HomeMy WebLinkAbout1.01 Supplemental App Info,1
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Friday, January 30,h, 2009
Kevin Story
0193 Sweetwater Road
Gypsum, CO 81637
Original by mail, copy by FAX to (g70) 32g_g559
RE: Drainage berm completion.
Dear Kevin:
This letter is a follow up to our August I lth, 2006 letter regarding the status of theberm constructed on your property. we have completed tf;e as-buirt drawing ofthe berm and concrete weii, una ui. attaching u.opy with this letter.
The as-bujlt survey, conducted September of 2006,confirms that the berm andassociated structures were constructed in substantiur .ffiiiunce with,rr. a.rig,intent and specifications. The berm location, u, p..riorriy nor"a to yourself andto Garfield county, is approximately 4O-feet-fujher upro.u- from the locationshown o-n the plans. This is not anticipated to be deleLrious to the function orintent of the berm in any way.
since the time of the September 2006 survey work, we have not made any sitevisits, or inspected the condition of the berm or detention basin.
In summary, the berm, at the time of our last visit, was in substantial compliancewith the intent and details as approved by the Garfield county Gradrrrg permit
Number G-2006-22 dated october 20.2-006. (The stampon permit says 2005, butthe hand-wriften dates on-the permit all give the year as'2006, the year the permitapplication was submitted.).
If you have any questions, please do not hesitate to call.
Sincerely,
Gamba & Associates- Inc-
Jeff Nelson, Garfield County:
Karl Hanlon
cc:
Enc.: As-Built plan of January 30th, 2009
H \04467\01 drarnage mitig.rion\Commuoic&rions\AB Berm 20090 I l0 doc
Associates, Inc.
Slory Drainage Mit igation _,lr_Ou i@
Friday, January 30't', 200g
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HoNE: 97ol945-255o
F^xi 970.1945-l4lO
Tuesday, April 17 ,2007
Kevin Story
0193 Sweetwater Road
Gypsum, CO 81637
By U.S. Mail.
Story Drainage Report
Dear Kevin:
Enclosed please find a copy of the latest Drainage Report for the East Basin of
the your property. This deals with the flow through the enlarged channel only.
copies are being hand-delivered to Jim Neu at [ravenworth & Karp, Dave
Kotz, P.E. at SGM, and John Sikora, P.E. at URS.
If you have any questions, please call.
Sincerely,
Gamba & Associates, Inc.
Enclosures: Story East Basin Drainage Report of April
H:\0a467\03 droinoge miligotion\New Droinoge Rsport\Tron5mittol to Kevin Story.doc
ls'h, 2007
Story Droinoge Report of April 15, 2OO7 - Tronsmittol
Tuesdoy,April 17,2007
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DRAINAGE REPORT
STORY PROPERTY
EAST DRAINAGE CHANNEL
0193 Sweetwater Road, Gypsum, CO 81037
Monday, April 1S'n, 2OOT
PREPARED FOR:
Kevin Story
0193 Sweetwater Road
Gypsum, CO 81637
PREPARED BY:
Gamba & Associates, lnc.
Consulting Engineers and Land Surveyors
11 3 Ninth Street - Suite 214
Glenwood Springs, Colorado 81601
Phone: (970) 945-2550
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YffiMfrfi*i"ffi
T. Carter Page, P.E. 35161
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INTRODUCTION AND LOCATION
This report is intended to address drainage issues raised by the engineers for the
downstrea m property owners.
The address for the property is 0193 Sweetwater Road (C.R. 150), Gypsum, CO 81637.
The property is located inside Garfield County, approximately %-mile past the
Eagle/Garfield county division line. The property lies on the north side of the county
road. The eastem property boundary of the Story property is the county line between
Garfield and Eagle Counties.
It is our understanding that there is a proposal undenray (by others) to develop the
existing approximately 1 8.2 Ac. parcel into three separate lots. The boundaries of the
proposed new lots are not known at this time, are not relevant to the scope of this
drainage report, and therefore are not addressed in this report.
An existing irrigation ditch known as the Gannon Ditch crosses the Story property from
west to east. Towards the eastern side of the Story property, a pre-existing steel pipe
conveys the ditch flow over the existing natural drainage channel (both pre- and post-
enlargement) and as such, the irrigation ditch appears to have had no effect on the East
Basin, or its drainage channel.
The existing topography slopes downward from North to the South, to the north side of
Sweetwater Creek. There are two significant drainage basins tributary to the Story
property.
The focus of this report is the effects, if any, of the stormwater channel as enlarged by
the owner, Kevin Story. The channel enlargement work performed by Mr. Story starts
just above (north of) the irigation ditch crossing pipe, and extends southerly to the
County Road 150, a distance of approximately 485-feet (as measured along the
channel alignment). The channel is the principal drainage path for the basin which has
been named the East Basin, for the purposes of this report.
PREVIOUS DRAINAGE STUDIES
There was a previous drainage study, prepared by Gamba & Asssociates, lnc. and
dated April22no,2004. ln that study, the division between the two basins, the overall
extent and boundaries of the two basins, and the alignment of the main drainage
channels were all largely the same as have been established for this report. The
current drainage study is based on more conservative hydrologic runoff curye number
values, as requested by the Engineers representing the downstream property owners.
Drainag.e Study, Story Property - East Drainage Channel
April 1sth,2}ol
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HYDROLOGIC AREA
The overall hydrologic area tributary to the Story property has been divided, as
mentioned above, into two distinct basins, called the East and West basins. The
southern extent of the East Basin is the edge of C.R. 150, and the northern extent of the
basin is the top of the ridge approximately 2645-feet to the north of C.R. 150, as shown
on the overall Soils and Vegetation map Sheet 1. There is a smaller map produced at
a scale of 1" = 1,000' which shows the USGS Topographic information from the
Sugarloaf Quadrangle with an overlay of the Story Property boundary and the boundary
of the East Basin in red. The East Basin contains approximately 40.88-Acres, as
delineated on Sheet 1 by the dashed green line. The control point for the East Basin is
labeled Control Point 1, which appears to be one of several points at which historic
flows had left the site.
In the East Basin, the lower reaches were historically over an alluvial fan that occupies
much of the south-east portion of the Story property. Above the alluvial fan, there is a
well-defined natural gully that passes through areas of sparse-to-no vegetation,
following a relatively direct course roughly parallel to the dividing line between the east
and west basins and extending generally northeasterly to the ridge above the site.
There is photographic and topographic evidence that historically a smatler channel
(whether natural or man-made) existed from somewhere near the apex of the altuvial
fan and ran to Control Point 1. Control Point 1 is expected to be the ultimate discharge
point for the East Basin.
HYDROLOGIC CRITERIA AND METHODOLOGY
Runoff flows for the different basins were calculated using the U.S. Natural Resources
Conservation Service [USNRCS] (formerly the U.S. Department of Agriculture Soil
Conservation Service) Technical Release No. 20 (TR-20) methodology. The hydrologic
calculations, reach attenuation calculations, and detention pond routing analysis
calculations were performed with the HydroCAD Release 8.0 software by HydroCAD
Software Solutions LLC.
The drainage basins, hydrologic curve numbers, times of concentrations, travel time,
peak discharges, and the calculated hydrographs for the pre-development conditions
are shown in Appendix A. Similar data and calculations for the post-developed
conditions are provided in Appendix B.
The rate of runoff for the 2, 5, 10,25,50 and 100-year design frequency storm events
were computed using the rainfall values from the NOM Atlas 2. Precipitation
FreQuency Atlas of the Western United States. Volume !ll-Colorado 1973.
The soil boundaries and types were taken from the USNRCS Soil Survey of Asoen-
Gypsum Area. Colorado. Parts of Eagle. Garfield and Pitkin Counties, Sheet 3
(Sugarloaf Mountain Quadrangle). Map information is current as of 1984, the date of
the last soil survey in the area under study. Soil types identified in the area tributary to
Drainag.e Study, Story Property - East Drainage Channel
April 151h,2007
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the East Basin of the Story property, starting from the upper reaches to the Control
Point 1 are shown in the table on the following page.
Photocopies of the descriptive texts for each soil group, and a small map at the scale of
1" = 1,000', from the Soil Conservation Service tor tne Sugarloaf quadrangle are
attached as Appendix C.
The vegetation types and extent have been taken from the site visits and photographs
made by Gamba & Asssociates, Inc., as well as from the U.S. Geologicat'Survey
Sugarloaf Mountain Quadrangle, and from Google Earth photographi. Vegetation
types and coverage thus established agree reasonably well with the information
provided by the SCS soils data.
The overland flows for the East Basin were separated by type into the three common
categories of flow: Sheet Flow, Shallow Concentrated Flow, and Channel Flow. Site
conditions were used to establish the start and end of each category of flow. The
USGS Sugarloaf Quadrangle was used to establish the approximate stope of the upperportions of the drainage atea, and site topographic surveys were used to establish the
approximate slope of the lower portions of the basin.
For the purposes of this analysis, it was estimated that the Sheet Flows started at the
upper extreme of the ridge above the drainage basin, and extended to the grade break
approximately 100-feet south of the ridgeline. The Shallow Concentrated Flo*s begin
at the end of the Sheet Flow, and extend to the point where the topographic lines
indicate the start of a defined gully. Channel Flows began at the end of'the Shallow
Concentrated Flow and extend either to the outlet at Control Point 1 in the "pre"
condition, or to the back of the existing channel berm in the "post" condition. Each
category of flow is identified on Sheet 2 by separate line widths and is labeled as to
type, length, and slope.
The times of concentration for each type of flow are determined by the TR-20
HydroCAD program, based on the length, slope and surface rougltness of each of the
three categories of flow, as well as the total flow volume, channeJ shape (pre and post)
and the flow area for the channel portion of the flow. The Haestad Methods FlowMaster
software program was used in an iterative process to evaluate the depth anO snape ot
the various channels in both the pre and post-development conditions. Values derived
from the FlowMaster program were used as input in ine HydroCAD program to more
accurately evaluate the Time of Concentration. The Time of Concentration was
Drainage Study, Story Property - East Drarnage ChanneL
April 1sth, 2007
Map
Symbol
Soil Name - U.S. SCS Hydrologic Soil Group
(HSG)
OverallArea within the
soil qrouo
102 Tanna/Pinelli D 1.94 Ac.
104 Torriorthents/Ca m borth id s D 29.21 Ac.
44 Forello/Brownsto B 9.73 Ac.
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calculated for each of the types of overland flow, and added together for the total Time
of Concentration at the Control point #1.
The East Basin has been divided into homogeneous areas having the same Hydrologic
Soil Group (HSG), and the same vegetation type and degree of coverage. Foi each
sub-area, there is a distinct Runoff Curve Number (CN). The sum of the products of the
area in acres of each sub-area, times the CN of each sub-area, is divided by the total
basin area, to arrive at a weighted CN, which is used, with the time of concentration (Tc)
in the calculation of the runoff hydrograph from the basin. lt is worth noting that much '
of the area within the East Basin is essentially bare of vegetation, and the CN for these
areas is listed as being within the "Pinyon/juniper range, Poor" which has the same
numerical value as bare dirt for the given Hydrologic Soil Group. The CN for each sub-
area is determined for both the "pre" and "post" conditions. ln the case of this analysis,
lhe "pre" and "post" runoff CN values for the area tributary to the detention berm are
identical.
"PRE" CONDITIONS - Prior to channel entaroement
ln the "pre" developed condition, it is assumed that the natural alluvial fan had not been
disturbed significantly, or if it had been disturbed, the work done was not sufficient to
have permanently altered any of the historic flows for major storm events. There is
ample topographic evidence that a major drainage channel existed above the alluvialfan. The apex of the alluvial fan is located at, or near, the site of the steel pipe for the
irrigation ditch. This site is also the approximate upper limit of the channet-enlargement
work performed by Mr. Story. The pre-developed condition of the vegetation on ihe site
is assumed, by the evidence of remaining vegetation in the undisturloed areas of the
alluvial fan, as being in a "poor" condition, with sparse sagebrush and juniper scattered
over the fan, and large areas of bare soil.
There appears to have been several possible routes for storm flows over the alluvial
fan, with what appear to be channel remnants visible on the ground and on the USGS
topographic maps. Some of the apparent channels direct flows toward the east, but the
largest channel remnant appears to have directed flows towards C.R. 150, at roughly
the point we have labeled Control Point 1. There are hand sketches on plans, and
some photographs which show that this original channet had a roughly trapezoidal
section, with a depth of about 1.3-feet, a bottom width of about t.S-teet, and an overall
width of about 8-feet. This approximate section was recreated later in the "post"
development conditions.
ln order to more accurately compare the pre and post-development conditions, the site
of the berm was used as an intermediate design point, to compare the area prior to the
construction of the channel and the berm with the site after the construction.
Below the apex of the alluvial fan, the pre-development flows were analyzed as a wide,
shallow trapezoidal section, which would spread out from the apex oveithe fan, in a
Drainage Study, Story Property - East Drainage Cnannet
April 1st ,2ool
Page 6 of 9
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largely'unpredictable fashion. The input parameters for HydroCAD were independently
evaluated in FlowMaster to verify size, slope and channel conditions. The results of the
FlowMaster evaluations for the pre-developed condition are presented in Appendix A.
The East Basin pre-development area tributary to the alluvial fan was routed across the
alluvial fan, then to the outfall of the East Basin, with added flows from the area not
tributary to the alluvial fan.
The pre-development flows at the Outfall of East Basin - Pre, for the 2 through 100-
year, Type ll, 24-hour storm events are summarized in the table provided below.
"POST" GONDITIONS - After channel enlarqement & berm construction
ln the "post" developed condition, the major drainage channel that had previously
stopped near the steel pipe for the irrigation ditch was extended southerly by Mr. Story,
by the excavation of a deep, well-defined channel. The construction of this channel did
not have the required Garfield County grading/excavation permit. Neighbors
complained that the channel would have an adverse effect on their property, and
Garfield County was concerned about the effect on C.R. 150, to which the channel was
directed.
Subsequently, Mr. Story met with Garfield County officials, and obtained a grading
permit to construct a berm within the channel with the intent of diminishing the concerns
of both his neighbors and Garfield County. With Garfield County approval, the berm
was designed and constructed with a concrete weir which was sized and shaped to
closely resemble the previously observed channel. The intent was to slow the drainage
flows down behind the berm, and then allow the concrete weir to limit flows by an
approximation of the original channel section. The berm was limited in its height by the
height of the enlarged channel, and no attempt was made to quantify the storage behind
the berm, or define a particular storm event that would be detained by the berm.
The berm constructed within the enlarged channel is evaluated as a detention pond for
all of the post-development storm events. As such, the Channel Flow ends at the berm
for the post-condition. The volume of storage behind the berm has been calculated
using the HydroCAD program, with input values for the area of each contour line, in
Acres. The results of those calculations are presented in Appendix B.
Below the berm, the flow from the East Basin enters a "reach", which is the existing
constructed berm outfall channel. The berm outfall channel is constructed of rough
angular native stone boulders, with a typical size of 18 to 24-inches.
The flow from the area not tributary to the detention basin was then added to the flow
which passes through the detention basin behind the berm
The post-development flows at the Outfall of East Basin, for the 2 through 1O0-year,
Type ll, 24-hour storm events are summarized in the table provided below.
Drainage Study, Story Property - East Drainage Channel
April 15th,2OOT
Page 7 of 9
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CONCLUSIONS
The following table provides the results of our calculations for the pre- and post-developed
conditions described above.
For all storm events, the peak flow at the control point is slightly less in the post-
developed condition than in the pre-developed condition. The differences are very
minor, and arguably are within the range of enor of the assumptions and the accuracy
of the model.
t However, what is inarguable is that the detention provided by the berm has providedr 0.031 Ac.-ft. (1,350 ft31, of storage for debris that will not be impacting any downstream
t users. The alluvial fan would provide some slowing and detention of debris in an
f undisturbed condition. However the spring storm event of 2006, which was an event of' unknown severity, produced noticeably less debris from the East Basin than the West
I Basin, which are both similar in area, and other hydrologic conditions, and experienced
I the identical storm event. The vast majority of the debris which was carried under C.R.' 150 through the existing 18-inch CMP came from the West Basin, which has not beenf modified by Mr. Story.I
We believe that the above analysis demonstrates that the current situation, with the
I enlarged channel and the constructed berm does not increase the runoff at the bottom
I of the berm spillway or outfall channel, in excess of the pre-developed condition. We
further believe that no further mitigation of the drainage from the East Basin is required.
I At the same time, we recognize that the channel that was required by Garfield County in
the original permit, which conveys the drainage flows from the berm spillway or outfall to
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the west, has the potential to create problems for the Rivera property.
Accordingly, we propose that this channel be obliterated, and replaced with a stilling
I basin. The stilling basin should be located at the bottom of the berm spillway, and lined
I with riprap to prevent erosion. The construction of the stilling basin is intended to
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story propertv - East Drainase channer
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Pase 8 ofe
Type 1l.,24-hour Storm
Event Period
Pre-Developed Post-Developed
Peak Flow (cubic feet per
second)
Peak Flow (cubic feet per
second)
2-vear 19.83 19.77
5-year 25.91 25.84
10-year 32.44 32.36
25-vear 50.25 50.13
50-year 57.81 57.68
10O-vear 69.51 69.36
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distribute flows evenly, approximating the flow distribution that existed under pre-
development "natural" conditions. Below the stilling basin the ground surface should be
re-vegetated with a mixture of native grasses and sagebrush. Rocks of varying sizes
should also be placed on the surface to help reduce channel formation. Details of this
Stilling Basin are attached at the end of this report. ln time, it is expected that certain
channels will develop, regardless, and that these channels would be allowed to remain
undisturbed.
Ultimately, this report demonstrates that the activities conducted by Mr. Story, related to
the channel enlargement and berm construction have not increased the peak rates of
runoff from any storm event.
Alluvial fan morphology dictates the probability of a flowpath across any segment of an
alluvial fan. On this basis, under pre-developed "natural" conditions, the probability of a
flowpath from the East Basin crossing to either of the two downstream property owners
can be determined. Provided that the outfall channel directing the flow to the west is
obliterated, in accordance with our recommendations, then the flowpath of any storm
event under post-developed conditions will approximate the flowpath from pre-
developed "natural" conditions.
This report has been prepared in accordance with generally accepted engineering
practices.
lf you have any questions, please call.
Sincerely,
Cc: Kevin Story; Jim Neu; Dave Kotz, P.E.; John Sikora, p.E.;
Hr\04,16A03 droinoge mitigotion\New Droinoge Report\Reporr 20O7O4 I 5.de
Drainag.e Study, Story Property - East Drainage Channel
April 1srh, 2007
Page 9 of 9
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Drainage Diagram for Story
Prepared by Gamba & Associates, lnc. 4lSt2OO7
HydroCADD 8.00 s/n 004370 @ 2006 HydroCAD Software Sotutions LLC
Channel
Outfall of East Basin -
pre
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Story Type ll 24-hr 2-year
Prepared by Gamba & Associates, lnc.
HydroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC
Rainfall=1.70"
Page 3
4t5t2007
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 135: East-Basin-Pre-Trib-to-Alluvia! Fan Runoff Area=34.220ac Runoff Depth>0.50"
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=20.04 cfs 1 .415 af
Subcatchment 145: East-Basin Below Apex of Alluvia! Fan Runoff Area=6.660 ac Runoff Depth>O.10"
Flow Length=743' Tc=13.6 min CN=68 Runoff=0.25 cfs 0.058 af
Reach 16R: Channel Across Alluvia! Fan Avg. Depth=0.23' Max Vel=5.23 fps lnflow=20.04 cfs 1.415 af
n=0.040 L='186.2' S=0.1508'/' Capacity=$2.75 cfs Outflow=19.59 cfs 1.413 af
Link 15L: Outfall of East Basin - Pre lnflow=19.83 cfs 1.471 af
Primary=19.83 cfs 1.471 af
Total Runoff Area = 40.880 ac Runoff Volume = 1.473 af Average Runoff Depth = 0.43"
100.00% Pervious Area = 40.880 ac O.0O% lmpervious Area = 0.000 ac
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Story
Prepared by Gamba & Associates, lnc.
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Runoff = 20.04 cfs @ 12.10 hrs, Volume=1.415 af, Depth> 0.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 2-year Rainfall=1.70"
Area (ac) CN Description
Type ll 24-hr 2-year Rainfall=l 70"
I
1.940
1 8.1 90
6.700
2.920
0.980
1.060
0.770
1.660
80
89
80
80
80
58
58
75
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Poor, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG B
Pinyon/juniper range, Fair, HSG B
Pinyon/iuniper ranqe, Poor, HSG B
34.220
34.220
83 Weighted Average
Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)
13.4 112 0.1786
0.4 166 0.6033
2.1 2,141 0.4233
0.14
7.77
16.85
Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps
65.72 Channel FIow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
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15.9 2,419 Total
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9toty Type ll 24-hr 2-year Rainfail=1.70,Prepared by Gamba & Associates, lnc. page 5HVdToCAD@ 8.00 s/n 004370 O 2006 HvdrncAn s^ff^/."^ c^r,,ri^^- I r r. . ._._ - _
Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Type ll 24-hr 2-year
Rainfall=1.70',
Runoff Area=3 4.220 ac
Runoff Votume =1.41S af
Runoff Depth>0.50"
Flow Length=2,419'
Tc=15.9 min
CN=83
o
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Time PreciP. Excess Runoff
(hours) (inches) (inches) (cls)
s.oo 0.11 0.00 0.00
5.25 0.11 0.00 0.00
5.50 0.12 0.00 0.00
0.00
0.00
0.00
0.00
6]5 0.16 0.00 0.00
7.OO 0.17 0.00 0.00
7 .25 0.18 0.00 0.00
7 .50 0.19 0.00 0.00
7.75 0.19 0.00 0.00
8.00 0.20 0.00 0.00
8.25 0.21 0.00 0.00
8.50 0.22 0.00 0.00
8.75 0.24 0.00 0.00
9.00 0.25 0.00 0.00
5.75 0.13 0.00
6.00 0.14 0.00
6.25 0.14 0.006.50 0.15 0.00
12.25 1.20 0.22 '11.17
12.50 1.25 0.24 4.59
12.75 1.28 0.26 2.78
13.00 1.31 0.28 2-22
13.25 1.34 0.29 1.88
13.50 1.36 0.30 1-67
13.75 1.38 0.31 1.48
14.00 1.39 0.32 1.33
14.25 1.41 0.33 1.20
14.50 1 .42 0.34 1 .13
14.75 1.44 0.34 1.09
15.00 1.45 0.35 1.04
9.25 0.26 0.009.50 0.28 0.00
9.75 0.29 0.00
10.00 0.31 0.00
10.25 0.33 0.00
10.50 0.35 0.00
10.75 0.37 0.0011.00 0.40 0.00
11.25 0.44 0.0011.50 0.48 0.00
11.75 0.66 0.0312.00 1.13 0.19
15.25 1.46 0.36
15.50 1.47 0.36
15.75 1.49 0.37
16.00 1 .50 0.38
16.25 1.51 0.38
16.50 1 .52 0.39
16.75 1.52 0.39
17.00 1.53 0.40
17 .25 1.54 0.40
17.50 1.55 0.41
17 .75 1.56 0.41
18.00 1.57 0.42
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.16
1.25
14.26
0.99
0.93
0.88
0.83
0.78
0.76
0.74
0.72
0.70
0.68
0.66
0.64
StoryTypelt24-hr2-yearRainfall=1.70,,
Prepared by Gamba & Associates, lnc' - , , ^ Page 6
HvJIoCnoo 6.oo sln oo+ezo o zooo uvorocRo sortvvare sotutions lLc 4/5/2007
Hydrograph for Subcatchment 1 35: East-Basin-Pre-Trib'to-Alluvial Fan
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Time PreciP. Excess Runoff
(hours) (inches) (inches) (cts)
ta.zs 1.57 0.42 0.62
18.50 1.58 0.43 0.60
18.75 '1.59 0.43 0.58
19.00 1.59 0.43 0.56
1s.25 '1.60 0.44 0.54
19.50 1.61 0.44 0.52
19.75 1.61 0.45 0.50
20.00 1.62 0.45 0.48
20.25 1.62 0.45
20.50 1.63 0.46
20.75 1.63 0.46
21.00 1.64 0.46
21.25 '1.65 0.46
21.50 1.65 0.47
2175 1.66 0.47
0.46
0.46
0.45
0.45
0.45
0.44
0.44
22.00 1.66 0.47 0.44
22.25 1.67 0.48 0.43
22.50 1.67 0.48 0.43
22.75 1.68 0.48 0.43
23.00 1.68 0.49 0.42
2s.25 1.69 0.49 0.42
23.50 1.69 0.49 0.41
23.75 1]0 0.50 0.41
24.00 '.1.70 0.50 0.41
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=1.70"
Page 7
004370 @ Software LLC
Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Runoff = 0.25 cfs @ 12.15 hrs, Volume=0.058 af, Depth> 0.10"
Runoff by scs rR-20 method, UH=scs, Time span= s.oo-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 2-year Rainfall=1.70"
Area (ac) CN
3.510 75 Pinyon/juniper range, poor, HSG B2.720 58 Pinyon/juniper range, Fair, HSG B0.010 58 Pinyon/juniper range, Fair, HSG B0.420 80 Pin
6.660 68 Weighted Average
6.660 Pervious Area
Fair, HSG D
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fVsec) (cfs)
11.7
1.1
0.8
100 0.2000
284 0.7500
359 0.5000
0.14
4.33
7.96
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, Shallow Conc.
Woodland Kv= 5.0 fps
5.57 Channe! Flow, channel Flow
Area= 0.7 sf Perim= 4.2' r=0.17' n= 0.040
3
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13.6 743 Total
Subcatchment 145:
0.28
East-Basin Below Apex of Alluvial Fan
Hydrograph
13 14 15 16
Tlme (hours)
0
0.
0.
l- Ru;orrlt-J
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0
0
0.1 8
0.
0.
0.24
0.1
0.1
0.08
0.o2
0
Type ll 24-hr Z-year
Rainfall=1.70"
Runoff Area=6.660 ac
Runoff Volume=0.058 af
Runoff Depth>0.10"
Flow Length=743'
Tc=13.6 min
story Type ll 24-hr 2-year Rainfall=1.70"
Prepared by Gamba & Associates, lnc. Page 8
HvOioCROO a.OO sln OO+320 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 145: East-Basin Below Apex of Alluvial Fan
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.s0
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
11.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.11
0.11
0.12
0.13
0.14
0.14
0.15
0.16
0.17
0.18
0.19
0.19
0.20
0.21
0.22
0.24
0.25
0.26
0.28
0.29
0.31
0.33
0.35
0.37
0.40
0.44
0.48
0.66
1.13
1.20
1.25
1.28
1.31
1.34
1.36
1.38
1.39
1.41
1.42
1.44
1.45
1.46
1.47
1.49
1.50
1.51
1.52
1.52
1.53
1.54
1.55
1.56
1.57
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.02
0.02
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.05
0.05
0.05
0.05
0.06
0.06
0.06
0.06
0.06
0.07
0.07
0.07
0.07
0.07
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.21
0.16
0.12
0.11
0.10
0.09
0.08
0.08
0.07
0.07
0.07
0.07
0.06
0.06
0.06
0.06
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
18.25 1.57 0.07
18.50 1 .58 0.08
18.75 1 .59 0.08
19.00 1 .59 0.08
19.25 1.60 0.08
19.50 1.61 0.08
19.7s 1.61 0.08
20.00 1.62 0.09
20.25 1.62 0.09
20.50 1.63 0.09
20.75 1.63 0.09
21.00 1.64 0.0921.25 1.65 0.0921.50 1.65 0.09
21.75 1.66 0.09
22.00 1.66 0.10
22.25 1.67 0.10
22.50 1.67 0.10
22.75 1.68 0.10
23.00 1.68 0.10
23.25 1.69 0.10
23.50 1 .69 0.10
23.75 1.70 0.10
24.00 1.70 0.11
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=l.70"
Page 9
Jl
$
$
$
$
T
lnflow =Outflow =
8.00 s/n 0043 Solutions LLC
Reach 16R: Channel Across Alluvial Fan
34.220 ac, lnflow Depth > 0.50" for Z-year event
20.04 cfs @ 12.10 hrs, Volume= 1.415 af
19.59 cfs @ 12.11 hrs, Volume= 1.413 af, Atten= 2o/o, Lag= 0.9 min
Reach 16R: Channel Across Alluvial Fan
Routing by stor-lnd+Trans method, Time span= s.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocity= 5.2, fps, Min. TravelTime= 0.6 min
Avg. Velocity = 1.58 fps, Avg. Travel Time= 2.0 min
Peak storage= 707 ct @ 12.10 hrs, Average Depth at peak storage= 0.23'
Bank-Full Depth= 0.46', Capacity at Bank-Full= 62.75 cfs
15.00' x 0.46' deep channel, p= 0.040
Side Slope Z-value= 5.0 '/' Top Width= 19.60'
Length= 186.2' Slope= 0.1508'/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
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Hydrograph
Time (hourr)
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=l.70"
Page 10
HvdioCRD@ 8.OO s/n OOC ZO @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Reach 16R: Channel Across Alluvial Fan
Stage-Discharge
25 30 35 40
Discharge (cfs)
Reach 16R: Channel Across Alluvial Fan
0.32
0.3
o.28? o.zooz o.24
Ed 0.22
6 0.2
0.1
0.1
0.1
0.1
0.
0.0
0.0
0.0
0.0
n
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#
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15
0"42
0.4
0.38
0.36
Stage-Storage
600 800
Storage (cubic-fe€t)
oo
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CLoo
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Story Type ll 24-hr S-year Rainfall=1.90"
Prepared by Gamba & Associates, lnc. page 23
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Sotutions LLC 4/5/2007
@t
600 800
Storage (cubic-feet)
Reach 16R: Channel Across Alluvial Fan
Stage-Discharge
Reach 16R: Channel Across Alluvial Fan
Stage-Storage
Discharge (cfs)
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 21-year Rainfall=2.60"
Page 53
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Sotutions LLC 4/5/2007
Link 15L: Outfall of East Basin - Pre
lnflow Area = 40.880 ac, lnflow Depth > 1 .01' for Zl-year eventlnflow = 50.25 cfs @ 12.10 hrs, Volume=Primary = 50.25 cfs @ 12.10 hrs, Volume=
3.451 af
3.451 at, Atten= 0%, Lag= 0.0 min
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 15L: Outfall of East Basin - Pre
910111213141516
Tlmo (hours)
Hydrograph
lnflow Area=40.880 ac
Story Type lt 24-hr 2-year
Prepared by Gamba & Associates, lnc.
HvdroCAD@ 8.00 s/n 004370 @ 200LHydroCAD Software Sotutions LLC
Rainfall=1.70"
Page 1 1
41512007
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Time lnflow(hours) (cfs)
Hydrograph for Reach 16R: ChannelAcross Alluvial Fan
Storage Elevation Outflow
{cubic-feet) (feet) (cfs)
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5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
11.00
11.50
12.00
12.50
'13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.16
14.26
4.59
2.22
1.67
1.33
1 .13
1.04
0.93
0.83
0.76
0.72
0.68
0.64
0.60
0.56
0.52
0.48
0.46
0.45
0.44
0.44
0.43
0.42
0.41
0.41
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
12.61
4.84
2.26
1.69
1.34
1.14
1.04
0.94
0.83
0.76
0.72
0.68
0.65
0.61
0.57
0.53
0.48
0.46
0.45
0.44
0.44
0.43
0.42
0.41
0.41
0 7,123.070 7,123.070 7,123.07o 7,123.070 7,123.070 7,123.070 7,123.07o 7,123.070 7,123.07o 7,123.070 7,123.070 7,123.070 7,123.07
30 7J23.08
556 7,123.26
289 7,',123.17
183 7123.13
153 7 ,123.12134 7,123.12
121 7,123.11
1 15 7 ,123.11
108 7 ,123.11100 7,123.11
95 7,123.10
92 7,123.10
89 7,123.10
86 7,123.10
83 7,123.10
79 7,123.10
76 7,123.10
72 7,123.10
70 7,123.09
69 7,123.09
68 7,123.09
68 7,123.09
67 7,123.09
66 7,123.09
66 7,123.09
65 7,123.09
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0.0
0.2
0.3
0.5
0.6
0.8
0.9
1.1
1.2
1.4
1.6
1.7
1.9
2.0
2.2
2.4
2.5
2.7
2.9
3.0
3.2
3.4
3.5
3.7
3.9
4.1
4.2
4.4
4.6
4.8
5.0
5.1
5.3
5.5
5.7
5.9
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=1.70"
Page '13
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Area-Storage for Reach 16R: Channel Across Alluvial Fan
Elevation End-Area(feet) (sq-ft)
Storage
(cubic-feet)
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7,123.07
7j23.08
7,123.09
7,123.10
7,123.11
7,123.12
7,123.13
7,123.14
7,123.15
7,123.16
7,123.17
7,123.18
7J23.19
7,123.20
7,123.21
7,123.22
7,123.23
7,123.24
7,123.25
7,123.26
7,123.27
7,123.28
7,123.29
7,123.30
7,123.31
7j23.32
7,123.33
7,123.34
7,123.35
7,123.36
7,123.37
7,123.38
7,123.39
7,123.40
7,123.41
7,123.42
7,12333
7j23/4
7,123.45
7,123.46
7,123.47
7,123.48
7,123.49
7,123.50
7,123.51
7,123.52
7,123.53
0
28
56
B5
113
142
171
200
229
259
289
318
349
379
409
440
471
502
533
564
596
628
660
692
724
756
789
822
855
888
922
955
989
1,023
1,057
1,092
1,126
1 ,161
1 ,196
1,231
1,266
1,302
1,337
1,373
1,409
1,445
1,492
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Story
Prepared by Gamba & Associates, lnc.
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
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0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
'11.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
0.95
12.66
5.01
3.01
2.37
2.01
1.78
1.58
1.42
1.28
1.21
1.16
1.11
1.05
1.00
0.94
0.89
0.84
0.81
0.79
0.77
0.75
0.73
0.71
0.69
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
0.95
12.66
'12.55
5.01
3.01
2.37
2.01
1.78
1.58
1.42
1.28
1.21
1.'16
1.11
1.05
1.00
0.94
0.89
0.84
0.81
0.79
0.77
0.75
0.73
0.71
0.69
12.55 0.00
Type ll 24-hr 2-year Rainfall=l.70"
Page 15
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Link 15L: Outfall of East Basin - Pre
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.2s
22.50
22.75
23.00
23.25
23.50
23.75
24.OO
0.67
0.65
0.63
0.61
0.59
0.57
0.54
0.52
0.50
0.49
0.49
0.49
0.48
0.48
0.47
0.47
0.47
0.46
0.46
0.46
0.45
0.45
0.44
0.44
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.67
0.65
0.63
0.61
0.59
0.57
0.54
0.52
0.50
0.49
0.49
0.49
0.48
0.48
0.47
4.47
0"47
0.46
0.46
0.46
0.45
0.45
0.44
o.44
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I Prepared by Gamba & Associates, lnc. Page 17
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
I Subcatchment 13S: East-Basin-Pre-Trib-to-Alluvial Fan
I Runoff = 25.79 cfs @ 12.09 hrs, Volume= 1.781 af , Depth> 0.62"
r Runoff by SCS TR-20 method, UH=SCS, Time Span = 5.OO-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr S-year Rainfall=1.90"I
1.940 80 Pinyon/juniper range, Fair, HSG D18.190 89 Pinyon/juniper range, Poor, HSG D6.700 80 Pinyon/juniper range, Fair, HSG D2.920 80 Pinyon/juniper range, Fair, HSG D0.980 80 Pinyon/juniper range, Fair, HSG D1,060 58 Pinyon/juniper range, Fair, HSG B0.770 58 Pinyon/juniper range, Fair, HSG B1.660 75 Pinyon/iuniper ranqe, Poor. HSG B
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34.22O 83 Weighted AverageU.220 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)
13.4 112 0.1786 0.14 Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"0.4 166 0.6033 7.77 Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps2.1 2,141 0.4233 16.85 65.72 Ghannel Flow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
15.9 2,419 Total
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HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 1 35 : East-Basin-Pre-Trib-to-Al Iuvial Fan
Story
Prepared by Gamba & Associates, lnc.
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00 0.12 0.00 0.005.25 0.13 0.00 0.005.50 0.14 0.00 0.005.75 0.14 0.00 0.006.00 0.15 0.00 0.006.25 0.16 0.00 0.006.50 0.17 0.00 0.006.75 0.18 0.00 0.007.00 0.19 0.00 0.007.25 0.20 0.00 0.007.50 0.21 0.00 0.007.75 0.22 0.00 0.008.00 0.23 0.00 0.008.25 0.24 0.00 0.008.50 0.25 0.00 0.008.75 0.26 0.00 0.009.00 0.28 0.00 0.009.25 0.29 0.00 0.009.50 0.31 0.00 0.009.75 0.33 0.00 0.0010.00 0.34 0.00 0.0010.25 0.36 0.00 0.0010.50 0.39 0.00 0.0010.75 0.41 0.00 0.001'r.00 0.45 0.00 0.0411.25 0.49 0.00 0.1911.50 0.54 0.01 0.4711.75 0.74 0.04 2.1312.00 1.26 0.25 18.9412.25 1.34 0.29 14.0912.50 1.40 0.32 5.6812.75 1.43 0.34 3.4113.00 1.47 0.36 2.7113.25 1.49 0.38 2.2913.50 1.52 0.39 2.0313.75 1.54 0.40 1.7914.00 1.56 0.41 1.6114.25 1.58 0.42 1.4514.50 1.59 0.43 1.3714.75 1.61 0.44 1.3115.00 1.62 0.45 1.2515.25 1 .64 0.46 1 .1915.50 '1 .65 0.47 1 .1315.75 1.66 0.47 1.0616.00 1.67 0.48 1.0016.25 1.68 0.49 0.9416.50 1.69 0.49 0.9116.75 1.70 0.50 0.8917.00 1 .71 0.51 0.86
17 .25 1.72 0.51 0.8417.50 1.73 0.52 0.82
17 .75 1.74 0.52 0.8018.00 1.75 0.53 0.77
Type ll 24-hr S-year Rainfall=l.90"
Page 19
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 1.76 0.54 0.7518.50 1.77 0.54 0.7218.75 1.77 0.55 0.7019.00 1.78 0.55 0.6819.25 1.79 0.56 0.6519.50 1.80 0.56 0.6319.75 1.80 0.s6 0.6020.00 1.81 0.57 0.5820.25 1.81 0.57 0.5620.50 1.82 0.58 0.5520.75 1.83 o.s8 0.5421.00 1.83 0.58 0.5421.25 1.84 0.59 0.5321.50 1.84 0.59 0.5321.75 1.8s 0.60 0.5322.00 1.86 0.60 0.5222.25 1.86 0.60 0.5222.50 1.87 0.61 0.5122.75 1.87 0.61 0.5123.00 1.88 0.61 0.5023.25 1.88 0.62 0.5023.50 1.89 0.62 0.4923.75 1.89 0.62 0.4924.00 1.90 0.63 0.48
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Time Precip" Excess Runoff
(hours) (inches) (inches) (cfs)
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5.00 0.12 0.005.25 0.13 0.005.50 0.14 0.005.75 0.14 0.006.00 0.15 0.006.25 0.16 0.006.50 0.17 0.006.75 0.18 0.007.00 0.19 0.007.25 0.20 0.007.50 0.21 0.007.75 0.22 0.008.00 0.23 0.008.25 0.24 0.008.50 0.25 0.008.75 0.26 0.009.00 0.28 0.009.25 0.29 0.009.50 0.31 0.009.75 0.33 0.0010.00 0.34 0.0010.25 0.36 0.0010.50 0.39 0.0010.75 0"41 0.0011.00 0.45 0.0011.25 0.49 0.00
1 1.50 0.54 0.0011.75 0.74 0.0012.00 1.26 0.0212.25 1.34 0.0312.50 1.40 0.0412.75 1.43 0.0513.00 1.47 0.0513.25 1.49 0.0613.50 1.52 0.0613.75 1.54 0.0714.00 1.56 0.0714.25 1.58 0.0814.50 1.59 0.0814.75 1.61 0.0815.00 1.62 0.0915.25 1.64 0.0915.50 1.65 0.0915.75 1 .66 0.1016.00 I .67 0.1016.25 1.68 0.1016.50 1 .69 0.1 0't6.75 1 .70 0.1 1
1 7.00 1 .71 0.1 1
17 .25 1.72 0.1 117.50 1.73 0.1 117.75 1.74 0.1218.00 1.75 0.12
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.22
0.43
0.27
0.'19
0.17
0.15
0.14
o.12
0.11
0.10
0.10
0.10
0.09
0.09
0.09
0.08
0.08
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.06
Type ll 24-hr S-year Rainfall=l.90"
Page 21
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24.OO
1.76
1.77
1.77
1.78
1.79
1.80
1.80
1.81
1.8't
1.82
1.83
1.83
1.84
1.84
1.85
1.86
1.86
1.87
1.87
1.88
1.88
1.89
1.89
1.90
0.12
0.12
0.13
0.13
0.13
0.13
0.1 3
0.14
0.14
0.14
0.14
0.14
0.14
0.15
0.15
0.15
0.15
0.15
0.15
0.16
0.16
0.16
0.16
0.16
0.06
0.06
0.06
0.06
0.06
0.0s
0.05
0.05
0.05
0.05
0.05
0.05
0.0s
0.05
0.0s
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S-year Rainfall=1.90"
Page 25
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Discharge for Reach 16R: Channel Across Alluvial Fan
Elevation Velocity Discharge(feet) (fUsec) (cfs)
7,123.07
7,123.08
7,123.09
7,123.10
7,123.11
7,123.12
7,123.13
7,123.14
7,123.15
7,123.16
7,123.17
7,123.18
7J23.19
7,123.20
7,123.21
7,123.22
7,123.23
7,123.24
7,123.25
7,123.26
7,123.27
7,123.28
7,123.29
7,123.30
7,123.31
7j23.32
7,123.33
7,123.34
7,123.35
7,123.36
7,123.37
7,123.38
7,123.39
7,123.40
7,123.41
7,123.42
7,123.43
7,123.44
7,123.45
7,123.46
7,123.47
7,123.48
7,123.49
7,123.50
7,123.51
7,123.52
7,123.53
0.00 0.000.67 0.101.06 0.321.38 0.631.67 1.021.94 1.482.18 2.002.41 2.592.63 3.242.84 3.953.04 4.713.23 5.533.42 6.403.60 7.32
3.77 8.303.94 9.324.11 10.394.27 1 1.504.43 ',t2.67
4.58 13.884.73 15.144.88 16.445.02 17.795.16 19.185.30 20.615.44 22.095.57 23.625.70 25.185.83 26.795.96 28.446.09 30.136.21 31.866.33 33.646.45 35.456.57 37.316.69 39.216.80 41.156.92 43.137.03 45.157.14 47.217.25 49.317.36 51.457.47 53.637.57 55.857.68 58.117.78 60.417.88 62.7s
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S-year Rainfall=l.90"
Page 27
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Link 15L: Outfall of East Basin - Pre
lnflow Area = 40.880 ac, lnflow Depth > 0.55' for S-year eventlnflow = 25.91 cfs @ 12.11 hrs, Volume= '1.869 af
Primary = 25.91 cfs @ 12.11 hrs, Volume= 1.869 af, Atten= 0%, Lag= 0.0 min
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
13 14 15
Time (hours)
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Link 15L: Outfall of East Basin - Pre
Hydrograph
lnflow Area=40.880 ac
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1O-year Rainfall=2.10"
Page 29
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 4/5/2007
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 135: East-Basin-Pre-Trib-to-Alluvial Fan Runoff Area=34.220ac Runoff Depth>O.76"
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=3'l.84 cfs 2.169 af
Subcatchment 145: East-Basin Below Apex of Alluvial Fan Runoff Area=6.660 ac Runoff Depth>0.23"
Flow Length=743' Tc=13.6 min CN=68 Runoff=1.19 cfs 0.126 af
Reach 16R: Channe! Across Alluvial Fan Avg. Depth=0.31' Max Vel=6.19 fps lnflow=31.84 cfs 2.169 af
n=0.040 L=186.2' S=0.1508'/' Capacity=$2.75 cfs Outflow=31.26 cfs 2.168 af
Link 15L: Outfall of East Basin - Pre lnflow=32.44 cfs 2.294 af
Primary=12.44 cfs 2.294 af
Total Runoff Area = 40.880 ac Runoff Volume = 2.295 af Average Runoff Depth = 0.67"
100.00% Pervious Area = 40.880 ac 0.00% lmpervious Area = 0.000 ac
Prepared by Gamba & Associates, lnc.
HydroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC
Type ll 24-hr 1}-year Rainfall=2.l0"
Page 31
41512007
Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Hydrograph
Type ll 24-hr 1O1year
Rainfall=2.10"
Runoff Area=34.220 ac
Runoff Volume=2.169 af
Runoff Depth>0.76"
Flow Length=2,419'
Tc=l5.9 min
GN=83
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1}-year Rainfall=2.14"
Page 33
HydroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Runoff = 1.19 cfs @ 12.11 hrs, Volume=0.126 af, Depth> 0.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 10-year Rainfall=2.10"
Area (ac) CN Description
3.510 75 Pinyon/juniper range, Poor, HSG B
2.720 58 Pinyon/juniper range, Fair, HSG B0.010 58 Pinyon/juniper range, Fair, HSG B0.420 80 Pinyon/iuniper range, Fair, HSG D
6.660 68 Weighted Average
6.660 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fvft) (fVsec) (cfs)
11 .7 100 0.2000 0.14
1.1 284 0.7500 4.33
0.8 359 0.5000 7.96
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, Shallow Conc.
Woodland Kv= 5.0 fps
5.57 Channe! Flow, channel Flow
Area= 0.7 sf Perim= 4.2' t=0.17' n= 0.040
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13.6 743 Total
Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Hydrograph
13 14 15 16
Timo (hours)
Type ll 24-hr 10ryear
Rainfall=2.10"
Runoff Area=6.660 ac
Runoff Volume=O.126 af
Runoff Depth>0.23"
Flow Length=743'
Tc=l3.6 min
CN=68
x
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24
22
20
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 10-year Rainfall=2.l0"
Page 35
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Reach 16R: Channel Across Alluvial Fan
lnflow Area = 34.220 ac, lnflow Depth > 0.76" for 1O-year eventlnflow = 31.84 cfs @ 12.09 hrs, Volume= 2.169 af
Outflow = 31.26 cfs @ 12.10 hrs, Volume= 2.168 af, Atten= 2oh, Lag= 0.8 min
Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocity= 6.19 fps, Min. TravelTime= 0.5 min
Avg. Velocity = 1.79 fps, Avg. Travel Time= 1.7 min
Peak Storage= 950 cf @ 12.10 hrs, Average Depth at Peak Storage= 0.31'
Bank-Full Depth= 0.46', Capacity at Bank-Full= 62.75 cfs
15.00' x 0.46' deep channel, n= 0.040
Side Slope Z-value= 5.0'l' Top Width= 19.60'
Length= 186.2' Slope= 0.1508'/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
Reach 16R: Channel Across Alluvial Fan
ot
'.9tr 16
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Tlmo (hour8)
Hydrograph
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I Prepared by Gamba & Associates, lnc. Page 37
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Reach 16R: Channel Across Alluvial Fan
Time lnflow Storage Elevation Outflow(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 7,123.07 0.00
t
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5.50
6.00
6.s0
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
'11.00
11.50
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.22
0.82
23.91
6.80
3.21
2.39
1.90
1.62
1.47
1.32
1.17
1.O7
1.01
0.96
0.90
0.85
0.79
0.73
0.67
0.64
0.63
0.62
0.61
0.60
0.59
0.57
0.s6
0 7,123.07
0 7,123.070 7,123.07
0 7,123.07
0 7,123.070 7,123.070 7,123.07
0 7,123.070 7,123.070 7,123.071 7,123.0741 7,123.08
97 7,123.10
777 7,123.33
368 7,123.20
229 7,123.15
191 7,123.14
166 7 ,123.13
150 7 ,123.12
142 7,123.12
133 7,123.12
123 7,123.11
117 7,123.11
1 13 7,123.11
109 7 ,123.11
105 7 ,123.11
101 7 ,123.1197 7,123.10
93 7,123.10
88 7,123.',t0
85 7,123.10
84 7,123.',t0
84 7,123.10
83 7,123.10
82 7,123.10
81 7,123.10
80 7,123.10
79 7,123.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.19
0.77
21.82
7.14
3.26
2.42
1.92
1.62
1.48
1.33
1.18
1.O7
1.02
0.96
0.91
0.Bs
0.79
0.73
0.68
0.64
0.63
0.62
0.61
0.60
0.59
0.58
0.56
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Prepared by Gamba & Associates, lnc. Page 39
HvdioCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Area-storage for Reach 16R: Channel Across Alluvial Fan
Elevation End-Area Storage(feet) (sq-ft) (cubic-feet)
7,123.07 0.0 0
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7,123.08
7,123.09
7,123.10
7,123.11
7,123.12
7,123.13
7,123.14
7,123.15
7,123.16
7,123.17
7,123.18
7,123.19
7,123.20
7,123.21
7,123.22
7,123.23
7,123.24
7,123.25
7,123.26
7,123.27
7,123.28
7,123.29
7,123.30
7,123.31
7,123.32
7,123.33
7,123.U
7,123.35
7,123.36
7,123.37
7,123.38
7,123.39
7,123.40
7,123.41
7,123.42
7,123.43
7,123.44
7,123.45
7,123.46
7,123.47
7,123.48
7,123.49
7,123.50
7,123.51
7j23.52
7,123.53
0.2
0.3
0.5
0.6
0.8
0.9
1.1
1.2
1.4
1.6
1.7
'1.9
2.0
2.2
2.4
2.5
2.7
2.9
3.0
3.2
3.4
3.5
3.7
3.9
4.1
4.2
4.4
4.6
4.8
5.0
5.1
5.3
5.5
5.7
5.9
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
28
56
85
113
142
171
200
229
259
289
318
349
379
409
440
471
502
533
564
596
628
660
692
724
756
789
822
855
888
922
955
989
1,023
1,057
1,092
1,126
1,161
1,196
1,231
1,266
1,302
1,337
1,373
1,409
1,445
1,482
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
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5.00
5.25
5.50
5.75
6.00
6.25
6.50
6"75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
11.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.19
0.39
0.77
2.64
22.38
19.4
7.53
4.47
3.49
2.95
2.60
2.31
2.07
1.86
1.76
1.68
1.60
1.52
1.44
1.36
1.28
1.20
1.'t6
1.13
1 .11
1.08
1.05
1.02
0.99
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.19
0.39
0.77
2.64
22.38
'|-9.44
7.53
4.47
3.49
2.95
2.60
2.31
2.07
1.86
1.76
1.68
1.60
1.52
1.44
1.36
1.28
1.20
1.16
1.13
1 .11
1.08
1.05
1.02
0.99
Type ll 24-hr 10-year Rainfall=Z.10"
Page 41
HvdioCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Link 15L: Outfall of East Basin - Pre
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
0.96
0.93
0.90
0.87
0.83
0.80
0.77
0.74
0.71
0.70
0.69
0.69
0.68
0.68
0.67
0.67
0.66
0.65
0.65
0.64
0.64
0.63
0.63
o.62
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.OO
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24.OO
0.96 0.000.93 0.000.90 0.000.87 0.000.83 0.000.80 0.000.77 0.000.74 0.000.71 0.000.70 0.000.69 0.000.69 0.000.68 0.000.68 0.000.67 0.000.67 0.000.66 0.000.65 0.000.65 0.000.64 0.000.64 0.000.63 0.000.63 0.000.62 0.00
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Prepared by Gamba & Associates, lnc. Page 43
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Runoff = 47.99 cfs @ 12.09 hrs, Volume=3.214af, Depth> 1.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 25-year Rainfall=2.60"
Area (ac) CN Description
1.940
1 8.1 90
6.700
2.920
0.980
1.060
0.770
1.660
80
89
80
80
80
58
58
75
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Poor, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG D
Pinyon/juniper range, Fair, HSG B
Pinyon/juniper range, Fair, HSG B
Pinvon/iuniDer ranqe, Poor. HSG B
34.220
34.220
83 Weighted Average
Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)
13.4 112 0.1786
0.4 166 0.6033
2.1 2,141 0.4233
0.14
7.77
16.85
Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps
65.72 Ghannel Flow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
15.9 2,419 Total
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.12
0.21
0.34
o.52
0.78
1.17
1.85
5.83
37.32
25.20
9.73
5.73
4.52
3.80
3.34
2.95
2.64
2.37
2.24
2.14
2.03
1.93
1.82
1.72
1.61
1.51
1.47
1.43
1.39
1.35
1.31
1.28
1.24
5.00 0.16 0.005.25 0.17 0.005.50 0.19 0.005.75 0.20 0.006.00 0.21 0.006.25 0.22 0.006.50 0.23 0.006.75 0.24 0.007.00 0.26 0.007.25 0.27 0.007.50 0.28 0.007.7s 0.30 0.008.00 0.31 0.008.25 0.33 0.008.50 0.34 0.008.75 0.36 0.009.00 0.38 0.009.25 0.40 0.009.50 0.42 0.009.75 0.45 0.0010.00 0.47 0.0010.25 0.50 0.0010.50 0.53 0.01
10.75 0.57 0.0111.00 0.61 0.0211.25 0.67 0.0311.50 0.74 0.0411.75 1.01 0.1312.00 1.72 0.5112.25 1.84 0.5912.50 1.91 0.6412.75 1.96 0.6713.00 2.01 0.7013.25 2.04 0.7313.50 2.08 0.7513.75 2.11 0.7714.00 2.13 0.7914.25 2.16 0.8014.50 2.18 0.8214.75 2.20 0.8315.00 2.22 0.8515.25 2.24 0.8615.50 2.26 0.8815.75 2.27 0.8916.00 2.29 0.9016.25 2.30 0.9116.50 2.32 0.9216.75 2.33 0.9317.00 2.34 0.9417.25 2.36 0.9517.50 2.37 0.9617.75 2.38 0.9718.00 2.39 0.98
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Page 45
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 1 35: East-Basin-Pre-Trib-to-AIluvial Fan
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 2.41 0.9918.50 2.42 0.9918.75 2.43 1.0019.00 2.44 1 .01
19.25 2.45 1.0219.50 2.46 1.02
19.75 2.47 I .03
20.00 2.48 1.O420.25 2.48 1.04
20.50 2.49 1.0520.75 2.50 1.06
21.00 2.51 1.0621.25 2.52 1.47
21.50 2.52 1.07
21.75 2.53 1.08
22.00 2.54 1.09
22.25 2.55 1.0922.50 2.56 1.10
22.75 2.56 '1.10
23.00 2.57 1.11
23.25 2.58 1.1223.50 2.59 1.12
23.75 2.59 1.1324.OO 2.60 1.13
1.20
1.16
1.12
1.08
1.04
1.00
0.96
0.92
0.88
0.87
0.86
0.86
0.85
0.84
0.83
0.83
0.82
0.81
0.80
0.80
0.79
0.78
0.77
0.76
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Prepared by Gamba & Associates, lnc.
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.01
1.48
0.74
0.49
0.41
0.36
0.32
0.29
0.26
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
5.00 0.16 0.005.25 0.17 0.005.50 0.19 0.005.75 0.20 0.006.00 0.21 0.006.25 0.22 0.006.50 0.23 0.006.75 0.24 0.007.00 0.26 0.007.25 0.27 0.007.50 0.28 0.007.75 0.30 0.008.00 0.31 0.008.25 0.33 0.008.50 0.34 0.008.75 0.36 0.009.00 0.38 0.009.25 0.40 0.009.50 0.42 0.009.75 0.45 0.0010.00 0.47 0.0010.25 0.50 0.0010.50 0.53 0.0010.75 0.57 0.0011.00 0.61 0.0011.25 0.67 0.0011.50 0.74 0.0011.75 1.01 0.0012.00 1.72 0.1 112.25 1.84 0.1412.50 1.91 0.1712.75 1 .96 0.1813.00 2.01 0.2013.25 2.O4 0.2113.50 2.08 0.2213.75 2.11 0.2314.00 2.13 0.2414.25 2.16 0.25'14.50 2.18 0.2614.75 2.20 0.2715.00 2.22 0.2715.25 2.24 0.2815.50 2.26 0.2915.75 2.27 0.2916.00 2.29 0.3016.25 2.30 0.3116.50 2.32 0.3116.75 2.33 0.3217.00 2.34 0.3217.25 2.36 0.3317.50 2.37 0.3317.75 2.38 0.3418.00 2.39 0.34
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Page 47
HvdioCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
I Hydrograph for Subcatchment 14S: East-Basin Below Apex of Alluvial Fan
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 2.41 0.3518.50 2.42 0.3518.75 2.43 0.3619.00 2.44 0.3619.25 2.45 0.3719.50 2.46 0.3719.75 2.47 0.3720"00 2.48 0.3820.25 2.48 0.3820.50 2.49 0.3820.75 2.50 0.3921.00 2.51 0.3921.25 2.52 0.4021.50 2.52 0.4021.75 2.53 0.4022.00 2.s4 0.4122.25 2.55 0.4122.50 2.56 0.4122.75 2.56 0.4223.00 2.57 0.4223.25 2.58 0.4223.50 2.59 0.4323.75 2.59 0.4324.OO 2.60 0.43
0.13
0.13
0.12
0.12
0.1 1
0.1 1
0.1 1
0.10
0.10
0.10
0.10
0.10
0.10
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
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0.44
o.42
o.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
o.24
0.22
o.2
0.1 8
0.16
0.14
0.12
0.1
oo
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Page 49
HydroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Reach 16R: Channel Across Alluvial Fan
Stage-Discharge
E prr"r.t
-
20 25 30 35 40 45
Discharge (cfs)
600 800
Storage (cubic-feet)
Reach 16R: Channel Across Alluvial Fan
Stage-Storage
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(Loo
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Page 51
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 41512007
Stage-Discharge for Reach 16R: Channel Across Alluvial Fan
Elevation Velocity Discharge(feet) (fUsec) (cfs)
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7,123.07
7,123.08
7,123.09
7J23.10
7,123.11
7,123.12
7,123.13
7,123.14
7,123.15
7,123.16
7j23.17
7,123.18
7,123.19
7,123.20
7,123.21
7,123.22
7,123.23
7,123.24
7,123.25
7,123.26
7,123.27
7,123.28
7,123.29
7,123.30
7,123.31
7,123.32
7,123.33
7,123.34
7,123.35
7,123.36
7,123.37
7,123.38
7,123.39
7,123.40
7,123.41
7,123.42
7,123.43
7,123.44
7,123.45
7,123.46
7,123.47
7,123.48
7,123.49
7,123.50
7,123.51
7,123.52
7,123.53
0.00
0.67
1.06
1.38
1.67
1.94
2.18
2.41
2.63
2.84
3.04
3.23
3.42
3.60
3.77
3.94
4.11
4.27
4.43
4.58
4.73
4.88
5.02
5.16
5.30
5.44
5.57
5.70
5.83
5.96
6.09
6.21
6.33
6.45
6.57
6.69
6.80
6.92
7.03
7.14
7.25
7.36
7.47
7.57
7.68
7.78
7.88
0.00
0.10
0.32
0.63
1.02
1.48
2.00
2.59
3.24
3.95
4.71
5.53
6.40
7.32
8.30
9.32
10.39
1 1.50
12.67
13.88
15.14
16.44
17.79
19.18
20.61
22.09
23.62
25.18
26.79
28.44
30.13
31.86
33.64
35.45
37.31
39.21
41.15
43.13
45.15
47.21
49.31
51.45
s3.63
55.85
58.11
60.41
62.75
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Type ll 24-hr S)-year Rainfall=2.80"
Page 55
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 135: East-Basin-Pre-Trib-to-Alluvial Fan Runoff Area=34.220 ac Runoff Depth>1.28'
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=54.76 cfs 3.656 af
Subcatchment 145: East-Basin Below Apex of Alluvial Fan Runoff Area=6.660 ac Runoff Depth>0.52"
Flow Length=743' Tc=13.6 min CN=68 Runoff=3.88 cfs 0.291 af
Reach 16R: Ghannel Across Alluvial Fan Avg. Depth=0.42' Max Vel=7.50 fps lnflow=54.76 cfs 3.656 af
n=0.040 L=186.2' S=0.1508'/' Capacity=$!.75 cfs Outflow=53.96 cfs 3.654 af
Link 15L: Outfall of East Basin - Pre lnflow=S7.81 cfs 3.945 af
Primary=57.81 cfs 3.945 af
Total Runoff Area = 40.880 ac Runoff Volume = 3.946 af Average Runoff Depth = 1.16"
100.00% Pervious Area = 40.880 ac 0.00% lmpervious Area = 0.000 ac
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Type ll 24-hr S1-year Rainfall=2.80"
Page 57
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Hydrograph
Type ll 24-hr S0ryear
Rainfall=2.80"
Runoff Area=34.220 ac
Runoff Volume=3.656 af
Runoff Depth>1.28"
Flow Length=2,419'
Tc=15.9 min
CN=83
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Type ll 24-hr S}-year Rainfall=2.80"
Page 59
4t5t2007HydroCAD@ 8.00 s/n 004370 O 2006 HydroCAD Software Solutions LLC
I Subcatchment 14S: East-Basin Below Apex of Alluviat Fan
I
Runoff = 3.88 cfs @ 12.08 hrs, Volume= 0.291 at, Depth> 0.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrst "'"i:::]"::,' :::il::'"
3.510 75 Pinyon/juniper range, Poor, HSG B
I 2.720 58 Pinyon/junifer ranle, Fair, HSG B
I 0.010 58 Pinyon/juniper range, Fair, HSG B
0.420 80 Pinyon/iunioer ranqe, Fair, HSG D
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6.660 68 Weighted Average6.660 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fVsec) (cfs)
11.7 100 0.2000 0.14 Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.70"
I 1.1 284 0.7500 4.33 Shatlow Cbncentrated Flow, Shattow Conc.I Woodland Kv= 5.0 fps
0.8 359 0.5000 7.96 5.57 Ghannel Flow, channel Flow
Area= 0.7 sf Perim= 4.2' r= 0.17' n= 0.040
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'13.6 743 Total
Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Hydrograph
Type ll24-hr 501year
Rainfall=2.80"
Runoff Area=6.660 ac
Runoff Volume=0.291 af
Runoff Depth>0.52"
Flow Length=743'
Tc=13.6 min
GN=68
T4
6
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5 6 7 I 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
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Story Type ll 24-hr S}-year Rainfall=2.80"
Prepared by Gamba & Associates, lnc.
HydroCAD@ 8.00 s/n 004370 O 2006 HydroCAD Software Solutions LLC
Reach 16R: Channel Across Alluvial Fan
lnflow Area = 34.220 ac, lnflow Depth > 1.28" for 50-year eventlnflow = 54.76 cfs @ 12.09 hrs, Volume= 3.656 af
Outflow = 53.96 cfs @ 12.10 hrs, Volume= 3.654 af, Atten= 1oh, Lag= 0.7 min
Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocity= 7.50 fps, Min. TravelTime= 0.4 min
Avg. Velocity = 2.gU fps, Avg. Travel Time= 1.5 min
Peak Storage= 1,351 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.42'
Bank-Full Depth= 0.46', Capacity at Bank-Full= 62.75 cfs
15.00' x 0.46' deep channel, n= 0.040
Side Slope Z-value= 5.0'/' Top Width= 19.60'
Length= 186.2' Slope= 0.1508'/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
Reach 16R: Ghannel Across Alluvial Fan
10 11 12 13 14 15 16
Time (hours)
Page 61
41512007
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Hydrograph
lnflow Area=3 4.220 ac
Avg. Depth=0.42'
Max Ve!=7.50 fps
n=0.040
L=186.2'
S=0.1508 '/'
CaPacity=62.75 cfs
5678 20 21 22 23
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S}-year Rainfall=2.80"
Page 63
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Reach 16R: Channel Across Alluvial Fan
Time lnflow Storage Elevation Outflow(hours) (cfs) (cubic-feet) (feet) (cfs)
0 7,123.07 0.00o 7,123.07 0.00o 7,123.07 0.000 7,123.07 0.00o 7,123.07 0.00
5.00 0.005.50 0.006.00 0.006.50 0.007.00 0.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
1 1.00
1 1.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.07
0.23
0.51
1.04
2.31
5.05
3.73
2.94
2.50
2.26
2.03
1.79
1.63
1.54
1.46
1.37
1.28
1.20
1.11
1.02
0.96
0.95
0.93
0.91
0.90
0.88
0.86
0.85
12.00 42.9912.50 10.94
1,138 7,123.43 40.18
493 7,123.24 11.41
0 7,123.070 7,123.070 7,123.070 7,123.07
19 7,123.08
44 7,123.09
73 7,123.10
1 13 7,123.11
184 7,123.13
302 7,123.17
251 7,123.16
217 7,123.15
196 7 ,123.14
185 7 ,123.13
173 7,123.13
160 7,123.13
151 7,123.12
146 7,123.12
141 7,123.12
136 7,123.12
131 7,123.12
125 7,123.11
1 19 7 ,123.11
1 13 7,123.11
1 10 7,123.11
108 7,123.11
107 7,123.11
106 7 ,123.11
105 7 ,123.11
104 7,123.11
102 7,123.11
101 7,123.11
0.00
0.00
0.00
0.00
0.06
0.22
0.49
1.00
2.23
5.11
3.76
2.96
2.51
2.27
2.04
1.80
1.63
1.55
1.46
1.38
1.25
1.20
1 .11
1.02
0.96
0.95
0.93
0.91
0.90
0.88
0.86
0.85
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story Type ll 24-hr S}-year Rainfall=2.80"
Preptred by Gamba & Associates, lnc. Page 65
ttvdiocRD@ 6.oo s/n 004320 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Area€torage for Reach 16R: Channel Across Alluvial Fan
Elevation End-Area Storage(feet) (sq-ft) (cubic-feet)
7,123.07
7,123.08
7,123.09
7,123.10
7,123.11
7,123.12
7,123.13
7,123.14
7,123.15
7,123.16
7j23.17
7,123.18
7,123.19
7,123.20
7,123.21
7,123.22
7,123.23
7,123.24
7,123.25
7j23.26
7,123.27
7,123.28
7,123.29
7,123.30
7,123.31
7,123.32
7,123.33
7,123.34
7,123.35
7,123.36
7,123.37
7,123.38
7,123.39
7,123/0
7,123.41
7,123.42
7,123.43
7,123.44
7,123.45
7,123.46
7,123.47
7,123.48
7,123.49
7,123.50
7,123.51
7,123.52
7,123.53
0.0
0.2
0.3
0.5
0.6
0.8
0.9
1.1
1.2
1.4
1.6
1.7
1.9
2.0
2.2
2.4
2.5
2.7
2.9
3.0
3.2
3.4
3.5
3.7
3.9
4.1
4.2
4.4
4.6
4.8
5.0
5.1
5.3
5.5
5.7
5.9
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
0
28
56
B5
113
142
171
200
229
259
289
318
349
379
409
440
471
502
533
564
596
628
660
692
724
756
789
822
855
888
922
955
989
1,023
1,057
1,092
1,126
1,161
1,196
1,231
1,266
1,302
1,337
1,373
1,409
1,445
1,482
Story
Prepared by Gamba & Associates, lnc.
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5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
1 1.00
11.25
11.50
11 .75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.06
0.13
0.22
0.33
0.49
0.70
1.00
1.44
2.23
6.32
42.94
32.67
12.30
7.18
s.60
4.71
4.14
3.66
3.27
2.94
2.77
2.64
2.52
2.39
2.26
2.13
1.99
1.88
1.81
1.77
1.72
1.67
1.63
1.58
1.53
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.06
0.13
0.22
0.33
0.49
0.70
1.00
1.44
2.23
6.32
42.94
32.67
12.30
7.18
5.60
4.71
4.14
3.66
3.27
2.94
2.77
2.64
2.52
2.39
2.26
2.13
1.99
1.88
1.81
1.77
1.72
1.67
'1.63
1.58
1.53
Time
(hours)
lnflow Elevation Primary(cfs) (feet) (cfs)
Type ll 24-hr S)-year Rainfall=2.80"
Page 67
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Link 15L: Outfall of East Basin - Pre
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24"OO
1.48
1.44
1.39
1.34
1.29
1.24
1.19
1.14
1.09
1.08
1.07
1.06
1.05
1.04
1.03
1.02
1.01
1.00
0.99
0.99
0.98
0.97
0.96
0.95
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0"00
0.00
0.00
0.00
0.00
1.48
1.44
1.39
1.34
1.29
1.24
1.19
1.14
1.09
1.08
1.07
1.06
1.05
1.04
1.03
1.02
1.01
1.00
0.99
0.99
0.98
0.97
0.96
0.95
n
I Storv Type ll 24-hr 100-year Rainfall=3.10"
I Prepired by Gamba & Associates, lnc. Page 69
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
I Subcatchment 13S: East-Basin-Pre-Trib-to-Alluvial Fan
I
Runoff = 65.15 cfs @ 12.08 hrs, Volume= 4.338 af, Depth> 1.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
E Type ll 24-hr 100-year Rainfall=3.10"
I Area (ac) CN Description
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1.940 80 Pinyon/juniper range, Fair, HSG D
18.190 89 Pinyon/juniper range, Poor, HSG D6.700 B0 Pinyon/juniper range, Fair, HSG D2.920 80 Pinyon/juniper range, Fair, HSG D0.980 80 Pinyon/juniper range, Fair, HSG D1.060 58 Pinyon/juniper range, Fair, HSG B
0.770 58 Pinyon/juniper range, Fair, HSG B1.660 75 Pinvon/iuniper ranqe, Poor, HSG B
34.220 83 Weighted Average34.220 Pervious Area
I Tc Length Slope Velocity Capacity Description
I (min) (feet) (fUft) (fUsec) (cfs)
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13.4 112 0.1786 0.14 Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"
0.4 166 0.6033 7 .77 Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps2.1 2,141 0A233 16.85 65.72 Channel Flow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
15.9 2,419 Total
Story
Prepared by Gamba & Associates, lnc.
HydroCAD@ 8.00 s/n 004370 O 2006 HydroCAD Software Solutions LLC
Type ll 24-hr 1))-year Rainfall=3.l0"
Page 71
41512007
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Time Precip. Excess Runoff
(hours) (inqtrerl tlinches)(cfs)
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
1 1.00
11.25
11.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
't5.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.20
0.21
0.22
0.23
0.25
0.26
0.28
0.29
0.31
0.32
0.34
0.36
0.37
0.39
0.41
0.43
0.46
0.48
0.51
0.53
0.56
0.59
0.63
0.68
0.73
0.79
0.88
1.20
2.06
2.19
2.28
2.34
2.39
2.44
2.48
2.51
2.54
2.57
2.60
2.62
2.65
2.67
2.69
2.71
2.73
2.75
2.76
2.78
2.80
2.81
2.83
2.84
2.86
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.02
0.02
0.03
0.04
0.06
0.09
0.22
0.73
0.83
0.89
0.94
0.98
1.01
1.04
1.06
1.09
1 .11
1.13
1.15
1.17
1.'18
1.20
1.22
1.23
1.24
1.26
1.27
1.28
1.30
1.31
1.32
1.33
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.07
0.15
0.23
0.31
0.43
0.58
0.79
1.06
1.46
2.03
3.04
8.92
51.74
33.63
12.77
7.45
5.85
4.91
4.32
3.80
3.39
3.05
2.88
2.74
2.61
2.47
2.34
2.20
2.06
1.93
1.87
1.82
1.77
1.72
1.67
1.62
1.57
Hydrograph for Subcatchment 1 35: East-Basin-Pre-Trib-to-Alluvial Fan
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24"OO
2.87
2.88
2.89
2.91
2.92
2.93
2.94
2.95
2.96
2.97
2.98
2.99
3.00
3.01
3.02
3.03
3.04
3.05
3.06
3.07
3.07
3.08
3.09
3.10
1.34
1.35
1.36
1.37
1.38
1.39
1.40
1.41
1.42
1.42
1.43
1.44
1.45
1.45
1.46
1.47
1.48
1.48
1.49
1.50
1.51
1.51
1.52
1.53
1.52
1.47
1.42
1.37
1.32
1.27
1.22
1.17
1.12
1.10
1.09
1.08
'1.08
1.07
1.06
1.05
1.04
1.03
1.02
1.01
1.00
0.99
0.98
0.97
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00 0.20 0.005.25 0.21 0.005.50 0.22 0.005.75 0.23 0.006.00 0.25 0.006.25 0.26 0.006.50 0.28 0.006.75 0.29 0.007.00 0.31 0.007.25 0.32 0.007.50 0.34 0.007.75 0.36 0.008.00 0.37 0.008.25 0.39 0.008.50 0.41 0.008.75 0.43 0.009.00 0.46 0.009.25 0.48 0.009.50 0.51 0.009.75 0.53 0.0010.00 0.56 0.0010.25 0.59 0.0010.50 0.63 0.0010.75 0.68 0.0011.00 0.73 0.0011.25 0.79 0.0011.50 0.88 0.0011.75 1.20 0.0112.00 2.06 0.2112.25 2.19 0.2612.50 2.28 0.3012.75 2.34 0.3213.00 2.39 0.3413.25 2.44 0.3613.50 2.48 0.3813.75 2.51 0.3914.00 2.54 0.4114.25 2.57 0.4214.50 2.60 0.4314.75 2.62 0.4415.00 2.65 0.4515.25 2.67 0.4615.50 2.69 0.471s.75 2.71 0.4816.00 2.73 0.4916.25 2.75 0.5016.50 2.76 0.5116.75 2.78 0.5217.00 2.80 0.5217.25 2.81 0.5317.50 2.83 0.5417.75 2.84 0.5518.00 2.86 0.55
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
4.00
2.4'.|-
1 .13
0.73
0.61
0.52
0.47
0.42
0.38
0.34
0.33
0.31
0.30
0.29
0.27
0.26
0.24
0.23
0.22
0.22
0.21
0.21
0.20
o.20
0.19
story Type ll 24-hr 100-year Rainfall=3.10"
Prepired by Gamba & Associates, lnc. Page 73
HvdioCROO A.OO s/n OO+3ZO @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 145: East-Basin Below Apex of Alluvial Fan
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 2.87 0.5618.50 2.88 0.5718.75 2.89 0.5719.00 2.91 0.5819.25 2.92 0.5919.50 2.93 0.5919.75 2.94 0.6020.00 2.95 0.6020.25 2.96 0.6120.50 2.97 0.6120.7s 2.98 0.6221.00 2.99 0.6221.25 3"00 0.6321.50 3.01 0.6321.75 3.02 0.6422.00 3.03 0.6422.25 3.04 0.6522.50 3"05 0.6522.75 3.06 0.6623.00 3.07 0.6623.25 3.07 0.6723.50 3.08 0.6723.75 3.09 0.6724.00 3.10 0.68
0.18
0.18
0.17
0.17
0.16
0.16
0.15
0.14
0.14
0.14
0.14
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.12
0.12
0.12
Story
Prepared by Gamba & Associates, lnc.
HvdroCAD@ 8.00 sin 004370 O 2006 HydroCAD Software Solutions LLC
Type ll 24-hr 1)O-year Rainfall=3.10"
Page 75
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Reach 16R: Channel Across Alluvial Fan
Stage-Discharge
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20 25 30 35 40 45
Discharge (cfs)
600 800
Storage (cubic-feet)
Reach 16R: Ghannel Across Alluvial Fan
Stage-Storage
1,000 1,200 1,400
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1))-year Rainfall=3.l0"
Page 7i
HvOioCROO g.O0 s/n O0+3ZO O ZOOO HvOToCAD Software Solutions LLC 4/5/2007
Stage-Discharge for Reach 16R: Channel Across Alluvial Fan
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,123.07 0.00 0.00
7,123.08 0.67 0.10
7,123.09 1.06 0.327,123.10 1.38 0.63
7,123.11 1.67 1.02
7,123.12 1.94 1.48
7,123.13 2.18 2.00
7,',t23.14 2.41 2.59
7,123.15 2.63 3.24
7,123.16 2.U 3.95
7,123.17 3.04 4.71
7,123.18 3.23 5.53
7,123.19 3.42 6.40
7,123.20 3.60 7.32
7,123.21 3.77 8.30
7,123.22 3.94 9.32
7 ,123.23 4.11 10.39
7,123.24 4.27 1 1.50
7,123.25 4.43 12.67
7,123.26 4.58 13.88
7,123.27 4.73 15.14
7,123.28 4.88 16.44
7,123.29 5.02 17.79
7,123.30 5.16 19.18
7,123.31 5.30 20.61
7,123.32 5.44 22.09
7,123.33 s.57 23.627,123.U 5.70 25.18
7,123.35 5.83 26.79
7,123.36 5.96 28.44
7,123.37 6.09 30.13
7,123.38 6.21 31.86
7,123.39 6.33 33.64
7,123.40 6.45 35.45
7,123.41 6.57 37.31
7,123.42 6.69 39.21
7,123.43 6.80 41.15
7,123.44 6.92 43.13
7,123.45 7.03 45.15
7,123.46 7.14 47.21
7,123.47 7.25 49.31
7 ,123.48 7.36 5't.45
7,123.49 7.47 53.637,12350 7.57 55.85
7,123.51 7.68 58.11
7,123.52 7.78 60.41
7,123.53 7.88 62.75
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 11}-year Rainfall=3-l0",
Page 79
Solutions LLC
Link 15L: Outfall of East Basin'Pre
lnflow Area = 40.880 ac, lnflow Depth > 1 .38" for 100-year event
lnflow = 69.51 cfs @ 12.09 hrs, Volume= 4.712 af
primary = 69.51 cfs @ 12.09 hrs, Volume= 4.712 af, Atten= 0o/o, Lag= 0.0 min
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0'05 hrs
Link 15L: Outfall of East Basin ' Pre
Hydrograph
(hours)
14
Time
East- Post-tri b-to-po n d
V
rast-lpondv
Channe! oLlo* Berm+
East- Post- Pon d- Bypass
Outfall of East Basin
Drainage Diagram for Story
Prepared by Gamba & Associates, lnc. 41512007
HydroCAD@ 8.00 s/n 004370 O 2006 HydroCAD Software Solutions LLC@EAffi
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HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 3S: East-Post-Trib-to-pond Runoff Area=34.220 ac Runoff Depth>0.50"
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=20.04 cfs 1 .415 af
Subcatchment 75: East-Post-Pond-Bypass Runoff Area=6.660 ac Runoff Depth>0.10"
Reach 5R: Channel below Berm
Flow Length=743' Tc=13.6 min CN=68 Runoff=0.25 cfs 0.058 af
Avg. Depth=1.06' Max Vel=8.77 fps lnflow=19.84 cfs 1.383 af
n=0.040 L=186.2' S=0.1508'/' Capacity=138.12 cfs Outflow=19.53 cfs 1.383 af
Story
Prepared by Gamba & Associates, lnc.
Pond 4P: East-pond
Link 6L: Outfall of East Basin
Type ll 24-hr 2-year Rainfall=1.70"
Page 3
Peak Elev=7,126.39' Storage=0.050 af lnflow=20.04 cfs '1.415 af
Outflow=19.84 cfs 1.383 af
lnflow=19.77 cfs 1.441 af
Primary=19'77 cfs 1'441 at
Total Runoff Area = 40.880 ac Runoff Volume = 1.473 af Average Runoff Depth = 0.43"
100.00% Pervious Area = 40.880 ac 0.00% lmpervious Area = 0.000 ac
Story Type ll 24-hr 2-year Rainfall=1.70"
Prepared by Gamba & Associates, lnc. Page 5
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
t=E;offl
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Subcatchment 35: East-Post-Trib-to-pond
Hydrograph
Type ll 24-hr Z-year
Rainfall=1.70"
Runoff Area=34.220 ac
Runoff Volume=l.415 af
Runoff Depth>0.50"
Flow Length=2,419'
Tc=15.9 min
CN=83
Time (hours)
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=l.70"
Page 7
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 7S: East-Post-Pond-Bypass
Runoff = 0.25 cfs @ 12.15 hrs, Volume=0.058 af, Depth> 0.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 2-year Rainfall=1.70"
Area (ac) CN Description
3.510 75 Pinyon/juniper range, Poor, HSG B2.720 58 Pinyon/juniper range, Fair, HSG B0.010 58 Pinyon/juniper range, Fair, HSG B0.420 80 Pinyon/iuniper ranqe, Fair, HSG D
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6.660 68 Weighted Average
6.660 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)
11.7
1.1
0.8
100 0.2000
284 0.7500
359 0.5000
0.14
4.33
7.96
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.7O"
Shallow Concentrated Flow, Shallow Conc.
Woodland Kv= 5.0 fps
5.57 Channel Flow, channe! Flow
Area= 0.7 sf Perim= 4.2' t= 0.17' n= 0.040
13.6 743 Total
0.28
0.26
0.
0.
0.
0.
0.
0.
0.
0.1
0.04
o.02
0
Subcatchment 73: East-Post-Pond-Bypass
13 14 15 16
Tlms (hour6)
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Hydrograph
Type ll 24-hr 2-year
Rainfall=1.70"
Runoff Area=6.660 ac
Runoff Volume=0.058 af
Runoff Depth>O.10"
Flow Length=743'
Tc=l3.6 min
10 11 '.t2 18 19 20 21 22 23 24
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=l.70"
Page 9
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Reach 5R: Channel below Berm
lnflow Area =lnflow =Outflow =
34.220 ac, lnflow Depth > 0.49"
19.84 cfs @ 12.10 hrs, Volume=
19.53 cfs @ 12.11 hrs, Volume=
for 2-year event
1.383 af
1.383 af, Atten= 2o/o, Lag= 0.6 min
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Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocily= 9.7, fps, Min. Travel Time= 0.4 min
Avg. Velocity = 4.gO fps, Avg. TravelTime= 0.8 min
Peak Storage= 418 cf @ 12.1 t hrs, Average Depth at Peak Storage= 1 .06'
Bank-Full Depth= 2.20', Capacity at Bank-Full= 138.12 cfs
0.00' x 2.20' deep channel, n= 0.040
Side Slope Z-value= 2.0'l' Top Width= 8.80'
Length= 186.2' Slope= 0.1508'/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
Reach 5R: Channel below Berm
13 14 15 16
Tlme (hours)
Hydrograph
lnflow Area=34.220 ac
Avg. Depth=1.06'
Max Vel=8.77 fps
n=0.040
L=186.2'
S=0.1508 '/'
CaPacity=l38.12 cfs
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Story
Prepared by Gamba & Associates, lnc.
Time
(hours)
Type ll 24-hr 2-year Rainfall=l.70"
Page 1 1
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
11.00
1 1.50
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.07
7,123.98
7,123.70
7,123.54
7,123.49
7,123.46
7,123.43
7,123.42
7,123.41
7,123.39
7,123.38
7,123.38
7,123.37
7,123.36
7,123.36
7,123.35
7,123.34
7,123.33
7,123.33
7,123.33
7,123.33
7,123.32
7,123.32
7,123.32
7,123.32
7,123.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
12.38
4.92
2.27
1.69
1.35
1.14
1.04
0.94
0.84
0.76
0.72
0.69
0.65
0.61
0.57
0.53
0.49
0.46
0.45
0.44
0.44
0.43
o.42
0.41
0.41
Hydrograph for Reach 5R: Channel below Berm
lnflow Storage Elevation Outflow(cfs) (cubtq-Jeet) (feet) (cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
13.41
4.75
2.25
1.68
1.34
1.14
1.04
0.94
0.83
0.76
0.72
0.68
0.65
0.61
0.57
0.s3
0.48
0.46
0.45
0.44
0.44
0.43
0.42
0.41
0.41
0
0
0
0
0
0
0
0
0
0
0
0
0
0
305
146
82
66
56
49
46
43
39
36
35
34
32
31
29
28
26
25
25
24
24
24
23
23
23
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Story
Prepared by Gamba & Associates, lnc.
HydroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC
Type ll 24-hr 2-year Rainfall=l.70"
Page 13
41512007
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Elevation End-Area(feet) (sq-ft)
Stage-Area-Storage for Reach 5R: Ghannel below Berm
Storage
(cubic-feet)
0
I
4
8
15
23
34
46
60
75
93
113
134
157
183
209
238
269
302
336
372
411
451
493
536
582
629
679
730
783
838
895
953
1,014
1,076
1,141
1,207
1,275
1,U4
1,416
1,490
1,565
1,642
1,721
1,802
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0.0
0.0
0.0
0.0
0.1
0.1
0.2
0.2
0.3
0.4
0.5
0.6
0.7
0.8
1.0
1.1
1.3
1.4
't.6
1.8
2.0
2.2
2.4
2.6
2.9
3.1
3.4
3.6
3.9
4.2
4.5
4.8
5.1
5.4
5.8
6.1
6.5
6.8
7.2
7.6
8.0
8.4
8.8
9.2
9.7
7,123.07
7,123.12
7,123.17
7,123.22
7,123.27
7,123.32
7,123.37
7,123.42
7,123.47
7,123.52
7,123.57
7,123.62
7,123.67
7,123.72
7,123.77
7,123.82
7,123.87
7,123.92
7,123.97
7,124.02
7,124.07
7,124.12
7,124.17
7,124.22
7,124.27
7,124.32
7,124.37
7,124.42
7,124.47
7,124.52
7,124.57
7,124.62
7,',t24.67
7,124.72
7,124.77
7,124.82
7,124.87
7,124.92
7,124.97
7,125.02
7,125.07
7,125.12
7,125.17
7,125.22
7,125.27
7,
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2-year Rainfall=l.70"
Page 15
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
Pond 4P: East-pond
Hydrograph
13 14 15 '16 17 18
Time (hours)
Pond 4P: East-pond
Stage-Discharge
50 60 70
Dlscharge (cfs)
lnflow Area=34.220 ac
Peak EIev=7,126.39'
Storage=0.050 af
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story Type ll 24-hr 2-year Rainfall=1.70"
Prepared by Gamba & Associates, lnc. Page 17
HvdioCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 4/5/2007
Time
(hours)
Hydrograph for Pond 4P: East-pond
lnflow Storage Elevation Primary(cfs) (acre-feet) (fee0 rcfq)
5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
1 1.00
11.50
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.16
14.26
4.59
2.22
1.67
1.33
1.13
1.04
0.93
0.83
0.76
0.72
0.68
0.64
0.60
0.56
0.52
0.48
0.46
0.45
0.44
0.44
0.43
0.42
o.41
0.41
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
13.41
4.75
2.25
1.68
1.34
1.14
1.04
0.94
0.83
0.76
4.72
0.68
0.65
0.61
o.57
0.53
0.48
0.46
0.45
0.44
0.44
0.43
0.42
0.41
0.41
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7j20.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7J20.00
0.000 7,120.00
0.001 7 ,121.64
0.046 7,126.16
0.038 7,125.72
0.035 7,125.51
0.034 7,125.44
0.033 7,125.40
0.033 7,125.37
0.033 7,125.36
0.033 7,125.34
0.032 7,125.32
0.032 7,125.31
0.032 7,125.30
0.032 7,125.29
0.032 7,125.29
0.032 7,125.28
0.032 7,125.27
0.031 7,125.26
0.031 7,125.25
0.031 7,125.25
0.031 7,125.25
0.031 7,125.25
0.031 7,125.24
0.031 7,125.24
0.031 7,125.24
0.031 7,125.24
0.031 7,125.23
x
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Elevation Surface Storage(feet) (acres) (acre-feet)
7,120.00
7j20.10
7,120.20
7,120.30
7,120.40
7,120.50
7j20.60
7,120.70
7,120.84
7j20.90
7,121.00
7,121.10
7,121.20
7,121.30
7,121.40
7,121.50
7,121.60
7,121.70
7,121.80
7,121.90
7,122.00
7,122.10
7,122.20
7,122.30
7,122.40
7,122.50
7,122.60
7,122.70
7,122.80
7,122.90
7,123.00
7,123.10
7,123.20
7,123.30
7,123.40
7,123.50
7,123.60
7,123.70
7,123.80
7,123.90
7,124.00
7,124.10
7,124.20
7,124.30
7,124.40
7,124.50
7,124.60
7j24.70
7,124.80
7,124.90
7,125.00
7,125.10
7,125.20
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.008
0.008
0.008
0.009
0.009
0.009
0.010
0.010
0.010
0.011
0.011
0.011
0.012
0.012
0.a12
0.013
0.013
0.013
0.014
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.004
0.004
0.004
0.005
0.006
0.006
0.007
0.007
0.008
0.009
0.009
0.010
0.011
0.012
0.013
0.013
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.022
0.023
0.024
0.025
0.027
0.028
0.029
0.031
story Type ll 24-hr 2-year Rainfall=1.70"
Prepared by Gamba & Associates, lnc. Page 19
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
Stage-Area-Storage for Pond 4P: East-pond
Elevation Surface Storage(feet) (acres) (acre-feet)
7,125.30
7,125.40
7,125.50
7,125.60
7,125.70
7,125.80
7,125.90
7,126.00
7,126.10
7,126.20
7,126.30
7,126.40
7,126.50
7,126.60
7,126.70
7,126.80
7,126.90
7,127.00
7,127.10
7,127.20
7 ,127.30
7,127.40
7,127.50
7,127.60
7,127.70
7,127.80
7,127.90
7J28.00
0.014
0.015
0.015
0.015
0.016
0.016
0.017
0.017
0.018
0.018
0.019
0.019
0.020
0.021
0.021
0.022
0.022
0.023
4.024
0.024
0.025
0.026
0.026
0.027
0.028
0.029
0.029
0.030
0.032
0.033
0.035
0.036
0.038
0.040
0.041
0.043
0.045
0.046
0.048
0.050
0.052
0.054
0.056
0.058
0.061
0.063
0.065
0.068
0.070
0.073
0.075
0.078
0.081
0.083
0.086
0.089
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Story
Prepared by Gamba & Associates, lnc.
Time
(hours)
lnflow Elevation Primary(cfs) (feet) (cfs)
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
1 1.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
't6.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
12.43
12.71
5.08
3.05
2.38
2.02
1.78
1.59
1.43
1.29
1.21
1.16
1 .11
1.06
1.00
0.95
0.89
0.84
0.81
0.79
0.77
0.75
0.73
0.71
0.69
0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.0012.43 0.0012.71 0.005.08 0.003.05 0.002.38 0.002.02 0.001.78 0.001.59 0.001.43 0.001.29 0.001.21 0.001.16 0.001.11 0.001.06 0.001.00 0.000.95 0.000.89 0.000.84 0.000.81 0.000.79 0.00o.77 0.000.75 0.000.73 0.000.71 0.000.69 0.00
Type ll 24-hr 2-year Rainfall=l.70"
Page 21
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Link 6L: Outfall of East Basin
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24.0O
0.67 0.000.65 0.000.63 0.000.61 0.000.59 0.000.57 0.000.54 0.000.52 0.000.50 0.000.49 0.000.49 0.000.49 0.000.48 0.000.48 0.000.48 0.000.47 0.000.47 0.000.46 0.000.46 0.000.46 0.000.45 0.000.45 0.000.44 0.00o.44 0.00
0.67
0.65
0.63
0.61
0.59
0.57
0.54
0.52
0.50
0.49
0.49
0.49
0.48
0.48
0.48
0.47
0.47
0.46
0.46
0.46
0.45
0.45
0.44
o.44
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S-year Rainfall=l.90"
Page 23
I
l Runoff
x
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 35: East-Post-Trib-to-pond
25.79 cfs @ 12.09 hrs, Volume=1.781 af , Depth> 0.62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr S-year Rainfall=1.90"
Area (ac) CN Description
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1.940
18.190
6.700
2.920
0.980
1.060
0.770
1.660
80 Pinyon/juniper range, Fair, HSG D89 Pinyon/juniper range, Poor, HSG D80 Pinyon/juniper range, Fair, HSG D80 Pinyon/juniper range, Fair, HSG D80 Pinyon/juniper range, Fair, HSG D58 Pinyon/juniper range, Fair, HSG B58 Pinyon/juniper range, Fair, HSG B75 Pinyon/juniper range, Poor, HSG BI
I
34.220
34.220
83 Weighted Average
Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec) (cfs)
t
I
13.4
0.4
2.1
112 0.1786
166 0.6033
2,141 0.4233
0.14
7.77
16.85
Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps
65.72 Channel Flow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
15.9 2,419 Total
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00 0.12 0.005.25 0.13 0.005.50 0.14 0.005.75 0.14 0.006.00 0.15 0.006.25 0.16 0.006.50 0.17 0.006.75 0.18 0.007.00 0.19 0.007.25 0.20 0.007.50 0.21 0.007.75 0.22 0.008.00 0.23 0.008.25 0.24 0.008.50 0.25 0.008.75 0.26 0.009.00 0.28 0.009.25 0.29 0.009.50 0.31 0.009.75 0.33 0.0010.00 0.34 0.0010.25 0.36 0.0010.50 0.39 0.0010.75 0.41 0.0011.00 0.45 0.0011.25 0.49 0.0011.50 0.54 0.0111.75 0.74 0.0412.00 1.26 0.2512.25 1.34 0.2912.50 1.40 0.3212.75 1.43 0.3413.00 1.47 0.3613.25 1.49 0.3813.50 1.52 0.3913.75 1.54 0.4014.00 1.56 0.4114.25 1.58 0.4214.50 1.59 0.4314.75 1.61 0.4415.00 1.62 0.4s15.25 1.64 0.4615.50 1.65 0.4715.75 1.66 0.4716.00 1.67 0.4816.25 1.68 0.4916.50 I .69 0.4916.75 1.70 0.5017.00 1.71 0.5117.25 1.72 0.5117.50 1.73 0.5217.75 1.74 0.5218.00 1.75 0.53
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.19
0.47
2.13
18.94
14.09
5.68
3.41
2.71
2.29
2.03
1.79
1.61
1.45
1.37
1.31
1.25
1.19
1 .13
1.06
1.00
0.94
0.91
0.89
0.86
0.84
0.82
0.80
0.77
story Type ll 24-hr S-year Rainfall=1.90"
Prepired by Gamba & Associates, lnc. Page 25
HvdioCRD@ 6.0O sln OO+SZO @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 35: East-Post'Trib-to-pond
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25
18.50
'18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.50
22.75
23.00
23.25
23.50
23.75
24.00
1.76
1.77
1.77
1.78
1.79
1.80
1.80
1.81
1.81
1.82
1.83
1.83
1.84
1.84
1.85
1.86
1.86
1.87
1.87
1.88
1.88
1.89
't.89
1.90
0.54
0.54
0.55
0.5s
0.56
0.56
0.56
0.57
0.57
0.58
0.58
0.58
0.59
0.59
0.60
0.60
0.60
0.61
0.61
0.61
0.62
0.62
0.62
0.63
0.75
0.72
0.70
0.68
0.65
0.63
0.60
0.58
0.56
0.55
0.54
0.54
0.53
0.53
0.53
0.52
0.52
0.51
0.51
0.50
0.50
0.49
0.49
0.48
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Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
1'1.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
'14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
16.50
16.75
17.00
17.25
17.50
17.75
18.00
0.12
0.13
0.14
0.14
0.15
0.16
0.17
0.'18
0.19
0.20
0.21
0.22
0.23
0.24
o.25
0.26
0.28
0.29
0.31
0.33
0.34
0.36
0.39
0.41
0.45
0.49
0.54
o.74
1.26
1.34
1.40
1.43
1.47
1.49
1.52
1.54
1.56
1.58
1.59
1.61
1.62
1.64
1.65
1.66
1.67
1.68
1.69
1.70
1 .71
1.72
1.73
1.74
1.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.03
0.04
0.05
0.05
0.06
0.06
0.07
0.07
0.08
0.08
0.08
0.09
0.09
0.09
0.10
0.10
0.10
0.10
0.11
0.11
0.11
0.11
0.12
0.12
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.22
0.43
0.27
0.19
0.17
0.15
0.14
0.12
0.11
0.10
0.10
0.10
0.09
0.09
0.09
0.08
0.08
0.07
0.07
0.07
0.07
o.o7
0.07
0.07
0.06I
I
story Type ll 24-hr S-year Rainfall=1.90"
Prepared by Gamba & Associates, lnc. Page 27
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 75: East-Post-Pond-Bypass
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.06
0.06
0.06
0.06
0.06
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
18.25 1.76 0.1218.50 1.77 0.1218.75 1.77 0.1319.00 1.78 0.1319.25 1.79 0.1319.50 1 .80 0.1 3
19.75 1.80 0.1320.00 1.81 0.14
20.25 1.81 0.1420.50 1.82 0j4
20.75 1.83 0.1421.00 1.83 0.1421.25 1.84 0.1421.50 1.84 0.1521.75 1.85 0.1522.00 1.86 0.1522.25 1.86 0.1522.50 1.87 0.1522.75 1.87 0.15
23.00 1 .88 0.16
23.25 1.88 0.1623.50 1.89 0.1623.75 1.89 0.1624.00 1.90 0.16
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S-year Rainfall=1.90"
Page 29
HvdioCAD@ 6.oo s/n 004370 @ 2006 HydroCAD Qoftware Solutions LLC 4/5/2007
Reach 5R: Channel below Berm
Stage-Discharge
01020304050
Reach 5R: Channel below Berm
Stage-Storage
oo
ao,o
oo
aor6
800 1,000
Storago (cubic-feet)
1,8001,200 '1,400 1,600
60 70
Discharge (cfs)
80 90 100 1
E Storao€l
'#
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 5-year Rainfall=l.90"
Page 31
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0.00
0.00
0.00
0.01
0.02
0.04
0.06
0.09
0.13
0.18
0.23
0.30
0.38
0.47
0.57
0.68
0.81
0.95
1 .11
1.28
1.47
1.67
1.89
2.13
2.38
2.66
2.95
3.27
3.60
3.95
4.32
4.72
5.13
5.57
6.03
6.52
7.03
7.56
8.12
8.70
9.31
9.94
10.60
11.29
12.0O
12.74
13.51
14.31
15.1 3
15.99
16.88
17.79
18.73
21.75
22.82
23.93
25.07
26.24
80.89
83.31
85.77
88.28
90.83
93.43
Elevation Velocity Discharge
(feet) (fVsec) (cfs)
o 2006 H tions LLC
Stage-Discharge for Reach 5R: Channel below Berm
Elevation Velocity Discharge
(feet) (fVsec) (cfs)
7,124.13 8.77 19.71
7,124.15 8.88 20.72
7,123.07 0.00
7,123.09 0.60
7,123.11 0.98
7,123.13 1.29
7,123.15 1.56
7,123.17 1.81
7,123.19 2.05
7,123.21 2.27
7,123.23 2.49
7,123.25 2.69
7,123.27 2.88
7,123.29 3.07
7,123.31 3.26
7,123.33 3.44
7,123.35 3.61
7,123.37 3.78
7,123.39 3.95
7,123.41 4.11
7,123.43 4.27
7,123.45 4.43
7,123.47 4.58
7,123.49 4.73
7,123.51 4.88
7,123.53 5.03
7,123.55 5.17
7,123.57 5.31
7,123.59 5.45
7,123.61 5.59
7,123.63 5.73
7,123.65 5.87
7,123.67 6.00
7,123.69 6.13
7,123.71 6.26
7,123.73 6.39
7,123.75 6.52
7,123.77 6.65
7,123.79 6.78
7,123.81 6.90
7,123.83 7.02
7,123.85 7.15
7,123.87 7.27
7,123.89 7.39
7,123.91 7.51
7,123.93 7.63
7,123.95 7.75
7,123.97 7.86
7,123.99 7.987j24.01 8.09
7,124.03 8.21
7,124.05 8.32
7,124.07 8.44
7,124.09 8.55
7,124.11 8.66
7,124.27 9.s3 27.44
7,124.29 9.63 28.67
7,124.31 9.74 29.95
7,124.33 9.84 31.25
7,124.35 9.94 32.59
7,124.37 10.05 33.96
7 ,124.39 10.15 35.37
7,124.41 10.25 36.82
7 ,124.43 10.35 38.31
7 ,124.45 10.46 39.83
7 ,124.47 10.56 41 .39
7,124.49 10.66 42.98
7,124.51 10.76 44.62
7,',t24.53 10.86 46.29
7 ,124.55 10.95 48.00
7,124.57 '11.05 49.74
7,124.59 1 1.15 51 .53
7 ,124.61 11.25 53.36
7,124.63 11.35 55.23
7 ,124.65 11.44 57 .14
7,124.67 11.54 59.09
7 ,124.69 11.64 61 .08
7 ,124.71 11.73 63.1 1
7 ,124.73 1 1 .83 65.18
7 ,124.75 11.92 67.30
7,124.77 12.A2 69.45
7,124.79 12.11 71.65
7,124.81 12.20 73.89
7,124.83 12.30 76.18
7,124.85 12.39 78.51
7,124.17 8.99
7,124.19 9.10
7,124.21 9.21
7,124.23 9.31
7,124.25 9.42
7,124.87 12.48
7,124.89 12.57
7,124.91 12.67
7,124.93 12.76
7,124.95 12.85
7,124.97 12.94
7 ,124.99 13.03 96.08
7,125.01 13.12 98.77
7 ,125.03 13.21 101 .51
7,125.05 13.30 104.29
7 ,125.07 13.39 107 .12
7,125.09 13.48 1 10.01
7,125.11 13.57 112.94
7 ,125.13 13.66 1 15.91
7 ,125.15 13.74 1 18.94
7 ,125.17 13.83 122.01I
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Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,125.19
7,125.21
7,125.23
7,125.25
7,125.27
13.92 125.14
14.01 128.31
14.10 131 .53
14.18 134.80
14.27 138.12
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story Type ll 24-hr S-year Rainfall=1.90"
Prepired by Gamba & Associates, lnc. Page 33
ttvOioCROO A.OO s/n OOagZO O 2006 HvdroCAD Software Solutions LLC 4/5/2007
lnflow Area =lnflow =
Outflow =
Primary =
#1 7,120.00',
Elevation Surf.Area
Routing by Stor-lnd method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 7,126.55'@ 12.10 hrs Surf.Area= 0.020 ac Storage= 0.053 af
Plug-Flow detention time= 13.5 min calculated for 1 .750 at (98% of inflow)
Center-of-Mass det. time= 3.8 min (867.7 - 863.9 )
Volume lnvert Avail.Storage Storaqe Description
Pond 4P: East-pond
34.220 ac, lnflow Depth > 0.62' for S-year event
25.79 cfs @ 12.09 hrs, Volume= 1.781 af
25.55 cfs @ 12.10 hrs, Volume= 1.750 af , Atten= 1o/o, Lag= 0.4 min
25.55 cfs @ 12.10 hrs, Volume= 1.750 af
0.089 af Custom Stage Data (Conic)Listed below (Recalc)
lnc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres)
7J20.00
7,122.00
7,124.00
7,126.00
7,128.00
0.000
0.004
0.010
0.017
0.030
0.014
0.027
0.046
0.000 0.0000.003 0.003
0.016
0.043
0.089
0.000
0.004
0.011
0.019
0.033
Device Routino lnvert Outlet Devices
#1 Primary
Primary OutFlow Max=25.54 cfs @ 12.10 hrs HW=7,126.55' (Free Discharge)
t-t=Slrarp-Crested Vee/Trap Welr lWeir Controls 25.54 cfs @ 3.25 fps)
7,125.07' 136.4 deg x 1.6' long x 3.00' rise Sharp'Grested Vee/Trap Weir
C= 2.48
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fl
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Elevation Primary(feet) (cfs)
7,120.00
7,120.04
7,120.08
7j20.12
7,120.16
7,120.20
7,120.24
7,120.28
7,120.32
7,120.36
7,120.40
7,120.44
7,120.48
7,120.52
7,120.56
7,120.60
7,120.64
7,120.68
7,120.72
7,120.76
7,120.80
7,120.84
7,120.88
7,120.92
7,120.96
7,121.00
7,121.04
7,121.08
7,121.12
7,121.16
7,121.20
7,121.24
7,121.28
7,121.32
7,121.36
7,121.40
7,121.44
7,121.48
7,121.52
7 ,121.56
7,121.60
7,121.64
7,121.68
7,121.72
7 ,121.76
7,121.80
7,121.U
7,121.88
7 ,121.92
7,121.96
7,122.00
7,122.04
7 j22.A8
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation Primary(feet) (cfs)
7,122.12
7,122.16
7,122.20
7,122.24
7,122.28
7,122.32
7,122.36
7,122.40
7,122.44
7,122.48
7,122.52
7,122.56
7,122.60
7,122.64
7j22.68
7,122.72
7,122.76
7,122.80
7,122.84
7,122.88
7,122.92
7,122.96
7,123.00
7,123.04
7,123.08
7j23.12
7,123.16
7,123.20
7,123.24
7,123.28
7,123.32
7,123.36
7,123.40
7,123.44
7,123.48
7,123.52
7,123.56
7,123.60
7,123.64
7,123.68
7,123.72
7j23.76
7,123.80
7,123.84
7,123.88
7,123.92
7,123.96
7,124.00
7,124.04
7,124.08
7,124.12
7,124.16
7,124.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Story Type ll 24-hr S-year Rainfall=1.94"
Prepared by Gamba & Associates, lnc. Page 37
HvdioCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Discharge for Pond 4P: East-pond
Elevation Primary(feet) (cfs)
7,124.24
7J24.28
7,124.32
7,124.36
7,124.40
7,124.44
7,124.48
7J24.52
7,124.56
7,124.60
7,124.64
7,124.68
7J24.72
7,124.76
7,124.80
7,124.84
7,124.88
7,124.92
7,124.96
7,125.00
7,125.04
7,125.08
7,125.12
7,125.16
7,125.20
7,125.24
7,125.28
7,125.32
7,125.36
7,125.40
7,125.44
7,125.48
7,125.52
7,125.56
7,125.60
7,125.64
7,125.68
7,125.72
7,125.76
7,125.80
7,125.U
7,125.88
7,125.92
7,125.96
7,126.00
7,126.04
7,126.08
7,126.12
7,126.16
7,126.20
7,126.24
7,126.28
7,126.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.06
0.15
0.27
0.42
0.60
0.81
1.06
1.33
1.63
1.97
2.34
2.74
3.18
3.66
4.17
4.71
5.29
5.92
6.s8
7.28
8.02
8.80
9.62
10.48
1 1.39
12.34
13.34
14.37
15.46
16.59
17.76
Elevation Primary(feet) (cfs)
7,126.36 18.99
7j26/0 20.26
7 ,126.44 21.587,126.48 22.94
7,126.52 24.36
7,126.56 25.82
7,126.60
7,126.64
7,126.68
7,126.72
27.34
28.91
30.53
32.20
7,126.76 33.92
7,126.80 35.697,126.84 37.527,126.88 39.41
7 j26.92 41.347,126.96 43.347,127.00 45.387,127.04 47.49
7 j27.08 49.65
7,127.12 51.87
7,127.16 54.14
7,127.20 56.477,127.24 58.87
7 ,127.28 61.32
7,127.32 63.827,127.36 66.39
7,127.40 69.027,127.44 71.71
7,127.48 74.467,127.52 77.28
7 ,127 .56 80.15
7 ]27.60 83.097,127.64 86.09
7 ,127 .68 89.15
7,127.72 92.287,127.76 95.477,127.80 98.73
7,127.84 102.05
7 ,127.88 105.43
7,127.92 108.89
7,127.96 112.41
7 ,128.00 1 15.99
7j28.04 119.64
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S-year Rainfall=l.90"
Page 39
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007+
Link 6L: Outfall of East Basin
lnflow
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 6L: Outfall of East Basin
13 14 15 16
Time (hours)
40.880 ac, lnflow Depth > 0.54"
25.84 cfs @ 12.1 t hrs, Volume=
25.84 cfs @ 12.11 hrs, Volume=
for S-year event
1.840 af
1.840 af, Atten= 0olo, Lag= 0.0 min
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Hydrograph
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story Type ll 24-hr 10-year Rainfall=2.10"
Prepired by Gamba & Associates, lnc. Page 41
HvdioClD@ 8.OO s/n OO43Z0 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 33 : East-Post-Tri b-to-pond Runoff Area=34.220 ac Runoff Depth>0.76"
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=31.84 cfs 2.169 af
Subcatchment 75: East-Post-Pond-Bypass Runoff Area=6.660 ac Runoff Depth>0.23"
Flow Length=743' Tc=13.6 min CN=68 Runoff=1.19 cfs 0.126 at
Avg. Depth=1.26' Max Vel=9.85 fps lnflow=31.57 cfs 2.139 af
n=0.040 L=186.2' S=0.'l 508 '/' Capacity='l 38.12 cfs Outflow=31 .17 cfs 2.138 af
Reach 5R: Channe! below Berm
Pond 4P: East-pond
Link 6L: Outfall of East Basin
Peak Elev=7 ,126.71' Storage=0.056 af lnflow=31.84 cfs 2.169 af
Outflow=31.57 cfs 2.139 af
lnflow=32.36 cts 2.265 af
Primary=32.36 cfs 2.265 af
Total Runoff Area = 40.880 ac Runoff Volume = 2.295 at Average Runoff Depth = 0.67"
1O0.OO% Pervious Area = 40.880 ac 0.00% lmpervious Area = 0.000 ac
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story Type ll 24-hr l}-year Rainfall=2.10"
Prepired by Gamba & Associates, lnc. Page 43
HvOioCROO g.OO sln OO+3ZO O ZOOO HvOToCRO Software Solutions LLC 415/2007
E Rr^"fflu
Subcatchment 35: East-Post-Trib'to-pond
Hydrograph
Type ll 24-hr 10-year
Rainfall=2.10"
Runoff Area=34.220 ac
Runoff Volume=2.169 af
Runoff Depth>0.76"
Flow Length=2,419'
Tc=l5.9 min
CN=83
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Story
Prepared by Gamba & Associates,lnc.
Type ll 24-hr 1}-year Rainfall=2.l0"
Page 45
Software
Subcatchment 75: East-Post'Pond'Bypass
Runoff = 1 .19 cfs @ 12.1 t hrs, Volume=0.126 af, Depth> 0.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 10-year Rainfall=2.10"
3.510 75 Pinyon/juniper range, Poor, HSG B
2.720 58 Pinyon/juniper range, Fair, HSG B
0.010 58 Pinyon/juniper range, Fair, HSG B
0.42O 80 Pinyon/iuniper range, FaLf-]-iSG-Q
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6.660 68 Weighted Average
6.660 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec)(cfs)
11.7 100 0.2000 0.14
1.1 284 0.7500 4.33
0.8 359 0.5000 7.96
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, Shallow Conc.
Woodland Kv= 5.0 fps
5.57 Channel Flow, channel Flow
Area= 0.7 sf Perim= 4.2' r= 0.17' n= 0.040
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13.6 743 Total
Subcatchment 75: East-Post-Pond'Bypass
13 14 15 16
Tlmo (hour8)
l=Rr;norfltrJ
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'-9tt
Hydrograph
Type ll 24-hr 10.year
Rainfall=2.10*
Runoff Area=6.660 ac
Runoff Volume=O.126 at
Runoff Depth>0.23"
Flow Length=743'
Tc=l3.6 min
CN=68
10 11 12 17 18 19
34
32
30
28
26
24
22
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story Type ll 24-hr l)-year Rainfall=2.10"
Prepared by Gamba & Associates, lnc. Page 47
HvdioCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Reach 5R: Ghannel below Berm
lnflow Area = 34220 ac, lnflow Depth > 0.75" for 10-year event
lnflow = 31.57 cfs @ 12.10 hrs, Volume= 2.139 at
Outflow = 31.17 cfs @ 12.1 t hrs, Volume= 2.138 af, Atten= 1o/o, Lag= 0,5 min
Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocity= g.g5 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 4.4, fps, Avg. Travel Time= 0.7 min
Peak Storage= 594 cf @ 12.10 hrs, Average Depth at Peak Storage= 1 .26'
Bank-Full Depth= 2.20', Capacity at Bank-Full= 138.12 cfs
0.00' x 2.20' deep channel, n= 0.040
Side Slope Z-value= 2.0'l' Top Width= 8.80'
Length= 186.2' Slope= 0.1508'/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
Reach 5R: Channel below Berm
13 14 15 16
Tlme (houra)
Hydrograph
lnflow Area=34.220 ac
Avg. Depth=1.26'
Max Vel=9.85 fps
n=0.040
L=186.2'
S=0.1508 '/'
GaPacity=l38.12 cfs
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story Type ll 24-hr 1}-year Rainfall=2.10"
Prepired by Gamba & Associates, lnc. Page 49
HvdioCAD@ g.OO s/n 004370 O 2006 HydroC
Hydrograph for Reach 5R: Ghannel below Berm
Storage Elevation Outfrow(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
11.00
11.50
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.04
lnflow
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
22.88
7.02
3.25
2.42
1.91
1.62
1.48
1.33
1 .18
1.07
1.02
0.96
0.91
0.85
0.79
0.74
0.68
0.64
0.63
0.62
0.61
0.60
0.59
0.58
0.56
o 7,123.070 7,123.070 7,123.07o 7,123.070 7,123.070 7,123.070 7,123.070 7,123.070 7,123.070 7,123.070 7,123.070 7,123.070 7,'t23.070 7,123.07
458 7,124.18
195 7,123.79
109 7,123.61
87 7,',t23.55
73 7,123.51
64 7,123.49
60 7,123.47
55 7,123.46
51 7,123.4447 7,123.43
45 7,123.42
43 7,123.41
42 7j23.40
40 7,123.40
38 7,123.39
36 7,123.38
33 7j2337
32 7,123.36
32 7,123.36
31 7,123.36
31 7,123.36
30 7,123.36
30 7,123.35
30 7,123.35
29 7,123.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
21.51
7.24
3.28
2.43
1.93
1.63
1.48
1.33
1.18
1.07
1.02
0.96
0.91
0.85
0.80
0.74
0.68
0.64
0.63
0.62
0.61
0.60
0.59
0.58
0.56
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0.1
0.1
0.2
0.2
0.3
'15
23
34
46
60
183
209
238
269
302
336
story Type ll 24-hr 1O-year Rainfall=2.10"
Prepired by Gamba & Associates, lnc. Page 51
HvdioCRO@ A.OO s/n OOagZO O Z0OO HvdroCRD Software Solutions LLC 4/5/2007
Stage-Area-Storage for Reach 5R: Channel below Berm
Elevation End-Area Storage(feet) (sq-ft) (cubic-feet)
7,123.07
7,123.12
7,123.17
7,123.22
7,123.27
7,123.32
7,123.37
7,123.42
7,123.47
7,123.52
7,123.57
7,123.62
7,123.67
7,123.72
7,123.77
7,123.82
7,123.87
7,123.92
7,123.97
7,124.02
7,124.07
7,124.12
7,124.17
7,124.22
7,124.27
7,124.32
7,124.37
7,124.42
7,124.47
7,124.52
7,124.57
7,124.62
7,124.67
7j24.72
7j24.77
7,124.82
7,124.87
7,124.92
7,124.97
7,125.02
7,125.07
7,125.12
7,125.17
7,125.22
7,125.27
0.8 157
0.0 00.0 10.0 40.0 B
0.6
0.7
0.4 75
0.5 93
113
134
1.0
1.1
1.3
1.4
1.6
'1.8
2.0 3722.2 4112.4 4512.6 493
2.9 5363.1 582
3.4 629
3.6 679
3.9 730
4.2
4.5
4.8
5.1
5.4
5.8
6.1
783
838
895
953
1,014
1,076
1,141
6.5 1,207
6.8 1,2757.2 1,U4
7.6 1,416
8.0 1,490
8.4 1,565
8.8 1,642
9.2 1,721
9.7 1,802
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Story
Prepared by Gamba & Associates, lnc.
HvdroCAD@ 8.00 s/n 004370 O 2006 HydroCAD Software Solutions LLC
Type ll 24-hr 1}-year Rainfall=2.10"
Page 53
4t5t2007
Pond 4P: East-pond
Hydrograph
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lnflow Area=34.220 ac
Peak Elev=7,126.71'
Storage=0.056 af
5 6 7 I I 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Tlme (hours)
50 60 70
Dlacharge (cfs)
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Pond 4P: East-pond
Stage-Discharge
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Preplred by Gamba & Associates, lnc. Page 55
HvdioCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Pond 4P: East-pond
Time lnflow Storage Elevation Primary(hours) (cfs) (acre-feet) (feet) (cfs)
12.00 23.91
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
22.88
7.02
3.25
2.42
1.91
1.62
1.48
1.33
1.18
1.O7
1.02
0.96
0.91
0.85
0.79
0.74
0.68
0.64
0.63
0.62
0.61
0.60
0.59
0.58
0.56
5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
1 1.00
11.50
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.22
0.82
6.80
3.21
2.39
1.90
1.62
1.47
1.32
1.17
1.O7
1.0't
0.96
0.90
0.85
0.79
0.73
0.67
0.64
0.63
0.62
0.61
0.60
0.59
0.57
0.56
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7J20.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.00
0.000 7,120.37
0.004 7,122.23
0.023 7,124.60
0.052 7,',126.48
0.041 7,125.86
0.036 7,125.60
0.035 7,125.53
0.034 7,125.47
0.034 7,125.44
0.034 7,125.42
0.033 7,125.40
0.033 7,125.38
0.033 7j25.36
0.033 7,125.35
0.033 7,125.34
0.032 7,125.33
0.032 7,125.33
0.032 7,125.32
0.032 7,125.30
0.032 7,125.29
0.032 7,125.28
0.032 7,125.28
0.032 7,125.28
0.032 7,125.28
0.032 7,125.28
0.032 7,125.27
0.032 7,125.27
0.032 7,125.27
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Elevation Surface Storage(feet) (acres) (acre-feet)
7,120.00
7,120.10
7,120.20
7,120.30
7,120.40
7,120.50
7,120.60
7,120.70
7,120.80
7,120.90
7,121.00
7,121.10
7,121.20
7,121.30
7,121.40
7,121.50
7,121.60
7,121.70
7,121.80
7,121.90
7,122.00
7,122.10
7,122.20
7,122.30
7,122.40
7,122.50
7,122.60
7,122.70
7,122.80
7,122.90
7j23.00
7,123.10
7,123.20
7,123.30
7j23.40
7,123.50
7,123.60
7,123.70
7j23.80
7,123.90
7,124.00
7,124.10
7,124.20
7,124.30
7,124.40
7,124.50
7,124.60
7,124.70
7,124.80
7,124.90
7,125.00
7,125.10
7,125.20
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.008
0.008
0.008
0.009
0.009
0.009
0.010
0.010
0.010
0.011
0.011
0.011
0.012
0.012
0.012
0.013
0.013
0.013
0.014
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.004
0.004
0.004
0.005
0.006
0.006
0.007
0.007
0.008
0.009
0.009
0.010
0.011
0.012
0.013
0.013
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.022
0.023
0.024
0.025
0.027
0.028
0.029
0.031
story Type ll 24-hr l}-year Rainfall=2.10"
Prepired by Gamba & Associates, lnc. Page 57
HvdioCAD@ 6.00 s/n oo43z0 @ 2006 ttvdroCAD Software Solutions LLC 4/5/2007
Stage-Area-Storage for Pond 4P: East-pond
Elevation Surface Storage(feet) (acres) (acre-feet)
0.032
0.033
0.035
0.036
0.038
0.040
0.04'1
0.043
0.045
0.046
0.048
0.050
0.052
0.054
0.056
0.058
0.061
0.063
0.065
0.068
0.070
0.073
0.075
0.078
0.081
0.083
0.086
0.089
7j25.30
7j25.40
7,125.50
7,125.60
7,125.70
7,125.80
7,125.90
7,126.00
7,126.10
7,126.20
7,126.30
7,126.40
7,126.50
7,126.60
7,126.70
7,126.80
7,126.90
7,127.00
7,127.10
7,127.20
7,127.30
7,127.40
7,127.50
7,127.60
7,127.70
7,127.80
7,127.90
7,128.00
0.014
0.015
0.015
0.015
0.016
0.016
0.017
0.017
0.0'18
0.018
0.019
0.019
0.020
0.021
0.o21
0.022
0.022
0.023
0.024
0.024
0.025
0.026
0.026
o.o27
0.028
0.029
0.029
0.030
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Story
Prepared by Gamba & Associates, lnc.
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
5.00 0.005.25 0.005.50 0.005.75 0.006.00 0.006.25 0.006.50 0.006.75 0.007.00 0.007.25 0.007.50 0.007.75 0.008.00 0.008.25 0.008.50 0.008.75 0.009.00 0.009.25 0.009.50 0.009.75 0.0010.00 0.0010.25 0.0010.50 0.0010.75 0.0011.00 0.0011.25 0.0011.50 0.0011.75 2.4412.00 22.0612.25 19.7012.50 7.6412.75 4.5213.00 3.5113.25 2.9713.50 2.6213.75 2.32
14.50
14.75
0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 2.440.00 22.060.00 19.700.00 7.640.00 4.520.00 3.510.00 2.970.00 2.620.00 2.3214.00 2.08 0.00 2.0814.25 1.87 0.00 1.87
17.25
17.50
1.76
1.68
1.08
1.05
1.76 0.001.68 0.00
15.50 1 .45 0.00 1.45
'15.00 1.6115.25 1.53
15.75 1.3716.00 1 .28
16.25 1.2116.50 1 .1716.75 1 .1417.00 1 .11
0.00 1.610.00 1.53
0.00 1.370.00 1.280.00 1.210.00 1.170.00 1.140.00 1.111.08 0.001.05 0.0017.75 1.02 0.00 1.0218.00 0.99 0.00 0.99
Type ll 24-hr 1}-year Rainfall=2.l0"
Page 59
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 41512007
Hydrograph for Link 6L: Outfall of East Basin
Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
22.00
22.25
22.s0
22.75
23.00
23.25
23.50
23.75
24.00
0.96
0.93
0.90
0.87
0.84
0.81
0.77
0.74
0.71
0.70
0.69
0.69
0.68
0.68
0.67
0.67
0.66
0.66
0.65
0.64
0.64
0.63
0.63
o.62
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.96
0.93
0.90
0.87
0.84
0.81
0.77
0.74
0.71
0.70
0.69
0.69
0.68
0.68
0.67
0.67
0.66
0.66
0.65
0.64
0.64
0.63
0.63
0.62
t
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Story Type ll 24-hr 21-year Rainfall=2.60"
Prepared by Gamba & Associates, lnc. Page 61
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Subcatchment 35: East-Post-Trib-to-pond
Runoff = 47.99 cfs @ 12.09 hrs, Volume= 3.214 af, Depth> 1.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr Z5-year Rainfall=2.60"
Area (ac) CN Description
1.940 80 Pinyon/juniper range, Fair, HSG D'18.190 89 Pinyon/juniper range, Poor, HSG D6.700 80 Pinyon/juniper range, Fair, HSG D2.920 80 Pinyon/juniper range, Fair, HSG D0.980 80 Pinyon/juniper range, Fair, HSG D1.060 58 Pinyon/juniper range, Fair, HSG B0.770 58 Pinyon/juniper range, Fair, HSG B1.660 75 Pinvon/iuniper range, Poor, HSG B
34.220 83 Weighted Average34.220 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec) (cfs)
13.4 112 0.1786 0.14 Sheet Flow, top of ridge
Woods: Light underbrush n= 0.400 P2= 1.70"0.4 166 0.6033 7.77 Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps2.1 2,141 0.4233 16.85 65.72 Ghannel Flow, channelflow
Area= 3.9 sf Perim= 6.7' r= 0.58' n= 0.040
15.9 2,419 Total
*
lfl
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Story
Prepared by Gamba & Associates, lnc.
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
I
t
I
5.00 0.165.25 0.175.50 0,195.75 0.206.00 0.216.25 0.226.50 0.236.75 0.247.00 0.267.25 0.277.50 0.287.75 0.308.00 0.318.25 0.338.50 0.348.75 0.369.00 0.389.25 0.409.50 0.429.75 0.4510.00 0.4710.25 0.s010.50 0.5310.75 0.57
1 1.00 0.6111.25 0.6711.50 0.7411.75 1.0112.00 1.7212.25 1.8412.50 1.9112.75 1.9613.00 2.0113.25 2.0413.50 2.0813.75 2.1114.00 2.1314.25 2.1614.50 2.1814.75 2.2015.00 2.2215.25 2.2415.50 2.2615.75 2.2716.00 2.2916.25 2.3016.50 2.3216.75 2.3317.00 2.3417.25 2.3617.50 2.3717.75 2.3818.00 2.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.02
0.03
0.04
0.13
0.51
0.59
0.64
0.67
0.70
0.73
0.75
0.77
0.79
0.80
0.82
0.83
0.85
0.86
0.88
0.89
0.90
0.91
0.92
0.93
0.94
0.95
0.96
0.97
0.98
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.12
0.21
0.34
o.52
0.78
1.17
1.85
5.83
37.32
25.20
9.73
5.73
4.52
3.80
3.34
2.95
2.64
2.37
2.24
2.14
2.03
1.93
1.82
1.72
1.61
1.51
1.47
1.43
1.39
1.35
1.31
1.28
1.24
Type ll 24-hr 21-year Rainfall=2.60"
Page 63
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 35: East-Post-Trib-to'pond
Time Precip. Excess
(hours) (inches) (inches)
Runoff
(cls)
18.25 2.41'18.50 2.4218.75 2.4319.00 2.44
19.25 2.4519.50 2.4619.75 2.4720.00 2.48
20.25 2.4820.50 2.4920.75 2.5021.00 2.5121.25 2.52
21.50 2.5221.75 2.5322.00 2.5422.25 2.5522.50 2.5622.75 2.5623.00 2.5723"25 2.58
23.50 2.5923.75 2.5924.OO 2.60
0.99
0.99
1.00
1.01
1.02
1.02
1.03
1.04
1.04
1.05
1.06
1.06
1.07
1.07
1.08
1.09
1.09
1.10
1 .10
1 .11
1.12
1.12
1.13
1.13
1.20
1.16
1.12
'1.08
1.04
1.00
0.96
0.92
0.88
0.87
0.86
0.86
0.85
0.84
0.83
0.83
0.82
0.81
0.80
0.80
0.79
0.78
0.77
0.76
T
Story
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
I
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t
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t
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5.00 0.16 0.005.25 0.17 0.005.50 0.19 0.00s.75 0.20 0.006.00 0.21 0.006.25 0.22 0.006.50 0.23 0.006.75 0.24 0.007.00 0.26 0.007.25 0.27 0.007.50 0.28 0.007.75 0.30 0.008.00 0.31 0.008.25 0.33 0.008.50 0.34 0.008.75 0.36 0.009.00 0.38 0.009.25 0.40 0.009.50 0.42 0.009.75 0.45 0.0010.00 0.47 0.0010.25 0.50 0.0010.50 0.53 0.0010.75 0.57 0.0011.00 0.61 0.0011.25 0.67 0.0011.50 0.74 0.0011.75 1.01 0.0012.00 1.72 0.1 112.25 1.84 0.1412.50 1.91 0.1712.75 1.96 0.1813.00 2.01 0.2013.25 2.04 0.2113.50 2.08 0.2213.75 2.11 0.2314.00 2.13 0.2414.25 2.16 0.2514.50 2.18 0.2614.75 2.20 0.2715.00 2.22 0.2715.25 2.24 0.2815.50 2.26 0.2915.75 2.27 0.2916.00 2.29 0.3016.25 2.30 0.3116.50 2.32 0.3116.75 2.33 0.3217.00 2.34 0.3217.25 2.36 0.3317.50 2.37 0.3317.75 2.38 0.3418.00 2.39 0.34
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.01
'|-.48
0.74
0.49
0.41
0.36
0.32
0.29
0.26
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.16
0.'15
0.15
0.14
0.14
0.14
0.13
Type ll 24-hr 21-year Rainfall=2.60"
Prepared by Gamba & Associates, lnc. Page 65
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 41512A07
Hydrograph for Subcatchment 75: East-Post-Pond-Bypass
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 2.41 0.3518.50 2.42 0.3518.75 2.43 0.3619.00 2.44 0.3619.25 2.45 0.3719.50 2.46 0.3719.75 2.47 0.3720.00 2.48 0.3820.25 2.48 0.3820.50 2.49 0.3820.75 2.50 0.3921.00 2.51 0.3921.25 2.52 0.4021.50 2.52 0.4021.75 2.53 0.4022.00 2.54 0.4122.25 2.55 0.4122.50 2.56 0.4122.75 2.56 0.4223.00 2.57 0.4223.25 2.58 0.4223.50 2.59 0.4323.75 2.59 0.4324.00 2.60 0.43
0.13
0.13
0.12
0.12
0.11
0.11
0.11
0.10
0.10
0.10
0.10
0.10
0.10
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
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I Storv Type tl 24-hr 2|-year Rainfall=2.60"! Prepired by Gamba & Associates, lnc. Page 67
HvdroCAD@ 8.00 s/n 004370 @ 2006 Hvdro
-
Reach 5R: Channel below Berm
Stage-Discharge
ls
lE
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t
0 10 20 30 40 50 u3,""n"r13 t"r"tuo e0 100 110 120 130
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Reach 5R: Ghannel below Berm
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1
Stage-Storage
Storag€ (cubic-feet)
E st"r"""ll--
il of , , , , , , , , ' , , , , , ', , , , n , , , , , , , , , , , , ', , n , , , , , , , , , J
- 0 200 4oo 600 800 1,000 1 ,2oo I ,400 1,600 1 ,800
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story Type ll 24-hr 2,-year Rainfall=2.60"
Prepired by Gamba & Associates, lnc. Page 69
HvdioCRO@ 8.00 sln 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Discharge for Reach 5R: Channel below Berm
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,123.07
7j23.09
7,123.11
7,123.13
7,123.15
7]23.17
7,123.19
7,123.21
7,123.23
7,123.25
7,123.27
7,123.29
7,123.31
7,123.33
7j23.35
7,123.37
7,123.39
7,123.41
7,123.43
7,123.45
7,123.47
7,123.49
7,123.51
7,123.53
7,123.55
7,123.57
7,123.59
7,123.61
7,123.63
7,123.65
7,123.67
7,123.69
7,123.71
7,123.73
7,123.75
7,123.77
7,123.79
7,123.81
7,123.83
7,123.85
7,'.t23.87
7,123.89
7,123.91
7,123.93
7,123.95
7,123.97
7,123.99
7,124.01
7,124.03
7,124.05
7,124.07
7,124.09
7,124.11
0.00
0.60
0.98
1.29
1.56
1.81
2.05
2.27
2.49
2.69
2.88
3.07
3.26
3.44
3.61
3.78
3.95
4.11
4.27
4.43
4.58
4.73
4.88
5.03
5.17
5.31
5.45
5.59
5.73
5.87
6.00
6.13
6.26
6.39
6.52
6.65
6.78
6.90
7.02
7.15
7.27
7.39
7.51
7.63
7.75
7.86
7.98
8.09
8.21
8.32
8.44
8.55
8.66
0.00
0.00
0.00
0.01
0.02
0.04
0.06
0.09
0.13
0.18
0.23
0.30
0.38
0.47
0.57
0.68
0.81
0.95
1.11
1.28
1.47
1.67
1.89
2.13
2.38
2.66
2.95
3.27
3.60
3.95
4.32
4.72
5.13
5.57
6.03
6.52
7.03
7.56
8.12
8.70
9.31
9.94
10.60
11.29
12.00
12.74
13.51
14.31
1 5.13
15.99
16.88
17.79
18.73
7,124.65
7,124.67
7,124.69
7,124.71
7,',t24.73
19.71
20.72
21.75
22.82
23.93
25.07
26.24
27.44
28.67
29.95
31.25
32.59
33.96
35.37
36.82
38.31
39.83
41.39
42.98
44.62
46.29
48.00
49.74
51.53
53.36
55.23
57.14
59.09
61.08
63.11
65.'18
67.30
69.45
7,124.13 8.77
7,124.15 8.88
7,124.17 8.99
7 ,124.19 9.'t0
7,124.21 9.21
7,124.23 9.31
7,124.25 9.42
7,124.27 9.53
7,124.29 9.63
7,124.31 9.74
7,124.33 9.84
7,124.35 9.94
7 ,124.37 10.05
7 ,124.39 10.1 5
7,124.41 10.25
7 ,124.43 '10.35
7 ,124.45 10.46
7 ,124.47 10.56
7,124.49 10.66
7,124.51 10.76
7 ,124.53 10.86
7 ,124.55 10.95
7,124.57 1 1.05
7,124.59 11.15
7 ,124.61 11.25
7,124.63 11.35
1.44
1.54
1.64
1.73
1.83
7,124.75 11.92
7,124.77 12.02
7,124.79 12.11 71.65
7,124.81 12.20 73.89
7,124.83 12.30 76.18
7,124.85 12.39 78.51
7,124.87 12.48 80.89
7,124.89 12.57 83.31
7,124.91 12.67 85.77
7,124.93 12.76 88.28
7,124.95 12.85 90.83
7,124.97 12.94 93.43
7,124.99 13.03 96.08
7,125.01 13.12 98.77
7,125.03 13.21 101 .51
7,125.05 13.30 104.29
7,125.07 13.39 107.12
7 ,125.09 13.48 1 10.01
7,125.11 13.57 112.94
7 ,125.13 13.66 1 15.91
7 ,125.15 13.74 1 18.94
7 ,125.17 13.83 122.01
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,125.19 13.92 125.14
7,125.21 14.01 128.31
7 J2s.23 14.10 131.53
7,125.25 14.18 134.80
7,125.27 14.27 138.12
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 2\-year Rainfall=2.60"
Page 71
HvdioCRD@ 8.OO s/n O0+SZO @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Pond 4P: East-pond
lnflow Area =lnflow =
Outflow =Primary =
34.220 ac, lnflow Depth > 1.13" for
47.99 cfs @ 12.09 hrs, Volume=
47.66 cfs @ 12.09 hrs, Volume=
47 .66 cfs @ 12.09 hrs, Volume=
25-year event
3.214 af
3.1 83 af, Atten= 1o/o, lag= 0.3 min
3.183 af
Routing by Stor-lnd method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 7,127.04' @ 12.09 hrs Surf.Area= 0.023 ac Storage= 0.064 af
Plug-Flow detention time= 8.2 min calculated for 3.175 af (99o/o of inflow)
Center-of-Mass det. time= 2.7 min (849.2 - 846.5 )
lnvert Avail.Storage Storage Description
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#1 7,120.00',0.089 af Custom Stage Data (Conic)Listed below (Recalc)
Elevation Surf.Area lnc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres)
7,120.00
7,122.00
7,124.00
7,126.00
7,128.00
0.000
0.004
0.010
0.017
0.030
0.000
0.003
0.014
0.027
0.046
0.000
0.003
0.016
0.043
0.089
0.000
0.004
0.011
0.019
0.033
Device Routino lnvert Outlet Devices
#1 Primary
Primary OutFlow Max=47.16 cfs @ 12.09 hrs HW=7,'127.03' (Free Discharge)
t-1=Slrarp-Crested Vee/Trap Weir (Weir Controls 47.16 cfs @ 3.69 fps)
7,125.07' 136.4 deg x 1.6' long x 3.00' rise Sharp'Crested Veeffrap Weir
C= 2.48
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Prepared by Gamba & Associates, lnc.
Elevation Primary(feet) (cfs)
7,120.00
7,120.04
7,120.08
7J20.12
7j20.16
7,120.20
7,120.24
7,120.28
7j20.32
7,120.36
7,120.40
7,120.44
7,120.48
7,120.52
7,120.56
7,120.60
7,120.64
7,120.68
7,120.72
7j20.76
7j20.80
7,120.84
7,120.88
7,120.92
7,120.96
7,121.O0
7,121.04
7,121.08
7,121.12
7,121.16
7,121.20
7,121.24
7,121.28
7,121.32
7,121.36
7,121.40
7,121.M
7 ,121.48
7,121.52
7 ,121.56
7,121.60
7 j21.64
7 ,121.68
7,121.72
7,121.76
7 ,121.80
7,121.84
7,121.88
7,121.92
7 ,121.96
7,122.00
7,122.04
7,122.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation Primary(feet) (cfs)
7,122.12
7,122.16
7,122.20
7,122.24
7,122.28
7,122.32
7,122.36
7,122.40
7,122.44
7,122.48
7,122.52
7,122.56
7,122.60
7,122.64
7,122.68
7,122.72
7,122.76
7J22.80
7,122.84
7,122.88
7,122.92
7,122.96
7,123.00
7,123.O4
7,123.08
7,123.12
7,123.16
7j2320
7,123.24
7,123.28
7,123.32
7,123.36
7,123.40
7,123.44
7,123.48
7,123.52
7j23.56
7,123.60
7,123.64
7,123.68
7,123.72
7,123.76
7,123.80
7,123.84
7,123.88
7,123.92
7,123.96
7,124.00
7,124.04
7,124.08
7,124.12
7j24.16
7,124.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
HvdroCAD@ 8.00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Discharge for Pond 4P: East-pond
Elevation Primary(feet) (cfs)
7,124.24
7,124.28
7,124.32
7,124.36
7,124.40
7,124.44
7,124.48
7,124.52
7,124.56
7j24.60
7j24.64
7,124.68
7,124.72
7,124.76
7,124.80
7,124.84
7,124.88
7,124.92
7,124.96
7,125.00
7,125.04
7,125.08
7j25.12
7,125.16
7,125.20
7,125.24
7,125.28
7,125.32
7,125.36
7j25.40
7,125.44
7,125.48
7,125.52
7,125.56
7,125.60
7,125.64
7,125.68
7,125.72
7,125.76
7,125.80
7,125.U
7,125.88
7,125.92
7,125.96
7,126.00
7,126.04
7,126.08
7,126.12
7,126.16
7,126.20
7,126.24
7,126.28
7,126.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.06
0.15
0.27
0.42
0.60
0.81
1.06
1.33
1.63
1.97
2.34
2.74
3.18
3.66
4.17
4.71
5.29
5.92
6.s8
7.28
8.02
8.80
9.62
10.48
1 1.39
12.34
13.34
14.37
15.46
16.59
17.76
Type ll 24-hr 21-year Rainfall=2.60"
Page 75
Elevation Primary(feet) (cfs)
18.99
20.26
21.58
22.94
24.36
25.82
27.34
28.91
30.53
32.20
33.92
35.69
37.52
39.41
41.34
43.34
45.38
47.49
49.65
51.87
54.14
56.47
58.87
61.32
63.82
66.39
69.02
71.71
74.46
77.28
80.15
83.09
86.09
89.1 5
92.28
95.47
98.73
7 ,127 .84 102.05
7,127.88 105.43
7,127 .92 108.89
7,127.96 112.417j28.00 1 15.99
7 ,128.04 119.64
7,126.36
7j26.40
7,126.44
7,126.48
7,126.52
7,126.56
7,126.60
7,126.64
7,126.68
7,126.72
7,126.76
7,126.80
7,126.84
7,126.88
7,126.92
7,126.96
7j27.00
7,127.04
7,127.08
7,127.12
7,127.16
7,127.20
7,127.24
7,127.28
7,127.32
7,127.36
7,127.40
7,127.44
7,127.48
7,127.52
7,127.56
7,127.60
7,127.64
7,127.68
7,127.72
7,127.76
7,127.80
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story Type ll 24-hr 2,-year Rainfall=2.60"
Prepired by Gamba & Associates, lnc. Page 77
tlvOioCROO 8.OO sln OO+SZO O ZO06 HvdroCAD Software Solutions LLC 4/5/2007
Link 6L: Outfall of East Basin
lnflow Area = 40.880 ac, lnflow Depth > 1.00" for Z5'year event
lnflow = 50.13 cfs @ 12.10 hrs, Volume=
Primary = 50.13 cfs @ 12.10 hrs, Volume=
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
3.422 a'f
3.422 af, Atten= 0%, Lag= 0.0 min
Link 6L: Outfall of East Basin
Hydrograph
lnflow Area=40.880 ac
13 14 '15 16 17 18 19
Time (hour8)
6
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Prepared by Gamba & Associates,lnc,
Type ll 24-hr SO-year Rainfall=2.80"
Page 79
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8.00 s/n 004370 O 2006 Solutions LLC
Time span=s.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff bY SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-lnd method
Subcatchment 3S: East-Post-Trib-to-pond Runoff Area=34.220 ac Runoff Depth>1.28"
Flow Length=2,419' Tc=15.9 min CN=83 Runoff=54.76 cfs 3.656 af
Subcatchment 73: East-Post-Pond-Bypass Runoff Area=6.660 ac Runoff Depth>0.52"
Flow Length=743' Tc=13.6 min CN=68 Runoff=3.88 cfs 0.291 af
Reach 5R: Channet below Berm Avg. Depth=1.55' Max Vel=1 1.29 fps lnflow=54.39 cfs 3.625 af
n=0.040 L='t86.2' S=0.1508'/' Capacity='1f,8.12 cfs Outflow=53.83 cfs 3.624 af
Pond 4P: East-pond
Link 6L: Outfall of East Basin
Peak Elev=7 ,127.16' Storage=0.067 af lnflow=54.76 cfs 3.656 af
Outflow=54.39 cfs 3.625 af
lnflow=57.68 cfs 3.915 af
Primary=57.68 cfs 3.915 af
Total Runoff Area = 40.880 ac Runoff Volume = 3.946 af Average Runoff Depth = 1.16"
1OO.0O% Pervious Area = 40.880 ac 0.00% lmpervious Area = 0.000 ac
story Type ll 24-hr S}-year Rainfall=2.80"
Prepired by Gamba & Associates, lnc. Page 81
HvOioCROO g.OO s/n OO+SZO O ZO06 HvOToCAD Software Solutions LLC 4/5/2007
f: Ru;rftl-
Subcatchment 35: East-Post-Trib-to'pond
Hydrograph
Type ll 24-hr 50-Year
Rainfall=2.80"
Runoff Area=34.220 ac
Runoff Volume=3.656 af
Runoff Depth>l.28"
Flow Length=2,419'
lc=15.9 min
CN=83
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Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S)-year Rainfall=2.80"
Page 83
HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
Subcatchment 75: East-Post-Pond-Bypass
Runoff = 3.88 cfs @ 12.08 hrs, Volume=0.291 af, Depth> 0.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr SO-year Rainfall=2.80"
Area (ac) CN Description
3.510 75 Pinyon/juniper range, Poor, HSG B
2.720 58 Pinyon/juniper range, Fair, HSG B0.010 58 Pinyon/juniper range, Fair, HSG B
O.42O 80 Pinyon/iuniper ranqe, Fair, HSG D
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6.660 68 Weighted Average
6.660 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)
11.7
1.1
0.8
100 0.2000 0.14
284 0.7500 4.33
359 0.5000 7.96
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 1.7O"
Shallow Goncentrated Flow, Shallow Conc.
Woodland Kv= 5.0 fps
5.57 Channel Flow, channel Flow
Area= 0.7 sf Perim= 4.2' r= 0.17' n= 0.040
13.6 743 Total
Subcatchment 7S: East-Post-Pond-Bypass
13 14 15 16
Tlmo (hours)
I= Runoffl|.d
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Hydrograph
Type ll 24-hr S0ryear
Rainfall=2.80"
Runoff Area=6.660 ac
Runoff Volume=0.291 af
Runoff Depth>0.52"
Flow Length=743'
Tc=13.6 min
GN=68
10 11 12 17 18 10
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr S}-year Rainfall=2.80"
Page 85
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70 0 2006 Solutions LLC
Reach 5R: Channel below Berm
lnflow Area = 34.220 ac, lnflow Depth > 1.27"
lnflow = 54.39 cfs @ 12.09 hrs, Volume=
Outflow = 53.83 cfs @ 12.10 hrs, Volume=
for SO-year event
3.625 af
3.624 af, Atten= 1o/o, Lag= 0.5 min
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Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Max. Velocity= 11.29 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 4.91 fps, Avg. TravelTime= 0'6 min
Peak Storage= 893 cf @ 12.09 hrs, Average Depth at Peak Storage= 1.55'
Bank-Full Depth= 2.20', Capacity at Bank-Full= 138.12 cfs
0.00' x 2.20' deep channel, n= 0.040
Side Slope Z-value= 2.0'l' Top Width= 8.80'
Length= 186.2' Slope= 0.1508 '/'
lnlet lnvert= 7,123.07', Outlet lnvert= 7,095.00'
Reach 5R: Ghannel below Berm
7 I 9 10 11 12 13 14 15 16 17 18 19 20 21
Hydrograph
lnflow Area=34.220 ac
Avg. Depth={.55'
Max Vel=11.29 fps
n=0.040
L=186.2'
S=0.1508 '/'
CaPacity=l38.12 cfs
Tlme (houra)
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story Type ll 24-hr S0-year Rainfall=2.80"
Prepired by Gamba & Associates, lnc. Page 87
HvdioCnO@ LOO s/n OO+3ZO O ZOOO HvdroCAD Software Solutions LLC 4/5/2007
Hydrograph for Reach 5R: Channel below Berm
Storage Elevation Outflow(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 7,123.07 0.00
Time
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00
10.50
11.00
11.50
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.50
16.00
16.50
17.00
17.50
18.00
18.50
19.00
19.50
20.00
20.50
21.00
21.50
22.00
22.50
23.00
23.50
24.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.00
2.24
41.65
1'.,.23
5.10
3.76
2.96
2.51
2.27
2.04
1.80
1.63
1.55
1.46
1.38
1.29
1.20
1.11
1.02
0.96
0.95
0.93
0.91
0.90
0.88
0.86
0.85
o 7,123.070 7,123.070 7,123.070 7,123.07o 7,123.07
0 7,123.07o 7,123.070 7,123.070 7,123.07
0 7,123.070 7,123.07
44 7,123.42
81 7,123.54
722 7,124.46
277 7,123.93
152 7,123.71
121 7,123.64
10'l 7,123.59
89 7,123.56
83 7,123.54
76 7,123.52
70 7j235065 7,123.49
62 7,123.48
59 7,123.47
57 7,',123.46
54 7,123.45
51 7,123.44
48 7,123.43
45 7,123.42
44 7,123.41
43 7,123.41
42 7,123.41
42 7,123.40
41 7,123.40
41 7,123.40
40 7,123.40
39 7,123.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.98
2.19
39.69
11.56
5.14
3.78
2.98
2.51
2.28
2.04
1.80
1.63
1.55
1.46
1.38
1.29
1.20
1.11
1.02
0.97
0.95
0.93
0.91
0.90
0.88
0.86
0.85
Story
Prepared by Gamba & Associates,lnc.
Type ll 24-hr 5O-year
LLC
Rainfall=2.80"
Page 89
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8.00 s/n 004370 @ AD Software
Elevation End-Area(feet) (sq-ft)
Stage'Area-storage for Reach 5R: Channel below Berm
Storage
(cubic-fqqQ
0
1
4
8
15
23
34
46
60
75
93
113
134
157
183
209
238
269
302
336
372
411
451
493
536
582
629
679
730
783
838
895
953
1,014
1,076
1,141
1,207
1,275
1,344
1,416
1,490
1,565
1,642
1,721
1,802
7,123.07
7,123.12
7,123.17
7,123.22
7,123.27
7,123.32
7,123.37
7,123.42
7,123.47
7,123.52
7,123.57
7,123.62
7,123.67
7,123.72
7,123.77
7,123.82
7,123.87
7,123.92
7,123.97
7,124.02
7,124.07
7,124.12
7,124.17
7,124.22
7,124.27
7,124.32
7,124.37
7,124.42
7,124.47
7,124.52
7,124.57
7,124.62
7,124.67
7,124.72
7,124.77
7,124.82
7,124.87
7,124.92
7,124.97
7j25.02
7,125.07
7,125.12
7,125.17
7,125.22
7,125.27
0.0
0.0
0.0
0.0
0.1
0.1
0.2
0.2
0.3
0.4
0.5
0.6
0.7
0.8
1.0
1.1
1.3
1.4
1.6
'1.8
2.0
2.2
2.4
z.o
2.9
3.1
3.4
3.6
3.9
4.2
4.5
4.8
5.1
5.4
5.8
6.1
6.5
6.8
7.2
7.6
8.0
8.4
8.8
9.2
9.7
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story Type ll 24-hr S}-year Rainfall=2.80"
Prepired by Gamba & Associates, lnc. Page 91
UvaioclO@ 8.OO s/n 00+320 O 2O06 UvdroCRO Software Solutions LLC 4/5/2007
Pond 4P: East-pond
Hydrograph
13 14 15 16 17 18
Time (hours)
Pond 4P: East-pond
Stage-Discharge
@
50 60 70
Dlschargo (cfs)
lnflow Area=34.220 ac
Peak Elev=7 ,127.16'
Storage=0.067 af
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erepireO by Gamba & Associates, lnc. Page 93
HvJitCRoo a.oo sln oo+gzo o zooo HvorocRo sottvvare sotutions t-t-c 4/5/2007
Hydrograph for Pond 4P: East-Pond
Storage Elevation(hours) (cfs) (acre-feet) (feet) (cfs)
5.00 0.00 0.000 7,120.00 0.00
5.50 0.00 0.000 7,120.00 0.00
6.00 0.00 0.000 7j20.00 0.00
6.50 0.00 0.000 7j20.00 0.00
7.00 0.00 0.000 7,120.00 0.00
7.50 0.00 0.000 7,120.00 0.00
8.00 0.00 0.000 7120.00 0.00
8.50 0.00 0.000 7,120.00 0.00
9.00 0.00 0.000 7,120.00 0.00
9.50 0.07 0.001 7,121.44 0.00
10.00 0.23 0.007 7 ,122.86 0.00
10.50 0.51 0.022 7,124.52 0.00
1 1.00 1.04 0.033 7,125.35 1.00
11.50 2.31 0.035 7,12s.51 2.24
12.00 42.99 0.061 7,126.93 41.65
12.50 10.94 0.044 7,126.07 11.23
13.00 5.05 0.039 7,125.75 5.10
13.50 3.73 0.037 7,125.65 3.76
14.00 2.94 0.036 7,125.58 2.96
14.50 2.50 0.035 7 ,125.54 2.51
15.00 2.26 0.035 7 ,125.51 2.27
15.50 2.03 0.035 7 J25/9 2.04
16.00 1.79 0.034 7,125.46 1.8016.50 1.63 0.034 7,125.44 1.63
17.00 1 .54 0.034 7 ,125.43 ',l .55
17.50 1.46 0.034 7,125.42 1.46
18.00 1.37 0.034 7,125.41 1.38
18.50 1.28 0.033 7,125.39 1.29
19.00 1 .20 0.033 7 ,125.38 I .20
19.50 I .11 0.033 7 ,125.37 1 .11
20.00 1.02 0.033 7,125.35 1.02
20.50 0.96 0.033 7,125.34 0.96
21.00 0.95 0.033 7,125.34 0.95
21.50 0.93 0.033 7,125.34 0.93
22.00 0.91 0.032 7,125.34 0.91
22.50 0.90 0.032 7,125.33 0.90
23.00 0.88 0.032 7,125.33 0.88
23.50 0.86 0.032 7,125.33 0.86
24.00 0.85 0.032 7,125.33 0.85
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ll
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0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.003
0.003
0.003
0.004
0.004
0.004
0.004
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.008
0.008
0.008
0.009
0.009
0.009
0.010
0.010
0.010
0.011
0.011
0.011
0.o12
0.012
0.012
0.013
0.013
0.013
0.014
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0"000
0.000
0.001
0.001
0.001
0.001
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0.002
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0.004
0.004
0.005
0.006
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0.010
0.011
0.012
0.013
0.013
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.022
0.023
0.024
0.025
0.027
0.028
0.029
0.031
0.014
0.0'15
0.015
0.015
0.016
0.016
0.017
0.017
0.018
0.018
0.019
0.019
0.020
0.021
0.021
0.022
0.022
0.023
0.024
0.o24
0.025
0.026
0.026
o.o27
0.028
0.029
0.029
0.030
0.032
0.033
0.035
0.036
0.038
0.040
0.041
0.043
0.045
0.046
0.048
0.050
0.052
0.054
0.056
0.058
0.061
0.063
0.065
0.068
0.070
0.073
0.075
0.078
0.081
0.083
0.086
0.089
story Type tl 24-hr S}-year Rainfall=2.80"
Prepired by Gamba & Associates, lnc. Page 95
HvOioCRCrGr S.0O s/n O0+SZO @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
Stage-Area€torage for Pond 4P: East-pond
Elevation Surface Storage(feet) (acres) (acre-feet)
Elevation Surface Storage(feet) (acres) (acrqlPe!)
7j20.00
7,120.10
7,120.20
7j20.30
7,120.40
7,120.50
7,120.60
7,120.70
7,120.80
7,',t20.90
7,121.00
7,121.10
7,121.20
7,121.30
7,121.40
7,121.50
7,121.60
7,121.70
7,121.80
7 ,121.90
7,122.00
7,122.10
7,122.20
7,122.30
7,122.40
7,122.50
7,122.60
7j22.70
7,122.80
7,122.90
7,123.00
7,123.10
7,123.20
7,123.30
7,123.40
7,123.50
7,123.60
7,123.70
7,123.80
7,123.90
7,124.00
7,124.10
7J24.20
7,124.30
7,124.40
7,124.50
7,124.60
7,124.70
7,124.80
7,124.90
7j25.00
7,125.10
7,125.20
7,125.30
7,125.40
7,125.50
7,125.60
7,125.70
7,125.80
7,125.90
7,126.00
7,126.10
7,126.20
7,126.30
7,126.40
7,126.50
7,126.60
7,126.70
7,126.80
7,126.90
7,127.00
7,127.10
7,127.20
7,127.30
7,127.40
7,127.50
7,127.60
7,127.70
7,127.80
7,127.90
7,128.00
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Time lnflow Elevation Primary(hours) (cfs) (feet) (cfs)
5.00 0.00 0.00 0.00
5.25 0.00 0.00 0.00
5.50 0.00 0.00 0.005.75 0.00 0.00 0.006.00 0.00 0.00 0.006.25 0.00 0.00 0.00
6.50 0.00 0.00 0.006.75 0.00 0.00 0.00
7.00 0.00 0.00 0.007.25 0.00 0.00 0.007.50 0.00 0.00 0.007.75 0.00 0.00 0.008.00 0.00 0.00 0.008.25 0.00 0.00 0.008.50 0.00 0.00 0.008.75 0.00 0.00 0.009.00 0.00 0.00 0.00
9.25
9.50
0.00 0.00 0.000.00 0.00 0.00
9.75 0.00 0.00 0.00
10.00 0.00 0.00 0.00
10.25 0.00 0.00 0.00
10.50 0.00 0.00 0.00
10.75 0.54 0.00 0.54
11.00 0.98 0.00 0.98
11.25 1.41 0.00 1.41
11.50 2.19 0.00 2.19
11.75 6.06 0.00 6.06
12.00 42.45 0.00 42.45
12.25 33.11 0.00 33.11
12.50 12.44 0.00 12.44
12.75 7 .25 0.00 7.25
13.00 5.63 0.00 5.63
13.25 4.73 0.00 4.73
13.50 4.16 0.00 4.16
13.75 3.67 0.00 3.67
14.00 3.28 0.00 3.28
14.25 2.95 0.00 2.95
14.50 2.78 0.00 2.78
14.75 2.65 0.00 2.65
15.00 2.52 0.00 2.52
15.25 2.39 0.00 2.3915.50 2.26 0.00 2.26I 1s.7s 2.13 o.oo z.i3I 16.00 2.oo o.oo 2.oo
16.25 1.88 0.00 1.88
16.50 1.82 0.00 1.82
16.75 1 .77 0.00 1.77
17.00 1 .72 0.00 1.72
17.25 1.68 0.00 1.68
17.50 1 .63 0.00 1.63
17.75 1.58 0.00 1.58
18.00 1 .53 0.00 1.53I
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story Type tt 24-hr S}-year Rainfall=2'80"
FiepareO by Gamba & Associates, lnc. Page 97
HvoiocRoo g.oo sln oo+gzo o zooo ttvorocRo sottware sotutions ttc 4/5/2007
Hydrograph for Link 6L: Outfall of East Basin
Time lnflow Elevation Primary
(hours) (cfs) (feet) (cfs)
18.25 1.49 0.00 1.49
18.50 1 .44 0.00 1 .44
18.75 1.39 0.00 1.39
19.00 1.34 0.00 1 .34
19.25 1.29 0.00 1.29
19.50 1.24 0.00 1.24
19.75 1 .19 0.00 1 .19
20.00 1.14 0.00 1.14
20.25 1.10 0.00 1.10
20.50 1.08 0.00 1.08
20.75 1.07 0.00 1.o7
21.00 1.06 0.00 1.06
21.25 1.05 0.00 1.05
21.50 1.04 0.00 1 .04
21.75 1.03 0.00 1.03
22.00 1.02 0.00 1.02
22.25 1.01 0.00 1.01
22.50 1.00 0.00 1.00
22.75 1.00 0.00 1.00
23.00 0.99 0.00 0.99
23.25 0.98 0.00 0.98
23.50 0.97 0.00 0.97
23.75 0.96 0.00 0.96
24.00 0.95 0.00 0.95
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1ol-year *r,*r,J;l:
"y;HvdroCAD@ 8.00 s/n 004370 O 2006 HvdroCAD Software Solutions LLC 41512007
Subcatchment 35 : East-Post-Trib-to-pond
Runoff = 65.15 cfs @ 12.08 hrs, Volume=4.338 af, Depth> 1.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type ll 24-hr 100-year Rainfall=3.10"
Area (ac) CN Description
1.940 80 Pinyon/juniper range, Fair, HSG D
18.190 89 Pinyon/juniper range, Poor, HSG D
6.700 80 Pinyon/juniper range, Fair, HSG D
2.920 80 Pinyon/juniper range, Fair, HSG D
0.980 80 Pinyon/juniper range, Fair, HSG D1.060 58 Pinyon/juniper range, Fair, HSG B0.770 58 Pinyon/juniper range, Fair, HSG B1.660 75 Pinyon/iuniper range, Poor, HSG B
34.22O 83 Weighted Average
34.220 Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (fvft) (fUsec) (cfs)
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13.4 112 0.1786
0.4 166 0.6033
2.1 2,141 0.4233
0.14
7.77
'r6.85
Sheet Flow, top of ridge
Woods. Light underbrush n= 0.400 P2= 1.70"
Shallow Concentrated Flow, shallow concentrated
Nearly Bare & Untilled Kv= 10.0 fps
65.72 Channel Flow, channelflow
Area= 3.9 sf Perim= 6.7' t= 0.58' n= 0.040
15.9 2,419 Total
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Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1)}-year Rainfall=3.14"
Page 101
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8.00 s/n 004370 @ 2006 H Software
Hydrograph for Subcatchment 35: East-Post'Trib-to-pond
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
Time Precip. Excess
(hours) (inches) (inches)
Runoff
(clil
s.00 0.20 0.005.25 0.21 0.005.50 0.22 0.005.75 0.23 0.006.00 0.25 0.006.25 0.26 0.006.50 0.28 0.006.75 0.29 0.007.00 0.31 0.007.25 0.32 0.007.50 0.34 0.007.75 0.36 0.008.00 0.37 0.008.25 0.39 0.008.50 0.41 0.008.75 0.43 0.009.00 0.46 0.009.25 0.48 0.009.50 0.51 0.009.75 0.53 0.0110.00 0.56 0.0110.25 0.59 0.0210.50 0.63 0.0210.75 0.68 0.0311.00 0.73 0.0411.25 0.79 0.0611.50 0.88 0.0911.75 1.20 0.2212.00 2.06 0.7312.25 2.19 0.8312.50 2.28 0.8912.75 2.34 0.9413.00 2.39 0.9813.25 2.44 1.0113.50 2.48 1.0413.7s 2.51 1.0614.00 2.54 1.0914.25 2.57 1.1114.50 2.60 1.1314.75 2.62 1.1515.00 2.65 1 .1715.25 2.67 1.1815.50 2.69 1.2015.75 2.71 1.2216.00 2.73 1.2316.25 2.75 1.2416.50 2.76 1.2616.75 2.78 1.2717.00 2.80 1.2817.25 2.81 1.3017.50 2.83 1.3117.75 2.84 1.3218.00 2.86 1.33
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.07
0.15
0.23
0.31
0.43
0.58
0.79
1.06
1.46
2.03
3.04
8.92
51.74
33.63
12.77
7.45
5.85
4.91
4.32
3.80
3.39
3.05
2.88
2.74
2.61
2.47
2.U
2.20
2.06
1.93
1.87
1.82
1.77
1.72
1.67
1.62
1.57
1.34
1.35
1.36
1.37
1.38
1.39
1.40
1.41
1.42
1.42
1.43
1.44
1.45
1.45
1.46
1.47
1.48
1.48
1.49
1.50
1.51
1.51
1.52
1.53
1.52
1.47
1.42
1.37
1.32
1.27
1.22
1.17
1.12
1.10
1.09
1.08
1.08
1.07
1.06
1.05
1.04
1.03
1.02
1.01
1.00
0.99
0.98
0.97
18.25 2.8718.50 2.8818.75 2.8919.00 2.9119.25 2.9219.50 2.9319.75 2.9420.00 2.9520.25 2.9620.50 2.9720.75 2.9821.00 2.9921.25 3.0021.50 3.0121.75 3.0222.00 3.0322.25 3.0422.50 3.0522.75 3.0623.00 3.0723.25 3.0723.50 3.0823.75 3.0924.OA 3.10
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story Type ll 24-hr 100-year Rainfall=3.10"
Preplred by Gamba & Associates, lnc. age 103
HvaioCROO g.OO sln OO+aZO O ZOOO HvOToCRO Software Solutions LLC 4/5/2007
Hydrograph for Subcatchment 75: East-Post'Pond-Bypass
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
5.00 0.20 0.005.25 0.21 0.005.50 0.22 0.005.75 0.23 0.006.00 0.25 0.006.25 0.26 0.006.50 0.28 0.006.75 0.29 0.007.00 0.31 0.007.25 0.32 0.007.50 0.34 0.007.75 0.36 0.008.00 0.37 0.008.25 0.39 0.008.50 0.41 0.008.75 0.43 0.009.00 0.46 0.009.25 0.48 0.009.50 0.51 0.009.75 0.53 0.0010.00 0.56 0.0010.25 0.59 0.0010.50 0.63 0.0010.75 0.68 0.0011.00 0.73 0.0011.25 0.79 0.0011.50 0.88 0.0011.75 1.20 0.0112.00 2.06 0.2112.25 2.19 0.2612.50 2.28 0.3012.75 2.34 0.3213.00 2.39 0.3413.25 2.44 0.3613.50 2.48 0.3813.75 2.51 0.3914.00 2.54 0.4114.25 2.57 0.4214.50 2.60 0.4314.75 2.62 0.4415.00 2.65 0.4515.25 2.67 0.4615.50 2.69 0.4715.75 2.71 0.4816.00 2.73 0.4916.25 2.75 0.5016.50 2.76 0.5116.75 2.78 0.5217.00 2.80 0.5217.25 2.81 0.5317.50 2.83 0.5417.75 2.84 0.5518.00 2.86 0.55
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
18.25 2.87 0.5618.50 2.88 0.5718.75 2.89 0.5719.00 2.91 0.5819.25 2.92 0.5919.50 2.93 0.5919.75 2.94 0.6020.00 2.95 0.6020.25 2.96 0.6',120.50 2.97 0.6120.75 2.98 0.6221.00 2.99 0.6221.25 3.00 0.6321.50 3.01 0.6321.75 3.02 0.6422.00 3.03 0.6422.25 3.04 0.6522.50 3.05 0.6522.75 3.06 0.6623.00 3.07 0.6623.25 3.07 0.6723.50 3.08 0.6723.75 3.09 0.6724.OO 3.10 0.68
0.00
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0.00
0.00
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0.00
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0.00
0.00
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0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
4.00
2.41
1.13
0.73
0.61
0.52
0.47
0.42
0.38
0.34
0.33
0.31
0.30
0.29
0.27
0.26
0.24
0.23
0.22
0.22
0.21
0.21
0.20
0.20
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.15
0.14
0.14
0.14
0.14
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.12
0.12
o.12
I 3[#*o by Gamba & Associates, lnc.
Type ll 24-hr 1O}-year Rainfall=3.l0'.'
Page 105
ttvOioCROO 8.OO sln OO+SZ0 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007
I Reach 5R: channel below Berm
Stage-DischargeI
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Reach 5R: Channel below Berm
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Stage-Storage
Storage (cubic-feet)
II of-, , , , ' , , , , , , , , , , , , , , , , , , ' ' ' , , ' , ' '' ' , ' " ' , ' '' ' ,]r o zoo 4oo oo0 8oo 1,000 1 ,200 1 ,400 1 ,600 1 ,800
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Prepared by Gamba & Associates, lnc.
Type ll 24-hr 11O-year Rainfall=3.10",
Page '107
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Stage-Discharge for Reach 5R: Channel below Berm
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,123.07 0.00
7,123.09 0.60
7,123.11 0.98
7 ,123.13 1.29
7,123.15 1.56
7,123.17 1.81
7,123.19 2.05
7,123.21 2.27
7,123.23 2.49
7,123.25 2.69
7,123.27 2.88
7,123.29 3.07
7,123.31 3.26
7,123.33 3.44
7,123.35 3.61
7,123.37 3.78
7,123.39 3.95
7,123.41 4.11
7,123.43 4.27
7,123.45 4.43
7,123.47 4.58
7,123.49 4.73
7,123.51 4.88
7,',t23.53 5.03
7,123.55 5.17
7,123.57 5.31
7,123.59 5.45
7,123.61 5.597,123.63 5.73
7,123.65 5.87
7,123.67 6.00
7,123.69 6.13
7,123.71 6.26
7,123.73 6.39
7,123.75 6.52
7,123.77 6.657,123.79 6.78
7,123.81 6.907,123.83 7.02
7,123.85 7.15
7,123.87 7.27
7,123.89 7.39
7,123.91 7.51
7,123.93 7.63
7,123.95 7.75
7,123.97 7.86
7,123.99 7.98
7,124.01 8.09
7,124.03 8.21
7,124.05 8.32
7,124.07 8.44
7,124.09 8.55
7,124.11 8.66
Elevation Velocity Discharge
(feet) (fVsec) (cfs)
7,124.13 8.77 19.71
7,124.15 8.88 20.72
7,124.17 8.99 21.75
7,124.19 9.10 22.82
7,124.21 9.21 23.93
7,124.23 9.31 25.07
7,124.25 9.42 26.24
7,124.27 9.53 27.44
7,124.29 9.63 28.67
7,124.31 9.74 29.95
7,124.33 9.84 31.25
7,124.35 9.94 32.59
7 ,124.37 10.05 33.96
7 ,124.39 '10.1 5 3s.37
7,124.41 10.25 36.82
7 ,124.43 10.35 38.31
7,124.45 10.46 39.83
0.00
0.00
0.00
0.01
0.02
0.04
0.06
0.09
0.13
0.18
0.23
0.30
0.38
0.47
0.57
0.68
0.81
0.95
1.11
1.28
1.47
1.67
1.89
2.13
2.38
2.66
2.95
3.27
3.60
3.95
4.32
4.72
5.13
5.57
6.03
6.52
7.03
7.56
8.12
8.70
9.31
9.94
10.60
11.29
12.00
12.74
13.51
14.31
1 5.13
15.99
16.88
17.79
18.73
7,124.47 10.56
7,124.49 10.66
7 ,124.51 10.76
7 ,124.53 10.86
7 ,124.55 10.95
41.39
42.98
44.62
46.29
48.00
7,124.57 1 1.05 49.74
7,124.59 11.15 51.53
7 ,124.61 11.25 53.36
7,124.63 11.35 55.23
7 ,124.65 11.44 57 .14
7 ,124.67 11.54 59.09
7,124.69 11.64 61.08
7,124.71 11.73 63.11
7 ,124.73 I 1 .83 65.18
7 ,124.75 11.92 67.30
7,124.77 12.02 69.45
7,124.79 12.11 71.65
7,124.81 12.20 73.89
7,124.83 12.30 76.18
7,124.85 12.39 78.51
7,124.87 12.48 80.89
7,124.89 12.57 83.31
7,124.91 12.67 85.77
7,124.93 12.76 88.28
7,124.95 12.85 90.83
7,124.97 12.94 93.43
7 ,124.99 13.03 96.08
7,125.01 13.12 98.77
7 ,125.03 13.21 101 .51
7 j25.05 13.30 104.29
7,125.07 13.39 107.12
7 ,125.09 13.48 1 10.01
7 ,125.11 13.57 112.94
7 ,125.13 13.66 1 15.91
7,125.15 13.74 118.94
7,125.17 13.83 122.01
Elevation Velocity Discharge
(feet) (fUsec) (cfs)
7,125.19 13.92 125.14
7,125.21 14.01 128.31
7,125.23 14.10 131.53
7 ,125.25 14.18 134.80
7,125.27 '.14.27 138.12
Story
Prepared by Gamba & Associates, lnc.
Type ll 24-hr 1)}-year Rainfall=3.l0"t
Page 109
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8.00 s/n utions LLC
Pond 4P: East-pond
34.220 ac, lnflow Depth > 1 .52" for 10O-year event
65.15 cfs @ 12.08 hrs, Volume= 4.338 af
64.75 cfs @ 12.09 hrs, Volume= 4.307 af, Atten= 1o/o, lag= 0.3 min
64.75 cfs @ 12.09 hrs, Volume= 4.307 at
lnflow Area =lnflow =
Outflow =
Primary =
Routing by Stor-lnd method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 7,127.33'@ 12.09 hrs Surf.Area= 0.025 ac Storage= 0.071 af
Plug-Flow detention time= 6.6 min calculated for 4.296 af (99% of inflow)
Center-of-Mass det. time= 2.4 min ( 840.4 - 838.0 )
Volume lnvert Avail.Storage Storage Description
#1 7,120.00' 0.089 af Custom Stage Data (Conic)Listed below (Recalc)
Elevation Surf.Area lnc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres)
7,120.00 0.000
7,122.00 0.004
7 ,124.00 0.010
7,126.00 0.0177,128.00 0.030
0.000
0.003
0.014
0.027
0.046
0.000 0.0000.003 0.0040.016 0.011
0.043 0.0190.089 0.033
Device Routing lnvert Outlet Devices
#1 Primary 7,125.07' 136.4 deg x 1.6' long x 3.00' rise Sharp-Crested Vee/Trap Weir
C= 2.48
Primary OutFtow Max=63.91 cfs @ 12.09 hrs HW=7,127.32' (Free Discharge)
t-1=Slrarp-Crested Vee/Trap Weir (Weir Controls 63.91 cfs @ 3.93 fps)
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Story
Prepared by Gamba & Associates, lnc.
Elevation Primary(feet) (cfs)
7,120.00
7,120.04
7,120.08
7j20.12
7j20.16
7,120.20
7,120.24
7,120.28
7,120.32
7,120.36
7,120.40
7,120.44
7,120.48
7j20.52
7J20.56
7j20.60
7j20.64
7,120.68
7j20.72
7,120.76
7,120.80
7,120.84
7j20.88
7j20.92
7,120.96
7,121.O0
7 ,121.04
7,121.08
7 ,121.12
7 ,121.16
7 ,121.20
7 ,121.24
7,121.28
7,121.32
7,121.36
7,121.40
7,121.44
7 ,121.48
7,121.52
7,121.56
7,121.60
7,121.64
7,121.68
7,121.72
7,121.76
7,121.80
7,121.84
7,121.88
7,121.92
7,121.96
7j22.00
7,122.04
7,122.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation Primary(feet) (cfs)
7,122.12
7,122.16
7,122.20
7J2224
7,122.28
7,122.32
7,122.36
7,122A0
7,122.44
7,122.48
7,122.52
7,122.56
7,122.60
7,122.64
7,122.68
7,122.72
7,122.76
7,122.80
7,122.84
7,122.88
7,122.92
7,122.96
7,123.00
7,123.04
7,123.08
7,123.12
7,123.16
7,123.20
7,123.24
7,123.28
7,123.32
7,12336
7,123.40
7,123.44
7,123.48
7,123.52
7,123.56
7,123.60
7,123.64
7,123.68
7,123.72
7,123.76
7,123.80
7,123.84
7,123.88
7,123.92
7,123.96
7,124.00
7,124.04
7,124.08
7,124.12
7,124.16
7,124.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
HvdroCAD@ 8"00 s/n 004370 @ 2006 HvdroCAD Software Solutions LLC 4/5/2007+
Stage-Discharge for Pond 4P: East-pond
Elevation Primary(feet) (cfs)
7j24.24
7,124.28
7j24.32
7,124.36
7,124.40
7,124.44
7,124.48
7,124.52
7,124.56
7j24.60
7,124.64
7,124.68
7,124.72
7j24.76
7,124.80
7,124.84
7,124.88
7,124.92
7,124.96
7,125.00
7,125.04
7,125.08
7,125.12
7j25.16
7,125.20
7,125.24
7j25.28
7,125.32
7,125.36
7,125.40
7,125.44
7,125.48
7,125.52
7,125.56
7,125.60
7,125.64
7,125.68
7,125.72
7,125.76
7,125.80
7,125.84
7,125.88
7,125.92
7,125.96
7,126.00
7,126.04
7j26.08
7,126.12
7,126.16
7,126.20
7,126.24
7j26.28
7,126.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.06
0.15
0.27
0.42
0.60
0.81
1.06
1.33
1.63
1.97
2.34
2.74
3.18
3.66
4.17
4.71
5.29
5.92
6.58
7.28
8.02
8.80
9.62
10.48
11.39
12.34
13.34
14.37
15.46
16.59
17.76
Type tt 24-hr 1ll-year *r,*3!:;:il;
Elevation Primary(feet) (cfs)
7 ,126.36 18.997,126.40 20.26
7,126.44 21.587,126.48 22.94
7,126.52 24.367,126.56 25.82
7,126.60 27.347,126.64 28.91
7,126.68 30.537,126.72 32.207,126.76 33.927,126.80 35.697,126.84 37.527,126.88 39.417,126.92 41.34
7,126.96 43.34
7,127.00 45.387,127.04 47.49
7,127.08 49.65
7,127.12 51"877,127.16 54.147,127.20 56.477,127.24 58.877,127.28 61.327,127.32 63.827,127.36 66.397,127.40 69.027,127.44 71.717,127.48 74.467,127.52 77.28
7,127.56 80.15
7,127.60 83.097,127.64 86.097,127.68 89.157,127.72 92.287,127.76 95.477,127.80 98.73
7 ,127 .84 102.05
7 ,127 .88 105.43
7 ,127.92 108.89
7,127.96 112.41
7,128.00 1 15.99
7j28.04 119.64
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story Type ll 24-hr 100-year Rainfall=3.10"
Prepired by Gamba & Associates, lnc. age 115
HvOioCnOO a.OO sln OO+SZO O ZOOO HvOToCAD Software Solutions LLC 4/5/2007
Link 6L: Outfall of East Basin
lnflow Area = 40.880 ac, lnflow Depth > 1.37" for 100-year event
lnflow = 69.36 cfs @ 12.09 hrs, Volume= 4.682 af
primary = 6g.36 cfs @ 12.09 hrs, Volume= 4.682 af, Atten= 0%, Lag= 0.0 min
Primary outflow = lnflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 6L: Outfall of East Basin
Hydrograph
lnflow Area=40.880 ac
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Soil Survey
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Typically, the surface layer is brown loam a
ls thick. The subsoil is clay loam about 24 i
The substratum to a depth of 60 inches is
woody shrubs than were irt in the potential
plant unity.
develoPment. TheThis unit
is moderate in the Forelle soil. A main limitations
small stones inis hiqh. The effective rooti is 60
incn T.hi: T"9rrrurrtiDvr rrrvre' """:^:"^:;;';;;'*,... -- -t onirrioatedThe Forelle soil is inerosion\enerally is moderate, but it is severe/n areas n -, -r rL^ n-^...-^+^ aair
that , and the Brownsto soil is in the
6tope ln the steePer areas and
;# ;ilr;;;;il o J""p and we1 drain/a. tt formed rp6tnitts ranse site.
gn:::llku:i"l::ffi1'y.jlliffif,,";:'fih'. * 44-Foreile-Brownsto^compf:,111^".rirlci'rienr
'"';i,1n?r-rld nr;j!iiililililru;y g*'"ir1, ltop"". rhis map unit is on mountain side slopes'
sandy toam abdgt + il.,"nes i"ni"r. ine $*Zr-linis rigit Etevation is 6,500 to 7,500 feet. The average annual
brownish g,"y gqr"ly i;il';;;i';[";*inicx. rrre precipitation !s 1-! to 14 inches, the averase annual air
upper 1e inches o\tnl il;;il ,y'r"w gt"'Lrry i:lfg'::.1t^.,0?-t:^o,o^o,tfl"^""t"5'and
the averase
^rlfj[ET:i},:#iliff;:'fn;'Jr?"",,r"
roorins s"',tiv iropins areas rncruded areas make up about 15
Available water capacity isxow' lne ettecllve roollng g<;trtrv orvPrrrY
depth is 60 inches o.nirry'.\rnoff is medium, and the percent of the total acreage'
hazardof water.,orion"{r$;;;i":
r-vr'|e!r!' ' rh? Forelle t?il it *:?:11::l',111*,I::med in
'ril: ;lilil",1#X..6,;;ffi;;;". wirdrire habitat. mixed arruvium ogrivgojolillllv,l':i.::1l:TtAl
+HJ#i,;";;ffiilffi1[;il" ;ili;;;;ru :;:l.,t,f*'r+11".111i::]ff:';ifXli:,"Li:#:
:ffi i#i. ;" .Wrii""i,lr'i.y'"'v d,ir"irv rtrrv r.:tJ1l":-?.",'1"^111,??l'^:'.:-:lt';sandy loam. The n\t t2 inches isfery g.ravelly loamy lrosl-Iree Pelruu 15 oi'
sand. The tower par\to a Oeptf' o/OO ,in"s is gravetty Ttris.unit is a?-':t^:o percent Forelle soil and 35
F;idrdlry decomposei p"1::ll.]?'jy1'"'3"
?3^l;::::tfiil*:,'i 6'ffi#,! "ilri" .rli.5l, ,".v ' rnctuded in this unit are smallareas or rridell soils
^^ ^^ lznnllc Alcn innlrrded areand basalt Rock outcrop on knolls' Also included are
places. \ / arru uqoqrr -r -" '-"-"-
Permeabilitv is modera\e h the Brownsto soil' small areas of Mussel and Morval soils in the more
;ffi"Jf:.#;:1ffi;;il ilffiffiff;I;*d'- - water capacitv is nign. t,I:T:'Y: LY:1*?^::,:,uot;;ilr";lJtli'i\,Ji;;;i;"oo inches oi ,oi". Runorr is rapid. rhe hazard or water
-^l^-^ra hrr+ il io c6rraro in afal;:ffi:'J::ffi',ii#';u.';;il;,\#;;;"i;;, ::::r,lg::::,'ll::^1'"0^"rate' but it is severe in areas
that contain volcanic ash.
,"ill| f"#;'#:##=;il'Nn"n"*r'""tsr".r, 6 inches inicx. tne subsoil is clav loam about 24 inches
in]il ;;;;;.; dfitir"r i"uoitur\n, ano-wiomins oig thick. rhe substratum to a depth or 60 inches is loam'
;;;il;:ffi;r6","";, ;il'.ilJ( tn*,nfu;;, a-nd
-
-l-"-'111olly,:*1dqli::?:::.,:"i:1,?#,1;lilll5Bf
Wyoming bigT6agebrush, Douglas rabbit\ush' InaI conlarrr voruarrru i
cheatsrass,fnd annual weeds increase ,{Jurnorn."' IP P:1Tl::t1]:11tf-,.??*":'"*:i?i;,ll,lT'"0??,':'fi,"di,;Tffi;ffiffiiiHffi ii\*,.t","ir i, in alruvium g:1f1*T5l,IfT,::::?,:,,:x:',',::r
calcareous sandstone and basalt' Typically, the upper
mainly n{dleandthread, lndian ricegrass, w\stern calcareous satruuturrE
ffi;;is,f;;;; ivvomiil bd sageS,usn ar\ou.ng1 ?i1fj,I"-':f::,1','^"^'^:.",n"1:J?fi,'53i?"Tffill,ffi;ilJ;'.U1,,."1]];;il';";ne}[i ui"n sandy toam about 4 inches thick. rhe lower part is lisht
pinyon pine arso "'" iniriild-.-rn; {eras. brownish 9-'1J-s-'iY:ll 9il.1?:: : ':::,":*::f;'n"
/ass, OottteUrush squirreltail, and scatte\d Utah
and pinyon pine also are included. The dlerage
;L:iliffi JiHffi;;;ffi;;;;;;t;V"- 'pp9l ln-:'1'.'^'llL",'J:'ll1':I':-Y:'J,:J:I:'gI PIUUUt,alrJll rJr qrr-wry
s per acre. rf the range condition oeterioraie\ r"noy to"r. The next 12 inches is very gravelly loamy
ins big sagebrush, Douslas rabbitbrush, \ sand' ttre toYtl,f[:"^,"iT]::J,::::::"""":t":tavellvyollllllg ulg )agrrl.rr uDr
eatgrass, and annual weedi increase in aOunOancL. ianOy loam. A thin"layer of partially decomposed
re. Flunoff is medlum. lne nazar(
rally is moderate, but it is severe
soil is deep and well drai
dominantlY from coa
41
T.rr. rr-t'e range condiiion deteriorates, Wyoming big
diagebrush, Douglas rabbitbrush, and cheatgrass
tr'nf;;lii:,",:'liecommunity on the Brownsto soir is
mainly needleandthread, lndian ricegrass, western
3[:ru;::i:ilfl ,H',is':',il?"','ffi 'Ji'ii;?l'."'311]i"'
iunioei and pinyon pine also are included' The average
tinnual production of air-dry vegetation is about 600
4:;mg";,i"Ji; j"lli;:Bx'd;:1131,,1i1,",',ll*"''
-crrlatorals, Lnd annual weeds increase in abundance'
{;*';l;"T?1T",?""x'#ff l:ffi :u,..iH:i'"r^"Jqua,itv
6t r"nd" vegetation has seriously deteriorated, seeding
G neeieO. ihe main limitation is stoniness in areas of
Ere Brownsto soil' For successful seeding, a seedbed.
should be prepared and the seed drilled' ln areas of the
rSorelle soii, niusn management improves deteriorated
t;'-:tt*:l?i f H Jri::tx il:ffi [Tffi iil' a'
Jlopelimitsaccessbylivestock.Thelimitedaccessibility
Gsults in overgrazing of the less sloping areas'
tr f this unit is used for homesite development, the
main limitation is the sloPe.
lageurusn. Muttongrass, streambank wheatgrass' and
nrit"ttut also are included' The average annual
soducrionrlgl:dly-,:9:3Pl?^i:.'^r-t?::*T:o:,1"
f mis map unit is in capability subclass Vle,
Soninigated. The Forelle soil is in the Rolling Loam
range site, and the Brownsto soil is in the Stony
Aspen-GYPsum Area, Colorado
q-+ bttr.
oothills range site.
alkaline to a ol 22 inches and
water capacity also is moderate' The effective 1o9ti2
duotn is 60 inches or more' Runoff is slow' and lly
nJarO of water erosion is slight' /-
TniU unit is used as rangeland or for pasture' lhe
potentii\plant community is mainly blu
muttongrass, prairie junegras/ mountain
Jig ;6"ttrih, and baskatoon servicebgrrY'.other
ptintslnat ch'hr.acterize this site are
il;ldt;;;, ndudteanathread, mour]thin snowberrv'
. The average annual
/,rJAA.and antelope bittelbrush. lne averFge arl
proOr.iion'of air-dry uegetation 1;'.aUgut 1-'101ry:*:
this soil because of lhe stony surfac'e' ln order
overirrigating andpievent the leachin$ro..f plant
nutrienG, applicTtions of irrigation
adjusted to
intake rate,
water caPacitY
the needs of the croP.
This suited to homesite
per acre. lf the range c[nditiorydeteriorates' mountain
[ig sageoirsh, Kenluckytbluq{rass, cheatgrass' and
"rinrri-
*""ds increase in 4li.rndance'- ifrl suitability of this up(t for range seeding is poor'
The main limitaiion is t[isurfacie.stoniness'
Controlled flooding,idthe best ir;gthod of irrigation on
+r-i^ aair hanarreo ",r #p stonv surfaC'g. ln Ordgf to avOid
of the
and igated. lt is in ine Stony Loam range site
;;;;;;hral precipitation is 17 !o- 1e iyfi,es' lhe-li.t"rp"t"ture is Sslof2degrees Faverage annuE alr lemperarule 15. oo_:u/'^:"Y1:_"" ' '
unO tfi" auer"$.ftost-fiee period is 75y'o 85 days'
outcrops. lncludep"areas make uP
i, however, excavating is difficult'
unit is in capability subclass Vle, iThis,
\ ao-forsey cobbly loam, 12lo 25 percent slope,s"
fl|s Oeeo, well drained soil is on alluvial fans' /
mou\ntainsides, and ridges. lt formed in allwiumy'
colluvibqn, and residuum derived from mate.rlaly't mlxe(
mineraldbv. Elevation is 7,500 to 9,500 teel'y'he
Dveraoe -annuatb,recipitation is 17 to J,9'inches, the
lu"r"it annual air\grpetature is fl 1o +z-degrees F,
very cobbly ttay loam aLPut t,z'i
substratum to a dePth of 6\ifrch
l$-Forsey cobbly loam, 3 to 12 peroent I
his depp, well drained soil is on alluvialJans,-This deeo. well dralned soll ls on alluvlal I
trnorntrlnsides, and ridges. lt formed in al
Ifolluvium, boa residuum derived from ma'fottuvium. bnd residuum derived from matyial of mixed
mineralogy. Ebvation is 7,500 to 9,500)y'e1' Th9.
About 25 to 30 bercent of the su4dce is covered with
cobbles. Typically, t\e surface lay.gl is dark grayish
brown coOLiy loam abo{t 10 incfi6s thick' The subsoil is
verv cobblv clav loam abqut 12'inches thick' The
"ri;6;- lnclude{areas make up abour 5 percent of
' permeaoili/is moderate in the Forsey boil. Available
is very cobbly sandY
and the average frost\ee perio{iS 75 to E5 oays'period,i6 75 to 85 days ;hy i; The soil is norp6lcareous and mildly alkaline
to I O"ptn ol 22 inches/nO "a)qteous
and moderately
alkaline below that
lncluded in this ,pili are small ardas of sandstone
- About 25 to 30 percehof th/surface is covered with
** r l:'s; i', JJfr f ?JI,KI ?s: i 3il: : i:' L?:!' e
subsoil is verv cobblv clai toam\bout 12 inches thick'
Jfn" substratum to a-dEpth of 60 inbhes is very cobbly
CanOy clay loam. lh6 soil is noncalciteous and mildly
outcroP.
*",""," ;:;;;r{; ;i' ; ; ;
"de
rate' rh e eff e ctir)e' rool i n s
Gil;'dintnes or more. Runoff is medium,\pd the
hazard fi watet erosion is moderate
TDdunit is used as rangeland' The potential plan\t
corrfnunity is mainly bluebunch wheatgrass
I
y is moderate in the ForseY soil.
al
s mainly bluebunch wheatgrass' \
, prairie junegrass, mountain big sagebrush\
TT:m:1fflnirHH:tT*,.,
included i"^t make up about 5 percent of the
G
AsPe
69
n-Gypsum Area, Colorado
This
Lbitat.
The
Permeability is rnoderate in the Starman soil'
Uii"nf, water capacity is very low' The effective
depth is 6 to 20 inches. Runoff is medium
nd the hazard of water erosion is moderaf
r shale. The depth to shale ranges from 20 to 40
res. The soil is noncalcareous to a depth of 0 to 1
and calcareous below that dePth'
*"Uifity is slow in the Tanna soil.' nvatllt1
*rit\t"r".iiv it ro*. The eftective rooting deoth f 20
to aOlnc'hes. Runotf is medium, and the hazard f
ir"i.rrirlr,e surface layer is yellowish browy' 19" . -
aUbut z-inftres thick. The subsoil is clay l9'f 3b?!'-tt"
"' p"rr""uiiitili. ,oo"rately slow in th/ Pinelli soil'
Ar;'di;;ate\apacitv is hish' rhe fleglive rootins
air-dry vegetation is abot{ $00 pounos per acre' rI trre
;d" .or,?iti on dete ri orat\6, mou ntain bi g t?-9.". l]l:h "
is used for livestock grazing or
water *osion is moderate'
plant communitY on the soil is i:;J[;;liitlli it a""p and well drained' lt fytmed in
wheatgrass, lndian 'ass, prairie alluvium dominantlY from sedimentarY
serviceberry.plants thatffi$',":.J,
ilffiH*":?tr)
condition deterioratt
trn:u::rush'
and
big sagebrush, and,
this site are
inches The substratum to a depth ofpO inches or
annual
, and western
ion of air-dry ;;;;;. ;;y\"*. rn" soil is noncalcareg['rs to a depthDouglas
pounds acre. lf the range of 11 inches.
fringed sagebrush,
increase in ffiilit 60;.n\"'ot more' Cunoff is/nedium' and the
on the Starman soil is hazard ol water e\osion is
needleandthread, lndian This unit is as rangelan A o{ Vs.wildlife habitat'
s4gebrush. Other Plants fne fotential plant\ommunity. is flainly,western
bluegrass,;#,s;;;;, t no i, n \es,ass, lof e,u ru sfr-tt'.'Li: li"i I'
wheatgrass. The ,orntiin big sagebr\h, and Dfuglas rabbitbrush'
of vegetation is about oG r p ants- tr ai cn ar\citerize. 16
i s, s ite 1:-?11 I t
j u neg rass, m utton g rast\ ot, "f' nth *il"-119 :=l ^1lllf the range
fringed big
nt,
ffffi ;;ffi;;;;. ih\.'1"0" annuar Production or
The potential Plant
deteriorates,
site.
unit is in capability subclass Vlle,
. The StarteY soil is in the LoamY I
iite, and the Starman soil is in the Dry
weeds in abundance.pounds Per acre. lf the
practices i proper
. Mechanical DJgd; rabbitbrush, cnegtqrass, and annual weeds
ny surface increase in abundance.
Range seeding maY if the range is in Poor
condition. ln areas is removed bY
prescribed burning o1 che or mechanical
methods, the of erosion y increase.
lf the Tanna soil used for develoPment,
the
e slope
also reduce effects of shrinking
the main limitati swell potential and
the dePth to . The effects of \hri and swelling
can be reduced maintaining a moisture
e foundation.ng excavations
with material has a low shrink-potential can
swelling. SePtic
tank n fields of conventional e do not
bility.function because of the
Other ki of sewage disPosal systems be
lieldsneeded.etfluent from sePtic tank
can in downsloPe areas and thus
health
Pinelli soil is suited to homesite
The -swell potential is a limitation' ll ci
by prewetting the foundation area
his map'unit is in capability subclass lVe'
irrioated. lt is in the Clayey Foothills range
102-Tanna'Pinelli complex, 6 to 12 percent
slopes. This map unit is on fans and valley sides'.
is
the average annual air
This unit is about 4
percent Pinelli soil.
areas of Dollard andlncluded in this unit are
percent of the total ptgqve. \
moderately deeP well drained.
and residuum. T
is grayish brown silt loam
subsoil is siltY claY loam about 21
I
substratum is silty clay loam 3'1 inches
J,""',t"E; :f,,T:?';,,'*
400 pounds Per acre
l'g'f,ffi,:';:1
grazing use
the
a planned grazing sYstE
practical because of the
r:flfr;rrtr is used for homesite
are the dePth to bedrock
.Tanna'Pinelli complex, 1 to 6 percent
unit is on fans and valleY sides.
Moyerson soils.
l.
I
ti
T
t
T
t
I
I
I
I
70
D2-
Elevation is 6,500 to 8,300 feet. The average annual
precipitation is 13 to 15 inches, the average annual air
temperature is 40 to 44 degrees F, and the average
frost-free period is 80 to 90 daYs'
This unit is about 45 percent Tanna soil and 45
percent Pinelli soil.
lncluded in this unit are small areas of Dollard and
Moyerson soils. lncluded areas make up about 10
percent of the total acreage.
The Tanna soil is moderately deep and well drained'
It formed in alluvium and residuum' Typically, the
surface layer is grayish brown silt loam about 3 inches
thick. The subsoil is silty clay loam about 21 inches
thick. The substratum is silty clay loam 31 inches thick
over shale. The depth to shale ranges from 20 to 40
inches.
Permeability is slow in the Tanna soil. Available
water capacity is low. The effective rooting depth is 20
to 40 inches. Runoff is rapid, and the hazard of water
erosion is moderate.
The Pinelli soil is deep and well drained' lt formed in
alluvium derived dominantly from sedimentary bedrock.
Typically, the surface layer is yellowish brown loam
about 7 inches thick. The subsoil is clay loam about 15
inches thick. The substratum to a depth of 60 inches or
more is clay loam. The soil is noncalcareous to a depth
of 11 inches.
Permeability is moderately slow in the Pinelli soil.
Available water capacity is high. The etfective rooting
depth is 60 inches or more. Runoff is rapid, and the
hazard of water erosion is moderate.
This unit is used as rangeland or as wildlife habitat. lt
is poorly suited to homesite development. The main
limitations are a high shrink-swell potential, the depth to
bedrock, and the slow permeability in the Tanna soil.
The potential plant community on this unit is mainly
western wheatgrass, lndian ricegrass, bottlebrush
squirreltail, mountain big sagebrush, and Douglas
rabbitbrush. Other plants that characterize this site are
prairie junegrass, muttongrass, bluebunch wheatgrass,
and common snowberry. The average annual
production of air-dry vegetation is about 900 pounds per
acre. lf the range condition deteriorates, mountain big
sagebrush, Douglas rabbitbrush, cheatgrass, and
annual weeds increase in abundance. Juniper has
invaded in some areas.
Brush management improves deteriorated areas of
range that are producing more woody shrubs than were
present in the potential plant community. ln areas
where brush is removed by prescribed burning or by
chemical or mechanical methods, the hazard of erosion
may increase.
lf the Tanna soil is used for homesite development,
the main limitations are the shrink-swell potential and
Soil Survey
the slope in the steeper areas. The effects of shrinking
and swelling can be reduced by maintaining a constant
moisture content around the foundation. Backfilling
excavations with material that has a low shrink-swell
potential can also reduce the etfects of shrinking and
swelling. Septic tank absorption fields of conventional
size do not function adequately because of the slow
permeability. Other kinds of sewage disposal systems
may be needed. The effluent from septic tank
absorption fields can surface in downslope areas and
thus create a health hazard.
The Pinelli soil is suited to homesite development.
The main limitation is the slope in the steeper areas.
This map unit is in capability subclass lVe,
brr,
percent of the
The Tanna
nonirrigated. lt is in the Clayey Foothills range site'
103-Tanna-Pinelli complex, 12 lo 25
This map unit is on fans and valleY
is 6,500 to 8,300 feet. The average
is 13 to 15 inches, the average
is 40 to 44 degrees F, and the
period is 80 to 90 daYs,
This
percent
is about 50 Percent Tanna and 40
lncluded this unit are small Dollard and
Moyerson lncluded areas p about 10
acreage.
is moderately
rm and residu
and well drained.
It formed in allu Typically, the
surface layer is gr\i brown loam about 3 inches
thick. The subsoil Ity clay m about 21 inches
thick. The substratu is silty loam 31 inches thick
over shale. The dePth ranges from 20 to 40
inches. The soil is to a depth of 10
inches and calcareous
Permeability is slow
that depth.
water capacity is low.
Tanna soil. Available
ective rooting depth is 20
to 40 inches. Runoff rapidl the hazard of water
erosion is
The Pinelli soil deep and drained. lt formed in
bedrock.alluvium deri
Typically, the
Ttominantly from
rface layer is yel sh brown loam
about 7 i thick. The subsoil is'loam about 15
substratum to a h of 60 inches or
more is loam. The soil is s to a deptl
of 11 i /'-' I
abillty is moderatelY slow in the lli soil.
Avai water capacity is high. The ve rooting
I
I
I
I
t
I
l
I
s 60 inches or more. Runoff is raPid,
of water erosion is moderate.
the
is unit is used as rangeland or as wildl
potential plant community is mainly
lhdian ricegrass, bottlebrush
mountain big sagebrush, and Douglas rabbitbrush
inches
l
I
*:::itil fikl'itilrumxfl ,flf :,'#l -"'"
ili"r" brush is \moved by prescribe/ burning or by.where brush is
kfltr,:::l'
*$i"$m*rx::t;#:::it?:,;Fr::'
olants that characterize thls site are prairie
ass, muttongrass, bluebunch wheatgrass, e
snowberry. The average annual producty'n of
ai-d is about 900 pounds Per acrey'l lhe
fict"a." i\abundance'
ffi; ,\"gtttnt improves deterior#d areas ofimproves deteri
ical mLtnoos, t# hazard of erosion
iitn" i"nn" soil \used for h9lnesite development'
Snen-AVnsum
Area' Colorado
s1#{,fi!1iF,iqli
dlround the foundation'
Jraterial that has a lowIlror." tne efiects oi st
*m::""i:l'""y,:;
71
soils range from fine sandy loam to clay loam and have
a variaOt6 content of gravel, cobbles' and stones' The
depth to shale or sandstone is 4 to 30 inches'
Permeability is moderate in the Toniorthents'
Available water capacity is low' The effective rooting
Otptn it 4 to 30 inches. Runoff is rapid' and the hazard
of water erosion is severe.
The Camborthids are shallow to deep and are well
drained. They formed in residuum and colluvium derived
dominantlyfromsandstoneshaleandbasalt.Typically'
tn"t" .rlfi have a light colored surface layer and are
.i"V fo"rn or loam. They are generally free of stones
throughout the profile, but scattered basalt stones'
aoUUf-"t, and sandstone rock fragments are on the
surface. The content of clay in the subsoil increases
slightly with dePth.- -permeaOility is moderate in the Camborthids'
Available water capacity is low or moderate' The
effective rooting depth is 15 to 60 inches' Runofl is
rapid, and the hazard of water erosion is severe'
The Rock outcrop consist6 mainly of barren
sandstone, shale, and basalt'
This unit is used as wildlife habitat' The native
,"g"t"tion is a rather sparse stand of grasses' forbs'
pinyon, and Utah juniPer.' ini" unit is poorly suited to homesite development'
The main limitations are the slope, the depth to
bedrock, and large stones'--init
map unit-is in capability subclass Vlle'
nonirrigated. No range site is assigned'
and the shrink-swell
and swelling can be
TJuceO by maintaining \cgr{stant moisture content
ino excavations with
-swell potential can also
the etfects of sfy(nkir\ and swelling. The deep
cuis neeOeO to providy'essentiptty level building sites
absorption fields of
i'J;il,'# il'f:::Tf; #"f H*lffiT :'"iis j;I -
-ihus create y'health hazard. \
because of
in" rio* p"treag{,ty. other kind\f sewage disposal
1 04-Torriorthents-Camborthids'Rock outcrop
lf the PiD6lli soil is used for homesite
main /mitation is the slope. The stop\s also a
concern if sepiic tank absorp\on fields are
Absorption lines should be installe\on the
. Access roads should be designed to
runoff and help stabilize cut slopes'
map unit is in capability subclass Vle,
rrigated. lt is in the Clayey Foothills range site'
a
hills,
canyon side slopes throughout the survey area'
f:$""*:v
where major drainasewavs cut deep
This unit is about 45 percent Torriorthents, 20
dercent Camborthids, and 15 percent Rock outcrop'
I lncluded in this unit are small areas of Monad, lyers'
*arr.an, Brownsto, Cushool, Dollard, Ansari, and Almy
--.soils. lncluded areas make up about 20 percent of the
Lot"t acreaoe.I The Torliorthents are shallow or moderately deep
and are well drained. They formed in residuum and
ftolluvium derived dominantly from sedimentary rock'
f,rh. surface is generally covered with stones' The
-surface layer ranges from reddish brown to brown' The
I
major drainageways
canyons.and 35This unit is 45 percent T
lncluded in this are small of Monad, lYers,
Earsman, Brownsto'ool Almy soils. lncluded
areas make uP about of the total acreage'
or moderatelY deePThe Torriorthents are
and are well drained.in residuum and
sandstone, shale,colluvium derived nantly
covered with
brown. The soilsand basalt. The
stones. The su layer is
range from to claYeY and varrable content
of gravel,es, and stones. \
is moderate in the Torrio
rooting{e water capacity is low' The effecti}t
is 4 to 40 inches. Runotf is rapid, and
t slopes. This map unit is on steep or
steep, mainly south-facing mountaii
s. lt occurs throughout the
erosion is severe.
hazard
,I I r U]rI
tt
name and I Hydro- |
Floodlng
SolI
map IsymbolI loglc I Frequency Duratlon lMonths I
43r,\.44r
IBroensto--------- |
Fughes -.-l'l
49,50------------lGoslln I
I5r., s2,53--------l
Gothlc I
Is4---------------- |
Grotte
55i:
Gypsum land.
Gypslorthlds----- |
I56, 57------------ |Ipson I
I
5 8---------------- |Irrawaddy I
I59, 60, 61, 62----l
Iyers
63, 64-----
Jerry
65r, 66r, 67* z ,.:'iJerry------ 7--1---l
s'- |
MiIIerI6ke------- |
-/l66---------------- |Jodero I
ll
I None-------- |lltt
I None-------- |*llJ-- IlNoi*-------1| -\-.
I| ""-i
lNone--------1:
I None-------- I
I
I None-------- ;lltl
I None-------- | -:tI l-.t ,._ -(
lNone---.--:-- I| .-' I!.-- |
---l None-------- |
B
B
'.8
c
I
See foot.note at end of
I None-------- |ll
I None-------- 1tt
I None-------- |ttlt
table.
B
B
H19h rater tabl-
if t16.ilr arlsnil"r"*r"LF II :il :I iII :I :I IT
Bedrock I Rlsk ai corrosfon
PotentlaIfrost
actl-on
Depth I Klnd lHonths lDepthlltard-I I I lness I Uncoated I Concrete
I steel I
at
E
?o
rc,
1Dc3
dPoo6
o
CLo
>6.0
>6.0
>6.0
>6. O
>6.0
>6.0
ie.Q I-'-.1
>6.0
>5.0
>6.0
>5.0
>6.0
>6.0
>6.0
--- -4..," I
I
I
I
>60
>60
>60
>60
>50
>60
.)
--l>60
>60
>60
>60
>60
ltl
I Low-------- | Hlgh----- | Lor.ltt
I Low-------- I Hlgh----- 1 g6y.
llroderare-- ,r*Xtt
I Moderate--- | H<| )/'| -.-/l I
I Lout ---ra- - -- I Hl gh----- ; 16*.l-- | I
-4'll
--.-1 lHoderate--- I High----- 1 16rr.ttt.ttt
I Low-------- I Htgh----- ; 16r,y.
| 10-40 I soft I Low-------- | Htgh----- | Hlgh.ttttt
I >60 | --- lModerate---lHtqh-----lltoderare.
ttttt
|20-40|Hard IHoderat.e---IHlgh-----|tow.tttttl'--.tttl
120-40lSoft I lModerate---lHoderate lLow.
rt\t
I Hoderate--- | Hlgh----- I boq..ltt\
lHoderate---lHlgh-----lLow. \ltt-
f\)ql(,l
lln I1--t
I Appa
I
t I
I Lor.1fl-- - -1------:-L ---D,--- -loccaslonal--1Brter=-::.jp5;-SaFt O:t'Iuvaquentslllll
ll
I None-------- |tt
I None-------- |
I None--------;
It---
It---
Low.
Lorr.
I
.l >6.0
D
B | ---=:
t--'-
n x
--
IpllI,rI.Ih*ilunrl,trlF lI ln IE k ;; ;; !;
Flooding water table Isol I
map
Hydro-
logic
group
name and
symbol t-Frequency I Duratlon
I
I
ll{onths
I
<rtEofIo
T'v,E3
aP
c)ooil
CLo
FI
of corroslon
Depth Klnd lMonths lDepthlHard_I I lness
Potentlal
frost
actlon
I Uncoated
I steel
9{*,95*j
Morval----------- |
I96, 91, 98, 99----lSouthace I
I100r: I
1 01r 103r: I------l
I
T
P1ne111---------- |r\ |
(IjZro.tr,"n."----
|
ICamborthids------ |
ck outcro
IUF: ITorriirthentss---- |
IRock outcrop. \+-
|"-106*: ITrldell---------- |
Brownsto---
107*,108*,109*,
110*:
Uracca---------- |
IMergel---------- |
I111--------------_ I
Vandamore
112--------------- I
Woodhal I l--'
---''l113-------r------- |lloos I ey I
I
see footnote at
>5.0
>6.0
>6.0
>6.0
>6.0
>5.0
>6.0
>6.0
fn
-B=2O+
I
I Hoderate--- I Htgh----- I 16y.IttJ --- I >6.0 L---<=--t-l:.-+------ i-l- l-\-r.-.-------
Irl
I tow-------- I Hlgh----- 1 16r.
l1
I None-------- |lg
I None-------- |l1
lg
I None--------;
l1
l1
I>60 I ---
I
I
4-30 | Hard
I
6-20 | Hard I Moderatd]:
I2o-tl0lsoft I Low-------- I Htgh----- 1 1or.rtl
I tow-------- I Hlgh-----;1qw,Itllll
I Low-------- I Hl9h-----; 1or.ltl
I tow-------- I Htgh----- ; 1or.Itl
15-60 |
I
I
I
I
B lNone--------ll1B I None-------- |ItB lNone------_--J -
I ----- |L- -- |
9- 't I None-------- |
>60
>60 I ---
-40 | Hard
lttttt I
| 20-40 | Hard I Moderare--- | Hi
I Hoderate--- I Hl9h----- I Hoderate.ltl
I Moderate--- I High----- I 1,6r.rtl
I Low-------- I High----- I Low.lll
lModerate--- lModerate I Low.tll
lHoderate--- | Moderate I Low.l-i
Low.120-40lHard i------- | Moderatel1
I None-------- |
end of
I
I
table.
l\)(,l{
Starley---------- |
lltllt
ll
| -- -"-'--
--------l
-L
I
I Low.
l1D lNone--------l
>6.0
>6.0
lltllt
| --r---
_--v-'
lN;::-l1
>5.0
>6.0
>6. 0
>5.0