE IS THE MANHOLEXFLUSH WITHSED TO OAD THETGROUND'ANDNATRUCT MINIMUM5 5 8 0.15 H=~ Z Lu Z 0 =CnO0 A A B B C0 F- LL 0 J
0 N OF 9" ABOVE THE GROUND AT OTHER LOCATIONS. 6 6 8 0.18 CO ~ LL CD J C7 '� _ r -i
NOT TO SCALE 17 = Z LIMIT DEPTH OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF O � D D �� Z Oct)
D�D BOTTOM SLAB. ,Dr Zg> �H L_- ------- - - - - -- DL
-- -I L- - - - -J I
-
Cn
0,5 H , THE MIN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE d p Or., , W O
Z THINNEST PORTION OF THE TOP/BOTTOM SLAB. ALTERNATE CONE SECTION 2'.0" ' W Z 0
N �� O "
* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS GRADE RING MIN. AREA OF STEEL 112 R.
LATH AND A DISTINGUISHABLE TOP AND BOTTOM. ° IS 0.07 in.2 BOTTOM OF COVER 112"
FLAGGING ON'D' + 2 'W' ECCENTRIC CONE r° W
3 SIDES 10' MIN.
(7 m #4 REBAR III -
ADDITIONAL SPACING
irr R.
1" MIN. OF MAX.
RCUMR/FW
CLR. LOCATE WALL REINFORCEMENT PLAN OF COVER
N IN MIDDLE THIRD OF WALL ,o
0 M cc cc
Z " 0 = z PLAN OF FRAME O W
3 0 T 1" MIN. USE MIN. AREA OF STEEL IN TOP °' LL Z Lr') >
SANDBAGS > r- CLR. SLAB OF #4'S @ 8" CTS. STEP STD. �' N 0
Z cnn EACHWAY/EACH FACE *. NO. 840.66 Z t O 1 11112 Z v
ro== FLAT TOP SLAB As H p CL m 2'-11/4" p
0 O (CIRCUMFERENTIAL �y _
r O FRAME AND GRATES STD. NO. REINFORCEMENT) Q Z Z
Q MTI TRAFFIC BEARING 840.3] O_ D 1- 1 1 �4
= Z ADDITIONAL #4 EACH LONGITUDINAL = Z N
.p v SIDE OF OPENING 1" NONTRAFFIC BEARING: 840.22 ADDITIONAL #4 EACH 0 0 r - p
( REINFORCEMENT p N 1 -10718'W
A A C D CLEAR OF BOTTOM FACE 840.24 SIDE OF OPENING (1" RISER cr - D =
z " = PLACE BARS DIAGONAL 840.20 CLEAR OF BOTTOM FACE) . > = Iri1 C7 - rI
CO 0 TO CORNERS (TYP.) 840.29 p 4q _ _
In 0L_j _0 > M _ 840.33 _ rWr ,D" .W" Q W P ill / ` 11 \ TYPE #1 I �{�i,� n C0 LL
co H Z D L_ / I 334"
IIS GC0 LLI
10 MIL PLASTIC -0 0 N ���'' ^`��` FRAME 8 GRATE �i�'' 1``�� O c, v 1 \) I~ �{ I�4�" T = J
NOTES: LINING rn Z / / _ SEE STD. 840.54 _ Z r Z L Cl)
_ _ i FOR MANHOLE C0 N - G
!7 I - - - - i • BASE�, r rI p"I
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. Q1 �r I RING AND COVER O \ / 1 -103/8 J =
/ I- - JL _ _I / pF J Q
m �I� _ JL _ 'I� / / 'I 91 O ',E: C TI \ / ALTERNATE O Z
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED 0 O � O I �Ir - - 171 700 / � SECTION B -B w Q
= I - JL = ;� 1 REINFORCED CONC. W F
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT 1..� i - - I -
�I� _ JL _ I / �` �I� SS/ :?' ..•.p::iV',:�•.d •:ii' :�•V": a:°': �•.r: FTG. (SEE STD. CO4 r rr
FACILITY. I -� g'$" 2 -0112 / MINIMUM WEIGHTS - LBS.
JL _ _I� / s„ / , _ _ _ 1525.01 IF Y \ FRAME - 180
BERM L= _ . , _ , F i USE MIN. AREA OF STEEL REQUIRED) Q 2 _91� ^
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE m �� �� i IN BASE SLAB OF i V COVER - 120
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE M �' i _ _ _ _ _ _ 0.12 in2 PER LINEAR - - - - - - , W
OF THE WORK AND DISPOSED OF OR RECYCLED. O O O O _ _ _ FOOT EACH WAY Off. SECTION A -A I\ � TOTAL 300
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE `
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE SHEET 1 of 1 TYPICAL MANHOLE SECTION SHEET 1 OF 1 SHEET 1 OF 1 \ - i / / SHEET 1 OF 1
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND PLAN GRATED INLET OPTION MANHOLE OPTION
STABILIZED TO PREVENT EROSION. NOT TO SCALE 840.52 840.52 840.54 TYPE #2 840.54
CONCRETE WASHOUT 5 6
v M
Ise nse
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
MATTING12 "
2' DOWNSLOPE 1`E�
4 X D
A-1
EDGE OF PAVEMENT STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
NOTE 1
CROSS SECTION STAKE I STTAKELOPE
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
H z
7D00 0
Ground Cover-- Protective cover must be established on all disturbed areas within 21 calendar days after
EXCELSIOR WATTLE FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
USE OF SUCH STEPS.
=-Zym
land disturbing activity is completed or has temporarily ceased.
L
RAP
\VOQ INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
- SO=00
2' UPSLOPE VAR.
FLOW
per„ BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
TONS
NOTE 2
9
MATTING Shog INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 of THE
TEX? E
S.Y.
F STANDARD SPECIFICATIONS.
-
"
ISOMETRIC VIEW
a phase of grading is completed or has temporarily ceased.
_
2' MAX) 17STAPLE UPSLOPE 777 7
C0 H
N0'
D
STAKE NATURAL GROUND
-
HVQo�
INSET A INSET B
15"
-
7
7
CROSS SECTION
TRAPEZOIDAL DITCH TOP VIEW
STABILIZATION TIMEFRAME 2 PERMANENT SEEDING j WATTLE
SANDBAGS
10 MIL PLASTIC -\
LINING vD IN T As Z Mm SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE 0 C13
0 m GENERAL NOTES O N aIF SPECIFIED.
< USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE. In111
IINTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL H :5.--1 Z STATE USE OF SYSTEM ON COVER Q Q
I -1I I�I i <. STORM DRAIN, ELECTRICAL Q H Z CONCENTRIQ =0 O I.E.: SEWER,V) O FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTSDIAMETER WALL TOP/BOTTOM AREA OF STEEL Q = . F_I--I_n ( Zy ,� 0 = CONE SECTZ = = U f- Tl C) O ACCORDANCE WITH AASHTO M199.r -n O (FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. LL J O H m Z = _{ QLL J 1L�'Z
mZ = D ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12" (IN.) (IN.) (SQ. IN.) OOw=Z TOP OF COVER OCc Z-nZ D m FROM THE TOP TO THE BOTTOM OF THE MANHOLE. 4 4 6 0.12 LU<QO= O Z X m �U O
SECTION A -A -o O Om THERTOPHOFMA HOLE IS THE MANHOLEXFLUSH WITHSED TO OAD THETGROUND'ANDNATRUCT MINIMUM5 5 8 0.15 H=~ Z Lu Z 0 =CnO0 A A B B C0 F- LL 0 J
0 N OF 9" ABOVE THE GROUND AT OTHER LOCATIONS. 6 6 8 0.18 CO ~ LL CD J C7 '� _ r -i
NOT TO SCALE 17 = Z LIMIT DEPTH OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF O � D D �� Z Oct)
D�D BOTTOM SLAB. ,Dr Zg> �H L_- ------- - - - - -- DL
-- -I L- - - - -J I
-
Cn
0,5 H , THE MIN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE d p Or., , W O
Z THINNEST PORTION OF THE TOP/BOTTOM SLAB. ALTERNATE CONE SECTION 2'.0" ' W Z 0
N �� O "
* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS GRADE RING MIN. AREA OF STEEL 112 R.
LATH AND A DISTINGUISHABLE TOP AND BOTTOM. ° IS 0.07 in.2 BOTTOM OF COVER 112"
FLAGGING ON'D' + 2 'W' ECCENTRIC CONE r° W
3 SIDES 10' MIN.
(7 m #4 REBAR III -
ADDITIONAL SPACING
irr R.
1" MIN. OF MAX.
RCUMR/FW
CLR. LOCATE WALL REINFORCEMENT PLAN OF COVER
N IN MIDDLE THIRD OF WALL ,o
0 M cc cc
Z " 0 = z PLAN OF FRAME O W
3 0 T 1" MIN. USE MIN. AREA OF STEEL IN TOP °' LL Z Lr') >
SANDBAGS > r- CLR. SLAB OF #4'S @ 8" CTS. STEP STD. �' N 0
Z cnn EACHWAY/EACH FACE *. NO. 840.66 Z t O 1 11112 Z v
ro== FLAT TOP SLAB As H p CL m 2'-11/4" p
0 O (CIRCUMFERENTIAL �y _
r O FRAME AND GRATES STD. NO. REINFORCEMENT) Q Z Z
Q MTI TRAFFIC BEARING 840.3] O_ D 1- 1 1 �4
= Z ADDITIONAL #4 EACH LONGITUDINAL = Z N
.p v SIDE OF OPENING 1" NONTRAFFIC BEARING: 840.22 ADDITIONAL #4 EACH 0 0 r - p
( REINFORCEMENT p N 1 -10718'W
A A C D CLEAR OF BOTTOM FACE 840.24 SIDE OF OPENING (1" RISER cr - D =
z " = PLACE BARS DIAGONAL 840.20 CLEAR OF BOTTOM FACE) . > = Iri1 C7 - rI
CO 0 TO CORNERS (TYP.) 840.29 p 4q _ _
In 0L_j _0 > M _ 840.33 _ rWr ,D" .W" Q W P ill / ` 11 \ TYPE #1 I �{�i,� n C0 LL
co H Z D L_ / I 334"
IIS GC0 LLI
10 MIL PLASTIC -0 0 N ���'' ^`��` FRAME 8 GRATE �i�'' 1``�� O c, v 1 \) I~ �{ I�4�" T = J
NOTES: LINING rn Z / / _ SEE STD. 840.54 _ Z r Z L Cl)
_ _ i FOR MANHOLE C0 N - G
!7 I - - - - i • BASE�, r rI p"I
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. Q1 �r I RING AND COVER O \ / 1 -103/8 J =
/ I- - JL _ _I / pF J Q
m �I� _ JL _ 'I� / / 'I 91 O ',E: C TI \ / ALTERNATE O Z
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED 0 O � O I �Ir - - 171 700 / � SECTION B -B w Q
= I - JL = ;� 1 REINFORCED CONC. W F
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT 1..� i - - I -
�I� _ JL _ I / �` �I� SS/ :?' ..•.p::iV',:�•.d •:ii' :�•V": a:°': �•.r: FTG. (SEE STD. CO4 r rr
FACILITY. I -� g'$" 2 -0112 / MINIMUM WEIGHTS - LBS.
JL _ _I� / s„ / , _ _ _ 1525.01 IF Y \ FRAME - 180
BERM L= _ . , _ , F i USE MIN. AREA OF STEEL REQUIRED) Q 2 _91� ^
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE m �� �� i IN BASE SLAB OF i V COVER - 120
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE M �' i _ _ _ _ _ _ 0.12 in2 PER LINEAR - - - - - - , W
OF THE WORK AND DISPOSED OF OR RECYCLED. O O O O _ _ _ FOOT EACH WAY Off. SECTION A -A I\ � TOTAL 300
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE `
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE SHEET 1 of 1 TYPICAL MANHOLE SECTION SHEET 1 OF 1 SHEET 1 OF 1 \ - i / / SHEET 1 OF 1
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND PLAN GRATED INLET OPTION MANHOLE OPTION
STABILIZED TO PREVENT EROSION. NOT TO SCALE 840.52 840.52 840.54 TYPE #2 840.54
CONCRETE WASHOUT 5 6
v M
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
MATTING12 "
2' DOWNSLOPE 1`E�
4 X D
A-1
Z
O" C)
NOTE 1
CROSS SECTION STAKE I STTAKELOPE
H Q
H z
7D00 0
Ground Cover-- Protective cover must be established on all disturbed areas within 21 calendar days after
VL)E DITCH
USE OF SUCH STEPS.
=-Zym
land disturbing activity is completed or has temporarily ceased.
L
RAP
Brr �, u
s
- SO=00
2' UPSLOPE VAR.
FLOW
-------
TONS
NOTE 2
STAKE NATURAL GROUND
TEX? E
S.Y.
Graded slopes and fills --Protective cover must be established on all graded slopes and fills within 21 calendar days after
-
"
2
a phase of grading is completed or has temporarily ceased.
_
=cc
0ZDm�
C0 H
N0'
D
EE INSET B MATTING
-
HVQo�
4
15"
-
7
7
MATTING -' _2' DOWNSLOPE
STAKE
ZOO n
CROSS SECTION
TRAPEZOIDAL DITCH TOP VIEW
STABILIZATION TIMEFRAME 2 PERMANENT SEEDING j WATTLE
SANDBAGS
10 MIL PLASTIC -\
LINING vD IN T As Z Mm SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE 0 C13
0 m GENERAL NOTES O N aIF SPECIFIED.
< USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE. In111
IINTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL H :5.--1 Z STATE USE OF SYSTEM ON COVER Q Q
I -1I I�I i <. STORM DRAIN, ELECTRICAL Q H Z CONCENTRIQ =0 O I.E.: SEWER,V) O FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTSDIAMETER WALL TOP/BOTTOM AREA OF STEEL Q = . F_I--I_n ( Zy ,� 0 = CONE SECTZ = = U f- Tl C) O ACCORDANCE WITH AASHTO M199.r -n O (FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. LL J O H m Z = _{ QLL J 1L�'Z
mZ = D ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12" (IN.) (IN.) (SQ. IN.) OOw=Z TOP OF COVER OCc Z-nZ D m FROM THE TOP TO THE BOTTOM OF THE MANHOLE. 4 4 6 0.12 LU<QO= O Z X m �U O
SECTION A -A -o O Om THERTOPHOFMA HOLE IS THE MANHOLEXFLUSH WITHSED TO OAD THETGROUND'ANDNATRUCT MINIMUM5 5 8 0.15 H=~ Z Lu Z 0 =CnO0 A A B B C0 F- LL 0 J
0 N OF 9" ABOVE THE GROUND AT OTHER LOCATIONS. 6 6 8 0.18 CO ~ LL CD J C7 '� _ r -i
NOT TO SCALE 17 = Z LIMIT DEPTH OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF O � D D �� Z Oct)
D�D BOTTOM SLAB. ,Dr Zg> �H L_- ------- - - - - -- DL
-- -I L- - - - -J I
-
Cn
0,5 H , THE MIN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE d p Or., , W O
Z THINNEST PORTION OF THE TOP/BOTTOM SLAB. ALTERNATE CONE SECTION 2'.0" ' W Z 0
N �� O "
* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS GRADE RING MIN. AREA OF STEEL 112 R.
LATH AND A DISTINGUISHABLE TOP AND BOTTOM. ° IS 0.07 in.2 BOTTOM OF COVER 112"
FLAGGING ON'D' + 2 'W' ECCENTRIC CONE r° W
3 SIDES 10' MIN.
(7 m #4 REBAR III -
ADDITIONAL SPACING
irr R.
1" MIN. OF MAX.
RCUMR/FW
CLR. LOCATE WALL REINFORCEMENT PLAN OF COVER
N IN MIDDLE THIRD OF WALL ,o
0 M cc cc
Z " 0 = z PLAN OF FRAME O W
3 0 T 1" MIN. USE MIN. AREA OF STEEL IN TOP °' LL Z Lr') >
SANDBAGS > r- CLR. SLAB OF #4'S @ 8" CTS. STEP STD. �' N 0
Z cnn EACHWAY/EACH FACE *. NO. 840.66 Z t O 1 11112 Z v
ro== FLAT TOP SLAB As H p CL m 2'-11/4" p
0 O (CIRCUMFERENTIAL �y _
r O FRAME AND GRATES STD. NO. REINFORCEMENT) Q Z Z
Q MTI TRAFFIC BEARING 840.3] O_ D 1- 1 1 �4
= Z ADDITIONAL #4 EACH LONGITUDINAL = Z N
.p v SIDE OF OPENING 1" NONTRAFFIC BEARING: 840.22 ADDITIONAL #4 EACH 0 0 r - p
( REINFORCEMENT p N 1 -10718'W
A A C D CLEAR OF BOTTOM FACE 840.24 SIDE OF OPENING (1" RISER cr - D =
z " = PLACE BARS DIAGONAL 840.20 CLEAR OF BOTTOM FACE) . > = Iri1 C7 - rI
CO 0 TO CORNERS (TYP.) 840.29 p 4q _ _
In 0L_j _0 > M _ 840.33 _ rWr ,D" .W" Q W P ill / ` 11 \ TYPE #1 I �{�i,� n C0 LL
co H Z D L_ / I 334"
IIS GC0 LLI
10 MIL PLASTIC -0 0 N ���'' ^`��` FRAME 8 GRATE �i�'' 1``�� O c, v 1 \) I~ �{ I�4�" T = J
NOTES: LINING rn Z / / _ SEE STD. 840.54 _ Z r Z L Cl)
_ _ i FOR MANHOLE C0 N - G
!7 I - - - - i • BASE�, r rI p"I
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. Q1 �r I RING AND COVER O \ / 1 -103/8 J =
/ I- - JL _ _I / pF J Q
m �I� _ JL _ 'I� / / 'I 91 O ',E: C TI \ / ALTERNATE O Z
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED 0 O � O I �Ir - - 171 700 / � SECTION B -B w Q
= I - JL = ;� 1 REINFORCED CONC. W F
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT 1..� i - - I -
�I� _ JL _ I / �` �I� SS/ :?' ..•.p::iV',:�•.d •:ii' :�•V": a:°': �•.r: FTG. (SEE STD. CO4 r rr
FACILITY. I -� g'$" 2 -0112 / MINIMUM WEIGHTS - LBS.
JL _ _I� / s„ / , _ _ _ 1525.01 IF Y \ FRAME - 180
BERM L= _ . , _ , F i USE MIN. AREA OF STEEL REQUIRED) Q 2 _91� ^
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE m �� �� i IN BASE SLAB OF i V COVER - 120
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE M �' i _ _ _ _ _ _ 0.12 in2 PER LINEAR - - - - - - , W
OF THE WORK AND DISPOSED OF OR RECYCLED. O O O O _ _ _ FOOT EACH WAY Off. SECTION A -A I\ � TOTAL 300
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE `
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE SHEET 1 of 1 TYPICAL MANHOLE SECTION SHEET 1 OF 1 SHEET 1 OF 1 \ - i / / SHEET 1 OF 1
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND PLAN GRATED INLET OPTION MANHOLE OPTION
STABILIZED TO PREVENT EROSION. NOT TO SCALE 840.52 840.52 840.54 TYPE #2 840.54
CONCRETE WASHOUT 5 6
v M
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
OUTLET W/DITCH
4 X D
A-1
Z
O" C)
<
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
H Q
H z
7D00 0
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
=-Zym
CLASS 'B' RIP RAP
CLASS I RIP
RAP
Brr �, u
s
- SO=00
N�C�=.7V
-------
TONS
EXT'ILE
z,�-oF-n
TEX? E
S.Y.
1.11
-
"
2
5
opCh=Z
M
=cc
0ZDm�
C0 H
N0'
D
1"
-
HVQo�
4
15"
-
7
7
F LL
ZOO n
irr
5
3
2
-M ZOJ
"DD>
3
10
9
4
cc ",
2
7
4
2
8
24"1
CDo
Z
14
15
7
15
3
11
7
I
12
30"
8
21
21
11
22
5
PLAN
SIDE
7
17
36"
11 1
28
ELEVATION
15
30
PLAN
SIDE
ELEVATION
_
-
10
23
aZ
�
37
�7 N
lT
20
0LU
LL
r
� I
�'
22
I_ 141t" _I
r
30
N
a C�
-
CAST IRON
26
CAST IRON
z
R1 X
ELEVATION
17
ELEVATION
54"
3 W
CA D
60
33
62
Cr 0 H
-i 0
21
1 his"
60"
0 V
=
0=
n
40
11q"
#6 BAR OR
#8 BAR
0
26
1„ 8 _
66"
GALV'D.
Z
48
89
54
QN
M>
72" 1
102
U3 W
104
64
38
78
ZH
N 0
Z
_11J
-n
PLAN
POLYPROPYLENE
SIDE PLASTIC
z Q
ca
„ -
ELEVATION
COMPOSITE
PLAN
ELEVATION
w IC
-
Q
1�„ MP==r=777fl
-1
REINFORCING STEEL
12"
EL EVAT IONNOTE:
#3 DEFORMED
12"
DO NOT USE IN
STEEL ROD
SECTION A -A
'
ELEVATION
SANITARY SEWER MANHOLES.
HEFT 1 OF 1
SHEET 1 OF 1
840.66
840.66
NOTE: 4 X DN
1C -I i ET
FOR CALCULATION PURPOSES WI
a" I �'
- - - - - - - - - - CLASS 'B' RIP RAP = 100 LBS. /FT3 W ++• I �4cFf`i = I I 3 COPE
m CLASS I RIP RAP = 105 LBS./FT3 I I I I PIPE _ - _ - -
_ _-- T -T-1
�f z 2 X D o O all= - - --- F - 10" � I #4 -BARS Q 0 Co
H B B C7 W Z A r -I I I OPTI1. ONAL INT DOWEL FOOTING iII c J CC
U) D Z d 1 0 M cn I^ B� (IF CONST.L B �� Z
r -1 z JOINT USED ��� 12" J W
CO A a LU
u, m m co ELEVATION END ELEVATION PLAN DOWEL 3 J
I L = O =
7o z PLAN o ff a y -> BAIT - FrXII e Z (J i
0 Q C r 0GENERAL NOTES: W W OD
D OD
SLOPE 1112:1 OR FLATTER = M :13 -CHAMFER ALL CORNERS 1". USE CLASS "B" CONCRETE. Q
D p 0 a 0) M 0 -PLACE 2 #6 ""Y"" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"' AND OVER p J M•„1 �
Z 0 ZWITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN ENDWALL LENGTH. Z
< G` � -CONSTRUCT BOTTOM SLAB WITH FORMS. ^ H
D rn IL WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF Co W W
-0 * D 1 N C THE PIPE, PLACE BAR "X"" DOWELS IN THE BASE AS SHOWN ON PLANS, SPACE BARS
1-4 Z H m r' Z APPROXIMATELY ON 12" C£NT£ft5 UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
1111 {,) 2 H = r' 0 -WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF
J cc -4 THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
O O IT
PLAN z 0 y I O -DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS ACCEPTABLE,
C = GEOTEXTILE W 0 = BUT IS USED IN COMPUTING ENOWALL QUANTITIES.
r SECTION A -A I C
0 0m
Z
>CnOO
"-n C)
OUTLET W/DITCH
4 X D
A-1
OUTLET
W/O
F
mZ =>
REINFORCING QUANTITIES
D
CLASS 'B' RIP RAP
CLASS
=-Zym
CLASS 'B' RIP RAP
CLASS I RIP
RAP
Brr �, u
s
- SO=00
XT=LE
-------
TONS
EXT'ILE
z,�-oF-n
TEX? E
S.Y.
TONS
MI N. /
-
00,..,
mm
c)D�D
2
5
5
2
C0 H
N0'
D
--------
2
1
4
15"
2
7
7
NOTE: 4 X DN
1C -I i ET
FOR CALCULATION PURPOSES WI
a" I �'
- - - - - - - - - - CLASS 'B' RIP RAP = 100 LBS. /FT3 W ++• I �4cFf`i = I I 3 COPE
m CLASS I RIP RAP = 105 LBS./FT3 I I I I PIPE _ - _ - -
_ _-- T -T-1
�f z 2 X D o O all= - - --- F - 10" � I #4 -BARS Q 0 Co
H B B C7 W Z A r -I I I OPTI1. ONAL INT DOWEL FOOTING iII c J CC
U) D Z d 1 0 M cn I^ B� (IF CONST.L B �� Z
r -1 z JOINT USED ��� 12" J W
CO A a LU
u, m m co ELEVATION END ELEVATION PLAN DOWEL 3 J
I L = O =
7o z PLAN o ff a y -> BAIT - FrXII e Z (J i
0 Q C r 0GENERAL NOTES: W W OD
D OD
SLOPE 1112:1 OR FLATTER = M :13 -CHAMFER ALL CORNERS 1". USE CLASS "B" CONCRETE. Q
D p 0 a 0) M 0 -PLACE 2 #6 ""Y"" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"' AND OVER p J M•„1 �
Z 0 ZWITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN ENDWALL LENGTH. Z
< G` � -CONSTRUCT BOTTOM SLAB WITH FORMS. ^ H
D rn IL WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF Co W W
-0 * D 1 N C THE PIPE, PLACE BAR "X"" DOWELS IN THE BASE AS SHOWN ON PLANS, SPACE BARS
1-4 Z H m r' Z APPROXIMATELY ON 12" C£NT£ft5 UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
1111 {,) 2 H = r' 0 -WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF
J cc -4 THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
O O IT
PLAN z 0 y I O -DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS ACCEPTABLE,
C = GEOTEXTILE W 0 = BUT IS USED IN COMPUTING ENOWALL QUANTITIES.
r SECTION A -A I C
O U)d
OUTLET W/DITCH
H
1 OF 1
OUTLET
W/O
DITCH
REINFORCING QUANTITIES
D
CLASS 'B' RIP RAP
CLASS
I RIP RAP
CLASS 'B' RIP RAP
CLASS I RIP
RAP
Brr �, u
s
TONS
XT=LE
S.Y.
TONS
EXT'ILE
TONS
TEX? E
S.Y.
TONS
MI N. /
-
12"
2
5
5
2
5
1
4
2
1
4
15"
2
7
7
3
7
1
5
3
2
6
18"
3
10
9
4
10
2
7
4
2
8
24"1
5
14
15
7
15
3
11
7
4
12
30"
8
21
21
11
22
5
16
11
7
17
36"
11 1
28
29 1
15
30
7
22
16
10
23
42"
15 1
37
39
20
39
10
28
22
13
30
48"
-
-
49
26
50
1 -
-
28
17
38
54"
60
33
62
36
21
47
60"
73
40
75
44
26
6::j
66"
87
48
89
54
32
67
72" 1
102
57
104
64
38
78
NOTE: 4 X DN
1C -I i ET
FOR CALCULATION PURPOSES WI
a" I �'
- - - - - - - - - - CLASS 'B' RIP RAP = 100 LBS. /FT3 W ++• I �4cFf`i = I I 3 COPE
m CLASS I RIP RAP = 105 LBS./FT3 I I I I PIPE _ - _ - -
_ _-- T -T-1
�f z 2 X D o O all= - - --- F - 10" � I #4 -BARS Q 0 Co
H B B C7 W Z A r -I I I OPTI1. ONAL INT DOWEL FOOTING iII c J CC
U) D Z d 1 0 M cn I^ B� (IF CONST.L B �� Z
r -1 z JOINT USED ��� 12" J W
CO A a LU
u, m m co ELEVATION END ELEVATION PLAN DOWEL 3 J
I L = O =
7o z PLAN o ff a y -> BAIT - FrXII e Z (J i
0 Q C r 0GENERAL NOTES: W W OD
D OD
SLOPE 1112:1 OR FLATTER = M :13 -CHAMFER ALL CORNERS 1". USE CLASS "B" CONCRETE. Q
D p 0 a 0) M 0 -PLACE 2 #6 ""Y"" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"' AND OVER p J M•„1 �
Z 0 ZWITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN ENDWALL LENGTH. Z
< G` � -CONSTRUCT BOTTOM SLAB WITH FORMS. ^ H
D rn IL WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF Co W W
-0 * D 1 N C THE PIPE, PLACE BAR "X"" DOWELS IN THE BASE AS SHOWN ON PLANS, SPACE BARS
1-4 Z H m r' Z APPROXIMATELY ON 12" C£NT£ft5 UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
1111 {,) 2 H = r' 0 -WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF
J cc -4 THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
O O IT
PLAN z 0 y I O -DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS ACCEPTABLE,
C = GEOTEXTILE W 0 = BUT IS USED IN COMPUTING ENOWALL QUANTITIES.
r SECTION A -A I C
O U)d
I �I
OUTLET WITH DITCH
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) GEOTEXTILE
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
-B
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SECTION 13-5SHEET
H
1 OF 1
VARIABLE TO SUIT CONDITION
Q U)Q
REINFORCING QUANTITIES
DIA. 15" 18" 24" 30" 36" 42" C.S. 42" R.C. 45" C.S. 48" R.C.
Q
"Y" ''x" "Y" "X"
"Y" "X"
H Z
MOO
N
Brr �, u
s
Q<
Q
2
LBS, 12 12 14 14 16 47 49 52 55
YD9
Q
mmmo
3'-4"
V-8'"
O
> :0
�: I
--- -- - _ #4-HARS
MI N. /
-
t-•
HBO
3"-4" 1'-8" 2'•5"
1'-5"
1.0
LL _J Z
3'-7." V-10" 2'-11" 1'-3"
10"
MZ =-j
r_
I I T T
I iv 15'"
voro=z
1.3
24"
4,-2"
W2E
UQO=
3'-9" V-6"
10"
=��v
I 12"1.� 3"
I ' 1 o 1 :1 PIPE
LL
1.0
30,"
4,-9"
_ Z'-'
4, 8" V-10'"
10"
Z =1-4 v„
I DOWEL /
x
I 4o I I 3,11
I_ I I I
Q0�Oa0-t-t
Ow z LLI
2,4
36"
5'.5"
OpO�Q
5'-8" 2'-2"
Bit"
0M'oZ
I PLAN BAR `+ /
j
- -
0 U)CC
3.1
aa"
6'-0" 1
Z N
>
6'-7" 2'-5"
Sit"
n>
I"' SLOPEAS INDICATED ON PLANS L
5'-7r 2'-10" 5'-9"
Z y
4.0
48'"
6'-7" 1
H
LU p
O
V-5" 1 2'4"
91t"
ZO
VARIABLE TO S.UIT NOITI N t7
9" M G *2'-q� 9' / a
OPTIONAL _ v
CONST. JOINT DOWEL FOOTINN
CL h -r
Lij
5.1
MIN.
i S
JOINT USED
ELEVATION END ELEVATION
NOTE: 4 X DN
1C -I i ET
FOR CALCULATION PURPOSES WI
a" I �'
- - - - - - - - - - CLASS 'B' RIP RAP = 100 LBS. /FT3 W ++• I �4cFf`i = I I 3 COPE
m CLASS I RIP RAP = 105 LBS./FT3 I I I I PIPE _ - _ - -
_ _-- T -T-1
�f z 2 X D o O all= - - --- F - 10" � I #4 -BARS Q 0 Co
H B B C7 W Z A r -I I I OPTI1. ONAL INT DOWEL FOOTING iII c J CC
U) D Z d 1 0 M cn I^ B� (IF CONST.L B �� Z
r -1 z JOINT USED ��� 12" J W
CO A a LU
u, m m co ELEVATION END ELEVATION PLAN DOWEL 3 J
I L = O =
7o z PLAN o ff a y -> BAIT - FrXII e Z (J i
0 Q C r 0GENERAL NOTES: W W OD
D OD
SLOPE 1112:1 OR FLATTER = M :13 -CHAMFER ALL CORNERS 1". USE CLASS "B" CONCRETE. Q
D p 0 a 0) M 0 -PLACE 2 #6 ""Y"" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"' AND OVER p J M•„1 �
Z 0 ZWITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN ENDWALL LENGTH. Z
< G` � -CONSTRUCT BOTTOM SLAB WITH FORMS. ^ H
D rn IL WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF Co W W
-0 * D 1 N C THE PIPE, PLACE BAR "X"" DOWELS IN THE BASE AS SHOWN ON PLANS, SPACE BARS
1-4 Z H m r' Z APPROXIMATELY ON 12" C£NT£ft5 UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
1111 {,) 2 H = r' 0 -WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF
J cc -4 THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
O O IT
PLAN z 0 y I O -DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS ACCEPTABLE,
C = GEOTEXTILE W 0 = BUT IS USED IN COMPUTING ENOWALL QUANTITIES.
r SECTION A -A I C
r= LU C'3 r
r r CC �Zp
Z• Z co
W 0
SHEET 1 OF 1
1 0-7 rir� UU I�C I WiM nUUiIVU *QUANTITIES BSEON '-D" 1 IS76.02 838.05 1838.051 1
M
iii
yPIPE
SHEET 1 OF 1
I �I
OUTLET WITH DITCH
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) GEOTEXTILE
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
-B
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SECTION 13-5SHEET
H
1 OF 1
SHEET 1 OF 1
REINFORCING QUANTITIES
DIA. 15" 18" 24" 30" 36" 42" C.S. 42" R.C. 45" C.S. 48" R.C.
BARB "'X" I"x" I " " I "X" "x" "X
"Y" ''x" "Y" "X"
"Y" "X"
"Y"
QTY• 5 1 5 1 6 1 6 7 7
2 7 2 B
2 B
2
LBS, 12 12 14 14 16 47 49 52 55
r= LU C'3 r
r r CC �Zp
Z• Z co
W 0
SHEET 1 OF 1
1 0-7 rir� UU I�C I WiM nUUiIVU *QUANTITIES BSEON '-D" 1 IS76.02 838.05 1838.051 1
M
DIMENSIONS AND CONCRETE QUANTITIES
R.C.P. DIMENSIONS AND VOLUMES
C.S.P. DIMENSIONS AND VOLUMES
D
H
B
Q N
S
T
YDs
H B G
M
YD9
15"
3'-4"
V-8'"
2'-6" V-1"
101"¢"
21
.4'
1.0
3"-4" 1'-8" 2'•5"
1'-5"
1.0
18"
3'-7." V-10" 2'-11" 1'-3"
10"
211"
1.2
3'-7" V-10" 2'-9"
V-6"
1.3
24"
4,-2"
2'-1"
3'-9" V-6"
10"
3"
1.7
a,_1" 2'-1" W-6"
1'-9"
1.0
30,"
4,-9"
2r-5„
4, 8" V-10'"
10"
3%"
2.5
4r 7„ 2'-4" 4"-3"
2'-0"
2,4
36"
5'.5"
2'-9"
5'-8" 2'-2"
Bit"
434"
3.6
5" 1" 2'-7" 5'-O"
V-3•'
3.1
aa"
6'-0" 1
3'-0" 1
6'-7" 2'-5"
Sit"
514"
4.6
5'-7r 2'-10" 5'-9"
2'-6"
4.0
48'"
6'-7" 1
W-4" 1
V-5" 1 2'4"
91t"
5:4"
6.0 1
6, 1., W -11"I W-6,"
2, 9,"
5.1
r= LU C'3 r
r r CC �Zp
Z• Z co
W 0
SHEET 1 OF 1
1 0-7 rir� UU I�C I WiM nUUiIVU *QUANTITIES BSEON '-D" 1 IS76.02 838.05 1838.051 1
M
N
8
9
0
N
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
.% '?. ••........••
````'•CORPORATE'''.
• SEAL
v C-95
r1 ' C-2165
�,•• NCBELS a`
.p �.
CONSTRUCTION
DOCUMENTS
O
w
U)
Z
Q
U
U
Z_ J
J
0
Q W
U �
H
O Z
Z \w
Z 0
O Q
z O
ry
0 Q
LU
0
N M
0 O
Q 00
U co
Z 00
J O7
J g
CD
Z ~ o
aZ`-_
Z Z
M -
SITE DETAILS
0
SCALE: NTS
PROJECT #:
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
JDB
MVD
C9.02

ROTES: USE CLASS "B" ONJCAETE THROUGHOUT. Z
v VARIABLE Z m Y Q C7 M 11'1"CLR. 4
d r11 d 9 -0 PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" r-1>- I� W "RAD, •r
�} DRIVEWAY WIDTH I-II ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 540.66. }- < Q
1�y Z 8;} OR FLATTER Q < x 9M Z OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT Q 0 .. 0 Q �
Cl) 4 4 SLOPE Z F- Z • p M C7 0 12" CENTERS AS DIRECTED BY THE ENGINEER. Z ' C.] ,,y d H L..7
Q TI S C!] H C) r USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. J Q Fes'., T Z ^H. Il. J 4 W -
rrl �-,[L'""Z mZ 2� dC]�TZ 1-IZ'1�Ta 1� V - u+ = C?daiZ
11 Z -I� DRIVEWAY PTFE DRIVEWAY PIPE 4 d IH a p I IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, AGO TO SLAB p�f13 - d � y rJ m 2 - 3" X 1r$r: THICK Ix �' ^
_ d � C^j -- TRAILING APPROACH L1J ¢ Z L.L d y d r j A5 SHOWN ON STD. NO. 640.00, W sX Q LL = 2 n m ROUND OR SQUARE W Q Q LL C
Z Or: O 47 � = CCn � d 8°0.0"5 TO 16' HEIGHT
EION HEIGHT S USE 6WA LS AND BOTTOM LAB. ADJUSLS AND BOTTOM SLAB. T ![ 0 G& d F4 -t 4 w 0 4 � � �. CUT WASHER Q � I.- �' L:3
�0 DRIVEWAY PIPE TYPICAL SECTION �-M Z ; Z;y-o-n x --- �`- '�- - X QUANr1TIESACCpROINOLY. �z�ZW ZN��� � H=�Zw
d r"` CI? H d J 0014 �- ` � CONSTRUCT WITH PIPE CROWNS WATCHING. d~� d J 0 0 1. V¢ I I 2- HEX NUT d CC 0ILL � J
�i=1 Ix411Q CSi�Z A 0 U) C7S�Z 12" 12" aE0 -�J I.� dd��
3' FLATTER SLOPE S G-} OA FLAT • I1 n INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. Z > n w g" Z
Ej' £i 5 4R - •-r R SLOPE Fi � H,1 l--1 I m PROUSLFABRIC BAG ORSTONE �WRAP, ATOF A HIEACH WEEP ©MUM OF I LEOGR AST DIREOF ECCTEDBBYS�EENGINEER. d O CL
0 r, 1 Y a 0-C3 0 s r CHAMFER ALL EXPOSED CORNERS 1". w Z DETAIL OF HANDLE ' W
z 6 MAX. _- _-� ga' -- -- 1 6" MAX. o .. - - - J -- 1 DRAWING NGr TO SCALE. o
EOLNER -- - - W
A ' B D . ID B A 1 INCREASE THE SIZE OF THE THE
OPENING Ii TG 8" ABOVE
AS DIRECTED BY THE 11'1"CLR.
a ', , t ENGINEEfl BY ADDING 2" TO THE WPALL HIEGHT ABOVE THE TOP ELEVATION. ADJUST
2"' YfEE.I HOLES QUM ITIES ACCORDINGLY. 1 L" #3 BARS "%„ 1 „
M - - - -�- - - - - f - - - Ia-I C? Y Z C7 GLR. EQUALLY SPACED
T L' plpE Tb a PLAN 2ND OPENING x F COUNTERSINK PART WHERE HANDLE IS LOCATED 1" �
r•n L L b 1 TB PIPE L IF REG"D. Q 0 AND ALLOW HANDLE TO MOVE VERTICALLY. @
-H �' Te '� PLANto
C7 rTl Crl m F v TDP SLAB G 'a TOP SLAB v m rii ml
d M Z TONGUE INSTALLATION C) 1••1 C7 -i Z TOP ELEVATION #4 BAR 2 TOP ELEVATION d = -I Z PRECAST OR CAST IN PLACE TOP SLAB a =
2 > G7 GROOVE INSTALLATION 0 TOP SLAB GUTTER LINE LIL +0 LL
z�i i•• SIDE VIEW t0 C7 __ LL m I�1 #4 BAR z -j 1 g,r. 0 � m r CD �
m i" C/I Z W IST 1 Q OPENING 9"• I Z a W 1 Q d F 1" PIKE SLEEVE X 3"' LONG. 4 W
ITT r = PIPE r y� B _ �'� Fes•, #4 BARS "Y" HANDLE 1" PIPE SLEEVE
rjy OE rll, {!? 6' 6" ih TOP' ELEVATION m co0.
a 9 Ip- -I x PART SECTION a �
C/) --= - -, 0 z LL a A 111" CLR. ® = D p
LL Z e' 8" Q Z THRU COVER SHOWING HANDLE _
LLQ 1 -`I = I Q 1Dl^z" Q GO m C3 �� o •
D W D ', O Z C=> o PIPE WALL Ci. ' C= D C ♦Z• b
p _ _ _ a _ _ _ _ _ _ _ ` ' d W ¢>, I I %"CLR. I (THICKNESS VARIES < = 4 O Q
I CO Q #3 GARS "%" J Z �`•' [i
Z d - 0 � F �D i7 (MIH,1 � E- �
R1 - - 2 " U >` ` a O EQUALLY SPACED Orr
-n Z 0 T II PIPE---+� 1. ..I < W - Y N4 BAR Z ` F` 37 1ST" CLR.
4 G TS 4� F- tl? T7 ••1 • Z H Z
� �. L END VIEW U) J 1-4 SEE NOTE I W SECTION V�V `� W
_ UL -0 C7 O 0 1-4
#4 BAR � CM
"} PLAN VIEW (n _j LCL m A SEE NOTE PART SECTION Y -Y Cn m_
,�, 1 0 SECTION X -X SECTION Y -Y -1
J J CD 0 T SHOWING DETAILS AT OPENING � W Q �1 G � W
0 H 4 2 Zp O Z �- = 0 '` Z
Q 37 LU �/ t.) M MIN. DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN (BASED ON YIN. HEIGHT, H) W W 11'x" CLR. #4 BARS "Y" 11'2" CLR. W W
N ►L W DIY'S OF BOX 6 PIPE REINFORCING TOP B BOT SLAB CU. YOS. C. TOTAL OU MES DEDUCTION BFO, ONE 1 EQUALLY SPACED �
41
M
SHEET 1 OF 1
310.02
ISOMETRIC VIEW
NATES:
1. CONSTRUCT PIPE END SECTION USING #4 REBAR SPACED 9"
EACH WAY AND MEET ALL REQUIREMENTS OF STD. SPEC. 310.
2. CHAMFER ALL EXPOSED CORNERS".
END TREATMENT DIMENSIONS
D L
W Ts
TID
Te
A
B
15" 7'-6,"
19" 4r"
Orr
61r
174,"
20718r,
181a 9r Qa
23rr 4"
4"r
6"
211,4 "r
250'
24" 12'-6"
SO" 4,"
4"r
6"
27�8"r
32"
ISOMETRIC VIEW
NATES:
1. CONSTRUCT PIPE END SECTION USING #4 REBAR SPACED 9"
EACH WAY AND MEET ALL REQUIREMENTS OF STD. SPEC. 310.
2. CHAMFER ALL EXPOSED CORNERS".
LL. F
�}
LL
IZ
DL
a
Z
PIPE
SPAN
WIDTH
HEIGHT
BARS - X BARS - Y BARS - Z
DIMENSIONS
IN BOX BOX 8 SLABS
ONE PIPE
T
6"THROAT
Z
Q
a
N
H
Z
v #3 BARS "X"
-71
SECTION W^W
DOWEL
V
Z
Q
D A B H NO. LENGTH NO LENGTH NO LENGTH F 0 TOP SLAB mr. ®ue XW-EFF. IR. UDS. KEW. 10 1431111 C. S. R -C. YD3
3'-6" 2',3" 1 -10' 4 3'-0'" 6 4 3" 2 4' 3" 4--G" 3'-3" 0.181. 0.271 0.250 27 1.046 0.015 0.032 0.046
15 217T`--7," - 2'-1"' 4 3 -0 6 4 -3" 2 4 3" 4'•6" 3'-3" 0.167 0.271 0.250 27 1 .10H 0.023 0.036 0.046
16 4-0 2-8" 2'•4" 5 3" 5" 7 4'-9" 2 4'•91° W-0' 3'•B' 0.226 0.340 0.264 35 1.379 0.033 0.049 0.053
24" 4'-0" 2'-S" 2•10 F. W-5" 7 4'-9" 2 4'-9" W-0" W-8" 0.226 0.340 0.284 35 1.521 0.059 13.085 0.053
30" 4'-O" 3'-6" 3'•4" 5 4"-3" 8 4'-9" 2 4'-9'" 5'-p" 4'•8° p.27B O.a17 O.a1s 43 1.916 0,1392 D.t27 0.053
SHEET 1 OF 1
SHEET 1 OF 2
2 5 3" 5 •6 5'-0' 0=340 0.510 0.352 S1 2.390 0.132 0.1 7a0.069
A�"
SHEET 1 OF 2
SHEET 2 OF 2
SHEET 2 OF 2
10n rs
.02
pA y��I
840.04
s' 0 4'-6" a' au 5 5'-3" 12 5'_9" 2 5'•9" e'-0" 5'-6" 0.407 4.611 0.389 64 2.914 0.780 0=243 0.066
V
BTO `©�
O�®� oA
O 4
S�� O.
45" 5'-0" 5'-D" 4'.10" 5 5'-9" 13 5'-9" 2 5'-9" 6`-0" 6'-0" 0 444 0 666 0 407 65 3 298 0 236 0 317 0 066
1 2 3
NOTE: r
ADDITIONAL W MAY BE
50-0- (MINIMUM)
REQUIRED TO ACCOMODATE
TAPERS, TURN LANES, AND
R!G1-1--ar-',vAr MEDIAN ISLANDS.
SHOULDER PAVEM=N7 SHOULDER DITCH
1/4" PER 1-T. (T`,'F.) 1/44" PER FT. (TYp,) I I I / \
a
C a8 ��
J + `` so' TAPER
' '` RIGHT-OF-WAY LINE
I(R-QUIRED FOR W LESS THAN 26'' /
70'
I I
NATES: lU' R- 30'
� � I 30`IIM"C
1, SUBCRADE SHALL BE COMPACTED TO A DENSITY OF 100% IN
ACCORDANCE WITH AASH 1O -T99 AND NCDOT SPECIFICATIONS
SECTION 500- I I I 51aF�Yi+•I i J L
2. AGGREGATE BASE COURSE SHALL BE COMPACTED TO A DENSITY i
OF 1007, 0 1 1/2• BITUMINOUS CONCRETE SURFACE COURSE, 59.58 - , _ I I
3. ASPHALT COMPACTION SHALL BE IN ACCORDANCE WITH NCDDT OB 1 112" BITUMINDLJS CONCRETE.' SURFACE COURSE, S9.5E � - t- - JI
SECTION 610. \ /
�
C 10• COMPACTED AGGREGATE BASE COURSE OR 5" BITUMINOUS �yr�� I' R=301
4. IF REQUIRED BY THE TOWN, TESTS SHALL BE 40NDllCTED BY AN' CONCRETE BASE COURSE, B25 -OC
�
INDEPENDENT TESTING FIRM A7 THE OFVELOPERS EXPENSE.
5. FINAL LIFT OF PAVEMENT SHALL NOTBE PLACED UNTIL AFTCR - - - - - - - - - - - - - - - 3T
BD% OF HOME SITES ARE DEVE1.0PED,
1HE FINAL UFT OF T \ /
PAVEMENT SHALL NOT BE PLACED FOR STREETS THAT WILL BE I EDS Of PAYI:141EIIVT \
USED TO ACCESS FUTURE PHASES UNTIL T}IOSE PHASES REACH OF PA r
BOSZ BUILD -OUT. I
6' SHOULDER
-----------------------L----------------
I \ / CENTER OF DITCH
EDGE OF PAVEMENT EMONG ROAD EDGE OF PAVEMENT 16 18' EOP 6' 5' 5'
DATE SEI'TEMBER 201 4 1 SCALES NTS- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
TOWN OF WEDDINGTON -
%-VISIONS TYPICAL SECTION STANDARD DETAILS
RESIDENTIAL LOCAL STREET WITH WEDDINGTON. N.C,
ROADWAY STS. R'0. � 50' R/W
SHOULDER AND DITCH R 100 NOTE: Drainage easements may he required to accomodate drainage beyond the right -of --sway.
4 5 ROAD CONNECTION FOR NEW LOCAL ROAD AND 6 CUL-DE-SAC
EXISTING STATE MAINTAINED ROAD
=o i 7;'
3
0
0
U
J
a
W - �
0
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U
J
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W
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0
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Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
,```"1ICARo,,,,,,
CORPORATE'
SEAL _
= v C-95 • -
r5 C-2165
�,•• NCBELS a`
•O
',QeSo R C E•r1j I %
**IIIIII11111%00
O
S AL _
0 289 =
GIN ' �?�
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CONSTRUCTION
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SITE DETAILS
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SCALE: NTS
PROJECT #:
DRAWN BY:
CHECKED BY:
JUNE 23, 2017
REVISIONS:
635-002
JDB
MVD
C9.03