HomeMy WebLinkAboutBLD2005-00557 Drainage & Control Plan I .
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I DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
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PARCELS 821151005 & 006
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GARY & BETTY
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1 I -EXPIRES 8-2507 I I - ---
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INORTHWESTERN TERRITORIES, INC. 717 S. Peabody St. Port Angeles, WA 98362, 360-45 -8491
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IDrainage,Erosion, and Sediment Control Plan
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Parcel Numbers 821-151-005 &006
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IDrainage, Erosion, and Sediment Control Plan
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Parcel Numbers 821-151-005 &006
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Drainage,Erosion, and Sediment Control Plan
for IParcel Numbers 821-151-005 &006
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ABSTRACT
I
This project consists of the construction of a single family residence and appurtenant
Istructures on two platted lots.
This plan was prepared to comply with the requirements of the 2001 Stormwater
I
Management Manual For The Puget Sound Basin, published by the Washington
State Department of Ecology (DOE Manual), as required by Jefferson County. It
contains the Erosion and Sediment Control Plan in its entirety. As required by the
conditions of approval of a variance, this plan provides for conveying stormwater
Irunoff directly to marine receiving waters.
This plan provides additional information and guidance as necessary to comply with
I the DOE Manual and to provide a reasonable level of protection against degradation
of the quality of receiving waters during the construction of and as a result of the
eventual full development of this project.
IConstruction phase erosion control measures are also recommended.
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Drainage, Erosion, and Sediment Control Plan
for
Parcel Numbers 821-151-005 &006
CONTENTS
I. SCOPE 1
II. PROJECT DATA 2
A. Project Description 2
B. Existing Site Conditions 2
1. Topography 2
2. Vegetation 3
3. Drainage 4
C. Adjacent Areas 5
' III. DESIGN CRITERIA 5
' A. Soils 5
B. Rainfall 6
C. Hydrologic Model 8
' D. Time of Concentration 8
1. Predevelopment Condition 8
2. Predevelopment Time of Concentration 10
3. Post-development Condition 10
' 4. Post-development Time of Concentration 12
IV. RUNOFF 12
' A. Data and Calculations 12
B. Mitigation 12
' _ V. EROSION AND SEDIMENT CONTROL PLAN 13
A. Site Specific Construction Phase BMPs 13
B. Stabilization and Sediment Trapping (Erosion and Sediment
Control Requirement Number 1) 14
ix
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1. Stabilization of Exposed Soils 14
2. Sediment Trapping 16
' C. Delineate Clearing and Easement Limits (Erosion and
Sediment Control Requirement Number 2) 19
D. Protection of Adjacent Properties (Erosion and Sediment
' Control Requirement Number 3) 19
E. Timing and Stabilization of Sediment Trapping Measures
(Erosion and Sediment Control Requirement Number 4) 19
1. Timing of Installation of BMPs 19
' 2. Stabilization of slopes of structural BMPs 20
F. Cut and Fill Slopes (Erosion and Sediment Control
Requirement Number 5) 20
I G. Controlling Off-Site Erosion (Erosion and Sediment Control
Requirement Number 6) 20
H. Stabilization of Temporary Channels and Outlets (Erosion
and Sediment Control Requirement Number 7) 21
I. Underground Utility Construction (Erosion and Sediment
Control Requirement Number 9) 21
' J. Construction Access Routes (Erosion and Sediment Control
Requirement Number 10) 21
K. Removal of Temporary BMPs (Erosion and Sediment
' Control Requirement Number 11) 22
L. Dewatering Construction Sites (Erosion and Sediment
Control Requirement Number 12) 22
M. Control of Pollutants Other than Sediment (Erosion and
Sediment Control Requirement Number 13) 23
1. Control of Toxic Substances 23
2. Petroleum Spills 24
N. Maintenance (Erosion and Sediment Control Requirement
Number 14) 24
O. Financial Liability 25
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Drainage,Erosion, and Sediment Control Plan
I for
Parcel Numbers 821-161-005 &006
II. SCOPE
I This plan was prepared to provide a reasonable level of protection, as required by
Jefferson County ordinance, against damage being caused to properties within or
without the project as a result of increased stormwater runoff resulting from the
Ieventual full development of the project.
This project consists of the construction of a single family residence and appurtenant
' structures on two platted lots. A site map is included at the beginning of this report.
, .s, : .. .- 1 "°I* ,7-:-A.; 'il, .. ,,,;.• "„ ; '44,-,...c; ''ke 4"':7. „1„,;*:'...:. ...
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Photo 1
1 - Photo 1 shows a view on the interior of the parcel. The site is heavily vegetated,
making it difficult to provide clear views in photos.
IThis plan calculates the rate of stormwater runoff from the site in its pre-
development state and post-development states and recommends the construction of
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a tightline conveyance system to marine receiving waters. The plan also addresses
both short- and long-term water quality impacts of the project and recommends ap-
Ipropriate mitigative measures.
II. PROJECT DATA
IThis project consists of the construction of a single family residence and appurtenant
structures on two parcels with a combined area of 1.3 acres.
IA. Project Description
The locations of the proposed improvements are shown on the site map included
I
at the beginning of this report. Sizes of the various land covers are listed in the
catalog of site improvements included with the calculations in the appendices.
B. Existing Site Conditions
I
The following summary of site conditions represents presently existing condi-
tions. Runoff calculations are based on the less developed, pre-contact, forested
Icondition.
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Photo 2
IPhoto 2, taken at the northeast corner of the parcel, probably represents the pre-
contact condition of the site.
1. Topography
The parcel slopes gently from Tala Shore Drive on the west to the top of the
bluff overlooking Hood Canal on the east. Photo 3 shows an aerial view of the
I - parcel. The Greene home site is located on the right side of the photo.
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Photo 3
IA small drainage swale and an intermittent (Class 5) stream, both shown on
the site map at the beginning of this report, provide some variation in the
slope. The land between Tala Shore Drive and the drainage swale is rough
Ibut has an overall slope to the east.
IL.�LTala Point
O °/110 r
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15 r I l
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IFigure 1
Figure 1 shows the site in red on a segment of a USGS Topo map.
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2. Vegetation
IThe parcel is heavily vegetated with older second growth timber and dense
brush. Ground cover is dense.
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Photo 4
I Photo 4 shows typical ground cover plants found on the site. Ground cover is
more dense in well-lighted areas and somewhat less dense back under the
trees in the interior of the parcel.
IThe vegetation throughout the site is typically somewhat drought resistant,
indicative of low rainfall and/or shallow soils.
1 3. Drainage
g
I Runoff from lands to the west have historically been routed around the parcel
by roadside ditching on the west side of Tala Shore Drive with some flows
crossing under the road via culvert and flowing across the Greene parcel.
' This culvert was removed recently and flows can cross the road during peri-
ods of heavy rainfall. The culvert will be replaced as part of this drainage
plan.
IRunoff from parcels to the north and south have and will continue to flow
more or less parallel to the property boundaries with little if any net flows
from one parcel to another. An exception is an intermittent (Class 5) stream
Iwhich crosses the Greene parcel from north to south.
A complete map of pre-development flow patterns is included at the begin-
ning of this report.
1 4
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IC. Adjacent Areas
I The site is surrounded by rural residential lands with larger parcel sizes on all
sides. The Area Map and Neighborhood Map included at the beginning of the re-
port show surrounding lands.
IIII. DESIGN CRITERIA
IThe following criteria are specific to this project and will not apply to other proper-
ties, even those that may be nearby.
IA. Soils
The site may be found on map number 55 of the Soil Survey of Jefferson County
I Area, published by the U. S. Soil Conservation Service. A portion of Map 55 is
reproduced here as Figure 2, with the approximate location of the Greene prop-
erty marked in yellow.
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'NY / Cfc' e
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CkD
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CfE
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IFigure 2
Map number 55 indicates that soils on the lower (eastern) portion of the parcel
I
are Cassolary-Kitsap Complex (Ck)). The Soil Survey of Jefferson County Area
describes these soils as having been formed in reworked glacial, lacustrine or
marine sediments. Further descriptions classify this soil as predominantly a silty
I - sand with some gravel. A clay seam may be found beginning between 23" and 38"
in depth. CkD is a hydrologic group 'C' soil.
I 5
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Map number 55 indicates that soils on the upper (western) portion of the parcel
are Cassolary soils (CfC), which are hydrologically similar to the Cassolary-
Kitsap Complex soils. CfC is also a hydrologic group 'C' soil.
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 1.5 inches. This informa-
tion 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 3. The
' project location is marked on the map.
GREENE
Figure 3
' The isopluvial lines represent total precipitation in 24 hours, in tenths of inches.
2 year rainfall data is used to size detention facilities and 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 10 years, will be 2.3 inches. This informa-
tion 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 4. The
project location is marked on the map.
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31N
3ON
29N
GREENE
L7N
1EN
,OW SW BW 7W 6W SW 41, 3W 2W
w
Figure 4
The total amount of precipitation falling over a 24 hour period during a storm
' having a mean recurrence interval of 100 years, will be 3.2 inches. This informa-
tion 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 5. The
' project location is marked on the map.
1 _
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' GREENE
412 3W 2w 11,
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Figure 5
The rainfall distribution is assumed to be a Type IA distribution per standard
I practice in the area.
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C. Hydrologic Model
IThis plan uses a hydrograph based method of calculating runoff which is de-
scribed in Urban Hydrology for Small Watersheds, Technical Release No. 55, and
I the Western Washington Supplement to Technical Release No. 55, both pub-
lished by the U. S. Soil Conservation Service. This method follows the Adjusted
Target Peak Flow Standards of the Interim Guidelines of the 2001 Stormwater
I Management Manual For The Puget Sound Basin, published by the Washington
State Department of Ecology (DOE Manual) and estimates both the pre-
development and post-development offsite runoff from the project site, based on
standard 2 year, 10 year, and 100 year, 24 hour design storms.
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This plan uses the suggested runoff curve numbers given in Table 2-2a of Tech-
nical Release No. 55.
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D. Time of Concentration
IThe length of time that it takes a drop of rainfall to travel from 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
Ithe sum of the time it takes for runoff to flow across the various types of flow
channels as it crosses the basin.
I The following calculations are per Section III-1.4.2, pages III-1-13 through III-1-
16, of the Washington State Department of Ecology's STORMWATER MAN-
AGEMENT MANUAL FOR THE PUGET SOUND BASIN, THE TECHNICAL
I
MANUAL, (DOE).
1. Predevelopment Condition
IThe time of concentration is first determined for the existing condition of the
basin.
a. Unconcentrated Flow
I
Immediately after falling to the ground, rainwater initially travels as un-
concentrated sheet flow for a period of time(Tt) calculated by:
I 0.80
0.42 (NsL)
I
Tt = = 7.39 min
0.527 0.4
(P2) (SO)
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Where:
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Ns 0.400 = Sheet flow Manning's n(DOE Table I11-1.4)
P2 = 1.5 = 2 yr, 24 hr rainfall(in)
SO = 0.0650 = Slope of flow path (ft/ft)
L= 30 = Length (L) of flow path(ft)
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This is flow from the perimeter of the property until it reaches the shal-
low flow paths created by the previously existing culvert across Tala
Shore Drive. Photo 5 shows typical ground cover at the west end of the
Iparcel.
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Ib. Shallow Concentrated Flow
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As sheet flows run together and become concentrated, they travel as
shallow concentrated flow for a period of time (Tt) calculated by:
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Tt = =0.41 min
1 60 Ks SQRT(S0)
1 9
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I Where: Ks = 5 =
Velocity factor(Ks) (per DOE Table III-1.4)
SO = 0.650 = Slope of flow path(ft/ft)
I L = 100 = Length (L)of flow path (ft)
This is flow in an easterly direction across the remainder of the western
Iportion of the site in concentrated flow through similar ground cover.
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c. Open Channel(Intermittent) Flow
As shallow concentrated flows from several sources run together, they cut
Iopen channels that flow as intermittent streams. Flows travel through
these intermittent open channels for a period of time(Tt) calculated by:
I
Tt= =0.63 min
I
60 Kc SQRT(S0)
I Where: Kc = 10 =Velocity factor(Kc) (per DOE Table III-1.4)
SO = 0.0400 = Slope of flow path (ft/ft)
L = 75 = Length (L)of flow path (ft)
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I2. Predevelopment Time of Concentration
As noted above, the time of concentration (Tc) is the sum of the time it takes
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for runoff to flow across the various types of flow channels as it crosses the
basin. For the predevelopment condition:
Tc =the sum of the various Tt's = 9.32 min
IThis is rounded to 9 minutes for use in further calculations.
I3. Post-development Condition
I The time of concentration is next determined for the proposed, post-developed
condition of the basin.
Ia. Unconcentrated Flow
Immediately after falling to the ground, rainwater initially travels as un-
Iconcentrated sheet flow for a period of time(Tt) calculated by:
I 10
0.80
' 0.42 (NsL)
Tt= = 7.39 min
0.527 0.4
' (P2) (SO)
Where: Ns = 0.400 = Sheet flow Manning's n (per DOE Tbl III-1.4)
Ps = 1.5 = 2 yr, 24 hr rainfall(in)
' SO = 0.0650= Slope of flow path(ft/ft)
L = 30 = Length (L)of flow path(ft)
This sheet flow is unchanged from the pre-developed condition.
' 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 = = 1.23min
60 Ks SQRT(SO)
Where: Ks = 8 =Velocity factor(Ks) (per DOE Table III-1.4)
SO = 0.0650 = Slope of flow path(ft/ft)
L= 150 = Length (L) of flow path (ft)
' c. Open Channel(Intermittent)Flow
As shallow concentrated flows from several sources run together, they cut
open channels that flow as intermittent streams. Flows travel through
these intermittent open channels for a period of time (Tt)calculated by:
Tt = =0.17 min
' 60 Kc SQRT(S0)
Where: Kc = 20 =Velocity factor(Kc) (per DOE Table III-1.4)
' SO = 0.0300 = Slope of flow path(ft/ft)
L = 35 = Length (L) of flow path (ft)
' 11
4. Post-development 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 post-development condition:
Tc =the sum of the various Tt's = 8.78 min
This is rounded to 9 min for use in further calculations.
' IV. RUNOFF
As noted above, pre-development runoff is calculated based on assumed pre-contact
' conditions and not necessarily as the site presently exists. Post-development runoff
is calculated based on the proposed conditions noted above and shown on the calcu-
lations included in the appendices.
A. Data and Calculations
' Appendix I contains runoff calculations for the greater basin, including offsite
lands. These calculations are used to determine the runoff from the basin in the
' undeveloped and developed condition. Subsections of Appendix I are as follows:
1. Summary of various coefficients and operational values for the basin.
2. Catalog of pre- and post-development land uses.
3. Raw rainfall data for the design storms falling on the basin.
' 4. Pre-development runoff calculations for the design storms.
5. Post-development runoff calculations for the design storms. This data is
used to determine the stormwater runoff impacts of the proposed devel-
opment.
1 B. Mitigation
To mitigate the effects of the construction of this project, it is recommended that
runoff from the site be routed to a tightline conveyance system, constructed per
the construction plans included in the pocket at the back of this report.
The detail drawings included at the beginning of this report show information
- necessary to ensure that the systems function as designed. Only elevations nec-
' 12
1
essary for proper functioning of the detention systems are shown on the detail
drawings.
V. EROSION AND SEDIMENT CONTROL PLAN
This portion of the plan was prepared with the goal of preventing damage to adjoin-
ing or downstream properties due to erosion and sediment deposition and preventing
the degradation of the quality of the receiving waters during the construction phase
' of this project.
To ensure that the provisions of this Erosion and Sediment Control Plan are fol-
lowed during construction, the complete text of this Erosion and Sediment Control
Plan should be included in the construction plans for this project. Where formal con-
struction 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 subcontrac-
tors. 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 next type of
damage is the degradation of water quality that occurs as the water transports the
smaller soil particles. The last type of damage occurs when the running water re-
duces its velocity and drops the suspended soils.
The Erosion and Sediment Control features (BMPs) of this plan were 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 specific types of BMPs and their locations are described immediately below.
Specific details of the BMPs are described elsewhere below.
1 A. Site Specific Construction Phase BMPs
The following BMPs shall be implemented in addition to any that may later be
necessary due to changing or unforeseen site conditions:
' 13
I 1. Install straw ba
le check dams and silt fencing per the Erosion Control
I
Map at the beginning of this report. Remove the dams, silt fencing,
and any entrapped silts after the exposed soils on the site are covered
with vegetation and/or gravels.
I 2. Construct stormwater conveyance facilities per the plans at the end of
this report.
I 3. Other appropriate BMPs such as limitations on access routes, minimi-
zation of soil disturbing activities, etc. as described below shall be im-
plemented if necessary to accomplish the objectives of this plan.
IIt is expected that minor adjustments, especially the installation of additional
BMPs where an unexpected need arises, may be necessary during the construe-
!' tion 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 ready reserve against the possibility that they will be needed.
1 - 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.
IB. Stabilization and Sediment Trapping (Erosion and Sediment Control
Requirement Number 1)
IThese requirements are to be considered general in nature and provide a frame-
work for deciding when and where various BMPs should be utilized. They are in-
tended to provide guidance in quickly selecting BMPs for use in unexpected
Isituations. They apply to both soils that are not yet at final grade and to those
that are at final grade, including soil stockpiles.
I1. 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
I by running water, erosion will not occur. Protection of exposed soil consists of
four main areas of effort.
Ia. Minimize Disturbance of Vegetation
Existing vegetation on the site comprises the best overall protection
against erosion. To protect this resource and to keep the risk of erosion at
Ia 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,
I but may be left intact without hindering the project, shall be left alone
whenever possible.
l _ Care shall be taken that existing vegetation is left intact wherever possi-
ble around the perimeter of the project and particularly along the lower
side of the project. Vegetation in drainage corridors and immediately be-
' 14
low soil disturbingactivities is the most valuable and as such is to be pro-
vided with the most protection.
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.
Where exposure of bare soil is necessary to accomplish certain portions of
the work, such portions of the work should be completed promptly in or-
der to reduce the chance of an erosive rainfall event catching the soil un-
protected.
Ic. Ensure Prompt Revegetation of Disturbed Areas
Every effort shall be made to ensure a healthy stand of protective vegeta-
1 - tion is established as soon as possible. Reseeding of areas which are to be
planted with grass shall be accomplished within 14 days if grading opera-
tions 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 dur-
I ing a planting season, such portions may be promptly reseeded without
waiting for completion of work on other portions of the project.
' 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 recommen-
dations of the seed supplier should be sought and strongly considered in
selecting a mix.
15
If the season or construction schedulingwill not allow
prompt revegeta-
tion of an area where construction activities have been completed, the
area should be covered with plastic sheeting, straw, mulch or other cov-
ering 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 14 days between October 1
and April 30 or 45 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 cov-
ered, the size or 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 down-
hill project boundary, cost, and the visual impact of the covering.
The best covering is existing vegetation, which should be disturbed as lit-
tle as possible. Commercial sod is the next best covering but its use is of-
ten 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 periods of time. Loose 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 limp-
ness. 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 suit-
able 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.
16
I ,
I a. Sheet Flow Through Grassy
y or Heavily Vegetated Areas
I 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 of other heavy vegetation. The vegetated
I
band should be a minimum of one fifth as wide as the width of the ex-
posed slope, but no narrower than 10 feet. For example, a band of ex-
posed soil 75 feet wide should have a minimum of 15 feet of dense grass
for sediment trapping.
I
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
I 50 percent to the minimum width. Where the slope is greater than 20
percent, the minimum width should be doubled.
I 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
Imay be necessary to force a sheet flow.
b. Grassy Swales
I Grassy swales can be used to treat runoff from larger areas than can
sheet flows across bands of vegetation. While grassy swales are typically
thought of as permanent features, they can often be utilized during the
I construction phase. Typically there is no time before the main construc-
tion effort to reshape landforms to provide the necessary slopes, widths,
etc., and then wait while the swale revegetates. Either an area must be
I found that is already vegetated and that meets the minimum require-
ments for a grassy swale or commercial sod must be placed along the
sides and bottoms of the swale immediately after the swale is constructed.
IThe following standard requirements for grassy swales were taken from
the Draft Stormwater Guidelines published by the Washington State De-
partment of Fisheries in 1990 and are recommended for use here due to
Itheir simplicity. More specific design criteria are more appropriate for use
on large or complex sites.
Ii. Soils
Gravelly and coarse sandy soils should be avoided in order to maxi-
mize water contact with vegetation and the soil surface.
Iii. Design Criteria
The grassy swale should be designed based on a two-year, 24-hour
I peak flow and the following:
(A) Velocity
IVelocities should be less than 1.50 feet per second.
I 17
I
.
(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.
Dimensions
Grassy swales should be located to obtain maximum length. If less
' than 200 feet long, the width should be increased by an amount pro-
portional 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 con-
figuration 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.
Swales thus constructed are intended to intercept sheet flows and infil-
trate them into the soil. When flows are greater than can be infiltrated,
' the swales will provide a path for runoff of excess flows. Such excess
flows will run along the swale until they are either infiltrated or they en-
ter interceptor ditches.
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.
Construction of interceptor swales causes only minimal disruption of the
ground contours. For this reason the swales need not be removed or oth-
erwise treated at the end of their usefulness.
d. Other Sediment Trapping Devices and Systems
Many other effective sediment trapping systems and devices are listed in
' - Table II-2.1 of the 1992 DOE Manual. Complete details and descriptions
18
,
of them are included elsewhere
in the DOE Manual. They should be used
where appropriate and as described in the Manual.
' C. Delineate Clearing and Easement Limits (Erosion and Sediment Cont
rol
Requirement Number 2)
' Appropriate clearing limits, property lines, easement lines, and similar bounda-
ries 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.
' D. Protection of Adjacent Properties (Erosion and Sediment Control Re-
quirement 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 sedi-
ment 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.
The protective measures shown on the site plan are designed to prevent sedi-
ment 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.
Last minute changes in other items of work on this project, responses to previ-
ously 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 shall be taken to either eliminate the source of the threat or to provide
an adequate level of defense against the threat. The measures taken shall pro-
vide 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 con-
structed 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 re-
19
quired BMPs in the drainage path below the area to be exposed have been
completed. Clearing, grubbing, and grading operations necessary for the con-
struction 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
P 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.
' After 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.
G. Controlling Off-Site Erosion (Erosion and Sediment Control Require-
ment 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 project is per-
formed as 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.
The possibility of this occurringincreases significantly gn y 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, it 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
20
i .
this plan. Those BMPs noted above asreserve"
being held in "ready on this proj-
ect may be brought up to active status by their use in such off-site situations.
H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment ment
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.
Underground Utility Construction (Erosion and Sediment Control Re-
quirement Number 9)
Underground utility construction shall proceed subject to the following criteria:
' A major source of potentiallycontaminated flows is from pumping or other-
wise 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."
' Where feasible, no more than 500 feet of trench shall be opened at one time.
' Where consistent with safety and space considerations, stockpiles of exca-
vated soils shall be placed on the uphill side of the trench. Any such stock-
piles shall be protected from erosion as provided for in this plan.
' 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 back-
filled trench from becoming a water course. Simply covering the exposed soil
may not prevent the trench from conveying waters.
' Where the upstream end of a pipe is subject to inundation, it shall be tempo-
rarily capped or plugged at the end of each day's work to prevent soil from
being washed into the pipe.
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.
' J. Construction Access Routes (Erosion and Sediment Control Require-
ment Number 10)
It is expected that minor amounts of soil will be tracked onto paved roads, espe-
cially when unexpected circumstances such as rains and delays occur. To pre-
vent 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
21
I ,
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. Wher-
ever 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.
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.
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 neces-
sary, but shall not access paved roads without first having been routed over ar-
eas where existing grass or other vegetation remains or routed down a minimum
of 150 feet of graveled road. Access routes over 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.
' K. Removal of Temporary BMPs (Erosion and Sediment Control Require-
ment Number 11)
Temporary Erosion Control Facilities shall be promptly (within 60 days) re-
il moved, once their presence is no longer required. During their removal, any en-
trapped 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.
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.
' 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 Facili-
ties is to prevent sediments from entering waters, not to merely delay it until af-
ter construction is completed.
L. Dewatering Construction Sites (Erosion and Sediment Control Require-
ment Number 12)
Discharges from pumps used in dewatering trenches or other portions of a con-
struction site shall be dispersed by one of the following methods:
' 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.
' 22
I
Directingflows 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 concen-
trated 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 Con-
trol 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.
' 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 recom-
mendations of the supplier of the substance. The product label or instruc-
tions 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.
' 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
tconcentrations such as dribbles or leaks shall be cleaned up.
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 follow-
ing agencies notified:
' 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 Po-
lice Departments shall be notified by dialing 911.
23
1 .
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.
rStorage of fuel for construction vehicles and fueling of construction vehicles
shall be performed in accordance with the following requirements:
' a. Driver Training
t 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
I
Fuel nozzles shall be locked when not attended and hoses shall be re-
wound 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 unat-
tended 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 (Erosion and Sediment Control Requirement Number 14)
This section constitutes the Operation and Maintenance Manual for the erosion
and sediment control BMPs used during the construction phase of this project.
I
Most of the various BMPs required to maintain water quality during the con-
struction phase of this project are of a temporary nature. They are neither in-
tended nor expected to remain in service for months at a time. The typical BMP
24
I
often has a life expectancy of only 6 - 12 weeks unless time and effort are ex-
pended to bring it back to its original condition.
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.
' 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 of the system shall be repaired before noon of the
next day.
' 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.
Specific maintenance instructions for the various erosion and sediment control
' BMPs are contained in the DOE Manual.
O. Financial Liability
' Construction, operation, maintenance, replacement, and final removal of the ero-
sion 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 applica-
ble 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.
25
is
' APPENDIX I
Subsection 1
' Summary of various coefficients and operational values for the basin.
i
1
i
1
1
1
1
1
1
1
1
1
1
I
PROJECT: Greene Drainage, Offsite Basin
BASIN DATA
IPredevelopment
Undetained Detained Total
I
Area: 10.0000 (Ac) + 0.0000 (Ac) = 10.0000 (Ac)
Cn: 81.0 100.0
Tc: 56 (min) 56 (min)
I
Postdevelopment Basin Data
Undetained Detained Total
II Area: 10.0000 (Ac) + 0.0000 (Ac) = 10.0000 (Ac)
Cn: 81.0 100.0
Tc: 56 (min) 56 (min)
IIRAINFALL
I
•
24 hr rainfall depth Peak
Basin Rainfall
(Qr)
2 yr storm: 1.50 (in) 4.9005 (cfs)
10 yr storm: 2.30 (in) 7.5141 (cfs)
100 yr storm: 3.20 (in) 10.4544 (cfs)
IIPREDEVELOPMENT RUNOFF
Peak
I
Pre-Devt Runoff
(Qpre)
2 yr storm: 0.2162 (cfs)
10 yr storm: 0.7697 (cfs)
II
100 yr storm: 1.7204 (cfs)
IIPOSTDEVELOPMENT RUNOFF
Peak Runoff From Peak Runoff From
Undeveloped Port'n Developed Port'n
II (Undetained) (Detained)
(Qposl) (Qpos2)
2 yr storm: 0.2162 (cfs) 0.0000 (cfs)
I 10
yr storm: 0.7697 (cfs) 0.0000 (cfs)
00 yr storm: 1.7204 (cfs) 0.0000 (cfs)
I
Peak
Runoff From
Entire Basin
(Qpos)
II 2 yr storm: 0.2162 (cfs)
10 yr storm: 0.7697 (cfs)
100 yr storm: 1.7204 (cfs)
I
APPENDIX I
Subsection 2
Catalog of pre- and post-development land uses.
I
1
I
•
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1
APPENDIX I
Subsection 3
Raw rainfall data for the design storms falling on the entire basin.
I
I
I
I
I
r
I
I
I
1 PROJECT: Greene Drainage, Offsite Basin
2 yr storm (A)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 4.901 cfs
I
Total Rainfall Volume = 54450 cu ft
Total, 24 hr rainfall = 1.50 in
Rainfall Data
II 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 Prc
(min) Precip $ Precip (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 0.3630 0.0060 0.0060
20 0.40 0.80 0.33 0.3630 0.0060 0.0120
30 0.40 1.20 0.50 0.3630 0.0060 0.0180
40 0.40 1.60 0.67 0.3630 0.0060 0.0240
50 0.40 2.00 0.83 0.3630 0.0060 0.0300
60 0.40 2.40 1.00 0.3630 0.0060 0.0360
II
70 0.40 2.80 1.17 0.3630 0.0060 0.0420
80 0.40 3.20 1.33 0.3630 0.0060 0.0480
90 0.40 3.60 1.50 0.3630 0.0060 0.0540
1100 0.40 4.00
4.50 1.67 0.3630 0.0060 0.0600
110 0.50 1.83 0.4538 0.0075 0.0675
120 0.50 5.00 2.00 0.4538 0.0075 0.0750
130 0.50 5.50 2.17 0.4538 0.0075 0.0825
I
140 0.50 6.00 2.33 0.4538 0.0075 0.0900
150 0.50 6.50 2.50 0.4538 0.0075 0.0975
160 0.50 7.00 2.67 0.4538 0.0075 0.1050
I
170 0.60 7.60
8.20 2.83 0.5445 0.0090 0.1140
180 0.60 3.00 0.5445 0.0090 0.1230
190 0.60 8.80 3.17 0.5445 0.0090 0.1320
200 0.60 9.40 3.33 0.5445 0.0090 0.1410
1 210 0.60
10.00 3.50 0.5445 0.0090 0.1500
220 0.60 10.60 3.67 0.5445 0.0090 0.1590
230 0.70 11.30 3.83 0.6353 0.0105 0.1695
II 290 0.70 12.00 4.00 0.6353 0.0105 0.1800
250 0.70 12.70 4.17 0.6353 0.0105 0.1905
260 0.70 13.40 4.33 0.6353 0.0105 0.2010
270 0.70 14.10 4.50 0.6353 0.0105 0.2115
I
280 0.70 14 .80 4.67 0.6353 0.0105 0.2220
290 0.82 15.62 4 .83 0.7442 0.0123 0.2343
300 0.82 16.44 5.00 0.7442 0.0123 0.2466
310 0.82 17.26 5.17 0.7442 0.0123 0.2589
320 0.82 18.08 5.33 0.7442 0.0123 0.2712
330 0.82 18.90 5.50 0.7442 0.0123 0.2835
340 0.82 19.72 5.67 0.7442 0.0123 0.2958
II -
350 0.95 20.67 5.83 0.8621 0.0143 0.3101
360 0.95 21.62 6.00 0.8621 0.0143 0.3243
370 0.95 22.57 6.17 0.8621 0.0143 0.3386
I
380 0.95 23.52 6.33 0.8621 0.0143 0.3528
IPROJECT: Greene Drainage, Offsite Basin
2 yr storm (A)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 4 .901 cfs
Total Rainfall Volume = 54450 cu ft I
Total, 24 hr rainfall = 1.50 in
Rainfall Data
I
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
II Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 390 0.95 24 .47 6.50 0.8621 0.0143 0.3671
400 0.95 25.42 6.67 0.8621 0.0143 0.3813
410 1.33 26.75 6.83 1.2070 0.0200 0.4013
I
420 1.33 28.08 7.00 1.2070 0.0200 0.4212
430 1.33 29.41 7.17 1.2070 0.0200 0.4412
440 1.80 31.21 7.33 1.6335 0.0270 0.4682
450 1.80 33.01 7.50 1.6335 0.0270 0.4952
460 3.40 36.41 7.67 3.0855 0.0510 0.5462
470 5.40 41.81 7.83 4.9005 0.0810 0.6272
480 2.70 44.51 8.00 2.4503 0.0405 0.6677
II 490 1.80 46.31 8.17 1.6335 0.0270 0.6947
500 1.34 47.65 8.33 1.2161 0.0201 0.7148
510 1.34 48.99 8.50 1.2161 0.0201 0.7349
520 1.34 50.33 8.67 1.2161 0.0201 0.7550
I
530 0.88 51.21 8.83 0.7986 0.0132 0.7682
540 0.88 52.09 9.00 0.7986 0.0132 0.7814
550 0.88 52.97 9.17 0.7986 0.0132 0.7946
560 0.88 53.85 9.33 0.7986 0.0132 0.8078
II
570 0.88 54 .73 9.50 0.7986 0.0132 0.8210
580 0.88 55.61 9.67 0.7986 0.0132 0.8342
590 0.88 56.49 9.83 0.7986 0.0132 0.8474
11 600 0.88 57.37 10.00 0.7986 0.0132 0.8606
610 0.88 58.25 10.17 0.7986 0.0132 0.8738
620 0.88 59.13 10.33 0.7986 0.0132 0.8870
630 0.88 60.01 10.50 0.7986 0.0132 0.9002
II 640 0.88 60.89 10.67 0.7986 0.0132 0.9134
650 0.72 61.61 10.83 0.6534 0.0108 0.9242
660 0.72 62.33 11.00 0.6534 0.0108 0.9350
I
670 0.72 63.05
63.77 11.17 0.6534 0.0108 0.9458
680 0.72 11.33 0.6534 0.0108 0.9566
690 0.72 64 .49 11.50 0.6534 0.0108 0.9674
I
700 0.72 65.21 11.67 0.6534 0.0108 0.9782
710 0.72 65.93 11.83 0.6534 0.0108 0.9890
720 0.72 66.65 12.00 0.6534 0.0108 0.9998
730 0.72 67.37 12.17 0.6534 0.0108 1.0106
740 0.72 68.09 12.33 0.6534 0.0108 1.0214
750 0.72 68.81 12.50 0.6534 0.0108 1.0322
760 0.72 69.53 12.67 0.6534 0.0108 1.0430
770 0.57 70.10 12.83 0.5173 0.0086 1.0515
IIPROJECT: Greene Drainage, Offsite Basin
2 yr storm (A)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 4.901 cfs
IITotal Rainfall Volume = 54450 cu ft
Total, 24 hr rainfall = 1.50 in
Rainfall Data
I Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
I
Rainfall Depth Depth
Time Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 780 0.57 70.67 13.00 0.5173 0.0086 1.0601
790 0.57 71.24 13.17 0.5173 0.0086 1.0686
800 0.57 71.81 13.33 0.5173 0.0086 1.0772
810 0.57 72.38 13.50 0.5173 0.0086 1.0857
820 0.57 72.95 13.67 0.5173 0.0086 1.0943
1 II
830 0.57 73.52 13.83 0.5173 0.0086 1.1028
840 0.57 74.09 14.00 0.5173 0.0086 1.1114
II 850 0.57 74.66 14.17 0.5173 0.0086 1.1199
860 0.57 75.23 14.33 0.5173 0.0086 1.1285
870 0.57 75.80 14 .50 0.5173 0.0086 1.1370
880 0.57 76.37 14 .67 0.5173 0.0086 1.1456
II 890 0.50 76.87 14.83 0.4538 0.0075 1.1531
900 0.50 77.37 15.00 0.4538 0.0075 1.1606
910 0.50 77.87 15.17 0.4538 0.0075 1.1681
I
920 0.50 78.37
78.87 15.33 0.4538 0.0075 1.1756
930 0.50 15.50 0.4538 0.0075 1.1831
940 0.50 79.37 15.67 0.4538 0.0075 1.1906
I 950
0.50 79.87 15.83 0.4538 0.0075 1.1981
960 0.50 80.37 16.00 0.4538 0.0075 1.2056
970 0.50 80.87 16.17 0.4538 0.0075 1.2131
980 0.50 81.37 16.33 0.4538 0.0075 1.2206
II 990 0.50 81.87 16.50 0.4538 0.0075 1.2281
1000 0.50 82.37 16.67 0.4538 0.0075 1.2356
1010 0.43 82.80 16.83 0.3902 0.0065 1.2420
1020 0.40 83.20 17.00 0.3630 0.0060 1.2480
II 1030 0.40 83.60 17.17 0.3630 0.0060 1.2540
1090 0.40 84.00 17.33 0.3630 0.0060 1.2600
1050 0.40 84.40 17.50 0.3630 0.0060 1.2660
II 1060 0.40 84 .80 17.67 0.3630 0.0060 1.2720
1070 0.40 85.20 17.83 0.3630 0.0060 1.2780
1080 0.40 85.60 18.00 0.3630 0.0060 1.2840
I
1090 0.40 86.00 18.17 0.3630 0.0060 1.2900
1100 0.40 86.40 18.33 0.3630 0.0060 1.2960
1110 0.40 86.80 18.50 0.3630 0.0060 1.3020
1120 0.40 87.20 18.67 0.3630 0.0060 1.3080
II 1130 0.40 87.60 18.83 0.3630 0.0060 1.3140
1140 0.40 88.00 19.00 0.3630 0.0060 1.3200
1150 0.40 88.40 19.17 0.3630 0.0060 1.3260
II1160 0.40 88.80 19.33 0.3630 0.0060 1.3320
1
1
IIPROJECT: Greene Drainage, Offsite Basin
2 yr storm (A)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 4.901 cfs
II Total Rainfall Volume = 54450 cu ft
Total, 24 hr rainfall = 1.50 in
Rainfall Data
I
Standard SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IIRainfall Depth Depth
Time Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 1170 0.40 89.20 19.50 0.3630 0.0060 1.3380
1180 0.40 89.60 19.67 0.3630 0.0060 1.3440
1190 0.40 90.00 19.83 0.3630 0.0060 1.3500
1200 0.40 90.40 20.00 0.3630 0.0060 1.3560
1210 0.40 90.80 20.17 0.3630 0.0060 1.3620
1220 0.40 91.20 20.33 0.3630 0.0060 1.3680
1230 0.40 91.60 20.50 0.3630 0.0060 1.3740
I1240 0.40 92.00 20.67 0.3630 0.0060 1.3800
1250 0.40 92.40 20.83 0.3630 0.0060 1.3860
1260 0.40 92.80 21.00 0.3630 0.0060 1.3920
1270 0.40 93.20 21.17 0.3630 0.0060 1.3980
II 1280 0.40 93.60 21.33 0.3630 0.0060 1.4040
1290 0.40 94 .00 21.50 0.3630 0.0060 1.4100
1300 0.40 94 .40 21.67 0.3630 0.0060 1.4160
I
1310 0.40 94.80 21.83 0.3630 0.0060 1.4220
1320 0.40 95.20 22.00 0.3630 0.0060 1.4280
1330 0.40 95.60 22.17 0.3630 0.0060 1.4340
1 1340 0.40 96.00 22.33 0.3630 0.0060 1.4400
1350 0.40 96.40 22.50 0.3630 0.0060 1.4460
1360 0.40 96.80 22.67 0.3630 0.0060 1.4520
1370 0.40 97.20 22.83 0.3630 0.0060 1.4580
I
1380 0.40 97.60 23.00 0.3630 0.0060 1.4640
1390 0.40 98.00 23.17 0.3630 0.0060 1.4700
1400 0.40 98.40 23.33 0.3630 0.0060 1.4760
1410 0.40 98.80 23.50 0.3630 0.0060 1.4820
II 1420 0.40 99.20 23.67 0.3630 0.0060 1.4880
1430 0.40 99.60 23.83 0.3630 0.0060 1.4940
1440 0.40 100.00 24 .00 0.3630 0.0060 1.5000
II 1450 0.00 100.00 24 .17 0.0000 0.0000 1.5000
1460 0.00 100.00 24 .33 0.0000 0.0000 1.5000
1470 0.00 100.00 24 .50 0.0000 0.0000 1.5000
1480 0.00 100.00 24.67 0.0000 0.0000 1.5000
II - 1490 0.00 100.00 24.83 0.0000 0.0000 1.5000
1500 0.00 100.00 25.00 0.0000 0.0000 1.5000
II .
100.00 1.5000
II .
ir
IIPROJECT: Greene Drainage, Offsite Basin
10 yr storm (B)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 7.514 cfs
IITotal Rainfall Volume = 83490 cu ft
Total, 24 hr rainfall = 2.30 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 Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
I
0 0.00 0.00
0.40 0.00 0.0000 0.0000 0.0000
10 0.400.17 0.5566 0.0092 0.0092
20 0.40 0.80 0.33 0.5566 0.0092 0.0184
I 30 0.40 1.20 0.50 0.5566 0.0092 0.0276
40 0.40 1.60 0.67 0.5566 0.0092 0.0368
50 0.40 2.00 0.83 0.5566 0.0092 0.0460
60 0.40 2.40 1.00 0.5566 0.0092 0.0552
70 0.40 2.80 1.17 0.5566 0.0092 0.0644
80 0.40 3.20 1.33 0.5566 0.0092 0.0736
90 0.40 3.60 1.50 0.5566 0.0092 0.0828
100 0.40 4.00 1.67 0.5566 0.0092 0.0920
II 110 0.50 4.50 1.83 0.6958 0.0115 0.1035
120 0.50 5.00 2.00 0.6958 0.0115 0.1150
130 0.50 5.50 2.17 0.6958 0.0115 0.1265
I
140 0.50 6.00
6.50 2.33 0.6958 0.0115 0.1380
150 0.50 2.50 0.6958 0.0115 0.1495
160 0.50 7.00 2.67 0.6958 0.0115 0.1610
II170 0.60 7.60 2.83 0.8349 0.0138 0.1748
180 0.60 8.20 3.00 0.8349 0.0138 0.1886
190 0.60 8.80 3.17 0.8349 0.0138 0.2024
200 0.60 9.40 3.33 0.8349 0.0138 0.2162
I
210 0.60 10.00
10.60 3.50 0.8349 0.0138 0.2300
220 0.60 3.67 0.8349 0.0138 0.2438
230 0.70 11.30 3.83 0.9740 0.0161 0.2599
240 0.70 12.00 4.00 0.9740 0.0161 0.2760
II 250 0.70 12.70 4 .17 0.9740 0.0161 0.2921
260 0.70 13.40 4 .33 0.9740 0.0161 0.3082
270 0.70 14.10 4 .50 0.9740 0.0161 0.3243
II 280 0.70 14.80 4.67 0.9740 0.0161 0.3404
290 0.82 15.62 4.83 1.1410 0.0189 0.3593
300 0.82 16.44 5.00 1.1410 0.0189 0.3781
310 0.82 17.26 5.17 1.1410 0.0189 0.3970
II - 320 0.82 18.08 5.33 1.1410 0.0189 0.4158
330 0.82 18.90 5.50 1.1410 0.0189 0.4347
340 0.82 19.72 5.67 1.1410 0.0189 0.4536
350 0.95 20.67 5.83 1.3219 0.0219 0.4754
360 0.95 21.62 6.00 1.3219 0.0219 0.4973
370 0.95 22.57 6.17 1.3219 0.0219 0.5191
II380 0.95 23.52 6.33 1.3219 0.0219 0.5410
I
PROJECT: Greene Drainage, Offsite Basin
10 yr storm (B)
1 Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 7.514 cfs
IITotal Rainfall Volume = 83490 cu ft
Total, 24 hr rainfall = 2.30 in
Rainfall Data
I Standard SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IRainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
I
390 0.95 24 .47
25.42 6.50 1.3219 0.0219 0.5628
400 0.95 6.67 1.3219 0.0219 0.5847
410 1.33 26.75 6.83 1.8507 0.0306 0.6153
420 1.33 28.08 7.00 1.8507 0.0306 0.6458
I 430 1.33 29.41 7.17 1.8507 0.0306 0.6764
440 1.80 31.21 7.33 2.5047 0.0414 0.7178
450 1.80 33.01 7.50 2.5047 0.0414 0.7592
I
460 3.40 36.41
41.81 7.67 4 .7311 0.0782 0.8374
470 5.40 7.83 7.5141 0.1242 0.9616
480 2.70 44.51 8.00 3.7571 0.0621 1.0237
II490 1.80 46.31 8.17 2.5047 0.0414 1.0651
500 1.34 47.65 8.33 1.8646 0.0308 1.0960
510 1.34 48.99 8.50 1.8646 0.0308 1.1268
520 1.34 50.33 8.67 1.8646 0.0308 1.1576
I
530 0.88 51.21
52.09 8.83 1.2245 0.0202 1.1778
540 0.88 9.00 1.2245 0.0202 1.1981
550 0.88 52.97 9.17 1.2245 0.0202 1.2183
I
560 0.88 53.85 9.33 1.2245 0.0202 1.2386
570 0.88 54.73 9.50 1.2245 0.0202 1.2588
580 0.88 55.61 9.67 1.2245 0.0202 1.2790
590 0.88 56.49 9.83 1.2245 0.0202 1.2993
I
600 0.88 57.37
58.25 10.00 1.2245 0.0202 1.3195
610 0.88 10.17 1.2245 0.0202 1.3398
620 0.88 59.13 10.33 1.2245 0.0202 1.3600
II630 0.88 60.01 10.50 1.2245 0.0202 1.3802
640 0.88 60.89 10.67 1.2245 0.0202 1.4005
650 0.72 61.61 10.83 1.0019 0.0166 1.4170
660 0.72 62.33 11.00 1.0019 0.0166 1.4336
I
670 0.72 63.05
63.77 11.17 1.0019 0.0166 1.4502
680 0.72 11.33 1.0019 0.0166 1.4667
690 0.72 64 .49 11.50 1.0019 0.0166 1.4833
700 0.72 65.21 11.67 1.0019 0.0166 1.4998
I
- 710 0.72 65.93 11.83 1.0019 0.0166 1.5164
720 0.72 66.65 12.00 1.0019 0.0166 1.5330
730 0.72 67.37 12.17 1.0019 0.0166 1.5495
II 740 0.72 68.09 12.33 1.0019 0.0166 1.5661
750 0.72 68.81 12.50 1.0019 0.0166 1.5826
760 0.72 69.53 12.67 1.0019 0.0166 1.5992
II770 0.57 70.10 12.83 0.7932 0.0131 1.6123
U
PROJECT: Greene Drainage, Offsite Basin
10 yr storm (B)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 7.514 cfs
IITotal Rainfall Volume = 83490 cu ft
Total, 24 hr rainfall = 2.30 in
Rainfall Data
I
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IRainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
I
780 0.57 70.67
71.24 13.00 0.7932 0.0131 1.6254
790 0.57 13.17 0.7932 0.0131 1.6385
800 0.57 71.81 13.33 0.7932 0.0131 1.6516
810 0.57 72.38 13.50 0.7932 0.0131 1.6647
820 0.57 72.95 13.67 0.7932 0.0131 1.6779
830 0.57 73.52 13.83 0.7932 0.0131 1.6910
840 0.57 74 .09 14.00 0.7932 0.0131 1.7041
I
850 0.57 74 .66
75.23 19 .17 0.7932 0.0131 1.7172
860 0.57 14 .33 0.7932 0.0131 1.7303
870 0.57 75.80 14 .50 0.7932 0.0131 1.7434
II880 0.57 76.37 14.67 0.7932 0.0131 1.7565
890 0.50 76.87 14 .83 0.6958 0.0115 1.7680
900 0.50 77.37 15.00 0.6958 0.0115 1.7795
910 0.50 77.87 15.17 0.6958 0.0115 1.7910
I
920 0.50 78.37
78.87 15.33 0.6958 0.0115 1.8025
930 0.50 15.50 0.6958 0.0115 1.8140
940 0.50 79.37 15.67 0.6958 0.0115 1.8255
II950 0.50 79.87 15.83 0.6958 0.0115 1.8370
960 0.50 80.37 16.00 0.6958 0.0115 1.8485
970 0.50 80.87 16.17 0.6958 0.0115 1.8600
980 0.50 81.37 16.33 0.6958 0.0115 1.8715
I
990 0.50 81.87
82.37 16.50 0.6958 0.0115 1.8830
1000 0.50 16.67 0.6958 0.0115 1.8945
1010 0.43 82.80 16.83 0.5983 0.0099 1.9044
I
1020 0.40 83.20 17.00 0.5566 0.0092 1.9136
1030 0.40 83.60 17.17 0.5566 0.0092 1.9228
1090 0.40 84 .00 17.33 0.5566 0.0092 1.9320
1050 0.40 84 .40 17.50 0.5566 0.0092 1.9412
I
1060 0.40 84.80
85.20 17.67 0.5566 0.0092 1.9504
1070 0.40 17.83 0.5566 0.0092 1.9596
1080 0.40 85.60 18.00 0.5566 0.0092 1.9688
1090 0.40 86.00 18.17 0.5566 0.0092 1.9780
I
- 1100 0.40 86.40 18.33 0.5566 0.0092 1.9872
1110 0.40 86.80 18.50 0.5566 0.0092 1.9964
1120 0.40 87.20 18.67 0.5566 0.0092 2.0056
1130 0.40 87.60 18.83 0.5566 0.0092 2.0148
1140 0.40 88.00 19.00 0.5566 0.0092 2.0240
1150 0.40 88.40 19.17 0.5566 0.0092 2.0332
II1160 0.40 88.80 19.33 0.5566 0.0092 2.0424
IIPROJECT: Greene Drainage, Offsite Basin
10 yr storm (B)
II Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 7.514 cfs
II Total Rainfall Volume = 83490 cu ft
Total, 24 hr rainfall = 2.30 in
Rainfall Data
II 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 Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
I
1170 0.40 89.20 19.50 0.5566 0.0092 2.0516
1180 0.40 89.60 19.67 0.5566 0.0092 2.0608
1190 0.40 90.00 19.83 0.5566 0.0092 2.0700
II1200 0.40 90.40 20.00 0.5566 0.0092 2.0792
1210 0.40 90.80 20.17 0.5566 0.0092 2.0884
1220 0.40 91.20 20.33 0.5566 0.0092 2.0976
1230 0.40 91.60 20.50 0.5566 0.0092 2.1068
I
1240 0.40 92.00 20.67 0.5566 0.0092 2.1160
1250 0.40 92.40 20.83 0.5566 0.0092 2.1252
1260 0.40 92.80 21.00 0.5566 0.0092 2.1344
I
1270 0.40 93.20 21.17 0.5566 0.0092 2.1436
1280 0.40 93.60 21.33 0.5566 0.0092 2.1528
1290 0.40 94.00 21.50 0.5566 0.0092 2.1620
1300 0.40 94 .40 21.67 0.5566 0.0092 2.1712
I
1310 0.40 94 .80 21.83 0.5566 0.0092 2.1804
1320 0.40 95.20 22.00 0.5566 0.0092 2.1896
1330 0.40 95.60 22.17 0.5566 0.0092 2.1988
I
1340 0.40 96.00 22.33 0.5566 0.0092 2.2080
1350 0.40 96.40 22.50 0.5566 0.0092 2.2172
1360 0.40 96.80 22.67 0.5566 0.0092 2.2264
1370 0.40 97.20 22.83 0.5566 0.0092 2.2356
II 1380 0.40 97.60 23.00 0.5566 0.0092 2.2448
1390 0.40 98.00 23.17 0.5566 0.0092 2.2540
1400 0.40 98.40 23.33 0.5566 0.0092 2.2632
I
1410 1420
0.40 98.80 23.50 0.5566 0.0092 2.2724
0.40 99.20 23.67 0.5566 0.0092 2.2816
1430 0.40 99.60 23.83 0.5566 0.0092 2.2908
1440 0.40 100.00 24 .00 0.5566 0.0092 2.3000
II 1450 0.00 100.00 24.17 0.0000 0.0000 2.3000
1460 0.00 100.00 24.33 0.0000 0.0000 2.3000
1470 0.00 100.00 24.50 0.0000 0.0000 2.3000
1480 0.00 100.00 24 .67 0.0000 0.0000 2.3000
I
- 1490 0.00 100.00 24.83 0.0000 0.0000 2.3000
1500 0.00 100.00 25.00 0.0000 0.0000 2.3000
II. 100.00 2.3000
I . .
I
PROJECT: Greene Drainage, Offsite Basin
100 yr storm (C)
II Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 10.454 cfs
Total Rainfall Volume = 116160 cu ft
II Total, 24 hr rainfall = 3.20 in
Rainfall Data
II Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IIRainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 0 0.00 0.00 0.00 0.0000 0.0000 0.0000
10 0.40 0.40 0.17 0.7744 0.0128 0.0128
20 0.40 0.80 0.33 0.7744 0.0128 0.0256
II30 0.40 1.20 0.50 0.7744 0.0128 0.0384
40 0.40 1.60 0.67 0.7744 0.0128 0.0512
50 0.40 2.00 0.83 0.7744 0.0128 0.0640
60 0.40 2.40 1.00 0.7744 0.0128 0.0768
I
70 0.40 2.80
3.20 1.17 0.7744 0.0128 0.0896
80 0.40 1.33 0.7744 0.0128 0.1024
90 0.40 3.60 1.50 0.7744 0.0128 0.1152
II100 0.40 4.00 1.67 0.7744 0.0128 0.1280
110 0.50 4 .50 1.83 0.9680 0.0160 0.1440
120 0.50 5.00 2.00 0.9680 0.0160 0.1600
130 0.50 5.50 2.17 0.9680 0.0160 0.1760
I
140 0.50 6.00
6.50 2.33 0.9680 0.0160 0.1920
150 0.50 2.50 0.9680 0.0160 0.2080
160 0.50 7.00 2.67 0.9680 0.0160 0.2240
II170 0.60 7.60 2.83 1.1616 0.0192 0.2432
180 0.60 8.20 3.00 1.1616 0.0192 0.2624
190 0.60 8.80 3.17 1.1616 0.0192 0.2816
200 0.60 9.40 3.33 1.1616 0.0192 0.3008
I
210 0.60 10.00
10.60 3.50 1.1616 0.0192 0.3200
220 0.60 3.67 1.1616 0.0192 0.3392
230 0.70 11.30 3.83 1.3552 0.0224 0.3616
240 0.70 12.00 4 .00 1.3552 0.0224 0.3840
II 250 0.70 12.70 4 .17 1.3552 0.0224 0.4064
260 0.70 13.40 4.33 1.3552 0.0224 0.4288
270 0.70 14 .10 4.50 1.3552 0.0224 0.4512
I
280 0.70 14 .80
15.62 4.67 1.3552 0.0224 0.4736
290 0.82 4.83 1.5875 0.0262 0.4998
300 0.82 16.44 5.00 1.5875 0.0262 0.5261
310 0.82 17.26 5.17 1.5875 0.0262 0.5523
I
- 320 0.82 18.08 5.33 1.5875 0.0262 0.5786
330 0.82 18.90 5.50 1.5875 0.0262 0.6048
340 0.82 19.72 5.67 1.5875 0.0262 0.6310
350 0.95 20.67 5.83 1.8392 0.0304 0.6614
360 0.95 21.62 6.00 1.8392 0.0304 0.6918
370 0.95 22.57 6.17 1.8392 0.0304 0.7222
II380 0.95 23.52 6.33 1.8392 0.0304 0.7526
IIPROJECT: Greene Drainage, Offsite Basin
- 100 yr storm (C)
I Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 10.454 cfs
ITotal Rainfall Volume = 116160 cu ft
Total, 24 hr rainfall = 3.20 in
Rainfall Data
II Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IRainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 390 0.95 24 .47 6.50 1.8392 0.0304 0.7830
400 0.95 25.42 6.67 1.8392 0.0304 0.8134
410 1.33 26.75 6.83 2.5749 0.0426 0.8560
I420 1.33 28.08 7.00 2.5749 0.0426 0.8986
430 1.33 29.41 7.17 2.5749 0.0426 0.9411
440 1.80 31.21 7.33 3.4848 0.0576 0.9987
450 1.80 33.01 7.50 3.4848 0.0576 1.0563
I
460 3.40 36.41
41.81 7.67 6.5824 0.1088 1.1651
470 5.40 7.83 10.4544 0.1728 1.3379
480 2.70 44.51 8.00 5.2272 0.0864 1.4243
I
490 1.80 46.31 8.17 3.4848 0.0576 1.4819
500 1.34 47.65 8.33 2.5942 0.0429 1.5248
510 1.34 48.99 8.50 2.5942 0.0429 1.5677
520 1.34 50.33 8.67 2.5942 0.0429 1.6106
I
530 0.88 51.21
52.09 8.83 1.7037 0.0282 1.6387
590 0.88 9.00 1.7037 0.0282 1.6669
550 0.88 52.97 9.17 1.7037 0.0282 1.6950
560 0.88 53.85 9.33 1.7037 0.0282 1.7232
I 570 0.88 54.73 9.50 1.7037 0.0282 1.7514
580 0.88 55.61 9.67 1.7037 0.0282 1.7795
590 0.88 56.49 9.83 1.7037 0.0282 1.8077
II 600 0.88 57.37 10.00 1.7037 0.0282 1.8358
610 0.88 58.25 10.17 1.7037 0.0282 1.8640
620 0.88 59.13 10.33 1.7037 0.0282 1.8922
I630 0.88 60.01 10.50 1.7037 0.0282 1.9203
640 0.88 60.89 10.67 1.7037 0.0282 1.9485
650 0.72 61.61 10.83 1.3939 0.0230 1.9715
660 0.72 62.33 11.00 1.3939 0.0230 1.9946
I
670 0.72 63.05
63.77 11.17 1.3939 0.0230 2.0176
680 0.72 11.33 1.3939 0.0230 2.0406
690 0.72 64 .49 11.50 1.3939 0.0230 2.0637
700 0.72 65.21 11.67 1.3939 0.0230 2.0867
I
_ 710 0.72 65.93 11.83 1.3939 0.0230 2.1098
720 0.72 66.65 12.00 1.3939 0.0230 2.1328
730 0.72 67.37 12.17 1.3939 0.0230 2.1558
740 0.72 68.09 12.33 1.3939 0.0230 2.1789
750 0.72 68.81 12.50 1.3939 0.0230 2.2019
760 0.72 69.53 12.67 1.3939 0.0230 2.2250
I
770 0.57 70.10 12.83 1.1035 0.0182 2.2432
I
PROJECT: Greene Drainage, Offsite Basin
100 yr storm (C)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 10.454 cfs
I
Total Rainfall Volume = 116160 cu ft
Total, 24 hr rainfall = 3.20 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 Prc
(min) Precip Precip (hrs) (cfs) (in) (in)
I
780 0.57 70.67 13.00 1.1035 0.0182 2.2614
790 0.57 71.24 13.17 1.1035 0.0182 2.2797
800 0.57 71.81 13.33 1.1035 0.0182 2.2979
810II 0.57 72.38 13.50 1.1035 0.0182 2.3162
820 0.57 72.95 13.67 1.1035 0.0182 2.3344
830 0.57 73.52 13.83 1.1035 0.0182 2.3526
840 0.57 74.09 14.00 1.1035 0.0182 2.3709
I
850 0.57 74 .66 14.17 1.1035 0.0182 2.3891
860 0.57 75.23 14.33 1.1035 0.0182 2.4074
870 0.57 75.80 14.50 1.1035 0.0182 2.4256
II 880 0.57 76.37 14.67 1.1035 0.0182 2.4438
890 0.50 76.87 14.83 0.9680 0.0160 2.4598
900 0.50 77.37 15.00 0.9680 0.0160 2.4758
910 0.50 77.87 15.17 0.9680 0.0160 2.4918
I
920 0.50 78.37
78.87 15.33 0.9680 0.0160 2.5078
930 0.50 15.50 0.9680 0.0160 2.5238
940 0.50 79.37 15.67 0.9680 0.0160 2.5398
I
950 0.50 79.87 15.83 0.9680 0.0160 2.5558
960 0.50 80.37 16.00 0.9680 0.0160 2.5718
970 0.50 80.87 16.17 0.9680 0.0160 2.5878
980 0.50 81.37 16.33 0.9680 0.0160 2.6038
II 990 0.50 81.87 16.50 0.9680 0.0160 2.6198
1000 0.50 82.37 16.67 0.9680 0.0160 2.6358
1010 0.43 82.80 16.83 0.8325 0.0138 2.6496
II
1020 0.40 83.20 17.00 0.7744 0.0128 2.6624
1030 0.40 83.60 17.17 0.7744 0.0128 2.6752
1090 0.40 84 .00 17.33 0.7744 0.0128 2.6880
1050 0.40 84 .40 17.50 0.7744 0.0128 2.7008
I
1060 0.40 84.80 17.67 0.7744 0.0128 2.7136
1070 0.40 85.20 17.83 0.7744 0.0128 2.7264
1080 0.40 85.60 18.00 0.7744 0.0128 2.7392
' 1090 0.40 86.00 18.17 0.7744 0.0128 2.7520
1100 0.40 86.40 18.33 0.7744 0.0128 2.7648
1110 0.40 86.80 18.50 0.7744 0.0128 2.7776
1120 0.40 87.20 18.67 0.7744 0.0128 2.7904
1130 0.40 87.60 18.83 0.7744 0.0128 2.8032
1140 0.40 88.00 19.00 0.7744 0.0128 2.8160
1150 0.40 88.40 19.17 0.7744 0.0128 2.8288
1160 0.40 88.80 19.33 0.7744 0.0128 2.8416
I
I
PROJECT: Greene Drainage, Offsite Basin
100 yr storm (C)
I
Total Basin Area = 435600 sq ft = 10.0000 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 10.454 cfs
IITotal Rainfall Volume = 116160 cu ft
Total, 24 hr rainfall = 3.20 in
Rainfall Data
I
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
IRainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
II 1170 0.40 89.20 19.50 0.7744 0.0128 2.8544
1180 0.40 89.60 19.67 0.7744 0.0128 2.8672
1190 0.40 90.00 19.83 0.7744 0.0128 2.8800
I
1200 0.40 90.40 20.00 0.7744 0.0128 2.8928
1210 0.40 90.80 20.17 0.7744 0.0128 2.9056
1220 0.40 91.20 20.33 0.7744 0.0128 2.9184
1230 0.40 91.60 20.50 0.7744 0.0128 2.9312
I
1240 0.40 92.00
92.40 20.67 0.7744 0.0128 2.9440
1250 0.4020.83 0.7744 0.0128 2.9568
1260 0.40 92.80 21.00 0.7744 0.0128 2.9696
I
1270 0.40 93.20 21.17 0.7744 0.0128 2.9824
1280 0.40 93.60 21.33 0.7744 0.0128 2.9952
1290 0.40 94 .00 21.50 0.7744 0.0128 3.0080
1300 0.40 94 .40 21.67 0.7744 0.0128 3.0208
I 1310 0.40 94.80
95.20 21.83 0.7744 0.0128 3.0336
1320 0.40 22.00 0.7744 0.0128 3.0464
1330 0.40 95.60 22.17 0.7744 0.0128 3.0592
II1340 0.40 96.00 22.33 0.7744 0.0128 3.0720
1350 0.40 96.40 22.50 0.7744 0.0128 3.0848
1360 0.40 96.80 22.67 0.7744 0.0128 3.0976
1370 0.40 97.20 22.83 0.7744 0.0128 3.1104
I
1380 0.40 97.60
98.00 23.00 0.7744 0.0128 3.1232
1390 0.40 23.17 0.7744 0.0128 3.1360
1400 0.40 98.40 23.33 0.7744 0.0128 3.1488
II1410 0.40 98.80 23.50 0.7744 0.0128 3.1616
1420 0.40 99.20 23.67 0.7744 0.0128 3.1744
1430 0.40 99.60 23.83 0.7744 0.0128 3.1872
1440 0.40 100.00 24.00 0.7744 0.0128 3.2000
I
1450 0.00 100.00
0.00 100.00 24.17 0.0000 0.0000 3.2000
1460 24.33 0.0000 0.0000 3.2000
1470 0.00 100.00 24 .50 0.0000 0.0000 3.2000
1480 0.00 100.00 24.67 0.0000 0.0000 3.2000
I
- 1490 0.00 100.00 24.83 0.0000 0.0000 3.2000
1500 0.00 100.00 25.00 0.0000 0.0000 3.2000
100.00 3.2000
I
1 _
APPENDIX I
I
Subsection 4
IPre-development runoff calculations for the design storms.
1
I
III
I
I
I
I
1
I
I
I
I
i
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
I
Vtotal = 11213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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
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
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0060 0.0000 0 0.0000 0.0000
111 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0120 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0180 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0240 0.0000 0 0.0000 0.0000
[0.833 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0300 0.0000 0 0.0000 0.0000
I
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0360 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0420 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0480 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0540 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0600 0.0000 0 0.0000 0.0000
I - [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0675 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0750 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0825 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0900 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0975 0.0000 0 0.0000 0.0000
1 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.1050 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1140 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1230 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1320 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1410 0.0000 0 0.0000 0.0000
i [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1500 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1590 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1695 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1800 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1905 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2010 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2115 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2220 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2343 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2466 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2589 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2712 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2835 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2958 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3101 0.0000 0 0.0000 0.0000
I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3243 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3386 0.0000 0 0.0000 0.0000
[6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3528 0.0000 0 0.0000 0.0000
[6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3671 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3813 0.0000 0 0.0000 0.0000
[6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4013 0.0000 0 0.0000 0.0000
[7.003 0.0000 0.0000 0.0000 0 0.0000 0.0199 0.4212 0.0000 0 0.0000 0.0000
[7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4412 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4682 0.0000 0 0.0000 0.0000
[7.50] 0.0003 0.0003 0.0173 10 0.0014 0.0270 0.4952 0.0000 0 0.0000 0.0014
i - [7.67] 0.0022 0.0029 0.1309 89 0.0133 0.0510 0.5462 0.0000 0 0.0000 0.0133
[7.83] 0.0075 0.0100 0.4552 362 0.0592 0.0810 0.6272 0.0000 0 0.0000 0.0592
[8.00] 0.0055 0.0155 0.3338 562 0.1141 0.0405 0.6677 0.0000 0 0.0000 0.1141
[8.17] 0.0043 0.0198 0.2595 718 0.1441 0.0270 0.6947 0.0000 0 0.0000 0.1441
[8.33] 0.0035 0.0233 0.2118 845 0.1591 0.0201 0.7148 0.0000 0 0.0000 0.1591
III
[8.50] 0.0038 0.0270 0.2273 981 0.1690 0.0201 0.7349 0.0000 0 0.0000 0.1690
[8.67] 0.0090 0.0310 0.2424 1127 0.1798 0.0201 0.7550 0.0000 0 0.0000 0.1798
[8.83] 0.0028 0.0338 0.1672 1227 0.1839 0.0132 0.7682 0.0000 0 0.0000 0.1839
[9.00] 0.0029 0.0367 0.1735 1331 0.1817 0.0132 0.7814 0.0000 0 0.0000 0.1817
[9.17] 0.0030 0.0396 0.1797 1439 0.1808 0.0132 0.7946 0.0000 0 0.0000 0.1808
[9.33] 0.0031 0.0427 0.1858 1551 0.1811 0.0132 0.8078 0.0000 0 0.0000 0.1811
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
Vtotal = 11213 Cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
1 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)
[9.50] 0.0032 0.0459 0.1918 1666 0.1824 0.0132 0.8210 0.0000 0 0.0000 0.1824
[9.67] 0.0033 0.0492 0.1977 1784 0.1844 0.0132 0.8342 0.0000 0 0.0000 0.1844
[9.83] 0.0034 0.0525 0.2035 1906 0.1871 0.0132 0.8474 0.0000 0 0.0000 0.1871
[10.00] 0.0035 0.0560 0.2092 2032 0.1902 0.0132 0.8606 0.0000 0 0.0000 0.1902
[10.17] 0.0036 0.0595 0.2149 2161 0.1938 0.0132 0.8738 0.0000 0 0.0000 0.1938
[10.33] 0.0036 0.0632 0.2205 2293 0.1977 0.0132 0.8870 0.0000 0 0.0000 0.1977
I
[10.50] 0.0037 0.0669 0.2260 2429 0.2019 0.0132 0.9002 0.0000 0 0.0000 0.2019
[10.67) 0.0038 0.0707 0.2314 2567 0.2063 0.0132 0.9134 0.0000 0 0.0000 0.2063
[10.83] 0.0032 0.0739 0.1933 2683 0.2073 0.0108 0.9242 0.0000 0 0.0000 0.2073
[11.00] 0.0033 0.0772 0.1968 2802 0.2053 0.0108 0.9350 0.0000 0 0.0000 0.2053
[11.17] 0.0033 0.0805 0.2003 2922 0.2042 0.0108 0.9458 0.0000 0 0.0000 0.2042
I - [11.33] 0.0034 0.0839 0.2038 3044 0.2038 0.0108 0.9566 0.0000 0 0.0000 0.2038
[11.50] 0.0034 0.0873 0.2072 3168 0.2041 0.0108 0.9674 0.0000 0 0.0000 0.2041
[11.67] 0.0035 0.0908 0.2106 3295 0.2049 0.0108 0.9782 0.0000 0 0.0000 0.2049
[11.83] 0.0035 0.0943 0.2139 3423 0.2061 0.0108 0.9890 0.0000 0 0.0000 0.2061
[12.00] 0.0036 0.0979 0.2172 3553 0.2076 0.0108 0.9998 0.0000 0 0.0000 0.2076
1 [12.17] 0.0036 0.1015 0.2205 3686 0.2095 0.0108 1.0106 0.0000 0 0.0000 0.2095
[12.33] 0.0037 0.1052 0.2237 3820 0.2115 0.0108 1.0214 0.0000 0 0.0000 0.2115
[12.50] 0.0038 0.1090 0.2269 3956 0.2138 0.0108 1.0322 0.0000 0 0.0000 0.2138
[12.67] 0.0038 0.1128 0.2300 4094 0.2162 0.0108 1.0430 0.0000 0 0.0000 0.2162
[12.83] 0.0030 0.1158 0.1843 4205 0.2147 0.0085 1.0515 0.0000 0 0.0000 0.2147
I [13.00] 0.0031 0.1189 0.1863 4316 0.2099 0.0086 1.0601 0.0000 0 0.0000 0.2099
[13.17] 0.0031 0.1220 0.1882 4429 0.2062 0.0086 1.0686 0.0000 0 0.0000 0.2062
[13.33] 0.0031 0.1252 0.1901 4543 0.2034 0.0086 1.0772 0.0000 0 0.0000 0.2034
[13.50] 0.0032 0.1283 0.1920 4658 0.2014 0.0085 1.0857 0.0000 0 0.0000 0.2014
[13.67] 0.0032 0.1315 0.1939 4775 0.2000 0.0086 1.0943 0.0000 0 0.0000 0.2000
I
[13.83] 0.0032 0.1348 0.1957 4892 0.1991 0.0086 1.1028 0.0000 0 0.0000 0.1991
[14.00] 0.0033 0.1380 0.1976 5011 0.1987 0.0086 1.1114 0.0000 0 0.0000 0.1987
[14.17] 0.0033 0.1913 0.1994 5130 0.1987 0.0085 1.1199 0.0000 0 0.0000 0.1987
[14.33] 0.0033 0.1447 0.2012 5251 0.1989 0.0086 1.1285 0.0000 0 0.0000 0.1989
[14.50] 0.0034 0.1480 0.2030 5373 0.1995 0.0086 1.1370 0.0000 0 0.0000 0.1995
I
[14.67] 0.0034 0.1514 0.2048 5496 0.2002 0.0085 1.1456 0.0000 0 0.0000 0.2002
[14.83] 0.0030 0.1544 0.1811 5604 0.1990 0.0075 1.1531 0.0000 0 0.0000 0.1990
[15.00] 0.0030 0.1574 0.1824 5714 0.1962 0.0075 1.1606 0.0000 0 0.0000 0.1962
[15.17] 0.0030 0.1604 0.1837 5824 0.1940 0.0075 1.1681 0.0000 0 0.0000 0.1940
[15.33] 0.0031 0.1635 0.1851 5935 0.1924 0.0075 1.1756 0.0000 0 0.0000 0.1924
111 [15.50] 0.0031 0.1666 0.1864 6047 0.1913 0.0075 1.1831 0.0000 0 0.0000 0.1913
[15.67] 0.0031 0.1697 0.1877 6160 0.1906 0.0075 1.1906 0.0000 0 0.0000 0.1906
[15.83] 0.0031 0.1728 0.1890 6273 0.1903 0.0075 1.1981 0.0000 0 0.0000 0.1903
[16.00] 0.0031 0.1760 0.1903 6387 0.1902 0.0075 1.2056 0.0000 0 0.0000 0.1902
[16.17] 0.0032 0.1791 0.1916 6502 0.1903 0.0075 1.2131 0.0000 0 0.0000 0.1903
111 [16.33] 0.0032 0.1823 0.1928 6618 0.1906 0.0075 1.2206 0.0000 0 0.0000 0.1906
[16.50] 0.0032 0.1855 0.1941 6734 0.1911 0.0075 1.2281 0.0000 0 0.0000 0.1911
[16.67] 0.0032 0.1887 0.1953 6851 0.1917 0.0075 1.2356 0.0000 0 0.0000 0.1917
[16.83] 0.0028 0.1915 0.1690 6953 0.1901 0.0065 1.2420 0.0000 0 0.0000 0.1901
[17.00] 0.0026 0.1941 0.1580 7048 0.1858 0.0060 1.2480 0.0000 0 0.0000 0.1858
[17.17] 0.0026 0.1968 0.1588 7143 0.1813 0.0060 1.2540 0.0000 0 0.0000 0.1813
[17.33) 0.0026 0.1994 0.1596 7239 0.1777 0.0060 1.2600 0.0000 0 0.0000 0.1777
[17.50] 0.0027 0.2021 0.1604 7335 0.1748 0.0060 1.2660 0.0000 0 0.0000 0.1748
[17.67] 0.0027 0.2047 0.1611 7432 0.1725 0.0060 1.2720 0.0000 0 0.0000 0.1725
[17.83] 0.0027 0.2074 0.1619 7529 0.1707 0.0060 1.2780 0.0000 0 0.0000 0.1707
lit
[18.00] 0.0027 0.2101 0.1627 7626 0.1693 0.0060 1.2840 0.0000 0 0.0000 0.1693
[18.17] 0.0027 0.2128 0.1634 7724 0.1683 0.0060 1.2900 0.0000 0 0.0000 0.1683
[18.33] 0.0027 0.2155 0.1642 7823 0.1675 0.0060 1.2960 0.0000 0 0.0000 0.1675
[18.50] 0.0027 0.2182 0.1649 7922 0.1670 0.0060 1.3020 0.0000 0 0.0000 0.1670
I
[18.67] 0.0027 0.2210 0.1657 8021 0.1668 0.0060 1.3080 0.0000 0 0.0000 0.1668
[18.83] 0.0028 0.2237 0.1664 8121 0.1666 0.0060 1.3140 0.0000 0 0.0000 0.1666
I
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
I
Vtotal = 11213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
=Runoff Curve Number, Cn =
10.0000 Ac = 0.0000 Ac
81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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 Or R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (Cu ft) (cfs) (cfs)
[19.00] 0.0028 0.2265 0.1672 8221 0.1667 0.0060 1.3200 0.0000 0 0.0000 0.1667
[19.17) 0.0028 0.2293 0.1679 8322 0.1668 0.0060 1.3260 0.0000 0 0.0000 0.1668
I [19.33] 0.0028 0.2320 0.1686 8423 0.1670 0.0060 1.3320 0.0000 0 0.0000 0.1670
[19.50] 0.0028 0.2348 0.1694 8525 0.1674 0.0060 1.3380 0.0000 0 0.0000 0.1674
[19.67] 0.0028 0.2377 0.1701 8627 0.1678 0.0060 1.3440 0.0000 0 0.0000 0.1678
[19.83] 0.0028 0.2405 0.1708 8729 0.1682 0.0060 1.3500 0.0000 0 0.0000 0.1682
I
[20.00] 0.0028 0.2433 0.1715 8832 0.1687 0.0060 1.3560 0.0000 0 0.0000 0.1687
[20.17] 0.0028 0.2462 0.1722 8936 0.1692 0.0060 1.3620 0.0000 0 0.0000 0.1692
[20.33] 0.0029 0.2490 0.1729 9039 0.1697 0.0060 1.3680 0.0000 0 0.0000 0.1697
[20.50] 0.0029 0.2519 0.1736 9144 0.1703 0.0060 1.3740 0.0000 0 0.0000 0.1703
[20.67] 0.0029 0.2548 0.1743 9248 0.1709 0.0060 1.3800 0.0000 0 0.0000 0.1709
[20.83] 0.0029 0.2577 0.1750 9353 0.1715 0.0060 1.3860 0.0000 0 0.0000 0.1715
I [21.00] 0.0029 0.2606 0.1757 9459 0.1722 0.0060 1.3920 0.0000 0 0.0000 0.1722
[21.17] 0.0029 0.2635 0.1764 9564 0.1728 0.0060 1.3980 0.0000 0 0.0000 0.1728
[21.33] 0.0029 0.2664 0.1771 9671 0.1734 0.0060 1.4040 0.0000 0 0.0000 0.1734
[21.50] 0.0029 0.2693 0.1777 9777 0.1741 0.0060 1.4100 0.0000 0 0.0000 0.1741
[21.67] 0.0029 0.2723 0.1784 9884 0.1747 0.0060 1.4160 0.0000 0 0.0000 0.1747
I [21.83] 0.0030 0.2753 0.1791 9992 0.1754 0.0060 1.4220 0.0000 0 0.0000 0.1754
[22.00] 0.0030 0.2782 0.1798 10100 0.1761 0.0060 1.4280 0.0000 0 0.0000 0.1761
[22.17] 0.0030 0.2812 0.1804 10208 0.1767 0.0060 1.4340 0.0000 0 0.0000 0.1767
[22.33] 0.0030 0.2842 0.1811 10317 0.1774 0.0060 1.4400 0.0000 0 0.0000 0.1774
I [22.50] 0.0030 0.2872 0.1817 10426 0.1780 0.0060 1.4460 0.0000 0 0.0000 0.1780
[22.67] 0.0030 0.2902 0.1824 10535 0.1787 0.0060 1.4520 0.0000 0 0.0000 0.1787
[22.83] 0.0030 0.2932 0.1830 10645 0.1794 0.0060 1.4580 0.0000 0 0.0000 0.1794
[23.00] 0.0030 0.2963 0.1837 10755 0.1800 0.0060 1.4640 0.0000 0 0.0000 0.1800
[23.17) 0.0030 0.2993 0.1843 10866 0.1807 0.0060 1.4700 0.0000 0 0.0000 0.1807
I [23.33] 0.0031 0.3024 0.1650 10977 0.1813 0.0060 1.4760 0.0000 0 0.0000 0.1813
[23.50] 0.0031 0.3055 0.1856 11088 0.1820 0.0060 1.4820 0.0000 0 0.0000 0.1820
[23.67] 0.0031 0.3085 0.1862 11200 0.1826 0.0060 1.4880 0.0000 0 0.0000 0.1826
[23.83] 0.0031 0.3116 0.1869 11312 0.1833 0.0060 1.4940 0.0000 0 0.0000 0.1833
(24.00] 0.0031 0.3147 0.1875 11425 0.1839 0.0060 1.5000 0.0000 0 0.0000 0.1839
I [24.17] 0.0000 0.3147 0.0000 11425 0.1691 0.0000 1.5000 0.0000 0 0.0000 0.1691
[29.33] 0.0000 0.3147 0.0000 11425 0.1414 0.0000 1.5000 0.0000 0 0.0000 0.1414
[24.50] 0.0000 0.3147 0.0000 11425 0.1182 0.0000 1.5000 0.0000 0 0.0000 0.1182
[24.67) 0.0000 0.3147 0.0000 11425 0.0988 0.0000 1.5000 0.0000 0 0.0000 0.0988
[24.83] 0.0000 0.3147 0.0000 11425 0.0826 0.0000 1.5000 0.0000 0 0.0000 0.0826
I [25.00] 0.0000 0.3147 0.0000 11425 0.0691 0.0000 1.5000 0.0000 0 0.0000 0.0691
0.3147 19.0408 1.5000 0.0000
I
I-
I
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
I
Vtotal = 28702 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sy ft Impervious Area = 0 sy ft
1 = 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
' 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)
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0092 0.0000 0 0.0000 0.0000
I
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0189 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0276 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0368 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0460 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0552 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0644 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0736 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0828 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0920 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1035 0.0000 0 0.0000 0.0000
111 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1150 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1265 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1380 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1495 0.0000 0 0.0000 0.0000
I [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1610 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.1748 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.1886 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2024 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2162 0.0000 0 0.0000 0.0000
i
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2300 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2438 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2599 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2760 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2921 0.0000 0 0.0000 0.0000
1 [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3082 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3243 0.0000 0 0.0000 0.0000
[9.67] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3404 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3593 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3781 0.0000 0 0.0000 0.0000
I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3970 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4158 0.0000 0 0.0000 0.0000
[5.50) 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4347 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4536 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0010 1 0.0001 0.0218 0.4754 0.0000 0 0.0000 0.0001
I [6.00] 0.0003 0.0003 0.0191 12 0.0017 0.0218 0.4973 0.0000 0 0.0000 0.0017
[6.17] 0.0007 0.0010 0.0429 38 0.0065 0.0219 0.5191 0.0000 0 0.0000 0.0065
[6.33] 0.0011 0.0021 0.0660 77 0.0144 0.0219 0.5410 0.0000 0 0.0000 0.0144
[6.50] 0.0015 0.0036 0.0885 131 0.0247 0.0218 0.5628 0.0000 0 0.0000 0.0247
[6.67] 0.0018 0.0054 0.1104 197 0.0370 0.0219 0.5847 0.0000 0 0.0000 0.0370
I
[6.83] 0.0031 0.0086 0.1903 311 0.0555 0.0306 0.6153 0.0000 0 0.0000 0.0555
[7.00] 0.0038 0.0124 0.2306 449 0.0809 0.0306 0.6458 0.0000 0 0.0000 0.0809
[7.17] 0.0045 0.0168 0.2694 611 0.1087 0.0306 0.6764 0.0000 0 0.0000 0.1087
[7.33] 0.0070 0.0238 0.4240 865 0.1477 0.0414 0.7178 0.0000 0 0.0000 0.1477
[7.50] 0.0081 0.0319 0.4893 1159 0.1983 0.0414 0.7592 0.0000 0 0.0000 0.1983
[7.67] 0.0181 0.0500 1.0921 1814 0.2954 0.0782 0.8374 0.0000 0 0.0000 0.2954
[7.83] 0.0355 0.0855 2.1466 3102 0.5125 0.1242 0.9616 0.0000 0 0.0000 0.5125
[8.00] 0.0206 0.1061 1.2457 3850 0.7065 0.0621 1.0237 0.0000 0 0.0000 0.7065
[8.17] 0.0147 0.1208 0.8894 4383 0.7657 0.0414 1.0651 0.0000 0 0.0000 0.7657
[8.33] 0.0114 0.1322 0.6913 4798 0.7697 0.0308 1.0960 0.0000 0 0.0000 0.7697
II [8.50] 0.0118 0.1440 0.7154 5227 0.7589 0.0308 1.1268 0.0000 0 0.0000 0.7589
[8.67] 0.0122 0.1562 0.7387 5671 0.7536 0.0308 1.1576 0.0000 0 0.0000 0.7536
[8.63] 0.0082 0.1644 0.4975 5969 0.7314 0.0202 1.1778 0.0000 0 0.0000 0.7314
[9.00] 0.0084 0.1728 0.5071 6273 0.6939 0.0202 1.1981 0.0000 0 0.0000 0.6939
' [9.17] 0.0085 0.1814 0.5165 6583 0.6640 0.0202 1.2183 0.0000 0 0.0000 0.6640
[9.33] 0.0087 0.1900 0.5257 6899 0.6406 0.0202 1.2386 0.0000 0 0.0000 0.6406
I .
II
PROJECT: Greene Drainage, 0ffsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
Vtotal = 28702 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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
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] 0.0088 0.1989 0.5347 7219 0.6225 0.0202 1.2568 0.0000 0 0.0000 0.6225
[9.67] 0.0090 0.2079 0.5435 7545 0.6088 0.0202 1.2790 0.0000 0 0.0000 0.6088
II [9.83] 0.0091 0.2170 0.5522 7877 0.5988 0.0202 1.2993 0.0000 0 0.0000 0.5988
[10.00] 0.0093 0.2263 0.5607 8213 0.5919 0.0202 1.3195 0.0000 0 0.0000 0.5919
[10.17] 0.0099 0.2357 0.5691 8555 0.5875 0.0202 1.3398 0.0000 0 0.0000 0.5875
[10.33] 0.0095 0.2452 0.5773 8901 0.5851 0.0202 1.3600 0.0000 0 0.0000 0.5851
I
[10.50) 0.0097 0.2549 0.5853 9252 0.5845 0.0202 1.3802 0.0000 0 0.0000 0.5845
[10.67] 0.0098 0.2647 0.5932 9608 0.5853 0.0202 1.4005 0.0000 0 0.0000 0.5853
[10.83] 0.0061 0.2728 0.4911 9903 0.5782 0.0166 1.4170 0.0000 0 0.0000 0.5762
[11.00] 0.0082 0.2810 0.4962 10201 0.5644 0.0166 1.4336 0.0000 0 0.0000 0.5644
[11.17] 0.0083 0.2893 0.5013 10501 0.5536 0.0166 1.4502 0.0000 0 0.0000 0.5536
I [11.33] 0.0084 0.2977 0.5062 10805 0.5454 0.0166 1.4667 0.0000 0 0.0000 0.5454
[11.50] 0.0089 0.3061 0.5111 11112 0.5394 0.0166 1.4833 0.0000 0 0.0000 0.5394
[11.67] 0.0085 0.3146 0.5159 11421 0.5352 0.0166 1.4998 0.0000 0 0.0000 0.5352
[11.83] 0.0086 0.3232 0.5207 11734 0.5324 0.0166 1.5164 0.0000 0 0.0000 0.5324
[12.00] 0.0087 0.3319 0.5254 12049 0.5309 0.0166 1.5330 0.0000 0 0.0000 0.5309
I [12.17] 0.0088 0.3407 0.5300 12367 0.5303 0.0166 1.5495 0.0000 0 0.0000 0.5303
[12.33] 0.0088 0.3495 0.5345 12688 0.5306 0.0166 1.5661 0.0000 0 0.0000 0.5306
[12.50] 0.0089 0.3584 0.5390 13011 0.5316 0.0166 1.5826 0.0000 0 0.0000 0.5316
[12.67] 0.0090 0.3674 0.5434 13337 0.5332 0.0166 1.5992 0.0000 0 0.0000 0.5332
[12.83] 0.0072 0.3746 0.4333 13597 0.5258 0.0131 1.6123 0.0000 0 0.0000 0.5258
i [13.00) 0.0072 0.3818 0.4360 13859 0.5109 0.0131 1.6254 0.0000 0 0.0000 0.5109
[13.17] 0.0073 0.3890 0.4386 14122 0.4988 0.0131 1.6385 0.0000 0 0.0000 0.4988
[13.33] 0.0073 0.3963 0.4413 14386 0.4892 0.0131 1.6516 0.0000 0 0.0000 0.4892
[13.50] 0.0073 0.4037 0.4439 14653 0.4815 0.0131 1.6647 0.0000 0 0.0000 0.4815
[13.67] 0.0074 0.4110 0.4464 14921 0.4756 0.0131 1.6779 0.0000 0 0.0000 0.4756
III
[13.83] 0.0074 0.4185 0.4490 15190 0.4710 0.0131 1.6910 0.0000 0 0.0000 0.4710
[14.00] 0.0075 0.4259 0.4515 15461 0.4676 0.0131 1.7041 0.0000 0 0.0000 0.4676
[19.17J 0.0075 0.4334 0.4540 15733 0.4652 0.0131 1.7172 0.0000 0 0.0000 0.4652
[14.33] 0.0075 0.4410 0.4565 16007 0.4635 0.0131 1.7303 0.0000 0 0.0000 0.4635
[14.50] 0.0076 0.4486 0.4589 16283 0.4626 0.0131 1.7434 0.0000 0 0.0000 0.4626
[14.67] 0.0076 0.4562 0.4613 16559 0.4622 0.0131 1.7565 0.0000 0 0.0000 0.4622
[14.83] 0.0067 0.4629 0.4066 16803 0.4576 0.0115 1.7680 0.0000 0 0.0000 0.4576
[15.00] 0.0068 0.4697 0.4085 17048 0.4494 0.0115 1.7795 0.0000 0 0.0000 0.4494
[15.17] 0.0068 0.4764 0.4103 17295 0.4428 0.0115 1.7910 0.0000 0 0.0000 0.4428
[15.33] 0.0068 0.4832 0.4120 17542 0.4376 0.0115 1.8025 0.0000 0 0.0000 0.4376
I [15.50] 0.0068 0.4901 0.4138 17790 0.4336 0.0115 1.8140 0.0000 0 0.0000 0.4336
[15.67] 0.0069 0.4970 0.4156 18039 0.4305 0.0115 1.8255 0.0000 0 0.0000 0.4305
[15.83] 0.0069 0.5039 0.4173 18290 0.4282 0.0115 1.8370 0.0000 0 0.0000 0.4282 1
[16.00] 0.0069 0.5108 0.4190 18541 0.4265 0.0115 1.8485 0.0000 0 0.0000 0.4265
[16.17] 0.0070 0.5177 0.4207 18794 0.4254 0.0115 1.8600 0.0000 0 0.0000 0.4254
[16.33] 0.0070 0.5247 0.4224 19047 0.4248 0.0115 1.8715 0.0000 0 0.0000 0.4248
[16.50] 0.0070 0.5317 0.4241 19302 0.4245 0.0115 1.8830 0.0000 0 0.0000 0.4245
[16.67] 0.0070 0.5388 0.4257 19557 0.4246 0.0115 1.8945 0.0000 0 0.0000 0.4246
[16.83] 0.0061 0.5448 0.3674 19777 0.4200 0.0099 1.9044 0.0000 0 0.0000 0.4200
[17.00] 0.0057 0.5505 0.3429 19983 0.4094 0.0092 1.9136 0.0000 0 0.0000 0.4094
[17.17] 0.0057 0.5562 0.3439 20190 0.3986 0.0092 1.9228 0.0000 0 0.0000 0.3986
[17.33] 0.0057 0.5619 0.3450 20397 0.3897 0.0092 1.9320 0.0000 0 0.0000 0.3897
[17.50] 0.0057 0.5676 0.3460 20604 0.3824 0.0092 1.9412 0.0000 0 0.0000 0.3824
[17.67] 0.0057 0.5733 0.3470 20812 0.3765 0.0092 1.9504 0.0000 0 0.0000 0.3765
[17.83] 0.0058 0.5791 0.3480 21021 0.3718 0.0092 1.9596 0.0000 0 0.0000 0.3718
It [18.00] 0.0058 0.5849 0.3490 21230 0.3680 0.0092 1.9688 0.0000 0 0.0000 0.3680
[18.17] 0.0058 0.5906 0.3500 21440 0.3649 0.0092 1.9780 0.0000 0 0.0000 0.3649
[18.33] 0.0058 0.5964 0.3510 21651 0.3626 0.0092 1.9872 0.0000 0 0.0000 0.3626
[18.50] 0.0058 0.6023 0.3519 21862 0.3607 0.0092 1.9964 0.0000 0 0.0000 0.3607
I [18.67] 0.0058 0.6081 0.3529 22074 0.3594 0.0092 2.0056 0.0000 0 0.0000 0.3594
[18.83] 0.0058 0.6139 0.3539 22286 0.3584 0.0092 2.0148 0.0000 0 0.0000 0.3584
I PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
I Vtotal = 28702 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
1 = 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
1 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)
[19.00] 0.0059 0.6198 0.3548 22499 0.3577 0.0092 2.0240 0.0000 0 0.0000 0.3577
[19.17] 0.0059 0.6257 0.3558 22713 0.3573 0.0092 2.0332 0.0000 0 0.0000 0.3573
I [19.33] 0.0059 0.6316 0.3567 22927 0.3572 0.0092 2.0424 0.0000 0 0.0000 0.3572
[19.50] 0.0059 0.6375 0.3577 23141 0.3572 0.0092 2.0516 0.0000 0 0.0000 0.3572
[19.67] 0.0059 0.6434 0.3586 23356 0.3573 0.0092 2.0608 0.0000 0 0.0000 0.3573
[19.83] 0.0059 0.6494 0.3595 23572 0.3576 0.0092 2.0700 0.0000 0 0.0000 0.3576
I [20.00] 0.0060 0.6553 0.3604 23788 0.3580 0.0092 2.0792 0.0000 0 0.0000 0.3580
[20.17] 0.0060 0.6613 0.3613 24005 0.3585 0.0092 2.0884 0.0000 0 0.0000 0.3585
[20.33] 0.0060 0.6673 0.3622 24223 0.3590 0.0092 2.0976 0.0000 0 0.0000 0.3590
[20.50] 0.0060 0.6733 0.3631 24440 0.3596 0.0092 2.1068 0.0000 0 0.0000 0.3596
[20.67] 0.0060 0.6793 0.3640 24659 0.3603 0.0092 2.1160 0.0000 0 0.0000 0.3603
111 [20.83] 0.0060 0.6853 0.3649 24878 0.3610 0.0092 2.1252 0.0000 0 0.0000 0.3610
[21.00] 0.0060 0.6914 0.3658 25097 0.3617 0.0092 2.1344 0.0000 0 0.0000 0.3617
[21.17] 0.0061 0.6974 0.3667 25317 0.3624 0.0092 2.1436 0.0000 0 0.0000 0.3624
[21.33] 0.0061 0.7035 0.3675 25538 0.3632 0.0092 2.1528 0.0000 0 0.0000 0.3632
[21.50] 0.0061 0.7096 0.3684 25759 0.3640 0.0092 2.1620 0.0000 0 0.0000 0.3640
I [21.67] 0.0061 0.7157 0.3693 25980 0.3648 0.0092 2.1712 0.0000 0 0.0000 0.3648
[21.83] 0.0061 0.7218 0.3701 26202 0.3656 0.0092 2.1804 0.0000 0 0.0000 0.3656
[22.00] 0.0061 0.7280 0.3709 26425 0.3664 0.0092 2.1896 0.0000 0 0.0000 0.3664
[22.17] 0.0061 0.7341 0.3718 26648 0.3672 0.0092 2.1968 0.0000 0 0.0000 0.3672
[22.33] 0.0062 0.7403 0.3726 26872 0.3680 0.0092 2.2080 0.0000 0 0.0000 0.3680
I [22.50] 0.0062 0.7464 0.3734 27096 0.3688 0.0092 2.2172 0.0000 0 0.0000 0.3688
[22.67] 0.0062 0.7526 0.3743 27320 0.3697 0.0092 2.2264 0.0000 0 0.0000 0.3697
[22.83] 0.0062 0.7588 0.3751 27545 0.3705 0.0092 2.2356 0.0000 0 0.0000 0.3705
[23.00] 0.0062 0.7650 0.3759 27771 0.3713 0.0092 2.2448 0.0000 0 0.0000 0.3713
[23.17] 0.0062 0.7713 0.3767 27997 0.3721 0.0092 2.2540 0.0000 0 0.0000 0.3721
I [23.33] 0.0062 0.7775 0.3775 28223 0.3729 0.0092 2.2632 0.0000 0 0.0000 0.3729
[23.50] 0.0063 0.7838 0.3783 28450 0.3738 0.0092 2.2724 0.0000 0 0.0000 0.3738
(23.67] 0.0063 0.7900 0.3791 28678 0.3746 0.0092 2.2816 0.0000 0 0.0000 0.3746
[23.83] 0.0063 0.7963 0.3799 28906 0.3754 0.0092 2.2908 0.0000 0 0.0000 0.3754
[24.00] 0.0063 0.8026 0.3806 29134 0.3762 0.0092 2.3000 0.0000 0 0.0000 0.3762
I [24.17] 0.0000 0.8026 0.0000 29134 0.3457 0.0000 2.3000 0.0000 0 0.0000 0.3457
[29.33] 0.0000 0.8026 0.0000 29134 0.2890 0.0000 2.3000 0.0000 0 0.0000 0.2890
[24.50] 0.0000 0.8026 0.0000 29134 0.2416 0.0000 2.3000 0.0000 0 0.0000 0.2416
(24.67] 0.0000 0.8026 0.0000 29134 0.2020 0.0000 2.3000 0.0000 0 0.0000 0.2020
[29.83] 0.0000 0.8026 0.0000 29134 0.1689 0.0000 2.3000 0.0000 0 0.0000 0.1689
I [25.00] 0.0000 0.8026 0.0000 29134 0.1412 0.0000 2.3000 0.0000 0 0.0000 0.1412
0.8026 48.5569 2.3000 0.0000
I
I-
I
I
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
U
Vtotal = 52633 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0128 0.0000 0 0.0000 0.0000
I [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0256 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0384 0.0000 0 0.0000 0.0000
[0.67) 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0512 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0640 0.0000 0 0.0000 0.0000
I
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0768 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0896 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1024 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1152 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1280 0.0000 0 0.0000 0.0000
a - [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1440 0.0000 0 0.0000 0.0000
111 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1600 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1760 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1920 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.2080 0.0000 0 0.0000 0.0000
l
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.2240 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2432 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2624 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2816 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3008 0.0000 0 0.0000 0.0000
I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3200 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3392 0.0000 0 0.0000 0.0000
[3.83) 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.3616 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.3840 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4064 0.0000 0 0.0000 0.0000
I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4288 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4512 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0005 0 0.0000 0.0224 0.4736 0.0000 0 0.0000 0.0000
[4.83] 0.0004 0.0004 0.0235 14 0.0020 0.0262 0.4998 0.0000 0 0.0000 0.0020
[5.00] 0.0010 0.0013 0.0577 49 0.0083 0.0262 0.5261 0.0000 0 0.0000 0.0083
I [5.17] 0.0015 0.0028 0.0907 103 0.0191 0.0262 0.5523 0.0000 0 0.0000 0.0191
[5.33] 0.0020 0.0049 0.1227 177 0.0335 0.0262 0.5786 0.0000 0 0.0000 0.0335
[5.50] 0.0025 0.0074 0.1537 269 0.0506 0.0262 0.6048 0.0000 0 0.0000 0.0506
[5.67] 0.0030 0.0105 0.1837 379 0.0700 0.0262 0.6310 0.0000 0 0.0000 0.0700
[5.83] 0.0041 0.0146 0.2491 529 0.0940 0.0304 0.6614 0.0000 0 0.0000 0.0940
I [6.00] 0.0047 0.0193 0.2868 701 0.1225 0.0304 0.6918 0.0000 0 0.0000 0.1225
[6.17] 0.0053 0.0247 0.3231 895 0.1524 0.0304 0.7222 0.0000 0 0.0000 0.1524
[6.33] 0.0059 0.0306 0.3581 1110 0.1833 0.0304 0.7526 0.0000 0 0.0000 0.1833
[6.50] 0.0065 0.0370 0.3920 1345 0.2147 0.0304 0.7830 0.0000 0 0.0000 0.2147
[6.67] 0.0070 0.0441 0.4247 1600 0.2464 0.0304 0.8134 0.0000 0 0.0000 0.2464
I [6.83] 0.0107 0.0548 0.6475 1988 0.2939 0.0426 0.8560 0.0000 0 0.0000 0.2939
[7.00] 0.0117 0.0664 0.7066 2412 0.3567 0.0426 0.8986 0.0000 0 0.0000 0.3567
[7.17J 0.0126 0.0791 0.7630 2870 0.4187 0.0426 0.9411 0.0000 0 0.0000 0.4187
[7.33] 0.0185 0.0975 1.1181 3541 0.5043 0.0576 0.9987 0.0000 0 0.0000 0.5043
[7.50] 0.0200 0.1176 1.2110 4267 0.6125 0.0576 1.0563 0.0000 0 0.0000 0.6125
[7.67] 0.0417 0.1593 2.5225 5781 0.8181 0.1088 1.1651 0.0000 0 0.0000 0.8181
[7.83] 0.0756 0.2348 4.5712 8524 1.2654 0.1728 1.3379 0.0000 0 0.0000 1.2654
[8.00] 0.0416 0.2764 2.5166 10034 1.6390 0.0864 1.4243 0.0000 0 0.0000 1.6390
[8.17) 0.0290 0.3054 1.7552 11087 1.7204 0.0576 1.4819 0.0000 0 0.0000 1.7204
[8.33] 0.0222 0.3276 1.3447 11893 1.6925 0.0429 1.5248 0.0000 0 0.0000 1.6925
lir [8.50] 0.0227 0.3504 1.3758 12719 1.6380 0.0429 1.5677 0.0000 0 0.0000 1.6380
[8.67] 0.0232 0.3736 1.4058 13562 1.5975 0.0429 1.6106 0.0000 0 0.0000 1.5975
[8.83] 0.0155 0.3891 0.9390 14126 1.5278 0.0282 1.6387 0.0000 0 0.0000 1.5278
[9.00] 0.0157 0.4049 0.9511 14696 1.4323 0.0282 1.6669 0.0000 0 0.0000 1.4323
[9.17] 0.0159 0.4208 0.9630 15274 1.3544 0.0282 1.6950 0.0000 0 0.0000 1.3544
I [9.33] 0.0161 0.4369 0.9746 15859 1.2911 0.0282 1.7232 0.0000 0 0.0000 1.2911
I
I PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
Vtotal = 52633 Cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
1 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 Q1 Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0163 0.4532 0.9859 16450 1.2402 0.0282 1.7514 0.0000 0 0.0000 1.2402
[9.67] 0.0165 0.4697 0.9969 17049 1.1994 0.0282 1.7795 0.0000 0 0.0000 1.1994
[9.83] 0.0167 0.4863 1.0077 17653 1.1671 0.0282 1.8077 0.0000 0 0.0000 1.1671
[10.00] 0.0168 0.5031 1.0183 18264 1.1418 0.0282 1.8358 0.0000 0 0.0000 1.1418
[10.17] 0.0170 0.5202 1.0286 18881 1.1224 0.0282 1.8640 0.0000 0 0.0000 1.1224
[10.33] 0.0172 0.5373 1.0387 19505 1.1079 0.0282 1.8922 0.0000 0 0.0000 1.1079
[10.50] 0.0173 0.5547 1.0486 20134 1.0973 0.0282 1.9203 0.0000 0 0.0000 1.0973
[10.67] 0.0175 0.5721 1.0582 20769 1.0901 0.0262 1.9485 0.0000 0 0.0000 1.0901
[10.83] 0.0144 0.5866 0.8728 21292 1.0697 0.0230 1.9715 0.0000 0 0.0000 1.0697
[11.00] 0.0145 0.6011 0.8790 21820 1.0380 0.0230 1.9946 0.0000 0 0.0000 1.0380
[11.17] 0.0146 0.6157 0.8851 22351 1.0124 0.0230 2.0176 0.0000 0 0.0000 1.0124
[11.33] 0.0147 0.6305 0.8911 22886 0.9920 0.0230 2.0406 0.0000 0 0.0000 0.9920
[11.50] 0.0148 0.6453 0.8970 23424 0.9760 0.0230 2.0637 0.0000 0 0.0000 0.9760
[11.67] 0.0149 0.6602 0.9026 23966 0.9635 0.0230 2.0867 0.0000 0 0.0000 0.9635
[11.83] 0.0150 0.6752 0.9085 24511 0.9540 0.0230 2.1098 0.0000 0 0.0000 0.9540
[12.00] 0.0151 0.6903 0.9140 25059 0.9470 0.0230 2.1328 0.0000 0 0.0000 0.9470
1 [12.17] 0.0152 0.7055 0.9195 25611 0.9420 0.0230 2.1558 0.0000 0 0.0000 0.9420
[12.33] 0.0153 0.7208 0.9249 26166 0.9388 0.0230 2.1789 0.0000 0 0.0000 0.9388
[12.50] 0.0154 0.7362 0.9302 26724 0.9370 0.0230 2.2019 0.0000 0 0.0000 0.9370
[12.67] 0.0155 0.7517 0.9354 27285 0.9363 0.0230 2.2250 0.0000 0 0.0000 0.9363
[12.83] 0.0123 0.7640 0.7442 27732 0.9205 0.0182 2.2432 0.0000 0 0.0000 0.9205
i [13.00] 0.0124 0.7763 0.7473 28180 0.8918 0.0182 2.2614 0.0000 0 0.0000 0.8918
[13.17] 0.0124 0.7887 0.7505 28630 0.8684 0.0182 2.2797 0.0000 0 0.0000 0.8684
[13.33] 0.0125 0.8012 0.7536 29082 0.8493 0.0182 2.2979 0.0000 0 0.0000 0.8493
[13.50] 0.0125 0.8137 0.7566 29536 0.8339 0.0182 2.3162 0.0000 0 0.0000 0.8339
[13.67] 0.0126 0.8262 0.7596 29992 0.8214 0.0182 2.3344 0.0000 0 0.0000 0.8214
1 [13.83] 0.0126 0.8388 0.7626 30450 0.8116 0.0182 2.3526 0.0000 0 0.0000 0.8116
[14.00] 0.0127 0.8515 0.7655 30909 0.8038 0.0182 2.3709 0.0000 0 0.0000 0.8038
[19.17] 0.0127 0.8642 0.7684 31370 0.7977 0.0182 2.3891 0.0000 0 0.0000 0.7977
[14.33] 0.0127 0.8769 0.7712 31833 0.7932 0.0182 2.4074 0.0000 0 0.0000 0.7932
[14.50] 0.0128 0.8897 0.7741 32297 0.7898 0.0182 2.4256 0.0000 0 0.0000 0.7898
1 [14.67] 0.0128 0.9026 0.7768 32763 0.7874 0.0182 2.4438 0.0000 0 0.0000 0.7874
[14.83] 0.0113 0.9139 0.6837 33174 0.7781 0.0160 2.4598 0.0000 0 0.0000 0.7781
[15.00] 0.0113 0.9252 0.6858 33585 0.7628 0.0160 2.4758 0.0000 0 0.0000 0.7628
[15.17] 0.0114 0.9366 0.6879 33998 0.7503 0.0160 2.4918 0.0000 0 0.0000 0.7503
[15.33] 0.0114 0.9480 0.6899 34412 0.7403 0.0160 2.5078 0.0000 0 0.0000 0.7403
1 [15.50] 0.0114 0.9594 0.6919 34827 0.7322 0.0160 2.5238 0.0000 0 0.0000 0.7322
[15.67] 0.0115 0.9709 0.6939 35243 0.7257 0.0160 2.5398 0.0000 0 0.0000 0.7257
[15.83] 0.0115 0.9824 0.6959 35661 0.7207 0.0160 2.5558 0.0000 0 0.0000 0.7207
[16.00] 0.0115 0.9939 0.6979 36080 0.7168 0.0160 2.5718 0.0000 0 0.0000 0.7168
1 [16.17] 0.0116 1.0055 0.6998 36499 0.7138 0.0160 2.5878 0.0000 0 0.0000 0.7138
[16.33] 0.0116 1.0171 0.7017 36920 0.7117 0.0160 2.6038 0.0000 0 0.0000 0.7117
[16.50] 0.0116 1.0287 0.7036 37343 0.7102 0.0160 2.6198 0.0000 0 0.0000 0.7102
[16.67] 0.0117 1.0404 0.7055 37766 0.7093 0.0160 2.6358 0.0000 0 0.0000 0.7093
[16.83] 0.0101 1.0504 0.6082 38131 0.7007 0.0138 2.6496 0.0000 0 0.0000 0.7007
[17.00] 0.0094 1.0598 0.5670 38471 0.6822 0.0128 2.6624 0.0000 0 0.0000 0.6822
111 [17.17] 0.0094 1.0692 0.5682 38812 0.6634 0.0128 2.6752 0.0000 0 0.0000 0.6634
[17.33] 0.0094 1.0786 0.5693 39154 0.6479 0.0128 2.6880 0.0000 0 0.0000 0.6479
[17.50] 0.0094 1.0880 0.5705 39496 0.6351 0.0128 2.7008 0.0000 0 0.0000 0.6351
[17.67] 0.0094 1.0975 0.5716 39639 0.6246 0.0128 2.7136 0.0000 0 0.0000 0.6246
[17.83] 0.0095 1.1070 0.5727 40182 0.6160 0.0128 2.7264 0.0000 0 0.0000 0.6160
111- [18.00] 0.0095 1.1164 0.5738 40527 0.6090 0.0128 2.7392 0.0000 0 0.0000 0.6090
[18.17] 0.0095 1.1259 0.5750 40872 0.6033 0.0128 2.7520 0.0000 0 0.0000 0.6033
[18.33] 0.0095 1.1355 0.5761 41217 0.5988 0.0128 2.7648 0.0000 0 0.0000 0.5988
[18.50] 0.0095 1.1450 0.5771 41564 0.5951 0.0128 2.7776 0.0000 0 0.0000 0.5951
[18.67] 0.0096 1.1546 0.5782 41911 0.5923 0.0128 2.7904 0.0000 0 0.0000 0.5923
[18.83] 0.0096 1.1641 0.5793 42258 0.5901 0.0128 2.8032 0.0000 0 0.0000 0.5901
I
I
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
I Vtotal = 52633 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
=Runoff Curve Number, Cn =
10.0000 Ac = 0.0000 Ac
81 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
ICumulative 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)
[19.00] 0.0096 1.1737 0.5804 42606 0.5884 0.0128 2.8160 0.0000 0 0.0000 0.5884
I
[19.17] 0.0096 1.1833 0.5814 42955 0.5872 0.0128 2.8288 0.0000 0 0.0000 0.5872
[19.33] 0.0096 1.1930 0.5825 43305 0.5863 0.0128 2.8416 0.0000 0 0.0000 0.5863
[19.50] 0.0096 1.2026 0.5835 43655 0.5858 0.0128 2.8544 0.0000 0 0.0000 0.5858
[19.67] 0.0097 1.2123 0.5845 44006 0.5855 0.0128 2.8672 0.0000 0 0.0000 0.5855
[19.83] 0.0097 1.2220 0.5856 44357 0.5854 0.0128 2.8800 0.0000 0 0.0000 0.5854
[20.00] 0.0097 1.2316 0.5866 44709 0.5855 0.0128 2.8928 0.0000 0 0.0000 0.5855
[20.17] 0.0097 1.2414 0.5876 45061 0.5858 0.0128 2.9056 0.0000 0 0.0000 0.5858
[20.33] 0.0097 1.2511 0.5886 45414 0.5861 0.0128 2.9184 0.0000 0 0.0000 0.5861
[20.50] 0.0097 1.2608 0.5896 45768 0.5866 0.0128 2.9312 0.0000 0 0.0000 0.5866
[20.67] 0.0098 1.2706 0.5905 46123 0.5872 0.0128 2.9440 0.0000 0 0.0000 0.5872
a - [20.83] 0.0098 1.2804 0.5915 46477 0.5878 0.0128 2.9568 0.0000 0 0.0000 0.5878
II [21.00] 0.0098 1.2902 0.5925 46833 0.5885 0.0128 2.9696 0.0000 0 0.0000 0.5885
[21.17] 0.0098 1.3000 0.5934 47189 0.5892 0.0128 2.9824 0.0000 0 0.0000 0.5892
[21.33] 0.0098 1.309E 0.5944 47546 0.5900 0.0128 2.9952 0.0000 0 0.0000 0.5900
[21.50] 0.0098 1.3196 0.5953 47903 0.5908 0.0128 3.0080 0.0000 0 0.0000 0.5908
I [21.67] 0.0099 1.3295 0.5963 48261 0.5916 0.0128 3.0208 0.0000 0 0.0000 0.5916
0 0.0000
[21.83] 0.0099 1.3394 0.5972 48619 0.5925 0.0128 3.0336 0.0000 0.5925
[22.00] 0.0099 1.3493 0.5981 48978 0.5933 0.0128 3.0464 0.0000 0 0.0000 0.5933
[22.17] 0.0099 1.3592 0.5990 49337 0.5942 0.0128 3.0592 0.0000 0 0.0000 0.5942
[22.33] 0.0099 1.3691 0.5999 49697 0.5951 0.0128 3.0720 0.0000 0 0.0000 0.5951
I [22.50] 0.0099 1.3790 0.6008 50058 0.5959 0.0128 3.0848 0.0000 0 0.0000 0.5959
[22.67] 0.0099 1.3889 0.6017 50419 0.5968 0.0128 3.0976 0.0000 0 0.0000 0.5968
[22.83] 0.0100 1.3989 0.6026 50780 0.5977 0.0128 3.1104 0.0000 0 0.0000 0.5977
[23.00] 0.0100 1.4089 0.6035 51142 0.5986 0.0128 3.1232 0.0000 0 0.0000 0.5986
[23.17] 0.0100 1.4189 0.6044 51505 0.5995 0.0128 3.1360 0.0000 0 0.0000 0.5995
I [23.33] 0.0100 1.4289 0.6052 51868 0.6003 0.0128 3.1488 0.0000 0 0.0000 0.6003
[23.50] 0.0100 1.4389 0.6061 52232 0.6012 0.012E 3.1616 0.0000 0 0.0000 0.6012
[23.67] 0.0100 1.4489 0.6070 52596 0.6021 0.0128 3.1744 0.0000 0 0.0000 0.6021
[23.83] 0.0100 1.4590 0.6078 52961 0.6030 0.0128 3.1872 0.0000 0 0.0000 0.6030
[24.00] 0.0101 1.4690 0.6086 53326 0.6038 0.0128 3.2000 0.0000 0 0.0000 0.6038
I [24.17] 0.0000 1.4690 0.0000 53326 0.5547 0.0000 3.2000 0.0000 0 0.0000 0.5547
[24.33] 0.0000 1.4690 0.0000 53326 0.4638 0.0000 3.2000 0.0000 0 0.0000 0.4638
[24.50] 0.0000 1.4690 0.0000 53326 0.3878 0.0000 3.2000 0.0000 0 0.0000 0.3878
[24.67] 0.0000 1.4690 0.0000 53326 0.3242 0.0000 3.2000 0.0000 0 0.0000 0.3242
[24.83] 0.0000 1.4690 0.0000 53326 0.2710 0.0000 3.2000 0.0000 0 0.0000 0.2710
I [25.00] 0.0000 1.4690 0.0000 53326 0.2266 0.0000 3.2000 0.0000 0 0.0000 0.2266
1.4690 88.8766 3.2000 0.0000
I
I
I
I
1 _
' APPENDIX I
Subsection 5
1 Post-development runoff calculations for the design storms.
I
I
I
I
I
I
I
1
I
U
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
I
Vtotal = 11213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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 Or 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
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0060 0.0000 0 0.0000 0.0000
I [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0120 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0180 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0240 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0300 0.0000 0 0.0000 0.0000
I
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0360 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0420 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0480 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0540 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0060 0.0600 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0675 0.0000 0 0.0000 0.0000
I
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0750 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0825 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0900 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.0975 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0075 0.1050 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1140 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1230 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1320 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1410 0.0000 0 0.0000 0.0000
I
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1500 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.1590 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1695 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1800 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.1905 0.0000 0 0.0000 0.0000
I
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2010 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2115 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.2220 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2343 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2466 0.0000 0 0.0000 0.0000
I
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2589 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2712 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2835 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0123 0.2958 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3101 0.0000 0 0.0000 0.0000
I
[6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3243 0.0000 0 0.0000 0.0000
[6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3386 0.0000 0 0.0000 0.0000
[6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0143 0.3528 0.0000 0 0.0000 0.0000
(6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3671 0.0000 0 0.0000 0.0000
[6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0142 0.3813 0.0000 0 0.0000 0.0000
I [6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4013 0.0000 0 0.0000 0.0000
[7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0199 0.4212 0.0000 0 0.0000 0.0000
[7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.4412 0.0000 0 0.0000 0.0000
[7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4682 0.0000 0 0.0000 0.0000
[7.50] 0.0003 0.0003 0.0173 10 0.0014 0.0270 0.4952 0.0000 0 0.0000 0.0014 I
[7.67] 0.0022 0.0029 0.1309 89 0.0133 0.0510 0.5462 0.0000 0 0.0000 0.0133
[7.83] 0.0075 0.0100 0.4552 362 0.0592 0.0810 0.6272 0.0000 0 0.0000 0.0592
[8.00] 0.0055 0.0155 0.3338 562 0.1141 0.0405 0.6677 0.0000 0 0.0000 0.1141
[8.17] 0.0043 0.0198 0.2595 718 0.1441 0.0270 0.6947 0.0000 0 0.0000 0.1441
[8.33] 0.0035 0.0233 0.2118 845 0.1591 0.0201 0.7148 0.0000 0 0.0000 0.1591
[8.50] 0.0038 0.0270 0.2273 981 0.1690 0.0201 0.7349 0.0000 0 0.0000 0.1690
[8.67] 0.0040 0.0310 0.2424 1127 0.1798 0.0201 0.7550 0.0000 0 0.0000 0.1798
[8.83] 0.0028 0.0338 0.1672 1227 0.1839 0.0132 0.7682 0.0000 0 0.0000 0.1839
[9.00] 0.0029 0.0367 0.1735 1331 0.1817 0.0132 0.7814 0.0000 0 0.0000 0.1817
[9.17] 0.0030 0.0396 0.1797 1439 0.1808 0.0132 0.7946 0.0000 0 0.0000 0.1808
[9.33] 0.0031 0.0427 0.1858 1551 0.1811 0.0132 0.8078 0.0000 0 0.0000 0.1811
1
I
I PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
I
Vtotal = 11213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Co = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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
' 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] 0.0032 0.0459 0.1918 1666 0.1824 0.0132 0.8210 0.0000 0 0.0000 0.1824
[9.67] 0.0033 0.0492 0.1977 1784 0.1844 0.0132 0.8342 0.0000 0 0.0000 0.1844
[9.83] 0.0034 0.0525 0.2035 1906 0.1871 0.0132 0.8474 0.0000 0 0.0000 0.1871
[10.00] 0.0035 0.0560 0.2092 2032 0.1902 0.0132 0.8606 0.0000 0 0.0000 0.1902
[10.17] 0.0036 0.0595 0.2149 2161 0.1938 0.0132 0.8738 0.0000 0 0.0000 0.1938
[10.33] 0.0036 0.0632 0.2205 2293 0.1977 0.0132 0.8870 0.0000 0 0.0000 0.1977
I
[10.50] 0.0037 0.0669 0.2260 2429 0.2019 0.0132 0.9002 0.0000 0 0.0000 0.2019
[10.67] 0.0038 0.0707 0.2314 2567 0.2063 0.0132 0.9134 0.0000 0 0.0000 0.2063
[10.83] 0.0032 0.0739 0.1933 2683 0.2073 0.0108 0.9242 0.0000 0 0.0000 0.2073
[11.00] 0.0033 0.0772 0.1968 2802 0.2053 0.0108 0.9350 0.0000 0 0.0000 0.2053
[11.17] 0.0033 0.0805 0.2003 2922 0.2042 0.0108 0.9458 0.0000 0 0.0000 0.2042
II' [11.33] 0.0034 0.0839 0.2038 3044 0.2038 0.0108 0.9566 0.0000 0 0.0000 0.2038
[11.50] 0.0034 0.0873 0.2072 3168 0.2041 0.0108 0.9674 0.0000 0 0.0000 0.2041
[11.67] 0.0035 0.0908 0.2106 3295 0.2049 0.0108 0.9782 0.0000 0 0.0000 0.2049
[11.83] 0.0035 0.0943 0.2139 3423 0.2061 0.0108 0.9890 0.0000 0 0.0000 0.2061
[12.00] 0.0036 0.0979 0.2172 3553 0.2076 0.0108 0.9998 0.0000 0 0.0000 0.2076
I
[12.17] 0.0036 0.1015 0.2205 3686 0.2095 0.0108 1.0106 0.0000 0 0.0000 0.2095
[12.33] 0.0037 0.1052 0.2237 3820 0.2115 0.0108 1.0214 0.0000 0 0.0000 0.2115
[12.50] 0.0038 0.1090 0.2269 3956 0.2138 0.0108 1.0322 0.0000 0 0.0000 0.2138
[12.67] 0.0038 0.1128 0.2300 4094 0.2162 0.0108 1.0430 0.0000 0 0.0000 0.2162
[12.83] 0.0030 0.1158 0.1843 4205 0.2147 0.0085 1.0515 0.0000 0 0.0000 0.2147
I
[13.00] 0.0031 0.1189 0.1863 4316 0.2099 0.0086 1.0601 0.0000 0 0.0000 0.2099
[13.17] 0.0031 0.1220 0.1882 4429 0.2062 0.0086 1.0666 0.0000 0 0.0000 0.2062
[13.33] 0.0031 0.1252 0.1901 4543 0.2034 0.0086 1.0772 0.0000 0 0.0000 0.2034
[13.50] 0.0032 0.1283 0.1920 4658 0.2014 0.0085 1.0857 0.0000 0 0.0000 0.2014
[13.67] 0.0032 0.1315 0.1939 4775 0.2000 0.0086 1.0943 0.0000 0 0.0000 0.2000
I
[13.83] 0.0032 0.1348 0.1957 9892 0.1991 0.0086 1.1028 0.0000 0 0.0000 0.1991
[14.00] 0.0033 0.1380 0.1976 5011 0.1987 0.0086 1.1114 0.0000 0 0.0000 0.1987
[19.17] 0.0033 0.1413 0.1994 5130 0.1987 0.0085 1.1199 0.0000 0 0.0000 0.1987
[14.33] 0.0033 0.1447 0.2012 5251 0.1989 0.0086 1.1265 0.0000 0 0.0000 0.1989
[14.50] 0.0034 0.1480 0.2030 5373 0.1995 0.0086 1.1370 0.0000 0 0.0000 0.1995
I
[14.67] 0.0034 0.1514 0.2048 5496 0.2002 0.0085 1.1456 0.0000 0 0.0000 0.2002
[14.83] 0.0030 0.1544 0.1811 5604 0.1990 0.0075 1.1531 0.0000 0 0.0000 0.1990
[15.00] 0.0030 0.1574 0.1824 5714 0.1962 0.0075 1.1606 0.0000 0 0.0000 0.1962
[15.17] 0.0030 0.1604 0.1837 5824 0.1940 0.0075 1.1681 0.0000 0 0.0000 0.1940
I
[15.33] 0.0031 0.1635 0.1851 5935 0.1924 0.0075 1.1756 0.0000 0 0.0000 0.1924
[15.50] 0.0031 0.1666 0.1864 6047 0.1913 0.0075 1.1831 0.0000 0 0.0000 0.1913
[15.67] 0.0031 0.1697 0.1877 6160 0.1906 0.0075 1.1906 0.0000 0 0.0000 0.1906
[15.83] 0.0031 0.1728 0.1890 6273 0.1903 0.0075 1.1981 0.0000 0 0.0000 0.1903
[16.00] 0.0031 0.1760 0.1903 6387 0.1902 0.0075 1.2056 0.0000 0 0.0000 0.1902
[16.17] 0.0032 0.1791 0.1916 6502 0.1903 0.0075 1.2131 0.0000 0 0.0000 0.1903
[16.33] 0.0032 0.1823 0.1928 6618 0.1906 0.0075 1.2206 0.0000 0 0.0000 0.1906
[16.50] 0.0032 0.1855 0.1941 6734 0.1911 0.0075 1.2281 0.0000 0 0.0000 0.1911
[16.67] 0.0032 0.1887 0.1953 6851 0.1917 0.0075 1.2356 0.0000 0 0.0000 0.1917
[16.83] 0.0028 0.1915 0.1690 6953 0.1901 0.0065 1.2420 0.0000 0 0.0000 0.1901
[17.00J 0.0026 0.1941 0.1580 7048 0.1858 0.0060 1.2480 0.0000 0 0.0000 0.1858
III-
[17.17] 0.0026 0.1968 0.1588 7143 0.1813 0.0060 1.2540 0.0000 0 0.0000 0.1813
[17.33] 0.0026 0.1994 0.1596 7239 0.1777 0.0060 1.2600 0.0000 0 0.0000 0.1777
[17.50] 0.0027 0.2021 0.1604 7335 0.1748 0.0060 1.2660 0.0000 0 0.0000 0.1748
[17.67] 0.0027 0.2047 0.1611 7432 0.1725 0.0060 1.2720 0.0000 0 0.0000 0.1725
I [17.83] 0.0027 0.2074 0.1619 7529 0.1707 0.0060 1.2780 0.0000 0 0.0000 0.1707
[18.00] 0.0027 0.2101 0.1627 7626 0.1693 0.0060 1.2840 0.0000 0 0.0000 0.1693
[18.17] 0.0027 0.2128 0.1634 7724 0.1683 0.0060 1.2900 0.0000 0 0.0000 0.1683
[18.33] 0.0027 0.2155 0.1642 7823 0.1675 0.0060 1.2960 0.0000 0 0.0000 0.1675
[18.50] 0.0027 0.2182 0.1649 7922 0.1670 0.0060 1.3020 0.0000 0 0.0000 0.1670
I
[18.67] 0.0027 0.2210 0.1657 8021 0.1668 0.0060 1.3080 0.0000 0 0.0000 0.1668
[18.83] 0.0028 0.2237 0.1664 8121 0.1666 0.0060 1.3140 0.0000 0 0.0000 0.1666
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.2162 cfs
I Vtotal = 11213 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I = 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
ICumulative 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 Q1 Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0028 0.2265 0.1672 8221 0.1667 0.0060 1.3200 0.0000 0 0.0000 0.1667
[19.17] 0.0028 0.2293 0.1679 8322 0.1668 0.0060 1.3260 0.0000 0 0.0000 0.1668
I [19.33] 0.0028 0.2320 0.1686 8423 0.1670 0.0060 1.3320 0.0000 0 0.0000 0.1670
[19.50] 0.0028 0.2348 0.1694 8525 0.1674 0.0060 1.3380 0.0000 0 0.0000 0.1674
[19.67] 0.0028 0.2377 0.1701 8627 0.1678 0.0060 1.3440 0.0000 0 0.0000 0.1678
[19.83] 0.0028 0.2405 0.1708 8729 0.1682 0.0060 1.3500 0.0000 0 0.0000 0.1682
I . [20.00] 0.0028 0.2433 0.1715 8832 0.1687 0.0060 1.3560 0.0000 0 0.0000 0.1687
[20.17] 0.0028 0.2462 0.1722 8936 0.1692 0.0060 1.3620 0.0000 0 0.0000 0.1692
• [20.33] 0.0029 0.2490 0.1729 9039 0.1697 0.0060 1.3680 0.0000 0 0.0000 0.1697
[20.50] 0.0029 0.2519 0.1736 9144 0.1703 0.0060 1.3740 0.0000 0 0.0000 0.1703
[20.67] 0.0029 0.2548 0.1743 9248 0.1709 0.0060 1.3800 0.0000 0 0.0000 0.1709
I
[20.83] 0.0029 0.2577 0.1750 9353 0.1715 0.0060 1.3860 0.0000 0 0.0000 0.1715
[21.00] 0.0029 0.2606 0.1757 9459 0.1722 0.0060 1.3920 0.0000 0 0.0000 0.1722
[21.17] 0.0029 0.2635 0.1764 9564 0.1728 0.0060 1.3980 0.0000 0 0.0000 0.1728
[21.33] 0.0029 0.2664 0.1771 9671 0.1734 0.0060 1.4040 0.0000 0 0.0000 0.1734
[21.50] 0.0029 0.2693 0.1777 9777 0.1741 0.0060 1.4100 0.0000 0 0.0000 0.1741
I [21.67] 0.0029 0.2723 0.1784 9884 0.1747 0.0060 1.4160 0.0000 0 0.0000 0.1747
[21.83] 0.0030 0.2753 0.1791 9992 0.1754 0.0060 1.4220 0.0000 0 0.0000 0.1754
[22.00] 0.0030 0.2782 0.1798 10100 0.1761 0.0060 1.4280 0.0000 0 0.0000 0.1761
[22.17] 0.0030 0.2812 0.1804 10208 0.1767 0.0060 1.4340 0.0000 0 0.0000 0.1767
[22.33] 0.0030 0.2842 0.1811 10317 0.1774 0.0060 1.4400 0.0000 0 0.0000 0.1774
I [22.50] 0.0030 0.2872 0.1817 10426 0.1780 0.0060 1.4460 0.0000 0 0.0000 0.1780
[22.67] 0.0030 0.2902 0.1824 10535 0.1787 0.0060 1.4520 0.0000 0 0.0000 0.1787
[22.83] 0.0030 0.2932 0.1830 10645 0.1794 0.0060 1.4580 0.0000 0 0.0000 0.1794
[23.00] 0.0030 0.2963 0.1837 10755 0.1800 0.0060 1.4640 0.0000 0 0.0000 0.1800
[23.17] 0.0030 0.2993 0.1843 10866 0.1807 0.0060 1.4700 0.0000 0 0.0000 0.1807
I [23.33] 0.0031 0.3024 0.1850 10977 0.1813 0.0060 1.4760 0.0000 0 0.0000 0.1813
[23.50] 0.0031 0.3055 0.1856 11088 0.1820 0.0060 1.4820 0.0000 0 0.0000 0.1820
(23.67] 0.0031 0.3085 0.1862 11200 0.1826 0.0060 1.4880 0.0000 0 0.0000 0.1826
[23.83] 0.0031 0.3116 0.1869 11312 0.1833 0.0060 1.4940 0.0000 0 0.0000 0.1833
[24.00] 0.0031 0.3147 0.1875 11425 0.1839 0.0060 1.5000 0.0000 0 0.0000 0.1839
I [24.17] 0.0000 0.3147 0.0000 11425 0.1691 0.0000 1.5000 0.0000 0 0.0000 0.1691
[29.33] 0.0000 0.3147 0.0000 11425 0.1414 0.0000 1.5000 0.0000 0 0.0000 0.1414
[24.50] 0.0000 0.3147 0.0000 11425 0.1182 0.0000 1.5000 0.0000 0 0.0000 0.1182
[24.67] 0.0000 0.3147 0.0000 11425 0.0988 0.0000 1.5000 0.0000 0 0.0000 0.0988
[24.83] 0.0000 0.3147 0.0000 11425 0.0826 0.0000 1.5000 0.0000 0 0.0000 0.0826
I [25.00] 0.0000 0.3147 0.0000 11425 0.0691 0.0000 1.5000 0.0000 0 0.0000 0.0691
0.3147 19.0408 max = 0.2162 1.5000 0.0000 max = 0.0000 0.2162
I
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
Vtotal = 28702 Cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sy ft Impervious Area = 0 sq ft
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0092 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0189 0.0000 0 0.0000 0.0000
[O.50] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0276 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0368 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0460 0.0000 0 0.0000 0.0000
I
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0552 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0644 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0736 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0828 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0092 0.0920 0.0000 0 0.0000 0.0000
I
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1035 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1150 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1265 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1380 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1495 0.0000 0 0.0000 0.0000
I
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1610 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.1748 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.1886 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2024 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2162 0.0000 0 0.0000 0.0000
I
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2300 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0138 0.2438 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2599 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2760 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.2921 0.0000 0 0.0000 0.0000
I
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3062 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3243 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0161 0.3404 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3593 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3781 0.0000 0 0.0000 0.0000
I
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.3970 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4158 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4347 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0189 0.4536 0.0000 0 0.0000 0.0000
[5.83] 0.0000 0.0000 0.0010 1 0.0001 0.0218 0.4754 0.0000 0 0.0000 0.0001
[6.00] 0.0003 0.0003 0.0191 12 0.0017 0.0218 0.4973 0.0000 0 0.0000 0.0017
[6.17] 0.0007 0.0010 0.0429 38 0.0065 0.0219 0.5191 0.0000 0 0.0000 0.0065
[6.33] 0.0011 0.0021 0.0660 77 0.0144 0.0219 0.5410 0.0000 0 0.0000 0.0144
[6.50] 0.0015 0.0036 0.0885 131 0.0247 0.0218 0.5628 0.0000 0 0.0000 0.0247
I
[6.67] 0.0018 0.0054 0.1104 197 0.0370 0.0219 0.5847 0.0000 0 0.0000 0.0370
[6.83] 0.0031 0.0086 0.1903 311 0.0555 0.0306 0.6153 0.0000 0 0.0000 0.0555
[7.00] 0.0038 0.0124 0.2306 449 0.0809 0.0306 0.6458 0.0000 0 0.0000 0.0809
[7.17] 0.0045 0.0168 0.2694 611 0.1087 0.0306 0.6764 0.0000 0 0.0000 0.1087
[7.33] 0.0070 0.0238 0.4240 865 0.1477 0.0414 0.7178 0.0000 0 0.0000 0.1477
[7.50] 0.0081 0.0319 0.4893 1159 0.1983 0.0414 0.7592 0.0000 0 0.0000 0.1983
III-
[7.67] 0.0181 0.0500 1.0921 1814 0.2954 0.0782 0.8374 0.0000 0 0.0000 0.2954
[7.83] 0.0355 0.0855 2.1466 3102 0.5125 0.1242 0.9616 0.0000 0 0.0000 0.5125
[8.00] 0.0206 0.1061 1.2457 3850 0.7065 0.0621 1.0237 0.0000 0 0.0000 0.7065
[8.17] 0.0147 0.1208 0.8894 4383 0.7657 0.0414 1.0651 0.0000 0 0.0000 0.7657
I
[8.33] 0.0114 0.1322 0.6913 4798 0.7697 0.0308 1.0960 0.0000 0 0.0000 0.7697
[8.50] 0.0118 0.1440 0.7154 5227 0.7589 0.0308 1.1268 0.0000 0 0.0000 0.7589
[8.67] 0.0122 0.1562 0.7387 5671 0.7536 0.0308 1.1576 0.0000 0 0.0000 0.7536
[8.83] 0.0082 0.1644 0.4975 5969 0.7314 0.0202 1.1778 0.0000 0 0.0000 0.7314
[9.00] 0.0084 0.1728 0.5071 6273 0.6939 0.0202 1.1981 0.0000 0 0.0000 0.6939
I
[9.17] 0.0085 0.1814 0.5165 6583 0.6640 0.0202 1.2183 0.0000 0 0.0000 0.6640
[9.33] 0.0087 0.1900 0.5257 6899 0.6406 0.0202 1.2386 0.0000 0 0.0000 0.6906
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
I
Vtotal = 28702 Cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sy ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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 Of R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0088 0.1989 0.5347 7219 0.6225 0.0202 1.2588 0.0000 0 0.0000 0.6225
[9.67] 0.0090 0.2079 0.5435 7545 0.6088 0.0202 1.2790 0.0000 0 0.0000 0.6088
[9.83] 0.0091 0.2170 0.5522 7877 0.5988 0.0202 1.2993 0.0000 0 0.0000 0.5988
[10.00] 0.0093 0.2263 0.5607 8213 0.5919 0.0202 1.3195 0.0000 0 0.0000 0.5919
[10.17] 0.0099 0.2357 0.5691 8555 0.5875 0.0202 1.3398 0.0000 0 0.0000 0.5875[10.33] 0.0095 0.2452 0.5773 8901 0.5851 0.0202 1.3600 0.0000 0 0.0000 0.5851
111
[10.50] 0.0097 0.2549 0.5853 9252 0.5845 0.0202 1.3802 0.0000 0 0.0000 0.5845
[10.67] 0.0098 0.2647 0.5932 9608 0.5853 0.0202 1.4005 0.0000 0 0.0000 0.5853
[10.83] 0.0061 0.2728 0.4911 9903 0.5782 0.0166 1.4170 0.0000 0 0.0000 0.5782
[11.00] 0.0082 0.2810 0.4962 10201 0.5644 0.0166 1.4336 0.0000 0 0.0000 0.5644[11.17] 0.0083 0.2893 0.5013 10501 0.5536 0.0166 1.4502 0.0000 0 0.0000 0.5536
' [11.33] 0.0084 0.2977 0.5062 10805 0.5454 0.0166 1.4667 0.0000 0 0.0000 0.5454
[11.50] 0.0084 0.3061 0.5111 11112 0.5394 0.0166 1.4833 0.0000 0 0.0000 0.5394
[11.67] 0.0085 0.3146 0.5159 11421 0.5352 0.0166 1.4998 0.0000 0 0.0000 0.5352[11.83] 0.0086 0.3232 0.5207 11734 0.5324 0.0166 1.5164 0.0000 0 0.0000 0.5324
[12.00] 0.0087 0.3319 0.5254 12049 0.5309 0.0166 1.5330 0.0000 0 0.0000 0.5309
[12.17] 0.0088 0.3407 0.5300 12367 0.5303 0.0166 1.5495. 0.0000 0 0.0000 0.5303
0 0.0000 0.5306
[12.33] 0.0088 0.3495 0.5345 12688 0.5306 0.0166 1.5661 0.0000
[12.50] 0.0069 0.3584 0.5390 13011 0.5316 0.0166 1.5826 0.0000 0 0.0000 0.5316
[12.67] 0.0090 0.3674 0.5434 13337 0.5332 0.0166 1.5992 0.0000 0 0.0000 0.5332
[12.83] 0.0072 0.3746 0.4333 13597 0.5258 0.0131 1.6123 0.0000 0 0.0000 0.5258
I
[13.00] 0.0072 0.3818 0.4360 13859 0.5109 0.0131 1.6254 0.0000 0 0.0000 0.5109
[13.17] 0.0073 0.3890 0.4386 14122 0.4988 0.0131 1.6385 0.0000 0 0.0000 0.4988
[13.33] 0.0073 0.3963 0.4413 14386 0.4892 0.0131 1.6516 0.0000 0 0.0000 0.4892[13.50] 0.0073 0.4037 0.4439 14653 0.4815 0.0131 1.6647 0.0000 0 0.0000 0.4815
[13.67] 0.0074 0.4110 0.4464 14921 0.4756 0.0131 1.6779 0.0000 0 0.0000 0.4756
I
[13.83] 0.0074 0.4185 0.4490 15190 0.4710 0.0131 1.6910 0.0000 0 0.0000 0.4710
[19.00] 0.0075 0.4259 0.4515 15461 0.4676 0.0131 1.7041 0.0000 0 0.0000 0.4676
[14.17] 0.0075 0.4334 0.4540 15733 0.4652 0.0131 1.7172 0.0000 0 0.0000 0.4652[14.33] 0.0075 0.4410 0.4565 16007 0.4635 0.0131 1.7303 0.0000 0 0.0000 0.4635
[14.50] 0.0076 0.4486 0.4589 16283 0.4626 0.0131 1.7434 0.0000 0 0.0000 0.4626
I
[14.67] 0.0076 0.4562 0.4613 16559 0.4622 0.0131 1.7565 0.0000 0 0.0000 0.4622
[14.83] 0.0067 0.4629 0.4066 16803 0.4576 0.0115 1.7680 0.0000 0 0.0000 0.4576
[15.00] 0.0068 0.4697 0.4085 17048 0.4494 0.0115 1.7795 0.0000 0 0.0000 0.4494[15.17] 0.0068 0.4764 0.4103 17295 0.4428 0.0115 1.7910 0.0000 0 0.0000 0.4428
[15.33] 0.0068 0.4832 0.4120 17542 0.4376 0.0115 1.8025 0.0000 0 0.0000 0.4376
[15.50] 0.0068 0.4901 0.4138 17790 0.4336 0.0115 1.8140 0.0000 0 0.0000 0.4336
[15.67] 0.0069 0.4970 0.4156 18039 0.4305 0.0115 1.8255 0.0000 0 0.0000 0.4305
[15.83] 0.0069 0.5039 0.4173 18290 0.4282 0.0115 1.8370 0.0000 0 0.0000 0.4282[16.00] 0.0069 0.5108 0.4190 18541 0.4265 0.0115 1.8485 0.0000 0 0.0000 0.4265
I
[16.17] 0.0070 0.5177 0.4207 18794 0.4254 0.0115 1.8600 0.0000 0 0.0000 0.4254
[16.33] 0.0070 0.5247 0.4224 19047 0.4248 0.0115 1.8715 0.0000 0 0.0000 0.4248
[16.50] 0.0070 0.5317 0.4241 19302 0.4245 0.0115 1.8830 0.0000 0 0.0000 0.4245
[16.67] 0.0070 0.5388 0.4257 19557 0.4246 0.0115 1.8945 0.0000 0 0.0000 0.4246[16.83] 0.0061 0.5448 0.3674 19777 0.4200 0.0099 1.9044 0.0000 0 0.0000 0.4200
[17.00] 0.0057 0.5505 0.3429 19983 0.4094 0.0092 1.9136 0.0000 0 0.0000 0.4094
111. [17.17] 0.0057 0.5562 0.3439 20190 0.3986 0.0092 1.9228 0.0000 0 0.0000 0.3986
[17.33] 0.0057 0.5619 0.3450 20397 0.3897 0.0092 1.9320 0.0000 0 0.0000 0.3897
[17.50] 0.0057 0.5676 0.3460 20604 0.3824 0.0092 1.9412 0.0000 0 0.0000 0.3824[17.67] 0.0057 0.5733 0.3470 20812 0.3765 0.0092 1.9504 0.0000 0 0.0000 0.3765
[17.83] 0.0058 0.5791 0.3480 21021 0.3718 0.0092 1.9596 0.0000 0 0.0000 0.3718
[18.00] 0.0058 0.5849 0.3490 21230 0.3680 0.0092 1.9688 0.0000 0 0.0000 0.3680
[18.17] 0.0058 0.5906 0.3500 21440 0.3649 0.0092 1.9780 0.0000 0 0.0000 0.3649[18.33] 0.0058 0.5964 0.3510 21651 0.3626 0.0092 1.9872 0.0000 0 0.0000 0.3626
[18.50] 0.0058 0.6023 0.3519 21862 0.3607 0.0092 1.9964 0.0000 0 0.0000 0.3607
I
[18.67] 0.0058 0.6081 0.3529 22074 0.3594 0.0092 2.0056 0.0000 0 0.0000 0.3594
[18.83] 0.0058 0.6139 0.3539 22286 0.3584 0.0092 2.0148 0.0000 0 0.0000 0.3584
I .
I PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
10 yr storm (A) Qpeak = 0.7697 cfs
I Vtotal = 28702 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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)
[19.00] 0.0059 0.6198 0.3548 22499 0.3577 0.0092 2.0240 0.0000 0 0.0000 0.3577
I
[19.17] 0.0059 0.6257 0.3558 22713 0.3573 0.0092 2.0332 0.0000 0 0.0000 0.3573
[19.33] 0.0059 0.6316 0.3567 22927 0.3572 0.0092 2.0424 0.0000 0 0.0000 0.3572
[19.50] 0.0059 0.6375 0.3577 23141 0.3572 0.0092 2.0516 0.0000 0 0.0000 0.3572
[19.67] 0.0059 0.6434 0.3586 23356 0.3573 0.0092 2.0608 0.0000 0 0.0000 0.3573
[19.83] 0.0059 0.6494 0.3595 23572 0.3576 0.0092 2.0700 0.0000 0 0.0000 0.3576
I
[20.00] 0.0060 0.6553 0.3604 23788 0.3580 0.0092 2.0792 0.0000 0 0.0000 0.3580
[20.17] 0.0060 0.6613 0.3613 24005 0.3585 0.0092 2.0884 0.0000 0 0.0000 0.3585
[20.33] 0.0060 0.6673 0.3622 24223 0.3590 0.0092 2.0976 0.0000 0 0.0000 0.3590
[20.50] 0.0060 0.6733 0.3631 24440 0.3596 0.0092 2.1068 0.0000 0 0.0000 0.3596
[20.67] 0.0060 0.6793 0.3640 24659 0.3603 0.0092 2.1160 0.0000 0 0.0000 0.3603
l
[20.83] 0.0060 0.6853 0.3649 24878 0.3610 0.0092 2.1252 0.0000 0 0.0000 0.3610
[21.00] 0.0060 0.6914 0.3658 25097 0.3617 0.0092 2.1344 0.0000 0 0.0000 0.3617
[21.17] 0.0061 0.6974 0.3667 25317 0.3624 0.0092 2.1436 0.0000 0 0.0000 0.3624
[21.33] 0.0061 0.7035 0.3675 25538 0.3632 0.0092 2.1528 0.0000 0 0.0000 0.3632
[21.50] 0.0061 0.7096 0.3684 25759 0.3640 0.0092 2.1620 0.0000 0 0.0000 0.3640
I [21.67] 0.0061 0.7157 0.3693 25980 0.3648 0.0092 2.1712 0.0000 0 0.0000 0.3648
[21.83] 0.0061 0.7218 0.3701 26202 0.3656 0.0092 2.1804 0.0000 0 0.0000 0.3656
[22.00] 0.0061 0.7280 0.3709 26425 0.3664 0.0092 2.1896 0.0000 0 0.0000 0.3664
[22.17] 0.0061 0.7341 0.3718 26648 0.3672 0.0092 2.1988 0.0000 0 0.0000 0.3672
[22.33] 0.0062 0.7403 0.3726 26872 0.3680 0.0092 2.2080 0.0000 0 0.0000 0.3680
I [22.50] 0.0062 0.7464 0.3734 27096 0.3688 0.0092 2.2172 0.0000 0 0.0000 0.3688
[22.67] 0.0062 0.7526 0.3743 27320 0.3697 0.0092 2.2264 0.0000 0 0.0000 0.3697
[22.83] 0.0062 0.7588 0.3751 27545 0.3705 0.0092 2.2356 0.0000 0 0.0000 0.3705
[23.00] 0.0062 0.7650 0.3759 27771 0.3713 0.0092 2.2448 0.0000 0 0.0000 0.3713
[23.17] 0.0062 0.7713 0.3767 27997 0.3721 0.0092 2.2540 0.0000 0 0.0000 0.3721
I [23.33] 0.0062 0.7775 0.3775 28223 0.3729 0.0092 2.2632 0.0000 0 0.0000 0.3729
[23.50] 0.0063 0.7838 0.3783 28450 0.3738 0.0092 2.2724 0.0000 0 0.0000 0.3738
[23.67] 0.0063 0.7900 0.3791 28678 0.3746 0.0092 2.2816 0.0000 0 0.0000 0.3746
[23.83] 0.0063 0.7963 0.3799 28906 0.3754 0.0092 2.2908 0.0000 0 0.0000 0.3754
[24.00] 0.0063 0.8026 0.3806 29134 0.3762 0.0092 2.3000 0.0000 0 0.0000 0.3762
1 [24.17] 0.0000 0.8026 0.0000 29134 0.3457 0.0000 2.3000 0.0000 0 0.0000 0.3457
[24.33] 0.0000 0.8026 0.0000 29134 0.2890 0.0000 2.3000 0.0000 0 0.0000 0.2890
[24.50] 0.0000 0.8026 0.0000 29134 0.2416 0.0000 2.3000 0.0000 0 0.0000 0.2416
[24.67] 0.0000 0.8026 0.0000 29134 0.2020 0.0000 2.3000 0.0000 0 0.0000 0.2020
I
[24.83] 0.0000 0.8026 0.0000 29134 0.1689 0.0000 2.3000 0.0000 0 0.0000 0.1689
[25.00] 0.0000 0.8026 0.0000 29134 0.1412 0.0000 2.3000 0.0000 0 0.0000 0.1412
0.8026 48.5569 max = 0.7697 2.3000 0.0000 max = 0.0000 0.7697
I
I ,
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
I
Vtotal = 52633 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
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)
[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 0.0128 0.0128 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0256 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0384 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0512 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0640 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.0768 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.012E 0.0896 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1024 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1152 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0128 0.1280 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1440 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1600 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1760 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1920 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.2080 0.0000 0 0.0000 0.0000
' [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.2240 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2432 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2624 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.2816 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3008 0.0000 0 0.0000 0.0000
I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3200 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.3392 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.3616 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.3840 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4064 0.0000 0 0.0000 0.0000
111 [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4288 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0224 0.4512 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0005 0 0.0000 0.0224 0.4736 0.0000 0 0.0000 0.0000
[4.83] 0.0004 0.0004 0.0235 14 0.0020 0.0262 0.4998 0.0000 0 0.0000 0.0020
[5.00] 0.0010 0.0013 0.0577 49 0.0083 0.0262 0.5261 0.0000 0 0.0000 0.0083
1 [5.17] 0.0015 0.0028 0.0907 103 0.0191 0.0262 0.5523 0.0000 0 0.0000 0.0191
[5.33] 0.0020 0.0049 0.1227 177 0.0335 0.0262 0.5786 0.0000 0 0.0000 0.0335
[5.50] 0.0025 0.0074 0.1537 269 0.0506 0.0262 0.6048 0.0000 0 0.0000 0.0506
[5.67] 0.0030 0.0105 0.1837 379 0.0700 0.0262 0.6310 0.0000 0 0.0000 0.0700
I
[5.83] 0.0041 0.0146 0.2491 529 0.0940 0.0304 0.6614 0.0000 0 0.0000 0.0940
[6.00] 0.0047 0.0193 0.2868 701 0.1225 0.0304 0.6918 0.0000 0 0.0000 0.1225
[6.17] 0.0053 0.0247 0.3231 895 0.1524 0.0304 0.7222 0.0000 0 0.0000 0.1524
[6.33] 0.0059 0.0306 0.3581 1110 0.1833 0.0304 0.7526 0.0000 0 0.0000 0.1833
[6.50] 0.0065 0.0370 0.3920 1345 0.2147 0.0304 0.7830 0.0000 0 0.0000 0.2147
I
[6.67] 0.0070 0.0441 0.4247 1600 0.2464 0.0304 0.8134 0.0000 0 0.0000 0.2464
[6.83] 0.0107 0.0548 0.6475 1988 0.2939 0.0426 0.8560 0.0000 0 0.0000 0.2939
[7.00] 0.0117 0.0664 0.7066 2412 0.3567 0.0426 0.8986 0.0000 0 0.0000 0.3567
[7.17] 0.0126 0.0791 0.7630 2870 0.4187 0.0426 0.9411 0.0000 0 0.0000 0.4187
[7.33] 0.0185 0.0975 1.1181 3541 0.5043 0.0576 0.9987 0.0000 0 0.0000 0.5043
[7.50] 0.0200 0.1176 1.2110 4267 0.6125 0.0576 1.0563 0.0000 0 0.0000 0.6125
II [7.67] 0.0417 0.1593 2.5225 5781 0.8181 0.1088 1.1651 0.0000 0 0.0000 0.8181
[7.83] 0.0756 0.2348 4.5712 8524 1.2654 0.1728 1.3379 0.0000 0 0.0000 1.2654
[8.00] 0.0416 0.2764 2.5166 10034 1.6390 0.0864 1.4243 0.0000 0 0.0000 1.6390
[8.17] 0.0290 0.3054 1.7552 11087 1.7204 0.0576 1.4819 0.0000 0 0.0000 1.7204
I
[8.33] 0.0222 0.3276 1.3447 11893 1.6925 0.0429 1.5248 0.0000 0 0.0000 1.6925
[8.50] 0.0227 0.3504 1.3758 12719 1.6380 0.0429 1.5677 0.0000 0 0.0000 1.6380
[8.67] 0.0232 0.3736 1.4058 13562 1.5975 0.0429 1.6106 0.0000 0 0.0000 1.5975
[8.83] 0.0155 0.3891 0.9390 14126 1.5278 0.0282 1.6387 0.0000 0 0.0000 1.5278
[9.00] 0.0157 0.4049 0.9511 14696 1.4323 0.0282 1.6669 0.0000 0 0.0000 1.4323
[9.17] 0.0159 0.4208 0.9630 15274 1.3544 0.0282 1.6950 0.0000 0 0.0000 1.3544
[9.33] 0.0161 0.4369 0.9746 15859 1.2911 0.0282 1.7232 0.0000 0 0.0000 1.2911
1 .
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
Vtotal = 52633 Cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc = 56 min Time of Concentrat'n, Tc = 56 min
Pot'1 Max Nat'l Det'n, S = 2.3457 in Pot'1 Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
1 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 Q1 Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0163 0.4532 0.9859 16450 1.2402 0.0282 1.7514 0.0000 0 0.0000 1.2402
[9.67] 0.0165 0.4697 0.9969 17049 1.1994 0.0282 1.7795 0.0000 0 0.0000 1.1994
I
[9.83] 0.0167 0.4863 1.0077 17653 1.1671 0.0282 1.8077 0.0000 0 0.0000 1.1671
[10.00] 0.0168 0.5031 1.0183 18264 1.1418 0.0282 1.8358 0.0000 0 0.0000 1.1418
[10.17] 0.0170 0.5202 1.0286 18881 1.1224 0.0282 1.8640 0.0000 0 0.0000 1.1224
[10.33] 0.0172 0.5373 1.0387 19505 1.1079 0.0282 1.8922 0.0000 0 0.0000 1.1079
I
[10.50] 0.0173 0.5547 1.0486 20134 1.0973 0.0282 1.9203 0.0000 0 0.0000 1.0973
[10.67] 0.0175 0.5721 1.0582 20769 1.0901 0.0282 1.9485 0.0000 0 0.0000 1.0901
[10.83] 0.0144 0.5866 0.8728 21292 1.0697 0.0230 1.9715 0.0000 0 0.0000 1.0697
[11.00] 0.0145 0.6011 0.8790 21820 1.0380 0.0230 1.9946 0.0000 0 0.0000 1.0380
[11.17] 0.0146 0.6157 0.8851 22351 1.0124 0.0230 2.0176 0.0000 0 0.0000 1.0124
[11.33] 0.0147 0.6305 0.8911 22886 0.9920 0.0230 2.0406 0.0000 0 0.0000 0.9920
[11.50] 0.0148 0.6453 0.8970 23424 0.9760 0.0230 2.0637 0.0000 0 0.0000 0.9760
[11.67] 0.0149 0.6602 0.9028 23966 0.9635 0.0230 2.0867 0.0000 0 0.0000 0.9635
[11.83] 0.0150 0.6752 0.9085 24511 0.9540 0.0230 2.1098 0.0000 0 0.0000 0.9540
[12.00] 0.0151 0.6903 0.9140 25059 0.9470 0.0230 2.1328 0.0000 0 0.0000 0.9470
[12.17] 0.0152 0.7055 0.9195 25611 0.9420 0.0230 2.1558 0.0000 0 0.0000 0.9420
[12.33] 0.0153 0.7208 0.9249 26166 0.9388 0.0230 2.1789 0.0000 0 0.0000 0.9388
[12.50] 0.0154 0.7362 0.9302 26724 0.9370 0.0230 2.2019 0.0000 0 0.0000 0.9370
[12.67] 0.0155 0.7517 0.9354 27285 0.9363 0.0230 2.2250 0.0000 0 0.0000 0.9363
[12.83] 0.0123 0.7640 0.7442 27732 0.9205 0.0182 2.2432 0.0000 0 0.0000 0.9205
' [13.00] 0.0124 0.7763 0.7473 28180 0.8918 0.0182 2.2614 0.0000 0 0.0000 0.8918
[13.17] 0.0124 0.7887 0.7505 28630 0.8684 0.0182 2.2797 0.0000 0 0.0000 0.8684
[13.33] 0.0125 0.8012 0.7536 29082 0.8493 0.0182 2.2979 0.0000 0 0.0000 0.8493
[13.50] 0.0125 0.8137 0.7566 29536 0.8339 0.0182 2.3162 0.0000 0 0.0000 0.8339
[13.67] 0.0126 0.8262 0.7596 29992 0.8214 0.0182 2.3344 0.0000 0 0.0000 0.8214
I [13.83] 0.0126 0.8386 0.7626 30450 0.8116 0.0182 2.3526 0.0000 0 0.0000 0.8116
[14.00] 0.0127 0.8515 0.7655 30909 0.8038 0.0182 2.3709 0.0000 0 0.0000 0.8038
[14.17] 0.0127 0.8642 0.7684 31370 0.7977 0.0182 2.3891 0.0000 0 0.0000 0.7977
[14.33] 0.0127 0.8769 0.7712 31833 0.7932 0.0182 2.4074 0.0000 0 0.0000 0.7932
[14.50] 0.0128 0.8897 0.7741 32297 0.7898 0.0182 2.4256 0.0000 0 0.0000 0.7898
' [14.67] 0.0128 0.9026 0.7768 32763 0.7874 0.0182 2.4438 0.0000 0 0.0000 0.7874
[14.83] 0.0113 0.9139 0.6837 33174 0.7781 0.0160 2.4598 0.0000 0 0.0000 0.7781
[15.00] 0.0113 0.9252 0.6858 33585 0.7628 0.0160 2.4758 0.0000 0 0.0000 0.7628
[15.17] 0.0114 0.9366 0.6879 33998 0.7503 0.0160 2.4918 0.0000 0 0.0000 0.7503
[15.33] 0.0114 0.9480 0.6899 34412 0.7403 0.0160 2.5078 0.0000 0 0.0000 0.7403
[15.50] 0.0114 0.9594 0.6919 34827 0.7322 0.0160 2.5238 0.0000 0 0.0000 0.7322
[15.67] 0.0115 0.9709 0.6939 35243 0.7257 0.0160 2.5398 0.0000 0 0.0000 0.7257
[15.83] 0.0115 0.9824 0.6959 35661 0.7207 0.0160 2.5558 0.0000 0 0.0000 0.7207
[16.00] 0.0115 0.9939 0.6979 36080 0.7168 0.0160 2.5718 0.0000 0 0.0000 0.7168
[16.17] 0.0116 1.0055 0.6998 36499 0.7138 0.0160 2.5878 0.0000 0 0.0000 0.7138
I
[16.33] 0.0116 1.0171 0.7017 36920 0.7117 0.0160 2.6038 0.0000 0 0.0000 0.7117
[16.50] 0.0116 1.0287 0.7036 37343 0.7102 0.0160 2.6198 0.0000 0 0.0000 0.7102
[16.67] 0.0117 1.0404 0.7055 37766 0.7093 0.0160 2.6358 0.0000 0 0.0000 0.7093
[16.83] 0.0101 1.0504 0.6082 38131 0.7007 0.0138 2.6496 0.0000 0 0.0000 0.7007
[17.00] 0.0094 1.0598 0.5670 38471 0.6822 0.0128 2.6624 0.0000 0 0.0000 0.6822
II [17.17] 0.0094 1.0692 0.5682 38812 0.6634 0.0128 2.6752 0.0000 0 0.0000 0.6634
[17.33] 0.0094 1.0786 0.5693 39154 0.6479 0.0128 2.6880 0.0000 0 0.0000 0.6479
[17.50] 0.0094 1.0880 0.5705 39496 0.6351 0.0128 2.7008 0.0000 0 0.0000 0.6351
[17.67] 0.0094 1.0975 0.5716 39839 0.6246 0.0128 2.7136 0.0000 0 0.0000 0.6246
I
[17.83] 0.0095 1.1070 0.5727 40182 0.6160 0.0128 2.7264 0.0000 0 0.0000 0.6160
[18.00] 0.0095 1.1164 0.5738 40527 0.6090 0.012E 2.7392 0.0000 0 0.0000 0.6090
[18.17] 0.0095 1.1259 0.5750 40872 0.6033 0.0128 2.7520 0.0000 0 0.0000 0.6033
[18.33] 0.0095 1.1355 0.5761 41217 0.5988 0.0128 2.7648 0.0000 0 0.0000 0.5988
[18.50] 0.0095 1.1450 0.5771 41564 0.5951 0.0128 2.7776 0.0000 0 0.0000 0.5951
i
[18.67] 0.0096 1.1546 0.5782 41911 0.5923 0.0128 2.7904 0.0000 0 0.0000 0.5923
[18.83] 0.0096 1.1641 0.5793 42258 0.5901 0.0128 2.8032 0.0000 0 0.0000 0.5901
I .
I
PROJECT: Greene Drainage, Offsite Basin
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 1.7204 cfs
I
Vtotal = 52633 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 435600 sq ft Impervious Area = 0 sq ft
I
= 10.0000 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 81 Runoff Curve Number, Cn = 100.0
Time of Concentrat'n, Tc - 56 min Time of Concentrat'n, Tc = 56 min
Pot'l Max Nat'l Det'n, S = 2.3457 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.0820 Routing Coefficient, w = 0.0820
ICumulative 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)
[19.00] 0.0096 1.1737 0.5804 42606 0.5884 0.0128 2.8160 0.0000 0 0.0000 0.5884
[19.17] 0.0096 1.1833 0.5814 42955 0.5872 0.0128 2.8288 0.0000 0 0.0000 0.5872
I [19.33] 0.0096 1.1930 0.5825 43305 0.5863 0.0128 2.8416 0.0000 0 0.0000 0.5863
[19.50] 0.0096 1.2026 0.5835 43655 0.5858 0.0128 2.8544 0.0000 0 0.0000 0.5858
[19.67] 0.0097 1.2123 0.5845 44006 0.5855 0.0128 2.8672 0.0000 0 0.0000 0.5855
[19.83] 0.0097 1.2220 0.5856 44357 0.5854 0.0128 2.8800 0.0000 0 0.0000 0.5854
[20.00] 0.0097 1.2316 0.5866 44709 0.5855 0.0128 2.8928 0.0000 0 0.0000 0.5855
I [20.17] 0.0097 1.2414 0.5876 45061 0.5858 0.0128 2.9056 0.0000 0 0.0000 0.5858
[20.33] 0.0097 1.2511 0.5866 45414 0.5861 0.0128 2.9184 0.0000 0 0.0000 0.5861
[20.50] 0.0097 1.2608 0.5896 45768 0.5866 0.0128 2.9312 0.0000 0 0.0000 0.5866
[20.67] 0.0098 1.2706 0.5905 46123 0.5872 0.0128 2.9440 0.0000 0 0.0000 0.5872
[20.83] 0.0098 1.2804 0.5915 46477 0.5878 0.0128 2.9568 0.0000 0 0.0000 0.5878
I [21.00] 0.0098 1.2902 0.5925 46833 0.5885 0.0128 2.9696 0.0000 0 0.0000 0.5885
[21.17] 0.0098 1.3000 0.5934 47189 0.5892 0.0128 2.9824 0.0000 0 0.0000 0.5892
[21.33] 0.0098 1.3098 0.5944 47546 0.5900 0.0128 2.9952 0.0000 0 0.0000 0.5900
[21.50] 0.0098 1.3196 0.5953 47903 0.5908 0.0128 3.0080 0.0000 0 0.0000 0.5908
I [21.67] 0.0099 1.3295 0.5963 48261 0.5916 0.0128 3.0208 0.0000 0 0.0000 0.5916
0 0.0000
[21.83] 0.0099 1.3394 0.5972 48619 0.5925 0.0128 3.0336 0.0000 0.5925
[22.00] 0.0099 1.3493 0.5981 48978 0.5933 0.0128 3.0464 0.0000 0 0.0000 0.5933
[22.17] 0.0099 1.3592 0.5990 49337 0.5942 0.0128 3.0592 0.0000 0 0.0000 0.5942
[22.33] 0.0099 1.3691 0.5999 49697 0.5951 0.0128 3.0720 0.0000 0 0.0000 0.5951
I [22.50] 0.0099 1.3790 0.6008 50058 0.5959 0.0128 3.0848 0.0000 0 0.0000 0.5959
[22.67] 0.0099 1.3889 0.6017 50419 0.5968 0.0128 3.0976 0.0000 0 0.0000 0.5968
[22.83] 0.0100 1.3989 0.6026 50780 0.5977 0.0128 3.1104 0.0000 0 0.0000 0.5977
[23.00] 0.0100 1.4089 0.6035 51142 0.5986 0.0128 3.1232 0.0000 0 0.0000 0.5986
[23.17] 0.0100 1.4189 0.6044 51505 0.5995 0.0128 3.1360 0.0000 0 0.0000 0.5995
I [23.33] 0.0100 1.4289 0.6052 51868 0.6003 0.0128 3.1488 0.0000 0 0.0000 0.6003
[23.50] 0.0100 1.4389 0.6061 52232 0.6012 0.0128 3.1616 0.0000 0 0.0000 0.6012
[23.67] 0.0100 1.4489 0.6070 52596 0.6021 0.0128 3.1744 0.0000 0 0.0000 0.6021
[23.83] 0.0100 1.4590 0.6078 52961 0.6030 0.0128 3.1872 0.0000 0 0.0000 0.6030
[24.00] 0.0101 1.4690 0.6086 53326 0.6038 0.0128 3.2000 0.0000 0 0.0000 0.6038
[24.17] 0.0000 1.4690 0.0000 53326 0.5547 0.0000 3.2000 0.0000 0 0.0000 0.5547
[24.33] 0.0000 1.4690 0.0000 53326 0.4638 0.0000 3.2000 0.0000 0 0.0000 0.4638
[24.50] 0.0000 1.4690 0.0000 53326 0.3878 0.0000 3.2000 0.0000 0 0.0000 0.3878
[24.67] 0.0000 1.4690 0.0000 53326 0.3242 0.0000 3.2000 0.0000 0 0.0000 0.3242
[24.83] 0.0000 1.4690 0.0000 53326 0.2710 0.0000 3.2000 0.0000 0 0.0000 0.2710
I [25.00] 0.0000 1.4690 0.0000 53326 0.2266 0.0000 3.2000 0.0000 0 0.0000 0.2266
1.4690 88.8766 max = 1.7204 3.2000 0.0000 max = 0.0000 1.7204
I