Press Alt + R to read the document text or Alt + P to download or print.
HomeMy WebLinkAboutSWP271588b- I5 g5
Technical Information Report
(abbreviated)
Highland Community Church
�I Renton, Washington
9619
Prepared for:
Highland Community Church
3031 NE loth Street
Renton, WA 98056
(206) 22 7-7883
Prepared by:
Pacific Engineering Design, Inc.
130 Andover Park East, Suite 300
Seattle, WA 98188
(206) 431-7970
October 16, 1996
(1rr1,4SG0 nG,/
TABLE OF SON-r-r i 1T5
CONTENT LIST FOR DRAINAGE REPORT �f �r/s\
FOR CONCEPTUAL DRAINAGE PLAN ( J
A. Stamped and signed by a Washington P.E. on the front page. Complete 1-4-
Technical Information Report (TIR) Worksheet
B. Briefly describe the construction involved.
C. Describe existing and proposed on -site drainage features. S
D. CORE AND SPECIAL REQUIREMENTS
1. Show that Core Requirements 1-5 in Section 1.2 are addressed.
2. Show that all Special requirements in Section 1.3 that are applicable to
this project are addressed.
E. Use the SBUH/SCS hydrograph method to compute required on -site detention.
(Using 2,10, and 100 24 hour design storm events for pre -developed and post -
developed conditions (6 separate peak flows). This should show sizing for the
peak rate runoff control (re tention/detention) facility, with a routing table.
F. Biofiltration preliminary and conceptual design talcs (per Section 4.6), if for 2 Z.
project site sub -basins with more than 5000 square feet of new impervious
area subject to vehicular use or storage of chemicals.
G. Wet pond sizing preliminary and conceptual design talcs (if there is more than Z3
1 acre of new paved impervious area and meets other conditions of Special
Requirement #S ).
H. A Level 1 Off -Site Analysis, as described in Core Requirement tl2. (Level 2-4-
2 or 3 analysis may be requested later if a downstream problem is found or
anticipated from review of the initial submittal of the Drainage report).
Z
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Project Owner
Address ��3 I n r t �i
P h o n o
Project Engineer R, i : 0-2-71•1
Company F(Y!')li r) P1,.
Address Phono IZy Art; 'CO
-,C A A �7C1'"c�� 4il 7ct70
QJ Subdivision
F-1 Short Subdivision
IJ Grading
Commercial
Q Other_
Q River _
(] Stroam
Q Critical Stroam Reach
Q Deprossions/Swales
E�J Lako
0 Stoop Slopes
Q Lakosido/Erosion Hazard
J
Page 1 of 2
A
Project Name
Location
Township Z n
Range S
Section `L
Project Size —7, r AC
Upstream Drainage Basin Size AC
ED
DOF/G HPA
Q
COE 404
0
DOE Dam Safety
(�
FEMA Fioodplain
COE Wotlands
C]
Floodplain
Q
Wetlands
Sopps/Springs
Q
High Groundwator Table
Q
Groundwater Recharge
ED
Other
Q
Shoreline Management
Q
Rockery
Q
Structural Vaults
Other
0
HPA
�I�\ S�oil Typo Slopes Erosion Potential Erosive Velocities
-L�^L I() C-!(• L2'-3 (t'�
IA r
= Additional Shoots Attatchod
3 1 /90
Pago 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
a
REFERENCE LIMITATIOWSITE CONSTRAINT
Ch. 4 - Downstream Analysis
n:+1
0
Additional Shoots Attatchod
MINIMUM ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
FOLLOWING CONSTRUCTION
Sedimentation Facilities
Stabilize Exposed Surface
Stabilized Construction Entrance
Q
Remove and Restore Temporary ESC Facilities
Perimeter Runoff Control
Q
Clean and Remove All Silt and Debris
(�
Clearing and Grading Restrictions
Ensure Operation of Permanent Facilities
l�
Cover Practices
Flag Limits of NGPES
(
Construction Sequence
Other
0
Other
>r d
U
Grass Linod Channel Tank
Infiltration Method of Analysis
C1
Pipe System 0 Vault
Depression Wil -
E D
Open Channel Energy Dissapator
Flow Dispersal Componsation/Mitigation
=
Dry Pond Wetland
(_1 Waiver of Eliminated Site Storage
Wol Pond E�J Stream
[] Regional Detention
Brief
Description of System Operation , r �. i i
�'�" •.) f Pz, ,k; TU G_6,', iSJas )}IS
1Nr� f>101-2 -z�, --M C(S /Q
nr
CVO
Facility
Related Site Limitations
Additional Shoots Attatchod
Roferonco
Facility Limitation
(� Cast in Place Vault Other
(� Retaining Wall
(� Rockory> 4' High
(� Structural on Stoop Slope
1 or a civil onginoor under my supervision havo visited the sito. Actual
silo conditions as obsorved wore incorporated into this vrorkshoot and the
attatchments. To tho Bost of my knovrlodgo the information provided
hero is accurate.
0 Drainage Easement
Access Easement
0 Native Growth Protection Easement
C] Tract
ED Other
sk -dD,r,
1/90
B. Construction Involved
The new development will include an addition to the existing church and new parking
within the southerly undeveloped portion of the site.
C. Existing and Proposed On -Site Drainage Features
Runoff flows in sheet fashion from the existing paving areas and church roofs to a swale
located in the westerly undeveloped portion of the site. This swale routes runoff to an
existing catch basin located within NE 9th Street. There currently is no detention facilities
on -site.
The proposed improvements will include water quality and runoff control facilities located
adjacent to the westerly property line. Some parking lot ponding may also be provided
next to the runoff control facility. The pond will discharge to the existing storm system
located within NE 9th Street. The new facilities have been designed to route all of the
existing and new developed areas within the church property. This site does not appear to
lie within the Aquifer Protection area.
D. Core and Special Requirements
Core Requirements
This site will discharge at the natural location which is the existing 12 inch
storm system located along the northerly portion of NE 9th Street.
2. The off -site system has been analyzed and is discussed in section H of this
report.
3. The runoff from this site will discharge to the natural location as described in
item 1 above. The detention facility will be designed to control peak rate
runoff for the 2 and 10 year storm events and routing for the 100 year storm
event.
4. The new on -site conveyance system will be sized to convey the 25 year
storm event.
5. An erosion/sedimentation control plan will be provided with the final
engineering submittal.
6. A maintenance and operation schedule will be provided with the final
engineering report.
rs
7. A bond quantity form will be provided with the final engineering report.
Special Requirements
The site is not located within a critical drainage basin. The site does not
appear to lie within the Aquifer Protection Area.
2. This site does not appear to lie within an existing Master Drainage Plan.
3. This site will be less than the 50 acre threshold requiring any conditions for a
Master Drainage Plan.
4. This site does not appear to lie within an adopted basin or community plan.
5. This site has more than 1 acre of impervious surface subject to vehicular use.
The project will not direct discharge to a regional facility. On -site detention
and water quality is proposed. This site does not appear to lie within 1 mile
of a Class 1 or 2 stream of Class 1 wetland.
6. This site has less than 5 acres of new impervious surface.
7. This site does not lie within a closed depression.
8. This site will not use a lake, wetland or closed depression for peak rate runoff
control.
9. This site does not contain or abut a stream, lake, wetland or closed
depression.
10. This site will not contain or abut a Class 1 or 2 stream.
11. This site will not have an infiltration system.
12. A detailed soils report should be provided with the engineering drawings.
NO
"Reproduced with permission granted by THOMAS BROS. MAPS.
N111.71' map . copyrighted by THOMAS BROS. MAPS. It is unlawful
T to copy or reproduce all or any part thereof, whether for
T personal use or resale, without permission."
jqbi-
a I +'u �rlt • nTN ? ,••. i-SE,/6—
iE
nST
u ! Iw sE Tern t ' 4
Ntr... a eE1�„z daMSE. sr
I wn� C � Is s, u S�,q •.
a NSt I �
�' ' •. 5F a L'� ...._.
h _
W SE bSE�''rs:Lbq■°., w. e. ?• nl/ iW,'�' r 4` i�'. • • [ ". .+t� sr ��'
a ^I ST11
m� . lip
X�'e,
71S 7lj 1 i'i
N �lQs^r KNi S < ;. (sE'72 .J, : ": �'J • a1 SE S ,tlr j PL S[ �s �-
T ;r )^tiD ,e7 x N EWCASTLE
ST U
-76
LA
Y y�rtnrl u 't sF ,S n
n.. sr ' ST ` n J V^ K ^"'` I •r'" °;. ;�, ''"'n _ In
� � • SE ^ 80M Y---L .,. 881N xI•�sr ss 1 � X 1]9T� �, I L
< q-1
ST II :N7:, N Win. G ST
"
4
I
I
, I r✓
...ITN ........ •.I - •G• t r-
a+
J lEKN 7AAR •.• 1 �`�; yn, e' •sK-».{q� �j 2
TF /F N 75M SE99TX ST I I iST
T.
Jfry II ]iM < ST !ST r.-+-lµYy.,7r - �\ �+ ♦ ',p ,a�,ll
S90M!915T ST • :•.aKfK;i�'~,.. .P fi ` r^ ., I I
50fl'f! AJ: xi I PL
I ST �zf ^XE 77RL1 Si —j, ST I '` 915T ST '
N-72Nt1— ST r
i— I nr •, I TST
�P-�; 5.r X 71ST ST y. �. •. s 1 s�n.Tn �.r:� ' S�
70TX ST I.`.FM► pie` • y st ti Ed► 9 u h/Yi YaLEEY
N 129M ST J I •� a , �je 7 - N/Y SSE N ,� a •},F� i 1� 1
' X 126M PL TH
° »!-'`r.....f"••..... V ^.F : •. ; ••` -;
26TH ST NE 7TN 7 slfRAA ' .I -
LAKE
\\ >i CT
11 s: xn Sr REfGHrs pI 25in e
H I •L.{'InG \ (q� ■ I6Tn Sl<� �AtYY Ei i Zm 11 "I r `- IS: 1001N ST /PARX -! N Iw TN Ci^'SE loom 4 v
F m
ijrI I-iii�._^IaoM K
a
RE
Pt ff rio sr I-o7-PN`o
AS 1NGTON ---
W PIE < NE E/t ST t E'^ sI iI—lolil 3 'p rE Y Sr -
3 ia> STIA�bi I �ro S7 a< I >G �' SF Iwm' d • < . _ + 7 3 c
LL• '-< R E N 1 �I =c RE �17M, c _9 a-. t[ asn. iW i G Y r i - * HEN SE I61M • J
REI 20M tai.s Y Its 1 I sT i• Nip ay e r o9 ST
Z i ¢ r. �` ♦` I Y <. 9�' S e,,.w,•%- `j 1 SF 10SM ST 'I
�'" �, w .E eM II i Nx •rJ. +d I SE 06rN ST NE '
;RK
trw:mt.'rc'S > t 1 _I _ _ m'e" tV�°•7 , r _f r� S
-
c - zr
UN ter_., I.
;—S SET � .:d i �
WAF fAE.r,CN Y _ en .. RGD_ j to R�� 1 F •rc`, ..
O < 2 i
__ ■ un" -J- "fir C• e ! J
t R .E 1Sn n Ee- c9E�r y!0
u'ST1 12M Si�StE Il ST
- Im ! "
OEnO I Hf� RE waiIVEMAM r 1
t e4 y 11NM i `. ' PARt-
1„ ! Sr "' I, t I I�-aJ rt u,w . t Y +e�~■ I> ,� s t-' ,! I
i RDMN i< a :51■6FT 2 wn r lY �[ tmN j� I .
s, IISM ST 7 AIRPEIA7 L+'� I ■E lom j P[ r J >< I rt e0�• R __-t-_._ Je'.
lF II III
n —�} I15 N PL •� _ eaArWIKX ' _ _ —�`— 1S? - �- f[RA' _ ....14�
IOrN lJe ` —�lF• GGG
,1
ST WEIIG i NF IOm ST M` NE N ST ST
I '�+� K i � I y�y"Lr I wwwl----7J7rrr
1 ST ■i , e,,K REN/W1 ,•Y.` I • 11 ■f sm .,�t.�Fl > ( NE < 9TX Si I I SE• I=lM >{ ST
]18M S lIIM PL '+ , PLUT z,' .1. NE 31g
ST j
-' F S 119TN T I I= ' ■E � � n7G�' '-I ^" " `�J BTN •r ST � "� -
I NE SF 110TN St
I STD t >• �-3ST __ ^�1;� i j X eM STI s 1g�� K' er''. y; XE� TM ST` •� m SE• t'IST ST
,F` ]22X0 ST Cy
NV 7M STD WEN •' R Si t
177N0 STm
` I Nn7
V
I
............................Jf _ -
..,...,.... ,.. it _ . � © _.�... •.... � � , � `�°
PARCEL 'A'
/ I I
7 - ---- -- r ILLIL4
PARCEL -0'
y \
,u1„• w„...Ir .•.. •.•.• � // / CORRECTED PLAT 01.
: �� i.. �_y. IL'.?+p^s •�� ��
REHTOv ItLCHLA\DS._._
i
t
• N�•wa r / - .s•+'"' t'iir or item. kpo[r rL.• /s _...„•-..•'-. _.._. _/-' 1
1 ---
AiY.
SN I f,
+ -- C
---_1T
1 \.
1
..'::cin<••ia s n. e:•Yi1:• �, ,�J/ ' r� I ` `
y
' MI:NLIY03 COYYL'Y ITI' CXLOCN LOT LlM[ •OI �fTYCYT
[c TON. f•sxmcroN HAS
DYV of ,oe so..„,. RENT
T E:
CIINO BY .„ SCALE ,. • , SHEET r r
EXISTING CONDITIO
NS
P
IN
Kenn
i Poin
B
t
BDY Bm
----------
P
it r.,N ON
4tP
ighl.
bell
A%
A R
J42
A
Tr IIY-f II
h
G I 1'e n oodiCerq
\k)
406
CCM
z- Park L-r-,—
&R A Vtj� PIT -, am
321.'
V6
A \
S:h'
-2N
or
ji Aj..1
PO MAP
%I
Ni AV l-J L—�LL_���-
p flaOr , AVN ttn���"
\�\ El FACTi2Y
�cc.�cct'tt��
JOKES AV NE
KENNINICK
LhHC ( z
�� MONTEREY _^
ro MONTEREY MariTERfr z /
A.BERDEEN AV N ABERDEEN f AV NE ' (t �i 6: AWE AVFA ? m z ~ v
CAMAS AV DAYTON :.�. io�
DAYTON AV
�a
Q
CLEFlYl00p
i m
1 n mRV HARRINGTOI
HARRMCTON AV ^NARRUiGTq; y
AV NOSb3JJ3(,. S� IC-Atl X3ON1 TIE
^; T � a
X30Tt % ('f KIRKEANO A4 3N NE
� ld s T -
z NOS83l33f
'' trrJSB]33?f' a l�
�p
- _ 9 JJV 3 AV 0 4 )(81'i ` FLANO A
(:.
RENTON TE IN AV 00UNNA1 yf
MONROE
3N AV 308NOn z AV 30NNOY1
A � � M
y ytc,7,l a
m z g z r� PIERCE Pl' 3S A _ s
o N N Id1Il10 _ m ^ ]S Pd yt9Zt _ tiSi1
S! All ONOYID3M QUEEN <
s 3N AV N3110 ' Li
Aa 0N0n03aSHELTON �� Z
- � AV NE ti -1,1 ltl tKll33�� S+iEEiON AV NE N
m � D 2 y 3"'1 � V � N N O
n a m
UNION AV SE ' - ? y --m - ----
? VASHON
In m n qb
m _
tiv In
In
L
1361h SE ACURTES m NAY S312i00tltN y
v ' m
138th AV SE — 1381h AV SE 381h AV SE SE
-9 UYALL AV 4
N
m = rp
m m �
��14C AV SEEF
=
IF IF -4
-1 ./!=J + � ,1� By ." ��� e � n. '^ � I.r- � .:�i rr,•,::_; . ;
I I� CvC��' AEC
Nr
.0 AGO
"AGO r + r
BM
$52 ;
+• 1,1 � , � .. _ � r,' AkF � '3 `II 'S;i + � ti• qt,
•Am t C. yi�•'.
"AcC it ur
IIII s�, a I t
LILL
t � q_ +n . t. �'�.,'� , i � •• + `_SITn • - •_. ••- r._•- __ ©M—_ - •� ry
c Plani �. *.., I .-: ,: �yyry� I i 4•EvC 1 . ' S ((� �9I ,
I. i'
'�1 4 f.+ CG• ``' ''� JI • • ACC
RdE
i' .�:y`.a ?•4�\ 1 rai••I •, -•_—'1 , � - Q - 1-•4�e j. '.il- I�},�.'•'-1�:,''`• k' .r. �y� 8���',• . 7. .
•t'r tr i t ti. y•• '!��`:':Y '`\ I `°) •�ti•j�l, ,J-'�t?_tiaj1
Ur N +'"•-�.��j : , t►$ I, .�h' I,r�. [.i ,� 't it i ...
!.• Sch
,.215
cl
gas
Ri 1 AC�C
_ �I ��I . � �. !�•. 1�.+ ' .I 'l .' '� I, has. ly
IL _ H i�yV' ',yPO • �.1 _ _ y\�(15,':�, An t II •� ,4S 1 .y ► ',JIII
• r , - ; '�I'�. ■ ''� Tra11Fr,
� cBM r •��,,�r•V �� - .t arkg• •t' Q_r.�i .B d•'u©Ft
'i 'Can J I Ur y4n 1• �!' #' -----T /7- 2 t 3: 3;: ',N „ h2•. - .:f'I
r h i Greenwood Ce t n ;' I '•,�'` ,-a? . i` lt1 i
iEvD I r A-t + „' •r a i r It rs�
Ur •AkF. I,• ' ` -i' , j',•�: 'r5, -t �•} ' �l.:wr fS•.,
Eve' :�
L'. y •�•� A+ n /An' l r, r ji., •E
'P;�7G L P :' l;, .
k nnvE rT �'r �a •
BM' .. F� �a�^ l� •t 0i�t ' r`., u"l�`)". _••t" S�.til'S:`rl�:.i�r'=
1 'f- 14 1•�-='�;, 7' 321. l
an s ♦a 'e_' .•('S�. Sl•a%''..�?'::,• `'1' 1••�,+•i',��'�%,' �'•�i •A+'S'. i:il -•,,?.
'EvC S�.'t;./; 14kF::
a I i _ n �. ,, j � :� I I + +,r•► '" i `�� � - �.a•:4,f r I
);Td t +"\ •L �`� ,.,`...:;. t - as • I �.� 1 ,A. 3- 1
©M �. sr, u, �, ! 1
�. a ,y f t - InC --- � •,+ a'� • .4:0,`••• �, :r1:,i 3 I •
-_A tPy
Py
---
q :I r \,i ,+. Tit,• 1 •_ Eck
JL ;I•�II`r,, 1 't BN137 tf od (uta, I ► i r
L ! Colt t }
z ,l.. o: :1•-- yT- ACC' ; •
+ InC t rz........./ 4t AkF
n �¢ Jr�` I . �•. y� 'ACD �Xt a , ry :.r" tit 4 .1'•' /�
-J--•- •\- ,'• •SubStai A;nC1—_C':,+' ������ ��__ .` •.i. V �. C.,yr •]`� .. •N'',
t ACC a br�a�a nk! =.`� ;� a1P 'r r, pHC r 1
7 1 20 �.ti ♦ maw j r -, �� r i,l `, , , -' 1 °I7 J:•
ALC
CC:' • :Lf.,' : A, F + ;Pack N
AQ
;• ,r - '1 ��t; ���.,.: ';Eve SOILS MAF
{ ACp �� \ I //5 r`��1„t ic:;l(f.:� .i: ,, •�� .� � ••t t
76
_-
Permeability is moderately rapid in the surface
layer and subsoil and very slow in the substratum.
Roots penetrate easily to the consolidated substra-
tum where they tend to mat on the surface. Some
roots enter the substratum through cracks. Water
moves on top of the substratum in winter. Available
water capacity is low. Runoff is slow to medium,
and the hazard of erosion is moderate.
This soil is used for timber, pasture, berries,
and row crops, and for urban development. Capability
unit IVe-2; woodland group 3dl.
Alderwood gravelly sandy loam, 0 to 6 percent
slopes (AgB).--This soil is nearly level and
undulating. It is similar to Alderwood gravelly
sandy loam, 6 to 15 percent slopes, but in places
its surface layer is 2 to 3 inches thicker. Areas
are irregular in shape and range from 10 acres to
slightly more than 600 acres in size.
Some areas are as much as 15 percent included
Norma, Bellingham, Tukwila, and Shalcar soils, all
of which are poorly drained; and some areas in the
vicinity of Enumclaw are as much as 10 percent
Buckley soils.
Runoff is slow, and the erosion hazard is
slight.
This Alderwood soil is used for timber, pasture,
berries, and row crops, and for urban development.
Capability unit IVe-2; woodland group 3d2.
Alderwood gravelly sandy loam, 15 to 30 percent
slopes (AgD).--Depth to the substratum in this soil
varies within short distances, but is commonly
about 40 inches. Areas are elongated and range
from 7 to about 250 acres in size.
Soils included with this soil in mapping make
up no more than 30 percent of the total acreage.
Some areas are up to 25 percent Everett soils that
have slopes of 15 to 30 percent, and.some areas are
up to 2 percent Bellingham, Norma, -and Seattle soils,
which are in depressions. Some areas, especially
on Squak Mountain, in Newcastle liiljs-, and north of
Tiger Mountain, are 25 percent Beausite and Ovall
soils. Beausite soils are underlain by sandstone,
and Ovall soils by andesite.
Runoff is medium, and the erosion hazard is
severe. The slippage potential is moderate.
This Alderwood soil is used mostly for timber.
Some areas on the lower parts of slopes are used
for pasture. Capability unit VIe-2; woodland group
3dl.
Alderwood and Kitsap soils, very steep (AkF).--
This mapping unit is about 50 percent Alderwood
gravelly sandy loam and 25 percent Kitsap silt
loam. Slopes are 25 to 70 percent. Distribution
of the soils varies greatly within short distances.
About 15 percent of some mapped areas is an
included, unnamed, very deep, moderately coarse
textured soil; and about 10 percent of some areas
is a very deep, coarse -textured Indianola soil
Arents, Alderwood Material
Arents, Alderwood material consists of Alder -
soils that have been so disturbed through urban-
ization that they no longer can be classified ti;i-
the Alderwood series. These soils, however, hay
many similar features. The upper part of the so"
to a depth of 20 to 40 inches, is brown to dark -
brown gravelly sandy loam. Below this is a gray_
brown, consolidated and impervious substratum.
Slopes generally range from 0 to 15 percent.
These soils are used for urban development.
Arents, Alderwood material 0 to 6 percent sic
(AmB).--In many areas this soil is level, as a
result of shaping during construction for urban
facilities. Areas are rectangular in shape and
range from 5 acres to about 400 acres in size.
Representative profile of Arents, Alderwood
material, 0 to 6 percent slopes, in an urban area
1,300 feet west and 350 feet south of the northea_
corner of sec. 23, T. 25 N., R. 5 E.:
0 to 26 inches, dark -brown (10YR 4/3) gravelly
sandy loam, pale brown (lOYR 6/3) dry;
massive; slightly hard, very friable, non -
sticky, nonplastic; many roots; medium acid
abrupt, smooth boundary. 23 to 29 inches
thick.
26 to 60 inches, grayish -brown (2.5Y 5/2) weakly
consolidated to strongly consolidated glaci:
till, light brownish gray (2.5Y 6/2) dry;
common, medium, prominent mottles of yellow -
brown (10YR 5/6) moist; massive; no roots;
medium acid. Many feet thick.
The upper, very friable part of the soil extent
to a depth of 20 to 40 inches and ranges from dar;
grayish brown to dark yellowish brown.
Some areas are up to 30 percent included soils
that are similar to this soil material, but eithe:
shallower or deeper over the compact substratum;
and some areas are 5 to 10 percent very gravelly
Everett soils and sandy Indianola soils.
This Arents, Alderwood soil is moderately well
drained. Permeability in the upper, disturbed soi
material is moderately rapid to moderately slow,
depending on its compaction during construction.
The substratum is very slowly permeable. Roots
penetrate to and tend to mat on the surface of the
consolidated substratum. Some roots enter the
substratum through cracks. Water moves on top of
the substratum in winter. Available water capacit:
is low. Runoff is slow, and the erosion hazard is
slight.
This soil is used for urban development. Ca-
pability unit IVe-2; woodland group 3d2.
Drainage and permeability vary. Runoff is rapid
to very rapid, and the erosion hazard is severe Arents, Alderwood material, 6 to 15 percent
very severe. The slippage potential is severe. slopes (AmC .-_This soil has convex slopes. Areas
These soils are used for timber. Capability are rectangular in shape and range from 10 acres t,
unit VIIe-1; woodland group 2dl. about 450 acres in size.
10
)3
Some areas are up to 30 percent included soils
that are similar to this soil material, but either
shallower or deeper over the compact substratum;
and some areas are 5 to 10 percent very gravelly
Everett soils and sandy Indianola soils.
Runoff is medium, and the erosion hazard is
moderate to severe.
This soil is used for urban development. Ca-
pability unit IVe-2; woodland group 3d2.
Arents, Everett material (An). --This is a level
to gently sloping, dark -brown gravelly or very
gravelly sandy loam. It is very similar to Everett
gravelly sandy loam (see Everett series), but it
has been disturbed and altered through urban de-
velopment. Multicolored very gravelly coarse sand
is at a depth of 8 to 40 inches. Areas are common-
ly rectangular in shape, and range from 1 to 120
acres in size.
Representative profile of Arents, Everett mate-
rial, in a homesite, 440 feet west and 100 feet
north of the center of sec. 11, T. 24 N., R. 6 E.:
0 to 8 inches, dark -brown (7.SYR 3/4) gravelly
sandy loam, brown (7.5YR 5/4) dry; massive;
soft, very friable, nonsticky, nonplastic;
few roots; 30 percent gravel content;
slightly acid; clear, smooth boundary. 8 to
14 inches thick.
8 to 60 inches, grayish -brown and light olive -brown
(2.5Y 5/2 and 5/4) very gravelly coarse
sand, light gray and light yellowish brown
(2.SY 7/2 and 6/4) dry; single grain; loose,
nonsticky, nonplastic; few roots; 55 percent
gravel and 10 percent cobblestone content;
medium acid.
The upper part of the soil ranges from dark
brown to olive brown and from gravelly sandy loam
to very gravelly loamy sand. The substratum ranges
from black to olive brown.
This soil is somewhat excessively drained. The
effective rooting depth is 60 inches or more.
Permeability is rapid, and available water capacity
is low. Runoff is slow, and the erosion hazard
is slight.
This soil is used for urban development. Ca-
pability unit IVs-1; woodland group 3f3.
Beausite Series
The Beausite series is made up of well -drained
soils that are underlain by sandstone at a depth
of 20 to 40 inches. These soils formed in glacial
deposits. Thcy are rolling to very steep. Slopes
are 6 to 75 percent. The vegetation is alder, fir,
cedar, and associated brush and shrubs. The annual
precipitation is 40 to 60 inches, and the mean
annual temperature is about SO* F. The frost -free
season ranges from 160 to 190 days. Elevation is
600 to 2,000 feet.
In a representative profile, the surface layer
and the upper part of the subsoil are dark -brown
to dark yellowish -brown gravelly sandy loam that
extends to a depth of about 19 inches. The lower
part of the subsoil is olive -brown very gravelly
sandy loam. Fractured sandstone is at a depth of
about 38 inches.
Beausite soils are used for timber and pasture.
Some areas have been used for urban development.
Beausite gravelly sandy loam 6 to 15 percent
slopes (BeC).--Areas of this soil are 20 acres or
more in size. Slopes are long and convex.
Representative profile of Beausite gravelly
sandy loam, 6 to 15 percent slopes, in woodland,
570 feet south and 800 feet east of the northwest
corner of sec. 29, T. 24 N., R. 6 E.:
01--2 inches to 1/2 inch, undecomposed leaf litter.
02--1/2 inch to 0, black (10YR 2/1) decomposed
leaf litter.
Al--0 to 6 inches, dark -brown (IOYR 3/3) gravelly
sandy loam, brown (IOYR 5/3) dry; weak, fine,
granular structure; soft, very friable,
nonsticky, nonplastic; many roots; slightly
acid; clear, wavy boundary. 5 to 7 inches
thick.
B21--6 to 19 inches, dark yellowish -brown (IOYR 4/4)
gravelly sandy loam, light yellowish brown
(10YR 5/4) dry; massive; soft, very friable,
nonsticky, nonplastic; many roots; slightly
acid; clear, irregular boundary. 10 to 15
inches thick.
B22--19 to 38 inches, olive -brown (2.SY 4/4) very
gravelly sandy loam, light yellowish brown
(2.SY 6/4) dry; massive; soft, very friable,
nonsticky, nonplastic; common roots; medium
acid; abrupt, irregular boundary.
IIR--38 inches, fractured sandstone; medium acid.
The A horizon ranges from very dark grayish
brown to very dark brown and dark brown. The B
horizon ranges from dark grayish brown to dark
yellowish brown and olive brown. It is gravelly
and very gravelly sandy loam and gravelly loam.
Depth to sandstone ranges from 20 to 40 inches.
Some areas are up to 20 percent included Alder -
wood soils, which have a consolidated substratum,
and Ovall soils, which are underlain by andesite;
some are up to 5 percent the wet Norma and Seattle
soils; some are up to 5 percent Beausite soils that
have a gravelly loam surface layer and subsoil; and
some are up to 10 percent soils that are similar to
Beausite soils, but are more than 40 inches deep
over sandstone.
Roots penetrate easily to bedrock and enter a
few cracks in the bedrock. Permeability is
moderately rapid. Available water capacity is low.
Runoff is medium, and the hazard of erosion is
moderate.
This soil is used for timber and pasture and for
urban development. Capability unit IVe-2; woodland
group 3d2.
11
13
If drained, this soil is used foi _ow crops. It
Ap2--3 to 8 inches, g
is also used for pasture. Capability unit IIw-3;
light brownish
no woodland classification.
fine, prominent
and 3/4) mottle
mottles of stro
Urban Land
dish yellow (7.
and very fine, .
Urban land (Ur) is soil that has been modified by
friable, sticky
disturbance of the natural layers with additions of
medium acid; ab
fill material several feet thick to accommodate large
inches thick.
industrial and housing installations. In the Green
821g--8 to 38 inches,
River Valley the fill ranges from about 3 to more
gray (SY 6/1) d
than 12 feet in thickness, and from gravelly sandy
brown (7.5YR 4/
loam to gravelly loam in texture.
nent mottles of
The erosion hazard is slight to moderate. No
25 percent of m
capability or woodland classification.
brown (10YR 2/2
(10YR 3/4) peat.
massive; hard,
Woodinville Series
roots; medium at
30 to 40 inches
The Woodinville series is made up of nearly level
822g--38 to 60 inches,
and gently undulating, poorly drained soils that
loam, gray (SY c
formed under grass and sedges, in alluvium, on stream
mottles of brow;
bottoms. Slopes are 0 to 2 percent. The annual
massive; hard,
precipitation ranges from 35 to 55 inches, and the
slightly plastic
mean annual air temperature is about 50° F. The
frost -free season is about 190 days. Elevation
The A horizon rang,
ranges from about sea level to about 85 feet.
gray and from silt lo:
In a representative profile, gray silt loam,
horizon ranges from g:
silty clay loam, and layers of peaty muck extend to
gray and greenish gra;.
a depth of about 38 inches. This is underlain by
silt loam. In places
greenish -gray silt loam that extends to a depth of
fine sandy loam and lc
60 inches and more.
are common in the a he
Woodinville soils are used for row crops, pasture,
and their combined thi
and urban development.
and 40 inches, does nc
Soils included witl
Woodinville silt loam (Wo).--This soil is in elon-
no more than 25 percer
gated and bloc haped areas that range from 5 to
areas are up to 15 pei
nearly 300 acres in size. It is nearly level and
to 10 percent SnohomiE
gently undulating. Slopes are less than 2 percent.
to 10 percent Oridia,
Representative profile of Woodinville silt loam,
and Nooksack soils.
in pasture, 1,700 feet south and 400 feet west of
Permeability is moc
the north quarter corner of sec. 6, T. 25 N., R. 7
sonal high water table
E•:
drained areas, the eff
inches or more. In u;
Apl--O to 3 inches, gray (5Y S/1) silt loam, grayish
is restricted. The a�
brown (10YR 5/2) dry; common, fine, prominent,
high. Runoff is slow,
dark reddish -brown (SYR 3/4) and reddish -brown
slight. Stream overfl
(SYR S/4) mottles; moderate, medium, crumb
flood protection is pi
structure; hard, friable, sticky, plastic;
This soil is used f
many fine roots; medium acid; clear, smooth
urban development. C,
boundary. 2 to 4 inches thick.
group 3w2.
I5
10/17/96 Pacific Engineering Design Inc page 1
Highlands Community Church
Pond Design
9619
BASIN ID: A10
SBUH METHODOLOGY
TOTAL AREA.......:
RAINFALL TYPE....:
PRECIPITATION....:
TIME INTERVAL....:
TIME OF CONC.....:
ABSTRACTION COEFF:
TcReach - Sheet L:
TcReach - Sheet L:
TcReach - Channel L:
PEAK RATE: 4.80 cfs
BASIN ID: A100
SBUH METHODOLOGY
TOTAL AREA.......:
RAINFALL TYPE....:
PRECIPITATION....:
TIME INTERVAL....:
TIME OF CONC.....:
ABSTRACTION COEFF:
BASIN SUMMARY
NAME: Developed 10 year
7.80 Acres BASEFLOWS: 0.00 cfs
USER1 PERVIOUS AREA
2.90 inches AREA..: 1.58 Acres
10.00 min CN.... : 86.00
9.87 min IMPERVIOUS AREA
0.20 AREA..: 6.22 Acres
CN.... : 98.00
60.00 ns:0.1500 p2yr: 2.00 s:0.0670
460.00 ns:0.0110 p2yr: 2.00 s:0.0500
300.00 kc:42.00 s:0.0100
VOL. 1.59 Ac-ft TIME: 480 min
NAME: Developed 100 year
7.80 Acres
BASEFLOWS:
0.00 cfs
USER1
PERVIOUS AREA
3.90 inches
AREA..:
1.58 Acres
10.00 min
CN.... :
86.00
9.87 min
IMPERVIOUS
AREA
0.20
AREA..:
6.22 Acres
CN.... : 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 460.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Channel L: 300.00 kc:42.00 s:0.0100
PEAK RATE: 6.68 cfs VOL: 2.22 Ac-ft TIME: 480 min
BASIN ID: A2 NAME: Developed 2 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 2.00 inches AREA..: 1.58 Acres
TIME INTERVAL....: 10.00 min CN.... : 86.00
TIME OF CONC.....: 9.87 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 6.22 Acres
CN.... 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 460.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Channel L: 300.00 kc:42.00 s:0.0100
PEAK RATE: 3.12 cfs VOL: 1.03 Ac-ft TIME: 480 min
N
10/17/96 Pacific Engineering Design Inc
Highlands Community Church
Pond Design
9619
BASIN SUMMARY
BASIN ID: a10 NAME: Existing 10 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 2.90 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN.... : 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.067O
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 2.44 cfs VOL: 1.37 Ac-ft TIME: 480 min
BASIN ID: a100 NAME: Existing 100 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 3.90 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN.... 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 3.59 cfs VOL: 1.97 Ac-ft TIME: 480 min
BASIN ID: a2 NAME: Existing 2 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 2.00 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN..., 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 1.46 cfs VOL: 0.84 Ac-ft TIME: 490 min
page 2
1]
10/17/96 Pacific Engineering Design Inc
Highlands Community Church
Pond Design
9619
HYDROGRAPH SUMMARY
page 3
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
1.464
490
36732
cf
7.80
r=xwr
z ti2
2
2.443
480
59504
cf
7.80
3
3.591
480
85894
cf
7.80
100
4
3.120
480
44932
cf
7.80
v
"L
5
4.797
480
69301
cf
7.80
''
10
6
6.678
480
96844
cf
7.80
100
15
1.462
510
44012
cf
7.80
16
2.443
510
68381
cf
7.80
^ jO
17
3.588
510
95924
cf
7.80
14,0
A
10/17/96 Pacific Engineering Design Inc page 4
Highlands Community Church
Pond Design
9619
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. P2
Description: Custom Pond
STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----)
(ft)---cf-----Ac-Ft- (ft)---cf-----AC-Ft- (ft) ---cf-----Ac-Ft- (ft)---cf-----Ac-Ft-
227.00 0.0000 0.0000 228.10 1236 0.0284 229.20 4712 0.1082 230.30 9448 0.2169
227.10 92.000 0.0021 228.20 1552 0.0356 229.30 5028 0.1154 230.40 10184 0.2338
227.20 184.00 0.0042 228.30 1868 0.0429 229.40 5344 0.1227 230.50 10920 0.2507
227.30 276.00 0.0063 228.40 2184 0.0501 229.50 5660 0.1299 230.60 11656 0.2676
227.40 368.00 0.0084 228.50 2500 0.0574 229.60 5976 0.1372 230.70 12392 0.2845
227.50 460.00 0.0106 228.60 2816 0.0646 229.70 6292 0.1444 230.80 13128 0.3014
227.60 552.00 0.0127 228.70 3132 0.0719 229.80 6608 0.1517 230.90 13864 0.3183
227.70 644.00 0.0148 228.80 3448 0.0792 229.90 6924 0.1590 231.00 14600 0.3352
227.80 736.00 0.0169 228.90 3764 0.0864 230.00 7240 0.1662
227.90 828.00 0.0190 229.00 4080 0.0937 230.10 7976 0.1831
228.00 920.00 0.0211 229.10 4396 0.1009 230.20 8712 0.2000
IC1
10/17/96 Pacific Engineering Design Inc page 5
Highlands Community Church
Pond Design
9619
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 03
Description: Orifice 3 - pond
Outlet Elev: 228.00
Elev: 226.00 ft Orifice Diameter: 6.5625 in.
Elev: 229.70 ft Orifice 2 Diameter: 5.7656 in.
Elev: 230.40 ft Orifice 3 Diameter: 6.4688 in.
STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---
(ft) --- cfs--------- (ft) --- cfs--------- (ft) --- cfs--------- (ft) --- cfs-- ------
228.00
0.0000
229.10
1.2257
230.20
2.3713
231.30
4.3414
228.10
0.3696
229.20
1.2802
230.30
2.4712
231.40
4.4667
228.20
0.5227
229.30
1.3325
230.40
2.5653
231.50
4.5877
228.30
0.6401
229.40
1.3828
230.50
3.0138
231.60
4.7048
228.40
0.7391
229.50
1.4314
230.60
3.2481
231.70
4.8185
228.50
0.8264
229.60
1.4783
230.70
3.4444
231.80
4.9291
228.60
0.9053
229.70
1.5238
230.80
3.6199
231.90
5.0368
228.70
0.9778
229.80
1.8532
230.90
3.7814
232.00
5.1418
228.80
1.0453
229.90
2.0144
231.00
3.9324
228.90
1.1087
230.00
2.1469
231.10
4.0751
229.00
1.1687
230.10
2.2641
231.20
4.2111
Zo
10/17/96 Pacific Engineering Design Inc page 6
Highlands Community Church
Pond Design
9619
LEVEL POOL TABLE SUMMARY
MATCH
INFLOW
-STO-
-DIS-
(-PEAK-)
STORAGE
(--------DESCRIPTION---------)
(cfs)
Ws)
--id-
--id-
(-STAGE)
id
VOL (cf)
ex2yr -
dev2yr ...............
1.46
3.12
P2
03
229.57
15
5868.42 cf
exl0yr
- devl0yr .............
2.44
4.80
P2
03
230.27
16
9243.17 cf
ex100yr
- dev100yr ...........
3.59
6.68
P2
03
230.78
17
12992.75 cf
ZI
F. Biofiltration
This site proposes to provide water quality within the dead storage portion of the detention
pond. This wet pond design is an accepted practice within the City of Renton.
22
�� III f�LlllIIIII
34(,
BENI
I
WINlip,
�^ z-�Z
I I I I I IV
=' z 4 SLY
r IGGU cF pF A.,)
2r--TA„l 1 n 1 4 n 521.
7T/rAt = 13,G&a cF GIB
Przw�
T % 1 }20
2ZK 44O+ 400 I�[qG� �O'.LO 331 1GU0+ ZLQU = 3Y4G CF 1
Z;6 44SG> �4EG `�+� 01
0
Z3 1 Woo _i_+ '
li,��o c� O
H. Level 1 Analysis
This site drains to the existing 12 inch storm system located within NE 9th Street. From
there runoff flows westerly along NE 9th Street for approximately 2900 feet and crosses
under SR 900. From there runoff continues westerly approximately 1200 feet and crosses
under 1405. From there runoff flows northwesterly for approximately 3100 feet to Gene
Coulon Park and Lake Washington.
The existing systems observed did not appear to have any evidence of any scouring or
erosion. Also, the drainage from this site does not appear to cause any harm to any
adjacent or downstream properties.
24-
� Sa
Technical Information Report
(abbreviated)
Highland Community Church
Renton, Wash ington
9619
Prepared for:
Highland Community Church
3031 NE 10th Street
Renton, WA 98056
(206) 227-7883
Prepared by:
Pacific Engineering Design, Inc.
130 Andover Park East, Suite 300
Seattle, WA 98188
(206) 431-7970
October 16, 1996
f Zrzv4Sr'O nG,j Z-), l �� G
fii
TABLE OF C.O t`1Tr i1 T S
CONTENT LIST FOR DRAINAGE REPORT
FOR CONCEPTUAL DRAINAGE PLAN
A. Stamped and signed by a Washington P.E. on the front page
Technical Information Report (TIR) Worksheet
F
C
!]
Briefly describe the construction involved.
Describe existing and proposed on -site drainage features.
CORE AND SPECIAL REQUIREMENTS
PA �C(s)
Complete I _ 4-
1. Show that Core Requirements 1-5 in Section 1.2 are addressed.
2. Show that all Special requirements in Section 1.3 that are applicable to
this project are addressed.
E. Use the SBUH/SCS hydrograph method to compute required on -site detention.
(Using 2,10, and 100 24 hour design storm events for pre -developed and post -
developed conditions (6 separate peak flows). This should show sizing for the
peak rate runoff control(retention/detention) facility, with a routing table.
F. Biofiltration preliminary and conceptual design talcs (per Section 4.6), if for ZZ.
project site sub -basins with more than 5000 square feet of new impervious
area subject to vehicular use or storage of chemicals.
G. Wet pond sizing preliminary and conceptual design talcs (if there is more than Z3
1 acre of new paved impervious area and meets other conditions of Special
Requirement #5 ).
H. A Level 1 Off -Site Analysis, as described in Core Requirement #2. (Level 2-4
2 or 3 analysis may be requested later if a downstream problem is found or
anticipated from review of the initial submittal of the Drainage report).
z
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
ProjectOwner l IIhNt.Ar��): ,"_�MM CLlyu, t
Addross - 0 ) rn (-z. 107i
Phone ZZ 7 ` 763
Project Engineer R111• c L'2'',-Ij
Company G iFrt, G n,.; f f.,i ) N�(.
Address Phone IZO 4r3,X A, Z il� L ECG
,(-7, A A CiSel-EY 4 5) 7y70
Q River
F-1 Stream
0 Critical Stream Roach
0 Deprossions/Swales
Lake
O Stoop Slopes
Lakeside/Erosion Hazard
Soil Typo
-AMc
J
Page 1 of 2
A
Project Name
Location
Township Z ' n
Range S
Section
Project Size AC
Upstream Drainage Basin Size d AC
DOF/G HPA
0
COE 404
(]
DOE Dam Safety
FEMA Floodplain
0
COE Wotlands
0
Floodplain
Wetlands
Seeps/Springs
High Groundwater Table
Groundwater Recharge
Other
Shoreline Managemont
Rockory
Structural Vaults
Other
HPA
Slopes Erosion Potential Erosive Vellocilies
L Ir) -1c, (y
E=1 Additional Shoots Attatched
3 1/90
Pago 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
REFERENCE
LIMITATION/SITE CONSTRAINT
n
Q
Ch. 4 - Downstream Analysis
Moir -
Additional Shoets Attatched
MINIMUM ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
FOLLOWING CONSTRUCTION
Sedimentation Facilities
Stabilize Exposed Surface
�]
Stabilized Construction Entrance
Remove and Restore Temporary ESC Facilities
®
Perimeter Runoff Control
Q
Clean and Remove All Silt and Debris
0
Clearing and Grading Restrictions
Q
Ensure Operation of Permanent Facilities
M
Cover Practices
0
Flag Limits of NGPES
%E
Construction Sequence
(=1
Other
0
Other
= Grass Lined Channel
=
Tank
l]
Infiltration
Method of Analysis
Q Pipe System
Q
Vault
Q
Depression
- S1,t,%/
Q Open Channel
Q
Energy Dissapator
Q
Flow Dispersal
Componsation/lvlitigation
0 Dry Pond
Wotland
Waiver
of Eliminated Site Storage
Wot Pond
0
Stream
0
Regional Detention
Brief Description of System Operation
e H ri T r
I't a'-)
f 21tLAJ 7U C- TGH !i-AS llll
Lv1 r7- Poh Q 3i. -Ti
Facility Related Site Limitations
Q Additional Sheets Altatchod
Roferonco Facility
Limitation
(� Cast in Place Vault
Retaining Wall
Q Rockery> 4' High
Q Structural on Steep Slope
Drainage Easement
[�] Other Q Access Easement
Q Native Growth Protection Easement
Q Tract
Q Other
I or a civil onginoor undor my suporvision havo visited tho silo. Actual
sito conditions as obsorvod woro incorporated into this vrorkshoot and the
ottatchmonts. To tho bost of my knowledge the information provided
hero is nccurato.
V90
B. Construction Involved
The new development will include an addition to the existing church and new parking
within the southerly undeveloped portion of the site.
C. Existing and Proposed On -Site Drainage Features
Runoff flows in sheet fashion from the existing paving areas and church roofs to a swale
located in the westerly undeveloped portion of the site. This swale routes runoff to an
existing catch basin located within NE 9th Street. There currently is no detention facilities
on -site.
The proposed improvements will include water quality and runoff control facilities located
adjacent to the westerly property line. Some parking lot ponding may also be provided
next to the runoff control facility. The pond will discharge to the existing storm system
located within NE 9th Street. The new facilities have been designed to route all of the
existing and new developed areas within the church property. This site does not appear to
lie within the Aquifer Protection area.
D. Core and Special Requirements
Core Requirements
This site will discharge at the natural location which is the existing 12 inch
storm system located along the northerly portion of NE 9th Street.
2. The off -site system has been analyzed and is discussed in section H of this
report.
3. The runoff from this site will discharge to the natural location as described in
item 1 above. The detention facility will be designed to control peak rate
runoff for the 2 and 10 year storm events and routing for the 100 year storm
event.
4. The new on -site conveyance system will be sized to convey the 25 year
storm event.
An erosion/sedimentation control plan will be provided with the final
engineering submittal.
6. A maintenance and operation schedule will be provided with the final
engineering report.
7. A bond quantity form will be provided with the final engineering report.
Special Requirements
The site is not located within a critical drainage basin. The site does not
appear to lie within the Aquifer Protection Area.
2. This site does not appear to lie within an existing Master Drainage Plan.
3. This site will be less than the 50 acre threshold requiring any conditions for a
Master Drainage Plan.
4. This site does not appear to lie within an adopted basin or community plan.
5. This site has more than 1 acre of impervious surface subject to vehicular use.
The project will not direct discharge to a regional facility. On -site detention
and water quality is proposed. This site does not appear to lie within 1 mile
of a Class 1 or 2 stream of Class 1 wetland.
6. This site has less than 5 acres of new impervious surface.
7. This site does not lie within a closed depression.
8. This site will not use a lake, wetland or closed depression for peak rate runoff
control.
9. This site does not contain or abut a stream, lake, wetland or closed
depression.
10. This site will not contain or abut a Class 1 or 2 stream.
11. This site will not have an infiltration system.
12. A detailed soils report should be provided with the engineering drawings.
I
i7u' .. �� Y,.'. ■. _..�. 1� NIlISlat � '. ti . `s 68TN
M.1 _ SE'' - SE �rt:� 691ff"�!?* i n� '• q a {•C .� ` 7C�e .
aw, ST
"Reproduced with permission granted by 7110MAS BROS. MAPS. _ - S. '•
�rns,` , � ,tsT
i� 71 map is copyrighted by THOMAS BROS. MAPS. It is unlawful - �,o <h k s 3,
c ,Ia +s'• CFI
to copy or reproduce all' or any part thereof , whether for "° T far► - _I' < SE �zdo - ; 1
n^ !> x4
t permission." 3 3 *..IILrFC1K.no _ t I i SE St- 1 PL sE '�• 1.- R:- Z.1. yr.
T personal use or resale, without per i _ . �, `� r,
r Pl a r llp I�r s'
_ NEGJCASTLE
n ( F
n
` ,R w i I S ... j� E -J6TN Y ``` s?T �a �� 7-T��•+' - _ 17E. f sE ri.Y tip- I
—J4 16 '-m' R; "?. ♦ `�I--- I I YJt c '_ 4 yl i - t JS N 'd ff
ac � �j�F Erns .•'-"R-SE 76TH ,. 1�I tt='1 �^' _� �%1 r` s N 1'�•r-,�� PJCR t � I !
u a'I ogt�,l Ji f r i * �� ST < I _ '� ;'s'TyE..•. ^ u ', 'CD(
SE G-,S,, r+� 'r S 1F •
g1~ 78 H T' •} ��+ lC¢N I 1 Nf a ? SE- 80TH "...SI'
r ST -� I :, y• bOTM 1 j�4 p�0 179TN AYc' I Z
j Y M nEs sr�v ST -BARK' I �� IL �_ IC J:i ""' 4 a a
K IGWS t tE .... l iI 3�' I ^ l+v " - 7E. K x „ llq�■?, y 79 I�+i,x ■
1 r,x St eo`. S, u f19.' S/ '.tY >< •L- 11 a 4r S.
• Sf � �'I% I �a d,. , g17N --t;
&SEB ST N /fITN ST1 i Mom_ �lp� SE.•P^i-1111--''r`._...<--a'�_I}%�-
C R E LT'L ^�. I "I xr 4^• I C M ■' x
I I 'r g 1 �. I at%- 7 I Jf •'�
_ a
w
F` AYAI N 38TH 5T W R< Y 1 I x h: N. �' ' �r ♦ �' /+ J
....
p t i ■ S,TH n r o _ a. eeTH . •, �.•.s
KtiermAEE p 36TN 1 sE -' 361H = : y,sE ... C... i 3
RGCH PARR h 1 _.I - Z
11 36TN ST I : II sE .. I
i Rm `•FS' N 34TH '< ST 1
SE 901H;ST :; Jr 'INre:�•.•� S -P
A7TNT N 33RD PL � ME 33RD ' T I SE 91ST ST • CRffK ��,'•'`•:•:.,_.. S '^^
501I'N I I_ I .. _•�`n.: ,,'.r,� I aS SE
N 33R0 ST 9'C ST � "� �"�-"-'• .,\ 'F_ � 915r ST
I 1F-32W—.'� — — - a N----r----- -•
f
i i I EYT NI 31ST T1 _ N T 'ST SS 1 �.`�' - •'I ■ TN ' eitk cc E 'S1Y
M 3aTH a sr 71Er +� sE 93aor r ,. 95 b u PAI. ry
CREEK; y 1 }ry'-.�•.E ` W J 'P+r I C, I
,,:i ..�, eJ, 1SlYr
N i 29TH ST ^> "•' ,�!'`a •` y, ' ELSE 95M K Cu i
N 28TN PL
7 i I - WE s`29TH ST (�.' ;"'�''• 4 , a ` DE cyf* v
'LAKE
A \ Y: u
1 vvST �I Y NE TTN T.. NE ' Zj\. wp Y_v tFTt <�tr ia�`: SJF4.C1
(�1nE I C R �C w Ty 7—��\■,MST HMO .=: a rSTN n ` ' d
= I I v SE IWH PARK N 1= I 1M [T SF 'le°M ^'Sf SOUTH• 4
r-r1�-�1-;-IOOTM H R
a.<1N11---f , `^ 7 _•^ <�n Nf S.-"G 6TN _ s nrH N — - --- - - ---
;4TH ST i W Y NE PL \- _ _ y 1t�- a x e tf° - �i-` - - SE lazxU
iNASHINGTON I r < I NE;. ` RE 51 Y'Ti ' ` =115(-1-OID S < Yl itTv
J' ST 122N0 I k >= �` Sre SF IaTN' x '' ° + ! ■
r 3 �3a
b 2MT STD N ST x Sr 7 x I Kim
�
V ' ��,``
2oTN _
NE, ., � M a '` a I � , Y .I qM sr g r 31 SE IosTH Sr !
n� K SiN 4 y.1pRM:' },�° SE 06TH STa
VNIW
(I ` <II r ■ N gg� s JSJH Er _ J\ M 1 n s ��. �i I—
,`�li.. 4 - I �.' o-- - -l:�7 • 16< S - r.EE �` R.TM ;a -SUNSET r -
ew1AurH r1I W N =3 = y
1 p � K i,M 3.� Mh' •, I.J. i�
ME �j ` I I I 1 .r u i 2 •.� �rl � ac , <I K 1!M sr `��.V�• I iK 9 I 7t�
t� saw C3 I
\ I RnaEUE r
ST
1rTH ST a I S' E R . .....
` _y
ME iH S
woman REAOI PuK
112TN arrrR N
Po _ 6 r--
'II
ST I 1 , `� R•r�l- ,y#.`�J ;n a EE S �o■ I`I 1:1 s .i 1
1 N� REXlDM � 1L1 i'3 a 3t4u6FT K M � �g}IIYi � K oM R
Si r 1ISTN ST ; f AIRPEYlr I xf ION
n_ d•S l,�s PL :I _ eO.Sr ucw01 -4—� - y wrH u Y—•aR = - ; I;�
< ST + •L� ,1 ,F \ RE lorH Sr Y< ME H ^ ST
SOEUG
RFNNN I • ! I RE 97M � RE
_ Y: 111 rq 5t
<>I S I17TN PL ,1,ac PlANr •�- jt NE z } o >I c t v �o I ^d z W $ 7
118TN ! ST _� ;I: RE �j �
-
t_ SE IrUT_M Si
JST� - 1 ST �� < j N TH Sr I ' \ Hf PAU J K' es" NE� 77H ST< �IK m, SEItrtST Sr
I 1121ST 122NO srapy. :li �r • n c •) 4Y I k� Stx n �I� f l u:b
` ST N
NJ 7TH Sit �` 71H ST I - -G R` `'i „r 67H e n rM * u Y K•m - _I -
113RD ST
`
V'
KIRKLAND ME N F.
4
............................
7,
PARCEL 'A' BLOCK 32
Vi
iv
LILA,
If i Glf rt
4.
PARCEL 'B*
K.
7f
'eoHRECTED PLAj 0
...RENrO.4 KIGHLASM
I -BLOCK 33
-7
. .........
mr.-o. %Mo., rt,y
r . ... .................
a . .........
.. ......... .
..... .... . ... .. . . .......
. .........
. ............ . ..... ......
"j,
Mt',MLIND% CIMMUMIti CHLRCH LOT Lt.E 1-11.11T
HA\
D.4 By H• DATE RENT
IT
ClIKO BY 1SCALE _T
EXISTING CONDITIONS
0
F- IN N
A,
f
34
Kennydale
i Poin
—Iva
7
45
!L
A
00
17�! II 45:
all
N
J-J
IN
1�' , �'' A /�` 1.� '' ;I �1u (' ;�,`" c1�i`�SelI, � lj,.; t�+" J = I : �I II•� ^ � v \ � - 1 R • g � 1 i �i 1
TON
A
Ila ri V�JJ
x 12
- n
t
ure-e-n-,- CeN
^ u pood
v
rol \U 406
Ccr�: u
PIT
. . . . . . . . . . .
tan
A:6
A
Al
;i _ it / ' _ ' c `t_ << IV
Q
,7;
TOPO MAP
Kennydale 1 ° �� ;���� •`'� I:I ��'
ml
Poin
loin
le
\ moo \Xll �• II ll � \ +a � II- -,l -- -•-! I>------ - .
IIN
•'may ._�\ 9 \ :I• '•�/ `\. ..tt'7 '• L. •' I• `•.
♦'�i Power P1an+1
_ _ _ -� 1 �i 1. ': / � l'� ` l� . F )Op • •�; , ' lob _ ,�.'� �., • �•. ' �� - I �5:� -
} r .1 iry,�/i• .. ....A ' ` :i r :i 1� .� .•:\• ,�,- l•'\l _�) .i-I�z r i1f+.L`1..� -Y .t =
\ ,�j y ,.,• t r<:.::.;:•,. � I� -- Q�`tt ��'�c :G .....:� `: •1i �►KhlSch •r'' ` �' •';' �-
ll �i + `',/a.��.= I 1 •+� ` �•...��..�...�� �y..`\ .-� ..:..j � .: I: .j � ,, l.J '� i : X ,ir � : r'y- � �. ,
� ,, `���\>\ _- � :<��'��`, _-II--i� � Cam' I ■ ••`,r• '1: '.._ � 1- �; ?' �Y
E 1 � L9 y � I ' • I `\ •'t.,'� 1 -- + lXX c� >y , +; r r, f r r �
RI
A R'0 142
o 11 r
,f� `• �; o'• - I. _'. : ©M,i E .`L+ 5A,--1..'� o A at _ w �_lii JIJIPar--- - - y II •.
MICII
I 1 I � �' w Green -ooJCery ';
• � � r � .�" }� � x . u r ,�� �I
• 1X ,a'' _ \ I • T7tfo- I I '�,•4'1 �7q " �� ' r9, %06
Uri
Cem
\\ _1 Park /� C�k .,,•f��RA PIT
,ll) I•. 1 i+ ii��'�3��.•. - - \Y' '. �l I BM
321. \ate n a
.s�J' ` .I�£,� „yew •:I I / a�� _� �/ 6� ��',.C-t-��1�� - '�
^.li_? j _ ,.. •.�C 1 i X fy Ih / ' '�. .-Cj'__•� '-'�/'--2�0 l II�
ch °Q I �• \'� r 1 ,`j!"�\+t;... �•- _ .�\��� I
�_ /./. �' .� � ' if ril I_ t r \) ^\�.��\_^.-;�/f'� � P�.;.DLO �' .'ti •`%'�:'C�.:: •r''t�(J�'3
JKI 37
COO
St
: -.��� - pOWNSTREAM MAP
t mac+ .°', s,�\
'� •ii_:+ _ _ _ _ Sub' r � �P
it •,/�29 •.I���J �i- `,11 t1. I �--^ a' �. � `.P�4M! \ �+, �•� �O® ���� ' h�
Y 1 A1���`t�•�•1•� \�_�� �@\loll I• i/1- • \♦ 1 2,'.,."\\tea.. H4r /_ I++'( �r-• �i_�-��91�
�Av
AVNFACTORY�
J �1Vp ABERDEEN AV N
A9ERDEEN
_
10
R; AWE AV
OI J m �•10 frl
D a CAMAS AV
~ c DAYTON AV
L
JOKES AV
KENNE%10(
urlcaN z '^�
m
MON1EREr _
W
ABEROEEN AV NE
Ln
^' � BLAINE AV NE ^r
D EIFF1731-29:
�I
DAYTON
Op, f HARRINGTON k
HARRINCTON AV�HA4i2U1CTOfi AV %30N1 �o \
N AY NOS63333P
5��,�` N1T KIRKLF D AV NE
I S 3NIrl ld
z, NOSa3333f
NOS83333P a
l 3 AV ONV1Y'31'i rLANp
RENTON TE INST. AV 000,491 �ysFj
MONROE
3N AV 30aNOP1 AV 308NOr1
n Fi z
n m P v Z Z
im
ElPIERCE PL r �'
A g H Id1IA10 m \ c N
z s o 3831d m m o
N o AV ONOV103S QUEEN
:r 3114 AV N33(10 '-
Z AY To"
SHELTON AV NE SHELTON AV NE z^
s IsOSl3tC' �
UNION AV SE
m I
N � G
N �
r
1
l
136th NV SE
11 1381h AV SE L
l _
�) =� I401h AV SE
1381h
AV �� SE
N
nF 4
N__Jly II._
NE
z
NONTEREY
2
x
VASHON N H�
7 i
O Z
S.
n
tivnim
N AV S312!(17VNtl `
o
? N nl
38th AV SE `� � a �
UVALL AV SE v
S C�
� r
r•r Ij
�I E C/ / .' r
�I: 1�. •. !)_ �l .0 _ II /' ASC BM
I� co r : Sri •♦
i a.. ,
+'. '\•� I1 .•+'t- �.� at Itn' AkF ,i.Yi52- yl .. •t +' a r,1,,'
• I ,� ��•• -•� _ `r' •�y t. •AmC ••/ r t i ,- tir• 1•
ACC
JEvC =1.
t ,� �• •I. .,.•.,•�' ,1•'. •ABC''
`y AkF I r -Ur t 1 '� I , I �' ,: ::,•srti .a�
AmC
t Ur I p •••.,'•'; , ., ��/� v'?[ .' rl _. I•r.+ „
f/'�BDY t --'� fir- ("I,ql '•�1 _ I t`Jry ir.I'r' 1. : C' �y•tl• rh �j :. 'Tl
.,'Plan A� ta,�•` \ IV �,'�•,d Ja .�\• L1, �I L'IV�� I �• EvG•1 `'•''TRt •f. (�,11�'�3/t'p, -
\\n..c� ?. .} .�,• "I Ste_ d� - 1 f'4° ''.�.. e' •�• t'1�,'�5 +A:1`, •_
i 7$?.;: `'« i`� , Q •• ••.. ;1't- i 1 ' is �. •`.• f� •::� •�r i;;; `;.�• 'll: •�'1 .a!`i� ri..
s�� T _ it t t •AmCnr
"""""'1:v" Ur .I ��al,',� •�: •g SChcl
•'•�; ' i! , • V Z ' ' �I� t t' r .
t
fin Ef
['i�11 � i7 r l AeC., •' ,'y'. , ; _ '1�; ; _ r i' ' , .'IjC[i .r. r' ::
�, • t q/�/� y.;••' i__ Trail ra Cv6 '.r:;'�•
R' � :BIt
M � •_ •r ark:.
i [ y .�- -___ ■ i n 3 3 _y113342r
•a Srno Ur • �� I 7t a;.•;-.---T-: - sra:
rGrcenwaod CE ''�' s " r tl •'.
EVLP I r i A _r l r
Ur •�� •AkFI:. I t r tlr i5 `_�'lll it Gtt �. t a �atrl I,.
qgC • t 1 y I
1 �I f S, \ •Yr 1 nll� J� ,t r +••••��•-� f
'' • mo 111: E•C! t 1 ' �� 1 '�,i • ri � •)
ja'eb31P �I 1 cemi :� +aa •p 'An. p i (�y `c I.
Park Pc k� - 1ORAVCL
321.
anit, L• .Q t • n 1 C I t r�� 15
• ii Rh t 4 IIt.. s �♦ •. -, a I '\ ,� .\ ,• t `S t ��rJ� r .t�_.I ..
\AkF: ;EVC .'1;:',.r't'• IOF;cu
; ` r t,," `III ` �..,:'. e'.,;"• -I
td
Ur
PICZ
� �� �,•+ I 8M �yJ� �:, r a 'I ' r 4t• a' I.
d _•l:•JI' li •� air` gLC 8MI37 AkF Py
AmC "- •� �.� 1 '�- /,' ,�` '•.� u� s+'t I'
ti ?Q,Y.•'�%•- �. ACC t' i SP ` AkF q a} r• I•
r " it •+• InC
- - �'- •_ate: - ...........
� ..�:• •,' Rh r, +^• •'� $`P:
! a1
•GryO •;G6a '". )` :.. ��. �\i� i ,--'t ?C •,I� �~ ��( Ir t\� ' 'a T ^.a.� �tyi(M'f'. hal• •�.
�•'••'•• �p aJiy` I (•. �� ACD _ i i ` .% ' l'Y.,' `. •r •l4 r .I' a
--SV65tart A:nCr G� rt; `*� •<.. V' r ..p C',y'' �• l;.r.
_•_ P-, ACC ;•'--+`'%:•-J �'I- q .�Ak- �� .yp� cap ,, .y„~.,, PNC i1,
�/ ••� ALD 20 ��;. ov I 21 , r. ft. r. r r �• •1.„t• I" - �:
'�• '1! „• I�� 455 `tiva w r r Iir I ru •, \11 I•:•a
ACC. \AkFI
`\ ,` ,\ �'Ik� � .. ,M 1 \o� . I'r .,ACC � '+pa0'a •.ill(F^ � ' � �.. Pack tom. rl'
►'-- .� :: f i r SOILS MAP
1
�• rt •�� I . J .� ~� ii • 3 J I � . cEvC Z
�ACO l�t r2 i,li"l re
M'�. •,B 1 4i•rt. s r.. 1 �. r t h< \.
Permeability is moderately rapid in the surface
layer and subsoil and very slow in the substratum.
Roots penetrate easily to the consolidated substra-
tum where they tend to mat on the surface. Some
roots enter the substratum through cracks. Water
moves on top of the substratum in winter. Available
water capacity is low. Runoff is slow to medium,
and the hazard of erosion is moderate.
This soil is used for timber, pasture, berries,
and row crops, and for urban development. Capability
unit IVe-2; woodland group 3dl.
Alderwood gravelly sandy loam, 0 to 6 percent
slopes (AgB).--This soil is nearly level and
undulating. It is similar to Alderwood gravelly
sandy loam, 6 to 1S percent slopes, but in places
its surface layer is 2 to 3 inches thicker. Areas
are irregular in shape and range from 10 acres to
slightly more than 600 acres in size.
Some areas are as much as 15 percent included
Norma, Bellingham, Tukwila, and Shalcar soils, all
of which are poorly drained; and some areas in the
vicinity of Enumclaw are as much as 10 percent
Buckley soils.
Runoff is slow, and the erosion hazard is
slight.
This Alderwood soil is used for timber, pasture,
berries, and row crops, and for urban development.
Capability unit IVe-2; woodland group 3d2.
Alderwood gravelly sandy loam, 15 to 30 percent
slopes (AgD).--Depth to the substratum in this soil
varies within short distances, but is commonly
about 40 inches. Areas are elongated and range
from 7 to about 2S0 acres in size.
Soils included with this soil in mapping make
up no more than 30 percent of the total acreage.
Some areas are up to 25 percent Everett soils that
have slopes of 15 to 30 percent, and, some areas are
up to 2 percent Bellingham, Norma,"and Seattle soils,
which are in depressions. Some areas, especially
on Squak Mountain, in Newcastle Hills; and north of
Tiger Mountain, are 25 percent Beausite and Ovall
soils. Beausite soils are underlain by sandstone,
and Ovall soils by andesite.
Runoff is medium, and the erosion hazard is
severe. The slippage potential is moderate.
This Alderwood soil is used mostly for timber.
Some areas on the lower parts of slopes are used
for pasture. Capability unit VIe-2; woodland group
3dl.
Alderwood and Kitsap soils, very steep (AkF).--
This mapping unit is about 50 percent Alderwood
gravelly sandy loam and 25 percent Kitsap silt
loam. Slopes are 25 to 70 percent. Distribution
of the soils varies greatly within short distances.
About 15 percent of some mapped areas is an
included, unnamed, very deep, moderately coarse
textured soil; and about 10 percent of some areas
is a very deep, coarse -textured Indianola soil.
Arents, Alderwood Material
Arents, Alderwood material consists of Alder,
soils that have been so disturbed through urban-
ization that they no longer can be classified wi:
the Alderwood series. These soils, however, hat"c
many similar features. The upper part of the so
to a depth of 20 to 40 inches, is brown to dark -
brown gravelly sandy loam. Below this is a gray:
brown, consolidated and impervious substratum.
Slopes generally range from 0 to 15 percent.
These soils are used for urban development.
Arents, Alderwood material 0 to 6 percent slo
(AmB).--In many areas this soil is level, as a
result of shaping during construction for urban
facilities. Areas are rectangular in shape and
range from 5 acres to about 400 acres in size.
Representative profile of Arents, Alderwood
material, 0 to 6 percent slopes, in an urban area
1,300 feet west and 350 feet south of the northea:
corner of sec. 23, T. 25 N., R. 5 E.:
0 to 26 inches, dark -brown (10YR 4/3) gravelly
sandy loam, pale brown (10YR 6/3) dry;
massive; slightly hard, very friable, non -
sticky, nonplastic; many roots; medium acid
abrupt, smooth boundary. 23 to 29 inches
thick.
26 to 60 inches, grayish -brown (2.5Y 5/2) weakly
consolidated to strongly consolidated glaci:
till, light brownish gray (2.5Y 6/2) dry;
common, medium, prominent mottles of yellow -
brown (10YR 5/6) moist; massive; no roots;
medium acid. Many feet thick.
The upper, very friable part of the soil extent
to a depth of 20 to 40 inches and ranges from dare
grayish brown to dark yellowish brown.
Some areas are up to 30 percent included soils
that are similar to this soil material, but either
shallower or deeper over the compact substratum;
and some areas are 5 to 10 percent very gravelly
Everett soils and sandy Indianola soils.
This Arents, Alderwood soil is moderately well
drained. Permeability in the upper, disturbed soi
material is moderately rapid to moderately slow,
depending on its compaction during construction.
The substratum is very slowly permeable. Roots
penetrate to and tend to mat on the surface of the
consolidated substratum. Some roots enter the
substratum through cracks. Water moves on top of
the substratum in winter. Available water capacit:
is low. Runoff is slow, and the erosion hazard is
slight.
This soil is used for urban development. Ca-
pability unit IVe-2; woodland group 3d2.
Drainage and permeability vary. Runoff is rapi
to very rapid, and the erosion hazard is severe Arents, Alderwood material, 6 to 15 Percent
very severe. The slippage potential is severe. slopes (AmC ,__Phis soil has convex slopes. Areas
These soils are used for timber. Capability are rectangular in shape and range from 10 acres tc
unit VIIe-1; woodland group 2d1. about 450 acres in size.
10
Some areas are up to 30 percent included soils
that are similar to this soil material, but either
shallower or deeper over the compact substratum;
and some areas are 5 to 10 percent very gravelly
Everett soils and sandy Indianola soils.
Runoff is medium, and the erosion hazard is
moderate to severe.
This soil is used for urban development. Ca-
pability unit IVe-2; woodland group 3d2.
Arents, Everett material (An). --This is a level
to gently sloping, dark -brown gravelly or very
gravelly sandy loam. It is very similar to Everett
gravelly sandy loam (see Everett series), but it
has been disturbed and altered through urban de-
velopment. Multicolored very gravelly coarse sand
is at a depth of 8 to 40 inches. Areas are common-
ly rectangular in shape, and range from 1 to 120
acres in size.
Representative profile of Arents, Everett mate-
rial, in a homesite, 440 feet west and 100 feet
north of the center of sec. 11, T. 24 N., R. 6 E.:
0 to 8 inches, dark -brown (7.5YR 3/4) gravelly
sandy loam, brown (7.5YR 5/4) dry; massive;
soft, very friable, nonsticky, nonplastic;
few roots; 30 percent gravel content;
slightly acid; clear, smooth boundary. 8 to
14 inches thick.
8 to 60 inches, grayish -brown and light olive -brown
(2.SY 5/2 and 5/4) very gravelly coarse
sand, light gray and light yellowish brown
(2.5Y 7/2 and 6/4) dry; single grain; loose,
nonsticky, nonplastic; few roots; 55 percent
gravel and 10 percent cobblestone content;
medium acid.
The upper part of the soil ranges from dark
brown to olive brown and from gravelly sandy loam
to very gravelly loamy sand. The substratum ranges
from black to olive brown.
This soil is somewhat excessively drained. The
effective rooting depth is 60 inches or more.
Permeability is rapid, and available water capacity
is low. Runoff is slow, and the erosion hazard
is slight.
This soil is used for urban development. Ca-
pability unit IVs-1; woodland group 3f3.
Beausite Series
The Beausite series is made up of well -drained
soils that are underlain by sandstone at a depth
of 20 to 40 inches. These soils formed in glacial
deposits. They are rolling to very steep. Slopes
are 6 to 75 percent. The vegetation is alder, fir,
cedar, and associated brush and shrubs. The annual
precipitation is 40 to 60 inches, and the mean
annual temperature is about 50° F. The frost -free
season ranges from 160 to 190 days. Elevation is
600 to 2,000 feet.
In a representative profile, the surface layer
and the upper part of the subsoil are dark -brown
to dark yellowish -brown gravelly sandy loam that
extends to a depth of about 19 inches. The lower
part of the subsoil is olive -brown very gravelly
sandy loam. Fractured sandstone is at a depth of
about 38 inches.
Beausite soils are used for timber and pasture.
Some areas have been used for urban development.
Beausite gravelly sandy loam, 6 to 15 percent
slopes (BeQ .--Areas of this soil are 20 acres or
more in size. Slopes are long and convex.
Representative profile of Beausite gravelly
sandy loam, 6 to 15 percent slopes, in woodland,
570 feet south and 800 feet east of the northwest
corner of sec. 29, T. 24 N., R. 6 E.:
01--2 inches to 1/2 inch, undecomposed leaf litter.
02--1/2 inch to 0, black (10YR 2/1) decomposed
leaf litter.
Al--0 to 6 inches, dark -brown (10YR 3/3) gravelly
sandy loam, brown (10YR 5/3) dry; weak, fine,
granular structure; soft, very friable,
nonsticky, nonplastic; many roots; slightly
acid; clear, wavy boundary. 5 to 7 inches
thick .
B21--6 to 19 inches, dark yellowish -brown (10YR 4/4)
gravelly sandy loam, light yellowish brown
(10YR 5/4) dry; massive; soft, very friable,
nonsticky, nonplastic; many roots; slightly
acid; clear, irregular boundary. 10 to 15
inches thick.
B22--19 to 38 inches, olive -brown (2.5Y 4/4) very
gravelly sandy loam, light yellowish brown
(2.5Y 6/4) dry; massive; soft, very friable,
nonsticky, nonplastic; common roots; medium
acid; abrupt, irregular boundary.
IIR--38 inches, fractured sandstone; medium acid.
The A horizon ranges from very dark grayish
brown to very dark brown and dark brown. ilia B
horizon ranges from dark grayish brown to dark
yellowish brown and olive brown. It is gravelly
and very gravelly sandy loam and gravelly loam.
Depth to sandstone ranges from 20 to 40 inches.
Some areas are up to 20 percent included Alder -
wood soils, which have a consolidated substratum,
and Ovall soils, which are underlain by andesite;
some are up to 5 percent the wet Norma and Seattle
soils; some are up to S percent Beausite soils that
have a gravelly loam surface layer and subsoil; and
some are up to 10 percent soils that are similar to
Beausite soils, but are more than 40 inches deep
over sandstone.
Roots penetrate easily to bedrock and enter a
few cracks in the bedrock. Permeability is
moderately rapid. Available water capacity is low.
Runoff is medium, and the hazard of erosion is
moderate.
This soil is used for timber and pasture and for
urban development. Capability unit IVe-2; woodland
group 3d2.
11
0
If drained, this soil is used foi -ow crops. It
Ap2--3 to 8 inches, g
is also used for pasture. Capability unit IIw-3;
light brownish
no woodland classification.
fine, prominent
and 3/4) mottle
mottles of stro:
Urban Land
dish yellow (7.
and very fine,
Urban land (Ur) is soil that has been modified by
friable, sticky
disturbance of the natural layers with additions of
medium acid; ab
fill material several feet thick to accommodate large
inches thick.
industrial and housing installations. In the Green
B21g--8 to 38 inches,
River Valley the fill ranges from about 3 to more
gray (SY 6/1) d
than 12 feet in thickness, and from gravelly sandy
brown (7.5YR 4/,
loam to gravelly loam in texture.
nent mottles of
The erosion hazard is slight to moderate. No
25 percent of m;
capability or woodland classification.
brown (10YR 2/2:
(10YR 3/4) peat,
massive; hard, :
Woodinville Series
roots; medium a(
30 to 40 inches
The Woodinville series is made up of nearly level
B22g--38 to 60 inches,
and gently undulating, poorly drained soils that
loam, gray (SY c
formed under grass and sedges, in alluvium, on stream
mottles of browr
bottoms. Slopes are 0 to 2 percent. The annual
massive; hard, x
precipitation ranges from 35 to S5 inches, and the
slightly plastic
mean annual air temperature is about SO* F. The
frost -free season is about 190 days. Elevation
The A horizon rangt
ranges from about sea level to about 85 feet.
gray and from silt lo:
In a representative profile, gray silt loam,
horizon ranges from gr
silty clay loam, and layers of peaty muck extend to
gray and greenish gra%
a depth of about 38 inches. This is underlain by
silt loam. In places
greenish -gray silt loam that extends to a depth of
fine sandy loam and lc
60 inches and more.
are common in the B he
Woodinville soils are used for row crops, pasture,
and their combined thi
and urban development.
and 40 inches, does nc
Soils included witl
Woodinville silt loam (WO). --This soil is in elon-
no more than 25 percer
gated and bloc y shaped areas that range from 5 to
areas are up to 1S pei
nearly 300 acres in size. It is nearly level and
to 10 percent Snohomi�7
gently undulating. Slopes are less than 2 percent,
to 10 percent Oridia,
Representative profile of Woodinville silt loam,
and Nooksack soils.
in pasture, 1,700 feet south and 400 feet west of
Permeability is moc
the north quarter corner of sec. 6, T. 25 N., R. 7
sonal high water table
E.:
drained areas, the off
inches or more. In ur
Apl--O to 3 inches, gray (SY 5/1) silt loam, grayish
is restricted. The a,,
brown (10YR S/2) dry; common, fine, prominent,
high. Runoff is slow,
dark reddish -brown (SYR 3/4) and reddish -brown
slight. Stream overf]
(SYR 5/4) mottles; moderate, medium, crumb
flood protection is pi
structure; hard, friable, sticky, plastic;
This soil is used f
many fine roots; medium acid; clear, smooth
urban development. C:,
boundary. 2 to 4 inches thick.
group 3w2.
10/17/96 Pacific Engineering Design Inc page 1
Highlands Community Church
Pond Design
9619 E
BASIN SUMMARY
BASIN ID: A10 NAME: Developed 10 year
5BUH METHODOLOGY
TOTAL AREA''''''': 7'80 Acres 8ASEFL0WS: 0'00 cfs
RAINFALL TYPE'''': USER1 PERVIOUS AREA
PRECIPITATION'''': 2'90 inches AREA..: 1'58 Acres
TIME INTERVAL'-'': 10'00 min CN'''': 86'00
TIME OF C0NC..... : 9'87 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres
CN'''': 98'00
ToReaoh - Sheet L: 60'00 na:0'1500 p2yr: 2'00 s:0'0670
ToReach - Sheet L: 460-00 no:0'0110 p2yr: 2'00 a:0'8500
ToRmach - Channel L: 300'00 kc:42'00 o:0'0100
PEAK RATE: 4'80 ofo VOL: 1-59 Ao-ft TIME: 480 min
BASIN ID: A100 NAME: Developed 100 year
5BUH METHODOLOGY
TOTAL AREA''''''': 7'80 Acres BA5EFLDWS: 0'00 ofs
RAINFALL TYPE'''': U5ER1 PERVIOUS AREA
PRECIPITATION'''': 3'90 inches AREA..: 1'58 Acres
TIME INTERVAL'''': 10'00 min CN'''', 86'00
TIME OF CONC'-''': 9'87 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres
CN'''': 98'00
ToReaoh - Sheet L: 60'00 no:0'1500 p2yr: 2'00 o:0'0670
ToReaoh - Sheet L: 460'00 na:0'0110 p2yr: 2'00 s:0'0500
TcReauh - Channel L: 300'00 ko:42'00 o:0'0100
PEAK RATE: 6'68 ufo VOL: 2'22 Ao-ft TIME: 480 min
BASIN ID: A2 NAME: Developed 2 year
SBUH METHODOLOGY
TOTAL AREA .''''''z 7'80 Acres BASEFLOWS: 0'00 cfa
RAINFALL TYPE'''-: U5ER1 PERVIOUS AREA
PRECIPITATION'''': 2'00 inches AREA..: 1'58 Acres
TIME INTERVAL'''': 10'00 min CN'''': 88'00
TIME OF CONC''''': 9'87 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres
CN-'''. 98'00
ToReaoh - Sheet L: 60'00 na:0'1500 p2yr: 2'00 s:0'0670
TcReach - Sheet L: 460.00 na:0'0110 p2yr: 2'00 o:0'0500
TcReaoh - Channel L: 300'00 ko:42-00 s:0'0100
PEAK RATE: 3-12 ofo VOL: 1.03 Ao-ft TIME: 480 min
H�
011
10/17/96 Pacific Engineering Design Inc
Highlands Community Church
Pond Design
9619
BASIN SUMMARY
BASIN ID: a10 NAME: Existing 10 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 2.90 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN.... 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 2.44 cfs VOL: 1.37 Ac-ft TIME: 480 min
BASIN ID: a100 NAME: Existing 100 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 3.90 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN.... 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 3.59 cfs VOL: 1.97 Ac-ft TIME: 480 min
BASIN ID: a2 NAME: Existing 2 year
SBUH METHODOLOGY
TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: USER1 PERVIOUS AREA
PRECIPITATION....: 2.00 inches AREA..: 3.80 Acres
TIME INTERVAL....: 10.00 min CN.... : 85.00
TIME OF CONC.....: 46.90 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres
CN.... : 98.00
TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670
TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500
TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310
PEAK RATE: 1.46 cfs VOL: 0.84 Ac-ft TIME: 490 min
page 2
IMA
10/17/96 Pacific Engineering Design Inc
Highlands Community Church
Pond Design
9619
HYDROGRAPH SUMMARY
page 3
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
1.464
490
36732 cf
7.80
r=KisT
Z Y2
2
2.443
480
59504 cf
7.80
10
3
3.591
480
85894 cf
7.80
100
4
3.120
480
44932 cf
7.80
Ory
2 '
5
4.797
480
69301 cf
7.80
''
10
6
6.678
480
96844 cf
7.80
100
15
1.462
510
44012 cf
7.80
16
2.443
510
68381 cf
7.80
10
17
3.588
510
95924 cf
7.80
jG0 11
V61
10/17/96 Pacific Engineering Design Inc page 4
Highlands Community Church
Pond Design
9619
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. P2
Description: Custom Pond
STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----)
(ft)--- cf--- --Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)---cf-----Ac-Ft-
227.00 0.0000 0.0000 228.10 1236 0.0284 229.20 4712 0.1082 230.30 9448 0.2169
227.10 92.000 0.0021 228.20 1552 0.0356 229.30 5028 0.1154 230.40 10184 0.2338
227.20 184.00 0.0042 228.30 1868 0.0429 229.40 5344 0.1227 230.50 10920 0.2507
227.30 276.00 0.0063 228.40 2184 0.0501 229.50 5660 0.1299 230.60 11656 0.2676
227.40 368.00 0.0084 228.50 2500 0.0574 229.60 5976 0.1372 230.70 12392 0.2845
227.50 460.00 0.0106 228.60 2816 0.0646 229.70 6292 0.1444 230.80 13128 0.3014
227.60 552.00 0.0127 228.70 3132 0.0719 229.80 6608 0.1517 230.90 13864 0.3183
227.70 644.00 0.0148 228.80 3448 0.0792 229.90 6924 0.1590 231.00 14600 0.3352
227.80 736.00 0.0169 228.90 3764 0.0864 230.00 7240 0.1662
227.90 828.00 0.0190 229.00 4080 0.0937 230.10 7976 0.1831
228.00 920.00 0.0211 229.10 4396 0.1009 230.20 6712 0.2000
10/17/96 Pacific Engineering Design Inc page 5
Highlands Community Church
Pond Design
9619
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 03
Description: Orifice 3 - pond
Outlet Elev: 228.00
Elev: 226.00 ft Orifice Diameter: 6.5625 in.
Elev: 229.70 ft Orifice 2 Diameter: 5.7656 in.
Elev: 230.40 ft Orifice 3 Diameter: 6.4688 in.
STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---
(f0 --- Cfs--------- (f0 --- Cfs--------- (f0 --- Cfs--------- (f0 --- Cfs-- ------
228.00
0.0000
229.10
1.2257
230.20
2.3713
231.30
4.3414
228.10
0.3696
229.20
1.2802
230.30
2.4712
231.40
4.4667
228.20
0.5227
229.30
1.3325
230.40
2.5653
231.50
4.5877
228.30
0.6401
229.40
1.3828
230.50
3.0138
231.60
4.7048
228.40
0.7391
229.50
1.4314
230.60
3.2481
231.70
4.8185
228.50
0.8264
229.60
1.4783
230.70
3.4444
231.80
4.9291
228.60
0.9053
229.70
1.5238
230.80
3.6199
231.90
5.0368
228.70
0.9778
229.80
1.8532
230.90
3.7814
232.00
5.1418
228.80
1.0453
229.90
2.0144
231.00
3.9324
228.90
1.1087
230.00
2.1469
231.10
4.0751
229.00
1.1687
230.10
2.2641
231.20
4.2111
Zo
10/17/96 Pacific Engineering Design Inc page 6
Highlands Community Church
Pond Design
9619
LEVEL POOL TABLE SUMMARY
MATCH
INFLOW
-STO-
-DIS-
(-PEAK-)
STORAGE
(--------DESCRIPTION---------)
(cfs)
Ws)
--id-
--id-
(-STAGE)
id
VOL (cf)
ez2yr - dev2yr ...............
1.46
3.12
P2
03
229.57
15
5868.42 cf
ezl0yr - devl0yr .............
2.44
4.80
P2
03
230.27
16
9243.17 cf
ez100yr - dev1OOyr ...........
3.59
6.68
P2
03
230.78
17
12992.75 cf
ZI
F. Biofiltration
This site proposes to provide water quality within the dead storage portion of the detention
pond. This wet pond design is an accepted practice within the City of Renton.
ZZ
11111
ammm
�10
v�
ti
Uplullroll
"0000"jl'o
. .................
JrJori (F I?,- A.J1 $) c,-r. A 1, S30
44o 400 632,o i3l4 o
j C,
41Y
vi
231 War
'7 c, c r
H. Level 1 Analysis
This site drains to the existing 12 inch storm system located within NE 9th Street. From
there runoff flows westerly along NE 9th Street for approximately 2900 feet and crosses
under SR 900. From there runoff continues westerly approximately 1200 feet and crosses
under 1-405. From there runoff flows northwesterly for approximately 3100 feet to Gene
Coulon Park and Lake Washington.
The existing systems observed did not appear to have any evidence of any scouring or
erosion. Also, the drainage from this site does not appear to cause any harm to any
adjacent or downstream properties.
Z+