HomeMy WebLinkAboutSUB201600206 Plan - Approved Road Plan and Comps. 2017-09-015 ,; 111111IM10 IlWi
OWNER/APPLICANT- 06100-00-00-16500
DUNLORA INVESTMENTS, LLC
455 SECOND ST SE, SUITE 400
CHARLOTTESVILLE, VA 22902
ENGINEER: COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
(434)293-3719
SURVEYOR: CARDINAL SURVEY
TAX MAP PARCEL: 06100-00-00-16500 (DB 4657 PG 413)
TOTAL PROJECT AREA: 8.62 ACRES TOTAL.
ZONING. • R-4 RESIDENTIAL (BY—RIGHT) — NO PROFFERS
PROPOSED USE. 15 SINGLE FAMILY ATTACHED UNITS AND
14 SINGLE FAMILY DETACHED UNITS
REQUIRED DENSITY- 4 DWELLING UNITS PER ACRE
PROPOSED DENSITY 29 DU/8.62 AC = 3.36 UNITS/AC
OPEN SPACE: REQ: 2.16 AC OF TOTAL DEVELOPMENT AREA (8.62 x 259); AND
209. OF 7HE REQUIRED OPEN SPACE SHALL BE OUTSIDE OF
CRITICAL SLOPES AND THE SWM FACILITY
(2.16 AC x 0.2 = 0.43 ACRES MIN.)
PRO 1% 3.17 AC TOTAL OPEN SPACE PROVIDED (37%)
1.54 AC PROVIDED OUTSIDE OF CRITICAL SLOPES AND 771E
SWM FACILITY (49% OF THE REQUIRED OPEN SPACE)
THE OPEN SPACE WILL BE DEDICATED TO THE HOA.
BUILDING HEIGHTS. ° MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET
SETBACKS.° FRONT 5' MIN AND 25' MAX
SIDE. 10' BUILDING SEPARATION
REAR: 20' MIN AND NO MAX
SITE AMENI TIES.° Z 16 ACRES OPEN SPACE (PA SSI VE RECREA TION AREA)
SUBDIVISION STREETS ° CURB & GUTTER (PARKING ON ONE SIDE ONLY)
WA TERSHED: THIS PARCEL IS NOT IN A WATER SUPPLY PROTECTED AREA — SITE
DRAINS TO MEADOW CREEK (UPPER RI VANNA WATERSHED)
AGRICULTURAL/ FORESTAL. DISTRICT- NONE
TOPO & SURVEY ON—GROUND SURVEY PROVIDED BY CARDINAL SURVEY IN SEPTEMBER
2016, AND FROM DEEDS AND PLANS OF RECORDS.
DATUM: NAD iia
EXISTING VEGETA TION: PARTIALLY WOODED WITH EXISTING RESIDENCE STRUCTURES
CRITICAL SLOPES. MANAGED AND PRESERVED STEEP SLOPES ARE SHOWN AND LABELED.
LIGHTINGNO LIGH77NG IS PROPOSED
PHASING: S17E TO BE DEVELOPED IN A MINIMUM OF ONE PHASE.
U77LI77ES PUBLIC WATER AND SEWER
FIRE & RESCUE. AS REQUIRED, ALL FIRE FLOWS WITHIN THE DEVELOPMENT SHALL BE A
MINIMUM OF 1000 GPM AT 20 PSI. ADDITIONALLY, FIRE HYDRANTS
:SHALL BE PROVIDED ALONG THE ROADWAYS FOR FIRE PREVENTION AT A
MAXIMUM SPACING OF 500 FT PER TRAVEL WAY.
RECREATION: NOT APPLICABLE/NOT REQUIRED
PARKING. 2 OFF-STREET PARKING SPACES SHALL BE PROVIDED FOR EACH
DWELLING UNIT + 4 ON—STREET GUEST SPACES (MIN) FOR THE
ATTACHED UNITS. 6 ON—STREET GUEST SPACES SHALL BE LOCATED
ALONG THE ROADWAYS WHERE MARKED.
BUILDING St TES: PARCELS 1-29 MAY NOT BE FUR7HER DIVIDED. ONLY (1) DWELLING UNIT
PER LOT SHALL BE ALLOWED.
BURIAL SI7E S.• NONE
S7REAM BUFFERS/FLOODPLAIN: 7HERE IS A PORTION OF A WPO STREAM BUFFER LOCATED AT
THE SOUTHEAST CORNER OF THE SITE. THERE IS NO 100—YEAR
FLOODPLAIN LIMITS ON THE SUBJECT PARCEL, PER FEMA MAP
51003CO229D; FEBRUARY 4, 2005.
OFFSITE DISTURBANCE. NO OFFSI7E DISTURBANCE 1S PROPOSED WITH THIS PLAN, EXCEPT FOR
THE TIE—IN CONNEC77ON TO THE SANITARY SEWER WITHIN EXISTING
IJ77LITY EASEMENT.
LANDSCAPING: ALL PROPOSED ROADWAYS SHALL HAVE STREET TREES IN ACCORDANCE
WITH ALBEMARLE COUNTY REQUIREMENTS, PER SECTION 32.7.9 OF THE
ZONING ORDINANCE
RETAINING WALLS. • THREE SEGMENTAL RETAINING WALLS ARE PROPOSED.
SIGNAGE NO SIGNAGE CURRENTLY PROPOSED.
TRASH COLLECTION: TRASH RECEPTACLES SHALL BE MAINTAINED ON EACH INDIVIDUAL LOT.
ALL TRASH SHALL BE COLLECTED BY A DRIVING DUMPSTER SERVICE.
DAM INUNDATION: THIS SITE IS NOT WITHIN A DAM INUNDATION ZONE.
STORMWA7ER MANAGEMENT STORMWATER WILL BE CONVEYED TO A LEVEL 11 BIOFILTER WITH
DOWNSTREAM DETEN77ON BASIN. SEE SWM PLAN FOR DETAILS.
IMPERVIOUS AREAS. • SEE SWM PLAN
LAND AREAS.•
OPEN SPACE: 3.17 AC. (379)
LOTS 4.26 AC. (499)
ROW DEDICA TION: 1.19 AC. (149)
TRAFFIC GENERA 770N: TRIP GENERA 77ON BASED ON ITE GENERA 77ON MANUAL (8TH ED177ON)
29 SINGLE FAMILY UNITS (CODE 210)
278 VPD (139 EN7ER1139 EXIT)
AM PEAK: 22 (6 ENTER/16 EXI T)
PM PEAK: 29 (19 EN TER/10 EXIT)
LEFT/RIGHT LANE TURN WARRANT ANALYSIS,°
DUNLORA ADT = 2300 ADT
VPH = 2300 / 12 hrs X 2 = 400 VPH (WORST CASE)
NOTE: THE LOCATION OF THIS ENTRANCE IS BETWEEN (2) ENTRANCES INTO DUNLORA,
ONE ENTRANCE FROM RIO ROAD/PARK STREET, AND 7HE 07HER ENTRANCE FROM RIO
ROAD/JOHN WARNER PARKWAY. WITH THE (2) ENTRANCES SPLITTING THE
APPROACHING TRAFFIC AND TRAFFIC LEAVING DUNLORA, 7HE VPH WILL ALSO BE LESS
AT THIS ENTRANCE LOCA TION.
RIGHT TURN WARRANT PEAK PM IS THE HIGHEST TRIP PER HOUR WITH 21 ENTERING THE
SITE. BASED ON THE CHART IN THE VDOT MANUAL ON PAGE F-96, 21 CARS AN HOUR
EN7ERING THE SITE WITH AN APPROACHING TRAFFIC VOLUME OF 400 VPH DOES NOT
WARRANT A RIGHT TURN LANE OR FULL TAPER A 4.1 TAPER INTO THE DEVELOPMENT HAS
BEEN PROVIDED.
LEFT TURN WARRANT BASED ON THE CHART IN THE VDOT MANUAL ON PAGE F-78, A
VOLUME OF 400 VPH ADVANCING VOLUME AND 400 VPH OPPOSING VOLUME DOES NOT
WARRANT A LEFT TURN LANE. THESE VPH VOLUMES ARE A WORST CASE SCENARIO AND DO
NOT TRIGGER THE REQUIREMENTS FOR A LEFT TURN LANE
NOTE. EACH LOT AS SHOWN HEREIN SHALL CONTAIN A BUILDING S17E WHICH MEETS THE
REQUIREMENTS OF SECTION 4.2.2(b)1 (18-520)
CIN OF CHARLOTTESVILLE
PARCEL: 61-169
(D.B. 4622, PG. 523)
INUAMARTUD MIN M III A".
Ili N/F
CLUB DUNLORA, LLC. EXISTING
PARCEL: 62F -A1 PROPERTY LINE
(D.B. 3574, PG. 668) SCHWARiZMAN, JOEL & ZIVA
PARCEL: 62F-15
(D.B. 4679, PG. 643)
- /
I LOT 1 r , Ir .i i. r. i '
42':SFA �_ : J, �,', i /r >t 1'�ri rl:
6,363 SF LOT 2 . ':
1.
42' SEA LOT 8
f LOT, 7
I 4,887 SF � ; 5d SFD:
LOT 3 40 SED: 7.837:517 ` / n�f ' x� 1 _
42' SFA i / \ 3,672-8F, r: /i ri / f' ., MCPHERSON, MICHAEL OR CAROLYN
:.8,1,82 SF : e , /(%/,i.� f/f';?y ll�f j PARCEL: 62F 14
(D.B. 3220, PG. 313)
SEE RWS
CONNECTI
CROSS, WHITMAN OR JOY LEMCK
PARCEL 62F-13
(D.B. 1752, PG. 455)
DUNLORA INVESTMENTS, LLC
455 SECOND STREET SE, SUITE 4011
CHARLOTTESVILLE, VA 22902
N/F
WILLIAM IH. ROGERS JR. &
SHARYrON L. ROGERS
PARCEL: 61-165B
(D.B. 0526, PG. 432)
N/F
WILLIAM L. SIBLEY
PARCEL: 61-165A
(D.B. 1240, PG. 580)
LEVIN, CULETTA
PARCEL:: 62FF -12
(D.B. 4060, PG. 598)
RICHARDSON, DAVID OR VICTORIA
PARCEL: 62F-11
(D.B. 4424, PG. 509)
PANOS, :.STEVE OR JOANNE
PARCEL: 62F-10
(D.B. 1679, PG. 341)
WILLIFORD, JASON
OR KWAMINA
PARCEL: 62F-9
(D.B. 3779, PG. 329)
S�O6VID
EGINA'�,
ARCEL
r ; , f22F-8
WHEELER, THOMAS OR MARY
N/F PARCEL: 6217-7
DUNLORA FOREST PROPERTY- (D.B.. 101, PG. 463)
OWNERS ASSOCIATION, INC..
C/O NEST PROPERTY _.
40011
IM440
kq
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
Ch2i12ttes rile ,�„
Yech�ii of renter _- `
v 1w ♦ 10
Sheet List Table
Sheet Number
Sheet Title
1
COVER
2
EX. CONDITIONS AND DEMOLITION PLAN
3
LAYOUT PLAN
4
UTILITY PLAN
4A
GRADING PLAN
5
SITE UTILITY DETAILS
6
TRAFFIC, NOTES, & DETAILS
7
ROAD & WATERLINE PROFILES
8
v SANITARY PROFILES
8A
SANITARY PROFILES
9
DRAINAGE AREA PLAN
10
DRAINAGE PROFILES
11
DRAINAGE CALCULATIONS
12
LANDSCAPING PLAN
14 TOTAL NUMBER OF SHEETS
90A
[T
EXISTING CULVERT
— .•.-- •••
EARTH DITCH
CULVERT
,rte
DRIVEWAY CULVERT
DROP INLET & STRUCTURE NO.
+
BENCH MARK
CURB
— ® ® — —
CLEARING LIMITS
CURB & GUTTER
ir
VDOT STANDARD STOP SIGN
PROPOSED PAVEMENT
—z�
EXISTING CONTOUR
PROPOSED PERM PAVERS
—�---
PROPOSED CONTOUR
--�
EC -3A DITCH
240.55
PROPOSED SPOT ELEVATION
8"
DEPTH OF EC -3A DITCH
,__�_
APPROVED
;ail the A+Rxrfor! e COUrITY
Cor11rrwnity D��velypmont DepaitrTierit
Date _ ll -!
0.
D �
SCOTT R. COLLINS
U Lic. No. 035791,'c:,
SSjONAL Ew
z
CD
z
w
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0
TMP NUMBER
OWNER
ACREAGE
ZONING
DB/PG
A
062FO-00-00-OOOA1
CLUB DUN LORA, LLC
2.96 AC
R-4
3574/668
B
062FO-00-00-01500
SCIHWARTZM N, JOEL & ZIVA
0.48 AC
R-4
4679/643
C
062FO-00-00-01400
MCPHERSON, MICHAEL OR CAROLYN
0.44 AC
R-4
3220/313
D
062FO-00-00-01300
CROSS, WHITMAN OR JOY LEVICK
0.36 AC
R-4
1752/455
E
062FO-00-00-01200
LEVIN, JULIUS OR ETTA
0.33 AC
R-4
4060/598
F
062FO-00-00-01100
RICHARDSON DAVID OR VICTORIA
0.31 AC
R-4
4424/509
G
062FO-00-00-01000
PA.NOS, STEVE OR JOANNE
0.29 AC
R-4
1679/341
H
062FO-00-00-00900
WIILLIFORD, JASON OR KWAMINA
0.31 AC
R-4
3779/329
I
062FO-00-00-00800
JAMES, DAVID OR REGINA
0.26 AC
R-4
1735/638
J
062 FO -00-00-00700
WHEELER, THOMAS OR MARY
0.25 AC
R-4
2101/463
K
062FO-00-00-00000
ROBERT HAUSER HOMES, INC
1.39 AC
R-4
1621/036
L
06100-00-00-16900
CITY OF CHARLOTTESVILLE
8.70 AC
R-4
4622/523
D �
SCOTT R. COLLINS
U Lic. No. 035791,'c:,
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232 EAT GRAM S OR ' - l
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FINAL PLAN RJ
November 16, 2015
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY
(ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER
ACSA OFFICIALS AT THE START OF THE WORK.
2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT
NECESSARIL Y SHOWN ON THE PLANS AND WHERE SHOWN ARE ONL Y APPROXIMA TEL Y
CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
LINES AND STRUCTURES, AS NECESSARY.
J. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE
GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
MINIMUM OF THREE AND A HALF 3.5 FEET
6. ALL WATER AND SEWER PIPES SHALL HA VEA ( )
CENTERLINE OF PIPE. THIS
OF COVER MEASURED FROM THE TOP OF PIPE
E R , OVER THE C
IINCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE
DITCHES.
8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE
VALVE DURING A FUTURE EXTENSION OF THE LINE.
9. TREES ARE NOT PERMITTED iN THE ACSA EASEMENT.
10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO—LEAD REGULATION
,REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS
THE SAFE DRINKING WATER ACT).
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TO I iMtti°t.Y 4 '<F.i.faT r;.
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REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
36"MON LARGER THAN 5" IN ANY
DIMENSION
24"MI
INTIAL BACKFILL*
8"MIN (6" LIFTS)
EMBEDMENT * THOROUGHLY COMPACTED
SPRING LINE BY HAND DR APPROVED
OF PIPE OF TAMPER
HAUNCHING
NO. 68 STONE — —
BEDDING 6" max
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
ALL PIPE)
NOTE :
].OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT—OF—WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED-
3-WHERE
ROVIDED-3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD -32
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NOTE: HYDRANT MUST BE.
EQUIPPED 'MTH CHARLOTTES-
VILLE THREADS 4'4HICH ES
,� THE LOCAL STANDARD.
s
LLENGTHOFIBRAGiCH �AsikES i
G' MIN ,.,•,2' TO 9O' _ ._ I
(2I )
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BASE ANIO THRUST r; .,� A T
BLOCK AGAINST
UNDISTURBED STABLE
SOIL. STEEL RILE — F(
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED iOI �T FITTINGS
A HYDRANT JS LOCATED IN A FILL, IN ADC3TPON
TO POURING C01`41RETE. A STEEL PILE SHALL
BE U$EU AS ADDITIONAL SUPPORT.
L[, TE
I. SUkROOND EP HOLES WITH GRAVEL, AND KteP fkEt OF CONCRETE,
2. MAINT41N A 3 1/2' MIN• COVER FROM THE. MAIN TO THE FIRE HYDRANT
( INCLUDING DtTCHFS )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX,
4. TIME QA,Tr VALVE IS ALLOWED IN SHOULDER OR Birt IND THE DlTGF$.
IT I'S NOT AL,LOW0 IN THE DITCH,
.s
P 1 . FIRE h1'e"UIZAtSTS SHALL ESE ,TdS7AL,./ECi AT LOCATIONS (WHERE WEEP
HOLES ARE ABOVE THE rREVAILING GIROUNDWATIER ELEVATION. I
REC'U REP TO BE IN %ET AREAS, THE INNER' HOLE SHALL BE
PLUGGED AND THE HYDRANT SHALL. BE PUMPED DRY,
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
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ADJACENT SAFETY SLABS SHALL BE $'20 12•WITH ND SAFETY SLAB LOCATED WITHIN $ FEET
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Of TTCP OR BOTTOR OF THE STTMTUW- SAFETY SLABS SHALL NOT EE LOCATED BELOW
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4. SAFETY SLAB MiAY BE CAST -IN-PLACE OR PMCAST. CAST -W -PELAGE T.ONSRET£ TO i>E
CLA53 A5 (500+7 PSN. PRECA`iT CONIC L4 TO BE A4 (4099 €'S), RWORI;N
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STEEL TO BE IN ACCORDANCE WITH AASHTO E
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B. ACCESS OPE""CS MAYBE 30" MAETER OR 3D^ SCURN" WHEN STRWI RE WpTH 63
LESS THAN 34" THE ACCESS O f,.N Kv SHALL BE RECTANGULAR SSTRUCTLRE POTH BY
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W&ANO DROP INLETS MSTH W£IN CR5ATER THAN 12 VT. THE SPACWG OF
ADJACENT SAFETY SLABS SHALL BE $'20 12•WITH ND SAFETY SLAB LOCATED WITHIN $ FEET
HE
Of TTCP OR BOTTOR OF THE STTMTUW- SAFETY SLABS SHALL NOT EE LOCATED BELOW
ANY 14 -ET PIPE OF 34' 1NAAfETER OR GREATM.
d_'
2. THE COST OF THE SL -I I$ INCLUDED IN THE MST OF THE STRUCTUSE,
SEE CAST b`f PLACE ORAWINGS
FORi,V11gKR DETAILS
5, AOCES5 OPONdMGS CRE TO &£ GTNrGEA£6 FRCH ONE SIDE OF STR00tG'RE t0 it,
OTHER MI)EfiE APPUClBIAi, STEPS ARE TO BE STAGGERED A-CORDNGLY.
4 9 SASS V 8" �C-C TYP.
4. SAFETY SLAB MiAY BE CAST -IN-PLACE OR PMCAST. CAST -W -PELAGE T.ONSRET£ TO i>E
CLA53 A5 (500+7 PSN. PRECA`iT CONIC L4 TO BE A4 (4099 €'S), RWORI;N
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STEEL TO BE IN ACCORDANCE WITH AASHTO E
:; ,:� .:'
B. ACCESS OPE""CS MAYBE 30" MAETER OR 3D^ SCURN" WHEN STRWI RE WpTH 63
LESS THAN 34" THE ACCESS O f,.N Kv SHALL BE RECTANGULAR SSTRUCTLRE POTH BY
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TYPICAL PRECAST UNIT
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ROAD AND eROGE sTAN4ARas
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MANHOLES AND JUNCTION BOXES,
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snowICATION
RLFERENCs
SHEET , OF t
REVISION DATE
392
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COVER LIFT NOTCH
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CAST IRON LID
NOTES:
(1) FOR TOUCH READ METERS A 1-3/4" DIAMETER HOLE IS 'REQUIRED IN THE LID.
TYPICAL METER BORE'
(5/8)1-1" METERS)(_
NTS
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IO&TZ4sExTAe O> AAT FA13RC PAV44 $1MM LONGITUDINAL PERFORATED PIPE
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sTAen.IZEn oe[N 1-190 - - 4RUSi�1C SiRe:RGrN
GRNNYi ORAriAOE PAVEMENT TYPE OF PIPE - -
LAYER •""' M W.T_ !" NCI(. WAXIM
SUSeAiE LAYER•_ a..-•* ":P4'E BMTOTH WALL PVC .*3
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SEE' NOTE -i 07' AOMQATE,.IA ACOREATE OR CRIVS IEC
. -¢„ .,_D,. CLASS NEETI•W x- GRADATION REQUREUENT, ' NON -PERFORATE Oi3TLET PIPE FOR- L15E
. UNDER COMMERCIAL ENTRANCES AND FOIR OUTLETS
INCE Of PAYED Sti�N:EF� - TYPE OF .. CRUSMIfG ST�NGiTi -
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GE4iE%T6E 9RNNAGE-FAB!M - 'AX*TESTED ADOORDIN(< TO ASTR. 0-24t2.' AT 31• DEFLECTION.
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L ♦- —MAK MOVIOED ATTNNBYC MUMU,( A- DP ACGREGATE ON TCP CY PtPE- - .EDGEDRAN�iS IN CORE AREAS -
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- IMP INLET, MANHOLE, ECT.), NON-PEUTIRATOD WTLEI PIPES ARE WT RETiUI` W, I.-
7. ��V€ ELEVATION AT
OF BE END I N QEiTFk1BE :OR Si#R7CTLAF I•.D• . .
4, KL CONNED IELHOWS, WYES, ETC WffM PAF UNITS FOR, OUTLET PIPE "" � SIPEW'N.K OR
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ARE TO BE OF. THE SALE CRUShING STRENGTH AS THE 4UTL,$T-PIPE, CDRdERCfH.
,ENTRANCE '- UNPAVED SPACE
WTI17 PRPS 'TO T R€ CAT - -
B. ARE B€ FNS O I A OH 'LX CN. PLA t#SiRA+3LEY IIRAAE +rHd? - PE R E7➢
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6. OUTLET PIPE -:TO 9E IZWUNFLY CONNECTED TO EW -YT &OR OTHER DRAINAGE - X"`, GA, �1 k� ��..
-7. IA1THR9 THE LW $ OF A CDAWERGYN. k?STftARCE. NON-PET9F0RATE�'PWE 56!<tI, K
UTILIZED iN LIEU OF PERF4YtATEEF L'I'E.:
'yAINLINE F.OAUtiYAY -
8. THE LENGTH OF PIPE BETwEEIV THE WYE CONNECTION A"I1 ONE EW -12 SHALE # S7'O, C,htB- - .
LVITED TO PKAT MORE THAN F-4" TO PERMIT CNiEft INSPECTION OF THE .MAN UNE 8 GUTTER.�,.'Pl=
RANq <�TNEEN THE LRATS.OF ' ST'D. CUEffi:INEITHER DRECTION. - C4MMERpALENTRAVOE dam REIURNB, y GUTTER" -
a. FN S UATK)N3 VJtEN FiA.E DEPTH OF: STAB M OPEN -GRADED MATET{1A). �"Aj1N6T WN.1-BE i+ON,PEAFORA7£R, pIRE.
6E MA80TAR1ED- t#DER t I AND GUTTEk Wk 7" AGGREGATE, SHALL 19 USER. I '
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HO.21R Ae6REGAT.E NAY .SLSpp 8€ eUSE'D FROMTOPOF STAB;LQEO'OP -GR/r'�
TRATtitlAt LAYER Ald? CURB Atfii GUtTER. - -
SPECIneA wN IE
REFERENCE, pp�gry ,��T@y y�--yy A,��pp `� q��^y (Fy$,A^'An��••n�j ,M�I.� - 9Sd .
240 STANDARDPAVEMENT EMEN T Il4.lGEDIRA IR fWAR AND BRIDGE STANDARD$
P3$ .. - F£VCSION DATE SHEET 2 OF 2.
801 - - - VRG`NA DEPAR74W 9T OF TRANSPORTATION - - -
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GENERAL CONSTRUCTION NOTES FOR STREETS
,ROAD NOTES
1.
CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL
GRADiNG
MEETS REQUIRED GRADATION FOR TYPE 1, 11, OR ll! PRIOR TO PLACING AGGREGATE BASE.
BE MADE BY THE COUNTY. THE CONTRACTOR MUST N077FY THE DEPARTMENT OF
1 THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE
THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT
COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF
STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICA77ONS SHALL
2.
CONSTRUCTION.
UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE,
GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT.
AGGREGATE BASF IN THE EVENT THAT TAIL INTERMEDIATE COURSE IS APPLIED PRIOR TO 60
THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE
2, WHERE CINSUI TABLE MATERIAL IS ENCOUNTERED IN 77-1E ROADWAY, IT SHALL BE REMOVED
DAYS OR MORE AFTER COMPLETION OF INSTALLATION OF THE AGGREGATE BASE, THE PUGMILL
fr 2 T.47 E Urs. 4
±t OL€2 7" lh' ''E''"frf 1 TF-E,C7FiE,,"T,L,,t,4F Eik".ST:O0
WAtkd : MAY R, -:t UES)-W£ill TNF�O ROV'k 11, - 1W_,3�K:'&FM,.c"S: OET€CT L.e
L
FROM THE ENTIRE ROAD RiGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH
REQUIREMENT WILL APPLY.
(3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A
SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER.
THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE.
SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT
J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE
BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION
DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST
ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHiCH OBSTRUCT SIGHT DISTANCES
'
RESULTS FOR APPROVAL.
AT ROAD INTERSECTIONS SHALL BE REMOVED.
J.
SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC
4, ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER
,,�
RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL
PRIOR TO THE CONSTRUCTION OF THE SUBGRADE.
B17Z,/M/NOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA
DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A
U�--"P
„rt3Ya.`-'.--^W-"" ..
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS.
NATURAL WATERCOURSE.
DRAINAGE
4.
GUARDRAIL LOCA TiONS ARE APPROXIMA TE.. EXACT LENGTH, LOCA 77ON AND APPROPRIATE
fiYPE 0
NOT ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED
END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL
1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH
THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY
GUARDRAIL MAY BE REQUIRED A T LOCA TIONS NOT SHOWN WHEN, IN THE OPINION OF
A MINIMUM COVER OF ONE 1 FOOT.
( )
PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN
THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS
2. STANDARD UNDLRDRA/NS (CD -1 OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON
THE STREETS RIGHT OF WAY.
REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF
THE PLANS, OR WHERE FIELD CONDITIONS INDICATE.
'`i..
PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE
J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH
2.5
INCREASED TO SEVEN (7) FEET.
AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN
5.
WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY
ACCORDANCE WiTH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS
ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C).
OTHERWISE NOTED ON PLANS.
6.
WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE
.
SHALL CONFORM TO VDOT STANDARD PE -1.
ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER
7
COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH
COURSE.
L9
SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY
PAVEMENT
ADHERED TO.
1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT
8.
ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT
OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE
0
-C
VALIDATION. SHOULD THE FINAL PLA T F OR THIS PROJECT EXPIRE PRIOR TO SIGNING AND
DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED
RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
METHOD OF CORRECTION,
9.
ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA
2, SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND
_
MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD
COMPACT70N BEFORE BASE IS PLACED.
NAMING AND PROPERTY NUMBERING ORDiA IVUL AND MANUAL.
WlTHIN
J.
TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL
GENERAL NOTES;
SHOWN ON PLANS$
MEETS REQUIRED GRADATION FOR TYPE 1, 11, OR ll! PRIOR TO PLACING AGGREGATE BASE.
.
4.
THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT
7= ~
E: b Eti LE 'AaRkG AL DE PLcuLa dY I£tJN4a ucaEs,
AA
:.
THE INTERMEDIATE COURSE IS BEGINNING AT THE COMPLETION OF THE 1NSTALLA770N OF THE
r
G dYf3TIH',,c• E 'N:AcN,:11RU T3 R6: C•i;.;L'y`S Zi CTtsME:.3L iF 'k,"'S A. 4 T' P?+F'Cfw t
_,..,-.- �.
AGGREGATE BASF IN THE EVENT THAT TAIL INTERMEDIATE COURSE IS APPLIED PRIOR TO 60
- W73Y3 '" rF T,°x''~-3a"'fAN. 3N4ESrVA: Si fifACC CL+VCRiha T7n.. €LLL N'7B?li' OF '}iE'
.r \ -
DAYS OR MORE AFTER COMPLETION OF INSTALLATION OF THE AGGREGATE BASE, THE PUGMILL
fr 2 T.47 E Urs. 4
±t OL€2 7" lh' ''E''"frf 1 TF-E,C7FiE,,"T,L,,t,4F Eik".ST:O0
WAtkd : MAY R, -:t UES)-W£ill TNF�O ROV'k 11, - 1W_,3�K:'&FM,.c"S: OET€CT L.e
L
•�
a ,r" ..
't> °'
T rL
REQUIREMENT WILL APPLY.
3. lKop - `},DES :E)F CLI% RAS¢.' r:Y iE .£''r,>'lT6Fi3• Ma4p•I;lTN7GAI,i" W[V RA',+F-
Fk. ti E itliCUl~-TfiR
THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE.
i0r_R LR HY L;,Y9G R£>sk)'No tJ3fi5741t�7}Epd gold, III ft€GURE?J',1 OTS,
..
BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION
4, k' R:rif,{Y. P1.00N )5: 'E A.5"T, H07.t 5 SStr,[ RE PRO':,tt.Ers'. CR UII'N4L.Fr9"?'5 4p
&P,
PLAN VIEW
'
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r'F,.C:t..T-M,AM`r"'z':;c7(,R, PRF,Gd:,T C4>ft+.kGTC`'fAk„ H[''ft.Afi,.. c1�,i.-'
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PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT
AnE. -
Y
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B17Z,/M/NOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA
- t
t -1 R -C P+..f; R N r_ptA.''.. 7 N
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C!'YlCE,1".lE SStY'7E3S'.%,f •,,'
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DEPARTMENT OF TRANSPORTATION SPECIFICATIONS.
G. C✓_Afi r CSASa' CY Ci k"zR 5f ti??i TA ANs'771tR4S A6.t,7a£eztiY. -To =URB RA&a�3
,,....-,--.-. .
11
ENCROACHMENT, POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO
WE t 7u210 {rt,`Alvf d FoFr, c,sm'r'"cup erin tL- 9E
11
fiYPE 0
NOT ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED
7; .;i:7?t3. ftA1FP5 ARE 40. [.diCAT6Ct AS S'NpW4c 9N €`t1E-PLlI�dS ' is 9;a€)O;E31
PARALLEL.
THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY
. UY`-TkF" t ' 'e:Lft: iH , 'L,'iz TV Ek" "�."4YICFi7 AT�ItiT:?;45�CT:ptF"+'�N!3ERf,4t£R'
'ik l-5}'Ri.£ .SOL $. NIT'llNl T £4i PQI ^i7 t1€ 'WAY OF' k. N)Gt?d,.1'�' f
- -
PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN
.-(",Th"
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THE STREETS RIGHT OF WAY.
70T£9714£Tl'.Cd
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NAMING AND PROPERTY NUMBERING ORDiA IVUL AND MANUAL.
WlTHIN
J.
TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED
SHOWN ON PLANS$
MEETS REQUIRED GRADATION FOR TYPE 1, 11, OR ll! PRIOR TO PLACING AGGREGATE BASE.
BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE,
4.
THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT
CONVENIENT ACCESS.
THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND C
%
THE INTERMEDIATE COURSE IS BEGINNING AT THE COMPLETION OF THE 1NSTALLA770N OF THE
l ARE 5 MPH BELOW THE
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS
ttSiB.APO OUTTEB
CG - 81 (SE NOTE 73
�'
AGGREGATE BASF IN THE EVENT THAT TAIL INTERMEDIATE COURSE IS APPLIED PRIOR TO 60
DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS
SXIEWALK,.
(SEE NOTE'2) i„
$
DAYS OR MORE AFTER COMPLETION OF INSTALLATION OF THE AGGREGATE BASE, THE PUGMILL
12. VDOT STANDARD II OR CD -2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE
I FL LLtldE
REQUIREMENT WILL APPLY.
SUBBASE MATERIAL AT ALL CUT AND FiLL TRANSITIONS AND GRADE SAG POINTS AS
5.
THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE.
SHOWN ON THE ROAD PROFILES.
6.
BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS
PLAN VIEW
BEFORE SURFACE TREATMENT IS APPLIED.
THAT ARE DEEM ED INACCESSIBLE TO VDOT 0 R COUNTY INSPECTIONS. THE VIDEO
7
PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT
,
T VIDEO CAMERA
INSPEC770N SHALL BE CONDUCTED IN ACCORDANCE WITH VDO S
$ X MAX. O
SLtWE iSIANGE .`---
(PRIME COAT RC -250 0 0.3 GAL./SQ. YD.).
R PRESENT.
COUNTY INSPECTOR INSPECTION PROCEDURE AND WITH A VDOT OR C
8.
B17Z,/M/NOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA
I
sX MAX. M D
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS.
SLOPE ORANGE _
9.
11
ENCROACHMENT, POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO
ALBEMARLE COUNTY
21A
NOT ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED
>l7'Et7llRRAi+�+� NOTES WITHIN
.�1.
THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY
SP€CtFICAT70NS. - - - - .
43
PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN
ANY EXISTING PUBLIC R1GHT_OF--WAY INCLUDING
4
THE STREETS RIGHT OF WAY.
1. PRIOR TO ANY GONSTRUCTTON ,
CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM 77 -IE VIRGINIA
DEPARTMENT OF TRANSPORTATION (VDDT). THIS PLAN AS DRAWN MAY NOT ACCURATELY
REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE
REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFlCA77ONS
AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED.
J. EROSION AND SIL TA TION CONTROL MEASURES SHALL BE PROVIDED /N ACCORDANCE WITH
THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY
CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY
OBTAINABLE, LESSER SLOPES OF 3.• 1 OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE
OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO
STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM
TRAFFIC CONTROL DEVICES
& UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE
PIPE -CLASS Ill.
9. ALL EXCA VA TION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA
STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926).
TYPICAL ROAD SECTIONS
--\___
EXiST; GROt
EXiST. GROUND
i �
I-111
I
tRADIUS, TO BE AS I
A5 MAii� . STREET APPROACH SAME'SURFA(WO-
1 " ROADWAY (SEE NOTE S)
SHOWN ON PLANS$
�+ C
-
i
.- -
--
(RADIUS TO BE AS
%
RADIAL COMSMNATIONSHOWN ON PLANS)
f
ttSiB.APO OUTTEB
CG - 81 (SE NOTE 73
�'
.. - - i �. -'
l r
SXIEWALK,.
(SEE NOTE'2) i„
$
I $�
�..-
I FL LLtldE
EXPANSION
- --
a M
Q
_ :_
B 2'" OR AS G MMI ROADWAY
NCOTEt wvik, ""-O
SHORAN ON T'YPNGAL SEOTiO
N: A .J
NOTES)
PLAN VIEW
I_ 'ASPHALT PAVEMENT WIDEMNG SHALL HAVE, A PA'1EMENT DESIGN, IN ACCORDANCE WITH- CURP,ENT VODTPROCEOURES ANO- BE APPROVED BY THE. ENISiNEER.
,MAINLINE ROADWAY SLOPE.'
2: THE PAVEMENT DESIGN FPR ASPHALT PAVEMENT WIDEI SHALL MEET OR EXCEEp.'Ti1E DEPFtt$ ANT OF THE LAYERS OF
PAVEtAENT,SUBSURFACE
()C
10'PARABOCURVE
EDGE OF SHOULDER OR'
$ X MAX. O
SLtWE iSIANGE .`---
,OPTIONAL FLAW, LMA^
fl
MAINLINE. ROADWAY
-' ` - "� - - - --
I
sX MAX. M D
1.5
SLOPE ORANGE _
1
R/W
EXIS77NG
E/P `i STT?EET TREE
-,-... 1 L/±:,-"
.yy
T'' 4
PLAN77NG
STRIP SIDEWALK
T - 6' S' 1'
GRASS SHOULDER ROADSIDE
DITCH
8' 4' _
M CONSTRUCT GRADE'CHAINGES WITH A PARABWC CURVE.
SECTION A - A
-..B
12 "It
11
SECTION C. C
w - 23' RA_- I I 502 1.
.DMO -ROAD & DU IlJOl L13 .DRIVT F.ROWK46W
NOT TO ,SOLE
NOTES:
1. ADDITIONAL ROADWAY SHOULDER IS PROVIDED WITHIN THE EXISTING PAVEMENT. SEE EXISTING CONDITIONS FOR PAINT LINE
AND EDGE OF PAVEMENT LINES. PROPOSED SECTION BEGINS AT EXISTING ROADWAY EDGE OF PAVEMENT.
2. FROM DITCH STA. 12+50 - 13+12 THE ROADSIDE SHOULDER SHALL EXTEND AT 8% FOR T PLUS VAT 2:1.
3. FROM DITCH STA. 13+12 - 13+40 THE ROADSIDE SHOULDER SHALL EXTEND AT 8% FOR 5' PLUS 3' AT 2:1.
4. FROM DITCH STA, 13+40 - 14+57 THE ROADSIDE SHOULDER SHALL EXTEND AT 8% FOR U PLUS 21 AT 2:1.
TOP/ 4' 2" R
OF
CURB v °'
:.0 : ,
1":1$
4 •a �: a'
„' .:d a A A .
. a
13 ..
d a
A. a 7
. e•' a a . 4
. '
d
•. 4
a
„ a e'a4
.
i1 a c
Al V'A d e
4" 1 oKW9_5:0Vfi;Xa - I !I,'. 1� , , I ,�am
r-- 1 i _--J..,a-6" r 2e
STANDARD CG -6 VDOT #57,#68, OR #78
STONE BASE UNDER CURB
CURB & GUTTER & CHECKED BY VDOT
NO SCALE PRIOR TO PAVING AND/OR
BACKFILLING.
GENERAL NOTES
1 WHEN CG -11 IS USED FOR STREET CONNECTIONSS,, THE
CONNECTION MUST 13E DESIGNED IN ACCORDANCE VMTH
A14HTO� POE.ICY AWD E APPLI.ABLE REQUIREMENTS
OF THE VDDT ROH) DESIGN MANUAL, INCLUDING SIGHT
DISTANCE REQUIREMENTS.
2. WHEN THE ENTRANCE RAD! CANNOT ACCOMMODATE THE
TURW40 REQUIREMENTS,OF ANTICPATEO HEAVY TRUCK
TRAFFIC TINE OEPTN FOR SIDER/ALK 4 CURB RAMPS
WITHIN FHE LbiTS OF THE RADISHOULD BE
INCREASED TO 7':
3. WHEN USED IN CONJUNCTION WITH SiANDARD CO -3
OR CG -7 THE CURB FACE ON THIS STANDARD: IS TO
BE ADJUSTED TO MATCH THE MOUNTABLE, CURB
CONFIGURATION.
4. SEE STANDARD CG -12 FOR CURB RAMP DESIGN TO BE
USEDWITH THIS STANDARD,
5. OPTIONAL FLQAEiIE MAY REQUIRE 4AARPMO OF A
P I I NOF GUTTER TO PRECLUDE PbNikWG OF CRATER.
ENTRANCE NOTES.
6. PLANS ARE TO INDICATE WiEN CONSTRUCTION OF A FLOW
LINE ISREQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
THE ENTRANCE.
7, MAINLINE PAVEMENT SHALT BE CONSTRUCTED TO THE
R/W (N0 (pfCa ANY SUBGRADE STAB IZAtTKMI
REQUIRED FOR WM! RE PAVEMENT WHICH CAN BE
OMITTED IN THE ENTRANCE.)
8. RADIAL CURB OR COMBINATION CURB IMO GUTTER
EXCEPT FFOR REPLACEMENT PPU BEYOND THE. R/W i_It.E
9. THE DESIRABLE AND. MAXIMUM EN7RAECE GRADE GrIAICES
"O" ARE LSTEO 1N. THE ALLOWABLE' ENTRANCE' ORAE
TAME.. THESE VALUES ARE NOT APPLICABLE TO STREET
CONNECTIONS.
ALLOWABLE ENTRANCE GRADE CHANGES
C
ENTRANCE' VOLUME .GRADE'D"HAti."E
SLE I -MAXIMUM -
HiGH MdORE THAN 1900 YPD
O X 3 X
MEDIUM 500-1500 VPD
A3% 6.X
LOW I LESS THAN 500 VPD
S5% B %
NOTE, ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
1 1 r1c.,Ab .1"UlI&IG J 11rZ_&1- JZC.11(11V
PARKINC ONE ,SII E ONLY
NOT TO SCALE'
.TES.ICN SYPEE.D=25 MPH
NOTES:
1, SEE PAVEMENT DESIGN CHART T(O THE RIGHT FOR ROADWAY DEPTH REQUIREMENTS.
2. STREET WiDTHS SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY STANDARDS AND FIRE AND RESCUE STANDARDS TO
ALLOW ADEQUATE WIDTH TRAVEILWAY AND PARKING ON ONE SIDE OF THE ROADWAYS. SEE SHEET 3 FOR NO PARKING SIGNAGE
ON ONE -SIDE OF ROADWAY.
1.5" SM -9.5A
SURFACE COURT
2.5" BM -25
INTERMEDIATE I
5" COMPACTED
BASE COURSE,
COMPACTED
SUBGRADE
ASPHALT PAVING -W ROAU"S
Table 4: Pavement Design (VDOT Pavement Design Guide) NOTE: CBRS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND VDOT ALONG WITH UPDATED PAVEMENT
DESIGN WORKSHEETS TO FINALIZE PAVEMENT DEPTHS PRIOR TO PLACEMENT OF THE FINAL ASPHALT.
Pavement Design
L_
(D
ADJACENT TRAVEL LANE ASPHAi _T PAV€MENT WIDENING
_
_12 - EOC,E OF EXISING. PAVEMENT
RF'"-
1.0
)location
TACx, COAT THE PROPOSED -
ADT
ICV
Design
-,-
(-'BR
;SSV
�i�°
Sut°f'ace � a
Ba�� b a
Sub -base h a
Dp11 11
0
I'q PROPOSED MINIMUM 74/1 INCH, THICK ASPHALT SURFACE CUURSE 4SEE. NOTE 5;
MINIMUM 12 INCHES, ETR' GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
s
3
AS DETERMINED RY CORES (SEE NOTE 3:
--
NOTES)
�
I_ 'ASPHALT PAVEMENT WIDEMNG SHALL HAVE, A PA'1EMENT DESIGN, IN ACCORDANCE WITH- CURP,ENT VODTPROCEOURES ANO- BE APPROVED BY THE. ENISiNEER.
�
2: THE PAVEMENT DESIGN FPR ASPHALT PAVEMENT WIDEI SHALL MEET OR EXCEEp.'Ti1E DEPFtt$ ANT OF THE LAYERS OF
PAVEtAENT,SUBSURFACE
y {
Varick Street
.EX1STIk1G
DRAINAGE OF THE EXt$T7RG AND PROPOSEI, ?AVE . NT'SHRi:t SE ADDRESSED IN "THE PAVEMENT E)E${GN.
2178
{�
0
y7p�
2 7 8
4
4
1Ci30
SM -9 5
1.5
2.
BM -7 5
2.5
O. FASTING PAVEMENT M tM S ANO. MARKERS'WITHN THE PROJECT OMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
21A
5
.�1.
Marin Court
SP€CtFICAT70NS. - - - - .
43
0
48.
4
4
4I. . I49
SM -9.5
1.5
2.25
BM -25
2.5
Z
5
0.6
1:1.'75 '' ::
Nate: Contractor to bore any existing paveinent being utilized and coordinate with VDOT on upgrades to geometric design standards to ensure the above specifications are i et
and are in accordance with their standards.
f;• ., /
XISTIG 25 MPH
N %� T
"t ` ' - PEED LI IT SIG P G 1 ■ E RATI
„� "ROAD WORK AHEAD A
"ROAD WORK AHEAD" SIGN (W20-1 LATI®N S
SIGN (W20-1) >
. ,�' TRIP GENERATION BASED ON ITE TRIP
"ONE LANE ROAD AHEAD" ; 'i I. �''
SIGN (w20-4) / GENERATION MANUAL (8TH EDITION)
29 SINGLE FAMILY UNITS -CODE 210
4
1 v,
"BOTHADT: 278 VPD (139 ENTER/ 139 EXIT)
SHOULDERS �
CLOSED AHEAD' �r �,V AM PEAK: 22 VPH (6 ENTER/ 16 EXIT)
SiGN (W21 -V12) kJ /, PM PEAK: 29 VPH (19 ENTER/ 10 EXIT)
9���
Q`
Q `r=a `� -
„BOTH Q (�, S +�
'1.
i� :
`� 1
, ,.
Q
SHOULDERS " i r `'���,,, .
/? 5 \s.
L ED
Q . t t .,. N
CLOSED AHEAD" h
/.
a
z�
I \
• :Y � �y
G
;;\
SIGN (W21 -V12) J11
%g" `� ti ",, ^,, 1. N -" � , _� ':.F {' {t \ °c\;,.
ONE LANE ROAD AHEAD O J, ,,> L Y ,
SIGN (W20-4) irY',, ` jw. 43x i A\,,,i1 Nt` j1i.\t i$r
\e..
:� t > .
(�
/41
19- a 1:: ♦�s` .tt
: / ....
i.
(VARIABLE WIDTH)
4" CONC, 3000 PSI
28 DA YS OR STRONGER
% A
/
A
f
/ /
I `//�
11 llb
�- 4" 21-A STONE BASE
CONCRETE ,SIDEWALK
NO SCALE
NO SCALE: SEE CHART ABOVE FOR MINIMUM DEPTHS
Figure IGC- Example of;a Cine -Larne, Two -Way Taper
FL.AGR
April 2015
LONGITUDINAL,BUFFER SPACE
INCREASED T'0 POSITION THE TAPER.
IN ADVANCE OF THE. CURVE
NOTE: 155'
ONE -LANE NOTE: 50' MIN., 100' MAX.
TAPER
OLVVAY ITAPER
FLAGGER
) t .trj .. A �,.. /. .... i f:1.1,:9 i' { 1. ^'\,\\:'.
''\=. �''1.'.
>. , .,
�, �.-
ROAD WORK AHEAD" ,1. . \
O E
i rs fi'
;. ,
�r
f ✓Y' =4
b t 1
Y
SIGN (W20 1) _ \;r a F;, r }} r,', 4z �`+
+
x
�. { C' l ,� "c=' il +ill. Ali.
:�' + ,I` ,ii,l ;7) r;.} .ti, i' 1 -,' \\-.II)}1. , t.t,,It .'4� ,.:1�..
V
, ,i r Iiti{ I �t �.,`, ,j' >tC ,,;d? ; \ -1 li 1 S t+1't,tl-1 t RY-n �%
.i. £. . I., x ti 1 -
"! , , (+:' + { \ \� \: 'i }, 4-� .,, Sii r, ,,-ntt,tt.t,?i;tv,`SS il- :-�
/:
//''��, ; tr 411 -':t= t ``. "x' ;+- "t
i
-r 10..
o `I 4 a r t ,/., ir,t k�.,\ .\ \,\ ,. 1",-2- f' 1 ,,t .fit', \ t
„ROAD WORK AHEAD" ; s t \ \ .. r ", j-
7 <
\ '%
`}''.,
I: \
a
SIGN W201
+
( ) �4
r
s.
r
:x
3 \, \
m
t L ,,
Wl
. {, .,:... .,, .: ... .:.. ., a ., .:. .. .. .�,�.,.. .r .. ..:�....: .\.. .... •„t .:,
1.
: :. -. .L v,.,, .,,. -:,.(.a..
11"
\'
111 I Y � _ ,� \ r ' ,t r1
t �.. >a� .4?.' a#'iii 1 '\ Z�'`
! ! . ' ! �sr r ,I 't t
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a�
9
,rv. MAINTENANCE TRAFFI
,,�
.2 "
TRIP GENETION11
PLAN
1 15-
9
9 ! \ �ECaEfiJ[}
\ F i { r .-
r a: " MNtiSNELIIIJt DEVICE
�\ `'*' ;r� "_,�I , DIRECTION JFTRikll i.
11 _
.-
( 1 ii PLAGGER
k
ill -"ill
E) i,�jj�� �:::�;::�,1�11�:ti�:T C��� WORK SPACE
c (,\ SIGN
I
i \
a: ROU1011i1-1(/1x12015: NOTE: BARRELS OR CONES SHALL BE USED AS DEVICES
FOR APPROPRIATE TRAFFIC CHANNELIZATION, AND SHALL
BE PLACED AT INTERVALS OF 20' ALONG TAPERS AND
CURVES, AND INTERVALS OF 40' WHEN PARALLEL TO THE
TRAVELWAY.
Riv,anna Water & Sewer Authority (RWSA)
General Water & Sanitary Sewer Notes
All materials and methods of construction shall comply with the latest version of the General Water and Sewer
Construction Specifications as adopted by the Albemarle County Service Authority on January 15, 1998, except as
modified below.
1. All construction materials and methods of construction must be approved by RWSA prior to the start of work. A
preconstruction conference with RWSA is required prior to the start of work.
2, The contractor shall be responsible for notifying Miss Utility (1-800-552-7001).
3. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start
of construction.
4. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without
coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on
weekends or RWSA holidays without special written permission from RWSA.
5. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All
doghouse manholes must be pressure tested before a connection is made to the system.
6. The location of existing utilities as shown on the plans is from data available at the time of design and is not
necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size
and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the
Engineer Of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to
protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any
existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner.
7. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written
permission from RWSA. No grading or filling shall be permitted in the RWSA easement unless permitted
otherwise by RWSA in writing.
& No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval
of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting
within 100 feet of any operative RWSA sewer lines, bypass pumping and/or pre- and past -CCTV may be
required. RWSA may also require certification from a licensed professional engineer stating that the proposed
blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the
Contractor to the original condition at no additional cost to the Owner.
9. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made
under an existing facility, adequate structural support shall be provided for the existing pipe_ The area of the
crossing shall be backfilled with compacted 57 stone to the spring line of the existing pipe.
10.. New water main installations shall be tested, chlorinated, flushed and water samples approved prior to making
any permanent connection to the public water system. Approved methods of filling and flushing new water
mains will be required to prevent any contamination of the public water system.
11. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service.
12. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs,
retaining walls, footers for any structure, drainage structures, etc.
13. 'Frees are not permitted in the RWSA easement.
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_
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1""
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TACx, COAT THE PROPOSED -
z���
Q0NSTRU1a1QN ,76WT EY,ISTiNG ASPHALT AYERS I PROPOSED ASPHid.T LAYERS
---
. .. PROPE}S@p SUBBASE .
€.X(STING SUBBASE .
v
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--"-..", --
'COMPACTEO SUBGRADE
�
CONSTRUCTION JOINT RETAIL
M REMOVE EXISTING- ASPHALT LAYERS TO EXISTING. SUS5ASE ,AND REPLACE WITH PROPOSED .ASPHALT WlD€NANO LAYERS
0
I'q PROPOSED MINIMUM 74/1 INCH, THICK ASPHALT SURFACE CUURSE 4SEE. NOTE 5;
MINIMUM 12 INCHES, ETR' GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
s
3
AS DETERMINED RY CORES (SEE NOTE 3:
--
NOTES)
�
I_ 'ASPHALT PAVEMENT WIDEMNG SHALL HAVE, A PA'1EMENT DESIGN, IN ACCORDANCE WITH- CURP,ENT VODTPROCEOURES ANO- BE APPROVED BY THE. ENISiNEER.
�
2: THE PAVEMENT DESIGN FPR ASPHALT PAVEMENT WIDEI SHALL MEET OR EXCEEp.'Ti1E DEPFtt$ ANT OF THE LAYERS OF
PAVEtAENT,SUBSURFACE
M
.EX1STIk1G
DRAINAGE OF THE EXt$T7RG AND PROPOSEI, ?AVE . NT'SHRi:t SE ADDRESSED IN "THE PAVEMENT E)E${GN.
o
3. A MINIMUM OF THREE CORES SHALL UE'TAI ALONG THE CEN TEfi Os^ -HE ApJA.GF.NT TRAVEL LANE TO pETERM;NE THE TYPE AIS?' THICXNI OF EXI5TiNG
PAVEMENT LAYERS. THESECORES' SHDLL 9E -(PACED N, tf07iE THAN -50o F€ET APART.
cn
a. THE ASPJACNE ENT TRAVEL LASHALL BE MILLED A MINIMUM' DEPTH OF 1.'/z INCHEES-AND REPLACED WITH AN ASPHALT SURFACE GOMSE TO. }BATCH THE
(3
PROPOS)'p PAVEMENT WIDENING 5URFA:E COURSE, UNLE5S WAVED BY ,HE ENGINEER...
(3
5. THE EVNNEER MAY REQUIgE THE MILUNG DEPTH OF THE EXIST03 PAVEMENT TO HE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVME'YT CROSS^$4i)P€
°d
- ANb EFFE%TIYE. SURFACE ORAaNAG6. - - - - _ - .
L
o
O. FASTING PAVEMENT M tM S ANO. MARKERS'WITHN THE PROJECT OMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
,C E
7. FINAII TRANSVERSE PAVEMENT TIE-IN SHALL -CONFORM TO THE REOWREMENTS OF SECTION S15,05(Q OF THE SPECIFICATIONS EXCEPT THAT AI.L JOINTS
AT TIE-IN LOCATIONS- SHALL BE TESTED USiNO A 10 FOOT STRAOMTEDOE as ACCORDANCE:WITH THE REQUIREMENTS Oh SECTION 375.071;6) OF IW
- - -
W
SP€CtFICAT70NS. - - - - .
.j
PAVEMENT WIDENING
5EREFERENEASPHAIT
� �j
s e
U,
I
�_
eV 11/07 FOR WOEWG SUSIJECT TO TRAFFIC
SHE T NO.
503.02 VIRGINIA DEPARTMENT OF TRAN9PORTAT{ON
5015
U)
Z
Riv,anna Water & Sewer Authority (RWSA)
General Water & Sanitary Sewer Notes
All materials and methods of construction shall comply with the latest version of the General Water and Sewer
Construction Specifications as adopted by the Albemarle County Service Authority on January 15, 1998, except as
modified below.
1. All construction materials and methods of construction must be approved by RWSA prior to the start of work. A
preconstruction conference with RWSA is required prior to the start of work.
2, The contractor shall be responsible for notifying Miss Utility (1-800-552-7001).
3. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start
of construction.
4. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without
coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on
weekends or RWSA holidays without special written permission from RWSA.
5. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All
doghouse manholes must be pressure tested before a connection is made to the system.
6. The location of existing utilities as shown on the plans is from data available at the time of design and is not
necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size
and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the
Engineer Of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to
protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any
existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner.
7. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written
permission from RWSA. No grading or filling shall be permitted in the RWSA easement unless permitted
otherwise by RWSA in writing.
& No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval
of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting
within 100 feet of any operative RWSA sewer lines, bypass pumping and/or pre- and past -CCTV may be
required. RWSA may also require certification from a licensed professional engineer stating that the proposed
blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the
Contractor to the original condition at no additional cost to the Owner.
9. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made
under an existing facility, adequate structural support shall be provided for the existing pipe_ The area of the
crossing shall be backfilled with compacted 57 stone to the spring line of the existing pipe.
10.. New water main installations shall be tested, chlorinated, flushed and water samples approved prior to making
any permanent connection to the public water system. Approved methods of filling and flushing new water
mains will be required to prevent any contamination of the public water system.
11. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service.
12. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs,
retaining walls, footers for any structure, drainage structures, etc.
13. 'Frees are not permitted in the RWSA easement.
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VERTICAL SCALE
5 0 2.5 5 10 20
( IN FEET )
1 inch = 5 ft.
HORIZONTAL SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
TH O�
SCOTT R. COLLINSZ
>
Lie. No. 03579 7a
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2.
ALL ROADWAY EMBANKMENT MA TERIAL SHALL CONSIST
JOB NO.
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122071
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN
THICKNESS BEFORE COMPA C TION OVER THE ENTIRE
ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD
SCALE
AND BRIDGE SPECIFICATION 303.04.
3.ALL
FILL MUST MEET 95COMPACTION.
4.
MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER
o
SANITARY SEWER MAINS.
5.
MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L
ri
MAINS.
6.
MINIMUM 7' OF VERTICAL SEPARATION FROM STORM
M
O
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
CD
SANITARY SEWER MUST BE PROVIDED.
7.
VDOT STD. IS -1 INLET SHAPING REQUIRED ON ALL STORM
STRUCTURES.
8.
VDOT STD SL -1 SAFETY SLAB REQUIRED WHERE DROP
GREATER THAN 12' (NO SL -1 ON SANITARY MHS).
9.
THE DUCTILE IRON WATERLINES SHALL BE WRAPPED IN
POLYETHYLENE ENCASEMENT IF NEEDED BASED ON SOIL
CONDITIONS, WHICH WILL BE TESTED AND INSPECTED
DURING THE CONSTRUCTION PROCESS.
10.
HDPE PIPE SHALL BE INSTALLED AND BACKFILLED IN
ACCORDANCE WITH VDOT STANDARDS AND REQUIREMENTS.
CONTRACTOR SHALL USE STONE BACKFILL MATERIAL AS
REQUIRED AND SHALL INSTALL AND BACKFILL THE PIPES
TO ENSURE PROPER COMPACTION AROUND THE PIPES
AND PREVENT CRUSHING OR DEFORMING THE STORM
PIPES DURING CONSTRUCTION.
11.
THE CONTRACTOR SHALL CLEAN AND VIDEO CAMERA ALL
PIPES AFTER CONSTRUCTION IS COMPLETE, AND PROVIDE
THESE VIDEOS TO THE OWNER AND ENGINEER FOR
CER TIFICA TION.
VERTICAL SCALE
5 0 2.5 5 10 20
( IN FEET )
1 inch = 5 ft.
HORIZONTAL SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
TH O�
SCOTT R. COLLINSZ
>
Lie. No. 03579 7a
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8 v
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STR:10 DI -313; L=8'
STA. 15+06.62
TP=458.65
INV IN: 451.30 TO 12
INV OUT: 451.20 TO 8
i
STR:12 DI -3B; L=12'
STA. 15+39.68
TP=458.65
INV OUT: 451.73 TO 10
k
460 ( ( G I ! I { ( ! ( 5TR: 8 DI -3B; L=8' - -------
STA._.__ -- - ---
-----------
------------
------------ 460
------{ ---- - --- -- - ----- - - - - --- -- --- - -
------ -- ---- _ I __ I _ 13+90.95 __ .
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TP=456.13 ILL � I
INV IN: 450.00 TO 10 j
INV IN: 449.00 TO 14.
f ! STR. 6 DI -313; L=12' ! i INV OUT: 445.00 TO 6 % I
i I ( j ------rjI -- - - , ---------! I - --------------------I STA. TP1=2+44555..C9it61
�t I
455455
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- ---- ----INV
IN: 440.58 TO 8! A 6 T 4 11.22'
1 ? ! I INV OUT: 437.80 TO 4
_ ... i.._..__.. _. ..L........ L... {.. S :4 STV
f I
STR: 4 DI -3B; L=8
t - ------iI --------- IE rI STA. 12+21.67
-3C; LSTR: 2 DI 12' - -- -- -- E -- --
,
--- -- �- - --
450
-- --_ j -----
------ STA. 11 +13.17----- TP=444.21
TP=436.85 INV IN: 437.25 TO 6 I I 15" HDPE 33.06 LF
i
i I INV IN: 431.00 TO 4 ;INV OUT: 43,4.15 TO 2
! 0 1.30%
INV OUT: 430.90 TO 1B., (. ....-. ......... I t �� IATSTMT1 �HGL 115.68 LF
15" HDPE
445 ' ! - _ �j I i j 1 ; I " ! i ( ® 1.04% 1445
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I• 5 _....
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l-, ' 1.65 --�
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i I /I ! I ► I _I
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! i I
STR:1 B M H ----E--- - -- - --- -- _ . - - -- --- - - --- - - - - -- -- ----
I
- 15 HDPE 134.98 LF }
STA. 9+92.89 r 3.5a' ; I =, i
TP=430.18 ! I ATSTMTI 1 19!WAT ' CSD 3.27% i
I
f
1
I ... _.. L.. i......
INV IN: 425.50 TO 2
INV OUT: 424.00 TO i t
I i ! i ( ! WAT 'LAT i ! i j j
435E
I
' STM
/ 435
! i 1.04'
WAT LAT ---i` - i - 15" HDPE 34.29 LF j
!' .. '� i ...._... _0 1.60%I . � ....... _._ _. i
STM
I
430
__.!..__ _ L__-_ _.._ ___ __ __ �!__ _ _ _ .-_____ ___.___ _ ___. _____ ._____ _ . ___ _ ___.___._ __
_-_ _ __ __�_
430
I
I i
FJ
425 ( ! ( I 1425
T STD. I W-1
INV OUT.
4 2.00
420
HIN
ALL SUBGRADE SHALLB
;, AND TO A DENSITY OF NOT LESS THAN 95% OF T E MAXIMUM
15 HDPE 35.54 LF DENSITY AS ;DETERMINED BY ASTD1557, OR AS EQU(RED BN THE
® 5.63% ( GEOTECHNICAL EN�INEERr ALL FILL SHALL BE TESTED!BY A I 420
y__ ------------
___ ______F__ .. ___ ___.._ __ ..___.___i__ �..__.__.__..__ .,. _ L_ ___ ___r ______. a_____ __ �_____.. _. _______.._ f__.. ___ --___ iT_.__ Mid
PACT
____
I fNED. O ENURE C� ACTION IS REACfE®
gg j GEOIECHNlAL ENGINEER
;T AND IAAiNTA
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,
i
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3
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J. A- _-----------------
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1=4.5'; W2 13.5; Lr12'; D=2.5' 4 --- I - '- - --- ' -----
I I
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STR 12- OUT
STR:14 DI -3B; L=8'
STA. 10+59.28
TP=457.45
46 INV IN: 450.42 TO 16
INV OUT: 450.32 TO 8
I
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I ILL_ __ ! ..._...._ .
STR:8 DI -3B; L=8'--
STA. 10+00.00
TP=456.13 !
INV IN: 450.00 TO 10 --
INV IN: 449.00 TO 14 - '- L
I IN V OUT: 445.00 TO 6
1.26' I I
" WAT I
1450 - STM �3
STR:16 DI -3B; L=12'
STA. 10+92.35
TP=457.54
INV OUT: 450.83 TO 14
455
1.21
._.. _.. ...._...I, _...... _ .
--WAT
STM
15" HDPE 33.07 LF
-- ----;I ----------- ® 1.247o
i
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I
15" HDPE 59.28 LF 445
0 2.23%
I I E
440 ! j 440
w w 0 Lo
io
W tai ¢
10+00 10+50 11+0011+25
STR 16 - STR 8
470 ! 470
465 465
INv I
--- ------ __ .. __ 463 - --- -
21 0
,I I � I
INV OF
468
- ---15" HDPE 74.26 LF
UT.� - -i 0.61%
463.25 I
460 ! 1460
j �-EULVERT
458 -" W/L 458
rn
w w .�
W t0i_
10+00 10+50 11+0011+25
r
DUNLORA ENTRANCE CULVERT
410
NO
TES:
1.
ALL STORM PIPE SHALL BE CLASS III RCP UNLESS NOTED
in
OTHERWISE. A MINIMUM OF 2' COVER OVER STORM PIPES
- ----; ------- -- --- -- --- - r --
2.
ALL ROAD WAY EMBANKMENT MATERIAL SHALL CONSIST
CN
PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE
410
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN
429.b0
THICKNESS BEFORE COMPA C TION OVER THE ENTIRE
----- _____--
----------
J.
ALL FILL MUST MEET 95% COMPACTION.
__--------�!
---- ' -- - --
( - I --- --- -'j
- - --- ------
-
----
i
MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L
uj
408 !
I ;
MINIMUM 1' OF VERTICAL SEPARATION FROM STORM
I
�
I
i
VDOT STD. IS- I INLET SHAPING REQUIRED ON ALL STORM
S TRUC TURES.
8.
VDOT STD SL -1 SAFETY SLAB REQUIRED WHERE DROP
408
Ww.
O
r Lo
� d
� Q
Tj NLn
DURING THE CONSTRUCTION PROCESS.
w w
HDPE PIPE SHALL BE INSTALLED AND BACKFILLED IN
Ln(6
to LG
C` ¢
o6 0
(6 Y
Lo
C6
Lo
w
TO ENSURE PROPER COMPACTION AROUND THE PIPES
AND PREVENT CRUSHING OR DEFORMING THE STORM
PIPES DURINGC ONSTRUCTION.
11.
THE CONTRACTOR SHALL CLEAN AND VIDEO CAMERA ALL
PIPES AFTER CONSTRUCTION IS COMPLETE, AND PROVIDE
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+5015+75
STR 12- OUT
STR:14 DI -3B; L=8'
STA. 10+59.28
TP=457.45
46 INV IN: 450.42 TO 16
INV OUT: 450.32 TO 8
I
i
I ILL_ __ ! ..._...._ .
STR:8 DI -3B; L=8'--
STA. 10+00.00
TP=456.13 !
INV IN: 450.00 TO 10 --
INV IN: 449.00 TO 14 - '- L
I IN V OUT: 445.00 TO 6
1.26' I I
" WAT I
1450 - STM �3
STR:16 DI -3B; L=12'
STA. 10+92.35
TP=457.54
INV OUT: 450.83 TO 14
455
1.21
._.. _.. ...._...I, _...... _ .
--WAT
STM
15" HDPE 33.07 LF
-- ----;I ----------- ® 1.247o
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I
15" HDPE 59.28 LF 445
0 2.23%
I I E
440 ! j 440
w w 0 Lo
io
W tai ¢
10+00 10+50 11+0011+25
STR 16 - STR 8
470 ! 470
465 465
INv I
--- ------ __ .. __ 463 - --- -
21 0
,I I � I
INV OF
468
- ---15" HDPE 74.26 LF
UT.� - -i 0.61%
463.25 I
460 ! 1460
j �-EULVERT
458 -" W/L 458
rn
w w .�
W t0i_
10+00 10+50 11+0011+25
r
DUNLORA ENTRANCE CULVERT
5
50
H&
VERTICAL SCALE
0 2.5 5 10
IN FEET
1 inch = 5 ft.
HORIZONTAL SCALE
25 50 100
IN FEET )
1 inch = 50 ft.
STR: 20 DI -5
STA. 11+84.02
TP=462.10
INV OUT: 457.50 TO 18
i
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!
........ . ._.... .... I_ .............
20
200
465
Lm
455
I
0
NO
TES:
1.
ALL STORM PIPE SHALL BE CLASS III RCP UNLESS NOTED
in
OTHERWISE. A MINIMUM OF 2' COVER OVER STORM PIPES
- ----; ------- -- --- -- --- - r --
MUST BE PROVIDED.
2.
ALL ROAD WAY EMBANKMENT MATERIAL SHALL CONSIST
CN
PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN
429.b0
THICKNESS BEFORE COMPA C TION OVER THE ENTIRE
ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD
430
AND BRIDGE SPECIFICATION 303.04.
J.
ALL FILL MUST MEET 95% COMPACTION.
4.
MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER
I
SANITARY SEWER MAINS.
5.
MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L
uj
MAINS.
6.
MINIMUM 1' OF VERTICAL SEPARATION FROM STORM
422 1422
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
7.
VDOT STD. IS- I INLET SHAPING REQUIRED ON ALL STORM
S TRUC TURES.
8.
VDOT STD SL -1 SAFETY SLAB REQUIRED WHERE DROP
GREATER THAN 12' (NO SL -1 ON SANITARY MHS).
9.
THE DUCTILE IRON WATERLINES SHALL BE WRAPPED IN
oj
N
POLYETHYLENE ENCASEMENT IF NEEDED BASED ON SOIL
CONDITIONS, WHICH WILL BE TESTED AND INSPECTED
DURING THE CONSTRUCTION PROCESS.
10.
HDPE PIPE SHALL BE INSTALLED AND BACKFILLED IN
w
ACCORDANCE WITH VDOT STANDARDS AND REQUIREMENTS.
w
CONTRACTOR SHALL USE STONE BACKFILL MATERIAL AS
REQUIRED AND SHALL INSTALL AND BACKFILL THE PIPES
w
TO ENSURE PROPER COMPACTION AROUND THE PIPES
AND PREVENT CRUSHING OR DEFORMING THE STORM
PIPES DURINGC ONSTRUCTION.
11.
THE CONTRACTOR SHALL CLEAN AND VIDEO CAMERA ALL
PIPES AFTER CONSTRUCTION IS COMPLETE, AND PROVIDE
m
THESE VIDEOS TO THE OWNER AND ENCINEER FOR
oz
CER TIFICA TION.
®
o
5
50
H&
VERTICAL SCALE
0 2.5 5 10
IN FEET
1 inch = 5 ft.
HORIZONTAL SCALE
25 50 100
IN FEET )
1 inch = 50 ft.
STR: 20 DI -5
STA. 11+84.02
TP=462.10
INV OUT: 457.50 TO 18
i
---------------------------------------
!
........ . ._.... .... I_ .............
20
200
465
Lm
455
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TH 07
9SCOTT R. COLLINS�
U Lic. No. 035791,2
IONAL _V Li�
w
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0
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435
HGL : 17 %K 435
in
---- ---
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429.b0
i
430
430
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9SCOTT R. COLLINS�
U Lic. No. 035791,2
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Design Storm Year = 10
PONT
DOWNSTREAM
STRUCTURE
DRAIN
AREA
RUNOFF
C'OEFF.
NCR
CA
ACCUM
INLET
TIME
RAN
FALL
RUNOFF
INVERT
ELEVATIONS
LEN 3TH
SLOPE
DIA
CAPA-
CITY
VES,
FLOW
TIME
REMARKS
.5I -I
FINAL
It
ACRES
C
(intensity
is 4
MIN
MIN
C.F.S.
UPPER
LOWER
FET
FT./FT.
INC'FIES
C.F.S.
F.P.S.
SEC
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
Mannings Coefficient, n is 0.013
DI -3B
CG -6
15+39.68
12
430.0
109.41
15 1
1.81
0.001
0.09
10.3
0.4
RCP3
12
1 O) 65 ft
0.78
0.60
0.47
0.47
12.50
4.92
1 2.3
CL elev. 466
DISCHARGES USED
Inlet
18
DI -3B
CG -6
Hydrology
8
458.65
VDOT STD. IS -1 REQ'D
10
15
1.8
11.8
1
2.2
0.75
0
451.73
451.30
33,06
0.0130
1.5
7.4
5.3
6.3
446.0
10
15
025
0.80
0.20
0.67
12.60
4.90
3.3
Hydrology
15
134.98
3.270/o,
445.00
440.58
RCP3
�
-2
g
20
Pipe
6
Erid
_.._
INLET CONT.
451.20
450.00
115.68
0.01041
15
6.6
5.3
21.8
0
8
0.70
0.18
0.80
0.14
1.29
12.97
4.84
6.3
C.M.
Smoth
11
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
6
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
L
15
445.00
440.58
134;.98 1
0.0327
15
11.7
9.7
139
15'1 RCF' Culvert (10 yr)
6
0.53
0.21
1 0.80
0.17
1.46
13.20
4.81
7.0
_
CG -6
�
12
436.85
O
450. 0
59.28
15
2.36
4
0.08
1.9
0.0
0.68
0.4
0.4
0.6
437.80
437.25
3429
0.0160
15
82
7.5
4.6
MH
4
9+92.89
0.49
0.80
0.39
1.85
13.28
4.79
8.9
1.6
1.3
2.15
0.0
0.01
79
0.01657
0.04
NA
0.02
2
450.10
457.45
1.6600
451.2
33.07
15
1.62
434.15
431.00
1 10.51
0.0290
15
11.0
10.0
10.9
a
2
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.60
0.80 1
0.48
2.33
13.46
4.77
1 11.1
U
G
O
cn
DI -3B
CG -6
'�
CV
+
IB
O
0,00
76
0
1 0.01
NA
0.00
430.90
425.50
12C.25
0.0449
15 1
13.7
12.4
9.7
Outside VDOT ROW -<20 fps
1B
0.00
0.00
0.00
2.33
13.62
4.74
1 11.1
W0
VDOT STD. IS -1 REQ'D
13
v
v
2.23°/t
C
449.00
RCP3
OUT
rn
a
U
1-:
>
°
0
o
0
°
424.00
422.00
35.54
0.05633
15
15.3
13.6
2.6
outside VDOT ROW <20 fps
<6
a
421 0
35.54
15
11.13
0.030
1.05
9.1
0.3
O
>,
O
N
Y
w
70
(u
DI -5
CG -6
W"
113
NO
c
15
p
16.08%
457.50
°
11.1
9.1
101
16
0.45
0.44
0.75
0.33
0.33
12.50
4.92
1.6
430.18
j
426.0
120.25
15
11.13
0.030
3.57
9.1
0.3
14
10.05°o
Q
C)
L
Q
U
U
1-
U
450.83
450.42
31 07 1
0.01241
15
7.2
4.7
7.0
N
14
U)
0.19
0.80
0.15
0.48 1
12.62
4.90
2.4
0.29
86
0.53784
114
NA
0.57
4.14
430.64
436.85
W
g
108.51
15
8.89
1450.32
2.06
7.2
0.2
`
J
449.00
59 28
0.0223
15
9.6
6.4
9.2
3B
12.0
1 0.44
0.75
1 0.330 1.32
4
1.32
0.0200
12
2.0
10
0.78
0,60
0.78
7.0
5.7
40.2
0.5
OAS
27
0.11202
0.49
NA
0.25
2.30
434.30
444.21
451.30
438.5
34.29
15
7.03
0.012
0.41
5.7
01
5.28
20
0.10
0.68
0.40
0.27
0.27
5.00
6.67
1.8
0.00
0.200
6
3B
12.60
0.78
4.90
0.468 1.87
0.98,
18
3.27
6.3
5.1
32
0.4
0.14
59
457.50
445.50
74.61
0.1608
15
25.9
1 11.8
6.3
Outside VDOTROW <20 fps
18
15
0.00
0.00
0.00
0.27
5.11
6.63
1.8
1.294
0.0200
12.97
0.0830
4.84
6.113
0.70
3.5120
6.27
0.1385
OUT
8
135.0
0.01
0.0327
-
15
8
440.00
429.00
10(.41 1
0.1005
15
20.E
10.3
10.7
Outside VDOT ROW <20 fps
Desifan Year: 10
Proiect: Dunlora
Job #: 152118 Prepared by: KKW
INET
S'IATION
OUTLE'P ATFR
SURFAC"ELEV
Designer KKW
D
Q
%w
S
H
V
H
Q
V
Q"V
JUNCTION LOSS
V /2g H
ANGII;
H,
H
1.31-I
.5I -I
FINAL
It
INIET WATER
'URFACEELEV
RIM
FLEV
(intensity
is 4
in/hr for spread, and 6.5 in/hr for capacity
and
depth)
MATERIAL
INLET
TYPE
Curb
Type
i
PIPE DESIGN
RIM*
ELEVATION
e1ev.
12
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
Mannings Coefficient, n is 0.013
DI -3B
CG -6
15+39.68
12
430.0
109.41
15 1
1.81
0.001
0.09
10.3
0.4
RCP3
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
10
0.08
0:19
CL elev. 466
DISCHARGES USED
Inlet
18
DI -3B
CG -6
Hydrology
8
458.65
VDOT STD. IS -1 REQ'D
Curb and Gutter
15
1.8
11.8
21.4
2.2
0.75
0
0
1.16
N/A
0.58
0.67
430.67
450.00
Q 25 0.60 CFS
446.0
74.61
15
1.81
0.001
0.06
11.8
0.5
456.13
VDOT STD. IS -1 REQ'D
Hydrology
15
134.98
3.270/o,
445.00
440.58
RCP3
�
-2
HEADWATER COMPUTATIONS
20
Pipe
6
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
DI -3B
CG -6
12+55.96
12
0.00
52
0
0.54
0.70
0.35
0.41
446.91
462.10
H
LSo
HW
C.M.
Smoth
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
DI -3B
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
L
15
108.51
2.90%
434.15
431.00
J
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
2
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
_
CG -6
�
12
436.85
O
450. 0
59.28
15
2.36
0.001
0.08
1.9
0.0
0.68
0.4
0.4
0.6
0.63
1B
2.70
NIA
10.80 10.260 1.04
v
10010
iv
MH
1.4
9+92.89
-
430.18
VDOTSTD. IS -1 REQ'D
1A
15
35.54
5.63%
1.6
1.3
2.15
0.0
0.01
79
0.01657
0.04
NA
0.02
0.10
450.10
457.45
1.6600
451.2
33.07
15
1.62
0.001
0.02
1..3
0.0
combined flow 3.5
ZA
0.15
�1
a
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
16
U
G
O
cn
DI -3B
CG -6
'�
CV
+
1
O
0,00
76
0
1 0.01
NA
0.00
0.02
451.44
457.54
w
as
E
us
DI -313
CG -6
10+59.28
8
W0
VDOT STD. IS -1 REQ'D
13
v
v
2.23°/t
C
449.00
RCP3
m
rn
a
U
1-:
>
°
0
o
0
°
°
E
is
N
(1
<6
a
421 0
35.54
15
11.13
0.030
1.05
9.1
0.3
O
>,
O
N
Y
w
70
(u
DI -5
CG -6
W"
113
NO
c
15
p
16.08%
457.50
°
11.1
9.1
101
1.3
0.45
0
0
0.77 1
N/A
0.38
1.44
424.44
430.18
j
426.0
120.25
15
11.13
0.030
3.57
9.1
0.3
U
10.05°o
Q
C)
L
Q
U
U
1-
U
i
-
ras
CJ
?M
0
2
>
N
"
U)
n
8.9
7.2
64.4
0.8
0.29
86
0.53784
114
NA
0.57
4.14
430.64
436.85
W
432.0
108.51
15
8.89
0.019
2.06
7.2
0.2
`
J
J
LL
5
a
a
aEi
�
16
3B
12.0
1 0.44
0.75
1 0.330 1.32
4
1.32
0.0200
12
2.0
10
0.78
0,60
0.78
7.0
5.7
40.2
0.5
OAS
27
0.11202
0.49
NA
0.25
2.30
434.30
444.21
451.30
438.5
34.29
15
7.03
0.012
0.41
5.7
01
5.28
4.86
0.10
1 3.5120
0.1463
10
5.93
8
0.25
0.80
0.00
0.200
6
3B
12.60
0.78
4.90
0.468 1.87
0.98,
1.87
3.27
6.3
5.1
32
0.4
0.14
59
0.19025
0.46
NA
0.23
0.64
438.89
445.02
0.36
441.8
134.98
15
6.27
0.009
1.27
5.1
0,1
0.144
0.80
1.294
0.0200
12.97
0.0830
4.84
6.113
0.70
3.5120
6.27
0.1385
445.00
8
135.0
0.01
0.0327
-
15
8
11.69
8.0
2.4
6,4
15.2
0.6
0.22
87 10.42228
0.0200 1
0.75
NA
0.37
1.64
443.22
456.13
1.462
451.90
115.68
15
3.27
0.003
0.30
2.7
0.0
6
437.80
437.25
34.3
0.01
0.0160
0.00
15
0.0800
8.18
2.0
7.49
4.1500
10
0.96
3.5120
1
0.1605
1
0.49
0.80
0.67
2.3
1.9
4.32
0.1
0.02
3
0
0.05
NA
0.02
0.32
451.32
458.65
431.00
452.0
33.06
15
2.30
0.001
0.04
1.9
0.0
9.98
1.00 1
0.18
10.001
2
2
1 B
0.60
0.80
0.480
12
13.46
4.77
1 2.29
11.13
430.90
425.50
120.3
0.00
90
0
0.01
NA
0.01
0.05
452.35
458.65
Table 8: Pipe Design Table
Plan SheetNo.
Designer KKW
(ac.)
Sheet 1 of 1
Culvert#1
DRAINAGE DESCRIPTIONS
Rey. Dale
Date 01117117
1'
(iIr tlrj
STR.
NO.
AH Contols
qt yN
STATION:
_
PIPE INFORMATION
HYDROLOGICAL DATA:
Ditch I
INLET INFORMATION
Intensity
4.00
elev.
(intensity
is 4
in/hr for spread, and 6.5 in/hr for capacity
and
depth)
MATERIAL
INLET
TYPE
Curb
Type
i
PIPE DESIGN
RIM*
ELEVATION
e1ev.
12
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
Mannings Coefficient, n is 0.013
DI -3B
CG -6
15+39.68
12
458.65
VDOT STD. IS -1 REQ'D
11
15
33.06
1.300/,_.
451.73
451.30
RCP3
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
10
0.08
0:19
CL elev. 466
DISCHARGES USED
Inlet
DI -3B
CG -6
Hydrology
8
458.65
VDOT STD. IS -1 REQ'D
Curb and Gutter
15
115.68
1.04°/x,
451.20
Inlet
RCP3
n = 0.013 for
RCP
Overtopping Sage
n =
0.01 for HDPE
8
i
Q 25 0.60 CFS
Flood Plain lVlanag relent
Inu. Ei, 463.70
So= 0.6170
DI -313
Pipe
13+90.95
8
456.13
VDOT STD. IS -1 REQ'D
Hydrology
15
134.98
3.270/o,
445.00
440.58
RCP3
�
-2
HEADWATER COMPUTATIONS
Pipe
6
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
DI -3B
CG -6
12+55.96
12
445.02
VDOT STD. IS -1 REQ'D
5
15
u
1.60%
437.80
437.25
RCP3
H
LSo
HW
C.M.
Smoth
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
DI -3B
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
L
15
108.51
2.90%
434.15
431.00
J
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
2
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
_
CG -6
�
12
436.85
O
t1
15
120.25
4.490/c
430.90
425.50
RCP
0.88
0.68
0.4
0.4
0.6
0.63
1B
2.70
NIA
10.80 10.260 1.04
v
10010
iv
MH
CG -6
9+92.89
-
430.18
VDOTSTD. IS -1 REQ'D
1A
15
35.54
5.63%
424.00
422.00
RCP3
� Elev.
0.0500
v
1 0.0830
1 1.6600
5.88
v
0.0500
2.0
0.0830
1.6600
a
23C 12.0
QO
w
L
vco
o
2 3{; 12.0
combined flow 3.5
ZA
0.15
�1
a
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
16
U
G
O
cn
DI -3B
CG -6
'�
CV
+
457.54
O
QJ
(U
15
W
U
N
450.83
c
RCP3
0a
w
as
E
us
DI -313
CG -6
10+59.28
8
W0
VDOT STD. IS -1 REQ'D
13
v
v
2.23°/t
C
449.00
RCP3
m
rn
a
U
1-:
>
°
0
o
0
°
°
E
is
N
(1
<6
a
O
6
E
Q.
E
O
>,
O
N
Y
w
70
(u
DI -5
CG -6
W"
0
NO
c
15
p
16.08%
457.50
°
O
+.
v
ami-
cc
18
LLo
O
j
MH
CG -6
E
65
450.00
W
U
Q
0X
U
10.05°o
Q
C)
L
Q
U
U
1-
U
i
-
ras
CJ
?M
0
>
1
>
N
"
U)
n
U-
>
E
O
U-
N
IY
Pipe run: 12 - OUT
Q
c5
U 0
a
C4
(1
W
3
n
W
r
ryry
w
t6
in
(n
`
J
J
LL
5
a
a
aEi
�
16
3B
12.0
1 0.44
0.75
1 0.330 1.32
0.00
1.32
0.0200
12
2.0
10
0.78
0,60
0.78
0.468
0.1463
0.468
8.80
12.50
1.00
4.92
0.00
2.30
2.30
3B
451.73
451.30
33.1
0.01
0.013o
0.61
15
0.0200
7.37
0.0830
5.28
4.86
0.10
1 3.5120
0.1463
10
5.93
8
0.25
0.80
0.00
0.200
0.668
3B
12.60
0.78
4.90
0.468 1.87
0.98,
1.87
3.27
0.0200
451.20
450.00
115.7
0.01
0.64
.0104
15
0.1137
6.58
1.31
5.32
1.87
0.36
-
8
3B
6
0.18
0.80
0.200 0.80
0.144
0.80
1.294
0.0200
12.97
0.0830
4.84
6.113
0.70
3.5120
6.27
0.1385
445.00
440.58
135.0
0.01
0.0327
-
15
8
11.69
8.0
9.68
0.80
0.23
0.00
0.58
6
0.0200 1
4
0.21
1 0.80
3.90
0.168
3.5120
1.462
0.1605 1
13.20
1.04 1
4.81
0.58
0.81
-
7.03
6
437.80
437.25
34.3
0.01
0.0160
0.00
15
0.0800
8.18
2.0
7.49
4.1500
0.08
0.96
3.5120
4
0.1605
2
0.49
0.80
0.67
0.392
-
1.854
4 STR
13.28
8.0
4.79
0.80
1.88
0.00
8.89
1 0.0800
434.15
431.00
108.5
0.01
o.0290
0.97
15
0.1463
11.01
8.00
9.98
1.00 1
0.18
10.001
2
2
1 B
0.60
0.80
0.480
2.334
13.46
4.77
1 2.29
11.13
430.90
425.50
120.3
0.01
0.0449
15
13.69
12.41
0.16
16
OUT
0.00
0.00
0.000
2.334
13.62
4.74
0.00
11.1 S
424.00
1 422.00
35.5
1 0.01
1 O.0563
15
1 15.32
13.60
0.04
Pipe run: 16 - 8
'
16
14
0.44
0.75
0.330
0.330
12.50
4.92
1.621
1.62
450.83
450.42
33.1
0.01
.0124
15
7.19
4.71
0.12
14
8
0-19
0.80
0.152
0.482
12.62
4.90
0.74)
2.36
450.32
1 449-00
59.3
1 0.01
0.0223
15
9.64
6.42
0.15
Pipe run: 20 - OUT
20
18
0.68
0.40
0.272
0.272
5.00
6.67
1.811
1.81
457.50
445.50
74.6
0.01
0.1608
15
25-91
11.78
0.11
18
OUT
0.00
0.00
0.000
0.272
5.11
6.63
0.0
1.81
440.00
429.00
109.4
0.01
.1005
15
20.48
10.27
0.18
Table 7: Grade Inlet Design Table
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Plan SheetNo.
Designer KKW
(ac.)
Sheet 1 of 1
Culvert#1
DRAINAGE DESCRIPTIONS
Rey. Dale
Date 01117117
1'
(iIr tlrj
STR.
NO.
AH Contols
qt yN
STATION:
_
PIPE INFORMATION
HYDROLOGICAL DATA:
Ditch I
INLET INFORMATION
Intensity
4.00
elev.
(intensity
is 4
in/hr for spread, and 6.5 in/hr for capacity
and
depth)
MATERIAL
INLET
TYPE
Curb
Type
INLET
STATION
SLOT
LENGTH
RIM*
ELEVATION
e1ev.
12
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
Mannings Coefficient, n is 0.013
DI -3B
CG -6
15+39.68
12
458.65
VDOT STD. IS -1 REQ'D
11
15
33.06
1.300/,_.
451.73
451.30
RCP3
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
10
0.08
0:19
CL elev. 466
DISCHARGES USED
Inlet
DI -3B
CG -6
Hydrology
8
458.65
VDOT STD. IS -1 REQ'D
Curb and Gutter
15
115.68
1.04°/x,
451.20
Inlet
RCP3
Q 10 _ 0,53 CFS
Overtopping Sage
•
8
i
Q 25 0.60 CFS
Flood Plain lVlanag relent
Inu. Ei, 463.70
So= 0.6170
DI -313
CG -6
13+90.95
8
456.13
VDOT STD. IS -1 REQ'D
7
15
134.98
3.270/o,
445.00
440.58
RCP3
�
-2
HEADWATER COMPUTATIONS
CONT.
6
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
DI -3B
CG -6
12+55.96
12
445.02
VDOT STD. IS -1 REQ'D
5
15
u
1.60%
437.80
437.25
RCP3
H
LSo
HW
C.M.
Smoth
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
DI -3B
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
L
15
108.51
2.90%
434.15
431.00
J
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
2
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
_
CG -6
�
12
436.85
O
t1
15
120.25
4.490/c
430.90
425.50
RCP
0.88
0.68
0.4
0.4
0.6
0.63
1B
2.70
NIA
10.80 10.260 1.04
0.00 1.04
10010
0.0500
MH
CG -6
9+92.89
-
430.18
VDOTSTD. IS -1 REQ'D
1A
15
35.54
5.63%
424.00
422.00
RCP3
� Elev.
0.0500
1 2.0
1 0.0830
1 1.6600
5.88
0.72
0.0500
2.0
0.0830
1.6600
a
23C 12.0
QO
o
o
2 3{; 12.0
combined flow 3.5
ZA
0.15
�1
a
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
16
U
G
O
cn
DI -3B
CG -6
'�
CV
+
457.54
O
QJ
(U
15
W
U
N
450.83
c
RCP3
0a
w
as
E
us
DI -313
CG -6
10+59.28
8
W0
VDOT STD. IS -1 REQ'D
13
v
v
2.23°/t
C
449.00
RCP3
m
rn
a
U
1-:
>
°
0
o
0
°
°
is
(1
m
0
0
7FD
0
C
>,
-
N
v
70
(u
DI -5
CG -6
W"
0
NO
c
15
p
16.08%
457.50
3-
O
$"
g
O
18
v
O
MH
CG -6
11+09.41
-
450.00
VDOT STD. IS -1 REQ'D
U>1
0X
x0
10.05°o
J
L
n
U
ras
?M
Q
N
"
'
i
E
ii }>
J
Q
c5
U 0
a
C4
(1
W
3
n
W
r
ryry
w
t6
in
(n
`
J
J
LL
5
a
a
aEi
�
16
3B
12.0
1 0.44
0.75
1 0.330 1.32
0.00
1.32
0.0200
0.0200
2.0
0.0830
4.1500
6.50
0.78
1 3.5120
0.1463
0.1341
8.80
1.36
1.00
1.32
0.00
-
14
3B
8.0
0.19
0.80
1 0.152 0.61
0.00
0.61
0,0200
0.0200
2.0
0.0830
4.1500
4.86
0.89
1 3.5120
0.1463
0.1502
5.93
1.35
1.00
0.61
0.00
-
12
3B
12.0
0.78
0.60
0.468 1.87
0.00
1.87
0.0100
0.0200
20
0.0830
4.1500
8.414
0.64
3.5120
0.1463
0.1137
9.14
1.31
1.00
1.87
0.00
-
10
3B
8.0
0.25
0.80
0.200 0.80
0.00
0.80
0.0100
0.0200
2.0
0.0830
4.1500
6.113
0.81
3.5120
0.1463
0.1385
5.68
1.41
1.00
0.80
0.00
-
8
3B
8.0
0.18
0.80
0.144 0.58
0.00
0.58
1 0.0580
0.0200 1
2.0 1
0.0830
-4.1500
3.90
0.96
3.5120
0.1463 1
0.1605 1
7.67 f
1.04 1
1.00 1
0.58
0.00
-
6
3B
12.0
0.21
0.80
0.168 0.67
0.00
0.67
0.0800
0.0200
2.0
0.0830
4.1500
3.89
0.96
3.5120
0.1463
0.1605
9.02
1.33
1.00
0.67
0.00
-
4 STR
3B
8.0
0.16
0.80
0.128 0.51
0.00
0.51
1 0.0800
0.0200
2.0
OA830
4.1500
3.51
0.97
3.5120
0.1463
0.1619
8.00
1.00 1
1.00 1
0.51
10.001
2
Table 7: Grade Inlet Design Table
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Plan SheetNo.
Designer KKW
(ac.)
Sheet 1 of 1
Culvert#1
DRAINAGE DESCRIPTIONS
Rey. Dale
Date 01117117
1'
(iIr tlrj
STR.
NO.
AH Contols
qt yN
STATION:
_
PIPE INFORMATION
HYDROLOGICAL DATA:
Ditch I
INLET INFORMATION
Intensity
6.50
elev.
(intensity is 4
in/hr for spread,
and 6.5 in/hr
for capacity
and depth)
MATERIAL
INLET
TYPE
Curb
Type
INLET
STATION
SLOT
LENGTH
RIM*
ELEVATION
e1ev.
12
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
Mannings Coefficient, n is 0.013
DI -3B
CG -6
15+39.68
12
458.65
VDOT STD. IS -1 REQ'D
11
15
33.06
1.300/,_.
451.73
451.30
RCP3
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
10
0.08
0:19
CL elev. 466
DISCHARGES USED
Inlet
DI -3B
CG -6
Hydrology
8
458.65
VDOT STD. IS -1 REQ'D
Curb and Gutter
15
115.68
1.04°/x,
451.20
Inlet
RCP3
Q 10 _ 0,53 CFS
Overtopping Sage
•
8
i
Q 25 0.60 CFS
Flood Plain lVlanag relent
Inu. Ei, 463.70
So= 0.6170
DI -313
CG -6
13+90.95
8
456.13
VDOT STD. IS -1 REQ'D
7
15
134.98
3.270/o,
445.00
440.58
RCP3
W
-2
HEADWATER COMPUTATIONS
CONT.
6
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
DI -3B
CG -6
12+55.96
12
445.02
VDOT STD. IS -1 REQ'D
5
15
34.29
1.60%
437.80
437.25
RCP3
H
LSo
HW
C.M.
Smoth
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
DI -3B
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
3
15
108.51
2.90%
434.15
431.00
RCP3
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
2
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
DI -3C
CG -6
11+13.17
12
436.85
VDOT STD. IS -1 REQ'D
1
15
120.25
4.490/c
430.90
425.50
RCP
0.88
0.68
0.4
0.4
0.6
0.63
1B
2.70
NIA
10.80 10.260 1.04
0.00 1.04
10010
0.0500
MH
CG -6
9+92.89
-
430.18
VDOTSTD. IS -1 REQ'D
1A
15
35.54
5.63%
424.00
422.00
RCP3
� Elev.
0.0500
1 2.0
1 0.0830
1 1.6600
5.88
0.72
0.0500
2.0
0.0830
1.6600
a
23C 12.0
CL
0
o
o
2 3{; 12.0
combined flow 3.5
ZA
0.15
0.327
3.00
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
16
v
O
,
DI -3B
CG -6
10+92.35
CV
457.54
VDOT STD. IS -1 REQ'D
N
15
W
0
450.83
c
RCP3
0a
w
as
E
us
DI -313
CG -6
10+59.28
8
W0
VDOT STD. IS -1 REQ'D
13
v
v
2.23°/t
450.32
449.00
RCP3
m
rn
a
U
1-:
>
°
o
0
°
°
is
(1
m
0
0
0
cu
c
>,
-
L
a
v
(u
DI -5
CG -6
(n
0
462.10
VDOT STD. IS -1 REQ'D
c
15
p
16.08%
457.50
Ca
RCP3
Sm
O
18
O
MH
CG -6
11+09.41
-
450.00
VDOT STD. IS -1 REQ'D
17
15
109.41
10.05°o
C O
L
n
U
ras
?M
N
"
'
N
U
i
cts 0
>
J
Q
U
Q
0 C1
C1
_-
0
U)
x
U)
3
U)
3
U)
F-
0
W
ccs
U)
0
co
`
J
J
W
0
a
a
aEi
�
16
3B
12.0
0.44
0.75
0.330 2.15
0.00
2.15
1 0.0200
0.0200
2.0
0.0830
4.1500
7.80
0.69
3.5120
0.1463
0.1210
11.47
1.05
1.00
2.15
0.00
-
14
3B
8.0
0.19
0.80
0.152 0.99
0.00
0.99
1 0.0200
0.0200
2.0
0.0830
4.1500
5.83
0.83
3.5120
0.1463
0.1415
7.54
1.06
1.00
0.99
0.00
-
12
3B
12.0
0.78
0.60
0.468 3.04
0.00
3.04
0.0100
0.0200
2.0
0.0830
4.1500
10.12
0.58
3.5120
0.1463
0.1049
11.76
1.02
1.00
3.04
0.00
-
10
3B
8.0
0.25
0.80
0.200 1.30
0.00
1.30
0.0100
0.0200
2.0
0.0830
4.1500
7.336
0.72
3.5120
0.1463
0.1254
7.39
1.08
1.00
1.30
0.00
-
8
3B
8.0
0.18
0.80
1 0.144 1 0.94 1
0.00
0.94
0.0580
0.0200
2.0
0.0830
4.1500
4.88
0.91
3.5120
0.1463
0.1532
9.68
0.83
0.96
0.90
0.04
6
6
3B
12.0
0.21
0.80
0.168 1.09
0.04
1.13
0.0800
0.0200
2.0
0.0830
4.1500
4.73
0.91
3.5120
0.1463
0.1532
11.54
1.04
1.00
1.13
0.00
-
4 STR
3B
8.0
0.16
0.80 1
0.128 0.83
0.00 1
0.83 1
0.0800
0.0200 1
2.0 1
0.0830
4.1500
4.251
0.95
3.5120
0.1463
0.1590
9.92
0.81
0.95
0.79
0.04 1
2
Project Dunlora Overlook- Erwance Culvert
Plan SheetNo.
Designer KKW
(ac.)
Sheet 1 of 1
Culvert#1
DRAINAGE DESCRIPTIONS
Rey. Dale
Date 01117117
1'
(iIr tlrj
STR.
NO.
AH Contols
qt yN
STATION:
_
PIPE INFORMATION
HYDROLOGICAL DATA:
Ditch I
INLET INFORMATION
11+50
COMMENTS
elev.
DIA.
(in.)
LENGTH*
(ft.)
SLOP--
(%)
INVERT
IN
INVERT
OUT
MATERIAL
INLET
TYPE
Curb
Type
INLET
STATION
SLOT
LENGTH
RIM*
ELEVATION
e1ev.
12
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
_
DI -3B
CG -6
15+39.68
12
458.65
VDOT STD. IS -1 REQ'D
11
15
33.06
1.300/,_.
451.73
451.30
RCP3
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
10
0.08
0:19
CL elev. 466
DISCHARGES USED
RISK ASSESSMENT
DI -3B
CG -6
15+06.62
8
458.65
VDOT STD. IS -1 REQ'D
9
15
115.68
1.04°/x,
451.20
450.00
RCP3
Q 10 _ 0,53 CFS
Overtopping Sage
•
8
i
Q 25 0.60 CFS
Flood Plain lVlanag relent
Inu. Ei, 463.70
So= 0.6170
DI -313
CG -6
13+90.95
8
456.13
VDOT STD. IS -1 REQ'D
7
15
134.98
3.270/o,
445.00
440.58
RCP3
0
-2
HEADWATER COMPUTATIONS
CONT.
6
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
DI -3B
CG -6
12+55.96
12
445.02
VDOT STD. IS -1 REQ'D
5
15
34.29
1.60%
437.80
437.25
RCP3
H
LSo
HW
C.M.
Smoth
4
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
DI -3B
CG -6
12+21.67
8
444.21
VDOT STD. IS -1 REQ'D
3
15
108.51
2.90%
434.15
431.00
RCP3
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
2
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
DI -3C
CG -6
11+13.17
12
436.85
VDOT STD. IS -1 REQ'D
1
15
120.25
4.490/c
430.90
425.50
RCP
0.88
0.68
0.4
0.4
0.6
0.63
1B
2.70
NIA
10.80 10.260 1.04
0.00 1.04
10010
0.0500
MH
CG -6
9+92.89
-
430.18
VDOTSTD. IS -1 REQ'D
1A
15
35.54
5.63%
424.00
422.00
RCP3
� Elev.
0.0500
1 2.0
1 0.0830
1 1.6600
5.88
0.72
0.0500
2.0
0.0830
1.6600
7.09
23C 12.0
combined flow 2.1
2 3{; 12.0
combined flow 3.5
0.15
0.327
3.00
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
16
DI -3B
CG -6
10+92.35
12
457.54
VDOT STD. IS -1 REQ'D
15
15
33.07
1.24%
450.83
450.42
RCP3
14
DI -313
CG -6
10+59.28
8
457.45
VDOT STD. IS -1 REQ'D
13
15
59.28
2.23°/t
450.32
449.00
RCP3
20
DI -5
CG -6
11+84.02
462.10
VDOT STD. IS -1 REQ'D
19
15
74.61
16.08%
457.50
445.50
RCP3
18
MH
CG -6
11+09.41
-
450.00
VDOT STD. IS -1 REQ'D
17
15
109.41
10.05°o
440.00
429.00
RCP3
Project Dunlora Overlook- Erwance Culvert
Plan SheetNo.
Designer KKW
(ac.)
Sheet 1 of 1
Culvert#1
Slope
(ft/ft)
Rey. Dale
Date 01117117
1'
(iIr tlrj
Q
(cfs)
AH Contols
qt yN
STATION:
PeL Depth
HYDROLOGICAL DATA:
Ditch I
to+m
11+50
100 yr. Flood plain
elev.
15
Flow to Culvert
_
12" NAGS 150
11+50
Design AHWdepth
elev.
0.06 5;2 031 0,0474
DA 0.4 ac
12 0.3
12" NAGS.C150
Structures
e1ev.
freq. TWelev.
Cw 0,30
110 4.4
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
1
TO 16.5 rein.
125 5.0
().40
0.40
1 0,.16
_
15
1 0.01001
Inlet
Shoulder
112 fps.
_
6.7
1.E)7
1 O) 65 ft
eeiv. 466.3
Ct1L t1 R'i
LU 7v'
5.0
0.40
0.08
0:19
CL elev. 466
DISCHARGES USED
RISK ASSESSMENT
r._3 f1,s
0.63 tT
w,
ADT
0.69 ft
Skew(
° Cover
Q 2 _ 0.40 CFS
Detours Available
Lenge
Q 10 _ 0,53 CFS
Overtopping Sage
•
i
Q 25 0.60 CFS
Flood Plain lVlanag relent
Inu. Ei, 463.70
So= 0.6170
lnv.: El. 463..25
Q ry CFS
Criteria and Significant Impact
Ong, Gr, Eiev,
L= 74.26
Orig, Cr. Elev.
Q - CFS
m
n
N
ip
0
-2
HEADWATER COMPUTATIONS
CONT.
OUTLET
Erid
_.._
INLET CONT.
OUTI.ET CONTROL.
CULVERT TYPE & SIZE
Q
Q/B
HW.
VELOCITY
Treat.
.,'O,,
COMMENTS
HWID
Hip/ Ke
do
(c+13)/2
ho
H
LSo
HW
C.M.
Smoth
°'
ro = >
ELEV.
U
O
15" RCP Culvert(2 yr)
0,40
0.40
0.50
0.63 0.5
0,50
0,85
0.88
0.4
0.4
0.8
0,63
a,
2,37
N/A
C
'+7
15'1 RCF' Culvert (10 yr)
0.53
0.53
0.50
4.63 0.5
0,50
1 0.88
0.88
0.4
0,4
0.8
0.63
Q
.2,61
N/A
n > J
15" RCP Culvert (25 yr)
0,60
0,60
0.50
0.63 05
0,50
0.88
0.68
0.4
0.4
0.6
0.63
2.70
NIA
10.80 10.260 1.04
0.00 1.04
10010
0.0500
1 2.0
0.0830
Design Flood Exceed. Ptob,
Elev.
0.72
0.0830
1.6600
7.09
Overtop Flood Exceed. Prob.
Elev.
SUMMARY & RECOMMENDATIONS:
15" RGP Culveltis adeguata for the 2/10125 year storm and will notovertiop roadway',
Base Flood 1% Exceed. Prob.
� Elev.
Project Name: Dunlora Overlook Job Number: 152118 Designed By: KKW
Road Name: Entrance Ditch along Ria Road & Dunlora Drive I fu -19 5X% NI Aq SCI 50 wX V=8fps
Side: N[A Max V=2.5 Fps NAG SC 250 -Max V=90ps
GREEN ARMOR Max V=I Oros
Sta
From
Sta
TO
7' CQ
(rr3irr.) Value
(ac.)
ccun (iWhr)
(cfs)
Slope
(ft/ft)
Earth (n=0.102)
n= 0.05
1'
(iIr tlrj
Q
(cfs)
Depth
(ft)
min -Desi *.
PeL Depth
Vel. [Oopth
(Dopth) (Type}
Ditch I
to+m
11+50
5..03 0.40 €1:09
0,04 5.2 0,1.8 0.0194
15
1.1 fps 0,29 tt 6.7 0.24 0,32 ft
_
12" NAGS 150
11+50
12+50
5.0 0).4) 0.06
0.06 5;2 031 0,0474
4.00
1.? fps 0.30 ft 6.7 0.40 033 4t
12" NAGS.C150
12•'-503
f,OW
5.0 0.40 0.05
(W& 5.2 11.41 (}.()141€)
6.40
1.o ps 0.45 ft 6.7 0,53 01.49 ft
17" NAOSC150
_ _
4' WIl)1i V DI 1`('11 WITII 21,SID1 SJOPF,7,S fMAX I' DEEP)
1
RXI
_
5.E1
().40
0.40
1 0,.16
Inlet
15
1 0.01001
Inlet
Hydrology
112 fps.
0'S8 it
6.7
1.E)7
1 O) 65 ft
12!' i AQSC1.50
Ct1L t1 R'i
LU 7v'
5.0
0.40
0.08
0:19
,
1.(ip
0.(3100
r._3 f1,s
0.63 tT
1.29
0.69 ft
12" NA�iSC150
- -- - 4' WITA', V IN'1:'C H WITII 2:1 SIDES SLOP1 S (MAX Y DE )
Table 6: Sump Inlet Design Table
DRAINAGE
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
(FT)
PERIMETER
(FT)
A
(ACRES)
C
I
(IN/HR)
Q
(CFS)
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
(intensity( is 4 in/hr for spread, and 6.5 in/hr for capacity and
depth)
7
15
8.1
19.5
20
5
15
20
DI -5
Intensity 4.00 (intensity( is 4 in/hr for spread, and 6.5 in/hr for ca�acity
and
depth)
0.40
4.00
1.09
1.8
WEIR FLOW
20
DI -51
3.00
6.40
Mannings Coefficient, in is 0.013
Inlet
Hydrology
1.77
Curb and Gutter
WEIR FLOW
5.2
13.7
20
Inlet
15
5.6
Inlet
Hydrology
17
Curb and Gutter
8.3
19.9
20
19
Inlet
8.1
_
20
i
•
i
�
r
m
n
N
ip
0
-2
O
N
U
N �'
N
°
7
m
DO
O
0
E
.,'O,,
U
Qa)
tq
-O..
U
°'
ro = >
U
O
n
J f- o
O 0 i. i0
m ° o U 6
iU
�*
N
m
-
a,
X
N
C
'+7
N
c O
n
0)
a
n
,,
�
_
�,
nzS
0
w -
Q
•
n > J
__
Q CO U Ci ( C
(13
U)
3:
U}
to
F-
W
E-
o
(-
a
left
0.33
10.80 10.260 1.04
0.00 1.04
10010
0.0500
1 2.0
0.0830
1.6600
5.88
0.72
0.0830
1.6600
7.09
0.63
right
1 0.33
1 0.80 10.2601 1.04
1 0.00 1.04
10010
0.0500
1 2.0
1 0.0830
1 1.6600
5.88
0.72
0.0500
2.0
0.0830
1.6600
7.09
23C 12.0
combined flow 2.1
2 3{; 12.0
combined flow 3.5
0.15
0.327
3.00
* gutter longitudinal slope of 0.001 should be used in a sump condition
0.21
0.460
122
Table 6: Sump Inlet Design Table
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
DRAINAGE
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
(FT)
PERIMETER
(FT)
A
(ACRES)
C
I
(IN/HR)
Q
(CFS)
Intensity 6.50
(intensity( is 4 in/hr for spread, and 6.5 in/hr for capacity and
depth)
7
15
8.1
19.5
20
5
15
20
DI -5
Mannings Coefficient, n is 0.013
6.40
0.68
0.40
4.00
1.09
1.8
WEIR FLOW
20
DI -51
3.00
6.40
0..68
Inlet
Hydrology
1.77
Curb and Gutter
WEIR FLOW
5.2
13.7
20
Inlet
15
5.6
14.5
20
17
15
8.3
19.9
20
19
15
8.1
19.5
20
•
i
�
r
i•
O
v0
Q
ip
r♦
-2
O
N
N
DO
•
M
N
Qa)
0O
O0
U
O
0 N
.� O
til O*
C
X
a
a
n
,,
�
_
�,
U)
Q
•
a
D- > J
(0
<( L3 U C1 C1 CJ
U)
.
(n
U)
E-
W
a
left
1 0.33
0.80
0.264
1.72
1 0.022 1.74
0.0010
1 0.0500
2.0
0.0830
1.6600
7.09
0.63
right
0.33
0.80
0.264
1.72
0.022 1.74
0.0010
0.0500
2.0
0.0830
1.6600
7.09
0.63
2 3{; 12.0
combined flow 3.5
0.21
0.460
122
gutter longituainal slope of u.uu1 snoula Iae usecl In a sump conoitlon
STRUCTURE
DRAINAGE
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
(FT)
PERIMETER
(FT)
A
(ACRES)
C
I
(IN/HR)
Q
(CFS)
6.3
15.9
20
7
15
8.1
19.5
20
5
15
20
DI -5
1 3.00
6.40
0.68
0.40
4.00
1.09
1.8
WEIR FLOW
20
DI -51
3.00
6.40
0..68
0.40
6.50
1.77
2.4
WEIR FLOW
Pipe No.
Size inches
Max Depth
(feet) Easement Width Req'd (feet)
Easement Width Provided(feet)
11
15
5.5
14.3
20
9
15
6.3
15.9
20
7
15
8.1
19.5
20
5
15
5.3
13.9
20
3
15
8.1
19.5
20
1
15
6.8
16.9
20
1A
15
5.1
13.5
20
15
15
5.2
13.7
20
13
15
5.6
14.5
20
17
15
8.3
19.9
20
19
15
8.1
19.5
20
TH C�
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vidomk-24
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BOTAN ICAL
OMMON NAME
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CAN 0 PY (sl),
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TREES
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TOTALCANOPY
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WULCH SHALL BE APPUEU TO A 2 |NCH DEPTH �ULCH R|NCS 24—|NCHES �|N |N 0A�ETER ARE
TO BE PLACED AROUND ALL TREES NOT LOCATED IN PLANTING BEDS, MULCH TO BE DOUBLE— �
~ `^ SHREDDEDHARDN0OD. 0
zS'STREA�8UF�E��~� � \` \ ��- ~
CONTRACTOR TO VERIFY ALL QUANTITIES BETWEEN PLAN AND PLANT LIST AND REPORT ANY �
DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY PRIOR TO ORDERING.
'�
— —~�
SHEET NO. u
ALL STREET TREES N8TH|W THE PUBLIC RIGHT OF WAY SHALL BE MAINTAINED BY THE HOMEOWNERS
77