HomeMy WebLinkAbout1.0 Application Volume 2_Part1Rose Ranch
Prelirninary Plan
Application
Volume II
March 26,2003
DRAINAGE REPORT
ROSE RANCH P.IJ.D.
GARFIELD COLINIY, COLORADO
SKETCH PI.A}.I SI.'BMITTAL
HCE JOB NO. 97042.02
luly7,1997
Reviscd: February 12, 1998
Lcslic A. Hope, E.I.
Desigu lpgineer
-
0..4\-
Vernon D. Ho,pc tr, p.E
Project Engineer
I
923 Cooper Avenue . Glenwood Springs, CO 81601
Telephone: (97O) 945-8676. FAX: (970) 945-2555
SECTION
INTRODUCTION
TNTDROLOGY
OFF.STTE DRAINAGE BASINS
DRAINAGE PI-A}.I
SI.JMN(ARY
DRAWINGS:
TABLE OF CONTENTS
Vicinity Map
Offsirc Basin Map
Soil Suvey Map
FEildAFloodplain Map
Floodplain Workshects
Calculations
Off-Sirc Basin Calculations
P GIT
I
2
3
5
8
APPENDIX:
APPENDIX B:
I. INTRODUCTION
The proposed Rose Ranch is locarcd along the Roaring Fork River approximatcly 3.5 milcs
southwesterly of Glenwood Springs. See the enplosed Vicinity Mup, SheetAl. Thc majoroff-sitc
drainage affecting this project is the Roaring Foik River. A medium sized off-sitc basin that affccts
this development is locarcd to the west of the sitb, flowing from the Northeast Dry Park arpa. The
other off-site basins ttrat drain to the sirc are relatively small due to the close proximity of the ridge
lines to the sitc boundary.
The expected magnitude of surface runoffwill be given in the Preliminary Drainagc Plan forcritical
locations throughout the study area. In this report, we will provide the approximatc developcd
drainage basin limits, and the approximate locations of stormwater treatment facilitics. Thc
stonnwater calculations for the major off-site basins are provided in the Appendix. Control
measgres necessary to deal with the expected runoff will be described and illustrated on accompany-
ing drawings. The concept of major and minor drainage systems has been adopted for thc arca to
usiut" maximum protection to all dwelling units while resulting in minimum costs for drainage
control facilities. A nventy-five year return frequency event has been adoprcd for the minor storm
and a 100 year event has been adopted for the major event in accordance with Garfield County
Regulations. The design of the treatnent facilities will be based on a2 year storm cvent
II. ITYDROLOGY
The basic hydrologic methods for the smaller basins will be as outlined in the Soil Conservation
Servicc publication 'Procedures for Determining Peak Flows in Colorado" (1980). Results for the
Northeast Dry Park drainage will also be compared to the.regression equations developed by thc
Army Corps of Engineen in thc 'Flood Insurancc Sardy Hydrology for Garfield and Mesa Counties"
(November 1975 and the Flood Insurance Snrdy Hydrology Report by Simons, Li & Associatcs,
1983). Furttrer discussion of the Norttreast D,ry Park drainage hydrology is contairied in the Off-Sitc
Basins section of this reporl
Thc hydrology and floodplain information for the Roaring Fork River is also talcen from the 1985
Garfield County Flood Insurance Study. Peak flows for the Roaring Fork River will be primarily
snowmelt derived due to the great size of the basin. Summer thunderstorms do notnormally covcr
a large cnough area to create a significant peak flow on a large basin such as the Roaring ForkRivcr.
However, pealc flows from the smaller basins in this area will be primarily rainfall derived.
Itr. OTF-SITE DRAT.NAGE BASINS
A series of drainage basins on the east and west sides of the property conuibute flow to the sitc. The
largest of these, the Northeast Dry Park drainage, has a tributary area of approximately one and a half
square miles at the point where it flows from its steep walled canyon into ttre existing 36" CMP
under County Road 109. The locations of the largpr off-site basins are provided on the Offsitc BasinMaP.
I
I
It should be notcd from the Offsite Basin Map that the majority of off-sirc basins arc small, and that
the high bluffs on each side of the valley essehtially define the extent of their ributary arca.
Thereforc, due to their small size and infrequent flows, these basins are not likely to have any
significant effect on the main development area. They will mainly affect the areas west of County
Road l$).
The major off-site basin, the Northeast Dry Park drainage, will be routed directly through the sirc
to minimize its impacl Thus, one can see that the management of the main developmcnt area,
between the river and County Road 109, will be the most important as far as runoff from
development is concerncd.
The Roaring Fork River flows along the eastcrly property line. The river location is also illusratcd
on the Offsitc Basin Map and on the Floodplain Map.
Roaring Fork Riven
The floodplain of the Roaring Fork River through the project is shown on the Garfield County Ftood
Insurance.Snrdy Rarc Map prepand by the Federal Emergency Management Agency (Community
Number l65,Panel Number 14fi5, dated January 3, 1986). The Floodplain Map (Shcct A4) is a
copy of a portion of the Flood Insurance Rate Map from that study which shows the project area.
The Floodplain Workshects are a copy of the "worlcsheets" for the FEI\{A strdy prcparcd by Simons,
Li & Associates in 1983 which more clearly show the expecrcd floodplain and floodway. The 100
year floodplain (water surface) elevations are shown on the Floodplain Workshects as wavy lincs
across the floodplain.
The Northeast Dly Park Drainage
Hydrology. The Norttreast Dry Park drainage basin varies from an clevation of 7440 fect at its upper
.nd to an elevation of 6020 feet at its mouth. Stream gage record analysis in westcrn Colorador
indicate that elevation 7500 feet is approximatcly the dividing elevation between rainfall derivcd
critical flood cvents (below 7500 fee0 and snowmelt derived cvents (above 7500 feeO. firis
lnMagnitude and Freguency
States, Part 9, Colorado River
1955.
of Floods in the Western UnitedBasinr' u.S. Geological SurveYr
3
a
characteristic is also indicated in the Simons, Li & Associates hydrology reporL Based on these
reports the basin should be considered as governed by rainfall runoff. Thereforc, its basic hydrology
was performed using the SCS method. For comparison purposes the SCS method was compared
with estimates based on the regression equations from the Flood Insurance Snrdy Hydrology Reports
mentioned above.
The two methods gave results for the peak 100 year flow of 330 cfs to 34O cfs at the existing 36"
culverl These flows are only stormwater flows. This basin appears to exhibit the charactcristics of .
a debris flow basin. To mitigate potential damage to on-sitc improvements during debris flow
events, we are proposing crib tlpe, grade stabilization stuctures with settling ponds in the ravines
on the west side of the site (see the details provided in Appendix B). These struchrcs will reduce
the flow velocities to enhance sedimentation and will trap the larger debris. Once the flows have
passed through the crib grade stabilization structures, they will bc routed tbrough tbe project via an
open channel and culverts under the roads. This basin will flow primarily through the golf course
arca. The channel will not combine with thc on-sirc flows until after the treatnent for thc on-sitc
flows has becn provided. The channel will release the off-site flows to their historic location, that
is, thc Roaring Fork River. Berms are recorrmended along the outside bends of the channcl to
provide for superelevation of the stormwater flows.lVhere this channel comes in closc proximity
to residential los, mitigative measures will be performed and furished floor elevations will bc
cstablishcd for these lots.
As noted in the enclosed calculations, a bulking factor of 2.4has been applied to the lfi) year
stormwattr runoff. This means that the stormwater flows calculated by the SCS method have becn
increased by 2.4 times to account for the additional bulk ttrat could be accumularcd during a debris
flow event. The increased flows have been used for the design of the crib grade stabilization
structure and the settling ponds behind these structurcs. Since the majority of the larger dcbris
particles will be removed prior to flowing under County Road 109, the rest of the channel and
structures associated with the off-site flows will be designed for the 100 year flow without the
bulking factor.
TV. DRAINAGE PLAN
General
The Preliminary Drainage Plan for Rose Ranch P.U.D. will have the study area divided into
major drainage basins and sub-basins. Each major basin will be given a letter designation, and
' each sub-basin a number preceded by the letter of the major basin it is found in.
I
Each point at which the runoff values are calcul'pted will be given a design point number Yhigh
will relate the drawings to the calculation sheets. Calculations will be completed for both the
minor and major events and will be included in the Appendix to the Preliminary Drainage Plan
text.
This development plan consists primarily of a golf course on the west side of County Road 109
while the eait side of County Road 109 will have single family and duplex lots internvined with
the golf course.
Street and Channel Flow
The streets and road-side ditches will be designed to carry both minor and major storm runoff
from the developed area in most cases. Storm sewers and curb and guuer are not considerd best
management practices. The practice of directly connecting impervious areas @CIA's)
concentrates runoff quickly, which results in larger peak runoff rates. DCIA's also does not
encourage treatment of the stormwater. Using igrass-lined swales, instead of curb and gutter,
helps ,.du.r the pollutant loading being nusfriO downstream. It encourages filtration and
percolation prior to being discharged to the receiving water. The Urban Storm Drainage Criteria
ilrlanual2 reiommends using the grass'-lined swales as elongated detention basins containing the
water quality capnrre volume. Grass-lined swales "provide sufficient travel time so as to
.r"orr.g, the removal of suspended solids before runoff leaves the site,"2 During major stomrs
the maximum water level allowed will be approximately a quarter of the width of the driving lane
of the road. This assumes a reasonable amount of lot grading to keep the flow confined within
the road right-of-waY.
Runoff Control, Treatment and Best Management Practices
Historical agriculnrre practices on this site include heavy flood irrigation which results in a high
infiltration to ttre ground*.ter table and extensive wastewater discharge to the river. As a result,
fenilizers and agriculnrral chemicals have historically been transferred to the groundwater table
and the Roaring Fork River. The ranch livestock activities have also historically contributed
surface water co-ntarnination to the Roaring Fork River. The proposed development will eliminate
the risk of contamination from livestock, and the golf course controlled maintenance program will
mlilmrze tne use of fertilizers and irrigation water. In rurn, this will reduce contamination of
groundwater and surface water.
2urban Storm Drainage Criteria Manual, Volume 3 - Best
Management, Pract,ices, Denver, Colorado, September L992.
Special consideration has been directed to the issue of controlling the pollutant levels of
stormwater surface runoffentering the Roaring Fork River generated from ttre golf course and the
site development (streets and parking areas). The plan for the golf course would be to optimize
water usage and thus minimize runoff (which is considered a non-structural best management
practice2). The management plan would also optimize any fertilizer applications so that the
fertilizer is well utilized by the turf and a minimum of excess would be available to be mixed with
'any stonn water runoff.
The first structural best management practice will be minimizing directly connected impervious
areas. The grass lined swales provides the first stage of treating the stormwater runoff. The
second stage of treatment is constnrcting detention basins or settling ponds. These settling ponds
will be constructed either in the grass-lined swale or in the landscape areas. The efficiency of
suspended solids removal for grass-lined swales is approximately 2040 %. T\e detention pond's
removal efFrciency is 5G707o of the suspended solids. The ponds used in the golf course asi
pennanent water feantres have an even higher efficiency in removing pollutant loading: uipto95%
removal of suspended solids and up to SOVo removal of phosphorus and nitrates.2 In addition, the
larger ponds will have "baffled" outlets (ike a conventional grease trap) to help retain any floating
materials ttrat the stormwater runoff may have picked up. These floating materials include oils,
greases, trash, etc. Surface runoff from areas most susceptible to oils and greases, such as
parking lots, will be treated by means such as rapid sand filter systems (e.g. trench drairs along
pavement edges).
The senling pond system will also be valuable during the project's constnrction. During
construction, some erosion can be expected from the disturbed areas of the site. The sediment
laden runoff during this period will flow into the settling pond system which will then act as part
of an erosion control system. A National Pollution Discharge Elimination System (NPDES)
permit will be required for this project. The NPDES permit will be obtained prior to any
construction activities.
Detention of the difference in peak stonnwater flows for the existing condition versus ttre
developed condition will not be necessary for this site. The increase in stormwater runoffdue to
development would be a negligible increase to the flows of the Roaring Fork River. However,
the stormwater flows from this development will be treated, as described above, prior to
discharging into the River.
Ooen Channels
The opn channels that will be incorporated into the Preliminary Drainage PIan include culvert
outfalls, collector channels for off-site basirs, the Northeast Dry Park drainage outfall, and
irrigation ditches.
The expected characteristics and dimensions of each proposed open channel wilt be indicated on
the Preliminary Drainage Plan. The size of the channel will be based on the 25 year storm event
with one foot of freeboard.
The irrigation ditches ttrat will remain on the site present some special drainage considerations.
Ditches typically have very flat grades and are built to carry very iittle water above their decreed
amount. Therefore, where possible, the drainage plan separates storm runoff from the irrigation
ditches. Thus, the ditch collects runoff only from the areas immediately uphill from ir Then, at
poins controlled by a culvert or siphon, the excess is allowed to spill into ttre gcneral drainage
systcm.
I
The main irrigation dirch ttrat flows through the site is the Robertson Dirch. This ditch will remiin
active; however, it will be relocarcd and used forlwater features throughout the golf coursc.
Culverts
Culverts will be utilizcd in the lower portions of the developed area wherc the storrrwatcr flows will
nced to cross the road at the low points in the road profiles. Before the culvert is discharged to thc
river, the stormwatcr will be treatcd by either a settling pond or with grass-lined swalcs with gravel
underdrains. Culvert oufalls will gencrally be a rclatively short open channel that empties into the
river.
Culverts shown on the Prcliminary Drainage Plan will be plastic pipe (such as ADS N-12) or
comrgated metal, unless analysis done for final design shows another material to be preferable.
Culverts will be sized for the minor storm event (25 year stoml) where an acceptable overflow area
is available. However, in some areas culverts must be part of the major drainage systcm and thus
will be sized for the expectcd 100 year flows.
]
On the inigation ditches, culverts are somewhat larger than might be expccrcd in ordcr to alleviatc
excessive backwater duc to very flat dirch grades. Also, on the irrigation dirches, siphons may b
proposed wherc grades conflict with other utilities.
Culvert sizes and associated headwater/diametcr ratios will be shown on the Preliminary Drainage
Plan. Since all maximum head warcr depths are expectcd to be less than 1.5 times the prpc diametcr,
exit velocities will be reasonable, requiring only minor protective measures such as short scctions
of rip-rap.
V. SI'MMARY
The preliminary plan for the Rose Ranch P.U.D. will include many tlpes of drainage improvements
and itructures, all of which will act together to convey expected surface runoffacross the sirc while
mitigating impacts to expected building tyPes or the environmenl
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APPENDIX
Project €nse Par,cA tob No. l1otf?,oz
av d?,tr-o^t"L/tb lqi, ck,d by
-
Date
NarrAzp Paoe I of
923 CooperAvenue.Glenwood Spdngs, CO 01601
Talanhnno. /A7nl Oaq-n676 o Fav. ,a7nl gaE-2FSs
Project
923 Cooper Avenue . Glenwood Springs, CO 81601
Talanhana. ,O7nl AAE-P678 o Fay. ,O7nl qdq-2q6q
Job No. grCx-l2.OZ
By dPoN o^t"2/t-bJS&ck,d by Date
Subject Page L ol
Project ense Rn ne h .lob No. Q1o42,O?
,t &{ oate?,u/g>ck'd by
-
Dare
Page 3 of
923 Cooper Avenue . Glenwood Springs, CO 81601
Talanhnne' ,q7nl Ar6-R676 r Fay. ,q7n\ qrq-2qqq
Project lZpse-Ra.r,eh JobNo. 9-1o42.o2
av 6gl{-s^1"7v lqeck'd by Date
subject%Page 4 ot
923 CooperAvenue. Glenwood Springs, CO 81601
Talanhrrna. ,O7nl Oaq-n674 o Fay. ,O7nl Odq-2qqq
Project R"S. R.' r*n ,ob No. 91042, n'
ey dail oate 2/lb &8 ck'd by
-
Date
Subfect lroho?" Page 5 of ..
923 CooperAvenue. Glenwood Springs, CO 81601
Talanhana. ,O7nl O/A-QA7A r Eav' ,O7nl OdB-rBEq
Projecr Pose Rarre,h .rob No.
av do# o*"4t,"fqF ck'd by
-
Date
Subject
923 Cooper Avenue . Glenwood Springs, CO 81601
Talanhana. ,O7n\ O/R-eAlR t Eav. ,O?nl Or(-rqEq
APPENDIX B - OTX'.STTE BASINS
10. WDE UAINJENANEE
M
GRADE SIABILIZER
IE CRIB WALL
COMPONENTS PER "CRIBLOCK'
OR APPRO\EO EQI'AL
TCHER SECION (TlP.)
!E CELLS EMPTY sEciloN (T\rP.)
JONTS (r\P.)oRECnoN OF FLOU
CHANNEL FLOVTLINE\
t 2'x6'
CUTOFF Vouplcr sott- To gsz
STANDARD PROCTOR UNDER
AN6 AOJACENI TO BOTTOU
OT STNETCXER AND HEADER
ilEMBERS
N.T.S.
N.T.S.
Figure : -.1
II
Anirt': rendering of concrae crib gradc sabilization souc:urt
-F .
-
I,IAINTOC. txt
CONCENTRATION FOR T.{AIN BASINTIME OT
Sheet FIow
Descrl.ption
llanning I s n
Flow Length
OVERI.AND FLOW
0.2000
3oo.ooo0 ft
1.2000 inI o.4ooo ft,/fr
r.v' 8..,
Two Yr, 24 hr Ralnfall
Land Slope .....
Computed sheet flovr time
Shallow Concentrated FIow
.> 0.2439 hrs
I
Descriptlon ..;... . . SHALI,oW FIJoWSurface unpaved
Plow Length ..
Watercourse SlopeVelocity
computed Shallow flow tl.me ...> 0.7001 hrs
!t * * * !t*t *r**tt****t!tt****tt*
t2200.0000 ft
0.0900 ft/tt
4.8403 fps
Page 1
TR-55 Tabular Hydrograph
Input Summary
Description ..
ROSE RANCH OFF-SITE BASINS
Rainfall. Distribution .
Ia,/P Interpol.ationTotal Area .
Peak Time
Peak FIow
GLven Input Data:
MAIN.txt
Method
Type II
On
399.4500 ac
13.00 hrs
130. '!053 cfs
Subarea D,/S Subareas
Descriptlon
Area
(ac)
CN Tc
(hrs )
Tt Rainfall(hrs) (tn)
I{AIN
Support Data:
Subarea Narne: llAIN, Row: 1
Compostte
Description
399 .4500
Runoff Curve Nunber
Area (ac)
78 0.94 0.11 2. {000
Calculator
Curve Number
SAGE- TYPE C
SAGE .TTPE D
.,UNIPER -IY C
i,UNIPER .TY D
Messages:
0.0000
0.0000
0.0000
0.0000
0.0000
53
85
?3
89
to 1.00 hrs i.n
weighted
row <1>.
CN
Info: Time of Concentration rounded
Page 1
TR1TOC.txt
OF CONCENTR,ATION POR TRIBUTARY S1TIME
Sheet Flow
Descriptton
Manning's n
flow Length ..
Two Yr, 2{ hr Ralnfall
Land Slope
computed Sheet flow time
Shallow Concentrated Plow
OVERI"AND FIOW
0.2000
300.0000 ft
1.2000 inI o.Gooo */tt
I
hrs
Description
Surface ...
FIow Length
Vfatercourseveloclty ..Slope
SHAITLOW FLOW
unpaved
7700.0000
0.0900
4 .8{03
ftft/ft
fPs
Computed Shallow flow time ...> 0.4419 hrs
Page 1
TRIB1. txt
TR-55 Tabular Hydrograph UethodInput SuNnary
Description ..
ROSE RANCII OFF.STTE BASINS
Rainfall Distribution .
IarlP Interpolation
Total Area . ..:......
Peak Tirne
Peak FIow
Gtven IDput Data:
Type If
On
30{.8400 ac
12.60 hrs
120.2075 cfs
Subarea D,/S Subareas
Description
Area
(ac)
CN Tc
(hrs )
rt(hrs)Ra1nfall
( tn)
TRIBUTARY T1
Support Data:
Subarea Nane: TRIBUTARY 11,
304 .8400 75 0.65 0.11 2.4000
Row: I
Composite Runoff Curve Nunber Calculator
Descrlption Area (ac)Curve Nurnber
SAG8. TYPE C .POOR
SAGE -TYPE C .FAIR
WNIPER -TY C POOR
iIUNIPER .TY C FAIR
Messages:
80
53
85
73
0.0000
0.0000
0.0000
0.0000
Info: Tlme of Concentration rounded to 0.50 hrs in row <1>.Info: Time of Travel rounded to 0.10 hrs in rorr <1>.
Page 1
TR2IOC. txt
TIME OF CONCENTRATION POR TRIBUTARY *2
sheet Elow
Descriptlon .. OVERLAND FIOVI
Manning's n . 0.2000
Elow Gngtb .. 300.0000 ft
Tlro Yr, 24 hr Ralnfall I 1.2000 in
Land Slope ... I 0.5000 tt/ft
I
ShaIIow Concentrated Flow l
Descrlptlon .. SHALI,oI| PI,oW
Surface UnPaved
FIow Length .. 5900.0000 ft
Watercourse SloPe 0.0900 ft/ftVeloclty 4.8403 fPs
Computed Shallon flow tlme ...> 0.3385 hrs
t*!t !t !tt * !t * !t t** ** ti* ** **!t tt **t
Page 1
TR-55 Tabular HYdrograPh
Input Sunnary
Description ..
ROSE RANCC OFF.SITE BASINS
Rainfall Distrlbution .
Ia,/P Interpolation
Total Area
Peak Time
Peak PIow
TRIB2 . txt
Method
Type II
On
232.320O ac
12.60 hrs
107.1709 cfs
Glven InPut Data:
Subarea D,/S subareas Area
Descrlption (ac)
CN TC
(hrs )
Tt Ralnfall(hrs) (1n)
TRIBUTARY *2
Support Data:
232.3200
Subarea Name: IRIBUTARY *2, Row: 1
Composite Runoff Curve Nurrber Calculator
Descrlption Area (ac) curve Nunber
78 0.56
hrs ln row <1>.
row <1>.
0.11 2.4000
SAGE. TYPE C
SAGE .TYPE D
JUNIPER .TY C
JUNIPER -TY D
Messages:info: Tlme of concentration rounded to 0'50
Info: fime of Travel rounded to 0.10 hrs in
0.0000
0.0000
0.0000
0.0000
0.0000
53
85
73
89
77 CN
Page I
TR-55 Tabular llydrograPhInput SummarY
Description ..
ROSE R,ANCII OEF.SITE BASINS
Rainfall Distributlon .
Ia,/P Interpolatlon
Total Area
Peak Time
Peak Flow
Glven Input Data:
AT35CMP. txt
Uethod
Type II
On
978.8500 ai
tzleo nrs
33Q.8983 cfs
I
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Subarea D,/S Subareas
Description
Area
(ac)
fc
(hrs )
Tr Rainfall(hrs) (tE)
I{AIN
TRIBUTARY *1
TRIBUTARY *2
AT EX 36T CUP
Support Data:
Subarea Name: ttAIN, Row: 1
Composlte
Description
Nunber Calculator
Curve Nunber-t------
63 1
85
73
89
399.4s00
304 .8400
232.3200
42.2tO0
78
75
7S
80
0.94
0.6s
0.56
0.11
0.11
0 .11
0.11
0.00
2 . '0000'2 .4000
2.4000
2 . {000
Runoff Curve
Area (ac)
SAGE. TYPE C
SAGE .TYPE D
.TUNIPER -lY C
WNIPER -TY D
Subarea Name: TRIBUTARY *1,
SAGE -TYPE C .POOR
SAGE -TYPE C -FAIR
.TUNIPER .POOR
JUNIPER .FAIR.
0.0000
0.0000
0.0000
0.0000
0.0000
Row: 2
Weighted CN
Composite Runoff Curve Nutnber Calculator
Descrlptl.on Area (ac) Curve Nunber
0.0000
0.0000
0.0000
0.0000
0.0000
80
63
85
73
vlelghted CN
Subarea Nane: TRIBUTARY *2, Row: 3
Conposite Runoff Curve Nunber Calculator
Descriptlon Area (ac) Curve Number
Page 1
AT35CMP. txt
SAGE TYPE C. FAIR
SAGE TYPE D. POOR
JUNIPER TYPE C
iIUNIPER TYPE D
0 .0000
0.0000
0.0000
0.0000
0.0000
63
85
73
89
Messages:Info:
Info:
Info:
Info:
Info:
Info:
Time of Concentration rounded to 1.00 hrs in row <1>.
Tlne of Concentratlon rounded to 0.50 hrs in row <2>.
rime of Trave1 rounded to 0.10 hrs in row <2>.
Time of Concentratlon rounded to 0.50 hrs in row <3>.
Tirne of Travel rounded to 0.10 hrs ln row <3>.
Time of Concentration rounded to 0.10 hrs in row <4>.
Page 2
ROSE RANCH
HCE #97042.01 DATE: U5198
Ofl-Slte Main Basln
vs.rrwrv Ivr.
4.80 fUsec (Based on the Time ol concentration Calculations)
100 year Peak Runotl (including Debris Bulking fiaoQ(OtOO):
312 cls =130',2.4 Gls
Area required (A=Ql/): A=112(b1+b2)'d tanx-b3/d
40.04 fr (lor existing drainage-way)
Size the Crib Grade Stabilizer at a minimum 5' high and 30leet bottom
width with two stabilizers at approximately 100 loot intervals. See plans.
l
Ofl-Slte Trlbutary Basln #1
Sizing the Debris Flow Attenuators lor the 100 year Storm
Velocity (V):
4.80 tUsec (Based on the Time ol concentration Calculations)
100 year Peak Runotl (including Debris Bulking FactorxQl00):
288 cls =120',2.4 cls
Area required:A=112(b1+b2)'d tanx=b3/d
60.00 ft2 b1=b2+2'(b3)
65.00 ft2 b1=b2*2'154,
Bottom Width (b2):
30 ft
Depth: 1.86 tt
Solve for: 65.00 fl2
Top Width (b1):
Bottom Width (b2):
30 trDepth: 1.93 ft
Solve lon 60.00 ft2
Top Wdth (bl): 32.31
69.7 -x (10' vert. lor 27'horiz.)
1.216494 x in radians
(for existing drainage-way)
(based on 100 year flow)
(for existing drainage'way)
(based on 100 year flow)
30.96 =x (15'vert. lor 25'horiz.)
0.540354 -xinradians
ft (for existing drainag+way)
Size the Cdb Grade Stabilizer at a minimum 5' high and 30leet bottom
width with two stabilizers at approximately 100loot intervals. See plans.
Ofl-Site Trlbutary Basln #2
Sizing the Debris FloW Attenuators lor the 100 year Storm
Velocity (V):
4.80 tUsec (Based on the Time ol concentration Calculations)
100 year Peak Runofl (including Debris Bulking FactorxQl00):
256.9 cls -107.2.4 cls
Area required: A-1/2(b1+b2)'d tanx=b3/d
53.50 ft2 b1=b2*2'1*) 39.80 =x (10'vert. tor 12'horiz.)
Borom widrh (b2): ltor existinffifl[HJ'radians
24fiDepth: 2.08 ft (based on 1@ year flow)
Solve lon 53.50 fe
Top Width (b1): 27.46 ll (lor existing drainage-way)
Size the Crib Grade Stabilizer at a minimum 5'high and24leet bottom
width with two stabilizers at approximately 100 foot intervals. See plans.
Slzing on-slte trapezoldal channel for Offslte Baslnsslope= 0.01 ft/tt
bottom width= 10 feet
side slopes= 4 :1Depth= 5.9 leetArea= 198.24 ffi,
HydraulicRadius- 3.3799Mannings'n'= 02Capacity= 332 cfs
using 1 loot of freeboard:slope= 0.01 ftlft
bottom width= 10 leet
side slopes- 4 :1Depth= 6.9 le€tArea- . 259.4 W,
HydraullcRadius= 3.8781Mannings'n'= 0.2Capacity= 476 c{s
Size the channel lor the off-site basin at 10'bottom width, 4:1 side slopes,
with a minimum depth ol6.9feet.
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Victoria Giannola
Garfield County Planning Deparhnent
May 21, 1998
Page 4
Drainage
11. The Northeast Dry Park Drainage Ditch is proposed to be maintained in its current
configuration and discharge runoff directly to the Roaring Fork River without any
alteration except as noted above for debris flow mitigation. The channel does not
appear to be stable and some stream bank restoration may be necessary. This should
be evaluated in conjunction with the debris flow mitigation analysis.
12. The Northeast Dry Park Drainage has characteristics of a debris channel. The
drainage report presents a concrete grade stabilization structure and settling ponds
above County Road 109 to mitigate the debris flow hazard. The debris flow
mitigation should be reviewed by the geotechnical engineer since it differs slightly
from recommendations in the October 29,1997 report by Hepworth-Pawlak.
The Northeast Dry Park Drainage and Robertson Ditch intersection appearc to have
been reworked several times in the past. This crossing should be addressed as to its
adequacy and/or improvement.
The drainage report recommends the use of settling ponds or wetland ponds for
water quality of on-site stormwater. We recommend the County encourage the use
of these types of Best Management Practice (BMP). Pond design should consider
the impacts on soils and slope stability.
15. The drainage report recommends the use of culverts sized to accommodate Z5-year
storm and, in some cases, the 100-year stonn. We recommend that a minimum
culvert size be 18 inches in diameter and be constructed with headwalls and end
sections.
16. The drainage report recommends the use of rapid sand filters and other infiltrating
BMPs to treat surface water runoff from parking lots. We recommend the County
encourage use of these types of BMPs with consideration of the geotechnical issues
discussed herein.
The precipitation depths used in the drainage report appear to be low when compared
to the NOAA Atlas II, Volume III for Colorado which indicates that the 2S-year,24-
hour storm has a2.Z-inch depth and the 100-year, 24-hour stonn aZ.7-inch depth
(versus a2.0" and2.4"). All other calculations appear to be adequate for this level
of detail.
The plan should provide adequate setback buffers for all development, from streams,
rivers, lakes, wetlands, and ditches (potable water supply).
13.
t4.
t7.
r8.
Victoria Giannola
Garfield County Planning Departrnent
May 21, 1998
Page 5
22.
19. Maintenance of all drainage structures including the debris flow stnrcnrre should be
identified with an appropriate enforcement mechanism.
Water Oualitv
20.The project submiual discusses several BMP practices that will be used for the golf
course which includes minimizing watering, optimizing fertilizer usage, use of sand
filters and grass swales for the golf course. We recommend that BMP practices be
extended to individual lawns and parlcs, especially those areas that are in close
proximity to water courses.
The submittal proposes to improve water quality through the use of the noted BMPs.
We recommend that a water quality sampling and monitoring plan should be
developed to identify existing water quality for zurface and groundwater resources
and monitor any changes due to construction and after development.
We recommend a snow storage plan be developed including any area that will be
used for storage of snow that has been plowed and removed.
A maintenance plan should be developed for all BMPs.t
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23.
Golf Course
24. The golf course design should include the following design reconrmendations.
a. Direct runoff away from sensitive areas such as streams, shallow
groundwater, wetlands, etc. into areas where ponding and infiltration can
occur.
Include buffers for Robertson Ditch and the Northeast Dry Park Drainage
where they transverse the golf course.
Select seed mixtures for hrrf and native grass that are compatible.
Preserve and reuse existing topsoil.
Consider underdrains at tees and greens for storage and passive treatment of
contaminated leachate to protect groundwater.
Provide adequate setback buffers for all development from streams, rivers,
lakes, and wetlands.
b.
c.
d.
f.
DRAINAGE REPORT
For
ROSE RANCH P.IJ.I).
I
GARFIELD COt NfY, COLORADO
PRBLIMINARY PLA}[ SUBMITTAL
rrcE JoB NO. 97042.04
ocroBER 15, 1998
Prepared by High Country Engineering, Inc
(Unattached Copy Provided)
DRAINAGE REPORT
ROSE RANCH P.II.D.
GARFIELD COLJNTy, COLORADO
PRELIMINARY PLAN SUBMITTAL
HCE JOB NO. 97042.04
.\
g23 COOPER AVENUE . GLENWCOD SPBINGS, COLORADO 81601
- Telephone (97OJ 945'u676 , Fax [97O) 945'2555
ocToBER 15, 1998
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TABLE OF CONTENTS
SECTION
INTRODUCTION
HYDROLOGY
OFF-SITE DMINAGE BASINS
DRAINAGE PLAN
SI.'MMARY
DRAWINGS:
APPENDIX A:
APPENDIX B:
Vicinity Map
Grading and Drainage Plan (2)
Offsite Basin Map
Soil Survey Map
FEMA Floodplain Map
Floodplain Worksheets (3)
NOAA Atlas, 25 year - 24 hour
NOAA Atlas, 100 year - 24 hour
Typical Cross Section of Debris Grade Stabilizer
Rendering of Debris Grade Stabilizer
East Side of CR 109 - Calculations
West Side of CR 109 - Calculations
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I. INTRODUCTION
The proposed Rose Ranch is approximately 534.2 acres (with approximately 93.9 acres in the
existing West Bank Golf Course) located along the Roaring Fork River approximately 3.5 miles
southwesterly of Glenwood Springs. See the enclosed Vicinity M.p, Sheet Al. The proposed
development consists of 171 single family residences, 74 multifamily units, 67 club homes, l0
aparonent in the club house and an eighteen hole golf course (in conjunction with the 7 holes in
the West Bank Golf Course). The residential development is all on the east side of CR 109.
The major off-site drainage affecting this project is the Roaring Fork River. A medium sized off-
site basin that affects this development is located to the west of the residential development,
flowing from the Northeast Dry Park area. The other off-site basins that drain to the site are
relatively small due to the close proximity of the ridge lines to the site boundary.
The stormwater calculations for the off-site basins are provided in the Appendix. The off-site
basin on the west side of the road will flow through the golf course, under CR 109, through a
channel on the west side of CR 109, before discharging to the Roaring Fork River. The east side
of the road has been divided into subbasins. The areas of the subbasins were used to determine
treatment volumes and sizing the culverts. A 24 hour, 25 year storn event has been adopted for
the minor stonn and the 24 hour, 100 year event was used for the major event in accordance with
Garfield County Regulations. The culverts handling primarily on-site flows were sized for the
25 year storm event. The stormwater facilities accorrmodating both on-site and off-site flows were
designed based on the 100 year storrn event. The design of ttre treatment facilities were based on
a2 year stonn event.
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II. HYDROLOGY
The basic hydrologic methods for the smaller basins were based on the Soil Conservation Service
publication "Procedures for Determining Peak Flows in Colorado" (1980). Results for the
Northeast Dry Park drainage was compared to the regression equations developed by the Army
Corps of Engineers in the "Flood Insurance Study Hydrology for Garfield and Mesa Counties'
(November 1975 and the Flood Insurance Study Hydrology Report by Simons , Li & Associates,
1983). Further discussion of the Norttreast Dry Park drainage hydrology is contained in the Off-
Site Basins section of this report.
The hydrology and floodplain information for the Roaring Fork River is also taken from the 1985
Garfield County Flood Insurance Study. Peak flows for the Roaring Fork River will be primarily
snowmelt derived due to the great size of the basin. Summer thunderstorms do not normally
cover a large enough area to create a significant peak flow on a large basin such as the Roaring
Fork River. However, peak flows from the smaller basins in this area will be primarily rainfall
derived.
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III. OFF-SITE DRAINAGE BASINS
A series of drainage basins on the east and west sides of the property contribute flow to the site.
The largest of these, the Northeast Dry Park drainage, has a tributary area of approximately one
and a half square miles at the point where it flows from its steep walled canyon into the existing
36" CMP under County Road 109. The locations of the larger off-site basins are provided on the
Offsite Basin Map.
It should be noted from the Offsite Basin Map that the majority of off-site basins are small, and
that the high bluffs on each side of the valley essentially define the extent of their tributary area.
Therefore, due to their small size and infrequent flows, these basins are not likely to have any
significant effect on the residential development area. They will mainly affect the areas west of
County Road 109. The larger of the off-site basins are described below.
The Roaring Fork River flows along the easterly property line. The river location is also
illustrated on the Offsite Basin Map and on the Floodplain Map.
Roaring Fork River
The floodplain of the Roaring Fork River through the project is shown on the Garfield County
Flood Insurance Study Rate Map prepared by the Federal Emergency Management Agency
(Community Number 1465 , Panel Number 1,465 , dated January 3 , I 986). The Floodplain Map
(Sheet A,4) is a copy of a portion of the Flood Insurance Rate Map from that sildy which shows
the project area. The Floodplain Worksheets are a copy of the "worksheets" for the FEMA study
prepared by Simons, Li & Associates in 1983 which more clearly show the expected floodplain
and floodway. The 100 year floodplain (water surface) elevations are shown on the Floodplain
Worksheets as wavy lines across the floodplain.
All of the building envelopes are outside of the limits for the 100 year flooplain for the Roaring
Fork River. The minimum finished floor elevations will be shown on the final plat for the lots
that have the 100 year floodplain on or immediately adjacent to the rear lot lines.
The Northeast Dry Park Drainage
Hydrology. The Northeast Dry Park drainage basin varies from an elevation of 7440 feet at its
upper end to an elevation of 6020 feet at its mouth. Stream gage record analysis in western
Colorador indicate that elevation 7500 feet is approximately the dividing elevation between rainfall
derived critical flood events (below 7500 feet) and snowmelt derived events (above 7500 feet).
This characteristic is also indicated in the Simons, Li & Associates hydrology report. Based on
these reports the basin should be considered as governed by rainfall runoff. Therefore, its basic
hydrology was performed using the SCS method. The SCS method was compared with estimates
based on the regression equations from the Flood Insurance Smdy Hydrology Reports mentioned
l "MagnitudeStates, Part 9,
L966.
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and Frequency
Colorado River
of Floods in the Western United
Basin, I' U.S. Geological Survey,
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above. The two methods gave results for the peak 100 year flow of 330 cfs to 340 cfs at the
existing 36" culvert. These flows are only stormwater flows. This basin has three subbasins that
flow to it, designated as "main', #1 and #2 on the Offsite Basin Map. These basins appear to
exhibit the characteristics of debris flow basins, including a steep channel with minimal
vegetation. To mitigate potential damage to on-site improvements durin-q debris flow events, we
are proposing crib type, grade stabilization structures with settling basins (see the details provided
in Appendix B). These structures will reduce the flow velocities to enhance sedimentation and
will trap the larger debris.
The debris flows for the *main" channel will flow to the first settling pond and crib structure
prior to entering a storm drain. The storm drain will convey the 25 year storm event under the
proposed fairways for the golf hole. The overflow path for this basin can accommodate the 100
year storm event. At ttre outlet of the storm drain, two more crib structures are present. The #l
and #2 off-site basins each have two crib structures with settling ponds. Once the flows have
passed through the crib grade stabilization structures, the three subbasins combine at the main
channel. The golf cart path is located in the main channel. The culverts in the gblf cart path are
sized for the 25 year storm (without bulking the flows for debris). For storn events greater than
the 25 year storm, the overflow will be conveyed by the natural channel of the ravine. The
existing 36' CMP will be replaced by a l0' x l0' box culvert for both the golf cart underpass and
to accommodate the 100 year stonn event. Then, the flow will be routed through the project via
an open channel and culverts under the roads - all sized for the 100 year stonn. This basin will
flow primarily through the golf course area. The channel will not combine with the on-site flows
until after the treatrent for the on-site flows has been provided. The channel will release the off-
site flows to their historic location, that is, the'Roaring Fork River. Berms are recommended
along the outside bends of the channel to provide for superelevation of the stormwater flows.
Where this channel comes in close proximity to residential lots, mitigative measures will be
performed and finished floor elevations will be established for these lots.
As noted in the enclosed calculations, a bulking factor of 2.4 has been applied to the 100 year
stormwater runoff. This means that the stonnwater flows calculated by the SCS method have been
increased by 2.4 times to account for the additional bulk that could be accumulated during a debris
flow event. These flows were used to size the channels. Generally, the 100 year stonn does not
generate debris flow events. Thus, the 25 year runoff has been used for the design of the crib
grade stabilization structure and the settling ponds behind these structures. Since the majority of
the larger debris particles will be removed prior to flowing under County Road 109, the rest of
the channel and structures associated with the off-site flows will be designed for the 100 year flow
without the bulking factor.
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rV. DRAINAGE PLAN
General
The Preliminary Drainage Plan for Rose Ranch P.U.D. will have ttre study area divided into
major drainage basins and sub-basins. Each major basin will be given a letter designation, and
each sub-basin a number preceded by the letter of the major basin it is found in.
The design flows for each basin that flows to a culveft has been calculated and provided in the
Appendix.
This development plan consists primarily of a golf course on the west side of County Road 109
while the east side of County Road 109 will have single family and multi-unit lots intertwined wittt
the golf course.
Street and Channel Flow
The streets and road-side ditches will be designed to carry both minor and major storm runoff
from the developed area in most cases. Storm sewers and curb and gutter are not considered best
management practices. The practice of directly connecting impervious areas (DCIA's)
concentrates runoff quickly, which results in larger peak runoff rates. DCIA's also does not
encourage treatment of the storrnwater. Using grass-lined swales, instead of curb and gutter,
helps reduce the pollutant loading being flushed downstream. It encourages filtration and
percolation prior to being discharged to the receiving water. The Urban Storm Drainage Criteria
Manualz recommends using the grass-lined swales as elongated detention basins containing the
water quality capture volume. Grass-lined swales "provide sufficient travel time so as to
.n our.g. the removal of suspended solids before runoff leaves the site. "2 During major storms
the maximum water level allowed will be approximately a quarter of the width of the driving lane
of the road. This assumes a reasonable amount of lot grading to keep the flow confined within
the road right-of-way.
Runoff Control. Treatment and Best Management Practices
Historical agriculture practices on this site include heavy flood irrigation which resuls in a high
infiltration to ttre groundwater table and extensive wastewater discharge to the river. As a result,
fertilizers and agricultural chemicals have historically been transferred to the groundwater table
and the Roaring Fork River. The ranch livestock activities have also historically contributed
surface water contamination to the Roaring Fork River. The proposed development will eliminate
the risk of contamination from livestock, and the golf course controlled maintenance program will
minimize the use of fertilizers and irrigation water. In turn, this will reduce contamination of
groundwater and surface water.
Special consideration has been directed to the issue of controlling the pollutant levels of
'urban
Management
Storm Drainage Criteria Manual, Volume
Practices, Denver, Colorado, September
3 - Best,
L992.
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stormwater surface runoffentering the Roaring Fork River and the Robinson Ditch generated from
the golf course and the site development (streets and parking areas). The plan for the golf course
is to optimize water usage and thus minimize runoff (which is considered a non-structural best
management practice2). The management plan would also optimize any fertilizer applications so
that rhe fertilizer is well utilized by the turf and a minimum of excess would be available to be
mixed with any stonn water runoff.
The first structural best management practice will be minimizing directly connected impervious
areas. The grass lined swales provides the first stage of treating the stormwater mnoff. The
second stage of treatment is constructing detention basins or settling ponds. These settling ponds
are proposed in the grass-lined swale and in drainage easements. In the grass lined, road side
ditches with 6" check dams will be installed to provide the treatment volume. The efficiency of
suspended solids removal for grass-lined swales without check dams is approximately 2040% -
The detention pond's and the swales with check dams' removal efficiency is 50'70% of the
suspended solids. The ponds used in the golf course as permanent water features have an even
higher efficiency in removing pollutant loading: up to 95 % removal of suspended solids and up
to-80% removal of phosphorus and nitrates.2 In addition, the treaunent ponds will have "baffled"
outlets (like a conventional grease trap) to help retain any floating materials that the stormwater
runoff may have picked up. These floating materials include oils, greases, trash, etc. The golf
course ponds will have littoral shelves, which will encourage the growth of wetland plant species.
The wetland plants will aid in the removal of excess nutrients from the stonn water. Surface
runoff from the parking areas and roofs around the proposed clubhouse, which is most susceptible
to oils and greases, will be treated by settling ponds with baffied outlets installed below the
Robertson Ditch (not in the collapsible soil). The treatment plan for the clubhouse will be
included in a separate subminal for the Site Plan for the Clubhouse Parcel.
The settling pond system will also be valuable during the project's consuuction. During
construction, some erosion can be expected from the disturbed areas of the site. The sediment
laden runoff during this period will flow into the settling pond system which will then act as part
of an erosion control system. A National Pollution Discharge Elimination System (NPDES)
permit will be required for this project. The NPDES permit will be obtained prior to any
construction activities.
Detention of the difference in peak stonnwater flows for the existing condition versus the
developed condition will not be necessary for this site. The increase in stormwater runoff due to
development would be a negligible increase to the flows of the Roaring Fork River. However,
the stormwater flows from this development will be treated, as described above, prior to
discharging into the River.
Open Channels
The open channels that are incorporated into the Preliminary Drainage Plan include culvert
outfalls, collector channels for off-site basins, the Northeast Dry Park drainage outfall, and
irrigation ditches.
The irrigation ditches that will remain on the site present some special drainage considerations.
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Ditches typically have very flat grades and are built to carry very little water above their decreed
amount. Therefore, where possible, the drainage plan separates stonn runoff from the irrigation
ditches. Thus, the ditch collects runoff only from the areas immediately uphill from it. Along
the golf course, berms and swales are proposed to route the runoff from the golf course to
controlled discharge points in the irrigation ditch. This will allow additional treatment of the
runoff prior to discharging to the irrigation ditch.
The main irrigation ditch that flows through the site is the Robertson Ditch. This ditch will
remain active; however, it will be relocated and used for water features throughout the golf
course.
Culverts
Culverts will be utilized in the lower portions of the developed area where the stormwater flows
will need to cross the road at the low points in the road profiles. Before the culvert is discharged
to the river, the stormwater will be treated by either a senling pond or with grass-lined swales
with check dams. Culvert outfalls will generally be a relatively short open channel that empties
into the river.
Culverts shown on the Preliminary Drainage Plan are ADS N-12 or equivalent, and the box
culverts are concrete, unless analysis done for final design shows another material to be
preferable. Culverts are sized for the minor storm event (25 year storm) where an acceptable
overflow area is available. However, in some areas culverts must be part of the major drainage
system and thus are sized for the expected 100 year flows.
On the irrigation ditches, culverts are somewhat larger than might be expected in order to alleviate
excessive backwater due to very flat ditch grades. Also, on the irrigation ditches, siphons may
be proposed where grades conflict with other utilities. The culvert sizing for the Robertson Ditch
is based on the size of the existing culvert, which is working adequately.
Culvert sizes and inverts will be shown on the Preliminary Drainage Plan. Since all maximum
head water depths are expected to be less than 1.5 times the pipe diameter, exit velocities will be
reasonable, requiring only minor protective measures such as short sections of rip-rap. The
culvert sizing and calculations are provided in the Appendix.
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V. SI.JMMARY
The preliminary plan for the Rose Ranch P.U.D. includes many types of drainage improvements
and structures, all of which will act together to convey expected surface runoff across the site
while mitigating impacts to expected building types or the environment.
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Proiect Rose R.o ne h Job No. QroqZ .Of
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T 923 Cooper Avenue . Glenwood Springs, CO 81601
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Projecr Rae Ra^ch Job No.91OWlg-
ev (d oae 9|rcfu ck'd by Date-
Subject C,,lreAs Page
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923 Cooper Avenue . Glenwood Springs, CO 81601
projecr Ror" (*.t" Job No. ,7oqa,oL{
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Project Rne R*rrG, JobNo. ?tot,a,o't
By €pt oate 1lrclll ck'd by
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923 Cooper Avenue . Glenwood Springs, CO 81601
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Project Ra^e R*.X Job No. 9704a,a1
ey Q?t oatel lto lls ck'd by
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I 923 Cooper Avenue . Glenwood Springs, CO 81601
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923 Cooper Avenue . Glenwood Springs, CO 81601
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CULVT1. txt
TR-55 Tabular Hydrograph Method
Input Suflmary
Description
CULVERT T1 AT ROAD D AND ROAD B INTER.
Rainfall Distribution .... Type rI
Ia,/P InterPolation .. ..... On
fotal Area 3.37 ac
Peak Tine 12.10 hrs
Peak Plow 2.98 cfs
Given InPut Data:
Subarea D,/S Subareas
Description
Area
(ac)
TC
(hrs)
Tt Rainfall
thrs) (in)
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B1
support Data:
subarea Name: 81, Row:
3.37
ShaLlow Concentrated Plow
Descriptionsurface .. .. '.:::::::::::::Flon Length
watercourse sloPe .
velocity
79 0.10 0.00 2.10
unpaved
480.00 ft
0.07 ft/ft
4.27 fps
computed Shallow flor tlrne ...> 0.03 hrs
*tllri*ttit**tttlrt+*it*tt*
*t**irt*t*l*atl**tl*****tl**
Composlte Runoff Curve Number Calculator
Area (a)Curve Nunber?::::1r:i:'
IMPERVIOT'S
OPEN SPACE
Total Area
221
781
weighted CN
98
74
79
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Culvert $1
Entered Data:
Shape .
Number of Barrels
Solving for ..
Chart Nunber .. . .
scale Nunber ....
Chart Description
Scale Decsription
Flowrate
Manning's n .
Roadnray ElevationInlet Elevation .
Outlet Elevation
Diamete!
Length
Entrance toss .
Tailwater
Computed Results:
Ileadvrater
Slope .velocity
Messages:
Computlng fnlet Control. headwater.
Solvlng Inlet Equatlon 25.
Solving Inlet Equatlon 28.
Headwater: 100.98 ft
culv#1a. txt
Circular
1
Headrrater
2
2
CORRUGATED METAL PIPE CULVERT
},IITERED TO CONFOR}! TO SLOPE
2.98 cfs
0. 010
108.00 ft
100.00 ft
99. 00 ft
18.0000 in
50.00 ft
0.000
0.01 fr
100.98 ft (0.98'of head)
0 .020 f.t /ft7.93 fps
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CuIv#2 . txt
TR-55 Tabular Hydrograph Method
Input Sunmary
Description
CUI,VERT *2 ON ROAD B AT APPROX.
Rainfall Distribution ....
Ia,/P Interpolation
Total Area
Peak Time
Peak Flot
Given Input Data:
sTA 7+30
TyPe II
On
5.75 ac
12.10 hrs
5.05 cfs
Subarea D,/S Subareas
Description
Area
(ac)
Tc
(hrs)
CN Tt Rainfall
(hrs) (in)
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B3
suPPort Data:
Subarea Nane: 81, Rou: 1
ShaIIo!, Concentrated Flot
3.37
2.38
0.10
0.10
0.03
0.00
2.10
2.t0
?9
79
Descrlption .. ....
Surface Unpaved
Flow Length
tfatercourse sloPe .
velocity
480.00 ft
o.07 ft/ft
4 .27 fps
Computed Shallow flow time ...> 0.03 hrs
i*it***trt******t*la*tt*t**
,tt*tttt***l*ltltt*tttt*trtt
Shallow Concentrated FIol,
DescriptionSurface t npaved
Ffow Length 380,00 ft
watercourse slope . 0,04 ftr/ftvelocity 3.31 fps
Conputed Shallow flow tine ...> 0.03 hrs
**ir+t*tti*t*ttttttt
Total Time of Travel ..> 0.03 hrs
*ttiittl***ttl*l**t**
Conposlte Runoff Curve Number Calculator
Descriptlon Area (t)Curve Number
IMPERVIOUS
OPEN SPACE
subarea Name: 83, Row: 2
Shallow Concentrated Flow
221
788
100r
98
74
Description
Surface Unpaved
Plo!, Length 385.00 ft
watercourse Slope . 0.09 tt/ftvelocity {.84 fps
Computed Shal.Iow flow time ...> 0.02 hrs
tt*t*tit***ttllt***ttt*lttt
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culvert *2
Entered Data:
shape .
Number of Barrels
Solving for ..
Chart Number ....
Scale Nunber . ...
Chart DescriPtion
scale Decsription
Fl.orrrate
Manningrs n ....
Roadway Elevation
Inlet Elevation .
outlet Elevation
Diameter
Length
Entrance Loss .
Tailrrater
conputed Results i
Headlrater
SloPe .
velocity
Messages:
Computing Inlet CoDtrol headwater.
Solving Inlet Equation 26.
Solving Inlet Equation 28.
Ileadwater: 102.82 ft
culv#2a. txt
Circular
1
Headrrater
2
2
CORRUGATED UETAI, PIPE CULVERT
MITERED TO CONPORM TO SLOPE
17.00 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
24.0000 in
50.00 ft
0.000
0.01 ft
102.82 ft (2.82' of head)
0.020 ft/ft
12.58 fps
I Page 1
Culv#3 . txt
TR-55 Tabular Hydrograph Method
Input Summary
Description
CULVERT *3 ON ROAD B AT APPROX. STA 12+OORainfall Distribution .... Type II
Ia,/P Interpolation OnTotal Area 13.02 ac
Peak Time 12.10 hrs
Peak Plor, 11.54 cfs
civen Input Data:
Subarea D,/S Subareas Area CN Tc Tt Rainfall
Description (ac)(hrs) (hrs) (in)
I
to
t
I
I
I
I
I
t
to
I
I
I
I
I
I
I
I
I
B1
B3
c4
B2
3.37 79 0.10 0.07 2.t02.38 ?9 0.10 0.04 2.10
1. 57 80 0.10 0.03 2.10
5. 60 79 0.10 0. 00 2.L0
Support Data:
Subarea Name: 81, Row: 1
shallow concentrated Flow
DescriptionSurface Irnpaved
Flos Length 480.00 ft
Watercourse Slope . 0.07 f.t,/f.tvelocity 4.27 fps
Computed Shallow flor tlme ...> 0.03 hrs
*atitt*tii**ttt*i*tt***a***
Shallor Concentrated Flow
Descriptionsurfaee Unpaved
Plolr Length 850.00 ft
Watercourse Slope . 0.05 ft,/ftVelocity 3.46 fps
Computed Shallow flow tfuie ...> 0.07 hrs
*tr*r**atatttt*tt*tr
Total Tine of Travel. ..> 0.07 hrs
,ir*t*irt*tiilat***i*
Composite Runoff Curve Number Calculator
Descrlption Area (t) Curve Number
IMPERVIOUS 22 98
OPEN SPACE 78 74
subarea Na0e: 83, Row: 2
Shallow Concentrated Plow
DescriptionSurface t npaved
Flow Length 385.00 ft
Watercourse Slope . 0.09 f,t/ttvelocity 4.84 fps
Computed Shallot, fJ.ow tine ...> 0.02 hrs
Page 1
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to
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T
Culv#3 . txt
t****t*llr*t*ltri***ii*itt*
tt*ttt*t***rt*t*il**tl*tt**i
shallol, Concentrated Flow
DescriPtlonsurface Unpaved
Flow Length 500.00 ft
watercourse Slope . 0.03 tt/ft
Velocity 3 .46 fps
Computed Shallo!, flor time ...> 0.04 hrs
*art****r*l*t****r*i
r****r***ilir***itttt
Subarea Name: C4, Ror.r: 3
Shallow Concentrated Floht
DescrlptionSurface gnpaved
Computed Shallor flow tine .........> 0.03 hrs
t**t*rrtititl*i*rtt**tttttt
**t***rtl***t**tll***tt*tlt,
shallort concentrated Flow
Plow Length
tiatercourse slope .
Velocity
Description
Surface
Flol, Length
Watercourse SloPe .
Velocity
410.00 ft
0. 08 f t,/f t
4.59 fps
Unpaved
400. oo ft0.04 f t,/f t
3.27 f,Ps
computed shallow flow time ...> 0.03 hrs
i*t***l*ttltlii**ttl
Tota1 Time of rravel .> 0.03 hrs
t******itt*il*t***tl*
Cornposite Runoff Curve Number CaLculator
Description Area (g) Curve Number
IMPERVIOUS
OPEN SPACE
Subarea Name: 82, Rolr: 4
shallow Concentrated Floht
24
76
100
98
7480 weighted cN
Descrlptlon
Surface
Flow Length
llatercourse sloPe .
Velocity
Unpaved
480.00 ft
0.07 f,t/f,t
4.42 fps
I
computed Shall.ow flo!, tine ...> 0.03 hrs
ri*tt***ttr*lt*l*ltrttlttta
tttrt***ll*tt*t***t*t***rrtt
Composite Runoff curve Nunber Calculator
Page 2
Culv#3 . txt
Area (ac) Curve NumberDescription
I
ro
I
t
I
I
T
I
t
ro
I
I
I
I
I
I
I
I
I
98
?4
22
78
100
IMPERVIOUS
OPEN SPACE
I
lo
I
I
I
t
I
I
Ip
I
I
I
I
t
t
I
Culvert *3
Entered Data:
ShaPe .
Nunber of Barrels
Solving for ..
Chart Number ....
Scale Nunber ....
Chart Descrlption
Scale DecsriPtion
Flowrate
Manning's n .
Roadhray ElevationInlet Elevation .
Outlet Elevation
Diameter
Length
Entrance Loss .
Tailwater
Conputed Results:
Headnater
Slope .
VelocitY
Uessages:
Conputing Inlet Control headwater.
solving Inl.et Equation 26.
Solving Inlet Equation 28.
tleadwater: 102.64 ft
Culv#3a. txt
Circular
1
Headlrater
2
2
CORRUGATED METAT PIPE CULVERT
MITERED TO CONPOR!,T TO SLOPE
23.50 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
30.0000 in
50.00 ft
0.000
0.01 ft
1o2.64 f,t (2,64' of head)
0.020 tt/ft
13.58 fps
!
t Page 1
DescriPtion
CULVERT T5 ON ROAD C AT APPROX.
Rainfall Distributiotl ....
Ia,/P InterPolatlon
Total Area
Peak Tine
Peak Flow
Glven Input Data3
CuIv#5. txt
TR-55 Tabular Hydrograph Method
Input SummarY
srA 3+25
Type II
On
1.67 ac
12.10 hrs
1.53 cfs
subarea D/S
Descriptlon
subareas Area
(ac)
Tc
(hrs)CN Tt Rainfall
(hrs) (in)
I
ro
I
I
t
I
t
I
Ip
I
I
t
I
I
I
t
I
t
c4
Support Data:
Subarea Nane: C4, Rou: 1
ShaIIov Concentrated FIor
0. 10
410.00 ft
0.08 ft,/f t
4 .59 fps
Unpaved
400.00 ft
0.0{ f t,/f t
3.27 fps
0.00 2.10L.67 80
computed ShaIIow flow time '..> 0'03 hrs
rir*ttt*tl**tttrt**t*t*t*tt
t *ta r*t ***t**i*t** t itt* *t*tt
shall0r, concentrated Flot
Descriptionsurface unPaved
Flow Length
Watercourse SloPe .
velocity
Description
surface
Elow Length
tlatercourse slope .
velocity
computed Shallow fIo$ tine ...> 0.03 hrs
tttt*atl*tltt***lttl
Total Tlne of Eravel ..> 0.03 hrs
trtrrttt*t*itltil**tt
composlte Runoff Curve Number Calculatot
Descriptlon Area (t)curve Number
IUPERVIOUS
OPEN SPACE
Total Area
24
76
98
74
100 80
Page 1
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Culvert t5
Entered Data:
ShaPe .
Number of Barrels
Solvlng for ..
Chart Number . ...
Scale Number . ...
Chart DescriPtion
scale DecsriPtion
Flor,rrate
Manning's n ..
Roadway Elevation
In1et Elevation .
outlet Elevation
DiameterLength .......
Entrance Loss .
failwater
computed Results:
Headrrater
Slope .
velocitY
uessages:
iomputlng rnlet control headwater.
Solving In1et Equation 25.
Solving Inlet Equation 28.
Headvrater: 101.41 ft
CuIv#5a. txt
Circular
1
Headwater
2
2
CORRUGATED UETAI, PIPE CT'LVERT
MITERED TO CONFORM ?O SLOPE
5.50 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
18.0000 in
50.00 ft
0. 000
0.01. ft
101.41 ft (1.41' of head)
0.020 ft,/ft
9.42 fps
Page 1
CuIv#6. txt
TR-55 Tabular llydrograph Method
Input Summary
DescriPtion
CULVERT il6 ON ROAD C AT APPROX. STA 11+OO
Rainfall Dlstributlon .... Type II
Ia,/P InterPolation on
Total Area 15.94 ac
Peak Time 12.10 hrs
Peak Flow 14.95 cfs
Given InPut Data:
Subarea D/S Subareas
Description
Area
(ac1
CN TC
thrsl
Tt
thrsl
Rainfall(ln)
I
to
l
I
I
t
I
I
t
t
t
I
I
I
t
t
I
I
I
c2
c1
Support Data:
Subarea Name: C2, Rotr: 1
shallow concentrated Flott
IT.'PERVIOUS
OPEN SPACE
Subarea Name: C1, Row: 2
Shallow concentrated Flow
DescriptioDSurface t npaved
9 .31
7 .63
0.10
0.10
0.06
0.00
2.10
2.to?9
80
veloclty 4.70 fPs
Cornputetl Shallow flon tlme ...> 0.06 hrs
ttt*t*lllr**i*t*l***t*i**rl
r**rat*tttt*a*t*l**lt*t*a*tt
sha110r, Concentrated EIow
Flow Length
watercourse slope .
DescriPtion
surfaceFlor lJength
rlatercourse sloPe .
Velocity
1085.00 ft
0.09 f t,/f t
t npaved
409.21 ft
0.0L ft/ft
1.77 fps
computed Shallow flon tlne . . .> 0.06 hrs
+tt**l**l***tltttrtt
Total Time of Traver "> 0'05 hrs
t*t**lri*tttttat*t*t*
Conposite Runoff Curve Number Calculator
Description Area (t)Curve Nunber
20
80
100
98
?4
DescriptionSurface gnpaved
Ftov, Length 900.00 ft
watercourse SIoPe . 0.10 ft,/ft
Velocity 5.20 fPs
Conputed Shallow flow time ...> 0.05 hrs
*r**ttt**trttltt*it*t*trtt*
Page J-
t
I
t Description Area (t) curve Nunber
IT{PERVIOUS 24 98
I
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I
I
I
I
I
I
I
T
I
I
I
I
I Pase 2
CuIv*6. txt
I
tt
I
I
I
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I
I
Ip
I
I
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I
I
I
CuLvert $6
Entered Data:
Shape .
Number of Barrels
Solving for ..
chart Nunber ....
Scale Number . ...
chart Description
Scale DecsriPtion
Plowrate
Manningrs n .,..
Roadway Elevation
Inlet Elevation .
outlet ELevatlon
Diameter
Length
Entrance Loss .
Tailrrater
Conputed Results:
Headwater
Slope .
Velocity
Messages:
Computing Inlet Control headrrater.
solving Inlet Eguation 25.
Solving In1et Equatlon 28.
Headvater: 104.01 ft
Culv#6a. txt
Circular
1
Ileadwater
2
2
CORRUGATED METAL PIPE CULVERT
MITERED TO CONFORM TO SLOPE
23.00 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
24.0000 ln
50.00 ft
0.000
0.01 ft
104.01 ft (4.01' of head)
0.020 ft/tt
13.58 fps
I Page 1-
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IO
I
Culv#7. txt
TR-55 Tabular Hydrograph MethodInput Sumnary
Description
CULVERT }7 ON ROAD A AT APPROX. STA 11+OORainfall Distribution .... Type II
Ia,/P Interpolation OnTotal Area 9.31 ac
Peak Time 12.10 hrs
Peak FIov 7.94 cfs
Given Input Data:
Subarea D/S Subareas
Description
Area
(ac)
CN Tc(hrs)Tt Rainfall
(hrs ) ( in)
t
I
t
I
I
I
I
I
t
I
I
t
t
t
I
I
c2
Support Data:
subarea Name: C2, Row: 1
shallow Concentrated Flott
9.31 0 .10 0 .00
Description'surface Unpaved
Flow Length 1085.00 ft
watercourse slope . 0.09 ft,/ftvelocity 4 .70 fps
Cotnputed Shallou flow time ...> 0.06 hrs
t*it*t*it***t*ltrltttt**llt
itttittt***ttit*atr*rtt*l***
Shallow Concentrated Plow
DescriptionSurface Unpaved
79 2.LO
Flow Length
watercourse Slope .
velocity
409.2L fto.0t ft/ft
L.77 fps
Conputed Shallow fLow time ..> 0.06 hrs
*ttltrt*t*tt*ttttttt
Total Tlme of Travel ..> 0.05 hrs
*t+t*ti*trlit*r**tl*t
Composite Runoff Curve Number Calculator
Description Area (t)Curve Number
II.TPERVIOUS
OPEN SPACE
20
80
100
98
74
Page 1-
t
lo
t
Culv#7a. txt
Circular
1
Head$ater
2
2
CORRUGATED METAI, PIPE CULVERT
MITERED TO CONFORM TO SLOPE
11.90 cfs
0. 010
108.00 fr
100.00 ft
99 .00 ft
24 .0000 ln
50.00 ft
0.000
0.01 ft
101.95 ft (1.95' of head)
0.020 ft/ft
11.43 fps
I
t
I
I
I
t
I
I
I
t
I
I
I
I
t
I
Culvert 17
Entered Data:
Shape .
Number of Barrels
Solving for .,
chart Number ....
Scale Nunbe! ....
Chart DescriPtion
Scale Decsription
F1o\rrate
Manning's n ....
Road\ray Elevationrnlet Elevation .
Outlet Elevatlon
Diameter
Length
Entrance Loss .
Tailwater
Cotnputed Results:
Headrrater
Slope .velocity
Messages:
computing Inlet Control headwater.
Solving Inlet Eguation 26.
Solving In1et Equation 28.
Headrater: 101.95 ft
Page 1
Culv#L0. txt
TR-55 Tabular Hydrograph Method
Input Sunmary
Description ..
CULVERT TlO ON ROAD A AT APPROX. STA 19+80
Rainfal] Distribution ........... Type II
Ia,/P Interpolation ...... .. on
Total Area 22.33 ac
Peak Time 12.10 hrs
Peak FIow 17.60 cfs
Given Input Data:
subarea D,/S Subareas
Description
Area
(ac)
TC
(hrs )
CN Tt Rainfall
(hrs ) ( in)
t
lo
I
t
t
t
t
I
t
to
I
t
I
I
I
I
I
I
I
c2
D1
c3
Support Data:
Subarea Name: C2, Ro\r: 1
shallo\, Concentrated Plow
9.31
3.39
9.64
79
78
77
2.10
2.10
2.10
0.10
0.10
0.10
0.10
0.10
0.00
tr*tti*rar*ttl***ttrt*tt*rt
*rrt*t****l**i*tt*t*ai*lt**t
Shallow Concentrated Flow
DescriptionSurface Unpaved
Flow Length
Watercourse SloPe .. : : : : : : : : : : : : :
Velocity
620.00 ft
0.06 f t,/f t{.05 fps
Conputed shallot flol, tine ...> 0.04 hrs
,***tii*trtitriii*r*
Total Tine of Travel ..> 0.04 hrs
ttti*tlttta*t*tr*lttt
conposite Runoff curve Number Calculator
Description Area (t) Curve Number
IMPERVIOOS 20
OPEN SPACE 80
subarea Name: D1, Row: 2
shallow concentrated F10w
98
74
Descrlptionsurface Unpaved
Flow Length 1140.00 ft
watercourse Slope . 0.09 f,t/tt
velocity 4.84 fPs
comput,ed shall.on flow time . . . > 0.07 hrs
trit*trrt***ttttit**tt**li*
Page 1-
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t
t
T
t
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Culv#L0. txt
**tttt*t*i*trtt**itr*tttil**
shallow Concentrated Plo!,
Descrlption
Surface
Flon Length
Vlatercourse SloPe .
Velocity
Unpaved
1140.00 ft
0.09 f t,/ft
4.84 fps
Computed Shallow flo!, time ...> 0.07 hrs
*ttt**t*****ttt*t**t
*t*tiratttt*rtlltrttl
Composite. Runoff Curve Nutnber Calcul.ator
Description Area (1) curve Number
IMPERVIOUS
OPEN SPACE
Subarea Nane: C3, Rort: 3
ShaIIon Coneentrated Flow
IMPERVIOUS
OPEN SPACE
98
74
98
74
L7
83
100
DescriPtionSurface Unpaved
Flow Length L220.00 ft
watercourse slope . 0.06 ft/ftvelocity 3.95 fps
Computed Shallou flow time ...> 0.09 hrs
*t*tti**l*ra*t*t*ttttt*tttt
*at*t*at***ta*tti**l*tttltlt
Composite Runoff Curve Nunber Calculator
Description Area (t) Curve Nunber
11
89
100
Page 2
t
r.
t
t
t
I
I
I
Ip
I
t
T
I
t
I
t
t
I
Culvert t10
Entered Data:
Shape .
Number of Barrels
Solving for ..
Chart Number ....
Scale Nunber .. . 'Chart DescriPtion
Scale DecsriPtion
Flowrate
Manning's n .
Roadway Elevationrnlet Elevation .
Outlet Elevation
Di.ameter
Length
Entrance Loss .
Tailwate!
Conputed Results:
Head\rater
Slope .
Velocity
Messageg:
Computlng Inlet Control headwater.
solving Inlet Equation 26.
Solving In1et Eguatton 28.
Headrrater: LO2.9? tt
CuIv#10a. txt
Circular
1
Headwater
2
2
CORRUGATED !,IETAL PIPE CULVERT
I,'ITERED TO CONFORI,I TO SLOPE
17.60 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
24 .0000 in
50.00 ft
0.000
0.01 ft
102.97 ft (2.97' of head)
0.020 ft,/ft
L2.59 fps
Page L
TR-55 Tabular Hydrograph uethodInput Summary
Culv#L2. txt
sTA 1+70
Type II
On
13.75 ac
12.10 hrs
11.09 cfs
Descrtption ..
CULVERT *12 ON ROAD G AT APPROX.
Rainfall Distribution .. '.IalP InterpolationTotal Area
Peak Plou
civen Input Data:
Subarea D/S Subareas
Description
Area
(ac)
CN TC(hrs)
Tt Rainfall
(hrs) (1n)
t
ro
I
I
I
I
I
I
t
I
t
t
I
I
t
II
I
I
D2
D3
Support Data:
Subarea Name: D2, Ror,r 1
shallon Concentrated Flow
4.69
9 .06
0.10
0.10
78
?8
0.00 2.!00.00 2.10
Computed Shallov flov time ...> 0.03 hrs
l*tt**tit*ttttt*tt***t*i**t
*ttt***lrt*tttt*t*****ltt**t
Shallo$ Concentrated FloL
DescriptionSurface t npaved
Descrlptionsurface unPaved
Flow Length
ilatercourse Slope .
velocity
Flox Length
watercourse sloPe .
velocity
4{0. 00 ft
0.06 f t,/f t
3.82 fps
520.00 ft
0.06 ft/tt
4.05 fps
coroputed shallol, flow tfune ...> 0.04 hrs
rr+tttttr**ttt**tt*l
Total Tlme of Travel ..> 0.0t1 hrs
**ttltr*r**tilttl*t**
conposite Runoff Curve Nunber Calculator
Descrlption Area (tr)curve Nunber
IMPERVIOT'S
OPEN SPACE
Subarea Nane: D3, Row: 2
Shallotr Concentrated FIot
L7
83
100
98
74
Description
Surface
Flou Length
watercourse slope .
Velocity
Unpaved
1140. 00 fr
0.09 ft/ft
4.84 fps
computed shallot, flow time ...> 0.07 hrs
it*******ittttttltrl**t*l*t
Page 1
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Culvert 112
Entered Data:
Shape .
Number of Barrels
Solving for ..
Chart Nutnber ....
scale Nutnber ....
chart DescriPtion
scale DecsriPtion
F1o!,rate
llanning's n .
Roadway Elevation
Inlet Elevation .
outlet Elevation
Diameter
Length
Entrance Loss .
Tailwater
conputed Results:
Head\rater
Slope .
veloclty
lileSSages:
Computlng Inlet Control headwater.
Solving fnlet Equation 25.
solving Inlet Equation 28.
Headrater: 102.97 ft
Culv#l-2a. txt
Circular
1
Headuater
2
2
CORRUGATED METAIJ PIPE CULVERT
MITERED TO CONFORU IO SLOPE
11. 1.0 cf s
0.010
108.00 ft
100.00 ft
99.00 ft
18.0000 in
50.00 ft
0. 000
0.01 ft
L02.97 ft (2.97', of head)
0.020 fr/ft
11.31 fps
Page 1
Culv#13 . txt
TR-55 Tabular Hydrograph Method
Input Sunnary
DescriPtion
CULVERT *13 ON ROAD II AT APPROX. STA 5+60
Rainfall Dlstribution .... TyPe II
Ia,/P InterPolation ... ..... On
Total Area 19.53 ac
Peak Tine 12.10 hrs
Peak Flow 15.85 cfs
civen InPut Data:
subarea D/S Subareas
Descriptlon
Area CN
(ac)
TC(hrs)
Tt Ralnfall
(hrs) (1n)
t
bI
tI
II
I
Ip
t
III
I
If,
I
I
D2
D3
E1
Support Data:
Subarea Name: D2, Row: 1
Shallow Concentrated Flow
IMPERVIOUS
OPEN SPACE
subarea Name: D3, Rorr: 2
Shallow concentrated Flow
4.69
9.06
5.78
0.10
0.10
0.10
0.00
0.00
0. 00
2.10
2.10
2.10
78
78
78
DescriptlonSurface UnPaved
Flow tength 440.00 ft
watercourse sloPe . 0 -OG fE/ft
velocity 3 .82 fPs
Computed Shallow flow tlne ...> 0.03 hrs
*****ti**tt*tt****tt*tirrtt
*****t*rr***t*tt*t***t*t*t*t
ShaIlow Concentrated Flot,
velocity
conDuted
r s-ve-bJ
conputed shalloer flow tine ...> 0.04 hrs
**t*il*ar**l***lltl*
Total TiBe of travel ..> 0.04 hrs
t*r**tt*i*tttt*tttttt
Conposite Runoff Curve Number Calculator
--::::::!:::" --I::-1:l- :::::.:T:::--
DescrJ.ptionsurface UnPaved
PIow Length
I.ratercourse slope .
620.00 fr
0. 06 f t,/f t
4 .05 fps
98
74
18
82
100
Description
Surface
Flow Length
watercourse SloPe .
velocity
unpaved
1140. 00 ft
0.09 ft/ft
4 .84 fps
computed Shallow flow tirne '..> 0.07 hrs
rtt**ttl*t**tt**tal**lt*tt*
t
I
I
t
I
t
I
I
t
I
I
I
t
I
I
I
I
Culv*L3. txt
*tt**r*tttr**r*r*iltlttl**l*
Shallow Concentrated Flow
Descriptlonsurface Unpaved
watercourse slope . 0.09 fr/ft
velocity 4 .84 fPs
cornputed ShalLow flow tfune .,.> 0.07 hrs
*t*tl*rlt*i*rtttitt*
tt*rrt**ttt*tttttl*tt
composlte Runoff Curve Number Calculator
Description Area (3)Curve Number
I}tPERVIOT'S
OPEN SPACE
Subarea Nane: 81, Rohr: 3
18
a2
100
98
74
Shallow Concentrated Flow
Description
surface
FIow IJength
watercourse SloPe .velocity
Unpaved
,t50. 00 f t
0.03 f t,/f t
2.70 fps
Computed ShaLlot flon tlme ...> 0.05 hrs
ttt**t*ltti*tt*r*t*tli*t*t*
rr*****t*t***t**t*ttt*tttitt
Composite Runoff Curve Number Calcufator
Description Area (q)Curve Number
II{PERVIOT'S
OPEN SPACE
18 98
82 74
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Culvert 113
Entered Data:
Shape .
Nunber of Barrels
Solving for
chart Number
Scale Nu[Der . ......
chart Description .. : : : : : : : : : : : :.
Scale DecsriPtion
Flolrrate
}lanning's n . .
Roadrday Elevation
Culv#13a. txt
CircularI
Headuater
2
2
CORRUGATED METAL PIPE CI'LVERT
MITERED TO CONFOR!,I TO SI,OPE
15.90 cfs
0.010
108.00 ft
100.00 fr
99.00 ft
24.0000 in
50.00 ft
0.000
0.01 ft
102.46 ft (2.46' of head)
o.020 ft/ft
12.36 fps
Inlet Elevation
Out1et Elevatlon
Diameter
Length
Entrance Loss .
Tailwater
computed Results i
Headrrater
slope .
VelocltY
Messages:
Conputing Inlet Control head\rater.
solvlng rnlet Equation 25.
Solving rnlet Eguatlon 28.
Headltater: 102.46 ft
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CuIv#i4 . txt
TR-55 Tabular HydrograPh Method
Input Summary
DescriPtion
CULVERI I14 ON ROAD F AT APPROX. STA 9+80
Rainfall Distribution '.. - Type II
Ia,/P InterPolation .... ... On
Total Area 9.06 ac
peak Time 12.10 hrs
peak FIol, 7.31 cfs
Given InPut Data:
subarea D,/S Subareas
Description
Area
(ac)
Tc
(hrs )
CN Tt Rainfall
(hrs) (in)
t
t
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Il
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t
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l
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I
9.05 7A 0. 10 0.00 2.L0D3
Support Data:
Subarea xame: O3, Rotr: 1
shallol, concentrated Flow
Descrlption
Conposite Runoff Curve Nunber Calculator
Area (i)curve Nunber
DescriPtlonSurface UnPaved
Plor,, Length 1140.00 ft
watercourse SloPe . 0.09 ft/ft
velocity 4.84 fPs
Conputed shallow flow tine ...> 0.07 hrs
,*t*tt*t*ttlitttt*tt**ttrtt
*tt*rir**t*tt***t*****t**li*
shallow Concentrated FIow
DescriPtion
Surface UnPaved
FIot, Length 1140.00 ft
watercourse SloPe . 0.09 ft/ff
velocity 4.84 fPs
Cornputed Shallow flow tfune ...> 0.07 hrs
trtl***t*t*arlttti*t
Total Tine of rraver '> o'07 hrs
i***r*l*lta**ttttitt*
IMPERVIOUS
OPEN SPACE
l7
83
100
98
74
78
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Culvert *14
Entered Data:
shape .
Nunber of Barrels
Solving for ..
Chart Nunber ....
scale Number ....
chart DescriPtion
scale Decsription
Florrrate
Manning's n .. ..
Roadway Elevation
Inlet Elevati-on .
Outlet Elevation
Diameter
Length
Entrance Loss .
failwater
Computed Results:
Headltater
Slope .velocity
Dressages:
Computing Inlet control headwater.
Solving Inlet Eguatlon 26.
sotvlng Inlet Equation 28.
Ileaduaterr 101.70 ft
Culv*14a. txt
Circular
1
Head$ater
2
2
CORRUGATED UETAI] PTPE CI'LVERT
MITERED TO CONFORU TO SLOPE
7.30 cfs
0. 01.0
108.00 ft
100.00 ft
99.00 ft
18.0000 ln
50.00 ft
0.000
0.01 ft
101.70 ft (1.7'of head)
0.020 ft/ft
10.17 fps
l1
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TR-55 Tabula! Hydrograph MethodInput Sutnmary
Description
CULVERT *].5 ON ROAD H AT APPROX.Rainfall Dlstribution ....IalP Interpolation
Total Area
Peak Time
Peak FIow
Given Input Data:
Culv#15. txt
sTA 8+65
TyPe II
On
5.47 ac
12.10 hrs
4.01 cfs
Subarea D,/S Subareas
Description
Area
(ac)
Tc
(hrs)
Tt Rainfall
thrs ) ( in)
t
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P1
suPPort Data:
Subarea Name: F1, Rorr: 1
shal1ow concentrated Flow
5.47 0.10 0.00
DescrlptionSurface Unpaved
Plow Length 625.00 ft
Watercourse Slope . 0.02 ft/ftvelocity 2,34 fps
Conputed Shallow flor tlne ...> 0.07 hrs
****t*ttttrtt*ii*t**ttt**it
**ritttt****ti****i**tt***rt
Shallow Concentrated Plow
DescriptionSurface gnpaved
2.10
Flot, Length
watercourse Slope .
Velocity
1140.00 ft
0.09 frlft{.84 fps
Conputed Shallow flow tine ...> O.O7 hrs
t*t*ttattttrrt*r*ttt
?otal Tine of Travel ..> 0.07 hrs
*r*r*ttt*r*ta**t*rt**
Conposite Runoff Culve Nunber Calculator
Descriptlon Area (t)Curve Number
IUPERVTOUS
OPEN SPACE
TotaL Area -----> 100
98
74
L2
88
Page L
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Culvert S15
Entered Data:
Shape .
Nunber of Barrels
Solving for ..
Chart Nurnber ....
Scale Nunber .. ..
Chart Description
Sca1e DecsriPtion
Flowrate
Manning's n ... .
Roadway El.evatlon
rnlet Elevation .
Out1et Elevation
DLameter
Length
Entrance Loss .
railvater
Conputed Resul.ts:
Ileadwater
Slope .
Velocity
Dressages:
Computing In1et Control headwater.
solving Inlet Equation 25.
Solvlng rnlet Equation 28.
tlead$ater: 101.16 ft
101.15 ft (1.16' of head)
0.o20 ft/ft
8.62 fps
Culv*15a. txt
clrcula!
1
Headwater
2
CORRUGATED
MITERED TO
4.00 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
18.0000 in
50.00 ft
0.000
0.01 ft
I{ETAIJ PIPE CULVERT
CONPORM TO SLOPE
Page 1
Culv#l-6 . txt
TR-55 Tabular Hydrograph Method
Input Sunmary
Description
CULVERT *].6 ON ROAD H AT APPROX. STA 13+75Rainfall DistributioD .... Type II
Ia,/P Interpolation onTotal Area 8.67 ac
Peak Time 12.10 hrs
Peak Flor, 6.23 cfs
Given Input Data:
subarea
Description
D,/S Subareas Area
(ac)
CN TC
(hrs )
Tt Rainfall
(hrs) ( in)
I
llD
!T
ll
It
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T
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ro
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t
t1
G1
supPort Data:
Subarea Nane: G1, Rorr: 1
shallow concentrated Flow
8.67 0.10 0.00
Description
Surface Unpaved
Flow Length 58O.OO ft
l{atercourse Slope . 0.07 tt,/f,tVelocl.ty 4.30 fps
Computed Shallow flow time ...> 0.04 hls
*trtrtr*tl*t**t*tttttt***lt
*ii*r*r******r** **tti***t*t*
shallo!, concentrated Flow
Descriptionsurface Unpaved
77 2.LO
Plohr Length
watereourse sloPe .
veloclty
1140.00 ft
0.o9 ft,/fx
4 .84 fps
Computed Shallow flow time ...> 0.07 hrs
t*ttt*rrtlll*t*****t
Tota1 Time of lravel ..> 0.07 hrs
,*iitt*ttttttll**t*tt
Composite Runoff Curve Number Calculator
Descriptlon Area (i)Curve Nunber
IMPERVIOUS
OPEN SPACE
Total Area
11
89
100
98
74
t
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CuIv#l-6a. txt
Culvert *16
Entered Data:
Shape . Circular
Number of Barrels 1
Solvlng for .. lteadlrater
Chart Nunber .... 2
scale Number .... 2
chart Description CoRRUGATED METAL PIPE CULVERT
scale Decsription MITERED TO CONFORU TO SLOPE
Plonrate 6.23 cfs
Manning's n . 0.010
Roadway Elevation L08.00 ft
Inlet Elevation . 100.00 ft
Outlet Elevation 99.00 ftDiameter 18.0000 inLength 50.00 ft
Entrance Loss . 0.000
Tailt ater 0.01 ft
computed Resul.ts:Headuater 101.53 ft (1.53' of head)
Slope . 0.020 tt/ft
Velocity 9.75 fps
uessages:
Conrputing rnlet Control headwater.
Solving Inlet Equation 26.
Solving Inlet Equation 28.
Headrrater! 101.53 ft
Page 1-
Culv#18. txt
TR-55 Tabular Hydrograph MethodInput Sunmary
Description
CULVERT #18 AT
Rainfall. Distribution ....
IalP Interpolation
Total Area
Peak Tine
Peak Flow
Given Input Data:
Type II
On
991.45 ac
12. 50 hrs
355.69 cfs
Tc
(hrs )
Tt
(hrs )
Rainfall(ln)
A!ea
(ac)
subarea D/S subareas
Description
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MAIN
TRIBUTARY #1
TRIBUTARY #2
AT EX 36" CMP
A? "G" ROAD
Support Data:
Subarea Nane: MAIN,
0.94 0.200.65 0.200.56 0.20
0. 11 0.09
0. 10 0. 00
399.45
30{.84
232.32
42.24
12. 60
2.50
2.50
2. 50
2.50
2 -so
78
75
78
80
16
Composite Runoff Culve Nunber Calculator
Description Area (ac) Curve Nunber
SAGE- ?YPE C
S}.GE -TYPE D
.,UNIPER -TY C
JI'NIPER -?Y D
63
85
13
89
Weighted CN
99.86
99.86
99.86
99.86
399 .44
I
t
Subarea Name: TRfBUTARY #1, Rohr:
Composite Runoff Curve Number Cal.culator
Description Area (ac)Curve Nunber
T
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I
SAGE -TYPE C -POOR
SAGE -TYPE C -FAIR
i,UNIPER .POOR
WNIPER .TAIR
16.2t'16.2L
16.21
76-21
304.84
80
63
85
73
63
85
73
89
Subarea Name: TRIBUTARY #2, Row: 3
Composite Runoff Culve Nutnber Calculator
Description Area (ac) Curve Number
SAGE TYPE C. TAIR 58.08
SAGE TYPE D. POOR 58.08
JT'NIPER TYPE C 58.08
.]UNIPER TYPE D 58.08
Subarea Name: AT Row: 5
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Conputed Shallow flow time ...> 0.09 hrs
Messages:Info: Time of concentrati.on rounded to 1.00 hrs in row <L>.
Info: Time of Concentration rounded to 0.50 hrs in row <2>.
Info: Tirne of Travel lounded to 0.10 hrs in row <2>.
Info: Time of Concentration lounded to 0,50 hrs in row <3>.
Info: Time of Travel rounded to 0.10 hrs in row <3>.
Info: Time of concentration lounded to 0.10 hls in row <4>.
*r**r**tt****rt*tt***f*****
+**t***rtr***t***i***i**i*t*
composite Runoff Curve Nunber Calculato!
Description Area (ac)Curve Nunber
ShaIIow Concentrated Elow
DescriptionSurface Unpaved
flo!', Length
!{atercourse slope .
velocity
culv#18. txt
1200.00 ft
0.05 ftlft
3.61 fps
77
74
LARGE LqT RESIDEN?
GOLF COURSE
8.60
4 .00
L2.60
Messages:Info: Time of Concentration rounded to 1.00 hrs in row <1>.
Info: Time of Concentration lounded to 0.50 hrs in row <2>.
Info: Time of Trave1 rounded to 0.10 hrs in row <2>.
Info: Time of Concentration rounded to 0.50 hrs in row <3>.
Info: Time of ?ravel rounded to 0.10 hrs in row <3>.
rnfo: Time of Concentlation rounded to 0.10 hrs in row <4>.
Page 2
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Cul.vert #18
Entered Data:
Shape .
Nunber of Barrels
Solving for ..
Chart Nunber .... 9
Scale Nunber .... 1
Chart Description
ScaIe Decsriptlon
Flowrate
Culv#18a. txt
Rectangular
1
Headwater
BOX CULVERT VIITH FLARED 9IINGWALL AND INI,ET TOP EDGE BEVEL
WINGWALL FLARED 45 DEGREES, INLET TOP EDGE - 0.043D
365.00 cfs
Manning's n ..:...:. 0.015
Roadhray Elevation 1.08.00 ftInlet Elevation . 100.00 ftoutlet Elevation 99.50 ftHeight 60.0000 inwidth . 84.0000 inLength 50.00 ft
Entrance Loss . 0.000Tailhrater 0,01 ft
Computed Results:Headwater 107.3{ ft 17.34' OF HEAD)
Slope . 0.010 ftlftveLocity 14.52 fps
Messages:
Conputing Inlet Control headrater.
Solving Inlet Eguation 2?.sofving Inlet Eguation 28.
Headwater: 107.3{ ft
Page 1
Culv*19. txt
TR-55 Tabular Hydrograph Method
Input Sumnary
Descrlption
CULVERT $19 AT ROAD O STA. 27+50Rainfall Distribution .... Type II
Ia,/P Interpolatlon ....... On
Tota1 Area 5.10 ac
Peak Tine 12.50 hrs
Peak Flow 1.69 cfs
Given Input Data:
Subarea D,/S Subareas
Description
Area
(ac)
Tc(hrs)rt Rainfall(hrs) (in)
T
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T
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J1
Support Data:
Subarea Name: ir1, Row: 1
sheet FIow
5.10
Descrlption
uanning's n ., ..
Flow Length
Trro Yr, 24 hr Ralnfall .,
Land Slope
Flow Lengthglatercourse SloPe .
velocity
o.r7 0.00 2.L0
computed sheet flow tine . ....> 0.44 hrs
Messages:
. Info: Tine of Concentration rounded to 0.50 hrs in ror, <1>.
Shallov Concentrated Flow
Description
Surface gnpaved
0.240
300.00 fr
1.20 in
0.L3 ft/ft
440.00 ft
o .06 tt ,/ft3.95 fps
Computed Shallo$ flo$ tlne ...> 0.03 hrs
l{essages:Info: line of Concentration rounded to 0.50 hrs Ln rou <1>.
*ttttt*ttlttt*t*ttttttitil*
r**i*ii*tti*ttltlttttitttt*,
Conposlte Runoff Curve Number Calculato!
Descriptlon Area (a)Curve Number
IMPERVIOUS
OPEN SPACE
100
Uessages:Info: Tlme of Concentration rounded to 0,50 hrs ln
10 9890 74
welghted cN
ror, <1>.
Page 1
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Cul-v#L9a. txt
Culvert #19
Entered Data:
Shape . Circular
Number of Barrels 1Solving for .. HeadwaterChart Number .... 2Scale Nunber .... 2Chart Descriptlon CORRUGATED METAL pIpE CULVERTScale Decsription MITERED tO CONFORU TO SLOPEPlorrrate 1.69 cfsUanningrs n .... 0.010
Roadrray Elevation 10g.00 ftInlet Elevation . 100.00 ftOutlet Elevation 99.00 ftDiameter 18.0000 inLength 50.00 ft
Entrance Loss . 0.000Tailrrater 0.01 f t
Computed Results:Ileadwater 100.71 ft (0.71r of head)slope . 0.020 ft/ftVelocity 6.72 fps
Messages:
conputing Inlet control headwater.Solving Inlet Equation 26.
Solving fnlet Equation 28.
Headerater: 100.71 ft
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Culv*20. txt
TR-55 Tabular Hydrograph MethodInput Sunnary
Description
CULVERT *20 AT ROAD O STA. 31+75Rainfall Distribution .... fype IIIalP Interpolation OnTotal Area 5.24 ac
peak line ...... 12.10 hrs
Peak Flow 3.69 cfs
Given Input Data:
Subarea D,/S Subareas
Description
Area
(ac)
TC
(hrs )
Tt Rainfall
(h!s) (in)
I
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Il.
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t
t
h
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K2
Support Data:
subarea Name: K2, Row: 1
Shallow Concentrated Plow
5.24 0.10 0. 00
DescrlptionSurface UDpaved
FIot, Length 1035.00 ft
watercourse Slope . 0.06 ftlftVelocity 3 .95 fps
Computed shallow flot tlne ...> 0,07 hrs
irt*ti*tlttt*tltit*rt*t*at*
**tiit*iltt**itt**t***iltt*i
Conposite Runoff Curve .Nutnber Calculator
Descrlptj,on Area (t)Curve Nunber
76 2.10
IUPERVIOUS
OPEN SPACE
Total Area
10 98
90 74
Page 1
I Culv#20a. txt
I
Entered Data: culvert t2o
I shape . circularI n,mi"r of Barrels Lr Solving for .. HeaalwaterChart Nunber .... 2Scale Nunber .... 2Chart Description CORRUGATED I.1ETAL pIpE CULVERTScale Decsriptlon MITERED TO CONFORM 1.O SLOpEFlolrrate 1.40 cfsManning's n .... O.OLO
Roadway Elevation 1OB. OO ftInlet Elevation . 1OO.OO ftOutlet Elevation 99.00 ftDianeter 18. O0OO lnLength 50.00 ftEntlance Loss . 0.000Taihrater 0.01 ft
Computed Results:
I Headrrater 100.6{ ft (0.64 ' of head)t ili3i,;;':::::::::: ::::::::::::: 3:330,i1"'
Messages:
f Conputlng Inlet Control headwater.
I Solving rnlet Eguation 26.
f Solving Inlet Equation 28.
Headwater: 100.64 ft
t
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Culv#23 . txt
TR-55 Tabular Hydrograph Method
Input Sunnary
DescriPtion
CULVERT *23 AT ROAD I SIA. 9+59
Rainfall Distribution .... Type II
Ia,/P InterPolation .. ... ... On
Total Area 18.50 ac
Peak line 12.10 hrs
Peak Flow 12. L5 cfs
civen Input Data:
Subarea D/S Subareas
Description
Area
(ac)
TC
(hrs)
Tt Rainfall(hrs) (ln)
lrl
Data:
Name:
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t
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L]', Rov: 1
shallow Concentrated Plow
DescriPtlon
Flov Length
Ilatercourse sloPe .
velocity
0.10 0.00
1450.00 ft
0.06 ft,/f t
3.95 fps
98
74
18.50 2.10
Support
subarea
computed Shallow flow tine ..> 0.10 hrs
Messages:Info: Tlme of concentration rounded to 0.10 hls in rolr <1>.
*r*trtra**t**ttt****t tr**a*
*a**ttat*ttt+t*tl**l**aa*ttl
Composite Runoff Curve Nunber calculator
Description Area (t)Curve Number
IMPERVIOUS
OPEN SPACE
7
93
100
Messages:Info: Tlme of concentratlon rounded to 0.10 hrs in row <1>.
Page L
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Culvert il23
Entered Data:
Shape .
Number of Barrels
Solving for . .
Chart Number ....
Scale Nunber ....
Chart Description
Scale Decsription
Plowrate
Manningts n . ...
. Roadrray ElevationInlet Elevation .outlet Elevation
Diameter
Length
Entrance Loss .
Taihrater
Computed Results:
Headl,ater
slope .velocity
Messages:
Conputlng Inlet Control headrrater.
Solvlng Inlet Equatlon 26.solving Inlet Eguation 28.
Headwater: 103.33 ft
Culv#23a. txt
CircuJ,ar
1
Head\rater
2
2
CORRUGATED UETAL PIPE CI'I,VERT
MITERED TO CONFORU TO SLOPE
12.15 cfs
0. 010
108.00 ft
100. 00 ft
99.00 ft
18.0000 in
50.00 ft
0.000
0.01 ft
103.33 ft (3.33' of head)
0.o20 tt-,/tt
11.55 fps
Page L
TR-55 Tabular llydrograph MethodInput Sunnary
Description
CI'LVERT I24 AT ROAD L STA. 4+10
Rainfall Distribution ....
IalP fnterpolation
Tota1 Area
Peak Tine
Peak FIot
Given Input Data:
Culv*24 . txt
Type II
On
22.1L ac
12.10 hrs
18.88 cfs
Subarea D,/S Subareas
Description
Area
(ac)
Tc Tt Rainfall'(hrs) (hrs) (in)
t
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Ml r l,t2
N1
support Data:
Subarea Nane: l,!1 t M2, Rot: I
Shallov Concentrated Flow
14.24
7 -47
0.11
0.09
0. 02
0.00
2.L0
2.L0
76
84
Computed Shallow flow tine ...> 0.11 hrs
uessages rInfo: Tlne of concentration rounded to 0.10 hrs Ln row <1>.
Info: Tine of Concentration rounded to 0.10 hrs in rov <2>.
**tt*tr*r*ta**tt**ttit**it*
*iit*i**ti*t*ttitttt**ltl**l
ShaIIow Concentrated Flow
DescriptionSurface Unpaved
DescrlptionSurface Unpaved
FIou Length
watercourse Slope .
velocity
FIov Length
watercourse sloPe .
velocity
15s0.00 ft
0.06 tt/ft
3 .98 fps
290.00 ft
o.o5 ft,/ft
3.98 fps
Conputed Shallow flow time ...> 0.02 hrs
Messages:Info: Tlne of Concentration rounded to 0.10 hrs in row <1>.
Info: Tine of concentration rounded to 0.10 hrs ln row <2>.
*rttt***rtitttt*t*tt
lotal Tine of Travel ..> 0.02 hrs
*ttt*t**lttt*atit**tl
Composite Runoff Curve Nunber Calculator
Description Area (ac)curve Number
IMPERVIOT'S
OPEN SPACE
subarea Narne: N1, Rot : 2
7
93
100
98
74
shallow concentrated Plow
Description
surface
Plow Length
Unpaved
600.00 ft
Page 1
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CuIv#24 . txt
watercourse Slope .
Velocity 0.01 f t,/f t
1.77 fps
In
in
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computed Shallov floh, tine ...> 0.09 hrs
Messa9es:Info: Time of Concentration rounded to 0.1.0 hrs in row <1>.Info: Tine of Concentration rounded to 0.10 hrs in row <2>.
*t***ii**l**t*tl*i**r*tttt,
*t**r**ll**t**i**r*tt*rt*ltt
Composite Runoff Curve Number Calculator
Description Area (t)Curve Number
IMPERVIOUS
OPEN SPACE
24 98
76 79
Messages:Info: Time of Concentration rounded to 0.10 hrsInfo: Time of Concentration rounded to 0.10 hrs
welghted CN
ro\, <1>.
row <2>.
Page 2
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Culvert 124
Entered Data:
Shape .
Nurnber of Barrels
Solving for ..
Chart Number . ...
scale Number . ...
chart Descriptlon
scale Decsriptlon
Flowrate
l{anning's n ,...
Roaduay ElevationInlet Elevation .
outlet Elevation
Diameter
Length
Entrance Loss .
failwater
conputed Results:
Headwaterslope .velocity
Messages:
Cotnputing Inlet Control headwater.
Solvlng Inlet Equatlon 26.
Solving Inlet Eguation 28.
Headt ater: 103.99 ft
CuIv*24a. txt
Cireular
1
Headwater
2
2
CORRUGATED UETAL PIPE CULVERT
MITERED TO CONFORI,I TO SLOPE
22.90 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
24 .0000 in
50. 00 ft
0.000
0.01 ft
103.99 ft (3.99'of head)
0.02o ft/ft
13.55 fps
+-
Page 1-
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TR-55 Tabular Hydrograph Method
Input Sunmary
Desc!iption
CULVERT *25 AT ROAD K STA. 1+75Rainfall Distribution ....
Ia,/P Interpolation
Total Area
Peak tine
Peak Plow
civen Input Data:
Culv#25 . txt
Type II
On
14.24 ac
12.10 hrs
9.35 cfs
Subarea D,/S Subareas
Description
tt1
Support Data:
Subarea Nane: uI, Ror: 1
shallow Concentrated Flow
Area
(ac)
Tc Tt(hrs) (hrs)
0. 11 0.00L4.24
Computed Shallow flov, tlme ...> 0.11 hrs
Messages:Info: Time of concentration rounded to O.10 hrs Ln row <1>.
********t*i**ttt*tttttl*rt*
*r*r*****tttt*i*ttrt*tr*at*t
Shallov Concentrated Flou
DescrlptionSurface Unpaved
Descriptionsurface unpaved
Flor' Length
watercourse slope .
velocity
Flow Length
lilatercourse slope .
velocity
1550.00 ft
0 .06 ft,/f t
3.98 fps
290.00 ft
o.06 tt/ft
3.98 fps
computed Shallow flow tine ...> 0.02 hrs
uessages:Info: Tine of Concentration rounded to 0.10 hrs ln row <l>.
*trr*i*a**ttttl*ttl*
rotal Tlme of Travel .> 0,02 hrs
t*ttr***t*ttr*tltrt**
Composite Runoff Curve Number Calculator
Description Area (t) Curve Nunber
IMPERVIOUS
OPEN SPACE
Uessages:Info: Time of Concentration rounded
98
74
to 0. 1,0 hrs in ror, <1>,
7
93
100
Rainfall(in)
Page 1-
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Culvert t25
Entered Data:
Shape .
Nunber of Barrels
solving for ..
chart Nunber ....
scale Nunber ....
Chart Description
scale Decsription
Flor,rate
Manningrs n..
Roadrray ElevationInlet Elevation .
Outlet Elevation
Dlameter
Length
Entrance Loss .
Tailwater
computed Results:
Cul-v#25a. txt
Circular
1
Headwater
2
2
CORRI'GATED METAIJ PIPE CULVERT
I,IITERED TO CONFORT.' TO SLOPE
9.35 cfs
0.010
108.00 ft
100.00 ft
99.00 ft
18.0000 in
50.00 fr
0.000
0.01 ft
102.44 ft (2.4a' of head)
o.020 ft/ft
10.85 fps
Headvater
Slope ...velocity
Messages:
Computing Inlet Control headrrater.
Solving Inlet Equation 26.
Solving Inlet Equation 28.
Headnater: LO2.44 ft
Page 1-
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Culv#25. txt
TR-55 Tabular Hydrograph Method
Input Summary
Description
CULVERT *26 AT ROAD },T STA. 9+OORainfall Distribution .... Type II
fa,/P Interpolation .. . . .. . OnIotal Area 26.57 ac
Peak Time 12.10 hrs
Peak FIow 15,51 cfs
civen Input Data:
Subarea D,/S Subareas Area CN ?c Tt Rainfall
Description (ac)(hrs) (hrs) (1n)
01 26 .57 75 0.11 0.00 2.L0
Support Data:
Subarea t{ane: 01, Row: 1
Shallow concentrated Flow
Descrlptionsurface Irnpaved
Flow Length 1563.00 ft
watercoulse Slope . 0.07 ft/ttvelocity 4.18 fps
Computed Shal,l.ow flow tlne ...> 0.11 hrs
Uessages:Info: Time of Concentration rounded to 0.10 hrs in row <1>.
******att***tti*trtlt*tltt*
Shallow Concentrated Flow
DescrlptionSurface Unpaved
Fl,ow Length 290,00 ft
watercourse slope . 0.05 ft,/ftVelocity 3.98 fps
Conputed Shallow flow time ...> 0.02 hrs
Messages:Info: Time of Concentratlon rounded to 0.10 hrs in ror, <1>.
*+*i+ittt*tttrttttti
Total Tine of Travel ..> 0.02 hrs
ttt**t****riti*t***t*
Composite Runoff Curve Number Calculator
Description Area (ac) Curve Nurnber
il'{PERVIOUS 5 98
OPEN SPACE 95 74
Messages:Info: Tine of Concentratlon rounded to 0.10 hrs in row <1>.
Page J-
Culvert $25
Entered Data:
Shape .
Number of Barrels
Solvlng for ..
Chart Number ....
Scale Number ....
Chart DescriPtion
scale Decsription
Flolrrate
Manning's n ....
Roadrray Elevation
Inlet Elevatlon .
Outlet Elevation
Diameter
Length
Entrance Loss .
Tailwater
Computed Results:
Headwater
SloPe ,
Veloelty
uessages:
Computlng Inlet Control headwater.
Solving Inlet Equation 25.
solvlng rnlet Eguation 28.
Headwater: LO2.6? ft
Culv*26a. txt
Circular
1
Beadwater
2
2
CORRUGATED METAL PIPE CULVERI
MITERED TO CONFORM TO SLOPE
16.50 cfs
0. 010
108.00 ft
100.00 ft
99.00 ft
24.0000 in
s0.00 ft
0.000
0.01 ft
102.67 ft (2.67' of headl
o.o20 ft/ft
12.48 fps
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Culv#27 . txt
TR-55 Tabular Hydrograph Method
Input Summary
Description
CULVERT *27 AT ROAD O STA. 3+50
Rainfall Distribution .... Type rr
Ia,/P Interpolation ,...... on
Tota1 Area 2.14 ac
Peak fine 12.10 hrs
Peak Flo\, 1.33 cfs
civen Input Data:
Subarea D,/s subareas
Description
Atea
(ac)
CN TC
(hrs )
Tt Rainfall.
(hrs) (in)
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P1
Support Data:
Subarea Name: P1, Row: 1
Shall-ow Concentrated Flow
2 .14
Descriptionsurface gnPaved
FIow Length
watercourse Slope .
velocity
0.08 0.00 2.1075
425.00 ft
0.01 f t,/ft
1.53 fps
Computed Shallow flow tine ...> 0.08 hrs
uessages:Info: Time of concentration rounded to 0.10 hrs in row <1>.
t**it*ttt*l**ittl**i*ltt*r*
t**ttr*t*t*l*ttttl*ttt**r**t
shallolr concentrated FIow
DescriPtionSurface unpaved
Plou Length 290.00 ft
watercourse slope . 0.05 ft,/ft
veloclty 3 .98 fPs
computed shallow flow tine ...> 0.02 hrs
Messages:Info: Tlme of Concentratlon rounded to 0.10 hrs in ro\, <1>.
**rt*tti***ttt****t*
Total Time of Travel ..> 0.02 hrs
,*t*lrr*tttrtt*tt*tti
Composlte Runoff Curve Number Calculator
Description Area (ac)curve Number
IMPERVIOUS
OPEN SPACE
28
72
98
?4
Messages:rnfo: Tine of Concentration rounded to 0.10 hrs in rov <1>.
Page 1
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culvert 127
Entered Data:
Shape .
Number of Barrels
Solving for ,.
Chart Number .. ..
scale Nunber ... 'Chart DescriPtion
scale DecsriPtion
Flowrate
l.lannlng's n ....
Roadrray Elevation
In1et Elevation .
outlet Elevation
Diaroeter
Length
Entrance Loss ,
Tailwater
Conputed Results:
Headvater
SloPe .
veloclty
uessages:
Computing Inlet Control headwater.
solvlng Inlet Equation 25.
solving InLet Eguation 28.
tleadrrater: 100.62 ft
CuIv*27a. txt
Circular
1
Headarater
2
2
CORRUGATED METAL PIPE CULVERT
ITITERED TO CONFORI.| fO SLOPE
1.30 cfs
0 .010
108.00 ft
100.00 ft
99.00 ft
18.0000 in
50.00 ft
0 .000
0.01 ft
100.62 ft (0.62', of head)
0.020 ft,/f t
6.22 tps
Page 1
APPENDIX B - WEST SIDE OF CR 109
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Main25. txt
TR-55 Tabular Hydrograph Method
Input Suilnary
Description
ROSE RANCH MAIN OFFSITE BASIN 25 YR STORI'
Rainfal.l Distribution .... Type II
Ia,/P Interpol,ation On
Total Area 399.45 ac
Peak tine 13.00 hrs
Peak Flor, 95.93 cfs
Given Input Data:
Subarea D,/S subareas
Description
Area CN
(ac)
TC
(hrs )
Tt Rainfall
(hrs) (in)
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I.{AIN
Support Data:
Subarea llane: MAIN, Row: 1
sheet FIow
399.45 ?8 0. 94 0.11 2.LO
Description
uanning's n ....
FloY Length
Tgro Yr, 24 ht Rainfall ..
Land slope
Conputed sheet flow tine . ...> 0.24 hrs
Messages:Infol Time of concentration rounded to 1.00 hrs in row <1>.
Shallos Concentrated Flov
De6cription
Surface unpaved
0.200
300.00 ft
1.20 ln
0.40 ft,/ft
Flow Length
watercourse slope .
velocity
12200.00 ft
o.o9 ft/ft4.84 fps
Computed Shallow flow tine ..> 0,70 hrs
Messages:Info: Time of Concentration rounded to 1.00 hrs Ln row <1>,
**iitt*t*tttttrt***t***lrtt
**rttrtt*trltt*t*lt**lr*tltt
Composite Runoff Curve Nunber Caleulator
Descrlption Area (ac)Curve Number
SAGE- TYPE C
SAGE .TYPE D
JT'NIPER .TY C
JT'NIPER .TY D
Messages:Info: Time of Concentration rounded to 1,00
99.86
99.85
99.86
99.87
63
85
73
89
78
hrs in ro\, <1>.
Page 1
voLUME 2-PROCEDURES Florida Department of Transportation Drainage Manua!
62544S2O8-a
Page.37 of 82
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MAfN. txt
TR-55 Tabular Hydrograph Methott
Description .l::::.::T::i.
ROSE RANCH MAIN OFFSITE BASIN 1OO YR STORI.{Rainfall Distribution .... Type IIIalP Interpolation OnTotal Area 399.45 ac
Peak Time
Peak Plow
1.2. 80 hrs
143.10 cfs
Given Input Data:
Subarea D,/S Subareas
Descrlption Area
(ac)Tc ft Rainfall(hrs) (hrs) (in)
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UAIN
Support Data:
Subarea Nane: MAfN, Row: 1
sheet Flow
399.45 0. 94 0.11 2 -30
Descrlption
Uanning's n . 0.200Flow Length 3OO.OO ft1\ro Yr, 24 hr Rainfall .. 1.20 inLand Slope O,4O ft.,/ftComputed Sheet flow time . ...> 0.24 hrs
Shallou Concentrated Flow
' Description ...Surface Unpaved
F1orr, Lengtb 12200. OO f tWatercourse Slope . O.O9 fEr/ftveloclty a.8a fpiconputed Shallow flow tine ..> O.?0 hrs
*t*rttt****t*tt**a*rt**r**r
***tlrr*ttttttt**att*t*i*r**
composlte Runoff Curve Nunber Calculator
Descriptlon Area (ac)Curve Number
SAGE- ! TPE C
SAGE -TTPE D
JUNTPER -?Y C
JUNIPER .TY D
99.85
99.86
99.86
99.87
399.45
63
8s
73
89
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Mai-nchn. txt
"MAINN OPPSITE BASIN . OVERPLOW CHANNEL
Channel Cal,culator
Given Input Data:
Shape . Trapezoidal
solving for .. Depth of FIowFlovrate 343.00 cfs 100 YEAR STORM r 2.4
FOR DEBRIS FLOW
Slope . 0.050 ftlft
Manning's n. 0.010Height 24.0000 in
Bottortr width . 36.0000 inLeft slope 20.000 ft,/ft
Right slope 20.000 ft,/ft
computed Results:
Depth . 10.2844 invelocity 19.87 fps
Flow area 17.26 ft-2
Flon perineter .. 447.8890 tn
Hydraulic radius 5.5495 in
Top uldth 447.3751 in
Area . 86.00 ft2Perimeter 997.1993 in
Percent full . 42.8515 r
Critical Infornation
Critical depth . 20.5808 inCritlcal slope . 0.002 ft.,/ftCrltical velocity 5.36 fpsCrltical area . 63.97 ft2Critical perlneter 860.2589 inCritical hydraulic radlus 10.7087 lnCrltical top \ridth 859.2305 inSpecific energy 6.99 ft
Minimum energy 2.57 ft
Froude nunber 5.L485
Flov, condltion .. Supercritlcal
I Page 1
TRIB1. txt
TR-55 Tabular Hydrograph MethodInput Suronary
Description
ROSE RANCH TRIBUTARY 11 OPFSITE BASIN ].OO YR STORMRalnfall Distribution .... Type IIIalP Interpolation ....... . OnTotal Area 304.84 ac
Peak Time 12.60 hrs
Peak P1or, 132.09 cfs
Given Input Data:
Subarea D,/S Subareas
Description
Area CN
(ac)
Tc
(hrs)
Tt Rainfall(hrs) (in)
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TRIBI'TARY TT
suPPort Data:
Subarea Nane: TRIBSIARY 11, Row: 1
Sheet Plow
304.84 75 0. 55 0. 11
Description
Mannlng's n ........ :: ::: :::::: ::
Flow Length
rt o Yr, 24 h! Ralnfall . .
Land Slope
Computed Sheet flow time . ..,> 0.21 hrs
Messages:Info: Time of Concentratlon rounded to 0.50 hrs in rorr <1>.fnfo: Time of Travel rounded to 0.10 hrs in ron <1>.
Shallow Concentrated Plort
DescriptionSurface Unpaved
2.50
0. 200
300.00 ft
1.20 tn
0.60 ft/ft
Flow Length
I{atercourse Slope .
Veloclty
7700.00 fto.o9 ft,lft
4.84 fps
Computed Shallow flow tine ...> 0.44 hrs
Mes6ages:fnfo: Time of Concentration rounded to 0.50 hrs in rov <1>.tnfo: Time of Travel rounded to 0.10 hrs in rot, <1>.
t*tt***i*t***rtiirr*t**rt*,
t*t**rtt**t*rt**t**ttatrtt**
Composite Runoff Curve Nunber Calculator
Description Area (ac) Curve Number
SAGE- ?yPE C -POOR 76.27
SAGE .TYPE C .FAIR 76,2I
JUNIPER .TY C POOR 76.27
JUNTPER .TY C PAIR 76.27
80
63
8s
73
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Messages:Info: Time of Concentration rounded to 0.50 hrs 1n rorr <1>.Info: Time of ?ravel rounded to 0.10 hrs in row <1>.
Page J-
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TRIB2 . txt
TR-55 Tabular Hydrograph MethodInput Sunmary
Description
ROSE RANCII TRIB *2 OFFSITE BASINS lOO YEAR STORHRainfall Distribution .... Type IIIalP Interpolation On
Total Area 232.32 ac
Peak Time 12.60 hrs
Peak Flou 117.04 cfs
Given Input Data:
Subarea D,/S Subareas
DescriPtion
Area
(ac)
CN TC(hrs)rt Rainfall(hrs) (in)I
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TRIBUTARY f2
suPport Data:
Subarea Name: TRIBTTARY 12, Rowr L
Sheet Flow
232.32 ?8 0.56 0.11 2.50
Desc!iPtion
Manning's n .... .. ...... !..
Flow Length
'!rro Yr, 24 hr Ralnfall . .
Land Slope
Computed Sheet flow tlme . .,..> O.22 hrs
Messages:Info: Tine of concentration rounded to 0.50 hrs in ror, <1>.Info: Time of Travel rounded to 0.10 hrs in row <1>.
shallo$, concentrated Floer
DescriptionSurfaee Unpaved
0.200
300.00 ft
1.20 in
o.5o ft/fx
cotnputed shallov flow time ...> 0.34 hrs
l,!essages:Info: Tine of Concentration rounded to 0.50 hrs in row <L>.Info: Time of Travel, rounded to 0.10 hrs in roa, <1>.
rt*rtrir**ttt**t*t**tii*tt*
++..*rrrrtttt*ttlr***l*tt***
Conposite Runoff Curve Nunber Calculator
Description Area (ac)Curve Nunber
Flow Length
I{atercourse slope .
velocity
5900.00 ft
o. 09 f t,/f t
4.84 fps
85
73
89
SAGE. TYPE C
SAGE -TYPE D
JUNIPER .TY C
JUNIPER .TY D
Total Area
58.08 63
58 .08
s8.08
58.08
Messages:Info: Time of Concentration rounded to 0.50 hrs in rov <1>.
Info: Time of Travel rounded to 0.10 hrs in row <1,>.
Page 1-
t Atcmp25 . txt
t
I rR-ss rabulil.'lm::;Ph Method
I Description
ROSE RANCH OFF-SITE BASINS AT CR 109 . 25 YEAR STORURainfall Dlstribution .... Type If
I i:{:,'*::Ti::t:t :::::::::::::: 3?, 84 ac
Peak .Tlme 12.70 hls
Subarea D,/S Subareas Area CN Tc Tt RainfaltDescriptlon(ac)(hrs) (hrs) (in)t MATN
TRIBUTARY T1
TRIBUTARY 12
399.44 78 0. 94 0.11 2.10304.84 75 0.6s 0.11 2.10232.32 ?8 0.55 0.11 2.L042.24 80 0.11 0.00 2.10I ,.,::.:.,::.,*"
I
subalea Name: MArN, Row: 1
t Composite Runoff Curve Number Calculator
Description Area (ac) Curve Number
SAGE. TYPE C 99.85 63
b 1 SAGE .TYPE D 99.86
I JUNTnER -Ty c 99.86I i3lli"l,"I"'-----, ,33:l!
I subarea Name: TRIBITTARY *2, Row: 3
I SAGE TYPE C- FArR 58.08
I SAGE rYPE D- POOR 58.08I JUNIPER TYPE C 58,08
JUNIPER TYPE D 58.08
I ,.,"..:":::":,,,. ;,. ;, 'o'*'o,|n
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73
89
I subarea Name3 TRTBUTARY fr., Row: 2I
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Cotnposite Runoff Culve Number Calculator
I Description Area (ac) Curve Number
SAGE -TYPE C .POOR 76.2L
SAGE .TYPE C -FAIR 76.2L
JUNIPER -POOR 76,2L
i,I,NIPER .PAIR 76.2II
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cotrposite Runoff Curve Numbe! Calculator
Description Area (ac) Curve Number
80
53
85
73
63
8s
73
89
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lilessages:
Info:
Info:
Info:
rnfo:
Info:
Info:
Atcmp25. txt
Time of Concentration rounded to L.OO hrs in row <1.>.
Time of Concentration rounded to 0. S0 hrs in row <2>.
Titne of Travel rounded to 0.10 hrs in ror, <2>.
Time of Concentration rounded to 0.50 hrs in row <3>.Tine of Travel rounded to 0.10 hrs in ror.r <3>.
Time of Concentration rounded to 0.10 hrs in row <4>.
Page 2
I orr
,aE.
reo -3.txt
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CULVERT SIZING FOR CART PATH ON WEST SIDE OF CR 109
Culvert Calculator
Entered Data:
Shape .
Nunber of Barrels
Solving for ..
Chart Nunber ....
scale Number . ...
Chart DescriPtion
scale DecsrlPtion
Flow!ate
Itlannj.ng's n ....
Roadvay ElevationInlet Elevation .
Outfet Elevation
Diameter
Length
Entrance Loas .
Tailwater
computed Results:
Headrrate!slope .velocity
llessages:
Computing Inlet Control headwater.
solving Inlet Equatlon 26.
solving Inlet Equation 28.
Head\rater: 110.64 ft
Ctrcular
1
Headwater
2
2
CORRT'GATED METAL PIPE CT'LVERT
MITERED TO CONPORT,I TO STOPE
25 YEAR STORI{
110.64 ft (10.5' OF HEAD)
0.010 ft,/f t
18.70 fps
239.00 cfs
0.010
111.00 ft
100.00 ft
99.50 ft
60.0000 in
50.00 ft
0.000
0.01 ft
Page L
AT36CMP. txt
IR-55 Tabular Hydrograph MethodInput Sunmary
Description
ROSE RANCH OFF.SITE BASINS AT CR 109 . 1OO YEAR STOR!'Rainfall Distribution .... Type IIralP Interpolation OnTotal Area 978.84 ac
Peak Ti.me 12.50 hrs
Peak Flor,' 364.03 cfs
Given Input Data:
Subarea D,/S Subareas Area CNDescription (ac)
Tc
(hrs )
Tt Rainfall
(hrs ) ( in)
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TRIBUTARY *1
TRIBUTARY T2
AT EX 35' CMP
Support Data:
Subarea Name: MAIN, Rotr: 1
Description
Conposite Runoff Curve Number Calculator
399.{4
304.84
232.32
42.24
0. 94
0. 6s
0. 55
0.11
0.11
0.11
0.11
0. 00
2.50
2.50
2.50
2.50
78
75
78
80
Area (ac)Curve Nunber
SAGE- TYPE C
SAGE .TYPE D
JT'NIPER .TY C
JT'NIPER .TY D
63
85
73
89
weighted CN
99 .86
99.85
99.85
99.86
399.4s
Subarea Name: TRIBSTARY *1, Roat: 2
Composite Runoff Curve
Description Area (ac)
Number Calculator
Curve Number
SAGE .TYPE C .POOR 76.2I
SAGE .TTPE C .FATR 76.2L
JUNIPER.POOR 76.2I
JUNIPER .FAIR 76.2I
subarea Name: TRTBUIARY *2, Rolr: 3
SAGE TYPE C. FATR 58.08
SAGE TYPE D- POOR 58.08
JUNIPER TYPE C 58.08
JUNIPER TYPE D 58.08
Subarea Name: AT Ex 35r CMP, Row: 4
80
63
85
73
Conposite Runoff Curve Nunber Calculator
Description Area (ac) Curve Nunber
63
85
73
89
Page J.
weighted cN
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Messa9es:Info:Info:
Info:rnfo:Info:Info:
AT35CMP. txt
Time of Concentration rounded to 1.00 hrs in ror, <1>.Tine of Concentration rounded to 0.50 hrs in rov <2>.
lime of lraveL rounded to 0.10 hrs in ror, <2>.
Tine of Concentratlon rounded to 0.50 hrs in row <3>.lime of Travel rounded to 0.10 hrs ln ror <3>.
Tlne of Concentration rounded to 0.10 hrs in ror, <4>.
Paqe 2
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CULVERT SIZING TOR THE GOLF CART T'NDERPASS AT CR 109
Culvert Calculator
Entered Data:
Shape .
Nuriber of Barrels
Solving for ..
chart Number ....
Scale Nunber ....
Chart DescriPtion
Scale DecsriPtion
F1o!rrate
Manning's n .-
Roadlray Elevation
Inlet Elevation .
Outlet Elevation
Height
vridrh .
Length
Entrance Loss 'Tailwater
Conputed Resu1ts:
Headwater
SfoPe .
VelocitY
Messages:
ComputinE Inlet Control headwater-
solving In1et Eguation 27.
Solving Inlet Equation 28.
Headwater:107.32 ft
Rectangular
1
Headhrater
9
1
BOX CULVERT TIITH
WING9IALL FLARED
364.00 cfs 100
0.015
108.00 ft
100.00 ft
99.50 ft
50.0000 in
84.0000 in
50.00 ft
0.000
0.01 ft
t01 .32 ft l7 .32,
0.010 frlfr
14.51 fps
FLARED WINGWALL AND INTET TOP EDGE BEVEL
45 DEGREES, INLET TOP EDGE - 0.043D
YEAR STORM A? CR 109
OF HEAD)
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923 CooperAvenue. Glenwood Springs, CO 81601
projecr (ose Rane\ Job No. q1D+2,o1[
av il.ail oate q/O /qB ck'd by . Date
subject%Page-of
-
923 CooperAvenue. Glenwood Springs, CO 81601
Talanhnne. f97n) 945-8676 o Fax: 1970) 945-2555
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ROSE RANCH OFF-SITE BASINS
HCE #97042.04 DATE: 10nA98
Sizing the Debris Flow Attenuators for the 100 year Storm
4.80 fUsec (Based on the Time of concentration Calculations)
100 year Peak Runoff (including Debris Bulking FactorXQl00):
Velocity (V):
343.2 cfs
Area required (A=QA/):
n.50 w.
Bottom Width (b2):
Depth:
Solve for:
Top \Mdth (bl):
=143'2.4 cts
A=1/2(b1+b2)'d tanx=b3/d
b1=b2+2*(b3)
30ft
2.02 ft
71.50 ft2
40.90 ft
69.7 =x (10' vert. lor 27' horiz.)
1.216/.94 x in radians
(based on width of existing drainage-way)
(based on 100 yearflow)
(for existing drainage-way)
Size the Crib Grade Stabilizer at a minimum 5'high and 30 feet bottom
width with two stabilizers at approximately 100 foot intervals. See plans.
Sizing the Settling Basins for the 25 year Debris Flow Event
CN=78
Precipitation - 100 year = 2.1"
lnches of runoff =0.54 From "Procedures for Determining Peak Flows in Colorado"
Area of Basin = 399.45 acres
Volume of Storm = 783,002 cf
Volume Needed = 195,750 cf Based on 50% of the storm being debris and 50%
of the debris being greater than 6".
Sizing the Debris Flow Attenuators for the 100 year Storm
Velocity (V):4.80 fUsec (Based on the Time of concentration Calculations)
100 year Peak Runoff (including Debris Bulking Factor)(Q100):
316.8 cE
Area required (A=QA/):
66.00 ft2
Bottom Width (b2): 30 ft
Depth: 2.11 fl.
Solve for: 66.00 ft2
Top \Mdth (b1):
=1322.4 ds
A=1/2(b1+b2)'d tanx=b3/d
b1=b2+2*(b3)
32.53 ft
(based on width of existing drainage-way)
(based on 100 year flow)
30.96 =x (15' vert. for 25' horiz.)
0.540354 =xinradians
lfor eiiisting drainage-way) . . ''",.
Size the Crib Grade Stabilizer at a minimum 5' high and 30 feet bottom
width with two stabilizers at approximately 100 foot intervals. See plans.
Sizing the Settling Basins for the 25 year Debris Flow Event
CN=75
Precipitation - 1@ year =2.1"
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lnches of runoff = 0.43 From "Procedures for Determining Peak Flows in Colorado"
Area of Basin = 304.84 acres
Volume of Storm = 475,825 cf
Volume Needed = 118,956 cf Based on 50% of the storm being debris and 50%
of the debris being greater than 6".
;,OffjSite.T;iii[$il..,B
* - - -rii:i::,:,:
Sizing the Debris Flow Attenuators for the 100 year Storm
Velocity (V):4.80 ft/sec (Based on the Time of concentration Calculations)
100 year Peak Runoff (including Debris Bulking Factor)(Q100):
280.8 cfs =117'2.4 cE
Cross sectional Area required: A=1/2(b1+b2)*d
S8.S0 ft2 b1=b2+2.(b3)
Bottom Width (b2): 24 ft
Depth: 2.26 fr.
Solve for: 58.50 ft2
Top \Mdth (b1):
tanx=b3/d
39.80 =x (10'vert. tor 12'horiz.)
0.694641 =xinradians
(for existing drainage-way)
(basedon 100yearflow)
27.77 ft (for existing drainage-way)
Size the Crib Grade Stabilizer at a minimum 5' high and 24 feet bottom
width with two stabilizers at approximately 100 foot intervals. See plans.
Sizing the Settling Basins for the 25 year Debris Flow Event
CN=78
Precipitation - 100 year = 2.1"
lnches of runoff =0.54 From "Procedures for Determining Peak Flows in Colorado"
Area of Basin = 232.32 acres
Volume of Storm = 455,394 cf
Volume Needed = 113,848 cf Based on 50% of the storm being debris and 50%
of the debris being greater than 6".
Sizing on-site trapezoidal channel for Offsite Basins at CR i09
Hydraulic Radius= 3.5297288Mannings'n'= 0.2
CaPacitY= 372 cfs
using 1 foot of freeboard:
SloPe=
bottom width=
side slopes=
DePth=
Area=
sloPe=
bottom width=
side slopes=
Mannings'n'=
CaPacitY=
0.01 fuft
10 feet
4;1
6.2 feet
215.76 tA
0.01
10
4
0.2
526 cfs
Depth= 7.2Area= 279.36
Hydraulic Radius= 4.0269431
fi/ft
feet
:1
feet
fi2
Size the channel for the off-site basin at 10' bottom width, 4:1 side slopes,
with a minimum depth of 7.2leet.
/ 2 t 'r-.e.
' z>luzz
MAINTENANCE PLAN
ROSE RANCH,S
BEST MANAGEMENT PRACTICES -
WATER QUALITY & DRAINAGE STRUCTURES
923 COOPEH AVENL}E. GLENWOOD SPRINGS, COLORADO 81601
Telephone t970l 945-8676. Fax {97O) 945-2555
October 15, 1998
Prepared by:
INTRODUCTION
The treatment practices used on Rose Ranch consists of primaril:' source controlled facilities.
With source control, the treatment of the stormwater is located near the source of the potential
pollutants. Rose Ranch is also practicing Best Management Practices (BMP) to minimize the
potential pollution iources. One of the BMP's is the practice of minimizing lirectly gonnecting
lmpervious areas (DCIA's). DCIA's concentrate runoff quickly. rvhich results in larger peak
runoff rates. DCIA's also do not encourage treatment of the stomrwater. However, using grass-
lined swales. instead of curb and gutter, helps reduce the pollutant loading bein-e t'lushed
downstream. It encoura-ees filtration and percolation prior to bein-s discharged to the receiving
rvater. The Urban Storm Drainage Criteria Manualr recommends using the grass-lined swales as
elongated detention basins containing the water quality capture volume. Grass-lined swales
"provide sufficient travel time so as to encourage the removal of suspended solids before runoff
leaves the site."l
Special consideration has been directed to the issue of controlling the pollutant levels of
stormwater surface runoffentering the Roaring Fork River generated from the golf course and
the higher developed areas of the site (streets and parking areas). The plan for the golf course is
to optimize *-ater usage and thus minimize runoff (which is considered a non-structural best
management practice'). The management plan would also optimize fertilizer applications so that
the fertilizer is well utilized by the turf and a minimum of excess would be available to be mixed
with any storm water runoff.
The proposed grass lined swales provide the first stage of treating the stonnwater runofffrom the
residential area as well as the golf course. The second stage of treatment is constructing small in-
line detention basins or settling ponds. These settling ponds are proposed in the grass-lined
swale and in drainage easements. In the grass lined, road side ditches, 6" check dams will be
installed to provide the treatment volume. The efficiency of suspended solids removal for grass-
lined swales rvithout check dams is approximately 20-40Yo'. The detention pond's and the
swales with check dams' removal efficiency is 50-70% of the suspended solids r. The ponds
used in the golf course as permanent water features have an even higher efficiency in removing
pollutant loading: up to 95% removal of suspended solids and up to 80% removal of phosphorus
and nitrates.r In addition, the larger ponds will have "baffled" outlets (like a conventional grease
trap) to help retain any floating materials that the stormwater runoff may have picked up. These
floating materials include oils, greases, trash, etc.
The golf course ponds will have linoral shelves, which will encourage the growth of wetland
plant species. The wetland plants will aid in the removal of excess nutrients from the storm
water. The soil-vegetation complex acts as a filter which reduces clogging of the pores in the
surface of the soil. Surface runotTfrom the parking areas and roofs around the proposed
lurban storm
colorado, sepEember
Drainage Criteria Manual, volume 3 - Best Managemene practic€s, Denver,
1992.
clubhouse, which is most susceptible to oils and greases, will be treated by settling ponds with
baffled outlets installed below the Robertson Ditch (not in the collapsible soil). The treatment
plan for the clubhouse will be included in a separate submittal for the Site Plan for the Clubhouse
Parcel.
The senling pond system will also be valuable during the project's construction. During
construction. some erosion can be expected fror4r the disturbed areas of the site. The sediment
laden runoff during this period will flow into thE settling pond system which will then act as part
of an erosion control system. A National Pollution Discharge Elimination System (NPDES)
permit rvill be required for this project. The NPDES permit will be obtained prior to any
construction activities.
MAINTENANCE PROGRAM
The maintenance of the treatment facilities will be the responsibility of both the Rose Ranch
Homeowners Association and the golf course superintendent. During construction activities, the
contractor will be responsible for keeping the treatment facilities working properly.
The requirements of the contractor will be outlined in the NPDES permit. Included in these
requirements are installing silt fences and hay bales around the settling ponds and ditches. Also,
heavy truck traffic will be minimized in the areas of the infiltration facilities. The truck traffrc
could seal the porous surfaces. Newly constructed infiltration facilities will not function as
effectively as an established facility due to recently compacted soils and immature vegetation.
The settling ponds, golf course ponds and roadside ditches will need to be checked and serviced
monthly during the spring, summer and fall and after major storrn events to remove large debris
and trash. All of the roadside ditches will need to be mowed when the height of the grass is over
approximately 6 inches in length. There will be 6" check dams in the roadside ditches below the
Robenson Ditch. When the sediment in the check dams is deeper than 3" (leaving only a 3"
check dam exposed), the sediment will need to be removed, and restore the ditch to its original
flow line.
The settling ponds will have a littoral shelf for wetland plant growth. Thus, these plants should
not be disturbed with mowing operations. The wetland plants will naturally clean and restore
themselves. If there is greater than a 50% mortality rate on the wetland plants, new plants will
have to be installed.
Good grass growth is very important in the proper functioning of the roadside swales with check
dams. The grass "reopens and reaerates soil surfaces that can become clogged with the fine
sediments"2. The freeze - thaw cycle present in Colorado also aids in aerating the soil. "Use of
nursery grown turf in newly installed infiltration basins..."2 achieves the highest infiltration rates
2-Stormhrater Best
Management, Ben Urbonas
Management Practices and Detention for water euality, Drainage and cso/ Peter Stahre, 1993.
in the shortest amount of time after construction. The grass will need to be properly maintained
to keep the treatment swales working properly. Thus, sprinkler systems will need to kept in
proper w'orking condition continuously. Also, aeration of the soil is recommended in the spring.
at the beginning of the growing season.
In a study performed in the 1950's 2, infiltration type treatment facilities took approximately 20
vears to clog the pores of the soil. The amount of time it takes to accumulate the pollutants in the
soil depends on the percolation rate of the soil, the loading of the pollutants, the maintenance
practices and the vegetative cover. If the grass is kept in good condition and the sources of
pollutants are minimized, where possible, the life of the treatment facilities will be extended
beyond the cited 20 years. If the infiltration facility becomes clogged and no Ionger functions,
the top 2-4" of soil should be replaced and revegetated.
One of the sources of sediment is from erosion around houses. Concrete pads are recommended
at the downspout for roof drains. This will reduce one of the sources of excessive sediment.
Also, cleaning of construction vehicles should not be done in close proximity to the infiltration
facilities. Generally, these vehicles contain fine sediment that can clog the system. During the
lvinter months. sand is applied to the roads for protection. This should only be used when
necessary. The ditches will need to be cleaned in the spring to remove the deposits from the
winter months.
SUMMARY
The proposed Rose Ranch is including a variety of best management practices to mitigate
potential water quality issues. The key elements to the effective functioning of the water quality
structures are proper and regular maintenance of the facilities. The maintenance w'ill rest in the
hands of the Homeowners Association and the Golf Course Superintendent. By providing these
people with the mechanisms by which the proposed facilities work and a maintenance schedule,
the water quality system will be able to function more efficiently.
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Garfield County Planning Office
February 3, 1999
Page 2
SOILS/GEOLOGY
3. Concerns regarding soils/geology appear to be adequately addressed in the zubmittal.
The Colorado Geological Survey has thoroughly reviewed the project and W'WE
concurs with their findings.
4. In resporse to your question regarding costs for individual geotechnical analysis,
foundation design and construction observation for single-family homes. We estimate
" the cost to be approximately $2,000 to $3,000.
WETLAIIDS
It is our understanding that the Northeast Dry Park Drainage is considered "Waters of
the U.S,' The November 9, 1998 lener from Professional Wetlands Consulting, Inc.
indicates that the impact from the golf cart path is pre-authorized under Nationwide
Permit No. 26. The golf cart path impacts approximately 1,500 feet of the drainage
and NW 26 is limited to 500 lineal feet of impact to " Waters of the U.S.n An
individual permit may be required for the golf cart path. David Steinmarm indicated
that he thought the golf cart path design had less than 500 feet of impact. David will
review and get back to us on this issue.
The proposed enlargement of the existing ponds on the Westbank golf course may
require 404 permitting. There was no correspondence in the submittal regarding this
issue. David Steinmann said he received a letter from the U.S. Army Corps of
Engineers confirming that no permitting was required. He will forward that to us.
.DITCHES
7. Paragraph 14 of the Ditch Agreement between the Applicant and Westbank Ranch
Homeowners Association, Westbank Mesa Homeowners Association, and Brannan
Family Trust states that the ditch shall not be used as a stormwater drain. However,
page 7 of the October 15, 1998 Drainage Repon for Rose Ranch P.U.D. prepared by
High Country Engineering states that treated stormwater will be discharged into the
ditch. This apparent conflict should be clarified. Joe Hope will review this issue.
DRAINAGE
8. There are two existing culverts under County Road 209 which are not shown on ttre
Grading & Drainage Plans. Stormwater from these areas is accounted for in the large
scale drainage, but should be addressed for the site-specific drainage in these areas. foe
Hope will review this issue.
5.
6.
Victoria Giannola
Garfield County Planning Office
February 3, 7999
Page 3
Grading for the drainage outfall channels in the vicinity of Lots 111/l14 and Lot 118
should transition into natural ground prior to the wetland area or the impacts to the
wetland area should be addressed in the 404 permitting for ttre project.
The proposed drainage facilities along the golf cart path in the Northeast Dry Park
Drainage require fuither review with the Applicant's engineer. The cart path is the
primary drainage conveyance structure and we are concerned about safety and the
hazard due to stonnwater. The plans call for flood hazard warning signs to be
constructed every 400 feet along the cart pattr. Joe Hope will be providing cross-
sections to better understand the relationship between the golf cart path, culverts, and
the channel.
11. The proposed debris flow mitigation structures appear adequate and have been used in
. other locations in Colorado and the United States.
WATER QUALITY
12. \\e submittal adequately addresses water quality concerru.
GOLF COI.]RSE
13. The submittal adequately addresses concerns raised at Sketch Plan.
UTILITIBS
The proposed l2-inch water line in County Road 109 connecting the system to Aspen
GIen should be constructed with mega lug restraints similar to on-site construction in
areas witlt potential subsurface soil problems.
Appropriate notes should be added to the water and sewer drawings to clearly indicate
the design elements to address poor soil condition areas.
TRATTIC/ROADS
16. The County Road 109 realignment appears adequate to improve sight distance, grade,
and curvature. However, Road & Bridge should provide final approval of the design
elements for county road improvements (grade, curvature, sight distance, turn lanes,
asphalt thickness, etc.).
9.
10.
14.
15.
February 22,1999.:
Victoria Gianolla
C. arfreta County Buitding and Ptanning
109 8th Street
Glenwood Springs, CO gtOOt
Re:Rose Ranch, C.R. l09"Culvert Crossing '
HCE Project No. 97042.04 .
Dear Victoria:
Per your request, we have reviewed the potential blockige 9f me golf cart un&rphss durln$ I majol stqp
event (100 year storm). The proposed golf cart underpassis a l0'x l0'box culvert..'This box culvert'was
sized for the 100 y"urito- with additi-onal fieeberd. Ho*"r"r, we analyzed the iraiiiagg pun - in.th9:;;;;iJ;;;;ffi k;fuilry [ilai.o*rti a"u'is'irth{siormwirier no",! rb uib siutir aiia_dg,yi1
i.n. f OO, ,h" oo.r*ur.r *orU'U. captured by the charhel on ihe east siae of C.i. tO9,| 09, piior to.fl6od-iig:
unir.sialnces. If the Storrn*u,rr flows to tfreiiortfr. and crosiei C.R.109,'-Wa have reffied ttre gofcgys-
area to include a ditch on the east side of C.R. lb9,io'ccinvey ttie t00 year stoil back.to.thc orig[pal
channel. As an additional safety measuri, we have atso recommended regradin!.apProxtnatety !00..$bi
of C.R. 109 at the box culvert to create a tow spot. This will provide extra safeguards for the proposqd loc
in ihe event of this culvert becoming completely blocked.'
. :.r. r
Please see the enclosed site plan for the location of the channel and the rcgraded portbn of C.R 109.' Also
enclosed are the calculations for the conveyance of the 100 year storm by C.R. 109. According to thesc
catculations, the flow across C.R. 109 would be 8" deep if the box culvertp gomnletely blocked.
Pleaie feel free to contabt me if you have'anyfurther queitibni or.doncerns.
Qu-&pc
loeD. Hope, P.E.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
:1.
923 COOPER A\ENUE. GLENWOoD'SPHINGS, C0LORADo B1.Fpl
Tebphone (97O) 945-8676. FaxigTol 945-e55Q ',. '' ''
Project Engineer
enc.
K:\wh9n$2\CRl@.LTR
uKl.Uy. t,xt
CALCUI,ATING DEPTH OF FLOW ACROSS CR 109 DURING 1OO YR SIORT,I
Channel Calculator
Given Input Data:
Shape . Trapezoldal
Solvlng for .. . Depth of EIowFlowrate 36{.0000 cfs 100 YEAR STORttSlope . 0.0100 ftlft
Manningis n .... 0.0f30 FOR A PAVED ROADBelght 1.0000 ft 0.tArGs A lt DEEp DEPRESSION)Botton wtdth . . 0.0000 ftLcft slope 1{5.0000 ftlft (l.lN(ES A 290r LOW AREA)Rlght slopc 1a5.0000 ttlft
Coryuted Result!3
Depth . 0.6736 ft (8" DEEP ACROSS rHE ROAD)Veloclty 5.5331 fpc
Ffow area 55.7A57 *2
Flow perioeter .. 195.3395 ftllydraullc aadlur 0.3358 lt
Top rrldth 195.33a9 f,t
Alea . 1{5.0000 ft2 :Perlneter 290.0059 ft
Percent full . . 67.3569 t
crlrlcar d"p.h ::::::::.::::Tl1""o.rrrr r.Crltlcal slope . 0.0033 CtlttCritical veloclty 3.6520 fpcCrltlcaf ar€a . 99.6?01 ft2Crltical perlneter ..;..... 2{0.4{00 ft.Crltlcal hydraullc radlu! . 0.41{5 ftCrltlcal top wldth 2{0.43{3 ft "
Spectflc energy 1.1493 ft
Mlnirlrm en€rEy 1.2{36 ft
Eroude nuib.r . 1.6809
Ffoh, condltlon .. supercrltlcal ' *''' ir'i: l:!:. . ..' .,r .
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ROARI'IG FORX INIESIUEN
GARFIELO COUNTY.
rcE RA'€HPT'D.
BFFIIC'TAGADiOrfon^rpt{
HGH Ccr.r{IBI E lCIiEEttf\ r€.
E23@FERAVEil.Ec.Eiluum8Pilc8i @AGOI
(970) 945-S7rt
SUPGNilF.OVG
,l:E:c, >urvEty
H=.-c.1-YerIt1f
.,Lrr'CrCrC,<.sE' I'F.UI
STATE CF COLORADC
COTORADO GEOLOGICAT SURVEY
I )ivi3i1.111 of Mincnlr ind C(x,h,,ly
Dr:ll;rrtmetrt Ol Natur;rl N€SDtrrrcr
I 3 I J Slx:rrnen Slre'!t. R(xr,n 7t(
0t'ttver. CDlOrdrrt, ll(l?(11
Phone: (Jl)J) tlfi[-)61 I
FAX: l:t0:ll tlfr6 1461
Fcbruary 22,1999
Ms. Victoriu (-iianr:olo
Eill (hnt.
Cor+rrrr
DF,PARTMENT(:
NATUTTA
I(ESOURCI
Grcg [. W.r[ |ll.r
Era$rlM. l)lnt(o.
Michacl g. Lorrri
l)ivi{rrn Ofuachfi
Vh !l l.'(riirrn
Llntr. C(\rlqlirt
ud l)irccor
O
i
Garlicld County Dcpurlment Buikling and Planning
109 t(th Street. Suitc 303
Glenwood Springs. CO 81601
RI-:: llosc Ranch Ptll) Cart Path Alignnrcnt Review
[)ear Ms. Ciiunnoh:
At your requcsl this ot'tice has revicwcd the alignmcnt design lirr thc llosc Rsnsh Golf(loursc Clart Path. 'I'hc path extend.s up irn unnanred rlruinagc way to rcuch that ponirtn of the golf
coursc in tlre hills ubovc. 'l'he cart l,lrth is designed to hc on both thc rlririnagc way lloor and a
wooden lto:trdu'itlk. 'l'hi.s intcrrmittcnt stresrrr outlcts on lhe Ro.sr: Ranch alluviitl fin and can
generirtu dcbri.s l'lows antl flash flooding. Thc tlt:bris llow mitigation mes$urcs designccl for this
rlririnage way ore alrr.rvc this area snd do nul al'lbct the path alignment.
lrnn: discussion with High Country F,ngineering, Inc.. bcsides the r,-igns saying thc cart path
area is.subjcct lo t'lash llootling, tlrey are planning an eL.ctronic warning syslcm that will notify users
of thc cart patlr when irctuitl water is flr.rw.rng in tlris int.crmittcnt strearn. Our understantting is thal
Ilepwort.h I'awlak Gcotcchnical has bccn rctained to provitlc ndditional lisotcchnicol tlcsign criteria
f'rrr t.hc br:ardwalk loundations, sc('rur. antl cut slopc gratlcs.
Providcd tht: adrlitiot:at geotcchnical input is uscd in the finrrt rlcsign of rhc cilrt path, rhs
waming systcms tliscu.ssed are inclutlt:d, and thc nlignment docs nol substantially ditfer frorh thilt
shown in t.l'tc: prelitttirtory pluns daled Februirry 18, 1999, this otlice has no olhcr conccrns with the
pro;losctl construction of t.hc cart path ar Rosc ltnnch.
If you have ony t;ut:stions ptease cr.rnl.irct ttris oftjr:c elt (303) S66.3551.
.Sincerely,
?/s'- zz
rl4,&kru' I
onathun 1.. Whitc
Flngineerin g ('i cr.r logist
.1. Hope, Iligh Clounlry Enginccring, lhx only
JOHN A, THUL5ON
EDwARo MULHALL, JR.
SCOTT BALCOMB
I-AWRENCE R. GREEN
TIMoTHY A. THULSON
LORI J. M. SATTERFIELO
CHRISTOPHER L. GEIGER
ANNE MARIE CALI.AHAN
AHANDA N. MAUREF
DEBoFAH DAVlsT
'AoHEtoto rcrc8 n
N:w YEK Arc ME.@EI
B.l.r,coMB & GnPPNT P.C.
ATTORNE]TS AT I,AI,V
P. O. DRAI^/ER 79O
8I8 COLONADO AITENUE
GrJENwooD SPRTNGS' COT,ORADO al6o2'
Telephone: 970.945.6546
Facsimile: 970.945.8902
June 12,2002
OF COUNSEL:
KEilNETH BALCOME
Via Hand Deliory
Don DeFord
Garfield County Attomey's Office
109 8th Steet,
Glenwood Springs, CO 81601
Re: CuloertCrossingfiloseRanchPUD
Dear Don
As I believe you are aware Rose Ranch has made application to the Garfield
County Road and Bridge Department for road cut permits for the installation and
construction of five drainage culverts under and across County Road 109 as said road
travels through the Rose Ranch PUD. The locations of these crossings and the construction
plans for the same are set forth within the attachments to this letter that are provided
herewith for your review and reference.
As I understand it, the primary issue holding up the issuance of the road cut
permits pertain to the fact that drie to the construction of certain burms along the road in
ionjunction with the golf course construction that these culverts will need to be extended
beyond the established county road right of way within which the county maintenance
crews have rights of entry for maintenance and repair and that as such appropriate
easement rights will need to be conveyed to the county for said pu{Poses. It is also my
understanding that the county would prefer that the Rose Ranch Homeowners Association
be primarily obligated to repair all portions of the culverts lnng outside the county road
right of way on Rose Ranch PUD property. I have been authorized by *y dient and herein
represent that L.B. Rose Ranch LLC will convey to the county all needed easements/rights
of way in this regard and will effectuate all required amendments to the protective
covenants and other documents instant to the Rose Ranch PUD to obligate its homeowners
association in this regard.
o BAr,coMB & GREEN, P.C.
ATlIORNEYS AT IJA\^/
Don DeFord
Garfield County Attorney's Office
JuneL2,2002
Page2
Given the time requirements needed to draft the appropriate documents and the
fact that construction crews are currently on site waiting to begin construction in this
regard. I would request that the County issue the required road cut permits upon the
representations herein contained. I believe that road and bridge has reviewed all aspects
ofthur" proposed projects, that the department is satisfied with the same and that said
permits *e pr"r"r,tty Ueir,g withheld solely on the basis of the above outstanding legal
issues which I believe can be adequately addressed as above outlined.
Should you have any questions or concerns regarding any of the above please feel
free to contact me at your convenience.
TAT:fa
End.cc: Richard Nash'
f. Thomas Schmidt
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CULVERT {2 PLAN VIEW
SIADOI0{G ls [IrT IO EG]fi
CUL\ERT *1 PLAN VIEW
SIAIIONING IS TEFT TO FIGI.IT
EL- 5998.88'
5,STORMWATER MANHOLEW/ IYPE 13 INLET
GRATE EL - 5995.88'lNV. lN EL = 5988.50'
lNV. OUT EL = 5988.20'
EXISIING 4' GAS LINE
TOP P|PE tS 5994.45'
ELECTRIC, TELEPHONE AND
GAS PVC CONOUITS
TOP PIPES = 5992.64'
34 L.F. CSP CUL\ERT @ 5.O%
STA. 2+OO
lNV. OUT ELEV. = SSaS\'
5' STORMTVATER MANHOLEW/ TYPE 13 INLET
GRAIE EL = 5994.96'
lNV. OUT EL = 5989.96'
4' GAS UNE CTRIC, IELEPHONE ANDTOP PIPE = 5994.46'GAS PVC CONDUITS
TOP PIPES = 5993.O8'
INSTALL TEMPORARY EROSION CONTROL ,,FEAruRES UNIIL A FINAL OUTLET DESIGN IS APPRO\ED ,/ALoNG wTH THE stoEwALK DESTGN By cARFIELD coinw ,/srA. 2+s7 -/
tut- HtpL = 5994.46- /
MATCH EXISNNG CULIERT E,,WATER LINE J
INLET ELEV. = 599E.38' APPROXIMAIE DEPTH 6.5'
TO TOP OF PIPE
lNV. OUT ELEV. = 5971-71'
EXISIING ELEVATION
1+OO
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HORZ:
l'=5'
l'=lO'CULIIERT #I PROFILE VIEW
sT^lr6trt6 ts tIrT ,o ilcHT
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cur\ERT ,2 PRORLE VIEW
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atitE t'ffuat3rEs'EfuESr Ltf,grtlrc s ttEEISIE EITGNIClE!ffigrstrE gErttrc BNatfficD !'urEt sti
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5, STORMWATER MANHOLEw/ TYPE 15 TNLET
GRATE EL = 5999.78'
lNV. lN EL = 5996.01'
lNV. OUT EL = 5995.81'
DA'/Ltclt LsrofufyerEa prpg
lN__sjtrL TEMpoRARy esosror,r coN TRoL_ - - FEAruRES UNTIL A RNAL ou-ILEr oisr<
\.. ...EX|STING .EO L.E. lE' CULVERT .--,_- lNV. lN EL = 5994.76'
-^ - lNV. OUT EL = 5984.45'
\t.. E- *ATER LINE--\APPROXTMATE DEPTH 6.5'
EXISTING ELEVAIION
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CENTERLINE- 6008.01'
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TOP PIPES = 60O3.36'
4.5- OF CO\ER
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1.35' OF covER
1+OO
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HORZ: 1"-lO'
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CULVERT #3 PLAN VIEW
SIAIONING IS I.EFT TO RiGIIT
lNV. OtJT ELEV. = 5994.06'
'. TO TOP OF PIPE'.5.25' OF co\ER
RE-GRADE ROADSIDE DITCH TOMATCH NEw INVERT ELEVAIOIT9- DROP IN FLOI'I4-INE
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ELECTRIC, TELEPHONE AND
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TOP PIPES = 6O02.7O'
. E" WAIER L|NE
-APPROXIMATE OEPTH 6.5'
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NOIE: CLJLVERT ,3
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CUL\jERT +5 PLAN VtEw
STAIIorihIG IS LEFI To RE{I
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CENTERLINE ELEV. : 6069.65'
6060
cuLvERT {3 PR9F|LE MEw
flADOrI\lG ts urT Io iletT CULYFBT 4s PRoFtrE vlEw
slAnolnE 6I.EFI 10 ec}lll'=5'
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ElslaG !'rtuErsrE s' oruEBtr rtEtrtsrrE G tlf,g:rtrE cltmrc\ltrmErrrrc grltrE Ett&D a. ltEuti
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5, STORMWATER MANHOLEw/ TYPE 13 TNLET
GRATE EL = 6005.751lNV. lN EL - 5998.07'lNv. OUT EL = 5997.87'
60001
ii;,rl*yg,=***',y1 1ypE tJ TNLET f exrslr.ro 6E L.F. t2' cuL\ERT:GRATE EL = 6OO5 ?7' rNv rf,r rr - aAAE a,';gFlTE EL_= 6005.27'_. -ilii:iir--Ea:tcioilzz,:lNV. OUT EL = 60O0.47' rr.tv- itui rr - hoiih,- :rNV. our EL = 6OO0.47' tNV. OUT EU = OObi.ee'
EXTSIING 44 L.F. 15' CUI\ERTlNV. lN EL = 6O67.48'
44 L.F. 24' CSP CUL
lNV. €L = 6066.73' -lNV. OUT EL = 5O54.lNV. OUT EL = 6064.59'5.3 Z SLOPE
STA. I+1O IHRU I+44
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GRAPHIC SCAI.Et
(DrE)tbL-D A
ASPHALT TO MATCH EXISTING ASPHALT
THTCKNESS ANo GRADE (+" urN. TH|CKNESS)
EXISTING ASPHALT
EXISTING UNDISruRBED.BASE
COURSE
i'88[iH:3['i..+EB+#3r3+]Fo",A'0.
PRIVATE ORAINAGE TO GOLF COURSE
24" CSP STORMWATER
PIPE FOR GOLF COT,RSE WATER
PIPE CROSSING DETAIL
ta.ls,
2'(T)?.)
10" HPDE PIPE
24' PVC SLEEVE
2" AND 4" PVC PIPING
TO BE PLACED IN TRENCH
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STAIIOI{ING IS LEFI TO RIGHT
couNTy ROAD 109 cO=LF=gO:gRtE IEA|NAGE CULVERT PROFILE VIEW
STAIIoI{ING IS LEFT IO ftGHr
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E" WATER LINE
APPROXIMATE DEPTH 6.5'
TO TOP OF PIPE, 1O.5'OF COVER
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THE T]?ICAL ORAWING HAS
FOR 24- PIPE SIZING 'IET.
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DRAINAGE REPORT
l
For
ROSE RANCH P.I.J.D.
GARFIELD COUNTY, COLORADO
PRELIMINARY PLAN SUBMITTAL
HCE JOB NO. 97042.04
APRIL 3,2003
Prepared by High County Engineering Inc.
(Unattached Copy Provided)
DRAINAGE RBPORT
FOR
ROSE RANCH P.IJ.[).
GARFIELD COLJNTY, COLORADO
I
I
I
DRAINAGE REPORT
FOR
ROSE RANCH P.IJ.D.
GARFTELD COLJNTY, COLORADO
PRELIMINARY PLA}.I SI.,BMITTAL
HCE IOB NO. 97042.04
APRIL 3,2003
Vernon D. Hope, P.E.
Project Manager
iiw,
*..4 ?(f-ttila'T,'';t /
) g.'g;
.'-I
is.
TABLE OF CONTENTS
SECTION
INTRODUCTION
HYDROLOGY
OFF.SITE DRAINAGE BASINS
DRAINAGE PI-AN
SI.JMMARY
DRAWINGS: Vicinity Map
Grading and Drainage Plan (2)
Offsite Basin Map
Soil Survey Map
FEMA Floodplain Map
Floodplain Worksheets (3)
NOAA Aflas, 25 yar - 24 hour
NOAA Atlas, 100 year - 24 hour
Typical Cross Section of Debris Flow Stnrcnue
APPENDD( A:
APPENDIX B:
East Side of CR 109 - Calculations
West Side of CR 109 - Calculations
I. INTRODUCTION
The proposed Rose Ranch is approximately 534.2 acres (with approximately 93.9 acres in the
existing West Bank Golf Course) located along the Roaring Fork River approximately 3.5 miles
southwesterly of Glenwood Springs. See the enclosed Vicinity M.p, Sheet A1. The proposed
development consists of 171 single family residences, 74 multifamily units, 67 club homes, 10
aparunent in the club house and an eighteen hole golf course (in cor{unction with the 7 holes in
the lVest Bank Golf Course). The residential development is all on the east side of CR 109.
The major off-site drainage affecting this project is the Roaring Fork River. A mediuur sized off-
site basin that affects this development is located to the west of the residential development,
flowing from the Northeast Dry Park area. The other off-site basins that drain to the site are
relatively small due to the close proximity of the ridge lines to the site boundary.
The storm water calculations for the off-site basins are provided in the Appendix. The off-site
basin on the west side of the road will flow through the golf course, under CR 109, through a
channel on the west side of CR 109, before discharging to the Roaring Fork River. The east side
of the road has been divided into sub-basins. The areas of the sub-basins were used to determine
treatment volumes and sizing the culverts . A24 hour, 25 year storm event has been adopted for
the minor storm and the 24 hour, 100 year event was used for the major event in accordance with
Garfield County Regulations. The culverts handling primarily on-site flows were sized for the 25
year storm event. The storm water facilities accommodating both on-site and off-site flows were
designed based on the 100 year storm event. The design of the treatment facilities were based on
a2 yeat storm event.