HomeMy WebLinkAboutLUA 01-134_MISC..
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. Renton Jiffy Lube
King County, Washington
Technical Information Reporl
Prepared For:
ADF Properties, LLC
vVooilinYille, W ashlngton
Prepared By:
l\!Iaher Abed, P .E.
Pacific Engme:ering Design, Inc.
December 7, 2000 PEDI Job No. 97010
TECHNICAL INFOR.-i\1ATI0N REPORT
For
Renton Jiffy Lube
Renton, Washington
Project No. 97010
Prepared for:
ADF Properties, LLC
15007 Woodinville-Redmond Road, NE
Woodinville, WA 98072-6988
,---... ·> .. ~c:.·' '
Prepared by:
Pacific Engineering Design, Inc.
4800 S. 188th Street, Suite 360
Seattle, WA98188
(206) 431-7970
December 6, 2000
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SECTION
1.0
2.0
3.0
4.0
5.0
A
B
C
D
E
F
TABLE OF CONTENTS
SUBJECT
Proposed Project Description
Existing Condition
Off-site Analysis
On-site Detention and Conveyance Analysis
On-site Water Quality Analysis
Appendices
Vicinity Map
Pre and post developed conditions map
Existing Soil Condition
Storm water Detention Calculation
Water Quality Facility sizing Calculation
Backwater Analysis Data
2
1.0 Proposed Project Description:
The project site is a rectangular shaped parcel located in the Southwest
Quarter of Section 3, Township 23, Range 5 East, W.M., King County,
Washington. The parcel is 0.82 acres in size. This project is assessed via
Sunset Highway.
The project will consist of a combined 13,480 Square Feet of Commercial
and multi-family space in two detached structures. Approximately 12,994
square feet of pavement and sidewalk surfaces will be created. The project
v.ill generate a total of 45 parking spaces on the site. The development will
utilize the existing frontage improvements along Sunset Highway.
However, on-site improvements shall include looping a 10-inch water main
from 12-inch Sunset Highway water main to 8-inch Anacortes Avenue water
main, Installation of storm water detention and treatment facilities, parking
lot paving and landscaping in accordance with City of Renton development
standards.
The storm run-off from new impervious surfaces will be collected and
conveyed to a wet vault that will provide adequate detention per King
County Drainage Manual-1998 Edition. From there, the metered release
will be discharged into a grass-lined swale which will treat the 2-year 24-
hour storm flow with adequate provisions to convey the 25-year 24-hour and
the 100-year 24-hour storm events without overtopping. The treated storm
water will be released into an existing wetland south of the site. The storm
water will ultimately flow into the existing channel of Honey Creek.
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3
2.0 Existing Conditions:
The parcel is 0.82 acres in size and generally slopes to the south. Grades are
not very steep and they range from I to 5 % slopes. Existing vegetation
includes large Fir trees and low laying shrubs. Other than an existing
wetland (0.07 acres), a regional urban creek, which flows east to west,
crosses the property in the southern portion of this site. The site exhibits
good drainage with no apparent ponding problems observed.
The soil on the site consists of mostly Alderwood Series predominately
Everett gravelly sandy loam, which overlies consolidated glacial till layer.
The site generally slopes in the southwesterly direction. The preponderance
of the site drains via sheet low to the low area at Honey Creek southwest of
the property. Any concentrated flow will ultimately drain into the existing
wetland south the proposed development.
Downstream Analysis: The flow from this site will be discharged from the
grass-lined swale into the existing wetland south of the development. From
there, it will drain into the existing 30-foot wide channel of Honey Creek,
which drains a concentrated upstream storm flow from the Kinder care
Building. This flow daylights into an 8-inch concrete storm pipe in the
eastern comer of Honey Creek. Based on my field observation, the channel
is well developed and it does not exhibit any signs of erosion. Our flow will
then drain east to west into an existing 40-foot 71 "x47" CMP arch pipe.
From there, the flow will then discharge into an open channel for
approximately I 00 feet where it will be collected into a twin 58"x36" arch
culverts underneath the Glencoe plat. From there, the flow will daylight into
existing drainage ditch and it will ultimately drain into an existing culvert
underneath Sunset Highway. The existing downstream system does not
exhibit any visible signs of flow restriction in performing its drainage
conveyance task.
-
4
3.0 Off-site Analysis:
The properties around the site have developed their own storm water control
facilities and as such it does not discharge any surface run-off into this
development. Field visits to the site did not reveal any surface flow entering
the site and there were no visible signs of ponding. Additionally, the
adjacent properties, similar to our development, tend to drain their surface
run-off southerly following the general grade of the topography round the
site.
Therefore, no off-site flow was taken into consideration in the design of the
storm water detention and water quality facilities.
-
5
4.0 On-site Detention and Conveyance Analysis:
The project is required to provide on-site storm water detention. Since the
project lies in the Honey Creek watershed, the City staff had required the
design to meet King County Drainage Manual-1998 Edition. Because of
lack of available space on the site, the development will utilize a wet vault
designed based on the above standards to provide the required detention.
Using the KCRTS software for level 1 design standard, the vault size will be
20'xl OO'x3 '. It is designed to detain both the 2-year 24-hour and the 10-
year 24 hour storm events to their pre-developed rates.
The conveyance system has been designed in accordance with King County
Drainage Manual, which requires the conveyance of the 25-year 24-hour
storm event. The analysis has been completed using King County
Backwater software. The upper Limits of the analysis are established as
follows:
1. Minimum limit is based on the 25-year, 24-hour storm event,
which is 0.50 cfs.
2. Maximum limit is based on the 100-year, 24-hour storm event,
which is 0.58 cfs.
Our analysis (see Appendix F) has shown that the project conveyance is
adequately sized to handle both the 25-year, 24-hour and the 100-year, 24-
hour storm events per King County Drainage Manual requirements.
6
5.0 On-site Water Quality Analysis:
Using "Waterworks" hydrology software, which employs Santa Barbara
Urban Hydrograph methodology and SCS type lA rainfall distributions, on-
site storm flows for the development are modeled and the results are as
follows:
1. Run-off for the 2-year 24-hour storm event= 0.27 cfs
2. Run-off for the 100-year 24-hour storm event = 0.58 cfs.
Site run-off is treated using a bio-filter swale installed upstream of the
existing wetland on the property. This facility consists of 150 lineal feet of
grass-lined swale, which is designed to filter out pollutants from the 2-year
storm flow. Additional capacity is provided to enable conveyance of up to
the 100-year storm flow.
"Civil Tools" software utility for man made channels was used for sizing a
swale cross section which is trapezoidal in shape, has side slope of 3: 1 and a
flow path slope of 1.0%. The utility determined that a 6.0-foot flat-bottomed
swale with minimum depth of 1.25 feet is needed (Resultant 2-yr storm flow
depth= 0.06' and 100-yr storm depth =0.09'). Therefore, depth required=
0.06'+ l.0'=1.06' say 1.25' minimum.
7
APPENDIX A
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PRO..ECT NCL; 97010
DR.A~ SY: GMH
ISSUE DATE: 12-07-00
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VICINITY MAP
N.T.S
GI'~
Civil Engineering and
Planning Consultants
-
MAIN a:HCE:
4800 S. 1331H ST., .SUITE JeO
SE>, TilE, WA 98188
PHONE: (20ei) ..:51-7970
FAX: (206) -01-7975
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PRo...ECT NO.: 97010
ORAMil BY: GMH
ISSUE DATE: 12-07-00
EXHIBIT 2 OR MAP 2
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Civil Engineering and
Planning Consul'"""'
MAfl OFFICE:
4800 S. 115811-1 ST_ SUITE 360
S£AT1l£. 'IIJ. 98188
PHONE: (:206) 01-7970
FAX: (2Dl!i) "'4'1-7975
20MH
PRo..ECT NO.: 97010
ORA~ BY: CMH
ISSUE DA TE: 12-07-00
EXHIBIT 1 OR MAP 2
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4800 S. 181!Tli ST .. SUI TE 360
SEATll..E. WA 9811!!!
PHONE: (206) "'31-7970
FAX; (206) 4J1-=
Created on 12/04/2000 2:58 PM
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97-1 0 Renton Jiffy Lube
APPENDIX C
N
2 Mi les
10000 reel
··"-·• --:.c -"~::_-..
.. ::::.--.~-\~--·: .. .... :..·.:.~ .... :-··
Orthophotobase compiled in 1970 by USGS. Planimetr i c
detai l ootained from USGS 7~-minute series :naps.
Poiyconic proiection . 1927 North American datum .
10,000-ioot grid based o n Washington coordinate syste r:i,
nor,h zone .
SHEET N0. 5
1
1ppl ,n s
othe
trac '--
Loca
A
)n t
This
phot
•i th
a
-outl
mark
;oil
~$ e
-pain
:ind
T
~nfo
_ ::.ing
and
of e
Iese
'OT
I
suit
,any
;oil
cent
soil
gravelly coarse sand to very gravelly loamy sand.
Depth to the IIC horizon ranges fTom 18 to 36
inches.
Some areas are up to 5 percent included AldenJood
soilsJ on the more rolling and undulating parts of
the landscape; some are about S percent the deep,
sandy Indianola soils; and some are uu to 25 percent
~eilton very gravelly loamy sands. Ai.so incl~ded
in mapping are areas where consolidated glacial till,
which characteristically underlies Alderwood soils,
is at a depth of S to 15 feet.
Permeability is rapid. 1ne effective rooting
depth is 60 inches or .more. Available water capac-
ity is low. Rtm.off is slow, and the erosion hazard
is slight.
This soil is used for timber and pasture and for
urban development. Capability unit IVs-!; woodland
gr9up.'.3f3. __ ....----·--...----~ -~,,---
Everett g:::avelly sandy loam, 5 to 15 percent
slones (EvC) .--111.is soil is rolling. Areas are
irregular in shape, have a convex surface, and range
from 25 acres to more than 200 acres in size. Rtm-
off is slow to medium, and the erosion hazard is
slight to moderate.
Soils included with this sOil in mapping make up
no more than 25 percent of the total acreage. Some
areas are up to 5 percent Alderwood soils, which
overlie consolidated glacial till; some are up to
20 percent Neilton very gravelly loamy sand; and
some -are about 15 percent included areas of Everett
soils where slopes a.re more gen~le than 5 percent
and where they are steeper than 15 percent.
This Everett soil is used for timber and pastuxe
and for urban development. Capability unit VIs-1;
woodland group 3f3.
Everett. gl'avelly.-s.indy-·1o·a:m, 15 to 30 percent
slopes (EvD).--This soil occurs as long, narrow
areas, mostly along drainageways or on short slopes
between terrace benches. It is similar to Everett
gravelly sandy loam, 0 to 5 percent slopes, but in
most places is stonier and more gravelly.
Soils included with this. soil in mapping make up
no more than 30 percent of.the total acreage. Some
areas are up to 10 percent Alderwood soils, which
overlie consolidated glacial till; some are up to 5
percent the deep, sandy Indianola soils; some are
up to 10 percent Neilton very gravelly loamy sand;
and some a.Te about 15 percent included areas of
Everett soils where slopes are less than 15 percent.
Runoff is medium to rapid, and the erosion hazard
is moderate to severe.
Most of the acreage is used for timber. Capa-
bility I.D'lit VIe-1; woodland group 3-f2.
Everett-Alderwood gravelly sandy loams, 6 to 1S
percent slopes (EwC) .--This mapping unit is about
equal parts Everett and Alderwood soils . The soils
are rolling. Slopes are dominantly 6 to 10 percent,
but range from gentle to steep. Mast areas are
irregular in shape and range from 15 to 100 acres
or more in si::e. In areas classified as Everett
soils, field examination and geologic maps indicate
26
the presence of a consolidated subst~a"CU:m
of 7 to 20 feet. 1his substratum is ~~e
rial as that in t..b.e Alderwood soils.
Some areas are up to 5 percent include
Seattle, and Tukwila soils, all of whic.~
drained.
Runoff is slow to medium, and the eras
is slight to moderate.
Most of the acreage is used for t:..mber
ity unit VIs-1; woodland group 3£3.
Indianola Series
The Indianola series is made up of som,
excessively drained soils that foTID.ed und,
in sandy, recessional, stratified glacial
These undulating, rolling, and hummocky s1
terraces. Slopes are O to 30 percent. 11
precipitation is 30 to 55 inches, and the
annual air temcerature is about 50° F. Tl
free season is· 1so to 210 davs. Elevatio1
from about sea level to 1,000 feet.
In a representative profile, the uooer
is brown, dark yellowish-brown, and 1iiht
·brown loamy fine sand. This is underlain
sand that extends to a de:oth of 60 inc.~es
[pL I, right) . •
Indianola soils are used for timber an,
development.
Indianola loamy fine sand, 4 to 15 uer1
(InC) .--This undulating and rolling SoiTl
slopes. It is near the edges of upland ti
Areas range from 5 to more than 100 acres
Representative profile of Indianola lac
sand, 4 to 15 percent slopes, in forest,
west and 900 feet south of the nort.heast c
sec. 32, T. 25 N., R. 6 E.:
01--3/4 inch to 0, leaf litter.
B2liT--O .to 6 inches, brown (lOYR 4/3) lo,
sand, brown (JOYR 5/3) dry; massive;
very friable, nonsticky> nonplastic;
roots; slightly acid; clear, smooth
4 to 8 inches thick.
B22ir--6 to 15 inches, dark yellowish-bro"
4/4) loamy fine sand, brown (JOYR 5/
massive; soft, very friable, nonstic
plastic; common roots; slightly aciC
smooth boW1dary. 6 to 15 inches thi
Cl--15 to 30 inches, light olive-brown (2.
loamy fine sand, yellowish brown (IC
dry; massive; soft, very friable, nc
nonplastic; common roots; slightly a
gradual, smooth boundary. 12 to 17
thick.
C2--30 to 60 inches, olive (SY 5/4) sand,
brownish gray (2.SY 6/2) dry; single
loose, nonsticky, nonplastic; few ro
slightly acid. Many feet t~ick.
There is a "thin, very dark brown Al hor
the surface in some places. Tii.e 8 hori=cn
APPENDIXD
-
--PACIAC ~NGINEERINO DESIGN INC. --:;J ... ~.,., ) :-:~-/ . --,~; ;.;:; -:: : / ... '
Joe ....... -,..., --~..; '----• --~
CIVIL ENG!NEERJNG AND PLANNING CONSULT~ SHEET NO. I OF
CALCULATED BY 1,,J. .~...=-/' °""' I:: -fa -t~C
------------------·---·----------···--------------· .. ·------··---------...• ------·····--·--·----··----~ --·---·--·
L_,=t; ... "'X-'-"/_=: (._ ... .,-.,(;:,.,c.-:.l .. 5.c__;.,U,a-"A""'-')"_,_~.,-,"·.""·".,:-".{)"A"~"-;' :__~ : ·--~---··--L ____ : ----··--·--·----···-----~----·-·-~-------·-·-·· ·------··-----··-----
1------·-·------·----------------------·--------------····-•-·---------··--··-·-··--... -· -----------·--·----... -······---. ---·--------··------···--····----·
_____________ ,. TJ I L_. p ,b-r;,/_,2:= -~EA-___ ;=_Q;.z"..S ,4,,:~_ ---·----------·-··-__ ____ ___ ···----· _____ _
---·+.-----~-----;_XQ~A::: .. L.~-•. :l~:=-.r~:i.-.A~-----~--o.! .. c~:: ..... ~/ id ·:; __ ·····-·-··-----···-····-· ______ -•---------,---------------~---------1
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------····--. ------·---·····------··--.. ··-·-----·-------·-··------·----··-··--··~----·--
---···-------·· ---·----------·-·----·-··--·-------··-·· .. ·----·------·-· .---·---·
··-----···-···-·--·-----.. ·------· ----·-·-----·-. -------.
--~-·--·-·-----~---··/-. .'2 ... L~---·----j~~_:.--~tEL~._::;. __ 5~ ~-./ ____ A:~~-~::-. . ' ' .... ~---· -----·-·----.. ·-----··--···---·-··-·--·---·---···-·---·
--:r..1_; • . ,,--:: 0 b,-• b ,;;4 •_ •_,,: IU" .,r//7..-..-
----····-·····--·_,. _______ .:;... __ .;_ _________ ¥,L~ . ....,;r~ __ :..,..r.'.".'";sl~---·-~.,,,...---~e,..,,: .. ,._~.L...:.~--..C--...,,(~..:. ····--------·· ·---------· ---·-· ----·--···--
SECITON 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS
FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS
ST 1.1
ST 1.0
Rainfall Regions and
Regional Scale Factors
,. · Incorporated Area
-.....c::::J River/Lake
Major Road
ST 1.0/
LA 1.0 LA 1.2
SMOM<:IMI
··ace·
-~---·. ___ ,_-.···-.· ··_.··,_·· __ •• .,
LA 1.0
911198 1998 Surface Water Design Manual
3-22
=: PACIFIC ~NOINEEAING DESIGN INC.:: JOB-------------
CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. _________ <l"·---------
(;ALCUL.ATEO BY ________ cw,e
J
Time Series Computed
------------------------------------------------------------------------------
KCRTS Command
CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location: Sea-Tac
Computing Series devOl.tsf
=gional Scale Factor: 1.00
Data Type : Reduced
rreating Hourly Time Series File
Loading Time Series
Till Grass 0.14 acres
Loading Time Seri~s
2tland 0.07 acres .. ~
Tmpervious
Loading Time Series
0.61 acres ,•
Total Area 0.82 acres
File:C:\KC_SWDM\KC_DATA\STTG60R.rnf
Scaling Yr: 8
File:C:\KC_SWDM\KC_DATA\STWL60R.rnf
Adding Yr: 8
File:C:\KC_SWDM\KC_DATA\STEI60R.rnf
Adding Yr: 8
Deak Discharge: O. 323 CFS at 6: 00 on Jan. 9 in Ye·ar 8
KCRTS Command
CREATE a new Time Series
Production of Runoff Time Series
Project Location: Sea-Tac
Computing Series predevOl.tsf
!.~gional Scale Factor : 1.00
Data Type : Reduced
: :eating Hourly Time Series File
Loading Time Series
Till Pasture 0.75 acres
\ Jtland
Loading Time Series
0.07 acres
Total Area 0.82 acres
File:C:\KC_SWDM\KC_DATA\STTP60R.rnf
Scaling Yr: 8
File:C:\KC_SWDM\KC_DATA\STWL60R.rnf
Adding Yr: B
oak Discharge: 0.097 CFS at 9:00 on Jan 9 in Year 8
Storing Time Series File:predevOl.tsf
8
8
8
8
8
8
=: PAClRC ENGINEERING DESIGN INC.=: JOa -------------
CIVIL ENGINEERING ANO PLANNING CONSULTANTS SHEET NO. _________ OF ________ _
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Flow Frequency Analysis
--------------------------------------------------------
Time Series File:predevOl.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates---
·"low Rate Rank Time of Peak
(CFS)
0.061 2 2/09/01 15:00
0. 021 7 1/05/02 16:00
0.056 3 2/28/03 3:00
0.005 8 3/24/04 19:00
0.028 6 1/05/05 8:00
0. 045 4 1/18/06 16:00
0.043 5 11/24/06 4:00
0. 097 1 1/09/08 9:00
:__,mputed Peaks
-----Flow Frequency Analysis-------
--Peaks Rank Return Prob
(CFS) Period
0.097 1 100.00 0.990
0.061 2 25.00 0.960
0.056 3 10.00 0. 900 . -·--·-----·--------·-·· ·----0. 045 4 5.00 0.800
0.043 5 3.00 0.667
0.028 6 2.00 0.500
0.021 7 1.30 0.231
0.005 8 1.10 0.091
0.085 50.00 0.980
·--··--·-·-··-···-·-------~----··-····-····---···--·--·--.. -... -·--~----··-··---·---------------·--------------·-------··-····-···--·-·-··--·----·-·-----·-·----·----~----·--·-·····--·---------------··-----,·-
·--•···----· '--··--·. --·-·----.. --·······-·-------. ···--·-·--~-·-· . . . . ' . . ' --··· . ···--····. ·······-------------··· ···--· ~--·-·--'----··-·--·-·-··-·-----
···-----. ___ . --···------.. ------····-----. ~---------·------------. ·-·-·--·----····-·····-····--··-·----··---·········'------·--------------····--·---·-·--·--
········-···-··----·····-····-··--···---··· ·············'·--····--·····'·····-·--·-·-·······-··----..;..··-···'··········-·····-···········'··-····---
Fl ow Frequency Analysis
--------------------------------------------------------
Time Series File:rdout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--------Flow Frequency Analysis-------
"low Rate Rank Time of Peak --Peaks --Rank Return Prob
(CFS) (CFS) (ft) Period
0.131 2 2/09/01 15:00 0.274 3.07 1 100.00 0.990
0. 025 7 12/28/01 17:00 0.131 3.02 2 25.00 0.960
0.049 5 2/28/03 7:00 0.057 ·3.00 3 10.00 0.900
0.024 8 8/24/04 0:00 0.053 2.78 4 5.00 0.800
0.032 6 1/05/05 14:00 0. 049 2.54 5 3.00 0.667
0.053 4 1/18/06 22:00 0.032 1. 87 6 2.00 0.500
0.057 3 11/24/06 7:00 0.025 1.15 7 1.30 0.231
0.274 1 1/09/08 9:00 0.024 1. 06 8 1.10 0.091
)mputed Peaks 0.226 3.06 50.00 0.980 -
_.....=rir,. C ...,==-r1......1 C"T" Cl 11-rc: -:::i=r,. CC:1\-,-,1 c: \/\/ACL.Jl"-lr::"T"r"Jf'-J Oi::::::1-'li:::ii:::i anC::C//l'".'.l-'I_/Q"7r1 i:=1';.V/L1'".'.l4_70"7~
=: PACIFIC f=NGINEERINO DESION INC. = JOB-------------
CIVIL ENG!NEERINC AND PLANNING CONSULTANTS SHEE'i NO. _________ OF ________ _
----····················.~
········---·-·--··--
Retention/Detention Facility Design
Route Time Series through Facility
Time Series Found in Memory:devOl.tsf
Reservoir Routing [R/D Facility]
Years Complete: 8
Peak Inflow Discharge:
Peak Outflow Discharge:
Peak Reservoir Stage:
Peak Reservoir Elev:
Peak Reservoir Storage:
Inflow/Outflow Analysis
0.323 CFS at
0.274 CFS at
3.07 Ft
103.07 Ft
5874. Cu-Ft
0.135 Ac-Ft
6:00 on Jan 9 in Year 8
9:00 on Jan 9 in Year 8
Storing Time Series File:rdout.tsf 8
Facility Routing Complete
·acility Documentation
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 100.00 0. 0.000 0.000 0.00
0.01 100.01 19. 0.000 0.002 0.00
0.02 100.02 38. 0.001 0.003 0.00
0.03 100.03 57. 0.001 0.004 0.00
0.04 100.04 77. 0.002 0.005 0.00
0.05 100.05 96. 0.002 0.005 0.00
0.06 100.06 115. 0.003 0.006 0.00
0.07 100.07 134. 0.003 0.006 0.00
0.08 100.08 153. 0.004 0.006 0.00
0.18 100.18 345. 0.008 0.010 0.00
0.28 100.28 53 6. 0.012 0.012 0.00
0.38 100.38 727. 0.017 0.014 0.00
0.48 100.48 919. 0.021 0.016 0.00
0.58 100.58 1110. 0.025 0.018 0.00
0.68 100.68 13 01. 0.030 0.019 0.00
0.78 100.78 1493. 0.034 0.020 0.00
0.88 100.88 1684. 0.039 0.022 0.00 -~~----~----. ---· ··-~ -----·-· -. • . • --· "k ,,....,_,......,k' ................ ,....,....., ....... --..-. , ............ -.~......,.,-, .-,.. ,,,~.-. ...................... =
= PACIFIC l!i:NOJNEEAINO DESIGN INC.= Joa-------------
CIVIL ENGINEERING AND PLANNING CONSULTANT'S SHEET NO.. _________ OF ________ _
CALCULATED BY
~cility Documentation
0.98 100.98 1875. 0.043 0.023 0.00
1. 08 101.08 2067. 0.047 0.024 0.00
1.18 101.18 2258. 0.052 0.025 0.00
1. 28 101.28 2450. 0.056 0.026 0.00
1. 38 101.38 2641. 0.061 0.027 0.00
1.48 101.48 2832. 0.065 0.028 0.00
1.58 101.58 3024. 0.069 0.029 0.00
1.68 101.68 3215. 0.074 0.030 0.00
1. 78 101.78 3406. 0.078 0.031 0.00
1. 88 101.88 3598. 0.083 0.032 0.00
1. 90 101.90 3636. 0.083 0.032 0.00
1. 91 101.91 3655. 0.084 0.032 0.00
1. 92 101.92 3674. 0.084 0.033 0.00
1.93 101.93 3693. 0.085 0.034 0.00
1.94 101. 94 3713. 0.085 0.035 0.00
1.95 101.95 3732. 0.086 0.036 0.00
1.96 101.96 3751. 0.086 0.036 0.00
1. 97 101.97 3770. 0.087 0.036 0.00
2.07 102.07 3961. 0.091 0.040 0.00
·--.... ··-·--------·-··-------------··----·--··--·····-·-···-·----
. ···-···-·····-·····-·-···-.
----····------·
--·-------·--·---
4800 S. 188TH ST., SUITE 360, SEATTLE, WASHINGTON 9B1BB 206/431-7970 FAX/431-7975
= PACIFIC ENOJNEEAING DESIGN INC.= JOB-------------
CIVIL ENGINEERING AND PLANNING CONSULTANTS Sr1EETNO ________ OF _______ _
DATE ______ _
Facility Documentation
2.17 102.17 4153. 0.095 0.042 0.00
2.27 102.27 4344. 0.100 0.044 0.00
2.37 102.37 4535. 0.104 0.046 0.00
2.47 102.47 4727. 0.109 0.048 0.00
2.57 102.57 4918. 0.113 0.050 0.00
2.67 102.67 5110. 0.117 0.051 0.00
2.77 102.77 5301. 0.122 0.053 0.00
2.87 102.87 5492. 0.126 0.054 0.00
2.97 102.97 5684. 0. 13 0 0.056 0.00
3.00 103.00 5741. 0.132 0.056 0.00
3.10 103.10 5932. 0.136 0.365 0.00
3. 2 0 103.20 6124. 0.141 0.930 0.00
3.30 103.30 6315. 0.145 1. 660 0.00
3 .40 103.40 6507. 0.149 2.450 0.00
3.50 103.50 6698. 0.154 2.740 0.00
3.60 103.60 6889. 0.158 2.990 0.00
3.70 103.70 7081. 0.163 3.230 0.00
3.80 103.80 7272. 0.167 3.450 0.00
3.90 103.90 7463. 0.171 3.660 0.00
.. .. ··-· ,_. ... ··-··-·------··-·-·•·-------··--
. '···-----·-···---·-·----------·-·--: _i_ ____________ . :··--. --··------·-
-·----·--·-···-..... --------------··--···"-··-······---......... ·--~----------·-········--"-·------------------. -------------------------,----------------------·-------,-----·· -----------·--------------------------------------------·-····--_,
·····-------·----···-·---·--·----,,··-·-------------------------·--------------···------------·-····-·-·---·-----
tcility Documentation
4.00 104.00 7655. 0.176 3.850 0.00
4.10 104.10 7846. 0.180 4.040 0.00
4 .20 104.20 8038. 0.185 4.210 0.00
4.30 104.30 8229. 0.189 4.380 0.00
4.40 104.40 8420. 0.193 4.550 0.00
4.50 104.50 8612. 0.198 4.710 0.00
4.60 104.60 8803. 0.202 4.860 0.00
4.70 104.70 8994. 0.206 5.010 0.00
4.80 104.80 9186. 0.211 5.150 0.00
4.90 104.90 9377. 0.215 5. 290 0.00
5.00 105.00 9568. 0.220 5.430 0.00
4800 S. 188TH ST .. SUITE 360, SEATTLE. WASHINGTON 98188 206/431-7970 FAX/431-7975
= PACIFIC l"!:NOINEERINO DESIGN INC.= JOB--------------'------
CIVIL ENGINEERING ANO PLANNING CONSULTANTS SHEETNO. _________ OF·---------
OATE, _______ _
----·-----·······--·-----·--·--··----·----·······--··-·-------------· .. ·-··--~· ········----------~·-----········--.. ··----------·---------.... --------·····---··--·
.. ----·--·-·-
Hyd InflOw Outflow Peak Storage
Target Cale Stage Elev (Cu-Ft) (Ac-Ft)
l 0.32 ******* 0.27 3.07 103.07
2 0.17 ******* 0.13 3.02 103.02
3 0.22 0.06 0.06 3.00 103.00
4 0.17 ******* 0.05 2.78 102.78
5 0.20 ******* 0.05 2.54 102.54
6 0.12 0.03 0.03 1. 87 101.87
7 0.14 ******* 0.02 1.15 101.15
8 0.15 ******* 0.02 1. 06 101. 06
Type of Facility: Detention Vault
Facility Length:
Facility Width:
Facility Area:
Effective Storage Depth:
Stage O Elevation:
Storage Volume:
Riser Head:
Riser Diameter:
Number of orifices:
Orifice#
l
2
Height
(ft)
0.00
1. 90
43.75
43.75
1914.
3.00
100.00
5741.
3.00
12.00
2
Diameter
( in)
0.92
0.75
Top Notch Weir: None
Outflow Rating Curve: None -,_
ft
ft
sq. ft
ft
ft
cu. ft
ft
inches
Full Head
Discharge
(CFS)
0.040
0.016
5876.
5787.
5742.
5328.
4866.
3578.
2209.
2026.
Pipe
Diameter
( in)
4.0
0.135
0.133
0.132
0.122
0.112
0.082
0.051
0.047
·-···----
------·-···-----
4800 S. 188TH ST .. SUITE 360. SEATTLE. WASHINGTON 881 BB 206/431-7870 FAX/431-7975
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llJ
CTI
I
~
~ _:
0.
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Return Peri,~d
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' :-,.:· \/ , ',
' 00 T
'I .\
4G 50 60 70 ,v, 1 \J' '15
Cur~1ulott•1e Prnbat,tlliv
I
APPENDIX£
-
---PACIFIC f=NOJNEERINO 0eSION INC. --
CIVIL ENGINEERING Al'<O PLANNING CONSULTANTS J :=:;-5 HE ET NO. ______ ~ _____ OF ____ = -'----------
CAlCUVJEO B't' -., DATE_~"'-==-=='""---/
--~-------··-·' . : __ : ----·----·--·-·--' ----·-···-······--·-··-------: :-----~-----·----------··----·-····
---·····---------·--··-·-----~---·---------------........... --·--·-----·-··-·----------~·----·. -·------•-··----------------·----------------· -··----·-·-·---~---····-··-------------··-··---·-·-
__ :. ____ y4::z2k__ -r--/J1/?:3z:.Y/Cvi.S.~ -=-PA-v,r,4.?A7'~ ± '.51b9<.~..x. h..#o£,0:::::-6:;,;.,-=;,.t
-----------·-·------········ -··--·--·-··· --~------. ___ ;_:_~_14._ __ ~~E-------/---·---· ? znJ~~-r' ____ i __ L3.1 .. -~ ?~'":-·---·····-~--
-------'----' ----------·····-··-·····-------· ······-······. __ ;:;:-z~_/1r4 .$, . .;. ___ • --• -------•----·------------------------
-----------·----· ----·------·--·---:::;;. ___ C-~~/:.. _A-~ . .f.;... <:
.__ ____ ; ______ /7JJ7H_ p~y',(LJP~ _,!lg_;~--=---0•-'jJ_ 7; .....;..L}_,~j_ -------
L--------~------~------------·-________ Q. Z..j_ __ ,4_~(". _______ _
L---~i ___ J __ : -·---···-··--·'·---· ---·--: --······ -···-··! -·-· -··-····!·--------··-· -----! : -··-!····----·:·"---·-·-·-----.···-·--··.-·----·-·----· ______ ! _____ -----
. ______ 26z;~ ----····· -----
I--'--'-··-.·--·---------------·--···-----·---····-··:---·--------------·------~---·------··-··-··:-··-····--·--.... 0~.C.? -3+--'··--··-··-·-:--·-·-··--
·-··'-··-··--·-·-·--·'.:: .. :..,21...3..-CL.r~:-... ..J
•-----------·-·----····---.--·····-.. --.-··---------·-···········-·--·-·-·-·-·-·····-----------------·--·----~---·------·--····
·-·----·-·•·---------·-·•---. ·--···---~···-·----··-·----: __ --------··---:_ ' --·-------··-------·-·-------·------·-··--·--------·-·-··-··-·---·--···-
_____ J);SJtJ<S . ,,a.,J ___ ,r-'!,E:E,,t,:/,0~· _ A-£E-,,1. "=_L)Jfa/_,!!-~ __ r17((; C.AJ_=_7<2.____ ·-__
L----... ·---~b~-~------L'?..d.Z.:a~.-~A--..... -_o; Z I .. ,:;tce_--=--?.A:ri!)._._C_,,i/:::_65 ____________ _
. -·~--L~i6-.. ,.o,.e.ej£:[:~& .. r-1.~t;.;!./ _ .~¥.?'"~----;!),;_..;.,,.t_ ___ u_ ___ ~~ .. r?u.o_ ~1: ... ···--·-·----·---···--·--·-----··-·-·-·--··---··-······-----····----
. 0.,, '/,2
•••-, .... ·--·-··-·••-•'···--•••T-c:"",..:::_,"" .... / ,v';~----··-···-·-~·· ········-·"·--·-----
?-...... -.; ;,_:·l ...< -
---................. --'-. ,'. .. ...-~ ... _, .. -~-.. -:-.
............... ?..'.: ..:.;. .. ·-'-~-~z.. ?--~ ., __ 2 . hv·_ c../:-'2 ... -
4800 S. 1 BBTH ST .. SUITE 360, SEATTLE. WASHINGTON 9B1B8 206/431-7970 FAX/431-7975
12/6/00 10:18:43 am Pacific Engineering Design Inc page 1
----=-====--===-==============----=----=----------=----=-=======-==--
BASIN SUMMARY
BASIN ID: #l(lOOy)
SBUH METHODOLOGY
NAME: basin #1, lOOyr 24hr storm
TOTAL AREA ....... : 0.82 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElA PERV
PRECIPITATION .... : 3.90 inches AREA .. : 0 .21 Acres
TIME INTERVAL .... : 10.00 min CN .... : 85.00
TC .... : 25.17 min
ABSTRACTION COEFF: 0.20
TcReach -Sheet L: 260.00 ns:0.1500 p2yr: 2.00 s:0.0230
impTcReach -Sheet L: 260.00 ns:0.0110 p2yr: 2.00 s:0.0230
PEAK RATE: 0.58 cfs VOL: 0.23 Ac-ft TIME: 480 min
BASIN ID: #l(lOy)
SBUH METHODOLOGY
NAME: basin #1,lOyr 24hr storm
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
0.82 Acres
TYPElA
2.90 inches
10.00 min
ABSTRACTION COEFF: 0.20
BASEFLOWS:
AREA .. :
CN .... :
TC .... :
0.00 cfs
PERV
0.21 Acres
85.00
25.17 min
TcReach -Sheet L: 260.00 ns:0.1500 p2yr: 2.00 s:0.0230
impTcReach -Sheet L: 260.00 ns:0.0110 p2yr: 2.00 s:0.0230
PEAK RATE: 0.42 cfs VOL: 0.16 Ac-ft TIME: 480 min
BASIN ID: #1(25yr)
SBUH METHODOLOGY
NAME: basin #l,25yr 24hr storm
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
0. 82 Acres
TYPElA
3.40 inches
10.00 min
ABSTRACTION COEFF: 0.20
BASEFLOWS:
AREA .. :
CN .... :
TC .... :
0.00 cfs
PERV
0.21 Acres
85.00
25.17 min
TcReach -Sheet L: 260.00 ns:0.1500 p2yr: 2.00 s:0.0230
impTcReach -Sheet L: 260.00 ns:0.0110 p2yr: 2.00 s:0.0230
PEAK RATE: 0.50 cfs VOL: 0.19 Ac-ft TIME: 480 min
BASIN ID: #1(2yr)
SBUH METHODOLOGY
NAME: basin #1, 2yr 24hr storm
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
0.82 Acres
TYPElA
2.00 inches
10.00 min
ABSTRACTION COEFF: 0.20
BASEFLOWS:
AREA .. :
CN ...• :
TC .... :
o.oo cfs
PERV
0.21 Acres
85.00
25.17 min
TcReach -Sheet L: 260.00 ns:0.1500 p2yr: 2.00 s:0.0230
impTcReach -Sheet L: 260.00 ns:0.0110 p2yr: 2.00 s:0.0230
PEAK R.l\TE: 0.27 cfs VOL: 0.10 Ac-ft TIME: 480 min
IMP
0.61 Acres
98.00
5.00 min
IMP
0.61 Acres
98.00
5.00 min
IMP
0 . 61 J1_c:ces
98.00
5.00 min
IMP
0.61 Acres
98.00
5.00 min
TABLE E.2
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
(Published by SGS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall
distribution, 24-hour storm duration.
Curve Numbers By Hydrologic
LAND USE DESCRIPTION CONDIT10N Soils·Group
A B C
Cultivated Land Winter 86 91 94
Mountain open areas Low brush/Grassland 74 82 89
Meadow/Pasture 65 78 @
Wood or Forest Undisturbed 42 64 76
Wood or Forest Young 2nd growth/brush 55 72 81
Orchard With cover crop 81 88 92
Lawns, Parks, Golflinks, etc. 75% or more grass cover 68 80 86
Lawns, Parks, Golflinks, etc. 50% to 75% cover 77 85 90
Commercial 85% impervious 92 94 95
Industrial 75% impervious 88 92 94
Residential (1/8-acre lot) 65% impervious 86 90 93
Residential (1/4-acre lot) 38% impervious 77 85 90
Residential (1/3-acre lot) 30% impervious 75 84 89
Residential (1/2-acre lot) 25% impervious 73 83 88
Residential (1-acre lot) 20% impervious 71 82 88
Gravel Roads/Car Parks 76 85 89
Dirt Roads/Car Parks 72 82 87
Impervious Surfaces 98 98 rga)
'::f:::Y
Water Bodies 100 100 100
For more detailed information refer to the National Engineering Handbook, Chapter 9,
Hydrology, SCS.
E-4
D
95
. 92
89
81
86
94
90
92
96
95
95
92
91
91
90
91
89
98
100
SECTION 3.2 RUNOFF COi'vfPITTA110N AND ANALYSIS MEIBODS
WESTERN
KING COUNTY
2-Ye·ar 24-Hour
Precipitation
in Inches
9/1/98
FIGURE 3.2..1.A 2-YEAR 24-HOUR ISOPLUVIALS
4
3-14
...
----3.5
1998 Suri= Water Design Manual
3.1.1 RATIONAL \1ETHOD
FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLUVIALS
WESTERN
KING COUNTY
100-Year 24-Hour
Precipitation
in Inches
199& Surf:ic~ Water Design Manual
N
* o 2 4Miles
=--------=2e----l=::s=;i==:::i"
3-17
~---
--~
~
I
<,}'
~
tlD
\ -~ ··-// '
9/1/9&
FIGURE 3.2.1.B 10-YEAR 24-HOUR I.SOPLUVIALS
WESTERN
KING COUNTY
10-Year 24-Hour
Precipitation
in Inches
19 98 Surfac e Wacer Design Manual
N
* ~
0 2 4 M~es I
L;;;;=-s==----1
3-15
~ ..,,
3.2.l RATIONAL MEIBOD
$H O H M ISl1 COU N 'rY
"'"'~~UN'7v
4.0
4.5
~ ,,.:-_4.0 . 7 '
~~
9/1/98
SECTION 3.2 RUNOFF COl\1PUfATION AND ANALYSIS MEIBODS
II FIGURE 3.2.1.C 25-YEAR 24-HOUR ISOPLUVIALS
WESTERN
KING COUNTY
25-Year 24-Hour
Precipitation
in Inches
9/1 /98
0 2
3-16
!H ~~S_H~~~
»c.1 M<. COU N T'Y
-.
1998 Surface Water Design Manlllil
---PACIAC ~NOINEERINO DESIGN INC. ---~
CIVIL ENG1NEERING AND PLANNING CONSULTANTS SHEET N0.-----~=~----0'---~'-=--------
-···---·------·
C.W:ULATEO BY
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/ 'j I _,..7"_ DATE_~·"'-=------~~==~--
---------~-' . ---···----··-----·-·--·-·-··--··-·-···•-·-··--___ .. _______________________ -·---------·-····---·-·----. ···---------------------
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---PAclAC ENGINEERING DESIGN INC.
/.?:::. ,-,,,.} v-:'.~-==/ ' ' ;i<_,-C?::.(;//; JOB •
~ -SHEET NO.
...,
OF CIVIL ENGINEERING AND PLANNING CONSULTANTS
;VI. ,4.3.;:,/'. /2 , ,,.
C.AJ..CUVJEI) BY o.<rE -,b-,__,C,
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SECTION 4.4 OPEN CHANNELS, FLOODPLAINS. AND H.,OODWAYS
9/l/98
;;:~~~IWoi1r~;~~~;;p~~(i_r£.gg[;_;;_~~~i~i~;~i~E1·:sm~~~
Type of Channel Manning's Type of Channer Manning's
and Description •n"* and Description qn"'*
(Normal) (Normal)
A. Constructed Channels 6. Sluggish reaches, weedy 0.070
a. Earth, straight and uniform deep pools
1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100
2. Gravel, uniform section, 0.025 pools, or floodways with -·---heavy stand of timber and
I 3. With short crass. few weeds 0.027 I underbrush
b. Earth, winding and sluggish b. Mountain streams, no
1. No vegetation 0.025 vegetation in channel, banks
2. Grass, some weeds 0.030 usually steep, trees and brush
3. Dense weeds or aquatic 0.035 along banks submerged at
plants in deep channels high stages
4. Earth bottom and rubble 0.030 1. Bottom: gravel, cobbles, 0.040
sides and few boulders
5. Stony bottom and weedy 0.035 2. Bottom: cobbles with large 0.050
banks boulders
6. Cobble bottom and clean 0.040 B-2 Floodplains
sides a. Pasture, no brush
C. Rock lined ,. Short grass 0.030
1. Smooth and uniform 0.035 2. High grass 0.035
2. Jagged and irregular 0.040 b. Cultivated areas
d. Channels not maintained, 1. No crop 0.030
weeds and brush uncut 2. Mature row crops 0.035
1. Dense weeds, high as flow 0.080 3. Mature field crops 0.040
depth c. Brush
2. Clean bottom. brush on 0.050 1. Scattered brush, heavy 0.050
sides weeds
3. Sarne as #2, highest stage 0.070 2. light -brush and trees 0.060
of flow 0.100 3. Medium to dense brush 0.070
4. Dense brush, high stage 4. Heavy, dense brush 0.100
8. Natural Streams d. Trees
8-1 Minor streams (top width at 1. Dense willows, straight 0.150
flood stage< 100 ft) 2. Cleared land with tree 0.040
a. Streams on plain 0.030 stumps, no sprouts
1. Clean, straight, full stage no 3. Sarne as #2, but with 0.060
rifts or deep pools 0.035 heavy growth of sprouts
2. Sarne as #1, but more 4. Heavy stand of timber, a 0.100
stones and weeds 0.040 few down trees; little
3. Clean, winding, some pools undergrowth, flood stage
and shoals 0.040 below branches
4. Sarne as #3, but some 5. Sarne as #4, but with flood 0.120
weeds 0.050 stage reaching branches
5. Same as #4, but more
stones . Note: These •n • values are "normal" values for use in analysis of channels. For conservative design
for channel capacity, the maximum values listed in other references should be considered. For
channel bank stability, the minimum values should be considered.
Direct Step Backwater Method
The Direct Step backwarer method can be used to compute backwater profiles on prismatic channel
reaches (i.e .• reaches having uniform cross section and slope) where-a backwater condition or restriction to
normal flow is known to exisL The method can be applied to a series of prismatic channel reaches in
secession beginning ar the downstream end of the channel and computing the profile upstream. -
1998 Surfac:. Water Design Manual
4-60
"11.RIABLES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
'\.RIABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.27 RESULTS
3 (FT) ? 2 ==========--===== .. (FT/FT) ? 3 Y= 0.09 FT
(FT/FT) ? 0.01 A= 0.20 SF
N (FTAl/6) ? 0.02 P= 2.55 FT
V= 1. 36 FPS
F= 0.85 SUB-CRITICAL FLOW
<Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu
------------------------------------------------------------------------------
-
.. ".RIABLES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHAN.NELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
~~Ll\BLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.27 RESULTS
3 (FT) ? 4 =================
" (FT/FT) ? 3 Y= 0.06 FT
(FT/FT) ? 0.01 A= 0.25 SF
:-J (FT~l/6) ? 0.02 P= 4. 37 FT
V= 1.09 FPS
F= 0.81 SUB-CRITICAL FLOW
<Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu
------------------------------------------------------------------------------
-
"JI.RIABLES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
AR~ABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.27 RESULTS
3 (FT) ? 5 =================
vr (FT/FT) ? 3 Y= 0.05 FT
(FT/FT) ? 0.01 A= 0.27 SF
'1 (FTAl/6) ? 0.02 P= 5.33 FT
V= l. 02 FPS
F= 0.80 .SUB-CRITICAL FLOW
ZShift> <Prt SC> print <Return> repeat <Space Bar> back to menu
-------------------------------------------------------------------------------
-
"I\JUA3LES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
I\.RIABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0. 27 RESULTS
B (?T) ? 6 -----------------
M (FT/FT) ? 3 Y= 0.05 FT
(FT/FT) ? 0.01 A= 0.29 SF
N (FTAl/6) ? 0.02 P= 6.30 FT
V= 0.94 FPS
F= 0.78 SUB-CRITICAL FLOW
<Shift> <Prt SC> print <Return> repeat <Space Bar> back to menu
-
"ARIABLES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CF.ANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
~~IABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.5 RESULTS
B (FT) ? 6 =====----=-===--=
M (FT/FT) ? 3 Y= 0.08 FT
(FT/FT) ? 0.01 A= 0.50 SF
N (FTAl/6) ? 0.027 P= 6.51 FT
V= 1.00 FPS
F= 0.63 SUB-CRITICAL FLOW
<Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu
-
"'\..'l.IABLES LI ST:
Y -FLOW DEPTH
Q -FLOWRATE
MAN-MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANNEL SLOPE
N -CHANNEL ROUGHNESS
".RIABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.58 RESULTS
l (FT) ? 6 ==========--=====
(FT/FT) ? 3 Y= 0.09 FT
(FT/FT) ? 0.01 A= 0.55 SF
J ( FTA 1/ 6) ? 0.027 P= 6.55 FT
V= 1. 06 FPS
F= 0.64 SUB-CRITICAL FLOW
~hift> cPrt Sc> print <Return> repeat cSpace Bar> back to menu
------------------------------------------------------------------------------
-
--I", I -•--·/ KC.. i'"TQ1/ ',( / --·.
L!. ~ SHEET NO.-----~------OF ___ ~~-------
.. '# := • __ a--'-, c,-=/1'-'-'-· --~--= PACIAC f!""NGINEERINO DESIGN INC. JOB
CIVIL ENGINE:ER!NG AND Pl.A.NNING CONSULTANTS
CALCULATED BY /11/ A.:::. :=.f; DATE~lc.L=:...:...,.' _:-=-C=e':.cc..=_
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.:.'.:l.Rnn c:; 1 J::IRTH .C:::T c:;1 IIT!= '.""=lRn G:;!=Li.TTI F=. VVASHrNr:;TnN qR1 RR 206/431-7970 FAX/431-7975
""MI.ABLES LIST:
Y -FLOW DEPTH
Q -FLOWRATE
MA..l\J -MADE CHANNELS
B -CHANNEL BOTTOM WIDTH
M -CHANNEL SIDE SLOPE
S -CHANN""EL SLOPE
N -CHANNEL ROUGHNESS
"L.~I.ABLE TO BE SOLVED (Y,Q,B,M,S ORN) ? Y
(CFS) ? 0.27 RESULTS
B (FT) ? 6 -----------------.. (FT/FT) ? 3 Y= 0.06 FT
(FT/FT) ? 0.01 A= 0.34 SF
N (FTAl/6) ? 0.027 P= 6.35 FT
V= 0.79 FPS
F= 0.60 SUB-CRITICAL FLOW
~Shift> <Prt Sc> print <Return> repeat <Space Bar> back to menu
--PACIAC ENGINEERING DESIGN INC. =
CIVIL ~NG!NEERING AND PLANNING CONSULTANTS -.::::::-... ,_
'-_.·,.'/
~ ~
SHEET NO.·----~------OF·-----------
CALCULATED BY M
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ClVIL ENGINEERING AND PLANNING CONSULTANTS / ::? SHEET NO. _____ .=~ ____ OF ___ ~-------
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)./ul)E
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:pipe50.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:O. feet
Discharge Range:0.5 to 0.58 Step of 0.01 [cfs)
overflow Elevation:387.9 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. l: 10 LF -l2"CMP @
OVERFLOW-EL, 388.40
0.50%
BEND:
OUTLET: 384.55 INLET, 384.60 INTYP: 3
JUNC NO. l: 0 DEG DIA/WIDTH: 2.0 Q-RATIO, 0.00
Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.50 0.48 385.08 * 0.024 0. 30 0.42 0.00 0.30 0.42 0.48 0.41
0.51 0.48 385.08 * 0.024 0. 30 0.43 0.00 0.30 0.42 0.48 0. 41
0.52 0.49 385.09 * 0.024 0.30 0.43 0.00 0.30 0.43 0.49 0.42
0.53 0.49 385.09 * 0.024 0. 31 0.44 0.00 0.31 0.43 0.49 0.42
0.54 0.50 385.10 * 0.024 0. 31 0.44 0.00 0. 31 0.43 0.50 0.42
0.55 0.50 385.10 * 0.024 0.31 0 .45 0.00 0. 31 0.44 0.50 0.43
0.56 0.51 385.11 * 0.024 0.32 0.45 0.00 0.32 0.44 0. 51 0.43
0.57 0.51 385.11 * 0.024 0.32 0.46 0.00 0.32 0.44 0.51 0.44
0.58 0.52 385.12 * 0.024 0.32 0.46 0.00 0.32 0 .45 0.52 0.44
0.58 0.52 385.12 * 0.024 0.32 0. 46 0.00 0.32 0.45 0.52 0.44
PIPE NO. 2: 58 LF -12 11 cP @ 0.52% OUTLET: 384.60 INLET: 384.90 INTYP: 3
Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.50 0.40 385.30 * 0.012 0.30 0.29 0.48 0.48 0.30 ***** 0.40
0.51 0. 46 3 85. 3 6 • 0.012 0.30 0.30 0. 48 0.48 0.30 0.46 0.40
0.52 0. 47 385.37 * 0.012 0.30 0.30 0. 49 0.49 0.30 0.47 0.41
0.53 0. 41 385.31 * 0.012 0. 31 0.30 0.49 0. 49 0.31 ***** 0.41
0.54 0. 42 385.32 * 0.012 0. 31 0.30 0.50 0.50 0.31 ***** 0.42
0.55 0. 48 385.38 * 0.0~2 0. 31 0.31 0.50 0.50 0.31 0.48 0.42
0.56 0.43 385.33 * 0. 012 0. 32 0.31 0.51 0.51 0.32 ***** 0.43
0.57 0.43 385.33 * 0.012 0.32 0.31 0.51 0.51 0.32 ***** 0.43
0.58 0.49 385.39 * 0.012 0.32 0.32 0.52 0.52 0.32 0.49 0.43
0.58 0. 49 385.39 * 0.012 0.32 0.32 0.52 0.52 0.32 0. 49 0.43
•
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:pipe51.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:O. feet
Discharge Range:0.5 to 0.58 Step of 0.01 [cfs]
Overflow Elevation:387.8 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. 1: 50 LF -12"CMP @ 0.50% OUTLET: 384.55 INLET: 384.80 INTYP: 4
Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
a.so 0.45 385.25 • 0.024 0.30 0.42 0.00 0. 30 0.42 0.45 0.38
0.51 0.46 385.26 • 0.024 0.30 0.43 0.00 0.30 0.43 0.46 0.39
0.52 0.46 385.26 • 0.024 0.30 0.43 0.00 0.30 0.43 0.46 0.39
0.53 0.47 385.27 • 0.024 0.31 0.44 0.00 0.31 0.44 ·o.47 0.40
0.54 0. 47 385.27 • 0.024 0.31 0.44 0.00 0. 31 0.44 0.47 0. 40
0.55 0. 48 385.28 • 0.024 0.31 0.45 0.00 0.31 0.45 0.48 0.40
0.56 0.48 385.28 • 0.024 0.32 0.45 0.00 0.32 0.45 0.48 0.41
0.57 0.49 385.29 • 0.024 0.32 0.46 0.00 0.32 0.46 0. 49 0. 41
0.58 0.49 385.29 * 0.024 0.32 0.46 0.00 0.32 0.46 0.49 0.42
0.58 0.49 385.29 • 0.024 0.32 0.46 0.00 0.32 0.46 0. 49 0.42
'.
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:pipe52.bwp
i-/ -.1) J.i.L
Surcharge condition at intermediate junctions
Tailwater from HW/TW File:hw50.bwt
Discharge Range:0.5 to 0.58 Step of 0.01 [cfs]
Overflow Elevation:388.5 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. 1: 36 LF -12"CMP @ 0.50%
OVERFLOW-EL: 388.90 BEND:
OUTLET: 383.28 INLET: 383.46 INTYP: 3
JUNC NO. l: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.50 1. 87 385.33 • 0.024 0.30 0.42 2.02 2. 02 1. 87 1. 87 0. 41
0.51 1. 93 385.39 * 0.024 0.30 0.43 2.08 2.08 1.93 1. 93 0.41
0.52 1. 94 385.40 * 0.024 0. 30 0.43 2.09 2.09 1. 94 1. 94 0.42
0.53 1. 88 385.34 • 0.024 0. 31 0.44 2.03 2.03 1. 88 1. 88 0.42
0.54 1. 89 385.35 * 0.024 0. 31 0.44 2.04 2.04 1. 89 1. 89 0.42
0.55 1. 95 385.41 * 0.024 0.31 0.45 2.10 2.10 1. 95 1. 95 0.43
0.56 1.91 385.37 * 0. 024 0.32 0 .45 2.05 2.05 1. 90 1. 91 D. 4 3
0.57 1. 91 385.37 • 0.024 0. 32 0.46 2.05 2.05 1. 90 1. 91 0.44
0.58 1. 97 385.43 * 0.024 0.32 0.46 2.11 2 .11 1.96 1. 97 0.44
0.58 1.97 385.43 • 0.024 0.32 0.46 2.11 2 .11 l.96 1.97 0.44
PIPE NO. 2: 8 LF -12 11 CMP @ 0.50% OUTLET: 383.46 INLET: 383.50 INTYP: 3
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.50 l.84 385.34 * 0.024 0.30 0.42 l.87 1. 87 1. 84 1. 84 0.40
0.51 1. 90 385.40 * 0.024 0.30 0.43 1. 93 1. 93 1. 90 1. 89 0.40
0.52 1.91 385.41 * 0.024 0. 30 0.43 1. 94 1. 94 1.91 1.90 0. 41
0.53 1. 85 385.35 * 0.024 0.31 0.44 1. 88 1. 88 1. 85 1. 84 0. 4l
0.54 1. 86 3 85. 3 6 * 0.024 0. 31 0.44 1. 89 1. 89 1. 86 1. 86 0.42
0.55 1. 92 385.42 * 0.024 0.31 0.45 1. 95 1. 95 1. 92 1. 92 0.42
0.56 1. 87 385.37 * 0.024 0.32 0.45 1. 91 1. 91 1. 87 1.87 0.43
0.57 1.87 385.37 * 0.024 0.32 0.46 1. 91 1. 91 1. 87 1.87 0.43
0.58 1. 94 385.44 • 0.024 0.32 0.46 1.97 1. 97 1. 94 1.93 0.43
0.58 1. 94 385.44 * 0. 024 0.32 0.46 1. 97 1. 97 1.94 1. 93 0.43
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