HomeMy WebLinkAbout03194 - Technical Information Report -
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Civil Engineering, Project Management, & Consulting '
TECHNICAL IN � URMATIO �T
REP � RT
FOR
THE SHORT PLAT C� F I!
CA11� AS ESTATES �
SEPTEMBER 2404 !
PREPARED F4R:
BRAD OLSCHEFSKI
ARCARIUS HUMES, LLC
6947 COAL CREEK PKWY, #257 i
NEW CASTLE, WA 98116 I
PREPARED BY:
BRANT A. SCHWEIKL, P.E. �
SCHWEIKL AND ASSOCIATES, PLLC. i
1945 SoUTx 375'�H STREET ',
� FEDERAL WAY, WA 98003 I��
(253) 815-1700 ',
TEC�[l`TICAL INFCIRMATI4N REPURT
FUR
THE SHURT PLAT UF
CAMA� ESTATES
Renton, �Vashington
September 2Ua4
Prepared for:
BRAD OLSCHEFSKI
ARCARIUS HOMES, LLC
6947 COAL CREEK PKWY, #257
NEW CASTLE, WA 98116
Prepared by:
Brant A. Sc6weikl, P.E.
REPORT #04014
"I hereby state that this Technical Information for Camas Estates has been prepared by me or
under my supervision and meets the standard of care and expertise which is usual and customary
in this community of professionat engineers. I understand that the City of Renton dces not and
will nat assume Iiability for the sufficiency, suitability or performance of drainage facilities
prepared by me."
This analysis is based on data and records either supplied to, or obtained by, Schweikl and
Associates, pllc. These documents are referenced within the text of the anatysis. The analysis
has been prepared utilizing procedures and practices within the standard accepted practices of the '
industry.
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TABLE OF CONTENTS
PAGE
TECHNICAL INFORMATtON REPORT FO CAMA5 ESTATES..................................................................1
1. TIR SECTION I—PROlECT OVERVIEW................................................................................................. 1
2. TIR SECTION II—PRELIMINARY CONDITIONS.......••-•--•...................................................................... 1
3. TIR SECTION III—OFF-SITE ANALYSIS.............................................................................................••-3
4. TIR SECTION IV—RETENTIONlDETENTION ANALYSIS....................................................................3
5. TIR SECTION V—CONVEYANCE SYSTEM ANALYSIS AND DESIGN................................................5
6. TIR SECTION VI—SPECIAL REPORTS AND STUDIES..........................................................................5
7. TIR SECTION VII—BASIN AND COMMUNITY PLAN AREAS..............................................................6
8. TIR SECTION VIII—OTHER PERMITS....................................................................................................6
9. TIR SECTION IX—TEMPORARY EROSION CONTROL AND SEDIMENTATION CONTROL
ANALYSISAND DESIGN.........................................................................................................................6
10. TIR SECTION X—BOND QUANTITY......................................................................................................6
11. TIR SECTION XI-MAINTENANCE AN OPERATIONS MANUAL........................................................6
12. SUMMARY...............................................................................................................................................6
Appendix A Storm Water Calculations
Storm Shed Computer Analysis Printouts........................................................................A-I
Appendix B Basin Eahibits
VicinityMap...................................................................................................................B-1
Developed Basin Map,8 1/2"x 11"..................................................................................B-2
Soi(s Map and Descriptions.............................................................................................B-3
Soii Hydrologic Group Table...........................................................................................B-4
Curve Number Selection Table .......................................................................................B-5
Design Storm Precipitatioa Isopluvial Maps...................••-•••••-••-•....................................B-6
Geotechnical Engineering Study......................................................................................B-7
TECHNiCAL INFORMATION REPORT FOR CAMAS ESTATES
1. TIR SECTION I—PROJECT OVERVIEW
This Technical Information Report (TIR) has been prepared for Arcarius Homes, LLC, by
Schweikl and Associates, PLLC, {New Engineer of Record), for the purpose of replacing
the previous TIR submitted by Mr. Richard E. Stuth, PE, RESCO, Inc. that is no longer
available to the client for his use due to contractual matters. The Ciry of Renton has
approved the RESCO, Inc. storm drainage plan and the TIR. I have spoken to Ms. Jan
Illian, Engineering Specialist, City of Renton, to explain the circumstances of the
preparation and resubmittal of the TIR by Schweikl and Associates, PLLC. It was agreed
that the Schweikl and Associates, PLLC, (SA), TIR can be modeled after the structure
and content of the original approved TIR, recognizing the differences from the 1990 King
County Surface Water Design Manual (KCSWDM) TIR requirements listed in Section
2.3.1 of the manual.
The Short Plat of Camas Estates is located at 1160 Camas Avenue NE, in Renton,
Washington, east of SR 405 and just north of Park Avenue. The existing project site is a
0.90 acre previously developed parcel with existing house and ancillary structures (now
removed). The project is located in the southern portion of the East Lake Washington
Basin (King County Water Features Map) and the surface stormwater drainage if any is
generally flowing towazd the south and the Park Avenue right-of-way and then conveyed
westwazd down Park Avenue storm drainage system enroot to Lake Washington, The
proposed plat will consist of 5 lots served by a 20 foot wide private road with
hammerhead turn azound, public sanitary gravity sewer and public domestic water service.
Lot 1 of the proposed short plat, adjacent to Camas Avenue NE on the western edge of
the parcel will be designed for two dwelling units(duplex).
T'he design of the project will be in accordance with the Office of the Hearing Examiner,
City of Renton, Report and Recommendation dated May 18, 2004. The storm drainage
system sl�all be designed utilizing the 199Q King County Surface Water Design Manua.l
(KCSWDM) computed with the StormShed 2"d Generation software, by Engenious
Systems, Inc.
2. TIR SECTION II—PRELIMINARY CONDITIONS
The proposed project is eomprised of one 0.90-acre parcel that was formerly occupied by
a residential structure. The parcel has been graded and Temporary Erosion and
Sedimentation Control facilities installed as part of a previously approved grading plan.
The existing basin size is 0.90 acres with little offsite runoff entering the proposed project
site. The offsite slope to the east of the project may direct some surface runoff westward
toward the project, but this would be only under extreme rainfalUthunderstorm conditions
since the e�sting soils are so extremely permeable. It is likely that there would be little or
no surface water runoff from this slope during normal rainfall patterns. Generally the
existing surface grades aze gentle, between 2% and 5% and aze to the south toward the
e�.sting Pazk Avenue right-of way. It appears that the existing project site does not
C:1Land Projects 2004',04014�Stomi Report 04014.doc 1
generate little if any surface water runoff and that a vast majority of the precipitation
enters the shallow ground water table through surface infihration.
SOILS
The soil is described in the attached Subsurface Soils Investigations, by Spears
Engineering & Technical Services, as predominately Coarse Sands to Medium Sands with
some fine sand. Test holes were excavated to a depth of five feet below the proposed
invert elevation of the infiltration tank/gravel bed and found the sands were consistent
with strata above and most likely e�ctended further below the excavations. The soiLs are
very well adapted to the use of onsite infiltration for the purposes of dissipating storm
water runoff.
The soil is Ioamy and features roots and some biological degradation to a depth of about 3
feet. From 3 feet to 6-8 feet the soils are pure sand, free of stones and cobbles and brown
in color, a possible indication of oxidation. Below the 8 to 9 foot depth the soils were
found to a pure gray medium to coarse sand. The USGA Soils Map lists the soil in the
immediate area as Indianola Series (InC) loamy fine sand, 4 to 15% slopes. The site was
previously classified as Everett Series (EvC) by the previous engineer of record. There
are some Everett soiLs pocketed in and azound the Indianola soils encompassing the
project site. Both soil classifications are Hydrologic Soil Group"A" soils.
As previously documented in the original approved TIR there were three percolation tests
performed that demonstrated that the percolation rate was less than 1.5 inches per minute
or >60 inches per hour. The KCSWDM design methodology for infiltration systems
incorporates a Factor of Safety (FS) of 2.0. Applied to our field tested actual infiltration
rate of 60 inches per hour if would yield an infiltration rate of 30 inches per hour. The
KCSWDM Table 4.5.2 allows a maximum infiltration rate of 20 inches per hour for coarse
sands; therefore the proposed project infiltration system will be based upon the 20 inches
per hour rate. The previous engineer of record had incorporated a 30% volume over
sizing on tap of the design volume calculated for the project. The KCSWDM clearly
states in Section 1.2.3 Runoff Control, pagel.2.3-4, "that a 30% volume oversizing is not
necessary because the factor of safety is already incorporated into the infiltration design
calculations with the incorporation of the FS of 2.0 on the actual field tested percolation
rates".
The calculations azea as follow:
20 in/hr= 1 in/3 mins (1 min/60sec) (1 ft/12 in) =0.00046 ft/sec
Since the proposed infiltration bed bottom surface is 32 ft x 8 ft =256 sf
The infiltration rate shall be: 256 sf x 0.00046 ft/sec =0.12 cfs
The stormwater infiltration calculations assume that only the bottom surface azea of the
gravel bed will be the only surface azea of the entire wetted perimeter of the gravel bed
that w-ill be considered 'm the calculations. Therefore considering the ea�isting coarse sand
soils the design should be of a conservative nature.
C:1Land Projects 2004�04014\Storm Report 04014.doc 2
3. TIR SECTION III - OFF-SITE ANALYSiS I
There are existing stormwater collection and canveyance systems offsite and adjacent to I'
the project. To the south WSDOT has an asphalt lined conveyance ditch at the top of the
bank that canveys runoff to the east and a tightlined conveyance system within the Park
Ave- Sunset Blvd right-of-way and there is a tightlined conveyance system located within
the Camas Ave NE right-of-way the collects and conveys stormwater runoff from the
properties to the north of the project to the before mentioned Park - Sunset conveyance
system. Since the project is proposing to dispose of its stormwater runoff via an
underground infiltration pipe and gravel bed there shall not be a change in the flow
patterns that affect the above offsite systems as a resutt of the proposed project
improvements.
4. TIR SECTION IV-RETENTION/DETENTION ANALYSIS
RETENTION DESIGN
The pmject proposes ta use the excellent infiltration capacities of the onsite coarse sands
to address the stormwater runoff generated by the onsite improvements. The basin areas
utilized in the infiltration Santa Barbara Unit Hydrograph (SBUH) methodology
calculations performed were as follow:
Existing Basin:
0.90 acres Meadow/pasture CN=65 Type A Soils
Developed Basin:
0.59 acres Lawn(Fair Condition) CN=68 Type A Soils
0.31 acres Plat Road (SOQ4 sfl
Houses(6@ 1200 sf(7200 s fl
Driveways�18' (1296 s fl
' �lL
Total 13,000�'� �� � CN=98
Methodology: � -� / SBUH
Rainfall Distribution: Type lA Santa Barbara Unit Hydrograph(SBUH)
King County 24 hour storm event for infiltration
Runoffparameters: Soils-Indianola(InC) Type "A"
Rainfall intensity: 2-year, 24-hour = 2.00 inchesl24-hour
10-year, 24-hour =2.90 inches/24-how
100-year, 24-hour= 3.90 inches/24-hour
C:�Land Projecu 2004\04U 14lStorm Report 0401�i.doc �
The fornier existing residential structure and associated ancillary structures were not
incorporated into the analysis and are not of importance other than to note that the site
was previously developed. The existing stormwater runoff flows are not utilized in the
infiltration calculations since the project must address the peak developed flows
independently of the e�usting peak flow of the site.
As previously mentioned the actual infiltration rates per percolation test were found to be
>60 inches/hour and after applying the FS of 2.0 and consider the maximum infiltration
rate allowable in the KCSWDM of 20 ins/hr the true FS for the project is>3.0.
The calculations utilizes the StormShed 2"d Generation software, by Engenious Systems,
Inc. using the Santa Barbara Unit Hydrograph(SBUH)with a 10 min time interval for the
2 year, 10 year and 100 yeaz King County Type IA 24 hour design storms as required per
the 1990 KCSWDM. The calculated infihration rate used in the analysis is dependent
upon the bottom surface are of the design gravel bed. It was found by trial and
elimination that the optimal length of 8 foot wide gravel bed was 32 lineal feet of 48"
diameter CMP pipe and gravel bed, this is equivalent to a bottom surface area for
infiltration of 256 square feet. This in turn translates into a design infiltration rate of 0.12
cfs (See Section II Soils for ca�culations). The infiltration rate assumes that the rate
remains constant at any stage within the system and does not take in to account any affect
of static head pressure nor the side infiltration capabilities of the gravel bed.
The calculations demonstrate that a 32 lineal feet of the 48" diameter CMP retention pipe ;
with '/z" wide, 12" long slots @ 12" OC on both sides of the tank above the dead storage
at elevation 267.50 (dead storage water surface elevation) and a minimum gravel bed 8
foot wide by 5 foot deep is capable of handling the maximum design event, the 100 year
24 hour King County Type 1 A SBUH event. The maximum design storage volume is �
637 cubic feet at the maximum stage of 271.00. The proposed storage does not consider '
the available volume of either of the Type 2 CB's at either end of the 48" diameter CMP
pipe and the storage vohune available in the water quality facility above the dead water
quality storage water surface elevation of 268.U0. Therefore there is ample excess volume
available that has not been considered as part of the required design volume and the
proposed system is therefore conservative in nature. Six inches of dead storage is
provided in the bottom of the retention pipe for sediment collection.
The emergency overflow path will be due south of the proposed Type 1 Catch Basin #4,
Overflow would flow towazd the existing asphalt lined ditch in the Park Ave right-of way.
Prior to reaching the overflow elevation the stormwater runoff could pond approximately I
0.34' (4 inches prior to exiting the project. All of the proposed structures will be
substantially above (>1.8 feet) the possible overflow elevation, therefore there will be no
property damage even if the system was not proposed and installed. Note: This
explanation is provided tv show the redundancy and safety of the stormwater design. It is
not presumed that the existing coarse sandy site soils and the installation of the infihration
pipe could ever allow the occurrence of such an event. i
C:�Land Projecis 20(h�U)-t014'Storm Keport 04U I S.doc 4
WATER QUALITY DESIGN
The project proposes to add over 5000 sf of impervious surface subject to vehicular traffic
(6300 s fl, therefore a water quality treatment facility must be included as part of the
stormwater design. The project proposes to utilize an underground water quality 8'-2" x
5' -9" CMP arch pipe. The water quality design event is the 2 year 24 hour King County
Type lA storm event. The required water quality volume is 1/3 of the volume of the
design storm event:
WQ Volume Required=2279 cf/3 = 760 cf
WQ Volume provided= 773 cf
The required design water surface is 1% of the total proposed imperious surface total:
WQ Surface Required=0.01 x 13,000 sf= 130 sf
WQ Surface Provided= 193 sf
The water quality design surface is set at elevation 268.00 tha.t is controled by an interior
concrete wall installed in CB#2. The water quality pipe also incorporates an 8 inch drain
pipe and pivoting sheaz gate for the ease of cleaning and maintenance of the water quality
arch pipe. The entire CMP water quality and retention pipe system shall receive
Treatment 1 asphalt coating or better.
5. TIR SECTION V—CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The project proposes to install one Type 1 catch basin (CB#4} as the primary collection
point for the projects paved impervious surfaces. The conveyance system connecting the
Type 1 CB to the infiltration pipe is proposed as a 12" diameter PVC pipe @ 2.13% that
will convey 5.21cfs in the full Rational condition. The proposed maximum 100 year 24
hour King County Type lA storm event generates a maximum peak flow of 0.35 cfs for
the entire basin, therefore the 12"diameter pipe exceeds the design flow.
The roof drain lines are designed as 6" diameter PVC at a minimum slope of 0.50% with a
m�imum of three structures on one 6" line. The maximum capacity of the 6"pipe is 0.40
cfs, which is greater than the Rational peak runoff flow for the 100 year 24 hour King
County Type lA event (0.35 cfs) for the entire project basin, therefore the pipe exceeds
the design flow.
6. TIR SECTION VI—SPECIAL REPORTS AND STUDIES
The following reports have been prepared for the design and permitting of the project:
GeotechnicaUSoils - 3ubsurface Soils Investigation, Spears Engineering & Technical
Services, Dated 09/09/03
C:�L and Projects 2004\0401415torm Report 04014.doc 5
__ i
7. T1R SECTION Vll—BASIN AND COMMUNITY PLAN AREAS
The project is located in the southern portion of the East Lake Washington basin. The
Community Plan would be the City of Renton Community Plan.
8. TIR SECTION VIII—OTHER PERMITS
The project will require approval of the civil engineering plans of which this report is part
and associated City of Renton building permits. A grading permit has already been issued
to the client for the cleazing and installation of the TESCP facilities.
9. TIR SECTION IX—TEMPORARY EROSION CONTROL AND
SEDIMENTATION CONTROL ANALYSIS AND DESIGN
The parcel has been graded and Temporary Erosion and Sedimentation Control facilities
installed as part of a previously approved and issued City of Renton grading permit. The
facilities are in place and appear to be functioning properly. This submittal does not
propose to resubmit a TESCP plan since the installed facilities address all features that
would be praposed for a plan for the construction of the project, except for the catch
basin inlet protection inserts that are noted on Sheet C2 of the design plans.
10. TIR SECTION X—BOND QUANTITY
Previously submitted and approved as a portion of RESCO, Inc, TIR.
11. TIR SECTION XI - MAINTENANCE AN OPERATIONS MANUAL
The maintenance and operation of the proposed private infiltration system shall be per
Appendix A, 1990 KCSWDM.
12. SUMMARY
In summary the stormwater infiltration and water quality treatment system as pzoposed for
the Short plat of Camas Estates meets and/or exceeds the design requirements of the 1990
King County Surface Water Design Manual(KCSWDM).
Schweikl and Asso ' te , P C
. v
Brant A. Schweikl, PE
Managing Member
C'�Land Proiects 2f10-�'�0401-1'Storm Report 0401d.doc b
APPENDIX A
Storm Water Calculations
StormShed Computer Anatysis Printouts A-l
Running C:\\Program Filesl\StormShed2G\\Ezample\�N-003 Report.pgm
on Monday, September 13, 2004
Summary Report of all Detention Pond Data
TYPE IA KING COUNTY PRECIPITATION
Event Precip (in)
2 year 2.0000
other
10 yeaz 2.9000
5 year
100 year 3.9000 �
25 year - �
[DEV] Using [TYPEIA] As [2 year]
[DEV] Using [TYPElA] As [10 year}
[DEV] Using [TYPE 1 AJ As [100 year]
INFILTRATION SYSTEM DESIGN
Peak Q Peak T Peak Vol Area
BasinID Event �cfs) (6rs) (ac-c� (ac) Method/Loss Raintype
DEV 2 year 0.1466 7.83 0.0554 0.90 SBUH/SCS TYPE 1 A
DEV 10 year 0.2241 7.83 0.0973 0.90 SBUH/SCS TYPE 1 A
DEV 100 0.3500 7.83 0.1509 0.90 SBUH/SCS TYPE 1 A
Y�'
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DEVELOPED BASIN: DEV Basin
Design Method SBUH Rainfall type TYPEIA
_ _
Hyd Intv 10.00 min Peaking Factor 484.00 i
Abstraction Coeff i 0.20
Pervious Area 0.59 ac DCIA 0.31 ac
Pervious CN 68.00 DC CN 98.00
Pervious TC 16.56 min DC TC � 1.52 min
Pervious CN Calc
Description SubArea Sub cn
Open spaces, lawns,pazks(>75% grass) 0.59 ac 68.00
�� Pervious Composited CN (AMC 2) 68.00
Pervious TC Calc
Type Description Length Slope Coeff Misc TT
Sheet Short prairie grass and lawns.: 0.15 160.00 2 09% 0.1500 ?�50 15.86 ;
ft in min '�
Shallow Short grass, pasture and lawns 65.00 ft 2.09% 0.0300 0.70 min
(n�.030)
Pervious TC 16.56
min
_ _ __ __
' � Directly Connected CN Calc
� �- Description SubArea Sub cn
� Impervious surfaces(pavements, roofs, etc) � , 0.31 ac 98.00
�- DC Composited CN (AMC 2) 98.00
' Directiy Connected TC Cak
Type Description Length Slope Coeff Misc TT '
Sheet Smooth Surfaces.: 0.011 68.00 ft 2.00% 0.0110 2.50 in 1.01 min
Shallow Paved 98.00 ft 1.00% 0.0100 0.51 min
Directly Connected TC 1.81min
LEVEL POOL ROUTING TABLE
HydID Peak Q (cfs) Peak T(hrs} Peak Vol (ac-ft) Cont Area (ac)
2 year out 0.1200 8.00 0.0554 0.9000
10 year out 0.1200 8.33 0.0972 0.9000
100 year out 0.1201 9.33 0.1508 0.9Q00
32 LF STAGE/STORAGE
Descrip: 32LF Increment 0.10 ft
Start EI. 266.0000 ft Max EI. 271.0000 ft
Stage Volume
I
Stage(ft) Volume(cfl
_ ._- ,
266.00 0.0000
2b6.50 38.4000
�
�- --267.00 -�- 76.8000 --
� 267.50 � 106.5600
� 268.00 � 179.5800
r 268.50 � 259.5200
269.00 342.2700
� 269.50 ; 425.0200
� 270.00 � 504.9600
� 270.50 � 577.9800
r 271.00 -�--636.8600
D32 STAGE/DISCHARGE - INFILTRATION RATE
Descrip: Prototype Structure Increment 0.10$
Start El. 266.0000 ft Max El. 271.0000 ft
; Stage (ft) Discharge(cfs)
� 2b6.00 � 0.0000
� 266.01 0.1200
271.00 O,l 201
Licensed to: Schweikl &Assoc PLLC
Appended on: Z3:00:16 Monday,September 13, 2004
LPOOLCOMPUTE [N-003] DETAILED using Puis
Start of live storage: 266.0000 ft
Event Match Q (cfs) Peak Q(cfs) Peak Stg(ft) Vol (c� Vol (acft) Time to Empty
2 yeaz 0.1466 0.1200 266.3855 29.61 0.0007 25.33
10 yeaz 0.2241 0.1200 267.9159 167.30 0.0038 25.50
100 year 0.3500 0.1201 271.0329 640.73 0.0147 25.67
INFILTRATION SYSTEM VOLUMES
CAMAS ESTATES PROJECT #04014 9/12/2004
DESIGN PIPE
L= 32 FT VOID RATIO = � 30 %
_ STA(3E PIPE AREA!8F) ROCK AREA(8F} PN�E VOLUME ROCK VOLUME____CUMULATIVE VOL VOLUME�STAQE
271. . 3.1 9. 9J . 8 636.86
270,50 1.55 2.44 49.60 23.42 73.02 877.98
270.00 1,85 2.16 59.20 20.74 79.94 504.96
289.50 1.98 2.02 83.38 19.39 82.75 425.�2
269.00 1.98 2.02 83.38 19.39 82.75 342.,.:.
268.50 1,85 2.16 65.20 20.74 79.94 Z69.:;�
288.00 1.55 2.44 49.60 23.42 73.02 179.58
267.60 0 3.10 0.00 28.76 29.76 106.56
287.00 0 4.00 0.00 38.40 38.40 76.80
266.50 0 4.00 0.00 38.40 38.40 38.40
266.00 0 0 0.00 0.00 0.00 0.00
6 .86 0
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INFILTRATION SYSTEM VOLUMES
CAMAS ESTATES PROJECT #04014 9/12/2004
DESIGN PIPE
L= 1 FT VOID RATIO = 30 °�6
STAGE PIPE AREA(SF) ROCK AREA(SF) PIPE VOLUME ROCK VOLUME CUMULATIVE VOL VOLUME a�STAGE
271.00 � 0.91 3.10 0.91 0.93 1.$4 � � 19�.90
270.50 1.55 2.44 1.55 0.73 228 18.06
270.00 1.85 2.16 1.85 0.65 2.50 15.T8
269.50 1.98 2.02 1.98 0.61 2.59 13.28
269.00 1.98 2.02 1.98 0.61 2.59 10.70
268.50 1.85 2.16 1.85 0.65 2.50 8.11
268.00 1.55 2.44 1.55 0.73 2.28 5.61
267.50 0 3.10 0.00 0.93 0.93 3.33
267.00 0 4.00 0.00 1.20 1.20 2.40
266.50 0 4.00 0.00 1.20 1.20 1.20
266.00 0 0 0.00 0.00 0.00 0.00
19.90 0
PIPE VOLUMES GRAVEL WASH ROCK YOLUMES
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Storage Characteristics Table for 2 year node
Stage (ft) Increm Vol(acft) Stor�ge(acft) Flow(cfs) Infil (cfs) S-Odt/2 S+Odt/2
0.0000 0.0000 0.000000 0.000000 0.000000 0.000000 0.000000
0.1000 0.0002 0.000176 0.120002 0.000000 -0.000650 0.001003
0.2000 0.0002 0.000353 0.120004 0.000000 -0.000474 0.001179
0.3000 0.0002 0.000529 0.120006 0.000000 -0.000298 0.001355
0.4000 0.0002 0.000705 0.120008 0.000000 -0.000121 0.001532
0.5000 0.0002 0.000882 0.120010 0.000000 0.000055 0.001708
0.6000 0.0002 0.001058 0.120012 0.000000 0.000231 0.001884
0.7000 0.0002 0.001234 O.I20014 0.000000 0.000408 0.002061
0.8000 0.0002 0.001410 0.120016 0.000000 0.000584 0.002237
0.9000 0.0002 0.001587 0.120018 0.000000 0.000760 0.002413
1.0000 0.0002 0.001763 0.120020 0.000000 0.000937 0.002590
1.1000 0.0001 0.001900 0.120022 0.000000 0.001073 0.002726
1.2000 0.0001 0.002036 O.12Q024 0.000000 0.001210 0.002863
13000 0.0001 0.002173 0.120026 0.000000 0.001346 0.003000
1.4000 0.0001 0.002310 0.120028 0.000000 0.001483 0.003136
1.5000 0.0001 0.002446 0.120030 0.000040 0.001620 0.003273
1.6000 0.0003 0.002782 0.120032 0.000000 0.001955 0.003608
1.7000 0.0003 0.003117 0.120034 0.000000 0.002290 0.003943
1.8000 0.0003 0.003452 0.120036 0.000000 0.002625 0.004279
1.9000 0.0003 0.003787 0.120038 0.000000 0.002961 0.004614
2.0000 0.0003 0.004123 0.120040 0.000000 0.003296 0.004949
2.1000 0.0004 0.404490 0.120042 0.000000 0.003663 0.005316
2.2000 0.0004 0.004857 0.120044 0.000000 0.004030 0.005683
2.3000 0.0004 0.005224 0.120046 0.000000 0.004397 0.006050
2.4000 0.0004 0.005591 0.120048 0.000000 0.004764 0.006418
2.5000 0.0004 0.005958 0.120050 0.000000 0.005131 0.006785
2.6000 0.0004 0.006338 0.120052 0.000000 0.005511 0.007164
2.7000 0.0004 0.006718 0.120054 0.000000 0.005891 0.007544
, 2.8000 0.0004 0.007098 0.120056 0.000000 0.006271 0.007924
2.9000 0.0004 0.007478 0.120058 0.000000 0.006651 0.008304
3.0000 0.0004 0.00785� 0.1200b0 0.000000 0.007031 0.008684
3.1000 0.0004 0.008237 0.120062 0.000000 0.007411 0.009064
C - -
Rauting Table for 2 year Event
Time Inflow AvgI Stg S-Odt/2 S+Odd2 Stg Outflow '
� (min) (cfs) (acft) (ft), (acft) (acft) (ft) (cfs)
� 0 0.0010 0.0000 0.0000 0.0000 0.0000 0.0000 0A000
I
r 10 0.0025 0.0000 0.0000 0.0000 0.0000 0.0024 0.0028
20 0.0036 0.0000 0.0024 -0.0000 0.0000 0.0026 0.0032
30 0.0050 0.0001 0.0026 -0.0000 0.0000 0.0042 0.0050 '
40 0.0062 0.0001 0.0042 -0.0000 0.0000 0.0049 0.0059
50 0.0071 0.0001 0.0049 -0.0000 0.0001 0.0059 0.0071
, i 60 0.0084 0.0001 0.0059 -0.0000 0.0001 0.0068 0.0082 '
�70 0.0094 0.0001 0.0068 -0.0000 0.0001 0.0078 0.0094
80 0.0101 0.0001 0.0078 -0.0001 0.0001 0.0083 0.0100
j 90 0.0108 0.4001 0.0083 -0.0001 0.0001 0.0090 OA108
100 0.0114 0.0002 0.0090 -0.0001 0.0001 0.0095 0.0114
110 0.0120 0.0002 0.0095 -0.0001 0.0001 0.0099 0.0119
�
- 120 0.0125 0.0002 0.0099 -0.0001 0.0001 0.0104 0.0124
130 0.0129 0.0002 0.0104 -0.0001 0.0001 0.0107 0.0129
140 0.0134 0.0002 0.0107 -0.0001 O.OU01 0.0111 0.0133
150 0.0144 0.0002 0.0111 -0.0001 0.0001 0.0119 0.0143
160 0.0151 0.0002 0.0119 -0.0041 0.0001 0.0126 0.0151
170 0.0153 0.0002 0.0126 -0.0001 0.0001 0.0127 0.0153
180 0.0172 0.0002 0.0127 -0.0001 0.0001 0.0140 0.0169
190 0.0181 0.0002 0.0140 -0.0001 0.0002 0.0151 4.0182
200 0.0182 0.0003 0.01 S 1 -0.0001 0.0002 0.0151 0.0181
210 0.0202 0.0003 0.0151 -0.0001 0.0002 0.0165 0.0198
220 0.0211 0.0003 0.0165 -0.0001 0.0002 0.0176 0.0212
230 0.0211 0.0003 0.0176 -0.0001 0.0002 0.0176 0.0211
240 0.0232 0.0003 0.0176 -0.0001 0.0002 0.0190 0.0228
250 0.0241 0.0003 0.0190 -0.0001 0.0002 0.0201 0.0242
260 0.0241 0.0003 0.0201 -0.0001 0.0002 0.0200 0.0240
270 0.0261 0.0003 0.0200 -O.OQOI 0.0002 0.0215 0.0258
280 0.0271 0.0004 0.0215 -0.0001 0.0002 0.0226 0.0271
290 0.0270 0.0004 0.0226 -0.0001 0.0002 0.0225 0.0270
;
300 0.0308 0.0004 0.0225 -0.0001 0.0003 0.0251 0.0301
-- 310 0.0325 0.0004 0.0251 -0.0002 0.0003 0.0272 0.0326 ',
320 0.0320 0.0004 0.0272 -0.0002 0.0003 0.0267 0.0320
330 0.0379 0.0005 0.0267 -0.0002 0.0003 0.0307 0.0368
340 0.0403 0.0005 0.0307 -0.0002 0.0003 0.0338 0.0406
350 0.0395 0.0005 0.0338 -0.0002 0.0003 0.0329 0.0395
�
360 0.0465 0.0006 0.0329 -0.0002 0.0004 0.0377 0.0453 ,
370 0.0494 0.0007 0.0377 -0.0002 0.0004 0.0414 0.0497
i 380 0.0483 0.0007 0.0414 -0.0003 0.0004 0.0402 Q.0483
390 0.1151 0.0011 0.0402 -0.0003 0.0009 0.0862 0.1034
400 0.1466 0.0018 0.0862 -0.0006 0.0012 0.2358 0.1200
4l0 0.131? 0.0019 0.2358 -0.0004 0.0015 0.3855 0.1200 '
420 0.0857 0.0015 0.3855 -0.0001 0.0014 0.2976 0.1200
430 0.0557 0.0010 0.2976 -0.0003 0.0007 0.0670 0.0804 ;
440 0.0720 0.0009 0.0670 -0.0004 0.0004 0.0443 0.0531
450 0.0499 0.0008 0.0443 -0.0003 0.0006 0.0550 0.0661
460 0.0488 0.0007 0.0550 -0.0004 0.0003 0.0321 0.0385
470 0.0507 0.0007 0.0321 -0.0002 0.0005 0.0476 0.0571
480 0.0416 0.0006 0.0476 -0.0003 0.0003 0.0326 0.0391
490 0.0380 0.0005 0.0326 -0.0002 0.0003 0.0336 0.0403
500 0.0407 0.0005 0.0336 -0.0002 0.0003 0.0323 0.0388
510 0.0372 0.0005 0.0323 -0.0002 0.0003 O.Q326 0.0391
520 0.0369 0.0005 0.0326 -0.0002 0.0003 0.0298 0.0357
530 0.0376 0.0005 0.0298 -0.0002 0.0003 0.0319 0.0382
540 0.0349 0.0005 0.0319 -0.0002 0.0003 0.0291 0.0350
550 0.0339 0.0005 0.0291 -0.0002 0.0003 0.0283 0.0340
560 0.0348 0.0005 0.0283 -0.0002 0.0003 0.0288 0.0345
570 0.0327 O.Q005 0.0288 -0.0002 0.0003 0.0277 0.0333
580 0.0322 0.0004 0.0277 -0.0002 0.0003 0.0266 0.0319
' S90 0.0327 0.0004 0.0266 -0.0002 0.0003 0.0273 0.0328
600 0.0318 0.0004 0.0273 -0.0002 0.0003 0.0266 0.0319
610 0.0316 O.OQ04 0.0266 -0.0002 0.0003 0.0263 0.0315
620 0.0320 0.0004 0.0263 -0.0002 0.0003 0.0266 0.0319
630 0.0311 0.0004 0.0266 -0.0002 0.0003 0.0260 0.0312
640 0.4308 0.0004 0.0260 -0.0002 0.0003 0.0256 0.0307
�I
�
- 3.2000 0.0004 � 0.008617 0.120064 0.000000 0.007790 0.009444
- 3.3000 0.0004 0.008997 0.120066 0.000000 0.008170 O.Q09824
3.4000 0.0004 0.009377 0.120068 0.000000 0.008550 0.010204
� 3.5000 0.0004 0.009757 0.120070 0.000000 0.008930 OA10584
3.6000 0.0004 0.010124 0.120072 0.000000 0.009297 0.010951
! 3.7000 0.0004 0.010491 0.120074 0.000000 0.009664 0.011318
� 3.8000 0.0004 0.010858 0.120076 0.000000 0.010031 0.011685
�
3.9000 0.0004 0.011225 0.120078 0.000000 0.010398 0.012052
I 4.0000 0.0004 0.011592 0.120080 0.000000 0.010765 0.012419
4.1000 0.0003 0.011928 0.120082 Q.000000 0.011101 0.012755
� 4.2000 0.0003 OA12263 0.120084 0.000000 0.011436 0.013090
4.3000 O.Q003 0.012598 0.120086 0.000000 0.011771 0.013425
� 4.4000 0.0003 0.012933 0.120088 0.000000 0.012106 0.013760
4.5000 0.0003 0.013269 0.120090 0.000000 0.012442 0.014096
� 4.6000 0.0003 0.013539 0.120092 0.000000 0.012712 0.014366
4.7000 0.0003 0.013809 0.120094 0.000000 0.012982 0.014636
4.8000 0.0003 0.014080 0.12009b 0.000000 0.013253 0.014907
' 4.9000 0.0003 0.014350 0.120098 0.000000 0.413523 0.015177 '
-- i
- , 650 0.0312 0.0004 0.0256 -0.0002 0.0003 0.0260 0.0311 '
- 660 0.0302 0.0004 0.02b0 -0.0002 0.0003 0.0253 0.0304
670 0.0299 0.0004 OA253 -0.0002 0.0002 0.0249 OA299
680 0.0302 0.0004 0.0249 -0.0002 0.0003 0.0252 0.0302 ;
690 0.0293 0.0004 0.0252 -0.0002 0.0002 0.0245 0.0294
700 0.0289 0.0004 0.0245 -0.0002 0.0002 0.0240 0.0289
710 0.0292 0.0004 0.0240 -0.0002 0.0002 0.0243 0.0292 �
720 0.0292 0.0004 0.0243 -0.0002 0.0002 0.0244 0.0292
730 O.Q294 0.0004 0.0244 -0.4002 0.0002 0.0245 0.0294
740 0.0296 0.0004 OA245 -0.0002 0.0002 0.0247 0.0296 �
750 0.0287 0.0004 0.0247 -0.0002 0.0002 0.0240 0.0289
7b0 0.0283 0.0004 0.0240 -0.0002 0.0002 0.0235 0.0282 ,
770 0.0286 0.0004 0.0235 -0.0002 0.0002 0.0238 0.0285 '
780 0.0286 0.0004 0.0238 -0.0002 O.Q002 0.0238 0.0286
790 0.0287 0.0004 0.0238 -0.0002 0.0002 0.0239 O.Q287 '
800 0.0288 0.0004 0.0239 -0.0002 0.0002 0.0240 0.0289
810 0.0279 0.0004 0.0240 -0.0002 0.0002 0.0234 0.0281
�
�" 820 0.0274 0.0004 0.0234 -0.0002 0.0002 OA229 0.0274 '
�` 830 0.0277 0.0004 0.0229 -0.0001 0.0002 0.0231 0.0277 �
840 0.0277 0.0004 0.0231 -0.0001 0.0002 0.0231 0.0277
850 0.0278 0.0004 0.0231 -0.0002 0.0002 0.0232 0.0278
860 0.0279 0.0004 0.0232 -0.0002 0.0002 0.0233 0.0279
870 0.0270 0.0004 0.0233 -0.0002 0.0002 0.0226 0.0271
880 0.0265 0.0004 0.0226 -0.0001 0.0002 0.0220 0.0265
890 0.0267 0.0004 0.0220 -0.0001 0.0002 0.0222 0.0267
900 0.0266 0.0004 0.0222 -0.0001 0.0002 0.0222 0.0267
910 0.0268 0.0004 0.0222 -0.0001 0.0002 0.0223 0.0267
920 0.0268 0.0004 0.0223 -0.0001 0.0002 0.0224 0.0269
930 0.0269 0.0004 0.0224 -0.0001 0.0002 0.0224 0.02b9
940 0.0270 0.0004 0.0224 -0.0001 0.0002 0.0225 0.0270
950 0.0271 0.0004 0.0225 -0.0001 0.0002 0.0226 0.0271
960 0.0262 0.0004 0.0226 -0.0001 0.0002 0.0220 OA263
970 0.0256 0.0004 0.0220 -0.0001 0.0002 0.0213 0.0256
980 0.0258 0.0004 0.0213 -0.0001 0.0002 0.0215 0.0258
990 0.0257 0.0004 0.021 S -4.0001 0.0002 0.0215 0.0257
1000 OA258 0.0004 0.0215 -0.0001 0.0002 0.0215 0.0258
1010 0.0259 0.0004 0.0215 -0.0001 0.0002 0.0216 0.0259
1020 0.0249 0.0003 0.0216 -0.0001 0.0002 0.0209 0.0250
1030 0.0243 0.0003 0.0209 -0.0001 0.0002 0.0202 0.0243
1040 0.0245 0.0003 0.0202 -O.00OI 0.0002 0.0204 0.0244
1050 0.0244 0.0003 0.0204 -0.0001 0.0002 0.0203 0.0244 I
1060 0.0245 0.0003 0.0203 -0.0001 0.0002 0.0203 0.0244 ��
1070 0.0245 0.0003 0.0203 -0.0001 0.0002 0.0204 0.0245
1080 0.0235 0.0003 0.0204 -0.0001 0.0002 0.0197 0.0236
1090 0.0228 0.0003 0.0197 -0.0001 0.0002 0.0190 0.0228
I100 0.0230 0.0003 0.0190 -0.0001 0.0002 0.0192 0.0230
1110 0.0229 0.0003 OA192 -0.0001 0.0002 0.0191 0.0229 I
ll20 0.0230 0.0(?03 Q.0191 -0.0(?O1 0.0002 0.0191 0.0229
1130 0.0230 0.0003 0.0191 -0.0001 0.0002 0.0192 0.0230
1140 0.0230 0.0(?03 0.0192 -0.0001 0.0002 0.0192 0.0230
1150 0.0231 0.0003 0.0192 -0.0001 0.0002 0.0193 OA231
1160 0.0232 0.0003 0.0193 -0.0001 0.0002 0.0193 0.0231 j
1170 0.0232 0.0003 0.0193 -0.0001 0.0002 OA 193 0.0232 ':.
1180 0.0233 0.0003 OA193 -0.0001 0.0402 0.0194 0.0233 I
i I
1190 OA233 0.0003 0.0194 -0.0001 0.0002 OA194 0.0233 ,,
1200 0.0234 0.0003 0.0194 -0.0001 0.0002 0.0195 0.0234 '
1210 0.0234 0.0003 0.0195 -0.0001 0.0002 0.0195 0.0234 i �
1220 0.0235 0.0003 0.0195 -0.0001 0.0002 OA196 0.0235 �'I ,
1230 0.0236 0.0003 0.0196 -0.0001 0.0002 0.0196 0.0236
1240 0.0236 0.0003 0.0196 -0.0001 0.0002 OA197 0.0236 �
1250 0.0237 0.0003 0.0197 -0.0001 0.0002 0.0197 0.0237
1260 0.0226 0.0003 0.0197 -0.0001 0.0002 0.0190 0.0228 ' i
1270 0.0219 0.0003 OA190 -0.0001 0.0002 0.0183 0.0219 � �
1280 0.0221 0.0003 0.0183 -0.0001 0.0002 OA184 0.0221 ' '
1290 0.0219 0.0003 0.0184 -0.0001 0.0002 0.0183 0.0220 '
1300 0.0220 0.0003 0.0183 -0.0001 0.0002 0.0183 0.0220
! 1310 0.0220 0.0003 0.0183 -0.0001 0.0002 0.0184 0.0220 ' I
1320 0.0221 0.0003 0.0184 -0.0001 0.0002 0.0184 0.0220 �
1330 0.0221 0.0003 0.0184 -0.0001 0.0002 0_O184 0.0221 ';
1340 0.0221 0.0003 OA184 -0.0001 0.0002 4.0184 0.0221
1350 0.0222 0.0003 0.01$4 -0.0001 0.0002 0.0185 0.0222
- 1360 0.0222 0.0003 0.0185 -0.0001 0.0002 0.0185 0.0222
1374 0.0223 0.0003 0.0185 -0.0001 0.0002 0.0186 0.0223 �
1380 0.0098 0.0002 0.0186 -0.0001 0.0001 0.0100 0.0120
1390 0.0036 0.0001 0.0100 -0.0001 0.0000 0.0027 0.0032 '
1400 0.0019 0.0000 0.0027 -0.0000 0.0000 0.0020 0.0024
1410 0.0010 0.0000 0.0020 -0.0000 O.00OQ 0.0000 0.0000
I420 0.0006 0.4000 0.0000 0.0000 0.0000 0.0011 0.0013
' 1430 0.0003 0.0000 0.0011 -0.0000 -0.0000 0.0000 0.0000
1440 0.0002 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 �
1450 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
3torage Characteristics Table for 10 year oode
Stage(ft) Increm Vot(acft) Storage(acft) Flow(cfs) Infil(cfs) S-Odt/2 S+Odt/2
o.oaoa o.0000 o.000000 0.000000 0.000000 0.000000 0.000000
0.1000 0.0002 0.000176 0.120002 O.OU0000 -0.000650 0.001003
0.2000 0.0002 0.000353 0.120004 0.000000 -0.000474 0.001179
0.3000 0.0002 0.000529 0.120006 0.000000 -0.000298 0.001355
0.4000 0.0002 0.000705 0.120008 0.000000 -0.000121 0.001532
0.5000 0.0002 0.000882 0.120010 0.000000 0.000055 0.001708
0.6000 0.0002 0.001058 0.120012 0.000000 0.000231 0.001884
0.7000 0.0002 0.001234 0.120014 0.000000 0.000408 0.002061
0.8000 0.0002 0.001410 0.120016 0.000000 0.000584 0.002237
0.9000 0.0002 0.001587 0.120018 0.000000 0.000760 0.002413
1.0000 0.0002 0.001763 0.120020 0.000000 0.000937 0.002590
1.1000 0.0001 0.001900 0.120022 0.000000 0.001073 0.002726
1.2000 0.0001 0.002036 0.120024 0.000000 0.001210 0.002863
1.3000 0.0001 0.002173 0.120026 0.000000 0.001346 0.003000
1.4000 0.0001 0.002310 0.120028 0.000000 0.001483 0.003136
1.5000 0.0001 0.002446 0.120030 0.040000 0.001620 0.003273
1.6000 0.0003 0.002782 0.120032 0.000000 0.001955 0.003608
1.7000 0.0003 0.003117 0.120034 0.000000 0.002290 0.003943
1.8000 0.�03 0.003452 0.120036 0.000000 0.002625 0.004279
1.9000 0.0003 0.003787 0.120038 0.000000 0.002961 0.004614
2.0000 0.0003 0.004123 0.120040 0.000000 0.003296 0.004949
2.100U 0.0004 0.004490 0.120042 0.000000 0.003663 0.005316
2.2000 0.0004 0.004857 0.120044 0.000000 0.004030 0.005683
2.3000 0.0004 0.005224 0.120046 0.000000 0.004397 0.006050
2.4000 0.0004 0.005591 0.120048 0.000000 0.004764 0.006418
2.5000 0.0004 0.005958 0.120050 0.000000 0.005131 0.006785
2.6000 0.0004 0.006338 0.120052 0.000000 0.005511 0.007164
2.7000 0.0004 0.006718 0.120054 0.000000 0.005891 0.007544
2.8000 0.0004 0.007098 0.120056 0.000000 0.006271 0.007924
2.9000 0.0004 0.007478 0.120058 0.000000 0.006651 0.008304
3.0000 0.0004 0.00'7857 0.120060 0.000000 0.007031 0.008684
3.1000 0.0004 0.008237 0.120062 0.040000 0.007411 0.009064
3.2000 0.0004 0.008617 0.120064 0.000000 0.007790 0.009444
3.3000 0.0004 0.008997 0.120066 0.000000 0.008170 0.009824
3.4000 0.0004 0.009377 0.120068 0.000000 0.008550 0.010204
3.5000 0.0004 0.009757 0.120070 0.000000 0.008930 0.010584
3.6000 0.0004 0.010124 0.120072 0.000000 0.009297 0.010951
3.7000 0.0004 0.010491 0.120074 0.000000 0.009664 0.011318
3.8000 0.0004 0.010858 0.120076 0.000000 0.010031 0.011685
3.9000 0.0004 0.011225 0.120078 0.000000 0.010398 0.012052
4.0000 0.0004 0.011592 0.120080 0.000000 0.010765 0.012419
4.1000 0.0003 0.011928 0.120082 0.000000 0.O11101 0.012755
4.2000 0.0003 0.012263 0.120084 0.000000 0.011436 0.013090
4.3000 O.OQ03 0.012598 0.120086 0.000000 0.011771 0.013425
4.4000 0.0003 0.012933 0.120088 0.000000 0.012106 0.013760
4.5000 OA003 0.013269 0.120090 0.000000 0.012442 0.014096
4.6000 0.0003 0.013539 0.120092 0.000000 0.012712 0.014366
4.7000 0.0003 0.013809 0.120094 0.000000 OA12982 0.014636
4.8000 0.0003 0.014080 0.120096 0.000000 0.013253 0.014907
4.9000 0.0003 0.014350 0.120098 0.000000 0.013523 0.015177
Rauting Table for 10 year Event
Time Intlow AvgI Stg S-Odt/2 S+Odt/2 Stg Outflow
(min) (cfs) (acft) (ft), (acft) (acft) (ft) (cfs}
0 0.0009 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
10 0.0029 0.0000 0.0000 0.0000 0.0000 0.0026 0.0031 i
20 0.0056 0.0001 0.0026 -0.0000 0.0000 0.0041 0.0050 �
30 0.0079 0.0001 0.0041 -0.0000 0.0001 0.0065 O.Q079
40 0.0096 0.0001 0.0065 -0.0000 0.0001 0.0077 0.0093
50 0.0118 0.0001 0.0077 -0.0001 0.0001 0.0097 0.0116
60 0.0135 0.0002 O.OQ97 -0.0001 0.0001 OAllI OA134 ��
70 0.0147 0.0002 0.0111 -0.0001 0.0001 0.4122 0.0146 j
80 0.0167 0.0002 0.0122 -O.Q001 0.0001 0.0137 OA164
90 0.0182 0.0002 0.0137 -0.0001 0.0002 0.0151 0.0181
100 0.0189 0.0003 0.0151 -0.0001 0.0002 0.0157 0.0188
110 OA199 0.0003 OA157 -0.0001 0.0002 0.0165 0.0198 !
120 0.0205 0.0003 0.0165 -O.Q001 0.0002 0.0171 0.0205 '
_i
130 0.0212 0.0003 0.0171 -0.0001 0.0002 0.0176 0.0211
140 0.0218 0.0003 0.0176 -0.0001 0.0002 0.0181 0.0217
150 0.0223 0.0003 0.0181 -0.0001 0.0002 0.0185 0.0223
160 0.0228 0.0003 0.0185 -0.0001 0.0002 0.0189 0.0227 '
170 0.0243 0.0003 0.0189 -0.0001 0.0002 0.0201 0.0241 i
, � 180 0.0252 0.0003 0.0201 -0.0001 0.0002 0.0210 0.0252
r
' 190 0.0254 0.0003 0.0210 -Q.0001 0.0002 0.0211 0.0253
200 0.0282 0.0004 0.0211 -0.0001 0.0002 0.0231 0.0277 i
� 210 0.0296 0.0004 0.0231 -0.0002 0.0002 0.0247 0.0296
220 0.0294 0.0004 0.0247 -0.0002 0.0002 0.0245 0.0294 '
230 0.0324 0.0004 0.0245 -0.0002 0.0003 0.0266 0.0319 �
240 0.0337 0.0005 0.0266 -0.0002 0.0003 0.0282 0.0338
250 0.0335 0.0005 0.0282 -O.OQ02 0.0003 0.0279 0.0335
260 0.0366 0.0005 0.0279 -0.0002 0.0003 0.0301 0.0361
� 270 0.0379 0.0005 0.0301 -0.0002 0.0003 0.0317 0.0380 '
� 280 0.0376 0_0005 0.0317 -0.0002 O.OQ03 0.0313 0.0376 ;
;' � 290 0.04Q7 0.0005 0.0313 -0.0002 0.0003 0.0335 0.0402 �
_ �
300 0.0420 0.0006 0.0335 -0.0002 0.0004 0.0351 0.0421
310 0.0417 0.0006 0.0351 -0.0002 0.0003 0.0347 0.0417
320 0.0474 0.0006 0.0347 -0.0002 0.0004 0.0387 0.0464
330 0.0499 0.0007 0.0387 -0.0003 0.0004 0.0417 0.0501 '
340 0.0489 0.0007 0.0417 -0.0003 0.0004 0.0408 0.0489
350 0.0576 0.0007 0.0408 -0.0003 0.0005 0.0467 0.0561
360 0.0612 0.0008 0.0467 -0.0003 O.Q005 0.0513 0.0616
370 0.0597 0.0008 0.0513 -0.0003 0.0005 0.0498 0.0597
380 0.0702 0.0009 0.0498 -0.0003 0.0006 0.0569 0.0683 '
390 0.0743 0.0010 0.0569 -0.0004 0.0006 0.0623 0.0748
400 0.0725 0.0010 0.0623 -0.0004 0.0006 0.0604 OA725
410 0.1729 0.0017 0.0604 -0.0004 0.0013 0.2670 0.1200 '
420 0.2241 0.0027 0.2670 -0.0004 0.0024 0.8804 0.1200
430 0.2116 0.0030 0.8804 0.0007 0.0037 1.6353 0.1200
440 0.1496 0.0025 1.6353 0.0021 0.0046 1.8841 0.1200
450 4.1050 0.0018 1.8841 0.0029 0.0047 19159 0.1200
460 0.1322 0.0016 1.9159 0.0030 0.0047 1.9119 0.1200
�
470 0.0995 0.0016 19119 0.0030 0.0046 1.8947 0.1200 �
480 0.0961 0.0013 1.8947 0.0029 0.0043 1.8032 0.1200
490 0.0979 0.0013 1.8032 0.0026 0.0040 1.7086 0.1200
500 0.0827 O.00I2 1.7086 0.0023 0.0036 1.5866 0.1200
510 0.0753 0.0011 1.5866 0.0019 0.0030 1.2989 0.1200
520 0.0781 0.0011 1.2989 0.0013 0.0024 0.8930 0.1200
530 0.0719 0.0010 0.8930 0.0007 0.0018 0.5411 0.1200
540 0.0705 0.0010 0.5411 0.0001 0.0011 0.1597 0.1200
550 0.0711 0.0010 0.1597 -0.0005 0.0004 0.0429 0.0515
560 0.0665 0.0009 0.0429 -0.0003 0.0007 0.0667 0.0800
570 0.0643 0.0009 0.0667 -0.0004 0.0005 0.0466 0.0559
580 0.0652 0.0009 0.0466 -0.0003 O.00Ob 0.0587 0.0705
590 Q.0617 0.0009 0.0587 -0.0004 0.0005 0.0491 0.0589
600 0.0604 0.0008 0.0491 -0.0003 0.0005 0.0520 0.0625
610 0.0610 0.0008 0.0520 -0.0003 0.0005 0.0496 OA595
520 0.0593 0.0008 0.0496 -0.0�3 0.0005 0.0504 0.0605
630 0.0587 O.Q008 0.0504 -0.0003 0.0405 0.0484 0.0580
;'� ` ; 640 0.0591 0.0008 0.0484 -0.0003 0.0005 0.0496 0.0595
ss�o�o �s�o�o �000�o �000�o- �6�0�0 9000�o SSbO'0 06b
IL�O'0 £6£0'0 b000'0 £000'0- £Ot�O'0 L000'0 89i�0'0 086
t�8b0'0 £Ob0'0 fi000'0 £000'0- Z0�0'0 L000'0 b8b0'0 OL6
£8�0'0 ZObO'0 �000'0 £000'0- IOi�O'0 L000'0 Z8b0'0 096
t8�0'0 t0�0'0 �b000'0 £000'0- 00�0'0 L000'0 IS�O'0 OS6
08�0'0 OObO'0 �000'0 £000'0- 66£0'0 L000'0 08�0'0 Qt�6
8L�0'0 66£0'0 �000'0 �000'0- 86£0'0 L000'0 6Lt�0'0 0£6
8Lt�0'0 86£0'0 t�000'0 £000'0- b6£0'0 L000'0 LLbO'0 OZ6
6Lti0'0 66£0'0 t�000'0 £000'0- L6£0'0 L000'0 6L�0'0 OI6
LL1�0'0 L6£0'0 b000'0 £000'0- LOt�O'0 L000"0 LLt�O'0 OOb
68�0'0 L0�0'0 �000'0 £000'0- 8 Tb0'0 L000"0 98�0'0 068
ZOSO'0 8t�0'0 �000'0 �000'0- LIi�O'0 L000'0 ZOSO'0 088
OOSO'0 Lit�O'0 b000'Q £000'0- 9I�0'0 L000'0 IOSO'0 OL8
66t�0'0 9Ib0'0 t�000'0 £000'0- 9I�0'0 L000'0 66b0'0 098
66i�0'0 9ib0'0 �000'0 £000'0- bit�0'0 L000'0 OOSO'0 OSS
L6ti0'0 t�i�0'0 i�000'0 £000'0- �Z�O'0 L000'0 L6�0'0 Ot�B
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IZSO'0 b£�0'0 ti000'0 £000'0- ££b0'0 L000'0 iZSO'0 OZ8
6TS0'0 ££�0'0 �000'0 £000'0- Z£�0'0 L000'0 OZSO'0 OI8
8I SO'0 Z£�0"0 t�000'0 £000'0- Z£b0'0 L000'0 L I SO'0 008
- LOQO'0 8 i SO'0 06L
8iS0'0 Z£�0'0 �000'0 £000'0 6Z�0'0
S T SO 0 6Zt�0 0 �00
0'0 £000'0- 8£b0'0 L000'0 SISO'0 08L
9ZS0'0 8£b0'0 �000'0 £000'0- 8bt�0'0 L000'0 bZSO'0 OLL
8£SO'0 8b�b0'0 �000'0 £000'0- 9�b0'0 L000'0 8£SO'0 09L
9£SO'0 9��0'0 b000'0 £000�0- S�0'0 L000'0 9£SO'0 OSL
b£SO'0 Sbt�O'0 b000'0 £000'0- St�O'0 L000'0 ££SO'0 0�6L
b£SO'0 St�O'0 bQ00'0 £000'0- Zb1�0'0 L000'0 t�£SO'0 0£L
0£SO'0 Zb�O'0 ti000'0 £Q00'0- lSbO'0 L000'0 I�SO'0 OZL
it�SO'0 iS�O'0 5000'0 £000'0- Z9tr0'0 8000'0 S£SO'0 OIL
SSSO'0 Z9t�0'0 5000'0 £000'0- 85�0'0 8000'0 SSSO'0 OOL
OSSO'0 85�0'0 S000'0 £000'0- 89b0'0 8000'0 iSSO'0 069
Z9S0'0 89ti0'0 SOQO'0 £000'0- LL1�0'0 8000'0 8SS0'0 089
ZLSO'0 LL�O'0 S000'0 £000'0- 9Lt�0'0 8000'0 �LSO'0 OL9
TLSO'0 9Lt�0'0 S000'0 £000'0- 08t�0'0 8400'0 OLSO'0 099
9LS0'0 08b0'0 S000'0 £000'0- 46b0'0 8000'0 9LS0'0 059
1000 0.0460 0.0006 0.0381 -0.0002 0.0004 0.0383 0.0460
i010 0.0458 0.0006 0.0383 -0.0002 0.0004 0.0382 0.0458
- 0 4 9 �
0. 459 0.0006 0.0382 0.0002 0.0004 0.0382 .0 5
, 1020 0
1030 0.0459 0.0006 0.0382 -0.0002 0.0004 0.0383 0.0460 '
1040 0.0443 0.0006 0.0383 -0.0002 0.0004 0.0372 0.0446
1050 0.0433 0.0006 0.0372 -0.0002 0.0004 0.0361 0.0433
;
1060 0.0434 0.0006 0.0361 -0.0002 0.0004 0.0361 0.0434 I
1070 0.0432 0.0006 0.0361 -0.0002 0.0004 0.0360 0.0433
1080 0.0433 0.0006 0.0360 -0.0002 0.0004 0.0360 0.0432 i
�
1090 0.0433 0.0006 0.0360 -0.0002 0.0004 0.0361 0.0433 ,
1100 0.0417 0.0006 0.0361 -0.0002 0.0004 0.0349 0.0419 '
' 1110 0.0405 0.0006 0.0349 -0.0002 0.0003 0.0338 0.0406
1120 0.0407 0.00(}6 0.0338 -0.0002 0.0003 0.0339 0.0406
1130 0.0404 OA006 0.0339 -0.0002 0.0003 0.0337 0.0405
1140 0.0405 0.0006 0.033'7 -0.0002 0.0003 0.033� 0.0405
1150 0.0405 0.0006 0.0337 -0.0002 0.0003 0.0338 0.0405 i
1160 0.0406 0.0006 0.0338 -0.0002 0.0003 0.0338 0.0405
1170 0.0406 0.0006 0.0338 -0.0002 0.0003 0.0339 0.0407
1180 0.0407 0.0006 0.0339 -OA002 0.0003 0.0339 0.0407
1190 0.0408 0.0006 0.0339 -0.0002 0.0003 0.0340 0.0408
1200 0.0409 0.0006 0.0340 -0.0002 0.0003 0.0341 0.0409
1210 0.0410 0.0006 0.0341 -0.0002 0.0003 0.0341 0.0410
i 1220 0.0410 0.0006 0.0341 -0.0002 0.0003 0.0342 0.0410
� 1230 0.0411 0.0006 0.0342 -0.0002 0.0003 0.0343 0.0411
1240 0.0412 0.0006 0.0343 -0.0002 0.0003 0.0343 0.0412
1250 0.0413 0.0006 0.0343 -0.0002 0.0003 0.0344 0.0413
1260 0.0414 0.0006 0.0344 -0.0002 0.0003 0.0345 0.0413
' 1270 0.0414 0.0006 0.0345 -0.0002 0.0003 0.0345 0.0414
1280 0.0397 0.0006 0.0345 -0.0002 0.0003 0.0334 0.0400
1290 0.0386 0.0005 0.0334 -0.0002 0.0003 0.0322 0.0386
1300 0.0387 0.0005 0.0322 -0.0002 0.0003 0.0322 0.0386
1310 0.0384 0.0005 0.0322 -0.0002 0.4003 0.0320 0.0384
1320 0.0385 0.0005 0.0320 -0.0002 0.0003 0.0320 0.0384
1330 0.0384 0.0005 0.0320 -0.0002 0.0003 0.0320 0.0385
1340 0.0385 0.0005 0.0320 -0.0042 0.0003 0.0320 0.0384
�
1350 0.0385 0.0005 0.0320 -0.0002 0.0003 0.0321 0.0385
1360 0.0386 0.0005 0.0321 -0.0002 0.0003 0.0321 0.0386
1370 0.0386 0.0005 0.0321 -0.0002 0.0003 0.0322 0.0386
1380 0.0387 0.0005 0.0322 -0.0002 0.0003 0.0322 0.0387 '
� 139Q 0.0388 0.0005 0.0322 -0.0002 0.0003 0.0323 0.0388
r 1400 0.0192 0.0004 0.0323 -0.0002 0.0002 0.0188 0.0226 '
; 1410 0.0078 0.0002 0.0188 -0.0001 0.0001 0.0063 0.0076
� 1420 0.0042 0.0001 0.0063 -0.0000 0.0000 0.0041 0.0050
I 1430 0.0022 0.0000 0.0041 -0.0000 0.0000 0.0017 0.0021
i 1440 0.0012 0.0000 0.0017 -0.0000 0.0000 0.0012 0.0015 �
j 1450 0.0006 0.0000 0.0012 -0.0000 O.Q000 0.0000 0.0000
�460 0.0003 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 �
1470 0.0002 O.OQ00 0.00(}0 0.0000 0.0000 0.0000 0.0000
1480 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Storage Characteristics Table for 100 year node
Stage(ft) Increm Vat(acft) Storage(acft) Flow(cfs) Infil (cfs) S-Odt/2 S+Odt/2
0.0000 0.0000 O.Q00000 0.000000 0.000000 0.000000 0.000000
0.1000 0.0002 0.000176 0.120002 0.000000 -0.000650 0.001003
0.2000 0.0002 0.000353 0.120004 Q.000000 -0.000474 0.001179
0.3000 0.0002 0.000529 -0.120006 0.000000 -0.000298 0.001355
0.4000 0.0002 0.000705 0.120008 0.000000 -0.000121 0.001532
o.s000 o.000z o.000ssa o.i2ooio o.00000a o.0000ss o.00i�os
0.6000 0.0002 0.001058 0.120012 0.000000 0.000231 0.001884
0.7000 0.0002 0.001234 0.120014 0.000000 0.000408 0.002061
0.8000 0.0002 0.001410 0.120016 0.000000 0.000584 0.002237 ,
0.9000 0.0002 0.001587 0.120018 0.000000 0.000760 0.002413
1.0000 0.0002 0.001763 0.120020 0.000000 0.000937 0.002590
1.1000 0.0001 0.001900 0.120022 0.000000 0.001073 0.002726
1.2000 O.OU01 0.002036 0.120024 0.000000 0.001210 0.002863
1.3000 0.0001 0.002173 0.120026 0.000000 0.001346 0.003000
1.4000 U.0001 0.002310 0.120028 0.000000 0.001483 0.003136
1.5000 0.0001 0.002446 0.120030 0.000000 0.00162Q 0.003273
1.6000 0.0003 0.002782 0.120032 0.000000 0.001955 0.003608
1.7000 0.0003 0.003117 0.120034 0.000000 0.002290 0.003943
1.8000 0.0003 0.003452 0.120036 0.000000 0.002625 0.004279
1.9000 0.0003 0.003787 0.120038 0.000000 0.002961 0.004614
2.0000 0.0003 0.004123 0.120040 0.000000 0.003296 0.004949
2.1000 0.0004 0.004490 0.120042 0.000000 0.003663 0.005316
2.2000 0.0004 0.004857 0.120044 0.000000 0.004030 0.005683
2.3000 0.0004 0.005224 0.120046 0.040000 0.004397 0.006050
2.4000 0.0004 0.005591 0.120048 0.000000 0.004764 0.006418
2.5000 0.0004 0.005958 0.120050 0.000000 0.005131 0.006785
2.6000 0.0004 0.006338 0.120052 0.000000 0.005511 0.007164
2.7000 0.0004 0.006718 0.120054 0.000000 0.005891 0.007544
2.8000 0.0004 0.007098 O.I20056 0.000000 0.006271 0.007924
2.9000 0.0004 0.007478 0.120058 0.000000 0.006651 0.008304
3.0000 0.4004 0.00'7857 0.120060 0.000000 0.007031 0.008684
3.1000 0.0004 0.008237 0.120062 0.000000 0.007411 0.009064
3 2000 0.0004 0.008617 0.120064 0.000000 0.007790 0.009444
3.3000 0.0004 0.008997 0.120066 0.000000 0.008170 0.009824
3.4000 0.0004 0.009377 0.1200b8 0.000000 0.008550 0.010204
3.5000 0.0004 0.009757 0.120070 0.000000 0.008930 0.010584
3.6000 0.0004 0.010124 0.120072 0.000000 0.009297 0.010951
3.7000 0.0004 0.010491 0.12Q074 0.000000 0.009664 0.011318
3.8000 0.0004 0.010858 0.120076 0.000000 0.010031 0.011685
3.9000 0.0004 0.011225 0.120078 0.000000 0.010398 0.012052
i 4.0000 0.0004 0.011592 0.120080 0.000000 0.010765 0.012419
4.1000 0.0003 0.011928 0.120082 0.000000 0.011101 0.012755
4.2000 0.0003 0.012263 0.120084 0.000000 0.011436 0.013090
i 4.3000 0.0003 0.012598 0.120086 0.000000 0.011771 0.013425
4.4000 0.0003 O.Q12933 0.120088 0.000000 0.012106 0.013760
4.5000 0.0003 0.013269 0.120090 0.000000 0.012442 0.014096
4.6000 0.0003 0.013539 0.12Q092 0.000000 0.012712 0.014366
4.7000 0.0003 0.013809 0.120094 0.000000 0.012982 0.014636
4.8000 0.0003 0.014080 0.120096 0.000000 0.013253 0.014907
' 4.9000 0.0003 0.014350 0.120098 0.000000 0.013523 0.015177
5.0000 0.0003 0.014620 0.120100 0.000000 0.013793 0.015447
5.1000 0.0003 0.014891 0.120100 0.000000 0.014063 0.01571 S
5.2000 0.0003 0.015161 0.120100 0.�00000 0.014334 0.015988
5.3000 0.0003 0.015431 0.120100 0.000000 0.014604 0.016258
5.4000 0.0003 0.015702 0.120100 0.000000 0.014875 0.016529
5.5000 O.OQ03 0.015972 0.120100 0.000000 0.015145 0.016799
5.6000 0.0003 0.016242 0.120100 0.000000 0.015415 0.0170b9
5.7000 0.4003 Q.016513 0.120100 0.000000 0.015686 0.017340
5.8000 0.0003 0.016783 0.120100 0.000000 0.015956 0.017610
5.9000 0.0003 0.017053 0.120100 0.000000 0.016226 0.017880
6.0000 0.0003 0.017324 0.120100 0.000000 0.016497 0.018151
6.1000 0.0003 0.017594 0.120100 0.000000 0.016767 0.018421
6.2000 0.0003 0.017864 0.120100 0.000000 0.01703? 0.018692
6.3000 0.0003 0.418135 0.120100 0.000000 0.017308 0.018962
6.4000 O.OQ03 0.018405 0.120100 0.000000 0.017578 0.019232
6.5000 0.0003 0.018675 0.120100 0.000000 O.OI7848 0.019503
6.6000 0.0003 0.01894b 0.120100 0.000000 OA18119 0.019773
--
6.7000 0.0003 0.419216 0.120100 0.000000 0.018389 0.020043
6.8000 0.0003 0.019486 0.120100 0.000000 0.018659 0.020314
6.9000 0.0003 0.019757 0.120100 0.000000 0.018930 0.020584
7.0000 0.0003 0.020027 0.120100 0.000000 0.019200 0.020854
7.1000 0.0003 OA20297 0.120100 0.000000 0.019470 0.021125
7.2000 0.0003 0.020568 0.120100 0.004000 0.019741 0.021395
7.3000 0.0003 0.020838 0.120100 0.000000 0.020011 0.021665
7.4000 0.0003 0.021108 0.120100 0.000000 0.020281 0.021936
7.5000 0.0003 0.021379 0.120100 0.000000 0.020552 0.022206
7.6000 0.0003 0.021649 0.120100 0.000000 0.020822 0.022476
7.7000 0.0003 0.021919 0.120100 0.000000 0.021092 0.022747
7.8000 0.0003 0.022190 0.120100 0.000000 0.021363 0.023017
7.9000 0.0003 0.022460 0.120100 O.00t}000 0.021633 0.023287
8.0000 0.0003 0.022730 0.120100 0.000000 0.021903 0.023558
8.1000 0.0003 0.023001 0.120100 0.000000 0.022174 0.023828
8.2004 0.0003 0.023271 0.120100 0.004000 0.022444 0.024098
8.3000 0.0003 0.023542 0.120100 0.000000 0.022714 0.024369
8.4000 0.0003 0.023812 0.120100 0.000000 0.022985 0.024639
8.5000 0.0003 0.024082 0.120100 0.000000 0.023255 0.024909
8.6000 0.0003 0.024353 0.120100 0.000000 0.023525 0.025180
8.7000 0.0003 0.024623 0.120100 0.000000 0.023796 0.025450
8.8000 0.0003 0.024893 0.120100 0.000000 0.024066 0.025720
8.9000 0.0003 0.025164 0.120100 0.000000 0.024336 0.025991
9.0000 0.0003 0.025434 0.120100 0.000000 0.024607 0.026261
9.1000 0.0003 0.025704 0.120100 0.000000 0.024877 0.026531
9.2000 0.0003 0.025975 0.120100 0.000000 0.025147 0.026802
9.3000 0.0003 0.026245 0.120100 0.000000 0.025418 0.027072
9.4004 0.0003 0.026515 0.120100 0.000000 0.025688 0.027342
9.5000 O.00Q3 0.026786 0.120100 O.00OOOQ 0.025958 0.027613
9.6000 0.0003 0.027056 0.120100 0.000000 0.026229 0.027883
9.7000 0.0003 0.027326 0.120100 0.000000 0.026499 0.028153
9.8000 0.0003 0.027597 0.120100 0.00�000 OA26769 0.028424
Routing Table for 100 yesr Event
Time Inflow AvgI Stg S-Odt/2 S+Odt/2 Stg Outflow
(min) (cfs) (acft) (ft), (acft) (acft) (ft) (cfs)
� 0 0.0013 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
r 10 0.0047 0.0000 O.OQ00 0.0000 0.0000 0.0041 0.0049 ,'
20 0.0080 0.0001 0.0041 -0.0000 0.0001 0.0060 0.0072 ''
30 0.0119 0.0001 0.0060 -0.0000 0.0001 0.0097 OA117 ;
40 0.0153 0.0002 0.0097 -0.0001 0.0001 0.0124 0.0149 �
50 0.0173 0.0002 0.0124 -0.0001 0.0001 0.0144 0.0173
60 0.0205 0.0003 0.4144 -0.0001 0.0002 0.0167 0.0200 �
j 70 0.0227 0.0003 0.0167 -0.0001 0.0002 0.0189 0.0227 '
� 80 0.0240 0.0003 0.0189 -0.0001 0.0002 0.0198 0.0238
90 0.0267 0.0003 0.0198 -0.0001 0.0002 0.0220 0.0264
100 0.0285 0.0004 0.0220 -0.0001 0.0002 0.0237 0.0284
110 0.0293 0.0004 0.0237 -0.0002 0.0002 0.0243 0.0292
120 0.0303 0.0O04 0.0243 -0.0002 0.0003 0.0252 0.0302
130 0.0310 0.0004 0.0252 -0.0002 0.0003 0.0258 0.0310 '
140 0.0318 0.0004 0.0258 -0.0002 0.0003 0.0264 0.0317
150 0.0323 0.0004 0.0264 -0.0002 0.0003 0.0269 0.0323
160 0.0329 0.0004 0.0269 -0.0002 0.0003 0.0273 0.0328
170 0.0333 0.0005 0.0273 -0.0002 0.0003 0.0278 0.0333
180 0.0354 0.0005 0.0278 -0.0002 0.0003 0.0292 0.0351
190 0.0366 0.0005 0.0292 -0.0002 0.0003 0.0305 0.0366
200 0.0365 0.0005 0.0305 -0.0002 0.0003 0.0304 0.0365
210 0.0404 0.0005 0.0304 -0.0002 0.0003 0.0331 0.0398
220 0.0422 0.0006 0.0331 -0.0002 0.0004 0.0353 0.0424
230 0.0418 0.0006 0.0353 -0.0002 0.0003 0.0348 0.0418
240 0.0459 0.0006 0.0348 -0.0002 0.0004 0.0377 0.0452
250 0.0476 0.0006 0.0377 -0.0002 O.Q004 0.0398 0.0478
� 260 0.0472 0.0007 0.0398 -0.0003 0.0004 0.0393 0.0472
270 0.0513 0.0007 0.0393 -0.0003 0.0004 0.0422 0.0506
280 0.0530 0.0007 0.0422 -0.0003 0.0004 0.0443 0.0532
29Q 0.0525 0.0(?07 0.0443 -0.0003 0.0004 0.0438 0.0525
300 0.0567 0.0008 0.0438 -0.0003 0.0005 0.0466 0.0560 ,
310 0.0584 0.0008 0.0466 -0.0003 0.0005 0.0488 0.0585 ,
320 0.0578 0.0008 0.0488 -0.0003 0.0005 0.0482 0.0578
330 0.0656 0.0008 0.0482 -0.0003 0.0005 0.0535 0.0642
i
340 0.0689 0.0009 0.0535 -0.0003 0.0006 0.0577 0.0692 ;
350 0.0674 0.0009 0.0577 -0.0004 0.0006 0.0563 0.0675
�
360 0.0794 0.0010 0.0563 -0.0004 0.0006 0.0644 0.0772 �
370 0.0847 O.00II 0.0644 -0.0004 0.0007 0.0710 0.0852 '
380 0.0841 0.0012 0.0710 -0.0005 0.0007 O.Ob99 0.0839 i
390 0.1010 0.0013 0.0699 -0.0005 0.0008 0.0818 0.0981
400 0.1100 0.0015 0.0818 -0.0005 0.0009 0.0919 0.1103
410 0.1112 0.4015 0.0919 -O.00Q6 0.0009 0.0923 4.1108
420 0.2617 0.0026 0.0923 -0.0(?06 0.0020 0.6472 0.1200
' 430 03500 0.0042 0.6472 0.0003 0.0045 1.8741 0.1200 I�
i i� 440 0.3436 0.0048 1.8741 0.0029 0.0077 2.7280 0.1201
;�450 0.2574 0.0041 2.7280 0.0060 0.0101 3.3821 0.1201 'i�
�� �460 0.1885 0.0031 3.3821 0.0085 0.0116 3.7641 0.1201 �'
,
' � 470 0.2191 0.0028 3.7641 0.0099 0.0127 4.0860 0.1201 �
�480 0.1699 0.0027 4.0860 0.0111 OA137 4.3918 0.1201 I
490 0.1606 0.0023 4.3918 0.0121 0.0144 4.5959 0.1201 ��
500 0.1605 0.0022 4.5959 0.0127 0.0149 4.8000 0.1201
510 0.1372 0.0021 4.8000 O.O133 0.0153 4.9465 0.1201 i
520 0.1241 0.0018 4.9465 0.0136 0.0154 5.0000 0.1201 '
530 0.1263 0.0017 5.0000 0.0138 0.0155 5.0260 0.1201
540 0.1166 0.0017 5.02b0 0.0139 0.0155 5.0329 0.1201
550 0.1136 0.0016 5.0329 OA139 0.0155 5.0075 0.1201
560 0.1139 0.0016 5.0075 0.0138 0.0154 4.9750 0.1201
570 0.1068 0.0015 4.9750 0.0137 0.0152 4.9252 0.1201
580 0.1029 0.0014 4.9252 0.0136 0.0150 4.8475 0.1201
590 0.1037 0.0014 4.8475 0.0134 0.0148 4.7621 0.1201
600 0.0985 0.0014 4.7621 0.0131 0.0145 4.6653 0.1201
610 0.0961 0.0013 4.6653 0.0129 OA142 4.5492 0.1201
620 0.0965 0.0013 4.5492 0.0126 0.0139 4.4420 0.1201
630 0.0939 0.0013 4.4420 0.0122 0.0136 4.3398 0.1201
640 0.0928 0.0013 4.3398 0.0119 0.0132 4.2301 0.1201
650 0.0932 0.0013 4.2301 0.0115 0.0128 4.1189 0.1201
660 0.0909 0.0013 4.1189 0.0112 OA124 4.0038 0.1201
670 0.0897 0.0012 4.0038 0.0108 0.0120 3.8918 0.1201 ;
680 0.0901 0.0012 3.8918 0.0104 0.0116 3.7787 0.1201 '
690 0.0878 0.0012 3.7787 0.0140 0.0112 3.6619 0.1201
700 0.0865 0.0012 3.6619 0.0095 OA107 3.5384 0.1201 ,'
710 0.0869 0.0012 3.5384 0.0091 0.4103 3.4161 0.1201 '
720 0.0844 0.0012 3.4161 0.0086 0.0098 3.2913 0.1201
730 0.0831 0.0012 3.2913 0.0081 0.0093 3.1597 0.1201 �
i� 740 0.0834 0.0011 3.1597 0.0076 0.0088 3.0263 0.1201
� 750 0.0832 0.0011 3.0263 0.0071 0.0083 2.8931 0.1201
760 0.0835 0.0011 2.8931 O.Q066 0.0078 2.7602 O.1201
770 0.0837 0.0012 2.76Q2 0.0061 0.0073 2.6281 0.1201
780 0.0816 0.0011 2.6281 0.0056 0.0068 2.4924 0.1200
790 0.0802 0.0011 2.4924 0.0051 0.0062 2.3456 0.1200
800 0.0805 0.0011 23456 0.0046 0.0057 2.1968 0.1200
810 0.0803 0.0011 2.1968 0.0040 0.0051 2.0482 0.1200
820 0.0806 0.0011 2.0482 0.0035 0.0046 1.8902 0.1200
830 0.0807 0.0011 1.8902 0.0029 0.0040 1.7285 0.1200
840 0.0786 0.0011 1.7285 0.0024 0.0035 1.5627 0.1200
850 0.0771 0.0011 1.5627 0.0018 0.0029 1.2286 0.1200
860 0.0774 0.0011 1.2286 0.0012 0.0023 0.8429 0.1200
870 0.0771 0.0011 0.8429 0.0007 0.0017 0.5086 0.1200
880 0.0773 0.0011 0.5086 0.0001 0.0011 0.1741 0.1200
890 0.0774 0.0011 0.1741 -0.0005 0.0005 0.0545 0.0653
900 0.0752 0.0011 0.0545 -0.0004 0.0007 0.0695 0.0834
910 0.0736 0.0010 0.0695 -0.0005 0.0006 0.0571 0.0686
920 0.0738 0.0010 0.0571 -0.0004 0.0006 0.0642 0.0771
930 0.0735 0.0010 0.0642 -0.0004 0.0006 0.0595 0.0715
940 0.0737 0.0010 0.0595 -0.0004 0.0006 0.0625 0.0750
950 0.0737 0.0010 0.0625 -0.0004 0.0006 0.0607 0.0729
960 0.0739 0.0010 4.0607 -0.0004 0.0006 0.0620 0.0744
970 0.0741 0.0010 0.0620 -0.0004 0.0006 0.0614 0.0737
980 0.0742 0.0010 0.0614 -0.0004 0.0006 0.0620 0.0744
990 0.0719 0.0010 0.0620 -0.0004 0.0006 0.0602 0.0722
1000 0.0703 0.0010 0.0602 -0.0004 O.00Ob 0.0587 0.0704 i
1010 0.0705 0.0010 0.0587 -0.0004 0.0006 0.0587 0.0704
1020 0.0701 0.0010 0.0587 -0.0004 4.0006 0.0585 0.0702
1030 0.0703 0.0010 0.0585 -0.0004 0.0006 0.0585 0.0702
1040 0.0703 0.0010 0.0585 -0.0004 0.0006 0.0586 0.0703
1050 0.0679 0.0010 0.0586 -0.0004 0.0006 0.0569 0.0683
1060 0.0662 0.0009 0.0569 -0.0004 0.0006 0.0553 0.0663
1070 0.0663 0.0009 0.0553 -0.0004 0.0006 0.0552 0.0663
1080 0.0659 0.0009 0.0552 -0.0004 0.0006 0.0550 0.0661
1090 0.0661 0.0009 U.O550 -0.0004 0.0006 0.0550 0.0660
1100 0.0660 0.0009 0.0550 -0.0004 0.0006 0.0551 0.0661 �,
1110 0.0637 0.0009 0.0551 -0.0004 0.0005 0.0534 OA640 '
1120 0.0619 0.0009 0.0534 -0.0003 0.00(?5 0.0517 0.0620
1130 0.0620 0.0009 0.0517 -0.0003 0.0005 0.0516 0.0619
1140 0.0616 0.0009 0.0516 -0.0003 0.0005 0.0514 0.0617
1150 0.0617 0.0008 0.0514 -0.0003 0.0005 0.0513 0.0616 '
1160 0.0616 0.0008 0.0513 -0.0003 0.0005 0.0514 0.0617
1170 0.0617 0.0008 0.0514 -0.0003 0.0005 0.0514 0.0616
1180 0.0618 0.0009 0.0514 -0.0003 0.0005 0.0515 0.0618
1190 0.0619 0.0009 0.0515 -0.0003 0.0005 0.0515 0.0618
1200 0.0619 0.0009 0.0515 -0.0003 0.0005 0.0516 0.0619
1210 0.0620 0.0009 0.0516 -0.0003 0.0005 0.0517 0.0620 ;
,
1220 0.0621 0.0009 0.0517 -0.0003 0.0005 0.0518 0.0621 '
1230 0.0622 0.0009 0.0518 -0.0003 0.0005 0.0518 0.0622
1240 0.0623 0.0009 0.0518 -0.0{?03 0.Q005 0.0519 0.0623
1250 0.0624 0.0009 0.0519 -0.0003 0.0005 0.0520 0.0624
1260 0.0625 0.0009 0.0520 -0.0003 0.0005 0.0521 0.0625
i
1270 0.0626 0.0009 0.0521 -0.0003 0.0005 0.0522 0.0626
1280 O.Ob27 0.0009 0.0522 -0.0003 0.0005 0.0522 0.0627 '
1290 0.0603 0.0008 0.0522 -0.0003 0.0005 0.0506 0.0607
1300 0.4585 0.0008 0.0506 -0.0003 0.0005 0.0488 0.0585
1310 0.0585 0.0008 0.0488 -0.0003 0.0005 0.0487 0.0585 �
1320 0.0580 0.0008 0.0487 -0.0003 0.0005 0.0484 0.0581
1330 0.0581 0.0008 0.0484 -0.0003 0.0005 0.0484 0.0580
' 1340 0.0580 0.0008 0.0484 -0.0003 0.0005 0.0484 0.0581
0000�0 0000'0 0000'0 0000'0 0000�0 0000'0 0000'0 OOS 1
0000'0 0000'0 0000'0 0000'0 0000'0 0000'0 Z000'0 06bt
'� 0000'0 0000'0 0000'0- 0000'0- II00'0 0000'0 £000'0 08bI
bI00'0 II00'0 0000'0 0000'0 0400'0 0000'0 9000'0 OLbi
0000'0 0000'0 0000'0 0000'0- OZ00'0 0000'0 I i00'0 09�I
t�Z00'0 OZ00'0 0000'0 0000'0- 0£00'0 0000'0 OZ00'0 OSbi
� 9�00'0 0£00'0 0000'0 0000'0- 8900'0 i000'0 8£00'0 Ot�bt
I
i-
I [800'0 8900'0 I000'0 t000'0- 80T0'0 i000'0 OL00'0 O�bi
I 0£IO'0 80i0'0 I000'0 Z000'0- S6Z0'0 £000'0 i£IO'0 OZ�I
SS£0'0 S6Z0'0 £000'0 £000'0- L8b0'0 9000'0 90£0'0 Oit�T
�850'0 L8b0'0 S000'0 £000'0- 98�0'0 8000'0 �8S0'0 OObi
� £8S0'0 98b0'0 S000'0 £000'0- 98b0'0 8000'0 £8S0'0 06£I
' £8S0'0 98b0'0 S000'0 £000'0- S8�0'0 8000'0 £8S0'0 08£t
i
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i8S0'0 S8b0'0 S000'0 £000'0- b8b0'0 8000�0 ISSO'0 09£I
0850'0 �8b0'0 5000'0 £000'0- b8�0'0 8000'0 i8S0'0 OS£I
APPENDIX B
Storm Drainage Design References
V icinity Map B-1
Developed Basin Map, 8.5"xl 1" B-2
Soiis Map and Descriptions B-3
Soils Hydrologic Group Table B-4
Curve Number Selection Table B-5
Design Storm Precipitation Isopluvial Maps B-6
Geotechnical Engineering Study B-7
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R.4 E. R.5 E. aanrtoN 1.�M�, !2'30'� Joins sheet T 1) � • • . .
RENTON!J M � �� ia
Scsle 1:24 000
1 �S i.�
' l 2 Miles
50 4000 00 �1000 5 1 000 Feel
in�s inea n oe�W�s�t W?C.
KING COUNTY AREA, WASHINGTON Np. 5
�
W
�ravellr coarse sand to very grarelly lam�y sand, th�e pseseaoe of a eaasolidatea sucs�rs�u. .� � ..�r....
pepth to the IIC hariza► raages froa 18 to 36 of 7 to ZO feet. 7his snbstrat� is tbe sase �as�-
iac�s. risl ss thut fa the Aldaa++ood soiis_
Sa�e ar�s are up to 5 pescent included 111dea+rood �Soae areas axe.� to 5 perc�nt inclnded idor�a,
w31s, oa th� �ore rollin� �d �latin� parts of Seattle, aad It�lo►ila soils, tll of Which are poorlv
Che ladscape; swe are about S percant tl�e dsep, draiaed.
saady Indiaaoia soils; and, sa■e srs vp to 25 prtcant �moff is slar to aed�us, and the e=osiaa hazird
lreiltaat very grrelly loa�r sands. Alsa inclnded is sligbt zo �aoderate_
in s�ap'Pi� s=e arsas �+here caa.salidatsd gluial tiil, lbat of the acrea�e is used for tiaber_ Capabil-
Mhich 'all�mderlies Aldesveod soils, itp mit Yis-1; roodlaad �rcup 3f3.
is at a depth of 5 to 15 feet. ' _
Peraesbility is rapid. Zhe effeetire rootiag
dapth is 60 ind�es a� a�re. Arailable vater ea�pac- Iadiae4L Series _
ity is lw. lt�moff is slw, and the�aansiaa i�zird
is slight. - ?he Indianola saries is ade uip of saos+rhat �
Ihi.s soil is nsed for tiaber aad psstn�a and for e�ocessively drsiaed soils thzt far�ed �ader co�ifen
na�au develop�ent- Ca�bilit�► tnit ris-2; roodl�d ia sadp, raoessicoal, stratified gl�r.ial ds3ft.
stcup Ef3. lhese iwdulstjen�, rolli�g, snd �Soek� soils us a�
• tsrraces. Slopes ue 0 to 3Q pexc�t. 11se a�I
"'� Eva�rett ell s loa� S �0 1S pzedpitstiaa is 30 to 55 iaches, aad the aeaa
S�rre sz in shaQe, hare : caarez gs�aface. su�raa�e fres sessoa�Q days. II•erstt'w r�es-
froa 25 aeres 'to a�or� th� 200 acres in si=e. �- froa sbont sea Ietrel to 1,000 feet.
_ o�f is slw � aediu�, aod ffie ssosi�on hasa:d is In a rapresa�tati�re prnfile, the �per 30 imd�es
sli�ht to aoaerste. is b�wn, darlc pelloris6�rraMn, and ligbt olirc-
Soils included �dth"titis soil in �sppi��aice np bram loaty fiae saad, 'lLis is_�ad�lain by alive
ao sors tLan 25 pe:cent o� ths total acrrs;e. So�e saud that w�teads to z depth af�60 inches or sore
areas are np Lo S pezceat Aldetwod soils, �ieh (pl. I, ri�t).
overlie caasolidated slacul till; so�e m tq m In�i�mola soils are nsed for tiaber md faoc arban
20 percent Neilta► �rery gravelly loaqr smt; md develupa�t. �
sa�e sav abo�t 15 perceat includ�d a.rws of B�erast
sosls dtase slopea ars ao�e gentle thm 5. per�catt Iadimola loa�r fine ss�d, 4 m 15 ent sla�es
aad vbeze thap are ste�per th� 13 pe=caert_ (I � .-�i-i s�ulati� an ro la� sat ao�nsz
lhis Everett soil is used for tiabe� aad pasturs slvpes. It is near the odges of uplasrd terraces.
aod for �aban deirelap�eat. C�bilit�► tmit iRs=1; 11ra:s range frat S to aare th� lOQ acres in siu.
wodland gratsp 3f3. �sstire psofile of Indismola loasy fiae
�sand, 4 !0 15 perdnt slopes, in forast, 1,000 fsst
fiverett 11 loa� 15 tio 30 west a�d 900 feet sqrth of tbn na�theast c�o�asr of
sl��s -- soi oc�aoocs as , narsw sec. 32, T. 2S �i., A. 6 E.z
asas, �ostiy aloas dr�iaa�sMa�s o� aa sba�t slages
bttweea terrace Dendtes. . It is siaiLr to Evera�Lt O1--3/4 inCh to 0, Ieaf littez.
arsvelly sa�dy lo�, 0 to 5 percant slopas, baet iu B21i.r--0 to 6 indNs, bro�at (lOYR 4/3� la�pr fine
■ost plaees is stmier ad �are �rs►elir. s�d, bra�m [10TR s/3� dry; aissine; soft,
Soils iaclu�dad with this soil in �ia��dce ap resp friabls, aonaticl7, �Plastic; �aay
no �e thas 30 pa�ceat of the tatil acre�,ee. Sa�e x�ots; sliglttly acid; clear, �ooth bouudaty.
areas are ap to 30 pezoaat Aldars++ood soils, �iateh � to S iadees shick.
arerlie coasolidato� �Iac�al till; sa�e are ug to S aZ2ir--6 Lo 1S ind►es, dasi� pellwisii�rwn (lOYR
pss�ceat tl►c deep, saady I�xliaaols soils; sa�e arc �/43 lea�r fiae saad, ba�as (lOTR 5/� drY;
up to 10 pescent Ii�iltat vcry �lly la�spr s�d; aassire; soft, ver� friable, noostidqr. aon-
aad sa�t are about 15 percest iscluded areas aE pisstic; ca�on roats; s��ir �a; r1a�r,
�rsrett soila �a�s slo�s a� less � 35 pe�rc�at. saovth bo�mdsrjr. 6 to 15 in�es thick.
IEimoff is �edi�a to r=pid, a�d sh�e �rosioa hu C1--15 to 30 3ndus, li�►t olive-brown (2.5Y 5/4)
is aodsrata s,a �vars. loaq fiae sad, �►ellwish bz�cwa [l0Ylt 6/4)
lbst af the acraage is nsed for tiaber: Capa- - �7; *�si�; �, rary friable, aa�stiekY,
bflity► �mfit VIs-1; woodlaad gxovp 3f1_ no�plastic; cw�oa� roots; cli�htl7► acid;
S�s �� �rY. 12 to 17 indies
Lvezett-J►ldernood 1 ssndy loas 6 to 15 thiek.
ep_rcent sl es .-- �app3ng imst ss Q--30 to"60 incbes, olire (SY 5/4) saM., liaht
e4 parts verett a�d /1ldezyood soils. 'if� so�2s bro�mish sray (2.5Y 6J� de7; sin61e Sr�;
as rollina. Slapas are do�einantly 6 to 10 perceat 2oose, ao�nstickp, nonPlastic; feM roots;,
bitt range fsa� �eIItla to steep. liioct sreaa are sli�htl7 add. M�n�► feet t]tidc.
irre�al� in ahape a�i raa�c frca 15 to 100 acses '
ar so�e ia size. In areas clissified as brerett '1ltere is a tfiin, ve=y aarlc bsvWn A1 horizon at
soils, field ea�natian smd jeologic �aps indicate tLe surface in so� places. 1he B ho�izaa rm��es
16
���
fTOR V92'�► d8I'�C gSiylS�t blQMR LC b!'CMR �11d daI'�C iaC ZAe =Qai� aunt�aa au �w�.c�n....... ... ....___ __ " ' � ,,
relloviah bso�. Ybe C horizan :aases froa dark The #rost-fret Season is 150 to aa�e �ax� 200 days.
=a�ay►ish brown to pale olive aad fra� lott fiae saad Eleratim ra�es fraa abo�st sea level to 500 feet.
to saad. Zhin lenses a� silty attrrial ars as • In a represantatite prafile, rhe surfaee laper
depth of 4 to 7 fess in sa�e places. aad snbsoil m very dark bra�ai and dark �*ellarish-
I Soils included rith tl�is sofl £n aapgias aaka up broMn silt loaa that estands to a depth of about 24
no �as.e than 25 peremt a� thi total �creage. gaie iadies_ The sabstrat� is olive-grap silty clay
areas are up to 10 perca�t 111d�rwod soils, on the l�. It e�cta�ds to s deptb of 6o inches or �wre.
aa�e solliag and �alztiiig p�ts o� dte l:adscape; xit3aQ soils ara used for tiabtr aad pasture. •
so�e as up to 8 percent the �eeg, ¢avelly Ererett' "
aod Neilton soils; sa�e are nP �0 15 pesomt LitsiP Lits silt lo� 2 to 8 agt sl (XpE)•--
sails, Mhich luve platy lake sediaeau in the SnD- 'lhis nn aung so is ou la� te�rrzces o th� �aja�
sail; and so■e � ug to 15 pcscmt R�gnar sai.ls, valleys of the Area. �Aress ru�e froa 5 aac�s to
�id► have a saody snbstrat�a. aora thsa 600 acres in size asd sre aearlr cirealar
Prr�eability is rapid, lhe effeetive soo�tias to irra6uisr ia sl�ape. Sa�e =xaas are one-eig�th to
depth is 50 ind�es ar avr�. Availablo vater ca� a ha2f sile vi�e aad np to 3 or 4 siles long.
itq is aoderate. R�moff is slar to �di�a, aed the AeQ�resmtati�ra psofile of Litsap silt loas, 2 to
erasian hazard is sli�t to aodarata. 8 pestent slopes, in gastQre, 8Z0 faot �est sad 330
Yhis soil is vsed for tiaber aad for mbm deevel- feet sat�th of eist qasrtar co�ner of sec. 28, T, T5
epaeat. Capabilitr �mit IYs-2; �eoodiaod �rvup 4s3. N., R. 7 E.:
Iadiaao2a 1 fiaae a�ad, O ta 4 sl /1p--0 to 5 ia�as�, verp•d:xic bra+n (10Y1t 2/2} silt
(IM .-- s s 1 occupzes urraces a►g � lw�, dark. �rayish hra�rn (lOYR 4/2) �'Y: �od-
. na,rroK tra,cts adjao�►t to strea�a. Areas ran�a erate, �edi�a, eraauiar strnct�ae; sli�l►tly
abotrt 3 to 70 acres in size. . - ' hard, ver�• friable, monstidcp, �waPlasric;
5oils included xiTh shis soil iu aappin� aake ap fony roots; aedit� acid; abnip�t, saooth baatd-'
no aare thm 20 peromt c� tlu total ursa�e. Sa�e arp. .
asess are'np to S pes�cxut Aldes�ood soi.�s, o� the 82 3 Lo 24 ind�es, dart �lloai.s�-bra+n (lOYR 3/4)
sore roilin� mrd ia�Iating pasts o� tlse landse4pe; silt loaa, brarn {lO.TR S/� dty; 2 perceat
sg�e are abaut i0 percent the d�eep, �ravsl2y Evere iran eo�tretivas; .�ea1�, cosrse, prisaatic
aaid liaiitm sails; saoe aa n� to 10 prrceat Indiaa:- stmct�ca; slightly h�cd, friable, slightly
ola io�y fi� sand tbat Las stxanges slopes; and stidq►, sli�tl� plzstie; aasry roots: slisbtly
so.e �reis are np to lo p�x.ee�t-d►e poorlr alrainea acid; sbiapt, rsr�r boundarr. la to�zl inchss
Nonea, Shalcar, 7Wnrils soils. - thiek.
R�moff is slor,.a�d s� erosian hazard is sli�t. IIC--24 to 60 ind►es, olive-grar (SY 5/T) silty clay
This soil is used for ti�Ler. Capabi3isy m�it loa�, li�t �rar (5Y 7/2) dr�►; �, a��
IYs-2; roodl�nd group 4s3. , aad cosrse, pxatine�t ac�ttles of dark �rellarish
. browa a�d strong bsoyn {10'YR 4/4 and 7.SYR
Indiaaoia 1 fiae s�d, 15 to 30 aat 5/S); aodasate, thin aad �edimi, platy siruc-
sl s InD .-- soa is along � t�ae; Iwrd, �fia, stidry, Plastic; ferr =oots
Soils included ++ith this soil in aappiu� aste np to a dep� of 36 inches, pan�s belaw; stxoaQly
' n� aore tha► 25 pe:r�nt of tbe total ser�e. Sa�s acid. �
aeas ere np to 10 pescrat Aldextiood soils; saae
about S perceat the deap,•grmeliy Ereratt md lleil ?6e A korizm raag�s fra� ray dark brarn !o dat'k
to¢� soils; s�e m np to 15 perceat 1Citsap soils, tiratia_ '[he E harizaa rsnges fi� dsrk �rellarish
' whicb have plat�►, silty lake sediseats ia d+e s�- tsrorn to �rk bram aird f1ca� silt loa� to silt�► clay
soil; affi so�e a�e up to 15 percmt Indiaals lw�q► loa�. '!he platp IIC horiza� ra,�es fra� grapish
fine sm�d that has silde� slopes: bram to oline grap and fra� si1L loa to siltp c�ay
t�noff is sadiu�, aad the erosioa hazard is aod lom ffiat has thin leases of loaq► fine saad ia
- ate to severe. ' places. Daor�ish �ttles art ea�w� �n tlie upper
lhis soil is nsed for tiaber. Capabilitp mit part af ffie IIC horizon.
VIe-1; wuadland grou� ts2. Saae areas are up to 10 pesceat i�luded Alde�ood
_ gr�relly ssadq los; sa�e are up to 5 percent the
- - . � ver�►. de�p, sari�► Indi�nola soils; and sase are• up to
Kitsap Saries 5 perceat the poorly drained Bellingh�, 1Lkvila,
� amd Seattle soils.
- 1be Xitssp series is a�de a�r of ��lp �+e21 llatrr flws am tap of the substratn■ in viuter.
- ds ained soi ls that foi�ed in glacial lake daposits, Pta�eabi Iity► is �oierate above the, wbstratn� and
�der a conrer of cw�ifers and sitaubs. These soils �ery slar xithin it. The effeetive rooting depth is
ara an serraces aad stzon�ly dissected terrace sbont 36 fnches_ Ilrailable water capacity is woder-
fironts. Thep are gant2r m�dulatin� aad rollin� and ats to aodarately hish. �ff is slw to aediva,
. n�ratelr steeg. Slapes an 2 to 70 perceat. aad t�e erasion liazard is sli�et to �oderate.
Platy, silty sedia�ats are-at a aepth of 18 to 10 2his sail is used for tiaber and pasture. Capabii-
inches. 'iT�e amwal preeipitatian is 35 to 60 inches, itp �mit IIIe-1;-wodland group 2d2.
• . 27
V �
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
(21 CN values can be area weighted when they apply to pervious areas of similar CN's {within 20
CN pointsl. However, high CN areas should not be combined with low CN areas (unless the
low CN areas are less than 1596 of the subbasin). In this case, separate hydrographs shouid be
`� generated and summed to form one hydrograph.
' FIGURE 3.5.2A HYDROLOCIC SOIL GROUP OF THE SOILS IN KIiVG COUNTY
HYDROLOGIC HYaROLOGIC
SOtL GROUP GROUP* SOiI GROl1P GROUP*
qlderwood C O�cas Peat D
Arerus,Alderwood Materi� C Orida D
Are�s, Ev�erett Mate�iai B OvaM C
Beauske G Padwdc C�
BeNingham D Pug� O
Briscoi D Puyaqup B•
SucMey D Ragr� 8
Coastal Beaches Variade Rerrton D
Farimo�x S�t Loam D Riverwash Variable
Edgewick C Satai C
Everett A B 'SarrKnamish O
trxiianola A Seattle O
ICFtsap C St�r D
Kiaus C Si Slt C
Moced Allwial Land Variade Snd�ondsh O
Ne�ton A Suttan C
Newbe�g B Tt�cwia D �
Nooksack C Ufiar� Varia6ie
�
NoRnal Sandy Loam D Woodin+�e O II
HYDROLOGIC SOtI GROUP CIASSIFlCATIONS
A. (Low tUnOft pote�. SoHs tta�rk�g t�gh inEitration rates.eve�when thorougNy wetted.At►d Co�sting
chie8y of deep.well-to-e�vely drained sands or gravels. These sois trau�e a high rate d water
tca�missbn.
B. (Moderately low rtmdf poter�ai). Sois having moderate�tration rates when thoraughly vw�ed.arxi
c�sistin9 chi�►OF�ely fine to mOdErately t�o3t5e ie�dur�es. These SOYS h8ve a mOdetBte rat8 of
water Varumission.
C. (ModeratelY t�igh rundf potentia�• Sois having slow k�tration rates wtien 1tw�oughiy wNted.arxl
��9�Y of sods w�h a layer that i�npedes dowt�a�d rtwv�erne�t d wat�.or sds wiah moderately
fine to fine textures. These sois have a slow rate d water transmission.
D. (High runoB Potesxiatl. Sois handny very slav�itration rates wt�►�y wetted and t�resisting
c�eay o�day�s w�n a r�,swe��na poce�.so�s wan a��n�n�caa�,�M►�cr,a
hardpan or day lay�at or nasr the s�xiaoe.and st�llow sals a�ver nearty�npe�vjot�s material Ttrese so�s
have a very siow rate d water transn�ssioa
• From SCS,TR-55, Second Editbn,June 1986, Exhiba A-i. Revisions made irom SCS,So�Ir�erpretafton
Record, Form #5, S�tember 1988.
�
� 3.5.2-2 1 I192
TABLE 3.5.213 SCS�'VESTERN WASHINGTON RUNOFF CURVE NUMBERS
��
SCS VYESTERN WASHINGTON RUNOFF tXJR1lE t�JMB�i3(Pubiished by SCS in 1982)
Rundf curve rnunbers for selected agricultwai. sutxxban and ufian land use for Type tA
rainfadl distnbtAion,24-hour stom�duration.
CURVE NUMBEHS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRlPTlON A B C D
(�liivated iand(1): wintet c�e�dition 86 91 94 9S
Mountain open are+ns: bw��g brush and grasalands T4 82 89 92
Meadow vr pasttae: 65 78 85 89
Wood a fwest land: undisturbed or dder SeCond growth 42 64 76 81
Wood or fo►est Iand: young second growth or brush 55 72 81 86
Orc,hBrd: yy��p�y,g��p� 81 88 92 94
OPen speces.lawns. Parks.9olf caxses.oemeteries.
�P�9- �
good cond�ion: �oo+r�ot�75%
a rtwre d the area s6 80 86 90
fair Conditfon: Qtass conrer on 5096
w 7596 d tne area n as so s2
Csravel roads a�d parking bts 76 BS 89 91
Dirt roads and parking Ids 72 82 87 �
�mpecvbus stxfec.�a. P�vemer�t. noofs, �c. 98 98 9� 98
-- open wacer bod'�es: lakes,weda�ds, ponas,etc. �oo �o0 100 �o0
Sin�le FarNY Resid�al(21
Dwe�ing Ur�t/Gross Aae 96�rtiPeNious C3)
1.0 DU/GA 15 Separate curve twmber
1.5 DU/GA 20 shaN be seleded
20 DU/GA 25 for pervious and
25 DU/GA 30 impervfott5 portion
3.0 DU/GA 34 d the site or basin
3.5 DU/t3A 38
4.0 DU/GA 42
4.5 DU/GA 46
S.0 OU/GA 4B
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA �4
7.0 DU/GA 56
Planned un�de�elopme�nts, %i�t�pervious
condomktitHr�s. apartments. mtut be cbmptted
oommercfal business and
h�dtts�areas.
(1) Fo�a more detaied descxiption d ayria�ctral fand use axve numbers reter a Natio�ai Fngineering
HandbOOk. SeCiiOn 4.Hydrolo9Y� �Ptet 9.August 1972.
(2) Asstxr�es roof a�d drivaway nxa(f is directed into street/stom�syst�n.
(3) The remainin9 Pervious areas(fawn)are co�e�ed to be in good conditia�for these cunre numbers.
� 3.5.2-3 . 11/92
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APPENDIX C
Street Modification Approval
� c�T� o� �rl�rolv
� � ��
— Grqg?�er�P�»A�ter
S�hy Keolber-R►beelaG W�wc —
� -
3une 9.2004
Brad Olschefski
Arcarius Homes
6947 Coal Cceelc Parlcway SE -
Newcastle,WA 98059
SUBJEGT: CAMAS ffiTATffi SHORT PY.AT
RF,QiTE3P FOR MODIFICATION
Deaz Mr.Olschefsld: �
The City of Reatan has reaeivcd yau strxt modificati�roquest associsted with the proposed S-
lot single�amily resideatial plat loca�d g�rally at the int«sectio�n af Camas Avenue NE and
Snnset This is aa urfitl developmeat in an existamg neighba�ood with aae access fi�am Camas
Avenne NE. The proQo�ed modificatian�to allaar the pro�Osed new hnntage road cross
section be teduced to a comb�ed 25 foot wide atreet pavemeat and pedest�ian walkway, with
drainage and safety ameai�e,t�o allow t�vo large traes Lo remsm in the existing rigiit-of-way.
The St�eet Modification nequest is he,�eby appro`r�ed snbjact t�foar c�onditia�s.
City Gode 4-b-O50(S�nxt Stsndacds)tequires fuu street" far aIl adjaceat rights-of-
way for,witbin and ae�dicaced by a plat.
The C;'ity can modify street for new plats if dx:c+e ate practical difficulties in
carrying oat the provisions of the Stzeet I�rovemcat Ondinanoe. 'Ibe Modificatian Proced�+es
as defined in Sectioa 4A-250D ckarly states t�e crit+cria f� ap�mval by the Deparm�ent
Adininistrator. In ader for a modif�catiaa to be approved, the I�partmeat Administ�ator must
"6nd that a sptcial individual reason mabGs tbe strict Ietter of this Ordiu�aaoe impr�xical,that the
modification is in �ty w►ith t6e mt�eat and ptupose of this� Ordinance, and d�at such
modification:
. (a) Will meEt the objedives and safr.ty, fimctia�, a�pearance, cavironnoental p�o�ection and
main�.b�it�'int�bY this O�dinsna.based upcxi so�md�in�81nd�m�t;aad
(b) Will not be injurioos to otha p�ertp(s)in the vicinity,and
(c) Confa�m to the inteat and ptupoce of the Code;and
{d) Can be shown to be justified and i+equired far the use and situati��od;and
(e) Wi11 not create adverse impacts to other pra�peities in ti�e vicinity."
Mests objectives and safety,functian: The intent of public and emergency access and pedesirian
amenit�cs is mct witb the�l,as there is no t+ednctiaa in the travel Ianes, and a pedestrian
W�►y � �rn►iaca. ('.amas Av�ue NE is a �-ead at dris lacati� with no possib�lity of
extension.
�� t�l�l� Y ur� xr;� i�ulv
.,u PlanninP,Bu�dingJPublicWorks Department
� Gre�7�mmerman P�.,Adminlstrator
x�rny�.on�-w�ta,�yor
Not injurious or adversely_�apact adjacent propecties: Adjacent properties are not injuied nor
adversely iinpacted as all construction occurs within existing right-of-way.
Conforms to the intent of the code: The intent of providing for the city street network is met
with the installation of pavement and a pedestrian walkway in the frontage of the short plat along
Camas Avenue NE.
Justified and required for use and situation intended: The zoning of this parcel is R-8, Single
Family. The modifications as requested allow the maximum density and number of lots that still
meet the various setbacks and access criteria. The plat providcs the minimum necessary for full
use for access,emergency and domestic,as well as pedestrian amenities.
T6e Street Modification is annrnved subiect to the following condidon:
1. "No Par�ng" signage slwll be imrtalled on both sides of the right-of-way prior
to recordiag of the plat,
2. A pedestiian walg way shall be delineated along the east side of Camas Avenne
NE to tLe satisfaction of the Development Services Divisioa
3. The access road shall conform to C�ty of Renton standards. Any ea�sting
damaged or sub-standard roadway sh�ll be fully repaired or replaced. A full
overlay is required.
4. TLe road pavement design s6all remain on the westerly half of the e�nsting right
of way to avoid as much impact as possible to the eaisting 8-inch madrona tree
and 24-inch fir tree as identified on the tree-cutting plan.
This decision to approve the proposed Street Modification is subject to a fourteen-(14) day
appeal period from the date of this letter. Any appeats of the administrative decision must be
filed with the City of Renton Hearing Fxam;n�T by 5:00 p.m.,September 18,2003.
Appeals must be filed in writing together with the required 575.00 application fee with: Hearing
Examiner,City of Renton, 1055 South Grady Way,Renton,WA 98055.
Appeals to the Examiner are govemed by City of Renton Mnnicipal Code Section 4-8-110.
Additional inforn�ation regarding the appeal process may be obtained from the Renton City
Clerk's Office,(425)4�510.
Jt�t� Itl,a�•• 7oZlto
If you have any questions,ptease contact at(425)430-'�.
Sincerely,
�' � �. ���`"
I�
Kayren Kittrick
Develop�nt Engineering Supervisor
Public Works Inspections&Permits
cc: Land Use Fk
, Neil Wms
Lacry Rude
ioss s��,�,�ay way-x�wn,w�� 9soss R E N T O N
,-.
- m: Brad Olschefski <brad@arcariush�mes.com> '
<arcarius(e�comcast.net>
Subject: Fwd: No Subject I
Date: Wed, 28 Jul 20D4 01:50:12 +0000 ��
---------- i
From: Brad Olschefski <_b_rad@arcariushomes,com>, brad_@arcariushom_e_s.com
Date: Fri, 14 May 2004 14:31:55 -0400 (BST)
To: kkittrick@ci.renton.wa.us
Cc: jillian@ci,renton.wa.us
Subject: No Subject
Ms. Kittrick,
Per our discussion 5/14/2004 I would like to request a modification of the
transportation improvements for the Camas Estates short plat.
The hearing examiner and concerned neighbors wished to save an 8\\" Madrona
tree and a 24" Fir tree which is on the City right of way.
Saving these trees will necessitate a modification of the normally required
improvements i.e. Paving width,Lighting, Curb, Gutter, and Sidewalk aiong the
frontage of Camas Estates.
The present width of paving along Camas South of 12th to the point it dead ends
at SR-90fl is 25' +/- 6" and is currently lighted which shoutd offer sufficient
width for vehicles and safety for pedestrians on this very fightly traveled
street.
—' is request is to forgo the transportation improvements until such time that
City of Renton impro�es the remainder of Camas Ave. from 12th South to the
�v�th end of Camas Estates frontage. As per suggestion the current raadway will
be a ful�y overlaid for the 25'x 101' +/- frontage of Camas Estates.
Brad Olschefski
Arcarius Homes, i.LC
tBack ]
ttp://maiIcenter.comcast.net/wmc/v/wm/41070684000404A300003D7D22007374789C9A079DOEOC9... 7/27/04
APPENDIX D
Technical Information Report
& Storm Draina e System Approval
For the RE�CO, INC. TIR
From: Ronald Straka
To: Jan Illian
Date: 07/28/2004 2:54:36 PM
Subject Camas Estates -Stormwater system sizing approved
The re�Camas Estates Storm system report,which indudes the in�ltration aystem and wa�quaNty
treatrnent facilit�r sizing cala�lations is approved. i assume that you w�wrfiy the plans s�sfjr the normal
pian revie�w requirements for the storm system and other Civi!plans.
CC: Allen Quynn
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frrrr:nwww.SPEARS—ENGINEERING.coM SERVICES
ARC�us HoMEs
6947 Coal Creek Parkway SE. #257 ,
Newcastie, WA.98059
Fax: 425-746-5471
Cell:206-794-5556
Attn: Brad Olschefski
Re: Subsurface Soils Investigation
Project: 1160 Camas Ave N.E. Renton,WA.
Report Date: 09/09/2003
Gentlemen
As per your reque�, we have oonducxed a soils exploration and foundation evaluati�for the above mentioned additioa. The res�ilts
of this im�estigation,togetber with our recommendatiions,are to be found in the following report. We have provided four copies for
your review and distribution.
Duiing our exploration,Wrae test pits wene ex�rvated a�d soil�subtaitted for l�oretory testing from the project site. The data
has been car�fuliy anaty�ed to determine soils bearing capacities and footing embedment depttis. 'ihe res�ilts of the explocadion and
anatysis indic�te that oomentional spc+ea�d amd oontinu�s wall footings appeaz to be the most s�itable type of faudatia�n for the
svpport of the proposed stmdures_ Some varia�ility was e�ered in comparing the soil profiles of the site. Net allovvab�e�oil
-�res�u�es,embedment depth,and total expected s�tlements have been poesented for tbe site,later in the r�eport.
vften, because of design and consriuction details that occur on a P�l� 9�ions arise conceming soil conditia�ns. We would be
pleased to contim�e a�r mle as geotechnical enS��g� P�l��Ptem�tation We appreciate this oppordu�ity w be of
seivice to you and we look forward to working with you in the futune_ If yar have wl'questions conc�rning the above items, the
procedures u�ed,or if we can be of any forther assistanoe please call us at(253)833-7967.
Respectfally Submitted,
SPEARS ENGINEERING&TECHNICAL SERVICES
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.T8S0 .C.BCII,P.E. r r� �'�
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SS�ONAL E��`
IXPIRES 09/03 D�
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Table Uf Contents
Table Of Couteots 2
Sabsurface Inveatigation 3
Introduction: ;
Authoriution: 3
��� 3
��= 3
Cienaal: 3
GeoloBY Of�►*ea: 3
Climate Of A�a: q
I�ield E=pbrition 4
Gemnl Notes: 4
Dn7ling�Sampting Pra�xdiaes: 4
LaborataY Te�inS ProB�am= 4
Project Description 4
Sub�rface Conditions 4
Genaat Naes: q
Description Of Foundation Materials: - 5
Fonnd�tioa Di�ia�n Aad R�000mmendations . 5
G«ival Ndes_ S
Fo�ud�tion Desip Reeou�tia�s: S
Slope Stab�7ity Amlysis: 6
'onstraction Considerations 6
Earthwaic: 6
Stiuctural Fi1L• .- . ._ 6
Excavations: 6
Latelal Earth Press�ues: 7
Floor 31ab�0u�['snde: 7
Cnowtdwater Co�trol• 7
Geaeei�ic Seuing: 7
Liquefa�tion Pde�!_ 8
Summary 8
Geotecheicsl Geseral Na�es 9
Soil Propaty Symbols 9
Iki(ting And Sampliag Sytnbols 9
Relrtive Da�y And Con�ste�y Classi5c�ion 9
Paztide Stiu 9
$ite LocatioII 10
Site Plsu with Boring Log Locations i l
Bor;.g I.og#1 iZ
Boring LOg#2 12
Boring Log#3 13
Site P6otos 14
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�
, Subsurface Investigation
� IIVTRODUCI'ION:
'I7tis repo�t presents the r�sults of a soils explorakion ud fw�ation atratysis for the �opose� new residential oonstruction. This
� imvestigation was oonducted for Brad Olschefsld of Arcarius Homes.
Au�oiuzai�oN: II
Authorization to perform this explaation and analysis was in the form of a writte�authorization to prooeed from Brad OLschefski.
PURPOSE:
The purpose of this foundation exploration and analysis was to determine the various soil pmfile components, the engineering
characteristics of the foundation materials and to provide criteria for use by the design engi�ers and architects in preparing or
verifying the suitability of the foundation design.
SCUPE:
The scope of the exploration and anatysis included a review of geological maps of the area and a review of geologic and related
iitera�nre;a reconnaissance of the immediate site;the subsurface exploratioq field and laboratory testing; and an engineering analysis
and evaluation of the foundation materials.
'Ve were not requested to pmvide an Environmental Site Assessment for this property. Any comments conceming onsite conditions
nd/or observations, including soil appearaitces and odors, are provided as general information Information in this report is not
intended to describe, quantify or evaluate any environmental concern or situation.
GErrEx�,:
The exploratioa and analysis of t6e faundatian oonditia� r�ted herein are oonsidei�ed sufficient in detaii and scope to form a
reaso�le basis for dre faund�tion desi� A�y revision in th�e plams fot tbe p�oposed�iu+e from those enam�ed in this report
should be braight to the attention of the soils engineer so that he may d�ermine if changes u►the foundatioa recommendati�s are
raquiced. If deviations from the noted subsvrface conditioffi ar�e encountered during constmctioq they shaild also be bronght to the
attention of t�soiLs engineer.
Tbe soiLs enginaer wuranLs that the findings, r�oommendarionsy specific�tians, or professional advice oontained herein, have bcen
P��� � � P� ��S � B�IY �� P�essional �ing p�adioc in the fiel� of foundalion
en�ncering,9oi1 mechanics�d engineering gaology. No a�hex wananties are implied or ex�ressed-
This report has been prepared for the exclusive use of Arcarius Homes and their retained design cansultants. Findings and
recommendations within this report are fvr specific application to the proposed projed. All recommendations are a000rding to
generally acxepted soils and foundation engineering practices.
GEOLOCY OF AREA:
The geology of the site and sunounding area as takeu from the USDA Soil Cansecvation S�vioe Survey oonsists of(InC)Indianola
la�my 5ne sand,4 to 15 peroent slopes. 17�Indiamola sexies is made of 9omewhat exoessavely dcained soits t�formed uoder oon�'ers
in sandy,recessional,stratified glacial drift. This u�ularion and rolling soil has oomex slopes. It is near the edg�es of apland temaoes.
A typical profile consists of brown loamy fin�e sand,dry,9nft,fiiable,non-sticky,�n-p�astic for the top 6 to 8 inches. Layers b W 1 S
inches are dark yellowish brown, loamy fine sand,dry,soft,friable,non-s�y,non-plastic a�many roots. Ai 15 to 30 incties the
�il is light oli�+e�brown loamy 5ne sawd and sligi�tty acidic,dry,soft,friable,non-stic�c}'>non-Plastic and many coots. At layers 30 Go
0 inc�res t�e soil is olive sand,lig�brownish graY,�Y,��8�41o�e,�n-stidcY,non-�as�C,f�ew roots aud slightty acidic.T6is
.ayrr is n�any fe�ttuck. The�e is no s�al high wat+er table within a depth af S f+eet. P�erm�bility is tapid,av�ailable water�
is modeiate. Runoff is slow to medium,a�d the erosion hazard is sligt�to moderate.
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C[.nviai'rE OF Aitr.A:
The climate of the site a� surrounding area as taken from the USDA Soil Conservation Service Survey consists of annual
precipitation of 30 to 55 inches,mean annual temperature is about 50 degrees F. The frost free season is about 150 to 210 days.
Field Exploration
GErr�xnL NorrEs:
The field explocation to detennine the engineering characbe�istics of tt�foundation tnaterials included a reoonmissance of the projed
site, excavating the test pits,perfomting field penetrometer and vane shear tests and rxoveriag dishubed gab samples. A total of 3
test pits were plac.ed on the site. Test borings were advanced 6 feet below the exi�ting grou�surface. Test pits wene located by the
field crew near as possible to the midpoint of the proposed building walls. A site plan supplied by Arcarius Hames wais used to locate
the proposed building orientarion and position the excavations. The test borings were located by the field technician by means of
normai taping and pacing procedures and are presunned to be acxvrate to within a few feet. After oompletioq the test bor�i�gs were
bacl�illed with excavated soils and the site cleaned and leveled as required.
DRILLING&SAMFLING PROCEDURES:
The soil test pits were perfoimn�with a comTenti�al track excavator. Representative samples were obtained from the pits at various
soii i�tervals. The samples obtained by this procedure were classified in the field by a soils techniciaq identified according to test pit
nwmber and deptt�plaoed in plastic bags to protect a�inst moisture loss and transported to the laboratory for additional testing.
LABORATORY TESfING PROGRAM:
Along with the field investigatioq a supplemeutal laboratory testing program was canducted to determine additional pertinent
engineering chazacteristics of the foimdation ma�teeriaLs necessary in analyzing the behavior of t�proposed bnilding struchu�e. 'I1►e
laboraiory testing program inctuded supplementary visual classification and water content deteiminations on all samples. In addi�ion,
selected samples were subjected to Atterberg I,imits Tests-ASTM designation D�318,and Grain Size Analysis-ASTM designati�
C-i i7, C-i36. Aii phases of the labaratory testing progiam were conducted a000rding to ap�licable ASTM Specifications anci tl�
results of these tests are to be found on the accompanying Logs located in the Appendix.
Project Description
The purpose of this section is to enumerate details of the proposed stn�riu�e. The following information was provided by the pmjed
stnxx�ual engineer. The building will be a one story brick veneer structure. No basements are piaaned Conventional sPread faorings
and slab-on-�ade floors are contemplated. Differential sett�ements ars limited to'/,inc�. A paveme�t section has not been requested
but has been pravided within this report The site of the proposed building addition upon which this soils exploration has been made
is located at 1160 Camas Ave N.E. in Renton, WA. The site topography cansists of mostly flat terrain with slopes less than 5 percenL
TLe site drainage consists of connection to city storm system. The site vegetation is mainly blackberry bushes and midsize deciduous
trees.
Subsurface Conditions
riENERAL NOTES:
'he types of foundarion materials aicountered have been vis�ally class'died and are desaibed in detail on the test boring logs
provided in the Appendix. The res�ilts of the field penetrometer and vane shear tests,moistuce oontents and other taboratory tests are
presented on the logs. It is reoommended that the logs�t to be�sed for estima�ing quantities due to lughly interpretive results.
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DESCRIPTION OF FOUNDATION MATERIALS:
The soil profiles er�countered were very consistent among the two borings. The surface of the proposed oonstruction site is covered
with 6 to 12 inches of topsoil tLat shaild be removed prior to the start of any constniction due to the tugh compressibility of these
soils. Silt to silty Ioam layers were enoounterad be�ath the elcisti� tc�psoil and extended to depths beyond the s�o�pe of this
im�estigation. Lines of demarcation re�the appmxia�ate boundazy between the soil types,but the t�ansition may be gradu�. It
is to be not�ed tbat,wher�s the test borings were placed and sampled by an experienoad technician,it is sometimes digicult to reooid
changes in stratification within narrow limits. 1n tbe absence of foreign substances, it is also di�icult to distinguish between
disoolored soils and clean soil fills. It is r�commended that the logs not to be used for estinnating q�antities due to lugWy interpretive
r�esults.
Foundation Discussion And Recommendations
GFn��As NarEs:
Varia�.s founda6on types have been oonsidered for the support of the p�oposed building�rucaue. Two requirements awst be falfilled
in the design of foundations. First, the load must be less than t1�e ultimate bearing c�pacity of the foundation soils to maintain
stability;and secondly,the differential settlement must not exoeed an amount tlr�t will produce adverse behavior of the superstruchire.
The allowable settlement is usually exceeded before beazing capacity consideialions become importan� t�►us,the aliowable bearing
pre�re is normally controlled by settlement oonsiderations.
".onsid�ing the s��bb��rface conditians and the proposed constnx*ion, it is recommended that the structure be founded upon
�m+eutional spread and cantinuous wall foaring foun�ions. Settlements sho�uld not exceed tolerable limits if the following design
and oanstruction reoommendations a�e obsecved Excavation equipment may disturb the bearing soils and ioose pockets can vccur at
the bearing level that were not disclosed by the soits borings. For this reason, it is reoommended that the bottoms of the excavations
be compacted in place by vibratory compactors. The upper 12 indies should be�ecompacted to achieve an in-place density of not less
than 9S%�f the[naaruuum dry density as determined by A.STM D-1557.
FOUNDATION DESIGN RECOMMENDATIONS:
On the beisis of the data obtained from the site and the test results from the various laboratory tests perforn�d,we recommen�d that the
following guidetines be used for the net allowable soils bearing capacity.
➢ Al!foorings are to be excavated at least 2 fcet� Surface soils are loose and satutated and oontain or�nic material thai will
d�egrade and leave voids under a new foundation Organic cnaterial shall be remaved from under the footing areas. Some
amas may require 3 feet of excavation or more due to im�asive roox systems from�arby trees. The excavation should be
twice the width of the fo�ings for continuous wall footings and an additional 2 feet wider for ail spread footings (i.e. a
minimum of 2 feet out from the side of the spread footings).
➢ Continuous wall footings should be a minimum of 2 feet in width and any slab for the proposed building should be suitably
reinforced and c�nneded to the footings so as to limit the effeds of differential settlement and to provide some deg�ae of
uniform settlement ability for the building shoiild die site undergo liquefadion during a major seismic event
Net ADowable
Footing ASTM D 1557 Soila Beuing
Dept6 Snbgrade Campution Capuity
24 i[tChes 95% 2,SOO lbsfft
"'be footings shrnild be pmportioned W meet the stated bearing capacity and/or the Uniform Building C.ode 1997 minimum
�quiremevts. Total settlement should be limited to I inch total with diffetential settleme�of'/,inch Any excessively loose or so8
spots or areas that do not meet the compaction requiremerns that are enoou�ered in the footing subgiade will require aver-excavation
and backfilling with at least 1 foot of shudutal fill. In order to minimize the effects of any slight differe�iai moveme�tt�at mary
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occur due to variations in the characters of the supporting soils and any variations in seasonal moislure conteuts, it is recommended
that all co�ntinuous footiu�s be suitably reinforoed to mgke them as rigid as possible.
SLOPE STABILITY ANALYSLS:
we�n�oc anticipa�e tl�r the pmposea resia�iat�ncx�e ana�iaa af t�e projecx w;u h�aroe any off-sitie impads. on-site c�+e
shwld be taken dmin�oanshudion to make sare that nma�cau9ed by wet weather be dinected away from all open excavations.The
site is stable eno�ugh to sapport the r�al c�onstroction within the made herein. 'Ibere were ao signa
of previous slope instability or failu�es�on-site drainage( f drains at c�ch basins foa�pav�areas)should be oolleded and
tightluied away from t}�e propeity into c�tY d�si�e systems�
Construction Considerations
��o�:
Exoessively orgamc top soils g�ally und�ergo high wln�changes when subjecte�to lo�s. 'Ihis is det�ime�al to the beLavior of
paven�uts, 800r slabs, s�dual fills aod fo�mdations plaoed upan tL�em It is raoommended thai�'e�l}' arganic ta'P soils be
stripped&nm these areas to�a�6-12 inches and wa�ted or stodcpiled f�later use. Ex�ct depths of�ripping should be adjosted
in the field to assnre that the entire root zone i� remwed. It is recommended that the final exposed subgrade be inspacted by a
representative of tl�e soils en�eer. Thiis ias�tion shouW verify th�all orgamc m�ial bas been�. Aay soft spots or
d�ecting areas should be iemoved W soun�d bearing and replaced with�1 fill.
`lnce t�►e e�risting soils are caccavated to the design�"ade>pc�oper oontrol of tbe�grade c�ons(ie.,moist�ue o�i)and th�e
laoement&oompaction of new fill(if required) should be exencised. The recomme�lations for stn►dival fill p�sented within this
rcport,can be utilized to•••�o;,n���the vdume changes and differential settIements t�are detrimental to t�behavior of footings,and
floor slabs.
S'ritUcr[�L Fu.i.:
S�ral fill should oonsist a�a 3 inch minus seled,ckan,granular 9oi1 with�more tt�5°�fines(-#200). Suirabk�511
sho�uld oo�ist of material Wat maets o�e of the following specifications, WSDOT Section 9-03.10 Agg�+egate for Gcavel Base,
WSDOT Section 9-03.14(1) Gravel Borrow, WSDOT Sedion 9-03.14(2) Select Borrow, WSDOT Secaion 9-03.9(3) Crustred
Snrfacing (Base Course Spacs), WSDO'T Sedion 9-03.9(3) Ciust�ed Stufacing (Top Caursc Spxs), APWA C�ass A Fit Rrm, �
APWA class B Pit Run. Material tlrat does not mcet one of the spacificafions should be sabmit�ed with sieve analysis res�ilts fvr
ap�val Prior to Pl�ent
'Ibe fill should be plaoad in lifts not t�ea�ceed 12 inches in drickness. F.ach layer of�uial fill should be com�pacted to a mimm�m ,
�ensity of 95'Yo of the maximum dry density as determined by ASTM desig�tion D-1557. For stivclural fill bciow footings,the area '�
of the oompac;ted b�lt must e�end outside tLe peri�r of the fou�ion for a distance at least equai to the thiclmess of the fill �
betw+een the bottom of ihe foundati�and ti�e u�erlying soiLs. If it is elect�d to urili�ee a campacUed bacicfill for the support of
fou�ons, the�p�ation and the placing af t�e backfill slauld be monitored oon�m�a�sly by a quatified engi�eer ar his
r��r�ntative so thai tl�e work is performed a000rding to these recommendatia�ns. The use of on-site soils as stnx�ual fill is nat. '
reoommended.
EXCAVATIONS: '
Shaliow excavations reqaired for constnuxion of foundations thai do not e2cceed four feet in depth may be const�ucted with side slopes
approaching vertical. Below this depth it is raoommended thai slopes not exoaed o�e veAicat m o�horizontal. For deep excavations,
the sals presert cannot be expeued to r�main in position. T'hese m�a�rials c�n be expacted to fail,a�d oollapme into azry elccawa�ion
the�+und�mining the u�per soils�ials. This is especially trne when working at de.pthc near the water table. Proper cane�st
he taken to Pmtect Pe�o�l and equiPmeat- C�e �be takea so tLat all excavatiaos made for � fau�dations are FmQedy
ackfilled with suitable material com�aocordiug to the pr000dures out2ined in this report. Bcfare the bac�Cfill is plaoed,a!1 wrater
..nd lo�e debris sho�ild be remaved from these exc�+ations.
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This infom�ation is provi�d for Pl�wnit�g Puc�p�- It is�r opinion that mait�taining sa�'e working oondifions is the respqnsibility of
the oontractor. Jobsite condirions soch as soil moishue oontent, weather oondirion, earth mwements a� equigment type and
aperatio�n can all affect slope stability. All excavations should be sla�ped or braoed as raiair+e�by applicable local, state and federal
�quic�ements•
LATERAL EARTH PRESSURES:
Lateral eartl�pressures aze depe�de�upan the bacld'ill maierials and their configuration and moisture conte�t. 'I�ree inch minus sand
and gravel mixtures tl�at are &ee drauiing are recommended for bacldilling walls gteater than four feet tall. There are below grade
rehaining walls or walls designed for retaining ea�then fills on this project. The following vah�es may be used for this site.
Earth Pres�re Ccefficients Earth Preswre
Active,K,: 0.390 Active: SO lbs./ft'
At Rest,ICo: 0.562 At Rest: 70 lbs./ft3
Passive,KP: 2.561 Passive: 310 Ibs./ft3
Coefficient of Friction: �.40
FLOOR SLAB-ON-GRADE:
Before the placing of co�rete floors or pavemetrts on the site, or before any floor supporting fill is placed, the organic, Ioose or
obviously compressive materials must be removed. 1Le subgtade should then be proof rolled W confirm that tl�subgrade contains no
soft or deflecting areas. Areas of excessive yielding should be eaccavated and bacld'illed with�uctucal fill.
►ny addi6onal fill used to increase the elevation of the floor slab should meet the requitemeat for structural fill. Sriuctural fiIl should
be placed in layers of not more than 12 inches in tluicl�ss,at moisture conteirts at or above optimum,and compacted to a miuimuu�
density of 95%of the maximum dry density as determined by ASTM designation D-1557.
A granulaz mat should be pmvided be�ow the floor slabs. This sho�ild be a minimum o�'four inches in thiclmess an�d pcoperly
oompacted TLe mat shauld�nsist of sand or a sand and�mixture with nan-plastic fines. The material should all pass a'/.inch
sieve and should oon�in less than 10%gassiog the ff200 sieve. Bec�use groundwa�r can be expoctod to be at si�allawer depWs
during the wint�months a moisture bamer should be placed beaeath all floor slabs.
GROUNDWATER CONTROL:
Groundwater was not encount�ed beneath tLe existing gt�ade at the time tbe field exploration was conduded. GroundwateF is nM
expected to cause aay difficulties dwing oonstnxxian of this project. It is recommended�cunoff causad by wet weather be dirocted
away from all open excavations. The on-site silty soils can be expected to become soft and p�unp if subjected to excessive tiaffic after
becoming wet during periods of bad weather.'This can be avoidod bY const�udinS temporu7'or permaneat driveway sedions sLould
wet weather be foracast.
GEosE�c S�rrnvc:
T11tS p[+OjC�SItC 1S�OCd10d vYt�11II a�ZAi1C 3 APf'd"aS pE.7 t� 1997 C�lOil U�thC UDLfOtIIi B1111d1IIg r.OdC. Al�blri�ltig St[Ddi1[�CSS OIi
thiS projed shauld be designed as per the UB.C.Reqoireanen�t for such a seiscnic classifirdtia�. Addrtionatly,the on-site sals s6oald ,
be classified as type Sgper tl�e 1997 U.B.G Table 16-J. 'I�ese types of soils have a sheaz wave velocity in the range of less than 600 '
ft/sec and an undrained shear strength of less tl�► 1,000 psf with blow counts of less than 15 blows per foot The following may be '
usod for the seismic ccefficients.
Seismic Coefficient Z=0.3
Ca 036
G, 0-� ',
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LIQUEFACTION POTENTIAL:
In our�eview we found no evidence of liquefaction of the soils in the immediate area from the i949 and 1965 earthquakes. The site is
located within the category III region of the Renton quadrangle lique�'action susceptibility map (GM-41) which has a low
suscephbility rating for fiquefaction. This c�egi�includes all Pleistooene glaciai and non-giaciai deposits.
Summary
When the plans and specifications are complete, or if significant changes are roade in the character or locadon of the proposed
stiuctures, a consultation should be atranged to review them regarding the prevailing soil oonditions. Then, it may be neoessaiy to
submit supplementary recommendations.
It is reoommended that the services af au firm be engaged to test a�d evatuate the soil conditions durmg the construction p�ase of the
pmject. Th�e design vaiues and recommendations mac3e herein are valid only insomuch as tbey are followed during the construction
phase. Additionally, monitoring and testing during the construction phase needs be performed to verify the subgrade�nditions and
that suitable materials are used and that they ate properly piaced and compac�ed.
While the recommendations made herein are considered sufficient in detail for the constiuction of the proposed project, there are
many alter�tive methvds of constn�chion which are available. We can disc�s various other options for construction at your request.
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Geotechnical General Notes
SOIL PROPERTY SYMBOLS
N: Standard"N"penetration: Blows per foot of a 140 paund hamm�falling 30 inches on a 2 inch O.D.split-spoon
Q.: Unoonfined compressive strength,tons/ft2
Qp: Penetrometer value,unoonfined compressive streatgth,tonslft2
V: Vane vatue,uhimate shearing strength,tons/ft�
M: Water content,%
LL: Liquid limitt,%
PI: Plasticity index,%
DD: Nahual dry density,lbs/ft3
WD: Natural wet density,lbs/ft3
WT: Apparent groundwater level at time noted after oompletion
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon-1 3/8"I.D., 2"O.D., except where noted.
ST: Shelby Tube-3"O.D., except where noted.
AU: Anger Sample.
GB: Grab Sample.
DB: Diamond Bit.
CB: Catfiide Bit.
WS: Washed Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Terms(Non-Cohesive Soila) Stsmdud Penetration Resistance
Very Loose 0-2
Loose 2-4
Slightly Compad 4-8
Medium Dense 8-16
Dense 16-26
Very Dense Over 26
Terms(Cohesive Soils) Standard Penetration Resistance Qo-(tonslft2)
Very Soft 0-2 4-U.25
Soft 2—4 0.25-0.50
Firm(Medium) ' 4—8 0.50-1.00
Sti$ 8—15 1_00-2.00
Very Stiff i 5—30 2.00-4.00
Hard Over 30 4.00+
Pax'[`icc.E S�
Boul�rs 8 in.+ Cos�rse Sand 5 mm-0.6 mm Silts 0.074 mm-0.005 mm
Cobblea 8 in. -3 in. Medium Sand 0.6 mm-0.2 mm C7s�ya 0.005 mm&Smaller
Gravel 3 in-5 mm Fine Sand 0.2 mm-0.074 mm
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� Site Location
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Site Plan with Boring Log Locations
sae�2'4r'E {a�oy
n.�a� saoar ���.4� ts.o�'
Test p� Test pit 3
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Boring Log #1 �
D�e: 9/8/2003 P9e#:03001-096
���L�L#: 1 C7fs� �rad Os�e�ki
Borhq Tyre: Ttack F.�ocavator Deph D�ei: 7 fi�et
Deplh FieM C�e
(Ft) De�iP'tim in Soi7a ?G M N %j/." X.-#4 %-#200 Cam�s
_ __ . __ __ _ _. _ _ _... ...__. .__..... _. . .
1.0 Topsa7
_
2.0
. _ _ .
_ _ . _
3.Q Sihy Swd,3M 4_9'Ni IOMG 95�ifi 13'�G sane orgutiCa,dry
_
4.0 _ modum dense
.. _ ._. . . __ ... . .
SA
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6.0
ZO
8.0 .. , .
9.0
io.o �as«m�
Boring Log #2
Dstt: 9/Sf2003 Fie#: 03001-090
�L�E#: 2 C7fek: Brad Osch�slci
Swi�'Iy'}a Tradc Excavstar De�DriOei: 7 foet
Depth Fidd C�
(Ft) De�iµim in Sab 9�.M N �li}/." %-#4 'K-k200 C�Is
._ _ _ _ _
1.0 Top�oil
20
s.o sitiy s.oa,sa� 6.sx toe9c �x �2x ��.a�r
a.a a�ea�n a�
s.o
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10.0 ead Baing
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Boring Log #3
Da�e: 9/8/2003 B8e#: 03001-090
�K�!#: 3 C71e� �sd Oar�e6ki
Bo*�'ly'PG TcacY F.�cavata De�&D��ei: 7 feet
De{Nh Fidd q�mge
(Ft) Dexxiptian in So�7e Y.M N '!.�/s" %-fi4 `R-#Z00 Ca�arnea�
_ _ ___ _ __. _... ... _. _ ._._... _ _ _ _ _.. _..
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P.O.Box 1007 P[�or�: (253)833-7967 Report# 03001-090
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