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HomeMy WebLinkAbout03399 - Technical Information Report - Drainage 7 �����
� Boeing Longacres Park Development !�
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m South of SW 27r" Street & West of Oakesdale
� Renton, Washington
Storm Drainage Anal ysis
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Prepared By:
Mike Neer, P.E. ,
jocelyn Boose, E.I.T. '�,
Revised july 2, 2007 ,
May 7, 2007 '
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Storm Drainage Analysis Renton, WA
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Section Page
ExecutiveSummary............................................................................................................... 3
Stormwater Drainage Report ................................................................................................ 4
1. Project Location ......................................................................................................... 4
2. Project Overview ....................................................................................................... 5
a. Existing Condition
b. Discharge at Natural (Existing) Location
c. Soils Conditions
d. Wells, Septic Tanks and Fuel Tanks
e. Proposed Development
3. Conditions and Requirements Summary...................................................................... 7
4. Off-Site Analysis......................................................................................................... 8
a. Downstream Analysis
b. Upstream Analysis
5. Drainage Analysis....................................................................................................... 9
a. Hydrologic Modeling Method
b. Sub-Basin Description
c. Peak Runoff Control
d. Water Quality
e. Conveyance
f. 100-Year Flood/Overflow Condition
6. Erosion Control ........................................................................................................ 12
7. Maintenance ............................................................................................................ 14
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PACLAND )ob#50063002 Page 1
Storm Drainage Analysis Renton, WA
Appendix A Figures
Figure 1 — Vicinity Map
Figure 2 — 2-year, 24-hour Isopluvial
Figure 3 — 10-year, 24-hour Isopluvial
Figure 4 — 25-year, 24-hour Isopluvial
Figure 5 — 100-year, 24hour Isopluvial
Figure 6 — SCS/USDA Soil Map
Figure 7— Lock-Block Detail Sheet
Figure 8 — FEMA Flood Map
Exhibits
Exhibit 1 — Existing Basin Map
Exhibit 2 — Proposed Basin Map
Sheets
CR-2.4 — Stormwater Storage Plan
CR-2.5 — Stormwater Storage Pond Sections
Appendix B Engineering Calculations
Storm Analysis
Flow Control Structure Details
Stormwater Conveyance Calculations (Uniform Analysis Method)
Backflow Calculation Sheet �
Stage Discharge and Routing Table
Appendix C Temporary Erosion & Sediment Control Plans (TESC Plans)
Appendix D Technical Information Report (TIR) Worksheet
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PACLAND Job#50063002 Page 2
Storm Drainage Analysis Renton, WA
.
Site Location:
The property is located to the south of SW 27`h Street, in the City of Renton, Washington.
The site presently is undeveloped with wetlands along the southern border of Tract H.
This project proposal is to develop roadway infrastructure and all the associated paving,
utilities, storm drainage and landscaping improvements to serve this 17.32-acre site to
accommodate approximately 16.33 acres of future office development.
Design Criteria:
The City of Renton utilizes a modified version of the 1990 King County Surface Water
Design Manual (KC-SWDM). For this project the 2-, 10-, and 100-year, 24-hour storm
events were evaluated using StormSHED 2G release 7.0.0.9. Stormwater detention, water
quality and conveyance design will be addressed through the 1990 KC-SWDM as
summarized below. Pond geometrics wil) be designed using the 2005 KC-SWDM.
Table 1
/urisdictional Requirements
- Peak Run-off Control: Match Pre-Developed Conditions for 2-,10-, and
100-year, 24-hour storm events
�- ' Water Quality: Treat 1/3 of the 2-year, 24-hour event, with an
additional �0°/o Factor of Safety, and a Surface
i ` Area reater than 1°/o of the Impervious Area
� �
,__
Conveyance Design: Convey the 25-year, 24-hour event
Downstream Analysis:
Level 1: �/a mile downstream I
Proposed Drainage System:
This project proposes to construct a drainage system with a new network of underground
pipes, catch basins, curbs and gutter, to collect surface water runoff throughout the site and
direct it to a detention wetpond for water quality treatment and detention. Water quality
wil) be provided via a permanent wetpond below the required (ive storage. The proposed
system has been designed to provide sufficient capacity for the future office business park
development. The runoff will leave the site at the pre-developed rates through an outlet in
the wetpond and disperse into the existing 50-foot wetland buffer along the southern
border of Tract H.
Conclusion:
The proposed stormwater management system for this project has been designed in
accordance with regulatory criteria described above and consistent with sound engineering
practice. This design has matched the pre-developed peak runoff and incorporated
stormwater quality BMP's. Therefore, no significant adverse impacts to the stormwater
management system are expected as a result of this proposed development.
PACLAND Job #50063002 Page 3
Storm Drainage Analysis Renton, 1NA
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location: South of SW 27'h Street & West of Oakesdale Avenue, Renton, WA
Secfion/Township/Range: SW Ya SEC. 24, T.23N, R.4E, WM
Parcel/Tax Lot: BSP Recording #20040108000164
Size: 17.32 acres
City, Counfy, State: City of Renton, King County, Washington
Governing Agency: City of Renton
Design Criteria: Modified 1990 King County Surface Water Design Manual (KC-SWDM)
Modified 2005 King County Surface Water Design Manual for Pond
Geometry
PACLAND Job#50063002 Page 4
Storm Drainage Analysis Renton, WA
' I /
Existing Condifions
The site is located south of SW 27`h Street and west of Oakesdale Avenue in Renton,
Washington in King County. The proposed project includes the development of the
roadway infrastructure, adjacent to the future Boeing Longacres Office Park, with all
associated roadway paving, utilities, storm drainage, and landscaping improvements to
serve this 17.32-acre site. Stormwater treatment and detention are being provided through
a wet detention pond system located in the southeast portion of the site (Tract H on
Binding Site Plan), and has been designed to provide stormwater quantity and quality
control for the proposed development. A general project vicinity map is also included in
Appendix A as Figure 1.
The topographic survey indicates that the existing site presently has earthen remains that
stretch from Lot 29 to Lot 31, with an elevation range from 24 ft to 42 ft. The existing site
is undeveloped with the exception of the mound of earthen remains, and an existing gravel
and dirt roadway. The existing topography slopes down from the north to the south, with
slopes ranging from 0.7% to 40°/0. Site vegetation consists of grasses, small deciduous
trees, larger cedar and fir trees, blackberry bushes, and other vegetation.
The King County Soil Survey of the Renton Quadrangle, King County, Washington (1972)
shows soils in the vicinity of the site mapped as predominately Woodinville Silty Loam
, (Wo) with traces of Newberg Silty Loam (Ng) and Puget Silty Clay Loam (Pu), see
Appendix A - Figure 6. Wo and Pu are described as being poorly drained soils that have
- engineering limitations due to a high seasonal water table and the high potential of
flooding. The Ng soil is described as being a well drained soil, but still has engineering
limitations due to its potentia) to flood. Considering all of the soils have engineering
limitations associated with flooding, the curve number for the existing soils will be
represented by the Hydrologic group D as a conservative approach to the quality of soils
on-site.
According to the FEMA Map, see Figure 8, the Flood Zone Designation for the site is
primarily Zone X and Zone AE. The 100-year floodplain is located at an approximate
elevation of 16 in Zone AE; however, according to the e-mail conversation between Ron
Straka with the City of Renton and KPFF, between 4/8/05 and 4/11/05, for the Federal
Reserve Building site, the FEMA 100-year floodplain elevation is 20.58 (NAVD 88) and the
compensatory elevation is at an elevation of 19.18 (NAVD 88).
As mentioned above, the compensatory storage elevation for the Federal Reserve Building
site is 19.18 (NAVD 88), for the purposes of this report we assume the same for the Boeing
Longacres Office Park Improvements. The existing site elevations for this site range from
approximately 18 to 37. There are two areas with elevations less than 19.18. The first is
along the southwest corner of Tract H and the other is at approximate station 24+00. Per
our calculations, the total fill volume below an elevation of 19.18 for the proposed
improvements is approximately 80 cf. Compensatory storage has been provided by the
proposed pond in Tract H. The compensatory storage area will be connected to the
PACLAND Job#50063002 Page 5
Storm Drainage Analysis Renton, WA
floodplain via an overflow spillway (elevation 17.9) outletting into the wetland buffer
south of Tract H; areas within the buffer disturbed during construction will be restored
using native plant vegetation. The proposed stormwater detention pond is providing over
100,000 cf of what would be considered compensatory storage below an elevation of
19.18 (NAVD 88).
Table 2
Existing Conditions
Area Condition CN
17.32 Youn Underbrush (Pervious) 86
Discharge at Natura!(Existing) Location
Stormwater presently discharges to the South Marsh Wetland "M" located to the south of
Tract H. The same discharge point will be used in the site development. The City of
Renton has indicated that installing a storm drainage discharge pipe within the buffer is
allowed by their codes, and does not require a special permit. Please see the downstream
analysis for more information.
Soils Condifions
Presently, there has not been a geotechnical study completed on-site; therefore, in-depth
information concerning ground soils is not available. The site surface soils are classified by
The United States Departments of Agriculture Soil Survey for King County, Washington, to
be the Woodinville Silty Loam (Wo), Newbery Silty Loam (Ng) and Puget Silty Clay Loam
(Pu), as described above. With regard to hydrology, these soils are described by the
Natural Resources Conservation Service (NRCS) to be very susceptible to flooding,
therefore, for design purposed the report will use the SCS Soil Hydrologic Group class
„p „
Wells, Sepfic Tanks and Fuel Tanks
Based upon field reconnaissance and the topographic survey, it appears that no fuel tanks,
wells or septic tanks are presently located on the property.
Proposed Development
The proposed project includes the development of the supporting roadway infrastructure
for the future 16.33 acre Boeing Longacres Office Park, which includes all the associated
paving, utilities, storm drainage, and landscape improvements. Tabte 3 shows the break
down of the proposed surface areas.
Table 3
Pro osed Conditions
Area Condition CN
14.85 Im ervious Surfaces 98
2.47 Irri ated Landscaping 90
PACLAND )ob#50063002 Page 6
Storm Drainage Analysis Renton, �NA
In the developed condition, the newly constructed roadway will be an 875 LF extension of
an existing 291 LF roadway, and will serve the future development of the Boeing
Longacres Office Park. The impervious and pervious areas relating to stormwater
calculations were assumed to be 85% impervious and 15% pervious for each lot, the
roadway right-of-way was assumed to be 100°/o impervious, and the location of the wet
detention pond, Tract H, was assumed to be 80°Jo impervious and 20% pervious. The
stormwater runoff from each lot will be collected into catch basins located within the
roadway, and will be conveyed to the wet detention pond located in Tract H.
I I I . I ' • I
As required by the City of Renton, storm drainage design for this project complies with the
1990 King County Surface Water Design Manual (KC-SWDM). For this proposed project, a
full drainage review is required if one of the following criteria is met: 1.) the project is
expected to cost more than $500,000 in construction fees, 2.) will replace more than
5,000 SF of on-site impervious area, 3.) abuts a floodplain, wetland, stream, lake, or
sensitive area, per 1990 KC-SWDM Section 1.1.1. This project will require a full drainage
review; therefore, all five core requirements and the applicable special requirements listed
` in the KC-SWDM will be met. These requirements are addressed below.
i
Core Requirement No.l: Discharge of the Natural Location: The drainage produced from
; the proposed project site must occur at the natural location.
Response: The natural point of discharge for the property is to the existing wetlands
located south of Tract H. The proposed project will outlet at a flow rate equal to or slightly
less than the pre-developed flow rate; this will help maintain the existing hydrology of the
wetlands; therefore, this requirement has been met.
Core Requirement No.2: Off-site Analysis: Al! proposed projects must identify the
upstream tributary drainage area and perform a downstream analysis, the level of analysis
, required depending on the problem identified or predicted.
__ Response: As stated in the off-site analysis, there is no significant off-site source of tributary
runoff from the adjoining properties. This project will maintain the site's current runoff
' � characteristics; however, a downstream analysis was conducted considering the natural
� ' point-of-discharge is a wetland that eventually drains to a Springbrook Creek located about
Ya mile from the southeast corner of the site.
i
- Core Requirement No.3: Proposed project must provide runoff control to limit the
developed condition peak rate of runoff to the existing peak rate for a specific design
i storm event based on the proposed project site's existing runoff condition, and install
biofiltration measure.
Response: The King County Surface Water Design Manual allows post-development
release rates to be at or below the 2-year, 10-year, 24-hour storm events; however, for the
100-year, 24-hour storm event, the release rate depends on the significance of downstream
impacts. The proposed peak runoff for all the storm events is slightly less than the existing
peak runoff due to the existence of a wetland. The project proposes to provide treatment of
PACLAND 1ob#50063002 Page 7
Storm Drainage Analysis Renton, l-ti'A
runoff from paved surfaces through the wetpool volume, with a 50°/o Factor of Safety
added to the wetpool volume in lieu of the biofiltration system.
Core Requirement No.4: Conveyance System: All new conveyance systems for a proposed
project must be analyzed, designed, and constructed for existing tributary off-site runoff
and developed on-site runoff from the proposed project.
Response: All new pipe systems will be designed to convey the 25-year storm peak flow.
An analysis will be performed to provide for an overflow route of the 100-year runoff event
to prevent on-site flooding or erosion. A backflow analysis was also completed to ensure
the conveyance capacities are appropriate.
Core Requirement No.S: Erosion / Sedimentation Control Plan: All engineering plans for
the proposed project that propose to construct new, or modify existing drainage facilities,
must include a plan to provide all measures for the control of erosion and sedimentation
during construction and to permanently stabilize soils exposed during construction.
Response: Erosion and sediment control requirements, as outlined in the KC-SWDM, wil)
be an integral part of the project documents. These measures include methods to reduce
erosion of on-site site soils and to prevent sediments from inadvertently leaving the project
site during construction. Permanent stabilization design is also included.
Special requiremenf #5: Special Water Qual ity Controls
Response: This site does meet the requirements to apply special water quality controls to
all stormwater runoff generated by the proposed development. Due to the natural point-
of-discharge being a wetland, a wetpond will be utilized to treat the proposed
development's runoff prior to discharging into the wetland buffer in accordance with the
1990 King County Surface Water Design Manual. In lieu of adding a biofiltration system
to the water quality control measures, a 50% Factor of Safety was added to the wetpool
volume by request from the City of Renton.
/
In accordance with the 1990 KC-SWDM and to verify the suitability of the on-site
improvements, a level one analysis was performed. This involves studying the watershed
conveyance path approximately Y mile along the upstream and downstream of the site to
check for conditions, such as flooding or excessive erosion, that might indicate that
additional standards are required.
Downstream Analysis
According to USGS Maps and the King County GIS System, Springbrook Creek exists
approximately Ya mile downstream from the southeast corner of the site. South Marsh
Wetland "M" eventually drains to Springbrook Creek, since this is the natural runoff
location of the existing site. Since the proposed detention wetpond will release into the
wetland at or below the pre-developed peak release rates, the proposed development will
not have an adverse impact on the downstream system.
PACLAND Job#50063002 Page 8
Storm Drainage Analysis Renton, ��VA
Upstream Analysis
The project site does not receive a significant amount of upstream runoff. The Union
Pacific Railway produces runoff along the western edge of the site, which is routed via a
ditch that runs parallel with the site and eventually drains into South Marsh Wetland "M".
No adverse impact from upstream runoff is expected. The topography on-site appears to be
somewhat of a high point, therefore, there is little off-site drainage contributing to the site.
I , �
Hydrologic Modeling Method
Hydrologic analysis of the project area was performed using the computer-modeling
program StormSHED 2G, release 7.0.0.9, which uses the Santa Barbara Urban Hydrograph
(SBUH) methodology. The program effectively models pre-developed and developed
runoff conditions using hydrographs for each basin. Given a specified design storm
(precipitation value) and its associated distribution, the computer model calculates runoff
hydrographs in terms of peak rates and total volume based on the approximated
characteristics of the basin (i.e. area, curve number (CN), time of concentration (Tc), etc.).
The StormSHED software program has been designed to enable the user to route the
hydrographs generated from the basin analysis through a proposed conveyance system
and/or detention facility. The modeled peak flows and volumes were used in the analysis
of the proposed drainage system. These flows were used to size the flow control outlet
structure and detention facility.
For the proposed project, the 2-year, 10-year and 100-year, 24-hour design storm events
were analyzed in accordance with the King County requirements. The proposed system
was developed to mitigate peak runoff rates with one detention wetpond to serve the site.
The calculated detention facility volume capacity was increased by 30% for the 2-year and
10-year storm events, in accordance with the 1990 KC-SWDM Section 1 .2.3.
The design volume for the live storage in the wetpond, according to the size of the
development, is 58,126 cf. A detention pond with dimensions of 130'x130'x2.5' and 3:1
side slopes was used in the StormSHED for the calculations. The constructed detention
wetpond will contain two cells, in accordance with 2005 KC-SWDM Section 6.4.1.2; the
two celled pond was modeled as a single unit in StormSHED due to both ponds being
hydraulically connected through a berm with a top elevation of 14.5, in accordance with
the 1990 KC-SWDM. The design volume for the live storage will be increased by a factor
of safety of 30%, and will be increased proportionately in 1-foot increments without
impacting the depth of storage. The required volume calculated by StormSHED is 44,464
cf and the required volume, including the Factor of Safety, is 57,803 cf, and the provided
volume is 58,126 cf. To meet the required factor of safety, between contours 15.5 ft and
22 ft, the interior pond slopes will be graded with a 2:1 (H:V) slope, and a fence must be
constructed around the pond according to the 2005 KC-SWDM. Two internal Lock-Block
walls, with dimensions of 48'x2.5'x2.5' and 53'x2.5'x2.5,' were added to the pond to
lengthen the hydraulic flowpath in the pond. The Lock-Block walls will be between
elevations 15.5 and 16.8, see Figure 7 for specifications of the Lock-Block.
PACLAND Job#50063002 Page 9
Storm Drainage Analysis Renton, WA
A 48" storm drain manhole will comprise the flow control structure, which will be located
at the southwestern corner of Tract H, and will outlet into South Marsh Wetland "M." A
multiple orifice system will allow the pond to outlet into the wetlands at different intervals,
with the lowest orifice at elevation 13.50 with a diameter of 8.1 inches, the second orifice
will be at an elevation of 16.85 with a diameter of 10.3 inches, and the third orifice will be
at an elevation of 17.4 with a diameter of 9.8 inches. The invert elevation of the 18 inch
outlet pipe will be set at 15.5, and the rim elevation of the structure will be approximately
21.0, see the Flow Contro) Structure Detail in Appendix 6.
Water Quality
The wetpond must contain a Permanent Pool Volume (PPV) equal to or greater than 1/3
the precipitation value of the 2-year, 24-hour event, equaling 25,665 cf, utilizing the 1990
KC-SWDM design criteria. With regard to providing both a biofiltration swale and a
wetpond to satisfy Special Requirement #5, the City of Renton allowed the wetpond PPV
to incorporate a 50% factor of safety in lieu of a biofiltration swale, though it was not
stated in the manual; therefore, the required PPV must be equal to or greater than 38,485
cf. The wetpond will provide a total PPV of 53,036 cf between elevations 11 .0 and 15.5.
Cell 1 contains 10,815 cf and Cell 2 contains 42,221 cf of the total PPV, Cell 1 contains
28% of the required PPV satisfying the requirement of the 1990 KC-SWDM. Cel! 1 is
providing 1,056 cf of sediment storage between elevations 10.0 and 11.0, in accordance
with the 2005 KC-SWDM Section 6.4. The design surface area at elevation 15.5 is equal
to 21,714 SF, in accordance with the 1990 KC-SWDM Section 1.3.5, which states the
surface area at the top of dead storage must be equal to 1% of the impervious area
contributing to the detention wetpond; therefore, the required surface area is 6,469 SF. To
further facilitate stormwater treatment, the flowpath length to width ratio must be equal to
or greater than 3:1. In order to maintain this ratio, two additional Lock-Block walls were
added to lengthen the hydraulic flowpath to 3.33:1 . After treatment, the runoff will leave
the site by out-falling into the wetland buffer south of Tract H. Calculations for sizing the
wetpond are included in Appendix 6.
The following table summarizes the Pre-Developed and Post-Developed runoff peak rates
for the wet detention pond:
Table 5: Stormwater Detention Wetpond
Rainfall Event Pre-developed Site (cfs) Developed Site(cfs) Release Rates (cfs)
2-year 1.995 6.698 1.991
10-year 4.334 10.259 4.326
100-year 7.429 14.484 7.407
Provided Dead Storage/Permanent Pool Volume: 53,036 cf (1.24 ac-ft)
Required Dead Storage/Permanent Pool Volume: 38, 485 cf(0.884 ac-ft)
Provided Live Storage Detention Volume: 58, 126 cf(1.337 ac-ft)
Required Live Storage Detention Volume: 57, 803 cf (1.021 ac-ft)
PACLAN D Job#50063002 Page 10
Storm Drainage Analysis Renton, WA
Table 6: Pro osed Pond Stage Storage
Elevation Area Volume
FT SF CF
Cell1 Cell2 Total Incremental Cumulative
' Sediment 10 893 0 893
Storage 11 1218 0 1218 1056 1056
11.5 1445 6445 7890 2277 2277
12 1671 7224 8895 4196 6473
Dead 13 2197 8842 11039 9967 16440
Storage 14 2803 10539 13342 12191 28631
� (11.0-15.5)
15 Combined Combined 16407 14875 43505
15.5 Combined Combined 21714 9530 53036 Total Dead Storage
16 Combined Combined 22650 11091 11091
Live 16.75 Combined Combined 24608 17722 28813 2-yr,24-hr
Storage 17 Combined Combined 24891 6187 35000
(15.5-17.9) 17.3 Combined Combined 25482 7556 42556 10-yr,24-hr
17.9 Combined Combined 26445 15578 58134 100-yr,24-hr
Conveyance
For conveyance design, Uniform Flow Analysis utilizing Manning's equation was
employed with a Manning's "n" value of 0.014.
Manning's equation - Q= 1•4�xAxR`'3xS"`'
`- With: Q = Flow (CFS)
- n = Manning's Roughness Coefficient (0.014)
' A = Flow Area (SF)
R = Hydraulic Radius = Area/Wetted Perimeter (LF)
S = Slope of the pipe (ft/ft)
�
All storm pipes were designed and checked for capacity during the 25-year event and to
meet the minimum ful) flow velocity of 3 fps at a slope of 0.4% where Type I and II catch
basins were placed to collect surface water runoff throughout the roadway, as required by
the 1990 KC-SWDM. The stormwater volume quantities used were calculated from the
StormSHED software using the SBUH methodology.
Once the conveyance system was appropriately sized for the flo�vrates of the 25-year, 24-
hour storm event, a backwater analysis was performed to analyze the capacity of the 25-
year and 100-year, 24-hour storm events. The Backwater Calculation Sheet used the
backwater analysis method, according to the 1990 KC-SWDM Section 4.3.4, to determine
the head losses and headwater elevations for each pipe segment, see Appendix B for
Backwater Calculation Sheet. According to the 1990 KC-SWDM requirements, the
backwater analysis must demonstrate that the proposed conveyance system can provide a
minimum of 0.5' of freeboard between the headwater surface and the rim elevation for the
25-year, 24-hour storm event; however, overtopping is permissible for the 100-year, 24-
hour storm event, but does not occur within the proposed development.
PACLAND Job#50063002 Page 11
Storm Drainage Analysis Renton, WA
100-Year Flood/Overflow Condition
The stormwater system for this project has been designed to address all storm events in
accordance with design criteria described previously. In the event of a storm larger than
the 100-yr, 24-hr event, the system may overflow into the existing wetland buffer. Based
on our review, we anticipate the overflow of the stormwater drainage system would allow
water to discharge to the existing wetland south of the proposed development via an
emergency overflow spillway, see Sheet CR-2.4 for the exact location of the spillway.
� � � �
All erosion and sediment control measures shall be governed by the requirements of King
County and the City of Renton, where a 21,354 SF sedimentation pond is required with a
orifice of 1.57 SF. A temporary erosion and sedimentation control plan has been prepared
to assist the contractor in complying with these requirements. See the attached TESC plan
in Appendix C.
1. Construction Sequence And Procedure
The proposed development includes an erosion/sedimentation control plan designed to
prevent sediment-laden run-off from leaving the site during construction. The erosion
potential of the site is influenced by four major factors: soil characteristics, vegetative
cover, topography, and climate. Erosion/sedimentation control is achieved by a
combination of structural measures, cover measures, and construction practices that are
tailored to fit the specific site.
Prior to the start of any grading activity upon the site, all erosion control measures,
including installation of a stabilized constriction entrance, shall be installed in accordance
with the construction documents.
The best construction practice will be employed to properly clear and grade the site and to
schedule construction activities. The planned construction sequence for the construction
of the site is as follows:
1 . Flag and stake clearing limits.
2. Arrange and attend a preconstruction meeting with the City of Renton.
3. Install perimeter erosion control features (silt fence, construction entrance etc.)
4. Field locate all utilities.
5. Clear/demo and grub site.
6. Grade the site.
7. Install sanitary sewers, storm, water, and other site utilities; provide CB inlet
protection at the new inlet locations.
8. Thoroughly clean new storm system upon completion of paving to prevent
sediment from leaving the site.
9. Install wetland seed mix within pond or seed to a healthy stand of grass prior to
bringing "on-line".
PACLAND Job#50063002 Page 12
Storm Drainage Analysis Renton, 1�1.�A
10. Remove temporary erosion control facility upon stabilization of entire project site, ,
as approved by governing jurisdiction and project engineer. '
2. Trapping Sediment
Structural control measures will be used to reduce erosion and retain sediment on the
construction site. The control measures will be selected to fit specific site and seasonal
conditions. '�
The following structural items will be used to control erosion and sedimentation processes: ',
• Stabilized construction entrance '
• Temporary gravel construction entrance ',
• Filter fabric fences '!
• Cover measures �I
• Temporary swale and sediment pond ,
Weekly inspection of the erosion control measures will be required during construction.
Any sediment buildup shall be removed and disposed off site.
Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction
entrance will be installed at a location to enter the site. The entrances are a minimum
requirement and may be supplemented if tracking of mud onto public streets becomes
excessive. In the event that mud is tracked off site, it shall be swept up and disposed off
site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper ,
may be required.
Because vegetative cover is the most important form of erosion control, construction '
practices must adhere to stringent cover requirements. More specifically, the contractor will '',
not be allowed to leave soils open for more than 7 days and, in some cases, immediate i
seeding will be required. During the period of November lst through April 30`", all '
disturbed soil areas will be stabilized within seven days. Areas next to paved areas may be
armored with crushed rock subbase in place of other stabilizing measures.
A sediment trapping pond was designed according to the 1990 KC-SWDM Section 5.4.5.2-
2. The sediment trapping pond will be designed for the 10-year, 24-hour storm event since
the pond will be discharging into a sensitive area such as the wetlands. The flowrate used
for the 10-year, 24-hour storm event was 10.25 cfs; the provided surface area of the
temporary sedimentation pond is 24,600 SF, the required orifice diameter is 1 .35 in, and the
minimum depth of the pond is 3.5 feet from the top of the riser to the battom of the pond.
PACLAND Job#50063002 Page 13
Storm Drainage Analysis Renton, �VA
.
Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater
facilities in accordance with local requirements. Proper maintenance is important for
adequate functioning of the stormwater facilities, two maintenance roadways will be
provided to allow safe access; one roadway will lead to the inlet and the pond bottom of
Cell 1, and the other roadway will allow access to the pond bottom of Cell 2 and the
control structure per the 2005 KC-SWDM, the two access roads will be constructed at 15%
slope or less. The following maintenance program is recommended for this project:
NO. 5 - CATCH BASINS
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is perfortned
General Trash & Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located
(Includes Sediment) located immediately in front of the catch basin immediately in front of catch
opening or is blocking capacity of the basin by basin opening.
more than 10%
Trash or debris (in the basin)that exceeds 1/3 the No trash or debris in the catch
depth from the bottom of basin to invert the lowest basin.
pipe into or out of the basin.
Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of
more than 1/3 of its height. trash or debris.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within the catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which
volume would attract or support the
breeding of insects or rodents.
Structure Damage to Corner of frame extends more than 3/4 inch past Frame is even with curb.
Frame and/or Top Slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and
cracks wider than 1!4 inch (intent is to make sure cracks.
all material is running into basin).
Frame not sitting flush on top slab, i.e., separation Frame is sitting flush on top
of more than 3/4 inch of the frame from the top slab.
slab.
Cracks in Basin Walls! Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to
Bottom any evidence of soil partiGes entering catch basin design standards.
through cracks, or maintenance person judges that
structure is unsound.
Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch
at the joint of any inlet/outlet pipe or any evidence wide at the joint of inledoutlet
of soil particles entering catch basin through pipe.
cracks.,
SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to
Misalignment more than 2 inches out of alignment. design standards.
PACLAND Job#�0063002 Page 14
- , Storm Drainage Analysis Renton, WA
NO. 5 - CATCH BASINS (Continue�
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
Fi�e Hazard Presence of chemicals such as natural gas, oil and No flammable chemicals
gasoline. present.
Vegetation Vegetation growing across and blocking more than No vegetation blocking opening
10%of the basin opening. to basin.
Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth
- more than six inches tall and less than six inches present.
apart.
Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than
per three feet of basin length. surface film.
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open Catch basin cover is Gosed
catch basin requires maintenance.
Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper
Not Working person with proper tools. Bolts into frame have less tools.
than 1/2 inch of thread.
Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one
Remove applying 80 Ibs. of lift; intent is keep cover from maintenance person.
sealing off access to maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards
Unsafe rust,cracks,or sharp edges. and allows maintenance person
safe access.
Metal Grates Grate with opening wider than 7!8 inch. Grate opening meets design
(If Applicable) standards.
Trash and Debris Trash and debris that is blocking more than 20% of Grate free of trash and debris.
grate surface.
Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets
Missing. design standards.
NO. 6 DEBRIS BARRIERS (e.g., Trash Racks)
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Components Maintenance is Performed.
General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity
' ',
the openings in the barrier. flow.
I I� ' Metal Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more
Bars. than 3/4 inch.
� '' Bars are missing or entire barrier missing. Bars in place according to
design.
Bars are loose and rust is causing 50%deteriora6on Repair or replace barrier to
to any part of barrier. design standards.
PACLAND )ob#50063002 Page 15
,— Storm Drainage Analysis Renton, WA
NO. 7 - ENERGY DISSIPATERS
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Components Maintenance is Perfarmed.
External:
Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design
Rock area five square feet or larger, or any exposure of standards.
native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% of the Pipe cleaned/ flushed so that it
Sediment design depth. matches design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned or
� - Water Properly concentrated points along trench (normal condition rebuilt to standards.
is a"sheet flow"of water along trench). Intent is to
- prevent erosion damage.
PerforaUons Over 1!2 of perforations in pipe are plugged with Clean or replace perforated pipe.
Plugged. debris and sediment
Water Flows Out Maintenance person observes water flowing out Facility must be rebuilt or I
Top of "DisVibuior" during any storm less than the design storm or its redesigned to standards.
Catch Basin. causing or appears likely to cause damage.
Receiving Area Water in receiving area is causing or has potential No danger of landslides. I
Over-Saturated of causing landslide problems. I
�- Internal:
Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to 1/2 or Replace structure to design
- Post.Baffles,Side of original size or any concentrated wom spot standards.
' Chamber exceeding one square foot which would make
structure unsound.
Other Defects See"Catch Basins"Standard No.5 See "Catch Basins" Standard No.
5
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment 8�Debris Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment and
diameter of the pipe. debris.
Vegetation Vegetation that reduces free movement of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced.
more than 50%deterioration to any part of pipe.
Any dent that decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20%.
Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20 % of the Ditch cleaned/ flushed of atl
design depth. sediment and debris so that it
matches design.
Vegetation Vegetation that reduces free movement of water Water flows freely through
through ditches. ditches.
Erosion Damage to See"Ponds"Standard No_ 1 See"Ponds"Standard No. 1
Slopes
Rock Lining Out of Place Maintenance person can see na6ve soil beneath Replace rocks to design
or Missing (If the rock lining. standards.
Applicable).
Catch Basins See"Catch Basins:Standard No.5 See "Catch Basins" Standard
No.5
Debris Barriers See"Debris Barriers"Standard No.6 See "Debris Barriers" Standard
(e.g.,Trash Rack) No.6
PACLAND 1ob#�0063002 Page 16
Storm Drainage Analysis Renton, WA
i_ '
NO. 11 - GROUNDS (Landscaping)
� Maintenance Defect Conditions When Maintenance is Needed Results Expected When
_ Component Maintenance is Performed
� General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5%
{Nonpoisonous) area(trees and shrubs only). of the landscaped area.
- Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation
vegetation. present in landscaped area.
� Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot Area clear of litter.
� - within a landscaped area (trees and shrubs only)of
1,000 square feet.
Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than
broken which affect more than 25% of the total 5% of total foliage with split or
foliage of the tree or shrub. broken limbs.
Trees or shrubs that have been blown down or Tree or shrub in place free of
knocked over. injury.
Trees or shrubs which are not adequately supported Tree or shrub in place and
or are leaning over,causing exposure of the roots. adequately supported; remove
any dead or diseased trees.
'�
PACLAND 1ob #50063002 Page 17
Appendix
Appendix A Figures
Figure 1 - Vicinity Map
Figure 2 - 2-year, 24-hour Isopluvial
Figure 3 - 10-year, 24-hour Isopluvial
Figure 4 - 25-year, 24-hour Isopluvial
Figure 5 - 100-year, 24-hour Isopluvial
Figure 6 - SCS/USDA Soil Map
Figure 7- Lock-Block Detail Sheet
Figure 8 - FEMA Flood Map
Exhibits
Exhibit 1 - Existing Basin Map
Exhibit 2 - Proposed Basin Map
Sheets
CR-2.4 - Stormwater Storage Plan
CR-2.5 - Storm�vater Storage Pond Sections
Appendix B Engineering Calculations
Storm Analysis
Flow Control Structure Details
Stormwater Conveyance Calculations (Uniform Analysis Method)
Backflow Calculation Sheet
Stage Discharge and Routing Table
Appendix C Temporary Erosion & Sediment Control Plans (TESC Plans)
Appendix D Technical Information Report (TIR) Worksheet
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KING COUNTY, W ASHINGTON, SURFACE WATER DESIGN MANUAL
'�
rIGURE 3.5.1F 25-YEAR 24-HOUR ISOPLUVIALS
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FIGURE 7
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L�CK- BL�CKo
- UI�EIGHTS & SIZES
FULL STANDARD HALF STANDARD BENCH HALF BENCH
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� _ --- INLET:1 `��� l � � WSTALL F�NCE C.5'
�
ACCESS P,Oa;� I I'1 I�q IE -' 3'D i . I � FRON LOT L�N�
�` , I � P���D � � i x , /� NTS
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AI ,
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SURFAC� ELEVATICN � ' � • � � APPRCX. RIM _L = Z0.5 ��
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/ ,
I 1'.9(1C0 YEAR EVENT) � � � �
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i� ' � . DETAI�) /�, ' F . . -1 ; � - CIR�UMFERENCE LENGTH OF 4.0'
I , .
i � , , i. . VERTICAL 6FRS IN FRAME �4"O.C.
I _
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, � � � . . 2 C.Y. QUARRY �_
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� EXISTING WE fLANQ. .-
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� GRAPHIC SCALE I �: � tE = t50 � _ �OU�6A - � _
- . IET �3.50
3 _ . .. I " � � w � w y �,_ _. ,y �. �. y •i R F CE
Y
� `Y S OR DRAWAGE
a I / i . --- / y y W � y W y y � y W W � � CAICULAiIONS FOR 0 I I 48" 0
� . --'� ARE BASED ON TH=
N / OUTLET ELEVATION OF
`�S�N' � . �r" �" '�` '� �' �" '� �" �" W �" '� �" '� �" W W 15 50 FLOW CONTROL STRUCTURE
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SEE SHEET CR-2.4 FOR PLAN VIEW
3a 3�
I �-MAX'UU6A WATER SUR�ACE
�FENCE � ELEVATION 17.9 (100 YEAR EVENT) , I
i r 10 YEAR EVEN'ELEVAP.ON 17.3 FENCE I
r2 YEAR EVENT ELEYATION 16.75
ACCESS ROA� � I 1 r WAiER ELEVATION 15.5 � II
I 2.1' OF FREEBOARD BETWEEN =
_ � � � � ECOLOGY g�OCK— ELEVATION 17.9 AN� ELEVATION 20 '
ZO � TW=16.8
�0
� � � i
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ti :
ACCESS RCAD
EL 11A
10 ',0
�\ 1 } '�\,
`CELL 2 ?OND BOTTOM �` \�
ELEVATION 11.5 �'� SED,�d=rJT
STORAGE
, `CE�L 1 PO�C e0TT01A
ELEVATION f0A
0 _ _ _ _ __ _ _ _ __ _ _ _ _ p
POND SECTION A—A
HORIZD'.TAL SCALE: 1" = 2C�
VERICAL SCALE: 1" = 5'
z� (�ID�WALK
V �Q I
�IIAXIIAUU WATER S'JRFACE
�I �FENCE � ELEVAiION 17.9 (100 YEAR EVEtrT) FENCE
� � / �
10 YEAR EVENT ELEVATION 17.3 .
� } � I I �WATER�LEVATION 110N-?6.�5 _
I � � I
I
: I � i I ti.
`0 i ; � 2J POND VOLUME TABLE
� = 2.1' OF FREEBOARD BETWEEN E�_EVATIDK �'OWk!E I �
�LEV.4'ICN 17.9 A�D ELEVAP.ON 2� SECINE�i S?ORAGE 10.Q-11.0 1 0�6 CF
� DEAD STORAGE 11.0-15.5 53036 CF
°O . c, . � LIVE STORAGE 15.5-17.9 SS t34 CF
� � ^�.
� i
� EL 11.G �'.
1C I _ •0
` CELL 2 POND BOTTOAi
`1 1' SE�INENT ELEVATION 11.5
� � STORAGE
__
� __ _ _ _
� CELL 1 POND BOTTOM �
�
� ELEVAiiON 10.0
m
z
�
� p �
�� POND SECTION B—B
0
i NORIZONTPL SCALE: 1" = 20'
VERiICAL SCALE: 1" = 5' I
`o
0
m -
� .::.. . .., tz..�_"F5. , ,. .� _.. . :�.i�w'��..'��ia��� . :_ !,.", .. , o...� a ._.. _ _�� .._<:�Rs�.s-.. ....�.....,.�_.._.:��.�'� __:.��.,_uF.�. <..��„ti�"+�`�'^s_.�.
� NQ �1t@ � $y . . � . ' � Designed By: Issue Date: � c��,EL S N
, 4°'•'�",e� � BOEING STORMWATER STORAGE POND '
%, �EF o�,5���0> >. �oP CR-2.5
� � ���"�ay: P�R'"'T y � -�- ' � \ 1 LONGACRES PARK S
�` M�� � ��—��� � � ECTIONS
3 'CF1Hcdced By: . PrOjeCt NO. 3�scc�,.eaF fi��
, � ���� 606 CAlumbia R N W,Sui[e 106 T(360)7869500 RENTON, WA
p � AI$NWE� 5�0630G2 I qympia,WA 98501 F(360)786-5267 . ��
tS66 6,��1,1 I rw D��I�v�rrw
Appendix B - Engineering Calculations
� . 1 .
Pre-Developed Basin Summary
Thursday, April 05, 2007
Pre-Developed Event Summary
�vent iPeak Q (cfs) Peak T (hrs)iHyd Vol (ach)iArea (ac)�Method iRaintype
WQ Volumei 0.0756 22.00 j 0.0777 17.3200 I S UB H "'TYPEIA I
r----�---, i
2 year 1.9953 j 8.17 i 1.1709 j 17.3200 ; SBUH TYPEIA j
5 year 2.9901 �17 � 1.6195 �, 17.3200 ` SBU H ;TY 1EP A �
10 year 4.3341 8.17 i 2.2151 ; 17.3200 SBUH ITYPEIA �
25 year ! 5.7528 �8 17 2.8377 17.3200 ,', SBUH � TYPEIA �
50 year j 6.0431 i 8.17 2.9648 ; 17. 23 00 I SBUH ' TYPEIA
i 100 year � 7.4290 ; 8.17 ,� 3.5707 ; 17. 23 00 I S H_TYPEIA�
Record Id: Pre-Developed
�Deslgn Method SBUH i;Rainfall type TYPEIA �
Hyd Intv , Ol 00 min �Peaking Factor 84 4 00
. � iAbstraction Coeff ; 0.20
'Pervious Area j 17.32 ac 'DCIA j 0.00 ac ;
Pervious CN 86.00 'DC CN � 0.00
�Pervious TC �27.67 min iDC TC ; 0.00 min �
!� � Pervious CN Calc
,� Description � SubArea Sub cn
� Open spaces, lawns,parks (<50°/o grass) � 17 32 ac 86.00
( Pervious Composited CN (AMC 2) , 86 00�
,
Pervious TC Calc c�
Type � Description Length � Slope ; Coeff Misc ; TT `'
Sheet iWoods or forest with (ightj58.00 ft !36.20°/0 �0. 004 0 1.95 'S.59 �;
�underbrush.: 0.40 ( !i�jmin �'
I � �!
Channel � 383.00 � 17.29 �
(interm) �Low Channel Flow ft 2.10% 0.20Q0! min �,
Forest w/ heavy ground litter & 149.00 ��-�-4.80 ;'
Shallow meadows (n=0.10) ;ft �2•60% �0.1000� mi��
, I , ii
Pervious TC j 27.67 j�';
� min ii
„ �
I
Developed Event Summary
-- -- ------ -�-- ------------------- ---
; Event 'Peak Q (cfs);Peak T (hrs) '�,Hyd Vol (acft) .Area (ac);Method;Raintype'
' `WQ Volume; 1 .6246 8 00 ' 0.5892 i 17.3216 ; SBUH I YT PEIA
----- - --- ----- ' -�.-_---- ------
; 2 year ! 6.6982 , 8.00 �2.3510 � 17.3216 SBUH ' TYPEIA ,
------ -- ----- ----- �----- �---- - -
, ; 5 year ; 8.2809 �! 8.00 2.9135 17.3216 SBUH 'TYPE1 A '
--- ---- - - - -------------------- ------------
�10 year � 10.2589 � 8.00 3.6214 17.3216 SBUH ;TYPEIA
-�-------';_ -- , -�----
' � 25 year � 12.2350 ; 8.00 � 4.3327 ; 17.3216 ; SBUH �TYPEIA
, --�---- --- -----�---�-- �----
j 50 year � 12.6299 ; 8.00 � 4.4752 ; 17.3216 i SBU H ,TYPE1 A
_---- ----- ----- -�--------- ---- .---------.
- , f 100 year �: 14.4844 8.00 5.1462 ' 17.3216 ' SBUH TYPEIA
_---------- ___- ----- ----- ---- -- _
Record Id: Developed
------------- ------- ____ --.- - __ _ _ _
Design Method SBU H Rainfall type TYPE 1 A
--------- --- -' -----_- ------ ' - --
I� H d Intv r 10.00 min !Peakin Factor 484.00
Y I g �------
--------------- ---- �- __ _ ��-
Abstraction Coeff 0.20
-----__- - -- ------------ -_ _ ------ -_---- _ -- ------- --- _---
�' 'Pervious Area 2.47 ac DCIA 14.85 ac
- - _ _ _ - - - -_______ --_ _- - --- ---__ . -- -____---- __ _ __---__ _ __- -
Pervious CN 90.00 DC CN 98.00
' --------------- -�------ --- ----------- -- -----------._-_
� iPervious TC 9.17 min DC TC ' 9.22 min
i
-
,i--__---- __- - -- --- -- ---
i; Pervious CN Calc ^
� _, ;� - _ . . _ _ _--- - - --__ _
___--- --- -- -,--- _ _ _
' ;i Description : SubArea Sub cn
, , �. -- -- - _ - - - -- - - - - ---- -
-__-- - - -
�� Open spaces, lawns, parks (50-75% grass) 2.27 ac I 90.00
� �r----------- -------_ _-------------- r--- -�-- --
� I �� Open spaces, lawns, parks (50-75°/o grass) j 0.20 ac � 90.00
� ----_ _-------_ ------ -_------ --- ---- --- -
��- Pervious Composited CN (AMC 2) ' 90.00
-- -- - - --- --- -- --- --- -----
--- _-- ---- --- ---- ---- ----
i�- Pervious TC Calc
_- _----- ----_---- - - -_ ---- ----- -- �---- -
,' Type ' Description ' Length ' Slope Coeff Misc ' TT
_ ---- ------ ----- -- ---------_ _-- - --- ----- ---- ___- - -
;iSheet ,Short prairie grass and lawns.: 0.15 ;45.00 ft ;0.80% 0.1500 '2.50 in '8.44 min
;:----�-------------_---------- ------- - --
---- -----;
:'Shallow iPaved 50.00 ft i0.50% ;0.0100 ; 'OJ3 min
---------_..----- --- -- ----_ _ ----=----- -- - --------
Pervious TC �9.02 min
----- - --- -- - --- -------- --- - --- -_
�� -- -- ---- ___-- ---- - _ -- -___ _------ --- ---------
; Directly Connected CN Calc
� �� _____._______-._-'-.�. .___________._._._._______._____.-..______-_. r,-.__--.�____.___-_-___..
' ' �i Description ' SubArea ' Sub cn
------------ -_------ -'---- --- _---
f��-_Impervious surfaces (pavements, roofs, etc) ; 1.20 ac 98.00 '
' �; -- ----Commercial & Business----- ------ --' 12.86 ac '�, 98.00 _-
,; ----^-�_ ----------- ----------- .----- --�- --__---
Impervious surfaces (pavements, roofs, etc) 0.79 ac i 98.00
;-----___-----__-----_----_-------- ---- _._.- - -------
�I DC Composited CN (AMC 2) � 98.00
� Directly Connected TC Calc
- -
_---- - ----- ----- --.-- --
_.__ ._
�-- - -
-- -_ _ -- -- --- i
i Type ; Description Length Slope Coeff Misc TT
, ,--- ------ -----_ _-- --- - _ __ - _ ___--- _--- ---- -- --__
__ --- - -- _ _ -.._._ ___ . _ o - _
� Sheet Smooth Surfaces.: 0.011 140.00 ft 1.00 /0 0.01 10 2.50 in 2.37 min
_ _ -- -- __ _ - __ - --- _ _ _ __ ; ---_ _ _
'Channel (interm) iConcrete pipe (n=0.012) 1235.00 ft 0.50°/0 0.0120 6.85 min
_ _ __ __ _-- ---- - - _ _ __ _ _ __-
Directly Connected TC 9.22min
Detention Pond Calculations
Thursday, April 05, 2007
LPOOLCOMPUTE(Pond NodeJ SUMMARY using Puls
Start of live storage: 15.5000 ft
Event Match Q (cfs) Peak Q (cfs) Peak Stg (ft) Vol (cf) Vol (acft) Time to Empty ,
2 year 1 .9953 1 .9912 16.7512 22392.62 0.5141 30.83 I
; -� _ _ _ _ _ _ __
, I 10 year 4.3341 4.3256 17.3021 33058.19 0.7589 32.33 ,
_ __ _ _ _
100 year 7.4290 7.4070 17.8636 44463.58 1 .0207 33.67
2 year Hy�hograph Plot
� 6 -'-^- - � - -.- - - - -- _, � �Deyeloned
, , , r � ,
; , � , � , , �
$ � � , , � , , , , , � ---- -- -- - -----
- ---r--r-�--�--.. .. -�-r--r-�--�--i--r- r--r--r-
:�;�,2 year out.
_ .�' �
� 4 ' - --- -- - '
0 3 - ----- - ; I � __'_ i
� 2 - I
I { . 1 .
0 �
� ����� 1� O M 1� O M t� O M 1� O M I"� O M 1�- O C7 M1 O M 1� O M Iti O M 1� O M
' � O OD CO V1 l'i O OJ (a �fi M , O OD [D �i f`') O OD fa N M . O OD fD Vi I`i
. - � N N [`'7 7 U7 fD 1� 1� QO � O � CV N M V U7 fD I+ 1� GO Ol O � N N f�7 V U7 i
� r � � � � � r � � N (V N N N CJ N i
Time in Hours �i
; 10 yea� Hydrograph Plot I'I
� ------- -------- ---------�----------- �- ----�----------- --- �
; 10 , , -- 1.�t�Devel�pe� ,
_ ------ -- -- -- - -- - - - - - ---- -- -- -- --- �
' g. ; � �;�1 Q year out
' � - ----�-- -- - -- - - - -- -- -- ---- -- - - ----- �--
U 6 , ,
Cp --r----i i -- - ---_ . . � - - : -- -- � - �. -
} , , . , �. , . �, � : , : ; i i , � . . � �.
, ._ _ , O � . . . . . . , ,
, . . � . . �- ----�--i--------------
.. . � _ __ " ' _' ., _ _ _ ___'" _ _ ___ .
G '
I0 . .. . . . . . . . . . . . . � . . . ,. . . . . . , . .
i � � M t� O M f� O M n. O M M1 O 07 1� O M 1� O M 1� O M t� O ('7 hr O D7 I� O
� . OD tD V7 M e- O OD fa V1 M O GO fD 4'1 M � O 00 (D Ui M O OD ID 4'1 M O
� �� O � N ('7 �7 lA �fl fa tt GD � O O � N M � Ni U'i [U 1� 00 m O O N M cY �fi
' � r � � � � s- � r � � � N CY N N N N [`7
Time in Hours
100 year Hydrograph Plot
14 --�---- =--=--=--=--=—� __;__,- ; ; -- - - ---- -�- - �- ',DevetipeW
; 12 _ -� ;--;--*--�__;_ ;- --�-�--;--�--�-�--�--.-- - - -- -- --
! ; , ;,� �1 UU year out
,� 10 — - --�-- ------- - ---- --------------- --- - - ——-
I . I U - , ,- - ; • , ,
c8 - - ,— -- -- --•— - .-- -- — --.-- -- -- — - ,— ,— --. . - — ;
�o g. - - - --; - - - - --- -
"- 4 - — --- ----- —
I I 2
- 0
I�I f� O (`"i t� O f�'1 t� O (�'7 tti O M 1� O M 1+ O l�'7 t� O t�7 1� O (`7 f+ O ('7 1� O M M1
fQ N M O OD f8 U? M � O 00 fD U? (`7 O aD fD �fi f"i �- O OD fa �A f'7 � O aD fD
�. ��. O � N M � Q 47 fD 1� OD Ol 01 O � N Oi v � N fD t� GO Q1 Ol O � N Iri � � V7
� � r r r � � � � r r N N N (V N N N
Time in Hours
Running O:II Washingtonll Renfonll Boeing
' Longacres114ReportsllStormwaterllPond Node Report.pgm on Thursday,
April OS, 2007
Summary Report of all Detention Pond Data
Event Precip (in)
� WQ Volume 0.6500
i
- 2 year 1.9500
;
5 year 2.3500
� 10 year 2.8500 , ',
25 year 3.3500 ',
� 50 year 3.4500 i
100 year 3.9200 I
BASLIST2 ,
[Pre-Developed] Using [TYPEIA] As [2 year] �i
[Developed] Using [TYPEIA] As [2 year]
[Pre-Developed] Using [TYPEIA] As [10 year]
[Developed] Using [TYPEIA] As [10 year]
[Pre-Developed] Using [TYPEIA] As [100 year] ,
[Developed] Using [TYPEIA] As [100 year] 'I
LSTEN D j
- __ _ _ __ _ __ _ _ _ �
Peak Q Peak T Peak Vol ' Area
BasinlD Event Method/loss Raintype
(cfs) (hrs) (ac-ct� ' (ac)
, _ _ _
Developed 2 Year 1.9953 8.17 1.1709 ' 17.32 SBUH/SCS �TYPEIA
-_ ____ - . _ - __ __ _ _
Developed 2 year 6.6982 8.00 2.3510 17.32 SBUH/SCS TYPEIA
__ __ _ _ _- . _ _ _ - _ __
__ _ __ __ ---
Pre- 10 ear ' 4.3341 8.17 2.2151 ' 17.32 SBU H/SCS TYPE 1 A
Developed Y
-__ ,__ --- — -- -__ _ -- ---_-- -- ; . _--___ ___ __
Developed '10 year 10.2589 8.00 3.6214 ' 17.32 SBUH/SCS 'TYPEIA
l_
,------------- r--- - ----�----
�Pre- ; 100 r 7.4290 ! 8.17 , 3.5707 j 17.32 ` SBUH/SCS ;TYPEIA
iDeveloped ; year , ;
- ---------___� _______--
_-- _----- --
- -�--- -- --------- �
rDeveloped ', y00 14.4844 ' 8.00 5.1462 � 17 32 SBUH/SCS 'TYPE1A
BASLIST [TYPEIA] AS [2 year] DETAILED
[Pre-Developed] [Developed]
LSTEND
Record !d: Pre-Developed
--_ - -- ____- -- --- ---_ ____ ------------ -- ___-- - --- - - - -------
Design Method ; SBU H Rainfall type � TYPE 1 A
�__ ------------ --------- - - -
'Hyd Intv ;-10.00 min 'Peaking Factor � 484.00
_ ---- --- '.--- ___------------ --
r Abstraction Coeff ; 0.20
I ----- ---------- -`------------_ ___- -- - - -_ -____-
` Pervious Area 17.32 ac DCIA � 0.00 ac
- - __-- _ -_---- ------------ _ _- -------- - �---------- --
;Pervious CN 86.00 DC CN ; 0.00
�--- -------- �-- ------ ___----- ------- -- --;
�Pervious TC , 27.67 min DC TC � 0.00 min '
-- - --. _ - - - _
-_ - -- - -- - _ -- ----------- --- ------
Pervious CN Calc ;
--__ _- -_ _ __ _-_- --- ------ - _ _ ------
�:
Description SubArea � Sub cn
--- _ _---- - - ------- -__----
±� ! Open spaces, lawns,parks ( __ 17.32 ac_._ '� _86.00
- ��- Pervious Composited CN (AMC 2) I 86.00
i- -----..__._----------__------ -------.._..-�------ ------�----..----------- -�
-------._-.-----.�._---------------------- --__---------�---
' ' Pervious TC Calc
� jl
� ---- ---- ----_ -- ------- --- �_ ----- :
��---- --
Type , Description ; Length Slope �Coeff : Misc TT
--- -- , g ,� ----
o _ --�--- - ----
Woods or forest wrth l i ht; � 1 95 5.59
Sheet !,underbrush.: 0.40 58.00 ft 36.20 /o ,0.4000 ;in min
- - ----__ _ ---- ---__----
- -- --- - - -- __- _ _ __ --,-- -
'Channel '383.00 117.29
;�(interm) 'Low Channel Flow ft '2.10°/0 .0.2000 , '
!min
;.----- - _-- --_ _ __------- ----------_--- ------- '.------ :-- __-'-----�_.____. _
Forest w/ heavy ground litter & "149.00 0 '4.80
��Shallow `meadows (n=0.10) :.ft 2•60 /0 �0.1000 � �min
__- - __ _ -- -- -- ------- --_ .--__- -------___--------__ __ _------------
Pervious TC 27.67 �
min
-- ---- --__--- --------- --------- ------ ----------_ _ ----_ _____ - '
Record Id: Developed
---------------- - ---_ ------ ---_- _-- ,------------ _- - --- - --_--- ----- --
Design Method ' SBUH Ramfall type TYPE1A I
' - --------- --- ----------- ____--- -- ___---- __ _-----_ __ _----__------- -� �
Hyd Intv 10.00 min Peaking Factor 484.00
- __----------- --- --- _ - --- --- _ _-- ------ ------ -- _ ___ _ - ------ ----- ---.
Abstraction Coeff 0.20 �
�--- -- ------ _--- --
jPervious Area ; 2.47 ac DCIA � 14.85 ac '
Pervious CN 90 00 + DC CN ' 98.00 -'
i
� ' ;Pervious TC �9.17 min ;�DC TC i 9.22 min ,
�-- --------- - i
,�---- --- - i.
Pervious CN Calc
; �- _-----_ _-- ---- --- -- - - ___ - �---
!_ Description SubArea Sub cn ,
� -- --__----- ____---- --- _-- --- ---- ---- - - - -- ------ ;
_ !� Open spaces, lawns, parks (50-75°/o grass) 2.27 ac ; 90.00 I
-- ----- ___ __ -------- -- - -- - -
� � ��- Open spaces, lawns, parks (50-75% grass) � _0.20 ac � 90.00
��- Pervious Composited CN (AMC 2) � 90.00 �
� �- - -- -- ----- - -------�
, �r- Pervious TC Calc ��
� - - --- --- - -- -- -,- ,
-�-----
-- 'j Type ; Description Length Slope Coeff Misc ' TT
�
'�Sheet Short prairie grass and lawns.: 0.15 45.00 ft 0.80°/0 ',0.1500 '2.50 in '8.44 min '
�----- -------------- --- --� -- - � ------_
!'Shallow ;Paved 50.00 ft ;0.50°/0 0.0100 ; ;0.73 min
�----- ------------------ ___--- -- _ _ ------ ___ - -- ---__--.
�; Pervious TC '�9.02 min
i_ _ -- ---- _ ___ - - -- - ---- - -_ _-- ---- --__ -- --- __ ---
, Directly Connected CN Calc '
; __- ---_ ___. -- -- -----___ p -- _ _ ---- -- _ � ------- -
1, ' �'' Descri tion ' SubArea i Sub cn '
, �--
__---------__ ___ _ ------- - --- - ---
'� , Impervious surfaces (pavements, roofs, etc) 1.20 ac 98.00
-- __---- - -- _ _ __ ____-_ �-- -- - -----
�� Commercial & Business 12.86 ac 98.00
__ _-_ _---- -- -- --- ----- _-- �-- - ------'--_-.
� Impervious surfaces (pavements, roofs, etc) ' 0.79 ac 98.00
. _ - - _ - _ _ - _- ---_ _ _ _ - -- - _-- - - -- - - ,- ------
, DC Composited CN (AMC 2) !, 98.00
�_ _ _ - -- --- ---- ---- - - - -- - -- - - _ --_ - -
�_ _ -- __ ___ _ --- --- -- - - - - - - _ -- ---
;� Directly Connected TC Calc
- __ __--- - -- - -- - _ __ - _ -- - _ - -- -
Type Description ' Length Slope Coeff Misc TT
_ _ __ _ _ - _- - -- ----_. _----
Sheet 'Smooth Surfaces.: 0.011 140.00 ft 1.00°/0 0.0110 2.50 in ,2.37 min
,--
---- ___ ___ _ -- __ __
--- _ - --
;;Channel (interm) IConcrete pipe (n=0 012) 1235.00 ft 0 50% 0.0120 '� ;6 85 min
-- --- -- - -- _ _ _- __ ---' --�- --- - .
j� Directly Connected TC 9.22min
HYDLIST SUMMARY
[2 year out] [10 year out] [100 year out]
LSTEND
- ---- -- -
� HydID ;Peak Q (cfs) Peak T (hrs) Peak Vol (ac ft),Cont Area (ac)
-__------------ -____------ ------ -- -------------
;2 year out 1.9912 9.33 2.3510 17.3216
-- -- --------- -- - --- - - - ----------
j10 year out ; 4.3256 8.83 3.6213 17.3216
-�-------;----- �-- ----- -
100 year out- 7.4070 8.50 5.1462 17.3216
STORLIST
[Pond]
LSTEN D
Record Id: Pond '
Descrip: ;Tract H Pond Increment ;0.10 ft
,Start EI. 15.5000 ft ,Max EI �18.0000 ft
ilength ,130A000 ft jWid h 130 0000 fti
, �ngth ssl '3.00v:1 h jLength ss2 '3.00OOv:1 h :
Width ss1 j3.00v:1 h ,Width ss2 ;3.00Oov:1 h
DISCHLIST �
[Orifice] !,
LSTEN D '��
Record Id: Orifice
Descrip: !Prototype Structure'Increment 0.10 ft ' '
;Start EI. !15.5000 ft jMax EI. ;20. 000 0'�
�Orif Coeff 0.62 Lowest Orif EI. '13.50
Lowest Diam �8 1000 in ;D si to next !1.3500 ft
� �D2 �10.3000 in Dist to next ;0.5500 ft '�
iD3 �9.8000 in �Dist to next 0. 00 00 ft '
Flow Control Sfrucfure Detail
`. � SOLID COVER
APPROX. RIM El = 20.5
,__
I
CIRCUMFERENCE LENGTH dF 4.0'
VERTICAL BARS IN FRAME � 4"O.C.
i� ' ----- TOP OF GRATE INLET EL = 18.9
TYPE 2, 48" � III€
SDMH ��� ���
� TOP Of RISER
B4TTOM OF GRATE INLET = 18.0
EL = 17.9 18" RISER
IE = 17.4
STEPS OR 9.8 DIA. ORIFICE #3
LADDER IE = 16.85
GASKET (TYP.) 10.3" DIA. ORIFICE (#2)
12"MAX. '
SHEAR GATE "MIN. ',
16'0 IN 18"� OUT
IE OUT 15_50
" �� FLEXIBLE
IE = 15.50 N ADAPTER
COUPLING
SLEEVE COUPLING
NON-SHRINK GROUT
°° ALL ORIFICES '
WELDED STEEL PLATE W/ ARE TO BE I�
8.�" DIA. ORIFICE (#1) MACHINED �I
iE = i3.5a i
STORM DRAINAGE
CALCULATIONS FOR ORIFICE ¢g" p
ARE BASED ON THE
OUTLET ELEVAl10N OF
15.50 FLOW CONTROL STRUCTURE
NTS
f . I . . . I I
Design Storm i,
The storm system has been designed to convey the 25-year 24-hour storm event for '
developed site. The majority of the project will convey water using 12-inch, 15-inch and
18-inch pipe at slopes equal to 0.5°!0. The 18" outlet pipe from the flow control structure
will be conveying water at a slope of 0.54°/0. See calculations below: ,
Pipe Capacity � Manning's n = 0.014 '
• 12" pipe at 0.50% slope = 2.49 cfs '
• 15" pipe at 0.50% slope = 4.52 cfs ,
• 18" pipe at 0.50°/o slope = 7.35 cfs I
• 18" pipe at 0.54% slope = 7.64 cfs
Contribufing Areas ''
• A 12-Inch pipe will convey stormwater from catch basins with a contributing area ',
less than 5.62-acres of impervious surfaces.
• A 15-Inch pipe will convey stormwater from catch basins with a contributing area
less than 9.07-acres of impervious surfaces. '
• An 18-Inch pipe will convey stormwater from catch basins with a contributing area ,
less than 1 1 .97-acres of impervious surfaces.
Manning Pipe Calculator - 12" Storm Drain '
So6.�r"r�r Flcara!e '
Fbwrate cfs 2.4933 Pipe Shape:C'ucular '
Slope fUft 0.0050 Select '
Mamirg's n 0.0140 Select
Depth ol Flow R 0.9000
Diamete� k 1.0000 Select I
Plot '
Veloaty Fps 3 3A88
Outp�
Area k2 0.7854 ,
Perimeter ft 3.1416 ���� �
WettedArea ft2 0.7445 Raling '
Wetted Perimeter ft 2.4�1 OK ��
Hydraufic Rad�us R 02;�0 Cancel ,
Percent FuR '/. 9D.00� H�p �
Manning Pipe Calculator - 15" Storm Drain
t�
Solve For Flowrate �
Flowrate cfs 4.5206 Pipe Shape:Crcular
Slope ftlft 0.0050 S�� �
Marrwig's n 0.0140 S� �
Depth of Flow ft 1.1250
_._..... .........
Diameter ft 1.2500 � Select ;
Plot
Vebcrty Ips 3.8859
Outp�
Area ft2 1.2272
Perimeter ft 3.9270 Critical
WettedArea ft2 1.1633 Rating
Wetted Perimeter ft 3.1226 I OK
Hydrailic Fiad�us ft 0.3725 Cancei
Percer�Ful e 90.00� H�p
Manning Pipe Calculator - 18" Storm Drain @ 0.50°/a
�
Solve For Flowrate �
Fbwrate cfs i.3510 Pipe Shape:Circular
Sbpe ftJk 0.0050 Select �
,........ ...... .
Mannhg'sn 0.0140 Select
Depth of Flow k 1.3500
Diameter ft 1.5000 ( Select �
I Plot �
Vebcity fps 4.3882
Output
,4�ea ft2 1.7671
Perimetet k d.7124 Gitical
WeltedArea k2 1.6752 R�n9
Wetted Perirt�ete.t ft 3.7471 OK
HydrauGcRadius ft 0.4471 Cancel
Percent Full % 90.0000 H�
Manning Pipe Calculator - 18" Storm Drain � 0.54%
Solve Fo� Flowrate �
Flowrate cfs 7.639� P�Pe Shape:Cicular
Slope k/k 0.0054 S�
Manning's n 0.0140 $d�� � �,
Depth d Flow k 1.3500
Diameter ft 1.5000 S� I,
Plot '
Velocdy fps d.5603
Output
Area k2 1.7671
Critical
Perimeter k 4.7124 !i
WettedArea ft2 1.6752 R��g 'I
Wetted Perimet� ft 3.7471 OK ',
HydrauUc Radius ft 0.4471 Cancel I
Percent FuQ e 90.0000 H� ��
BACKFLOVII CALCULATION SHEET
25-Year Conve ance Calcs
1 2 3 4 5 6 7 8 9 10* 11 12 13 14 15 16 17 18* 19 20
Q(25- Barrel Bar Vel Friction True Entr Entr Head Exit Head Outlet Inlet Appr Vel Bend Head Junc Head Rim
Pi e Se ment year) Length Pipe Size "n"value Outlet EL. Inlet EL. Area Barrel Vei. Head TW Elev. Loss HGL Elev Loss Loss Contr EI. Cont. EI. Head Loss Loss Elevation HW Elev
CB to CB cfs ft inches ft ft sq.ft. feet/sec. ft feet feet feet feet feet feet feet feet feet feet feet feet
inlet 5 7.01 35 18 0.012 13.00 13.21 2.36 2.98 0.14 1.26 0.10 14.71 0.07 0.14 14.92 14.77 0.06 0.084 0.482 22.89 15.42
5 7 3.94 79 15 0.012 13.21 13.61 1.96 2.01 0.�6 1.03 0.24 14.86 0.03 0.06 14.95 14.74 0.04 0.010 0 22.91 14.92
7 9 3.94 77 15 0.012 13.61 14.25 1.96 2.01 0.06 1.03 0.23 14.86 0.03 0.06 14.95 15.38 0.04 0.000 0.059 21.79 15.40
9 10 3.15 102 15 0.012 14.25 14.76 1.96 1.60 0.04 1.03 0.30 15.50 0.02 0.04 15.56 15.76 0.04 0.000 0 20.92 15.72
10 11 3.15 138 15 0.012 14.76 15.45 1.96 1.60 0.04 0.98 0.41 16.01 0.02 0.04 16.07 16.45 0.04 0.000 0 20.23 16.41
11 12 3.08 112 15 0.012 15.45 16.01 1.96 1.57 0.04 0.98 0.33 16.70 0.02 0.04 16.76 17.00 0.03 0.000 0 19.72 16.97
12 13 2.16 86 12 0.012 16.01 16.44 1.57 1.37 0.03 0.78 0.26 17.26 0.01 0.03 17.30 17.38 0.03 0.001 0 19.98 17.35
13 14 2.08 87 12 0.012 16.44 16.88 1.57 1.33 0.03 0.82 0.25 17.44 0.01 0.03 17.48 17.81 0.00 0.000 0 20.51 17.81
100-Year Conve ance Calcs
1 2 3 4 5 6 7 8 9 10' 11 12 13 14 15 16 17 18' 19 20
Q(100- Barrel Bar Vel Friction True Entr Entr Head Exit Head Outlet Inlet Appr Vel Bend Head Junc Head Rim
Pi e Se ment year) Length Pipe Size "n"value Outlet EL. Inlet EL. Area Barrel Vel. Head TW Elev. Loss HGL Elev Loss Loss Contr EI. Cont. EI. Head Loss Loss Elevation HW Elev
CB to CB cfs ft inches ft ft s .ft. feeUsec. ft feet feet feet feet feet feet feet feet feet feet feet
inlet 5 8.79 45 18 0.012 13 13.21 2.36 3.73 0.22 1.33 0.13 14.71 0.11 0.22 15.03 15.22 0.10 0.132 0.482 22.89 15.74
5 7 4.94 79 15 0.012 13.21 13.61 1.96 2.52 0.10 1.08 0.24 14.86 0.05 0.10 15.01 14.95 0.10 0.024 0 22.91 14.93
7 9 4.94 77 15 0.a12 13.61 14.25 1.96 2.52 0.10 1.08 0.23 15.50 0.05 0.10 15.65 15.59 0.06 0.000 0.059 21.79 15.64
9 10 3.94 102 15 0.012 14.25 14.76 1.96 2.01 0.06 1.03 0.30 16.01 0.03 0.06 16.10 15.89 0.06 0.000 0 20.92 16.04
10 11 3.94 138 15 0.012 14.76 15.45 1.96 2.01 0.06 1.03 0.41 16.70 0.03 0.06 16.79 16.58 0.06 0.000 0 20.23 16.73
11 12 3.85 112 15 0.012 15.45 16.01 1.96 1.96 0.06 1.03 0.33 17.26 0.09 0.06 17.41 17.13 0.05 0.0�0 0 19.72 17.36
12 13 2.70 86 12 0.012 16.01 16.44 1.57 1.72 0.05 0.86 0.25 17.44 0.12 0.05 17.60 17.48 0.04 0.001 0 19.98 17.56
13 14 2.61 87 12 0.012 16.44 16.88 1.57 1.66 0.04 0.86 0.25 17.88 0.11 0.04 18.03 17.90 0.00 0.000 0 20.51 18.03
; i
. � ' I . ' . 1 � 1 ' 1
Appended on: 10:38:08 Tuesday, June 26, 2007
LPOOLCOMPUTE jPond NodeJ DE7AILED using Puls
Start of live storage: 15.5000 ft
' Event iMatch Q (cfs) �Peak Q (cfs) Peak Stg (ft) Vol (c� Vol (acft) ;Time to Empty
' -- i----- - -----,-- --- ---- --- - -
�2 year 1 .9953 , 1.9912 16.7512 22392 62 ', 0.5141 ': 30.83
� 10 year j 4.3341 ' 4.3256 17.3021 +33058.19 � OJ589 j 32.33 '
�
'100 year i 7.4290 7.4070 ` 17.8636 ?44463.58 ;� 1 .0207 r-33.67 �
------ ------- ---------------------- -------
Storage Characteristics Table for 2 year node
�----
''Stage (ft) Increm Vol (acft) !Storage (acft) Flow(cfs) ; Infil (cfs) ; S-Odt/2 S+Odt/2 ';
� 0.0000 ' 0.0000 i 0.000000 � 0.000000 �0.000000;0.000000:0.000000;
' ---�-
i 0.1000 ; 0.0390 � 0.038976 � 0.563031 ,0.000000!0.035099 :0.042854�
---- -- --- ------------ --- --- -- -- ;
0.2000 � 0.0393 0.078313 ; 0.796246 '0.000000 0.072829 0.083796 i
- � -- --- - -- - ----�--- - --- -- --I
0.3000 ` 0.0397 0.118010 ��975198 0.000000�0.111294 �0.124726;
----- ---- --- -__--- ----, --- - - - --- _ -------� _- --- ---;
0.4000 ' 0.0401 : 0.158071 1.126061 ;0.000000 '0.150316 :0.165826{
----- -------__ -- ---- ----
� 0.5000 ; 0.0404 0.198496 ^1.258975 ;0.000000 0.189826 0.207167!
: 0.6000 I 0.0408 �f 0.239288 I 1.379138 '0.000000�0.229790 ;0.248786�
OJ000 ^� 0.0412 ! 0.280448 ' 1.489639 0.000000�0.270189 !0.290707:
----- ----- _------- -------- _ -- -_---- �--- --__-.__�.
0.8000 0.0415 0.321978 ' 1.592491 0.000000 ;0.311010 ',0.332945`,
------- -- ----- -- -------- __ �--- --- ------ --------.
0.9000 0.0419 0.363879 , 1 .689092 i0.000000;0.352246 0.375511 '
--- -------------- --------- - �-----�--------- -- ;
j 1 .0000 0.0423 ; 0.406152 ; 1.780459 ;0.000000 0.393890 0.418415 '
,---- -
; 1.1000 i 0.0426 , 0.448801 1.867362 ':0.000000;0.435940 0.461662�
------- ------- - ;--- -�--------: --- -- -;
i__ ; 1 .2000 � 0.0430 '. 0.491826 ` 1.950396 0.000000 0.478393 0.505258 i
---- --'----- ---- --_ _ --- ----------------- - ---- ---- --- ----- _ i
;
1 .3000 '; 0.0434 ' 0.535229 � 2.030036 '0.000000 '0.521248 ''0.549210�
----- -- ------- ------ --------- -- � --- ----------------------- ---�.
' 1.4000 ; 0.0438 0.579011 � 2.750424 10.000000 j0.560069 0.597954'
� 1.5000 ! 0.0442 � 0.623175 � 3.295627 ;0.000000�0.600478 �0.645872,
�� ' -r-----;-
� ! 1 .6000 ' 0.0445 f 0.667722 ' 3.691606 �0.000000'0.642297;0.693146';
; 1 .7000 ; 0.0449 ; 0.712653 ` 4.024654 ':0.000000',0.684935 `OJ40371 ;
� 1 .8000 � 0.0453 0.757970 4.320006 '0.000000:0.728218 OJ87722 ;
� , - ------_ ----- -------- ----:- - -
� 1 .9000 : 0.0457 ' 0.803676 � 4.589292 '0.000000 OJ72069 '0.835282 '
� 2.0000 i 0.0461 a.849770 ; 5.6�;0.000000'0.810768 !0.888773 :
', 2.1000 � 0.0465 0.896256 i 6.238934 :0.000000;0.853289 �0.939224�
2.2000 ; 0.0469 ' 0.943135 j 6J22619 0.000000;0 896836;0.989434';
- ' 2.3000 0.0473 ', 0.990409 r 7.154599 i0.000000;0.941135 j 1.039683 ',
i, 2.4000 ; 0.0477 ; 1 .038078 7.551227 ;0.000000;0.9 068 73 :1.090084'.
�2.5000 � 0.0481 '� 1.086146 ' 7.921284 ;�.000000�1.031591 I1 .1 004 7 0
�, 2. 006 0; 0.0485 r 1.134612 8.270222 �0 0.�00000 �1.077655 '1.1 7519 0�'.
i 2.7000 i 0.0489 � 1.183480 8.601740 '0.000000 r1 .124240 ;1.242721 ;
2.8000 � 0.0493 r 1.232751 ' 8.918507 !0.000000 1.171329 1.294173 �
�--
�2.9000 '� 0.0497 � 1.282426 �9.222535 '',�0.000000 ;1.218910 i 1.345942�
.. ___ _______.._ -- '-__-_- .f_. _'"_"____.____-_ --_ __ _.
; 3.0000 i 0.0501 1 .332507 ' 9.515391 ,0.000000;r1 .266974 '1.398040'
j 3.1000 j 0.0505 � 1.382996 j 9J98327 �0.000000 1 .315514 !1.450477'
; 3.2000 ' 0.0509 � 1.433894 I10.0 372 69 i0.000000 j1.364525 ':1.503263 i
3.3000 I, 0.0513 1 .485203 '10.338365 '0.000000,1 414002 ''1.556404�;
r3.4000 ' 0.0517 I 1 .536925 �10.597034 ;0.000000'1.463943 ;1.609907;
---------- --- --- _------- ------- _-------- �-----
' 3.5000 0.0521 � 1.589061 i 10.84898710.000000 j 1.514344 �1 .663 779�
; 3.6000 , 0.0526 ': 1.641613 '11.094752 0.000000�1.56 25 03 ;1.718023 '
r-- --,- ----- �-- r--------- �-- --.-------:
I 3.7000 � 0.0530 i 1.694583 !11.334789 0.000000'1.616520 '1.772646'
3.8000 0.0534 � 1 J47972 '11.569501 0.000000 1.668292 ;1.827652 '
'� 3.9000 0.0538 1 .801782 11.799243 0.000000 :1.720520 1 .883044'
------ - _ -- ---- -
--------- - --- ------- -------
� 4.0000 0.0542 ' 1.856015 112A24334 0.000000 1.773202 1.938827
� -- -_.__- --- - - �-- r-_ -- - ---_-- -------'----- -
i 4.1000 0.0547 1.910672 '12.245057;0.000000 1.826339 1.995004; ,
; 4.2000 I, 0.0551 1.965754 '12.461666 0.000000 r1.879930 '2.051578;
--- -------------- ----- _ _ --------- ---
r 4.3000 0.0555 2.021265 '12.674393 0.000000'1.933975 2.108554
_- --- --_ --- -------- _ _--
' 4.4000 0.0559 2.077204 i12.883446 '0.000000 1.988475 2.165933
Routing Table for 2 year Event
_----- - _- -__ .-- __--- : - _-- - - - --__. . . --
Time Inflow Avgl Stg S-Odtl2 ' S+Odt/2 �Stg (ft) Outflow
i (min) (cfs) ', (acft) , (ft), (acft) , (acft) (cfs)
_--------- - - - --_ . - -- - __ _ ____
� 0 f 0.0177 � 0.0000 �0.0000 ; 0.0000 0.0000 ;0.0000 0.0000
� � � _---------
-- ----- - - --- --- - - �-------- - ----- �
, �--------, ,
� ; 10 �, 0.0625 0.0006 '0.0000 ; 0.0000 0.0006 �0.0013 ; 0.0073
, ,
„
----- -•--------- ---- -- - r----- - ---
-- - - - - :
--- �-- ---- ---- --- -- ------
j 20 i 0.1170 0.0012 0.0013 0.0005 0.0017 ;0.0039 ' 0.0222 ,
� _ ------
---- - -- ------- ---
i ; � 30 ; 0.1757 ' 0.0020 !0.0039 ; 0.0014 0.0034 0.0079 i 0.0447 '
� 40 ': 0.2338 ' 0.0028 0.0079 � 0.0028 ; 0.0056 ;0.0131 ;-0.0736
---- ---- ----- --------- -- '
-r- -r----�---
;^ 50 0.2839 0.0036 0.0131 ' 0.0046 i 0.0082 ;0.0190' 0.1071 �
- --------- ---------- --- - - -------- --- - - ---r---- �
- 60 � 0.3371 ! 0.0043 i0.0190 ', 0.0067 0.0110 '0.0256 0.1439
� ---- ---- -- --- - ----- --___- -- --_____-- .---- ;------ _-_
70 ! 0.3897 � 0.0050 '0.0256 ; 0.0090 0.0140 0.0326i 0.1837 !
r- - ----- -�--- -- - ----r-�-------
_ � j 80 � 0.4319 0.0057 0.0326 : 0.0114 �0.0171 �0.0399 j 0.2248
-- - ----- ---- -;-- --- ---=-------- ,- ------- �
�90 � 0.4681 i 0.0062 ;0.0399 0.0140 � 0.0202 i 0472 ; 0.2655
;� 100 ', 0.5002 j 0.0067 1�0.0472 j 0.0166 � 0.0232 `0.0542 " 0.3051 � '
,
;------�--_ ;-- - ---, ---- ---- =---------!
� 110 0.5290 I 0.0071 'r0.0542 !- 0.0190 ; 0.0261 0.0609 ! 0.3430
-----' - ----- -- ------
, ` 120 ; 0.5549 ! 0.0075 '0.0609 ; 0.0214 �.0288 �0.0673 j 0.3790
f
i
�
! ----- --- -- - --
� � 130 � 0.5785 � 0.0078 '0.0673 � 0.0236 0.0314 �0.0 37 3; 0.4130
--�------ �-----�---- ---- �--- -
140 ' 0.5999 i 0.0081 ;0.0733 � 0.0257 ; 0.0339 A.0790; 0.4449
r---------.
I
�50 0.6336 r 0.0085 �0 0790 ; 0.0277 362 ;0.0845 i 0.4760
� 160 0.6706 � 0.0090 !0.0845 i 0.0297 0.0387 0.0902 r 0.5079
-------------- -- --- --- -�-------- ------- - �---------
170 0.6940 ' 0.0094 0.0902 : 0.0317 0.0411 0.0958 0.5394
- -- __ - -------- - ------ - - - -- -- ---- - - -- -__------ - -- ------
180 0.7439 ; 0.0099 �0.0958 '; 0.0336 0.0435 0.1017 0.5669
� ---- -- ---- --- ---- - --------.- ---- --_--
; 190 0.8034 ' 0.0107 0.1017 ; 0.0357 0.0464 0.1086 0.5831
�200 0.8356 0.0113 ',0.1086 ' 0.0383 0.0496 0.1166" 0.6017
' � , � 210 0.8915 0.0119 '0.1166 ; 0.0413 0.0532 0.1254 0.6222
; - -- ------ --- - --- - - - - --- ------- -- __
220 ! 0.9546 0.0127 0.1254 0.0447 0.0574 0.1355 0.6458
_------ ---- --
230 ' 0.9874 0.0134 '0.1355 0.0485 r 0.0619 0.1464 0.6713
�- -- _-- --- -- �----. ---- - --__ _-------
� � 240 ; 1.0448 0.0140 0.1464 0.0526 ! 0.0666 0.1580 0.6984
250 ' 1 .1097 � 0.0148 0.1580 0.0570 r 0.0718 0.1708 0.7281
l � - ---- -- ----- � '---- ---- =----;-___ -- `
260 1.1422 0.0155 0.1708 0.0618 0.0773 0.1842 0.7593 ;
-- --- - - -- _-- - . _ - -- - - --- _ - - _. _ ---- - - -----
, 270 ' 1 .2006 0.0161 0.1842 0.0669 0.0830 0.1980 OJ917
-- - -- -. _ --- --- - --_ - - -- -- - -_ --- - _. --- ----
� 280 1.2666 0.0170 01980 0.0721 0.0891 0.2129 0.8193
-- -- --- -- --�-- --- --- -_---- _ _ �-- -- - - I
290 ! 1.2987 0.0177 '0.2129 0.0778 0.0955 0.2285 0.8472
-- ---- ---- ---------- _- ---__ _
___ _ _--- - �--- --- ----.__
' ' 300 , 1.3954 0.0186 0.2285 0.0838 0.1023 :0.2453 0.8773
-- - -- .
_ . ---
- -- -
----- ---__ -
: 310 ' 1 .5121 ' 0.0200 0.2453 0.0903 0.1103 0.2647 0.9120
�_ _ -----_ _ � _ _. .___ __ _ _ _ -_ - - _ - _ - - _
320 1 .5600 0.0212 '0.2647 0.0977 0.1189 ',0.2857 0.9496
� - --- _
_ - -- - -_ _ - - - _ ___ --
.__ _--_ _
- 330 1 J040 0.0225 0.2857 0.1058 0.1283 '0.3086 0.9882
... _ ----.-----_ ____ ------ - - _ _ __ _ - --- - ---------
340 ' 1.8779 0.0247 ,0.3086 0.1147 0.1393 ;0.3355 i 1.0288
�_ -- ; _ _ _ ___ ---- : - ---__ -•---�
' 350 1.9446 0.0263 0.3355 ' 0.1252 0.1515 j0.3651 ; 1.0734
_ _ _ -- - - _-- ----- -
------- ---- ---- -----
' 360 2.1197 i 0.0280 0.3651 0.1367 0.1647 0.3972 ; 1 .1219
-- --- - - - - ------ -__ _ , - _-- _.
� 370 2.3284 ' 0.0306 0.3972 i 0.1492 0.1799 0.4340I 1 .1712
_--_------- - ----�-----:- ---------- _ -_ __- __-------
� 380 2.4069 ; 0.0326 ;0.4340 ; 0.1637 ' 0.1964 ;0.4738 ; 1.2242
� �- 390 _---- ,------ ,-- - ----------=-----. - --
; 3.9717 � 0.0439 ;0.4738 � 0.1795 ; 0.2234 �0.5391 ; 1.3059
' - - . -- ---- --- - ---
j 400 6.0132 r 0.0688 ;0.5391 . 0.2054 0.2742 ;0.6 06 6�f 1 .4461
_ - - ------ �---- ------ - -__ - - -- - r-- --- -- -_----_ __
' r 410 6.6982 � 0.0875 '0.6606 ; 0.2543 0.3418 0.8209 ; 1.6126
I
----------- --- ----�-----
�--__-__ . : '____.---.__ _-___-r_-.._._r-___.__.___... ._.
; 420 5.6565 ; 0.0851 �0.8209 ' 0.3196 0.4047 �0.9680 � 1.7513
�-- - ---_----- ; ------ - ____ . _ �
_- - - -- ----- _ _ _ _. --�- _--
; 430 ' 4.0731 , 0.0670 j0.9680 � 0.3806 0.4476 j1.0675 ; 1 .8391
r 440 3.6152 ; 0.0529 1.0675 i 0.4223 ; 0.4752 I1.1311 � 1.8932
;------- -;- -- -- _�----- _ _- -- '----------
---r---- r-- ---- - -
i 450 3.1594 � 0.0467 1.1311 ! 0.4491 0.4958 11.1783 � 1.9324
- .-- ------- ------ ----- ,--- - - -- -- ---
' 460 2.7011 0.0404 1.1783 ; 0.4692 0.5095 ;1.2097; 1 .9581
' --- ----_ _ ---- -- -;- _ _ _ _ ; ----- , - ---- -
-_ -- ---
i 470 2.5703 ; 0.0363 !1.2097 � 0.4826 ',' 0.5189 �1.2310 ; 1 .9750
' 480 ' 2.3141 � 0.0336 '1.2310 � 0.4917 �0.5253 1.2456! 1.9867
�-----�----- - -----
�90 ' 2.0195 j 0.0298 �1.2456 �0.4979 ; 0.5278 '1.2512 I 1.9912 j
500 ; 1.9346 �0.0272 �1.2512 � 0.5004 �0.5276 ��2508 � 1.9908 �
� 510 1.8448 0.0260 i 1 .2508 '^0.5002 0.5262 !1.2476; 1.9883 ,
--r--------
520 1.7533 0.0248 ;1.2476 i 0.4988 r 0.5236 '1.2417; 1.9836 '
- --� ---=- __-----------r---- ' --- - ---
,--------
530 � 1.7280 '� 0.0240 '1.2417 � 0.4963 � 0.5202 �1.2341 j 1.9775
- - -- -- �------ ---- ---� --- ---
540 i 1.6549 ' 0.0233 1.2341 r 0.4930 ; 0.5163 �1.2251 ( 1.9704
550 1 5675 0.0222 ,1.2251 � 0.4892 5113 1 2139 �1.9614
560 ' 1.5429 � 0.0214 ;1.2139 ' 0.4843 0.5058 1 .2011 � 1.9513
' 5 70 -- ---- r-- ------ ---- - ---- __ ._. .-
-r--__ __ ---
1 .4918 ; 0.0209 1 .2011 0.4789 0.4998 1 .1874� 1 .9400
----- - _ - -- _ - -- - - ---- _ _ _-
580 1.4328 I 0.0201 1 .1874 0.4731 0.4932 1.1723 1 .9274
590 ( 1.4164 r0.0196 1.1723 � 0.4666 0.4863 1.1564 1 .9142 i
----;--__- -I------- - -� --',---- -- ------ - -;
600 ! 1 .3899 0.0193 1.1564 � 0.4599 0.4792 !1.1403 . 1 .9008
----- - -----. __.._-- __ _-
_---- -- - - _ _
610 1 .3604 0.0189 1.1403 0.4530 0.4720 1.1237 1.8870
---- - ------ ---____ _ _ --------- - --- - _ -
620 1.3525 0.0187 1.1237 ; 0.4460 0.4647 1.1069 1.8731
.___ -- - --- -___--- ,-- ------ _ _ __ ---
630 ; 1.3284 0.0185 1.1069 j 0.4389 ; 0.4573 1.0900 � 1 .8587
640 ' 1.2994 0.0181 1.0900 - -- - � .--- . - . --
_ -
0.4317 0.4498 1.0727' 1.8436
_ __ - - -- - --- ---- - '� ----.---- _--- - ------ -- �------ --- I
650 1.2915 0.0178 1.0727 0.4244 0.4423 �1.0552 i 1.8284 'i
_ ---- -_ _ -- -- - - - _ -- -- ---- - - - ---- -- -- - --- -__ _---- - - �
660 1.2672 ! 0.0176 1.0552 0.4171 0.4347 1.0377 1 .8132
_ - -- _- -. _ - - -- _ _
670 1.2379 0.0173 1 .0377 0.4097 0.4270 1 .0199 � 1 .7977
_ __ --- --__ _ -- . _ - _ _ _- - ---
680 1.2299 0.0170 1.0199 0.4022 0.4192 1 .0019 1 .7821
- ------�---- -- - -- -- - --- - - -- --- -_ ----_ - --- - _ __----
690 j 1.2054 0.0168 1.0019 ; 0.3947 0.4115 0.9838 1.7657
- ---- �--- --------__ _ -- -- --- - � --___ _ __ ---- - - --- --
700 ; 1.1759 : 0.0164 0.9838 'i 0.3871 0.4035 0.9653 1.7488
- - - _ _ _ _- _ . -- -- - - � - -- -- -- ------ _ _ _ ____
710 1.1677 0.0161 0.9653 � 0.3795 0.3956 0.9468 ' 1.7319
- ---- --- ------- --
___. _. _ ____ ._- -�-
- _ _
720 1.1658 ! 0.0161 0.9468 0.3717 0.3878 0.9287 1 J153
,_ ___ _ -- �--- --- - - -- -- -- -- - - --�- - _ _----
730 '. 1.1658 ; 0.0161 0.9287 ; 0.3642 ; 0.3802 �0.9110 � 1.6992 .
- ---;----- ----, ----r------.
740 ; 1.1662 I 0.0161 �0.9110 ! 0.3568 � 0.3729 j0.8939 ! 1.6832
-- ---------�----------- :---- ---------- , .-
750 : 1.1440 j 0.0159 0.8939 0.3497 0.3656 '0.8768 � 1.6667 ,
- -- �--- ---- -- - ---- - ---- . __ _----....__ _.
760 ; 1.1151 ' 0.0156 0.8768 0.3427 0.3582 i0.8594 ; 1.6499
__--- -- _ _--_-. - -- - ----
770 I 1.1069 i 0.0153 0.8594 i 0.3355 0.3508 0.8420; 1.6330 '
- ' ' ----:-----�-------- --- ------;---r--- - I
r---------,
780 j 1.1049 � 0.0152 i0.8420 ; 0.3283 ; 0.3435 �0.8249� 1.6165
----- - -- -- -- --- ------- -- -- -----------
790 �1047 ; 0.0152 0.8249 j 0.3213 ' 0.3365 �0.8083 � 1.6006
- -,--- ------------�---------'- - ---- -------
800 1.1051 ' 0.0152 0.8083 , 0.3145 0.3297 0.7922 ' 1.5845
__- -- _. .---- -- --------- - -- --- ---
- -- -- ---
810 1.0827 0.0151 OJ922 � 0.3078 0.3229 ;0.7762 : 1.5681
� _ __ _ _ --- ---_ :- --------
820 , 1.0535 0.0147 !0.7762 � 0.3013 i- 0.3160 �0.7599 ; 1.5513
--�------r---r_ -
830 1.0452 � 0.0145 �OJ599 ' 0.2947 � 0.3091 �0.7436�1.5345
840 1.0431 ' 0.0144 'OJ436 0.2880 ^ 0.3024 �OJ276 � 1 .5180
��
! _�
� 850 ; 1 .0428 0.0144 ;OJ276 �0.2814 i 0.2958 0.7121 1 .5021 �
_ ; 860 r 1 .0430 �0.0144 �OJ121 ! 0.2751 i 0.2895 !0.6971 � 1.4864 ''
� 870 -� ��1.0204 ' 0.0142 '0.6971 ' 0.2690 ' 0.2832---', 6a 822r--1.4699 '
-- ------ �--- • _ ---- ---- - --- -�-
; 880 0.9911 ; 0.0139 :0.6822 0.2630 � 0.2768 ;0.6669 i 1.4531
- ----- -- --------- ---------:--- ___ -_ ,
' 890 ! 0.9827 ': 0.0136 0.6669 '; 0.2568 0.2704 i0.6516� 1.4361
� 900 : 0.9804 0135 0.6516 � 0.2506 0.2642 ;0.6366 i 1.4196
� 910 ! 0.9800 ' 0.0135 �0.6366 � 0.2446 ^ 0.2581 !0.6222 ;^ 1.4037
920 � 0.9802 0.0135 �;0.6222 0.2388 0.2523 �0.6083 � 1 .3883 '
----- --- - - - ;-------- -------------- -
' 930 � 0.9805 ' 0.0135 '0.6083 0.2331 0.2466 '0.5949 1 .3730
- ----- -------- ----- -----------
:-- -----
___-- -
' 940 0.9808 ; 0.0135 0.5949 ; 0.2277 � 0.2412 ;0.5819 ; 1.3574
, F 950 ^ 0.9812 � 0.0135 0 5819 j 0.2225 � 0.2361 :0 5694 i 1.3424
� 960 '� 0.9585 ; 0.0134 '0.5694 i 0.2176 0.2309 ;0.5571 � 1.3276
;
-- �------:
;-, 970 0.9290 ' 0.0130 0.5571 !, 0.2126 0.2256 '0.5444� 1.3123
� ------ - ------- -- ------- _ _ _ .--_- -- ----- ----- _ _
___--- -----
�; 980 0.9204 0.0127 '0.5444 0.2076 , 0.2203 0.5316 1.2969
�
_- ----- -- ------ -- ------- - --
__------ --------- _
990 0.9181 ' 0.0127 0.5316 0.2024 , 0.2151 0.5191 1.2819
� , -- --------- - ------- --- --- --- ---- - ------ --------
�' 1000 0.9176 , 0.0126 0.5191 ' 0.1974 0.2101 '0.5070', 1.2674
�- ,--------- --- ��------ --�--------- ��----�r--- �
I 1010 0.9177 � 0.0126 0.5070 i 0.1926 0.2053 ;0.4954! 1.2529
--------- -- - -_-- -- 0.4 8 3 9 �---- -.
�------- - ----------- -
' i 1020 0.8948 ! 0.0125 0.4954 ' 0.1880 0.2005 � 1.2375
�-- --- __ _ - -- - -- _ _. _-- -_ ------- - -- -_ _ . _ --- __- -----
': 1030 0.8652 0.0121 ;0.4839 . 0.1834 0.1956 '0.4719 i 1.2217
'------__ - - ----- ------- :- - ---_____ -----------__ _ _-----�---- --
' '; 1040 0.8565 ' 0.0119 0.4719 �" 0.1787 0.1906 '0.4599 I 1.2057
_ -- ----- --- - -___-- ---
,- ------ __ �---- _-------
1050 ' 0.8541 0.0118 0.4599 0.1740 0.1858 ;0.4482 ` 1.1902
j 1060 0.8536 0.0118 0.4482 , 0.1694 i 0.1811 `0.4370; 1.1753
, ------- --.
;- ----- - -- -
---- ----- - ---- -------------- -
; 1070 0.8536 0.0118 0.4370 '; 0.1649 ' 0.1767 0.4263 ', 1.1610
�__ ---- - - ,----__ __ ___ _ -------�- -------- __ _---- - _-----
;- : 1080 ; 0.8306 ; 0.0116 0.4263 ; 0.1607 ' 0.1723 ,0.4157; 1 .1469
I ;-__ ---- ----- - - ------ ---_ _ --------------------- -__
; 1090 ; 0.8009 ; 0.0112 �0.4157 ; 0.1565 0.1678 ;0.4047 j 1.1323
� --,---
; 1100 : 0.7922 ' 0.0110 �0.4047 ' 0.1522 0.1631 ��0.3934 � 1.1162
' 1110 ` 0.7897 0.0109 �0.3934 0.1478 ; 0.1586 ;0.3825 r 1.0997
' 1120 0.7891 ' 0.0109 '0.3825 ' 0.1435 0.1544 '-0.3721 � 1.0840
;------- -- ------ --- � ------ ;------ -- - -
; 1130 OJ891 I 0.0109 0.3721 ; 0.1394 0.1503 i0.3623 1.0691
--=-------- - ------ ---
�-----.--- -- ------� , ; _; I
! 1140 0.7892 i 0.0109 0.3623 � 0.1356 ; 0.1465 .0.3529 1.0550
_ _---- -,------- --- ---------�-- - --
- --- ----- -'
i 1150 ' 0.7894 ! 0.0109 ;0.3529 ; 0.1319 � 0.1428 �0.3440�, 1.0415
r------�--------� -_ --�- -------r----�------
� 1160 OJ896 � 0.0109 ;0.3440 ! 0.1285 0.1393 '0.3355 i 1 .0288
I,- -- - ------- --------- --�----� _
' i 1170 i 0.7897 � 0.0109 ;0.3355 ' 0.1252 0.1360 i0.3275 � 1.0167
�----- �------ -- -- � ----- ,------- r-----'
i 1180 ; 0.7899 j' 0.0109 ';0.3275 ', 0.1220 0.1329 10.3199 � 1.0052
' -'-- -:- --__ - --
; 1190 0.7901 0.0109 ;0.3199 0.1191 E 0.1299 ,�0.3127 i 0.9943
,, _. _.__r---_____'��I-___.__-_,__
1200 � OJ903 0.0109 0.3127 ' 0.1162 0.1271 0.3058 ' 0.9840
_ _ _ _ __ _ ___ _ _ __ _ _._ _ _ _ _
- ___-- --___ ______
___ __ -_ _--- -
--- - - - --- -- --____
1210 0.7904 0.0109 ;0.3058 0.1136 ; 0.1245 0.2994 0.9740
, �1220 0.7906 0.0109 �0.2994 ; 0.1110 � 0.1219 �0.2932 '� 0.9630
'� 1230 0.7908 0.0109 ;0.2932 ' 0.1087 � 0.1196 i0.2874; 0.9526
1240 �0.7909 � 0.0109 �0.2874 '---0.1064 '-- 0.1173 -- �.0.2819 0.9429
, 1250 r 0.7911 I 0.0109 '0.2819 i 0.1043 0.1152 '0.2768 ; 0.9337
- :------, _� --------- � �- :------
: 1260 ; 0.7681 : 0.0107 0.2768 ; 0.1024 0.1131 �0.2716 I 0.9244
^ 1270 � 0.7381 i 0.0104 ;0 2716 � 0.1004 0.1108 �0.2659 i- 0.9141
' ' ' ' '---'-------
r 1280 0.7294 ! 0.01 a1 '0.2659 '^ 0.0982 � 0.1083 '0.2598 � 0.9033
�
�-- - -_----- �------ ---- -r-------- -- --'-------
� 1290 0.7268 0.0100 �0.2598 0.0958 0.1059 j0.2539 ' 0.8927
_----- -_------ --_ _ ---
-----------
f 1300 0.7262 ', 0.0100 0.2539 ! 0.0936 � 0.1036 0.2483 ; 0.8827
� 1310 OJ261�r 0.0100 0.2483 , 0.0914 i 0.1014 r.2430 '� 0.8733
; 1320 � 0.7262 ; 0.0100 0.2430 0.0894 ! 0.0994 '0.2381 0.8644
;----___ __--- --- ---- .- __ _------- -- - --_- -- --- _-- -------__ .
� 1330 0.7263 i 0.0100 0.2381 0.0875 0.0975 0.2334 0.8561
� � ______---- --------- _ -- ___---------- -- -___ --- - -__ ----
' � 1340 , 0.7264 � 0.0100 !0.2334 ; 0.0857 0.0957 0.2291 0.8483
;- -- -- --- ------ --__ _ -__ .___-- ----
' 1350 ' 0.7265 0.0100 0.2291 ; 0.0840 0.0940 0.2250 ', 0.8409
-� '------------ --- ------ ___-- ----------'- -- - -__-- -- --,-_------
' ' ; 1360 0.7266 0.0100 0.2250 0.0824 ' 0.0924 0.2211 � 0.8341
, --------------- - -------- - ------- - - ----------------------__
' 1370 0.7268 0.0100 '0.2211 0.0810 0.0910 0.2175 ; 0.8276
-- ---- ------- --- -- _ _-- ---- --- --- ------------ _ _ - -- -- --- -
i j ; 1380 0.4712 ', 0.0083 0.2175 0.0796 0.0878 0.2098 ' 0.8138
: - _ ._ ___--__ __- - - __ _ ___ __ _ _ _ _-- -------
i 1390 0.1397 0.0042 0.2098 0.0766 0.0808 0.1927' OJ793
i ; ----_ - ---___ - -- ---- - -- ------- -..- ---
- - - -- -
" 1400 ; 0.0414 ; 0.0012 ;0.1927 � 0.0701 0.0713 ,0.1695 , 0.7252
� "--_ ____- -- -_ _____ ---- __--- -------------
, 0.0123 � 0.0004 ;0.1695 0.0613 0.0617 ,
` j 1410 '0.1461 0.6704
-- - --------- - ---- --- -.-__--- ---- ----- ------ -
� j 1420 ' 0.0036 ' 0.0001 0.1461 ' 0.0525 0.0526 10.1238 0.6185
� _ _ ___--_ ______ ___ -- ----------
--- --- ___ -____ _ _------ -- - _- ---
� 1430 0.0011 0.0000 0.1238 0.0441 0.0441 0.1030 0.5701
-- - --- ---------
--- ---- --- ---- _ _ . ._---------_ --- - -- -
; 1440 0.0003 ' 0.0000 0.1030 0.0362 0.0363 :0.0846 0.4763
,
� ------ -- - --------- _ _ - ------------------ --_ ---- __ , --------
� ; 1450 ; 0.0000 '; 0.0000 0.0846 ; 0.0297 j 0.0297 0.0693 ; 0.3901
1460 ; 0.0000 ; 0.0000 0.0693 ', 0.0243 ', 0.0243 ;0.0568 � 0.3195
' ----- --- --- --- �__-- ------ - -- -
; � 1470 0.0000 i 0.0000 0.0568 ; 0.0199 0.0199 �0.0465 ; 0.2617
' , _ __�___.___ �
` 1480 ' 0.0000 � 0.0000 0.0465 r 0.0163 0.0163 ;0.0381 : 0.2144
;--------- ,--------- --�------�----- -------- - - ---- .
, I 1490 ; 0.0000 � 0.0000 i0.0381 ; 0.0134 0.0134 ',0.0312 i 0.1756
� �- ----�------ --------------- ' ---
-�----.�----
� 1500 0.0000 ' 0.0000 ;0.0312 ' 0.0109 0.0109 I0.0255 ; 0.1438
------ -------- - ___ :-- ------- ' --------
i------- , ,
�
1510 0.0000 i 0.0000 0.0255 ', 0.0090 ; 0.0090 �0.0209: 0.1178
._-_-__-------
--------- ----___--------- - ------ ---- --------
- ' 1520 0.0000 0.0000 0.0209 0.0073 0.0073 {0.0171 : 0.0965
-_- ---- --- -_ ------- - -__ - ---------
;-----
; I 1530 i 0.0000 ' 0.0000 '0.0171 ; 0.0060 ,' 0.0060 !0.0140' 0.0790
,
--- - � ----- ------ ---_---� ;-
1540 ' 0.0000 ' 0.0000 ;0.0140 ' 0.0049 � 0.0049 �0.0115 0.0647
--- .-- --- -;-- - - r-- -
� 1550 � 0.0000 ; 0.0000 :0.01 15 � 0.0040 j 0.0040 ;0 0094' 0.0530
----__ ;._- __-_ _ --- ------�------ --- �-
- ' 1560 � 0.0000 � 0.0000 0.0094 ' 0.0033 0.0033 '0.0077' 0.0434
_ _ _ _ _ _
. � �-_.---- i
� -- -- .-._---- �---- -_-- --
I ; 1570 � 0.0000 0.0000 !0.0077 ; 0.0027 ' 0.0027 ;0.0063 � 0.0355 i
�--_ i ------ -- i ---r----r-------- i
� 1580 0.0000 0 0000 0.0063 i 0.0022_ 0.0022 ;0.0052 . 0.0291 �
j 1590 0.0000 � 0.0000 ;0.0052 � 0.0018 j 0.0018 0.0042 '� 0.0238
;-- ------ � - -----;-- ----
1600 � 0.0000 0.0000 0.0042 � 0.0015 ' 0.0015 �0.0035 ' 0.0195
' � -- ----- -------- ---- ---- ---- -'----_-------- ' -
' ' 1610 0.0000 � 0.0000 ,0.0035 0.0012 0.0012 0.0028 j 0.0160
� -- _------
_ � �_ - �---------- ----- - - ._.--------------
! 1620 � 0.0000 I 0.0000 0.0028 0.0010 � 0.0010 0.0023 ; 0.0131 i
;-------------- ---------_. _ .- - -- ----- --------- �
� 1630 ; 0.0000 0.0000 0.0023 ; 0.0008 � 0.0008 i0.0019 ' 0.0107 i
' -- ---- - -- �---------' -- __ _r- �
' 1640 0.0000 0.0000 0.0019 : 0.0007 i 0.0007 ;0.0016 0.0088
-----_- I - - -- . ------ -- --
' 1650 ; 0.0000 0.0000 �0.0016 0.0005 , 0.0005 0.0013 ! 0.0072
-_ - - __ _ _ - -- - ____--------- --- --; - -- ---
- - �-
' i 1660 i 0.0000 �, 0.0000 0.0013 ' 0.0004 0.0004 0.0010 ; 0.0059
------r---------- - ------�--- --
-__----- ---
---;-- ;- __. _. -,
, � 16 70 ' 0.0000 ' 0.0000 0.0010 ; 0.0004 0.0004 0.0009 ; 0.0048 '
i � -.-- __ ---------- ---- -- __---- ---�_ ----- -,-- �------- '
I 1680 0.0000 0.0000 '0.0009 ' 0.0003 ! 0.0003 i0.0007' 0.0040 '
,
-- - -- ---- - ---- - -__ ------- _ - -------- - --- -
, ; 1690 0.0000 � 0.0000 0.0007 0.0002 '; 0.0002 ',0.0006 0.0032
;_ _ , -- - --- , -- __ -___ _ - __--_ _ _ _---:. _
! � i 1700 ' 0.0000 � 0.0000 '0.0006 0.0002 0.0002 O.00Q5 0.0027
- - - - --_ - - ----- _ _. _ _ __--- -__ ___ - _ _--- -- -- --
j 1710 0.0000 � 0.0000 0.0005 0.0002 0.0002 0.0004 0.0022
;--- - _ _- _ -- ------ - - - --- --- ----- ---
-- -- - _ _ _- -
, � 1720 0.0000 0.0000 0.0004 ' 0.0001 0.0001 0.0003 ; 0.0018
, -_.-- -- ---_----- - --__ .__ --- ---- -------------- - -- :-__ - -
f 1730 ' 0.0000 0.0000 ,0.0003 ' 0.0001 i 0.0001 �0.0003 0.0015
,- ,____ --_ __ ---- ___-- - --- - ---- -- _- -__ - - - - -----
' i 1740 0.0000 ; 0.0000 '0.0003 0.0001 ' 0.0001 '0.0002 ' 0.0012
_ __ - - _ _ _--_ _ _ -- - - __
; 1750 0.0000 0.0000 0.0002 ' 0.0001 0.0001 0.0002 0.0010
'' �___ _ _ _ _ _ __ . -- - --- -- __ _ _ ____-- - - ---- ---
' 1760 0.0000 0.0000 0.0002 ' 0.0001 0.0001 0.0001 ' 0.0008
�- --___ - - --- - ---_ _ ,_ _ _ _- ---�-------_ - - __ __
! 1770 ' 0.0000 0.0000 0.0001 0.0000 ; 0.0000 0.0001 'i 0.0007
___.__
_----- ;-------- -- ---- -------------- -
------ _ ----
' 1780 0.0000 0.0000 10.0001 0.0000 I 0.0000 0.0001 ' 0.0005
Sforage Characferistics Table for 10 year node
- _ _ _ _ _ -- _
Stage (ft) Increm Vol (acft) Storage (acft) Flow(cfs) !Infil (cfs) S-Odt12 ,S+Odt/2
--- _ -------- - _ _ -----r------ ------
O.00QO ' 0.0000 , 0.000000 ; 0.000000 �0.000000!0.000000 0.000000
� 0.1000 , 0.0390 � 0.038976 0.563031 ;0.000000 �0.035099 '0.042854'
,--- -- _ -- ----- ___ _--------_ -- �--- - _...___ - -----
� 0.2000 ' 0.0393 ; 0.078313 OJ96246 0.000000 0.072829 0.083796
-- -- ---- ------------ - ___ ,__--- ----. -----
r 0.3000 0.0397 ; 0.118010 ! 0.975198 0.000000'0.111294 '0.124726
- ---- ---- --------- -- ------ �------- _ _ ----.-
! 0.4000 ; 0.0401 0.158071 ; 1 .126061 ;0.000000 0.150316 ';0.165826
i 0.5000 ; 0.0404 ; 0.198496 � 1.258975 j0.000000 i0.189826 0.207167
---- -- ;--------- - ---- -- ------- ------- ----------- ___ _
; 0.6000 ' 0.0408 0.239288 , 1.379138 '0.000000 i0.229790 '0.248786
-- _._ ---- -- -- �------------- -- -------- --------_ _ _-- - _
: OJ000 0.0412 : 0.280448 1.489639 '0.000000 i0.270189 0.290707
, --- - _
---- _ . _- -- _-- ------- - -
I 0.8000 0.0415 0.321978 ; 1.592491 ;0.000000�0.311010 0.332945
- --_--------- -------------------- -----�--- --- ----
�----0.9000 ; 0.0419 0.363879 ; 1 .689092 i0.000000 i0.352246 0.375511
_- -
' 1 .0000 � 0.0423 � 0.406152 ' 1 .780459 �000000!.0.393890 '0.418415
_ _
1 .1000 0.0426 , 0.448801 1.867362 ,0.000000:0.435940 0.461662
' 1.2000 � 0.0430 ; 0.491826 ! 1 .950396 �0.000000
� ;0.478393 ;0.505258
1.3000 r 0.0434 ; 0.535229 'r 2.030036 ;0.000000�0.521248 `0.549210
---- --- -- ---�--- - - --- - -------,-- -
1 .4000 ; 0.0438 ; 0.579011 2J50424 0.000000!0.560069 ;0.597954
--- =-- --____----- ---------- _.. __----------- --------
1 .5000 : 0.0442 � 0.623175 3.295627 ,0.000000`,0.600478 �0.645872 I�
------------ ---- _------ - __ --- -----------�---
' 1.6000 '' 0.0445 � 0.667722 3.691606 '0.000000 0.642297�0.693146
' 1.7000 0.0449 � 0.712653 4.024654 '0.000000;0.684935 ;0.740371
-- ------------ - --- ---;----- -------=----;----__
1 .8000 : 0.0453 ' 0.757970 I 4.320006 '0.000000`0.728218 ;0.787722
------_ - ----------- --�- -- --- --- --------:---- ---
1 .9000 0.0457 0.803676 ' 4.589292 0.000000 '0.772069 ,0.835282 '
_--;------- - - -_-- - _ - ---- _ _-- - --- �- --- __
2.0000 ; 0.0461 0.849770 5.663211 0.000000 ;0.810768 :0.888773 �
2.1000 ; 0.0465 ; 0.896256 ; 6.238934 '0.000000'0.853289 � 90 39224 I,
---- ---- - --- _
2.2000 ; 0.0469 � 0.943135 �6.722619 ;0.000000 '0.896836�0.989434 '
--- ____ _ - - ---- -- �---- -- - �-----
2.3000 0.0473 0.990409 ' 7.154599 ;0.000000 0.941135 !1 .039683
---- ----
----- --- -- - --- �-
-__ - -- _ ___--- -
-
2.4000 0.0477 1.038078 7.551227 !0.000000 '0.986073 1.090Q84
_------ - - - ------ -- _ ..__ _ __ -- __---
2.5000 0.0481 , 1 .086146 7.921284 �0.000000 1.031591 1.140700
----.- -_ _ _-----____-- - - ---
2.6000 0.0485 1.134612 8.270222 �0.000000 ,1.077655 ;1 .191570
- ----- -------- __ ---- -
-- ----- - ----.-
�-- �--- ---
2J000 � 0.0489 1 .183480 8.601740 0.000000;1.124240 ;1.242721 '
_-----. -- ------ - _ --- _--- _------- =----__-- ---- ------�
2.8000 0.0493 1 .232751 8.918507 0.000000�1.171329 1.294173 i
_ ___ _ __ _ _ _. -- ____ _ - - - - - __ --_ -----:
2.9000 0.0497 1 .282426 9.222535 0.000000'1.2189101 .345942 '
--- _______ ----- - _ ______ _ _ ------ _ __--- __ --- --- - _ _
3.0000 0.0501 1 .332507 9.515391 0.000000 1.266974 ,1.398040�
_-- ---- -- --- - - -- - ------ -.__ _ -------- --:
3.1000 0.0505 1.382996 9.798327 0.000000 1.315514 1.450477
3.2000 0.0509 1.433894 10.072369 '0.000000 1.364525 1.503263 '.
---- ---- - - _ ----- ----- - --_ _ _-- ---___ ------ _ _- ---- - _ __ ;
3.3000 0.0513 1.485203 '10.338365 '0.000000 1.414002 1 .556404:
----- - ; ___ _ -----�-------- -___- __ __ __--:
3.4000 0.0517 1.536925 10.597034 '0.0000001.463943 1.609907'
�
-- - ---- -- -- _ ,
__ --- -
3.5000 0.0521 1_589061_,10.848987 ;0.0000001.5143441.663779;
- �---
3.6000 ; 0.0526 ; 1.641613 �11.094752 j0.000000;1.565203 1 J18023 ,
__---- �---- -------- -- --------------�__ ------ --____ -------- j
' 3.7000 , 0.0530 ', 1.694583 '11 .334789 �0.000000!1.616520 1.772646;
3.8000 ; 0.0534 1.747972 ',11.569501 �0.000000 1.668292 1.827652 ;
--- - - - - - ---- ___--- --- ,
3.9000 � 0.0538 , 1.801782 j11J99243 �0.000000;1J205201.883044;
_- ' -- -- ----r----- --- ---;---- -- - ;
4.0000 j 0.0542 j 1.856015 i12.024334�0.000000 ;1.773202 '1 938827)
4.1000 � 0.0547 ; 1.910672 i12.245057 0.000000 !1.826339 '1.995004
-- - -_ ___ __ __ _ --i
I
__- -------�--- ------�-----;---_ _ �
4.2000 ' 0.0551 � 1.965754 12.461666 0.000000 '1.879930 2.051578.
---- --_ _ ;------ --------- - --- . -- _ __ --- - - __ --- --
4.3000 0.0555 , 2.021265 !12.674393 '0.000000'1.933975 ',2.108554;
_ --'-- _- '-- ----- ------------- ;
____-- :----- -- ------- -_-
4.4000 ' 0.0559 2.077204 12.883446 '0.000000 '1.988475 2.165933I
__ _ _ __
Routing Table for 10 year Event
___ --- -
---- ---- - -- _--- ---- -
Time Inflow , Avgl Stg S-Odt/2 S+Odt/2 Stg (ft) , Outflow
� (min) (cfs) ' (acft) (ft), (acft) (acft) (cfs) '
� 0 , 0.0162 ' 0.0000 10.0000 ; 0.0000 ; 0.0000 ,0.0000 ; 0.0000
r 10 f 0.0718 0.0006 �0.0000 ,' 0.0000 ; 0.0006 0.0014 r 0.0080
._._--- ----- --__ _------------ __ �---------- -- -------
20 0.1686 ; 0.0017 0.0014 0.0005 ' 0.0022 0.0050 0.0283
___- --- - --- _ _ -_ _- - -------- - --- ----- - _
, 30 � 0.2771 0.0031 0.0050 0.0018 0.0048 0.0113I 0.0635
� 40 0.3724 0.0045 0.0113 j 0.0040 i 0.0084 i0.0197 i 0.1108
' -- ---- - �------'.- - - ,, �---- -----.
i ---- �- -- r--------
50 0.4685 0.0058 0.0197 ; 0.0069 , 0.0127 OA296! 0.1668
- ------- -------;--- ----- --- -.
' � 60 ' 0.5603 0.0071 ;0.0296 0.0104 0.0175 0.0408 ; 0.2297
�_ ,-_ _- - - --- ---- --- -- --- ------ - - -- --- -
': 70 0.6329 0.0082 0.0408 , 0.0143 0.0225 0.0526 � 0.2961
' - - - -- ----- -
I �--------�--_ ----------- i-----� r--------
; 80 0.71 17 ' 0.0093 ,0.0526 ! 0.0185 0.0277 0.0647 ; 0.3642
r--- i------ ---- --i ------:----
' 90 0.7894 ' 0.0103 0.0647 ' 0.0227 ' 0.0330 '0.0771 ' 0.4341
- __ -'------ --- ------- ---- --- - ---- ------
�-----------
' 100 0.8460 0.0113 '0.0771 0.0271 0.0383 0.0894 0.5035
_ ._ _-- - _ ---- - --- ---- - __ _ - --- ---
110 ' 0.8921 0.0120 0.0894 0.0314 0.0434 0.1012 0.5659
- --_ ---- ---- _ - -- - - -- - .-_ _----- ._ _ __ ___ _--- ____ - -
' � 120 0.9316 0.0126 '0.1012 0.0356 0.0481 0.1129 . 0.5931
,
-- _ _ - - -- -- -- -- - _
- - -- _-- --- ___ -- -----
� 130 0.9671 ; 0.0131 0.1129 0.0400 0.0530 0.1249 0.6210
------ - -- -- ----- --- - --'----- --- --- - - - ---
140 1.0009 0.0136 0.1249 0.0445 0.0580 0.1371 0.6495
�, , - - - -- - - ----- --- ---------.
; 150 1 .0331 0.0140 0.1371 � 0.0491 0.0631 0.1494 0.6783
�_._ _ _---- __ _ _-� ------ _ - ----- -------- -- , ------�
� 160 1 .0628 0.0144 '0.1494 ' 0.0538 � 0.0682 0.1619 OJ073 i
- -- -- --- _ - - --------- ____ _ --- - ------- - -- - _---------
- 170 ' 1.1147 0.0150 0.1619 0.0584 OA734 0.1747' 0.7373
� __ _------ _ - - ------ _-- ----------___- �
180 1.1726 0.0158 0.1747 : 0.0633 0.0790 0.1884 0.7691 �
�- 190 -- --1.2071 , 0.0164 ;0.1884 I- 0.0684--- i - 0.0848 0.2025 '' 0.8008 i
,_ _ _ -- ------ - -- _ -----
200 1 .2855 0.0172 0.2025 0.0738 ' 0.0910 0.2175 0.8276 '
__ _ -- ---- ---- -----_ ------- - -- ---_ _ ____ _ __ -
210 1 .3773 0.0183 0.2175 0.0796 0.0979 0.2345 0.8579
220 � � --- ----__----- - -------- --------- I
; � ' 1.4211 . 0.0193 0.2345 i 0.0861 � 0.1054 0.2527 0.8905 '
- ---- -- _---f- -- -- -- - --- --- - - - ----
230 ! 1 5041 0.0201 j0.2527 j 0.0931 � 0.1132 0.2719 ; 0.9250 i
�- ---- ----__ _ '-- --- - -
�_ ___-. _ �_ -- --
; 240 ; 1.5990 � 0.0214 !0.2719 ' 0.1005 ; 0.1219 ;0.2930 r 0.9627
_ . --- -- ------ -- --------- ---- - ----,----.-- ----- �
� 250 � 1.6427 ' 0.0223 0.2930 ' 0.1086 0.1309 '0.3151 ' 0.9980 '
,- --------- - - -- -------- --- -- - --------_ __- - --- - - ------ --- - -
260 1 .7269 0.0232 ;0.3151 �, 0.1172 0.1404 0.3381 1.0327
_ --- -------- _---- - - _---- ------ -- - -- - -- -- --
r 270 1.8233 ; 0.0245 ;0.3381 � 0.1262 ! 0.1506 0.3630 ; 1.0703
�
- -- . - --- ------ -- - ;
; 280 1.8663 � 0.0254 '0.3630 . 0.1359 ' 0.1613 0.3890 ; 1.1094 ;
;
i 290 1.9511 r 0.0263 ;0.3890 , 0.1460 ' 0.1723 10.4157� 1.1469
�- -- -- '-- ----r- --- �
__-_ ------- ---- -- -- --
_ j 300 2.0484 0.0275 !0.4157 j 0.1565 0.1841 �,0.4441 ' 1.1847 ',
- --- ---- �--- ----
-:------_ ---- ---- --
r 310 2.0906 0.0285 ;0.4441 ; 0.1677 ' 0.1962 0.4736 1.2238
� - - -- - ---- --- _ __ - ---- �-- . __ _ _
� 320 2.2359 ; 0.0298 �0.4736 � 0.1794 ; 0.2092 0.5048 ; 1.2648
� 330 j 2.4129 � 0.0320 �i0.5048 � 0.1918 ' 0.2238 �0. 395 9 j 1.3069 �
' 2.4793 ! 0.0337 i0.5399 r 0.2058 0.2395 '0.5776� 1.3522
�- -340 �
350 ; 2.6970 0.0356 '0 5776 : 0.2208 '^ 0.2565 �'0.6184 1 3994
360 ; 2.9610 ^0.0390 �0.6184 �f 0.2372 0.2762 0.6653 1.4513
'-- �------- --�
' '' 370 3.0550 �0.0414 0.6653 0.2562 ; 0.2976 �OJ164! 1.5065 �
� �
_ ;--- ----- ,- 3.3177 � 0.0439 ,0.7164 ,-- --------- ---- -----' - - ------;
; 380 0.2769 0.3208 0.7711 � 1.5628 ;
� 390 i 3.6319 0.0479 '0.7711 0.2992 ^ 0.3471 0.8332 i 1.6246 '
' 400 ' 3.7421 0.0508 '0.8332 0.3247 0.3755 0.9000� 1.6891
:-----'-- - -- -�- '-------------------_ -----__---- -----
' 410 6.1415 ', 0.0681 '0.9000 ! 0.3522 ' 0.4203 1.0044 1 .7843
-- __ --- -------- --- _ ----- -�-------
_ _ _ _ _ _ - -__ _- --;
' 420 ' 9.2559 � 0.1060 1.0044 0.3957 ; 0.5018 ;1.1920 1 .9438
4 0 i 10.2589 � 0.1344 '1.1920 0.4750 0.6094 11.4239 2.8806
; ' -- - - :
----------. --- - - -----�
440 ; 8.6331 0.1301 �;1.4239 0.5697 0.6998 ;1.6142 ! 3.7387 '
---;---------- ---- :- ----- --- ---- -- -- -----
� 450 � 6.1982 0.1021 ;1.6142 0.6483 , 0.7505 1 J213 ;; 4.0877
; �- ------ - ___ - - --- ---- -_-----_ ----.
�_. , 460 5.4875 ; 0.0805 '1 .7213 , 0.6942 0.7747 1.7724 ; 4.23$5
_ _ __ _ ---._-- , -------- _---- -__ ---- -----_ ---- --- - _ _ __
_ 470 4J871 � 0.0708 1 J724 OJ163 � 0.7870 1.7985 4.3157
;----- ---------- --- __ --
---- - - . - ----- -- �
480 4.0867 ; 0.0611 1 J985 0.7276 0.7887 i1.8021 4.3256
,--- -- - - -- - --- - =- -- -------
; 490 , 3.8839 ; 0.0549 1.8021 0.7291 0.7840 !1.7922 , 4.2969
' , ; 500 �3.4934 --0.0508 i 1.7922 0.7248 '' OJ756 �1 .7745 ; 4.2446--- '
- - - _ _ _ - ------_ _ __ _ _ _ _ _ __ _ _ _ __ - - --- --_
510 3.0460 0.0450 1.7745 ' 0.7172 0.7622 1 .7461 ; 4.1609 �
. _-------- _ --- - ---- -- - - - -----_ ---- �
� 520 2.9156 0.041 1 1.7461 OJ049 0.7460 1 J1 18 : 4.0595 �
- --- ------ _ _ __ __-
- -- _ . __ ___ _----
�' ! 530 2.7785 0.0392 1.7118 0.6900 I 0.7293 1.6765 3 9463
�----- -- - -- - -- ---- -- - ---- ------
540 2.6389 0.0373 1.6765 0.6749 0.7122 1.6404 3.8260
;. _ _ _ . __ _ .. -- _---- _ _ - --------- _ - -- -_ __ ____
; 550 2.5993 0.0361 1.6404 0.6595 0.6956 1 .6052 ' 3.7088
I� --- ---- - - --- ; -
� - _ -- --- ; -_- - -
; 560 2.4881 0.0350 1.6052 � 0.6445 0.6795 1 .5712 ', 3.5776
--- -- ----- - --- -- -------- --- - - ' --------- ___ ----;
570 2.3554 0.0334 ,1.5712 0.6303 ; 0.6636 1.5375 ' 3.4442
580 ; 2.3173 ; 0.0322 1.5375 ♦ 0.6162 � 0.6484 i1.5053 �3164 '',
' - -- -- -- ; -------_ .-- --.------- - - -r-------- - ------ -- �
j 590 " 2.2397 �0.0314 1.5053 0.6027 0.6341 1.4753 '' 3.1612 !
- ----------- - ___------ ----- _----------------_ ;-_ ----.-__---- ------
; 600 2.1502 0.0302 ;1.4753 ' 0.5905 0.6207 �1.4476 3.0098 i
--- ----- ------
i---_--- - �
- - --__- -- -------- --------- -----
610 2.1246 0.0294 1.4476 '; 0.5793 ; 0.6087 ;1.4225 2.8731
� 620 ' 2.0841 i 0.0290 I1 .4225 ; 0.5692 i 0.5981 il. 004 4� 2.7526- j
'------ -- - __- ---------- _ ___ ,
----- _ - ;--------!---�_ -----
' ; 630 2.0391 � 0.0284 ,1.4004 0.5602 ; 0.5886 ;1.3809 i 2.6126 i
-------- --- ---- ----.---- '- __ _---- -:--- --------�- -
i
640 ' 2.0266 ' 0.0280 1.3809 0.5526 0.5806 �1.3645 � 2.4946 '.
. � �- - - - ---- --- _ ---------- _--- - _ - - --- �
650 ' 1.9898 ; 0.0277 1.3645 ' 0.5463 0.5739 1.3507 r 2.3956 �
, - ------ ----- ,
----- - -
r - -- � --- ' 0.5680 1 3386 r 2.3085
� 660 ! 1.9457 0.0271 1.3507 0.5409 j .
-- --------- --- -:------ ;
6 ; 1 .9333 OA267 i1.3386 ; 0.5363 0.5630 � 31 282 � 2.2333
-,---;---
' � 680 ! 1 .8963 ; 0.0264 ;1.3282 ; 0.5322 �0.5586 ,1 192 2.1685
� __ __ -- ------- - ---- - ---- --__ _ _
690 , 1.8520 0.0258 1.3192 0.5287 ' 0.5545 �1.3109 ' 2.1086
;
700 I 1.8395 0.0254 1.3109 � 0.5255 � 0.5509 i 1.3035 ; 2.0551 �
�--- -
710 1 .8023 ' 0.0251 '1.3035 j 0.5226 0.5477 '1.2965 ( 2.0273
-- -- ----- - ------- _- --------- -- -_ ---; ---'
720 1 .75 79 ' 0.0245 !1.2965 ', 0.5198 0.5443 1.2888 � 2.0211 '
_ __ ----- --- - -. . _-�__ -------
730 � 1 .7451 0.0241 �1.2888 0.5164 , 0.5406 ,1.2803 i 2.0144
_---=--- -_ -- �..._-- , - -__-- ---------- --- -- ----- '
740 � 1.7419 0.0240 1.2803 i 0.5128 ; 0.5368 j1.2718 2.0076
750 �1 J413 i 0.0240 '1.2718 � 0.5092 ; 0.5332 ,2 35 : 2.0010 �
760 � 1.7416 ' 0.0240 !1.2635 � 0.5056 0.5296 1.2554 ' 1.9945
- --- ---� ---- ---------- ---------
770 1.7081 0.0238 1.2554 0.5021 0.5259 1.2469 1.9878
---- _ .._-- --- _ _-- --
780 ��1.6645 0.0232 ,1.2469 , 0.4985 ; 0.5217 1.2375 ; 1.9802
790 � 1.6520 0.0228 1.2375 i 0.4945 �.5173 �ir1.2274 1.9722
---- ---__ ._ -------- - _-- -- -- -�--------------- -',
800 ' 1.6486 0.0227 1.2274 � 0.4901 ! 0.5129 !1.2173 ' 1.9642
------------ _ _ ---- ------- - ------------- ------- -- - - - ------:
810 1 .6480 0.0227 1.2173 0.4858 0.5085 1 .2074 1.9563
--- - - ------- __ ---_ __ _ -- - -- _. _ __ --- - -
820 1 .6482 0.0227 '1.2074 0.4816 0.5043 1 .1977 1.9485
_ __ _ - - __---- --. _ - -- - ------ - _ ----- - _- -
830 1 .6145 0.0225 1 .1977 ; 0.4774 ; 0.4999 1.1877' 1.9402
---_ -
840 1.5707 0.0219 1.1877 '---- -- --
; 0.4732 ; 0.4951 i 1 .1767 1 .9311
------- __ . - -- --------
,-------------------------- ----
850 1 .5580 0.0215 1.1767 ' 0.4685 0.4901 '1 .1651 1.9214
- ---. __ - --- ----_-, --- -------- - -- --- _-- ------ -- _
860 1 .5546 0.0214 1.1651 0.4636 0.4850 1 .1536 1.9119 �
---_ __ _ _- - __ ___ - 0.4801 1 .1423 _ 1.9025
870 1 .5538 0.0214 '1.1536 0.4587 �'�
__ - - - - --- - --- - - � __ - - -
880 1 .5539 0.0214 1.1423 ; 0.4539 0.4753 1 .1313 ' 1.8933
__ ---_ _ _----- ----- - ---- ' - ------ - -- -- --
_ ,_
890 1.5200 0.0212 1.1313 0.4492 0.4704 1 .1200 1.8840
-- -- ___ _ -- --�--- _._. _-- --_ ----- --- _ _ _ --
900 ' 1.4761 0.0206 '1.1200 0.4444 0.4651 1 .1078 1.8739
_-- - _ _ _ __ _ _- _- -- _----- - --- - _ _ __--___
910 ' 1 .4633 0.0202 1.1078 ! 0.4393 0.4595 1 .0950 1.8630
----- - - _ _ ---- - - -- -- _-
920 1.4597 0.0201 1.0950 0.4338 0.4540 1.0822 1.8519 �
- ----- - - ;-- _---- _ - -- -------,
930 1.4589 0.0201 1.0822 ; 0.4285 0.4486 1 .0697' 1.8411
940 ; 1.4589 ; OA201 1.0697 ; 0.4232 0.4433 ;1.0576 �, 1.8305
�--- �--- - ------------,----------
950 � 1.4591 . 0.0201 1.0576 0.4181 0.4382 ;1.0457' 1.8202 ;
_----- �--- ---------------- �----- -- -------------.-- ----- -------,
960 1.4594 0.0201 1.0457 ; 0.4131 0.4332 '1.0342 ' 1.8102
- ----- -------- --- --- - .- ---- -- --- ;- ----- ------
970 1.4597 ; 0.0201 1.0342I 0.4083 ; 0.4284 1.0231 1.8005
___ ---- �--------I ---- ------I----- -;----- ------- -1
980 '; 1.4258 ' 0.0199 1.0231 I 0.4036 ; 0.4235 1.0117'; 1 J906 '
----
.----- �--- ------ ; _ � . _ ---- I
; 990 ; 1 3817 , 0.0193 ;1.01171 0.3988 0.4181 0.9993 ' 1.7799
_-
r- - - ------ - � _ -- --- I
; 1000 ; 1 .3688 0.0189 0.9993 0.3936 0.4126 0.9864 1.7680 '
� ---- r-- --- ---- -- - -- - __ _ --------- - _ _ - - - .
i 1010 ' 1 .3652 0.0188 ;0.9864 0.3882 0.4070 �0.9735 1 J562
� -------- _ _ --- - - -- - - ---- - ;
; 1020 ' 1.3643 ; 0.0188 ;0.9735 j 0.3828 0.4016 '0.9609 1.7447
- --------- �___ _ .._ _------------ -------
! 1030 ' 1.3642 i 0.0188 '0.9609 ; 0.3776 I 0.3964 0.9487 1.7336 �
! 1040 i 1.3301 I 0.0186 `0.9487 � 0.3725 i 0.3911 j0.9363 ; 1.7222 ;
-- ---- - ------ -------- ---- - ----- -
1050 ' 1.2858 0.0180 0.9363I, 0.3674 0.3854 0.9230 ', 1.7101
- ' - ------- - - ------ -----------:
1060---i r �-- �
1.2728 0.0176 i0.9230 ! 0.3618 0.3794 0.9092 ; 1.6975 ;
1070 � 1 .2691 ; 0.0175 "0.9092 0 3561 i 0.3736 ;0.8954'' 1.6847 �
----- - -- --------------- - _--- ------- -.._---- --
1080 1 .2682 i 0.0175 �0.8954 ! 0.3504 r 0.3678 0.8820 1.6717
----------_ __ ------ ---� _ ------- ----------- - ----
1090 1.2681 0.0175 I0.8820 i 0.3448 ' 0.3623 ,0.8689 : 1.6591
____------------�- ._ _ _------ -- ---- ; -- -------
1100 ; 1.2338 ' 0.0172 '0.8689 ; 0.3394 0.3567 0.8557! 1.6463
1110 ; 1.1895 0.0167 �0.8557 ; 0.3340 0.3507 �0.8416 I 1.6327
_ ---- ----- ------- - ----
-
1120 I 1 .1765 ' 0.0163 '0.8416 i 0.3282 I 0.3445 0.8271 � 1.6187 ;
--- ----- ------- � ,_ _ ___ ---- -- --- --� ----'------_-----�
1130 1 .1727 0.0162 0.8271 0.3222 0.3384 0.8127 1.6048 '
-- _ -- -- - -- --- --- --- ---- ,
.- ------ -- - --
1140 1.1717 , 0.0161 0.8127 0.3163 ' 0.3324 �0.7987' 1.5912
1150 i 1.1716 ! 0.0161 OJ987 i 0.3105 0.3266 'OJ850 ; 1.5771
------ �-- --- ;----- - �-_ - ---- -----_--- __-- - - ---------'.
1160 ; 1.1716 0.0161 !0.7850 � 0.3049 0.3210 'OJ718 � 1.5635
- -- . --,- -- - - ------ - I--- -�----- - •
1170 1 .1717 0.0161 'OJ718 : 0.2995 0.3156 0.7590 1.5503
- -- -- __ __ _ __ _ _ --__ _ - ---- - ----- _ __ - _-
1180 1 .1719 0.0161 OJ590 0.2943 ' 0.3104 '0.7467' 1 .5377
-- ---- -- - ----- _ - _ _-- _ - _- - - - - -- -- - - - --- - - - __
1190 1.1721 0.0161 0.7467 0.2892 ' 0.3054 i0.7348 1.5254 ,
1200 � 1.1722 I 0.0161 OJ348 ', 0.2844 0.3005 �0.7232 1.5135 '
- - - ------ ------ . .__- ,---- -�..
1210 � 1.1724 ' 0.0161 0.7232 0.2797 0.2958 0.7121 1.5021
- --- - -- - -;- --- _ ____ . . --- . _ _ _ _-- _ __ _ --
1220 1 .1725 0.0161 OJ121 ' 0.2751 0.2913 OJ014 1.4910
-- - - -- _ __ _ _ _--- _ _ _ ___ ,
1230 1 .1727 0.0162 OJ014 0.2707 0.2869 0.6909 1.4796
--- _ --__ __ _ _ _---- _ _ -- -- - - -- - -- - - ---
1240 1.1728 0.0162 0.6909 0.2665 0.2827 0.6808 1.4684
--- --- - - -_ �_ _ ---
1250 1.1730 0.0162 0.6808 0.2624 0.2786 0.6711 1.4577 �
----- .-- _ ---- ;--- _ -- ---- ---- -- - ----
1260 ; 1.1731 ' 0.0162 0.6711 0.2585 0.2747 0.6618 1.4474 �
1270 �� 1 .1733 - -0.0162 0.6618 0.2547 _ 0.2709 0.6527 ' -
- , 1.43 74
- ----- - -__ - - -- - - -- __ ------ - - -- _ _ _, _ _ _ _
1280 1 .1390 0.0159 !0.6527 0.2511 0.2670 0.6435 ' 1.4272
-- __ _ -- _--__
_ - - - _ ---- ------- - --
1290 1.0945 0.0154 0.6435 0.2474 0.2627 0.6333 � 1.4159
- --- ---r-- �------
1300 !, 1.0814 ^ 0.0150 0.6333 0.2432 0.2582 '0.6225 ; 1.4040 i
---�---- - . --- ---------
------------ ----- ---- -------
1310 ; 1.0776 � 0.0149 0.6225 ; 0.2389 0.2538 �0.6119 1.3922 !
--- --- --- r _ -__ -----�- -------- - ---- ---- � -------_ _---- ---
1320 1.0766 ' 0.0148 0.6119 ; 0.2346 0.2494 !0.6015 1.3808
_ . . _ -- ,--
- --- --- ,_ - -- -- _ --- --- - --- -
_ - -- --;
1330 � 1 .0763 0.0148 '0.6015 i 0.2304 0.2452 0.5914 1.3689
------ --__ _ __ _-- - .------,- _-----' --- - - - - _ �
1340 1 .0764 0.0148 '0.5914 ' 0.2264 � 0.2412 0.5818 ! 1.3572 �
1350 1.0764 0.0148 ''0.5818 0.2225 � 0.2373 0.5725 �
- - - 1.3461 :
-------_ ---- -------- - -,- ---- ---�- ---
1360 1.0765 0.0148 0.5725 0.2188 0.2336 0.5636 ' 1.3353
--- --- --- - - - -- __---- - __ - _ _ _- --
1370 ; 1 0767 ; 0 0148 0.5636 '�, 0.2152 0.2301 0.5550 i 1.3251 ' i
_ . --- - ._ -
-- - - -�
1380 ; 1.0768 i 0.0148 0.5550 ! 0.2118 0.2266 �0.5468 1.3152 '
----- �
, � ---- - ---- _ ---,,---- -- ----� �
', 1390 i 1.0769 �0.0148 !0.5468 � 0.2085 0.2233 ;0.5389 ; 1.3057 � ii
; _.__r-_-___..___ -- -____ _f__._-_.-_________-� I
' 1400 � 0.6982 � 0.0122 i0.5389 � 0.2054 ; 0.2176 ',0.5250; 1.2891 �
� 1410 '' 0.2070 ! 0.0062 �0.5250 0.1998 0.2061 �0.49731 1.2554
;_-----------;-_ --�------:- - -------------;----
! 1420 0.0614 ; 0.0018 !0.4973 0.1888 0.1906 0.4600; 1.2058
1430 0.0182 0.0005 0.4600 0.1740 0.1746 10.4211 ' 1 .1542
'� 1440--- ------ ___----- - _ ----- --------- ------------
' 0.0054 0.0002 0.4211 0.1587 0.1588 !0.3830 1 .1004 '
---- ,---- ---- - - - -- --- --� ----- - ----�
1450 � 0.0016 0.0000 0.3830 ! 0.1437 i 0.1437 �0.3462 ' 1.0449
-- --,--- _ - --- � -- -----�--- -- - --- - '.
1460 0.0004 ' 0.0000 0.3462 ! 0.1293 0.1293 �0.3112 0.9921
1470 0.0001 ' 0.0000 '0.3112 ' 0.1157 ' 0.1157 !0.2779 : 0.9356
----'--- _ _ -- --__--- ----- -----'- - -__----r---'
1480 0.0000 0.0000 `0.2779 0.1028 0.1028 !0.2464 ' 0.8793 '
-------- _ _--_ __---- ---------- --------------- ------- - -.
1490 0.0000 0.0000 0.2464 0.0907 0.0907 0.2168 ' 0.8263
_----- - _ ----- -- --- - - - ----- -
1500 ; 0.0000 0.0000 '0.2168 0.0793 0.0793 0.1890 0.7706
- - -- --- -- --- - - -- -- --
1510 ! 0.0000 0.0000 0.1890 ' 0.0687 0.0687 ;0.1631 ' 0.7102
---_ : _-- ---- -______ _ � ------- - ----- ' --- -- -;
1520 0.0000 ' 0.0000 0.1631 ; 0.0589 r 0.0589 0.1392 0.6544 �
------_. _ _ _- - -----
-__ ------ - - ----
1530 0.0000 0.0000 0.1392 0.0499 0.0499 0.1172 0.6031
- -- --- _ __ --- -- - - - _ - - _ _ _ - -
1540 0.0000 0.0000 0.1172 0.0416 0.0416 0.0970 ' 0.5463
_ - - __ __ _ __- - --- - - ___ _ -- - ---
1550 0.0000 0.000� 0.0970 0.0341 0.0341 0.0795 0.4474
- - --_ _ - - _ _ . __ _ --- _ _ _-.-- -- -_ __ -- - -- - _._-;
1560 0.0000 0.0000 0.0795 0.0279 0.0279 0.0651 : 0.3665
------- ---- ---- ------ ------ -
1570 0.0000 O.OQ00 0.0651 0.0228 0.0228 0.0533 0.3001
1580 0.0000 0.0000 0.0533 0.0187 0.0187 0.0437 0.2458
_ __ __ . _ _ _ _ _ _ ----
1590 0.0000 0.0000 0.0437 0.0153 0.0153 0.0358 0.2013
- - - - - -- -- - - _ _ - ---____ _ - -
1600 0.0000 0.0000 '0.0358 0.0126 0.0126 0.0293 0.1649
_ _ . __ _ ___ _ - - - -- - --- - ___ --
1610 0.0000 0.0000 i0.0293 0.0103 0.0103 '0.0240 0.1351
---- ---- ---_-- - ----- _ --_ __ -- - ---- ------:
1620 ' 0.0000 0.0000 '0.0240 0.0084 0.0084 0.0196 ' 0.1106
- _ _ - - - _ _--- _ _
1630 0.0000 0.0000 0.0196 0.0069 0.0069 0.0161 0.0906
- _--- --- _. -- - ---- _ -- -- --
1640 0.0000 0.0000 0.0161 0.0056 0.0056 0.0132 0.0742
--- --_ _ ___ _ _ ------ -- _ _ - -_ _ . - ---
1650 0.0000 0.0000 0.0132 � 0.0046 ' 0.0046 '0.0108 0.0608
- - -- ------ -- ----
�--- _---- _ ___ _ -- -
1660 ' 0.0000 ; 0.0000 0.0108 0.0038 � 0.0038 '0.0088 0.0498
_ _---- ------- - ----- -- ----
_ ----- -- --- - ----r-__ --- -- - --- -
1670 0.0000 0.0000 0.0088 0.0031 0.0031 0.0072 0.0408
----- - -- -- =--- - - - - ---__ . _ ----_ _ _ ------_ --- __ __ - ___ _---
1680 0.0000 ' 0.0000 0.0072 0.0025 0.0025 ;0.0059 0.0334 I
---- . - ---- --- . -- - - ___---_
1690 0.0000 0.0000 0.0059 ' 0.0021 0.0021 '0.0049 0.0273 '
_. - --- - ---- ------- ---------.------- ----
1700 � 0.0000 0.0000 '0.0049 i 0.0017 0.0017 i0.0040 0.0224 ' '
� I ,
-- -- ----- ----- - .__ . _ - -- - -----'-- --
1710 '; 0.0000 ' 0.0000 0.0040 '� 0.0014 0.0014 �0.0033 ' 0.0183 '
--------- -__ -- -------- ------- - ---------- -- -- _ _---�
1720 0.0000 ' 0.0000 0.0033 ! 0.0011 0.0011 0.002 7' 0.0150 �
-- --.__ _ __ .. . _ _ --_ -- ;- -- - --_ , _ ----- - ----- -- -- ;
1730 0.0000 0.0000 0.0027 j 0.0009 0.0009 0.0022 ' 0.0123 j
--- - ---- - - __-- __ -, ---- - -- , -;
1740 , 0.0000 i 0.0000 0.0022 ; 0.0008 , 0.0008 0.0018 i 0.0101 1
1750 � 0.0000 ( 0.0000 0.0018 --- ------�-- ------- ----- ---
-------
_ _ - ----
; 0.0006 ; 0.0006 0.0015 � 0.0083 ; '
; - ----r-- -- ;---
, 1760 0.0000 � 0.0000 ';0.0015 ! 0.0005 0.0005 ;0.0012 0.0068
; 1770 ' 0.0000 j 0.0000 �0.0012 j 0.0004 ; 0.0004 �r0.0010'-0.0055 �
� -� ---- , --- ---------- -- ---,0.0008 :, 0.0045 '
' 1780 0.0000 0.0000 ;0.0010 � 0.0003 ; 0.0003 � �
;
� 1790 'r 0.0000 0.0000 0. 000 8`�0.0003 i 0.0003 0.0007 0.0037
r----------- ----------- --- ---- ---- ------- -- ---
1800 ; 0.0000 i 0.0000 '0.0007 ' 0.0002 0.0002 ;0.0005 ' 0.0030
-------- - ------- --- r-
; 1810 0.0000 j 0.0000 '0.0005 , 0.0002 0.0002 ;0.0004 I 0.0025 ;
' -------;
� 1820 I 0.0000 � 0.0000 '0.0004 I 0.0002 0.0002 ;0.0004 � 0.0020 �
i 1830 ' 0.0000 ' 0.0000 �0.0004 � 0.0001 ! 0.0001 '0.0003 ''� 0.0017 i
' 1840 � 0.0000 ; 0.0000 !0.0003 ' 0.0001 � 0.0001 0.0002 i 0.0014 �
_ _____ -_ _ __- f.-_.___"____.___.-___�,__ -_. .
� 1850 0.0000 ; 0.0000 0.0002 0.0001 ^ 0.0001 0.0002 '^ 0.0011
, 1860 ' 0.0000 - ----- - - - _ ---- _ - ---------- ----�- ---------
-- - --- --- -----
' ' 0.0000 0.0002 0.0001 0.0001 0.0002 i 0.0009
-. -- ,
-- --- -�---_---_- -- ---r--�-
j 1870 i 0.0000 I 0.0000 0.0002 ; 0.0001 ' 0.0001 �0.0001 ! 0.0008
r 1880 0.0000 0.0000 0.0001 � 0.0000 0.0000 0.0001 ; 0.0006 ;
-� ----
------ - ------ ----;------------ ;- --------- -- ---
1890 ' 0.0000 0.0000 '0.0001 ' 0.0000 0.0000 0.0001 0.0005
Storage Characteristics Table for 100 year node
__ ---- ___ ___ - - - _ __-- - _
Stage (ft) Increm Vol (acft) Storage (acft) Flow(cfs) Infil (cfs) S-Odt/2 :S+Odt/2
.-- -- -------- - -- - --------- ----- - -- - --- -------- ;
I 0.0000 0.0000 0.000000 ' 0.000000 O.00OOQO.0.000000!0.000000;
" 0.1000 '� 0.0390 0.038976 0.563031 0.000000 0.035099 0.042854'�
-- ----- _ _ --___- --- -- --- -- --- - _ _ - ---- - ------------__-
0.2000 0.0393 0.078313 OJ96246 0.000000 0.072829 '0.083796
_---- _ _ ____._ _ ---- - - - _ . �__ _ - --
0.3000 0.0397 0.118010 ' 0.975198 0.000000.0.111294 0.124726.
---- ---------------- -- - ---- - - -_------ .---------- --
; 0.4000 0.0401 0.158071 � 1.126061 0.000000 '0.150316;0.165826;
; --- ---------- ----- �---
--- -------_:- � , - - ---
� 0.5000 � 0.0404 ; 0.198496 ' 1.258975 'O.00OOQO',0.189826 ;0.207167'
' 0.6000 � 0.0408 � 0.239288 ` 1.379138 0.000000 f0.229790 �'0.248786'
--- ---- --- ---- __-- --- --__ _ __ _.__ - - -- ._ .-- -____ _ �
0.7000 ' 0.0412 '' 0.280448 1.489639 '0.000000 0.270189 0.290707'
r------- ---- --- ----- ---- - -- -- ---- - _ - ----- -- ------------
:: 0.8000 0.0415 0.321978 '; 1 .592491 0.000000 �0.311010 0.332945
0.9000 ; 0.0419 ' 0.363879 ' 1 .689092 '0.000000;0.352246 '0.375511
1.0000 j 0.0423 � 0.406152 1.780459 �0.000000;0.393890 0.418415
1.1000 r 0.0426 ' 0.448801 1.867362 '0.000000�0.435940 0.461662
-----r- -- -- ---- --- •-------,,-------- ---- ------..
1 .2000 ! 0.0430 �; 0.491826 1.950396 '0.000000 0.478393 ;0.505258�
r------------- -------- ;-
I 1 .3000 '; 0.0434 0.535229 ; 2.030036 0.000000 ,0.521248 '0.549210'
�1.4000 ; 0.0438 0.579011 I 2J50424 0.000000 0.560069 0.597954
' 51�. 000 � 0.0442 i 0.623175 � 3.295627 '0.000000 �0.600478 ;0.645872
----- ---- --- -. ----------
'' 1.6000 i 0.0445 ' 0.667722 3.691606 '0.000000 0.642297 i0.693146
-- -;-------- --------------- ---- __------- - --
� 1 J000 ; 0.0449 ; 0.712653 '; 4.024654 �0.000000'0.684935 '0.740371
�---
j 1.8000 'r 0.0453 ( 0.757970 i 4.320006 i0.000000!OJ28218 '0.787722
' 1 . 009 0' 0.0457 0.803676 ' 4.589292 '0.000000 '0.772069 ''0 835282
r I-____._.____, ��-__
' � 2.0000 ; 0.0461 ; 0.849770 5.663211 �0.000000 j0.810768 ,0.888773 �
r2.1000 i 0.0465 0.896256 _i 6.238934 0.000000 0.853289 �0.939224�
2.2000 �.0469 :� 0.943135 ,6 722619 0.000000;0.896836 '0.989434'
-�---- -
; 2.3000 r 0.0473 � 0.990409 ' 7.154599 '0.000000;0.941135 ;1.039683
' 2.4000 0.0477 1 .038078 7.551227 ;0.000000 ',0.986073 '1.090084'i
, ----- _- --- -- - ---- ____ -- - ------__ _ _-----_ - ------- --
2.5000 i 0.0481 1.086146 ' 7.921284 0.000000'1.031591 ;1.140700'
; j 2.6000 ! 0.0485 i 1.134612 ; 8.270222 '0.000000 ;1.077655 1.191570
;-- -- �----- '--- ----�------ ,-
� � � 2.7000 ' 0.0489 1.183480 ` 8.601740 !0.000000 :1.124240 ;r1.242721 .
--- ----_ ----- - ------ --- . .�-----
� ' 2.8000 ' 0.0493 1.232751 8.918507 '0.000000 1.171329 '1 .294173 !
; �- _--- -- ---- -_ _- _ _---- �------ -,---- --- _ -- -- - ___;
' 2.9000 ; 0.0497 1.282426 � 9.222535 0.000000 1.218910;1 .345942i
.--- ---- - -------- �--------------- _ -------------- -,
� 3.0000 : 0.0501 � 1.332507 ; 9.515391 0.000000 '1.266974 1.398040'
--- ---------- ----- --r- -
� 3.1000 ; 0.0505 1.382996 9.798327 ;0.000000�1.315514 1.450477',
3.2000 � 0.0509 1.433894 10.072369 '0.000000:1.364525 '1 .503263
- --- __ , ------- __ -- - -- _ : _ _-.
' 3.3000 0.0513 1.485203 �10.338365 0.000000 1 .414002 !1.556404'
_ ---- __ ---__ ___ -- - - - - ---- - _----__ _ __ __ _ __----- _ __ _----
3.4000 0.0517 1.536925 10.597034 0.000000 1.463943 1.609907.
3.5000 ; 0.0521 1 .589061 10.848987'0.000000�1.514344 1.663 779
; � �
_ ; --- -r-- ---- --i----------- r--- -- ---- ----i
3.6000 ; 0.0526 1.641613 �11.094752 '0.000000 1 .565203 1 .718023 !
-- ---� ---- -- r-- - ---- --- ---- --
',' 3.7000 0.0530 1.694583 11.334789 0.000000 1 .616520 '1.772646;
�._� -- - - - -- _ _ ___- -- __ _ __ _- _
3.8000 0.0534 1.747972 11.569501 0.000000 �1.668292 1 .827652
_. _ -- ---- - - -- _ -- ------,---__ __-:- -- - ---- -- --- ------
� ' 3.9000 ' 0.0538 1 .801782 11.799243 0.000000 '1.720520 '1.883044
, ,
_ - - _ -- __ _ ----- -- - -_ ----- - -- - _--- _._,__ - ----,
� 4.0000 I 0.0542 1.856015 �12.024334 0.000000 1.773202 '1.938827�
_ ----- -- - ----------- -- -- - ------�------ ----
4.1000 ; 0.0547 1.910672 '12.245057 0.000000 1.826339 ,1.995004;
, --- ---- --- - -- - __ --_- - - ,---_ __ - - --- ----- --i ,
4.2000 ; 0.0551 1.965754 12.461666 ;0.000000 �1.879930 '2.051578�
: ----- -_ _ --- ____ _ _ __- - -- - - _--- ---------------- -- -----
' 4.3000 , 0.0555 2.021265 12.674393 '0.000000 1.933975 2.108554
�- ------ ---- - - - __ _ _ ,- __ _ __ _ _ _ - _ _- - ----_
' 4.4000 ' 0.0559 2.077204 �12.883446 0.000000 1.988475 '2.165933 i
Routing Tab/e for 100 year Evenf '
_---- ------- - - ---- __ __--- ---- ----__ _ _ __ -- ---- --
____
Time Inflow Avgl Stg S-Odt/2 S+Odtl2 Outflow
; (min) (cfs) (acft) (ft), , (acft) (acft) Stg (k) (cfs)
; i._ -----__--- ------ --------- --- - ------ --- ------- - --- _---- - �
0 0.0286 , 0.0000 0.0000 i 0.0000 0.0000 0.0000 0.0000 �
�-- -
--- ---'--- - -- -- _ _ _-'----- _ --- _ _ - _ ---- - -- - - --
---
; 10 0.1280 ' 0.0011 0.0000 '� 0.0000 0.0011 0.0025 i 0.0142
�-- -�----- ------- ;-----_ -
i 20 j 0.2706 ; 0.0027 0.0025 ' 0.0009 ! 0.0036 0.0085 0.0477 i
---- ------ -- ----- ---- ----- -- - ' �
-- �- -,
30 ' 0.4397 ! 0.0049 '0.0085 i; 0.0030 � 0.0079 10.0184 : 0.1033 '
� 40 ' 0.6120 ` 0.0072 �0.0184 � 0.0064 ' 0.0137 �0 0319 j 0.1798
--- ---- I--- -- - -------------- _---
i 50 ; 0.7469 0.0094 0.0319 ! 0.0112 0.0206 0.0480 � 0.2702
--- -------- _ -- ------------- -�---- - _ --
--- -----,
' 60 ; 0.8809 j 0.01 12 �0.0480 ' 0.0168 ' 0.0281 ,0.0655 0 3686 '
`-- ------ ------=-- - - - - �
-- ------ ------- ----------_ _ -- - - _ ___-- ---_ ._-. - --_ ----- _
E 70 1.0067 ; 0.013� 0.0655 ; 0.0230 0.0360 0.0840 � 0.4727
j 80 � 1.0989 � 0.0145 0.0840 ; OA295 � 0.0440 �0.1027 r 0.5694
��I i 90 '; 1.2020 ' 0.0158 0.1027 ; 0.0361 i 0.0520 `0.1223 � 0.6150
� 100 � 1.3055 0.0173 ''��.0.1223 0.0435 ; 0.0608 �;0.1438 ` 0.6651
; j 110 ; 1 .3797 ; 0.0185 i0.1438 ; 0.0516 + 0.0701 '0.1666 ! 0.7182
;- 120 I 1.4416 ; 0.0194 0.1666 ; 0.0602 ' 0.0796 0.1898 i OJ726
; 130 j 1.4951 ' 0.0�02 '0.1898 j 0.0690 0.0892 ;0.2133 ; 0.8200
� 140 i 1.5420 0.0209 i0.2133 i 0.0779 � 0.0988 '0.2368 ; 0.8620
1.5835 0.0215 '0.2368 ----------------------------
� i 150 ' 0.0870 0.1085 0.2603 ' 0.9042
� ' - -__---,-------- �-- ------------ - ------------ �-----
160 1 .6206 0.0221 ;0.2603 ' 0.0960 0.1181 0.2838 : 0.9463
, 170 1 .6539 � 0.0226 :0.2838 ; 0.1051 T0.1276 ';0.3071 ;� 0.9858
�' r._.__� �___
_ ' ` 180 1.7219 i 0.0232 '0.3071 ; 0.1140 0.1373 '0.3306; 1 .0213
------�--- ------_ - - ------- ----------- �-----__-_
�-- ; 190 � 1.7993 � 0.0243 '0.3306 � 0.1232 ' 0.1475 '0.3554 ' 1.0587
, --------- -------- ----- '--- -_ ------- ---- ------ ----- - -----.
�, ! 200 ' 1.8411 0.0251 0.3554 0.1329 0.1580 0.3809 � 1.0972
�_ � ------------ ------ __------ ------ �------ - _ ---- - ----- __---�- ------ ---_
�210 1.9494 0.0261 0.3809 0.1429 0.1690 0.4076; 1.1361
;-- ------ _----------- - --------�- ---------------
� ; 220 ', 2.0778 ', 0.0277 0.4076 '; 0.1533 0.1810 �0.4368 ' 1.1750
; 230 ^2.1336 � 0.0290 0.4368 ; 0.1649 0.1939 0.4678 ; 1.2162
, -------- -- ----- ------- - --- __------ ------------- -- ---------
' ` 240 2.2477 0.0302 '0.4678 ; 0.1771 0.2073 0.5003 1 .2593
ij
, __ _------- --- _ _ __-- _ _---- -- - --- - ------- - - -
250 2.3794 0.0319 0.5003 ' 0.1899 0.2218 0.5352 ' 1.3013
_ --- ----- .�-- _---- -- ----- - - -- - ---- - - --- ------- ------ ---
'F j 260 2.4348 0.0332 ;0.5352 0.2039 0.2370 0.5718 ; 1.3452
� ,-----_-- _ _ ____ --- ---- .- ---
-- ------- -- ------ __ �----- ------- -
270 2.5500 ': 0.0343 0.5718 0.2185 0.2528 0.6097' 1.3898
;___- --- - -- ------- ----- --------------- ----,- - -------
� �, 280 ; 2.6828 � 0.0360 0.6097 ' 0.2337 0.2697 0.6500 ' 1.4344
-- --- _---. _ _- ---- __ ------- ---_--- ----
'--� ; 290 ' 2.7373 � 0.0373 0.6500 '; 0.2500 0.2873 0.6919 1.4807
___ ---- --- ----- --__ _ _------ - _------- --- ----- -----__--___
- 300 � 2.8528 0.0385 0.6919 0.2669 0.3054 OJ348 1 .5255
__---- - -_------ -- --
---------
' � 310 2.9864 0.0402 0.7348 0.2844 ; 0.3246 �OJ803 ', 1.5722
320 ' 3.0397 I 0.0415 'OJ803 3030 ! 0.3445 :0 8271 ; 1.6186
_ - --� -�---- ---- ------
� 330 I 3.2423 0.0433 �0.8271 ; 0.3222 0.3654 '0.8763 ! 1.6662
;--340 '--3.4902 r 0.0464 '0.8763 - - 0.3425 -- 0.3888 '0.9311 � 1.7175 -
�-------- --- --�___-- ----------------------- -- ---------__
! '� j 350 i 3.5779 � 0.0487 0.9311 � 0.3652 , 0.4139 0.9894 1.7708
I _------'------, ---- -- --- `
-- :-----_
360 � 3.8826 ' 0.0514 '0.9894 '� 0.3895 0.4409 1.0519 : 1.8256
;----- ------- -------_ --- -- .------ .----- ,---.----
370 4.2532 0.0560 1.0519 '; 0.4157 ; 0.4717 1.1231 ., 1.8866
380 ' 4.3788 '' 0.0594 '1.1231 '^ 0.4458 0.5052 �1.1999; 1.9503
-- --- - ------- ------__ ---- --- ----- - ---__ _-- r---
'-� 390 4.7449 ; 0.0628 1.1999 '; 0.4783 0.5412 1.2817! 2.0155
------- --------� -- -_- __
- 400 ' 5.1837 ; 0.0684 1.2817 � 0.5134 ' 0.5818 '1.3669 j 2.5117
! �------,---=---- --�--�
410 ; 5.3306 ; 0.0724 1.3669 I 0.5472 0.6196 '11.4452 i 2.9969
�--- ------�-- ---- - ------ --- ----
420 ' 8.7206 ' 0.0968 ^1 .4452 ' 0.5783 '� 0.6751 1 .5618 ' 3.5405
-------- _ ---- -- _ ----
�------- -----
; 430 i 13.1070 0.1503 1.5618 ', 0.6263 0.7767 1.7767� 4.251 1
_ � 440 � 14.4844 i 0.1900 1.7767 OJ181 � 0.9081 !2 0384 5.8842
450 ` 12.1636 ' 0.1835 '2.0384 ; 0.8271 ' 1 .0106 '2.2421 � 6.9047
- �-----
. 460 ; 8J177 ' 0.1438 2.2421 ; 0.9155 1 .0593 '2.3390 ; 7.3091
: 470 i 7J065 0.1131 '2.3390 i 0.9586 ; 1.0718 ;2.3636 �7.4070
�___.._ ; --- - ____
,----- �-�-
� 480 6.7157 ; 0.0993 2.3636 j 0.9697 : 1.0691 �2.3583 j 7.3858
' 490 ; 5.7282 ; 0.0857 � 532 83 r 0.9673 1.0530 i2.3265 j 7.2596
�� 500 ' 5.4399 i 0.0769 `2.3265 r 0.9530 ' 1.0299 !2 2806 r
, . ------- , 7.0709
.- _-------- ---------- --- -- - - --_------.
- 510 4.8901 ; 0.0711 2.2806 ; 0.9326 1.0037 '2.2284' 6.8452
�� ---------.--------i-- -----•-----r------ -----------.----- ------ - --�.
520 ; 4.2616 j 0.0630 2.2284 ; 0.9094 0.9724 �2.1661 6.5589
j 530 �� 4.0774 � 0.0574 2.1661 0.8821 0.9395 !2.1006 �6.2418 ,
�. .----- -------.---- - --------------------
' ; 540 � 3.8840 i 0.0548 2.1006 0.8535 0.9084 2.0389 5.8870
- ---- --_-__-- - --_ _ ----- _.
� --, r 550 3 6876 i 0.0521 2.0389 ; 0.8273 0.8794 1 .9825 ' S.4758
� - ---- ------- ------ _ ------- r---- -- __ - ----- -__ ___--- __
! 560 3.6309 0.0504 1.9825 , 0.8040 0.8544 1 .9358 4.9735
-
- ---- - _ _ __ ------ .----- -- - ----- - - ----
,
; 570 ; 3.4745 0.0489 1.9358 ' 0.7859 0.8348 1.8991 4.5868
r � ' � -�- =-------
�----- � - ---_
� ,, 580 3.2883 0.0466 1.8991 j 0.7717 0.8182 '1.8642 , 4.4928
- ' ------- -- -- ---- ---_--- --- '---------- --------- _
�----
590 3.2342 ' 0.0449 1.8642 i 0.7564 � 0.8013 '1.8285 ' 4.3968
, ,
- --_---- _----------- - _--_ ___ __--- -------- --_-- ------�- -- -_
� r------- .
I ' ; 600 3.1251 , 0.0438 1.8285 ; OJ407 ' 0.7845 1 J932 , 4.3000
- ---- __. _ ------- - -- -- -- --- - ____ __ - --- ---- -
� 610 ' 2.9994 I 0.0422 1 J932 I� 0.7253 OJ675 1.7572 'i 4.1937
_ __------ �----- _ - �- ---- --- _--- �
---------
_ __ - -
' 620 � 2.9631 0.0411 1.7572 ; OJ097 ; 0.7508 1.7220 ; 4.0895
_ __ _ --- -------- - ------- _ ____ .
630 ' 2.9059 � 0.0404 1.7220 ', 0.6944 ', 0.7349 '1.6883 ; 3.9858
--- -----; ---- �- - _----------- ------__ ----�---- --- -----__
, 640 � 2.8426 i 0.0396 1.6883 0.6800 0.7195 '�'1.6559 ; 3.8778
�-_ -- ----- _ ----- - -- -_ _ _------__ __ - - -- - _ �-_ _ ------.
-
; 650 ; 2.8246 r 0.0390 1.6559 0.6661 OJ052 1.6255 ; 3.7764
------ - ---_ ---- ---- ----------------- -
_ _ _ -- --- ----- --
- � 660 ' 2.7727 � 0.0385 1.6255 ! 0.6531 0.6917 1.5969 i 3.6795
--- ------ __------- -_-__ _ - - �---------- -----
k 670 2.7108 1 0.0378 1.5969 j 0.6410 0.6788 :1.5696; 3.5713
' 680 2.6930 0.03 72 1.5696 r 0.6296 � 0.6668 '1 .5443 ' 3.4710
, , � ��
-- -----.- -- ' ------ ------ --_
� 690 � 2.6411 0.0367 '1.5443 � 0.6190 � 0.6557 1 .5209 � 3.3782
,- -- -- - ----r---------
---- ------ --------
� 700 ' 2.5790 ; 0.0360 '1.5209 i 0.6092 0.6452 1 .4985 , 3.2874
_ _
- ---- -- - --- ;----- - ------- ----- _------ --
' � 710 � 2.5611 0.0354 1.4985 � 0.5999 0.6353 1 .4779 3.1750
�
. . _ _ .- ---__ __ r_- �__--____--_--_..-__-_______
i 720 ' 2.5089 ! 0.0349 ;1.4779 � 0.5915 � 0.6265 1.4595 : 3.0747
i 730 2.4467 0.0341 '1.4595 j 0.5841 i 0.6182 ";1.4423 2.981 1
; -,- -- ----- _.
�---- -; --- -, - ----�-- �-
740 2.4286 i 0.0336 '1.4423 j 0.5772 0.6107 1.4267; 2.8960
�------ ---- ;- ------ ��---- �------ ----- --- -- -------
' � 750 2.4237 ; 0.0334 '1 .4267 ; 0.5709 0.6043 1.4132 ; 2.8223
--- -- - -,----
----- _._ __ -- - ---
- 760 2.4226 T 0.0334 ;1 .4132 ; 0.5654 , 0.5988 1.4017; 2.7598
---- ------
' 770 ; 2.4227 � 0.0334 1.4017 i 0.5608 i 0.5941 '1.3922 : 2.6940
;
� ---- ,------------- - -- - -------------
780 ' 2.3758 0.0330 1.3922 � 0.5570 0.5901 1.3838 2.6340
! 790 ^ 2.3149 � 0.0323 '1.3838I 0.5538 '0.5861 '1.3757� 2.5752 ,
r-- __---;- -
_ _ 800 ; 2.2972 � 0.0318 ;1.3757 ; 0.55a6 r 0.5824 '1.3681 2.5204
' 810 ! 2.2922 ! 0.0316 1.3681 ` 0.5477 ^0.5793 1.3617�� 2.4745
___ ------ -- ---- ----- - - ------- - - _ �-------
� 820 ' 2.2911 0.0316 i 1 .3617 ' 0.5452 0.5768 �1.3565 � 2.4373
830 , 2.2911 i 0.0316 1.3565 j 0.5432 0.5748 1.3524 � 2.4075
� � !
I
840 ; 2.2440 0.0312 1.3524 ' --- ------------- ------ - --
' � 0.5416 0.5728 �1 .3484: 2.3790
' ' ' 850 ' 2.1829 ! 0.0305 1.3484 0.5401 0.5705 '1.3438 2.3453 `
;
i 860 ' 2.1650 ; 0.0299 ':1.3438 I 0.5382 � 0.5682 '1.3389 ! 2.3104
_ �---------- ; --- �------ ---- ----- -'-----._
, 870 2.1600 0.0298 1 .3389 � 0.5364 0.5661 1.3347 'i 2.2803
, ,
;
-----
� _ -- _ _-- :-- - - - --- -
_ -_ _ _------- ----- - - �
880 ; 2.1588 0.0297 1.3347 ! 0.5347 0.5645 ;1.3313 ; 2.2557
� r --890 r- 2.1587 0.0297 1.3313 0.5334 + 0.5631 ;1.3286' 2.2359 '
: ,
� � 900 ; 2.1114 0.0294 1.3286 0.5323 0.5618 1.3257' 2.2154 '
� - ---------- �--------- -- --- '---- -- -�-�--- '----- -
910 2.0502 � 0.0287 1.3257 ' 0.5312 0.5599 '1.3219 2.1880
; _ _- --- --- - '- _ _----- ---_ _ __. _. -- - - - - -- - -- .----- ---
; '� I 920 ' 2.0322 ' 0.0281 1.3219 � 0.5298 0.5579 1.3178 2.1581 '
- - - -
_-_ _ _ __ __- - - - -.. ._ _ - ---
_ 930 ! 2.0271 0.0280 1.3178 ' 0.5281 0.5561 ;1.3141 ; 2.1320
-- - --. __
---- --- ----------
- - -
' 940 ' 2.0258 0.0279 1.3141 0.5267 0.5547 '1.3112 2.1105
,
---- -------------- -- -----------------_ _-- ----- -- �
950 2.0256 0.0279 '1.3112 0.5256 � 0.5535 1.3088 ' 2.0932 '
I I _ -- - - ------------ --- _--------_------------- ----- ------
960 2.0258 0.0279 1 .3088 '; 0.5247 0.5526 1.3069 ' 2.0795
; ; - - -- -- ;__ _ - _ _ _ _ _ _ _- - - : -- _ __ _____
970 2.0260 ' 0.0279 1.3069 ' 0.5239 0.5518 1.3053 2.0686
- - - ----
; 980 2.0263 0.0279 1.3053 0.5233 0.5512 1.3041 ; 2.0599
_ _ . ___ _ - ----__--
- --- - -- - - -- - - ----
__ _ --- ---
990 1.9790 0.0276 1.3041 ' 0.5229 0.5504 1 .3025 I 2.0483
_ _ ___- -- ;-- ----- - __ __ -- __--- -- --
'I
1000 , 1.9176 ;� 0.0268 `1.3025 ; 0.5222 0.5491 1.2997' 2.0298
_ -- - - - � ------ ---- ---;-- - -------- - -
'- ' 1010 1 .8996 0.0263 '1.2997 ; 0.5211 0.5474 i 1.2959 2.0268
- -- --- --__ -- ------ - _ -- ---- __ _ _ __ - - -- - _--- - - --- - -
1020 1 .8944 0.0261 1.2959 0.5195 0.5456 �1.2918 2.0235
_ -- _ -------- _ _-
- - ---- ----- ___-
_ ' � 1030 1 .8930 0.0261 1.2918 0.5177 0.5438 '1.2877 � 2.0203
-------------- ------- , _ _ __ ._----- -. -- -------_--------
'; 1040 1.8928 i 0.0261 ,1.2877 ; 0.5160 0.5421 1.2838 j 2.0171
------ - -- --- � --- --- ;------ ---- --------- --
' 1050 1 .8453 ; 0.0257 1.2838 ; 0.5143 0.5400 1.2791 � 2.0134
_ ----- - -- --__ -- -� ---- �-- �----------------- -
! 1060 ' 1 J838 i 0.0250 '1.2791 ; 0.5123 0.5373 1.2729 2.0084
_ _ ___ - -----
-.--____ _ _-------
__ _-- -_ - - -- -__ - ---
' 1070 ' 1.7657 0.0244 1.2729 ' 0.5096 0.5341 1.2656 2.0026
,
- ------ ---------------
--1080------------- ---------- ---- ---------
i 1 J605 ' 0.0243 1.2656 0.5065 � 0.5308 '1.2581 ; 1.9966
-- ---- ----- -__ _--------- .-----
----- .------- -- ---- --
�, ' � 1090 !, 1.7590 ; 0.0242 '1.2581 ; 0.5033 0.5275 �1.2506; 1.9907
_ i , ---
1100 r 1.7587 � 0.0242 �1.2506 i 0.5001 0.5243 '1.2434 � 1.9849
___ - ._ _ .-------- - ----- ----- - � --- ---- ----- -- - - --- __-
� i 11 10 1 .7112 ' 0.0239 '1.2434 0.4970 ' 0.5209 1.2355 1.9787
-. -- _.-- ------� - ------- -- - -- ---
----
- 1120 ; 1 .6496 0.0231 1.2355 � 0.4936 0.5168 1.2262 ! 1.9712
; - - - - --- -- ------- --------
�, ; 1130 1 .6314 " 0.0226 1.2262 : 0.4896 ' 0.5122 "1.2158 1.9630
r 1 140 1.6262 0.0224 1.2158 0.4852 0.5076 �1.2053 � 1.9546
1150 ; 1.6247 ; 0.0224 '1.2053 ' 0.4807 0.5031 !1.1950' 1 .9462 �
1160 r 1.6244 0.0224 1.1950 - -- -- ---- ^-----�-- ---- -
� � -- - ---- � 0.4763 i 0.4986 ,1.1848 j 1 .9378 j
r---�--
� 1170 '' 1 .6243 �0.0224 '1.1848 ; 0.4719 0.4943 ;1.1749 I 1.9296
� 1180 1 .6244 ; 0.0224 1.1749 0.4677 ' 0.4901 1.1653 � 1.9216
� ' -- ---.._--__ :_ ---- ._
!, �' j 1190 1.6246 0.0224 j1.1653 0.4637 i 0.4860 1.1559 ' 1.9138
� --- ' ----------- --------------
�---- --- --- -- ,
i 1200 ; 1.6247 ; OA224 1.1559 ', 0.4597 0.4820 i1 .1468 ; 1.9062
� �1210 ! 1.6248 ! 0.0224 1.1468 ; 0.4558 ' 0.4782 '1 .1379 � 1 .8988
' 1220 ' 1.6250 I 0.0224 1.1379 0.4520 � 0.4744 '1.1292 ; 1 .8916 i
' ---- -- --�------ -
', j 1230 --- 1.6251 j 0.0224 ,1 .1292 0.4483 ' 0.4707 '1.1208 ! 1.8846 '
_-- - --- --
_ - ------ --- - ----_ -----
; 1240 1.6252 � 0.0224 1.1208 ; 0.4448 0.4671 ;1.1126 1.8778
; 1250 � 1.6254 ' 0.0224 1.1126 ; 0.4413 0.4637 � ;1.1046' 1.8712 '
' �- -�-------- -- __� -;
' � 1260 �:� 1.6255 0.0224 .1.1046 i 0.4379 ' 0.4603 °1.0968 ; 1.8646 '
--- --- -----------
, 1270 1.6256 ; 0.0224 1.0968 0.4346 '; 0.4570 1.0892 ' 1.8580
I :. -- - _-- ------------- - _ _-- --- -------- - --__ --- -- '- -- _-'
; 1280 1.6257 OA224 '1.0892 0.4314 0.4538 1 .0818 1.8516
� . - _-- _-_ ___--- -- _ ___- ------ �- ----- -__- ---- ---.. _ _.
1290 1 .5782 � 0.0221 '1.0818 0.4283 0.4504 ;1.0739 1.8446
- --_ - ;, 1.5165 0.0213 1.0739 ' ------- --� -_ _ __ _-------
�-
� 1300 ! 0.4249 0.4463 �1.0644 1.8364
� --�--- ---,-----'
� --�-
: 1310 1 .4983 0.0208 1.0644 ; 0.4210 , 0.4417 1.0539 ; 1.8273
-------.._ . ---` ...________ _ ___ ------------- - ,- -�---- -------- ---
' 1320 1 .4930 0.0206 1 .0539 : 0.4166 0.4372 �1.0433 i 1.8181 ',
, -_ __ __ --- _ _ -- - - - __ __ __ _ _ - -__ -
: 1330 1 .4915 � 0.0206 1 .0433 0.4121 0.4327 '1 .0330 1.8091
' __---- - ------. -- ----- - - - ------- --- - __ ---_ -------------
' 1340 1.4911 0.0205 1.0330 ; 0.4078 0.4283 1.0228 ', 1.8003
-- --- --- - -- - ------- ---_ -- _ _ - - - --- - ---
r 1350 : 1.4910 0.0205 1.0228 i 0.4035 0.4240 '1 .0130 1.7918
;
�------- ----------- - --- - - _ - --- ---r------ �--- ;-- _- -----
' 1360 ; 1.4911 0.0205 1.0130 '; 0.3994 , 0.4199 1 .0034 :; 1.7834
,_- -._- ---- - -_- - - -
_ _. _.. .------- -- -- _
- ; 1370 1.4912 ' 0.0205 1.0034 0.3953 ' 0.4159 0.9941 ' 1 .7750
,�_---- --- -- ___. - - - -- - - - -------_ __ - - - - _ _--
� 1380 ' 1 .4913 ' 0.0205 '0.9941 0.3914 0.4120 0.9849 ' 1 .7667
� ___ ___ - ,- - ------ -- - . --- ;
-- _ -- - -
-- _ _ _ _
{ 1390 1.4914 0.0205 0.9849 0.3876 0.4082 '0.9761 ; 1 J586
r 1400 'r 1 .4914 0.0205 0.9761 ; 0.3839 0.4045 0.9675 '�1.7508
� 1410 0.9669 I 0.0169 0.9675 r 0.3804 '^ 0.3973 '0.9508 � 1.7355
-------- -- - � - - _ _--- --
------- ----_ _-- -- --- - -_--------
' 1420 ' 0.2867 ', 0.0086 0.9508 0.3734 0.3820 0.9152 ; 1 J030
------ _ ___ --- __ __------ __- ------
, �-- -----_.._
' 1430 ; 0.0850 , 0.0026 0.9152 i 0.3586 0.3611 0.8662 ; 1.6565
--- -- ------
�----- � ---- --------------
; 1440 ; 0.0252 ! 0.0008 0.8662 i 0.3383 0.3391 ;0.8144 '. 1 .6064
_------- ---_-- r-------;-------- �--- ----------
� 1450 i 0.0075 0.0002 0.8144 � 0.3169 ; 0.3172 �0.7627; 1 .5541
--- - --�---- ----
� 1460 ^ 0.0022 0.0001 0.7627 i 0.2958 � 0.2958 �0 7121 ' 1.5021
- --_ __._ __---- - _ ------ -- _ _ ____----- � ------ --
� `: 1470 ' 0.0006 0.0000 0.7121 0.2751 0.2752 0.6629 1.4487
�------- ------ -- •-
----- ------------ - - ----- ----
� 1480 i 0.0002 ; 0.0000 0.6629 j, 0.2552 0.2552 ,0.6153 ' 1.3961
-- ------ - --- -- __ - ---- �--- --------- --- ----- --
, � 1490 r 0.0000 �0.0000 0.6153 � 0.2360 ' 0.2360 0.5692 ; 1.3422
� 1500 ' 0.0000 ' 0.0000 0.5692 ' 0.2175 r 0.2175 '0.5248 �1 .2888
-_ _ __ _ ___ _ _ __ - _ _ __ _ _ _ _ _ _ ____ ___ _
1510 0.0000 ', 0.0000 ,0.5248 0.1997 0.1997 0.4820 1.2351
� � �-------;- 0.1827 '0.4409 -- -__
� 1520 ; 0.0000 0.0000 0.4820 ' 0.1827 � � 1.1804
' ' � 15 03 ; 00 000 0.0000 ;0.4409 � 0.1665 ^ 0.1665 '0.4016 ; 1. 21 81
- :-- --- ------, -- ;--- -
� 1540 0.0000 0.0000 '0.4016 j 0.1509 0.1509 ',0.3638 I 1.0714
, 1550 ! 0.0000 ; 0.0000 '0.3638 ', 0.1362 0.1362 '0.3279 '- 1.0172
' 1560 ; 0.0000 i 0.0000 I0.3279 i 0.1222 � 0.1222 0.2937 ; 0.9640
-- --- - -- --f-�- ---
^ 1570 ; 0.0000 ; 0.0000 j0.2937 : 0.1089 0.1089 i0.2613 j 0.9059
1580 0.0000 ; 0.0000 !0.2613 ; 0.0964 ;' 0.0964 �0.2308 ; 0.8514
1590 0.0000 0.0000 f0.2308I 0.0847 0.0847 '0.2022
---�- -- � 0.8001
- -- ------------- ---- -- ---------- ----- - __------
- ; 1600 ' 0.0000 ', 0.0000 ;0.2022 ; 0.0737 0.0737 0.1752 ' 0.7385
�----------- - --- ----
� 1610 ; 0.0000 0.0000 ;0.1752 ; 0.0635 0.0635 ;0.1504 ` 0.6806
' 1620 0.0�00 0.0000 �0.1504 ; 0.0541 0.0541 �0.12 75 0.62 72
; ,
;-------- ---- ------ � --------'------.--- - -
; 1630 0.0000 0.0000 10.1275 ' 0.0455 0.0455 '0.1064 ' 0.5780
__- --- - ---------- ----- -- ---- -- --- ----- -- �_--- ----
'� 1640 ' 0.0000 0.0000 0.1064 '; 0.0375 0.0375 0.0875 0.4929
--------- ----- --- -- ---------- - -
_. --_ - --- -------- ----------- - ------_
' 1650 ' 0.0000 , .0.0000 0.0875 0.0307 ` 0.0307 ,0.0717 0.4037
___ ___ ._ __-- - _-- - ---------------------
I '� 1660 0.0000 ' 0.0000 0.0717 ' OA252 0.0252 '0.0587 0.3306
__! -______----- - ---- . -�---------- ------------ -- --------
1670 0.0000 '� 0.0000 '0.0587 0.0206 ' 0.0206 0.0481 0.2708
-- - --------- - --- ---- ----- ----------------- - --�_ _
I '. 1680 0.0000 0.0000 0.0481 ' 0.0169 0.0169 0.0394 ' 0.2218
' �-- ------_ - ----______ _ ___ - --- --- --- -- - - - _ _-- - ___----- -------
i 1690 0.0000 ' 0.0000 0.0394 0.0138 0.0138 0.0323 0.1817
___------- - ---- _ _- ---------- ,--- ____ - __---- --- -- -------------
i : 1700 0.0000 0.0000 0.0323 ; 0.01 13 0.0113 0.0264 ' 0.1488
- __ _---- ---.. ----- ------_- ----- -'-- -- --- '------ ---�--- __ _---------
- ; 1710 i 0.0000 0.0000 0.0264 0.0093 0.0093 :OA216 ; 0.1219
�-- - -- -- '
_. _ ---- -- --- ---
--- - _..
� ; 1720 , 0.0000 0.0000 0.0216 , 0.0076 0.0076 ;0.0177 0.0998
-- - ---- -- --
. . ___ .._.._ ___ _ ,._._ __..___. __.___ r __
__; � 1730 � 0.0000 0.0000 0.0177 ' 0.0062 O.Q062 :0.0145 � 0.0817
_ _ --- -- - - - - _-- - --
-- _ _- --__-- ----
- -, 1740 � 0.0000 0.0000 0.0145 0.0051 0.0051 10.0119 ' 0.0669
---- ----- -- ------ - ------ ---- --- - ---- .--..- --- - __
� ' � 1750 ' 0.0000 0.0000 '0.0119 ` 0.0042 0.0042 j0.0097 0.0548
: 1760 ; 0.0000 ' 0.0000 '0.0097 ': 0.0034 �0.0034 �,0.0080� 0.0449
� _ ----- _- ----- ------- ---- --- -------- ----- -----
i ' 1770 0.0000 0.0000 ,0.0080 ' 0.0028 0.0028 0.0065 : 0.0368
_ - -------------- - ---- ---- . --------------------- -------
1780 0.0000 � 0.0000 0.0065 ' 0.0023 0.0023 0.0054' 0.0301
-- �----- ----- --__--- --- ____---- ----------� � _---- ---_
' ` 1790 ' 0.0000 0.0000 0.0054 j 0.0019 0.0019 0.0044 i 0.0247
--------- -- -----_--------�-------------
---------
' 1800 0.0000 ' 0.0000 0.0044 � 0.0015 0.0015 0.0036 0.0202
----- _ ------
--- - --- --------- ------------ ----- ---__--
'' ; 1810 '; 0.0000 ; 0.0000 0.0036 ; 0.0013 0.0013 �0.0029 ; 0.0166
� � -�--- -
� 1820 0.0000 ' 0.0000 ;0.0029 ' 0.0010 0.0010 0.0024°� 0.0136
_ �-- -------- -- ------ --- -- - ----------- -- - -- ------
f �--- -- -
� , 1830 ; 0.0000 0.0000 '0.0024 � 0.0008 0.0008 0.0020 ' 0.0111
----- ---- ---- --- -�------ -- - � - ------
' ; 1840 j 0.0000 0.0000 �0.0020 i 0.0007 ; 0.0007 :0.0016� 0.0091
; 1850 �0.0000 0.0000 ''0.0016 i� 0.0006 j 0.0006 '0.0013 � 0.0074
- --- .---- - - ---- �----- �-- -- _
r 1860 ` 0.0000 0.0000 0.0013 'i 0.0005 0.0005 0.0011 ' 0.0061
l
I
9000'0 ; L000� 0000'0 0000'0 1000'0� 0000'0 � 0000'0 i 0861
: L000'0 ; 1000'0 1000'0 1000'0 ' 1000'0: 0000'0 0000'0 ;_OL6l
' 8000'0 ; 1000'0 1000'0 � 1000'0 � Z000'0� 0000'0 , 0000'0 " 0961
O l00'0 i Z000'0� 1000'0 j 1000'0� Z000'0', 0000'0 ! 0000'0 OS6l I
� ; Z L00'0 ; Z000'0; 1000'0 I 1000'0 £000'Oj 0000'0 �'�, 0000'0 � 0�61 �
S l00'0 ; £000'OI 1000'0 �� 1000'0 I £000'0' 0000'0 I 0000'0 ; 0£6 l ;
8 l00'0 i £000'0'; 1000'0 j 1000'� t�000'0! 0000'0 0000'0 I OZ6 l�
i ZZ00'0 j �000•Oi Z000'0 � Z000'0 5000'0; 0000'0 0000'0 O l6 l �
ILZ00'0 i 5000'0 Z000'0 Z000'0 i 9000'Oi 0000'0 0000'0 0061
� �£00'0 : 9000'01 �000'0 £000'0 ; L000'0 0000'0 I 0000'0 � 0681
1�00'0 �L000'0� £000'0 ' £000'0 ; 6000'0� 0000'0 j 0000'0 i 0881
OS00'0 ;6000'0 t�000'0 ; b000'0 � l l00'0 0000'0 j 0000'0 j OL8l
i
l '
Appendix C - Temporary Erosion &
Sediment Control Plans
SEC 25, T 23 N, R 4 E, W.M. MS£�C��� GRAPHIC scn�
__
SEEDING NOTE � ,,_��:__,_ :„: , '_ _ __,_ , , ; syFFj Tq
, � �/
TEMPORARY SEEDING- WITHIN 14�AYS -_ �"T. � � •` / •r ' N / £R��`3�
�'� �. � �;'F_;- i' / � �� �� ( w veer)
AFiER CONSTRUCTION ACTIVITY CEASES ��. : � '��,w � i �s sHa�rx
ON AIvY PARTICULAR AREA, ALL DISTURBED - - i'�;• � �` � �� LI�11TS OF a" % ��� `; �� rx
� � , �. '��
GROUND WHERE THERE WILL NOT BE � ' ___�-<- - � ` / ± ' ,
\ �
CONSTRUCTION FOR LONGER THAN 21 DAYS \ ��� __-- - � DISTURBANCE ', CATCH LINE } ` , 'RIP?�AP /� ,� �,� ��
�
UUST BE SEEDED N1TH FAST-GERIAINATING � / /26�' ' \ �� ���'� (TYP.) 1 C.Y. � / ' .'�\ � Ix
TEI�PORARY SEED AND PRO7ECTE� INTH �,�� �' � ' . \� y, - �i� �/ j � \� �,_'_ ; ..
NULCH. / • � ` 9' / �" � , �x �.�--
� ' \ �SILT FENCE (TYP.) - ; i� �',
PERMANENT SEEDING- ALL AREAS AT \ � - ��� I
� FlNAL GRADE MUST BE SEEDED MATHIN 14 � �" 1 INSTALL 2'BEYOND CATCH LI!rE �� � :�.�� � �x '
� iE�1PORARY � �� -" I �I
DAYS AFTER CObIPLEiION OF THE �AAJOR � '� � � �
CQNSTRUCTION ACTIVITY. . 1 - '�` 12" CULVERT� � �.�r�� ' �t r � Ix
� %� SQ --'� ' ♦` ' ��' � . i� f=!'- �I
, -` -.
SLOPE PROTECTION ' '�� - � ------ --- �' .��-- -" - ' � ". ''
� I I _ �� � ',� I� �x
\ � T� �
NOTE ; - _ �' r � ` �i�. � � - -��=, ti �j'.-�� :: �, �X
EROSION CONTROL BLANKETS SHALL BE � �o� �� � �\� � I �I �ONS1RUCT TEkIPORARY SEDIMENTATION POND
INSTALLED PER DETAIL 1 SHEET ER-1.3 ON t ` ' , �'�' o s� .'� �-� �'" i �� ;� � � �� SURFACE AREA= 21,354 SF
ANY CUT OR FILL SLOP E O F 3:1 OR 1 • - .. ;'" '^ � ' _ - - � " •,!; C r x 3.5' DEPTH
GREATER 1HAT WILL HAVE PROLONGED -- - � 'i` * ' 20 00 ,, ,N89'S9'OS'E ,. ' 21+00 - ''.,.�%' : � � � . ,___ ..__.. _..---__ . .,
?3
EXPOSURE TO RAIN. A ,� � - ,.'� - ���� � � ' - � , ---
,,',, � �\ " � -�='� :�j _�- ` - -�'l � � .
.
.
sioEwnut c,�a., `.� �.�� ' : - — — — \_ '' �_ _ - .� i
.
� _ , �� -
— ?:� 2� � � ��%.�-- � �,j� j
_._
. .
..
..,
;- �� :�� , . , �. � �@EWALK�Ia'P .' � i a � _\ ;�� I .
,
,
, . . : . ,
.
. ` -.,. . �„ _ _. . _. __ � /i =' � �} ;.
�, ._ ` � � Y
, \ '�.', ' . "— ____ �
. ` . . ._.- I � ,� .... -i .- , . . _ . - ./ 1 I
� _�;- ,� �= LEGEND
. � �,i, ,. �
. �,,, , ` ; � _- ��- - . ,; " , 1 . . �I, i I
' � � �%! FILi'R FABRIC FENCE
�-. t-2 '. �� t. ` — - - ` -
_ I , _ �
�_ ,��� � � i - __. ` ,/ �/� /'�� � 1
INiERSEPTOR � �-- -- I �x � ��" ;I' !' / �d-�� � \'/j �' //i"1r�x x � '� � Z �i.
SNALE � � � ( t � — _ f==-� , - .- ;` j i j I I j � i ❑ INLET PROTECTION R-t.
� I .� i : -- —__ � �1 ,a �� �e I
� + " � //� � ' 3� XI � CHECK DAIA �
, �, \ �\ ; II `} �1 I I i i ! ��--- F ; J, , '(r ' I I � �I� I � � (OR APPROVED EQUAL} t.z
� I
:�:�'�
� I :i � �� �.
�> �� � I \�"t � ,�. �`I "'I ! � � �/ k✓, .1�`.!j �� % �F i I' I I ■ � CATCH BASIN
' `l I �, I ; `�✓�-��.,,� �, �I,f�% ( i �: � I
I. �r � I I I. ' ' , _._ �'�`��'. `-` — .;',�r_� '%%% �. = 1 I I I ', 4 _ I. _' SD STORM �RAIN PIPE
' � �'" � � -#' / � ' j I �•--�'� \ '���� �_-;���''-� '/ .:- y j I IJ 0 EXISTING CATCH BASIN
' -\\ �� . ��`�� ` �. : _ � , �--_' / ;�___ / i�",i / 'i.�/i � ----------
�
� �, � II � I ��/ LIMITS OF DISTURBANCE
� � �` ' ; , � � �
. � , � , � �,�� � � �t:..Y ., � ��_,�,,.�-:� :.: �= .
�i �`•j':, ~ - '� t' / , �-'%� � ,/�� EXISTING STORM LINE
I i (; Y,.� � �t / �. ' �% i,-%' i /
1 �`� � '� _, � `; / � '%/. '�;'i� � — • — • — — INTERCEPTOR SWALE
. . �� -_r_� ��i� '�� _. ,i ' '�•,';`�� /�'ii . �, „ � //
E ' ' `• J�--� �'�'" �
\ ' {: � � �� ,, i�_ � =' ��j ' / i
� � � �� _. t', } ;�,' ---`,/- � � \-,� �" /�'��� � CONSTRUCTION ENTRANCE R4�.
t: � �' i i �%�� - �/ .�
� � �' ;-i : .,- j` j't /_%'% �-� /•� � WE7LAND DELINEATIDN
� �J `�� , r .�= /- ' �� i '''
- , . ` � ,
,_- -._-
I � ,-_ /,/ , `�-= - � , '�% � _— ,.,, �/� � ' �
-`__ ._ _. �! . / �1/ �
(� � �__ / s- � �
� � ,�
. " �� _- .
c i `� :;\, \� ` i_ ,� - �/%�/�� � _ _
� - � � � �' ���
� I � \ i !:=✓�,,-- �- ', �,-�/ �
� j I \ ` `',��!_ '"' � 15�"'`� � ��°' __ �
� ,�.
o � ���.� ��'i;� /��/ �� .
� ' � � i� . _ _ _.
%� i
i��.. - ' ._'_-_-'_"-__ .:
' i ��%/��,''' . / �L N
I i�� . `„r� __._ ___ _ . . . .v �Y �L
� � �T '1 1 i, '—--- -- , � V. �Y .�
� �. -�� �� 1 , 1 / ------
� ► �� � w � w .�
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� No. `Date By RevisionDescri t10�1 DesignedBy: IssueDate: `�4l�E��N�, t BOEING
� o�w�BY: °5!��uT°� �y�' ��'`� � � EROSION / SEDIMENTATION ER-1.0
` 1EB �, ���� � � 1 LONGACRES PARK CONTROL P
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o A�SN/WHL rj0�63002 ����/ qynpia,1'JA 9fi501 F(360)786-5267 �
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SEC 25, T 23 N, R 4 E, W.M.
SEEDING NOTE , ' ' '
iEA�PORARY SEEDING- MATHIN 14 DAYS � i i�\ ,SEf S4.OPE STABILIZATION �
AFiER CONSTRUCTION ACTIVITY CEASES + � �� ��DFTAIL�SHEET ER-1.3�
�
ATCH LINE �-
ON ANY PARPCU�AR AREA, ALL aSTURBED ' ��.�\�\,��\�� �\� \� �.- _�____ � �
GROUND WHERE TNERE VNLL NOT BE ` ` � .� \�� ;✓s� � � �-_ T�
COt�iSTRUCiION FOR LONGER THAN 21 DAYS ' ' �\'�� ����' � • �. �"�� - �-- - '----___ I
�1UST BE SEEDED W!hi FASi-GERIAINAIING SILT FENCE(lYP.) ' ��.�� ���\`� ���y!'rt�� �-,--� _ _- _ __ -I-'---- GRAPHIC SCALE
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lEUPORARY SEED AND PROTECTE� W�TH �INS7ALL 2' BEYOND �UUITS OF ` � � � , .� � ,--�-�- ,_ _ _ . ,__
NULCH. DISIURBANCE iY� `��� � � � _
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PERIAANENT SEEDING- ALL AREAS AT �O �� � �\ r , � ' �:� -'T � � _ - � n+e�er�
X ` �� / --- _.-`i . ..' -����� .� �_. . .._rt � _- �—Y- -- ns sttortt
FINAL GRADE uUST BE SEEDED 1MTHIN 14 n.�� � ��__ ___ ' �\`\,-.���� T�---r-�-� ��T=_ �------ -
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CONSTRUCTION AC�IVITY. Q: / � --^��;;�-- - -- T------ -----��'.. �+--L�,= �_ _--__- =- - _
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1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKETIN A 6" DEEP X 6" WIDE TRENCH
WITH APPROXIMATELY 12" OF BLANKET EXTENDED BEYOND THE UP—SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND CO+APACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12"
PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" APART ACROSS THE 1MDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS PER A�ANUFACTURES RECOMMENDATION.
4. THE EDGES OF PARALLEL BLANKETS A�UST BE STAPLED WITH APPROXIMATELY 4"-6" OVERLAP DEPENDING
ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING
INSTALLED ON TOP} EVEN WITH THE SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET.
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5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE �AUST BE PLACED ENO OVER END (SHINGLE STYLE} WITH AN APPROXIMATE
� 3"OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATEIY 12"APART ACROSS ENTIRE
' BLANKET 1MDTH.
6. PLACE STAPLES/STAKES PER MANUFACTURE RECOMMENDATION FOR THE APPROPRIATE SLOPE BEING APPLIED.
NOTES:
1. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" MAY BE NECESSARY TO
PROPERLY SECURE THE BLA�KETS.
� 2. FOLLOW EROSION CONTROL TECHNOLOGY COUNCIL SPECIFICATION FOR PRODUCT SEIECT10N
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3
; (SLOPE INSTALLATION) �
NOT TO SCALE �
STANDARD PLANS/�ETAILS SHOWN FOR CONVENIENCE ONLY. CONTRACTOR TO OBTAIN
NOST CURRENT VERSION OF GO4ERNING AGENCYS STANDARD PLANS/DETAI�S PRIOR TO
BID/CONSTRUCTION, AND ADHERE TO ALL APPLICABLE STANDARD PLANS/DETAILS.
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� No. Date By Revision Descri tlOfl �esi9ned BY: issue Date: ��pE�usN Ne
o p,�,�eyi osi8�z��� � �';° ��� � BOEING EROSION / SEDIMENTATION
_ id�R �K� ��R��� � � � � ' ��:-�� - 1 � �oNGACREs PARK CONTROL DETAILS ER-1.3
3 Chedced By: ProJec[No. o�2�Rn�O yF .
, , z� �°�,�°`' RENTON, WA
i — — 6G6 ColumDla St.Y.�V.,Sute 106 T(360J 766-950C
_ ASN,W�-L SG05 �02 0�•;m,�a w'�cqsc� F(3W)7e5-�z5�
GENERAL EROSION CONTROL NOTES CITY OF RENTON TEMPORARY
� THE DESIGN SHOWN IS BASED UPCN T-I: ENCI�E=R'S U9DERSTA'�DIVG 13. THIS APPROV`D 'TEI1°CRAR�_ROSION AND SE�IFIENTATION CONIROL PLAN' EROSION CONTROL PLAN NOTES CRITICAL AREAS SPECIAL PROVISIONS
OF THE EJ(ISTING CONDITIONS. 'HE P�A\ DOES NOT REPRESENT A AIUST 8[ IAIPLtAIEN"ED PR'QR TO ANY 9TE WORK. SEE THE PLANS AND
DETAILED FlELD SURVEY. THE EXISTING CON�ITIO�'S SHOVM ON TMIS DETAILS fOR FURTHER INFORMATION. EEFORE ANY CONS'RUCT,��� CR DEVELOPMENT ACPN'Y QCCURS, 1. VMENEVER POSSIBLE, p-ASE ALL CR PART OF iH� PRO,�CT SO THAT IT OCCURS DURIv3
PLAN SHEET ARE BASED UPON 1HE SURVEY PREPARED BY KPFF A ?R�-CO�ST�UCLDN IAEETIN��UST BE HELD W1TH THE GTY 0� TIiE DRY SEASON. IF "HIS IS I�APOSStBLE, NOVEM?ER THRWGH FEBRUARY SHALL BE
ENqNEERING, DATED 03-27-2007. THE CONTRACTOR IS RESPONSIBIE 14. THE CONTRACTOR SHALL NOPFY iHE OVMER AND THE ENGINEER IN THE REN'GN, FUB_IC WORKS DE9G'�ENGNEER. AVqOEC SINCE THIS THt A10ST UKE�Y PERIOD FOft LARCE HIGH-INTEN51?Y STORIAS.
FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSEO EVENT OR DISCOVERY OF POOR SOILS, CROUNDWATER OR DISCREPANCIES IN
SITEWORK IMPROVEAIENTS. IF CONFLICTS ARE DISCOVERED, THE hIE EXISTiNG CONDITIONS AS NOTED ON THE PLANS. 2. ALL LIMITS OF CLEARING AN� AREAS OF VECETATION 2. ALL PROJECTS SHALL BE COMPLETED AND STABILIZED AS QUICKLY AS POSSIBLE. LIMITING
CONTRACTOR SHA:L NOTIFY THE OH?vER PRIOR TO INSTALLATION OF PRESERVATION AS PRESCRIBEC OV TNE PLAN(S) SHALL BE CLEARLY TNE SIZE AND DURATION OF A PROJECT IS PROBAB Y THE �IOST EFFECTNE FORM OF
ANY PORTION OF THE SITEWORK WHICI- WOU:D BE AFFECiED. IF 15. MAXINUM SLOPES SHALL BE 2:1 HORIZ:VERT fOR fILL SlOPES, AND 2:1 FLACCED N TNE FiELD AND OBSERI�ED DURING CONSTRUCTION. EROSION CONTROL.
CONTRACTOR DOES NOT ACCEPT EXISTItiG S'J3VEY, 'NCLUDINC HORIZ:VERT FOR CUT SLOPES.
TOPOGRAPHY AS SHOWN ON THE PLAtiS, 'MTHOUT EXCEPTION, HE 3. �ERE APPROPRIATE, SANDBACS OR AN EOUVALENT BARRIER SHALL BE CONSIRUCTED
SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRApHIC SURVEY BY 3. ALL REOUIRED SEDIMENTATION/ER�SION COYTROL FAGLIilES MUST BETWEEN THE PROJECT AREA MD THE AIRFACE WA'ER IN ORDER TO ISOLA?E THE
16. ROCKERIES OR D1HER RETAINING FACIUTIES EXCEEDING 4' IN HEICHT BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING CONSTRUCTIDN AREA FROAI HIGH WAiER THAT AIIG-iT RESULT DUR TO PRECIPITATION.
A REaSTEREO IAND SURVEYOR AND SUBMIT IT TD THE CHNER FOR REOUIRE A SEPARATE PERMIT. r
AND/OR CONSTRUCTION TO ENSUR� THAT SEDIMENT LADEN WAiER
2. CAUTION - NOTICE TO CONTRACTOR OOES NCi ENTER iHE NA?URP.L JRA�AGE SYSTEII ALL EROSICN A^JD 4. ADDITipNAL PERIAIETER PROTECTION SHALL BE CONSIDERED TO REDUCE THE '.IKELIH00�
17. ALL AREAS DISTURBED �URING CONSiRUCT�ON WHERE PERI�ANEkT SEDIMENT FACIUTIES SHALL BE NAINiAWED IN A SATISFACTORY CONDITION OF SEDIIAENT ENTERING THE SURFACE WATERS. SUCH PROTECTION MiGHT INCWDE
THE CONiRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION ANG/OR LANDSCAFING N+1LL NOT BE PROVIDED W�THIN 60 DAYS SHALL BE UNTIL SUCH TIAIE THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE IAULTiPLE SILT FENCES, SILT FENCES W�TH A HICHT A.O.S. CONSTRUCTION OF A BERM, CR
���VATION 0� EXISTINC UTILITIES AS SHOVM ON THESE PLANS IS BASED HYDROSEEDE�, OR 0'HERW�SE STABIIZED, AS RECUIRED STRAW AIULCHINC AND POTENTIAL FOR ON-SITE EROSION HAS PASSE�. THE A TMCK LAYER OF ORGANIC A�ULCH UPSLOPE OF A SILT FENCE.
�� RECORDS OF iHE VARIOUS UTUTY COMPANIE� AND, YMERE POSSIBLE, OR PLASTIC SHEE�NG ARE ACCEPTA9LE ALTER\ATIVES TC TEAI^rORARY IM�LEMENTATION, MAiNTEKANC=, REPLACEMENT AND ADDITIONS TO
M.=ASUREIAENTS TAKE� IN THE FlELC. THE INFORA�AIION IS NOT TO 9E HYDROSEEDING DJRI4C PERI0J5 CF LOW GROWT. - 5. IF WORK iS TO OCCUR W1iHIN THE ORD!NARY HIGH WA'ER MARK Of A STREAM, MOST
P.EUED ON AS BEING EXACT OR COMP;ETE. THE CONTRACTOR AIUST CALL EROSION/SEDIMENTATION CONTR�L SYSTEMS SHALL B� THE PROJECTS IAUST ISOLATE THE WORK AREA FROA1 THE STREAM BY DIVERTING iHE S'ItEAIA
Tl-E APPROPRIATE UTILITY COMPANY AT LEAS7 48 HOURS BEFORE ANY 1fi. SLOPE STABILIZATIOK. CUT AND FlLL SLOPES SHALL BE CONST4UCTED IN A RESPON5161UTY aF THE PERAIITE�. OR CONSTRUCTION A COFFERDAAI. CERTAIN SNALL FROJECTS THAT PROaOSE ONL`!A
E%CAVATION TO Rt0UE5T EXACT FIELD LOCATION CF UTILIIIES. IT SHALL BE AIANNER THAT W1LL 4iNIAlIZE ERO510'J. ROUGHEN_D SOIL SURFACES AR� � SMALL AMOUNT OF GRACINC A1AY NOT REOUIRE ISOLA110N SINCE DiVERSIONS i�'PICALIY
4. THE EROSION AN� SEDIAIENTATION CONTRO_ ..YS?EMS DEPICTED ON
'�E 4ESPONS!BIUTY OF iHE CONIF2ACTOR TO RELDCATE ALL ExIST1NG PREFERRED TD SM00'H SURFACES. 'NTERCEPTORS SHOULD BE ,� RESJLTIN D':STURBANCE AND TNE RELEASE OF SOME SEDIAIENT TO Tr.E STREAM. FOR
THIS DRAwNG ARE �TENDED "0 BE AII�INUM REOUIRE�IENTS TO MEET
UTIUTIES WHICH CONFL!CT WITH THE PROPOSED IIJPROVEMENTS SHpWN ON CONSTRUCTEC AT THE TOP OF LONG, STEE� SLOPES WH!CH HAVE ANTICI?ATEO SITE CONDITIONS. AS CONSTRUCTIO^J PROGRESSES AND SUCH SMALI FROJECTS, THE POTENTIAL IAIPACTS FROM CONS7RUCP9N VAT� AND
�-ESE PLANS. SIGNIFICANT AREAS ABOVE TyAT CONTRIBU� RU40FF. CQNCENTRATEO WITHOUT A DIVERSION AIUST BE WEIGHED.
UNEXPECTED DR SEASONAL CON�ITIONS DICTATE, THE PERAIITEE SHALL
RUNOFF SHOULD NCT 8E ALLOWED TO FLOW DOWN iHE FACE OF A CUT OR ANTICIPATE T.^'AT MORE EROSI'JN AND SEDIIAEN'ATION COKTROL FACILITIES
FILL SLOPE UN�ESS CONTAINED WITHIN AN AOEQUATE CHANNEL OR PiPE wLL 6E NECESSARY TO ENSURE COAIPLETE SILTATION COVTROL ON THE 6. IF A STREAM MUST BE CROSSED, A TEMPORARY BRIDGE SHALL BE CONSIDERED RATHER
3. A__ WORKIIANSH'P AND MATERIALS SHALL CONFQRIA TO THE AIOST $�ppE DRA:N. WH�REYER A SLOPE FACE CROSSES A. WATER SEEPAGE i, r, THAh ALLOYANG EQUIPMENT TO Ui1LIZE THE STREAMBED FOR A CROSSING.
C�P,R�NT APPLICABLE LOCAL. STATE, AND FEDERAL STANDARDS. F � PROPOSED SI?E. DUR�NG 1HE CO�RSE OF COIr'STRJ.,T10N, 1'SHALL BE
PLAN" ADEQUATE 'JRAINAGE OR OTHER PROTECTION SHIX;LD B� PROVIDED. THE OBUGATION AND RESPONSIBIUTY OF THE PERAIITEE TO AD�RESS AkY
IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITE41 NEW CONDITIONS THAT NAY B� CREATED 8Y iHE ACTIU�TIES AND TD CRESi DF
4. THE CONTRACTOR SHALL BE RESPON519LE AT ALL TIUES FOR PREVENPhG (�7� ABOVE. PROVIDE ADCITIOVAL FACILITIES, OVER AN� ABOVE WATfR OI.PU'�'OF 'HE ��ISER PIPE EMERGENCY SPILLWAY
SILT-.ADEN RUNOFF FROM DiSCNARGING FROM THE PROJECT SITE. FA!LURE R_�4 !�RINC'�PAL SPI�LWAY) �6� AIIN. WIDiH
RECEIY,KG DRAINAGE SYS?EM.
BY?HE CCNTRACTOR CAN RESULTIN A F:hE. iHE DESIGNATEp TEMPOnARY DPEN AT TOP WTH
CONTACT PERSON NOTED ON THIS P�AN MUST BE AVAILABLE ��R CONTACT 19. STORM DRAW INLET FROTECTION, ALL STCRM ORAiN INLETS IAAOE TRASr RACK
OPERA9LE DURINC CO�STRUCTION SHALL BE PROTECTED 50 THAT 5. APPROVAL OF THIS PIAN !S FOR EROSION/SEDIIAENTATICN � EAIBANKHENT
BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCPDN AND '� ___-___----____
UNTIL THE PROJECT HAS�EEN COAIPIETED AND APPR04ED BY T�iE STORIAWATER RUNOFF SHALL NOT ENTER TH� CONVEYANCE SYSTEAI CONTROL ONLY. IT DOES NOT CONSTITUTE AN APPROVAL 0= STO��A 2 D�WA'ERING � -________=_____, COMPACTED 957,
GOVERNMENTAL ACENCY WITH JURISDICnON. WITHWT FIRST B�ING FILTERED OR OTNERWISE TR�ATED TO REMOVE DRA'NAGE DESIGN, S,ZE NOR LOCATION OF PIPES, RESiRICTORS, `�y n-1.4� DE'J�CE _____ -_'_ _ FERV!OUS MATERIALS
SEDIMcNT. CHANNELS, OR RETENTION FAGLITIES. '< �� � Q==--= =====-----'__-__�-=y SUCH AS GRAVEI OR
20. REFER '0 PROJECT SPECIF'CATIONS FQR SURFACE WATER POLLUTION � G�'XATERINC �________________°="""' CLEAN SAND SHALL
o � r�. 6. DUPoNG hIE T11AE PERICD OF OCTOBER 1ST THROUGH APRIL 30TH, 9f O�iFICE �--- --=----===------°-' �
S. THE IMPLEMENTA�ON OF THESE ESC PLA4S AND hIE CONSTRUCTION, PEVEN'1CN P_AN {SP1PFPi NARRA IJ". ��_-°-5=_===32======�_==°=_ � NOT 9E USE�.
INRI'�TE'JANCE, REPLA"EMENT AND UPGRA�JINC 0� THESE ESC FACILITIES IS ALL PROdECT D:STRIBUT_D SOIL AREAS GREA'ER THAN 5,000 '�________`___________�_°__'-___?f-
THE RESPONSIBILITY GF THE CONTRACTOR FROA1 'HE BEGIN\INC OF SE4UENCE OF CONSTRUCTION SQJAf2E FEE?, THAi ARE TO BE LEFT UN-R'OR4E� =0R MO"nE 1FIAN 12 --- ---------
HOURS, SHALL BE CCYERED EY MU:CH, SOUDING 03 P�AST'C COvER!4G. ���DISCHARGE
CONSTRUCTION UNTIL ALl CCNSTRUCnON IS COMPLE'ED AND AGPROVED B" TO SD
THE GOVERNMENTAL AGENCY WITH JURISDICTION AN� h+E SIiE IS � rysrp�i i=11PCRAR�STAB'11ZEC CCNSTR„C"ION ENIP,ANC=S,�E);ITS. 7. IN ANY AREA YMICH HAS BEEN STRIPPE� OF VEGETATION ARD \ $YSTE1�
STABIUZED. WHERE NO FURTHER WORK IS P.NTICIPATEC FOR A°ERICD 14 CAYS �
2. INSTALL PERIA!ETER SILT FENCES, INTERCEPTOR SWALES, ETC. OR MOFiE, ALl DIS'UREED AREAS MUST 8= IMMED ATE_Y STABILIZED N11TH �RE-BAC�(ED SILT FENCE. �
6. THE BOUNDARIES OF THE CLEAR'NG LI�A',TS SHO'�' ON TH�S PLAN SHALL BE STAKEC HAYBALES WRA?PED WITH , / 2 \CQ��CRET= E.45E
3. EAIOVE EXISTING UTIUTIES WITHIN BU!LDING FOOTPRINT AND MULCHING, GRASS PLANTING 0"n OTHER APPROVED EROSION CONTROL � l�
CLEARLY FLAGGE� AkD INSPECTED BY THE LOCAL JURISCICTION PRIOR TO SEDIMENT POND L'MITS. INSTALL SED!MENT PCNDS. TREATMENT APPUCAB'.E TC iNE TI�IE OF YEAR. GRASS SEEDiNC ALONE FILTER FABRC, OR E�'J'VALENT � R-1.4 (`EE RIS_R DETALj
ANY C�EARING OR CONS?RUCTION TAKING PLACE. JURI\G CONSTRUCTION, N^LL BE ACC�PTABLE CN�"�URING THE MONIFIS 0� APRIL THROUCH DIVI�ER
NC DIcNR5ANCE BEYOND THE fLAGGE� CLEAR�G LIMITS SHALL BE 4. BEGIN PAVMENT DE�AOLITION. S;PTEUBER, INCLUS�f:. SEEGING MAY PROCEEO, HOWEVER, WHENE4ER IT IS TEMPORARY SEDIMENT POND SECTION
PERUITTED. THE �LAGGING SHALL BE MAINTAIM1E� BY TrE OYMER AN�/OR �. COAIAIENCE STE GRADING. IN �FiE INTEREST OF THE PERAIITEE, BUT A1UST BE AUGGENTED WITH A�TS �
CONTRACTOR UNTIL ALL CONSTRL'CTICN IS APPROUED. MULCHING, NETTING OR ChiER TREATNENT APPROVEC BY THE CITY OF
6. �ISTURBED AHEAS OF THE SITE WiERE CONSTRUCTION ACIIVITY REN70N, OUTSDE iHE SPECIFED iIME PERIOD.
HAS CEASED FOR A�ORE THAN 14 �AYS SHALL BE TEMPORARILY
7. iHE EROSiON AND SEDIIAEhTAT10N CONTROL FAC'UT!ES SHOWN ON THiS SEEDED AND WATEREC. 8. FOR ALL EROSiON/SEDIM=NTATION CONTROL PONOS NMERE THE MAIN?ENANCE 5?ANDARDS: PRONDE ADEQUA'E 5?RAFPING� - 19' RISER TOF
P�AN ARE TO BE CONSIDERED ADE�UATE BASC RECUIREMENTS FOR 'HE DEAD STORAGE DEPTH EXCEEDS 6 INCHES, A FEN�E :S REQUIRED WITH A 1. SEDIAIEKT SHALL BE a
ANTICIPATED SITE CONDITIONS. DURING CONS?RUCTION, DEVIA10K5 FROU 1. INSTALL HAUL ROAD AND CONCRET= WASH OUT AREA. NINIAIUM HEIGHT OF THREE (3)FEET, J:1 SIDE SLOPES. POLYETHY'_ENE CA
THIS PLA� MAY BE NECESSARY IN ORDER TO AIAWTA!N WATER WAUTY. REM�VED FROIA THE POND
8. INSTALL AUGER CAST PILES AND CONSTRUCT BUILDING PAD. a W-!E"J IT R=ACHES 1' IN
A TEAIPDRARY GRAVEL CONSTRUCTION ENTRANCE, 25 FEET X 100 ' S"M'NIMJAI DIAkEIER CORRUGATED AIETAL RISER
DEPTH.
9. CONSTRUCi PERMANENT WATER WAUTY FACILITIES. FEET X S INCHES OF 4 TO 6 14CH O�ARRY SPALLS�SHALL BE PERFOBATED PO!YETrIYLENE
2. ANY DAMAGE TO THE WA?ER?IGNT CDUPLINC
8. A.�EROSIOR AND SEDIFAENTATION CONTROL I�EASURES SHALL BE LOCATED AT ALL POWTS OF 1�HICULAR INCRESS A�C EGRESS TO THE DRAINACE TUBE.
INSPECTE� BY THE CONTRACTOR ON A FREOUENT BASIS AND IIAMEDIATE'_Y 10. INSTALL UTILITIES, UN�ERDRAINS, STORM SEWERS, CURBS AND CONSTRUCTION SITE. PCND E�!BANKMENTS SHALL TUBING SHA.L C�6�PLY �
, AFTER EACH RAINFALL, AND I�A'NTAINED AS NECESSARY TO INSURE THEIR GUTTERS. BE REPAIRED. g1TH AST�1 F6E7 AND � NI TACK 'h'ELD
, CON'1NUED FUNCTIONING. ALL SEDiMENT AIUST 6E REAIO4ED FROM S'�LT ��, INSTALL INLET�OUP,ET PROTECTION AT THE LOCATIONS Of ALL AAShTC 'd294 - --- ORIFICE DIAUETER = L2�`
rENCES, STRAW BALES, SEDIMENT PONOS, ETC. PRIOR TO THE SEDMENT GRATE INLETS, CURB INLETS, ANO AT THE EN�S CF ALL E%POSEC
REACHING t/2 ITS A�AXIA�UM POTENTIAL DEPiH. STORM SEWER PIPES. -�/ DEWATERING ORIFICES
9. AT NO T1ME SHALL CONCREiE, CONCRETE BYPRODUCTS, VEHIC_E FLUIDS, CONSTRUCTION PHASE SECURI I I NOTES SCH tp STEEL S'UB
12. PREPARE SIiE FOR FAVING FlNAUZE PAVEM�NT SI;EGRAD: i � , ,
PAINT, CHEIAICALS, OR CTHER POLLUTING MATTER BE PERMITTED TO PRE?ARATION. 3 \�\��\� \ �
DISCHARGE TO THE TEI�PORARY OR PERMANENT DRAINAGE SYSTE�1, OR TO 1. THE SITE 5-�ALL HAVE SECURITY JG-�TIN�. ��/��/��/•��" �" 15" O�TL�T P',PE
�ISCHARGE FROM THE PROJEC"SITE 13 MORE�TFiANT48RH0URSOPR10R UODPACING STABILIZED BASENO 2. CONSTRUCTIDN TRAP_ERS S�+ALL 5E KEPT LOCKED WHEN NOT IN � ��\��\�\ �e�
\ \ \���������.
COL'RSE. USE, AND BE FlTiEO WIiH HEAVY-DUTY DEAD90L?S WITH A ���� ���
10. TH�CONTRACTOR PERFpRMING TFE WORK SHA1 MAIN'AIN A SET OF THE M'NIMUAI 1-'/2" THROW WHEN BOL�ED. --CCNCRETE
APPROVED CONSTRUCTION DRAWINGS ON SI7E AT ALL 111AE5 WH!LE 14. 'NSTALL BASE MATERIAL AS REOUIRED FOR PAYEMENT. PAUE SITE. ALTERNATIVELY, METAL STAKES AND
CONSTRUCTION IS IN PROGRESS. 00 NOi PAVE OVER CATCH BASINS. 3. Gl.ASS WINDOWS IN CONSTRUCTION iltAtLERS SHO�LD BE SHATTER � � � WIRE �IAY 9E USEC T� PREVENT
" RESI STA.'J T. 24
:', 11. IT SHALL BE i�iE RESPONSIBILIIY OF THE CDNTRACTOR PERFORMING THE �5. COUPLETE FlNA!GRAD�NG IN NON-PARKING A3EAS AND INSTALL FLO?ATION.
WORK TC OBTAIN ALL NECESSARY PERMIiS FROV THE LOCAL JURISDIC710N PERAIANENT SEEDINC AND P�ANTING. 4. TOOLBOXES AND STORAGE CON?AINERS SHOULD BE SECURED WiTFI TEMPORARY STORM DRAIN RISER DETAIL
PRIOR TO COUA�ENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 16. REMCVE SILT FENCMG ONLY AFTER ALL PAVING IN COI�PLEiE AND HEAVY-DUTY PADLOCKS ANO KEPT LOCKED WHEN NOT IN USE - 2
EXPCSE� SURFACES ARE STABiUZED. NTS
12. niE CON?RACTOR PERFQRAIING 'HE WORK SHALL BE RESPONSIBLE rpq 17. RE410VE T�MPORARY CONSTRUCTION EXITS ONLY PRIOR TO
PR�VDINC AGEQOATE TRAFFIC CO'JTR�_ AT AL_ TIA1�5 DURM1G PA1'�MENT CCNSTRUC1i0N IN �FiESE AREAS (TNESE AREAS FRE TO STAtiDARD PLANS/DETAiLS SHONN FOR CONVEMENCE 01LY. CON"RA�TCR TO 03TA�
kOST CURRENT VER90N OF GOVERNING AGENCYS STANDARD PIANS/D=TA:LS PRIOR TO
. CO�STR��'1CN aLOVGSiD_ OP, wTr-n aL_ °LBLC eOA,n'AYS. B_ 'A�FG _a,r). BID/CONSTRUCTON, AND ADHERE 70 ALL APPLICABLE STANDARD PLANS/DETAILS.
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Appendix D - Technical Information
Report (TI R) Worksheet
`
� ' King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT TIR WORKSHEET
r Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner Project Name
Boeing Realtv Corporation Boeinq Lonqacres Office Park
� ' Address Location
c/o PACLAND, 606 Columbia St NW, Township 23N
Suite 211 , Olvmpia, WA 98501 Range 4S
Phone (360) 786-9500 Section SW'/ Sec-24
Project Engineer Mike Neer
Company PACLAND
Address/Phone N/A
Part 3 TYPE OF PERMIT part 4 OTHER REVIEWS AND PERMITS
APPLICATION
— Subdivison ❑ DFW HPA ❑ Shoreline Management
�i Short Subdivision ❑ COE 404 �! Rockery
- ❑ Grading ❑ DOE Dam Safety — Structural Vaults
' �- ❑ Commercial 'i FEMA Floodplain '� Other
Other: Public Works
Construction Permit ! COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community Citv of Renton I
Drainage Basin Black River Basin �'I
Part 6 SITE CHARACTERISTICS
❑ River ❑ Floodplain
❑ Stream � Wetlands South Marsh Wetland "M"
❑ Critical Stream Reach ❑ Seeps/Springs
❑ DepressionslSwales ❑ High Groundwater Table
❑ Lake �� Groundwater Recharge
� Steep Slopes Up to 40% (limited area) '� Other Poor soils.
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
Urban 0.8 to 40% Hiqh Unknown
Ll Additional Sheets Attached I
Part 8 DEVELOPMENT LIMITATIONS �
REFERENCE LIMITATIONISITE CONSTRAINT
x� Ch. 4 — Downstream Analvsis None due to not exceedinq existina peak I
� ; _ 'il
, ,
� Additional Sheets Attached
Part 9 ESC REQUIREMENTS
I MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�l Sedimentation Facilities � Stabilize Exposed Surface
� Stabilized Construction Entrance � Remove and Restore Temporary ESC
' � Perimeter Runoff Control Facilities
��] Clearing and Grading � Clean and Remove All Silt and Debris
Restrictions � Ensure Operation of Permanent Facilities
' X Cover Practices '� Flag Limits of SAO and open space
' � Construction Sequence preservation areas
!� Other ❑ Other
Part 10 SURFACE WATER SYSTEM
❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis
Channel ❑ Vault ❑ Depression Santa Barbara
� Pipe System � Energy — Flow Dispersal Compensation/Mitigati
❑ Open Channel Dissipater [ �/aiver on of Eliminated Site
❑ Dry Pond C Wetland Storage
❑ Regional
[� Wet Pond ❑ Stream Detention none
Brief Description of System Operation Pipe conveyance to detention wetqond for
treatment before disposal to downstream wetland. i
Facility Related Site Limitations �
Reference Facility Limitation '
� Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSITRACTS
C. Cast in Place Vault Ci Drainage Easement
� Retaining Wall � Access Easement
❑ Rockery > 4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope ❑ Tract
C Other � Other Utilitv Easements I
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision have visited the site. Actual site conditions
as observed were incorporated into this worksheet and the attachments. To the best
of my knowledge the information provided here is accurate.
I
Si ned/Dafe