SW6170801 - JSOC, SOF Truck Inspection Point (6)

CIVIL CALCULATIONS
SOF TRUCK INSPECTION POINT
PN 87604
The civil calculations attached are for the storm water management and erosion
and sediment control analysis.
100% Submittal: 20 July 2017
Prepared by:
Stantec Consulting Services Inc.
801 Jones Franklin Road, Suite 300
Raleigh, North Carolina, 27606
[phone] //Fax [phone]
RECEIVED
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ISj1120 s4i
DENR.LAND QUALITY
STORMWATER PERMITTING

TABLE OF CONTENTS
Stormwater Management Project Narrative.......................................................p.1
Mapof Drainage Area............................................................................................p.3
Soils Map — Hydrologic Groups..............................................................................p.4
Army LID Planning and Cost Tool Report & Land Use (EISA Section 438)........ p.8
Infiltration Basin #1 1.8 -Inch Water Quality Volume (DA to Device)...............p.10
Project Area 1.8 -Inch Volume & Summary Calculations....................................p.11
Infiltration Basin #1 Stage/storage & Surface Area............................................p.12
Infiltration Basin #1 Draw Down Calculations.....................................................p. 13
Infiltration Basin #1 Anti -Floatation Calculation.................................................p. 14
TR -55 Curve Number & Time of Concentration Calculations ............................p. 15
Infiltration Basin #1 Routing Report.....................................................................p.19
Storm Drain Pipe Calculations & C Coefficients Calculations ...........................p.46
Permanent Ditch, Liner, and Riprap Outlet Calculations..................................p.49
Concrete Pavement and Asphalt Pavement Calculations.................................p.61

Ft. Bragg, SOF Truck Inspection Point Project
Stormwater Management Narrative
The proposed project known as Fort Bragg JSOC Truck Inspection Point project
consists of a new truck inspection canopy, processing building, a personnel holding
area, asphalt pavement, concrete pavement, and stormwater management infiltration
basin #1 device. The new access road and truck inspection point will allow the
compound to inspect commercial vehicles before they enter the JSOC compound and
will alleviate congestion at the main compound entry point from Butner Road.
Construction of this project will relocate commercial vehicle inspection activities to this
new location. This report presents the stormwater management calculations for the
project.
The property is located on Fort Bragg in Cumberland County, North Carolina with
access to the site from Hurst Drive and Malvesti Street. The SOF Truck Inspection
Point project is located in the Northwest section of the Joint Special Operations
Command (JSOC) compound between Malvesti Street to the east and the JSOC
compound limits to the north and west. The existing partially developed site is situated
just south of the Hurst Drive security checkpoint. An asphalt parking lot is located
southeast of site, which serves as parking for building 3-3254. Building 3-3254 is
located south of the site. An addition larger parking lot is also located southeast of the
site, and this serves building 3-3352. The scope of work for the Truck Inspection Point
project includes civil site work and site utilities design along with demolition of the
existing site to support the construction of the new SOF Truck Inspection Point project.
The project site is located on a partially developed site primarily consisting of grass
areas with some areas of existing woods to the north and west of the project site as
well as a perimeter security gravel road paralleling the existing security fence along
Hurst Drive. Hurst Drive, Malvesti Street, and existing asphalt parking lots border the
project site. The proposed site will disturb greater than 1.0 acre and the built upon
area will be greater than 24% of the site area, and is therefore considered a high
density project. The state of North Carolina's Stormwater Management Phase II Post
Construction ordinance requires new high density development projects to provide
stormwater management water quality treatment for the first inch of runoff for the
newly created impervious areas. This project is also required to meet EISA 2007
requirements; therefore, water quality treatment for the 1.8 -inch storm event will be
provided instead of the first inch of runoff.
The site has been broken down into one overall area for the purposes of determining
the required stormwater management volume requirements with all bypass stormwater
being accounted for in the calculations. Because of the site topography and site
physical characteristics the project has been designed such that infiltration basin #1
will capture untreated existing impervious areas exceeding the amount of newly
created impervious areas and the treatment of the existing impervious areas will
substitute for the treatment of the newly created impervious areas. Infiltration basin #1
Page 1 of 2
Page 1

has been sized based upon the actual drainage area it receives. The existing asphalt
parking lot that serves as parking for building 3-3254, half of building 3-3254, and
approximately half the drive aisle that serves both building 3-3254 and 3-3352
impervious areas are treated in infiltration basin #1. Stormwater pretreatment
measures consist of a trash guard device at the upstream inlet (CB -8) that will capture
sediment, trash, and debris before discharging into infiltration basin #1. Water quality
stormwater management is provided in infiltration basin #1. Water quality control is
provided for the 1.8 -inch of runoff and infiltration basin #1 provide 85% total
suspended solids removal.
The analysis followed the Simple method and other generally accepted engineering
practices. The Simple method was used to calculate the required stormwater
management volume. The developed site will add approximately 21,720 sf of
impervious area and infiltration basin #1 will receive and treat approximately 31,200 sf
of impervious areas, thus the volume associated with the newly created impervious
areas is being treated and accounted for. The required 1.8" water quality
management volume, which does not reduce the required volume by taking into
account the existing site impervious area, is 6,758 cf and infiltration basin #1 provides
8,064 cf of storage. The drainage areas were delineated from field prepared
topographic survey. Existing impervious area calculations were based on existing field
surveys. Post development impervious areas were based on the proposed site plan.
A geotechnical engineer has performed two infiltration tests and seasonal high water
table reading of the existing soils within the limits of infiltration basin #1 and the
infiltration rates were found to be approximately 9.0 and 1.5 inches per hour with the
seasonal high water table to be at approximate elevation 220.50. To be more
conservative, infiltration basin #1 will be designed using the lower infiltration rate of
approximately 1.50 inches/hour. The infiltration rates were tested at the approximate
bottom of infiltration basin #1 elevation of 223.00. Infiltration basin #1 has a proposed
ponding depth of 1.90 -feet with an inlet structure to serve as the overflow to bypass
the larger storm events. The overflow inlet structure's grate will be set at the ponding
depth elevation with adequate freeboard provided above the ponding depth elevation.
Infiltration basin #1 will be planted with sod and will be contained almost entirely by use
of concrete retaining walls. The water quality volume requirements will be provided in
the surface ponding volume and the infiltration through the bottom of infiltration basin
#1 that occurs during the infiltration basin initial filling up with stormwater. The bottom
of infiltration basin #1 is greater than 2.0' feet above the seasonal high water elevation
with the draw down within a maximum of 72 hours (see attached calculations). The
design storm events were based on the rainfall data from NRCS for Ft. Bragg, NC.
Page 2 of 2
Page 2

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35" If 5V N
35' 446 N
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a Hydrologic Soil Group—Cumberland County, North Carolina 3
p (SOF Truck Inspection Point) m
a e
61010 681000 6810M 681100 681130 681160 601190
3
a
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N M63es
0 ?D 40 fiD 120
A0 50 100 2)0 300
Map projection Web Merm00r Conner mordrzte5• WGS84 Edge 116 UrM Za 17N WGSD4
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
35" 456N
8
35' 946 N
68122D 681250 651780 681310
3
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b
Page 4
5/2/2017
Page 1 of 4

Hydrologic Sall Group—Cumberland County, North Carolina
(SOF Truck Inspection Point)
MAPLEGEND
MAP INFORMATION
Area of Interest
(AOI)
❑
C
The soil surveys that comprise your AOI were mapped at
Area of Interest (AOI)
CID
124,000
Soils
❑
D
Warning Soil Map may not be valid at this scale
Sod Rating Polygons
©
Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
A
misunderstanding of the detail of mapping and accuracy of soil
0
AID
Water Features
line placement The maps do not show the small areas of
streams and canals
contrasting sods that could have been shown at a more detailed
B
I_,_,
scale
Transportation
B/D
i -F -F
Rads
Please rely on the bar scale on each map sheet for map
0
C
Interstate Highways
measurements
CID
US Routes
Source of Map Natural Resources Conservation Service
D
Web Soil Survey URL,
Major Roads
Coordinate System Web Mercator (EPSG 3857)
Not rated or not available
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating
Lines
Background
projection, which preserves direction and shape but distorts
A
distance and area A projection that preserves area, such as the
®
Aenal Photography
Albers equal-area conic projection, should be used if more
,fyr
AID
accurate calculations of distance or area are required
B
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below
,.�
BID
Soil Survey Area Cumberland County, North Carolina
C
Survey Area Data Version 17, Sep 19, 2016
CID
Sod map units are labeled (as space allows) for map scales
�.
D
150,000 or larger.
Not rated or not available
Date(s) aenal images were photographed Feb 14, 2011—Mar 3,
2011
Soil Rating
Points
©
A
The orthophoto or other base map on which the sod lines were
compiled and digitized probably differs from the background
®i
ND
imagery displayed on these maps As a result, some minor
❑
B
shifting of map unit boundaries may be evident
Ell
BID
Page 5
USDA Natural Resources Web Sod Survey 5/2/2017
Conservation Service National Cooperative Sod Survey Page 2 of 4

r
Hydrologic Soil Group—Cumberland County, North Carolina
Hydrologic Soil Group
SOF Truck Inspection Point
Hydrologic Soil Group— Summary by Map Unit — Cumberland County, North Carolina (NC051)
Map unit symbol
'Map unit name
Rating
Acres in AOI
Percent of AOI
GdB
Gilead loamy sand, 2 to
8 percent slopes
C
0.0
0.0%
WgB
Wagram-Urban land
complex, 0 to 8
percent slopes
A
4.4
100.0%
Totals for Area of Interest
4.4
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 5/2/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 6

C t
Hydrologic Sod Group—Cumberland County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie-break Rule: Higher
SOF Truck Inspection Point
USDA Natural Resources Web Sod Survey 5/2/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4
Page 7

Army LID Planning and Cost Tool Report
PROJECT INFO SITE INFO AND EISA VOLUME
Date 6/9/2017 REQUIREMENT
Army command IMCOM Project limit of disturbance (AC) 2.35
Army installation Fort Bragg 95% rainfall depth (IN) 1.8�
Project name Truck Inspection Point Soil type Sandy j
Hydrologic Soil Group (HSG) A
Project description –----
Add access road, buildings, and associated I Pre -project curve number (CN) 48
improvements for truck inspection point �—
Post -project curve number (CN) 61–
User Name J Sesler Pre -project runoff volume (CF) 0
Master Planner Post -project runoff volume (CF) 335
EISA section 438 retention volume 335
requirement (CF)
LID PLANNING SUMMARY
Structural BMP Surface area Runoff volume
(SF) retained (CF)
Bioretention: —0 -- -
Swale: ------- -- ---0--- 1
Permeable pavement: 0
Rainwater harvesting: 0
Green roof:
Infiltration practice: 4138 4946
Total retention volume provided by BMPs (CF): 4946
Project complies with EISA Section 438.
Non-structural BMP
Veg. Filter Strip (Slope >2%, Short Grass):
Veg. Filter Strip (Slope >2%, Tall Grass):
Veg. Filter Strip (Slope <2%, Short Grass):
Veg. Filter Strip (Slope <2%, Tall Grass):
Reforestation (Trees - Short Grass):
Reforestation (Trees - Shrubs and Tall Grass)
LID COST SUMMARY
Surface
area (AC)
0.00
0.00
0.00
0.00
0.00
0.00
Page 8

ILand Use Inputs for Project Area
Ar , y LID P1ann g Tool
� 1Vlinn�xum runoffiretentio"
tno.: — Simplified runoff curve number method for planning level selection and sizingof D with EISA ivolume conte
' ,practices,'fo comply wziFIi the runoff �v-olume control requirement of EIS. ;Section 43£. cre fee. $ C x .
�'��� �R�e�enUonarolumeproricledb}aE.
To calculate the EISA runoff requirement enter the pre -and post -project land use in acres
The runofFvolume difference between pre- and post -project is the EISA volume required to be retained on site.
Note: If the runoff difference is a negative number, the post -project volume is reduced from the pre -project condition and no additional retention volume is required.
Land Use
CL
Pie-projec[ Percentag
Post-prolectPercents
Bare soil:
77
area m acres
of site
area in acres
of site
Wooded (poor):
45
_ 0-i
0
0
0
i
!ooded (fair):
36
0
0
0
0
Wooded (good):
Wooded
34
1-0-51
21.7
r 0.05
2.13
39
`
0
0 ;
0
Brush and weeds (poor):
48
_0�
0
0
0
0
Brush and weeds (fair):35
0.19 1 5.09
0
0
0
0
Brush and weeds (good):
30
0 I
0
0
0
`-awn:
49
0
0
_
0
Roads and drives (w/o C and G):
83
0
0
I 0.4�
19.1
Roads and drives (w/ C and G):
98
0.29
12.3
0.33
14.0
Parking, driveways and sidewalks:
98
_
6 O
1.70
0.0 i
2.98
Runofi'volume calculations
Pre -project Post -project D fference
Site CN: 48 61
Acre-feet: 0.000 0.008 0.008
Gallons: 0 2505 2505
Cubic feet 0 335 335
CFS: 0.00 0.00 0.00
335 cubic feet is the EISA runoff
volume required to be retained
on site.
ruildmgrooE
98
D�� 0��0.1
4.26
Bare soil:
77
1 0 0
�D 0
Trees - grassy (poor):
57
0 I 0
0
gees - grassy (fair):
43
� 0 � 0
'
0
Trees -!may (good):
32
y' 0 t 0
I. 0
4 P pen space (lawns, parks, cem-) <50% grass:
68
9 0 �� 0
0 0
Pen space (lawns, parks, cem.) <75°h grass:
49_
0
0
ass
Open space (laums, parks, cem.) >7S%cr:
39
f— — 1 56.2
��
1-28 54-5
(G ravel road:
76
0.19 1 5.09
0,07_1 2.95
Dirt road:
72
0 _ 0
0 0
_ ^
I
d
Page 9 q�
_J

7/1012017
Updated for EISA 438 and 2017
NCDEQ BMP Manual
INFILTRATION BASIN #1
1.8" Water Quality Volume (WQv)
(ACTUAL DRAINAGE AREA TO SWM DEVICE)
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009(1) Where "I"=% Impervious
("Simple Method" - Schueler, 1987)
WQv= 1.812
12
Fill in Values:
0.716 1 Impervious Area (Existing)
1.1" = 63.3853 Percent Impervious of Site
I.N. =1 1.13 Acres
Answer:
WQv = 0.105 Ac. Ft.
4.581 Cubic Feet Required
1.8" = EISA required storm depth for Ft. Bragg
= 31,200 SF existing impervious area
A = Actual Drainage Area to SWM Device
Rv-- 0.620467
WQv-- 0.62 inches
CN(WQv)= 95.9 Use to comp. Q1.
Page 10

PROJECT AREA & IMPERVIOUS AREA
Existing Impervious Area (Within Project Area) 22,650 SF
Proposed Impervious Area (Within Project Area) 44,370 SF
Project Limit of Disturbance (Using as Project Area) 102,400 SF
1.8" Volume For Project Area Using Simple Method
Per Runoff Volume Simple Method NCDEQ Stormwater BMP Manual
POST DEVELOPMENT
RvaosT = 0 05 + 0 9 ' IA
Developed Site Impervious Area
IA_ Total Area (Project Area)
44,370
IA_ 102,400
IA= 043
RvPosT = 044
NI ewly created Impervious area for the Protect Area = 21,720 SF
1.8" VOLUME REQUIRED For Project Area Using Simple Method
Simple Method
V = 3630' P' (RvPosT)• DA
P (1 8") = 1 8 IN 18" = EISA required storm depth for Ft. Bragg
DA= 102,400 SF
DA= 235 AC
V = 6,758 CF = VOLUME REQUIRED FOR PROJECT AREA USING SIMPLE METHOD (DOESN'T FACTOR IN EX IMPERVIOUS AREA)
PROVIDE STORAGE FOR LARGEST REQUIRED VOLUME:
V = 6,758 CF
STORMWATER VOLUME SUMMARY CALCULATIONS
'Adjustment to the total volume provided to account for the volume of water which exfiltmtes out
the bottom of the Infiltration basin during the period of time required to fill the infiltration basin is as follows
Volume = Infiltration Rate (ft/hr)' Filling Time (hrs )' Surface Area of infiltration basin
Use Filling Time = 2 hours
•• Based on observation from the geotechnical engineer
SHWT= Seasonal High Water Table
Impervious Area Treating 31,200 sf
Newly created Impervious Area 21,720 sf
1 8" Water Quality Volume Required 6,758 cf
1 8" Water Quality Volume Provided 9,099 Cf
Page 11
'VOLUME
"APPROX
TOP OF
TOP OF
IMPERVIO US
INFILTRATION SURFACE
DEPTH OF
VOLUME
"INFILTRATION
PROVIDED BY
TOTAL
SHWT
BOTTOM
OVERFLOW
EMBANKMENT
AREA
BASIN # AREA
PONDING
PONDING
RATE
INFILTRATION
VOLUME
ELEVATION
OF BASIN
INLET
PONDING
TREATING
SF
(FT
CF
(IN HR)
CF
CF
FT
FT
SF
1 4,138
1 90
8,084
1.50
1,035
9 099
220 50
223 00
224 90
226 00
31,200
'Adjustment to the total volume provided to account for the volume of water which exfiltmtes out
the bottom of the Infiltration basin during the period of time required to fill the infiltration basin is as follows
Volume = Infiltration Rate (ft/hr)' Filling Time (hrs )' Surface Area of infiltration basin
Use Filling Time = 2 hours
•• Based on observation from the geotechnical engineer
SHWT= Seasonal High Water Table
Impervious Area Treating 31,200 sf
Newly created Impervious Area 21,720 sf
1 8" Water Quality Volume Required 6,758 cf
1 8" Water Quality Volume Provided 9,099 Cf
Page 11

Infiltration Basin #1
ELEVATION AREA
(FT) (SF)
223.0 4,138.001
224.0
4,250.00
224.9
4,350.001
226.0
4,400.001
STORAGE CUMULATIVE
(CU FT) (CU FT)
0.00
0.00
4,194.00
4,194.00
3,870.00
8,064.00
4,81250
12,876.50
SA = DV
(K/12/FS-T)
DV--
8,064.00 cu ft
K=
1.50 in/hr
FS=
2
T=
72 hrs
Min. Surface Area (SA) = 1,792
Surface Area Provided = 4,138
Page 12

Draw Down Time:
Infiltration Basin #1
Total Volume @ Inv out of Overflow Inlet: 8,064 cu.ft.
Infiltration Bottom Area: 4,138 Isq ft.
Maximum Release Time: 72 hrs
Overflow Inlet Grate Elev: 224.90
Bottom of Basin: 1 223.00
Infiltration Rate: 1.50 in/hr
Factor of Safety (FS): 1 2.00
Bottom of Infiltration Basin Elev: 223.00
Draw Down Time for only Infiltration with FS: 311 hrs
Page 13

ANTI -FLOTATION DEVICE
Infiltration
Basin #1
LENGTH OF RISER - LR
4.00
FT
WIDTH OF RISER - WR
3.00
FT
HEIGHT OF WATER - Hw
1.90
FT
HEIGHT OF RISER - HR
9.65
FT
AREA OR RISER - AR
12.00
SF
WEIGHT OF WATER - Ww
62.4
LB/CF
RISER UPLIFT (Wu) = Ar*HW*Ww
1422.72
LB
FACTOR OF SAFETY(Fs)
1.10
UNIT WEIGHT OF CONCRETE - Uc
150.00
LB/CF
VOLUME NEEDED (VN) = (WU*Fs)/UC
10.43
CF
VOLUME OF 15" DIA OUTFALL PIPES
1.23
CF
WALL THICKNESS -TW
0.50
FT
VOLUME OF WALLS - VW
56.67
CF
LENGTH OF PAD - L
4.00
FT
WIDTH OF PAD - W
3.00
FT
HEIGHT OF PAD - H
0.50
FT
VOLUME OF PAD - Vp
6.00
CF
PAD=BOTTOM OF STD INLET
VW+VP
62.67
CF
Vw+Vp>VN
YES
Page 14

J Sesler SOF Truck Inspection Point
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 -Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.7 4.7 5.4 6.5 7.3 8.2 3.1
Storm Data Source: User -provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1
Used for Inputs into PondPack
Routing Software
5/5/2017 11:01:27 AM
Page 15

J Sesler SOF Truck Inspection Point
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Sub -Area Summary Table
Sub -Area Drainage Time of Curve Receiving Sub -Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
Basin #1 1.13 0.100 77 Outlet
Total Area: 1.13 (ac)
WinTR-55, Version 1.00.10 Page 1
Used for Inputs into Pond Pack
Routing Software
5/5/2017 11:01:27 AM
Page 16

J Sesler SOF Truck Inspection Point
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted
Travel
Identifier/
Length
Slope
n Area Perimeter
Velocity Time
(ft)
(ft/ft)
(sq ft) (ft)
(ft/sec) (hr)
--------------------------------------------------------------------------------
Basin #1
SHEET
25
0.0200
0.150
0.050
SHALLOW
60
0.0200
0.025
0.006
SHALLOW
140
0.0440
0.025
0.009
Time of Concentration 0.1
WinTR-55, Version 1.00.10 Page 1 5/5/2017 11:01:27 AM
Page 17

J Sesler SOF Truck Inspection Point
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Sub -Area Land Use and Curve Number Details
Sub -Area
Hydrologic
Sub -Area
Curve
Identifier Land Use
Soil
Area
Number
Group
(ac)
--------------------------------------------------------------------------------
Basin #1 Open space; grass cover > 75%
(good) A
.41
39
Paved parking lots, roofs, driveways
A
.72
98
Total Area / Weighted Curve Number
1.13
77
WinTR-55, Version 1.00.10 Page 1
5/5/2017 11:01:27 AM
Page 18

SOF Truck Inspection Point
Project Summary
Notes
PondPack Routing Output for
Infiltration Basin #1
Bentley Systems, Inc Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack VBi
[08.11.01.56]
Page 1 of 26
Page 19
SOF Truck
Title
Inspection Point -
Infiltration Basin
#1
Engineer
jsesler
Company
Date
5/22/2017
Notes
PondPack Routing Output for
Infiltration Basin #1
Bentley Systems, Inc Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack VBi
[08.11.01.56]
Page 1 of 26
Page 19

Infiltration Basin 1 (IN)
Elevation -Volume -Flow Table (Pond), 10 years
Pond Infiltration Calculations, 10 years
Detention Time, 10 years
Level Pool Pond Routing Summary, 10 years
Pond Inflow Summary, 10 years
2
3
5
7
9
13
17
21
22
23
24
25
Page 20
Table of Contents
User Notifications
Master Network Summary
Ft. Bragg, NC
Time -Depth Curve, 10 years
Prop Da #1
Unit Hydrograph Summary, 10 years
Infiltration Basin 1 (IN)
Time vs. Elevation, 10 years
Infiltration Basin 1
Time vs. Volume, 10 years
Riser Barrel Outlet
Outlet Input Data, 10 years
Infiltration Basin 1
Infiltration Basin 1 (IN)
Elevation -Volume -Flow Table (Pond), 10 years
Pond Infiltration Calculations, 10 years
Detention Time, 10 years
Level Pool Pond Routing Summary, 10 years
Pond Inflow Summary, 10 years
2
3
5
7
9
13
17
21
22
23
24
25
Page 20

SOF Truck Inspection Point
Subsection: User Notifications
User Notifications
Message Id 7
Scenario R. Bragg, NC - , 1 yrs
Element Type Catchment
Element Id 98
Label Prop Da #1
Time (N/A)
Message The difference between calculated peak flow and interpolated peak flow 1.7 % is greater than
1.5 %. Computed peak flow= 1.29 ft3/s Interp. peak flow= 1.27 ft3/s. Output increment for
this catchment may be too large.
Source Warning
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V&
[08.11.01.56]
Page 2 of 26
Page 21

SOF Truck Inspection Point
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(vears) (ac -ft)
Prop Da #1
Yt Bragg, NC - , 1
1
0.105
12.100
1.27
Elevation
yrs
(ft)
- , 1 yrs
Prop Da #1
yrs Bragg, NC - , 2
2
0.150
12.100
1.82
1
yrs
0.000
0.00
223.49
0.047
Prop Da #1
R. Bragg, NC - , 10
10
0.282
12.100
3.45
Infiltration
Ft. Bragg, NC
2
0.150
Prop Da #1
Yt Bragg, NC - , 25
25
0.368
12.100
4.48
Prop Da #1
y. Bragg, NC - , 50
50
0.440
12.100
5.32
Prop Da #1
Yt Bragg, NC - , 100
100
0.514
12.100
6.18
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(vears) (ac -ft)
Out 10
Ft. Bragg, NC - , 1
1
0.000
0.000
0.00
Elevation
yrs
(ft)
- , 1 yrs
Out 10
Ft. Bragg, NC - , 2
2
0.000
0.000
0.00
1
yrs
0.000
0.00
223.49
0.047
Out 10
yrs Bragg, NC - , 10
10
0.000
0.000
0.00
Infiltration
Ft. Bragg, NC
2
0.150
Out 10
Yt Bragg, NC - , 25
25
0.060
12.650
0.54
Out 10
yrs Bragg, NC - , 50
50
0.119
12.400
1.92
Out 10
Ft.
s Bragg, NC - , 100
100
0.182
12.250
3.38
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac -ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(N/A)
(ft)
- , 1 yrs
Infiltration
Ft. Bragg, NC
1
0.105
12.100
1.27
(N/A)
(N/A)
Basin 1 (IN)
- , 1 yrs
Infiltration
Basin 1
Ft. Bragg, NC
1
0.000
0.000
0.00
223.49
0.047
(OUT)
_ 1 yrs
Infiltration
Ft. Bragg, NC
2
0.150
12.100
1.82
(N/A)
(N/A)
Basin 1 (IN)
- , 2 yrs
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.56]
Page 3 of 26
Page 22

SOF Truck Inspection Point
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(hours)
W/s)
Water
Pond Storage
(years)
(ac -ft)
Surface
(ac -ft)
Elevation
(ft)
Infiltration
Ft. Bragg, NC
Basin 1
2
0.000
0.000
0.00
223.78
0.075
(OUT)
_ 2 yrs
Infiltration
Ft. Bragg, NC
10
0.282
12.100
3.45
(N/A)
(N/A)
Basin 1 (IN)
- , 10 yrs
Infiltration
Ft. Bragg, NC
Basin 1
_ 10 yrs
10
0.000
0.000
0.00
224.80
0.175
(OUT)
Infiltration
Ft. Bragg, NC
25
0.368
12.100
4.48
(N/A)
(N/A)
Basin 1 (IN)
- , 25 yrs
Infiltration
Ft. Bragg, NC
Basin 1
25
0.060
12.650
0.54
224.96
0.190
(OUT)
_ 25 yrs
Infiltration
Ft. Bragg, NC
50
0.440
12.100
5.32
(N/A)
(N/A)
Basin 1 (IN)
- , 50 yrs
Infiltration
Ft. Bragg, NC
Basin 1
50
0.119
12.400
1.92
225.04
0.198
(OUT)
_ 50 yrs
Infiltration
Ft. Bragg, NC
100
0.514
12.100
6.18
(N/A)
(N/A)
Basin 1 (IN)
- , 100 yrs
Infiltration
Ft. Bragg, NC
Basin 1
_ 100 yrs
100
0.182
12.250
3.38
225.09
0.204
roun
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.56]
Page 4 of 26
Page 23

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U)

SOF Truck Inspection Point
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Prop Da #1 Storm Event: TypeIII 24hr (10 yr)
Storm Event TypeIII 24hr (10
yr)
Return Event
10 years
Duration
35.000 hours
Depth
5.4 in
Time of Concentration
0.100 hours
(Composite)
Area (User Defined)
1.130 acres
Computational Time
0.013 hours
Increment
Time to Peak (Computed)
12.107 hours
Flow (Peak, Computed)
3.46 ft3/s
Output Increment
0.050 hours
Time to Flow (Peak
12.100 hours
Interpolated Output)
Flow (Peak Interpolated
3.45 ft3/s
Output)
Drainage Area
SCS CN (Composite)
77.000
Area (User Defined)
1.130 acres
Maximum Retention
3.0 in
(Pervious)
Maximum Retention
0.6 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
3.0 in
(Pervious)
Runoff Volume (Pervious)
0.282 ac -ft
Hydrograph Volume (Area under Hydrograph curve)
Volume
0.282 ac -ft
SCS Unit Hydrograph Parameters
Time of Concentration
0.100 hours
(Composite)
Computational Time
0.013 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor
0.749
Receding/Rising, Tr/Tp
1.670
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA
[phone]
Bentley PondPack V8i
[08.11.01.56]
Page 7 of 26
Page 26

SOF Truck Inspection Point
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Prop Da #1 Storm Event: TypeIII 24hr (10 yr)
SCS Unit Hydrograph Parameters
Unit peak, qp
12.80 ft3/s
Unit peak time, Tp
0.067 hours
Unit receding limb, Tr
0.267 hours
Total unit time, Tb
0.333 hours
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection -Proposed ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08 11.01.56]
Page 8 of 26
Page 27

SOF Truck Inspection Point
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Elevation Elevation Elevation Elevation Elevation
(hours) (ft) (ft) (ft) (ft) (ft)
0.000
223.00
223.00
223.00
223.00
223.00
0.250
223.00
223.00
223.00
223.00
223.00
0.500
223.00
223.00
223.00
223.00
223.00
0.750
223.00
223.00
223.00
223.00
223.00
1.000
223.00
223.00
223.00
223.00
223.00
1.250
223.00
223.00
223.00
223.00
223.00
1.500
223.00
223.00
223.00
223.00
223.00
1.750
223.00
223.00
223.00
223.00
223.00
2.000
223.00
223.00
223.00
223.00
223.00
2.250
223.00
223.00
223.00
223.00
223.00
2.500
223.00
223.00
223.00
223.00
223.00
2.750
223.00
223.00
223.00
223.00
223.00
3.000
223.00
223.00
223.00
223.00
223.00
3.250
223.00
223.00
223.00
223.00
223.00
3.500
223.00
223.00
223.00
223.00
223.00
3.750
223.00
223.00
223.00
223.00
223.00
4.000
223.00
223.00
223.00
223.00
223.00
4.250
223.00
223.00
223.00
223.00
223.00
4.500
223.00
223.00
223.00
223.00
223.00
4.750
223.00
223.00
223.00
223.00
223.00
5.000
223.00
223.00
223.00
223.00
223.00
5.250
223.00
223.00
223.00
223.00
223.00
5.500
223.00
223.00
223.00
223.00
223.00
5.750
223.00
223.00
223.00
223.00
223.00
6.000
223.00
223.00
223.00
223.00
223.00
6.250
223.00
223.00
223.00
223.00
223.00
6.500
223.00
223.00
223.00
223.00
223.00
6.750
223.00
223.00
223.00
223.00
223.00
7.000
223.00
223.00
223.00
223.00
223.00
7.250
223.00
223.00
223.00
223.00
223.00
7.500
223.00
223.00
223.00
223.00
223.00
7.750
223.00
223.00
223.00
223.00
223.00
8.000
223.00
223.00
223.00
223.00
223.00
8.250
223.00
223.00
223.00
223.00
223.00
8.500
223.00
223.00
223.00
223.00
223.00
8.750
223.01
223.01
223.01
223.01
223.01
9.000
223.01
223.01
223.01
223.01
223.01
9.250
223.01
223.02
223.02
223.02
223.02
9.500
223.02
223.02
223.03
223.03
223.03
9.750
223.03
223.03
223.04
223.04
223.04
10.000
223.04
223.04
223.05
223.05
223.05
Bentley Systems, Inc Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Slemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V81
[08.11.01.56]
Page 9 of 26
Page 28

SOF Truck Inspection Point
Subsection: Time vs. Elevation
Label: Infiltration Basin 1 (IN)
Time vs. Elevation (ft)
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
10.250
223.06
223.06
223.06
223.07
223.07
10.500
223.07
223.08
223.08
223.08
223.09
10.750
223.09
223.10
223.10
223.11
223.11
11.000
223.12
223.12
223.13
223.13
223.14
11.250
223.15
223.16
223.16
223.17
223.18
11.500
223.19
223.20
223.22
223.24
223.26
11.750
223.29
223.32
223.37
223.42
223.48
12.000
223.58
223.70
223.84
223.97
224.08
12.250
224.17
224.24
224.30
224.35
224.39
12.500
224.43
224.46
224.48
224.50
224.52
12.750
224.53
224.54
224.56
224.57
224.58
13.000
224.59
224.60
224.61
224.62
224.63
13.250
224.64
224.64
224.65
224.66
224.67
13.500
224.67
224.68
224.68
224.69
224.70
13.750
224.70
224.71
224.71
224.72
224.72
14.000
224.73
224.73
224.74
224.74
224.74
14.250
224.75
224.75
224.75
224.76
224.76
14.500
224.76
224.77
224.77
224.77
224.77
14.750
224.78
224.78
224.78
224.78
224.79
15.000
224.79
224.79
224.79
224.79
224.79
15.250
224.80
224.80
224.80
224.80
224.80
15.500
224.80
224.80
224.80
224.80
224.80
15.750
224.80
224.80
224.80
224.80
224.80
16.000
224.80
224.80
224.80
224.80
224.80
16.250
224.80
224.80
224.80
224.80
224.79
16.500
224.79
224.79
224.79
224.79
224.79
16.750
224.79
224.79
224.78
224.78
224.78
17.000
224.78
224.78
224.78
224.77
224.771
17.250
224.77
224.77
224.77
224.76
224.76
17.500
224.76
224.76
224.76
224.75
224.75
17.750
224.75
224.75
224.74
224.74
224.74
18.000
224.74
224.73
224.73
224.73
224.72
18.250
224.72
224.72
224.72
224.71
224.71
18.500
224.71
224.70
224.70
224.70
224.70
18.750
224.69
224.69
224.69
224.68
224.68
19.000
224.68
224.67
224.67
224.67
224.66
19.250
224.66
224.66
224.66
224.65
224.65
19.500
224.65
224.64
224.64
224.64
224.63
19.750
224.63
224.63
224.62
224.62
224.62
20.000
224.61
224.61
224.61
224.60
224.60
20.250
224.60
224.59
224.59
224.59
224.58
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V81
[08.11.01.56]
Page 10 of 26
Page 29

SOF Truck Inspection Point
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
20.500
224.58
224.58
224.57
224.57
224.56
20.750
224.56
224.56
224.55
224.55
224.55
21.000
224.54
224.54
224.54
224.53
224.53
21.250
224.53
224.52
224.52
224.51
224.51
21.500
224.51
224.50
224.50
224.50
224.49
21.750
224.49
224.48
224.48
224.48
224.47
22.000
224.47
224.46
224.46
224.46
224.45
22.250
224.45
224.45
224.44
224.44
224.43
22.500
224.43
224.43
224.42
224.42
224.41
22.750
224.41
224.41
224.40
224.40
224.39
23.000
224.39
224.38
224.38
224.38
224.37
23.250
224.37
224.36
224.36
224.36
224.35
23.500
224.35
224.34
224.34
224.33
224.33
23.750
224.33
224.32
224.32
224.31
224.31
24.000
224.30
224.30
224.29
224.29
224.28
24.250
224.28
224.27
224.26
224.26
224.25
24.500
224.24
224.24
224.23
224.23
224.22
24.750
224.21
224.21
224.20
224.19
224.19
25.000
224.18
224.18
224.17
224.16
224.16
25.250
224.15
224.14
224.14
224.13
224.13
25.500
224.12
224.11
224.11
224.10
224.10
25.750
224.09
224.08
224.08
224.07
224.06
26.000
224.06
224.05
224.05
224.04
224.03
26.250
224.03
224.02
224.01
224.01
224.00
26.500
224.00
223.99
223.98
223.98
223.97
26.750
223.96
223.96
223.95
223.95
223.94
27.000
223.93
223.93
223.92
223.91
223.91
27.250
223.90
223.90
223.89
223.88
223.88
27.500
223.87
223.86
223.86
223.85
223.85
27.750
223.84
223.83
223.83
223.82
223.81
28.000
223.81
223.80
223.79
223.79
223.78
28.250
223.78
223.77
223.76
223.76
223.75
28.500
223.74
223.74
223.73
223.73
223.72
28.750
223.71
223.71
223.70
223.69
223.69
29.000
223.68
223.68
223.67
223.66
223.66
29.250
223.65
223.65
223.64
223.63
223.63
29.500
223.62
223.61
223.61
223.60
223.60
29.750
223.59
223.58
223.58
223.57
223.56
30.000
223.56
223.55
223.55
223.54
223.53
30.250
223.53
223.52
223.51
223.51
223.50
30.500
223.50
223.49
223.48
223.48
223.47
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Truck Inspection -Proposed ppc Center [08.11.01.56]
5/22/2017 27 Siemon Company Drive Suite 200 W Page 11 of 26
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Page 30

SOF Truck Inspection Point
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Bentley Systems, Inc. Haestad Methods Solution
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5/22/2017 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.56]
Page 12 of 26
Page 31
Output Time increment = 0.050
hours
Time
on left represents time
for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
30.750
223.47
223.46
223.45
223.45
223.44
31.000
223.44
223.43
223.43
223.42
223.42
31.250
223.41
223.41
223.40
223.40
223.39
31.500
223.39
223.38
223.38
223.37
223.37
31.750
223.36
223.36
223.35
223.35
223.34
32.000
223.34
223.34
223.33
223.33
223.32
32.250
223.32
223.32
223.31
223.31
223.30
32.500
223.30
223.30
223.29
223.29
223.28
32.750
223.28
223.28
223.27
223.27
223.27
33.000
223.26
223.26
223.26
223.25
223.25
33.250
223.25
223.25
223.24
223.24
223.24
33.500
223.23
223.23
223.23
223.22
223.22
33.750
223.22
223.22
223.21
223.21
223.21
34.000
223.21
223.20
223.20
223.20
223.20
34.250
223.19
223.19
223.19
223.19
223.18
34.500
223.18
223.18
223.18
223.17
223.17
34.750
223.17
223.17
223.17
223.16
223.16
35.000
223.16
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution
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5/22/2017 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.56]
Page 12 of 26
Page 31

SOF Truck Inspection Point
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac -ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume Volume Volume Volume Volume
(hours) (ac -ft) (ac -ft) (ac -ft) (ac -ft) (ac -ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.250
0.000
0.000
0.000
0.000
0.000
0.500
0.000
0.000
0.000
0.000
0.000
0.750
0.000
0.000
0.000
0.000
0.000
1.000
0.000
0.000
0.000
0.000
0.000
1.250
0.000
0.000
0.000
0.000
0.000
1.500
0.000
0.000
0.000
0.000
0.000
1.750
0.000
0.000
0.000
0.000
0.000
2.000
0.000
0.000
0.000
0.000
0.000
2.250
0.000
0.000
0.000
0.000
0.000
2.500
0.000
0.000
0.000
0.000
0.000
2.750
0.000
0.000
0.000
0.000
0.000
3.000
0.000
0.000
0.000
0.000
0.000
3.250
0.000
0.000
0.000
0.000
0.000
3.500
0.000
0.000
0.000
0.000
0.000
3.750
0.000
0.000
0.000
0.000
0.000
4.000
0.000
0.000
0.000
0.000
0.000
4.250
0.000
0.000
0.000
0.000
0.000
4.500
0.000
0.000
0.000
0.000
0.000
4.750
0.000
0.000
0.000
0.000
0.000
5.000
0.000
0.000
0.000
0.000
0.000
5.250
0.000
0.000
0.000
0.000
0.000
5.500
0.000
0.000
0.000
0.000
0.000
5.750
0.000
0.000
0.000
0.000
0.000
6.000
0.000
0.000
0.000
0.000
0.000
6.250
0.000
0.000
0.000
0.000
0.000
6.500
0.000
0.000
0.000
0.000
0.000
6.750
0.000
0.000
0.000
0.000
0.000
7.000
0.000
0.000
0.000
0.000
0.000
7.250
0.000
0.000
0.000
0.000
0.000
7.500
0.000
0.000
0.000
0.000
0.000
7.750
0.000
0.000
0.000
0.000
0.000
8.000
0.000
0.000
0.000
0.000
0.000
8.250
0.000
0.000
0.000
0.000
0.000
8.500
0.000
0.000
0.000
0.000
0.000
8.750
0.000
0.001
0.001
0.001
0.001
9.000
0.001
0.001
0.001
0.001
0.001
9.250
0.001
0.002
0.002
0.002
0.002
9.500
0.002
0.002
0.002
0.003
0.003
9.750
0.003
0.003
0.003
0.004
0.004
10.000
0.004
0.004
0.004
0.005
0.005
Bentley Systems, Inc. Haestad Methods Solution
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5/22/2017 27 Siemon Company Drive Suite 200 W
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Page 13 of 26
Page 32

SOF Truck Inspection Point
Subsection: Time vs. Volume
Label: Infiltration Basin 1
Time vs. Volume (ac -ft)
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V&
[08.11.01.56]
Page 14 of 26
Page 33
Output
Time increment
= 0.050
hours
Time
on left represents
time
for first value
in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
10.250
0.005
0.006
0.006
0.006
0.006
10.500
0.007
0.007
0.008
0.008
0.008
10.750
0.009
0.009
0.010
0.010
0.011
11.000
0.011
0.012
0.012
0.013
0.013
11.250
0.014
0.015
0.016
0.016
0.017
11.500
0.018
0.019
0.021
0.022
0.025
11.750
0.027
0.031
0.035
0.040
0.046
12.000
0.055
0.067
0.080
0.093
0.104
12.250
0.112
0.119
0.125
0.130
0.134
12.500
0.138
0.141
0.143
0.145
0.146
12.750
0.148
0.149
0.150
0.152
0.153
13.000
0.154
0.155
0.156
0.156
0.157
13.250
0.158
0.159
0.160
0.160
0.161
13.500
0.162
0.162
0.163
0.163
0.164
13.750
0.165
0.165
0.166
0.166
0.167
14.000
0.167
0.168
0.168
0.168
0.169
14.250
0.169
0.169
0.170
0.170
0.170
14.500
0.171
0.171
0.171
0.172
0.172
14.750
0.172
0.172
0.172
0.173
0.173
15.000
0.173
0.173
0.173
0.174
0.174
15.250
0.174
0.174
0.174
0.174
0.174
15.500
0.174
0.174
0.174
0.175
0.175
15.750
0.175
0.175
0.175
0.175
0.174
16.000
0.174
0.174
0.174
0.174
0.174
16.250
0.174
0.174
0.174
0.174
0.174
16.500
0.174
0.173
0.173
0.173
0.173
16.750
0.173
0.173
0.173
0.173
0.172
17.000
0.172
0.172
0.172
0.172
0.172
17.250
0.171
0.171
0.171
0.171
0.171
17.500
0.170
0.170
0.170
0.170
0.169
17.750
0.169
0.169
0.169
0.168
0.168
18.000
0.168
0.168
0.167
0.167
0.167
18.250
0.167
0.166
0.166
0.166
0.165
18.500
0.165
0.165
0.165
0.164
0.164
18.750
0.164
0.163
0.163
0.163
0.162
19.000
0.162
0.162
0.162
0.161
0.161
19.250
0.161
0.160
0.160
0.160
0.159
19.500
0.159
0.159
0.158
0.158
0.158
19.750
0.157
0.157
0.157
0.156
0.156
20.000
0.156
0.155
0.155
0.155
0.154
20.250
0.154
0.154
0.153
0.153
0.153
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V&
[08.11.01.56]
Page 14 of 26
Page 33

{' A
SOF Truck Inspection Point
Subsection: Time vs. Volume
Label: Infiltration Basin 1
Time vs. Volume (ac -ft)
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
20.500
0.152
0.152
0.152
0.151
0.151
20.750
0.151
0.150
0.150
0.150
0.149
21.000
0.149
0.149
0.148
0.148
0.147
21.250
0.147
0.147
0.146
0.146
0.146
21.500
0.145
0.145
0.145
0.144
0.144
21.750
0.143
0.143
0.143
0.142
0.142
22.000
0.142
0.141
0.141
0.140
0.140
22.250
0.140
0.139
0.139
0.138
0.138
22.500
0.138
0.137
0.137
0.136
0.136
22.750
0.136
0.135
0.135
0.134
0.134
23.000
0.134
0.133
0.133
0.132
0.132
23.250
0.132
0.131
0.131
0.130
0.130
23.500
0.130
0.129
0.129
0.128
0.128
23.750
0.128
0.127
0.127
0.126
0.126
24.000
0.125
0.125
0.124
0.124
0.123
24.250
0.123
0.122
0.121
0.121
0.120
24.500
0.120
0.119
0.118
0.118
0.117
24.750
0.117
0.116
0.115
0.115
0.114
25.000
0.113
0.113
0.112
0.112
0.111
25.250
0.110
0.110
0.109
0.109
0.108
25.500
0.107
0.107
0.106
0.106
0.105
25.750
0.104
0.104
0.103
0.103
0.102
26.000
0.101
0.101
0.100
0.100
0.099
26.250
0.098
0.098
0.097
0.097
0.096
26.500
0.095
0.095
0.094
0.094
0.093
26.750
0.092
0.092
0.091
0.090
0.090
27.000
0.089
0.089
0.088
0.087
0.087
27.250
0.086
0.086
0.085
0.084
0.084
27.500
0.083
0.083
0.082
0.081
0.081
27.750
0.080
0.080
0.079
0.078
0.078
28.000
0.077
0.077
0.076
0.075
0.075
28.250
0.074
0.073
0.073
0.072
0.072
28.500
0.071
0.070
0.070
0.069
0.069
28.750
0.068
0.067
0.067
0.066
0.066
29.000
0.065
0.064
0.064
0.063
0.063
29.250
0.062
0.061
0.061
0.060
0.060
29.500
0.059
0.058
0.058
0.057
0.057
29.750
0.056
0.055
0.055
0.054
0.054
30.000
0.053
0.053
0.052
0.051
0.051
30.250
0.050
0.050
0.049
0.048
0.048
30.500
0.047
0.047
0.046
0.045
0.045
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.56]
Page 15 of 26
Page 34

SOF Truck Inspection Point
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac -ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
(ac -ft)
30.750
0.044
0.044
0.043
0.043
0.042
31.000
0.042
0.041
0.040
0.040
0.039
31.250
0.039
0.038
0.038
0.038
0.037
31.500
0.037
0.036
0.036
0.035
0.035
31.750
0.034
0.034
0.034
0.033
0.033
32.000
0.032
0.032
0.031
0.031
0.031
32.250
0.030
0.030
0.030
0.029
0.029
32.500
0.028
0.028
0.028
0.027
0.027
32.750
0.027
0.026
0.026
0.026
0.025
33.000
0.025
0.025
0.024
0.024
0.024
33.250
0.024
0.023
0.023
0.023
0.022
33.500
0.022
0.022
0.022
0.021
0.021
33.750
0.021
0.020
0.020
0.020
0.020
34.000
0.019
0.019
0.019
0.019
0.019
34.250
0.018
0.018
0.018
0.018
0.017
34.500
0.017
0.017
0.017
0.017
0.016
34.750
0.016
0.016
0.016
0.016
0.015
35.000
0.015
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Slemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V81
[08 11 01.56]
Page 16 of 26
Page 35

SOF Truck Inspection Point
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Requested Pond Water Surface Elevations
Minimum (Headwater) 223.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 226.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Bentley Systems, Inc Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.56]
Page 17 of 26
Page 36
Barrel
Inlet Box
Riser
Forward
(Outlet
224.90
226.00
Pipe)
Barrel
Culvert -Circular
(Outlet
Forward
TW
215.25
226.00
Pipe)
Tailwater Settings
Tailwater
(N/A)
(N/A)
Bentley Systems, Inc Haestad Methods Solution
Truck Inspection-Proposed.ppc Center
5/22/2017 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.56]
Page 17 of 26
Page 36

SOF Truck Inspection Point
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
224.90 ft
Orifice Area
6.0 ft2
Orifice Coefficient
0.600
Weir Length
10.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Barrel (Outlet Pipe)
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
15.0 in
Length
63.00 ft
Length (Computed Barrel)
63.01 ft
Slope (Computed)
0.021 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.200
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.084
T2 ratio (HW/D)
1.186
Slope Correction Factor
-0.500
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Page 37

SOF Truck Inspection Point
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 216.61 ft TI Flow 4.80 ft3/s
T2 Elevation 216.73 ft T2 Flow 5.49 ft3/s
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Page 38

Subsection: Outlet Input Data
Label: Riser Barrel Outlet
SOF Truck Inspection Point
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
40
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
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Page 39

SOF Truck Inspection Point
Subsection: Elevation -Volume -Flow Table (Pond)
Label: Infiltration Basin 1
Infiltration
0.00
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
1.5000 in/h
0.00
0.048
Initial Conditions
0.14
Elevation (Water Surface,
Initial)
223.00 ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/S
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Elevation Outflow Storage Area
(ff) (ft3/s) (ac -ft) (acres)
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Infiltration Flow (Total) 2S/t + 0
(ft3/S) (ft3/S) (ft3/S)
223.00
0.00
0.000
0.094
0.00
0.00
0.00
223.50
0.00
0.048
0.096
0.14
0.14
23.16
224.00
0.00
0.096
0.097
0.15
0.15
46.49
224.50
0.00
0.145
0.098
0.15
0.15
70.15
224.90
0.00
0.184
0.100
0.15
0.15
89.33
225.00
0.95
0.194
0.100
0.15
1.10
95.11
225.50
13.94
0.244
0.100
0.15
14.09
132.31
226,001
19.871
0.2941
0.100
0.15
1 20.02
162.43
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Page 40

SOF Truck Inspection Point
Subsection: Pond Infiltration Calculations Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Average Infiltration Rating Table
Elevation (Water Area (Total) Flow (Infiltration)
Surface) W) (ft3/S)
(ft)
223.00
4,116.4
0.00
223.50
4,170.7
0.14
224.00
4,225.3
0.15
224.50
4,290.4
0.15
224.90
4,342.8
0.15
225.00
4,356.0
0.15
225.50
4,356.0
0.15
226.00
4,356.0
0.15
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Page 41

SOF Truck Inspection Point
Subsection: Detention Time
Label: Infiltration Basin 1 (IN)
Infiltration
Infiltration Method
Average
(Computed) Infiltration Rate
Infiltration Rate (Average)
1.5000 in/h
Approximate Detention Times
Time to Peak (Outflow +
Infiltration, Peak to Peak
15.800 hours
Detention Time)
Time to Peak (Inflow, Peak
12.100 hours
to Peak Detention Time)
Detention Time (Peak to
3.700 hours
Peak)
Bentley Systems, Inc. Haestad Methods Solution
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Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
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Page 23 of 26
Page 42

SOF Truck Inspection Point
Subsection: Level Pool Pond Routing Summary
Label: Infiltration Basin 1 (IN)
Infiltration
3.45 ft3/s
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
1.5000 in/h
Time to Peak (Flow, Outlet) 0.000 hours
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
Initial)
223.00 ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Flow (Peak In)
3.45 ft3/s
Time to Peak (Flow, In) 12.100 hours
Infiltration (Peak)
0.15 ft3/s
Time to Peak (Infiltration) 15.800 hours
Flow (Peak Outlet)
0.00 ft3/s
Time to Peak (Flow, Outlet) 0.000 hours
Volume (Initial)
0.000 ac -ft
Elevation (Water Surface,
224.80 ft
Peak)
Volume (Peak)
0.175 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.282 ac -ft
Volume (Total Infiltration)
0.267 ac -ft
Volume (Total Outlet
0.000 ac -ft
Outflow)
Volume (Retained)
0.015 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
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Page 43

SOF Truck Inspection Point
Subsection: Pond Inflow Summary Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Summary for Hydrograph Addition at'Infiltration Basin 1'
Upstream Link
Upstream Node
<Catchment to Outflow Node>
Prop Da #1
Node Inflows
Inflow Type Element
Volume Time to Peak Flow (Peak)
(ac -ft) (hours) (ft3/s)
Flow (From) Prop Da #1
0.282 12.100 3.45
Flow (In) Infiltration
0.282 12.100 3.45
Basin 1
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Page 44

SOF Truck Inspection Point
Index
F
Ft. Bragg, NC (Time -Depth Curve, 10 years) ... 5, 6
I
Infiltration Basin 1 (Elevation -Volume -Flow Table (Pond), 10 years) ... 21
Infiltration Basin 1 (IN) (Detention Time, 10 years) ... 23
Infiltration Basin 1 (IN) (Level Pool Pond Routing Summary, 10 years) ... 24
Infiltration Basin 1 (IN) (Pond Infiltration Calculations, 10 years) ... 22
Infiltration Basin 1 (IN) (Pond Inflow Summary, 10 years) ... 25
Infiltration Basin 1 (IN) (Time vs. Elevation, 10 years) ... 9, 10, 11, 12
Infiitration Basin 1 (Time vs. Volume, 10 years) ... 13, 14, 15, 16
M
Master Network Summary ... 3, 4
P
Prop Da #1 (Unit Hydrograph Summary, 10 years) ... 7, 8
R
Riser Barrel Outlet (Outlet Input Data, 10 years)... 17, 18, 19, 20
U
User Notifications ... 2
Bentley Systems, Inc. Haestad Methods Solution
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Page 26 of 26
Page 45

STORM DRAINAGE SCHEDULE
Track Tncnectinn
7/10/2017 1:19 PM
I -Temp PVC Pipe (Install solid PVC cap on both ends afterTaatration Basin #1 is constructed and ready for operation) I I I I I I I I I I I I I
Nge4s
StormDmin Calcs_truckinspection.xB
DeslgnedH :JSS JSS
Project#•
Trucklnspee
Checked By:JSS
JSS
Date:
10-Jul17
Te T,
leo
HO
C, Q10 Q10
Q10
Actual
Upstream
Downstream
Upstream Structure
Fmm
To
Inlet Total Inlet Pipe Pipe
Pipe
Inlet
Composift Side- Cumulative
Total
Slope
alculate
Pipe
Actual
Velocity
length Segment
Invert
Invert
Pepe
Rim
Nnunum
Nlimmum
(upstream) downstream
Area Area rime of Con fravelTimerime ofCono Intensity
Intensity
Runoff Stream ilde-Strearr
Discharge
Diameter Diameter
Velocity
Full
Time
(From)
(To)
Material
Elevation
Depth
Cover
(Acres) Acres (Mln) (Min) (Nun)
(In/Rr)
(la/Hr
Coeffielen (cfs) (cfs)
(cfs)
(Ft/Ft
(In)
(in)
(fps)
s
Ft
(Ft)
Ft
(Ft
Ft
(FT)
C11-8
FES -7
0.98 0.98 5.00 0.00 5.00
7 91
7.91
0.78 0.00
6.05
0 0100
14.19
15
6.46
5.7
20 00
0.05
223 20
223 00
CLASS IV RCP
226.20
3.00
1.56
INF BASIN #
1)I.4
0.15 1.13 5.00 0.05 5.05
7.91
7.91
0.30 0.00
0.00
canner Veal
D1-5
0.01 0.01 5.00 0.00 5.00
7.91
7.91
0.95 0.00
(OT08J■ 0.0150
2.54
4
2.51
2.9
216.50
216.13
PVC
222.50
6.00
5.58
C00�3
RCO-6
DI -5
0.08 0.08 5 00 0.00 5.00
791
7.91
0.95 0.00
0.60
0 0370
4.67
8
5.95
7.2
223 00
218 71
PVC
226.20
3 20
2.45
DI.5
DIA
0.24 0.33 5.00 0.32 5.32
7.91
7.81
0.35 [01087 0.08
1.33
0.0120
7.78
15
4.81
6.2
216.05
215.35
CLASS MRCP
222.00
3.29
4.51
DI -4
EX DI3
1.13 1.46 5 00 0.53 5.53
7.91
7.75
0.00 0.08
1.33
0.0215
6.97
15
5.97
8.4
63.00
0.18
215 25
213.90
CLASS HIRCP
224.90
9.55
8.21
EX DI -3
EX DI -2
0 56 2.02 5.00 0.70 5.70
7.91
7.69
0.53 0.08
3.61
0.0286
9.61
15
8.40
9.6
14.00
0.03
213.80
213.40
CLASS IV RCP
217.20
3.30
1.96
EX 111.2
EX HW -1
0.73 2.75 5.00 0.73 5.73
7.91
7.69
0.86 0.08
8.44
00479
11.99
15
12.64
12.5
71.00
0.09
213.40
21000
CLASS IV RCP
216.30
2.90
1.46
RCO-16
DI -15
0.02 0 02 5 00 0.00 5.00
7.91
7 91
0.95 0.00
0.15
0.0150
3.29
6
3.02
3.8
58.00
0.32
226.00
225.13
PVC
228.45
2.55
1.87
DI -15
FES -14
0.73 0.75 5.00 0.32 5 32
7 91
7.81
0.37 0 00
2.26
0.0093
9.94
15
4 89
5.5
108.00
0.37
224 60
223.60
CLASS IV RCP
226.85
1.72
0.81
EX ES -13
EX ES -12
0.48 1.23 5.00 0.00 5.00
7.91
7.91
0.54 2.26 2.26
4.31
0.0125
11.98
24
6.55
8.7
32.00
0.08
223.50
223.10
CLASS IV RCP
225.75
2.25
0.00
EX HW -11
EX MH -10
0 25 1.48 5 00 0.00 5.00
7.91
7.91
0.56 4.31 4 31
5.42
0.0477
10.16
18
11.38
14.0
132.00
0.19
223 30
217.00
CLASS W RCP
225.96
2.66
0.95
Te mp CH -8
DI -5
0 98 0.98 5.00 0.00 5.00
7.91
7.91
0.78 0 00
6.05
0 1240
8.85
10
16.60
15.3
25.00
0.03
221.10
218.00
PVC
226 20
5 20
4 18
Notes:
Design forthe 10- earstorm assumes the Time of
CB -Catch Basin
Concentration m an Individual Culve rt lnle t = 5 minutes.
Cl - Curb Inlet
DCI -Double Curb Inlet
Actual Velocity Is calculated based upon percentage
DDI -Double Drop Inlet
of Full-Flowmg pipe and acmalde th of How from
DI - Drop Inlet
Hydraulic elements i
DIS -Drop Inlet, Slab rap
RCP
CMP
PVC
HDPE
EXDI - Existing Drop inlet
Manning's 'h"Factor- 0.012
0.024
0.01
0.012
JB - Junction Box
Rune ff Coefftcfe nts
I MH -Manhole
for Rational Method. C - 0.30 (grass), C = 0.95 (pavt.),
C=0.50 (single fn
S -Detention Structure
EW -End Wall
FES -Flared End Section
DS -Downspout
ES -End Section
Notes
• Pond Pack 10 -Year Discharge from Infiltration Basin 01 = 0.00 cis
I -Temp PVC Pipe (Install solid PVC cap on both ends afterTaatration Basin #1 is constructed and ready for operation) I I I I I I I I I I I I I
Nge4s
StormDmin Calcs_truckinspection.xB

C Coefficient and Discharge Calculations - Permanent Ditches and Storm Drainage
System
CB -8
DA =
0.72 Impervious Ac
0.26 Grass Ac
I
0.98 (Ac)
C Coef.
0.95
0.30
I RCo-6
DA =
0.08 Impervious Ac
0.00 1 Grass Ac
0.08 (Ac)
C Coef.
0.95
0.30
C= 0.778
C= 0.950
12 ear= 6.16
Q(2)= 4.69
1 2 ear- 6.16
Q(2)= 0.47
1 10 ear= 7.91
Q(1 0 = 6.03
1 10year- 7.91
Q(10)= 0.60
Scanner Vault
DA = 0._01 Ac
C Coef.
0.01 Impervious Ac 0.95
0.00 Grass Ac 0.30
D1-5
DA =
0.02 Impervious Ac
0.22 Grass Ac
0.24 (Ac)
C Coef.
0.95
0.30
C= 0.950
C= 0.354
12 ear= 6.16
Q(2)=10.06
12year- 6.16
Q(?h- 0.52
1 10year= 7.91
Q(10)= 0.08
1 10year- 7.91
Q(10)=10.67
DI -4_
DA =
0.00 Impervious Ac
0.15 Grass Ac
0.15 Ac
C Coef.
0.95
0.30
EX DI -3
DA =;
0.20_ Impervious Ac
0.36 Grass Ac
0.56 Ac
C Coef.
0.95
0.30
C= 0.300
C= 0.532
1 2year= 6.16
Q(2)= 0.28
1 2year- 6.16
Q(2)= 1.84
1 10year= 7.91
Q(10)= 0.36
1 10year= 7.91
Q(10)= 2.36
EX DI -2
DA =;
___0.6_3 Impervious (Ac)
0.10 Grass (Ac)
0.73 (Ac)
C Coef.
0.95
0.30
L DI -15___
DA = 0.73 (Ac)
F C Coef.
0.08 Impervious (Ac) 0.95
0 65 Grass (Ac) 0.30
C= 0.861
C= 0.371
1 2year= 6.16
Q(2)= 3.87
1 2year- 6.16
Q(2)= 1.67
1 10year- 7 91
Q(10)= 4.97
1 10year- 7.91
Q(10)= 2.14
EX ES -13__
DA = j
0.18 Impervious (Ac)
0.30 Grass (Ac)
0.48 (Ac)
C Coef.
0.95
0.30
EX HW_ -11
DA="- 0.25_ (Ac)
I C Coef.
0.10 Impervious (Ac) 0.95
0.15 Grass (Ac) 0.30
C= 0.544
C= 0.560
1 2year= 6.16
Q(2)= 1.61
1 2year= 6.16
Q(2)= 0.86
1 10year= 7.91
Q(10)= 2.06
1 10year- 7.91
Q(10)= 1.11
Page 47

RCO-16
DA = 0.02 (Ac)
C Coef.
0.02 Impervious (Ac) 0.95
0.00 Grass (Ac) 0.30
C= 0.950
12year= 6.16 Q(2)= 0.12
110year= 7.91 Q(10)= 0.15
Grass Ditch D#1 (Same as D-5)
Q(2)= 0.52
Q(10)= 0.67
Grass Ditch (D#2)
DA = 0.07
0.01 Impervious Ac
0.06 Grass Ac
Ac
C Coef.
0.95
0.30
C= 0.393
1 2year- 6.16
Q(2)= 0.17
1 10ear=7.91
Q10=0.22
Grass Ditch (D#3) (Includes D#2
DA = '0.27 Ac
C Coef.
0.04 Impervious Ac 0.95
Grass Ditch (D#4)
DA = 0.11 ' Ac
C Coef.
0.0_9 Impervious Ac 0.95
0.23 Grass Ac 0.30
0.02 Grass Ac
0.30
C= 0.396
C= 0.832
12year= 6.16 Q(2)= 0.66
1 2year- 6.16
Q 2= 0.56
1 10year= 7.91 Q(10)= 0.85
1 10year= 7.91
Q(10)= 0.72
Page 48

Worksheet for D#1
- -
;Pro�ect Descrlptlon
- -- --- --- ---- ----- - ---- --- -- -
- -- -- - - --- ----------- - --- --
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Grass; Manning's N from
Roughness Coefficient
0.135
figure 8.05c Erosion and
Channel Slope
0.03500
f 1ft
Sediment Control Manual
Left Side Slope
3.00
ft/ft (H V)
Right Side Slope
3.00
ft/ft (H:V)
10 -year Q (See Discharge
Discharge
0.67
ft3/s
Calcs for Ditches)
Results—
---- -- — ---- -- ------
---- ----
-- - — —_ —__-_—_--------
Normal Depth
0.52
ft
Flow Area
0.82
ft2
Wetted Perimeter
3.31
ft
Hydraulic Radius
0.25
ft
Top Width
3.14
It
Critical Depth
0.31
ft
Critical Slope
0.52757
ft/ft
Ok, Velocity < 5.0 fps
Velocity
0.81
ft/s
(max allowed for grass
Velocity Head
0.01
ft
channels with
Specific Energy
0.53
ft
Bermudagrass at 0-5%
Froude Number
0.28
slopes per Table 8.05a)
Flow Type
Subcritical
G p Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
iGVF Output Data
—
— — _
_—--
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
000
ft
Downstream Velocity
Infinity
fits
Upstream Velocity
Infinity
ft/s
Normal Depth
0.52
ft
Critical Depth
0.31
ft
Channel Slope
0.03500
ft/ft
Critical Slope
0.52757
ft/ft
Bentley Systems, Inc. Haestad Methods Sol6kiiii4efiibmMaster V81(SELECTseries 1) 108.11.01.03]
5/31/2017 1:55:01 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 49

Worksheet for D#1 Bare Soil
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
- - - - ----- -- -
Input Data
- - - - - -
- - -
-- - - - -
Bare Soil Conditions
Roughness Coefficient
0.023
Manning's N from figure
Channel Slope
003500
ft/ft
8.05f Erosion andSediment
Left Side Slope
3.00
ft/ft (H.V)
Control Manual
Right Side Slope
3.00
ft/ft (H V)
Discharge
0.52
ft'/s
2 -year Q
.Results
Normal Depth
025
ft
Flow Area
018
ft2
Wetted Perimeter
1.55
ft
Hydraulic Radius
0.12
ft
Top Width
147
ft
Critical Depth
0.28
ft
Critical Slope
0.01584
ft/ft
Velocity
2.88
ft/5
Velocity > 2.0 fps (max
Velocity Head
013
ft
allowed for bare soil).
Specific Energy
0.37
ft
Froude Number
1.45
Liner required.
Flow Type
Supercritical
-- -
GVF Input Data--
-- -- --- ----------- -
---------------
--- --- --- ---
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
i
R--- - --- — — - --
— — -- - - ---- - - — -- ----
---
- — --- - ----- - - -
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.25
ft
Critical Depth
0.28
ft
Channel Slope
0.03500
fUft
Critical Slope
001584
ft/ft
Bentley Systems, Inc. Haestad Methods Solids Wdl --FitewMaster Vol (SELECTseries 1) [08.11.01.03]
5/31/2017 1:4:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 50

Flow Type Subcntical
-- -- ---- - --- --- ---- ---- --- -- ----- - - --------- -- - -- -- - - ------ --- —
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
- --- -- ---- --- --- ---- ---- --- --
--- ---- --- - - - -- - ----
GVF Out Put Data
L--_----------------•- - -- ------ --------------------
Upstream Depth 000 ft
Profile Description
Profile Headloss
Worksheet for D#1
Liner
Downstream Velocity
Project Description --
-
- - - -- - - - - -
- - - - -
- - - - - - - -- - --
Friction Method
Manning Formula
0.34
ft
Solve For
Normal Depth
ft
Channel Slope
Input Data
ft/ft
Critical Slope
0.09057
Roughness Coefficient
0 055
Manning's N from Product
Channel Slope
003500
ft/ft
S75 brochure (Straw with
Left Side Slope
300
ft/ft (H:V)
Net)
Right Side Slope
300
ft/ft (H V)
Discharge
0.52
ft3/s
2 -year Q
- -- - - -- --- - - - - - - - --
,Results
-- - - - - - - - -
Normal Depth
0.34
ft
Calculated Shear Stress
Flow Area
0.35
ft2
0.74 = 62.4*0.34*0.035
Wetted Perimeter
2.15
ft
Hydraulic Radius
0.16
ft
Top Width
2.04
ft
Ok, Allowed Shear Stress
Critical Depth
028
ft
from Product S75
Critical Slope
009057
ft/ft
brochure (Straw with Net)
Velocity
1 50
fvs
= 1.55
Velocity Head
0.03
ft
Specific Energy
038
ft
Froude Number
064
Flow Type Subcntical
-- -- ---- - --- --- ---- ---- --- -- ----- - - --------- -- - -- -- - - ------ --- —
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
- --- -- ---- --- --- ---- ---- --- --
--- ---- --- - - - -- - ----
GVF Out Put Data
L--_----------------•- - -- ------ --------------------
Upstream Depth 000 ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
fUs
Normal Depth
0.34
ft
Critical Depth
0.28
ft
Channel Slope
0.03500
ft/ft
Critical Slope
0.09057
ft/ft
Bentley Systems, Inc. Haestad Methods SoIfi&W*K1ewMaster V81 (SELECTseries 1) [08.11.01.03]
5/31/20171:45:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 51

Y
;GVF Input Data
Downstream Depth 000 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth
Worksheet for D#2
ft
Profile Description
--- - ---- -- --
;Project Description
- - -- ------ - - - - -
-
Downstream Velocity
Friction Method
Manning Formula
Upstream Velocity
Infinity
Solve For
Normal Depth
0.33
ft
;Input Data
0.20
ft
Channel Slope
0.09000
ft/ft
Critical Slope
Grass; Manning's N from
Roughness Coefficient
0.200
figure 8.05c Erosion and
Channel Slope
0.09000
ft/ft
Sediment Control Manual
Left Side Slope
300
ft/ft (H V)
Right Side Slope
3.00
ft/ft (H V)
10 -year Q (See Discharge
Discharge
0.22
ft'/s
_
Calcs for Ditches)
Results
Normal Depth
0.33
ft
Flow Area
034
ft2
Wetted Perimeter
212
ft
Hydraulic Radius
0.16
ft
Top Width
201
ft
Critical Depth
020
ft
Critical Slope
1.34325
ft/ft
Ok, Velocity < 4.5 fps
Velocity
o.s5
ft/s
(max allowed for grass
Velocity Head
0.01
ft
channels with
Specific Energy
o.3a
ft
Bermudagrass at 5-10%
Froude Number
0 28
slopes per Table 8.05a)
Flow Type
Subcritical
;GVF Input Data
Downstream Depth 000 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth
000
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.33
ft
Critical Depth
0.20
ft
Channel Slope
0.09000
ft/ft
Critical Slope
1.34325
ft/ft
Bentley Systems, Inc. Haestad Methods Sol ii ' I *FilawMaster VSi (SELECTseries 1) [08.11.01.03]
5/31/20171:57:34 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 52

Worksheet for D#2 Bare Soil
-- - - --- -
Project Description
- - - -- - - --
-
- - -- - - - -
Friction Method
Manning Formula
Solve For
Normal Depth
,Input Data —
Bare Soil Conditions
Roughness Coefficient
0.023
Manning's N from figure
Channel Slope
009000
ft/ft
8.05f Erosion and
Left Side Slope
300
fUft (H V)
Sediment Control Manual
Right Side Slope
3.00
ft/ft (H V)
Discharge
017
ft3/s
2 -year Q
,Results
Normal Depth
0.14
ft
Flow Area
005
ftz
Wetted Perimeter
086
ft
Hydraulic Radius
006
ft
Top Width
081
ft
Critical Depth
018
ft
Critical Slope
0.01838
ft/ft
Velocity
3.10
ft/s
Velocity > 2.0 fps (max
Velocity Head
0.15
ft
allowed for bare soil).
Specific Energy
0.28
ft
Froude Number
210
Liner required.
Flow Type
Supercritical
----- ----
GVF Input Data — —
---------- - ---- ---- —
—
----------------
------ ---
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
IGVF Output Data
---- -----
------
— — - — ---- -- - --- --
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.14
ft
Critical Depth
0.18
ft
Channel Slope
009000
ft/ft
Critical Slope
0.01838
ft/ft
Bentley Systems, Inc. Haestad Methods SolfiWaddipfilbawMaster V81 (SELECTseries 1) [08.11.01.03]
5/31/2017 1:58:11 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 53

Worksheet for D#2 Liner
- - - - - -- -
'Project Description
-- - - - - - - -- -- --- - - - - - - ---
- - - - -- -
- - - - - - - - -- -- --- ----- --
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.055
Manning's N from Product
Channel Slope
009000
ft/ft
S75 brochure (Straw with
Left Side Slope
3.00
ft/ft (H -V)
Net)
Right Side Slope
3.00
ft/ft (H V)
Discharge
0.17
ft3/s
2 -year Q
Results
- - --- - - ----- - - - - - - - - - - - - --
- - - - --
- --- - - - -
Normal Depth
0.19
ft
Calculated Shear Stress
Flow Area
0.11
ft2
1.07 = 62.4*0.19*0.09
Wetted Perimeter
1.18
ft
Hydraulic Radius
0.09
ft
Top Width
1.12
ft
Ok, Allowed Shear Stress
Critical Depth
0.18
ft
from Product S75
Critical Slope
010513
ft/ft
brochure (Straw with Net)
Velocity
1.62
ft/s
= 1.55
Velocity Head
0.04
ft
Specific Energy
0.23
ft
Froude Number
0.93
Flow Type
Subcritical
GVF Input Data - --- ---
- - -- ---- -- - --- -- - ---
— - -
- -- ---- — -- - --�
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
FVF Output Data -- - -
--- - - -- - - - - ---------
-- -� - - -_ --
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.19
ft
Critical Depth
0.18
ft
Channel Slope
0.09000
ft/ft
Critical Slope
010513
ft/ft
Bentley Systems, Inc. Haestad Methods Sol/ilikW*fitewMaster V8l (SELECTseries 1) [08.11.01.03]
5/31/2017 1:58:34 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 54

Worksheet for D#3
- --------------- --------- --- — --- - - --------- -- ----------------- ---- -
,Project Description- ------
Friction Method Manning Formula
Solve For Normal Depth
InputData -- -- -- -- -- ---- ---- -------------- --- ---------- -------------- -- — --- -----
Results
Normal Depth
ft
Grass; Mannings N from
Roughness Coefficient—
0.160
Wetted Perimeter
figure 8.05c Erosion and
Channel Slope
0.00200
ft/ft
Sediment Control Manual
Left Side Slope
3.00
ft/ft (H:V)
Critical Depth
Right Side Slope
3.00
fttft (H:V)
10 -year Q (See Discharge
Discharge
085
ft3/s
Calcs for Ditches)
Results
Normal Depth
104
ft
Flow Area
327
ft2
Wetted Perimeter
6.60
ft
Hydraulic Radius
0.50
ft
Top Width
6.26
ft
Critical Depth
0.35
ft
Critical Slope
0.71778
ft/ft
Velocity
0.26
ft/s
Velocity Head
0.00
ft
Specific Energy
1.04
ft
Froude Number
0.06
ft
Flow Type
Subcritical
ft
Ok, Velocity < 5.0 fps
(max allowed for grass
channels with
Bermudagrass at 0-5%
slopes per Table 8.05a)
IGVF Input Data
Downstream Depth
0.00
ft
Length
000
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.04
ft
Critical Depth
0.35
ft
Channel Slope
0.00200
ft/ft
Critical Slope
0.71778
ft/ft
Bentley Systems, Inc. Haestad Methods Sol0kWdleFi owMaster V81(SELECTseries 1) [08.11.01.03]
5/31/2017 2:01:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 55

Worksheet for 13#3 Bare Soil
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Bare Soil Conditions
Roughness Coefficient
0 023
Mannings N from figure
Channel Slope
0.00200
ft/ft
8.05f Erosion and
Left Side Slope
3.00
ft/ft (H:V)
Sediment Control Manual
Right Side Slope
300
ft/ft (H:V)
Discharge
---- ---- - -- ---
066
-- - - -- ---- --- - -
ft3/s
- ------
2 -year Q
--
Results
Normal Depth
0.46
ft
Flow Area
063
ft2
Wetted Perimeter
290
ft
Hydraulic Radius
022
ft
Top Width
2.75
ft
Critical Depth
0.31
ft
Critical Slope
0.01534
ft/ft
Velocity
105
ft/s
Velocity < 2.0 fps (max
Velocity Head
0.02
ft
allowed for bare soil).
Specific Energy
0.48
ft
Froude Number
038
No Liner required.
Flow Type
Subcritical
GVF Input Data
-
- ---
--- --- ----- - -
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
- -- -- -- - - -
- - - ------
-- --------- - ------ --,
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
046
ft
Critical Depth
031
ft
Channel Slope
0.00200
ft/ft
Critical Slope
0.01534
ft/ft
Bentley Systems, Inc. Haestad Methods Sol®i"djef9towMaster V81 (SELECTseries 1) [08.11.01.03]
5/31/2017 2:02:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 56

Worksheet for D#4
-
Project Description
- - ---
-- -
--
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Grass; Manning's N from
Roughness Coefficient
0200
figure 8.05c Erosion and
Channel Slope
0.00200
ft/ft
Sediment Control Manual
Left Side Slope
300
ft/ft (H.V)
Right Side Slope
300
ft/ft (H:V)
10 -year Q (See Discharge
Discharge
-- - - -
-- -- - --- - --- - 0.72
ft3/s
Calcs for Ditches)
,Results
Normal Depth
1.07
ft
Flow Area
3.41
ft2
Wetted Perimeter
675
ft
Hydraulic Radius
0.51
ft
Top Width
6.40
ft
Critical Depth
032
ft
Critical Slope
1.14668
ft/ft
Ok, Velocity < 5.0 fps
Velocity
0.21
ft/s
(max allowed for grass
Velocity Head
0.00
ft
channels with
Specific Energy
107
ft
Bermudagrass at 0-5%
Froude Number
0.05
slopes per Table 8.05a)
Flow Type
Subcntical
GVF Input Data
--- - - -- - --- - - - --
- - -- -
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
'GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
000
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.07
ft
Critical Depth
0.32
ft
Channel Slope
0.00200
fUft
Critical Slope
1.14668
fUft
Bentley Systems, Inc. Haestad Methods Solfiil6oil*R1ewMaster V81 (SELECTseries 1) [08.11.01.03]
5/31/2017 2:04:42 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 57

Worksheet for D#4 Bare Soil
Project Description _
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Bare Soil Conditions
Roughness Coefficient
0.023
Manning's N from figure
Channel Slope
0.00200
ft/ft
8.05f Erosion and
Left Side Slope
3.00
11 (H:V)
Sediment Control Manual
Right Side Slope
3.00
ft/ft (H:V)
Discharge
-- - -
0.56
- - - -- - - - - - - - - - - -- --
ft3/s
-
2 -year Q
.Results
Normal Depth
043
ft
Flow Area
056
ftz
Wetted Perimeter
273
ft
Hydraulic Radius
020
ft
Top Width
259
ft
Critical Depth
029
ft
Critical Slope
001568
ft/ft
Velocity
100
ft/s
Velocity < 2.0 fps (max
Velocity Head
0.02
ft
allowed for bare soil).
Specific Energy
0.45
ft
Froude Number
0.38
No Liner required.
Flow Type
Subcritical
GVF Input Data
--
- - - --- - - -
Downstream Depth
000
ft
Length
000
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
000
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.43
ft
Critical Depth
029
ft
Channel Slope
000200
ft/ft
Critical Slope
001568
ft/ft
Bentley Systems, Inc. Haestad Methods SoliloiililijefitewMaster
Val (SELECTseries 1) [08.11.01.03]
5/31/2017 2:05:04 PM
27 Slemons Company Drive Suite 200 W Watertown, CT
06795 USA [phone] Page 1 of 1
Page 58

20
10
0
Outlet: FES -7 15" OUTLET Project No.: Truck Gate
Designed by: iss
Checked by:
Date: 31 -May -17
3 10
outwel ti' = 00 ' La
pipe
dlamQter {i -b)
La —+d
i water - 0.7ap
E�
3 5 1e
Q =
6.05 cfs
V =
6.46 fps
Do =
1.25 ft
La =
10 ft
W =
11.25 ft
d50 (chart)=
0.30 ft
dmax =
1.00 ft
H =
1.00 ft
20 50 100 200
Discharge (Olsec)
d (chart) = depth in pipe
dm. = 1.5*(d50)
Do = Pipe Diameter
15 in W = Do + La
H = minimum height of rip rap channel
3.6 in Use Class B RipRap d50= 8 in
12 in
12.00 in
LJ U
100I7
Riprap_Protection.xls Page 59

a t,
20
10
0
Outlet: FES -14 15" OUTLET Project No.: Truck Gate
Designed by: iss
Checked by:
Date: 31 -May -17
3 Q
COONk = Do I La
Alpe
cll�rta©tcr {Dql
La —+d
lwater - 0.5DO
o��� ro .. �•, �� �16�
3 5 ID
Q =
4.48 cfs
V =
6.8 fps
Do =
1.25 ft
La =
8 ft
W =
9.25 ft
d5o (chart)=
0.30 ft
dmax =
1.00 ft
H =
1.00 ft
20 50 100 200
Discharge (01sec)
d (chart) = depth in pipe
dm. = 1.5*(d5O)
Do = Pipe Diameter
15 in W = Do + La
H = minimum height of rip rap channel
3.6 in Use Class B RipRap d50= 8 in
12 in
12.00 in
LJ 0
10110
Riprap_Protection.xls Page 60

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Design Name. JCK_CONCRETE
Design Type
Roads
Pavement Type
Rigid
Road Type•
Road
Terrain Type
Flat
Analysis Type •
K
Depth of Frost (in)
0
Wander Width (in)
33.35
% Load Transfer.
0
Effective K (pci) :
241
Reduced Sub Effective K (pci)
0
Joint Spacing
40 ft
Dowel Spacing •
12 00 in
Dowel Length
16 00 in
Dowel Diameter,
75 in
Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.09.05
Date : 5/31/2017
Layer Information
Flexural
Non frost
Reduced
Limited
Layer Type
Material Type
Frost Code
Strength
%
Analysis
Design
Subgrade
Subgrade
Strength
(psi)
Steel
Thickness
Strength
Penetration
(pci)
(in)
(in)
(in)
PCC
N/A
NFS
650
0.081
Compute
6
0
0
0
Base
pound Crushed Sh
NFS
0
0
Manual
4
0
0
0
Natural Subgrade
Cohesive Cut
NFS
0
0
Manual
0
0
0
200
Traffic Information
Pattern Name : TRUCKS -2
Vehicles Weight (lb) Passes per Life Equivalent
Span Passes
TRUCK, 5 AXLE 80000 1549777 1549777
TRUCK, 5 AXLE 80000 1549777
PCASE Equivalent Single Axle
Loads
6533870
Page 62

Design Nam. KSISPNALT
Design Type Roads
PavelnealType Flmdble
Traffic Area NIA
Read Type Read
imam Type Flat
Analysis Type CBR
Depth of Frest (,n) 0
SCI 0
Wander Width (,n) 3335
%Lend Transfer 0
Effect"o K(pa) 0
.._d Sub Efloctive K (pd) 0
Layers Count 3
Seasons Count 1
Joint Spacing 0
Dmvel Spadng , 0
Dowel Length 0
Dowel Diameter 0
Required
Non fmsl EqunalenReduced
Limited
Subbase
Dry
Fimmrel
Mm amara Thltlmoss
Design t
Subgrede Subgrede
B.
B
Eq—.1.
Moisture Wdghl
Density
Strength
TNdmess On)Above
Thiclmess Thdmess
Strength Penebatl Calculate el Equivalency
ncy
CBR Modulus
Layor Type Metend Type
Fmst Code Content Qb/w fl)
pb/a1fl)
(pal) CrCb %Sled
Analysis
On) Lays
On) (in)
On) an(in)
this Depth
factor
Factor Strength (psi) Pr
Compu
Asphalt Asphalt
NFS 0 145
0
0 0
0 a
35 0
35 35
0 0
No
115
23
0 350000 035
Unbound
Crushed
Comput
Bose Stone
NFS 5 135
0
0 0
0
4 0
537 1024
0 0
NW
1
2
100 91000 035
Natural Subgrado Conserve Cut
19 100
0
0 0
Mem.
0 Mem
D 1024
0 0
0 0
No
1
1
7 1.00 04
PedantPed.Name TRUCKS -2
Ansly.I.Type Mixed
Pavement Type Flenble
Subgrede Category Cat
Traffic Area A—A
Traffic Count 1
Vehicles Weight(to) per Life Sermm Passes
TRUCK, 5 AXLE 90000
15097771549777
TRUCK, 5 AXLE 80000
1549M
ASE EquNdeat Single Axle Londe
6429907
Siry
0
I
Pal

Design Name. TUCKS ASPHALT
Pavement Design Report
U.S Army Corps of Engineers
PCASE Version 2.09.05
Date 5/31/2017
Design Type •
Roads
Pavement Type.
Flexible
Road Type •
Road
Terrain Type
Flat
Analysis Type
CBR
Depth of Frost (in)
0
Wander Width (in) :
3335
Layer information
Non frost
Reduced
Limited
Design
Subgrade
Subgrade
CBR
Layer Type
Material Type
Frost Code
Analysis
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt
Asphalt
NFS
Compute
3.5
0
0
0
Base
Unbound
NFS
Compute
5.37
0
0
100
Crushed Stone
Natural Subgrade
Cohesive Cut
NFS
Manual
0
0
0
7
Traffic Information
Pattern Name TRUCKS -2
Vehicles Weight (lb) Passes per Life Equivalen
Span t Passes
TRUCK, 5 AXLE 80000 1549777 1549777
TRUCK, 5 AXLE 80000 1549777
PCASE Equivalent Single Axle
Loads
6428907
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