20000846 Ver 5_SMP modification request_20181211

Homewood, Sue
From:Darling, Richard <[e-mail]>
Sent:Tuesday, December 11, 2018 12:30 PM
To:Homewood, Sue
Cc:Alex Rosser; Wright, Matt/RAL; 'Lisa Elmore'; Lorin Akins; Kimberly Hodges
Subject:\[External\] PTAA request approval for Basin B4-A removal
Attachments:Basin B4-A Report.pdf
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Thanks for your continued help Sue!

Based on our telephone conversation of September 14, the Piedmont Triad Airport Authority (PTAA) is requesting
expedited review of the request for the proposed Cross-Field Taxiway (WQC 4053, File 15-1065) crossing of Runway
5L/23R Stormwater Basin B-4A (expired WQC 3428, File 00-0846). In support of this request, please see the attached
Technical Report describing existing and post-Taxiway stormwater management as related to 401-permitted conditions
for the Runway. Calculations document that the existing stormwater drainage system will continue to function properly
following removal of Basin B-4A. Please do not hesitate to contact me, Matt Wright, or Alex Rosser at your earliest
convenience with any questions/comments regarding this request.

Thanks again.

Richard

Richard Darling | Project Manager - Environmental | Michael Baker International
200 Centreport Drive, Suite 350 | Greensboro, NC 27409 | \[O\] 919-481-5740 | \[M\] 808-366-1971
[e-mail] | www.mbakerintl.com
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1

JACOBS Cb12NtM1•
Piedmont Triad International Airport
Crossfield Taxiway - Phase
Basin B4 -A Report
12/06/2018
Prepared for:
-
Ad,OPTI
PIEDMONT TRIAD INTERNATIONAL AIRPORT

JACO BS Ch 24TV
Crossfield Taxiway — Phase I
Project No:
703494
Document Title:
Basin B4 -A Report
Date:
12/06/2018
Client Name:
Piedmont Triad International Airport
Project Manager:
Matt Wright
Author:
Brock Burns
CH2M Hill, Inc./Jacobs Engineering Group Inc.
3120 Highwoods Blvd., Suite 214
Raleigh, North Carolina 27604
United States
T +1.919.875.4311
F +1.919.875.8491
www.jacobs.com
Basin B4 -A Report
© Copyright 2018 Jacobs Engineering Group Inc. The concepts and information contained in this document are the property of Jacobs.
Use or copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.
Limitation: This document has been prepared on behalf of, and for the exclusive use of Jacobs' client, and is subject to, and issued in
accordance with, the provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever
for, or in respect of, any use of, or reliance upon, this document by any third party.
Document History and Status
Document No. (JETT)

Basin B4 -A Report
Contents
L � 0 : J I' FTL,,, ti
Acronymsand Abbreviations...............................................................................................................
1. Introduction...............................................................................................................................
1.1 Background....................................................................................................................
2. Existing Stormwater Management Basin 134-A......................................................................
3. Justification to Remove Stormwater Management Basin 134-A ...........................................
3.1 Current Water Quality Requirements.............................................................................
3.2 Peak Runoff Volume......................................................................................................
3.2.1 Pre -Developed Peak Runoff.............................................................................
3.2.2 Post -Developed Peak Runoff............................................................................
4. Conclusion.................................................................................................................................
Appendix
A Pre -Developed Drainage Area Map
B Post -Developed Drainage Area Map
C Pre -Developed Drainage Area 10 Year Storm Report
D Pre -Developed Drainage Area 100 Year Storm Report
E Post -Developed Drainage Area 10 Year Storm Report
F Post -Developed Drainage Area 100 Year Storm Report
Document No. (JETT)
1
1
1
1
1
2
2
2
2

Basin B4-A Report JACOBS ChZM-
Acronyms and Abbreviations
PTAA Piedmont Triad Airport Authority
PTI Piedmont Triad International Airport
Document No. (JETT)

Basin B4 -A Report JACO BS C44 ZM'
1. Introduction
Piedmont Triad International Airport (PTI) is located in Guilford County, just West of Greensboro, North
Carolina. The airport elevation generally ranges between 850 feet and 950 feet above sea level. The
Piedmont Triad Airport Authority (PTAH) owns and operates the facility. The airport is served by three
runways. Two parallel Runways, which are designated 5L/23R and 5R/23L, and a cross wind Runway
designated 14/32.
1.1 Background
Crossfield Taxiway — Phase I is the first phase of a project to connect Runway 5L/23R to airport property
north of Runway 5L/23R. The Crossfield Taxiway will provide immediate access to Runway 5L/23R. The
Crossfield Taxiway is being constructed in phases to work around an existing ASR Radar Tower. The
FAA is currently working on plans to relocate the ASR Tower. Phase 1 of this project will provide the
grading of the taxiway footprint on either side of the ASR Tower, and the relocation of a portion of the
airport perimeter road. Future phases will connect the taxiway grading and pave the taxiway.
Grading for the taxiway in phase 1 will impact an existing stormwater management basin (134-A) that
was constructed to satisfy water quality requirements at the time Runway 5L/23R was built.
2. Existing Stormwater Management Basin 134-A
Basin B4 -A is one (1) of thirteen (13) basins that were installed to satisfy existing stormwater quality
requirements as part of the project to construct Runway 5L/23R in the early 2000's. The United States
Army Corps of Engineers issued Permit No. 200021655 prior to the construction of Runway 5L/23R. A
water quality certification (#00-0846) was issued by the NC Division of Water Quality on November 10,
2003.
3. Justification to Remove Stormwater Management
Basin B4 -A
Crossfield Taxiway Phase — I will impact existing stormwater management Basin B4 -A that was
constructed at the time Runway 5L/23R was built. Preliminary grading and impacts associated with the
Crossfield Taxiway site were previously shown on the approved 401/404 permit issued by The United
States Army Corp of Engineers (Permit No. SAW -2012-01547 in 2016).
There is a large safety concern with this basin in place. Even extended dry detention basins present a
wildlife attractant which can present a serious threat to the safety of those operating at airports. Basin
B4 -A has been witnessed by airport staff to routinely attract waterfowl, among other wildlife. It is PTAA's
desire to remove all of Basin B4 -A as part of this project. Also, based on our understanding of current
water quality requirements as discussed in section 3.1 below, basins would not be required. Therefore
the basins purpose would be solely to control peak runoff, which the findings of this report indicate that
the system can control the increase in peak runoff even if Basin B4 -A is removed.
3.1 Current Water Quality Requirements
The General Assembly of North Carolina passed Session Law 2012-200, Senate Bill 229 to accept
alternative measures of stormwater control at public airports. N.C.G.S. 143-214.7 (c4) states that
runways, taxiways, and other areas that provide for overland stormwater flow that promote infiltration and
treatment of stormwater into grassed buffers, shoulders, and grass swales shall be deemed permitted
pursuant to the State post -construction stormwater requirements. It is our understanding that based on
studies referenced in the Division of Water Quality's BMP manual runways and taxiways create very little
TSS while promoting large disconnected spaces and vegetated areas. In our case, the "safety" area
Document No. (JETT)

JACOBS CIIZM-
Basin B4 -A Report
adjacent to each side of the taxiway will provide a vegetated filter strip that is 39.5' wide and not more
than 3% in grade. The existing runway has a much larger "safety" area that is 140' wide on each side of
the runway with similar grade requirements. We believe that these statutes justify the removal of Basin
B4 -A with respect to water quality requirements.
3.2 Peak Runoff Volume
Assuming that water quality conditions of the basin no longer need to be met, the peak runoff volume
would also need to be evaluated to determine if there are any impacts to the stormwater system by taking
Basin 134-A "offline". To do this, models were made of the site Pre and Post -Developed conditions. The
models evaluated the stormwater drainage system until the water passes under the Ted Johnson
Parkway in a 6' x 8' Box Culvert.
3.2.1 Pre -Developed Peak Runoff
The existing stormwater drainage network is shown in the Pre -Developed Drainage Area Map in
Appendix A. It illustrates that runoff northwest of Runway 5L/23R flows southeast until it is deposited on
the southeast side of the Ted Johnson Parkway. Runoff from the runway flows into stormwater Basin
B4 -A before it is carried by a 10' x 12' Box Culvert (that transitions to 10' x 14'). This box culvert crosses
under the runway and parallel taxiway to the southeast and empties into a small wetland area just north of
Ted Johnson Parkway (noted as "Basin 2" in the maps and models). The wetland is drained by a 6'x 8'
Box Culvert that runs under Ted Johnson Parkway. The Pre -Developed Drainage Area 100 Year Storm
Report in Appendix D shows that the existing stormwater drainage network easily carries the 100 year
peak runoff with the, 10' x 14' Box Culvert flowing only at 12% capacity, and the 6' x 8' Box Culvert
flowing at 54% capacity.
3.2.2 Post -Developed Peak Runoff
The Post -Developed Drainage Area Map in Appendix B shows the existing stormwater drainage system
with the removal of Basin 134-A. Just like in the pre -developed conditions, the water northwest of Runway
5L/23R flows southeast until deposited on the other side of the Ted Johnson Parkway. Removing Basin
B4 -A redirects water from the airfield to flow directly to the 10' x 14' Box Culvert. The Post -Developed
Drainage Area 100 Year Storm Report in Appendix F shows that the existing stormwater drainage
network will continue to work. The 10'x 14' Box Culvert will flow at 20% capacity and the 6'x 8' Box
Culvert will flow at 86% capacity. With the 100 year storm level not even rising to the top of the 6' x 8' Box
Culvert we have satisfied that Ted Johnson Parkway will not be impacted and the system will control the
increased peak runoff due to the removal of Basin B4 -A.
Assuming that Basin B4 -A is approved to be removed, the current grading plan shown in Appendix G
shows that the basin will be filled in to a smooth grade even with the rim of the existing basin. Two
culverts empty into the basin today via headwalls. The headwall furthest to the west will be converted into
a drop inlet and conveyed in a 54" RCP to a location close to the first headwall that will remain
undisturbed. The combined runoff will then be conveyed via an open channel lined with erosion control
matting to the existing outlet of the basin. The existing riser will be removed, and the open channel will
extend through the berm. A 40'x 40' rip rap outlet will be installed to control any erosion from the outfall.
Beyond the rip rap bed, the flow will continue through the existing conditions until it enters the 10' x 14'
Box Culvert.
4. Conclusion
We believe stormwater management Basin B4 -A can be safely removed because it is not required for
water quality and its absence does not impact the system with respect to peak runoff.
Reports for 10 year storms in both the Pre and Post -Developed site conditions are included in
Appendices C and E respectfully. The 10 year reports show the conditions that will be more likely to occur
during typical large storm events, and serve as the basis of design for the culverts.
Document No. (JETT)

Basin B4 -A Report JACO BS C44 ZM'
The Post -Developed Drainage Area 100 Year Storm Report included in Appendix F documents that
although there is an increase in runoff volume the existing stormwater drainage system will continue to
function properly without any overtopping of roads or drainage areas.
If you have any further questions or concerns, please do not hesitate to contact our office.
Thank you,
Matt Wright, P., .
Project Manager
Jacobs Engineering Group
matt.wright1 @jacobs.com
Document No. (JETT)

Appendix A
Pre -Developed Drainage Area Map

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Appendix B
Post -Developed Drainage Area Map

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CROSSFIELD— — — — COMBINED DRAINAGE AREA PIEDMONT TRIAD INTERNATIONAL AIRPORT POST -DEVELOPED DRAINAGE AREA MAP
lid OPITI DATE SCALE
DECEMBERPIEDMONT TRIAD INTERNATIONAL AIRPORT
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lid OPITI DATE SCALE
DECEMBERPIEDMONT TRIAD INTERNATIONAL AIRPORT

Appendix C
Pre -Developed Drainage Area 10 Year Storm Report

Airport: Piedmont Triad International Airport
Project Description
File Name .................................................... PRE DEVELOPMENT BASIN B4-A.SPF
Project Options
Flow Units ...................................................
CFS
Elevation Type ............................................
Elevation
Hydrology Method .......................................
SCS TR -55
Time of Concentration (TOC) Method ........
SCS TR -55
Link Routing Method ...................................
Kinematic Wave
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods ...
NO
Analysis Options
Start Analysis On ........................................
Sep 25, 2018
00:00:00
End Analysis On ..........................................
Sep 26, 2018
00:00:00
Start Reporting On ......................................
Sep 25, 2018
00:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ...................................
0 00:05:00
days hh:mm:ss
Routing Time Step ......................................
30
seconds
Number of Elements
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -10 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 10 5.20 SCS Type II 24 -hr
Jacobs Page 1 of 22 12/5/2018
Qty
RainGages .................................................
1
Su b ba s i n s ....................................................
2
Nodes...........................................................
8
Junctions ............................................
5
Outralls...............................................
1
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ....................................
2
Links.............................................................
7
Channels ............................................
2
Pipes...................................................
4
Pumps................................................
0
Orifices...............................................
0
Weirs..................................................
1
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -10 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 10 5.20 SCS Type II 24 -hr
Jacobs Page 1 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac -in) (cfs) (days hh:mmss)
1 AIRFIELD—DRAINAGE—AREA 57.00 63.96 5.20 1.71 97.41 60.92 0 00:45:19
2 NORTHWEST—DRAINAGE—AREA 417.00 49.38 5.20 0.74 308.58 99.94 0 01:10:57
Project: Crossfield Taxiway Phase I
Jacobs Page 2 of 22 121512018

Airport: Piedmont Triad International Airport
Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation
Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
Junction
820.50
830.50
820.50
830.50
0.00 99.50
821.40
0.00
9.10
0 00:00
0.00
0.00
210X14 BC OUTLET Junction
813.55
823.55
813.55
823.55
0.00 99.44
814.45
0.00
9.10
0 00:00
0.00
0.00
318 IN CMP INLET
Junction
826.87
831.33
826.87
831.33
0.00 1.78
827.72
0.00
5.81
0 00:00
0.00
0.00
418 IN CMP OUTLET Junction
826.79
828.29
826.79
828.29
0.00 1.78
827.64
0.00
4.15
0 00:00
0.00
0.00
5 6X8 BC OUTLET
Junction
807.58
813.58
807.58
813.58
0.00 99.46
809.26
0.00
4.32
0 00:00
0.00
0.00
6 OUTFALL
Outfall
806.00
99.45
807.68
7 BASIN -2
Storage Node
809.14
817.14
809.14
0.00 99.44
810.52
0.00
0.00
8 BASIN_134-A
Storage Node
828.00
836.00
828.00
0.00 60.44
831.83
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 3 of 22 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/ Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N
(in)
A)
(cfs)
(fusec)
(ft)
(min)
1 10X14 -BOX - CULVERT Pipe
10X14_BC_INLET
10X14 -BC -OUTLET 1074.00
820.50
813.55 0.6500
120.000
0.0130 99.44
2627.96
0.04
7.91
0.90
0.09
0.00
218 IN CMPPipe
18 IN CMP INLET
18 -IN -CMP OUTLET
80.00
826.87
826.79 0.1000
18.000
0.0150 1.78
2.88
0.62
1.71
0.85
0.57
0.00
3 6X8 -BOX -CULVERT
Pipe
BASIN -2
6X8 -BC -OUTLET
260.00
809.14
807.58 0.6000
72.000
0.0130 99.46
608.76
0.16
9.01
1.38
0.23
0.00
4 DIRECT LINK
Pipe
10X14_BC_OUTLET BASIN -2
1069.49
813.55
813.55 0.0000
0.000
0.0150 99.44
0.00
0.16
0.00
1.38
0.23
0.00
5 STREAM
Channel 6X8 -BC -OUTLET
OUTFALL
210.00
807.58
806.00 0.7500
72.000
0.0300 99.45
892.18
0.11
5.20
1.68
0.28
0.00
6 TRENCH
Channel 18 IN CMP OUTLET 10X14 BC INLET
440.00
826.79
820.50 1.4300
60.000
0.0300 1.78
2967.94
0.00
0.96
0.07
0.01
0.00
7 B4 -A RISER
Weir
BASIN B4 -A
18 IN CMP INLET
828.00
826.87
1.78
Jacobs Page 4 of 22 121512018

Airport: Piedmont Triad International Airport
Reported
Condition
Calculated
Calculated
Calculated
Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 5 of 22 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Subbasin Hydrology
Subbasin : AIRFIELD -DRAINAGE -AREA
Input Data
Area(ac)........................................................................
57.00
Weighted Curve Number ...............................................
63.96
Rain Gage ID.................................................................
STORM
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Meadow, non -grazed
48.50
B 58.00
Paved parking & roofs
8.50
B 98.00
Composite Area & Weighted CN
57.00
63.96
Time of Concentration
TOC Method: SCS TR -55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
W here :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282*(Sf^0.5)(paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
W here :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ftp)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Jacobs Page 6 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Runoff Results
Total Rainfall (in)............................................................
Subarea
Subarea Subarea
Sheet Flow Computations
A
B
C
Manning's Roughness:
.3
0.00
0.00
Flow Length (ft) :
180
0.00
0.00
Slope (%) :
.6
0.00
0.00
2 yr, 24 hr Rainfall (in) :
3.50
0.00
0.00
Velocity (ft/sec) :
0.07
0.00
0.00
Computed Flow Time (min) :
42.25
0.00
0.00
Subarea
Subarea
Subarea
Channel Flow Computations
A
B
C
Manning's Roughness :
.013
.013
0.00
Flow Length (ft) :
2717
380
0.00
Channel Slope (%) :
.7
1
0.00
Cross Section Area (ft2) :
63.6
63.6
0.00
Wetted Perimeter (ft) :
28.3
28.3
0.00
Velocity (ft/sec) :
16.45
19.66
0.00
Computed Flow Time (min) :
2.75
0.32
0.00
Total TOC (min) ..................45.33
Subbasin Runoff Results
Total Rainfall (in)............................................................
5.20
Total Runoff (in).............................................................
1.71
Peak Runoff (cfs)...........................................................
60.92
Weighted Curve Number ...............................................
63.96
Time of Concentration (days hh:mm:ss) ........................
0 00:45:20
Project: Crossfield Taxiway Phase I
Jacobs Page 7 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin : AIRFIELD -DRAINAGE -AREA
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
70
65
60
55
50
45
N 40
0
35
30
25
20
15
10
5
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Jacobs Page 8 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Project: Crossfield Taxiway Phase I
Subbasin : NORTHWEST -DRAINAGE -AREA
Input Data
Area(ac)........................................................................
417.00
Weighted Curve Number ...............................................
49.38
Rain Gage ID.................................................................
STORM
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Meadow, non -grazed
121.00
A 30.00
Meadow, non -grazed
147.90
B 58.00
Paved parking & roofs
37.50
B 98.00
Woods, Good
55.00
A 30.00
Woods, Good
55.60
B 55.00
Composite Area & Weighted CN
417.00
49.38
Time of Concentration
Subarea
Subarea Subarea
Sheet Flow Computations
A
B C
Manning's Roughness:
.3
0.00 0.00
Flow Length (ft) :
300
0.00 0.00
Slope (%) :
2.3
0.00 0.00
2 yr, 24 hr Rainfall (in) :
3.5
0.00 0.00
Velocity (ft/sec) :
0.13
0.00 0.00
Computed Flow Time (min) :
37.15
0.00 0.00
Subarea
Subarea Subarea
Shallow Concentrated Flow Computations
A
B C
Flow Length (ft) :
1000
0.00 0.00
Slope (%) :
2.3
0.00 0.00
Surface Type :
Grass pasture
Unpaved Unpaved
Velocity (ft/sec) :
1.06
0.00 0.00
Computed Flow Time (min) :
15.72
0.00 0.00
Subarea
Subarea Subarea
Channel Flow Computations
A
B C
Manning's Roughness:
.1
.013 .04
Flow Length (ft) :
6200
1074 550
Channel Slope (%) :
3.3
.65 .8
Cross Section Area (ftp) :
203
140 30
Wetted Perimeter (ft) :
53
24 17
Velocity (ft/sec) :
6.63
29.94 4.87
Computed Flow Time (min) :
15.59
0.60 1.88
Total TOC (min) ..................70.95
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 0.74
Peak Runoff (cfs)........................................................... 99.94
Weighted Curve Number ............................................... 49.38
Time of Concentration (days hh:mm:ss) ........................ 0 01:10:57
Jacobs Page 9 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin : NORTHWEST—DRAINAGE—AREA
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
or
3
2.5
2
1.5
0.5
105
100
95
90
85
80
75
70
65
N 60
55
50
45
40
35
30
25
20
15
10
5
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Jacobs Page 10 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Junction Input
SN Element
Invert GroundlRim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
A
(ft)
(ff)
A A
A
(ft)
(ft')
(in)
1 10X14 BC INLET
820.50
830.50
10.00
820.50 0.00
830.50
0.00
0.00
0.00
210X14 BC OUTLET
813.55
823.55
10.00
813.55 0.00
823.55
0.00
0.00
0.00
318 IN CMP INLET
826.87
831.33
4.46
826.87 0.00
831.33
0.00
0.00
0.00
418 IN CMP OUTLET
826.79
828.29
1.50
826.79 0.00
828.29
0.00
0.00
0.00
5 6X8 -BC -OUTLET
807.58
813.58
6.00
807.58 0.00
813.58
0.00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 11 of 22 121512018

Airport: Piedmont Triad International Airport
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(ds)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
99.50 99.50
821.40
0.90
0.00
9.10
820.69
0.19
0 12:50
0 00:00
0.00
0.00
210X14 BC OUTLET
99.44
0.00
814.45
0.90
0.00
9.10
813.73
0.18
0 12:55
0 00:00
0.00
0.00
318 IN CMP INLET
1.78
0.00
827.72
0.85
0.00
5.81
827.11
0.24
1 00:00
0 00:00
0.00
0.00
418 IN CMP OUTLET
1.78
0.00
827.64
0.85
0.00
4.15
827.03
0.24
1 00:00
0 00:00
0.00
0.00
5 6X8 -BC -OUTLET
99.46
0.00
809.26
1.68
0.00
4.32
807.93
0.35
0 12:53
0 00:00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 12 of 22 121512018

Airport: Piedmont Triad International Airport
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance ExitlBend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) 1ft1 (ft) (ft) (%1 (ft) (ft) (cfsl
1 STREAM 210.00 807.58 0.00 806.00 0.00 1.58 0.7500 Trapezoidal 6.000 19.960 0.0300 0.5000 0.5000 0.0000 0.00 No
2 TRENCH 440.00 826.79 0.00 820.50 0.00 6.29 1.4300 Trapezoidal 5.000 57.000 0.0300 0.5000 0.5000 0.0000 0.00 No
Project: Crossfield Taxiway Phase I
Jacobs Page 13 of 22 121512018

Airport: Piedmont Triad International Airport
Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) A (min)
1 STREAM 99.45 0 12:54 892.18 0.11 5.20 0.67 1.68 0.28 0.00
2 TRENCH 1.78 1 00:00 2967.94 0.00 0.96 7.64 0.07 0.01 0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 14 of 22 121512018

Airport: Piedmont Triad International Airport
Pipe Input
Project: Crossfield Taxiway Phase I
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
A
(ft)
(ft)
A A A N
(in)
(in)
(cfs)
1 10X14 BOX_CULVERT 1074.00
820.50
0.00
813.55 0.00 6.95 0.6500 Rectangular
120.000
168.000
0.0130
0.5000
0.5000
0.0000 0,00 No 1
218 IN CMP
80.00
826.87
0.00
826.79 0.00 0.08 0.1000 CIRCULAR
18.000
18.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
3 6X8 -BOX _ CULVERT
260.00
809.14
0.00
807.58 0.00 1.56 0.6000 Rectangular
72.000
96.000
0.0130
0.5000
0.5000
0.0000 0.00 No 1
4 DIRECT -LINK
1069.49
813.55
0.00
813.55 4.41 0.00 0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
Jacobs Page 15 of 22 121512018

Airport: Piedmont Triad International Airport
Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ftlsec) (min)
(ft)
(min)
1 10X14 BOX_CULVERT 99.44
0 12:55
2627.96
0.04
7.91 2.26
0.90
0.09 0.00 Calculated
218 IN CMP
1.78
1 00:00
2.88
0.62
1.71 0.78
0.85
0.57 0.00 Calculated
3 6X8 BOX CULVERT
99.46
0 12:53
608.76
0.16
9.01 0.48
1.38
0.23 0.00 Calculated
4 DIRECT LINK
99.44
0 12:55
0.00
0.16
0.00
1.38
0.23 0.00 Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 16 of 22 121512018

Airport: Piedmont Triad International Airport
Storage Nodes
Storage Node : BASIN 2
Input Data
Invert Elevation (ft) ......................................................
809.14
Max (Rim) Elevation (ft) ...............................................
817.14
Max (Rim) Offset (ft) ....................................................
8.00
Initial Water Elevation (ft) ............................................
809.14
Initial Water Depth (ft) .................................................
0.00
Ponded Area (ft').........................................................
0.00
Evaporation Loss .........................................................
0.00
Storage Area Volume Curves
Storage Curve : BASIN -2
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
334
0.000
1
1879
1106.50
2
3587
3839.50
3
5333
8299.50
4
15623
18777.50
5
42013
47595.50
6
89572
113388.00
7
116819
216583.50
8
126717
338351.50
Project: Crossfield Taxiway Phase I
Jacobs Page 17 of 22 12/5/2018

z
Airport: Piedmont Triad International Airport
Storage Area Volume Curves
Storage Volume (ftJ
0 50,000 100,000 150,000 200,000
Project: Crossfield Taxiway Phase I
250,000 300,000
----------------- ------------------------------- ------------------------------- -------------------------- -8
r.8 - --: --- -- ---7.8
r.6 -------------------------------------------------------------------------------------- -------
----7.6
r.4 ------------------ -------------- -------------- --------------- ---------------- --- ---------------- ------ 7.4
r.2 ---------------`--------------'--------------J-------------------------- -------------- ---- -------- 7.2
7 ---------------- L -------------- I --------------- I ---------------- ---- ---------- L -------------- j -- --------- 7
3.8 -----------------------------i------------- ------- -------------- 6.8
1.6 - I- ------ ------:------ ---- I.- 6.6
3.4 ----------------`--------------------------------------------------------------- ---------------------
6.4
3.2 ------------------------------------------ -------------------- --------------- ---------------------------- 6.2
6 --------------- -------------- --- --------- --------------- ----------- --------- :
-------------- . -6
;.8 ------------------------------ --------------=---------------'-------------=--------------=------------ 5.8
5.6 --------------- ---------- --- -------------- ---------- --- --------------- -------------- I --------------- 6.6
5.4 ---------------- I ------ -------I------------ ---------- -------------------------------;------------ 6.4
5.2 ---------------'------------- 4 ---------- ------------------- --------------- -------------- ------------- 6.2
-------------- --------------- j --- --------------------------- ---------------- L -------------- ------------- 6
U- ------------ -- ------------- --------------- ---------------- ---------------- L -------------- j -------------- 4,8
1.6 ------------- --- --------- - --------------------------------- ----------- 4,6
t.4 --------- ---------- ------------------------------------------------------------------- I -------------- 4.4
: ---------------
1,2 ------- -------- ------------ --------------- ---------------- ----------------------------- 4,2
4 ----- ------ --------------- ------------------------------------------------------------------------- 4
3.8 ---- ---- ----- L -------------- j --------------- I ---------------- ---------------- L -------------- j -------------- 3.8
3.6 - ---- ---- --------------------- j --------------- I ---------------- ---------------- L -------------- j --------------- 3.6
3.4 --- ----- ------------------------------------ ---------
.3.4
3.2 --- - ---------- r --------------- : -------------- 1: --------------- --------------- Ir -------------- I : ------------ 3.2
3:-- - ----------- - - 3
?.8- -- ----------- -------------- ------------------------------ --------------- -------------- ------------- 2.8
L6--- - ------------ L -------------- j --------------- I ---------------- --------------- -------------- ------------- 2.6
L4- - ------------ L -------------- j -------------------------------- ---------------- L -------------- j -------------- 2.4
U---- ------------ - ----------------------------------- ------ -2.2
2 :: -----r --------------r- 2
1.8
1.6 - ------------ --------------i-------------- --------------- ---------------- I -------------- I --------------- 1.6
1.4 ---------- ---------------- --------------- -------------- ------------- 1.4
------------- --------------
1.2 : --------------------------------------------------------------------------
---- ------------- 1.2
1 ------------- -------------- I --------------- ---------------------------------------------------------- I
1.8 -- -------------- r ------------------------------ --------------- ---------------- r ----------------------------- 0.8
1.6 -- -------------- -------------- -------------- --------------- --------------- -------------- ------------- 0.6
1.4 -------------- -------------- -------------- ---------------- ---------------- L -------------- j --------------- 0.4
1.2 --------
--------------- L -------------- j --------------- I ---------------- ---------------- L -------------- .0.2
0 ------------ :
----------------------------------- -------- FO
10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000 120,000
Storage Area ("
I- Storage Area - Storage
W
M
2
L4
Jacobs Page 18 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN 2 (continued)
Output Summary Results
Peak Inflow (cfs)..........................................................
99.44
Peak Lateral Inflow (cfs)..............................................
0.00
Peak Outflow (cfs).......................................................
99.46
Peak Exfiltration Flow Rate (cfm)................................
0.00
Max HGL Elevation Attained (ft) ..................................
810.52
Max HGL Depth Attained (ft) .......................................
1.38
Average HGL Elevation Attained (ft) ...........................
809.41
Average HGL Depth Attained (ft) .................................
0.27
Time of Max HGL Occurrence (days hh:mm) .............
0 12:53
Total Exfiltration Volume (1000 -ft') ..............................
0.000
Total Flooded Volume (ac -in) ......................................
0
Total Time Flooded (min) ............................................
0
Total Retention Time (sec) ..........................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 19 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node: BASIN 134-A
Input Data
Invert Elevation (ft) ......................................................
828.00
Max (Rim) Elevation (ft) ...............................................
836.00
Max (Rim) Offset (ft) ....................................................
8.00
Initial Water Elevation (ft) ............................................
828.00
Initial Water Depth (ft) .................................................
0.00
Ponded Area (ft').........................................................
0.00
Evaporation Loss .........................................................
0.00
Storage Area Volume Curves
Storage Curve : BASIN -1
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
20904
0.000
1
46179
33541.50
2
77625
95443.50
3
120185
194348.50
4
167463
338172.50
5
181902
512855.00
6
200211
703911.50
7
234097
921065.50
8
272602
1174415.00
Project: Crossfield Taxiway Phase I
Jacobs Page 20 of 22 12/5/2018

z
m
m
Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Storage Area Volume Curves
Storage Volume (ft)
0 100,000 200,000 300,000 400,000 500,000 600,000 700,000 800,000 900,000 1,000,000 1,100,000
$ - 8
r.$ ------ ;--------;-------------------- 7.8
r.6------------------------------------------------------------- -------------------------------- ----- 7.6
r.4 --------- -------- -------- -------- ------- -------- I- -------- -------- -I -------- ------- -4------- 7.4
r.2 -------- ---------`------- --------'--------'-------- `-------- `----- -- -- ----- ------ 7.2
3.8 ---------------------------i-------- ------ ------- i--------i--------�----- - - ----- 6.8
1.6 ; r- ---- --------------;------- 6.6
33.4-----------------------------------`--------------------------------- `----------------------- '------- 6.4
3.2 '----------------- -------- '-------- `-------- --------'-------- -------`---------------- -------- ----- 6.2
6 -- - - ----------------- --------6
i.$'--------=--------=--------=--------=----------------=-------=--------=------------------------------- 5.8
5.6 - - - - - -- ;---- - - - ------------------- - - - - ------------ - - - - ---- - - - -- 5.6
5.4 --------
;------------------------- ------ ------------*------ --- ----- �-------- ;------- 5.4
5.2 --------'--------'-------- -------------- --------------------'--------�--------'--------'------- 5.2
5 ---- ----- ----- ---- ---- ----- - ----- ---- ---- ----- 5
16 -- - - - - - - - --------- --------- i - - - - -- -- i - - - - - - - - i - ------ -------------- -------- - - - - - -- 4.6
t.4 ? - -- --- - -- -- '- - -- ---- - - -- --- -- -- --- - - -- -- --- -- --- -- - - -- -- 4A
12 ------ -------- --- ------------- 4,2
4 ------- ------- -------- ------------------- ---- ------------------------------ ------ 4
3.8 '---------------- ' -------- ----------------------------------------3.8
3.4 ----------- -------------- --- '- -- -- -- - -- -- -- - -- --- '-- - -- - -- T --- -- --- `-- - -- - -- --- -- --- -- - - -- --- - - -- -- 3.4
3.2
3------ - - - - - - -- -- --------- 3
t.$ -------- ---------•--------•- ------ -------------------------------------------- ----------------- 2.8
L6--- J-_______________ -------- -------- ________-------- 2.6
U' '-- -- - - -- - -- -- - -- -- ---- -- --- '- - - -- -- 2.2
1.8 - - - - -- ; ;-- - - - - -: ;- - - - -- 1.8
1.6 ---------------------------------------------- i -------- -------- -I -------- -I -------- -------- ------- 1.6
1.4 -------------- -------------------`-------'-----------------•--------`--------`--------'-------- ----- 1.4
1.2 ---------------------i---------------------------------i-------- -----'------------------------- 1.2
1 - ---- - - -- -- -- -- -- ---- - -- - -- --- -- --- -- - - -- -- ------
3.8 -- ------------ ;------ 0.8
3.6 ----------------------------------------*----------------------------------- 0.6
3.4 -------- -------- -------- `-------- --------'--------'--------`--------`--------'-------- ----- 0.4
0 0
50,000 100,000 150,000 200,000 250,000
Storage Area ("
- Storage Area - Storage Volume
m
Jacobs Page 21 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN B4 -A (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 134-A_RISER Rectangular No 831.33 3.33 1.50 3.33 3.33
Output Summary Results
Peak Inflow (cfs)..........................................................
60.44
Peak Lateral Inflow (cfs)..............................................
60.44
Peak Outflow (cfs).......................................................
1.78
Peak Exfiltration Flow Rate (cfm)................................
0.00
Max HGL Elevation Attained (ft) ..................................
831.83
Max HGL Depth Attained (ft) .......................................
3.83
Average HGL Elevation Attained (ft) ...........................
829.71
Average HGL Depth Attained (ft) .................................
1.71
Time of Max HGL Occurrence (days hh:mm) .............
1 00:00
Total Exfiltration Volume (1000 -ft') ..............................
0.000
Total Flooded Volume (ac -in) ......................................
0
Total Time Flooded (min) ............................................
0
Total Retention Time (sec) ..........................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 22 of 22 12/5/2018

Appendix D
Pre -Developed Drainage Area 100 Year Storm Report

Airport: Piedmont Triad International Airport
Project Description
File Name .................................................... PRE DEVELOPMENT BASIN B4-A.SPF
Project Options
Flow Units ...................................................
CFS
Elevation Type ............................................
Elevation
Hydrology Method .......................................
SCS TR -55
Time of Concentration (TOC) Method ........
SCS TR -55
Link Routing Method ...................................
Kinematic Wave
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods ...
NO
Analysis Options
Start Analysis On ........................................
Sep 25, 2018
00:00:00
End Analysis On ..........................................
Sep 26, 2018
00:00:00
Start Reporting On ......................................
Sep 25, 2018
00:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ...................................
0 00:05:00
days hh:mm:ss
Routing Time Step ......................................
30
seconds
Number of Elements
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -100 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 100 7.50 SCS Type II 24 -hr
Jacobs Page 1 of 22 12/5/2018
Qty
RainGages .................................................
1
Su b ba s i n s ....................................................
2
Nodes...........................................................
8
Junctions ............................................
5
Outralls...............................................
1
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ....................................
2
Links.............................................................
7
Channels ............................................
2
Pipes...................................................
4
Pumps................................................
0
Orifices...............................................
0
Weirs..................................................
1
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -100 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 100 7.50 SCS Type II 24 -hr
Jacobs Page 1 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ao-in) (cfs) (days hh:mm:ss)
1 AIRFIELD—DRAINAGE—AREA 57.00 63.96 7.50 3.38 192.77 127.99 0 00:45:19
2 NORTHWEST—DRAINAGE—AREA 417.00 49.38 7.50 1.89 788.96 328.99 0 01:10:57
Project: Crossfield Taxiway Phase I
Jacobs Page 2 of 22 121512018

Airport: Piedmont Triad International Airport
Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
Junction
820.50
830.50
820.50
830.50
0.00 327.75
822.43
0.00
8.07
0 00:00
0.00
0.00
210X14 BC OUTLET Junction
813.55
823.55
813.55
823.55
0.00 327.50
815.48
0.00
8.07
0 00:00
0.00
0.00
318 IN CMP INLET
Junction
826.87
831.33
826.87
831.33
0.00 8.14
833.53
0.00
0.00
0 16:19
45.43
664.00
418 IN CMP OUTLET Junction
826.79
828.29
826.79
828.29
0.00 3.07
828.29
0.00
3.50
0 00:00
0.00
0.00
5 6X8 BC OUTLET
Junction
807.58
813.58
807.58
813.58
0.00 327.40
810.98
0.00
2.60
0 00:00
0.00
0.00
6 OUTFALL
Outfall
806.00
327.40
809.40
7 BASIN -2
Storage Node
809.14
817.14
809.14
0.00 327.50
812.30
0.00
0.00
8 BASIN_134-A
Storage Node
828.00
836.00
828.00
0.00 127.49
832.71
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 3 of 22 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/ Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N
(in)
(cfs)
A)
(Msec)
(ft)
(min)
1 10X14 -BOX - CULVERT Pipe
10X14_BC_INLET
10X14 -BC -OUTLET 1074.00
820.50
813.55 0.6500
120.000
0.0130 327.50
2627.96
0.12
12.13
1.93
0.19
0.00
218 IN CMPPipe
18 IN CMP INLET
18 -IN -CMP OUTLET
80.00
826.87
826.79 0.1000
18.000
0.0150 3.07
2.88
1.06
1.83
1.50
1.00
660.00
3 6X8 -BOX -CULVERT
Pipe
BASIN -2
6X8 -BC -OUTLET
260.00
809.14
807.58 0.6000
72.000
0.0130 327.40
608.76
0.54
12.94
3.16
0.53
0.00
4 DIRECT LINK
Pipe
10X14_BC_OUTLET BASIN -2
1069.49
813.55
813.55 0.0000
0.000
0.0150 327.50
0.00
0.54
0.00
3.16
0.53
0.00
5 STREAM
Channel 6X8 -BC -OUTLET
OUTFALL
210.00
807.58
806.00 0.7500
72.000
0.0300 327.40
892.18
0.37
7.52
3.40
0.57
0.00
6 TRENCH
Channel 18 IN CMP OUTLET 10X14 BC INLET
440.00
826.79
820.50 1.4300
60.000
0.0300 2.88
2967.94
0.00
1.16
0.09
0.02
0.00
7 B4 -A RISER
Weir
BASIN B4 -A
18 IN CMP INLET
828.00
826.87
8.14
Jacobs Page 4 of 22 121512018

Airport: Piedmont Triad International Airport
Reported
Condition
Calculated
SURCHARGED
Calculated
Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 5 of 22 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Subbasin Hydrology
Subbasin : AIRFIELD -DRAINAGE -AREA
Input Data
Area(ac)........................................................................
57.00
Weighted Curve Number ...............................................
63.96
Rain Gage ID.................................................................
STORM
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Meadow, non -grazed
48.50
B 58.00
Paved parking & roofs
8.50
B 98.00
Composite Area & Weighted CN
57.00
63.96
Time of Concentration
TOC Method: SCS TR -55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
W here :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282*(Sf^0.5)(paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
W here :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ftp)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Jacobs Page 6 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Runoff Results
Total Rainfall (in)............................................................
Subarea
Subarea Subarea
Sheet Flow Computations
A
B
C
Manning's Roughness:
.3
0.00
0.00
Flow Length (ft) :
180
0.00
0.00
Slope (%) :
.6
0.00
0.00
2 yr, 24 hr Rainfall (in) :
3.50
0.00
0.00
Velocity (ft/sec) :
0.07
0.00
0.00
Computed Flow Time (min) :
42.25
0.00
0.00
Subarea
Subarea
Subarea
Channel Flow Computations
A
B
C
Manning's Roughness :
.013
.013
0.00
Flow Length (ft) :
2717
380
0.00
Channel Slope (%) :
.7
1
0.00
Cross Section Area (ft2) :
63.6
63.6
0.00
Wetted Perimeter (ft) :
28.3
28.3
0.00
Velocity (ft/sec) :
16.45
19.66
0.00
Computed Flow Time (min) :
2.75
0.32
0.00
Total TOC (min) ..................45.33
Subbasin Runoff Results
Total Rainfall (in)............................................................
7.50
Total Runoff (in).............................................................
3.38
Peak Runoff (cfs)...........................................................
127.99
Weighted Curve Number ...............................................
63.96
Time of Concentration (days hh:mm:ss) ........................
0 00:45:20
Project: Crossfield Taxiway Phase I
Jacobs Page 7 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin : AIRFIELD -DRAINAGE -AREA
10.5
10
9.5
9
8.5
8
75
7
6.5
6
5.5
5
� 4.5
4
3.5
3
2.5
2
1.5
0.5
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
135
130
125
120
115
110
105
100---
95-
90-
85---
80---
70--
65
00959085807065
60
55
50
45
40
35
30
25
20
15
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Jacobs Page 8 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Project: Crossfield Taxiway Phase I
Subbasin : NORTHWEST -DRAINAGE -AREA
Input Data
Area(ac)........................................................................
417.00
Weighted Curve Number ...............................................
49.38
Rain Gage ID.................................................................
STORM
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Meadow, non -grazed
121.00
A 30.00
Meadow, non -grazed
147.90
B 58.00
Paved parking & roofs
37.50
B 98.00
Woods, Good
55.00
A 30.00
Woods, Good
55.60
B 55.00
Composite Area & Weighted CN
417.00
49.38
Time of Concentration
Subarea
Subarea Subarea
Sheet Flow Computations
A
B C
Manning's Roughness:
.3
0.00 0.00
Flow Length (ft) :
300
0.00 0.00
Slope (%) :
2.3
0.00 0.00
2 yr, 24 hr Rainfall (in) :
3.5
0.00 0.00
Velocity (ft/sec) :
0.13
0.00 0.00
Computed Flow Time (min) :
37.15
0.00 0.00
Subarea
Subarea Subarea
Shallow Concentrated Flow Computations
A
B C
Flow Length (ft) :
1000
0.00 0.00
Slope (%) :
2.3
0.00 0.00
Surface Type :
Grass pasture
Unpaved Unpaved
Velocity (ft/sec) :
1.06
0.00 0.00
Computed Flow Time (min) :
15.72
0.00 0.00
Subarea
Subarea Subarea
Channel Flow Computations
A
B C
Manning's Roughness:
.1
.013 .04
Flow Length (ft) :
6200
1074 550
Channel Slope (%) :
3.3
.65 .8
Cross Section Area (ftp) :
203
140 30
Wetted Perimeter (ft) :
53
24 17
Velocity (ft/sec) :
6.63
29.94 4.87
Computed Flow Time (min) :
15.59
0.60 1.88
Total TOC (min) ..................70.95
Subbasin Runoff Results
Total Rainfall (in)............................................................ 7.50
Total Runoff (in)............................................................. 1.89
Peak Runoff (cfs)........................................................... 328.99
Weighted Curve Number ............................................... 49.38
Time of Concentration (days hh:mm:ss) ........................ 0 01:10:57
Jacobs Page 9 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin : NORTHWEST—DRAINAGE—AREA
11
10.5
10
9.5
9
85
8
7.5
7
6.6
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
360
340
320
300
280
260
240
220
w 200
w 180
0
160
140
120
100
80
60
40
20
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)
Jacobs Page 10 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Junction Input
SN Element
Invert GroundlRim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
A
(ft)
(ff)
A A
A
(ft)
(ft')
(in)
1 10X14 BC INLET
820.50
830.50
10.00
820.50 0.00
830.50
0.00
0.00
0.00
210X14 BC OUTLET
813.55
823.55
10.00
813.55 0.00
823.55
0.00
0.00
0.00
318 IN CMP INLET
826.87
831.33
4.46
826.87 0.00
831.33
0.00
0.00
0.00
418 IN CMP OUTLET
826.79
828.29
1.50
826.79 0.00
828.29
0.00
0.00
0.00
5 6X8 -BC -OUTLET
807.58
813.58
6.00
807.58 0.00
813.58
0.00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 11 of 22 121512018

Airport: Piedmont Triad International Airport
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
327.75 327.65
822.43
1.93
0.00
8.07
820.82
0.32
0 12:45
0 00:00
0.00
0.00
210X14 BC OUTLET
327.50
0.00
815.48
1.93
0.00
8.07
813.87
0.32
0 12:47
0 00:00
0.00
0.00
318 IN CMP INLET
8.14
0.00
833.53
6.66
0.00
0.00
829.95
3.08
0 12:57
0 16:19
45.43
664.00
418 IN CMP OUTLET
3.07
0.00
828.29
1.50
0.00
3.50
827.49
0.70
0 13:01
0 00:00
0.00
0.00
5 6X8 -BC -OUTLET
327.40
0.00
810.98
3.40
0.00
2.60
808.18
0.60
0 12:48
0 00:00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 12 of 22 121512018

Airport: Piedmont Triad International Airport
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance ExitlBend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) 1ft1 (ft) (ft) (%1 (ft) (ft) (cfsl
1 STREAM 210.00 807.58 0.00 806.00 0.00 1.58 0.7500 Trapezoidal 6.000 19.960 0.0300 0.5000 0.5000 0.0000 0.00 No
2 TRENCH 440.00 826.79 0.00 820.50 0.00 6.29 1.4300 Trapezoidal 5.000 57.000 0.0300 0.5000 0.5000 0.0000 0.00 No
Project: Crossfield Taxiway Phase I
Jacobs Page 13 of 22 121512018

Airport: Piedmont Triad International Airport
Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (Msec) (min) (ft) (min)
1 STREAM 327.40 0 12:49 892.18 0.37 7.52 0.47 3.40 0.57 0.00
2 TRENCH 2.88 0 14:11 2967.94 0.00 1.16 6.32 0.09 0.02 0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 14 of 22 121512018

Airport: Piedmont Triad International Airport
Pipe Input
Project: Crossfield Taxiway Phase I
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
A
(ft)
(ft)
A A A N
(in)
(in)
(cfs)
1 10X14 BOX_CULVERT 1074.00
820.50
0.00
813.55 0.00 6.95 0.6500 Rectangular
120.000
168.000
0.0130
0.5000
0.5000
0.0000 0,00 No 1
218 IN CMP
80.00
826.87
0.00
826.79 0.00 0.08 0.1000 CIRCULAR
18.000
18.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
3 6X8 -BOX _ CULVERT
260.00
809.14
0.00
807.58 0.00 1.56 0.6000 Rectangular
72.000
96.000
0.0130
0.5000
0.5000
0.0000 0.00 No 1
4 DIRECT -LINK
1069.49
813.55
0.00
813.55 4.41 0.00 0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
Jacobs Page 15 of 22 121512018

Airport: Piedmont Triad International Airport
Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ftlsec) (min)
(ft)
(min)
1 10X14 BOX_CULVERT 327.50
0 12:47
2627.96
0.12
12.13 1.48
1.93
0.19 0.00 Calculated
218 IN CMP
3.07
0 13:00
2.88
1.06
1.83 0.73
1.50
1.00 660.00 SURCHARGED
3 6X8 BOX CULVERT
327.40
0 12:48
608.76
0.54
12.94 0.33
3.16
0.53 0.00 Calculated
4 DIRECT LINK
327.50
0 12:47
0.00
0.54
0.00
3.16
0.53 0.00 Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 16 of 22 121512018

Airport: Piedmont Triad International Airport
Storage Nodes
Storage Node : BASIN 2
Input Data
Invert Elevation (ft) ......................................................
809.14
Max (Rim) Elevation (ft) ...............................................
817.14
Max (Rim) Offset (ft) ....................................................
8.00
Initial Water Elevation (ft) ............................................
809.14
Initial Water Depth (ft) .................................................
0.00
Ponded Area (ft').........................................................
0.00
Evaporation Loss .........................................................
0.00
Storage Area Volume Curves
Storage Curve : BASIN -2
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
334
0.000
1
1879
1106.50
2
3587
3839.50
3
5333
8299.50
4
15623
18777.50
5
42013
47595.50
6
89572
113388.00
7
116819
216583.50
8
126717
338351.50
Project: Crossfield Taxiway Phase I
Jacobs Page 17 of 22 12/5/2018

z
Airport: Piedmont Triad International Airport
Storage Area Volume Curves
Storage Volume (ftJ
0 50,000 100,000 150,000 200,000
Project: Crossfield Taxiway Phase I
250,000 300,000
----------------- ------------------------------- ------------------------------- -------------------------- -8
r.8 - --: --- -- ---7.8
r.6 -------------------------------------------------------------------------------------- -------
----7.6
r.4 ------------------ -------------- -------------- --------------- ---------------- --- ---------------- ------ 7.4
r.2 ---------------`--------------'--------------J-------------------------- -------------- ---- -------- 7.2
7 ---------------- L -------------- I --------------- I ---------------- ---- ---------- L -------------- j -- --------- 7
3.8 -----------------------------i------------- ------- -------------- 6.8
1.6 - I- ------ ------:------ ---- I.- 6.6
3.4 ----------------`--------------------------------------------------------------- ---------------------
6.4
3.2 ------------------------------------------ -------------------- --------------- ---------------------------- 6.2
6 --------------- -------------- --- --------- --------------- ----------- --------- :
-------------- . -6
;.8 ------------------------------ --------------=---------------'-------------=--------------=------------ 5.8
5.6 --------------- ---------- --- -------------- ---------- --- --------------- -------------- I --------------- 6.6
5.4 ---------------- I ------ -------I------------ ---------- -------------------------------;------------ 6.4
5.2 ---------------'------------- 4 ---------- ------------------- --------------- -------------- ------------- 6.2
-------------- --------------- j --- --------------------------- ---------------- L -------------- ------------- 6
U- ------------ -- ------------- --------------- ---------------- ---------------- L -------------- j -------------- 4,8
1.6 ------------- --- --------- - --------------------------------- ----------- 4,6
t.4 --------- ---------- ------------------------------------------------------------------- I -------------- 4.4
: ---------------
1,2 ------- -------- ------------ --------------- ---------------- ----------------------------- 4,2
4 ----- ------ --------------- ------------------------------------------------------------------------- 4
3.8 ---- ---- ----- L -------------- j --------------- I ---------------- ---------------- L -------------- j -------------- 3.8
3.6 - ---- ---- --------------------- j --------------- I ---------------- ---------------- L -------------- j --------------- 3.6
3.4 --- ----- ------------------------------------ ---------
.3.4
3.2 --- - ---------- r --------------- : -------------- 1: --------------- --------------- Ir -------------- I : ------------ 3.2
3:-- - ----------- - - 3
?.8- -- ----------- -------------- ------------------------------ --------------- -------------- ------------- 2.8
L6--- - ------------ L -------------- j --------------- I ---------------- --------------- -------------- ------------- 2.6
L4- - ------------ L -------------- j -------------------------------- ---------------- L -------------- j -------------- 2.4
U---- ------------ - ----------------------------------- ------ -2.2
2 :: -----r --------------r- 2
1.8
1.6 - ------------ --------------i-------------- --------------- ---------------- I -------------- I --------------- 1.6
1.4 ---------- ---------------- --------------- -------------- ------------- 1.4
------------- --------------
1.2 : --------------------------------------------------------------------------
---- ------------- 1.2
1 ------------- -------------- I --------------- ---------------------------------------------------------- I
1.8 -- -------------- r ------------------------------ --------------- ---------------- r ----------------------------- 0.8
1.6 -- -------------- -------------- -------------- --------------- --------------- -------------- ------------- 0.6
1.4 -------------- -------------- -------------- ---------------- ---------------- L -------------- j --------------- 0.4
1.2 --------
--------------- L -------------- j --------------- I ---------------- ---------------- L -------------- .0.2
0 ------------ :
----------------------------------- -------- FO
10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000 120,000
Storage Area ("
I- Storage Area - Storage
W
M
2
L4
Jacobs Page 18 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN 2 (continued)
Output Summary Results
Peak Inflow (cfs)..........................................................
327.50
Peak Lateral Inflow (cfs)..............................................
0.00
Peak Outflow (cfs).......................................................
327.41
Peak Exfiltration Flow Rate (cfm)................................
0.00
Max HGL Elevation Attained (ft) ..................................
812.30
Max HGL Depth Attained (ft) .......................................
3.16
Average HGL Elevation Attained (ft) ...........................
809.64
Average HGL Depth Attained (ft) .................................
0.5
Time of Max HGL Occurrence (days hh:mm) .............
0 12:48
Total Exfiltration Volume (1000 -ft') ..............................
0.000
Total Flooded Volume (ac -in) ......................................
0
Total Time Flooded (min) ............................................
0
Total Retention Time (sec) ..........................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 19 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node: BASIN 134-A
Input Data
Invert Elevation (ft) ......................................................
828.00
Max (Rim) Elevation (ft) ...............................................
836.00
Max (Rim) Offset (ft) ....................................................
8.00
Initial Water Elevation (ft) ............................................
828.00
Initial Water Depth (ft) .................................................
0.00
Ponded Area (ft').........................................................
0.00
Evaporation Loss .........................................................
0.00
Storage Area Volume Curves
Storage Curve : BASIN -1
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
20904
0.000
1
46179
33541.50
2
77625
95443.50
3
120185
194348.50
4
167463
338172.50
5
181902
512855.00
6
200211
703911.50
7
234097
921065.50
8
272602
1174415.00
Project: Crossfield Taxiway Phase I
Jacobs Page 20 of 22 12/5/2018

z
m
m
Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Storage Area Volume Curves
Storage Volume (ft)
0 100,000 200,000 300,000 400,000 500,000 600,000 700,000 800,000 900,000 1,000,000 1,100,000
$ - 8
r.$ ------ ;--------;-------------------- 7.8
r.6------------------------------------------------------------- -------------------------------- ----- 7.6
r.4 --------- -------- -------- -------- ------- -------- I- -------- -------- -I -------- ------- -4------- 7.4
r.2 -------- ---------`------- --------'--------'-------- `-------- `----- -- -- ----- ------ 7.2
3.8 ---------------------------i-------- ------ ------- i--------i--------�----- - - ----- 6.8
1.6 ; r- ---- --------------;------- 6.6
33.4-----------------------------------`--------------------------------- `----------------------- '------- 6.4
3.2 '----------------- -------- '-------- `-------- --------'-------- -------`---------------- -------- ----- 6.2
6 -- - - ----------------- --------6
i.$'--------=--------=--------=--------=----------------=-------=--------=------------------------------- 5.8
5.6 - - - - - -- ;---- - - - ------------------- - - - - ------------ - - - - ---- - - - -- 5.6
5.4 --------
;------------------------- ------ ------------*------ --- ----- �-------- ;------- 5.4
5.2 --------'--------'-------- -------------- --------------------'--------�--------'--------'------- 5.2
5 ---- ----- ----- ---- ---- ----- - ----- ---- ---- ----- 5
16 -- - - - - - - - --------- --------- i - - - - -- -- i - - - - - - - - i - ------ -------------- -------- - - - - - -- 4.6
t.4 ? - -- --- - -- -- '- - -- ---- - - -- --- -- -- --- - - -- -- --- -- --- -- - - -- -- 4A
12 ------ -------- --- ------------- 4,2
4 ------- ------- -------- ------------------- ---- ------------------------------ ------ 4
3.8 '---------------- ' -------- ----------------------------------------3.8
3.4 ----------- -------------- --- '- -- -- -- - -- -- -- - -- --- '-- - -- - -- T --- -- --- `-- - -- - -- --- -- --- -- - - -- --- - - -- -- 3.4
3.2
3------ - - - - - - -- -- --------- 3
t.$ -------- ---------•--------•- ------ -------------------------------------------- ----------------- 2.8
L6--- J-_______________ -------- -------- ________-------- 2.6
U' '-- -- - - -- - -- -- - -- -- ---- -- --- '- - - -- -- 2.2
1.8 - - - - -- ; ;-- - - - - -: ;- - - - -- 1.8
1.6 ---------------------------------------------- i -------- -------- -I -------- -I -------- -------- ------- 1.6
1.4 -------------- -------------------`-------'-----------------•--------`--------`--------'-------- ----- 1.4
1.2 ---------------------i---------------------------------i-------- -----'------------------------- 1.2
1 - ---- - - -- -- -- -- -- ---- - -- - -- --- -- --- -- - - -- -- ------
3.8 -- ------------ ;------ 0.8
3.6 ----------------------------------------*----------------------------------- 0.6
3.4 -------- -------- -------- `-------- --------'--------'--------`--------`--------'-------- ----- 0.4
0 0
50,000 100,000 150,000 200,000 250,000
Storage Area ("
- Storage Area - Storage Volume
m
Jacobs Page 21 of 22 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN B4 -A (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 134-A_RISER Rectangular No 831.33 3.33 1.50 3.33 3.33
Output Summary Results
Peak Inflow (cfs)..........................................................
127.49
Peak Lateral Inflow (cfs)..............................................
127.49
Peak Outflow (cfs).......................................................
8.14
Peak Exfiltration Flow Rate (cfm)................................
0.00
Max HGL Elevation Attained (ft) ..................................
832.71
Max HGL Depth Attained (ft) .......................................
4.71
Average HGL Elevation Attained (ft) ...........................
830.24
Average HGL Depth Attained (ft) .................................
2.24
Time of Max HGL Occurrence (days hh:mm) .............
0 16:19
Total Exfiltration Volume (1000 -ft') ..............................
0.000
Total Flooded Volume (ac -in) ......................................
0
Total Time Flooded (min) ............................................
0
Total Retention Time (sec) ..........................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 22 of 22 12/5/2018

Appendix E
Post -Developed Drainage Area 10 Year Storm Report

Airport: Piedmont Triad International Airport
Project Description
File Name .................................................... POST DEVELOPMENT BASIN B4-A.SPF
Project Options
Flow Units ...................................................
CFS
Elevation Type ............................................
Elevation
Hydrology Method .......................................
SCS TR -55
Time of Concentration (TOC) Method ........
SCS TR -55
Link Routing Method ...................................
Kinematic Wave
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods ...
NO
Analysis Options
Start Analysis On ........................................
Sep 25, 2018
00:00:00
End Analysis On ..........................................
Sep 26, 2018
00:00:00
Start Reporting On ......................................
Sep 25, 2018
00:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ...................................
0 00:05:00
days hh:mm:ss
Routing Time Step ......................................
30
seconds
Number of Elements
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -10 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 10 5.20 SCS Type II 24 -hr
Jacobs Page 1 of 17 12/5/2018
Qty
RainGages .................................................
1
Su b ba s i n s ....................................................
1
Nodes...........................................................
5
Junctions ............................................
3
Outralls...............................................
1
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ....................................
1
Links.............................................................
4
Channels ............................................
1
Pipes...................................................
3
Pumps................................................
0
Orifices...............................................
0
Weirs..................................................
0
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -10 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 10 5.20 SCS Type II 24 -hr
Jacobs Page 1 of 17 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
lac) (in) (in) (ac -in) (cfs) Idays hh:mm:ss)
1 COMBINED—DRAINAGE—AREA 460,00 55.80 5.20 1.13 521.18 205.65 0 01:10:57
Project: Crossfield Taxiway Phase I
Jacobs Page 2 of 17 121512018

Airport: Piedmont Triad International Airport
Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
Junction
820.50
830.50
820.50
830.50
0.00 204.51
821.92
0.00
8.58
0 00:00
0.00
0.00
210X14 BC OUTLET Junction
813.55
823.55
813.55
823.55
0.00 204.53
814.97
0.00
8.58
0 00:00
0.00
0.00
3 6X8 BC OUTLET
Junction
807.58
813.58
807.58
813.58
0.00 204.45
810.16
0.00
3.42
0 00:00
0.00
0.00
4 OUTFALL
Outfall
806.00
204.43
808.58
5 BASIN -2
Storage Node
809.14
817.14
809.14
0.00 204.53
811.40
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 3 of 17 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/ Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
A
(ft)
(ft) N
(in)
(cfs)
(cfs)
(fUsec)
(ft)
(min)
1 10X14 BOX_CULVERT Pipe
10X14_BC_INLET
10X14 -BC -OUTLET 1074.00
820.50
813.55 0.6500
120.000
0.0130 204.53
2627.96
0.08
10.29
1.42
0.14
0.00
2 6X8_BOX_CULVERT
Pipe
BASIN _2
6X8_BC_OUTLET
260.00
809.14
807.58 0.6000
72.000
0.0130 204.45
608.76
0.34
11.31
2.26
0.38
0.00
3 DIRECT LINK
Pipe
10X14_BC_OUTLET BASIN 2
1069.49
813.55
813.55 0.0000
0.000
0.0150 204.53
0.00
0.34
0.00
2.26
0.38
0.00
4 STREAM
Channel 6X8 -BC -OUTLET
OUTFALL
210.00
807.58
806.00 0.7500
72.000
0.0300 204.43
892.18
0.23
6.53
2.58
0.43
0.00
Jacobs Page 4 of 17 121512018

Airport: Piedmont Triad International Airport
Reported
Condition
Calculated
Calculated
Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 5 of 17 121512018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Subbasin Hydrology
Subbasin : COMBINED -DRAINAGE -AREA
Input Data
Area(ac)........................................................................ 460.00
Weighted Curve Number ............................................... 55.80
Rain Gage ID................................................................. STORM
Composite Curve Number
Time of Concentration
TOC Method: SCS TR -55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
W here :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
W here :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ftp)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Jacobs Page 6 of 17 12/5/2018
Area
Soil
Curve
Soil/Surface Description
(acres)
Group Number
Meadow, non -grazed
82.00
A
30.00
Meadow, non -grazed
199.40
B
58.00
Paved parking & roofs
72.00
B
98.00
Woods, Good
51.00
A
30.00
Woods, Good
55.60
B
55.00
Composite Area & Weighted CN
460.00
55.80
Time of Concentration
TOC Method: SCS TR -55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
W here :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
W here :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ftp)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Jacobs Page 6 of 17 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 1.13
Peak Runoff (cfs)........................................................... 205.65
Weighted Curve Number ............................................... 55.80
Time of Concentration (days hh:mm:ss) ........................ 0 01:10:57
Project: Crossfield Taxiway Phase I
Jacobs Page 7 of 17 12/5/2018
Subarea
Subarea Subarea
Sheet Flow Computations
A
B
C
Manning's Roughness:
.3
0.00
0.00
Flow Length (ft) :
300
0.00
0.00
Slope (%) :
2.3
0.00
0.00
2 yr, 24 hr Rainfall (in) :
3.5
0.00
0.00
Velocity (ft/sec) :
0.13
0.00
0.00
Computed Flow Time (min) :
37.15
0.00
0.00
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
1000
0.00
0.00
Slope (%) :
2.3
0.00
0.00
Surface Type :
Grass pasture Unpaved
Unpaved
Velocity (ft/sec) :
1.06
0.00
0.00
Computed Flow Time (min) :
15.72
0.00
0.00
Subarea
Subarea
Subarea
Channel Flow Computations
A
B
C
Manning's Roughness :
.1
.013
.04
Flow Length (ft) :
6200
1074
550
Channel Slope (%) :
3.3
.65
.8
Cross Section Area (ftp) :
203
140
30
Wetted Perimeter (ft) :
53
24
17
Velocity (ft/sec) :
6.63
29.94
4.87
Computed Flow Time (min) :
15.59
0.60
1.88
Total TOC (min) ..................70.95
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 1.13
Peak Runoff (cfs)........................................................... 205.65
Weighted Curve Number ............................................... 55.80
Time of Concentration (days hh:mm:ss) ........................ 0 01:10:57
Project: Crossfield Taxiway Phase I
Jacobs Page 7 of 17 12/5/2018

Airport: Piedmont Triad International Airport
Subbasin : COMBINED DRAINAGE AREA
7.5
7
6.5
6
5.5
5
4.5
E 4
3.5
M
f 3
2.5
2
220
210
200
190
180
170
160
150
140
_ 130
N
� 120
w 110
0
100
e✓
90
80
70
60
50
40
30
20
10
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Jacobs Page 8 of 17 12/5/2018

Airport: Piedmont Triad International Airport
Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ff)
A
A A
(ft l
(ft)
(ft')
(in)
1 10X14 BC INLET
820.50
830.50
10.00
820.50 0.00
830.50
0.00
0.00
0.00
210X14 BC OUTLET
813.55
823.55
10.00
813.55 0.00
823.55
0.00
0.00
0.00
3 6X8—BC—OUTLET
807.58
813.58
6.00
807.58 0.00
813.58
0.00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 9 of 17 121512018

Airport: Piedmont Triad International Airport
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth
Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
204.51 204.51
821.92
1.42
0.00
8.58
820.74
0.24
0 12:50
0 00:00
0.00
0.00
210X14 BC OUTLET 204.53
0.00
814.97
1.42
0.00
8.58
813.79
0.24
0 12:50
0 00:00
0.00
0.00
3 6X8—BC—OUTLET
204.45
0.00
810.16
2.58
0.00
3.42
808.04
0.46
0 12:51
0 00:00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 10 of 17 121512018

Airport: Piedmont Triad International Airport
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance ExitlBend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) 1ft1 (ft) (ft) (%) (ft) (ft) (cfsl
1 STREAM 210.00 807.58 0.00 806.00 0.00 1.58 0.7500 Trapezoidal 6.000 19.960 0.0300 0.5000 0.5000 0.0000 0.00 No
Project: Crossfield Taxiway Phase I
Jacobs Page 11 of 17 121512018

Airport: Piedmont Triad International Airport
Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (Msec) (min) A (min)
1 STREAM 204.43 0 12:51 892.18 0.23 6.53 0.54 2.58 0.43 0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 12 of 17 121512018

Airport: Piedmont Triad International Airport
Pipe Input
Project: Crossfield Taxiway Phase I
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
A
(ft)
(ft)
A A A N
(in)
(in)
(cfs)
1 10X14 BOX CULVERT 1074.00
820.50
0.00
813.55 0.00 6.95 0.6500 Rectangular
120.000
168.000
0.0130
0.5000
0.5000
0.0000 0,00 No 1
2 6X8 BOX CULVERT
260.00
809.14
0.00
807.58 0.00 1.56 0.6000 Rectangular
72.000
96.000
0.0130
0.5000
0.5000
0.0000 0.00 No 1
3 DIRECT -LINK
1069.49
813.55
0.00
813.55 4.41 0.00 0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
Jacobs Page 13 of 17 121512018

Airport: Piedmont Triad International Airport
Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(fUsec) (min)
IN
(min)
1 10X14 BOX CULVERT 204.53
0 12:50
2627.96
0.08
10.29 1.74
1.42
0.14 0.00 Calculated
2 6X8 BOX CULVERT
204.45
0 12:51
608.76
0.34
11.31 0.38
2.26
0.38 0.00 Calculated
3 DIRECT LINK
204.53
0 12:50
0.00
0.34
0.00
2.26
0.38 0.00 Calculated
Project: Crossfield Taxiway Phase I
Jacobs Page 14 of 17 121512018

Airport: Piedmont Triad International Airport
Storage Nodes
Storage Node : BASIN 2
Input Data
Invert Elevation (ft) ...................................................
809.14
Max (Rim) Elevation (ft) ...........................................
817.14
Max (Rim) Offset (ft) ................................................
8.00
Initial Water Elevation (ft) .........................................
809.14
Initial Water Depth (ft) ..............................................
0.00
Ponded Area (ft') ......................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve : BASIN -2
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 334 0.000
1 1879 1106.50
2 3587 3839.50
3 5333 8299.50
4 15623 18777.50
5 42013 47595.50
6 89572 113388.00
7 116819 216583.50
8 126717 338351.50
Project: Crossfield Taxiway Phase I
Jacobs Page 15 of 17 12/5/2018

Airport: Piedmont Triad International Airport
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
S4.2
4
c
+� 3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.?
n
Storage Area Volume Curves
Storage Volume (ft)
0 50,000 100,000 150,000 200,000 250,000
Project: Crossfield Taxiway Phase I
300,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000 120,000
Storage Area (ft)
- Storage Area - Storage Volum e
7.8
7.6
7.4
7.2
7
z
Jacobs Page 16 of 17 12/5/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN 2 (continued)
Output Summary Results
Peak Inflow (cfs)......................................................
204.53
Peak Lateral Inflow (cfs)..........................................
0.00
Peak Outflow (cfs)....................................................
204.47
Peak Exfiltration Flow Rate (cfm) .............................
0.00
Max HGL Elevation Attained (ft) ...............................
811.40
Max HGL Depth Attained (ft) ....................................
2.26
Average HGL Elevation Attained (ft) ........................
809.51
Average HGL Depth Attained (ft) .............................
0.37
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:51
Total Exfiltration Volume (1000 -ft') ..........................
0.000
Total Flooded Volume (ac -in) ...................................
0
Total Time Flooded (min) .........................................
0
Total Retention Time (sec) .......................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 17 of 17 12/5/2018

Appendix F
Post -Developed Drainage Area 100 Year Storm Report

Airport: Piedmont Triad International Airport
Project Description
File Name .................................................... POST DEVELOPMENT 8X5 BOX CULVERT.SPF
Project Options
Flow Units ...................................................
CFS
Elevation Type ............................................
Elevation
Hydrology Method .......................................
SCS TR -55
Time of Concentration (TOC) Method ........
SCS TR -55
Link Routing Method ...................................
Kinematic Wave
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods ...
NO
Analysis Options
Start Analysis On ........................................
Sep 25, 2018
00:00:00
End Analysis On ..........................................
Sep 26, 2018
00:00:00
Start Reporting On ......................................
Sep 25, 2018
00:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ...................................
0 00:05:00
days hh:mm:ss
Routing Time Step ......................................
30
seconds
Number of Elements
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -100 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 100 7.50 SCS Type II 24 -hr
Jacobs Page 1 of 15 11/26/2018
Qty
RainGages .................................................
1
Su b ba s i n s ....................................................
1
Nodes...........................................................
5
Junctions ............................................
3
Outralls...............................................
1
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ....................................
1
Links.............................................................
4
Channels ............................................
1
Pipes...................................................
3
Pumps................................................
0
Orifices...............................................
0
Weirs..................................................
0
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
ID Source ID Type
1 Time Series TS -100 Cumulative
Project: Crossfield Taxiway Phase I
Rain State County Return Rainfall Rainfall
Units Period Depth Distribution
(years) (inches)
inches North Carolina Guilford 100 7.50 SCS Type II 24 -hr
Jacobs Page 1 of 15 11/26/2018

Airport: Piedmont Triad International Airport
Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation
Surcharge Freeboard
Peak
Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
A
(tt)
(it)
(ft)
(ft') (cfs)
(ft)
(ft)
(tt)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
Junction
820.50
830.50
820.50
830.50
0.00 1476.58
825.94
0.00
4.56
0 00:00
0.00
0.00
210X14 BC OUTLET Junction
813.55
823.55
813.55
823.55
0.00 1473.97
818.98
0.00
4.57
0 00:00
0.00
0.00
3 6X8 BC OUTLET
Junction
807.58
813.58
807.58
813.58
0.00 719.36
813.56
0.00
0.02
0 00:00
0.00
0.00
4 OUTFALL
Outfall
806.00
696.18
811.23
5 BASIN -2
Storage Node
809.14
817.14
809.14
0.00 1473.97
817.14
247.87
30.00
Project: Crossfield Taxiway Phase I
Jacobs Page 2 of 15 1112612018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depthl Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
A
(ft)
(fl) N
(in)
(cfs)
(cfs)
(fl/sec)
A
(min)
1 10X14 BOX_CULVERT Pipe
10X14_BC_INLET
10X14 -BC -OUTLET 1074.00
820.50
813.55 0.6500
120.000
0.0130 1473.97
2627.96
0.56
19.43
5.43
0.54
0.00
2 6X8_BOX_CULVERT
Pipe
BASIN _2
6X8_BC_OUTLET
260.00
809.14
807.58 0.6000
72.000
0.0130 719.36
608.76
1.18
15.54
5.52
1.00
0.00
3 DIRECT LINK
Pipe
IOX14_BC_OUTLET BASIN 2
1069.49
813.55
813.55 0.0000
0.000
0.0150 1473.97
0.00
1.18
0.00
5.52
1.00
0.00
4 STREAM
Channel 6X8 -BC -OUTLET
OUTFALL
210.00
807.58
806.00 0.7500
72.000
0.0300 696.18
892.18
0.78
9.51
4.85
0.87
0.00
Jacobs Page 3 of 15 1112612018

Airport: Piedmont Triad International Airport
Reported
Condition
Calculated
> CAPACITY
> CAPACITY
Project: Crossfield Taxiway Phase I
Jacobs Page 4 of 15 1112612018

Airport: Piedmont Triad International Airport Project: Crossfield Taxiway Phase I
Subbasin Hydrology
Subbasin: COMBINED -DRAINAGE -AREA
Input Data
Area(ac)........................................................................
510.00
Total Runoff (in).............................................................
3.59
Weighted Curve Number ...............................................
65.92
Weighted Curve Number ...............................................
65.92
Rain Gage ID.................................................................
STORM
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
From original calculations
345.70
-
63.00
Meadow, non -grazed
106.50
B
58.00
Paved parking & roofs
57.80
B
98.00
Composite Area & Weighted CN
510.00
65.92
Time of Concentration
TOC Method: SCS TR -55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
W here :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
W here :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ft2)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
User -Defined TOC override (minutes): 34.00
Subbasin Runoff Results
Total Rainfall (in)............................................................
7.50
Total Runoff (in).............................................................
3.59
Peak Runoff (cfs)...........................................................
1481.55
Weighted Curve Number ...............................................
65.92
Time of Concentration (days hh:mm:ss) ........................
0 00:34:00
Jacobs Page 5 of 15 11/26/2018

Airport: Piedmont Triad International Airport
Subbasin : COMBINED DRAINAGE AREA
I U.
1
9.
8.
7
6.
5.
rm 4.
3.
2.
1.
0.
�II
]50
]00
950
900
350
300
250
200
150
100
50
Project: Crossfield Taxiway Phase I
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Jacobs Page 6 of 15 11/26/2018

Airport: Piedmont Triad International Airport
Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ff)
A
A A
(ft l
(ft)
(ft')
(in)
1 10X14 BC INLET
820.50
830.50
10.00
820.50 0.00
830.50
0.00
0.00
0.00
210X14 BC OUTLET
813.55
823.55
10.00
813.55 0.00
823.55
0.00
0.00
0.00
3 6X8—BC—OUTLET
807.58
813.58
6.00
807.58 0.00
813.58
0.00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 7 of 15 1112612018

Airport: Piedmont Triad International Airport
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cls)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac -in)
(min)
1 10X14 BC INLET
1476.58 1476.58
825.94
5.44
0.00
4.56
821.04
0.54
0 12:20
0 00:00
0.00
0.00
210X14 BC OUTLET 1473.97
0.00
818.98
5.43
0.00
4.57
814.09
0.54
0 12:20
0 00:00
0.00
0.00
3 6X8—BC—OUTLET
719.36
0.00
813.56
5.98
0.00
0.02
808.51
0.93
0 12:08
0 00:00
0.00
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 8 of 15 1112612018

Airport: Piedmont Triad International Airport
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance ExitlBend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) 1ft1 (ft) (ft) (%) (ft) (ft) (cfsl
1 STREAM 210.00 807.58 0.00 806.00 0.00 1.58 0.7500 Trapezoidal 6.000 19.960 0.0300 0.5000 0.5000 0.0000 0.00 No
Project: Crossfield Taxiway Phase I
Jacobs Page 9 of 15 1112612018

Airport: Piedmont Triad International Airport
Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (Msec) (min) (ft) (min)
1 STREAM 696.18 0 12:09 892.18 0.78 9.51 0.37 4.85 0.87 0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 10 of 15 1112612018

Airport: Piedmont Triad International Airport
Pipe Input
Project: Crossfield Taxiway Phase I
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
A
(ft)
(ft)
A A A N
(in)
(in)
(cfs)
1 10X14 BOX CULVERT 1074.00
820.50
0.00
813.55 0.00 6.95 0.6500 Rectangular
120.000
168.000
0.0130
0.5000
0.5000
0.0000 0,00 No 1
2 6X8 BOX CULVERT
260.00
809.14
0.00
807.58 0.00 1.56 0.6000 Rectangular
72.000
96.000
0.0130
0.5000
0.5000
0.0000 0.00 No 1
3 DIRECT -LINK
1069.49
813.55
0.00
813.55 4.41 0.00 0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000 0.00 No 1
Jacobs Page 11 of 15 1112612018

Airport: Piedmont Triad International Airport
Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(fUsec) (min)
(ft)
(min)
1 10X14 BOX CULVERT 1473.97
0 12:20
2627.96
0.56
19.43 0.92
5.43
0.54 0.00 Calculated
2 6X8 BOX CULVERT
719.36
0 12:08
608.76
1.18
15.54 0.28
5.52
1.00 0.00 > CAPACITY
3 DIRECT LINK
1473.97
0 12:20
0.00
1.18
0.00
5.52
1.00 0.00 > CAPACITY
Project: Crossfield Taxiway Phase I
Jacobs Page 12 of 15 1112612018

Airport: Piedmont Triad International Airport
Storage Nodes
Storage Node : BASIN 2
Input Data
Invert Elevation (ft) ...................................................
809.14
Max (Rim) Elevation (ft) ...........................................
817.14
Max (Rim) Offset (ft) ................................................
8.00
Initial Water Elevation (ft) .........................................
809.14
Initial Water Depth (ft) ..............................................
0.00
Ponded Area (ft') ......................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve : Storage -01
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 334 0.000
1 1879 1106.50
2 3587 3839.50
3 5333 8299.50
4 15623 18777.50
5 42013 47595.50
6 89572 113388.00
7 116819 216583.50
8 126717 338351.50
Project: Crossfield Taxiway Phase I
Jacobs Page 13 of 15 11/26/2018

Airport: Piedmont Triad International Airport
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
S4.2
4
c
+� 3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.?
n
Storage Area Volume Curves
Storage Volume (ft)
0 50,000 100,000 150,000 200,000 250,000
Project: Crossfield Taxiway Phase I
300,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000 120,000
Storage Area (ft)
- Storage Area - Storage Volum e
7.8
7.6
7.4
7.2
7
z
Jacobs Page 14 of 15 11/26/2018

Airport: Piedmont Triad International Airport
Storage Node : BASIN 2 (continued)
Output Summary Results
Peak Inflow (cfs)......................................................
1473.97
Peak Lateral Inflow (cfs)..........................................
0.00
Peak Outflow (cfs)....................................................
608.76
Peak Exfiltration Flow Rate (cfm) .............................
0.00
Max HGL Elevation Attained (ft) ...............................
817.14
Max HGL Depth Attained (ft) ....................................
8
Average HGL Elevation Attained (ft) ........................
810.04
Average HGL Depth Attained (ft) .............................
0.9
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:33
Total Exfiltration Volume (1000 -ft') ..........................
0.000
Total Flooded Volume (ac -in) ...................................
247.87
Total Time Flooded (min) .........................................
30
Total Retention Time (sec) .......................................
0.00
Project: Crossfield Taxiway Phase I
Jacobs Page 15 of 15 11/26/2018

Appendix G
Grading and Drainage Plan

I
C-301
D3:
C-302
C-303
C-304
C-305
NCDOT STD 838.21
GRATE: 838.5'
6
C-307
KEY PLAN
RSA
DRAINAGE SUMMARY
D3:
D4:
54" DROP INLET
54" ENDWALL
NCDOT STD 840.17
NCDOT STD 838.21
GRATE: 838.5'
INV. OUT: 829.00'
INV. IN: 831.16'
NORTHING: 861939.3321
INV. OUT: 831.00'
EASTING:1721527.2102
NORTHING: 862096.6360
EASTING:1721733.4881
— ► ► ► No. ► ► — DIVERSION DIKE
PIEDMONT TRIAD INTERNATIONAL AIRPORT
BCB
DRAWN
ACE
CHECKED
MRW
DESCRIPTION
MATCHLINE TO SHEET C-304
r -
C)
M
U
H
w
Lu
2
U
O
H
Lu
z_
J
U
H
a
1
1
1
1
GLIDESLOPE CRITICAL
AREA
1
RSA ' RSA
LEGEND
— — — — — — — — — DRAINAGE AREAS
JORDAN BUFFER
CHECK DAM
— — AIRPORT PROPERTY
PROPOSED FENCE
INLET PROTECTION
SWALES
— ► ► ► No. ► ► — DIVERSION DIKE
0
WETLANDS
CULVERT INLET PROTECTION
SF SF — SILT FENCE
SKIMMER DEVICE
STREAMS
k
EROSION CONTROL MATTING
�--��
GUARD RAIL
50 0 50 100
INSTALL BAFFLES
SK # SKIMMER BASINS
C = _
INSTALL SLOPE DRAINS FMRWM
EMERGENCY SPILLWAY
PROJECT TITLE
PROJECT IDENTIFIER: GSO
ck�1•l;%;
?;
PIEDMONT TRIAD INTERNATIONAL AIRPORT
FEssio'
tiy�
CROSSFIELD TAXIWAY -
PHASE I
DRAWING NO:
C 306
:QQ°
= SEAL =
CA2&ns*.
= 038007 =
SHEET TITLE
SHEET NO. 1$
9 •'"
�Tj.� GINe'••�'`
EEe-,
Nay R q,,
GRADING & DRAINAGE
SCALE:
AS SHOWN
DATE:
NOVEMBER 2018