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GEOTECHNICAL REPORT RECIE'NYE
Prepared For Douglas Moyer
December 8, 2004 AUG 1 0 2006
For the Property Described as JEFFERSON COUNTY OCR'
Tax#'s 950100314, -326, -327
Section 16, Township 27 North, Range 1 East, W.M.
Jefferson County, Washington
Prepared by
NTI Engineering and Surveying
717 S. Peabody Street
Port Angeles, Washington 98362
Phone 360-452-8491 Fax 360-452-8498 PERMIT # BED
Web Site www.nti4u.com
E-mail info@nti4u.com o 6 - 0 3 9 4
JEFFERSON COUNTY DCD
// NORTHWESTERN TERRITORIES, INC.
�� A JLS GROUP COMPANY
717 SOUTH PEABODY STREET,PORT ANGELES,WA 98362
❑ Engineers 0 Land Surveyors ❑ Geologists
NTI ❑ Construction Inspection ❑ Materials Testing
(360)452-8491 FAX 452-8498 www.nti4u.com E-Mail.info@nti4u corn
JLS GROUP,
INC.
Geotechnical Report
Tax #'s 950100314, -326, -327
December 8, 2004
Douglas Moyer
7444 Spicewood Dr.
Sacramento, CA 95831
Subject: Geotechnical Report for Tax #'s 950100314, -326, -327 Located in Section
16, Township 27 North, Range 1 East, W.M., Jefferson County, WA
Dear Mr. Moyer:
Background
• At your request, Bill Payton, Engineering Geologist with NTI Engineering and Surveying
(NTI) conducted a bluff stability inspection at the above referenced location on
November 10, 2004. The purpose of this inspection was to examine the bluff at the
subject site by visual means in order to determine the relative stability of the bluff and
make recommendations in regards to the proposed construction of a single family
residence in general accordance with Section 3.6.10 of the Jefferson County, WA
Unified Development Code (UDC).
It is our understanding that a 28' by 56' manufactured home and a 20' by 24' garage are
planned for the site, with a septic system to be located on the adjacent lot to the south.
Site Description
The subject high bluff property, which consists of three adjoining lots, is located at 1431
Thorndyke Road. The property is bounded on the north and south by developed
residential property, on the west by Thorndyke Rd., and on the east by Peabody Way, a
•
small road/trail that is located about midway down the bluff (Figures 1 and 2). Current
development at the property includes an excavated foundation site, driveway, fence and
well.
The upland portion of the property slopes slightly towards the street, away from the bluff
and is vegetated with sparse grasses and weeds (Photos 1 and 2). The bluff at the
property is about 110 feet high with an average slope angle of about 28 degrees,
although the upper bluff is steeper at approximately 38 degrees. The bluff is vegetated
• 1
• •
with brush and young trees, the large trees having been cut down with the stumps left in
place (Photos 3 and 4). Some of the tree trunks have curved trunks, indicating that
down slope creep of the surface soils is occurring. Occasional old growth stumps were
also present on the bluff. The presence of these stumps and the recently removed
mature trees on the bluff indicate that the bluff in this location has been relatively stable
for many years. The bluff face is relatively planar with no gullies, suggesting that
channelized surface water runoff has not been a significant problem at the property.
Likewise, there appears to be little or no active erosion of the sparsely vegetated
upland.
No springs or seeps were noticed on the property, however, the property at the base of
the bluff below Peabody Way was wet indicating that groundwater exits the bluff in this
area above a silt layer in the soil strata. Also, some of the large trees at the base of the
bluff were leaning and others were down. This indicates possible slide activity and/or
the effects of windthrow due to the saturated soil conditions.
During the exceptionally wet winter of 1996-7, a landslide occurred on a portion of the
bluff roughly 1/2 mile north of the subject property. Reportedly, the slide, which was
about 3'-8' deep, was triggered by excessive water in the soil (from groundwater and
surface water sources). And one of the major contributors was uncontrolled surface
runoff from offsite, which jumped a culvert and flooded the property. It is understood that
this situation has since been mitigated.
Even though the subject property is in close proximity to the slide mentioned above, it
appears that the slide was a local event predominantly triggered by uncontrolled offsite
runoff. The mature trees on the bluff at the subject property, that have been recently cut
down, appear to be more than 10 years old, which suggests that there was no sliding on
the bluff at the subject property during the 1996-7 winter. Further, the likelihood of
offsite runoff flowing over the bluff at the subject property is low due to the slope of the
upland portion of the property towards the road. This also indicates a more favorable
condition of the bluff. However, the potential for a slide exists anywhere along the bluff.
Site Geology
The Washington State Department of Ecology's Coastal Zone Atlas maps the soils in
the upland area of the subject property as Vashon lodgment till (Qvt1), and the bluff in
the area of the subject property as Undifferentiated stratified sediments older than
Vashon lodgement till (Qpf). The Vashon lodgment till is described as consisting mostly
a compact mixture of boulder to sand size particles with some silt and clay. The Atlas
lists this soil as excellent for foundation stability, good for seismic stability, and states
that it stands in steep natural and/or cut slopes for long periods. The Undifferentiated
stratified sediments are described as consisting mainly of sand and gravel, but in some
areas contain silt, clay, peat, and possibly till. This soil is listed as generally good for
foundation and seismic stability within the confines of slope stability considerations, and
variable for slope stability stating that this soil may be subject to landsliding. The Atlas
maps the stability of the upland as Stable and the bluff as Unstable.
2
• •
The Department of Ecology's "Geology and Ground-Water Resources of Eastern
Jefferson County, Washington" maps the soils in the upland area of the subject property
as Lodgment till (Qvt): boulders, cobbles and pebbles in a matrix of sand, silt and clay; a
compact and unsorted mixture. The bluff is mapped as Undifferentiated glacial, fluvial,
glaciofluvial, lacustrine, and glaciolacustrine deposits (Qu).
According to the Soil Survey of Jefferson County Area, Washington (United States
Department of Agriculture, 1975), the upland portion of the subject property is in an area
mapped as the Indianola sandy loam (IoC). This sandy soil formed in glacial outwash
sediments. The bluff soils at the subject property are mapped as the Cassolary sandy
loam (CfE). This predominantly silty sand soil is found on canyon slopes and coastal
bluffs. This soil formed in reworked glacial and marine sediments.
Visual observations made at the site, including shallow septic design test pits, indicate
that the upland and bluff are composed predominantly of sand and pebbly sand, with silt
at the base of the bluff below Peabody Way.
Conclusions and Recommendations
While this report cannot guarantee that a slide will not occur at the subject property, the
bluff at the subject property appears to be grossly stable at present with no evidence of
recent slide activity. The bluff is vegetated with young trees and brush. Occasional old
growth stumps on the bluff suggest that the bluff has been stable for a long time. Based
on the bluff vegetation, it appears that there was no sliding on the bluff during the wet
1996-7 seasons that saw so many slides in the Puget Sound area. Also, the average
bluff slope is at or below the "angle of repose" which is defined as the maximum slope
or angle at which loose, cohesionless material remains stable, and commonly ranges
between 33 and 37 degrees on natural slopes.
The County mandates a 30-foot setback from the bluff due to the presence of the
landslide hazard area. This setback may be reduced with the submittal and approval of
a geotechnical report. The International Building Code (IBC) regulations for steep bluffs
also affect construction at the subject property. In this case, the IBC requires that the
face of the footing of the house be at least 37 feet from the face of the bluff (See Figure
1805.3.1). Based upon our investigation, we recommend that the landslide hazard
buffer be set at 27 from the top of the bluff, and that the proposed modular home be set
at least 37 feet from the top of the bluff. This will satisfy the IBC requirement as well as
provide a 10' space between the landslide hazard buffer and the modular home for a
deck if desired. We also recommend that the septic drainfield on the adjacent lot be no
closer than 30 feet from the top of the bluff.
The following recommendations should also be considered with regards to the proposal:
1 . It will be necessary to maintain ground cover in order to reduce erosion from
surface runoff. Any bare areas that develop in the future, on the upland or bluff,
should be revegetated. Native deep-rooted vegetation that requires little or no
3
• •
irrigation would be the most beneficial. However, the grass that is currently
growing at the top of the bluff appears to be preventing erosion and should be
adequate unless there is renewed erosion. Please consult the enclosed
publications for further information.
2. Vegetation on the bluff face provides stabilization to the bluff face soils and
helps remove water from the soil. Existing vegetation should be left
undisturbed, and the bluff should be allowed to naturally revegetate in trees. If a
better view is desired as the trees mature, minor limbing and pruning should be
done in such a way that minimizes disturbance to the soil and root zone and
that insures the continued health of the vegetation. Trees should not be topped.
If a tree is in danger of falling over, it should be cut down, leaving the root and
stump in place. A tree expert should be consulted in this matter.
3. Heavy irrigation or other activities that would contribute large quantities of water
to the soil should be avoided.
4. Surface runoff from hard surfaces such as roofs, driveways, walkways and
patios should be controlled and routed to a drainage control device such that
surface water discharge to adjacent properties does not significantly exceed
predevelopment conditions. From a bluff stability standpoint, the best option
appears to be controlled release into the roadside ditch. An engineered
drainage and erosion control plan should be developed for this property to
address these issues and that conforms to all county, state, etc. regulations.
5. Silt fences or other sediment control devices may be needed during
construction such that sedimentation to adjacent properties does not
significantly exceed predevelopment conditions.
6. Drainage control devices should be maintained in good working order and
inspected at least once a year.
Based on the findings, recommendations and limitations of this report:
1. There should be minimal landslide hazard as suggested by a lack of evidence of
recent landslide activity on site in the past.
2. Observations of slope stability indicate that the proposal should not be subject to
risk of landslide under the current conditions at the site.
3. The proposal should not significantly increase surface water discharge or
sedimentation to adjacent properties beyond predevelopment conditions.
4. The proposal should not decrease slope stability on adjacent properties.
5. The proposal should be stable under normal geologic conditions.
4
• •
For further information please review the three publications (included with the original of
this report) published by the Washington State Department of Ecology (DOE) entitled:
"Slope Stabilization and Erosion Control Using Vegetation", "Vegetation Management: A
Guide for Puget Sound Bluff Property Owners" and "Surface Water and Groundwater on
Coastal Bluffs". These publications can also be viewed on the DOE website at:
http://www.ecy.wa.gov/biblio/sea.html under the 1993 and 1994 year heading. The DOE
website also contains additional useful information regarding slope stability and site
development; this reference is highly recommended.
Limitations
This report has been prepared for your exclusive use in conjunction with the above
referenced project. The report has not been prepared for use by others or for other
locations. It may be used for other purposes only with the expressed written permission
of the Engineer.
Within the limits of scope, schedule and budget, this report was prepared in general
accordance with accepted professional engineering and geological principles and
practices in this or similar localities at the time the report was prepared. No other
warranty, expressed or implied, is made as to ':he conclusions and professional advice
included in this report.
The observations, conclusions and recommendations presented in this report were
based on our visual observations of the subject property at the time of our site visit; no
laboratory tests were performed. Soil and geologic conditions can vary significantly
between test holes and/or surface outcrops. If there is a substantial lapse of time,
conditions at the site have changed or appear different than those described in this
report, we should be contacted and retained to evaluate the changed conditions and
make modifications to our report if necessary.
�o/oF vwsyy cy
Sincerely, �,-`t c,„
NORTHWESTERN TERRITORIES, INC. 64. , .,.; , •
mac'\ci E a-,4 i4/9 AT
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EXPIRES 12/30/2004 _J
Robert A. Leach, P.E., MBA
Principal Engineer .
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Bill Payton, L.E.G.
Engineering Geologist � 191 �`''
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G:\Gen\Bill\Reports\MOYD0401.16(27-1E).Thorndyke Rd.doc William C. Payton Jr.
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Appendix
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Photo 1.View of north lot looking east from Thorndyke Rd. The proposed home site is on this
lot. Note the soil pile from the excavated foundation site.
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' Photo 2. View of south lot looking east from Thorndyke Rd. The septic drainfield is planned for
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Photo 4. View of bluff at subject property.
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OF
2003 International Building Code FACE
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For SI: I foot=304.8 mm.
FIGURE 1805.3.1
FOUNDATION CLEARANCES FROM SLOPES
0 •
DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
for
PARCELS 950100314, -326, -327
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PERMIT - ati
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PLAN
!EXPIRES -Z - (] 1 AUG 1 4 2006
AUG 2 8 2006 AllINTV OU
NORTHWESTERN TERRITORIES, INC 717 S. -if.•• „ • 362,EffEl 360-452-8491StIN
A .,�i s, WA ••362,
• •
DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
Prepared for Douglas Moyer
January 2005
For the Property Described as
Tax #'s 950100314, -326, -327
Section 16, Township 27 North, Range 1 East, W.M.
Jefferson County, Washington
Prepared by
NORTHWESTERN TERRITORIES, INC.
717 S. Peabody Street
Port Angeles, Washington 98362
Phone 360-452-8491 Fax 360-452-8498
Web Site www.nti4u.com
E-mail info@nti4u.com
• •
DOUGLAS MOYER PROPERTY
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� Engineerse_ — Land Surveyors — Geologists
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/VT/ 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491
• •
DRAINAGE,EROSION, AND SEDIMENT CONTROL PLAN
For the Property Described as
Tax#'s 950100314, -326, -327
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Neighborhood Map
iii
•
DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
For the Property Described as
Tax#'s 950100314,-326, -327
Site Map
iv
• .
DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
For the Property Described as
Tax#'s 950100314, -326, -327
ABSTRACT
This drainage, erosion, and sediment control plan was prepared to address the
issues raised in a Notice of Voluntary Correction (UDC Section 10) given by the
Jefferson County Department of Community Development in Case No. COM04-
0060. This plan, together with the geotechnical report previously submitted by this
office, are responsive to required actions 1, 2, and 3 as listed in that notice. This plan
recommends that existing measures be continued and that regular inspections to
gage their effectiveness be instituted. The discussion of this issue begins on page 12.
This plan was also prepared to address the future development of the site. To that
end, it examines and recommends mitigation for stormwater related impacts of the
construction of this project as required by Jefferson County. Underground detention
of roof runoff in oversized, orifice-controlled storm sewer pipes is recommended.
Stormwater detention calculations are discussed beginning on page 14. Plans and
detail drawings for the detention system are included at the back of this report.
Construction phase and permanent erosion control requirements are discussed
beginning on page 15.
The pre-development runoff is estimated based on standard 24 hour storms having
mean recurrence intervals of 2, 25, and 100 years. Post-development runoff is then
estimated for the same storm events. Stormwater detention combined with
aggressive erosion control practices are recommended to mitigate impacts.
Stormwater calculations are included in the Appendices.
v
•
DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN
For the Property Described as
Tax#'s 950100314, -326, -327
CONTENTS
I. PROJECT OVERVIEW 1
A. Project Description 2
B. Existing Site Conditions 2
1. Topography 2
2. Vegetation 2
3. Drainage 3
C. Adjacent Areas 4
D. Geotechnical 5
II. DESIGN CRITERIA 5
A. Soils 5
B. Rainfall 6
C. Hydrologic Model 8
D. Time of Concentration 9
1. Predevelopment Condition 9
2. Predevelopment Time of Concentration 10
3. Post-development Condition 11
4. Post-development Time of Concentration 12
III. MITIGATION 12
A. Control of Erosion From Existing Disturbed Areas 12
B. Stormwater Detention 14
1. Nomenclature 14
2. Pre-development Runoff 14
3. Post-development Runoff 14
4. Detention System Operation 15
5. Detention System Routing 15
vi
ir •
C. Construction Phase and Permanent Erosion Control 15
IV. EROSION AND SEDIMENT CONTROL PLAN 16
A. Site Specific Construction Phase BMPs 16
B. Stabilization and Sediment Trapping (Erosion and Sediment
Control Requirement Number 1) 17
1. Stabilization of Exposed Soils 17
2. Sediment Trapping 19
C. Delineate Clearing and Easement Limits (Erosion and
Sediment Control Requirement Number 2) 22
D. Protection of Adjacent Properties (Erosion and Sediment
Control Requirement Number 3) 22
E. Timing and Stabilization of Sediment Trapping Measures
(Erosion and Sediment Control Requirement Number 4) 22
1. Timing of Installation of BMPs 22
2. Stabilization of slopes of structural BMPs 23
F. Cut and Fill Slopes (Erosion and Sediment Control
Requirement Number 5) 23
G. Controlling Off-Site Erosion (Erosion and Sediment Control
Requirement Number 6) 23
H. Stabilization of Temporary Channels and Outlets (Erosion
and Sediment Control Requirement Number 7) 24
I. Underground Utility Construction (Erosion and Sediment
Control Requirement Number 9) 24
J. Construction Access Routes (Erosion and Sediment Control
Requirement Number 10) 24
K. Removal of Temporary BMPs (Erosion and Sediment
Control Requirement Number 11) 25
L. Dewatering Construction Sites (Erosion and Sediment
Control Requirement Number 12) 25
M. Control of Pollutants Other than Sediment (Erosion and
Sediment Control Requirement Number 13) 26
1. Control of Toxic Substances 26
2. Petroleum Spills 26
N. Maintenance (Erosion and Sediment Control Requirement
Number 14) 27
O. Financial Responsibility 28
vii
• •
DRAINAGE,EROSION, AND SEDIMENT CONTROL PLAN
For the Property Described as
Tax#'s 950100314, -326, -327
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Figure 1
I. PROJECT OVERVIEW
The Douglas Moyer property consists of three tax parcels located between Thorndyke Road
and Peabody Way. The parcels are highlighted in Figure 1 above. Some land grading
activities were recently performed in preparation for the eventual construction of a
manufactured home and garage. Jefferson County issued a Notice of Voluntary Correction
on December 17, 2004. This Drainage, Erosion, and Sediment Control Plan was prepared in
response to that Notice and to provide protection against impacts from the eventual full
development of the site.
40 •
A. Project Description
The site consists of three adjacent parcels with a total area of approximately 0.43 acres.
The building site is presently grass covered except where regrading has occurred. The
slope below (east of) the building site is covered with young second growth trees and
brush.
It is proposed to construct a 1,600 sf modular home and 500 sf garage. A complete
listing of assumed development factors including a driveway, lawn, landscaping, etc. is
included in the runoff curve number calculations included as Appendix I.
B. Existing Site Conditions
The following summary of site conditions represents existing conditions.
1. Topography
As can be seen from Figure 1 on Page 1 above and the maps included at the
beginning of this report, the property consists of a level building site with Thorndyke
Road, a paved County Road on the west and a slope down on the east.
A geotechnical report has been prepared by this office and contains a complete
description of the topography as well as extensive photos of the site. Items discussed
in that report are not repeated in this report.
2. Vegetation
The building site is covered with grass as shown in Photo 1 to the left of the silt
fence. The graded area, out of site to the left of the photo, is unkempt. See the
geotechnical report for photos of this area.
1� �* Yam* 'N
a �� ,r k.
t, k Y ;r.
Photo 1
2
• 0
Photo 2 is a close-up view which shows the density of the grass presently covering
the site. This dense grass is a vital part of the erosion control portion of this plan.
•
i� t ;i .y,# s ilr ''�ar�,hT lik`' , ,'* 3 i 11.
°#e',S) '',400.
Ii/ ,,WA.:t AT Y.. F ' -wi r 1. ,',
` +'. 0 .* ' r�; �. fir'
f„ \ \ �.,./ //fI �/'_ • �y� 1Ifi '�" 1..YID \
ih+'rr 1, .1� ,, ,,,, .', il
. .41,, ,....,4-,0,,i)
4, iti l. .ter .: ,,.' 1:Ili
�'
( _$F s w f`I / 1
M M^ q,
S.
Photo 2
The slope, out of sight in the background of Photo 1, is described in the geotechnical
report.
3. Drainage
The site presently drains in sheet flow westerly towards the roadside ditch of
Thorndyke Road on the west with only insignificant flows going over the slope. This
drainage plan was prepared to ensure that flows over the slope are not increased or
changed in character.
t-
.'� 14 31
Photo 3
3
The ditch along Thorndyke Road is well vegetated with dense grass and flows to the
south as shown in Photo 3.
Rain that falls directly on the slope to the east of the building site flows down the
slope in sheet flows to Peabody Way. These flows will remain unchanged.
C. Adjacent Areas
The site is surrounded by rural residential lands on the north and south. Thorndyke
Road is adjacent to the site on the west. Photo 4 shows Thorndyke Road to the north of
the project site.
•
J �«
Photo 4
Photo 3 on Page 3 shows Thorndyke Road to the south of the project site.
The photo on the cover of this report shows the entire neighborhood from the air. Figure
2 on page 5 can be used to locate the parcel on the cover photo.
4
•
•
D. Geotechnical
A geotechnical report on the subject property has been prepared by this office and this
drainage plan is based on the recommendations of that report.
II. DESIGN CRITERIA
The following criteria are specific to this project site and will not apply to other properties,
even those that may be nearby.
A. Soils
The site may be found on map number 62 of the Soil Survey of Jefferson County Area,
Washington, published by the U. S. Soil Conservation Service, a portion of which is
reproduced here as Figure 2. The project site is shown on the map.
\N
��f
Sri ( "-
lie''''"- i \'') 1%;,\ , I CfC ' ' ' b /
F,
„ 4/
° ._ _ ._ � MOYER ,
i
+'r \' EL t PAR `
17 . kIK t \ loc ;. Cu South Point
t '1/4) /6 , / 4.
.11 ' m 0
�
i ,..., 4 f , )
s�
Figure 2
5
•
•
Map number 62 predicts that the soils on the slope are type CfE, Cassolary sandy loam,
30 to 50 percent slope. The geotechnical report for this site covers soils issues related to
the slope and they are not further discussed here.
iii Map number 62 predicts that the soils on the building site are type IoC, Indianola sandy
loam, 0 to 15 percent slope. The discussion of this soil type may be found on pages 27-28
I of the Soil Survey of Jefferson County Area, Washington. This soil is described as a
somewhat excessively drained soil on glacial outwash plains. This is in agreement with
the discussion in the geotechnical report.
IB. Rainfall
I The total amount of precipitation falling over a 24 hour period during a storm having a
mean recurrence interval of 2 years, will be 2.2 inches. This information was taken
from a 2 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service,
I
a portion of which is reproduced here as Figure 3. The project location is marked on the
map.
1
1 _ (
1 i
I
----_ - — I MOY
PARCEL
i ---N\*-t—
I � ' I I
1 v6 �_lV t5141 cN i 41✓ 'w .-
?iv t'��;
I
IFigure 3
I
r 6
• •
The isopluvial lines represent total precipitation in 24 hours, in tenths of inches. 2 year
rainfall data is used in the calculation of times of concentration for the site and for
sizing of detention and other drainage facilities.
The total amount of precipitation falling over a 24 hour period during a storm having a
mean recurrence interval of 25 years, will be 4.0 inches. This information was taken
from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service,
a portion of which is reproduced here as Figure 4. The project location is marked on the
map.
tr
__:k_______I _ ,
4
29iv'
i MOYER j
— I ! PARCEL
\I
i I
_,Cv { i
Jt'�' I "' 31' 7I
. W
Figure 4
25 year rainfall data is used for sizing of detention and other drainage facilities.
The total amount of precipitation falling over a 24 hour period during a storm having a
mean recurrence interval of 100 years, will be 4.5 inches. This information was taken
from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service,
a portion of which is reproduced here as Figure 5. The project location is marked on the
map.
100 year rainfall data is also used for sizing of detention and other drainage facilities.
7
•
•
,,„,
,
_ _ ___. 1 _ ___j_ _ ,
7,,,,, 1 -1,-
I I I MOYOR
r - . PAKEL
1 N —
I 1
I i
::;:!'
Figure 5
The rainfall distribution is assumed to be a Type IA distribution per standard practice
in the area.
Hydrographs of 2 year, 25 year, and 100 year storm events are included as Appendix II.
C. Hydrologic Model
This plan uses a hydrograph based method of calculating runoff which is described in
Urban Hydrology for Small Watersheds, Technical Release No. 55, and the Western
Washington Supplement to Technical Release No. 55, both published by the U. S. Soil
Conservation Service. This same type of method is given in the King County Surface
Water Design Manual, published by the King County Public Works Department, and
the 1992 Stormwater Management Manual for the Puget Sound Basin (The Technical
Manual)published by the Washington State Department of Ecology.
This method is often referred to as the Santa Barbara Urban Hydrograph method.
This plan uses the suggested runoff curve numbers given in Table 2-2a of Technical
Release No. 55.
8
• •
D. Time of Concentration
The 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 the sum of the time it
takes for runoff to flow across the various types of flow channels as it crosses the basin.
For this project the time of concentration is little affected by development since the new
home site is located close to the bottom of the drainage basin (ditch alongside
Thorndyke Road). Since this plan deals with runoff which flows westerly from the
building site, the times of concentration calculations are based on this route rather than
the longer but irrelevant path down the slope to the east. Other than changes in the
length and slope of the first leg of the flow path due to minor leveling of the site during
building construction, no changes in the time of concentration parameters are
anticipated from the pre-development to the post-development condition.
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 MANAGEMENT
MANUAL FOR THE PUGET SOUND BASIN, THE TECHNICAL MANUAL, (DOE).
1. Predevelopment Condition
The time of concentration is first determined for the existing condition of the basin.
a. Unconcentrated Flow
Immediately after falling to the ground, rainwater initially travels as
unconcentrated sheet flow for a period of time (Tt) calculated by:
0.80
0.42 (NsL)
Tt = = 10.14 min
0.527 0.4
(P2) (SO)
Where:
Ns = 0.240 = Sheet flow Manning's n(DOE Table III-1.4)
P2 = 2.2 = 2 yr, 24 hr rainfall (in)
SO = 0.0400 = Slope of flow path (ft/ft)
L = 75 = Length (L) of flow path (ft)
9
• •
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 = = 0.22 min
60 Ks SQRT(S0)
Where: Ks = 11 =Velocity factor(Ks) (per DOE Table III-1.4)
SO = 0.0300 = Slope of flow path (ft/ft)
L = 25 = Length(L) of flow path (ft)
c. Open Channel (Intermittent) Flow
Flows next travel through intermittent open channels for a period of time (Tt)
calculated by:
L
Tt = = 0.76min
60 Kc SQRT(SO)
Where: Kc = 17 =Velocity factor(Kc) (DOE Table III-1.4)
SO = 0.0200 = Slope of flow path (ft/ft)
L = 110 = Length (L) of flow path (ft)
2. Predevelopment Time of Concentration
As noted above, the time of concentration (Tc) is the sum of the time it takes for
runoff to flow across the various types of flow channels as it crosses the basin. For
the predevelopment condition:
Tc = the sum of the various Tt's = 11.12 min
10
• •
This is rounded to 11 min for use in further calculations.
3. Post-development Condition
The time of concentration is next determined for the proposed, post-developed
condition of the basin.
a. Unconcentrated Flow
Immediately after falling to the ground, rainwater initially travels as
unconcentrated sheet flow for a period of time (Tt) calculated by:
0.80
0.42 (NsL)
Tt = = 16.85
min
0.527 0.4
(P2) (SO)
Where: Ns = 0.2400 = Sheet flow Manning's n (per DOE Table III1.4)
Ps = 2.2 = 2 yr, 24 hr rainfall (in)
SO = 0.0200 = Slope of flow path(ft/ft)
L = 100 = Length (L) of flow path (ft)
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 = = 0.17 min
60 Ks SQRT(S0)
Where: Ks = 11 =Velocity factor(Ks) (per DOE Table III-1.4)
SO = 0.0500 = Slope of flow path (ft/ft)
L = 25 = Length (L) of flow path (ft)
11
• S
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:
L
Tt = = 1.04 min
60 Kc SQRT(S0)
Where: Kc = 17 = Velocity factor(Kc) (per DOE Table III-1.4)
SO = 0.0200 = Slope of flow path (ft/ft)
L = 110 = Length (L) of flow path (ft)
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 = 18.06 min
This is rounded to 18 min for use in further calculations.
Note the relatively small increase in the time of concentration for the post
development condition was as anticipated.
III. MITIGATION
There are three mitigation elements in this drainage plan. The first is erosion control from
the existing area where grading activities have disturbed the soil. The second is detention
of stormwater runoff from roofs after construction is completed. The third is control of
erosion during and after construction of the improvements.
A. Control of Erosion From Existing Disturbed Areas
The regrading activities that were the cause of the Notice of Voluntary Correction were
performed some weeks prior to the November 19, 2004 site visit performed in
12
•
ID
conjunction with the preparation of this report. At the time of that visit, no silt was
observed to have left the site.
Photo 5 shows the roadside ditch at the lower corner of the subject property where any
silt would have been expected to accumulate if it had been eroded from the regraded
area.
. V
.0 h r
> {pl.
I' r
[,
•yfr5 .. yr"
k4
Photo 5
Photo 6 shows a close up view of the vegetation at the bottom of the ditch near where
Photo 5 was taken.
"--"
a, • � � r
�yi aip
'�_ !` ',, ►4 _�
40
le zatii
r O 1 , I
'� . /i l r 1:! . ` , I. .fir
"It tf
• f+ **r:A ,.-,4,1fZPAt' ,`, v ,tom 1C/1a.�.
4. j . "
16' Ile
a ` .ter,�,, ,'fin' .
t
) r` 1 r ‘‘; ' 'S Ot
Sy
Photo 6
Since the site is well protected by existing biofiltration and no silt has been observed to
have left the regraded area, it is recommended that the existing silt fencing (see
13
• I
Photo 1) be left intact and the site be inspected by the owner at least monthly and after
any particularly heavy rainfall events to ensure that the vegetation continues to filter
and trap any silt being eroded from the regraded area. If it appears that transport of silt
away from the regraded area is beginning to occur, additional mitigation measures as
described below in this report (see EROSION AND SEDIMENT CONTROL plan,
beginning on Page 16) should be applied.
B. Stormwater Detention
Pre-development runoff is calculated from the base condition of the site. Post-
development runoff is calculated based on the proposed conditions noted above and
listed in detail in Appendix I. The portions of the site on the slope to the east of the
building site, primarily parcel 950100314, are not included in these calculations.
1. Nomenclature
This drainage plan is based on analysis at the 2 yr, 25 yr, and 100 yr recurrence
intervals. To simplify reporting of data for these three storm events, runoff values
are reported as three numbers in parentheses such as: (1.23, 2.34, 3.45) cfs. The first
value is for the 2 yr event, the second for the 25 yr event, and the last for the 100
year event. Units are listed after the parenthetical values and are typically given in
cfs. For the example given, the 2 year flow is 1.23 cfs, the 25 year flow is 2.34 cfs,
and the 100 year flow is 3.45 cfs.
2. Pre-development Runoff
As noted above, a catalog of assumed pre-development conditions and calculations of
the pre-development, weighted runoff curve numbers is included in Appendix I.
These are the conditions that prevailed before development of the site.
Under these conditions, the site has a weighted runoff curve number of 82.0.
Complete calculations of the pre-development runoff are contained in Appendix III.
The pre-development runoff from the entire site is calculated to be (0.0379, 0.1314,
0.1603) cfs.
3. Post-development Runoff
A catalog of assumed post-development conditions and calculations of the post-
development, weighted runoff curve numbers is included in Appendix I. These are
the conditions that will prevail after development of the site.
Under these conditions, the pervious portions of the site will have a weighted runoff
curve number of 82.2; the impervious portions, 98.0.
14
• S
Complete calculations of the post-development runoff are contained in Appendix IV.
The undetained post-development runoff from the entire site is calculated to be
(0.0268, 0.0941, 0.1150) cfs.
4. Detention System Operation
The detention system is designed to meter runoff such that the total offsite runoff
does not exceed the pre-development runoff of(0.0379, 0.1314, 0.1603) cfs.
Only runoff from the impervious portions of the site (roofs) will be subject to
detention. Runoff from pervious portions will flow uncontrolled. These uncontrolled
flows from pervious portions of the site will be (0.0268, 0.0941, 0.1150) cfs.
Subtracting uncontrolled flows from the maximum allowable releases yields the
detention system release rates:
(0.0379, 0.1314, 0.1603) cfs maximum offsite runoff rates
- (0.0268, 0.0941, 0.1150) cfs uncontrolled runoff rates
(0.0111, 0.0373, 0.0543) cfs maximum detention system release rates
Uncontrolled flows from impervious areas will be (0.0214, 0.0400, 0.0452) cfs. These
flows will be routed into the detention system and released at rates not to exceed the
maximum detention system release rates determined above.
5. Detention System Routing
Complete calculations of the system routing, including a staging table are included
as Appendix V.
Construction detail drawings for the detention system are included at the back of
this report.
C. Construction Phase and Permanent Erosion Control
The following portion of this plan contains a complete erosion and sediment control plan
for this site. It provides for control of erosion and sediment both during and after
construction.
Much of the text of the erosion and sediment control plan is general in nature and is
provided to explain the required provisions for this particular site and to provide
guidance in the event that unforeseen circumstances requires additional protection.
Required measures specific to this project are listed beginning on page 16.
15
• •
IV. EROSION AND SEDIMENT CONTROL PLAN .
This portion of the plan was prepared with the goal of preventing damage to adjoining or
downstream properties due to erosion and sediment deposition and preventing the
degradation of the quality of the receiving waters during the construction phase of this
project.
To ensure that the provisions of this Erosion and Sediment Control Plan are followed
during construction, the complete text of this Erosion and Sediment Control Plan should be
included in the construction plans for this project. Where formal construction plans will not
be prepared for all or portions of the work, a copy of this document should be made
available to the contractor and appropriate subcontractors. Subcontractors that will not be
receiving copies should be made aware of the plan's existence and advised of 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 reduces 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.
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.
1. The existing silt fencing should be left intact until construction for the home
begins.
2. Additional silt fencing and straw bale check dams are not required unless
unforeseen circumstances arise as described herein. While not required, it should
be noted that the installation of a low silt fence parallel to and near the slope will
work to prevent encroachments of construction equipment in the area.
16
•
3. Runoff from the site during construction shall be routed to the west of the
building site into existing drainage paths.
4. Every effort shall be made to ensure that existing flow patterns away from the
top of the slope are preserved both during and after construction.
5. Other appropriate BMPs such as limitations on access routes, minimization of
soil disturbing activities, etc. as described below shall be implemented if
necessary to accomplish the objectives of this plan.
It is expected that minor adjustments, especially the installation of additional BMPs
where an unexpected need arises, will be necessary during the construction phase of
this project. For this reason, discussions of various BMPs that are not specifically
required are included below. These BMPs should be considered as being held in ready
reserve against the possibility that they will be needed.
The following subsections discuss the various BMPs that may be incorporated in this
plan. Reasons for their use, limitations and benefits associated with specific BMPs, and
additional information are provided.
B. Stabilization and Sediment Trapping (Erosion and Sediment Control
Requirement Number 1)
These requirements are to be considered general in nature and provide a framework for
deciding when and where various BMPs should be utilized. They are intended to provide
guidance in quickly selecting BMPs for use in unexpected situations. They apply to
both soils that are not yet at final grade and to those that are at final grade, including
soil stockpiles.
1. Stabilization of Exposed Soils
The stabilization of exposed soils is the single most important element of this plan.
If exposed soils are protected such that soil particles are not picked up by running
water, erosion will not occur. Protection of exposed soil consists of four main areas
of effort.
a. 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 a minimum,
clearing and grading activities outside of the areas necessary to construct the
improvements shall be kept to an absolute minimum. Patches of existing
vegetation that are within the clearing/grading limits and may be left intact
without hindering the project, shall be left alone whenever possible.
Care shall be taken that existing vegetation is left intact wherever possible
around the perimeter of the project and particularly along the lower side of the
project. Vegetation in drainage corridors and immediately below soil disturbing
activities is the most valuable and as such is to be provided with the most
protection.
17
• •
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 order to reduce
the chance of an erosive rainfall event catching the soil unprotected.
c. Ensure Prompt Revegetation of Disturbed Areas
Every effort shall be made to ensure a healthy stand of protective vegetation is
established as soon as possible. Reseeding of areas which are to be planted with
grass shall be accomplished within 14 days if grading operations are completed
within a planting season. If grading operations are completed outside of a
planting season, reseeding shall occur within 7 days following the beginning of
the next planting season. If substantial portions of the project are ready for
reseeding at the beginning of or during a planting season, such portions may be
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 recommendations
of the seed supplier should be sought and strongly considered in selecting a mix.
If the season or construction scheduling will not allow prompt revegetation of an
area where construction activities have been completed, the area should be
covered with plastic sheeting, straw, mulch or other covering chosen to match
18
• •
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 covered, 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 downhill project boundary, cost, and the visual
impact of the covering.
The best covering is existing vegetation, which should be disturbed as little as
possible. Commercial sod is the next best covering but its use is often precluded
by cost. Clear plastic sheeting is suitable for steep slopes but is difficult to apply
and maintain in moderate to high winds. Black plastic sheeting is not
appropriate during growing seasons except for short 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 limpness. Straw is generally effective where
the distance from the top to the toe of the slope is no more than 100 feet.
Early application of gravel bases, pavements, and special landscaping items such
as washed rock over plastic sheeting is considered to be a suitable protective
covering where otherwise required.
2. Sediment Trapping
Stormwater runoff from areas of exposed soil shall not be permitted to leave the
project site without first having passed through an appropriate sediment trapping
system or device. The type of sediment trap should be chosen based on the potential
for erosion from exposed soils, the expected velocity and depth of flows, the
proximity to downstream sensitive areas, and the length of time that the upstream
soils will remain exposed to the elements.
a. Sheet Flow Through Grassy or Heavily Vegetated Areas
Runoff from exposed slopes that are less than 150 feet from top to bottom
(measured along the slope) can be adequately treated by routing flows through
bands of dense grass or other heavy vegetation. The vegetated band should be a
minimum of one fifth as wide as the width of the exposed slope, but no narrower
19
• •
than 10 feet. For example, a band of exposed soil 75 feet wide should have a
minimum of 15 feet of dense grass for sediment trapping.
The vegetated band width above is for a slope no steeper than 10 percent. Where
the slope of the vegetated area is between 10 and 20 percent, add 50 percent to
the minimum width. Where the slope is greater than 20 percent, the minimum
width should be doubled.
For this type of sediment trapping system to be effective, flows must cross the
vegetated area in sheet flows. If flows are expected to arrive at the vegetated
band in concentrated flows, creation of a small artificial delta may be necessary
to force a sheet flow.
b. Grassy Swales
Grassy swales is used to treat runoff from larger areas than sheet flows across
bands of vegetation. Although grassy swales are usually thought of as
permanent features, they can often be utilized during the construction phase.
Unfortunately, there is usually insufficient time before the main construction
effort to reshape landforms to provide the necessary slopes, widths, etc., and
grow vegetation in the swale. Either an area must be found that is already
vegetated and that meets the minimum requirements for a grassy swale or
commercial sod must be placed along the sides and bottoms of the swale
immediately after the swale is constructed.
The following standard requirements for grassy swales were taken from the
Draft Stormwater Guidelines published by the Washington State Department of
Fisheries in 1990 and are recommended for use here due to their simplicity.
More specific design criteria are more appropriate for use on large or complex
sites.
i. Soils
Gravelly and coarse sandy soils should be avoided in order to maximize water
contact with vegetation and the soil surface.
ii. Design Criteria
The grassy swale should be designed based on a two-year, 24-hour peak flow
and the following:
(A) Velocity
Velocities should be less than 1.50 feet per second.
(B) Depth of Flow
The flow depth should be less than 4 inches.
20
•
(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.
iii. Dimensions
Grassy swales should be located to obtain maximum length. If less than 200
feet long, the width should be increased by an amount proportional to the
reduction below 200 feet in order to obtain the same area of vegetation
contact.
iv. Side Slopes
Side slopes should be no steeper than three horizontal to one vertical.
c. Interceptor Swales
Interceptor swales are shallow trenches constructed with a single pass of a large
dozer equipped with one to three ripper teeth. The preferred configuration of
ripper teeth for construction of interceptor swales is two teeth positioned on the
outside of the ripper assembly. This type of swale construction will tear through
existing sod without removing it. Leaving the sod in place will protect against
erosion of the swale bottom on steeper slopes.
Swales thus constructed are intended to intercept sheet flows and infiltrate 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 enter 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 otherwise 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 of them are
included elsewhere in the DOE Manual. They should be used where appropriate
and as described in the Manual.
21
• •
C. Delineate Clearing and Easement Limits (Erosion and Sediment Control
Requirement Number 2)
Appropriate clearing limits, property lines, easement lines, and similar boundaries shall
be determined prior to starting construction. Clearing, grubbing, grading and similar
operations shall not begin until the appropriate limits are staked in the field. Once
these stakes are set, care shall be taken that the stakes are not disturbed.
D. Protection of Adjacent Properties (Erosion and Sediment Control Requirement
Number 3)
As required by the DOE Manual, no flows from exposed or disturbed soils are to leave
the project site without first having been treated with some type of sediment
trapping/filtering system or device. The proposed arrangement of these devices and
systems is described above. The individual items are discussed in more detail in the
section on Sediment Trapping above.
The protective measures shown on the site plan are designed to prevent sediment
deposition on adjacent properties. To the extent that the various items are constructed
as designed and other work on the site progresses as envisioned, sediment should not be
deposited on neighboring properties.
Last minute changes in other items of work on this project, responses to previously
unknown site conditions, or unexpected weather may require that revisions to the
sediment trapping provisions of this plan be made rapidly. To this end, the previous
section on Sediment Trapping contains design criteria, comments, information about
BMPs, and similar information that is intended to be used in rapidly responding to
changing needs and changing site conditions. As soon as a previously unexpected threat
to adjacent properties becomes apparent, sufficient measures 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 provide a level of defense against sediment deposition
on adjacent properties at least as secure as those provided by the remainder of this
plan.
E. Timing and Stabilization of Sediment Trapping Measures (Erosion and
Sediment Control Requirement Number 4)
It is essential that the various sediment trapping systems and devices be constructed
prior to exposingsoils to the elements. Both the timing the upslope e P P of construction of
the measures and the stabilization of the slopes of the structural BMPs are mandatory
parts of this plan.
1. Timing of Installation of BMPs
In keeping with the goal of providing positive sediment trapping or removal for all
runoff from exposed soils before the runoff leaves the project site, no soil shall be
exposed, or grading operations performed, until all of the required BMPs in the
drainage path below the area to be exposed have been completed. Clearing,
grubbing, and grading operations necessary for the construction of the BMPs are
excepted from this requirement.
22
• •
2. Stabilization of slopes of structural BMPs
It is critical that the slopes of ditches, berms, ponds, and similar structural items be
stabilized. These slopes will not only shed as much silt as any other exposed slope,
but their erosion could cause the failure of the structural BMP. This could easily
result in the failure of the BMP to perform its task of forcing sediment deposition to
occur in a controlled location. This would leave open the potential for erosive
transport of soil from a much larger area than that originally exposed on the slope of
the BMP.
F. Cut and Fill Slopes (Erosion and Sediment Control Requirement Number 5)
Newly created slopes shall be covered or otherwise protected as provided for elsewhere
in this plan.
The faces of newly created fill slopes shall be well compacted. Since it is often
impossible for typical compaction equipment to adequately compact the outer one to
three feet of a fill, it will be necessary for compaction equipment to be operated up and
down the face of the slope after the fill is completed. Operating tracked equipment in
this manner will provide a certain amount of slope roughness which is desirable in
slowing the velocity of running water and in retaining seed and fertilizer.
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 Requirement
Number 6)
The BMPs specified by this plan are intended to prevent damage to downstream and/or
adjoining properties. To the extent that construction of this project is performed 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 occurring increases significantly if construction is delayed and
exposed slopes must be covered thro
ugh 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 this plan. Those BMPs noted above as
being held in "ready reserve" on this project may be brought up to active status by their
use in such off-site situations.
23
• .
H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment Control
Requirement Number 7)
Channels, slopes, embankments, trenches, and similar areas of disturbed soil which are
required for the implementation of this erosion control plan shall be subject to the same
erosion control requirements as other portions of the project. In addition to the general
protective requirements, specific armoring methods are included in the appropriate
details.
I. Underground Utility Construction (Erosion and Sediment Control Requirement
Number 9)
Underground utility construction shall proceed subject to the following criteria.
A major source of potentially contaminated flows is from pumping or otherwise
dewatering trenches. For this reason, flows discharged from pumping or other
methods 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 excavated soils
shall be placed on the uphill side of the trench. Any such stockpiles shall be
protected from erosion as provided for in this plan.
Trenches shall be backfilled and revegetated as soon as reasonably possible
following placement of utilities. Wherever trenches run more or less straight up and
down a slope, either the backfill shall be mounded over the trench or waterbars or
similar BMPs shall be utilized as necessary to prevent the backfilled trench from
becoming a water course. Simply covering the exposed soil may not prevent the
trench from conveying waters.
Where the upstream end of a pipe is subject to inundation, it shall be temporarily
capped or plugged at the end of each day's work to prevent soil from being washed
into the pipe.
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 Requirement
Number 10)
It is expected that minor amounts of soil will be tracked onto paved roads, especially
when unexpected circumstances such as rains and delays occur. To prevent this from
becoming a nuisance or source of sedimentation, the roads shall be cleaned thoroughly
at the end of each day if there is evidence of any significant accumulation of soil.
Sediment shall be removed from roads by shoveling or sweeping and be transported to a
controlled sediment disposal area. Washing of the street shall be allowed only after
24
•
•
sediment is removed in this manner. Wherever construction, delivery, and similar
vehicles enter paved roads from this project, the following provisions shall be followed to
minimize the transport of soil onto the paved road.
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 necessary, but shall
not access paved roads without first having been routed over areas where existing grass
or other vegetation remains or routed down a minimum of 150 feet of graveled road.
Access routes 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 Requirement
Number 11)
Temporary Erosion Control Facilities shall be promptly (within 60 days) removed, once
their presence is no longer required. During their removal, any entrapped sediment
shall be disposed of in suitable locations on the project site where they will not be
subject to erosion. Disturbed areas left after the removal of sediments shall be promptly
stabilized.
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 Facilities is to
prevent sediments from entering waters, not to merely delay it until after construction
is completed.
L. Dewatering Construction Sites (Erosion and Sediment Control Requirement
Number 12)
Discharges from pumps used in dewatering trenches or other portions of a construction
site shall be dispersed by one of the following methods:
Directing flows onto existing heavily vegetated areas. If this is done, the flows shall
be directed against objects such as old tires or stumps, capable of disrupting
concentrated flows.
Directing flows onto a pad constructed of clean, pit run gravel or washed drain rock
or pea gravel. The pad shall be a minimum of 15 feet square and flows shall be
directed into a circle of 6 - 8 inch diameter stones to assist in dispersing flows into
sheet flows.
25
• •
Directing flows directly into a grassy swale or other sediment trapping BMP,
constructed per this plan.
noIn caseshall
s a flows discharged from a pump be allowed to remain as a concentrated
flow. Every effort shall be made to break the flows into sheet flows.
In all cases, flows from dewatering shall be routed through a sediment trapping BMP
before being released off of the site.
M. Control of Pollutants Other than Sediment (Erosion and Sediment Control
Requirement Number 13)
All potential pollutants other than sediments that may occur on the site during the
construction process shall be handled and disposed of in a manner that does not cause
contamination of stormwater.
1. Control of Toxic Substances
No toxic or noxious substances shall be used, stored or disposed of on or off the
project site in conjunction with the project except in full compliance with all
applicable federal, state and local laws and regulations and the recommendations of
the supplier of the substance. The product label or instructions for use and the
Material Safety Data Sheets (MSDS) for such products shall be kept on the site until
the product has been used up or removed from the site and properly disposed of.
While not commonly thought of as a hazardous material, common fertilizer can be
very damaging if allowed to enter receiving waters. Fertilizers shall only be used in
accordance with the recommendations of the supplier and any concentrations such
as dribbles or leaks shall be cleaned up.
In the event of a spill or other unusual event involving toxic or hazardous materials,
work in the vicinity shall be immediately stopped and the following agencies
notified:
Washington State Department of Ecology, (206) 459-6000 during normal
business hours or(206) 753-2353 after hours.
If the incident presents a threat to life, health, or property, the Fire and Police
Departments shall be notified by dialing 911.
2. Petroleum Spills
The following requirements are included to ensure compliance with Part 40 of CFR
112 in cases where SPCC Plans are required. They shall be followed on all projects.
Storage of fuel for construction vehicles and fueling of construction vehicles shall be
performed in accordance with the following requirements:
26
• •
a. Driver Training
All employees assigned to operate fuel trucks will be properly trained in
appropriate regulations and safety procedures. Training shall include proper
inspection and use of tanks, hatches, valves, pumps, hoses and fuel delivery
equipment.
b. Fueling of Vehicles
Fuel nozzles shall be locked when not attended and hoses shall be rewound or
otherwise properly stored when not in use. Unattended fueling which relies on
the proper operation of automatic shutoff nozzles shall not be permitted.
c. Parking of Fuel Tankers
Parking areas for fuel trucks shall be selected such that spills will not leave the
area. Fuel trucks shall not be parked closer than 25 feet to a conveyance BMP
such as a grassy swale or interceptor swale. When fuel trucks must be taken to
other portions of the project to fuel equipment, they must be continuously
attended or returned to the staging/storage area. Fuel trucks shall be locked
with the wheels chocked when unattended and not in use.
d. Containment of Spills
Spills shall be immediately diked and every effort made to stop spillage. Each
fuel truck shall carry a long handled shovel for use in containing spills. In the
event of a spill, the U. S. Environmental Protection Agency, Seattle, Washington
(206) 442-1263, shall be notified as soon as possible. If the magnitude of the spill
is such that it presents an immediate threat to life, health, or property, it shall
be promptly reported by dialing 911.
N. Maintenance (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.
Most of the various BMPs required to maintain water quality during the construction
phase of this project are of a temporary nature. They are neither intended nor expected
to remain in service for months at a time. The typical BMP often has a life expectancy
of only 6 - 12 weeks unless time and effort are expended to bring it back to its original
condition.
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.
27
•
J
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
J are contained in the DOE Manual.
1 O. Financial Responsibility
Construction, operation, maintenance, replacement, and final removal of the erosion
and sedimentation control BMPs is an integral part of the construction of this project.
When referenced as such by the construction contract or similar documents, this plan
forms a part of the construction plans for this project. In such cases the erosion and
sedimentation control work is covered under applicable financial instruments such as
the contractor's and developer's bonds to the same extent as all other items of work
shown in the construction plans.
I
I
I
28
• •
APPENDIX I -RUNOFF CURVE NUMBER CALCULATIONS
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J
1 1 •
APPENDIX II-RAINFALL HYDROGRAPH CALCULATIONS
I PROJECT: Moyer Drainage
2 yr storm (A)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.180 cfs
Total Rainfall Volume = 1997 cu ft
Total, 24 hr rainfall = 2 .20 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
0 0.00 0.00 0.00 0.0000 0 .0000 0.0000
10 0.40 0.40 0. 17 0. 0133 0 .0088 0 . 0088
20 0.40 0.80 0.33 0.0133 0 .0088 0 . 0176
30 0.40 1.20 0.50 0.0133 0 .0088 0 . 0264
40 0.40 1. 60 0. 67 0.0133 0 .0088 0. 0352
50 0.40 2 .00 0.83 0.0133 0 .0088 0.0440
60 0.40 2 .40 1.00 0.0133 0 .0088 0.0528
70 0.40 2.80 1.17 0.0133 0 .0088 0.0616
80 0.40 3 .20 1.33 0.0133 0 .0088 0 . 0704
90 0.40 3 . 60 1.50 0.0133 0 .0088 0. 0792
100 0.40 4.00 1.67 0.0133 0 .0088 0.0880
110 0.50 4.50 1.83 0.0166 0 .0110 0. 0990
120 0.50 5. 00 2.00 0.0166 0 .0110 0. 1100
130 0.50 5. 50 2. 17 0. 0166 0 .0110 0 . 1210
140 0.50 6.00 2.33 0.0166 0 .0110 0 . 1320
150 0.50 6.50 2.50 0.0166 0 .0110 0. 1430
160 0.50 7.00 2.67 0.0166 0 .0110 0. 1540
170 0.60 7. 60 2.83 0.0200 0 .0132 0 . 1672
180 0.60 8.20 3 .00 0.0200 0 .0132 0. 1804
190 0.60 8.80 3 .17 0.0200 0 .0132 0. 1936
200 0.60 9.40 3.33 0.0200 0 .0132 0 .2068
210 0.60 10.00 3.50 0.0200 0 .0132 0.2200
220 0.60 10. 60 3 . 67 0 .0200 0 .0132 0.2332
230 0.70 11.30 3 .83 0.0233 0 .0154 0 .2486
240 0.70 12 . 00 4.00 0 .0233 0 .0154 0 .2640
250 0.70 12.70 4.17 0 .0233 0 .0154 0 .2794
260 0.70 13 .40 4.33 0.0233 0 .0154 0.2948
270 0.70 14. 10 4.50 0.0233 0 .0154 0.3102
280 0.70 14. 80 4.67 0.0233 0 .0154 0 .3256
290 0.82 15. 62 4.83 0.0273 0 .0180 0 .3436
300 0.82 16.44 5.00 0.0273 0 .0180 0.3617
310 0.82 17.26 5.17 0 .0273 0 .0180 0.3797
320 0.82 18.08 5.33 0 .0273 0 .0180 0.3978
330 0.82 18.90 5.50 0.0273 0 .0180 0 .4158
340 0.82 19.72 5.67 0.0273 0 .0180 0 .4338
350 0.95 20. 67 5.83 0.0316 0 .0209 0.4547
360 0.95 21. 62 6.00 0 .0316 0 .0209 0.4756
370 0.95 22 .57 6.17 0 .0316 0.0209 0 .4965
380 0.95 23 .52 6.33 0.0316 0.0209 0. 5174
III
411
PROJECT: Moyer Drainage
2 yr storm (A)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.180 cfs
Total Rainfall Volume = 1997 cu ft
Total, 24 hr rainfall = 2.20 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
390 0.95 24.47 6.50 0.0316 0.0209 0. 5383
400 0.95 25.42 6.67 0.0316 0 .0209 0. 5592
410 1.33 26.75 6.83 0.0443 0 .0293 0. 5885
420 1.33 28.08 7.00 0.0443 0.0293 0. 6178
430 1.33 29.41 7.17 0.0443 0.0293 0. 6470
440 1.80 31.21 7.33 0.0599 0 .0396 0. 6866
450 1.80 33. 01 7.50 0.0599 0.0396 0.7262
460 3 .40 36.41 7.67 0.1131 0 .0748 0. 8010
470 5.40 41.81 7. 83 0.1797 0 .1188 0. 9198
480 2.70 44.51 8.00 0.0898 0 .0594 0. 9792
490 1.80 46.31 8.17 0.0599 0 .0396 1. 0188
500 1.34 47. 65 8.33 0.0446 0 .0295 1. 0483
510 1.34 48.99 8.50 0.0446 0 .0295 1. 0778
520 1.34 50.33 8.67 0.0446 0 .0295 1. 1073
530 0.88 51.21 8.83 0.0293 0.0194 1. 1266
540 0.88 52.09 9.00 0.0293 0.0194 1. 1460
550 0.88 52.97 9.17 0.0293 0.0194 1. 1653
560 0. 88 53 . 85 9.33 0.0293 0 .0194 1. 1847
570 0.88 54.73 9.50 0.0293 0 .0194 1.2041
580 0.88 55. 61 9. 67 0.0293 0.0194 1 .2234
590 0.88 56.49 9.83 0.0293 0 .0194 1. 2428
600 0.88 57 .37 10.00 0.0293 0 . 0194 1 . 2621
610 0.88 58.25 10. 17 0.0293 0 .0194 1 .2815
620 0.88 59.13 10.33 0.0293 0 .0194 1.3009
630 0.88 60. 01 10.50 0.0293 0 .0194 1.3202
640 0.88 60. 89 10. 67 0.0293 0.0194 1.3396
650 0.72 61.61 10.83 0.0240 0 .0158 1. 3554
660 0.72 62.33 11.00 0.0240 0 .0158 1.3713
670 0.72 63.05 11. 17 0.0240 0.0158 1.3871
680 0.72 63 .77 11.33 0.0240 0 .0158 1.4029
690 0.72 64.49 11. 50 0. 0240 0 . 0158 1 . 4188
700 0.72 65.21 11. 67 0.0240 0 .0158 1 .4346
710 0.72 65.93 11.83 0.0240 0 .0158 1 .4505
720 0.72 66. 65 12.00 0.0240 0.0158 1.4663
730 0.72 67.37 12. 17 0.0240 0 .0158 1.4821
740 0.72 68. 09 12.33 0.0240 0 .0158 1.4980
750 0.72 68.81 12 .50 0.0240 0 .0158 1. 5138
760 0.72 69.53 12 . 67 0.0240 0 .0158 1.5297
770 0.57 70. 10 12.83 0.0190 0.0125 1.5422
I !
PROJECT: Moyer Drainage
2 yr storm (A)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0 .180 cfs
Total Rainfall Volume = 1997 cu ft
Total, 24 hr rainfall = 2.20 in
1 Rainfall Data
Standard SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
780 0.57 70. 67 13.00 0.0190 0.0125 1. 5547
790 0.57 71.24 13.17 0.0190 0 .0125 1. 5673
800 0.57 71.81 13.33 0.0190 0 .0125 1. 5798
810 0.57 72.38 13.50 0.0190 0 .0125 1. 5924
820 0.57 72.95 13. 67 0.0190 0 .0125 1. 6049
830 0.57 73.52 13.83 0.0190 0 .0125 1. 6174
840 0.57 74.09 14.00 0.0190 0 .0125 1. 6300
850 0.57 74. 66 14. 17 0.0190 0 .0125 1. 6425
860 0.57 75.23 14.33 0.0190 0 .0125 1. 6551
870 0.57 75.80 14.50 0.0190 0.0125 1. 6676
880 0.57 76.37 14.67 0.0190 0 .0125 1. 6801
890 0.50 76.87 14.83 0.0166 0 .0110 1. 6911
900 0.50 77.37 15.00 0.0166 0 .0110 1.7021
910 0.50 77.87 15.17 0.0166 0 .0110 1.7131
920 0.50 78.37 15.33 0.0166 0 .0110 1.7241
930 0.50 78.87 15. 50 0.0166 0.0110 1. 7351
940 0.50 79.37 15. 67 0.0166 0 .0110 1. 7461
I 950 0.50 79. 87 15. 83 0.0166 0 .0110 1 . 7571
960 0.50 80.37 16.00 0.0166 0 .0110 1.7681
970 0.50 80.87 16. 17 0.0166 0 .0110 1. 7791
980 0.50 81.37 16.33 0.0166 0.0110 1. 7901
990 0.50 81.87 16.50 0.0166 0 .0110 1. 8011
1000 0.50 82.37 16. 67 0.0166 0 .0110 1. 8121
1010 0.43 82. 80 16.83 0.0143 0 .0095 1. 8216
1020 0.40 83.20 17.00 0.0133 0.0088 1. 8304
1 1030 0.40 83 . 60 17.17 0.0133 0 .0088 1. 8392
1040 0.40 84. 00 17.33 0.0133 0 .0088 1. 8480
1050 0.40 84.40 17. 50 0.0133 0.0088 1. 8568
1060 0.40 84.80 17. 67 0 .0133 0 .0088 1 . 8656
1070 0.40 85.20 17.83 0.0133 0 .0088 1. 8744
1080 0.40 85.60 18.00 0.0133 0 .0088 1. 8832
1090 0.40 86.00 18. 17 0.0133 0 .0088 1. 8920
1100 0.40 86.40 18.33 0.0133 0 .0088 1.9008
1110 0.40 86. 80 18.50 0.0133 0 .0088 1. 9096
1120 0.40 87.20 18.67 0.0133 0.0088 1.9184
1130 0.40 87. 60 18. 83 0.0133 0 .0088 1.9272
1140 0.40 88.00 19.00 0.0133 0 .0088 1.9360
1150 0.40 88.40 19.17 0.0133 0.0088 1.9448
1160 0.40 88. 80 19.33 0.0133 0.0088 1.9536
! •
PROJECT: Moyer Drainage
2 yr storm (A)
Total Basin Area = 10890 sq ft = 0.2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0 . 180 cfs
Total Rainfall Volume = 1997 cu ft
Total, 24 hr rainfall = 2 .20 in
Rainfall Data
Standard SCS Type lA --
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
1170 0.40 89 .20 19.50 0.0133 0 . 0088 1. 9624
1180 0.40 89 . 60 19.67 0.0133 0 .0088 1. 9712
1190 0.40 90.00 19.83 0.0133 0 .0088 1. 9800
1200 0.40 90.40 20.00 0.0133 0 .0088 1. 9888
1210 0.40 90.80 20.17 0.0133 0 .0088 1. 9976
1220 0.40 91.20 20.33 0.0133 0 .0088 2. 0064
1230 0.40 91.60 20.50 0.0133 0 .0088 2. 0152
1240 0.40 92.00 20. 67 0.0133 0 .0088 2. 0240
1250 0.40 92.40 20.83 0 .0133 0 .0088 2. 0328
1260 0.40 92.80 21.00 0 .0133 0 .0088 2. 0416
1270 0.40 93 .20 21.17 0.0133 0 .0088 2 . 0504
1280 0.40 93 .60 21.33 0.0133 0 .0088 2 . 0592
1290 0.40 94.00 21.50 0.0133 0 .0088 2 . 0680
1300 0.40 94.40 21.67 0.0133 0 .0088 2 . 0768
1310 0.40 94.80 21.83 0.0133 0 .0088 2. 0856
1320 0.40 95.20 22.00 0 .0133 0 .0088 2. 0944
1330 0.40 95.60 22.17 0 .0133 0 .0088 2. 1032
1340 0.40 96.00 22.33 0 .0133 0 .0088 2 . 1120
1350 0.40 96.40 22.50 0 .0133 0 .0088 2 . 1208
1360 0.40 96.80 22. 67 0 .0133 0 .0088 2 . 1296
1370 0.40 97 .20 22. 83 C .0133 0 .0088 2 . 1384
i 1380 0.40 97 . 60 23.00 C .0133 0 .0088 2 . 1472
1390 0.40 98.00 23.17 C .0133 0 .0088 2. 1560
1400 0.40 98.40 23.33 C .0133 0 .0088 2 . 1648
1410 0.40 98. 80 23. 50 C .0133 0 .0088 2 . 1736
1420 0.40 99 .20 23. 67 C .0133 0 .0088 2 . 1824
1430 0.40 99 .60 23.83 C .0133 0 .0088 2 . 1912
1440 0.40 100 .00 24. 00 C .0133 0 .0088 2 . 2000
1450 0.00 100.00 24.17 C .0000 0 .0000 2 .2000
1460 0.00 100.00 24.33 C.0000 0 .0000 2 . 2000
1470 0.00 100.00 24.50 C.0000 0 .0000 2 . 2000
1480 0.00 100.00 24. 67 0.0000 0 .0000 2 . 2000
1490 0.00 100 .00 24. 83 0.0000 0 .0000 2 . 2000
1500 0.00 100 .00 25.00 0.0000 0 .0000 2 .2000
100.00 2 .2000
•
PROJECT: Moyer Drainage
25 yr stoLm (B)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.327 cfs
Total Rainfall Volume = 3630 cu ft
Total, 24 hr rainfall = 4.00 in
Rainfall Data
Standard SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
0 0.00 0.00 0.00 0.0000 0 .0000 0.0000
10 0.40 0.40 0. 17 0.0242 0 .0160 0.0160
20 0.40 0.80 0.33 0.0242 0 .0160 0.0320
30 0.40 1.20 0.50 0.0242 0 .0160 0.0480
40 0.40 1.60 0. 67 0.0242 0 .0160 0.0640
50 0.40 2 .00 0.83 0.0242 0 .0160 0.0800
60 0.40 2 .40 1.00 0.0242 0 .0160 0.0960
70 0.40 2.80 1.17 0.0242 0 .0160 0.1120
80 0.40 3 .20 1.33 0.0242 0 .0160 0.1280
90 0.40 3 .60 1.50 0.0242 0 .0160 0.1440
100 0.40 4.00 1. 67 0.0242 0 .0160 0.1600
110 0.50 4.50 1.83 0.0303 0 .0200 0.1800
120 0.50 5.00 2.00 0.0303 0 .0200 0.2000
130 0.50 5.50 2. 17 0.0303 0 .0200 0.2200
140 0.50 6.00 2.33 0.0303 0 .0200 0.2400
150 0.50 6.50 2.50 0.0303 0.0200 0.2600
160 0.50 7.00 2. 67 0.0303 0 .0200 0.2800
170 0. 60 7.60 2. 83 0.0363 0 .0240 0.3040
180 0.60 8.20 3 .00 0.0363 0.0240 0.3280
190 0.60 8.80 3 .17 0.0363 0 .0240 0.3520
200 0.60 9.40 3.33 0.0363 0 .0240 0.3760
210 0. 60 10. 00 3 . 50 0.0363 0 .0240 0.4000
220 0. 60 10. 60 3 . 67 0.0363 0 .0240 0.4240
230 0.70 11.30 3 . 83 0.0424 0 .0280 0.4520
240 0.70 12.00 4.00 0.0424 0 .0280 0.4800
250 0.70 12.70 4. 17 0.0424 0 .0280 0.5080
260 0.70 13 .40 4.33 0.0424 0 .0280 0.5360
270 0.70 14. 10 4.50 0.0424 0 .0280 0. 5640
280 0.70 14. 80 4. 67 0.0424 0.0280 0. 5920
290 0.82 15. 62 4. 83 0.0496 0 .0328 0.6248
300 0.82 16.44 5.00 0.0496 0 .0328 0. 6576
310 0.82 17.26 5. 17 0.0496 0 .0328 0. 6904
320 0.82 18.08 5.33 0.0496 0 .0328 0.7232
330 0.82 18.90 5.50 0.0496 0 .0328 0.7560
340 0.82 19.72 5. 67 0.0496 0 .0328 0.7888
350 0.95 20. 67 5. 83 0.0575 0 .0380 0.8268
360 0.95 21. 62 6.00 0.0575 0.0380 0.8648
370 0.95 22. 57 6. 17 0.0575 0.0380 0.9028
380 0.95 23 .52 6.33 0.0575 0 .0380 0.9408
PROJECT: Moyer Drainage
25 yr storm (B)
Total Basin Area = 10890 sq ft = 0.2500 Ac
StoLm Duration = 24 hr
Peak Rainfall Intensity = 0.327 cfs
Total Rainfall Volume = 3630 cu ft
Total, 24 hr rainfall = 4.00 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
} Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
390 0.95 24.47 6.50 0.0575 0.0380 0.9788
400 0.95 25.42 6. 67 0.0575 0.0380 1.0168
410 1.33 26.75 6.83 0.0805 0.0532 1.0700
420 1.33 28.08 7.00 0.0805 0.0532 1. 1232
430 1.33 29 .41 7.17 0.0805 0 .0532 1. 1764
440 1.80 31.21 7.33 0.1089 0 .0720 1.2484
450 1.80 33 .01 7.50 0.1089 0 .0720 1.3204
460 3.40 36.41 7.67 0.2057 0 .1360 1.4564
i 470 5.40 41.81 7.83 0.3267 0 .2160 1. 6724
480 2.70 44.51 8.00 0.1634 0.1080 1.7804
490 1.80 46.31 8.17 0.1089 0.0720 1.8524
500 1.34 47.65 8.33 0.0811 0.0536 1.9060
510 1.34 48.99 8.50 0.0811 0.0536 1.9596
520 1.34 50.33 8. 67 0.0811 0 .0536 2.0132
530 0.88 51.21 8.83 0.0532 0 .0352 2.0484
540 0.88 52.09 9.00 0.0532 0 .0352 2.0836
550 0.88 52.97 9.17 0.0532 0 .0352 2.1188
560 0. 88 53.85 9.33 0.0532 0 .0352 2 . 1540
570 0.88 54.73 9.50 0.0532 0 .0352 2. 1892
580 0.88 55.61 9.67 0.0532 0 .0352 2.2244
590 0.88 56.49 9.83 0.0532 0 .0352 2.2596
600 0.88 57.37 10.00 0.0532 0 .0352 2.2948
610 0.88 58.25 10. 17 0.0532 0 .0352 2.3300
620 0. 88 59.13 10.33 0.0532 0 .0352 2 .3652
630 0.88 60.01 10.50 0.0532 0 .0352 2 .4004
640 0.88 60.89 10. 67 0.0532 0 .0352 2 .4356
650 0.72 61.61 10.83 0.0436 0.0288 2 .4644
660 0.72 62.33 11.00 0.0436 0 .0288 2 .4932
670 0.72 63 .05 11.17 0.0436 0 .0288 2 . 5220
680 0.72 63 .77 11.33 0.0436 0.0288 2 . 5508
690 0.72 64.49 11.50 0.0436 0 .0288 2 . 5796
700 0.72 65.21 11. 67 0.0436 0.0288 2 .6084
710 0.72 65.93 11.83 0.0436 0.0288 2 . 6372
720 0.72 66.65 12.00 0.0436 0.0288 2 .6660
730 0.72 67.37 12.17 0.0436 0.0288 2 .6948
740 0.72 68.09 12.33 0.0436 0.0288 2 .7236
750 0.72 68.81 12.50 0.0436 0.0288 2 .7524
760 0.72 69.53 12. 67 0.0436 0.0288 2 .7812
770 0. 57 70.10 12.83 0.0345 0.0228 2. 8040
l III II/
i
PROJECT: Moyer Drainage
25 yr storm (B)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.327 cfs
Total Rainfall Volume = 3630 cu ft
Total, 24 hr rainfall = 4.00 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
780 0.57 70.67 13 .00 0.0345 0.0228 2 .8268
790 0.57 71.24 13 .17 0.0345 0.0228 2 .8496
800 0.57 71.81 13 .33 0.0345 0.0228 2 .8724
810 0.57 72 .38 13 .50 0.0345 0.0228 2.8952
820 0.57 72.95 13. 67 0.0345 0.0228 2 .9180
830 0.57 73 .52 13 .83 0.0345 0 .0228 2 .9408
840 0.57 74.09 14.00 0.0345 0 .0228 2 .9636
850 0.57 74. 66 14. 17 0.0345 0.0228 2 .9864
860 0.57 75.23 14.33 0.0345 0 .0228 3 .0092
870 0.57 75.80 14.50 0.0345 0.0228 3 .0320
880 0.57 76.37 14. 67 0.0345 0.0228 3 .0548
890 0.50 76.87 14.83 0.0303 0.0200 3 .0748
900 0.50 77.37 15.00 0.0303 0.0200 3 .0948
910 0.50 77.87 15.17 0.0303 0.0200 3 .1148
920 0.50 78.37 15.33 0.0303 0.0200 3 .1348
930 0.50 78. 87 15.50 0.0303 0 .0200 3 .1548
940 0.50 79.37 15. 67 0.0303 0 .0200 3 .1748
950 0.50 79 . 87 15.83 0.0303 0 .0200 3 .1948
960 0.50 80.37 16.00 0.0303 0.0200 3 .2148
970 0.50 80.87 16.17 0.0303 0 .0200 3.2348
980 0.50 81.37 16.33 C .0303 0.0200 3 .2548
990 0.50 81.87 16.50 0.0303 0.0200 3.2748
1000 0.50 82.37 16. 67 0 .0303 0 .0200 3 .2948
1010 0.43 82. 80 16.83 0.0260 0.0172 3 .3120
1020 0.40 83 .20 17.00 0.0242 0 .0160 3.3280
1030 0.40 83 . 60 17.17 0.0242 0 .0160 3 .3440
1040 0.40 84.00 17.33 0 .0242 0 .0160 3 .3600
1050 0.40 84.40 17.50 0.0242 0 .0160 3 .3760
1060 0.40 84. 80 17.67 0.0242 0.0160 3 .3920
1070 0.40 85.20 17. 83 0.0242 0 .0160 3.4080
1080 0.40 85. 60 18.00 0.0242 0 .0160 3 .4240
1090 0.40 86.00 18.17 0.0242 0 .0160 3 .4400
1100 0.40 86.40 18.33 0.0242 0.0160 3 .4560
1110 0.40 86.80 18.50 0.0242 0.0160 3.4720
1120 0.40 87.20 18. 67 0.0242 0 .0160 3.4880
1130 0.40 87. 60 18.83 0.0242 0 .0160 3 .5040
1140 0.40 88.00 19.00 0.0242 0.0160 3 . 5200
1150 0.40 88.40 19.17 0.0242 0 .0160 3. 5360
1160 0.40 88.80 19.33 0.0242 0.0160 3 .5520
• 110
PROJECT: Moyer Drainage
25 yr storm (B)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.327 cfs
Total Rainfall Volume = 3630 cu ft
Total, 24 hr rainfall = 4.00 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
1170 0.40 89 .20 19.50 0.0242 0 .0160 3.5680
1180 0.40 89 .60 19.67 0.0242 0.0160 3 .5840
1190 0.40 90.00 19.83 0.0242 0 .0160 3. 6000
1200 0.40 90 .40 20.00 0.0242 0 .0160 3 .6160
1210 0.40 90.80 20.17 0.0242 0 .0160 3.6320
1220 0.40 91.20 20.33 0.0242 0 .0160 3 .6480
1230 0.40 91. 60 20.50 0.0242 0 .0160 3 .6640
1240 0.40 92 .00 20.67 0.0242 0 .0160 3 .6800
1250 0.40 92.40 20.83 0.0242 0 .0160 3 . 6960
1260 0.40 92 .80 21.00 0.0242 0 .0160 3 .7120
1270 0.40 93 .20 21.17 0.0242 0 .0160 3 .7280
1280 0.40 93 .60 21.33 C .0242 0 .0160 3 .7440
1290 0.40 94.00 21.50 C .0242 0 .0160 3.7600
1300 0.40 94.40 21. 67 0.0242 0 .0160 3 .7760
1310 0.40 94.80 21.83 0.0242 0 .0160 3 .7920
1320 0.40 95.20 22.00 0.0242 0 .0160 3.8080
1330 0.40 95.60 22.17 0.0242 0 .0160 3 .8240
' 1340 0.40 96.00 22.33 0.0242 0 .0160 3 . 8400
1350 0.40 96.40 22.50 0.0242 0 .0160 3 . 8560
1360 0.40 96.80 22. 67 0.0242 0 .0160 3 . 8720
1370 0.40 97 .20 22.83 0.0242 0 .0160 3 . 8880
1380 0.40 97.60 23.00 0.0242 0 .0160 3.9040
1390 0.40 98.00 23. 17 0.0242 0 .0160 3 .9200
1400 0.40 98.40 23.33 0.0242 0 .0160 3.9360
1410 0.40 98.80 23.50 0.0242 0 .0160 3 .9520
1420 0.40 99.20 23. 67 0.0242 0 .0160 3.9680
1430 0.40 99.60 23. 83 0.0242 0 .0160 3 .9840
1440 0.40 100.00 24.00 0.0242 0 .0160 4.0000
1450 0.00 100.00 24. 17 0.0000 0 .0000 4. 0000
1460 0.00 100.00 24.33 0.0000 0 .0000 4. 0000
1470 0.00 100.00 24.50 0.0000 0 .0000 4.0000
1480 0.00 100. 00 24.67 0.0000 0 .0000 4.0000
1490 0.00 100. 00 24. 83 0.0000 0 .0000 4. 0000
1500 0.00 100.00 25.00 0.0000 0 .0000 4.0000
100.00 4 .0000
1 • 410
PROJECT: Moyer Drainage
100 yr storm (C)
Total Basin Area = 10890 sq ft = 0.2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.368 cfs
Total Rainfall Volume = 4084 cu ft
Total, 24 hr rainfall = 4.50 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
0 0.00 0.00 0.00 0.0000 0.0000 0.0000
10 0.40 0.40 0.17 0.0272 0.0180 0.0180
20 0.40 0. 80 0.33 0.0272 0 .0180 0.0360
30 0.40 1.20 0.50 0.0272 0.0180 0.0540
40 0.40 1. 60 0.67 0.0272 0.0180 0. 0720
50 0.40 2. 00 0.83 0.0272 0.0180 0.0900
60 0.40 2.40 1.00 0.0272 0.0180 0.1080
70 0.40 2.80 1.17 0.0272 0 .0180 0. 1260
80 0.40 3.20 1.33 0.0272 0 .0180 0.1440
90 0.40 3.60 1.50 0.0272 0.0180 0.1620
100 0.40 4.00 1.67 0.0272 0.0180 0. 1800
110 0.50 4.50 1.83 0.0340 0.0225 0.2025
120 0.50 5.00 2.00 0.0340 0.0225 0.2250
130 0.50 5. 50 2.17 0.0340 0 .0225 0.2475
140 0.50 6.00 2.33 0.0340 0.0225 0.2700
150 0.50 6. 50 2.50 0.0340 0 .0225 0.2925
160 0.50 7.00 2. 67 0.0340 0.0225 0.3150
170 0.60 7.60 2.83 0 .0408 0 .0270 0.3420
180 0.60 8.20 3 .00 0.0408 0.0270 0.3690
190 0.60 8. 80 3 .17 0 .0408 0 .0270 0.3960
200 0.60 9.40 3.33 0 .0408 0 .0270 0.4230
210 0.60 10.00 3 .50 0.0408 0.0270 0.4500
220 0.60 10. 60 3 .67 0.0408 0 .0270 0.4770
230 0.70 11.30 3 .83 0.0476 0 .0315 0.5085
240 0.70 12. 00 4.00 0.0476 0.0315 0.5400
250 0.70 12. 70 4.17 0.0476 0 .0315 0. 5715
260 0.70 13 .40 4.33 0 .0476 0 .0315 0. 6030
270 0.70 14. 10 4.50 0.0476 0.0315 0. 6345
280 0.70 14.80 4.67 0.0476 0 .0315 0. 6660
290 0.82 15. 62 4.83 0.0558 0 .0369 0. 7029
300 0.82 16.44 5.00 0.0558 0 .0369 0.7398
310 0.82 17.26 5.17 0 .0558 0 .0369 0.7767
320 0.82 18.08 5.33 0 .0558 0 .0369 0. 8136
330 0.82 18.90 5.50 0.0558 0 .0369 0.8505
340 0.82 19.72 5.67 0 .0558 0 .0369 0. 8874
350 0.95 20.67 5.83 0.0647 0 .0428 0.9302
360 0.95 21. 62 6.00 0.0647 0 .0428 0.9729
370 0.95 22. 57 6.17 0 .0647 0 .0428 1.0157
380 0.95 23 .52 6.33 0.0647 0 .0428 1.0584
III
ill
PROJECT: Moyer Drainage
100 yr storm (C)
Total Basin Area = 10890 sq ft = 0.2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.368 cfs
Total Rainfall Volume = 4084 cu ft
Total, 24 hr rainfall = 4.50 in
Rainfall Data
Standard SCS Type lA
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
390 0.95 24.47 6.50 0.0647 0 .0428 1.1012
400 0.95 25.42 6.67 0.0647 0.0428 1.1439
410 1.33 26.75 6.83 0.0905 0.0599 1.2038
420 1.33 28.08 7.00 0 .0905 0.0599 1.2636
430 1.33 29.41 7.17 0.0905 0.0599 1.3235
440 1.80 31.21 7.33 0 .1225 0.0810 1.4045
450 1.80 33 .01 7.50 0.1225 0.0810 1.4855
460 3 .40 36.41 7.67 0.2314 0.1530 1. 6385
470 5.40 41.81 7.83 0.3675 0.2430 1.8815
480 2.70 44.51 8.00 0.1838 0.1215 2.0030
490 1.80 46.31 8.17 0.1225 0.0810 2.0840
500 1.34 47. 65 8.33 0.0912 0.0603 2 .1443
510 1.34 48.99 8.50 0 .0912 0 .0603 2.2046
520 1.34 50.33 8. 67 0.0912 0.0603 2 .2649
530 0.88 51.21 8.83 0 .0599 0 .0396 2.3045
540 0.88 52.09 9.00 0.0599 0.0396 2 .3441
550 0.88 52.97 9.17 0.0599 0.0396 2.3837
560 0.88 53 .85 9 .33 0 .0599 0 .0396 2.4233
570 0.88 54.73 9.50 0.0599 0.0396 2.4629
580 0.88 55.61 9.67 0 .0599 0 .0396 2.5025
590 0.88 56.49 9.83 0.0599 0 .0396 2.5421
600 0.88 57.37 10.00 0.0599 0 .0396 2 .5817
610 0.88 58.25 10.17 0.0599 0 .0396 2. 6213
620 0.88 59.13 10.33 0 .0599 0 .0396 2 . 6609
630 0.88 60.01 10.50 0 .0599 0 .0396 2.7005
640 0.88 60.89 10.67 0.0599 0.0396 2.7401
650 0.72 61.61 10.83 0 .0490 0 .0324 2 .7725
660 0.72 62.33 11.00 0 .0490 0 .0324 2.8049
670 0.72 63 .05 11.17 0 .0490 0.0324 2 .8373
680 0.72 63.77 11.33 0.0490 0 .0324 2.8697
690 0.72 64.49 11.50 0 .0490 0.0324 2 .9021
700 0.72 65.21 11.67 0.0490 0.0324 2.9345
710 0.72 65.93 11.83 0 .0490 0 .0324 2.9669
720 0.72 66. 65 12.00 0.0490 0 .0324 2 .9993
730 0.72 67.37 12.17 0.0490 0 .0324 3 .0317
740 0.72 68.09 12.33 0.0490 0.0324 3 . 0641
750 0.72 68.81 12.50 0.0490 0 .0324 3 .0965
760 0.72 69.53 12.67 0 .0490 0.0324 3 . 1289
770 0.57 70.10 12.83 0.0388 0 .0257 3 .1545
iIII
I
PROJECT: Moyer Drainage
100 yr storm (C)
Total Basin Area = 10890 sq ft = 0.2500 Ac
Storm Duration = 24 hr
Peak Rainfall Intensity = 0.368 cfs
Total Rainfall Volume = 4084 cu ft
Total, 24 hr rainfall = 4.50 in
Rainfall Data
Standard SCS Type 1A
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
780 0.57 70.67 13 .00 0.0388 0 .0257 3. 1802
790 0.57 71.24 13 .17 0 .0388 0 .0257 3 .2058
800 0.57 71.81 13 .33 0 .0388 0 . 0257 3 . 2315
810 0.57 72.38 13 .50 0 .0388 0 .0257 3 . 2571
820 0.57 72.95 13.67 0 .0388 0 .0257 3 . 2828
830 0.57 73 .52 13 .83 0.0388 0 .0257 3 .3084
840 0.57 74.09 14.00 0 .0388 0 .0257 3 .3341
850 0.57 74.66 14.17 0.0388 0 .0257 3 .3597
860 0.57 75.23 14.33 0 .0388 0 .0257 3 . 3854
870 0.57 75. 80 14.50 0.0388 0 .0257 3.4110
880 0.57 76.37 14.67 0 .0388 0 .0257 3 .4367
890 0.50 76. 87 14.83 0.0340 0 .0225 3 .4592
900 0.50 77.37 15.00 0.0340 0 .0225 3 .4817
910 0.50 77.87 15.17 0 .0340 0 .0225 3 .5042
920 0.50 78.37 15.33 0 .0340 0 .0225 3 . 5267
930 0.50 78. 87 15.50 0.0340 0 .0225 3 . 5492
940 0.50 79.37 15. 67 0.0340 0 .0225 3 .5717
950 0.50 79. 87 15.83 0 .0340 0 .0225 3 . 5942
960 0.50 80.37 16.00 0.0340 0 .0225 3 . 6167
970 0.50 80.87 16.17 0.0340 0 .0225 3 . 6392
980 0.50 81.37 16.33 0.0340 0 .0225 3 . 6617
990 0.50 81. 87 16.50 0.0340 0 .0225 3 . 6842
1000 0.50 82.37 16.67 0.0340 0 .0225 3 .7067
1010 0.43 82. 80 16.83 0.0293 0 .0194 3 .7260
1020 0.40 83.20 17.00 0.0272 0 .0180 3 .7440
1030 0.40 83 . 60 17.17 0.0272 0 .0180 3 . 7620
1040 0.40 84. 00 17.33 0 .0272 0 .0180 3 .7800
1050 0.40 84.40 17.50 0.0272 0 .0180 3 .7980
1060 0.40 84.80 17.67 0 .0272 0 .0180 3 .8160
1070 0.40 85.20 17.83 0.0272 0 .0180 3 .8340
1080 0.40 85. 60 18.00 0.0272 0 .0180 3 .8520
1090 0.40 86.00 18.17 0.0272 0 .0180 3 .8700
1100 0.40 86.40 18.33 0.0272 0 .0180 3 .8880
1110 0.40 86. 80 18.50 0.0272 0 .0180 3 .9060
1120 0.40 87. 20 18.67 0.0272 0 .0180 3 .9240
1130 0.40 87. 60 18.83 0.0272 0 .0180 3 .9420
1140 0.40 88.00 19.00 0.0272 0.0180 3 .9600
1150 0.40 88.40 19.17 0.0272 0 .0180 3 .9780
1160 0.40 88.80 19.33 0.0272 0.0180 3 .9960
411 •
PROJECT: Moyer Drainage
100 yr storm (C)
Total Basin Area = 10890 sq ft = 0 .2500 Ac
Stoim Duration = 24 hr
Peak Rainfall Intensity = 0.368 cfs
Total Rainfall Volume = 4084 cu ft
Total, 24 hr rainfall = 4.50 in
Rainfall Data
Standard SCS Type lA
-
24 hr hyetograph (adj 'd) Total Cumulative
from King Co Drn Manual Basin Precip Precip
Rainfall Depth Depth
Time % Cumulative Time P Pr Prc
(min) Precip % Precip (hrs) (cfs) (in) (in)
1170 0.40 89 .20 19 .50 0.0272 0 .0180 4.0140
1180 0.40 89. 60 19.67 0 .0272 0 .0180 4.0320
1190 0.40 90.00 19.83 0 .0272 0.0180 4.0500
1200 0.40 90 .40 20.00 0.0272 0.0180 4.0680
1210 0.40 90. 80 20.17 0 .0272 0 .0180 4. 0860
1220 0.40 91.20 20.33 0.0272 0 .0180 4.1040
1230 0.40 91. 60 20.50 0.0272 0.0180 4.1220
1240 0.40 92 . 00 20 . 67 0 .0272 0 .0180 4. 1400
1250 0.40 92 .40 20.83 0.0272 0 .0180 4. 1580
1260 0.40 92.80 21.00 0.0272 0 .0180 4.1760
1270 0.40 93 .20 21.17 0.0272 0.0180 4.1940
1280 0.40 93 . 60 21.33 0.0272 0.0180 4.2120
1290 0.40 94.00 21.50 0.0272 0.0180 4.2300
1300 0.40 94.40 21.67 0.0272 0 .0180 4.2480
1310 0.40 94.80 21.83 0.0272 0 .0180 4.2660
1320 0.40 95.20 22 .00 0 .0272 0.0180 4.2840
1330 0.40 95 . 60 22.17 0.0272 0 .0180 4.3020
1340 0.40 96.00 22 . 33 0 .0272 0 .0180 4. 3200
1350 0.40 96.40 22.50 D.0272 0 .0180 4.3380
1360 0.40 96. 80 22.67 3.0272 0 .0180 4.3560
1370 0.40 97 .20 22 .83 0.0272 0.0180 4.3740
1380 0.40 97. 60 23 .00 0.0272 0 .0180 4.3920
1390 0.40 98 .00 23 . 17 0.0272 0 .0180 4.4100
1400 0.40 98.40 23 .33 0.0272 0 .0180 4.4280
1410 0.40 98.80 23 .50 0.0272 0.0180 4.4460
1420 0.40 99 .20 23 .67 0.0272 0 .0180 4.4640
1430 0.40 99 . 60 23 .83 0.0272 0 .0180 4.4820
1440 0.40 100.00 24.00 0.0272 0 .0180 4. 5000
1450 0.00 100.00 24.17 0.0000 0.0000 4. 5000
1460 0.00 100 .00 24.33 0.0000 0 .0000 4. 5000
1470 0.00 100.00 24.50 0.0000 0 .0000 4. 5000
1480 0.00 100 .00 24. 67 0.0000 0 .0000 4.5000
1490 0.00 100.00 24.83 0.0000 0 .0000 4. 5000
1500 0.00 100.00 25.00 0.0000 0.0000 4.5000
100.00 4.5000
• 110
APPENDIX III-PRE-DEVELOPMENT RUNOFF CALCULATIONS
•
4111
•
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.0379 cfs
Vtotal = 711 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq Et
= 0.2500 Ac 0.000'
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
Cumulative Cumulative •
Cumulative Instan- Instan- Cumulative Instan- Instan.
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Tots,
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) Icu Et) (cfs) (cfsi
[0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000
[0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0088 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0176 0.0000 0 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0264 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0352 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0440 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0528 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0616 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0704 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0792 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0088 0.0880 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.0990 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.1100 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.1210 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.1320 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.1430 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0110 0.1540 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.1672 0.0000 0 0.0000 0.0000
' [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.1804 0.0000 0 0.0000 0.0000 •
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.1936 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.2068 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.2200 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0132 0.2332 0.0000 0 0.0000 0.0000
[3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2486 0.0000 0 0.0000 0.0000
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2640 0.0000 0 0.0000 0.0000
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2794 0.0000 0 0.0000 0.0000
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2948 0.0000 0 0.0000 0.0000
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.3102 0.0000 0 0.0000 0.0000
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.3256 0.0000 0 0.0000 0.0000
[4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.3436 0.0000 0 0.0000 0.0000
[5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.3617 0.0000 0 0.0000 0.0000
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.3797 0.0000 0 0.0000 0.0000
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.3978 0.0000 0 0.0000 0.0000
[5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.4158 0.0000 0 0.0000 0.0000
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.4338 0.0000 0 0.0000 0.0000
[5.83] 0.0001 0.0001 0.0002 0 0.0001 0.0209 0.4547 0.0000 0 0.0000 0.0001
i [6.00] 0.0005 0.0006 0.0007 1 0.0003 0.0209 0.4756 0.0000 0 0.0000 0.0003
[6.17] 0.0009 0.0015 0.0013 1 0.0008 0.0209 0.4965 0.0000 0 0.0000 0.0008
[6.33] 0.0012 0.0027 0.0019 2 0.0013 0.0209 0.5174 0.0000 0 0.0000 0.0013
[6.50] 0.0016 0.0043 0.0024 4 0.0018 0.0209 0.5383 0.0000 0 0.0000 0.0018
[6.67] 0.0019 0.0062 0.0029 6 0.0024 0.0209 0.5592 0.0000 0 0.0000 0.0024
i [6.83] 0.0033 0.0095 0.0050 9 0.0034 0.0293 0.5885 0.0000 0 0.0000 0.0034
[7.00] 0.0039 0.0135 0.0059 12 0.0047 0.0293 0.6178 0.0000 0 0.0000 0.0047
[7.17] 0.0045 0.0180 0.0069 16 0.0058 0.0293 0.6470 0.0000 0 0.0000 0.0058
[7.33] 0.0071 0.0251 0.0107 23 0.0077 0.0396 0.6866 0.0000 0 0.0000 0.0077
[7.50] 0.0081 0.0332 0.0123 30 0.0101 0.0396 0.7262 0.0000 0 0.0000 0.0101
[7.67] 0.0180 0.0512 0.0273 47 0.0161 0.0748 0.8010 0.0000 0 0.0000 0.0161
[7.83] 0.0351 0.0864 0.0532 78 0.0312 0.1188 0.9198 0.0000 0 0.0000 0.0312
[8.00] 0.0203 0.1067 0.0307 97 0.0379 0.0594 0.9792 0.0000 0 0.0000 0.0379
[8.17] 0.0145 0.1211 0.0219 110 0.0306 0.0396 1.0188 0.0000 0 0.0000 0.0306
[8.33] 0.0112 0.1324 0.0170 120 0.0236 0.0295 1.0483 0.0000 0 0.0000 0.0236
[8.50] 0.0116 0.1440 0.0176 131 0.0197 0.0295 1.0778 0.0000 0 0.0000 0.0197
[8.67] 0.0120 0.1559 0.0181 142 0.0185 0.0295 1.1073 0.0000 0 0.0000 0.0185
[8.83] 0.0081 0.1640 0.0122 149 0.0164 0.0194 1.1266 0.0000 0 0.0000 0.0164
[9.00] 0.0082 0.1722 0.0124 156 0.0138 0.0194 1.1460 0.0000 0 0.0000 0.0138
[9.17] 0.0084 0.1806 0.0126 164 0.0130 0.0194 1.1653 0.0000 0 0.0000 0.0130
[9.33] 0.0085 0.1891 0.0129 172 0.0129 0.0194 1.1847 0.0000 0 0.0000 0.0129
i 0
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.0379 cfs
Vtotal = 711 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
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] 0.0086 0.1977 0.0131 179 0.0129 0.0194 1.2041 0.0000 0 0.0000 0.0129
[9.67] 0.0088 0.2065 0.0133 187 0.0131 0.0194 1.2234 0.0000 0 0.0000 0.0131
[9.83] 0.0089 0.2154 0.0135 195 0.0133 0.0194 1.2428 0.0000 0 0.0000 0.0133
[10.00] 0.0091 0.2245 0.0137 204 0.0135 0.0194 1.2621 0.0000 0 0.0000 0.0135
[10.17] 0.0092 0.2337 0.0139 212 0.0137 0.0194 1.2815 0.0000 0 0.0000 0.0137
[10.33] 0.0093 0.2430 0.0141 220 0.0139 0.0194 1.3009 0.0000 0 0.0000 0.0139
[10.50] 0.0094 0.2524 0.0143 229 0.0141 0.0194 1.3202 0.0000 0 0.0000 0.0141
[10.67] 0.0096 0.2620 0.0145 238 0.0143 0.0194 1.3396 0.0000 0 0.0000 0.0143
[10.83] 0.0079 0.2699 0.0120 245 0.0136 0.0158 1.3554 0.0000 0 0.0000 0.0136
[11.00] 0.0080 0.2779 0.0121 252 0.0126 0.0158 1.3713 0.0000 0 0.0000 0.0126
[11.17] 0.0081 0.2860 0.0122 260 0.0123 0.0158 1.3871 0.0000 0 0.0000 0.0123
[11.33] 0.0082 0.2941 0.0123 267 0.0123 0.0158 1.4029 0.0000 0 0.0000 0.0123
[11.50] 0.0082 0.3023 0.0124 274 0.0124 0.0158 1.4188 0.0000 0 0.0000 0.0124
[11.67] 0.0083 0.3107 0.0126 282 0.0124 0.0158 1.4346 0.0000 0 0.0000 0.0124
[11.83] 0.0084 0.3190 0.0127 290 0.0126 0.0158 1.4505 0.0000 0 0.0000 0.0126
[12.00] 0.0085 0.3275 0.0128 297 0.0127 0.0158 1.4663 0.0000 0 0.0000 0.0127
[12.17] 0.0085 0.3360 0.0129 305 0.0128 0.0158 1.4821 0.0000 0 0.0000 0.0128
[12.33] 0.0086 0.3446 0.0130 313 0.0129 0.0158 1.4980 0.0000 0 0.0000 0.0129
[12.50] 0.0087 0.3533 0.0131 321 0.0130 0.0158 1.5138 0.0000 0 0.0000 0.0130
[12.67] 0.0087 0.3620 0.0132 329 0.0131 0.0158 1.5297 0.0000 0 0.0000 0.0131
[12.83] 0.0070 0.3690 0.0105 335 0.0123 0.0125 1.5422 0.0000 0 0.0000 0.0123
1 [13.00] 0.0070 0.3760 0.0106 341 0.0112 0.0125 1.5547 0.0000 0 0.0000 0.0112
[13.17] 0.0070 0.3830 0.0107 348 0.0109 0.0125 1.5673 0.0000 0 0.0000 0.0109
J [13.33) 0.0071 0.3901 0.0107 354 0.0108 0.0125 1.5798 0.0000 0 0.0000 0.0108
[13.50] 0.0071 0.3973 0.0108 361 0.0108 0.0125 1.5924 0.0000 0 0.0000 0.0108
[13.67] 0.0072 0.4044 0.0108 367 0.0108 0.0125 1.6049 0.0000 0 0.0000 0.0108
[13.83] 0.0072 0.4116 0.0109 374 0.0108 0.0125 1.6174 0.0000 0 0.0000 0.0108
[14.00] 0.0073 0.4189 0.0110 380 0.0109 0.0125 1.6300 0.0000 0 0.0000 0.0109
[14.17] 0.0073 0.4262 0.0110 387 0.0110 0.0125 1.6425 0.0000 0 0.0000 0.0110
[14.33] 0.0073 0.4335 0.0111 393 0.0110 0.0125 1.6551 0.0000 0 0.0000 0.0110
[14.50] 0.0074 0.4409 0.0111 400 0.0111 0.0125 1.6676 0.0000 0 0.0000 0.0111
[14.67] 0.0074 0.4483 0.0112 407 0.0111 0.0125 1.6801 0.0000 0 0.0000 0.0111
[14.83] 0.0065 0.4548 0.0099 413 0.0108 0.0110 1.6911 0.0000 0 0.0000 0.0108
-4 [15.00] 0.0066 0.4614 0.0099 419 0.0102 0.0110 1.7021 0.0000 0 0.0000 0.019
[15.17] 0.0066 0.4679 0.0100 425 0.0100 0.0110 1.7131 0.0000 0 0.0000 ; i,1`
[15.33] 0.0066 0.4745 0.0100 431 0.0100 0.0110 1.7241 0.0000 0 0.0000 0.0100
[15.50] 0.0066 0.4812 0.0100 437 0.0100 0.0110 1.7351 0.0000 0 0.0000 0.0100
[15.67] 0.0067 0.4878 0.0101 443 0.0100 0.0110 1.7461 0.0000 0 0.0000 0.0100
[15.83] 0.0067 0.4945 0.0101 449 0.0101 0.0110 1.7571 0.0000 0 0.0000 0.0101
[16.00] 0.0067 0.5013 0.0102 455 0.0101 0.0110 1.7681 0.0000 0 0.0000 0.0101
[16.17] 0.0067 0.5080 0.0102 461 0.0102 0.0110 1.7791 0.0000 0 0.0000 0.0102
[16.33] 0.0068 0.5148 0.0102 467 0.0102 0.0110 1.7901 0.0000 0 0.0000 0.0102
[16.50] 0.0068 0.5216 0.0103 473 0.0102 0.0110 1.8011 0.0000 0 0.0000 0.0102
[16.67] 0.0068 0.5284 0.0103 480 0.0103 0.0110 1.8121 0.0000 0 0.0000 0.0103
[16.83] 0.0059 0.5343 0.0089 485 0.0099 0.0095 1.8216 0.0000 0 0.0000 0.0099
[17.00] 0.0055 0.5398 0.0083 490 0.0091 0.0088 1.8304 0.0000 0 0.0000 0.0091
[17.17] 0.0055 0.5453 0.0083 495 0.0086 0.0088 1.8392 0.0000 0 0.0000 0.109
[17.33] 0.0055 0.5508 0.0084 500 0.0084 0.0088 1.8480 0.0000 0 0.0000 -4
[17.50] 0.0055 0.5564 0.0084 505 0.0084 0.0088 1.8568 0.0000
[17.67] 0.0056 0.5619 0.0084 510 0.0084 0.0088 1.8656 0.0000 0 0.0000 0.9164
[17.83] 0.0056 0.5675 0.0084 515 0.0084 0.0088 1.8744 0.0000 0 0.0000 0.0084
[18.00] 0.0056 0.5731 0.0085 520 0.0084 0.0088 1.8832 0.0000 0 0.0000 0.0084
[18.17) 0.0056 0.5787 0.0085 525 0.0085 0.0088 1.8920 0.0000 0 0.0000 0.0085
[18.33] 0.0056 0.5843 0.0085 530 0.0085 0.0088 1.9008 0.0000 0 0.0000 0.0085
[18.50] 0.0056 0.5900 0.0085 535 0.0085 0.0088 1.9096 0.0000 0 0.0000 0.0085
[18.67] 0.0057 0.5956 0.0085 541 0.0085 0.0088 1.9184 0.0000 0 0.0000 0.0085
[18.83] 0.0057 0.6013 0.0086 546 0.0085 0.0088 1.9272 0.0000 0 0.0000 0.0085
• •
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.0379 cfs
Vtotal = 711 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs(
[19.00] 0.0057 0.6070 0.0086 551 0.0086 0.0088 1.9360 0.0000 0 0.0000 0.0086
[19.17] 0.0057 0.6127 0.0086 556 0.0086 0.0088 1.9448 0.0000 0 0.0000 0.0086
[19.33] 0.0057 0.6184 0.0086 561 0.0086 0.0088 1.9536 0.0000 0 0.0000 0.0086
[19.50] 0.0057 0.6241 0.0087 566 0.0086 0.0088 1.9624 0.0000 0 0.0000 0.0086
[19.67] 0.0057 0.6298 0.0087 572 0.0087 0.0088 1.9712 0.0000 0 0.0000 0.0087
[19.83] 0.0058 0.6356 0.0087 577 0.0087 0.0088 1.9800 0.0000 0 0.0000 0.0087
[20.00] 0.0058 0.6414 0.0087 582 0.0087 0.0088 1.9888 0.0000 0 0.0000 0.0087
[20.17] 0.0058 0.6471 0.0087 587 0.0087 0.0088 1.9976 0.0000 0 0.0000 0.0087
(20.33] 0.0058 0.6529 0.0088 593 0.0087 0.0088 2.0064 0.0000 0 0.0000 0.0087
[20.50] 0.0058 0.6587 0.0088 598 0.0088 0.0088 2.0152 0.0000 0 0.0000 0.0088
[20.67] 0.0058 0.6646 0.0088 603 0.0088 0.0088 2.0240 0.0000 0 0.0000 0.0088
[20.83] 0.0058 0.6704 0.0088 608 0.0088 0.0088 2.0328 0.0000 0 0.0000 0.0088
(21.00] 0.0059 0.6763 0.0089 614 0.0088 0.0088 2.0416 0.0000 0 0.0000 0.0088
[21.17] 0.0059 0.6821 0.0089 619 0.0089 0.0088 2.0504 0.0000 0 0.0000 0.0089
[21.33] 0.0059 0.6880 0.0089 624 0.0089 0.0088 2.0592 0.0000 0 0.0000 0.0089
(21.50] 0.0059 0.6939 0.0089 630 0.0089 0.0088 2.0680 0.0000 0 0.0000 0.0089
[21.67] 0.0059 0.6998 0.0089 635 0.0089 0.0088 2.0768 0.0000 0 0.0000 0.0089
[21.83] 0.0059 0.7057 0.0090 640 0.0089 0.0088 2.0856 0.0000 0 0.0000 0.0089
(22.00) 0.0059 0.7117 ' 0.0090 646 0.0090 0.0088 2.0944 0.0000 0 0.0000 0.0090
[22.17] 0.0059 0.7176 0.0090 651 0.0090 0.0088 2.1032 0.0000 0 0.0000 0.0090
[22.33] 0.0060 0.7236 0.0090 657 0.0090 0.0088 2.1120 0.0000 0 0.0000 0.0090
[22.50] 0.0060 0.7295 0.0090 662 0.0090 0.0088 2.1208 0.0000 0 0.0000 0.0090
[22.67] 0.0060 0.7355 0.0091 667 0.0090 0.0088 2.1296 0.0000 0 0.0000 0.0090
[22.83] 0.0060 0.7415 0.0091 673 0.0091 0.0088 2.1384 0.0000 0 0.0000 0.0091
[23.00] 0.0060 0.7475 0.0091 678 0.0091 0.0088 2.1472 0.0000 0 0.0000 0.0091
[23.17] 0.0060 0.7536 0.0091 684 0.0091 0.0088 2.1560 0.0000 0 0.0000 0.0091
[23.33] 0.0060 0.7596 0.0091 689 0.0091 0.0088 2.1648 0.0000 0 0.0000 0.0091
[23.50) 0.0060 0.7656 0.0091 695 0.0091 0.0088 2.1736 0.0000 0 0.0000 0.0091
[23.67] 0.0061 0.7717 0.0092 700 0.0091 0.0088 2.1824 0.0000 0 0.0000 0.0091
(23.83] 0.0061 0.7778 0.0092 706 0.0092 0.0088 2.1912 0.0000 0 0.0000 0.0092
[24.00] 0.0061 0.7839 0.0092 711 0.0092 0.0088 2.2000 0.0000 0 0.0000 0.0092
[24.17] 0.0000 0.7839 0.0000 711 0.0063 0.0000 2.2000 0.0000 0 0.0000 0.0063
(24.33] 0.0000 0.7839 0.0000 711 0.0024 0.0000 2.2000 0.0000 0 0.0000 0.0024
[24.50) 0.0000 0.7839 0.0000 711 0.0009 0.0000 2.2000 0.0000 0 0.0000 0.0009
[24.67] 0.0000 0.7839 0.0000 711 0.0003 0.0000 2.2000 0.0000 0 0.0000 0.0003
[24.83] 0.0000 0.7839 0.0000 711 0.0001 0.0000 2.2000 0.0000 0 0.0000 0.0001
[25.00] 0.0000 0.7839 0.0000 711 0.0000 0.0000 2.2000 0.0000 0 0.0000 0.0000
0.7839 1.1856 2.2000 0.0000
0 i
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1314 cfs
Vtotal = 1999 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
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 0.0160 0.0160 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0320 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0480 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0640 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0800 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0960 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1120 0.0000 0 0.0000 0.0000
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1280 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1440 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1600 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.1800 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2000 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2200 0.0000 0 0.0000 0.0000
[2.33) 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2400 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2600 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2800 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3040 0.0000 0 0.0000 0.0000
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3280 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3520 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3760 0.0000 0 0.0000 0.0000
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.4000 0.0000 0 0.0000 0.0000
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.4240 0.0000 0 0.0000 0.0000
[3.83] 0.0001 0.0001 0.0001 0 0.0000 0.0280 0.4520 0.0000 0 0.0000 0.0000
[4.00] 0.0007 0.0008 0.0010 1 0.0004 0.0280 0.4800 0.0000 0 0.0000 0.0004
[4.17] 0.0014 0.0021 0.0020 2 0.0011 0.0280 0.5080 0.0000 0 0.0000 0.0011
[4.33) 0.0020 0.0041 0.0030 4 0.0020 0.0280 0.5360 0.0000 0 0.0000 0.0020
[4.50] 0.0026 0.0067 0.0040 6 0.0029 0.0280 0.5640 0.0000 0 0.0000 0.0029
[4.67] 0.0032 0.0100 0.0049 9 0.0039 0.0280 0.5920 0.0000 0 0.0000 0.0039
[4.83] 0.0045 0.0145 0.0069 13 0.0051 0.0328 0.6248 0.0000 0 0.0000 0.0051
(5.00] 0.0053 0.0198 0.0080 18 0.0066 0.0328 0.6576 0.0000 0 0.0000 0.0066
[5.17] 0.0060 0.0258 0.0091 23 0.0078 0.0328 0.6904 0.0000 0 0.0000 0.0078
[5.33] 0.0067 0.0326 0.0102 30 0.0090 0.0328 0.7232 0.0000 0 0.0000 0.0090
[5.50] 0.0074 0.0400 0.0112 36 0.0101 0.0328 0.7560 0.0000 0 0.0000 0.0101
[5.67] 0.0081 0.0481 0.0122 44 0.0111 0.0328 0.7888 0.0000 0 0.0000 0.0111
[5.83] 0.0101 0.0582 0.0153 53 0.0128 0.0380 0.8268 0.0000 0 0.0000 0.0128
[6.00] 0.0110 0.0692 0.0166 63 0.0148 0.0380 0.8648 0.0000 0 0.0000 0.0148
[6.17] 0.0117 0.0809 0.0177 73 0.0163 0.0380 0.9028 0.0000 0 0.0000 0.0163
[6.33] 0.0125 0.0934 0.0189 85 0.0175 0.0380 0.9408 0.0000 0 0.0000 0.0175
[6.50] 0.0132 0.1065 0.0199 97 0.0187 0.0380 0.9788 0.0000 0 0.0000 0.0187
[6.67] 0.0139 0.1204 0.0210 109 0.0198 0.0380 1.0168 0.0000 0 0.0000 0.0198
[6.83] 0.0205 0.1409 0.0310 128 0.0237 0.0532 1.0700 0.0000 0 0.0000 0.0237
[7.00] 0.0217 0.1626 0.0328 148 0.0288 0.0532 1.1232 0.0000 0 0.0000 0.0288
[7.17] 0.0228 0.1854 0.0345 168 0.0319 0.0532 1.1764 0.0000 0 0.0000 0.0319
[7.33] 0.0326 0.2180 0.0493 198 0.0382 0.0720 1.2484 0.0000 0 0.0000 0.0382
[7.50] 0.0345 0.2525 0.0521 229 0.0460 0.0720 1.3204 0.0000 0 0.0000 0.0460
[7.67] 0.0697 0.3222 0.1054 292 0.0665 0.1360 1.4564 0.0000 0 0.0000 0.0665
[7.83] 0.1215 0.4437 0.1838 403 0.1153 0.2160 1.6724 0.0000 0 0.0000 0.1153
[8.00] 0.0651 0.5088 0.0984 462 0.1314 0.1080 1.7804 0.0000 0 0.0000 0.1314
[8.17] 0.0448 0.5536 0.0678 502 0.1012 0.0720 1.8524 0.0000 0 0.0000 0.1012
[8.33] 0.0341 0.5876 0.0515 533 0.0752 0.0536 1.9060 0.0000 0 0.0000 0.0752
[8.50] 0.0346 0.6223 0.0524 565 0.0607 0.0536 1.9596 0.0000 0 0.0000 0.0607
[8.67] 0.0352 0.6574 0.0532 597 0.0557 0.0536 2.0132 0.0000 0 0.0000 0.0557
[8.83] 0.0234 0.6808 0.0354 618 0.0486 0.0352 2.0484 0.0000 0 0.0000 0.0486
[9.00] 0.0236 0.7044 0.0357 639 0.0404 0.0352 2.0836 0.0000 0 0.0000 0.0404
(9.17] 0.0238 0.7282 0.0360 661 0.0376 0.0352 2.1188 0.0000 0 0.0000 0.0376
[9.33] 0.0240 0.7522 0.0363 683 0.0367 0.0352 2.1540 0.0000 0 0.0000 0.0367
• •
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1314 cfs
Vtotal = 1999 cu ft
Pervious Portion of Basin Impervious Portion of Basin
, Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
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)
[9.501 0.0242 0.7764 0.0366 705 0.0365 0.0352 2.1892 0.0000 0 0.0000 0.0365
[9.67] 0.0244 0.8008 0.0369 727 0.0367 0.0352 2.2244 0.0000 0 0.0000 0.0367
[9.83] 0.0246 0.8254 0.0372 749 0.0369 0.0352 2.2596 0.0000 0 0.0000 0.0369
[10.00] 0.0248 0.8502 0.0375 772 0.0372 0.0352 2.2948 0.0000 0 0.0000 0.0372
[10.17] 0.0250 0.8751 0.0377 794 0.0374 0.0352 2.3300 0.0000 0 0.0000 0.0374
[10.33] 0.0251 0.9002 0.0380 817 0.0377 0.0352 2.3652 0.0000 0 0.0000 0.0377
[10.50] 0.0253 0.9255 0.0383 840 0.0380 0.0352 2.4004 0.0000 0 0.0000 0.0380
[10.67] 0.0255 0.9510 0.0385 863 0.0382 0.0352 2.4356 0.0000 0 0.0000 0.0382
[10.83] 0.0210 0.9720 0.0317 882 0.0363 0.0288 2.4644 0.0000 0 0.0000 0.0363
[11.00] 0.0211 0.9930 0.0319 901 0.0335 0.0288 2.4932 0.0000 0 0.0000 0.0335
[11.17] 0.0212 1.0142 0.0320 920 0.0325 0.0288 2.5220 0.0000 0 0.0000 0.0325
[11.33] 0.0213 1.0355 0.0322 940 0.0322 0.0288 2.5508 0.0000 0 0.0000 0.0322
(11.50] 0.0214 1.0568 0.0323 959 0.0322 0.0288 2.5796 0.0000 0 0.0000 0.0322
[11.67] 0.0215 1.0783 0.0325 979 0.0323 0.0288 2.6084 0.0000 0 0.0000 0.0323
[11.83] 0.0216 1.0999 0.0326 998 0.0325 0.0288 2.6372 0.0000 0 0.0000
[12.00] 0.0217 1.1215 0.0328 1018 0.0326 0.0288 2.6660 0.0000 0 0.0000 0 n3`,,
[12.17] 0.0217 1.1433 0.0329 1038 0.0327 0.0288 2.6948 0.0000 0 0.0000
112.33] 0.0218 1.1651 0.0330 1057 0.0329 0.0288 2.7236 0.0000 0 0.0000 0.0329
[12.50] 0.0219 1.1870 0.0332 1077 0.0330 0.0288 2.7524 0.0000 0 0.0000 0.0330
[12.67] 0.0220 1.2090 0.0333 1097 0.0332 0.0288 2.7812 0.0000 0 0.0000 0.0332
(12.83] 0.0175 1.2265 0.0265 1113 0.0311 0.0228 2.8040 0.0000 0 0.0000 0.0311
[13.00] 0.0175 1.2441 0.0265 1129 0.0282 0.0228 2.8268 0.0000 0 0.0000 0.0282
[13.17] 0.0176 1.2617 0.0266 1145 0.0272 0.0228 2.8496 0.0000 0 0.0000 0.027:
[13.33] 0.0176 1.2793 0.0267 1161 0.0269 0.0228 2.8724 0.0000 0 0.0000 0.0269
113.50] 0.0177 1.2970 0.0268 1177 0.0268 0.0228 2.8952 0.0000 0 0.0000 0.0268
[13.67] 0.0177 1.3148 0.0268 1193 0.0268 0.0228 2.9180 0.0000 0 0.0000 0.0268
113.83] 0.0178 1.3326 0.0269 1209 0.0268 0.0228 2.9408 0.0000 0 n nnni
[14.00] 0.0178 1.3504 0.0270 1225 0.0269 0.0228 2.9636 0.0000
[14.17] 0.0179 1.3683 0.0271 1242 0.0270 0.0228 2.9864 0.0000 0
[14.33] 0.0179 1.3862 0.0271 1258 0.0271 0.0228 3.0092 0.0000 0
[14.50] 0.0180 1.4042 0.0272 1274 0.0271 0.0228 3.0320 0.0000 0 0 031'
[14.67] 0.0180 1.4222 0.0273 1291 0.0272 0.0228 3.0548 0.0000 0 0.0000 0.02
[14.83] 0.0159 1.4381 0.0240 1305 0.0262 0.0200 3.0748 0.0000 0 0.0000 0.0262
[15.00] 0.0159 1.4540 0.0240 1319 0.0248 0.0200 3.0948 0.0000 0 0.0000 0.0248
[15.17] 0.0159 1.4699 0.0241 1334 0.0243 0.0200 3.1148 0.0000 0 0.0000 0.0243
(15.33] 0.0160 1.4859 0.0241 1348 0.0242 0.0200 3.1348 0.0000 0 0.0000 0.0242
(15.50] 0.0160 1.5019 0.0242 1363 0.0242 0.0200 3.1548 0.0000 0 0.0000 0.0242
[15.67] 0.0160 1.5179 0.0242 1377 0.0242 0.0200 3.1748 0.0000 0 0.0000 0.0242
[15.83] 0.0161 1.5339 0.0243 1392 0.0242 0.0200 3.1948 0.0000 0 0.0000 0.0242
[16.00] 0.0161 1.5500 0.0243 1407 0.0243 0.0200 3.2148 0.0000 0 0.0000 0.0243
[16.17] 0.0161 1.5661 0.0244 1421 0.0243 0.0200 3.2348 0.0000 0 0.0000 0.0243
[16.33] 0.0161 1.5823 0.0244 1436 0.0244 0.0200 3.2548 0.0000 0 0.0000 0.0244
[16.50] 0.0162 1.5984 0.0245 1451 0.0244 0.0200 3.2748 0.0000 0 0.0000 0.0244
[16.67] 0.0162 1.6147 0.0245 1465 0.0245 0.0200 3.2948 0.0000 0 0.0000 0.024E
(16.83] 0.0140 1.6286 0.0211 1478 0.0234 0.0172 3.3120 0.0000 0 0.0000 0.0234
[17.00] 0.0130 1.6416 0.0197 1490 0.0215 0.0160 3.3280 0.0000 0 0.0000 0.0215
[17.17] 0.0130 1.6547 0.0197 1502 0.0204 0.0160 3.3440 0.0000 0 0.0000 0.0204
[17.33] 0.0130 1.6677 0.0197 1513 0.0200 0.0160 3.3600 0.0000 0 0.0000 0.0200
[17.50] 0.0131 1.6808 0.0198 1525 0.0198 0.0160 3.3760 0.0000 0 0.0000 0.0198
[17.67] 0.0131 1.6938 0.0198 1537 0.0198 0.0160 3.3920 0.0000 0 0.0000 0.0198
[17.83] 0.0131 1.7069 0.0198 1549 0.0198 0.0160 3.4080 0.0000 0 0.0000 0.0198
[18.001 0.0131 1.7201 0.0198 1561 0.0198 0.0160 3.4240 0.0000 0 0.0000 0.0198
[18.17] 0.0131 1.7332 0.0199 1573 0.0198 0.0160 3.4400 0.0000 0 0.0000 0.0198
[18.33] 0.0132 1.7463 0.0199 1585 0.0199 0.0160 3.4560 0.0000 0 0.0000 0.0199
[18.50] 0.0132 1.7595 0.0199 1597 0.0199 0.0160 3.4720 0.0000 0 0.0000 0.0199
[18.67] 0.0132 1.7727 0.0199 1609 0.0199 0.0160 3.4880 0.0000 0 0.0000 0.0199
[18.83] 0.0132 1.7859 0.0200 1621 0.0199 0.0160 3.5040 0.0000 0 0.0000 0.0199
• •
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1314 cfs
Vtotal = 1999 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
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 Or R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0132 1.7991 0.0200 1633 0.0200 0.0160 3.5200 0.0000 0 0.0000 0.0200
[19.17] 0.0132 1.8124 0.0200 1645 0.0200 0.0160 3.5360 0.0000 0 0.0000 0.0200
(19.33] 0.0133 1.8256 0.0200 1657 0.0200 0.0160 3.5520 0.0000 0 0.0000 0.0200
[19.50] 0.0133 1.8389 0.0201 1669 0.0200 0.0160 3.5680 0.0000 0 0.0000 0.0200
[19.67] 0.0133 1.8522 0.0201 1681 0.0201 0.0160 3.5840 0.0000 0 0.0000 0.0201
[19.83] 0.0133 1.8655 0.0201 1693 0.0201 0.0160 3.6000 0.0000 0 0.0000 0.0201
[20.00] 0.0133 1.8788 0.0201 1705 0.0201 0.0160 3.6160 0.0000 0 0.0000 0.0201
[20.17] 0.0133 1.8922 0.0202 1717 0.0201 0.0160 3.6320 0.0000 0 0.0000 0.0201
[20.33] 0.0134 1.9055 0.0202 1729 0.0202 0.0160 3.6480 0.0000 0 0.0000 0.0202
[20.50] 0.0134 1.9189 0.0202 1741 0.0202 0.0160 3.6640 0.0000 0 0.0000 0.0202
[20.67] 0.0134 1.9323 0.0202 1754 0.0202 0.0160 3.6800 0.0000 0 0.0000 0.0202
[20.83] 0.0134 1.9457 0.0203 1766 0.0202 0.0160 3.6960 0.0000 0 0.0000 0.0202
[21.00] 0.0134 1.9591 0.0203 1778 0.0203 0.0160 3.7120 0.0000 0 0.0000 0.0203
[21.17] 0.0134 1.9725 0.0203 1790 0.0203 0.0160 3.7280 0.0000 0 0.0000 0.0203
[21.33] 0.0134 1.9859 0.0203 1802 0.0203 0.0160 3.7440 0.0000 0 0.0000 0.0203
[21.50] 0.0135 1.9994 0.0204 1814 0.0203 0.0160 3.7600 0.0000 0 0.0000 0.0203
[21.67] 0.0135 2.0129 0.0204 1827 0.0204 0.0160 3.7760 0.0000 0 0.0000 0.0204
[21.83] 0.0135 2.0264 0.0204 1839 0.0204 0.0160 3.7920 0.0000 0 0.0000 0.0204
[22.00] 0.0135 2.0399 0.0204 1851 0.0204 0.0160 3.8080 0.0000 0 0.0000 0.0204
[22.17] 0.0135 2.0534 0.0204 1863 0.0204 0.0160 3.8240 0.0000 0 0.0000 0.0204
[22.33] 0.0135 2.0669 0.0205 1876 0.0204 0.0160 3.8400 0.0000 0 0.0000 0.0204
[22.50] 0.0135 2.0805 0.0205 1888 0.0205 0.0160 3.8560 0.0000 0 0.0000 0.0205
[22.67] 0.0136 2.0940 0.0205 1900 0.0205 0.0160 3.8720 0.0000 0 0.0000 0.0205
[22.83] 0.0136 2.1076 0.0205 1913 0.0205 0.0160 3.8880 0.0000 0 0.0000 0.0205
[23.00] 0.0136 2.1212 0.0205 1925 0.0205 0.0160 3.9040 0.0000 0 0.0000 0.0205
[23.17] 0.0136 2.1348 0.0206 1937 0.0205 0.0160 3.9200 0.0000 0 0.0000 0.0205
[23.33] 0.0136 2.1484 0.0206 1950 0.0206 0.0160 3.9360 0.0000 0 0.0000 0.0206
[23.50] 0.0136 2.1620 0.0206 1962 0.0206 0.0160 3.9520 0.0000 0 0.0000 0.0206
[23.67] 0.0136 2.1757 0.0206 1974 0.0206 0.0160 3.9680 0.0000 0 0.0000 0.0206
[23.83] 0.0137 2.1893 0.0207 1987 0.0206 0.0160 3.9840 0.0000 0 0.0000 0.0206
[24.00] 0.0137 2.2030 0.0207 1999 0.0206 0.0160 4.0000 0.0000 0 0.0000 0.0206
[24.17] 0.0000 2.2030 0.0000 1999 0.0142 0.0000 4.0000 0.0000 0 0.0000 0.0142
[24.33] 0.0000 2.2030 0.0000 1999 0.0053 0.0000 4.0000 0.0000 0 0.0000 0.0053
[24.50] 0.0000 2.2030 0.0000 1999 0.0020 0.0000 4.0000 0.0000 0 0.0000 0.0020
[24.67] 0.0000 2.2030 0.0000 1999 0.0007 0.0000 4.0000 0.0000 0 0.0000 0.0007
[24.83] 0.0000 2.2030 0.0000 1999 0.0003 0.0000 4.0000 0.0000 0 0.0000 0.0003
[25.00] 0.0000 2.2030 0.0000 1999 0.0001 0.0000 4.0000 0.0000 0 0.0000 0.0001
2.2030 3.3320 4.0000 0.0000
I 0 •
IPROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
1 100 yr storm (A) Qpeak =Vtotal = 0.1603 cfs
2392 cu ft
Pervious Portion of Basin Impervious Portion of Basin
J Pervious Area 10890 sq ft Impervious Area 0 sq ft
0.2500 Ac 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'1 Max Nat'l Det'n, S = 2.1951 in Pot'1 Max Nat'l Det'n, S = 0.0000 in
1 Routing Coefficient, w = 0.3125 Cumulative Routing Coefficient, w = 0.3125
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 0.0180 0.0180 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0360 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0540 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0720 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0900 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1080 0.0000 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1260 0.0000 0 0.0000 0.0000
(1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1440 0.0000 0 0.0000 0.0000
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1620 0.0000 0 0.0000 0.0000
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1800 0.0000 0 0.0000 0.0000
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2025 0.0000 0 0.0000 0.0000
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2250 0.0000 0 0.0000 0.0000
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2475 0.0000 0 0.0000 0.0000
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2700 0.0000 0 0.0000 0.0000
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2925 0.0000 0 0.0000 0.0000
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.3150 0.0000 0 0.0000 0.0000
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3420 0.0000 0 0.0000 0.0000
- [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3690 0.0000 0 0.0000 0.0000
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3960 0.0000 0 0.0000 0.0000
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4230 0.0000 0 0.0000 0.0000
[3.50] 0.0001 0.0001 0.0001 0 0.0000 0.0270 0.4500 0.0000 0 0.0000 0.0000
[3.67] 0.0006 0.0006 0.0009 1 0.0003 0.0270 0.4770 0.0000 0 0.0000 0.0003
[3.83] 0.0015 0.0021 0.0022 2 0.0011 0.0315 0.5085 0.0000 0 0.0000 0.0011
[4.00] 0.0023 0.0044 0.0035 4 0.0022 0.0315 0.5400 0.0000 0 0.0000 0.0022
[4.17] 0.0031 0.0075 0.0047 7 0.0034 0.0315 0.5715 0.0000 0 0.0000 0.0034
J [4.33] 0.0039 0.0114 0.0058 10 0.0046 0.0315 0.6030 0.0000 0 0.0000 0.0046
[4.50] 0.0046 0.0160 0.0069 15 0.0057 0.0315 0.6345 0.0000 0 0.0000 0.0057
[4.67] 0.0053 0.0213 0.0080 19 0.0068 0.0315 0.6660 0.0000 0 0.0000 0.0068
[4.83] 0.0070 0.0283 0.0107 26 0.0084 0.0369 0.7029 0.0000 0 0.0000 0.0084
- [5.00] 0.0079 0.0362 0.0120 33 0.0102 0.0369 0.7398 0.0000 0 0.0000 0.0102
[5.17] 0.0088 0.0450 0.0133 41 0.0117 0.0369 0.7767 0.0000 0 0.0000 0.0117
[5.33] 0.0096 0.0546 0.0145 50 0.0131 0.0369 0.8136 0.0000 0 0.0000 0.0131
[5.50] 0.0104 0.0650 0.0157 59 0.0143 0.0369 0.8505 0.0000 0 0.0000 0.0143
[5.67] 0.0111 0.0761 0.0168 69 0.0155 0.0369 0.8874 0.0000 0 0.0000 0.0155
[5.83] 0.0137 0.0898 0.0208 81 0.0176 0.0428 0.9302 0.0000 0 0.0000 0.0176
[6.00] 0.0147 0.1044 0.0222 95 0.0200 0.0427 0.9729 0.0000 0 0.0000 0.0200
[6.17] 0.0155 0.1200 0.0235 109 0.0218 0.0427 1.0157 0.0000 0 0.0000 0.0218
[6.33] 0.0163 0.1363 0.0247 124 0.0232 0.0428 1.0584 0.0000 0 0.0000 0.0232
[6.50] 0.0171 0.1534 0.0259 139 0.0245 0.0428 1.1012 0.0000 0 0.0000 0.0245
[6.67] 0.0179 0.1713 0.0271 155 0.0258 0.0427 1.1439 0.0000 0 0.0000 0.0258
[6.83] 0.0263 0.1976 0.0397 179 0.0305 0.0598 1.2038 0.0000 0 0.0000 0.0305
_ [7.00] 0.0276 0.2252 0.0417 204 0.0369 0.0599 1.2636 0.0000 0 0.0000 0.0369
[7.17] 0.0288 0.2540 0.0436 231 0.0405 0.0598 1.3235 0.0000 0 0.0000 0.0405
[7.33] 0.0409 0.2949 0.0619 268 0.0482 0.0810 1.4045 0.0000 0 0.0000 0.0482
[7.50] 0.0429 0.3378 0.0649 307 0.0577 0.0810 1.4855 0.0000 0 0.0000 0.0577
[7.67] 0.0860 0.4238 0.1301 385 0.0826 0.1530 1.6385 0.0000 0 0.0000 0.0826
[7.83] 0.1482 0.5720 0.2241 519 0.1416 0.2430 1.8815 0.0000 0 0.0000 0.1416
[8.00] 0.0787 0.6507 0.1190 590 0.1603 0.1215 2.0030 0.0000 0 0.0000 0.1603
[8.17] 0.0540 0.7046 0.0816 639 0.1228 0.0810 2.0840 0.0000 0 0.0000 0.1228
[8.33] 0.0409 0.7455 0.0619 677 0.0909 0.0603 2.1443 0.0000 0 0.0000 0.0909
[8.50] 0.0415 0.7870 0.0628 714 0.0730 0.0603 2.2046 0.0000 0 0.0000 0.0730
J [8.67] 0.0421 0.8291 0.0636 752 0.0669 0.0603 2.2649 0.0000 0 0.0000 0.0669
[8.83] 0.0279 0.8570 0.0422 778 0.0581 0.0396 2.3045 0.0000 0 0.0000 0.0581
[9.00] 0.0281 0.8851 0.0426 803 0.0483 0.0396 2.3441 0.0000 0 0.0000 0.0483
[9.17] 0.0284 0.9135 0.0429 829 0.0448 0.0396 2.3837 0.0000 0 0.0000 0.0448
[9.33] 0.0286 0.9420 0.0432 855 0.0437 0.0396 2.4233 0.0000 0 0.0000 0.0437
I
I
J
• •
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 0.1603 cfs
Vtotal = 2392 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
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] 0.0288 0.9708 0.0435 881 0.0435 0.0396 2.4629 0.0000 0 0.0000 0.0435
[9.67] 0.0290 0.9998 0.0438 907 0.0436 0.0396 2.5025 0.0000 0 0.0000 0.0436
[9.83] 0.0292 1.0290 0.0441 934 0.0438 0.0396 2.5421 0.0000 0 0.0000 0.0438
[10.00] 0.0294 1.0583 0.0444 960 0.0441 0.0396 2.5817 0.0000 0 0.0000 0.0441
[10.17] 0.0296 1.0879 0.0447 987 0.0444 0.0396 2.6213 0.0000 0 0.0000 0.0444
[10.33] 0.0297 1.1176 0.0450 1014 0.0447 0.0396 2.6609 0.0000 0 0.0000 0.0447
(10.50] 0.0299 1.1475 0.0452 1041 0.0449 0.0396 2.7005 0.0000 0 0.0000 0.0449
[10.67] 0.0301 1.1776 0.0455 1069 0.0452 0.0396 2.7401 0.0000 0 0.0000 0.0452
[10.83] 0.0247 1.2023 0.0374 1091 0.0429 0.0324 2.7725 0.0000 0 0.0000 0."'4:?
[11.00] 0.0248 1.2272 0.0376 1114 0.0395 0.0324 2.8049 0.0000 0 0.0000 0 -
[11.17] 0.0249 1.2521 0.0377 1136 0.0383 0.0324 2.8373 0.0000 0 0 0000 0 ','-.
[11.33] 0.0251 1.2772 0.0379 1159 0.0380 0.0324 2.8697 0.0000
[11.50] 0.0252 1.3023 0.0380 1182 0.0380 0.0324 2.9021 0.0000 0 0.0000 ,,. ,r.
[11.67] 0.0253 1.3276 0.0382 1205 0.0381 0.0324 2.9345 0.0000 0 0.0000 0.0381
[11.83] 0.0254 1.3529 0.0383 1228 0.0382 0.0324 2.9669 0.0000 0 0.0000 0.0382
[12.00] 0.0254 1.3784 0.0385 1251 0.0383 0.0324 2.9993 0.0000 0 0.0000 0.0383
[12.17] 0.0255 1.4039 0.0386 1274 0.0385 0.0324 3.0317 0.0000 0 0.0000 0.0385
[12.33] 0.0256 1.4296 0.0388 1297 0.0386 0.0324 3.0641 0.0000 0 0.0000 0.0386
[12.50] 0.0257 1.4553 0.0389 1321 0.0388 0.0324 3.0965 0.0000 0 0.0000 0.0388
[12.67] 0.0258 1.4811 0.0390 1344 0.0389 0.0324 3.1289 0.0000 0 0.0000 0.0389
[12.83] 0.0205 1.5016 0.0310 1363 0.0365 0.0257 3.1545 ' 0.0000 0 0.0000 0.0365
[13.00] 0.0206 1.5222 0.0311 1381 0.0331 0.0257 3.1802 0.0000 0 0.0000 0.0331
[13.17] 0.0206 1.5428 0.0312 1400 0.0319 0.0256 3.2058 0.0000 0 0.0000 0.0319
[13.33] 0.0207 1.5634 0.0312 1419 0.0314 0.0257 3.2315 0.0000 0 0.0000 0.0314
[13.50] 0.0207 1.5841 0.0313 1438 0.0313 0.0256 3.2571 0.0000 0 0.0000 0.0313
(13.67] 0.0208 1.6049 0.0314 1456 0.0314 0.0257 3.2828 0.0000 0 0.0000 0.0314
[13.83] 0.0208 1.6257 0.0315 1475 0.0314 0.0257 3.3084 0.0000 C 0.0000 0.0314
[14.00] 0.0209 1.6465 0.0315 1494 0.0315 0.0256 3.3341 0.0000 0 0.0000 0.0315
[14.17] 0.0209 1.6675 0.0316 1513 0.0315 0.0257 3.3597 0.0000 0 0.0000 0.0315
[14.33] 0.0210 1.6884 0.0317 1532 0.0316 0.0256 3.3854 0.0000 0 0.0000 0.0316
(14.50] 0.0210 1.7094 0.0318 1551 0.0317 0.0257 3.4110 0.0000 0 0.0000 0.0317
[14.67] 0.0210 1.7304 0.0318 1570 0.0318 0.0257 3.4367 0.0000 0 0.0000 0.0318
[14.83] 0.0185 1.7489 0.0280 1587 0.0306 0.0225 3.4592 0.0000 0 0.0000 0.0306
[15.00] 0.0185 1.7675 0.0280 1604 0.0290 0.0225 3.4817 0.0000 0 0.0000 0.0290
[15.17] 0.0186 1.7860 0.0281 1621 0.0284 0.0225 3.5042 0.0000 0 0.0000 0.0284
[15.33] 0.0186 1.8046 0.0281 1638 0.0282 0.0225 3.5267 0.0000 0 0.0000 0.0282
[15.50] 0.0186 1.8233 0.0282 1655 0.0282 0.0225 3.5492 0.0000 0 0.0000 0.0282
[15.67] 0.0187 1.8419 0.0282 1672 0.0282 0.0225 3.5717 0.0000 0 0.0000 0.0282
[15.83] 0.0187 1.8606 0.0283 1689 0.0282 0.0225 3.5942 0.0000 0 0.0000 0.0282
[16.00] 0.0187 1.8794 0.0283 1706 0.0283 0.0225 3.6167 0.0000 0 0.0000 0.0283
[16.17] 0.0188 1.8981 0.0284 1723 0.0283 0.0225 3.6392 0.0000 0 0.0000 0.0283
(16.33] 0.0188 1.9169 0.0284 1740 0.0284 0.0225 3.6617 0.0000 0 0.0000 0.0284
[16.50] 0.0188 1.9357 0.0285 1757 0.0284 0.0225 3.6842 0.0000 0 0.0000 0.0284
[16.67] 0.0189 1.9546 0.0285 1774 0.0285 0.0225 3.7067 0.0000 0 0.0000 0.0285
[16.83] 0.0162 1.9708 0.0246 1789 0.0273 0.0193 3.7260 0.0000 0 0.0000 0.0273
[17.00]' 0.0151 1.9859 0.0229 1802 0.0250 0.0180 3.7440 0.0000 0 0.0000 0.0250
[17.17] 0.0151 2.0011 0.0229 1816 0.0237 0.0180 3.7620 0.0000 0 0.0000 0.0237
[17.33] 0.0152 2.0162 0.0229 1830 0.0232 0.0180 3.7800 0.0000 0 0.0000 0.0232
[17.50] 0.0152 2.0314 0.0230 1844 0.0230 0.0180 3.7980 0.0000 0 0.0000 0.0230
[17.67] 0.0152 2.0466 0.0230 1857 0.0230 0.0180 3.8160 0.0000 0 0.0000 0.0230
[17.83] 0.0152 2.0618 0.0230 1871 0.0230 0.0180 3.8340 0.0000 0 0.0000 0.0230
[18.00] 0.0152 2.0771 0.0230 1885 0.0230 0.0180 3.8520 0.0000 0 0.0000 0.0230
[18.17] 0.0153 2.0923 0.0231 1899 0.0230 0.0180 3.8700 0.0000 0 0.0000 0.0230
[18.33] 0.0153 2.1076 0.0231 1913 0.0231 0.0180 3.8880 0.0000 0 0.0000 0.0231
[18.50] 0.0153 2.1229 0.0231 1927 0.0231 0.0180 3.9060 0.0000 0 0.0000 0.0231
[18.67] 0.0153 2.1382 0.0231 1940 0.0231 0.0180 3.9240 0.0000 0 0.0000 0.0231
[18.83] 0.0153 2.1535 0.0232 1954 0.0231 0.0180 3.9420 0.0000 0 0.0000 0.0231
0 •
PROJECT: Moyer Drainage
Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 0.1603 cfs
Vtotal = 2392 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 10890 sq ft Impervious Area = 0 sq ft
= 0.2500 Ac = 0.0000 Ac
Runoff Curve Number, Cn = 82 Runoff Curve Number, Cn = 100
Time of Concentrat'n, Tc = 11 min Time of Concentrat'n, Tc = 11 min
Pot'l Max Nat'l Det'n, S = 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in
Routing Coefficient, w = 0.3125 Routing Coefficient, w = 0.3125
Cumulative Cumulative
•
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) )cfs)
[19.00] 0.0153 2.1688 0.0232 1968 0.0232 0.0180 3.9600 0.0000 0 0.0000 0.0232
[19.17] 0.0154 2.1842 0.0232 1982 0.0232 0.0180 3.9780 0.0000 0 0.0000 0.0232
[19.33] 0.0154 2.1996 0.0232 1996 0.0232 0.0180 3.9960 0.0000 0 0.0000 0.0232
(19.50] 0.0154 2.2149 0.0233 2010 0.0232 0.0180 4.0140 0.0000 0 0.0000 0.0232
[19.67] 0.0154 2.2303 0.0233 2024 0.0233 0.0180 4.0320 0.0000 0 0.0000 0.0233
[19.83] 0.0154 2.2458 0.0233 2038 0.0233 0.0180 4.0500 0.0000 0 0.0000 0.0233
[20.00] 0.0154 2.2612 0.0233 2052 0.0233 0.0180 4.0680 0.0000 0 0.0000 0.0233
[20.17] 0.0155 2.2767 0.0234 2066 0.0233 0.0180 4.0860 0.0000 0 0.0000 0.0233
[20.33] 0.0155 2.2921 0.0234 2080 0.0234 0.0180 4.1040 0.0000 0 0.0000 0.0234
(20.50] 0.0155 2.3076 0.0234 2094 0.0234 0.0180 4.1220 0.0000 0 0.0000 0.0234
[20.67] 0.0155 2.3231 0.0234 2108 0.0234 0.0180 4.1400 0.0000 0 0.0000 0.0234
[20.83] 0.0155 2.3386 0.0235 2122 0.0234 0.0180 4.1580 0.0000 0 0.0000 0.0234
[21.00] 0.0155 2.3541 0.0235 2136 0.0235 0.0180 4.1760 0.0000 0 0.0000 0.0235
[21.17] 0.0155 2.3697 0.0235 2150 0.0235 0.0180 4.1940 0.0000 0 0.0000 0.0235
[21.33] 0.0156 2.3852 0.0235 2165 0.0235 0.0180 4.2120 0.0000 0 0.0000 0.0235
[21.50] 0.0156 2.4008 0.0236 2179 0.0235 0.0180 4.2300 0.0000 0 0.0000 0.0235
[21.67] 0.0156 2.4164 0.0236 2193 0.0236 0.0180 4.2480 0.0000 0 0.0000 0.0236
[21.83] 0.0156 2.4320 0.0236 2207 0.0236 0.0180 4.2660 0.0000 0 0.0000 0.0236
[22-.00] 0.0156 2.4476 0.0236 2221 0.0236 0.0180 4.2840 0.0000 0 0.0000 0.0236
[22.17] 0.0156 2.4632 0.0236 2235 0.0236 0.0180 4.3020 0.0000 0 0.0000 0.0236
[22.33] 0.0156 2.4789 0.0237 2250 0.0236 0.0180 4.3200 0.0000 0 0.0000 0.0236
[22.50] 0.0157 2.4945 0.0237 2264 0.0237 0.0180 4.3380 0.0000 0 0.0000 0.0237
(22.67] 0.0157 2.5102 0.0237 2278 0.0237 0.0180 4.3560 0.0000 0 0.0000 0.0237
(22.83] 0.0157 2.5259 0.0237 2292 0.0237 0.0180 4.3740 0.0000 0 0.0000 0.0237
[23.00] 0.0157 2.5416 0.0237 2307 0.0237 0.0180 4.3920 0.0000 0 0.0000 0.0237
[23.17] 0.0157 2.5573 0.0238 2321 0.0237 0.0180 4.4100 0.0000 0 0.0000 0.0237
[23.33] 0.0157 2.5730 0.0238 2335 0.0238 0.0180 4.4280 0,0000 0 0.0000 0.0238
[23.50] 0.0157 2.5888 0.0238 2349 0.0238 0.0180 4.4460 0.0000 0 0.0000 0.0238
[23.67] 0.0158 2.6045 0.0238 2364 0.0238 0.0180 4.4640 0.0000 0 0.0000 0.0238
[23.83] 0.0158 2.6203 0.0238 2378 0.0238 0.0180 4.4820 0.0000 0 0.0000 0.0238
[24.00] 0.0158 2.6361 0.0239 2392 0.0238 0.0180 4.5000 0.0000 0 0.0000 0.0238
(24.17] 0.0000 2.6361 0.0000 2392 0.0164 0.0000 4.5000 0.0000 0 0.0000 0.0164
[24.33] 0.0000 2.6361 0.0000 2392 0.0061 0.0000 4.5000 0.0000 0 0.0000 0.0061
[24.50] 0.0000 2.6361 0.0000 2392 0.0023 0.0000 4.5000 0.0000 0 0.0000 0.0023
[24.67] 0.0000 2.6361 0.0000 2392 0.0009 0.0000 4.5000 0.0000 0 0.0000 0.0009
(24.83] 0.0000 2.6361 0.0000 2392 0.0003 0.0000 4.5000 0.0000 0 0.0000 0.0003
[25.00] 0.0000 2.6361 0.0000 2392 0.0001 0.0000 4.5000 0.0000 0 0.0000 0.0001
2.6361 3.9871 4.5000 0.0000
• •
APPENDIX IV-POST-DEVELOPMENT RUNOFF CALCULATIONS
1
1 .
• !
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.0482 cfs
Vtotal = 926 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
= 0.2018 Ac = 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'1 Max Nat'l Det'n, S = 2.1655 in Pot'1 Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
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 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33) 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50) 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0006 0.0007 0.0002 0 0.0000 0.0000
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0013 0.0019 0.0004 0 0.0001 0.0001
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0018 0.0037 0.0005 1 0.0003 0.0003
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0023 0.0061 0.0007 1 0.0004 0.0004
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0028 0.0089 0.0008 2 0.0006 0.0006
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0040 0.0129 0.0012 2 0.0008 0.0008
(2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0046 0.0175 0.0013 3 0.0010 0.0010
[2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0051 0.0226 0.0015 4 0.0012 0.0012
[2.33) 0.0000 0.0000 0.0000 0 0.0000 0.0055 0.0282 0.0016 5 0.0013 0.0013 .
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0059 0.0341 0.0017 6 0.0015 0.0015
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0063 0.0404 0.0018 7 0.0016 0.0016
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0080 0.0483 0.0023 8 0.0018 0.0018
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.0567 0.0024 10 0.0021 0.0021 •
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0087 0.0654 0.0025 11 0.0022 0.0022
(3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.0744 0.0026 13 0.0024 0.0024
[3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0093 0.0838 0.0027 15 0.0025 0.0025
[3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0096 0.0934 0.0028 16 0.0026 0.0026
[3.831 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1048 0.0033 18 0.0028 0.0028
[4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0118 0.1166 0.0034 20 0.0031 0.0031
[4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0120 0.1286 0.0035 22 0.0032 0.0032
[4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0122 0.1408 0.0036 25 0.0034 0.0034
[4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0124 0.1533 0.0036 27 0.0035 0.0035
[4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0126 0.1659 0.0037 29 0.0035 0.0035
[4.83) 0.0000 0.0000 0.0000 0 0.0000 0.0150 0.1809 0.0044 32 0.0038 0.0038
1 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0152 0.1961 0.0044 34 0.0040 0.0040
[5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2115 0.0045 37 0.0042 0.0042
[5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0156 0.2271 0.0045 40 0.0044 0.0044
(5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0157 0.2428 0.0046 42 0.0044 0.0044
[5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0159 0.2587 0.0046 45 0.0045 0.0045
[5.83] 0.0002 0.0002 0.0003 0 0.0001 0.0185 0.2772 0.0054 49 0.0047 0.0048
(6.00] 0.0006 0.0008 0.0007 1 0.0002 0.0187 0.2959 0.0055 52 0.0050 0.0053
[6.17] 0.0010 0.0018 0.0012 1 0.0006 0.0188 0.3148 0.0055 55 0.0052 0.0058
[6.33] 0.0014 0.0032 0.0017 2 0.0009 0.0190 0.3337 0.0055 58 0.0053 0.0063
[6.50] 0.0017 0.0049 0.0021 4 0.0013 0.0191 0.3528 0.0056 62 0.0054 0.0068
[6.67] 0.0021 0.0069 0.0025 5 0.0018 0.0192 0.3720 0.0056 65 0.0055 0.0073
[6.83] 0.0035 0.0104 0.0042 8 0.0025 0.0270 0.3990 0.0079 70 0.0060 0.0085
(7.00) 0.0041 0.0145 0.0050 11 0.0034 0.0272 0.4262 0.0079 75 0.0068 0.0102
(7.17] 0.0047 0.0192 0.0058 14 0.0043 0.0273 0.4535 0.0080 79 0.0073 0.0116
[7.33] 0.0073 0.0266 0.0090 19 0.0056 0.0372 0.4907 0.0108 86 0.0082 0.0138
[7.50] 0.0084 0.0349 0.0102 26 0.0073 0.0374 0.5281 0.0109 92 0.0094 0.0167
[7.67] 0.0185 0.0534 0.0226 39 0.0113 0.0712 0.5993 0.0208 105 0.0122 0.0235
[7.83] 0.0359 0.0893 0.0438 65 0.0208 0.1141 0.7134 0.0333 125 0.0186 0.0394
[8.00] 0.0207 0.1100 0.0252 81 0.0268 0.0574 0.7708 0.0167 135 0.0214 0.0482
(8.17) 0.0147 0.1247 0.0180 91 0.0245 0.0384 0.8092 0.0112 142 0.0182 0.0427
[8.33] 0.0114 0.1361 0.0139 100 0.0208 0.0286 0.8378 0.0083 147 0.0145 0.0353
[8.50] 0.0118 0.1479 0.0144 108 0.0179 0.0287 0.8664 0.0084 152 0.0118 0.0297
[8.67] 0.0122 0.1601 0.0148 117 0.0165 0.0287 0.8951 0.0084 157 0.0103 0.0268
[8.83) 0.0082 0.1682 0.0100 123 0.0147 0.0189 0.9140 0.0055 160 0.0089 0.0236
[9.00] 0.0083 0.1766 0.0102 129 0.0127 0.0189 0.9329 0.0055 163 0.0074 0.0201
[9.17] 0.0085 0.1850 0.0103 136 0.0116 0.0189 0.9518 0.0055 167 0.0066 0.0182
[9.33) 0.0086 0.1937 0.0105 142 0.0111 0.0189 0.9707 0.0055 170 0.0061 0.0172
I • S
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
1 2 yr storm (A) Qpeak =Vtotal = 0.0482 cfs
926 cu ft
Pervious Portion of Basin Impervious Portion of Basin
1 Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
0.2018 Ac 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
1 Routing Coefficient, w = 0.2174 Cumulative Routing Coefficient, w = 0.2174
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 4
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[9.50] 0.0088 0.2024 0.0107 148 0.0109 0.0189 0.9896 0.0055 173 0.0059 0.0167
[9.67] 0.0089 0.2113 0.0109 155 0.0108 0.0189 1.0086 0.0055 176 0.0057 0.0166
[9.83] 0.0090 0.2204 0.0110 161 0.0109 0.0189 1.0275 0.0055 180 0.0056 0.0165
[10.00] 0.0092 0.2295 0.0112 168 0.0110 0.0190 1.0465 0.0055 183 0.0056 0.0166
[10.17] 0.0093 0.2388 0.0114 175 0.0111 0.0190 1.0654 0.0055 186 0.0056 0.0167
[10.331 0.0094 0.2483 0.0115 182 0.0113 0.0190 1.0844 0.0055 190 0.0055 0.0168
[10.50] 0.0096 0.2578 0.0117 189 0.0114 0.0190 1.1034 0.0055 193 0.0055 0.0169
[10.67] 0.0097 0.2675 0.0118 196 0.0115 0.0190 1.1224 0.0055 196 0.0055 0.0171
[10.83] 0.0080 0.2755 0.0098 202 0.0112 0.0156 1.1379 0.0045 199 0.0053 0.0165
[11.00) 0.0081 0.2836 0.0099 208 0.0106 0.0156 1.1535 0.0045 202 .0.0050 0.0156
[11.17] 0.0082 0.2918 0.0100 214 0.0103 0.0156 1.1691 0.0045 205 0.0048 0.0151
1 [11.33] 0.0082 0.3000 0.0101 220 0.0102 0.0156 1.1846 0.0045 207 0.0047 0.0149
[11.50) 0.0083 0.3083 0.0102 226 0.0102 0.0156 1.2002 0.0045 210 0.0046 0.0148
[11.67) 0.0084 0.3167 0.0103 232 0.0102 0.0156 1.2158 0.0045 213 0.0046 0.0148
[11.83) 0.0085 0.3252 0.0103 238 0.0102 0.0156 1.2314 0.0045 215 0.0046 0.0148
[12.00] 0.0085 0.3337 0.0104 244 0.0103 0.0156 1.2470 0.0045 218 0.0046 0.0149
[12.17] 0.0086 0.3424 0.0105 251 0.0104 0.0156 1.2626 0.0045 221 0.0046 0.0149
[12.33) 0.0087 0.3510 0.0106 257 0.0105 0.0156 1.2782 0.0045 224 0.0046 0.0150
[12.50] 0.0088 0.3598 0.0107 264 0.0105 0.0156 1.2938 0.0046 226 0.0046 0.0151
[12.67] 0.0088 0.3686 0.0108 270 0.0106 0.0156 1.3094 0.0046 229 0.0046 0.0152
- [12.83) 0.0070 0.3757 0.0086 275 0.0102 0.0124 1.3217 0.0036 231 0.0043 0.0146
[13.00) 0.0071 0.3827 0.0086 280 0.0095 0.0124 1.3341 0.0036 233 0.0040 0.0135
[13.17] 0.0071 0.3899 0.0087 286 0.0091 0.0124 1.3464 0.0036 236 0.0038 0.0130
[13.33) 0.0072 0.3970 0.0087 291 0.0090 0.0124 1.3588 0.0036 238 0.0037 0.0127
[13.50] 0.0072 0.4042 0.0088 296 0.0089 0.0124 1.3712 0.0036 240 0.0037 0.0126
- [13.67] 0.0072 0.4115 0.0088 301 0.0088 0.0124 1.3836 0.0036 242 0.0036 0.0125
[13.83] 0.0073 0.4187 0.0089 307 0.0089 0.0124 1.3959 0.0036 244 0.0036 0.0125
[14.00] 0.0073 0.4261 0.0089 312 0.0089 0.0124 1.4083 0.0036 246 0.0036 0.0125
[14.17] 0.0074 0.4334 0.0090 317 0.0089 0.0124 1.4207 0.0036 249 0.0036 0.0125
[14.33] 0.0074 0.4408 0.0090 323 0.0090 0.0124 1.4331 0.0036 251 0.0036 0.0126
[14.50] 0.0074 0.4482 0.0091 328 0.0090 0.0124 1.4455 0.0036 253 0.0036 0.0126
[14.67] 0.0075 0.4557 0.0091 334 0.0090 0.0124 1.4578 0.0036 255 0.0036 0.0127
_ [14.83) 0.0066 0.4623 0.0080 339 0.0088 0.0109 1.4687 0.0032 257 0.0035 0.0124
[15.00) 0.0066 0.4689 0.0081 343 0.0085 0.0109 1.4796 0.0032 259 0.0034 0.0119
[15.17) 0.0066 0.4756 0.0081 348 0.0083 0.0109 1.4904 0.0032 261 0.0033 0.0116
[15.33) 0.0067 0.4822 0.0081 353 0.0082 0.0109 1.5013 0.0032 263 0.0032 0.0115
J [15.50] 0.0067 0.4889 0.0082 358 0.0082 0.0109 1.5122 0.0032 265 0.0032 0.0114
[15.67) 0.0067 0.4956 0.0082 363 0.0082 0.0109 1.5231 0.0032 266 0.0032 0.0119
(15.83] 0.0068 0.5024 0.0082 368 0.0082 0.0109 1.5339 0.0032 268 C' 0032
[16.00] 0.0068 0.5092 0.0083 3.73 0.0082 0.0109 1.5448 0.0032 270 6.J.;2._ . .,
1 [16.17] 0.0068 0.5160 0.0083 378 0.0083 0.0109 1.5557 0.0032 :72
J [16.33] 0.0068 0.5228 0.0083 383 0.0083 0.0109 1.5666 0.0032 274 0.0012
[16.50] 0.0069 0.5297 0.0084 388 0.0083 0.0109 1.5774 0.0032 276 0.0032 0.0115
[16.67] 0.0069 0.5365 0.0084 393 0.0083 0.0109 1.5883 0.0032 278 0.0032 0.0115
[16.83] 0.0059 0.5425 0.0073 397 0.0081 0.0094 1.5977 0.0027 280 0.0031 0.0112
(17.00] 0.0055 0.5480 0.0068 401 0.0076 0.0087 1.6064 0.0025 281 0.0029 0.0105
[17.17] 0.0056 0.5536 0.0068 406 0.0073 0.0087 1.6151 0.0025 283 0.0027 0.010E
[17.33] 0.0056 0.5592 0.0068 410 0.0071 0.0087 1.6238 0.0025 284 0.0026 0.0097
[17.50] 0.0056 0.5647 0.0068 414 0.0070 0.0087 1.6325 0.0025 286 0.0026 0.0096
(17.67] 0.0056 0.5703 0.0068 418 0.0069 0.0087 1.6412 0.0025 287 0.0026 0.0095
(17.83] 0.0056 0.5760 0.0069 422 0.0069 0.0087 1.6499 0.0025 289 0.0026 0.0094
[18.00] 0.0056 0.5816 0.0069 426 0.0069 0.0087 1.6587 0.0025 290 0.0026 ",,4
[18.17) 0.0057 0.5873 0.0069 430 0.0069 0.0087 1.6674 0.0025 292 1.0025 "
(18.33] 0.0057 0.5929 0.0069 434 0.0069 0.0087 1.6761 0.0025 293 0.22,25
[18.50) 0.0057 0.5986 0.0069 438 0.0069 0.0087 1.6848 0.0025 295 C 2025
[18.67) 0.0057 0.6043 0.0070 443 0.0069 0.0087 1.6935 0.0025 296 0.0025 0. . .
(18.83] 0.0057 0.6100 0.0070 447 0.0069 0.0087 1.7022 0.0025 298 0.0025 0 ;'
J
• ,
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
2 yr storm (A) Qpeak = 0.0482 cfs
Vtotal = 926 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
0.2018 Ac = 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0057 0.6157 0.0070 451 0.0070 0.0087 1.7109 0.0025 299 0.0025 0.0095
[19.17] 0.0057 0.6215 0.0070 455 0.0070 0.0087 1.7197 0.0025 301 0.0025 0.0095
[19.33] 0.0058 0.6272 0.0070 459 0.0070 0.0087 1.7284 0.0025 302 0.0025 0.0095
[19.50] 0.0058 0.6330 0.0070 464 0.0070 0.0087 1.7371 0.0025 304 0.0025 0.0096
[19.67] 0.0058 0.6388 0.0071 468 0.0070 0.0087 1.7458 0.0025 305 0.0025 0.0096
(19.83] 0.0058 0.6446 0.0071 472 0.0070 0.0087 1.7545 0.0025 307 0.0025 0.0096
[20.00] 0.0058 0.6504 0.0071 476 0.0071 0.0087 1.7633 0.0025 309 0.0025 0.0096
[20.17] 0.0058 0.6562 0.0071 481 0.0071 0.0087 1.7720 0.0025 310 0.0025 0.0096
[20.33] 0.0058 0.6621 0.0071 485 0.0071 0.0087 1.7807 0.0025 312 0.0025 0.0096
[20.50] 0.0059 0.6679 0.0071 489 0.0071 0.0087 1.7894 0.0025 313 0.0025 0.0097
[20.67] 0.0059 0.6738 0.0072 494 0.0071 0.0087 1.7981 0.0025 315 0.0025 0.0097
[20.83] 0.0059 0.6797 0.0072 498 0.0072 0.0087 1.8069 0.0025 316 0.0025 0.0097
[21.00] 0.0059 0.6856 0.0072 502 0.0072 0.0087 1.8156 0.0025 318 0.0025 0.0097
[21.17] 0.0059 0.6915 0.0072 507 0.0072 0.0087 1.8243 0.0025 319 0.0025 0.0097
(21.33] 0.0059 0.6974 0.0072 511 0.0072 0.0087 1.8330 0.0025 321 0.0025 0.0097
[21.50] 0.0059 0.7033 0.0072 515 0.0072 0.0087 1.8418 0.0025 322 0.0025 0.0098
[21.67] 0.0059 0.7093 0.0073 520 0.0072 0.0087 1.8505 0.0025 324 0.0025 0.0098
[21.83] 0.0060 0.7152 0.0073 524 0.0073 0.0087 1.8592 0.0025 325 0.0025 0.0098
[22.00] 0.0060 0.7212 0.0073 528 0.0073 0.0087 1.8679 0.0025 327 0.0025 0.0098
[22.17] 0.0060 0.7272 0.0073 533 0.0073 0.0087 1.8767 0.0025 328 0.0025 0.0098
[22.33] 0.0060 0.7332 0.0073 537 0.0073 0.0087 1.8854 0.0025 330 0.0025 0.0098
[22.50] 0.0060 0.7392 0.0073 542 0.0073 0.0087 1.8941 0.0025 331 0.0025 0.0099
[22.67] 0.0060 0.7453 0.0074 546 0.0073 0.0087 1.9029 0.0025 333 0.0025 0.0099
[22.83] 0.0060 0.7513 0.0074 550 0.0073 0.0087 1.9116 0.0025 334 0.0025 0.0099
[23.00] 0.0061 0.7573 0.0074 555 0.0074 0.0087 1.9203 0.0025 336 0.0025 0.0099
[23.17] 0.0061 0.7634 0.0074 559 0.0074 0.0087 1.9291 0.0025 338 0.0025 0.0099
[23.33] 0.0061 0.7695 0.0074 564 0.0074 0.0087 1.9378 0.0025 339 0.0025 0.0099
[23.50] 0.0061 0.7756 0.0074 568 0.0074 0.0087 1.9465 0.0025 341 0.0025 0.0100
[23.67] 0.0061 0.7817 0.0074 573 0.0074 0.0087 1.9553 0.0025 342 0.0025 0.0100
[23.83] 0.0061 0.7878 0.0075 577 0.0074 0.0087 1.9640 0.0025 344 0.0025 0.0100
[24.00) 0.0061 0.7939 0.0075 582 0.0075 0.0087 1.9727 0.0025 345 0.0025 0.0100
[24.17] 0.0000 0.7939 0.0000 582 0.0058 0.0000 1.9727 0.0000 345 0.0020 0.0078
[24.33] 0.0000 0.7939 0.0000 582 0.0033 0.0000 1.9727 0.0000 345 0.0011 0.0044
[24.50] 0.0000 0.7939 0.0000 582 0.0019 0.0000 1.9727 0.0000 345 0.0006 0.0025
[24.67] 0.0000 0.7939 0.0000 582 0.0011 0.0000 1.9727 0.0000 345 0.0004 0.0014
[24.83] 0.0000 0.7939 0.0000 582 0.0006 0.0000 1.9727 0.0000 345 0.0002 0.0008
[25.00) 0.0000 0.7939 0.0000 582 0.0003 0.0000 1.9727 0.0000 345 0.0001 0.0005
0.7939 0.9693 max = 0.0268 1.9727 0.5753 max = 0.0214 0.0482
• •
PROJECT: Moyer Drainage
li Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1341 cfs
Vtotal = 2284 cu ft
Pervious Portion of Basin Impervious Portion of Basin
_i Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq .
0.2018 Ac 0.0482 A.c
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
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 0.0000 0.0000 0.0000 0 0.0000 0.0000
(0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0002 0.0002 0.0001 0 0.0000 0.0002
[0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0021 0.0024 0.0006 0 0.0002 0.0002
[0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0039 0.0063 0.0012 1 0.0005 0.0005
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0054 0.0117 0.0016 2 0.0009 0 0009
i
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0067 0.0184 0.0019 3 0.0013 0.0013
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0077 0.0261 0.0022 5 0.0016 0.0016
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0086 0.0347 0.0025 6 0.0019 0.0019
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0093 0.0439 0.0027 8 0.0022 0.0022
(1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0125 0.0564 0.0036 10 0.0026 0.0026
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.0698 0.0039 12 0.0031 0.0031
(2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.0838 0.0041 15 0.0035 0.0035
(2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0146 0.0984 0.0043 17 0.0038 0.0038
[2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0151 0.1135 0.0044 20 0.0040 0.0040
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0156 0.1291 0.0045 23 0.0042 0.0042
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.1482 0.0056 26 0.0046 0.0046
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.1679 0.0057 29 0.0051 0.0051
[3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0201 0.1879 0.0058 33 0.0054 0.0054
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0204 0.2083 0.0059 36 0.0056 0.0056
(3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0207 0.2290 0.0060 40 0.0058 0.0058
(3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0210 0.2500 0.0061 44 0.0059 0.0059
[3.83] 0.0002 0.0002 0.0002 0 0.0000 0.0248 0.2748 0.0072 48 0.0062 0.0063
[4.00] 0.0008 0.0010 0.0010 1 0.0003 0.0251 0.2998 0.0073 52 0.0067 0.0070
, [4.17] 0.0015 0.0025 0.0018 2 0.0008 0.0253 0.3251 0.0074 57 0.0070 0.0078
[4.33] 0.0022 0.0047 0.0026 3 0.0014 0.0255 0.3507 0.0074 61 0.0072 0.0086
[4.50] 0.0028 0.0075 0.0034 5 0.0021 0.0257 0.3764 0.0075 66 0.0073 0.0094
[4.67] 0.0034 0.0109 0.0042 8 0.0028 0.0259 0.4022 0.0075 70 0.0074 0.0102
[4.83] 0.0047 0.0156 0.0058 11 0.0038 0.0305 0.4328 0.0089 76 0.0078 0.0115
[5.00] 0.0055 0.0211 0.0067 15 0.0048 0.0307 0.4634 0.0089 81 0.0083 0.0131
[5.17] 0.0062 0.0273 0.0076 20 0.0059 0.0309 0.4943 0.0090 86 0.0086 0.0144
i [5.33] 0.0069 0.0343 0.0085 25 0.0068 0.0310 0.5253 0.0090 92 0.0088 0.0156
[5.50] 0.0076 0.0419 0.0093 31 0.0077 0.0311 0.5564 0.0091 97 0.0089 0.0166
[5.67] 0.0083 0.0502 0.0101 37 0.0086 0.0312 0.5876 0.0091 103 0.0090 0.0176
J [5.83] 0.0104 0.0606 0.0127 44 0.0098 0.0363 0.6240 0.0106 109 0.0094 0.0192
[6.00] 0.0112 0.0718 0.0137 53 0.0113 0.0364 0.6604 0.0106 116 0.0099 0.0212
(6.17] 0.0120 0.0837 0.0146 61 0.0125 0.0366 0.6970 0.0107 122 0.0102 0.0227
[6.33] 0.0127 0.0964 0.0155 71 0.0136 0.0367 0.7336 0.0107 128 0.0104 0.0240
(6.50) 0.0134 0.1098 0.0164 80 0.0146 0.0367 0.7704 0.0107 135 0.0105 0.0252
[6.67] 0.0141 0.1239 0.0172 91 0.0156 0.0368 0.8072 0.0107 141 0.0106 0.0262
[6.83] 0.0208 0.1448 0.0254 106 0.0181 0.0517 0.8589 0.0151 150 0.0116 0.0297
[7.00] 0.0220 0.1668 0.0269 122 0.0216 0.0518 0.9107 0.0151 159 0.0131 0.0347
(7.17] 0.0232 0.1899 0.0283 139 0.0242 0.0519 0.9626 0.0151 168 0.0140 0.0382
[7.33] 0.0331 0.2230 0.0404 163 0.0286 0.0704 1.0330 0.0205 181 0.0157 0.0443
[7.50] 0.0349 0.2579 0.0426 189 0.0342 0.0706 1.1036 0.0206 193 0.0178 0.0520
[7.67] 0.0705 0.3284 0.0861 241 0.0473 0.1336 1.2372 0.0390 216 0.0230 0.0703
(7.83] 0.1227 0.4511 0.1498 330 0.0780 0.2130 1.4502 0.0621 254 0.0350 0.1130
[8.00] 0.0657 0.5168 0.0802 379 0.0941 0.1067 1.5569 0.0311 272 0.0400 0.1341
[8.17] 0.0452 0.5619 0.0552 412 0.0826 0.0712 1.6282 0.0208 285 0.0339 0.1165
I [8.33] 0.0343 0.5963 0.0419 437 0.0678 0.0531 1.6812 0.0155 294 0.0270 0.0948
[8.50] 0.0349 0.6312 0.0426 462 0.0567 0.0531 1.7343 0.0155 303 0.0220 0.0787
[8.67] 0.0354 0.6666 0.0432 488 0.0507 0.0531 1.7874 0.0155 313 0.0192 0.0699
[8.83] 0.0235 0.6901 0.0287 506 0.0443 0.0349 1.8223 0.0102 319 0.0164 0.0607
(9.00] 0.0238 0.7139 0.0290 523 0.0376 0.0349 1.8572 0.0102 325 0.0137 0.0513
[9.17] 0.0240 0.7379 0.0293 541 0.0339 0.0349 1.8922 0.0102 331 0.0122 0.0461
I (9.33] 0.0242 0.7620 0.0295 558 0,0319 0.0349 1.9271 0.0102 337 0.0113 0.0433
• S
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1341 cfs
Vtotal = 2284 cu ft
1 Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
= 0.2018 Ac = 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'1 Max Nat'l Det'n, S = 2.1655 in Pot'1 Max Nat'l Det'n, S = 0.2041 in
] Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
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) 0.0244 0.7864 0.0298 576 0.0309 0.0349 1.9620 0.0102 343 0.0108 0.0418
(9.67] 0.0246 0.8110 0.0300 594 0.0305 0.0349 1.9969 0.0102 349 0.0105 0.0410
[9.83] 0.0248 0.8357 0.0302 612 0.0303 0.0349 2.0319 0.0102 356 0.0104 0.0407
[10.00) 0.0249 0.8606 0.0304 630 0.0303 0.0350 2.0668 0.0102 362 0.0103 0.0406
[10.17] 0.0251 0.8858 0.0307 649 0.0304 0.0350 2.1018 0.0102 368 0.0103 0.0407
[10.33] 0.0253 0.9110 0.0309 667 0.0306 0.0350 2.1368 0.0102 374 0.0102 0.0408
(10.50] 0.0255 0.9365 0.0311 686 0.0307 0.0350 2.1717 0.0102 380 0.0102 0.0410
[10.67) 0.0256 0.9621 0.0313 705 0.0309 0.0350 2.2067 0.0102 386 0.0102 0.0411
[10.83] 0.0211 0.9832 0.0257 720 0.0299 0.0286 2.2354 0.0083 391 0.0098 0.0397
[11.00] 0.0212 1.0044 0.0259 736 0.0281 0.0286 2.2640 0.0083 396 0.0092 0.0373
[11.17] 0.0213 1.0257 0.0260 751 0.0272 0.0286 2.2926 0.0083 401 0.0088 0.0360
(11.33) 0.0214 1.0471 0.0261 767 0.0267 0.0286 2.3212 0.0084 406 0.0086 0.0353
J [11.50] 0.0215 1.0685 0.0262 783 0.0265 0.0286 2.3499 0.0084 411 0.0085 0.0350
[11.67] 0.0216 1.0901 0.0264 799 0.0264 0.0286 2.3785 0.0084 416 0.0084 0.0348
[11.83] 0.0217 1.1118 0.0265 814 0.0264 0.0286 2.4072 0.0084 421 0.0084 0.0348
[12.001 0.0218 1.1336 0.0266 830 0.0265 0.0286 2.4358 0.0084 426 0.0084 0.0348
i (12.17) 0.0219 1.1554 0.0267 846 0.0265 0.0287 2.4645 0.0084 431 0.0084 0.0349
[12.33] 0.0220 1.1774 0.0268 862 0.0266 0.0287 2.4931 0.0084 436 0.0084 0.0350
[12.50) 0.0220 1.1994 0.0269 879 0.0267 0.0287 2.5218 0.0084 441 0.0084 0.0351
(12.67] 0.0221 1.2216 0.0270 895 0.0268 0.0287 2.5504 0.0084 446 0.0084 0.0352
[12.83] 0.0176 1.2391 0.0215 908 0.0257 0.0227 2.5731 0.0066 450 0.0080 0.0337
I
[13.00) 0.0176 1.2568 0.0215 921 0.0239 0.0227 2.5958 0.0066 454 0.0074 0.0313
(13.17) 0.0177 1.2745 0.0216 934 0.0229 0.0227 2.6185 0.0066 458 0.0071 0.0299
[13.33] 0.0177 1.2922 0.0216 947 0.0223 0.0227 2.6412 0.0066 462 0.0069 0.0292
(13.50] 0.0178 1.3100 0.0217 960 0.0220 0.0227 2.6639 0.0066 466 0.0068 0.0288
[13.67] 0.0178 1.3278 0.0218 973 0.0219 0.0227 2.6866 0.0066 470 0.0067 0.0286
M [13.83) 0.0179 1.3457 0.0218 986 0.0219 0.0227 2.7093 0.0066 474 0.0067 0.0285
(14.00) 0.0179 1.3636 0.0219 999 0.0219 0.0227 2.7320 0.0066 478 0.0066 0.0285
- [14.17] 0.0180 1.3816 0.0219 1012 0.0219 0.0227 2.7547 0.0066 482 0.0066 0-0285
[14.33] 0.0180 1.3996 0.0220 1025 0.0219 0.0227 2.7774 0.0066 486 0.0066 0.328E
[14.50) 0.0181 1.4177 0.0221 1038 0.0220 0.0227 2.8001 0.0066 490 0.0066 0.0286
[14.67] 0.0181 1.4358 0.0221 1052 0.0220 0.0227 2.8228 0.0066 999 0.0066 0 028F
[14.83] 0.0159 1.4517 0.0194 1063 0.0215 0.0199 2.8428 0.0058 497 0 0064
[15.00) 0.0160 1.4677 0.0195 1075 0.0206 0.0199 2.8627 0.0058 501 9 '2E.:_ -
(15.17] 0.0160 1.4837 0.0195 1087 0.0201 0.0199 2.8826 0.0058 504
[15.33] 0.0160 1.4997 0.0196 1099 0.0199 0.0199 2.9025 0.0058 505 -
[15.50] 0.0161 1.5157 0.0196 1110 0.0197 0.0199 2.9225 0.0058 511 0 /79
[15.67] 0.0161 1.5318 0.0196 1122 0.0197 0.0199 2.9424 0.0058 515 0.005E 0 /.5':
-' (15.83) 0.0161 1.5480 0.0197 1134 0.0197 0.0199 2.9623 0.0058 518 0.0058 0.0255
[16.00] 0.0162 1.5641 0.0197 1146 0.0197 0.0199 2.9822 0.0058 522 0.0058 0.0255
[16.17) 0.0162 1.5803 0.0198 1158 0.0197 0.0199 3.0022 0.0058 525 0.0058 0.0255
(16.33] 0.0162 1.5965 0.0198 1169 0.0197 0.0199 3.0221 0.0058 529 0.0058 0.0256
J [16.50] 0.0162 1.6128 0.0198 1181 0.0198 0.0199 3.0420 0.0058 532 0.0058 0.0256
[16.67] 0.0163 1.6290 0.0199 1193 0.0198 0.0199 3.0619 0.0058 536 0.0058 0.0256
[16.83] 0.0140 1.6430 0.0171 1204 0.0192 0.0171 3.0791 0.0050 539 0.0056 0.0249
[17.00] 0.0131 1.6561 0.0159 1213 0.0181 0.0159 3.0950 0.0046 542 0.0053 0.0233
[17.17) 0.0131 1.6692 0.0160 1223 0.0171 0.0159 3.1110 0.0046 544 0.0050 0.0222
J [17.33] 0.0131 1.6823 0.0160 1232 0.0166 0.0159 3.1269 0.0047 547 0.0049 0.0215
[17.50] 0.0131 1.6954 0.0160 1242 0.0164 0.0159 3.1429 0.0047 550 0.0048 0.0211
[17.67] 0.0131 1.7085 0.0160 1252 0.0162 0.0159 3.1588 0.0047 553 0.0047 0.0209
[17.83) 0.0132 1.7217 0.0161 1261 0.0161 0.0159 3.1748 0.0047 555 0.0047 0.0208
I [18.00] 0.0132 1.7349 0.0161 1271 0.0161 0.0159 3.1907 0.0047 558 0.0047 0.0208
[18.17] 0.0132 1.7480 0.0161 1281 0.0161 0.0159 3.2067 0.0047 561 0.0047 0.0208
[18.33] 0.0132 1.7612 0.0161 1290 0.0161 0.0159 3.2226 0.0047 564 0.0047 0.0208
[18.50] 0.0132 1.7745 0.0161 1300 0.0161 0.0159 3.2386 0.0047 567 0.0047 0.0208
[18.67] 0.0132 1.7877 0.0162 1310 0.0161 0.0159 3.2545 0.0047 569 0.0047 0.0208
[18.83) 0.0133 1.8010 0.0162 1319 0.0161 0.0160 3.2705 0.0047 572 0.0047 0.0208
i
1 PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
25 yr storm (A) Qpeak = 0.1341 cfs
Vtotal = 2284 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
1 = 0.2018 Ac = 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
Cumulative Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00) 0.0133 1.8142 0.0162 1329 0.0162 0.0160 3.2864 0.0047 575 0.0047 0.0208
[19.17] 0.0133 1.8275 0.0162 1339 0.0162 0.0160 3.3024 0.0047 578 0.0047 0.0208
[19.33] 0.0133 1.8408 0.0162 1348 0.0162 0.0160 3.3183 0.0047 581 0.0047 0.0209
[19.50] 0.0133 1.8541 0.0163 1358 0.0162 0.0160 3.3343 0.0047 583 0.0047 0.0209
(19.67] 0.0133 1.8675 0.0163 1368 0.0162 0.0160 3.3502 0.0047 586 0.0047 0.0209
[19.83] 0.0134 1.8808 0.0163 1378 0.0163 0.0160 3.3662 0.0047 589 0.0047 0.0209
[20.00] 0.0134 1.8942 0.0163 1388 0.0163 0.0160 3.3821 0.0047 592 0.0047 0.0209
[20.17] 0.0134 1.9076 0.0163 1397 0.0163 0.0160 3.3981 0.0047 595 0.0047 0.0210
[20.33] 0.0134 1.9210 0.0164 1407 0.0163 0.0160 3.4140 0.0047 597 0.0047 0.0210
[20.50] 0.0134 1.9344 0.0164 1417 0.0163 0.0160 3.4300 0.0047 600 0.0047 0.0210
[20.67] 0.0134 1.9478 0.0164 1427 0.0164 0.0160 3.4459 0.0047 603 0.0047 0.0210
[20.83] 0.0134 1.9613 0.0164 1437 0.0164 0.0160 3.4619 0.0047 606 0.0047 0.0210
[21.00] 0.0135 1.9748 0.0164 1447 0.0164 0.0160 3.4778 0.0047 609 0.0047 0.0211
[21.17] 0.0135 1.9882 0.0165 1456 0.0164 0.0160 3.4938 0.0047 611 0.0047 0.0211
[21.33] 0.0135 2.0017 0.0165 1466 0.0164 0.0160 3.5098 0.0047 614 0.0047 0.0211
(21.50] 0.0135 2.0152 0.0165 1476 0.0165 0.0160 3.5257 0.0047 617 0.0047 0.0211
[21.67] 0.0135 2.0287 0.0165 1486 0.0165 0.0160 3.5417 0.0047 620 0.0047 0.0211
[21.83] 0.0135 2.0423 0.0165 1496 0.0165 0.0160 3.5576 0.0047 622 0.0047 0.0211
[22.00] 0.0135 2.0558 0.0165 1506 0.0165 0.0160 3.5736 0.0047 625 0.0047 0.0212
[22.17] 0.0136 2.0694 0.0166 1516 0.0165 0.0160 3.5895 0.0047 628 0.0047 0.0212
(22.33] 0.0136 2.0830 0.0166 1526 0.0165 0.0160 3.6055 0.0047 631 0.0047 0.0212
[22.50] 0.0136 2.0966 0.0166 1536 0.0166 0.0160 3.6215 0.0047 634 0.0047 0.0212
[22.67] 0.0136 2.1102 0.0166 1596 0.0166 0.0160 3.6374 0.0047 636 0.0047 0.0212
[22.831 0.0136 2.1238 0.0166 1556 0.0166 0.0160 3.6534 0.0047 639 0.0047 0.0212
[23.00] 0.0136 2.1374 0.0166 1566 0.0166 0.0160 3.6693 0.0047 642 0.0047 0.0213
[23.17] 0.0136 2.1511 0.0167 1576 0.0166 0.0160 3.6853 0.0047 645 0.0047 0.0213
[23.33] 0.0137 2.1647 0.0167 1586 0.0166 0.0160 3.7013 0.0047 648 0.0047 0.0213
J [23.50] 0.0137 2.1784 0.0167 1596 0.0167 0.0160 3.7172 0.0047 650 0.0047 0.0213
[23.67] 0.0137 2.1921 0.0167 1606 0.0167 0.0160 3.7332 0.0047 653 0.0047 0.0213
[23.83] 0.0137 2.2058 0.0167 1616 0.0167 0.0160 3.7491 0.0047 656 0.0047 0.0213
[24.00] 0.0137 2.2195 0.0167 1626 0.0167 0.0160 3.7651 0.0047 659 0.0047 0.0214
[24.17] 0.0000 2.2195 0.0000 1626 0.0131 0.0000 3.7651 0.0000 659 0.0036 0.0167
J` [24.33] 0.0000 2.2195 0.0000 1626 0.0074 0.0000 3.7651 0.0000 659 0.0021 0.0095
(24.501 0.0000 2.2195 0.0000 1626 0.0042 0.0000 3.7651 0.0000 659 0.0012 0.0053
(24.67) 0.0000 2.2195 0.0000 1626 0.0024 0.0000 3.7651 0.0000 659 0.0007 0.0030
[24.83] 0.0000 2.2195 0.0000 1626 0.0013 0.0000 3.7651 0.0000 659 0.0004 0.0017
[25.00] 0.0000 2.2195 0.0000 1626 0.0008 0.0000 3.7651 0.0000 659 0.0002 0.0010
2.2195 2.7097 max = 0.0941 3.7651 1.0979 max = 0.0400 0.1341
II
• •
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 0.1601 cfs
Vtotal = 2689 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
= 0.2018 Ac = 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
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 or 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 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000
[0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0008 0.0008 0.0002 0 0.0001 0.0001
(0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0033 0.0041 0.0010 1 0.0003 0.0003
[0.831 0.0000 0.0000 0.0000 0 0.0000 0.0054 0.0096 0.0016 2 0.0007 0.0007
[1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0071 0.0166 0.0021 3 0.0012 0.0012
[1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.0251 0.0025 4 0.0017 0.0017
[1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0096 0.0347 0.0028 6 0.0021 0.0021
[1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.0451 0.0031 8 0.0024 0.0024
[1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0113 0.0564 0.0033 10 0.0028 0.0028
[1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0150 0.0715 0.0044 13 0.0032 0.0032
[2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0159 0.0874 0.0046 15 0.0038 0.0038
(2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0166 0.1040 0.0048 18 0.0042 0.0042
[2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0172 0.1212 0.0050 21 0.0045 0.0045
[2.50) 0.0000 0.0000 0.0000 0 0.0000 0.0178 0.1390 0.0052 24 0.0048 0.0048
[2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0182 0.1572 0.0053 28 0.0050 0.0050
[2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0223 0.1795 0.0065 31 0.0054 0.0054
[3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0228 0.2024 0.0067 35 0.0059 0.0059
(3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0232 0.2256 0.0068 39 0.0063 0.0063
[3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0236 0.2491 0.0069 44 0.0065 0.0065
[3.50] 0.0001 0.0001 0.0002 0 0.0000 0.0239 0.2730 0.0070 48 0.0067 0.0067
[3.67] 0.0007 0.0009 0.0009 1 0.0003 0.0241 0.2972 0.0070 52 0.0068 0.0071
[3.83] 0.0017 0.0025 0.0020 2 0.0008 0.0284 0.3256 0.0083 57 0.0072 0.0080
[4.00] 0.0025 0.0050 0.0030 4 0.0015 0.0287 0.3543 0.0084 62 0.0077 0.0092
[4.17] 0.0033 0.0083 0.0040 6 0.0024 0.0290 0.3833 0.0084 67 0.0080 0.0104
[4.33] 0.0040 0.0124 0.0049 9 0.0033 0.0292 0.4125 0.0085 72 0.0082 0.0115
[4.50] 0.0048 0.0171 0.0058 13 0.0042 0.0294 0.4418 0.0086 77 0.0083 0.0126
[4.67] 0.0055 0.0226 0.0067 17 0.0051 0.0295 0.4713 0.0086 82 0.0085 0.0136
(4.83] 0.0073 0.0299 0.0089 22 0.0063 0.0348 0.5061 0.0101 89 0.0089 0.0151
(5.00] 0.0082 0.0381 0.0100 28 0.0076 0.0349 0.5410 0.0102 95 0.0094 0.0171
[5.17] 0.0090 0.0471 0.0110 34 0.0089 0.0351 0.5761 0.0102 101 0.0098 0.0186
[5.33] 0.0098 0.0569 0.0120 42 0.0100 0.0352 0.6113 0.0103 107 0.0100 0.0200
(5.501 0.0106 0.0675 0.0129 49 0.0111 0.0353 0.6467 0.0103 113 0.0101 0.0212
[5.67] 0.0113 0.0788 0.0138 58 0.0121 0.0355 0.6821 0.0103 119 0.0102 0.0223
[5.83] 0.0140 0.0928 0.0171 68 0.0135 0.0412 0.7233 0.0120 127 0.0106 0.0242
[6.00] 0.0149 0.1077 0.0182 79 0.0153 0.0413 0.7647 0.0120 134 0.0112 0.0266
[6.17] 0.0158 0.1235 0.0193 90 0.0168 0.0414 0.8061 0.0121 141 0.0116 0.0284
(6.33) 0.0166 0.1401 0.0203 103 0.0181 0.0415 0.8476 0.0121 148 0.0118 0.0299
[6.50] 0.0174 0.1575 0.0212 115 0.0193 0.0416 0.8892 0.0121 156 0.0119 0.0312
(6.67) 0.0182 0.1757 0.0222 129 0.0203 0.0417 0.9309 0.0122 163 0.0120 0.0324
[6.83] 0.0266 0.2023 0.0325 148 0.0234 0.0585 0.9893 0.0170 173 0.0131 0.0365
[7.00] 0.0279 0.2302 0.0341 169 0.0277 0.0586 1.0479 0.0171 183 0.0148 0.0425
[7.17] 0.0292 0.2594 0.0356 190 0.0308 0.0587 1.1066 0.0171 194 0.0158 0.0466
[7.33] 0.0414 0.3008 0.0505 220 0.0361 0.0796 1.1861 0.0232 208 0.0177 0.0539
[7.50] 0.0434 0.3442 0.0530 252 0.0429 0.0797 1.2658 0.0232 221 0.0201 0.0630
[7.67] 0.0869 0.4310 0.1060 316 0.0588 0.1509 1.4167 0.0440 248 0.0260 0.0848
[7.83] 0.1495 0.5805 0.1825 425 0.0960 0.2403 1.6569 0.0701 290 0.0395 0.1354
[8.00] 0.0793 0.6598 0.0968 483 0.1150 0.1204 1.7773 0.0351 311 0.0452 0.1601
[8.17] 0.0544 0.7141 0.0664 523 0.1004 0.0803 1.8576 0.0234 325 0.0383 0.1387
[8.33] 0.0412 0.7553 0.0503 553 0.0821 0.0598 1.9174 0.0174 335 0.0305 0.1126
[8.50] 0.0418 0.7971 0.0510 584 0.0684 0.0598 1.9772 0.0175 346 0.0248 0.0933
[8.67] 0.0423 0.8394 0.0517 615 0.0610 0.0599 2.0371 0.0175 356 0.0216 0.0826
[8.83] 0.0281 0.8675 0.0343 635 0.0532 0.0393 2.0764 0.0115 363 0.0185 0.0717
[9.00] 0.0283 0.8958 0.0346 656 0.0450 0.0393 2.1158 0.0115 370 0.0154 0.0605
[9.17] 0.0285 0.9244 0.0348 677 0.0405 0.0393 2.1551 0.0115 377 0.0137 0.0543
[9.33] 0.0287 0.9531 0.0351 698 0.0381 0.0393 2.1945 0.0115 384 0.0127 0.0509
• •
PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 0.1601 cfs
Vtotal = 2689 cu ft
Pervious Portion of Basin Impervious Portion of Basin
Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
0.2018 Ac 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
Routing Coefficient, w = 0.2174 Routing Coefficient, w = 0.2174
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 4
(hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs( (cfs)
[9.50) 0.0289 0.9821 0.0353 719 0.0369 0.0394 2.2338 0.0115 391 0.0122 0.0490
[9.67] 0.0291 1.0112 0.0356 741 0.0363 0.0394 2.2732 0.0115 398 0.0119 0.0481
[9.83] 0.0293 1.0405 0.0358 762 0.0360 0.0394 2.3125 0.0115 405 0.0117 0.0477
[10.00] 0.0295 1.0701 0.0361 784 0.0360 0.0394 2.3519 0.0115 412 0.0116 0.0476
[10.17] 0.0297 1.0998 0.0363 806 0.0361 0.0394 2.3913 0.0115 418 0.0116 0.0476
[10.33] 0.0299 1.1297 0.0365 828 0.0362 0.0394 2.4307 0.0115 425 0.0115 0.0477
[10.50] 0.0301 1.1597 0.0367 850 0.0364 0.0394 2.4701 0.0115 432 0.0115 0.0479
[10.67) 0.0302 1.1900 0.0369 872 0.0366 0.0394 2.5095 0.0115 439 0.0115 0.0481
[10.83] 0.0249 1.2148 0.0304 890 0.0353 0.0322 2.5417 0.0094 445 0.0110 0.0463
[11.00] 0.0250 1.2398 0.0305 908 0.0332 0.0322 2.5740 0.0094 450 0.0103 0.0435
[11.17] 0.0251 1.2649 0.0306 927 0.0320 0.0322 2.6062 0.0094 456 0.0099 0.0420
[11.33] 0.0252 1.2901 0.0307 945 0.0314 0.0323 2.6385 0.0094 462 0.0097 0.0411
JI [11.50] 0.0253 1.3153 0.0309 964 0.0312 0.0323 2.6707 0.0094 467 0.0096 0 40
[11.67J 0.0254 1.3407 0.0310 982 0.0311 0.0323 2.7030 0.0094 4-3 99c. .
[11.83] 0.0255 1.3662 0.0311 1001 0.0310 0.0323 2.7353 0.0094 479 ;
(12.00] 0.0256 1.3917 0.0312 1019 0.0311 0.0323 2.7675 0.0094 484 4 ,
[12.17) 0.0257 1.4174 0.0313 1038 0.0312 0.0323 2.7998 0.0094 49G 06d4 4 ,
[12.33] 0.0258 1.4432 0.0314 1057 0.0313 0.0323 2.8321 0.0094 496 0.0094 . :4--
[12.50] 0.0258 1.4690 0.0315 1076 0.0314 0.0323 2.8643 0:0094 501 0.0094 0.0408
[12.67) 0.0259 1.4949 0.0317 1095 0.0315 0.0323 2.8966 0.0094 507 0.0094 0.0409
[12.83] 0.0206 1.5155 0.0251 1110 0.0301 0.0256 2.9222 0.0075 511 0.0090 0.0391
[13.00] 0.0206 1.5361 0.0252 1125 0.0280 0.0256 2.9477 0.0075 516 0.0083 0.0363
[13.17] 0.0207 1.5568 0.0253 1140 0.0268 0.0256 2.9733 0.0075 520 0.0079 0.0347
[13.33) 0.0207 1.5776 0.0253 1156 0.0261 0.0256 2.9988 0.0075 525 0.0077 0.0339
[13.50] 0.0208 1.5984 0.0254 1171 0.0258 0.0256 3.0244 0.0075 529 0.0076 0.0334
(13.67) 0.0208 1.6192 0.0254 1186 0.0256 0.0256 3.0499 0.0075 534 0.0075 0.0332
[13.83] 0.0209 1.6401 0.0255 1201 0.0256 0.0256 3.0755 0.0075 538 0.0075 0.0331
[14.00] 0.0209 1.6611 0.0256 1217 0.0256 0.0256 3.1011 0.0075 543 0.0075 0.0330
[14.17] 0.0210 1.6820 0.0256 1232 0.0256 0.0256 3.1266 0.0075 547 0.0075 0.0330
[14.33] 0.0210 1.7031 0.0257 1248 0.0256 0.0256 3.1522 0.0075 552 0.0075 0.0331
(14.50) 0.0211 1.7242 0.0257 1263 0.0257 0.0256 3.1778 0..0075 556 0.0075 0 333i
[14.67] 0.0211 1.7453 0.0258 1278 0.0257 0.0256 3.2033 0.0075 560 0.0075 0.0332
[14.83] 0.0186 1.7638 0.0227 1292 0.0251 0.0224 3.2257 0.0065 564 0.0073 0.0323
[15.00] 0.0186 1.7825 0.0227 1306 0.0240 0.0224 3.2482 0.0065 568 0.0069 0.0310
[15.17) 0.0186 1.8011 0.0228 1319 0.0235 0.0224 3.2706 0.0065 572 0.0068 0.0302
(15.33] 0.0187 1.8198 0.0228 1333 0.0232 0.0224 3.2930 0.0065 576 0.0067 0.0298
[15.50] 0.0187 1.8385 0.0228 1347 0.0230 0.0224 3.3155 0.0065 580 0.0066 0.0296
[15.67] 0.0187 1.8572 0.0229 1360 0.0229 0.0224 3.3379 0.0065 584 0.0066 0.0295
[15.83] 0.0188 1.8760 0.0229 1374 0.0229 0.0224 3.3603 0.0065 588 0.0066 0.0295
[16.00] 0.0188 1.8948 0.0229 1388 0.0229 0.0224 3.3828 0.0065 592 0.0066 0.0295
[16.17] 0.0188 1.9136 0.0230 1402 0.0229 0.0224 3.4052 0.0065 596 0.0065 0.0295
[16.33] 0.0189 1.9324 0.0230 1416 0.0230 0.0224 3.4276 0.0065 600 0.0065 0.0295
[16.50] 0.0189 1.9513 0.0231 1429 0.0230 0.0224 3.4501 0.0065 604 0.0065 0.0295
[16.67] 0.0189 1.9702 0.0231 1443 0.0230 0.0224 3.4725 0.0065 608 0.0065 0.0296
[16.83] 0.0163 1.9865 0.0199 1455 0.0224 0.0193 3.4918 0.0056 611 0.0063 0.0287
[17.00] 0.0152 2.0017 0.0185 1466 0.0210 0.0180 3.5098 0.0052 614 0.0059 0.62E9
[17.17] 0.0152 2.0169 0.0186 1477 0.0199 0.0180 3.5277 0.0052 617 0.0056 0.0256
[17.33] 0.0152 2.0321 0.0186 1489 0.0193 0.0180 3.5457 0.0052 620 0.0055 0.0248
(17.50] 0.0152 2.0474 0.0186 1500 0.0190 0.0180 3.5636 0.0052 624 0.0054 0.0244
[17.67] 0.0152 2.0626 0.0186 1511 0.0188 0.0180 3.5816 0.0052 627 0.0053 0.0241
[17.83] 0.0153 2.0779 0.0186 1522 0.0187 0.0180 3.5995 0.0052 630 0.0053 0.0240
[18.00] 0.0153 2.0932 0.0187 1533 0.0187 0.0180 3.6175 0.0052 633 0.0053 0.0240
[18.17] 0.0153 2.1085 0.0187 1545 0.0187 0.0180 3.6354 0.0052 636 0.0052 0.0239
[18.33] 0.0153 2.1238 0.0187 1556 0.0187 0.0180 3.6534 0.0052 639 0.0052 0.0239
[18.50] 0.0153 2.1391 0.0187 1567 0.0187 0.0180 3.6713 0.0052 642 0.0052 0.0239
[18.67] 0.0154 2.1545 0.0187 1578 0.0187 0.0180 3.6893 ' 0.0052 646 0.0052 0.0240
[18.83] 0.0154 2.1698 0.0188 1589 0.0187 0.0180 3.7072 0.0052 649 0.0052 0.0240
1 • •
i PROJECT: Moyer Drainage
Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method
100 yr storm (A) Qpeak = 0.1601 cfs
Vtotal = 2689 cu ft
Pervious Portion of Basin Impervious Portion of Basin
l Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft
0.2018 Ac 0.0482 Ac
Runoff Curve Number, Cn = 82.2 Runoff Curve Number, Cn = 98.0
Time of Concentrat'n, Tc = 18 min Time of Concentrat'n, Tc = 18 min
Pot'l Max Nat'l Det'n, S = 2.1655 in Pot'l Max Nat'l Det'n, S = 0.2041 in
l Routing Coefficient, w = 0.2174 Cumulative Routing Coefficient, w = 0.2174
Cumulative
Cumulative Instan- Instan- Cumulative Instan- Instan-
Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total
Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff
Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q
(hrs) (in) (in) (cfs) (Cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs)
[19.00] 0.0154 2.1852 0.0188 1601 0.0188 0.0180 3.7252 0.0052 652 0.0052 0.0240
J [19.17] 0.0154 2.2006 0.0188 1612 0.0188 0.0180 3.7432 0.0052 655 0.0052 0.0240
[19.33] 0.0154 2.2160 0.0188 1623 0.0188 0.0180 3.7611 0.0052 658 0.0052 0.0240
[19.50] 0.0154 2.2315 0.0188 1635 0.0188 0.0180 3.7791 0.0052 661 0.0052 0.0240
[19.67] 0.0155 2.2469 0.0189 1646 0.0188 0.0180 3.7970 0.0052 664 0.0052 0.0241
(19.83] 0.0155 2.2624 0.0189 1657 0.0188 0.0180 3.8150 0.0052 667 0.0052 0.0241
I [20.00) 0.0155 2.2779 0.0189 1669 0.0189 0.0180 3.8329 0.0052 671 0.0052 0.0241
[20.17] 0.0155 2.2934 0.0189 1680 0.0189 0.0180 3.8509 0.0052 674 0.0052 0.0241
[20.33] 0.0155 2.3089 0.0189 1691 0.0189 0.0180 3.8689 0.0052 677 0.0052 0.0241
(20.50] 0.0155 2.3244 0.0190 1703 0.0189 0.0180 3.8868 0.0052 680 0.0052 0.0242
[20.67] 0.0155 2.3400 0.0190 1714 0.0189 0.0180 3.9048 0.0052 683 0.0052 0.0242
1 [20.83] 0.0156 2.3555 0.0190 1726 0.0190 0.0180 3.9227 0.0052 686 0.0052 0.0242
J [21.00] 0.0156 2.3711 0.0190 1737 0.0190 0.0180 3.9407 0.0052 689 0.0052 0.0242
[21.17] 0.0156 2.3867 0.0190 1748 0.0190 0.0180 3.9587 0.0052 693 0.0052 0.0242
[21.33] 0.0156 2.4023 0.0191 1760 0.0190 0.0180 3.9766 0.0052 696 0.0052 0.0243
[21.50] 0.0156 2.4179 0.0191 1771 0.0190 0.0180 3.9946 0.0052 699 0.0052 0.0243
1 [21.67] 0.0156 2.4336 0.0191 1783 0.0191 0.0180 4.0125 0.0052 702 0.0052 0.0243
[21.83] 0.0156 2.4492 0.0191 1794 0.0191 0.0180 4.0305 0.0052 705 0.0052 0.0243
(22.00] 0.0157 2.4649 0.0191 1806 0.0191 0.0180 4.0485 0.0052 708 0.0052 0.0243
[22.17] 0.0157 2.4805 0.0191 1817 0.0191 0.0180 4.0664 0.0052 711 0.0052 0.0243
(22.33] 0.0157 2.4962 0.0192 1829 0.0191 0.0180 4.0844 0.0052 715 0.0052 0.0244
[22.50] 0.0157 2.5119 0.0192 1840 0.0191 0.0180 4.1024 0.0052 718 0.0052 0.0244
(22.67] 0.0157 2.5276 0.0192 1852 0.0192 0.0180 4.1203 0.0052 721 0.0052 0.0244
[22.83] 0.0157 2.5434 0.0192 1863 0.0192 0.0180 4.1383 0.0052 724 0.0052 0.0244
(23.00] 0.0157 2.5591 0.0192 1875 0.0192 0.0180 4.1562 0.0052 727 0.0052 0.0244
[23.17] 0.0158 2.5749 0.0192 1886 0.0192 0.0180 4.1742 0.0052 730 0.0052 0.0244
[23.33] 0.0158 2.5906 0.0193 1898 0.0192 0.0180 4.1922 0.0052 733 0.0052 0.0245
[23.50] 0.0158 2.6064 0.0193 1909 0.0192 0.0180 4.2101 0.0052 737 0.0052 0.0245
[23.67] 0.0158 2.6222 0.0193 1921 0.0193 0.0180 4.2281 0.0052 740 0.0052 0.0245
(23.83] 0.0158 2.6380 0.0193 1932 0.0193 0.0180 4.2461 0.0052 743 0.0052 0.0245
-I (24.00] 0.0158 2.6539 0.0193 1944 0.0193 0.0180 4.2640 0.0052 746 0.0052 0.0245
[24.17] 0.0000 2.6539 0.0000 1944 0.0151 0.0000 4.2640 0.0000 746 0.0041 0.0192
[24.33] 0.0000 2.6539 0.0000 1944 0.0085 0.0000 4.2640 0.0000 746 0.0023 0.0109
(24.50] 0.0000 2.6539 0.0000 1944 0.0048 0.0000 4.2640 0.0000 746 0.0013 0.0061
[24.67] 0.0000 2.6539 0.0000 1944 0.0027 0.0000 4.2640 0.0000 746 0.0007 0.0035
(24.83] 0.0000 2.6539 0.0000 1944 0.0015 0.0000 4.2640 0.0000 746 0.0004 0.0020
[25.00] 0.0000 2.6539 0.0000 1944 0.0009 0.0000 4.2640 0.0000 746 0.0002 0.0011
2.6539 3.2401 max = 0.1150 4.2640 1.2434 max = 0.0452 0.1601
'1
)
• 0
APPENDIX V- STAGING TABLE AND DETENTION ROUTING
• •
PROJECT: Moyer Drainage
STAGING TABLE
Outflow Outflow
Water via via
Surface Control Control Total
Staging Depth WS Elev Volume Area No 1 No 2 Outflow
Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs) (cfs)
a D WS V A Ql Q2 Qtot
0.00 0.00 100.00 0 0 0.000 0.000 0.000
0.01 0.05 100.05 3 89 0.002 0.000 0.002
0.03 0.10 100.10 8 125 0.002 0.000 0.002
0.05 0.15 100.15 15 152 0.002 0.000 0.002
0.08 0.20 100.20 23 174 0.002 0.000 0.002
0.11 0.25 100.25 33 194 0.002 0.000 0.002
0.14 0.30 100.30 43 211 0.002 0.000 0.002
0.18 0.35 100.35 54 226 0.002 0.000 0.002
0.22 0.40 100.40 65 240 0.002 0.000 0.002
0.26 0.45 100.45 78 253 0.002 0.000 0.002
0.30 0.50 100.50 91 265 0.002 0.000 0.002
0.35 0.55 100.55 104 275 0.002 0.000 0.002
0.40 0.60 100.60 118 286 0.002 0.000 0.002
0.44 0.65 100.65 133 295 0.002 0.000 0.002
0.49 0.70 100.70 148 304 0.002 0.000 0.002
0.55 0.75 100.75 163 312 0.002 0.000 0.002
0.60 0.80 100.80 179 320 0.002 0.000 0.002
0.65 0.85 100.85 195 327 0.002 0.000 0.002
0.71 0.90 100.90 212 334 0.002 0.000 0.002
0.76 0.95 100.95 229 340 0.002 0.000 0.002
0.82 1.00 101.00 246 346 0.002 0.000 0.002
0.88 1.05 101.05 263 352 0.002 0.000 0.002
0.94 1.10 101.10 281 357 0.002 0.000 0.002
1.00 1.15 101.15 299 362 0.002 0.000 0.002
1.06 1.20 101.20 317 367 0.003 0.000 0.003
1.12 1.25 101.25 336 371 0.003 0.000 0.003
1.18 1.30 101.30 354 375 0.003 0.000 0.003
1.25 1.35 101.35 373 378 0.003 0.000 0.003
1.31 1.40 101.40 392 382 0.003 0.000 0.003
1.37 1.45 101.45 411 385 0.003 0.000 0.003
1.44 1.50 101.50 430 387 0.003 0.000 0.003
1.50 1.55 101.55 450 390 0.003 0.000 0.003
1.57 1.60 101.60 469 392 0.003 0.000 0.003
1.63 1.65 101.65 489 394 0.003 0.000 0.003
1.70 1.70 101.70 509 395 0.003 0.000 0.003
1.76 1.75 101.75 529 397 0.003 0.000 0.003
1.83 1.80 101.80 548 398 0.003 0.000 0.003
1.90 1.85 101.85 568 399 0.003 0.000 0.003
1.96 1.90 101.90 588 399 0.003 0.000 0.003
2.03 1.95 101.95 608 400 0.003 0.000 0.003
2.10 2.00 102.00 628 400 0.003 0.000 0.003
2.16 2.05 102.05 648 400 0.003 0.000 0.003
2.23 2.10 102.10 668 399 0.003 0.000 0.003
2.30 2.15 102.15 688 399 0.003 0.000 0.003
2.36 2.20 102.20 708 398 0.003 0.000 0.003
2.43 2.25 102.25 728 397 0.003 0.000 0.003
2.50 2.30 102.30 748 395 0.003 0.000 0.003
2.56 2.35 102.35 768 394 0.003 0.000 0.003
2.63 2.40 102.40 787 392 0.003 0.000 0.003
2.69 2.45 102.45 807 390 0.003 0.000 0.003
2.76 2.50 102.50 826 387 0.003 0.000 0.003
2.82 2.55 102.55 846 385 0.003 0.000 0.003 •
2.89 2.60 102.60 865 382 0.003 0.000 0.003
2.95 2.65 102.65 884 378 0.003 0.000 0.003
3.01 2.70 102.70 902 375 0.003 0.000 0.003
• 110
PROJECT: Moyer Drainage - Detention Routing
2 YEAR, 24 HOUR FLOOD ROUTING (A)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Q1 Q2 Qtot D V A a
0.00 0 .0000 0.000 0. 000 0.000 0 .000 0.0 0 0.000
0.17 0.0000 0.000 0.000 0.000 0 .000 0. 0 0 0.000
0.33 0. 0000 0.000 0. 000 0.000 0 .000 0. 0 0 0.000
0.50 0.0000 0. 000 0.000 0.000 0.000 0.0 0 0.000
0. 67 0.0000 0.000 0. 000 0.000 0 .000 0. 0 0 0.000
0.83 0.0000 0.000 0.000 0.000 0. 000 0. 0 0 0.000
1.00 0.0000 0.000 0. 000 0.000 0 . 000 0. 0 0 0.000
1.17 0.0001 0.000 0.000 0.000 0.001 0. 0 0 0.000
1.33 0.0003 0.000 0. 000 0.000 0 .001 0. 0 0 0.000
1.50 0. 0004 0.000 0.000 0.000 0.002 0. 0 0 0.001
1.67 0. 0006 0.001 0. 000 0.001 0 .003 0. 0 1 0.001
1. 83 0.0008 0.001 0. 000 0.001 0.004 0. 0 1 0.001
2.00 0.0010 0.001 0.000 0.001 0 .005 0. 0 1 0.001
2.17 0. 0012 0. 001 0. 000 0.001 0.006 0. 0 1 0.001
2.33 0 . 0013 . 0.001 0. 000 0.001 0.007 0. 1 2 0.002
2.50 0. 0015 0.001 0.000 0.001 0.008 0. 1 2 0.002
2. 67 0.0016 0 .002 0.000 0.002 0.009 0. 1 2 0.002
2. 83 0. 0018 0 .002 0.000 0.002 0.010 0. 1 2 0.002
3.00 0. 0021 0.002 0.000 0.002 0.011 0. 1 2 0.003
3.17 0.0022 0.002 0.000 0.002 0.012 0. 1 3 0.003
3.33 0. 0024 0 .002 0.000 0.002 0.013 0. 1 3 0.003
3.50 0.0025 0.003 0.000 0.003 0.013 0. 1 3 0.003
3 . 67 0. 0026 0.003 0.000 0.003 0.014 0. 1 3 0.003
3 .83 0. 0028 0 .003 0.000 0.003 0. 015 0. 1 3 0.003
4. 00 0. 0031 0.003 0.000 0.003 0.016 0. 1 4 0.004
4.17 0. 0032 0 .003 0.000 0.003 0. 017 0. 1 4 0.004
4.33 0. 0034 0.003 0.000 0.003 0.018 0. 1 4 0.004
4.50 0. 0035 0.003 0.000 0.003 0. 019 0. 1 4 0.004
4. 67 0. 0035 0 .004 0.000 0.004 0.019 0. 1 4 0.004
4. 83 0. 0038 0.004 0.000 0.004 0. 020 0. 1 4 0.005
5. 00 0. 0040 0 .004 0.000 0.004 0. 022 0.2 5 0 .005
5.17 0. 0042 0.004 0.000 0.004 0.023 0.2 5 0. 005
5. 33 0. 0044 .0.004 0.000 0.004 0. 023 0.2 5 0 .005
5. 50 0. 0044 0.004 0.000 0. 004 0. 024 0.2 5 0 .005
5. 67 0 . 0045 0.005 0.000 0.005 0. 024 0.2 5 0 .005
5. 83 0. 0047 0.005 0.000 0. 005 0. 025 0. 2 5 0 . 006
6. 00 0. 0050 0.005 0 .000 0. 005 0. 327 0. 2 6 0 . 006
6. 17 0 . 0052 0.005 0.000 0.005 0. 028 0 . 2 6 0 . 006
6.33 0. 0053 0.005 0.000 0.005 0. 029 0 .2 6 0 . 006
6. 50 0. 0054 0.005 0.000 0. 005 0. 029 0. 2 6 0 .006
6. 67 0. 0055 0.005 0.000 0.005 0. 029 0 .2 6 0 . 007
6. 83 0. 0060 0 .006 0.000 0. 006 0. 032 0.2 7 0 . 008
7.00 0. 0068 0.007 0.000 0.007 0. 036 0 .3 8 0 .008
7. 17 0 . 0073 0.007 0.000 0. 007 0. 039 0.3 8 0 .009
7. 33 0.0082 0.008 0.000 0. 008 0. 044 0.3 9 0 .011
• •
PROJECT: Moyer Drainage - Detention Routing
2 YEAR, 24 HOUR FLOOD ROUTING (A)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't
t Qin Ql Q2 Qtot D V A a
7. 50 0.0094 0.009 0.000 0.009 0. 050 0.4 11 0.013
7. 67 0. 0122 0.009 0.000 0.009 0. 111 1.2 16 0.025
7. 83 0. 0186 0.010 0 . 000 0.010 0.283 4.6 23 0.046
8. 00 0. 0214 0.010 0.001 0.011 0. 502 10.4 28 0.063
8. 17 0. 0182 0.010 0.015 0.026 0.531 11.2 29 0.044
8.33 0. 0145 0.010 0 . 000 0.010 0.497 10.2 28 0.050
8. 50 0. 0118 0.010 0.005 0.015 0.509 10.6 28 0.043
8. 67 0. 0103 0.010 0.000 0.010 0.477 9.7 28 0.041
8.83 0. 0089 0.010 0 . 000 0.010 0.463 9.3 28 0.037
9. 00 0. 0074 0.010 0.000 0.010 0.418 8.1 27 0.031
9. 17 0. 0066 0.010 0.000 0.010 0.348 6.2 25 0.023
9.33 0. 0061 0.010 0.000 0.010 0.259 4.1 23 0.016
9.50 0. 0059 0.010 0.000 0.010 0.152 1.9 18 0.008
9. 67 0. 0057 0.007 0.000 0.007 0.039 0.3 8 0.005
9.83 0. 0056 0.004 0.000 0.004 0.024 0.2 5 0.007
10.00 0. 0056 0.007 0.000 0.007 0.035 0.3 8 0.005
10.17 0. 0056 0.005 0.000 0.005 0.026 0.2 6 0. 007
10.33 0. 0055 0.006 0.000 0.006 0.033 0.2 7 0. 006
10.50 0. 0055 0.005 0.000 0.005 0.027 0.2 6 0.007
10. 67 0. 0055 0.006 0.000 0.006 0.031 0 .2 7 0.006
10.83 0. 0053 0.005 0.000 0.005 0.027 0.2 6 0. 006
11.00 0. 0050 0.005 0.000 0 .005 0.028 0.2 6 0. 005
11. 17 0. 0048 0.005 0.000 0.005 0.025 0.2 5 0.005
11.33 0. 0047 0.005 0 .000 0.005 0.026 0.2 6 0.005
11.50 0. 0046 0.005 0.000 0.005 0.024 0.2 5 0.005
11 . 67 0. 0046 0.005 0.000 0 .005 0.025 0.2 5 0. 005
11 .83 0. 0046 0.005 0 .000 0.005 0.024 0 .2 5 0.005
12.00 0. 0046 0.005 0.000 0.005 0.025 0.2 5 0. 005
12.17 0. 0046 0.005 0.000 0.005 0.024 0.2 5 0. 005
12.33 0. 0046 0.005 0 .000 0.005 0.025 0 .2 5 0.005
12.50 0. 0046 0.005 0.000 0.005 0.024 0.2 5 0. 005
12. 67 0. 0046 0.005 0 .000 0.005 0.024 0.2 5 0.005
12. 83 0. 0043 0.004 0.000 0.004 0.023 0.2 5 0. 005
13 . 00 0. 0040 0.004 0.000 0.004 0.022 0.2 5 0.004
13.17 0. 0038 0.004 0.000 0.004 0.021 0.1 4 0. 004
13 .33 0. 0037 0.004 0.000 0.004 0.020 0.1 4 0. 004
13 .50 0. 0037 0.004 0.000 0.004 0.020 0 . 1 4 0.004
13 . 67 0. 0036 0.004 0.000 0.004 0.020 0 . 1 4 0.004
13 .83 0. 0036 0.004 0.000 0.004 0.019 0. 1 4 0.004
14.00 0. 0036 0.004 0.000 0.004 0.019 0.1 4 0. 004
14. 17 0. 0036 0.004 0.000 0.004 0. 019 0.1 4 0. 004
14.33 0. 0036 0.004 0.000 0.004 0.019 0 . 1 4 0.004
14.50 0. 0036 0.004 0.000 0.004 0.019 0.1 4 0. 004
14.67 0. 0036 0.004 0.000 0.004 0.019 0.1 4 0 . 004
14.83 0.0035 0.004 0.000 0.004 0.019 0.1 4 0.004
• •
PROJECT: Moyer Drainage - Detention Routing
- 2 YEAR, 24 HOUR FLOOD ROUTING (A)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef ' t
t Qin Ql Q2 Qtot D V A a
15. 00 0. 0034 0.003 0.000 0.003 0 .018 0 . 1 4 0 . 004
15. 17 0. 0033 0.003 0.000 0.003 0 . 018 0.1 4 0 .004
15.33 0. 0032 0.003 0.000 0.003 0 .017 0.1 4 0.004
15.50 0. 0032 0.003 0.000 0.003 0 .017 0.1 4 0.004
15. 67 0. 0032 0.003 0.000 0.003 0 .017 0.1 4 0 .004
15.83 0. 0032 0.003 0.000 0.003 0 .017 0.1 4 0.004
16.00 0. 0032 0.003 0.000 0.003 0 .017 0.1 4 0.004
16.17 0. 0032 0.003 0.000 0.003 0.017 0.1 4 0.004
16.33 0. 0032 0.003 0.000 0.003 0 .017 0. 1 4 0 .004
16. 50 0. 0032 0.003 0.000 0. 003 0 . 017 0.1 4 0 .004
16. 67 0.0032 0.003 0.000 0.003 0 .017 0. 1 4 0 .003
16.83 0. 0031 0.003 0.000 0.003 0 .017 0.1 4 0 .003
17.00 0. 0029 0.003 0.000 0.003 0 .016 0.1 3 0.003
17. 17 0. 0027 0.003 0.000 0.003 0 .015 0.1 3 0 .003
17.33 0. 0026 0.003 0.000 0.003 0.014 0.1 3 0.003
17 .50 0.0026 0.003 0.000 0.003 0.014 0.1 3 0 .003
17 . 67 0.0026 0.003 0.000 0.003 0.014 0.1 3 0 .003
17.83 0. 0026 0.003 0.000 0.003 0 .014 0.1 3 0 .003
18 .00 0. 0026 0.003 0.000 0.003 0 . 014 0. 1 3 0.003
18.17 0. 0025 0.003 0.000 0.003 0.014 0. 1 3 0 .003
18.33 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0 .003
18.50 0.0025 0.003 0.000 0.003 0.014 0. 1 3 0.003
18.67 0. 0025 0.003 0.000 0.003 0. 014 0.1 3 0.003
18.83 0.0025 0.003 0.000 0.003 0 .014 0.1 3 0.003
19 .00 0. 0025 0.003 0.000 0.003 0.014 0.1 3 0.003
19.17 0.0025 0.003 0.000 0.003 0. 014 0.1 3 0.003
19.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003
19 .50 0. 0025 0.003 0.000 0.003 0. 014 0.1 3 0.003
19.67 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
19.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003
20 .00 0. 0025 0.003 0.000 0.003 0. 014 0.1 3 0 .003
20.17 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
20.33 0. 0025 0.003 0.000 0.003 0.014 0.1 3 0.003
20.50 0.0025 0.003 0.000 0.003 0. 014 0.1 3 0.003
20. 67 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
20 .83 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
21.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0 .003
21 .17 0. 0025 0. 003 0.000 0.003 0. 014 0.1 3 0.003
21.33 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
21 .50 0. 0025 0.003 0.000 0.003 0. 014 0.1 3 0 .003
21.67 0. 0025 0.003 0.000 0.003 0. 014 0. 1 3 0.003
21 .83 0.0025 0. 003 0.000 0.003 0. 014 0.1 3 0 .003
22 .00 0.0025 0.003 0.000 0.003 0.014 0. 1 3 0.003
22 .17 0. 0025 0.003 0.000 0.003 0.014 0.1 3 0 .003
22.33 0. 0025 0.003 0.000 0.003 0.014 0. 1 3 0.003
IIII
III
PROJECT: Moyer Drainage - Detention Routing
2 YEAR, 24 HOUR FLOOD ROUTING (A)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Q1 Q2 Qtot D V A a
22. 50 0. 0025 0.003 0. 000 0.003 0. 014 0. 1 3 0.003
22 . 67 0 .0025 0.003 0. 000 0.003 0. 014 0. 1 3 0. 003
22 . 83 0. 0025 0.003 0. 000 0.003 0. 014 0. 1 3 0.003
23 . 00 0 . 0025 0.003 0 .000 0 .003 0. 014 0 . 1 3 0.003
23 . 17 0 . 0025 0.003 0. 000 0.003 0 .014 0.1 3 0.003
23 .33 0 . 0025 0.003 0. 000 0.003 0.014 0. 1 3 0 .003
23 .50 0. 0025 0.003 0. 000 0.003 0. 014 0.1 3 0. 003
23 . 67 0 . 0025 0.003 0.000 0.003 0.014 0 . 1 3 0.003
23 . 83 0. 0025 0.003 0.000 0.003 0. 014 0.1 3 0.003
24. 00 0 . 0025 0.003 0.000 0.003 0.014 0. 1 3 0.002
24. 17 0. 0020 0.002 0. 000 0.002 0 . 011 0 . 1 2 0 .001
24.33 0 . 0011 0.001 0.000 0.001 0.006 0.0 1 0 .001
24. 50 0 . 0006 0.001 0.000 0.001 0.004 0.0 1 0.000
24. 67 0. 0004 0.000 0.000 0.000 0. 002 0.0 0 0.000
24. 83 0 . 0002 0.000 0.000 0.000 0.001 0.0 0 0 .000
25. 00 0 . 0001 0.000 0.000 0.000 0. 001 0.0 0 0 .000
III •
PROJECT: Moyer Drainage - Detention Routing
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Ql Q2 Qtot D V A a
0 .00 0.0000 0.000 0. 000 . 0.000 0.00 0 0 0.00
0 .17 0. 0000 0.000 0.000 0.000 0. 00 0 0 0.00
0 .33 0.0000 0.000 0.000 0.000 0.00 0 0 0.00
0 .50 0. 0000 0.000 0.000 0.000 0 . 00 0 0 0.00
0 . 67 0.0002 0.000 0. 000 0.000 0.00 0 0 0.00
0 .83 0 . 0005 0.000 0.000 0.000 0.00 0 1 0.00
1 .00 0.0009 0.001 0.000 0.001 0.00 0 1 0.00
1 .17 0 . 0013 0.001 0. 000 0.001 0.01 0 1 0.00
1 .33 0.0016 0.002 0. 000 0.002 0.01 0 2 0.00
1 .50 0.0019 0.002 0.000 0.002 0.01 0 2 0.00
1 .67 0 . 0022 0.002 0. 000 0 .002 0.01 0 3 0.00
1 .83 0.0026 0.003 0. 000 0.003 0.01 0 3 0.00
2 .00 0. 0031 0.003 0.000 0.003 0.02 0 4 0.00
2 .17 0. 0035 0.003 0.000 0.003 0.02 0 4 0.00
2 .33 0.0038 0.004 0 .000 0.004 0.02 0 4 0.00
2 .50 0. 0040 0.004 0. 000 0 .004 0.02 0 5 0.00
2 .67 0. 0042 0.004 0.000 0.004 0.02 0 5 0.01
2 .83 0.0046 0.005 0 .000 0.005 0.02 0 5 0.01
3 .00 0.0051 0.005 0. 000 0.005 0.03 0 6 0.01
3 .17 0 . 0054 0.005 0.000 0.005 0.03 0 6 0.01
3 .33 0. 0056 0.006 0 .000 0.006 0.03 0 6 0.01
3 .50 0. 0058 0.006 0.000 0.006 0.03 0 7 0.01
3 .67 0.0059 0.006 0. 000 0.006 0.03 0 7 0.01
3 .83 0. 0062 0.006 0 .000 0 .006 0.03 0 7 0.01
4 .00 0.0067 0.007 0 .000 0.007 0.04 0 8 0.01
4 .17 0 .0070 0.007 0.000 0.007 0.04 0 8 0.01
4.33 0. 0072 0.007 0 .000 0 .007 0.04 0 8 0.01
4 .50 0.0073 0.007 0 .000 0.007 0.04 0 8 0.01
4.67 0. 0074 0.007 0 .000 0.007 0.04 0 9 0.01
4 .83 0. 0078 0.008 0 . 000 0.008 0.04 0 9 0.01
5.00 0. 0083 0.008 0.000 0.008 0.04 0 10 0.01
5 .17 0. 0086 0.009 0 . 000 0.009 0.05 0 10 0.01
5.33 0. 0088 0.009 0.000 0.009 0. 05 0 10 0.01
5.50 0. 0089 0.009 0 .000 0.009 C.05 0 10 0.01
5 . 67 0. 0090 0.009 0 .000 0.009 0.05 0 10 0.01
5.83 0. 0094 0.009 0 .000 0.009 0 .05 0 11 0.01
6.00 0. 0099 0.009 0 .000 0 .009 0 . 06 1 12 0.01
6.17 0 . 0102 0.009 0 .000 0 .009 0 . 09 1 14 0.01
6.33 0. 0104 0.010 0 .000 0.010 0. 13 1 17 0 .02
6. 50 0.0105 0.010 0 .000 0.010 0.16 2 18 0.02
6. 67 0 . 0106 0.010 0 .000 0.010 0.19 3 20 0.02
6.83 0. 0116 0.010 0 .000 0.010 0 .23 3 22 0.03
7 .00 0. 0131 0.010 0 .000 0.010 0.30 5 24 0.03
7 . 17 0. 0140 0.010 0 .000 0.010 0.38 7 26 0.04
7.33 0. 0157 0.010 0.000 0.010 0.49 10 28 0.06
• •
PROJECT: Moyer Drainage - Detention Routing
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef ' c
t Qin Q1 Q2 Qtot D V A a
7 . 50 0.0178 0.010 0. 010 0.020 0. 52 11 29 0 .06
7. 67 0 . 0230 0.010 0. 010 0.021 0.52 11 29 0.07
7 . 83 0. 0350 0.010 0.024 0. 035 0. 55 12 29 0. 08
8 .00 0.0400 0.011 0. 025 0.035 0. 60 13 29 0.08
8 . 17 0 . 0339 0. 011 0. 025 0.035 0. 64 14 30 0.07
8. 33 0. 0270 0.010 0 .024 0.034 0. 55 12 29 0.05
8. 50 0. 0220 0.010 0. 008 0.018 0. 52 11 28 0 .06
8. 67 0. 0192 0.010 0.012 0. 022 0. 52 11 29 0.05
8. 83 0. 0164 0.010 0 . 004 0.015 0. 51 11 28 0 .05
9.00 0 . 0137 0.010 0. 005 0.015 0. 51 11 28 0.05
9 . 17 0. 0122 0.010 0 .001 0.011 0. 50 10 28 0.05
9.33 0 .0113 0.010 0.002 0. 012 0. 50 10 28 0.04
9 . 50 0. 0108 0.010 0.000 0.010 0. 50 10 28 0.05
9. 67 0 .0105 0.010 0.001 0.011 0. 50 10 28 0.04
9. 83 0 . 0104 0.010 0.000 0.010 0. 50 10 28 0.04
10.00 0. 0103 0.010 0 .000 0.010 0. 50 10 28 0.04
10. 17 0. 0103 0.010 0.000 0.010 0. 50 10 28 0.04
10.33 0.0102 0.010 0.000 0.010 0. 50 10 28 0.04
10. 50 0 .0102 0.010 0.000 0.010 0. 50 10 28 0.04
10. 67 0 . 0102 0.010 0.000 0.010 0. 49 10 28 0.04
10. 83 0.0098 0.010 0.000 0.010 0.49 10 28 0.04
11. 00 0 .0092 0.010 0 .000 0. 010 0. 47 10 28 0.04
11. 17 0. 0088 0.010 0.000 0.010 0. 45 9 27 0.04
11. 33 0 .0086 0.010 0 .000 0.010 0. 41 8 27 0.03
11.50 0.0085 0.010 0 .000 0.010 0. 38 7 26 0.03
11. 67 0 .0084 0.010 0 .000 0.010 0. 34 6 25 0.03
11.83 0 . 0084 0. 010 0 .000 0.010 0. 31 5 24 0.02
12 .00 0. 0084 0.010 0 .000 0.010 0. 27 4 23 0.02
12 . 17 0 .0084 0.010 0 .000 0.010 0. 23 3 22 0.02
12 .33 0 .0084 0. 010 0 .000 0.010 0. 19 3 20 0.02
12 . 50 0 .0084 0.010 0 .000 0.010 0. 15 2 18 0.01
12 . 67 0 . 0084 0.009 0 .000 0. 009 0. 11 1 16 0.01
12. 83 0. 0080 0.009 0 .000 0.009 0. 06 0 12 0.01
13 . 00 0 .0074 0. 007 0 .000 0.007 0. 04 0 8 0.01
13 . 17 0 .0071 0. 008 0 .000 0.008 0. 04 0 9 0.01
13 . 33 0.0069 0.006 0 .000 0.006 0. 03 0 7 0.01
13 . 50 0 .0068 0. 007 0 .000 0.007 0 . 04 0 8 0.01
13 . 67 0.0067 0.006 0 .000 0.006 0. 03 0 7 0.01
13 . 83 0.0067 0. 007 0 .000 0.007 0. 04 0 8 0.01
14.00 0.0066 0. 007 0 .000 0.007 0 . 03 0 8 0 . 01
14. 17 0.0066 0. 007 0 .000 0.007 0. 04 0 8 0.01
14. 33 0.0066 0.007 0 .000 0.007 0. 04 0 8 0. 01
14. 50 0.0066 0.007 0 .000 0.007 0. 04 0 8 0.01
14. 67 0.0066 0. 007 0.000 0.007 0. 04 0 8 0.01
14. 83 0.0064 0.007 0 .000 0.007 0.03 0 8 0 .01
• •
PROJECT: Moyer Drainage - Detention Routing
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Ql Q2 Qtot D V A a
15.00 0. 0062 0.006 0. 000 0.006 0.03 0 7 0 .01
15. 17 0. 0060 0.006 0.000 0.006 0.03 0 7 0 .01
15.33 0. 0059 0.006 0. 000 0.006 0.03 0 7 0 .01
15.50 0. 0059 0.006 0.000 0.006 0.03 0 7 0.01
15. 67 0. 0058 0.006 0. 000 0.006 0.03 0 7 0 .01
15. 83 0. 0058 0.006 0.000 0.006 C.03 0 7 0.01
16.00 0. 0058 0.006 0.000 0.006 C.03 0 7 0.01
16.17 0. 0058 0.006 0.000 0.006 C .03 0 7 0 .01
16.33 0. 0058 0.006 0.000 0.006 0.03 0 7 0 .01
16.50 0. 0058 0 .006 0.000 0.006 C.03 0 7 0 .01
16.67 0.0058 0 .006 0.000 0.006 0.03 0 7 0 .01
16. 83 0. 0056 0.006 0 .000 0.006 0. 03 0 7 0 .01
17.00 0. 0053 0.005 0.000 0.005 0.03 0 6 0.01
17.17 0. 0050 0 .005 0.000 0.005 0.03 0 6 0.01
17.33 0. 0049 0.005 0.000 0.005 0. 03 0 6 0 .01
17.50 0.0048 0.005 0.000 0.005 0.03 0 6 0 .01
17. 67 0. 0047 0.005 0.000 0.005 0.03 0 5 0 .01
17.83 0.0047 0.005 0 .000 0.005 0.03 0 5 0 .01
18 .00 0. 0047 0.005 0.000 0.005 0.03 0 5 0.01
18.17 0. 0047 0.005 0.000 0 .005 0. 02 0 5 0 . 01
18.33 0.0047 0.005 0.000 0.005 0.02 0 5 0 .01
18.50 0. 0047 0.005 0.000 0.005 0. 02 0 5 0 .01
18.67 0. 0047 0.005 0.000 0.005 0.02 0 5 0 .01
18. 83 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
19.00 0. 0047 0.005 0.000 0.005 0.02 0 5 0 .01
19. 17 0.0047 0 .005 0.000 0.005 0.02 0 5 0.01
19. 33 0. 0047 0.005 0 .000 0.005 0.02 0 5 0.01
19.50 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
19. 67 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
19. 83 0. 0047 0 .005 0.000 0.005 0.02 0 5 0 .01
20.00 0. 0047 0.005 0.000 0.005 0.02 0 5 0. 01
20. 17 0. 0047 0 .005 0.000 0.005 0. 02 0 5 0 . 01
20.33 0.0047 0.005 0.000 0.005 0.02 0 5 0. 01
20.50 0.0047 0.005 0.000 0.005 0. 02 0 5 0.01
20. 67 0. 0047 0.005 0.000 0.005 0.02 0 5 0. 01
20. 83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01
21.00 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
21. 17 0. 0047 0.005 0.000 0.005 0.02 0 5 0. 01
21.33 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
21. 50 0.0047 0.005 0 .000 0.005 0. 02 0 5 0. 01
21. 67 0. 0047 0.005 0.000 0.005 0. 02 0 5 0 .01
21. 83 0. 0047 0.005 0.000 0.005 0. 02 0 5 0 .01
22.00 0. 0047 0 .005 0.000 0.005 0.02 0 5 0. 01
22 . 17 0. 0047 0.005 0.000 0.005 0.02 0 5 0 .01
22.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01
411 •
PROJECT: Moyer Drainage - Detention Routing
25 YEAR, 24 HOUR FLOOD ROUTING (B)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Ql Q2 Qtot D V A a
22. 50 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
22 . 67 0 . 0047 0.005 0 . 000 0.005 0.02 0 5 0.01
22. 83 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
23 . 00 0. 0047 0.005 0 .000 0.005 0.02 0 5 0.01
23 . 17 0. 0047 0.005 0.000 0.005 0. 02 0 5 0.01
23 .33 0. 0047 0.005 0 . 000 0.005 0.02 0 5 0.01
23 . 50 0. 0047 0.005 0 .000 0.005 0.02 0 5 0.01
23 . 67 0. 0047 0.005 0.000 0.005 C.02 0 5 0.01
23 . 83 0. 0047 0.005 0.000 0.005 0.02 0 5 0.01
24.00 0.0047 0.005 0.000 0.005 C .02 0 5 0.00
24. 17 0 . 0036 0.004 0.000 0.004 C.02 0 4 0.00
24.33 0. 0021 0.002 0 .000 0.002 0.01 0 2 0.00
24.50 0. 0012 0.001 0.000 0.001 0.01 0 1 0.00
24. 67 0. 0007 0.001 0.000 0.001 0. 00 0 1 0.00
24.83 0. 0004 0.000 0.000 0.000 0.00 0 0 0.00
25. 00 0. 0002 0.000 0.000 0.000 0.00 0 0 0.00
• III
PROJECT: Moyer Drainage - Detention Routing
100 YEAR, 24 HOUR FLOOD ROUTING (C)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Ql Q2 Qtot D V A a
0.00 0. 0000 0.000 0.000 0 .000 0.00 0 0 0.00
0.17 0. 0000 0.000 0.000 0.000 0.00 0 0 0.00
0.33 0. 0000 0.000 0.000 0.000 0.00 0 0 0.00
0. 50 0. 0001 0.000 0.000 0.000 0.00 0 0 0.00
0. 67 0. 0003 0 .000 0.000 0.000 0.00 0 0 0.00
0.83 0. 0007 0.001 0 .000 0.001 0.00 0 1 0. 00
1.00 0. 0012 0.001 0.000 0.001 0.01 0 1 0.00
1.17 0.0017 0.002 0.000 0.002 0.01 0 2 0.00
1.33 0. 0021 0.002 0.000 0.002 0.01 0 2 0.00
1. 50 0.0024 0.002 0.000 0.002 0.01 0 3 0. 00
1.67 0.0028 0.003 0.000 0.003 0.01 0 3 0.00
1.83 0. 0032 0.003 0 .000 0.003 0.02 0 4 0.00
2.00 0. 0038 0.004 0.000 0.004 0.02 0 4 0.00
2.17 0.0042 0.004 0.000 0.004 0.02 0 5 0.01
2.33 0.0045 0.005 0.000 0.005 0.02 0 5 0.01
2.50 0.0048 0.005 0.000 0.005 0.03 0 5 0.01
2. 67 0.0050 0.005 0.000 0.005 0.03 0 6 0.01
2.83 0.0054 0.005 0.000 0.005 0.03 0 6 0.01
3.00 0.0059 0.006 0 .000 0.006 0.03 0 7 0.01
3.17 0.0063 0.006 0.000 0.006 0.03 0 7 0.01
3.33 0.0065 0.006 0 .000 0.006 0.03 0 7 0.01
3.50 0. 0067 0.007 0.000 0.007 0.04 0 8 0.01
3. 67 0.0068 0.007 0.000 0.007 0.04 0 8 0.01
3. 83 0.0072 0.007 0 .000 0.007 0.04 0 8 0.01
4.00 0.0077 0.008 0.000 0.008 0.04 U y u.ul
4.17 0.0080 0.008 0.000 0.008 0.04 0 9 0 .01
4.33 0.0082 0.008 0.000 0.008 0.04 0 9 0.01
4.50 0.0083 0.008 0 .000 0.008 0.04 0 10 0.01
4. 67 0.0085 0.008 0.000 0.008 0.05 0 10 0.01
4.83 0.0089 0.009 0.000 0.009 0.05 0 10 0.01
5.00 0.0094 0.009 0.000 0.009 0.05 0 11 0.01
5. 17 0.0098 0.009 0.000 0.009 0.06 1 12 0.01
5.33 0.0100 0.009 0.000 0.009 0.09 1 14 0.01
5.50 0.0101 0.009 0 .000 0.009 0. 11 1 16 0.01
5. 67 0.0102 0.010 0.000 0.010 0. 13 2 17 0.02
5.83 0.0106 0.010 0.000 0.010 0.16 2 19 0.02
6.00 0.0112 0.010 0 .000 0.010 0.20 3 21 0.02
6. 17 0.0116 0.010 0.000 0.010 0.25 4 22 0 .03
6.33 0.0118 0.010 0.000 0.010 0.30 5 24 0.03
6.50 0. 0119 0.010 0.000 0.010 0.35 6 25 0 .03
6. 67 0.0120 0.010 0.000 0.010 0.39 7 26 0.04
6.83 0.0131 0.010 0 .000 0.010 0.45 9 27 0.05
7. 00 0.0148 0.010 0 .002 0.012 0.50 10 28 0.05
7.17 0.0158 0.010 0.007 0.017 0. 51 11 28 0.05
7.33 0.0177 0.010 0.006 0.016 0. 51 11 28 0.06
• r
PROJECT: Moyer Drainage - Detention Routing
100 YEAR, 24 HOUR FLOOD ROUTING (C)
} Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Q1 Q2 Qtot D V A a
7 . 50 0. 0201 0.010 0.010 0.021 0.52 11 29 0 . 06
7. 67 0.0260 0.010 0 .014 0.025 0 . 53 11 29 0. 08
7. 83 0.0395 0.010 0.025 0.035 0 .59 13 29 0 .09
8.00 0.0452 0.011 0.025 0.036 0 .73 17 30 0 . 10
8. 17 0.0383 0.011 0 .026 0.037 0 .83 20 30 0 . 10
8.33 0.0305 0.011 0 .026 0.036 0 .79 19 30 0 . 08
8. 50 0.0248 0.011 0.025 0.035 0 . 63 14 30 0 .06
8. 67 0.0216 0.010 0.011 0.021 0.52 11 29 0 .06
8.83 0.0185 0.010 0.009 0.019 0.52 11 29 0 .05
9.00 0.0154 0.010 0.005 0.015 0. 51 11 28 0 .05
9. 17 0.0137 0.010 0.004 0.014 0 . 51 11 28 0 .05
9.33 0.0127 0.010 0.002 0.013 0.50 10 28 0 .05
9.50 0.0122 0.010 0.002 0.012 0 . 50 10 28 0 .05
9. 67 0.0119 0.010 0.002 0.012 0.50 10 28 0 .05
9. 83 0.0117 0.010 0.001 0.012 0.50 10 28 0 . 05
10.00 0.0116 0.010 0.001 0.012 0.50 10 28 0 . 05
10.17 0.0116 0.010 0.001 0.012 0 .50 10 28 0 . 05
10.33 0.0115 0.010 0.001 0.012 0 .50 10 28 0 . 05
10.50 0.0115 0.010 0.001 0.012 0.50 10 28 0.05
10.67 0.0115 0.010 0.001 0.011 0. 50 10 28 0.05
10.83 0.0110 0.010 0.001 0.011 0. 50 10 28 0 .04
11.00 0.0103 0.010 0.000 0.010 0.50 10 28 0.04
11.17 0.0099 0.010 0.000 0.010 0 . 50 10 28 0.04
11.33 0.0097 0.010 0.000 0.010 0.49 10 28 0.04
11.50 0.0096 0.010 0.000 0.010 0.47 10 28 0.04
11.67 0.0095 0.010 0.000 0.010 0.46 9 28 0 . 04
11.83 0.0095 0.010 0.000 0.010 0.44 9 27 0 .04
12 .00 0.0094 0.010 0. 000 0.010 0. 43 8 27 0 .04
12 .17 0.0094 0.010 0.000 0.010 0.41 8 27 0 .03
12 .33 0.0094 0.010 0.000 0.010 0.39 7 26 0.03
12 .50 0.0094 0.010 0.000 0.010 0.38 7 26 0.03
12. 67 0.0094 0.010 0.000 0.010 0.37 7 26 0.03
12 .83 0.0090 0.010 0.000 0.010 0.35 6 25 0.03
13 .00 0.0083 0.010 0.000 0.010 0.32 5 24 0.02
13 . 17 0.0079 0.010 0.000 0.010 0.27 4 23 0 .02
13 .33 0.0077 0.010 0.000 0.010 0.22 3 21 0.02
13 .50 0. 0076 0.010 0.000 0.010 0. 16 2 18 0.01
13 . 67 0.0075 0.009 0.000 0.009 0. 09 1 14 0.01
13 .83 0. 0075 0.008 0.000 0.008 0.04 0 9 0.01
14.00 0.0075 0.007 0.000 0.007 0. 04 0 9 0.01
14. 17 0.0075 0.008 0.000 0.008 0.04 0 9 0.01
14.33 0. 0075 0.007 0.000 0.007 0.04 0 9 0.01
14.50 0.0075 0.007 0.000 0.007 0. 04 0 9 0.01
14. 67 0.0075 0.007 0.000 0.007 0.04 0 9 0.01
14 .83 0. 0073 0.007 0.000 0.007 0.04 0 8 0.01
PROJECT: Moyer Drainage - Detention Routing
100 YEAR, 24 HOUR FLOOD ROUTING (C)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef ' t
t Qin Q1 Q2 Qtot D V A a
15. 00 0. 0069 0.007 0.000 0.007 0. 04 0 8 0 .01
15. 17 0. 0068 0.007 0. 000 0.007 0. 04 0 8 0.01
15. 33 0. 0067 0 .007 0. 000 0.007 0. 04 0 8 0.01
15. 50 0. 0066 0.007 0.000 0.007 0. 04 0 8 0.01
15. 67 0. 0066 0.007 0 . 000 0.007 0. 04 0 8 0 .01
15. 83 0. 0066 0.007 0. 000 0.007 0. 04 0 8 0.01
16. 00 0. 0066 0.007 0.000 0.007 0. 04 0 8 0.01
16. 17 0. 0065 0.007 0.000 0.007 0.04 0 8 0 .01
16. 33 0. 0065 0.007 0. 000 0.007 0. 04 0 8 0.01
16. 50 0. 0065 0.007 0 . 000 0. 007 0. 04 0 8 0 .01
16. 67 0. 0065 0.007 0. 000 0.007 0. 04 0 8 0.01
16. 83 0. 0063 0.006 0. 000 0.006 0. 03 0 7 0.01
17. 00 0. 0059 0.006 0.000 0.006 0. 03 0 7 0.01
17. 17 0. 0056 0.006 0.000 0.006 0. 03 0 7 0.01
17.33 0. 0055 0.005 0.000 0.005 0. 03 0 6 0.01
17. 50 0. 0054 0.005 0.000 0.005 0. 03 0 6 0.01
17. 67 0. 0053 0.005 0.000 0.005 0. 03 0 6 0.01
17. 83 0. 0053 0.005 0.000 0.005 0. 03 0 6 0.01
18. 00 0. 0053 0.005 0.000 0.005 0. 03 0 6 0.01
18. 17 0. 0052 0.005 0.000 0.005 0. 03 0 6 0 .01
18.33 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
18. 50 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
18. 67 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
18. 83 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
19. 00 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
19. 17 0. 0052 0.005 0 .000 0.005 0.03 0 6 0.01
19.33 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
19. 50 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
19. 67 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
19. 83 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
20. 00 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
20. 17 0. 0052 0.005 0 .000 0.005 0.03 0 6 0.01
20 . 33 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
20. 50 0 . 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
20. 67 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0.01
20 . 83 0. 0052 0.005 0.000 0.005 0. 03 0 6 0.01
21.00 0 . 0052 0.005 0 .000 0.005 0.03 0 6 0.01
21 . 17 0 . 0052 0. 005 0 .000 0.005 0. 03 0 6 0. 01
21 . 33 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0. 01
21 . 50 0 . 0052 0.005 0 .000 0.005 0. 03 0 6 0. 01
21. 67 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0 . 01
21 . 83 0 . 0052 0.005 0 .000 0.005 0.03 0 6 0.01
22 .00 0. 0052 0.005 0 .000 0.005 0. 03 0 6 0. 01
22 . 17 0.0052 0.005 0 .000 0.005 0. 03 0 6 0 .01
22 .33 0 . 0052 0.005 0 .000 0.005 0. 03 0 6 0. 01
• III
PROJECT: Moyer Drainage - Detention Routing
100 YEAR, 24 HOUR FLOOD ROUTING (C)
Outflow Outflow
via via
Control Control Total Surface
Time Inflow No 1 No 2 Outflow Depth Volume Area Staging
(hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef' t
t Qin Q1 Q2 Qtot D V A a
22 . 50 0.0052 0. 005 0 .000 0.005 0.03 . 0 6 0.01
22. 67 0. 0052 0. 005 0.000 0.005 0 .03 0 6 0 .01
22. 83 0. 0052 0.005 0. 000 0.005 0 .03 0 6 0.01
23 . 00 0.0052 0.005 0 .000 0.005 0 .03 0 6 0.01
23 . 17 0.0052 0. 005 0.000 0.005 0.03 0 6 0.01
23 .33 0.0052 0. 005 0.000 0.005 0.03 0 6 0.01
23 . 50 0.0052 0.005 0.000 0.005 0 .03 0 6 0.01
23 . 67 0. 0052 0.005 0.000 0.005 0 .03 0 6 0.01
23 . 83 0. 0052 0. 005 0 .000 0.005 0 .03 0 6 0.01
24. 00 0.0052 0. 005 0 .000 0.005 0.03 0 6 0.00
24. 17 0.0041 0. 004 0.000 0.004 0.02 0 5 0.00
24 .33 0. 0023 0. 002 0. 000 0.002 0.01 0 3 0.00
24.50 0.0013 0. 001 0.000 0.001 0.01 0 2 0.00
24. 67 0. 0007 0.001 0.000 0.001 0.00 0 1 0.00
24. 83 0. 0004 0.000 0 .000 0.000 0.00 0 0 0.00
25.00 0. 0002 0. 000 0.000 0.000 0 .00 0 0 0. 00
• •
APPENDIX VI - CONSTRUCTION DETAIL DRAWINGS
•
DOUGLAS MOYER DRAINAGE PLAN
FLOW CONTROL BOX COVER
AS APPROPRIATE FOR
LOCATION 25/100 YR FLOW CONTROL STRUCTURE
FZOW CONTROL STRUCTURES 2 FLOW CONTROL STRUCTURE
TO BE OPEN AT TOP PIPING TO 25/100 YR FLOW CONTROL
STRUCTURE TO BE INSTALLED DEAD
FLAT WITH INVERT PRECISELY 6.0
INCHES ABOVE INVERT OF LARGE
MAIL It/l DETENTION PIPING
CONNECTIONS OF FLOW CONTROL
STRUCTURES TO BE WATERTIGHT
AND TO INCLUDE UNIONS OR LARGE DIAMETER
SIMILAR FEATURES TO ALLOW DETENTION PIPE,
FOR REMOVAL OF FLOW CONTROL TOTAL LENGTH
STRUCTURES FOR CLEANING OR AS SPECIFIED.
REPLACEMENT
FLOW CONTROL ORIFICES TO BE PIPING TO 2 YR FLOW CONTROL
0.50 INCHES AND 0.75 INCHES STRUCTURE TO BE INSTALLED DEAD
FOR 2 YR AND 25/100 YR FLOW FLAT WITH INVERT PRECISELY
CONTROL STRUCTURES, MATCHING THAT OF LARGE D/AML 1th'
RESPECTIVELY DETENTION PIPING
FLOW CONTROL ORIFICES TO
BE CENTERED PRECISELY 2.00
FEET BELOW INVERT OF LARGE
DIAMETER DETENTION PIPING
BOTTOMS OF FLOW CONTROL STRUCTURES TO
BE CAPPED AND WATERTIGHT AND TO REST
ON BOTTOM OF FLOW CONTROL CATCH BASIN
NOTES
FLOW CONTROL STRUCTURES TO BE FABRICATED FROM SOLVENT WELD PVC (SCHEDULE 40 RECOMMENDED)
FLOW CONTROL STRUCTURES TO BE HOUSED IN A CATCH BASIN OF SUITABLE SIZE AND TYPE.
FLOW CONTROL STRUCTURES TO BE ANCHORED INSIDE 7HE CATCH BASIN WITH SUITABLE ANCHORAGES
TO PREVENT INADVERTENT DISLODGEMENT.
ENTRANCE OF PIPES FROM LARGE DIAMETER DETENTION PIPING TO FLOW CONTROL STRUCTURES INTO
THE CATCH BASIN NEED NOT BE WATER TIGHT BUT PROVISION SHOULD BE MADE TO PREVENT SOIL
FROM ENTERING.
CONNEC770N OF SYSTEM OUTLET PIPE TO CATCH BASIN SHALL BE REASONABLE WATERTIGHT.
FLOW CONTROL DETAIL
SCHEMATIC ONLY — NO SCALE
, � NORTHWESTERN TERRITORIES, INC.
�_ Engineers — Land Surveyors — Geologists
Construction Inspection — Materials Testing
Nil 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491
• •
DOUGLAS MOYER DRAINAGE PLAN
ROUTE ALL FLOWS FROM ROOF DRAINS TO LARGE
COVER OVER ALL PIPE TO DIAMETER DETENTION PIPES.
BE PER MANUFACTURERS FLOWS FROM DRIVEWAY, LAWN, ETC. TO BE ROUTED
RECOMMENDATION TO ROADSIDE DITCH ALONG THORNDYKE ROAD
GROUND
LINE N
.ce' . _ -j k
\ (7= /
FLOW FROM ROOF
//1=�- DRAINS (TYP)
///_- ATOTALOF20FEET
OF LARGE DIAMETER
(18) DETENTION PIPE
IS REQUIRED FOR THIS
PROJECT
SYSTEM OUTLET (4" D14)
TO BE ROUTED TO DITCH
ALONG THORNDYKE ROAD SEE DETAIL ON NEXT PAGE FOR
FLOW CONTROLS
NOTES
LOCATE LARGE DIAMETER DETENTION PIPE A MINIMUM OF 5' FROM BUILDING FOOTINGS AND
APPROPRIATE DISTANCES FROM SEPTIC SYSTEMS, WELLS, BLUFFS, OPEN WATER, AND SIMILAR
FEATURES
FOOTINGS DRAINS ARE NOT TO BE ROUTED INTO DETENTION SYSTEM.
LARGE DIAMETER DETENTION PIPING TO BE SET AT CONSTANT ELEVATION FOR ENTIRE LENGTHS,
WITH ALL RUNS AT SAME ELEVATION.
A GEOTECHNICAL REPORT HAS BEEN PREPARED FOR THIS SITE. ALL WORK SHALL BE PERFORMED
IN ACCORDANCE WITH THAT REPORT.
DETENTION PIPE PROFILE
SCHEMATIC ONLY - NO SCALE
' NORTHWESTERN TERRITORIES, INC.
_ Engineers - Land Surveyors - Geologists
Construction Inspection - Materials Testing
N/TI 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491