HomeMy WebLinkAboutDrainage Summary 10-04-05
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Drainage Summary
For:
Meadowlark Office Park
Parking Lot Re- Design
703 Pro-Med Lane
Carmel, IN 46032
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By:
Weihe Engineers, Inc.
10505 North College Avenue
Indianapolis, Indiana 46280
Date:
October 4, 2005
Project No. W05.0557
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q~ )I. d2:--
James K. Shinneman, Reg. P.E. Indiana #10200392
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Index
Drainage Summary
Appendix A - Project Site Information & Drainage Calculations
Appendix B - Storm Pipe Calculations
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DRAINAGE SUMMARY
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PROJECT:
Meadowlark Office Park
Parking Lot Re-Design
703 Pro-Med Lane
Carmel, IN 46032
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PREPARED BY:
James K. Shi1U1eman, PE
Werne Engineers, Inc.
10505 N. College Ave.
Indifulapolis, Indiana
Weihe Eng. Proj. No. \VOS.OS57
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Site Location
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The proposed project is located on a tract of land within the Meadowlark Office
Park at the end of the cul-de-sac of Pro-Med Lane. The site is part of the
Northwest }/4, Section 25, T18N, R3E, Clay Township, Hamilton County,
Indiana.
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Project Description
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The scope of this project is to move a previously approved parking area to
another location on site. The previously approved parking area was located in
the southeast comer of the site bebind the two existing buildings at 690 and 698
Pro-Med Lane. It consisted of 17 parking spaces and a portion of the paved
surface (1,400 sf) was designed witbin the Little Cool Creek 1 aO-year floodplain
limits.
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It has been determined by the tenants of the buildings that the parking area would
be better utilized if it were relocated to the area between the existing buildings at
698 and 706 Pro-Med Lane, which is to the east of the previously approved
location. There is an existing parking area there currently with 19 parking
spaces. The re-design of this parking lot area would consist of adding 16 new
parking spaces and associated curbing, sidewalk and landscaping. A storm
drainage inlet will need to be added to pIck up stann runoff in the additional
paved area. It will connect to the existing storm drainage system that drains to
the regional wet detention pond area located to the soutbeast of the Park. Similar
to tbe previously approved parking area, a portion oftbis relocated parking area
(800 sf) will exist within the Little Cool Creek laO-year floodplain limits, though
much less.
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Previously Approved Site Conditions
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The previously approved parking lot consisted of 17 parking spaces with an
impervious area of6,300 5f(0.145 acres). This area was designed to drain to the
existing storm system in the Park that drains to the regional wet detention pond
area located to the southeast of the Park.
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Based upon 0.145 acres with a runoff coefficient of 0.85 for pavement and a time
of concentration of 5 minutes, the peak previously approved release rates were
tabulateq using the rational method as:
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Previously Approved Conditions:
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Q 2-yr =
Q lO-yr =
Q IOC-yr =
0.59 cfs
0.86 CIS
1.1 9 cfs
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Relocated Site Development and Storm Water System
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The relocated parking lot consists of 19 existing parking spaces and 16 additional
parking spaces. The net increase in impervious area is 6,500 sf (0.149 acres).
This area is designed to drain to the existing storm system in the Park that drains
to the regional wet detention pond area located to the southeast ofthe Park. For
the purposes of this report, it is assumed that since the existing storm system was
designed to handle the previously approved parking lot upstream of this proposed
relocation than it can handle the runoff in this proposed relocation because it is
downstream of the previously approved parking lot.
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Based upon 0.149 acres with a runoff coefficient of 0.85 for pavement and a time
of concentration of 5 minutes, the peak relocated design release rates were
tabulated using the rational method as:
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Relocated Conditions:
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Q 2-yr ==
Q lO-yr =
Q HJO-yr =
0.60 cfs
0.89 cfs
1.23 cfs
Summary
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For the purposes oItrus report, the comparison of the previously approved
parking lot to the relocated parking lot shows that the runoff generated by the
relocated parking lot is very similar to the previously approved parking lot and
should not affect downstreanl properties. Additionally, the portion of the paved
surface (800 sf) within the Little Cool Creek 1 DO-year floodplain limits for the
relocated parking lot is less than the portion of the previously approved parking
area (1,400 sf).
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See Attached Appendix "A" and "B" for Project Site infonnation and Drainage Calculations.
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Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
Basin Summary
Previously Approved Peak Flow Rates
DA= 0.145 acres
c= 0.85
Tc = 5 min
12= 4.75 in/hr
110 :: 6.99 in/hr
hoo :: 9.69 in/hr
Q2Exisling :: 0.59 cfs
QlOExislinQ :: 0.86 cfs
Q100Existing = 1.19 cfs
W050557
original 10/04/05
revised
Relocated Peak Flow Rates
DA= 0.149 acres
c= 0,85
Tc == 5 min
12= 4.75 in/hr
110 = 6.99 in/hr
1100 :: 969 in/hr
Q2Proposed = 0.60 cfs
Q10Proposed = 0.89 cfs
Q100Proposed :: 1.23 cfs
Note: Peak flow rates for the Q2, 010 and 0'100 frequency storms determined using the Rational Method.
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APPENDIX A
"Project Site Information & Drainage Calculations"
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Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
Previously Approved Conditions
Drainage Area: 0.145 acres
Runoff Coefficient: c= 0.85 for pavement
Time of Concentration: 5 min
12= 4.75 in/hr
~10 '" 6.99 in/hr
1100 = 9.69 in/hr
Q = CIA
Q2pre-approved =
Q1Dpre-approved '"
(0.85)(4.75)(0.145)= I
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(0.85)(9.69)(0.145) = I
Q 1 OOpre-approved =
1.19 cfs
0.59 cfs
0.86 cfs
original
revised
W050557
1 0/04/05
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PROM ED LAN..E. t:ARMEL, INDIANA
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Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
Proposed Conditions
Drainage Area: 0.149 acres
Runoff Coefficient: c= 0.85 for pavement
Time of Concentration: 5 min
12= 4.75 in/hr
110 = 6.99 in/hr
1100 = 9.69 in/hr
Q=CIA
Q2Proposed =
(0.85)(4.75)(0149) = I
(0.85)(6.99)(0.149) = I
(0.85)(9.69)(0.149) = I
Q1OProposed =
Q 1 OOProposed =
0.60 cfs
0.89 cfs
1.23 cfs
original
revised
W050557
1 0/04/05
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TYPF OF RlIRFAr.F
r:l rNO~ r.OFFRr.rFNT l;'I
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0.55
0.60
0.25
0.20
0.30
Bare earth
Steep grassed areas (slope 2:1 )
Turf meadows
Forested ar-:'-4S
Cultivated fiek:s
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All watertight roof surfaces
Pavement
Grave!
Impervious soils (heavy}
/mpervious soils {wi1h turf}
Slightly pervious soil
Slightly petVious soil (with turf)
Moderately pervious soil
Moderately pervious soil (with turf)
Business, Comrnereial &. Industrial
Apartments &. Townhouses
Schools &. Churches
Single Family Lots < 10,000 SF
lots < 12,000 SF
Lots < 17,000 SF
Lots> * acre
Park. Cemetery or Unimproved Are2.
0.90
0.85 ~
0.85
0.55
0.45
0..25
0.20
0.15
0.10
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0.70.
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0.40
0.35
0.30
--
TABLE 204--"1: Runoff Coefficients @ for Use in the Rational Method
crty of lndianaj,ofis
StonTlWirter Specifications Manual
Appendi;ll; page A2-10
Mav 10.1995
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FIGURE 2qZ- 1: Indianapolis IDF Curve .
City of IndianapoftS
StormW3ter Specifications Manua1
Appendix page A2-3
May 10. 1995
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Return Period - RainfaD lnten:si'h {in!hr}
Hours Minutes 2 5 10 25 50 100
0.08 (0 ~ 6.14 ~ 3.08 8.83 ~
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0.17 10 3.63 4.75 5.48 6.40 7.07 7.77
0.25 15 2.97 3.52 I 4.55 I 5.34 5.94- 6.53
{t5 I .30 I 1.98 I 2.64 3.09 I 3.55 I 4.10 4.50
'1 I 60 I 1.25 I "L67 I '.96 I 2.31 2-52 I 2.88
? 120 I 0.76 I 1.02 I , ..20 1.40 1.59 1.75
3 1S0 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 0.1' 0.'5 0.17 0.20 0..2.2 0.25
Return Period. RainfaD Im:rtt rrn)
Hours Minutes 2 5 10 25 50 100
0.08 5 0.40 0.51 0.58 0.67 0.74 0.81
0.17 10 0.61 0.79 0.91 1.07 i .18 1.30
0.25 15 0.74 0.98 1.14 1.34 1.49 . 1.6~
0.5 I 30 0.99 I 1.32 1.55 1.83 2.05 2.25
1.67 I .... I I
1 60 1.25 1.96 2..31 2.62 2.88
2 I 120 1.52 I 2.C4 I 2.40 " 2.80 I 3.13 I 3.50
, 3 180 I 1.68 I 2.25 I 2.64- I 3.09 I 3.51 3.87
6 I 360 1.98 I 2.64 I 3.12 I 3.60 4.0B 4.50
12 720 2.40 3.12 3.60 4.20 4.68 5.16
24 1440 2.64- 3.60 4.08 4.80 5.28 6.00
TABtE 202-2: IDF and IDD Tables for lndianapofis. IN
'" .
City of Indianapolis
StOfTT1W'3ter Specific:ations Manual
AppandD:: page A2-2
May 'lOP 1595
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3.0
APPENDIX B
"Storm Pipe Calculations"
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Hydraflow DOT Report