20200683 Ver 1_Stormwater Plan IA 2019-12-16 Wake-min_20200522

Stormwater Impact Analysis

Project: SPC Mechanical
1500 Wendell Blvd
Wendell, NC
County #: SEC-025103-2019

Timmons Group
5410 Trinity Road, Suite 102
Raleigh, NC 27607
[phone]
[e-mail]

12/16/2019

REVISIONS:

Table of Contents

1) Stormwater Narrative
1. Project Background
2. Proposed Project Description
3. Proposed Stormwater Management
a. Summary
b. Water Quality Requirements
c. Water Quantity Requirements
d. Methodology for Stormwater Modeling
e. Hydrology
f. Hydraulics
4. Nitrogen Loading Summary
a. Methodology
b. Buydown
5. Conclusion

2) Wet Pond Design Calculations
1. SCM #1
2. SCM #2
3. Wake County Stormwater Hybrid Tool
4. SHWT Report

3) Hydraflow Detention Routing Calculations (SCS Method)
1. Hydraflow Report for Pre & Post Runoff (1-, 10- & 100- Year Storms)
2. SCS Weighted Curve Number (CN) Summary
a. Pre-Development
b. Post-Development
3. NOAA Rainfall Intensity Table

4) Storm Drainage Calculations
1. Network Map
2. Pipe Design Table
3. HGL Profiles (10 Year)

5) Maps
1. NRCS Soils Maps
2. USGS Topo Map
3. FIRM Panel
4. Surface Water Classification
5. Pre-Development Drainage Areas (DA1.0)
6. Post-Development Drainage Areas (DA2.0)
7. Inlet Catchment Areas (DA3.0)

Stormwater Narrative

Stormwater Narrative

Project Background

The SPC Mechanical Headquarters project is located at 1500 Wendell Blvd in Wendell,
Wake County, North Carolina. The property identification number (PIN) is 1774665953.
The site consists of approximately 4.93 acres of wooded area. The existing soils are
Rawlings-Rion complex “RgC” and Chewacla and Wehadkee “ChA”, in the Hydrologic
Soils Groups “C” and “D”, respectively. Most of the site drains south and west into
Buffalo Creek, in the Neuse River basin. The surface water classification is B;NSW.
FIRM Panel 3720177400J indicates the site does contain special flood hazard areas.

Proposed Project Description

This project consists of construction of 7 buildings over a phased development timeline.
The proposed improvements will result in a post-developed impervious cover of 5.11 Ac
(49%).

Two wet Pond SCMs are proposed to meet water quality requirements for the project.
The SCMs will treat the proposed impervious area.

Proposed Stormwater Management

This project shall meet Town of Wendell stormwater requirements in accordance with
the Town Code of Ordinance and Stormwater Program for Nitrogen Control.

Water Quality Requirements:

The nutrient load contributed by new development activities is held at 3.6 lbs/ac/yr. The
total nitrogen loading rate cannot exceed 10 lbs/ac/yr for non-residential developments.

Calculations show a computed export after treatment of 7.50 lbs/ac/yr. A nutrient offset
payment will be used to comply with nutrient reduction to 3.6 lbs/ac/yr requirements.

Water Quantity Requirements:

Development with a net change in peak flow for the 1 yr-24hr storm event in excess of
10% the pre-development peak will be required to provide mitigation in the drainage
area showing an increase.

Calculations show a computed pre-development peak flow rate for the 1 yr-24hr storm
event of 6.52 cfs and a post-development peak flow rate of 6.17 cfs. This is a net
reduction of the peak flow for the 1 yr-24hr storm.

Methodology for Stormwater Modeling:

A pre-development and post development hydrologic analysis was completed for the
site using the SCS TR-20 method. A hydraulic analysis was completed using Hydraflow
modeling software to route these storm events through the proposed detention and
outlet structures.

Hydrology:

The SCS TR20 method was used to determine the peak discharge rates for pre-
development and post-development conditions, develop runoff hydrographs and size
the detention storage for the SCM. Rainfall data used in the design was taken from
published NOAA data for the town of Wendell (see Hydraflow SCM routing
calculations). SCS Runoff curve numbers were based on Table 2-2 in the TR55 manual
(see Hydraflow SCM routing calculations for weighted curve numbers calculations). The
Time of Concentration (Tc) values were determined using the TR55 method for sheet,
shallow and concentrated flows, with a minimum Tc of 5 minutes.

Hydraulics:

Computer simulated reservoir routing using Hydraflow modeling software was
completed for the 1-year, 10-year and 100-year storm events utilizing stage-storage and
stage-discharge functions. Stage-storage was determined using the proposed grading
contours of the detention system and stage-discharge functions were developed using
the proposed outlet structures.

Pre & Post Development Runoff Summary:

See Hydraflow Detention Routing Calculations Section for detailed calculations.

Nitrogen Loading Summary

Methodology:

The nutrient loading calculation was performed using the Wake County Hybrid
Stormwater Tool v2.2. See Nitrogen Calculations Section for detailed calculations.

Buy Down:

Since the net TN export rate after SCM treatment is less than 10.0 lb/ac/yr, the site is
eligible for a nutrient offset in-lieu fee payment to the Division of Mitigation Services or
applicable private mitigation bank.

Conclusion

This project as proposed will comply with the current Wake County stormwater
requirements.
Wet Pond Design Calculations

Project:SPC Mechanical Project No.: 43807
Calculated By: David Hojsan Date:12/09/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus n/a
Description Acres Description Qty Inc Area Total Area
Parking Lot 2.03 0.00
Roof 0.72
Open/Landscaped 0.94
Land Taken up by BMP 0.28
Subtotal 0.00
Description Length Imp/Ft Total Area
0.00
0.00
Subtotal 0.00
Total to Pond 3.97
Pond Basin CN 91 0.00
Acres
0.00
2.75 3.0
2.75 1.77
3,061
Total Drainage Area To SCM 3.97 5,687
Percent Impervious Area 69%
Streets and SW
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
Basin Characteristics
Wet Pond Design Calculations
Pollutant / Nutrient Removal
BMP 1
Other
Grand Total
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay
& Main Pond Combined)Impervious Area
Offsite Impervious Area
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Post-Development Drainage Area Estimated Impervious
Area to Pond Lots
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
271.0
272.0 753 35 0.0
273.0 1,103 100 1.0 928 0 928
274.0 1,485 200 2.0 1,294 150 1,444
275.0 1,893 322 3.0 1,689 261 3,394
276.0 2,331 478 4.0 2,112 400 5,906
277.0 2,794 660 5.0 2,563 569 9,038
278.0 3,282 866 6.0 3,038 763 12,839
279.0 2,795 1,100 7.0 3,039 983 16,860
Total 7.0 14,662 3,126 17,788
20%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
280.0 4,333 1,354 0.00 Notes
281.0 8,360 -1.00 6,347 6,347
281.4 8,836 -1.39 3,358 9,705 WQE / TPE
282.0 9,578 -2.00 5,611 15,316
283.0 10,852 -3.00 10,215 25,531
284.0 12,184 -4.00 11,518 37,049
-
Vperm =14,662 C.F. (Main Pond)
Abottom shelf =4,333 S.F. (Main Pond)
Depth of Water over shelf =0.0 FT
Perimeter perm pool =360 L.F. (Main Pond)
Width submerged part of shelf =6.0 FT
Davg =3.38 FT
Depth for SA/DA =3.00 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=69.3%
Rv = 0.05 + 0.009(I) Rv =0.673
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =3.97 acres
Storage Required =9,705 cu. ft.
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Accum' Total
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Bottom of Sediment Storage
Top of Sediment Storage
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
1.39 5,687 8,836 9,705 281.39
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
1.75 Orfice Diameter (inches)
1.32 Driving Head to Centroid of Orfice (ft)
0.05 Q1.0" Drawdown Rate (cfs)
9,705 Water Quality Volume (VWQ)
VWQ/(Q1" x 86,400)Drawdown Time (days)
2.1 Drawdown Time (days) (2 - 5 days)
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Wet Detention
284.00 ft
20.00 ft
283.00 ft
282.50 ft
5x5 ft 4'X4' Inner
281.40 ft
284.00 ft
280.00 ft
280.00 ft 1.75 in
281.35 ft 2x2 ft
279.00 ft
272.00 ft
271.00 ft (Min 1 ft)
279.00 ft
24.00 in Diameter RCP
47.00 ft 2.14 %
278.00 ft
281.84 ft 2.40 CFS
282.17 ft 5.01 CFS
282.74 ft 16.13 CFS
283.21 ft 32.44 CFS
Top of Riser:282.50 1.75 in Orifice Elev
280.00 10' Berm 284.00
Spillway 283.00
100 Yr 283.21
10 Yr 282.74
2 Yr 282.17
1 Yr 281.84
Pond Bottom
272.00
See Plan for
accurate outlet design
Inv Out:
278.00
Perm Pool Sediment Bottom Invert Out:279.00 47 LF of 24'' RCP @
280.00 271.00 ft Base:274.33 2.13%
Secondary Spillway Width
Pond Type
TSS Removal
Top of Pond / Berm
Pond / Riser Data & Elevations
Bottom of Shelf
Bottom of Secondary Spillway
Top of Riser
Riser Type / Size
Top of Water Quality / Temp Pool Elev
Top of Shelf
Permanent Pool Elevation (Normal Pool)
Orifice Elevation & Size
Secondary Orifice Elevation & Size
Top of Sediment Storage / Pond Bottom
Bottom of Sediment Storage
Invert Out of Riser
Outlet Pipe Size
Outlet Pipe Length & Slope
Downstream Outlet Elevation
1 Yr Water Surface Elev / Peak Flow (CFS)
2 Yr Water Surface Elev Peak Flow (CFS)
10 Yr Water Surface Elev Peak Flow (CFS)
100 Yr Water Surface Elev Peak Flow (CFS)
Pond Detail
Diss Pad
Project SPC Mechanical 43807
David Hojsan 12/12/2019
Anti-Bouyancy Calculations
Dimensions of Control Structure
C.S. Info O.D. (ft)I.D. (ft)Pipes Diameter (ft)# Pipes
Width (ft)5.00 4.00 #1 2.00 1
Length (ft)5.00 4.00 #2 0.33 1
Height (ft)3.50 #3 0.00 0
Wall Thickness (ft)0.50
Weirs Area (L x H = ft2)# Weirs
#1 4.00 1
Footer Thickness (ft)4.00 #2 0.00 0
Footer Length (ft)4.00
Footer Width (ft)4.00
Top Slab Thickness (ft)NA
Displaced Volume
V = L x W x (HT+Footer) = C.F.
Displaced Water = C.F. * 62.4 PCF = lbs
Add 15% Factor of Safety To Displaced Water
V =188 C.F.
Disp. Water = 11,700 LBS
15% F.S. =13,455 LBS
Weight of Structure (150 PCF for CMU)
Walls = 4,725 LBS (add)
Footer = 9,600 LBS (add)
Pipe 1 =236 LBS (minus)
Pipe 2 =7 LBS (minus)
Pipe 3 =0 LBS (minus)
Weir #1 =300 LBS (minus)
Weir #2 =0 LBS (minus)
Structure Weight =13,783 LBS OK
TIMMONS GROUP
BMP 1 Control Structure
Footer Design
Use 4.0 ft x 4.0 ft x 4.0. ft Footing
Project:SPC Mechanical Project No.: 43807
Calculated By: David Hojsan Date:12/09/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus n/a
Description Acres Description Qty Inc Area Total Area
Parking Lot 1.60 0.00
Roof 0.70
Open/Landscaped 1.19
Land Taken up by BMP 0.27
Subtotal 0.00
Description Length Imp/Ft Total Area
0.00
0.00
Subtotal 0.00
Total to Pond 3.76
Pond Basin CN 89 0.00
Acres
0.00
2.30 3.0
2.30 2.13
3,489
Total Drainage Area To SCM 3.76 5,480
Percent Impervious Area 61%
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
Other
Grand Total
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay &
Main Pond Combined)Impervious Area
Offsite Impervious Area
Area to Pond Lots
Streets and SW
Wet Pond Design Calculations BMP 2
Pollutant / Nutrient Removal
Basin Characteristics
Post-Development Drainage Area Estimated Impervious
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
274.0
275.0 540 17 0.0
276.0 890 80 1.0 715 0 715
277.0 1,276 170 2.0 1,083 125 1,208
278.0 1,693 294 3.0 1,485 232 2,925
279.0 2,138 450 4.0 1,916 372 5,212
280.0 2,608 626 5.0 2,373 538 8,123
281.0 3,103 830 6.0 2,856 728 11,707
282.0 3,623 1,058 7.0 3,363 944 16,014
Total 7.0 13,790 2,939 16,729
20%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
283.0 4,168 1,312 0.00 Notes
284.0 8,088 -1.00 6,128 6,128
284.3 8,397 -1.25 2,069 8,197 WQE / TPE
285.0 9,318 -2.00 6,634 14,831
286.0 10,605 -3.00 9,962 24,793
287.0 11,950 -4.00 11,278 36,070
Vperm =13,790 C.F. (Main Pond)
Abottom shelf =4,168 S.F. (Main Pond)
Depth of Water over shelf =0.0 FT
Perimeter perm pool =360 L.F. (Main Pond)
Width submerged part of shelf =6.0 FT
Davg =3.31 FT
Depth for SA/DA =3.00 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=61.2%
Rv = 0.05 + 0.009(I) Rv =0.601
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =3.76 acres
Storage Required =8,197 cu. ft.
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Accum' Total
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
Bottom of Sediment Storage
Top of Sediment Storage
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
1.25 5,480 8,397 8,197 284.25
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
1.50 Orfice Diameter (inches)
1.19 Driving Head to Centroid of Orfice (ft)
0.04 Q1.0" Drawdown Rate (cfs)
8,197 Water Quality Volume (VWQ)
VWQ/(Q1" x 86,400)Drawdown Time (days)
2.6 Drawdown Time (days) (2 - 5 days)
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Wet Detention
287.00 ft
20.00 ft
286.00 ft
285.50 ft
5x5 ft
284.25 ft
287.00 ft
283.00 ft
283.00 ft 1.50 in
284.15 ft 4" Rectangular
282.00 ft
275.00 ft
274.00 ft (Min 1 ft)
282.00 ft
24.00 in Diameter RCP
72.00 ft 0.40 %
281.60 ft
284.83 ft 0.70 CFS
285.20 ft 1.26 CFS
285.83 ft 12.38 CFS
286.25 ft 31.83 CFS
Top of Riser:285.50 1.5 in Orifice Elev
283.00 10' Berm 287.00
Spillway 286.00
100 Yr 286.25
10 Yr 285.83
2 Yr 285.20
1 Yr 284.83
Pond Bottom
275.00
See Plan for
accurate outlet design
Inv Out:
281.60
Perm Pool Sediment Bottom Invert Out:282.00 72 LF of 24'' RCP @
283.00 274.00 ft Base:277.33 0.56%
1 Yr Water Surface Elev / Peak Flow (CFS)
2 Yr Water Surface Elev Peak Flow (CFS)
10 Yr Water Surface Elev Peak Flow (CFS)
100 Yr Water Surface Elev Peak Flow (CFS)
Pond Detail
Top of Sediment Storage / Pond Bottom
Bottom of Sediment Storage
Invert Out of Riser
Outlet Pipe Size
Outlet Pipe Length & Slope
Downstream Outlet Elevation
Permanent Pool Elevation (Normal Pool)
Orifice Elevation & Size
Secondary Orifice Elevation & Size
Bottom of Shelf
Bottom of Secondary Spillway
Top of Riser
Riser Type / Size
Top of Water Quality / Temp Pool Elev
Top of Shelf
TSS Removal
Top of Pond / Berm
Secondary Spillway Width
Pond / Riser Data & Elevations
Pond Type
Diss Pad
Project SPC Mechanical 43807
David Hojsan 12/12/2019
Anti-Bouyancy Calculations
Dimensions of Control Structure
C.S. Info O.D. (ft)I.D. (ft)Pipes Diameter (ft)# Pipes
Width (ft)5.00 4.00 #1 2.00 1
Length (ft)5.00 4.00 #2 0.33 1
Height (ft)3.50 #3 0.00 0
Wall Thickness (ft)0.50
Weirs Area (L x H = ft2)# Weirs
#1 0.45 1
Footer Thickness (ft)4.00 #2 0.00 0
Footer Length (ft)4.00
Footer Width (ft)4.00
Top Slab Thickness (ft)NA
Displaced Volume
V = L x W x (HT+Footer) = C.F.
Displaced Water = C.F. * 62.4 PCF = lbs
Add 15% Factor of Safety To Displaced Water
V =188 C.F.
Disp. Water = 11,700 LBS
15% F.S. =13,455 LBS
Weight of Structure (150 PCF for CMU)
Walls = 4,725 LBS (add)
Footer = 9,600 LBS (add)
Pipe 1 =236 LBS (minus)
Pipe 2 =7 LBS (minus)
Pipe 3 =0 LBS (minus)
Weir #1 =34 LBS (minus)
Weir #2 =0 LBS (minus)
Structure Weight =14,049 LBS OK
TIMMONS GROUP
BMP 2 Control Structure
Footer Design
Use 4.0 ft x 4.0 ft x 4.0. ft Footing
Wake County Stormwater Hybrid Tool Version 2.2
Total Site Area (Ac):
Existing Lake/Pond Area (Ac):
Percent Built Upon Area (BUA):49%
Number of Drainage Areas on Site (Points of Analysis):
Total Acreage in Lots:
Number of Lots:
Average Lot Size (SF):
Proposed Residential Stormwater Details (if applicable):
3.00
222,592Proposed Impervious Surface Area from DA sheets (SF):
Site Square Footage:
Two-year, 24-hour rainfall (in):
Physiographic/Geologic Region:
Type of Development (Select from Dropdown menu):
45.41
Is the proposed project a site expansion?
Contact Email:
Annual Rainfall (in):
10.37
Neuse
General Business
N/A
Piedmont
Non-Residential
One-year, 24-hour rainfall (in):
Proposed Impervious Surface Area from DA Sheets (acre):
Proposed Disturbed Area (Ac):
SITE DATA
Zoning:
Project Information
Project Name:
Applicant:
Applicant Contact Name:
Applicant Contact Number:
Last Modified Date:
Regulatory Watershed:
Permit No (if known):
Site Data:
River Basin:
SPC Mechanical
SPC Mechanical /FDA, LLC
451,717
0.00
12.50
No
3
3.60
5.11
Lot Square Footage:
Other Impervious Surface Area (SF):
Proposed Impervious Surface Area Devoted to Lots (SF):
Total Impervious Surface Area Devoted to Roads (SF):
0
0
SITE DATA Page 1
Wake County Stormwater Hybrid Tool Version 2.2
Existing site is wooded. Runoff from site flows overland to Buffalo Creek. Offsite runoff from Wendell Blvd drains through the site via eroded ditch.
Improvements will be made to catpure runoff from new impverious in two wet detention basins. Runoff from Wendell Blvd will be piped to a new swale that will discharge to Buffalo
Creek.
Stormwater Narrative (limit to 1,200 characters - attach additional pages with submittal if necessary):
SITE DATA Page 2
WakeCountyStormwaterDesignToolV2.2
Commercial Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
3.66
1.45
3.95
Industrial Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
Transportation Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
Misc. Pervious Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
10.37 0.76
Residential Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
Land Taken up by BMP 0.55
JURISDICTIONAL LANDS Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Open water
0.00 0.00 0.00 0.00 10.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.37 0.00 0.00 0.00
A Soils B Soils C Soils D Soils A Soils
Driveway
Parking lot
Roof
Rural
Sidewalk
Managed pervious (Open Space)
Unmanaged (pasture)
Woods (not on lots)
Roadway
Low Density (secondary, feeder)
High Density (Grassed Right-of-ways)
Low Density (Grassed Right-of-ways)
Site Acreage within Drainage=
Roof
Open/Landscaped
Parking lot
One-year, 24-hour rainfall (in)=
C Soils D SoilsLand Use (acres) by Soil Group:
Parking lot
3.00
B Soils
Roof
Open/Landscaped
High Density (interstate, main)
10.3710.37
Project Name:SPC Mechanical
DRAINAGE AREA 1
STORMWATER PRE-POST CALCULATIONS
LAND USE & SITE DATA POST-DEVELOPMENTPRE-DEVELOPMENT
Drainage Area (Acres)= 10.3710.37
Rural (Grassed Right-of-ways)
Grassed Right-of-ways
Totals (Ac)=
Sidewalk (Includes Patios)
Lawn
Managed pervious (Open Space)
Woods (on lots)
DA1 Page 1
WakeCountyStormwaterDesignToolV2.2
SITE FLOW
RESULTS
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
86
86
Drainage Area CNadjusted=
Disconnected impervious area (Ac) =
Percent Disconnected Impervious Credit (Residential Only) =
0.00
Peak Discharge (cfs)= Q=31.13486.5199
Post-development peak flow exceeds pre-development peak flow for this DA!
Site Only CNadjusted=86
Composite Curve Number (DA)= 70
86
Composite Curve Number (Site only)= 70
Tc (hrs)=0.08
POST-DEVELOPMENTPRE-DEVELOPMENT
26,888
0.7143
0.32
41,238
1.8098
Volume of runoff (ft3) =68,126
Volume change (ft3) =
Runoff (inches) = Q*=
Site Impervious Surface Area (Ac) = 0.00 5.11
Lot Impervious Surface Area (Ac) = 0.00 0.00
n-value=
Hydraulic Radius (ft)=0.000.00
0.00
Cross Sectional Flow Area (ft2)=n/a
Wetted Perimeter (ft)=
Channel Lining:
0.00Average Velocity (ft/sec)=0.00
Tt (hrs)=0.00
Tt (hrs)=0.00
Channel Flow 1
0.09
2.81Average Velocity (ft/sec)=0.00
Slope (ft/ft)= n/a
Length (ft)= n/a
Unpaved
Shallow Flow
Length (ft)= n/a
Slope (ft/ft)= n/a
Surface Cover:
0.23
n-value=
Tt (hrs)=#VALUE!
0.03
Surface Cover: n/a
n/a
n/a100.00
0.05
n/aWoods
1-year, 24-hour storm (Peak Flow)
920.00
Length (ft)=
0.40
Slope (ft/ft)=
POST-DEVELOPMENT Tc
Sheet Flow
PRE-DEVELOPMENT Tc
DA1 Page 2
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA: DA1 DA2 DA3 DA4 DA5 DA6
Pre-Development (1-year, 24-hour storm)
Runoff (in)=Q* = 0.714
Peak Flow (cfs)=Qpost =6.520
Post-Development (1-year, 24-hour storm)
Proposed Impervious Surface (acre) = 5.11 0.00 0.00 0.00 0.00 0.00
Runoff (in)=Q* = 1.810
Peak Flow (cfs)=Qpost =31.135
HYDROLOGIC SOIL GROUP
A
B
C
D
Total Site Area (acres) =
Zoning =
Target Curve Number (TCN) =
% Impervious =
Post Development CNadjusted =
Required Volume to be Managed (TCN)= ft3 =
SITE NITROGEN AND PHOSPHORUS LOADING
Nitrogen and Phosphorus Targets (Based on Regulatory Watershed)
Target Nitrogen Load (lb/ac/yr)=
Target Phosphorus Load (Falls and Jordan Lakes Only) (lb/ac/yr)=
% N Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
% Loading Reduction Nitrogen Target (Falls and Jordan Lakes Only) (lb/ac/yr)=
% P Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
% Loading Reduction Phosphorus Target (Falls and Jordan Lakes Only) (lb/ac/yr)=
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (lb/ac/yr)=
Total Phosphorus (lb/ac/yr)=
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (lb/ac/yr)=
Total Phosphorus (lb/ac/yr)=
3.6
N/A
N/A
N/A
N/A
0.76
N/A
N/A
7.50
N/A
TARGET CURVE NUMBER (TCN) - Residential Only
SITE \SOIL COMPOSITION
Target CN
N/A
N/A
0.00
0.00
Site Area %
SPC Mechanical Project Name:
SITE SUMMARY
DRAINAGE AREA SUMMARIES
DA SITE SUMMARY
STORMWATER PRE-POST CALCULATIONS
0%
0%
100%
0%
N/A
N/A
N/A
10.37
General Business
10.37
0.00
86
49%
N/A
SITE SUMMARY Page 1
Wake County SW Hybrid Tool Version 2.2
DA1 Site Acreage=
DA1 Off-Site Acreage=
Total Required Storage Volume for Site
TCN Requirement (ft3)=
Will site use underground water harvesting?No
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot 2.03 1.60 0.03
Roof 0.72 0.70 0.03
Open/Landscaped 0.94 1.19 1.82
Industrial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Transportation Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)0.76
Residential Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Roadway
Grassed Right-of-ways
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Woods (on lots)
Land Taken up by BMP 0.28 0.27
JURISDICTIONAL LANDS Site Off-site Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
3.97 0.00 3.76 0.00 2.64 0.00 0.00 0.00 0.00 0.00
Device Name (As Shown on Plan) Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(lb/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(lb/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
SCM1 Wet Detention Pond 1.33 10.17 0.16 1.23 1.05 7.16 0.12 0.81 10,225
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
Totals (Ac)=
Enter % volume reduction in
decimal form=
Sub-DA1(d)
(Ac)
Outflow Total Nitrogen (lb/ac/yr)=7.16
Note: Supporting information/details
should be submitted to demonstrate
water usage.
Land Use (acres)Sub-DA1(a)
(Ac)
Sub-DA1(e)
(Ac)
Sub-DA1(b)
(Ac)
Sub-DA1(c)
(Ac)
Project Name:SPC Mechanical
DRAINAGE AREA 1
BMP CALCULATIONS
Sub-DA1(a) BMP(s)
DRAINAGE AREA 1 - BMP DEVICES AND ADJUSTMENTS
ENTER AREA TREATED BY BMP
10.37
0.00
#VALUE!
0.81Outflow Total Phosphorus (lb/ac/yr)=
9,705
DA1_BMPs Page 1
Wake County SW Hybrid Tool Version 2.2
Device Name (As Shown on Plan) Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(lb/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(lb/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
SCM2 Wet Detention Pond 1.33 9.12 0.16 1.12 1.05 6.46 0.12 0.73 8,806
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
Device Name (As Shown on Plan) Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(lb/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(lb/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
Bypass 0.00 1.29 0.00 0.23 0.00 0.00 0.00 0.00
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
Device Name (As Shown on Plan) Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(lb/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(lb/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
Device Name (As Shown on Plan) Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(lb/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(lb/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0!
If Sub-DA1(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Sub-DA1 (d) BMP(s)
If Sub-DA1(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Outflow Total Nitrogen (lb/ac/yr)=
If Sub-DA1(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Pre Development Peak Discharge (cfs)= Q1-year=6.52
0.00 Outflow Total Phosphorus (lb/ac/yr)=
0.00
Post BMP Peak Discharge (cfs)= Q1-year=6.17
0.73DA1 Outflow Total Phosphorus (lb/ac/yr)=
1-year, 24-hour storm
#DIV/0!
#DIV/0!
Outflow Total Phosphorus (lb/ac/yr)=0.00
0.00
Outflow Total Nitrogen (lb/ac/yr)=
0.00 Outflow Total Phosphorus (lb/ac/yr)=
If Sub-DA1(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Total Volume Treated (c.f.)= 19031
Outflow Total Nitrogen (lb/ac/yr)=
Sub-DA1 (c) BMP(s)
DA1 BMP SUMMARY
Sub-DA1(b) BMP(s)
Sub-DA1 (e) BMP(s)
0.00
6.46 Outflow Total Phosphorus (lb/ac/yr)= 0.73
Outflow Total Nitrogen (lb/ac/yr)=
675
DA1 Outflow Total Nitrogen (lb/ac/yr)= 6.46
8,197
DA1_BMPs Page 2
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA: DA1 DA2 DA3 DA4 DA5 DA6
Peak Flow (cfs)=Q1-year =31.14 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
% Impervious =
Volume Managed (CF)=
Post BMP Peak Discharge (cfs)= Q1-year=6.17 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Have Target Curve Number Requirements been met?
Total Nitrogen (lb/ac/yr)=
Total Phosphorus (lb/ac/yr)=
Total Nitrogen (lb/ac/yr)=
Total Phosphorus (lb/ac/yr)=
Outflow Total Nitrogen (lb/ac/yr)=
Outflow Total Phosphorus (lb/ac/yr)=
Has site met the Target?
Has site met requirements for offsetting?
Project Name:SPC Mechanical
BMP SUMMARY
DRAINAGE AREA SUMMARIES
Post-Development with BMPs (1-year, 24-hour storm)
Post-Development (1-year, 24-hour storm)
DA SITE SUMMARY
BMP CALCULATIONS
#DIV/0!
Pre Development Nitrogen and Phosphorus Load
49%
#DIV/0!
Post Development Nitrogen and Phosphorus Load
7.50
N/A
#DIV/0!
19,031
0.76
N/A
N/A
#DIV/0!
Post-BMP Nitrogen Loading
BMP SUMMARY Page 1
Wake County SW Hybrid Tool Version 2.2
ZONING DISTRICT
Notes:
Calculations used on Drainage Area Sheets
Q=Q*(imp) X DA(imp) + Q*(pervious) X DA(pervious)
Q*(imp) = Runoff from Impervious Area (in)
DA(imp) = Drainage from impervious area (acre)
Q*(pervious) = Runoff from pervious area (in)
DA(pervious) = Drainage from pervious area (acre)
98
Woods
98
39
39
98
98
98
Lawn
61 74 80
CALCULATIONS AND REFERENCE
62 75
WEIGHTED CURVE NUMBER
8143 63
8061
A B DC
98
98
98
98
98
Parking lot
Roof
DISCRETE RUNOFF METHOD
Q*= Runoff (in)
P= Precipitation (in)
S= Potential max retention after runoff begins (in) = (1000/CN)-10
Jurisdictional Lands
Natural wetland 30 55 70 77
Riparian buffer 39
80R-40W and R-40
R-30, R-20, R-15, R-10, R-5, Residential
Highway, General Business and Office
and Institutional
98
61
55 77
RUNOFF CURVE NUMBERS FOR URBAN AREAS
Roadway
Driveway
98
98
98 98 98
98
76
41
30
Managed pervious 74
98
98
80
Sidewalk
MAXIMUM CURVE NUMBER AFTER DEVELOPMENT
D
79R-80W and R-80
98
LAND USE
37 60 73
A B C
98
98
39
98
98
39
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
MISC. PERVIOUS
Managed pervious
Unmanaged (pasture)
Woods
RESIDENTIAL
COMMERCIAL
Parking lot
Roof
Open/Landscaped
INDUSTRIAL
Parking lot
Roof
Open/Landscaped
TRANSPORTATION
98
98
98
39
39
30
98
98
61
98
98
61
98
98
98
98
61
55
98
61
98
74
98
98
74
98
98
80
98
98
74
98
98
80
74
70
80
80
77
98
98
98
98
98
98
98
70
74
SCS RUNOFF METHOD
Q*= (P-.2S)2/(P+.8S)
Where:
CALCULATIONS and TABLES Page 1
Wake County SW Hybrid Tool Version 2.2
Limitations:
When this method is used to develop estimates of peak discharge for both pre and post development, use the same procedure for estimating Tc.
Tc values with this method may range from 0.1 to 10 hours.
The watershed must be hydrologically homogeneous
The watershed may have only one main stream or, if more than one, the branches must have nearly equal Tc's.
The Fp factor can be applied only for ponds or swamps that are not in the Tc flow path
Qp = Peak Discharge (cfs)
Where:
Co, C1, C2 = coefficient from Table F-1
Fp = pond adjustment factor
Method: TR-55 Graphical Peak Discharge Method for Type II Distribution
PEAK FLOW
log(qu) = Co+C1log(Tc) + C2[log(Tc)]2
Tc = time of concentration (hr)
This method should be used only if the weighted CN is greater than 40.
Where:
Qp = quAmQ*Fp
Am = Drainage Area (mi2)
qu = Unit peak discharge (csm/in) TR-55 Appendix F
Q* = runoff (inches)
CALCULATIONS and TABLES Page 2
Wake County SW Hybrid Tool Version 2.2
Tt = L Tt =travel time (hr)
3600V L = flow length (ft)
V = average velocity (ft/s)
3600 = conversion factor from seconds to hours
Tc = sum of Tt values for consecutive flow segments
Tc = T1 + T2 +T3 + ...Tm
Tc = time of concentration (hr)
m = # of flow segments
Note: Tc defaults to 5 minutes if computed value is less
Surface Cover
Tt =0.007(nL)0.8 Unpaved: V=16.1345(s)0.5
(P2)0.5s0.4 Paved: V=20.3282(s)0.6
Tt =travel time (hr) V=Average Velocity (ft/s)
n = Manning's roughness coefficient (Table 3-1) s = slope of hydraulic grade line (watercourse slope, ft/ft)
L = flow length (ft)
P2 = 2-year, 24-hour rainfall, 3.6 inches Tt = L
s = slope of hydraulic grade line (land slope, ft/ft)3600V
Tt =travel time (hr)
L = flow length (ft)
V = average velocity (ft/s)
3600 = conversion factor from seconds to hours
SURFACE DESCRIPTION n V=1.49r2/3s1/2
Paved, Gravel, or Bare Soil 0.011 n
Grass 0.24
Woods 0.40 V=Average Velocity (ft/s)
r = hydraulic radius (ft)
s = slope of hydraulic grade line (channel slope, ft/ft)
n = Manning's roughness coefficient for open channel flow
CN Ia (in) CN Ia (in) CN Ia (in)
40 3.000 60 1.333 80 0.500
41 2.878 61 1.279 81 0.469 r = a Tt = L
42 2.762 62 1.226 82 0.439 pw 3600V
43 2.651 63 1.175 83 0.410
44 2.545 64 1.125 84 0.381 a = cross sectional flow area (ft2)Tt =travel time (hr)
45 2.444 65 1.077 85 0.353 pw=wetted perimeter (ft) L = flow length (ft)
46 2.348 66 1.030 86 0.326 V = average velocity (ft/s)
47 2.255 67 0.985 87 0.299 3600 = conversion factor (sec-hrs)
48 2.167 68 0.941 88 0.273
49 2.082 69 0.899 89 0.247
50 2.000 70 0.857 90 0.222
51 1.922 71 0.817 91 0.198
52 1.846 72 0.778 92 0.174 CHANNEL LINING n
53 1.774 73 0.740 93 0.151 Asphalt 0.016
54 1.704 74 0.703 94 0.128 Concrete, finished 0.012
55 1.636 75 0.667 95 0.105 Concrete, unfinished 0.014
56 1.571 76 0.632 96 0.083 Grass 0.035
57 1.509 77 0.597 97 0.062 Gravel Bottom/riprap sides 0.033
58 1.448 78 0.564 98 0.041 Weeds 0.040
59 1.390 79 0.532
TIME OF CONCENTRATION
OPEN CHANNEL FLOW
SHALLOW FLOWSHEET FLOW (FOR FLOW LESS THAN 300 FEET)
Modified Table 3-1 for Stormwater Tool
TABLE 4-1, TR-55
Ia values for runoff curve numbers
TABLE 3-9, TR-55
Rational Runoff Coefficients
CALCULATIONS and TABLES Page 3
Wake County SW Hybrid Tool Version 2.2
Impervious
Percentage
(%)
TN (mg/L) TP (mg/L)
1 1.44 0.16
1 1.08 0.15
Where: 0 2.24 0.44
1 1.44 0.39
1 1.08 0.15
0 2.24 0.44
1 3.67 0.43
1 1.4 0.52
1 1.14 0.47
TN Mass
Removal %
TN EMC
(mg/L)
TP Mass
Removal %TP EMC (mg/L)1 1.4 1.16
0.55 0.95 0.6 0.12
0.55 1 0.6 0.12 0 3.06 0.59
0.15 1.2 0.1 0.2 0 3.61 1.56
0 1.21 0.5 0.258 0 1.47 0.25
0.2 1.08 0.2 0.15
0.6 1.2 0.45 0.154 1 1.4 0.52
0.4 1.44 0.7 0.39 1 1.44 0.39
0.4 0.92 0.45 0.14 1 1.44 0.39
0 1.08 0 0.15 1 1.08 0.15
0.28 1.01 0.45 0.113 1 1.4 1.16
0.5 1.08 0.65 0.117 0 2.24 0.44
0 3.06 0.59
0 1.47 0.25
1 1.08 0.15
Note: Adapted from Jordan/Falls Lake Stormwater Load Accounting Tool User's Manual
COMMERCIAL
Parking lot
Roof
Open/Landscaped
Parking lot
Roof
Open/LandscapedR = ratio of unconnected impervious area to total impervious area
CNp = Pervious runoff curve number
Pimp = Percent Imperviousness
Managed pervious (includes grassed right-of-ways)
Woods
LAND TAKEN UP BY BMP
INDUSTRIAL
TRANSPORTATION
MISC. PERVIOUS
RESIDENTIAL
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
Managed pervious (includes grassed right-of-ways)
Unmanaged (pasture)
Woods
Roadway
Driveway
Wet Detention Pond
Wetland
Figure 7, Jordan/Falls Lake Stormwater Load Accounting Tool User's Manual
BMP DETAILS
Representative TN and TP ConcentrationsDISCONNECTED IMPERVIOUS CALCULATION
CNadjusted = Composite Curve Number
Bioretention with IWS
Bioretention without IWS
Dry Detention Pond
Grassed Swale
Green Roof
Level Spreader, Filter Strip
Permeable Pavement
Sand Filter
Water Harvesting*
Parking lot
Roof
Sidewalk
Lawn
CNadjusted = CNp + [(Pimp)*(98-CNp)*(1-(0.5*R))]
BMPs
CALCULATIONS and TABLES Page 4
February 18, 2019
Mr. Mark Schweibinz
Longleaf Realty Investments, LLC
ma rk(i4p rofraIeigh_.com
Summary of Test Pit Observations
1500 Wendell Boulevard
Wendell, North Carolina
Our Project Number 121-19-96130
Gentlemen
TFRPATECH
ENGIN E E R S• INC
Cjeotecknicaf Engineering
+ErrrkrarementafConsu Being
Construction Wate ria6 Testing
As requested, a representative of TerraTech Engineers, Inc. was present on February 12, 2019 to observe test
pit excavations at 1500 Wendell Boulevard in Wendell, North Carolina. The purpose of our visit was to
provide a preliminary evaluation of the possible presence of rock and, if encountered, the approximate depth
to rock in the areas of planned development. Since our services did not include surveying, the locations and
elevations referenced herein should be considered approximate. As noted in our proposal, the test pits were
backfilled with the excavated materials, which were not placed in layers and compacted as Structural Fill.
Based on the areas mentioned in our email correspondence with Mr. Mark Schweibinz, test pits were
excavated in the areas shown on the enclosed Figure 1. The test pits represent a very small statistical sampling
of subsurface conditions. Therefore, conditions may be encountered during further investigation or
construction that are substantially different than those indicated by the test pits. In these instances,
adjustments to the design and construction may be necessary depending on actual conditions. Eleven test pit
excavations were made using a track -mounted excavator. The test pits were excavated to depths of
approximately 3 feet to 16.5 feet below the existing ground surface. Detailed descriptions of the materials
encountered in our test pits are provided in the attached Test Pit Records.
The majority of the test pits encountered residual soils consisting of sandy silts and fine sandy clays. Saprolite
sampled as silty sand was encountered in test pits TP-1, TP-2, TP-4, TP-7, TP-8, TP-9 and TP-10 at depths
of 1.5 feet to 8.5 feet below the existing ground surface. Fill soils were encountered in test pit TP-8 that
consisted of sandy silts with traces of organic matter. The till soils encountered in test pit TP-8 extended to
a depth of approximately 8.5 feet below the existing ground surface.
Test pits TP-6 and TP-10 encountered ground water at approximately 14 feet below the existing ground
surface. Test pit refusal was encountered in test pits TP-1, TP-4, TP-7 through TP-9 and TP-11 at depths
ranging from 3 feet to I I feet below the existing ground surface. Test pit refusal is the depth which the
excavator was unable to remove the encountered material, which exhibited the appearance of sound rock.
The majority of the residual soils at the project site should generally be excavatable with conventional soil
excavation equipment, such as scrapers, loaders, etc. However, harder saprolite materials encountered may
prove to be difficult to excavate using conventional soil excavating equipment. The saprolite may require
the use of heavy dozers or loaders to effectively achieve excavation.
If rock is encountered during site grading operations or utility installation, we believe it would be prudent to
assume that blasting or other methods will be required for excavations in these areas. In small area
TerraTech Engineers, Inc.
NC Engineering Corp. C-1356 I NC Geology Corp. C-560
4905 Professional Court, Raleigh, North Carolina 27609
[phone]

TROPATECH
ENGIKEERS • INC
Ceoted H—rE%p-,n,W
rEnviroruaentaCOnwh itg
Constriction Matenair Testing
Page 2
excavations, such as footing and utility trenches, excavation of rock may require the use of heavy excavators
or pneumatic jackhammers.
It is important to note that the depth to rock or partially weathered rock may vary quite rapidly over relatively
short distances. It would not be unusual for rock or partially weathered rock to occur at higher elevations
between or around the test pits, or in unexplored areas of the site. Additionally, it is important to realize that
ground water levels will fluctuate and could occur at significantly higher elevations at some time in the future.
Temporary construction slopes should be designed in strict compliance with the most recent OSHA
regulations. The test pits indicate that most soils at the site are Type B (residual clayey and silty soils) as
defined in the Occupational Safety and Health Standards for the Construction Industry (29 CFR, Part 1926,
Subpart P), July 1, 2001. This dictates that temporary construction slopes in Type B soils be no steeper than
1 horizontal to 1 for excavation depths of up to 20 feet. However, the presence of existing fill and the potential
variability of subsurface conditions indicates that excavation slopes may need to be flatter, or the use of
shoring and dewatering methods may be needed to effectively achieve the needed excavation depths. We
recommend that a "competent person" as defined in the OSHA Regulations be present on site during
excavations. Temporary construction slopes should be closely observed for signs ofmass movement: tension
cracks near the crest, bulging at the toe of the slope, etc. If potential stability problems are observed, the
Geotechnical Engineer should be immediately contacted. The responsibility for excavation safety and
stability of construction slopes should lie solely with the contractor.
We recommend that permanent cut or fill slopes be no steeper than 3 (H) to 1 (V) to maintain long term
stability and to provide ease of maintenance. Slopes constructed steeper than 3 (H) to 1 (V) could be highly
susceptible to erosion, will be difficult to maintain, and could experience large scale slope failure in some
instances. The crest or toe of cut or fill slopes should be no closer than 15 feet to any building foundation.
The crest or toe should be no closer than 5 feet to the edge of any pavements.
We have appreciated the opportunity to provide these observations and preliminary evaluations. If you have
any questions concerning this information, or if we may be of additional service, please do not hesitate to
contact us.
Sincerely,
TerraTech Engineers, Inc. (C-1356)
h!
William D. Oakes, G.I.T.
Project Manager
WDO/ETW/sk
,�1111fI�f111/I
.0 A R Q fir
_ 2019.0� ESSj'
10:46dk 0W 0'i-4=
.a_ SEAL �, r
Erwin T. Williams 11I, P.E. 016690
—
Senior Principal Engineer'
¢ 5

TERRATECH
E N G I N E E R S- I N C
TerraTech Engineers, Inc. (C-1356) 1500 Wendell Boulevard
4905 Professional Court Project:
Raleigh, NC 27609 Wendell, North Carolina
Our Project Number 121-18-96130
919-876-9799

TERPATECH
ENGINEERS • INC
CGeotechnicalEngiiuenng
Emn ronmentalConsulting
Construction %Later&& Testing
TEST PIT RECORDS
1500 Wendell Boulevard
Wendell, North Carolina
Our Project Number 121-19-96130
Test Location: TP-1
Ground Water: None Encountered at time of excavation.
Depth
feet Soil Descrit}tlon _
0-5 Red orange fine to medium sandy silt (ML) (RESIDUUM)
5-7.5 Saprolite sampled as gray silty fine to coarse sand (SM)
Test Pit Refusal encountered at 7.5 feet.
Test Location: TP-2
Ground Water: None Encountered at time of excavation.
Depth
(feet) Soil Description _
0-7.5 Red orange fine to medium sandy silt (ML) (RESIDUUM)
7.5-16.5 Saprolite sampled as gray silty fine to coarse sand (SM)
Test Pit Terminated at 16.5 feet.
Test Location: TP-3
Ground Water: None Encountered at time of excavation.
Depth
(feet) Soil Description
0-1.5 Tan silty fine to medium sand (SM) (RESIDUUM)
1.5-7.5 Red orange fine sandy clay (CL)
7.5-16.5 Red orange fine to medium sandy silt (ML)
Test Pit Terminated at 16.5 feet.
TerraTech Engineers, Inc.
NC Engineering Corp. C-1356 I NC Geology Corp. C-560
4905 Professional Court, Raleigh, North Carolina 27609
[phone]

TERRATECH
E N G I N E E R 5 • I N C
geoWfulicaf Engineering
EnaronrnentdConsditiag
Construction qweteriafs Testing
TEST PIT RECORDS
1500 Wendell Boulevard
Wendell, North Carolina
Our Project Number 121-19-96130
Test Location: TP4
Ground Water: Nome Encountered at time of excavation
Depth
feet Soil Description
0-2 Tan silty fine to medium sand (SM) (RESIDUUM)
2-6 Red orange fine to medium sandy silt (ML)
6-11 Saprolite sampled as gray silty fine to coarse sand (SM) with boulders
Test Pit Refusal encountered at 11 feet.
Test Location: TP-5
Ground Water: None Encountered at time of excavation.
Depth
feet Soil Descri Lion
0-1 Tan silty fine to medium sand (SM) (RESIDUUM)
1-14.5 Red orange fine to medium sandy micaceous silt (ML)
Test Pit Terminated at 14.5 feet.
Test Location: TP-6
Ground Water: Encountered at 14 feet at the time of excavation
Depth
(feet) Soil Description
0-15 Red orange clayey silt (ML) (RESIDUUM)
Test Pit Terminated at 15 feet.

TFRWATECH
E N G 1 N E E R 5- 0 N C
geoteckticaf Engineering
Enviroumenta[Coamfiiy
Construction-%Mteriars Testing
TEST PIT RECORDS
1500 Wendell Boulevard
Wendell, North Carolina
Our Project Number 121-19-96130
Test Location: TP-7
Ground Water: None Encountered at time of excavation.
Depth
(feet) Soil Description
4-1.5 Tan silty fine to medium sand (SM) (RESIDUUM)
1.5-3 Saprolite sampled as gay silty fine to coarse sand (SM) with boulders
Test Pit Refusal encountered at 3 feet.
Test Location: TP-8
Ground Water: None Encountered at time of excavation.
Depth
feet Soil Description
0-8.5 Red orange fine to medium sandy silt (ML) with minimal trace
organics (FILL)
8.5-10.5 Saprolite sampled as gray silty fine to coarse sand (SM)
Test Pit Refusal encountered at 10.5 feet.
Test Location: TP-9
Ground Water: None Encountered at time of excavation.
Depth
(feet) Soil Description _
0-2 Red orange fine to medium sandy silt (ML,) (RESIDUUM)
2-6 Saprolite sampled as gray silty fine to coarse sand (SM)
Test Pit Refusal encountered at 6 feet.
Test Location: TP-10
Ground Water: Encountered at 14 feet at the time of excavation.
Depth
(feet) Soil Description
0-5 Red orange fine to medium sandy clay (CL) (RESIDUUM)
5-15 Saprolite sampled as gray silty fine to coarse sand (SM)
Test Pit Terminated at 15 feet.

TERPGTECH
E N G I N E E R 5- I N C
grotec(nicat Engiaeenng
Em4romnenta(C6nsUfting
0"9TUC60K 5&Uriars Luting
TEST PIT RECORDS
1500 Wendell Boulevard
Wendell, North Carolina
Our Project Number 121-19-96130
Test Location: TP-11
Ground Water: None Encountered at time of excavation.
Depth
feet Soil Description
0-3 Tan silty fine to medium sand (SM) (RESIDUUM)
Test Pit Refusal encountered at 3 feet.

Hydraflow Detention Routing Calculations
(SCS TR20 Method)

Hydraflow Table of Contents 43807-Routing-SCS.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, DA1.0 PRE............................................................................ 4
Hydrograph No. 3, SCS Runoff, DA1(a)................................................................................... 5
Hydrograph No. 4, SCS Runoff, DA1(b)................................................................................... 6
Hydrograph No. 5, SCS Runoff, DA1(c)................................................................................... 7
Hydrograph No. 6, Reservoir, POND 1 ROUTING................................................................... 8
Pond Report - Wet Pond 1................................................................................................... 9
Hydrograph No. 7, Reservoir, POND 2 ROUTING.................................................................11
Pond Report - Wet Pond 2.................................................................................................12
Hydrograph No. 8, Combine, DA2.0 POST............................................................................14
10 - Year
Summary Report.......................................................................................................................15
Hydrograph Reports.................................................................................................................16
Hydrograph No. 1, SCS Runoff, DA1.0 PRE..........................................................................16
Hydrograph No. 3, SCS Runoff, DA1(a).................................................................................17
Hydrograph No. 4, SCS Runoff, DA1(b).................................................................................18
Hydrograph No. 5, SCS Runoff, DA1(c).................................................................................19
Hydrograph No. 6, Reservoir, POND 1 ROUTING.................................................................20
Hydrograph No. 7, Reservoir, POND 2 ROUTING.................................................................21
Hydrograph No. 8, Combine, DA2.0 POST............................................................................22
100 - Year
Summary Report.......................................................................................................................23
Hydrograph Reports.................................................................................................................24
Hydrograph No. 1, SCS Runoff, DA1.0 PRE..........................................................................24
Hydrograph No. 3, SCS Runoff, DA1(a).................................................................................25
Hydrograph No. 4, SCS Runoff, DA1(b).................................................................................26
Hydrograph No. 5, SCS Runoff, DA1(c).................................................................................27
Hydrograph No. 6, Reservoir, POND 1 ROUTING.................................................................28
Hydrograph No. 7, Reservoir, POND 2 ROUTING.................................................................29
Hydrograph No. 8, Combine, DA2.0 POST............................................................................30
IDF Report..................................................................................................................31
1 - DA1.0 PRE 3 - DA1(a) 4 - DA1(b) 5 - DA1(c)
6 - POND 1 ROUTING
7 - POND 2 ROUTING
8 - DA2.0 POST
1
Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Project: 43807-Routing-SCS.gpw Monday, 12 / 9 / 2019
Hyd.Origin Description
Legend
1 SCS Runoff DA1.0 PRE
3 SCS Runoff DA1(a)
4 SCS Runoff DA1(b)
5 SCS Runoff DA1(c)
6 Reservoir POND 1 ROUTING
7 Reservoir POND 2 ROUTING
8 Combine DA2.0 POST
Hydrograph Return Period Recap
2
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 7.566 12.04 ------- ------- 24.83 ------- ------- 52.30 DA1.0 PRE
3 SCS Runoff ------ 13.43 16.87 ------- ------- 25.36 ------- ------- 40.91 DA1(a)
4 SCS Runoff ------ 11.84 15.09 ------- ------- 23.17 ------- ------- 38.02 DA1(b)
5 SCS Runoff ------ 2.221 3.367 ------- ------- 6.566 ------- ------- 13.24 DA1(c)
6 Reservoir 3 2.400 5.009 ------- ------- 16.13 ------- ------- 32.44 POND 1 ROUTING
7 Reservoir 4 0.696 1.263 ------- ------- 12.38 ------- ------- 31.83 POND 2 ROUTING
8 Combine 5, 6, 7 5.144 9.359 ------- ------- 34.07 ------- ------- 75.08 DA2.0 POST
Proj. file: 43807-Routing-SCS.gpw Monday, 12 / 9 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 7.566 2 726 26,887 ------ ------ ------ DA1.0 PRE
3 SCS Runoff 13.43 2 716 27,983 ------ ------ ------ DA1(a)
4 SCS Runoff 11.84 2 716 24,310 ------ ------ ------ DA1(b)
5 SCS Runoff 2.221 2 728 8,363 ------ ------ ------ DA1(c)
6 Reservoir 2.400 2 726 27,833 3 281.84 14,475 POND 1 ROUTING
7 Reservoir 0.696 2 766 23,988 4 284.83 13,910 POND 2 ROUTING
8 Combine 5.144 2 728 60,184 5, 6, 7 ------ ------ DA2.0 POST
43807-Routing-SCS.gpw Return Period: 1 Year Monday, 12 / 9 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 1
DA1.0 PRE
Hydrograph type = SCS Runoff Peak discharge = 7.566 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 26,887 cuft
Drainage area = 10.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.20 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
DA1.0 PRE
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 3
DA1(a)
Hydrograph type = SCS Runoff Peak discharge = 13.43 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 27,983 cuft
Drainage area = 3.970 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.150 x 98) + (0.740 x 98) + (0.800 x 74)] / 3.970
5
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
DA1(a)
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 4
DA1(b)
Hydrograph type = SCS Runoff Peak discharge = 11.84 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 24,310 cuft
Drainage area = 3.760 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.630 x 98) + (0.650 x 98) + (1.160 x 74)] / 3.760
6
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
DA1(b)
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 5
DA1(c)
Hydrograph type = SCS Runoff Peak discharge = 2.221 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 8,363 cuft
Drainage area = 2.640 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
DA1(c)
Hyd. No. 5 -- 1 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 6
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 2.400 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 27,833 cuft
Inflow hyd. No. = 3 - DA1(a) Max. Elevation = 281.84 ft
Reservoir name = Wet Pond 1 Max. Storage = 14,475 cuft
Storage Indication method used.
8
0 6 12 18 24 30 36 42 48 54 60 66 72
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
POND 1 ROUTING
Hyd. No. 6 -- 1 Year
Hyd No. 6 Hyd No. 3 Total storage used = 14,475 cuft
Pond Report 9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Pond No. 2 - Wet Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 280.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 280.00 5,687 0 0
1.00 281.00 8,360 6,980 6,980
1.40 281.40 8,836 3,438 10,418
2.00 282.00 9,578 5,522 15,941
3.00 283.00 10,852 10,207 26,148
4.00 284.00 12,184 11,510 37,658
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 1.75 0.00 0.00
Span (in)= 24.00 1.75 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 279.00 280.00 0.00 0.00
Length (ft)= 47.00 0.00 0.00 0.00
Slope (%)= 2.14 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 16.00 2.00 20.00 0.00
Crest El. (ft)= 282.50 281.35 283.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 280.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 698 280.10 5.35 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.013
0.20 1,396 280.20 5.35 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.029
0.30 2,094 280.30 5.35 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.038
0.40 2,792 280.40 5.35 ic 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.046
0.50 3,490 280.50 5.35 ic 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.053
0.60 4,188 280.60 5.35 ic 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.058
0.70 4,886 280.70 5.35 ic 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.064
0.80 5,584 280.80 5.35 ic 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.069
0.90 6,282 280.90 5.35 ic 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.073
1.00 6,980 281.00 5.35 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.077
1.04 7,324 281.04 5.35 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.079
1.08 7,668 281.08 5.35 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.081
1.12 8,012 281.12 5.35 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.082
1.16 8,355 281.16 5.35 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.084
1.20 8,699 281.20 5.35 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.085
1.24 9,043 281.24 5.35 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.087
1.28 9,387 281.28 5.35 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.088
1.32 9,731 281.32 5.35 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.090
1.36 10,075 281.36 5.35 ic 0.09 ic --- --- 0.00 0.01 0.00 --- --- --- 0.098
1.40 10,418 281.40 5.35 ic 0.09 ic --- --- 0.00 0.07 0.00 --- --- --- 0.167
1.46 10,971 281.46 5.35 ic 0.09 ic --- --- 0.00 0.24 0.00 --- --- --- 0.338
1.52 11,523 281.52 5.35 ic 0.10 ic --- --- 0.00 0.47 0.00 --- --- --- 0.563
1.58 12,075 281.58 5.35 ic 0.10 ic --- --- 0.00 0.73 0.00 --- --- --- 0.833
1.64 12,627 281.64 5.35 ic 0.10 ic --- --- 0.00 1.04 0.00 --- --- --- 1.141
1.70 13,179 281.70 5.35 ic 0.10 ic --- --- 0.00 1.38 0.00 --- --- --- 1.481
1.76 13,732 281.76 5.35 ic 0.10 ic --- --- 0.00 1.75 0.00 --- --- --- 1.853
1.82 14,284 281.82 5.35 ic 0.11 ic --- --- 0.00 2.15 0.00 --- --- --- 2.252
1.88 14,836 281.88 5.35 ic 0.11 ic --- --- 0.00 2.57 0.00 --- --- --- 2.678
1.94 15,388 281.94 5.35 ic 0.11 ic --- --- 0.00 3.02 0.00 --- --- --- 3.128
2.00 15,941 282.00 5.35 ic 0.11 ic --- --- 0.00 3.49 0.00 --- --- --- 3.602
2.10 16,961 282.10 5.35 ic 0.11 ic --- --- 0.00 4.33 0.00 --- --- --- 4.440
2.20 17,982 282.20 5.35 ic 0.12 ic --- --- 0.00 5.22 0.00 --- --- --- 5.337
2.30 19,003 282.30 6.37 ic 0.12 ic --- --- 0.00 6.17 0.00 --- --- --- 6.286
2.40 20,024 282.40 7.32 ic 0.12 ic --- --- 0.00 7.17 0.00 --- --- --- 7.285
2.50 21,044 282.50 8.44 ic 0.12 ic --- --- 0.00 8.21 0.00 --- --- --- 8.333
2.60 22,065 282.60 11.16 ic 0.12 ic --- --- 1.69 9.31 0.00 --- --- --- 11.11
Continues on next page...
10
Wet Pond 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.70 23,086 282.70 15.32 ic 0.10 ic --- --- 4.77 10.45 0.00 --- --- --- 15.32
2.80 24,106 282.80 19.86 ic 0.08 ic --- --- 8.76 11.02 s 0.00 --- --- --- 19.86
2.90 25,127 282.90 23.21 ic 0.06 ic --- --- 13.48 9.67 s 0.00 --- --- --- 23.21
3.00 26,148 283.00 24.91 ic 0.04 ic --- --- 16.61 s 8.26 s 0.00 --- --- --- 24.91
3.10 27,299 283.10 25.78 ic 0.04 ic --- --- 18.10 s 7.64 s 2.11 --- --- --- 27.89
3.20 28,450 283.20 26.46 ic 0.03 ic --- --- 19.23 s 7.20 s 5.96 --- --- --- 32.41
3.30 29,601 283.30 27.03 ic 0.03 ic --- --- 20.15 s 6.85 s 10.94 --- --- --- 37.97
3.40 30,752 283.40 27.55 ic 0.02 ic --- --- 20.93 s 6.59 s 16.85 --- --- --- 44.39
3.50 31,903 283.50 28.03 ic 0.02 ic --- --- 21.63 s 6.37 s 23.55 --- --- --- 51.57
3.60 33,054 283.60 28.48 ic 0.02 ic --- --- 22.27 s 6.20 s 30.96 --- --- --- 59.44
3.70 34,205 283.70 28.92 ic 0.02 ic --- --- 22.84 s 6.05 s 39.01 --- --- --- 67.91
3.80 35,356 283.80 29.34 ic 0.02 ic --- --- 23.37 s 5.93 s 47.66 --- --- --- 76.98
3.90 36,507 283.90 29.75 ic 0.01 ic --- --- 23.87 s 5.83 s 56.87 --- --- --- 86.59
4.00 37,658 284.00 30.15 ic 0.01 ic --- --- 24.35 s 5.75 s 66.60 --- --- --- 96.71
...End
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 7
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.696 cfs
Storm frequency = 1 yrs Time to peak = 12.77 hrs
Time interval = 2 min Hyd. volume = 23,988 cuft
Inflow hyd. No. = 4 - DA1(b) Max. Elevation = 284.83 ft
Reservoir name = Wet Pond 2 Max. Storage = 13,910 cuft
Storage Indication method used.
11
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
POND 2 ROUTING
Hyd. No. 7 -- 1 Year
Hyd No. 7 Hyd No. 4 Total storage used = 13,910 cuft
Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Pond No. 1 - Wet Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 283.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 283.00 5,480 0 0
1.00 284.00 8,088 6,741 6,741
1.30 284.30 8,397 2,472 9,213
2.00 285.00 9,318 6,197 15,410
3.00 286.00 10,605 9,954 25,364
4.00 287.00 11,950 11,270 36,634
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 1.50 0.00 0.00
Span (in)= 24.00 1.50 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 282.00 283.00 0.00 0.00
Length (ft)= 72.00 0.00 0.00 0.00
Slope (%)= 0.56 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 16.00 0.33 20.00 0.00
Crest El. (ft)= 285.50 284.15 286.00 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 283.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 674 283.10 5.18 oc 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.011
0.20 1,348 283.20 5.18 oc 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.022
0.30 2,022 283.30 5.18 oc 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.029
0.40 2,696 283.40 5.18 oc 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.034
0.50 3,371 283.50 5.18 oc 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.039
0.60 4,045 283.60 5.18 oc 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.043
0.70 4,719 283.70 5.18 oc 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.047
0.80 5,393 283.80 5.18 oc 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.051
0.90 6,067 283.90 5.18 oc 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.054
1.00 6,741 284.00 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.057
1.03 6,988 284.03 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.058
1.06 7,236 284.06 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.059
1.09 7,483 284.09 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.060
1.12 7,730 284.12 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.061
1.15 7,977 284.15 5.18 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.062
1.18 8,225 284.18 5.18 oc 0.06 ic --- --- 0.00 0.01 0.00 --- --- --- 0.068
1.21 8,472 284.21 5.18 oc 0.06 ic --- --- 0.00 0.02 0.00 --- --- --- 0.079
1.24 8,719 284.24 5.18 oc 0.06 ic --- --- 0.00 0.03 0.00 --- --- --- 0.094
1.27 8,966 284.27 5.18 oc 0.06 ic --- --- 0.00 0.05 0.00 --- --- --- 0.111
1.30 9,213 284.30 5.18 oc 0.07 ic --- --- 0.00 0.06 0.00 --- --- --- 0.130
1.37 9,833 284.37 5.18 oc 0.07 ic --- --- 0.00 0.11 0.00 --- --- --- 0.181
1.44 10,453 284.44 5.18 oc 0.07 ic --- --- 0.00 0.17 0.00 --- --- --- 0.241
1.51 11,073 284.51 5.18 oc 0.07 ic --- --- 0.00 0.24 0.00 --- --- --- 0.308
1.58 11,692 284.58 5.18 oc 0.07 ic --- --- 0.00 0.31 0.00 --- --- --- 0.383
1.65 12,312 284.65 5.18 oc 0.07 ic --- --- 0.00 0.39 0.00 --- --- --- 0.463
1.72 12,932 284.72 5.18 oc 0.08 ic --- --- 0.00 0.47 0.00 --- --- --- 0.549
1.79 13,551 284.79 5.18 oc 0.08 ic --- --- 0.00 0.56 0.00 --- --- --- 0.640
1.86 14,171 284.86 5.18 oc 0.08 ic --- --- 0.00 0.66 0.00 --- --- --- 0.737
1.93 14,791 284.93 5.18 oc 0.08 ic --- --- 0.00 0.76 0.00 --- --- --- 0.838
2.00 15,410 285.00 5.18 oc 0.08 ic --- --- 0.00 0.86 0.00 --- --- --- 0.943
2.10 16,406 285.10 5.18 oc 0.08 ic --- --- 0.00 1.02 0.00 --- --- --- 1.102
2.20 17,401 285.20 5.18 oc 0.09 ic --- --- 0.00 1.18 0.00 --- --- --- 1.269
2.30 18,396 285.30 5.18 oc 0.09 ic --- --- 0.00 1.36 0.00 --- --- --- 1.444
2.40 19,392 285.40 5.18 oc 0.09 ic --- --- 0.00 1.54 0.00 --- --- --- 1.626
2.50 20,387 285.50 5.18 oc 0.09 ic --- --- 0.00 1.72 0.00 --- --- --- 1.816
2.60 21,383 285.60 5.18 oc 0.09 ic --- --- 1.69 1.92 0.00 --- --- --- 3.699
Continues on next page...
13
Wet Pond 2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.70 22,378 285.70 7.01 oc 0.09 ic --- --- 4.77 2.12 0.00 --- --- --- 6.981
2.80 23,373 285.80 11.16 oc 0.08 ic --- --- 8.76 2.33 0.00 --- --- --- 11.16
2.90 24,369 285.90 15.98 oc 0.07 ic --- --- 13.48 2.43 s 0.00 --- --- --- 15.98
3.00 25,364 286.00 21.06 oc 0.05 ic --- --- 18.84 2.17 s 0.00 --- --- --- 21.06
3.10 26,491 286.10 23.90 oc 0.04 ic --- --- 22.08 s 1.79 s 1.64 --- --- --- 25.55
3.20 27,618 286.20 25.06 oc 0.03 ic --- --- 23.39 s 1.64 s 4.65 --- --- --- 29.71
3.30 28,745 286.30 25.93 oc 0.02 ic --- --- 24.37 s 1.54 s 8.55 --- --- --- 34.47
3.40 29,872 286.40 26.65 oc 0.02 ic --- --- 25.18 s 1.46 s 13.16 --- --- --- 39.81
3.50 30,999 286.50 27.29 oc 0.02 ic --- --- 25.87 s 1.39 s 18.39 --- --- --- 45.67
3.60 32,126 286.60 27.87 oc 0.02 ic --- --- 26.51 s 1.34 s 24.17 --- --- --- 52.04
3.70 33,253 286.70 28.42 oc 0.02 ic --- --- 27.10 s 1.30 s 30.46 --- --- --- 58.87
3.80 34,380 286.80 28.94 oc 0.01 ic --- --- 27.66 s 1.26 s 37.21 --- --- --- 66.15
3.90 35,507 286.90 29.43 oc 0.01 ic --- --- 28.18 s 1.24 s 44.40 --- --- --- 73.83
4.00 36,634 287.00 29.91 oc 0.01 ic --- --- 28.66 s 1.21 s 52.00 --- --- --- 81.89
...End
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 8
DA2.0 POST
Hydrograph type = Combine Peak discharge = 5.144 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 60,184 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 2.640 ac
14
0 6 12 18 24 30 36 42 48 54 60 66 72
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
DA2.0 POST
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph Summary Report
15
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 24.83 2 724 79,175 ------ ------ ------ DA1.0 PRE
3 SCS Runoff 25.36 2 716 54,981 ------ ------ ------ DA1(a)
4 SCS Runoff 23.17 2 716 49,368 ------ ------ ------ DA1(b)
5 SCS Runoff 6.566 2 726 22,935 ------ ------ ------ DA1(c)
6 Reservoir 16.13 2 720 54,824 3 282.74 23,269 POND 1 ROUTING
7 Reservoir 12.38 2 722 49,015 4 285.83 23,624 POND 2 ROUTING
8 Combine 34.07 2 722 126,773 5, 6, 7 ------ ------ DA2.0 POST
43807-Routing-SCS.gpw Return Period: 10 Year Monday, 12 / 9 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 1
DA1.0 PRE
Hydrograph type = SCS Runoff Peak discharge = 24.83 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 79,175 cuft
Drainage area = 10.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.20 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
DA1.0 PRE
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 3
DA1(a)
Hydrograph type = SCS Runoff Peak discharge = 25.36 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 54,981 cuft
Drainage area = 3.970 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.150 x 98) + (0.740 x 98) + (0.800 x 74)] / 3.970
17
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
DA1(a)
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 4
DA1(b)
Hydrograph type = SCS Runoff Peak discharge = 23.17 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 49,368 cuft
Drainage area = 3.760 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.630 x 98) + (0.650 x 98) + (1.160 x 74)] / 3.760
18
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
DA1(b)
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 5
DA1(c)
Hydrograph type = SCS Runoff Peak discharge = 6.566 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 22,935 cuft
Drainage area = 2.640 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.00 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
19
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
DA1(c)
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 6
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 16.13 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 54,824 cuft
Inflow hyd. No. = 3 - DA1(a) Max. Elevation = 282.74 ft
Reservoir name = Wet Pond 1 Max. Storage = 23,269 cuft
Storage Indication method used.
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
POND 1 ROUTING
Hyd. No. 6 -- 10 Year
Hyd No. 6 Hyd No. 3 Total storage used = 23,269 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 7
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 12.38 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 49,015 cuft
Inflow hyd. No. = 4 - DA1(b) Max. Elevation = 285.83 ft
Reservoir name = Wet Pond 2 Max. Storage = 23,624 cuft
Storage Indication method used.
21
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
POND 2 ROUTING
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 4 Total storage used = 23,624 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 8
DA2.0 POST
Hydrograph type = Combine Peak discharge = 34.07 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 126,773 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 2.640 ac
22
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
DA2.0 POST
Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph Summary Report
23
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 52.30 2 724 163,530 ------ ------ ------ DA1.0 PRE
3 SCS Runoff 40.91 2 716 91,685 ------ ------ ------ DA1(a)
4 SCS Runoff 38.02 2 716 83,806 ------ ------ ------ DA1(b)
5 SCS Runoff 13.24 2 726 45,710 ------ ------ ------ DA1(c)
6 Reservoir 32.44 2 720 91,524 3 283.21 28,457 POND 1 ROUTING
7 Reservoir 31.83 2 720 83,430 4 286.26 28,119 POND 2 ROUTING
8 Combine 75.08 2 720 220,663 5, 6, 7 ------ ------ DA2.0 POST
43807-Routing-SCS.gpw Return Period: 100 Year Monday, 12 / 9 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 1
DA1.0 PRE
Hydrograph type = SCS Runoff Peak discharge = 52.30 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 163,530 cuft
Drainage area = 10.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.20 min
Total precip. = 7.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
DA1.0 PRE
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 3
DA1(a)
Hydrograph type = SCS Runoff Peak discharge = 40.91 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 91,685 cuft
Drainage area = 3.970 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.150 x 98) + (0.740 x 98) + (0.800 x 74)] / 3.970
25
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
DA1(a)
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 4
DA1(b)
Hydrograph type = SCS Runoff Peak discharge = 38.02 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 83,806 cuft
Drainage area = 3.760 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.630 x 98) + (0.650 x 98) + (1.160 x 74)] / 3.760
26
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
DA1(b)
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 5
DA1(c)
Hydrograph type = SCS Runoff Peak discharge = 13.24 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 45,710 cuft
Drainage area = 2.640 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.00 min
Total precip. = 7.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
27
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
DA1(c)
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 6
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 32.44 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 91,524 cuft
Inflow hyd. No. = 3 - DA1(a) Max. Elevation = 283.21 ft
Reservoir name = Wet Pond 1 Max. Storage = 28,457 cuft
Storage Indication method used.
28
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 1 ROUTING
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 3 Total storage used = 28,457 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 7
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 31.83 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 83,430 cuft
Inflow hyd. No. = 4 - DA1(b) Max. Elevation = 286.26 ft
Reservoir name = Wet Pond 2 Max. Storage = 28,119 cuft
Storage Indication method used.
29
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
POND 2 ROUTING
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 4 Total storage used = 28,119 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Hyd. No. 8
DA2.0 POST
Hydrograph type = Combine Peak discharge = 75.08 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 220,663 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 2.640 ac
30
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
DA2.0 POST
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydraflow Rainfall Report 31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 9 / 2019
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)B D E (N/A)
1 57.5301 12.1000 0.8703 --------
2 74.3345 13.2000 0.8884 --------
3 177.2083 15.1000 1.3593 --------
5 72.4895 12.9000 0.8394 --------
10 68.3280 12.0000 0.7920 --------
25 62.3903 11.0000 0.7384 --------
50 59.7032 10.4000 0.7038 --------
100 53.2938 9.2000 0.6573 --------
File name: Wendell.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.86 3.89 3.26 2.81 2.48 2.22 2.01 1.84 1.70 1.58 1.48 1.39
2 5.65 4.55 3.83 3.31 2.92 2.62 2.38 2.18 2.01 1.87 1.75 1.64
3 3.00 2.22 1.73 1.41 1.17 1.00 0.87 0.76 0.68 0.61 0.55 0.50
5 6.44 5.23 4.43 3.86 3.43 3.09 2.82 2.59 2.40 2.24 2.10 1.98
10 7.25 5.91 5.02 4.39 3.91 3.54 3.24 2.99 2.78 2.60 2.45 2.31
25 8.05 6.59 5.63 4.94 4.43 4.02 3.69 3.42 3.19 3.00 2.83 2.68
50 8.71 7.15 6.13 5.40 4.85 4.42 4.07 3.78 3.54 3.33 3.15 2.99
100 9.32 7.64 6.56 5.80 5.23 4.78 4.42 4.12 3.86 3.65 3.46 3.29
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: S:\332\43807-SPC_Mechanical\Calc\Stm\1_Hydraflow\2_Hydraflow SCM\WAKE.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.00 3.60 0.00 4.35 5.09 5.99 6.74 7.86
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
7/16/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Wendell, North Carolina, USA*'
Latitude: 35.8010, Longitude:-78.40480
Elevation: 287.75 ft**
(D
1/4'
source: ESRI Maps
„F
'" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
4.87
5.65
6.44
7.25
8.06
8.72
9.32
9.85
10.5
11.0
5-min
(4.45-5.35)
(5.18-6.18)
(5.89-7.03)
(6.62-7.92)
(7.34-8.80)
(7.91-9.52)
(8.40-10.2)
(8.82-10.8)
(9.29-11.4)
(9.70-12.0)
3.89
4.52
5.15
5.80
6.43
6.95
7.41
7.81
8.27
8.66
10-min
(3.56-4.27)
(4.15-4.94)
(4.72-5.63)
(5.30-6.33)
(5.85-7.01)
(6.30-7.58)
(6.67-8.07)
(7.00-8.52)
(7.34-9.03)
(7.63-9.48)
3.24
3.79
4.35
4.89
5.43
5.87
6.24
6.57
6.94
7.25
15-min
(2.96-3.56)1
(3.47-4.14)
(3.98-4.75)
1 (4.47-5.34)
1 (4.94-5.92)
(5.32-6.40)
(5.62-6.80)
(5.88-7.17)
(6.16-7.58)
F;-o-;,7,FE2E22
)
(2. 06286
2. 30.37
3.24 3487)
(3.664239
4. 0 4?82
(4. 0 5821)
(4. 8-5.58
4. 0 6?03
5.17 6?42
1.39
1.64
1.98
2.31
2.68
2.99
3.29
3.59
3.96 4.29
60 min
(1.27-1.52) 11
(1.51-1.80)
(1.81-2.16)
1 (2.11-2.52)
1 (2.44-2.92)
1 (2.71-3.27)
(2.96-3.59)
(3.21-3.91)
(3.52-4.32) (3.77-4.69)
0.812
0.964
1.18
1.39
1.64
1.86
2.08
2.30
2.60 2.86
2-hr
(0.736-0.898)
(0.880-1.06)
1 (1.07-1.29)
1 (1.26-1.53)
1 (1.48-1.80)
1 (1.67-2.04)
(1.85-2.28)
(2.04-2.52)
(2.28-2.84) (2.49-3.14)
0.572
T 0.681
0.834
0.991
1.18
1.36
1.53
1.71
1.96 2.18
3-hr
(0.519-0.635)
(0.621-0.752)
(0.759-0.921)
(0.898-1.09)
1 (1.06-1.30)
1 (1.21-1.49)
1 (1.36-1.68)
1 (1.51-1.88)
1 (1.70-2.15) 1 (1.88-2.40)
0.344
0.409
0.502
0.597
0.715
0.822
0.931
1.05
1.20 1.35
6-hr
(0.314-0.380)
(0.374-0.451)
(0.457-0.552)
(0.543-0.655)
(0.646-0.783)
(0.738-0.900)
(0.828-1.02)
(0.922-1.14)
1 (1.05-1.31)
0.201
0.240
0.295
0.353
0.425
0.493
0.561
0.636
0.739 0.836
12-hr
(0.184-0.222)
0.120
(0.220-0.263)
0.145
(0.270-0.324)
0.183
(0.321-0.387)
0.214
(0.385-0.465)
0.257
(0.442-0.537)
0.292 IF
(0.498-0.611)
0.329 IF
(0.558-0.692)
0.368
(0.638-0.804) (0.711-0.910)
0.422 0.467
24-hr
(0.111-0.130)
(0.134-0.157)
(0.170-0.199)
(0.198-0.232)
(0.237-0.278)
(0.268-0.316)
(0.300-0.356)
(0.333-0.398)
(0.380-0.458) (0.417-0.508)
2-day
0. 6 -0 075
0.078-0 090
0. 97 0..1113
0.1113-0..1132
0.134 0..1157)
(0.15110..1178)
1(0.169-0 200
0.187-02 23
0.2012-02 56) 0.232-02 83
0.049
0.059
0.074
0.085
0.102
0.115
0.128
0.143
0.163 0.179
3-day
(0.046-0.053)
(0.055-0.063)
(0.068-0.079)
(0.079-0.092)
(0.094-0.109)
(0.106-0.124)
(0.118-0.138)
(0.130-0.154)
(0.147-0.176) (0.161-0.194)
0.039
0.047
0.058
0.067
0.080
0.090
0.100
0.111
0.127 0.139
4-day
(0.036-0.042)
(0.044-0.050)
(0.054-0.062)
(0.062-0.072)
(0.074-0.085)
(0.083-0.096)
0.057
(0.092-0.108)
0.064
(0.102-0.120)
0.071
(0.115-0.137) (0.125-0.150)
0.080 0.087
0.026
0.031
0.038
0.043
0.051
7-day
(0.024-0.028)
(0.029-0.033)
(0.035-0.041)
(0.040-0.046)
(0.048-0.055)
(0.053-0.061)
(0.059-0.068)
(0.065-0.076)
(0.073-0.086) (0.079-0.094)
10-day
0.019-0 022
0.02 -0 026
0.028-0 032
0.03 -0 036
0.037--0 042
0. 41- 047
0. 45-0 051
0. 49-0 057
0.054-0 063) 0. 59-0 069
0.014
0.016
0.019
0.022
0.025
0.028
0.031
0.033
0.037 0.040
20-day
(0.013-0.015)
(0.015-0.017)
(0.018-0.021)
(0.021-0.023)
(0.024-0.027)
(0.026-0.030)
(0.028-0.033)
(0.031-0.036)
(0.034-0.040) (0.037-0.043)
0.011
0.013
0.016
0.018
0.020
0.022
0.024
0.025
0.028 0.030
30-day
(0.011-0.012)
(0.013-0.014)
(0.015-0.017)
(0.016-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030) (0.027-0.032)
0.010
0.011
0.013
0.014
0.016
0.018
0.019
0.020
0.022 0.023
F;5--da7yF
(0.009-0.010)
(0.011-0.012)
(0.012-0.014)
(0.014-0.015)
(0.015-0.017)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023) (0.022-0.025)
0.009
0.010
0.012
0.013
0.014
0.015
0.016 IF
0.017
0.019
0.020
60-day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.020)
(0.018-0.021)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PIMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.htmI?Iat=35.801 O&Ion=-78.4048&data=intensity&units=engIish&series=pds 1/4

7/16/2019
Precipitation Frequency Data Server
100-000
10-000
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1-000
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0 0-100
a 0-010
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PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.8010 Longitude:-78.4048'
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1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Tue]ul 16 12:25-35 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
rnlervai
(yeara)
2
— 6
— 26
— 60
10n
200
— 500
1000
Duration
— 5--mrn —
2-day
— 10-mn —
3-day
15-min —
4-day
— 30-min —
?-day
— 60-min —
10--day
— 2-mr —
20-aay
— 3-hr —
30-day
— 6-hr —
45-day
— t2-hr —
60-day
24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.8010&Ion=-78.4048&data=intensity&units=engIish&series=pds 2/4

7/16/2019 Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.801 O&Ion=-78.4048&data=intensity&units=engIish&series=pds 3/4

7/16/2019
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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Storm Drainage Calculations

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
uuttall
Project File: 43807 - 100 Series 2019.12.06.stm
Number of lines: 23 1 Date: 12/9/2019
Storm Sewers v2019.20

Storm Sewer Profile
Proj. file: 43807 - 100 Series 2019.12.06.stm
�
N
O
o
Elev. (ft)
O M C
• O
J Q S
C7 7OO
J Q E
O0O
J Q S
LO
J Q S
M`-
J O S
O Nr�
J O
O LO
315.00
315.00
307.00
307.00
299.00
299.00
291.00
291.00
283.00
283.00
275.00
275.00
0
50
100 150
200
250 300 350 400 450
HGL---------------------
EGL
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: 43807 - 100 Series 2019.12.06.stm
M
V
to
W
5
Q C J Q C
C 7
J 0 C
C 7
J OS
C
J
7
O C
C
J OS
C 7
J 0
O On
'Onn
GM
CD
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000
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' M�OO-
Elev. (ft)CD
O N CO CO
O M°O OD
O �00
CDO•-�
CO00NM
CO
308.00
308.00
303.00
303.00
298.00
298.00
293.00
71
293.00
2.00%
288.00
288.00
283.00
283.00
0 50 100 150 200 250
300
350
400
450
HGL--------------------- EGL
Reach (ft)
0) W W
N N N CONNN
O WI W O
�E c c �
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- 18" 0.60%
8.530Lf - 18" @
.59%
Storm Sewers

Storm Sewer Profile
Proj. file: 43807 - 100 Series 2019.12.06.stm
0 C
O 'IT to
Elev. (ft) C n! CO CO
N N
owuww
mE>>
c c
302.00
298.00
J Q E
m6ai
cy� CO Co
N N N
o Www
E>>
COQ� c c
J O
1- NCO
M N N
+ ww
m E>
6 E c
302.00
298.00
294.00
294.00
- - ----
----------- -
- - - - - -
290.00
---------
--------------------------
----
0
290.00
-------------
-------------
-------------
---
----------
286.00
0
%
286.00
282.00
0
282.00
10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

INLET TYPE A
TC I10 C Q10 (INLET)Q10 (TOTAL) QCAPACITY PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN
FROM TO (AC)(MIN)(IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT)
COMB CB102 OUT 0.20 5.0 5.63 0.78 1.13 15.45 67.88 42 24 RCP 9.01 284.76 281.00 291.14 282.32 286.18 282.74
COMB CB103 CB102 0.24 5.0 5.70 0.88 1.53 11.10 25.32 88 24 RCP 1.25 286.06 284.96 292.96 291.14 287.25 286.18
COMB CB108 CB103 0.41 5.0 5.97 0.87 2.58 6.55 8.04 9 18 RCP 0.59 286.81 286.76 293.07 292.96 287.84 287.79
GRATE DI109 CB108 0.43 5.0 6.22 0.85 2.65 4.61 8.15 193 18 RCP 0.60 288.17 287.01 293.36 293.07 288.99 288.04
GRATE DI110 DI109 0.13 5.0 6.39 0.91 0.86 2.40 14.85 60 18 RCP 2.00 289.57 288.37 294.69 293.36 290.16 288.99
GRATE DI111 DI110 0.12 5.0 6.56 0.64 0.56 1.69 9.13 60 15 RCP 2.00 291.22 290.02 296.06 294.69 291.74 290.38
COMB CB112 DI111 0.11 5.0 6.90 0.91 0.73 1.25 9.15 75 15 RCP 2.01 292.93 291.42 298.44 296.06 293.37 291.74
COMB CB113 CB112 0.09 5.0 7.25 0.90 0.59 0.59 9.13 31 15 RCP 2.00 293.75 293.13 298.27 298.44 294.05 293.37
COMB CB104 CB103 0.14 5.0 5.79 0.84 0.85 3.68 20.76 65 18 RCP 3.91 289.30 286.76 294.50 292.96 290.03 287.25
COMB CB105 CB104 0.08 5.0 6.53 0.94 0.54 2.30 6.78 114 15 RCP 1.10 291.01 289.75 297.35 294.50 291.62 290.25
COMB CB106 CB105 0.10 5.0 6.71 0.95 0.69 1.86 6.77 60 15 RCP 1.10 291.87 291.21 299.26 297.35 292.41 291.66
GRATE YI107 CB106 0.13 5.0 6.92 0.38 0.36 1.26 4.59 45 15 RCP 0.51 292.30 292.07 295.57 299.26 292.75 292.52
MH RD156 YI107 0.14 5.0 7.25 0.95 0.96 0.96 3.85 75 12 RCP 1.00 293.30 292.55 296.87 295.57 293.71 292.92
GRATE YI116 CB104 0.05 5.0 6.34 0.59 0.21 0.38 3.86 79 12 RCP 1.00 290.79 290.00 294.85 294.50 291.04 290.21
GRATE YI117 YI116 0.05 5.0 7.25 0.60 0.22 0.22 3.86 52 12 RCP 1.00 291.31 290.79 294.85 294.85 291.50 291.04
GRATE CB114 CB102 0.05 5.0 6.79 0.95 0.34 1.51 6.45 61 15 RCP 1.00 286.32 285.71 293.58 291.14 286.81 286.18
GRATE YI115 CB114 0.12 5.0 7.14 0.35 0.30 1.25 6.47 70 15 RCP 1.00 289.75 289.05 292.75 293.58 290.19 289.42
MH RD155 YI115 0.14 5.0 7.25 0.95 0.96 0.96 3.89 24 12 RCP 1.02 290.24 290.00 294.76 292.75 290.65 290.34
COMB CB118 CB104 0.15 5.0 7.25 0.71 0.77 0.77 6.52 16 15 RCP 1.02 289.91 289.75 294.74 294.50 290.25 290.04
MH RD151 CB102 0.11 5.0 6.60 0.95 0.76 2.76 6.17 63 12 RCP 3.00 287.84 285.96 293.52 291.14 288.55 286.43
MH RD152 RD151 0.11 5.0 6.72 0.95 0.76 2.11 3.56 69 12 RCP 1.00 288.53 287.84 294.22 293.52 289.15 288.55
MH RD153 RD152 0.11 5.0 6.98 0.95 0.76 1.46 3.56 103 12 RCP 1.00 289.56 288.53 294.23 294.22 290.07 289.15
MH RD154 RD153 0.11 5.0 7.25 0.95 0.76 0.76 3.56 47 12 RCP 1.00 290.03 289.56 294.27 294.23 290.39 290.07
STRUCTURE
STORM PIPE DESIGN NETWORK 100 - 10 YEAR STORM
Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
14
13
17 7
8 9 15
111 6
18
5 10
12
21 20 4 11
16
19
3
Outfa I I
2
1
Project File: 43807 - 200 Series 2019.12.06.stm Number of lines: 21 Date: 12/9/2019
Storm Sewers v2019.20

INLET TYPE A
TC I10 C Q10 (INLET)Q10 (TOTAL) QCAPACITY PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN
FROM TO (AC)(MIN)(IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT)
COMB CB201 OUT 0.09 5.0 4.91 0.87 0.57 12.55 30.41 106 24 RCP 1.81 285.91 284.00 293.92 286.38 287.18 285.83
COMB CB202 CB201 0.09 5.0 4.95 0.85 0.55 12.27 30.34 85 24 RCP 1.80 287.63 286.11 294.02 293.92 288.89 287.18
GRATE DI203 CB202 0.29 5.0 4.98 0.87 1.83 9.73 0.00 54 24 RCP 0.50 288.10 287.83 293.29 294.02 289.23 288.96
COMB CB204 DI203 0.15 5.0 5.01 0.90 0.98 8.52 0.00 64 18 RCP 1.16 289.54 288.80 294.64 293.29 290.67 289.77
COMB CB205 CB204 0.06 5.0 5.04 0.92 0.40 7.89 0.00 68 18 RCP 1.15 290.52 289.74 296.68 294.64 291.61 290.67
COMB CB206 CB205 0.08 5.0 5.07 0.95 0.55 6.84 0.00 59 18 RCP 1.15 291.40 290.72 298.43 296.68 292.41 291.61
COMB CB207 CB206 0.04 5.0 5.13 0.94 0.27 5.60 0.00 89 18 RCP 1.30 292.76 291.60 300.37 298.43 293.67 292.41
COMB CB208 CB207 0.12 5.0 5.15 0.77 0.67 5.43 0.00 36 18 RCP 1.30 293.43 292.96 299.22 300.37 294.33 293.67
COMB CB209 CB208 0.16 5.0 5.18 0.67 0.78 4.99 0.00 45 18 RCP 1.29 294.21 293.63 300.24 299.22 295.07 294.33
COMB CB210 CB209 0.18 5.0 6.73 0.70 0.91 4.12 0.00 105 15 RCP 1.00 295.71 294.66 300.20 300.24 296.53 295.39
GRATE CB220 CB210 0.33 5.0 7.07 0.67 1.60 3.17 0.00 110 15 RCP 0.50 296.46 295.91 299.95 300.20 297.23 296.68
MH RD254 CB220 0.24 5.0 7.25 0.95 1.65 1.65 0.00 69 12 RCP 1.00 297.40 296.71 301.97 299.95 297.95 297.45
COMB CB217 CB209 0.17 5.0 5.36 0.70 0.86 1.30 0.00 88 15 RCP 0.50 295.10 294.66 300.64 300.24 295.56 295.12
COMB CB218 CB217 0.34 5.0 6.29 0.10 0.25 0.78 0.00 194 15 RCP 0.50 296.27 295.30 300.64 300.64 296.62 295.75
COMB CB219 CB218 0.12 5.0 7.25 0.75 0.65 0.65 0.00 106 15 RCP 0.50 297.00 296.47 300.75 300.64 297.32 296.79
COMB CB211 CB210 0.05 5.0 7.25 0.75 0.27 0.27 0.00 22 15 RCP 0.50 296.06 295.95 300.10 300.20 296.53 296.53
GRATE YI216 CB206 0.42 5.0 7.25 0.43 1.31 1.31 0.00 30 15 RCP 0.49 292.00 291.85 294.97 298.43 292.45 292.41
MH RD251 CB205 0.17 5.0 7.25 0.95 1.17 1.17 0.00 31 12 RCP 1.02 291.53 291.22 296.53 296.68 291.99 291.61
GRATE DI215 CB202 0.17 5.0 7.10 0.75 0.92 3.20 0.00 78 15 RCP 1.01 289.45 288.67 293.95 294.02 290.17 289.29
MH RD252 DI215 0.17 5.0 7.20 0.95 1.17 2.32 0.00 54 12 RCP 1.01 290.24 289.70 295.00 293.95 290.89 290.26
MH RD253 RD252 0.17 5.0 7.25 0.95 1.17 1.17 0.00 13 12 RCP 0.97 290.37 290.24 294.95 295.00 290.83 290.89
STORM PIPE DESIGN NETWORK 200 - 10 YEAR STORM
STRUCTURE
Storm Sewer Profile
Proj. file: 43807 - 200 Series 2019.12.06.stm
M
� N M It tD CD n W (A
jC j C j C C C j C j C j C C C
CO C J O C J Os J Os J O C J O C J O C J O C J O C J O C J O C
O M O N.-� NMM 000 �V ItMNN MOO rMM NMM �.-CD �00
CO (A CD O (D N to (D 'T CD � � N CO to N Cn N CO (D
Elev. (ft)
318.00
310.00
302.00
294.00
286.00
27&00
MIN
■
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Storm Sewer Profile
Proj. file: 43807 - 200 Series 2019.12.06.stm
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Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
Outfall
Project File: 43807 - ROW Series 2019.09.30.stm
Number of lines: 6 1 Date: 12/10/2019
Storm Sewers v2019 20

INLET TYPE A
TC I10 C Q10 (INLET)Q10 (TOTAL) QCAPACITY PIPE LENGTH PIPE SIZE MATERIAL PIPE SLOPE UPPER INV LOWER INV RIM ELEV UP RIM ELEV DOWN HGL UP HGL DOWN
FROM TO (AC)(MIN)(IN/HR) (CFS) (CFS) (CFS) (FT) (IN) (%) (FT) (FT) (FT) (FT) (FT) (FT)
COMB CB301 OUT 0.26 5.0 5.25 0.85 1.58 4.19 16.06 161 24 RCP 0.50 293.81 293.00 299.31 295.25 294.53 293.70
COMB CB302 CB301 0.59 5.0 5.79 0.87 3.69 3.37 27.76 236 24 RCP 1.51 297.57 294.01 303.85 299.31 298.21 294.53
GRATE EX-YI303 CB302 0.19 5.0 7.25 0.38 0.52 0.52 33.14 55 24 RCP 2.15 298.95 297.77 302.55 303.85 299.20 298.21
COMB CB401 #N/A 0.29 5.0 5.54 0.87 1.83 2.76 10.46 35 18 RCP 0.99 279.92 279.57 285.27 281.28 280.55 280.11
COMB CB402 CB401 0.15 5.0 6.15 0.78 0.83 1.51 13.31 248 15 RCP 4.25 290.66 280.12 296.17 285.27 291.15 280.55
COMB CB403 CB402 0.16 5.0 7.25 0.84 0.95 0.95 10.21 182 15 RCP 2.50 295.41 290.86 301.16 296.17 295.79 291.15
STORM PIPE DESIGN ROW NETWORK - 10 YEAR STORM
STRUCTURE
Storm Sewer Profile
Proj. file: 43807 - ROW Seiries 2019.09.05.stm
w
00
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Elev. (ft)
318.00
300.00
291.00
282.00
273.00
0
318.00
300.00
291.00
282.00
273.00
50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Maps

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Wake County,
North Carolina
1500 Wendell Blvd
Natural
Resources
Conservation
Service
August 29, 2019
6
Custom Soil Resource Report
Soil Map (1500 Wendell Blvd)3964690396477039648503964930396501039650903965170396477039648503964930396501039650903965170734130 734210 734290 734370 734450 734530 734610 734690 734770 734850
734130 734210 734290 734370 734450 734530 734610 734690 734770 734850
35° 48' 10'' N 78° 24' 33'' W35° 48' 10'' N78° 24' 2'' W35° 47' 54'' N
78° 24' 33'' W35° 47' 54'' N
78° 24' 2'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:3,570 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 29, 2014—Dec 9,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
7
Map Unit Legend (1500 Wendell Blvd)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ChA Chewacla and Wehadkee soils,
0 to 2 percent slopes,
frequently flooded
11.7 43.7%
RgC Rawlings-Rion complex, 6 to 10
percent slopes
14.0 52.1%
Ur Urban land 1.1 3.9%
VaC Vance sandy loam, 6 to 10
percent slopes
0.1 0.3%
Totals for Area of Interest 26.9 100.0%
Map Unit Descriptions (1500 Wendell Blvd)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
Custom Soil Resource Report
8
66
65
.7•30•
v
25' '34 - - 135 136 '37" "E 7$ `22'3U"
INTERIOR - GEOLOGICAL SURVEY, RESTON, YFIGIMA- I
ROAD CLASSIFICATION
� NCa
1[1000
� QUADRANGLE LOCATION
1 2 3
4 5
6 7 S
i Wake Forest
Y Holewme
3Bunn Wert
Reldgh East
5 Zebu]"
6 Garner
7 Clayttn
d Flowers
ADJOINING 7.5' QUADRANGLE NAMES
Primary highway Light -duty road, hard or
hard surface ........ improved surfacR •....
Secondary highway
hard surface ........ — Unimproved road ......---------
Interstate Route i U.S. Route 0 State Route
KNIGHTDALE, NC
1993
NIMA 5355 1V SW -SERIES VW
a
I �
ru 00
O lU
U- w~Q
N
Q r-�
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x 00

USGS The National Map: Orthoimagery. Data refreshed April, 2019.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü78°24'36.59"W 35°48'21.73"N 78°23'59.14"W 35°47'52.55"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AR EAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulator y Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREE N Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundar y
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 8/29/2019 at 2:51:22 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location.
1500 Wendell Blvd
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO,
USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance
Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap
contributors, and the GIS User Community
Surface Water Classifications
River Basins
NEU
8/29/2019, 2:38:54 PM
0 0.07 0.130.03 mi
0 0.1 0.20.05 km
1:5,000
NCDENR Div. Water Resources
Town of Cary, Johnston County, State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, USGS, EPA, USDA | NCDENR - Division of Water Resources |
Surface Water Classifications:
Stream Index:27-57-16-(2)
Stream Name:Buffalo Creek
Description:From dam at Robertsons Pond to a point 200 feet upstream from West Haywood
Street near Wendell
Classification:B;NSW
Date of Class.:April 30, 1988
River Basin:Neuse
--- \ - - '/ -305- - - - - /-
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COUNTY, NCDEO AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
LEGEND AND NOMENCLATURE
SYMBOLS
UNETYPES
• Ex. iren pipelretl or nail
- X - Fence
■ Bx, concrete monpmem
- ou - o�emeaa pmiy
• New iron pipe
• Calcpla d,E t
—55— Senilary sewer
© Cabla patlaslal
— ED — Storm drain
OT Telephone petlestal
DE E-II ped.-
ABBREVIATIONS
0 Fib—ptic marker
DBDeetl Book
05 T... signal box
o M Plal Book/Baokof Maps
p walermeter
f
N/F Noworr eny
o
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PgP
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1, Acres
Q Senilary sewer cleanout
RAN RigMotway
Q Sbrm orb lnlel
NCSR North Carolina Slate E...
® Drainage lnlel (wl g,ale)
NC- N°rm Carolina Deptoi Trensl
Sloan drain manhole
FAN Right f-way
Utility pole
�' EE..s 9
Lamp post
CP eln orceb concrete pipe
0- so -I pole
J. Guy wire
i Sgn post
PYC Polyvinyl c nde pipe
W) Me .s d
AG Above gre d
BG Belowgr d
AME CN DRAINAGE AREA CALLOUT
ACRES
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9..A 'INV OUT ' 9p - - - - - - _ CARD INLET A
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__ -- __ _ _ — — _ — _ _ - —___ __ __— _ _ __ _ _ _ _ _ �� _f } _-----� --- — — — ?' ❑ Eleep cone esaestal ABBREVIATIONS
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B ✓ ' / / j ® S NCDOT Nora, Carolina DaPf. of Transl w u C ry O O O
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BANK BUILDING I ' / / ' �' / O F Z,P 0 O O
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\ \ \ \ \ FEE. 302.20' ^ `V ACRES 3 3
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GE OF WETLAN .'��•; • \ �';` _ �/ �!/ DESIGNED BY
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INV.: 299.81'
\ � \ .•`..,oao � ` � � � ' f Y - . _ _ i ' r/i' • CHECKED BY
- 1 ; 5" RCP • P.BARBEAU
f/r� INV.: 299.39' • •
t r 1.. SALE
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IN284.58'\ d
NOWORFORMERLY
A.V. ANDERSON, JR.
& JOHN H. ANDERSON
OB 16023, PG 1124 I/ vo/ v ,
BM 1PG 1-------
PIN/
1774-65-3625
NOW OR FORMERLY
3 ZONING: R4CU i I / o �/ i ADAM MATTHEW FITCH
USE: AGRICULTURAL I / // I // / / / j DB 16920, PG 2264 z
15 / �' /� 1 j,,/� / BM 1997, PG 2068 SCALE 1'=50'
°00248,44'OF 9 %" P/N: 1774-76-1247
4
B // ZONING: NC All _ / % �J� / do o �o 0 0 50, 100'
1.2 o / r i j �j ° USE. VACANT
e /L CREEK / j PRELIMINARY- NOT RELEASED FOR CONSTRUCTION IOB No.
7 264s ' ; , / j r / ' 43807
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH TOWN OF WENDELL, WAKE SHEET NO.
s .ss of, COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS DA2.0
L

SSIMANHOL
SS
--,RIM-303.as,E, --- - / NM: 304!15E/--- -- --
------
INV-.IPF: 294'55' - - _ _ _ _ _ _ - _VJN ifi N I
_ _ _ _ INV.OU 296.8 SIPVC— — - / SS ANHOLE _ - _ _ _ _ �.'_- fA
JN�:_OUI; 29II.4a'- _— --_ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ J ' SAN— — - — — �N RIM: 307.51' I
>_.--- `-- - INV.IN: 299.I 1 (
___ -305_ --__-DINLET-=�\-- \ - PR'NO299. 01
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---INV. OUT.29.
-� - _ _ - -- _ INV. OUT: 298.95' 1
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TF` "9 `\ \ \\ \ L - ��� I .',• /;�, NOW OR FORMERLY
HEPHZIBAH
BAPTIST CHURCH
4
\ \ � � 4 �-� �• - - - � \ /• � � r`/'l��rOH 921, PG 22
BM2015, PG 1918
PIN: 1NING -
81
ZONING: NC
USE: CHURCH
- EDGED -
STANDING WATER
EDGE OF WETLAN`
RS501 / I 1 1 I, l I /T
g 100-YEARIr1r/,�NVC285.19' \
- FLOODPLAIN PER \ 'T• 5 \
' FEMA (SEE NOTE #6)
- I 9 NOWORFORMERLY
NELSONKE/THAVSCUE
DB 7297, PG 898
PIN, 1774-76-0519
C! I ZONING: RR
USE. RESIDENTIAL
AREA
i UNDER WATER ✓✓ \ /
•-18' CMP
/ I , �✓ / NV.: 284.58'
s \
lI
NOW OR FORMERLY
" A.V. ANDERSON, JR.
& JOHN H. ANDERSON
DB 16023, PG 1124
9 BM 1988, PG 1
5 PIN ZNG R4CU NOW OR FORMERLY
625
m
I
ZONING: R4CU / / OF ADAM MATTHEW FITCH
USE: AGRICULTURAL / / I l I /// o / / / DB 16920, PG 2264 Z
BM 197, PG 20689
SCALE 1'=50'
P/N: 1774-76-1247
ZONING: NC
USE. VACANT 0 50' 100'
/L CREEK J / j ,' / ° PRELIMINARY -NOT RELEASED FOR CONSTRUCTION
/-264.5' � � i � �
-/,' / �' ALL CONSTRUCTION TO BE IN ACCORDANCE WITH TOWN OF WENDELL, WAKE
COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
15" RCP
INV.: 307.94'
1
/
/
\I
LCURB INLET
TOP (FLOW): 311.32'
INV. OUT: 309.22'
STORM DRAINAGE NOTE LEGEND
NOTE
DESCRIPTION
CI3
CATCH BASIN
YI
SLAB TOP YARD INLET
DI
GRATED DROP INLET
J13
JUNCTION BOX
FIE
FLARED END SECTION
IRS
RISERSTRUCTURE
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DATE
1211612019
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DRAWN BY
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