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FOR INDEX OF SHEETS SEE SHEET 1A
THIS PROJECT WAS DEVELOPED UTILIZING THE VDOT'S ENGINEERING
DESIGN PACKAGE (GEOPAK).
GEOPAK Computer Identification No. 105806 ALIB"EMAR-LE COUNTY
FHWA 554 DATA 5H028
FACILITIES AND ENVIRONMENTAL S]ERVIC]ES
CHESAPEAKE BAY PRESERVATION C04iPLIANCE
ACHIEVED BY PURCHASING 0.78 LBS. PHOSPHORUS PLAN AND PROFILE OF PROPfC."Y'SED
FROM GOLD HILL NUTRIENT CREDIT OFFSET BANK ON 0210512019
ALBEMARLE COUNTY VSMP APPLICATION #: VVP0201700070 --'HWAY
ALBEMARLE COUNTY
STATE r t.UtKHL HIU I J I /A I t SHEET
PROJECT I ROUTE PROJECT No.
VA. BUS. (NFO) 0250-002-R98 l
(SEE TABULATIONJELOW
FOR SECT/ON NU BERS)
FUNCTIONAL CLASSIFICATION AND TRAFFIC DATA
URBAN OTHER PRINCIPAL ARTERIAL -UNDIVIDED - ROLLING- 35 MPH MIN. DESIGN SPEED
F r : 0.22 0. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
To: INTER. WITH OLD IVY ROAD (ROUTE 601)
AD T (2017) 13,400 V PD
ADT (2042) 16,800 VPD
D HV (2042) 1,720 V PH
D W (design hour) 68%
T W (design hour) /%
V (MPH) 35 MPH MIN.
DESIGN CRITERIA STD. GS-5
DESIGN VEHICLE IVY ROAD = W B-67, ENTRANCES = SU-40
•SEE PLAN PND PROFRE SMEEiS FOF ACTUAL MORiZONLAL AND vEFiiVERTICALCURVE
l�.�i� L 250 BUSINESS (IVY ROAD) DESIGN SPEEDS
00,-50
V/0
ROUTE
ADV PLANr', l�';�o _� OF INTERCHANGE 291ROUTE 250 BYPASS JANUARY 30. 2020
T00o 0066 V/0 Lo Or IN"TERCHANGE ROUTE 291ROUTE 250 BYPASS
ws
CONVENTIONAL SIGNS
STATE LINE ---------------
OUNTY LINE - -
�ITY)TOWN OR VILLAOR
RIGHT OF WAY LINE
FENOE LINE ...................................
x x
UNFEN(.`ED PROPERTY LINE --------------------------
h
FENCED PROPERTY LINE ------------------------------
x x
WATERLIME .....................................
---6W---
6ANITARY 6EWER LINE .............................-
OA� LINE
- 4 G - - -
13,1, TRI� UNDERGROUND ('ABLE ------------------
- E —
TRAVELEDWAY ............................................
----------
GUARD RAIL
- - - - - -
RETAININ(I WALL .........................................
RAILROAD$ --------------------------------------------------
K
IlAgE OR SURVEY LINE --------------------------------
O
O
to O �)
LEVEE OR EMBANKMENT
BRIDGEA------------------------------------------------------
('ULVERT,5 ... .... .... .... .. -- -----�
DROP INLET ..... ..... ..... ....- ----- -----
POWER POLEQ --- --- ------------------------- t t t t t
TELEPHONE OR TELEQR-APH POLE$ ---------------
TELEPHONE OR TELEGRAPH LINE4
HEDGE--------------------------------------------------------
TREE*-------------------------------------------------------0 0 0 0 p
HEAVYWOOD$ ---------------------------------------------
(;ROUND ELEVATION ------------------------------------ DATUM LINE C
GRADE ELEVATION --------------------------------------- DATUM LINE �I
THE COMPLETE ELECTRONIC PDF VERSION OF THE PLAN ASSEMBLY
AS AWARDED, HAS BEEN SEALED AND SIGNED USING DIGITAL
SIGNATURES AND THE OFFICIAL PLAN ASSEMBLY IN ELECTRONIC
FORMAT IS STORED IN THE VDOT CENTRAL OFFICE PLAN LIBRARY,
INCLUDING ALL SUBSEQUENT REVISIONS, WILL BE THE OFFICIAL
CONSTRUCTION PLANS. FOR INFORMATION RELATIVE TO ELECTRONIC
FILES AND LAYERED PLANS, SEE THE GENERAL NOTES.
DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION
AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE DEPARTMENT.
THIS PROJECT IS TO BE CONSTRUCTED IN ACCORDANCE WITH THE
DEPARTMENT'S 2016 ROAD AND BRIDGE SPECIFICATIONS, 2016 ROAD
AND BRIDGE STANDARDS, 2009 MUTCD, 2011 VIRGINIA SUPPLEMENT TO
THE MUTCD, 2011 VIRGINIA WORK AREA PROTECTION MANUAL AND AS
AMENDED BY CONTRACT PROVISIONS AND THE COMPLETE ELECTRONIC
PDF VERSION OF THE PLAN ASSEMBLY.
ALL CURVES ARE TO BE SUPERELEVATED, TRANSITION ED AND
WIDENED IN ACCORDANCE WITH STANDARD TC-5.11U , EXCEPT
INHERE OTHERWISE NOTED.
THE ORIGI AL APPROVED TITLE SHEET(S), INCLUDING ORIGINAL
SIGNATURES, ARE FILED IN THE VDOT CENTRAL OFFICE PLAN LIBRARY,
ANY MISUSE OF ELECTRONIC FILES, INCLUDING SCANNED SIGNATURES,
IS ILLEGAL AND ENFORCED TO THE FULL EXTENT OF THE LAIN,
'p0GASurvey Date and Information
F `, CN (V Vertical
Datum Based On NAD 83 (2011)
Vertical Datum Based On NAVD 88
Survey By H&B Surveying and Mopping, LLC
Operator RMB
Dote 06 — 03 — 15
Scale 1" = 25'
Last Field Verification : April 30, 2017
\ h
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/01
IRVp C �;�•\���y.
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SCALE
LO
1110
DESCRIPTION
Population Albemarle County 99,014 (2010 Census)
��ALTH OF
O JONATHAN H.
U OLIVER Y
a Lie. No. 052976
181S OIVAL
Kimley-Horn & Associates, Inc.
Richmond, Virginia
ROADWAY ENGINEER
61 (5) To
/
0�s�
�Bo
STATE
FEDERAL AID
TYPE
UPC
EQUALITIES
LENGTH INCLUDING
LENGTH EXCLUDING
BRIDGE
TYPE
PROJECT
SECTION
PROJECT No.
CODE
NO.
BRIDGE(S)
BRIDGE(S)
PROJECT
PROJECT
DESCRIPTION
FEET
FEET
MILES
FEET
MILES
NO.
N0.
00
PE-101
PENG
105806
1878,73
0,356
1878.73
0.356
NONE
PRELIM. ENG
Fr:0.30 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
CN
RW-201
ROWA
105806
1784,59
0,338
1784,59
0.338
NONE
R.O.w.
Fr:0.32 MI, E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
CD
To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
CD
C-501
1000
105806
1878.73
0.356
1878.73
0.356
NONE
CONSTRUCTION
Fr:0.30 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
LO
o
To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS
Project Lengths are based on _ _ _ _ IVY ROAD (ROUTE 250) CONSTR. 0 _ _ _ _ __6
TIER 1 PROJECT
LOCALLY ADMINISTERED PROJECTS
---------- ALBEMARLE COUNTY___________
NAME OF LOCALITY
(SIGNATURE)
NAME OF RESPONSIBLE LOCAL GOVERNMENT OFFICIAL (TYPED)
----------------------------------------
RECOMMENDED FOR APPROVAL FOR RIGHT OF WAY ACQUISITION
6/8/2018
JACK M_KELSEY
DATE
- - - - - - - --
TRANSPORTATION ENGINEER
(SIGNATURE)
----------------------------------------
NAME OF RESPONSIBLE LOCAL GOVERNMENT OFFICIAL (TYPED)
----------------------------------------
RECOMMENDED FOR APPROVAL FOR CONSTRUCTION
--------------------------------------
DATE
JACK KELSEY,PE
APPROVED
by the Albemarle County
Community Development Department
Date 02/22/2020
File WP0201700070
Copyright 2016, Albemarle County
PROJECT SHEET N0.
0250-002-R98 I
21412020 KARIC-CIV\113038 - Albemarle Cty On-Call\20-lvyRd\CADD\REF\Sheets\dIO5806001.dgn
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S U R V E Y E D B Y H&B —SURVEYING AND MAPPING, LLC--------
DESIGN SUPERVISED BY BRIAN—MCPETERS, PE—(KIMLEY-HORN)_
DESIGNED BY KIMLEY-HORN &—ASSOCIATES.INC.-----------
SUBSURFACE UTILITIES BY -------
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SCALE
0 2600' 4000'
INDEX OF SHEETS
SHEET No. DESCRIPTION
I TITLE SHEET
IA LOCATION MAP / INDEX OF SHEETS
/1
/ U
SMT_
nAT A
L.JF1/ r9
IE(l) THRU IE(2) EXISTING STORM SEWER AND SANITARY SEWER DATA
NE
IH(l) THRU lHr2) WATER ouALITY AND ouANr/TY DATA SHEET
m ((
�` //A/nConon//A/n //T// /T/CC` TCC'T LJ/1/ C /A/C/1Cl/AT/nAl C`LJCCT
n r+cA/Ca A/ A/nTCc['uCCT
2C E&S CONTROL AND ROADWAY DETAIL SHEET
nn nn A n/-/nC nCl /C/ nnl /CA/T C`/ /CCT
7C E34191A1 /1CCC'C7-C' nATA
3
ROADWAY
PLAN
3B
ROADWAY
PLAN
�
, r
/ LL
3D
EROSION
AND SEDIMENT CONTROL PLAN
3E
EROSION
AND SEDIMENT CONTROL PLAN
4
ROADWAY
PLAN
4C
EROSION
REA
AND SEDIMENT CONTROL PLAN
it
STATIONS
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
- IVY
ROAD
- STA. 118+00.00
TO
STA. 124.50.00
- IVY
ROAD
- STA. 118+00.00
TO
STA. 124.50.00
- IVY
ROAD
- STA. 81•50.00
TO
STA. 118.00.00
- IVY
ROAD
- STA. ll1.50.00
TO
STA. 118.00.00
- IVY
ROAD
- STA. 118.00.00
TO
STA. 124.50.00
- IVY
ROAD
- STA. ll1.50.00
TO
STA. 118.00.00
- IVY ROAD - STA. l/8+00.00 TO STA. 124.50.00
- IVY ROAD - STA. ll1.50.00 TO STA. 118.00.00
- IVY ROAD - STA. 124.50.00 TO STA. 131.00.00
- IVY ROAD - STA. 124.50.00 TO STA. 131.00.00
- ST/LLFR/ED LANE, COLONNADE DRIVE
- IVY ROAD - STA. I24.50.00 TO STA. 131.00.00
- IVY ROAD - STA. 124.50.00 TO STA. 131.00.00
- IVY ROAD - STA. 124.50.00 TO STA. 131.00.00
5
ROADWAY PLAN
- IVY
ROAD
- STA. I31.00.00
TO
STA. 137.70.16
- IVY
ROAD
- STA. 131.00.00
TO
STA. 136.51.65
5B
EROSION AND SEDIMENT CONTROL PLAN
- IVY
ROAD
- STA. 131.00.00
TO
STA. 137.70.16
- IVY
ROAD
-STA. 13/•00.00
TO
STA. 137.70.16
- IVY
ROAD
- STA. 131.00.00
TO
STA. 137.70.16
6(l)
DRAINAGE DESCRIPTIONS
6(2A) THRU 6(2B)
DRAINAGE STRUCTURE DETAILS
6(3) THRU 6(5)
STORM SEWER PROFILES
s
nAi/Cl/CA/T I/An/i/A/n AA/n I/An/irnn n/ AA/n
n/zi T//n// n/r_ 1
TnT A/ nnc-cTn
INDICATES SHEET
nT/nA[TAI/ncn/cnnAnC/ ^C
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IS NOT INCLUDED IN THIS SUBMITTAL
ADV PLANS
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P R 0 J E C T M AN AG E R J. KELSEY (434) 872-45OI
----------------------------
SURVEYED BY H&B_SURVEYING AND MAPPING LLC ________
DESIGN SUPERVISED BY BRIAN MCPETERS> PE (KIMLEY-HORN)
DESIGNED BY KIMLEY-HORN_ &_ASSOCIATES, INC._ _ _ _ _ _ _ _ _ _
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
# 443
In Pl. DI Grote
Top = 550.25'
Inv. Out = 546.84' (l5" CPP to # 442)
# 442
In Pl. DI Grate
Top = 551.56'
Inv. In = 546.38' 05" CPP from # 443)
Inv. In (A) = 539.4I' (8" CPP Approx. Direction)
Inv. In (B) = 539.40" (8" CPP Approx. Direction)
Inv. Out = 539.34' (l5" CPP Approx. Direction)
# 444
In Pl. DI
Rim = 555.32'
Inv. Out = 549.39' (l5" RCP to EndWoll)
# 444-A
In Pl. l00 LF of l5" RCP
Inv. In = 549.39"
Inv. Out = 538.70'
Top Endwall = 540.94'
# 445
In PI. DI
Rim = 551.83'
Inv. In/Out = Inaccessible
Top of Sediment = 549.75'
# 433
In Pl. DI Grate
Top = 563.29"
Inv. In = 562.7/' (3" Iron Approx. Direction)
Inv. In = 559.54' (6" Iron Approx. Direction)
Inv. Out = 559.42" (/0" Iron Approx. Direction)
# 434
In Pl. DI
Rim = 567. 46"
Inv. In = 557.98' (24" RCP Approx. Direction)
Inv. Out = 557.84' (24" RCP to # 435)
# 435
In Pl. DI Grate
Top = 558.22'
Inv. In = 555.32" (l8" RCP Approx. Direction)
Inv. In = 553.29' (6" Iron Approx. Direction)
Inv. In = 553. l4' (24" RCP from # 434)
Inv. Out = 553.I1' (24" RCP to # 436)
# 450
In Pl. DI Grote
Top = 558.71'
Inv. In = 557.20' (3" Iron Approx. Direction)
Inv. In = 555.45' (l5" Iron Approx. Direction)
Inv. Out = 554.63' (l8" RCP to # 435)
# 436
In Pl. Storm Manhole
Rim = 553.57'
Inv. In = 545.47' (24" RCP from # 435)
Inv. In = 545.47' (18" RCP from Conc. Headwall)
Inv. Out = 545.45" (24" RCP to # 437)
# 436-A
In Pl. 89 LF of 18" RCP
Inv. In = 552.45'
Inv. Out = 545.47"
Top Endwall = 554.77'
# 437
In Pl. DI Grate
Top = 55/.55'
Inv. In = 548.4T 05" RCP from # 438)
Inv. In = 545.57' (24" RCP from # 436)
Inv. In = 543.45' (18" Iron Approx. Direction)
Inv. Out = 543.30' (24" RCP to # 45/)
# 438
In Pl. Storm Manhole
Rim = 569.82'
Inv. In (A) = 565.34' (8" PVC from Roof Drain)
Inv. In (B) = 563.71' (8" PVC from Roof Drain)
Inv. Out = 559.49' (l5" RCP to # 437)
# 45/
In Pl. D/ Grate
Top = 546.25'
Inv. In = 540. l7' (l5" Iron from # 441)
Inv. In = 538.22' (24" RCP from # 437)
Inv. Out = 537.45' (36" RCP to # 452)
# 44/
In Pl. D/ Grate
Top = 548.35'
Inv. Out = 542.72' (l5" Iron to # 451)
# 452
In Pl. Storm Manhole
Rim = 542.68'
Inv. In = 537.26" 08" RCP from FES)
Inv. In = 536.83" (36" RCP from # 45/)
Inv. Out = 536.62" (36" RCP to FES)
# 452-A
In Pl. 166 LF of /8" RCP & CMP w/ FES
Inv. In = 542.61"
Inv. Out = 537.26"
# 429
In Pl. DI
Rim = 575. 41'
Inv. Out = 57/. 26' (l5" RCP to # 430)
# 430
In Pl. DI
Rim = 566.95'
Inv. In = 563.43' (l5" RCP from # 429)
Inv. Out = 563. 05" 05" RCP to Ditch)
# 430-A
In Pl. 4 LF of /5" RCP
Inv. In = 563.05'
Inv. Out = 563.04'
# 428
In Pl. DI
Rim = 566.99'
Inv. Out = Inaccessible (Full of Debris) to # 430
Bottom of Structure = 564.21'
# 43/
In Pl. DI
Rim = 561.67'
Inv. In = 556.94' (l5" RCP from FES)
Inv. Out = 556.78' (I5" RCP to # 432)
# 43/-A
In Pl. 62 LF of 15" RCP
Inv. In = 562.92"
Inv. Out = 559.77'
# 432
In Pl. DI
Rim = 557.35'
Inv. In/Out = Inaccessible /5" RCP Recessed
Inv. In/Out = Inaccessible l5" RCP Recessed
CL of Chamber = 553.43'
# 432-A
Rim = 558.28'
Reference from Site Plans
Manhole Buried
# 420
In Pl. DI
Rim = 554. 6T
Inv. In/Out = 545. 23' (72" RCP to 427)
Underground Stormwoter Retention per Site Plans
Inv. Out = Inaccessible (enclosed RCP w/ Overflow Pipe)
# 427
In Pl. DI
Rim = 558.29'
Inv. In = Inaccessible l5" RCP Recessed
Inv. Out = Inaccessible 72" RCP Recessed from 420)
Underground Stormwoter Retention per Site Plans
CL of Chamber = 545.6/'
# 422
In Pl. Storm Monho/e
Rim = 559.94'
Inv. In (A) = 554.76' (6" PVC from Roof Drain)
Inv. In (B) = 554.60' (6" PVC from Roof Drain)
Inv. In (C) = 554.56' (6" PVC from Roof Drain)
Inv. Out = 553.99' (l5" RCP to # 427)
# 4/9
In Pl. DI
Rim = 550. l4'
Inv. Out = 546.25' (l5" RCP to # 4/8-A)
*4/7
In PI. DI
Rim = 552.99'
Inv. Out = 548.8/' (l5" RCP to # 4/6)
# 416
In Pl. DI
Rim = 548.82'
Inv. In = 544.95' (l5" RCP from # 417)
Inv. Out = 544.80" (l5" RCP to # 418)
# 4/8-A
Rim = 549.94'
Reference from Site Plans
Manhole Buried
# 4/8
Rim = 548.56'
In PI. Storm Manhole
Inv. In = 544.43' (24" RCP Approx. Direction)
Inv. In = 544.02' (l5" RCP from # 4/6)
Inv. Out = 542.03' (24" RCP to # 4/5)
# 4/5
In Pl. DI
Rim = 547.88'
Inv. In = 541.34' (24" RCP from # 418)
Inv. Out = 54/. 32' (24" RCP to # 400)
# 400
In Pl. D/ Grate
Top = 543.33'
Inv. In = 538.37' (24" RCP from # 4/5)
Inv. Out = 538. 30" (24" RCP to # 40/)
# 40/
In Pl. D/ Grote
Top = 54/. 39'
Inv. In = 537.9/' (l2" RCP from # 402)
Inv. In = 536.77' (24" RCP from # 400)
Inv. Out = 536.70' (24" RCP to # 421-A)
# 402
In Pl. DI
Rim = 541.491
Inv. Out = Inaccessible (Full of Debris)
# 42/-A
Approximate Location (under thick bushes)
Reference from Site Plans
Inv. In = Inaccessible (from # 401)
Inv. Out = Inaccessible (to # 405)
# 405
In Pl. D/ Grote
Top = 538.36'
Inv. In = 535.56" (24" RCP from # 40/)
Inv. Out = 535.52' (24" RCP to # 406)
# 406
In Pl. D/ Grote
Top = 538.07'
Inv. In = 535.33' (24" RCP from # 405)
Inv. Out = 535.05' (24" RCP to # 406)
# 409
In Pl. D/ Grote
Top = 534.80'
Inv. In = 530.22' (12" RCP from # 4/0)
Inv. In = 529.42' (12" RCP from FES)
Inv. In = 529.23' (24" RCP from # 406)
Inv. Out = 528. l9' (30" RCP Approx. Direction)
# 408
In Pl. D/ Grote
Top = 537.04"
Inv. In = 534.23' (24" RCP Approx. Direction)
Inv. Out = 534.29' (24" RCP Approx. Direction)
# 408-A
In Pl. 24" RCP (Length Unknown)
Inv. In = 537.34"
Inv. Out = 534.04'
(Has 90` •/- Bend Approx. l5' into Pipe)
# 407
In Pl. DI
Rim = 536.48,
Inv. In/Out = Inaccessible (Recessed)
CL of Chamber = 532.67'
# 4/0
In Pl. DI
Rim = 534.96'
Inv. Out = 531.081 (12" RCP to # 409)
# 4/2
In Pl. Storm Manhole
Rim = 535.82'
Inv. In = 533.09' (l5" RCP from # 4/3)
Inv. Out = 532.8/' (18" RCP to Approx. Direction)
# 4/3
In Pl. DI
Rim = 536.97"
Inv. In = 533.5/' (l5" RCP from # 4/4)
Inv. Out = 533.45' (l5" Approx. Direction)
# 4/4
In Pl. DI
Rim = 536.4/'
Inv. Out = 533.86" (15" RCP to # 4/3)
# 439
In Pl. D/ Grote
Top = 53/.28'
Inv. Out = 527.60" (27" RCP to # 440)
# 440
In Pl. DI Grate
Top = 531.151
Inv. In = 527.30' (27" RCP from # 439)
Inv. In = 526.50" (36" RCP from Approx. Direction)
Inv. Out = 526. l7' (42" RCP to Approx. Direction)
# 4//
In Pl. Storm Manhole (Rectangular)
Top = 536.07'
Inv. In = 534. l8' (12" RCP from Flared End Section)
Inv. Out = 530.09' (l5" RCP to Approx. Direction)
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
# 404
In Pl. DI
Rim = 541.37'
Inv. Out = Inaccessible (l8" RCP to 426 per Site Plans)
CL of Chamber = 537. l9'
# 426
In Pl. Storm Monhole
Top = 542. 38'
Inv. In = 540.95' (6" PVC from Approx. Direction)
Inv. Out = Inaccessible (Recessed Pipe)
Bottom Chamber = 537.09"
# 423
In Pl. Storm Monhole
Top = 543.84'
Inv. In = Inaccessible (36" RCP from 426)
Inv. Out = Inaccessible (33" RCP to 424)
Underground Stormwoter Retention
Bottom Chamber = 537.I3'
# 424
In Pl. Storm Manhole
Top = 543.45'
Inv. In = Inaccessible (l5" RCP from # 403)
Inv. Out = 537.04' (36" RCP to # 425)
Underground Stormwoter Retention
# 403
In Pl. DI
Rim = 542.26'
Inv. Out = 538.63' (l5" RCP to # 424)
# 425
In Pl. Storm Manhole
Rim = 542. 28'
Inv. In = Inaccessible (36" RCP from # 424 per Site Plans)
Inv. Out = 537.0/' (33" RCP to # 421)
# 42/
In Pl. DI
Rim = 542.05'
Inv. In = Inaccessible (Recessed)
Inv. Out = 536.77' (l8" RCP to # 42I-A per Site Plans)
Top Spillover Conc. W all = 539.41'
# 421-A
Reference from Site Plans
Manhole Buried Under Londscape Shrub
ADV PLANS
2/412020 KARIC_CIV\113O38 - Albemarle Cty On-Coll\2O_lvyRd\CADD\REF\Sheets\d1O58O6OO1el.dgn
0)
C
0
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P R 0 J E C T M AN AG E R J. KELSEY (434) 872-45OI
S U R V E Y E D B Y H&B -SURVEYING AND MAPPING, LLC _ _ _ _ _ _ _ _
DESIGN SUPERVISED BY BRIAN MCFETERS. FE (KIMLEY-HORN)
DESIGNED BY KIMLEY-HORN_&_ASSOCIATES, INC .___________
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION _ _ _ _ _ _ _
* 315
In P1. Sewer Manhole
Rim = 536. ll'
Inaccessible (Full of Dirt)
* 318
In P1. Sewer Manhole
Rim = 549. 27'
Inv. In = 546. 27' (8" Terracotta Approx. Direction)
Inv. Out = 545. 34' (8" Terracotta to * 317)
* 317
1n Pl. Sewer Manhole
Rim = 541. 06'
Inv. In = 534. 21" (8" Terracotta from * 318)
Inv. Out = 534. 16' (8" Terracotto to * 311)
* 311
In PI. Sewer Manhole
Rim = 535. 90'
Inv. In = 530. 59' (8" Terracotta from * 317)
Inv. In = 530. 49' (8" Iron from * 310)
Inv. Out = 530. 36" (12" Iron to * 307)
* 307
In Pl. Sewer Manhole
Rim = 536. 57'
Inv. In = 529. 92' (12" Iron from * 3/I)
Inv. Out = 528. 52' (I2" Iron to * 316)
* 316
In PI.
Sewer Manhole
Rim
=
537. 48'
Inv.
In
= 535. 69'
(4"
Iron Approx. Direction)
Inv.
In
= 534. 74'
(8"
Terracotta Approx. Direction)
Inv.
In
= 533. 95"
(6"
PVC from Car Wash)
Inv.
In
= 527. 82'
(12"
Iron from *307)
Inv.
Out = 527. 7/'
(12" Iron Approx. Direction)
* 312
In Pl.
Sewer
Monhole
Rim
=
568. 39'
Inv.
In
= 565.
46'
(6"
Inv.
In
= 565.
04'
(3"
Inv.
In
= 563.
98"
(2"
Inv.
In
= 562.
24'
(6"
Inv.
Out = 562. 19'
(8"
Iron
Approx.
Direction)
Iron
Approx.
Direction)
Iron
Approx.
Direction)
Iron
Approx.
Direction)
Iron
Approx.
Direction)
* 303
In P1. Sewer Manhole
Rim = 565. 74'
Inv. In = 560. 17' (8" Iron from * 304)
Inv. In = 559. 36' (8" Iron from * 312)
Inv. Out = 559. 33' (8" Iron to * 313)
* 304
In Pl. Sewer Manhole
Rim = 578. 98'
Inv. In = 572. 90' (8" Iron Approx. Direction)
Inv. Out = 566. 18' (8" Iron to * 303)
* 313
In P1. Sewer Manhole
Rim = 55/. 64'
Inv. In = 546. 69" (8" Iron from * 303)
Inv. Out = 546. 68" (8" Iron to * 314)
* 314
In P1. Sewer Manhole
Rim = 547. 50'
Inv. In = 543. 7T (8" Terracotto from * 302)
Inv. In = 542. 70' (8" Iron from * 313)
Inv. Out = 542. 68" (8" Iron to * 309)
* 302
In PI. Sewer Manhole
Rim = 550. 27'
Inaccessible (Cannot pull Inner Lid)
* 309
In P1. Sewer Manhole
Rim = 543. 66'
Inv. In = 540. 36" (4' Iron Lateral Approx. Direction)
Inv. In = 539. 13' (8" Iron from * 314)
Inv. Out = 539. 12' (8" Iron to * 310)
* 3I0
In Pl. Sewer Manhole
Rim = 537. 52'
Inv. In = 535. 66" (6" Iron Lateral Approx. Direction)
Inv. In = 533. 28' 0 Iron from * 309)
Inv. Out = 532. 98" (8" Iron to * 311)
* 300
In Pl. Sewer Manhole
Rim = 567. 20"
Inv. In = 562. 57' (6"
Inv. Out = 561. 18" (6"
PVC Approx. Direction)
PVC tp*301)
* 30I
In PI. Sewer Manhole
Rim = 558. 70'
Inaccessible (Cannot pull Inner Lid)
* 305
In PI.
Sewer Manhole
Rim
=
570. 76'
Inv.
In
= 564. 5T (6"
PVC
Approx.
Direction)
Inv.
In
= 564. 53' (6"
PVC
Approx.
Direction)
Inv.
In
= 564. 34' (6"
PVC
Approx.
Direction)
Inv.
In
= 563. 92' (6"
Iron
Approx.
Direction)
Inv.
Out = 563. 89' (6" Iron to * 306)
* 306
In Pl. Sewer Manhole
Rim = 549. 62'
Inv. In = 544. 83' (6" Iron from * 305)
Inv. Out = 544. 80' (8" Iron Approx. Direction)
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
ADy PLANS
"_0
Ln :�
21412020 KARIC_CN\113038 - Albemarle Cty On-Call\2O_lvyRd\CARD\REF\Sheets\d1O58O6OOle2.dgn
P R 0 J E C T M AN AG E R J. KELSEY (454) 872-450I
SURVEYED BY H&B—SURVEYING AND MAPPING, LLC--------
DESIGN SUPERVISED BY BRIAN —MCFETERS> FE—(KIMLEY-HORN)
-----------------------
D E S G N E D By KIMLEY-HORN & _ASSOCIATES, INC._ _ _ _ _ _ _ _ _ _
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
WATFIRV GUALIT - 11
WATER QUALITY SUMMARY
REMOVAL
A-SrTE [AREA]
IMPERVIOUS
PERVIOUS
IMPERVIOUS
P LOAD
SCENARIO
(AC.)
AREA (AC.)
AREA (AC.)
OVER
(LB/YR)
REQUIRED
(LB/YR)
PRE -DEVELOPMENT
1.47
0.67
0.80
45.3%
1.72
0.73
POST -DEVELOPMENT
1.47
0.85
0.62
58.1%
2.13
ININIV)d
THIS PROJECT IS REOU/RED TO REDUCE THE TOTAL PHOSPHOROUS LOAD BY 0.73 LB/YR OVERALL.
THIS REDUCTION IS TO BE SATISFIED THROUGH A PURCHASE OF NUTRIENT OFFSET CREDITS.
WATER QUANTITY SUMMARY
Stormwater Outfall Table
Site Area (Acres)
1.47
Outfall A
Outfall B
Drainage Area From Site (Acres)
0.22
1.25
Overall Drainage Area (Acres)
1.85
70.81
Drainage Area to Existing Detention
Systems (Acres)
NSA
3.02
Runoff Reduction (cf)
0
0
Receiving Channel Type (Natural,
Restored, or Manmade)
Manmade
Manmade
Channel Protection Compliance Method
Energy Balance
Non -Erosive
Flood Protection Compliance Method
10-yr QDeveloped C 10-YrQExisting
10-yr QDeveloped C 10-yr C,Existing
1-year
10-year
2-year
10-year
VEAsting (ftr/s)
N/A
N/A
14.49
N/A
VDeveloperd (ft/s)
N/A
N/A
14.49
N/A
VAllowed (ft/s)
N/A
N/A
NSA
N/A
QExisting (CFS)
5.16
11.84
N/A
81.55
QDeveloped (CFS)
4.95
11.73
N/A
79.90
QAllowed (CFS)
5.00
11.84
N/A
81.55
NOTE: OutfalI A calculations are computed using the SCS Method. OutfalI B calculations are computed using
the Rational Method, since the proposed detention system forthis outfall discharges into an existing
manmade stormsewer system that requires additional calculations downstream of the detention point.
Both outfall calculations account for the overall drainage area reaching each outfall. Drainage areas that are
assumed to drain to existing detention systems are excluded from the waterquantity calculations.
NOTE: Proposed detention pipes are used to reduce the 10-yrQ (cfs) in the pipes downstream of the
proposed storm sewer improvements.
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
ADy PLANS
$DATE$ $FILE$
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� 3
P R 0 J E C T M AN AG E R J. KELSEY (454) 872-450I
SURVEYED BY H&B-SURVEYING AND MAPPING, LLC--------
DESIGN SUPERVISED BY BRIAN -MCFETERS> PE-(KIMLEY-HORN)
-----------------------
D E S G N E D By KIMLEY-HORN & _ASSOCIATES, INC._ _ _ _ _ _ _ _ _ _
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
0
LEGS D
PROJECT AREA ("A -SITE")
POST -DEVELOPMENT "A -SITE" IMPERVIOUS LAND COVER
rl" "i" 1plo
o
mt� SWIVIN1201 0 1 m I m I i V)d
OUTFAILL A
OUTFAILL B
AREA (ACRES)
0.22
1.25
P RE-DEV. IMP. COVER (ACRES)
0.12
0.54
POST-DEV. IMP. COVER (ACRES)
0.14
0.71
PRE-DEV. CN
82
76
POST-DEV. CN
85
82
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
OUT FALL B
ADy PLANS
$DATE$ $FILE$
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P R 0 J E C T M AN AG E R J. KELSEY (454) 872-4501
S U R V E Y E D B Y H&B -SURVEYING AND MAPPING, LLC _ _ _ _ _ _ _ _
k-'ONTROL AND RnWADWAY
DESIGN SUPERVISED BY BRIAN_MCPETERS, FE_(K/MLEY-HORN)_
DESIGNED By KIMLEY-HORN & _ASSOCIATES, INC.---------------------
NC.__________
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
GFNFRAI CONSTRUCTION NOTFS FOR F&S PIAN
I,) THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE,ONE WEEK PRIOR TO
THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2.) ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
SEDIMENT CONTROL REGULATIONS,
3.) ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4.) A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES,
5.) PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED
TO,OFF-SITE BORROW OR WASTE AREAS),THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER
FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6.) THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT
EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY,
7.) ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES
AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8.) DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9.) THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL
EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE
MADE IMMEDIATELY.
/U.) ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED DESIGNATED BORROW AREA.
/0 ALL EARTH MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY,FREE OF
ROOTS, STUMPS, WOOD, RUBBISH,AND OTHER DEBRIS,
12.) BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
/3,) ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-30IOF THE CODE OF ALBEMARLE.
14.) BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 A.M. TO
9a00 P.M.
15.) BORROW,F/LL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT,OR ORDER TO MINIMIZE
ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE
OF SLIDES, SINKING, OR COLLAPSE.
I6.) THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT
FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT,
UNIT, BUILDING OR OTHER PORTION OF PROPERTY.
I7.) TEMPORARY STABILIZATION SHALL BE AS ON SHEET 2D, ROADSIDE DEVELOPMENT SUMMARY.
I8.) PERMANENT STABILIZATION SHALL BE AS ON SHEET 2D, ROADSIDE DEVELOPMENT SUMMARY,
I9.) MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AFTER EACH RAINFALL, ANY DAMAGE OR CLOGGING TO STRUCTURAL
MEASURES IS TO BE REPAIRED IMMEDIATELY, SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS
FILLED WITH SEDIMENT, ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT
FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
IMMEDIATELY.
20.) ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION,
WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION AND CONTROL INSPECTOR,
21.) CONTRACTOR WILL BE REQUIRED T/O KEEP THE PROJECT'S STORM WATER POLLUTION PREVENTION PLAN (SWPPP) AND POLLUTION
PREVENTION PLAN (PPP) UP TO DATE AT ALL TIMES,
22.) CONTRACTOR WILL BE REQUIRED TO COMPLETE ALL REQUIRED EROSION AND SEDIMENT CONTROL INSPECTIONS AS REQUIRED IN THE
SWPPP AND DOCUMENT THE INSPECTION ON VDOT FORM C-107.
23.) CONTRACTOR SHALL HAVE AN ESCC CERTIFIED PERSON ON -SITE WHEN LAND DISTURBING ACTIVITIES ARE TAKING PLACE,
SEQUENCE/MAINTENANCE:
a.) Contractor shall provide 48 hours notice to the project
manager prior to the start of construction.
b.) The CRLD must be at the pre -construction meeting.
c.) Community Development Inspector must be notified of the offsite borrow or spoil
location at the on -site pre -construction meeting.
d.) All erosion control measures Will be installed as the first step in the clearing process.
e.) No erosion control measure Will be removed Without approval of the Community Development inspector.
f.) All disturbed areas are to drain to approved sediment control measures at all times during land disturbing
activities until stabilization is achieved,
g.) Access to properties shall be maintained at all times.
h.) Driveway material shall be replaced with same or better material.
U The contractor shall inspect all erosion control measures periodically and after each runoff producing
rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control device
shall be made immediately.
j.) The contractor is responsible for installation of any additional erosion control measures necessary to
prevent erosion and sedimentation as determined by the Community Development Department.
1992
BLOCK AND GRAVEL DROP INLET
SEDIMENT FILTER
WINE SCREEI ��N
GRAVEL FILTER
IIIE
IS -IS
OVERFLOW
, �R ovrre
wn HER
Set MEN, J �����
IIII lWl moo.;
SPECIFIC APPLICATION
'PHIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE
HEAFLOWARE EXPECTED AND WHERE AN OVERFLOW
VY ' �
CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING
AROUND THE STRUCTURE.
* GRAVEL SHALL BE VDOT q3. #357 OR #5 COARSE AGGREGATE.
Source: Va. DSWC
1992
Source: Va. DSWC
3.07
Plate 3.07-3
3.20
Plate 3.20-1
EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS
1992
BLOCK & GRAVEI, CURB INLET
SEDI)IIF, VT FILTER
�FDRs II�r
,neE scA,EL OITOT
�-
No ERrEo � iLaso wnrER
I � w
- III
scolMENr t IIII
wIRE scREE 2 .. BOOD STUD ITT, INI.-r
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE.
" GRAVEL SHALL BE VDOT #3. #357 OR #5 COARSE AGGREGATE
3.07
Source: Va. DSWC Plate 3.07-8
III -45
1992 3.05
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES. 2, EXCAVATE A 4'X 4TRENCH
UPSLOPE ALONG THE LINE OR
STAKES.
III
III IIII n
3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT
TO STAKES AND EXTEND THE EXCAVATED SOIL.
IT INTO THE TRENCH.
- /IIII
FA
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
A
/ W// IIIIIII \
POINTS A SHOULD HE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
Source: Adapted from Installation Of Straw and Fabric Filter
Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2
111 - 25
TABLE 6-1
GENERAL EROSION AND SEDIMENT CONTROL NOTES
ES-1: Unless otherwise indicated, all vegetative and structural erosion and
sediment control practices will be Constructed and maintained according
to minimum standards and specifications of the Virginia Erosion and
Sediment Control Handbook and Virginia Regulations gVAC50-30'
Erosion and Sediment Control Regulations.
ES-2: The plan approving authority must be notified one week prior to the pre -
construction conference, one week prior to the commencement of land
disturbing activity, and one week prior to the final inspection.
ES-3: All erosion and sediment control measures are to be placed prior to or as
the first step in clearing.
ES-4: A copy of the approved erosion and sediment control plan shall be
maintained on the site at all times.
ES-5: Prior to commencing land disturbing activities in areas other than
indicated on these plans (including, but not limited to, O£f sue barrow or
waste areas), the contractor shall submit a supplementary erosion control
plan to the owner for review and approval by the plan approving authority.
ES-6: The contractor is responsible for installation of any additional erosion
control measures necessary to prevent erosion and sedimentation as
determined by the plan approving authority.
ES-7: All disturbed areas are to drain to approved sediment control measures at
all times during land disturbing activities and during site development until
final stabilization is achieved.
ES-8: During dewatering operations, water will be pumped int
o an approved
filtering device.
ES-9: The contractor shall inspect all erosion control measures periodically and
after each runoff -producing rainfall event. Any necessary repairs or
cleanup to maintain the effectiveness of the erosion control devices shall
be made immediately.
VI - 15
Albemarle, County Design Standards Manual - Engineering
STONE �)0 MIN.
CONSTRUCTION
ACCESS 3 SM-2A ASPHALT TOP
COURSE EXISTING
PAVEMENT
6- MIN, 21A AGGREGATE BASE
PROFI E
s`ONE 10' MIN.
gUNsiRUCTIGN ^ ASPHALr pavEO
CGESS �(AJ WISNRACK
EXISTING
PAVEMENT
12� 3 M
EXTEND FULL WIDTH -V i`POSITIVE DRAINAGE
GFU NGRESS AND EGRESS To SEDIMENT
GPERATION TRAPPING DEVICE
PLAN
12' MIN pOSITNE DRAINAGE
L� TO SEDIMENT
1RAPPING DEVICE
ntrER �L_�IJ
SECTION A -A
.A muratmmit venter hop of 1 mch must be a0,11ed ,ifi n nmwnnm 1 inch bnucock
SIuu.ffvhAF.ppIYTI ,,hh,,1hd r fL5 talie,.f rndegnnte
o f t, R 1 r f b d H fla, R nee to tin
a, p d ettla t . rW r. Aa erlir letn shna be pre�errted f'om
enterag c.Dudrna dude_ Lr Winer- e,,.
PAVED WASH RACK
MS-1 Any area that has reached final grade must receive temporary or permanent soil stabilization within seven days. Areas not at final grade that will remain dormant
longer than 30 days must have temporary soil stabilization within seven days. Areas that will be dormant longer than one year must have permanent soil
stabilization.
MS-2 All soil stockpiles and borrow areas must be stabilized or protected with sediment trapping measures. Temporary protection and permanent stabilization shall be
applied to all on -site soil stockpiles and borrow areas and soil intentionally transported from the project site.
MS-3 Permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered
established until a ground cover is achieved that is uniform, mature enough to survive, and will inhibit erosion.
MS-4 Sediment basins and traps, and perimeter ESC measures intended to trap sediment must be constructed as a first step in any land -disturbing activity and shall be
made functional before upslope land disturbance takes place.
MS-5 Stabilization measures shall be applied to earthen structures such as dams, dikes, and diversions immediately upon installation.
MS-6 Sediment basin and trap design information. **
MS-7 Cut and fill slopes must be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of
permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected.
MS-8 Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure.
MS-9 Whenever water seeps from a slope face, adequate drainage or other protection must be provided.
MS-10 Inlet protection is required for all storm inlets that will be made operable during construction
MS-11 Before newly constructed storm water conveyance systems are made operational, adequate outlet protection and any required channel lining must be installed in
both the conveyance channel and receiving channel.
MS-12 When work in a live watercourse is performed, precautions must be taken to minimize encroachment, control sediment transport, and stabilize the work area to
the greatest extent during construction. Non -erodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used if
armored by non -erodible cover materials.
MS-13 When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of
non -erodible material must be provided.
MS-14 All applicable federal, state, and local regulations related to working in or crossing live watercourses must be met.
MS-15 The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed.
MS-16Underground utility lines shall be installed in accordance with the following standards in additions to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
C. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged so
that it does not adversely affect flowing streams or off -site property.
d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization.
e. Re -stabilization shall be accomplished in accordance with these regulations.
f. Comply with all applicable safety regulations.
MS-17Construction entrances are required at all access points to the construction site. Where sediment is transported onto a paved or public
road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling
or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this
manner. This applies to individual development lots as well as to larger land -disturbing activities.
MS-18AII temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary
measures are no longer needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil
areas resulting from the disposition of temporary measures must be permanently stabilized to prevent further erosion and sedimentation.
MS-19Adequate outfall information **
** MS-6 and MS-19 deal with the design aspects of the plan. For further information, please consult the latest edition of the Virginia Erosion and
Sediment Control Handbook. Also, refer to the sediment basin/trap design tables and the adequate outfall table located on the "Erosion and
Sediment Control Standard Details/Calcs."sheet.
Any variance to the above listed minimum standards must be requested and approved in writing.
1992
Page 8 o723
2016 ROAD R BRIDGE STANDARDS
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STAPLING DIAGRAM LENCTH
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AL MSMUM
o OTTER sot.
1 11 BE LOCATED
R
GENERAL NOTES:
AS INDIC17ED FAR
EILEPRODUCTN THE CENTRI EEIe
OF PLE (EROSION
wooT
ROLLED CONTROL
IF. ANANS
PROTECTIVE COVERING INSTALLATION CRITERIA
aFEIMPOE My 14SIPEIATOIsob
LU15 KUAU & 13KIU31, S IANUAKUS
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
2016 ROAD & BRIDGE STANDARDS
FILL SLOPE SECTION
DROP STD EC-3
MATERIAL VERTICALLY
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BE
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Ec.3
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' NOTES .Mar HALL PLA -T N ,RBA oEo ar T�ERMAN�rA�"�RER 2- STAKES SHALL ED WOOD OR - A' m,6N6 -
BOTTOM OF
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OFF
sS. 1.1 -TIES OF A1P111EI MATERIALS SEE . as r urTv HMAr REIN AccoROANPRIoaoaresNrrPRoveooN Ro6ucrs PIT TaR eGTTS. of cuI SLo FILL
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SOIL STABILIZATION MAT READ
606 IFE GVNoEv MELT PE d"SPoab ISrTi ION) E
2016 ROAD & BRIDGE STANDARDS
EROSION AND SEDIMENT CONTROL NARRATIVE
SITE I Oc:ATION: This project is located along Ivy Road (Route 250) in Albemarle
County, Virginia, between the interchange With Route 29/250 and Old Ivy Road.
PRO,JF(T DFS(:RIPTION:
Project construction Will consist of the addition of sidewalk and minor roadway improvements. Area
of the Site is 1.47 acres with 1.47 acres disturbed.
FXISTI C', SITF (:ONnITIO S: The site contains an aspholt-paved Urban Principal Arterial With shoulders and
roadside ditches, as Well as curb and storm sewer. Site topography ranges from flat to moderate slopes.
ADJACENT T ARFAS: This site is adjacent to commercial properties, with access from Route 29/250
and from connecting streets. No Wetlands or streams are located Within the project limits.
OFF -SITE ARFAS: There Will be no off -site grading on this project. Excess soil, existing
pavement and existing concrete items Will be disposed of at a landfill.
SOII S: The project corridor consists of udorthents, loamy soil and Urban Land (assumed Hydrologic Soil Group B)
C:RITICAI ARFAS: Critical areas for this project include the existing drop inlets located along the
corridor and the ditch on the north side of Ivy Road near the intersection With Old Ivy Road, that
are to be protected as shown on the E&S plans.
FRosioN ANn SFnIMFNT ('O TROI MFA,. IRES: Erosion and Sediment
Control plans have been included and depict erosion control construction sequencing,
temporary silt fence, temporary seeding, inlet protection, erosion control mulching and permanent
seeding.
PER A LENT STARII I7ATION: All disturbed areas Will be stabilized With permanent seeding
immediately following finished grading. Seeding Will be done per the included table 3.32D
from the VAE&S handbook.
STOR WATER RUNOEF CONSIDERATIONS: This project complies With part IIB of the VSMP
regulations. It meets Channel Protection and Flood Protection criteria at both outfolls
through the use of underground detention pipes.
CAI CHI ATIONS: Pipe Capacity and Channel Adequacy calculations are included in
corresponding Drainage Narrative Report.
ADy PLANS
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SURVEYED BY ---------
DESIGN SUPERVISED BY BRIAN_MCPFT�RS, PF_(iCIM�EY-HQRIU)_
DESIGNED BY LSIULEY-IdQRN_&-AS,5MAT-F-S- ldQ.___________
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THE UNIVERSITY OF VIR�M
DB 251 PG 005
ll. 16 AC.
PARCEL ID* 06000-00-00-05100
NOTES:
Ie) CONTRACTOR SHALL RELOCATE ALL /ILIAILBOXES ALONG IVY ROAD PER VDOT
STANDARDS.
2.) CONTRACTOR SHALL USE CAUTION WHEN
,
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ENTRANCE BETWEEN STATIONS
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0.90 AC.
\�\ PARCEL ID" 06000-00-00-03700
DEMOLISH AND REPLACE PAVEMENT
• • • • • • • • PROPOSED PAVEMENT
MILL/OVERLAY/BUILD UP
T
DENOTES
CONSTRUCTION
LIMITS
IN CUTS
DENOTES
CONSTRUCTION
LIMITS
IN FILLS
NOTE: DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS.
NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS.
LEGEND
PROPOSED CONCRETE
OBSCURING OF PAVEMENT
ASTD. CG-2 REO'D.
A STD. CG-I2 TYPE A REO'D.
A STD. CG-12 TYPE B REO'D.
A PROP. 5' CONC. SIDEWALK
A PROP. 6'CONC. SIDEWALK
A UTILITY TO BE RELOCATED (BY
OTHERS)
ZL EXIST. PIPE TO BE ABANDONED
A EXIST. PIPE TO BE REMOVED
0 TO BE CLEANED OUT
A SIGN TO BE RELOCATED (BY OTHERS)
A STD. UD-4 REO'D.
0 STD. RW-3 REO'D.
A CITY STD. SIDEWALK WITH MONOLITHIC CURB
A CITY STD. SIDEWALK
0 RAD. CG-6 RE0'D.
A STD. CG-6 REO'D.
CONSTRUCTING CURB RAMPS AND
I2I.50. CONTRACTOR SHALL TEST
EXISTING GAS LINE IN ORDER
ct
QL- �Q
DB 1805 PG 670
1.42 AC.
PARCEL ID* 06000-00-00-05800
DOMINION VIRGINIA POWER
MR. NATE HORSTICK
1719 HYDRAULIC ROAD
CHARLOTTESVILLE. VA
TEL: (57/) 992-5539
EMAIL: Notloniel.D.HorstickCadominionenergy.com
COMCAST
MR. PHILIP PERRY
324 WEST 4A/N STREET
CHARLOTTESVILLE. VA 22091
(540) 769-7043
EMAIL: Philip_Perry@Comcost.com
GAS
MS. 4ARY ZYLOW SKI
CITY OF CHARLOTTESVILLE (CC)
305 4TH STREET
CHARLOTTESVILLE, VA
OFFICE: (434) 970-3815
E4AlL: zyloWsk1@chorlottesyille org
UTILITY OWNERS
SEGRA
JARED MORRI S
524 W.BROAD STREET
WAYNESBORO, VA
OFFICE: (540) 949-3466
EMAIL: Jored.Morriscsegro.com
ACSA (WATER & SEWER)
ALEXANDER MORRISON
68 SPOTNAP ROAD
CHARLOTTESVILLE. VA 22911
(434) 977-45/l X 116
EMAIL: omorrisoncservicecuthnrity.org
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
oc
N Q Ln Z:)
DB 1805 PG
/.05 AC.
PARCEL 1D# 06000-(
CENTURY LINK
MS. THERESA BRYANT
417-419 WEST MAIN STREET
CHARLOTTESVILLE. VA 22091
OFFICE: (434) 971-1371
CELL: (434) 806-6826
E-MAIL: thereso.bryont@centuryllnk.com
UA
TELEPHONE / FIBER / SANITARY (FM)
MR. MARK ROACH
(434) 243-1704
EMAIL: msr3w@ylrginic.edu
WE
ADV PLANS
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PROJECT MANAGER J. KFLS-EY (4J4)-372-4.-Q1____________
SURVEYED BY LI&B_SURVEYING AND MAFFING LLC-- - - - - - -
DESIGN SUPERVISED BY BRIAN_MCFETERS FE_(KIMIEY-HORN)_
NOTES;
DESIGNED B Y K/MLEY-HQRN & _ASSQC/ATE S ING. _ _ _ _ _ _ _ _ _ _ _
000NTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD
SUBSURFACE UTILITIES BY INFRAMAP-COl?FORATION _ _ _ _ _ _ _
PER VDOT STANDARDS.
C-
a
Q c O �� �ti� DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
IQ-) Cio # MAY BE SUBJECT TO CHANGE AS DEEMED
C)o N N O o N NECESSARY BY THE VA DEPT.OF TRANSPORTATION
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DEMOLISH AND REPLACE PAVEMENT o....a.: o ....: AEXIST.PIPE TO BE ABANDONED
4:.° a ° . d.: PROPOSED CONCRET E
a. .
8 EXIST.PIPE TO BE REMOVED
• • • • • • • • PROPOSED PAVEMENT OBSCURING OF PAVEMENT 0 TO BE CLEANED OUT
MILL/OVERLAY/BUILD UP A STD. CG-2 RE0'D. ASIGN TO BE RELOCATED (BY OTHERS)
A STD. UD-4 REO'D.
C Q2 STD.CG-l2 TYPE A REO'D.
DENOTES CONSTRUCTION LIMITS /N CUTS 0 STD.CG-12 TYPE B REO'D. A STD.RW 3 REO'D.
DENOTES CONSTRUCTION EMITS IN FILLS A PROP.5' CONC. SIDEWALK A CITY STD. SIDEWALK WITH MONOLITHIC CURB
NOTE: DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS. A PROP.6' CONC. SIDEWALK A CITY STD. SIDEWALK
NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS. A UTILITY TO BE RELOCATED (BY 0 RAD• CG-6 RE0'D.
OTHERS) A STD. CG-6 REO'D.
Curye IVY-1
PI = 108.08.31
DELTA = 28.02' 12.80" (LT)
D = 2.30' 46"
T = 569.27'
L = l,l15.74'
R = 2,280.11'
PC = 102.39.04
PT = 113.54.78
V=35MPH
e = MATCH EXIST. S.E.
FADV PLANS
21412020 KARIC_CIV\113038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806003B.dgn
PROJECT MANAGER -1. KELSEY (4J4_)-372-_4.-0/____________
SURVEYED BY AND- MAPPINQ,JLC-________
DESIGN SUPERVISED BY BRIAN_MCPRTEf?�,RE_IiCIM�EY-HQRIU)_
DESIGNED BY K/MLEY--HQRN & _A55QC1A= INQ, -----------
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EROSION & SEDIMENT CONTROL LEGEND
Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4
Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3
Denotes Temporary Silt Fence, St'd EC-5 Type A or B
Denotes Temporary Diversion Channel, St'd EC-12
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21412020 KARlC_CN\113038 - Albemarle Cty On-Coll\20_lvyRd\CARD\REF\Sheets\d105806003D.dgn
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PROJECT MANAGER -1. KELSEY (4J4_)-372-_4.-0/____________
SURVEYED BY AND- MAPPINQ,JLC-________
DESIGN SUPERVISED BY BRIAN_MCPRTEf?�,RE_IiCIM�EY-HQRIU)_
D E S I G N E D BY K/MLEY--HQRN & _A55QC1A= INQ, -----------
SUBSURFACE UTILITIES BY INFRAMAP -CO FORATION _ _ _ _ _ _
EROSION & SEDIMENT CONTROL LEGEND
THIS SHEET FOR E&S CONTROL ONLY
Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4
Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3
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rsi
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Ps Denotes Permanent Seeding
rs Denotes Temporary Seeding
LOD
Limits of Disturbance
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
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NECESSARY BY THE VA DEPT.OF TRANSPORTATION
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FERENCES
9ETAIL, & DRAINAGE 6 #300
lnAl <�HFFT <� FTT) Sewer Line 6" C
LEGEND
EXIST. R/W i
AEXIST. PIPE TO BE ABANDONED
DEMOLISH AND REPLACE PAVEMENT PROPOSED CONCRETE
A EXIST. PIPE TO BE RE40VED NOTES:
• ' • ' • ' • PROPOSED PAVE4ENT OBSCURING OF PAVE4ENT 0 TO BE CLEANED OUT I.) SEE SHEET 3 FOR UTILITY OWNERS.
ASIGN TO BE RELOCATED (BY OTHERS) 2.) CONTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD
4/LL/OVERLAY/BUILD UP Q STD. CG-2 REO'D. PER V DOT STANDARDS.
ASTD. UD-4 REQ'D.
0 STD. CG-12 TYPE A REO'D.T DENOTES CONSTRUCTION LIMITS IN CUTS 0 STD.CG-l2 TYPE B REO'D.
A STD. RW 3 REO'D.
DENOTES CONSTRUCTION LIMITS IN FILLS A PROP.5' CONC. SIDEWALK A CITY STD. SIDEWALK WITH 40NOL/THIC CURB
NOTE. DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS. 05 PROP. 6'CONC. SIDEWALK A CITY STD. SIDEWALK
NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS. A UTILITY TO BE RELOCATED (BY A RAD• CG-6 REO'D.
OTHERS) A STD. CG-6 REO'D.
Curye IVY-2
PI = 133.51.04
DELTA = 2/° 32' 4484" (RT)
D = 2° 32' 23"
T = 429.25'
L = 848.37'
R = 2,256.02'
PC = 129.2I.79
PT = 137.70J6
V = 35 4PH
e = 4ATCH EXIST. S.E.
ADV PLANS
21412020 KAR/C_CNV13038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\di05806004.dgn
3
PROJECT MANAGER J.-KfLS-EY_&J41-3Z2--4.-2/------------
SURVEYED By ---------
DESIGN SUPERVISED BY BRIAN_MCPFT�RS, PF_(iCIM�EY-HQRIV)_
DESIGNED BY LSIULEY-dQRN_ &-AS,5MAT-F-S- ld-------------
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EROSION & SEDIMENT CONTROL LEGEND
Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4
Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3
Denotes
Temporary
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St'd
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Denotes Temporary Diversion Dike, St'd EC-9
0 RCD
Denotes
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_ RCD 2
Denotes
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�P A
Denotes
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St'd EC-6
�P B
Denotes
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St'd EC-6
rsi
Denotes
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Ps Denotes Permanent Seeding
rs Denotes Temporary Seeding
LOD
Limits of Disturbance
—_
9
ADV PLANS
21412020 KAR/C_CNV13038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806004c.dgn
3
PROJECT MANAGER J.-KfLS-EY_&J4)-3Z2--4.-QL------------
SURVEYED BY ---------
DESIGN SUPERVISED BY BRIAIV_MCPFT�RS, PF_(iCLM�EY-HQRIV)_
DESIGNED BY (SIULEY-dQRN_ &-AS,5MAT-F-S- ld-------------
SUBSURFACE
UTILITIES BY INFBA1VAP_.CQl3P0RBLIQIy _ _ _ _ _ _ _
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p c p�V ` °p p�, o Richmond, Virginia
p v \ Co �� O, V � j Q, = c� y� p° h ROADWAY ENGINEER
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WHITING OIL COMPANY INCORPORATED �° #408-A 021.02 AC.
DB 7/3 PG 670 �, _ O o �� o c °c v PARCEL 07000/l0/ CurVe OLD/VY-1
0° 92 AC. (Per Calculation) o Rod Weir � a, o a a) c (PROPERTY INFO PER GlS)
I F d ° Open/ 540° 6 G ��� 5 die o "� o � co Qo o °� c . P/ = 401.50.02
PARCEL ID# 06000-00-00-040DO 0�\ �, o i o '`� c °�°' DELTA = 2° 03' 56.80" (LT)
0 5 ot\e `ti N o ° o� D _ 0° 4/' 19"
e� Gr �o N o v c� T- 150.02
o N o v R= 8.32071'
`c � � � O PT = 403.00.00
REFERENCES
V = 35 MPH ADV PLANS
i ES, DETAIL, & DRAINAGE e = MATCH EXIST. S.E.
DEMOLISH AND REPLACE PAVEMENT
PROPOSED PAVEMENT
MILL/OVERLAY/BUILD UP
LEGEND
4; PROPOSED CONCRETE
OBSCURING OF PAVEMENT
�l STD. CG-2 REO'D.
Q STD CG-I2 TYPE A REQ'D
T DENOTES
CONSTRUCTION LIMITS IN CUTS
ASTD.
CG-12 TYPE B REO'D.
DENOTES
CONSTRUCTION LIMITS IN FILLS
A
PROP. 5' CONC. SIDEWALK
NOTE: DOT - DOT -
DASHED LINES DENOTE TEMPORARY EASEMENTS.
A
PROP. 6'CONC. SIDEWALK
NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS.
A
UTILITY TO BE RELOCATED (BY
OTHERS)
ZL EXIST. PIPE TO BE ABANDONED
A EXIST. PIPE TO BE REMOVED
0 TO BE CLEANED OUT
A SIGN TO BE RELOCATED (BY OTHERS)
A STD. UD-4 REO'D.
0 STD. RW-3 REO'D.
A CITY STD. SIDEWALK WITH MONOLITHIC CURB
A CITY STD. SIDEWALK
0 RAD. CG-6 REQ'D.
A STD. CG-6 REO'D.
NOTES:
I.) SEE SHEET 3 FOR UTILITY OWNERS.
2.) CONTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD
PER VDOT STANDARDS.
3.) SIDEWALK EAST OF OLD IVY ROAD (ROUTE 601) AND ST. ANNE'S
EXIT SHALL BE CITY OF CHARLOTTESVILLE CITY MIX. SEE DETAILS
ON SHEET 2B.
CurVe IVY-2
PI = 133.51.04
DELTA = 2/° 32" 44B4' (RT)
D = 2° 32' 230
T = 429.25'
L = 848.37'
R = 2.256.02'
PC = 129.21.79
PT = 137.70J6
V = 35 MPH
e = MATCH EXIST. S.E.
21412020 KAR/C_CNV13038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806005.dgn
PROJECT MANAGER J.-KfLS-EY_&J41-3Z2--4.-2/------------
SURVEYED By ---------
DESIGN SUPERVISED BY BRIAN_MCPFT�RS, PF_(iCIM�EY-HQRN)_
DESIGNED BY LSIULEY-IdQRN_&-AS,5MAT-F-S- ldQ.___________
SUBSURFACE UTILITIES BY 0fBBNI9P_.CQa1P0BBLIQIy _ _ _ _ _ _
-
3
THIS
SHEET FOR E&S CONTROL ONLY
Prop. Placement of Protecti ye Coyering
St'd. EC - 2
Prop. St'd. EC - 2 OLIVER vv
d Lic. No. 052976
W
xD X Denotes Depth of o�`�ss ��1�w DESIGN FEATURES RELATING TO CONSTRUCTION
See Plans for Ditch T ZONAL OR TO REGULATION AND CONTROL OF TRAFFIC
N,� # Y(� Protectiye Covering �o MAY BE SUBJECT TO CHANGE AS DEEMED
v Q # o o o NECESSARY BY THE VA DEPT.OF TRANSPORTATION
= s Location Station 132-25 to Station 134.25 x1.5., o 0
Zb .� _ Q: �o Kimley-Horn & Associates, Inc.
o o Richmond, Virginia
�(S)N OROADWAY ENGINEER
�
II
.�
II
EROSION & SEDIMENT CONTROL LEGEND
Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4
Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3
Denotes Temporary Silt Fence, St'd EC-5 Type A or B
Denotes Temporary Diversion Channel, St'd EC-12
Denotes Temporary Diversion Dike, St'd EC-9
LOD
Denotes Rock Check Dam, Type I; St'd EC-4
Denotes Rock Check Dam, Type II; St'd EC-4
Denotes Inlet Protection, Type A; St'd EC-6
Denotes Inlet Protection, Type B; St'd EC-6
Denotes Slope Interrupter; St'd EC-15
Denotes Permanent Seeding
Denotes Temporary Seeding
Limits of Disturbance
ADV PLANS
21412020
KAR/C_CNV13038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806005b.dgn
V)
P R 0 J E C T M AN AG E R J. KELSEY (434) 872-45OI
SURVEYED BY H&B-SURVEYING AND MAPPING, LLC-- - - - - - -
DESIGN SUPERVISED BY BRIAN -MCPETERS> PE -(KIMLEY-HORN)
-----------------------
DESIGNED BY KIMLEY-HORN &-ASSOCIATES,INC.-----------
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
- ------
SHEET 3
3-/
I STD. DI-4B REQ.
L=16', H=7.5', INV = 56/.l5'
3-1 TO 3-2 50' -36' CONC. PIPE CLASS 111 REQ. (3' COVER)
LEAK RESISTANT JOINT TYPE
INV(IN) = 561.15'. INV(OUT) = 56/.00'
3-2 / 40D. DI-4B REQ. (SEE SHEET 6(2A))
L=18', H=6.1', INV = 561.00'
STD. IS-1 REQ.
3-2 TO 3-8 52' -15= CONC. PIPE CLASS 111 REQ. (4' COVER)
SILT TIGHT JOINT TYPE
INWIN) = 561.00. INV(OUT) = 559.80'
3-3
I STD. DI-3B REQ.
L=16', H=4.4', INV = 560.00,
3-3 TO 3-8 8' -/5" CONC. PIPE CLASS 111 REQ. (3' COVER)
SILT TIGHT JOINT TYPE
INWIN) = 560.00% INV(OUT) = 559.80'
3-8 4.9 LF STD. 4iH-2 REQ.
I STD. MH-1 FRAM & COVER REQ.
INV = 559.42% RIM = 565.00"
CONNECT TO EXISTING 3", 6", AND /On IRON PIPES
STD. IS-1 REQ.
3-10
I STD. DI-3B REQ.
L=14', H=3.9', INV = 564.70'
3-10 TO 4-1 /72' -15" CONC. PIPE CLASS 111 REQ. (2' COVER)
SILT TIGHT JOINT TYPE
INWIN) = 564.70. INV(OUT) = 558.80'
NOTE:
ALL STRUCTURES GREATER THAN 4 FEET IN HEIGHT SHALL HAVE STD. ST-1
SHEET 4
4-1 1 STD. DI-3B REQ.
L=16', H=7.9', INV = 554.90'
STD. IS-1 REQ.
4-1 TO 4-2 /74' -18= CONC. PIPE CLASS 111 REQ. (6' COVER)
SILT TIGHT JOINT TYPE
INWIN) = 554.90'. INV(OUT) = 550.00'
4-2 / STD. DI-4EE REO.
L=16', H=12.2', INV = 545.30'
I STD. SL-1 REQ.
STD. IS-1 REQ.
4-2 TO 4-3 191' -48' CONC. PIPE CLASS 111 REO. (3' COVER)
LEAK RESISTANT JOINT TYPE
INV(IN) = 545.30". INV(OUT1= 544.70'
4-3 1 MOD. DI-4E REO.(SEE SHEET 6(2B))
L=16', H=7.0', INV = 544.69
STD. IS-1 REQ.
4-3 TO 4-4 24' -24" CONC. PIPE CLASS 111 REQ. (4' COVER)
SILT TIGHT JOINT TYPE
INVUN) = 544.60', INV(OUT) = 544.30"
4-4 6.8 LF STD. MY-2 REQ.
I STD. MH-I FRAME & COVER REQ.
INV = 543.20' RlM = 550.63'
STD. IS-1 REQ.
4-4 TO EX.4-7 //' -24° CONC. PIPE CLASS 111 REQ. (4' COVER)
SILT TIGHT JOINT TYPE
INVUN) = 543.20', INV(OUT) = 543.00'
4-5 3.5 LF STD. 4H-1 OR 2 REO.
I STD. MH-1 FRAME & COVER REQ.
INV = 559.00' RIM = 563.20'
STD. IS-1 REQ.
CONNECT TO EXISTING /5" CONC. PIPE
4-5 TO 4-6 /7' -/5- CONC. PIPE CLASS 111 REQ. (2' COVER)
SILT TIGHT JOINT TYPE
INV(IN) = 559.00, INV(OUT) = 558.50'
4-6 / STD. DI-7 REQ. GRATE A TYPE 111 REQ.
H=3.1', INV = 558.40' RIM = 56I.50'
STD. IS-1 REQ.
4-6 TO 4-1 IT -/5" CONC. PIPE CLASS 111 REQ. (2' COVER)
SILT TIGHT JOINT TYPE
INVUN) = 558.40', INV(OUT) = 558.00'
EX.4-7 MODIFY EXISTING MANHOLE
TO ACCEPT PROP. 24" CONC. PIPE
(PER SURVEY - EX/STING STRUCTURE *418 - SEE SHEET 1E)
__oN Lam/
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
SHEET 5
5-/ MODIFY EXISTING DROP INLET
ADJUST TO GRADE, RAISE 1.4'
ADD T-DI-3B,L=8'
PROPOSED RW ELEV = 539.50'
5-2 / STD. DI-7 REQ. GRATE A TYPE I REQ.
H=7.5'0 INV = 527.00' RIM = 534.50'
CONTRACTOR MAY NOT ORDER PRECAST STRUCTURE UNTIL INVERT OF
STRUCTURE 5-3 /S FIELD VERIFIED UPON COORDINATION WITH ENGINEER.
5-2 TO 5-3 48, -30" CONC. PIPE CLASS 111 REQ. (5' COVER)
SILT TIGHT JOINT TYPE
INV(IN) = 527.00". INV(OUT1= 526.00'
5-3 8J LF STD. 4iH-2 REQ.
I STD. MH-1 FRAME & COVER REQ.
INV = 526.00' RIM = 534.74"
STD. IS-1 REQ.
CONNECT TO EXISTING 40 CONC. PIPE
CONTRACTOR MAY NOT ORDER PRECAST STRUCTURE UNTIL INVERT OF
STRUCTURE 5-3 IS FIELD VERIFIED UPON COORDINATION WITH ENGINEER.
ADV PLANS
21412020 KARIC_CIV\113O38 - Albemarle Cty On-Coll\2O_lvyRd\CADD\REF\Sheets\d1O58O6OO6(1).dgn
V)
C
0
U
P R 0 J E C T M AN AG E R J. KELSEY (434) 872-450I
SURVEYED BY H&B _SURV EYING AND MAPPING, LLC
DESIGN SUPERVISED BY BRIAN_MCPETERS> PE_(KIMLEY-HORN)_
DESIGNED BY KIMLEY-HORN &_ASSOCIATES, INC --
_ _ _ _ _ _ _ _ _
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
3 X STAINLESS STEEL HA
TO DEFLECTION PLATE AN)
SWINGY 0UP ALLY MAN ENT
A
DRAINA"' STRUCTURE
STRUCTURE 3-2
TOP VIE
1112" ANGLE IRON, BOLTED TO EACH SIDE OF
INLET,TO SUPPORT STEEL DEFLECTION PLATE
MOO If
'61
11c) 44
- -
- -
-, 38 a MIN.. 18" WIDE
GES BOLTED
) INLET
STAINLESS STEEL
i
INLET FLOW
✓ PLATE TO
,'E
DEFLECTION PLATE r-------------------
IVROUND
OR SQUARE ; A
12" OPENING
THROUGH WEIR WALL
/5" CONC. PIPE
lNVlOUT) = 56/.00
_
�
36" CONC. PIPE
� STAINLESS STEE /NV(1N) = 56/.00
ORIFICE PLATE
BOLTED IN PLACE
8= AIDE WEIR WALL
-
- -
NOTES:
-r I I .... . .
3 X STAINLESS STEEL HINGES BOLTED
TO DEFLECTION PLATE AND INLET
WALL
SWINGY 0 � � DEFMAN ENANCEPLATE TO
TOP OF 8" WEIR
INV = 563.40
/00 YR W SE (ELEV = 563.94) [ -
18"Wx6"H RECTANGULAR OPENING
THROUGH WEIR WALL
INV = 562.60
ROUND OR SQUARE
1Z OPENING
THROUGH WEIR WALL
/5" CONC. PIPE
INV(OUT) = 561.00
7" DIAMETER ORIFICE
INV = 561.00
1112H ANGLE IRON, BOLTED TO EACH SIDE OF
INLET, TO SUPPORT STEEL DEFLECTION PLATE
RIM = 567.13
STD. T-DI-48,L=18' PRECAST TOP UNIT
1112H ANGLE IRON, BOLTED TO EACH SIDE OF
INLET TO SUPPORT STEEL DEFLECTION PLATE
78 " ON.. 18- WIDE
STAINLESS STEEL
INLET FLOW
DEFLECTION PLATE
BOTTOM OF
DEFLECTION
PLATE
INV = 564.10
----------------------- t-
- - L - - - - - - - s
N
"MIN.
STAINLESS STEEL
ORIFICE PLATE
BOLTED IN PLACE
/0 YR W SE
(ELEV = 563.43)
I YR W SE
(ELEV = 562.74)
STRUCTURE INV = 561.00
36" CONC. PIPE
INVUN) = 561.00
/. Ur IF /l.G r-LH/ G )r7HLL Dr— HDLG / U r- 11 / r7rf0UUr7 lKr7-/ (.UyG rT.
SECTION A -A
NOTES:
I. ALL STRUCTURES TO FOLLOW VDOT STANDARD DETAILS
UNLESS OTHERWISE DIMENSIONED ON PLANS.
2. STRUCTURES SHALL HAVE STD. ST-1.
3. ALL WEIR WALLS TO BE 8" CMU WITH GROUT FILLED
CORES.
4. REFER TO DRAINAGE DESCRIPTIONS ON SHEET 6(1) FOR
ALL RhV AND INVERT ELEVATIONS.
5.INLET SHAPING AS NEEDED.
6. ALL MANHOLE COVERS OR ACCESS LIDS SHALL BE
LOCATED OVER TOP OF ORIFICE PLATE.
7. SEE VDOT STD. SWM-DR FOR DETAILS ON STEEL PLATE,
BOLTS, AND ORIFICES NOT SHOWN.
8. SHOP DRAWINGS FOR ALL DETENTION STRUCTURES SHOWN
SHALL BE SUBMITTED TO ENGINEER PRIOR TO FABRICATION
AND INSTALLATION FOR REVIEW AND APPROVAL.
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
ADV PLANS
21412020 KARIC_CIV\113038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806006(2A).dgn
P R 0 J E C T M AN AG E R J. KELSEY (434) 872-450I
SURVEYED BY H&B _SURV EYING AND MAPPING, LLC
DESIGN SUPERVISED BY BRIAN_MCPETERS> PE_(KIMLEY-HORN)_
DESIGNED BY KIMLEY-HORN &_ASSOCIATES, INC --
_ _ _ _ _ _ _ _ _
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
DRAINA"' STRUCTURE
STRUCTURE 4-3
TOP V /E
V)
CL
O
U
NOTES:
I. ALL STRUCTURES TO FOLLOW VDOT STANDARD DETAILS
UNLESS OTHERWISE DWENSIONED ON PLANS.
2. STRUCTURES SHALL HAVE STD. ST-I.
3. ALL WEIR WALLS TO BE 8" CMU WITH GROUT FILLED
CORES.
4.REFER TO DRAINAGE DESCRIPTIONS ON SHEET 6(l) FOR
ALL RIM AND INVERT ELEVATIONS.
5.INLET SHAPING AS NEEDED.
6. ALL MANHOLE COVERS OR ACCESS LIDS SHALL BE
LOCATED OVER TOP OF ORIFICE PLATE.
7. SEE VDOT STD. SWM DR FOR DETAILS ON STEEL PLATE,
BOLTS, AND ORIFICES NOT SHOWN.
8. SHOP DRAWINGS FOR ALL DETENTION STRUCTURES SHOWN
SHALL BE SUBMITTED TO ENGINEER PRIOR TO FABRICATION
AND INSTALLATION FOR REVIEW AND APPROVAL.
SECT ION A -A
MOO If
'61
11c) 44
l 1/0 ANGLE IRON, BOLTED TO EACH SIDE OF
,lit r-r rn c-iinnnnr c--r,ri ni Arr-
RIM = 551.60
STRUCTURE /NV = 544.60
TED
TO
JF
//YLL/ ,, V ✓V/ / V/I/ .!/ LLL LJL/ LL I./ IwlV / LATE
STD. T-DI-4E,L=16' PRECAST TOP UNIT
3 X STAINLESS
TO DEFLECTION
SWINGY UALLOW
LFOR
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE VA DEPT.OF TRANSPORTATION
STEEL HINGES BOLTED
PLATE AND INLET
DEFLECTION PLATE TO
MAINTENANCE
l00 YR W SE (ELEV = 548.07)
l0 YR WSE (ELEV = 547.55)
ROUND OR SQUARE 18" OPENING
THROUGH WEIR WALL
l5" D1A iETER ORIFICE
INV = 544.60
FADV PLANS
21412020 KARIC_CIV\113038 - Albemarle Cty On-Coll\20_lvyRd\CADD\REF\Sheets\d105806006(2B).dgn
...................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
21412020 d105806006(3).dgn
12:59:44 PM
Plotted By. JonothOn.011ver
P R O J E C T M AN AG E R J. KELSEY (434) 872-450I
S U R V E Y E D B Y H&B _SURVEYING AND MAPPING, LLC ________
DESIGN SUPERVISED BY BRIAN MCPETERS, PE (KIMLEY-HORN)
DESIGNED BY KIMLEY-HORN &_ASSOCIATES,INC,___________
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
575
570
565
F Svli , NN
il mik-
STORM 3-1 TO 3-3
o
z.......
O
..........................
.................................................
oCn
O
N
oo
..
Q
O
Ln
O
Ln
QZ
HGL I �I S . 3" NI RON STORM (l
NV
560.Ln ..............:.................. ...g
LC) 49.99 L.F. Ln Ln 52.09 o0
L.F, rn ai O
36" Concrete Pipe Req'd. 15" Concrete Pipe Re 'd.Ln Ln
0
0.30 % 2Ln
.30
555----------------- ---7.6
550
545
540
0+00
z
15" Concre
O
G
� N
-----------------------------------;
W ��?-------
------------------
- ---
�ZI�
~ Q0
NLn
-�tUp
23Up
J�
ct=�I.—,* N Q
O
Q k
00Uj
III
OVZ C-5
QjOV
lujOV
(nUjCjOI_ I�C�
------------------- 41� Q-�--�------------
WVO
� J J-------`-�
J�VO
J rJ
Cl-
QkC1
�UUQ?I�
kCl- O
EXIST. 6" IRON STORM (lN)
INV. = 559.54
EXIST. l0° IRON STORM (OUT,
INV. = 559.42
/+00 /+2/
L.F.
Pipe Req'd.
)%
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE DEPARTMENT
Notes:
I) Storm sewer pipes shown on the profile are represented
by their inner diameter dimension, and do not include Wall
thicknesses.
2) Only existing Utilities, at the time of the survey, ore
shown on the Storm Sewer Pipe Profiles. These profiles
do not reflect either planned re -location of Utilities or
proposed Utilities. The Contractor is also directed to any
Utility Plans that may exist as part of this plan assembly.
3) Not all Utilities are shown on the Storm Sewer Profiles,
only those Utilities listed on the Utility Test Hole Data
Sheet With the addition of Sanitary Sewer line crossings.
4) All Utility locations are approximate, and are based on
information from the profect's Test Hole Data Sheet.
Utility information shown is specific to its corresponding
Utility Test Hole location.
5) Utility Test Hole Information is located on Sheet IJ.
6) Utility clearance dimensions shown assume the use of concrete
pipe and corresponding pipe thicknesses (Worst
case scenorio).
PROPOSED GRADE
EXISTING GROUND
Ln
I\
cc
W
HORIZ : l" r 25'
ADy PLANS
...................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
21412020 d105806006(4).dgn
12:59:46 PM Plotted By. Jonothon.Oliver
P R O J E C T M AN AG E R J. KELSEY (434) 872-450I
S U R V E Y E D B Y H&B _SURVEYING AND MAPPING, LLC ________
DESIGN SUPERVISED BY BRIAN MCPETERS, PE (KIMLEY-HORN)
DESIGNED BY KIMLEY-HORN &_ASSOCIATES,INC,___________
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
580
575
0
570
565
560
555
550
545
540
535
F Svli , NN
il mik-
STORM 5-/0 TO EX. 4-7
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE DEPARTMENT
STORM 4-5 TO EX. 4
o `6
� 4 580
c N �n
W
Q 03
cL Ln cl--
0
575
----------------------------
L
N
570
0 Ln
QD
� =
0
O �_
�
N
LQ
-.
565
QD
-----
-o
mom
:
I�N�v
�o
�roo
N
rroo�
Req'd.
HGL
560 ------
�WQ� o 0
Iq 530 Ln co co
0+00 /+00 2,00 3100 4,00 5.00 5188 555 -� � - - - Ln - - - -
Notes:
l) Storm sewer pipes shown on the profile ore represented
by their inner diameter dimension, and do not include wall
thicknesses.
2) Only existing Utilities, at the time of the survey, are
shown on the Storm Sewer Pipe Profiles. These profiles
do not reflect either planned re -location of Utilities or
proposed Utilities. The Contractor is also directed to any
Utility Plans that may exist as part of this plan assembly.
3) Not all Utilities ore shown on the Storm Sewer Profiles,
only those Utilities listed on the Utility Test Hole Data
Sheet with the addition of Sanitary Sewer line crossings.
4) All Utility locations are approximate, and ore based on
information from the pro ject's Test Hole Data Sheet.
Utility information shown is specific to its corresponding
Utility Test Hole location.
5) Utility Test Hole Information is located on Sheet lJ.
6) Utility clearance dimensions shown assume the use of concrete
pipe and corresponding pipe thicknesses (worst
case scenario).
PROPOSED GRADE
EXISTING GROUND
Ln
I'_ HORIZ : l r 25
041b LF,
Con rete PiAe Regld
2.97
550------------------ /J.2t
(4�5„ Concrete
Q) 3.0
v L
� o
545 -----Q
� c6
Cn Ln Q
Cr
Cn
=koW
540 Lr I_v
�o W
Q v
535 Na�,W
=�o�LU
�Cr�m
n,
� L _zt
530,
0+00
3-/0 TO 4-1
558.80
/.25
4-1 TO 4-2
554.9.0
/.50
'tAe Req�d
0.57
ADy PLANS
21412020 d105806006(5).dgn
12:59.48 PM Plotted By. JonOthOn.011ver
PROJECT MANAGER J. KELSEY (4J4) 872-450I
S U R V E Y E D B Y H&B _SURVEYING AND MAPPING, LLC ________
D E S I G N S U P E R V I S E D B Y BRI AN MCPET ERS, PE (KI MLEY-HORN)
DESIGNED BY KIMLEY-HORN &_ASSOCIATES,INC.___________
SUBSURFACE UTILITIES BY INFRAMAP CORPORATION
STORM 5-2 TO 5-3
550
545
540
N
Lh
555
550
525
520
5/5
0
o..o Ln ------------
-----------
�
c� o
N
O
N Cl
a) O
---------------------
0
o-------------
NO;
Ln
N:
47.67
30" Concrete Pipe Req'd
2./0
5/0 ,
0+00
Notes:
015/
5-3 to 5-3 (OUT)
526.00
3.50
lJ Storm sewer pipes shown on the profile are represented
by their inner diameter dimension, and do not include wall
thicknesses.
2) Only existing Utilities, at the time of the survey, are
shown on the Storm Sewer Pipe Profiles. These profiles
do not reflect either planned re -locution of Utilities or
proposed Utilities. The Contractor is also directed to any
Utility Plans that may exist as part of this plan assembly.
3) Not all Utilities ore shown on the Storm Sewer Profiles,
only those Utilities listed on the Utility Test Hole Data
Sheet with the addition of Sanitory Sewer line crossings.
4) All Utility locations are approximate, and are based on
information from the project's Test Hole Data Sheet.
Utility information shown is specific to its corresponding
Utility Test Hole location.
5) Utility Test Hole Information is located on Sheet lJ.
6) Utility clearance dimensions shown assume the use of concrete
pipe and corresponding pipe thicknesses (worst
case scenorio).
�n
QZ
W
HOR/Z : l" i= 25'
PROPOSED GRADE
EXISTING GROUND
DESIGN FEATURES RELATING TO CONSTRUCTION
OR TO REGULATION AND CONTROL OF TRAFFIC
MAY BE SUBJECT TO CHANGE AS DEEMED
NECESSARY BY THE DEPARTMENT
ADy PLANS