HomeMy WebLinkAbout002133005 Drainage Report
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for l3>
Parce1002~05
IJHttHSlIn j.lIllNI~ iir.n
Prepared for:
1l-./~.oG
illiams
i\.PPROVED
EXPIRES 8-25-07 STORM\V A TER PLAN
NTI Engineering & Surveying 7 7 S. Pe od~&C., 1:>6!t AGGiles WA 98 62, 360-452-8491
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
Prepared For Mel and Helen Williams
December 2006
For the Property Described as Tax# 002-133-005
Section 13, Township 30 North, Range 2 West, W.M.
Jefferson County, Washington
Prepared by
NORTHWESTERN TERRITORIES, INC.
717 S. Peabody Street
Port Angeles, Washington 98362 IR lDtf ~lGn nl~ 1f \\
Phone 360-452-8491 Fax 360-452-8498 I~I! /(:d II \\ 1t"',A" 1/
Web Site www.nti4u.com
E-mail info@nti4u.com 0 Eel 5 2006
JEH~HSIII\ i,lIltNH tlCn
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CITY OF PORT TOWNSEND
pEfIJCA
s# or JIJAII
MEL & HELEN
WILLIAMS
HOME
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~
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QUIMPER PENINSULA VICINITY MAP
NO SCALE
IR IE~ ~EJ'nRl)
(ft NORTHWESTERN TERRITORIES, INC.
"""1 Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
NTI 717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
o Eel 5 2006
JH~tH~Ut~ ':UUNIY OeD
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for
PARCEL 002-330-005
Williams Area Map
111
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DEe 1 5 2006
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for
PARCEL 002-330-005
Williams Neighborhood Map
1~IR~~fEJ~qRIII
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PORnON OF FILTER FABRIC
(6" MIN WIDTH) LEFT
EXPOSED TO THE ELEMENTS
IS INTENDED TO PROVIDE
PROTECTION FROM SILTAnON
OF THE TRENCH FOR THE
FIRST SEASON WHILE THE
SOILS ABOVE BECOME WELL
VEGETATED WITH LAWN OR
LANDSCAPING. IT IS INTENDED
THAT THIS EXPOSED PORnON
OF FABRIC BE CUT OFF OR
LEFT TO DEGRADE IN THE
SUNUGHT AFTER THE FIRST
SEASON. ~
CONSTRUCT AND BACKFILL
TRENCH SUCH THAT 2 - 4
INCHES OF ROCK IS EXPOSED
AFTER REMOVAL OF THE
TEMPORARY FLAP OF FILTER
FABRIC
[
SLOPE OF GROUND
AT FINAL GRADE
~
SLOPE OF PIPE CARRYING
--FLOWS TO THE DISPERSION
TRENCH IS VARIABLE
PERFORATED PIPE
(4" PVC, TYP.)
THROUGH ENnRE
LENGTH OF TRENCH
FIL TER FABRIC SUCH AS
TREVlRA SPUNBOND 1112
OR SIMIlAR, PLACED
ACROSS BOTTOM, BACK,
AND TOP OF TRENCH
AS SHOWN
2 FOOT WIDE x 1.5 FOOT DEEP
TRENCH BACKFILLED WITH CLEAN,
WASHED DRAIN ROCK OR PEA GRAVEL
ENnRE DISPERSION TRENCH TO BE CONSTRUCTED AT A CONSTANT ELEVATION,
MEANDERING ALONG A SINGLE CONTOUR AS NECESSARY.
LENGTH OF DISPERSION TRENCH TO BE 30 FEET FOR EVERY 1,000 SQUARE FEET OF
IMPERVIOUS SURFACE DRAINED. FOR EXAMPLE A 2,000 SQUARE FOOT ROOF WOULD
REQUIRE A TOTAL OF 2 (thousand) x 30 = 60 FEET OF TRENCH. IR IE~ ~Er,r
FLOW DISPERSION TRENCH
[)
SCHEMATIC ONLY - NO SCALE
DEe 1 5 2006
FOR: MEL & HELEN WILLIAMS
~ NORTHWESTERN TERRITORIES, INC.
Engineers - Land Surveyors - Geologists ~
Construction Inspection - Materials Testing
NTI 717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360)452-8491
EXPIRES 8-25-07 I
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LOCA TE INRL TRA TION/DISPERSION
TRENCH WHERE INDICATED (REMOVE
STUMP).
TRENCH LOCATION DETAIL
SCHEMATIC ONLY - NO SCALE
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MIRAFl 700 NS
OR EQUIVALENT
FIL TER FABRIC MATERIAL
2" X 2" BY 74 GA. WIRE
FABRIC OR EQUIVALENT
MIRAFl 700 NS
OR EQUIVALENT
FlL TER FABRIC MATERIAL
60" WIDE ROLLS - USE /
5rAPLES DR RINGS TO
ATTACH FABRIC TO WIRE
2" X 2" BY 14 G4. WIRE
FABRIC OR EQUIVALENT
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PROVlOE 3/4" - 7 1/2" WASHED
GRAVEL BACKFILL IN TRENCH ANO
ON BOTH SlOES OF FILTER FENCE
FABRIC ON THE SURFACE
2" X 4" WOOD P05r
OR STEEL FENCE POST
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SECTION
SIL T FENCE
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SCHEMATIC ONLY - NO SCALE
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FOR: MEL & HELEN WILLIAMS
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NTI
NORTHWESTERN TERRITORIES, INC.
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Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
II
II
EXI5rING
GRADE
6' MAX.
2. X 4. WOOD POSTS. STANDARD
OR BETTER, OR STEEL FENCE P05r
ELEVATION
JRE(~Er~(
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EXPIRES 8-25-07
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INSTALL INFILTRATION/DISPERSION TRENCH SYSTEM WHERE INDICATED. SEE PHOTO
ON OTHER SHEET FOR ADDITIONAL INFORMATION
INSTALL SIL T FENCING PER TEXT OF DRAINAGE PlAN
REPORT BELOW AREAS OF DISTURBED SOIL AT THE
HOME SITE. SIL T FENCING MA Y BE OMITTED WHERE A
MINIMUM OF 25 FEET OF UNDISTURBED NATURAL
VEGETATION EXISTS BETWEEN THE LOWER LIMIT OF
DISTURBED SOIL AND THE TOP OF THE MARINE BLUFF.
HOME SITE
IR \E~ ~EW'( 4[>>
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EROSION CONTROL PLAN
SCHEMATIC ONLY - NO SCALE
IF.H~H~U~ '~UUNI oen
FOR: MEL & HELEN WILLIAMS
EXPIRES 8-25-07 I
fJ NORTHWESTERN TERRITORIES, INC.
, Engineers - Land Surveyors - Geologists I
Construction Inspection - Materials Testing
NT I 717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491
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STANDARD TEMPORARY EROSION AND SEDIMENT CONTROL PLAN
NOTES
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o All erosion and sediment control Best Management Practices shall be selected, constructed, and
maintained in accordance with the Washington Department of Ecology Stormwater Management
Manual for Western Washington (current edition).
o The construction and maintenance of erosion and sediment control measures shall be the
responsibility ofthe contractor. The contractor shall not deviate from the approved plans without
prior approval from the Jefferson County Public Works Department. The contractor shall have a
set of approved plans on the site whenever construction is in progress.
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o The erosion and sediment control measures depicted on this plan are minimum requirements to
meet anticipated site conditions. As conditions dictate during construction, the contractor shall
implement additional measures as necessary to ensure erosion and sediment control.
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o Construction vehicle access shall be limited to one route, whenever possible. Quarry spalls or
crushed rock shall be applied to the access in order to prevent sediment from being transported
onto roads. If this should occur, roads shall be cleaned thoroughly by shoveling or sweeping.
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o Clearing shall be phased so that only areas that are being worked are exposed. All exposed and
unworked soils shall be stabilized by appropriate Best Management Practices. From October I
through April 30, unworked soils shall not be left exposed for more than 2 days. From May I
through September 30, unworked soils shall not be left exposed for more than 7 days.
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o All erosion and sediment control measures shall be maintained in a satisfactory condition until
such time as land disturbing activities are completed and the potential for onsite erosion has
passed.
o The contractor shall request inspection of temporary erosion and sediment control measures by
the Jefferson County Public Works Department [(360) 385-9160] as soon as practicable after
installation.
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for
PARCEL 002-330-005
ABSTRACT
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This project consists of the construction of a single family residence and related
work on a 7.58 acre parcel.
This drainage, erosion, and sediment control plan was prepared to examine and
recommend mitigation for stormwater related impacts of the construction ofthis
project as required by Jefferson County. Standard Jefferson County Notes are
included at the beginning of this report.
The pre-development runoff is estimated based on standard 24 how' storms having
mean reCWTence intervals of 2 and 25 years. Post-development runoff is then
estimated for the same storm events. Engineer designed infiltration/dispersion
facilities are recommended to mitigate impacts of the additional impervious
sW'faces.
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Construction phase erosion and sediment control measW'es are proposed to prevent
soil from leaving the site dw'ing construction of the improvements.
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Detail drawings for infiltration facilities and erosion control measW'es are included
with this report.
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The following BMPs shall be implemented in addition to any that may later be
necessary due to changing or unforeseen site conditions.
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1. Roof runoff shall be routed to the infiltration/dispersion facilities, sized
and constructed per the detail drawings included at the beginning of this
report.
2. Silt fencing shall be installed below any area where soils are exposed
within 25 feet of the brow of the hill. It shall remain until exposed soils
are revegetated or covered.
3. Other appropriate BMPs such as limitations on access routes,
minimization of soil distW'bing activities, etc. as described below shall be
implemented if necessary to accomplish the objectives of this plan.
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IX
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for
PARCEL 002-330-005
CONTENTS
I. P ROJE CT OVE RVIEW . ....... ........ ....... ....... ............ ....... .............. ....... ....... ........ 1
A. Project Description......................................................................................... 1
B. Existing Site Conditions.. ................. ..... ..... .............. ....... ....... ... ..................... 2
1. Topography................................................................................................ 2
2. Vegetation................................................................................................. 4
3. Drainage.................................................................................................... 7
C. Adjacent Areas................................................................................................ 8
II . DESIGN CRITERIA....... ....... ............... .......... ......... ....... ....... ....... ........ ..............8
A. Soils................................................................................................................. 8
B. RainfalL......................................................................................................... 11
C. Base Year Conditions................................................................................... 12
D. Hydrologic Model.......................................................................................... 12
E. Time of Concentration.................................................................................. 13
1. Pre development Condition ..................................................................... 13
2. Pre development Time of Concentration................................................. 17
I II . RUNOFF.. ....... ................. ..... ....... ............. ......... ............ ....... ....... ............. .........18
A. Pre-development Runoff............................................................................... 18
B. Post-development Runoff.............................................................................. 18
C. l\1itigation..................................................................................................... 19
IV. EROSION AND SEDIMENT CONTROL PLAN ..........................................19
A. Site Specific Construction Phase BMPs ...... .... ... ............................ ......... ..... 20
B. Stabilization and Sediment Trapping (Erosion and Sediment
Control Requirement Number 1)........................................lRl~(~Er~18{)
x
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1. Stabilization of Exposed Soils....... ....... .......... .............. ... .... ... ......... ... .....21
2. Sediment Trapping................................................................................. 23
C. Delineate Clearing and Easement Limits (Erosion and
Sediment Control Requirement Number 2) .................................................25
D. Protection of Adjacent Properties (Erosion and Sediment
Control Requirement Number 3).................................................................. 25
E. Timing and Stabilization of Sediment Trapping MeasUl'es
(Erosion and Sediment Control Requirement Number 4) ...........................26
1. Timing of Installation of BMPs .............................................................. 26
2. Stabilization of slopes of structUl'al BMPs .............................................26
F. Cut and Fill Slopes (Erosion and Sediment Control
Requirement Number 5)............................................................................ 26
G. Controlling Off-Site Erosion (Erosion and Sediment Control
Requirement Number 6)............................................................................... 26
H. Stabilization of Temporary Channels and Outlets (Erosion
and Sediment Control Requirement Number 7) ..........................................27
I. Underground Utility Construction (Erosion and Sediment
Control Requirement Number 9)..................................................................27
J. Construction Access Routes (Erosion and Sediment Control
Requirement Number 10)............................................................................. 28
K. Removal of Temporary BMPs (Erosion and Sediment
Control Requirement Number 11)................................................................ 28
L. Dewatering Construction Sites (Erosion and Sediment
Control Requirement Number 12)..... ..... ...... ........... ................ ..................... 29
M. Control of Pollutants Other than Sediment (Erosion and
Sediment Control Requirement Number 13) ...............................................29
1. Control of Toxic Substances.................................................................... 29
2. Petroleum Spills...................................................................................... 30
N. Maintenance (Erosion and Sediment Control Requirement
Number 14) ................................................................................................... 30
O. Financial Responsibility............................................................................... 31
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DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN 0 Eel 5 20D6
for
PARCEL 002-330-005
JEHtH~~~ ~UUNlY DCO
Photo 1
I. PROJECT OVERVIEW
This project consists of the construction of a single family residence and related work on a
7.58 acre parcel. Photo 1 shows a view of the site from the air. The Williams home will be
constructed above and well back from the top of the bluff on the right side of Photo 1. Some
new landscaping will be necessary but natural vegetation will be left intact over most of the
site.
A. Project Description
An existing graveled road provides access to the building site from Goss Road. This
driveway is indicated by the dashed red line on Photo 2. An existing garage is indicated
with a red and grey rectangle along the driveway on Photo 2.
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Photo 2
Discovery Bay is located below and to the west of the building site. The home is to be set
back from the top of the bluff per the requirements of a geotechnical report prepared by
this office.
The areas of all of the various land uses are detailed in the calculations of the post-
development, weighted runoff cUrve numbers for the site which are included in
Appendix 1. Pre-development runoff CUTve number data are also included in Appendix 1.
B. Existing Site Conditions
The following summaTY of site conditions represents existing conditions.
1. Topography
The site is somewhat rectangular with a long axis oriented east and west as shown
on the Area and Site Maps included at the beginning of this report. Goss Road runs
across the top (east) of the parcel. IR 18:( ~1EIVEI)
DEe 1 5 2006
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Cape
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Figure 1
Figure 1 shows a segment of a USGS Topo Map showing the overall area and with
the approximate project location indicated in red. Note the general trend of the
project site and neighboring lands to slope to the west and northwest with minor
local deviations. The local deviations are well illustrated on the LIDAR based topo
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map segment included as Figme 2. The general area of the building site indicated
with a black X.
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Figure 2
There is a small drainage way which enters the Williams parcel near its southeast
corner and crosses the parcel in a northwesterly direction, crossing the parcel's
north boundary line and leaving the parcel a bit west of the midway point along the
north parcel line.
A second and much smaller drainage way begins neal' the south boundary of the
Williams pal'cel, about midway along the south line. It also crosses the parcel in a
northwesterly direction, passing just to the north of the building site and leaving the
parcel neal' the northwest corner,
The marine bluff on the west side of the parcel, to the west of the building site, is the
subject of a geotechnical report prepared by this office. The geotechnical report
discusses the bluff in much more detail.
2. Vegetation
The site is heavily vegetated with timber and brushy understory growth. Douglas
Fir, Cedar, Alder, and Maple dominate the canopy with a few Madrona and other
species, especially neal' the west end of the parcel.
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II
Photo 3 shows some of the canopy species overlooking Discovery Bay. Photo 4 shows
a typical canopy to the east of the building site.
Photo 3
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Photo 4
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The understory is dense and thick with salal, swordfern, and salmon berry being
predominate. Many other species may be found.
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Photo 6
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Photo 5 shows typical understory vegetation on the uplands, near the east end of the
parcel. Photo 6 shows an area of understory vegetation near the building site with
the area in the foreground having been cleared a year or two ago and that in the
background representing vegetation that has been undisturbed for many years. Note
the density of the low growing brush. This plan relies on the existing dense
vegetation depicted in Photo 5 and Photo 6 to provide back up for the biofiltration
and silt fencing required by this plan.
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3. Drainage
The site presently drains to the northwest with Discovery Bay being the receiving
water. There are two defined drainage routes for concentrated flow on the parcel as
shown on Figure 3. The drainage route on the east is larger and drains a large area
of neighboring lands. It passes under the driveway in a culvert. The other drainage
way is significantly smaller and does not have a well defined channel bed.
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Figure 3
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Photo 7
Photo 7 shows the bottom of the larger drainage route. There is a defined channel
bed hidden in the midst of the dense vegetation.
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The minor drainage swaleis depicted by the blue arrow in Photo 8. Note the dense
vegetation and lack of a defined channel bed. The septic system is located just ~bove
this swale to the northwest. One white access port can be seen midway back on the
far right of Photo 8.
Photo 8
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Jun"~\\~ ,","UN" OLn
C. Adj acent Areas
The site is surrounded by larger parcels of rural residential lands on three sides. The
Area and Neighborhood Maps included at the beginning of this report show good
overviews of the neighborhood. Discovery Bay forms the west boundary of the Williams
parcel.
II. DESIGN CRITERIA
The following criteria are specific to this project site and will not apply to other properties,
even those that may be nearby.
A. Soils
The site may be found on map number 41 of the Soil Survev of Clallam Countv Area,
published by the U. S. Soil Conservation Service, a portion of which is reproduced here
as Figure 4. The Williams parcel is indicated in red.
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Figure 4
Figure 4 can be compared with the Area and Neighborhood Maps at the beginning of
this report for orientation.
Map number 41 predicts that the soils on this site are types Cill and CmC.
Soil type Cill is described by the Soil Survey as Cassolary sandy loam on 0 to 14 percent
slopes. This soil type is in HydTOlogic Group C and is located primarily on the uplands
portion of the site, well above Discovery Bay.
Soil type CmC is described by the Soil Survey as Clallam gravelly sandy loam on 15 to
30 percent slopes. This soil type is in Hydrologic Group C and is located primarily on the
slopes immediately above Discovery Bay. This portion of the site will not be disturbed
by this project.
Clallam soils are fairly shallow and are derived from glacial drift. Their presence tends
to be confirmed by the glacial erratics shown in Photo 9. Many of these have been
uncovered during shallow excavation for the dJ:iveway and homesite.
9
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Photo 9
Site investigation indicates that the Clallam surface soils are shallow and will tend to
become saturated where the surface slope is diminished such as in swales and low
areas. The Soil Survey predicts an infiltration rate of 0.6 - 2.0 inches per hour through
the upper two feet of the soil profile. Infiltration will be greatly restricted below this
depth.
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Photo 10
Photo 10 shows an exposed portion of the upper soils profile in the shallow drainage
area above (south of) the driveway. The ponded water at the lower right of the photo
evidences the shallow depth to the restrictive layer.
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Due to the presence of more gravels than typical of Clallam soils and the shallow nature
of the infiltration/dispersion facilities, an infiltration rate of 2.0 inches per hour is used
in the design of infiltration/dispersion facilities.
B. Rainfall
The total amount of precipitation falling over a 24 hour period during a storm having a
mean recurrence interval of 2 years, will be 1.3 inches. This information was taken
from a 2 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service,
a portion of which is reproduced here as Figure 5. The project location is marked on the
map.
30N
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PPECIFIT AT
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24-H UR
F ,t:.,N It\ICH
29N
23/1/
27N
26/1/
NT1-iS
Figure 5
The isopluviallines represent total precipitation in 24 hours, in tenths of inches. 2 year
rainfall data is used in the calculation of times of concentration for the site.
The total amount of precipitation falling over a 24 hour period during a storm having a
mean recurrence interval of 25 years, will be 2.5 inches. This information was taken
from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service,
a portion of which is reproduced here as Figure 6. The project location is marked on the
map.
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30N
29N
28N
21N
26N
9W
5W 4W 3W
,- ") k C '. r,.p ^')~' I t".1 R.,.'
~,. -.::.......J t_ ,4~, \ ;;:!- "+ ~- t"" _,.'
l'J Il',j T E lcl T H S F A t~ 11\1 C H
TW
I P UV A,
PRECIPIA 11
Figure 6
The rainfall distribution is assumed to be a Type IA distribution per standard practice
in the area.
C. Base Year Conditions
Per standard practice, the base year conditions al'e taken to be represented by old
growth timber over the entire site. The soils al'e taken to be unchanged from base year
conditions; that is, the soils al'e assumed to have always been shallow with the top layer
being relatively pervious and the deeper soils relatively impervious.
D. Hydrologic Model
This plan follows the Adjusted Target Peak Flow Standards of the Interim Guidelines of
the DOE Manual for the design storms. It estimates both the pre-development and post-
development offsite runoff from the project site, based on standal'd 2 yeal' and 25 year
design storms. This is different from the more typical 2, 10, and 100 year design
storms.
Because the shallow upper soils al'e somewhat pervious, in their undeveloped condition
they will infiltrate most rain falling on them during rainfall events of moderate
intensity (2 year events and less). For more intense events (10 year events and greater)
the upper soils will become saturated and all excess rain will run off overland.
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Development will tend to decrease the functioning of the upper soil layers dll'ing less
intense rainfall events, causing overland runoff to OCCll' at the 2 year level or even less
intense events. Excess rainfall will run off dll'ing events at the 10 year level and
greater both before and after development.
For this reason, this plan provides for 100% infiltration for less intense rainfall events,
mimicking pre-development conditions. For more intense events, the infiltration portion
of the facility will continue to infiltrate but excess rainfall will be dispersed as sheet
flows, again mimicking pre-development flows. To ensure that the system has a level of
conservativeness consistent with the 2, 10, and 100 year requirements of the Interim
Guidelines of the DOE Manual, the infiltration portion of the system is designed based
on a 25 year rainfall event rather than the 10 year level. This means that all runoff will
be infiltrated at the 2, 10, and 25 year levels and the dispersion portion will handle 100
year level events.
There are no streams below the project site so stream bank preservation is not a
concern.
This plan uses a hydrograph based method of calculating runoff which is described in
Urban Hydrology for Small Watersheds, Technical Release No. 55, and the Western
Washington Supplement to Technical Release No. 55, both published by the U. S. Soil
Conservation Service. This same type of method is given in the King County Sll'face
Water Design Manual, published by the King County Public Works Department, and
the 1992 Stormwater Management Manual for the Puget Sound Basin (The Technical
Manual) published by the Washington State Department of Ecology.
This plan uses the suggested runoff curve numbers given in Table 2-2a of Technical
Release No. 55.
E. Time of Concentration
The length of time that it takes a drop of rainfall to travel fl'Om the uppermost point of a
basin to the point of discharge from the basin, or to the point where flows are to be
calculated, is referred to as the time of concentration (Tc). This is the sum of the time it
takes for runoff to flow across the various types of flow channels as it crosses the basin.
For this project the time of concentration is little affected by development since the new
home site is located near the bottom of the drainage basin (entire parcel). For this
reason the same time of concentration is used in both the predeveloped condition and in
the postdeveloped condition.
The following calculations are per Section 1II-1.4.2, pages III-I-I3 through III-I-I6, of
the Washington State Department of Ecology's STORMWATER MANAGEMENT
MANUAL FOR THE PUGET SOUND BASIN. THE TECHNICAL MANUAL, (DOE).
1. Pre development Condition
Th t. f .. fi d . d S! h .. di' /Otlsa ~JEr\\rEr)
e Ime 0 concentratIOn IS rst etermlne .Lor t e eXlstIng con tIOJlo't.~ baSIn. '.'
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a. Unconcentrated Flow
Immediately after falling to the grormd, rmnwater initially travels as
rmconcentrated sheet flow for a period of time (Tt) calculated by:
0.80
0.42 (NsL)
. Tt = -------------------- = 42.45 min
0.527 0.4
(P2) (SO)
Where:
Ns = 0.800
P2 = 1.4
SO = 0.0400
L = 100
= Sheet flow Manning's n (DOE Table III-l.4)
= 2 yr, 241u rainfall (in)
= Slope of flow path (ft/ft)
= Length (L) of flow path (ft)
This is sheet flow through the dense grormd cover at the upper (eastern) end of
the parcel as shown in Photo 11.
Photo 11
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b. Shallow Concentrated Flow
As sheet flows run together and become concentrated, they travel as shallow
concentrated flow for a period of time (Tt) calculated by:
L
Tt = -------------------- = 1.47 min
60 Ks SQRT(SO)
Where: Ks = 4 = Velocity factor (Ks) (per DOE Table III-l.4)
SO = 0.0800 = Slope of flow path (ft/ft)
L = 100 = Length (L) of flow path (ft)
This is flow through the drainage area shown in Photo 12.
Photo 12
RErEl\\1R:O
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c. Open Channel (Intermittent) Flow
Flows next travel through intermittent open channels for a period of time (Tt)
calculated by:
L
Tt = = 5.00 min
60 Kc SQRT(SO)
Where: Kc = 5
SO = 0.0400
L = 300
= Velocity factor (Kc) (DOE Table 111-1.4)
= Slope of flow path (ft/ft)
= Length (L) of flow path (ft)
These flows are through the loosely defined channel shown in Photo 13.
Photo 13
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d. Open Channel (Continuous Stream) Flow
Further down the channel, beyond the home site, a continuously flowing stream
is assumed to be formed. Flows follow continuously flowing streams for a period
of time (Tt) calculated by:
L
Tt = _____nmnmnm = 0.25 min
60 Kc SQRT(SO)
Where:
Kc =
SO =
L =
15
0.2000
100
= Velocity factor (Kc) (per DOE Table 111-1.4)
= Slope of flow path (ft/ft)
= Length (L) of flow path (ft)
These flows are not year round. The model has been adjusted to account for flows
in existing natural channels down the slope to the east of the building site
through terrain similar to that shown in Photo 13 as the drainage area steepens
as it apporaches marine waters.
2. Predevelopment Time of Concentration
As noted above, the time of concentration (Tc) is the sum of the time it takes for
runoff to flow across the various types of flow channels as it crosses the basin. For
the predevelopment condition:
Tc = the sum ofthe various Tt's = 49.17 min
This is rounded to 49 min for use in further calculations.
Note that these times of concentration are for the entire parcel and do not apply to
design calculations for the roof infiltration/dispersion system.
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III.
RUNOFF
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Pre-development runoff is calculated based on the base condition of the site, not as it may
presently exist. Post-development runoff is calculated based on the proposed conditions
noted above and shown on the site plan included at the beginning of this report.
Appendix I contains runoff calculations for the entire site for both 2-year and 25-year
storms. The data in Appendix I is organized as follows:
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Subsection 1 - Summary of various coefficients and operational values for the site.
Subsection 2 - Catalog of pre- and post-development land uses.
Subsection 3 - Raw rainfall data for the design storms falling on the site.
Subsection 4 - Pre-development runoff calculations for the design storms.
Subsection 5 - Post-development runoff calculations for the design storms.
Appendix II contains runoff calculations for the design (25-year) storm for the impervious
areas to be routed into infiltration facilities. The data in Appendix II is organized as
follows:
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Subsection 1 - Summary of various coefficients and operational values for the
infiltrated portion of the site.
Subsection 2 - Catalog of pre- and post-development land uses for the infiltrated
portion of the site.
Subsection 3 - Raw rainfall data for the design storm falling on the infiltrated
portion of the site.
Subsection 4 - Post-development runoff calculations for the design storm.
Subsection 5 - Staging table with operational data related to the infiltration facility.
Subsection 6 - Flood routing data for the infiltration facilities.
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A. Pre-development Runoff
As noted above, a catalog of assumed pre-development conditions and calculations of the
pre-development, weighted runoff curve numbers is included in Appendix I. These are
the conditions that were assumed to prevail before development of the site.
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Under these conditions, the site has a weighted runoff curve number of 76.0.
Complete calculations of the pre-development runoff are contained in Appendix I. The
pre-development runoff is calculated to be 0.030 cfs and 0.214 cfs for the 2-year and 25-
year storms respectively.
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B. Post-development Runoff
A catalog of assumed post-development conditions and calculations of the post-
development, weighted runoff curve numbers is also included in Appendix I. These are
the conditions that will prevail after development of the site. The new home will be
equipped with infiltration facilities to reduce roof runoff to zero. These calculations
assume a total of 3,000 square feet of new impervioius roofs, a~f\~t~\~D
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infiltrated. The infiltration/dispersion system will be sized to match the actual square
footage of roof to be constructed as shown on the detail drawings included at the
beginning of this report. This will allow construction of out buildings, etc., in the future
within the scope ofthis drainage plan
Under these conditions, the site will have a weighted runoff curve number of 75.1.
Complete calculations of the post-development runoff are contained in Appendix I. The
post-development runoff is calculated to be 0.028 cfs and 0.200 cfs for the 2-year and 25-
year storms respectively, slight decreases from the predevelopment rates. This slight
decrease is due to 100% infiltration from impervious surfaces.
C. Mitigation
To mitigate increases in runoff from the development of the parcel, runoff from the roofs
of the new home and outbuildings shall be routed to infiltration/dispersion facilities,
sized and constructed per the construction plans included at the beginning of this
report. Design calculations, including flood routing calculations, are included in
Appendix II.
To mitigate potential erosion and sediment impacts, the requirements of the erosion and
sediment control plan shall be followed. Site specific mitigation measures are listed
below. General guidelines and recommendations are included in the erosion and
sediment control plan.
1. Roof runoff shall be routed to the infiltration/dispersion facilities, sized and
constructed per the detail drawings included at the beginning of this report.
2. Silt fencing shall be installed below any area where soils are exposed within 25
feet of the brow of the hilL It shall remain until exposed soils are revegetated or
covered.
3. Other appropriate BMPs such as limitations on access routes, minimization of
soil disturbing activities, etc. as described below shall be implemented if
necessary to accomplish the objectives of this plan.
Other appropriate BMPs such as limitations on access routes, minimization of soil
disturbing activities, etc. as described in the erosion and sediment control plan shall be
implemented if necessary to accomplish the objectives of this plan.
IV. EROSION AND SEDIMENT CONTROL PLAN
This portion of the plan was prepared with the goal of preventing damage to adjoining or
downstream properties due to erosion and sediment deposition and preventing the
degradation of the quality of the receiving waters during the constructioN~~ ~Uhis
project. I~ l~~ 111 IVHI>>
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To ensure that the provisions of this Erosion and Sediment Control Plan are followed
during construction, the complete text of this Erosion and Sediment Control Plan should be
included in the construction plans for this project. Where formal construction plans will not
be prepared for all or portions of the work, a copy of this document should be made
available to the contractor and appropriate subcontractors. Subcontractors that will not be
receiving copies should be made aware of the plan's existence and advised where copies can
be obtained.
Water quality controls, commonly referred to as Best Management Practices, or BMPs, are
necessary to prevent three distinct types of impacts. The first consists of damage done as
the result of soils being taken up by running water. This type of damage typically consists
of rilling, rutting and loss of topsoil. The second type of damage is the degradation of water
quality that occurs as the water transports the smaller soil particles. The third type of
damage occurs when the running water reduces its velocity and drops the suspended soils.
The Erosion and Sediment Control features (BMPs) of this plan are designed to address all
three types of damage with the emphasis on preventing the initial soil uptake. Successful
prevention of soil uptake will also prevent damage caused by degradation of water quality
and by soil deposition. While the measures described below for preventing soil uptake
should theoretically prevent any removal of soil, common sense advises that additional
measures will be necessary and indeed, the DOE Manual requires additional measures.
These additional measures will allow deposition of transported soils under controlled
conditions before flows leave the project site or enter the receiving waters.
The site specific types of BMPs and their locations are described immediately below in sub-
section A. Specific details of the BMPs and the standards required by the DOE manual
follow as sub-sections B - O.
A. Site Specific Construction Phase BMPs
Site specific BMPs are listed in the Mitigation section above. Those BMPs shall be
implemented in addition to any that may later be necessary due to changing or
unforeseen site conditions.
It is expected that minor adjustments, especially the installation of additional BMPs
where an unexpected need arises, will be necessary during the construction phase of
this project. For this reason, discussions of various BMPs that are not specifically
required are included below. These BMPs should be considered as being held in rea~y
reserve against the possibility that they will be needed.
The following subsections discuss the various BMPs that may be incorporated in this
plan. Reasons for their use, limitations and benefits associated with specific BMPs, and
additional information are provided.
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B. Stabilization and Sediment Trapping (Erosion and Sediment Control
Requirement Number 1)
These requirements are to be considered general in nature and provide a framework for
deciding when and where various BMPs should be utilized. They are intended to provide
guidance in quickly selecting BMPs for use in unexpected situations. They apply to
both soils that are not yet at final grade and to those that are at final grade, including
soil stockpiles.
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1. Stabilization of Exposed Soils
The stabilization of exposed soils is the single most important element of this plan.
If exposed soils are protected such that soil particles are not picked up by running
water, erosion will not occur. Protection of exposed soil consists of four main areas
of effort.
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a.
Minimize Disturbance of Vegetation
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Existing vegetation on the site comprises the best overall protection against
erosion. To protect this resource and to keep the risk of erosion at a minimum,
clearing and grading activities outside of the areas necessary to construct the
improvements shall be kept to an absolute minimum. Patches of existing
vegetation that are within the clearing/grading limits and may be left intact
without hindering the project, shall be left alone whenever possible.
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Care shall be taken that existing vegetation is left intact wherever possible
around the perimeter of the project and particularly along the lower side of the
project. Vegetation in drainage corridors and immediately below soil disturbing
activities is the most valuable and as such is to be provided with the most
protection.
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b. Minimize the Length of Time the Soil is Unprotected
Where grading is necessary for construction activities, the grading should be
delayed as long as reasonably possible to minimize the length of time that the
soil is exposed to the elements.
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Where exposure of bare soil is necessary to accomplish certain portions of the
work, such portions of the work should be completed promptly in order to reduce
the chance of an erosive rainfall event catching the soil unprotected.
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c. Ensure Prompt Revegetation of Disturbed Areas
Every effort shall be made to ensure a healthy stand of protective vegetation is
established as soon as possible. Reseeding of areas which are to be planted with
grass shall be accomplished within 14 days if grading operations are completed
within a planting season. If grading operations are completed outside of a
planting season, reseeding shall occur within 7 days following the beginning of
the next planting season. If substantial portions of the project are ready for
reseeding at the beginning of or during a planting season, such portions may be
prompt~y reseeded without waiting for completion of work oOD,1>~~1T. \\
the proJect. )1'\ lC1\ lUtll \V r~..d Jt)l
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Planting seasons are considered to be between March 1 and May 15 and between
August 15 and October 1 where irrigation is impractical. Where irrigation is
practical, the planting season is considered to be between March 1 and'
October 1.
The following seed mix has been tested and found to be adequate for use for
erosion control and for slope stabilization in Western Washington:
Seed Type Percent by Weight
Chewing Fescue 40
Colonial Bentgrass,
Var. Astoria 10
Perennial Rye 40
White Clover 10
100
Other mixes, selected with regard for the soils, uses of the site, method of
application, and expected weather may be used if desired. The recommendations
of the seed supplier should be sought and strongly considered in selecting a mix.
If the season or construction scheduling will not allow prompt revegetation of an
area where construction activities have been completed, the area should be
covered with plastic sheeting, straw, mulch or other covering chosen to match
the situation and with due regard for the length of time that the area is expected
to remain uncovered.
d. Protective Coverings
Protective coverings are highly recommended for application to exposed soils that
are not being actively worked for an extended period of time. An extended period
of time is considered to be 2 days between October 1 and April 30 or 7 days
between May 1 and September 30.
Protective coverings include plastic sheeting, straw, mulch, commercial sod and
other coverings. The particular type of protective covering used should be chosen
based on the steepness of the slope of the area to be covered, the size of the area
to be covered, the time of year, the length of time the covering will remain,
proximity to wetlands or other sensitive areas, the amount of existing vegetation
between the exposed soil and the downhill project boundary, cost, and the visual
impact of the covering.
The best covering is existing vegetation, which should be disturbed as little as
possible. Commercial sod is the next best covering but its use is often precluded
by cost. Clear plastic sheeting is suitable for steep slopes but is difficult to apply
and maintain in moderate to high winds. Black plastic sheeting is not
appropriate during growing seasons except for short perioREf-1tEtVEl[)
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straw, either straight from bales or shredded, makes an adequate ground
covering on gentle to moderately steep slopes (no steeper than 2 horizontal to 1
vertical) if it is wet to the point of limpness. Straw is generally effective where
the distance from the top to the toe of the slope is no more than 100 feet.
Early application of gravel bases, pavements, and special landscaping items such
as washed rock over plastic sheeting is considered to be a suitable protective
covering where otherwise required.
2. Sediment Trapping
Stormwater runoff from areas of exposed soil shall not be permitted to leave the
project site without first having passed through an appropriate sediment trapping
system or device. The type of sediment trap should be chosen based on the potential
for erosion from exposed soils, the expected velocity and depth of flows, the
proximity to downstream sensitive areas, and the length of time that the upstream
soils will remain exposed to the elements.
a. Sheet Flow Through Grassy or Heavily Vegetated Areas
Runoff from exposed slopes that are less than 150 feet from top to bottom
(measured along the slope) can be adequately treated by routing flows through
bands of dense grass or other heavy vegetation. The vegetated band should be a
minimum of one fifth as wide as the width of the exposed slope, but no narrower
than 10 feet. For example, a band of exposed soil 75 feet wide should have a
minimum of 15 feet of dense grass for sediment trapping.
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The vegetated band width above is for a slope no steeper than 10 percent. Where
the slope of the vegetated area is between 10 and 20 percent, add 50 percent to
the minimum width. Where the slope is greater than 20 percent, the minimum
width should be doubled.
For this type of sediment trapping system to be effective, flows must cross the
vegetated area in sheet flows. If flows are expected to arrive at the vegetated
band in concentrated flows, creation of a small artificial delta may be necessary
to force a sheet flow.
b. Grassy Swales
Grassy swales are used to treat runoff from larger areas than sheet flows across
bands of vegetation. Although grassy swales are usually thought of as
permanent features, they can often be utilized during the construction phase.
Unfortunately, there is usually insufficient time before the main construction
effort to reshape landforms to provide the necessary slopes, widths, etc., and
grow vegetation in the swale. Either an area must be found that is already
vegetated and that meets the minimum requirements for a grassy swale or
commercial sod must be placed along the sides and bottoms of the swale
immediately after the swale is constructed. lR JE( , EI\n8 T)
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The following standard requirements for grassy swales were taken from the
Draft Stormwater Guidelines published by the Washington State Department of
Fisheries in 1990 and are recommended for use here due to their simplicity.
More specific design criteria are more appropriate for use on large or complex
sites.
1. Soils
Gravelly and coarse sandy soils should be avoided in order to maximize water
contact with vegetation and the soil surface.
11. Design Criteria
The grassy swale should be designed based on a two-year, 24-hour peak flow
and the following:
(A) Velocity
Velocities should be less than 1.50 feet per second.
(B) Depth of Flow
The flow depth should be less than 4 inches.
(C) Slope
The longitudinal slope should average two to four percent. Rock or log
check dams or terraces should be installed as necessary to achieve slopes
of less than four percent.
111. Dimensions
Grassy swales should be located to obtain maximum length. If less than 200
feet long, the width should be increased by an amount proportional to the
reduction below 200 feet in order to obtain the same area of vegetation
contact.
IV. Side Slopes
Side slopes should be no steeper than three horizontal to one vertical.
c. Interceptor Swales
Interceptor swales are shallow trenches constructed with a single pass of a large
dozer equipped with one to three ripper teeth. The preferred configuration of
ripper teeth for construction of interceptor swales is two teeth positioned on the
outside of the ripper assembly. This type of swale construction will tear through
existing sod without removing it. Leaving the sod in place will protect against
erosion of the swale bottom on steeper slopes.
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Swales thus constructed are intended to intercept sheet flows and infiltrate them
into the soil. When flows are greater than can he infiltra~ Irtt ~VE [)
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provide a path for runoff of excess flows. Such excess flows will run along the
swale until they are either infiltrated or they enter interceptor ditches.
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Interceptor swales are especially effective adjacent to property lines which run
more or less straight up and down a slope and where only sheet flows are to be
intercepted. In order to be effective, the surface of the ground must not be
regraded during the life of the swale. Grading or blading of the surface of these
swales will defeat their purpose.
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Construction of interceptor swales causes only minimal disruption of the ground
contours. For this reason the swales need not be removed or otherwise treated at
the end of their usefulness.
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d. Other Sediment Trapping Devices and Systems
Many other effective sediment trapping systems and devices are listed in Table
11-2.1 of the 1992 DOE Manual. Complete details and descriptions of them are
included elsewhere in the DOE Manual. They should be used where appropriate
and as described in the Manual.
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C. Delineate Clearing and Easement Limits (Erosion and Sediment
Control Requirement Number 2)
Appropriate clearing limits, property lines, easement lines, and similar boundaries shall
be determined prior to starting construction. Clearing, grubbing, grading and similar
operations shall not begin until the appropriate limits are staked in the field. Once
these stakes are set, care shall be taken that the stakes are not disturbed.
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D. Protection of Adjacent Properties (Erosion and Sediment Control
Requirement Number 3)
As required by the DOE Manual, no flows from exposed or disturbed soils are to leave
the project site without first having been treated with some type of sediment
trapping/filtering system or device. The proposed arrangement of these devices and
systems is described above. The individual items are discussed in more detail in the
section on Sediment Trapping above.
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The protective measures shown on the site plan are designed to prevent sediment
deposition on adjacent properties. To the extent that the various items are constructed
as designed and other work on the site progresses as envisioned, sediment should not be
deposited on neighboring properties.
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Last minute changes in other items of work on this project, responses to previously
unknown site conditions, or unexpected weather may require that revisions to the
sediment trapping provisions of this plan be made rapidly. To this end, the previous
section on Sediment Trapping contains design criteria, comments, information about
BMPs, and similar information that is intended to be used in rapidly responding to
changing needs and changing site conditions. As soon as a previously unexpected threat
to adjacent properties becomes apparent, sufficient measures sha~e taken to either
eliminate the source of the threat or to provide an adequate level o~€~ lEiJ~~ ()
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threat. The measures taken shall provide a level of defense against sediment deposition
on adjacent properties at least as secure as those provided by the remainder of this
plan.
E. Timing and Stabilization of Sediment Trapping Measures (Erosion and
Sediment Control Requirement Number 4)
It is essential that the various sediment trapping systems and devices be constructed
prior to exposing the upslope soils to the elements. Both the timing of construction of
the measures and the stabilization of the slopes of the structural BMPs are mandatory
parts of this plan.
1. Timing of Installation of BMPs
In keeping with the goal of providing positive sediment trapping or removal for all
runoff from exposed soils before the runoff leaves the project site, no soil shall be
exposed, or grading operations performed, until all of the required BMPs in the
drainage path below the area to be exposed have been completed. Clearing,
grubbing, and grading operations necessary for the construction of the BMPs are
excepted from this requirement.
2. Stabilization of slopes of structural BMPs
It is critical that the slopes of ditches, berms, ponds, and similar structural items be
stabilized. These slopes will not only shed as much silt as any other exposed slope,
but their erosion could cause the failure of the structural BMP. This could easily
result in the failure of the BMP to perform its task of forcing sediment deposition to
occur in a controlled location. This would leave open the potential for erosive
transport of soil from a much larger area than that originally exposed on the slope of
the BMP.
F. Cut and Fill Slopes (Erosion and Sediment Control Requirement
Number 5)
Newly created slopes shall be covered or otherwise protected as provided for elsewhere
in this plan.
The faces of newly created fill slopes shall be well compacted. Since it is often
impossible for typical compaction equipment to adequately compact the outer one to
three feet of a fill, it will be necessary for compaction equipment to be operated up and
down the face of the slope after the fill is completed. Operating tracked equipment in
this manner will provide a certain amount of slope roughness which is desirable in
slowing the velocity of running water and in retaining seed and fertilizer.
Mter cut or fill slopes are covered, they should be monitored to ensure that the covering
is functioning as intended and that rills are not forming under or through the covering.
:1
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G. Controlling Off-Site Erosion (Erosion and Sediment Control
Requirement Number 6)
The BMPs specified by this plan are intended to prevent damage to downstream and/or
adjoining properties. To the extent that construction of this projeRr~~D
26
DEC 1 5 2D06
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intended and all elements of this plan are implemented, there should be no off-site
erosion. It is possible that extensive covering of slopes and similar practices could
increase the volume of peak floods, especially if a storm event greater than a two year
event were to occur before the site were completely revegetated and the stormwater
infiltration/detention systems completed.
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The possibility of this occurring increases significantly if construction is delayed and
exposed slopes must be covered through a winter rainy season instead of having been
successfully revegetated. While this is not expected to occur, is possible that the
vagaries of the construction trade will cause this to happen. If this does occur,
downstream drainage channels shall be inspected before the end of the Fall planting
season and an inventory made of areas where increased flows would reasonably be
expected to cause erosion. Such areas shall then be protected in a manner consistent
with the goals and guidelines included within this plan. Those BMPs noted above as
being held in "ready reserve" on this project may be brought up to active status by their
use in such off-site situations.
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H. Stabilization of Temporary Channels and Outlets (Erosion and
Sediment Control Requirement Number 7)
Channels, slopes, embankments, trenches, and similar areas of disturbed soil which are
required for the implementation of this erosion control plan shall be subject to the same
erosion control requirements as other portions of the project. In addition to the general
protective requirements, specific armoring methods are included in the appropriate
details.
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I. Underground Utility Construction (Erosion and Sediment Control
Requirement Number 9)
Underground utility construction shall proceed subject to the following criteria.
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A major source of potentially contaminated flows is from pumping or otherwise
dewatering trenches. For this reason, flows discharged from pumping or other
method of trench dewatering shall be closely monitored and, except where there is
no visible turbidity, treated as described below in the Section titled "Dewatering
Construction Sites."
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Where feasible, no more than 500 feet of trench shall be opened at one time.
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Where consistent with safety and space considerations, stockpiles of excavated soils
shall be placed on the uphill side of the trench. Any such stockpiles shall be
protected from erosion as provided for in this plan.
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Trenches shall be backfilled and revegetated as soon as reasonably possible
following placement of utilities. Wherever trenches run more or less straight up and
down a slope, either the backfill shall be mounded over the trench or waterbars or
similar BMPs shall be utilized as necessary to prevent the backfilled trench from
becoming a water course. Simply covering the exposed soil ~ not ~revent. the
trench from conveying waters. ~ E( El\ (1g jf ))
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DEe 1 520aS
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Where the upstream end of a pipe is subject to inundation, it shall be temporarily
capped or plugged at the end of each day's work to prevent soil from being washed
into the pipe.
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The underground utility locate service, 1-800-424-5555, shall be called a minimum of
48 hours (2 working days) prior to beginning any excavation and arrangements
made to have all buried utilities marked.
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J. Construction Access Routes (Erosion and Sediment Control
RequirementNumber 10)
It is expected that minor amounts of soil will be tracked onto paved roads, especially
when unexpected circumstances such as rains and delays occur. To prevent this from
becoming a nuisance or source of sedimentation, the roads shall be cleaned thoroughly
at the end of each day if there is evidence of any significant accumulation of soil.
Sediment shall be removed from roads by shoveling or sweeping and be transported to a
controlled sediment disposal area. Washing of the street shall be allowed only after
sediment is removed in this manner. Wherever construction, delivery, and similar
vehicles enter paved roads from this project, the following provisions shall be followed to
minimize the transport of soil onto the paved road.
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During periods of dry weather (where the soil is too dry to adhere to the tires of
construction vehicles) construction vehicles may access paved streets directly from the
project site with monitoring and occasional sweeping of the paved street as necessary to
prevent accumulations of soil.
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During periods of wet weather (where soil readily adheres to the tires of vehicles) the
vehicles may access graveled roads directly from the project site as necessary, but shall
not access paved roads without first having been routed over areas where existing grass
or other vegetation remains or routed down a minimum of 150 feet of graveled road.
Access routes ove'r grass or other vegetation shall be changed occasionally to ensure that
wheel ruts are not allowed to develop and that the vegetation is not unduly worn down.
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K. Removal of Temporary BMPs (Erosion and Sediment Control
Requirement Number 11)
Temporary Erosion Control Facilities shall be promptly (within 60 days) removed, once
their presence is no longer required. During their removal, any entrapped sediment
shall be disposed of in suitable locations on the project site where they will not be
subject to erosion. Disturbed areas left after the removal of sediments shall be promptly
stabilized.
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As an alternate to the removal of entrapped sediments, they may be stabilized in place
by the application of suitable BMPs such as sodding, mulching, seeding, etc. .
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In no case shall sediments be left in a channel or where they would be washed into
receiving waters by the next storm. The role of the Erosion Control Facilities is to
prevent sediments from entering waters, not to merely delay it until after construction
is completed. rR IE( , EIVE!>>
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DEe 1 5 2006
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L.
(Erosion and Sediment Control
Dewatering Construction Sites
Requirement Number 12)
Discharges from pumps used in dewatering trenches or other portions of a construction
site shall be dispersed by one of the following methods:
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Directing flows onto existing heavily vegetated areas. If this is done, the flows shall
be directed against objects such as old tires or stumps, capable of disrupting
concentrated flows.
Directing flows onto a pad constructed of clean, pit run gravel or washed drain rock
or pea gravel. The pad shall be a minimum of 15 feet square and flows shall be
directed into a circle of 6 - 8 inch diameter stones to assist in dispersing flows into
sheet flows.
Directing flows directly into a grassy swale or other sediment trapping BMP,
constructed per this plan.
In no case shall flows discharged from a pump be allowed to remain as a concentrated
flow. Every effort shall be made to break the flows into sheet flows.
In all cases, flows from dewatering shall be routed through a sediment trapping BMP
before being released off of the site.
M. Control of Pollutants Other than Sediment (Erosion and Sediment
Control Requirement Number 13)
All potential pollutants other than sediments that may occur on the site during the
construction process shall be handled and disposed of in a manner that does not cause
contamination of stormwater.
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1. Control of Toxic Substances
No toxic or noxious substances shall be used, stored or disposed of on or off the
project site in conjunction with the project except in full compliance with all
applicable federal, state and local laws and regulations and the recommendations of
the supplier of the substance. The product label or instructions for use and the
Material Safety Data Sheets (MSDS) for such products shall be kept on the site until
the product has been used up or removed from the site and properly disposed of.
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While not commonly thought of as a hazardous material, common fertilizer can be
very damaging if allowed to enter receiving waters. Fertilizers shall only be used in
accordance with the recommendations of the supplier and any concentrations such
as dribbles or leaks shall be cleaned up.
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In the event of a spill or other unusual event involving toxic or hazardous materials,
work in the vicinity shall be immediately stopped and the following agencies
notified:
IR IE~ ~IEIVEI)
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Washington State Department of Ecology, (206) 459-6000 during normal
business hours or (206) 753-2353 after hours.
If the incident presents a threat to life, health, or property, the Fire and Police
Departments shall be notified by dialing 911.
2. Petroleum Spills
The following requirements are included to ensure compliance with Part 40 of CFR
112 in cases where SPCC Plans are required. They shall be followed on all projects.
Storage of fuel for construction vehicles and fueling of construction vehicles shall be
performed in accordance with the following requirements:
a. Driver Training
All employees assigned to operate fuel trucks will be properly trained in
appropriate regulations and safety procedures. Training shall include proper
inspection and use of tanks, hatches, valves, pumps, hoses and fuel delivery
equipment.
b. Fueling of Vehicles
Fuel nozzles shall be locked when not attended and hoses shall be rewound or
otherwise properly stored when not in use. Unattended fueling which relies on
the proper operation of automatic shutoff nozzles shall not be permitted.
c. Parking of Fuel Tankers
Parking areas for fuel trucks shall be selected such that spills will not leave the
area. Fuel trucks shall not be parked closer than 25 feet to a conveyance BMP
such as a grassy swale or interceptor swale. When fuel trucks must be taken to
other portions of the project to fuel equipment, they must be continuously
attended or returned to the staging/storage area. Fuel trucks shall be locked
with the wheels chocked when unattended and not in use.
d. Containment of Spills
Spills shall be immediately diked and every effort made to stop spillage. Each
fuel truck shall carry a long handled shovel for use in containing spills. In the
event of a spill, the U. S. Environmental Protection Agency, Seattle, Washington
(206) 442-1263, shall be notified as soon as possible. If the magnitude of the spill
is such that it presents an immediate threat to life, health, or property, it shall
be promptly reported by dialing 911.
N.
Maintenance
14)
(Erosion and Sediment Control Requirement Number
This section constitutes the Operation and Maintenance Manual for the erosion and
sediment control BMPs used during the construction phase of this project.
IR IE( ~EKV18I)
30 DEe 1 5 2UOO
JfHtHSUN CUUNfY Den
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Most of the various BMPs required to maintain water quality during the construction
phase of this project are of a temporary nature. They are neither intended nor expected
to remain in service for months at a time. The typical BMP often has a life expectancy
of only 6 - 12 weeks unless time and effort are expended to bring it back to its original
condition.
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Foul weather, rough use, overloading and similar conditions will reduce the life of these
items. It is critical that all of the erosion and sediment control BMPs be maintained in
their intended condition until they have served their purpose and are ready to be
removed.
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The project foreman shall inspect the various parts of the system at least once daily
during rainy weather. In addition, the foreman shall perform additional inspections
during or immediately after significant rainfall. Any damaged or non-functioning
components ofthe system shall be repaired before noon ofthe next day.
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In addition to verifying that the various BMPs are functioning as intended, the foreman
shall check for formation of rills, deposits of silt and similar indications that the system
is not functioning properly. If it is found that the system is not performing its role in
preventing erosion and sedimentation, additional BMPs shall be provided as necessary.
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Specific maintenance instructions for the various erosion and sediment control BMPs
are contained in the DOE Manual.
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o. Financial Responsibility
Construction, operation, maintenance, replacement, and final removal of the erosion
and sedimentation control BMPs is an integral part of the construction of this project.
When referenced as such by the construction contract or similar documents, this plan
forms a part of the construction plans for this project. In such cases the erosion and
sedimentation control work is covered under applicable financial instruments such as
the contractor's and developer's bonds to the same extent as all other items of work
shown in the construction plans.
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DEe 1 5 2006
31
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APPENDIX I
Subsection 1
Summary of various coefficients and operational values for the site.
iR I~:~ 'IEKVE[)
DEe 1 5 2DD6
JtHtHSUru CUUNrv DeD
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File: WILLDRN.WB2
PROJECT: Williams drainage
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BASIN DATA
Predevelopment
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Area:
Cn:
Tc:
Undetained
2.5800 (Ac) +
76.0
49 (min)
Detained
0.0000 (Ac)
100.0
49 (min)
Total
2.5800 (Ac)
Postdevelopment Basin Data
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Date: December 12, 2006
Undetained Detained Total
Area: 2.3500 (Ac) + 0.2300 (Ac) 2.5800 (Ac)
Cn: 76.2 63.2
Tc: 49 (min) 49 (min)
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RAINFALL
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24 hr rainfall depth
2 yr storm:
25 yr storm:
100 yr storm:
1.40 (in)
2.80 (in)
3.30 (in)
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PREDEVELOPMENT RUNOFF
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2 yr storm:
25 yr storm:
100 yr storm:
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POSTDEVELOPMENT RUNOFF
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Peak Runoff From
Undeveloped Port'n
(Undetained)
- U U uuhu U - - - U U - (Qpos1) U ___
2 yr storm: 0.0277 (cfs)
25 yr storm: 0.1990 (cfs)
100 yr storm: 0.3166 (efs)
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Peak
Runoff From
Entire Basin
uu__uuu__hu u_u (Qpos) u_u_
2 yr storm: 0.0282 (cfs)
25 yr storm: 0.1999 (cfs)
100 yr storm: 0.3206 (cfs)
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Peak
Basin Rainfall
__hu (Qr) uu_u
1.1800 (efs)
2.3601 (efs)
2.7815 (cfs)
Peak
Pre-Devt Runoff
------(Qpre)-----
0.0300 (efs)
0.2137 (efs)
0.3414 (cfs)
Peak Runoff From
Developed Port'n
(Detained)
uu_ (Qpos2) u___
0.0005 (efs)
0.0059 (efs)
0.0091 (efs)
RE~ 'EJ,rE[)
DEe 1 5 2006
JEfHA~U~ I.:UUNfY OeD
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APPENDIX I
Subsection 2
Catalog of pre- and post-development land uses.
RE('EIVgf))
DEe 1 5 2DD6
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>
.0:
'0
"
W
.c
DEe 1 S 2006
JHffHS(f~ I;UflNH dr.n
I
1\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX I
Subsection 3
Raw rainfall data for the design storms falling on the site.
IR E{ 'EIVEO
DEe 1 5 20GS
JHffA~U~ I,:UUNIV nr,n
I
I PROJECT: Williams drainage
2 yr storm (A)
-------------------------------------------------------------
I Total Basin Area = 112385 sq ft = 2.5800 Ae
Storm Duration 24 hr
Peak Rainfall Intensity 1.180 efs
I Total Rainfall Volume 13112 eu ft
Total, 24 hr rainfall 1. 40 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Preeip Preeip
I ------------------------ Rainfall Depth Depth
Time !l- Cumulative Time P Pr Pre
0
(min) Preeip % Preeip (hrs) (cfs) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 0 0.00 0.00 0.00 0.0000 0.0000 0.0000
10 0.40 0.40 0.17 0.0874 0.0056 0.0056
20 0.40 0.80 0.33 0.0874 0.0056 0.0112
I 30 0.40 1. 20 0.50 0.0874 0.0056 0.0168
40 0.40 1. 60 0.67 0.0874 0.0056 0.0224
50 0.40 2.00 0.83 0.0874 0.0056 0.0280
60 0.40 2.40 1. 00 0.0874 0.0056 0.0336
I 70 0.40 2.80 1.17 0.0874 0.0056 0.0392
80 0.40 3.20 1. 33 0.0874 0.0056 0.0448
90 0.40 3.60 1. 50 0.0874 0.0056 0.0504
I 100 0.40 4.00 1. 67 0.0874 0.0056 0.0560
110 0.50 4.50 1. 83 0.1093 0.0070 0.0630
120 0.50 5.00 2.00 0.1093 0.0070 0.0700
130 0.50 5.50 2.17 0.1093 0.0070 0.0770
I 140 0.50 6.00 2.33 0.1093 0.0070 0.0840
150 0.50 6.5,0 2.50 0.1093 0.0070 0.0910
160 0.50 7.00 2.67 0.1093 0.0070 0.0980
I 170 0.60 7.60 2.83 0.1311 0.0084 0.1064
180 0.60 8.20 3.00 0.1311 0.0084 o . 1148
190 0.60 8.80 3.17 0.1311 0.0084 0.1232
200 0.60 9.40 3.33 0.1311 0.0084 0.1316
I 210 0.60 10.00 3.50 0.1311 0.0084 0.1400
220 0.60 10.60 3.67 0.1311 0.0084 0.1484
230 0.70 11.30 3.83 0.1530 0.0098 0.1582
I 240 0.70 12.00 4.00 0.1530 0.0098 0.1680
250 0.70 12.70 4.17 0.1530 0.0098 0.1778
260 0.70 13 .40 4.33 0.1530 0.0098 0.1876
270 0.70 14.10 4.50 0.1530 0.0098 0.1974
I 280 0.70 14.80 4.67 0.1530 0.0098 0.2072
290 0.82 15.62 4.83 0.1792 o . 0115 0.2187
300 0.82 16.44 5.00 0.1792 o . 0115 0.2302
I 310 0.82 17.26 5.17 0.1792 0.0115 0.2416
320 0.82 18.08 5.33 0.1792 0.0115 0.2531
330 0.82 18.90 5.50 0.1792 0.0115 0.2646
340 0.82 19.72 5.67 0.1792 0.0115 0.2761 If? iE( 'EIVEfP
I 350 0.95 20.67 5.83 0.2076 o . 0133 0.2894
360 0.95 21.62 6.00 0.2076 0.0133 0.3027
370 0.95 22.57 6.17 0.2076 0.0133 0.3160 1',- ("'\
380 uti.., 1 ~ ~Dn6
I 0.95 23.52 6.33 0.2076 0.0133 0.3293 ;) L' U.
IfHfHSltru 1:{Juruft Hen
I
I
I PROJECT: Williams drainage
2 yr storm (A)
I -------------------------------------------------------------
Total Basin Area = 112385 sq ft = 2.5800 Ae
Storm Duration 24 hr
Peak Rainfall Intensity 1.180 efs
I Total Rainfall Volume 13112 eu ft
Total, 24 hr rainfall 1.40 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Preeip Preeip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Preeip % Preeip (hrs) (cfs) (in) (in)
------- ------- -------- ------- ------- ------- -----'--
I 390 0.95 24.47 6.50 0.2076 0.0133 0.3426
400 0.95 25.42 6.67 0.2076 0.0133 0.3559
410 1. 33 26.75 6.83 0.2906 0.0186 0.3745
I 420 1. 33 28.08 7.00 0.2906 0.0186 0.3931
430 1. 33 29.41 7.17 0.2906 0.0186 0.4117
440 1. 80 31.21 7.33 0.3933 0.0252 0.4369
450 1. 80 33.01 7.50 0.3933 0.0252 0.4621
I 460 3.40 36.41 7.67 0.7430 0.0476 0.5097
470 5.40 41.81 7.83 1.1800 0.0756 0.5853
480 2.70 44.51 8.00 0.5900 0.0378 0.6231
I 490 1. 80 46.31 8.17 0.3933 0.0252 0.6483
500 1. 34 47.65 8.33 0.2928 0.0188 0.6671
510 1. 34 48.99 8.50 0.2928 0.0188 0.6859
520 1. 34 50.33 8.67 0.2928 0.0188 0.7046
I, 530 0.88 51.21 8.83 0.1923 0.0123 0.7169
540 0.88 52.09 9.00 0.1923 0.0123 0.7293
550 0.88 52.97 9.17 0.1923 0.0123 0.7416
I 560 0.88 53.85 9.33 0.1923 0.0123 0.7539
570 0.88 54.73 9.50 0.1923 0.0123 0.7662
580 0.88 55.61 9.67 0.1923 0.0123 0.7785
590 0.88 56.49 9.83 0.1923 0.0123 0.7909
I 600 0.88 57.37 10.00 0.1923 0.0123 0.8032
610 0.88 58.25 10.17 0.1923 0.0123 0.8155
620 0.88 59.13 10.33 0.1923 0.0123 0.8278
I 630 0.88 60.01 10.50 0.1923 0.0123 0.8401
640 0.88 60.89 10.67 0.1923 0.0123 0.8525
650 0.72 61. 61 10.83 0.1573 0.0101 0.8625
660 0.72 62.33 11.00 0.1573 0.0101 0.8726
I 670 0.72 63.05 11.17 0.1573 0.0101 0.8827 IRE('EIVED
680 0.72 63.77 11.33 0.1573 0.0101 0.8928
690 0.72 64.49 11.50 0.1573 0.0101 0.9029
I 700 0.72 65.21 11.67 0.1573 0.0101 0.9129
710 0.72 65.93 11.83 0.1573 0.0101 0.9230 DEe 1 5 2006
720 0.72 66.65 12.00 0.1573 0.0101 0.9331
730 0.72 67.37 12.17 0.1573 0.0101 0.9432
I 740 0.72 68.09 12.33 0.1573 0.0101 0.9533 JHffH~IJ~ ~UUNn OeD
750 0.72 68.81 12.50 0.1573 0.0101 0.9633
760 0.72 69.53 12.67 0.1573 0.0101 0.9734
I 770 0.57 70.10 12.83 0.1246 0.0080 0.9814
I
I
I
I
PROJECT: Williams drainage
2 yr storm (A)
Total Basin Area = 112385 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
I
780
790
800
810
820
830
840
850
860
870
880
890
900
910
920
930
940
950
960
970
980
990
1000
1010
1020
1030
1040
1050
1060
1070
1080
1090
1100
1110
1120
1130
1140
1150
1160
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
Precip % Precip
0.57
0.57
0.57
0.57
0.57
0.57
0.57
0.57
0.57
0.57
0.57
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.43
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
70.67
71.24
71.81
72.38
72.95
73.52
74.09
74.66
75.23
75.80
76.37
76.87
77.37
77.87
78.37
78.87
79.37
79.87
80.37
80.87
81.37
81.87
82.37
82.80
83.20
83.60
84.00
84.40
84.80
85.20
85.60
86.00
86.40
86.80
87.20
87.60
88.00
88.40
88.80
Time
(hrs)
13.00
13 .17
13 .33
13.50
13.67
13.83
14.00
14 .17
14.33
14 .50
14 .67
14.83
15.00
15.17
15.33
15.50
15.67
15.83
16.00
16.17
16.33
16.50
16.67
16.83
17.00
17.17
17.33
17.50
17.67
17.83
18.00
18.17
18.33
18.50
18.67
18.83
19.00
19.17
19.33
2.5800 Ac
24 hr
1.180 cfs
13112 cu ft
1.40 in
Rainfall Data
Total
Basin
Rainfall
P
(ds)
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1246
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.1093
0.0940
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
Cumulative
Precip Precip
Depth Depth
pr Pre
(in) (in)
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0080
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0070
0.0060
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.9894
0.9974
1.0053
1.0133
1.0213
1.0293
1. 0373
1.0452
1.0532
1.0612
1.0692
1.0762
1.0832
1.0902
1.0972
1.1042
1.1112
1.1182
1.1252
1.1322
1.1392
1.1462
1.1532
1.1592
1.1648
1.1704
1.1760
1.1816
1.1872
1.1928 '0 ,
1.1984 11'\ E( lEIVElT\
1. 2040 LI II )1
1. 2096
1.2152 DEe 1 5 20D6
1. 2208
1.2264
~:~~~~ JEfffH~l/fid;UUNI~ Hen
1. 2432
I
I
I
PROJECT: Williams drainage
2 yr storm (A)
Total Basin Area = 112385 sq ft =
Storm Duration
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
I
I
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
I
Time
(min)
I
1170
1180
1190
1200
1210
1220
1230
1240
1250
1260
1270
1280
1290
1300
1310
1320
1330
1340
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
1460
1470
1480
1490
1500
I
I
I
I
I
I
I
I
I
I
I
I
% Cumulative
Precip % Precip
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.00
0.00
0.00
0.00
0.00
0.00
100.00
89.20
89.60
90.00
90.40
90.80
91. 20
91. 60
92.00
92.40
92.80
93.20
93.60
94.00
94.40
94.80
95.20
95.60
96.00
96.40
96.80
97.20
97.60
98.00
98.40
98.80
99.20
99.60
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Time
(hrs)
19..50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.00
21.17
21.33
21. 50
21.67
21.83
22.00
22.17
22.33
22.50
22.67
22.83
23.00
23.17
23.33
23.50
23.67
23.83
24.00
24.17
24.33
24.50
24.67
24.83
25.00
2.5800 Ac
24 hr
1.180 cfs
13112 cu ft
1.40 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0874
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Cumulative
Precip Precip
Depth Depth
Pr Pre
(in) (in)
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0056
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
1.4000
1. 2488
1.2544
1.2600
1. 2656
1. 2712
1.2768
1.2824
1.2880
1. 2936
1.2992
1.3048
1.3104
1. 3160
1.3216
1.3272
1.3328
1.3384
1.3440
1.3496
1. 3552
1.3608
1.3664
1.3720
1.3776
1. 3832
1.3888
1.3944
1.4000
1.4000
1.4000
1.4000
1.4000
1.4000
1.4000
RE('EIVEW)
DEe 1 5 2006
JEfHA~B~ ~UUNn IJf.n
I
I PROJECT: Williams drainage
25 yr storm (B)
I -------------------------------------------------------------
Total Basin Area = 112385 sq ft = 2.5800 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 2.360 cfs
I Total Rainfall Volume 26223 cu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Precip % Precip (hrs) (ds) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 0 0.00 0.00 0.00 0.0000 0.0000 0.0000
10 0.40 0.40 0.17 0.1748 0.0112 0.0112
20 0.40 0.80 0.33 0.1748 0.0112 0.0224
I 30 0.40 1.20 0.50 0.1748 0.0112 0.0336
40 0.40 1. 60 0.67 0.1748 o . 0112 0.0448
50 0.40 2.00 0.83 0.1748 o . 0112 0.0560
60 0.40 2.40 1. 00 0.1748 o . 0112 0.0672
I 70 0.40 2.80 1.17 0.1748 0.0112 0.0784
80 0.40 3.20 1. 33 0.1748 0.0112 0.0896
90 0.40 3.60 1. 50 0.1748 0.0112 0.1008
I 100 0.40 4.00 1. 67 0.1748 0.0112 o . 1120
110 0.50 4.50 1. 83 0.2185 0.0140 0.1260
120 0.50 5.00 2.00 0.2185 0.0140 0.1400
130 0.50 5.50 2.17 0.2185 0.0140 0.1540
I 140 0.50 6.00 2.33 0.2185 0.0140 0.1680
150 0.50 6.50 2.50 0.2185 0.0140 0.1820
160 0.50 7.00 2.67 0.2185 0.0140 0.1960
I 170 0.60 7.60 2.83 0.2622 0.0168 0.2128
180 0.60 8.20 3.00 0.2622 0.0168 0.2296
190 0.60 8.80 3.17 0.2622 0.0168 0.2464
200 0.60 9.40 3.33 0.2622 0.0168 0.2632
I 210 0.60 10.00 3.50 0.2622 0.0168 0.2800
220 0.60 10.60 3.67 0.2622 0.0168 0.2968
230 0.70 11.30 3.83 0.3059 0.0196 0.3164
I 240 0.70 12.00 4.00. 0.3059 0.0196 0.3360
250 0.70 12.70 4.17 0.3059 0.0196 0.3556
260 0.70 13 .40 4.33 0.3059 0.0196 0.3752
270 0.70 14.10 4.50 0.3059 0.0196 0.3948
I 280 0.70 14.80 4.67 0.3059 0.0196 0.4144
290 0.82 15.62 4.83 0.3584 0.0230 0.4374
300 0.82 16.44 5.00 0.3584 0.0230 0.4603
I 310 0.82 17.26 5.17 0.3584 0.0230 0.4833
320 0.82 18.08 5.33 0.3584 0.0230 0.5062 IR E( , EJVE 0
330 0.82 18.90 5.50 0.3584 0.0230 0.5292
340 0.82 19.72 5.67 0.3584 0.0230 0.5522
I 350 0.95 20.67 5.83 0.4152 0.0266 0.5788
360 0.95 21.62 6.00 0.4152 0.0266 0.6054 DEe 1 ... ""'1'15
370 0.95 22.57 6.17 0.4152 0.0266 0.6320 'J L~U'
I 380 0.95 23.52 6.33 0.4152 0.0266 0.6586
JEfftH~Un.I;UUNfY nen
I
--- ------
I
I PROJECT: Williams drainage
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 112385 sq ft = 2.5800 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 2.360 cfs
I Total Rainfall Volume 26223 cu ft
Total, 24 hr rainfall 2.80 in
Rainfall Data
I Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Precip % Precip (hrs) (cfs) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 390 0.95 24.47 6.50 0.4152 0.0266 0.6852
400 0.95 25.42 6.67 0.4152 0.0266 0.7118
410 1. 33 26.75 6.83 0.5813 0.0372 0.7490
I 420 1. 33 28.08 7.00 0.5813 0.0372 0.7862
430 1. 33 29.41 7.17 0.5813 0.0372 0.8235
440 1. 80 31.21 7.33 0.7867 0.0504 0.8739
450 1. 80 33.01 7.50 0.7867 0.0504 0.9243
I 460 3.40 36.41 7.67 1.4860 0.0952 1.0195
470 5.40 41.81 7.83 2.3601 0.1512 1.1707
480 2.70 44.51 8.00 1.1800 0.0756 1. 2463
I 490 1. 80 46.31 8.17 0.7867 0.0504 1.2967
500 1. 34 47.65 8.33 0.5856 0.0375 1. 3342
510 1. 34 48.99 8.50 0.5856 0.0375 1.3717
520 1. 34 50.33 8.67 0.5856 0.0375 1. 4092
I 530 0.88 51.21 8.83 0.3846 0.0246 1.4339
540 0.88 52.09 9.00 0.3846 0.0246 1. 4585
550 0.88 52.97 9.17 0.3846 0.0246 1. 4832
I 560 0.88 53.85 9.33 0.3846 0.0246 1.5078
570 0.88 54.73 9.50 0.3846 0.0246 1. 5324
580 0.88 55.61 9.67 0.3846 0.0246 1.5571
590 0.88 56.49 9.83 0.3846 0.0246 1.5817
I 600 0.88 57.37 10.00 0.3846 0.0246 1.6064
610 0.88 58.25 10.17 0.3846 0.0246 1. 6310
620 0.88 59.13 10.33 0.3846 0.0246 1.6556
I 630 0.88 60.01 10.50 0.3846 0.0246 1.6803
640 0.88 60.89 10.67 0.3846 0.0246 1.7049
650 0.72 61. 61 10.83 0.3147 0.0202 1.7251
660 0.72 62.33 11.00 0.3147 0.0202 1.7452
I 670 0.72 63.05 11.17 0.3147 0.0202 1. 7654
680 0.72 63.77 11.33 0.3147 0.0202 1.7856 RE~~EnrEr>>
690 0.72 64.49 11.50 0.3147 0.0202 1.8057
I 700 0.72 65.21 11.67 0.3147 0.0202 1.8259
710 0.72 65.93 11.83 0.3147 0.0202 1.8460 j" ;:- (' i J-<' i~n"6
720 0.72 66.65 12.00 0.3147 0.0202 1. 8662 J...", ... J l.UU
730 0.72 67.37 12.17 0.3147 0.0202 1. 8864
I 740 0.72 68.09 12.33 0.3147 0.0202 1.9065 JHffA~UN LUUNH IJC~
750 0.72 68.81 12.50 0.3147 0.0202 1. 9267
760 0.72 69.53 12.67 0.3147 0.0202 1. 9468
I 770 0.57 70.10 12.83 0.2491 0.0160 1.9628
I
I
I PROJECT: Williams drainage
25 yr storm (B)
I -------------------------------------------------------------
Total Basin Area = 112385 sq ft = 2.5800 Ac
Storm Duration 24 hr
Peak Rainfall Intensity 2.360 cfs
I Total Rainfall Volume 26223 eu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Preeip Preeip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Preeip % Preeip (hrs) (efs) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 780 0.57 70.67 13.00 0.2491 0.0160 1.9788
790 0.57 71. 24 13 .17 0.2491 0.0160 1.9947
800 0.57 71.81 13.33 0.2491 0.0160 2.0107
I 810 0.57 72.38 13.50 0.2491 0.0160 2.0266
820 0.57 72.95 13.67 0.2491 0.0160 2.0426
830 0.57 73.52 13.83 0.2491 0.0160 2.0586
840 0.57 74.09 14.00 0.2491 0.0160 2.0745
I 850 0.57 74.66 14.17 0.2491 0.0160 2.0905
860 0.57 75.23 14.33 0.2491 0.0160 2.1064
870 0.57 75.80 14.50 0.2491 0.0160 2.1224
I 880 0.57 76.37 14.67 0.2491 0.0160 2.1384
890 0.50 76.87 14 .83 0.2185 0.0140 2.1524
900 0.50 77.37 15.00 0.2185 0.0140 2.1664
910 0.50 77.87 15.17 0.2185 0.0140 2.1804
I 920 0.50 78.37 15.33 0.2185 0.0140 2.1944
930 0.50 78.87 15.50 0.2185 0.0140 2.2084
940 0.50 79.37 15.67 0.2185 0.0140 2.2224
I 950 0.50 79.87 15.83 0.2185 0.0140 2.2364
960 0.50 80.37 16.00 0.2185 0.0140 2.2504
970 0.50 80.87 16.17 0.2185 0.0140 2.2644
980 0.50 81.37 16.33 0.2185 0.0140 2.2784
I 990 0.50 81. 87 16.50 0.2185 0.0140 2.2924
1000 0.50 82.37 16.67 0.2185 0.0140 2.3064
1010 0.43 82.80 16.83 0.1879 0.0120 2.3184
I 1020 0.40 83.20 17.00 0.1748 0.0112 2.3296
1030 0.40 83.60 17.17 0.1748 0.0112 2.3408
1040 0.40 84.00 17.33 0.1748 0.0112 2.3520
1050 0.40 84.40 17.50 0.1748 o . 0112 2.3632
I 1060 0.40 84.80 17.67 0.1748 0.0112 2.3744
1070 0.40 85.20 17.83 0.1748 0.0112 2.3856 JR E( 'E[VED
1080 0.40 85.60 18.00 0.1748 0.0112 2.3968
I 1090 0.40 86.00 18.17 0.1748 0.0112 2.4080
1100 0.40 86.40 18.33 0.1748 0.0112 2.4192
1110 0.40 86.80 18.50 0.1748 0.0112 2.4304 DEe 1 5 2D06
1120 0.40 87.20 18.67 0.1748 0.0112 2.4416
I 1130 0.40 87.60 18.83 0.1748 0.0112 2.4528
1140 0.40 88.00 19.00 0.1748 0.0112 2.4640 JEfffH~U~ I;UUNI~ aco
1150 0.40 88.40 19.17 0.1748 0.0112 2.4752
I 1160 0.40 88.80 19.33 0.1748 0.0112 2.4864
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APPENDIX I
Subsection 4
Pre-development runoff calculations for the design storms.
lRE('EI,rEJ)
DEe 1 5 2006
JHf~A~II~i l;lJlJNn ilr,n
I \R\E(~E{VED
I
PROJECT: Williams drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Mem C 1 5 2tlW
2 yr storm (A) Qpeak = 0.0300 cfs
I Vtotal = 1383 cu ft
Pervious Portion of Basin Impervious portion,lFf~'I~' ,:UUNlY OCO
------------------------------------------- ---------------------------- -~~---------
Pervious Area = 112384.8 sq ft Impervious Area = o sq ft
I 2.5800 Ac O.OOOOAc
Runoff Curve Number, en 76 Runoff Curve Number, en 100
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
Patll Max Nat'l Detln, S 3.1579 in Pot'l Max Nat'l Det'n, S 0.0000 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- ----------------------------------~--------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (Cll ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0056 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0112 0.0000 0 0.0000 0.0000
[0.501 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0168 0.0000 0 0.0000 0.0000
[0.67J 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0224 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0280 0.0000 0 0.0000 0.0000
I [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0336 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0392 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 o. 0.0000 0.0056 0.0448 0.0000 0 0.0000 0.0000
[1. SO] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0504 0.0000 0 0.0000 0.0000
[1. 67) 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0560 0.0000 0 0.0000 0.0000
I [1. 83J 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0630 0.0000 0 0.0000 0.0000
[2.00J 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0700 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0070 o . 0770 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0840 0.0000 0 0.0000 0.0000
[2. SO] 0.0000 0.0000 0.0000 0 0.0000 0.0070 o . 0910 0.0000 0 0.0000 0.0000
I [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0980 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1064 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0084 o .1148 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1232 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1316 0.0000 0 0.0000 0.0000
I [3. SO) 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1400 0.0000 0 0.0000 0.0000
[3.67J 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1484 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1582 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1680 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1778 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1876 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1974 0.0000 0 0.0000 0.0000
[4.67) 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.2072 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2187 0.0000 0 0.0000 0.0000
[5.00J 0.0000 0.0000 0.0000 0 0.0000 o . 0115 0.2302 0.0000 0 0.0000 0.0000
I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2416 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 o . 0115 0.2531 0.0000 0 0.0000 0.0000
[5. SO] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2646 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2761 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.2894 0.0000 0 0.0000 0.0000
I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3027 0.0000 0 0.0000 0.0000'
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3160 0.0000 0 0.0000 0.0000
[6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3293 0.0000 0 0.0000 0.0000
[6. SO] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3426 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3559 0.0000 0 0.0000 0.0000
I [6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.3745 0.0000 0 0.0000 0.0000
[7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.3931 0.0000 0 0.0000 0.0000
[7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.4117 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0252 0.4369 0.0000 0 0.0000 0.0000
[7. SOl 0.0000 0.0000 0.0000 0 0.0000 0.0252 0.4621 0.0000 0 0.0000 0.0000
I [7..67] 0.0000 0.0000 0.0000 0 0.0000 0.0476 0.5097 0.0000 0 0.0000 0.0000
[7.83] 0.0000 0.0000 0.0000 0 0.0000 0.0756 0.5853 0.0000 0 0.0000 0.0000
[8.00] 0.0000 0.0000 0.0000 0 0.0000 0.0378 0.6231 0.0000 0 0.0000 0.0000
[8.17] 0.0001 0.0001 0.0014 1 0.0001 0.0252 0.6483 0.0000 0 0.0000 0.0001
I [8.33] 0.0003 0.0004 0.0048 4 0.0007 0.0188 o .6671 0.0000 0 0.0000 0.0007
[8. SO] 0.0005 0.0009 0.0082 9 0.0017 0.0188 0.6859 0.0000 0 0.0000 0.0017
[8.67] 0.0007 0.0017 0.0115 15 0.0032 0.0188 o .7046 0.0000 0 0.0000 0.0032
[8.83] 0.0006 0.0022 0.0093 21 o . 0046 0.0123 0.7169 0.0000 0 0.0000 0.0046
[9.00] 0.0007 0.0029 0.0107 27 0.0056 0.0123 0.7293 0.0000 0 0.0000 0.0056
I [9.17] 0.0008 0.0037 0.0120 35 0.0066 o . 0123 0.7416 0.0000 0 0.0000 0.0066
[9.33] 0.0009 0.0046 o . 0134 43 0.0078 o . 0123 0.7539 0.0000 0 0.0000 0.0078
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PROJECT: Williams drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0300 cfs
Vtotal 1383 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 112384.8 sq ft Impervious Area o sq ft
2.5800Ac O.OOOOAc
Runoff Curve Number, en 76 Runoff Curve Number, en 100
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
pot'l Max Nat'l Detlo, S 3.1579 in PotlI Max Nat'l Detln, S 0.0000 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (eu ft) (cfs) (cfs)
[19.00J 0.0016 0.0959 0.0256 898 0.0251 0.0056 1.2320 0.0000 0 0.0000 0.0251
[19.17] 0.0017 0.0976 0.0258 914 0.0252 0.0056 1.2376 0.0000 0 0.0000 0.0252
[19.33] 0.0017 0.0992 0.0260 929 0.0253 0.0056 1.2432 0.0000 0 0.0000 0.0253
[19.50] 0.0017 0.1009 0.0262 945 0.0254 0.0056 1. 2488 0.0000 0 0.0000 0.0254
[19.67] 0.0017 0.1026 0.0263 961 0.0256 0.0056 1. 2544 0.0000 0 0.0000 0.0256
[19.83] 0.0017 0.1043 0.0265 977 0.0257 0.0056 1. 2600 0.0000 0 0.0000 0.0257
[20.00] 0.0017 0.1060 0.0267 993 0.0259 0.0056 1.2656 0.0000 0 0.0000 0.0259
[20.17] 0.0017 0.1077 0.0269 1009 0.0261 0.0056 1.2712 0.0000 0 0.0000 0.0261
[20.33] 0.0017 0.1095 o . 0271 1025 0.0262 0.0056 1.2768 0.0000 0 0.0000 0.0262
[20.50] 0.0017 0.1112 0.0272 1042 0.0264 0.0056 1.2824 0.0000 0 0.0000 0.0264
[20.67] 0.0018 0.1130 0.0274 1058 0.0266 0.0056 1.2880 0.0000 0 0.0000 0.0266
[20.83] 0.0018 0.1147 0.0276 1075 0.0267 0.0056 1.2936 0.0000 0 0.0000 0.0267
[21. 00] 0.0018 o . 1165 0.0278 1091 0.0269 0.0056 1. 2992 0.0000 0 0.0000 0.0269
[21.17] 0.0018 0.1183 0.0279 1108 0.0271 0.0056 1. 3 048 0.0000 0 0.0000 o . 0271
[21. 33] 0.0018 0.1201 0.0281 1125 0.0273 0.0056 1.3104 0.0000 0 0.0000 0.0273
[21.50] 0.0018 0.1219 0.0283 1142 0.0274 0.0056 1.3160 0.0000 0 0.0000 0.0274
[21. 67] 0.0018 0.1237 0.0285 1159 0.0276 0.0056 1. 3216 0.0000 0 0.0000 0.0276
[21. 83] 0.0018 0.1256 0.0286 1176 0.0278 0.0056 1.3272 0.0000 0 0.0000 0.0278
[22.00] 0.0018 0.1274 0.0288 1193 0.0280 0.0056 1.3328 0.0000 0 0.0000 0.0280
[22.17] 0.0019 0.1293 0.0290 1211 0.0281 0.0056 1. 3384 0.0000 0 0.0000 0.0281
[22.33] 0.0019 0.1311 o . 0291 1228 0.0283 0.0056 1.3440 0.0000 0 0.0000 0.0283
[22.50] 0.0019 0.1330 0.0293 1246 0.0285 0.0056 1.3496 0.0000 0 0.0000 0.0285
[22.67] 0.0019 0.1349 0.0295 1263 0.0286 0.0056 1. 3552 0.0000 0 0.0000 0.0286
[22.83] 0.0019 0.1368 0.0296 1281 0.0288 0.0056 1.3608 0.0000 0 0.0000 0.0288
[23.00] 0.0019 0.1387 0.0298 1299 0.0290 0.0056 1.3664 0.0000 0 0.0000 0.0290
[23.17] 0.0019 0.1406 0.0300 1317 o . 0291 0.0056 1. 3720 0.0000 0 0.0000 0.0291
[23.33] 0.0019 o . 1426 0.0301 1335 0.0293 0.0056 1. 3776 0.0000 0 0.0000 0.0293
[23.50] 0.0019 0.1445 0.0303 1353 0.0295 0.0056 1.3832 0.0000 0 0.0000 0.0295
[23.67] 0.0020 0.1465 0.0305 1372 0.0296 0.0056 1.3888 0.0000 0 0.0000 0.0296
[23.83] 0.0020 0.1484 0.0306 1390 0.0298 0.0056 1. 3944 0.0000 0 0.0000 0.0298
[24.00] 0.0020 0.1504 0.0308 1408 0.0300 0.0056 1.4000 0.0000 0 0.0000 0.0300
[24.17] 0.0000 0.1504 0.0000 1408 0.0273 0.0000 1.4000 0.0000 0 0.0000 0.0273
[24.33] 0.0000 0.1504 0.0000 1408 0.0222 0.0000 1.4000 0.0000 0 0.0000 0.0222
[24.50J 0.0000 0.1504 0.0000 1408 0.0181 0.0000 1.4000 0.0000 0 0.0000 0.0181
[24.67] 0.0000 0.1504 0.0000 1408 0.0148 0.0000 1.4000 0.0000 0 0.0000 o . 0148
[24.83] 0.0000 0.1504 0.0000 1408 0.0120 0.0000 1.4000 0.0000 0 0.0000 0.0120
[25.00] 0.0000 0.1504 0.0000 1408 0.0098 0.0000 1. 4000 0.0000 0 0.0000 0.0098
0.1504 2.3474 1.4000 0.0000
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iRE{~Er\~rEr)
I
DEe 1 5 2886
I
JEfHH~lIN ~UUNn OeD
'I
I IRrEA'EIVE[)
I PROJECT: Williams drainage
Urban Hydrograph MethJlEC 1 5 "'1006
Generation of Pre development Runoff Hydrograph - Santa Barbara LUU
25 yr storm (A) Qpeak 0.2137 cfs
I Vtotal porti::7JElltH~\Jru ~UUNn OeD
Pervious Portion of Basin Impervious
------------------------------------------- -------------------------------------------
Pervious Area = 112384.8 sq ft Impervious Area o sq ft
I 2.5800Ac 0.0000 Ac
Runoff Curve Number, en 76 Runoff Curve Number, en 100
Time of Concentrat'n, Tc 49 min Time of Concentrat1n, Tc 49 min
Pot'l Max Nat'l Det'n, S 3.1579 in pot'l Max Nat'l Detln, S 0.0000 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip precip Runof f Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 o . 0112 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.0224 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0336 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.0448 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 O. 0112 0.0560 0.0000 0 0.0000 0.0000
I [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0672 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 O. 0112 0.0784 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.0896 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 0.1008 0.0000 0 0.0000 0.0000
[1. 67] 0.0000 0.0000 0.0000 0 0.0000 o . 0112 o . 1120 0.0000 0 0.0000 0.0000
I [1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1260 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1400 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1540 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1680 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1820 0.0000 0 0.0000 0.0000
I [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1960 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2128 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2296 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2464 0.0000 0 0.0000 0.0000
[3.33J 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2632 0.0000 0 0.0000 0.0000
I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2800 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2968 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3164 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3360 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3556 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3752 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3948 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.4144 0.0000 0 0.0000 0.0000
(4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4374 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4603 0.0000 0 0.0000 0.0000
I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4833 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5062 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5292 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5522 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.5788 0.0000 0 0.0000 0.0000
I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.6054 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0,0000 0 0.0000 0.0266 0.6320 0.0000 0 0.0000 0.0000
[6.33J 0.0002 0.0002 0.0036 2 0.0003 0.0266 0.6586 0.0000 0 0.0000 0.0003
[6.50] 0.0007 0.0009 0.0104 8 0.0016 0.0266 0.6852 0.0000 0 0.0000 0.0016
[6.67] 0.0011 0.0020 0.0170 19 0.0038 0.0266 0.7118 0.0000 0 0.0000 0.0038
I [6.83] 0.0022 0.0042 0.0347 39 0.0079 0.0372 0.7490 0.0000 0 0.0000 0.0079
[7.00] o . 0030 0.0072 0.0470 68 0.0140 0.0372 0.7862 0.0000 0 0.0000 o . 0140
[7.17] o . 0038 o . 0110 0.0589 103 0.0212 0.0372 0.8235 0.0000 0 0.0000 0.0212
[7.33] 0.0063 0.0173 0.0979 162 0.0318 0.0504 0.8739 0.0000 0 0.0000 0.0318
I [7.50J 0.0076 0.0248 0.1180 233 0.0459 0.0504 0.9243 0.0000 0 0.0000 0.0459
[7.67J 0.0176 0.0424 0.2748 397 0.0738 0.0952 1.0195 0.0000 0 0.0000 0.0738
[7.83] 0.0362 0.0786 0.5647 736 0.1379 0.1512 1.1707 0.0000 0 0.0000 0.1379
[8.00] 0.0215 0.1002 0.3363 938 0.1958 0.0756 1.2463 0.0000 0 0.0000 0.1958
[8.17] 0.0156 o . 1157 0.2427 1084 0.2131 0.0504 1.2967 0.0000 0 0.0000 0.2131
I [8.33] 0.0122 0.1279 0.1899 1198 0.2137 0.0375 1.3342 0.0000 0 0.0000 0.2137
[8.50] 0.0127 0.1405 0.1976 1316 0.2100 0.0375 1.3717 0.0000 0 0.0000 0.2100
[8.67] 0.0131 0.1537 0.2050 1439 0.2084 0.0375 1.4092 0.0000 0 0.0000 0.2084
[8.83] 0.0089 0.1625 0.1385 1522 0.2016 0.0246 1.4339 0.0000 0 0.0000 0.2016
[9.00] 0.0091 0.1716 0.1416 1607 0.1902 0.0246 1.4585 0.0000 0 0.0000 0.1902
I [9.17] 0.0093 0.1809 0.1445 1694 0.1815 0.0246 1.4832 0.0000 0 0.0000 0.1815
[9.33] 0.0094 0.1903 0.1475 1782 0.1749 0.0246 1.5078 0.0000 0 0.0000 0.1749
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JREt ~E[VElr)
PROJECT: Williams drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method DEe 1 ~; 2006
I
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25 yr storm (A)
Pervious Portion of Basin
Pervious Area =
Runoff Curve Number, en
Time of Concentrat'n, Tc
Pot'l Max Nat'l Det'n, S
Routing Coefficient, w
I
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Time
(hrs)
I
[9.50]
[9.67]
[9.83]
[10.00]
[10.17]
[10.33]
[10.50]
[10.67]
[10.83]
[11.00]
[11.17]
[11.33J
[11.50J
[11.67J
[11.83J
[12.00]
[12.17]
[12.33]
[12.50]
[12.67]
[12.83]
[13.00]
[13 .17]
[13.33]
[13 .501
[13.67]
[13.83]
[14.00J
[14.17]
[14.33]
[14.50]
[14.67]
[14.83]
[15.00]
[15.17]
[15.33]
[15.50]
[15.67]
[15.83]
[16.00J
[16.17]
[16.33]
[16.50]
[16.67]
[16.83]
[17.00]
[17 .17]
[17.33]
[17.50]
[17.67]
[17.83]
[18.00]
[18.17]
[18.33]
[18.50]
[18.67]
[18.83]
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I
112384.8 sq ft
2.5800 Ac
76
49 min
3.1579 in
o . 0926
Cumulative
Excess Excess
Precip Precip
R Rc
(in) (in)
Cumulative
Instan- Instan-
taneous taneous
Runoff Runoff
Qi Vc
(cfs) (cu ft)
0.0096
0.0098
0.0100
0.0102
0.0103
0.0105
0.0107
0.0108
0.0090
0.0091
0.0092
0.0093
0.0094
0.0095
0.0096
0.0097
0.0098
0.0099
0.0100
0.0101
0.0080
0.0081
0.0081
0.0082
0.0083
0.0083
0.0084
0.0084
0.0085
0.0085
0.0086
0.0086
0.0076
0.0076
0.0077
0.0077
0.0078
0.0078
0.0078
0.0079
0.0079
0.0079
0.0080
0.0080
0.0069
0.0065
0.0065
0.0065
0.0065
0.0065
0.0066
0.0066
0.0066
0.0066
0.0066
0.0067
0.0067
0.2000
0.2098
0.2198
0.2299
0.2403
0.2508
0.2614
0.2723
0.2813
0.2903
0.2995
0.3088
0.3182
0.3277
0.3373
0.3470
0.3568
0.3667
0.3767
0.3867
0.3948
0.4029
0.4110
0.4192
0.4275
0.4358
0.4441
0.4525
0.4610
0.4695
0.4781
0.4867
0.4943
0.5020
0.5096
0.5174
0.5251
0.5329
0.5407
0.5486
0.5565
0.5644
0.5724
0.5804
0.5873
0.5938
0.6002
0.6067
0.6133
0.6198
0.6264
0.6329
0.6395
0.6462
0.6528
0.6595
0.6662
0.1504
0.1532
0.1560
0.1587
0.1614
0.1640
0.1666
0.1691
0.1402
0.1419
0.1435
0.1451
0.1467
0.1482
0.1498
0.1513
0.1528
0.1543
0.1557
0.1571
0.1254
0.1263
0.1271
0.1280
0.1289
0.1297
0.1305
0.1313
0.1322
0.1330
0.1338
0.1346
0.1187
0.1193
0.1199
0.1204
0.1210
0.1216
0.1222
0.1227
0.1233
0.1239
0.1244
0.1249
0.1079
0.1007
0.1011
0.1014
0.1017
0.1021
0.1024
0.1027
0.1031
0.1034
0.1037
0.1040
0.1043
Routed
Runoff
Qr
(cfs)
1873
1965
2058
2153
2250
2349
2448
2550
2634
2719
2805
2892
2980
3069
3159
3250
3342
3434
3528
3622
3697
3773
3849
3926
4003
4081
4159
4238
4318
4397
4478
4558
4630
4701
4773
4845
4918
4991
5064
5138
5212
5286
5361
5436
5500
5561
5621
5682
5743
5805
5866
5928
5990
6052
6114
6176
6239
0.1701
0.1667
0.1645
0.1631
0.1626
0.1626
0.1631
0.1640
0.1622
0.1583
0.1554
0.1534
0.1520
0.1511
0.1507
0.1507
0.1510
0.1514
0.1521
0.1529
0.1507
0.1461
0.1425
0.1398
0.1377
0.1361
0.1350
0.1342
0.1338
0.1336
0.1335
0.1336
0.1323
0.1299
0.1280
0.1265
0.1254
0.1247
0.1242
0.1238
0.1237
0.1237
0.1238
o .1239
0.1225
0.1192
0.1158
0.1131
0.1109
0.1093
0.1080
0.1070
0.1062
0.1057
0.1053
0.1050
0.1049
Qpeak
Vtotal
Impervious
0.2137 cfs
porti::7:fc~fflfASfJ~J I~UUNn ocn
Impervious Area =
Runoff Curve Number, Cn
Time of Concentrat'n, Tc
Pot'l Max Nat'l Det'n, S
Routing Coefficient, W
Cumulative
Excess Excess
Precip Precip
R Rc
(in) (in)
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.0160
0.014 0
0.0140
0.0140
o . 0140
0.0140
0.0140
o . 0140
o . 0140
o . 0140
0.0140
0.0140
0.0140
0.0120
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
0.0112
o . 0112
o .0112
o . 0112
0.0112
1. 5324
1.5571
1. 5817
1.6064
1.6310
1.6556
1.6803
1.7049
1.7251
1.7452
1.7654
1.7856
1.8057
1.8259
1.8460
1.8662
1.8864
1. 9065
1.9267
1.9468
1. 9628
1. 9788
1. 9947
2.0107
2.0266
2.0426
2.0586
2.0745
2.0905
2.1064
2.1224
2.1384
2.1524
2.1664
2.1804
2.1944
2.2084
2.2224
2.2364
2.2504
2.2644
2.2784
2.2924
2.3064
2.3184
2.3296
2.3408
2.3520
2.3632
2.3744
2.3856
2.3968
2.4080
2.4192
2.4304
2.4416
2 .4528
o sq ft
0.0000 Ac
100
49 min
0.0000 in
0.0926
Cumulative
Instan- Instan-
taneous taneous
Runoff Runoff
Qi Vc
(cfs) (cu ft)
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Routed
Runoff
Qr
(cfs)
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Total
Runoff
Q
(cfs)
0.1701
0.1667
0.1645
0.1631
0.1626
0.1626
0.1631
0.1640
0.1622
0.1583
0.1554
0.1534
0.1520
0.1511
0.1507
0.1507
0.1510
0.1514
0.1521
0.1529
0.1507
0.1461
0.1425
0.1398
0.1377
0.1361
0.1350
o . 1342
0.1338
0.1336
0.1335
0.1336
0.1323
0.1299
0.1280
0.1265
0.1254
0.1247
0.1242
0.1238
0.1237
0.1237
0.1238
0.1239
0.1225
0.1192
0.1158
0.1131
0.1109
0.1093
0.1080
0.1070
0.1062
0.1057
0.1053
0.1050
0.1049
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I
PROJECT: Williams drainage
Generation of Pre development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak 0.2137 cfs
Vtotal 8171 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft
2.5800Ac 0.0000 Ac
Runoff Curve Number, Cn 76 Runoff CUrve Number, en 100
Time of Concentrat'n, Tc 49 min Time of Concentrat I TI, Tc 49 min
Pot'l Max Nat'l Det'n, S 3.1579 in Potll Max Nat'l Det'n, S 0.0000 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0067 0.6729 0.1047 6302 o . 1048 o .0112 2.4640 0.0000 0 0.0000 0.1048
[19.17] 0.0067 0.6796 0.1050 6365 o . 1048 o . 0112 2.4752 0.0000 0 0.0000 0.1048
[19.33] 0.0067 0.6863 0.1053 6428 o . 1049 0.0112 2.4864 0.0000 0 0.0000 0.1049
[19.50] 0.0068 0.6931 0.1056 6491 0.1050 0.0112 2.4976 0.0000 0 0.0000 0.1050
[19.67] 0.0068 0.6999 0.1059 6555 0.1051 0.0112 2.5088 0.0000 0 0.0000 0.1051
[19.83] 0.0068 0.7067 0.1062 6618 0.1053 0.0112 2.5200 0.0000 0 0.0000 0.1053
[20.00] 0.0068 0.7135 0.1065 6682 0.1055 0.0112 2.5312 0.0000 0 0.0000 0.1055
[20.17] 0.0068 0.7203 0.1068 6746 0.1057 o . 0112 2.5424 0.0000 0 0.0000 0.1057
[20.33] 0.0069 o . 7272 0.1071 6811 0.1059 o . 0112 2.5536 0.0000 0 0.0000 0.1059
[20.50] 0.0069 0.7341 0.1074 6875 0.1062 o . 0112 2.5648 0.0000 0 0.0000 0.1062
[20.67J 0.0069 0.7410 0.1077 6940 0.1064 o . 0112 2.5760 0.0000 0 0.0000 0.1064
[20.83 ] 0.0069 0.7479 0.1080 7004 0.1067 o . 0112 2.5872 0.0000 0 0.0000 0.1067
[21. 00] 0.0069 0.7548 0.1083 7069 0.1070 o .0112 2.5984 0.0000 0 0.0000 0.1070
[21.17] 0.0070 0.7618 0.1086 7135 0.1072 0.0112 2.6096 0.0000 0 0.0000 0.1072
[21. 33] 0.0070 0.7688 0.1089 7200 0.1075 0.0112 2.6208 0.0000 0 0.0000 0.1075
[21.50] 0.0070 o . 7758 '0.1092 7265 0.1078 o .0112 2.6320 0.0000 0 0.0000 0.1078
[21. 67] 0.0070 0.7828 0.1094 7331 0.1081 0.0112 2.6432 0.0000 0 0.0000 0.1081
[21.83] 0.0070 0.7898 0.1097 7397 0.1084 0.0112 2.6544 0.0000 0 0.0000 0.1084
[22.00] 0.0070 0.7969 0.1100 7463 0.1086 o . 0112 2.6656 0.0000 0 0.0000 0.1086
[22.17] 0.0071 0.8039 0.1103 7529 0.1089 0.0112 2.6768 0.0000 0 0.0000 0.1089
[22.33] 0.0071 o . 8110 0.1106 7595 0.1092 0.0112 2.6880 0.0000 0 0.0000 0.1092
[22.50] 0.0071 0.8181 0.1108 7662 0.1095 o . 0112 2.6992 0.0000 0 0.0000 0.1095
[22.67] 0.0071 0.8252 0.1111 7729 0.1098 0.0112 2 . 7104 0.0000 0 0.0000 0.1098
[22.83] 0.0071 0.8324 0.1114 7795 0.1100 0.0112 2.7216 0.0000 0 0.0000 0.1100
[23.00] 0.0072 0.8395 0.1117 7862 0.1103 o . 0112 2.7328 0.0000 0 0.0000 0.1103
[23.17] o . 0072 0.8467 0.1119 7930 0.1106 o . 0112 2.7440 0.0000 0 0.0000 0.1106
[23.33] o . 0072 0.8539 0.1122 7997 0.1109 o . 0112 2.7552 0.0000 0 0.0000 0.1109
[23.50] 0.0072 0.8611 0.1125 8064 0.1111 O. 0112 2.7664 0.0000 0 0.0000 0.1111
[23.67] o . 0072 0.8683 0.1127 8132 o . 1114 0.0112 2.7776 0.0000 0 0.0000 0.1114
[23.83] 0.0072 0.8755 0.113 0 8200 o . 1117 o . 0112 2.7888 0.0000 0 0.0000 0.1117
[24.00] 0.0073 0.8828 0.1132 8268 0.1119 O. 0112 2.8000 0.0000 0 0.0000 0.1119
[24.17] 0.0000 0.8828 0.0000 8268 0.1017 0.0000 2.8000 0.0000 0 0.0000 0.1017
[24.33] 0.0000 0.8828 0.0000 8268 0.0829 0.0000 2.8000 0.0000 0 0.0000 0.0829
[24.50] 0.0000 0.8828 0.0000 8268 0.0675 0.0000 2.8000 0.0000 0 0.0000 0.0675
[24.67] 0.0000 0.8828 0.0000 8268 0.0550 0.0000 2.8000 0.0000 0 0.0000 0.0550
[24.83] 0.0000 0.8828 0.0000 8268 0.0448 0.0000 2.8000 0.0000 0 0.0000 0.0448
[25.00] 0.0000 0.8828 0.0000 8268 0.0365 0.0000 2.8000 0.0000 0 0.0000 0.0365
0.8828 13.7796 2.8000 0.0000
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I
JRE('EJVEO
I
nEe 1 5 2005
I
JEfffR~"n 1:IIlIN"Ii~n
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II
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APPENDIX I
Subsection 5
Post-development runoff calculations for the design storms.
RE(~EIVlE[)
DEe 1 5 2nnS
JEfffHSIJN CUUrufY DeD
I jRE(~E~VET)
I PROJECT: Williams drainage DEe 1 ... '1t1!,!"
~) L..J,,\.l
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak O'~~:~JlfftHSIJ~ I;UUNJY q
I Vtotal !
d
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area 102366 sq ft Impervious Area 10018.8 sq ft
I 2.3500 Ac 0.2300 Ac
Runoff Curve Number, Cn 76.2 Runoff Curve Number, en 63.2
Time of Concentrat1n, Tc 49 min Time of Concentrat'n, Tc 49 min
Pot'l Max Nat'l Det'n, S 3.1234 in Pot'l Max Nat'l Det1n, S 5.8228 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
II [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.33J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1. 83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2. SOl 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [2.67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.17J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [7.67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[7.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[8.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[8.17] 0.0002 0.0002 0.0025 2 0.0002 0.0000 0.0000 0.0000 0 0.0000 0.0002
I [8.33] 0.0004 0.0006 0.0056 5 0.0009 0.0000 0.0000 0.0000 0 0.0000 0.0009
[8.50] 0.0006 0.0012 0.0086 10 0.0021 0.0000 0.0000 0.0000 0 0.0000 0.0021
[8.67] 0.0008 0.0020 0.0117 17 0.0036 0.0000 0.0000 0.0000 0 0.0000 0.0036
[8.83] 0.0007 0.0026 0.0093 23 0.0048 0.0000 0.0000 0.0000 0 0.0000 0.0048
[9.00J 0.0007 0.0034 0.0105 29 0.0058 0.0000 0.0000 0.0000 0 0.0000 0.0058
il [9.17] 0.0008 0.0042 0.0118 36 0.0068 0.0000 0.0000 0.0000 0 0.0000 0.0068
[9.33] 0.0009 0.0051 0.0130 44 0.0078 0.0000 0.0000 0.0000 0 0.0000 0.0078
I
I RE~~ElVEO
I PROJECT: Williams drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph l1~Cd 21'\/16
1 5
;.1 V
2 yr storm (A) Qpeak = 0.0282
I Vtotal = 1299 cu ft
Pervious Portion of Basin _________~~~~~~~~~_=~~:~~$~m~JjU\Nn ocn
I -------------------------------------------
Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft
I 2.3500 Ac 0.2300 Ac
Runoff Curve Number, en 76.2 Runoff cUrve Number, en 63.2
Time of Concentrat1n, Tc 49 min Time of Concentrat'n, Tc 49 min
pot'l Max Nat'l Det'n, S 3.1234 in Pat'I Max Nat'l Det'n, S 5.8228 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0010 0.0061 0.0143 52 0.0089 0.0000 0.0000 0.0000 0 0.0000 0.0089
I [9.67J 0.0011 0.0072 0.0155 62 0.0100 0.0000 0.0000 0.0000 0 0.0000 0.0100
[9.83] 0.0012 0.0084 0.0167 72 0.0111 0.0000 0.0000 0.0000 0 0.0000 0.0111
[10.00] 0.0013 0.0097 0.0178 82 0.0123 0.0000 0.0000 0.0000 0 0.0000 0.0123
[10.17] 0.0013 0.0110 0.0190 94 0.0134 0.0000 0.0000 0.0000 0 0.0000 0.0134
[10.33] 0.0014 0.0124 0.0202 106 0.0145 0.0000 0.0000 0.0000 0 0.0000 0.0145
I [10.50] 0.0015 0.0139 o . 0213 119 0.0157 0.0000 0.0000 0.0000 0 0.0000 0.0157
[10.67] 0.0016 0.0155 0.0224 132 0.0168 0.0000 0.0000 0.0000 0 0.0000 0.0168
[10.83] 0.0014 0.0168 0.0192 144 0.0176 0.0000 0.0000 0.0000 0 0.0000 0.0176
[11. 00] 0.0014 0.0182 0.0199 156 0.0179 0.0000 0.0000 0.0000 0 0.0000 0.0179
[11.17] 0.0015 0.0197 0.0207 168 0.0184 0.0000 0.0000 0.0000 0 0.0000 0.0184
I [11.33] 0.0015 0.0212 0.0214 181 0.0189 0.0000 0.0000 0.0000 0 0.0000 0.0189
[11.50] 0.0016 0.0228 0.0221 194 0.0194 0.0000 0.0000 0.0000 0 0.0000 0.0194
[11.67] 0.0016 0.0244 0.0228 208 0.0200 0.0000 0.0000 0.0000 0 0.0000 0.0200
[11.83] 0.0017 0.0260 0.0235 222 0.0206 0.0000 0.0000 0.0000 0 0.0000 0.0206
[12.00] 0.0017 0.0277 0.0243 236 0.0212 0.0000 0.0000 0.0000 0 0.0000 0.0212
I [12.17] 0.0018 0.0295 0.0250 251 0.0218 0.0000 0.0000 0.0000 0 0.0000 0.0218
[12.33] 0.0018 0.0313 0.0256 267 0.0225 0.0000 0.0000 0.0000 0 0.0000 0.0225
[12.50] 0.0019 0.0331 0.0263 283 0.0231 0.0000 0.0000 0.0000 0 0.0000 0.0231
[12.67] 0.0019 0.0350 0.0270 299 0.0238 0.0000 0.0000 0.0000 0 0.0000 0.0238
[12.83] 0.0015 0.0366 0.0219 312 0.0239 0.0000 0.0000 0.0000 0 0.0000 0.0239
I [13.00] 0.0016 0.0381 0.0223 325 0.0236 0.0000 0.0000 0.0000 0 0.0000 0.0236
[13 .17] 0.0016 0.0397 0.0227 339 0.0234 0.0000 0.0000 0.0000 0 0.0000 0.0234
(13 .33] 0.0016 0.0414 0.0231 353 0.0233 0.0000 0.0000 0.0000 0 0.0000 0.0233
[13.50] 0.0017 0.0430 0.0235 367 0.0233 0.0000 0.0000 0.0000 0 0.0000 0.0233
[13.67] o . 0017 0.0447 0.0239 381 0.0234 0.0000 0.0000 0.0000 0 0.0000 0.0234
I [13.83] 0.0017 0.0464 0.0243 396 0.0235 0.0000 0.0000 0.0000 0 0.0000 0.0235
[14.00] 0.0017 0.0481 0.0247 411 0.0237 0.0000 0.0000 0.0000 0 0.0000 0.0237
[14.17] 0.0018 0.0499 0.0251 426 0.0239 0.0000 0.0000 0.0000 0 0.0000 0.0239
[14.33] 0.0018 0.0517 0.0255 441 0.0242 0.0000 0.0000 0.0000 0 0.0000 0.0242
[14.50] 0.0018 0.0535 0.0259 457 0.0245 0.0000 0.0000 0.0000 0 0.0000 0.0245
I [14.67] 0.0019 0.0554 0.0263 472 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248
[14.83] 0.0016 0.0570 0.0234 486 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248
[15.00] o . 0017 0.0587 0.0237 501 0.0246 0.0000 0.0000 0.0000 0 0.0000 0.0246
[15.17] 0.0017 0.0604 0.0240 515 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244
[15.33] 0.0017 0.0621 0.0243 530 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244
I [15.50] 0.0017 0.0638 0.0246 544 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244
[15.67] 0.0017 0.0656 o . 0249 559 0.0245 0.0000 0.0000 0.0000 0 0.0000 0.0245
[15.83] 0.0018 0.0673 0.0252 574 0.0246 0.0000 0.0000 0.0000 0 0.0000 0.0246
[16.00] 0.0018 0.0691 0.0254 590 0.0247 0.0000 0.0000 0.0000 0 0.0000 0.0247
[16.17] o . 0018 0.0709 0.0257 605 0.0249 0.0000 0.0000 0.0000 0 0.0000 0.0249
I [16.33] 0.0018 0.0728 0.0260 621 0.0250 0.0000 0.0000 0.0000 0 0.0000 0.0250
[16.50] 0.0018 0.0746 0.0263 637 0.0253 0.0000 0.0000 0.0000 0 0.0000 0.0253
[16.67] 0.0019 0.0765 0.0266 652 0.0255 0.0000 0.0000 0.0000 0 0.0000 0.0255
[16.83] 0.0016 0.0781 0.0231 666 0.0254 0.0000 0.0000 0.0000 0 0.0000 0.0254
I [17.00] 0.0015 0.0796 0.0217 679 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248
[17.17] 0.0015 0.0812 0.0218 692 0.0242 0.0000 0.0000 0.0000 0 0.0000 0.0242
[17.33] 0.0015 0.0827 0.0220 706 0.0238 0.0000 0.0000 0.0000 0 0.0000 0.0238
[17.50] 0.0016 0.0843 0.0222 719 0.0235 0.0000 0.0000 0.0000 0 0.0000 0.0235
[17.67] 0.0016 0.0859 0.0224 732 0.0233 0.0000 0.0001 0.0001 0 0.0000 0.0233
I [17.83J 0.0016 0.0874 0.0225 746 o . 0231 0.0000 0.0001 0.0001 0 0.0000 o . 0231
[18.00] 0.0016 0.0890 0.0227 759 0.0230 0.0001 0.0002 0.0001 0 0.0000 0.0231
[18.17] 0.0016 0.0906 0.0229 773 0.0230 0.0001 0.0003 0.0001 0 0.0000 0.0230
[18.33J 0.0016 0.0923 0.0231 787 0.0230 0.0001 0.0003 0.0001 0 0.0001 0.0230
[18.50] 0.0016 0.0939 0.0232 801 0.0230 0.0001 0.0004 0.0001 0 0.0001 0.0231
I [18.67] 0.0016 0.0955 0.0234 815 0.0231 0.0001 0.0005 0.0001 0 0.0001 0.0231
[18.83] 0.0017 0.0972 0.0236 829 0.0231 0.0001 0.0006 0.0002 1 0.0001 0.0232
I
I
I
PROJECT: Williams drainage
Generation of Post development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak 0.0282 cfs
Vtotal 1299 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area 102366 sg ft Impervious Area 10018.8 sg ft
2.3500Ac 0.2300 Ac
Runoff Curve Number, en 76.2 Runoff Curve Number, en 63.2
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
Pot'l Max Nat'l Det'n, S 3.1234 in Pot'l Max Nat'l Detln, S 5.8228 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0017 0.0989 0.0237 843 0.0232 0.0001 0.0008 0.0002 1 0.0001 0.0233
[19.17J 0.0017 0.1005 0.0239 858 0.0233 0.0001 0.0009 0.0002 1 0.0001 0.0235
[19.33] 0.0017 0.1022 0.0241 872 0.0235 0.0001 0.0010 0.0002 1 0.0001 0.0236
[19.50] 0.0017 0.1039 0.0242 887 0.0236 0.0002 0.0012 0.0002 1 0.0001 0.0237
[19.67] 0.0017 0.1057 0.0244 901 0.0237 0.0002 0.0014 0.0002 1 0.0002 0.0239
[19.83J 0.0017 0.1074 o . 0246 916 0.0239 0.0002 0.0015 0.0002 1 0.0002 0.0240
[20.00] 0.0017 0.1091 0.0247 931 0.0240 0.0002 0.0017 0.0003 1 0.0002 0.0242
[20.17] 0.0018 0.1109 0.0249 946 0.0242 0.0002 0.0019 0.0003 2 0.0002 0.0244
[20.33] 0.0018 0.1126 0.0250 961 0.0243 0.0002 0.0021 0.0003 2 0.0002 0.0245
[20.50] 0.0018 o . 1144 0.0252 976 0.0245 0.0002 0.0023 0.0003 2 0.0002 0.0247
[20.67J 0.0018 0.1162 0.0254 991 0.0246 0.0002 0.0026 0.0003 2 0.0002 0.0249
[20.83] 0.0018 0.1180 0.0255 1007 0.0248 0.0002 0.0028 0.0003 2 0.0003 0.0250
[21. 00] 0.0018 0.1198 0.0257 1022 0.0249 0.0002 0.0030 0.0003 3 0.0003 0.0252
[21.17] 0.0018 0.1216 0.0258 1037 0.0251 0.0003 0.0033 0.0004 3 0.0003 0.0254
[21. 33J 0.0018 0.1234 0.0260 1053 0.0252 0.0003 0.0036 0.0004 3 0.0003 0.0255
[21. 50] 0.0018 0.1253 0.0262 1069 0.0254 0.0003 0.0038 0.0004 3 0.0003 0.0257
[21. 67] 0.0019 o . 1271 0.0263 1085 0.0256 0.0003 0.0041 0.0004 3 0.0003 0.0259
[21. 83] 0.0019 0.1290 0.0265 1100 0.0257 0.0003 0.0044 0.0004 4 0.0003 0.0261
[22.00] 0.0019 0.1309 0.0266 1116 0.0259 0.0003 0.0047 0.0004 4 0.0004 0.0262
[22.17] 0.0019 o . 1328 0.0268 1133 0.0260 0.0003 0.0050 0.0004 4 0.0004 0.0264
[22.33] 0.0019 0.1347 0.0269 1149 0.0262 0.0003 0.0054 0.0005 4 0.0004 0.0266
[22.50] 0.0019 0.1366 0.0271 1165 0.0263 0.0003 0.0057 0.0005 5 0.0004 0.0267
[22.67] 0.0019 0.1385 0.0272 1181 0.0265 0.0003 0.0060 0.0005 5 0.0004 0.0269
[22.83] 0.0019 0.1404 0.0274 1198 0.0266 0.0004 0.0064 0.0005 5 0.0004 0.0271
[23.00J 0.0019 0.1423 0.0276 1214 0.0268 0.0004 0.0068 0.0005 6 0.0004 0.0272
[23.17] 0.0019 0.1443 0.0277 1231 0.0270 0.0004 0.0071 0.0005 6 0.0005 0.0274
[23.33] o . 0020 0.1462 0.0279 1248 o . 0271 0.0004 0.0075 0.0005 6 0.0005 0.0276
[23.50] o . 0020 0.1482 0.0280 1264 0.0273 0.0004 0.0079 0.0005 7 0.0005 o . 0277
[23.67] o . 0020 0.1502 0.0281 1281 0.0274 0.0004 0.0083 0.0006 7 0.0005 0.0279
[23.83] 0.0020 0.1522 0.0283 1298 0.0276 0.0004 0.0087 0.0006 7 0.0005 0.0281
[24.00] 0.0020 0.1542 0.0284 1315 0.0277 0.0004 0.0092 0.0006 8 0.0005 0.0282
[24.17] 0.0000 0.1542 0.0000 1315 0.0252 0.0000 0.0092 0.0000 8 0.0005 0.0257
[24.33] 0.0000 0.1542 0.0000 1315 0.0205 0.0000 0.0092 0.0000 8 0.0004 0.0209
[24.50] 0.0000 0.1542 0.0000 1315 0.0167 0.0000 0.0092 0.0000 8 0.0003 o . 0171
[24.67] 0.0000 0.1542 0.0000 1315 0.0136 0.0000 0.0092 0.0000 8 0.0003 0.0139
[24.83] 0.0000 0.1542 0.0000 1315 o . 0111 0.0000 0.0092 0.0000 8 0.0002 o .0113
[25.00] 0.0000 0.1542 0.0000 1315 0.0091 0.0000 0.0092 0.0000 8 0.0002 0.0092
0.1542 2.1922 max = 0.0277 0.0092 0.0127 max 0.0005 0.0282
I
I
I
I
I
I
I
I
I
I
I
I
I
I
RE(~E"n8r)
I
DEe 1 5 2n~S
I
JEfffASllru I;UUNn lJen
I
I RE( 'lEIVEO
I PROJECT: Williams drainage DEe
1 r. 2f1iF'
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method ~ UuU
25 yr storm (A) Qpeak O.~:~: ~dffftH~UI\ l;mlNfY OeD
I Vtotal
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area 102366 sq ft Impervious Area = 10018.8 sq ft
I 2.3500 Ac 0.2300 Ac
Runoff Curve Number, en 76.2 Runoff CUrve Number, en 63.2
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
Potll Max Nat'l Detln, S 3.1234 in pot'l Max Nat'l Detln, S 5.8228 in
Routing Coefficient, w o . 0926 Routing Coefficient, w 0.0926
1 ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[O.33J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.17J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 50J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1. 67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [1. 83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.50J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
1 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[2.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.00J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.17J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.33J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[3.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[4.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.00J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [5.17J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.33} 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.50J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.67J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[5.83J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
1 [6.00J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.17J 0.0000 0.0000 0.0002 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[6.33J 0.0003 0.0004 0.0049 3 0.0005 0.0000 0.0000 0.0000 0 0.0000 0.0005
[6.50J 0.0008 0.0011 0.0112 10 0.0019 0.0000 0.0000 0.0000 0 0.0000 0.0019
I (6.67] 0.0012 0.0024 0.0172 20 0.0042 0.0000 0.0000 0.0000 0 0.0000 0.0042
[6.83] 0.0024 0.0048 0.0341 41 0.0082 0.0000 0.0000 0.0000 0 0.0000 0.0082
[7.00] 0.0032 0.0079 0.0453 68 o . 0140 0.0000 0.0000 0.0000 0 0.0000 0.0140
[7.17J 0.0040 0.0119 0.0562 101 0.0208 0.0000 0.0000 0.0000 0 0.0000 0.0208
[7.33J 0.0065 0.0184 0.0927 157 0.0307 0.0000 0.0000 0.0000 0 0.0000 0.0307
1 [7.50J 0.0078 0.0262 o . 1110 224 0.0439 0.0000 0.0000 0.0000 0 0.0000 0.0439
[7.67J 0.0181 0.0443 0.2571 378 0.0699 0.0000 0.0000 0.0000 0 0.0000 0.0699
[7.83] 0.0369 0.0812 0.5252 693 0.1294 0.0000 0.0000 0.0000 0 0.0000 0.1294
[8.00] 0.0219 0.1032 0.3118 880 0.1829 0.0011 0.0011 0.0016 1 0.0001 0.1830
[8.17] 0.0158 0.1190 0.2248 1015 0.1987 0.0018 0.0029 0.0025 2 0.0005 0.1992
1 [8.33] 0.0124 0.1313 0.1757 1120 0.1990 0.0019 0.0048 0.0026 4 0.0009 0.1999
[8.50] 0.0128 0.1442 0.1827 1230 0.1953 0.0023 0.0071 0.0032 6 0.0013 0.1966
[8.67J o . 0133 0.1575 0.1894 1344 0.1936 0.0028 0.0099 0.0038 8 0.0017 0.1953
[8.83J 0.0090 0.1665 0.1279 1420 0.1871 0.0020 0.0119 0.0028 10 0.0020 0.1891
[9.00J 0.0092 0.1757 0.1307 1499 0.1764 0.0022 0.0141 o . 0031 12 0.0022 0.1786
1 [9.17J 0.0094 0.1851 0.1334 1579 0.1682 0.0024 0.0165 0.0033 14 0.0024 0.1706
[9.33J 0.0096 0.1947 0.1361 1661 0.1620 0.0026 0.0191 0.0036 16 0.0026 0.1646
,I
I JRE(~EIVEO
I PROJECT: Williams drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph MethiEC 1 5 200G
25 yr storm (A) Qpeak 0.1999 cfs
I Vtotal 7824 cu ft ~:UUNn OeD
. ::'~~W:ql\
Pervious Portion of Basin Impervious Portion of!lt:#i.hl\.'i\'"
------------------------------------------- -------------------------------------------
Pervious Area = 102366 sq ft Impervious Area 10018.8 sq ft
I 2.3500 Ac 0.2300 Ac
Runoff Curve Number, en 76.2 Runoff CUrve Number, en 63.2
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
Pot'l Max Nat'l Det'n, S 3.1234 in pot'l Max Nat'l Det'n, S 5.8228 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0098 0.2044 0.1387 1744 0.1575 0.0028 0.0219 0.0038 18 0.0028 0.1602
I [9.67J 0.0099 0.2144 0.1413 1829 0.1542 o . 0029 0.0248 0.0041 21 0.0030 0.1572
[9.83] 0.0101 0.2245 0.1438 1915 0.1521 0.0031 0.0279 0.0043 23 0.0032 0.1553
[10.00J 0.0103 0.2348 0.1463 2003 0.1508 0.0033 0.0312 0.0045 26 0.0034 0.1542
[10.17] 0.0105 0.2452 0.1487 2092 0.1502 0.0034 0.0346 0.0048 29 0.0037 0.1538
[10.33] 0.0106 0.2559 0.1511 2183 0.1501 0.0036 0.0382 0.0050 32 0.0039 0.1540
I [10.50J 0.0108 0.2666 0.1535 2275 0.1505 0.0038 0.0420 0.0052 35 0.0041 0.1546
[10.67J 0.0110 0.2776 0.1558 2368 0.1513 0.0039 0.0459 0.0055 38 0.0044 0.1556
[10.83] o . 0091 0.2867 0.1291 2446 0.1496 0.0033 0.0492 0.0046 41 0.0045 0.1541
[11. 00] 0.0092 0.2959 0.1306 2524 0.1460 0.0034 0.0527 0.0048 44 0.0045 0.1505
[11.17] 0.0093 0.3052 0.1321 2603 0.1433 0.0035 0.0562 0.0049 47 o . 0046 0.1479
I [11.33] 0.0094 0.3146 0.1336 2683 o .1413 0.0036 0.0598 0.0051 50 0.0047 0.1460
[11.50] 0.0095 0.3241 0.1350 2764 0.1400 0.0037 0.0636 0.0052 53 0.0048 0.1448
[11. 67] 0.0096 0.3337 0.1364 2846 0.1392 0.0039 0.0674 0.0054 56 0.0049 0.1441
[11. 83] 0.0097 0.3433 0.1378 2929 0.1388 O. 0040 o .0714 0.0055 60 0.0050 0.1438
[12.00J 0.0098 0.3531 0.1392 3012 0.1388 0.0041 0.0755 0.0056 63 0.0051 0.1439
I [12.17] 0.0099 0.3630 0.1405 3097 0.1390 0.0042 0.0796 0.0058 66 0.0052 0.1442
[12.33] 0.0100 0.3730 0.1419 3182 0.13 94 0.0043 0.0839 0.0059 70 0.0053 0.1447
[12.50] 0.0101 0.3831 0.1432 3268 0.1400 0.0043 0.0882 0.0061 74 0.0054 0.1454
[12.67] 0.0102 0.3932 0.1445 3354 0.1407 0.0044 0.0927 0.0062 77 0.0056 0.1463
[12.83] 0.0081 0.4013 0.1153 3424 0.1387 0.0036 0.0962 0.0050 80 0.0056 0.1443
I [13.00] 0.0082 0.4095 0.1161 3493 0.1344 0.0036 0.0999 0.0051 83 0.0055 0.1399
[13 .17] 0.0082 0.4177 o . 1169 3563 0.1311 0.0037 0.1036 0.0052 86 0.0054 0.1365
[13 .33] 0.0083 0.4260 0.1177 3634 0.1285 0.0038 0.1074 0.0052 90 0.0054 0.1339
[13 .50] 0.0083 0.4343 0.1184 3705 0.1266 0.0038 o . 1112 0.0053 93 0.0053 o . 1320
[13 .67] 0.0084 0.4427 0.1192 3777 0.1252 0.0039 o . 1151 0.0054 96 0.0054 0.1305
I [13 .83] 0.0084 0.4512 0.1200 3849 0.1241 0.0039 0.1190 0.0055 99 0.0054 0.1295
[14.00] 0.0085 o .4596 0.1207 3921 0.1234 0.0040 0.1230 0.0056 103 0.0054 0.1288
[14.17] 0.0085 0.4682 0.1214 3994 0.1230 0.0041 0.1270 0.0056 106 0.0054 0.1284
[14.33] 0.0086 0.4768 0.1222 4067 0.1228 0.0041 0.1311 0.0057 109 0.0055 0.1282
[14.50] 0.0086 o .4854 0.1229 4141 0.1227 o . 0042 0.1353 0.0058 113 0.0055 0.1283
I [14.67] 0.0087 0.4941 0.1236 4215 0.1228 0.0042 0.1395 0.0059 116 0.0056 0.1284
[14.83] 0.0077 0.5018 0.1090 4280 0.1216 0.0037 0.1433 0.0052 120 0.0056 0.1272
[15.00] 0.0077 0.5095 0.1096 4346 0.1193 0.0038 0.1471 0.0053 123 0.0055 0.1248
[15.17] 0.0077 0.5172 0.1101 4412 0.1176 0.0038 0.1509 0.0053 126 0.0055 0.1230
[15.33] 0.0078 0.5250 0.1106 4479 o . 1162 0.0039 0.1548 0.0054 129 0.0055 0.1217
I [15.50] 0.0078 0.5328 o . 1111 4545 o . 1152 0.0039 0.1587 0.0054 132 0.0054 0.1207
[15.67] 0.0079 0.5407 0.1117 4612 o . 1145 o . 0040 0.1626 0.0055 136 0.0055 0.1200
[15.83] 0.0079 0.5486 0.1122 4680 0.1140 o . 0040 0.1666 0.0056 139 0.0055 0.1195
[16.00] 0.0079 0.5565 0.1127 4747 o .1138 0.0040 0.1707 0.0056 142 0.0055 0.1192
[16.17] 0.0080 0.5645 0.1132 4815 o .1136 0.0041 0.1747 0.0057 146 0.0055 0.1191
I [16.33] 0.0080 0.5725 0.113 7 4883 o .1136 0.0041 0.1788 0.0057 149 0.0056 0.1191
[16.50] 0.0080 0.5805 o . 1142 4952 0.1136 0.0042 0.1830 0.0058 153 0.0056 0.1192
[16.67] 0.0081 0.5886 0.1147 5021 0.1138 0.0042 0.1872 0.0058 156 0.0056 o . 1194
[16.83] 0.0070 0.5955 0.0990 5080 0.1125 0.0036 0.1908 0.0051 159 0.0056 0.1181
[17.00] 0.0065 0.6020 0.0924 5136 0.1094 0.0034 0.1942 0.0047 162 0.0055 o . 1149
I [17.17] 0.0065 0.6086 0.0928 5191 0.1063 0.0034 0.1977 0.0048 165 0.0053 0.1116
[17.33] 0.0065 0.6151 0.0931 5247 0.1038 0.0035 0.2011 0.0048 168 0.0052 0.1091
[17.50] 0.0066 0.6217 0.0934 5303 0.1019 0.0035 o .2046 0.0048 171 0.0052 0.1070
[17.67] 0.0066 0.6283 0.0937 5359 0.1003 0.0035 0.2081 0.0049 174 0.0051 0.1054
I [17.83] 0.0066 0.6349 0.0940 5416 0.0991 0.0035 0.2117 o . 0049 177 0.0051 0.1042
[18.00] 0.0066 0.6415 0.0943 5472 0.0982 0.0036 0.2152 0.0050 180 0.0050 0.1032
[18.17J 0.0067 0.6481 0.0946 5529 0.0975 0.0036 0.2188 0.0050 183 0.0050 0.1025
[18.33] 0.0067 0.6548 o . 0949 5586 0.0970 0.0036 0.2224 0.0050 186 0.0050 0.1020
[18.50] 0.0067 0.6615 0.0952 5643 0.0966 0.0036 0.2260 0.0051 189 0.0050 0.1016
I [18.67] 0.0067 0.6682 0.0954 5700 O. 0964 0.0037 0.2297 0.0051 192 0.0050 0.1014
[18.83] 0.0067 0.6750 0.0957 5758 0.0962 0.0037 0.2334 0.0051 195 0.0050 0.1013
I
1
1
PROJECT: Jilliams drainage
i
Generation of Post development Runoff Hydtograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak 0.1999 cfs
Vtotal 7824 cu ft
Pervious Portion of Basin Impervious Portion of Basin
----------------------------------------f-- -------------------------------------------
Pervious Area 102366 s~ ft Impervious Area = 10018.8 sq ft
2.3500A~ 0.2300 Ac
Runoff Curve Number I en 76.2 Runoff Curve Number, en 63.2
Time of Concentrat'n, Tc 49 m~n Time of Concentrat'n, Tc 49 min
Pot'l Max Nat'l Det In, S 3.1234 iril Pot'l Max Nat'l Det'n, S 5.8228 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
----------------------------------------~-- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instim-
Excess Excess taneous taneous ip.outed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (efs) (cu ft) 'refs) (in) (in) (cfs) (cu ft) (efs) (cfs)
[19.00] 0.0068 0.6817 0.0960 5815 0.0962 0.0037 0.2371 0.0052 198 0.0051 0.1012
[19.17] 0.0068 0.6885 0.0963 5873 0.0962 0.0037 0.2408 0.0052 201 0.0051 0.1012
[19.33] 0.0068 0.6953 0.0966 5931 0.0962 0.0037 0.2446 0.0052 204 0.0051 0.1013
[19.501 0.0068 0.7021 0.0969 5989 0.0963 0.0038 0.2483 0.0052 207 0.0051 0.1014
[19.67] 0.0068 0.7089 0.0971 6047 0.0964 0.0038 0.2521 0.0053 210 0.0052 0.1016
[19.83] 0.0069 0.7158 0.0974 6106 0.0966 0.0038 0.2559 0.0053 214 0.0052 0.1018
[20.00] 0.0069 0.7227 0.0977 6165 0.0968 o . 0038 0.2598 0.0053 217 0.0052 0.1020
[20.17] 0.0069 0.7295 0.0980 6223 0.0970 0.0039 0.2637 0.0054 220 0..0052 0.1022
[20.33] 0.0069 0.7365 0.0982 6282 0.0972 0.0039 0.2675 0.0054 223 0.0053 0.1024
[20.50] 0.0069 0.7434 0.0985 6341 0.0974 0.0039 o .2714 0.0054 227 0.0053 0.1027
[20.67] 0.0069 0.7503 0.0988 6401 0.0976 0.0039 0.2754 0.0055 230 0.0053 0.1030
[20.83] 0.0070 0.7573 0.0990 6460 0.0979 o . 0040 0.2793 0.0055 233 0.0054 0.1032
[21. OOJ 0.0070 0.7643 0.0993 6520 0.0981 o . 0040 0.2833 0.0055 237 0.0054 0.1035
[21.17] 0.0070 o . 7713 0.0996 6579 0.0984 0.0040 0.2873 0.0056 240 0.0054 0.1038
[21.33] 0.0070 0.7783 0.0998 6639 0.0986 0.0040 0.2913 0.0056 243 0.0054 0.1041
[21. 50] 0.0070 0.7853 0.1001 6699 0.0989 0.0040 0.2954 0.0056 247 0.0055 0.1043
[21. 67] o . 0071 0.7924 0.1004 6760 0.0991 o . 0041 o . 2994 0.0057 250 0.0055 0.1046
[21.83] 0.0071 0.7995 0.1006 6820 0.0994 0.0041 0.3035 0.0057 253 0.0055 0.1049
[22.00] 0.0071 0.8066 0.1009 6880 0.0996 0.0041 0.3076 0.0057 257 0.0056 0.1052
[22.17] 0.0071 o . 813 7 0.1011 6941 0.0999 o .0041 0.3118 0.0057 260 0.0056 0.1055
[22.33] 0.0071 0.8208 0.1014 7002 0.1001 0.0042 o . 3159 0.0058 264 0.0056 0.1058
[22'.50] 0.0071 0.8280 0.1016 7063 0.1004 0.0042 0.3201 0.0058 267 0.0057 0.1060
[22.67] 0.0072 0.8351 0.1019 7124 0.1006 0.0042 0.3243 0.0058 271 0.0057 0.1063
[22.83] o .0072 0.8423 0.1021 7185 0.1009 0.0042 0.3285 0.0059 274 0.0057 0.1066
[23.00] 0.0072 0.8495 0.1024 7247 0.1011 0.0042 0.3328 0.0059 278 0.0058 0.1069
[23.17] 0.0072 0.8567 0.1026 7308 0.1014 0.0043 0.3370 0.0059 281 0.0058 0.1072
[23.33J 0.0072 0.8640 0.1028 7370 0.1016 0.0043 0.3413 0.0060 285 0.0058 0.1074
[23.50] 0.0073 o .8712 0.1031 7432 0.1019 0.0043 0.3456 0.0060 289 0.0058 0.1077
[23.67] 0.0073 0.8785 0.1033 7494 0.1021 0.0043 0.3499 0.0060 292 0.0059 0.1080
[23.83] 0.0073 0.8858 0.1036 7556 0.1024 0.0043 0.3543 0.0060 296 0.0059 0.1083
[24.00] 0.0073 0.8931 0.1038 7618 ,0.1026 0.0044 0.3586 0.0061 299 0.0059 0.1085
[24.17] 0.0000 0.8931 0.0000 7618 ,0.0932 0.0000 0.3586 0.0000 299 0.0054 0.0986
[24.33] 0.0000 0.8931 0.0000 7618 , 0.0760 0.0000 0.3586 0.0000 299 0.0044 0.0803
[24.50] 0.0000 0.8931 0.0000 7618 0.0619 0.0000 0.3586 0.0000 299 0.0036 0.0655
[24.67] 0.0000 0.8931 0.0000 7618 0.0504 0.0000 0.3586 0.0000 299 0.0029 0.0533
[24.83] 0.0000 0.8931 0.0000 7618 0.0411 0.0000 0.3586 0.0000 299 0.0024 0.0435
[25.00] 0.0000 0.8931 0.0000 7618 0.0335 0.0000 0.3586 0.0000 299 0.0019 0.0354
0.8931 12.6971 max = 0.1990 0.3586 0.4990 max = 0.0059 0.1999
I
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RE(~EI,rE[)
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Ut.16 ~:l.ijvV
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APPENDIX II
Subsection 1
Summary of various coefficients and operational values for the infiltrated portion of
the site.
RE(~Er\\rET)
DEe 15 ~acs
JHffHSH~ CUUNn U~O
I
I
File: WILLINF.WB2
PROJECT:
I
BASIN DATA
Predevelopment
I
Williams drainage
Date: December 12, 2006
I
Area:
Cn:
Tc:
Undetained
0.0000 (Ac) +
100.0
49 (min)
Detained
0.0230 (Ac)
98.0
49 (min)
Total
0.0230 (Ac)
Postdevelopment Basin Data
I
Undetained Detained Total
Area: 0.0000 (Ac) + 0.0230 (Ac) 0.0230 (Ac)
Cn: 100.0 98.0
Tc: 49 (min) 49 (min)
I
I
RAINFALL
24 hr rainfall depth
I
2 yr storm:
25 yr storm:
100 yr storm:
I
PREDEVELOPMENT RUNOFF
I
I
2 yr storm:
25 yr storm:
100 yr storm:
I
POSTDEVELOPMENT RUNOFF
I
I
2 yr storm:
25 yr storm:
100 yr storm:
I
I
2 yr storm:
25 yr storm:
100 yr storm:
I
I
1 .40 (in)
2 . 80 ( in)
3 .30 (in)
Peak Runoff From
Undeveloped Port'n
(Undetained)
-----(Qpos1}-----
0.0000 (efs)
0.0000 (efs)
0.0000 (efs)
Peak
Runoff From
Entire Basin
-----(Qpos}------
0.0042 (cfs)
0.0091 (efs)
0.0108 (efs)
Peak
Basin Rainfall
n n n (Qr) n n _ n
0.0105 (efs)
0.0210 (efs)
0.0248 (efs)
Peak
Pre-Devt Runoff
------(Qpre}-----
0.0042 (efs)
0.0091 (efs)
0.0108 (efs)
Peak Runoff From
Developed Port'n
(Detained)
_nn (Qpos2) _nn
0.0042 (efs)
0.0091 (efs)
0.0108 (efs)
IR E{ ~EIVEW)
r'E"
j - (
L., '..;
1 5 2JllS
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APPENDIX II
Subsection 2
Catalog of pre- and post-development land uses for the infiltrated portion ofthe site.
RE{'EI,rET>>
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APPENDIX II
Subsection 3
Raw rainfall data for the design storms falling on the infiltrated portion of the site.
RE( 1EJ\rfR r>>
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I PROJECT: Wi 11 iams drainage
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 1002 sq ft = 0.0230 Ae
Storm Duration 24 hr
Peak Rainfall Intensity 0.021 efs
I Total Rainfall Volume 234 eu ft
Total, 24 hr rainfall 2.80 in
Rainfall Data
I Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Preeip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Preeip % Preeip (hrs) (ets) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 0 0.00 0.00 0.00 0.0000 0.0000 0.0000
10 0.40 0.40 0.17 0.0016 0.0112 0.0112
20 0.40 0.80 0.33 0.0016 0.0112 0.0224
I 30 0.40 1. 20 0.50 0.0016 0.0112 0.0336
40 0.40 1. 60 0.67 0.0016 0.0112 0.0448
50 0.40 2.00 0.83 0.0016 0.0112 0.0560
60 0.40 2.40 1. 00 0.0016 0.0112 0.0672
I 70 0.40 2.80 1.17 0.0016 0.0112 0.0784
80 0.40 3.20 1. 33 0.0016 0.0112 0.0896
90 0.40 3.60 1. 50 0.0016 0.0112 0.1008
I 100 0.40 4.00 1. 67 0.0016 0.0112 o . 1120
110 0.50 4.50 1. 83 0.0019 0.0140 0.1260
120 0.50 5.00 2.00 0.0019 0.0140 0.1400
130 0.50 5.50 2.17 0.0019 0.0140 0.1540
I 140 0.50 6.00 2.33 0.0019 0.0140 0.1680
150 0.50 6.50 2.50 0.0019 0.0140 0.1820
160 0.50 7.00 2.67 0.0019 0.0140 0.1960
I 170 0.60 7.60 2.83 0.0023 0.0168 0.2128
180 0.60 8.20 3.00 0.0023 0.0168 0.2296
190 0.60 8.80 3.17 0.0023 0.0168 0.2464
200 0.60 9.40 3.33 0.0023 0.0168 0.2632
I 210 0.60 10.00 3.50 0.0023 0.0168 0.2800
220 0.60 10.60 3.67 0.0023 0.0168 0.2968
230 0.70 11.30 3.83 0.0027 0.0196 0.3164
I 240 0.70 12.00 4.00 0.0027 0.0196 0.3360
250 0.70 12.70 4.17 0.0027 0.0196 0.3556
260 0.70 13 .40 4.33 0.0027 0.0196 0.3752
270 0.70 14 .10 4.50 0.0027 0.0196 0.3948
I 280 0.70 14.80 4.67 0.0027 0.0196 0.4144
290 0.82 15.62 4.83 0.0032 0.0230 0.4374 IR IE( ~EJI\'ED
300 0.82 16.44 5.00 0.0032 0.0230 0.4603
I 310 0.82 17.26 5.17 0.0032 0.0230 0.4833
320 0.82 18.08 5.33 0.0032 0.0230 0.5062 DEe 1 5 2006
330 0.82 18.90 5.50 0.0032 0.0230 0.5292
340 0.82 19.72 5.67 0.0032 0.0230 0.5522
I 350 0.95 20.67 5.83 0.0037 0.0266 0.5788 \JHHH~"~! l;{fUNfY oen
360 0.95 21.62 6.00 0.0037 0.0266 0.6054
370 0.95 22.57 6.17 0.0037 0.0266 0.6320
I 380 0.95 23.52 6.33 0.0037 0.0266 0.6586
I
-----.--
I
1
1
PROJECT: Williams drainage
25 yr storm (B)
Total Basin Area = 1002 sq ft =
Storm Duration =
Peak Rainfall Intensity
Total Rainfall Volume
Total, 24 hr rainfall
1
1
Standard SCS Type 1A
24 hr hyetograph (adj'd)
from King Co Drn Manual
1
Time
(min)
1
1
1
1
1
I
I
I
I
1
1
:1
1
% Cumulative
Precip % Precip
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530
540
550
560
570
580
590
600
610
620
630
640
650
660
670
680
690
700
710
720
730
740
750
760
770
0.95
0.95
1. 33
1. 33
1. 33
1. 80
1. 80
3.40
5.40
2.70
1. 80
1. 34
1. 34
1. 34
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.57
24.47
25.42
26.75
28.08
29.41
31. 21
33.01
36.41
41.81
44.51
46.31
47.65
48.99
50.33
51. 21
52.09
52.97
53.85
54.73
55.61
56.49
57.37
58.25
59.13
60.01
60.89
61. 61
62.33
63.05
63.77
64.49
65.21
65.93
66.65
67.37
68.09
68.81
69.53
70.10
Time
(hrs)
6.50
6.67
6.83
7.00
7.17
7.33
7.50
7.67
7.83
8.00
8.17
8.33
8.50
8.67
8.83
9.00
9.17
9.33
9.50
9.67
9.83
10.00
10.17
10.33
10.50
10.67
10.83
11.00
11.17
11. 33
11.50
11.67
11.83
12.00
12.17
12.33
12.50
12.67
12.83
0.0230 Ac
24 hr
0.021 cfs
234 cu ft
2 .80 in
Rainfall Data
Total
Basin
Rainfall
P
(cfs)
0.0037
0.0037
0.0052
0.0052
0.0052
0.0070
0.0070
0.0132
0.0210
0.0105
0.0070
0.0052
0.0052
0.0052
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0034
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0028
0.0022
Cumulative
Precip Precip
Depth Depth
Pr Pre
(in) (in)
0.0266
0.0266
0.0372
0.0372
0.0372
0.0504
0.0504
0.0952
0.1512
0.0756
0.0504
0.0375
0.0375
0.0375
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0246
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0202
0.0160
0.6852
0.7118
0.7490
0.7862
0.8235
0.8739
0.9243
1.0195
1.1707
1. 2463
1.2967
1. 3342
1.3717
1. 4092
1.4339
1.4585
1. 4832
1.5078
1.5324
1. 5571
1. 5817
1.6064
1.6310
1. 6556
1. 6803
1.7049
1.7251
1.7452
1.7654
1. 7856
1.8057
1.8259
1.8460
1.8662
1.8864
1.9065
1.9267
1.9468
1.9628
IR E{ ~EIVEO
DEe 1 5 2006
,r-I"" ,r,
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II
I PROJECT: Williams drainage
25 yr storm (B)
-------------------------------------------------------------
I Total Basin Area = 1002 sq ft = 0.0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 0.021 cfs
I Total Rainfall Volume 234 cu ft
Total, 24 hr rainfall 2.80 in
Rainfall Data
I Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Precip % Precip (hrs) (ds) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 780 0.57 70.67 13.00 0.0022 0.0160 1.9788
790 0.57 71.24 13 .17 0.0022 0.0160 1.9947
800 0.57 71.81 13 .33 0.0022 0.0160 2.0107
I 810 0.57 72.38 13.50 0.0022 0.0160 2.0266
820 0.57 72.95 13.67 0.0022 0.0160 2.0426
830 0.57 73.52 13.83 0.0022 0.0160 2.0586
840 0.57 74.09 14.00 0.0022 0.0160 2.0745
I 850 0.57 74.66 14.17 0.0022 0.0160 2.0905
860 0.57 75.23 14.33 0.0022 0.0160 2.1064
870 0.57 75.80 14.50 0.0022 0.0160 2.1224
I 880 0.57 76.37 14.67 0.0022 0.0160 2.1384
890 0.50 76.87 14.83 0.0019 0.0140 2.1524
900 0.50 77.37 15.00 0.0019 0.0140 2.1664
910 0.50 77.87 15.17 0.0019 0.0140 2.1804
I 920 0.50 78 .37 15.33 0.0019 0.0140 2.1944
930 0.50 78.87 15.50 0.0019 0.0140 2.2084
940 0.50 79.37 15.67 0.0019 0.0140 2.2224
I 950 0.50 79.87 15.83 0.0019 0.0140 2.2364
960 0.50 80.37 16.00 0.0019 0.0140 2.2504
970 0.50 80.87 16.17 0.0019 0.0140 2.2644
980 0.50 81. 37 16.33 .0.0019 0.0140 2.2784
I 990 0.50 81.87 16.50 0.0019 0.0140 2.2924
1000 0.50 82.37 16.67 0.0019 0.0140 2.3064
1010 0.43 82.80 16.83 0.0017 0.0120 2.3184
I 1020 0.40 83.20 17.00 0.0016 0.0112 2.3296
1030 0.40 83.60 17.17 0.0016 0.0112 2.3408
1040 0.40 84.00 17 .33 0.0016 0.0112 2.3520 !R E( ~EIt'EJ)
1050 0.40 84.40 17.50 0.0016 0.0112 2.3632
I 1060 0.40 84.80 17.67 0.0016 o . 0112 2.3744
1070 0.40 85.20 17.83 0.0016 o . 0112 2.3856 DEe
1 5 -n...~...
1080 0.40 85.60 18.00 0.0016 o . 0112 2.3968 ,. L0Ji)
I 1090 0.40 86.00 18.17 0.0016 0.0112 2.4080
1100 0.40 86.40 18.33 0.0016 0.0112 2.4192 ,lffffH.WJN '~UUNn orn
1110 0.40 86.80 18.50 0.0016 0.0112 2.4304
1120 0.40 87.20 18.67 0.0016 0.0112 2.4416
I 1130 0.40 87.60 18.83 0.0016 0.0112 2.4528
1140 0.40 88.00 19.00 0.0016 0.0112 2.4640
1150 0.40 88.40 19.17 0.0016 0.0112 2.4752
I 1160 0.40 88.80 19.33 0.0016 0.0112 2.4864
I
I
I PROJECT: Williams drainage
25 yr storm (B)
I -------------------------------------------------------------
Total Basin Area = 1002 sq ft = 0.0230 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity 0.021 cfs
I Total Rainfall Volume 234 cu ft
Total, 24 hr rainfall 2.80 in
I Rainfall Data
Standard SCS Type 1A -----------------------------------
24 hr hyetograph (adj'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I ------------------------ Rainfall Depth Depth
Time % Cumulative Time P Pr Pre
(min) Precip % Precip (hrs) (cfs) (in) (in)
------- ------- -------- ------- ------- ------- -------
I 1170 0.40 89.20 19.50 0.0016 0.0112 2.4976
1180 0.40 89.60 19.67 0.0016 0.0112 2.5088
1190 0.40 90.00 19.83 0.0016 0.0112 2.5200
I 1200 0.40 90.40 20.00 0.0016 0.0112 2.5312
1210 0.40 90.80 20.17 0.0016 0.0112 2.5424
1220 0.40 91.20 20.33 0.0016 0.0112 2.5536
1230 0.40 91.60 20.50 0.0016 0.0112 2.5648
I 1240 0.40 92.00 20.67 0.0016 0.0112 2.5760
1250 0.40 92.40 20.83 0.0016 0.0112 2.5872
1260 0.40 92.80 21.00 0.0016 0.0112 2.5984
I 1270 0.40 93.20 21.17 0.0016 0.0112 2.6096
1280 0.40 93.60 21. 33 0.0016 0.0112 2.6208
1290 0.40 94.00 21. 50 0.0016 0.0112 2.6320
1300 0.40 94.40 21. 67 0.0016 0.0112 2.6432
I 1310 0.40 94.80 21. 83 0.0016 0.0112 2.6544
1320 0.40 95.20 22.00 0.0016 0.0112 2.6656
1330 0.40 95.60 22.17 0.0016 0.0112 2.6768
I 1340 0.40 96.00 22.33 0.0016 0.0112 2.6880
1350 0.40 96.40 22.50 0.0016 0.0112 2.6992
1360 0.40 96.80 22.67 0.0016 0.0112 2.7104
1370 0.40 97.20 22.83 0.0016 0.0112 2.7216
I 1380 0.40 97.60 23.00 0.0016 0.0112 2.7328
1390 0.40 98.00 23.17 0.0016 0.0112 2.7440
1400 0.40 98.40 23.33 0.0016 0.0112 2.7552
I 1410 0.40 98.80 23.50 0.0016 0.0112 2.7664
1420 0.40 99.20 23.67 0.0016 0.0112 2.7776
1430 0.40 99.60 23.83 0.0016 o . 0112 2.7888
1440 0.40 100.00 24.00 0.0016 0.0112 2.8000
I 1450 0.00 100.00 24.17 0.0000 0.0000 2.8000
1460 0.00 100.00 24.33 0.0000 0.0000 2.8000
1470 0.00 100.00 24.50 0.0000 0.0000 2.8000
I 1480 0.00 100.00 24.67 0.0000 0.0000 2.8000
1490 0.00 100.00 24.83 0.0000 0.0000 2.8000
1500 0.00 100.00 25.00 0.0000 0.0000 2.8000 \RE{'1EIVE~))
------- -------
I 100.00 2.8000
~l='C 1 ~ "~1"i5
k~, ,- ..1- \:J.::: &...vUl
I JEfffR~tt~ CUUNH Ul:tl
I
----------
I
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APPENDIX II
Subsection 4
Post-development runoff calculations for the design storms.
IRE('EIVEf)
DEe 1 5 2D06
JEfFP,~"H\1 rUUNI~ il'I1P
I ," ""Iu ,j ,
I RiB( ~,EJ\VlEr)
I PROJECT: Williams drainage Dft
1 t: 2DU5
I Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method L' ,J
25 yr storm (A) Qpeak por:~::~:f~ijlt~RSU~ ~"UNfY OeD
I Vtotal
Pervious Portion of Basin Impervious
------------------------------------------- -------------------------------------------
Pervious Area = o sq ft Impervious Area 1001. 88 sq ft
I 0.0000 Ac 0.0230 Ac
Runoff CUrve Number, en 100 Runoff Curve Number, en 98.0
Time of Concentrat'n, Tc 49 min Time of Concentrat1n, Tc 49 min
Pot'l Max Nat'l Det'n, S 0.0000 in pot'l Max Nat'l Det'n, S 0.2041 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
I ------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
I [0.17] 0.0112 0.0112 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33] 0.0112 0.0224 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] o . 0112 0.0336 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67] o . 0112 0.0448 0.0000 0 0.0000 0.0001 0.0001 0.0000 0 0.0000 0.0000
[0.83] o . 0112 0.0560 0.0000 0 0.0000 0.0010 0.0011 0.0001 0 0.0000 0.0000
I [1. 00] o . 0112 0.0672 0.0000 0 0.0000 0.0020 0.0030 0.0003 0 0.0000 0.0000
[1.17] o . 0112 0.0784 0.0000 0 0.0000 O. 0028 0.0058 0.0004 0 0.0001 0.0001
[1. 33J o .0112 0.0896 0.0000 0 0.0000 0.0036 0.0094 0.0005 1 0.0002 0.0002
[1.50J 0.0112 0.1008 0.0000 0 0.0000 O. 0042 0.0136 0.0006 1 0.0002 0.0002
[1. 67] 0.0112 o . 1120 0.0000 0 0.0000 0.0048 0.0184 0.0007 2 0.0003 0.0003
I [1. 83] 0.0140 0.1260 0.0000 0 0.0000 0.0067 0.0251 0.0009 2 0.0004 0.0004
I [2.00] 0.0140 0.1400 0.0000 0 0.0000 0.0074 0.0324 0.0010 3 0.0005 0.0005
[2.17] 0.0140 0.1540 0.0000 0 0.0000 0.0079 0.0404 0.0011 3 0.0006 0.0006
[2.33] 0.0140 0.1680 0.0000 0 0.0000 0.0085 0.0488 0.0012 4 0.0007 0.0007
[2.50] 0.0140 0.1820 0.0000 0 0.0000 0.0089 o . 0577 0.0012 5 0.0008 0.0008
I [2.67] o . 0140 0.1960 0.0000 0 0.0000 0.0093 0.0670 o . 0013 6 0.0009 0.0009
[2.83] 0.0168 0.2128 0.0000 0 0.0000 0.0116 0.0787 0.0016 7 0.0010 0.0010
[3.00] 0.0168 0.2296 0.0000 0 0.0000 0.0121 0.0907 o . 0017 8 0.0011 0.0011
[3.17] 0.0168 0.2464 0.0000 0 0.0000 0.0125 0.1032 0.0017 9 0.0012 0.0012
[3.33] 0.0168 0.2632 0.0000 0 0.0000 0.0128 0.1160 0.0018 10 0.0013 0.0013
I [3.50] 0.0168 0.2800 0.0000 0 0.0000 0.0131 0.1291 0.0018 11 0.0014 0.0014
[3.67] 0.0168 0.2968 0.0000 0 0.0000 o . 0134 0.1424 0.0019 12 0.0015 0.0015
[3.83] 0.0196 0.3164 0.0000 0 0.0000 0.0159 0.1583 0.0022 13 0.0016 0.0016
[4.00] 0.0196 0.3360 0.0000 0 0.0000 0.0162 0.1745 0.0023 15 0.0017 0.0017
[4.17] 0.0196 0.3556 0.0000 0 0.0000 0.0164 0.1910 0.0023 16 0.0018 0.0018
I [4.33] 0.0196 0.3752 0.0000 0 0.0000 0.0167 0.2077 0.0023 17 0.0019 0.0019
[4.50] 0.0196 0.3948 0.0000 0 0.0000 0.0169 0.2245 0.0023 19 0.0020 0.0020
[4.67] 0.0196 0.4144 0.0000 0 0.0000 0.0171 0.2416 0.0024 20 0.0021 0.0021
[4.83J 0.0230 0.4374 0.0000 0 0.0000 0.0202 0.2618 0.0028 22 0.0022 0.0022
[5.00J 0.0230 0.4603 0.0000 0 0.0000 0.0204 0.2822 0.0028 24 0.0023 0.0023
I [5.17J 0.0230 0.4833 0.0000 0 0.0000 0.0206 0.3028 0.0029 25 0.0024 0.0024
[5.33J 0.0230 0.5062 0.0000 0 0.0000 0.0208 0.3236 0.0029 27 0.0025 0.0025
[5.50] 0.0230 0.5292 0.0000 0 0.0000 0.0209 0.3444 0.0029 29 0.0026 0.0026
[5.67] 0.0230 0.5522 0.0000 0 0.0000 0.0210 0.3655 0.0029 31 0.0026 0.0026
[5.83] 0.0266 0.5788 0.0000 0 0.0000 0.0245 0.3900 0.0034 33 0.0027 0.0027
I [6.00] 0.0266 0.6054 0.0000 0 0.0000 0.0247 o .4146 0.0034 35 0.0029 0.0029
[6.17] 0.0266 0.6320 0.0000 0 0.0000 0.0248 0.4394 0.0034 37 0.0030 0.0030
[6.33J 0.0266 0.6586 0.0000 0 0.0000 0.0249 0.4643 0.0035 39 0.0031 0.0031
[6.50J 0.0266 0.6852 0.0000 0 0.0000 0.0250 0.4894 0.0035 41 0.0031 0.0031
[6.67J 0.0266 0.7118 0.0000 0 0.0000 0.0251 0.5145 0.0035 43 0.0032 0.0032
I [6.83] 0.0372 0.7490 0.0000 0 0.0000 0.0353 0.5498 0.0049 46 0.0034 0.0034
[7.00] 0.0372 0.7862 0.0000 0 0.0000 0.0354 0.5852 0.0049 49 0.0037 0.0037
[7.17] 0.0372 0.8235 0.0000 0 0.0000 0.0356 0.6208 0.0050 52 0.0039 0.0039
[7.33] 0.0504 0.8739 0.0000 0 0.0000 0.0483 0.6691 0.0067 56 0.0043 0.0043
[7.50] 0.0504 0.9243 0.0000 0 0.0000 0.0485 0.7177 0.0068 60 0.0047 0.0047
, I [7.67] 0.0952 1.0195 0.0000 0 0.0000 o .0921 0.8098 O. 0128 68 0.0057 0.0057
[7.83] 0.1512 1.1707 0.0000 0 0.0000 0.1472 0.9570 0.0205 80 0.0077 0.0077
[8.00] 0.0756 1.2463 0.0000 0 0.0000 0.0739 1. 0309 0.0103 86 0.0091 0.0091
[8.17] 0.0504 1.2967 0.0000 0 0.0000 0.0494 1. 0803 0.0069 90 0.0090 0.0090
[8.33] 0.0375 1. 3342 0.0000 0 0.0000 0.0368 1. 11 71 0.0051 93 0.0085 0.0085
I [8.50] 0.0375 1.3717 0.0000 0 0.0000 0.0368 1.1540 0.0051 96 0.0078 0.0078
[8.67J 0.0375 1.4092 0.0000 0 0.0000 0.0369 1.1908 0.0051 99 0.0073 0.0073
[8.83] 0.0246 1.4339 0.0000 0 0.0000 0.0242 L 2151 0.0034 101 0.0068 0.0068
[9.001 0.0246 1.4585 0.0000 0 0.0000 0.0242 1.2393 0.0034 103 0.0061 0.0061
I [9.17] 0.0246 1.4832 0.0000 0 0.0000 0.0243 1.2636 0.0034 105 0.0056 0.0056
[9.33] 0.0246 1. 5078 0.0000 0 0.0000 0.0243 1.2878 0.0034 108 0.0052 0.0052
I
I ~E~ 'E1VElr>>
I PROJECT: Williams drainage
Generation of Postdevelopment Runoff Hydrograph- Santa Barbara Urban Hydrograph ~etho{1 E C 1 5 2008
25 yr storm (A) Qpeak o . 0091 cfs
I Vtotal 213 cu ft
J~fft'~!r 'UUNfY DCO
Pervious Portion of Basin Impervious Portion of .' Ho)~ L
------------------------------------------- -------------------------------------------
I Pervious Area = o sq ft Impervious Area = 1001. 88 sq ft
O.OOOOAc 0.0230 Ac
Runoff Curve Number, en 100 Runoff Curve Number, Cn 98.0
Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc 49 min
Pot'l Max Nat'l Det'n, S 0.0000 in Pot'l Max Nat'l Detln, S 0.2041 in
I Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (ds) (cu ft) (ds) (in) (in) (ds) (cu ft) (ds) (ds)
[9.50J 0.0246 1.5324 0.0000 0 0.0000 0.0243 1. 3121 0.0034 llO 0.0049 0.0049
I [9.67J 0.0246 1. 5571 0.0000 0 0.0000 0.0243 1.3364 0.0034 ll2 0.0046 0.0046
[9.83] 0.0246 1. 5817 0.0000 0 0.0000 0.0243 1.3607 0.0034 ll4 0.0044 0.0044
[10.00] 0.0246 1.6064 0.0000 0 0.0000 0.0243 1. 3850 0.0034 ll6 0.0042 0.0042
[10.17J 0.0246 1.6310 0.0000 0 0.0000 0.0243 1. 4093 0.0034 ll8 0.0040 0.0040
[10.33J 0.0246 1.6556 0.0000 0 0.0000 0.0243 1. 4336 0.0034 120 0.0039 0.0039
I [10.50] 0.0246 1.6803 0.0000 0 0.0000 0.0243 1. 4580 0.0034 122 0.0038 0.0038
[10.67J 0.0246 1.7049 0.0000 0 0.0000 0.0243 1.4823 0.0034 124 0.0037 0.0037
[10.83] 0.0.202 1.7251 0.0000 0 0.0000 0.0199 1. 5022 0.0028 125 0.0036 0.0036
[11.00] 0.0202 1.7452 0.0000 0 0.0000 0.0199 1.5222 0.0028 127 0.0035 0.0035
[11.17] 0.0202 1.7654 0.0000 0 0.0000 0.0199 1.5421 0.0028 129 0.0033 0.0033
I [ll.33] 0.0202 1.7856 0.0000 0 0.0000 0.0199 1. 5620 0.0028 13'0 0.0032 0.0032
[ll.50] 0.0202 1. 8057 0.0000 0 0.0000 0.0199 1.5820 0.0028 132 0.0031 0.0031
[ll.67] 0.0202 1.8259 0.0000 0 0.0000 0.0199 1.6019 0.0028 134 0.0031 0.0031
[ll.83J 0.0202 1.8460 0.0000 0 0.0000 0.0199 1.6219 0.0028 135 0.0030 0.0030
[12.00J 0.0202 1.8662 0.0000 0 0.0000 0.0200 1.6418 0.0028 137 0.0030 0.0030
I [12.17J 0.0202 1.8864 0.0000 0 0.0000 0.0200 1.6618 O. 0028 139 0.0029 0.0029
[12.33J 0.0202 1.9065 0.0000 0 0.0000 0.0200 1. 6817 0.0028 140 0.0029 0.0029
[12.50] 0.0202 1.9267 0.0000 0 0.0000 0.0200 1. 7017 0.0028 142 0.0029 0.0029
[12.67] 0.0202 1.9468 0.0000 0 0.0000 0.0200 1. 7217 0.0028 144 0.0029 o . 0029
[12.83] 0.0160 1.9628 0.0000 0 0.0000 0.0158 1.7375 0.0022 145 0.0028 0.0028
I [13.00] 0.0160 1.9788 0.0000 0 0.0000 0.0158 1. 7533 0.0022 146 0.0027 0.0027
[13 .17] 0.0160 1.9947 0.0000 0 0.0000 o . 0158 1.7691 0.0022 148 0.0026 0.0026
[13 .33J 0.0160 2.0107 0.0000 0 0.0000 0.0158 1.7849 0.0022 149 0.0025 0.0025
[13.50J 0.0160 2.0266 0.0000 0 0.0000 0.0158 1. 8008 0.0022 150 0.0025 0.0025
[13 .67J 0.0160 2.0426 0.0000 0 0.0000 0.0158 1.8166 0.0022 152 0.0024 0.0024
I [13 .83J 0.0160 2.0586 0.0000 0 0.0000 0.0158 1.8324 0.0022 153 0.0024 0.0024
[14.00J 0.0160 2.0745 0.0000 0 0.0000 0.0158 1.8482 0.0022 154 0.0023 0.0023
[14.17J 0.0160 2.0905 0.0000 0 0.0000 0.0158 1.8641 0.0022 156 0.0023 0.0023
[14.33] 0.0160 2.1064 0.0000 0 0.0000 0.0158 1.8799 0.0022 157 0.0023 0.0023
[14 .50] 0.0160 2.1224 0.0000 0 0.0000 0.0158 1. 8957 0.0022 158 0.0023 0.0023
I [14.67] 0.0160 2.1384 0.0000 0 0.0000 0.0158 1.~ll6 0.0022 160 0.0023 0.0023
[14.83] 0.0140 2.1524 0.0000 0 0.0000 0.0139 1.9254 0.0019 161 0.0022 0.0022
[15.00] 0.0140 2.1664 0.0000 0 0.0000 0.0139 1.9393 0.0019 162 0.0022 0.0022
[15.17] 0.0140 2.1804 0.0000 0 0.0000 0.0139 1.9532 0.0019 163 0.0021 0.0021
[15.33] 0.0140 2.1944 0.0000 0 0.0000 0.0139 1.9671 0.0019 164 0.0021 0.0021
I [15.50] 0.0140 2.2084 0.0000 0 0.0000 0.0139 1. 9810 0.0019 165 0.0021 0.0021
[15.67J 0.0140 2.2224 0.0000 0 0.0000 0.0139 1. 9949 0.0019 167 0.0020 0.0020
[15.83] 0.0140 2.2364 0.0000 0 0.0000 0.0139 2.0088 0.0019 168 0.0020 0.0020
[16.00J 0.0140 2.2504 0.0000 0 0.0000 0.0139 2.0227 0.0019 169 0.0020 0.0020
[16.17] 0.0140 2.2644 0.0000 0 0.0000 0.0139 2.0366 0.0019 170 0.0020 0.0020
I [16.33] 0.0140 2.2784 0.0000 0 0.0000 0.0139 2.0505 0.0019 171 0.0020 o .0020
[16.50] 0.0140 2.2924 0.0000 0 0.0000 o . 013 9 2.0644 0.0019 172 0.0020 0.0020
[16.67] 0.0140 2.3064 0.0000 0 0.0000 0.0139 2.0783 0.0019 174 0.0020 o . 0020
[16.83] o . 0120 2.3184 0.0000 0 0.0000 0.0120 2.0903 0.0017 175 0.0019 0.0019
il [17.00J 0.Oll2 2.3296 0.0000 0 0.0000 0.0111 2.1014 0.0015 175 0.0019 0.0019
[17 .17J 0.Oll2 2.3408 0.0000 0 0.0000 O.Olll 2 . ll2 5 0.0015 176 0.0018 0.0018
[17.33J 0.Oll2 2.3520 0.0000 0 0.0000 o .01ll 2.1237 o . 0015 177 0.0018 0.0018
[17.50] 0.Oll2 2.3632 0.0000 0 0.0000 O.Olll 2 . 1348 0.0015 178 o . 0017 0.0017
[17.67] o . 0 ll2 2.3744 0.0000 0 0.0000 o . Olll 2.1459 0.0015 179 0.0017 0.0017
I [17.83] 0.Oll2 2.3856 0.0000 0 0.0000 O.Olll 2.1570 0.0015 180 o . 0017 0.0017
[18.00] 0.Oll2 2.3968 0.0000 0 0.0000 O.Olll 2.1682 0.0015 181 0.0016 0.0016
[18.17J 0.0112 2.4080 0.0000 0 0.0000 O.Olll 2.1793 0.0015 182 0.0016 0.0016
[18.33J 0.Oll2 2.4192 0.0000 0 0.0000 O.Olll 2.1904 0.0015 183 0.0016 0.0016
[18.50] 0.Oll2 2.4304 0.0000 0 0.0000 O.Olll 2.2016 0.0015 184 0.0016 0.0016
I [18.67] 0.Oll2 2.4416 0.0000 0 0.0000 O.Olll 2.2127 0.0015 185 0.0016 0.0016
[18.83] 0.Oll2 2.4528 0,0000 0 0.0000 O.Olll 2.2238 0.0015 186 0.0016 0.0016
I
--- ---- -- --------- - ------------------
I
I
PROJECT: Williams drainage
Generation of Post development Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak 0.0091 cfs
Vtotal 213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
------------------------------------------- -------------------------------------------
Pervious Area 0 sq ft Impervious Area = 1001. 88 sq ft
0.0000 Ac 0.0230 Ac
Runoff CUrve Number, en 100 Runoff CUrve Number, en 98.0
Time of Concentrat'n, Tc 49 min Time of Concentrat1n, Tc 49 min
Pot'l Max Nat'l Detln, S 0.0000 in Pat'l Max Nat'l Detln, S 0.2041 in
Routing Coefficient, w 0.0926 Routing Coefficient, w 0.0926
------------------------------------------- -------------------------------------------
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] o . 0112 2.4640 0.0000 0 0.0000 0.0111 2.2350 0.0015 187 0.0016 0.0016
[19.17] 0.0112 2.4752 0.0000 0 0.0000 0.0111 2.2461 0.0015 188 0.0016 0.0016
[19.33J 0.0112 2.4864 0.0000 0 0.0000 O. 0111 2.2572 0.0015 188 0.0016 0.0016
[19.50] 0.0112 2.4976 0.0000 0 0.0000 0.0111 2.2684 0.0015 189 0.0016 0.0016
[19.67] 0.0112 2.5088 0.0000 0 0.0000 0.0111 2.2795 0.0015 190 0.0016 0.0016
[19.83] 0.0112 2.5200 0.0000 0 0.0000 o . 0111 2.2906 0.0015 191 0.0016 0.0016
[20.00] o .0112 2.5312 0.0000 0 0.0000 0.0111 2.3018 0.0015 192 0.0016 0.0016
[20.17] 0.0112 2.5424 0.0000 0 0.0000 0.0111 2 .3129 0.0015 193 0.0016 0.0016
[20.33] 0.0112 2.5536 0.0000 0 0.0000 0.0111 2.3240 0.0015 194 0.0016 0.0016
[20.50] 0.0112 2.5648 0.0000 0 0.0000 0.0111 2.3352 0.0015 195 0.0016 0.0016
[20.67] 0.0112 2.5760 0.0000 0 0.0000 0.0111 2.3463 0.0015 196 0.0016 0.0016
[20.83] o . 0112 2.5872 0.0000 0 0.0000 0.0111 2.3574 0.0015 197 0.0016 0.0016
[21. 00] 0.0112 2.5984 0.0000 0 0.0000 o . 0111 2.3686 0.0015 198 0.0016 0.0016
[21.17] o .0112 2.6096 0.0000 0 0.0000 o . 0111 2.3797 0.0016 199 0.0016 0.0016
[21. 33] o . 0112 2.6208 0.0000 0 0.0000 0.0111 2.3909 0.0016 200 0.0016 0.0016
[21.50] 0.0112 2.6320 0.0000 0 0.0000 o .0111 2.4020 0.0016 201 0.0016 0.0016
[21. 67] 0.0112 2.6432 0.0000 0 0.0000 0.0111 2.4131 0.0016 201 0.0016 0.0016
[21.83J 0.0112 2.6544 0.0000 0 0.0000 O. 0111 2.4243 0.0016 202 0.0016 0.0016
[22.00] 0.0112 2.6656 0.0000 0 0.0000 0.0111 2.4354 0.0016 203 0.0016 0.0016
[22.17] 0.0112 2.6768 0.0000 0 0.0000 0.0111 2.4466 0.0016 204 0.0016 0.0016
[22.33] 0.0112 2.6880 0.0000 0 0.0000 0.0111 2.4577 0.0016 205 0.0016 0.0016
[22.50] o . 0112 2.6992 0.0000 0 0.0000 0.0111 2.4689 0.0016 206 0.0016 0.0016
[22.67] o . 0112 2.7104 0.0000 0 0.0000 0.0111 2.4800 0.0016 207 0.0016 0.0016
[22.83] o .0112 2.7216 0.0000 0 0.0000 0.0111 2.4911 0.0016 208 0.0016 0.0016
[23.00] o .0112 2.7328 0.0000 0 0.0000 0.0111 2.5023 0.0016 209 0.0016 0.0016
[23.17] o .0112 2.7440 0.0000 0 0.0000 o . 0111 2.5134 0.0016 210 0.0016 0.0016
[23.33] 0.0112 2.7552 0.0000 0 0.0000 0.0111 2.5246 0.0016 211 0.0016 0.0016
[23.50] 0.0112 2.7664 0.0000 0 0.0000 o . 0111 2.5357 0.0016 212 0.0016 0.0016
[23.67] 0.0112 2.7776 0.0000 0 0.0000 0.0111 2.5469 0.0016 213 0.0016 0.0016
[23.83] o . 0112 2.7888 0.0000 0 0.0000 0.0111 2.5580 0.0016 214 0.0016 0.0016
[24.00] o . 0112 2.8000 0.0000 0 0.0000 0.0111 2.5692 0.0016 214 0.0016 0.0016
[24.17J 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0014 0.0014
[24.33J 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0011 0.0011
[24.50] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0009 0.0009
[24.67] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0008 0.0008
[24.83] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0006 0.0006
[25.00] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0005 0.0005
2.8000 0.0000 max 0.0000 2.5692 0.3575 max = 0.0091 0.0091
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1R JEt ~h II \\q~ If ))
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n[ (" 1 5' .ljr"i~,",
jj y ~ulJu
I
JfHtHSUN LUUNfY OeD
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APPENDIX II
Subsection 5
Staging table with operational data related to the infiltration facility.
]RE(~EIVElf)
DEe 1. 5 2UaS
JEHfA$I'~ CUUNn ueo
I
I Williams drainage
I Infiltration System Staging Table
Water Outflow
I Surface via Total
Staging Depth WS Elev Volume Area Infilt'n Outflow
Coef't (feet) (feet) (cu ft) (sq ft) (ds) (ds)
I a D WS V A Q6 Qtot
-------- ------ -------- ------- -------- -------- --------
0.00 0.00 100.00 0 0 0.000 0.000
0.01 0.05 100.05 1 60 0.003 0.003
I 0.01 0.10 100.10 2 60 0.003 0.003
0.01 0.15 100.15 3 60 0.003 0.003
0.02 0.20 100.20 4 60 0.003 0.003
I 0.02 0.25 100.25 5 60 0.003 0.003
0.02 0.30 100.30 5 60 0.003 0.003
0.02 0.35 100.35 6 60 0.003 0.003
0.03 0.40 100.40 7 60 0.003 0.003
I 0.03 0.45 100.45 8 60 0.003 0.003
0.03 0.50 100.50 9 60 0.004 0.004
0.04 0.55 100.55 10 60 0.004 0.004
I 0.04 0.60 100.60 11 60 0.004 0.004
0.04 0.65 100.65 12 60 0.004 0.004
0.05 0.70 100.70 13 60 0.004 0.004
0.05 0.75 100.75 14 60 0.004 0.004
I 0.05 0.80 100.80 14 60 0.004 0.004
0.06 0.85 100.85 15 60 0.004 0.004
0.06 0.90 100.90 16 60 0.004 0.004
0.06 0.95 100.95 17 60 0.004 0.004
I 0.06 1. 00 101.00 18 60 0.004 0.004
0.07 1. 05 101. 05 19 60 0.004 0.004
0.07 1.10 101.10 20 60 0.004 0.004
I 0.07 1.15 101.15 21 60 0.004 0.004
0.08 1. 20 101. 20 22 60 0.005 0.005
0.08 1. 25 101. 25 23 60 0.005 0.005
0.08 1. 30 101.30 23 60 0.005 0.005
I 0.09 1. 35 101. 35 24 60 0.005 0.005
0.09 1.40 101. 40 25 60 0.005 0.005
0.09 1.45 101.45 26 60 0.005 0.005
I 0.10 1. 50 101.50 27 60 0.005 0.005
0.10 1. 55 101. 55 28 60 0.005 0.005
0.10 1. 60 101. 60 29 60 0.005 0.005
0.10 1. 65 101.65 30 60 0.005 0.005
I 0.11 1. 70 101.70 31 60 0.005 0.005
0.11 1. 75 101.75 32 60 0.005 0.005
0.11 1. 80 101.80 32 60 0.005 0.005
I 0.12 1. 85 101. 85 33 60 0.006 0.006
0.12 1. 90 101. 90 34 60 0.006 0.006
0.12 1. 95 101. 95 35 60 0.006 0.006
0.13 2.00 102.00 36 60 0.006 O'OfRE{~EIVEr)
I
il DEe 1 5 2U06
I Jffff~.~:IJ~ I;UUroH I]Cn
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APPENDIX II
Subsection 6
Flood routing data for the infiltration facilities.
RE('El'nRr~
DEe 1 5 ZG.CS
JEffEASU&J~U""I~ !II:II
I
I PROJECT: Williams drainage
I 25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (ds) (cfs) (ds) (feet) (cu ft) Coef't
I t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
0.00 0.0000 0.000 0.000 0.00 0 0.00
0.17 0.0000 0.000 0.000 0.00 0 0.00
I 0.33 0.0000 0.000 0.000 0.00 0 0.00
0.50 0.0000 0.000 0.000 0.00 0 0.00
0.67 0.0000 0.000 0.000 0.00 0 0.00
I 0.83 0.0000 0.000 0.000 0.00 0 0.00
1. 00 0.0000 0.000 0.000 0.00 0 0.00
1.17 0.0001 0.000 0.000 0.00 0 0.00
1. 33 0.0002 0.000 0.000 0.00 0 0.00
I 1. 50 0.0002 0.000 0.000 0.00 0 0.00
1. 67 0.0003 0.000 0.000 0.00 0 0.00
1. 83 0.0004 0.000 0.000 0.01 0 0.00
2.00 0.0005 0.000 0.000 0.01 0 0.00
I 2.17 0.0006 0.001 0.001 0.01 0 0.00
2.33 0.0007 0.001 0.001 0.01 0 0.00
2.50 0.0008 0.001 0.001 0.01 0 0.00
I 2.67 0.0009 0.001 0.001 0.01 0 0.00
2.83 0.0010 0.001 0.001 0.02 0 0.00
3.00 0.0011 0.001 0.001 0.02 0 0.00
3.17 0.0012 0.001 0.001 0.02 0 0.00
I 3.33 0.0013 0.001 0.001 0.02 0 0.00
3.50 0.0014 0.001 0.001 0.02 0 0.00
3.67 0.0015 0.001 0.001 0.03 0 0.00
I 3.83 0.0016 0.002 0.002 0.03 0 0.00
4.00 0.0017 0.002 0.002 0.03 1 0.00
4.17 0.0018 0.002 0.002 0.03 1 0.00
4.33 0.0019 0.002 0.002 0.03 1 0.00
I 4.50 0.0020 0.002 0.002 0.03 1 0.00
4.67 0.0021 0.002 0.002 0.04 1 0.00
4.83 0.0022 0.002 0.002 0.04 1 0.00
I 5.00 0.0023 0.002 0.002 0.04 1 0.00
5.17 0.0024 0.002 0.002 0.04 1 0.00
5.33 0.0025 0.002 0.002 0.04 1 0.01
5.50 0.0026 0.003 0.003 0.04 1 0.01
I 5.67 0.0026 0.003 0.003 0.05 1 0.01
5.83 0.0027 0.003 0.003 0.05 1 0.01 JRE{'EIVElf))
6.00 0.0029 0.003 0.003 0.05 1 0.01
I 6.17 0.0030 0.003 0.003 0.05 1 0.01
6.33 0.0031 0.003 0.003 0.06 1 0.01 JIG 1 5 2DOS
6.50 0.0031 0.003 0.003 0.06 1 0.01
6.67 0.0032 0.003 0.003 0.07 1 0.01
I 6.83 0.0034 0.003 0.003 0.09 2 0.01 JffHft~B~J!;UUNIY ULO
7.00 0.0037 0.003 0.003 0.11 2 0.01
7.17 0.0039 0.003 0.003 0.13 2 0.01
I 7.33 0.0043 0.003 0.003 0.17 3 0.02
I
I
I PROJECT: Williams drainage
25 YEAR, 24 HOUR FLOOD ROUTING (B)
I
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't
t Qin Q6 Qtot D V a
I ------ ------- ------- -------- ------ ------- -------
7.50 0.0047 0.003 0.003 0.22 4 0.02
7.67 0.0057 0.003 0.003 0.29 5 0.03
I 7.83 0.0077 0.003 0.003 0.40 7 0.04
8.00 0.0091 0.004 0.004 0.56 10 0.05
8.17 0.0090 0.004 0.004 0.74 13 0.06
8.33 0.0085 0.004 0.004 0.90 16 0.07
I 8.50 0.0078 0.a04 0.004 1.03 19 0.07
8.67 0.0073 0.004 0.004 1.14 20 0.08
8.83 0.0068 0.005 0.005 1. 22 22 0.08
I 9.00 0.0061 0.005 0.005 1. 28 23 0.08
9.17 0.0056 0.005 0.005 1. 32 24 0.09
9.33 0.0052 0.005 0.005 1. 34 24 0.09
9.50 0.0049 0.005 0.005 1. 35 24 0.09
I 9.67 0.0046 0.005 0.005 1. 35 24 0.09
9.83 0.0044 0.005 0.005 1. 34 24 0.08
10.00 0.0042 0.005 0.005 1. 33 24 0.08
I 10.17 0.0040 0.005 0.005 1. 30 23 0.08
10.33 0.0039 0.005 0.005 1. 28 23 0.08
10.50 0.0038 0.005 0.005 1. 25 23 0.08
10.67 0.0037 0.005 0.005 1. 23 22 0.08
I 10.83 0.0036 0.005 0.005 1. 20 22 0.07
11.00 0.0035 0.005 0.005 1.16 21 0.07
11.17 0.0033 0.004 0.004 1.13 20 0.07
I 11.33 0.0032 0.004 0.004 1. 09 20 0.07
11.50 0.0031 0.004 0.004 1. 05 19 0.06
11.67 0.0031 0.004 0.004 1. 01 18 0.06
11.83 0.0030 0.004 0.004 0.97 17 0.06
I 12.00 0.0030 0.004 0.004 0.93 17 0.06
12.17 0.0029 0.004 0.004 0.89 16 0.06
12.33 0.0029 0.004 0.004 0.85 15 0.05
I 12.50 0.0029 0.004 0.004 0.82 15 0.05
12.67 0.0029 0.004 0.004 0.78 14 0.05 \REA~EJ,rRJ~
12.83 0.0028 0.004 0.004 0.74 13 0.05
13.00 0.0027 0.004 0.004 0.71 13 0.04
I 13 .17 0.0026 0.004 0.004 0.67 12 0.04
13.33 0.0025 0.004 0.004 0.63 11 0.04 DEe 1 5 20Q6
13.50 0.0025 0.004 0.004 0.59 11 0.04
I 13.67 0.0024 0.004 0.004 0.55 10 0.03
13.83 0.0024 0.004 0.004 .0.51 9 0.03 JHffH~U~ LUUNI~ UCU
14.00 0.0023 0.003 0.003 0.47 9 0.03
14 .17 0.0023 0.003 0.003 0.44 8 0.03
I 14.33 0.0023 0.003 0.003 0.40 7 0.03
14.50 0.0023 0.003 0.003 0.36 7 0.02
14.67 0.0023 0.003 0.003 0.33 6 0.02
I 14.83 0.0022 0.003 0.003 0.30 5 0.02
II
------------------- ------- --------
I
I PROJECT: Williams drainage
I 25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (efs) (feet) (eu ft) Coef't
I t Qin Q6 Qtot D V a
------ ------- ------- -------- ------ ------- -------
15.00 0.0022 0.003 0.003 0.26 5 0.02
15.17 0.0021 0.003 0.003 0.23 4 0.01
I 15.33 0.0021 0.003 0.003 0.20 4 0.01
15.50 0.0021 0.003 0.003 0.17 3 0.01
15.67 0.0020 0.003 0.003 0.13 2 0.01
15.83 0.0020 0.003 0.003 0.10 2 0.01
I 16.00 0.0020 0.003 0.003 0.07 1 0.01
16.17 0.0020 0.003 0.003 0.05 1 0.00
16.33 0.0020 0.002 0.002 0.04 1 0.00
I 16.50 0.0020 0.002 0.002 0.03 1 0.00
16.67 0.0020 0.002 0.002 0.03 1 0.00
16.83 0.0019 0.002 0.002 0.03 1 0.00
17.00 0.0019 0.002 0.002 0.03 1 0.00
I 17.17 0.0018 0.002 0.002 0.03 1 0.00
17.33 0.0018 0.002 0.002 0.03 1 0.00
17.50 0.0017 0.002 0.002 0.03 1 0.00
I 17.67 0.0017 0.002 0.002 0.03 1 0.00
17.83 0.0017 0.002 0.002 0.03 1 0.00
18.00 0.0016 0.002 0.002 0.03 1 0.00
18.17 0.0016 0.002 0.002 0.03 1 0.00
I 18.33 0.0016 0.002 0.002 0.03 1 0.00
18.50 0.0016 0.002 0.002 0.03 1 0.00
18.67 0.0016 0.002 0.002 0.03 1 0.00
I 18.83 0.0016 0.002 0.002 0.03 1 0.00
19.00 0.0016 0.002 0.002 0.03 0 0.00
19.17 0.0016 0.002 0.002 0.03 0 0.00
19.33 0.0016 0.002 0.002 0.03 0 0.00
I 19.50 0.0016 0.002 0.002 0.03 0 0.00
19.67 0.0016 0.002 0.002 0.03 0 0.00
19.83 0.0016 0.002 0.002 0.03 0 0.00
I 20.00 0.0016 0.002 0.002 0.03 0 0.00
20.17 0.0016 0.002 0.002 0.03 0 0.00
20.33 0.0016 0.002 0.002 0.03 0 0.00
20.50 0.0016 0.002 0.002 0.03 0 0.00
I 20.67 0.0016 0.002 0.002 0.03 0 0.00
20.83 0.0016 0.002 0.002 0.03 0 0.00 l~lE~ 1EKVE[))
21.00 0.0016 0.002 0.002 0.03 0 0.00
I 21.17 0.0016 0.002 0.002 0.03 0 0.00
21.33 0.0016 0.002 0.002 0.03 0 0.00 nEe 1 5 2UDS
21.50 0.0016 0.002 0.002 0.03 0 0.00
21.67 0.0016 0.002 0.002 0.03 0 0.00
I 21. 83 0.0016 0.002 0.002 0.03 0 0.00 JfHtHSlJN '~UUNlt u~n
22.00 0.0016 0.002 0.002 0.03 0 0.00
22.17 0.0016 0.002 0.002 0.03 0 0.00
;1 22.33 0.0016 0.002 0.002 0.03 0 0.00
I
I
I PROJECT: Williams drainage
25 YEAR, 24 HOUR FLOOD ROUTING (B)
I
Outflow
I via Total
Time Inflow Infilt'n Outflow Depth Volume Staging
(hrs) (cfs) (cfs) (cfs) (feet) (eu ft) Coef't
t Qin Q6 Qtot D V a
I ------ ------- ------- -------- ------ ------- -------
22.50 0.0016 0.002 0.002 0.03 0 0.00
22.67 0.0016 0.002 0.002 0.03 0 0.00
I 22.83 0.0016 0.002 0.002 0.03 0 0.00
23.00 0.0016 0.002 0.002 0.03 0 0.00
23.17 0.0016 0.002 0.002 0.03 0 0.00
23.33 0.0016 0.002 0.002 0.03 0 0.00
I 23.50 0.0016 0.002 0.002 0.03 0 0.00
23.67 0.0016 0.002 0.002 0.03 0 0.00
23.83 0.0016 0.002 0.002 0.03 0 0.00
I 24.00 0.0016 0.002 0.002 0.03 0 0.00
24.17 0.0014 0.001 0.001 0.03 0 0.00
24.33 0.0011 0.001 0.001 0.02 0 0.00
24.50 0.0009 0.001 0.001 0.02 0 0.00
I 24.67 0.0008 0.001 0.001 0.01 0 0.00
24.83 0.0006 0.001 0.001 0.01 0 0.00
25.00 0.0005 0.001 0.001 0.01 0 0.00
I
I
I
I
I
I
I
I
I
I
---------------
IREt~1E[VE[))
DEe 1 5 2006
JEfftHSlJru LUUNn OeD