HomeMy WebLinkAboutWPO201900061 Plan - Revision 2020-12-22Drainage Area A
Drainage Area A Land Cover facres)
A Soils
BSoils
CSoils
DSoils
Totals
Land Coverts
Forest/Open Space (acres)
0.00
0.00
Managed Turf (acres)
018
0.18
0.20
Impervious Cover (acres)
0,70
0.70
0.95
Taal
0.88
Stormwater Best Manaeement Practices (RR = Runoff Reduction)
Total Phosphorus Available for Removal in D.A.A(lb/yr) 1.fi0
Post Development Treatment Volume in D.A.A(k") 2,545
-Select from droodown lists--
Runoff
Managed Turt
Impervious Volume from
Remalnilg Total BMP
plrosphorLLc
Phosphorus
Untreated
phosphT-P
aining
Practice
Reduction
CredttArea
Runoff
Cover CrMit Upstream
Runoff Treatment
Removal
Load from
Phosphorus
RemovhorusCredit
Downstream Practice to be
(%)
(acres)
Area (acres) practice (fta) Reduction (R")
Volume (k"] Volume (R")
tlffcfency(%(
Upstream
Load to
practicd
(I h)
Employed
practicespb)
Practicepb)
14.a. Manufactured Treatment Device-
0
0
0 0
20
0.00
0.00
0.00
0.00
Hydrodynamic
14.1b. Manufactured Treatment Device -Filtering
0
0.50 0 0
1,724 1,724
40
O.OD
LON
0.43
0.65
14,c. Manufactured Treatment Device -Generic
0
0 0
0 0
20
0.00
0.00
0.00
0.00
DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0
2011 BMP Standards and Specifications 02013 Draft BLIP Standards and Specifications
Prgeet Nema:
dab inpuHells
Georgetown HytlmNla
Data:
10/23/2019
mnstantv'lues
BMp Oesign SpenfrooNans bst. 2013 DmR Stds & Specs
calculadan cells
Site Information
Project (Treatment Volume and Loads)
cover
A Soils I BSoils Cson, DSon, Torus
rorest/Open Spare (saes) -- ore sturtcd,
prmeaed roreaIva n space or reforested anal o.m
Managed Tut(acres)-- disturbed raded for
yamsormrertudio be rn.edlmamged
rmp-1-cwerlacres)
Constants
RunoffCoetOclelts
Rv
Annual Rainfall Cmchesl
63
ASone
BSoils
Cgoes
ISSoils
Target Rainfall Event(inches)
Lou
Porest/OPen5mce
0.02
O.m
0.04
0.05
Total Phosphorus(m) ENc(rrp/L)
M26
Managed Turt
0.15
0.20
0.22
0.25
Total Nitrogen Un)EMe(mg/U
L86
Imperviouscavcr
0.95
DSS
0.95
0.95
Target TP Load(o/arm/yr)
M41
Pi(omitless correction factor)
U90
Forest/Open Space Cover(arres)
0,00
Treatment Valume 0o5H4
(acre-ft)
Treatment Volume(cubie feet) 2,545
TP bad (Ib/yr) l.m
TN lnad(lb/,)
adormatienalpur oseson 11.44
Weighted Rv(forest)
0.m
%Forest
0%
Managed Turf Cover (acres)
0.18
Weighted In, (turf)
Q20
%Managed Turf
2096
Im pemlous Cover (acres)
M70
To (ine,rvious)
M95
%Impervious
aT9e
Site Area lacrea)
086
Site Rv
"a
Multiple Outlet Design
Outflow
Total Discharge:
Water Surface Elevation:
Tailwater Elevation:
Detention Base Elevation:
Outlet #1: MH, Drop Pipe
Riser Top Elev:
Riser Base Elev:
Riser Diameter:
Orifice Coefficient:
Weir Coefficient:
Culvert Length:
Culvert Diameter:
Culvert Invert Out:
Culvert Friction Coefficient:
Culvert Entrance Loss Coefficient:
Discharge:
Outlet #2: 01, Orifice
Shape:
Diameter:
Invert Elevation:
Coefficient:
Number of Openings:
Discharge:
Velocity:
Outlet #3: PLATE, Weir
Shape:
Crest Length:
Invert Elevation:
Coefficient:
Number of Openings:
Discharge:
Velocity:
646.0193 cfs
610.00 ft
0.00 ft
0.00 ft
602.00
ft
593.00
ft
60.00
in
0.60
3.33
20.00
ft
18.00
in
594.00
ft
0.01
0.10
37.74 cfS
Circular
3.00 in
597.10 ft
0.60
0.88 cfs
17.20 ft/s
Rectangular w/o Contracted End
5.00 ft
599.00 ft
3.33
607.44 Cfs
11.04 ft/S
Nitrogen
Removal
Efficiency(%)
Nitrogen Load
from Upstream
Practices(lbs)
Untreated
Nitrogen Load to
Practice (lbs)
Nitrogen
Removed By
Practice (lbs)
Remaining
Nitrogen Load
(lbs)
0
0.00
O.OD
0,00
0.00
0
0.00
7.74
0.00
7.74
0
0.00
0.00
0OD
0.00
Site Results (Water Quality Compliance)
Area Checks
FOREST/OPEN SPACE (ac)
IMPERVIOUSCOVER(ac)
IMPERVIOUS COVER TREATED (ac)
MANAGED TURF AREA (ac)
MANAGEDTURFAREATREATED lac)
AREACHECK
DA A D.A B
0.A. C
0.00
0.00
0.000.00
0.000.180.00
MDDO�Do0.00
0.000.00
0.00
D.00
OK OK.
OK.
Site Treatment Volume (W)�°
Runoff Reduction Volume and TP By Drainage Area
RUNOFF REDUCTION VOLUME ACHIEVED (it')
TP LOAD AVAILABLE FOR REMOVAL (Ib/yr)
TP LOAD REDUCTION ACHIEVED (Ib/yr)
TP LOAD REMAINING (Ib/yr)
OA A
D.A. B
DA. c
DA. D
D.A. E
Toru
0
0
0
0
0
0
1.60
0.00
0.00
1 0.00
0.00
LED
OAS
0.00
0.00
0.00
0.00
OAS
1.17
0D0
0.00
0.00
0.00
1.17
NIFHOGENMADREDUCTIONACHIEVED (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00
Total Phosphorus
FINAL POST -DEVELOPMENT TP MAD (lb'
1.60
TP LOAD REDUCTION REQUIRED gb/yr) 1.24
TP LOAD REDUCTION ACHIEVED(lb/,) om
TP LOAD REMAINING (lb/,): 1.17
REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.81
Total Nitrogen (For Information Purposes)
POST -DEVELOPMENT MAD(11, 1 Z
NITROGEN LOAD REDUCTION ACHIEVED (R Z/ 0.00
REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 11M
TOTAL IMPERVIOUS OWERTREATED(ac) 0.50 AREA CHEM OK
TOTAL MANAGED TURF AREATIREATH) (a,)l
0.00
AREA CHEM OK.
TOTAL PHOSPHORUS REMOVAL REQUIRED ON SHE(lb/,)
1.24
TOTAL PHOSPHORUS AVAILABLE FORREMOVALIN DA.A116/yr)
1.60
TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCI°N PPACTICEB IN DA.A IIb/yr)
0.43
TOTAL PHOSPHORUS REMOV E D WITH RUNOFF REDUCTION PRACTICESD.A.APb/yr)
0.00
TOTAL PH OSPHORUS LOAD REDUCTION ACHIEVED IN DA. AIIb/yr)
0.43
TOTAL PHOSPHORUS REMAINING AFTERAPPLYING BMP LOAD REDUCTIONS IN DA A(Ib/yr)
1.17
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA. A(Ib/yr)
0.00
NITROGEN HEMMED WITHOUT RUNOFF REDUCTION PRACTICES IN DA A(lbhr)
I, u
TOTAL NFROG EN REMOVED IN DA A (Ib/yr)
0.00
OUTLET STRUCTURE DETAIL
NOT TO SCALE
5.0'
599.10
595.70
DI-3B
Curb Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 8.00
Q (cfs)
= 1.64
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= -0-
Q Total (cfs)
= 1.64
Grate Length (ft)
= -0-
Q Capt (cfs)
= 1.59
Q Bypass (cfs)
= 0.05
Gutter
Depth at Inlet (in)
= 4.84
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.025
Gutter Spread (ft)
= 5.06
Local Depr (in)
= 2.00
Gutter Vel (ft/s)
= 3.81
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.83
Gutter Slope (%)
= 2.50
Bypass Depth (in)
= 0.80
Gutter n-value
= 0.016
DI-3C
Curb Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 6.00
Q (cfs)
= 0.70
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= -0-
Q Total (cfs)
= 0.70
Grate Length (ft)
= -0-
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.52
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (fttft)
= 0.025
Gutter Spread (ft)
= 4.00
Local Depr (in)
= 2.00
Gutter Val (ft/s)
= 3.81
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= 0.120
5.0'
STD. MANHOLE LID
FOR ACCESS
- STD. MANHOLE
STEPS
OUTLET JUNCTION BOX
9.0' H X 5.0' W
3" 0 ORIFICE 0 59; -.16 595.70
S' ORMWAXER DETENTION SYSTEM AND YOUT S 0�
IS BASED ON DESIGN/DETAILS VERIFIED AND PROVIDED
BY ADVANCED DRAINAGE SYSTEMS (ADS) UNDER
SEPARATE PACKET. THE PROPOSED MC-3500 CHAMBER
,SYSTEM CURRENTLY CONTAINS A DEQ APPROVED
PHOSPHORUS REMOVAL RATE OF 407.. THE CURRENT
REMOVAL RATE HAS BEEN APPLIED TO THE VRRM
SPREADSHEET AND OFFSITE NUTRIENT CREDITS WILL BE
PURCHASED TO SATISFY THE REMAINING PHOSPHORUS
LOAD REDUCTION REQUIREMENT OF 0.81 LB/YR.
3.4'H
INTERNAL WEIR PLATE -4-41 H x 5.0' W
FOR OUTLET FLOW CONTROL. INV @ 599.0& 599.10 10 YEAR WSE-598.85 598.94
15" INFLOW HDPE PIPE FROM DETENTION CHAMBERS 15" INFLOW @ 596.58
1 YEAR WSE 597.20
6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN @ 595.70 INVERT
22.49 LF OF 18" HP PIPE LOW LF OF 18" H
Outlet Barrel @ 0.54 % OUTLET BARREL r5.0%_
INV IN: 595.70 INV. IN=595� i
INV OUT: 595.59 INV. OUT=g9+99 N No detention
outlet structure
595.70
/3\
tF N
W
U')
Q W
W �
E.-- Co
J �
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w
U)W Q
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ape
///, 11-r
20 0 20
IN IN IN IN IN
IN IN IN IN IN
SCALE: 1"=20'
Y
Detention Chambers Stage -Storage
Report
Y
>
Elev(Ft) Storage(CF)
torage(CY)
y 595.529A8-
0.000
0. 00
y 596.53
§96.900 2vvmeT9 1457.46
77. 2
597.53
3781.57
195. 4
r 599.53
7899.32
308.72
>'601.20
-•"� 89 10136.70
359.974
'torag,(Acre-Ft)
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DESIGNED BY:
JLF SMP
DRAWN BY:
I JLFNVN
'CHECKED BY:
I JLT
ALTH op `4.
< � 9
Jimmy L. Taggart
Lic. No.
° 22841
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DATE:
OCTOBER 25 2019
SCALE:
1 "=20'
JOB:
GTH
FILE:
19.0125
SHEET:
1 OF 9
G:\mid"Roj"c CMIP j""ak' lB1a0125\ENGINEERINGpW 19.0125Ge"rg" nHydmulicV MP20,dng
r
PRE -DEVELOPMENT
SITE
TR55
y y
AREA = 0.8 8 A C
Tc= 8.0 MIN
CN=59
�
Draln eAreaA
crest/Open Spare-mNndbefirestepi.nd
forest/open spare or reforestetl land
Aea(aces
CN
Managed Turf nic, b disturbed, ffaded brya ds or other
[u d to bemd, tested!
managed
Area (acres
CN
Impervious Cover
Area acres
CN
RVowelopea (watershed -inch) with no Runoff Reductii
RV,,.Ilea (watershed -Inch) with Runoff Reducth
Adjusted CN'
Drainage Area ASails I BSDiIs [Soils Dsails Total Area (aces): 0.98 ONCLUS ON:
POST- DEVELOPMENT I ,
Forest/Open Space undisturbed, protected Area acres 0.00 0.00 am RunoR Reduction
forest/open spare orrefores[edland CN 30 55 ]0 ]] volume e: o IN ACCORDANCE WITH CHANNEL PROTECTION SECTION
I Managed Turf-distu bed,no. ed/rounded ramsDramer Arealarres7 Dog 018 74 000 B.3.A) OF 9VAC25-870-66 OF VIRGINIA LAW; THE
SITE AREA = 0.8 8 AC urtto be mowed/managed CN 39 61 0 80
Impervious Cover Area°Naas °98 98 9°° 9°° MAXIMUM PEAK FLOW RATE FROM THE ONE-YEAR
TR55 Tc= 6.0 MIN CNlpea, 24-HOUR STORM FOLLOWING THE LAND -DISTURBING
r 90 ACTIVITY APPEARS TO BE IN ACCORDANCE WITH THE I
CN= 9 0 1-yearstorm 2-yearstorm 10-yearstorm NERGY BALANCE METHODOLOGY:
I RVDevelopm (watershed -inch) with no Runoff Reduction" 2.02 2.62 A.a3
�. RVDeelapea(watershed-inch) with Runoff Reduction' 2.02 2.62 4./3 QDEVELOPED S LF.*(QPRE-DEVELOPED* 3 I
Adjusted [Nat 90 \ 90 BD \ -1 _ I I I RVPRE-DEVELOPED)/RVDEVELOP
EXISTING I \ \ I _ - - L,\ IMPERVIOUS
WOODS _ _10.02 S 0.90*(0.27*0.
W W I r I I I 0.70AC I '
.y .y 0.73AC � I \I a CHANNEL PROTECTION COMPLIANCE SUMMARY TABLE I
0.038 WITH Y' ORIFICE 1 `1 / 1 I II Applicable Channel Protection Criteria II `0.268 WITH 3" ORIFICE (RECOM (ENDED)
\ \ \ I \ 11 I 1 Ipll I I Cwitions alterlaA Criteria CriledaC s NI L Discharge visit. Project
consistent IF
1�s it Point Anal s of
\ I J - \ Analysis (b °�, Vx V....w. vAlh design ored of l]e.°xam RV...w.,m IF wa rei Rv.-., 5 aV,.....
reslgred .,w.,N ..w.e RV.ma.>.e Ry,,,.,,,,.. _ 80' PROPOSED
EXISTING \ rn 1 I LI
IMPERVIOUS I 11
0.07AC l I \
� \ TMP 60E-1 � � wM I ,i
0.00
0.73
0.00
0.00
Mount Raluetlan
30
55
70
]]
Volume (R'): 0
0.00
0.08
0.00
0.00
39
01
]d
B0
0.000.00
0.00
98
98
9S
9S
Chat,
storm
2-year storm
10-yearstorm
0.32
0.5]
1.5]
032
057
15]
59
59
59
system RIGHT TURN TAPER.
#1 ❑ Restored
\ ❑ Nature tl rEs 0.02 2.02 0.9 0.27 0.32 0.040 5 0.078
® Natures bbb
TURF Channel Protection Criteria _
G A. The stave mws[er conveyance Watson ewrveys the post -development peak flow rate bram n the twoWar 24bour Sharon event without causing erosion of
0.1 UAG the "am (Vs must be shown to be nff-erosive) W M
B. The development project, in combination with other stamwater runoff. Is consistent with%a design parametersofthe restated stornvmter cmvayance
and the restated stormwater ceowyance system is functioning as designed
\ DYNAMIC INVESTMENT I I \ C. The discharge from the development satisfies the Energy Balance requirement
I CAPITAL ENTERPRISES °° °°`°'R✓°""° °)slFe(° ,',°'Ry.......°'
where'. - \I
ZONED: C-1 1 °m i° e Bepeak few rate of runoff from the developed site
- \ I USE: OFFICE BUILDING IF °o" animpthe rme entfactbran 8 for
dosed sure,
developed9foreon 1acr
IF eni merlon rteachno.8 for sites>tde,eopforsites s1ecra)
te
RVe s mm Bite volume w rate of runoff from thebased on prep leved elo
RVP.re,a°m° - bite wlsmectrunoff bran the site based on pre -developed conditions
EXISTING -- I 1 IF B
0 08AC \ / ) 1 x / / I \ \ / ) 1 Ex c / IPOST-DEV
TC PATH
6.0 M I N
5gp- OMEN 5 ♦ p /W /* y/ p p \ 599- MAN j S
M ),/ .p T 4_
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�
\� 6"PRDS p p p �W /W _O ttpGE SEMI
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\ 5 W W 1`WC'9`YW /W W W W W W W \ 11 O I I
T 1 KWOP W+6" V✓P� W W •Y W W_ W W W \ �� I `I./
/ )n 6" 0tAK W I I IWW WW �WW � •Y WW WW W WW W WW _ tKO� II I �� I I//f�■■ _ y
q� = \ II II 1\ I WI1'Iv I .wY/ /W/ Jvi" I WI WidW W W Wv W Wv W •wY W Wv W Wv W Wv WIhw+III _ I II OOA2� \0
X 8"MPL 8"MPL
24'PINE X 24PINE
8 18"(I
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414
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\ X + + 8"OAK I I Y n Y W W W W W W W W W \ X +
\ P 8 PO 1�"PINE � 8"OAK
/ 8 N W W W W W •Y W 8 IN '
/
Pl1O 5"P+IrnN10"POP 5"PIN 24"P+P 10"POP + II \ 24"P+IP
3030/"
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M 10 OR +18M10+
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+
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W W W W W W W W W \
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24"CHRY 18"MPL .� N24"CHRY 18
18'POQ .g �. �. �. �. �. �. �. �. I\+- � 2
REEN \ 8"MP + \ \\ W W W p p p W GREEN \ 8 MP + \ \ \\
TIAL I a 1O CH \ I I W y W W W W W W W W W ITIAL
I I I I n
EA II I I I I WI W W W W W W W W /J I 'EA h =
12"POP On L � �Y W W W W W W W W W W W /W W 12"POP 0^ '/ I
/ + 0 0� /8"MP �1 10"MF'L I ( I I I W I .p .v w W W w W W w W W\ W I \ / + 0 0� MP �1 10"MF'L I ( I I I II r
LINK FENS I ( y k W W W W W W V W W W �M v NLINK FENer I ( 1
0"♦�OP 18"�P� I 2+ P I W W W W p p p p p p p p p I 6"POP �� � 011 1 8"IMP
6"POP I 2+ P FI
�f I 8"OAK I I W W J W W W W W W W v W\ NCHMARK \"1 1 8"0AK /. I I 1 yI
✓ + / I NCHMARK
8^S'C I 18°It0 204POP W W W W W W W W W W W W W AAFFIC BOX 8^S'C I 18"�0 r% ::a AFFIC BOX
SITE + 1° W W W W W W W W I E VATION=614.7� SITE K + 10 E VATION=614.7y
X+ DISCHARGE Poo W W W W \ X+ I DISCHARGE 2"Poo
/V 20"POP + W w W 124r OC W W W W W W W W W W W W � "e 2O"POP +
+ POINT #1 2 P + I 2" 1 W + (DELMU) W W I I / + POINT #1 2 P
X + " e 12�Po I w -"'-� w v, w .g w v- /.g �`Z' X + 12�Po
12 / P �0 \ � / I I 12 P%P I/� M W W W W W W W II W W W y W y W / �
8"POP PL 12"L�C m W W W W W W/ 8"POP
\ /V X 0 42"OAKX2 I 2n O `w g+ w p w v24"MAP X 0 42"OAKX2
'� W W \0 W) W W W W W W W W Y' f W 1 1 ✓ IIU <r30a �� / / I // 'I}.'yJI`
+ W 1 W W W W 24"PO
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8
-
/
1 "PINE 9 y2 / I 8/M`PL W
/ 36" OAKX2 \ I / �[ 8"POP' Warr 0P� +* q{I}P-9P
/ 1 10' �PL O K ` W W �6"Gl RY p �SYC W W J (�DLEADD)D
/ \ � n'
/ h9P/ �� 10"MPL/ �W v W p"MPL 1"(OAK �1�PWEW p I '\0 V-
-PR E- EVE�OPMENT ��I W W 4"POP W W b\0 air PRE-DEV
Runoff Hydrograph: TR-55 Tabular Hydrograph Method `�b�� TC PATH
Input Data: I I W W W"��� 8.0 M I N
Rainfall Distribution Type: Type II I + W ' 0 `\a
Rainfall Depth: 3.04 in
Base Flow: 0.000 cfs V
la/P Interpolation: On I I U / I
Subarea Downstream Area CN TC Tt 0
lame Subareas (acre) (min) (min)
SITE -PRE 0.88 59 8.00 8.00
Computed Results: /
Peak Discharge (Qp): 0.272 cfs
Time to Peak: 12.10 hire
Runoff Volume: 0.01 acre-ft
1
/ 36" OAKX2
I 10'i "O K
•��
/ �`/
-POST- DEVELOPMENT
Runoff Hydrog ar ph: TR-55 Tabular Hydrograph Method - -- --- I I 4
Input Data:
Rainfall Distribution Type: Type II
Rainfall Depth: 3.04 in
Base Flow: 0.000 cfs
la/P Interpolation: On \
Subarea Downstream Area CN TC Tt / Reservoir Routing: Storage Indication Method
lame Subareas (acre) (min) (min)
SITE -POST 0.88 90 6.00 6.00 Input Files:
Inflow Hydrograph Curve:
Computed Results: Stage -Storage Curve:
Stage -Discharge Curve:
Peak Discharge (Qp): 2.807 cfs
Time to Peak: 12.10 hire Results:
Runoff Volume: 0.09 acre-ft Inflow Peak Flow:
I ' Inflow Peak Time:
Routed Peak Flow:
/ Routed Peak Time:
Maximum Storage:
Maximum Elevation:
iiff"I'M
n-'
REV-1YR_POST.hyd
DIET PIPES.cop
DET PIPES.stg
2.81 cfs �0 0
12.10
hr
0.02.02 cfs
hr
0.1328 acre-feet SCALE: �=20'
.132
597.46 ft
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DESIGNED BY:I
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DRAWN BY:
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•CHECKED Rs'
1JLT
I'T H OF vr+P
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Jimmy L. Taggart
Lic. No.
22841 W4
100:aSIONAL
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DATE:
OCTOBER 25 2019
SCALE:
1"=20'
JOB:
GTH
FILE:
19.0125
SHEET:
V 21191
I
G:\rmid"Roje \CMIPmjentsk' 11 190125\ENGINEERINGWpW 19.0125Gearge nHydm licV MP20d g
r
Drainage Arm ASoils g5oils CShcs Dsoils Tmal Area (aces): 0.31 Drainage AreaD
Forest/Open Space- undisturbed, protected Area (acres) 0.00 0.17 am 0.00 Runoff ReductionPOST- DEVELOPMENT Forest/Open Space- undisturbed, protected Amaacres)
PRE -DEVELOPMENT \ / forest/open space or refomcmd land CN 30 55 70 JJ Volume ff N
Managed Turf- disturbed, graded for yards or other Area(acres) 0.00 0.03 0.00 0.00 Managed! Turf- disturbed, graded for yards or other Area(acres)
tudto be mowed/manaed CN 39 61 74 80 tudto be mowedmanaetl CN
DRAINAGE AREA= . 31 AC mpPN1OY5COVef g Area(acres) R.11 D.00 n9R DRAINAGE AREA= . 7 2 AC m�r"inas erg Area (acres,
CN 98 98 98 98 CN
TR55 Tc= 8.0 MIN CN,,A.� TR55 Tc= 6.0 MIN
71
CN = 71 \ I 1-year storm 2-year storm 10-year storm C N 9 2 RVDe 1Wrd1 (wntershed-inch) with no Runoff Reduction
I\ RVll-loped (wetershed-inchJ with n , Runoff Reduction• 078 1.18 2.56 RVoewloped funtershed-inch) with Runoff Reduction
\ \ RVoevelaped(eotershed-Inchf with Runoff Redu=n4 OJB 1.18 2.%
Adjusted cN4
� Atllusma cn4 1_ 73 1 73 \
\
EXISTING \ I I �_ - y\ L 1 I IMPERVIOUS \ I
I I I W W WOODS 0.60AC r - °
0.17AG
IL J I \
EXISTING \ I \ m II wV l
IMPERVIOUS
0.1 1 AC l I \
� \ \ TMP 60E-1 � � wM A
,sous BSolls 05olls Dsous Total Area (acres): 0.72 ONCLUSION: I ,
0.00 0.00 0,00 0.00 Runoff Reduction
30 55 ID TJ Volume(R): 0 IN REFERENCE TO FLOOD PROTECTION SECTION C.1), THE
1z 000 a. 39 61 J4 80 SITE'S POINT OF DISCHARGE RELEASES CAPTURED
0.39
8R 0.99 o. 998 98 8
8 98 STORMWATER INTO A CONVEYANCE SYSTEM THAT,
9DNwADI
FOLLOWING LAND DISTURBING ACTIVITY, CONFINES THE
92 POST -DEVELOPMENT PEAK FLOW RATE FROM THE
storm 2-yearstorm 10-yearstorm -10-YEAR 24-HOUR STORM EVENT WITHIN THE
2.20 1 2.81 1 4,65
2.20 2.e1 Q6g STORMWATER CONVE
91 0.41 CFS
QjoPOSQWPRET DD S DEVELOPED1.223 CCFS 3
I 1 80' PRbPOSED
I 1 wv lip RIGHT TURN TAPER. 1 _ -
TMP 60E-1 J wM 1
DYNAMIC INVESTMENT O i
CAPITAL ENTERPRISES 1
ZONED: C-1 I
USE: OFFICE BUILDING II 1
I ( I
POST-DEV
TC PATH
6.0 MIN
G
I
I
18.0' I .
24 PINE +
/ \ ¢I 1•°\°. I 4 PINE I\+
+ �X +
30POP �
18INE 18"POP \ 18INE"P8"Oaa"P18"POPI 8 IN 8PO\ 12 PINE I 8"OAK a
8 IN PO (1n
+ 10"POP 5"PIN 10"POP 5 PIN N 24"P++Pl 24"P++ l
30" 2 OR
\
I
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+ x \ \ 30"POP) X 1
\ \ INE + 12 AK 30 POP w I4 , \ \ "INE + 12\ AK
\ \ \ 18"M 10 OP _ \ \ \ 18"M 10 OP / ■I� :1
Ior-
15"POP 10"MPL + 1ip,p
W 15""POP10"MPL + "POP''`�24"PINE +f 1 O C 124"PINE ATl + ,11 I ::::` LW G
\ X 10"POP �\ 1 / I 12"LOC p '` L r^ \ X 10"POP rn ` ' I - I 1 r^
24"PPPI I L \ / 2 PI II _-===_,r
\ I e j 0 MP \ 15"CH Y I I �+ I 12"SASS \ �° \ W \ I e j 0 MP \ 15"CH Y I I II� tt ..`
10"CHRY e 20'MPL
24"CHRY X++ 1 j 18°MPL \ \ \ \ 18'POP \ 1' REEN + L
\ "'[[[+ \ \ I I I � 1 L � ; \ X10' CHRY 1 n BnM� +
REEN 8'MP \ 1 \ C 24"CHRY 18'MPL ' 1 ►t \
6 10 CH ` I 6 1yI 10" CH \ I P I 1 , 1
TIAL l I I I III I /\\ ITIAL I I I I I I n �':
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LINK FE00QJ NLINK FENer 0 0V
0 OR p 2"P \' POP "O6"POP i�+ II�
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ump
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I\2
8"OAK 8"OAK/I1I
+
BENCHMARK ( I
TRAFFIC BOX 8 C8 C 20"POP 614.7� 18"�0
SITE + ,ELEVATION"Po"+ o "+ IDISCHARGE
20"POP 2" P 20POP 2" �o
POINT #1 1210C =► + POINT #1+ 2 (DEAD) x +
12�Po �*�v
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8"POP 8"POP
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X / + W W 24"Do W W W W W W W / WL4 X / + �
18"OAK i 1 0 \ v v p +� 18" AO K ` 1
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` � ,.may {V • } (� Y > � W W W W W 2 �O \\/ - i �R' ` F � -
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\ I \
TURF \ I \
0.12AC l I
DYNAMIC INVESTMENT \
\ I CAPITAL ENTERPRISES 4\ I
ZONED: C-1 I ^ I
- \ I USE: OFFICE BUILDING 4 \ I
( a
EXISTING -
TURF I I II / IF BENT \ I
0.03AC
5i9Ni
74
58956 / T DB 440 P - (� I o �;5a9�6
ti/ \ ��SMH / I / NAGE SEMEN_ ti/
/ .I 6"PRDS / 1j D - a4... \� ��SMH
IF EX. _ -� � 5 IF
5 `
/ � + 10 CFI�tY � _ � 7 / / �
4
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\ 5"0 K _- - a 4 \ I 5"0 k
6" I qK + I 9 6" 0 O;oA t\ J2nM
8"MPL \ / I I I I 8"MPL
X I 24"PINE I I g" HR� X I 24"PINE
\ x I lb F, 211 OR 18"OA X I 18"P( 2n OP 18"8AF
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5 I + + I 18"OAM / I \ 1 5 I +
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/
W W W W J✓ W W W W� �W� � WTQIAIG W
0"CHRY �aYC W W J (DEWED) W b - 1 10"�PL J
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PRE- EVE OpMENT W W W NIW Y Wog W `O �ba�r PRE-DEV -POST-DEVELOPMENT l
b
t' \
Runoff Hydrograph: TR-55 Tabular Hydrograph Method --- I I TC PATH 8.0 MIN Runoff Hydrog ar ph: TR-55 Tabular Hydrograph Method, - -- ---
W WSW
Input Data: I O �� Input Data: I
Rainfall Distribution Type: Type II I I /Y + / `. \a Rainfall Distribution Type: Type II I I W
Rainfall Depth: 5.57 in ` I I' Rainfall Depth: 5.57 in
Base Flow: 0.000 cfs Base Flow: 0.000 cfs
la/P Interpolation: On I UP la/P Interpolation: On \
Subarea Downstream Area CN Tic Tt / I I 'o Subarea Downstream Area CN Tic Tt / Reservoir Routing: Stl rage Indication Method
lame Subareas (acre) (min) (min) I I I Name Subareas (acre) (min) (min)
DA-PRE 0.31 71 8.00 8.00 I DA-POST 0.72 92 6.00 6.00 Input Files:
Computed Results: / Computed Results: St low-S{drograpn Curve:
Peak Discharge (Qp): 1.229 cfs
Time to Peak: 12.10 hire
(Runoff Volume: 0.04 acre-ft
I
I
Sul
age orage urve.
Stage -Discharge Curve:
Peak Discharge (Qp): 5.280 cfs
Time to Peak: 12.10 hire Results:
Runoff Volume: 0.17 acre-ft Inflow Peak Flow:
I / ' Inflow Peak Time:
/ Routed Peak Flow:
Routed Peak Time:
I I Maximum Storage:
Maximum Elevation:
I1AFFIC
\ OX�A
I� 1
= av I w
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'd
UV
REV-IOYR-POST.hyd
DIET PIPES.cap
DET PIPES.stg
8 cfs 0
12. hr
0.
0.09 cfs
18.50 hr SCALE:=20'
0.2058 -feet
598.95 ft
BENCHMARK
TRAFFIC BOX
ELEVATION=614.7y
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DESIGNED BY:I
JLF SMP
DRAWN BY:
I JLFNVN
(CHECKED BY:
I JLT
Z,TH OF vr+P
Jimmy L. Taggart
Lic. No.
22841 W4
A��s'SIONAL
g
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DATE:
OCTOBER 25 2019
SCALE:
1"=20'
JOB:
GTH
FILE:
19.0125
SHEET:
9 OF 9
I
Q\rmid"ProjecN\CMI Pmjenlsk'o16\190125\ENGINEERINGWAlml 6.0125 Gaor,e nHydraulicVS&P20dx9
STORM1 PROFILE VERTICAL PROFILE SCALE: 1"=10'
2 HORIZONTAL PROFILE SCALE:
1"=30'
O
1
620
620
�z
615
o 0
615
w
a
610
~ ~
610
w
605
605
TO USE VARIABLE DEPTH CLEAN FILL
BETWEEN PAVEMENT AGGREGATE AND TOP
OP OF STONE: 60.
OTIE
600
12" STONE
600NCASEMENT
_
C R
.45
595
PP.49 —
BOTTOM
590
590
in
585
585
o
—
580
- w m
580
LLp o
575
vn w
= = n
575
- LL
570
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,t N
570
N
0)
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565
li a
565
560
-
~ --- -- -
560
9+75
10+00
11+00
0
/^\
00
PLAN VIEW
---- ,
\
SKETCH NOT TO
P 1
/
SCALE
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SHEET: C 1 OF 02
cc
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T
VERTICAL PROFILE SCALE: 1"=10'
PLAN VIEW
HORIZONTAL PROFILE SCALE: 1"=30'
STORM 2 PROFILE
NOT TO
SKETCSCALE
STORM 3 PROFILE
4
2
3
620
620
620
620
620
�
I "
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rn
/
615
J
615
615
6615
cn
0
610
p
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610
610
605
605
6
605
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6.85'-15"H
600
600
600
600
595
595
595
595
590
tr
590
590
590
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a
585
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585
585
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o 0
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580
580
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575--a
575
575
575
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- -- -
570
570
1 ~ - N 570
9+75
10+00
9 75
10+00
I- — — —
— — — — — — — — — — — —
/�
PLAN VIEW
®� SKETCH NOT TO
I SCALE
)
4'
9'
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SHEET: C2 OF 02
LU
mm
4
Isolator
Row
To
Top:: 603.54
15" Invert (from DI-3B): 598.62
24" Invert (to Isolator Chamber):
15" Invert: 598.40
15" Invert: 598.40 \\�
24" Sump Bottom: 594.6Z
DI-3B
L=8'
Top = 603.8
15" INV = 598.67
Outlet Structure
(see edits next I
DI-3C '
L=6'
TOP = 602.5
24" INVERT = 596.62
24" Sump required = 594.62
OUTLET STRUCTURE DETAIL STD. MANHOLE LID
NOT TO SCALE FOR ACCESS
5.0'
STD. MANHOLE
STEPS
_-----==5.0• 5' X 5INTERNAL DIMENSIONS OF
OUTLET STRUCTURE
�OUTLET JUNCTION BOX
9.0'H X 5.0'W
599.10
I
II
II
I
-6BirV
III
I
I
II II II
� I
1 � -•II
-------------
4B LF OF 18" H
OUTLET BARREL 9-fi:BM
INV. IN=696,BP
INV. OUT694,98
18" HP PIPE
22.49 LF OF
Outlet Barrel
@ 0.54 %
INV IN: 595.70
INV OUT: 595.59
Lv
O
G
L
;,_.1 ENAV
3" 0 ORIFICE ® i9%1B- 595.70
3.4'H
INTERNAL WEIR PLATE 4.8' x 5.0' W ` .598.94
FOR OUTLEr FLOW CONTROL. INV 0 59&BB 599.10 _ 10 YEAR WSE 499M
15" INFLOW HOPE PIPE FROM DETENTION CHAMBERS 597.20
1 YEAR WSE-599-.0"
15" INFLOW @ 596.58
6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN @ 595.70
INVERT
No detention sump
required in outlet structure
Move Outlet Structure as shown.
15" Pipe can enter into Outlet box
without a bend in the pipe