HomeMy WebLinkAboutDrainage Reports - 02/21/2008I
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' December 10, 2007
' Mr. Basil Harridan
City of Fort Collins
Storm Water Utility
' 700 Wood Street
Fort Collins, CO 80522
INTERWEST = CONSULTING G R O U P
City of Ft. Collins Appro Plans
Appmed By q_
Date Z/ z� / os
Re: Habitat for Humanity — Rigden Farm Filing Six Lots M3, M4 & D14
ICG Project No. 1034-025-02
Dear Basil,
Please accept the following letter report on behalf of Habitat for Humanity to demonstrate the
site's compliance with the previously approved Final Drainage Report for Rigden Farm Filing
Six, as prepared by JR Engineering, dated February 8, 2002.
INTRODUCTION
This proposed development is legally known as Lots M3, M4 & D14 of Rigden Farm Filing Six
and contains a total of 49,806 square feet or 1.14 acres. Lot M3 is bounded on the north by
William Neal Parkway, the east by Chase Drive, the south by Lot D14 and the west by an
existing outlot. Lot M4 is bounded on the north by Tract AN, on the east by Chase Drive, and on
the south and west by existing outlots. Lot D14 is bounded on the north by Lot M3, the east by
Chase Drive, the south by Tract AN, and on the west by an existing outlot. The majority of the
site generally drains to the northeast and flows are conveyed via curb and gutter and storm pipe
system to existing detention pond 269. The design for this pond was included as part of the
Filing Six Drainage Report and was constructed with that Filing. A small portion of the site
drains to the north and flows are conveyed via curb and gutter and storm pipe system to existing
water quality detention pond 3. The design for this pond was included as part of the Filing Six
Drainage Report and was constructed with that Filing. The original runoff coefficient
calculations used for the design of these ponds are attached for reference and all detention and
water quality requirements for this site have been met by the overall Ridgen Farm development.
EXISTING CONDITIONS
' The site is currently vacant and contains a stand of grasses. The Overall Drainage Basin Map
that was included in the previously approved Final Drainage and Erosion Control Report shows
the majority of the site draining into sub -basin 144, as shown on the enclosed map. A small
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' 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550
TEL. 970.674.3300 • FAX. 970.674.3303
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Mr. Basil Hamdan
December 10, 2007
Page 2 of 3
portion of the site, located in the northwest corner, drains into sub -basin 134. A small southern
portion of the site drains into sub -basin 148.
PROPOSED DEVELOPMENT
The proposed development continues to direct runoff to the perimeter streets and ultimately to
either the Foothills Regional Channel or the Fossil Creek Reservoir Inlet Ditch (FCRID) as
anticipated in the Filing Six Final Drainage Report. The majority of the site will sheet flow north
and east to Chase Drive where it will be conveyed by curb and gutter to the north to William
Neal Parkway. Flows will then be conveyed east in the curb and gutter of William Neal Parkway
to design point 42 of the Rigden Farm Filing Six report where it will be collected by an existing
sump inlet and conveyed via storm pipe to Pond 269. Pond 269 releases to into FCRID. A small
amount of the northwesterly portion of the site will sheet flow north toward William Neal
Parkway and east via curb and gutter to an existing on -grade inlet with storm pipe system that
conveys flows into Water Quality Detention Pond 3 before releasing into Foothills Regional
Channel. A small amount of the south portion. of the site will sheet flow east toward Chase
Drive where it will be conveyed by curb and gutter to the south to an existing on -grade inlet with
storm system that ultimately conveys flows into Pond 269.
The Filing Six design utilized an "Ultimate Development" condition for the basins that make up
the site. All the area contained within the site was assumed to be Multi -Family with an
imperviousness of at least 57% and a Runoff Coefficient of at least 0.64. The actual
imperviousness of Lot M3 is 35%, with a minor storm Runoff Coefficient of 0.41. The actual
imperviousness of Lot M4 is 33%, with a minor storm Runoff Coefficient of 0.39. The actual
imperviousness of Lot D14 is 32%, with a minor storm Runoff Coefficient of 0.32. Therefore, it
is requested that the site be deemed in substantial conformance with the previously approved
Final Drainage Report. Please refer to the attached spreadsheet for calculations.
EROSION CONTROL
Erosion and sedimentation will be controlled on -site by use of silt fence, inlet protection; seeding
and mulch. Please refer to the attached Grading and Erosion Control Plan. The measures are
designed to limit the overall sediment yield increase due to construction as required by the City
of Fort Collins. During overlot and final grading the soil will be roughened and furrowed
perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor
shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out
proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust
nuisance that has originated from his operations from damaging crops, orchards, cultivated
fields, and dwellings, or causing naissance to persons. The Contractor will be held liable for any
damage resulting from dust originating from his operations under these specifications on right-
of-way or elsewhere.
Mr. Basil Hamdan
' December 10, 2007
Page 3 of 3
' It is unlawful to track or- cause to be tracked mud or other debris onto city streets or rights -of -
way unless so approved by the Director of Engineering in writing. Wherever construction
vehicles access routes or intersect paved public roads, previsions must be made to minimize the
transport of sediment by runoff or vehicles tracking onto the paved surface. The contractor will
be responsible for clearing mud tracked onto city streets on a daily basis.
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All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Silt fence may
require periodic replacement.
All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation shall
not be considered established until a ground cover is achieved which is demonstrated to be
mature enough to control soil erosion to the satisfaction of the City Inspector and to survive
severe weather condition.
Please refer to the Erosion Control Cost Estimate for escrow amount attached to this letter.
If you have any questions or comments please contact me at (970) 674-3300, east. 106.
Sincerely,
Robert Almirall, P.E.
Colorado Professional Engineer 33441
' Attachments
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CONSTRUCTION PUN NOTES
1 \ SEPTEMBER.2CO3 (`
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INSTALLED PRIOR MAW LAND DI•TURBINCACTNRY(STOCKF1UNG. STRIPPING. � 7 JOMV
IIIB J]. JT ZOEI ��' I I• SIT NG.ETC). ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE 4 UN(rj
/I.TJ INSiALLEDATTHEAPPROPRIATETMEINTHECONSIR ON5 UENCEAS a S N(y
_ 1 8 I INDICATED IN THE APPROVED PROJECTSCHEWLE,CONSTRUCTIONPIANSAND OI Ui
& J 120 I •. I EROSION CONTROL REPORT. K RY IlL Z Q N
1a3 r /-^ l �. AATALLTMESDURINGCONSTRUCTION.THEDEVELpPEASHALLBERE NSB LL LL Q OIn
\ 1' 1 - FOR PREVENTING ANDCONTROLLING ONS(TE EROSION INCLUDING KEEFNG THE IY (- J � j 0)
/l PROPERTYSUFFICIENTLYWATEREDSOASTOMINIMREWINODLOWNSEDIMENT. 1' F O UJ
TIE DEVELOPER$XALL ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING
4•
I ALL EROSION CONTROL FACILITIES SHOWN HEREIN.
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/ FF- 188 / \` N 'I \ TOTHEAREAIA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS. AND FOR
l .. �5' 'I I / i i..; TIESHORTESTPTACRCALT•ERIODOFTME Q a 4'
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L ( •• I �I I MUCH.VEGETATIONOROTIERPERMANEM ER090NCONTROLBMPSARE
•�2u \ ,. \/ 4;s INSTALLED, NO SOILSINAREAS OUTSIDE PROJECT STREET RIGHTSDFi AY SHALL 10i 12B0 'il• I� I REMAINS BEFOR BY LAND DISTIRSING ACTM1'RY FOE BEFORER MORE THAN THIRTY
t SEEDAYSOEF.RND APING.EMNRARYORPERMANESSOT-E0NSEAPPR VED
\ +l I /'I If . " `,I SEED/MVLCX.LANOSCAPING. ETCJISINSTALLEO, UNLESSOTHERN'ISE IPPROVED
GARAGE � l •.I I I _ll BV THEcm NTv. /cou
120 I 120 OARA'�• I PLAN B I I 1 J, IN ORDER TO MINIMI EEROSION POTENTIAL ALLL TEMFORARY(STRUCTURA-1
/19d� \ \ - N ` FF- 140 I I I¢� I I EROSION CONTROL MEASURES SNALL L
20�I / b I,�„•I b ,,� I I' A. BE INSPECTED AT A WHIMM OF ONCE EVERY TWO QJ WEEKS AND AFTER EACH ,n
1 r SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARIIN v 4
,GARAGE 'I I dPo3ER5 •' ; I •'I ORDER TO ENSURETIE CONTINUED PERFORMANCE OFTHOR INTENDED FUNCTION. P- ^
B.REMAININPACEUNTILSUCHTMEASALLTHESURROUNDINGDISTJMME EAS L 9Y
O • y • Y / y` /, 20S I S I 'I ARE SUFFICIENTLYSTABILREO AS ORMINED BYTHE EROSION CONTROL
�I �' h �.. { INSPECTOR J
9, 143J 19-90 115 I C BEREMOVEDAFTERTHESREHASBEFJJ3 CIENTLYST :1IEDAS y� O
b . 1AeD �^ _ .' Izaa I •. 121 113 1 `..I OE7ERMINEDWTHEER0SI0NCONTROLINSPECT L �I
Y 209 1180 ~ I / 01 , ( I ,i•' 1'_.f B.WXEN TEMPOgAIN EROSION CONTROL MEASURES ARE REMOVED. THE
I 1aLb'' \ / b I OEVELOPERSHALL BE RESPoNSIBLE FORTHECLEAN UP AND REWWALOF ALL Q F
1A' I SEDIMENT AND DEBRIS FROM ALL DRAINAGE INFRASTRUCTURE AND OTHER PUDUC
�S115� I I 110i1 1 E / Yf (y SRNY= , r FACIUTES. O
1 2 RISER9
IFIA C / 9 RISERS '( IE(L (1EK�AfChitl
Id90 C R FF-16.8 / " PLANA 11d - PLAND '� AJNK�IAISBB MATERIALS
NACVERTENLL DEPOSATELYCIEAN UPANYCONSTRULTON
/ MATERIAL9INAOVEfl1ENTlY DEPOSITED ON EXISTING STREETS. SIDEWALKS. OR FF�-�[-,
FF- 1S0 FF- 12] 1' /'i :.i �' (.i
I THEIR STREETS AND WAIKWAVSARE IR9
' I � ', b' b � 16M �•� / I . •I b b _ _121 :I I CLEANED ATTIRE END OF EACH VaVRKING GAY. y, � 'Z
V 101T / \ F I I' IOALLRETAINEOSEpIMENTSPAHTICUURLYTHOSEONPAVEOROADWAY O
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_ I AS MOTTO CAUSE THEIR RELEASE INTO ANY WATERS OFTIE UNITED STATES /9/ `', N
< ` {L
91 �� / III _ 11. NO SQL STOCKPILE SHALL EXCEEDTEN 110)FEET INHEIGHT. ALISIDL
-
J4 IY'M / / II.SI Il. ]I •16.0 I -w 93�� \ � / / STOCKPILES SHALL BE PROTECTED FROM • SEDWENTTRANSPORT BY SURFACE
L- �� �'-J ROUGHENING. WATERING. AND PERIMETER SILTFENCING. AWSOILSTOCKPLE t�
l l Yn t�n
g T (./1 •• �. _,- �.. r ___ REMAININGAR THIRTY I3010AYS SHALLBE SEEDED ANDMULCHED. _•
( �/ I I '•r 12.Cm ORDINANCEANOCOLORADO DISIMHARGE RMRI-CWTH{COP51 Z
-+ ^a �� - r-- l�M = - _-�.�G --- J �'L�_-- - --�` I ',T/ -I_� gEOUIREMENTS MAKE II UNLAWFULTO DISCHARGE OgALLOW TIE DISCHARGE OF O
__—T" =,. —I-- �_�-__\�=� - / I `L ___ ANVPOULTANTORCOWAMINATEDWATERFROMCONSRIVCIIONSITE.. Q
AIL POLLUTANTS INCLUDE BUT ARE NOT UMRED TO DISCARDED BUILDING MATERIALS.
CONCRETETRUCK WASHOUT. CHEMICALS OILAND GAS PROD
UCTS, LITTER, AND
\ / /I"•�1 SANRARYWASTE THEDEVELOPERSHALLATALLTMESTAKEWXAM/ER
MEASURES ARE NECESSARY TO ASSURE THE PRO PERCONTNNMENTANODISPOSALOF O
LOCALSTATE. I!I ON ADPEESRE INACCOROANCE WITH ANY AND ALLAPFLJI
19V L LOCAL STATE, ANpf EDERALgEGU1AT10NS
13.CONDMON51NTHEFIEI MAYWARRAWEROSONCONTTOLMEASURESIN
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ADDITION TO WHAT IS SHOWN ON THESE P1,ANS THE
ARj1/ 1511/ Ag11/ /)91Bi / I ' IMI ENTWHATEVER MEASURES ARE D DETERMINED ECESW .AS DIRECTED BY
J I THECm/MSP:CMR, / j`�
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�\ ____ ___- _ _________ _"____ I / ANDAMXWUMRMEOFS CHIUS. ALL XAVEAMAYIMUM TRUD OF IOINCHES
\ -� I• ��HA ANpALUY1MUM RISE OiJWCXES
-t------- ---------------------- -- __-J \ /I 15. ALL DISTURBED AREAS SHALL BE REVEGETATEO PER THE UNDSCAPE PLAN -- _______�____- _ I p7
�- -- - �-- � __ / � 13 ( - NGNETESTJBgS.
IS. UMRSOFSTREETCUTAREAPPROXIMATE, FINAL UMITSARETO REDETERMINED N ON ,� Q
IN T IE FIELD BYCm ENWNEER INSPECroq.ALL REPNRS TO BE IN ACCORDO ANCE \ p <
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WITH Cm STREET REPAIR STANDARDS. ^ �
IJ. NO PROPOSED GRADING SHALL TAKE PLACEON ANYNEIGHpORING PROPER!'. O z IS a IS
WX
I OTY OF FORT COWNS. COLORADO o a a U
UTILITY PLAN APPROVAL
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APPROW-D:
CITY ENO'MFR
CHECKED BY:
GENERALNOTES
IMIER • rOAg[EyATEp ITEITY
I. ALLGRAOING 9 ALL 8E CONFlNED TOTXE PROPERTY BEING DEVELOPED, NO
CHECKED BY'
GMDINGSIU DEMNEOVTSIDEOFPROPER,YUNES.
STORYWI.IFA Uln1TY
CHECKED BY:
-
PAR15 � REaiEAnOI
CHECKED BY:
1RAFiK O10KEW
CHECKED BY:
PROJ.140. 103fO U 021
3OF4
Cost Est
EROSION CONTROL COST ESTIMATE
Project: Rigden Farm Cottages
Prepared by: E. Schneider
Company: Interwest Consulting Group
Date: 2/6/2008
ITEM
QUANTITY
UNIT
COST/UNIT
TOTAL COST
Silt Fence
400
LF
$3
$1,200
Inlet Protection
1
EA
$150
$150
Construction Entrance
1
EA
$550
$550
Subtotal
Contingency (50%)
Total
$1,900
$950
. $2,850
CITY RESEEDING COST
Reseed/Mulch
1
JACRE
$775
$775
Subtotal
Contingency (50%)
Total
$775
$388
$1,163
EROSION CONTROL ESCROW AMOUNT $2,850
Page 1
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Rigden Farms Tract M3, M4 & D14
PROJECT NO: 1034-025-02
COMPUTATIONS BY: -ES
SUBMITTED BY: Interwest Consulting Group
DATE: 12/102007
Recommended Runoff Coefficient from Table 3-3 from City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets (paved)
Drive & walks
Roofs
Lawns Flat <2% (sandy soil)
Runoff
Coefficient
C
%
Impervious
0.95
100
0.95
96 _
0.90
90
0.10
0
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA -
(sq.fl)
ROOF -
AREA
(S00
PAVED
AREA
(s40)
SIDEWALK
AREA
(sq.a)
LANDSCAPE
AREA
(sq.0)
RUNOFF
COEFF.
%
Impervious
Lot M3
0.34
15 015
3 509
0
2,247
B 259
0.41
35
Lot M4
0.42
18 333
3.509
0
2,947
11,877
0.39
33
Lot D14
. 0.31
13 292
2 161
0
2,382
8,749
0.38
32
Tract AN
1 0.07
1 3.166
1 0 10-
0
3.166
1 0.10
0
Total
1.14
49,806
Weighted
0.38
31
- Calculated C coefficients & % Impervious are area weighted
C=E(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
In = number of different surfaces to consider
At = total area over which Cis applicable; the sum of all Al's
.A
FEB 2 5 2W
FINAL DRAINAGE AND
EROSION CONTROL REPORT
Rigden Farm -Filing Six
Prepared for:
Rigden Farm LLC
c/o Wheeler Commercial
.1027 W. Horsetooth Road, Suite 200
Fort Collins, Colorado 80526
(970)225-9305.
Prepared by:
JR Engineering'
2620 E. Prospect Road, Suite 190
Fort Collins, Colorado 80525
.(970) 491-9888
Revised February 8, 2002
Revised December 5, 2001
Revised July 25, 2001
Revised March 28, 2001
December 13, 2000
Job Number 9164.12
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131 will flow along alleys parallel to Rigden Parkway and Annelise Way to Design
i 1 Points 26 and 31 respectively. Sump inlets at Design Points 26 and 31 will collect
flows to be conveyed to Water Quality Detention Pond 3.Runoff from Sub -basin 130
will flow along the north side of Rigden Parkway from Tarpan Lane to an on -grade
inlet at Design Point 30, located just west of Chase Drive. Flows from Sub -basin 132
flow along the south side of Annelise Way to Design Point 32, where an on -grade inlet
i
collects flows to be conveyed to Water Quality Detention Pond 3..Runoff fromiS'uM
" 'and OS-12 is conveyed along the south side of Rigden Parkway to an on -
grade inlet at Design Point 34 from which flows are conveyed to Water Quality
Detention Pond 3. Runoff from Sub -basin 135 will flow directly to Water Quality
' Detention Pond 3.
' Runoff from Sub -basin 136 will flow on the: north side of Rigden Parkway and
conveyed to an.on-grade inlet at Design Point 36. Runoff from Sub -basins 138 and
139 will flow east along David Drive and south along Cobb Drive to Design Points 38
and 39 respectively., Flows from Design Points 38,and 39 and runoff from Sub -basin .
141 are conveyed along the north side of Rigden Parkway to a sump inlet at Design
Point.41. Runoff from Sub -basin 137 will flow along an alley parallel to Rigden
Parkway to a sump inlet at Design Point 37. Flows from Design Points 36, 37 ,and 41
' are conveyed to Pond 269 in a storm sewer system. Runoff from Sub -basin 143 will
be collected north of Rigden Parkway and conveyed in a storm sewer to Design Point
41.
Runoff fro ffiNg Ni M145,146, and OS-13 will be conveyed to Design Point
46 at the intersection of Bryce Drive and Rigden Parkway. Flows from Design Point 42
and runoff from Sub -basin 142 will be conveyed to Design Point 42, a sump inlet to
' be located on the south side of Rigden -Parkwayjust west of Ziegler Road. Flow at
Design Point 42 will be conveyed via storm pipe to Pond 269.
' Runoff from(5Ub 4iN9VffMnd OS-14 will flow south along Chase Drive to. on -
grade inlets north ofLippizan Court. The inlets will discharge to a Swale, which will
be collected by a storm sewer which conveys flows eastward into Pond 269. Runoff
' from Sub -basins 150 and 153 will be conveyed in swales to Design Point 53, an inlet
to be located west of Bryce Drive. Runoff from Sub -basins 147 and 151 will flow
Drainage and Erosion Control Report Page 9
' Rigden Farm — Filing SixFebruary 8, 2002 .
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DRAINAGE SUMMARY TABLE
Design
Point
Tributary
Sub•basln
Area
(ac)
C (2)
C 110)
C 1100)
tc (2)
(min)
Ic (10)
(min)
tc (100)
(min)
Q(2)lol
(cfs)
Q(10)Iot
(cfs)
Q(100)10t
(cfs)
DRAINAGE
STRUCTURE
/REMARKS
1
101
1.33
N/A
0.83
1.00
N/A
6.4
5.0.
N/A
5.20
13.3
102
0.84
N/A
0.84
1.00
N/A
5.0
5.0
N/A
3.46
8.4
2
102+204
1.27
NIA
0.84
1.00
N/A
5.6
5.0
N/A
4.92
12.6
103
0.47
N/A
0.82
1.00
N/A
5.0
6.0
N/A
1.86
4.6
3
103+205
0.61
N/A
0.82
1.00
N/A
5.0
6.0
N/A
2.44
6.1
4
104
0.77
N/A
0.82
1.00
N/A
5.2
6.0
N/A
2.99
7.7
105
2.18
N/A
0.05
1.00
N/A
10.5
7.3
N/A
6.91
19.0
6
106
0.26
N/A
0.79
0.99
N/A
5.0
5.0
N/A
0.99
2.5
Double Combo Inlet
7
107
0.26
N/A
0.78
0.98
N/A
8.9
. 7.7
N/A
0.81
2.2
Single Combo Inlet
8
108
1.78
0.63
N/A
0.79
9.0
N/A
8.1
2.6
N/A
12.1
Ex Triple Combo Inlet
9
109
2.79
NIA
0.76
0.96
N/A
8.5
7.0
N/A .
0.61
23.6
Ex Tdple Combo Inlet
110
1.61
N/A
0.84
1.00
N/A
10.7
7.2
N/A
5.01
14.1
10
110+206
2.01
1 N/A
0.84
1.00
N/A
10.9
7.2
N/A
6.19
17.7
111
0.78
0.67
N/A
0.63
11.6
NIA
7.6
1.1
N/A
5.6
11
11 1+208
0,99
1 0.70
N/A
0.87
11.5
N/A
6.9
1.4
- N/A
7.6
112-
1.47
0.66
N/A
0.83
12.3
N/A
10.3
2.0
N/A
9.4
12
.112+209
1.86
0.70
N/A
0.87
12.3
N/A
8.8
2.6
N/A
13.1
13
113
2.55
0.67
N/A
0.83
12.5
N/A
8.3
3.7
NIA
24.6
Ex 15'Type R Inlet
114
2.23
N/A
0.31
0.39
N/A
7.7
7.2
N/A
2.91
7.6
14
114, 202, 203, OSd'
5.90
N/A
0.33
0.41
N/A
11.4
16.6
N/A
6.92 .
14.9
.14d
114,202,203,OS4,OS-3
12.44
N/A
0.75
0.93
NIA
12.9
11.4
N/A
31.75
85.4-
115
0.79
0.60
N/A
0.75
13.8
N/A
12.0
0.9
N/A
4.3
15
115+OS-6
. 1.05
0.61
N/A
0.77
14.5
N/A
12.5
1.2
N/A
5.7
Triple Combo Inlet
. 116
2.41
0.67
N/A
0.84
12.6
N/A
9.8
3.3
N/A
15.9
16
116+OS-9
3.43
0.67
N/A
0.83
14.5
N/A
11.4
4.3
NIA
21.0
Quadruple Combo Inlet
117,
2.36
0.68
N/A
0.85
10.5
N/A
7.6
3.5
WA
17.2
17
117+OS-10
3.03
0.67
N/A
0.84
10.9
N/A
7.9,
4.4
N/A
21.6
Quadruple Combo Inlet
18
118
0.38
0.71
N/A
0.89
5.0
N/A
5.0
1.4
N/A
12.4
10' Type R Inlet
1Be
Ilea
0.19
0.73
N/A
0.91
5.0
N/A
5.0
1.1
N/A
4.3
5' Type R inlet
119
0.43
0.10
N/A
0.13
7.4
N/A
7.2
0.1
N/A
0.5
20
120
1.14
0.68
NIA
0.85
7.7
N/A
5.3
1.9
N/A
9.3
3-Type 13 grated Inlets
21
121
0.39
0.69
N/A
6.86
6.4
N/A
6.0
0.7
N/A
3.4
5' Type R Intel
122
0.95
0.67
N/A
0.84
9.6
N/A
- 6.4
1.9
N/A
10.9
122a
0.64
0.71
N/A
0.88
7.3
NIA
6.0
1.1
N/A
5.3
22
122+122a
1.60
0.68
N/A
0.86
9.5
N/A
8.3
3.0
N/A
16.7
10' Type R Inlet
123
. 0.39
0.10
N/A
0.13
10.6
N/A
10.6
0.1
N/A
0.4
124
- 4.66
0.58
N/A
0.73
16.1
N/A
16.1
4.9
N/A
21.4
24
124+OS-11
6.60
0.60
N/A
0.75
16.5
N/A
16.5
6.4
N/A
27.9
Double Combo Inlet
125
2.01
0.61
WA
0.76
14.0
N/A
12.5
2.8
N/A
15.0
26
126
2.01
0.68
N/A
0.85
10.2
N/A
7.7
3.0
N/A
14.6
5-Type 13 grated inlets
127
1.83
0.68
N/A
0.85
9.9
N/A
8.8
2.8
N/A
12.8
. 25
125+127
3.85
0.64
N/A
0.80
12.1
N/A
12.1
5.5.
N/A
26.4
To basin 132
28
128
1.71
0.60
N/A
0.85
12.4
N/A -
10.5
2.4
N/A
11.1
To basin 133
29
129
1.55
0.48
NIA
0.60
16.0
N/A
15.0
1.4
N/A
6.1
Swale to Grated inlet
30
130
0.78
0.59.
N/A
0.73' `
9.7
N/A
8.3
1.0
N/A
4.8
Single Combo Inlet
31
131
1.53
0.68
N/A
0.85
8.1
NIA
6.2
2.6
N/A
11.9
4-Type 13 grated Inlets
132 -
1.02
0.66
N/A
0.83
6.1
N/A
6.0
1.8
N/A
23.9
32
125+127+132
4.87
0.65 .
N/A
6.81
17.2
N/A
15.7
6.9
N/A
29.3
Triple Combo Intel
33
133
0.69
0.68
N/A
0.82
8.7
N/A
6.3
- 4.6
NIA
34.0
Triple Combo Inlet
immalmom
1.88
0.64
N/A
0.80
13.1
N/A
10.3
'3.9
WA
25.7
34
2.43
0.64
N/A
0.80
13.7
N/A
10.7
4.5
N/A
28.9
Triple Combo Inlet
35
135
5.30 .
0.38
WA
0.47
14.9
N/A -
14.9
3.7
N/A
16.3
WQ Pond 3
36
136
2.94
0.72
WA
0.90
13.6
N
4.1
WA
18.8
Double Combo Inlet
37
137
1.05
0.69
NIA
0.87
9.3
NIA
7.1
1.7 .
.NIA
8.0-
3-Type 13 grated Inlets
38
138
0.50
0.65
N/A
0.81
6.6
N/A
5.3
1.2
N/A
7.0
9164flow.xls
Page 1
DRAINAGE SUMMARY TABLE
Design
Tributary
Area
C (2) C (10) C (100) ,to (2)
tc (10)
lc (1 10)
q(2)tot
0(10)tot
Q(100)tot
DRAINAGE
Sub -basin
Point
- - (a°)
� (min)
(min )
(min)
(cfs)
(cfs)
(cfs)
STRUCTURE
/REMARKS
39
139
0.58
0.72 NIA 0.90 1 6.9
N/A
5.2
1.1
N/A
5.0
41
A2
141
bltl' `XiaTs'41a
0.32
c ..
0.73 N. A 0.91. 5.0
�� - ... _ __ .- -
N/A
5.0
3.4
N/A
22.7
15' Type R inlet
...�88
rvrA
1u.0
7.2
NIA
46.5 Quadruple Combo Inlet
142
1.01
0.71
N1A
0.
9.7
NIA
8.2
7.5
143
1.04
0.44
NIA
0.55
8.1
NIA
7.3
1.1
N/A
5.0 Swale to FES
`$
1.73
0.65
N/A
0.82
9.4
NlA
6.5
2.6
N/A
12.8
145
0.20
0.74
N/A
. 0.92
5.0
N/A
46
y1 G '-�'
4.10
0.65
N/A
0.81
10.9
N/A
0.1
6.1
N/A
40.7
146
2.37
0.64
N/A
0.80
12.1
N/A
9.0
3.1
N/A
15.4
147
.0.39
0.68
N/A
0.85
5.0
N/A
5.0
0.8
N/A
3.3
46
=e14BrrreFk['a.
3.10
0.67
N/A
0.84
14.8
N/A
12.4
3.9
N/A
18,q
49
149
0.76
0.73
N/A
0.91
11.0
N/A
9.3
1.2
N/A
5.5
-
150
2.59
0.64
N/A
0.67
13.4
NIA
11.9
2.7
N/A
12.5 Swale
151
1.16
0.63
N/A
0.79
8.8
N/A
7.1
1.7
N/A
8.0
152
0.49
0.74
N/A
0.92
6.8
N/A
5.3
0,9
NIA
4.3 -
153
2.20
- 0.41 .
"N/A-
.0.51
9.6
N/A
8.7
2.0
N/A
8.2 Swale
53
150+153
4.78
0.48
N/A
0.60
13.8
N/A
13.8
4.4
N/A.,
19.3 3-Type 13 grated inlets
154
1.05
0.63
N/A
0.79
11.1
54
147+149+161+154+165
3.83
0.67
N/A
0.83
16.6
NIA
11.6
4.5
.N/A
1 23.2 20'Type R Inlet
156
0.45
0.66
. NIA
0.82
7.5
N/A
6.2
0.7
N/A
3.4
56
- 152+156
0.94
0.70
.N/A
0.87
7.2
N/A
5.8
1.6
N/A
7.7 5' Type R inlet
157
1.50
0.61
N/A
0.76
7.5
N/A
6.1
2.3
N/A
10.6
159
1.48
0.62
NIA
0.78
7.9
N/A
6.6
2.2:
N/A
10.-
59
157+159
2.98
0.62
NIA
0.77
7.9
N/A
6.7
4.5
N/A
20.7 5-Type 13 grated inlets
160
1.14
0.61
NIA
0.76
6.3
N/A
7.4
.1.7
N/A
7.5
162
1.18
0,64
N/A
0.80
11.8
7.5
62
160+162
2.32'
0.62
NIA
0.78
8.2
N/A
7.3
3.5
N/A
15.8 10' Type R inlet
163
0.64
0.71
N/A
0.89
8.2
N/A
6.7
1.1
N/A
5.1
164
0.67
0.65
N/A
0.82
11.0
N/A
10.3
0.9
N/A
4.2
64
163+164
1.31
0.68
N/A
11.85
11.6
N/A
10.0
1.9
N/A
0.7 10' Type R inlet
165
0.46
0.71
N/A
0.89
5.0
N/A
5.0
66
166
0.30
0.66
N/A
0.83
54
N/A
5.0
0.6
N/A
2.5 5' Type R inlet
167
2.72
0.67
N/A
0.71
9.5
N/A
7.5
3.5
N/A
16,8
67
168
4i¢yffb`+pf87�$b
2.10
7.91
0.65
N/A
- 0.81
10.4
N/A
7.3
%
33.1,
0.63
N/A
0.79
16.8
N/A
13.9
8.8
N/A
41.9 quadruple Combo Inlet
169
0.25
0.69
NIA
0.85
6.0
N/A
5.0
0.5 .
N/A
2.2
170.
0.81
0.55
N/A
0.68
10.2
NIA
7.9
1.0
N/A-
4.7
171
11.50
0.28
N/A
0.35
12.3
'N/A'.
12.3
6,6
NIA
28.9
72
172
0.33
0.77
N/A
0.96
5.b
N/A
5.0
0.7
N/A
3.1 Single Combo 101e1
73
173
0.85
0.74
N/A
. 0.93
'5.0
N/A
5.0
4.0
NIA
79.0
174
2.49
0.54
N/A
0.67
11.2
N/A
10.4
2.8
N/A
12.8
74 -
173+174+OS-14
5.49
0.55
N/A
0.68
23.9
N/A
T3.9
4.8.
N/A
35.0
75
176
1.85
0.31
N/A
0.38
14.5
N/A
14.5
1.1
N/A
4.7
76
77
176
3.76
0.69
N/A
0.87
8.3
N/A
e.4
6.2
NIA
27.0 15' Type R inlet
177
0.49
0.73
N/A
0.92
6.4
N/A
5.2
0.9N/A
4.3 . 20' Type R Inlet
178
1.08
0.26
N/A -
0.32
11.7
N/A
11.7
0.6
N/A
2.5
79
179
1.04
0.49
N/A
0.61
12.7
N/A
12.7
1.0
N1A
4.5 Swale
78
175+178+179
3.97..
0.34
N/A
0A3
15.9
NIA
15.9.
13.5
N/A
.
72J Swale
180'
1.59
0.61
80•
180+OS-13+R125
6.80
0...
N/A
0.76
16.5
N/A
A5.1
7.3
N/A -
181
1.30
0.70
NIA
0,87
13. 3
33.4 Double Combo Inlet
N/A
9.6
1.8
N/A
9.0
182
1.65
0.46
N/A
0.57
13.0
NIA
13.0
t.5
N/A
6.8
.83
183
2.75
0.19
N/A
0.23
12.9
N/A
12.9.
13.3
N/A
66.0
184
1.14
0.53
. N/A
0.66
7.7
NIA
6.6
1.5
NIA
8.8
84
184+OS715 -
2.16
0.62
N/A
0.77
6,9
N/A
5.9
3.8
NIA
21.4 Combo Intel
82
181+182
2.95
0.56
NIA
0.70
14.7
N/A
14.7
5.0
N/A
,quadruple
31.9 quadruple Combo Inlet
. 9164flow.xls
Page 2
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Rigden JJ
PROJECT NO: 9164-12 and 9164.15
COMPUTATIONS BY: B. Strand .
DATE:
�2 s`o �
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
C
Streets, parking lots (asphalt): 0.95
100
Sidewalks (concrete): 0,95
96
Lawns (flat <2%, sandy soil): 0.10
0
General multi -family area: 0.65
70
General single-family area: 0.65
55
General commercical area: 0.85
90
SUBBASIN
TOTAL TOTAL SIDEWALK PAVED
LANDSCAP MULTI-
SINGLE-
DESIGNATION
AREA AREA AREA AREA
AREA
COMMER,
RUNOF
F
%
(ac.) (sq•B) (sq.n) (sq.ft)
FAMILY
FAMILY
AREA
COEFF.
ImpeMous
.
(sq.f1)
(sq.e)
(sq.fl)
(sq.n)
(C)
101
1.33 58,112 2,58E. 14,357
3,617
102
.0.84 36,774 1.062 5,797
1,387
0
0
37,552..
0.83
87
103
0.47 20,323 1,170 6,213
1,
0
0
28,528
BB
104
0.77 33,815 2,716 17,415
4,055055
0
11,126'
- 0.82
85
105
2.18 94,889 0 0
0
0
9,430'
0,82
85
106
0.26 77,785 f,3B0 7, 758
0
2,050
0
0
94,BB9
0.85
90
107
- 0.28 11,351 1,399 7691
2,265
p
tip
0
0
,.
0.79
B1
.108
1.78 777f0 5, B20 25, 261
19,0f8
27,813
- -
0
0.76
80
109
2.79 121, 708 5,405 21,874
17729
0
p .
0
0.83
65
110
1.61 . 69,951 920 3,321
11122
p
0
76,700"
0.76
79
111
0.78 34,05E B87 3,214
1,131
0
B4,SB95
0.67
B9
112
1.47 63,859 1,222 4,169
1,348 �
28,825
57, 121- '
p
0
0.66
77 -
113
_
2.55 110,869 Z807 laddy
4,104
93,069
0
0
0.68
71
114
2.23 97,333 3.060 20.956
73,317
0
115
0.79 . 34,492 2,7,728
B,4B2 -
0
0
0
0.31
25
118
2.41 105,098 3,449 449 f1, iHB
5,051
15,914
p .
0.60
54
2.36 102,BB7 $2B8' 15,756
5.083
0
0
B2,412
0
0.67
60
116
Ila
0.38 18,381 1,229 � B,B00
3,593
59
0
O.6B'
60
118a
_ 0.19 8,409 1,041 � 5,196
2,172
0
2,959
2,
0
0.71
70
it9
0.43 18.707 0 0
p
0
0
0.73,
74
120
/.14 49,687 0 4,571
18,707
0
p
p
0
0.10
p
121
0.39 17079 I,H41 B,B84
3,425
0
45,118
0
�'O.BB
59
122
0.95 01,588 2,819 10,383
5, 771
0
0
,.5, 148
p
0.fi9
86
122a
064 28,049 2,30J 10,284
3,8B1
0
0.67
62
123
0.39 /709' 0 - 0
p
11.502
11,502
0 -
0.71
67
124
1.68 203,091-5, 785 13,738
17,093
34,583
0
0
0
0.10
0
125
2.01 H7885 5,625 24,464
23,378
0
150,224
0
O.SB
50
126
_
.2.01 87,631 0 8,380
0
0
34,21E
0
0.61
Sfi
127
1.83 79,819 3, 781 13,161
4,888
0
0
79,250
0
0•�
59
128
1.71 74,660 5,060 . 14,251
6,619
0
58,187
0
O.BB
81
129
1.55 67,649 0 0
20,8/7
48,730
0
O.BB
61
130
0.78 34,153 2,475 9,394 � �
f0,JB0
0
47,032
p -
0.4E
39
131
1.53 66,622. 0 5,,i41
1,870�
10,253
132
1.02 44,601 1,770 5,841 �
0
3,305
11.272
49,186
0
0.88
82
133
0.69 30,115 1,880 9183
5,54ENo
0
8,159
33,885
0
0.68
SB
1.8a 81,946 2,413 11, 044
8,083
0
0.88
6g
35
5.30 231,008 14,400 0 122, 508
8, 198
3201
0
0•�
57
36
_
2.94 128,1to 8,080 34,045 LI 6,658
38,887
3,280
55,1 i8.
p -
0.3E
-
3t
78, 107
0
0.72
67
rrn
Page 1
LOCATION: Rigden 11
PROJECT NO: 9164.12 and 9164.15
COMPUTATIONS BY: B. Strand
DATE: t - O,
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Runoff
0/
coefficient Impervious
C
Streets, parking lots (asphalt):
0.95
.100
Sidewalks (concrete):
0.95
96
Lawns (flat <2%, sandy soil):
0,10
0
General multi -family area:
0.65
70
General single-family area:
0.65
55
General commercical area:
0.85
90
JR Engineering
2620 E. Prospect Rd.. Ste. 190
Fon Collins. CO 8525
Page 2
No Text