20070076 Ver 1_Stormwater Info_20070719 (100)

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'April 2007
Revised June 2007
fl~-OO7C,o
Crescent Apartments
at Concord Mills
Multi-Family Site
Concord, NC
Phase 1 -Drainage Calculations
Prepared for.•
City of Concord
Development Services
66 Union Street, South
Concord, North Carolina 28025
Crescent Resources
400 S. Tryon St., Suite 1300
Charlotte, North Carolina 28202
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Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
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' P:\018253 Crescent\007 Concord Multi-Family\Calcs\Stortn\Drainage Report-rev2.doc
'I' Site: Crescent Apartments at Concord Mills, City of Concord
The proposed project comprises of the development ofmulti-family residential apartment
units on 107.96 acres of undeveloped land located at the northeast corner of Concord
Mills Boulevard and Thunder Road in Concord, North Carolina. Crescent Resources
intends to construct 624 apartment units to be contained in 26 buildings along with 2
community clubhouse/pool facilities, the associated parking, infrastructure and landscape
improvements. The project will be developed in 2 phases, each containing 13 buildings
and 1 clubhouse/pool facility.
The existing on-site conditions consist of open space with grass, weeds and brush cover.
Of the 107.96 acres of total property, approximately 48 acres of the site contains
wetlands, with pockets of uplands totaling an additional 13 acres. This area will not be
impacted as a result of the development.
The net developable area for Phase 1, located in the northern half of the property contains
21.56 acres of uplands. Phase 2 contains 20.09 acres of uplands located at the southern
half of the property, which will be developed at a later date. Storm water runoff currently
sheet flows to the surrounding wetlands that border the developable area of site on the
east, south, and west sides. Portions of the subject parcel are located in a special flood
hazard as shown on FEMA's Flood Insurance Rate Map Community Panels
37025CO110D and 3702500075D dated November 2, 1994 for Cabarrus County.
-1 -

P:\018253 Crescent\007 Concord Multi-Family\Calcs\Stortn\Drainage Report-rev2.doc

PRE-DEVELOPMENT ANALYSIS
I. Existing Drainage Conditions
The site topography varies from elevation 630 ft NGVD to elevation 590 ft
NGVD, with an average elevation of 612 ft NGVD. The existing drainage
patterns and discharge rates for the developable area were determined using the
topographic survey, soils maps and field visit information (see Appendix - Pre-
Development Drainage Area Map). The time of concentration was calculated for
the entire 41.65 acre uplands drainage basin and modeled using ICPR Version
3.02. The total pre-developed discharge rates were determined for the 1 and 10-
year, 24-hour storm events and are summarized below (see Appendix - Pre-
Development Hydrology):

Curve Time of 1-YR 10-YR
Area
Number Concentration peak runoff peak runoff
(ac)
DRAINAGE AREA (CN) (Tc) volume (cf) flow (cfs)
PRE-DEV BASIN 41.65 61 30 49584 31.52
POST-DEVELOPMENT ANALYSIS
II. Storm Water Management
Storm water discharge for the project will be directed to several proposed
extended detention storm water wetlands in order to provide water quality
treatment for the 1-year storm event, attenuation of the 10-year storm event, and
to disperse the site discharge to the adjacent wetlands. The system is designed to
convey the 10-year 24-hour storm.
The 21.56 acres contained in Phase 1 was divided into three drainage areas, DA-1,
DA-2, and DA-3 (see Appendix -Post Development Drainage Area Map). Storm
water runoff in drainage areas 1 and 2 will be collected in the storm sewer piping
network and discharged to the extended detention storm water wetlands along the
eastern portion of the site. Drainage area 3 contains natural bank slopes and other
undisturbed areas that will continue to sheet flow to the existing wetlands. The
total post-developed peak runoff volume was determined for the 1-year, 24-hour
' storm utilizing ICPR and is summarized below (see Appendix - Post-
Development Hydrology):
-2 -

P:\018253 Crescent\007 Concord Multi-Family\Calcs\Stomt\Drainage Report-rev2.doc

Composite
Product Curve
Drainage Drainage Watershed Cover/Soil Name Cover Hydrologic Curve # Area of CN x Number
Area Name Location Area (ac) (Type) Description* Soil Group (CN)** (ac) area (CN)
Open Space
(Lawns)
Coronaca (CoB) Good
DA-1 Phase I 4.84 and Cecil (Ce) Condition B 61 4.84 295 61
oronaca o
Phase I 6.59 and Cecil (Ce) Impervious g gg 6.59 646 98
11.43 941 82.0
r.........~:a., r...,.e wl...v.hn~ icon
Composite
Product Curve
Drainage Drainage Watershed Cover/Soil Name Cover Hydrologic Curve # Area of CN x Number
Area Name Location Area (ac) (Type) Description* Soil Group (CN)** (ac) area (CN)
Open Space
(Lawns)
Coronaca (CoB) Good
DA-2 Phase I 2.35 and Cecil (Ce) Condition B 61 2.35 143 61
Coronaca (CoB)
Phase I 2.81 and Cecil (Ce) Impervious g 98 2.81 275 98
5.16 419 81.0
Post-Develo ment H drolo -Phase I
Drainage

Area
Area (ac) Curve Number

(CN) Time of

Concentration (T~) 1-YR peak runoff

volume (cf)
DA-1 11.43 82 5 53992
DA-2 5.16 81 5 23181
DA-3 4.97 61 24 5917
Totals 21.56 83090
Post-Development Site Data -Phase 1
The total on-site drainage for Phase 1 is 21.56 acres.
On-site:
Buildings/Pavement/Walks = 9.40 acres
Green Area = 12.16 acres
Total = 21.56 acres
III. Water Quality
Treatment of storm water runoff for water quality will be required for this site.
Phase I will utilize two extended detention storm water wetlands to provide
-3 -

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P:\018253 Crescent\007 Concord Multi-Family\Calcs\S[orm\Drainage Report-rev2.doc
treatment for the difference in the pre and post-development runoff volumes for
the 1-year, 24-hour storm event. These volumes were calculated using a
comparative analysis of the pre-development area versus the Phase 1 post-
development area (see Appendix -Extended Detention Wetland Calculations).
Extended detention wetland #1 will provide treatment for the 11.43 acre drainage
area DA-1 and extended detention wetland #2 will provide treatment for the 5.16
drainage area DA-2. Both outfalls were designed to discharge the runoff volume
in f2.0 days.
IV. Design Rainfall (per City of Concord Technical Design Standards)
1 year 24 hour = 2.9 in rainfall
10 year 24 hour = 5.1 in rainfall
25 year 24 hour = 6.0 in rainfall
50 year 24 hour = 6.8 in rainfall
100 year 24 hour = 7.6 in rainfall
V. Allowable Discharge
Phase 1 peak discharge will match the allowable as determined in the pre-post
development analysis for the 10-year, 24-hour storm event. The pre-development
peak discharge was calculated using a comparative analysis of the pre-
development area versus the Phase lpost-development area, which equates to
51.8% of the total site discharge, or 16.33 CFS. Control structures within the
extended detention storm water wetlands will limit the site discharge for drainage
areas DA-1 and DA-2. Drainage area DA-3 will continue to sheet flow to the
existing wetlands. A summary of the discharge rates is provided below and can
be found in the Appendix -Post Development Routing Results:
Post-Develo ment Dischar a -P hase 1
Control 10-YR
Area Structure peak runoff
lac)
DRAINAGE AREA cfs
DA-1 11.43 OUTFACE-1 4.75
DA-2 5.16 OUTFACE-2 9.31
DA-3 4.97 N/A 2.25
Totals 21.56 16.31
-4 -

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P:\018253 Crescent\007 Concord Mul[i-Family\Calcs\S[orm\Drainage Report-rev2.doc
VI. Project Site Storage
The extended detention storm water wetland areas were calculated and input into
ICPR Version 3.02. The rainfall events and detention areas were modeled for the
1 and 10-year 24-hour storm events. The basin, node storage values, and piping
information can be found in the Appendix -Post Development Input Report.
VII. Conclusion
The model output is included in the Appendix -Post Development Routing
Results and is summarized below:
Post- Develo ment Results -Phase I

DRAINAGE AREA Area
ac Extended Detention
Wetland 10-Yr Storm Event
Basin Peak Sta e ft
DA-1 11.43 EXT POND 1 595.9
DA-2 5.16 EXT POND 2 596.0
^ The system exceeds the water quality treatment requirements for the pre vs.
post 1-yr, 24-hour storm event.
^ The system attenuates the 10-yr, 24-hr storm event to pre-developed discharge
rates.
^ The storm water piping system was sized to meet the flows generated during
the 10-year, 24-hour storm event. The minimum grate inlets were set above
this elevation for each basin. Appendix 10-YEAR STORM SEWER
PROFILES depicts the maximum stages reached within each basin.
-5 -

f PRE-DEVELOPMENT DRAINAGE AREA MAP

n

1i

DRAINAGE CALCULATIONS
' Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

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PRE-DEVELOPMENT HYDROLOGY
DRAINAGE CALCULATIONS
' Crescent Apartments at Concord Mills (Phase I) -Concord, North Carolina

Crescent Apartments at Concord Mills - Pre-Development Hydrology 1 & (10-YR, 24-HR Storm Event)
~1- D07

Basin Name: PRE-DEV BASIN
Group Name: BASE
Simulation: OO1Y024H Pre
Node Name: BASE
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 4.05
Comp Time Inc (min): 4.05
Rainfall File: Scsii-24
Rainfall Amount (in): 2.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 30.40
Time Shift (hrs): 0.00
Area (ac): 41.650
Vol of Unit Hyd (in): 1.001
Curve Number: 61.000
DCIA ($): O.D00
Time Max (hrs): 12.36
Flow Max (cfs): 4.473
Runoff Volume (in): 0.328
Runoff Volume (ft3): 49583.624
--------------------------------------------------------------------------------
Basin Name: PRE-DEV BASIN
Group Name: BASE
Simulation: O10Y024H Pre
Node Name: BASE
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 4.05
Comp Time Inc (min): 4.05
Rainfall File: Scsii-24
Rainfall Amount (in): 5.100
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 30.40
Time Shift (hrs): 0.00
Area (ac): 41.650
Vol of Unit Hyd (in): 1.001
Curve Number: 61.000
DCIA ($): 0.000
Time Max (hrs): 12.23
Flow Max (cfs): 31.519
Runoff Volume (in): 1.430
Runoff Volume (ft3): 216153.401
6/13/2007
t Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1

' POST-DEVELOPMENT DRAINAGE AREA MAP

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DRAINAGE CALCULATIONS
Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

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POST-DEVELOPMENT INPUT
' DRAINAGE CALCULATIONS
Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report

0

O'1- Do 7 Lo
Basins ------------- ----------- ------------------------------ ------------------------
Name: DA-1 Node: EXT POND 1 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323 Peaking Factor: 323.0
Rainfall File: Scsii-24 Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 11.430 Time Shift(hrs): 0.00
Curve Number: 82.00 Max Allowable Q(cfs): 999999.000
DC IA($): 0.00
------------- ----
Name: DA-2 ------------ ------------------------------
Node: EXT POND 2 -
Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323 Peaking Factor: 323.0
Rainfall File: Scsii-24 Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 5.160 Time Shift(hrs): 0.00
Curve Number: 81.00 Max Allowable Q(cfs): 999999.000
DC IA(A): 0.00
- -----------------------
Name: DA-3 ----------- ------------------------------
Node: WETLANDS -----------------------------------
Status: Onsite
' Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323 Peaking Factor: 323.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 24.20
Area(ac): 4.970 Time Shift(hrs): 0.00
Curve Number: 61.00 Max Allowable Q(cfs): 999999.000
DCIA(8): 0.00
' ___= Nodes ___________________ ___________________________________________________________
Name: EXT POND 1 Base Flow(cfs): 0.000 Init Stage(ft): 599.000
' Group: BASE Warn Stage(ft): 596.000
Type: Stage/Area
Stage(ft) Area(ac)
' --
594.000 0.7500
595.000 0.8900
596.000 0.9600
Name: EXT POND 2 Base Flow(cfs): O.OOD Init Stage(ft): 594.000
Group: BASE Warn Stage(ft): 596.000
Type: Stage/Area
' (ft)
St Area(ac)
age
---- ---
- --------------
594.000 0.1950
' 595.000
596.000 0.3000
0.4010
- ---------------------
Name: WETLANDS ------------------------------------
Base Flow(cfs): 0.000 ---------------------
Init Stage(ft): -----------
591.000
Group: BASE Warn Stage(ft): 999.000
' Type: Time/Stage
Time(hrs) Stage(ft)
- -------------- ------
0.00 ---------
591.000
30.00 591.000
' Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6

Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report
====-Pipes__________________________________________________=___________________________
Name:
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 0.00
Rise(in): 0:00
Invert(ft): 0.000
' Manning's N: 0.000000
Top Cliplin): 0.000
Bot Clip(in): 0.000
1

From Node: Length(ft): 0.00
To Node: Count: 1
Friction Equation: Average Conveyance
DOWNSTREAM Solution Algorithm: Automatic
Circular Flow: Both
0.00 Entrance Loss Coef: 0.00
0.00 Exit Loss Coef: 0.00
0.000 Bend Loss Coef: 0.00
0.000000 Outlet Ctrl Spec: Use do or tw
0.000 Inlet Ctrl Spec: Use do
0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------
___= Drop Structures __________________________________________________________________
Name: CS-1 From Node: EXT POND 1
Group: BASE To Node: WETLANDS
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 24.00 24.00
Rise(in): 24.00 24.00
Invert(ft): 592.200 591.300
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.200
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
' *** Weir 1 of 3 for Drop Structure CS-1 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 7.00 Invert(ft): 594.000
Rise(in): 7.00 Control Elev(ft): 594.000
*** Weir 2 of 3 for Drop Structure CS-1 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
' Span(in): 10.00 Invert(ft): 595.150
Rise(in): 9.60 Control Elev(ft): 594.000
*** Weir 3 of 3 for Drop Structure CS-1 ***
TABLE
' Count: 1 Bottom Clip(in): 0.000
Type: Borizontal Top Clip(in): 0.000
Flow: None Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
' Span(in): 36.00 Invert(ft): 595.900
Rise(in): 36.00 Control Elev(ft): 594.000
Name: CS-2 From Node: EXT POND 2 Length(ft): 23.00
Group: BASE To Node: WETLANDS Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Crescent Apart ments at C oncord Mills
Concord, NC
6/13/2007
Interconnected Inc. Page 2 of 6
Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies
' ,

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report
Geometry: Circular Circular Solution Algorithm: Automatic
Span(in): 18.00 18.00 Flow: Both
Rise(in): 18.00 18.00 Entrance Loss Coef: 0.500
Invert(ft): 592.600 590.000 Exit Loss Coef: 0.200
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Bot Clip(in): 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concr ete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
*** Weir 1 of 3 for Drop Structure CS-2 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
' Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 2.00 Invert(ft): 594.000
Rise(in): 2.00 Control Elev(ft): 594.000
*** Weir 2 of 3 for Drop Structure CS-2 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
' Span(in): 24.00 Invert(ft): 595.550
Rise(in): 4.80 Control Elev(ft): 594.000
*** Weir 3 of 3 for Drop Structure CS-2 ***
TABLE
Count: 1 Bottom Cliplin): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 24.00 Invert(ft): 595.950
Rise(in): 36.00 Control Elev(ft): 595.950
___= Weirs ___ _______________________________ ___________ ________ ___________ ______________
Name: EMER SPILLWAYI From Node: EXT POND 1
Group: BASE To Node: WETLANDS
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 50.00
Left S ide Slope(h/v): 3.00
Right S ide Slope(h/v): 3.00
Invert(ft): 595.900
Control Elevation(ft): 595.900
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ftl: 0.000
' weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
Name: EMER SPILLWAYI From Node: EXT POND 2
Group: BASE To Node: WETLANDS
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 50.00
Left Side Slope(h/v): 3.00
Right Side S1ope(h/v): 3.00
Invert(ft): 595.900
Control Elevation(ft): 595.900
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 6

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report

Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
' ___= Bridges ______________
__________ _______________ _________________________________ _____
Name: From Node: Flow: Both
' Group: BASE To Node: Run WSPRO: No
XSEC TYPE NAME INV(ft) STAT(ft) SKEW(deg) EXPAN
Exit 0.000 0.00 0.000 0.500
Full Valley 0.000 0.00 0.000 0.500
Approach 0.000 0.00 0.000 0.500
' Roadway 0.000 0.00 0.000
Road Surface Material: Pa ved
Road Embanlanent Top Width(ft): 0. 00
Road Unsubmerged Weir Q Coef: 0. 000
RATING CURVE CONTROL
TW(ft) QMin(cfs) QMax(cfs) QInc(cfs)
0.000 0.000 0.000 0.000

' -------------------------------------
=====Hydrology-Simulations___________ -------------
_______________
_________________________________
_____
Name: OO1Y024H Post
Filename: P:\018253 Crescent\007 Concord Multi- Family\Calcs\Storm\ICPR\OO1Y024H Post.R32
~ Override Defaults: Yes
~ Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 2.90
Time(hrs) Print Inc (min)
' 30.000 5.00
----------
Name: 002Y024H Post
' Filename: P:\018253 Crescent\007 Concord Multi- Family\Calcs\Storm\ICPR\002Y024H Post.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.50
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
Name: O10Y024H Post
Filename: P:\018253 Crescent\007 Concord Multi- Family\Calcs\Storm\ICPR\010Y024H Post.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 5.10
Time(hrs) Print Inc(min)
--------------- ---------------
5.00
30.000
-
-
Name: 025Y024H Post
Filename: P:\018253 Crescent\007 Concord Multi- Family\Calcs\Storm\ICPR\025Y024H Post.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 6.00
Time(hrs) Print Inc(min)
--------------- -----
30.000 5.00
' Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
CONTRAC
0.000
0.000
0.000
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report
------------------------------------------Y------------------------------------------
---
Name: 100Y024H Post
Filename: P:\018253 Crescent\007 Concord Multi-Famil \Calcs\Storm\ICPR\100Y024H Post.R32
' Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 7.60
' Timelhrs) Print Inc (min)
30.000 5.00
---------------------------------
___= Routing Simulations _________________________________________________________________
' Name OO1Y024H Post Hydrology Sim: OO1Y024H Post
OO1Y024H P st I32

Filename: P:\016253 Crescent\007 Concord Multi-Family\Calcs\Storm\ICPR\ o
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Timelhrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Delta Z Factor: 0.00500
End Timelhrs): 30.00
Max Calc Time (sec): 60.0000
Boundary Flows:
Timelhrs)
--------- Print Inc (min)
--- ----------
---
10.000 30.OD0
12.000 1.000
30.000 30.000
Group Run
BASE Yes

----------------------------------------------------------------------------------------------------
Name: 002Y024H Post Hydrology Sim: 002Y024H Post
Filename: P:\018253 CRESCENT\007 CONCORD MULTI-FAMILY\CALCS\STORM\ICPR\002Y024H Post.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Timelhrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Delta Z Factor: 0.00500
End Timelhrs): 30.00
Max Calc Time (sec): 60.0000
Boundary Flows:
Timelhrs) Print Inc (min)
--------------- ---------------
10.000 30.000
12.000 1.000
30.000 30.000
Group Run
BASE Yes
----------------------------------------------------------------------------------------------------
Name: O10Y024H Post Hydrology Sim: O10Y024H Post
Filename: P:\018253 CRESCENT\007 CONCORD MULTI-FAMILY\CALCS\STORM\ICPR\O10Y024H Post.I32
Execute: Yes Restart: No Patch: No
Alternative: No
' Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Timelhrs): 0.000 End Timelhrs): 30.00
Min Calc Time (sec): 0.5000 Max Calc Timelsec): 60.0000
Boundary Stages: Boundary Flows:
Timelhrs) Print Inc (min)
--------------- ---------------
' Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 6

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Input Report
10.000 30.000
12.000 1.000
30.000 30.000
Group------ ---- R~-
' BASE Yes
----------------------------------------------------------------------------------------------------
' Name: 025Y024H Post Hydrology Sim: 025Y024H Post
Filename: P:\018253 CRESCENT\007 CONCORD MULTI-FAMILY\CALCS\STORM\ICPR\025Y024H Post.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
' 10.000 30.000
12.000 1.000
30.000 30.000
Group Run
SASE Yes
-------------------------------------------- ------ -
Name: 100Y024H Post Hydrology Sim: 100Y024H Post
' Filename: P:\018253 CRESCENT\007 CONCORD MULTI-FAMILY\CALCS\STORM\ICPR\100Y024H Post.I32
Execute: No Restart: No Patch: No
Alternative: No
' Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Timelhrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time (sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
---------- - --
10.000 30.000
' 12.000 1.000
30.000 30.000
Group Run
' BASE Yes
------------------------------------------------------------------------------------------
___= Boundary Conditions _________________________________________________________________

1

' Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6

u

u

u
1
POST-DEVELOPMENT HYDROLOGY
1
DRAINAGE CALCULATIONS
Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

' Crescent Apartments at Concord Mills - Phase 1 Post-Development Hydrology 1-Yr, 24-Hr Storm
Basin Name: DA-1
Group Name: BASE
Simulation: OO1Y024H Post
Node Name: EXT POND 1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 2.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
' Area (ac): 11.430
Vol of Unit Hyd (in): 1.001
Curve Number: 82.000
DCIA ($): 0.000
Time Max (hrs): 12.01
' Flow Max (cfs): 21.134
Runoff Volume (in): 1.301
Runoff Volume (ft3): 53992.006

Basin Name: DA-2
Group Name: BASE
Simulation: OO1Y024H Post
Node Name: EXT POND 2
' Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Peaking Fator: 323.0
Spec Time Inc (min): 0.67
' Comp Time Inc (min): 0.67
Rainfall File: Scsii-24
Rainfall Amount (in): 2.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 5.160
Vol of Unit Hyd (in): 1.000
Curve Number: 81.000
' DCIA ($): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 9.093
Runoff Volume (in): 1.238
' Runoff Volume (ft3): 23181.844
Basin Name:
Group Name: DA-3
BASE
' Simulation: OO1Y024H Post
Node Name: WETLANDS
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
' Peaking Fator: 323.0
Spec Time Inc (min): 3.23
Comp Time Inc (min): 3.23
Rainfall File: Scsii-24
Rainfall Amount (in): 2.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 24.20
Time Shift (hrs): 0.00
Area (ac): 4.970
Vol of Unit Hyd (in): 1.000
Curve Number: 61.000
DCIA ($): 0.000
Time Max (hrs): 12.26
Flow Max (cfs): 0.621
Runoff Volume (in): 0.328
Runoff Volume (ft3): 5917.124
07-D07fo
Crescent Apartments at Concord Mills
Concord, NC
6/13/2007
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1

r~

' POST-DEVELOPMENT ROUTING RESULTS
ii
1!

1

1

1
DRAINAGE CALCULATIONS
' Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

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G

' EXTENDED DETENTION WETLAND
CALCULATIONS
1

r

DRAINAGE CALCULATIONS
' Crescent Apartments at Concord Mills (Phase 1) - Concord, North Carolina

C ~ ~ Kimley-Hom
~ and Associates, Inc.
EXTENDED DETENTION WETLAND #1

' Project Information
Project Name:
Crescent Apartments at Concord Mills
KHA Project #: 018253007
Designed by: EAL Date: 12/21/2006
Revised by: CDR Date: 1/23/2007
' Revised by: ST Date: 6/13/2007
Site Information (Pre-Development)
' Total Site Drainage Area = 41.65 Acres
Total Runoff Volume = 49584 cf

' Site Information (Post-Development)
Sub Area Location:
DA-1
Drainage Area (DA) = 11.43 Acres
' DA-1 Percent of Total Drainage Area = 27.4%
Required Surface Area
Permanent Pool Depth: 2.5 ft
SA/DA = 2.06 (85% TSS Removal via Pond)
Min Req'd Surface Area = 10257 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 2.9 inches 1-Yea r 24-Hour Storm Event
Post Development Discharge Volume 53992 cf (based on ICPR Post Development Hydrology)
Pre Development Discharge Volume 13607 cf (based on 27.4% of the pre-development runoff volume)
Required Storage (Post -Pre) = 40385 cf 0.93 AF
Elevations Area (s.f.)
Bank Elevation = 596.00 ft 41763
Top of Pond Elevation = 596.00 ft 41763
' Temporary Pool Elevation = 595.15 ft 39067
Permanent Pool Elevation = 594.00 ft 32652
Shelf Beginning Elevation = 594.00 ft
' Forebay Weir = 593.50 ft
Shelf Ending Elevation = 592.00 ft
Bottom Elevation = 591.50 ft
Extended Detention Wetland AreasNolumes
Area @ Top of Temporary Pool = 39067 sf (Elevation = 595.15 )
Area @ Top of Permanent Pool = 32652 sf (Elevation = 594.00 )
Volume of Temporary Storage = 41238 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 6 : 1
' Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surace Area Sufficient (yes/no)? Yes ( 32652 > 10257) sf
l
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id
d 41238 f t
t
l
i
d
102
11 %
ume o
orage
rov
e
Vo _ requ
re
.
o
o
a
' Total Volume Sufficie nt (yes/no)? Yes

D

C ^ KimleyHom
~ [ __ and Associates, Inc.
EXTENDED DETENTION WETLAND #2
Project Information
Project Name: Crescent Apartments at Concord Mills
KHA Project #: 018253007
Designed by: EAL Date: 12/12/2006
Revised by: CDR Date: 1/23/2007
Revised by: CDR Date: 6/11/2007
Site Information (Pre-Development)
Total Site Drainage Area = 41.65 Acres
Total Runoff Volume = 49584 cf
Site Information (Post-Development)
Sub Area Location: DA-2
Drainage Area (DA) = 5.16 Acres
DA-2 Percent of Total Drainage Area = 12.4%
Required Surface Area
Permanent Pool Depth: 2.5 ft
SA/DA = 2.06 (85% TSS Removal via Pond)
Min Req'd Surface Area = 4630 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 2.9 inches 1-Year 24-Hour Storm Event
Post Development Discharge Volume 23181 cf (based on ICPR Post Development Hydrology)
Pre Development Discharge Volume 6143 cf (based on 12.3% of the pre-development runoff volume)
Required Storage (Post -Pre) = 17038 cf 0.39 AF
Elevations Area (s.f.)
Bank Elevation = 596.00 ft 17465
Top of Pond Elevation = 596.00 ft 17465
Temporary Pool Elevation = 595.55 ft 13989
Permanent Pool Elevation = 594.00 ft 8510
Shelf Beginning Elevation = 594.00 ft
Forebay Weir = 592.50 ft
Shelf Ending Elevation = 592.00 ft
Bottom Elevation = 591.50 ft
Extended Detention Wetland AreasNolumes
Area @ Top of Temporary Pool = 13989 sf
Area @ Top of Permanent Pool = 8510 sf
Volume of Temporary Storage = 17437 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 6 : 1
Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surface Area Sufficient (yes/no)?
Volume of Storage Provided 17437 =
Total Volume Sufficient (yes/no)?
(Elevation = 595.55 )
(Elevation = 594.00 )
Yes ( 8510 > 4630) sf
102.34% of total required
Yes
1

ii

r~
L

1

DRAW-DOWN
CALCULATIONS
DRAINAGE CALCULATIONS
Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina

' Crescent Apartments at Concord Mills - Draw Down Calculations Input Report
___= Basins =_____________________________________________________________________________
Name:
' Group: BASE
Unit Hydrograph:
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 0.000
Curve Number: 0.00
DCIA($): 0.00
Node: Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 0.0
Storm Duration(hrs): 0.00
Time of Conc(min): 0.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
___= Nodes ________________________________°_____---------___ ____________________________
Name: WETLAND 1
' Group: BASE
Type: Stage/Area
Stage(ft) --- Area(ac)
594.000 0.6660
595.150 0.8960
Base Flow(cfs): 0.000 Init Stage(ft): 595.150
Warn Stage(ft): 596.000
----------------------------- ---------- ------------------------- --
' Name: WETLAND 2 Base Flow(cfs): 0.000 Init Stage(ft): 595.600
Group: BASE Warn Stage(ft): 596.000
Type: Stage/Area
- -Stage(ft) - Area(ac)
594.000 0.1840
595.600 0.3220
Name: WETLANDS Base Flow(cfs): 0.000 Init Stage(ft): 591.000
Group: BASE Warn Stage(ft): 0.000
Type: Time/Stage
' Time(hrs) Stage(ft)
--------------- ---------------
0.00 591.000
---_=====999.00=======_=591.000-----------------------------------------------------------
---= Drop Structures =---------------------------------------------
Name: From Node:
Group: BASE To Node:
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 0.00 0.00
Rise(in): 0.00 0.00
Invert(ft): 0.000 0.000
Manning's N: 0.000000 0.000000
Top Cliplin): 0.000 0.000
' Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Length(ft): 0.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
___= Weirs =______________________________ __ _________ __ ______________________________
' 6/13/2007
Name: DA-1 OUT From Node: WETLAND 1
Group: BASE To Node: WETLANDS
Flow: Both Count: 1
' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2

' Crescent Apartments at Concord Mills - Draw Down Calculations Input Report
' Type: Vertical: Mavis Geometry: Circular
Span(in): 7.00
Rise(in): 7.00
Invertlft): 594.000
Control Elevation(ft): 594.000
TABLE
Bottom Clip(in): O.D00
Top Clip(in): 0.000
weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
------------------------------ --------------- --------------
Name: DA-2 OUT From Node: WETLAND 2
Group: BASE
Flow: Both To Node:
Count: WETLANDS
1
Type: Vertical: Mavis Geometry: Circular
Span(in): 2.00
Rise(in): 2.00
Invert(ft): 594.000
' Control Elevation(ft): 594.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
' Orifice Discharge Coef: 0.600
___= Hydrology Simulations --
------ ---------_____
--------------- ______________ __________ ________________°__
-----------------
Name:
Filename:
' Override Defaults: No
Time(hrs) Print Inc(min)
--------------- --------------
-
=-=-Routing-Simulations
Name: DRAW DOWN Hydrology Sim:
Filename: P:\018253 Crescent\007 Concord Multi-Family\Calcs\Storm\ICPR\DRAW DOWN.232
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft):
Time Step Optimizer: 1.00
10.000 Delta Z Factor: 0.00500
Start Time(hrs): 0.000 End Timelhrs): 50.00
Min Calc Time (sec): 0.5000 Max Calc Time (sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
50.000 60.000
Group Run
BASE Yes
___= Boundary Conditions- - -------- ------- ---- -------- --- - ------ -----------------

6/13/2007
' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2

Crescent Apartments at Concord Mills - Draw Down Calculations

1

1

Simulation Node Group Time

hrs Stage

ft Warning
Stage
ft Surface
Area
ft2 Total
Inflow
cfs Total
Outflow
cfs Total
Vol In
of Total
Vol Out
of
DRAW DOWN WETLAND 1 BASE 0.00 595 .150 596.000 39030 0.000 1.191 0.0 0.0
DRAW DOWN WETLAND 1 BASE 1.02 595 .041 596.000 38085 0.000 1.113 0.0 0.1
DRAW DOWN WETLAND 1 BASE 2.02 594 .938 596.000 37198 0.000 1.034 0.0 0.2
DRAW DOWN WETLAND 1 BASE 3.02 594 .841 596.000 36358 0.000 0.953 0.0 0.3
DRAW DOWN WETLAND 1 BASE 4.02 594 .749 596.000 35570 0.000 0.870 0.0 0.3
DRAW DOWN WETLAND 1 BASE 5.02 594 .665 596.000 34843 0.000 0.761 0.0 0.4
DRAW DOWN WETLAND 1 BASE 6.02 594 .593 596.000 34216 O.OOD 0.634 0.0 0.5
DRAW DOWN WETLAND 1 BASE 7.02 594 .529 596.000 33669 0.000 0.560 D.0 0.5
DRAW DOWN WETLAND 1 BASE 8.02 594 .473 596.000 33185 0.000 0.479 0.0 0.6
DRAW DOWN WETLAND 1 BASE 9.02 594 .425 596.000 32770 0.000 0.404 0.0 0.6
DRAW DOWN WETLAND 1 BASE 10.02 594 .384 596.000 32416 0.000 0.340 0.0 0.6
DRAW DOWN WETLAND 1 BASE 11.02 594 .349 596.000 32114 0.000 0.288 0.0 0.7
DRAW DOWN WETLAND 1 BASE 12.02 594 .319 596.000 31856 0.000 0.245 0.0 0.7
DRAW DOWN WETLAND 1 BASE 13.02 594 .294 596.000 31633 0.000 0.210 0.0 0.7
DRAW DOWN WETLAND 1 BASE 14.02 594 .271 596.000 31441 0.000 0.181 0.0 0.7
DRAW DOWN WETLAND 1 BASE 15.02 594 .252 596.000 31273 0.000 0.158 0.0 0.7
DRAW DOWN WETLAND 1 BASE 16.02 594 .235 596.000 31126 0.000 0.138 0.0 0.7
DRAW DOWN WETLAND 1 BASE 17.02 594 .220 596.000 30996 0.000 0.122 0.0 0.7
DRAW DOWN WETLAND 1 BASE 18.02 594 .206 596.000 30881 0.000 0.108 0.0 0.8
DRAW DOWN WETLAND 1 BASE 19.02 594 .195 596.000 30778 0.000 0.096 0.0 0.8
DRAW DOWN WETLAND 1 BASE 20.02 594 .184 596.000 30686 0.000 0.086 0.0 0.8
DRAW DOWN WETLAND 1 BASE 21.02 594 .174 596.000 30603 0.000 0.078 0.0 0.8
DRAW DOWN WETLAND 1 BASE 22.02 594 .166 596.000 30528 0.000 0.070 0.0 0.8
DRAW DOWN WETLAND 1 BASE 23.02 594 .158 596.000 30460 0.000 0.064 0.0 0.8
DRAW DOWN WETLAND 1 BASE 24.02 594 .150 596.000 30398 0.000 0.058 0.0 0.8
DRAW DOWN WETLAND 1 BASE 25.02 594 .144 596.000 30341 0.000 0.053 0.0 0.8
DRAW DOWN WETLAND 1 BASE 26.02 594 .138 596.000 30288 0.000 0.049 0.0 0.8
DRAW DOWN WETLAND 1 BASE 27.02 594 .132 596.000 30240 0.000 0.045 0.0 0.8
DRAW DOWN WETLAND 1 BASE 28.02 594 .127 596.000 30196 0.000 0.041 0.0 0.8
DRAW DOWN WETLAND 1 BASE 29.02 594 .122 596.000 30155 0.000 0.038 0.0 0.8
DRAW DOWN WETLAND 1 BASE 30.02 594 .118 596.000 30117 0.000 0.036 0.0 0.8
DRAW DOWN WETLAND 1 BASE 31.02 594 .114 596.000 30081 0.000 0.033 0.0 0.8
DRAW DOWN WETLAND 1 BASE 32.02 594 .110 596.000 30048 0.000 0.031 0.0 0.8
DRAW DOWN WETLAND 1 BASE 33.02 594 .106 596.000 30017 0.000 0.029 0.0 0.8
DRAW DOWN WETLAND 1 BASE 34.02 594 .103 596.000 29989 0.000 0.027 O.D 0.8
DRAW DOWN WETLAND 1 BASE 35.02 594 .100 596.000 29961 0.000 0.025 0.0 0.8
DRAW DOWN WETLAND 1 BASE 36.02 594 .097 596.000 29936 0.000 0.024 0.0 0.8
DRAW DOWN WETLAND 1 BASE 37.02 594 .094 596.000 29912 0.000 0.022 0.0 0.8
DRAW DOWN WETLAND 1 BASE 38.02 594 .092 596.000 29889 0.000 0.021 0.0 0.8
DRAW DOWN WETLAND 1 BASE 39.02 594 .089 596.000 29868 0.000 0.020 0.0 0.8
DRAW DOWN WETLAND 1 BASE 40.02 594 .087 596.000 29848 0.000 0.019 0.0 0.8
DRAW DOWN WETLAND 1 BASE 41.02 594 .085 596.000 29828 0.000 0.018 0.0 0.8
DRAW DOWN WETLAND 1 BASE 42.02 594 .082 596.000 29810 0.000 0.017 0.0 0.8
DRAW DOWN WETLAND 1 BASE 43.02 594 .080 596.000 29793 0.000 0.016 0.0 0.8
DRAW DOWN WETLAND 1 BASE 44.02 594 .079 596.000 29777 0.000 0.015 0.0 0.8
DRAW DOWN WETLAND 1 BASE 45.02 594 .077 596.000 29761 0.000 0.015 0.0 0.8
DRAW DOWN WETLAND 1 BASE 46.02 594 .075 596.000 29746 0.000 0.014 0.0 0.8
DRAW DOWN WETLAND 1 BASE 47.02 594 .073 596.000 29732 0.000 0.013 0.0 0.8
DRAW DOWN WETLAND 1 BASE 48.02 594 .072 596.000 29719 0.000 0.013 0.0 0.9
DRAW DOWN WETLAND 1 BASE 49.02 594 .070 596.000 29706 0.000 0.012 0.0 0.9
DRAW DOWN WETLAND 1 BASE 50.01 594 .069 596.000 29694 0.000 0.012 D.0 0.9
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
DRAW DOWN
' DRAW DOWN
6/13/2007
WETLAND 2 BASE 0.00 595.600 596.000 14026 0.000 0.129 0.0 0.0
WETLAND 2 BASE 1.02 595.566 596.000 13900 0.000 0.128 0.0 0.0
WETLAND 2 BASE 2.02 595.533 596.000 13775 0.000 0.126 0.0 0.0
WETLAND 2 BASE 3.02 595.500 596.000 13652 0.000 0.125 0.0 0.0
WETLAND 2 BASE 4.02 595.467 596.000 13528 0.000 0.124 0.0 0.0
WETLAND 2 BASE 5.02 595.435 596.000 13405 0.000 0.122 0.0 0.1
WETLAND 2 BASE 6.02 595.402 596.000 13282 0.000 0.121 0.0 0.1
WETLAND 2 BASE 7.02 595.369 596.000 13159 0.000 0.119 0.0 0.1
WETLAND 2 BASE 8.02 595.337 596.000 13037 0.000 0.118 0.0 0.1
WETLAND 2 BASE 9.02 595.304 596.000 12915 0.000 0.116 0.0 0.1
WETLAND 2 BASE 10.02 595.272 596.000 12794 0.000 0.114 0.0 0.1
WETLAND 2 BASE 11.02 595.290 596.000 12673 0.000 0.113 0.0 0.1
WETLAND 2 BASE 12.02 595.208 _ 596.000 12553 0.000 0.111 0.0 0.1
WETLAND 2 BASE 13.02 595.176 596.000 12433 0.000 0.110 0.0 0.1
WETLAND 2 BASE 14.02 595.144 596.000 12314 0.000 0.108 0.0 0.1
WETLAND 2 BASE 15.02 595.113 596.000 12196 0.000 0.107 0.0 0.1
WETLAND 2 BASE 16.02 595.081 596.000 12078 0.000 0.105 0.0 0.2
WETLAND 2 BASE 17.02 595.050 596.000 11961 0.000 0.103 0.0 0.2
WETLAND 2 BASE 18.02 595.019 596.000 11845 0.000 0.102 0.0 0.2
WETLAND 2 BASE 19.02 594.989 596.000 11729 0.000 0.100 0.0 0.2
WETLAND 2 BASE 20.02 594.958 596.000 11614 0.000 0.098 0.0 0.2
WETLAND 2 BASE 21.02 594.928 596.000 11500 0.000 0.096 0.0 0.2
WETLAND 2 BASE 22.02 594.898 596.000 11387 0.000 0.095 0.0 0.2
WETLAND 2 BASE 23.02 594.868 596.000 11275 0.000 0.093 0.0 0.2
WETLAND 2 BASE 24.02 594.838 596.000 11164 0.000 0.091 0.0 0.2
WETLAND 2 BASE 25.02 594.809 596.000 11054 0.000 0.089 0.0 0.2
WETLAND 2 BASE 26.02 594.780 596.000 10945 0.000 0.088 0.0 0.2
WETLAND 2 BASE 27.02 594.751 596.000 10838 0.000 0.086 0.0 0.2
WETLAND 2 BASE 28.02 594.723 596.000 10731 0.000 0.084 0.0 0.2
WETLAND 2 BASE 29.02 594.695 596.000 10626 0.000 0.082 0.0 0.3
WETLAND 2 BASE 30.02 594.667 596.000 10522 0.000 0.080 0.0 0.3
WETLAND 2 BASE 31.02 594.640 596.000 10420 0.000 0.078 0.0 0.3
WETLAND 2 BASE 32.02 594.613 596.000 10319 0.000 0.076 0.0 0.3
WETLAND 2 BASE 33.02 594.587 596.000 10220 0.000 0.074 0.0 0.3
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2

' Crescent Apartments at Concord Mills - Draw Down Calculations
Simulation Node Group Time Stage Warning Surface Total Total Total Total
Stage Area Inflow Outflow Vol In Vol Out
- hrs ft ft ft2 cfs cfs of of
DRAW DOWN WETLAND 2 BASE 34.02 594.561 596.000 10122 0.000 0.073 0.0 0.3
DRAW DOWN WETLAND 2 BASE 35.02 594.535 596.000 10026 0.000 0.071 0.0 0.3
DRAW DOWN WETLAND 2 BASE 36.02 594.510 596.000 9931 0.000 0.069 0.0 0.3
DRAW DOWN WETLAND 2 BASE 37.02 594.485 596.000 9839 0.000 0.067 0.0 0.3
DRAW DOWN WETLAND 2 BASE 38.02 594.461 596.000 9748 0.000 0.065 0.0 0.3
DRAW DOWN WETLAND 2 BASE 39.02 594.438 596.000 9660 0.000 0.063 0.0 0.3
DRAW DOWN WETLAND 2 BASE 40.02 594.415 596.000 9573 0.000 0.060 0.0 0.3
DRAW DOWN WETLAND 2 BASE 41.02 594.392 596.000 9489 0.000 0.058 0.0 0.3
DRAW DOWN WETLAND 2 BASE 42.02 594.370 596.000 9407 0.000 0.056 0.0 0.3
DRAW DOWN WETLAND 2 BASE 43.02 594.349 596.000 9327 0.000 0.054 0.0 0.3
DRAW DOWN WETLAND 2 BASE 44.02 594.329 596.000 9250 0.000 0.052 0.0 0.3
DRAW DOWN WETLAND 2 BASE 45.02 594.309 596.000 9175 0.000 0.050 0.0 0.3
DRAW DOWN WETLAND 2 BASE 46.02 594.290 596.000 9103 0.000 0.048 0.0 0.3
DRAW DOWN WETLAND 2 BASE 47.02 594.271 596.000 9034 0.000 0.045 0.0 0.9
DRAW DOWN WETLAND 2 BASE 48.02 594.253 596.000 8967 0.000 0.043 0.0 0.9
DRAW DOWN WETLAND 2 BASE 49.02 594.236 596.000 8903 0.000 0.041 0.0 0.9
DRAW DOWN WETLAND 2 BASE SD.O1 594.220 596.000 8843 0.000 0.039 0.0 0.9

i
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6/13/2007
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2

ii

' 10-YEAR STORM SEWER PROFILES
1

fl

~~

DRAINAGE CALCULATIONS
Crescent Apartments at Concord Mills (Phase 1) -Concord, North Carolina
1

' Scenario: Base
171-00~(p

0

1
1

n

u

u
Pipe Report
Label pstrea
Node ownstrea
Node elociry
In
(ft/s) elociry
Out
(ft/s) pstrea
Invert
Elevation
(ft) ownstrea
Invert
Elevation
(ft) pstrea
Inlet
Area
(acres) Length
(ft) Section
Size onstructed
Slope
(ft/ft)
P-2 2-JB 1-ME 9.65 9.78 594.20 593.50 0.00 42.00 18 inch 0.016667
P-3 3-JB 2-JB 9.84 13.82 608.10 603.00 N/A 112.00 18 inch 0.045536
P-4 4-CB 3-JB 7.16 6.99 612.00 608.20 0.38 121.00 18 inch 0.031405
P-5 5-JB 4-CB 5.25 6.23 613.55 613.20 N/A 70.00 18 inch 0.005000
P-6 6-JB 5-JB 3.92 4.20 617.40 616.93 N/A 95.00 15 inch 0.004947
P-7 7-CB 6-JB 3.21 4.05 622.65 622.04 0.24 61.00 15 inch 0.010000
P-8 8-CB 6-JB 3.44 3.54 619.75 619.35 0.33 80.00 15 inch 0.005000
P-9 9-JB 5-JB 4.25 3.88 613.95 613.65 N/A 53.00 18 inch 0.005660
P-10 10-CB 9-JB 4.66 4.40 614.28 614.05 0.25 45.00 18 inch 0.005111
P-11 11-CB 10-CB 4.56 4.29 614.95 614.38 0.59 114.00 18 inch 0.005000
P-12 12-CB 11-CB 3.99 2.85 616.57 615.05 0.28 213.00 15 inch 0.007136
P-13 13-CB 12-CB 3.09 2.18 .617.75 616.67 0.21 108.00 15 inch 0.010000
P-14 14-CB 9-JB 2.28 2.88 618.25 617.80 0.07 43.00 15 inch 0.010465
P-15 15-CB 4-CB 1.83 2.76 615.50 615.00 0.03 26.00 15 inch 0.019231
P-16 16-CB 4-CB 2.64 2.64 614.05 613.75 0.12 57.00 15 inch 0.005263
P-17 17-CB 3-JB 4.89 5.18 610.55 610.15 1.21 73.00 18 inch 0.005479
P-19 19-CB 18-ME 8.28 10.13 598.00 597.00 0.43 57.00 24 inch 0.017544
P-20 20-JB 19-CB 7.81 7.58 599.00 598.00 N/A 41.00 24 inch 0.024390
P-21 21-JB 20-JB 6.59 8.45 602.20 601.00 N/A 97.00 24 inch 0.012371
P-22 22-JB 21-JB 6.21 6.51 602.50 602.20 N/A 52.00 24 inch 0.005769
P-23 23-JB 22-JB 5.27 8.28 608.00 606.19 N/A 86.00 18 inch 0.021047
P-24 24-CB 23-JB 5.27 5.29 608.40 608.00 0.47 62.00 18 inch 0.006452
P-25 25-CB 24-CB 4.88 4.53 610.95 608.50 0.18 121.00 15 inch 0.020248
P-26 26-CB 25-CB 4.46 5.12 612.05 611.05 0.66 111.00 15 inch 0.009009
P-27 27-CB 22-JB 6.36 5.44 604.25 602.50 1.70 92.00 18 inch 0.019022
P-28 28-CB 27-CB 3.05 0.85 605.50 604.25 020 78.00 15 inch 0.016026
P-29 29-CB 21-JB 2.19 2.70 609.50 609.05 0.06 45.00 15 inch 0.010000
P-30 30-CB 20-JB 5.85 5.03 600.00 599.00 0.08 44.00 15 inch 0.022727
P-31 31-CB 30-CB 4.60 4.33 600.70 600.00 0.40 118.00 15 inch 0.005932
P-32 32-CB 31-CB 4.07 2.63 601.50 600.70 0.51 121.00 15 inch 0.006612
P-33 33-CB 30-CB 3.28 1.25 604.50 600.00 0.04 95.00 15 inch 0.047368
P-34 34-CB 33-CB 3.13 2.81 607.95 604.50 0.22 99.00 15 inch 0.034848
P-36 36-CB 35-FE 5.75 6.15 597.48 597.00 0.02 95.00 24 inch 0.005053
P-37 37-JB 36-CB 5.75 5.77 597.90 597.48 N/A 83.00 24 inch 0.005060
P-38 38-CB 37-JB 5.73 5.82 598.35 597.90 0.74 90.00 24 inch 0.005000
P-39 39-CB 38-CB 5.46 4.39 599.29 598.35 0.83 187.00 24 inch 0.005027
P-40 40-JB 39-CB 5.32 4.42 604.25 599.29 N/A 67.00 18 inch 0.074030
P-41 41-JB 40-JB 6.15 9.81 609.65 604.25 0.43 167.00 15 inch 0.032335
P-42 42-JB 41-JB 4.42 3.82 610.07 609.65 N/A 73.00 15 inch 0.005753
P-43 43-CB 42-JB 4.23 4.52 610.75 610.07 0.75 136.00 15 inch 0.005000
P-44 44-CB 43-CB 2.44 0.46 611.50 610.75 0.09 47.00 15 inch 0.015957
P-45 45-CB 41-JB 2.49 0.46 612.30 609.65 0.08 79.00 15 inch 0.033544
Title: Crescent Apartments At Concord Mills Project Engineer: Chris Ralph, P.E.
p:\...\storm\stormcad\proposed storm sewers.stm StormCAD v5.6 [05.06.012.00]
' 04/06/07 08:48:14 ~vBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

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