HomeMy WebLinkAboutInitial Drainage Report
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Initial
Drainage Report
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For
Justus Office Building
at Justus Business Park
Development Plan/Primary Plat
Carmel, Indiana
Prepared for:
Justus Home Builders, Inc.
1398 N. Shadeland Ave.
Indianapolis, Indiana 46219
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EMH&T Project No. 2007-0698
Prepared by:
EMH&T, Inc.
7400 N. Shadeland Ave.
Suite 150
Indianapolis, IN 46250
(31 7) 913-6930
Fax (317-913-6928
April 19, 2007
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INITIAL DRAINAGE DESIGN REPORT
FOR
Justus Office Building DPJprimarry Pial
TABLE OF CONTENTS
1.0 Introduction
1.1 Project Description
1.2 Scope of Report '
1.3 Existing Conditions
2.0 Hydrologic Method
3.0 Pre-Developed Drainage Conditions
4.0 Post-Developed Drainage Conditions
5.0 Conclusions
Exhibits
Appendix A - Site Development Plans for Pro Med Park (1994)
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INITIAL DRAINAGE DESIGN REPORT
FOR
Justus Office Building DP/Primary Plall:
1.0 Introduction
This report outlines the Initial design of the storm water management system to serve
the proposed Justus Office Building in Carmel, Indiana. The scope of the report is to
identify the design parameters for the storm water management system that will serve
the development and is being filed in conjunction with the Preliminary Development
Plans and Primary Plat for this project dated April 19, 2007. The project is located within
the City of Carmel and is therefore subject to the design requirements of Carmel's
Stormwater Ordinance and Design Manual. This report is preliminary in nature. A more
detailed report with design calculations for the various stormwater management, quality,
and conveyance systems will be submitted with the Final Construction Plans for this
project.
1.1 Project Description
This report outlines the preliminary design of the stormwater management
system for Justus' Office Building, a proposed 40,000 sf office development to be
constructed on a 4.6-acre site located at in the Pro Med Business Park at
'Smokey Row Road (136TH Street) and Old Meridian Street in Carmel, Indiana.
Pro Med Park is a masterplanned business park with utilities and regional
stormwater detention in place for planned office development. The park was
designed in 1994 and constructed in the mid to late 1990's.
The site is bounded by 136th Street (Smokey Row) to the north, Kensington Place
Townhomes to the east, Meadowlark Office Park to the south, and Pro Med Lane
to the east along with an undeveloped tract for future development. The project
being undertaken by Justus Home Builders will serve as the company's
corporate headquarters along with some office space for lease to other tenants.
1.2 Scope of Report
This report summarizes the preliminary design for the overall storm water
management system for the proposed office development which consists of a
storm sewer collection system and 5 separate water quality structures. No
detention is provided on site as the project will be served by a regional
masterplanned detention pond serving Pro Med Park located to the south and
east of the project site. Final water quality calculations and pipe sizing
calculations for the storm sewers will be provided during the final constructi9n
design submittal. Pipes will be sized to convey the peak flow imparted by a 10-
year frequency storm event via gravity flow.
1.3 Existing Conditions
The 4.6-acre site is currently undeveloped and heavily wooded. The FIRM Map
Panel No. 18057C0207F dated February 19, 2003 indicates that a Flood Zone X
(Unshaded) encompasses the entire site. On-site soils consist of Hennepin loam,
Miami Clay loam, Miami silt loam and Shoals silt loam. The majority of the site's
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INITIAL DRAINAGE DESIGN REPORT
FOR
.Justus Office Building DIP/Primary Plat
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current storm water sheet drains to the east into a swale along the west side of
Kensington Place. The southerly portion of the site sheet drains south into
Meadowlark Office Park and to the off-site detention pond. A ravine in the middle
of the site discharges to a yard inlet in Kensington Place. Additionally, some
runoff in the western portion of the site sheet flow to Pro Med Lane and into the
collection system in the street and, ultimately, to the off-site detention pond.
2.0 Hydrologic Method
A preliminary analysis of the post-developed hydrology has been made using a
spreadsheet method based on TR20 developed by the City of Milwaukee. This
spreadsheet is used as a simple tool to assess the benefits derived from implementation
of Low Impact Design (LID) Practices that will be incorporated into the design. Final
calculations for the site hydrology will be based on a more detailed analysis using TR55
methodology.
3.0 Pre-Developed Drainage Analysis
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A hydrologic analysis of pre-developed conditions will be provided under the final
drainage design report for this project. Since the site is served by an off-site
regional detention pond, allowable release rates are not applicable to this project
assuming the proposed development is consistent with that envisioned under the
design of the regional pond.
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Off-Site
A small portion of the adjacent undeveloped tract to the east sheds onto the subject site.
However, it is assumed that all of the runoff generated on the adjacent site will be
managed internally to that site when it is developed. Thus, no off-site runoff contribution
to the subject site is envisioned.
4.0 Post-Developed Drainage Analysis
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The post-developed project site contains 4.6 acres of which approximately 3.5 acres will
be disturbed. A 50-foot wooded buffer along the east property line and a 40-foot.
wooded buffer along the north property line will remain undisturbed.
Thus, preliminary hydraulic calculations using the Milwaukee LID Quicksheet are based
on a 3.5-acre project site consistent with the disturbance area. A CN value for the site of
92 has been estimated. An exact CN value will be calculated under the final report.
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INITIAL DRAINAGE DESIGN REPORT
FOR
Justus Office Building DP/lPrrimary Plat
In order to meet the water quality requirements of Camel's Manual, 5 BMP's are
proposed as follows:
. Bioretention for North Parking Lot (3,800 sf)
fl Bioretention for North Parking Lot (4,000 sf)
. Permeable Pavement for West Parking Lot (3,400 sf)
o Permeable Pavement for Lower Patio Area (1,000 sf)
. Vegetated Swale for Building Roof (1 ,200 sf)
The following Table summarizes the Post-Developed undetained runoff rates using the
LID Quicksheet with the incorporation of LID practices compared to rates if the site did
not utilize any LID components:
Table 2
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5.0
Conclusions
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The proposed design will utilize the existing regional detention pond serving Pro Med
Park for detention. The design will incorporate a number of LID stormwater quality
practices that will serve to meet the treatment requirements of Carmel's manual and will
also significantly reduce peak flows leaving the site through flow rate and volume
attenuation.
A more detailed design report will be prepared and submitted with the final construction
plans for this project at a later date.
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Line
1a
1b
2a
2b
2c
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LID QuickSheet 1.2
SITE SUMMARY
Enter data into the shaded boxes only.
PRECIPITA T/ON and DRAINAGE AREA
2 years Return period for this storm even!.
NRCS Type II Rainfall distribution. See RainDistribution sheet to change.
P 2.66 inches Total precipitation.
A 3.5 acres Drainage area.
CN minimum 43 CNs must be greater than this value to generate runoff.
3a
3b
NoLlD DESIGN
CN
Tc
91 Area-weighted average for the NoLID site design.
10 minutes Cannot be less than 5 minutes.
LID DESIGN
4a
Standard CN Determination
CN 91 Area-weighted average for the LID site.
4b
4c
4d
OJ)tionaJ eN Determination If option not used, enter zeroes in Lines 4b-4d.
CNp 70 Composite CNp for pervious areas alone.
Pimp 30% Actual percent impervious.
0.2 Decimal <= 1.0. Ratio of unconnected impervious area to total impervious area.
(Enter "0. as the ratio if total impervious area is greater than 30% of site.)
CN result: 77 (The "CNe" in TR-55 Appendix F)
4e
4f
4g
Selected CN 91
Tc 20
Enter the value from Line 4a or Line 4e.
minutes Cannot be less than 5 minutes.
LID Retention Features
rFor7ndivTc:Tuaj'feature~s:compareihecont;jbl.;iJngrunoff w;th'if;e"capacjty:~m'..........~m_.
; and take the lesser of the two. Summarize on Subarea Check sheet.
Rain Garden Capacity
5a 12.0 inches Average ponding depth.
5b 24.0 inches Average soil mix depth available for retention (24 inches or less).
5c 0.28 (unit/ess) Average fillable porosity. Design Volume
5d 18.7 inches Storage per unit area. acre- thousand
feet gallons
5e Rain Garden I 5.2% of drainage area used for rain gardens. 0.28 93
5f Coverage 7927.92 sq. ft. (average of top and bottom areas)
6a Rain 55.0 gallons Capacity of each rain barrel.
6b Barrels 0 Num ber of rain barrels. 0.00 0
7a Green Roofs 3.0 inches Maximum Water Capacity (MWC).
7b 0.50 Multiplier between 0.33 and 0.67.
7c 0 sq.ft. Area. 000 0
8 Cisterns 0 cu. ft. Sum of all cistern volumes. 0.00 0
9a Permeable 18.0 inches Water storage depth, or capacity per unit area.
9b Pavement 4400 sq. ft. Paved area. 0.15 49
10 Other 0 cu. ft. Additional storage not listed above. 0.00 0
Total 0.44 142
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LID QuickSheet 1.2
URR SUMMARY
Enter data into the shaded boxes only.
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Line Unit Release Rate Taraet
20 0.75 cfslacre
See User Manual to select value.
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21a
21b
22a
22b
Site Runoff
NoLlD LID Reduction
Depth inches 1,76 0.26 85%
Volume ac-ft 0.51 0.08
Peak cfs 8.3 0.2 98%
Peak/area cfslacre 2.37 0.05
Conventional Detention Needed to Meet Peak Flow Target
NoLlD LID Reduction
Depth inches 0.64 0.00 100%
Volume ac-ft 0.19 0.00
LID Split Flow Option. If discharge above target rate is directed into
retention at outlet, this retention volume can replace detention pond volume:
Depth inches 0.00 (Compare to Line 23a, LID column)
Volume ac-ft 0.00 (Compare to Line 23b, LID column)
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23a
23b
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24b
25 Runoff Hvdroqraphs for URR Analysis
--0-URR Target
NoLlD
LID
Detention I
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2.5
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2.0 -
Q) 1.5
...
0
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2.- 1.0
0-
0.5
0.0
8 9 10 11 12 13 14 15 16 17 18
t (hours)
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Date:
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Date:
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@ 2005 by Milwaukee Metropolitan Sewerage District. All rights reselVed. No ponion of this publication may be reproduced or
transmitted in any form or by any means without fhe express written permission of the Milwaukee Metropolitan Sewerage District.
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LID QuickSheet 1.2
SITE SUMMARY
Enter data into the shaded boxes only.
Line
1a
1b
2a
2b
2c
PRECIPITATION and DRAINAGE AREA
10 years Return period for this storm event.
NRCS Type II Rainfall distribution. See RainDistribution sheet to change.
P 3.83 inches Total precipitation.
A 3.5 acres Drainage area.
eN minimum 34 CNs must be greater than this value to generate runoff.
3a
3b
NoLlD DESIGN
eN
Tc
91 Area-weighted average for the NoLlD site design.
10 minutes Cannot be less than 5 minutes.
LID DESIGN
4a
Standard eN Determination
CN 91 Area-weighted average for the LID site.
4b
4c
4d
Optional eN Determination If option not used, enter zeroes in Lines 4b-4d.
CNp 70 Composite CNp for pervious areas alone.
Pimp 30% Actual percent impervious.
0.2 Decimal <= 1.0. Ratio of unconnected impervious area to total impervious area.
(Enter "0. as the ratio if total impetvious area is greater than 30% of site.)
eN result: 77 (The "CNc" in TR-55 Appendix F)
4e
4f
4g
Selected CN 91
Tc 20
Enter the value from Line 4a or Line 4e.
minutes Cannot be less than 5 minutes.
LID Retention Features
!For indl;;iduaTie~atures:""compare-ihe"conirTbutT;;g'runOffwJih.The.capacfty,-................
i and take the lesser of the two. Summarize on Subarea Check sheet.
Rain Garden Capacity
5a 12.0 inches Average ponding depth.
5b 24.0 inches Average soil mix depth available for retention (24 inches or less).
5c 0.28 (unit/ess) Average fillable porosity. Design Volume
5d 18.7 inches Storage per unit area. acre- thousand
feet ga/fons
5e Rain Gardenl 5.2% of drainage area used for rain gardens. 0.28 93
5f Coverage 7927.92 sq. ft. (average of top and bottom areas)
6a Rain 55.0 gallons Capacity of each rain barrel.
6b Barrels 0 Number of rain barrels. 0.00 0
7a Green Roofs 3.0 inches Maximum Water Capacity (MWC).
7b 0.50 Mulliplier between 0.33 and 0.67.
7c 0 sq. ft. Area. 0.00 0
8 Cisterns 0 cU.ft. Sum of all cistern volumes. 0.00 0
9a Permeable 18.0 inches Water storage depth, or capacity per unit area.
9b Pavement 4400 sq. ft. Paved area. 015 49
10 Other 0 cu. ft. Additional storage not listed above. 0.00 0
Total 0.44 142
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LID QuickSheet 1.2
URR SUMMARY
Enter data into the shaded boxes only.
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Line Unit Release Rate Target
20 0.75 cfs/acre
See User Manual to select value.
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21a
21b
22a
22b
Site Runoff
NoLlD LID Reduction
Depth inches 2.85 1.36 52%
Volume ac-ft 0.83 0.40
Peak cfs 13.2 2.7 80%
Peak/area cfslacre 3.78 0.77
Conventional Detention Needed to Meet Peak Flow Target
NoLlD LID Reduction
Depth inches 1.25 0.04 97%
Volume ac-ft 0.37 0.01
LID Split Flow Option. If discharge above target rate is directed into
retention at outlet, this retention volume can replace detention pond volume:
Depth inches 0.00 (Compare to Line 23a, LID column)
Volume ac-ft 0.00 (Compare to Line 23b, LID column)
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23a
23b
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24a
24b
25 Runoff Hvdroqraphs for URR Analvsis
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I [ --URR Target
4.0
3.5
3.0
~ 2.5
(,)
('c:l
Ii) 2.0
-
(,)
;: 1.5
1.0
0.5
0.0
NoLlD
LID
Detention I
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8 9
10
11
12 13 14
t (hours)
15 16
17
18
Input by:
Date:
Checked by:
Date:
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@ 2005 by Milwaukee Metropolitan Sewerage District. All rights reseiVed. No portion of this publica/ion may be reproduced or
transmit/ed in any form or by any means without the express wrillen permission of the Milwaukee Metropolitan Sewerage District.
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LID QuickSheet 1.2
SITE SUMMARY
Enter data into the shaded boxes only.
Line
1a
1b
2a
2b
2c
PRECIPITATION and DRAINAGE AREA
100 years Return period for this storm event.
NRCS Type II Rainfall distribution. See RainOistribution sheet to change.
P 6.46 inches Total precipitation.
A 3.5 acres Drainage area.
CN minimum 24 CNs must be greater than this value to generate runoff.
3a
3b
NoLlD DESIGN
CN
Te
91 Area-weighted average for the NoLlD site design.
10 minutes Cannot be less than 5 minutes.
LID DESIGN
4a
Standard CN Determination
CN 91 Area-weighted average for the LID site.
4b
4c
4d
Optional CN Determination If option not used, enter zeroes in Lines 4b-4d.
CNp 70 Composite CNp for pervious areas alone.
Pimp 30% Actual percent impervious.
0.2 Decimal <= 1.0. Ratio of unconnected impervious area to total impervious area.
(Enter "on as the ratio if total impervious area is greater than 30% of site.)
CN result: 77 (The "CNc" in TR-55 Appendix F)
4e
4f
4g
Selected eN 91
Te 20
Enter the value from Line 4a or Line 4e.
minutes Cannot be less than 5 minutes.
LID Retention Features
I'For"indi;;fduaTieatures, compareThe'conifj!JtJtfn-g runoff witH'ihe'capacity.~
! and take the lesser of the two. Summarize on SubareaCheck sheet.
Rain Garden Capacity
5a 12.0 inches Average ponding depth.
5b 24.0 inches Average soil mix depth available for retention (24 inches or less).
5c 0.28 (unitless) Average fillable porosity. DesiQn Volume
5d 18.7 inches Storage per unit area. acre- thousand
feet gallons
5e Rain Gardenl 5.2% of drainage area used for rain gardens. 0.28 93
5f Coverage 7927.92 sq. ft. (average of top and bottom areas)
Capacity of each rain barrel. ,
6a Rain 55.0 gallons
6b Barrels 0 Number of rain barrels. 0.00 0
7a Green Roofs 3.0 inches Maximum Water Capacity (MWC).
7b 0.50 Multiplier between 0.33 and 0.67.
7c 0 sq. ft. Area 0.00 0
8 Cisterns 0 cu.rt. Sum of all cistern volumes. 0.00 0
9a Permeable 18.0 inches Water storage depth, or capacity per unit area.
9b Pavement 4400 sq. ft. Paved area. 0.15 49
10 Other 0 cu. ft. Additional storage not listed above. 0.00 0
Total 0.44 142
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LID QuickSheet 1.2
URR SUMMARY
Enter data into the shaded boxes only.
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Line Unit Release Rate Tarqet
20 0.75 cfs/acre
See User Manual to select value.
21a
21b
22a
22b
Site Runoff
NoLlD LID Reduction
Depth inches 5.41 3.92 28%
Volume ac-ft 1.58 1.14
Peak cfs 24.2 17.7 270/0
Peak/area cfs/acre 6.91 5.06
Conventional Detention Needed to Meet Peak Flow Target
NollD LID Reduction
Depth inches 2.60 1.81 30%
Volume ac-ft 0.76 0.53
LID Split Flow Option. If discharge above target rate is directed into
retention at outlet, this retention volume can replace detention pond volume:
Depth inches 1.51 (Compare to Line 23a, LID column)
Volume ac-ft 0.44 (Compare to Line 23b, LID column)
23a
23b
24a
24b
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25 Runoff Hvdroqraphs for URR Analvsis
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-0-URR Target
NoLlD
LID
Detention I
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8.0
7.0
6.0 -
~ 5.0
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2.0
1.0 _
0.0
8
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--- ~ -- -- - -
,
9 10 11 12 13 14 15 16 17 18
(hours)
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Input by:
Date:
Checked by:
Date:
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@ 2005 by Milwaukee Metropolitan Sewerage District. Aft rights reserved. No portion of this publica/ion may be reproduced or
transmitted in any form or by any means without the express written permission of the Milwaukee Metropolitan Sewerage District.
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INITIAL DRAINAGE DESIGN REPORT
FOR
..Justus Office Building DP/Primary Plat
EXHIBITS
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U'Ll~ __ 6= ~
. t~s, SUMYOHS, PLANNERS. S:l;~~S ~
'"
I EVANS, MECHWART. 00
.'~ HAMBLETON & TILTON, INC,
," j 6"99~ HlllS:JALE COURT
'L 'J INOIANAF'OLlS, INDIANA 4G250
. ~ TElEPHON:E 1317J 913.0930
. FACSIMilE (317} 9\3.-592[J
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(SMOKEY
ROW
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SITE
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LITTLE COOL
CREEK
PARK
LARK
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LEGEN D
-
SPECIAL FLOOD HAZARD AREAS INUNDATED
BY lOO-YEAR FLOOD
ZONE A
ZONE AE
No lJas.e flood elevations determfm:d.
8ase flood devations d.:termined_
ZONE AH
-
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OTHER FLOOD AREAS
ZONE AO
Flood depths 0( 1 to ] feet (usu.11y .reas 01
ponding); base fIo.xl ",I",vations determined.
Flood depths of 1 to 3 feet (USlJally sheet
flow 00 sloping terralnl; average depths
determined. For areas of alluvial fan Qooding,
velocities al50 deteni1ined.
Areas of SOO-year flood; areas of lW-year
flood wirh average depths of less than 1 foot
or with dfillnaj5e areas less than 1 ~uare mile.-
and are.s proll>cled by Ie.ees \rom lOG-year
Rood,
FlOODWAY AREAS IN ZONE AE
lONE X
lONE M9
To be protected flOm l00-,year flood by
Federal flood protection system under con-
struction; no base flood elevations deter-
mined.
ZONE V
o
OTHER AREAS
Coastal flood with velocity hazard (wave
actio.n~; -no base flood elevations dt'ter-mined.
lONE X
Areas dC'lcrmined to be oul5ide 50o-,'ear
fioodplain,
:"reas i/1 which flood hazards a,... undeter-
mined, but possible.
lONE VE
Coastal /looo with velocity hazard (wave
aruon); base /lood elevations determined.
ZONE D
EXHIBIT H
FIRM MAP
SCALE:
N.T.S.
Date:
11/05/04
SHEET No,
.;
Z
OLD MERIDIAN & SMOKEY ROW ROAD
SITE FEASIBILITY STUDY
1 of 1
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MoC3
-- -- ---
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UiEER:SURV'Y-O;S. F1-'NNfRS~:il~~S ~
EVANS. MECHWART. "
HAMBLETON & TilTON. INC.
69-94 HtlLSDALE COURT ci
U" INDIANAPOLIS. INOIAN.' 46250 Z
. ~~L~~~~~~eE (~11~J ~S""J~':SS;~ e
EXHIBIT G
SOILS MAP
OLD MERIDIAN & SMOKEY ROW ROAD
SITE FEASIBILITY STUDY
MmB2
HeF
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HeF - Hennepin loam
MoC3 - Miami clay loam
MmB2 - Miami silt loam
Sh - Shoals silt loam
SCALE:
1"= 120'
Dale:
11/05/04
SHEET No
1 of 1
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CARMEL, IND. U.S. DEPARTMENT OF FISH AND WILDLIFE 1990
eNGINEERS. SU~YORS~N:S~SC:T:~~S ;
I EVANS, MECHWAAT. g
_ HAMBLETON & TILTON. INC,
U' 699'4 HllLSDA1.E COUAT
INDIANAPOLIS. INDIANA 46.1:50
TELEPHONE 1317J 913-6930
- ~ACS.IMllE IJl7J 913-6928
EXHIBIT 0
WETLANDS MAP
SCALE:
NTS
Date:
,;
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OLD MERIDIAN & SMOKEY ROW ROAD
SITE FEASIBILITY STUDY
11/05/04
SHEET No.
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1 of 1
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Date:
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SHEET No,
OLD MERIDIAN & SMOKEY ROW ROAD
SITE FEASIBILITY STUDY
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INITIAL DRAINAGE DESIGN REPORT
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Justus Office Building DP/Primary Plat
APPENDIX A
Site Development Plans for Pro Med Park (1994)
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