HomeMy WebLinkAboutSDP200700036 Study 2006-08-29k1beinal coun(v, Vinfinia
1uqu5l 29, 2006
Prepared for:
McKee Carson and Field Sports Concepts, Ltd.
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xzoxxx9''no
4PPE8DJIX^4' lilt nprrdonl Lit nini
APPENDIX ZJ- lilt ,e`'r|iwl[u})a'i\! \uuki\\orkbn1s
Popue'|by:
lo*eph l.[nbggam' Pl
cu:
tih. (ll,i }li'ti C. Procif;r III
I )isil'ict '1I "inspol tilli(m I'lilinwr
11111o1 t'r Pislrlc C
ll,`,11)i t I lt'lliil tii }t'Ici of I r'ulI I)f)rlilhon
I i 3 i I ()I i)Ci!;t' Rioad
ullw per, \ lr iniii ' ', M
I'ir",I (_h Yi siIiIll (A Atrt'lt
llh.'llli)rlc (, O,11111", \ ;r;_!,tllia
ltr lob 'tiu.: 2t11()- ()6() I
1)c ilr Mr. Prurttll
I he 'Cl ill'lic (;rtrlip, Inc:. lips Ill:vp iriA i) 'l ri)l A Impoul Sind) for lht' proposNI
l irsl ('11r1sli<in ( llilrt h. Fhc' f)rt)I)t'rt} is lint "ed In ills' iloriht'i)y tituldi -i)1)i of
IN US ._>t) ami ktwit I, RvItl tRo"ly T3 1 1 i1) WrliaHe C'clrnoy \ irc}illiit. I h,,
We N pliurnt'tl to ht' tic\vIuf)t'(1 itiilh ii - Ii it) tit'ilt Church.h.
Thu ,t cqw of »c:rl, "as t.lu,er3)ti1wd Iq ifr. t h,xWs 1'n it,,, f )onj
I Iimsporiplir)1i 1'li)r31iur, C ulpul)ur Disirici, \ irg;lliiil I)cpa tincilt of
l ri)3lsportplitill. It N \its (Ict('I'illiliutl that ill(' ilitcl 'trait) ()l t '' '. () i311t1
kcs11ick Road (Rt ua 73 1 ) "oulcl bu irladIzaL AcklltrcuLdly, mm thi`+ is it
church wi hin 11 Kirnpi t"'('ktli)} iirn iilltf pin p hOLI I011-111luS, it ti\ " Js'
determined to stitch jrlsl Hie Sluldai Mortlirl„ peak honr.
1s part of the tlia;il \4is, 1hc' i2)f1o"f, exhilms "we 1m Ili)r('tl:
E'Xhibit I - Site.Location Mal?
Hus tQuilit slims the rt'1athe lc)wtion of thu prul)cmm tlwt'lc)f)3inat and
the inlerst'ction.
Lx1libit ? - Existing Ltine. t;se
I1)is e \hihii shrn \s thc e\is13n:) hilt ,1st' iuld lraliic control tit'\ict's X11 tl)u
su11c'(1 it3tf'l"0(_'ti0l3. ( ul)clitit7l) tli r,;ri)Ills , nd pllolo);'rpllhs of the 1ric,i11ti1)
Lilt! Int'Ititluti ill A.
MAW - t xisiilntJ_Peai:fltau_r_ lraf fic Volunics
the Irallit (,rcnilc, Inc. (Aluclod ttlr11iy lllf7"qilt•11) wtllt data I1t1111 Z \ \I In
I NAI m a U1 dad at thc.' S1)i)&I init'rsWtMIL I ht' f)oak Mir tilt t1nig
ri10l1 collllt iir(' sht 1111 fltl I \1131711 i, (Y113i1fc P 11011 R' (1111101 AM (ill)
fit found in Afjwildl: _4.
I .xhihit 4 -- 2009 13,ickyrc,und Peak Hour 1 rAfic Volumes
r('; °,I(illal tt' Hit' :I "(3'\111 t >f i :1< ti ltltlt tl ,111111[, ll\ I H' llil" t' iM '',if ti l "ulli .' Hi1 Il:lt'i1',,. Il
O1)'),
ttxlhihit :i -- Trip Generation For the 5uljc=c_} `jt!c
t> tSt (I on lilt Ili"tinlIc of l fdnlSI)1r11aliciil i't( itttvFb 11111 IQ (,Ul,Aalic(il JAPIirirt Wh
I tlilinill turnlnlati and rt{t(r, lel v tlt'icl kw Ihi det elo}cwlelli.
Exhibit G- `l rip Assif;nment for SuLdect Site_
W4 vxhihii WjUsWS Ills' dInl'ihtlikM" and :tnjgtllit('niS of lftc Silt° t; ot1diQ Iratik hahcti on
r \Itilnli; 1,111' and Cnrreill traffic cmll)tti.
Exhibit t 2009 "fatal Peak (font' "I'taffic 1 0lun1es
ciclill lllc° 2()()'.1 hack'roullct traltic \\itll ttl(' traffic prutcctc'ct try I)(' };crwrat'tl i)} tilt'
Subic', t St1,,4 ruSltltS lit Ila h1al Sunda) lin Mir witinl(-s it ;nil }tnari /(d ou t11iS c,, lhihit.
f`:xbibit 8 - Remilts_of i- tterseciion Capacity Analysis
the ffi;;lma ( ilpac'it \Iatlual (I tit) I tinlixod to gmliltil
the existing, _'(1nt) Imi l ground and WO nu waft(' ( ppiations at lilt sulUccl intt'i'ti('C ion
and the s l( ac'co""' i lint. A shoot ml Khowl 8 , IN luc' currc illiv ol)(T<dc ;.ti
a(WIlINA IV\ c'lq oaf VIA it(' and dre 11rgn to c'c,ntimw to cjsTalu at ac utwalde It << s of
scir\icc %ith tit(- tntl ht Id (nti (A Ila Ivi al MTV t ()lnpl(=t(' (a} "orkqh(ngN wit
1112 t(nulcl in Al [Wilclit h.
As tit7r} tin j\itllin i1tiS analy`i , the } >r( llcaC -11)11 not c, ilnrcil i ill tia,l' my 1itt1' i111 }lat i (,it
llit' 'tirrc,nnelinr " n,iwori.. - riwtvioty, it i'; oil' opinion that (iff Site lllitigatiml t'
not rc'clnbil, for the Wt { luisdan t hin"(k
It \ t,tt 11<1\ e ml itnc-Sti(,nS, pttati( call.
NIncurc h
logrIilt J. t'al(sggVru, R!", R i .t', L
elliol Proico Nl llal,('i
190\"
t: .'()11tt 21)11( ) 100 "p .litcW4 I H RI}1.s1(;c i
Litter" Revart
first Christian Church
111hemarle County, Virginia
lirtffil
Ip, Ail MV t 44,XK4 ,
f
q, X W,
P
AN.
Ilk
5 r
Vz,
Nw, -
na SITE
NIX
v
I4v 0
24
V
1:7 11
w
7"If
ht 2002 Cotrwionwvalth If VifkiAeriallinagerycopytiq
M-j(o c,,Iat,d hy th? I I Applic a*,ton D() F ------- 0 814
NOT TO SCALE EXHIBI'T 1
SITE LOCATION MAP
Stildv jntc),sccholl
Al
SFVE
WAIN.
VOT TO SCALE EXHIBIT 2V, M,
swd v IN S I ING I ANE LIA.A too
kc
SITE
NOT To '('Aff7l EXHIBIT
006E X IS I I W PLAK I IOUR
VOLUMP
S IT L
Note: A 3`0 ZIM)Ual grovA.h rate vias applied to a:i traff',c volumes for 3 years.
TO SCALE EXFIIBf
009 HACKGROUND PEAK
I IOUR - ['RAf -- Ft(* VOLUMES
LAN - D USE FORMULA
Chord - (Seat, ITE-
560)
Sunday Peak Hour Trips = 0.
61 x( Seats) + 1
TRIP GENERATION TOTALS
I
DISTRIBU
5
2x'48
U DAY -PEAK'
HOUR'-,.
GOUT, TOTAL
first Christian Church
400 Seats Chunch I :23 2u 256
E
AH" i zz 1-7
7
IAJ07' J'o S(" EXHIBI F 6711eStudylilte•secholl
TRIP MSIGNMENT
PEA-, fJ:
FOR SUBJECI'SITE.
rh,8
Awl
rNOT 7n SCALE
1111 Study |oLm,oectiuu
Go,
A '— --`-----`----------`---
k o6n8o4\Qo 00/29/06
FIVTBTT/
009'ro HOUR
TRAFFIC VOLUMES
9
aM
I
S 250 & Keswick Rd
P/'
SB/
LR
2. Site Access Keswick Rd
S B/
L T
WB/
LIR
A 1 3.
3
B i 12,
5
LOS I De
A 8 - I
B f 3.
2
LOS i Daia-
v
2 0 C
x H, T
S ERESU5CF Nl T
6:
1 17 I
VCAPAII
Y ANALYSES
III tcl . ;ocl ioll Tll rll llt "' : f `lo( vin (' /I l Coll /I Is
Condition Dia,froms and I'llolos
400
SU
Id
Counted by: SN J-7Intersectionof* US 250 Date: August 20, 2006 Day: Sunday
and: Keswick Rd. Weather: Fair, Warm
Location: Albemarle Co., VA Entered by; TT "NO
TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC TRAFFIC FROM WEST TOTAL
on: Keswick Rd. on*
TIME
on: U$ 250 on: US 250 N+S
mm RIGHT THRU LEFT U-IN TOT At RIGHT THRU LEFT U-TN TOTAL RIGHT 7HRU LEFT 0 TOTAL RIGHT THRU LEFT U•TN TOTAL E+W
07:0-15 0
15-30 1
30-45 2
45-00 0
08:0-15 0
15-30 1
30-45 0
45-00 3
09:0-15 2
15-30 1
30-45 1
45-00 1
10:0-16
15-30
30-45 4
45-00 4
11:0 -15 2
15-30 3
30-45 2
45-00 3
1ZO-15 5
15-30 4
30-45 4
45-00 5
6 Hr Totals
1 Hr Totals
07-08 3
715-815 3
730-830 3
745-845 1
08-09 4
815-915 6
830-930 .6
845-945 7
09-10 5
0915-1015 4
0930-1030 4
6945-1045 7
10-11 10
1015-1115 11
1030-1130 13
1045-114.5 11
11-12 10
1115-1215 13
1130-1230 14
1145-1245 16
12-01 18
EAK HOUR
fi 18
1 0 1 0 1 9 0 10 11 3 0 14 25,
0 0 1 0 0 is 0 15 15 1 0 16 32
1 0 3 0 1 13 0 14 12 0 0 12 29
0 0 0 0 2 18 0 20 18 1 0 19 39
0 0 0 0 1 14 0 15 21 2 0 23 38
1 0 2 1 0 5 12 0 17 12 0 0 12 31
2 0 2 0 3 10 0 13 19 1 0 20 35
1 0 4 0 3 15 0 18 17 3 0 20 42
1 0 3 0 2 21 0 23 25 1 0 26 52
0 0 1 0 1 23 0 24 21 2 0 23 i 48
1 0 2 0 2 26 0 28 15 2 0 17 47
2 0 3 0 0 21 0 21 21 2 0 23 47
2 0 3 0 0 31 0 31 22 1 0 23 57
1 0 2 0 1 26 0 27 25 3 0 28 57
2 0 6 0 3 30 0 33 21 2 0 23 62
2 0 6 0 4 46 0 50 48 4 0 52 108
1 0 3 0 0 48 0 48 34 2 0 36 t 87
1 0 4 0 0 24 0 24 28 1 0 29 57
2 0 4 0 1 36 0 37 43 2 a 45 86
2 0 5 0 0 45 0 45 56 4 0 60 110
5 0 10 0 0 49 0 49 65 5 0 70 129
2 0 6 0 2 88 0 90 62 7 0 69 165
2 0 6 0 0 so 0 80 77 4 0 81 167
2 0 7 0 2 93 0 95 82 2 0 84 186
0 34 0 84 0 0 0 0 0 34 793 0 0 827 0 770 55 0 825 1736
0 2 0 5 1 0 0 0
0 1 0 4 0 0 0
0 2 0 5 0 0 0
0 3 0 4 0 0 0
0 4 0 8 0 0 0
0 5 0 11 0 0 0
0 4 0 10 0 0
0 3 0 10 0 0 0
0 4 0 9 0 0 0
0 5 0 9 0 0 0
0 82 7
0 0 8 85
0 6 0 10 0 0 0
0 7 0 14 j 0 0 0
0 7 0 17 0 0 0
0 6 0 17 0 0 0
0 6 0 19 0 0 0
0 6 0 17 0 0 0
0 6 0 16 0 0 0
0 10 0 23 0 0 0
0 11 0 25 i 0 0 0
0 11 0 27 0 0 0
0 11 0 29 1 0 0 0
Im
0 0 4 55 0 0 59 0 56 5
0 0 4 60 0 0 64 0 66 4
0 0 9 57 0 0 66 0 63 3
0 0 11 54 0 0 65 0 70 4
0 0 12 51 0 0 63 0 69 6
0 0 13 58 0 0 71 0 73 5
0 0 9 69 0 0 78 0 82 7
0 0 8 85 0 0 93 0 78 8
0 0 5 91 0 0 96 0 82 7
0 0 3 101 0 0 104 0 79 7
0 0 3 104 0 0 107 0 83 8
0 0 4 108 0 0 112 0 89 8
0 0 8 133 0 0 141 0 116 10
0 0 8 150 0 0 158 0 128 11
0 0 7 148 0 0 15 0 131 9
0 0 5 154 0 0 159 0 153 9
0 0 1 153 0 0 154 0 161 9
0 0 1 154 0 0 155 0 192 12
0 0 3 218 0 0 221 0 226 18
0 0 2 262 0 0 264 0 260 20
0 0 4 310 0 0 314 0 2863 18
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
61 125
70 138
66 137
74 143
75 146
78 160
89 177
86 189
89 194
86 199
91 208
97 223
126 284
139 314
140 314
162 338
170 340
204 382
244 490
280 571
304 6-17
dOIS
Ric-ftmond Road
i
LIA
kl/fii - Ifl•hmond -11
WORK 31Y S. N OIS ,1051 ,1051 , ? 006' 0,
O'chmanel Rcodo
Kps-ck •OO-j-'fl,
ctE Aigu-,l 20, 2006' uwA"!4, Ate, rrloi to Co , VA
su'l F N/A
Wjp-ll
eA
1p,
1S6 I)fN 7
111tersoctio rl ",(Ipacr`tY
Txvo-%Vav Stop Control
TWO-WAY STOP CONTROL SUMMARY
General Information site Information
Analyst
Agency/Co.
Date Performed
Analysis Time Period
RH
The Traffic Group, /tic.
3'2006
Sunday Peak Hour
Intersection
Jurisdiction Albemarle County, VA
Analysis Year Existing
Project Description 2006-0804 First Christian Church
EasVA'est Street: US 250 North/South Street; Keswick Rd
lintersection Orientation: Fast-west 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound f Westbound
Movement 1 2
J
3 4 5 6
L T R L T R
Volume (Veh1h)286 310 4
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR (veh1h)
0,87 0 87
20 328
0.87 0.87
0 j 0
0.87 1 0,87
356 4 I
Percent Heavy Vehicles 0 0 —
Median Type Umfivided
RT Channelized 0 0 _
Lanes 0 0 0 1 0 J
Configuration LT I I I I I TR
Upstream Signal 0
Minor Street C Northbound SOLJth[)OLjnd
Movement 7 8 A 9 10 11 12
L T R E L T
Volume (vehih)I 11 12
Peak -Hour Factor, PHF 0.87 0.87 0,87 0.87 0,87 0,87
Hourly Flow Rate, HFR (veh/h)l 0 1 0 0 I 12 1 0 13
Percent Heavy Vehicles 0 1 0 0 0 I 0 I 0
Percent Grade (%)1 0 0
Flared Approach N I j_-E
Storage
RT Channelized
0
F 0
0
0
Lanes I 0 1 0 0 0 0 I 0
Configuration I 1 1 LR
Delay, Queue Length, and Level of Service
Approach Eastbound Westbound Northbound Southbound
Movement I 1 I 4 7 8 9 10 11 12
Lane Configuration LT LR
v (veh."h)20 25
C (m) (veh/h)1210 11 502
v/c 0,02 0.05
95% queue length 0,05 0.16
Control Delay (siveh)0 12.5
LOS A B
Approach Delay (slveli)12.5
Approach LOS 8
HOS- lvlersi )n52 Generated 8;232 1053AL'
81'3/_'006t fiJc and Scttin 'rim ang Local Settflws Fenip,ti Ik
TWO-W"ly Slop ("olltrol 1.j -Pag I o r I
TWO-WAY STOP CONTROL SUMMARY
General Information [Site Information
Analyst RH
Agency/Co. The Traffic Gioup, Inc.
Date Performed &/23/2006
Analysis Time Period Sunday Peak Hour
Intersection
Jurisdiction A/bernaile County, VA
Analysis Year Background
Project Description 2006-0804 Fitst Christkw) Church
EnstiWest Street: US 250 North/South Street : Keswick Rd
1 East-West .. . . . .......................... . -- .. . ....... !Study Poricid (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street WOStbOUnd
Movement 1 1 2 3 4 5 j 6
L R I L T
Volume (veh,h)20 313 339 4
0.87 —Peak-Hour Factor, PHF 0,87 O.87 1
Hourly Flow Rate, HFR (veh/h)22 359 0 0 389 4
Percent 0 _1 0
Median Type Un
RT Channelized
Lanes 0
f
1
0
0 0
0
Configuration LT 7R
Upstream Signal j 0 0
Minor Street Northbound Southbound
Movement 7 8 1 9
L T R
1 10
L
11 12
I T R
Volume (veh/h)12 13
Peak-Hour Factor, PHF 1 0.87 j 0.87 j 0.87 0.87 1 j 0,87
Hourly Flow Rate, HFR (veh1h)0 0 0 13 j 0 14
Percent Heavy Vehicles 0 0 0 I 0 I 0 0
Percent Grade (%)0 0
Flared Approach N I I N
Storage 0 0
RT Channelized
Lanes 0 0
0
0 0 0
0
0
Configuration
Delay, Queue Length, and Level of Service
Approach Eastlx)un(J WeStt)OLjnd Northbound Southbound
Movement 4 7 8 9 10 11 12
Lane Configuration LT LP
v (veh/h)22 27
C (m) (vehih)
Vic
95% queue length
Control Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
1177
ao
I 0,06
8,1
A
466
0.06
0 18
13.
B
13.2
13B
COP' 2005 UnWersily of Florida. Al; Rights Roservej HCS. '" Vori n 52 Gpm,irxej &23200t?. 1052Al,1
8,23/2006 ;11 and ocll Settings Temp"u'2k I 9A.finp
Txvo-\V' 1a Stop Control I..*,I tit I
TWO -WAY STOP CONTROL SUMMARY
General Information Isite information
Analyst pl i Intersection
Agency/Co. The Traffic Group, Inc, Jurisdiction
Date Performed 812312006 Analysis Year
Analysis Time Period Sunday Peak Hour
Albernaile County, VA
Total Traffic
Project Description 2006-0804 First Cluistian Church
East[West Street: US 250 lNorthISOLIth Street:Keswick Rd
Intersection Orientation: East-West Stud YT (hrs):0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westboun
Movement 2 3 4 5 6
L T R L T R
Volume veh/h)73 313 339 57
Peak-Hour Factor, PHF 0,87 0.87 0.87 0.87 0.87 0,87
Hourly Flow Rate, HFR (veh/h)83 359 0 0 389 65
Percent Heavy Vehicles 0 0
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Configuration LT TR
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume (vehlh)61 62
Peak-Hour Factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Hourly Flow Rate, HFR (veh/h)0 0 0 70 0 71
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes
Configuration
0 0 0 0
I
0
LR
0
Pptqy, Queue Length, and Level of Service
Approach Eastbound Westbound Northbound I Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
v (veh/h)83 141
C (m) (veh/h)1117 380
v/c 0.07 0.37
95% queue length 0.24 168
Control Delay (slveh)8.5 20.0
LOS A C
Approach Delay (s/veh)20.0
Approach LOS C
l,upyriqnugzuu:) UnlVetSTY 01 NOWa, X1 KlgMIS Reserved HCS+T11.1 Version 5.2 Generated: 8f29!2006 2 PM
8/29/2006 ,,' Fi1e:h(':\Docwnents and Settings" rhuang\Local Settinizs\TenijuR295.trnp
I
TWO-way Stop Control %000 %' Page I ol I
TWO -WAY STOP CONTROL SUMMARY
General Information Site Inforniation
Analyst RH
Agency/Co. The Traffic Gaup, Inc.
Date Performed 8123
Analysis Time Period Sunday Peak Floor
Intersection
Jurisdiction
Analysis Year
2
Albemarle Courtly, VA
Total Traffic
Project Description 2006-0804 First Christian Church
East/West Street: Site Access NorthlS Street Keswick Rd
Intersection Orientation: North-South Sttid Period (hrs):0.25
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume (vehih)24 106 27 25
Peak-Hour Factor, PHF ago 0.90 0,90 0.90 0.90 0,90
Hourly Flow Rate, HFR (veh/h)0 26 117 30 27 0
Percent Heavy Vehicles 0 1 0
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 1 0
Configuration TR LT
Upstream Signal 0 0
Minor Street Eastbound Westbound
Movement 7 8 9 10 11 12
L T R L T R
Volume veh/h)98 25
Peak-Hour Factor, PHF 0,90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR (veh/h)0 0 0 108 0 27
Percent Heavy Vehicles 0 0 0 0 D 0
Percent Grade (%)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach Northbound Southbound Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
v (veh/h)30 135
C (m) (veh/h)1452 837
VIC 0.02 0.16
95% queue length 0.06 0.57
Control Delay (s/veh)75 10.1
LOS A B
Approach Delay (s/veh)
Approach LOS B
copyright 0 2005 University at RorWa, All Rights Resefved HCS-"t' Version 5.2 Generated 8i2W2006 2:36 PPA
8,L)9/2006 / file: / /G: Doctirnents and Settings\rhuangA.-ocal Setfings\Temp\u2k29A.tj-np
First Chri Church
Stormwater Management Narrative
Albemarle County, Virginia
April 9, 2007, 2006
McKEECARSON
LAl`JDSCAPE ARCHITECTS • CONSULTING ENGINEERS • LAJD PLANNERS
301 East High Street, Charlottesville, VA -22902
Tel: 434 -979 -7522 Fax: 434 -977 -1 194
www.n7 ckeecarson_com
I ABLE OF C( TENTS
Stormy niter Mml(wrilent ['lal, t hey 1. I i t
111troducti(
Project
Methodology
SununarY
Drainage I1al?
Drainal;e Areci 1
Blofilter -1
Dr,iimige Ale,' 2
Biofilter -?
No tilter -
Curb Inlet t : :alculation
Storm Dra.ill Calculation
c : Desi()-n
First Christian Church
Stormwater Management Plan Check List
1!1 V
Project Name: ZHf 1 = , mT
F i rill : tic 1 t --- - --
The 1611 ving step- 1_»•-step checklist it assist applicants ivith the In of a stormrrater manugemc °nt,13,11F' plan in
accordance with the Ordinance. Steps I through 6 are applicable to Preliminan Site Plan or Stnklivisiun iP,u. Steps
through 12 are applicable to Final Plan or Subdivision Plat
Preliminary Site Plan or Subdivision Plat
I. Identify which "Water Resources Area" a project is within (Development Area. Water Suppl}
Protection Area, or Other Rural Land).
V2. Determine whether, or not, the site is within the drainage area of a regional stormwater basin or plan.
If the answer is "yes ", refer to Section 17 -316 of the ordinance for further guidance on whether
detention and /or water quality requirements may be. waived, and proceed to Step 5. If the answer is
no go to Step 3
V3. Conceptually identify stormwater detention requirements. Identify any detention exemptions that may
apply and if applicable, submit a written request for a detention waiver citing the appropriate
provisions of the County Code, Chapter 17 -314.
V4. Based on the Water Resource Area a project is within, conceptually identify water quality treatment
requirements through the use of best management practices (BMPs). Perform an initial calculatron of
the site's BMP requirement using the "Simple Method ". Identify any exemptions that may apply.
Conceptually identify stream buffer requirements based on the Water Resource Area. Identify the
need for any allowable stream buffer encroachments according to County Code, Chapter 17 -320
through 321. Consult with the county enginer to determine if the proposed encroachments play be
allowed.
d6. Show appropriate Information On the prelillllnary plan: Water RCSOUrCC Al Stl'CLllll bUffel 111111t.s. and
conceptual stornlwater measures. N'Iake a note on the plan that a firm] stormwaten/13NIP plan vv'ill be
submitted with the final plan.
I "I
I1
h l;d k,: 1lirl or SubdF, , F1 i.
Calculate Cie tclitinn requirc III cntS (control of peak rate and v. elocitV Of runoffs.
Re- calculate BMP requirements using the Modified Simple Method if there arc any substantial
changes from the preliminary plan. For the purpose of this calculation. the site «i11 be divided into
subdraina(7e areas within the boundaries of the development. Small sites may constitute one driina`e
area.
9. Reassess whether the stream buffer limits on the preliminary plan are accurate and the need for any
allowable encroachments.
10. Show measures and facilities on the plan that meet detention and BMP requirements. The shect(s) that
address stormwater should be labeled "Stormwater Management /BMP Plan.' Integrate these designs
with erosion control measures wherever possible.
11. Include a Mitigation Plan for any planned and allowable encroachments into a stream buffer. The
Mitigation Plan should be a component of the broader Stormwater Management /BMP Plan whenever
possible.
12. Develop an erosion and sediment control plan according to the standards in the State E&S Handbook.
additional engineering details may be required upon request.
t
CD -18
INTRODUCTION
F he First CIIrIst1arl Church Storrnwatcr Marlagelllelit Facilities are designed to control both
quantity and quality of rurlc,ff. Flit facilities primarily include three biofilters. I he bWhIter, arc
designed to control excess runoff of post dcyelopnlellt conditions to preoie ptak
runoff rates. Also, the biofilters are designed to treat 1 inch of first flush front the imper\ ious
areas of proposed developrnerlt. Fhe Itic,d1fied Rational TkIethod (recornmerlded (n bath tllc
state of Virginia and Albemarle County) is used for Iwo-h ologic analysis.
PROJECT DESCRIPTION
The First Christian Church property is located in Albemarle CoLinty at 79 -24A. 1 he
proposed developnlcllt will occur under a special use permit in a Rural Area Lone. The site is
wooded, vacant, and 1-111used. I lie site has an overall area of 15. 12 acres, and Includes all
intermittent stream. It is bordered along its northern boundary by route 71, and along its
southern boundary by Route 250. Adjacent properties to the north, across Route 731, include a
residence and Union Run Baptist Church. The site has small Area of critical ~lopes which
not be disturbed.
METHODOLOGY
Pre - Development Hydrology
The site for the proposed church and associated parking lot is located on the ridge. This results
in hvo points of analysis. The t"'O watersheds are arlalvzed using the Modified Rational
Method. The pic- deyclopmcrlt drainage area for the first point of analvsis (designated as A) is
2.45 acres. The 2 -vr and 10 -yr runoff in the pre- development condition are 3.36 cfs and 4.39 cfs
respectively. The pre - development drainage area for the second point of analysis (designated as
B) is 11.17 acres. The 2 -yr and 10 -vr runoff in the pre- development condition are 14.18 cfs and
18.74 cfs respectively.
Post - Development Hydrology
Drainage Area 1 with Point of Analysis A
The point of analysis (A) for the post - development hydrology is the sarile as pre - development
hydrology. In the post - development condition, an additional 0.83 acre is added to the
predevelopnlent drainage area. The total post- developmcrit drainage area is primarily divided
in 2 sub - drainage areas. The sub - drainage area of 1.44 acres consists of parking lots and half of
the building roof. The runoff from this drainage area goes into the proposed b1ofilter -1. The
biofilter is sized to treat 1 inch of first fIus11. The required water quality volume is approx. 4,450
cf and the biofilter is sized to treat approx. ().005 cf. Also, the biofilter is desi to control the
excess runoff of 2 -yr and 10 -yr storms. fl he 2-\'r and 10-%'I' discharge from the biofiltei• are 0.349
cfs and 0.946 cfs respectively. Storage volume displaced by any plantings aboyc the filter bed is
ignored. Any storage in the bio filter media void space is not taken into account for available
storage space. The 2 -yr and t0 -vr discharge from the urldetalued sub - drainage area of I J4 acres
are 2.51 cfs and 3.29 cfs respectively. Thin, the total ? -yr and W -yr discharge from drainage,
arVa 1 ir( 2.86 cfs ,;ltd 4.24 cf: r,. ,h( tip el , %d)lc Ii i; i( ti - _iri th,It of ti)(' prc dw, cI ,i 111(11;
Con( ht1,() ll.
Drainage Area 2 With Point of Analysis B
l he paint of '111,111 °sis (I;) for the hv drology is the same a; pr(_ -de. cloplllcnt
Il drologv. The total post - development drainage area is primal - 11 diVidccd i11 ;suh- jrlin >c
areas. Sub- drainage area of approximately 03 acres c(lllsists of clitry driveSvay. I he runoff
from this drainage area goes into the proposed b1ofilter -2. The biofilter is sired to treat 1 inch of
first flush. The required \vatcr (luality Voluillc is appl-OV h"_ cf and the biofilter is siren to treat
approx. hh4 cf. Also, the biofilter is designed to coritrol the excess runoff of 2 -t r and 10 -v r
storms. The 2 -v r anti 10 -vr discharge from the biofilter arc 0.349 cfs and 0.596 cfs respectively.
Sub - drainage area of approximately 0.54 Acres consists of half of the building roof, and a
pay ilium The runoff from this drainage irca is going into the proposed b1ofilter -3. The biofilter
is sired to treat 1 inch of first flush. The required water (IualitV V011 - 11Tlc is approx. // cf and
biofilter is sized to trait approx. 15 cf. Also, biofilter is desi to control the excess runoff of
V a11d l O - r storms. The 2 -vr and ] 0 -vr discharge from the biofilter are 0.2 cfs and 0.468 cfs
respectively. hl biofilters, storage volume displaced by any plantings above the filter bed is
ignored. Also, any storage in the bdo filter media VOICI space is not taken into account for
a ailablc storage sp,1cc. The 2 -v - and 1() -`°r discharge from the undetailled sub - drainage area of
10.58 acres are 13.20 cfs and 17.44 cfs respectively. Thus the total 2-vi- and 10 -vr discharge from
drainage area I are 13.75 cfs and 18.50 cfs respectively which is less than that of the
predevelopi lent condition.
SUMMARY
The proposed biofilter; are designed adc(ltlatC1V to treat 1 inch of first flush from the proposed
impervious area and to control excess runoff from the postdevelopment coriddtdon. Altogether,
the facilities treat approx. 8,843 of of runoff xvhich is 1.5 times the I inch of first flush treatlllcllt
volume (approx. 5,855 cf). Following is the summary of pre- developmerit and post -
developInent rtulotf111 dralllage area 1 &?.
Drainage Area 1
Area Acre
Pr t 2.45
Post development S_ Draina
Undetained = 1.84 - -
T = 3.28L -- -- -- - - - -
2 - Runoff (cfs) - i 10 -Y Runoff (cfs)
3.36 4.
0. - 0.95
1 - -- - = - -- - - - - -51 - -- 3.2
2 .86 - - 4. 24
Drainage Area 2
Ar ( Acre) ' -Yr 1Ztnloff (cfs)
Predevelopmerit 11.47 14.18
Post deg elopmcnt Sub- Drainag 1 = O ;; O. ,5
I -Sub- 2 = O.34 0.2
Un1e = 10 .38 1 ?._0
Total = 11.47 13.75 - --
11 -YI }Zurloff ( cfs)
18.74 - - --
0.60
0.47
17.44---- -
First Christian Church
Drainage Map
McKEECARSCIN
14 May 2007
Ms. Summer Frederick
Senior Planner
Department of Planning and Community Development
County of Albemarle
Charlottesville, VA 22902
RE: SDP -2006- 030 —First Christian Church — Preliminary Site Plan
Dear Ms. Frederick:
Pursuant to your letter dated May 01, 2007, this memorandum addresses the comments pertaining to the
preliminary approval for the subject property. Our responses are listed in order and concur with the
numbering system, which was employed in your comments.
Response to Comments from Summer Frederick, Planner:
1. The picnic pavilion has been removed from the plan.
2. Tier 3 Ground Water Assessment has been completed and submitted for review and approval by
the Health Department. A copy will be submitted under a separate cover at a later date.
2. The source of current topography is the Albemarle County Office of Geographic Data Services
website. A benchmark will be provided along with the accurate survey during final site plan
submittal
3. All the information regarding adjacent owners, zoning and current use is provided on the Cover
Sheet.
4. The entire parcel cannot be shown on each sheet due to scale and space constraints. The
development area is shown. A new sheet called Master Plan has been added to the set which
includes the entire parcel boundary along with the metes and bounds information.
5. The site does not fall under any reservoir watershed. The site falls under middle Rivanna River
watershed. A note to this effect has been added under Site Specifics. See sheet 01 -Cover Sheet.
6. There is a proposed sign located at the site entrance on Keswick Road. See sheet 04- Layout and
Dimension Plan.
7. Proposed paving materials for all walks, driveways and parking lot has been added to the layout
sheet. See sheet 04- Layout and Dimension Plan.
Existing landscape features are shown on the existing conditions sheet. See sheet 03- Existing
Conditions.
Response to Comments from David Swales, Ground Water Manager:
Tier 3 Ground Water Assessment has been completed and submitted for review and approval by
the Health Department. A copy will be submitted under a separate cover at a later date.
Response to Comments from James Barber, Fire Marshall:
Duly noted. Adequate fire flow will be confirmed. We will update the County records upon
confirmation.
with Field Sport Concepts, Ltd.
301 East High Street Charlottesville, VA 22902
p: 434 . 979 . 7522 . f: 434 . 977 . 1194 • www.mckeeccirson.com
Ms. Summer Frederick
Senior Planner
14 Moy, 2007
Page 2 of 2
Response to Comments from Jonathan Sharp, Engineer:1. The grading has been modified conceptually in this 5 -foot contour plan. The most accurategradingwithrequiredspotelevationswillbeprovidedinfinalsiteplanwith2 -foot contour
interval.
2. As discussed in the site review meeting with County Engineer, the proposed location of thebiotilterisingoodrelationwiththeexistingtopographyandcollectsmaximumroofrunoff from
proposed church building.
3. The proposed picnic pavilion has been removed.
4. The required removal rate calculation and project drainage areas have been provided in the
attached Storm Water Narrative.
the5. The source of current topography is Albemarle County Office of Geographic Data Services
along with the accurate survey during final site planwebsite. A benchmark will be provided
submittal
6. The sight distance triangle has been shown on the plan. See sheet 04, Layout and Dimension
Plan.
Response to Comments from Joel DeNunzio, VDOT:The Right of Way will be dedicated to accommodate the proposed turn lane prior to final
site plan approval.Traffic estimates were conducted by the Traffic Group. See attached traffic report.
The sight distance triangle has been shown on the plan. See sheet 04, Layout and
Dimension Plan.
The final site plan will address pavement structure, entrance profile, and drainage featuresasnecessaryinaccordancewiththeRoadDesignManualandTheMinimumStandardsof
Entrances to State Highways.
The property owner will acquire a permit before any work will take place within the state
right of way.
Comments pertaining to final site design will be addressed during final site plan submittal.
We trust that the attached plans and response letter will adequately address your comments. Please call
me at 434 - 979 -7522 or email ane at should you have any questions or
comments.
Sincerely,
x
Keith Whipple
Enclosures: See Transmittal
First Christian Church
Drainage area 1
Short Version BMP Computations For Worksheets 1 -1
Modified Simple Method
Plan: The First Christian Chruch Water Resources Area Rural Area
Preparer. Braiesh Date 2- Apr -07
Project Drainage Area Designation Biof.iter 1
L storm pollutant export in pounds, L = [P(Pj)Rv/ 12 1 ( C,A 72 1
Rv mean runoff coefficient, Rv = 0 05 + 0 009(1)
Pj smail storm correction factor, 0 9
1 percent mperviousness
P annual precipitation 43" in Albemarle
A project area in acres in subject drainage area. A = 3 23,
C pollutant concentration, mg /I or ppm target pho >rnhr.n;
f factor appl ed to RR
V r'-qulrcd ;rc<.'f ilii. /GIumie in cY 0 j' J" -t ;i iT .i - ,_ r 12 ._
RR rerlr: red remov: l L(post) - f x L(pre.)
RR r . , sl :.;ffi -, _ .! PR = R/ rf , n
Impervious Cover Crnuptetation (vald,es. "n f. & sr {unre f, ?ii
Item
pre- develol. ;ment A - rr — f - developrT ent
G
J
G rJ r, r
D r,,l'v ays Length Wirith 110 suhtct.;': 1_ength idth no btotai
and V,aiks - _ _ ! _G
0 0 0 0 0 0 0
0
P:rkinq Lits r,,_a j Ar -a 2 Area 3 A ca 4 Ara 1 1_ :: A.rea 3 Ara
0 0 0 U U u 0 0 0 44, ;
Gravel areas Area 1 Area 2 subtotal hrea 1 Area 2 subtotal
0 0 Ox0C= 0 0 0 0x070=U
Structures Area no subtotal Area no subtotal
0 0 0 8595 1 8595
0 0 0 0 0
0 0 0 0 0 8595
Actively- grazed pasture & Area Area
yards and cultivated turf 142876.8 x 0 08 = 11430.14 89486.8 x 0.08 =7158 944
Active crop land Area Area
0 x0.25= 0 0 x025=0
Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3
0 0 0 0 0 0 0 0
Impervious Cover o8 /0 42%
I(pre)I(post)Rv(post) V
043 93.4
New Development (For Development Areas, existing impervious cover <- 20 %)
C f I (pre)' Rv(pre) L(pre) L(post) RR % RR Area Type
0.70 1.00 20% 0.23 463 8.69 406 47%Development Area
0.35 1.00 0% 012 1.23 434 3 12 72%Drinking Water Watersheds
040 1 00 1 % 0.12 1 40 496 3 56 72%Other Rural Land
min values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
C f I (pre) " Rv(pre) L(pre) L(post) RR % RR Area Type0.70 0.90 20% 0.23 4.63 8.69 452 52%Development Area
0.35 085 0% 0.12 1 23 434 3 30 76%Drinking Water Watersheds
0.40 0.85 1% 0 12 1 40 496 3 77 76%Other Rural Land
rev 30 May 2002
Coiripaiiy Mctfee: :Carsph::':::
D sfgire - - - - - lz l pvari :
ItWOF CC}NCEN TRAT -IPN f( PRE: DEVELOPMENT}=
O? tai d flaw;Tune .
Smirce" SFFIve Chart is morlifi-d in r, DIr f (/1i,1-endiX (?!`i_
1 ) !_
Calcuh,!c ,a sei ;3r, -hJ T.- f,r - ,,; r1 ;., r,.•!, r;. r r;n !, !i',r; a,- iy 11r . ;7 I.
300
i 30 iUl ?°
Shallow Con6en'trated Flow Time
JGUfC6" S(, ' /elOClty tC)h a, pUb!She'd 1Ii IrtJln' ; EICSipn anii •`Fdlrt ?rnt
Control Handbook, Third Eclit c:n
Notes
Not nrtench0 fcr w(al clefliwo c.h<,rrn 1. - . r.L In ;c i fi ', ;rula!i<,n
CelCrll,-!n ;) - P!);?I nt- Tr fnf - r";lch 01( " ; ;,1 C'ovor r'Cr'(l; .'!p /? ']i(!i! tl!'_' flo;' prtlI
Enter I_enath of Fiovi Jn
3.20 — Enter Slope ('. , c,r ft/ I00ft)
0.52 Velocity (ft1s) IF UNPAVED
0.65 Velocity (ftls) IF PAVED
0.00 Result Tc (minutes) IF UNPAVED
0.00 Result Tc (minutes) IF PAVED
Source: Kirpich Chart as modified In VDOT Drainage Manual (Fig. 1.5.1 2 on Page 1 -14)
Notes:
1) For small drainage basins.
2) For concrete channels, use 0.2`Tc
0.00 Bottom Width (ft)
0.10 Side Slope (Left)
0.10 Side Slope (Right)
10.00 Height (ft)
10.00 Cross Sectional Area (ft ^2)
20.10 Wetted Perimeter (ft)
0.50 Hydraulic Radius (ft)
0.01 Channel Slope
0.03 Manning 'n'
3.56 Velocity (ft/sec)
0.00 Length of Flow (ft)
0.00 Result Tc (minutes)
TctrorALt= [_1 1.32 1 mins
Gompan c:MsKee:Cars....
D:eslfinesfi::7"werl:::.:;:::
TYPE TOTAL
Return
Period
C CA
Buildings 0.00
PERC
0 °;0.90 000
Grass & Dirt 106722.00 1 0%0.35
10 6
10 6
37352 70
Road and Parking Lot 0.00 0 0°090 000
Side 000 0 ?°',0.90 0 00
Tot9l r- (" Oi)2 j
L -- - - Averag C = —Q.35 - - -
TIME OF'CONCENTRA (PRE DEVELOPMENT)
TciTOTAL) =L - -- - - -- - - .:. ;;2 minx
RAINFALL INTENSITY
b d
Return
Period
Enter
Duration
Intensity
Intensity (bl(d +Tc) ^e
105
I
2
5
106 3
10 r
2 .55 10 6
50
100
10 6
10 6
Acceptable values for dutation are between 5 and 60 m1nutes
Use values outside this range at risk
I
0 55 31 — d
Peak Discharge Q CIA
C = -_
M_
0
A = - - ' - 245 lacres
2 -Yr Peak Disch Q = 3. cfs
10 -Yr Peak Discharge Qio = 4.39 cfs
100 -Yr Peak Discharge Qioo= 5. cfs
b dd
0 °2 449.02 1 105
I
073 44695 =
Peak Discharge Q CIA
C = -_
M_
0
A = - - ' - 245 lacres
2 -Yr Peak Disch Q = 3. cfs
10 -Yr Peak Discharge Qio = 4.39 cfs
100 -Yr Peak Discharge Qioo= 5. cfs
McKe6:Cwtdn-::
ate :0410212007
ME DEVELOPMENT):
TC(TOTAL) min
Return Enter
Period Duration I intensity (bl( Cl +'r C) A e
2 106 3 '1
10.6
10 10.6
25 106
50 106
100 106 6
acceptable values for duration are t--lolero 5 and 60 minutes
Use values outside this range at nsk
Peak Discharge Q =CIA
022 — , 49 02 lo 5
0.73 4695 95
r 55#31 09 5
C = 0.35
A = 1 84 Tacres
2-Yr Peak Discharge Q2 = I 2.51
TYPE TOTAL PERCENT C CA
3.29
000 o 0°/,Buildings 0.90 000
cfs
Grass & Dirt 79982 00 100 0 035 2799370
Road and Parking Lot 0.00 090 00
Sidewalk 000
0
0L 090 000
Total 7998200---.---
j
1000 — 27993 70
E ------- Average C= 0.35
ME DEVELOPMENT):
TC(TOTAL) min
Return Enter
Period Duration I intensity (bl( Cl +'r C) A e
2 106 3 '1
10.6
10 10.6
25 106
50 106
100 106 6
acceptable values for duration are t--lolero 5 and 60 minutes
Use values outside this range at nsk
Peak Discharge Q =CIA
022 — , 49 02 lo 5
0.73 4695 95
r 55#31 09 5
C = 0.35
A = 1 84 Tacres
2-Yr Peak Discharge Q2 = I 2.51 lcfs
10-Yr Peak Discharge Q =3.29 cfs
100-Yr Peak Discharge 4.30 cfs
OVOZ , 200V:
TimE OF C_074CENTRATIION ?PRE r) EVELOP i'V, ENT)
mins
Eon 1
1 4695
d
TYPE TOTAL PERCENT C CA
Buildings 8595.00 13 70 /-,090 7735 50
15 111 /1,Grass & Dirt 953000 0.35 3335 50
i Rnad and Parking Lot 4479500 7 1 2 0.90 40315 E,O
Sidewalk 000 0 90 0019
62926 00
TimE OF C_074CENTRATIION ?PRE r) EVELOP i'V, ENT)
mins
Eon 1
1 4695
d
1 c5
Peak Discharge Q =CIA
C = 0.82
A = -1- jacres
Acceptable values for duration are betvleen 5 and 60 minutes
Use values outside this range at risk.
First Christian C UrCh
Biofilter 7
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
0.504 at 5.00 (min)
0.349 at 316.00 (min)
389.724 at 317.00 (min)
315.038
wed Apr 04 09:52:25 EDT 2007
Page 1
2 -yr
BasinFlow printout
INPUT:
Basin: Biofilter i
3 Contour Areas
Elevation(ft) Area(sf) Computed vol.(cy)
388.50 5755.00 0.0
389.50 7773.00 249.6
390.00 8782.00 402.8
1 Outlet Structures
Outlet structure v
Wei r
name: emergency spillway
length (ft) 1.000
coefficient_ 3.300
invert (ft) 389.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrocrraph 0
Modified_ Rational
name: post dev captured
C 0.820
Area (acres)1.440
time of concentration (min)5.00
receding factor 1..6
time increment 1.00
time limit (min)450.00
fudge factor 1.00
storm: crit. duration 187 iterations)
volume (cy)354.54
peak flow (cfs)0.504
intensity (in /hr)0.427
time to peak (min)5.000
duration of peak (min)310.04
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
0.504 at 5.00 (min)
0.349 at 316.00 (min)
389.724 at 317.00 (min)
315.038
wed Apr 04 09:52:25 EDT 2007
Page 1
Bas - inF!OW printout
INPUT:
Basin: Biofilter 1
3 Contour Areas
yr_peak
Elevation(ft) Area(sf) computed Vo .(cy)
388.50 5755.00 0.0
389.50 7773.00 249.6
390.00 8782.00 402.8
1 outlet structures
Outlet Structure 0
weir
name: emergency spillway
length (ft) 1.000
coefficient 3.300
invert (ft) 389.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
modified-Rational
name: post dev captured
C 0.820
Area (acres) 1.440
IDF file: 2
tine of concentration (min) 00
receding factor l.t,i0
time increment 1.00
time limit (min) 450.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume (cy) 90.72
peak flow (cfs) 6.116
intensity (in /hr) 5.180
time to peak (min) 5.000
duration of peak (min) 0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
6.116 at 5.00 (min)
0.000 at 0.00 (min)
388.900 at 13.00 (min)
90.908
wed Apr 04 09:53:30 EDT 2007
Page 1
BasinFlow printout
INPUT:
B , isin: Biofilter 1
3 contour Areas
10 -yr
Elevation(ft) Area(sf) Computed vo I.(cy)
388.50 5755.00 0.0
389.50 7773.00 249.6
390.00 8782.00 Z102.8
l. outlet Structures
Outlet structure 0
Weir
name: emergency spill:
length (ft) 1.000
coefficient 3.300
invert (ft) 389.500
multi pl e L
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
Modified_Rational
name: post dev captured
C 0.820
Area (acres)1.440
IDF file: al_0
tittle of Concentr'l'-ican `iIlirl i
reeding factor i)
time increment 0.50
time limit (min)350.00
fudge factor 1.00
storm: crit. duration 65 iterations)
volume (cy)475.94
peak flow (cfs)1.269
intensity (in /hr)1.075
time to peak (min)5.000
duration of peak (min)162.04
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
1.270 at 5.00 (min)
0.946 at 168.50 (min)
389.935 at 168.50 (min)
380.692
wed Apr 04 10:07:20 EDT 2007
Page 1
Basi nFl ow printout
INPUT:
Basin: Biofilter 1.
3 contour Areas
10- yr_peak
Elevation(ft) Area(sf) computed vol.(cy)
388.50 5755.00 0.0
389.50 7773.00 249.6
390.00 8782.00 402.8
1 outlet structures
outlet structure 0
weir
name: emergency spillway
length (ft) 1.000
coefficient 3.300
invert (ft) 389.500
11ultiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
modified—Rational
name: post dev captured
C 0.550
Area (acres)3.300
IDF file: a10
time of concentration iiiin?5.00
receding factor 70
time increment 0.25
time limit (min)350.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume (cy)179.45
peak flow (cfs)12.098
intensity (in /hr)6.666
time to peak (min)5.000
duration of peak (ruin)0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
12.098 at 5.00 (min)
0.000 at 0.00 (min)
389.248 at 13.25 (min)
179.478
wed Apr 04 09:49:28 EDT 2007
Page 1
Goitipany:NlcKee
Desfgnei :; rajesft:..........:
4I212OO7;:: :
d > ;;a;> DRAl GE AREA >:: <...- ::.:.. > :_: >:_:; >:
Facility Drainage Area = 3 36 sf
IhhPF'rV'0us Area = _ - 3cr) 00 sf
Water Quality Volume Required (V 4445 1
Bioretention Treatm R = 4449_17 -
FILTER BED DESIGN
Bed Depth Idit -Filter
Change Incremental Cumulative
Elevation Area
A rage C ., igir ocding d -pt h td-;j 7'
Removal Rate =0 00_=
in Elpvation
LRequir -d Flt= -r Bed Area Aavg)34 ^ 2 44 - - --
fft I fn i
Pic, ,! Filter Bed Area =7 --
1t7 f "'I
Provided Infiltration Volume 6604.00 cf
5 -4 ft)
Treatment Volume Required = 1 4449.17 1 ft'3
STORAGE TABLE
Treatment Volume Provided = lcf
Change Incremental Cumulative
Elevation Area Avg Area
in Elpvation Volume Volume
fft I fn i n IN 1t7 f "'I
38850 5,0800
38950 6,8000 5940 0000 1 0 5940 0000 5,94000
Treatment Volume Provided = lcf
First Christian Church
Drainage area 2
Short Version BMP Computations For Worksheets 1 -1
Modified Simple Method
Plan The First Christian Chruch Water Resources Area Deveiopmen +Pea
Preparer. Brajesh Date: 2- Apr -07
Project Drainage Area Designation Point B - Biofiiter -2 3
L storm pollutant expori in pounds L = (P(PpRvi12 ] ( G(A)2 72 ]
Rv mean runoff coefficient. Rv = 0 05 + 0 009(1)
Pj small storm correction factor 0 9
1 percent imperviousness
P annual precipitation. 43" in Albemarle
A protect area m acres in subject drainage area A = 11 53
C pollutant concentration n grI or ppn, target phosphorus
f factor applied to RR
V required treatment volu 1i in cy 0 S" over it per area = Ai 1)43560(0 5112);2RRequiredremoval . Lipost) - f x L(hi _)
RR removal efficiency , RR1001(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development AreaRoads '-- nctn U''Jidth :uhtotal L_ngti 'Jicth =',,I
U U
Drive Length Width no subtotal Length 4lidth no _c:b n`alandwalks - 0
0 0 0 0 0 0 0
G
0
n
Park ng Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4
G
G 0 0 0 0 0
Gravel areas Area 1 Area 2 subtotal Area 1
0 0
Area 2 subtotal
G 0
0 0 0x0 70- 0 0 0 0 0StructuresAreanosubtotal
O,G-
Area no subtotal
0 0 0 0 1 0
0 0 0 0 0
Actively- grazed pasture & Area
0 0 0
Area
0 0 10993
yards and cultivated turf 4904968 x 0 08 = 39239.74 460172.8 x 0 08 =36813.824ActivecroplandAreaArea
0 x025= 0 0 x025=0OtherImperviousAreasArea1Area2Area3Area1Area2Area3
0 0 0 0
Impervious Cover
0 0 0 0
10%13%
Rv(post) V
I(pre)I(post)
0 17 103.6
New Development (For Development Areas, existing impervious cover <= 20 %)
C f I (pre)' Rv(pre) L(pre) L(post) RR % RR Area Type0.70 1.00 20% 023 16.28 12.05 -423 -35%Development Area0.35 1.00 0% 0.14 5.00 6.03 1 02 17%Drinking Water Watersheds0.40 1 00 1% 0 14 5.72 6.89 1 17 17%Other Rural Land
min values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
C If I (pre)' Rv(pre) L(pre) L(post) RR % RR Area Type0.70 0.90 20% 023 16.28 1205 -260 -22%Development Area0.35 085 0% 0 14 500 603 1 77 29%Drinking Water Watersheds0.40 0.85 1 % 0 14 572 689 203 29%Other Rural Land
rev 30 May 2002
eo»apa »y..:M......
l3,esfgirer :Bra .... ....
TtIS E CSC CONCEMTRAT C7N :(PRE DEVELOPMEN TI: `
Source Seelye Chart as modified in VDOT Drainage Manual (Appendix 6D-1)
Notes.
1) Length of overland flow ahvays <= 300 ft
2) Calculate a separate Tc for each ground co er (-.onclitirn? along the flo.v path
300 00 -Enter Length rJ Stan 'fti
0 .35 Enter Rational Method "C" value
Res Lilt Tc (minutes)
S1 a :low Concentratod : I# T „
Source SCS Velocity Graph as published in Virginia Erosion and Sediment
Control Handbook, Third Edition
Notes
1) Not intended for well- defined channels - see channel flow calculation
2) Calct&]te a separate Tc for each ground cover condition ,doog the flmv r?ath
635 00 Enter Length of Flow (ft)
4.00 Enter Slope ( °' or ft /100ft)
0.65 Velocity (ft/s) IF UNPAVED
0.81 Velocity (ft/s) IF PAVED
3.29 Result Tc (minutes) IF UNPAVED
2.56 Result Tc (minutes) IF PAVED
Source: Kirpich Chart as modified in VDOT Drainage Manual (Fig. 1.5.1.2 on Page 1 -14)
Notes:
1) For small drainage basins.
2) For concrete channels, use 0.2'Tc
0.00 Bottom Width (ft)
0.10 Side Slope (Left)
0.10 Side Slope (Right)
10.00 Height (ft)
10.00 Cross Sectional Area (ft ^2)
20.10 Wetted Perimeter (ft)
0.50 Hydraulic Radius (ft)
0.01 Channel Slope
0.03 Manning 'n'
3.56 Velocity (ft/sec)
0.00 Length of Flow (ft)
0.00 Result Tc (minutes)
Tc(TOTAL)= 1 15.33 1 mins
ampaiii McKee: Paisiirr<
cafe :::04ff?ZL20DT :: .
RtIE;C)PMENT€ NDITIONS::.
TYPE TOTAL PERCENT C CA _
Intensity (b /(d +Tc) ^e e b d
Buildin 0.00 0 03/0 090 000
10 106
Gras & Dirt 487883.20 97 6 0.35 1 7 0759 12
Road and Parking Lot 1175000 2 4 0.90 10575 00
Use values outside this range at risk
Sidewalk 000 0 0.90 000
Total 499633 20
0
100 0";/,131334 11
F---Average C = 0.36
F:CQNrEKTRA, , 1QN -tFR-
Tc;TOTAr = - - - - -- 15.33 -- -- – niins
r xxr
1
DischarPeak w CIA
C = 036
A = 11.47 acres
2 -Yr Peak Discharge Q = 14.18 cfs
10 -Yr Peak Discharge Q = 18.74 cfs
100 -Yr Peak Discharge Qloo 24.69 cfs
Return Enter Intensity
Period Duration Intensity (b /(d +Tc) ^e e b d
2 106 34 082 4902 105
5 106
10 106 4 5 0.7 3 46 95 9.5
106
100 _ 103 5 9 F70.55 31 09 5
Acceptable values for duration are between 5 and 60 nunutes
Use values outside this range at risk
r xxr
1
DischarPeak w CIA
C = 036
A = 11.47 acres
2 -Yr Peak Discharge Q = 14.18 cfs
10 -Yr Peak Discharge Q = 18.74 cfs
100 -Yr Peak Discharge Qloo 24.69 cfs
Go --- -- M ---- - aisort::
17esigner:;: Brajesh:.7i, .. ..:... .
Date: 04MI2007:':
TYPE TOTAL
Buildings 1728.00
Grass & Dirt 447448 80
Road and Parking Lot 1175000
Sidewalk 000
Total 460926 80
TC(TOTAL) -
PERCENT C CA
04 0.90 155520
97 1 '/0.35 156607 08
2 5%0.90 10575.00
0 0,0 .90 000
100 0 °%
100
168737 28
5 9
Average C = _0.37
15.33 - -- — - -_ — MIS
Return Enter _ Intensity
Period Duration Intensity (b /(d +Tc) ^ e
2 106 3
5 106
10 10.6 45
25 106
100 -Yr Peak Discharge Qioo= 1
50 106
100 106 5 9
Acceptable values for duration are between 5 and 60 rnrnutes
Use values outside this range at risk
Peak Discharge Q =CIA
e h d —'
082 4902 10
10 -Yr Peak Discharge Q =17.44 cfs
0 73 4695 9.5
100 -Yr Peak Discharge Qioo= 1 22.98 cfs
I
u r'S'3 09 I
C = 0.37
A = 10.58 acres
2 -Yr Peak Discharge Q = 1 13.20 cfs
10 -Yr Peak Discharge Q =17.44 cfs
100 -Yr Peak Discharge Qioo= 1 22.98 cfs
First Christian Church
Biofilter 2
tJesigne rajesfi:- - (wart .....
Qaie::% :D4IQZLZUO7:
T TOTAL PE C CA
Buildings 000 0 0.90 0 00 _
Grass & D 744900 +9 6'% 0.35 2607 1
Road and Parking Lot 7581 00 50 4'/1 0.90 6822 90
Sidewalk 000 — - - 0 () °, 090 0 co
To - tal — 1503000 - - -- 100 0% 9430 05 ]
Average C = 0.6
rTSt[#FC}NC[3R
Tc (To rnr)= — 5.00 -- - - - - -- rains
Acceptable values for duration are between 5 and 60 minutes
Use values outside this range at risk
Peak Discharge Q =CIA
082 49.02
Return Enter
Duration
Intensity
Intensit (b /(d +Tc) ^ePeriod
10.6 5 2
0 55
10 106
25
50
106
106
100 --10.6 8 8
Acceptable values for duration are between 5 and 60 minutes
Use values outside this range at risk
Peak Discharge Q =CIA
082 49.02 105
073 4595
31.0
95
5055
C = 0.631
A jacres
2 -vr
BasinFlow printout
INPUT:
Basin: Bi of! 1ter
3 Contour Arons
Elevation(ft) Area(sf) computed vol.Ccy)
382.50 511.00 0.0
383.50 827.00 24.5
384 00 1000.00 41.4
Outlet Structures
Outlet structure 0
Weir
name: emergency spi l lwv;
length (ft) 1.000
coefficient 3.300
invert (ft) 383.500
of
r1ult:iple 1
captured
discharge through dam,
cfs)
1 Inflow Hydrographs
5.00 (min)
Hydroaraph 0
c_fs)0.346 at 43.50 (min)
name: ponv NY roplur,
383.723 at 43.75 (min)
storage cy)
time of concentration (min)5.00
receding factor 1.670
time increment 0.25
time limit (min)200.00
fudge factor L.00
storm: ci duration (68 iterations)
volume (cy)40.93
peak flow (cfs)0.416
intensity (in /hr)1.888
time to peak (min)5.000
duration of peak (min)37.58
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks: post dev captured
inflow cfs)0.416 at 5.00 (min)
discharge c_fs)0.346 at 43.50 (min)
water level ft)383.723 at 43.75 (min)
storage cy)31.474
Tue Apr 03 17:09:29 EDT 2007
Page 1
OUTPUT:
Routing Method: direct
Hydrograph 0
2--yr_peak
BasinFlow printout
Routing summary of
INPUT:
captured
inflow
Basin: Biofilter 2
1.142 at 5.00 (min)
3 contour Areas
cfs)0.000 at
Elevation(ft)Area(sf) Computed vol.(cy)
382.50 511.00 0.0
383.50 827.00 24.5
384.00 1000.00 41.4
1 Outlet Structures
Outlet structure 0
weir
name:emergency spillway
length (ft)1.000
coefficient 3.300
invert (ft)383.500
multiple 1
discharge through darn
1 Inflow Hydrographs
Hydrograph 0
iodi (i ed Rati on,il
name: post d (-v captured
IDF file: a2
time of concentration min)5.00
receding factor 1.670
time increment 0.25
time limit min)200.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume cy)16.94
peak flow (cfs)1.142
intensity in /hr)5.180
time to peak (min)5.000
duration of peak (min)0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks: post dev captured
inflow cfs)1.142 at 5.00 (min)
discharge cfs)0.000 at 0.00 (ruin)
water level ft)383.237 at 13.25 (min)
storage cy)16.944
Tue Apr 03 17:09:48 EDT 2007
Page 1
10 -yr
BaSinFloW printout
INPUT:
Basin: Biofilter 2
3 Contour Areas
Elevation(ft) Area(sf) computed vol.(cy)
382.50 511.00 0.0
383.50 827.00 24.5
384.00 1000.00 41.4
1 outlet Structures
outlet: structure 0
Wei r
name: emergency spilli
length (ft)1.000
coefficient 3.300
invert (ft)383.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
Modified Rational
r(_, ,)o_ r d , captured
IDF file: a10
time of concentration (min) 5.00
receding factor 1.670
time increment 0.25
time limit (min) 200.00
fudge factor 1.00
storm: crit. duration (74 iterations)
volume (cy) 50.60
peak flow (cfs) 0.691
intensity (in /hr) 3.133
time to peak (min) 5.000
duration of peak (min) 26.29
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
0.691 at 5.00 (min)
0.596 at 32.25 (min)
383.820 at 32.25 (min)
34.637
Mon Apr 02 1.2:39:44 EDT 2007
Page 1
FsasinFlow printout
r.NPUT:
Fusin: Biofilter 2
10- yr --- peak
Contour Areas
Elevation(ft) Area(sf) computed vol.(c_y)
382.50 511.00 0.0
383.50 827.00 24.5
384.00 1000.00 41.4
1 outlet Structures
outlet structure 0
teir
name: emergency spillway
length (ft) 1.000
coefficient 3.300
invert (ft) 383.500
multiple 1
discharge through dam
I Inflow Hydrographs
Hydrograph 0
odi ' (-(! Rational
na;nt ,post clev captur ud
C 0.6.0
Area (acres)Ci.O
IDF file: , , 10
time of concentration (min)5.00
receding factor 1.670
time increment 0.25
time limit (min)200.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume (cy)21.80
peak flow (cfs)1.470
intensity (in /hr)6.666
time to peak (min)5.000
duration of peak (rein)0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
1.470 at 5.00 (min)
0.000 at 0.00 (min)
383.409 at 13.25 (min)
21.804
Mon Apr 02 12:40:10 EDT 2007
Page 1
COmplanyr. McKee Carson: `-::
1111.. -...
Design :-Brajesh::- -
1.1..1...1.....
Date - :.04%212007:
DRAINAGE= AREA DATA.
Facility Drainage Area = 15246 00 1 sf
Irn ervi Area -7531 00 sf
Water Ouality Volume Pe uired IVJgI= _r - ,31_71 _f —
Cumulative
Bioretention Treatment Required = -1 6317 f —
FILTER BED DES
Filter Bed Depth (of) _ 2 5'J tt
Area Avg Area
Filter bed Elevation =1 00 ft
Cumulative
Ma ',n Pending Depth - -On Ft_
J _f --- - - - --
r ------ --- - -
P .emoval Pate =u':0
IN h nl
Rr- q a i red F rater Bed ALa (A.a a)aa,5 yr,
511 0
Provided Filter Bed Area -511 00
38350
Provided Infiltration Volume 664 30 cf
2 6 - -4 ft)
1' ma+
Treatment Volume Required = 631 75 ft
01941I.TACU tr_r»:11
Elevation Area Avg Area
Change Incremental Cumulative
In Elevation Volume Volume
s1 fn']Ir:IN h nl In1
38250 511 0
38350 8270 6690000 1 0 6690000 66900
Treatment Volume Provided = 669.00 IcIf
First Christian Church
Biofilter 3
Average C = 1 0.54 -
Tc(TOTAL) 5.00 mins
A LL I i 11T E t -S. 1
Return
Period
Enter
Duration
TYPE TOTAL PERCENT C CA
5 106
Buildings 9275.00 35 3%090 8347 150
106
Grass & Dirt 1701500 647 035 5955.25
Road and Parking Lot
Sidewalk
Total
000
0,00
26290 00
0 0
0 0"'
i00 0
0 90 0 _ 00
0 90 0 Fjo
14302 75
Average C = 1 0.54 -
Tc(TOTAL) 5.00 mins
A LL I i 11T E t -S. 1
Return
Period
Enter
Duration
lh,Ilsity
Intensity (b/(cl+Tc)'(-d
I08249.02 I U 5
1 1
0,73 46.95 9.5
31.09
106 2
5 106
10 10.6 6 7
25 106
50 106
100 106
Acceptable values for duration are between 5 and 60 minutes
Use values outside this range at risk
Peak Discharge Q =
C = 0.54
A = 0.60 jacres
CIA
BasinFlow printout
INPU F:
Basin: tsiofilter 3
3 Contour Areas
2 -yr
Elevition(ft)Area(sf) Computed vol.(cy)
398.50 1210.00 0.0
399.50 2050.00 59.7
400.00 2470.00 101.5
1 outlet Structures
Outlet <rructure 0
Weir
name:emergency spillu.!ay
length (ft)1.000
coefficient 3.300
invert (ft)399.500`
multiple 1_
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
Io 1 i fi od Kati ona
IDF file: a2
time of concentration (min)
receding factor
time increment
tii)e limit (min)
fudge factor
storm: crit
volume (cy)
peak flow (cfs)
intensity (in /hr)
time to peak (min)
duration of peak (min)
routed
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
W)
5.00
1.670
0.25
200.00
1.00
duration (89 iterations)
82.42
0.255
0.787
5.000
138.83
true
post dev captured
0.255 at 5.00 (min)
0.200 at 144.75 (min)
399.654 at 145.25 (min)
71.659
Tue Apr 03 17:10:26 EDT 2007
Page 1
Bas1nF1oW printout
INPUT:
Basin: Biofilter 3
3 Contour Areas
2- yr_peak
Elevation(ft) Area(sf) Computed vol.(cy)
398.50 1210.00 0.0
399.50 2.050.00 59.7
400.00 2470.00 101.5
1 outlet structures
outlet structure 0
weir
name: emergency spillway
length (ft) 1.000
coefficient 3.300
invert (ft) 399.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
modified Pationil
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
1.678 at 5.00 (min)
0.000 at 0.00 (min)
398.982 at 13.25 (min)
24.897
Tue Apr 03 17:10:39 EDT 2007
Page 1
Area (acres')0.510
MF file: a2
time of concentration (min)5.00
receding factor 1.670
time increment 0.25
time limit (min)200.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume (cy)24.89
peak flow (cfs)1.678
intensity (in /hr)5.180
time to peak (min)5.000
duration of peak (min)0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing Summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
1.678 at 5.00 (min)
0.000 at 0.00 (min)
398.982 at 13.25 (min)
24.897
Tue Apr 03 17:10:39 EDT 2007
Page 1
BasinFloW printout
INPUT:
Basin: Bioilter 3
3 Contour Areas
10 - -yr
Elevation(ft)Area(sf)Computed vol.(cy)
398.50 1210.00 0.0
399.50 2050.00 59.7
400.00 2470.00 101.5
1 outlet Structures
Outlet structure 0
v,l e i r
name:emergency spillway
length (ft)1.000
coefficient 3.300
invert (ft)399.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
urea (acres)
IDF file: a10
time of concentration (min)
receding factor
time increment
time limit (min)
fudge factor
storm: Grit
volume (cy)
peak flow (cfs)
intensity (in /hr)
time to peak (min)
duration of peak (min)
routed
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
cif .' c p L L:; _ ,
M 1
0.540
5.00
1.670
0.25
200.00
1.00
duration (93 iterations)
103.29
0.578
1.783
5.000
73.79
true
post dev captured
0.578 at 5.00 (min)
0.468 at 79.75 (min)
399.772 at 80.00 (min)
81.199
Tue Apr 03 16:26:02 EDT 2007
Page 1
BasinFlow printout
INPUT:
Basin: Biofilter 3
3 Contour Areas
10- yr__peak
FIevation(ft) Area(sf) computed Vol .(cy)
398.50 1210.00 0.0
399.50 2050.00 59.7
400.00 2470.00 101.5
1 outlet structures
outlet structure 0
name: emergency spillway
length (ft) 1.000
coefficient 3.300
invert (ft) 399.500
multiple 1
discharge through dam
1 Inflow Hydrographs
Hydrograph 0
r1lodified Rational
11 . i)
Area (aCt - es )lr
I f filer a10
time of concentration (min)5.00
receding factor 1.670
time increment 0.25
time limit (ruin)200.00
fudge factor 1.00
storm: peak intensity (zero duration)
volume (cy)32.03
peak flow (cfs)2.160
intensity (in /hr)6.666
time to peak (min)5.000
duration of peak (min)0.00
routed true
OUTPUT:
Routing Method: direct
Hydrograph 0
Routing summary of Peaks
inflow (cfs)
discharge (cfs)
water level (ft)
storage (cy)
post dev captured
2.160 at 5.00 (min)
0.000 at 0.00 (min)
399.100 at 13.25 (min)
32.039
rue Apr 03 16:28:53 EDT 2007
Page 1
Gorrrparijr WfcKee Garso »- :::::::
7esgner;::Hrajesh: liiill is -:
Date : :: 641212007:
tRA1tIAGE AREA DATA
FacihtD Area =26290.00 sf
Change
nper:i , us Area =5275 00 sf
Elevation Area
W Ouallty Volu Pegwred (VV )=772 92 = f - --
BioretenUon Treatment Required =772.92 - _1cf
FtLTER,BEI? DESIGN ...
Filter Bed Depth (df =2 - so 1
Change
Filter bed Elevation =1 00 Ift
Elevation Area
f•Aa Pol- dina Depth -
a : [IFCl Pcrrlina, r_01h id
1 00 1-
L -- — - - - --
R Rate =0 00 - - --
in Elevation
Required Filter Bed Area (Aav =594 55 yf
1
Provided Filt Bed Area =1210 00 sf
I el
LProvided Infiltration V011,1111 00 jcf
2 5 -4 fti
1' mar
t reatment Vo Required = 72 92 ft 3
STORAGE TABLE
Treatment Volume Provided = 1 1630.00 cf —
Change Incremental Cumulative
Elevation Area Avg Area
in Elevation Volume Volume
1 Inl I el
398 50 1,2100
39950 2,0500 1630 0000 1 0 1630 0000 1,630 00
Treatment Volume Provided = 1 1630.00 cf —
First Christian Church
Curb Inlet Calculation
Wesigrier . a* — — h rwan
Date: 04/4/07
Part I - Time of ConcentrationTCmmim— assume — 5 . Min,
Part II - Rainfall Intensity 4 in/hr as per VDCT Recommendation
Acceptable values for duration are be4veen 5 and 60 onnutes Use values oiutsrde this range at risk
Part III - Rational Formula: peak discharge
Contnbuhng Area A 0.34 ac
Rational Valu e C 090 —
CIA
010 1.22 cfs
Part IV - Spread Width T =1 234" ((O'n) ^(3 /8))'(Sx^(- 5/8)) '(S ^(- 3/16)) eqtn 9 2
Longitudinal Slope S 00200 ft/ft
Cross Slope Sx 0.02 ft /ft
Mannin s number n 0.02
ft
Spread width T 6.67 ft
Part V - inlet Length
Less than half of the parking lot length of 17ft)
Normal cross slope of area defined by V`J Sw 0 10 ft/ft
from cross slooe of pavement
Equivalent Cross slope Se=0.13 fUft
W 1.50 ft
a) local depression
8.62
1 80 inches
b) Depth of total inlet depression a=3 24 in
c) Cross slope of gutter measure from Sw'0 18
cross slope of pavement
W/T 023
Sw /Sx 5.00
d) Ratio of low in depressed Eo=060
a = 12 W r1w - -:i
Sw'= a /(12'W)
Appendix 9C -8
Note: Use DI -313 curb inlet with 9' throat
Se= Sx +Sw' Eo eqtn 9 5EquivalentCrossslopeSe=0.13 fUft
Inlet length Ifor 10yr I LT=Lt =( 0 6'(Q ^0.42) ^0.3)) /((n "Se) ^0 6) eqtn 9 48.62 ft
Note: Use DI -313 curb inlet with 9' throat
First Christian Church
Storm Drain Calculation
Com
p
an
y . , McKe .ri ;: f " "` 'i M[ r' : n ° rte, e 8a"
SOIf .. =
cz
s:..r < = ozv :a:.
s n:.•.'...» ... , ..z. > > :', i «''03•
A'eb • :a ..P,'»•;
t:'":':
t
aa^:.
t
iw'
r,
W.. . ^.r.• a.= = <•.r.• .:`r.^
st. . . -
a
t s .-sue *. , - - „ ,,, . .
G2estg
rzer. :: Brajesii T'
irvari :.
C
9`< .,.. _.,: 'P., .':`. -z r4: . ......: y'... , . s e,. •....• . , .:.; . °„ a =d: R: '<F ` .. A r4s . .
BASED ON 10 -YEAR DESIGN FLOW FREQUENCY
MANNING'
S "n" = 0.
010
UPGRADED PIPE SIZE
FULL FLOW I IFULL FLOW I FULL OR PARTIAL
SEQUENTIAL UPPER STRUCT.LOWER STRUCT.
MANNING'
S
n"
DRAINAGE
AREA
AC.)
RUN -OFF
COEFF
C
CA LOCAL
Tc
MIN.)
RAINFALL
INTENSITY
I (IN /HR)
RUNOFF
Q)
CFS)
INVERT ELEVATION LENGTH
FT)
SLOPE
ACTUAL)
UNIT /UNIT)
SLOPE
MIN. REQ'
D)
UNIT /UNIT)
MIN. DIA. REQ'
D
AT ACTUAL SLP.
IN)
DIA.
ACTUAL
IN)
CAPACITY
CFS)
VELOCITY
FPS)
FLOW TIME (MIN.)REMARKS
NO UNIT TYPE STRUCT.TYPE STRUCT.INCRE-
MENT
ACCUM-
ULATED
UPPER END
FT)
LOWER END
FT)
INC.
0 32 0 32 6 7C 2 11
i "
1 46''
0 0 2062','
0 8 3 i 56 2 7 0.
42 OK
C 32 1 0 32 6 70 211 1 47%0 2062`/8 3 56 27 042 OK
BASED ON 100 -YEAR DESIGN FLOW FREQUENCY
MANNING'
S "n" = 0.010
UPGRADED PIPE SIZE
FULL FLOW I IFULL FLOW I FULL OR PARTIAL
SEQUENTIAL UPPER STRUCT.LOWER STRUCT.
MANNING'S
n"
DRAINAGE
AREA
AC.)
RUN -OFF
COEFF
C
CA LOCAL
Tc
MIN.)
RAINFALL
INTENSITY
I (IN /HR)
RUNOFF
Q)
CFS)
INVERT ELEVATION LENGTH
FT)
SLOPE
ACTUAL)
UNIT /UNIT)
SLOPE
MIN. REQ'
D)
UNIT /UNIT)
MIN. DIA. REQ'
D
AT ACTUAL SLP.
IN)
DIA.
ACTUAL
IN)
CAPACITY
CFS)
VELOCITY
FPS)
FLOW TIME MIN.REMARKS
NO.UNIT TYPE STRUCT.TYPE STRUCT.INCRE-
MENT
ACCUM-
ULATED
UPPER END
FT)
LOWER END
FT)
INC.
0 32 0 32 8 80 2 77 i "1 46 9 0 3558%92 56 35 0 32 OK
032 0 32 8 80 2 77 1 47%0 3558 °„9 2 56 35 0 32 OK
USES TABLE BASED ON n =0 010
E PROJECT FILES FIRST CHRISTIAN CHURCH\
051 P DESIGN ENGINEERING, STORMDRAIN DRAIN ANALYSIS 1 OF
First Christian Church
Cu tvert Dcsi H
oiiipansy:: Mcflee. ;Gars ?rr:::; =:
Desig »ers:Braj T`irvaxi:::.
Date :0313012007
TIME OF CONCENTRATION .;: =: >' -::- <?• >: •:: :
Source Seelye Chart as modified in VDOT Drainage %Ianual (AI_, i -1)
Notes
1) Length of overland flo ^ al,v -,ys — 300 ft
2) Calculate a separate 1 for each ground cover condition along tho floe" path
300.00 Enter Length of Stnp (ft)
5.70 Enter Slope ( °/o or ft/ 100ft)
0.35 Enter Rational Method "C" value
112.16 Result Tc (minutes)
Source: SCS Velocity Graph as published in Virginia Erosion and Sediment
Control Handbook, Third Edition
1`J
1) Not it den, for well- defined :.;h ,run !:. :, ,h<vurel flrnv coh ol'rt,on
2) Calculate a separate Tc for ea<h rrrouncl cover condition along the flotv pnth
155.00 Enter Length of Flow (ft)
3.20 Enter Slope (% or ft/100ft)
0.52 Velocity (ft/ s) IF UNPAVED
0.65 Velocity (ft/s) IF PAVED
0.90 Result Tc (minutes) IF UNPAVED
0.70 Result Tc (minutes) IF PAVED
Source: Kirpich Chart as modified in VDOT Drainage Manual (Fig. 1.5.1.2 on Page 1 -14)
Notes.
1) For small drainage basins.
2) For concrete channels, use 0.2 "7 - c
0.00 Bottom Width (ft)
0.10 Side Slope (Left)
0.10 Side Slope (Right)
10.00 Height (ft)
10.00 Cross Sectional Area (ft ^2)
20.10 Wetted Perimeter (ft)
0.50 Hydraulic Radius (ft)
0.01 Channel Slope
0.03 Manning 'n'
3.56 Velocity (ft/sec)
0.00 Length of Flow (ft)
0.00 Result Tc (minutes)
TC(TOTAL) 13.06 mins I
G ampan y:: Mc Kee. ... ..... .
Designer.:::Brajesti ........::::::
Date :.:041512007.
F ° . ° ° =: E?CJSTDEVELORMENT:C
TYPE TOTAL
Build 8705.00
Grass & Di 155415.20
Road and Park Lot 26237.00
Sidewal 0.00
Total —190357 20
PERCENT C CA
46%090 783450
816%0.35 5439532
13 8 090 2361 30
00 ° io 090 000_
100 '
100
85P4,°, 12
6.3
Aver C = 0.45
9'Ml, `.Y E A IO ,F.
j prr F.` `s`: j : F f 'Y ;.•
TC(TOTAL)= 13.06 mins
Return
Period
Enter
Duration
Intensity
Intensity b /(d +Tc) ^e
1 10
loc
106
25 106
5 - -_106
100 106 6.3
Acceptable values for duration are between 5 and 60 minutes
Use values outside this range at risk
Peak Discharge Q =CIA
e b d
9 012 100
0 73 46 95 9 5
0 55 31 09 o
C = 0 45
A = 4.37 acres
2 -Yr Peak Discharge Q =7.24 cfs
10 -Yr Peak Discharge Q =9.51 cfs
100 -Yr Pea Discharge Qioo=12.48 cfs
c - .... . . .
bat6:' 0/28/2007::::-
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Aesi :Br 7'irvarl: .. , , ,...... ,- u - ....." ° Y:.. m,.• ; .... .. -., : k. : ,' .:` .=a... _...,;.: ;k;v;.
BASED ON 10 -YEAR DESIGN FLOW FREQUENCY
MANNING'S "n" = 0.010
SEQUENTIAL UPPER STRUCT.LOWER STRUCT.
MANNING'S
n"
DRAINAGE
AREA
AC.)
RUN -OFF
COEFF
C
CA LOCAL
Tc
MIN.)
RAINFALL
INTENSITY
I (IN /HR)
RUNOFF
Q)
CFS)
IN
NO.UNIT TYPE STRUCT.TYPE STRUCT.INCRE-
MENT
ACCUM-
ULATED
UPPE
I
CfU 0 0 32 0 32 6 70 211
0 32 0 32 6 70 211
BASED ON 100 -YEAR DESIGN FLOW FREQUENCY
MANNING'S "n" = 0.010
SEQUENTIAL UPPER STRUCT.LOWER STRUCT.
MANNING'S
n"
DRAINAGE
AREA
AC.)
RUN -OFF
COEFF
C
CA LOCAL
Tc
MIN.)
RAINFALL
INTENSITY
I (IN /HR)
RUNOFF
Q)
CFS)
IN
No.UNIT TYPE STRUCT.TYPE STRUCT.INCRE-
MENT
ACCUM-
ULATED
UPPE
I
QO 0 32 0 32 8 80 2 77
0 32 0 32 8 80 2 77
E ,PROJECT FILES 1%,- FIRST CHRISTI , ld CHURCH'iW 18 DESIGN ENGINEERING STOP (DRAIN STORM DP.AIN ANAI YSIs.