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o Final Drainage and
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(Revised December 8, 1997)
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
Mr. Rex Burns December 8, 1997
Larimer County Engineering Department
218 West Mountain Avenue
Fort Collins, Colorado 80522
RE: Final.Drainage and Erosion Control Study revisions
for the Spradley Barr Site
Dear Rex:
We are submitting to you, for your review and approval, this
Final Drainage and Erosion Control Study for the Spradley Barr
Site. All computations within this report have been completed
in compliance with the Larimer County Storm -Water
Management Manual.
This report is a revised version of the Preliminary Drainage and
Erosion Control Study dated August 27, 1997. The revisions
include redesigning the curb cuts to accommodate the 100 year
storm event, new grading of the northern parking lot area of the
site, and a new hydraulic analysis of the storm sewer system
that includes the effects of an alignment adjustment.
We appreciate your time and consideration in reviewing this
submittal. Please call if you have any questions.
Respectfully,
The Sear -Brown Group, Inc.
Prepared by:
C
rederick C. Ernst, E.I.T.
Design Engineer
Reviewed by:
Kevin W. Gingery, P.E.
Senior Engineer
1
NEW YORK- PENNSYLVANIA
COLORADO -UTAH
STANDARDS IN EXCELLENCE
f OIJAP 617S6:i0P11WMAd1y116.1119
Final Drainage and
Erosion Control Study
For the Spradley Barr Dealership
(Revised December 8, 1997)
Fort Collins, Colorado
December 9, 1997
l
Prepared for:
Client:
Spradley Barr Dealership
Fort Collins, Colorado 80525
Prepared by:
The Sear -Brown Group
209 S. Meldrum
Fort Collins, Colorado 80521
(303) 482-5922
SBG Job No. 598-004
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION
1
A. Location
1
B. Description of Property
1
II. DRAINAGE BASINS
2
A. Major Basin Description
2
III. DRAINAGE DESIGN CRITERIA
2
A. Regulations
2
B. Development Criteria Reference and Constraints
2
C. Hydrological Criteria
2
D. Hydraulic Criteria
3
E. Variances from Criteria
3
IV. DRAINAGE FACILITY DESIGN
3
A. General Concept
3
V. EROSION CONTROL
4
A. General Concept
4
VI. CONCLUSIONS
5
A. Compliance with Standards
5
B. Drainage Concept
5
C. Erosion Control Concept
5
REFERENCES
6
APPENDIX
7
Vicinity Map
8
Site Hydrology
10
Sidewalk Chase, Curb Opening and Swale Sizing
16
Storm Sewer Pipe Design
20
SWMM Model Analysis
28
Detention Pond Design
51
Inlet Design
53
Erosion Control Plan
58
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Preliminary Drainage and
Erosion Control Study
For the Spradley Barr Dealership
GENERAL LOCATION AND DESCRIPTION
A. Location
The proposed site is located in the NE 1/4 of Section 2 T.6N, R.
69W of the 6th Prime Meridian, Larimer County. The site is
bounded on the North by the Arbor Plaza commercial
development, on the East by College Avenue, on the South by
the Fossil Creek Nursery and on the West by the Burlington
Northern Railroad. The site consists of approximately 9.4 acres.
A location map is included in the Appendix of this report.
B. Description of Property
This property consists of the former Poudre Valley REA site. The
general topography of the site slopes from the Northwest to
the Southeast at a grade ranging from 2%-4%. The proposed
building plan will redevelop the site for use as an auto
dealership. The existing buildings on the site consist of a main
building encompassing 32,490 square feet and 'a rear service
building of 3,600 square feet. The proposed redevelopment will
add an additional 29,106 square feet of building space to the
main building. The rear service building will stay and is not to be
externally modified. The existing water and sanitary sewer
services are adequate for the, new development and will be
retained.
Historically sheet flow from the paved area of the Poudre Valley
REA site has been allowed to flow onto the Fossil Creek Nursery
property. Historical overland flows have also been released from
the site through an 18 inch corrugated metal pipe that runs east
under College Avenue . Historical flows that are not captured
by this pipe are conveyed by on -site gutter to the College
Avenue gutter system.
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DRAINAGE BASINS
A. Major Basin Description
The site is located within the Fossil Creek Drainage Basin. No
major drainage ways exist within the site.
DRAINAGE DESIGN CRITERIA
A. Regulations
The Larimer County Storm -Water Management criteria was
followed for the preparation of this report.
B. Development Criteria Reference and Constraints
Flows are released from the site in quantities equal to the
historical condition. Stormwater has historically been routed
south to the Fossil Creek Nursery property and underneath and
over to the east side of College Avenue. Upgradient flows north
of the site are contained by the curb and gutter present on the
Arbor Plaza property and drains to a local storm drainage
system. Offsite flows west of the site follow the existing
topography to a drainage ditch near the railroad and are
subsequently diverted around the west side of the site.
C. Hydrological Criteria
The rational method for determining surface runoff was used for
the project site. The ten-year and one hundred -year storm event
criteria, obtained from Larimer County, were used in calculating
runoff values for the proposed condition. The two year storm
event was used to compute the allowable release rate from the
site. These calculations and criteria are included in the
Appendix.
This site implements a linked detention pond system, therefore
routing through the detention pond system was analyzed by
using a SWMM Extran modeling program. The program input
and output are included in the Appendix. The required storage
volume has been computed to be 0.489 ac-ft. The proposed
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' detention ponds provide a total of 0.703 ac-ft at the freeboard
elevation.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared
in accordance with the Larimer County Storm -Water
Management criteria and are included in the Appendix.
E. Variances from Criteria
No variances from the Larimer County Storm -Water
' Management criteria are being sought for this project.
-� IV. DRAINAGE FACILITY DESIGN
A. General Concept
The stormwater from the proposed redevelopment of this site
will in some areas be detained for release and in other areas
allowed to flow in drainage patterns similar to the historical
condition.
The flows that will be detained are generated from the northern
and eastern sections of the project site. Flows from basins 1, 2,
3, 4, 5, 6, 7, 8, 9, 11, 14 and R1 are conveyed to Detention
Pond 11 through a system of storm pipe, curb cuts and
sidewalk chases. The curb cuts are sized to accommodate the
100 year storm event and release these flows onto embankment
armored with rip rap.
The area inlets at design points 1 through 6 are designed to
intercept flow that is channeled by the concrete pan located in
' the North parking lot. The captured flow is discharged into the
storm sewer pipeline. The pan is to be constructed at a slope of
0.59%. During the 10 year storm event, the flow at each of
these design points is fully captured by the area inlet and
transported to Detention Pond 11 by the storm sewer piping.
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Detention Pond 11 and Detention Pond 12 are linked together
via an 18-inch RCP storm sewer line. The discharge from basin
10 is passed through a curb cut and gravity flows to Detention
Pond 12. The flows from basin 10 and Detention Pond 12 are
accumulated in Detention Pond 12. Detention Pond 12 outlets
into an 18-inch RCP through a fixed orifice plate. The orifice
plate is designed to limit the maximum off -site discharge to the
two-year historical rate of 2.29 cfs.
The flows from basins 13 and 16 are transported similar to the
historical condition, via sheet flow and gutter flow out to the
College Avenue gutter.
' Flows from basins 19, 22, 23, 24, 26 and 27 are routed offsite
through a network of sidewalk chases and curb cuts. Grading
has been provided in the southwest corner of basin 14 to allow
' for spillover into basin 23 during the 100 year storm event. A
weir calculation provided in the Appendix displays the water
surface elevation at design point 14 during this event. Flows
from basins 24 and 26 are released onto rip rap protected
embankment. The curb cut at design point 24 is sized for the
100 year storm event.
Flows from basins 25, 28 and 29 spill over onto the existing
' Fossil Creek Nursery property. The proposed storm water
routing provided by the aforementioned design points closely
imitates the historical flow conditions. The downstream
discharge points have been agreed to by both property owners.
At the time this report was drafted a legal document outlining
the agreement was under development.
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V. EROSION CONTROL
A. General Concept
' This site currently falls under Larimer County jurisdiction
regarding the anticipated construction window, therefore,
erosion control criteria from the Larimer County Storm -Water
Management Manual, 1979 was implemented for this project.
Please see the Erosion Control Plan included in the Appendix.
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VI. CONCLUSIONS
A. Compliance with Standards
All computations that have been completed within this report
are in compliance with the City of Fort Collins Storm Drainage
Design Criteria Manual and the erosion control standards found
in the Larimer County Storm -Water Management Manual.
B. Drainage Concept
The proposed drainage concepts adequately provide for the safe
transmission of stormwater flows off the proposed Spradley
Barr site. Drainage detention and routing methods were
employed to ensure that the historical flow condition from the
' site was not adversely affected.
' C. Erosion Control Concept
The proposed erosion control plan provides adequate control of
wind and rainfall erosion from the Spradley Barr site.
Suggestions for the erosion control structures used on this
project were taken from the Larimer County Storm -Water
IManagement Manual.
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' REFERENCES
1. Storm Drainage Design Criteria and Construction
Standards by the City of Fort Collins, Colorado, May 1984,
Revised May, 1997.
2. Larimer County Storm -Water Management Manual , April
1979.
3. Fossil Creek Basin Master Drainageway Study, Planning
Study, Fort Collins, Colorado, by Simons, Li and Associates,
Inc., 1982.
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Appendix
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' Vicinity Map
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No Text
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Site Hydrology
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**•*** HYCHL ****** (Version 2.0) **m*
Commends Read From File: N:\HYDRO\NCTRANS\HYCHL\D26.CHL
JOB d26
URI 0
•* UNITS PARAMETER e 0 (ENGLISH)
CHL .25 4.8
TRP 32 .1 i
•• LEFT SIDE SLOPE .1 AND RIGHT SIDE SLOPE .1
'• THE BASE WIDTH OF THE TRAPEZOID (FT) 32.00
LRR -1 2 0 2.65 0.047
•• STABILITY FACTOR 1.00
*• SPECIFIC GRAVITY 2.65
•* SHIELDS PARAMETER .047
END
*************••END OF COMMAND FILE****"****"
d26------------
INPUT REVIEW
DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 4.80
CHANNEL SHAPE: TRAPEZOIDAL
CHANNEL SLOPE (FT/FT): .250
.....................................
HYDRAULIC CALCULATIONS USING BATHURST
FLOW (CFS)
4.80
MAX DEPTH (FT)
.08
AREA (FT-2)
3.04
WETTED PERIMETER (FT)
32.19
HYDRAULIC RADIUS (FT)
.09
AVG VELOCITY (FT/SEC)
1.58
RANKINGS EQUIVALENT
.188
Davg / D50
.39
FROUDE NUMBER
1.01
REYNOLDS NUMBER (10.5)
.16
RIPRAP DESIGN
LINING
CONDITION TYPE
BOTTOM; STRAIGHT RIPRAP
SIDE; STRAIGHT RIPRAP
*** NORMAL END OF HYCHL ***
Date 08-26-97
PERMIS SHR CALC. SHR STAB.
(LB/FT'2) (LB/FT-2) FACTOR
.... ......... ......
1.19 1.18 1.00
.89 .89 1.00
050(FT)
1.84
kx,�
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14g
1'
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Curb Cut Design
100 year design storm
Spradley Barr Dealership
Project No. 598-004
7.00
11.48
0.40
2.80
8.13
8.13
9.00
7.13
0.40
2.80
5.05
5.60
10.00
3.56
0.40
2.80
2.52
2.96
24.00
23.15
0.67
2.80
35.31
35.31
The Sear -Brown Group
11:20 AM
12/8/97
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' ****** HYCHL ****** (Version 2.0) ******
Date 12-08-97
'
JOB Design Point 7
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
t
CHL .1
TRP 12 100 100 100
LEFT SIDE SLOPE 100.0 AND RIGHT SIDE SLOPE 100.0
** THE BASE WIDTH OF THE TRAPEZOID (FT) 12.00
LRR -1 2 0 2.65 0.047
*' STABILITY FACTOR 1.00
SPECIFIC GRAVITY 2.65
** SHIELDS PARAMETER .047
END
**"***********END OF COMMAND FILE************
'
Design Point 7
INPUT REVIEW
'
DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 8.13
CHANNEL SHAPE: TRAPEZOIDAL
CHANNEL SLOPE (FT/FT): .100
*** WARNING *** EQUATION 24 USED TO ACHIEVE CONVERGENCE
--- _-------
_--- _-------- ____---- _________
HYDRAULIC CALCULATIONS USING NORMAL DEPTH
-----------------------------------------
DESIGN
FLOW (CFS) 8.13
MAX DEPTH (FT) .50
'
AREA (FT'2) 32.65
WETTED PERIMETER (FT) 114.92
HYDRAULIC RADIUS (FT) .28
'
AVG VELOCITY (FT/SEC) .25
MANNINGS N (LOW FLOW) .514
Davg / D50 .45
REYNOLDS NUMBER (10-5) .65
RIPRAP DESIGN
'
LINING PERMIS SHR CALC. SHR
CONDITION TYPE (LB/FT-2) (LB/FT-2)
STAB.
FACTOR D50(FT)
BOTTOM; STRAIGHT RIPRAP 3.D9 3.10
1.00 .64
SIDE; STRAIGHT RIPRAP 2.90 2.91
1.00 .60
t***
NORMAL END OF HYCHL ***
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****** HYCHL ****** (Version 2.0) ******
JOB Design Point
24
UNI 0
" UNITS PARAMETER e 0
(ENGLISH)
CHL .005 35.31
TRP 25 100
100
** LEFT SIDE SLOPE 100.0 AND RIGHT
SIDE SLOPE 100.0
" THE BASE WIDTH OF THE TRAPEZOID
(FT) 25.00
LRR -1 2 0 2.65 0.047
" STABILITY FACTOR
1.00
** SPECIFIC GRAVITY
2.65
" SHIELDS PARAMETER
.047
END
****"******'"END OF COMMAND FILE*'******"**
Design Point 24
,
INPUT REVIEW
------------
DESIGN PARAMETERS:
DESIGN DISCHARGE
(CFS):
35.31
CHANNEL SHAPE:
TRAPEZOIDAL
CHANNEL SLOPE (FT/FT):
.........................................
.005
HYDRAULIC CALCULATIONS
-----------------------------------------
USING NORMAL
DEPTH
DESIGN
FLOW (CFS)
35.31
MAX DEPTH (FT)
.38
AREA (FT-2)
24.35
WETTED PERIMETER (FT)
101.82
HYDRAULIC RADIUS (FT)
.24
AVG VELOCITY (FT/SEC)
1.45
MANNINGS N (LW FLOW)
.028
Davg / D50
9.59
REYNOLDS NUMBER 00-5)
.01
RIPRAP DESIGN
LINING
CONDITION TYPE
BOTTOM; STRAIGHT RIPRAP
SIDE; STRAIGHT RIPRAP
*** NORMAL END OF HYCHL ***
Date 12-08-97
PERMIS SHR CALL. SHR STAB.
(LB/FT-2) (LB/FT-2) FACTOR D50(FT)
---------- --------- ------ ---
.12 .12 1.00 -02
.11 .11 1.00 .02
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Parking Lot w\ Pan
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmw\sprdaley.fm2
Worksheet
North Parking Lot 2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Manning s Coefficient
0.014
Channel Slope
0.005900 ftt t
Water Surface Elevation
17.20 ft
Discharge
0.60 cis
18.6
18.4
18.2
' 18.0
' 17.8
C
'ccdt) 17.6
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17
17
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16.8
-60.0
50.0 -40.0 -30.0 -20.0 -10.0 0.0 10.0
Station (ft)
20.0 30.0
12/04/97 FlowMaster v5.15
' 10:00:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Parking Lot w\ Pan
Cross Section for Irregular Channel
Project Description
Protect File
c:\haestad\fmw\sprdaley.fm2
Worksheet
North Parking Lot 2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient
0.013
Channel Slope
0.005900 ft/ft
Water Surface Elevation
17.34 ft
Discharge
6.19 cfs
18.6
18.4
'
18.2
18.0
17.a
t
C
O
4) 17.6
W
1
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16.8
-60.0
17
17.2
17.0
-60.0 -40.0 30.0 -20.0 -10.0 0.0 10.0
Station (ft)
20.0 30.0
12/04/97 FlowMaster v5.15
' 09:58:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Storm Sewer Pipe Design
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THE
SEAR —BROWN
GROUP
Project: Sz::.. Project No.
BY: Checked:
Date: ia/3,/97 Sheet of
•Y
Nf®�
•m
o-
.es
SIR
N N N N 0 m i N v =I
8 0 0 0 O d n N S 0 0 0 d H 0 0 0 0 8I
O pO pO OOCG OyO� OOpOOOOpO OO pO pOO
8YOINlmdddaI d9dd53$dcd
0 0 0 0 0 0 0-- 0 0 0 0 0 0 0 0 0
Rm�mo«�m�So:,9�s�,om
cme dcc6d ccccedecd
��.9i :ii Cu^i�S.Rn�u'4�oo00
-mm m r•i f eioo moot o oc o
ammmm:�:ammmmm^mmmm
A l l"
I
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil
Eng. Dept,
U. of Colorado at
Denver
Metro Denver Cities/Counties
8 UDFCD
Pool Fund
Study
USER:RDB-Fort Collins -Colorado
...............................................
ON DATA
12-05-1997 AT TIME 16:58:19
VERSION=01-17-1997
**' PROJECT
TITLE :Spradley Barr Dealership
RETURN
PERIOD OF FLOOD IS
10 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
2.00
11.45
10.98
10.43
OK
'
3.00
11.45
13.54
10.41
OK
4.00
11.45
14.81
11.32
OK
6.00
9.36
15.81
12.03
OK
7.00
8.40
16.18
12.34
OK
8.00
7.54
16.44
12.55
OK
9.00
5.72
17.23
13.00
OK
10.00
4.52
17.48
13.34
OK
11.00
5.67
16.00
14.21
OK
12.00
13.00
0.63
0.63
17.16
17.16
14.56
14.57
OK
OK
14.00
0.63
17.18
12.27
OK
15.00
0.63
17.18
12.28
OK
16.00
0.63
17.18
12.53
OK
17.00
0.63
17.18
12.54
OK
'
18.00
0.63
17.18
12.84
OK
19.00
0.63
17.18
12.85
OK
20.00
0.63
17.18
13.17
OK
21.00
5.00
0.63
9.36
17.18
15.80
13.17
11.82
OK
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
"* SUMMARY
OF SEWER HYDRAULICS
'
-_----NOTE_
THE GIVEN FLOW DEPTH -TO -SEWER
...................................................................
SIZE RATIO--.8
SEWER
MANHOLE NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
'
-ID NUMBER
-_--
UPSTREAM DNSTREAM
ID NO. ID NO.
_--------_
SHAPE DIA(RISE)
------ (IN) (FT)
----------------------------------
DIA(RISE)
(IN) (FT)
DIA(RISE)
(IN) (FT)
WIDTH
(FT)
23.00
3.00 2.00
ROUND
21.02
24.00
21.00
0.00
34.00
4.00 3.00
ROUND
22.08
24.00
21.00
0.00
67.00
7.00 6.00
ROUND
19.66
21.00
21.00
0.00
78.00
8.00 7.00
ROUND
18.88
21.00
18.00
0.00
89.00
9.00 8.00
ROUND
17.02
18.00
18.00
0.00
910.00
10.00 9.00
ROUND
15.58
18.00
15.00
0.00
1011.00
11.00 10.00
ROUND
16.96
18.00
15.00
0.00
1112.00
12.00 11.00
ROUND
7.14
12.00
12.00
0.00
614.00
14.00 6.00
ROUND
7.14
12.00
12.00
0.00
716.00
16.00 7.00
ROUND
7.14
12.00
12.00
0.00
1118.1111
18.00 8.00
ROUND
7,14
12,00
12.00
0.110
920.00
20.00 9.00
ROUND
7.14
12.00
12.00
0.00
1213.00
13.00 12.00
ROUND
7.14
12.00
12.00
0.00
2021.00
21.00 20.00
ROUND
7.14
12.00
12.00
0.00
1819.00
19.00 18.00
ROUND
7.14
12.00
12.00
0.00
1617.00
17.00 16.00
ROUND
7.14
12.00
12.00
0.00
1415.00
15.00 14.00
ROUND
7.14
12.00
12.00
0.00
45.00
5.00 4.00
ROUND
20.47
21.00
21.00
0.00
56.00
6.00 5.00
ROUND
20.47
21.00
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,
EKISITNG SIZE WAS USED
...............................................................................
SEWER
ID
DESIGN FLOW NORMAL
FLOW Q FULL Q DEPTH
NORAAL
VLCITY
CRITIC
DEPTH
CRITIC FULL
VLCITY VLCITY
FROUDE
NO.
COMMENT
NUMBER
...............................................................................
CFS
CFS FEET
FPS
FEET
FPS
FPS
23.0
11.4
11.5 1.75
4.76
1.24
6.29
4.76
0.04
V-OK
34.0
11.4
10.0 1.75
4.76
1.24
6.29
4.76
0.00
V-OK
67.0
8.4
10.0 1.22
4.68
1.07
5.44
3.49
0.78
V-OK
78.0
7.5
6.7 1.50
4.27
1.06
5.64
4.27
0.00
V-OK
89.0
5.7
6.7 1.07
4.24
0.92
5.03
3.24
0.75
V-OK
�1
910.0
4.5
4.1 1.25
3.68
0.89
4.87
3.68
0.00
V-OK
1011.0
5.7
4.1 1.25
4.62
0.96
5.58
4.62
0.00
V-OK
1112.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
614.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
716.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
818.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
920.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
1213.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
2021.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
1819.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
1617.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
1415.0
0.6
2.5 0.34
2.67
0.34
2.64
0.80
0.94
V-LW
45.0
9.4
10.0 1.34
4.75
1.14
5.67
3.89
0.73
V-OK
56.0 9.4 10.0 1.34 4.75
FROUDE NUMBER=O INDICATES THAT A PRESSURED
1.14 5.67
3.89
0.73
V-OK
FLOW OCCURS
....................................................."'......"-.....
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM UPSTREAM
DNSTREAM
......................................................................
It
(FT)
(FT)
(FT)
(FT)
23.00
34.00
0.52
0.40
9.05
9.45
8.95
9.05
2.74
3.61
0.28
2.74
NO
OK
67.00
0.40
10.21
10.00
4.22
4.06
OK
78.00
0.40
10.65
10.46
4.29
4.22
OK
89.00
0.40
10.86
10.65
4.87
4.29
OK
910.00
0.40
11.41
11.11
4.82
4.87
OK
'
1011.00
0.40
11.75
11.41
3.00
4.82
OK
1112.00
0.50
12.29
12.00
3.87
3.00
OK
614.00
0.50
11.00
10.74
5.18
4.07
OK
716.00
0.50
11.19
10.96
4.99
4.22
OK
818.00
0.50
11.44
11.15
4.74
4.29
OK
920.00
0.50
11.61
11.36
4.57
4.87
OK
1213.00
0.50
12.29
12.29
3.87
3.87
OK
2021.00
0.50
11.61
11.61
4.57
4.57
OK
1819.00
0.50
11.44
11.44
4.74
4.74
OK
1617.00
0.50
11.19
11.19
4.99
4.99
OK
1415.00
0.50
11.00
11.00
5.18
5.18
OK
45.00
0.40
9.87
9.45
4.18
3.61
OK
56.00
0.40
10.02
9.87
4.04
4.18
OK
'
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
I
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'*" 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
...............................................................................
23.00 19.16 0.00 10.80 10.70 10.41 10.43 SUBCR
34.00 99.41 99.41 11.20 10.80 11.32 10.41 PRSS'ED
67.00 53.04 53.04 11.96 11.75 12.34 12.03 PRSS'ED
78.00 47.73 47.73 12.15 11.96 12.55 12.34 PRSS'ED
89.00 53.45 53.45 12.36 12.15 13.00 12.55 PRSS'ED
910.00 74.39 74.39 12.66 12.36 13.34 13.00 PRSS'ED
1011.00 84.67 84.67 13.00 12.66 14.21 13.34 PRSS'ED
1112.00 58.34 58.34 13.29 13.00 14.56 14.21 PRSS'ED
614.00 51.56 51.56 12.00 11.74 12.27 12.03 PRSS'ED
716.00 46.92 46.92 12.19 11.96 12.53 12.34 PRSS'ED
818.00 58.63 58.63 12.44 12.15 12.84 12.55 PRSS'ED
920.00 49.12 49.12 12.61 12.36 13.17 13.00 PRSS'ED
1213.00 0.10 0.10 13.29 13.29 14.57 14.56 PRSS'ED
2021.00 0.10 0.10 12.61 12.61 13.17 13.17 PRSS'ED
1819.00 0.10 0.10 12.44 12.44 12.85 12.84 PRSS'ED
1617.00 0.10 0.10 12.19 12.19 12.54 12.53 PRSS'ED
1415.00 0.10 0.10 12.00 12.00 12.28 12.27 PRSS'ED
45.00 105.27 105.27 11.62 11.20 11.82 11.32 PRSS'ED
56.00 38.47 38.47 11.77 11.62 12.03 11.82 PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
� SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
................................
UPST MANHOLE SEWER
SEWER MANHOLE ENERGY FRCTION
ID NO ID NO. ELEV FT FT
-
-------------------------
23.0 3.00 10.86 0.43
34.0 4.00 11.67 0.64
67.0 7.00 12.53 0.15
78.0 8.00 12.83 0.24
89.0 9.00 13.16 0.16
910.0 10.00 13.55 0.36
1011.0 11.00 14.54 0.65
1112.0 12.00 14.57 0.02
614.0 14.00 12.28 0.02
716.0 16.00 12.54 0.01
818.0 18.00 12.85 0.02
920.0 20.00 13.18 0.02
1213.0 13.00 14.58 0.00
2021.0 21.00 13.18 0.00
1819.0 19.00 12.86 0.00
1617.0 17.00 12.55 0.00
1415.0 15.00 12.29 0.00
45.0 5.00 12.05 0.37
56.0 6.00 12.26 0.13
..............................................
JUNCTURE LOSSES DOWNST MANHOLE
BEND BEND LATERAL LATERAL MANHOLE ENERGY
K COEF LOSS FT K COEF LOSS FT ID FT
.............................................
1.00 0.00 0.00 0.00 2.00 10.43
0.48 0.17 0.00 0.00 3.00 10.86
0.05 0.01 0.69 0.10 6.00 12.26
0.05 0.01 0.70 0.05 7.00 12.53
0.05 0.01 0.75 0.16 8.00 12.83
0.05 0.01 0.69 0.02 9.00 13.16
1.04 0.34 0.00 0.00 10.00 13.55
1.32 0.01 0.00 0.00 11.00 14.54
0.20 0.00 0.00 0.00 6.00 12.26
0.20 0.00 0.00 0.00 7.00 12.53
0.15 0.00 0.00 0.00 8.00 12.83
0.20 0.00 0.00 0.00 9.00 13.16
0.50 0.00 0.00 0.00 12.00 14.57
0.50 0.00 0.00 0.00 20.00 13.18
0.50 0.00 0.00 0.00 18.00 12.95
0.50 0.00 0.00 0.00 16.00 12.54
0.50 0.00 0.00 0.00 14.00 12.28
0.08 0.02 0.00 0.00 4.00 11.67
0.32 0.08 0.00 0.00 5.00 12.05
' BEND LOSS =BEND " FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS 1T 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.
WEIR SECTION FLOW DATA
Spradley Barr Overflow
WEIR COEF.
2.700
STA ELEV
0.0 17.13
10.0 16.50
15.0 16.50
30.0 17.00
500 1800
ELEVATION
DISCHARGE
(feet)
(cfs)
\ \
16.50
0.0
S.t,�—Zq�F'
2•�3 cis
16.60
0.6
16.70
16.80
2.0
4.4
�OOv2 L'd �2 i3C4•.� _
i
501b•�3
16.90
7.8
17.00
12.5
17.10
18.9
� S ice!• -r-n ���+.°s��, 23
I
Pipe Strength Analysis
1
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1
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'
Program 3EB Version 1.3
Company: Sear Brown
Project: Spradley Barr
Designer: Fred Ernst 12-05-1997
File: SPRADI2
WARNING
•ittttttsrrggtrititstYtt#♦sgrtrtii►►Htfitirtittttt♦YNrY►trrtrsrrrtttttti4stY
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.
tp♦stp Nstt Mt►►rf t#►►Nip#►ssrtgissrttf#N►r rtit#tttttttitgtgirifiifi#gssi
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.
'
ririfi##is•iitt#girrtttiNsritti##ssrrgtifit►rrigiti Nsiridtttti#rrittgtfififisi
D-LOAD REQUIREMENTS FOR A 12 in. DIAMETER CIRCULAR PIPE
♦ritii#tiiirttN►rrlipttssirriitt#YNNitt#NiYstiits##►►rrssiiiitfirrstitset##i
PIPE DATA
1
I
Diameter (in.)
Wall Thickness (in.)
INSTALLATION CONDITIONS
Minimum Depth of Fill (ft)
Maximum Depth of Fill (ft)
Soil Density (lb/cu. ft)
Bedding Class
Installation Type
Trench Width;(ft)
Soil Lateral Pressure/Friction Tenn (kmu')
ADDITIONAL LOADS
Live Load
No Surcharge Load
12.00
2.000
1.00
5.50
120.0
SIDD Type 1
Trench
3.75
0.1924
AASHTO HS-20
1
' .FACTORS OF SAFETY
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.0I Between 2000 and 3000 lbs/ft/ft Interpolated
RESULTS OF ANALYSIS
Pipe -Earth Load- Live Surch Total Bedding lRequired D-Load
Depth Arching>Trans Load Load Load Load Factor 10.01 in. Ult.
(ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft)
1.0
1.35
Y
247.
2344.
0.
2591.
4.4
2.2
1122.
1683.
'
1.5
1.35
Y
355.
1475.
0.
1830.
4.4
2.2
751.
1127.
2.0
1.35
Y
463.
1083.
0.
1546.
4.4
2.2
597.
896.
2.5
1.35
Y
571.
764.
0.
1335.
4.4
2.2
477.
716.
3.0
1.35
Y
679.
554.
0.
1233.
4.4
2.2
406.
609.
3.5
1.35
Y
787.
453.
0.
1240.
4.4
2.2
385.
577.
4.0
1.35
Y
895.
378.
0.
1273.
4.4
2.2
375.
563.
4.5
5.0
1.35
1.35
Y
Y
1003.
1111.
320.
275.
0.
0.
1323.
1386.
4.4
4.4
2.2
2.2
374.
378.
560.
567.
5.5
1.35
Y
1219.
239.
0.
1458.
4.4
2.2
386.
579.
Reinforced Pipe Classes for 0.01 in.
crack per ASTM
C76 (lb/ft/ft):
Class I <= 800 Class 11 <='1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000
1
I
I
11
Program 3EB Version 1.3
Company: Sear Brown
Project: Spradley Barr
Designer: Fred Ernst 12-05-1997
'
File: SPRADIS
WARNING
r►►Ntir•prttttrttggqtqpRrt YYit}Ri#rtrt►qR#Ntlittitt}►rtttttttttt t►titRYNs
'
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.
1
►i###Yi►►}##tii■i►}iirsttRi#rtYrYt►►►tYYri►tt#Y4Y►rl►�i�t►►Y#R4YY►riiiRRs►►YYtrr►
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.
tittt#NtrtpM#r►p►►tt#YRii►►t tit Yrti►►►tiitt RYNptttitttt RR►►Yq Nttttt MYrY
D-LOAD REQUIREMENTS FOR A 15 in. DIAMETER CIRCULAR PIPE
••#ssrtrrYiiii##r►Ywr►sssstsrrt►s!•iisRR►►rr•sitstiRYRYrti►►►►►s►stesrtY►►rs►si►R}r
PIPE DATA
------ -------- -----------------
Diameter (in.) 15.00
Wall Thickness (in.) 2.250
1
I
INSTALLATION CONDITIONS
Minimum Depth of Fill (ft)
Maximum Depth of Fill (ft)
Soil Density (lb/cu. ft)
Bedding Class
Installation Type
Trench Width;(ft)
Soil Lateral Pressure/Friction Term (kmu')
ADDITIONAL LOADS
Live Load
No Surcharge Load
1.00
5.50
120.0
SIDD Type I
Trench
3.75
0.1924
AASHTO HS-20
r
FACTORS
OF SAFETY
------------------ ---------------- ------ -------------
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
I
DL.0I Greater Than 3000 lbs/ft/ft 1.25
DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated
RESULTS OF ANALYSIS
Pipe -Earth Load- Live Surch Total Bedding (Required D-Load
Depth Arching>Trans Load Load Load Load Factor J 0.01 in. Ult.
(ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft)
I.0 1.35 Y 309. 2743. 0. 3052. 4.3 2.2 1054. 1581.
1.5 1.35 Y 441. 1732. 0. 2173. 4.3 2.2 711. 1066.
2.0 1.35 Y 572. 1275. 0. 1847. 4.3 2.2 '569. 853.
2.5 1.35 Y 704. 902. 0. 1606. 4.3 2.2 458. 686.
3.0 1.35 Y 836. 655. 0. 1491. 4.3 2.2 392. 588.
3.5 1.35 Y 967. 537. 0. 1504. 4.3 2.2 373. 560.
4.0 1.35 Y 1099. 449. 0. 1548. 4.3 2.2 365. 548.
'
4.5 1.35 Y 1231. 381. 0. 1612. 4.3 2.2 365. 547.
5.0 1.35 Y 1362. 328. 0. 1690. 4.3 2.2 370. 555.
5.5 1.35 Y 1494. 285. 0. 1779. 4.3 2.2 378. 568.
Reinforced Pipe
Classes for 0.01 in. crack per ASTM C76 (lb/ft/ft):
Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000
0;
I
i
I
r
r
I
I OR
Program 3EB Version 1.3
Company: Sear Brown
Project: Spradley Barr
Designer: Fred Ernst 12-05-1997
File: SPRADI8
WARNING
+ssssrrrsssssrsrsssrrrrsssss+rsssstwrsssstrssssasrsstsssssssssssrswwsrssssssssss
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.
swsssssrswssssrrssssrrss+•sssssr+ssssssrrsssssrwsssssasssssr+ssssssssssssrsssssr
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY
FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED.
SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE
ASSOCIATION
I OF
I
SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT
OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
++♦sssssar+rssswsrssssssssrrrsssssswwsssssssswsrssssssssrrrrsssssssrrwsrsssssrsr
D-LOAD REQUIREMENTS FOR A 18 in. DIAMETER CIRCULAR PIPE
sssesrgsssssrrrssssssssrrrssssss+++ssssaswsr+srssassssssssssssssseswwsssssstttw
PIPE DATA
Diameter (in.) 18.00
Wall Thickness (in.) 2.500
INSTALLATION CONDITIONS
Minimum Depth of Fill (ft) 1.00
Maximum Depth of Fill (ft) 5.50
Soil Density (lb/cu. ft) 120.0
Bedding Class SIDD Type 1
Installation Type Trench
Trench Width;(ft) 3.75
Soil Lateral Pressure/Friction Term (kmu') 0.1924
Live Load
No Surcharge Load
AASHTO HS-20
M
FACTORS
OF SAFETY
---------------------------------------------------------------
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.0I Less Than 2000 Ibs/ft/ft
1.50
DL.0I Greater Than 3000 lbs/ft/ft
DL.01 Between 2000 and 3000 lbs/ft/ft
1.25
Interpolated
RESULTS OF ANALYSIS
Pipe ----Earth Load--- Live Surch Total Bedding iRequired D-Load
Depth Arching>Trans Load Load Load Load
Factor 1 0.01 in. Ult.
(ft) Factor (Ib/ft) (lb/ft) (Ib/ft) (lb/ft) DL LL
(lb/ft/ft)
I.0 1.35 Y 374. 3110. 0. 3485. 4.3 2.2
1001. 1501.
I
1.5 1.35 Y 530. 1971. 0. 2500. 4.3 2.2
679. 1019.
2.0 1.35 Y 685. 1455. 0. 2139. 4.3 2.2
547. 820.
2.5 1.35 Y 840. 1032. 0. 1872. 4.3 2.2
443. 664.
3.0 1.35 Y 995. 751. 0. 1746. 4.3 2.2
382. 573.
3.5 1.35 Y 1151. 616. 0. 1767. 4.3 2.2
365. 548.
4.0 1.35 Y 1306. 516. 0. 1822. 4.3 2.2
359. 538.
4.5 1.35 Y 1461. 439. 0. 1900. 4.3 2.2
5.0 1.35 Y 1616. 378. 0. 1994. 4.3 2.2
359. 539.
365. 548.
5.5 1.35 Y 1772. 329. 0. 2101. 4.3 2.2
374. 562.
Reinforced Pipe Classes for 0.01 in. crack per ASTM C76
(lb/ft/ft):
Class I <= 800 Class II <= 1000 Class III <= 1350 Class
IV <= 2000 Class V <= 3000
I
r
I
I
IProgram 3EB Version 1.3
Company:
Sear Brown
Project:
Spradley Barr
Designer:
Fred Ernst 12-05-1997
.r File:
SPRAD21
WARNING
tpgtitt MtYtttggrrttttttrittNNittttpttrtitti ttttrttttr\ttrYi\t\ttrtttrpr
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.
ttYrrssstttrrttttrrstssssttrrtrsssrr•rsssrrtrsrtrrtrrtrsittttttrtrtesttrtrttttt•
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR
PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY
OR
r
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
OF OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH
CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN
ADVISED OF SUCH DAMAGES.
i
•■ssssitrsiistYtrrritttttrrssrt\trttassssrrtrsssitstsitrrtssssissttrtsirttsrttss
v
D-LOAD REQUIREMENTS FOR A 21 in. DIAMETER CIRCULAR PIPE
rttssssrrrtrriirtrrrtsasts\sttrrsssstrsrwrtsrsttsttrttss•\ssrttiut\itttrwttss
PIPE DATA
---Diameter (in.) 21.00 �---
Wall Thickness (in.) 2.750
'
INSTALLATION CONDITIONS
Minimum Depth of Fill (ft) 1.00
Maximum Depth of Fill (ft) 5.50
Soil Density (lb/cu. ft) 120.0
Bedding Class SIDD Type I
Installation Type Trench
Trench Width;(ft) 3.75
Soil Lateral Pressure/Friction Tenn (kmu') 0.1924
ADDITIONAL- LOADS�—
Live Load AASHTO HS-20
No Surcharge Load
I
FACTORS OF SAFETY
--------------------------------------------------------------------
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 Ibs/ft/ft
1.50
DL.01 Greater Than 3000 lbs/ft/ft
1.25
DL.01 Between 2000 and 3000 Ibs/ft/ft
Interpolated
RESULTS OF ANALYSIS
t
Pipe ---Earth Load-- Live Surch Total Bedding Required D-Load
Depth Arching>Trans Load Load Load Load
Factor 10.01 in. Ult.
(ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL
(lb/ft/ft)
1.0 1.35 Y 443. 3451. 0. 3893. 4.3 2.2
1.5 1.35 Y 621. 2193. 0. 2814. 4.3 2.2
956. 1434.
653. 980.
2.0 1.35 Y 800. 1623. 0. 2423. 4.3 2.2
529. 794.
2.5 1.35 Y 979. 1154. 0. 2133. 4.3 2.2
431. 647.
3.0 1.35 Y 1158. 841. 0. 1999. 4.3 2.2
374. 561.
3.5 1.35 Y 1337. 692. 0. 2028. 4.3 2.2
359. 539.
4.0 1.35 Y 1516. 580. 0. 2095. 4.3 2.2
354. 532.
4.5 1.34 N 1685. 494. 0. 2178. 4.1 2.2
362. 543.
M
5.0 1.31 N 1823. 426. 0. 2249. 4.1 2.2
367. 551.
5.5 1.29 N 1954. 372. 0. 2326. 4.0 2.2
375. 562.
Reinforced Pipe Classes for 0.01 in. crack per ASTM C76
(Ib/ft/ft):
Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000
I
I
I
11
I
(Pages 25-27 omitted)
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11
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1
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SWMM Analysis
1
?_5
1
1
1
1
1
1
1
Spradley Barr Dealership
SWMM Analysis Summary
Pond 11
Outlet pipe diameter = 18 in. (RCP)
Peak discharge = 13.54 cfs
Peak water surface elevation = 5010.43 ft.
Peak pond volume = 0.404 acre-feet
Pond 12
Outlet orifice area = 0.280 ft2
Outlet orifice diameter = 7.16 in.
Peak discharge = 2.29 cfs
Peak water surface elevation = 5010.39 ft.
Peak pond volume = 0.085 acre-feet —2.
The detention pond requirements were computed using the EXTRAN block
of SWMM. EXTRAN was implemented due to the time dependent effects of
the linked detention pond system.
Li
So
1 fflfmlffflfNfffiNfffilfNmiHfiiiffffffi!!!
Environmental Protection Agency
• Storm Water Management Model
' Version 4.3 (Beta)
mHHmfmff HlNmfffmfHIHNNN•N!m
' Developed by
' Metcalf 8 E • ddy, Inc.Ind.
' University of Florida
• Water Resources Engineers, Inc.
(NOW Camp, Dresser and McKee, Inc.) +
I September 1970
Distributed and Maintained by
•rr•ff••frrfffmflrfffrrfflrffflrmlmfmm•
•
U.S. Environmental Protection Agency
'
•
Center for Exposure Assessment Modeling
•
College Station Road
•
Athens GA 30613
'
l+fff+rllfrflffmfmNNrrffffH•Nrrfff►rfffff
•
This is a new release of SWMM. If any
•
problems occur in running this model
'
'
please contact Dermont Bouchard at the
•
U.S. Environmental Protection Agency '
•
Phone: (404) 546-3130 FTS: 250-3130
•1H•1rlfHlNffffNflfmfffKH++fNINNfff Mf
'
fmfmfmHHfhome*Hff+HHffffmNNmf1H
•
This is an implementation of EPA SWHM 4.3.
'
"Nature is full of infinite causes Which
have never occured in experience" do Vinci
Hfm•feNrrf frfemlf f f ffNHHfmNf rf fNfm
'# File names by SWMM Block #
# JIN -> Input to a Block #
# JOUT -> Output from a Block #
'JIN for Block # 1 File # 0 JIN.UF
JOUT for Block # 1 File # 9 SO-RO.DNT
# Scratch file names for this simulation. #
NSCRAT # 1 File # 1 SCRTi.UF
'NSCRAT
VSCRAT # 2 File # 2 SCRT2.UF
# 3 File # 3 SCRT3.UF
VSCRAT # 4 File # 10 SCRT4.UF
ISCRAT # 5 File # 11 SCRT5.UF
ISCRAT # 6 File # 12 SCRT6.UF
# 7 File # 13 SCRT7.UF
'ISCRAT
ISCRAT # 8 File # 14 SCRT8.UF
r• mmm••lffffff
'Parameter
Values on the Tapes Common Block '
r1HHHlN11ff111mHHNffHllmfN1fm11f1fH
Number of Subcatchments in the Runoff Stock INN)....
100
Number of Channel/Pipes in the Runoff Block LNG)....
150
of Runoff Water Quality Constituents (NRQ)...
10
'Number
Number of Ruoff Lard Uses per Subcatchment (NLU)...
5
Number of Elements in the Transport Block (NET).....
200
Number of Storage Junctions in Transport (NTSE).....
100
"umber of Input Hydrographs in Transport (NTH)......
rber of Elements in the Extran Block (NEE)........
80
200
_.nber of Groundwater Subcatchments in Runoff (NGW).
100
Number of Interface locations for all Blocks ME)—
200
Number of Pumps in Extran (NEP).....................
20
�wMM
31
Number of Orifices in Extran (MEO).................. 60
Number of Tide Gates/Free Outfalls in Extran (NTG).. 25
Number of Extran Weirs (NEW) ............. 60
Number of Extran Printout Locations (NPO)........... 30
Number of Tide Elements in Extran (NTE)............. 20
' Number of Natural Chamois (NNC).................... 50
doer of Storage Junctions in Extran (NVSE)........ 20
.fiber of Time History Data Points in Extran(NTVAL). 50
Number of Data Points for Variable Storage Elements
in the Extran Block(NVST).......................... 25
' Number of Input Hydrographs in Extran (MEN)......... 100
'# Entry made to the Runoff Block, last updated by #
# Oregon State University, CDR, and XP Software, #
# April 1994. #
n
L
"And wherever water goes, amebae go along for #
# the ride" Tam Robbins #
Snommelt parameter
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Seer -Brain Group (dkt) -- 598-004 -- 11 APR 97 (file SO-RO.DAT)
(SNOW .......................
' Number of rain gages - NRGAG.....................
Norton infiltration equation used - INFILM.......
Quality is not simulated - KWALTY................
n-fault evaporation rate used - IVAP.............
.._,,r of day at start of storm - NNR............
' Minute of hour at start of storm - NMN...........
Time TZERO at start of storm (hours) .............
' Use U.S. Customary units for most I/O - METRIC...
Runoff input print control...
Runoff graph plot control....
Runoff output print control..
0
0
0
0
0
0
0.000
0
0
1
2
'Limit number of groundwater convergence messages to 10000 (if simulated)
Month, day, year of start of storm is- 7/ 1/97
Wet time step length (seconds)....... 600.
' Dry time step length (seconds)....... 7200.
Wet/Dry time step length (seconds)... 1200.
' Simulation length is...... 6.0 Hours
Percent of impervious area with zero detention depth 10.0
'Norton infiltration model being used
Rate for regeneration of infiltration - REGEN ' DECAY
)ECAY is read in for each subcatchment
REGEN =........................................ 0.01000
' Rainfall from E3 Data Group
1
:TYPE - Rainfall input type ..............
0
HISTO - Total number of rainfall values..
24
:INC - Rainfall values (pairs) per line.
12
PRINT - Print rainfall (0-Yes,1-No)......
0
TIME - Precipitation time units
'
0 __> Minutes 1 --> Hours .............
=P - Precipitation unit type
0
0 --> Intensity 1 --> Volume..........
0
THIS - Variable rainfall intervals
0 "> No, > 1 --> Yes-- ....
0
HISTO - Rainfall time interval...........
2RAIN - Starting time (KTIME units)......
5.00
0.00
Rainfall printout for gage number....
rime(mn)/Rain(in/hr) Time(mn)/Rain(irVhr)
1
Time(mn)/Rain(in/hr)
Time(um)/Rein(in/hr)
0.00/ 0.6000 5.00/ 0.9600
25.00/ 5.4000 30.00/ 9.0000
10.00/
35.00/
1."00 15.00/
Time(mn)/Rain(fn/hr)
1.6800 20.00/ 3.0000
50.00/ 1.2000 55.00/ 0.8400
60.00/
3.7200 40.00/
0.6000 65.00/
2.1600 45.00/ 1.5600
0.4800 70.00/ 0.3600
75.00/ 0.3600 80.00/ 0.2400
100.00/ 0.2400 105.00/ 0.2400
85.00/
110.00/
0.2400 90.00/
0.1200 115.00/
0.2400 95.00/ 0.2400
0.1200
rflNfflff NfffyffN•ffiflHfflNfN
ainfall input summary from Ruoff III
tf••ffNfYfflfNHfYNlffflfYf 111fYY
)tat rainfall for gage p 1 is
' p Dete Group F1 A
0 Evaporation Rate (in/day) p
poll, 111111
' 'AN. FEB. MAR. APR. MAY
--- ---- ---- ---- ----
1.10 0.10 0.10 0.10 0.10
2.9200 inches
JUN. JUL. AUG. SEP. OCT. NOV. DEC.
0.10 0.10 0.10 0.10 0.10 0.10 0.10
CHANNEL AND PIPE DATA
..1N•Nff►ffN111fN11Nff111N1111Nf1fff1ff111ff1f1N
' put NAMEG: Drains Invert L Side R Side Intiel Max Mann- Full
iuen Charnel to Chemist Width Length Slope Slope Slope Depth Depth ings Flow
bar ID p NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) IIN„ (efs)
_____ _______ -----
___ _______ _______ ____________ _____
1 1 11 Trapezoid 2.0 525.0 0.0050 33.0000100.0000 0.0 5.0 0.0160 2.03E+04
2 2 12 Dummy 0.0 0.0 0.0000 0.0000 0.0000 0.0 0.0 0.0000 0.00E-01
'fYffffflffffNlYffffffffNYffffffNfffffflNffffN
U B C A T C H M E N T D A T A
S
fNN►fffNfffN►►ffffffffff f fNf►►►►YfNfNf fffff
SCATCH-
NT NO.
CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEFINES. STORAGE(IN) INFILTRATION
OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR)
____ ______ ______ ____________
1 it 1 100.00 3,33 81,70 0,0250
' 2 12 2 110.00 0.53 55.80 0.0260
TAL NUMBER OF SUBCATCHMENTS.. 2
TAL TRIBUTARY AREA (ACRES).... 3.86
PERVIOUS AREA (ACRES)......... 3.02
RVIOUS AREA (ACRES)........... 0.84
TAL WIDTH (FEET) .............. 210.00
iCENT IMPERVIOUSNESS.......... 78.14
MAXIMUM MINIMUM
...... ...... ...... ...... ---- ------
0.016 0.250 0.100 0.300 3.00 0.50
0.016 0.250 0.100 0.300 3.00 0.50
11NNNYffNfNNYflNfflfHfffNYfffffffffllNYNbff
Arrangement of Subcetchments and Charnel/Pipes
eNfff Mf1fHNHYNYNYff1fHHYNNNYYYNftf1111NN
Channel
or Pipe
1 No Tributary Charnel/Pipes
DECAY RATE GAGE
0/SEC) NO.
0.00180 1
0.00180 1
3L
I
Tributary Subareas........ 11
' 2 No Tributary Channel/Pipes
Tributary Subareas........ 12
' INLET
11 Tributary Charnel/Pipes... 1
No Tributary Subareas.....
12 Tributary Channel/Pipes... 2
No Tributary Subareas.....
fNflMfNffffNNllf►►flflfffNffHfNNlfffNHfNfffNff
• Nydrographs will be stored for the following 2 INLETS
•••••••ff•NffNN1f►lflffHffNf11N1NfNfflNffNlffffN
11 12
f►NN►ff
'• Quality simulation not included in this run
4fl4fflNHNfll114HNNN1Nfl1H4N!l144f11H
' fHN••f!►1HH•Hf1Nf
• DATA GROUP Ml
fflflf►eHHNHfN1f1f
TOTAL NUMBER OF PRINTED GUTTERS/INLETS... NPRNT.. 2
NUMBER OF TIME STEPS BETWEEN PRINTINGS.. INTERV.. 1
STARTING AND STOPPING PRINTOUT DATES............ 0
DATA GROUP M3
NN4N1fNNHNlHHY
' CHANNEL/INLET PRINT DATA GROUPS...... 1 2
'►fHN1HN►►HH►ffH►►ffffff►ff11f1f►►Nf►f►fffff
• Precipitation Interface File Summery
' Number of precipitation station.... 1
N1f fff►►4►1Hf►lfflff
' Location Station Number
..............
1. 1
NffHHbfHfNH1NNfH111fffNf1f11NfYffN
' Summary of Quantity and Quality results for
'•
JULy 1997
fHffHNHHNNHYNNHfffHYHffHfllfHfYf
Day Inlet Rein Flow
Inch Inch
-i-11 2.92000 2.172
otal 11 2.92000 2.172
Year 11 2.92000 2.172
12 2.92000 0.303
'1
*tat 12 2.92000 0.303
Year 12 2.92000 0.303
•ffHYNNYYHflflffNYfffHfffffffflflflNfYNf
• End of time step 00-loop in Runoff
NY4Nffffflfff NYYfHfffllf1f11YYYYfMf f fHf fH
=inal Date (MO/Day/Year) =
7/ 1/97
��tal number of time steps =
36
'
it Julian Date -
97182
..aL time of day =
21600. seconds.
�inal time of day -
6.00 hours.
'inal running time =
6.0000 hours.
0
33
r
L
I
3y
Final running time = 0.2500 days.
'HHNNfHHN\IfH\\f!
• Extrapolation Summary for Watersheds
' # Steps f!> Total Number of Extrapolated Steps
' • # Calls Total Number of OVERLND Calls
\H\N\NHNff\\f\Nff\\ff\•HNflflf\NffN\f
Snbcatch # Steps # Calls Snbcatch # Steps # Calls Subcatch # Steps # Calls
- ---
t11 582 90 12 604• 68
' Extrapolation Summery for Channel/Pipes
k St
spa =_> Total Number of Extrapolated Steps
# Calls »> Total Number of GIITNR Calls
•••Y!•••\!!\f•\!!\M\\lffNNNNIH\HH\!!H\!!f
Chan/Pipe # Steps # Calls Chan/Pipe # Steps # Calls Chan/Pipe # Steps # Calls
348 36 2 0 0
------
!fN N!!\1NH•1Nf
' Continuity Check for Surface Water
'
lNINMll1NNNfNNNNNH!!NllNN1H!!f
Total Precipitation (Rain Pius Snow)
P
cubic feet
4.091446E+04
Total Infiltration
4.974600E+03
Total Evaporation
3.095041E+02
Surface Runoff from Watersheds
Total Water remaining3.460707E+0
in Surface Storage
9.791922E+02
'
infiltration over the Pervious Area...
infiltration + Evaporation +
4.974600E+03
,urface Runoff + Snow removal +
later remaining in Surface Storage +
later remaining in Snow Cover.........
4.087036E+04
otal-Precipitation + Initial Storage.
4.091446E+04
..a error in continuity is calculated as
'
Precipitation + Initial Snow Cover
'lH1Yf••r•f1Y\N•N111NNNHNIHl1f
- Infiltration - r
'Evaporation - Snow removal -
'Surface Runoff from Watersheds -
'Water in Surface Storage -
'Water remaining in Snow Cover
-------------------------------------
Precipitation + Initial Snow Cover
fllflfllNflf1H1f1r1rf•HYNlllrrrll•
rror..................................
0.108 Percent
'Continuity
NlOf Hrf1r1NY!•Yr»1N1Nlf»NfrNf f f»r:1
Check for Channel/Pipes
f f1YYff Y•Hf1Yf11N111fH11N11ffYN1111N•H
Channel/Pipe Storage ................
Cubic feet
0.000000E-01
'nitial
inal Channel/Pipe Storage ..................
5.319783E+00
urface Runoff from Watersheds ..............
3.460707E+04
roundwater Subsurface Inflow ...............
0.000000E-01
�aporation Loss from Channels ..............
iannel/Pipe/Inlet Outflow .................
1.240209E+01
3.467880E+04
iitial Storage + Inflow..................
3.460707E+04
inal Storage + Outflow .....................
3.46%52E+04
�N1NlN1H1N1f /1Hf11f11f1N1HNH•r•1f
Final Storage + Outflow + Evaporation - •
'
Watershed Runoff - Groundwater Inflow -
Initial Cham et/Pipe Storage
..................................
Final Storage + Outflow + Evaporation
NNf»1111Nf1Nff11111fNffNf ff f11ffH
.or....................................... 0.258 Percent
Inches over
Total Basin
2.920
0.355
0.022
2.470
0.070
1.624
2.917
2.920
Inches over
Total Basin
0.000
0.000
2.470
0.000
0.001
2.475
2.470
2.476
1
I
3S
SUMMARY STATISTICS FOR SUBCATCHMENTS
aeemrafeaaae=eaoaaaose� eeecesaae
TOTAL
CUTTER SIMULATED
.CATCH- OR INLET AREA PERCENT RAINFALL
MENT NO. NO. (AC) INFER. (IN)
---------------------------------------------
11 1 3.33 81.7 2.92
12 2 0.53 55.8 2.92
PERVIOUS AREA
...................
IMPERVIOUS AREA
TOTAL SUBCATCHMENT AREA
TOTAL
PEAK
.................
PEAK
.........................
PEAK
PEAK
RUNOFF
TOTAL
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
UNIT
DEPTH
LOSSES
RATE
DEPTH
RATE
DEPTH
RATE
RUNOFF
(IN)
.....................................................................
(IN)
(CFS)
(IN)
(CFS)
(IN)
(CFS)
(IN/HR)
1.253
1.667
1.37
2.794
19.23
2.512
20.60
6.187
1.426
1.494
0.99
2.823
2.67
2.206
3.67
6.915
••• NOTE ••• IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE
[1
FULL FULL
CHANNEL FLOW VELOCITY
'
_NUMBER (CFS) (FPS)
NUMBER •----- .....
2
1 20270.59 12.12
12
'
11
SUMMARY STATISTICS FOR CHANNEL/PIPES
MAXIMUM
MAXIMUM
MAXIMUM
MAXIMUM TIME
FULL
COMPUTED
COMPUTED
COMPUTED
COMPUTED OF
DEPTH
INFLOW
OUTFLOW
DEPTH
VELOCITY OCCURRENCE
(FT)
.....
(CFS)
................................................
(CFS)
(FT)
(FPS) DAY HR.
3.7
7/ 1/97 0.58
5.00
20.40
16.58
0.33
2.05 7/ 1/97 0.67
3.7
7/ 1/97 0.58
16.6
7/ 1/97 0.67
TOTAL NUMBER
OF CHANNELS/PIPES a 4
LENGTH MAXIMUM RATIO OF RATIO OF
OF SURCHARGE MAX. TO WAX. DEPTH
SURCHARGE VOLUME FULL TO FULL
(HOUR) (AC -FT) FLOW DEPTH
0.00 0.00000E+00 0.00 0.07
'••• NOTE ••• THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL
I
•ff•ffMfff•ffffMf•ffMMf••fff•ffffH•ffHf
• Summary of quantity results (flow in Cis)
' SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT)
'
Chan/Init
Chan/Init
1
2
Date
Time
Flow
Flow
MO/Da/Yr
Mr:Min
Cis
Cis
'7/
1/97
0
5
0.015
0.010
7/
1/97
0
10
0.121
0.070
7/
1/97
0
15
0.916
0.370
7/
1/97
0
20
2.107
0.488
7/
1/97
0
25
4.678
0.872
7/
1/97
0
30
10.162
1.746
7/
1/97
0
35
20.400
3.665
7/
1/97
0
40
14.853
1.995
7/
1/97
0
45
10.345
1.280
7/
1/97
0
50
7.626
0.921
7/
1/97
0
55
5.870
0.693
7/
1/97
1
0
4.504
0.495
7/
1/97
1
5
3.472
0.351
7/
1/97
1
10
2.745
0.261
7/
1/97
1
15
2.178
0.188
7/
1/97
1
20
1.821
0.156
7/
1/97
1
25
1.472
0.108
'7/
7/
1/97
1/97
1
1
30
35
1.239
1.077
0.087
0.076
7/
1/97
1
40
0.961
0.071
7/
1/97
1
45
0.877
0.070
7/
1/97
1
50
0.814
0.070
1/97
1
55
0.660
0.047
'7/
7/
1/97
2
0
0.594
0.039
7/
1/97
2
20
0.228
0.003
7/
1/97
2
40
0.114
0.001
7/
!
1/97
1/97
3
3
0
20
0.065
0.039
0.000
0.000
./
1/97
3
40
0.025
0.000
7/
1/97
4
0
0.016
0.000
7/
1/97
4
20
0.010
0.000
i
7/ 1/97 4
40
0.006
0.000
1/97 5
0
0.004
0.000
'7/
7/ 1/97 5
20
0.002
0.000
7/ 1/97 5
40
0.001
0.000
7/ 1/97 6
0
0.000
0.000
' wt'd means....
1.4057
0.1964
. wt'd std-devs.
3.4974
0.5570
Maximus value......
20.3999
3.6651
Minimum value......
0.0001
0.0000
Total loads........
3.04E+04
4.24E+03
Cubic-ft Cubic-ft
aea> Runoff simulation ended normally.
Slap 4.3 (beta) simulation ended normally.
�> Your input file was named : ab-ro.dat
Your output file was named: ab-ro.out
•••`NM•`•••!••••••••••••!•!•••ff!•••f•NNNHf•Nf!
' S1s01 4.3 Simulation Date and Time Summary
•••NNMf••fM•f!•HNNlN•H••ff!!•ff•HHIN•NH•
' Starting Date... April 11, 1997 !
' Time... 10:42:41:76
• Ending Date... April 11, 1997 f
' Time... 10:42:43:62 f
` Elapsed Time... 0.033 minutes.
• Elapsed Time... 2.000 seconds.
f•HNH•HN•NNN•f•f!•Nf••llfNH•H•l1HlH•f!!f•
I
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JOB�N•O. S r C�� /
INC.
//—
PROJECT�C4�!/15h� CALCULATIONSFOR
Engineering Consultants
MADE BYI'L y1�"• DATEV44fJCHECKEDBY_DATE
A dwaim ofTh, Sew.Bmn. Gmup
—SHEET—OF
i
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wJul
II
o
II IZ
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1'99
I Z
' O JUNCTON'
O — 69AIDUIT
1
A— I N FLo vV r7 Y :=Ro 4--r ti f1H
u
The Sear -Brown Group
'
Spradley-Barr
Detention
598-004
Pond Inflow
Hydrographs
(sub) Basi
Area (ft2, ac)
Percent
Slope
_
Imperviou
Total
Impervious
'
1
5.721
7,482
76.5%
2.0%
2
6,110
7,723
79.1%
2.0%
3
4
4,539
3,739
5,567
5,105
81.5%
73.2%
2.0%
2.0%
5
5,264
6,444
81.7%
2.0%
6
15,353
18,748
81.9%
2.0%
7
8,944
11,138
80.3%
2.0%
8
19,523
20,488
95.3%
2.5%
9
7,195
8,219
87.5%
4.0%
11
14
942
26,572
7,776
31,799
12.1%
83.6%
5.0%
3.3%
R1
14,643
14,643
100.0%
0.5%
11
2.72
3.33
81.7%
2.5%
10
11,784
13,704
86.0%
4.0%
12
1,182
9,514
12.4%
0.5%
12
0.30
0.53
55.8%
2.676
13
4,599
6,879
66.9%
2.0%
13
0.11
0.16
66.9%
2.0%
11
I
[1
I
sc6
11-Apr-97
i
1
1
1
1
i
1
1
1
1
1
Equivalent Roughness:
Determine equivalent pipe roughness which accounts for associated entrance and exit losses.
CONDUIT 1112
EXISTING PIPE:
De'=1.5 ft
Re:=De Re=0.375 ft
Le:=8.34 ft
ne :=0.013
LOSSES:
k entrance : = 0.5
k_exit :=1.0
EQUIVALENT PIPE:
Dp:=De Dp=1.5 ft
Rp:=Dp Rp=0.375 1t
Lp:=Le Lp=8.34 It
1
4 2
29•ne2-Le Rp3
np:= Ik entrance+k_exit+ 4 29•L
I1 Ke3 p
np = 0.043
37
Equivalent Roughness:
Determine equivalent pipe roughness which accounts for associated entrance and exit losses.
CONDUIT 1399
EXISTING PIPE:
De:=1.5 ft
De
Re:= - Re-0.375 ft
Le : =109 ft
ne := 0.024
LOSSES:
k_entrance:=0.0 ar r'�"'1 Cgn��rancG (c�� RCGounTtr� for
G� Clirh-f" C i'C rti r)
k exit =1.0
EQUIVALENT PIPE:
DP = De Dp =1.5 ft
Rp:= ! Rp=0.375 ft
LP := Le Lp =109 it
r
♦ 2
29•nc2.Le Rp3
np:= k_entmnce+k_exit+ C 29-Lp
Rea )
np = 0.026
I
1
1
I
i
I
I
■ 1
I
I
I
I
I
L
* NBLOCK JIN(I) JOUT(1)
SW 1 0 9
* WITCH NSCRAT(1-8)
MM 8 1 2 3 10 11 12 13 14
a 9 -SB-RO.DNTI
;RUNOFF
'=====Setup
Al -SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)'
Al -The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT)1
• Prepared for City of Fort Collins Stormwater Utility
• Hydraulic modeling of proposed linked detention ponds--HYDROGRAPHS
• METRIC ISNOW NRGAG INFILM KWALTY IVAP NHR NMN NDAY MONTH IYRSTR
111 0 0 1 0 0 0 00 0 1 7 97
• IPRB(1) IPRN(2) IPRN(3) IRPMGW
B2 0 1 2
' NET WET/DRY DRY LUNIT LONG
83 600. 1200.0 7200. 2 6.0
* PCTZER REGEN
B4 10. 0
•
• ROPY
DI 0
• KTYPE KINC KPRINT KTHIS VINE KPREP NHISTO THISTO TZRAIN
E1 0 12 0 0 0 0 24 5.0 0.0
• RAIN(1)...
E3 .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84
E3 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12
• NAMEG NGTO MPG GNIDTH GLEN G3 GS1 GS2 G6 DFULL GDEPTH
G1 1 11 1 2.0 525. .005 33. 100. 0.016 5.0 0.0
GI 2 12 3 0 0 0 0 0 0 0 0
SWIkAM
�l_oLK
• JK NAMEW NGTO WIDTH AREA XIMP SLP IMPN PERVN IDS PDS YLMAX WLMIN DECAY
H1 1 11 1 100.0 3.33 81.7 .025 0.016 0.25 0.1 0.3 3.0 0.5 0.0018
H1 1 12 2 110.0 0.53 55.8 .026 0.016 0.25 0.1 0.3 3.0 0.5 0.0018
• NPRNT INTERV
M1 2 1
* NDET STARTP(1) STOPPR(1)
M2 1 0 0
• IPRNT(1) ... IPRNT(NRPNT)
143 1 2
SENDPRGGRAM
' * NBLOCK JIN(1) JOUT(1)
SW 1 9 0
' NITCH NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4)
' KM 4 1 2 3 4
O 9 'SB-RO.DNT'
SEXTRAN
"===Setup
Al 'SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)'
Al 'The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)'
• Prepared for City of Fort Collins Stormwater Utility
• Hydraulic modeling of proposed linked detention ponds --HYDRAULICS
• ISOL KSUPER
BO 2 0
• JELEV JDDWN
BB 1 0
• NTCYC DELT TZERO NSTART INTER JNTER REDO IDATZ
B1 4260 5.0 0.0 0 0 60 0 970409
* METRIC NEOUAL AMEN ITMAX SURTOL
B2 0 0 0.01 10 0.0025
* NHPRT NOPRT NPLT LPLT NJSW
B3 .2 2 0 0 0
* JPRTI JPRT2 ...
B4 11 12
• CPRT1 CPRT2 ...
B5 1112 1399
*===-=Conduit
' * NCOND NJ1 NJ2 00 NKLASS AFULL DEEP WIDE LEN ZP1 ZP2 ROUGH STNETA SPHI
• (1=upstream, 2=downstream)
Cl 1112 11 12 0. 1 0 1.5 0 8.34 8.33 7.00 0.043 0 0
Cl 1399 13 99 0. 1 0 1.5 0 109. 6.31 6.18 0.026 0 0
Cl 9998 99 98 0. 6 0 2.0 1.0 100. 6.18 4.08 0.035 3. 3.
•- ===Junction
' JUN GRELEV Z OINST Y
' D1 11 12.5 8.33 0 0
D1 12 11.5 6.31 0 0
Di 13 10.5 6.31 0 0
D1 99 8.45 6.18 0 0
D1 98 8.0 4.08 0 0
*E1 JSTORE ZTOP ASTORE NUMST
•E2 Area Depth
E1 11 11.5 -1 4
E2 0.0 0.0
0.012 0.17
0.050 0.67
0.050 3.17
E1 12 10.5 .1 6
E2 0.0 0.0
0.011 0.19
0.100 0.69
0.121 1.19
0.122 .9
4
0.122 .19
E1 13 9.5 0.01 0
E1 99 8.0 0.01 0
E1 98 8.0 0.01 0
• Orifice restrictions
• NJUNC(1) NJUNC(2) NKLASS AORIF CORIF ZP
F1 12 13 1 0.280 0.6 0
•'"==Starting
• JFREE NBCF
11 98 1
' • NT IDE
J1 1
L�
I
1 SENDPROGRAM
I
1
i
1
1
I
1
1
1
1
1
1
I
[1
1
nII
_J
• Environmental Protection Agency
` Storm water Management Model
• Version 4.3 (Beta)
11M11f «1f 11NH111HH11H•H111111f «11«f f f H
Developed by
\!N\\N•HHNHNNII«f\l1Hff\\ff\f 1f\ll11fH
'
Metcalf 3 Eddy, Inc.
•
University of Florida
'
Water Resources Engineers, Inc.
•
(Now Camp, Dresser and McKee, Inc.)
'
September 1970
1H1N\1HN11NH\\!f 11f1\!f\ff\f ffHff\Nffflf\
Distributed and Maintained by
f\N•1f«1flfrlNHlNH1Nf fNf1Nf\f fflflf lfffl
•
U.S. Environmental Protection Agency
•
Center for Exposure Assessment Modeling
•
College Station Road
•
Athens GA 3D613
' fNHrrN11Nf11«1rf11HNN•H1f11Nff1ffflNH
f1«rrff flrfff 11rN\HMrrfffff lrrf Hff f 1r1r1ff f
' This is a new release of SWMM. If any
• probl ens occur in running this model
• please contact Dermont Bouchard at the
• U.S. Environmental Protection Agency
• Phone: (404) 546-3130 FTS: 250-3130
r1NNNNfNINH\NNefHHN\HH\NNNHHN
' This is 1rH11fNfflNlrHfflrlN•fr1lNlNfHNNllrffN
' an implementation of EPA SW)D( 4.3.
• "Nature is full of infinite causes which
• have never occured in experience" da Vinci
\fH\NfffHlrlrrfffNf•rff•fff\rffrrf11fH1rrfff
File names by SWMM Block N
JIN -> Input to a Block N
JOLT -> Output from a Block N
JIN for Block N 1 File N 9 SB-RO.DNT
JOUT for Block N 1 File N 0 JOT.UF
Scratch file names for this simulation. N
:CRAT N 1 File N 1 SCRTI.UF
;CRAT N 2 File N 2 SCRT2.UF
CRAT N 3 File N 3 SCRT3.UF
;CHAT N 4 File N 4 SCRT4.UF
'111f f 1NM1111HHNffN1Nf11f«flHlfffflfNlf 1
Parameter Values on the Tapes Common Block
'NHHNIH\N1f1HH•Hfff ff«f f ff11N1f f f111«f
Leber of Subcatchments in the Runoff Block (NW).... 100
umber of Channel/Pipes in the Runoff Block (NG).... 150
'umber of Runoff water Quality Constituents (NRQ)... 10
umber of Runoff Land Uses per Subcatchment (NLU)... 5
umber of Elements in the Transport Block (NET)..... 200
Luber of Storage Junctions in Transport (NTSE)..... 100
Leber of Input Hydrographs in Transport (NTH)...... 80
umber of Elements in the Extran Block (NEE)........ 200
umber of Groundwater Subcatchments in Runoff (MGW). 100
Leber of Interface locations for all Blocks (NIE).. 200
umber of Pumps in Extran (NEP)..................... 20
tuber of Orifices in Extran (NEO).................. 60
r;ber of Tide Gates/Free Outfalls in Extran (NTG).. 25
jrber of Extran Weirs (NEW) ........................ 60
Leber of Extran Printout Locations (NPO)........... 30
J
4L
Number of Tide Elements in Extran (NTE)............. 20
Number of Natural Channels (NNC).................... 50
Number of Storage Junctions in Extran (NVSE)........ 20
Number of Time History Data Points in Extran(NTVAL). 50
Number of Data Points for Variable Storage Elements
in the Extran Block(NVST).......................... 25
Tiber of Input Hydrographs in Extran CHEM)......... 100
• ..•Ne.•.•N..•N.N.••N:•.••.H
• Entry made to the EXTENDED TRANSPORT MODEL (E%TRAN)
• developed 1973 by Camp, Dresser and McKee (MM) with
• modifications 1977-1991 by the University of Florida.
1 ` Most recent update: April 1994 by CDM, Oregon
` State University, and KP Software, Inc.
• "Smooth runs the water where the brook is deep., -
Shakespeare, Henry VI, 11, 111, 1 `
•.•....•.....•r.wM••e:•....e••N.N•rN:.e•N••••.N•:•
--------------------------------------------------------------------------------
ENVIRONMENTAL PROTECTION AGENCY `••` EXTENDED TRANSPORT PROGRAM •••`
WASNINGTON, D.C. ••.•
`••• ANALYSIS MODULE `•`•
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Bran Group (dkt) -- 598-004 -- 11 APR 97 (file SO-E%.DAT)
' Controlinformationforsimulation
_ _ .
Integration cycles ................. 4260
Length of integration step is...... 5.00 seconds
Simulation length .................. 5.92 hours
lot create equiv. pipes(NEOUAL). 0
Use U.S. customary units for I/0... 0
Printing starts in cycle........... 1
IIntermediate printout intervals of. 0 cycles
Intermediate printout intervals of. 0.00 minutes
Summary printout intervals of...... 60 cycles
Summary printout time interval of.. 5.00 minutes
rNot start file per ameter (REDO).... 0
Initial time ....................... 0.00 hours
Initial date ....................... 970409 (yr/mo/day)
Iteration variables- ITMA%......... 10
SURTOL........ 0.0025
' Default surface area of Junctions.... 0.01 square feet.
ITERATIVE E%TRAN SOLUTION. (ISOL " 2).
NEWTON-RAPHSON SURCHARGE ITERATION.
NORMAL FLOW OPTION WHEN THE WATER
SURFACE SLOPE IS LESS THAN THE
GROUND SURFACE SLOPE (KSUPER=O)....
WATER RESOURCES DIVISION
CAMP DRESSER S MCKEE INC.
ANNANDALE, VIRGINIA
NJSW INPUT HYDROGRAPH JUNCTIONS.... 0
Note: ZU and ZD are elevations not offsets on C1 data lines. You are using the BB optional data group.
ited output for the following 2 Junctions
11 12
I
L+3
Printed output for the following 2 Conduits
I1112 1399
--------------------------------------------------------------------------------
ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM +++*
41NGTON, D.C. ffN •fff
•••' ANALYSIS MODULE ••••
SPRADLEY-BARB linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)
• fHHHM•
• Conduit Data
•ff\ff\►•f\H••HNH\ffHHHHHflffffHN\HNHf\
IMP CONDUIT
LENGTH
CONDUIT
AREA
MANNING MAX WIDTH
DEPTH
NUM NUMBER
(FT)
__
CUSS
________
(SD FT)
COEF.
(FT)---
(FT)
1 1112
8.
CIRCULAR
_______
1.77
_______
0.D4300
_____
1.50
__---
1.50
2 1399
109.
CIRCULAR
1.77
0.02600
1.50
1.50
3 99M
100,
TRAPEZOID
14.00
0.03500
1.00
2.00
_=_> WARNING III
(C•DELT/LEN) IN CONDUIT
1112 IS
4.2 AT FULL
DEPTH.
NMff\NHHNffH
• Conduit Volume
•NHN:f!\ff•••\ff•
WATER RESOURCES DIVISION
CAMP DRESSER 3 MCKEE INC.
ANNANDALE, VIRGINIA
JUNCTIONS INVERT HEIGHT
_- AT -THE ENDS ABOVE JUNCTIONS
---------------------
11 12 8.33 7.00
13 99 6.31 6.18
99 98 6.18 4.08
Input full depth volume ............
..._1.6074E+03 cubic feet
.__-------------------------___..__ -----
ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM ••••
WASHINGTON, D.C. Hff ••\\
�, !f•• ANALYSIS MODULE •Hf
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)
TRAPEZOID
SIDE.SLOPES
3.00 3.00
WATER RESOURCES DIVISION
CAMP DRESSER It MCKEE INC.
ANNANDALE, VIRGINIA
H•!\fNH•ffN!\N•\\\ffHH•ffNINNNN•Hflfflf•
'
Junction Data
f•NH••\fNNNNfNf
••fHf•Mf
•H\\\Nf►fH•NNH\
IMP
JUNCTION
GROUND
CROWN INVERT
DINST
INITIAL
CONNECTING CONDUITS
MUM
---
NUMBER
------
ELEV.
ELEV. ELEV.
CFS DEPTH(FT)
1
11
-------
12.50
------- ------
9.83 8.33
-------
0.00
---------
0.00
-------__--..---_--
1112
2
12
11.50
8.50 6.31
0.00
0.00
1112
_ >
Warning all
conduits connecting to Junction
12 lie above the Junction invert.
3
13
10.50
7.81 6.31
0.00
0.00
1399
4
99
8.45
8.18 6.18
0.00
0.00
1399 9998
�I 5
98
8.00
6.08 4.08
0.00
0.00
9998
:__>
WARNING III
THE INVERT OF CONDUIT
1112 LIES
ABOVE THE CROWN OF ALL CONDUITS AT JUNCTION
.__________________________••---••--•-------•N•...-----....___.....___------...•H+
:HVIRONMENTAL PROTECTION AGENCY EXTENDED TRANSPORT PROGRAM
IASHINGTON, D.C. •••+ f.N
•••• ANALYSIS MODULE •*••
' SPRADLEY-BARB linkeddetentionponds (Fossil Creek Basin)
The Seer -Brown Group (dkt) -- 598-004 -- 11 APR 97 if Iie SB-EX.DAT)
f••HHfffN••HlHNfffffH••fffHflfffHlfNlHf\f•
STORAGE JUNCTION DATA
ffIHHHHfff fH•N11Hf•ffN!!•f•fHlHf ffffffNN!
MAXIMUM OR
PEAK OR
CROWN
1AGE JUNCTION JUNCTION CONSTANT SURFACE
CONSTANT VOLUME
ELEVATION
. JMBER OR NAME TYPE AREA (FT2)
.............. ........----------------
(CUBIC FEET)
...............
(FT)
11 VARIABLE 2178.00
6164.61
.........
11.500
12
WATER RESOURCES DIVISION
CAMP DRESSER 8 MCKEE INC.
ANNANDALE, VIRGINIA
4.4
12 VARIABLE 5314.32
13 CONSTANT 0.01
99 CONSTANT 0.01
98 CONSTANT 0.01
I+•f+f+fl+++NNW++1llffNNllllffNll!!H ORIFICE DATA +
•+lNN1!!NH!!f+!!N+\llffi!!+N!\+M++f f f:
FROM TO AREA
JUNCTION JUNCTION TYPE (FT2)
12 13 1 0.28
19593.07 10.500
0.03 9.500
0.02 8.000
0.04 8.000
DISCHARGE HEIGHT ABOVE
COEFFICIENT JUNCTION (FT)
........ .............
0.600 0.000
,eac> EQUIVALENT PIPE INFORMATION FOR ORIFICE 0
CONDUIT NUMBER
1
..........................
PIPEDIAMETER ........................
90004
0.60
PIPE LENGTH ..........................
200.00
MANNINGS ROUGHNESS ...................
0.0061
INVERT ELEVATION AT UPSTREAM END.....
6.3100
INVERT ELEVATION AT DOWNSTREAM END...
6.3000
N\NifflfffNH\NrfliiHNiffllHNfiHlNrffHi
' FREE OUTFALL DATA (DATA GROUP I1) +
' BOUNDARY CONDITION ON DATA GROUP J1 +
f NiflfifffiH\NNf1f lfiifH,HffNfffHbfffNH
OUTFALL AT JUNCTION.... 98 HAS BOUNDARY CONDITION NUMBER... 1
1................................................................................
ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM •••• WATER RESOURCES DIVISION
WASHINGTON, D.C. •••* •*•• CAMP DRESSER 8 MCKEE INC.
ANALYSIS MODULE •••• ANNANDALE, VIRGINIA
SPRADLEY-BARB linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)
f
if f,\Hf,\111H,..H..rf\f\HHN...,•11f,r\N\
• INTERNAL CONNECTIVITY INFORMATION
N\NNHNNNNf\\\NHNNrNNHH\NrHNN,f
CONDUIT JUNCTION JUNCTION
... -------- -"'----
90004 12 13
90005 98 0
I11rr\N11HN111f f \f,rNHf f \NNHHMIf,f \111f„N
' BOUNDARY CONDITON INFORMATION
' DATA GROUPS J1-J4
NH11Nf\1f N\1+111r\\\1r\\\\\\Irr\\\\\\1H111f►rr\\
BC NUMBER.. 1 HAS NO CONTROL WATER SURFACE.
a Header information from interface file: N
Title from first computational block:
'SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Seer -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT)
Title Fran immediately preceding computational block:
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT)
Vame of preceding block: ................ Runoff Block
Initial Julian date ( IDATE2)...................... 97182
till time of day in seconds (TZERO)............ 0.0
transfered input locations .................... 2
lo. transfered pollutants ......................... 0
.ite of total catchment area (acres) .............. 3.86
I
45
10 nznbers (JCE=O) or aLphanmeric (JCE=1)........ 0
# Element numbers of interface inlet Locations: #
11 12
version factor to efs for flow units
on interface file. Multiply by: 1.00000
I• INITIAL MODEL CONDITION
• INITIAL TIME = 0.00 HOURS
�Nrti•ti�N•reN•„N•fr•••e••
JUNCTION / DEPTH / ELEVATION
wa> _ " JUNCTION IS SURCHARGED.
11/ 0.00 / 8.33
12/ 0.00 /
6.31
13/
0.00 /
-
99/ 0.00 / 6.18
98/ 0.00 /
4.08
CONDUIT/ FLOW CONDUIT USES THE
NORMAL FLOW OPTION.
1112/ 0.00 1399/
0.00
9998/
0.00
90004/
90005/ 0.00
CONDUIT/ VELOCITY
'
1112/ 0.00 1399/
0.00
9998/
0.00
90004/
CONDUIT/ CROSS SECTIONAL AREA
1112/ 0.00 1399/
0.00
9998/
0.00
90004/
CONDUIT/ HYDRAULIC RADIUS
1112/ 0.00 1399/
0.00
9998/
0.00
90004/
CONDUIT/ UPSTREAM/ DOWNSTREAM ELEVATION
1112/ 6.31/ 6.31
1399/ 6.18/
6.18
9998/
4.08/
'
90004/ 6.31/ 6.31
N►N•••••••HM•N•M••NM••••
• FINAL MODEL CONDITION
• FINAL TIME 5.92 HOURS
.;TION / DEPTH / ELEVATION JUNCTION 1S SURCHARGED.
ll/ 0.01 / 8.34
12/ 0.84 /
7.15
13/
0.64 /
99/ 0.25 / 6.43
98/ 0.19 /
4.27
CONDUIT/
FLOW =_=> _•= CONDUIT USES THE NORMAL FLOW OPTION.
1112/
90005/
0.00• 1399/
0.63
0.63
9998/
0.63
CONDUIT/
VELOCITY
'
1112/
0.05 1399/
1.38
9998/
1.75
CONDUIT/
CROSS SECTIONAL AREA
1112/
0.05 1399/
0.45
9998/
0.36
CONDUIT/
1112/
FINAL VOLUME
0.39 1399/
49.49
9998/
36.09
CONDUIT/ HYDRAULIC RADIUS
1112/
0.05 1399/
0.24
9998/
0.15
CONDUIT/ UPSTREAM/ DOWNSTREAM ELEVATION
1112/
8.34/ 7.15
1399/ 6.95/
6.43
9998/
90004/
7.15/ 6.95
_...._.._............
.._.......................... _................................................
# Extran Iteration Sumsry #
Maximum nurber of iterations in a time step..... 11
Total nunber of iterations in the simulation.... 8041
Maximum continuity error during simulation...... 85.8532 fraction
it number of time steps during simulation.... 7113
no of actual # of time steps / NTCYC......... 1.7
Average nether of iterations per time step...... 1.13
Average time step size(seconds)................ 2.99
90004/
90004/
900D4/
6.31
0.00
0.00
0.00
0.01
4.08
6.95
0.62
2.18
0.29
90004/ 57.13
90004/ 0.15
6.43/ 4.27
Ll
M
Smallest time step size(seconds)................ 0.6
Largest time step size(seca ds)................ 5.0
Vurber of times ITMAX exceeded ............. 6
Average Courant Factor Tf....................... 2.41
I+HffH11NHHHfffffHlflffffffffN11111ffff
CONDUIT COURANTHCONDITION SUBD(ARY
' TIME IN MINUTES DELT > COURANT TIME STEP
• fHHNHHlH1HHHfHf
' SEE BELOW FOR EXPLANATION OF COURANT TIME STEP.
.11f1HffH1f11fHfH/H1NlHfH11N1f11fffHHNf
CONDUIT # TIME(MN) CONDUIT # TIME(MN) CONDUIT # TIME(MN) CONDUIT # TIME(MN)
1112 46.33 1399 0.00 9998 0.00 90004 0.00
I ----- --------------------------------------------------------------
�•!f!lullf'•fN!!lfflNNfflNI:NNNNffNNllf
CONDUIT COURANT CONDITION SUMMARY
�Hffll11r1111stif!!lllff:fNN!!llfflfall11f11ff
' COURANT CONDUIT LENGTH
• TIME STEP --------------------------------- *
' VELOCITY + SDRT(GRVT*AREA/WIDTH) *
�NINNNN►NINNf f!!!!•ffNNflfHflNlfN!!
AVERAGE COURANT CONDITION TIME STEP(SECONDS)
�- rHfHllffHlNlflHfllfllHllf*ffNllHffNHf!
CONDUIT # TIME(SEC) CONDUIT # TIME(SEW CONDUIT # TIME(SEC) CONDUIT # TIME(SEC)
........ ......... ........ ......... ........ ......... ........
1112 1.11 1399 15.54 9998 20.83 90004 17.71
'.f NNNH1flfHHllffff
' EXTRAN CONTINUITY BALANCE AT THE LAST TIME STEP
�fffffffNNHIffNNHHlflfflffNNlfHlfNffffff
rfNNN!!lNlNfIfNNNflffffNfiffflNNN/N
JUNCTION INFLOW, OUTFLOW OR STREET FLOODING
�fffffHMflfHffHffffNNlffMfffflfHf f N/H
JUNCTION INFLOW, FT3
........ �11...3......... � .0948E+04
12 4.2620E+03
JUNCTION OUTFLOW_FT3
-
11 4.2700E-13
12 1.0727E-11
98 3.1774E+04
--------------
...f ...
' INITIAL SYSTEM VOLUME = 1.8883E-01 CU FT
' TOTAL SYSTEM INFLOW VOLUME = 3.5210E+04 CU FT *
' INFLOW + INITIAL VOLUME = 3.5210E+04 CU FT
rfNfffNflflfffffNffffNff ffNffNfffffffffNff!!!fN
' TOTAL SYSTEM OUTFLOW = 3.1774E+04 CU FT
' VOLUME LEFT IN SYSTEM * 2.0995E+03 CU FT
iOUTFLOW + FINAL VOLUME = 3.3873E+04 CU FT
.NNlNN1111Hff1Nfff//HNN111/1ffNlHH/Nf1ff H
ERROR 1N CONTINUITY, PERCENT = 3.80
e/NNfffffff/H1ffNNlfff!/f1f/f/lfflf///H!////f/fH
10 Time Hi story of the H.G.L. ( Feet)#
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)
Junction:
11
Junction:
12
'ime
Ground:
12.50
Ground:
11.50
:Mn:Sc
Elevation
Depth
Elevation
Depth
........
0: 5: 0
.........
8.34
-----
0.01
.........
6.34
.....
0.03
0:10: 0
8.36
0.03
6.40
0.09
0:15: 0
8.43
0.10
6.55
0.24
0:20: 0
8.55
0.22
6.68
0.37
0:25: 0
8.70
0.37
6.85
0.54
0:30: 0
8.93
0.60
7.12
0.81
0:35: 0
:40: 0
9.30
9.69
0.97
1.36
7.61
8.37
1.30
2.06
.:45: 0
10.03
1.70
8.95
2.64
0:50: 0
10.18
1.85
9.38
3.07
0:55: 0
10.22
1.88
9.78
3.47
1: 0: 0
10.28
1.95
10.05
3.74
I
1: 5: 0
10.36
2.03
10.22
3.91
1:10: 0
10.41
2.08
10.32
4.01
1:15: 0
10.43
2.10
10.36
4.05
M
1:20: 0
1:25: 0
10.43
10.42
2.10
2.09
10.39
10.39
4.07
4.08
1:30: 0
10.40
2.07
10.37
4.06
1:35: 0
10.37
2.04
10.35
4.04
1:40: 0
10.34
2.01
10.32
4.01
1:45: 0
10.29
1.96
10.28
3.97
`
1:50: 0
10.24
1.91
10.23
3.92
"
1:55: 0
10.19
1.86
10.18
3.87
2: 0: 0
10.13
1.80
10.12
3.81
2: 5: 0
10.07
1.74
10.06
3.75
2:10: 0
10.01
1.68
10.00
3.69
2:15: 0
9.95
1.62
9.94
3.63
2:20: 0
9.88
1.55
9.88
3.57
2:25: 0
9.82
1.49
9.81
3.50
2:30: 0
9.75
1.42
9.74
3.43
2:35: 0
9.68
1.35
9.67
3.36
2:40: 0
9.60
1.27
9.60
3.29
'
2:45: 0
9.53
1.20
9.53
3.22
2:50: 0
9.46
1.13
9.46
3.15
2:55: 0
9.39
1.06
9.39
3.08
3: 0: 0
9.32
0.99
9.32
3.01
3: 5: 0
9.25
0.92
9.25
2.94
3:10: 0
9.18
0.85
9.18
2.87
`
3:15: 0
3:20: 0
9.11
9.04
0.78
0.71
9.11
9.04
2.80
2.73
3:25: 0
8.97
0.64
8.97
2.66
:30: 0
8.90
0.57
8.91
2.60
.:35: 0
8.33
0.00
8.95
2.64
3:40: 0
8.46
0.13
8.86
2.55
3:45: 0
8.72
0.39
8.72
2.41
3:50: 0
8.62
0.29
8.65
2.34
3:55: 0
8.55
0.22
8.58
2.27
4: 0: 0
4: 5: 0
8.50
8.43
0.17
0.10
8.51
8.43
2.20
2.12
4:10: 0
8.38
0.05
8.35
2.04
4:15: 0
8.37
0.04
8.28
1.97
4:20: 0
8.37
0.04
8.20
1.89
4:25: 0
8.37
0.04
8.13
1.82
4.30: 0
8.36
0.03
8.06
1.75
4:35: 0
8.36
0.03
7.99
1.68
4:40: 0
8.36
0.03
7.92
1.61
4:45: 0
4:50. 0
8.36
8.36
0.03
0.03
7.86
7.79
1.55
1.48
4:55: 0
8.35
0.02
7.73
1.42
"-
5: 0: 0
8.35
0.02
7.68
1.37
5: 5: 0
8.35
0.02
7.62
1.31
5:10: 0
8.35
0.02
7.57
1.26
5:15: 0
8.35
0.02
7.51
1.20
5:20: 0
8.35
0.02
7.46
1.15
5:25: 0
8.35
0.02
7.42
1.11
5:30: 0
5:35: 0
8.34
8.34
0.01
0.01
7.37
7.32
1.06
1.01
5:40: 0
8.34
0.01
7.27
0.96
�-
5:45: 0
8.34
0.01
7.23
0.92
5:50: 0
8.34
0.01
7.19
0.88
5:55: 0
8.34
0.01
7.15
0.84
Mean
9.15
0.82
8.71
2.40
MaXIMLn
10.43
2.10
10.39
4.08
Minimum
8.33
0.00
6.34
0.03
r,I
4}
.aarrrrrrrrrrrrrfrrrfrr»rfrar»fff»fNrrffrsrrrrrerrr»rfa
4g
J U N C T I O N S U M M A R Y S T A T I S T I C S i
J
SPRADLEY-BARR linked detention Ponds (Fossil Creek Basin)
The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)
UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM
GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION
JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA
ULMER (FT) ---_(FT)-_ (FT) X CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SO.FT)
11 12.50 11.50 9.14 0.0314 1 3 1 18 0.00 2.07 0.0 0.0 2.184E+03F
12 11.50 10.50 8.70 0.0321 1 22 0.00 1.11 0.0 0.0 5.321E+03-ft"
13 10.50 9.50 7.26 0.0117 1 23 0.00 2.93 0.0 0.0 1.216E+02
99 8.45 8.00 6.53 0.0070 6.62 1 23 0.00 1.83 0.0 0.0 2.562E+02
98 8.00 8.00 4.37 0.0032 4.46 1 23 0.00 3(.5544 \ �0-..0 0.0 1.683E+02
1 LAB .� t'T� \ er�U K,►
# Time History of Flow and Velocity #
# 0(Cfs), Vel(ft/s), Total(Cubie feet) # ('
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
.I The Sear -Brain Group (dkt) -- 598-004 -- 11 APR 97 (file SO-EX.DAT)
Time Conduit: 1112 Conduit: 1399
Hr:Mn:Sc Flow Veloc. Flow Veloc.
_.__ ______ ____ ------
0: 5: 0 0.00 0.71 0.00 1.56
0:10: 0 0.01 0.26 0.00 0.17
0:15: 0 0.11 2.16 0.01 0.27
0:20: 0 0.56 3.56 0.09 0.66
0:25: 0 1.70 4.95 0.28 1.01
0:30: 0 4.18 6.38 0.53 1.29
0.35: 0 9.40 7.80 0.90 1.58
0.40: 0 13.54 8.01 1.37 1.85
:45: 0 11.37 6.29 1.68 2.00
,:50: 0 9.86 5.53 1.88 2.09
0:55: 0 7.31 4.13 2.05 2.16
1: 0: 0 5.38 3.04 2.16 2.21
1: 5: 0 4.16 2.35 2.22 2.24
1:10: 0 3.34 1.88 2.26 2.25
I1:15: 0 2.83 1.59 2.28 2.26
1:20: 0 2.37 1.33 2.29 2.26
1:25: 0 2.03 1.15 2.29 2.26
1:30: 0 1.77 1.00 2.29 2.26
1.35: 0 1,57 0.a8 2,28 2,26
1:40. 0 1.47 0.83 2.27 2.25
1:45: 0 1.37 0.77 2.25 2.25
1:50: 0 1.30 0.73 2.23 2.24
1:55: 0 1.23 0.69 2.21 2.23
2: 0: 0 1.15 0.64 2.19 2.23
2: 5: 0 1.09 0.60 2.17 2.22
2:10: 0 1.03 0.57 2.15 2.21
2:15: 0 0.98 0.54 2.13 2.20
2:20: 0 0.92 0.51 2.10 2.19
2:25: 0 0.87 0.49 2.08 2.18
2:30: 0 0.82 0.47 2.05 2.17
2:35: 0 0.77 0.45 2.02 2.16
2:40: 0 0.72 0.43 1.99 2.14
i 2:45: 0 0.70 0.42 1.96 2.13
2:50: 0 0.67 0.42 1.93 2.12
2:55: 0 0.65 0.42 1.90 2.11
3: 0: 0 0.62 0.41 1.88 2.09
3: S. 0 0.61 0.42 1.85 2.08
3:10: 0 0.59 0.42 1.81 2.07
3:15: 0 0.57 0.43 1.78 2.05
3:20: 0 0.56 0.43 1.75 2.04
3:25: 0 0.53 0.43 1.72 2.03
�3:30: 0 0.45 0.39 1.69 2.01 -
' .35: 0 0.04 0.0a 1.72 2.02
:40: 0 -0.88 -0.93 1.67 2.00
3:45; 0 0.00 -0.02 1.61 1.97
3:50: 0 1.06 1.05 1.57 1.96
r�
�1
3:55: 0
-0.39
-0.41
1.54
1.94
4: 0: 0
0.36
0.39
1.50
1.92
4: 5: 0
0.12
0.14
1.46
1.90
4:10: 0
0.03
0.04
1.42
1.88
4:15: 0
0.02-
0.03
1.38
1.86
4:20: 0
':25: 0
0.02
0.02
0.02
0.02
1.34
1.30
1.84
1.82
:30: 0
0.01
0.02
1.26.
1.80
4:35: 0
0.01
0.02
1.22
1.77
4.40: 0
0.01
0.02
1.18
1.75
4:45: 0
0.01
0.02
1.14
1.73
4:50: 0
0.01
0.02
1.10
1.71
4:55: 0
0.01
0.02
1.06
1.68
5: 0: 0
0.01
0.02
1.02
1.66
5: 5: 0
5:10: 0
0.01
0.01
0.02
0.02
0.98
0.94
1.64
1.61
5:15: 0
0.01
0.02
0.91
1.59
5:20: 0
0.01
0.02
0.87
1.56
5:25: 0
0.00
0.02
0.84
1.54
5:30: 0
0.00
0.02
0.81
1.52
5:35: 0
0.00
0.03
0.78
1.50
5:40: 0
0.00
0.03
0.74
1.47
5:45: 0
0.00
0.03
0.71
1."
5:50: 0
5:55: 0
0.00
0.00
0.04
0.05
0.67
0.63
1.42
1.38
Mean
1.43
1.07
1.50
1.86
Raaimun
13.54
8.01
2.29
2.26
Minimen
-0.88
-0.93
0.00
0.17
Total
3.051E+04
3.190E+04
••1Nf•f...f«.1f•.«f e•.«f•...Nfer..f.f...«fr«1f.ff•f:
* C O N D U I T S U M M A R Y S T A T I S T I C S
�ffN««/M•1f1f•«Nf««••ffffNfHHf««1N•fNNfN•N
SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)
The Sear -Brown Grasp (dkt) -- 598-OD4 -- 11 APR 97 (file SB-EX.DAT)
WE
�J
CONDUIT MAXIMUM TIME
DESIGN DESIGN VERTICAL COMPUTED OF
MAXIMUM
COMPUTED
TIME
OF
RATIO OF
MAX. TO
MAXIMUM DEPTH ABOVE LENGTH CONDUIT
CONDUIT
FLOW VELOCITY DEPTH FLOW OCCURRENCE
VELOCITY
OCCURRENCE
INV. AT CONDUIT ENDS OF NORM SLOPE
DESIGN UPSTREAM DOWNSTREAM FLOW
NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN.
(FPS)
HR. MIN.
FLOW
(FT) (FT) (MIN) (FT/FT)
----"' -------- •_______ ------- ""'-----
-""'-
----------
------- --------
---------
1112 1.27E+01 7.18 18.000 1 ♦03 3 31
111.47
3 31
87.19
----- ______
2.10 3.39 121.8 0.15947
1399 7.81E+00 1.03 18.000 .29E+0 1 23
-10.00
0 2
1.26
1.26 0." 0.0 0.00119
9998 8.76E+01 6.26 24.000 + 0 1 23
-2.72
0 10
0.03
0." 0.38 0.6 0.02100
90OD4 1.04E+00 0.48 7.165 2.29E+00
1 23
8.00
1 23
2.20
4.08 1.27 0.0 0.00005
90005 UNDEF UNDEF UNDEF 2.29E+00
1 23
fN11NNN11ff11111NfNHN1NN1---- -- - - - - - - f
• SUSCRITICAL AND CRITICAL FLOW ASSUMPTIONS FROM
• SUBROUTINE HEAD. SEE FIGURE 5-4 IN THE EXTRAN
• MANUAL FOR FURTHER INFORMATION.
1fffN111fNN1f ff
LENGTH 'LENGTH LENGTH LENGTH
OF OF OF UPSTR. OF DOWNSTR.
MEAN
TOTAL
IUXIMOM MAXIMUM
CONDUIT DRY SUBCRITICAL CRITICAL CRITICAL
FLOW
AVERAGE
FLOW
HYDRAULIC CROSS SECT
^�
NUMBER FLOW(MIN) FLOW(MIN) FLOW(MIN) FLOW(MIN)
(CFS)
% CHANGE
CUBIC FT
RADIUS(FT) AREA(FT2)
1112 0.08 315.08 0.00 39.83
1399 2.33 352.67 0.00
1.43
2.1232
3.0451E+04
0.4563 1.8293
0.00
1.49
0.0409
3.1809E+04
0.3546 1.0118
9998 8.42 346.59 0.00 0.00
1.49
0.0009
3.1776E+04
0.2549 0.9215
90004 0.08 354.92 0.00 0.00
1.50
0.0688
3.1885E+04
0.1797 0.2873
90005 UNDEFINED UNDEFINED UNDEFINED UNDEFINED
1.49
3.1776E+04
' AVERAGE % CHANGE IN JUNCTION OR CONDUIT IS DEFINED AS:
CONDUIT % CHANGE _=> 100.0 ( 0(n+l) - 0(n) ) / Ofull
'DICTION % CHANGE ==> 100.0 ( Y(MI) - Y(n) ) / Yfull
.1f11«fffff1f111NffNfNNN11«ffffllf«fffffff f f1f«f
The Conduit with the largest average change... 1112 had 2.123 percent
r.
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50
The Junction with the largest average change... 12 had 0.032 percent
I_—> Extended Transport model sioulation arded normally.
SUM 4.3 (beta) simulation ended normaity.
> Your input file
was nerved : sb-ex.dat
Your output file was named: sb-ax.out
�•
S(EDI 4.3
Siozrletion Date and Time Suimery
'
Starting Date...
Aprit 11, 1997
•
•
Time...
Ending Date...
12:36:21:48
Aprit 11, 1997
•
Time...
12:38:59:44
•
Elapsed Time...
0.633 minutes.
•
Elapsed Time...
38.D00 seconds.
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Detention Pond Design
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Spradley Barr Dealership
Project No. 598-004
Detention Pond Volumes
Pond 11
Elevation
Area
Storage
Cumulative Storage
(ft.)
5008.33
(ft2) Area
1
(acre)
0.00
(acre-feet)
0.00
(acre-feet)
0.000
5008.50
493
0.01
0.00
0.001
5009.00
2,170
0.05
0.01
0.015
5010.43
0.05
0.07
11:
5010.50
0.05
0.07
1189
5011.50
3,170
0.07
0.06
0.150
Pond 12
Elevation
Area
Storage
Cumulative Storage
(ft.)
5006.31
(ft2)
1
Area (acre)
0.00
(acre-feet)
0.00
(acre-feet)
0.000
5006.50
559
0.01
0.00
0.001
5007.00
4,510
0.10
0.03
0.026
5010.39
5,324
0.12
0.38
0.404
5010.50
0.12
0.39
1 .417
5011.50
6,465
0.15
0.15
1 .553
V = Id(A+B+-AB-)
where:
d = elevation„+1 - elevation
A = area of elevations contour
B = area of elevations+1 contour
The Sear -Brown Group
Total Site Storage = 0.703 acre-feet
2:37 PM
4/25/97
53
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Inlet Design
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The Sear -Brown Group
Area Inlet Design - Sump Condition
Spradley Barr Dealership
Project No. 598 - 004
Design Point 6
10 year design flow = 2.43 cfs
Q.,,,,(Head = 0.5 it) = 3.37 cis
Use (1) R-3409 Inlet @ 3.37 cfs = 3.37 cis
Total design flow is intercepted.
Design Point 14
10 year design flow = 3.43 cis
Q.,b(Head = 0.7 it) = 4.54 ofs
Use (1) R-3409 Inlet @ 4.54 cis = 4.54 cis
Total design flow is intercepted.
'See weir -orifice control worksheet on next page.
9:28 AM
8/27/97
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Area Inlet Design - Sump Condition
Spradley Barr Dealership
Project No. 598 - 004
This sheet displays the controlling area inlet flow condition.
Weir Equation:
3
CLHI
where: H -hood above weir
Orifice Equation:
Q.4fl. = C. -4. VF2_g_H_
where: H=112 -hl
Grate: Neenah R3409
Weir. Orifice:
Cweir = 2.80 Corifice, 0.60
west (ft.) 3.40 Acrifice (f? 1.41 1
Hood (ft.)
Qweir
Qorifioe
Qcontrol
0.00
0.00
0.00
0.00
0.10
0.30
1.72
0.30
0.20
0.85
2.43
0.85
0.30
1.56
2.97
1.56
0.40
2.41
3.43
2.41
0.50
3.37
3.84
3.37
0.60
4.42
4.20
4.20
0.70
5.58
4.54
4.54
0.80
6.81
4.85
4.85
0.90
8.13
5.15
5.15
1.00
9.52
5.43
5.43
Weir -Orifice Control
10.00
8.00
00
00
2.00
0.00
0.00 0.20 0.40 0.00 0.80 1.00
H"d (fL)
8:42 AM
1215/97
The Sear -Brown Group
The Sear -Brown Group
�J �Q
�IAR
R-3409 Gutter Inlet Frame and Grate
Heavy Duty ����•`���`'`��
Total Weight 340 Pounds
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Erosion Control Plan
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Erosion and Sediment Control Plan
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Prepared For:
Spradley Barr Dealership
'
Fort Collins, Colorado 80525
1
Prepared By:
The Sear -Brown Group
209 South Meldrum
Fort Collins, CO 80521-2603
rMay
15, 1997
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Introduction
Owner:
' Spradley Barr Dealership
Fort Collins, Colorado 80525
I
IErosion Control Consultant:
The Sear -Brown Group
209 South Meldrum
' Fort Collins, CO 80521-2603
Project Description
The proposed site is located in the NE 1 /4 of Section 2 T.6N, R. 69W of the 6`h
Prime Meridian, Larimer County. The project property consists of the former Poudre
Valley REA site and covering an area of approximately 9.4 acres. The proposed
building plan will redevelop the site for use as an auto dealership.
1 Existing Site Conditions
The general topography of the site slopes from the northwest to the southeast at a
grade ranging from 2%-4%. The northeast quadrant of the site is covered by lawn
grass, with pine trees andsome shrubbery adding to the landscape. The northwest
corner of the site is overlaid with gravel. The major remaining portions of the site
consist of asphalt paving and the existing buildings.
The existing buildings on the site consist of a main building encompassing 32,490
square feet and a rear service building of 3,600 square feet.
rAdjacent Areas
The site is bounded on the North by the Arbor Plaza commercial development, on
the East by College Avenue, on the South by the Fossil Creek Nursery and on the
West by the Burlington Northern Railroad.
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The site is located within the Fossil Creek Drainage Basin. No major drainage ways
exist within the site.
1 Soils
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The soil conditions of the site are documented in detail by the geotechnical
engineering report Spradley Barr Ford Dealership Showroom, South College Avenue,
Fort Collins, CO, Project No. 20975017, March 13, 1997 by Terracon Consultants
Western, Inc., Fort Collins, CO. In general, the report states that the site consists
of lean clay with sand underlain by sandstone rock. Groundwater was not
encountered in any of the soil borings during Terracon's investigation.
Volumes and Areas Impacted
The site will be graded with topsoil stripped and stockpiled. The total approximate
quantities of cut and fill are 9,900 cubic yards and 3,450 cubic yards, respectively.
This results in a net excess of 6,450 cubic yards of cut material that will be hauled
off the site.
Erosion and Sediment Control Measures
A silt fence will be constructed along the south and east borders of the site to
minimize off -site sediment transport. Straw bale barriers will be constructed around
the area inlets located at design points 1 through 5 because all of the design flows
are less than 0.5 cfs at those locations. A silt barrier fence will be constructed
around the area inlet at design point 14 because the design flow is greater than 0.5
cfs at that location. Gravel filters will be placed at the entrances of the sidewalk
chases located at design points 8, 16 , 21, 22, 23 and 26. Straw bale check dams
will be placed at the storm pipe entrances located at design points 11 and 12.
Surface roughening will be performed immediately after final grading if
approproiate, but no later than 14 days after final grade is acheived. All disturbed
areas will be permanently stabilized within 14 days after final grade is reached,
otherwise the area will have to be mulched in accordance with County criteria. If a
disturbed area is to remain in an interim condition for more than one year it will also
have to be seeded in accordance to County criteria.
Schedule
Grading of the site will begin in early June and finish towards the end of the month.
The erosion control structures will stay in place as needed through the month of
October to ensure adequate protection throughout the new building construction
CZ
I
phase. Asphalt paving, concrete work and sod installation will begin in mid -August
' and run through midi -September.
Permanent Stabilization Measures
Permanent landscaping will include bluegrass sod, with plantings of shrubbery and
trees around the proposed buildings. Many of the existing trees will be incoporated
into the landscape.
Stormwater Management Considerations
Stormwater during construction will sheet flow in the southeasterly direction and
will be fitrered for sediment by the silt fence located at the site borders.
Construction Materials and Equipment
The contractor shall store all construction materials and perform the necessary
maintenance and fueling of equipment in a confined area on site, from which
stormwater can be filtered by the erosion control structures.
Maintenance
The erosion control structures will be inspected on a weekly basis. Straw bale
barriers and silt fences will inspected for undermining and bypass. These structures
will repaired or expanded if needed after inspection. The gravel inlet filters will be
inspected for uniformity and cleansed if overlaoded with silt and debris. The soil
roughness will be continually monitored and reworked where smooth areas begin to
appear.
' Cost Estimate
A table showing the erosion control measure cost estimate has been included as an
attachment to this document.
Calculations
There are no diversion channel calculations for this project.
11
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EROSION CONTROL INSTALLATION COST ESTIMATE
Spraaley Barr
Projeet No. SETS
PREPARED BY Fred Ernst
FCE
DATE: 05/12/97
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost Notes
5 Straw Bale Barrier
7 ea
$150
$1,050
B Gravel Filter
8 ea
$300
$2,400
8 Sin Fence Barrier
1430 LF
$3
$4,290
Total
$7,740
IThe Sear -Brown Group
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Charts and Tables
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Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS,
Adapted from Bureau of Public Roads Nomograph
MAY 1984 5-10
DEPTH 2"
DESIGN CRITERIA
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PROPOSED 281 R" DASH. WHILE PROPOSED 200BY SCUD WHITE
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
RIGHT LANE RIGH�T�cL+ANE ° �� --�
-------------------------------- MST -- - MINT li SCALE 1"-20•
------LL------
� TURN RIGHT ------- TURN RIGHT SOUTH COLLEGE AVENUE ig
________
R3— 7 R3OF MAIp lCONNENV. —
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BEGINNING OF B TM NON -SHRINK 18- Q II RCP
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SAN EASING SEWER LINE ! o \6)\ FOR DETAILS I &6• - IL/ ! TO PROPERTY LINE
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16-WEASING WATERLINE .TO PRESERVE S.001t >ry e x� 10 FOR BEDDING.
PROPOSED STORM DRAIN PIPE I n EASING THEE I 2' METAL
t CURB1631 SIDEWALK
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3. STAMPED CONCRETE ISLANDS COLOR I S ST-x : �In - - I NOT MR CONSIRUCOON
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