Pima <ounty Reg1onal

ROOD COHTROI.
DISTRICT

MEMORANDUM
Floodplain Management

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1

_______R_eg
__io_n_a_I_F_I_o_o_d_C_o__nt_r_o_I_D_is_t_r_ic_t______ "~~1~
DATE: June 13, 2007

TO:

Flood Control District Staff

SUBJECT:

~

FROM: Brian Jo ,
Principal Hydrologist

12-10 and 11-10 Area Special Study

The pwpose of the 12-10 Special Study mapping is provide uniformity in how building permits are
processed within the area in order to ensure that improvements are adequately protected from flood
hazards.
The initial 12-10 Special Study mapping was approved for regulatory pwposes in June, 2003 and
covered the area within Township 12 South, Range I 0 East that was not impacted by FEMA
floodplains. Because the mapping focused on the specific Township and Range, it inadvertently
created a small territory of land within Township II South, Range I 0 East that, while flood prone,
was not evaluated. This area, bounded on the south by the 12-10 mapping and bounded on the north,
east and west by FEMA floodplains, was mapped and approved for regulatory use in March, 2006.
Both the 12-1 0 and 11-10 annex mapping was conducted in a manner equivalent to a Level I Flow
Analysis for sheet flooding as outlined in Arizona State Standard SSA 4-95. More specifically, the
assessment included:
Size of the watersheds impacting the Township and Range
Utilization of detailed topography, vegetative patterns and recent aerial photography to determine
flow paths
Identification of features such as agricultural ditches and berms with the potential to create
ponding areas upstream and/or potential break-out flows downstream due to berm failure
In the flat agricultural areas, assumptions were made about conditions under fully developed
conditions with respect to encroachments within the floodplain and resultant diversion of flow.
Prior to the Floodplain and Erosion Hazard Management Ordinance 2005 FC-2 (2005 Ordinance), the
12-10 mapping constituted permitting guidelines for counter sign-offs, not necessarily requiring
Floodplain Use Permits. Section 16.08.640 of the 2005 Ordinance, adopted by the Board of
Supervisors in October, 2005 made this Special Study Area a regulatory floodplain by defmition,
thereby requiring Floodplain Use Permits for most development within the mapped areas.

jl{)ADWAY DRAINAGE REPORT

tor

·

SILVERBELL TRAILS ESTATES(Roadway Plan and Profile- Exhibit No. 5
Bound Separately)
DEI Job No. 03035
Oetober lit, 2003

Prepared for:
"ma County Department of Transportation and Flood Control
IJistaid
201 North Stone Ave.,
Tucson, Arizona 85701
Silverbell Trails, LLC
7400 N. Oracle Road, Ste. 236
Tucson, AZ 85704

Prepared by:

Page 1 of 1

Eric Shepp
Subject: FW: Silverbell Trails Estates HOA Meeting Request for PFCD Supervisor

Thank you Mr. Shepp for your quick response. If you are able, could you bring an area flood control
map for members to refer to during the meeting. Do you need a projector or computer to assist your
presentation?

Most of the concerns are:
What are the regulations for natural water flow?
What is needed to install culverts to prevent road damage within the HOA?
What type of permits I inspections are required?
Thanks again in advance!
Matt Griffis
520-850-7235

-----Original Message----From:
I am sending this to you in hopes of getting a contact resource to speak to our community at
our next HOA meeting scheduled for Saturday October 17 2009 at 10:00 AM. Our HOA is the
Silverbell Trails Estates located off of W. Avra Valley Rd. and N. Micholob Rd. We meet at the
Avra Valley Fire Station located at N. Trico Rd. and Silverbell Rd. Our community has asked
lots of questions concerning Pima County Flood Control and these are questions that we
would greatly appreciate having answered by the professionals. If you could, please forward
this to the appropriate division manager so we can communicate about this request.
Thank you in advance!

Matt Griffis
17868 W. Avra Valley Rd.
Marana AZ. 85653
Cell# 520-850-7235
Matt Griffis

10/16/2009

TABLE OF CONTENTS

ITEM

PAGE NO.

I.

INTRODUCTION...................................................................... .

1

2.

OBJECTNES ............................................................................ .

1

3.

PROCEDURES ......................................................................... .

2

HYDROLOGY.......................................................................... .
OFFSITE DRAINAGE ............................................................. .
4. 1.1. OFFSITE WATERSHED A. .................................................... .
4.1.2 OFFSITE WATERSHED B,C AND D.................................... .
ONSITE .................................................................................... .
4.2

3
4
4
4

4.0
4.1

5.0.

5

5.2

HYDRAULICS ........................................................................ .
EXISTING CULVERT CAPACITY...................................... ..
100-YEAR FLOODPLAIN AND ROADWAY RATINGS .. ..

5
5
5

6.0

SUMMARY ............................................................................ .

9

5.1

EXHIBITS

1. LOCATION MAP.......................................................................

10

2. FIRMMAP.................................................................................

11

3. REGIONAL DRAINAGE AREAS............................................

12

4. AERIAL PHOTO AND FLOODPLAIN RATINGS.................

13

5. ROADWAY DRAINAGE EXHIBIT (Plan and Profile) ............ Bound Separately

APPENDICES

A HYDROLOGY
B EXISTING CULVERT RATINGS
C 100-YEAR FLOODPLAIN AND ROADWAY RATINGS

1.0 INTRODUCTION
This report has been prepared by Delph Engineering, Inc.(DEI) to docwnent existing
drainage conditions related to Silverbell Trails Estates roadways and I 00-year flow depths.
The roadways were constructed with several 24-inch culverts for multiple parcels in Section
17, Township 12 South, Range 10 East (See Exhibit 1) The site is located in central Pima
County north of A vra Valley Road, west of Brawley Wash. Although a portion of Section
17 is in a FIRM floodplain per Exhibit 2, all of the roads considered are outside of the
Brawley Wash floodplain.
The specific roadways considered in this report are as follows:
•
Michelob Lane;
•
Lickskillet Lane;
•
Sooner Lane;
•
Husker Lane;
•
Needmore Lane;
•
Synge Way;
•
Firecrest Place;
All roadways are considered interior ring roads, except for Firecrest Lane, which is in the
northwest comer of the Section. This area is also referred to as Lot 1 and Firecrest Lane has
no culverts. All roadways considered are private and have associated maintenance
agreements with all relative land owners.

2.0 OBJECTIVES
This drainage report includes qualitative and quantitative analyses of the existing hydrologic
and hydraulic conditions for the subject project. The purpose of this report is to analyze the
regional flood condition and the impact on the subject roadways by estimating the 25-yr and
100-yr peak runoffimpacting the property and calculating the related flow depths at selected
locations using Manning's Equation.
The results include recommendations regarding the perceived roadway drainage impact as
compared with typical Pima County roadway drainage improvement requirements for similar
type projects.
This report has not addressed any non-roadway flood impacts related to Brawley Wash.

1

3.0 PROCEDURES
The offsite watersheds areas were calculated using recent (2000) aerial photo-topographic
mapping and the USGS 7.5 Minute Quadrangle Map. The watershed delineations include
Pima County Floodplain Management's more recent flow line locations and field
reconnaissance performed as part of this study.
The peak runoff quantities were estimated at selected concentration points (CPs) using the
procedures provided by Pima County's, Hydrology Manual for Engineering Design and
Floodplain Management within Pima County, Arizona. The runoff quantities were over
estimated for braided flow area based on conservative estimates of flows typical of Avra
Valley.
The hydraulic computations for the existing culverts were performed using Haestad Methods
Culvertmaster v 1.0 software which accounts for inlet and outlet control. Regional roadway
and street cross section flow depths for I 00-yuear peak flowrates were computed using
Manning's Equation via Hastead Methods Flowmaster v.5.12 software.
The roadway improvement requirements are based in part on Drainage and Channel Design
Standards for Local Drainage for Flood Plain Management within Pima County, Arizona,
effective June 1984 and the Pima County FMO 1999.

2

4.0. HYDROLOGY
The onsite and offsite hydrologic characteristics are typical of low-lying Sonoran Desert
rangeland floodplain having average overland slopes at about one percent or less. The
existing drainage pattern is from the southwest. The watersheds originate in the pediment and
foothills of the Silverbell Mountains to the west. The property and adjacent areas are shown
in exhibits 3 and 4. Exhibit 3 is an armotated USGS quadrangle showing regional drainage
areas and Exhibit 4 is an Aerial Photo showing clear drainage flowpaths and cross sections
used in the Marmings Ratings.
The property is located adjacent to Brawley Wash. Brawley Wash is considered a 'major
watercourse' as defined by Pima County and is currently mapped by FEMA as a Special
Flood Hazard Area as demonstrated on FIRM Panel965K, effective February 8, 1999. The
east portion of the property is located within this federally designated flood hazard area as
shown in Exhibit 2. The property is impacted from the west by offsite runoff that discharges
across the subject property and combines with Brawley Wash. These watersheds lack
competent natural channels resulting in distributive drainage networks that combine and
coalesce in response to flow rates. During low frequency, high magnitude, events (1 Oyr 1OOyr) the flooding is best described as shallow sheet flow with depth ranging between 0.5
and 1.0 feet. The runoff of lesser events, (2yr - 1Oyr) more closely matches the existing
drainage system. The existing system is apparent by the vegetative response to flow seen on
Figure 4. The watersheds are delineated to model the area perceived to concentrate runoff
at the property during the more severe and less frequent events (lOyr- IOOyr). Exhibit 3 Offsite Watershed Map provides the offsite watersheds delineation and concentration points.
The hydrologic soils Group Classification is 100% B. The vegetation cover is estimated at
30 percent. The 2-year and 100-year, 6-hour and 24-hour precipitation depths are calculated
at 1.55, 3.80, 1.85 and 4.80 inches respectively. The individual hydrologic calculation sheets
are provided in Appendix A.

3

4.1 OFFSITE DRAINAGE

The parcel is impacted by storm water runoff from the west. The approximate
locations of the concentration points (CP) and the offsite watershed delineations are
provided in Exhibit 3. As shown on Exhibit 3 and Table I, five offsite and three
onsite watersheds were analyzed. The watershed areas, Q10, Q 25 and Q100 flow rates
are summarized below.

TABLEt
DISCHARGE SUMMARY

CP

AREA
(ac)

A

B
B2

c
D
1

2
3

4.1.1

1562

Q!O

Q25

Q!OO

(cfs_}
363

(cfs)
649

(cfs)

327
16.5
455
180
672

126
16
134
75
177

225
27
244
136
322

689
386

177
132

320
236

1340
467
50
499
278
665
660
488

OFFSITE WATERSHED A

The I 00-year peak runoff for offsite watershed at CPA was calculated and compared
to the flow capacity at sections A-A and AI -AI at Pump Station Road. The objective
is to determine whether this area discharges primarily to the north or to the east and
toward the subject property. It is apparent that the flow capacity at sections A-A and
Al-AI greatly exceeds the perceived 100-year flow rate at that location. Therefore,
the Q100 runoff from Watershed A apparently bypasses the property to the northwest
and provides the northern boundary for the area that does concentrate runoff at the
parcel (CPB).

4.1.2

OFFSITE WATERSHED B, C AND D

Drainage areas B, C and D generate stormwater runoff that impacts the property. A
summary discussion providing the impact at each location is provided below:
4

4.2

ONSITE

The onaite drainage areas and selected onsite concentration points are shown on
Exhibit 3. Eight cross flow locations were identifi~ 311d delineated in the Aerial
Exhibit No. 4. The locations are based on the ~stipg drainage patterns at the
roadway alignment. The local offsite and onsite draiuaie network is distributary and
therefore difficult to model exactly where each peak tlow may arrive. To provide
conservative methods for 100-year hydrologic calculAtions, the entire flow value of
each off~ite watershed is modeled at independent concentration points, e.g. Q100 =
467 cfs, Watershed B is analyzed at three separate locations along the west portion
of the project, first at Firecrest Place and then at two},Q~pendent locations crossing
Sooner Lane. Also, offsite Watershed Cis include4 at. both CPI and CP2.
5.0 HYDRAULICS

The onsite flooding was modeled at each roadway crossing \ISing the 2-feet interval phototopographic mapping and where the roadway alignments are ~{!dicular to the onsite terrain.
Existing Culvert capacities were also considered are detailed in Ap~ B, Page B-1. Roadway
profiles taken from the project topographic mapping were abQ·.- for flow and the results
compared to the corresponding topographic section rating. Table 2 provides a summary of the
roadway flow data.
5.1 EXISTING CULVERT CAPACITY

The existing pipe culverts located beneath the roadways Ill'!' ~wnma.rized as Table 2. The
capacities of the pipes are small in comparison to peak flOW$ 3Dd regional sheet flooding.
Their individual contribution to roadway cross drainage is uesliiible and not considered part
of the floodplain flow conveyance.
The culvert ratings are summarized on page B-1 of Appendix B and the detailed
Culvertrnaster Rll,tings follow identified by Culvert Num)>ers "'\)ted in Exhibits 4 and 5. The
culvert capacitiell without overtopping the roadways are on. ll nmge from 5 to 40 cfs. All
culvert analysis is based on detailed field survey provided for tile base map development of
Exhibit 5.
5.2 100·YEAR FLOODPLAIN AND ROADWAY RATINGS

This section provides a discussion for each location w~ fl,lllOff apparently crosses the
roadway and provides the I 00-year flow rate and depth ass).IIUing each location provides
flood conveyance independent of each other. Table 2 provi~ a summary of the roadway
flow calculations•. Each critical area considered corres~~~ to roadway stationing in
Exhibit 5 i~ detailed below:
5

, Station 50+00 to 65+00 (CP B)
As seen on Figure 4 runoff from offsite Watershed B flow~ over Firecrest Place at several
locations. Fireorest Place does not align perpendicular to· the regional slope and runs
downgrade. The flow at this location is modeled as Section 81-BI. The maximum flow
depth of0.50 feet was calculated.
·
Firecrese P~e.

Station 50+00 to 60+00
Husker LaBe,
Runoff from Concentration B was also modeled at Husker ~ using Section B2.1-B2.1.
The flow depth is O.SS feet.
Husker Lane,
Station 65+00 to 75+00
See Needmore Way at Husker Lane intersection below.
Synge Way,
· Station 75+00 to 87+00
Synge Way runs 4irectly down grade and acts as a. channel d.u.rjng any runoff event. Section
. 3-3 represents tile typical sheet flow characteristics at this !Qe11tion and demonstrates the
sheet flow depth of about 0.5 feet.
Needmore Way,
Station 62+70 to 68+30
The roadway profile aligns somewhat perpendicular at this lQQ!Ition. The depth of flow for
the profile rating~ Section 2-2 show a. maximum flow dept4 of about 0.8 feet.
Needmore Way,
Station 68+03 to 75+50
See Needmore Way at Husker Lane intersection below.
Sooner LaBe,
Station 41+50 to Firecrest Statioo ~0
. This area.'was modeled as Section B2-B2 and shows a ~\ilil Q100 depth of 0.48 feet, and
closely matches the O.SS feet of flow depth calculated dowos¢eam at SectionB2.1 -B2. I.
I

f

, l<' ~·'

Sooner Lane,
·Station 35+50 to 41+50
Runoff from offsite Watershed B concentrates at this location. Section B3-B3 shows a. sheet
flow depth of about 0.90 feet. The roadway alignment closelyjllatches Section B3-B3, the
roadway profile sectiQn rating showing a maximum depth of 1.00 feet.
Sooner Lane,
Sta. 28+50 to 32+50
Runoff from this local offsite watershed concentrates at the Ul)WUne at about Station 30+50.
A profile rating at SO cfs (Q 100, CPB2) results in a maximum ~ow depth of0.37 feet.

6

Needmore Way@ Husker Lane Intersection at Syn&e Way
Runoff leaves the property at this intersection at the nortbeaat: The flow line is Synge Way.
Section 3-3 represeQts the typical sheet flow characteristics~ tAis location and demonstrates
the sheet flow deplh of less than one 0.5 feet.
' :·
Michelob Lane, SfatioD 37+00 to 45+00
The roadway PtOtUe was rated at this location using the 19Q,-year discharge calculated at
CPl. A 100-yw maximum depth of 0.90 feet results frOill ~
665 peak flow.
,-.
',

-

'

'

Lickskillet Lane
Like Synge Way~ Lickakillet Lane collects runoff and tlo~ during any rainfall event.
However, the majority of the regional runoff appears to b~ the property to the south as
shown by cross-3Cetion Cl-Cl. This runoff collects just ~ of the intersection of
Lickskillet Lane lmQ Micbelob Lane with an existing ~ }l91l4. ·This man-made feature
was constructeQ by ~c:avating a four-foot deep hole. A 1OQ..y~ flow depth was calculated
just down ~ !WQ~S the Micbelob Lane roadway profile. : · ·

7

TABLE l-100-YEAR ROADWAY RATING SUMMARY
Roadway
and Statioa

Watershed

Cross
Section

QIIIO
(ds)

Maximum
Flow Depth
ft.

Firecre.st Plaeo
Sta. 50+00 to 65+00
H111ker J4Dc
Sta. 50+00 to 60+00
H111ker Laai @ i ·
Needmore Way ·
Needalore Way
Sta. 62+70 to 68+30
Needmore Way •
Sta. 62+70 to 68+30
Needmore Way ·
Sta. 51+35 to 57+07 ·
Sooaer lADe 41+50
To Firecrest SS+OO
Sooaer L#Ae : '
Sta. 3S+SO to 41+50
SooaerLaae
Sta. 35+50 to 41+50
Sooaer~··'

Sta. 28+50 to 32+50
Svn2e Wav' ·• '
Miehelob Laae '\11 r
Sta. 37+00 to 45+00
Seetion 1-1
Seetioa Cl.Cl
•

: >"

CP8

81-81

467

0.50

CP8

82.1-82.1

467

0.55

CP3

3-3

,. 'fM

0.49

CP3

Roadway
profile
2·2

;. 4U.
..,

0.81

481..

0.76

Roadway
profile
82-82

··. 660

1.01

~7
-· .

0.48

Roadway
profile
83-83

467

1.00

4~1
..

0.90

. $0.
.- _,·

0.37

'488
. 777
. :.' :,..

0.49
0.69

1-1

66S

Cl·Cl

777

0.69
0.55

CP3
CP2
CP8
CP8
CP8
CP82

·

CP3
CPC
&CPD
CPl
CPC
&CPD

Roadway
profile
3-3
Roadway
profile

·".

.

,

Exhibit 5 has been deyeloped to show plan and profile plans fQt' the roadways and are boWld
separately from this report. Proposed scour protection, ~(W,lway double chip seal and
shoulders per the IISSOCiated Pima CoWlty consent agreement !Of this project are all complied
with in the stand alone Exhibit 5.

8

6.0SUMMARY

The eastern most portion of the property is currently mapped by FEMA as Special Flood Hazard
Area as demonstrated on FIRM Panel 965K, effective February 8, 199~. The remaining property is
impacted by sheet flow runoff from the west. The calculated maxim~ onsite sheet flow depth varies
between about 0.5 and 1.0 feet. The east portion of the property is IQ41ated within a Federal Flood
Hazard Area that is desipted at 1.0 to 2.0 feet of depth, Zones AO·liUld A02.
The roadway drainage improvement requirements for a project of UJis type, assuming a public
roadway "Local Streets" lll'C: as required to provide all weather a(:cerssfor J00-year flows greater

tlum JOOcft. Jfthls requirefllfint is not metfor any reason, then an abvjaus disclosure must be made
on the final plat stating that all weather access is not provided to '!11/at:s. Required road association
agreements to this effect wiU be executed in addition to disclosing iWJ,t ill roadways are private and
Pima County will not be responsible for maintenance of the subject l'Qadways.

9

EXHIBIT 1
LOCATION MAP

10

~
12
~

07,08_---18 17

THIS PROJECT

l

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G:

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18

W. HUSKER LN.
:.::::
-..J

eJ<:

a
aV)

SITE LOCATION MAP

08 09
16

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17 16

~

SCALE: J" = 1 MILE

A PORTION OF THE SECTION 17, T-12-S, R-10-E
GILA AND SALT RIVER BASE AND MERIDIAN, PIMA COUNTY, ARIZONA

DElPH
. Drow,,, "'·
ERGIREERIRG,IRC.
221 North Court Avenue, Suite 103, Tucson, I>Z. 85701

Phone: 520.882.6568 - Fax; 520.882.6570

WoHW.delphengineering.com ~ del@delphenglneertng.com

Job Numb«

03035

LOCATION MAP

p ··" N

roJ ......,

arne

SILVERBELL TRAILS DRAINAGE STUDY

Drowing Number

EXHIBIT
1

EXHIBIT 2
FIRM MAP
II

I

I

'

::::J

t'+?"""'!

H. FJ!!CREST PL.

THIS PROJEC

t

W. HUSKER LH.

17

I

-·-- ...,....

I

·- _...

I
...... ·~-

II

I

jl:

I

3

~
z

~

ZONE 20
AO

I
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EXHIBIT 3
REGIONAL DRAINAGE AREAS
12

EXHIBIT4
AERIAL PHOTO AND FLOODPLAIN RATINGS
13

EXHIBIT 5
ROADWAY DRAINAGE EXHIBIT (BOUND
.
SEPARATELY)
14

APPENDIX A
HYDROLOGY
'

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: B
327.00

WATERSHED AREA (A) :

LENGTH OF WATERCOURSE (Lc):

acres
13000

ft

0

5200

LENGTH TO CENTER OF GRAVITY (Lea) :

MEAN SLOPE (Sc):

ft

INCREMENTAL CHANGE IN ELEV (Hi) - ft

INCREMENTAL CHANGE IN LENGTH (Li) - ft
13000

0

180.0
0

.0138

BASIN FACTOR (Nb):

ft

.0500

WATERSHED TYPE(S): VALLEY-sheetflow
RAINFALL VALUES

p 1
p 2

p 3
p 6

P24

2-YR

5-YR

10-YR

EVENT
25-YR

50-YR

100-YR

1.21
1.33
1. 40
1. 55
1. 85

1.59
1. 77
1. 88
2.10
2.57

1. 85
2.06
2.20
2.47
3.06

2.17
2.44
2 61
2 94
3 68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3,80
4.80

0

0

0

SOIL GROUPS
100. % B,

CN= 82,

IMPERVIOUS COVER=

COVER TYPE= DESERT BRUSH

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/i):
Tc ( FUNCTION OF i )
SOLUTION OF Tc (MINUTES) :
RAINFL INT. @ Tc (IN/HR):
RUNOFF RATE @ Tc (IN/HR):
PEAK DISCHARGE (CFS)

2-YR

5-YR

.123
171.39
267
.331
.041

.263
126.74
141
.769
.202

13

0

67

A--I

0

EVENT
25-YR
10-YR

50-YR

100-YR

,344
113 80
109
1.113
,382

.431
103.94
87
1.581
.682

.496
98.25
74
2.063
1. 024

.549
94.34
65
2 580
1.417

126.

225.

337.

0

0

467

0

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: B2
16.50

WATERSHED AREA (A) :

LENGTH OF WATERCOURSE (Lei:

acres
1920.

ft
960.

LENGTH TO CENTER OF GRAVITY (Lea) :
INCREMENTAL CHANGE IN LENGTH (Li)

ft

INCREMENTAL CHANGE IN ELEV (Hi) -

- ft

16.0

1920.
MEAN SLOPE (Sci :

. 0083

BASIN FACTOR (Nbl:

ft

.0500

WATERSHED TYPE IS): VALLEY-sheetf1ow
RAINFALL VALUES

p
p
p
p

1
2
3
6
P24

2-YR

5-YR

10-YR

1.21
1. 33
1. 40
1. 55
1. 85

1.59
1.77
1. 88
2.10
2.57

1. 85
2.06
2.20
2.47
3.06

EVENT
25-YR

50-YR

100-YR

2.17
2.44
2. 61
2. 94
3. 68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN= 82,

COVER TYPE= DESERT BRUSH

IMPERVIOUS COVER=

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/i) :
Tc I FUNCTION OF i I
SOLUTION OF Tc (MINUTES):
RAINFL INT. @ Tc (IN/HRI :
RUNOFF RATE @ Tc ( IN/HRI :
PEAK DISCHARGE (CFS)

2-YR

5-YR

.123
71.27
70
1.056
.130

.263
52.70
39
2.135
.561

2.17

9.32

A-Z..

EVENT
25-YR
10-YR

50-YR

100-YR

.344
47.32
31
2. 846
.978

.431
43.22
26
3.719
1.603

.496
40.85
22
4.673
2.318

.549
39.23
20
5.503
3.023

16.27

26.66

38.56

50.27

ft

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: C
455,00

WATERSHED AREA (A) :

LENGTH OF WATERCOURSE (Lc):

acres
15500.

ft
8000.

LENGTH TO CENTER OF GRAVITY (Lea) :
INCREMENTAL CHANGE IN LENGTH (Li) - ft

ft
INCREMENTAL CHANGE IN ELEV (Hi) - ft
200.0

15500.
MEAN SLOPE (Sc):

.0129

BASIN FACTOR (Nb):

ft

.0500

WATERSHED TYPE IS): VALLEY-sheetf1ow
RAINFALL VALUES

p 1
p 2
p 3
p 6
P24

2-YR

5-YR

10-YR

EVENT
25-YR

50-YR

100-YR

1. 21
1. 33
1. 40
1. 55
1. 85

1.59
1. 77
1. 88
2.10
2.57

1. 85
2.06
2.20
2.47
3.06

2.17
2.44
2.61
2.94
3.68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN= 82,

IMPERVIOUS COVER=

COVER TYPE= DESERT BRUSH

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/i):
Tc I FUNCTION OF i )
SOLUTION OF Tc (MINUTES):
RAINFL INT. @ Tc (IN/HR) :
RUNOFF RATE @ Tc (IN/HR):
PEAK DISCHARGE (CFS)

EVENT
10-YR
25-YR

2-YR

5-YR

.123
211.49
366
.254
.031

. 2 63
156.39
193
.590
.155

.344
140.42
150
,853
.293

14.

71.

134.

50-YR

100-YR

.431
128.25
118
1.235
.532

.496
121.24
101
1.594
.791

.549
116.41
89
1. 979
1.087

244.

363.

499.

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: D
180.00

WATERSHED AREA (A) :

acres
10000.

LENGTH OF WATERCOURSE (Lc) :

ft
5000.

LENGTH TO CENTER OF GRAVITY (Lea) :
INCREMENTAL CHANGE IN LENGTH (Li) - ft

ft

INCREMENTAL CHANGE IN ELEV (Hi) - ft

10000.
MEAN SLOPE (Sc):

.0130

130.0
ft

BASIN FACTOR (Nb):

.0500

WATERSHED TYPE(S): VALLEY-sheetflow
RAINFALL VALUES

p 1

p 2
p 3
p 6

P24

2-YR

5-YR

10-YR

EVENT
25-YR

50-YR

100-YR

1.21
1. 33
1. 40
1. 55
1. 85

1.59
1. 77
1. 88
2.10
2.57

1.85
2.06
2.20
2.47
3.06

2.17
2.44
2.61
2.94
3.68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN~

IMPERVIOUS

COVER~

82,

COVER

TYPE~

DESERT BRUSH

COVER

DENSITY~

30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/il:
Tc ( FUNCTION OF i )
SOLUTION OF Tc (MINUTES) :
RAINFL INT. @ Tc (IN/HR):
RUNOFF RATE @ Tc (IN/HR):
PEAK DISCHARGE (CFS)

EVENT
10-YR
25-YR

2-YR

5-YR

.123
160.57
241
.362
.045

.263
118.74
128
. 835
. 219

.344
106.61
99
1. 204
.414

8.11

39.80

75.06

50-YR

100-YR

.431
97.37
78
1.733
.747

.496
92.05
67
2.246
1.114

. 549
88.38
59
2.793
l. 534

135.59

202.21

278.35

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: 1
WATERSHED AREA (A) :

672. 00

LENGTH OF WATERCOURSE (Lc) :

acres
17550.

ft

LENGTH TO CENTER OF GRAVITY (Lea) :

9000.

INCREMENTAL CHANGE IN LENGTH (Li) - ft

ft
INCREMENTAL CHANGE IN ELEV (Hi) - ft

17550.
MEAN SLOPE (Sci :

. 0123

216.0
BASIN FACTOR (Nb):

ft

.0500

WATERSHED TYPE(S): VALLEY-sheetf1ow
RAINFALL VALUES

p
p
p
p

1
2
3
6
P24

2-YR

5-YR

10-YR

1.21
1.33
1. 40
1.55
1. 85

1. 59
1. 77

1. 85

1. 88
2.10
2.57

2.06
2.20
2.47
3.06

EVENT
25-YR

50-YR

100-YR

2.17
2.44
2.61
2. 94
3. 68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN= 82,

IMPERVIOUS COVER=

COVER TYPE= DESERT BRUSH

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/i):
Tc ( FUNCTION OF i I
SOLUTION OF Tc (MINUTES):
RAINFL INT. @ Tc ( IN/HR) :
RUNOFF RATE @ Tc (IN/HR) :
PEAK DISCHARGE (CFS)

EVENT
10-YR
25-YR

2-YR

5-YR

.123
231.76
423
.222
.027

.263
171.38
223
.521
.137

.344
153.87
172
. 762
. 262

19.

93.

177.

A-~

50-YR

100-YR

.431
140.54
135
1.103
.475

.496
132. 8 6
115
1. 437
. 713

.549
127.56
101
1.786
.981

322.

483.

665.

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: 2
689.00

WATERSHED AREA (A) :

LENGTH OF WATERCOURSE (Lc) :

acres
18250.

ft
9125.

LENGTH TO CENTER OF GRAVITY (Lea):

ft

INCREMENTAL CHANGE IN ELEV (Hi) - ft

INCREMENTAL CHANGE IN LENGTH (Li) - ft

220.0

18250.
MEAN SLOPE (Sci :

. 0121

BASIN FACTOR (Nb):

ft

.0500

WATERSHED TYPE(S): VALLEY-sheetflow
RAINFALL VALUES

p
p
p
p

1
2
3
6
P24

2-YR

5-YR

10-YR

1. 21
1. 33
1. 40
1. 55
1. 85

1.59
1. 77
1. 88
2.10
2.57

1. 85
2.06
2.20
2.47
3.06

EVENT
25-YR

50-YR

100-YR

2.17
2.44
2.61
2.94
3.68

2.47
2.78
2.99
3.38
4.24

2.77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN= 82,

IMPERVIOUS COVER=

COVER TYPE= DESERT BRUSH

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/il:
Tc ( FUNCTION OF i I
SOLUTION OF Tc (MINUTES):
RAINFL INT. @ Tc (IN/HRI :
RUNOFF RATE @ Tc (IN/HR):
PEAK DISCHARGE (CFS)

EVENT
25-YR
10-YR

50-YR

100-YR

2-YR

5-YR

.123
237.43
440
.214
.026

.263
175.57
231
.505
.133

.344
157.64
178
.741
.255

.431
143.98
140
1.070
. 461

.496
136.11
119
1. 399
.694

.549
130.68
105
1.731
.951

18.

92.

177.

320.

482.

660.

A-b

PROJECT NAME AND LOCATION: SILVERBELL
DRAINAGE CONCENTRATION POINT: 3
386.00

WATERSHED AREA (A) :

LENGTH OF WATERCOURSE (Lei:

acres
15000.

ft

5800.

LENGTH TO CENTER OF GRAVITY (Lea) :

ft
INCREMENTAL CHANGE IN ELEV (Hi) - ft

INCREMENTAL CHANGE IN LENGTH (Li) - ft

180.0
22.0

13300.
2000.
MEAN SLOPE (Sci:

. 0132

BASIN FACTOR (Nb):

ft

.0500

WATERSHED TYPE(S): VALLEY-sheetf1ow
RAINFALL VALUES

p 1
p 2
p 3
p 6

P24

2-YR

5-YR

10-YR

EVENT
25-YR

50-YR

100-YR

1.21
1. 33
1. 40
1.55
1.85

1.59
1. 77
1. 88
2.10
2.57

1. 85
2.06
2.20
2.47
3.06

2.17
2.44
2.61
2. 94
3.68

2.47
2.78
2.99
3.38
4.24

2. 77
3.12
3.35
3.80
4.80

SOIL GROUPS
100. % B,

CN= 82,

IMPERVIOUS COVER=

COVER TYPE= DESERT BRUSH

COVER DENSITY= 30 %

1. %

RAINFALL/RUNOFF AND PEAK DISCHARGE DATA

RUNOFF SUPPLY RATE (q/i):
Tc ( FUNCTION OF i I
SOLUTION OF Tc (MINUTES):
RAINFL INT. @ Tc I IN/HR) :
RUNOFF RATE @ Tc (IN/HR):
PEAK DISCHARGE (CFS)

2-YR

5-YR

.123
188.69
308
.294
.036

.263
139.53
163
.681
.179

14.

70.

EVENT
25-YR
10-YR

50-YR

100-YR

.344
125.28
126
.988
.340

.431
114.43
100
1. 410
. 608

.496
108 .1 7
85
1. 836
. 911

.549
103.86
75
2.283
1.254

132.

236.

354.

488.

•
•
•II
•
•

APPENDIX B
EXISTING CULVERT RATINGS

Delph Engineering Inc. I xxxxxxxxxxxxxxxxxxx
8/30/2003

Culvert Design Data
Silverbell Trails

Alignment: Husker Ln.

Culvert
No.

Road
Elevation

Station

Pipe
Type/Size

1
2
3
4
5
23

2016.45
2014.44
2011.95
2001.49
1999.48
17

50+15
53+42
57+38
69+87
73+58
50+79

(2) 24'' CMP'S
(2) 18" CMP'S
(2) 18" CMP'S
(2) 18" CMP'S
(1) 18" CMP
(1)18"CMP

Pipe
Type/Size

Length
(ft)

U/S Invert
(ft)

DIS Invert

(ft)

Qcap
(cfs)

40
40
40
40
40
40

2014.36
2013.07
2010.57
2000.38
1998.07
15.00

2014.15
2012.60
2010.35
1999.76
1997.74
14.50

21.80
8.90
8.50
5.90
4.6
7.63

Length
(ft)

U/S Invert
(ft)

D/S Invert
(ft)

Qcap
(cfs)

40
40
40
40
40
40
40

1996.87
1996.55
1999.44
2000.37
2001.2
2003.8
2004.91

1995.25
1996.00
1999.04
1999.99
2000.80
2003.63
2004.48

30.3
7.25
9.35
4.95
4.7
3.85
23.2

Alignment: Needmore Wy.

Culvert
No.

Road
Elevation

Station

6
7
8
9
10
11
12

1998.89
1998.44
2001.29
2001.84
2002.62
2005.12
2007 03

75+53
75+40
66+19
62+71
60+73
54+ 56
51+55

(3)
(1)
(1)
(1)
(1)
(1)
(2)

24" CMP'S
18" CMP
24" CMP
18" CMP
18" CMP
18" CMP
24" CMP

Alignment: Michelob Ln.

Culvert
No.

Road
Elevation

Station

Pipe
Type/Size

Length
(ftl

U/S Invert
(ft)

D/S Invert
(ftl

Qcap
lets)

13

2009.84
2009.55

44+37
40+32

(1) 18" CMP
(1) 18" CMP

40
40

2007.98
2007.8

2007.47
2007.56

7.05
6

14

Alignment: Lickskillet Ln.

Culvert
No.

Road
Elevation

Station

Pipe
Type/Size

Length
(ft)

U/S Invert
(ftl

D/S Invert
(ft)

Qcap
(cfs)

15

2014.32

38+37

(1) 18" CMP

40

2012.32

2012.6

5.22

Pipe
Tvpe/Size

Length
(ft)

U/S Invert
(ft)

D/S Invert
(ftl

Qcap
(ctsi

40
40
40
40
40
40
40

2021.95
2021.49
2018.5
2018.16
2017.99
2017.7
2016.69

2021.43
2021.24
2018.18
2017.39
2017.78
2017.34
2016.51

8.1
6.85
14.05
14.06
6.15
7.27
9.5

Alignment: Sooner Ln.

Culvert
No.

Road
Elevation

Station

16
17
18
19
20
21
22

2023.67
2023.48
2020.47
2020.02
2019.79
2019.72
2018.19

24+53
30+59
38+17
39+54
40+29
40+62
45+30

(1)
(1)
(2)
(2)
(1)
(1)
(2)

24" CMP
18" CMP
18" CMP
18" CMP
18" CMP
18" CMP
18" CMP

B>-l

Culvert Analysis Report
CULVERT 1: Husker ln. West Sta. 50+15
Analysts Component
Design

Storm Event

Discharge

21.80 cfs

Peak Discharge Method: User-Specified

21.80 cfs

Design Discharge

0.00 cfs

Check Discharge

Tailwater Conditions: Constant Tailwater

2,01515 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-24 inch Circular

21.80 cfs

2,016.45 ft

5.63 ftls

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:24 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

R-7

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 1: Husker ln. West Sta. 50+15
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,016.45 ft

Discharge

Inlet Control HW Elev

2,016.29 ft

Tailwater Elevation

Outlet Control HW Elev

2,016.45 ft

Control Type

Headwater Depth/ Height

21.80 cfs
2,015.15 ft

Outlet Control

1.05

Grades
Upstream Invert
Length

2,014.36 ft

Downstream Invert

2,014.15 ft

40.00 ft

Constructed Slope

0.005250 ftlft

Hydraulic Profile

Profile
Slope Type
Flow Regime
Velocity Downstream

Depth, Downstream

M2

1.18 ft

Mild

Normal Depth

N/A ft

Subcritical

Critical Depth

1.18 ft

5.63 ftls

Crif1cal Slope

0.018278 ftlft

Section
Section Shape
Section Material

Section Size
Number Sections

Circular
CMP

24inch

Mannings Coefficient
Span
Rise

0.024
2.00 ft
2.00 ft

2

Outlet Control Properties
Outlet Control HW Etev

Ke

2,016.45 ft
0.90

Upstream Velocity Head

0.25 ft

Entrance Loss

0.22 ft

Flow Control

N/A

Area Full

6.3 ft'

Inlet Control Properties

Inlet Control HW Elev
Inlet Type

2,016.29 ft

Projecting

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: Si!verbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07"40:24 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CufvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 2: Husker ln. East Sta. 53+42
Analysis Component
Design

Storm Event

Discharge

8.90 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

8.90 cfs

Design Discharge

Tailwater Conditions: Constant Tai!water
2,013.35 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-18 inch Circular

8.90 cfs

2,014.44 ft

4.58 ftls

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:13 AM
© Haeslad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

R-LI

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 2: Husker ln. East Sta. 53+42
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

Inlet Control HW Elev
Outlet Control HW Elev
Headwater Depth/ Height

2,014.44 ft
2,014.35 ft
2,014.44 ft

8.90 cfs
2,013.35 ft

Discharge
Tailwater Elevation
Control Type

Outlet Control

0.91

Grades
Upstream Invert
Length

2,013.07 ft
40.00 ft

Downstream Invert
Constructed Slope

2,012.60 ft
0.011750 ftlft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

Depth, Downstream

M2
Mild

Normal Depth

Subcritical

Critical Depth

4.58 ftls

Critical Slope

0.81
0.94
0.81
0.018986

ft
ft
ft
ftlft

Section
Section Shape
Section Material
Section Size
Number Sections

Circular

CMP
18 inch

Mannings Coefficient
Span
Rise

0.024
1.50 ft
150 ft

2

Outlet Control Properties

Outlet Control HW Elev

Ke

2,014.44 ft
0.90

Upstream Velocity Head
Entrance Loss

0.22 ft
0.20 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K
M

c
y

2,014.35 ft
Projecting

0.03400
1.50000
0.05530
0.54000

Project Title: Silverbell Trails ~ Drainage Report
p.\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:13 AM
© Haestad Methods, Inc

Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale

N/A

3.5 If
2
3

Equation Form

Frontier Engineering
37 Brookside Road Waterbury. CT 06708 USA

Project Engineer: Kent Detpl
CutvertMaster v1.1
(203) 755-1666
Page 2 of:

Culvert Analysis Report
CULVERT 3: Husker Ln. East Sta. 57+38
Analysis Component
Design

Storm Event

Discharge

8.50 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

8.50 cfs

Design Discharge

Taitwater Conditions· Constant Tailwater
2,011 .1 0 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-18 inch Circular

8.50 cfs

2,011.95 ft

4.50 ft/s

Weir

Not Considered

N/A

N/A

N/A

Project Title· Silverbell Trails- Drainage Report
p:\03035 - silverbell trails\s!lverbe cvm
09/30/03 07:41:27 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 3: Husker Ln. East Sta. 57+38
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,011.95 ft

Discharge

Inlet Control HW E!ev

2,011.81 ft

Tailwater Elevation

Outlet Control HW Elev

2,011.95 ft

Control Type

Headwater Depth/ Height

8.50 cfs
2,011.10 ft
Outlet Control

0.92

Grades
Upstream Invert
Length

2,010.57 ft

Downstream Invert

2,010.35 ft

40.00 ft

Constructed Slope

0.005500 ftlft

M2

Depth, Downstream

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

0 79 ft

Mild

Normal Depth

1.24 ft

Subcritical

Critical Depth

0.79 ft

4.50 ftls

Critical Slope

0.018723 ftlft

Section

Section Shape
Section Material

Circular

Section Size

18 inch

Number Sections

CMP

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.15 ft

Entrance Loss

0.13 ft

Flow Control

N/A

2

Outlet Control Properties
Outlet Control HW Elev

Ke

2,011.95 ft
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K

2,011.81 ft

Projecting

Area Full

3.5

0.03400

HDS 5 Chart

2
3

M

1 50000

HDS 5 Scale

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails- Oramage Report
P'\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:27 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

(.2..7

w

Project Engineer: Kent Oelp
CulvertMaster v1
(203) 755-1666
Page 2 of

Culvert Analysis Report
CULVERT 4: Husker Ln. East Sta. 69+87
Analysis Component
Design

Storm Event

Discharge

5.90 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

5.90 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater
2,000.51 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-18 inch Circular

5.90 cfs

2,001.49 ft

3.34 fUs

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell tralls\silverbe.cvm
09/30/03 07:41:33 AM
© Haestad Methods, Inc

Project Engineer: Kent
Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

(203) 755-1666

Delp~

CulvertMaster v1 .C
Page 1 of:<

Culvert Analysis Report
CULVERT 4: Husker Ln. East Sta. 69+87
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation
Inlet Control HW Elev
Outlet Control HW Elev
Headwater Depth/ Height

2.00149 ft
2.001.35 ft
2,00149 ft
0.74

5.90 cfs
2,000 51 ft

Discharge
Tailwater Elevation
Control Type

Outlet Control

Grades
Upstream Invert
Length

2,000.38 ft
40.00 ft

Downstream Invert
Constructed Slope

1,999.76 ft
0.015500 ftift

Hydraulic Profile
Profile

Slope Type

Flow Regime
Velocity Downstream

M1

Depth, Downstream

Mild

Normal Depth

Subcritical

Critical Depth

3.34 ftis

Critical Slope

0.75
0 67
0.65
0.017424

ft
ft
ft
ftift

Section
Section Shape

Circular

Mannings Coefficient

Section Material

CMP
18inch
2

Span

Section Size
Number Sections

Rise

0.024
1.50 ft
1.50 ft

Outlet Control Properties
Outlet Control HW Elev

Ke

2,00149 ft
0.90

Upstream Velocity Head
Entrance Loss

0.23 ft
0.20 ft

Inlet Control Properties

Inlet Control HW Elev
Inlet Type

K
M

c
y

2.001.35 ft
Projecting

0.03400
1.50000
0.05530
0.54000

Project Title: Sifverbell Trails - Drainage Report
p:\03035- silverbell tralls\silverbe.cvm
09130103 07:41:33 AM
© Haestad Methods, Inc

Flow Control

N/A

Area Full

3.5 ft'
2
3

HDS 5 Chart
HDS 5 Scale
Equation Form

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delpl
CulvertMaster v1 .{
(203) 755-1666
Page 2 of~

Culvert Analysis Report
CULVERT 5: Husker Ln. East Sta. 73+58
Analysis Component
Design

Storm Event

Discharge

4.60 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

4.60 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater
1,998.49 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

4.60 cfs

1,999.48 ft

4.63 fUs

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:38 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury. CT 06708 USA

Project Engineer: Kent Oelpl
CutvertMaster v1.1
(203) 755-1666

Page 1 of:

•
•
•
•
•
•
•
•
•
•
•
~

Culvert Analysis Report
CULVERT 5: Husker Ln. East Sta. 73+58
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

1,999.48 ft

Discharge

Inlet Control HW Elev

1,999.38 ft

Tailwater Elevation

Outlet Control HW Elev

1,999.48 ft

Control Type

Headwater Depth/ Height

4.60 cfs
1,998.49 ft
Outlet Control

0.94

Grades
Upstream Invert

Length

1,998.07 ft

Downstream Invert

40.00 ft

Constructed Slope

1,997.74 ft
0.008250 ft/ft

Hydraulic Profile
Profile
Slope Type

Flow Regime
Velocity Downstream

Depth, Downstream

0.82 ft

Mild

Normal Depth

1 10 ft

Subcritical

Critical Depth

M2

4.63 ft:ls

Critical Slope

0.82 ft
0.019153 ft/ft

Section
Section Shape

Section Material
Section Size

Circular

CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Number Sections

Outlet Control Properties

Outlet Control HW Elev

Ke

1,999.48 ft
0.90

Upstream Velocity Head

0.18 ft

Entrance Loss

0.16 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

NIA

1,999.38 ft
Projecting

Flow Control
Area Full

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

1.8 ft'

~

•
•
•
•

Project Title: Sifverbell Trails - Dra1nage Report
p.\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:38 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

g.__}/

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 6: Needmore Wy Sta. 75+53
Analysis Component

Design

Storm Event

Discharge

30.30 cfs

Peak Discharge Method: User-Specified

30.30 cfs

Design Discharge

Check Discharge

0.00 cfs

Tailwater Conditions: Constant Tailwater

1,996.25 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

3-24 inch Circular

Weir

Not Considered

30.30 cfs
NIA

1,998.89 ft
NIA

7.46 ftls
NIA

Project Title: Silverbell Trails- Dramage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:51 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delpl
CulvertMaster v1.!
(203) 755-1666
Page 1 of:

Culvert Analysis Report
CULVERT 6: Needmore Wy Sta. 75+53
Component:Culvert-1
Culvert Summary

Computed Headwater Elevation

1,998.89 ft

Discharge

Inlet Control HW Elev

1,998.67 ft
1,998.89 ft

Tailwater Elevation

Outlet Control HW Elev

Headwater Depth/ Height

Control Type

30.30 cfs
1,996.25 ft
Entrance Control

1.01

Grades
Upstream Invert
Length

1,996.87 ft

Downstream Invert

40.00 ft

Constructed Slope

S2
Steep

Normal Depth

1,995.25 ft
0.040500 ftlft

Hydraulic Profile
Profile

Slope Type
Flow Regime
Velocity Downstream

Depth, Downstream

Supercritical

Critical Depth

7.46 ftls

Critical Slope

0.89 ft
0 89 ft
1.14 ft
0.017786 ftlft

Section

Section Shape
Section Material

Circular

Section Size

24 inch

Number Sections

CMP

Mannings Coefficient

0.024

Span

2.00 ft

Rise

2.00 ft

Upstream Velocity Head
Entrance Loss

0.47 ft
0.42 ft

Flow Control

N/A

3

Outlet Control Properties
Outlet Control HW Elev

Ke

1,998.89 ft
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

1,998.67 ft
Projecting

Area Full

K

0.03400

M

1.50000

HDS 5 Chart
HDS 5 Scale

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Tra11s - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:51 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

9.4 ft'
2

3

Project Engineer: Kent Oelt
CulvertMaster v1
(203) 755-1666
Page 2 o·

Culvert Analysis Report
CULVERT 7: Needmore Wy Sta. 75+40
Analysis Component
Design

Storm Event

Discharge

7.25 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified
7.25 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater
1,996.75 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

1,998.44 ft

Weir

Not Considered

7.25 cfs
NIA

5.53 ftls
NIA

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:56 AM
© Haestad Methods, Inc

NIA

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Del
CulvertMaster vi
(203) 755-1666
Page 1 o

Culvert Analysis Report
CULVERT 7: Needmore Wy Sta. 75+40
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

1,998.44 ft

Discharge

Inlet Control HW Elev

1,998.37 ft

Tailwater Elevation

Outlet Control HW Elev

1,998.44 ft

Control Type

Headwater Depth/ Height

7.25 cfs
1 ,996.75 ft

Outlet Control

1.26

Grades
Upstream Invert
Length

1,996.55 ft

Downstream Invert

40.00 ft

Constructed Slope

M2

Depth. Downstream

1,996.00 ft
0.013750 ftlft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

Mild

Normal Depth

Subcritical

Critical Depth

5.53 ftls

Critical Slope

1.04 ft

NIA ft
1.04 ft
0.023580 ftlft

Section
Section Shape
Section Material
Section Size

Circular
CMP

18 inch

Mannings Coefficient

0.024

Span

150 ft

Rise

150 ft

Upstream Velocity Head

Entrance Loss

0 30 ft
0.27 ft

Flow Control

NIA

Number Sections

Outlet Control Properties
Outlet Control HW Elev

Ke

1,998.44 ft
0.90

Inlet Control Properties
Inlet Control HW Efev
Inlet Type

1,998.37 ft

Projecting

1.8 ft'

Area Full

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: S'llverbell Trails - Drainage Report
p·\03035- silverbell trails\silverbe.cvm
09/30/03 07:41:56 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Q._J ~

Project Engineer: Kent Delpl
CulvertMaster v1 .I
(203) 755-1666
Page 2 of;

Culvert Analysis Report
CULVERT 8: Needmore Wy Sta. 66+19
Analysis Component
Design

Storm Event

Discharge

9.35 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

9.35 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

2,000.04 ft

Tailwater Elevation

Name

Description

Discharge

HWEiev

Velocity

Culvert-1

1-24 inch Circular

9.35 cfs

2,001.29 ft

5.33 ft/S

Weir

Not Considered

N/A

N/A

N/A

Project Title· s·,lverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07-42:02 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brooks'1de Road
Waterbury, CT 06708 USA

D- I/_

Project Engineer: Kent Delph
CulvertMaster v1.C
(203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 8: Needmore Wy Sta. 66+19
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,001.29 ft

Discharge

Inlet Control HW Elev

2,001.17 ft

Tailwater Elevation

Outlet Control HW Elev

2,001.29 ft

Control Type

Headwater Depth/ Height

9 35 cfs
2,000.04 ft
Outlet Control

0.93

Grades
Upstream Invert
Length

1,999.44 ft

Downstream Invert

1,999.04 ft

40.00 ft

Constructed Slope

0.010000 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

M2

Depth, Downstream

Mild
Subcritical

Normal Depth

Critical Depth

5.33 ft/s

Critical Slope

1.09 ft
1.31 ft
1.09 ft
0.017357 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections

Circular
CMP
24inch

Mannings Coefficient

0.024

Span

2.00 ft

Rise

2.00 ft

Upstream Velocity Head

0.29 ft

Entrance Loss

0.26 ft

1

Outlet Control Properties

Outlet Control HW Elev

Ke

2,001.29 ft
0.90

Inlet Control Properties

Inlet Control HW Elev
Inlet Type

2,001 17 ft
Projecting

Flow Control

NIA

Area Full

3.1 ft'

K

0.03400

HDS 5 Chart

2

M

1 .50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: SHverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:42:02 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1_C
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 9: Needmore Wy Sta. 62+71
Analysis Component

Design

Storm Event

Discharge

4.95 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

4.95 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

2,000.74 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

4.95 cfs

2,001.84 ft

4.75 ft/s

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbeU trails\silverbe.cvm
09/30/03 07:42:07 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delp
CulvertMaster v1
(203) 755-1666

Page 1 of

I

•
•

I
I

I

Culvert Analysis Report
CULVERT 9: Needmore Wy Sta. 62+71
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,001.84 ft

Discharge

Inlet Control HW Elev

2,001.75 ft

Tailwater Elevation

outlet Control HW Elev

2,001.84 ft

Control Type

Outlet Control

0.98

Headwater Depth/ Height

Grades
Upstream Invert

Length

r

Hydraulic Profile

•j

Velocity Downstream

2,000.37 ft

Downstream Invert

40.00 ft

Constructed Slope

M2

Profile

1,999.99 ft
0.009500 ft/ft

Depth, Downstream

0.86 ft

Mild

Normal Depth

1 '1 0 ft

Subcritical

Critical Depth

Slope Type
Flow Regime

4.75 ftls

Critical Slope

0 86 ft
0.019626 ft/ft

Section
Section Sllape
Section Material
Section Size

~

4.95 cfs
2,000.74 ft

Number Sections

Circular

CMP

a

1 inch

Mannings Coefflctent

0.024

Span

1.50 ft

Rise

1.50 ft

1

Outlet Control Properties

I
I
I
I
I

!.

Outlet Control HW Elev

Ke

2,001.84 ft
0.90

Upstream Velocity Head

0.20 ft

Entrance Loss

0.18 ft

Flow Control

N/A

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K

2,001.75 ft

Projecting

0 03400

Area Full

1.8

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

1

y

0.54000

ProJect Title: Si!verbe!! Tra'1ls - Drainage Report
p:\03035- silverbe!! trails\silverbe.cvm
09/30/03 07:42:07 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

w

Project Engineer: Kent Delph
CulvertMaster v1 .0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 10: Needmore Wy Sta. 60+73
Analysis Component
Design

Storm Event

Discharge

4.70 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

4.70 cfs

Design Discharge

Taifwater Conditions Constant Tailwater
2,001.55 ft

TaHwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

4.70 cfs

2,002.62 ft

4.66 ftls

Weir

Not Considered

NIA

NIA

NIA

Project Title· SilverbeH Trails- Drainage Report
p:\03035- silverbeH trails\Silverbe.cvm
09!30!03 07:39:21 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

R- ?

n

Project Engineer: Kent Oelpt
CulvertMaster v1 C
(203) 755-1666
Page 1 of;;

Culvert Analysis Report
CULVERT 10: Needmore Wy Sta. 60+73
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,002.62 ft

Discharge

Inlet Control HW Elev

2,002.53 ft

Tailwater Elevation

Outlet Control HW Elev

2,002.62 ft

Control Type

Headwater Depth/ Height

4.70 cfs
2,001.55 ft
Outlet Control

0.95

Grades
Upstream Invert

Length

2,001.20 ft

Downstream Invert

2,000.80 ft

40.00 ft

Constructed Slope

0.010000 ftlft

M2

Depth, Downstream

Hydraulic Profile

Profile
Slope Type

Flow Regime
Velocity Downstream

0.83 ft

Mild

Normal Depth

1.04 ft

Subcritical

Critical Depth

0.83 ft

4.66 ft/s

0.019274 ft/ft

Critical Slope

Section
Section Shape
Section Material
Section Size

Circular
CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Number Sections

Outlet Control Properties
Outlet Control HW Elev

Ke

2,002.62 ft
0.90

Upstream Velocity Head

0.21 ft

Entrance Loss

0.18 ft

Flow Control

N/A

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,002.53 ft
Projecting

1.8 ft'

Area Full

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

1~

Project Title: Sllverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe_cvm
09/30/03 07:39:21 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

CL

~I

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 11: Needmore Wy Sta. 54+56
Analysis Component
Design

Storm Event

Discharge

3.85 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

3.85 cfs

Design Discharge

Tailwater Conditions: Constant Tai!water
2,004.38 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

3.85 cfs

2,005.12 ft

4.35 ft!s

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- SilverbeU trails\silverbe.cvm
09/30/03 07:39:29 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Q_'")'") '

Project Engineer_ Kent Del~
CulvertMaster v1
(203) 755-1666

Page 1 of

Culvert Analysis Report
CULVERT 11: Needmore Wy Sta. 54+56
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,005.12 ft

Discharge

Inlet Control HW Elev

2,004.96 ft

Tallwater Elevation

Outlet Control HW Elev

2,005.12 ft

Control Type

Headwater Depth/ Height

3 85 cfs
2,004 38 ft

Outlet Control

0.88

Grades
Upstream Invert
Length

2,003.80 ft

Downstream Invert

40.00 ft

Constructed Slope

2,003.63 ft
0 004250 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime

Velocity Downstream

Depth, Downstream

M2

0.75 ft

Mild

Normal Depth

1.29 ft

Subcritical

Critical Depth

0.75 ft

4.35 ft/s

Critical Slope

0.018285 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections

Circular
CMP

18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.12 ft

Entrance Loss

0. 11 ft

1

Outlet Control Properties
Outlet Control HW Elev

Ke

2,005.12 ft
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,004.96 ft
Projecting

Flow Control

N/A

Area Full

1.8 ft'

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails- Drainage Report
P \03035- silverbell trails\silverbe.cvm
09/30/03 07:39:29 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

{2 _I')?

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of2

Culvert Analysis Report
CULVERT 12: Needmore Wy Sta. 51+55
Analysis Component
Design

Storm Event

23.20 cfs

Discharge

Peak Discharge Method: User-Specified
23.20 cfs

Design Discharge

0.00 cfs

Check Discharge

Tailwater Conditions: Constant Tailwater

2,005.23 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-24 inch Circular

23.20 cfs

2,007.03 ft

5.76 fUs

Weir

Not Considered

N/A

N/A

N/A

Project Title. Silverbell Trails- Drainage Report
p.\03035- stlverbell trails\stlverbe.cvm
09/30/03 07:39:36 AM
© Haestad Methods, Inc.

Project Engineer: Kent Delph
Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

Q_') 4

(203) 755-1666

CulvertMaster v1.0
Page 1 of 2

Culvert Analysis Report
CULVERT 12: Needmore Wy Sta. 51+55
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation
Inlet Control HW Elev
Outlet Control HW Elev

Headwater Depth/ Height

2,007.03 ft
2,006.93 ft
2,007 03 ft
1 06

23.20 cfs
2,005.23 ft

Discharge

Tailwater Elevation
Control Type

Outlet Control

Grades
Upstream Invert
Length

2,004.91 ft
40.00 ft

Downstream Invert
Constructed Slope

2,004.48 ft
0.010750 ftlft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

M2

Depth, Downstream

Mild

Normal Depth

Subcritical

Critical Depth

5.76 ftls

Critical Slope

1.22
1.50
1.22
0.018745

ft
ft
ft
ftlft

Section

Section Shape
Section Material
Section Size

Number Sections

Circular

CMP
24inch

Mannings Coefficient
Span
Rise

0024
2.00 ft
2.00 ft

2

Outlet Control Properties

Outlet Control HW Elev

Ke

2,007.03 ft
0.90

Entrance Loss

0.34 ft
0.31 ft

Flow Control

N/A

Upstream Velocity Head

Inlet Control Properties

Inlet Control HW Elev
Inlet Type

K
M

c
y

2,006.93 ft
Projecting

0.03400
1.50000
0.05530
0.54000

Project Title: Silverbell Trails- Dra1nage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:39'36 AM
© Haestad Methods, Jnc

Area Full

HDS 5 Chart
HDS 5 Scale

6.3 ft'
2
3

Equation Form

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Dell
CulvertMaster v1
(203) 755-1666
Page 2 o1

Culvert Analysis Report
CULVERT 13: Michelob Ln. Sta. 44+37
Analysis Component
Design

Storm Event

Discharge

7.05 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified
7.05 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

2,008.22 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

7.05 cfs

Not Considered

NIA

2.009 84ft
NIA

5.46 fVs

Weir

Project Title: Silverbell Trails- Dramage Report
p:\03035- silverbe!l trails\silverbe.cvm
D9/3D/03 07:39:44 AM
© Haestad Methods, Inc

NIA

Project Engineer: Kent Del
Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

C2.- ') /_

(203) 755-1666

CulvertMaster vPage 1 a

Culvert Analysis Report
CULVERT 13: Michelob Ln. Sta. 44+37
Component: Culvert-1
Culvert Summary

Computed Headwater Elevation

2,009.84 ft

Discharge

Inlet Control HW Elev

2,009.76 ft

Tailwater Elevation

Outlet Control HW Elev

2,009.84 ft

Control Type

Headwater Depth/ Height

7.05 cfs
2,008.22 ft
Outlet Control

1.24

Grades
Upstream Invert
Length

2,007.98 ft

Downstream Invert

2,007.47 ft

40.00 ft

Constructed Stope

0 012750 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

M2

Depth, Downstream

Mild

Normal Depth

Subcritical

Critical Depth

5.46 ft/s

Critical Slope

1.03 ft
N/A ft
1.03 ft
0.023139 ft/ft

Section
section Shape
Section Material
Section Size
Number Sections

Circular
CMP
18 inch

Mannings Coefficient
Span
Rise

0.024
1.50 ft
1.50 ft

1

Outlet Control Properties
Outlet Control HW Etev

Ke

2,009.84 ft
0 90

Upstream Velocity Head

0.29 ft

Entrance Loss

0.26 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,009.76 ft
Projecting

Flow Control

N/A

Area Full

1.8 ft'

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails- Drainage Report
p:\03035 - silverbell trails\silverbe.cvm
09/30/03 07:39:44 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

0

.., '"7

Project Engineer: Kent Dell=
CulvertMaster v1
(203) 755-1666
Page 2 of

Culvert Analysis Report
CULVERT 14: Michelob Ln. Sta. 40+32
Analysis Component
Design

Storm Event

Discharge

6.00 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified
6.00 cfs

Design Discharge

Tallwater Conditions: Constant Tailwater
2,008.31 ft

Taitwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

6.00 cfs

2,009.55 ft

5.11 ftls

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:39:51 AM
© Haestad Methods, Inc

Project Engineer: Kent Del,:
Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

CulvertMaster v1
(203) 755-1666

Page 1 of

Culvert Analysis Report
CULVERT 14: Michelob Ln. Sta. 40+32
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,009.55 ft

Inlet Control HW Elev

2,009.38 ft

Discharge
Tailwater Elevation

Outlet Control HW Elev

2,009.55 ft

Control Type

Headwater Depth/ Height

6.00 cfs
2,008.31 ft

Outlet Control

1.16

Grades
Upstream Invert
Length

2,007.80 ft

Downstream Invert

2,007.56 ft

40.00 ft

Constructed Slope

0.006000 ftlft

Hydraulic Profile

Profile
Slope Type
Flow Regime
Velocity Downstream

M2
Mild

Subcritical
5.11 ftls

Depth, Downstream

0.95 ft

Normal Depth
Critical Depth

N/A ft
0.95 ft

Critical Slope

0.021193 ftlft

Section

Circular
CMP

Mannings Coefficient

Section Material

Span

1.50 ft

Section Size

18 inch

Rise

1.50 ft

Section Shape

Number Sections

0.024

1

Outlet Control Properties

Outlet Control HW Elev

Ke

2,009.55 ft
0.90

Upstream Velocity Head

0.19 ft

Entrance Loss

0.17 ft

Flow Control

N/A

Area FuJI

1.8 ft'
2

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K

2,009.38 ft
Projecting
0.03400

HDS 5 Chart

M

1.50000

HDS 5 Scale

c

0.05530

Equation Form

y

0.54000

Project Tille: Silverbel! Trails- Drainage Report
p:\03035- silverbell trails\siJverbe_cvm
09/30!03 07:39:51 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

3

Project Engrneer. Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 15: Lickskillet Ln. Sta. 38+37
Analysis Component
Design

Storm Event

Discharge

5.22 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

5.22 cfs

Design Discharge

Tailwater Conditions: Constant Taitwater

2,013.35 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

5.22 cfs

2,014.32 ft

4.85 ftls

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbeiJ trails\silverbe.cvm
09/30/03 07:39:57 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
{203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 15: Lickskillet Ln. Sta. 38+37
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,014.32 ft

Discharge

Inlet Control HW Elev

2,014.04 ft

Tailwater Elevation

Outlet Control HW Elev

2,014.32 ft

Control Type

Headwater Depth/ Height

5.22 cfs
2,013.35 ft
Outlet Control

1.33

Grades
Upstream Invert
Length

2,012.32 ft

Downstream Invert

2,012.60 ft

40.00 ft

Constructed Slope

·0.007000 ftlft

Hydraulic Profile
Profile

Slope Type
Flow Regime
Velocity Downstream

CompositeA2Pressure

Depth, Downstream

Adverse

Normal Depth

Subcritical

Critical Depth

4.85 ftls

Critical Slope

0.88 ft
N/A ft
0.88 ft
0.020004 ftlft

Section
Section Shape
Section Material
Section Size
Number Sections

Circular
CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.14 ft

Entrance Loss

0.12 ft

1

Outlet Control Properties
Outlet Control HW Elev

Ke

2,014.32 ft
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,014.04 ft

Projecting

Flow Control
Area Full

N/A
1.8 ft'

K
M

0.03400

HDS 5 Chart

2

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title~ Silverbell Trails- Drainage Report
p:\03035- silverbell tra1Js\silverbe.cvm
09/30/03 07:39:57 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

o_ -:z.,.,

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 16: Sooner Ln. Sta. 24+53
Analysis Component
Design

Storm Event

Discharge

8.10 cfs

Check Discharge

o.oo cfs

Peak Discharge Method: User-Specified
8.10 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

2,022.43 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-24 inch Circular
Not Considered

8.10cfs
NIA

2,023.67 ft
NIA

5.07 ft/S

Weir

NIA

Ill

•
•
•

Project Title: Silverbell Trails- Dra1nage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:01 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

ProJeCt Engineer. Kent Delph
CulvertMaster v1 .0
(203) 755-1666

Page 1 of 2

Culvert Analysis Report
CULVERT 16: Sooner Ln. Sta. 24+53
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation
Inlet Control HW Elev
Outlet Control HW Elev
Headwater Depth/ Height

2.023 67 ft
2,023.52 ft
2,023.67 ft
0.86

Discharge

2,021.95 ft
40.00 ft

Downstream Invert

8.10 cfs
2,022.43 ft

Tailwater Elevation
Control Type

Outlet Control

Grades
Upstream Invert
Length

Constructed Slope

2,021.43 ft
0.013000 ftlft

Hydraulic Profile

Prof1le
Slope Type
Flow Regime
Velocity Downstream

M2

Depth, Downstream

Normal Depth

Mild

Subcritical

Critical Depth

5.07 ftls

Critical Slope

1.01
1.09
1 .01
0.016703

ft
ft

ft
ftlft

Section
Section Shape
Section Material

Circular

Section Size

24inch

Number Sections

CMP

Mannings Coefficient
Span
Rise

0.024
2.00 ft
2.00 ft

1

Outlet Control Properties
Outlet Control HW Elev

Ke

2,023.67 ft
0.90

Upstream Velocity Head
Entrance Loss

0.33 ft
0.30 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K
M

c
y

2,023.52 ft
Projecting

0.03400
1.50000
0.05530
0.54000

Project Title: Silverbell Trails- Dra1nage Report
p:\03035- siJverbell trails\silverbe.cvm
09/30/03 07:40:01 AM
© Haestad Methods, Inc

Flow Control

N/A

Area Full

3.1 ft'
2
3

HDS 5 Chart
HDS 5 Scale
Equation Form

Frontier Engineering
37 Brooks'1de Road Waterbury, CT 06708 USA

P.-~7

Project Engineer: Kent Delph
CulvertMaster v1 0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 17: Sooner Ln. Sta. 30+59
Analysis Component
Design

Storm Event

Discharge

6.85 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

6.85 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

2,021.99 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

6.85 cfs

2,023.48 ft

5.39 fUs

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbefl Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:07 AM
© Haestad Methods, Inc

Frontier Engineering
37 BrookSide Road
Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1 .0
(203) 755-1666
Page 1 of 2

Culvert Analysis Report
CULVERT 17: Sooner Ln. Sta. 30+59
Component:Culvert·1
Culvert Summary
Computed Headwater Elevation

2,02348 ft

Discharge

Inlet Control HW Elev

2,023.24 ft

Tailwater Elevation

Outlet Control HW Elev

2,02348 ft

Control Type

Headwater Depth/ Height

6.85 cfs
2,021.99 ft
Outlet Control

1.33

Grades
Upstream Invert
Length

2,02149 ft

Downstream Invert

2,021.24 ft

40.00 ft

Constructed Slope

0.006250 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

CompositeM2Pressure

Depth, Downstream

Mild

Normal Depth

Subcritical

Critical Depth

5.39 ft!s

Critical Slope

1 .01 ft
N/A ft

1.01 ft
0.022754 ft!ft

Section
Section Shape
Section Material
Section Size

Circular
CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.23 ft
0.21 ft

Number Sections

Outlet Control Properties

Outlet Control HW Elev

Ke

2,02348 ft
0.90

Entrance Loss

Inlet Control Properties
Inlet Control HW Etev
Inlet Type

2,023.24 ft
Projecting

Flow Control
Area Full

N/A

1.8 ft'

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Tille. Si/verbell Trails- Drainage Report
p:\03035- silverbe/1 trails\silverbe.cvm
09/30/03 07:40:07 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 18: Sooner Ln. Sta. 38+17
Analysis Component
Design

Storm Event

14.05 cfs

Discharge

Peak Discharge Method: User~Specified

14.05 cfs

Design Discharge

0.00 cfs

Check Discharge

Tailwater Conditions: Constant Tailwater

2,018.93 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-18 inch Circular

14.05 cfs

2,020.47 ft

5.45 ft/s

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07.40:13 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 1 of 2

Culvert Analysis Report
CULVERT 18: Sooner Ln. Sta. 38+17
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2.02047 ft

Discharge

Inlet Control HW Elev

2,020.28 ft

Tailwater Elevation

Outlet Control HW Elev

2.02047 ft

Control Type

Headwater Depth/ Height

14.05 cfs
2,018.93 It

Outlet Control

1.32

Grades
Upstream Invert
Length

2,018.50 ft

Downstream Invert

2,018.18 It

40.00 ft

Constructed Slope

0.008000 ft!ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

Depth, Downstream

CompositeM2Pressure
Mild

Normal Depth

Subcritical

Critical Depth

5.45 ft!s

Critical Slope

1.03 It
N/A ft
1.03 It
0.023105 tuft

Section
Section Shape
Section Material

Section Size
Number Sections

Circular
CMP
1 B inch

Mannings Coefficient

0.024

Span

1.50 It

Rise

1.50 ft

Upstream Velocity Head

0.25 It

Entrance Loss

0.22 It

Flow Control

N/A

2

Outlet Control Properties
Outlet Control HW Elev

Ke

2,020.47 It
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,020.28 ft
Projecting

Area Full

3.5 It'

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: S1lverbell Trails~ Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:13 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delpl
CulvertMaster v1_f
(203) 755-1666
Page 2 of:

Culvert Analysis Report
CULVERT 19: Sooner Ln. Sta. 39+54
Analysis Component
Storm Event

Design

Discharge

14.06 cfs

Peak Discharge Method: User-Specified

14.06 cfs

Design Discharge

Check Discharge

0.00 cfs

Taitwater Conditions: Constant Tailwater
2,018.14 ft

Tailwater Elevation

Name

Description

DISCharge

HWEiev

Velocity

Culvert-1

2-18 inch Circular

14.06 cfs

2,020.02 ft

5.45 ft/s

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:18 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 1 of 2

Culvert Analysis Report
CULVERT 19: Sooner Ln. Sta. 39+54
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,020 02 ft

Discharge

Inlet Control HW Elev

2,019.93 ft

Tailwater Elevation

Outlet Control HW Elev

2,020.02 ft

Control Type

Headwater Depth/ Height

14.06 cfs
2,018.14 ft
Outlet Control

1.24

Grades
Upstream Invert

Length

2,018.16 ft

Downstream Invert

2,017.39 ft

40.00 ft

Constructed Slope

0.019250 ftlft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

Depth, Downstream

1.03 ft

Mild

Normal Depth

1.10 ft

Subcritical

Critical Depth
Critical Slope

M2

5.45 ftls

1.03 ft
0.023115 ftlft

Section
Section Shape
Section Material

Section Size
Number Sections

Circular
CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.40 ft

Entrance Loss

0.36 ft

2

Outlet Control Properties
Outlet Control HW Elev

Ke

2,020.02 ft
0.90

Inlet Control Properties
Inlet Control HW Elev
Inlet Type

2,019.93 ft

ProJecting

Flow Control
Area Full

N/A
3.5 ft'

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:18 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delp
CuJvertMaster v1
(203) 755-1666
Page 2 of

Culvert Analysis Report
CULVERT 20: Sooner Ln. Sta. 40+29
Analysis Component

Storm Event

I

Design

Discharge

6.15 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

Design Discharge

6.15 cfs

Tailwater Conditions: Constant Tailwater

2,018.53 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

6.15 cfs

2,019.79 ft

5.16 ftis

Weir

Not Considered

N/A

N/A

N/A

•II
•
•I
Project Title: Silverbell Trails - Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 07:40:29 AM
© Haestad Methods, Inc.

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer. Kent Delph
CulvertMaster v1.0
(203) 755-1666

Page 1 of2

Culvert Analysis Report
CULVERT 20: Sooner Ln. Sta. 40+29
Component: Culvert-1
Culvert Summary

Computed Headwater Elevation
Inlet Control HW Elev
Outlet Control HW Elev
Headwater Depth/ Height

2,019.79 ft
2,019.60 ft

Discharge

6.15 cfs
2,018.53 ft
Outlet Control

Tailwater Elevation

2,019.79 ft
1.20

Control Type

2,017.99 ft

Downstream Invert

40.00 ft

Constructed Slope

M2

Depth, Downstream
Normal Depth

Grades
Upstream Invert
Length

2,017.78 ft
0.005250 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

Mild

Subcritical

Critical Depth

5.16 ft/s

Critical Slope

0.96 ft
N/A ft
0.96 ft
0.021454 ft/ft

Section
Section Shape
Section Material

Section Size
Number Sections

Circular
CMP
18 'mch

Mannings Coefficient

Span

0.024

Rise

1.50 ft
1.50 ft

2,019.79 ft
0.90

Upstream Velocity Head
Entrance Loss

0.19 ft
0.17 ft

2,019 60 ft

Flow Control
Area Full

N/A

HDS 5 Chart

2
3

1

Outlet Control Properties
Outlet Control HW Elev

Ke
Inlet Control Properties
Inlet Control HW Elev
Inlet Type

K

Projecting

M

0.03400
1.50000

HDS 5 Scale

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell TraHs - Drainage Report
p:\03035- silverbell trails\s!lverbe.cvm
09/30/03 07·40:29 AM
© Haestad Methods, Inc

1.8 ft>

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

R->~ 0

Project Engineer: Kent Delph
CulvertMaster v1_0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 21: Sooner Ln. Sta. 40+62
Analysis Component
Storm Event

Design

Discharge

7.27 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

7.27 cfs

Design Discharge

Tailwater Conditions· Constant Tailwater

2,018.09 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

1-18 inch Circular

7.27 cfs

2,019.72 ft

5.53 tvs

Weir

Not Considered

N/A

N/A

N/A

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell traHs\silverbe.cvm
09/30/03 07:40:34 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

R-41

Project Engmeer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 1 of 2

Culvert Analysis Report
CULVERT 21: Sooner Ln. Sta. 40+62
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation
Inlet Control HW Elev

Outlet Control HW Elev
Headwater Depth/ Height

2.019 72 ft
2,019.53 ft
2,019.72 ft

Discharge

7.27 cfs
2,018.09 ft

Tailwater Elevation
Control Type

Outlet Control

1.35

Grades
Upstream Invert
Length

2,017.70 ft
40.00 ft

Downstream Invert
Constructed Slope

2,017.34 ft
0.009000 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

CompositeM2Pressure

Depth, Downstream

Mild

Normal Depth

Subcritical

Critical Depth

5.53 ft/s

1.04 ft
N/A ft

1.04 ft
0.023623 ft/ft

Critical Slope

Section
Section Shape
Section Material
Section Size

Circular

CMP
18 inch

Mannings Coefficient
Span
Rise

0.024
1.50 ft
1.50 ft

Number Sections

Outlet Control Properties
Outlet Control HW Elev
Ke

2,019.72 ft
0.90

Upstream Velocity Head
Entrance Loss

0.26 ft
0.24 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type
K

M

c
y

2,019.53 ft
Projecting

0.03400
1.50000
0.05530
0.54000

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe cvm
09/30/03 07:40:34 AM
© Haestad Methods, Inc.

Flow Control

N/A

HDS 5 Chart

1.8
2

HDS 5 Scale

3

Area Full

w

Equation Form

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

'11.-41

ProJect Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 22: Sooner Ln. Sta. 45+30
Analysis Component
Design

Storm Event

Discharge

9.50 cfs

Check Discharge

o.oo cfs

Peak Discharge Method: User~Specified
Design Discharge

9.50 cfs

Taitwater Conditions: Constant Taitwater
Tailwater Elevation

2,017.26 ft

Name

Description

Discharge

HW Elev

Velocity

Culvert-1

2-18 inch Circular

9.50 cfs

2,018.19 ft

4.68 IUs

Weir

Not Considered

NIA

NIA

NIA

Project Title: Silverbell Trails - Drainage Report
p:\03035- si/verbell trails\silverbe.cvm
09/30/03 07:40:39 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

Project Engineer. Kent Delph
CuJvertMaster v1.0
(203) 755-1666
Page 1 of 2

I
Culvert Analysis Report
CULVERT 22: Sooner Ln. Sta. 45+30

I

•

I

Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

2,018.19 ft

Discharge

Inlet Control HW Elev

2,018.03 ft

Tailwater Elevation

Outlet Control HW Elev

2,018.19 ft

Control Type

Headwater Depth/ Height

•
•

I

Upstream Invert
Length

I
I
I
I
I
I
I
I
I

2,016.69 ft

Downstream Invert

2,016.51 ft

40.00 ft

Constructed Slope

0.004500 ft!ft

Hydraulic Profile
Profile
Slope Type
Velocity Downstream

M2

Depth, Downstream

0.84 ft

Mild

Normal Depth

N/A ft

Subcritica/

Critical Depth

0.84 ft

4.68 ft/s

Critical Slope

0 019362 ft!ft

Section
Section Shape
Section Material
Section Size
Number Sections

•

Outlet Control

1.00

Grades

Flow Regime

I
I

9.50 cfs
2,017.26 ft

Circular

CMP
18 inch

Mannings Coefficient
Span

0.024
1.50 ft

Rise

150 ft

Upstream Velocity Head

0.15 ft

Entrance Loss

0.13 ft

2

Outlet Control Properties
Outlet Control HW Etev

Ke

2,018.19 ft
0.90

Inlet Control Properties
Inlet Control HW Etev
Inlet Type

K

2,018.03 ft
Projecting
0.03400

Flow Control
Area Full
HDS 5 Chart

M

1.50000

HDS 5 Scale

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails -Drainage Report
p:\03035- silverbefl trails\silverbe.cvm
09/30/03 07:40:39 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

N/A

3.5 ft'
2
3

Project Engineer: Kent Delph
CulvertMaster v1_0
(203) 755-1666
Page 2 of 2

Culvert Analysis Report
CULVERT 23:Husker Ln West Sta. 50+79
Analysis Component

Design

Storm Event

Discharge

7.63 cfs

Check Discharge

0.00 cfs

Peak Discharge Method: User-Specified

7.63 cfs

Design Discharge

Tailwater Conditions: Constant Tailwater

15.25 ft

Tailwater Elevation

Name

Description

Discharge

HW Elev

Velocity

CuJvert-1

1-18 inch Circular

Not Considered

7.63 cfs
N/A

17.00ft

Weir

5.66 ft/s
N/A

Project Title: Stlverbell Trails- Drainage Report
p:\03035- silverbell trails\silverbe.cvm
09/30/03 08:46:14 AM
© Haestad Methods, Inc

N/A

Frontier Engineering
37 Brookside Road Waterbury, CT 06708 USA

Project Engineer: Kent Delph
CulvertMaster v1.0
{203) 755-1666
Page 1 of 2

•
•

Culvert Analysis Report
CULVERT 23:Husker Ln West Sta. 50+79
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation

17.00 ft

Discharge

Inlet Control HW Elev

16.90 ft

Tailwater Elevation

Outlet Control HW Elev

17.00 ft

Control Type

Headwater Depth/ Height

7.63 cfs
15.25 ft
Outlet Control

1.33

Grades
Upstream Invert

15.00 ft

Downstream Invert

Length

40.00 ft

Constructed Slope

14.50 ft
0.012500 ftlft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream

M2

Depth, Downstream

1.07 ft

Mild

Normal Depth

N/A ft

Subcritical

Critical Depth

1.07 ft

5.66 ftls

Critical Slope

0.024427 ftlft

Section
Section Shape
Section Material
Section Size
Number Sections

Circular
CMP
18 inch

Mannings Coefficient

0.024

Span

1.50 ft

Rise

1.50 ft

Upstream Velocity Head

0.30 ft

Entrance Loss

0.27 ft

1

Outlet Control Properties
Outlet Control HW Elev
Ke

17.00 ft
0.90

Inlet Control Properties

Inlet Control HW Elev
Inlet Type

II

16.90 ft
Projecting

N/A

Flow Control

1.8 ft'

Area Full

K

0.03400

HDS 5 Chart

2

M

1.50000

HDS 5 Scale

3

c

0.05530

Equation Form

y

0.54000

Project Title: Silverbell Trails- Drainage Report
p:\03035- silverbell trails\s1lverbe.cvm
09/30/03 08:46:14 AM
© Haestad Methods, Inc

Frontier Engineering
37 Brookside Road
Waterbury, CT 06708 USA

. fl..-4 (,.,

Project Engineer: Kent Delph
CulvertMaster v1.0
(203) 755-1666
Page 2 of 2

APPENDIX C
100-YEAR ROADWAY AND FLOODPLAIN RATINGS

A-A capacity rating
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c: \haestadlfmw\03163. fm2
A-A
Irregular Channel
Manning's Formula
Discharge

Input Data
Channel Slope
Water Surface Elevation
Elevation range: 58.00 ft to 62.00 ft.
Station (ft)
Elevation (ft)
0.00
62.00
45.00
60.00
110.00
58.00
190.00
58.00
60.00
300.00
62.00
370.00

Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

0. 008000 ftlft
62.00
ft
Start Station
0.00

End Station
370.00

Roughness
0.045

0.045
5,352.42
cts
960.00
ft'
370.12
ft
370.00
ft
4.00
ft
61.12
ft
0. 023207 ftlft
5.58
fils
0.48
ft
62.48
ft
0.61

09/29/03

04:32:33 PM

Haestad Methods, Inc.

37 Brookside Road

Waterbury. CT 06708

c_- I

(203) 755-1666

FlowMa&ter v5.1
Page 1 of

A1-A1 capacity rating
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:lhaestad\fmw\03163. fm2
A1-A1
Irregular Channel
Manning's Formula
Discharge

Input Data
Channel Slope
Water Surface Elevation
Elevation range: 56.00 ft to 60.00 ft.
Station (ft)
Elevation (ft)
0.00
60.00
58.00
40.00
56.00
90.00
56.00
560.00
58.00
940.00

Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Height
Clitical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

09129103
04:32:49 PM

0. 008000 fllft
58.00
ft
End Station
940.00

Start Station
0.00

Roughness
0.045

0.045
cts
5,354.09
1,370.00
ft'
900.05
ft
900.00
ft
2.00
ft
57.42
ft
0.028246 fllft
3.91
tvs
0.24
ft
58.24
ft
0.56

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

C-

L

(203) 755-1666

FlowMaster v5.1
Page 1 of

Michelob Lane
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163. 1m2
Michlob Lane sta. 37 +00 - 45+00
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.009000 ftlft
Elevation range: 2,008.48 ft to 2,010.21 ft.
Elevation (It)
Station (ft)
3,700.00
2,010.21
3,750.00
2,009.82
3,800.00
2,009.31
3,850.00
2,008.97
3,900.00
2,008.74
3,950.00
2,008.48
4,000.00
2,008.65
4,050.00
2,009.21
4,100.00
2,009.01
4,150.00
2,009.04
4,200.00
2,009.29
4,250.00
2,009.48
4,300.00
2,009.47
4,350.00
2,009.03
4,400.00
2,009.22
4,450.00
2,009.48
4,500.00
2,009.19
Discharge
665.00
cts

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Flow is divided.
09129/03
07:28:39 PM

Start Station
3,700.00

End Station
4,500.00

Roughness
0.022

0.022
2,009.38
ft
206.76
ft'
581.41
ft
581.21
ft
0.90
ft
2,009.36
ft
0. 01 0024 ftlft
3.22
tvs
0.16
ft
2,009.54
ft
0.95

FlowMaster v5.1
Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755-1666

Page 1 of:

•

Michelob Lane
Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

2010

'

...c

2010 0

1'\.

2009 8
~

iS 2009 6
c:

.Q 2009 .4

1i

~ 2009 .2

iii

2009 .0
2008 .8
2008 .6
2008 .4
3700.0

--

0.022
0.009000 fVft
2,009.38
ft
665.00
cfs

.~

\

\

w

I\.

./

"""'
3800.0

I

I

v

L

'\

= '/

\.,../'

_/

./"-.

.~

v

'~
~

3900.0

4000.0

4100.0
Station (ft)

4200.0

4300.0

09129/03

07:28:16 PM

•

c:\haestad\fmw\03163.fm2
Michlob Lane sta. 37 +00 - 45+00
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

f)

a: a,

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755-1666

4400.0

4500.0

FlowMaster v5.12
Page 1 of 1

I

•
•
I

Needmore Way 51+35- 57+07 CP2
Worksheet for Irregular Channel

Specific Energy
Froude Number
Flow is subcritical.
Flow is divided.

•

cfs

Resu~s

Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velo~Head

II
II
II
I

660.00

Discharge

09/29/03
09:08:50 PM

0.022
2,005.13
ft
164.01
ft2
301.65
ft
301.54
ft
1.01
ft
2,005.11
ft
0.008663 ftlft
4.02
ftls
0.25
ft
2,005.38
ft
0.96

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

C->

{203) 755-1666

FlowMaster v5.12
Page 2 of2

Needmore Way 51+35- 57+07 CP2
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163.fm2
Needmore Way 51+35- 57+07 CP2
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.008000 tUft
Elevation range: 2,004.12 fl to 2,005.35 fl.
Elevation (fl)
Station (fl)
5,349.26
2,005.35
2,005.16
5,361.21
5,375.09
2,005.10
5,386.79
2,005.06
2,004.88
5,400.85
2,004.78
5,412.64
5,426.79
2,004.55
5,430.03
2,005.06
5,441.30
2,005.23
5,446.14
2,005.19
5,450.96
2,005.20
5,455.70
2,005.17
5,460.62
2,005.14
5,472.07
2,004.84
5,477.43
2,004.12
5,485.45
2,004.40
5,489.13
2,004.36
5,503.04
2,004.32
2,004.20
5,509.64
2,004.24
5,514.16
2,004.28
5,528.26
2,004.31
5,541.20
2,004.28
5,554.39
2,004.35
5,586.40
2,004.50
5,580.12
5,591.37
2,004.54
5,605.62
2,004.38
5,617.71
2,004.40
5,630.23
2,004.40
5,642.41
2,004.45
5,655.97
2,004.65
5,868.04
2,004.74
5,681.43
2,005.00
5,693.94
2,005.11
5,707.53
2,005.23

Start Station
5,349.26

End Station
5,707.53

Roughness
0.022

09129103
09:08:50 PM

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

C-<0

(203) 755-1666

FlowMaster v5.
Page 1 of

Needmore Way 51+35- 57+07 CP2
Cross Section for Irregular Channel

Project Description
Project File
Wor1<sheet
Flow Element
Method
Solve For

c:\haestadlfmW\03163.fm2
Needmore Way 51+35- 57+07 CP2
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wid. Mannings Coefficient
Channel Stope
Water Surface Elevation
Discharge

0.022
0. 006000 ft/fl
2,005.13
fl
cfs
660.00

(

2005.2

()

[\
\..

~
\

I

~

2005.0

g
c:

' 17

...

;;
........

2004.6

Gl

=
""

\
\

'\

2004.8

0

-~

I

/

iii
2004.4

1'-1/

2004.2
2004.0
5300.0

L_______

5350.0

-

L _ __

5400.0

/

/

v-

/\

_,/

..

5450.0

5500.0

5550.0

Station

5600.0

Haestad Methods_ Inc.

37 Brookside Road

5650.0

5700.0

5750.0

(ft)

09/29103
Oj:~·OA·?OPM

I

Waterbury, CT 06708

(203) 755-1666

FlowMaster v5.12
Page 1 of 1

Sooner Lane Sta. 35+50 - 42+00
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestadlfmw\03163.fm2
Sooner Lane sta. 35+50 - 42+00
Irregular Channel
Manning's Formula
Water Elevation

Input Data
0.008000 ft1ft
Channel Slope
Elevation range: 2,017.98 ft to 2,019.79 ft.
Elevation (ft)
Station (ft)
2,019.79
3,550.00
2,019.59
3,600.00
2,019.30
3,650.00
2,018.99
3,700.00
2,018.67
3,750.00
2,018.55
3,800.00
2,018.78
3,850.00
2,018.43
3,900.00
2,019.19
3,950.00
2,018.44
4,000.00
2,017.98
4,050.00
2,018.98
4,100.00
2,019.60
4,150.00
467.00
Discharge
cts

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Flow is divided.

09/29103
07:29:17 PM

Start Station
3,550.00

End Station
4,150.00

Roughness
0.022

0.022
2,018.98
ft
144.90
ft 2
371.86
ft
371.84
ft
1.00
ft
2,018.96
ft
0.009806 ft1ft
3.22
ft/s
0.16
ft
2,019.14
ft
0.91

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

(-f

(203) 755-1666

FlowMaster v5.12
Page 1 of 1

Sooner Lane Sta. 35+50 + 42+00
Cross Section for Irregular Channel

Project Description
Project File
Wor1<sheet
Flow Element
Method
Solve For

c:lhaestad\fmw\03163.fm2
Sooner Lane sta. 35+50 - 42+00
Irregular Channel
Manning's Fonnula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

0.022
0. 008000 ftlft
2,018.98
ft
467.00
cfs

I

2019.6 ~

I"' .......

2019.4

0

2019.2
-D

~ 2019.0
c:

.Q 2018.8
~

(1J

> 2018.6

~
..........

r-..,

L_

w

2018.4
2018.2

2017.8
3550.0

09129/03
07:29:39PM

--

-

3600.0

3650.0

I\

.,.

Q)

2018.0

/

i"..

""'

~

"'-

""

I

I

I

\

\

3750.0

Haestad Methods, Inc.

3800.0

3850.0 3900.0
Station (ft)

37 Brookside Road

Waterbury, CT 06708

\

"""

-

3700.0

3950.0

1/

.,

4000.0

(203) 755-1666

"'

I

I

4050.0

I

I

L

4100.0

I
i

I

'

4150.0

FlowMaster v5.12
Page 1 of 1

Needmore Way Sta. 62+71 - 68+28
Worksheet for Irregular Channel

Project Description
Project File
Wor1<sheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163. fm2
Needmore Way sta. 62+71 - 68+28
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.010000 ftlft
Elevation range: 2,000.34 ft to 2,002.08 ft.
Elevation (ft)
Station (ft)
6,271.22
2,001.97
6,273.33
2,001.85
2,001.77
6,277.39
6,287.92
2,001.85
2,001.80
6,292.52
2,001.65
6,297.46
2,001.53
6,311.13
2,001.41
6,322.69
2,001.17
6,338.26
2,001.15
6,349.18
2,001.11
6,363.31
6,374.39
2,001.00
2,000.97
6,390.02
2,000.92
6,400.58
2,000.90
6,414.97
2,000.84
6,426.46
2,000.74
6,437.39
2,000.66
6,453.66
2,000.67
6,465.77
6,479.97
2,000.71
6,491.44
2,000.76
6,506.38
2,000.75
2,000.59
6,520.59
2,000.53
6,532.64
2,000.59
6,546.46
2,000.65
6,558.11
2,000.92
6,573.30
2,000.88
6,584.81
2,001.07
6,588.11
2,001.18
6,595.97
2,001.12
6,607.04
2,001.16
6,612.44
2,001.16
6,615.34
6,619.53
2,001.31
2,001.26
6,622.46

Start Station
6,271.22

End Station
6,828.29

Roughness
0.022

l/29103

':27:06 PM

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

r-IO

(203) 755-1666

FlowMaster v5.12
Page 1 of2

Needmore Way Sta. 62+71 - 68+28
Worksheet for Irregular Channel
6,627.83
6,633.49
6,647.15
6,658.85
6,673.34
6,685.16
6,699.07
6,711.36
6,725.14
6,737.77
6,751.48
6,763.62
6,777.36
6,789.52
6,803.13
6,814.98
6,828.29
Discharge

2,000.54
2,000.34
2,000.43
2,000.53
2.000.57
2,000.68
2,000.79
2,000.88
2,000.99
2,001.09
2,001.31
2,001.44
2,001.44
2,001.50
2,001.58
2,002.04
2,002.08
488.00

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Flow is divided.

09/29/03
07:27:06 PM

cfs

0.022
2,001.16
ft
140.45
ft'
380.66
ft
380.60
ft
0.82
ft
2,001.16
ft
0. 009856 ftlft
3.47
ft/s
0.19
ft
2,001.35
ft
1.01

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755-1666

FlowMaster v5.1
Page 2 of

Needmore Way sta. 62+71 - 68+28
Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163. fm2
Needmore Way sta. 62+71 - 68+28
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

2002.0
2001.8

,...e

\A

2001.6

\

~

\

iS 2001.4

~

.Q 2001.2

......

0.022
0. 01 0000 ftlft
ft
2,001.16
488.00
ds

c:

~

!II

> 2001.0

\

"\

Q)

~

[jj

..
--....

2000.8

~

"

2000.6

(

__.,...-1'\

l"i'"

'

J

2000.4
2000.2
6250.0

~

.r-1

~

/

/

/

,/"'
v

·-

6300.0

6350.0

-

6400.0

--

···-

---

6450.0

--

..

-

6500.0

6550.0 6600.0
Station (ft)

6650.0

6700.0

09129/03
n7·?7·A1 D"A

~

/

I
l/

-

---

6750.0

-

---

6800.0

6850.0

Flowfvtester v5.12
1-l<>A<>.t...rl t.JI ... thn.-1"' ln..-

'\7 RrnnltRiriiPI Rnt~~rl

WAhllrhllrv CT 06708

1203) 755-1866

Page 1 of 1

81-81
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c: \haestadlfmw\03163092. fm2
61-61
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.009000 ftlft
Elevation range: 0.00 ft to 2.00 ft.
Station (ft)
Elevation (ft)
0.00
2.00
0.00
250.00
0.00
700.00
2.00
800.00
467.00
Discharge
cfs

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

09/29103
07:34:10 PM

0.045
0.50
249.14
538.24
538.24
0.50
0.32
0.044161
1.87
0.05
0.56
0.49

Haestad Methods, Inc.

Start Station
0.00

End Station
800.00

Roughness
0.045

ft
ft2
ft
ft
ft
ft
ftlft
ft/s
ft
ft

37 Brookside Road

Waterbury, CT 06708

(203) 755-1666

C-1>

FlowMaster v5. 1:
Page 1 of1

B1-B1
Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092.fm2
81-81
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

2.

1.

,~

~
I

g

"·
--t_

.Q 1 0

c

~

IU

>

Q)

[j]

0 5

0 0
0.0

'\

0.045
0. 009000 tuft
0.50
ft
cfs
467.00

"~

100.0

'<7

-

'\

~

200.0

300.0

400.0
Station (ft)

500.0

600.0

09129/03

07:33-.43 PM

1--1>=~-tAI"'

M...thnric: lnr

'\7 A .. ,..,...,......,. ..

~ ... ...-~

\l'll..t ... .-h••ru rT nA7nR

,.,,.,':1.,

7~.c:;-1-=:A.:t

I
I
I
v

700.0

800.0

FlowMaster v5.12
o ......... ..... 1

82-82
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c: \haestad\fmw\03163092. fm2
82-82
Irregular Channel
Manning's Formula
Water Elevation

Input Data
o. 009000 fllft
Channel Slope
Elevation range: 0.00 ft to 2.00 ft.
Station (fl)
Elevation (fl)
0.00
2.00
200.00
0.00
0.00
700.00
2.00
850.00
467.00
Discharge
cfs

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

Start Station
0.00

End Station
850.00

Roughness
0.045

0.045
0.48
ft
tt•
257.25
583.13
ft
583.13
ft
ft
0.48
ft
0.30
0. 045030 fllft
1.82
fils
0.05
ft
0.53
ft
0.48

0812il03
07:3-4:32 PM

Hae.tad Methode, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755~1666

FlowMaater v5
Page 1 o

-

-- -- - - - -

- -

~

--~

- -

-

82-82
Cross Section for Irregular Channel

Project Def!cription
Project File
Wori<Sheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092. fm2
82-82
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

2

0.045
0.009000 ftlft
0.48
ft
cfs
467.00

--

1\
\
1 5

'"\
,
'<I'

I

L

~

~

j_

~

c

_Q 1 .0
IV

>
GJ

iii
0 .5

0

1\

n

0.0

100.0

\

L

-

200.0

300.0

400.0
Station

500.0
(ft)

600.0

09129103
07:34:44PM

Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06706

(203) 755-1686

~- ~

700.0

800.0

-1

I

;
900.0

FlowMaster v5.12
Page 1 of 1

82.1-82.1
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:lhaestad\fmw\03163. fm2
82.1-82.1
Irregular Channel
Manning's Fonnula
Water Elevation

Input Data
Channel Slope
0.010000 ft/ft
Elevation range: 0.00 fl to 2.00 fl.
Station {fl)
Elevation (fl)
0.00
1.00
0.00
320.00
0.00
650.00
2.00
800.00
cts
467.00
DiSCharge

Results
Wid. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

Start Station
0.00

End Station
800.00

Roughness
0.045

0.045
0.55
fl
tt•
243.25
548.70
fl
548.70
fl
0.55
fl
0.37
fl
0.043556 ftlft
1.92
fils
0.06
fl
0.61
fl
0.51

09129/1)3

07:38:12 PM

Haestad Method•, Inc.

37 Brookside Road

Waterbury, CT 06708

C-f 1-

(203) 755-1666

FlowMaster v5.12
Page1 of 1

-

-

--- .... -. -- ... ....... I&62.1-62.1

Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163.fm2
82.1-82.1
Irregular Channel
Manning's Fonnula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

0.045
0. 010000 ftlfl
0.55
ft
467.00

cts

2. u

1. 5

~

g

cr3

c

- r·
~

I

~

w

0 5

0 0
0.0

r----....

....,.
=

............

100.0

I

~

200.0

I-..

300.0

400.0
Station (ft)

500.0

600.0

09!29103

07:37:54PM

Haestad Methods, Inc.

37 Brookskle Road

Waterbury, CT 06708

(203) 755-1666

I

I

v

700.0

800.0

FlowtVIaster v5.12
Page 1 of 1

83-83
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092. fm2
83-83
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.010000 Mt
Elevation range: 0.00 ft to 2.00 ft.
Station (ft)
Elevation (ft)
0.00
2.00
150.00
0.00
0.00
250.00
2.00
650.00
467.00
Discharge
cts

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

Start Station
0.00

End Station
650.00

Roughness
0.045

0.045
0.90
ft
tt•
202.91
348.72
ft
348.72
ft
0.90
ft
0.65
ft
0.038713Mt
tus
2.30
0.08
ft
0.99
ft
0.53

•
•I
I
I
I

0&1281t13
07:40:32PM

Hae•tad Methoda, Inc.

37 Brookside Road

Waterbury, CT 06708

C-

(203) 755-1666

2_c)

FlowMa.ter v5.
Page 1 of

-

--- - - - - -- - - - - - - - - 83-83
Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:lhaestad\fmw\03163092. fm2
83-83
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wid. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

0.045
0. 01 0000 ftlft
0.90
467.00

ft
cfs

2

1

(\

~

~

r

c

\'"

..

.,0 1
Cll

>

G)

jjj

0

0

~

0.0

100.0

200.0

300.0
Station

400.0

500.0

09129/03

07:35:16 PM

Haestad Method&, Inc.

37 Brookside Road

600.0

700.0

(ft)

Waterbury, CT 06708

(203) 755-1666

FlowMaster v5.12
Page 1 of1

I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I

C1-C1
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092.fm2
C1-C1
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.008000 ftJft
Elevation range: 0.00 ft to 2.00 ft.
Station (ft)
Elevation (ft)
0.00
2.00
0.00
100.00
0.00
770.00
2.00
1,340.00
Discharge
777.00
cts

Results
Wid. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

Start Station
0.00

End Station
1,340.00

Roughness
0.045

0.045
0.55
ft
421.58
ft'
855.20
ft
855.20
ft
0.55
ft
0.34
ft
0. 043467 ftJft
1.84
fils
0.05
ft
0.61
ft
0.46

08128103
07:38:28 PM

FlowMaater v5.12
Haeetad Methode, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755-1866

Page 1 of 1

C1-C1
Cross Section for Irregular Channel

Project Description
Project File
Worl<sheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092. fm2
C1-C1
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wld. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

0.045
0. 008000 ftlft
0.55
ft
777.00
cfs

2.

~

1 5

0

g

(\1

.,0 1 0

c

\rl

G)

~
iii

/

-

'0'

0 5

0

n

0.0

\

/
200.0

400.0

600.0

Station

/

800.0

/
v

I

!

.

--

1000.0

(ft)

09129103
07:36:11 PM

v

---

-

-

1200.0

1400.0

FlowMaster v5.12
1--1<>-fGI'i I.A ...... ~ ..

t ...,..

<:l7

A-~1,...,.;..4- D..,~..l

, ................ ,, ... , ,..T .....,..., .... .,

,......... , ...,,..,.. .....,.....

1-1
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092. fm2

1-1
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.010000 fUft
Elevation range: 0.00 ft to 2.00 ft.
Station (fl)
Elevation (fl)
0.00
2.00
110.00
0.00
0.00
440.00
2.00
860.00
665.00
Discharge
cfs

Results
Wid. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

•
•
•

Start Station
0.00

End Station
880.00

Roughness
0.045

0.045
0.69
ft
294.42
ff
520.42
ft
520.41
ft
0.69
ft
0.47
ft
0. 039960 fUft
fils
2.26
0.08
ft
0.77
ft
0.53

08128io3
07:42:18 PM

Haeetad Method&, Inc.

37 Brookside Road

Waterbury, CT 06708

C-

(203) 755-1886

z'l

FlowMaster v5.12
Page1 of1

---------~········~
1-1
Cross Section for Irregular Channel

Project Description
Project File
WorKsheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092.fm2
1-1
Irregular Channel
Manning's Formula
Water Elevation

Section Data
wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

2.

1.

:-'\
(

g

~

~ 1.

!

0.69

665.00

ft
cfs

;~

,\

('\l

c

0.045
0.010000 ftlft

iii
0 5

0 0
0.0

\\

...

~

\

/

1\
100.0

v

200.0

300.0

400.0
Station

7

500.0

v

/

600.0

700.0

v

800.0

900.0

(ft)

09129103
07:42:28 PM

v

./

FlowMaster v5.12
Haestad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

{203) 755-1666

Page 1 of 1

2-2
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmwl03163092.fm2
2-2
Irregular Channel
Manning's Formula
Water Elevation

Input Data
Channel Slope
0.010000 Mt
Elevation range: 0.00 It to 2.00 ft.
Station (It)
Elevation (It)
0.00
2.00
250.00
0.00
0.00
540.00
2.00
630.00
660.00
Discharge
cfs

..
..
II
•
•
•
•

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

08128103
07:42:53PM

Start Station
0.00

End Station
630.00

Roughness
0.045

0.045
0.76
It
268.72
It'
418.90
It
418.89
It
0.76
It
0.52
ft
0. 038335 tuft
2.46
IUs
0.09
It
0.85
It
0.54

FlowMaeter v5.12
Haaatad Methods, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755-1666

C-z._b

Page 1 of 1

....•••••.••••••

-

2-2
Cross Section for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

c:\haestad\fmw\03163092.fm2
2-2
Irregular Channel
Manning's Formula
Water Elevation

Section Data
Wtd. Mannings Coefficient
Channel Slope
Water Surface Elevation
Discharge

2.

(\
\

N

~

1.

g

t
c

1.

'~ ~
0

0.045
0.010000 tuft
0.76
ft
660.00
cfs

1/
v

""'"'

iii
0. 5

0 n

0.0

I

1'\

100.0

...

~

7

~""'

200.0

------- I -

300.0
Station

400.0

500.0

Haestad Methods, Inc.

37 Brookside Road

-

700.0

(ft)

09/29103

07:42:45 PM

600.0

Waterbury, CT 06708

(203) 755-1666

FlowMaster v5.12
Page 1 of1

7

•
•..
..

3-3
Worksheet for Irregular Channel

Project Description
Project File
Worksheet
Flow Element
Method
Solve For

II
II

ln.eut Data
0.008000 ftlft
Channel Slope
Elevation range: 0.00 ft to 2.00 ft.
Station (ft)
Elevation (ft)
0.00
2.00
300.00
0.00
810.00
0.00
1 '120.00
2.00
488.00
cfs
Discharae

..
II
..

Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critlcal Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.

II
II
II
II

c:\haestad\fmw\03163092.fm2
3-3
Irregular Channel
Manning's Formula
Water Elevation

0.045
0.49
287.51
659.91
659.91
0.49
0.30
0.045441
1.70
0.04

0.54

Start Station
0.00

End Station
1 '120.00

Roughness
0.045

ft

tt•
ft
ft
ft
ft
ftlft
fVs

ft
ft

0.45

•II
II
I
1
I

08129103
07:43:07 PM

Haeatad Method•, Inc.

37 Brookside Road

Waterbury, CT 06708

(203) 755--1686

(-2~

FlowMaater v5.12
Page 1 of 1