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� TECHNICAL INFORMATION REPORT
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WEDGEWOOD LANE
DIVISION 5
RENTO�, WASHIVGTON
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Prepared by: Scott R Borgeson, P.E. �{' � ;, � �
P r o j e c t 1��l a n a g e r: E d g a r T. J o n e s, P.E. �' 1 `
�_`'';'�a5% c�: �e :�
Core Project No.. 05171 �� ����`�•���`���� `�� �
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Date: �Iarch, 2006 r� 'j-
� Revised April, 2006 �,x��u��R�s—_-��.-_ -_-_'
�:_`�_v;�;
ENGINEERING PLANNING SURVEYING
�3309
��'�DGE�%O�D LAti� - I�ItiISION 5 '�
TABLE OF CONTENTS
I. Proj ect O�•ervie���
II. Offsite Analysis
A. Upstream Tributary Area
B. Downstream Analysis
C. Bypass Area
III. Flow Control and Water Quality Facility Analysis and Design
A. Hydrologic Analysis
B. Detention Routing Calculations
C. Water Quality Volume Calculations
IV. APPENDIX
Downstream Analysis Exhibit
Rainfall Regions and Regional Scale Factors
SCS Soils Map
SCS/KCRTS Soils Type Table
SCS Soils Descriptions
Existing Conditions Exhibit
Developed Conditions Exhibit
Pond Volume Calculations Spl-eadsheet
l�,�re i?���;i.�G�. lr�c. ��`�.i���� ,�t����!�t1'a i. , ,E �ii°��'�I€'` _ P����, �
I. PROJECT OVERVIE`V
The Preliminary Plat of Wedge���ood Lane — Division 5 is located in the city of Renton,
East of Hoquiam ���enue (142°d Ave. SE) and north of N.E. lOth Street. Please see the
L icijtit�%1YIap on the neYt page. This project site currently has one single-family residence
and a couple of outbuildings. No critical areas have been found on or adjacent to this
property. The existing ground is covered primarily with second-b owth farest with some
�ass and impervious surfaces on the developed west end of the site. Across N.E. lOtn
Street from this property is the proposed plat of`Vedgewood Lane Division 4. Further to
the east along this same road is Division 3 of Wedgewood Lane. Please see the E_xistifig
Conditions Exhibit located in the Appendi� for a visual depiction of the eYistina site.
The same project owner that is developing the first four di�-isions of Wedgewood Lane is
developing this project. There are rivo ponds located in Division 3 that were desi�ed to
serve the stormwater detention and «rater quality needs of Divisions 1 through 4.
Division 5 was acquired after the designs for the two ponds were completed, so they were
not sized to accommodate Division 5. The larger of the two ponds, known as Pond A,
has been designed to accept the stormwater from Division 4, including the construction of
the full-width road improvements to N.E. 10`h Street between Hoquiam Avenue and the
�vestern boundary of Division 3. These road improvements extend along the entire
southem boundary of Division 5, so it would be most practical for the conveyance system
in this road to also convey the stormwater from the Division 5 improvements. Therefore,
this report addresses what revisions to Pond A will be required in order to provide tl3re
required detention and water quality volumes for the improvements that will be
constructed as a part of Division 5, v�-hich includes the sidewalk on the north side of the
road, houses and related lot improvements. The original desi� for Pond A is covered in
the Technical Ir formation Repor-t fof- �Vec�getivood Lane — Divisions 1, 2 anc� 3 and the
Technical Information Report for Wedgewood La�ze—Division 4 venfies that Pond A has
adequate capacity far the N.E. 10`h Street improvements that are to be constructed with
that division. Please refer to those reports for additional information, as this report is
intended to supplement them.
Division 5 of Wedgewood Lane is required to satisfy the requirements of the 200� King
County Surface Water Design Manual (KCSWDM). Pond � was designed to satisfy the
1998 KCSWDM, however it does provide storm attenuation to the same standards as the
newer manual requires, since it was designed to meet the "Conservation Flow Control — ,
Level 2" standard. This project will also incorporate Flow Control BMP's as required by '
Section 1.2.3.3 of the 2005 KCSWDVI. The developer of this project intends to utilize
permeable pavement for the drive�vays on each of the lots in Division 5 in order to �
comply with this requirement. j
Pond A will also provide Division � with ���ater quality enhancemei�t with a��-et pool and
will serve as a teinporary erosion and sedimentation control pond, just as it has for the
other divisions. A special stormwater filterinQ system has been installed and is being
monitored by Clear Water Compliance Services in order to ensure that the turbity of
stonn��-�ater is reduced to acceptable standards prior to its release. Thi� svstem «�ill be
remo��ed once constnzction is completed.
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II. OFFSITE :��aLYSIS
�. L PSTRE:�1I TRIBL"T�RY' �RE�
The Wedgewood Lane - Division 5 project doesn't ha��e any significant upstream tributary area.
It is bounded on the north by the existing Brookfield subdivision, which was completed in the
last couple of years, so stormwater from the lots that border this project is conveyed to that
project's stormwater facilities. Hoquiam Avenue, on the project's western edge, has a roadside
ditch that prevents water from flowing onto the project site from that direction. The project site
is naturally graded to slope down to the southeast, and is thus upstream of�i.E. l Oth Street on the
south and properties to the east that are de�Jeloped with single-family homes.
B. DOWNSTREAM AN.�I.YSYS
Please see the Downstre�am Analysis E.xhibit located in the Appendix. Drainage from the
Wedgewood Lane — Division 5 property naturally sheet flows across the site to the south and to
the east, except for the improvements in the riQht-of-way of Hoquiam Avenue N.E., which wili
be discussed separately. Some of the stormwater that drains to the south appears to flow along
the side of the future ali�nment for N.E. lOth Street where it reaches a roadside ditch
approximately 80' from the project's eastern boundary. The roadside ditch drains to the lo��-
point in N.E. lOth Street, where an existing 24" CMP culvert conveys Honey Dew Creek under
the road. The remainder of the stormwater that drains to the south continues across the
Wedge«%ood Lane - Division 4 project site to a Category III wetland and seasonal stream that
traverses the Division 4 site. During the wetter months, the seasonal stream conveys stormwater
through the Wedge«�ood Lane — Division III site to an offsite Category II wetland where it
merges with a larger �vetland complex and forms Honey Dew Creek. This drainage continues
offsite to the 24" CMP culvert under N.E. 10`h Street that was mentioned previously, Stormwater
that drains to the east from the project site appears to flow along the rear yards of the adjacent
single-family lots for approximately 600', primarily as sheet flow, ��rhere it joins Honey De«�
Creek at the outlet of the 24" CMP culvert. At this point, all of the stormwater &om the Divisior
� project site has converged, except for storm�ti-ater from the right-of-way of Hoquiam Avenue.
From the outlet of the �4" CMP culvert, the drainaee continues north in a well-defined channel
for more than '/� mile. In the vicinity of the '.%i mile do«-nstream point, Honey Creek has a bank-
to-bank�vidth of approximately S-10'��ith an intermittent free stone channel approximately�' —
5' «-ide. The stream «�as dry ���ith no evidence of recent surface water flo���s, when walked in
August, 200?. Substantial debris was observed within the stream. A neighbor on the east side of
the creek said the creek contains consistent flo���s through the ��-inter until around May. Some
moist soil «as noted in adjacent areas. From the ',%� mile do��rnstream point, Honey Creek drains
northerly through a heavily wooded, brushy area for approximately another 'i�mile, where it turns
westerly for approximately 800 feet and flo«�s under Hoquiam Avenue '�TE ��ia a 2�" concrete
culver[. The creek continues flo«�ing throu�h a heavily forested, bnishy area for approximately
1,200 feet, a-here it enters a 48" concrete storn� drainage system in Duvall A�-•enue NE. At this
intake, the creek was approxiinately 10' — 15' �vide with no evidence of recent surface flo���s.
From Du��all :��,enue I�E, the creek co�ltinues flotivin� «��esterlv via ail underQrotind svstem
!�ul�� ��� �1�,1�. �;I'�. ':��d._?�q ;.�e �r , �a, : '-c - a ����, j:l'�?� " ���,ivE _�
�vitl�in a commercial development near the intersection oi Du�°all A��erltie �E and NE Sllnset
Boulevard. The creek continues northwesterly through established channels and eventually
enters May Creek approximately ? %2 miles from the site, which discharges to Lake �Vashington
north of Kennydale. �;o evidence of erosion or flooding was found during this downstream I,
analysis. See the attached Downstream Tributary Area map for a graphical depiction of this '
route. '
Stormwater runoff from the existinQ Hoquiam Avenue right-of-way improvements are captured ',
in a roadside ditch that conveys the stormwater through a 12" culvert under N.E. 10`h Street. At !,
the outlet of the culvert, stormwater continues in a roadside ditch for approximately 350' where it 'i
combines with stormwater from a larger basin and turns to the east as a seasonal stream that ',
tlows across the Wedgewood Lane — Division 1 project site for a little over 300', where it then �'�
continues across the Wedgewood Lane— Division� project site. This seasonal stream continues �
in a yenerally easterly direction to Honey Dew Creek, as discussed above. �
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t� i�l ,� �1E�,.�I�R- �IIA:. ���1 :'.���,�'_�i4i���1?� ���_�p.'^i - � N1 �2.:jti���. . ��E1�� ;
IIL FLO�' CO�TROL _�VD d��`�TER QL��LITY FACILITY .���L'�"SIS �ti'D DESIG�'
A. HYDROLOGIC :�NAI:YSIS
The draina�e analysis for the sizing of Pond A ��-as originally completed for `Ved�ewood Lane
Divisions 1, 2 and 3 and was recently amended with an analysis to verify that the pond had
adequate capacity for Division 4. The King County Runoff Time Series (KCRTS) software was
used again far this analysis in order to determine how much additional volume �vould be needed
in Pond A in order to also provide conservation flow control (Level 2) for Division 5. The
existing and developed land co��erage summaries for each division are shown belo��v. Details for
how the areas were calculated for Divisions 1 through 4 can be found in the Technical
Informatiosz Report for Wedgewood Lane — Divisions 1, 2 and 3 and the Technical Irafor�nation
Repor•t for i3redgelvood Laize--Division �, both of��-1uch are on file at the City of Renton.
The� e�istin� conditions of Division � «�ere modeled as 100°�o Till-Forest, in compliance� with the
2005 KCS�VDM. The existing and developed conditions for Divisions 1-4 are the same as was
shown in the previously approved technical information reports that were prepared for those
divisions. For the developed conditions of the lots on Division 5, the maximum impervious area
that will be allowed on the lots was determined to be 3,000 SF. This impervious area figure is
intended to account far the houses, driveways, patios and walkwa_ys that will be constructed on
each of them. Included in this fiQure is 400 SF of driveway area. However, since permeable
pavement will be used for the driveways, 200 SF of each drive��-ay �vas modeled as �r�ss in
accordance with Table 1.2.3.0 of the KCS`VDM. The Hoquiam Avenue frontage far Division 5
was treated as a bypass area, since it drains in a roadside ditch alonQ Hoquiam Avenue, while the
remainder of the site drains to the southeast. A summary of the bypass area impervious and
pervious areas follows the summaries for each division. «ithin the Hoquiam Avenue bypass
area, there is 0.03 ac.res of existing impervious area and 0.0=� acres is proposed to be added. The
proposed impervious includes pavement, curb and �utter (760 SF), side«�alk (700 SF) and a
driveway ramp (143 SF). The pervious area being added measures 0.01 acres (448 SF). Since
the proposed impen-ious area, 1603 SF, is less than �,000 SF, �vater quality enhancement will not
be provided for this area. in compliance ��-ith the surface area esemption criteria in Section 1.�.�
of the KCSW"DNI.
KCRTS software ���as used to generate a pre-developed time series file (05171EXC) for the
entire area tributary to Pond A and the bypass area. T«�o time series files were generated for the
developed conditions, one for the area tributary to Pond A (05171DV1) and one far the bypass
area (05171DV�). The peak flows for each of these time series files is shown at the end of this
section.
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BASIN A AREA BREAKDO`��N
Division 1 �
Basin�-Div. 1 Basin�-Div.1
Pre-Developed Developed
Area Acres) �rea(Acres)
Till —Forest 2�ia -
Till —Pasture o.12 -
Till—Grass - 1 �''
Impervious- 0.01 -
Existin structures
Imperr•ious- - 0.39
ri ht of wav
Imper�ious- - 0.14
Access tracts
Impervious-Lots - I.I3
(9@,2600sf, 8@2850sf,
1 ,3050s�
Total 2.83 2.83
Division Z ¢
Basin�-Div.2 Basio A-Di��.2
Pre-Developed Developed
Area(acres) Area(.=�cres)
Till—Forest `��= -
Till— Pasture 1•�� -
Till—Grass - '�98
Imper��ious- 0.14 -
Esistin structures
Impervious- - 139
ri ht of wa
Impervious- - 0.09
Access tracts
Impervious-Lots - 2.61
(28@2600sf, ,
10 ri�2850sf, 4 r�.3050s� !
Lots �o be Dispersed - 0.11 �'
(50% Impervious &
50% Pervious)
(3 ri;3050s�
Impen-ious- - 0.'_1
Frontaae
Total 7.39 7.39
���n e �'c>i�,zi. :rAc•. °.-1����id�>��-`�i1��[� �� �._'�r��:— ('�'a�l��,a{���' ; '.'a<•e '
Division 3
Basin �-Di��.3 Basin�-Div.3
Pre-De��eloped De��eloped
Area(�cres) :�rea(Acres)
Till— Forest ���� -
Till—Pasture - -
Till—Grass - 1��g
Impervious- 0.02 -
Eristin structures
Impervious- - 128
ri ht of wa -
Impervious- - 0.06
Access tracts
Impervious-Lots - 1.32
(11 @2600sf, 9@2850sf,
1 a�3050sf)
Lots to be Dispersed - o�?'
(50% Impervious &
50% Pervious)
(5 a�2600sf, 2 cv 050s�
Impe►-��ious- - 0.91
� Pond/access road
Total 537 �.37
Division 4
Basin.�-Offsite Basin A-Offsite
Pre-Developed Developed
area(Acres) Area(Acres)
Till—Forest 1.51 -
Till—Pasture o.08 -
Till —Grass - ����
Impervious- 0.11 -
EYistin structures
Impervious-Lots - o��?
(5�2,800s�
Lots to be Dispersed - 0.16
(50°/a Impervious &
50% Pervious)
{5�2,800s�
Impervious-Private - ��1�
access Drivewav
Impervious- - 0.�9
Fronta e
Total 1.70 1.70
(�,���' g?,,,,;i}rn. ���s'. ','1 ��.°'9,;�`_`ti � rf�al;, '.:�." � -1?�':��`�id,'" ' i'.➢>>e1i
Division 5
Basin A-Offsite Basin A-Offsite
Pre-Developed Developed
Area Acres Area Acres
Till—Forest 2.15 -
Till—Pasture - -
Till—Grass - 1.21
Impervious- - -
Existing structures &
driveway (50°/a Eff.
Im ervious
Impervious-Lots - o.s4
13 rL2,800s
Impervious- - 0.10
Fronta e (sidewalk)
Total 2.15 2.15
BASIN A TOTAL DETAINED AREAS
Basin A Basin A
Pre-Developed Developed
Area(Acres) :�-ea(Acres)
Till - Forest 17.14 -
Till- Pasture 2.02 -
Till-Grass - 7.47
Impervious- 0.28 11.97
Streets,SW,Roofs,etc.
Impervious- - -
Fronta e
Total 19.44 19.44
Division 5—Bypass Area
Basin A-Offsite Basin A-Offsite
Pre-Developed De��eloped
Area Acres Area Acres
Till— Forest o.09 -
Till—Pasture - � -
Till— Grass - 0.02
Imper��ous- - 0.07
Fronta e
Total 0.09 0.09
4'n�•e I)i�ti�n. fnc. �1 h�:ftr.�:�1(�(1R� 6 4'a6 I11� 1*�[(!`�! ` �, ^ , �,
Esistiny and Developed Time Series Files
�
Flc.. Freqnency �na�ysis
^ime Series File: 05'_71exc.tsf
Froject Location:Lardsburg
---Annual Peak =1ow Rates--- -----Flow Frequency Ana'_ysis-------
:-o�v Rate Rank Time of ?eak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
1.57 2 2/09/C1 18:00 2 .05 1 1C0.00 0 . 990
� .303 7 1/05/02 16:00 1.57 2 25.00 0 .9E0
1. 02 4 2/28/C3 16:00 1.32 3 10.00 0 . 9C0
� .200 8 3/03/04 2 :00 1.02 4 5.00 0 .8C0
�� . 944 5 1/05/05 10:00 0 .944 5 3 .00 0 .667
� . 759 6 1/18/06 21:00 0.759 6 2.00 0 .500
1.32 3 11/24/06 5:00 0.303 7 1.30 0 .231
2 . 05 1 1/09/08 7 :00 0.200 S 1.10 0 .091
Computed ?ea;cs 1 .89 50.00 0 . 980
=-�ow ?=equency Anal,✓sis
Time Series File:05171dvl.tsf
Project Location:Landsburg
--P.nnual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
;^FS) (CFS) Period
.
�4 .23 6 2/09/O1 2 :00 7.64 1 100.00 0.990
� 2 . 56 8 12/03/O1 17:00 5.10 2 25. 00 0.960
4 . 34 4 9/10/03 15:00 4 .98 3 10. 00 0.9C0
4 . 98 3 8/26/04 1:00 4.34 4 5. 00 0. 8C0
4 .11 7 10/28/04 18 :00 4.26 5 3 . 00 0 .667
4 .26 5 10/22/05 17 :00 4 .23 6 2 .00 0 .500
5 .10 2 11/21/06 9:00 4.11 7 1.30 0 .231
7 .64 1 1/09/08 7 :00 2 .56 8 1.10 0. 091
`omputed ?eaks 6.80 50.00 0. 980
�lo�f� Frequency Analysis
"I-me Ser;es Fiie:05171dv2 .tsr
P}-oject Loca�ion:Landsburg
--Annual Peak Flow Ra�es--- ---Flew Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank 3e�urn Prob
C,S) (CFS) Period
C . 021 7 2/09/01 2:OC 0.038 1 100.00 0. 990
C . 014 8 12/03/Ol 17:00 0.027 2 25.00 0. 960
J . 024 4 9/1C/03 15:00 0.026 3 10.00 0. 900
0 . 027 2 8/26/04 1:00 Q.024 4 S.00 0. 800
C . 022 6 1C/28/04 18: 00 C.023 5 3 .00 0.667
� . 023 5 1C/22/05 17:00 0 .022 6 2 .00 0 .500
� . 026 3 1C/26/06 3 :�0 0 .021 7 1.30 0 .23i
�� . C38 1 i/09/C8 ? :00 0 .014 8 1.10 0 . 091
Ccmpu�ed �ea�:s � . �3� S� . �C � . 980
�
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B. DETENTION ROtiTING CALCULATIONS
� The detention routing calculations, a continuation of the h�°drologic anal��sis, �vere performed I
using KCRTS to match the developed outflow of both the bypass area and the collected site to
the pre-developed outflow by providing a site-specific amount of detention. The calculations for
Pond A that were included with the Technical Inforniatioji Report for i�'e�lgelvood Lane -
Divisions 1, 2 anc13 showed that the 223,400 cf and 10 feet of detention storage provided would
satisfy King County requirements. The pond has now been modeled to include the Division �
site and the Hoquiam Avenue bypass area. The KCRTS program documentation for this latest
analysis is included below. The following printout shows that 272,301 cf of live storage will he
required with a live storage depth of 11.5 feet. Plans for the modification of Pond A have been
prepared and the pond's volume has been increased to provide 272,366 cf of live storage at a
depth of 11.5 feet, so the modified pond will meet the requirements for Division 5, as well. As
shown on the revised plans for Pond A, we have increased the storage depth of Pond A with the
construction of an approximately 2' high concrete wall around the perimeter of the pond berm.
This change, along with a 1.1' increase in the riser height and a 0.55' increase in the height of the
second orifice, will allow the pond to provide the required stora�e depth and volume. Please see
the revised plan sheets that show these revisions for more information.
2eter.ticn/Detention �acilitl✓
. Type of Facility: Detention Fond
Side 51ope: 2 .75 3:,_v
?ond Bot�om Length: 171.60 ft
Pond Bcttom W_dth: 71. 00 �t
Pond Bottom Area: 12184 . sq. �t
Top Area at 1 ft. FB: 34642 . sq. ft
0.795 acres
Effective Storage Depth: 12 . 00 ft
Stage 0 Elevaticn: 427.50 ft
Storage Volume: 259697 . cu. f�
5.962 ac-=t
�iser Head: 11.10 ft
Riser Diameter: 24.00 irches
Number of orifices : 2
Fuil Head Fi^e
Orifice # Height Diameter Discharge Diameter
(f�) (ir_j (CFS) iir_;
1 0.00 2.19 C .431
2 6.75 _ . =° . . 6�9 _ . '�
Top Notch �leir: Nore
Outflow Rating Curve: Ncr_e
Stage Elevation S�orace Discha�ge Fe�colatior_ Sur� .-__ea
(�t) (ft) �cu. ft) (ac-ftj (cfs; (cfs} f,sq. ft`
O. JO 427.5C i1513 . 0 .204 0 .000 O. CO 1218� .
0 .02 427.52 11781. 0.270 C. 020 0. 00 1221C .
Q. 05 427.55 12185 . C .28G 0 .02& 0 . 00 1225C .
C .07 427 .�? _2455. 0 .286 O .C34 0. 00 122�- .
� C . 09 427.59 12?25. 0.292 0 .039 0 .00 123C� .
� . �1 42? . 61 12996 . � . 298 C . 04s 0 . 00 1^33- -
� -- -- -- -'2-� . � - - ,, � . �-� �� 1-=- .
,�rit E ,. ,I'., Iltt_. � � , �1. . �q; . '�_ . - �)' � �'�j�f i � � ;IS-�. � I
O . -o 42?. 66 136i6. 0. 314 0 .052 O . CJ 1235n.
0 . �8 42?.68 13949. 0. 320 0.056 O. CO 12425.
0 .37 427. 87 1657C. 0. 380 0.079 O. CO 12681.
0.56 428. 06 19242. 0.4�2 0.097 O.CO 12940.
0 .75 428.25 21965. 0.�04 0.1_2 O.CO 13201.
0.94 428.44 24i39. 0.�68 0.126 O. CO 13465.
1.12 428.62 27416. 0.629 0.138 0.00 13716.
1.31 428.81 30293 . 0.695 0.149 0. 00 13983 .
1.50 429.00 33223 . 0.763 0.159 0. 00 14253 .
1.69 429.19 36206. 0.831 0.169 0.00 14525.
1.88 429.38 39243 . 0.901 0.178 0.00 14799.
2 .06 429.56 42170. 0 .968 0.187 0.00 15061.
2 .25 429.75 45313. 1.040 0.195 0.00 15339.
2 .44 429.94 48511. 1.114 0.203 0.00 15619 . ',
2 .63 430.13 51765. 1.188 0.211 0.00 15902 .
2 .82 430.32 55074. 1.264 0.218 0. 00 16187.
3 .00 430.50 58262. 1.338 0.225 0.00 16459 .
3 .19 430.69 6168i. 1.416 0.232 0. 00 16748.
3 .38 430.88 65157. 1.496 0.239 0. 00 17039.
3 .57 431.07 68692. 1.577 0.246 0. 00 17333 .
3 .76 431.26 72284. 1.659 0 .252 0. 00 17628.
3 .95 431.45 75934. 1.743 0 .258 0. 00 17926.
4 .13 431.63 79446. 1.824 0.264 0. 00 18210.
4 .32 431. 82 83211. 1.910 0.270 0.00 18512 .
4 .51 432 .01 87036. 1.998 0.276 0.00 18817.
4 .70 432.20 90921. 2 .087 0.282 0.00 19123 .
4 .89 432.39 94866. 2 .1?8 0.288 0.00 19432 .
5 .07 432.57 98659. 2 .265 0.293 0.00 19726.
5 .26 432.76 102723 . 2 .358 Q.298 0.00 20039.
� .45 432.95 106849. 2 .453 0.304 0.00 20s�4 .
� � .64 433.-4 11_030'. 2 .549 0.309 0.00 20671_
5 .83 433.33 115286. 2.647 0.314 0.00 20991_
6.01 433.51 119371. 2 .740 0 .319 0 .00 21295.
6.20 433.70 1237�4. 2 .841 0.324 0.00 21b19.
6.39 433 .89 128180. 2 .943 0.329 0 .00 21945.
6.58 434 .08 132681. 3 .046 0 .334 0.00 22273 _
6.75 434 .25 136762 . 3 .140 0 .338 0.00 22568.
6.79 434.29 137730. 3 .162 0 .342 0.00 226�8.
6.82 434.32 138458. 3 .179 0.351 0.00 22691.
6.86 434.36 139431. 3 .201 0.367 0.00 22760.
6 .89 434.39 140162. 3.218 0.387 0.00 22813 .
6 .93 434.43 141140. 3 .240 0.412 0.00 22883 .
6 .96 434.46 141876. 3.257 0.443 0.00 22936.
7 .00 434.50 1?2859. 3.28� 0.476 0. 00 23006.
7.03 434 .53 143598. 3.297 0.509 C.00 23059.
7.07 a34 .57 144586. 3 .319 0 .520 C. 00 23129.
7 .26 ^_34 .76 149319. 3 .428 0 .571 0. 00 23465 .
7 .44 =34 . 94 153865. 3 .532 0 .613 0.00 23785 .
7 .63 435.13 158727. 3 .644 0.650 0.00 24125 .
7 .82 435.32 163656. 3 .757 0.684 0.00 244E8.
8 .01 435.51 168652. 3 .872 0.7_6 0. 00 248'_2 .
8.20 435.?0 173716. 3 .988 0.74� 0. 00 2�159_
8.38 435. 88 178576. 4 .100 0.773 O. Od 25489.
8.57 436.07 183773 . 4 .219 0.799 O.00 25840.
8.76 436.26 189038. 4 .3�0 C .824 O.00 26193 .
8.95 436.45 1943?3. 4 .40'2 C .849 O.00 26549.
9.14 136.64 1997?8. 4 .586 C.872 O. 00 26906.
9.32 �36.82 2049E3 . a .705 C . 894 0. 00 27247.
9.51 �37.0- 2105C4. 4 . 833 C.916 0. 00 27609.
9.70 437.20 216117. 1 . 961 C . 937 C. 00 27973 .
°.89 �3?. 39 221800. 5 . 092 C . 958 C . 00 28339.
1C .Q8 _. , .58 ��,5�.,. � . ��� ., . 9�8 C . Ou �8,0" .
, �rrt� 13c��i°». !n,•. ��;.�".t���;��_'��''-�t���i)I; 1 '��l�: -- `;<�-t ]�,�(�'�. _ i'�t!�l� �.�
10.27 437.77 233383 . 5 .358 0.998 0. 00 25077 . '
10.45 ?37_95 238971. 5 .�86 1.02C 0. 00 2943C .
10.0'4 438 .14 24494C . 5 .523 1.04C 0. 00 29g05 ,
10. 83 a38 .33 250983 . 5 .762 1.05C 0. 00 30182 .
11. 02 438 .52 25?099. 5 .902 1.07C 0. 00 30561.
11. 10 438.60 25969?. 5 .962 1.OSC 0. 00 30721. '
11.20 438.70 262962 . 6.037 1.710 0.00 30922 .
11.30 438. 80 266248 . 0'.112 2 .84C 0. 00 31124.
11.40 438. 90 269555 . 6.188 4.310 0. 00 31326.
11.50 439.00 272883 . 6.265 6.040 0. 00 31529.
11.60 439.10 276231. 6.341 8.010 0. 00 31732 .
11.70 439.20 279601. 6.419 10.190 0. 00 31936.
11.80 439.30 282991. 6.497 12 .550 0. 00 32140.
11. 90 439.40 286402 . 6.575 14.680 0. 00 32345.
12 .00 439.50 289835. 6.654 15.510 0. 00 32551.
12 .10 439.60 293288. 6.733 16.300 0. 00 32758.
12 .20 439.70 296763 . 6.813 17.040 0. 00 32964.
12 .30 439_80 300259. 6.893 17.760 0. 00 33172 .
12 .40 439.90 303776. 6.974 18.440 0. 00 33380.
12 .50 440.00 307315. 7.055 19.100 0. 00 33589.
12 .60 440.10 310875. 7.137 19.740 0. 00 33798 .
12 .70 440.20 314457. 7.219 20.360 0. 00 3a008.
12 .80 440.30 318061. 7.302 20.950 0. 00 35215.
12 .90 440.�0 321685. 7.385 21.530 0. 00 34430.
13 .00 440.50 325332 . 7.469 22 .100 0. 00 34642 .
Hyd Inflow Outflow Peak Storage
Stage Elev (Cu-F�) (Ac-F�)
1 7 .64 5 .74 11.48 438. 98 2723C1. 6.251
2 5 .10 1.07 11.01 438.51 2569C1. 5. 898 �
� 3 4.23 1.06 10.88 438.38 2526Q8. 5. 799
4 2 .54 0.72 8.05 435.55 169719. 3 .896
5 2 _92 0.72 8.02 435.52 168939. 3. 878
6 4.26 0.48 7.01 434 .51 143036. 3 .284
7 4.98 0.29 5.04 432 .54 97973 . 2.249
8 2 .32 0.26 3 .97 431.47 76288. 1.751
Hyd R/D Facility Tributary Reservcir FOC Outflow
Outflow Inflow Iaflow Target Calc
? 5.74 0 .04 ******** ******* 5.76
2 1.07 0 .03 ******** 1. 86 1.07
3 1.06 0 .02 ******** ******* 1.06
4 0.72 0.01 ******** ******* 0.72
5 0.72 0 .02 ******** ******* 0.72
6 0.48 0 .02 ******** ******* 0.49
7 0.29 0.03 ******** ******* 0.29
8 0.26 O .OI ****x*** ******* 0 .26
_ �'I. '.�y�:.l°11, j?It. '�;� ...I :} .i� 1� i�i �.. _ °_ l���'. ;:�iaf�i , R>;1�,t� IJ
Rout� T��m.e Series thrcaan Faci_it�i
Inf_ow Time Series Fiie:u5171dv�.tsf
Outf_ow Time Seri2s File:051?lpdo
FOC Time Series Fi'� : 051llcso
Inflow/Outflow Analysis
Peak I�flcw Disc_�arye: 7 .E-� C�S �t , : �0 cn JGn 9 ��� `>'ear �
Pea:c Outflow Disc_�arge: 5.74 CFS at 9 : OC cn J�n 5 i� Year 8
Peak �eservoir Stage: �1.48 Ft
Peak Reservoir Elev: 438.98 rt
Pea:c Reservoir Storage: 2723o1. Cu-�t
. 6.251 Ac-�t
Add Time Series: 05171dv2.tsf
Peak Summed Discharge: 5.76 C�S at 9 : OC cn Jan 9 in =ear 8
Point of Compliance File:05171dso.ts�
Flow Frequency Analysis
Time Series File:05171pdo.tsf
Project Location:Landsburg
--Annual Peak Flow Rates--- -----=1ow Frequency Anaiysis-
Flow Rate Rank Time of Peak - - Peaks - - Rank Returr_ Prob
(CFS) �CFS) (ft) Period
1. 05 3 2/09/O1 20:00 5.73 11.48 1 100.00 0 .950
0 .259 8 11/05/O1 3 :00 1.07 11.01 2 25 .00 0 .960
0 .718 5 3/O1/03 7:00 1.05 10 .86 3 10.00 0 .90C
0 .301 7 8/26/04 7:00 0.722 8 .05 4 5.00 0 .800
0 .722 4 1/0�/05 16:00 0.7=8 8 .03 5 3 .00 0 .66?
0.484 6 10/28/05 2 :00 C .484 7 .01 6 2 .00 0 .50u
1. 07 2 11/24/06 8:00 0 .301 5.35 7 1.30 0.231
5 .73 1 1/09%08 9:00 0 .259 3 .97 8 1.10 0. 091
Computed Peaks 4 . 18 11 .35 50 . 00 0 . 980
Flow Freq•aency Analys_s
Time Series File:05171dso.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- ---Flow Frequency F.nalysis-----
Flow Rate Rank Time of Peak - - Feaks - - Rank Return Prob
(CFS) (CFS) Period
1.06 3 2/09/O1 19:00 5.75 1 100.00 0 . 950
0.260 8 11/05/O1 2 :00 1. 08 2 25 . 00 0 .960
0.721 5 3/Ol/03 7 :00 1.06 3 10.00 0 .900
0.302 7 8/26/04 5 :00 0 .724 4 5.00 0.80C
0.724 4 1/05/05 15 :00 0 .721 5 3 .00 0 .66^
0.486 6 10/28/05 2 :OC 0.486 6 2.00 0 .50C
1. 08 2 11/24/06 8:OC 0 .302 7 1.30 0 .23�
5 .75 1 1/09/OS 9:00 0 .25C 8 1. 10 0 . 091
Comvuted Peaks 4 . 19 50 . GC 0 980
Flow Duration from Time Series File:05_71pdo. �sf
Ci:toff Ccu�t FrequencY CDF �xceedence_Proba�ili�;�
CFS o s �
�. 015 2fi894 47 . 120 47. 120 52 .880 0. 529E+0�
0. 045 4154 6 .77� 53 . 894 40'.106 0.461E+00
��. 0?5 4771 7 .780 01.6;5 38 .325 0. 383E+00
0. 105 5121 8 .351 ?0.026 29. 9?4 G. 300E=C0
0. 13^_ 4'042 ? .570 %7.�96 22 .4�4 0.22�E-00
0. 164_ 3941 0 .427 fi4.023 15.9?7 G. 160E-CO
., . '_9? 3089 5 . 033 �Q.05= -'? , 93� 0 , �9E-�C
, . __- �1�� _ . - __ . .��- ,-io_ � . -�E �-
(��;Ri _ Ilr�iu�l. ��ala'. �����.�'� �F�"�� p'ii : '��_ - ��d`, ��;^i19,�* . i';�r�� I-,
0 .254 1�98 2 .0'06 95 . i37 4. 863 0.486E-01
0 .283 1C12 1.650 96.7&? 3 .213 0.321E-01
0.313 E34 1.360 98. =47 1. 853 0. 185E-01
0.343 E42 1.047 99. _94 0.806 0. 806E-02
0.373 36 0.059 99.253 0.747 0.747E-02
0.403 25 0.041 99.294 0.706 0.706E-02
0.433 14 0.023 99.317 0.683 0.683E-02
0.462 11 0.018 99.�35 0.605 0.66�E-02
0.492 14 0.023 99.357 0.643 0.&43E-02
0. 522 24 0.039 99.397 0.603 0 .603E-02
0. 552 42 0. 068 99.465 0.535 0 .535E-02
0.582 48 0. 078 99.543 0.457 0 .457E-02
0. 612 29 0. 047 99.59= 0.409 0 .409E-02
0. 641 3? 0. 055 99.646 0.354 0 .354E-02
0. 671 37 0.060 99.706 0.294 0.294E-02
0. 701 35 0.057 99.764 0.236 0.236E-02
0. 731 18 0.029 99.793 0.207 0.207E-02
0.761 7 0.011 99.80� O.I96 0. 196�-OZ
0 .790 12 0.020 99.82� 0.176 0. 176E-OZ
0 .820 6 0.010 99.834 0.166 0.166E-02
0 .850 8 0.013 99. 847 0.153 0.153E-02
0 .880 9 0.015 99.861 0.139 0.139E-02
0.910 11 0.018 99. 879 0.121 0.121E-02
0.940 10 0.016 99. 896 0. 104 0. 104E-02
0.969 13 0.021 99. 917 0 . 083 0. 832E-03
0.999 17 0.028 99. 945 0. 055 0.554E-03
1. 03 12 0.020 99.964 0 . 036 0.359E-03
1. 06 18 0.029 99.993 0 .007 0. 652E-0�
Flow Dura�ion from T;me Series File:05=71dso.tsf
Cutoff Count Frequency CDF Exceedence_Probabili�,
CFS % % s
0.015 28954 47.218 47.218 52 .782 0.528E+00
0.045 4271 6.965 54.183 45.817 0.458E+00
0.075 4642 7.570 61.753 38.247 0.382E+00
0.=05 5223 8.518 70.271 29.729 0.297E+C0
0. =35 �635 7.5�9 77 .829 22 .171 0.222E+00
O. i65 3810 6.213 84 .043 15.957 0.16CE+00
0. 195 3188 5.199 89.242 10.758 0.108E+00
0.225 2168 3 .536 92.777 7.223 0.722E-01
0.255 1445 2 .356 55.=34 4 .866 0.487E-01
0 .285 1058 1.725 96. 859 3 .141 0.314E-0�
0 .315 863 1.407 98.266 1.734 0.173E-01
0 .345 563 0.918 99. 185 0.815 0.815�-02
0 .375 42 0.068 99.253 0.747 0.747E-02
0 .405 26 0.0�2 99.296 0.705 0.705E-02
0 .435 13 0.021 99. 317 0.683 0.683E-02
0 .465 13 0.021 99.33& 0.662 0.602E-02
0 .495 I3 0.021 99.359 0 .641 0.641E-02
0 . 525 25 0.04i 99.400 0 .60C 0.600E-C�
0 . 555 41 O.C67 99_467 0 .533 0.533E-0�
0 . 585 50 O. C82 59.548 0 .452 0.152E-02
0. 615 29 �. C47 99.556 0.404 0.404E-02
0. 645 32 �. 052 59.648 0.352 0.352E-02
0. 6�5 36 0.059 59.706 0.294 0.294E-02
0.705 38 0.062 59.768 0.232 C .232�-02
0 .735 15 0.024 59.793 0 .2C7 C .207�-02
0 .7E� 9 0.015 99. 808 0 .192 C . 192E-0�
0 .795 9 0.015 99. 822 C .178 C . 178E-02
0 .825 7 0.011 99. 83= C .lE6 C .156E-02
0 . 855 10 0 .016 99. 8�0 C .150 0 . 150E-02
� . c8� 9 O . Q15 a9. 8c= � . 1�� C . i35�- ��
d.�nrc I��,�,;��n.. I,ic, `,i��._;�}(:=',,;��?(?f� � �`..'�ir - 1�1''��i�?{',��; " 1'���c 1�
U . �iS =1 0 . .,13 79. 38� C . "1" J . =1?E-��
� . 9�5 5 O . C15 99. 89� O .iO3 0. 103E-Q2
0 _ 975 �_6 O.C25 99.723 0.0?7 0.76o'E-C3
,_. O1 15 O.C24 99.548 0.052 0.522E-C3
�:. 0? '�2 O.C20 99.967 0.033 0.326E-C3
_. 07 "-7 O .C28 99.995 0 .005 0.489E-C�
Discrarge Volume
Discrarge Volume from Ti�e Series
��5�7�pdo.tsf
between 10/ 1/ 0 0:00 and 10/30/ 0 23 :59
337064. Cu-Ft or 7.738 Ac-Ft in 30.0 days
Duration Comparison Anaylsis
Base File: 05171exc.�sf
New File: 05171dso.�sf
�utoff Ur_its: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutof= Base New %Change Probability Base New %Change
0 . 380 � 0. 97E-02 0.74E-02 -23_8 0.97E-02 0 .380 0.335 -11.9
0 .419 I 0. 82E-02 0.70E-02 -14_5 0.82E-02 0 .419 0.344 -17.8
0 .457 I 0_70E-02 0.67E-02 -5.1 0.70E-02 0.457 0.410 -10.3
C .495 I 0 .60E-02 0.64E-02 6.2 0.60E-02 0.495 0.525 5.9
C . 534 I 0 .52E-02 0.59E-02 14.2 0.52E-02 0.534 0.558 4 .6
C . 572 � 0.42E-02 0.48E-02 14.8 0.42E-02 0.572 0.609 6.5
0 . 610 � 0.36E-02 0.42E-02 17.0 0.36E-02 O.E10 0.641 5.1
0 . 648 I 0.30E-02 0.35E-02 15.2 , 0.30E-02 O.E48 0.670 3 .3
0 . 687 � 0 .25E-02 0.28E-02 11.1 I 0.25E-02 O.E87 0.700 2 .0 *
0 . 725 I 0.21E-02 0.21E-02 -0.8 � 0.21E-02 0.725 0.724 -0.1
0 . 763 � 0.17E-02 0.19E-02 11.3 � 0.17E-02 0.763 0.807 5.7
0 . 802 � 0. 15E-02 0.17�-02 12 .6 � 0.15E-02 0.802 0.850 6.0
0 . 840 i 0. 14E-02 0.16�-02 12 .8 I 0.14E-02 0.840 0.883 5.1
0 . 878 � 0. 12E-02 0.14�-02 16.2 I 0.12E-02 0.878 0.914 4.1
0 _ 916 I O. 10E-02 0.12�-02 1=.3 I O.10E-02 0.916 0.945 3 .1
0 . 955 � 0. 93E-03 0.98�-03 5.3 � 0.93E-03 0.955 0.961 0.7
� . 993 ! 0. 83E-03 0.59L-03 -29.4 � 0. 83E-03 0.993 0 .972 -2 .1
1. 03 i 0. 73E-03 0.33E-03 -55.6 � 0.73E-03 1.03 0.983 -= .6
i. 07 � 0. 62E-03 0.16E-04 -97.4 I 0.62E-03 1.07 0.992 -7.3
i. 11 I 0. 54E-03 O.00E+00 -100. 0 � 0.54E-03 1.11 1.00 -9.4
1. 15 j 0.42E-03 O.00E+00 -100. 0 ( 0.42E-03 1.15 1.02 -10. 5
1. 18 I 0.39E-03 O.00E+CO -100. 0 � 0.39E-03 1.18 1.03 -13 . 1
1.22 I 0 .33E-03 O .00E+00 -100.0 � 0.33E-03 1.22 1.04 -15 .3
1.26 ' 0 .24E-03 O.COE+00 -100.0 I 0.24E-03 1.26 1.05 -17 . 1
1.30 � 0.20E-03 O.COE+00 -100.0 I 0.20E-03 1.30 1_05 -19.2
1.34 � 0.15E-03 O .COE+00 -100.0 I 0.15E-03 1.34 1.06 -2=.1
1.38 I 0. 13E-03 O .00E+00 -100. 0 � 0.13E-03 1.38 1_06 -23 .2
1 .41 I 0.11E-03 O .00E+00 -100.0 ; 0 .11E-03 1.4� 1.06 -25 .3
1.45 I 0.82E-OG O.00E+00 -100. 0 ', 0 .82E-04 �.45 1. 06 -27 .2
1 .49 � 0.49E-04 O.00E+00 -100. 0 0 .49E-04 �.49 1. 07 -28.4
1 .53 I 0 .49E-04 O.00E+00 -i00. 0 ' 0 .49E-04 -.53 1. 07 -30.2
-'.a.ti-�um posi�ive excursion = 0 .036 cfs ( 7•3%)
��curing at 0 .500 cfs on the Base Da�a:05171exc.ts�
and at 0.536 cfs or_ the New �ata: 05=71dso.tsf
�'a,�:imum r_egative excursion = 0 .=90 cfs 1-31 .3=�1
��curing at 1. 56 cfs on the Base Data: C5171exc.tsf
anc at 1 . G? c`s cn _ne ^de�.�� Data:C�l?luso.tst
�( n���� 1�c���P'�. ��3��. ���',�9�'��E; �.1�,�f?��6� i ;i�: - ��'�'i�ltip�}��, . +':,otie 1t�
C. W:�TER QL`�LITY VOLtiNTE CALCULATIOl�S
The �vater quality calculations for Pond � that «-ere included with the Technical b�formation
Report for bi'ed�ewood Lane — Divisiofzs 1, ? and 3 showed that 62,304 cf of detention storage
�vas required and the pond �vas designed to provide 71,395 cf�;-ith a depth of 8 feet plus 1 foot
for sediment storage. The water quality volume was determined as shown below to no�� include
the Division 5 site. Pond A will now be required to provide 67,726 cf of water quality volume,
`�-hich can comfortably be accommodated with the volume that the pond is already designed to
provide.
ti; =t'�(0.9A� -� 0.25Ato= O.lOA�+ O.lOAo:)"(R'1�)
ti�'here. V� =wetpool volume {c�
f= volume factor
A; = area of imperviaus surface (st)
AtQ = area of till soil covered«-ith �-ass (s�
Atr= area of till soil covered with forest (s�
A� =area of outwash soil covered with�ass or forest
R = rainfall from mean annual storm {inches)
(Refer to the attached precipitation graph} �
Thus,
V�� — 3[(0.9(5?1,413)= 0.25(325,393))(0.041)]
�%b = 67,726 cf
� 'I�f �'.'C9�it c). IE,G�, "'.'� �!_iE� . { d'G) ., �,�•: . �1i'. .-•_� . . ��s� �
IV. APPENDIX
('ir�c� ticc����it, 9ei!. �s �. �>�(��1�'���;'.f'��s 1, ������} _ 1'��i'��I`a�. � .
i
148THAVESE
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�fiRQPrDSED DETENT/ON/
EX/ST/NG 24"�CUL VERT �.�A�QUAUTYPOND B -_� ._�___-_
ti�o ,
- --- � PROPOSED 36"�'CUL VERT �•. ��.. --� �: _.__--�_
,._"_-�.-,-___.'. 14'S.�
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PROPQSED DETENflON/
CREEX ,� - � _- - - °�', W/iTERQU�IUTYPONDA
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V ASPEN WOODS
,p,.o WEDGEWOOD z BYHARBOUR HOMES y �
LANE � � Z�
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- � . .'•�UG— . : I4 8S 857�25.�63
��. HOQU/AMAVENE ���SIGN
a ENGINEERIMG • VLANNING • SURVEYING
SECITON 3.2 RUNOFF COMPLTA'IION AND ANALYSIS 1vIfiTHODS
FIGiJRE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS
ST 1.0/
. ST 1.0 LA p,g LA 0.9 LA 1.0 LA i.2
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Rainfall Regions and � a.8 r� � � ,^
Regionat Scate Factors �a o.s ;�-�--� �
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�- -� lncorporated Area
...c� RivedLake
Major Road
� 9/1/98 1998 Surface VJater Design�vtanual
3-22
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3?.2 KCRTS/RUNOFF riLES VIETHOD—GE,VERATING TIME SERIES
TaBI.E:3'� "�QUIVALE:�CE BETWEE.�1 SCS SOII:TYPES�ND KCRTS SOLL TYpES
SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
"� Alderwood (AgB,AgC,Ag0) C Till �
�.-:
Arents, Alderwood Materia! (AmB, AmCj C Tili
Arents, Evere#t Material (An) B Outwash 1
Beausite (BeC, BeD, BeF� C Till 2
Beliingham (Bh) D Till 3
Briscot (Br) D Till 3
8uckley (Bu) D Till 4
Earimont (Ea) D Till 3
Edgewicic (Ed) C Till 3
Everett (EvB, EvC, EvD, EwC) A/B Outwash 1
Indiano{a (InC, tnA, InD) A Outwash 1
'rCitsap (KpB,KpC, KpD) C Till
Klaus (KsC} C Outwash 1
Neilton (NeC) A Outwash 1
Newberg (Ng) B TiII 3
Nooksack (Nk) C Ti{I 3
Norma {No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Tiii 3
Ovall (OvC, OvD,OvF} C Till 2
Pilchuck (Pc) C Till 3 �
Puget (Pu) D Till 3
Puya{!up (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE} B � Outwash 1
Rerrtan (Re) D Tifl 3
Salal (5a) C Til] 3
Sammamish (Sh} D Till 3
Seattle (Sk) D Wetland
Shalcar(Sm) D Tiil 3
Si (Sn) C Til1 3
Snohomish (So, Sr) D Till 3
Sultan (Su) C TiII 3
Tukwila (Tu) D Till 3
Woodinville (Wo) D Tifi 3
Notes:
1. Where outwash soifs are saturated or underlain at shallow ciepth (<5 feet) by glacial tifl,they shouJd
be treated as till soils.
2. These are bedroc�c soils, but calibration of HSPF by King County DNR shows bedrock soils to have
similar hydrofogic response to till soils.
3. These are allwial soils, some of which are underlain by glaciaf tiIl or have a seasonally high water
table. In ihe absence of deiailed study,these soils should be treated as till soils. .
4. Sucicfey soifs are formed on the low-permeability Osceoia mudffow. tiydrologic resporsse is
assumed to be similar to that of tili soils.
I998�urface�.�ater Design Manual 9/1/98
3-25
?ermeabiiity is moderatelv rapid in tne surf ace Arents, Alderwood >4aterial
layer and subsoil and very slow in tne substrat:un.
Roots penetrate easily to the con=olidated substra-
tum where they tend to mat on the surface. Some ?serits, Aldenaood material consists of Alden,;oc
roots enter the substratut� through cracks. Water soils that have been so disturbed through urban-
moves on top o� the substrat� in winter. Available ization that they no longer can oe classified ��ith
uater capacity is low. Runoff is slow to medi�, the Alderwood series, These soils, howe�.er, i�ave
and the hazard of erosion is moderate. nany similar features. T'he upper part of the soil
This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark-
and row crops, and £or urban development. Capability brown gravelly sandy loam. Belo�a this is a grayis
unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratum.
�:- Alderwood g�'avelly sandy loam, 0 to 6 percent � Slopes generally range from 0 to I5 percent.
�� These soils are used for urban development.
: . slopes (AgB) .--This soil is nearly level and
undulating. It is similar to .alden�rood gravelly
sandy loam, 6 to 15 percent slopes, but in places
its surface Iayer is 2 to "s inches thicker. Areas aTents, Alderwood material, 0 to 6 rcent slop
are irregular in shape and range from 10 acres to �'�B� •--In many areas tzis soil is level, as a
slightly more than 600 acres in size. result of shaping during construction �or urban
Some areas are as �uch as 15 percent inclu�ed facilities. Areas are rectangular in shape and
K�orma, Bellingham, Tukivila, and Shalcar soils, all range from 5 acres to about 406 acres in size.
of which are poorly drained; and some areas in the Representative profile of Arents, Alderwood
material, 0 to 6 percent slopes, in an urban area,
vicinity of Enumclaw are as much as 10 percent 1,300 feet west and 350 feet south of the northeas�
Buckley soils. corner of sec. 23, T. 2� N. , R. 5 E. :
Rtmoff is s2ow, and the erosion hazard is
slight. 0 to 26 inches, dark-brown (lOYR 4/3) g:avelly
This Alderwood soil is used for timber, pasture,
berries, and row crops, and for urban develop�ent. sandy loam, pale brown (lOYR 6/3} dry;
Capability unit IVe-2; hoodland group 3d2. massive; slightly hard, very friable, non-
sticky, nonplastic; many roots; medium acid;
' Alderwood gravelly sandy loam, 15 to 30 percent abrupt, sm�oth boundary. 23 to 29 inches
slopes (AgD) .--Depth to the substratum in this soil thick.
va�ies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly
aoout 4U inches. Areas are elongated and range consolidated to strongly consolidated glacia]
�rom i to about 250 acres in size. till, light brownish gray (�5Y 6/2) dry;
5oils included with this soil in mapping make common, mediwn, prominent mott2es of yellowi�
up no more than 30 percent of the total acreage. brown (lOYR 5/6) moist; massive; no roots; i
Some areas are up to 25 percent Everett soils tnat medium acid. �San}� feet thick,
nave =lopes of 15 to 30 percent, and some areas are
up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part o£ the soil extends
�.chich are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dark
on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown,
Tiger Mountain, are 25 percent Beausite and Ovall � Some areas are up to 30 percent included soils
soils. Beausite soils are underlain by sandstone, that are sitci.lar to this soil material, but either
and Ovall soils by andesite. shallower or deeper over the compact substratum;
Runoff is medium, and the erosion hazard is and some areas are 5 to 10 percent very gravelly
se�rere. The slippage potential is moderate. Everett soi2s and sandy Indianola soils.
This Alderwood soil is used mostly for timber. This Arents, Alden��ood soil is moderately weil
Some areas on the lower parts of slopes are used drained. Permeability in the upper, di�turbed soil
for pasture. Capability unit VIe-2; woodland group material �s moderately rapid to moderately slow,
3d1. denending on its compaction during construction.
The substratum is very slowly permeable. Roots '
Alde naood and Kitsap soils, �ery steen (A]cF) .-- penetrate to and tend to nat on the surface of the
:his mapping unit is about 50 percent Aldenaood consolidated substratum. Some roots enter the
gravelly sandy loam and 25 percent Kitsap silt substratimm tnrough cracks. h'ater rnoves on top of
loam. Slopes are Z5 to 70 percent. Distribution �e substratwn in winter. Availab2e water capacity
of the soils �aries greatly within short distances. is low. Rim off is slow, and the erosion hazard is
about 15 percent of some mapped areas is an sligat.
included, nnnamed, very deep," moderately coarse T'his soil is used for urban development. Ca-
textured soil; and about 10 percent of some areas pability unit IVe-2; woodland gro;zp 3d2.
is a very deep, coarse-textured Indianola soil.
Drainage'and permeability var,v. Runoff is rapid
to very rapid, and the erosion hazard is severe to l�'ents, Alderwood material, 6 to 15 percent
very severe. The slippage potential is severe. slopes (r1mC) .--This soil has convex slopes. :.reas
These soils are used for timber. Capability are rectangular in siiape and range from 10 acres to
unit VIIe-1; woodland group 2d1. about 450 acres in size.
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VOLli1��1E CALCULATIONS v1�1��S 439.�
01045 LiD 42"._
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ELEVATIOI� I\CRE�tENTAL TOTAL LI�'E
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