HomeMy WebLinkAboutDrainage Reports - 02/05/1998rRopmrr OF
FORT COLLINS UT11
D O FINAL DRAINAGE AND PROJI
11 DEVELOPMENT REPORT
o FORJTHE HARMONY TECHNO
FIRST FILING
D cF, RT COLLINS, COLORADO
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THE
SEAR -BROWN
GROUP
Standards in Excellence
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THE SEAR -BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
FORMERLY R13D, INC.
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
January 23, 1998
Mr. Basil Hamdan
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
SUBJECT: Final Drainage and Project Development Report for the Harmony Technology
Park PUD, First Filing
Dear Basil:
We are pleased to resubmit to you, for your review and approval, this Final Drainage and Erosion
Control Study for the Harmony Technology Park PUD, First Filing. All computations within
this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time.and consideration in reviewing this submittal. Please call if you have
any questions.
Respectfully,
The Sear -Brown Group
Prepared By:
NEW YORK -PEN NSYLVAN[A
COLORADO•UTAH
STANDARDS IN EXCELLENCE
Reviewed By:
Senior Engineer y
EQUAL OPPORTUNITY EMPLOYER
TABLE OF CONTENTS
DESCRIPTION
PAGE
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
I
B. DESCRIPTION OF PROPERTY
1
II. DRAINAGE BASINS AND SUB -BASINS
A. MAJOR BASIN DESCRIPTION
1
B. SUB -BASIN DESCRIPTION
1
III. -DRAINAGE DESIGN CRITERIA
A. REGULATIONS
2
B. DEVELOPMENT CRITERIA REFERENCE,
CONSTRAINTS, AND COMPARISON
2
C. HYDROLOGICAL CRITERIA
2
D. HYDRAULIC CRITERIA
2
E. VARIANCES FROM CRITERIA
2
IV. DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT.
2
B. SPECIFIC DETAILS
3
V.
STORM WATER QUALITY
5
VI. EROSION CONTROL
A. GENERAL CONCEPT
5
B. SPECIFIC DETAILS
5
VII. CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
B. DRAINAGE CONCEPT
6
6
C. STORM WATER QUALITY CONCEPT
6
D. EROSION CONTROL CONCEPT
6
REFERENCES
6
APPENDIX
VICINITY MAP
2
HYDROLOGY CALCULATIONS
4
DETENTION
10
'
EROSION CONTROL
24
DESIGN OF INLETS, STORM DRAINS AND SWALES
32
HISTORIC 2-YR SWMM MODEL
100
HISTORIC 100-YR SWMM MODEL
125
FULLY DEVELOPED 100-YR SWMM MODEL
137
FULLY DEVELOPED SWMM WITH OUTLET PLUGGED
165
CHARTS, TABLES AND FIGURES
194
FINAL DRAINAGE AND PROJECT
DEVELOPMENT REPORT FOR
THE HARMONY TECHNOLOGY PARK PUD
FIRST FILING
y FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
1
A. Location
The Harmony Technology Park PUD, first filing is a proposed manufacturing
facility for Celestica Inc., of North York Ontario. The site is situated on the south
' side of Harmony Rd., and the east side of County Rd. 9. Immediately across
Harmony Rd. to the north is the existing Hewlett-Packard facility. This filing of
the development encompasses approximately 34.7 acres more or less. There are
plans for future filings which will increase the size of the development. All of
the drainage calculations provided here -in include the area from the existing
Harmony House site.
More specifically the site is located in the Northwest Quarter of Section 4,
Township 6 North, Range 68 West of the 6`h Principal Meridian, City of Fort
Collins, Larimer County, Colorado. The project site is shown on the Vicinity
Map in the Appendix.
IB. Description of Property
c� The Harmony Technology Park is undeveloped at the present time. The site is
currently cultivated farmland, and the topography generally slopes toward the
southeast corner at approximately 0.8%.
II. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
The project site is located in the east portion of the McClellands Basin. There is a
McClellands master plan, however it does not address this area. The city has
currently contracted to have this portion of the Master Plan updated.
B. Sub -Basin Description
Historic flows from the site drain in a south easterly direction until reaching an
inlet ditch for the Fossil Creek Reservoir. On -site detention and retention will be
required for this site in order to maintain flows at historic levels.
11
7
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site.
B. Development Criteria Reference, Constraints and Comparison
The drainage criteria used herein is in accordance with the City of Fort Collins
Storm Draina eg Design Criteria and Construction Standard Manual
On -site detention is being provided with a release rate limited to the 2-year
historic run-off rate from the site. In addition, because the downstream drainage
easements necessary to convey the flow from this site into the Fossil Creek
Reservoir have not been attained at this time a temporary on -site retention pond is
\
also being provided.
C. Hydrological Criteria
The Rational Method for determining surface runoff was used for the project site.
The 10-year and 100-year storm event criteria, obtained from the City of Fort
Collins, was used in calculating runoff values. The EPA SWMM was also used
for determining historic runoff from the site and the sizing of detention ponds.
1
These calculations and criteria are included in the Appendix
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance
with the City of Fort Collins Storm Drainage Criteria and are included in the
Appendix.
E. Variances from Criteria
No variances from City of Fort Collins Storm Drainage Criteria are being sought
for this project. --
! IV. DRAINAGE FACILITY DESIGN
A. General Concept
The majority of the on -site runoff produced by the Harmony Technology Park will
flow into the detention pond located in the south east corner of the site (pond A).
Pond A will discharge into a ditch on the east side of Technology Parkway. A
smaller portion of the site will flow into the detention pond located in the north
east corner of the site (pond B). Pond B will discharge into the on -site storm
2
i
sewer system and ultimately into Pond A. From Pond A the flow will be
conveyed to a point approximately 800 feet north of the center of section, where
flows from the northwest 1/4 of section 4 have historically discharged via a
proposed swale. From there the flow will be allowed to sheet flow to the existing
irrigation ditch imitating the historic condition.
In addition, to the two detention ponds, there is one retention pond being provided
as well. Retention pond A is being provided to insure that no more than the 100
year historic volume of runoff will be released from the site.
B. Specific Details
The Harmony Technology Park has been broken into 10 sub -basins and 4 off -site
basins. The off -site basins are for Harmony Road, County Road 9 and
Technology Parkway. Harmony Road will have a bike lane and an acceleration
lane added on the south side. The western portion of Harmony Road adjacent to
the site will drain into an area inlet and into the on -site storm drain system. The
inlet and storm sewer have been designed to convey the 100 year flow. The
eastern portion of Harmony Road adjacent to the site will be graded to drain into
pond A. Therefore, all of the historic and proposed increase in runoff from
Harmony Road will be detained on -site.
The revised County Road 9 will generally follow the current flow line with slight
modifications. A type `R' inlet will be added at the low point which is just to the
north of the second driveway into the development. The discharge from this inlet
will be piped on -site and into retention pond A. The inlet, storm sewer and swale
have all been designed to convey the 100 year flow into the retention pond. There
is
an existing elliptical pipe at the intersection of County Road 9 and Harmony
Road which conveys irrigation flows. An HY8 analysis was done on this pipe to
determine its' capacity. Based on this analysis this pipe can convey
approximately 25 cfs under County Road 9 from the west to the east. Any
additional flows would be forced due to the grading and crown of County Road 9
onto the west side of County Road 9. Aqua Engineers has provided a design to
convey the irrigation flows from the downstream end of the existing elliptical
pipe. An irrigation ditch will provide capacity for 21 cfs to the south and a 21"
pvc pipe will provide capacity for 10 cfs to the east. This will more than be able
to handle the 25 cfs coming in from the west.
Technology Parkway will only be constructed to the first east entrance at this
time. The end of Technology Parkway will be a cul-de-sac for the time being.
The portion of Technology Parkway that is being built at this time will be
conveyed into detention Pond A via a triangular channel. The calculations for the
triangular channel are provided in the Appendix: In the future when the
remainder of Technology Parkway is constructed detention will have to be
provided for it. -
A historic SWMM was prepared for the overall site to determine the 2 year
historic runoff rate from the undeveloped site. The entire site drains to the south
3
east comer with the exception of one small area in the north east comer which
drains to the east. According to the results of the SWMM the 2 year historic
runoff from the site is 4.9 cfs. The historic SWMM schematic and SWMM is
included in the Appendix.
The historic SWMM was also run for the 100 year storm event. The purpose of
this run was to determine the 100 year runoff volume from the historic site. Since
the downstream drainage easements have not yet been obtained part of the
drainage criteria included limiting the volume of runoff from the site to less than
the 100 year historic volume. Care was taken to allow the SWMM to run for a
long enough period to ensure that the actual volume was determined. According
to the SWMM which is included in the Appendix, the 100 year historic volume of
runoff from the site is 3.9 ac-ft.
In addition to the historic SWMM a fully developed SWMM was This
prepared.
S WMM was prepared in order to determine whether all of the design criteria was
�1
being met with the ponds as proposed. As stated earlier in addition to the two
detention ponds, retention pond A is being provided until such time that the
downstream drainage easements are obtained. The purpose of the retention pond
is to store the excess volume of runoff from the site that exceeds the 100 year
historic volume.
In the fully developed SWMM basins 1,5,4,9,3,6,15,13 and 14 (13 and 14 are
Harmony Road Basins, and 15 is Technology Parkway) all drain into the proposed
detention pond. We were unable to grade the site to allow for all runoff to enter
the detention pond first. If we had been able to grade the site that way, then we
could have allowed that portion of the runoff in excess of the 100 year historic
volume of runoff to spill over into the retention pond via weir flow. Instead, we
had to limit through grading how much runoff could enter the detention pond
initially. The remainder of the sub -basins are all graded to enter the retention
pond. The volume of runoff which is discharged from pond A (pond 500
according to the SWMM) was determined by placing a node (node 503)
downstream of the pond and plugging the node to determine the volume of runoff
coming from pond 500. Again, care was taken to allow the SWMM to run long
i
enough to ensure that the entire volume of runoff was discharged. That volume
according to the SWMM was 3.7 ac-ft which is less than the historic volume of
3.9 ac-ft. In addition, the release rate from pond 500 was shown in this SWMM
to be 3.5 cfs which is less than the 2 year historic rate of 4.9 cfs. The control
structure for pond A (pond 500 in the SWMM) will be a flared end section with a
rectangular orifice plate 7.0" wide by 10" high.
Also in the fully developed SWMM the volume of retention was determined by
checking the output for pond 502. The volume given for pond 502 according to
the SWMM was 2.8 ac-ft. Since the City of Ft. Collins Stormwater Criteria
requires providing twice this volume in the event back to back storms occur, the
required volume is 5.6 ac-ft, plus 1 foot of freeboard. The retention pond as
currently proposed provides 6.18 ac-ft of storage at elevation 4915.00.
4
Basins 3,4 and OS-4 are the only basins which drain into the north east pond. The
north east pond has 0.42 ac-ft of storage at elevation 19.0 and a release rate of 5.2
cfs. Based on the SWMM results included in the Appendix the volume of storage
needed for this pond is 0.4 ac-ft. The control structure for Pond B will be a flared
end section with a rectangular orifice plate that is 12" wide and 13.5" high.
V. STORM WATER QUALITY
The Harmony Technology Park development includes such Best Management
Practices as grass lined swales, grass lined detention and retention ponds and the
�i installation of silt fence and gravel inlet filters during construction. In addition,
the outflow rate from the proposed detention pond is very small (3.5 cfs) which
allows the sediment to filter out.
All construction activities must comply with the State of Colorado permitting
process for Storm water Discharges Associated with Construction Activity. A
Colorado Department of Health NPDES Permit will be required before any
construction grading can begin.
VI. EROSION CONTROL
A. General Concept
This area is in the Moderate Wind Erodibility Zone and the Moderate Rainfall
Erodibility Zone per the City of Fort Collins zone maps. The potential exists for
erosion problems during construction and after construction until the disturbed
ground is revegetated or paved.
� B. Specific Details
Calculations for erosion control performance standards have been completed per
the City of Fort Collins erosion Control Reference Manual for Construction Sites,
and have been included with this submittal. The required performance standard
during construction was 79.1, and the value for this erosion control design is 84.0.
The required performance standard after construction was 93.0, and the value for
this erosion control design is 96.0. Based on this the erosion control plan meets
the City of Fort Collins Criteria. The total erosion control security deposit is
$55,508.00.
VII. CONCLUSIONS
A. Compliance with Standards
All computations completed within this report are in compliance with the Storm
Drainage Design Criteria Manual.
5
B. Drainage Concept
The combination of swales, and street and storm drain systems will provide for
the 10 and 100 year developed flows to reach the proposed on -site detention
facilities. The proposed drainage concepts presented in this report and on the
construction plans adequately provide for the conveyance and release of
developed on -site flows into the downstream conveyance system.
If groundwater is encountered at the time of construction, a Colorado Department
of Health Construction Dewatering Permit will be required.
C. Storm Water Quality Concept.
Because storm water quality has become a requirement, the proposed design has
addressed this storm water aspect. Grass lined swales and detention ponds will
allow sediment to settle out before entering the downstream conveyance system.
` In addition silt fence and gravel inlet filters will be provided during construction
-� D. Erosion Control Concept
The erosion control concepts adequately provide for the control of wind and
rainfall erosion from the Harmony Technology Park. Through the construction of
the erosion control concepts, the City of Fort Collins performance standard will be
met.
REFERENCES
1. Storm Drainage Design Criteria and Construction Standards, by the City of Fort
Collins, Colorado, May 1984, revised January 1991.
2. Erosion Control Reference Manual for Construction Sites, by the City of Fort
Collins, Colorado, January 11, 1991.
I
APPENDIX
I
2
VICINITY MAP
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HYDROLOGY
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IJob Name: Harmony Technology Park
Client:
Celestica
Date:
11/12/97
By:
The Sear Brown Group
Job Number 785-001
File Name:
celestica drainage.dat
i` COMPOSITE RUNOFF COEFFICIENTS
i
Basin
#
Area
(Ac)
Imperv.
Area (Ac)
Pervious
Area (Ac)
C
Imperv.
C
Pervious
Comp.
C
Percent
Impervious
1
3.77
3.51
0.26
0.95
0.2
0.90
93.10
3
1.97
1.6
0.37
0.95
0.2
0.81
81.22
4
0.52
1 0
0.52
0.95
0.2
0.20
0.00
5
1.8
0
1.8
0.95
0.2
0.20
0.00
6
3.35
1.82
1.53
0.95
0.2
0.61
54.33
7
1.34
1.26
0.08
0.95
0.2
0.91
94.03
8
1.41
1.31
0.1
0.95
0.2
0.90
92.91
9
2.68
2.3
0.38
0.95
0.2
0.84
85.82
10
2.93
2.93
0
0.95
0.2
0.95
100.00
11
8.07
0
8.07
0.95
0.2
0.20
0.00
OS-1
1.45
0.54
0.91
0.95
0.2
0.48
37.24
OS-2
2.21
1.36
0.85
0.95
0.2
0.66
61.54
OS-3
2.31
1.08
1.23
0.95
0.2
0.55
46.75
OS-4
0.94
0.18
0.76
0.95
0.2
0.34
19.15
OS-1=WEST PART OF HARMONY RD.
OS-2=TECHNOLOGY PARKWAY
OS-3=EAST SIDE OF COUNTY RD. 9
OS-4=EAST PART OF HARMONY RD.
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1
1
DETENTION
i
I
I
11
i
I
I
DATE: 11 / 17/97
JOB #: 785-001
BY: THE SEAR BROWN GROUP
JOB NAME: HARMONY TECHNOLOGY CENTER
STAGE -STORAGE -DISCHARGE TABLE - POND A
ELEVATION
(FT)
AREA
(ACRES)
VOLUME
(AC -FT)
DISCHARGE
(CFS)
4910.09
0.89
0.00
0.0
4910.57
0.44
1.0
4911.0
0.98
0.85
4911.24
1.10
2.0
4912.0
1.14
1.91
4912.23
2.18
3.0
• 4913.0
1.18
3.07
4913.58
3.78
4.0
4914.0
1.28
4.30
4915.0
1.39
5.63
4.9
NOTE: Discharge values were determined based on the orifice equation,
Q=cA(2gH)^ 1 /2
where c=0.6
A=area of orifice opening (7" wide * 10" high) = 0.49sq.ft.
H = water surface elevation in pond minus normal depth in outlet pipe (from
flowmaster calcs., included herein) for a given discharge. Following is an
example calculation.
For Q = 2cfs
NOTE
2cfs=(0.6)(0.49)(64.4(x-4910.52))^ 1 /2
x=4911.24
Intermediate volumes are interpolated from the stage -storage table provided
within this appendix.
71
12
NORMAL DEPTH FOR POND A OUTLET PIPE
Worksheet for Circular Channel
iProject Description
Project File c:\haestad\fmw\celes.fm2
Worksheet NORMAL DEPTH -OUTLET PIPE POND A
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.008800 ft/ft
Diameter 21.00 in
Discharge 4.90 cfs
Results
Depth
0.69
ft
Flow Area
0.88
ftz
Wetted Perimeter
2.38
ft
Top Width
1.71
ft
Critical Depth
0.81
ft
Percent Full
Critical Slope
39.52
0.004954
ft/ft
Velocity
5.54
ft/s
'
Velocity Head
Specific Energy
0.48
1.17
ft
ft
Froude Number
1.36
Maximum Discharge
15.99
cfs
Full Flow Capacity
14.86
cfs
Full Flow Slope
0.000956 ft/ft
Flow is supercritical.
I
I
L
i ncrt ~- u l ayi" VA)v"
11/12/97 FlowMaster v5.13
01:44:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
l3
Table
Rating Table for Circular Channel
Project Description
Project File c:\haestad\fmw\celes.fm2
Worksheet NORMAL DEPTH -OUTLET PIPE POND A
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Constant Data
Mannings Coefficient
0.013
Channel Slope
0.008800 ft/ft
Diameter 21.00 in
Input Data
Minimum
Maximum Increment
Discharge 0.50
4.90 0.50 cfs
'Rating
ale
Discharge Depth
Velocity
(cfs) (ft)
(ft/s)
0.50
0.22
2.86
1
1.00
0.31
3.52
1.50
0.38
3.96
2.00
0.43-
4.31
2.50
0.49
4.59
3.00
0.53
4.84
3.50
0.58
5.05
4.00
0.62
5.24
4.50
0.66
5.42
5.00
0.70
5.57
I
L
11/12/97
01:43:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
1
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Date: The Sear Brown Group
By: AHF
Job Number: 785-001
File Name harmony technology center
Detention Pond Rating Curve IPOND A - SWMM POND 500
Elev
(ft)
Area
(ac)
Cumulative
Storage
(ac-ft)
4910.09
0.89
0.00
4911.00
0.98
0.85
4912.00
1.14
1.91
4913.00
1.18
3.07
4914.00
1.28
4.30
4915.00
1.39
5.63
V = d/3 * (A + B + (A*B)^0.5)
Area -Capacity Curve
6.00
1.40
5.00
1.20
c 4.00
F
1.00
0.80
y 3.00
w
m
0.60 u
V
0.40 y
1.00
µ
0.20
o.00
;.: ".... .: .
..... ...:.
0.00
0000gg
O
(V
(n IT In
p�
Stage (tt elev)
-0--Series2 tSeriesl
Series 1 = Surface Area
Series 2 = Capacity
0
1
1
t
1
1
1
1
1
1
1
1
i
1
1
1
1
i
1
1
DATE: 11 /17/97
JOB #: 785-001
BY: THE SEAR BROWN GROUP
JOB NAME: HARMONY TECHNOLOGY CENTER
STAGE -STORAGE -DISCHARGE TABLE - POND B
ELEVATION
(FT)
AREA
(ACRES)
VOLUME
(AC -FT)
DISCHARGE
(CFS)
4915.10
0.00
0.00
0.0
4916.00
0.08
0.02
4917.00
0.11
0.12
4917.11
0.13
1.0
4918.00
0.14
0.24
4918.31
0.29
3.0
4919.00
0.22
0.42
5.2
NOTE: Discharge values were determined based on the orifice equation,
Q=cA(2gH)^ 1 /2
where c=0.6
A=area of orifice opening (12" wide * 13.5" high) = 1.13 sq.ft.
H = water surface elevation in pond minus energy grade line elevation at pond B
outlet pipe (from UDSewer analysis, included herein) for a given discharge.
Following is an example calculation.
For Q = 3 cfs
3cfs=(0.6)(1.13)(64.4(x-4918.01))^ 1 /2
x=4918.31
NOTE: Intermediate volumes are interpolated from the stage storage table provided
within this appendix.
I
t6
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
by Civil Eng. Deets
U. of Colorado Denver------------
---------- -Developed
Metro Denver Cities/Counties
8 UDFCD Pool Fund Study
-at
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 12-24-1997 AT TIME 07:41:14
VERSION=01-17-1997
*** PROJECT TITLE :Celestica - East Storm
Drain
*** RETURN PERI00 OF FLOOD IS 100 YEARS
'
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW
ELEVATION ELEVATION
MINUTES INCH/HR
--------------------------------------.----------------------------------------
CFS
FEET
FEET
1.00
38.16
10.09
15.00
INO
2.00
38.16
14.80
14.77
OK
'
4.00
28.72
18.10
15.65
OK
5.00
28.72
20.22
16.43
OK
6.00 -7l 1.00
15.14
17.08
NO
7.00
27.72
21.97
17.26
OK
8.00
27.72
21.70
19.05
OK
9.00
27.72
21.50
20.86
OK
10.00
1.00
15.14
17.08
NO
11.00
6.86
25.35
23.55
OK
12.00
6.86
25.35
23.97
OK
3.00
28.72
17.00
15.57
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO
-SEWER
----------------------------------------------------------------------------
SIZE RATIO=
1
SEWER MAMHOLE NUMBER SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE)
DIA(RISE) DIA(RISE)
WIDTH
(FT)
-------------ID-NO. ID -NO.....
-----------
(IN) (FT) (IN) (FT)
(FT)
-..----(IN)
12.00 2.00 1.00 ARCH
----- -----
29.26
----- -----
30.00
----- ---------
29.00
45.00
45.00 5.00 4.00 ARCH
31.17
33.00
29.00
45.00
'
56.00 6.00 5.00 ROUND
8.18
18.00
24.00
0.00
106.00 10.00 6.00 ROUND
8.18
18.00
24.00
0.00
57.00 7.00 5.00 ARCH
29.50
30.00
29.00
45.00
78.00 8.00 7.00 ARCH
29.50
30.00
29.00
45.00
89.00 9.00 8.00 ARCH
21.27
24.00
29.00
45.00
'
119.00 11.00 9.00 ROUND
13.05
18.00
15.00
0.00
1211.00 12.00 11.00 ROUND
13.05
18.00
15.00
0.00
23.00 3.00 2.00 ARCH
26.30
27.00
29.00
45.00
34.00 4.00 3.00 ARCH
31.17
33.00
29.00
45.00
'
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC
CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
'
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISTTNG SIZE WAS USED
------------------------------'------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL
FROUDE
COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY
DEPTH VLCITY
VLCITY
NO.
NUMBER CFS CFS FEET FPS
FEET
FPS FPS
------------------------------------------------.._----------------------------
12.0 38.2 71.6 1.60 9.74
1.99
7.49 5.11
1.52
V-OK
45.0 28.7 45.5 1.78 6.45
1.72
6.70 3.85
0.94
V-OK
56.0 1.0 17.7 0.32 3.05
0.39
2.31 0.32
1.14
V-OK
106.0 1.0 17.7 0.32 3.05
0.39
2.31 0.32
1.14
V-OK
'
57.0 27.7 50.9 1.62 6.96
1.69
6.60 3.71
1.08
V-OK
I
1-7
t
I
J
78.0
27.7
50.9
1.62
6.96
1.69
6.60
3.71
1.08
V-OK
89.0
27.7
121.7
1.00
13.19
1.69
6.60
3.71
2.73
V-OK
119.0
6.9
10.0
0.76
8.76
1.05
6.26
5.59
1.93
V-OK
1211.0
6.9
10.0
0.76
8.76
1.05
6.26
5.59
1.93
V-OK
23.0
28.7
71.6
1.36
9.06
1.72
6.70
3.85
1.57
V-OK
34.0
28.7
45.5
1.78
6.45
1.72
6.70
3.85
0.94
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
---
%
--------------------------------------------------
(FT)
(FT)
(FT)
(FT)
12.00
0.99
10.70
10.09
1.68
-2.42
NO
45.00
0.40
14.64
13.60
3.16
2.08
OK
56.00
0.61
15.14
14.64
-2.00
3.58
NO
106.00
0.61
15.14
15.14
-2.00
-2.00
NO
57.00
0.50
15.37
14.65
4.18
3.15
OK
78.00
0.50
17.35
15.35
1.93
4.20
NO
89.00
2.86
17.57
17.37
1.51
1.91
NO
119.00
2.37
22.50
17.57
1.60
2.68
NO
1211.00
2.37
22.50
22.50
1.60
1.60
NO
23.00
0.99
13.19
10.70
1.39
1.68
NO
34.00
0.40
13.60
13.20
2.08
1.38
NO
OK MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL
COVER OF
2 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
-------------------------------------------------------------------------------
FEET
FEET
FEET
FEET
FEET
FEET
12.00
61.56
61.56
13.12
12.51
14.77
15.00
PRSS'ED
45.00
260.00
0.00
17.06
16.02
16.43
15.65
SUBCR
56.00
81.34
71.01
17.14
16.64
17.08
16.43
JUMP
106.00
0.10
0.00
17.14
17.14
17.08
17.08
JUMP
57.00
145.00
0.00
17.79
17.07
17.26
16.43
JUMP
78.00
400.00
0.00
19.77
17.77
19.05
17.26
JUMP
89.00
7.00
0.00
19.99
19.79
20.86
19.05
JUMP
119.00
208.00
143.71
23.75
18.82
23.55
20.86
JUMP
1211.00
0.10
0.00
23.75
23.75
23.97
23.55
JUMP
23.00
251.95
247.67
15.61
13.12
15.57
14.77
PRSS'ED
34.00
100.00
0.00
16.02
15.62
15.65
15.57
SUBCR
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT
-------------------------------------------------------------------------------
12.0 2.00 15.17 0.17 1.00 0.00 0.00 0.00 1.00 15.00
45.0 5.00 17.08 0.94 0.05 0.01 0.00 0.00 4.00 16.13
56.0 6.00 17.08 0.00 0.30 0.00 0.00 0.00 5.00 17.08
106.0 10.00 17.08 0.00 0.25 0.00 0.00 0.00 6.00 17.08
57.0 7.00 17.47 0.00 1.02 0.22 0.25 0.18 5.00 17.08
78.0 8.00 19.72 2.24 0.05 0.01 0.00 0.00 7.00 17.47
89.0 9.00 21.08 1.14 1.00 0.21 0.00 0.00 8.00 19.72
119.0 11.00 24.15 3.05 0.05 0.02 0.00 0.00 9.00 21.08
1211.0 12.00 24.45 0.18 0.25 0.12 0.00 0.00 11.00 24.15
23.0 3.00 15.80 0.39 1.00 0.23 0.00 0.00 2.00 15.17
34.0 4.00 16.13 0.32 0.05 0.01 0.00 0.00 3.00 15.80
BEND LOSS =BEND K* FLOWING FULL VNEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
L,
1$
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I
I
----------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
'
nverCivil
es/Co Deets
Metro Denver Cities/Counties
U. of Denver
8 UDFCD Pool Fund Study
---------- -Developed -Colorado -at
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 12-24-1997 AT TIME 07:44:21
VERSION=01-17-1997
*** PROJECT TITLE :Celestica - East Storm
Drain
' 4
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN
GROUND WATER COMMENTS
'
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW
ELEVATION ELEVATION
MINUTES INCH/HR
-------------------------------------------------------------------------------
CFS
FEET FEET
1.00
40.16
10.09 15.00
NO
2.00
40.16
14.80 14.74
OK
'
4.00
30.72
18.10 16.69
OK
5.00
30.72
20.22 17.73
OK
6.00 3.00
15.14 17.99
NO
7.00
27.72
21.97 18.46
OK
'
8.00
27.72
21.70 19.05
OK
9.00
27.72
21.50 20.86
OK
10.00
3.00
15.14 18.00
NO
11.00
6.86
25.35 23.55
OK
12.00
6.86
25.35 23.97
OK
'
3.00
30.72
17.00 16.28
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
'
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE
-" -----------------------
RATIO=
1
'--".-----------"'_--------------------------------
SEWER MAMHOLE NUMBER SEWER
REQUIRED
SUGGESTED EXISTING
NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE)
DIA(RISE) DIA(RISE)
WIDTH
-ID
---------' ID N0. ID NO_ -----------(IN) (FT)
-'----------
(IN) (FT) (IN) (FT)
(FT)
12.00 2.00 1.00 ARCH
---
29.82
-------------- ----
30.00 29.00
----
45.00
45.00 5.00 4.00 ARCH
56.00 6.00 5.00 ROUND
31.97
12.35
33.00 29.00
18.00 24.00
45.00
0.00
106.00 10.00 6.00 ROUND
12.35
18.00 24.00
0.00
57.00 7.00 5.00 ARCH
29.50
30.00 29.00
45.00
78.00 8.00 7.00 ARCH
29.50
30.00 29.00
45.00
89.00 9.00 8.00 ARCH
21.27
24.00 29.00
45.00
'
119.00 11.00 9.00 ROUND
13.05
18.00 15.00
0.00
1211.00 12.00 11.00 ROUND
13.05
18.00 15.00
0.00
23.00 3.00 2.00 ARCH
26.97
27.00 29.00
45.00
'
34.00 4.00 3,00 ARCH 31.97
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
33.00 29.00
45.00
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC
CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
'
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED
SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
'
_______________________________________________________________________________
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL FROUDE
COMMENT
1D FLOW 0 FULL Q DEPTH VLCITY
DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS
FEET
FPS FPS
-----------------------------"'---"'-"'___'-----------'____...._---.__.-..-.
12.0 40.2 71.6 1.65 9.86
2.04
7.65 5.38 1.51
V-OK
'
45.0 30.7 45.5 1.86 6.54
1.78
6.88 4.11 0.92
V-OK
56.0 3.0 17.7 0.56 4.20
0.65
3.40 0.95 1.17
V-OK
106.0 3.0 17.7 0.56 4.20
0.65
3.40 0.95 1.17
V-OK
57.0 27.7 50.9 1.62 6.96
1.69
6.60 3.71 1.08
V-OK
'
78.0
27.7 50.9 1.62
6.96
1.69
6.60 3.71
1.08 V-OK
89.0
27.7 121.7 1.00
13.19
1.69
6.60 3.71
2.73 V-OK
'
119.0
1211.0
6.9 10.0 0.76
6.9 10.0 0.76
8.76
8.76
1.05
1.05
6.26 5.59
6.26 5.59
1.93 V-OK
1.93 V-OK
23.0
30.7 71.6 1.41
9.22
1.78
6.88 4.11
1.56 V-OK
34.0
30.7 45.5 1.86
6.54-
1.78
6.88 4.11
0.92 V-OK
FROUDE NUMBER=O INDICATES THAT A
PRESSURED
FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
--..
%
(FT)
-----
(FT)
-----
(FT)
(FT)
12.00
0.99
10.70
10.09
----
1.68
.----
2.42
NO
45.00
0.40
14.64
13.60
3.16
2.08 OK
56.00
0.61
15.14
14.64
-2.00
3.58
NO
106.00
0.61
15.14
15.14
-2.00
-2.00
NO
57.00
0.50
15.37
14.65
4.18
3.15 OK
78.00
0.50
17.35
15.35
1.93
4.20
NO
89.00
2.86
17.57
17.37
1.51
1.91
NO
119.00
2.37
22.50
17.57
1.60
2.68
NO
'
1211.00
2.37
22.50
22.50
1.60
1.60
NO
23.00
0.99
13.19
10.70
1.39
1.68
NO
34.00
0.40
13.60
13.20
2.08
1.38
NO
OK MEANS BURIED DEPTH IS
GREATER
THAN REQUIRED
SOIL
COVER OF 2
FEET
*** SUMMARY OF HYDRAULIC
GRADIENT
LINE ALONG SEWERS
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION FLOW
ID NUMBER
LENGTH LENGTH UPSTREAM
DNSTREAM
UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
12.00
--------------------------------------------------------------------
61.56
61.56
13.12
12.51
14.74
15.00 PRSS'ED
45.00
260.00
260.00
17.06
16.02
17.73
16.69 PRSS'ED
56.00
81.34
81.34
17.14
16.64
17.99
17.73 PRSS'ED
106.00
0.10
0.10
17.14
17.14
18.00
17.99 PRSS'ED
57.00
145.00
145.00
17.79
17.07
18.46
17.73 PRSS'ED
78.00
400.00
198.34
19.77
17.77
19.05
18.46 JUMP
89.00
7.00
0.00
19.99
19.79
20.86
19.05 JUMP
119.00
208.00
143.71
23.75
18.82
23.55
20.86 JUMP
'
1211.00
23.00
0.10
251.95
0.00
251.95
23.75
15.61
23.75
13.12
23.97
16.28
23.55 JUMP
14.74 PRSS'ED
34.00
100.00
100.00
16.02
15.62
16.69
16.28 PRSS'ED
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE
HYDRAULIC JUMP; SUBCR=SUSCRITICAL FLOW
'
*** SUMMARY OF ENERGY GRADIENT LINE
ALONG SEWERS
'
-------------------------------------------------------------------------------
UPST MANHOLE
SEWER MANHOLE ENERGY
SEWER
FRCTION
BEND
JUNCTURE LOSSES DOWNST MANHOLE
BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT
FT
K COEF LOSS FT K
COEF LOSS FT
ID FT
-------------------------------------------------------------------------------
12.0
2.00 15.19
0.19
1.00
0.00
0.00 0.00
1.00 15.00
45.0
5.00 17.99
1.03
0.05
0.01
0.00 0.00
4.00 16.95
'
56.0
6.00 18.01
0.01
0.30
0.00
0.00 0.00
5.00 17.99
106.0 10.00 18.01
0.00
0.25
0.00
0.00 0.00
6.00 18.01
57.0
7.00 18.67
0.25
1.02
0.22
0.25 0.21
5.00 17.99
78.0
8.00 19.72
1.04
0.05
0.01
0.00 0.00
7.00 18.67
'
89.0
9.00 21.08
1.14
1.00
0.21
0.00 0.00
8.00 19.72
119.0 11.00 24.15
3.05
0.05
0.02
0.00 0.00
9.00 21.08
1211.0 12.00 24.45
0.18
0.25
0.12
0.00 0.00
11.00 24.15
23.0
3.00 16.54
1.08
1.00
0.26
0.00 0.00
2.00 15.19
'
34.0
4.00 16.95
0.40
0.05
0.01
0.00 0.00
3.00 16.54
BEND LOSS =BEND K* FLOWING FULL
VHEAD IN
SEWER.
LATERAL
LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW
FULL VHEAD
FRICTION
LOSS=O MEANS
IT IS NEGLIGIBLE
OR
POSSIBLE
ERROR DUE TO JUMP.
21
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Date: The Sear Brown Group
By: AHF
Job Number: 785-001
File Name harmony technology center
Detention Pond Rating Curve IPOND B - SWMM POND 501
Elev
(ft)
Area
(ac)
Cumulative
Storage
(ac-ft)
4915.10
0.00
0.00
4916.00
0.08
0.02
4917.00
0.11
0.12
4918.00
0.14
0.24
4919.00
0.22
0.42
V = d/3 * (A + B + (A*B)^0.5)
Area -Capacity Curve
0.45
0.25
0.40
0.35
0.20
0.30
M
T 0.25
4
0.15 w
y
0.20
0.10
t
0.15
F µ
tW
0.10
r
- 4
0.05....................:..
0.05
- . ^
0.001.0.00
n W
CO 0)p�
Stage (ft elev)
—W—Sehes2 -♦— Se esl
Series 1 = Surface Area
Series 2 = Capacity
22
23
1
1
1
1
Date: The Sear Brown Group
By: AHF
Job Number: 785-001
File Name harmony technology center
Detention Pond Rating Curve IRETENTION POND
Elev
(ft)
Area
(ac)
Cumulative
Storage
(ac-ft)
4910.00
0.00
0.00
4911.00
1.25
0.42
4912.00
1.35
1.72
4913.00
1.43
3.11
4914.00
1.54
4.59
4915.00
1.63
6.18
V = d/3 * (A + B + (A*B)^0.5)
Area -Capacity Curve
7.00
1.80
6.00
+ Y
1.60
..
1.40
-� 5.00
C
4 :.
.:
1.20:°4.00
1 0
.0
3.00
0.80
A
10.00
0.60
200
0.401.000.20
0.00
0
o g o g
14 N_
Stage (rt elev)
—0—Series2-Seriesl
Series 1 = Surface Area
Series 2 = Capacity
I
29"
F-Ii
'J
1
EROSION CONTROL
1
1
1
1
1
1
1
1
1
1
1
ROD, Inc.
Z.S
EROSION CONTROL CONSTRUCTION SEQUENCE
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
97 98
N D
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Fillers
Straw Banners
Sift Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
AsphalUConcrete Paving
Other -Gravel mulch
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other --
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
RBD, Inc.
25
It
I
i
i
i
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: Harmony Technology Park STANDARD FORM
785-001
CALCULATED BY: AHF DATE: 11/18/97
DEVELOPE
ERODIBILIT
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
ft
(%)
(ft)
(%)
%)
1
moderate
3.77
670
1.9
2
moderate
0.00
0
0.0
3
moderate
1.97
300
2.3
4
moderate
0.52
140
0.7
5
moderate
1.80
300
0.7
6
moderate
3.35
390
1.9
7
moderate
1.34
235
2.3
8
moderate
1.41
205
2.4
9
moderate
2.68
930
0.8
10
moderate
2.93
400
2.8
11
moderate
8.07
500
0.6
OS-1
moderate
1.45
610
1.8
OS-2
moderate
2.21
750
1.8
OS-3
moderate
2.31
1080
1.9
OS-4
moderate
0.94
560
1.8
Total
34.75
283
1.1
79.1
tAAMPLt GALL;1U I IUNS
Lb = sum(AiLi)/sum(Ai) = (3.77 x 670 +... + 0.94 x 560)/ 34.75
283 ft
Sb = sum(AiSi)/sum(Ai) = (3.77 x 1.90 +... + 0.94 x 1.80)/ 34.75
= 1.1 %
PS (during construction) = 79.1 (from Table 8A)
PS (after construction) = 79.1/0.85 = 93.0
Up -left
Down -right
Interp.
L*S RPS
200 76.3
300 78.8
311 79.07
RBD, Inc.
2'7
EFFECTIVENESS CALCULATIONS
0
PROJECT: Harmony Te
CALCULATED BY: AHF
Number
Erosion Control
Method
6
Gravel Filter
19
Established Grass Ground Cover - 100%
1
39
Hay or Straw Dry Mulch (1-5% slope)
38
Gravel Mulch
8
Silt Fence Barrier
9
4
Asphalt/Concrete Pavement
Sediment Trap
5
Straw bale barrier
23
Hydraulic Mulch @ 2 tons/acre
SUB
BASIN
Site
SUB
BASIN
i
r
AREA
Impervious
Remain.
2 Total
Impervious
Remain
3 Total
Impervious
Remain
Impervious
Remain
5 Total
Impervious
Remain
6 Total
Impervious
Remain
7 Total
Impervious
Remain
Impervious
Remain
79.11 34.75
3.77
3.51
0.26
0.00
0
0.00
1.97
1.6
0.52
0
0.52
1.80
0
1.80
3.35
1.82
1.53
1.34
1.26
0.08
1.41
1.31
0.10
DATE:
Value I Value
1
0.8
1 placed at inlets
0.02
1
lexisting and disturbed areas
0.06
1
apply in detention ponds
0.05
1
used in all areas to be paved
1
0.5
placed d.s. boundary of site
0.01
1
paved and constructed
1
0.5
in detention ponds
1
0.8
used in swales
0.1
1
used in all areas to be sodded
38 0.17 3.51 Gravel Mulch
6 0.26 0.21 Gravel Inlet Filter
38 0.00 0.00
39 0.00 0.00
38 0.08 1.60 Gravel Mulch
39 0.02 0.37 Hay Mulch
38 0.00 0.00 Gravel Mulch
39 0.03 0.52 Hay Mulch
38 0 0 Gravel Mulch
39 0.11 1.8 Hay Mulch
38 0.09 1.82 Gravel Mulch
6 1.53 1.22 Gravel Inlet Filter
38 0.06 1.26 Gravel Mulch
6 0.08 0.06 Gravel Inlet Filter
38 0.06 1.31 Gravel Mulch
6 0.1 0.08 Gravel Inlet Filter
11/18/97
21?
RBD, Inc.
9 Total
Impervious
Remain
10 Total
Impervious
Remain
11 Total
Impervious
Remain
OS-1 Total
Impervious
Remain
OS-2 Total
�I Impervious
Remain
OS-3 Total
Impervious
Remain
OS-4 Total
Impervious
Remain
2.3 38 0.11 2.3 Gravel Mulch
0.38 39 0.02 0.38 Hay Mulch
2.93
2.93 9 0.03 2.93 Asphalt/Concrete
0 0 0
8.07
0
8.07 39 0.44 7.35 Hay Mulch
1.45
0.54 38 0.03 0.54 Gravel Mulch
0.79 6 0.79 0.63 Gravel Inlet Filter
2.21
1.36 38 0.07 1.36 Gravel Mulch
0.51 5 0.51 0.41 Straw Bale Barrier
2.31
1.08 38 0.05 1.08 Gravel Mulch
0.73 6 0.73 0.58 Gravel Inlet Filter
0.94
0.18 38 0.01 0.18 Gravel Mulch
0.62 5 0.62 0.49 Straw Bale Barrier
Total 6.00 31.99
Cnet=6.00/34.75=0.17
Pnet=31.99/34.75=0.92
EFF=(1-C'P)100=(1-0.17`0.92)100=84.0>79.1
Assume paving not constructed within 6
weeks; use gravel inlet filters at all
inlets & silt fence at swales & downstream
Perimeters.
RBD, Inc.
I
i
EFFECTIVENESS CALCULATIONS
PROJECT: Harmony Technology Park STANDARD FORM B
CALCULATED BY: AHF DATE: 11/18/97
Erosion Control
C-Facto
P-Factor
Comment
Number Method
Value
Value
9 Asphalt/Concrete Pavement
0.01
1
paved and constructed
20 Sod Grass
0.01
1
14 Established Grass Ground Cover - 50%
0.08
1
SUB
PS
AREA
BASIN
%)
(ac)
Site
93.0
34.75
SUB
SUB
AREA
Practice C' A P' A Remarks
BASIN
AREA
(ac
AFTER CONSTRUCTION
1
Total
3.77
Impervious
3.51
9 0.04 3.51 Asphalt/Concrete Pavement
Remain.
0.26
14 0.02 0.26 Established Grass
2
Total
0.00
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
Remain.
0.00
14 0.00 0.00 Established Grass
3
Total .
1.97
Impervious
1.60
9 0.02 1.60 Asphalt/Concrete Pavement
Remain.
0.37
14 0.04 0.37 Established Grass
4
Total
0.52
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
Remain.
0.52
14 0.05 0.52 Established Grass
5
Total
1.80
Impervious
0.00
9 0.00 0.00 AsphalUConcrete Pavement
Remain.
1.80
14 0.12 1.80 Established Grass
6
Total
3.35
Impervious
1.82
9 0.02 1.82 Asphalt/Concrete Pavement
Remain.
1.53
14 0.03 1.53 Established Grass
7
Total
1.34
Impervious
1.26
9 0.01 1.26 AsphalUConcrete Pavement
Remain.
0.08
14 0.01 0.08 Established Grass
8
Total
1.41
Impervious
1.31
9 0.01 1.31 Asphalt/Concrete Pavement
Remain.
0.10
14 0.01 0.10 Established Grass
9
Total
2.68
Impervious
2.30
9 0.02 2.30 Asphalt/Concrete Pavement
Remain.
0.38
14 0.07 0.38 Established Grass
I
RBD, Inc.
101Total
Impervious
Remain.
11
Total
Impervious
Remain.
OS-1
Total
Impervious
Remain
OS-2
Total
Impervious
Remain
OS-3
Total
Impervious
Remain
OS-4
Total
Impervious
Remain
2.93
2.93
0.00
8.07
0.00
8.07
1.45
0.54
0.79
2.21
1.36
0.51
2.31
1.08
0.73
0.94
0.18
0.62
9
0.03
2.93 Asphalt/Concrete Pavement
14
0.00
0.00 Established Grass
0.00
14
0.59
8.07 Established grass ground cover
9
0.01
0.54 Asphalt/Concrete Pavement
14
0.06
0.79 Established Grass
9
0.01
1.36 Asphalt/Concrete Pavement
14
0.04
0.51 Established Grass
9
0.01
1.08 Asphalt/Concrete Pavement
14
0.06
0.73 Established Grass
9
0.00
0.18 Asphalt/Concrete Pavement
14
0.05
0.62 Established Grass
Total
1.3229
33.65
Cnet=1.32/34.75=.04
Pnet=33.65/34.75=0.97
EFF=(1-C-P)100=(1-.04-0.97)100=96.00>93.0 ok
11
r
r
11
RBD, Inc. 3l
EROSION CONTROL COST ESTIMATE
Harmony Technology Park
PREPARED BY:
AHF
DATE:
11/24/97
Unit
o a
Method
Quantity Unit
Cost
Cost
Notes
Reseed/mulch
15.75 ac
$500
$7,875
See Note 1.
Subtotal
$7,875
Contingency
50%
$3,938
Total
$11,813
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost
Notes
6 Gravel Filter
6 ea
$300
$1,800
8 Silt Fence Barrier
2510 LF
$3
$7,530
39 Hay or Straw Dry Mulch (1-5% slope)
11.14 ac
$500
$5,570
38 Gravel Mulch
15.93 ac
$1,350
$21,506
23 Hydraulic Mulch @ 2 tons/acre
0 ac
$500
$0
5 Straw Bale Barrier
4 ea
$150
$600
Subtotal
$37,006
Contingency
50%
$18,503
Total
$55,508
Total Security
$55,508
Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac.
i
32,
DESIGN OF INLETS STORM DRAINSAND SWALES
1
NO
EAST SIDE STORM DRAIN SYSTEM
i
if
r
. ig
THE
SEAR -BROWN
GROUP
Project: Project No.
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i
Celestica - East Storm Drain
East Pipe
2, 18,20,3,2, 1 , 1 ,500,300,.2,Y
1 , 100
1.35,28.5, 10,.786
12
1 , 10.09,0, 1 , 12,0,0,0
38.15,0,20,.75,0,0,0,0,0
2, 14.8, 12, 1 ,23,0,0,0
38.15,0,20,.75,0,0,0,0,0
4, 18.1 ,34, 1 ,45,0,0,0
28.72,0,20,.75,0,0,0,0,0
5,20.22,45,2,56,57,0,0
28.72,0,20,.75,0,0,0,0,0
6, 15.14,56, 1 , 106,0,0,0
1 ,0,.1 ,.75,0,0,0,0,0
7,21.97,57, 1 ,78,0,0,0
27.72,0,20,.75,0,0,0,0,0
8,21.7,78, 1 ,89,0,0,0
27.72,0,20,.75,0,0,0,0,0
9,21.5,89, 1 , 119,0,0,0
27.72,0,20,.75,0,0,0,0,0
10, 15.14, 106,0,0,0,0,0
1 ,0,20,.75,0,0,0,0,0
11 ,25.35, 119, 1 , 1211 ,0,0,0
6.86,0,20,.75,0,0,0,0,0
12,25.35, 1211 ,0,0,0,0,0
6.86,0,20,.75,0,0,0,0,0
3,17,23,1,34,0,0,0
28.72,0,20,.75,0,0,0,0,0
11
12,61.56,.99, 13.12,.013, 1,0,3,29,45
45,260,.4, 17.06,.013,.05,0,3,29,45
56,81.34,.61,17.14,.013,.3,0,1,24,0
106,.1,.61 , 17.14,.013,.25,0, 1,24,0
57, 145,.5, 17.79,.013, 1.02, .25 , 3 , 29, 45
78,400,.5, 19.77,.013,.05,0,3,29,45
89,7,2.86, 19.99,.013, 1 ,0,3,29,45
119,208,2.37,23.75,.013,.05,0, 1 , 15,0
1211,.1,2.37,23.75,.013,.25,0,1,15,0
23,251.95,.99, 15.61,.013, 1,0,3,29,45
34, 100,.4, 16.02,.013,.05,0,3,29,45
�1,15,0
23,251.95,.99, 15.
LA b 5 � &(& /
ine
r
----------- ---------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed Civil Deets
U. of
Denver------------
Metro Denver o
r Cities/Cs/Counties
-----------
8 UDFCD Pool Fund Study
USER:RDB-Fort Collin -Colorado ...............................................
-Colorado -at
ON DATA 11-12-1997 AT TIME 16:49:07
VERSION=01-17-1997
*** PROJECT TITLE :Celestica - East Storm
Drain
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
;�
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
PEAK FLOW
ELEVATION ELEVATION
MINUTES INCH/HR
-------------------------------------------------------------------------------
CFS
FEET
FEET
1.00
42.35
10.09
15.00
NO
2.00
42.35
14.80
14.71
OK
4.00
32.92
18.10
16.69
OK
5.00
32.92
20.22
17.73
OK
6.00
5.20
15.14
18.04
NO
7.00
27.72
21.97
18.50
OK
8.00
27.72
21.70
19.05
OK
9.00
27.72
21.50
20.86
OK
10.00
5.20
15.14
18.05
NO
11.00
12.00
6.86
6.86
25.35
25.35
23.55
23.97
OK
OK
3.00
32.92
17.00
16.28
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO=
-------------------------------------------------------------------------------
1
SEWER 14AMHOLE NUMBER SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE)
DIA(RISE) DIA(RISE)
WIDTH
ID N0. ID NO (IN) (FT)
(IN) (FT) (IN) (FT)
(FT)
12.00 2.00 1.00 ARCH
..----
30.42
---- ---- ----
33.00
----
29.00
----
45.00
45.00 5.00 4.00 ARCH
32.81
33.00
29.00
45.00
56.00 6.00 5.00 ROUND
15.17
18.00
24.00
0.00
106.00 10.00 6.00 ROUND
15.17
18.00
24.00
0.00
57.00 7.00 5.00 ARCH
29.50
30.00
29.00
45.00
78.00 8.00 7.00 ARCH
29.50
30.00
29.00
45.00
89.00 9.00 8.00 ARCH
21.27
24.00
29.00
45.00
119.00 11.00 9.00 ROUND
13.05
18.00
15.00
0.00
1211.00 12.00 11.00 ROUND
13.05
18.00
15.00
0.00
23.00 3.00 2.00 ARCH
27.68
30.00
29.00
45.00
34.00 4.00 3.00 ARCH
32.81
33.00
29.00
45.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC
CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY
AVAILABLE
SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL
FROUDE
COMMENT
ID FLOW Q FULL Q DEPTH VLCITY
DEPTH VLCITY VLCITY
NO.
NUMBER CFS CFS FEET FPS
-------------------------------------------------------------------------------
FEET
FPS FPS
12.0 42.3 71.6 1.71 9.99
2.10
7.81 5.67
1.50
V-OK
45.0 32.9 45.5 1.94 6.64
1.84
7.08 4.41
0.91
V-OK
56.0 5.2 17.7 0.74 4.90
0.83
4.25 1.66
1.16
V-OK
106.0 5.2 17.7 0.74 4.90
0.83
4.25 1.66
1.16
V-OK
57.0 27.7 50.9 1.62 6.96
1.69
6.60 3.71
1.08
V-OK
3-2
I
I
I
78.0
27.7
50.9
1.62
6.96
1.69
6.60
3.71
1.08
V-OK
89.0
27.7
121.7
1.00
13.19
1.69
6.60
3.71
2.73
V-OK
119.0
6.9
10.0
0.76
8.76
1.05
6.26
5.59
1.93
V-OK
1211.0
6.9
10.0
0.76
8.76
1.05
6.26
5.59
1.93
V-OK
23.0
32.9
71.6
1.47
9.38
1.84
7.08
4.41
1.55
V-OK
34.0
32.9
45.5
1.94
6.64
1.84
7.08
4.41
0.91
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------......-.--..
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
1D NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
%
'----------------------------------------_--------
(FT)
(FT)
(FT)
(FT)
12.00
0.99
10.70
10.09
1.68
-2.42
NO
45.00
0.40
14.64
13.60
3.16
2.08
OK
56.00
0.61
15.14
14.64
-2.00
3.58
NO
106.00
0.61
15.14
15.14
-2.00
-2.00
NO
57.00
0.50
15.37
14.65
4.18
3.15
OK
78.00
0.50
17.35
15.35
1.93
4.20
NO
89.00
2.86
17.57
17.37
1.51
1.91
NO
119.00
2.37
22.50
17.57
1.60
2.68
NO
1211.00
2.37
22.50
22.50
1.60
1.60
NO
23.00
0.99
13.19
10.70
1.39
1.68
NO
34.00
0.40
13.60
13.20
2.08
1.38
NO
OK MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL
COVER OF
2 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
......................................................................
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
- --------------------------------------------------------------------
FEET
FEET
FEET
FEET
FEET
FEET
12.00
61.56
61.56
13.12
12.51
14.71
15.00
PRSS'ED
45.00
260.00
260.00
17.06
16.02
17.73
16.69
PRSS'ED
56.00
81.34
81.34
17.14
16.64
18.04
17.73
PRSS'ED
106.00
0.10
0.10
17.14
17.14
18.05
18.04
PRSS'ED
57.00
145.00
145.00
17.79
17.07
18.50
17.73
PRSS'ED
78.00
400.00
209.60
19.77
17.77
19.05
18.50
JUMP
89.00
7.00
0.00
19.99
19.79
20.86
19.05
JUMP
119.00
208.00
143.71
23.75
18.82
23.55
20.86
JUMP
1211.00
0.10
0.00
23.75
23.75
23.97
23.55
JUMP
23.00
251.95
251.95
15.61
13.12
16.28
14.71
PRSS'ED
34.00
100.00
100.00
16.02
15.62
16.69
16.28
PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
12.0 2.00 15.21 0.21 1.00 0.00 0.00 0.00 1.00 15.00
45.0 5.00 18.03 1.02 0.05 0.02 0.00 0.00 4.00 16.99
56.0 6.00 18.08 0.04 0.30 0.01 0.00 0.00 5.00 18.03
106.0 10.00 18.09 0.00 0.25 0.01 0.00 0.00 6.00 18.08
57.0 7.00 18.71 0.22 1.02 0.22 0.25 0.25 5.00 18.03
78.0 8.00 19.72 1.00 0.05 0.01 0.00 0.00 7.00 18.71
89.0 9.00 21.08 1.14 1.00 0.21 0.00 0.00 8.00 19.72
119.0 11.00 24.15 3.05 0.05 0.02 0.00 0.00 9.00 21.08
1211.0 12.00 24.45 0.18 0.25 0.12 0.00 0.00 11.00 24.15
23.0 3.00 16.58 1.06 1.00 0.30 0.00 0.00 2.00 15.21
34.0 4.00 16.99 0.39 0.05 0.02 0.00 0.00 3.00 16.58
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
R
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
1� A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I
11
Fj
RBD, Inc., Engineering
Consultants
Celestica
- East Storm Drain
Inlet for OS-1
Type R grate:
Open length, L =
Open width, W =
Clogging, c =
rWeir
eq atiom
Qw = C Lc H^1.5
C =
3.0
Lc =
2.7 ft
H
Qw Qo
(ft)
-
(cfs) (cfs)
- -----
o oo
- ----------------
°o;oo 0.00
0.25
1.00 5.88
0.50
2.84 8.31
'
0.75
5.22 10.18
1.00
8.03 11.75
'
1.25_
1.50
11.23 13.14
14.M
1.75
15.54
2.00
2.25
__ 16.62
17.63
2.50
18.58
2.75
19.49
20
15
fi
10
5
0
0
785-001
1.8 ft
2.7 ft
50%
Orifice eouation7
Qo = C Ac (2gH)^0.5
C = 0.6
Ac = 2.4 ft2
Q(100) = 6.86 cfs
d(100) = 0.90 ft
r Fbb (n)
-r 'Mir -- OMce �GonpWllrq
use N¢cr� 2340)
Pry
13-Nov-97
zC
4-1
R-3397 Gutter Inlet Frame and Grate
Heavy Duty
Total Weight 330 Pounds
Note opening at rear of frame.
�23 20g
} lriz •� �2�� 76
ZO I 117 2� Also available with Type V grate.
5� 4 (Seer as R--2 page 108).
1 32 26a Order as R-3397.1.
R-3401 Single Gutter Inlet Frame and Grate #---
Heavy Duty
Total Weight 410 Pounds
I
R-401.-B Double Gutter Inlet Frames and Grates.
_s
0
^^ o
IIII
o
I o
�o
I 53 �I
PLAN VIEW R-3401 PLAN VIEW 11•3401B
Illustrating R-3401 Illustrating R-3401-B
154 N E E NAH I
R-3401.-C';_. Triple Gutter Inlet Frames and Grates
Double unit, total weight 790 pounds, triple unit, total weight 1160
pounds.
Htr ! 1 F's
n
Y.
0 0
o O
o 0
0 0 �
0 01
If grates installed with slots in some direction as troffic—not
recommended for bicycle traffic. For safety standards see
pages 88 to 93.
PLAN VIEW R-3401C
Illustrating R-3401-C
1
____________________________________________________________________________
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------
7-----------------------------------
ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ..............................
Of DATE 11-12-1997 AT TIME 16:02:15
�* PROJECT TITLE: Celestica
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1
1
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
5.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
45.00
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.25
Note: The sump depth is additional depth to flow
depth.
STREET
GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
1.00
STREET CROSS SLOPE (%) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
2.00
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
26.50
GUTTER FLOW DEPTH (ft) =
0.70
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION AREA (sq ft)=
4.72
7.19
GRATE CLOGGING FACTOR (%)=
50.00
CURB OPENNING CLOGGING FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
11.79
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
33.93
9.44
CARRY-OVER
FLOW (cfs)=
24.49
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
33.93
FLOW INTERCEPTED (cfs)=
9.44
CARRY-OVER
FLOW (cfs)=
24.49
!1
L
I
¢3
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------------------------
SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ...............................
N DATE 11-13-1997 AT TIME 08:15:06
I** PROJECT TITLE: Celestica
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
`
GIVEN CURB OPENING LENGTH (ft)=
15.00'
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
45.00
'
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.25
Note: The sump depth is additional depth to flow
depth.
STREET
GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.40
STREET CROSS SLOPE M) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) =
2.00
2.00
STREET FLOW HYDRAULICS:
rWATER
SPREAD ON STREET (ft) =
26.13
GUTTER FLOW DEPTH (ft) =
0.69
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION AREA (sq ft)=
2.96
6.99
GRATE CLOGGING FACTOR (%)=
50.00
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
35.21
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
20.86
20.86
CARRY-OVER
FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
20.86
FLOW INTERCEPTED (cfs)=
20.86
CARRY-OVER
FLOW (cfs)=
0.00
I
I�
+-i-
Program 3EB Version 1.3 Page 1
Company: SBG
Project: Celestica
Designer: _ 08-14-1997
File: PIPE56
WARNING
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
The successful application and use of this software product is dependent
on the application of skilled engineering judgement and is the
responsibility of the user. The user must select input values suitable
to his specific installation. The information presented in the computer
output is for review, interpretation, application and approval by a
qualified engineer.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR
' FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
D-LOAD REQUIREMENTS FOR A 15 in. DIAMETER CIRCULAR PIPE
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P I P E D A T A
--------------------------------------------------------------------------
Diameter (in.) 15.00
Wall Thickness (in.) 2.250
I N S T A L L A T I O N C O N D I T I O N S
----------------------
----------------------------------------------------------
Minimum Depth of Fill (ft) 1.00
Maximum Depth of Fill (ft) 4.00
Soil Density (lb/cu. ft) 120.0
Bedding Class SIDD Type 4
installation Type Trench
Trench Width;(ft) 3.63
Soil Lateral Pressure/Friction Term (kmu') 0.1300
A D D I T I O N A L L O A D S
--------------------------------------------------------------------------------
Live Load AASHTO HS-20
No Surcharge Load
F A C T O R S O F S A F E T Y
Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than 2000 lbs/ft/ft 1.50
DL.01 Greater Than 3000 lbs/ft/ft 1.25
DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated
I
I
4s
Program
3EB Version 1.3
Page 2
Company:
SBG
Project:
Celestica
Designer:
_
08-14-1997
File:
PIPE56
D-LOAD REQUIREMENTS FOR A
15 in. DIAMETER
CIRCULAR PIPE
R E S U L T S O F A N A L Y
S I S
-----------------------------------------------------------------------------------
Pipe
------Earth Load-----
Live Surch
Total
Bedding
Required D-Load
Depth
Arching >Trans Load
Load Load
Load
Factor
10.01 in. Ult.
(ft)
1.0
Factor (lb/ft)
1.45 Y 332.
(lb/ft) (lb/ft)
(lb/ft)
DL LL
(lb/ft/ft)
2743. 0.
3075.
1.7 1.7
1447. 2170.
2.0
1.45 Y 615.
1275. 0.
1690.
1.7 1.7
889. 1334.
3.0
4.0
1.45 Y 898.
1.45 Y 1180.
655. 0.
449. 0.
1553.
1629.
1.7 1.7
1.7 1.7
731. 1096.
767. 1150.
Reinforced
Pipe Classes for 0.01
in. crack per ASTM
C76 (lb/ft/ft):
7i
Class I <=
800 Class II <= 1000
C1ass.III <= 1350
Class
IV <= 2000
Class V <= 3000
a
I
I
IF
I
I
I
I
I
I
' Program 3EB Version 1.3 Page 1
' Company: SBG
Project: Celestica
Designer: DDH 10-15-1997
File: PIPE24
WARNING
The successful application and use of this software product is dependent
on the application of skilled engineering judgement and is the
responsibility of the user. The user must select input values suitable
to his specific installation. The information presented in the computer
output is for review, interpretation, application and approval by a
qualified engineer.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
' PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
' D-LOAD REQUIREMENTS FOR A 24 in. DIAMETER CIRCULAR PIPE
P I P E D A T A
---------------------------------------------------------------------------
Diameter (in.) 24.00
Wall Thickness (in.) 3.000
' I N S -T A L L A T I O N C O N D I T I O N S
-------------------------------------------------------------------------------
Minimum Depth of Fill (ft) 1.00
Maximum Depth of Fill (ft) 3.00
Soil Density (lb/cu. ft) 120.0
Bedding Class SIDD Type 4
Installation Type Trench
Trench Width;(ft) 4.50
Soil Lateral Pressure/Friction Term (kmu') 0.1300
A D D I T I O N A L L O A D S
--------------------------------------------------------------------------------
' Live Load AASHTO HS-20
No Surcharge Load
F A C T O R S O F S A F E T Y
Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than 2000 lbs/ft/ft 1.50
DL.01 Greater Than 3000 lbs/ft/ft 1.25
DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated
I
I
Program
3EB Version 1.3
Page 2
Company:
SBG
'
Project:
Celestica
Designer:
DDH
10-15-1997
File:
ELIPIPE
D-LOAD REQUIREMENTS FOR
A 38
in. SPAN HORIZONTAL ELLIPTICAL PIPE
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
R E S U L T S O F A
N A L
Y S I S
-----------------------------------------------------------------------------------
Pipe
------Earth Load-----
Live Surch Total
Bedding
D-Load
Depth
Arching >Trans
Load
Load Load Load
Factor
(Required
0.01 in. Ult.
(ft)
Factor
(lb/ft)
(lb/ft) (lb/ft) (lb/ft)
DL LL
(lb/ft/ft)
1.0
1.00 Y
455.
3829. 0. 4284.
2.0
683. 1024.
2.0
1.00 Y
910.
2665. 0. 3575.
2.0
570. 855.
3.0
4.0
1.00 Y
1.00 Y
1365.
1820.
1389. 0. 2754.
962. 0. 2782.
2.0
2.0
439. 658.
443. 665.
1 �s
T%
I
RI
1 Program 3EB Version 1.3
Company: Sear -Brown
Project: Celestice - 29"x45° Elliptical Pipe Classification
Designer: Fred Ernst 11-21-1997
File: CELESTIC
WARNING
+##w+wrrrw+rrrrr#»wwwrrrw+rrrr»»wrrrr++++*+*++++###wr»wrrr*++**+*»+**»»»r»»rr+rr
The successful application and use of this software product is dependent
on the application of skilled engineering judgement and is the
responsibility of the user. The user must select input values suitable
to his specific installation. The information presented in the computer
output is for review, interpretation, application and approval by a
qualified engineer.
'
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ 8 HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
rwrrr+rr+r##+##r+rr++rrw++rr+###rwww+rr*#+#+»»####wrrwrrww+errr++##+t+#w#»»raw*r
D-LOAD REQUIREMENTS FOR A 45 in. SPAN HORIZONTAL ELLIPTICAL PIPE
rr++*+###»wwwrrrr+rrr+++###+»##rwww++rrr+++++#####»»wrrr++wrr++rrrr++#++wwrwrrr*
P I P E D A T A
--------------------------------------------------------------------------------
Span (in.) 45.00
Rise (in.) 29.00
Wall Thickness (in.) 4.500
I N S T A L L A T I O N C O N D I T I O N S
--------------------------------------------------------------------------------
Minimum Depth of Fill (ft) 1.50
Maximum Depth of Fill (ft) 5.00
Soil Density (lb/cu. ft) 125.0
Bedding Class 2
Installation Type Trench
Trench Width;(ft) 6.00
Soil Lateral Pressure/Friction Term (kmul) 0.1650
Parameters to Compute Transition Width
Positive Projection Ratio 0.50
Soil Lateral Pressure Ratio 0.33
Soil Lateral Pressure/Friction Term (kmu) 0.1650
Settlement Ratio 0.70
A D D I T I O N A L L 0 A D S
---- --- ------ -----
Live Load AASHTO HS-20
No Surcharge Load
'
F A C T O R S O F S A F E T Y
--------------------------------------------------------------------------------
Factor of Safety on 0.01 Inch Crack D-Load (Earth Live) 1.00 1.00
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than 2000 lbs/ft/ft 1.50
DL.01 Greater Than 3000 lbs/ft/ft 1.25
DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated
I
J
11
R E S U L T S O
-----------------------------------------------------------------------------------
F A N
A L Y
S I S
1
Pipe
Depth
(ft)
------Earth Load-----
Arching >Trans Load
Factor (lb/ft)
Live
Load
(lb/ft)
Surch Total Bedding
Load Load Factor
(Lb/ft) (lb/ft) DL LL
Required D-Load
10.01 in. Ult.
(lb/ft/ft)
1.5
1.06
Y
892.
3084.
0. 3976. 2.3
466. 699.
2.5
1.10
Y
1543.
2143.
0. 3686. 2.3
436. 654.
3.5
1.14
Y
2244.
1298.
0. 3542. 2.2
421. 632.
4.5
1.18
N
2990.
935.
0. 3924. 2.2
471. 706.
5.0
1.17
N
3279.
809.
0. 4088. 2.2
507. 760.
i
1
1
i
1
1
i
1
1
1
RBD, Inc., Engineering Consultants Riprap Design
M
Project: Celestica
Designer.- DDH
Project #: 785-001
Date: 11 /18/97
Location: East Storm Drain Outfall
Box width 2.42 ft
Tailwater. 1.5 ft
Box Neigh 3.75 ft
Max. V.- 5 ft/s
Discharge 42.35 cfs
1. Required riprap type:
Q/WH^1.5 = 2.41 < 8 —> use design charts
H = 3.75 ft
YUH = 0.40
Q/WH^0.5 = 5.83
d50 = 6 in
--> Use Class 6 riprap
2. Expansion factor.-
1 / [2 tan(theta)] = 5.1
3. Riprap length:
At = QN =
8.47 ft2
L = 1/[2tan(theta)]'(At/Yt - W) =
16 ft
4. Governing limits:
L>3H= 11 It
<=16ft—>OK
L<10H= 38ft
=>16ft—>OK
5. Maximum depth:
Depth = 2d50 = 2 (6 in / 12) =
1 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width (minimum):
Width =2H=2(2ft) =
5 ft
(Extend riprep to minimum of culvert height or normal channel depth.)
Summary:
Class 6 riprap
Length = 16 ft
Depth = 1 ft
Width = 5 ft
18-Nov-97
S1
****** HYCHL ****** (Version 5.0) ******
' Commands Read From File: eastpipe.chl
JOB East Storm Drain
' UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL .25 42.35
'TRP 2.42 20 20
** LEFT SIDE SLOPE 20.0 AND RIGHT SIDE SLOPE 20.0
** THE BASE WIDTH OF THE TRAPEZOID (FT) 2.42
LRR 0.5 3 0 2.65 0.15
** D50 (FT) .50
** SPECIFIC GRAVITY 2.65
** SHIELDS PARAMETER .150
END
***************END OF COMMAND FILE************
East Storm Drain
' INPUT REVIEW
------------
' DEFAULT ANGLE OF REPOSE (DEGREES): 38.47
DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 42.35
CHANNEL SHAPE: TRAPEZOIDAL
' CHANNEL SLOPE (FT/FT): .250
*** WARNING *** DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
------WITH MOST RECENT VALUE
--------- -------------------
HYDRAULIC CALCULATIONS USING BATHURST
--------------------------------
FLOW (CFS)
MAX DEPTH (FT)
'AREA (FT-2)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
AVG VELOCITY (FT/SEC)
MANNINGS EQUIVALENT
Davg / D50
FROUDE NUMBER
REYNOLDS NUMBER (10A5)
------------------
STABILITY ANALYSIS
'------------------ LINING
TYPE
RIPRAP
RIPRAP
CONDITION
' BOTTOM; STRAIGHT
SIDE; STRAIGHT
42.35
.24
2.04
13.01
.16
20.76
.127
.31
7.49
.81
' *** NORMAL END OF HYCHL ***
I
Date 11-18-97
PERMIS SHR
CALL. SHR
STAB.
(LB/FTA2)
(LB/FTA2)
FACTOR REMARKS
7.72
3.73
2.07 STABLE
7.70
3.27
2.36 STABLE
1010901 —
3M4J f-tAAh Mj
na - n4z cA
G2
WEST SIDE STORM DRAIN SYSTEM
1
1
1
1
1
1
11
r
THE
SEAR -BROWN
GROUP
'Protect: e Project No. -1K-csoI
By: Fklr Checked:
Date: 1rs)1, 6llg 1 Sheet of
Wes+ �7zrrLvr, �2 rw rO
1
av /
M
i. Q = .2A.-15 cis
Usk. - 17. S
case : a/
�} • cQ = �2.4 9 Cfs
cssf zI
M
Celestica - West Storm Drain
West Storm Drain
2, 18,20,3,2, 1, 1,500,300,.2,Y
1,100
1.35,28.5, 10,.786
4
1,17.5,0,1,12,0,0,0
24.75,0,20,.75,0,0,0,0,0
2, 18.16, 12, 1 ,23,0,0,0
24.75,0,20,.75,0,0,0,0,0
3,21,23,1,34,0,0,0
12.06,0,20,.75,0,0,0,0,0
4,21,34,0,0,0,0,0
12.06,0,20,.75,0,0,0,0,0
3
12,240,.3, 16.73,.013, 1 ,0,3,24,38
23,118,1.76,18.58,.013,.3,0,1,18,0
34,.1,1,18.58,.013,.25,0,1,18,0
10,3,
1
1
1
I�
1
1
ua si-�wS-/L
5S
----------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed Civil Dept, U. of Colorado Denver------------
'
Metro Denver
r Cities/Counties
ounties & UDFCD Pool Fund Study
-----------
-at
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 10-15-1997 AT TIME 09:30:37 VERSION=01-17-1997
*** PROJECT TITLE :Celestica - West Storm Drain
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
---------------------------------------------------------------.._.-.-------.__
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
'
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
--------------------------------------------------
1.00 24.75 17.50 15.24
OK'd l t�•vl i- I.23
'
2.00 24.75 18.16 17.31
OK X#W t
3.00 12.06 21.00 18.70
OK
4.00 12.06 21.00 18.88
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
'
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
'
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT)
-------------------------------------------------------------------------------
(FT)
12.00 2.00 1.00 ARCH 31.11 33.00 24.00
38.00
'
23.00 3.00 2.00 ROUND 17.05 18.00 18.00
0.00
34.00 4.00 3.00 ROUND 18.96 21.00 18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
'
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
'
EXISTTNG SIZE WAS USED
-------- --------- --'--------'---_-.--------.-...------------..----------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE
COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY N0.
NUMBER CFS CFS FEET FPS FEET FPS FPS
----------------------------------------------------------------------
12.0 24.8 24.6 2.58 4.72 1.67 6.88 4.72 0.00
V-OK
23.0 12.1 14.0 1.08 8.90 1.30 7.40 6.82 1.57
V-OK
34.0 12.1 10.5 1.50 6.82 1.30 7.40 6.82 0.00
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
------------------------------"'_-----------------------.._.---------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
'
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
----'^---------------------------------------------------------------
12.00 0.30 14.73 14.01 1.43 1.49 NO
'
23.00 1.76 17.08 15.00 2.42 1.66 NO
34.00 1.00 17.08 17.08 2.42 2.42 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
'
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
L
ID NUMBER LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM DNSTREAM CONDITION
'
FEET
FEET
FEET
FEET
FEET FEET
---------------------------------------------------------
12.00 240.00
240.00
16.73
16.01
17.31 15.24
PRSS'ED
23.00 118.00
118.00
18.58
16.50
18.70 17.31
PRSSIED
'
34.00 0.10
PRSS'ED=PRESSURED FLOW;
0.10
JUMP=POSSIBLE
18.58
18.58
18.88 18.70
PRSS'ED
HYDRAULIC
JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT
LINE ALONG
SEWERS
"-------
------ ------
-------
UPST MANHOLE
SEWER
JUNCTURE
LOSSES DOWNST
MANHOLE
SEWER MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL
LATERAL MANHOLE
ENERGY
t
ID NO ID N0, ELEV FT
----------------------------------------------------------------------
12.0 2.00 17.66
FT
2.42
K COEF LOSS
1.00
FT K
0.00
COEF LOSS FT ID
0.00 0.00 1.00
FT
15.24
23.0 3.00 19.42
1.55
0.30
0.22
0.00 0.00 2.00
17.66
34.0 4.00 19.60
0.00
0.25
0.18
0.00 0.00 3.00
19.42
' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
' FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1
u
t--
1
1
S6
1
1
West Storm Drain outfall
' Worksheet for Trapezoidal Channel
Project escrlptlon
Project File
h:\site\projects\celestic.a\drainage\swales.fm2
Worksheet
DITCH SECTION A4
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
' Solve For
Channel Depth
Input Data
'
Mannings Coefficient
0.048
Channel Slope
0.007500 ft/ft
Left Side Slope
4.000000 H : V
'
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
24.80 cfs
Results
Depth
1.23 ft
Flow Area
10.96 ft2
Wetted Perimeter
14.14 ft
Top Width
Critical Depth
13.83 ft
0.81 ft
Critical Slope
0.041798 ft/ft
Velocity
2.26 ft/s
Velocity Head
0.08 ft
Specific Energy
1.31 ft
Froude Number
0.45
'
Flow is subcritical.
1
1
1
r-
1
11 n 9/97
02:54:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
1
FlowMaster v5.15
Page 1 of 1
S-?
' RBD, Inc., Engineering Consultants
:elestica
' inlet #1
Type R grate:
Open length, L =
Open width, W =
Clogging, c =
'
Weir equation-
Qw = C Lc H^ 1.5
C = 3.0
Lc = 2.7 ft
1
H
Qw
Qo
(ft)
(cfs)
(cfs)
----- -
0.00''
------------------
0.66'
0.00
0.25
1.0T
5.88
0.50
2.84
8.31
0.75
5.22
10.18
1.00
8.03
11.75
1.25
11.23
13.14
1.50..
_
14J
1.75
--
15.54
2.00
16.62
2.25
17.63="
2.50
18:58
2.75
19.49i
785-001
1.8 ft
2.7 ft
50%
Orifice equation:
Qo = C Ac (2gH)^0.5
C = 0.6
Ac = 2.4 ft2
Q(100) = 12.69 cfs
d(100) = 1.37 ft
u.5fc. R3yly/G
20
�
I
15i_______--
______________..
�
I
i
10
-
a
0 f
0
as
Head (n)
-- -t Otl- �COnwOmg
Z:,u
15-Oct-97
'
RBD, Inc., Engineering Consultants
'
Celestica
'
inlet
Type R grate:
Open length, L =
Open width,
W =
Clogging, c
=
Weir equation:
Qw = C Lc HA 1.5
C = 3.0
M
Lc = 2.7 ft
H Qw
Qo
'
(ft) (cfs)
(cfs)
----- - -------
0.00 0.0f);
---------
0.00
0.25 "; 1.001
5.88
0.50 2.84
8.31
0.75. 5.22?
10.18
1.00 8.03>
11.75
1.25 11.23
13.14
1.50
:,14.39'
1.75
a1'5.54
2,00
2.25
16.62
17.63
2.50 -
1 8.58`
2.75
19.49
20
'
15
a
q�
0
785-001
1.8 ft
2.7 ft
50%
Orifice equation:
Qo = C Ac (2gH)^0.5
C = 0.6
Ac = 2.4 ft2
Q(100) = 12.06 cfs
d(100) = 1.32 ft
0..5 15 2
HW)R)
-t V&r -r 0115CB C.r Ilinq
Use"y�yN.eenc,h 23f-ol C
`j �� 6tw','L'4
15-Oct-97
GUTTER INLET FRAMES AND GRATES
R-3397... Gutter Inlet Frame and Grate
Heavy Duty
Total Weight 330 Pounds
Note opening at rear of frame.
23
—} 1 rl2
' \!�/
20Z25�� �— 17 23 Also available with Type V grate.
263 (See R-3157-2 page 108).
1 4 Order as R-3397-1.
I
R-3401 Single Gutter Inlet Frame and Grate
Heavy Duty
�r Total Weight 410 Pounds I
t R-3401-6. Double Gutter Inlet Frames and Grates.
R-3,401-C.:J ; Triple Gutter Inlet Frames and Grates
:.i-
Double unit, total weight 790 pounds; triple unit, total weight 1160
pounds.
rirrY'f Ylj � �
O O
O O
O 0
O
�^ O
II O
'o
O O
ssrj' I
r
PLAN VIEW R-3401 PLAN VIEW R-340ta
Illustrating R-3401 Illustrating R-3401-8
f154
N EENAH FOUNORY COMPANY ��
If grates installed with slots in some direction as traffic —not
recommended for bicycle traffic. For safety standards see
pages 88 to 93.
Oil 101011O
o ^^
OilO
0
O IIII
o
J�
0
��
o
0
0 0
0 0
0
0 0
PLAN VIEW R-3401 C
Illustrating R-3401-C
Ga
R
He
Cc
Sgi.
03
R_3
Rec
RR-3.
E
Hec
Hea
Toto
4tale
No.
RW
340
-Same
p
aAlso
1
RBD, Inc., Engineering Consultants Riprap Design j
i
i
Project: Celestica Designer., DDH
Project #: 785-001 Date: 11 /14/97
Location: West Storm Drain Outfall
Box width 3.17 ft Tailwater. 1.23 ft
Box heigh 2 ft Max. V. 5 ft/s
Discharge 24.8 cfs
I. Required riprap type:
Q/WH^1.5 = 2.77 < 8 —> use design charts
H = 2.00 ft
Yt/H = 0.62
Q/WH^0.5 = 8.77
d50 = 6 in
—> Use Class 6 riprap
2. Expansion factor.
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = QN = 4.96 ft2
L = 1/[2tan(theta)]*(At/Yt - W) = 6 ft
4. Governing limits:
L>3H= 6 ft <=6ft—>OK
L<10H= 20 ft =>6ft-->OK
5. Maximum depth:
��. Depth = 2d50 = 2 (6 in / 12) = 1 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width (minimum):
Width =2H=2(3ft) = 6 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
Class 6 riprap
Length = 6 ft
Depth = 1 ft
Width = 6. ft
t
14-Nov-97
9
62
Program 3EB Version 1.3 Page 1
Company: SBG
Project: Celestica
Designer: DDH 10-15-1997
File: WESTPIPE
WARNING
The successful application and use of this software product is dependent
on the application of skilled engineering judgement and is the
responsibility of the user. The user must select input values suitable
to his specific installation. The information presented in the computer
output is for review, interpretation, application and approval by a
qualified engineer.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
D-LOAD REQUIREMENTS FOR A 38 in. SPAN HORIZONTAL ELLIPTICAL PIPE
P I P E D A T A
--------------------------------------------------------------------------
Span (in.) 38.00
Rise (in.) 24.00
Wall Thickness (in.) 3.750
I N S T A L L A T I O N C O N D I T I O N S
--------------------------------------------------------------------------------
Minimum Depth of Fill (ft) 1.00
Maximum Depth of Fill (ft) 3.00
Soil Density (lb/cu. ft) 120.0
Bedding Class 3
' Installation Type Trench
Trench Width;(ft) 5.80
Soil Lateral Pressure/Friction Term (kmu') 0.1300
Parameters to Compute Transition Width
Positive Projection Ratio 0.50
Soil Lateral Pressure Ratio 1.00
Soil Lateral Pressure/Friction Term (kmu) 0.1300
Settlement Ratio 0.00
' A D D I T I O N A L L O A D S
-----------------------------------------------------------------
Live Load AASHTO HS-20
No.Surcharge Load
F A C T O R S O F S A F E T Y
--------------------------------------------------------------------------------
Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than 2000 lbs/ft/ft 1.50
DL.01 Greater Than 3000 lbs/ft/ft 1.25
DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated
I
63
Program 3EB Version 1.3; Page 2
Company:
SBG
Project:
Celestica
Designer:
DDH
10-15-1997
File:
WESTPIPE
D-LOAD REQUIREMENTS FOR
A 38
in. SPAN HORIZONTAL ELLIPTICAL PIPE
R E S U L
-----------------------------------------------------------------------------------
T S O F A
N A L.Y
S I S
Pipe
------Earth Load-----
Live
Surch
Total
Bedding
lRequired D-Load
Depth
Arching >Trans
Load
Load
Load
Load
Factor
0.01 in. Ult.
(ft)
Factor
(lb/ft)
(lb/ft)
(lb/ft)
(lb/ft)
DL LL
(lb/ft/ft)
1.0
1.00 Y
455.
3829.
0.
4284.
2.0
683. 1024.
2.0
1.00 Y
910.
2665.
0.
3575.
2.0
570. 855.
3.0
1.00 Y
1365.
1389.
0.
2754.
2.0
439. 658.
I
r
,V
1
I
I
i
i
THE
SEAR -BROWN
GROUP
Z
GSA =?0.38
.fo-/ 466
Project: L Project No.
BY: A/*� Checked: _
Date: � /?. /999 Sheet
fbKt' 4asdo a 1-1.31
of
12 - 3`o zF "/ '/
Kbs i.a e °' 4 C%
9.3.-
2 3 - a- / 4oc
s.+/o4Zrbivn =/9- 3
1
I
Celestica - County Road 9
2,18,20,3,2,1,1,500,300,.2,Y
1,100
1.35,28.5, 10,.786
3
1,18.5,0,1,12,0,0,0
10.1,0,20,.75,0,0,0,0,0
2,20.38, 12, 1 ,23,0,0,0
10.1 ,0,20,.75,0,0,0,0,0
3,20.38,23,0,0,0,0,0
10.1 ,0,20,.75,0,0,0,0,0
2
12,361,.4,19.3,.013,1,0,1,21,0
23,.1 ,.4, 19.3,.013,.25,0, 1 ,21 ,0
�0,0,0,0
2
12,361 , .4
I
i
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Ll
1
I
I
$6
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
_---___ Metro Denver Cities/Counties & UDFCD Pool Fund Study
--.
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 11-18-1997 AT TIME 13:25:46 VERSION=01-17-1997
*** PROJECT TITLE :Celestica - County Road 9
*** RETURN PERIOD OF FLOOD IS 100 YEARS
i
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER
COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
----
1.00 10.10 18.50 17.27
2.00 10.10 20.38 19.31 OK u.la
3.00 10.10 20.38 19.38
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
1
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
•� ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
---- ----ID NO. ID NO........... -(IN) -(FT) (IN) (FT) (IN) (FT) (FT)
12.00 2.00 1.00 ROUND 21.07 24.00 21.00 0.00
23.00 3.00 2.00 ROUND 21.07 24.00 21.00 0.00
�^ DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
I
----- --
SEWER
DESIGN
FLOW
--
NORMAL
---------------------------------------
NORAML
CRITIC
CRITIC
FULL
FROUDE COMMENT
ID
FLOW 0
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
-------------------------------------------------------------------------------
12.0
10.1
10.0
1.75
4.20
1.18
5.84
4.20
0.00 V-OK
23.0
10.1
10.0
1.75
4.20
1.18
5.84
4.20
0.00 V-OK
FROUDE NUMBER=O
INDICATES
THAT A
PRESSURED
FLOW OCCURS
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
(FT)
(FT)
(FT)
(FT)
12.00
-------%
0.40
17.55
16.11
1.08
0.64
NO
23.00
0.40
17.55
17.55
1.08
1.08
NO
OK MEANS BURIED DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF
2 FEET
*** SUMMARY
OF HYDRAULIC
GRADIENT LINE ALONG
SEWERS
-------------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
12.00
361.00
361.00
19.30
17.86
19.31
17.27 PRSS'ED
j
I
6%
23.00 0.10 0.10 19.30 19.30 19.38 19.31 PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
12.0 2.00 19.59 2.32 1.00 0.00 0.00 0.00 1.00 17.27
23.0 3.00 19.66 0.00 0.25 0.07 0.00 0.00 2.00 19.59
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I
Program 3EB Version 1.3 Page 1
Company: SBG
Project: Celestica
Designer: _ DDH 08-14-1997
File: PIPE45
WARNING
The successful application and use of this software product is dependent
on the application of skilled engineering judgement and is the
responsibility of the user. The user must select input values suitable
to his specific installation. The information presented in the computer
output is for review, interpretation, application and approval -by a
qualified engineer.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
' OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
D-LOAD REQUIREMENTS FOR A 21 in. DIAMETER CIRCULAR PIPE
M PIPE DATA -
-
----------------------------------------------
----------------------------
Diameter (in.) 21.00
Wall Thickness (in.) 2.750
I N S T A L L A T I O N C O N D I T I O N S
--------------------------------------------------------------------------------
Minimum Depth of Fill (ft)
1.00
Maximum Depth of Fill (ft)
Soil Density (lb/cu. ft)
3.00
120.0
Bedding Class
SIDD Type 4
Installation Type
Trench
Trench Width;(ft)
4.20
Soil Lateral Pressure/Friction Term (kmu')
0.1300
A D D I T I O N A L L O A D S
-
-----------------------------------------------------------------------
Live Load
AASHTO HS-20
No Surcharge Load
F A C T O R S O F S A F E T Y
;
Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live)
1.00 1.00
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than 2000 lbs/ft/ft
1.50
DL.01 Greater Than 3000 lbs/ft/ft
1.25
DL.01 Between 2000 and 3000 lbs/ft/ft
Interpolated
I
0 r
Program 3EB Version 1.3 Page 2
I
i
Company:
SBG
Project:
Celestica
Designer_:
_ DDH
08-14-1997
File:
PIPE45
D-LOAD REQUIREMENTS FOR A
21 in.
DIAMETER
CIRCULAR
PIPE
R E S U L T S O F A N A L Y
-----------------------------------------------------------------------------------
S I S
Pipe
------Earth Load-----
Live
Surch
Total
Bedding
IRequired D-Load
Depth
Arching >Trans Load
Load
Load
Load
Factor
0.01 in. Ult.
(ft)
Factor (lb/ft)
(lb/ft)
(lb/ft)
(lb/ft)
DL LL
(lb/ft/ft)
1.0
1.45 Y 475.
3451.
0.
3926.
1.7 1.7
1320. 1980.
2.0
1.45 Y 860.
1623.
0.
2482.
1.7 1.7
834. 1252.
3.0
1.45 Y 1244.
841.
0.
2085.
1.7 1.7
701. 1051.
Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (lb/ft/ft): ep
Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000
i
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County Road 9
Worksheet for Trapezoidal Channel
Worksheet
Miramont Office Park
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.060
Channel Slope 0.007500 ft/ft
Left Side Slope 4.000000 H : V
Right Side Slope 4.000000 H : V X 3 ifs
Bottom Width 1.00 ft Q,� 1.33 - /3.5/
Discharge 10.10 cfs Tw //• 3? Ax
Results
Depth
Flow Area
1.16
6.50
ft
ft L...,S
Wetted Perimeter
10.53
ft
Top Width
10.24
ft
Critical Depth
0.72
ft
Critical Slope
0.072982 ft/ft
Velocity
1.55
ft/s
Velocity Head
0.04
ft
Specific Energy
1.19
ft
Froude Number
0.34
Flow is subcritical.
11 /18/97
01:19:46 PM
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
-7I
1
CURRENT DATE: 12-08-1997
TRRENT TIME: 13:50:43
FILE DATE: 12-08-1997
FILE NAME: TECHPARK
FHWA CULVERT ANALYSIS
HY-8, VERSION
6.0
C
----------------------------------
SITE DATA
CULVERT
SHAPE,
MATERIAL, INLET
U--------------------------
-----------------------------------------------
L
INLET
OUTLET
CULVERT
BARRELS
V
ELEV.
ELEV.
LENGTH
SHAPE
SPAN
RISE MANNING INLET
NO.
(ft)
(ft)
(ft)
MATERIAL
(ft)
(ft) n TYPE
1
10.09
8.55
175.01
1 RCP
1.75
1.75 .013 CONVENTIONAL
2
3
4
5
6
-----------------
UMMARY OF CULVERT FLOWS (cfs) FILE: TECHPARK DATE: 12-08-1997
ELEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
'
10.09
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
10.59
1.3
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
10.88
2.6
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
11.11
3.9
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
11.31
5.2
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
11.49
6.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
11.66
11.83
7.8
9.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.00
0
0
11.97
10.1
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
12.20
11.7
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
12.42
13.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OVERTOPPING
SUMMARY OF
ITERATIVE
SOLUTION
ERRORS
FILE
TECHPARK
DATE: 12-08-1997
HEAD
HEAD
TOTAL
FLOW
% FLOW
'
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
10.09
0.000
0.00
0.00
0.00
10.59
0.000
1.30
0.00
0.00
10.88
0.000
2.60
0.00
0.00
11.11
0.000
3.90
0.00
0.00
11.31
0.000
5.20
0.00
0.00
11.49
0.000
6.50
0.00
0.00
11.66
0.000
7.80
0.00
0.00
11.83
0.000
9.10
0.00
0.00
11.97
0.000
10.10
0.00
0.00
12.20
0.000
11.70
0.00
0.00
12.42
0.000
13.00
0.00
0.00
-
-----------------------------------------------------------
<1> TOLERANCE (ft) =
0.010
----------------------------------
<2>
-------------------
TOLERANCE (%)
= 1.000
1
I
_72
URRENT DATE: 12-08-1997
'.RENT TIME: 13:50:43
2
FILE DATE: 12-08-1997
FILE NAME: TECHPARK
_______________________________________________________
---------------------------------------
PERFORMANCE CURVE FOR CULVERT 1
- 1(
1.75 (ft)
BY
----
1.75 (ft)) RCP
DIS- HEAD- INLET
CHARGE WATER CONTROL
OUTLET
CONTROL FLOW
NORMAL
CRIT. OUTLET
TW
OUTLET
FLOW ELEV. DEPTH
DEPTH TYPE
DEPTH
DEPTH DEPTH
DEPTH
VEL.
TW
VEL.
(cfs) .(ft) (ft)
(ft) <F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
-------------------------------------------------------------------------------
0.00 10.09 0.00
-0.38 0-NF
0.00
0.00
0.00
1.16
0.00
0.00
1.30 10.59 0.50
-0.36 1-S2n
0.35
0.40
0.20
1.16
10.62
0.00
2.60 10.88 0.79
3.90 11.11 1.02
-0.30 1-S2n
-0.14 1-S2n
0.49
0.61
0.58
0.72
0.38
0.52
1.16
1.16
6.88
0.00
5.20 11.31 1.22
0.05 1-S2n
0.71
0.83
0.63
1.16
6.53
6.59
0.00
0.00
6.50 11.49 1.40
0.27 1-S2n
0.81
0.94
0.74
1.16
6.76
0.00
7.80 11.66 1.57
0.52 1-S2n
0.90
1.03
0.83
1.16
6.89
0.00
9.10 11.83 1.74
0.80 1-S2n
0.99
1.12
0.92
1.16
7.12
0.00
10.10 11.97 1.88
1.04 1-S2n
1.06
1.18
0.98
1.16
7.28
0.00
11.70 12.20 2.11
1.47 1-S2n
1.17
1.27
1.07
1.16
7.58
0.00
13.00 12.42 2.33
1.86 5-S2n
1.27
1.34
1.14
1.16
7.86
0.00
El. inlet face invert
10.09
ft
El. outlet
invert
8.55
ft
El. inlet throat
invert 0.00
ft
El. inlet
crest
0.00
ft
*** SITE DATA ***** CULVERT INVERT **************
INLET STATION
175.00 ft
INLET ELEVATION
10.09 ft
OUTLET STATION
OUTLET ELEVATION
0.00 ft
8.55 ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0088
CULVERT LENGTH ALONG SLOPE
175.01 ft
****
CULVERT DATA SUMMARY ************************
BARREL SHAPE
BARREL DIAMETER
CIRCULAR
1.75 ft
BARREL MATERIAL
CONCRETE
BARREL MANNING'S n
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE
WITH HEADWALL
INLET DEPRESSION
NONE
---------------------- - -----------------------
I
f]
I
3
ITTRRENT DATE: 12-08-1997 FILE DATE: 12-08-1997
ZRENT TIME: 13:50:43 FILE NAME: TECHPARK
TAILWATER
--_-------
-------------
CONSTANT WATER SURFACE ELEVATION
9.71
-------------------------------------------------
-----------------------=----ROADWAY -OVERTOPPING DATA =___-----___---_---__-_---
----- --- --- -
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 50.00 ft
CREST LENGTH 60.00 ft
OVERTOPPING CREST ELEVATION 14.50 ft
r
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RBD, Inc., Engineering Consultants
Riprap Design
I
Project: Celestica
Designer- DDH
Project #. 785-001
Date: 11 /18/97
Location: Technology Parkway
Pipe dia.: 21 in
Tailwater 1.16 ft
Discharge 10.1 cfs
Max. V. 5 ft/s
1. Required nprap type:
Q/D^2.5 = 2.49 < 6 —> use design charts
D = 1.75 ft
2.36
YUD = 0.66
Q/D11.5 = 4.36
d50 = 6 in
—> Use Class 6 rprap
2. Expansion factor.-
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = QN =
2.02 ft2
L = 1/[2tan(theta)]'(At/Yt - D) =
0 ft
4. Governing limits:
L> 3D = 5 ft
increase length to 5 ft
L<10D= 18 ft
=>Oft —>OK
5. Maximum depth:
Depth = 2d50 = 2 (6 in / 12) =
1 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (21 in /12) =
5 ft
Summary
Class 6 riprap
Length = 5 ft
Depth = 1 ft
Width = 5 ft
18-Nov-97
tot
' CROSS SECTION A
Worksheet for Trapezoidal Channel
'Project
Description
Project File
c:\haestad\fmw\celes.fm2
Worksheet
DITCH X-SECTION .
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
'Input
Data
Mannings Coefficient
0.060
Channel Slope
0.007500 ft/ft
Left Side Slope
4.000000 H : V
'
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
39.50 cfs
Results
Depth
1.69 ft 46-Z, — Z @ QIoOX I.3S
'
Flow Area
18.23 ft2
Wetted Perimeter
17.96 ft
Top Width
17.54 ft
'
Critical Depth
1.03 ft
Critical Slope
0.061147 ft/ft
Velocity
2.17 ft/s
Velocity Head
0.07 ft
Specific Energy
1.77 ft
Froude Number
Flow is subcritical.
0.37
Qlou = 29--?C4
11/18/97 FlowMaster v5.13
t10:00:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203} 755-1666 Page 1 of 1
N
' CROSS SECTION A
Cross Section for Trapezoidal Channel
' roiect Descrintion
Project File
c:\haestadVmw\celes.fm2
Worksheet
DITCH X-SECTION B-3
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.060
Channel Slope
0.007500 ft/ft
Depth
1.69 ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
39.50 cfs
1.69 ft
1
4.00 ft
V
H1
NTS
11/18/97
' 10:01:01 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
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1
Cross Section B3
Worksheet for Trapezoidal Channel
Project Description
Project File cAhaestad\fmw\celestic.fm2
Worksheet Section b3
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.006700
ft/ft
Left Side Slope
4.000000
H : V
Right Side Slope
4.000000
H : V
Bottom Width
4.00
ft
Discharge
28.20
cfs
Results
Depth
1.49
ft
Flow Area
14.81
ft2
Wetted Perimeter
16.27
ft
Top Width
15.91
ft
Critical Depth
0.87
ft
Critical Slope
0.064125 ft/ft
Velocity
1.90
ft/s
Velocity Head
0.06
ft
Specific Energy
1.54
ft
Froude Number
0.35
Flow is subcritical.
01/16/98
' 10:23:50 AM Hassled Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
' Cross section 63
Cross Section for Trapezoidal Channel
'Project
Description
Project File
c:\haestad\fmw\celestic.fm2
'
Worksheet
Flow Element
Section 0
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
'
Mannings Coefficient 0.060
Channel Slope
0.006700 fttft
Depth
1.49 ft
'
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H: V
Bottom Width
4.00 ft
'
Discharge
28.20 cfs
01/16/98
' 10:23:23 AM
1.49 ft
�.----� 1
4.00 ft V
H 1
NTS
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
0
I
III
1
1
techparkway outflow
Cross Section for Triangular Channel
Project Description
Project File untitled.fm2
Worksheet tech parkway temp channel
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient
0.060
Channel Slope
0.010000
ft/ft
Depth
1.17
ft
Left Side Slope
4.000000
H: V
Right Side Slope
4.000000
H : V
Discharge
9.30
cfs
'far- '%.+gyp•
Port A o-s s�now�
o^ stir S.
1.17 ft
1
VN
H 1
NTS
10/14/97 FlowMaster v5.15
08:51:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
E
techparkway outfall
Worksheet for Triangular Channel
'Project
Description
Project File
untitled.fm2
'
Worksheet
Flow Element
tech parkway temp channel
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient 0.060
Channel Slope
0.010000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Discharge
9.30 cfs
I
7
Results
Depth
1.17
ft
Flow Area
5.48
ft2
Wetted Perimeter
9.65
ft
Top Width
9.36
ft
Critical Depth
0.80
ft
Critical Slope
0.074012
ft/ft
Velocity
1.70
ft/s
Velocity Head
0.04
ft
Specific Energy
1.22
ft
Froude Number
0.39
Flow is subcritical.
10n4/97
08:52:39 PM
MN
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
techparkway outfall
' Worksheet for Triangular Channel
1 Project Descnptlon
Project File untltled.fm2
t Worksheet tech parkway temp channel
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
' Mannings Coefficient
0.060
Channel Slope
0.010000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
19.30 cfs
LResuffs-
Depth
1.54
ft
Flow Area
9.47
ftz
Wetted Perimeter
12.69
ft
Top Width
12.31
ft
Critical Depth
Critical Slope
1.08 ft
0.067143 ft/ft
Velocity
2.04
ft/s
Velocity Head
0.06
ft
'
Specific Energy
1.60
ft
Froude Number
0.41
Flow is subcritical.
r
1,
I
I
I
10/14/97
FlowMaster v5.15
08:12:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1
lys� s o� 2xis^y JRRENT DATE: 09-22-1997 H y8 crw FILE DATE: 09-22-1997
ENT TIME: 09:15:21 P�"i ��� �°eS1^� c. FILE NAME: HARMONY
------------------------------------------------------------------------------
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
C SITE DATA CULVERT SHAPE, MATERIAL, INLET
U-------------------------- -----------------------------------------------
L INLET OUTLET
V E EV. ELEVLENGTH BARRELS
HSHAPESPAN RISE MANNING INLET
1
2
3
4
5
6
(ft) (ft) (ft)
26.61 26.41 130.00
MATERIAL (ft) (ft) n TYPE
1 RCPE 4.42 2.83 .013 CONVENTIONAL
Y OF CULVERT FLOWS (cfs)
FILE: HARMONY
DATE:
09-22-1997
LEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
26.61
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
27.33
3.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
27.70
7.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
28.00
10.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
28.27
14.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
28.51
17.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
28.74
28.95
21.0
24.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.00
0
0
28.99
25.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
29.36
31.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
29.58
35.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0 OVERTOPPING
=Gt% 4�,s
eJcwfon wo4r wAt
$Pi�� '�� Wcs'r SiG CAC)
-----------------------------------------------------------------------------
SUMMARY OF
-----------------------------------------------------------
ITERATIVE
SOLUTION
ERRORS
FILE:
HARMONY
DATE:
09-22-1997
�nvo
HEAD
HEAD
TOTAL
FLOW
% FLOW
C.Q9 ELEV (ft)
ERROR (ft)
FLOW (Cfs)
ERROR (Cfs)
ERROR
26.61
0.000
0.00
0.00
0.00
27.33
0.000
3.50
0.00
0.00
�i 27.70
0.000
7.00
0.00
0.00
28.00
0.000
10.50
0.00
0.00
28.27
0.000
14.00
0.00
0.00
28.51
0.000
17.50
0.00
0.00
28.74
0.000
21.00
0.00
0.00
28.95
0.000
24.50
0.00
0.00
28.99
0.000
25.00
0.00
0.00
29.36
0.000
31.50
0.00
0.00
29.58
0.000
35.00
0.00
0.00
<1> TOLERANCE (ft) =
--
0.010
--- -
-
- -
- -
-- ---
- -
<2>
-- -- --
TOLERANCE
-- ---
00
-- --
= 1.000
- -
2
VENT DATE: 09-22-1997 FILE DATE: 09-22-1997
:RENT TIME: 09:15:21 FILE NAME: HARMONY
PERFORMANCE CURVE FOR CULVERT 1
1(
4.42 (ft) BY
2.83 (ft)) RCPE
'CHARGE
DIS- HEAD- INLET
WATER CONTROL
OUTLET
CONTROL FLOW NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW ELEV. DEPTH
DEPTH TYPE
DEPTH
DEPTH
DEPTH
DEPTH
VEL.
VEL.
(cfs) (ft) (ft)
(ft) <F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
0.00 26.61 0.00
-0.20 0-NF
0.00
0.00
0.00
0.00
0.00
0.00
3.50 27.33 0.60
0.72 3-Mlt
0.57
0.43
0.73
0.73
1.62
0.83
7.00 27.70 0.88
1.09 3-Mlt
0.79
0.64
1.10
1.10
1.89
1.04
�.
10.50 28.00 1.09
1.39 3-Mlt
0.98
0.79
1.40
1.40
2.11
1.17
14.00 28.27 1.28
1.66 3-Mlt
1.15
0.92
1.65
1.65
2.30
1.28
17.50 28.51 1.45
21.00 28.74 1.62
1.90 3-Mlt
2,.13 3-Mlt
1.29
1.44
1.04
1.15
1.87
2.07
1.87
2.07
2.48
2.66
1.36
1.43
24.50 28.95 1.78
2.34 3-Mlt
1.57
1.25
2.26
2.26
2.84
1.50
25.00 28.99 1.80
2.38 3-Mlt
1.59
1.26
2.28
2.28
2.87
1.50
31.50 29.36 2.08
2.75 3-Mlt
1.84
1.43
2.59
2.59
3.23
1.60
35.00 29.58 2.22
2.97 3-Mlt
1.98
1.51
2.74
2.74
3.50
1.65
El. inlet face invert
El. inlet throat
26.61
invert 0.00
ft
ft
El. outlet invert
El. inlet crest
26.41
0.00
ft
ft
*** SITE DATA ***** CULVERT INVERT **************
INLET STATION
130.00
ft
INLET ELEVATION
26.61
ft
OUTLET STATION
OUTLET ELEVATION
0.00
26.41
ft
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0015
/
CULVERT LENGTH ALONG SLOPE
130.00
ft
*****
CULVERT DATA SUMMARY ************************
BARREL SHAPE
ELLIPTICAL
BARREL SPAN
4.42 ft
BARREL RISE
2.83 ft
BARREL MATERIAL
BARREL MANNING'S n
CONCRETE
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQ. EDGE WITH HEADWALL
INLET DEPRESSION NONE
r
CRENT DATE: 09-22-1997
.RENT TIME: 09:15:21
3
FILE DATE: 09-22-1997
FILE NAME: HARMONY
-------------------------------
TAILWATER
***** REGULAR CHANNEL CROSS SECTION
BOTTOM WIDTH
5.00 ft
SIDE SLOPE H/V
(X:1)
1.0
CHANNEL
SLOPE V/H
(ft/ft)
0.001
MANNING'S
n (.01-0.1)
0.040
CHANNEL
INVERT ELEVATION
26.41 ft
CULVERT
NO.1 OUTLET
INVERT ELEVATION
26.41 ft
*******
UNIFORM
FLOW RATING
CURVE
FOR DOWNSTREAM
CHANNEL
'
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
0.00
26.41
0.000
0.00
0.00
0.00
3.50
27.14
0.171
0.73
0.83
0.05
7.00
27.51
0.174
1.10
1.04
0.07
10.50
14.00
27.81
28.06
0.175
0.175
1.40
1.65
1.17
1.28
0.09
0.10
17.50
28.28
0.175
1.87
1.36
0.12
21.00
28.48
0.175
2.07
1.43
0.13
24.50
28.67
0.176
2.26
1.50
0.14
25.00
28.69
0.176
2.28
1.50
0.14
31.50
29.00
0.176
2.59
1.60
0.16
35.00
29 15
0 176
2 74
1 65
0 17
ROADWAY OVERTOPPING DATA
------------------------------------------------------------------------------
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 100.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 29.00 ft
r
Ll
,it
a
r
4
1
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
CURB CUT AT DP 9
WEIR COEF.
2.700
STA
ELEV
- ---
-----
Q%o�0.1Gis
0.0
100.00
Q«,
0.0
99.60
30.0
99.60
30.0
100.00
ELEVATION
DISCHARGE
oe'
-- (feet)
-- --- --
99.60
0.00
0^ w )o,'% CYN+,Dl
99.0
99.80
2.56r
7.24 24
�� � v� 0�
99.90
100.00
0
13 .
49
( {� OPCA in9—see- Coi la"Jo
u
`L
NORTH AMERICAN GREEN CHANNEL PROTECTION
USER SPECIFIED CHANNEL LINING ANALYSIS
tr
ROJECT NAME: HARMONY TECHNOLOGY PARK PROJECT NO.: 785-001
OMPUTED BY: FAUCETT DATE: 11-18-1997
ROM STATION/REACH: 0 TO STATION/REACH: 30
IDRAINAGE AREA: 2.68 DESIGN FREQUENCY: 100
----------------------------------------------------------------------------
-------------
Channel
}�Channel Bottom Side Slope Lt. Side Slope Rt. Channel Slope
- Width (ft) (Horz. to 1) (Horz. to 1) (ft/ft)
--------------------- ----------- --- ----------------
.250
t ----32.00-----------O------------10-0----------0
-------
---------------------
ischarge Peak Flow Velocity Area Hydraulic Normal
(cfs) Period (hrs) (ft/sec) (sf) Radius (ft) Depth (ft)
------------------------------- -------------------------------
---21-----------6-0---------4-47------4-74---------0-14------------0-14-----
Lining Manning Permissible Calculated Safety Remark
Type Coefficient Shear (lb/sf) Shear (lb/sf) Factor
------------------------------------------------------- ---------------
350 0.044 4.50 2.21 2.03 STABLE
taple E
hase 2 (New Vegetation)
t
i
t
i
i
i
1
NORTH AMERICAN GREEN CHANNEL PROTECTION
MATERIAL SPECIFICATIONS
***********************************************************************
IC350 Specification
It
North American Green C350 permanent erosion control/turf
reinforcement mat is constructed of 100% coconut fiber stitch bonded
between a heavy duty UV stabilized bottom net, and a heavy duty UV
stabilized cuspated (crimped) middle netting overlaid with a heavy
duty UV stabilized top net. The cuspated netting forms prominent
closely spaced ridges across the entire width of the mat. The three
nettings are stitched together on.1.5" centers with UV stabilized
polyester thread to form a permanent three dimensional structure.
The following list contains further physical properties of the C350
Erosion Control/Turf Reinforcement Mat.
Property Test Method Value Unit
Ground Cover
Thickness
Mass Per Unit Area
Tensile Strength
Elongation
Tensile Strength
Elongation
Tensile Strength
Elongation
Resiliency
UV Stability*
Image Analysis
ASTM D1777
ASTM D3776
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D1682
ASTM D1682
ASTM D1777
ASTM D4355
Color(permanent net)
Porosity(permanent net) Calculated
Minimum Filament Measured
Diameter (permanent net)
93
.63
.92
480
49
960
31
177
22
>80
151
86
UV Black
>95
.03
01
in
lb/sy
lb/ft
lb/ft
%
lbs
%
lbs
a
G
.
in
*ASTM D1682 Tensile Strength and . Strength Retention of material
after 1000 hours of exposure in Xenon -Arc Weatherometer
�� ■
STAPLE PATTERN "E" I "
-- Roll Width = 80---�
Head >>>>>>>>>> -----------------------*
6" X 6"
«2 '
3.8 staples/sq.yd. Trench X X X X X
1 <<2'
X X X X X X
1-20"-1 1 <<2'
X X X X X
Sideslope >>>>>
6" X 6" X X X X X X
Trench
(Channel Inst- X X X X X
allation Only)
X X X X X X
X X X X X
Staple »»»» XXXXXXXXXXXXX
Check Slot I X X X X X X X X X X X X
(Channel Inst.)
(40' Intervals) X X X X X X
X X X X X
X X X X X X
X X X X X
X X X X X X
X X X X X
X X X X X X
Roll Ends XXXXXXXXXXXXX
Overlap »»»> IX X X X X X X X X X X X
4" with Staple
Check Slot Seam X X X X X
X X X X X X
Adjacent Rolls Overlap = 2"
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
CURB CUT AT DESIGN POINT 3
WEIR COEF.
2.700
STA ELEV
0.0
100.00
0.0
99.60
12.0
99.60
12.0
100.00
ELEVATION
--(feet)-
99.60
99.70
99.80
99.90
100.00
0,10 g.) 6ck
0.100 = 1 ,--m 4s
ov c A pccY�
2c�Sio1 cm-�ra� lo�nlri}
DISCHARGE �'b4 p-ovided pp clown4' ewn.
- - (c f s ) - - — sz�Q, III oNAi06 Wear tIOW o�a�YSis
0.00
1.02
2.90
5.32
8.20 �� g.16A Cis'cvA c4)
0
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
CURB CUT AT DP3 + �iuw Ov4Lr Garb
WEIR COEF.
2.700
STA
ELEV
0.0
20.00
13.0
13.1
19.50
19.00
25.1
19.00
25.1
19.50
115.0
20.50
ELEVATION
DISCHARGE
(feet)
(cfs)
__ _
19.00
__
0.00
19.10
1.03
19.20
2.90
19.30
5.33
19.40
8.22
19.50
11.49
19.60
15.4'�---z_
r
F7,-)Bc
19.70
21.04
19.80
28.75
O.2'
tor-. 10o yr_ Pow
19.90
39.00
20.00
52.13
9�?
NORTH AMERICAN GREEN CHANNEL PROTECTION
USER SPECIFIED CHANNEL LINING ANALYSIS
***********************************************************************
�ROJECT NAME: HARMONY TECHNOLOGY PARK PROJECT NO.: 785-001
OMPUTED BY: FAUCETT DATE: 11-18-1997
ROM STATION/REACH: 0 TO STATION/REACH: 30
RAINAGE AREA: 1.97 DESIGN FREQUENCY: 100
----------------------------------------------------------------------------
Channel Bottom Side Slope Lt.
�'- Width (ft) (Horz. to 1)
------------------------
Side Slope Rt. Channel Slope
-(Horz. to 1) (ft/ft)
----------------------
----12.00 4.0 4.0 0.250
----------------------------------------------------------------------
''ischarge
Peak Flow
Velocity
Area
Hydraulic
Normal
----------
(cfs)
Period (hrs)
------------
(ft/sec)
---------
(sf)
Radius (ft)
Depth (ft)
17.7
------------------------------------------------
6.0
6.01
------
2.95
-------------
0.21
---------------------------
------------
0.23
Lining Manning Permissible Calculated Safety Remark
Type Coefficient Shear (lb/sf) Shear (lb/sf) Factor
------------------------------------------------------- ---------------
`350 0.044 4.50 3.56 1.26 STABLE
taple E
hase 2 (New Vegetation)
H
11
ino
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
WEIR FLOW OVER CURB AT DP1
Qioo
WEIR COEF.
2.700
Q v\�, ^4
STA
ELEV
Q In 10D-N
o . 0
15.82a
ovtr cs,rb 6a�-(944+2r-)
40.0
15.50
' =
80.0
15.23
110.0
15.50
= 24,64�,
220.0
16.50
ELEVATION
(feet)
DISCHARGE
(cfs)
r {�clmtnu.t' elthlo7 (��l
---------
15.23
---------
t��c, -+v fix. v�
15.33
0.00
0.78
�'s- 0 C.ur'h ojq
15.53
Gi2Slr In1
12.70
15.63
2 7. 1;-'
2-4-4 ck
15.73
47.37
11
99
1
I
***********************************************************************
NORTH AMERICAN GREEN CHANNEL PROTECTION
USER SPECIFIED CHANNEL LINING ANALYSIS
,PROJECT NAME: 785-001 PROJECT NO.: 785-001
OMPUTED BY: FAUCETT DATE: 11-18-1997
ROM STATION/REACH: 0 TO STATION/REACH: 60
RAINAGE-AREA:-8.64-------------------------DESIGN FREQUENCY: 100
----------------------------------
Channel Bottom
-
Width-(ft)
--
Side Slope Rt
(Horz_to1)
- --
30.00 10.0 10.0
Channel Slope
(ft/ft)
---
250
11---------------------------------------------------�----------------------
Side Slope Lt.
-(Horz_-to -1)----------
ischarge Peak Flow Velocity Area Hydraulic Normal
(cfs) Period (hrs) (ft/sec) (sf) Radius (ft) Depth (ft)
------------------------------- ------ ----- ------------------
24.0 6.0 4.79 5.01 0.15 0.16
----------------------------------------------------------------------------
Lining Manning
Type Coefficient
---------------- -----------
13so 0.044
aple E
Phase 2 (New Vegetation)
1
Permissible
Shear (lb/sf)
---------------
4.50
Calculated
Shear (lb/sf)
-------------
2.48
Safety
Factor
1.82
Remark
STABLE
f
100
It
d
I A
e
I
HISTORIC SNVMM - 2YR
I.
I
ri
i
11
nlLm w n nn^'%A»►,
r�L.dcILLIL—vaILv T• lI
Cvt
MUM-
4 W
I•
92
f \
9,3
i
i
OF
I i I
I ' PHASE 11
,' SCAtE 1'=200'
of 1 zoo 4W
.dw\
ru
r \ f r f
I r \
Yji�
(02
2 1 1 2
3 4
WATERSHED 0
FOSSIL CREEK BASIN 2-YR historical (FILE: celes2yr.DAT)
CELESTICA HISTORICAL DISCHARGE AND VOLUME ANALYSIS SEAR BROWN 8/10/97AHF
360 0 0 1.0 1 1.0
24 5.0
0.12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .48
.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12
0.12 0.12 0.12 0.12
+ Prepared for: City of Fort Collins Stormwater Utility 6 Sear Brown
* This run to determine 2 yr historical release rate from Celestica site
+
1 -2 .016 .25 .10 .30 .51 .50 .0018
1 100 939 31.0 5..008
0
1 1
1
0 100 101 0 1 100.0 1000
0
1 1
100
ENDPROGRAM
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FULLY DEVELOPED SWMM WITH
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A&B
1
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t
WEIR SECTION
FLOW DATA
.
100 YR OVERFLOW WEIR PONDS 500
& 501
WEIR COEF.
Ra-4 A(s:6) v&*,r P6w viaA -
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WATERSHED
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-100
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harmweir.DAT)
Harmony
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Park - Celestica site
The
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-12/28/97
635
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* Prepared
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Utility 6 Sear
Brown
* Harmony Technology
Park SWMM analysis
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' Calculations for Curb capacities and Velocities
'or and Minor Storms
' ,,_r city of Fort Collins Storm Drainage Design criteria
ARTERIAL w/ 6" Vertical curb and gutter Prepared by: R3D, Inc.
0 is for one side of the road only February 28, 1992
V is based on theoretical capacities
Area = 3.55 sq.ft. Area = 47.52 sq.ft.
Minor Storm : Major Storm
Slope Red. Minor 0 V Major 0 V
(:) :Factor : X . (cfs) (fps) . X . (cfs) (fps)
' 0.40 : 0.50 : 135.32 : 4.28 : 2.41 . 2031.62 : 64.25 2.70 :
0.50 0.65 135.32 : 6.22 2.70 : 2031.62 93.38 3.02
0.60 : 0.80 : 135.32 : 8.39 2.95 : 2031.62 : 125.E9 : 3.31 :
0.70 : 0.83 : 135.32 : 9.06 3.19 : 2031.62 : 135.53 : 3.53 :
0.80 : 0.80 : 135.32 : 9.65 3.41 : 2031.62 : 145.37 : 3.E2 :
0.90 : 0.80 : 135.32 : 10.27 3.62 : 2031.62 : 154.19 : 4.06
1.00 : 0.80 135.32 : 10.83 3.E1 : 2131,61 : 162.53 : 4.28
1.25 : 0.80 135.32 : 12.10 4.26 2031.62 : 181.71 : 4.78
1.50 : 0.60 135.32 : 13.26 : 4.67 : 2031.62 : 199.06 : 5.24
1.75 : 0.83 135.32 : 14.32 5.04 2031.62 : 215.01 : 5.66
' 2.00 : 0.80 135.32 : 15.31 5.39 2031.62 : 229.E5 : 6.05
2.25 : 0.78 : 135.32 : 15.83 5.72 2031.62 : 237.70 : 6.41
2.50 : 0.76 : 135.32 : 16.26 6.03 2031.62 : 244.13 : 6.76 :
2.75 : 0.74 : 135.32 : 16,61 6.32 2031.62 : 249.31 : 7.07 :
' ( 00 : 0.72 : 135-32 : 16.68 6.60 2031.62 : 253.35 : 7.41
3.25 : 0.69 : 135.32 : 16.E3 6.E7 : 2031.62 : 252.72 : 7.71
3.50 . 0.66 . 135.32 : 16.71 7.13 : 2031.62 : 250.E5 8.00 .
-' 3.75 : 0.63 : 135.32 : 16.51 7.38 : 2031.62 : 247.E6 8.28
4.00 : 0.60 135.32 : 16.24 7.62 : 2031.62 : 243.79 8.55
4.25 . 0.58 . 135.32 : 16.18 : 7.E5 : 2C31.62 : 242.92 8.81 .
' 4.50 : 0.54 : 135.32 : 15.50 : 8.09 : 2031.62 : 232.72 9.07 :
4.75 : 0.52 : 135.32 15.34 : 8.31 : 2031.62 : 233.25 9.32 :
5.00 : 0.49 : 135.32 : 14.E3 : 8.52 : 2031.62 : 222.60 9.56 :
5.25 . 0.46 : 135.32 : 14.26 . 8.73 : 2031.62 : 214.13 9.83 .
' 5.50 : 0.44 . 135.32 : 13.96 : 8.54 : 2031.62 : 2C9.64 : 10.03
5.75 0.42 : 135.32 : 13.63 9.14 . 2031.62 : 2C4.61 10.25
6.00 : 0.40 : 135.32 : 13.26 : 9.34 : 2031.62 : 1r9.05 : 10.47
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DRAINAGE CRITERIA MANUAL
RIPRAP
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MEN
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Use Do instead of D whenever flow is supercritical in the barrel.
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FIGURE 5-7.' RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT
a
DRAINAGE CRITERIA MANUAL
RIPRAP
8
7
6 = Expansion Angle
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FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-82
URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT
' STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802C
STORM SEWER ENERGY LOSS COEFFICIENT
(BENDS AT MANHOLES)
1.4
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Deflection Angle Y , Degrees
NOTE* Head loss applied at outlet of manhole_.
1
'DATE: J A N. 198111 REFERENCE:
REV: Modern Sewer Design, AISI, Washington D.C., 1980.
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STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802C
STORM SEWER ENERGY LOSS COEFFICIENT
(BENDS AT MANHOLES)
1
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00 200 400 60' so* 900 1000
1 Deflection Angle 7, Degrees
NOTE Head loss applied of outlet of manhole.
l l DATE: J A N. 1 9 8 J�REFER . ENCE:
REV'Modern Sewer Design, AISI, Washington D.C., 1980.
00 200 400 60' so* 900 1000
1 Deflection Angle 7, Degrees
NOTE Head loss applied of outlet of manhole.
l l DATE: J A N. 1 9 8 J�REFER . ENCE:
REV'Modern Sewer Design, AISI, Washington D.C., 1980.
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