HomeMy WebLinkAboutDrainage Report: Oct 2005
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Drainage Report
OPUS LANDMARK AT MERIDIAN
Opus North Corporation
Cannel. Indiana
September 2005
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TABLE OF CONTENTS
DRAINAGE SUMMARY & SITE MAPS ....................... ..... ....... .......................... ............. ....... SECTION 1
DEVELOPED SITE DRAINAGE PlAN ..... ............. ..... ................................................ ........... SECTION 2
STORM SEWER CALCULATIONS .. .................... ............ ............. ......... .............. ........... ...... SECTION 3
Woolpert
July 2005
Opus laiilJiriarft at Melldlan
Opus North Corporation
DRAINAGE REPORT
Existing Conditions
The existing 23.M-acre ,site is located in the northwest quadrant of the intersection of West
Cannel Drive and Pennsylvania Street in the City of Cannel, Hamihon County. Indiana. At
present, the site is an open grassy meadow with a line of trees and bushes along the west side of
the property. There is one existing pond located on the south end of the site that has been
designated as existing wetlands. Soil types present onsite include Crosby silt loam and
Bmokston silt loam. The site currently drains south into the existing pond and then continues
south through twin 21" corrogated metal pipes.
The allowable release rate from the twin 21" CMP's into the existing manhole south of West
Carmel Drive is 5.0cfs. This release rate was set forth in the drainage study <<Addendum to
Stonnwater Management Design Calculations on Hamilton Crossing" dated June I, 1989
prepared by Paul I. Cripe and Associates. Release rate restrictions were placed on this site, the
Duke property to the south. the Meijer property to the east, and Meridian Crossing to the west
across U.S. 3 I. This was due to historical accounts of Pennsylvania Street overtopping during
intense rainfall events.
According to the FEMA Flood Boundary and Floodway Map, Community Panel1800S1 0007 C,
the site does not lie in a floodplain.
Proposed Conditions
The proposed improvements include two multi-story office buildings. parking areas. expansion
of the existing detention pond, stonn and sanitary sewers, and other associated utilities. This
construction will take place on the northern portion of the overall site. Therefore, the proposed
detention will be for this portion of the development as well as the existing building on the north
side of the property. The release rate from the proposed pond will be held to 2.95cfs or less
which is 59%, 13.95 Acres. of the allowable 5.0cfs for the overall site. This corresponds to the
percent of the property that is being disturbed with this current development and the existing
north building.
The majority ofthe site will drain to the proposed detention pond, located on the west side of the
property. through a storm sewer network. A small portion of yard area, approximately 0.4 acres,
south of the pond will direct discharge into the temporary channel. Pond A will outlet into a
temporary channel that flows south to the existing twin 21-inch pipes under Carmel Drive. A 7-
inch orifice plate will be placed on the outlet pipe from the pond to control the flow into the
temporary channel to 2.35cfs. The total flow to the temporary channel is 2.92cfs. This is less
than the allowable 2.95cfs descnDed above. In order to prevent flooding, due to the orifice being
clogged, an emergency overflow weir will be placed at the lOO-year pond elevation of 867.86 ft.
A proposed watershed map for this site can be found in Section 2 oftbis report
WooIpetl
Octobaf 2005
Opus Landmark at MeIfdlan
Opus NDI1b Coq:loration
.-
The ponds were analyzed using the SCS Method and the Advanced Interconnected Channel and
Pond Routing (AdICPR) program version 3.02. The pond is designed to regulate the 100-year,
24-hour rainfall event to 2.92cfs into the temporary channel that flows to the existing twin 21"
C:MP culverts at the south end of the site. This is 0.03cfs less than the 2.9Scfs restrictive release
rate described above.
Normal Pool
Pond A 864.00
Aerea e
0.67
Release Rate cfs
2.35
Time of concentration calculations and runoff values for the overall basin can be found in
Section 2 of this report. The time of concentration was assumed to be 5 minutes for all stom
sewer calculations and the runofJvalue was taken as 0.85.
Conclusion
The development of this property includes two multi. story office building, parking areas, the
extension of all necessary utilities, and the reduction of the storm water outflow to help reduce
flooding of pennsylv3.nia Street. The proposed development of Opus Landmark at Meridian has
been designed in accordance with the Drainage Report for the Hamilton Crossing East
development dated November 1998. The post-developed release rate of 2.92cfs, for the north
portion ofthe site is less than 2.95 cfs, the percent of the allowable release rate of 5.0cfs set forth
in the drainage study "Addendum to Stormwater Management Design Calculations on Hamilton
Crossing" dated June I, ]989 prepared by Paul I. Cripe and Associates. Therefore. no adverse impacts
are anticipated from this development.
Woolpert
OcIober 2005
Opus Landmark at Meridian
Opus North Cetporation
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HAMILTON COUNTY INDIANA - SHEET NUMBER 50
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APPR.OXIMATE SCALE
400 0
......-.-...... ~-
400 FEET
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. IATloNAl FLOOD INSURANCE PROGRAM
fLOO'DW AY
FLOOD BOUNDARY AND
FlOODWAY MAP
C1TY 0 F
CARMEL,
INDIANA
HAM IL TON COUNTY
PANEL 7 OF 14
ISH. MA~ I~OEX FOR ~ANELS NPi' PRINTEO}
"
COMMUNITY.PANEl NUMBER
, 180081 0007 C
EFFECTIVE DATE:
MAY 19, 1981
federal emergency management agency
federal insurance administration
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Date: 91912005
Project: Opus Landmark at Meridian
Location: Carmel, IN
Prepared By: JRS
Proposed
N.BLDG
Grass Grass Grass
0.15 0.15 0.15
20 0 0
2.64 2.64 2.64
0.020 0.000 0.000
Grass Grass
0.15 0.15
o 0
2.64 2.64
0.000 0.000
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
Total Time of Concentration:
Watershed or subarea Tc or Tt.....hr
atershed or subarea Tc or Tl....min
...... All Time of Concentration values are assumed to be a minimum of 5 minutes.
Project Opus Landmark @ Meridian
Location: Carmel, Indiana
Prepared by Stacey Paul
Proposed North - (N-BLDGS)
Area or % Soil TeeN
1m lVlous
Grass
Grass
Pond
8.58
1.67 B
1.8 C
0.B5
Tot I- 1S'~~~~tf.1I
a .'~<;ic""":'~"_. = _
Use eN: I~\;;~~~~~;;~I
,.J.............;.;:~". ,
Dale:
717/2005
Max Time Max w.rnlag Max Delta ~ S\l.1'l: Max '1'1me MaX Miuc Tll111l ~x
Name Group Simulation Stage Stage Stage Stage Al'ea lnne,", In flew Outflow Out flolo'
hI's ft ft it it:! bra efa hI's efB
CHlINNEL TEMP NORTH~HASE I&III00yr 14.58 864.660 6'~.000 -0.0040 3l2~ 12.02 2.923 12.1; 5.191
Jet WETLAND!; NORTH~HASE I&IIl00yr 12.27 81;0. 088 861.000 0.0051 1790' l2 .05 :24.:216 1:2 .1.7 14.729
Mln NORTH~HASE I&IIIOoyr 12.32 859.950 861.000 -0.0062 S3liS 12.13 19.UO 12.32 15.532
poN[l- A NORTH PHASE I&III00yr H.19 867.658 869.000 0.0081 55639 12.03 61.280 13.09 <!.J47
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page] of]
MaX Time Max Warning Max Delta Max Surf Max Tilll8 Max Max Til1lll Max
Name GrQUp Sinula1:ion Stage st:age stage Stage Area Inflow Inflow Outflow Outflow
hra ft ft ft ft2 bra efs hra efs
CHANNEL TEMP IlIORTHPWlSIl UIl 10yr a.os U4.589 8...!l.OOO 0.0031 :ze70 12.7' 1.8...8 12.44 2.035
6lI. WBTLI\NOS I!IORTIlFHASE rUI 10yr 12.44 959.572 S61.000 o .00.!i 16100 1..07 11.107 12 .47 ".4113
NIU NOR1'HPHASE lloII 10yr 1:2.54 85!11.1113 661.000 -0.00112 3070 12.47 6.514 12.54 6.405
PONll-A NORTKPHASE u.n 10yr a.49 666.569 669.000 0.005L 46656 12.05 la.en 1<l. SO 1. 810
Interconnected Channel and Pond Routing Model (ICPR) ro2002 Streamline Technologies, Inc.
Page I of l
Max 'time Max Wa rnipg Max Del!;.. Max SUrf Max 'time ~ Male Time Max
Name G~oup Simulatio<l stage Stage Stage Stage Area. Inflow Inflow OutflQw OUtflow
hre tt ft tt tt2 nre cf. brB cfs
CJUlIINli:l. TEMP NORTH PHASl:: I"II 2yr 14.D5 "64.496 669.00Q 0.0024 2S~S 14.00 1.298 14 .05 1.~97
EX WBTLAN1JS NORm PHASE IUI 2yr 13.13 "59. loa 861.000 0.0010 144"6 12.07 3.27' 13 .3' D.5'4
l'IH ) NORTH PHASE 1"1 I 2yr 1).52 858.759 661.00Q -0.0062 un 13.43 1.852 "1) .52 1.850
POllD-A NOaTH PHASE 1"1 I 2yr 14.12 a&S.4U 669.000 0.0028 39131 12.05 21 . 951 H.lJ 1.282
Interconnected Channel and Pond Routing Model (ICPR) Cl2002 Streawline Technologies, Inc.
Page 1 of 1
Name. N-BLOOS
Croup. NORTH
Unit. Hydrograph. UH2S6
Rainfall File. SCSII-24
~infall Amountlin). 2.640
Area (ac) . 13.550
CUrve Number. !lO.DO
OCIAll). 0.00
Name: N-YAllD
Group, NORTH
Unit Hydrograpbl UH;!56
Rainfall File. SCSII-24
Rainfall Amount (in) , 2.640
Arealacl. 0.400
Curve Number, 68.00
OCIA(1l), 0.00
Name, .!i-sLOG
Group' NORTH
Unit Hydzographl UH256
Rainfall File. SCSI1-24
Rainfall Amount(in). 2.640
Area(ac), 9.470
CUrve Number, 68.00
DeIA(').O.OO
Node, PONll-A
Type: ses Unit liydrograpl'I
Statu... Onuite
'Peaking Factor: 256.0
Storm Durat.ion(bre)' 24.00
Time of Cone [min) , 10.00
Time Sbift(hrs), 0.00
Max Allowable O/efa). 999999.000
Node: CllANNSL TEMP
Type: ses Unit Iiydzograph
St.atue, Oneite
peaking Faat.or. 256.0
Storm DuratioaCbrsl: 24.00
Time of ConcCmin): 5.00
Time Shift(nrs). 0.00
Max Allow~le a Cafe) . 999999.000
Node' EX WETLANDS
Type' SCS Unit Hy<1rograpb
Peaking Vaacor
Storm Puratlon[hrs)
Time of Conc[min)
Time Shlftthrs)
MAX Allowa~le Qtcfa)
Status, Onaite
256.0
24.00
lO.OO
0.00
9999911.000
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 ofl
NAme. CHANNEL "IEMi'
Group. NOR'!'K
Type. Staga/A~ea
Base Flow(cfG) , 0.000
Init Stagelft): $63.9.0
Warn Stagelft): 869.000
SCage(fcl Area'acl
[J
Name. FOND-A
GrOup. NOHTJ;
Typal SCage/Area
sase plcw(cfsl, 0.000
Inlt Stage(ftl. 8H.000
warn Stage(ft), e69.000
HORn! t'ONO
Stage(ftl Area'acl
<164.000 0.6400
B69.00a 1..100
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of!
Nam... 1.10
Group: NOaTH
UPSTREl>J1
GeQmet~YI Ci~cular
Spanlin): 7.00
Rill" (in): 7.00
Invert 1ft): 664 ;000
Manning's N: 0.01~000
Top Cllp!in), 0.000
Bot Cliplin): 0.000
From NodE. POND-~
TO Node, CHANNEl..
DOHNSTREAM
Cj. rculaar
12.00
12.aO
66;.820
0.013000
0.000
0.000
Upstr86m ~HWA Inlet Edge DeGcripcion:
Ci~cular Concrete: Square edge wI headwall
TEMPORAaY OUTLET PIPE
Downstream FHWA Inlet Edge D.ecrlption'
Ci~o~lar C~ncrete. &quare edge wI headwall
Loengch l tt.1 :
TEMP Count.
Priction Equation.
Sol~tion Algorithm.
FloWI
~ntr.nce ~oeG Coe':
Exit I.oss Coat,
Send 1.o..s Coe f ,
OUtlet Ctrl Spec:
tnle~ Ct~l Spec:
Stabiliier Option:
JJ .00
1
Average Conveyance
Automat '0
80th
0.50
0.00
0.00
Use de or cw
USE de
None
Page I of L
IntercoMected ChaIUlel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
tlam". L~
llroup. NORTH
t..nscn i fC I, lUll, 00
Count::
U"STREAH
Geometry. Trapezoida!
Invert (ftl. 1163.8::10
TClplnitZ (ftl. 9999.000
~nin9'S N. 0.030000
Tap l:Up(ftl' 0.000
Bot Clip(ftl, 0.000
Ka.:Ln X$e<:' I
/l.w<SlcvllfCI ,
Aux XSeC:l,
A\lXElev;<(ftl,
Au,. XSec:2,
Top Width (ftl ,
Oepth{ftl'
80t Widthfftl, 0.000
LtSdSlp(h/vl: 3.00
RtSdSlpih/vl. 3.00
TEM1>OII.AR Y C ITCH FOR PH/l.SS
From Node, CHAHi'lEL TEMP
To t<Qde, MIl)
CQWNSTIl:1':AM
Trape.oldal
lIos.soa
9999,000
0,030000
0.000
0.000
Fri~tion Equation: Aver~se Convey~nce
Sol~~ion Algo~ithm: Auto~acie
flow, 1I0th
ConCrac:tion Coe!. 0,000
sxpAnsion Coet, 0.000
~ntran~e Loas Coef, 0.500
Exit LOae Coer, 0.000
Outlet Ctrl Spec, Uee de Or tw
Inlet Ctrl Sp"c:, Use dn
S~abllize~ Option. None
0.000
3.00
.. 00
OjNSTliUCTIOH
Intcrco~ected Channel and Pond Routing Model (ICPR) <<:12002 Streamline Technologies, Inc.
Page I of 1
Name, P~$B 1.11
P'11enamQ, QI \~\P:rQja..:t.\619.. Si\Eng.in.eet'in9\Det.e:ntion\.pHAS.E:'~,"I!\P"'J.S.5I.s.I!. R3 2:
OVC!I.&'"'rid.e De:[a.ult:.aJ No
Timelhrsl Print rnc(rnin~
:14.000 1.00
Interconnected Channel and Pond Routing Model (ICPR) e2002 Streamline Technologies, Inc.
Pagt: 1 of I
~ame, ~HASE t~II Hydrology Sim, PHASE 1.11
Filename: G,\SC'Proj.cts\61~46\Engin~ering\Det.ntion\PKASEI~!t'PHASEI&[I.I32
Execute: Yea
Aloernat.iv.., No
Rest-a.rt; NO
patch, No
Max Celta ~lttl,
Time Step Optimizer:
Start Time (brs) ,
Min Calc Tirnetsecl.
<Io1,1ndary Sta.ge..
l.00
0.000
0.000
0.5000
Celta Z Fact"cr,' 0.01000
Bnd Time (hrs) . 30.00
Max Calc Time(secl. 60.0000
BOl,ln<3arl' Flows:
~EL MEDICAL - PHASE I
Time.ihn I l'r int Inc (min)
30..000 l. 000
'~roup Run
. BASE
NOllTll
!res
Yea
Interconnected Channel and Pond Routing Model (ICPR) <Q2002 Strea.mline Teclu101ogies, Inc.
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PROJs;T NJ.ME
5T'tlRM 0RAl1I FLOWTASUIJIT~ FORM
Op.m LnmadI. UeIidian
STORM FllEO.l6<CY DESIGN YEAR
DESCRJPTION
LOCA lION
FROM TO
17
16
15
14
13
u
t1
10
8
..
J
z
s
:Ie
Z5
:u
23
22
i6
IS
14
n
12
11
10
8
4
z
5
~
2.4
23
22
21
91IV2OO' II:"AM
INI.ET ACflf5
AREA SIl8
17
16
15
14
13
12
u
10
9
4
7
f
28
25
24
n
22
10
OEvcLOPED COmllTlONS
0.21
0.21
0.17
0.07
0.07
0.51
0.46
0.33
0.57
0.63
0.13
0.13
0.47
0.41
0.30
0.44
0.24
0.34
0.26
0.26
0.20
COEfF.
TOTAL 'C'
0.21
0.42
0.59
D.66
0.73
1.24
1.70
2.00
2.21
:l.IlO
3.03
3.16
0.47
0.88
us
1.82
0.24
O.sa
0.90
1.74
1.22
3.22
0.36
3.7&
0.86
Q.86
0.95
0.85
0.85
0.85
0.85
0.85
0.95
0.95
0.65
0.65
O.LlI;
0.85
0.85
0.Q5
0.85
0.85
0.85
0.85
0.85
CA
SUM TIME CONe. (minI INTER
CA IIILET DfWN TOl AI. '1'
0.18
0.18
0.14
0.1l6
0.06
0.43
0.39
0.28
1/.48
1/.54
0.11
0.11
1/.40
0.35
0.26
0.37
0.20
0.29
0.22
0.22
0.11
0.'0
0.36
0.50
0.56
0.62
1.05
1.45
1.73
1.93
1.38
3.84
3.95
4.06
0.40
0.75.
1.00
1.38
0.20
0049
0.77
1.48
1.04
2,74
0.31
3.21
5.00
5.00
5.00
5.05
5.00
5.80
5.00
5.88
5.00
6.07
5.00
7.02
5.00
7.08
5.00
7.115
5.00
7.9&
5.00
8.BO
5.00
9.16
5.00
9.41
5.00
5.00
MI/
5.49
5.00
5.75
5.00
6.23
6.00
5.00
6.00
5.05
5.00
5.79
5.00
6.12
5.00
7.23
1/.05
0.74
0.08
0.20
0.95
0.05
0.98
0.05
0.84
0.37
0.25
0.37
0.49
0.26
0.48
0.03
0.05
0.74
0.93
0.51
0.41
5.00
5.05
5.00
5.80
5.00
5.68
5.00
6.07
5.00
.7.02
5.00
7.00
5.00
7.95
5.00
8.00
5.00
6.IlO
5.00
9.1&
5.00
9.41
5.00
9.78
5.00
5.49
5.00
5.75
SJlO
6.23
5.00
6.26
5.00
5.05
5.00
5.79
5.00
6.72
5.00
7.23
5.00
7.64
PROJECT~.
6.98
6.98
6.98
6.96
6.98
6.68
6.se
6.66
6.85
6.59
6.98
6.27
6.99
6.26
6.98
6.00
6.98
6.00
6.SS
5.71
6.98
5.63
6.98
5.62
6.98
6.98
6.98
6.90
6.98
6.70
6.98
6.53
6.98
6.98
6.98
6.96
6.98
6.69
&.S8
6.37
6.98
6.21
P"IlD I .f2
CALCULATED
'C' . PIPE (ioU)
CLlI SIZE $J)PE
1.25
1.25
1.25
2.49
1.01
3.35
0.4~
3.73
0.42
4.09
3.03
5.61
2.73
9.04
tOO
10.35
3.38
11.51
3.14
22.17
o.n
22.45
0.77
22.83
2.79
2.79
2.43
5.06
1.78
6.72
2.51
8.99
1.42
1.42
2.02
3.43
1.54
9.69
1.54
17.43
1.19
19.95
12
15
15
15
IS
21
21
24
24
30
30
30
l2
15
18
18
12
15
24
24
30
1).12
0.15
0.27
Q.33
Q.18
0.17
0.32
0.21
0.26
0.29
0.30
0.32
0.61
0.62 .
0.41
0.73
0.16
0.28'
0.19
0.59
0.24
61946
CO/lfPUTEl> BY:
CHiCKEO BY;
GSS
WT
n.
VEL.
DESIGN
0.013 PIPE Idai<.Q lo!ai<.Va.. IlELIARKS MIl00p1h LOC.I.TION
LGTH $LoPE till ;OW ill now INV. OUT !NV. !N RlMIOUT FROM TO
1.59
2.03
2.73
3.D4
2.31
2.75
3.76
3.29
168
4.52
4"7
4.65
3.S5
4.14
3.80
5.09
l.81
2-80
3.15
5.55
4.06
8
113
13
38
144
9
198
9
186
99
611
104
105
64'
110
9
124
176
170
99
0.31
0.23
.021
0.33
0.18
0.17
0.32
0.21
Q.26
D.29
0.30
o.J2
0.61
0-62
0.41
0.13
0.31
0.28
0.19
0.59
0.24
1.99
3.11
3.35
3.73
4.41
6.61
9.04
10.35
11.51
2117
22.45
23.19
2.79
5.08
6.12
8.99
t.99
3,43
9.89
17.43
19.95
2.53
2.53
2.73
3.04
2.53
2.75
3.76
3.29
3.86
4.52
4"7
4.73.
3.55
'.14
3.80
5.09
2.53
2.80
3.15
!i.55
4.06
TCa
866.30
TCD
866.28
TC"
866.02
TCa
686.98
TC.
865.86
TC-
B65.6D
TC-
865.SS
TCa
564.84
TCa
864.93
TC.
684.44
TC.
864.15
TC.
863.95
$9.30
866.28
869.05
1lG6.o2
870.38
8Ii$.99
869.86
866.e1i
869.88
B65.6Q
669.05
685.59
869.30
864.94
869.5lI
864.93
869.30
864.44
869.05
864.15
869.60
863.95
869.10
863.62
3.00
17
17 16
16
16 15
15
15 14
14
14 n
13
13 12
12
12 11
11
11 10
10
10 9
9
9 4
4
4 3
3
3 2
2
2
TCa
866.05
lC.
865.41
TC.
1165.D2
TC.
864.51
869.30
865.41
869.50
865.02
Il69.3O
864.57
869.06
864.50
117
4.36
3.90
4.02
3.45
3.71
4.56
4.37
4.61
5.35
5.15
3.25
B
B 7
7
7 6
6
6 5
5
5 4
TC.
866.05
TC.
866.00
Tea
1165.64
TC-
865.31
TCa
864.30
869.os
866.03
869.15
865.68
86a.05
B65.31
869.05
864.30
869.05
864.07
'.09
4.28
H8
3.00
26
26 '.' 25'
25
25 24
24
24 13
n
23 Z2
22
22 2\
3.12
3.41
3.74
4.75
!ila!1D Pipa s:J.i"ll'i'hua I ond 2 - Op.........
STORM DRAIN FlOWT AIlUlJ.TION FOAM
PRO.lECT NAIdf 0pl1 ~.MeIidiIn I'ROJECT No. 819<lG COUPUTED BY: GSS
STORU fReQUENCY DESIGN YEAP. lQ CHECKED Il't. MJT
DESCRIPTION DEl/ELOPEO CONOlTlOHS
CALCULA T ED DESIGN
lOCloTION INLET ACRES COEfF. SUW ru; CCtIC. (mini INTEN. .all; PIPE (fulll n- 0.013 PIPE UalQ Uu va. REUARKS lIHD~ LOCATION
FROM TO AREA $US TOTAl .C" CA CA INI.ET llflAIli TOTAl. 'I" CIA SIZE SLOPE IJEL I.GTlI Sl.OPE 1dI11ow U11lGo1 INV. 0lJT INY.IN RIMiOVT FROM TO
31 0.12 OM 0.10 UJO 5.00 8.98 0.71 l4:. 869.30 5.23 21
21 20 3.90 3.32 7.64 0.1l4 7.68 6.09 20.18 30 0.24 4.11 11 Il.24 20.18 4.11 864.01 864.04 21 20
ZO 0.11 O.as 0.14 5.00 5.00 6.98 1.01 lC" 116ltBO 5.76 20
20 1& 4.01 M6 7.68 0.29 7.96 8.00 21.02 30 0.26 4.28 75 0.26 21.02 4.28 664.04 863.85 20 11
19 D.ll7 0.35 0.02 ~ 5.00 5.98 0.11 lC. B69.DO 5.15 18
18 1. U4 3.48 1.98 0.47 &.45 5.99 20.00 30 0,26 4J5 120 0.26 20.88 4.2!i 863.85 863.54 18 1.
29 0.21 0.85 0.24 5.00 5.00 8.98 1.68 Tea 669.05 3.00 28
29 24 0.28 0.24 5.00 0.05 5;OS 6.98 1.66 12 0.22 2.12 & 0.31 1.99 2.53 666.05 866.03 29 U
33 0.32 0.85 0.21 5.00 5.00 6.98 1.90 TC" 869.05 3.00 33
33 ~ 0.32 0.21 5.00 0.05 5.05 6.98 1.90 12 0.31 2.42 8 Q.31 1.99 2.03 856.06 666,03 33 32
32 0.30 0.85 0.26 5.00 5.00 6.98 1.18 Tea 669.05 3.02 ::g
32 24 0.62 Il.53 5.05 0.62 5.68 6.96 3.61 18 0.31 2.06 124 0.31 5.86 3.32 866.03 865.6' 32 24
31 0.27 0,85 0.23 5.00 5.00 6.98 1.60 TC. 889.30 3.00 31
31 3G 0.21 0.23 5.00 0.05 5.05 6.98 1.60 12 0.20 2.1l4 8 0.31 \,99 2.53 866.30 866.28 31 30
:ill 0.36 0.85 0.31 5.00 5.00 6.98 2.14 rea 869.30 102 3G
30 23 0.&3 o.s. 5.05 0.61 5.12 6.96 3.73 15 0.33 3.04 122 0.33 3.73 3.04 866.28 86S-81 3G 2J
28 0.59 0.85 0.50 5.00 5.00 6.98 3.50 TCa 869.10 3.00 2B
21 23 0.59 0.50 5.00 0.03 5.03 6.98 3.50 12 0.98 4,46 9 0.96 3.50 4.46 86a.l0 8611.0' 2$ 23
V 0.36 0.85 0.31 5.00 6.00 6.98 ~.14 TC- 869.05 2.95 n
27 22 0.36 0.31 5.00 0.01 5.07 6.sa 2.14 12 0.36 2.72 11 0.36 2.14 :2.72 86a.10 ~os 27 22
"
. .
,,'
9/12I2OlI} 11:19 AM
Pl\1l0 2 on
S1<>IIlllipa ~"ll.oN> I ",d 2 . O......xb
Opua ~andmark at Meridian
10 Year Storm Sewer Analyeiu
Max T:L1I\8 Max warning Max Delta Ma.. S\lrt Max Tillie Max Max T:L1I\e Max
N"me Group s:Lmul"tlon Stage Stage St.age Stage Area Inflow Inn ow Outflow OUtflQ'"
hrll tt ft ft ft2 hn .::t8 hZ's et8
O"UTPALL BASE 100yzo-lhZ' 0.00 0.000 6!l3.500 -689.4698 Q 3.06 o .IJJ C.OO G.OOO
OuTFALL BASE 10yr-05hZ' 1.00 8U.a4 865/.000 0.3800 95 0.32 L4 .366 0.00 0.000
OUTPALL BASE IOyr-12hr 24.00 866.500 869.000 0.3600 7 3.61 2.73) 0.00 0.000
OUTFALL BASE 10yr.lhr :I .00 864.208 869.000 0.3800 103 0.52 12.990 0.00 0.000
01.lTf'ALL BASE 10yr-:14hr 24.00 866.500 869.000 0.3600 7 10.81 2.196 0.00 0.000
OUTJilALt. BIliE 10yr-2hr 3.00. 8li4..3U 869.000 O. 3800 110 0.82 9.140 O.OG 0.000
OUTFALL BAS2 10yr-lhr 4.00 864.417 869.000 0.1800 116 1.05 7.GOO 0.00 0.000
OUTPALL BASE 10yzo-6hr 12.00 865.250 869.000 0.3800 125 1.87 4.542 0.00 0.000
STR 10 BASE: 10yr-OShr 0.32 866.736 869.500 -0.0050 162 0.25 5.559 C.38 5.630
STR 10 BASE 10yr-12hr 24.00 866.496 869.500 -0.OG49 245 20.55 :1.277 3.60 1.097
STIl 10 B1IS&: 10yr.lhr 0.51 866.525 869.500 -0.0050 218 0.50 5.115 0.51 5.117
STil 10 BASE 10yr-24hr 24.02 1366.503 869.500 -0.0048 244 20.51 1.545 . 20.51 0.906
STR 10 BASE 10yr-2hr 0.81 866.041 869.500 0.OQ50 250 0.76 4.342 0.79 3.711
8m 10 BASE lOl'r-lhr 1. 03 865. a03 869.500 0.0050 293 0.99 3.509 1.02 ::1. 83 7
STR 10 BASE: lOl'r-6hr 1.83 865.582 869. SOD -0.0050 2a6 I.u 2.246 1.u 1.aU
STR 11 BllSE: 10yr-OShr 0.33 866.912 86!1. 300 0.0050 234 0.25 5.059 0.38 4.728
STil 11 BASE 10yr-12hr 24.00 866.U6 S69.300 0.0050 278 3.58 0.920 20.55 2.277
STR 11 BASE 10yr-lhr 0.52 866.672 869.100 0.00 so .272 0.50 4.313 0.53 4,.265
STH 11 BASE 10yr-24hr 24.02 866.504 869.300 0.0050 277 7.14 0.539 20.51 1.516
S'l'R 11 BASE 10yr-2b.r 0.89 866.299 869.300 0,0050 290 0.73 3.081 0.89 3.752
STR 11 BASE 10yr- lb.r 1.04 866.226 869.300 0.0050 289 1.02 :L360 1.04 3.057
STIl 11 BASE 10yr-6hr 1.83 866.095 869.300 0.0050 280 1.83 1.527 1.84 1.951
STll 12 BASE 10yr-OshZ' 0.33 866.940 869.050 0.0043 193 0.25 3.718 0.3S 3.467
STIl 12 BASE: 10yr-12hr 24.00 866.495 86!1. 050 O. 0020 227 3.58 0.665 3.60 0.673
5T1I 12 BASE 10yr-lhr 0.52 866.713 869.050 O. 0044 218 0.50 3.141 0.53 3.110
STR 12 BASE 10yr-24hr 24.03 866.504 869.050 0.0035 227 7.10 O. la7 7.14 0.396
STR 12 BASli: 10yr.2hr 0.76 866.377 869.050 0.0042 228 0.74 :1.238 0.76 2.249
STR 12 BASE 10yr-3hr 0.99 866.281 869.050 0.0042 '2.27 0.91 1. 722 1.02 1.731
STIl 12 BASE: 10yr-.nr 1.84 866,145 869.050 0.0033 222 1.83 1.105 1.83 1.116
STR U BASE 10yr-05hr 0.33 866.952 869.880 0.0029 213 0.26 2.156 0.40 2.160
STR U BAS&: 10yr-12hr 24.00 866.495 869.880 0.0035 242 3.59 0.391 3.61 0.3!!1
STR 13 BASE 10yr.lb.r 0.52 866.781 869.880 O.OOll 236 0.50 1.836 0.56 1.887
STll 13 BASE 10yr-24b.r 24.02 866.505 869.8130 0.0047 242 7.L7 0.228 19.17 0.251
5T1I 13 BASE 10yr.2hr 0.77 866.482 869. B80 0.0037 242 0.75 1.319 0.18 1.318
STll 11 BASE 10yr- 3b.r 0.lI9 866.385 869.880 o.oon 239 0.97 1.019 1.00 1.016
STR U BASE 10yr-6hr 1.85 866.245 869.880 0.0036 230 1.. B3 0.652 1.86 0.651
STR 14 BASE 10yr-OShr C.34 867.029 .861.880 0.0020 135 O.lI~ 2.061 0.3~ 1.891
STR 14 BASE 10yr-12hr H.OO 866 .495 869.880 0.0015 143 3.58 0.354 3.S0 0.354
STR 14 BASE 10yr,.lhr 0.52 866.827 869.880 -0.0017 141 O.U 1.695 0.52 1.653
STR 14 BASE 10yr-2.hr 24.02 866.505 869.880 0.0019 143 7.18 0.205 7.17 0.206
STR 14 IIASE 10yr-2hr 0.76 866.555 869.asO 0.0019 1440 0.14 1.1940 0.75 1.192
STR 14 BASE 10yr-lhr 0.99 866.461 869.6s0 0,0016 143 0.96 0.925 0.9a 0.922
STR 14 BASE: 10yr-6hr 1. 84 866.340 869.680 0,0016 141 1.83 0.589 1.84 0.589
STR 15 . BASE 10yr-05hr C.34 867 . 051 870.380 -0.0019 176 0.26 :1.026 0.26 1,816
STR 15 BASE 10yr-12hr 24.00 866.495 870.3ao 0.0013 la6 3.56 0.317 3.59 0.ll6
5TR 15 BASE lCyr-lhr 0.52 866.859 870.380 -0.0017 laa 0.43 1.567 o.n 1.501
STlI 15 BASE 10yr-24hr 24.02 866.505 670.380 0.0015 186 23.64 0..253 7.18 0.184
STlI IS BASE 10yr-2hr 0.76 866.605 670.310 -0.0022 191 0.71 1.071 0.74 1.067
STR 15 BASE 10yr-3hr 0.98 86~L 513 870.380 "0.0021 189 0.94 0.634 0.97 0.627
5TB 15 BASE 10yr-6hr 1.84 866.395 870.380 0.0015 183 1.83 0.527 1.14 0.527
sm 16 BASE 10yr-CShr 0.34 867.09.2 669.050 0.0024- 180 0.25 1. 535 0.26 1.378
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 1 of3
Opua wndmark at Meridian
10 Year Storm sew~r AnalVsi$
M4X 'rill1.ll Max Narnin';j Max Delta MaX Surf Max Time Max Max Time Max
Nllme Group !lilD1.llation Sta.ge Stage Sta';j& Stllge Area. Inflow Inflow O\1tfl "'w OUt flow
hra ft ft ft ft2 hre cfB hra cfB
sn 16 BASI1: 10yr-12hr 2<1.00 866.496 869.050 0.002.3 173 3.68 0.226 .3.59 0.226
8m 16 BASI1: 10yr-lhr 0.51 8U.920 869 .050 0.002\ U6 0.'l2 1.139 0.43 1.097
STR 16 BASE 10yr-24hr 24.02 866.505 869.050 0.0021 174 7.17 0.131 23.64 0.241
STR 16 BASE 10yr-zhr 0.74 B66.711 SU.050 0.0024 U5 0.68 0.76' 0.73 0.761
STR 11> BASE 10yr-lhr 0.96 866 .1>37 Sn.050 0.0024 182 0.92 0.598 0.95 0.5n
S'l'R 16 BASE 10yr-ohr 1.82 . 866.545 8U.060 0.0024 176 1.83 0.)"7S 1.81 0..375
STR 17 BASE 10yr-05hr 0.3. 867.099' 8'9.300 -0.0200 116 0.25 0.826 0.26 0.718
sn 17 BAaE 10yr-12hr 3.59 866.U6 869. lOO -0.0200 116 3.58 0.113 3.59 0.113
STR 17 BASE 10yr-lhr 0.51 866.9ll S6ll. lOO -0.0200 117 0.42 0.584 0.43 0.667
STR 17 llASS 10yr-24hr 24.02 866.505 869,.300 -0.0200 116 7.17 0.0610 7.17 0.065
BTR 17 BASE 10)'r-2hr 0.'74 866.727 So!l. 300 -0.0200 117 0.67 0.387 0.71 0.381
S'l'R 17 BASE 10yr. ~hr 0.95 866.656 86... JOO -0.0200 117 0.'2 0.304 . 0.'4 0.2"7
S'I'R 17 BASE 10yr-6hr 1.S3 866.504 809.300 -0.0200 117 J..75 o . U8 1.81 0.188
STa 2 BASE 10yr-05hr 0.32 666.066 B69.J.00 0.0050 276 0.32 14.3810 0.32 14.3GG
8TH 2 BABE 10yr-12hr 24.00 866.494 669.100 -0.0050 133 23.sa 3.206 3.61 2.133
STR 2 6ASE 10yr-lhr 0.5~ "6.9:17 869.100 0.0050 293 0.51 13.002 0.52 12. ~90
STa 2 BASE 10yr-Hhr 24.02 866.U6 8....100 0.0050 1]3 24.02 3.601 10.81 2.196
8TH 2 llASE 10)'r- 2hr 0.82 865.526 869.100 0.0049 321 0.82 9.142 0.82 9.140
STR :2 BASE 10yr-3hr 1.06 865.286 S69 .100 0.0047 326 1.04 7.001 1.05 7.000
STa 2 BASI1: 10yr-Gh.r 12.00 865.251 809.100 0.0050 326 1.85 4.5lJ 1.87 4.542
STil3 BASE 10yr-05hr 0.32 866.346 869.500 -0.00409 254 0.31 14.055 0.32 14.004
GTR 3 BASE 10yr-12hr 24.00 866.502 469.500 -0.0050 212 3.59 2.674 23.58 3.208
8Ta 3 BASE 10yr-1hr 0.51 866.186 8U.SOO -0.0048 279 0.50 12.705 0.51 12.669
8Ta 3 BASE 10yr-24hr 2..02 8U.506 869.500 -0.0050 210 6.49 1.582 2..02 3."2
8TR 3 BME 10yr-zhr 0.S2 865.741 869.500 -0.0042 llS 0.60 8.'13 0.82 8.nO
STH 3 BASE: 1 Oyr- 3hr 1.05 665.481 859.500 0.0037 321 1.03 6.1126 1.05 6.823
9'1'R 3 BASE 10yr-Ghr 12.00 865.245 8U.500 0.0050 118 1.84 4.422 1.85 4.418
STll 4 BASS 10yr-OShr 0.32 866.503 869.050 0.0050 241 0.30 13. 760 0.31 13.661
eTa 4 BASE 10yr-I2hr 24.00 866.496 859.050 0.0050 244 3.58 2.664 ),59 2.604
STR 4 BASE 10yr-1hr 0.51 866 .328 869.060 0.0050 320 0.50 12.418 0.51 12.364
STR 4 BASE 10yr-24hr 24.02 866.501 869.050 0.0050 243 1.3 . 11 ~ .257 6.49 1.542
8TH 4 BASE 10yr- 2hr O.Bl 665.856 B69.050 0.0050 <11:2 0.78 8.694 0.80 8.661
SrR 4 BASI1: 10yr-lhr 1.05 866 . S9:2 869.050 0.0050 <126 0.98 6.661 1.01 6.648
8TH 4 BASE 10yr-6hr 1.85 865.266 869.050 0.0050 416 1.67 4.378 1.84 4.]07
6TH 5 BASE: 10yr-05hr 0.32 866.633 869.050 -0.0101 117 0.24 6.719 0.26 5.270
9TR 5 BASE 10yr-12hr 24.00 866.49' 869.050 0.0076 122 20.71 4.112 20.72 1.162
5Ta 10 EASE 101'~-1hr 0.51 866.430 869.050 -0.0079 125 0.39 6.085 0.40 4.868
STR 5 IIASE 10yr-:ahr 24.02 8G6.506 8651.050 0.0077 121 20.64 ..156 20.70 1.2l)
STR 5 BASE 10yr-2hr 0.81 S65.885 869.050 0.0038 177 0.13 2.~U 0.78 2.903
5TR 5 BASE 10yr-3h:r 1.04 865.614 8651.050 0.0018 197 o .51S 2.265 0.97 2.231
STlt 5 BlUlI1: 10y.--6hr 1.85 865.285 86!f.OSO 0.0038 201 1.SJ 1.445 1.81 1.518
8TR 6 BASE lOyr- OShr O. Jl 866.094 869. JOO 0.0061 119 0.21 4.506 0.2. 5.075
9Ta 6 BASE 10yr-1:2hr 24.00 866.UG 869. JOO -0.0051 13S 18.67 O. ~81 20.71 4.112
5Ta 6 BASE 10yr-lhr 0.51 866.456 869. JOO -0.00S2 146 0.40 3.716 0.39 ..864
BTH 6 BASE 10yr-24hr 24.02 866. S03 869.300 -0.0051 135 18.60 1.046 20.64 4.118
9TH 6 BABE 10yr-2hr 0.81 866.036 869.300 -0.0040 224 0.69 2. L61 0.75 2.123
STa 6 BASE 10yr-3hr 0.98 865.798 869.300 0.0034 233 0.~6 1.802 0.96 1.644
8n Ii BASE 10yr-6hr 1.84 865.561 869.100 0.00]6 2]2 1.83 1.054 1.84 1.052
S'I'R7 BASE 10yr-05hr O.ll 8G6.86S 869.500 -0.0050 117 0.21 3.542 0.21 3.570
STR7 BASE 10yr-12hr 24.00 866.497 869.500 o . DOll 149 3.58 Q.n3 18.67 O. ~81
STR 7 BASI1: 10yr-1hr 0.51 866.552 B69.500 0..0046 182 .0. .J8 1.241 0.40 2.895
Interconnected CbaJmel and Pond Routing Model (ICPR) 102002 Streamline Technologies. Inc. Page 2 on
Opus LaDdmark at Meri<iian
~o Yeax Storm Sewer Analysis
Max Time Max Naming Max Celta Max SUrt I1;Ix T I. me Max Max T1lM! M;lx
Name 3roup Simulation Stage Scage Stage Stage Area In! low Inflow OuUlow Outflo..
hn it it it ft2 hre oto MS ois
ST.Il 7 BASB 1 Oyr.- 24hr 24.02 866.505 869.500 0.003.5 U8 23.11 0.4<<9 la.60 1. 011
STll 7 BASE: 10yr-2br 0.70 866.115 869.500 0.0035 204 0.68 1.615 0.69 1.612
BTR '1 BASE: 10yr-)hr 0.99 866.056 869.500 0.0035 203 0.92 1. 260 0.98 1.384
STR 7 BASE: 10yr-6hr 1.83 865.883 869.500 0.0035 199 1.62 0.787 1.83 0.786
STlI 8 BASB 10yr-OShr 0.32 861.066 869.300 -0.0001.4 116 0.25 1.849 0.20 :I .149
STa 8 BAS B 10yr-12hr 24.\10 866.497 869.300 0.0037 153 3.Sa 0.253 3.57 0.252
STll 8 BASE lOl'r-1hr 0.50 866.705 869.300 0.00"-3 151 0.42 1.306 0.35 2.U8
STll 8 BASB 10yr- 24hr 24.02 8&6.50S 8&9.300 O.OOU 153 7.17 0.146 :U.ll 0.430
STR 8. BASE 10yr-2hr 0.69 866.592 869.300 0.0041 165 0.67 0.867 0.68 0.862
STll 8 BASE 10l'r-,hr 0.94 866.521 8&9.300 0.00.1.1 155 0.92 0.679 0.94 0.672
STH 8 BASE lOl'r-6hr 1.82 866.411 8U.300 O. DOn 162 1.75 0.420 1.82 0.420
STR 9 BASE: 10yr-OShr 0.32 866.704 869.300 0.0048 209 0.28 7.134 0.38 7.122
STll 9 BASE: 10Y"-12hr 24;00 866.497 869. JOO 0.0050 238 3.58 1.~03 3.59 1.440
BTR 9 IlASE 10yr-lhr 0.51 866.489 8&9.300 0.0050 257 0.50 6.576 0.5<1 6.550
STa 9 BASB 10yr-24hr 24 .O~ 866.505 869.300 0.0050 237 20.51 0.956 13 .11 1. 830
STa !I BASS 10yr- 2l1r 0.81 865.990 8651.300 0.0050 303 0.77 ;1.734 0,80 4.665
STll 9 BASi: 10yr- ;br 1.0) 86S.7U ai9.300 0.0050 305 1.02 3.61l> 1.01 3.577
STlI 9 BASE 101'''- 6hr 1.87 665.462 869.300 0.0050 290 1.83 2.329 1.8? 2.US
.:....
lntercomected Channel and Pond Routing Model (ICPR) lCl2002 Streamline Teclmologies. Inc.
Page 3 of3
Opus Landmark at Meridian
10 Year Sto~ Sewer AnalysiS
Max Time Max Naming Ma.x Delta Max5urf Max '1'ime Max Max TiM Max
Nbll\e Group SilDUlation Stag.. Stag.. Stag.. Stage Area InelQW [Ana,", Outflow Outflow
hra n. ft n. ft2 hr" erG hr. eta
OIlrFALL BASE 100yr- Eihr 0.00 0.000 Ei~3.500 -669.4696 0 6.02 0.137 0.00 0.000
OUTFAL~ BASE 10yr-05hr 1.00 863.620 869.000 0.0000 41554585 0.33 12 . 329 0.00 0.000
OIlrFALL &ASE 10yr-12hr :n.88 863.621 8U.000 0.0000 41554571 3.82 2..2840 0.00 0.000
OIlrFAL~ &ME 10yr-1hr :I.DO 863.6U 86'.000 0.0000 41554568 0.52 10.n<l 0.00 0.000
OIlrFAL~ BASE 10yr-:l4hr 29.90 863.6:U 869.000 0.0000 4155457;1 7.17 1.285 0.00 Q.OOO
OU'l'Ii'ALL BASE 10yr-2hr 3.00 863.621 869.000 0.0000 U$5456' 0.82 7.427 0.00 0.000
Or.nFALL BASE 10yr- 3hr 4.00 863.621 869.000 0.0000 41554570 1.03 5.'64 0.00 0.000
OIlrFlU.l. &ASE 1 Oyr- Eihr 11.40 863.621 869.000 0.0000 41554570 1.80 3.945 0.00 0.000
STR U BASE 10yr-05hr 0.33 86S.8U 859.000 0.0050 318 0.34 12.617 0.13 12.3<19
S'I1/. 19 BASB 10yr-12hr 3.8<1 864.572 869.000 0.0050 329 3.80 2.307 3.82 2 .284
STR 111 BASE 10yr-1hr 0.52 1165.657 1I01I.000 0.0050 ]35 0.51 10.740 0.52 10.792
STR 111 SASE 10yr-Hhr 7.19 864.377 S69.pOO 0.0050 307 7.17 1.2S5. . 7.19 1.285
STR U BASE 10yr-2hr 0.8;1 865.284 059.000 0.0050 353 O.al 7.741 0.82 7.4~7
STR 19 BASE 10yr-3hr 1.03 865.081 8n.000 0.0001.9 354 1.10 5.794 1.03 5.764
STR 19 BASE 10yr-6hr 1.80 864.834 86Y.000 0.0050 34'1 1.78 3.976 1.80 3.946
STR 20 8ME 10yr-05hr 0.32 866.065 869.800 -0.0042 1~8 0.31 12.199 0.14 12 .4~9
5TR 20 BASB 10yr-12ltr 3.81 864.717 on.ooo 0.0050 209 3.79 2.298 3.80 2.273
S1'R. :10 BASE 10yr-lhr 0.51 865.878 869.800 -0.0050 208 0.50 10.827 0.51 10.561
S'l'R .2 0 BASE 10YJe-24hr '1.19 864 .517 8G9.80.0 0.0050 198 7.18 1.264 7.19 1.263
SIR 20 BASE 10yr-2hr 0.81 865.476 869.800 0.0050 219 0.93 7.510 0.81 7.616
STR 20 IlASE 10yr-3hr 1.01 865 .253 869.800 0.0050 2:10 0.97 5.894 1.10 5.699
STR 20 SASB 10yr-6hr 1.79 864 .9ag 669.800 0.0050 218 1.77 3.964 1.78 3.913
STR 21 llI'ISB 10yr-05hr 0.32 8li6.272 869.300 -0.0047 204 0.30 11.755 O.ll 11 .688
STR 21 BASE 10yr-12hr 3.79 864.831 869.300 -0.0042 238 3.78 2.264 3.79 2.:US
STR 21 BASE 10yr-lhr 0.52 866.063 869.300 -0.0048 225 0.51 10.170 0.50 10.371
STR 21 BASB 10yr-:l<..hr 7.18 864 .613 OU.300 0.0045 224 7.15 1.211 7.19 1.211
S'l'R 21 BASE 10yr-2hr 0.81 865.624 869.300 0.0044 247 0.81 7.0U 0.93 7.213
sn 21 aASli: 10yr-3hr 1.03 865.39:1 069.300 -0.004.0 250 0.98 S.432 0.97 5.656
S'I'R 21 &ASE 10yr- Eihr 1.78 665.118 869.300 -0.0042 248 1.76 3.892 1.77 3.812
STR <12 BASE 10yr-05hr 0.32 866.4511 869.050 O.OOU 231 0.27 11.597 0.31 11.384
STR 22 BASE 10y:<-12hr ]. 7B 864.955 869.050 -0.0050 334 .L76 2.520 3.78 2.205
sn 22 BASE 10yr-lhr 0.52 866.22:1 869.050 -0.0050 305 0.50 9.912 0.51 9.860
STR 22 BASil 10yr-24hr 7.18 864.742 869.050 -0.0050 306 7.17 1.177 7.15 1.174
STR 22 BASil 10yr-2hr 0.81 1165.7U 869.050 -0.0046 365 0.77 6.79B 0.81 6.810
STR 23 lIAS E 10yr- 3hr 1.00 865.508 859.050 -0.0050 :>64. 0.84 11.294 0.99 5.266
SIR 22 BASB 10yr-Eihr 1.77 865.:218 069.050 -0.0050 ~5S 1.74 4.266 1.7& 3.784
STR 23 BASil 10y:<-05hr 0.31 667 .155 a&9.0S0 0.0050 30Ei 0.36 10.097 0.11 9.692
STR 23 BASE 10yr-12hr 3.61 656.055 8U.050 0.0050 487 3.54 1:745 3.76 2.247
STR 23 BASE loyr-1h~ 0.51 866.910 869.050 0.0050 442 0.50 8.459 0.51 8.413
STll. 23 BASE 10yr-24hr 1.19 865.781 869.050 0.0050 439 7.07 1.010 7.14 1.002
STR 23 BASE 10yr-2hr 0.78 8066.547 869.050 0.0050 517 0.76 5.793 0.71 5.788
STR 23 BASE 10yr-~hr 0.84 8U..lB3 869.050 0.0050 520 0.'5 4.511 0.84 4.564
STR 23 BASE 10yr-6hr 1.74 8&6.273 8611.050 0.0050 512 1.76 3.171 1.14 3.768
STR 24 BASE 10yr-oShr o.n 867.296 869.050 0.0042 259 0.27 5.4lB 0.32 5.227
sn 24 BASE 10yr-12hr 3.60 866.132 869.050 -0.00.0.& 4.:16 3.60 1.165 3.78 O. 9!l9
STR 24 BASE 10yr-lhr 0.51 867.0J7 B69.050 -0.0044 342 0.50 4.574 0.51 4.540
S'I'R 24. BASE 10yr-24hr 7.12 8&5.921 B69.050 -0.0050 .l73 7.17 0.661 7.07 0.551
STR 24 IlA$Ii: 10yr-::hr 0.78 866.556 8U.050 -0.0049 447 O. ." 3.125 O.SO i..124
STR 24 ElASIi: 10yr-3nr 0.'6 866.484 8U.050 -0.0048 457 0.93 2.431 0.99 2.421
S'rll 24 &ASE 10yr-6h.r 1.74 856.347 869.050 0.0043 452 1. 74 2.057 1.76 1.887
STR 25 BASE 10yr-05hr 0.31 067 ....31i 869.150 -0.0045 117 0.25 1.977 O. ~9 1."68
Interconnected Channel and Pond Routing Model (ICPR) 102002 Streamline Technologies, ~. Page 1 of3
o,pus Landmark at Mer;~ian
10 Year Storm Sewer Analysis
Max Time Max Warning Max Delta Max SUrf Max T1_ MaX M;u Ti,.. Mu:
Name Group SilllUlation Stage ieage seage St.age Area Inflold Inflow OUtflow oueUow
hrs ft ft ft ft2 hn cfa hE'll cis
STR 25 BASE ~(lyr- ~2hr 3.60 866.322 869.150 -(1.0050 18 oil 3.5~ 0.3"2 1.60 0.5n
STR 25 BASi; 10yr-Lhr 0.51 867.124 869.150 0.00t4 ~53 0.4$ 1.S"6 0.50 L .518
STR 25 BASt: 10yr-24b.r 6.21 866.200 869.l50 0.0036 171 7.17 0.181 7.15 0.184
sra 25 BASE 10yr-2hr 0.78 866. ?l5 869.l50 0.0049 191 0.70 1.048 0.78 1.041
STR 25 BASE 10yr.3hr 0.'8 866.543 869.150 -O.OOSO 193 0.92 0.824 0.96 0.80'1
STR 25 BASE 10yr-6hr 1.75 866.383 869. l50 -0.0049 189 1.'17 0.540 1.1l8 0.658
S"I'R 26 BASE 10yr-05hr 0.31 867.455 869.050 -0.0034 113 0.25 0.944 0.31 0.7H
STR 26 BASE 10yr-12hr 3.60 866.329 869.(150 0.0025 1l'1 3.58 0.129 3.54 0.160
S'I'R 2':; BASE 10yr- Lhr 0.51 867.137 869.(150 0.0032 113 0.42 0.667 0.50 0.628
STR 26 BASB lOyr-24hr 6.21 866.214 869.050 -0,0019 116 7.17 0.075 7.18 0.075
S'l'R 26 BASI! 10yr-2hr 0.78 9".722 969.050 0.003L 117 0.67 0.441 0.77 0.411
STR 26 BASE 10yr-3hr 0.98 866.552 869.050 -0.003'1 Il7 0.92 0.34'1 . 0.95 0.335
STR 26 BASE 10yr-6hr 1.16 866.n4 869.050 0.0026 117 1. 75 0.215 1.77 0.236
5TR 27 BASE 10yr-05hr 0.26 666.911 869.050 0.0033 118 0.25 1.U6 0.26 1.371
SI'R 27 8ASE ~Oyr-12hr 3.59 966.)41 869.(150 0.0036 U6 3.58 0.194 3.59 0.19)
STR 27 BAS i; 10yr-lhr o.n 866.692 869.050 0.0036 118 0.42 1.000 0.43 0.996
S'rl'\ 27 BASE ~Oyr- 2.4hr 7.17 66...293 869.050 -0.0021 117 7.11 0.112 7.17 0.112
S'I'R 27 BAllI! 10yr-2hr 0'.68 8&6.571 869.050 0.0037 US 0.67 0.664 0.68 0.661
Sl'R 27 BASI! 10yr-3hr 0.93 866.511 869.050 0.0035 U8 0.92 0.520 0.93 0.511.
STR 27 BASE 10yr-6hr 1.81 866.419 869.050 0.0035 118 L .75 0.)22 1.8L 0.322
STR 26 BASS 10yr-05hr 0.30 667.276 669.100 0.0050 113 0.25 2.321 0.23 2.377
STR 28 BAlli; 10yr-12hr 3.59 866.415 869.l00 0.0050 117 3.58 0.)18 3.58 0.3l7
SI'R 29 BASE 10yr-lhr 0.50 866. '" 869.100 0.0050 116 0.42 1.64Cl 0.45 1.650
S'l"R .6 BASE 10yr-24hr 7.17 866.336 869.~00 -0.0033 117 7.17 0.1-114 7.15 0.184
STa 28 BASil: 10yr-2hr 0.68 B66.726 6&9. LOO 0.0050 117 0.67 1.088 0.68 1.014
STR 28 BASi; 10yr-3hr 0.93 866.642 869.100 O.OOliO 117 0.92 0.853 0.113 o .8Ui
STR 28 BASE 10yr-Ghr 1.90 S66.516 869.100 O.OOQi 117 1. 75 0.528 1.78 0.526
STR 29 BASE 10yr-05hr 0.31 867.321 869.050 -0.0033 U3 0.25 L .1(11 0.:17 0.890
S'1'R 29 BASE 10yr-12hr 3.59 866.274 869.050 0.0032 116 J.58 0.151 3.59 0.150
5TH a BASi; 10yr-lhr 0.51 867 .049 869.050 0.0032 113 0.42 0.778 0.50 0.736
STR 2iil BASE 10yr:-24hr 7.17 966.221 86iil.050 -0.0020 116 7.17 0.087 7.17 0.087
STR 29 BASE 10yr-2hr 0.78 666.670 869.050 0.0011 117 0.67 0.5L6 0.76 0.503
STR 2iil BASi; 10ye- 3hr o.n 666.502 869.Q50 0.0031 117 0.92 0.405 0.112 o . J!il
5TH 29 BASE: 10yr-6hr 1.75 866 .366 869.050 o.oon U7 1.7S 0.250 1.76 0.282
STR 30 BASE 10yr'OShr 0.31 867.291 869.300 -0.0045 159 0.:05 2.100 0.26 2.066
8TR 30 BASE lOyr-12hr 3.59 866.568 8651.300 0.0038 179 3.58 0.339 3.59 0.336
STH 30 BASE 10yr-lhr 0.50 661 . 015 869.JOO 0.0034 167 0.42 1.720 0.42 1.686
S'l'R 30 PIISE: 10yr-24hr 7.1'1 866.500 669.300 0.0025 173 7.17 0,196 7.17 0.196
STR 30 BASE 10yc'2hr 0.71 SU.7S5 869.300 0.0035 192 0.6S 1.154 0.70 1.150
S'l'R 30 BASE 10yr-Shr 0.94 866.691 869.300 0.0035 La9 0.92 0.6119 0.95 o .8U
S'I'R 30 BASE 10ye-6hr 1.87 666.649 869.300 0.0036 165 1.7. 0.563 1.7.. 0.567
STR II BASE 10yr-OShr 0.31 867.306 869.300 0.0033 lU 0.25 1.062 0.26 0.1l01
STR 31 BASE 10yr-12hr 3.59 966.579 869.300 0.00:18 117 3.58 0.145 3.59 0.145
8TR Jl BASE 10ye-lhr 0.50 867.052 869.300 0.0034 116 0.42 0.750 0.42 0.722
STR Jl BASE lOyr-24hr 7.17 866.508 869.300 -0.0022 LL6 7.17 0.084 ?17 0.084
SI'R 31 BASE 10yr-2hr 0.71 966.761 869.300 0.0032 117 0.67 0.U8 0.70 0.493 ..-.,
SI'R 31 BASE 10yr-3hr 0.1l4 866.715 869. JOO -0.0032 117 0.92 0.390 0.95 0.385
S'l'R 31 II,UlE 10y"-6hr 1.8'1 866.660 869.300 0.0026 117 1.75 0.241 1.74 0.242
STII 32 BASE 10yr-05hr 0.31 867.366 869.050 0.0033 ~58 0.25 2.155 0.27 1.887
STII 32 1!ASi; lOyr-12hr 3.59 866.321 869.050 -0.0047 194 3.58 0.333 3.04 0.455
8T1I 12 BASE 10yr-lhr 0.51 1167.069 869.050 0.0041 L89 0.42 L .662 0.50 1.623
Interconnected Cbarmel and Pond Routing Model (Ic:PR) Cl2002 Streamline Technologies, Inc. Page 2 on
Opus L..ndmark ..C Merid1an
10 Year SCorm Sewer Analysis
Ma.x Time Max Warning Max Delca Max SUrf Max Time MaX Max Time MAX
Name Group Simulation Stase Stage Stage Stage Are" InflOw Inflow ov.etlow OUtrlow
bra ft ft ft fe2 bra cts hra cIs
STR :12 BASE 10yr-24hr 7.19 866.238 869.050 -0.0050 162 1.12 0.201 1.19 0.:112
STA 32 lIASE 10yr-2hr 0.18 866.103 869.050 0.0044- 208 0.69 1.U2 0.78 1.111
STA 32 BASE 10yr-3hr 0.97 866.532 869.050 0.0050 206 0.92 O. aez 0.73 1.083
S'I'i>. 32 BASE 10yr-6hr 1.14- 866.449 869.050 .0.0049 203 1.14 0.6S2 1.74 1.095
STIl. 33 BME 10yr-OShr 0.31 861.399 869.050 -0.0032 113 0.25 1.:159 0.;11 1.018
STR 33 8MB 10yr-12hr 3.59 866.335 869.050 0.0033 117 3.58 0.17:1 3.59 0.172
S'I'R 31 BASB 10yr-lhr 0.51 867.109 869.050 O.OOH 113 0.42 0.B89 0.50 o . B4.2
S'l'R 33 BASE 10yr-:il4.hr 7.12 866.250 869.050 -0.0021 116 7.17 0.100 7.n 0.108
S'I'R 33 BASE 10yr-2hr 0.78 B66.711 869.050 0.0034 117 0.67 0.590 0.75 0.575
STR ]J BASE 10yr-3hr 0." 866.550 869.050 0.0032 111 0.92 0.463 0.93 0.450
an 3l BASE 10yr- 6hr 1.74. B6';.4.60 869.050 0.0032 117 1..15 0.286 1.74 0.384
" ~.:
Interconnected Channel and Pond Rou.ting Model (ICPR) @2002 Streamline Technologies, Inc.
Page 3 of3
~
Return Period - Rainfall Intensity.{in/hr)
Hours Minutes 2 5 10 25 50 100
0.08 5 4.75 6.14 6.99 B.08 8.B3 9.69
:
0.17 10 3.63 4.75 5.48 6.40 7.07 7.77
0...25 15 2.97 3.92 4.55 5.34 5.94 6.53
0.5 30 1.98 2.64 3.09 3.65 4.10 4.50
1 60 1.25 1.67 1.96 2.31 2.62 2.88
2 120 0.76 1.02 1.20 1.40 i.59 I 1.75
3 180 0.56 0.75 0.88 1.03 1.17 1.29
6 360 0.33 0.44 0.52 0.60 0.68 0.75
12 720 0.20 0.26 0.30 0.35 0.39 0.43
24 1440 0.11 0."'15 0.17 0.20 0.22 0.25
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ea. IIItt:at. 'U_..... .e-.......L..r. p..................
October 12. 2005
2nd submittal
Mr. Ryan McCroskey
Woolpert, Inc.
7140 Waldemar Dr.
Indianapolis, IN 46268-4192
Via FAX 317-291-5805
RE: Opus Landmark at Meridian
Tec:hnieal Advisorv Committee
Emrlneerin2: Review Checklist for Development Drainae:e Desif!]]ls
Dear Mr. McCroskey:
The stonnwateneview ofthe pr~posed construction plans and drainage calculations for
. the above referenced project has been completed. The submittal is in need of additional
information in order to be in compliance with "the guidelines as set forth by the City of
Carmel. Please revise the plans in accordance with the comments below.
1. The drainage report refers to "Addendum to Stormwater Management Design
Calculations on Hamilton Crossing " dated June 1, 1989, prepared by Paul I.
Cripe. Please provide a copy. of this document to confii'1n release rate 0/5.0 cft
for the twin 11-inch stormpipes under West Carmen Drive.
This issue has been addressed satisfactorily.
1. The construction plans show ~'FUIiJRElPOSSlBLE INDOT RlGlfF-OF-WAY"
for us. 31 along the west side of the site, which includes approximately two-
thirds of the proposed detention area. Please add a note to the construction plans
stating that detention is for Phase I & II only and that Phase III shall be handled
separately, and include with this note that in the event INDOT obtains this right-
of-way, the owner of the property shall be responsible for maintaining adequate
detention storage.
This issue has been addressed satisfactorily.
3. Sheer C602 provides a Lake Section detail. Please confirm that this detail
confOrms to the minimum requirements of the Hamilton County Surveyor's Office
as shown in Standard Plans D-6. D-7 or D-8, "Lake Cross-Sections".
Per your response letter dated September 13, 2005; the 1 OO-year flood elevation
changes as well as the lOO-year discharge rate. Although your plans reflect this
change, the drainage narrative has not been revised. To avoid confusion,
please review and revise the drainage narrative information accordingly.
4. Please provide calculations for the post-developed time of concentration.
This issue has been addressed satisfactorily.
5. Please provide peak runoff calculations for the 2-year and the 10-year storm
events.
This issue has been addressedsatisfactori/y.
Opus Landmark at Meridian
Woolpcrt, 1m:.
October 12. 200S
, _ Puc I of4
34175uuth!!i!ltenmlnDr. II Beec:hlliruve. IN461D7 II Tel 317B780-1555 . FEU[ 317B7BD-S5"i!l5 - ,-
6. The drainage calculations refer to the detention area as Pond A,' whereas the
constrociion plam reftr to the detention area as Pond B. Please revise
accordingly.
This issu.e has been addressed satisfactorily.
7. The End Cap Detail 'on sheet C601 shows a 4-inch diameter orifice an a J 2-inch
diameter pipe. The drainage report states and the drainage calculations
corroborate the orifice being a 7-inch diameter with no pipe diameter specified
Please revise this detail accordingly.
This issue has been addressed satisfactorily.
8. There is some concern regarding the outlet swale and it's considerably flat slope
(0.40%) combined with its length (13 J 8 feet). The minimum slape for a grass-
lined swale shall be 1.0 percent, and the minimum slope for a grass~lined swale
with a sub-surface drain is one~half percent. Drainage swales shall not exceed
400 fiet. Please investigate methods of reducing standing water within the swale.
The City a/Carmel may comment on this as well and offer measures typically
implemented -
This issue has been addressed satisfactorily.
9. Please delineate the drainage basins on the drainage basin map provided.
This issue has been addressed satisfactorily.
10. It appears that basin 24 has been mislabeled on the drainage basin map as basin
29. Please review and revise accordingly.
This issue has been addressed satisfactorily.
11. Please include the rainfall intensity table/chart used in the drainage calculations
with the drainage report support documentation.
This issue has been addressed satisfactorily.
12. Based on the velocities provided in the drainage calculations, Structures 13, 16,
17,26, 29, 31,32 and 33 do not meet minimumfullflow velocity requirements.
Minimum storm drain flowing velocity for fu/lpipe flow shall be 2.5 feet per
second
This issue has been addressed satisfactorily.
13. Please provide hydraulic grade line calculations with the drainage report.
Hydraulic grade line calculations are to be included as a part of the storm
calculations submittal. The hydraulic grade line calculations should be provided
to demonstrate that the maximum hydraulic grade line stays below inlet/manhole
rim elevationsfor a JO~year storm event.
This issue has been addressed satisfactorily.
14. It appears that there is direct runoffwest of building 2, south of the detention
area. Direct runoff from the site needs to be accommodated fOr appropriately.
The direct runoffrates need to be added to the release rates developedfor the
post 1 aO-year and 10-year storms to determine the total peak runoff rate leaving
the site.
It appears that the plans have been prepared/or Phase I o/this project only.
The detention pond, which has been designed to accommodate Phase 1 and-
Phase 11, must be constructed as a part 0/ Phase 1 for acceptance. The release
rate/or the detention pond has been deslgned to include the acreage/or both
Phase 1 and 11. There is approximately 1 acre of the 12.9- acre tract in the
southwest corner of Phase 11 that is not being detained and is directly
Opus Landmark at Meridian
Wool pert. Inc.
October ] 2, 2005
Pagelof4
~' Ii
discharging south along the proposed outlet swale. This discharge needs to be
accountedfor in the overall discharge rate for the 12.9-aere tract. The
discharge rate at the point the proposed outlet swale leaves the south line of
Phase 11 should not exceed the 2.73 eft release rale.
15. For any 101(s) adjacent to any 100-year local or regional flood area, a minimum
flood protection grade (MF.P. G.) is required for the pad grade. Please define
the MFPG in the construction plans with a stalement such as.~ ItFinishedfloor
elevations of all structures shall be no less than 2 feet above any adjacent 100-yr
local or regional flood elevation (whichever is greater).
This issue has been addressed satisfactorily.
16. Drainage arrows shall be provided indicatingjlow direction. Please review and
revise accordingly.
This Issue has been addressed satisfactorily.
17. Normal pool,. 2-year. 10-year and lOO-year critical flood elevations shall be
provided on the drainage plans. The drainage calculations show the 100-year
criticalflood elevation as 867.95 whereas the plans show this elevation as
867.69. Please review and revise accordingly.
This issue has been addressed satisfactorily.
18. There is no structure data information provided in the construction plans. Please
incorporate this information in the construction plans. Please include on sheet
C400 structure information to include rim and invert elevations. length, diameter,
type and slope of each pipe strocture. to include Structure 35.
This issue has been addressed satisfactorily. .
19. The constroction plans do not show the location of the spillway/emergency
overflow weir, which should be clearly marked on the drainage plans. The flood
route shall be clearly marked on the plans and should be addressed in the
drainage report for clarification. Assurances should be made that overflow is
conveyed to an adjacent road ditch or water body in the event that a storm in
excess of a 100-year event occurs or the outlet structure becomes clogged and the
pond backs up to a level where the spillway becomesfunctional. Please review
and revise.
This issue has been addressed satisfactorily.
20. The Overflow Weir Section on Sheet C602 shows a top of bank elevation of937.5.
Please review and revise.
This issue has been addressed satisfactorily.
21. The minimumfreeboard elevation for the detention area is 2-feet above the 100-
year critical flood elevation. Please include in the construction plans proposed
spot elevations and include/revise the details in Items 3 and 20 above to show this
elevation.
This issue has been addressed satisfactorily.
22. The invert elevations for Structures 1, 2. J 8 and 19 are below the normal pool
elevation of 864.0 for the detention area. Please review and revise as necessary.
This Issue has been addressed satisfactorily.
23. Sheet C301 shows a typical cross-section labeled "SECT/ON A-A >t. with no
reference to what this cross section represents. Please review and revise.
This Issue has been addressed satisfactorily.
Opus l..andmlll1\ at Meridian
WooJpert. Inc.
OctOber 12, 200S
!'ago 3 of4
'.
"
, ~
. .._':.
24. There is a discrepancy with the rim elevations shown on Sheets C300 and C301
and the rIm elevations provided on the 'Storm Drain Flow Tabulation Form" in
the drainage calculationsfor Structures 2, 3, 4, 5, 6, 7,8, 9, 11, 12 and 13.
Please review and revise.
This issue has been addrened satisfactorily.
25. Structures 16, 23, 24, 25, 27, 30 and 32 fail to meet minimum cover requirements.
The cover requirements for these structures is where the invert elevation of the
largest pipe diameter is less that the difference between the rim elevation and 2-
feet plus the largest pipe diameter infeet. Please review and revise.
In reviewing the structures in. question, Structure 27 is not constructible based
on the given elevations and the dill1lleter o/pipe specifuuL Please review this
structure an.d revise as necessary. The balance of the structures in question do
not ~et the City of Carmel storm design requirements for minimum
construetability for cover; however, due to the constraints hfthe outlet
elevadon. this design is acceptable-It is recommended, but not a condi;lkmfol'
approval. that Class V pipe and jlowable fill be used for these struciul'es per the
City of Carmel storm design, requirements.
Please inelude witb your submittal, one (1) copy of tbe comments indicating the
action taken or a written explanation for action not taken. ConStruction plans and
drainage calculations are not to be re-submitted without implementing changes with
respect to any and an review comments from the City of Carmel and the Hamilton
County Surveyor's Office. The comments and plans may be submitted to my attention at
the following address:
CrossRoad Engineers, P.C.
3417 South Shennan Drive.
Beech Grove, IN 46107
Please contact me at (317) 780-1555 ext. 12 with any questions.
Sincerely t
copy: Gary Duncan, City of Cannel Assistant Engineer
Greg Hoyes, Hamilton County Surveyors OfficeyFile
\Opu$l....,...~lO'12.OS1IaII
Opus Landmark aI Meridian
Woolpert, Inc.
Oc;toblll' 12, ZOOS
Page4of4
., ~
October 26, 2005
Mr. Ryan McCroskey
Woolpert, Inc.
7140 Waldemar Dr.
Indianapolis, IN 46268-4192
Via FAX 317-291-5805
RE: Opus Landmark at Meridian
Dear Mr. McCroskey:
The revised construction plans and drainage calculations dated Oc~ober 19,2005, have
sufficiently addressed all comments from our initial revieVlf dated, September 1,2005.
There is no need for any additional drainage review by this office for this project unless
the current plans are revised.
This letter does not exonerate your firm from implementing changes with respect to any
and all review conunents from the City of Carmel and/or the Hamilton County
Surveyor's Office.
Thank you,
cc: Gary Duncan, City of Carmel Assistant Engineer
Greg Hoyes, Hamilton County Surveyors Office
File
lOpo, landnr.lllo at M~an\acceplaJlcQ ~tterlo. 21HJ5'laII
3417SoutlllSherllllllillnilJl'. IIl1l1eechlil'uwlR, l1li481117 . Tel 317w7BIUI555 . Fex ::II'7"'SII.SSi!S