SW3240205_Stormwater Report_20240307

HYDROLOGIC & HYDRAULIC ANALYSIS
Courtyards on the Greenway
Stallings, NC
January 15, 2024
Calculations By: �0o4�,. CAR�,--,,
Michael Knepper, PE (NC) .NN0R'S
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Timmons Group
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
NC Firm License: C-1652
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TABLE OF CONTENTS
1 BACKGROUND 2
2 HYDROLOGIC ANALYSIS 2
2.1 Unnamed Tributary Hydrology 2
3 HYDRAULIC ANALYSIS 4
3.1 Existing Conditions 4
3.2 Proposed Conditions 4
3.3 Scour Analysis 6
4 REFERENCES 7
LIST OF TABLES AND FIGURES
Table A—Unnamed Tributary Hydrologic Summary—Existing Conditions 3
Table B—Hydrologic Summary—Proposed Conditions 3
Table C— Existing Conditions Flow File Input Data 4
Table D—Post-Project Conditions Flow File Input Data 4
Table E— Existing Conditions and Post-Project 100-year WSEL Comparison 5
Table F—Scour Hole Geometry in Cohesive Soils 6
Table G—Riprap Basin Geometry 6
LIST OF APPENDICES
Appendix A—HYDROLOGY
Curve Number Calculation Worksheets
Average Basin Slope Worksheets
Average Basin Slope Maps
HydroCAD Report
Appendix B—HYDRAULICS
HEC-RAS Flood Study Map—Existing Conditions
HEC-RAS Flood Study Map—Post-Project
HEC-RAS Cross Sections— Existing Conditions
HEC-RAS Cross Sections—Post-Project
HEC-RAS Output Tables—Existing Conditions
HEC-RAS Output Tables—Post-Project
Scour Calculations
Timmons Group Page 1 Courtyards on the Greenway
Hydrologic and Hydraulic Report

Hydrologic & Hydraulic Analysis
Courtyards on the Greenway
1 BACKGROUND
The Courtyards on the Greenway project is a proposed single-family residential community project with
a cumulative parcel area of 49.1 acres, located between Lawyers Road and Southstone Drive, directly
west of Hawthorne Drive in Stallings, NC.The project will involve construction of a new road, Poppy
Way,to provide access through the community.An unnamed tributary to Goose Creek flows through
the site and the the proposed road, Poppy Way, includes one crossing over the unnamed tributary.
Provided 100-year flows are greater than 50 cfs at the Poppy Way crossing, a 100+1 flood analysis was
conducted for the culvert crossing.This hydraulic study included determining 100-year peak discharges,
establishing the existing 100-year floodplain, determining the proposed stormwater protection
elevations (SWPE), and delineating the 100+1 stormwater elevation line (SWEL).
The site lies in the Lower Rocky River watershed within the Yadkin Pee Dee River basin (HUC:
0304010507) and drains to Goose Creek(Class C).
2 HYDROLOGIC ANALYSIS
2.1 Unnamed Tributary Hydrology
The Natural Resources Conservation Service (NRCS) Curve Number(CN) Method was used for the
unnamed tributary's hydrology and implemented with HydroCAD Version 10.10-7a.The TR-55 and Lag
method was used to calculate lag times. Average basin slope was calculated on a combined surface of
LiDAR and surveyed topography. Slope calculations were conducted on 5'x5' cells throughout the
drainage area,then a mean slope was determined and assigned to each subbasin. GIS maps depicting
slopes observed throughout the watershed are included in Appendix A. Curve Numbers were computed
based on the Hydrologic Soil Group (HSG) of the soils as depicted in the NRCS Web Soils Survey in
conjunction with the Curve Number values included in Chapter 2 of the Charlotte-Mecklenburg Storm
Water Design Manual.The contributing drainage watershed is included primarily within the
unincorporated areas of Union County,the Town of Stallings city limits, and the City of Charlotte City
limits. Union County and the Town of Stallings do not have a stormwater design manual.The existing
conditions hydrology utilized existing land cover curve numbers for the cumulative project parcel of 49.1
acres and curve numbers assuming full development per the current zoning for the remaining area.The
proposed conditions hydrology utilized proposed land cover curve numbers for the project parcel and
curve numbers assuming full development per current zoning for the remaining area.
The existing site is comprised of forested land. Offsite land uses include single-family residential
communities, paved roadways and forested areas.Two (2) subbasins were delineated in order to set
flow change locations for the hydraulic model. The subbasins were connected to a shared link, summing
their hydrograph volumes and computing a peak flowrate through the site.The tributary and subbasins
are depicted on the drainage area maps in Appendix A. The hydrologic calculations are included in
Appendix A.A summary of the subbasins with 100-year discharges is shown in Table A.
Timmons Group Page 2 Courtyards on the Greenway
Hydrologic and Hydraulic Report

Table A—Unnamed Tributary Hydrologic Summary— Existing Conditions
Point of Drainage Drainage 100-year
Area Discharge
Interest Identifier Area (ac) (cfs)
EX-US EX-US 199.7 388.01
EX-DS EX-DS 35.6 100.23
EX-COMB EX-US & 235.3 427.38
EX-DS
The proposed site improvements include new roadways, single-family homes, and a shared amenity
space.The improvements are anticipated to substantially alter the land uses from primarily forested to a
combination of impervious and managed pervious.The stormwater management plan for the site
routes the majority of runoff from proposed roadways, residential lots, and structures through closed
systems to two (2) wet pond stormwater control measures (SCM), one located west of the unnamed
tributary (Proposed Pond #1) and one east of the tributary (Proposed Pond #2).The detention ponds,
with combined drainage areas of approximately 32.1 acres, have outlet structures south of Poppy Way
that ultimately contribute to the unnamed tributary and are therefore included in the 100+1
hydrologic/hydraulic analysis with their flow inputs factored in downstream of the proposed road
crossing. During the 100-year storm, Proposed Pond#1 successfully detains the event, but Proposed
Pond#2 experiences embankment overtopping.The contributing drainage areas outside of the project
parcel to the unnamed tributary, depicted on drainage area maps in Appendix A, are zoned as either
mixed-use, multi-family, or residential and their specific breakdown and associated weighted curve
numbers, as well as HydroCAD reports of subbasin peak flows and SCM performance, are included in
Appendix A.
A summary of the subbasins with 100-year discharges is shown in Table B.
Table B— Hydrologic Summary— Proposed Conditions
Point of Drainage Area Drainage 100-year
Interest Identifier Area (ac) Discharge
(cfs)
PR-CULV-US PR-CULV-US 193 373.95
PR-CULV-DS PR-CULV-DS 12.5 66.93
PR-POND#1 PR-POND#1 22.2 229.45
PR-POND#2 PR-POND#2 11.1 116.11
PR-CULV US, PR-
CULV DS, PR-
PR-COMB 238.8 402.86
POND#1, PR-
POND#2
Timmons Group Page 3 Courtyards on the Greenway
Hydrologic and Hydraulic Report

3 HYDRAULIC ANALYSIS
The hydraulic analysis of the unnamed tributary was performed using HEC-RAS 6.4.1 produced by USACE
to evaluate the performance of the proposed culvert crossing on Poppy Way.The 100-year floodplain
inundation for both existing and proposed conditions was mapped, along with the 100+1 Stormwater
Elevation Line (SWEL), to determine the effects of the proposed improvements on the base flood
elevations and provide a basis for the design of proposed structure finished floor elevations (FFEs).
The flood study model includes one unnamed tributary draining to Goose Creek. Cross sections were
extracted from the surveyed topography, from March 2022 and supplemented with more detailed
stream survey in October 2023, in AutoCAD Civil 3D 2023 and exported to HEC-RAS.
3.1 Existing Conditions
The existing conditions HEC-RAS model was created using the surveyed topography.
Cross Section overbank n-values were set to 0.1.The channel n-value was set to 0.045.
The existing conditions flow file uses the results from the HydroCAD model with flow changes assigned
as shown in Table C.
Table C—Existing Conditions Flow File Input Data
100-year
Hydrologic Peak
Reach RS
Element Discharge
(cfs)
EX-US Stream 1 1163 388
EX-COMB Stream 1 1161 428
3.2 Proposed Conditions
The existing conditions HEC-RAS model was copied and modified to represent the proposed conditions
of the site.The following changes were made to the model:
• A roadway crossing and 84" circular aluminized metal pipe (CAMP), buried 1', was added at the
proposed road Poppy Way. Cross section geometry was updated to incorporate finished grades
of site built-out conditions, see construction drawings.
• The proposed wet pond SCMs were represented as permanent ineffective flow areas when
reflected in the cross section geometry.
The post-project flow file uses the results from the HEC-HMS model with flow changes assigned as
shown in Table D.
Table D—Post-Project Conditions Flow File Input Data
100-year
Hydrologic Peak
Reach RS
Element Discharge
(cfs)
PR-CULV-US Stream 1 1163 374
PR-COMB Stream 1 1161 403
Timmons Group Page 4 Courtyards on the Greenway
Hydrologic and Hydraulic Report

The model was run and the results are shown in Table E.
Table E- Existing Conditions and Post-Project 100-year WSEL Comparison
Cross 100-year BFE Difference
100-year BFE
Section/Stream (Proposed) (Proposed-
Station (Existing) (NAVD88) (NAVD88) Existing) (ft)
1663 626.07 628.71 2.64
1582 625.52 628.7 3.18
1503 624.87 628.69 3.82
1430 624.46 628.68 4.22
1367 623.99 628.67 4.68
1299 623.72 628.65 4.93
1228 Proposed Poppy Way-84" CAMP
1161 622.66 622.62 -0.04
1069 622.33 622.25 -0.08
975 621.94 621.88 -0.06
881 621.35 621.29 -0.06
813 620.93 620.87 -0.06
721 620.47 620.41 -0.06
626 619.32 619.28 -0.04
530 618.74 618.65 -0.09
431 618.17 618.09 -0.08
372 618.06 617.97 -0.09
277 617.66 617.57 -0.09
221 617.43 617.34 -0.09
The 100+1 analysis yielded a maximum water surface elevation (WSEL) of 629.71. Provided this
elevation is lower than the low point of Poppy Way, 632.97, a stormwater protection elevation (SWPE)
of 632.97 was used for the upstream lots. The lowest pad elevation on the proposed residential lots is
635.38, approximately 2.4 LF higher than the SWPE. The existing and proposed conditions 100-year
floodplains and 100+1 SWEL boundaries were delineated and mapped through the site on the flood
study work map included in Appendix B. Sections of the proposed conditions 100-year floodplain and
100+1 SWEL are not contained within the project parcel and encroach into the right-of-way of Lawyers
Road at the northeast corner of the site, however, the flood boundaries do not inundate the asphalt of
Lawyers Road.
Timmons Group Page 5 Courtyards on the Greenway
Hydrologic and Hydraulic Report

3.3 Scour Analysis
Scour was estimated at the outlet of the 84" CAMP for the 100-year storm utilizing methodologies from
the Hydraulic Engineering Circular No. 14 (HEC-14),Third Edition. Local scour was calculated at the
culvert outlet assuming no energy dissipation.These calculations took into account discharge, culvert
shape, soil type, duration of flow, culvert slope, culvert height above bed, and tailwater depth.
Calculations and guidance from Section 5.2 ("Cohesive Soils") were used provided soils borings from the
proposed culvert area yielded gray silt. Parameters for the scour hole are shown in Table F.
Table F—Scour Hole Geometry in Cohesive Soils
Parameter Measurement
(ft)
Height 13.7
Width 57.1
Length 110.6
An additional scour analysis was conducted to determine the scour hole and associated riprap basin
needed at the outlet for varying riprap size classes.These calculations took into account discharge,
culvert shape, outlet depth,tailwater depth, culvert depression (buried depth), and median sizes of
riprap. Calculations and guidance from HEC-14 were used to determine various riprap basin parameters
and are shown in Table G. Detailed calculations for scour are provided in Appendix B.
Table G— Riprap Basin Geometry
Riprap D50(ft) Height(ft) Length (ft) Width (ft)
CLASS 1 0.79 7.43 74.3 77.8
CLASS 2 1.33 3.54 35.4 51.8
CLASS 3 1.92 1.38 21.0 42.2
Timmons Group Page 6 Courtyards on the Greenway
Hydrologic and Hydraulic Report

4 REFERENCES
RAS 6.4.1. HEC. (n.d.). Retrieved October 2023, from
https://www.hec.usace.army.mil/software/hec-ras/download.aspx
NRCS Web Soil Survey. (n.d.). Retrieved October 2023, from
https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm
Charlotte-Mecklenburg Storm Water Design Manual. Retrieved October 2023, from
https://www.charlottenc.gov/Services/Stormwater/Stormwater-Regulations/Storm-Water-
Design-Manual
Hydraulic Design of Energy Dissipators for Culverts and Channels, Hydraulic Engineering
Circular No. 14, Third Edition. Retrieved December 2023, from
https://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hec14.pdf
Timmons Group Page 7 Courtyards on the Greenway
Hydrologic and Hydraulic Report

APPENDIX A
HYDROLOGY
Hydrology Maps
Runoff Coefficient Calculation Worksheets
Average Basin Slope Worksheet
Basin Slope Maps
HydroCAD Report

HYDROLOGY MAPS

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RUNOFF COEFFICIENT CALCULATIONS WORKSHEETS

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC t a • •4 0
Date: 11/20/2023 • * i
Prepared by: MICHAEL KNEPPER,PE Checked by: T I M M O N S GROUP
Existing or Proposed: EXISTING YOUR VISION ACHIEVED THROUGH OURS
Catchment: EX-US
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac
HSG'A' 0.00 0%
HSG'B' 47.41 24%
HSG'C' 139.38 70%
HSG D' 12.89 6%
199.69 _ ac
TOTAL AREA 8698388.8 sq ft
0.312012 sq mi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Mixed-Use 25.83 60016 1065179
Residential:Multi-Family 2.38 14995 79367 9504
Residential:1/4 acre 122.30 1195852 3824947 306701
Residential:1/3 acre 7.20 122013 190186 1301
Residential:1/2 acre 28.92 641117 389848 228746
Impervious 0.98 7283 32377 2813
Gravel 0.15 6432
Grass 1.66 5754 65114 1231
Forest 10.28 18265 418001 11348
TOTAL(AC) 199.69 0.00 47.41 139.38 12.89
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Mixed-Use 89 92 94 95
Residential:Multi-Family 77 85 90 92
Residential:1/4 acre 61 75 83 87
Residential:1/3 acre 57 72 81 86
Residential:1/2 acre 54 70 80 85
Impervious 98 98 98 98
Gravel 76 85 89 91
Grass 39 61 74 80
Forest 30 55 70 77
0 3494 11689 1110
COMPOSITE SCS CN

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC t a • •4 0
Date: 11/20/2023 • * i
Prepared by: MICHAEL KNEPPER,PE Checked by: T I M M O N S GROUP
Existing or Proposed: EXISTING YOUR VISION ACHIEVED THROUGH OURS
Catchment: EX-DS
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac
HSG'A' 0.00 0%
HSG'B' 0.08 0%
HSG'C' 31.53 89%
HSG D' 4.01 11%
35.63 _ ac
TOTAL AREA 1552009.3 sq ft
0.055671 sq mi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Mixed-Use 0.00
Residential:Multi-Family 0.03 1447
Residential:1/4 acre 4.64 202281
Residential:1/3 acre 0.00
Residential:1/2 acre 0.60 25981
Impervious 0.10 73 3447 920
Gravel 0.12 5272
Grass 0.94 1 39054 1940
Forest 29.19 3619 1096110 171865
TOTAL(AC) 35.63 0.00 0.08 31.53 4.01
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Mixed-Use 89 92 94 95
Residential:Multi-Family 77 85 90 92
Residential:1/4 acre 61 75 83 87
Residential:1/3 acre 57 72 81 86
Residential:1/2 acre 54 70 80 85
Impervious 98 98 98 98
Gravel 76 85 89 91
Grass 39 61 74 80
Forest 30 55 70 77
0 5 2282 309
COMPOSITE SCS CN

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC r u • !4 0
Date: 11/20/2023 • * i
Prepared by: MICHAEL KNEPPER,PE Checked by: T I M M O N S GROUP
Existing or Proposed: PROPOSED YOUR VISION ACHIEVED THROUGH OURS
Catchment: PR-CULV-US
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac
HSG'A' 0.00 0%
HSG'B' 47.23 24%
HSG'C' 132.83 69%
HSG D' 12.90 7%
192.96 _ ac
TOTAL AREA 8405523.7 sq ft
0.301507 sqmi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Mixed-Use 25.86 60015 1066255
Residential:Multi-Family 8.69 38442 314808 25215
Residential:1/4 acre 122.30 1195852 3824949 306701
Residential:1/3 acre 7.20 122013 190185 1301
Residential:1/2 acre 28.92 641117 389924 228746
TOTAL(AC) 192.96 0.00 47.23 132.83 12.90
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Mixed-Use 89 92 94 95
Residential:Multi-Family 77 85 90 92
Residential:1/4 acre 61 75 83 87
Residential:1/3 acre 57 72 81 86
Residential:1/2 acre 54 70 80 85
0 3493 11309 1115
COMPOSITE SCS CN

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC r u • !4 0
Date: 11/20/2023 • * i
Prepared by: MICHAEL KNEPPER,PE Checked by: T I M M O N S GROUP
Existing or Proposed: PROPOSED YOUR VISION ACHIEVED THROUGH OURS
Catchment: PR-CULV-DS
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac
HSG'A' 0.00 0%
HSG'B' 0.00 0%
HSG'C' 12.20 97%
HSG D' 0.33 3%
12.53 _ ac
TOTAL AREA 545980.54 sq ft
0.019584 sqmi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Mixed-Use 0.00
Residential:Multi-Family 7.30 303418 14378
Residential:1/4 acre 4.64 202280
Residential:1/3 acre 0.00
Residential:1/2 acre 0.59 25904
TOTAL(AC) 12.53 0.00 0.00 12.20 0.33
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Mixed-Use 89 92 94 95
Residential:Multi-Family 77 85 90 92
Residential:1/4 acre 61 75 83 87
Residential:1/3 acre 57 72 81 86
Residential:1/2 acre 54 70 80 85
0 0 1060 30
COMPOSITE SCS CN

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC . t • • •f 0
Date: 11/20/2023 •
Prepared by: MICHAEL KNEPPER,PE Checked by: T I M M O N S GROUP
Existing or Proposed: PROPOSED YOUR VISION ACHIEVED THROUGH OURS
Catchment: PR-POND#1
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac %
HSG'A' 0.00 0%
HSG'B' 0.00 0%
HSG'C' 22.20 100%
HSG D' 0.00 0%
22.20 ac
TOTAL AREA 967032 sq ft
0.034688 sq mi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Impervious 11.42 497455
Grass 10.78 469577
TOTAL(AC) 22.20 0.00 0.00 22.20 0.00
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Impervious 98 98 98 98
Grass 39 61 74 80
0 0 1917 0
COMPOSITE SCS CN

HYDROLOGY - NRCS CURVE NUMBER
Project Name: COURTYARDS ON THE GREENWAY
Project Number: 60099
Location: STALLINGS,NC . t • • •f 0
Date: 11/20/2023 •
Prepared by: MICHAEL KNEPPER,PE
Checked by: T I M M O N S GROUP
Existing or Proposed: PROPOSED YOUR VISION ACHIEVED THROUGH OURS
Catchment: PR-POND#2
I.SUBBASIN SOIL CHARACTERISTICS
AREA
ac %
HSG'A' 0.00 0%
HSG'B' 0.00 0%
HSG'C' 11.10 100%
HSG D' 0.00 0%
11.10 _ ac
TOTAL AREA 483516 sq ft
0.017344 sq mi
II. SUBBASIN LAND COVER CONDITIONS
AREA
COVER DESCRIPTION TOTAL HSG'A' HSG'B' HSG'C' HSG'D'
(AC) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.)
Zoning
Impervious 5.99 260924
Grass 5.11 222592
TOTAL(AC) 11.10 0.00 0.00 11.10 0.00
III. SCS CURVE NUMBER CALCULATION
COVER DESCRIPTION(Source:NCDEQ Stormwater MDC) SCS CN
HSG'A' HSG'B' HSG'C' HSG'D'
Zoning
Impervious 98 98 98 98
Grass 39 61 74 80
0 0 965 0
COMPOSITE SCS CN

AVERAGE BASIN SLOPE WORKSHEET

BASIN AVERAGE SLOPE WORKSHEET
Project Name: Courtyards on the Greenway
Project Number: 60099
Date: 11/17/2023
BASIN AVERAGE SLOPE CALCULATIONS
Basin(y) Hydraulic
Catchment Area(Ac) A(Sq Mi) CN Length HL Sto(S)ap. Tlag(hr) Tlag(min)
Avg Slope% (Ft)
EX-US 199.69 0.31202 82 1.79 7013 2.20 1.06 63.5
EX-DS 35.63 0.05567 73 1.71 1863 3.70 0.49 29.5
PR-CULV-US 192.96 0.30150 82 1.78 7013 2.20 1.06 63.7
PR-CULV-DS 12.53 0.01958 87 1.74 1662 1.49 0.29 17.1
PR-POND#1 22.2 0.03469 86 Minimum time of concentration=5 rains I
PR-POND#2 11.1 0.01734 87 Minimum time of concentration=5 mins
111
Cony.Ac to Sq mi. 640 ac/sqmi
S=1000/CN-10
T lag= HL^0.8*(S+1)1'0.7/1900*y^0.5
NOTES:
*CN estimates based on Soil Survey of Union County and Mecklenburg County,North Carolina,USDA Web Soils Survey
*Runoff curve numbers found in NCDEQ MDC
*Areas taken from watershed delineations with NC FRIS Topo Data obtained November,2023
* Hydraulic lengths and basin average slopes measured from above referenced topo maps
*T-lag SCS Method "Hydrology and Floodplain Analysis",Addison Wesley Pg.128
2

BASIN SLOPE MAPS

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o
4'>> �%4. , ' +•••• 0 550 1 ,100 Feet
sta.t TIMMONS GROUP

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Prepared For: t•.�. Prepared By:
�' >> �;��� it , ' +0�� 0 550 1 ,100 Feet
ll g_��_
stot-
TIMMONS GROUP

HYDROCAD REPORT

® (8S)
PR-C LV-US 0
E -US 0
Pond#Area Pond 2 Area
11
EX-D
A
A
Pond#1 (Wetp d)
P nd#2(Wetpond)
----\.,
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EX-COMB PR-CULV-DS nj
PR-COMB
(SubCa) Reach 'on• MI Routing Diagram for Courtyards at the Greenway
Prepared by Timmons Group, Printed 12/18/2023
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards at the Greenway
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
392.650 82 (1S, 8S)
35.630 73 (7S)
12.530 87 (9S)
15.890 74 >75% Grass cover, Good, HSG C (2S, 3S)
17.410 98 Unconnected pavement, HSG C (2S, 3S)
474.110 82 TOTAL AREA

Courtyards at the Greenway Type 1124-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: EX-US Runoff Area=199.690 ac 0.00% Impervious Runoff Depth=5.57"
Flow Length=7,013' Slope=0.0179 '/' Tc=105.8 min CN=82 Runoff=388.01 cfs 92.622 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=6.03"
Tc=5.0 min CN=86 Runoff=229.45 cfs 11.158 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=6.15"
Tc=5.0 min CN=87 Runoff=116.11 cfs 5.687 af
Subcatchment7S: EX-DS Runoff Area=35.630 ac 0.00% Impervious Runoff Depth=4.54"
Flow Length=1,863' Slope=0.0171 '/' Tc=49.1 min CN=73 Runoff=100.23 cfs 13.469 af
Subcatchment8S: PR-CULV-US Runoff Area=192.960 ac 0.00% Impervious Runoff Depth=5.57"
Flow Length=7,013' Slope=0.0178 '/' Tc=106.1 min CN=82 Runoff=373.95 cfs 89.501 af
Subcatchment9S: PR-CULV-DS Runoff Area=12.530 ac 0.00% Impervious Runoff Depth=6.15"
Flow Length=1,662' Slope=0.0174 '/' Tc=28.5 min CN=87 Runoff=66.93 cfs 6.420 af
Pond 2P: Pond#2 (Wetpond) Peak EIev=631.00' Storage=95,852 cf Inflow=116.11 cfs 5.687 af
Primary=24.72 cfs 4.382 af Secondary=80.49 cfs 0.991 af Outflow=105.21 cfs 5.373 af
Pond 7P: Pond#1 (Wetpond) Peak Elev=627.24' Storage=269,444 cf Inflow=229.45 cfs 11.158 af
Primary=36.74 cfs 10.883 af Secondary=7.70 cfs 0.150 af Outflow=44.44 cfs 11.033 af
Link IL: PR-COMB Inflow=402.86 cfs 112.326 of
Primary=402.86 cfs 112.326 af
Link 6L: EX-COMB Inflow=427.38 cfs 106.091 af
Primary=427.38 cfs 106.091 af
Total Runoff Area = 474.110 ac Runoff Volume = 218.857 af Average Runoff Depth = 5.54"
96.33% Pervious = 456.700 ac 3.67% Impervious = 17.410 ac

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: EX-US
Runoff = 388.01 cfs @ 13.17 hrs, Volume= 92.622 af, Depth= 5.57"
Routed to Link 6L : EX-COMB
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
* 199.690 82
199.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
105.8 7,013 0.0179 1.10 Lag/CN Method,
Subcatchment 1 S: EX-US
Hydrograph
I I I I I I I I I I I I I I I I
420-' I I I I I I 1 I I I I I I I I I I I I ❑Runoff
400-1 388.o1 cis I L L I L A 1 L — I— 1 I L H 1 L A 1 L L 1 1
1 1�
360 + H H +
/ - H + I + I � I �/� � yjpea1i24-k1K
3401 , - -1 - 1- t - I- t -1 - - rt -1- t rtISJ� I� t'f � I�n"I
320 / - - 1- T - 1- T -1 - - 7 1 M,no1 Area=199690 ac_
3001 -
2601 1 1 I 1 1 1 1 1 1 I IR nOTIr Une1=W44 ai~
• 2401 Runoff De h .&57
2201 - LA I LA I L I LI I L 1 LA I LL L _L
• 800 - + + - I— + H - - + -I - - -I- HH —Flow L Irnealgth=�,013f
160_ - 1- - - I- fi H - I- t -1 - 1- fi -1- -I- fi 'VII -f
1401 , - r - - I- � � - 1- t -1 - - rt -1- r � -1- t -1 Tc t05.16mfrr
1001 % 0
601 , / 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
40 1 1 1 1 I I I I I I I I I I I I I I I I I
20 !, l��l��ll�l��l��l��l��ll�l��l��ll�ll��l��l��/�������/l�l/�1���
0 10 20 30 40 50 60 70 80 90 100' 110' 120' 130' 140' 150' 160' 170' 180' 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 229.45 cfs @ 11.96 hrs, Volume= 11.158 af, Depth= 6.03"
Routed to Pond 7P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
LL _ I_ LJ _ 1 L4 _I_ LJ _ I_ 1 _I _ I_ 1 . 1
250_/ 4- 4 1 4 4 I 4 4 I- t -I - I- -1 -1- 1 4 I 4 4 I 4 1 - 1 - ❑Runoff
24071 229.45 cis r 1- r r - 1- r 7 - I- T -1 - r H -1- r H -1- r 7 - 7 T -1 - I- H -1-
230= / T
2207 zI 1 1 . 1 I ype]I� C
210 �I 1 � � I 4 I 4 I -1 1 -)in�1
In- voi 0I1,I ,L� g6r
200=zfi -1- 77 - I- 77 - 1- r -1 - 1- 7 -1- ram
190 i 1 I I I I I I 1 1 1 Runoff_il eat22.-2-00 ae-
1801 —I
1701 ,- I 1- I t I t -I -1 1 �,,,,�
160 � K�� �iIt Ir'�+i+1 -I-r r - I- r -r 4 I- t -1 - 1- rt -1 y pp n�
1501 y� I,,
1401 Runci f DeDth 16
13013-I -1- 1 H - I- t I- t -1 - - 4 -1- 1 4 - t - 4 I
01201 - I tt I tH I— t —I — rt -1— trt t H HTC 5.10ff1111Y
LL 1101 ,L 1 1 1 1 1
1001
904, 1 17 I 74 - I- H I HI I 14 - I_ _H 14 --I —
801 p 1 t t 1 t H 1- t 1 1 fi 1 t 4 1 t 4 1 t 1 fi 1
704/ - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
604/
501 , _I_ L I _ I_ _I 1 1 _I - - I _I- L I _I_ L 4 _ I_ I -I - I- I _I-
401 - % I- - I- t I- t I t i I 1 -1 I t 4 I t 1 I i
304/ - 1 1 1 1 I 1 1 1 1 1 1 1 1 1
201 - ;�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 116.11 cfs @ 11.96 hrs, Volume= 5.687 af, Depth= 6.15"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
1 1 f T T l
130, - - - -
125=' ,r L I- L L - - L - I- L - - I- 1 I L J - 1- L J 1 T 1 - 1- 1 1 ❑Runoff
120i-I116.11 cis II- + + - I- + H 1 + -1 - - H -I- + H - 1- LH - I + 1 I H 1-
115Y - T T T H 1 T 1 1 7 T - T -I Type h 134-hr
� ,_ -I_ L J - I- J J - I- J -I - L J -I- L _I R✓,F
105= maim a I t 7 .Z
95_' 1- 7 7 - 1- - 1- T -1 - 77 -1- Igbf Aria 11 110ff
90
851 , - _ LJ - - JJ _ _ J _ — JJ - - JJ _ I_ _I _ I— - - I— _I
801t -1- 1- H - I + H - I- + -1 + H -I--Runoff `J, 1 1
noff olume=&687of
• 751 1 1 1 1 1 1 1 1 1 1 1 1 1
flJ " • 5r,.
701 _La —1
3 651 ,_ -I- J J - I- J - I- J -I - J 1 -I- J J - �l —7V•1
O -1 + + - I- + H I- + 1 + -h 1 1- I + H T+ ��0miry
551 � TT TJ T I T7 T -I T T y+I L
45=
501 , LJ I LJ 1 _L _I L1 _I_ LJ 1 LJ 1 TJcN#s7I/
401 -I- H H - 1- + H - 1- + -1 - I- t -1- ' H -1- -h H - 1- + -1 - 1- + -1-
351 - I I I I I I I I I I I I I I I I I I I I I I
301 ' -
251 _ I L L I L J I_ _L I L 1 I L J I_ _L J I_ L I 1 I
20" - -1- H - I- + H - 1- + -1 - 1- -I- in -1- + -1 - 1- + -1 - I- -F -1-
15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
51
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 7S: EX-DS
Runoff = 100.23 cfs @ 12.49 hrs, Volume= 13.469 af, Depth= 4.54"
Routed to Link 6L : EX-COMB
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
35.630 73
35.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
49.1 1,863 0.0171 0.63 Lag/CN Method,
Subcatchment 7S: EX-DS
Hydrograph
J -I- - I- I - -I- J -I- - - I- -I -
110� ,— 4 —I— + + — I— + . I I — - 4 —I— + + —I— + -1 - 1— + -1 — I- 4 -1 El Runoff
105/I 100.23 cfs I fi t rt rt r t —I t 1 rt
195 ' ; 1 Tel11� C
90/, � i.
85-
1 1 I 1 I 1 1 I 1 I I 1 I 4° r R i�f � � 91
801 , _ J J - I- J J - I- J -I - J J —I_ J Runoff-A 'ea=3-5 30 at
751 , — H - I- - 1- + -I - - 4 -I-p,, - �o u e� 13- -IIf
701 , — + + — I— + + — I— + —I — 1— —I�f0
651 , — r -1 - - 7 -I - - T - - — rt - - r1 —RU11orrDepAh4341"-
LT. 501 1 1 I I I I I I I I I I I FlowLength=1,863E
45k - J J - I- J J - I- J -I - J J -I_ L J -I- J R 71�_o14
401 , / — I I — I— I I — I- I -I - H I -I- 1 4 -I- I �r �I_ 4 _f-
351 , — + + — I— + + — I— + —I — + + -1— + + —I— + -1 - 1 -0=49!11111tIY
301 — fib — I * r r l _ r" 7
251 i
20;
151 , % — 11 1
10 I I 1 1 1 I I I I I I I I I I I
-'_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 8S: PR-CULV-US
Runoff = 373.95 cfs @ 13.20 hrs, Volume= 89.501 af, Depth= 5.57"
Routed to Link 1 L : PR-COMB
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
* 192.960 82
192.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
106.1 7,013 0.0178 1.10 Lag/CN Method,
Subcatchment 8S: PR-CULV-US
Hydrograph
400-' 1 1 1 1 1 I I I I I I I I I I I I I ElRunoff
380;7 1 373.95 cis 1' I 1 i i i 1 I I 1 I 1 1 I 1 1 1 1 1 1
360 T�rpel1l2 hr
320-' - II 1 I I I I I I I 1
_Li RI�"2n1_
320_' ; _ L J - I_ J J - I_ J _I _ I_ 1 -I_ L I _ _ ���!
3001 , Ij - d_ J - I- _HJ - I- 1 -I - I_ _L -I- Rtinoff-Ar'e 19-Q960ac
2801 , - -I - I- -I - I- -I - I- 4 -I- J- -4 - - - - I- -_-1 - - - -1
2601 1- -I - I- T -I - I- T -I - r 4 1 Auflol Vole eFilv-- �1 _au
:g2401 - + + - I- + H - I- + -I - I- H -1- + -1 -Rundff1Dep-th 5571•F
b 2201 - 1- H - 1- fi H - I- fi -1 - I- rt -1- 'T rt -1- fi -1 - 1- 1 — 1— fi —1 -
02001 - % r7 I- r - I- H I 1H I rH Flow Length-=7,913'
17- 180- - T T I- I I T I I- I T 4 I- T 4 n �I�
160; gyp A17 �
1401 ,
1201 - 0 1 I 1 I 1 I 1 1 I -17&106.11 -hi
100; 1 I 1 1 1 1 1 1 1 1 1 1
80� , I 1 1 1 1 1 1 I 1 64
40 -/ - I I I I I I I I I I I I I
201/,;..'.(.. .. . . I���
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 9S: PR-CULV-DS
Runoff = 66.93 cfs @ 12.22 hrs, Volume= 6.420 af, Depth= 6.15"
Routed to Link 1 L : PR-COMB
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=7.69"
Area (ac) CN Description
* 12.530 87
12.530 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 1,662 0.0174 0.97 Lag/CN Method,
Subcatchment 9S: PR-CULV-DS
Hydrograph
I I I I I I I I I I I I I I I I I I I I
.f` 4 1 k -k I 1 4 I -k -1 I -k 1 H A I 1 I 4 -1- - ■Runoff
70;-/166.93 cfs L I
5" - % 1 I I 1 I I
6 Type 11124�-h r
t -1- 1- -I - I- + -1 - 1 -r -I- 1- -1 - 1- t 4 00-Y}R 1 Ry i'f'-00 0-916 -
55_ -
L _1 _ 1_ i _1 _ L _L _1_ L _1 _ 1_ 1Riiloff Ar :tg5L0ad -
�
T
45 Runoff-Vo lume=6.420- -
t 40 I u_no ! Dep-t11h -6111 5 -
O n
LL 35� F_Io ILda a,b62
30 -' I I I I I I I I I I I I I I I I I1,,�`I '�1� I��I1 I I
25- 1 1 1 1 1 1 1 1 1 StopeFO 74-
/"
k / 1- -I - I- + -1 - H -F -1- * -1 - I- + -1 - H -i -1-
20� 1 1 1 1 1 1 1 1 1 1 _1 1 1 1' 41
S M
15� % 1 1 1 1 1 1 CN �7
104-/ /
- r -I -1- fi -1 - 1- rt -1- r -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type 1124-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Pond 7P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 6.03" for 100-YR event
Inflow = 229.45 cfs @ 11.96 hrs, Volume= 11.158 af
Outflow = 44.44 cfs @ 12.11 hrs, Volume= 11.033 af, Atten= 81%, Lag= 9.0 min
Primary = 36.74 cfs @ 12.11 hrs, Volume= 10.883 of
Routed to Link IL : PR-COMB
Secondary= 7.70 cfs @ 12.11 hrs, Volume= 0.150 of
Routed to Link 1 L : PR-COMB
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.24'@ 12.11 hrs Surf.Area= 64,860 sf Storage= 269,444 cf
Plug-Flow detention time=2,217.8 min calculated for 11.032 af(99% of inflow)
Center-of-Mass det. time=2,211.1 min ( 2,996.0 - 784.9 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 617.00' 24.0" Round Culvert
L= 136.4' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 617.00'/616.00' S= 0.0073 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 20.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=36.73 cfs @ 12.11 hrs HW=627.24' (Free Discharge)
L1=Culvert (Passes 36.73 cfs of 45.99 cfs potential flow)
t2=Water Quality Orifice (Orifice Controls 0.51 cfs @ 10.35 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 36.22 cfs @ 3.64 fps)
Secondary OutFlow Max=7.66 cfs @ 12.11 hrs HW=627.24' (Free Discharge)
t 4=Emergency Spillway(Weir Controls 7.66 cfs @ 1.57 fps)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 16
Pond 7P: Pond #1 (Wetpond)
Hydrograph
I I I I II II II II I
t rt I I t —I t I I t 1 I t I I— ■Inflow
229.45 cfs •Outflow
1 J 1 pa_ I_ p Primary
z 1 1 1 1 1 1 1 1 1 1 1 01 ow r�ea— t oI aY ❑Secondary
ary
240� PeaK EIeV' =627.24'
-
J —1 — 1— L 1 J —1 — 1— L 1 J —1 — 1— Storage-269y444_cf
200=:' / I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 1 1 I I 1
- z /
1801V / / I I I I I I I I I I I I I I I I I I I I I I
i i _
1601 / / — I— 7 T 7 -1 - 1- r T -I - I- T -I— I— r T —I —I—
/ / H I 1 H 1 1 I_ L _ J 1 1 H _ 1 I _I I 1_
140-
c 1203/ / I I I I I I I I I I I I I I I I I I I I I I
LL - /
1001 / 1 717 T rt 1 717 17 T 71 71 7 17 T 717 17 T 717 1—
1
80- 44.44 cfs 1 II II 1 1 1 1 II II II II II 1
601 136.74 cfs I I I I I I I I I I I I I I
207 7 70 cfs
- Ar-/ 7
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type 1124-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Pond 2P: Pond #2 (Wetpond)
[93] Warning: Storage range exceeded by 1.00'
[95] Warning: Outlet Device #3 rise exceeded
[95] Warning: Outlet Device #4 rise exceeded
[95] Warning: Outlet Device #5 rise exceeded
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 6.15" for 100-YR event
Inflow = 116.11 cfs @ 11.96 hrs, Volume= 5.687 af
Outflow = 105.21 cfs @ 11.99 hrs, Volume= 5.373 af, Atten= 9%, Lag= 2.2 min
Primary = 24.72 cfs @ 11.99 hrs, Volume= 4.382 af
Routed to Link 1 L : PR-COMB
Secondary= 80.49 cfs @ 11.99 hrs, Volume= 0.991 af
Routed to Link 1 L : PR-COMB
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 631.00'@ 11.99 hrs Surf.Area= 22,065 sf Storage= 95,852 cf
Plug-Flow detention time=450.8 min calculated for 5.373 af(94% of inflow)
Center-of-Mass det. time=419.4 min ( 1,201.5 - 782.0 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)

Courtyards at the Greenway Type II 24-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 14
Primary OutFlow Max=24.53 cfs @ 11.99 hrs HW=630.87' (Free Discharge)
—1=Culvert (Barrel Controls 24.53 cfs @ 13.88 fps)
—2=Water Quality Orifice (Passes < 0.54 cfs potential flow)
—3=Sharp-Crested Rectangular Weir(Passes < 78.88 cfs potential flow)
—5=Sharp-Crested Rectangular Weir(Passes < 50.84 cfs potential flow)
Secondary OutFlow Max=76.85 cfs @ 11.99 hrs HW=630.87' (Free Discharge)
L4=Emergency Spillway (Orifice Controls 76.85 cfs @ 6.10 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
I I I I I T I T T I T T
- - —I — I— I— - H —I — I— I— T —I —I — I— I— —4 —I — I— H- T — — — I— ❑Inflow
i�s.n cfs Outflow
1 1 1 1 1 1 1 1 1 1 1 1 ,I,z 1 1 1 ❑primary
130_ / / �I �r = t 101 a ❑Secondary
120� 1105.21 cfs Peak EIeV1 =631.00'
+ —1 — 1— + + 4 —I — I— H + H —1 — 1— + + + —1 — 1— + + H —1 — I-
100: / / ' I I I I I I I I I I I I I Storage=95�,852 Clf
90-' I I I I I I I I I I I I I I I I I I I I I
-I80.49cfs I + —I — 1— + + + —I — I— I— + —I —I — 1— + + —I —I — I— + + —I —I — 1-
80-
, = / / j J —1 - 1— L 1 J _I _ 1_ L 1 J _I _ I_ L 1 J _I _ 1_ L 1 J _I _ _
.13 70� j
0 60� / '% I I I I I I I I I I I I I I I I I I I I
50� ,i 1 —1 — I— I— t 1 —I - 1— r t 1 —1 - 1— I— t 1 —1 - 1— 1- t 1 —1 — I-
z % �/ J —1 — I— L 1 _t _I _ 1_ L 1 J _1 _ I_ L 1 J _I _ 1_ L 1 J _1 _ _
40� 1 1 I 1 I I 1 1 I I I 1 I I 1 1
cfs l
303' V 1 1 1 1 1 1 1 1 1
203/
/
10-
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Type 1124-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 17
Summary for Link 1 L: PR-COMB
Inflow Area = 238.790 ac, 7.29% Impervious, Inflow Depth = 5.64" for 100-YR event
Inflow = 402.86 cfs @ 13.09 hrs, Volume= 112.326 af
Primary = 402.86 cfs @ 13.09 hrs, Volume= 112.326 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: PR-COMB
Hydrograph
II1IIL1ILHI11 I 1 1
4 I - I- H -I - I L H -I- L H -I- H 4 -I H 4 -I - I + I- H H - ■Inflow
440-' i I aoz.as its�I — I— t —I — I— fir -I- fir -I- r rt - - r rrt -I - I- t -I - I- t if - _U Primary
420,-1402.86 cfs% —I T I T T T T TImfloW Area-2-38.79Orac
40047
1111111111111111111111
380-' i
360 i 1 I H I I L H I L H I L H I H H I I T 1 I H H
340 i v 1 I- + I - I- -I- L H -I- H 4 1 - H 4 -I - 1 + 1 - I- + H -
320 / r -1- Tr -1- Trt - - rrt - - - T -1 — I— T � -
300 I I I I I I I I I I I I I I I I I I I I I I I
280 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1
_' /
17; 260=' i
240 i 1 1 H I I_ TH I LH I_ HH 1 - I- H -I - 1 T 1 - I- HH -
3 2204K z 1 I- + 1 I- H I L H -I- I- -+ -I - H 1 1 + 1 I- H
LL 200; iIst;
T -I - I- TT -I- TT -I- T7 - I- T -I - I- T -I - TT -
180-160100� ± -1 = 1- ± H -I- TH =1= 1- -h =1 = 1- ± =1 = 1 + 1 - I- -T1 - 1- TT1TT1T7TT1T TT - 1TT -
60
0 10 20 30 40 50 60 70 80 90 100' 110' 120' 130 140' 150 160' 170' 180' 190' 200 210 220' 230' 240 250
Time (hours)

Courtyards at the Greenway Type 1124-hr 100-YR Rainfall=7.69"
Prepared by Timmons Group Printed 12/18/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Link 6L: EX-COMB
Inflow Area = 235.320 ac, 0.00% Impervious, Inflow Depth = 5.41" for 100-YR event
Inflow = 427.38 cfs @ 13.05 hrs, Volume= 106.091 af
Primary = 427.38 cfs @ 13.05 hrs, Volume= 106.091 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 6L: EX-COMB
Hydrograph
I I I I I I 1
L I I L I I L L I L L I L I L L I I L I I L J ■Inflow
4603' /1427.38 ds LI — I— + —I — I— H —I —I— T H —I— 1— 7 —I — H w4 —I — I— + —I — I— T —I — ■Primary
44041 427.38 cfs — 1— L L H I L H —I— r I Ili f�L9il1�Area-ea-�5.32Orac
420
380 i I I L 1 1 L H I L H I 17 1 H H I I T I I L H
360� i —I — I— t —I — I— tt —I— fit —I— r7 —I — rt —I — I— t —I — I— t —
340-f i I I I I I I I I I I I I I I I I I I I I I I I
320 ' z 300-V 11 L I I_ LL 1 LL 1 L7 I LL 1 I LL 1 LA
280 ;� I I— L I — I L H —I— L H —I— H 4 1 — r 4 —I — I + I — I— L H -
- 26(W — — — t — — - -r — - t — - rrt — - rrt — — — t — - I— t —I
—
z i — — 1— L —1 — I— L H —1— L _I _I_ L 4 _I — L 4 —1 — I_ _L _ I— L H —
1801I — I— t —I — 1— t t —I— t t —I— t 7 —1 — H t —I — 1— t —1 — I— t H —
1605 7 - 1- T I — I— T T —I— T T —I— T 7 —1 — 7 7 —I — T —I — I— T —
1004Ir z I L 1 L 1 H 4 I r I + 1 L H
80° ' I -r L 1 r 1 r rt r rt 1 I 1 L
401/
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

APPENDIX B
HYDRAULICS
Flood Study Map
HEC-RAS Cross Sections— Existing Conditions
HEC-RAS Cross Sections— Post-Project
HEC-RAS Output Table — Existing Conditions
HEC-RAS Output Table — Post-Project

FLOOD STUDY MAPS

•
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I 1 1 ____ / .l V / V A 9` I A \ 100 YEAR FLOODPLAIN I I _I A 1 1�11 AA V A O
/\ I \ /� e / I \ 1= //1 / l 1 III v1 m , I I _�� 1 I ` �.\ I1 �1 / \\ \ O O
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I ,�, I „/1 , � / - II v 1a _ INSET A o II
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/ - _ - s/ / I PROPOSED 84'CIRCULAR DRAWN BY
\ a_�� 2#.,�, PoP �, _N� �`�,,`mm�rr� 1 ALUMINIZED METAL PIPE(CAMP) _ _ J.WINES
A`e / J/ _r>�-�w��riat� -r leo aaoPWnr t' � :G �: eI / \�
`ae, EXISTING CONDITIONS
/ -J _ \�I_ �"�1�1.�' DESIGNED BV
- / �� 1"�trg„ ��e 100-YEAR FLOODPLAIN ; `\
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'Y 2.TOPOGRAPHY PROVIDED FROM TIMMONS GROUP AND SUPPLEMENTED WITH ZJE1430 624.46 628.68 4.22 ��` v / �F / �' ' I I 1 1 �1 / li
\ / / / , / NC FLOODMAPS LIDAR. m
1367 623.99 628.67 4.66 1 / // / // / �' / / I / / / / / / / / / / V a 8
1299 623.72 628.65 4.93 U
/ \ I / / / / , y I / 1 I 1 7 / / / // i�.j // o" J 7 Z O "3
1228 Poppy Way-84"CAMP r,.fi'I l l J / / I1 / , • m
11
c 1161 622.66 622.62 -0.04 � V - -\ // / / 1 2-- I / // ��®/,,� / / /lam '/ I ,/I / ,/ l l -, r' -z LEGEND
m 1069 622.33 622.25 -0.08 1 `O�� / / A ' / / / / / / ' / �, m
/ {{ \ / /t� / l /�' ' ' / I / / I /i _ )/ EXISTING MAJOR CONTOURS
m 975 621.94 �• ,�, / / / I / 6'1 I /I ' / / /// -i// / �, d EXISTING MINOR CONTOURS e o
881 621.35 621.29 �. - ''�/ 1 // /,/ / / / I I / /3 /\ 2 PROPOSED MAJOR CONTOUR __
Vt \ / / T �- / / o __ PROPOSED MINOR CONTOUR E.
3
813 620.93 620.87 �• / 1 I ,II l/// /////,y - I/ // / k j ' / j
¢g�47 t / rItaz r / ETING 100-YEAR FLOODPLAIN 32 / / , / 5 2674 \ E+ 5t / _-_ _ / E D
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l l i as vvI (� / SCALE 1.=60�(I/ : J
I / / \ i '�~ \ I / /I \ \ I lL : 0 60' 120' 8 m
r

HEC-RAS CROSS SECTIONS - EXISTING CONDITIONS

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1663
.1 .1 D
645 4
4 Legend
_
5
EG 100-YR
WS 100-YR
640- Crit 100-YR
•
Ground
•
Bank Sta
635-
c
o -
m
m
w
630-
625-
620
0 100 200 300 400 500
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1582
.1 H . < .1 H
645 0
4 Legend
5
EG 100-YR
WS 100-YR
640- Ground
•
Bank Sta
635-
c
o -
m -
m
w
630-
625-
620
0 100 200 300 400
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1503
.1 a < —.1
640
4 0 Legend
5
EG 100-YR
WS 100-YR
Ground
635- •
Bank Sta
F
m 630-
a)
w
625-
620
0 50 100 150 200 250 300 350 400
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1430
.1 D < .1
640
4 0 Legend
5
EG 100-YR
WS 100-YR
635- Ground
•
Bank Sta
630-
c
o -
w
625-
620-
615 I
0 100 200 300 400
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1367
< .1 4. H .1
636
4 Legend
5
EG 100-YR
634
WS 100-YR
t
632 Ground
•
Bank Sta
630-
628-
c
0
w 626-
624-
622-
620-
618
0 100 200 300 400
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1299
< .1 )0. K .1
634
4 Legend
EG 100-YR
632
WS 100-YR
t
Ground
630- \00.•\05
•
Bank Sta
628-
c
m 626-
>
m
w
624-
622-
620-
711
618 1 1 , 1 ' 1 ' 1 ' 1 ' 1 ' 1
0 50 100 150 200 250 300 350 400
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1161
< —.1 . < .1
632 0
4 Legend
5
ill I\ EG 100-YR
630- WS 100-YR
t
Ground
•
Bank Sta
628-
F 626-
c
0
m
d
w 624-
iderse--
622-
■620--
618
0 50 100 150 200 250 300 350
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS= 1069
< .1 >1 . E .1 >
632 0
4 Legend
5
EG 100-YR
630- WS 100-YR
t
Ground
•
Bank Sta
628-
F 626-
c
o -
o
m
w 624-
622-
620- ifall"..111"1"-"IliP.1111.1.111°.°1111.1111°
618 1 1 1 1 1 1
0 50 100 150 200 250 300 350 400
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=975
.1 H . < .1
632 0
4 Legend
5
EG 100-YR
630- WS 100-YR
- t
Ground
•
Bank Sta
628-
F 626-
c
o -
m
m
w :::
-
620-
618
0 100 200 300 400
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=881
.1 ➢<.045D< .1
634-
Legend
EG 100-YR
632-
WS 100-YR
_ t
Ground
630- •
Bank Sta
628-
c
626-
o
624-
622-
620-
618
0 100 200 300 400 500
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=813
< .1 -<.045> .1
632
Legend
EG 100-YR
630-
WS 100-YR
_ t
Ground
628- •
Bank Sta
626-
c
•
624-
w
622-
620-
618-
616
0 50 100 150 200 250 300 350 400
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=721
.1 D < .1
628
4 0 Legend
5
626-
EG 100-YR
WS 100-YR
Ground
•
Bank Sta
624-
m 622-
w
620-
618-
/7
616
0 50 100 150 200 250 300 350
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=626
—.1 ➢<.045➢< .1
628
Legend
EG 100-YR
626- WS 100-YR
Crit 100-YR
Ground
624- •
Bank Sta
F 622-
c
o -
a
w 620-
618-
616-
614
0 50 100 150 200 250 300 350
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=530
.1 . < .1
628 0
4 Legend
5
EG 100-YR
626-
WS 100-YR
_ t
Ground
•
624- Bank Sta
622-
c
620-
o
618-
616-
614-
612
0 50 100 150 200 250 300 350
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=431
.1 > Q .1
630 0
4 Legend
5
EG 100-YR
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
g 622-
c
0
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=372
.1 ><.045 .1
630-
Legend
EG 100-YR
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
g 622-
c
0
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300
Station(ft)

CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=277
.1 H . H .1
630- 4
- 5 0 Legend
EG 100-YR
\rirei
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
g 622-
c
0
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300 350
Station(ft)
CourtyardsGreenway Plan: Existing Conditions 12/18/2023
Geom:Existing Conditions Flow: Existing Conditions
River=River 1 Reach=Reach 1 RS=221
.1 > Q .1
628
4 0 Legend
5
EG 100-YR
626-
WS 100-YR
Crit 100-YR
624-
Ground
•
622 Bank Sta
g 620-
c
w 618-
616-
614-
11.611>alaza"""..-41.11.4.1.11.9.11.1111..iirdir
612-
610
0 50 100 150 200 250 300 350
Station(ft)

HEC-RAS CROSS SECTIONS - POST-PROJECT

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS= 1663
.1 ➢ .1
645 0 4 Legend
5
EG 100-YR
■ WS 100-YR
640- Ground
•
Bank Sta
635-
c
o -
m
m
w
630-
625-
620
0 100 200 300 400 500
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS= 1582
.1 H . < .1 H
645 0
4 Legend
5
EG 100-YR
• WS 100-YR
640- Ground
•
Bank Sta
635-
c
o -
m -
m
w
630-
625-
620
0 100 200 300 400
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS= 1503
.1 a Q .1
645
4 0 Legend
5
EG 100-YR
WS 100-YR
640- Ground
•
Bank Sta
635-
c
o -
630-
Nr...4646,41. 0.
625-
620
0 50 100 150 200 250 300 350 400
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS= 1430
.1
640-< 1� 0 1� 0 • Legend
1 4
3 5
EG 100-YR
WS 100-YR
635- Crit 100-YR
•
Ground
•
Ineff
•
630 Bank Sta
c
0
m
w
625-
620-
615
0 100 200 300 400
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=1367
.1 . < .1
640 0
4 Legend
5
EG 100-YR
WS 100-YR
•
635- Ground
•
Bank Sta
630-
o
> -
a
w
625-
620-
615
0 100 200 300 400
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=1299
.1 . < .1
640-
4 Legend
5
EG 100-YR
• WS 100-YR
635- Crit 100-YR
■
A A Ground
•
Ineff
•
Bank Sta
630-
c
o
w
625-
V,\\
620-
615
0 50 100 150 200 250 300 350 400
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=1228 Culv
.1 > . < .1
640 0
4 Legend
5
EG 100-YR
WS 100-YR
635- Crit 10▪0-YR
■
--------------
♦ -- -__ Ground
♦ ♦
Ineff
•
Bank Sta
:::
c
0
m
w
620-
615
0 50 100 150 200 250 300 350 400
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=1161
.1 > < .1
640
4 0 Legend
5
EG 100-YR
WS 100-YR
635- Crit 100-YR
■
Ground
•
Ineff
•
630 Bank Sta
♦
0
>
w
625-
620-
0 50 100 150 200 250 300 350
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS= 1069
.1 .1
640 0
4 Legend
5
• EG 100-YR
WS 100-YR
635- • Ground
•
Bank Sta
630-
c
0 -
m
>
m
w
625-
620-
615
0 50 100 150 200 250 300 350 400
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=975
.1 H . < .1—
632 0 Le
4
5
EG 100-YRgend
630 WS 100-YR
Ground
•
Ineff
628 •
Bank Sta
F 626
c
0
a
m
w 624
622 ----
620
618
0 100 200 300 400
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=881
—.1 ><.045:-< .1
630-
Legend
EG 100-YR
WS 100-YR
628- t
Ground
•
Ineff
•
626 Bank Sta
m 624-
m
w
622-
620
618
0 100 200 300 400 500
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=813
.1 ><.045> .1—
—)1
630
Legend
EG 100-YR
628- WS 100-YR
- t
Ground
•
Ineff
626- •
Bank Sta
F 624-
c
o -
m
m
w :::
�
618-
616
0 50 100 150 200 250 300 350 400
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=721
.1 > Q .1
632 0 4 Legend
5
EG 100-YR
630
WS 100-YR
Ground
•
628
Bank Sta
626
F
m 624
622
620
618
616
0 50 100 150 200 250 300 350
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=626
.1 ➢<.045➢< .1— —d
632
Legend
EG 100-YR
630-
WS 100-YR
Crit 100-YR
628-
Ground
•
626- Bank Sta
624-
c
0
w 622-
620-
618-
616-
614
0 50 100 150 200 250 300 350
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=530
.1 . < .1
630- 0 Legend
4
5-
EG 100-YR
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
g 622-
c
0
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300 350
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=431
.1 . < .1—
630 4
4 Legend
5
EG 100-YR
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
g 622-
c
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=372
—.1 ><.045 .1
630
Legend
EG 100-YR
628-
WS 100-YR
_ t
626 Ground
•
Bank Sta
624-
622-
c
0
w 620-
618-
616-
614-
612
0 50 100 150 200 250 300
Station(ft)
CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=277
.1 . Q .1
635 0 4 Legend
5
EG 100-YR
WS 100-YR
630 Ground
•
Bank Sta
625
F
c
0
a
m
w
620
615-
610
0 50 100 150 200 250 300 350
Station(ft)

CourtyardsGreenway Plan: Proposed Conditions 12/18/2023
Geom:Proposed Conditions Flow: Proposed Conditions
River=River 1 Reach=Reach 1 RS=221
.1 > Q .1
628 0 4 Legend
5
EG 100-YR
626
WS 100-YR
624- Crit 100-YR
•
Ground
•
622 Bank Sta
g 620-
c
0
>
w 618-
616-
614-
612-
610
0 50 100 150 200 250 300 350
Station(ft)

HEC-RAS OUTPUT TABLE - EXISTING CONDITIONS

HEC-RAS Plan:EC River:River 1 Reach:Reach 1 Profile:100-YR
Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Reach 1 1663 100-YR 388.00 621.97 626.07 625.86 626.46 0.007461 5.86 148.20 152.14 0.57
Reach 1 1582 100-YR 388.00 621.78 625.52 625.84 0.007261 5.47 148.99 126.77 0.55
Reach 1 1503 100-YR 388.00 620.25 624.87 625.25 0.007576 5.80 136.44 106.85 0.53
Reach 1 1430 100-YR 388.00 619.41 624.46 624.77 0.005287 5.15 146.92 114.53 0.45
Reach 1 1367 100-YR 388.00 619.34 623.99 624.36 0.007796 5.90 144.85 123.45 0.56
Reach 1 1299 100-YR 388.00 618.84 623.72 623.91 0.004583 4.90 196.33 120.30 0.43
Reach 1 1161 100-YR 428.00 618.36 622.66 623.05 0.008168 6.24 154.19 122.34 0.58
Reach 1 1069 100-YR 428.00 618.25 622.33 622.45 0.004127 4.31 264.05 181.29 0.41
Reach 1 975 100-YR 428.00 618.16 621.94 622.05 0.004354 4.10 261.69 184.25 0.44
Reach 1 881 100-YR 428.00 618.85 621.35 621.49 0.008551 4.21 205.02 164.66 0.58
Reach 1 813 100-YR 428.00 617.81 620.93 621.05 0.004950 3.84 228.11 146.13 0.46
Reach 1 721 100-YR 428.00 616.11 620.47 620.60 0.004645 4.27 244.93 168.60 0.44
Reach 1 626 100-YR 428.00 615.30 619.32 619.32 619.80 0.017559 6.67 129.04 136.17 0.83
Reach 1 530 100-YR 428.00 613.56 618.74 618.93 0.004676 4.82 219.48 143.40 0.45
Reach 1 431 100-YR 428.00 612.75 618.17 618.44 0.004984 5.35 184.57 112.43 0.44
Reach 1 372 100-YR 428.00 613.47 618.06 618.19 0.002661 3.94 249.43 143.65 0.36
Reach 1 277 100-YR 428.00 612.09 617.66 617.88 0.003829 4.96 218.66 138.37 0.40
Reach 1 221 100-YR 428.00 611.97 617.43 616.72 617.65 0.004585 5.09 207.28 125.44 0.41

HEC-RAS OUTPUT TABLE - POST-PROJECT

HEC-RAS Plan:PC River:River 1 Reach:Reach 1 Profile:100-YR
Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Reach 1 1663 100-YR 374.00 621.97 628.71 628.73 0.000223 1.49 676.26 248.64 0.11
Reach 1 1582 100-YR 374.00 621.78 628.70 628.71 0.000168 1.33 716.37 230.86 0.09
Reach 1 1503 100-YR 374.00 620.25 628.69 628.70 0.000143 1.28 736.50 211.88 0.08
Reach 1 1430 100-YR 374.00 619.41 628.68 623.71 628.69 0.000090 1.08 811.27 200.91 0.07
Reach 1 1367 100-YR 374.00 619.34 628.67 628.68 0.000093 1.15 781.97 173.70 0.07
Reach 1 1299 100-YR 374.00 618.84 628.65 622.89 628.67 0.000181 1.66 411.58 168.71 0.10
Reach 1 1228 Culvert
Reach 1 1161 100-YR 403.00 618.36 622.62 622.25 623.02 0.008239 6.22 125.64 91.10 0.58
Reach 1 1069 100-YR 403.00 618.25 622.25 622.37 0.003988 4.17 247.32 161.30 0.40
Reach 1 975 100-YR 403.00 618.16 621.88 621.98 0.004206 3.97 245.90 177.65 0.43
Reach 1 881 100-YR 403.00 618.85 621.29 621.42 0.008764 4.15 195.00 210.12 0.58
Reach 1 813 100-YR 403.00 617.81 620.87 620.98 0.004930 3.75 218.86 155.04 0.46
Reach 1 721 100-YR 403.00 616.11 620.41 620.54 0.004590 4.19 234.72 166.32 0.44
Reach 1 626 100-YR 403.00 615.30 619.28 619.28 619.75 0.017300 6.53 123.31 135.04 0.82
Reach 1 530 100-YR 403.00 613.56 618.65 618.84 0.004778 4.79 206.76 140.76 0.45
Reach 1 431 100-YR 403.00 612.75 618.09 618.35 0.004931 5.26 175.07 109.69 0.43
Reach 1 372 100-YR 403.00 613.47 617.97 618.11 0.002653 3.87 237.27 141.28 0.36
Reach 1 277 100-YR 403.00 612.09 617.57 617.80 0.003836 4.90 206.58 135.85 0.40
Reach 1 221 100-YR 403.00 611.97 617.34 616.66 617.56 0.004589 5.03 196.31 123.12 0.41

SCOUR CALCULATIONS

ESTIMATING SCOUR AT CULVERT OUTLETS-SEE FHWA HEC 14,CHAPTER 5
FHWA CRITERIA MODIFIED BY SHA,JANUARY 25,2005
B f 4340.0 reopen cel opere na SOIL TEST BORING B-30
Y L E Chorine 06 2620e ELEVATON.
51 _
nal mawn
Wale w.0 -
CRY
.x.w nR.u.c-PRY
PNOXICT,.NW Cot**n o.....,.x W.a.oma..w cme....w
raven aou7a. r.s11a,Kb CON.MICR NM.
u,.c«cW.w'NC am.
ONECNEDDV: OM IMAM INNU.INe
�. xy pp _• aTaeo.e0 fNTTwTw
S wrolw nxacrsre• P>a 11 Ai•
Y1 a
9 '1 e 9
o ,
4 AsWr.v�r St Lan stn.,fee___
;sibm
w h r.
CON
b•op, e. - ,W
- .apF
how Robbie 10Ie....r,...,Ob.7.F.
.F a MO
L M
i }
b ' _ O T
.0 Wpneccim 1. M- - j{
-hag.ea.and•n.o,.
•LOW Me+•MWN.e. pent ..M.we...n.•n+.
Culvert Diameter 7 ft x_env den et _ _ -.ten _ J tr
DS Velocity 13.15 ft/s -_- _ - _ - - - --- Y-- -
Soil type ML Silt 'twin en." }h - at t
Platicity Index(PI) 5 1 '-.du... r_ tenon end wen WY_-
Shear Strength(Sy) 500 Ibs/ft"2 t--a ari .`..,_- - rL.�--c ,` -
Slope 0.3% 0 -in - - tin a.a..r.r e.tn.MM
0 10 20 30 40 50 40 A 02 ea ,00
1) Compute critical tractive shear strength
r.a 0.001(S.•u„)tan(30•1 73 P11
0.95268733
2) Compute the modified shear number,Snm,at the peak discharge and height above bed ratio,Hd,for slopes>0%
x
352.1298537
3) Determine scour coefficients from Table 5.4 and coefficients for culvert drop height,Ch,from Table 5.2 and slope from Table 5.1
Table 8.2.CodMd.nt C,.for Outlets above the Bed
Ha' Depth Width Length Volume
0 1.00 1.00 1.00 1.00
1 1.22 1.51 0.79 1.28
2 1.26 1.54 0.73 1.47
4 1.34 1.66 0.73 1.55
'H.is the height above bad in pipe diameters
Table 5.3.Coefficient C.for Culvert Slope
Slope% Depth W10111 Length Vokmre
0 1.00 1.00 1.00 1.00
2 1.03 1.28 1.17 1.90
5 1.08 1.28 1.17 1.30
>7 1.12 1 28 1 17 1 30
Table 5.4.Coefficients for Culvert Outlet Scour In Cohesive Soils
u I, a o.
Depth.ha 0 86 0 18 0 10 1 37
Width.Wv 3.55 0.17 007 563
Length.Ls 2 82 0.33 0 09 4 4(3
Vdume,V, 0.62 0.93 023 248
Ch 1
Cs 1
4) Compute the scour hole dimensions using Equation 5.2 for circular culverts:
h, W, L, V. _C'CF(4 pV' a t
[0. 0 Lc;
12. )(316
SCOUR HOLE DIMENSIONS
Height hs(ft) 13.7
Width Ws(ft) 57.1
Length Ls(ft) 110.6

RIPRAP CULVERT OUTLET BASIN -SEE FHWA HEC 14, CHAPTER 11
FHWA CRITERIA MODIFIED BY SHA, JANUARY 25, 2005
Directions for user: Fill in the appropriate values for the cells with a yellow background.
The spreadsheet will then calculate the recommended dimensions for the riprap
basin at the culvert outlet. Refer to the Figures Spreadsheet for Definition of Values
TABLE 1 -INPUT DATA
CULVERT CULVERT Voutlet OUTLET TAILWATEF CULVERT OUTLET ---
HEIGHT WIDTH DEPTH Y2 DEPRESSIOI FROUDE# TW/Ye ---
H W Ye Hd Fr RATIO
see note 1 see note2 see note3 see note 4
ft ft fps ft ft ft.
7 7 13.15 0.98 0.77
NOTES 1 V=Q/A where A is the wetted area at brink of culvert
2 box culverts: Ye=culvert outlet(brink)depth
non rectangles: Ye= (A/2)^0.5
where A is the wetted area at brink of culvert
3 For best results,TW/Ye< 0.75
4 Hd =culvert depression below streambed
TABLE 2 COMPUTATION OF BASIN LENGTH AND WIDTH
RIPRAP D50(FT.) D50/Ye Hs/Ye Hs LENGTH LENGTH GOVERNING BASIN (Hs+Hd)/D50
SEE NOTE 1 SCOUR METHOD 1 METHOD 2 LENGTH WIDTH
DEPTH L=10Hs L=3W L WB
SEE NOTE 2 SEE NOTE 3 SEE NOTE 4
CLASS 1 0.79 0.14 1.32 7.43 74.3 21.00 74.3 77.8 10.68
CLASS 2 1.33 0.24 0.63 3.54 35.4 21.00 35.4 51.8 3.41
CLASS 3 1.92 0.34 0.25 1.38 13.8 21.00 21.0 42.2 1.24
NOTE 1 SCOUR DEPTH TO BRINK DEPTH RATIO NOTE 4
Hs/Ye= Fr*(1/(D50/Ye))^0.54-1.5 BEST RESULTS WITH ENERGY DISSIPATION
ARE ACHIEVED WITH A PRE-FORMED SCOUR
NOTE 2 CULVERT WIDTH (W) HOLE HAVING A DEPTH (Hs+Hd)EQUAL TO A
DETERMINE W AS FOLLOWS: VALUE OF TWO OR MORE TIMES THE D50
SINGLE CULVERTS RIPRAP SIZE((Hs+Hd)/D50=>2)
BOX CULVERTS: W = BOX WIDTH
ROUND/OVAL PIPES: W = DIAMETER OR HORIZONTAL DIMENSION
MULTIPLE CULVERTS:W=W of SINGLE CULVERT
NOTE 3 BASIN WIDTH (WB)CALCULATIONS
BASIN WIDTH =WB =N*W+(N-1)*S+2*(L/3+2*Y2+2*FB)
FILL IN VALUES OF W, N AND S BELOW
WHERE W = CULVERT WIDTH OF SINGLE CULVERT W = 7
N = NUMBER OF BARRELS N = 1
S=SPACING BETWEEN CULVERTS S= 0
L= BASIN LENGTH FB= 1.00
Hs= SCOUR DEPTH
FB= BASIN FREEBOARD

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