HomeMy WebLinkAboutKeystone Sauare Mall Existing Calculations - Weihe Engineers Keystone Square Mall Existing Calculations
Engineer: Weihe Engineers, Inc.
Weihe Job No: 96-271
Date: September 23, 1996
Revised:
Project Narrative:
The proposed project is the reconstruction of the existing Keystone Square Mall. The site is
located at the corner of 116th Street and S.R. 431 in Carmel, Hamilton County. The site consists
of approximately 33.76 acres. The following summary and calculations are for the existing
drainage system for Keystone Square Mall.
Calculation Methods:
All drainage calculations for this project were analyzed with the Rational Method and the Central
Indiana Rainfall Data for the 2, 10 and 100 year 24 hour storms. The entire system for Keystone
Square Mall was analyzed with a value of 0.95 for C.
Existing Drainage:
The site currently drains over land into a series of storm sewer structures that ultimately outlets
into 180 feet of 72" diameter cmp that goes under S.R. 431 and outlets
buto ais waleindicon the
y eastd
side. The offsite contributing to the discharge rate was not analyzed
arrows on the summary calculations and blue highlighter on the layout plan. Further
investigation with the City of Carmel is pending.
The resulting discharge rates for the existing conditions are as follows:
Existing - Tc=27 min.
I2=2.19 in/hr Q2=70.4 cfs
I10= 3.25 in/hr Qlo= 104.2 cfs
Iloo=4.81 in/hr Qloo= 154.2 cfs
The storm sewer calculations were analyzed utilizing the 10 year storm.result these
f ese cal alaumed
ons,
lines 1 and 3 slopes are negative as indicated by survey data. As a
d
slope from line 4 was utilized and back calculate inverts for these lines to allow the program to
run. The inverts of lines 1 and 3 will be site verified. The southern storm sewer system that
flows into the 116th Street pipe line was not analyzed because there is very limited work
anticipated in this area.
Finally, the outlet pipe, 180' of 72" cmp, was analyzed for the 100-year event. It ultimately can
discharge 486.04 cfs. As shown above, our site contributes only 154.20 cfs to the outflow;
therefore,the site is only contributing 32% of the possible capacity.
EXISTING CONDITIONS
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DISCHARGE PIPE
ANALYSIS
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180' of 7z " CMP
Ou'rLcr P/Pe-
Proj . file : 96271E.STM IDF file : CENIND. IDF No. Lines : 1 09-23-1996
Line 1 Q = 154.20 Size= 72 x 72Cir
� ) Nv = 0.013 Len = 180.0 JLC = 1.00
outlet/Outfall
I
Invert Depth HGL EGL Area Vel T-Wid
Cover
Dnstrm 810.18 72 872.56 873.03
Upstrm 812.55 72 28.27 5.45 0.00 N/A872.80 873.26 28.27 5.45 0.00 11.45
Drainage area (ac) = 0.00 Slope of invert (%) = 1.317
Runoff coefficient (C) = 0.95 Slope energy grade line (%) = 0.133
Time of conc. (min) = 0.00 Critical depth (in) = 40
Inlet Time (min) = 0.00 Natural ground elev. (ft) = 830.00
Intensity @ 100 yr (in/hr) = 0.00 Upstream surcharge (ft) = 54.25
Cumulative C x A = 0.00 Additional Q (cfs) = 154.20
Q = CA x I (cfs) = 0.00 Full-flow capacity (cfs) = 486.04
Q Catchment (cfs) = 0.00
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 0 (cfs) = 0.00 Width of Flow (ft) = 0.00
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