HomeMy WebLinkAbout03227 - Technical Information Report �
�
n1 -
TECHNICAL INFORMATION REPORT
FOR
RENTON VILLAGE _
RENTON, WASHINGTON
t2evised September 26, 2005
Mazch 25, 2005
Prepared for:
RVA LAND LLC
C/O M. Sandorffy Company
520 Pike Street, Suite 1400
Seattle, Washington 98101 �-
Prepared by:
W& H PACIFIC,INC.
3350 Monte Villa Parkway
Bothell, Washington 98021
(425) 951-4800
� 322 7
TECHNICAL INFORMATION REPORT
FOR
RENTON VILLAGE
RENTON, WASHINGTON
Revised September 8, 2005
March 25, 2005
Prepared for:
RVA LAND LLC
C/O M. Sandorffy Company
520 Pike Street, Suite 1400
�
Seattle, Washington 98101
� yE �
� � SR 9 Engineer:
V�,�� .� 'ti � Nicole F. Hernandez, P.E.
- � z r, W& H Pacific, Inc.
3350 Monte Villa Parkway
3 9 � Bothell, Washington 98021
0
ss/� E���� l�; (425) 951-4800
DNAI. �`��'�
�
EXPIRES: SEPT.t,
TABLE OF CONTENTS
Section
1.0 Project Overview
1.1 Purpose and Scope
1.2 Existing Conditions
1.3 Developed Conditions
2.0 1 reliminary Conditions Summary
2.1 Core Requirements
3.0 Off-Site Analysis
3.1 Upstream Drainage Analysis
3.2 Downstream Drainage Analysis
4.0 Retention / Detention Analysis and Design
4.1 E�cisting Site Hydrology
4.2 Developed Site Hydrology
4.3 Hydrologic Analysis
4.4 Retention/Detention System
5.0 Conveyance Systems Analysis and Design
5.1 Roof Downspout System
5.2 Proposed On-Site Conveyance System
6.0 Special Reports and Studies
7.0 Basin and Community Planning Areas
8.0 Other Permits
9.0 Erosion / Sedimentation Control Design
10.0 Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet and
Sketch, and Declaration of Covenant
11.0 Maintenance and Operations Manual
Appendix - SCS Western Washington Runoff Curve Numbers ,
- Isopluvial Maps (2-year, 10-year, 100-year) I
- FEMA Floodplain Map
- King County Soils Survey
�1'&H PaciTc,Inc. TIR Renton Y illage-RYA Land LLC
IlSeatt/e1lDatalProjectslR�A Land LLC13??'2 Renton['rllage'O�cel�f'ordVtb 1itle-toc revised 9-26-OS.doc Augus!Il.2005
1
i
TABLE OF CONTENTS
FIGURES
1 T.I.R. Worksheet
2 Vicinity Map
3.1 Existing Conditions Map
3.2 Developed Conditions Map
4 King County Soil Survey Map
5 USGS Topographic Map
6 Downstream Map
�f'&N Pacific,Inc. TIR Renton I'i!lage—R6A Land LLC
I1SeattlellDalalProjectslRYA Land LLCI322i1 Renlon{'illagelO�cel�f'ordltir trde-roc revised 9-16-O.i.doc :fugus!11.2005
11
1.0 PROJECT OVERVIEW
1.1 Purpose and Scope
The following Technical Information Report (TIR) and design are provided for the
Renton Village development project. The existing site lies within a portion of Section 19,
Township 23 North, Range 5 East, W.M., in the City of Renton, Washington {see Figure
2 — Vicinity Map). The property is approximately 4.57 acres in size. Per the City of
Renton, the site will be required to follow the 1990 King C'ounty Surface Water Design.
Manual (KCSWDM).
1.2 Ezisting Conditions
The site currently consists of three lots: C2, C3, and C4. To the east of the site exists a
retail building, a McDonald's restaurant, and a Thriftway store. South Grady Way
bounds the site to the north and provides access to the site. Lake Street bounds the site to
the west. To the south is an existing asphalt pazking and a Cinema. The site is
undeveloped with mounds of soil and exposed dirt cover, with small amounts of
landscaping and asphalt impervious areas. Soils on the site consist primazily of Urban
Land (Ur) which is fill soil. See the Geotechnical Report found in Section 6 for more
information on site soils. See Figure 4 for the Soil Survey Map.
The northwest portion of the site lies within the FEMA 100-year floodplain. It is
reported by the City of Renton that there is existing flooding on the Renton Village
property due to the presence of the FEMA 100-year floodplain and insufficient
conveyance capacity in existing storm systems on the Renton Village Shopping center
area_
The existing site consists of one main drainage basin (See Figure 3.1, Existing
Conditions Map). The total site area is approximately 4.57 acres. The specific basin
delineation is found in Section 4.
1.3 Developed Conditions
The proposed development will include a total of four buildings with associated drive
aisles, parking and landscape. These buildings consist of a Wells Fargo bank, an
Applebee's restaurant, a Discount Tire store, and an unknown retail store to be named
later. The existing stormwater bypass system which runs through the site will be
replaced by a new layout which will flow through the middle and around the western
perimeter of the site.
All drainage facilities and water quality treatment facilities w�ere designed to a complete
build-out condition, and were designed per the 1990 KCSWDM and the City of Renton
Standards. The proposed development will consist of asphalt parking, drive aisles,
W&N Pac:frc,Inc. TIR Renton Y'i!laAe—RYA Land LLC
IlSeatt1e11DatalProjectslRVA Land LLCI32272 Renton YIllagelOfficelWordltir body 9-26-O�.doc Augusl I1,2005
1
1.0 PROJECT OVERVIEW
buildings, and landscaping throughout the entire site. (See Figure 3.2, Developed
Conditions Map). Existing and developed condition basin delineations are found in
Section 4.
W&N Pacrrc,Inc TIR Renton Yi1laAe—R 6'A Land LLC
IlSeattlel lDatalProjectslRYA Laruf LLCLi2271 Renfon Vi!lagelO�cei 6f'ordltir bady 9-26-OS.doc August 11,200�
�
1Gn9 CourrtS►D�art�t�nt of Developsnerrt and. Services
TECH[�lCAL [trEFaRN[AT�ON REPQRT (T[R) W�RKSHEET
P�1 PE�O�EGT Q4'iFf�:Ahtf3 ��� PRQJE�L�3CATi01��t�ID -
PRt?JE-C�H�f�� ` - - ' €�SGf�PT�C3tt . _ -
Project Owner Project t�fame
�UA C��ER LL c ��t/To.t/ ��.s►G�
Address Location
5,20 f/.C��' ST, STE. //�OD Township Z3�I/
8/0l
Phon�� �gz J ��8 9 Rangs .��
-
Proj�ct Engin r .............Secfion /9
J'T��f/�,��S��SkRL, ��. - .
Company �/•��fi��/f/C
Address/Phone ���5�9J`/'y.g�/
'�art� '�YP�=OF�EF�AII� -. - - -- Part�-=�THEF3-:�iEV�l1VS-AiVD PEL�NIT�S-`_ -- _
- - - ,_ -
=AP��C�I�i�N= "; � ; � - - ,. - - .
Subdivison DFW HPA Shorefine Management
Short Subdivision COE 404 Rockery
Grad'mg DOE Dam Safety Structural Vautts �
Commercial FEMA Roodplain Other
Other COE Wetlands
,: _.
'Part� SIT�-�OMMUNiTY=AND:IDRAiNAGE BAS.1N'. ' `
Community
L'/Tl� DF �'�.�rv�,�
Drainage Basin
�art 6 51TE CHARAGTERISTICS -
River Floodplain
Wetlands
Stream See�s/Springs
Critica!Stream Reach High Groundwater Table
Depressions/Swales
Groundwater Recharge
Lake Other
Steep Slopes
/G'KR,� �
�a�7 =9E}tE.S - _ _
Sa�1 Type Si�� En�sion P�,.r�ia! F_rosi+r�Veic�es
/��CG'A�✓ � O'S� /��E.C'�ITc L�S T9.t/ ,SF�.:
Additional Sheets Attached
_Part 8: �3��{3PIVEr.�i �MITAifONS
REFERENCE LIM[TATION/SlTE CONSTRAINT
Ch. 4—Downstream Analvsis
Additional Sheets Attached
�art 9 E5C i3EQU1REMENTS .
MINIMUM ESC REQUfREMENTS MINIMUM ESC REQUIREMENTS
DURlNG CONSTRUCTION AFTER CONSTRUCTION
-- _---- __�_-------- -- _�
Sedimentation Facifities " Stabifize Exposed Su ce
Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
� _ ._.
' P�en_meter Runoff Control C el an and Remove All Sift and Debns
Clearing and Graing Restrictions Ensure Operation of Permanent Facifities
� Co�ctices Flag Limits of SAO and open space
Construction Sequence preservation areas
��� Other
,
_ _ ,_
- =-_ _ ,
=�art 1 Q' �l.ff?�Af:�E YYA3ER S� .
__ _ _ __ _.
C rass L'aied Ta�[c �rt �O�°���
C#�anr�..( �KJ�
Vautt De�r�n
p� �� �nergy Dissa�afor Fiow Dispersal on of EGm�aied S�
Open Channsl Wetfand Waiver Storage
Dry Pond � /�ES
Stream Regional
Wet Pond Detention
8rief Description or System Operaiion .Z�T��fT/O•t� ��?� A�{(-T /�o,Q,
F�G�/ L'o.tyliQoL, �'o.s-f�E�1/�S'fl7a.e/�' o.�s�4�, .l� �4 TE�li�fE-�s/T'
Facility Related Site Limitations
Reference Facifity Limitation
: _ _ : _.. . :; _ _ _ _ _
�Part�T:-�7'RUCTL�SAL-�4TIALl'S15 -Parf��'� EASENfENTS�T�RA�TS°
<C t in Pfac_ e Vautt Drainage�asement
Retaining Wall Access Ea_sement
Rockery>4' High Native Growth Protection Easement
Structural on Steep Slope Tract
Other Other
Part�3': �IGNATURE OF PROFESSI�NAL ENGINEER �
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorp�rated into this worksheet and the attachments. To the best of
my know{edge the information provided here is accurate.
�
�
,
8 /���
Si ned/Date
�
�
Q
W
Z
Q
� DY w A,�
S GRA
PROJECT
SI TE
,_F _ .
4�_5 4.
N
�
SCALE: 1"=200'
Vl�'�N�%Y M�P
FIGURE 2
2.0 PRELIMINARY CONDITIONS SUMMARY
2.1 Core Requirements
➢ Core Requirement#1: Discharge at the Natural Location
'� The developed site consists primarily of one drainage basin. This basin generally
flows to the south. Stormwater will be picked up and routed in the same manner as in
the existing condition. The discharge point will be same in the developed condition
as in the existing condition. Both the site flow and the bypass line will meet at an off-
site catch basin and enter the existing tightline conveyance system.
Core Requirement#2: Off=Site Analysis
The Level 1 Analysis was performed and the results presented in Section 3.
➢ Core Requirement#3: Runoff Control
Flow control and water quality are provided per the 1990 KCSW�DM by means of a
detention/wetvault. Upstream off-site runoff will b}-pass the site in a ne�l�•
constructed bypass tightline system.
Core Requirement#4: Conveyanc� ��st�:11
The new pipe system is designed with sufficient capacity to convey the 2�-year, ?-+
hour peak flow using approved methods in the 1992 KCSWDM.
Core Requirement#5: Temporary Erosion and Sediment Control
Erosion and sediment controls are implemented as detailed in the King County
Erosion and Sediment Control (ESC) Standards.
➢ Core Requirement#6: Maintenance and Operation
On-site drainage facilities and the water quality treatment system will be privately
maintained.
➢ Core Requirement#7: Bonds and Liability
Financial requirements will be met prior to permit issuance.
Lf'&H Pacifrc,Inc. TIR Renton Y'i!laRe-R 1 A Land LLC
I LSeatt1e11DatalProjectslRVA Lartt!LLC132272 Renton VillagelOfficel Yf'orclllir 6ady 9-26-OS.doc August I1,2005
3
�
�-"' -�-�:%:%R,.;�`��
�-�'' % �---
�W,1l0��../� r �� ��� �
� ��' }N(1 AtlM i�%'�",r^'" . �/'-_.✓ �
r-
y�.rp?,,.-•�""�� _.-„"^�-a� -„'" ��-
��� ���� �VM���^ ..-�'�.=--�'`r 3yd S Y 1� 5 r
/�
� _�� _ --'�� N �d p� � f�:/ i ti v"d i4
� � '�,' �, i' .--''� ��_��"��- ��r-- 'l-�' � �.�.-�"`I
� � �� ��j6`�" � d' �""� _ -
�{� �� �_�.6__�J �'l..l-�_,.��ir �� �Q ' �`L 6��� '�'I�'..
---�,��,,. � ,�...�,�.� �_,__--- `d
1 M�—"=– –'" � --
w::ea4rTx mr�+m_..��_iesi.e`o uenwwE -. C ,, �„.. �"�-�a'J� - f i Y r
� �,,.,�. _�_ `I �klt.,, j�_�.1-,� {`�.�% y3a+n`' Y-� ..-�i� �--._-
rs ��,�---"` � . �.._ - .,--�__._-- � ! LN `�^�-Na�'1nm _ —�,�.,r---_ „m*•�r,oa anca�u� l,;..�''`-� 1,rHasv
x �'. .'`1���«.v' r,3- l�.-�"" � _�����,�f-'' J u„c-m 3ti 1'�'"u' ,r��--`�,.- � y�
� '� �,7;vm�f� -`�-l�^� .._-n -- e 'W+ penu� / Y -� -----"'�� l,ms�"� !~~S�
_ ��
r� _- � � r-„�- --�" ` Li• �f0�W0� �� rA `.,.
}` � 'ZB t61 ,-r- �_� ` '""�^- � -' -- % �
.i�1 `•",$ _ .-'- •-�-- --- - '_ ----- -
. .. _�'�'� .�--- 1 _------` I'T'% _ �^"" _,_...
._ .� _,��e. __r" ,�� " - -
.=
fn g _ �_.._.. ,._ �f.,�`- _ - __ ---...l- �� ....._.....�_
�-
� !� WE11 � _.' __'�- �y�' -�:- --'�' - _._-_ _- --- - I
^-- _
�-- -� -
c�+ �
-J , _ _ �I __
�'ON -- ..�==' �- _. _ -- -_ __ n.�- --
.,_ . -_ -- `�
_ � �- _
� _ __
1 p _-._ ! ,,,.W^.r ,_ �-- � �� _...- -
�'�+°'v �
�� �
£�,'IVG�.�i-�, iSISNN Ndd134 � 1°sR � `- y.-or'^ ✓ '�,�."t-- - `� �''"-_ ' — -
e eM �>-"�-- / '��.,..�--- _ � -_a gi '__ �� FF[ �
r,� _
� =�� M 7U. } �p �' Y�,�. -�"'` � ` � ��� yP
ax�m" _. ��p baH,�au�H�= �EE' ' �� J"1-�-.' - �� �,_, ��mre ' r a R n v e� .�A �S - ey €
lu,f � '! T
' -�IDV� �� i � �.xo++"�' 'ti_
� �'_ - `9�� , ���. . ,�_ � SE7BACK AfiE� --�-- � - - �
_:. , � /
3�."���� , .�-aS�'y"� ��\ F ��� yd'��� �( ._N ..W�a��I xo�.ae�oytaae� �
S � t�0� �
�,.�`��.J- / °a a/ � _ .. _ -_
," �.r`_._ �M - ---`
E \ P .\� '_
N
- - � y ! __— --__- _.--
b � 'Y..� '�.�r /�o� � � "i J� ^ "� — I 7_" __-_
�AyxS {Q� q.� �
F'�G7 __d�. ' I �1\ �j{F � � / tA�' y � � mia�w w.eMr
���R�� � �,. I e� � — Q �> � �
� �,�," , -� K� .�._
� ,� ,� �,, �,.,.• -� c� �; .,�
� � p �.'� � __.. .�
_ , .
.. �. , ,,. .. ,- � � ;�
� �� �°� � J ` � �,� � '- ' � Ca � K.. � W �:.= �„«:
__ _ _.-- L � �' +. N N �'�r.._ .._._
fP��
1 � � �r q � N89.28'13"Ei�._
�,� � � z �
---�x " 4 0��� \ ,� m � q
. // � ��
POMtiR EA9uAtM7�. S ryte�.� �j'^`-"'- 'L__.
%�� ' �n \REF Ntl_B/tlO�On�r� y,��ei�e� � \\ \ ��// ��m x $
'r�p�°o-aia .�9s.. ��, ,/� � � �� J I �
�� I '4TR / I � q
� ` ~� � r ( y � � � � \
��'���p� 7 � 4 p� ti�, � �V __ MK f)
I �
������ � �� /jj Y ���� b �'�,,.. I I�I I � I - , A otl
�
�---- � �`�� � � ^t� I n� I � I� r� m���;_
�� �m ,�� ' t� N � � � Zz_..�
/� �-�
1 N l� Z
/ �, \ // 4�j � �yr D�4 � � I �� � � o g
; ,� �_� � � . �► D N � � � � ��-�
�.�. .���.a�.: .�.���,,.�„ �
�_._ 9lMll[�.7��T iRANFM134q1 p � UNC lASkMENf � >�' 1 P KIN4 �
flECtMD�NC NO.'L.1084598,J/0�960, � AND 7210.YK�I18 P �n N � E FROPOaEP ASE RCEL � �
��n � '�Nf39'2Ei 1'^� � I —�'— m � � z .��' '�' � _..
�,: / _ _T r ; � � D � � P� �N
I =
: ;� �. _ __ .-- - � �
// --�z-�,rur------- , - � a�aar"_--- � I ,
I '�' xe nrt<�w.�xvrz�se[o�_N69' ��6'� _ _. �c y �, + � r
16'N%lk PpNLR USFMENi 'A� p �� p q';P H A L T ! .,�I I � ^Y 'm f�,°J
� HCG NP.BIOB100371� _ _ +�
�� _ �, r ` L �`—'� �
�f ,s.,�.:.� _— �,. _ r� �
�ro,�,,._ .*��?p� �, _ � _ ,
��" � ��,
A � I , x� �,` ^`� � p _ .�� n PM BT ._ _
a +��p'` ��",w+�d
~�n � 1
\ F� \ `!� 1� I � _ .�'" /���� w�� � T U,d��, �R P NC' � ? vStA �
¢ pa
�U. .4' �
�P � q" d}' _� ~\� �>S' � �;�
�.
/ r �' �}p� ^D' / m �� PARTIAL RE EA ��- --
�~ = e ' � q �J. �� EXHIBIT ' � NO ^
u F � � RFCOR01 G ti
� � ` 30�� _ ' p r-- �A�� � �� R h4f��",yib 0.861226 84 uu.5 I� P KWc �
s f���t ��9eH H �
� �'\ � �0 �`' � N I ITI p p� 1` •Q��r�� �' ` � N�l An �st ���fffs���''' r�x
a e. z pi]` .� n r p I �
�y, � � ��`4�.� �� �` T� I (.3 � �¢5
'k'r k _ F I I J '� POWF. EAS EN - �('J iF!: I
2 R[C.N.p70 W 7d x
..i�� \� ki P aFr. __"0 'Q io-siar ._..� _ _
//� �
M/ P IN.- \
6�� ;,, _ +�p�m S � P IMC $1_..
�" � � v v - - ._�1
o �°i,., +�
18 u` �Y -9'-"'"=-�- - - 5 ..__ .
� 'o. � ., � ro a ��. P� � _._..� _w ^^.__,ernu�wsa_
4 \ � 19 TVP.
�pf � J�� \ �� ' N "'"�Q' ^WAikR INE�FA�N��AX iqY��FpEe N0.BE7��N�E.SL VM
y9 S .,._._..�'4 1�. .. _._ � '
�nr�'U � °p,�2s r- ro
'� �Py,•� .__.._ ` ..� r w — ' _'-
',�^ � � �_
� *'-i-r
� 'LA �"�' � � �, � N � 200109C7 9� �. _ � • � ^�
f 'p.�' P� � ' � �'i� �d uacrcn � - -9 �I SL-1.� 1
� � ^ / TEO 8
�� � FFlkl N �
1
PNM]NG �
f� �� ~�F ` �.�e'4 nrtrxccn�T � v - -a
�!'� ��q����-='� �'�' '"�, I � g � x B k �
Aj�G� iWj,�Lj�,p� \ \ � N [����.�j � ����I "__ � � �
'I's � ` 5 m'CSj�. 4
� � �` �
r
�; xra : \ ` ��phl 4 y � I ����' F .., ^ p �
y, � Y
o r.
�
�`��Q . f �+\ \ a� � ��� � � n. � a s
°' P''�J ��� 'o'� �\y\, k �"� \ � 'rd °b �' I ' �\ I `'`muu'�� �'
'A o� 4 � -i
�\ ! � '� \ R11'M10E AICR L�NE LANDSCAPINO �)
�yv' O �i [N1 IIECpqdNG y
\�$f" ' 1. o' /� a '� N0. �,7(1. 9(^n�,���Ayf,1S IS'V��TER � ;U
�\ �Y'° � { _\ ' �,_..�-� 1..._ U. „N±Ek NE � �i
��C�� �\�-�" ` ''�y., �. � r � '
� w�
�.p �� l(U0�11U Nf�
� �����i=. � � g�C��F O`Rf a ,� cnriarn "'a---- -
L� 1� p � � �, �.�
y3'��sa �tti�� t / ` g F)� 'r )4 ��N 4 : --1R M� WA Nlt..�A�All71T ���
� .b'PP�S � �, 4 e I � rnmr6 ftt'rw.aufeoe W J
y I y���i�� � _ i.w�.rz"�.__....._..._._._. 9
2 0 � ��A2� wi `Ur•�"p�Il. � ° • __. ,�- ..�• �. -
•� (� � `fi P'`3 .. . _ ewn�..
�' � �' a'•' ���ktl� ^\»_...
�j � _ � .
�� u�� - - ��,� '1,�°� -----�-- tt� � �o,�� -- - - -- _ � _ I
�. Y � E FA6E T..��ITFlR[N�6�E tEW C �Bf _____ p —�1
� --- _.� _ ta�i�w a • !• '� � '�.� �
�`! Y
� '� 'r 1'ID"LMp.71
.i I 4 �~ � - ar�`'�,rr°j��bi T='��. - ~~ '- _. ° � /
�n� � yS lM�� '�.
� \ I I � __.__ �t i - ,jpV` i
��� � flEG�N.8�y�F/�54FNT ^� �q�F����_yy� G
8� �Y�rrvn- 1��,Ap�ny �� . �Y �AU.6 ��P9���'a� B \
Ai � ��
�---,��---_ �- ; .��- ��� ��y �
� _.._. _ � �'�igy� / � � ��� ' �
��., ,��
DESICNm BY.• CHECKED BY.•
DRAWN BY.• APPROVfD BY.�
LAST EDIT.• PLOT OA1E: OD a FIGURE 3.1 ������_�
� DATE Br R�, RENSION CKD PRE-DEVELOPED SITE MAP
(M01/p-M00
��-��
�� WA911NQTqN '�°tl1"�
SCALE: PROJECT N0. DRAWING FILE NAME: �''�"'�� '����
1"�60' 32272—mtnvJll — redev
— — �
� •
ry�`��
��'��
��,....a.����.
�,�,,,,��,�--""",,...�`°.
� � �~5 _�==
� �==_ :
/ �p °\ =�� ' '�
`1�r��:rw°oe.
� � ����
_-= i
.r --�f�_ - _
--�'c�=�sl�,'{_J{� � _ ...
�� �;��:�
� � �
-ea��r I I
— II
! ' �� �
I � , '
� �
� �
N
II � g �
� $� �}.h.�}
�� o
� --
' I. �
� . _
� � �
�
- -------- - -
____ � M � � �
, w� m
6
�. �.�.,. �� �'
+ � � �
,
_�
i -�
� �
I
� � �
,
I �ti��w�
� �" ow' 8
1 J •
SS`�?
2�6 9�3,
�—"-" '�4' F
r�
� A
V�
— � / 'aom
\� P =-- ' `, �� � ��itrn
r
Y�
MGRC!
S1 8 �
'"_ _ \ �
O�
� �
�
� ' N -
$� �� - -
�
$ � J
V
_..�_=.-4'ti�
DE9CNED BY.• CNEpCED BY:
DRAMN BY.• APPR04ED BY:
LAST EDIT.• PLOT DA/E: � FIGURE 3.2 ��u��p,,,�„�_�
� °^� By � R�^�°� �� DEVELOPED SITE MAP
���
RETITOW WA9NNQ1qN '�'�"�
SCALE: PROJECT N0. DRAWING FILE NAME: �'' �' '�' '�"'�'�"W"�'
1"�60' 32272-RNTNVILLG-DEV
�n dinding � Te �,c�ti sFwFR . �y �, _� _ : . �� 1� � � � ` _ �
o� 5 \ ,� � r �
�,� \ :� '� .
BSP-026-9 . `=�►, `� . ,s� � cF - ` ..., i
_. ' �fi/1� ' � ' S ' ' N � \ � � \
� '- I �� � 'l� � � I � \\� ro,,� N I j� F,p. � .
I � I � �� ' �\ �� \°� ` /� -i � \ 'I
p � q j R �< ' N � 4iVs, � 9j.,, � ��'' - � ��`, . • • � � \
�, _�T � '�/s °� � . ��,q� • o ao
- -LI -- I . � s'/O D'I'*'�� ' . �� fG,,° `` . . S � � �.
�ri �D 3� i• �'! �
I � z' -o" � 1' . s ? • , /
' I .S �T A. L L � S � � n �� m I / o m z � .. � , g . Ss,/ . \ , � ,
. , ,r o �� g -n �Y�c•.� �_ � , 5 $ . S . p \ m
� • � z � ;_ ��. � � �DID"' ,°� o�s " �O tid d �
, . I ' m -+ � z x a7 fTl . . 1 , _ , � , \ ,
� ' , <y � . �, o �� � � Ut r -C � i i��5 . . L�' � ` WV �
\S,� �, CO 0 o a � Z� � � ,z�(n r b �, ' �otic' .� \� '�d�"�� � --....
, ` '_�
C o - .
�N - . � a n � � �°i o m 'v'+N�"�z�cn � �/'r i -c� �9" V�fata�r Ltne f ��.o
�� cn m -- =o � � r'm r^� m v,l�ll �7� , ��- - - -' '0 -�- --�=--� �.-_
/ _ <r ro ;t i�1� --. ,n, ' �< . _ <
. ��. I J -J c� �-.�« � I �' ���'R1�m . z^�a � �'� � ` -n
� ' ' N c� --- o `° '« �' h •I�-� � �2�I � I M� - .� ���.� r Q�a►y� �
R, K G � I I �� _ � . �F � o - ' ,-z�8 -
A Q> 'A -� �y v f*1 D-''1 '� ,o��� I � �o' \��� I 0' W i d e •
. . I • I '_, 00 � o �� � i�v� ,-sD � .o. ' m� yc��,� '� ��` ,Sanliary Sewer b�• ���y
sf� No TE ��Z�. � { . � I '"� � � `�t. • ''e E6semenf - Audltor's .
Flle No. 6631Bo4, O �
�0^t R�cordlnq NNu.� � 87081003?5_. _ _ t ` i � ;� _� -� s� ��'PB- (SEf HoTF 71�, _.��_�� �
U/G TE EPH�N�- I �� I � . �"�'._7 i i � ❑ - � \ u
' t �i. ��-,�,�o ;�--+-J---�- - • - •I , ` � • • _ / � //%.�
� ; �, � �- � � . � � ^ � o �, I I � I- -�,,�;.�,�'�o r �7`� � __� _ � -.//�/ , !�
, � I . . .
' • � . o m �_�• � . . . �''9�0�'�' � z'�y� i o� --n � rnN • - No arkinq� +� o�
� �� o � . . , �,� .wd�: �, � �m O' N N a' w . . . a�a ra� ��S .
q S R H A L T Z`T',� � • , ^ . `�,�b���� .��o° �o`Oa� ��r � $' r' � C�o •. _ �\ eg� O\°� 0
�r^ o y • . . e���'�� �� c,,U� oa'. '�S1 ., cn � e �• -,} _ . . 7`• � 0'0 \
. - . � o . : ' • �t M� � � 1' o: " � �•� �''�
� m o �p� n
I . � � ,� r ' • "� ,� p• .a N � ' I I• �a����R���o'F I �U~, .I o�\-�YI 3I, - 'SE' ER M P II "II. ( p P'. A R
S T 'A C � ST6RM r' P A R •N �' �$ A L L o , ��f J •S I A�I L L
. r- Q 5EWE w I � � . ' .
, � � I I . ,:, �
C� �2" ST��t<P ' —r- r CB _ _ � S G R ,� r, I2"�STU SE
m � . (,� ` f� i� STOi�M s�tnrkR -p,X�
�' ,, 5 E�� �-___�_.� m, � �`���N � �n .�.F-�—��— � r
�y �. � S�.tlER ' _ ._
� �, �,m, . ? oncrets YJalk ` � ona.�Wnik � _ ,
• - cB—N-B 9'�`6'26" E _ �, - 0 y.07� E;Ew� N � onc- ur
- �. ... — � ' �
ROAD4��AY EASEMENT R�. NO 90051E1048 ' °J �' �� • `"� ' �,' 3 �n�� ° . _ ° G P �i
. . , �-��' - � � . a
� . r -.__._._� � . _ _ . .
_w . e,,,,sNotoc_.,.uno iqpprox.._..�.Loa411o�1:� ��� . � -'w—' ;;"�j� I NT' A �` � � '} �.o . � �ONCRETE .
p (SfE NOTE 16) ` ,�y H ' f� �NT .8"� , � ' �
WA7ER LINE EAoEM'ENT REC. N0.- � ° ' . .
� ^ -. _._. _ 9 0 0 5 i 5 0 9 6 3 , . . �n�-- -. - �s- - �Qi � ❑r°_"o�_ y. _� - -- - �' .
._. f- a r
.p.._� '�" � p _ M1 , 1� 'Sl
� . ..-... O v.J GR ' � �^ � .U �'� -U. � � � �
.a � ,'�,� • 3 . WALK , . I� s r �• a � / � r'�
C4NCRET� : �` � �, � , � '�' � ,� y " �� z� -�j � d ��
- "-,� �°`Iti�,o �• . CONCRETE '�� �r ,r°i ° ri, , Z� �- % r�5 . � �t
EY� RFt�r._.._ _ -__ — 91.9L ��' �o --. 1. .4 � RAMP � s o M r ° ;�od i Ql `v0\
------- . � "` �
� � om
' .o a, i �W pVC t�'3' � . i�v'°m i
'�.3w '� /�a� B A L C 0 N Y ,' '°� � / w 93 a��+ o;_ � . �,� 0
..� j � o.. c o 3 � '`F., � �
� ._._., — � `� _ _...� � .• Water Toy ❑l7�- WV v' � cr�' �'� i
� - ��v��� Fire S�rinkle[ ! �y` yyv I a �'}' w�, aniy g��\\
o, O � �� 4" Uome.ilt , . ��i.� r
v � _ _ ���� /•- - - -- - - .- _ - - -Waiei _ , w -I _ � �o�QO
_ c__� � - — -- -- �� a - - :� EXH I B I T "D." ►� (�-!.: °7 � � \,�
� . a`� /� / REC. NOS. 8011070384, °p 2.. ` �= �,� !, � � '� ' � �
y / 8011070388 a s6123l18aQ v 40.��dtlon ��a � � -'.% �/ /Gt - , S
� �" _ ' --ISEE NOTE 101 --- . . .
i • <
oF 30� wIDE ROADWAY EASEMENT tir,cv � y � � . �
RELEASE — y `° Vcult � ' , �p\ �
5
IG' REC. N0. 9005161048 (SEE HOTE 10) �
� EXHI ���� � - -� - - - - - - - - - - - - - - - - - p ``��--��'"�. � J � , � �Z\9��o��c
----- _ _ _ - - - -� -� �__� �. v . � ; , 008�\�g��
W�tc� � r-�rs��mcnt Relealse � Rec:,rdin 900515 9 a � a , - /� .' D . , •
� �--�---� 74 � ' • • �
. �p'�
6 Z �
� � �� 1 ` '� Stl9 '� _ -. - N ( ,( •, ,���� �
� tJ�
' � �,� � s.o �N� , � � . ..,_ o�J��d
\ . _ mnD �� o ii / .T -ro � ' •_ \
m m� ,�- ' -
� °'c �'�� �� � � z � (� .
�oDo� RENT 0N � � � A . ,� ... - . ' ro
r.�. �*O m � / �y
cn 1��17D� Cl °� r , � c� m �! .' , _��aJ� D ��n
frl ��p � rri � ` �
N� � � • � r
OODDAv p , . 0�
--�N r z m T H E A T R E � 4 �, . 'Q=--
n
u, � � m� D A
m`►�--�m P
q> . z, " -�n - -�
°�oz'.DouDi U' . a'.' Z �� . �- - - --
-- .0 , � �
. .
�'�,3 � D = �� r N.
• ' • -_--__
O�-Z-,1 8 S C C� E E N S W� � �, � ,/ 7 �r � � .� - r
3 •�� - /
=�� FLOOD ZONE X ��'�5 • / ' � , � -'
OD T D.A--+ -- - ` .
�z � c���» - —. ' . - � � �
N� �l ) I � � (3,294 SQ.F I .+ � �SEE GENERAL NOTE 91 oSr . .V O � : � _
� �� � • a'
�
m City of Renton 8indin� Site ro 3a; �� .�� . -�' -'1 0 � - , . . , ,
PLAN �!O. BSP- 0�6-90 ° � � . ' .� k � ' �-�- CONG CURB
� ro
�,
� � o• y5 a � I � � , (� Planier `
� X �
'N � / ,�'�� COnar�ta � . - 7, — .
/ � d � • . . , . - - -
39.0 w d w - 39�� �� .. � -.��oo�'�oa;��-°a . �`� - �
--J ,a• . _ � • . , a , , •d, CONCf2E.7E: - - �. • WALK " � ' �9o�o�oti�d� - n cn � � � � - , .
� f SEE NClTE ll) • . o,� • �a L�,o°,�i'��' ; o�o w. � . . ,p .
- ' � : • � . ,���'- _�_' Power Easoment � . , ��� od�i� ��.��,, j. . . ,..� .��� m , �owE�i
� A U/G pp�;E �-- Rocordlnq No. �3M � .�- bvE� • .
,` HEAD p A F
� �.r"_ ,'�i � E � E N ,T , AProx. Loc.IR . 874f3100374. . . . ,. . � � . 9
��., , . , . . . . . �����:� , ---- �-�- o
, s I FUWE11 �NPP ' ., ao_
;OVERHE4D I � I.� I I ' , �g,(Y�Gj•�'i��p CONCRETE
i . , c� Llau"' p
� �t K � I N � � 12t' CONCRETE STORM ISEWER � I .1 I � \ / C .O�er�ead Power Llne i�� �j
�� s , I �, �-�----�= . I. f � � _I � . � . . . � �. D 1�����c $ a� _
o��s �.�-,y /� o Spalls „p w
ONCF2E7E CURB SP �.,,�¢}' ,x �(bg�Duarry POWER
�uarr ����
� �'c�'��O°�.�80�����°�c, � ����� " � )1 FIEAD
,{�o r.
LIN�� �,C� � (
,�-.- OVF.RHEAO G
� -� 3z���������8&`�,�� � N 8 9' 4 9' 0 9" W t
���������������� �
44.72 �
�� �0�. 790921�7�:1 & 5686245 � 23� �`��� �
---►�----
W �)V�hHFAD G3 I.�6 _ _' rj ��
�-_ g2,p 6 �Gu,;QE�_
• v��P r, _.
P�WFR nvrauFen POWER `�,_.. � , _ � `/�' � �� /��A/
1AI,.,,.J , ��J� �
�Y
� ' � � � T-'� _ _ � � - � � • � _
's :�"'C\ �--. � �, (i, 1 . `-._ �` . . -- -�, � � .L " D � �G■ . !
` �� �." ' % �t� �f � v m m�X � Li_ uPO�ly'T Y ' ` J - — - =- -. - =- L ._ _ .�= " � . _ � _ _ _ � i - � �
f Z n �
• ``' � to[m � � � �10 � z°'o= � � '` .��G.. . CONCRETE . : � c� " . .D. � � a ` _ �R �' �❑m . ❑�-�o- 'c _. _
a" s ec \ �' % -^m p 7� w G� o^'tn m 1 . � y r d � • 3 `�'� . 'x I .� „
\o SeW�i s, r .n4-92'�Sof � {.n '= • �c v m�°°'� 'o❑ . \ �1 � �C��`r, R MF , Sab,\Jc '�'' . WAL:K . . � i. ' � � '
L U' �. � � �9 a tn 3 p � �, m� - c- � \' , BENCH _ PL o .9v . '` ,a y . � m r .a �,
3 p �7P o �.. -'• �f ,�?� � cn O oo-o v� ,Cj '�-� � . --- ,b ' • CONCRETE � � �� T
� � a N� �022 � pp - -_ � m 97.9 0
p ^ ` mo� i^ ���G��C �,� � " Q m " . �O �� \� 9.3� � / �/ Q M L C � N' ---. �.� � RAMP . � r� � ^ e
.., e . `..p;9N � G� p � W .�� � � y� 'II ) Y � IC3� � (y Zw , a• • �
' �' e •� �in��o�i s - i • m m D � _ \ , / �_ � 4/ "' - o
_ a � cm �� � d � O ,o�u,tnc^y �' c O A �,"-i � � � • r., — — .0�'0� _� / —I ,/ 9.3. : Pa It �3• c �'` �
, o` �� � _ � ��or C� N � 'Z ' �z� m g , � r! D � v - � _ � o�'// /`-- '_- ,� ,. 4yater Ta� o�_ . o.
m p •� ��f� p� m w � o� r z n � s v / � � �. � ' O-'. ` •• �.
-� y b � St1LNN��! �' r� o_�_�z m 't), �- � m �f _ '�. - - - - - �'�o� � Ffre S Inliiet � ��0-wV wv � ,� �/
�l o � y �n�Z1cZ3,N 1 � Cn�om � ��m Se �i � C�� 5 - - .-� - - - - - - - - - - q., Domes�lc �L ( � �
y v . 6+e � ��1SSR�N9 '�Gr4 � �„-',aD N \� y � �°r � �� � EXHIBIi' 'D:' . ti Wale� - _� �_ �
-• ' � '\ W�n - 9�� �fi � � _ , o �„y -L� � 'FQ U ti REC. NOS. 80 i 1070384, � �
�P t^� . o • W y�3 � � f� • -40.8 . ., / 801t070388 8 86123l188D v irrl tlon ����• �
. - � ' o�� � 1 N a :• � � wz � - _ ' , ftELEASE � OF � 19EE NOTE IDl 4p.� /,F<3" � � "
� L� �` �'� O �' � � -- _ . 30' W IDE ROADWAY EASEMENT � // //
, •1.. � ' � y� o � _ cn J � � � ti Dcv ! -
�;• � • q 'Q .. .�J o 'o ° � ,iM .� � < o -- - __ _ EXHI _ _D'� _ _ _� 10�r REC._N0. 900516t048 (SEENaTF �
—r�. \ �� _1� � V`u��� Ur . _ �� '
� . . _ . •o � / �.���3yd p�, - i _� - - - - - - . _ ol ,�
�
•• x�c i�uC'> >p�`iO �L a 3N'� /.li� �'i, °�' ,� W6ti?! a �c;��:n;nt Releo �e Re��rd�n�; � - - - - - - p - - _ _ J
. ��uo�� ./ j � . O �w �, I-' I No. 900515096 , • -�-- � t• a
g � ,r � •C — � l2 3 / �—J �, o � 0 � ..
- ..: • - - - - n
:... :-. .. ... .. .. ....... :�. ' - � ,;.. /
�. .:.a. . � ��
a... .:.. :::::. ^`':,..�.�c � - .s_ . - .
- - •-------- .,..._.... - _::._.._ ..pNCRE.TE:_�:::._.:::;W
�_ -:._.__ . . -- � ,'q-l.�K _ • _ _ _ /� - 2 -
O .
D �. . .
�° , �. � / . - .�, . .. ...�_ . _ . , . _ _- / .��� � S.0 3�1"� sv� %' � _ ' cn (
�- ' v �?ID �zr-�,- l � � ��� ' •
o .; � moaoo �.::_.. ' _ -
�� 3 r' R E N T 0 N . � -- .-� -- z� -' � �
,A ' q , '` � . � ' � Q'F—Tables� Z . � n �o z��y� � C � N���_'- --...(�--C �z� mn Z z� , � �
D
, �9 . ��ta� . • _ . , O � �N � Q � ".� V(1. --1 N D Z Pl � O �v�O r �� � P�i� I � �
o� � `r�D- c� m -!
�',s �� . ' LE' �oy G' o m O t' o ' : � � / �o rD=' T H E A T R E � � o r? b m �: _ ', � z•G.
' �q� ti � . , �y�`'qa ��pF, 'Q m c�Z 4 -- .• g �� <-�m m�m . a� � °' D ' ` -
•� T�. '9 mm O U .• X � •<� m �v� ;��,3 U,D a v� �, �1 � ��.
/J� , �� . • . • �O Z � �J o, c � n p� D'�z � y . • � '*�� D -
i� �I��, j� , � . s �� '� �,- � C�� O m . n?• ? D-.� .
� �y . . ,Y a o "F" D � m�� �� �� 8 S C � E E N S , `°� . � . —��m
S �QO/ ' "l� ' r � O� E / . m OD WZ . / (� r , .I ,= �� ,� r
� T` ' '� TjT-;�O
. , p�°�r,, � D •.y, �a� ' v�i� t I FLOOD ZONE X � -�o:i� ' � iii/�r- '
• • . - � / �'nrn�nm�- Q��• a u�,,� H / / � • fks�� � 1� � �3,294 S(�.FT..t !. �SEE GENERAL NOTE 9) . D�-' I l ' � � �
� a Cc�c. Rf zZDDo �oO •L ivZm 35.3 r -12r .v, _
. ,� b , _` ,
, . . � . �' . , °� .,z�y��mo �F,� � `°° ; � .� "' C i ty of Renfion 8indin� S 1 te 3s.3 � - z: � .
z� � �,.
`''�F,. `_� �y • � • � � ,�� � ��am��� . � �• � � :� � '�°' � o " �w � PLAN �NO. BSP- 026-90 ti o ��; �� ; . _�,. ,,� � I .
F .. �. . o m-� � , . � '4 +_ � � _ � , �. _ �,. .
n _ 1` z
s�, ` ' , �F orm'�v � • o' '° ;�� "' o f�• . , � x N' � ,
�o. om ,a o � a �
�'' � - � � r��. �� ,�, . _ , - io� � w ��' / � � oLs . ., � � I �� D. �
�. sF�� .� : . : - •_'�,i•tn. \� � , , . , �. 39.0 �„ a �� Concrete � / 3 - � .
� �.A . P A C,� , 4 . ' , ,- � . _ _ o.. _ _ � i "' 3s.o z
r ' • � K � N 1- , � ' . _ ' S � . • • ' - . . . . . ' � - , . ° . . _ •a• CONCRETE _ - � a� _ W . -�/ob�,� ��oa �, .' _
. !• ( F P • . . • � . ' � ALK ' � yo. p� M . m
� ' G �ZF. � . . �SFF�O p� M , � • lSEf NOTf fl l . . . go6 o�a��� . �
.� • s•. 's f � . �ENE,q Z�NLc A 5 � • -r�� Ui— _ Power �flsamont � , " �t.'�j ' ,,��aoo`�►'�� n�, " �� � -
con�c ' I T a . , , q� No AH L �. A S E M E � i , rQP r p��'t'f �` ReCOrdIR �►o. ' ,�� • d�ro .,��nLw y�� ' ' o�o w � . , .
RETE cuRg ' ' • � I .0 S' . lf g� �. , •- ' P ox' Loc.1R•- 8708fOd374. �3M° :°� g •/ ' , 1:�.�g a' .
' CONCRETE ? � � / . . •• . . . ' ' . .. , • •
� p o��L��(6-"�W���C(,�p� �u�rry . .. . I -. ! . � . fOVERHEaD I ' I- � • � •: � PCiWER • . , , , LiNES ; • / OVERHEAD
00� � p � � p I.-A I R K •� I �� - � 'I • ; -'I � . 'NPP m
�O�Q `� G I 12j' CONCRETE STORlri ,' I � o�
��� QQ ��B .f s Tj A L�L S . I SEWER'� � @ ` /�
3Wl DRAIN Pa!!s �`c � g�►�'�� �JO_
/y � ° °o �R 1rVqCE � � �� - I. : � • , .
�� r� ' CONCRETE I .� _ • � - ���d Pa�iir o
/� � �d$ o�� � a�Q(�-�rt • o ¢ -cuRe o��s � q 1�G� c��$ � rS.7'f3�i�
^ .�,^..__ �jp� y o�
� ��_ � �� 22 IDuarry � �_°.S�� � � /_�Z�����X}c�'�j��,,�i�������'?��n(�`.QpoQ�obp ��uar�y � � Sp � �g��o varry c' �Spalls
�
,G� . Q�ig Palls _ _ � SC�'fi�o� �� ��o��� � �,�� a - - —
� ,� ' - oo�Qo_�;1.��`��,'�c�� �vE R ��NE� '.^<,-^ � OVERHEAD
� ,� �\ .39 � <<��x�- c g�$.��`�-�5�,3 �&���%�'€ �
�s m � ' ��� � RECORD`ING NOS. ?�05� 107�: i & 5686245 � � �
4g�O ��, f�:5o �� - - N 89'S4'45., W\ . �VE�rI-lEq� N 8`9' 49' 09" W I
s9 �a ���� o /_ � � � 231.IF -- S 83' 23' Q9,, � 44.72 �
�' � ,SS �� ! ` POwFR .v�P
��O S�s�Tq`�� `$'r � �4 �O CHA1N LINK :FENCE OVFRHEAD POWER Wood llgh ? , 82.06
� 4s �F qTE� l` -
,�� e��8�4oyN��yw l�' STATE � - RDIN(� �10. 8708l40475
' F2EC0._
-� 4>s TON r_Nn � _ . OF W�ASHtNGT01V - -- - _ _.
3.0 OFF-SITE ANALYSIS
3.1 Upstream Drainage Analysis
The upstream basin to the Renton Village Site is not well defined. City of Renton maps
were not able to clearly delineate tributary basins. It appears there is runoff from a
portion of South Grady Way to the north, and possible runoff from existing asphalt
parking to the west of the site. There also appears to be off-site flow from adjacent
asphalt parking to the east as well. This upstream runoff is routed through a 12-inch
bypass pipe which later becc,mes an 18-inch pipe through the middle of the Renton
Village site and flows to the south and connects to an existing catch basin in the adjacent
property. Figure 3.1 —Existing Conditions, Figure 6—Downstream Map and Figure 5—
USGS Topographic Map.
3.2 Downstream Drainage Analysis
A Level 1 downstream analysis was performed for this site. Existing ALTA survey maps
were analyzed and a field inspection was performed to verify the downstream
conveyance system. (See Figure 6). The downstream analysis began approximately 30
feet to the south of the site property line, where the 18-inch on-site bypass pipe connects
to an existing manhole. In addition to the 18-inch bypass pipe inlet, two 8-inch pipe
inlets, a 15-inch pipe inlet, and an 18-inch outlet pipe tie into the manhole.
The stormwater continues to flow south in a 100-foot long, 18-inch diameter pipe until
reaching another manhole. The pipe then becomes a 24-inch for 15 feet and reaches
another manhole before flowing 45 feet east in a 36-inch pipe. The pipe flows south for
220 feet before reaching an oiUwater separator. From the oiUwater separator, the 36-inch
pipe continues south for an additional 60 feet before discharging into an existing ditch.
The stormwater then flows 460 feet in a drainage ditch before entering a 48-inch concrete
culvert which continues west to the I-405 interchange.
No major capacity or erosion problems were evident during the investigation. However,
the City of Renton stormwater department has observed capacity problems and flooding
on the Renton Village site
W&N Pacific,Inc. TIR Rexton D?llaxe—RV.9 Larad LLC
IlSeattlellDatalProjectslRVA Land LLCLi2272 Renton VrUagel�celWorr[ltrr body 9-2�OS.doc august 11,2005
4
4.0 RETENTION/DETENTION ANALYSIS AND DESIGN
4.1 Existing Site Hydrology
The site currently consists of three lots: C2, C3, and C4. To the east of the site exists a
retail building, a McDonald's restaurant, and a Thriftway store. South Grady Way
bounds the site to the north and provides access to the site. Lake Street bounds the site to
the west. To the south is an e�cisting asphalt parking and a Cinema. The site is
undeveloped with mounds of soil and exposed dirt cover, with small amounts of
landscaping and asphalt impervious areas. Soils on the site consist primarily of Urban
Land (Ur) which is fill soil. See the Geotechnical Report found in Section 6 for more
information on site soils. See Figure 4 for the Soil Survey Map.
A portion of the site to the northwest lies within the FEMA 100-year floodplain. It is
reported by the City of Renton that there is existing flooding on the Renton Village
property due to the presence of the FEMA 100-year floodplain and insufficient
conveyance capacity in existing storm systems on the Renton Village Shopping center
area.
The existing site consists of one main drainage basin (See Figure 3.1, Existing
' Conditions Map). The total site area is approximately 4.57 acres. The specific basin
delineation is found later in this Section.
4.2 Developed Site Hydrology
The proposed development will include a total of four buildings with associated drive
aisles, parking and landscape. These buildings consist of a Wells Fargo bank, an
Applebee's restaurant, a Discount Tire store, and an unknown retail store to be named
later. The existing stormwater bypass system which runs through the site will be
replaced by a new layout which will flow around the western perimeter of the site, with
another line wrapping around the southeast corner of the site.
All drainage facilities and water quality treatment facilities were designed to a complete
build-out condition, and designed per the 1990 KCSWDM. The proposed development
w111 consist of asphalt parking, drive aisles, buildings, and landscaping throughout the
entire site. (See Figure 3.2, Developed Conditions Map).
4.3 Hydrologic Analysis
The hydrologic analysis was performed using WaterWorks software. Soils in the area are
mapped as Urban Land (Ur) based on the SCS classification system as shown in the King
County Soils Map (see Figure 3). The assumed soil conditions for this site are assumed
to be Hydrologic Soil Group Type "C" soils. The associated curve numbers are found in
this section.
W&cH Pacrfrc,Inc. TIR Ren[on Village—RGA Land LLC
ILSeaalellDatalProjeclslRVA Land LLCli22i2 Renton Vilfagel�celWordltir body 9-26-0S.doc August Il,2005
5
4.0 RETENTION/DETENTION ANALYSIS AND DESIGN
The above analysis was used for detention and water quality sizing. The standard
Rational Method was used for conveyance sizing, since the drainage basin is less than 2�
acres in size.
4.4 Retention/Detention System
The design storm for all hydrograph analyses is a 24-hour duration, standard SBUH Type
lA rainfall distribution resolved to 10-minute time intervals. Stormshed software was
used in the hydrologic analysis of this project.
The detention vaults and associated control structures were sized using the follo���ing
criteria:
Inflow Hydrograph Release Rate
2-year/24-hour developed flow 2-year/24-hour existing flo���
10-year/24-hour developed flow 10-yr/24-hour existing flow
100-year/24-hour developed flow 100-yr/24-hour existing flo���
Based on soils information, the stormwater detention analysis uses hydrologic group `'C"
soils for the existing and proposed conditions. The existing and developed curve
numbers were selected from the SCS methodology and are listed next to the
correspondin<� land condition. The SCS Curve ��amber ehart is included ii� the
Appendix.
The drainage basin is 4.�7 acres in size. The eYisting basin consists of both gravel
parking and an asphalt section currentlz� used for parkin�. Basin information for existin��
and developed conditions is found belo�
Existing Condition Area(acres) ��`
Gravel Pazking 1.89 89
Asphalt 2.19 98
Landscape 0.49 86
Developed Condition Area(acres) CN
Landscape 0.74 86
Asphalt 3.83 98
The pre-developed peak rates for the tazget storms are:
2-year: 1.33 cfs
10-year: 2.25 cfs
W&H Pacirc.Inc. TIR Renton Village—RVA Land LLC
IlSeattlellDatalProjectslRVA LaraiLLC132272 Ren�on Y1lfogelO�celWordltir bady 9-2�OS.doc August I1,1�05
6
--�
4.0 RETENTION/DETENTION ANALYSIS AND DESIGN �
100-year: 3.28 cfs
The developed flow rates are:
2-yeaz: 1.73 cfs
10-year: 2.69 cfs
100-year: 3.75 cfs
A detention vault and a three orifice control structure are proposed for runoff control.
The vault discharges are as follows:
2-year out: 1.33 cfs Orifice 1 Dia. = 5.79 in.
10-year out: 2.25 cfs Orifice 2 Dia. =4.17 in. El. =2.15 ft.
100-year out: 3.28 cfs Orifice 3 Dia. = 4.20 in. El. =3.50 ft.
Live Storage Depth = 5.23 ft.
Per the 1990 KCSWDM, a 30%conection factor is required to be applied to the 100-year
storage volume. The Stormshed detention output and control structure information are
included in this section of the report.
Active storage volume required(pre correction factor) _> 2470 cf
Active storage volume provided(post correction factor) _> 3211 cf
Compensatorv Stora�e
The site lies within the FEMA 100-year floodplain. Since areas within this floodplain
will be filled to meet building requirements, additional capacity will be provided for on-
site compensatory storage. This storage is required for all areas of the FEMA 100-year
floodplain which are filled in the developed condition. Earthwork Services Inc.
performed the flood storage capacity analysis on August 4, 2005. The output is found in
this section of the report. They determined the following:
Existing flood storage capacity of the site => 1,832 cubic yards
Developed flood storage capacity of the site => 912 cubic yards
Therefore, the amount of on-site compensatory storage required is 1,832 cy - 912 cy =
920 cubic yards, or 24,840 cubic feet, of storage.
After adding the required detention volume to the required on-site compensatory storage,
the total on-site storage required is 3211 cf+24,840 cf=,28,051 cubic feet. '�
Storage is provided by means of a detention vault and conveyance pipe throughout the
site. The detention vault measures 40 feet by 135 feet with a live depth of 5.23 feet. This
W'&H Pacirc.Irrc. TIR Renton Gillage-R�A Land LLC
1LSeatrlellDatalProjeclslRV.9 Larrd LLC1322;2 Renton 6'?llagelOfficel4f'ordltir bady 9-26-OS.doc .�li���st 11.?00�
7
. . 1
4.0 RETENTION /DETENTION ANALYSIS AND DESIGN
results in storage of 28,242 cubic feet after the reduction for the middle wall in the vault. I�
Conveyance pipe on the site which will be surcharged during extreme events accounts for I
an additional 1,080 cubic feet of on-site compensatory storage.
Total on-site storage required=>28,051 cf
Total on-site storage provided=>28,242 cf OK
Water Qualitv Analvsis
Since the proposed project contains more than 1 acre of new impervious surface subject
to vehicular use, water quality is required. A concrete detention/wetvault is proposed to
meet this requirement due to site constraints preventing use of a wetpond. The wetvault
was sized per the 1990 KCSWDM. The water quality basin is as follows:
Water Qualitv Basin: B-WQ (4.57 ac totaQ
Landscape 0.74 ac CN=86
Impervious 3.83 ac CN=98
The total precipitation used was 1/3 of the 2-year, 24-hour total precipitation. The
StormShed input and output are included in this section. The resulting water flow and
associated volume are as follows:
Water Quality Flow=> 0.34 cfs
Water Quality Volume Required =>5,742 cf
Water Quality Volume Provided => 7,699 cf OK
The wetvault was designed in accordance with the 1990 KCSWDM. One foot of
sediment storage was provided for the wetvault portion of the combined
dentention/wetvault.
Yi�'&H Pacific,Inc. 77R Renton Y?Ilage—RYA Land LLC I
iLSeanlellDatalP�ojectslRYA Larrd LLC132272 Renton�'illagelDfficel iVordltir body 9-26-OS.doc Augus�Il,200.i I
8
Creative Solutions.. .Superior Service
: I PACIFIC
3350 Monte Villa Park�-ay (425)951-4800 •P(anning •Surveying
Bothell,Washington 98021 Fa�c(425)951-4808 •Engineering •Landscape Design
._� ��v TO� �/GG f'rG-� �`..i d/.'_.,�-f(�Ilil-T�k:.- L�`—��.!%,�C�rf C_:,�'C.�-�: : _: ;
�� ` . � ; _ �
:
_._ . c,��rF�� � 199r� Ki�vG. �o. szo��t.T.�-T��"� ,������UE" N`.�r�/�i�� . ; . . �_ � '
� � ;_ . i_. ,_: ; . _ . ,� . ; -
`'_ r ` N1 E.TH4D' % S�Gf F/ _ . � �
� , - - �
_,_.,,.,,..�._.,_ _.___._ �_. _ ___:. � ___ �_ __�.__ �_ ____ . ____ _� _ , _ ___ . __�
_ _' _ ._.. ' _
{ ; �_._.._.�..�..,.___� ,
;. , ; ��-f,EFo2M��VG'� : Z� /O, IGU �,��Z�.t��� : t .34� ��5,� , _ :. i ����
< / ; : : . , � ; � _�
, . ;. :.
' � :: _ . . < ' ,
'
.
; , . (- :. _ _ . X/� /N�i Ci 'Z7 �G�V'S r . t ` ' � � � � �
� � , ; , _F �T__ �G r�_ ���_ _ :_ .- ._.. , , � , t - 3�
� � , .
, �
� -_ �- s�o�r ���-T ; � .- f , - , � �
. .
,
, , . _
� r � �
3 ,.. , .. .. . .... ... , 3
- � x
} (
, _. r .w�.,__ �o.�.G z. '.�.. f�G, .�;s�,_�F_�.,;_, �--r ' a 1_.�. __1.._
,
� �
_ .� � ....
;: �"��...�...� ,__, Lo 7- c3 =� !�, 9 7� :�s� : � �-} _
_ � _ i
: . ;.
.
: :_
� � '�..d T C � �J'Z 2 ` _ .
� 6 �" ;_
,_ �_� __ , .� �.r _. � _
_ r ; _ : _
,
, �- ,�� :
_.�. . _ ; l:9�. �S3 �f o,� � ,:
,
- ;:: i
,
_
- E. - < <..._ _ . _
i '
g ,
. _v. . �_ r 1�E,��r/t ar�� ��T� f�/LE� 7'"'���a�f � O:�9 f?C _� ---.-- .. � _
� . ; : .
� : � : ` ,
":, : �
. _ , , _ ! :
. �� � � � � _ �
:_ ,_ _.�. : .•. �L�-�rrn��E o:t �rTE >s ��-�P��Y�oc�;s 6�c/E;L�P�✓�.�'E�.rr _.:� , _ :_ :.: ' I
r
�
s_ � : :.. �/s7 �G : , � /.�9 A� G�-vEc, � �'�r cn1 , . _ ,
r �-
. . _ , . : , , �ff
� E
; � t � �.�9 �L z, t9_.�9�-c, v��/G �_� 9F. �f _ _
..
�
� �� ' ��,v 8 A-� ' - , :
# , _ ; -
_ �_ a. � _ , ; � i {
- ar � , ; z -
. � i f � � � � r - � - - �
° : . �E✓�c,cPE1� Ga.vDi T�a�� . ' ' , . - - _ _
; ---. -- � -
- - = .
- _ . f ' � o� vu/'� �t,�8��r;T'Tk �
._ _. .__ _ E,e �X-97 -:.c�►-rvD�c:ti-�.� ��r_�l_ -_F____ . _.�,. - - - _�
_ _ T w
. i ... ...�.. ; . . . . . �
. , f-�._ . : . � .
� _ �_GZ -� !s�8d �s� ���-VtGv+�; .
, � . r - : - :.. ; , -- ,
, . :
, , . � : � , �
, , .._. , _ . _ _ �
� ' ,. �. � ' _ ; �3 �� l/,3�� 5r� YE�-✓�ous ': _ _ �
, -- � , � , � ;
� t ._ �__ -� �� :D .�Sa �F ��v'lot�, - -
:- : :: : S � . : - ;-
� i : � F i : . . ', . .i , _.
K � }
E
�� ..j. . �_.�. ..:. ..-. _ . . .� V'VV[ D/` O. �/� a ..�_. .
� � � /!S �F ./.���__ a,5 _�
� 7�
,..� .�...�,._._._ _
;
; j � �e /��, �38 5F /�t/?��'-1/`tocc� �i2 3< �3�}� ; � _ t � �
; �
� : � � � ; t
,
�. �,,.._,. ,_.€.. T .r ..._. _ . .� . . . . . - .`.. . . ..,. . ' ...
! ,
; i
. 4 �, : : . : , . . . . . . . ' , . .. . . : ., , ,_ . .; _
. .�- ._ ...; , . _ - , , 1 ; :.
: ' .
:
. , : ... ..
: ' : i - �. �. , 4 ' :..
. - . . / . ��.. �. . �.. ' . . � ' ' . . �� . " . . . �
_ 'v�olC. T�PG $ C/�r,lL✓E' �/G1�-rt3�r'��. . . r s ,_i � � ;-; i
' r-
. . .; . � . . �. - ���
.. �..�....� . . . .-� !f -'-- - _ .,�. .'._ .� - .. .;_ I
4 Gt���'rt✓,,�/LL SOtL ___1t)`f17�..:G�ZU�!G ��/L�o�.c r' �`ZZ"!L` �._`------�-�---� -
:._ I� -
; , � - -
_ r , ,_;_ � , ; _ � _ =_
� � �
t — -r-�
i ; �- r � � _ _ G -
�/�!!!��'S f�'lL�ffS g(�
: �� �.�.�rouw �,�.��-s y� ����� � _ ,� ,
_. ; � � ,. ._ , ;.. • f�; .t'i� - T.
� + ;
. ...� ; , � ; � _
t_ :..._� , . ;_ . : : — � - i � -j
` 9 �r...,�-r1C z ' ' .
_ ..� � :- - _. .__ . . ' - - � . '.. _I
- � - � f _ ; �- - � �
. . .
_,T.�. .-- _ _ __ ; _ --------r--�
- ... -..--. . � -- � r - - E f t..Y'.. ...t . t _ ' '
_: : t. "_ j ` t ' E ' ! ; � � f � ' ""._.--r-r-- _
` ' �_ ,_ _
�
�- � .i.. .i . . , . ..�._.1 f ;.... k T ' F 7 ' ..[_ .f.. � � E .. Y f
j �
; s..t
; . ' ; . � : . . , : ' .
, o .
. , ..... .i, :..i. . :- .�_ :.. �_i-...-... . �,......:-._�.. ..:. . - ,:..�.� . " . �.... t- . . - �
... � . . ..i.... :..
.._}. , ... .. � _. . . . -�i .�� . .
. . : , � . � . . . . , � . , ��
. . � . � . : . . ..� .'.
. . . . . . �. . . . . . . . . � . € � � . . . _
� ..i .-.' � .4-. .. { t . �..3-. . t '. "
3 �
__ . r �. ._ ... L �. � r ' 1 'Y � f � . { ..1
�, � - ._� t .-., ... -: � . .
. a._� . �.t. j :- � . ... € i . _i. . -� T' . ' .' -�' ,
� �.. . � ! .. a .
�..t �... . 1
.,.. . -: �
. ; F . . ; . : : . . . . .
�
: . : . � . . . , �
� . . : . . , . �. . . , _ . , . . . . �
: -_ . . . . :. . � .... ,. . .. � . . : . . .t : , .: � . . . :. .... .. . . . . .. . . _ � � - . _�. . .. . ' ' . . ' .
. _...._. .. ............_._,_._._.. _ ....-.. ,._ _... .._._.._�_._..__ _..._. ..._. . .._._.._. .._..._..... ... .... ._ '_"'.._._,. .. ...._...___�__......_. ..... _ .___ ..._..__"_._.._., I
Proiect: Date: Sheet No. of I
Prepared by: Checked by: Job No:
-
,�E:T��av oN�.Y YZ,
Renton Village
CAW
9-23-05
PREDEV Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
-- (cfs) (hrs) (ao-ft) ac /loss
PREDEV 1.33 8.00 0.5003 4.57 SBUH/5CS TYPEtA 2 yr
PREDEV 2.25 8.00 0.8217 4.57 SBUH/SCS TYPEIA 10 yr
PREDEV 3.28 8.00 1.1888 4.57 SBUH/SCS NPE1A 100
yr
Drainage Area: PREDEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor. 484.00 SCS Abs: 020
Siorm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC �
Pervious 4.5700 ac 92.99 0.20 hrs
Impervious 0.0000 ac 0.00 0.00 hrs
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
gravel 89.00 1.8900 ac
PERVIOUS 86.00 0.4900 ac
asphalt 98.00 2_1900 ac ,,
Pervious TC Data: I
Flow type: Description: Length: Slope: Cceff: Travel Time
Sheet SHEET 110.00 ft 0.10% 0.0110 5.48 min ,
Shallow None Entered 70.00 ft 0.70�0 13.0000 1.07 min i
Shallow None Entered 65.00 ft 0.80% 13.0000 0.93 min `
Shallow None Entered 15.00 ft 10.00% 13.0000 0.06 min
Channel None Entered 490.00 ft 0.70% 21.0000 4.65 min
�
DEV Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype �
Event �
(cfs) (hrs) (ac-ft) ac /Loss � '
DEV 1.73 8.06 0.6016 4.57 SBUFUSCS TYPEIA 2 yr
DEV 2.69 8.00 0.9367 4.57 SBUFUSCS TYPEIA 10 yr
DEV 3J5 8.00 1.3127 4.57 SBUH/SCS TYPEIA 100
yr
Drainage Area: DEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number ' �i
Peak Factor. 484.00 SCS Abs: 0.20
Storm Dur. 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 4.5700 ac 96.06 0.16 hrs
Impervious 0.0000 ac 0.00 0.00 hrs '
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
LANDSCAPE 86.U0 0.7400 ac
IMPERVIOUS 98.00 3.8300 ac
f
i
`�ET�NT►oN � `/2..
C�ml'TNgA7��Y
�a��
Renton Viilage
CAW
10-5-05
PREDEV Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
--- (cfs) {hrs) (ao-ft) ac /Loss
PREDEV 1.33 8.00 0.5003 4.57 SBUHlSCS TYPEIA 2 yr
PREDEV 2.25 8.00 0.8217 4.57 SBUH/SCS TYPEIA 10 yr
PREDEV 3.28 8.00 1.1888 4.57 SBUH/SCS TYPEIA 100
yr
Drainage Area: PREDEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 4.5700 ac 92.99 0.20 hrs
Impervious 0.0000 ac 0.00 0.00 hrs
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
gravel 89.00 1.8900 ac
PERVIOUS 86.00 0.4900 ac
asphalt 98.00 2.1900 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet SHEET 110.00 fi 0.10% 0.0110 5.48 min
Shallow None Entered 70.00 ft 0.70% 13.0000 1.07 min
Shallow None Entered 65.00 ft 0.80% 13.0000 0.93 min
Shallow None Entered 15.00 ft 10.00% 13.0000 0.06 min
Channel None Entered 490.00 ft 0.70% 21.0000 4.65 min
DEV Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
(cfs) (hrs) (ac-ft) ac /Loss
DEV 1.73 5.00 0.6016 4.57 SBUFUSCS TYPEIA 2 yr
DEV 2.69 8.00 0.9367 4.57 SBUFUSCS TYPEIA 10 yr
DEV 3.75 8.00 1.3127 4.57 SBUH/SCS TYPEtA 100
yr
Drainage Area: DEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor. 484.00 SCS Abs: 0.20
Storm Dur. 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 4.5700 ac 96.06 0.16 hrs
Impervious 0.0000 ac 0.00 0.00 hrs
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
LANDSCAPE 86.06 0.7400 ac
IMPERVIOUS 98.00 3.8300 ac
�z 'i
Pervious TC Data: I
Flow type: Description: Length: Slope: Coeff: Travel Time !
Sheet None Entered 25.00 ft 2.00% 0.0110 0.49 min
Shallow None Entered 40.00 ft 2.00% 27.0000 0.17 min
Channei PIPE 558.00 ft 0.50% 21.0000 626 min
Channel PlPE 183.00 ft 0.30% 21.0000 2.65 min
Node 1D: N-001
Desc: VAULT '
Start EI: 140.0000 ft Max EI: 10523Q0 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
13.0000 ft 40.0000 ft 100.00
Control Structure ID: MULTIPLE ORIFICE - Multiple Orifice Structure
Descrip: Multiple Orifice
Start EI Max Et Increment
100.0000 ft 105.2300 ft 0.10
Orif Coeff: 0.62 Bottom EI: 100.00 ft
Lowest Diam: 5.7900 in
out to 2nd: 2.1500 ft Diam: 4.1700 in
2nd to 3rd: 9.3500 ft Diam: 4.2000 in
Node ID: RLP2
Desc: Manhole structure
Start Ef: 100.0000 ft Max EI: 105.2300 ft
Contrib Basin: Contrib Hyd:
Storage Id: N-001 Discharge!d: MULTIPLE ORIFICE '
RLPCOMPUTE [RLP2]SUMMARY
2 yr Match Q: 1.3297 cfs Peak Out Q: 1.3304 cfs-Peak Stg: 102.14 ft-Active Vol:
1112.27 cf
10 yr Match Q:2.2488 cfs Peak Out Q:2.2489 cfs-Feak Stg: 103.50 ft-Active Vol:
1818.56 cf
100 yr Match Q: 3.2797 cfs Peak Out Q: 3.2788 cfs-Peak Stg: 104.75 ft-Active VoL ;
2470.04 cf ',
- � ���<:.- --
;��
_ ,. .,.
_
;<> ,:. � : - _ -.
. ^�`,
= _.__ . �`�,� �� � : � ,��� �;���� �� :
_ ������� . � �w�,� ` ,
Earthwork Services Inc.
Phone: (360)533-2007 270 Lund Road R'R'R'•earthworkservices.com
Cosmopolis, WA 98537
FAX: (360)533-1618 earthwork@earthworkservices.com
August 4, 2005 Earthwork Services Job# 13289
Jay Decker
W&H Pacific
3350 Monte Villa Parkway
Bothell, WA 98021
RE: Renton Village
Deaz Jay,
Enclosed please find grid elevation, cutlfill graphics and volumes for this project, which was
calculated using the average end area method and the following assumptions:
l. No stripping was applied to the ezisting terrain.
2. A depth of 6" from design elevations to subgrade in the paving.
3. A depth of 4" from design elevations to subgrade in the landscaping.
4. A depth of 8" from finish floor elevations to subgrade in the buildings.
5. The vault pit was off site 3' out from the bottom of the vault and sloped at a 1:1 grade to day
light.
6. The flood storage capacity of the site as is: 1,832 CU Y
7. The flood storage capacity of the site as designed: 912 CU Y
TOTAL RAW VOLUMES IN PLACE
(Volumes are in Cubic Yards)
Region Area(ft�) Cut Volume Fill Volume
Excavate the Vault pit 8,980 3,336
Back/fill vauh, grade site to design subgrade 179,240 4,487 1,832
TotaLs 7,823 1,832
Please call after you have reviewed this information if you have any questions.
*Raw volumes have not been adjusted to reflect shrink or swell for compaction and expansion and
are volumetric areas only.
planners �'
� I surveyors '
•
�, engineers
landscape architects
j - ,��v�c�� !/i�G�G� l�./,�r�i�. C,�U�-�.,T'� ��cU�.�--�'fo.���
_ � `�-----
;_ ��v�c.a,��D 3frsi�/ C;oNs�sTS ar 7t/,E=E� ��/u�Gs : CZ, G3, c5! -- �
' 1- . : CZ = z.�0 �4�,
j----
:� /• 23 � � _,
� — C � _ � _ --�
. . : -. __. ;
I _ �� =- o.9'S�ac � , _ _
,_. __ __ . . __
_ .
� _ . .—cT,�� �s� a� .. _ �
� : -: _ , ._ _ _ � _ _ _
' � (�-�A-TEr�. p t.��c, r T y ��-��,v : f��. - UJ�J �? �z�-i�.�)
G----_._ _ _ _ _ _ _ �
; G�+-N�s��PE O• �� A-C G�t/ _ �G 2�2 = Z,p ,. '
� ,.��E���,���� 3. �3 �-� c�/= 9� �a y,� = 2, 9 <, �
�
� /GD y�= �- •r� ri
Torac �/.s� �-� �
} _ . l.c)Q = �/3 (Z�l�� _ �3(z•���
_ ; _
�—__ _
= �•�7 �' '
, f . _
,._._.__ _,_ _ . _ __
� _. T/�-�E D�CoNc��/�"fL�'!-T�Oti1 _._ '_ '
� .. ; � _
� - sNE�r a�' e 2/ . . {. _ : , '
St/�cccc�_- �/a ,e 2% ; _ _ _
- -_.� _. /�iG� �SS'_:: o.S�
_ - --- ----.- ___ . - -- - --- --� _
, � - _ _ _. _ _ _
, ___ /35'CJ a•3� _ ___
, ; . - , ,
- __-- - - - - : '
-- .
�- ---: - _ _ --- _�_, - - : - - -- - - -- -
� -- ----� --- __._ _---- ,- - _-
- - - ___ - - - _
�
E _ � . _ - - - _- - ---_ :
_ �-
_ -- ' - -=- __:
I_ ��f�-K FGOGUS ��/L�M �Tl/L!'-l�ayG�/�)
, I f _
_ ,. z- y� �E�� � /8z ��s
� �a-y�- P���c => 2.�s�F,
II '', �00-�/2 �A� � 3.�y G�=S
_. _.
LUC�' PE�� -� D-3� GFS Gc,j4� -+�i�L. -_=-� S��Z CF -_ __
, _ , ,
� _ _,
' i . a ` :.., _ _. : ' _ _ - -
'_ . ._ '_.F .__ . ... � � . � �
: .:... . .'....: _ . ... ____... .. .... , ..�. . __..� ..... ._ . .. . . . _ _.
�-__ .� ._ . .... . .._ . .. .. . : �. . ..__ .. .� _ �. : ..._ _... . _.
' . _ . . .... _ _.-�. . ... .. .. . _. : ..... �. _... � .. _ . ... . . ..
...... � . .. ...... ._ z
�__'_"-:" ""_'_'.,_ ..... '"_'_"_ -_'-_ . :._....____ �.'_ ___....' -'_' _'_''_'._..._._"_'__"'__ �'_�._-�._.�T-..
� �_._ �. _ . . ' ..- � . _ . � . . . .. ....... � . .. - . . ... ._ . �.. ��. .
� ... ..... .__.., ._: ......_ ._ . . . .., .
. i. . ._.... .. . ... . :..: ... . ._.:'.. . ._ . . ' � . ;
,
�. �. �. . _.._. . .._ ' _: � � . �. . . _ . ....
(. . .. .. � . . .
. /
' . :_ ... . . ' '.__' �. � ' . . � . .. .
i.. ,. . ..� ._.. , _._. .
...z . .. , . .
� _. :... ., �_..t : �.... ._. _ _ . . . ._.
. i-__. _.�.. , . ..._....' . ..._..... :..�....... _.._..... . . . . _ .
'-� '_-�- .__ .� . ' '-__ -_._. ___ . __.... . - .._....' __ .___ .._._ ._ _ _'_'_ __ .
i �. I . , .. ' �. �. : � _ : .
, , _- .. _. __ _,. _._ _ _'_' _ . ,
�
_:_ . �_. ._l .---. .... __ ..._ F ,. __.
..__ ....... ._
..... �-- •-�t-- ---- __�,�- ----- - �-' - - -- - ..-. t -�� . _-_ ._ . �_<_ . -. _ .. _ _i . _ �, ��.
!._:_ _ r_.._._ .�_.- ��, .;.__. ._...:--_� -_.- ---_�..._....._ _ �.._:_ ..__.._...- - -- - � ---- � - -- ,- - '
: :
-`--- - ------ ---- �-= -'_-;- ._;...._.. �..... .__._�._ :._`
� - ____ .:.----- - - ��_ .�:._. ---.,---- �---.__
' ___-..-_.
' }.__ . . ,. . _ � : : . . �� � �. ----- ---- ---- ._..
1.__ __+___ ------- '----- - � : :._:___--...... __i_ ._...._..._ � ._.�_! ___-__ ._..__ 1-__.:. ...:._ '�._ . .
.._.__. .' .. � . . �. . . ....... '.
�. . _---' . .. . . �. _. :_ _. . . .. . . .. , .. . . ... .._. . , . . ._ . ._.
i _
� _ ___
---- - -- -----------
Project �N�/� (��GL/FL-f Subject W�r�� Q�����"� ��LcuL-�,�i�.��i Sheet No. of
Job No. ��== '��- Prepared by �f�lrJ Date � �``Checked by Date
Renton Village Water Quality StormShed Output
CAW
9-8-OS
B-WQ Event Summary:
BasiniD Peak Q Peak T Peak Vol Area Method Raintype
Event
---- (cfs) (hrs) (ac-ft) ac /Loss
B-WQ 1.82 7.83 0.6017 4.57 SBUH/SCS TYPEIA 2 yr
B-WQ 2.85 7.83 0.9368 4.57 SBUH/SCS TYPEIA 10 yr
B-WQ 3.99 7.83 1.3129 4.57 SBUH/SCS TYPEIA 100
yr
B-WQ 0.36 8.00 0.1318 4.57 SBUH/SCS TYPEIA wq
Drainage Area: B-WQ
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 4.5700 ac 96.06 0.07 hrs
Impervious 0.0000 ac 0.00 0.00 hrs
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
impervious asphalt 98.00 3.8300 ac
landscape 86.00 0.7400 ac
Pervious TC Data: '
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet sheet 25.00 ft 2.00% 0.0110 0.51 min
Shallow shallow 40.00 ft 2.00% 27.0000 0.17 min
Channel pipe 558.00 ft 0.50% 42.0000 3.13 min
Channel pipe 116.00 ft 1.40°/a 42.0000 0.39 min
� _ '
; � ,
,
'� �
I �
�, 1 i
-,
� �
, �
� .
�
�
5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN
5.0 Conveyance Systems Analysis and Design I
The proposed development will re-route the existing bypass conveyance which currently
runs through the middle of the site and discharges to the south. The new bypass
conveyance system will consist of a line running along the west perimeter and an
additional line running along the southeast, both discharging into the same storm drain
manhole to the south of the site.
5.1 Roof Downspout System
The building downspouts will be directed to the new conveyance system for the site and
will be sent to the detention/wetvault.
5.2 Proposed On-site Conveyance System
The project conveyance system is a conventional storm drainage collection system that
wTill collect runoff from the entire site, including asphalt, roof areas, and landscaping via
catch basins and pipes. Two separate conveyance systems are proposed for the site,
consisting of standazd 12-inch storm pipe laid at a minimum 0.5% slope. Both systems
will route the water to the detention/wetvault for flow control and water quality
treatment. The vault outlet pipe is 18-inch pipe laid at 1.4% slope, which will convey the
100-year developed flow.
Proposed conveyance systems are normally checked to review the 100-year event
performance. However, the site lies within a FEMA 100-year floodplain. The floodplain
elevation is at 27.6 feet. Thus, the entire conveyance system will be surcharged during
the 100-year event. A 25-year backwater analysis was performed and the system
maintained a 0.5' of freeboazd.
The new pipe system is designed with sufficient capacity to convey the 25-year, 24-hour
peak flow using approved methods in the 1990 KCSWDM.
{V&H Pacific,Inc. TIR Renton YJlage—RV,9 Larrd LLC
I LSeattlellDatalP�ojectslRVA Land LLCl322i2 Renton 6111agelO�celWordltir body 9-26-OS.doc �Iugust I!,2005 '
9
CONVEYANCE ANALYSIS WORK SHEET (100 YEAR)
DESIGT STORM I00.00 YEAR KWG COUNTY ISOPLUVIAL �
DATE 9l7/2005 100 Year,Pr- 3.600 iocha(From King Co.Manual) �..
DESIGNER CAW ]OB NO. 32272 �
PROJECf RENTON VII.LAGE
LOCATION SW 1/4 OF T1i'1!4 OF SEC: ]1 '[wP: 24 N RpNGE: OS E
NW 1/4 OF SW]!4 OF SEC: 11 714P: 24 N gANGE: OS E
CONT. C01�"['RIB CONT. Method INTENSRY DESIGN p]PE PIPE PIPE PIPE PIPE VII.00IT] DESIGN TIIvIE IN [LJPPER STRUC'fURE] Depth CAVER
LOCATE BRA.'dCH AREA RUNOFF BRANCH SUM TafE i I FIAW DL4T SIZE .SLOPE LENGTH CAPACITY FULL QIQf VELOCI'!1' PIPE INVERT ELEVATION fE to GE OVER
FROM TO CB# ACRES (C) (CA) (CA) (I�') UNR IN/1-IR CFS) (P.�� (F'I/FT) (FI') CFS) (FPS) (FPS) (MAI) in Drop out G_E. TOP/PIPE
NORTH BRANCH TO VAtiLT
CB 1 CB2 0.17 0.90 0.15 Rational 0.0 0.82 3.11 0.5 P 8 O.00il 85 0.9 2.7 0.51 22 0.63 2435 0.00 2435 26.50 2.15 1.33
CB2 CB4 CB3 0.00 0.90 0.14 029 Rational 0.6 0.82 3.11 0.9 P 12 0.0052 67 2.8 3.6 0.32 2.6 0,43 23.92 0.00 23.92 27.50 3.58 2.43
CB4 CBS 022 0.90 0.49 Rational 1.1 0.82 3.11 1.5 P 12 0.0050 60 2.7 3.5 0.56 3.0 0.33 23.57 0.00 23.57 26.70 3.13 1.98
CBS CB6 0.17 0.90 0.64 Rational 1.4 0.82 3.11 2.0 P 12 0.0049 65 2.7 3.5 0.74 3.3 033 2=.27 0.00 23.27 26.70 3.43 2.28
CB6 CB8 CB7 0.12 0.90 0.10 0.85 Rational 1.7 0.82 3.11 2.6 P 12 0.0048 60 2.7 3.4 0.98 3.5 0.28 2::.95 0.00 22.95 26.80 3.85 2.70
CB8 CB9 WES'f 0.26 0.90 0.35 1.43 Rational 2.0 0.82 3.11 4.4 P 12 0.0050 135 2.7 3.5 1.63 3.6 0.62 2�.66 1.51 21.15 26.50 3.84 4.20
CB9 VAULT 0.21 0.90 1.61 Rational 2.6 0.82 3.t1 5.0 P 12 0.0050 29 29 3.5 1.84 3J 0.13 20.48 0.00 20.48 26.50 6.02 4.87
VAULT 20.34
Branch Total CA 137
R'EST BRATCH
CBII CB12 0.15 0.90 0.14 Rational 0.0 0.82 3.11 0.4 P 8 0.0051 92 0.9 2.7 � 0.45 2.1 0.73 23.40 0.00 23.40 27.00 3.60 2.78
CB12 CB13 0.13 0.90 0.25 Rational 0.7 0.82 3.11 0.8 P 12 0.0049 82 2.7 3.4 0.29 2.4 0.58 2?.93 0.00 22.93 27.'v0 4.07 2.92
CB13 CB8 0.22 0.90 0.45 Rational 1.3 0.82 3.11 1.4 P 12 0.0046 82 2.6 3.4 0.53 2.8 0.49 2'!.5� 0.00 22.53 26.60 4.07 2.92
CB8
- - 2'?1 S
Branch Total CA 0.35
CB3
CB3 CB2 0�0 0.90 0.18 Rational 0.0 O.f2 3.11 U.6 P S 0.0051 35 0.9 2.7 0.60 2.3 0.25 24.10 0.00 24.10 27.00 � 2.90 2.OS
CB2 2"�.92
Branch Total CA 0.14
CB7 - - -
CB7 CB6 D.]4 0.90 0.13 Rational 0.0 0.82 3.]1 0.4 P 8 0.0051 93 0.9 2.7 0.42 2.1 0.74 25.00 0.00 25.00 2?.00 2.00 1.18
CB6
21.53
Branch Total CA 0.]0 __
SOUTH�VEST BRANCH TO VAULT
CB14 CB15 0.13 0.90 0.12 Rauonal 0.0 0.82 3.11 0.7 P 8 0.0051 65 0.9 2.7 OJ6 2.6 0.42 23.33 0.00 2333 27.00 3.6'7 2.85
CB15 CB16 0.07 0.90 0.18 Rational 0.4 0.82 3.11 0.7 P 12 0.0049 53 2.7 3.4 0.26 2.4 037 2?.00 0.00 23.00 26.80 3.80 2.65
CB16 CB17 0.14 0.90 031 Falional 0.8 0.82 3.11 1.0 P 12 0.0050 160 2.7 3.5 0.35 2.5 I.OS 71.74 0.00 22J4 26.80 4.06 291
CB17 CB18 0.16 0.90 0.45 Rational 1.8 0.82 3.11 1.4 P 12 0.0049 95 2.7 3.5 0.51 2.9 O.S4 21.94 0.00 21.94 26.50 4.56 3.41
CB18 CB19 0.13 0.90 0.57 Rational 2.4 0.8?. 3.11 1.8 P 12 0.0051 72 2.8 3.5 0.64 3.2 0.38 2'.47 0.00 21.47 26.50 5.03 3.88
CB19 CB20 0.10 0.90 0.66 Rational 2.8 0.82 3.1] 2.0 P 12 0.0070 60 3.2 4.1 0.63 3.7 027 2�.10 0.00 21.10 26.50 5.40 4.25
CB20 VAiJLT 0.21 0.90 0.85 Rational 3.0 0.82 3.11 2.6 P 12 0.0123 13 4.3 5.5 0.61 4.9 0.04 2J.68 0.00 20.68 26.50 5.82 4.67
JAULT ;:c' -
Branch Total CA 0.65 - -�- -------- -- -- - ------•-- - -- ---
VAULT TO OFFSiTE I
VALJI.T CB21 N&SW 0.00 0.90 2.02 2.02 Rational 0.0 0.82 3.11 6.3 P 18 0.0001 126 1.0 0.6 6.19 0.6 3.48 ]9.90 0.00 19.90 26.50 6.60 4.95 I
CB21 EXCB] 0.00 0.9Q 2.02 Rational 3.5 0.82 3.11 6.3 P 18 0.0060 15 8.8 5.0 0.71 4.7 q05 19.89 0.00 19.89 25.93 6.04 439 i
EX CB1 EX CB2 D.00 0.90 2.02 Ralional 3.5 0.82 3.11 6.3 P 24 0.0001 ]06 2.4 0.8 2.64 0.8 2,22 1''.80 0.00 19.80 26.40 6.60 4.45 I
EX CB2 EX CB3 0.00 0.90 2.02 Rational 5.7 0.82 3.11 6.3 P 36 0.0014 l4 27.4 3.9 013 2.5 0,09 1 y.79 0.00 19.79 25.93 6.14 2.99 �
EX CB3 EX CB4 0.00 0.90 2.02 Rational 5.8 0.82 3.11 6.3 P 36 0.0014 50 27.1 3.8 013 2.5 0.33 19.77 0.00 19.77 25.93 6.16 3Al
EX CB4 O/W SEP 0.00 0.9C 2.02 Rational 6.2 0.82 3.11 6.3 P 36 0.0011 194 23.8 3.4 0.26 23 1,39 19.70 0.00 19.70 25.93 6.23 3.08
O/W SEP OUTLET 0.00 0.90 2.02 Rational 7.6 0.73 2.77 5.6 P 36 0.0001 74 8.4 1? 0.67 1.1 ].13 19.49 0.20 19.29 25.93 6.44 3.49 '
OUTLET 19.28 ,
i I
c�:,vE,�C
BACKWATER ANALYSIS WORK SHEET(25 YEAR)
Projea RII.TO�I VII.LAGE
Date ep-0 DESIGN STORM 100.000 YEAR KING COUNTY[SOPLlJVL4L e u a p�pe u merg .
Designer CAN' DATE 9/7lZ005 ]00 1"ear,Pr- 3.800 inches(Fmm King Co.Manual) IFYa TW EIn:=�l'atv Surface Elev.
DESIGNER CAW JOB NO. 32272 o e��.= c� +jnvert ev
PROIECf RENTOT:VII,LAGE
I (2 3 4 (6 B) 9 ]0 (11 12 I 14 1 1 I 18 . 19) 0) 21 (22
Barre Barr nter nter xit u et u et et n e P.ppr en uncuon uncuon p e
�pe �pe Pipe n u et In et arre 'e e nctn H L e tr tr e ea ross ea e ow A ve
egment 100 �ze a ue E e1abon E e�aLon Area Q/A ea ev Luss ev e L.oss p ev ev }. ss ow s ev _ . rown onvo 'i14 Q/AD .5 Iniet He
BGoCB c m ) s ( s O l) 1 ) � O )
NORTH BRANCH TO VAULT
. . . . . . . � . . . . . . . . . . . . . . . . . . 1.67 0.55
. . . �. . . . . . . . . . . ._ . . . . . . . . . . 1.15 0.53
. . . . . . . . . . . . . . ._ . . . . . . . . . . 1.94 0.59
. � . . . . . . . . . . . . . . . . . . . . . >. . . 2.54 0.66
. . . . . . . . . . . . . . . . . . . . . . . . . 3i . 3.35 0.78
. . . . . . . . . . . . . . . . . . . . . . . . . p . 5.65 1.94
. . . . . . . . . . . .� . . . � . . . . . . . . . . # . 6.40 2.30
CB11 CB12 0.4 92 8 O.Ol2 22.15 23.40 0.349 12 0.02 23.73 0.09 3.82 0.5 .Ol 0.02 0.03 23.85 0.53 23. 3 0.00 0.10 0.00 0.00 0.00 23.93 3.07 -0.13 INLET CORRE TED i.a� o.ss
B12 CB13 0.8 82 12 0.0] 22.9� 2.93 0.785 1.00 0.02 2�.68 0.03 23J1 0.5 OA1 0.02 0.02 23.7 0.52 23.45 0.02 0.50 0.01 0.00 0.00 2 .73 3.27 -020 UTLET CORRECTED i.00 o.sz
13 B8 1.4 82 12 0.01 2 .53 22.5 0.785 1.78 0.05 �28 0.11 23.39 0.5 0.0 0.05 0.08 23.46 0.58 23.1] 0.02 0.52 0.01 0.00 0.00 3.45 3.15 -0.08 OUTLET C RRECT'ED i.�a o.se
CBS 23.11
CB3
. J . . . . . . . . . . . _ . . . . . . . . . . . . . 1.97 0.56
CB7
. . . . . . . . . . . . . . � . . . . . . . . . . . 1.38 0.53
. . . � . . . . . . . . . � . . .. .� . . . . . . . _ . . . 2.49 0.60
. . . �. . . . �. . �. . . . . .. . . . . . . . . . � �. . O.B9 0.52
. . . . . . . J. . �.> . . . . . . . . . . . . . �. - . 1.21 0.53
. . . . . . . . . . . . . . . . . . . . . . . . . 1.78 0.58
. . . . . . . . . . . . . . . . . . . . . . . . . 2.25 0.63
. . . . . . . . . . . . . . . . . . . . . . . . . 2.60 0.67
. . _ . . . . . . . . . . . . . . . . . . . . . . . 3.35 0.78
. . . . . . . . .J . . . . . . . . . .� . . . . . . 2.91 0.82
. . . . . . . . . . . . . . . . . . . . . . . � . . 2.91 0.82
. . . . . . . . . . . . . . . . . . . . . . . . ' - 1.42 0.60
_ . � . . . . . . . . . . . . . . . .� . . . . . . . - . 0.51 0.52
� . . .� . . . . o.si o.sz
. � . . . . . . - . o.si o.sz
. � . . . . . . . . . . . . . . . . . . . . . . . - . 0.46 0.52
ConveyQ
R.4 E. R.S �. SEATTLE(CITY P.OJ lO Ml.���'�Q�� 5 N� 'C ��•T�RSTAT£9� �'�/AkF (loins sheet 5) qmC ISSAQU'QH J�MI. �
R '/� �� :. i . ;.. � . �yi��i� ��
1• .� . . I'� i�'',1 �'l �3� �/� .T.� ,,` S ' r��'�... p te '.��� �1�.9� r 1/ � �p� ��—
i Ma . �_ � ;� . . �� `' �� °I�� _ ; ��; A�,�I��I1rI—
. �, f , , �' .� 1 :,: .::' -�, ;,, ;�; I��� �
�� �, .. � l y� �� ...; r'• �ghlan ti+./�ti N''�1 i _ � ,
�} Ur '7. � �f'`= ��i�� � i I
ri. I67 � ,l� �1 � � ~:jpe G Si. � : : i
, i � �K,5 i �P::�:; (;d .� i:�.-•'� i'' �_-�.
7 Ur �������.� I i r`�''•'.��. � '11
' � ' N� � ��' �� --:�-':;''`� � g � � F' :�:�•• _==� '� 9 ';
�� � �� , ��:.f►� �-_ �• i`. P�- ::.,: :N:.. �; _�-,r..: .�
�' " 3� ' ' I,: .�ii, j'.� j� , �-%��� ���` j -"_-`�r,'; �'�
�fi.� � . Ag� �� T �>E;`%:� / �� 1I •J �• ---- �`��,�••r' �
� � 1}A R 0 4, I r• f• : . •.
� 1 1 ��� ::>i r '� � �V f�� ���o�.�I__� .•,' ,n
Jl. �a :- , ti� . � . �� -� _ �-_ I•. ..D ; -
I�•` • �.y. gC• .I I ��i___��� � :BM' ' r'.,• - . .� n .�,•' ,�i a
� � �� - �, _� Athleti I �, • � ��� y•1�`,9�� I � iGr�----- -�
�' • � �Flel I � � U ' I !, eenwood C�
� � ubsta'� BM x � �o �� - I � •� EvD I � C�� �--
i i� N \ E �r AkF� . 1 G� i
� .. -� .3 . � --��; p \ �� ,�� ',��� I C[ -___��
BeC C, •I` : . I � � .� . a e.
•�.• .� � ,BeD¢.. �� �f■ . � - i�.. �'.t Oli ` i EvC • pn I . � . �i�.
�: i ( �,11 _Cerri . ;� �, °o\` p`.An n
1� 25EOd�'� �J � yGRAVEL ' PlT �� 4
� .�� � Park p� �� F''�ae U
� /, • • .. ��� s .�> �� BM
.� •• • ♦ • 1 ��-=�r� --�'��321: ��a �i':
� '� � ��:- � � � .a �� : /� an - s • .•,'� ��, '� a� C`
. I �•' .�� . �J �P,h• F ��' -- -- - -
.� � � �._ ,
• .�. •BeC•'� . .�. ' • i� , �C � AkF � EvC Ii4kF
� .'f�+ •• ' � ! 3 I. ,�_ � � ... �� _
: t •:.: , �.� � I '
; L � � �� F a � �I�;. '�, g ;+ ���wv�i • ,�
�'�G!P'9pE- - 1 . I.• '� � � I �� ' . Ur � ���a��l Ur Py •�'�r'�� '
� . � � _�' •. W ' � AkF I �::� �� '�
Wo . _� "0' \\11 ��` •j• Ur �+'. �i' I Y� o � InC ___�_'� _ . �� .. .-__-�- .,,•,.•.
� -r-- — � --- - I
-- - r^L i I � • 5E >, C BM�37 ,- � AkF h'IVER
`" � I 1 i I ��: �• � �.,.- i� ,\ , /
I � + � `1 � --�sta r AmC c��- _1'- �T - --�_AgC /
�� � A�F� , � 'I � . ';II�-' - e - � InC - _ _ -- �i -a- �+ -- ---- � �
� � P '' � i� '- - _ _ -- _ '" _ a-,. �_� - ��l _ �o�
, ,h __• _ � ,� - ♦ \ ',°\.�' \ �
RTHE �._ � •, ��. � � �i \ , �- o '�C ^a6s � ' > \� ` _ AgD- .
� o c'�,,�iL/�-,• .�. i -J-- - -"� Substai�''mC'___pp �� p�' �`� - - _'_ � ��
I '.. � p,gC � I, •��l ' AkF ��� 'P.�':.
!,• :12G �� °O �11 �AgD 20 � i� CI o
� I � .,.- � ....��C 455 9 ``\\���� I�f ~�i
� ^�, • M 16� 9 � •i " ��1 ��, a Ig �`,�
� � i�' � pu � � i __ I n, � .�� - A C ..
=�i� I ..:.. ` ri \ I � �
•� ��� I ,. � � ��
:•� �� �.a��,
� '�i � U r � ' 1� �r ' .F • • . � 11 _ "°,
��'�� . Pu I i � • � 51� . AOUE I. ��<
� i `I I II Pu -.�I ti•- o:� � •
� '���II Py � Wo �� BeD• �i. aBeC� , u .�
Jr ���=� I �' ��� �ii'.r� IAgD
.
. '� � - � _ � — — _ "$� $ .-�— �YJ —=-?� ----- z6- --- --- �--��
�;� -- -- �_a �:�.., . ,
� � irI ^
� ' � ;
—� i U r ��� � � �V pgC �
i❑ R s rvoir � � ��
O , � �
. ..PY •• � So Tu i D ...��• � • �f� �
m Z � �
= : . � Pu � m Sk • C,
_,,;,� _ � G
M � �,� •'
� f. � � � ' . AmC
� � 1� -- . n ni :��n�
� -- O =:�� IBM
�203 �
��.,`Py •�..169 i C , ����, „ �
� f�� /L��
Sk , �� �
/ / ���i
� �r-. � _ Ur --_ � .
� �R f y �' '� t ` • ,/ S /'��
.
" - - ' • 7u �; InC ' _ ���V� �D
�� GfiVT� O/L S �
. � r
! c�� '<<-�' j AgD �
e So � L
� ;_--, .� _- � ,' M� 17��'y/-_
- . -- ... --=='=-II� ----- �� ....� 1! ': /
6.0 SPECIAL REPORTS AND STUDIES I
6.Q Special Reports and Studies
� GeoEngineers, Inc. Report of Geotechnical Engineering Services. February 24,
1992 '
l{'&H Pacrfrc.Inc. TIR Renton l'illa�e—R PA Land LLC
l�SeattlellDatalPrajects�RG:9 LandLLC'32Z'�Renton 1'i(lage'�Off+ce11['ord�tir baty 9'6-OS.doc ,�:rgust 11,200.i
10
� I r i
�.I.f
�,�� ' V �� I �,,,
1578 IV NE �` �„ w .
ti vl J �
lr1ES MOIN S1 N �i , I SCA7TLE 9.7 MI I
_. ' . _--.._---_ u� � V ,
('�ll -`--_�----�..... -_ . � O INTFR57 SE STLE II�MI. `d'�o I �
_�� ii. �/ "'�=�—� -N'_�-- ' - — \ _' i � - }/
.. . . �11 U` i . . ��_H_F �Im - � � .P\ � .Z�-•:-\ I__i _
� . L. ��
m � p�''.� _ '_' ___ . '�- . �_ _'- � 4 !J U� .
� . ..._-___ .. .
____"_
__ 3 U ii. - � -- _�� �- -� - �_ G � _ ~ ' • I{
---...n�, ��r( b � �,:; �"r.jy�� �,#� T a f :�'_;;;,,�� -- o ---- _ Y�f/��b _ - _ .I� �. �
'� ��� � - - ��tIp� RIA Ik '� C ' `� \�� '� / `�'� �` _ � -_ $���_ .� --..
df'_-� "� = = .� �``' ,{ " / � 1 `� o � I \��c--`-- � 3, - �•• - ��_
/` � �� \ J)
CdJ' �� �. :1 I.. �.5� ,.�// 1•,,p�y`�J��\ �, //r ��� �(.rl. '�. / I� _ � �\ '�-_ 1/ � �� \ �.� �� •`
��. � _ / �1�1_� J�� II��- �c Y . . �.iir �"' �� \\\\` .�'�I� - ...i' :�� .��• -
. . . . �
.
.. • '' �
. . w. , �j -/ L� � - _�_ r � �1-� u -%�u �.��� a ,, �__� ��.,, �- . ,� �
• : I�''�� , _ "';"�r`II- t�- � r>.� J O \--.'\ �,� ___s �{ .�/.;
' Bd '�El1 . . /
��- ---- --`------
�_ - --- ------ - �, �.� ��,��,�z �� � �,� a � � �'�
'� _�z _ _ �i� a NorNn �—�. --- _ - ' =. �-�l1 ��i =� �° ( o �
I %`v�ea ---- ,vr3R.. � 3 � f �_ _ _ /� �' l� \� I � � '�_ r
, ` � � ' ,
. \ °o v�� • ' h,� I_�� ��I _�wfl..� � ••l ��� '/ ,o, ��7 i �D o � ;::j � � 400_� .
,,, 1 'D3 - <3 � � � II �-- �1= i\* c,-r? � `���"' �...�r��_ °° � 1�o II\• � ,• ,p�"�;�'•..,�
,� I .�-��II. Q � � I1' I �I � � � o d VCIi v � i�� •7• •/ •• j ,
I �/����I x �1 i�� W O � m W I r �J � �
�_. / , l'_"'�'_'_'__"' '_' __ 'i(�� ��� _ ° I I % �J,� �
�� ll l � . �, tl �tl�w��J,1w�mu,a,,�= " , �
� . � � - — _= ���
� � Y�I d EI �F�iu �iuL � �aL� a,, � �.� '
_ T- l `1� �ii�ii:mui I �
�� � yw�y,, � Z � i/)��� �� e l� �� / - � _ � L�f
��� II �/ I • � i/ C_. ! � _ -_ '• • - �
� II _. I . ' I //U. / ♦�s �'� .�Y�� /
"_-"' ll il � � I /. �/�/ '.
. `�- I < <- .___ .__�-. � _-_ .�i_ } F� �� � I•�: Ir -I�i��j'-J
. �II. ._ � � •—% �• - l _� �/� �, I� )l�i" (
� �� n -.1 ��_-__ �-_�,-_-"�--3 ��.� _ � : � •� � ��'S�/
�. . ii � �,• -I -� '--� r;• -d�- � - '
.
_
�: .i II �_� � - _
; . . a� � ..
. '
.. . u .. - � `'. � 3•
� �� ..W � ur �fJ �� I .i.- � ���` '/�/•�, •� +, 1��. I f 3
:' ao
,... .
, _, • �r '7/+1 �
.�
.
.:•
\,. . � L _�,. • i �;� -
. ,
. . _ � , __..
,
. •.
__ _._� •
j�— " (/� ,ti' c,. ---� 1�� .� ��, �. ,,`'` ,/���Qo . �"
� �,___.�___--- � l � rrr!�
� i � �~ �. �:,' .� �_ �. k. "I���
i ;' � � �, � �� �r���•.\�` �\._�� � F- � _ `'�•:�;
i cr _ M1 � ,��� �' ��J�� 1 1� ��\ /�� .� ���-�/ _.��I.. -_ -i o �'
.•
.. � _
� ' � �
. •
---�-- `, • : � -
, � �� 1
. .. _ . . . . ('� � -
� ----_- �_...,,,;��..,.�,.._.,.-. . .i . u�. � �t� � �d r� - (� -
o � -- -- - -- — �.. 11% �i� ,� r. / `L.'� ''a;�.�.-uu�-� .L+'�- .� -
��/� . -3NV�1 F - �, ' i' ` �� �� ' 1 ° ' _. -_ --- - �._
i�� •4yW_ t�.J < 1--� / 4� � • 0:1� Y � b -
I ... ... _y �
r
" J . `� � �.....�."`"'""-.--.�--""�3NV�1 E � . �.,r �� �I� _. ��.. . �.�� �� �,��Q „ii! '� �'`-� �.-�,.� ��
� �.� � �__/ '�• ��� '�r�'\'��� W I...�
"i. _�. � � l r• � ' r'�" �f ! 'Za. �..1. i i � ��-- �_I�
� _... �//� �:: '�:� ;%�=.=.i - ' ''��� � �''• �f� I• .1 ��(0 Y" �` m . - .�� i �- � (-1
� _ - '� �""i��- � 001 • ' _ ��_:�' �� '� �a• � 'p�_ - -- -- � . - -� h . �j,��K s'� '� I
'.
�� 'I - '�. " i'' G�
'� .�.,I,!�-- •• . r � d p�,� , W•� rt
�, `_ y/ —�, p�,, y�p�'
� �� . _ �'���.��F�-�/� �� � __ - i o •i• _ fY �y�� � ��f, iY'�e. at,; ��.� 11'♦ l"T� �t.l�` I �� �� .
� n 1::-f� _--��/ii. �=;�=�_,-��• ,rv ` _�• �i� r.�( I . �� ��� �L6 grll � _�� j i'�f( I�� �S', 4a,,�
V ` v, . � �_- � " ,�� �'�3� � � .•�����S! a _ *'d� �� u = --- //i _ i ui = ��p � �
� _
' �
\ .� 'z-1' -- - �- � � _ _ � • � = J � - _ -, = T . `9 n -__
O ;�� �_� o rvm -' /� -- �. ,_. .�� � .3 .�•t _ `�-��� -��'� �l. --�_ n�� '
D�� � W �_ � ,�� N3 �'' �� .>� � Y � I _� 1 I�
�t=��- .. �- - ;�- -- -
_ .
� � �
. _ _�_
_ �, � i� e�:: �� ��'�
� � p' � '__ �--`� _ �= _;L}=�-�_� �` �"��I� � " � '� _ : -�JL �
.
lb ���� '��� \ ti,�� _ _ _ - ;l� � -- , _
_, -
r T __ .
�-'1 � � � - 1 _ -- � -_—
.� '�_ '�_--�oE _- _ - - - { �T ' `� ��� _ � -- _ L�II
�_' �I , , '°"� • � _.`\. � ,yq �`�`�`� � ' � ♦���_�--rT -� �� , . �,
:^ � _� .__ _ .�.. , . � �� . • - i .�-- • �_:�� `�:. .. � .
� _�- �� � �- , _ __ - ,
. . . __ - , � _ „ , _ _ ._� �i ��
; �� ��
� ��; � �� � �� ��� ��� ��_ �-_ �� , �,�: ,�:�__ �_ � _ -� - �� � af�:�
� �--E l
�
�' •� - - .�_y_ I �~ -�- ��,,-�,�f� ���� '��� ��. �� -- 1—"� - � � � � l� ���'�vv i ,
. �_
.- . : . � _- --_
�.,. - � �o � ..�\ 1� � �- ._---y_�=n ��f' '�r�i� r.. J�")1 y m �'p'� �
I. /: „ .I,7 . _ I �) ,��F _ -`��T ���--�� • f r ��/C���" F� , .-�UjV) --
� __�� � � ,1� . I � I��- � c' r .n—,,�,E ' �_s.,�� * �--� _ '%� �' `, - � _ >��,��
T r �:�' r-� `��� �--�'� � ; —„�i� j� r �- � � " �.�� �. x �
:.�.,�+j�' � _• '.-'� : � �' � l�� � -�-J'i y ''!-:�._':h I�/ l•ll,• ((�( .,, ; �� . .c:.,�. r,,,� ���.<.
� -' y r'' '� I `-�( � � '� -`_ `�L =i c_ h r. ��'y, u ^r �--''�r°) �,�,r ��� , �—�,
l. . . ��' �% �j', j � ' 'i� J '�'2)�y/ �v �� ' ���+�,--- �
� '�� �j�� , , :�; ;, -/� � / � �;� �� �---
. _
. ,
� �� , (- ,'" � '� - � �
�. � ,
..r _ �_.�_: .r � f' � I/, 1 = '�' • ,�, � , r \ \� z �� cx�
� ; +-.- -.,�—' // � \� `}�� � `}�-�.i�--�s�o> � � ���!: , Yl ��{ w"•� t _ -- ---
..�' - / - �. ( ',I, I((���`. (�".7) ��.h��N:\J��+ //, I� �� c�. �8'�/`�� Y W V i�__���^� ~�'M4__'j ti.' �.�- W I�
- - - -- .1�'-i' :;, �3�., �� ' ��I J( ��� _ , , .� d � / � _ oo�,�:?��.`�� , �: �
�1- - " - ,l� :�. - t'' C�) (� l - � :'<;�'- U2 ..�. �'�'1\ -�1,_ .�.. �.'✓.��
� .� r7n� ,���G' �!_ � `y�., �.. ,��) �v\'f��1�.';i li. . � . '�(;.`' n �1-c��=�� � �� �� ��I' '.a �� . �
�: ,
• 1 i
i � -p�/ � '�- ,,, ;/� f' -� � l�� j, �(�; _ ��,� ,,�� ����}�)��'�7�.�-�� /, ���������,f(/ ' �''��3'�°� ����;- ���
' �. i 1 f i=_:3 w!.��1_ ,l ,� -F--F,Y-� '!:.`f���; _Jf /"�G`nt t� ���i ��t,)1)'/I�/��:'_/`vv �i�� � - � �� '..\ 1� /_�'/.
__� . ... - -, � .... , .. � . . .L.+io. ,,....� ��. s_:=�\" ��� �- . ���.`\�.`�- '.�%f
REPORT
, GEUTECHNICAL ENGINEERZNG SERVICES
j PROPOSED VILIAGE PIACE NURTH OFFICE
' BUILDING AND PARKING GARAGE
' RENTON, WASHINGTON
rOR
RENT4N VILLAGE ASSOCIATES
;
' t
, ;
: i
Geo��En�ineers
February 24, 1992
" Geotcchnical, .
Renton Village Associates Geoenvirflnmental and
Evergreen Building
Renton, Washington 98055 Geologic Services
I Attention: Mr. Loren La.skow
GeoEngineers, Inc, is pleased to submit four copiss of our "Report o£
Geotechnical Engineering Services, Proposed Village Place AIorth Offiee
Building and Parking Garage, Renton. Washington." "
The scope of our initial services is dascribed in our revised proposal
dated October 4, 1991. These sezvices were �uthorized by you on 4etober 14,
199i. A supplemental phase of aur services dealt with the use of driven
� � graut piles for the project. Partions of the results of our study have be�n
„ discussed with representatives of Lease Crutcher Lewis, KPFF and The
i
i ,
Callison Partnershi� as our findings were developed. A latter report
' summarizing the resuits of a load test program for driven grout piles was
� � submitted on January 29, 1992.
, We have sn3oyed serving you on this interesting project. If you have
any questions regarding the contents of this report and when we can be of
further service, please cantact us.
Yours very truly,
. GeoEngineers, Inc.
; � t�.�w'*a-� +�j• s �'�-a�r�.�-(iy----�_
��
� � James B. Thompson, P.E.
Principal
� RMM:HRP:JBT;cs
cc: Lease Crutcher Lewis
Attn: Mr. Bill Guedel
' ' KPFF
Attn: Mr. Ron Klemencic
� Mr, John Tessem
The Callison Partnership
Attn: Mr. Brian Cloapfil
File Plo. 1183-002-R05 '
i;pc�Engint'ers.lnc.
$�i{� li�ith r1��enue ti.£.
Redman�,vt:�9fi052
Tele}'�one{3t�6)8b1-f�tG('i
P�.�:{'_(iG)£�61 C�USi)
�.- _� . r.,i�v:�, >-�
Geo�En�ineers ��
T A B L E fl F G 0 N T � N T S
Page No.
INTRODt7CTION 1
SCOPE 1
SITE CONDITIONS 2
St3RFACE CONDITIONS 2
SUBStTRFACE CONT3ITIONS 3
CONCLUSIONS AND RECOMMENDATIONS 4
GENERAL 4
SITE PREPARATIt?N AND EARTHWORK 4
Site Preparation 4
Structural Fill 5
Fill 5ettlement �
PILE FOUNDATIONS b
General b
Axial Capacity 7
Pile Dowr�drag 8
• Settlement 8
s . I,ateral Resistance 8
Znstsllation 9
, �, FLAUR S7AB SU�'PORT 10
j ENTRIES, SIDEWALKS AND VfILITIES 10
, � PAVEMF.NTS 11
SEiSMIC DESIGN CRITERIA 11
, LIMITATIONS 12
List of Figures
Figure No.
. VICINITY MAP 1
SITE PLAAI 2
� � IATERAL PILE CAPAGITY DRIVEN GRUUT PILES 3
i
ti
APPENDIX
! 3
; Page No.
FIELU EXP3ARATIONS AND ZABORATORY TESTING A-1 �
FIELD EXPIARA'TZONS A-1 '
TABORATORY TESTING A-2 'I
List of Appandii Figures III
" Figure No.
SOIL CLASSIFICATIQN SYSTEM A-1
� KEY Tt? BORING LAG SYMBOLS A-2
' BORING LOGS A-3 thru A-10
CO2vSOLIDATION TEST RESULTS A-11 and A-12
i
__�.�,� � ���:.
���
. Gea�En�ineers
REPORT
GEOTECHNICAL ENGINEERIN6 SEROICES
PROPOSBD VILLAGE PLACE NORTS OFFICE BIIILDING AND PARKING GARAGE
• RENT�N. VAS�iINGTON
FOR
� RENTOlQ VILIAGE ASSdCIATES
INTRODUCTION
This report presents the results of our geotechnical engineering
services for the proposad Villaga Place North Office building and parking
' garage in Ranton, Washington. The site location is shown on the Vicinity
; ,
Map, Figure 1.
� ,
: { We have previously completed geotechnical s�udies for the Renton 2 and
� � Renton 3 office buildings which are situated to the east and southeast. In
� � addition, we prepared a preliminary design report and drilled one baring for
the propased Ren�on 4 project. The results from our previous study for the
Renton 4 project are presented in our report dated September 9, 1986. We
submitted a letter report on January 29, 1992 which dascribes the results
of s test pil.e program for driven grout piles proposed for use on this
� � project. �
` � Ttie project includes a parking garage which will be a separate
, �� structure £rom the office building. The praposed locations of tha office
; ; building and parking garage with respect to existing site features, our
previous boring, and our current borings are shown in Figure 2, _
The proposed o£fice building will be ten stories in height with plan
di�:ensions of about 144 feet by 280 feet. The garage will be situated about
' 80 feet west of the office building. The garage will have five levels with
� � an east-west dimension of 200 feet and a north-south dimension of 3b(} feet.
, , We understand that the lower £loor slab for the office building will be
. ' established a few feet above existing grade, Column loads are expected to
be up to 800 tons.
SCOPE
The purposes of ouz services are to evaluaCe the subsurface soil and
ground water conditi�ns at the site and to develop geotechnical recommenda-
tions and design criteria for the proposed buildings. Our specific scope
of services includes the following tasks:
� _. _,��:�__._
Geo��j
Engir�eers
1. Explore soi.l, rocic, and ground water conditions by dril�.ing eight
additional test borings at the office building and parki�ng garage
sites.
2. Accomplish laboratory tests to evaivate pertinent engineering
characteristics of the soils and roek units encountered in the
�
borings.
'-' 3. Provide recomrnendations for pile foundations and large-diameter
� caissons (if appropriate) including capacity-penetration
• relationships, installation critaria, and special consideratians
for pile driving and caisson iastallation.
4. Estimate the magnitude and rate of settlement for the recommended
` � foundation system{s) .
t =
5. Provide recommendations for site preparation and grading including
j ; stripping and removal af abandoned fou�rfdations, imported fill and
ii compaction criteria, and utility conneatious [o the pile- cr
r caisson-supported structures.
6. Evaivate ground water conditions and provide recommendations
regarding temporary and permanent drainage measures.
�. Deve3.op recommendatioas for support of lower building floor slabs.
' 8. Provide seismic design criteria for evaluation using UBC (Uni.£arm
�
Building Code) design procedures,
� i 9. bevelop recommendations for design of pavements,
10. Prepare a written report containing our conclusions and recom-
r �
' mendations along with the supporting £ield and labaratory data,
i .
SITE CQNDITIONS
SURFACE CONDITIONS
The ma,joxity of the siee is a paved parking area for an existing retail
stare �Ernst) to the south, several existing retail stores to the east and
4..3
a banlc {Key Banlc) near South Grady Way. The garage site is mostly unpaved
' 3 in the west half and paved in the east half. A fill pad which is 3 to
�- � 6 feet higher than surrounding grades is present in the southwest partion
o£ the garage site. The fili pad is apgroximately 180 feet long and
l0a fee� wide.
The existing parking area is generally level, except alang the margins
of Che fill pad, which are steeply sloping, The fill pad and a small vacant
� field north of the fill pad are both vegetated with gtass and light brush.
2
P;i,isaa�ir�n;ad p�acr.
{y�� .
Geo�Engineers
Overhead transmission lines extend in a north-south direction along the
western edge o£ the site. The lines Chen �og to the southeast ia the
southern partian of the site.
SUBSIIRPACE CONDITIONS '
Subsurface conditions at the site were explared by drilling eight �I
borings near tlie corners "and edges of the proposed structures, as shown on
the Site Plan, Figure 2. A description af aur field exploration and
laboratory testing programs, including the boring logs, is presented in the
Appendix.
The borings encountered somewhat variable subsurface conditions.
, However, the general sequence of fill and alluvial soils over sandstone
: ; bedrock is consistent With previous subsurface explorations which we have
accamplished in the Rentan Village complex.
' ' The site is mantled by varying thicknesses of £ill. At some boring
" locations, the contact between the fill and the underlying alluvial deposits
is difficult to determine. We ir�terpret the upper 2-1/2 to 7 feet o� sails
at the b4ring locations to be fill. Grea�er depths of fill may be present
in the area of the existing bank. The fill encountared in our boxings
consists nf ioose to med£� dense fine or fine ta medium sand with varying
� amaunts af silt, gravel and cobbles.
' The fill is underlain by a complex sequence of soft peat, soft to
� + medium stiff silt and organic silt, and loose to dense sand overlying
„ bedrock. The upper portion of the bedrock is highly weathered and consists
: � of loose �o medium dense fine to medium sand. Moderately compeCent
sandstane was encountered at depths below the ground surfa�e ranging from
40 feet in borings B-1 and B-7 to about b8 feet in bo'ring B-8. Based on our
experience in the immediate area, the thickness of weathered sandstone and
the depth to moderately competent sandstone may be quite variable between
. the borings.
, �
The ground water levels observed during the exploration program are
indicated on the individual boring logs. Standpipe piezometars were
L :
installed in borings B-7 and B-8. Water levels were sut�sequently measured
at 4.3 and 7.0 feet below the gxound surface in borings B-7 and B-8,
respectively, on Decemher 34, 1991. Fluctuations in the ground water level
should be expected due to variations in seasonal precipitation.
3
�•i�r:c•:i r..rect�c�c9 4'Fa'.
Geo�i���n•
En�ineers
CONCLUSIONS AND BECO�PiDATIONS
GENERAL
47e reco�end that the new structures be supported on piles whicll are
driven into the moderately competent sandsLone. The lower floor slabs of
the new structures should also be pile-supported to eli.minate the potential
for long-term differential settlement between the slabs and the building
frames.
SITE PBEPARATION AxiD EARTHW'dRK
5ita Preparation: We recommend that all brush and sod be stripped from
building and new pavement areas and wasted. Existing asphalt pavement can ,
. be left in place within the new building areas, provided that it will not
• ' interfexe with installatian o£ giles and utilities. Exi.sting asphalt in new
• pavement areas can be left ia place� provi.ded it is broken into relatively
; small pieces (less than 1 foot maximum dimension) as necessary to promote
drainage.
The existing banic building fronting Grady iTay will likely be
demolished. Foundatian elements and slabs for this abandoned building
should be removed since they could interfere with new pile installation.
Any existing piles used for supgort of the bank building should be eut aff
, at least 2 feet below the bottom of new pile caps or planned slab subgrade
i elevations. Existing foundation elements �nd slabs ia new pavement areas ,
; �
can genarally be left in place; however. foundation 4ralls or other elements
� which protrude to within 2 feet of finished grade in new pavement areas
` should be removed, Any existing voids (i.e. , manhol.es or vaults) or new '
depressions created during site preparat�.ozt should be cieaned of loose soil
or debris and backfillsd with structural fill.
The surficial soils at the site axa moisture-sensitive and will be
difficult to waric on or compact during wet weather. It will be preferable
to schedule site preparation and earth�rork during periods of extended dry
weather when thase soils will be less susaeptible to disturbance and will ' �I
' provida better support for construction equipment.
If construction activities extend through prolvnged periods of wet
weather� it may be desirable to leave the existizsg asphalC pavement intact
to prvvide a temporary working surface, In areas which are presently
unpaved, it might ba necessary to protect Lhe subgrade from disturbance by
providing a crushed rock or clean sand and gravel working surface.
4
F,'.:._:':'i!_.C.j":"..."_
.,��i� I,
, Geo g�En�ineers
A£ter stripping, demolition and void fi7.ling are comrplete, we recommend
that pavemeat subgrade areas be proofrolled with hSavy, rubber-tired
construction equipment if site preparatfan is done during prolonged dry
weather. I£ this work is done during we� weather, the exposed seibgrade
� areas should be probed and all but Iightweight constructian equipment kept
� off the subgrade. Any soft, loose or otherwise unsuitable areas detected
,- � shauld be recampacted, if pract�cal, or removed and replaced with structural
fill. We reco�end that the probing and proofrolling of subgrade areas be
observed by a represeatative af ouz fi.rm to identify areas needing remedial
work and to assess the adequacy of subgrade condi�ians.
Structural Fill: All new fi.11 in sider�ralk and pavement areas should be
� � placed as compacted structural fill. The fili should be placed in
" horizon�al lifts not axceeding 1fl inches in loosa thickness and mechanically
r � compacted to a firm� nonyielding condition, Fill placed in pavement areas
� ; or in utility trenches withia 2 feet of the finished subgrade surface should
„
be campacted ta at least 95 percent of the maximum dry density detezmined
in accordance with ASTM D-1557. Fi13. placed in pavement areas and utility
txenches at depths greater than 2 fest below the finished subgrade should
be compacted to at least 90 percent (ASTM D-1557). Fill piaced in the
• � building areas need only be comgacted to the degree required for support of
construction equipment and to construct floor slabs.
� � Al1 structural fill material should ba £ree af debris, organic
contaminants and rock fragments larger than b inches. Par�ticle sizes larger
s � than 3 inches should be excluded from tha top 1 foot of the fill. The '
- �
� ' suitability of material for use as structural fi12 wili depend on the
gradation and moisture content of the soil. As the amaunt of fines
(material passing Na. 200 sieve) increases, soil becomes increasingly more
sensitivs to small changes in moisture content and adequa�e compaction
becomes more difficult to achisve. We recommend that structural fill
contain no mora than a"bout 5 parcent fines for placement in wet weather.
Ir ' The percent fines can be higher for placement in dry weather, providing that
: r
` ' the fill material is moisture-conditioned as necessary for proper
compaction.
The sxisting fi12 pad in the southern poYtion of the new parking garage
location should be considered as a saurce of structural fill only if it will
be worked during periods of prolonged dry weather, since this fi21 has a
S
r.�.,...._ 'k•": _ 3:e;'.
Geo�;�it�
,En:�ineers
relatively high percentage of fines and is highly moisture sensitive. This
fill should be cappad with a layer of the clean sand and gravel fill, where
appropriate.
We recommend that a rapresentative from our fir� observe the placement
� and compaction of structural fill. An adequate siumber of in-place density
� tests shauld be performed as the fill is being placed to determir►e if the
. . required degree of compaction is being achieved.
Fill Settlement; We understand that on the order of 2 to 5 feet of
fill will be placed in building and pavement areas to achieve thp desired ,
gradas. This fill will be utnderlain by variabl,e thicknesses of sofC
compressible soils which will settle under Che weight of ttte fill. We
' ' estimate that 3 feet of fill W11.1. result in about 3 to 6 inches af
" settlement. Sma3.ler or largsr thicknesses of fill wil� cause
, ; proportionately lesser or greater magnitudes of settlement. We expect that
: ; a majority of this settlement (e.g. , on the order of 50 tc 60 percent) will
occur within two months of fill placement. However, a significant amount
of settlement {e,g. , on �ha order of 40 to 50 percent} is likely ta occur
over a periad of several years due to the slow rate of consolidatian ir� the
peat layers. For this reason, we recommend that the lower floors for the
new parking garage and the new office building be pile supported.
The potential effects of fi11 induced settleme�nts on existing buried
' utilities should be considered in design. Potential effects of these
settlaments on the proposed new facilities are addressed in later sections
„
of this report.
PII.E FOUNDATIONS
General: We recommend that the new structures be supported an piles
extending through the uppez compressible degosits and lower sand sCrata into
the underlying badrock. The depths at which the upper surface of the
� ' moderately competent bedrock were encountezed in our racent antd previaus
� � borings are indicated in Figure 2 and in Lhe follawit�g table:
: �
6
����_. .., __,,,��.
"'�t�«.
Geo��,Engineers
Depth to Upper Surface
Borin,g No_,S, o£ Bedrock (£eet)
B-1 40
B-2 54
B-3 48 .
B-4 51
B-5 55
B-6 53
B-7 40
B-8 68
54-1 53
We expect that these piles will penetrata 3 to 10 feet i�nto the bedrock, �
based on the results of the test pit program and our borings.
' Piles for support of the lower floor slabs in the buiidiags should
extend through the upper compressib7.e depasits to eithar the medium dense
to dense sand st�'ata or into the bedrock. The thickness and dansit3* o£ the �
� � sand over the bedrock varies significantly across the site; however, we !
" expect that �he lengths of floor sl.ab piles will ger►erally be about S feet '
less than the lengths of adjacent piles which will support the building '
frames. �
We understand �hat piles for the building fraraes will be designed ta
carry downward loa+3s of 120 tons per pile. Piles supporting tha lower floor I,
slabs will be desigried for a dawnward load of about 50 tons. Several
� ' differant pile typas were originally considered for the project including
" augercast piles� drilled caissons, driven steel or gracast, prestressed
i
concre�e piles, and driven graut pilas. Driven grout piles have been
selected for the project based on the zesults of the test pile program and
the expected economy.
A�cial Capacity: Based on the results of the load test performed an the
test pile installed near boring B-3 and our analysis, we coticlude that
1�-i.nch-diameter driven grout piles driven to refusal in the bedrock or
' ' lower sand strata will satisfactorily support the design loads of 120 anzi
� •. 50 tons for the bu3.ldi�g frames and slabs, respectively. Separa�e refusal
, . criteria developed for the different design loads may result in different
penetration lengths into the sand and bedrock. Tha design loads i�clude a
factor of safety of a� least 2.0 for downward loading. These capacities may
be increased by one-third for short-term 3ive loads such as wind or seismic
loads.
7
:'rl-.,�-�-�,n i_�v;��r:..._
_irt�t,.
Geo tirEngineers
The allowable uglift capacity £or the piles supporting the bui.lding
frame (i.e. , piles driven to refusal criteria appropriate for a 120-ton
design downward load) may be taken as 45 tons foz short-term live loads such
as wind or seisaic forces. 'I'his value includes a £actar of safety af about
1.5� and is based on the results nf the uplift test.
� The charactexistics of pile material.s and structural connections �aight
. impose limitatians on pile capacities and should be evaluaCed by your
structural engineer. Apprapriate reinfarcing should be provided in the
piles to accommodate bending and Cension forces. For example, a full-length ',
reinforcing bar should be ix�stalled in each pile subjected to uplift. Also. ,
reinforcing cages should be provided in piles sub,jec�ed to lateral laads.
� The above pile capacities apply �Ca single pil.es. If piles within
: ' groups are spaced at Ieast 3 pile diame�ers on center, no reduction for pile '
. �
group action need be mada,
; � There is some risk from eccentric loading associsCed with supporting
building frame pile caps on single piles. Therefore, we recommend that
� thase caps be supported on pile grou�s consisting of two or mora pilss.
Pile Downdrag: Pile daWndrag forces develop when surrounding
compressible soils set[le relative to a pile, thus interacting with and
adding load ta the pile. We anticipate tha� 2 to 5 feet of fill will be
placed over the building site. For this amount of fill, an allawar�ce far
' downdrag of 15 tons shauld be made for the 14-inch driven graut piles, The
dawndrag forces should be added to the nozainal tlesign load £or the pile to
� '' compute the total load acting on the pile.
' ' Settlement: We estimate that the setLlament of driven grout piles,
designed and installed as recommended, will be on the ordar vf 1/2 inch or
less. Most af this settlement will occur rapidly as loads are applied.
Postcanstructian differential settlements ara sxpected to be negligible.
I.atarai Resistance: The allowable lateral load for the 14-inch-
diameter driven grout gile can be detez7minad wit1� the aid of Figure 3 which
shows the distribution of momenL and deflec�ion with depth for a unit
lateral load (1 ki.p) applied at the pile head. This figure is based on an
assumed centar-to-center pile spacing of at least 3 pile diamet�rs, pile
head £ixity against rotation, and pi.J.e stiffness parameters {modulus of
8
F���.::��_ . .���x�
� �{�
Geo�,En�ineer�
elastici�y and moment of inertia} pravided by KPFF. Normally, the allowable
laterai pile capacity is based on a maximum pile head deflection of
apprnximately 1/2 inch.
Resistance ta laCeral loads can also be developed by passive pressures
' on the faae of pile caps and at�her faundatian elemeuts. Passive pressures
may be computed using an equivalent fluid density af 2D� pcf {pout�ds per
. . cubic foot) (triangular distribution) for the existing si.te soils.
Al�erna�ively, passive pressures may be computed using an equivalant fluid
density of 300 pcf if all soil exCending out from the face of tlie pile cap
or other foundation element for a distanc� at least equal to two and one-
half times tha height of the element consists of structural fili compacted
- to at least 95 percent of the maximum dry density detez�nined in accordance
, �
: ; with ASfiM D-1557. The equivalent fluid density values presented above both
inciude a factar of safety of about 1_S.
f i
� j Installation: The piles should be driven to refusal in the bedrock in
: >
accordance with refusal criteria agpropriate far the design laad of the pile
{120 or 50 tans). Based on �he results of the test pile program and our
borings. we expect that refusal for the heavier loaded piles will ocaur with
a penetration of 3 to 10 feet into bedrock.
„ It is important that the driven grout pi1Qs be installed with a hammer
havii�g- an adequate energy rating, The Vulcan O10 compressed air ham�aer used
' i
I during the test pile program is an example �f a satisfactory hammer. A
� refusal criteria of at least 100 blows per foot for tha last faot of driving
� � and 15 blows per inch for the last inch of driving with this hammer is
� ' appropriate for piles having a design duwnward load of 120 Cons. A terminal
blow count of 50 blaws per foot for the last foot of driving and 8 blows per
inch for the last inch of d�iving is appropriate for piles with a design
downward load o£ 50 �ons. We can provide refusal criteria for other
hammers, as appropriate.
The installation procedure used during produc�ior� pile installation
' � should be the same as zhat used during test pile installation. We recommend
� • thati the contractor achieve the following 8uring production pile
'. installation;
• Grout wastage volume of approximately 1J8 ta 1/4 cubic yards per
pile
• Withdrawal of the mandrel using a continuous and uniform rate
9
I,.r.c+..�..rt:;:._�.,�....
i i Geo�En�ineers
; • Graut takes of at least 13t} percent af the calculated hola vaivme.
The elevatian and chaxactexisti.cs of the bedrock vary cansidersbly
aczoss the site. It is important that each piZe penetrate into the desired
beari.ng material. Therefore, we recommexid that pile installetions he
monitored by a member c�f our sta£f to observe installation procedures.
record pertinent data, and evalua�e tine adequacy of indiv�dual pile
,- penetxations.
�'T.f34R. SI.AB SIIPP4RT
The lnwer £looz slabs should be supparted on pilas because af the
potential far signifieant long-ter�s differential settlemen� bvth between a
. ,
soil-supported slab and the pile-sapported building frame, and across the
� building. Pravisions should be made under the floor slab ta vent potent3.a1
. ;
� � accwnulations af inethane gas and to pro�ect the slab fram dampness, Far
; i, �his, we recommend that a 6-inch-thick blanket af coarsa sand or graval be
I 1
� plac�d beneath the slab. In addition, a vapor barrier shauld �e placed
, . between the blanket and the flanz slab. The sand oz gravel bl.anket should
be vente� to the outside using pez£ora�ed drain pipes spaced at 60- ta
8�-foot intarvals.
ENTRIES, SIDEWALKS �iND UTILITIES
Entries anri sidewallcs on the outsida of the naw structures will
experience long-term settlement. Th� amflunt af this seCtlement will be
� ciirectly related to the amount af fill placed and the time delay between
£illing and c�nstxuction of the entries and sidewal.ks. As indicated abave,
i
� � 3 feat of naw fill. is expected to result in ultimate settlements of on the
order of 3 to 6 inches. 3.�sser amount of fill will pzoduce proportianally
smaller settlements.
Siflawallcs should be free £xom the bui.�.dings so that one side does not
"hang up" and causa the sidewalk to ti�t. Entries designed as a ramp with
` ' one enci sugp�rted an the building and the o�her on the ground shauld be
_ ; caztsidered to avoid the develogment of abrupt changes in grade,
; i
. � Buried utilatties migh� also exgerience some settlement. Utility ].ines
�.
that tie to the structures shvuld have flexible conx�eetiox�s and be �esigned
to accomrnodate differentisi settlement without damage.
1D
w��;s���r�:��;��,. . i
Geo r_i��r�
�Engineers
To minimize pastconstruction settlements due to fill placement, filling
should be accomplisl�ed at the onset af construction and the construction of
on-grade facilities {e.g. , entries, sidewalks, buried utilities and
pavements) delayed as long as possible. �I�
PA'V�MEt3TS '�
Pavement subgrade areas should be prepared as recommended urtder SITE
PREPARATION AND EARTFiWOl2K.
We recommend that the design pavement section in sutomobiZ.e parking
areas consist of 2 ix�ches of Class B as halt concrete, 4 inches of crushed
P
rack basa course and an appropriate thickness of clean pit run saad and
gravel. In truck and heavy traffic areas, the design pavament section
' � should consist af 3 inches of Class B asphalt conc=ete� 6 inches of crushed
t rock base course� and an appropriats thicktiass of clean pit run sand and
' � gravel.
. �
�
1 ATB (asphalt-treated base) can be substituted for the base course to
, provide a working surface and staging area during construcLion. Areas of
ATB thaC axperience severe cracking during construation should be repaired
or repiaced and the entire surface relevaied prior to placing the asphalt
surfacing.
The thickness of git run required beneath new pavement will depe�nd on
the time of year of construction, the presence of existing asphalt pavement,
, and the difference between fi.nished and existing grades. We can provida
more specific recommendations for pit run thiclmess ance finishe� grades
�ave been detexmined.
SEISHIC DESIGN CRITERIA
The project site is located with Zone 3 on the Seismic Zone Map of the
United States, Figure No. 23-2 in the 1991 edition of the UBC {Uniform
Building Code) . The site coe£�icient used in calculating seismic forces on
' ' buildings is based an soil profile typs, This relationship is indicated i.n
- Table 23-J of the UBC. For the subsurface conditions at the site, the
, appropriate soil type is S; (soil profile containing more than 40 faet of
soft clay characterized by a shear wave velvcity less than 440 feet per
second) .
1�.
_; ._.:�:�r _�.:. ����
�'����ti~ I
Geo��En�ineers �,
LZMITATiONS �
We have prepared this report for use by Renton Village Associates and
r.heir consultants in the design of a portion flf this pro3ect, The da�a and
report shauld be provided to prospecCive contractors for bidding or
astimating purposes, but our reportj conclusians aad intergretations slzould
not be canstrued as a warranty af the subsurface conditions.
If there are any changes in the 3oads, grades� 3ocations,
configurations ar types of facilities to be constructed, the conclusions and
recommendations presented in this report might no� be fully applicable. If ,
such changes are made, we should be given tt�e opportunity to review our
conclusions and reeommendations and to provide written modification ar
' i verification of these recommendations. When design is finalized� we
� � xecommend that we be given Che Qppor�ux�iLy t� reviaw those por�ions of the
, � specifications and drawings which relate to geotechnica3. considerations to
see that our recommendations hava been interpreted and implemen[ed as
intended.
� There are possible variations in subsurface conditions between the
locations of the expioratians. Some contingency for unanti�ipated
conditions should be included in the project budget and schedule. t�le
, , rec�mraend that our firm be retained to pzovide sufficient monitoring�
testing and consulta�ion during constzuction �o confirm that the conditions
yencountered are cozisistent witli those indicated by the explorations* to '
; � �
provide recommendations for design changes should the conditians revealed ,
' � during the work differ from those anticipated, and ta evaluate whether or
! not earthwork and foundatior� installation activities comply with the
contract plans and specifications.
Within the limitations of scope, schedule and budget, our services have
been executed in accordance with generally accepted practices in this area
at the t�.me the report was prepared, No other conditions, express or
� r
implied, should be understood_
„ I
- 0 0 0 -
12
P�ir:rci ra��:::���'..:S.._.
���
Geo��En�ine�rs
2he conclusions and recommendations in this report should be applied ir�
their entirety. If there are any questions concerning this report and when
we can provide additianal services, piease cantact us.
Respectively submitted,
y �,3. r�'��?�,,� GeoEngineers, Inc.
�.���j/��1 ��',A�j,•��,''�'.�j
;4���a l " y R, ,',�\�r�� �, �
:. 1 �
'•t�,(�� f,'t: _`�.� C�� r � /�� � ��7�t�1�"' �
•'_'�"J L� �'+�.`•$7 '` 1`
�� '�r Robert M. McIntosh
� Staff Geatechnical Enpineer
�R•�S ��::=t� KJ Cj
'�'�f-, �; 1,.•'�3 �,�1 �•�; '
�"�` ,'t',�, �GI,r,T'i.`{: �i• �<�'�U��
� `r�fO�AL�� �T��� �' �
��?"�"s•
` ` ��xPta�s d-�� �t Z Herbezt R. Pschunder, P.E.
; � Senior Engineer
• � � y�..., � ��+t--�
� � James B. Thompson, P.E.
Principal
'-� RHM:HRP:JBT:cs
3
. i
i �
I �
t �
�
w. a
13
Pri.-�.r:cn rz:K��t1�Rc.
I , . ,..... .:...... ' � . / _ . . ..-... .
. ��Z�� : d f/�� ��'" �,. �4 rt� ,�` "� V,.f....,;.`�F�-�+E�.� `a'x;��i
. �
.
. � ,y
��, • � u �4r' �._; �a�' ��'j, � i�' (`-'�.—�� f/
.
� . t � � 1 y�. ���;,�1 t �,. � ,� � #�'�. � �� �y, r
:, �;( )�f`, ��:, �; 2!',',,1.�� .�� f 'T" � �.:;%I:` "„`1=,� � '"` :•
.j
'�).��/ '*�� a • �� a �� �'��,'�R,t,., ,. � ., �,�.���" ,.,,.�,. ; j_ -` ,r�.
...,.n i j t9 �� �.�� li �i-,(J�.e, nt.�: r ,Jy ...A*� �s•�" c:�Wr��...o�� � `•�r y
'l�t--7`- . -`��� � � C.'� Y�, .,.....� ,�s-� .�;,,, w t f l;..
; ,}�.�.'� s, r j� ( ,�F�, �} ,t' � �y ,��• , � �... "'��w...wvx,w�..
��,{ (a� '�'i. ..r1� �h��{ �� i . ���J c��U� /� �- `�► � r ��a• � ,��"•�---i (7
.� � i u�,:. � �1 r��' •t�As:,/��� i,1 ���fr� ' ,',/ �^ � -.1��'�� 1�'r" G�^ �
i � 7r_ ��,� ., / �•, �.-s�� � -4-�' ,�,
�,H � 1 y r � .+�.r'I ,''i'., l�t l .� q R ���>x ,"�� ,E�„-,..+ , ,., J'a !T ,
� J"_�, v 3 � ��� � __r���'�., i�� �p '� � , �� �, � � �„r ./
C,. � '
J" � . ,. ; r' '.,'.a ' ;. � . �. :, w� I '�� �� �
�t- , 4q� r ��Cr ,= ,��, , � . i �
�.�L�'�_ r� �� � "~ ,,�.�--��r :��,--�- --� : a'�... ; ,—
�.:. . , , �r r-''":�
�w:- ',�' ,:.f , ;��'t� '�� �ao===1� , n � ' ' t,r -' ' w
�j�' � � u� ,' .�., a, .�},
. . •3 .
.
.
Ar' � � ' �'r �r � � �
�,.' h ! �} t� .�, , _ �= Q `_." � .."7
,,
. t, .,��,. ,,`.�(�: .C ~�- --��:��_.�'..-„�,,._-� 1...� � � � -��; ��' �'...�� . Z �
��� l _s�l, ��.. �,.." ; n � •.� :.�(�._� •" N V {;„ �
,: 1 0:� : ♦ ` ,'."" ` �y;,:� -4. . �'�"
.t� � r r� .. : . � '� ' � ` .._ .tii Q w,•,
� .� . ,'ru��'j �«w ! I I� .rJ_ �� , � CN �� ..
.
+ .�1 Y' . � ' • f.t. -- I' F, , �...�- ....'• '� 4
.. �q : � �', �•.,� R �-,1-+,!.`.---T'l' ',: __..... "—�+. '—`'""-�..� t � .Q
-,%� `°p' t+� .� . �--. �-"�• �.r�.-„".J..- �A �.. �� � �''�--� '' �"�. ,�..-.Y. /"�� r �
�Ri � _ -- A .....�-� -�`�.,�_+.�
.,• ,-a��w=-�1:,�--�%' � .'��` . .�, ����,, -�.••=�:.�..,�"'"'_"-_
/ r.--: � �t t'„ : I _^, ���.�''r-"'.,i/'^ . �
�"/ 1 �.t a �� .�� � � v,� ����.�+'+.-r�^t� :�, �._ ��. � ..i'�-_�,___r-'-"'/
'OA .y� '� � '\`''�:AA � .,.✓"'`'`"`�',✓+.h.� f
� � �M � �
f = �i �,,� •� _,m,,,,�„-, v x �i !� �;��4
�, k, �� _, :- :r!` '... •'t•�,��� L_�
.^7 ` ,.....-r .�'. .�i� �4�.•_; ....�?.— � � � Q Z
i I A�� �� 1• t.H '� �e•*� ��x.1�/'� �^`��^"""_'1111�� S2
� ' A�i A ,� ��i ,5� ' ', o" t,zc� W' �Cr_..�'k�Y"'-...�..�".-�� N � ��
'%_ i • ' \ .�ii�,l 4�h., �� � Y t�.:� , •, �t� ,�! �,�.�?� h un•'r? �
� . .� . •
,� . r �! � ....� }:tik'4a ...._.. �� . .`�N, . � �;—� ....��� .
t �
� ��� � l ♦ t � R / .
� r�
�4 ■ ,"�, .r, � ca , w >��`` � •�• �L.;�;� �
`�� ._.� �• .4 ,*.:q� •�`_' N �f �f Ki�`i -... , � _ U
; a.. �w�_ , '�•�'��; ��. � ���
* -��� �� �A . .- . � .♦ � r --^ `- ! r+[ %�^-,^
� ,� �.^'h � 00� �y� '�i 'i'*� ��""" ' ;i'' � .. a���,,,� � C+�
re �� •"�f��ar .}} .r���. '� � V ~�� ��Ar�i�r' , • l M• �w�l
� e�. ,�t.� • � •i
.: � � �.�t'��'' ! (�..`R ..,___ �� ., . . ....... , __ �
-� - .�� ��j��r,, 1� � � � � - � �
��f� � ��L./ 4 '�, §l C �
=' �t.....J"L�} ���' - 1- ,-�
� �' -. _ � -� W . i � in 'G?!J
�� � :� ��� � � a� ' •'i. � a � �
r r � + : �s �
( � � �
'�z �}� ���� ���� �'�� �� � � r. �� •� �
� . i fj, ���,� � ., , 4�...�. � :.\\�,1►►
� ' JJ r' �..: tr �p ,�4� �•� t° .e._...._+__ � �^�+ ' F,/
' ��T! .�,,, r;..__ • � �' �q ���//X
i� /� ��f-�i .� 0 .
u. � r �
� . - !wt �
� ;.�, �,�;�i j � ; CU
�` ` � C:
� _ ; ��` �
,� . .
•f� �
` . � � � � . ' ,,- '
; �
�� �''��Qi j � `' „������iNJiiii 11!!tl 1— 1 �
r qtl ( � �`.���iuiiii��,i!�_I 1 111�1 ; !
�� ( .� t, �: 1 ��;. -�� 'i- .�"'. �J
f f ,m � �, ��
� ( � . �' -r ! � I,,, � °tl ia t :�,•, ' A u ,� �
i�-o�-z� d3 t� ��vwx .�oa�aon-��ir
. _... __ .. ,_.. . . . . _ _ ...� I
. 'y.�� � i ,
. ,,/
..`..
- ,.,,`,r";`..,.` ....
� � �
.,✓. ��
�j'"�w.}� r...r.- ,( F...,�...�..'...._"
LJ �
s�
..�''.r ff� �
'✓" � r..a'm i�
�,.��r'•"'��.r,"•r'�� r...., � � � I
EJ,�..-�" �.-....r ... .w.� i � 6%�iNQ PETM. , I
�,� ` � .j-.-. 1 i '
� +�.�� 8i � � � '�. ii
y .. :. »-.....;.
. H � " �
,� � ," � a—s , � ,r �'••"" �, --- -
',� ,�i � ;� 5st r �i � ,'. ,
� i ,{ �
� � � Y y,._ , �� � �.....� � ta=_r�aer�t
� � � a�'�1: � � tL- p � � � r ��
� ' ����.. �.+ ��• i�:' b �T ' S� 1.. ,r""ti'---- ---" ; I
� � � "` � ' ' l . ( �� ��, �;: r
K , ,� r�w acwrc�r�vr��I`- �,,,� ,��',�,— �i ,,; � ��100 200
� k r�� ��' ��P t � .��� �i wFW RfTqtt� .
� �� . � �w t�«..�. ���'' .� r,.
� t'
f> w. ..st�w�.. �" �5 ' !'7 /1 .z,a � _..�; $C.A�.�N F�E'7
1
���C'ti�--��
� `6 3' q � �� l/ _. -.� �� �
-� ; taa� !�� - - ---,�"� �
� � �
,`' �. Gl�, K�v o,ww�+cs oAnx�F �'T t' � -- - - ��'S—� t ;
' \i�.�, �
�\4.�r i�Xt t au �.-;� W . `�.._.-�' � E%M9TIN0 RETAII.
i:� ,�r �. �'ft'r"� r. t ���� i
{iU ` `� �" � � ��` . (g1a} � E'XPl.AN071C11V'
e�. t� r s,y r � . 1.,0. �
�/, y""7.�
9 �� ! "':;Y.k''�'� i.t �X°`.�' I � ��""�� �C�d1�!f1�a���y� �yy�y�� N�
�S �� � -.•+c., �A w.� -:� ' i VR rRGiM1N�.�1 VI.Ii
� ���, �8Y GELl ENG�t(�EflS,kJJG:
��Illil3�t1 G
� s �",�"" . ,�«...c w u � 8••1 E3C%�NG LC?CA7if�lV Rt�P�11d8ER
� FOfl(xJRHQVT 3I11DN
N ! tee) DEPTH YO�OCiC iFfETI
cx��ca t�t+a .•"
� �r »,..
� I NOTE:
� � :..-...:
� � ,,� _�- Pa`�a�aFS�sc�u�r+Eraa t�T►�+E �ct�n
� <y��.�'—� NEW I'NaKlN4 CiAFiAOE SiAS BEEN
T� DF1.E�E0
'
� �''`' � —s ...t� _ ,
. . . ..-�.i �
� ����; si�aur�
Refere�ce tkaxnnq e�titled'Viik�P4�cn hierth,Ronton.Wa,h,'datc�d 021101'JO 17�.'� ��l.:�ntJ�����
t7y rho GWiacn Paru�ersivp. 'r,,/ t� FlfiURE 2
Deftection Scale{In Inches) --�► -�.01 0 4.01 O,p2 D.p3 q.pd O.US 0.06
1 +� i t t 1 -+ � �
� -5 -4 -3 -2 -1 fl 1 2 3F-Moment Scale{in Kip-Feet> I�,
� '�i
Momen# with A�prea '`� '
� Unn L�ad of 1 K'ip--�'`J� � I�i
� I
5 j
� � � de�ie�cction with Applied ���I
� Unit Laad of i iGp !
LL
� ��
G
CO
; , a �
0
� ap 15
• O �
20
� �
. � 25
. ; �
: �
' �
NOTE:
� G�tAPHS BA�D ON: 1.} 1d—{NC}i IXAt�11�TER C3�NEN C,ROUf i�ILE WITH REIt+iFORt�h}G CAGE
� 2.)FlX1lY AT P�E HEAD
3_)Ut�T LOAQ OF 1 KIP APPLlED LATERALLY AT PILE HEAQ
ti 4.}E x t FOR PIL� = 2.35 x 1�PS�
: � 5.)MINIMUM PILE SFACING OF 3 PIL�01AMETERS
; h
4
�v
�
Y
'L '
� i
h " I
� i�.ATERA� R�LE CAPACI'tY I
� � ���% DRiVEN GRt3tlT P'tL.ES �'
S ° �eo��En�i�zeers i
;_ � ��r b FiGURE 3
� �
5
` I
' i
�
�
�
�;
�
.;.
w
�
a
�
Geo�Engineers �
A P P E N D I X
�IELD E%PIARAT2t}NS AND LABt3RAT08Y TESTIiJG
�z�Lu �z���rzo�s
Subsurface canditiot�s a� the project site were explored by drilling
eight boxa.ngs at the locations showr� in Figure 2. Exploration lflcatio�ts
' were measured in the fieI.d by taping £rosa existing site featurss, Figure
2 also shows the ZocaCion of a previaus boring {B4-1) which was drilled at
�he site ir► 1985 by our fizm. -
The borings wsre drilled hetween Uctober 22 and 3t}, 1991 ta depths
rax�ging fram 44 to 72 �eet below existing �ra�e. These borings were
s �
, ; advanced using a truck-mou�tted, continuous-f2ight, t�ollow-s�eAt aug�r dri21.
t �
Aepresentative samples were obtainecl of each saii and rock type sncountered.
` � These samples were obtainad using a 2.4-inch-diameter, split-barrel sampler.
The sampler was driven in�o the soil or rock using a 30�-paund hammer free-
,._� falli.mg 3U ir�ches. The number of blaws required to d�ive the sampler the
last 12 inches or other indicated dista�rce is recoxdasi on the boring I.�gs,
The barings were continu�usly monitorad by a regresentative of our
- ,
firm. Soi1s were classified in general accordance with the classification
' system described in Figure A-3.. A key to the boring log symboJ.s is
� 3 presented in Figure A-2,
. � The logs of the borings are presented in Figures A-3 thrcaugh A-10. The
, exploration logs are based on oux interpretation of the fi�ld aitd laboratory
data and indicate the various t�pes c�f soil and rock encountered. They also
indicate the depths at which these materials or their charac��risti.cs
change, althaugh the change may actually be gradual. If the chang,e eccurrsd
betwsen samples, it was interpreted. �'i
Grounfl surfac� elevatians at tha boring lacations were basad on an �
; i assumad datum. The datvm was assumed to be Elevation 10� feet at a '
benchmark an a catch basin �.oca�ed appraximately 174 fee� north of the north
r �
wall of the �xisting Ernst retail store.
flbssrvations of grourid water condi.tions were made as the explorati.ons I
were accamp2ished. In addition, stanflpipe piezometers were installed in
A - 1
Pr'v�::e:c»��c^.iti u;�:3er: .
�
. Geo�En�ineers
bori.ngs B-7 and B-8 to monitor ground water levels following drilling. The
ground water levels in these piezometers were measured on December 3�, 1991
and are presented on the boring logs.
IABORATORY TFSTING
All soil samples ware brought to our laboratory far further examina-
tion. Selected samples ware tested to determine their moisture cflntent, dry
� �. densiLy and compressibi3iLy characteristics. The results of the maisture
� content atYd dry density tests are presented on Lhe boring logs.
� Consolidation tests were accotnplished an two samples to determine parameters
which were used to calculate the amount and tima rate of setLlement at the
building and garage locations due to the expected laading conditions. Tha
; � results of the consolidation tests are presented in Figures A-11 and A-12.
; �
i
,
1
� 1
, �
. �
A - 2
-..,.�:�:�-�-r:_r�e=r_.
SOIL CLASSIFICATION SYSTEM
MAJOR DIViS10N5 ���UP GA�UP NAME
SYMBOL
t�RAVEL CLEAN CsRAVEL Q,W wEL�-CiRAD£D ORAVEL.FIHE TO
COARSE COARSE 4RAYEL
GRAINED QP POORI.Y-ORAOED ORl1Y£l
SOIL$ �pp�THAN 60X GRAYEL {iM SIL7Y OAAVEI I
OF COARSE fRACTtON WITH FINES I
RETAlNEO
ON t10, 4 81EYE GG CLAYEY ORAVEL
MORE TNAN 6Q'K
RETAINED ON gAND CLEAN SAND SW WEl1-flAADED SANQ, FIIiE TO
NO. 204 SIEVE COARSE 8AND
� � SP POORLY-aRACED Sl�HD
: j MOAE THAN bOx SANO SM SI�TV 9AN0
OF COAPSE fRACT10M WITH PINES
PA88ES
i � NO.4 SlEYE SC CIAYEY SAND
� SILT' ANO CLAY Ml s�tT
F»� INORGATIIC
�,� GRAtNED CL CUY
SOIL.S �E�ss f H�N i6o OR�ANIC DL OROANIC SILT. OROANIC CLAY �
SILT J1ND GLAY MH SIIT OF HItIH PLA8TICI7Y, ELASTiC S1LT
MORE TH11N 60% I
P+�S8ES xa. 200 INORGII#11C
��Ey� CH CLAY OF MI�H PLASTICtTY, FAT CLAY
UOUIU UMIT
� � b0 OA fAORE ORGANIC QH ORQANIC CLAY, Oqt�ANIC StL7 •
• � HIGHLY ORaANiC SOItS PT PEAT
NOTES: SOII MOISTURE MODtFtERS:
1. Fteld ciaasiflcatlon is based an Dry - Absence oi moteture, duaty, dry
viaual examinatlon of aoll In �anerat to the touch
accordance wiih ASTM D2488-84.
Moist - Oamp, but no visi6le water
2. 5011 classtficatlae usinp laboratory
teste !s based on ASTM D2487-85. YVet - Visibla free water or saturatad,
usually soil ls obtained trom
3. Descriptions of soll denslfy or betow water tahle
consistenay ara bassd on
� interpretation of blowcount data,
� visuai apDearance of soils, $ndlor
' ' tast daYa.
�
rn
n
O
�,
W
,,
��0;i��I�q1I1��1.'S SOIL CLASSIFtCATi�N SYSTEM
i�/ b F�GURE A-1
LAB�RAT�RY TESTS: SOI�GRAPH:
AL Aiterberg!'smits
CP Compaction SM Soii Group Symbfll
CS Cons�lidation (See Nate 2)
DS Direct shea�
GS Grain-size Distinct Contact Between
MoF Percent fines Soil Strata
HA Hydrometer analysis
SK Perrneability Gradua! or Approximate
' SM Moisture conient 1.ocation of Change
Setween Soil Str�ta
MD Moisiure and density
SP Swelling pressure 4 Water�eve1
TX T�iaxial compression Bottom o# Bo�ing
UC Unconfined campression
CA Chemical anafysis
i
- 3
� 1
BLOW-COUNT/SAMPLE DATA:
�-t 22 � Location of relatively
� Blows required to drive a 2.4-inch 1.D. undisturb�d sample
� sptit-b�rrel sampler t 2 inches or
- other indicated distances using a y2 � l.ocat+on af disturbed sample
340-pound hammer falling 30 inches.
17 C} L�cation of sampling attempi
with no recovery
� yp 0 1.ocation of sampfe obtained
; Slows�equired to drive a 1.5-inch I.D. in generai accordance with
' (SPTj spiit-ba�rel sample�12 inches Standard �'enetration Test
or oiher indicateci distances using (A5TM D-1586} procedures
, 1d0-pound hamme�falling 30 inches.
26 m location oi'SP7 sampling
attempt wiih no �ecovery
� Location o! grab sample
�P" indicates sampler pushed with
weight of hammer or against weight
' � of drill rig.
' " NOTES:
i.The reader rnust refe�to the discussion in the report text, the Key to Boring �og Symbols
and the explo�ation logs for a pro�er unde�standing of subsurface condiiions.
� 2. Sai!classification systsrn is summarized in Figure A-1.
�
>
m
�
�
� `�t� � KEY TO 90RING LOG SYMBOLS
Geo ti��n���eers
FfGURE A-2
- TESTDATA �i(��I��,.7 �-�
'� DESCRIPITON
= G
CO�let�{� T3Gt�sity 4qU � u��TrthO� $U[raCt}�#:YEIIOq��.�; �flS.�*
Lab Trsts (963 e�
� . SP asPhalt cnaetdc � ��
Bmwo medium u►cosrse saad witb gavel,cobbies aad a traca of
sitt(mcdinm deas�,moici)(1"ill)
' � Brown silry t'une tn modinm sand with occnoione!gcavc!(medium
MD i i 139 29 � dcusc,moist){fil�
�, 5 I
� : SP— Gray t'inaw mcd'sum sand with silt,occassona!fiae gravci and a ��
SM traea of arganic matrrr{Ioocc,moist){fill)
MD ii il& 9 � �,
: SM GrAy s►try fint to medium sand with organic asetter(loocs,moisc) !
10 1a '
SP Grny fina to malinm�utd wittr occaa'sonal finc gravcl aad lorucs of
MD 27 9b d j aendy silt(Iooce,wd)
� �5� i5
;
, �
w
�
. . �
Z MD 21 1�6 3 � SM $rowniah grny s�ty finc ta maiinm caad with oCsaaional fine
t=- Smvel{loosc,wei}
a
p� 20 20
, .• ML— Grey sa�brown snndy cilt and brown organic sift with put(soft,
; MD 90 48 3 ( I i t OL tvct}
i
, j I I i
25 I I 1 25
- ! 11
j t I 1
'� 1 I 1
� MD lb 117 22 � � = SP— Gtnp fia�to mcdium sand with s�t{mcdium deasc,wa)
n : SM
� 30 3D
�
� ML Greenish gay eilt with fine ssnd{medium atiff,wet}
MD 30 9-0 b t
35 35
� MD 27 115 2l r �' ��'°�browa sandy silt(very stiif,wet}
� •
H
$
� 40 40
Nou;5sc Figu�e A,-2 for c�iwezion of symbals
1.-�I-�t«• log of Sflring
C�ec�ti!E���ineers
���ure A-3�
'!'8ST DATA goRi�v� �-� i
�Continued}
+ DESCWFTION
Moisture Dry 3� � Group
Conucx Dencicy iav° h Symbot
Lnb Tcsu {%) n
40 .: SM Grnyish browa cilty fmc sand{deace,maist)(a�edthaod sandstonc} 40
SM S 31 I
SP— Gray finc wui with silc(vuy dcnsc,moict)(naadswne)
45 � �5
� Boriag comgletod at 46.0 fux oa 10/29/91
Gcouud wetu cncouotcrod at 12A fed duriAg dr�lliag
"Flevation datum: Top of caic6 basia locau3 appmzimauly 174
tect nacsh of Ernst Storc� 300.0 foa
50 5�
: i
; t
. � 55 55
w
, . w
�
2
S
a
p 60 �
, ;
S5 65
a
1
N
N
� 70 70
v
�
m
N
' 75 75
� -
� ,
N
g
e� 80 80
n
� Notc:Soe Fgurc A-2 for eacplanation of cymbols
-��� Lvg of Boring
��0"���IZ�III(��I'S
Figure A-3 �
TESTDATA B�RING B-2
� DESCRIP'IION
Maunn Dry �� °' Gxo�p �
Contcn�t Drnsity a4Lg � �Ymbol 8urtace Elevatioa(ft.): lt}5.i�
i.eb Tasts {56) fj
d : SM �raogo-brown silry fine ces�d with gravei(madi+sm dencc,mout} 4
(fin}
: SP Gtayish bruwe fine to modi�rm cand with grevel,cobbles sad a
MLl 8 111 z5 / crecc of siic{�odium�as,e,moist)�fat)
5 5
3M Gray silty Cwc t,o mcdium snad with gravrl and cabbtes{dcucc,
MI? 3 12b SUf4" ' moist)(fitlj
10 10
. ML t'srsyis6 brown caady ailt wich a iraca af orgmnic meutx{snodium
, Stiff,mOiti)
i
' SM 39 fi �
• 1 l5 15
: �
: ;
w
Lu
�
Z PT Browa pcat{sott,vvct)
z SM 135 '� � Mi. �y ri1t iaterbalde�with Iaycrs of dnrk brown pea�{soft,wa)
a PT
0 20 20
, MI., Grey sendy cilc with organic melt�c{wft,wct)
tvii? d9 71 S � � ,
, �
,
25 25
. �
• •N
Q
N MD 48 ?2 3 E : '- ML-- Tnierbeddr,d gny saudy silt with otgania meuer and aiEty fine w
�;; •. SM mcdium sand(suft!loocc,wct}
� 30 30
U I�
m
��
, -. SP Gray fine w mcdiurn eand with gravel(medium densc,wat) '�
MD 30 133 3Ci ■ '
� SW Gray finc to coarsc saud wiin grnvd,cobblcs end a uacc of aiit '
� 3� (mcdium densts,wet} 35
� 2vIU 19 106 14 �
' N SP Gnsy fne to medium sand wiih toaras tead,gravel and a vaee of
- $ sitt(vay dcnac,v++aj
� 4fl 40
Nou:See Fgara A 2 Eor ezglanatian of symbols
-�-��� Log o# Boring
�r�'()��EI1�1 t1eE'TS
Fi�ure A-4 a
TEST IaATA BC?RINC'7 E3-L
{Continued}
� DESCRIPTION
Moiswre Dry 3� "' GroUp
ContesN Dtnsity W� � Symho3
ao �b r��c, ��) fl aa
r� s �za so ■
' qg A�5
,
SM Grayish bmwa s�lty fine snnd(�Icnse,w�t)
34 � _
50 ' SW---Gray fmc m caarse caad with gravd and a traoc of�silt{densc,wct} 50
MD 7 132 38 I �— -� SP
.. �
• . 5M 3 38 � '— —
; —
� 55 55
, —
. � � SM Gray silry f►a�w roediu�cen�l(vcry deaee,wet){raadxtauc)
iv
w
�
Z MD li 123 50J2` �
2
� Boring complacd at 59.0 fect oa 1Ut23191
� gp Graund watcr ascouaurtd at 2$.0 ted during dt$ling 60
'�F�cvation duvm: Tap of�atcl�basin tocato3 appro�cimately 17Q
� feet north of Erncc Stoza= 100.8 fstt
. i
ss ��
: {
N
=t
N
N
� �o �a
�
�
�
N
. �
i 7�J �rJ
�
a •
�
�
a
M 8fl 80
0
" Nata;Scc Figurz A-2 for e�fa�atiou of rymbols
��� lt�g of Boring ',
�'r�'0���I1�111���S
Figure A-4� i
TESTDATA BORING B-3
� DFSCRIP'I'IOl1
Moistnre Dry , 3� °� Group
Co�uecx Denucy �—°� � Symbol Surfacc Flcvntan{fi.): 99_S*
Lnb 1'esu (;6) c�
� SP rown m ium to ooarrr�o sand witb gravei,cobblu md a tracxi of �
silt(malium dwac,moist){f 1l)
SM Cuay silty fiac w mcdium ssad with ocxasanal fma gravd ead a
MD iZ 122 t0 � ti+�of argaaic mats�a{medium da�se,moiat}(�ilt)
5 5
� MI. Crray cilt with pest sad argeaie matter{soR,atoist)
3iv1 A2 G �
10 10
: �
. �
' r MD, 154 31 3
� PT Bmwn psat(soft,wct)
� � ,ti�,
i 3 15 15
� +,
w
w
�' ` W
Z if
= IvID 47 74 2 S . .: SM Crray s�ty t"mow mcdium autd{vesy loocc,vwtt)
�
d
a 20 20
ML Gray silc with arga»;c mattu(soft.wa)
MD 56 56 2 �
. 2b 25 II
, t+2L. Gray cilc w;th pcet(coft,wcc}
'N
ry MD 218 23 9 �
,r PT Brown pcet(wR,wa}
� 30 �,�, 30
v
m ,
,y
NSD t i i 39 4 ' .!+.
' ? '• MIJ— Intecbuided gray silt+with ocxasionat saad u►d arganic mapter end
35 SP gray fine ssnd{soMoose,wa) 35
� MU 36 84 5 S ; •
S
p 4a 40
° � Natc:Soa Fgurc A 2 for cxp3anetion of rymbols
-`�(t,!i l.ag of Boring
Gec���Enbineers
Figure A-5 a
T'ESTDATA B�RtNG B-3
{Continued)
3 DESCRIPI70N
Moisasro Dry . o� °' Gr°ug
Conu�x Denisty �� � Symbol
Lab Tests (%) Q
40 SP ay ma to medium awd(modiom dcase,wci} 40
:.= SW Gray fine to coaru sead with fine gnvd{mediam deacc,wet)
MD ?A 106 28 �
� 45 45
, :•:
IuLD 29 95 i9 � � •= 5M Gray silry Pmc seod(mediuro dease,wu)(saadstone)
50 ����y�a� 50
MD 21 10T SOl1' �
: "; Boring comptaed at 51.5 fuc oo lOR8f91
Ground wetu cncououxad et 18.0 foet during drilling
'Flcvatioa dntum: Top of catch basin iocation appro�timatray t74
. i 5 5 foet north of Ernst Store e 100.0 fea r�5
; 1
�
W
W
, �
2
s
�
0 6o so
s5 65
•N
O1
N
N
� 7� 7fl
U
�
C
,y
75 '75
0
a '
Ng
r�i 8 D 80
G
� Nou:Sea Fgure A-2 for explenatioa o[rymbots
-�!t{/ Log of 8oring
G��;�En��neers
'��/' �' Figure A-5 �
TEST DATA B�RING B-4
w � DESCRIP770Ai
Moiuun Dry 3� "' Cttnup
Coacent Tknsity wC� � Symbol SarCacc Elcvation(ft.): 100.9*
Lb Tr.sts (96) �
� sQ 2 inc6ca asphelt conerac �
Brewn medium to coatse cacd with gtavel aad tobblcs(modium
5P— dense,moict){filI)
SM Gray fine to mediam send with silt,ou,asionel gtave!and cobbtu
MD 13 103 ?3 � (modiom deaec,moist){fitl)
5 5
� ML Brownish gray s�t wisb pcat and orgaaic mettrx(coft.moist)
MD 52 b7 3 ]
10 10
: � MD 58 54 3 �
r � 15 15
. 3
� : SP--Gray�me w medium sead with s�t(mcdium dwoe,wet)
-� W �
Z MD ?3 l01 11 �
s
f-
a
p 2� 20
�
� MD 53 fi9 8 I Gr�dcs with lenaea of peet
. �
. ,
2� 25
S2vi Gray silcy fiac cand(loose,a+u)
�
N MD 165 3Q 3 � PT &own peat(soft,wxt)
N �f!�
g 30 30
c.� ,
im
I�
' ' � SP Gray fwa ta modium sand(deacc,wct)
MD 30 108 34
,
, �
t 35 35
� MD 3d 89 8 � SM Brewo silty finc sead{loose,wa)
s •
0
�W 40 40
" Note:Sce Fguce A-2[or ezplanation of rymbois
��� Log of Boring
�CO���I1�II1�C,'r5 Figut'e A-6 a
TEST'DATA BORiNG B-4
(Continuedy
� DESCRIPI�ON
Moisptre Dry o� � �boi
Cantei►t lk�iry �Cg �n �
40 Lab Tcs�s (96 t� �
MD ?3 i01 14 � Gcadea ta mcdiam dease
45 45
, SM GrAy silty fiue co coerse saad{medium deose.vvet)
SM 2U 25 � ::
50 50
, � : SM Grsy cilty C�e cand{vcry dtase,moist)(sandstooc)
�
, 1
MT) i6 118 St1tb' � ::
. � Boring oorapletcd at 54.0 feet oa 10/30/91
55 Cnound watu cacouaterod at 16.Q fott duriag drilfing 55
� s�avatiob datum: Top of catch basin located appraximstety 170
'L foet north of Ecast Stocc= 100.0 fea
w
` LL
Z
_
F
� �Q ��
. �
1
s� �s
�
N
N
U 7� 7�
�
m
�
�5 75
�
0
c •
N^z
V
� 80 a0
"' Note:Su Figure A-2 for explanetion of symbots
-��t�; Lo� of Boring
Geo��Ell�ineers
Figure A-fi b
TESTDATA ��i.�K�IVC1 CS-�'J
� DESCRIP't70N
4 c o.
hiConsent l�.�eositY a1t`� � Ycn�l SurfauElcvntian�R.}: 1W.9�`
' � Lab Tcsts {%) ct3
• $�— 2 iachcc asphatt caacrcte �
: SM Bcown fu�e to medium sand with silt,gravel aad eobblca{msdium
$t�sc,moict){Cill)
MD 15 I i? 14 � SM Gmy a�ty fu�c to mcdium send with oocasional gxnvci{modium
� darse,rnoist} �
- � 5
::�I a ML— Grayish t�mwa ciit witb organic manttc(eoft,moist to we�t)
, I I ( ��
MD 34 70 3 � ML Grny s�t wich accasional saad aad a tracc of argnaic maucr(w#t,
moist ta wet) ',
10 ��
,.,.
. ,
' � Ml� i i3 25 3 � P'Y' Uark brown peat(soR,wa}
� SP-- Gray and browa i'ioe to m+ediuns sand with silx md d trace of
r
; � t� SM organic maucc{lssosc,wef} 15
;
�
w
w
. • u.
� MD 3$ 82 3 �
H
a
a 20 Zt1
Mi„ Grayish brovm eilt tvith occaa'sonal fiese sand and a trace of pcat
k . {saft,wa)
: MD 79 52 2 /
; �
25 25
,
� SM Gray si]ty Curc ta modium c�:»d with a trsee ef argwic meiur
� .i �����
N
W �lT �jry p }�
. N 3Y11/ J f ii� 7 �
N
� 30 34
t�
�
m
v�
�. I
+ : w ML cr$y�n a�o�►,S��t�,�,���n�r���a�a���ar oTg��
Mn �s sa � ■ �t�,��m�;rr.�� i
` ' I
: ' s� �. c�y�,ay��t{��>�) s�
; t
. � MD 3U 94 9 � •
No
O
'� d� ��}
. • Note:Sec�gure A-2 for pcglanetiao af symbols
�t�� �t�£� O� BOCiI'tf�
�eo��En�i���et�� �
�igure A-7a
TESTDATA BORit11G B-5
tContinued�
M
� DFSCRIP'I'CON
Moi:zunc Dry _ �� F Group
Conttnt Denstty ��j � Symboi
�0 Lab Tesu {96) � �0
� SP Gtay fiaa to madium sead(medium deocc,wei)
Nrn u ias so
i
45 45
,
�
MD 2l 107 34 /
50 50
't
A
' � MD 16 !l6 22 � SM Brown silry fine w malinm�and wnth occasio�ul fmc gavd
(modium dcnce,wct)
: � 55 55
�
� 5M Gray siity fma cnad{very dcnse,moict)(saadatone)
. �
� i015' �
�-
a
p 60 80
. i
! SM 14 SO13" �
, . Boring cvtaplacd et 64.0 fui on 10124/9I
65 Ground wetcr eawunurcd at 17.0 ica during dritiiag g5
' ; =ncv.tion aenttn: rop br cac�t►bacin loeaua spprox;macray �70
j foot north of Fsna Store� 100.00 foa
� �N
�t11
N
N
� 70 70
U
�
m
�y
: �
� � 75 75
: i
�
0
¢ •
Np
O
��.,W $�} 8a
. . Note:Sx Figure A 2 for s�lanutioa of symbols
���; Log of Boring
�e0��Fn�inee�'S
Figure A-7 b
TESTD1lTA �UHI�t2 �-�
'� DFSCI2iPTIOPt
bioistuzc Dry 3� "' Graup �
Caczcent 13cnsity �tg � Symboi �vttar,e F��evaiaa{ft.}: 99.5
Isb'iesu (56) cA
� sp tnc ea asphett coacrctc �
Bmwn mclium to wacse cmd with gravel and a tcacc of sitt
�M (modium drncc,moibt}(fill)
Gray:ilty fiae to mcdium saad with occasionel gravel(modium
SM 17 20 � duuc,moisx){��1)
5 5
IvII.. Gray siit with fiao caad(sofi,moist)
MD A3 ?8 2 �
10 10
, .,
' ' MD 2dd 21 2 � P3' Brovim peat{iatt,x�ct)
�s i�
� � 15 t5
� +,
i ' � : SM Gray as�ty fmc sead with organic mnu�x(vcxy loocc,wd)
�
Z MD 4? 7d 2 /
� ML Grnyish browu sandy t$x{very soft,wrz)
a
p 2b 24
' � IvIT3 92 57 2 �
, i PT Browa pee�t{wR,w�tj
25 �ti,, 25
1
� f
, SP Gray fine to m�ium r�and with a trncc of silc and accasioual['inc
. ,N gravct{mcdium dcaseR vvei}
N MD 27 9G i3 �
N
� 30 30
� �
m
;�
; . MD 219 22 5 � . . P"f Brown peat{soft,wa)
.+4
t F ,
35 �, � 35
� .
`t f I
� � �
MD 2U iD9 I7 � MI. Gsay sswd�+ralt(stSff.wet) �
�
g 40 44
'" Notc:Ssc fiigure A 2 for axplanation of symbolc
��s� Log of Boring
�e0 ss►��11�I11��t'S Figure A-8 a
�r'�ATA SC?R[Nf'a 8-Ei
{�ontir�uedl
� p�scxurr�ox
1+toiswn nry , a a � GCoup
Coatcnc Iknsaty cat� � s3'mbol
40 Lab Tasts (96? {Pci} 4D
MD 29 95 14 �
;
� 45 45
: SM Gray r�ty fine ta medium ssnd with occasional i`u�e gravcl{maiium
'; dcx�ae,tivu)
MD 18 114 11 ]� _
50 54
T"�
` ' MD 1? 114 27 � = : SM 8�ownish gray silty fine so modium ssad with ocrasianel grnve!
(qtcdium dex�sc,wa}(can�staae)
r-�
� � 5� 55
i
H
w
f . LL
z MD 13 127 13 � :
x
�
a.
p 60 SM Grey siley finc sand(very tknr�,moici)�sandsw�e) 60
�� ' MD ZO 1!I S�f2' �
' Boring compltted at 52.0 fcd on 10128f91
+ � Graund wsics ec�couotctcd m[ 12.0 fxt doting dr�ling
i
; } *Flcvatina datum: Tog of caich basia lflcat�+r!a�aprozimaiciy t?Q
S5 frct nosth of F.xnax Store� lOO.Q foet 55
; F
i
jN
�
N
�
� �� 70 li
� i
� �
`m
�� I
�
a l
` � 75 75
�
0
� .
[Qti
v
;'m $0 $0
• Note:Sx Fgurc A-2 far czpienet;on af tymbols
�t,,;*r Log of goring
G�U�,��n�1�:e�rS
Figure A-S�
TEST i7ATA t3 U KI IV i.� Ei-/
� DESCRIPT[ON
Moiswrc Dry o� n' Group
Cmnem I3wity mC� � Symbo) Suriaca F�ev+�tion(!t.): 100.1*
Lab Tesu (96) �
� : SP inchcs asp6ett cornccete a
Brown modium to coarse ssnd with gravd and c:obblts(mediom
dease,awiR){�"i11)
SM ��,�,fine m medium sand with gravd(madium da�sc,wet}
MD 14 111 14 �
5 5
ML Grny sandy cilc with orgaaic mattcr{aoft,w�)
MD 40 81 2 1 ,
: SP— Grsy fine w medium sead with silt and erganic meuu(loo�e,wa}
�p = SM 70
. ,
: �
� � SM Z34 3 � . . PT Browa ptat wit6 wood fragmarts(aoR.wet)
i�1l
� � 15 15
�
�
r
� ML Gcayish browa tih with finc sand aad a trace of ozgaaio mdttc
r a +� (soft,wa)
z MD 59 63 2 ■
x
a
a 20 20 '
� MD 42 T8 3 �
i
: !
25 25
: �
; !
� : SM Gray ailty fiae to medium cand wiih a tzaee of arganic mazur
N MD 21 i0b 18 � (m«lium de��sc,wa)
N
� 30 30
� ML Brown siit wilb fiao eand{medium ctiff,wct)
�
, .m
�N
i .
MD 35 $? tQ /
. �
' ! 35 35
` � : SM Brown silty Cu►c to mr.ciium sand with gravd(deau,wei)
� �
� SM 30 43 .
rv
g
0 40 40
. . Nou:Soe Figure A-2 for explaaation af cymtwls
�t�+,+,� Log of Boring
Geo��Engineers
Figure A-9a
TEST DATA �UK�N�7 ES-J
{�antinued�
� n�.sc�ox
Moiatuce Dry . �� Q' Group
Cosuent i3�ns,ty a�t� � Symbol
Lab Tesu (%} f�
4Q S ay silty fint xaad(vecy deasc,moiat)(undsmne) 40
:�:
MD 27 IIS SU73" 1
Boring eompleud et d4.4 fe�o0 10/2519 i
45 P'icwmstcr in;tallad to 44A faa 45
Ground cvaur levei measnrcii et 9.4 fca an 12r30191
�-�
� 'Elcvatioa datuta: Top of cetah besia lacattd e�+pmz�matciy I7�
Ccet north of Finet Stura= 10U.0 fat�
50 50
, �
a
> �
' � 55 55
. �
w
�.� LL
�
, _
, d
� �� 6�
�'�.. � _� �.
�� �r3
.. �` I
N I
g 7� 70 I
U
T2
m
�
i•
i. l
; � 7� 7�
i.�
�
O
a .
�
�� �
ia $0 80
, : Note:Scc Figuro A-2 for a�lanntion of symbals
,��t� Log of Boring
�,.
�et���Eng�neers
Figure A-9 b
�I
,...,, ...�..r. uv�����v ar v
� DESCRIPTION
Moiawre Dry o' � Gcoup
Co�xecu l)en�ty �� y Symbol Sudacc�lcvation{tt,): 98.5*
Lab Tssts {%} f}
Q : SP— Gmy uu to mcdium cend with silt and gtavcl(looac,mo�at) �li 0
�M Gny sitty fine Lo modium caad with accasioaal gravd(medium
� dease,moist)(fil!)
MD IA 122 12 � :
5 Mi. Gray cilt with a trace of prau and wot�d fragmeau(soft,wd) 5
MD 40 7b 3 /
10 '�a
,..,
jMD 56 66 2 /
OL Greyich bmwn organic citt with wood fragmaata aad occasionai
: a 15 sand(very sofL,wct) 15
�
� i F-
w
�
�
z MD, $9 48 2 ■
� C5
p 20 20
. MD 6i 60 4 � IvIL $rowniah gray silt with fine send aad pcat{soft,wet)
. j 25 25
� �
, ;�v
. �
N MD 68 55 3 i
N
� 30 30
U
�
N
: , MD 87 S4 2 �
. ,
: . 35 35
;
� 3
� SM 28 P � : SP-- Gray fine w medium aand with cilt(vary tooce,wet)
� � SIVS (Blaw eoupt probsbly rcflocis dciviag thraugt►heavc)
n 40 40
Notc:Sce Figure A 2 for explaaatioo of rymbolt
���� �og of B,�ring
Geo a��E���ineers
Figure A-1 D a
, _ �
.s:..s. ...,.� crvn���� p-o
{Continued�
� nFsc�rtorr
�o��,� �y a; � cta�
co�� n����y a3 � ��t�o�
ao �b�rz�� ��) fl �o
�m zs sr� as � c�a��a� I��I
�� a� I�
r
sw c�y r�►����{,�a;�a��,�a�
MD 3? 85 I1 � : •" SM Gray silry fiae to maiium oand v�+ith gravvcl(mcdium dcAce,wa)
50 �p
SP Gray we�rso smd with mcdium iand axd gravcl{toosc,wct}
, MD 4 184 9 �
' S� 55
. � �
�
uu'. +';.•. 5"W Grny fino to r.aarso csad with gtavci{modium dcnec,wetj
, � MD 5 1fl5 21 � �'��
a
n �� 60
SP— Gray fu�c m anedium send with silt{veuy dcusc,wet)
5M
� SAi 39 SQ �
3
c 1
�� 65
,
, j�
w = SM Gray silty fuie caad{very deasc.wet){saasicwac)
n MD !3 t23 bl �
n
� 7fl 7p
u
� MD 22 10-0 S01i' �
"'• Baring aomptcted at 7i,3 ft�et on l0J?.319!
}'iczomau inatalled to 71.5 focx
Gronnd watu IcvcT meaaurui at 7.4 fr.et oa 12/3019i
, *EJcvatioa duum: Top of catch basin locatcd appro�simatc]y l7U
7r� fax north of Ernrt Store= 100.0 fcri 75
m
O
� ,
N
O
O
� �� �fl
Natc:5ce Figura A-2 for exptanatioo of aymbols
��t� �og o� Boring
�eo�,�;;Ez��i��eers Fi�ure A-10a
PRESSURE (LBS/�72 x IO��
.i .2 .3 �+ s � 1 3 � 5 io Zo 3� �+o so
i
� '� i I I I
. U� � ''
1� I � I 1
� 1 i I 1
. t3 S
i I I 1 I
r •
. IL
I I I I I
I I I i i
' . lb
= I 1 I ! I
�
. � Z . 2 tl
: � � ! I � 1 I
' w I I I I (
_ . 24
�..y �
� � � � 1 � �
: � v
Z . 28
o t I 1 I 1
�- I ( I 1 1
'x . 3 2
a
J I � � I I
a
"' . 36
o � I I 1 !
" I 1 I I
' . ��
. � I � I I
�
. ��+
� � i ! � I i -._
_ .,::
1 1 1 I ( � ss
. �8 `"�
I i I I i
. . 52
� ro I 1 1 I �
._� I i 1 I I
. ,
; �' S�MPLE pRY
� BO�t INlG DEPTH SOI L MO1 STURE DENS ! TY
� KEY NUMBER (FT) CLASSiFICATION CONTENT (�$SlFT3)
3 � B-3 13 BROWN PEAT � IS4� 3i
k
; o
�4
; �
� ,���� CONSOLtOATION TEST RESULTS
�" ,.�
Geo��E�Zgineers
FIGURE A-17
��ESSURE {�BSIFT� x 103�
.1 ,2 .3 � S 1 2 3 � 5 10 20 3U �+0 5�
�
� 4 f ! I
. Q25 j
� I � I I
. 1 I i I
,oso
1 1 I I 1
' i
. �75
1 `' I 1 l
_ 1 � �'` f t ]
. ��e
i 1 I ', ! ( I
�
- ; � , 125
= ; -. I I � I 1
` � w I ! ( !
� . ? �G
' ? I I I I I
� , ti.,,
. 20�
� � I I ! !
� 1 I I 1 I
� . 225
� I I ' I I I
0 I] /�
Z . LJi!
p I 3 � � �
" � 1 • I 1 I
. : . 217
� I � 1 I
� t
; , 3t�o � I � I I
I I l i
. 3?5
G:�=.��'•%
� � � � � _�
� -
, \ . 35� I 1 I I i
` i I I I I ,
, :�
:>
� :� SAMt't�E DRY
� BOR 1NG OE�'7H SOl L M{�! STURE DENS ! TY
� KEY NllMBER (FT) CLASSIFICATIt3N CONTENT C�BSIFT�) ,
� � B-8 l� uRAY1SH BROwt� nRGA�lIC $9� �$
� � SILT
i � COL,�
O
1 �
' � \�,��� � C4NSt?LIDATtON TEST RESULTS
tJ�,'������j,l��'�-'�S FIGURE A—i2
7.0 BASIN AND COMMUNITY PLANNING AREAS
7.0 Basin and Community Planning Areas
Not applicable
W&H Pacifrc,Inc. TIR Renlon Yr!laAe—RVA Land LLC
llSeatt1e11DafalProjectslR�A Land LLCI32171 Renton 69!lagelO�cel iVord�tir bady 9-26-OS.doc August//,2005
I1
_ __ _ �
8.0 OTHER PERMITS
8.0 Other Permits
Not applicable
,- ,
� ��
� ,�
, ,
, ; �
,
,, _-
�
, i �
W&H Pacific,Inc. TIR Renion Yilla�e—R 1�A Larnt LLC
IlSeattlelVDa�alProjeculRVA larnl LLCI32272 Renton YillagelO�celWordUir bady 9d6-OS.doc August/1,2005
12
9.0 EROSION/SEDIMENTATION CONTROL DESIGN
9.0 Erosion/Sedimentation Control Design
The Erosion and Sedimentation Control Plan (ESCP) for Renton Village has been
developed utilizing the King County Storm Water Design Manual and City of Renton
` standards. Temporary erosion and sedimentation control requirements shall be
maintained and are specifically addressed in the King County Core Requirement No. 5
(SWDM). Erosion and sediment control notes per City of Renton standazds are provided
on the Erosion Control plans.
➢ The majority of the site is currently covered by asphalt and exposed soil. The
locations of the limits of disturbance are shown on the Erosion Control Plans.
➢ Perimeter protection on the site consists of silt fencing located just inside the limits
of disturbance per City of Renton standards.
➢ Traffic stabilization is being provided by the installation of a rock-lined
construction entrances located at the entrance from Lake Street. The construction
entrance will be per City of Renton standards and maintained according to the
SWDM 5.4.4.1.
➢ Surface water control will be provided by the installation of the permanent '
conveyance system and dention/wetvault prior to construction of the rest of the site. ,
The wetvault portion of the vault will act as a sediment pond and will release water
via a filter fabric wrapped control structure.
➢ Silt fences will also be utilized as necessary to direct surface water to the catch
basin/inlet sediment traps.
➢ Catch basin/inlet sedimentation traps will be installed at the new catch basins for
temporary erosion control.
➢ Dust control will be applied as needed by a water spraying construction vehicle.
➢ ESC measures will be maintained and inspected daily during non rainfall events and
hourly during rainfall events. An ESC supervisor will be assigned to oversee the
standards, as directed on the construction documents and in the KCSWDM 5.4.10.
The City inspector will be given the ESC supervisor's name and 24-hour
emergency contact phone number prior to start of construction. The name and 24-
hour emergency phone number of the designated ESC supervisor will be posted at
the primary construction entrance to the site. A written standard ESC maintenance
report will be used to record all maintenance activities and inspections for the site.
i�'&H Pacifc,Inc. TIR Renton i'illage-RY:9 Land LLC
1 LSeatilellDatalProjeclslRVA LaralLLCI322i2 Renton Yrllagel0�(J'icel if'ord�trr bady 9-26-OS.doc ,lugust 11,2005
13
Creative Solutions. . . Superior Ser�-ice
: I PACIFIC
3350 Monte Villa Parlcway (425)951-4800 •Planning •Surveying
Bothell,Washington 98021 Fax(425)951-4808 •Engineering •Landscape Design
' : ' , ;
;.
._ ... ��n1��it/ VILL�i-faE .��7�i�ti7�'�u i Y��D ��'_:'���1' .. � -
, __: .
,
€ :
:..,. : � ' : . ; '. , � . �
�
.� . . . �, _ RrT ` .... : _. _. .. _ . .. . . . . .. : ._ ��
�f.�� ;�h=�� ..:�- !� !%�T��tlTlDi�..�jlrcl��'11�¢GfLT fS° l�i�'GPDS�i� T�J .4-C,7 G/.�� �
.. � , ;. ' � �F��Dfwl�n/T t�u�. � ��/z Tf�� _.T�S�. `��n/, �,Y� C!D.�/r�'"-�C �;�.�c:7�t�r.�
�����. `
,_.�d, � . �_ _�� � _v�_�_ _ _ �_ �._ _ u
� �f�= �c Gv���%r?�;� ,�� �i�r�r.� ��,r�,�w c. 71✓' Pi�✓c�/T 5���i�c`.tj,r �
P.. . �.. . . . . . .
._ . = ��J,� ��/NGr !7/5�c?Tb��/?.
;., . _.:_ . , ; , _
._ ._ �
.
� : : ' _ _
; :
-� - - ,__ � _ . _ . . ,
. : . _ ,
, : �. ;-�
� ; ,_ ,_ ;
i_�" :. ; �it� .GG�;l!r'.�'�,7� t��a�'',7-id�tl b� ' Ttl�" j1.�Yv��� ,i✓1GL ,.�Fci: ff-S , T�� .:
;_ .
, ;_ �5 T>>�-r��! ti1?__ '/ �`z, ,�`� .
: , � �
_ �_t .K.__M�' .�' v �. !�E__��_._ .� c�_.��_.•� _, `
_.��_____�_ __�_. �.. __,....�. .__ _�_.. __ _. _
: � : : = ------�- _._ _
.
_ .__ . _ _..
,
� _.. , _ _ i 5 � � ' _. 2cs , �i,c�� k' /?.P' �o%S1G- '� 1, ��� : : i
__ _ �
,� X . ; . . � ,
- , . ��
: , .
: ; . i ; : , . .
I
; -
� . . i � + .
� _ : _ �t��=�'A-�C A-,��'� : rI'r�i.�rr7�l� Z��X l3.�"� = 2'�oa �� � _ _ _ £ - _ `
.
_
. .
.. .
� ' ' _ ..
_ �
; . _� . ; : �`— _
_. , � , _. , _ - - -
� .
, �
._. _ � _.._._ _ � _ _. ._
. :
. .
:
._ .
I �� �� i 3 St,c r��A- f'�- '��i �
, , � �t-�` ��.. i2-:,� �L�_�_
:
� ; , , ' �
- _ , Zr F f � �
� . / l CF�S DF /�f=�.,o!�' . �
�. __ ,
.
:_ � . ; � : : _
�.�.._ t..: ,._-:..; .-; .:. _ - f _ _ . . . . ' . - . .
. .� . . ... . . , . . ..� � . � - . .i
' : : ; � � � _ �� ;1:���� ��� �►-rr��-G��� �rc�..�r��f.� 'au�.=%�T�_
:- , ,
. . .
r
� ,. t : - 5� C3Z�_�F — �
��.-._ ,.�.-_ ,_� . v � _, ,--- - - - _, v ?� 7
. � ,
, . .
,.. __. _.,.7 , +--. :. � . . _. . . . �
-_�
��4r,t�r"c-�i� 2? � a c.��
oc� ��
. � .
. ; , : , :
!- .� : .. � . ._ �. . �5 = �c;��f�t�
. .
€ ; , � t . , ; { . . , .
,_ .
,
:. ;. , ;. : . _. . �.._ _ _
A- ,�o rl���i� �fi.t�� .
, e
. � - °
.._ :_ . ; ;. x �I _ _ _ . , a _ a i
:.
;�.. � -_.} . s : �.. � ... � . - ,. �.. . . - - � ��--�f
, : ,
.
. . �
,. ._. -- . .. . ,._ _ . .
,
. ' '. : : � � i . .. . " " -
.. i � � � , � . �_ . . F 4 : � ..:
.,. , ,.__. ...y ...:.._. .-. _.. j .; �� _ - _ f .
� E � €
'q--s- . �.'i .� . , .,.-,--"�"'^'"'" - — ,. } ' ' �...s.....e.-..�
,. � i ,_ .._. � '
_4 - �� i _ � - �
_ ; :
. . � l , g . ; -- -# �
. , ;
'
� : , �
_ , ._: . ,....{ . . , ; ; . _ , , .., ._ . _ , , f � > -
�
._ r ; _ � . _ , _ ,
. � ; �. t , ; 3 : :�-` - �.'. � .
: � :_.�
.� . < :...:. .. � : .; . .. � . .. . s <...-..i : . ..._ _ . ,
. -. . . . . , . . ..S �. �-_� , ..�.
a �
� � . �. f . ': : . , j .. , '
.. ._ .:... .. -�. � : : .._. : .:. � _..i. . _ I
i : ! , : � . . : ' , .: . � � �.
. �.
e-L
._ ,.._. ._..._.... . .�:�.
--. s �- ♦ . . .i . ' I s.. . �..�. .. .... !- _ , _
' _ . ` i . '. . � . � : .
. . . . - . . -. .. , . - . . i : ''. _ : �. .
' '_
r- . '. :
[ �
'� . . . � - . . . . . . . . . . . . . . . . .
� . � : _, ; . . ; - �
� �_ ._ : � , � . . �- : : � : _ - .
. _ _ �� ��;�_ ' � _
. � :
�._, �� _. _ ��. �
�..�
�
. �
> > _ _- = - - �
��
e . . ,__ , , , _ . , _ - _
; � : .
` �: E �� I E
: ..:.. . ._. . : �� .; .. . 3 . ;. � . - � -
z �
�
...�._ F.. _ . _._:. _. R , �_' :. � ' ' " _ '
"
;
. . � :. . . , _..{�
� i
. -.'_ '. � " ,... ;.. � _
{ { #
�
, .�:_. .:_. . : .z . _ . ..:. � . !.. .,. _ ..i ,
. � i .
. ': ..s.. .j, s . : : _. ij ' r-� _
. � .;.. � ..: :. . - ' � : p ' ..'. E � '
_. _ . .
_ _ , . � . � __ { . , _
: . .. € _ i , . , i . '.; , E . ! , .
i �� �
i' � -
_.w _._.,._ ,....x . _.� -^--�-_--"'- ^-- '�-�-� x
. ¢ _,, f I _ , !
� _ { ,. . � . � _ � � _ ` :
' : ,..; � ; : : � . .: 1 .� _ _ _�
, �
� _: . ; � ._;_ � �
6 ,
, _ , , - -
; ,
:
� ,
.
.
, .. , , ._ < _--< _. . . ._,. ,._ a . - - � -
� : , � j
�__
..:.... . .i.i.-� - �._: s . . . F '..,.. ' _"._ .-_' � ' . .
' t
� : : �. . . -. : ; . : : : -��. . , : . . . . '
. . . , . i ; - i : _ ..... _"_#
. . . , . . : " � � '�
; ..... ' • .:_ i. � :_.... f . .�. _ ;._ . _ _ ._{ _ „ _ _ , .�,
. < �.. ; _ i
; � `
. ; , :
_ ;_ _._ , . , � ,. � .. ,. . . � -- - -- �
_ _____ � ` � � , __ _ � _
.
._ ,_. -� ___.r.. .--;-. —:-_ _�-.�- _
.._.., y..r�_.� _ .� . . . .� f.♦..�. j _ _ _'. '� .
...a.. .�.a._ ._
�.:.. .i__.- . .-..i. . :_._, i �_.i .. _ .
: . � : : ' : } - ; .
...... ...i '. i � : _.. , � .._�- � - - . _ �.
._... .: %._..
; '; i � : . :�. , . : ; . . . .
:
_ . '. . . , . . : , t
_ ._... ... a { .....:. . .. _...,. } ,...�,_. ....._._ .i._3. �. ... _ _ _ _ _ _ _
.. .�_.;.._ . -�:..�...t .�...< i i.-.._ i :._ """_. _ ' .
. � ' .i- � `:..� o- ._ .�
'... '..� � -��. f .:.. _ _ .
� �
.i. . .:. _ . . ; . S � � �
. �..:. . ;. ,. : _ .. _
;
� '
:.
. . : . . . �..��
� . . . - . ; ' � . : . , . . � . . �� .
. ._ _. :..._ .: -._ � . :. . ; ' : _ ; ' _ F ,. .. ' '
< "
_ i
; }t
, � ' .<. , .. : . : � : . . ' I
__e _ `-_ ___. ; � � � __!_ __ � �m_. ��������___ ��_�_'___ _ �_ ;_ _�__ _- _SheetN�_ ° �_ _��_�_ _�.' _ _:__. _���
Proiect: Date: o. of
Prepared by: G�I�-1 Checked by: Job No:
Renton Village Sediment Pond Sizing Output
SRS
8-10-05
B-sed Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
B-sed 1.00 8.00 0.3914 4.57 SBUH/SCS TYPEIA 2 yr
Drainage Area: B-sed
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 4.5700 ac 89.00 0.16 hrs
Impervious 0.0000 ac 0.00 0.00 hrs
Total 4.5700 ac
Supporting Data:
Pervious CN Data:
bare ground 89.00 4.5700 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet sheet 100.00 ft 1.00% 0.0500 6.79 min
Channel pipe 500.00 ft 0.50% 42.0000 2.81 min
10.0 BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY
SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT
10.0 Bond Quantities Worksheet
Financial requirements will be met prior to permit issuance.
,i
;
,f
i
,
W&H Pacific,Inc. 77R Renton G i11aAe—RVA Land LLC
llSeatt1e11DatalProjeclslRYA Laml LLC132272 Renlon Vi!lagelO�celWordUir bady 9-26-OS.doc .lugust I1,2005
14
ll.0 MAINTENANCE AND OPERATIONS MANUAL
11.0 Maintenance and Operations Manual
➢ King County, Washington Surface Water Design Manual,Appendix A—
Maintenance Requirements for Privately Maintained Drainage Facilities. (selected
pages) 1992
4�&H PacrTc,Inc. T/R Renton{?lla,2e-RY�t Lanri LLC
1 LSeattlellDatalProjecrslRYA Larrd LLC132272 Renton G'lllagelOfficelWorditrr bady 9-26-OS.doc Augusr 11,2005
15
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) �
Malrtitsnan� Condltbns Wh�f MslMenanc� R�sults Exp�ctsd.
ComponeM Dehct b Nesded WMn Maintenana fs P�rformed
Storage Area Ptugged Air Vents One-half of the cxoss secKion of a vent is Vents irea of debris and sediment.
blocked at any point with debris and
sediment.
Debris and Accumulated sedimeM depth exceeds All sediment and debris removed from
Sedimant 10%of the diameter of the storage area storage aroa.
for 1/2 length of storage vault or any
point depth exceeds 15%of diameter.
Example: 72-inch storage tank would
require deaning when sediment rsaches
depth of 7 inches for more than 1/2
length of tank.
Joints Between My crack allowing materiai to be All joints between tank/pipe sections are
Tank/Pipe Section transported iMo facility. sealed.
Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design.
Out of Shape more than 1096 of its design shape.
Manhole Cover not in Place Cove�is missing or only partially.in place. Manhole is dosed.
Any open manhole requires maintenance.
Locking Mechanism cannot be opened by one ''
Mechanism Not maintenance person with proper tools.
Working Boks inM frame have less than 1/2 inch
of thread (may not apply to self-locking
lids).
Cover Difficult to One maintenance person cannot remov
Remove lid after applying 80 pounds of lift. Inte �
is to keep cover from aealing off axess
to maintenance.
Ladder Rungs IGng County Safety Office and/or _, : _
Unsafe maintenance person judges trat iadr�e• ; a ..�> - ,er� .e �e > �a+e �:. -
unsafe due to missing rung�
misalignment,nist,or cracN s
. a..�.1��. _..d'.. ��.. :?�8 .�d-._ �.2.>�r,S ,,.. ,:�f.. !�i:, � ,e-�"r ._,3'„!� ...:SI ,'dl . .•;� ^r,� _
A-3 11�
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS
MaMtenance Conditions VVF►en Ntaintenance Rewtts Expscted
Component Defect Is Needed When Maintenance is Performed
General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediatefy in
(Indudes foot which is located immediately in front front of catch basin opening.
Sediment) of the catch basin opening or is blocking ,
capaaty of basin by more than 10%. '
Trash or debris (n the basin)that No trash or debris in the catch basin.
exceeds 1/3 the depth irom the bottom
of basin to invert of the fowest pipe into
or out of the basin.
Trash or debris in any inlet or outiet pipe Inlet and outiet pipes free of trash or
blocking more than 1/3 of its height. debris.
Dead animals or vegetation that could No dead animals or vegetation present
generate odors that would cause within the catch basin.
complaints or dangerous gases(e.g.,
methane}.
Deposits of garbage exceeding 1 cubic No condition present which would attract
foot in volume. or support the breeding of insecis or
rodents.
Structural Damage Corner of frame extends more than 3/4 Freme is even with curb.
to Frame and/or inch past curb face into the street (if
Top Slab applicable).
Top slab has holes larger than 2 square Top slab is free of holes and cracks.
inches or cracks wider than 1/4 inch
(ntent is to make sure all material is
running into the basin).
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than 3/4 inch of the
frame from the top slab.
Cradcs in Basin Cracks wider than t/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particies standards.
entering catch basin through cracks,or
maintenance person judges that structure
is unsound.
Gadcs wider than 1/2 inch and longer No cradcs more than 1/4 inch wide at the
than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe.
pipe or any evidence of soil particles
entering catch basin through cracks.
Settlement/ Basin has settled more than t inch or has Basin replaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
alignment.
Fre Hazard Presence of chemicals such as natural No ilammable chemicals present.
gas,oil,and gasoline.
Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin.
more than 10%of the basin opening.
Vegetation growing in inlet/outlet pipe No vegetation or root growth present.
joints that is more than six inches tall and
less than six inches apart.
Pollution Nonflammable chemicals of more than No pollution present other than surface
1/2 cubic foot per three feet of basin film.
length.
A-5 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Maintananc� CondFtlons Wh�n MafMsnanc� Results Expected
Component Def�ct is N�d Wh�n Mdnt�nanc.�Is PeHormed
Catch Basin Cover Cover Not in Plecs Cover is missing or only partially in place. Catch basin cover is closed.
Any open catch basin requires
maintenancs.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintanance person with proper tools.
Working Bolts irno name havs less than 1/2 inch
of throad.
Cover Di�cuk to One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 Ibs.of lift; intent is maintenance person.
keep oover from sealin�off axess to
maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, ladder meets design standards and
Unsafe misalignment,rust,credcs,or sharp ailows maintenanoe person safe acxess.
edges.
Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards.
�f applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 2096 of grate surface.
Damaged or Grate missing or broken member{s)of Grate is in place and meets design
Missing the grate. standards.
A-6 I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches}
Maintenance Conditions When Maintenance Resutts Expected '
Component Defect is Needed When Malntenance is Performed '
Pipes Sediment 8�Debris Accumulated sediment that exceeds 20% Rpe cleaned of all sediment and debris. '
of the diameter of the pipe. ,
Vegetation Vegetation that reduces free movement of WI vegetation removed so water flows
water through pipes. freely through pipes. I
Damaged Protective coating is damaged; rust is Pipe repaired or replaced.
causing more than 50%deterioration to
any part of pipe.
Any dent t15at decreases the cross section Pipe repaired or repleced.
area of pipe by more than 20%.
Open Ditches Trash&Debris Trash end debris exceeds 1 cubic foot Trash and debris cleared from ditches.
per 1,000 square feet ot ditch and slopes.
SedimeM Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduces free movement of Water flows freely through ditches.
water through dkches.
Eroslon Damage to See"Ponda'Standard IJo. 1 See'Ponds"Standard No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil Replace rodcs to design standard.
Piace or Missing (If beneath the rock lining.
Applicab{e)
Catch Basins See"Catch Basins" Standard No. 5 See"Catch Basins' Standard No.5
Debris Barriers Sse'Debris Barriers' Standard No.6 See "Debris Barriers"Standard No.6
(e.g.,Trash Rack)
A-11 1 J90
APPENDIX
i
� �'�
;
� '
� i
: i �
�
W&N Pac f c,Inc. TIR Renton VillaRe—RYA Land LLC
IlSeattlellDatalProjeculRVA Land LLCLi2272 Renton ViltagelOffrcel i�f'ordltir bady 9-26-OS.doc August 11,2005
Appendix
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5�B SCS �i�ESTERN WASHINGTON RUNOFF CURVE NUMBERS
SCS WESTERN WASHINGTON RUNO�F CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTIOh! A B C D
Cuitivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or�Ider second growth 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 8� 88 92 94
Open spaces, lawns, parks, goif courses, cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 � 90
fair condition: grass cover on 50°�6
to 75°k of the area 77 85 90 92
Grave! roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 Sg
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre °,6 Impervious (3)
1.0 DU/GA i5 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU�GA 50
6.0 DU/GA 52
6.5 DU/GA �4
7.� DU/GA 56
Planned unii developments, °k impenrious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious area5 (lawn) are considered to be in good condition for these curve numbers.
��'n 3.5.2-3 . 11/92
ap,
� • �
. . . . � . � .
:�� y , ' �,
,
���`���� �.� � - - '
�/l�i �. zr �� w� _.�
�. � � � � ��� '
��� � � �� :
��.�.�, ��. � �
: �,
- ,��"'i,�' ��,� ��' ��,
, ���� , ` �/, � , .
�-•�����,,, �► �.�•.. \, ..
�■t/' -.:,• � �` _ -
.- � �, _�► �!!� �- r
'+ '����1���� ���� ��I.�r �'�*►
���P ��' ���� � l
� � ���
� � �. / �� .M��,� � �
o , � -� � •
�� 1y M��1:.. _r�/� � d
lr �I� � �
� ��� ��/�t1Ea�G/l��� �� �'�.,�� ,�
����� �,`i�� : ���� � �
�tl��1� - ��'.i� �� ��
� �
�p�� �,.� � �i�'.s�a��r_ � '�'i
� �t ��
� "� �
� �
.� ��� � �� ������� � �
�._ "� �� ! > `����•.� -- :'��" -
r . ;� ' .� �-
� - -a�1�►� `�� , -�� ��-,�
: � � � '1 �
� � � � '�r�N� �, � \_ t
� :. �� � � c �� ' � ' t�,�'•
�.��o �, �� �
� �
�� i�. �
� ��_ �t�� : � -'�.�� � ��, `��
�i ''�;y ,� �,�.�� 0
;����c•��: .� � �;:��` .�,. � �
- _II�� 1�'ti ,� ��+; � :� `�•�� l
,:�`7�'���1_:_ . -'.•, _ ��r::
�/��� ..�. � '�:`�` �i�
� ► t����f��� •�� �.
� � �� � � ��
��� , ��. � _ �,'�. ,��
� '
,
� "' '�,��� , ��
► .�� - �. � � �.��►w.
, ' �!. � ,_ ,,i II�J� �,��
� ii � '/�� � ��� �'�'` .
� ,+ � �� � �Yr�► , I
1 14�� � _
/� � r,� •.�R+�l�� ����'�
� .��� �
'���i � � �`"���" �
�u�� _ ����; ,,
� �"��� ��� �� , � - - ��
- ��ww, �%j�'� = - `- , .�—��' ;�-
��� I- �� � - - �► � _
� �\� • - . T � �
� � �
� ��
�� � � �� �� ��
71� ` � � '�
� `.,.��,� �.
_� �'i��/��r�l.�l�l��
, . , , . . . . . . �'�i�'� I ��
. . ��
�. , • �����
. . ��► � .-
.
,- .
.. ...
m
.,
� • � �
1 • ' � � '
�� � �
�� ` � �
.�' i�
�: �A�''i� `�._'�'�- �� - ��
��� ��� � `�-
����� ' � � �
, ����I A i�1��� (:t`.�
� � � i
�o����""'" � _I�t �� �
. _ ����:�6� �� � .
���' - ���� �:.��� _�►' - `�
�1 ��N'' _r� ���.�.al �
% .v �..=.._�r ` �
�� �'jr''
. �� ���, �.��Mi �
� . �
_E �� �� � . /
. �► �..�..:��1���� ,
� �� ,'1G ��� �1��:7s''� i ;.
^�!� �tlb.�6��l� �
'�'!�'%s�.*�� :� � 1�� 1�
�;.� ►�:,�*�� ,�r :
p�\ � ���/A/'
. �'� � � ��� � �.�,f �����'� �;��
�� : � � `�� ,
� .�
.
�� . �a _ ,.� �
� ,, ;
� , � ` ' ���'�.
�'� \ .i�` �;•� �
- �� ; �� . � �`��
? ��� � ' � �,
� ����' � !,� �.���\ � '".� .
_ � �i� � - ` �.
�, ,�,� -
;�� � �
iA� 1�� �`
- � �� AAI_ . —'� `1� �
'�' ����
, , .
�� ��r � r � �
. � , �
�� �,� �� �
1�� � ■ �' � , �• ��
I I �R�,� � ,_ /
_ � r��7-� -��� + �
� �J. �
� � ��•' . / � i ►� - »I
�� � �� ��
�� ; - ..���, � .
, ,��I�� �� ���r _
������ � ��
� �
��� ��� �
♦ �iw■�-i'� � :. � -- - -�
JI @u�.c ��. ` 1 . !.
:� ��.1�'�a""`-�� l
� � �
�� � ::��� � . �.
► � ,�. �,�l ,�
.■ �� m
� / ,
�r � �
.. .�� � �!. !
.- �i��"�I�I�'��
��►���i��1
, . . , , . . . , . , ��
• w�'I�►��,•��
.
. • . � . '����'�l;��� - � _ .
• • . e►� - .
. - _�
_ ,
- - - - � ,��. , �
.. ...
• � �
• � � � � �
� ��qT /11`7 � , �i�,
��r��� • A � ' �
a /
�!�'''�r`':�;v�`� �r� � i�♦. � � ,
� � �
�� ��:��/� , ; -��
�Y� � �
����� �� �7 , �`
� ' � • �
� �����• � �'��� I ��� �
� ♦ '�Rn+ �^ ��� ��a , .
. ��vr�� .��, �� f ; � a �
��
' • .'���♦��c� ! - �_�. - — �
��1���e,� ����� ., � �� �
�*y.��l��'r� �I�w�1'"'„'� � ��/
.�,.�._ , �
��1��������� ����- >� �
E ` �I��` 2' /• �� � � � �.
� 71X��,�'�� �\ ,�.
��� , ! �li�y���� �;• �
.-�� ,;.��� ��,,,�� � ,�� ���,�� _
������; ��:;u.- �,���,� ��j .
.
� ,
�,�■� r� ,
�a`�' � � , �� 'j- ����� �;``�,
�� �iv�' � ��� ,���,�, ��/,�i��s���'"'�`-'"'�� -�
�� ���i ���. p ' �`�I �s�� _��s"
`�. - � -�il���-'�-�► �►
��� ' 1 � �� �� �
' �F�� �!1��� - �� •�'�`�I�' - �- _
�. � � � �, � , � �
�, ;�, . � �� �- . ��. - - �' � `�
�: � .� � , ,� �� � ..
, ����o , I1 , .�►� �� �� �.
. � �� �\i � �� � �� •
@ �s�����:�'� � �-���'�►'��> ' -�' ��.
� `�E� ��fA� '�'='�� �� „��� ►\lA��� � � ��
�E�i�s �t�%; ��,_.,��� ,�; � k_ .
.� ;..
_ � �ip�1' is� '��- �'� �f �f�, •�b
�� �i''i��1�,��'.. � �` �
�.,���- ' ' �w����+��;
���� rm■ �� ���k
���w � `n�A����t� �� � '�, \..
�l�� �� �� � 't� � �
��� ,�.. � � �� �
� ���'�� � . �!���i � � � � � `��
��� � �i.�.��f� � �E�'• � ��\..�����
�� ��. _ � �:, _ �' ' � �`��� � � + ,
� �� � �� � �
� -...�, �
����-�;�-:�.�R�l�j :���-►
� ��j� ��� ►� f�
�,�c� � �,�►
������w ��� , �� ;
���� � � , �
_--,� L!����� ,�� ���w� _ � 3 � � - �
��a�l�_ ' �I� + .��- ,� ..., � y•
t1
� �';� �.;�it��;�_�l1� � !� � �
,�,m _ ' � �, -
'� � '�
'��,� � ��� � � E�► Fi
��' iu �'- �� ,►�
. �,� � �r
• � . � °... ���� .� �
• . �• c . -
. . �I�i��E��i����
� � • � - � � � � ' � � ���� ���� •
, � ����,�;
. • . �� . ' , `�I�II��:�. •
• • , ����� I� .
� :"��'�
,
' - —� _
____ ' �
.. ...
- •1
. __ . �.__�_.. r—_. .__.—. ._ . �
V
NATIONAI FLOOD INSURANCE PROGRAM '� ' `` ��'
i � f: k � ��-� r
1 � �� (d;�
1 �
,��
� �'R
- Op�l �, , , , , :�
� o , �
� +
�
I:�� ��o.
FI RM ,:� t,�.
.�
fL00D INSURANCE RATE MAP 5 � ���'
� ,.:Il: t w ,'�� �
���' � Jr��4N
��t M � .
� n � S �4.
KING COUNTY, � � ���� � '`';, �;��
WASHINGTON AND �
INCORPORATED AR,EAS ''' ;�{'�`
� ,�
, �,
� 'M1,�
4 x`+'`
PANEI 971 OF 1725 � �
(SEE MAP INDEX FON PANELS NOT PRINTED) 'i i
�:", i
f'; !�
i
�'
�� � �{t � ` I
;,, �Sa�
. i; ,�,ti
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX �� �
�
i � d���������i
' �
, ^1 �
'"� ���; + �t`:�
,�7 a
KING COUN7Y, ��,�i �%i �
UNINCORPORAT[D AREAS 53U077 0977 F �^ � �
REN70N,CITY OF 53DUd8 0977 F ` ,A
� +' �
,'�y ��
t �
' ' �{
� i�e t a a��i r oS�r�
1 a�.�t ie ����kS.
� '� �r�`�k��s�'n�k,�
•r it� r
� ..�� k 4`� �
',� ;:�lk� +� r,{"a
A( }}�S -�fi ,
i� F�µ� ��u.'� HQ
�� 'a���y�j'�"i�^�,���'�1y
MAP NUMBER � � ` ` " `��'� Y���g�p�g� ��
53033C0977 F �, � ���, ��,
� 1' i '` � ������+r�����4���1�4ty'..
J
+ i�pr�'rr� .�.
� � ' � f
9 �ui� ���
;.��MA.v MAP REVISED: �P � ;,�a, � ��t����1;;�"���� d
�¢°� ��°�s MAY 16, 1995 � '�� ,;� �����'a��` ���
a -3 �� �' � �._!4�'������8��(�y��'� �
d n .:' ��'4�tyi�,@�
�� � � � 2 ij ��a�ea:�1�
v� O x i �':����r + �' �
`Y o o�` "
�, i I r� ,i ma' .�,y
- �. ��3��`'4��.��r .
� ! 1 u.�,;��P�� ��; � .
Federal Emergency Management Agency w\ ��� � € 4,ry ��i;`a�,'� ,.
1"
. nK 6 a � ��� .�t� f.�.J�3�PW�G�Ir'wJuV����r� ���
* ` .,��, �,�
� �� �� ��' , , ���
`� �,� �+P r� � "'' "
� �R: �„� �.s� :," ��„°'"� `yq�
' �fl� � �� l� ��� � h I�� tl .
�� �� .�'�I� , µ1F'P '�NN�r. �
k p �a�"°�w' �„� � "
SOU�� rT M ' �� � ��� ��, 'w� ,
p'�� r � I
��� �,��
3 ��' i�
T.r�.wa. �.r �''� fr.
S � �
�
' J �, .
Wp,�KEE ;""— � �
,.
M
IL
.�
� ��
�HICAG� �, � �:' ��
��.' _'„� �•,—�. $ #� ', '.k
��i � � ��� �� � �
� � ,�
, � � �
µ� Pe� _;.� � � .
.. . C.� Y� � .. ' . ��, .
. '4Y��� . . � .
W�.
SOUTH '. � 1
f-
�
� CITY OF RE:�`TQ:` �
� 53Ufl88 °�
�.
w .-
� = ��o� Rt�t285
z � --'' � .
� ��RiNERN ;
w SOUjN
Q BURu�J� >,:�'
r "
' ��}N� �� 19 ZONE AH
't�'� � � If L 24) (EL 24)
� ;k I —:r�.,;
ZQN� �'°
X
, ���M� W
^` • , 9 •. ,��y } SOUTH RENTON VILLAGE PLACE
�:;, t �,�,, ,',� �Z��� ���� LIMIT OF
ZONE AE � (J (�L 21) �DETAILED STUDY
(EL 241 ��4`' ` E�,{ �M�� ZONE A 405 -�
47°28'07^ __ ��..... .v ..�. _�_—..
�22°�3'07"
� � �
Kin Count Area
g y
Washin ton
�
g
;�
UNITED STATES DEPARTMENT OF AGRICULTURE
Soil Conservation Service
in cooperation with
WASH�NGTON AGRICULTURAL EXPERIMENT STATION
Issued November 1913
If drained, this soil is used for row crops. It Ap2--3 to 8 inches, gray (5Y 5/1) silty clay loam,
is also used for pasture. Capability unit IIw-3; light brow�ish gray (2.5Y 6/2) dry; many,
no woodiand classification. fine, prominent, dark reddish-brown (5YR 3/3
and 3/4) mottles and common, fine, prominent
mottles of strong brown (7.5YR 5/6) and red-
Urban Land dish yellow (7.5YR 6/6) dty; moderate, fine
and very fine, angular blocky structure; hard,
Urban land (Ur) is soil that has been modified by friable, sticky, plastic; common fine roots; '
disturbance of the natural layers with additions of inedium acid; abrupt, wavy boundary. 4 to 6
fill material several feet thick to accommodate large inches thick. ',
industrial and housing installations. In the Green B21g--8 to 38 inches, gray (5Y 5/1) silty clay loam, ',
River Valley the fill ranges from about 3 to more gray (5Y 6/1) dry; common, fine, prominent, i
than 12 feet in thickness, and from gravelly sandy brown (7.5YR 4/4) mottles and medium, promi- ,
loam to gravelly loam in texture. nent mottles of brownish yellow (lOYR 6/6) dry; '�I
The erosion hazard is slight to moderate. No 25 percent of matrix is lenses of very dark �,
capability or woodland classification. brown (lOYR 2/2) and dark yellowish-brown �I
(lOYR 3/4) peaty muck, brown (7.5YR 4/2) dry; I
massive; hard, firm, sticky, plastic; few fine
Woodinville Series roots; medium acid; clear, smooth boundary. ,
30 to 40 inches thick. '
The Woodinville series is made up of nearly level B22g--38 to 60 inches, greenish-gray (5BG 5/1) silt
and gently undulating, poorly drained soils that loam, gray (5Y 6/1) dry; few, fine, prominent
formed under grass and sedges, in alluvium, on stream mottles of brownish yellow (lOYR 6/6) dry;
bottoms. Slopes are 0 to 2 percent. The annual massive; hard, very friable, slightly sticky,
precipitation ranges from 35 to 55 inches, and the slightly plastic; strongly acid.
mean annual air temperature is about 50° F. The
frost-free season is about 190 days. Elevation The A horizon ranges from dark grayish brown to
ranges fram about sea level to about 85 feet. gray and from silt loam to silty clay loam. The B
In a representative profile, gray silt loam, horizon ranges from gray and grayish brown to olive
silty clay loam, and layers of peaty muck extend to gray and greenish gray and from silty clay loam to
a depth of about 38 inches. This is underlain by silt loam. In places there are thin lenses of very
greenish-gray silt loam that extends to a depth of fine sandy loam and loamy fine sand. Peaty lenses
60 inches and more. are common in the B horizon. These lenses are thin,
Woodinville soils are used for row crops, pasture, and their combined thickness, between depths of 10
and urban development. and 40 inches, does not exceed 10 inches.
Soils included with this soil in mapping make up
Woodinville silt loam (Wo) .--This soil is in elon- no more than 25 percent of the total acreage. Some
gated and blocky shaped areas that range from 5 to areas are up to 15 percent Puget soils; some are up
nearly 300 acres in size. It is nearly level and to 10 percent Snohomish soils; and some areas are up
, gently undulating. Slopes are less than 2 percent. to 10 percent Oridia, Briscot, Puyallup, Newberg,
Representative profile of Woodinville silt loam, and Nooksack soils.
in pasture, 1,700 feet south and 400 feet west of Permeability is moderately slow. There is a sea-
the north quarter corner of sec. 6, T. 25 N., R. 7 sonal high water table at or near the surface. In
g. ; drained areas, the effective rooting depth is 60
inches or more. In undrained areas, rooting depth
Apl--O to 3 inches, gray (5Y 5/1) silt loam, grayish is restricted. The available water capacity is
brown (lOYR 5/2) dry; common, fine, prominent, high. Runoff is slow, and the hazard of erosion is
dark reddish-brown (5YR 3/4) and reddish-brown slight. Stream overflow is a severe hazard unless
(5YR 5/4) mottles; moderate, medi�, crumb flood protection is provided (pl. III, top).
structure; hard, friable, sticky, plastic; This soil is used for row crops, pasture, and
many fine roots; medium acid; clear, smooth urban development. Capability unit IIw-2; woodland
boundary. 2 to 4 inches thick. group 3w2.
33