HomeMy WebLinkAboutDrainage Reports - 11/27/1995 (2)PROPERTY OF Final Fleport
FINAL DRA1NAGE AN➢
EROSION CONTROL STUDY
ALkRIET P.U.D., ELEVENTH FILLNG
FORT COLLINS, COLORADO
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FINAL DRAINAGE 4,ND
EROSION CONTROL STUDY
FOR
HARMONY MARKET P U D , ELEVENTH FILING
FORT COLLINS, COLORADO
September 15, 1995
Prepared for
Bogaard Construction
5006 Blue Stem Court
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Fort Collins, Colorado 80525
Prepared by
RBD, Inc Engineering Consultants
209 South Meldrum
Fort Collins, Colorado 80521
(970) 482 6368
RBD Job No 673-002
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T:01NC
'
Engineering Consultants
209 S Meldrum
Fort Collins Colorado 80521
303/482 5922
'
FAX 303/482 6368
September 15, 1995
'
'
Mr Basil Harridan
City of Fort Collins
Utility Services Stormwater
235 Matthews Street
Fort Collins, Colorado 80522
' RE FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE HARMONY
MARKET P U D , ELEVENTH FILING
' Dear Basil
i
We are pleased again to submit to you, for your review and approval, this Final Drainage and
' Erosion Control Study for the Harmony Market P U D , Eleventh Filing All computations A ithin
this report have been completed in compliance with the City of Fort Collins Storm Drainage Design
Criteria The review comments offered by City Staff on the June 19 and August 2, 1995 Submittal
have all been addressed at this point
Please note there is a variance being requested within this report (Page 3) regarding the city's
' requirement for detention pond freeboard Before the submittal of this project you and I met about
this criteria Since the Harmony Market P U D was approved with no freeboard on any of its ponds,
and since we are over -detaining stormwater you agreed to allow less than 1 0' freeboard on
Detention Pond G I
' We appreciate your time and consideration in reviewing this submittal
questions I
Respectfully,
' I
RBD Inc Engineering ( I Consultants
Prepared by
Please call if you have any
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q�O �\� W G1y0 lF
24766
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Perry bot Kevin W Gingery E
Project ineer I Water Resources Project Manager
Reviewed by
' Denver303/458 5526
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TABLE OF CONTENTS
GENERAL LOCATION AND DESCRIPTION
Location
Description of Property
DRAINAGE BASINS
Major Basin Description
Sub -Basin Description
DRAINAGE DESIGN CRITERIA
Regulations
Development Criteria Reference and Constraints
Hydrological Criteria
Hydraulic Criteria
Variances from Criteria
DRAINAGE FACILITY DESIGN
General Concept
Specific Details
Future Construction
EROSION CONTROL
General Concept
Specific Details
CONCLUSIONS
Compliance with Standards
Drainage Concept
Erosion Control Concept
REFERENCES
APPENDIX
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VICINITY MAP
HYDROLOGY CALCULATIONS
DETENTION CALCULATIONS
EXCERPTS FROM FINAL DRAINAGE REPORTS for
HARMONY MARKET P U D SECOND AND THIRD FILING
PIPES AND INLETS
EROSION CONTROL
TABLES AND FIGURES
PAGE
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' FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR THE
HARMONY MARKET P U D ELEVENTH FILING
FORT COLLINS, COLORADO
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I GENERAL LOCATION AND DESCRIPTION
' A Location
' The Eleventh Filing of Harmony Market P U D is located south of Harmony Road
between Boardwalk Drive and Lemay Avenue It can also be described as being
located due south of the Tenth Filing (Lee's Cyclery) between the Second and Third
Filings (Budder's Square #1580 and Steele's Market) of Harmony Market P U D, and
bounded on the south by Oakndge Drive More specifically, this site is located in the
Northeast quarter of Section 1, Township 6 North Range 69 West of the 6th
Principal Meridian, City of Fort Collins, Lanmer County, Colorado
' B Description of Property
The existing Harmony Market P U D has been developed in several phases and
' contains a Pace Warehouse, Builders Square, Steele's Market First Bank, Jiffy Lube
Lee's Cyclery, and several restaurants along the frontage of Harmony Road
' The Harmony Market P U D Eleventh Filing site contains approximately 3 137 acres
and is currently undeveloped The site is bordered on the East by Steele's Market
and on the West by Builder's Square The proposed purpose for the subject site is
' currently understood to be retail usage
' II DRAINAGE BASINS
A Ma-lor Basin Description
' The project site is located within the McClellands Basin No major drainage way
exists wnthm the Harmony Market P U D development or immediately downstream
within the Oak/Cottonwood Farm site
' B Sub -Basin Description
The Eleventh Filing of Harmony Market P U D lies within three developed basins
' as land out in the Harmony Market P U D Overall Drainage Plan amended with the
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' Third Filing of the P U D , also known as Steele's Market The north portion of the
property drains to Pond 'E', which will be completed with this project The south
' portion will dram to Pond 'G, which will be completed with this project Finally a
small strip of land at the southeast comer of the Eleventh Filing will dram to Pond 'L'
(see Overall Drainage Plan, provided in the back pocket of this report)
III DRAINAGE DESIGN CRITERIA
A Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for this subject
site
' B Development Criteria Reference and Constraints
As stated earlier, flows from the site, are a part ofBasin'E' (12 58 acres) and Basin
' 'G (1 08 acres), shown on the Overall Drainage Plan for the Harmony Market P U D
in the back pocket of this report This report includes the drainage design for the
Steele's Market as well as the drainage design for the Eleventh Filing
'
When the Builder's Square building was expanded in April of 1994, an amended
drainage report was submitted by Professional Engineering Associates out of
Michigan, and approved by the City of Fort Collins Stormwater Utility This report
altered the previous design of Detention Ponds 'E' and'G' The building expansion
re-routed some of site's stormwater from Pond 'G' into Pond 'D' The Eleventh
Filing's Pond G thus became smaller, 0 20 ac-ft, and Pond 'D accepted more runoff
'
, 3 25 ac-ft (see revision 2 on the Harmony Market O D P in the back pocket of this
report) Pond 'G' originally was designed for 0 53 ac ft and Pond D for 2 50 ac ft
'
Pond 'G' is being designed as a part of this project
In conjunction with the Harmony Market P U D , Third Filing, Pond 'E was partially
'
constructed, with a 2 75 cfs release rate dictated by the capacity of downstream
facilities at the Oakndge West P U D First Filing This downstream development has
a drainage release requirement of 0 2 cfs/acre for the maximum 100 year release rate
'
Therefore the release rate for Basin "E" which now contains 13 45 acres of the entire
Harmony Market P U D was determined to be 2 75 cfs, requiring a storage of 2 82
acre-ft, in a developed condition It is important to note that Pond 'E' was previously
designed to include 178 acres of Harmony Market P U D , Eleventh Filing in a
developed condition The rest of the property includes 108 acres which drains to
Pond 'G' and a small 0 07 acre strip of land wluch drains to Pond 'L' This report
'
intends to comply with the previous design for Pond 'E' by matching existing grades
around the parking lot and raising the existing area inlet in the proposed parking lot
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Within the amendment to the drainage report for the Builder's Square expansion
' Pond 'G' was also affected The required size of Pond 'G decreased since the
Builder's Square building expansion consumed some of its contributory area This
consumed area was then, and is now, draining to the offsite Pond D (See Harmony
Market O D P ) Currently, there are 108 acres within Basin'G, as per the revised
Overall Drainage Plan for Harmony Market P U D , Third Filing This acreage
dictates a release rate of 0 22 cfs and required pond size of 0 20 acre-ft, in a
developed condition The calculations for this pond size are provided in the appendix
of this report
A small portion of the property in the southeast corner was previously designed to
dram into Pond V. as per the Overall Drainage Plan This intent will not be altered
' during the design of this project as this part is already paved and there is no reason
to disturb it
' C Hydrological Criter�
The Rational Method is being used to deterrnme run-off peak flows from the study
site Rainfall criteria for this study was obtained from the City of Fort Collins and is
included in the Appendix within the Detention Section The 10- and 100-year rainfall
criteria were utilized to determine the planned developed flows
D Hydraulic Criteria
' All calculations within tlus study have been prepared in accordance with the City of
Fort Collins Drainage Criteria
E Variances from Criteria
' Two variances area being sought for the Harmony Market P U D , Eleventh Filing
regarding detention pond freeboard First, the ponds at the Harmony Market P U D
were approved without the use of freeboard and the space is limited on the Eleventh
Filing to provide only 0 42' of freeboard as opposed to the city's criteria of 1 0' We
feel tlus situation is acceptable, since there will exist some amount of freeboard to
protect the building, and also because we have designed an overflow weir in the
southeast corner of the pond This variance request holds for the proposed
construction, and for the future building expansion this project may acquire
' Secondly, the depth of ponding in the Harmony Market P U D Pond 'E has from
its beginning been designed to be 18" above the area inlets in the parking lots Since
' this project is required to finally complete Pond 'E', we area using the currently
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' designed pond size, which requires tlus ponding depth of 18" In other words we
must use this depth, even though it is 6" above what the City now requests We must
' use it in order to accommodate the entire contributory area to Pond `E'
IV DRAINAGE FACILITY DESIGN
' A General Concept
' The north basins of the site dram via curb, gutter, sheet flow and roof drams into
Pond 'E', as laid out in the ODP for the Harmony Market P U D This pond is
partially constructed and will be finished with the completion of this project The
south basin will outfall from roof drams into the proposed Pond 'G' as delineated in
the ODP as well Currently this pond is in an undeveloped condition, but will be
' completed with the Harmony Market P U D , Eleventh Filing A small strip of land
along the southeast property hne will outfall to Pond V behind Steele's Market From
the ODP, this offsite contribution was expected and Pond has been designed to
' accept it Included in the back pocket of this report is the Drainage and Erosion
Control Plan for Harmony Market P U D , Eleventh Filing
'
B Specific Details
Basin 1 of the study site will be conveyed by a roof dram system and overland flow
into the proposed Pond'G' directly to the south of the site building Pond 'G' has been
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designed to detainin excess of 16 acre-ft at a release rate of 0 22 cfs The 100-year
HWL of this pond has been estimated at 4987 10, providing 0 90' of freeboard to
protect the proposed building (FF = 4988 00) Due to the fact that the Harmony
Market does not provide freeboard in any of its ponds, a previous agreement with the
Stormwater Utility was made to allow less than 1 0' , especially since the Eleventh
Filing is over -detaining
The outfall for this pond, an 18" RCP with a flared end section, has already been
'
constructed This outfall releases into an existing curb inlet along Oakndge Drive
which in turn outlets to an existing channel to the south of Oakndge Drive This
outfall will not be disturbed except during the installation of an onfice plate at the
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flared end section As stated before a small strip of property along the southeast
property line, called Basin 5 will dram offsite to the existing Pond 'L', directly south
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of Steele's Market
Basins 2, 3, and 4 comprise the north portion of the property The existing Steele's
Market Detention Pond'E' was previously sized large enough to accommodate the
proposed building on the Eleventh Filing property, as shown in the appendix of this
report As part of the construction process for the Eleventh Filing, Pond 'E' will be
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finally constructed to aclueve the 100-year HWL of 4987 00' and the low point
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elevation at the area inlets of 4985 50', thus complying with the intent of the Overall
Drainage Plan for the Harmony Market P U D The plaza area will be drained using
' area inlets and a piping system winch will connect to the existing area inlet in Basin
2 This design is being proposed to control excessive runoff and icing in the large
plaza There is an existing area inlet at Design Point 2 and a 15" RCP connecting this
' property to the entire pond, as shown on the Overall Drainage Plan
Basin 2 includes the parking area within the northern side of the site Runoff from it
' will flow via curb and gutter, then sheet flow to the existing area inlets in the center
of Pond 'E' Since this parking area is surrounded by existing asphalt and curb and
gutter, which is crucial to the proper construction of Pond 'E', the existing conditions
' will not be damaged During construction of the Harmony Market P U D , Eleventh
Filing existing grades at the property lines will be tied in to and not disturbed
Basin 4 consists of the north portion of the roof which does not dram to Pond 'G in
the rear of the building, an area totaling 0 15 acres Drainage from the plaza area,
' approximately 0 15 acres in front on the building will be contained in Basin 3 There
will be two area inlets installed in the most sunlit area of this plaza to route the runoff
from it out of the pedestrian through -fare Roof drains conveying runoff from Basin
' 4 will be connected directly to these area inlets, so that stormwater from the roof will
not sheet flow over the plaza These two area inlets will be tied to the existing area
inlet at Design Point 2 by a 12" RCP
' Lastly Basin 0-1 is an offsite basin winch flows via curb and gutter into the existing
curb inlets along the east flowhne of this access drive These inlets outfall to Pond
D', as shown on the Overall Drainage Plan included in the back pocket of this report
C Future construction
' In the future, it may be the case that the proposed building will receive an expansion
to the south This expansion most likely will involve the construction of another 7500
' square feet of building room, including a vehicle loading\unloading dock This
building expansion will not mcur any additional pond storage, since Pond 'G', has
already been designed with this project assuming this additional impervious area If
this building expansion takes place, it will be necessary to regrade the Pond 'G' to
allow for this consumed area by shifting the top contour (4988) to the south, as
shown on the Drainage and Erosion Control Plan included in the back pocket of
this report It is important to note that the floor slab of the loading/unloading dock
to be constructed with this possible expansion will be about 4 feet lower than the 100-
' year HWL ofPond'G, to the south of it Since this is the case, it will be appropriate
to install a private sump pit with a pump to dram this low lying area Also, since the
dock's floor elevation will be lower than the pond, a retaining wall will have to be
constructed along the south wall of the dock in order to prevent the dock from
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' of the building's floor slab If the top of wall is constructed as suggested here there
will still be 0 70 feet of freeboard provided
' V EROSION CONTROL
' A General Concept
The Harmony Market P U D , Eleventh Filing lies within the Moderate Rainfall and
' Wind Erodibnlity Zone per the City of Fort Collins zone maps The potential exists
for silt movement during construction of the parking/driveways and building, as well
as the regrading of Pond 'G at the rear of the proposed building until the disturbed
' ground is paved or revegetated Thus the new improvements will be subjected to
both wind and rainfall erosion
' Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites
and related calculations in the appendix, the erosion control performance standard for
the subject site during construction is 77 10 % and after construction is 90 71%
From the calculations in the appendix, the effectiveness of the proposed erosion
control plan is 78 91%, during construction, and 98 99%, after construction It is
anticipated that the construction duration of this project will be less than 8 weeks due
to the limited amount of work to be completed, therefore the erosion control plan as
specifically detailed below, should meet the City of Fort Collins requirements
B ,Specific Details
Given the size and scope of work to be completed for this construction project, we
anticipate that installation of the curb, gutter, asphalt, and landscaping can be
completed within six weeks after overlot grading begins If this is not the case then
the area shall be reseeded according to the City of Fort Collins revegetation
requirements
' After the overlot grading and utility installation has been completed, the
parking/driveway surfaces will receive the curb, gutter, and pavement surfaces, for
permanent erosion control After installation of the curb, gutter, and pavement
' surfaces the permanent landscaping surfaces (grass sod) will be installed to protect
the bare ground After finished grading, Pond `G' shall be reseeded with a native
grass or tall fescue and hay mulch applied to protect the seed
In order to protect the pond outfalls from receiving excessive silt deposits, the area
inlets will have gravel filters installed around them and the Pond'G' outfall pipe will
have a straw bale barrier placed in front of it These items can be removed once
asphalt and landscaping in their respective areas have been installed
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VII CONCLUSIONS
' A Compliance with Standards
' All computations within this report have been completed in compliance with the City
of Fort Collins Storm Drainage Design Cntena
B Drainage Concept
' The proposed drainage concepts presented in this report and shown on the Drainage
and Erosion Control Plan are in compliance with the City of Fort Collins drainage
Cntena Tlns project was designed to be in conformance with the intent of the Overall
Drainage Plan for Harmony Market P U D Tlus compliance includes the
' implementation of all recommend 100-year HWL's and pond volumes for Ponds'E'
and 'G
' C Erosion Control Con
The proposed erosion control plan adequately provides for the control of wind and
rainfall erosion from the study site Through the construction sequence and proposed
erosion control measures, the City of Fort Collins performance standards will be met
' The proposed erosion control concepts presented in this report and shown on the
Erosion Control Plan are in compliance with the City of Fort Collins erosion control
criteria
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REFERENCES
1 RBD Inc, Harmony Market P.U.D. Second Filing Final Drainage Report, Total Site
Preliminary - Revised Drainage Report- Fort Collins, Colorado, August 13 1990
2 RBD Inc, Harmony Market P.U.D. Third Filing Final Drainage Report
3 City of Fort Collins, Storm Drainage Design Cntena and Construction Standards, May 1984,
Revised 1992
4 City of Fort Collins, Erosion Control Reference Manual for construction Site January1992
5 PAE, Inc, Final Drainage and Erosion Control Study for the Builder's Square Expansion
Apnl 1994
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APPENDIX
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VA-14TOVIUMNs'
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VICINITY MAP
' SCALE 1 "=2000'
HYDROLOGIC
CALCULATIONS
M
CARRIAGE WASH P U D
PEC
PEC
01-Aug-95
Project Harmony Market Eleventh Filing
For Bogaard Construction Inc
Project No 673-002
This sheet calculates the composite "C" values for the Rational Method
Design
Area
Impervious
' C"
Pervious
C'
A total
ac
A imp
ac
Percent
Im ery
Percent
Pervious
Comp
C
1'
095
025
1 08
053
491
509
059
2
095
025
1 48
146
986
14
094
3
095
025
015
0101
667
333
072
4
095
025
015
015
1000
00
095
5
095
025
007
007
1000
00
095
0-1
095
025
020
020
1000
00
095
0-2
095
025
019
019
1000
00
095
* The proposed development and future development of Basin 1 both have the same
'c' value due to the proposed impervious parking lot and the future impervious rooftop
M M M M M = M M
RBD Inc STANDARD FORM SF 2
PEC
01 Aug 95
Project Harmony Market Eleventh Filing
For Bogaard Construction Inc
Project No 673 002 Tc = 1 87(1 1 C x Cf)D^0 5
S^(1/3)
This sheet calculates the time of concentration for the 10 year storm
STORM 10 yr (developed) cf = 1 00
DATE 01 Aug 95
SUB BASIN DATA
INITIAL/OVERLAND TIME
TRAVEL TIME
COMPOSITE C
FINAL
tc
REMARKS
DESIG
AREA
C
LENGTH
SLOPE
ti
LENGTH
SLOPE
VELOCITY
tL
(ac)
(ft)
(%)
(min)
(ft)
N
(ft/s)
(min)
CALCULATIONS
(min)
1
2
3
4
5
6
7
8
9
10
11
12
13
1
1 08
059
69
1 00
79
336
1 00
19
29
See c value sheet
109
into pond
2
1 48
094
162
1 00
38
106
1 00
19
09
See c value sheet
50
parking lot
3
0 15
072
40
1 50
39
50
080
17
05
See c value sheet
50
plaza area
4
0 15
095
73
1 00
24
42
1 00
1 9
04
See c value sheet
50
rooftop
5
007
095
0
001
0 0
16
1 50
2 3
0 1
See c value sheet
5 0
Pond L
0 1
020
095
19
200
1 0
130
060
1 5
1 5
See c value sheet
5 0
offsite
0 2
1 0191
0 951
231
2001
1 11
2501
0901
1 81
2 3
See c value sheet
1 5 0
1 offsite
313
Storm Drainage Design and Technical Criteria
2 _ lllMtTORMNAGEM PRE NARY WDESIGN DAT
PROJECT Harmony Mkt 11 STORM 10 yr (developed) Cf = 100
CALCULATED BY PEC DATE 01495
m m m m
m
OP
BASINS
LENGTH
Id
FLOW TIME
STREET
IL
PIPE
1
C
INTENSITY
AREA
DIRECT
RIMOFF
OTHER
RUNOFF
TOTAL
RUNOFF
S7REET
PIPE
STREET
PIPE
REANRCS
SLOPE
CAPACITY
SLOPE
SIZE
CAPACITY
DESIGN
VELOCITY
DESIGN
VELOCITY
LOC
(6)
(m)
wd
(m)
(mi)
0,W)
( )
(ch)
(cfa)
(Ch)
(%)
(d )
(%)
(I )
(d)
(c1a)
(N)
(Ch)
(01 )
1
2
7
1
5
6
7
8
8
10
11
12
17
11 d
15
16
17
16
iB
20
21
22
27
1
1
109
109
059
/72
108
28
28
R.ffld ppnd5 mpf
1
1
50
SO
085
560
015
08
Be
Rung Ran nalK rWslda
7
7
50
50
072
560
015
06
06
Rung Ban plan
7
71
50
50
0M
560
070
11
1,4
150
12
/A
11
12
AH7 AF2(Am ft" )
2
2
50
50
094
560
148
76
78
SA a11bw ems paddnp Id
2
201
170
50
07
57
092
575
178
66
as
AIm BCp ntpmp17
C-1
0.1
50
50
085
560
020
11
11
OINK wwef Squm
62
02
50
so
095
550
019
10
10
OIIJI O%Mdp DIM
5
5
50
50
cos
560
007
01
01
CoddbL'J t Pa L
RBD Inc STANDARD FORM SF 2
PEC
01 Aug 95
Project Harmony Market Eleventh Filing
For Bogaard Construction Inc
Project No 673 002 Tc = 1 87(1 1 C x COD10 5
S^(1/3)
This sheet calculates the time of concentration for the 100 year storm
STORM 100 yr (developed) cf = 1 00
DATE 01 Aug 95
SUB BASIN DATA
INITIAL/OVERLAND TIME
TRAVEL TIME
COMPOSITE C
FINAL
tc
REMARKS
DESIG
AREA
C
LENGTH
SLOPE
ti
LENGTH
SLOPE
VELOCITY
tL
(ac)
(ft)
(°/a)
(min)
(ft)
N
(ft/s)
(min)
CALCULATIONS
(min)
1
2
3
4
5
6
7
8
9
10
11
12
13
1
1 08
059
69
1 00
79
336
1 00
19
29
See c value sheet
109
into pond
2
1 48
094
162
1 00
38
106
1 00
19
09
See c value sheet
50
parking lot
3
0 15
072
40
1 50
39
50
080
17
05
See c value sheet
50
plaza area
4
0 15
095
73
1 00
24
42
1 00
1 9
04
See c value sheet
50
roof top
5
007
095
0
001
00
16
1 50
23
01
see c value sheet
50
Pond L
0 1
020
095
19
200
1 0
130
060
15
1 5
See c value sheet
50
offsite
02
1 0 191
095
23
200
11
250
090
18
23
See c value sheet
50
offsite
313
Storm Drainage Design and Technical Criteria
•- 2 M M MRTOR(WAGMM PRE ARY WDESIGN DAT
PROJECT Harmony Mkt 11 STORM 100 yr (developed) cf = 1 25
CALCULATED BY PEC DATE 01 A�95
FLOW TIME
tL
DIRECT
OTRER
TOTAL
STREET
PIPE
STREET
PIPE
REAWIKS
DP
BASWS
LENGTH
I I
STREET
PIPE
1
C
INTENSITY
AREA
RUNOFF
RUNOFF
RUNOFF
SLOPE
CAPACITY
SLOPE
SIZE
CAPACITY
DESIGN
VELOCITY
DESIGN
VELOCITY
LOG
It)
(m )
(M)
(m)
(m)
0�)
( )
(cls)
(c11
(c1)
1%)
f 11
1%)
1 )
(cts)
(cl 1
(M)
(d I
(m )
1
2
7
1
5
6
7
6
9
10
11
12
10
14 d
is
16
17
16
19
20
21
22
20
1
1
66
86
059
770
106
61
61
Ru ffiit pmdhommol
4
/
50
50
095
900
015
11
14
Rm han nth mWd
0
0
50
SO
072
900
015
12
12
R.ff han paa
0
01
SO
50
0&
900
050
27
27
150
12
//
27
50
A41 A42(Ar Hel )
2
2
50
50
094
900
116
133
100
SRM1 c pprWQM
2
204
170
50
06
56
092
660
176
157
157
Alm ON rd pmpddy
0.1
0.1
50
50
005
900
020
16
16
offo Bdwee ^ m
02
0-2
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So
CBS
900
019
17
17
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5
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so
095
900
007
06
06
CatdMl ml Patll
� 4 W
DETENFTION CALCULATIONS
w µ
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--- ------------------DETENTION-----------POND-------SI21NG-----BY---FAA---METHOD---------------------------
DEVELOPED BY
' JAMES C Y GUO PHD P E
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF COLORADO AT DENVER
---------=--------=--------------------------- --------------------------------
EXECUTED ON 06 15 1995 AT TIME 15 47 46
1
PROJECT TITLE Harmony Market P U D Eleventh Filing
DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1 00
' BASIN AREA (acre)_ 1 08 -
RUNOFF COEF 0 7 Runoff coefficient for the proposed and the future condition
See Appendix Page 4
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100 00
INTENSITY(IN/HR) DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9 0 7 2 5 2 4 2 3 5 3 0 2 6 2 1 1 7 1 5 1 2 1 0
POND OUTFLOW CHARACTERISTICS
MAXIMUM ALLOWABLE RELEASE RATE = 22 CFS
' OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = 22 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR
COMPUTATION OF POND SIZE
' RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE FT ACRE FT ACRE FT
' 0 00 0 00 0 00 0 00 0 00
5 00 9 00 0 05 0 00 0 05
10 00 7 20 0 08 0 00 0 08
15 00 6 20 0 10 0 00 0 10
20 00 5 20 0 12 0 01 0 11
' 25 00 4 70 0 13 0 01 0 12
30 00 4 20 0 14 0 01 0 13
35 00 3 85 0 15 0 01 0 14
40 00 3 50 0 16 0 01 0 14
' 45 00 3 25 0 16 0 01 0 15
50 00 3 00 0 17 0 02 0 15
55 00 2 80 0 17 0 02 0 15
60 00 2 60 0 17 0 02 0 15
65 00 2 47 0 18 0 02 0 16
' 70 00 2 35 0 18 0 02 0 16
75 00 2 22 0 19 0 02 0 16
80 00 2 10 0 19 0 02 0 16
85 00 2 00 0 19 0 03 0 16
'
90
95
00
00
1 90
1 80
0 19
0 19
0 03
0 03
0
0
16
16
100
00
1 70
0 19
0 03
0
16
105
00
1 65
0 19
0 03
0
16
110
00
1 60
0 20
0 03
0
16
1
' 115 00 1 55 0 20 0 03 0 16
120 00 1 50 0 20 0 04 0 16
125 00 1 45 0 20 0 04 0 16
' 130 00 1 40 0 20 0 04 0 16
135 00 1 35 0 20 0 04 0 16
140 00 1 30 0 20 0 04 0 16
145 00 1 25 0 20 0 04 0 16
150 00 1 20 0 20 0 05 0 15
' THE REQUIRED POND SIZE = 1634364 ACRE FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 120 MINUTES
However according to the Harmony Market 0 D P the required storage volume Is 0 20 acre ft This report and design will
,conform to the O D P
1
1
1
1
1
1
1
'
RBD Inc Engineering Consultants
1
Harmony Market Eleventh Filing
'Protect
For
Bogaard Construction Inc
Protect No
673-002
'
This sheet calculates
the stormwater storage for a detention pond
'
Pond Description
Proposed condition with parking lot
Pond to the south of proposed building
'
Detention Pond Rating Curve
Cumulative
Elev Area
Area Storage
'
(ft) (ft2)
(ac) (ac-ft)
------------------------
------------------------ V = d/6*(A+4ABm+B)
498585 0
0 0
498600 203
000 000
PEC
01-Aug-95
4987 00 10 463 024 012 0 20 ac-ft stored at 4987 20'
' 4988 00 22,806 052 050
' Area Capacity Curve
' oe
I
05
' v04
v
<03
0
t
vi 0 2
01
0
'
49855 4988 49865 4987 49875 4988
Stage (it el)
-�- Area -+- capac ty
'
01 Aug 95
' RBD Inc Engineering Consultants
'Project Harmony Market, Eleventh Filing
For Bogaard Construction Inc
Protect No 673-002
' This sheet calculates the stormwater storage for a detention pond
Pond Description Future condition with building expansion
Pond to the south of proposed building
' Detention Pond Rating Curve
Cumulative
Elev Area Area Storage
(ft) (ft2) (ac) (ac-ft)
------------
85
------------------------
0
--
0
'4985
498600
203
000
498700
10,463
024
498800
16,388
038
Area Capacity Curve
' 04
03
u
u
<02
V
t
' N
01
0
'
49855 4986 49865 4987
St ge (ft 9
Area + capac ty
PEC
01-Aug-95
------ V = d/6"(A+4ABm+B)
0
000
012 0 20 ac-ft stored at 4987 25'
043
05
04
03 w
A
02
01
0
49875 4988
01 Aug 95
1
PEC
' 01 Aug 95
'Project Harmony Market P U D Eleventh Filing
For Bogaard Construction Co
Project No 673 002
This page calculates the opening for an orifice plate
Equation Q = CA((2gh)^1/2) Q = release rate
C = discharge coefficient
' A = area of opening
g = grav acceleration 322 ft/s^2
h = water depth above invert
For a flow value of 0 22 cfs
and a discharge coefficient of 0 60 Sharp edged orifice
and a head value of 1 35 ft
' the diameter of the orifice should be 022 ft
'the orifice opening should be drilled at 269 in
or 2 and 11 /16 in
' Now to half of the orifice diameter and use the new head value
need subtract
' with a head value of
1 24
diameter of the orifice should be
023 ft
'the
the orifice opening should be drilled at
2 74 in
' or 2 and
3 /4 in FINAL RESULT
1
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1
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1
I
EXCERPTS FROM
FINAL DRAINAGE REPORTS
for
HARMONY MARKET P U D
SECOND AND THIRD FILINGS
15
F
.ter . - 4e.e{m6.i--- J, 11 i_b.—k-a.
��.�1�,
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re-
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PUILDEAS S; QUA UAAC
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MASS DIAGRAM METHOD
for
DETENTION VOLU:•1ES
PROJECT: HARMONY MARY•:ET, 3RD FILING
COMMENTS: 100 YEAR STORM - pASIN E
MAXIMUM ALLOWASLE RELEASE_
DESIGN RELEASE RATE
RATIONAL EQUATION: 0 = CIA
C Of 1 AREA =
TIME OF CONCENTRATION =
2.69 cfs
2.75 cfs
1T.45 acres
_
fIMF_
(min)
CA
I
INFLOW
ft)-
OUTFLOW
STORAGE
(cl_1 ft)
(cu ft)
(ac ft)
--(in/hr)-.(cu
---------------------------
5
1:7.45
9.1;1).
35315
a25
3549U
0.a147•'3
'
I U
1 Z1. 45
7. 30
5'091 1
165U
57261
1 . 3-1453'1
is
1:f. ?5
6.01
74-630
2475
70155
1.6105-N7
-1)
-
r
1 � . •.,,
5, ^f)
63-928
.. i!7U
�'
8/)bL8
1 . 85i)96 4
'
25
13. 45
4. 6(>
92305
4125
G8681:1
2. i 735812
0
13.45
4.15
100472
4950
95522
2.1?2871
35
13.45
...BQ
107331
5773
1015`
"S
? -
. a4
'
4u
43
1 5. 45
_
1• .45
. 50
3.25
112`i80
114
6bUi?
10638U
2.442148
143
7423
110579
2.533997
5U
1.3.45
3.('PU
12105U
6250
112SOO
? 5^
. ,446 1
55
1 _ . 45
2. 00
124273
<73
., . .5
. !77
I1S^i73
2.644695
- 58
99UU
115992
2.662809
70
13. 45
2 ZDI
1 ^<'i 927
1 155(1
1 18377
2.717561
80
13.45
-�
c.!?..r
132348
13200
119143
2.735261
9'J
1o.4J
1.85
134366
14%5U
119516
2.743.653
'
1.70
1371To
16 C)o
1206(;'O
2.770661
I'I)
13.43
1.53
1_:/J94
13131)
119444
2.742043
'
120
13U
13.45
1..45
1.43
1.,2
140412
1.-a-4131
1921i4)
214'Cl
120613
2.769003
117.3
<.6g6566
140
1 .45
1.24
141?093
2^100
116995
2.6G 34U
150
13.4J
1; 1?
14-!)5U
2475U
I1?3O(1
2.7387._9
_I60 _.
. 1Z,.45
1.1 '
145`i!>6
2640o
119500
2.743471
1 i C)
13. 45
1 . ! 79
1 ^, r l
22051)
- 9
121 7
2.78a960
Io^0
13.45
1.OS
152523
'971)U
12232.-
2.S19628
1
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I, IIJCi PROJECT STC E G E' S / 1 r7" CALCUlAT1DH3 FOR -7r,'QM �QA/N�3GE
( Engineering Consultants MADE BYKtV DATECHECKEDBY DATE SHEET S OF S
SIDE Off'/�IG6 Fore Patio (, - DE,�/(„c/ ,eECE.gSG "' 1
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t �/✓ ,✓ORl� PffGHTE //✓/rEpI/.9TELJ�-_
' BELOW /,UGET GfkTT�GhfLET%y—
Q
Q= 0 2 cs Fc� POND L _ j
51 cE O2/F/cE Fa c PONp E pE5(6J kEGEASE_�R,97-Er770= 2
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ee-
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I Tr% (e��e er,f,cL H= G 3Z- 1C��i6 ± w
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Engineering Consultants
CLIENT NEE/V/ 0,AJ JOB NO 6 3 3- 0 /.s
PROJECT .57_EE "- S /YI1C % —CALCULATIONS FOR S77JQ/1'1 O,Z9/*119e
MADE BY J=J1 DATE 7/'30 CHECKED BY DATE SHEET Z OF S
DETE2/i,/N� PoNO VGcvrrES T -
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_ PoNo L
ro
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033 -v 15
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March 21, 1991
Susan DLma Cayes
City of Forz Collins
storawarer Ltility
235 YaLLreas Street, P O Box 580
Fort Collins, Co 80522
IRE rar-mony lfarket, 3rd Filing, Interim Crading Plan
' Dear Susan
To acco-L-nodate the developer's intent to limit the amount of
' graairg tiork necessary for constructing Steele's lfarket, the Site
Grading Plan has been revised This revision is shown on the
attached interim Site Crading Plan, and t,ould be in effect until
' adjacent portions of harmony ;arket kere aevelcped
The calculations for the required detention srorage volume for
Basins B and F nave Aeen revised to reflect the interim condition
in trese basins lre revised configurations for the tvo ponds, D
and F, will provide adequate retention for each basin for the 100
year storms, and the inueri-1 condition
' the lnzeri-i Site Crading Plan and the calculations have been
at
Lac�ed for your review Please call ne if you rave any
quesziors
' Sincerely,
' Janelle { Ohy-Is, P
Project Ei gireer
' Att tent
' cc
1
033-015
11
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CLI NT I�I��A IJ JOB hO 0,53 0/5
Rwlt4 PROJECT 6/j PELES MAf � CALCV..A-iONSFOR;:�
Engineering Consultants NADEErZI DATE CHECKEDEY DATE SHEET- -OF 1_
-
lQEE-DzD DNF,JE,NTL2>a �01-uME_' o
MASS
EL A>zZ7A
73 21� 0 - - -- - - -
21 G�
31g
00 �?0
/210
2�85
82� 35G9
b3 jDs- 0330 0 20 Pc rr > 0 ICE AcF7-
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Engineering M�CALCULA-IONS FOR 5 n-
Englneenng Consultants WADE 6Y`1nL/(+^DAT 3/19 CHECK*EDSY DA-E SHE,TI-q OF
i- - - -- 1
UN?AV zAR EA5 = 17'r-�� _ WES7- 0F_ No�T r4 PA�/UNC� J oT
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2°ASS DIPCRP24 IiEIrOD
for
'
DL=D*NlION VOLLIdES
`
?ROJECT
1-Pti'ONY IiPR{ET, 3RD FILII%G
'COIniMENTS
100 MAR S_OE14 — BISIN �—,
I24TER114
CRPDING PLAN
'!AXIII'Lli
ILLOtiaBL� R ELEMS ; _
2 69
cis
IDZSICN
ZkS— -RAlr,
R T _
2 69
cfs
'RATIONPL
LQL!ki1O'1 Q = CI-k
C�Cf=
0 73 YR2A =
13 45
acres
TTIZIE OF CONC::NTRATIOTJ
TI'd:
Ck
1
INFLOW
OUTFLOW
STORAGE
------------------
(�1n)
--(in/nr)
----------------
(cu ft)
(cu ft)
(cu ft)
(ac ft)
5
9
32
9
00
26510
-----------------------
807
25703
0
590059
10
9
82
7
30
43003
1614
41391
0
950207
15
9
82
6
00
53020
2421
�50599
1
161591
20
9
82
5
20
61267
3228
58039
1
332402
25
9
82
4
60
67748
4035
1
4626d1
30
9
82
4
15
73344
4842
�63713
1
572594
35
t0
9
82
3
80
78352
5649
�68502
+72703
1
669023
9
82
3
50
82473
6456
76019
1
745165
'
45
50
9
9
82
32
3
3
25
CO
86157
7263
73894
1
811165
55
28366
8070
80296
1
843354
9
82
2
SO
90723
8877
81246
1
378924
60
9
82
2
GO
91901
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82217
1
837446
70
9
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2
30
94847
11293
835A'9
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91801A
80
9
82
2
05
96614
12912
83702
1
921534
90
100
9
82
1
85
93087
IA526
83561
1
913292
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10011-9
16140
84009
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120
9
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1004-"3
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102505
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903566
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1
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2A
101091
102269
20982
22506
180109
1
339056
79673
1
829052
150
9
82
1
19
105156
2d210
80946
1
858268
160
9
82
1
13
106511
25824
80687
1
852321
'
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9
82
1
09
109162
27438
3172A
1
376127
180
9
82
1
05
1113d2
29052
82290
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"k1 11
PIPES AND INLETS
OU
OPEN CHANNEL FLOW ANALYSIS FLOW IN =7 PIPE
Developed by Dr James Guo Civil Eng Dept U of Colorado at Denver
Metro Denver Cities/Counties and UD&FCD Pool Fund Study
User= KEVIN GINGERY RBD INC FT COLLINS COLORADO
ON DATE 06 19 1995 AT TIME 09 56 44
�• PROJECT TITLE HARMONY MARKET P U D ELEVENTH FILING
(FOR PIPE DRAINING PLAZA)
* DESIGN INFORMATION
�IPE (EQUIVALENT) DIAMETER(INCHES) 8 13 ( USE A4 PIPE IN PARKING LOT)
IPE ROUGHNESS MANNING N 0 013 `2
PIPELINE SLOPE (FT/FT) = 0 0090
FESIGN FLOW RATE (CFS) = 1 20
• NORMAL FLOW CONDITIONS
FLOW CENTRAL ANGLE (DEGREE) = 360 00
LOW DEPTH (FEET) = 0 68
LOW AREA (SO FEET) = 0 36
LOW VELOCITY (FPS) = 3 33
SPECIFIC ENERGY (FT) = 0 85
PECIFIC FORCE (KLB) = 0 02
LOW FROUDE NUMBER = 0 00
NOTE FROUDE NUMBER=O MEANS FLOWING FULL
•* CRITICAL FLOW CONDITIONS
LOW CENTRAL ANGLE
LOW DEPTH
FLOW AREA
LOW VELOCITY
INIMUM SPECIFIC ENERGY
INIMUM SPECIFIC FORCE
SLOPE
1
1
(DEGREE) =
243 574
(FEET) =
0 52
(SO FEET) =
0 30
(FPS) =
4 06
(FT) =
0 77
(KLB) =
0 01
(FT/FT) =
0 0104
1
' PEC
15-Sep-95
Project: Harmony Market, Eleventh Filing
'For: Bogaard Construction, Inc.
Project No.: 673-002
'This sheet calculates the controlling condition for the area inlets in the plaza.
Note that there are two inlets in the plaza, not a double inlet.
' Design Point: 3 Q100 is 2.70 cfs at the surface of the inlet.
' Use two (2) Neenah Model No. B-4990-BX Grate and Frame
Weir equation: Orifice equation:
' Qw = C L H11.5 Qo = C A (2gH)AO .5
C = 3.0 C = 0.6
L = 2.71 ft A = 0.45 ft2
' (50% clogged)
H Qw Qo
' (ft) (cfs) (cfs)
--- ----------
0.00 0.00
' 0.10, 4 26 0.69
0.20„„ {I Zit 0.97
0.30 1.34 ` 9
' 0.40 2.06 9 37
0.50 2.87 3.
' 0.60 3.78 9 W
0.70 4.76
0.80 5.82;;>k
' 0.90 6.94 £ifs
1.00 8.13 21
0
o
02 04
16 o.e
'
W.E1 )
i
i 1
R-4990 Heavy Duty
Trench Frames with Grated or Solid Covers
MATERIALS All frames and grates are furnished standard in Gray Iron Class 35
for heavy duty use For extra heavy duty use see page 170 for Airport Trenches
�p CAI���P.�OG�vofJ
Standard Cover Dimensions
Catalog
Dimensions in inches
Weight per lineal foot (without frame)
No
A
B
C
Type A
Type C
Type D
Type E
Type P
Frame
R 4990 AX
8
11/2
6
19
22
19
22
25
12
R 4990 BX
10
11/2
8
24
27
29
27
31
12
R 4990 CX
12
11/2
10
28
31
40
36
37
12
R 4990 DX
14
1 Y2
12
33
35
52
47
45
12
R 4990 EX
17
1 yi
15
39
52
55
49
-
12
R 4990 FX
20
11/2
18
54
67
70
70
-
12
R 4990 GX
23
1 yri
21
60
77
85
-
-
12
R 4990 HX
26
1 y4
24
71
100
85
-
-
12
R 4990 JX
30
2
1 27*
100 1
120
1 100
-
-
17
R 4990 KX
33
2
110
140
150
-
-
17
R-4990 LX
36
2
120
130
185
-
-
17
R 4990 MX[51
39
2
L48
130
200
180
-
-
17
R 4990 NX45
2
150
245
210
—
—
17
R 4990 OX
2
' *Y4 Annular spacing Weight perfoot—includes both sides
R-4991 Light Duty
' Trench Frames with Grated or Solid Covers
Standard Cover Dimensions
Catalog
Dimensions in inches
III eight per lineal foot (without frame)
No
A
B
C
Type
Type C
Type D
Type
Type P
Frame*
R 4991 AX
8
116
6
12
15
22
17
—
12
R 4991 BX
10
11/2
8
14
18
28
27
—
12
R-4991 CX
12
1 Y2
10
13
23
34
23
—
12
R 4991 DX
14
1 Jh
12
16
22
27
28
—
12
R 4991 EX
17
1142
15
29
29
37
38
—
12
R 4991 FX
20
1 Yz
18
41
42
42
42
—
12
GX
23
1yi
21
51
51
55
51
—
12
'R4991
R 4991 HX
26
13,(2
24
44
58
65
63
—
12
R 4991 JX
29
1 J/z
27
71
79
74
74
—
1 12
R 4991 KX
32
1 Y2
30
52
90
86
87
—
12
4991 LX
35
1 j/z
33
120
—
100
105
—
12
'R
R 4991 MX
38
1I/Z
36
95
120
110
115
—
12
R 4991 NX
44
1
42
1 15
155
120
115
—
12
R 4991 OX
50
1 y,
48
135
145
105
110
—
12
'-.reignT per TooT—incivaes ootn sides
' T!NOMINAL
I6 ASPACE OPEN A SOLID
GRATE
'
Cr LID+-jII 1.�..
A L ♦ �
Illustrating heavy duty trench frames and Type A
grates to drain loading ramp Designs in this series
are being used successfully in subway construction
intersecting elevated highways and underpasses
airport hangar doors ramps and other special
purposes
Illustrating trench frames with grated covers in the
deck area around a municipal pool
= NOMINAL A
16 ANNUL OPEN SOLID
71
SPACE GRATE LID
m
C
` LIGHT DUTY
The above schematic drawings ident fy basic
d mensions only and do not apply to all cover
designs Bar and r b depths plate thicknesses
and seat ng widths may vary on different
sizes and styles If your project has des gn
restr ct ons ask for approval drawings
t28
NEENAH
FOUNDRY COMPANY
(41,4) 7 ZS -7 0Cp
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
ON DATE 07-31-1995 AT TIME 10 02 52
t** PROJECT TITLE 4' CHUTE
*** CURB OPENING INLET HYDRAULICS AND SIZING
'
INLET ID NUMBER ItJ"ro FOi.1D E
71-lis C,9,TrE VJ%LL.
HANPIE
1JvisC.1JG� F1-oy.�S
'
INLET HYDRAULICS IN A SUMP ---
-- -
GIVEN INLET DESIGN INFORMATION
'
GIVEN CURB OPENING LENGTH (ft)= 4 00
HEIGHT OF CURB OPENING (in)= 6 00
INCLINED THROAT ANGLE (degree)= 0 00
'
LATERAL WIDTH OF DEPRESSION (ft)= 2 00
SUMP DEPTH (ft)= 0 00
Note The sump depth is additional depth to flow
depth
STREET GEOMETRIES
STREET LONGITUDINAL SLOPE (%) = 1 67
'
STREET CROSS SLOPE M = 2 00
STREET MANNING N = 0 016
GUTTER DEPRESSION (inch)= 1 50
'
GUTTER WIDTH (ft) = 1 00
STREET FLOW HYDRAULICS
'
WATER SPREAD ON STREET (ft) = 11 13
GUTTER FLOW DEPTH (ft) = 0 35
FLOW VELOCITY ON STREET (fps)= 3 71
'
FLOW CROSS SECTION AREA (sq ft)= 1 35
GRATE CLOGGING FACTOR ($)= 50 00
CURB OPENNING CLOGGING FACTOR(%)= 10 00
INLET INTERCEPTION CAPACITY
IDEAL INTERCEPTION CAPACITY (cfs)= 3 58
BY FAA HEC-12 METHOD DESIGN FLOW (cfs)=
5 00
FLOW INTERCEPTED (cfs)=
3 39
CARRY-OVER FLOW (cfs)=
1 61
BY DENVER UDFCD METHOD DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
5 00
3 22
CARRY-OVER FLOW (cfs)=
1 78
' iF -TAC. IQLr---t noFas I i-T ayse.-ro�- -ne
MEDIIy� io -'L,E PD.2K_tQE:j Uo-T , 50 "Toe CA.•2Qj/OVCiZ. FLc�.]
' 1,31 LL.. 1-l&V E A Fb.-TVA
t-----------------------------------------------------------------------------
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
kN DATE 07-31-1995 AT TIME 10 10 48
** PROJECT TITLE 4' CURB OPENING
*** CURB OPENING INLET HYDRAULICS AND SIZING
' INLET ID NUMBERe_-n��
' INLET HYDRAULICS IN A SUMP
GIVEN INLET DESIGN INFORMATION
1
GIVEN CURB OPENING LENGTH
(ft)=
4
00
HEIGHT OF CURB OPENING
(in)=
6
00
INCLINED THROAT ANGLE (degree)=
0
00
LATERAL WIDTH OF DEPRESSION
(ft)=
2
00
SUMP DEPTH
(ft)=
0
00
Note The sump depth is
additional
depth to flow depth
STREET GEOMETRIES
STREET
LONGITUDINAL
SLOPE (%) =
0 60
STREET
CROSS SLOPE
M =
1 00
STREET
MANNING N
=
0 016
GUTTER
DEPRESSION
(inch)=
1 50
GUTTER
WIDTH
(ft) =
1 00
STREET FLOW HYDRAULICS
WATER SPREAD ON STREET
(ft) =
21
44
GUTTER FLOW DEPTH
(ft) =
0
34
FLOW VELOCITY ON STREET
(fps)=
2
07
FLOW CROSS SECTION AREA
(sq ft)=
2
41
GRATE CLOGGING FACTOR
M =
50
00
CURB OPENNING CLOGGING
FACTOR(%)=
10
00
INLET INTERCEPTION CAPACITY
IDEAL INTERCEPTION CAPACITY (cfs)=
3 46
BY FAA HEC-12 METHOD DESIGN FLOW
(cfs)=
5
00
FLOW INTERCEPTED
(cfs)=
3
27
CARRY-OVER FLOW
(cfs)=
1
73
BY DENVER UDFCD METHOD DESIGN FLOW
(cfs)=
5
00
FLOW INTERCEPTED
(Cfs)=
3
11
CARRY-OVER FLOW
(cfs)=
1
89
1
1�
N' rtG
I
1 I
1
I
ar-
1
IF i
EROSION CONTROL
2/
11
I
RMINC
Engineering Consultants
209 S Meldrum
Fort Collins Colorado 80521
303/482 5922
'
FAX 303/482 6368
' September 15, 1995
'
Mr Basil Hamdan
City of Fort Collins
Utility Services Stormwater
'
235 Matthews
Fort Collins, CO 80522
' RE Harmony Market P U D Eleventh Filing Erosion Control Cost Estimate
Dear Basil
' This portion of the report 1s to satisfy the City of Fort Collins requirements for an erosion control
security deposit for the Harmony Market P U D , Eleventh Filing The City of Fort Collins Current
Cost Factors will be used in this estimate
There will be approximately 2 86 acres disturbed within this project Using the city criteria of
' $650 00 per acre for sites less than 10 acres, and a 150% contingency, the total obligation of Bogaard
Construction Company for a secunty deposit would be
' (2 86) x ($650 00 per acre) x (150% contingency) _ $2788 50
' A cost breakdown of the erosion control measures that will need to be installed is listed below
Temp seed & Mulch (2 86 ac @ $500 per acre) _ $1430
' Straw Bale check dams (1 @ $150 apiece) _ $ 150
Inlet Filters (3 @ $200 apiece) _ $ 600
' TOTAL x 150% CONTINGENCY = $3270
1
28
Denver3031458 5526
c
1
' Therefore the larger amount or the amount of security deposit obligation should be in the amount
of $3270 00
Please call with any questions regarding this estimate
' Respectfully,
' RBD Inc , Eng Consultants
?Proji
E Cab
ect ngineer
t
1
I�
1
�II
1
9N
' This page outlines the rainfall performance standard evaluation PEC
19 Jun 95
Project Harmony Market P U D Eleventh Filing
STANDARD FORM A
For Bogaard Construction Co
Project No 673 002
DURING CONSTRUCTION
'
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(feet
%
feet
1 MODERATE 108 280
10
'
2 MODERATE 150 400
10
3 MODERATE 015 150
10
4 MODERATE 018 100
05
'
291
NET
32402 097 7710
'
Basins 5 and 0 1 are already paved therefore erosion control is in place already
5 MODERATE 003 NA
01 MODERATE OFFSITE NA
'
AFTER CONSTRUCTION
This value is the during construction" value divided by 0 85
'
Its value is 90 71 %
1
This page calculates the effectiveness of the erosion control plan PEC
15 Sep-95
'Protect
Harmony Market P U D
Eleventh Filing
STANDARD FORM B
For Bogaard Construction Co
Protect No 673 002
1
EROSION
C Factor
P Factor
Comments
CONTROL
Value
Value
'
METHOD
Gravel Inlet Filters/Straw Bates
1 00
080
3 Inlets 1 Bale
'Temporary
Vegetation
045
1 00
Pond area
Sod Grass
001
1 00
Pond area
Native Grasses -Cover Crop
015
1 00
Parking lot Building Pond
'
Asphalt/Concrete Pavement
001
1 00
Parking lot Building
1
1
1
1
1
MAJOR
PS
SUB-
AREA
BASIN
%
BASIN
ac
DURING CONSTRUCTION AFTER CONSTRUCTION
1
1 08
McClellands
77 10%,
EFFECTIVE C' 045 001
EFFECTIVE P 080 1 00
EFFECTIVENESS 64 00% 99 00%
2
1 50
EFFECTIVE C 015 001
EFFECTIVE P 080 1 00
EFFECTIVENESS 88 00% 99 00%
3
015
EFFECTIVE C 015 001
EFFECTIVE P 080 1 00
EFFECTIVENESS 88 00% 99 00%
4
018
EFFECTIVE C 015 001
EFFECTIVE P 1 00 1 00
EFFECTIVENESS 85 00% 98 80%
TOTAL
291
78 91 % 98 99%
Since 78 91 % > 77 10% proposed plan is OK during construction
Since 98 99% > 90 71 % proposed plan is OK after construction
1
I
1
1
1
1
n
1
rnNf:ZTP1 irTnnN gFni iFNrir
YEAR
1995 1996
MONTH
O I N I D I J I F I M I A I M I J I J I A I$
OVERLOT GRADING
WIND EROSION CONTROL
Sod Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Sod Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other —Gravel Mulch
VEGETATIVE
Permanent Seed Planting
Mulch ing/Seolont
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blonkets
Other
STRUCTURES INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
F3
i
D
n
z
TABLE
8-A
-' FLOW
RAINFALL PERFORMANCE STANDARDS
FOR FORT COLLINS, COLORADO
LENGTH
SLOPE
(1)
(FT)
0 5 1 0 1
5 2 0 2 5 3 0 3 5 4 0 4 5
5 0 6 0 7 0 8 0 9 0 10 0 20 0 30 0 40.0 50 0
100
70
9
74
6
76
8
78
4
79
5
80
3
81
1
81
6
82
1
82
5
83
0
83
4
83
6
83
8
84
0
84
7
84
8
84.9 84 9
200
72
0
76
3
78
2
79
5
80
5
81
2
82
1
82
5
82
8
83
2
83
6
83
9
84
0
84
2
84
3
84
8
84
9
84 9 84 9
300
72.4
77
0178
8
80
0
80
9
81
6
82
5
82
8
83
1
83
5
83
8
84
1
84
2
84
3
84
4
84
8
84
9
84 9 85 0
400
72
6
77
4
79
1
80
3
81
2
81
8
82
7
83
0
83
3
83
7
84
0
84
2
84
3
84
4
84
5
84
8
84
9
84 9 85 0
500
72.7
77
7
79
4
80
5
81
3
81
9
82
8
83
1
83
4
83
8
84
1
84
3
84
4
84
5
84
6
84
9
84
9
85 0 85 0
600
72
8
77.9
79
5
80
6
81
4
82
0
83
0
83
2
83
5
83
9
84
1
84
3
84
4
84
5
84
6
84
9
84
9
85 0
700
72
8
78
0
79
7
80
8
81
5
82
1
83
0
83
3
83
5
84
0
84
2
84
4
84
5
84
5
84
6
84
9
84
9
85 0
800
72
7
78
1
79
7
80
8
81
6
82
2
83
1
83
4
83
6
84
0
84
2
84
4
84
5
84
6
84
6
84
9
84
9
85 0
900
72
7
78
2
79
8
80
9
81
7
82
2
83
2
83
4
83
6
84
1
84
3
84
4
84
5
84
6
84
7
84
9
84
9
85 0
1000
72
7
78
3
79
9
81
0
81
7
82
3
83
2
83
5
83
7
84
1
84
3
84
4
84
5
84
6
84
7
84
9
84
9
85 0
1100
72
6
78
3
79
9
81
0
81
7
82
3
83
3
83
5
83
7
84
1
84
3
84
5
84
6
84
6
84
7
84
9
84
9
1200
72
6
78
4
80
0
81
0
81
8
82
3
83
3
83
5
83
7
84
2
84
3
84
5
84
6
84
6
84
7
84
9
84
9
1300
72
6
78
4
80
0
81
1
81
8
82
4
83
3
83
6
83
8
84
2
84
4
84
5
84
6
84
6
84
7
84
9
85
0
,.
1400
72
5
78
5
80
1
81
1
81
8
82
4
83
4
83
6
83
8
84
2
84
4
84
5
84
6
84
7
84
7
84
9
85
0
1500
72
4
78
5
80
1
81
1
81
9
82
4
83
4
83
6
83
8
84
2
84
4
84
5
84
6
84
7
84
7
84
9
85
0
1600
72
4
78
5
80
1
81
1
81
9
82.4
83
4
83
6
83
8
84
2
84
4
84
5
84
6
84
7
84
7
84
9
1700
72
3
78
5
80
1
81
2
81
9
82.4
83
4
83
6
83
8
84
3
84
4
84
5
84
6
84
7
84
7
84
9
1800
72
3
78
6
80
1
81
2
81
9
82
4
83
4
83
7
83
8
84
3
84
4
84
5
84
6
84
7
84
7
84
9
1900
72
2
78
6
80
2
81
2
81
9
82
5
83
5
83
7
83
9
84
3
84
4
84
5
84
6
84
7
84
7
84
9
2000
72
2
78
6
80
2
81
2
81
9
82.5
83
5
83
7
83
9
84
3
84
4
84
6
84
6
84
7
84
7
84
9
2500
7l
9
78
6
80
2
81
3
82
0
82
5
83
5
83
7
83
9
84
3
84
5
84
6
84
7
84
7
84
8
3000
71
6
78
7
80
3
81
3
82
0
82
5
83
6
83
8
84
0
84
4
84
5
84
6
84
7
84
7
84
8
3500
71
4
78
7
80
3
81
3
82
0
82
6
83
6
83
8
84
0
84
4
84
5
84
6
84
7
84
7
84
8
4000
71.1
78
6
80
3
81
3
82
0
82
6
83
6
83
8
84
0
84.4
84
5
84
6
84
7
84
8
84
8
4500
70
9
78
6
80
3
81
3
82
0
82
6
83
7
83
9
84
0
84
4
84
6
84
6
84
7
84
8
84
8
a
m
5000
70
6
78
6
80
3
81
3
82
0
82
6
83,.7
83
9
84
0
84
4
84
6
84
7
84
7
84
8
84
8
Cl
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A
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TABLES AND F GUR7S
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No Text
1
Table 86 C Factors and P Factors for Evaluating EFF Values
Treatment
C Factor P Factor
i
BARE SOIL
Packed and smooth
1 00
1 00
Freshly disked
1 00
0 90
Rough Irregular surface
1 00
0 90
SEDIMENT BASINITRAP
1 00
050111
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG
1 00
080
SILT FENCE BARRIER
1 00
050
ASPHALT/CONCRETE PAVEMENT
001
1 00
ESTABLISHED DRY LAND (NATIVE) GRASS
See Fig 8 A
1 00
SOD GRASS
001
1 00
TEMPORARY VEGETATION/COVER CROPS
045121
1 00
HYDRAULIC MULCH @ 2 TONS/ACRE
0 10i1
1 00
SOIL SEALANT
001 060,11
1 00
EROSION CONTROL MATS/BLANKETS
010
1 00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
114" to 1 1 /2" and applied at a rate of at least 135 tons/acre
005
1 00
HAY OR STRAW DRY MULCH
After plantino rass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the soil
Slope (%
1 to 05
006
1 00
o" to 10
006
1 00
11 to 15
007
1 00
16 to 20
011
1 00
21 to 25
014
1 00
25 to 33
017
1 00
> 33
020
1 00
' NOTE Use of other C Factor or P Factor volues reported in this table must be substantiated by documentation
(1) Must be constructed as the first step in overlot grading
' (2) Assumes planting by dates identified in Table 11-4 thus dry or hydraulic mulches are not required
(3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated
(4) Value used must be substantiated by documentation
1
' MARCH 1991 E 6 DESIGN CRITERIA
Table 8 B C-Factors and P-Factors for Evaluating EFF Values (continued from previous page)
Treatment
C Factor
P Factor
CONTOUR FURROWED SURFACE
Must be maintained throughout the construction period,
otherwise P Factor = 1 00
Maximum
length refers to the down slope length
Basin Maximum
Slope Length
101, (feet)
1 to 2 400
1 00
060
3 to 5 300
1 00
050
6 to 8 200
1 00
050
9 to 12 120
1 00
060
13 to 16 80
1 00
070
17 to 20 60
1 00
080
>20 50
1 00
090
TERRACING
Must contain 10 year runoff volumes, without overflowing, as determined by applicable
hydrologic
methods, otherwise P Factor - 1 00
Basin
Slope M
1 to 2
1 00
0 12
3 to 8
1 00
010
9 to 12
1 00
012
13 to 16
1 00
014
17 to 20
100
_
016
>20
1 00
018
NOTE. Use of other C Factor or P Factor values reported in this table must be substantiated by documentation
r -
u�
'- -� sue.•: i �^-
1
MARCH 1991 87 DESIGN CRITERIA