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TECHNICAL INFORMATION REPORT
FOR
CKR ENTERPRISES, LLC
RETAIL COMPLEX @ NE 4TH ST &144TH AVE SE
RENTON, WASH
RErCEIVED
FEB � 6 2004
B��LDING DIVISION
Prepared by: Bruce J. Dodds
Approved by: Bruce J. Dodds,P.E., L.S.
Date: October,2003; Revised January, 2004 �
Project No: 20310 Q�JG�w
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ExwREs 6.4. ZQ,�,_
4205-148,h Avenue N.E.Suite 104 Bellevue,WA 48001 Tel. 425.861.4926 Fzz.4?5.881.5966
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TABLE OF CONTENTS
I. PROJECT OVERVIEW AND TIR WORKSHEET
II. PRELIMINARY CONDITIONS StTMMARY
III. OFF-SITE ANALYSIS
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN
VI. SPECIAL REPORTS AND STUDIES (Zipper-Zeman Soils Report, Earthwork)
VII. BASIN AND COMMUNITY PLANS (Not Applicable)
VIII. OTHER PERMITS (Not Applicable)
IX. EROSION/SEDIMENTATION CONTROL—WATER QUALITY FACILITY.
X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY
SUMMARY SHEET AND SKETCH, AND DECLARATION �F COVENANT. (Not
Included)
XI. MAINTENANCE AND OPERATIONS MANUAL.
I. PROJECT OVERVIEW
�
The project site is located at 5325 N.E. 4 Street in Renton, Washington and is roughly 2
acres in size. The northern half of the site currently contains a grocery store, a doughnut shop,
and a temporary produce stand. The southern half of the site is covered with grass, occasional
trees, and gravel. The site is fairly level with a topographical relief of up to five feet sloping
downward from the north to the southeast. The site is bordered by single-family residences to
� the south and east and by N.E. 4`� Street and Jericho Avenue to the north and west, respectively.
The proposed development will consist of three one story retail buildings, a caz wash, an
espresso stand, a pump island, underground fuel storage tanks, and a stormwater detention vault.
The detention vault is to be located near the southeast corner of the site. The driveway and
pazking azeas are to be surfaced with asphaltic concrete.
There is no offsite drainage currently entering the site. Discharge of stormwater from the site
will be to an existing 36" pipe in the plat of Sienna designed for and installed specifically accept
surface water from this and other projects upstream. More recent calculations by Triad
Associates show the upland basin for this system to be much smaller than originally
contemplated and therefore the downstream system for this project is considerably over sized.
I�
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C I V I L E N G I N E E R I N G S U R V E Y I N G P L A N N I N G DAT E
4205 '14BTH AVE. N.E.. SUITE 200 - BELLEVUE, WA 98007
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SHEET _�,_OF I
King County DepartmeM of Development and.Environmental Services
TECHNICAL INFORMATION REPORT (TIR} WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LDCATION ANO
PROJECT ENGtNEER DESCRIPTION
Project Owner Pro ect Na e
G1�� �r�i�t"Zt��S�S,LS.�. G� �''A«.C�►�Q�
A dress � Location
��� 2� �v��� ��^t
S AC2l>a►t� C,v 2"') Township
Phone(���CLI`� —�j("c/03
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Range
P o'ect En in r .............Section ��
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co an ���=�� E�
Addr hone � — 9
'Part 3 TYPE DF PER1UIft�. Rart 4 OTHER�REVIEWS AND PERMITS
APP,LIG}�TfON .
Subdivison DFW HPA Shoreline Management
Short Subdivision COE 404 Rockery
Grading DOE Dam Safety Structural Vaults
Commercial X FEMA Floodplain Other
���n����"� COE Wetlands -
Part 5- SITE COMMUNCTY AND ORAINAGE BASIN
Community ";j_ N�C,�N
t—�`
. Drainage Basin � �
Part 6 SITE:CHARACTERISTtCs
River Floodplain
Wetlands
Stream
Seeps/Springs
Critica!Stream Reach High Groundwater Table
Depressions/Swales
Groundwater Recharge
Lake . Other
Steep Slopes
Part 7 SO1LS _
Soil Type � 4� Slopes Erosion Potentia! Erosive Velcoties
��.�'t?u!�ez� �-�'°� l..oe,�-
Additional Sheets Attached
Par[8 DEVELOPMENT LfMFI'ATIONS
REFERENCE LIMITATIOWSITE CONSTRAINT
Ch. 4—Downstream Analvsis �ON�
Additional Sheets Attached
Part 9 .ESG REG2UlREMENTS
MINIMUM ESC REQUfREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
x Sedimerrtation Facilities Stabilize Exposed Surface
yC Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
X Perimeter Runoff Control �Clean and Remove All Silt and Debris
Clearing and Graing Restrictions '�Ensure Operation of PemianeM Facil'rGes
Cover Pracfices Flag Limits of SAO and open space
Construction Sequence preservation areas
Other Other
Part 10 SURFACE WATER SYSTEM
Grass Lined Tank Infiltration Method of Malysis
Channel
auft Depression
Pipe System Compensation/Mitigaii
Energy Dissapator Flow Dispersal on of Eliminated Site
Open Channel Wetlar�d Waiver �O�9e
Dry Pond - �eam Regional
Wet Pond Detention
Brief Description of System Operation %�=�--���� � �� �� L�
��M4�1��"�O N
Facil'rty Related Site Limitatans
Reference Facility Limitation
�`-�('�h�t�
Part 11 STRUCTURAL ANaL�'SfS Part�2 EASEMENTS/TRACTS
}�Cast in Place Vauit Drainage Easement
Retaining Wall Access Easement '
Rockery>4'High Native Growth Protection Easement :
Structural on Sieep Slope Tract
Other Other
Part'13 SIGNATURE OF PROFESSIONAL EN6INEER
I or a civi!engineer under my supervision my supervision have visited the site. Actual site
conditions bserved were incorporated into tfiis wo�lcsheet and the attachments. To the best of
my k edge he information provided here is accurate.
,
Si ed/Date
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II. PRELIMINARY CONDITIONS SUMMARY
The only preliminary conditions for this project are stated in the following pre-application review
comments. From a drainage standpoint,the only preliminary condition is that detention will be
level2 and a11 other requirements of the KCSWDM will be met.
,
,
CITY OF RENTON MEMO
PUBLIC WORKS
To: Jason Jordan
From: Juliana Sitthidet
Date: July 2,2003
Snbject: Pre Application Review Comments PREAPP No.03-074
CKR Retail Complex
NOTE ON PRELINIINARY REVIEW COMMENTS CONTA.INED IN THIS REPORT:
The following comments on development and permitting issues are based oa the pr�application
submittats made to the City of Renton by the applican� The applicant is cautioned that information
contained in this summary may be subject to modification and/or concurrence by official decision
makers (e.g. Hearing Ezaminer, Boards of Adjustment, Board of Public Works and G5ty Council).
Review comments may also need to be revised based on site planning and other design c3�anges
required by the City or made by the applicant.
I have reviewed the preliminary application for this commercial building, located at 5324 NE 4`�
Street and have the following comments:
WATER ' �
1. The proposed development is within the water service azea of Water Dish�ict 90 (WD 90).
The applicant shall obtain a certificate of water availability from the District and provide it
the City prior to the approval of the proposed project A fire flow analyses will be required �
to verify that the DistricYs system can provide a minimum of 1,000 gpm of available fire I
flow per fue hydrant and a minimum of 2,250 gpm will be available within 300 feet of the i
buildings. R esults o f a natysis s haIl b e s ubmitted to the City along with the certificate of
water availability to ensure that adequate flow rate and pressure is available to serve the I
development. i
' 2. The proposed project is located outside an Aquifer Protection Zone.
SANTTARY SEWER
1. There is an existing 24"sewer main in NE 4th Street. !
2. There is also a sewer main along Jericho Ave NE, close to the SW comer of the subject site. �
A second manhole is located in Jericho Ave NE,close to the NW comer of the site.
3. Existing septic systems shall be abandoned in accordance with King County Health
Departrnent prior occupancy.
4. The pump island pad will require a drainage system to collect and direct run off water to an �
oiUwater separator and discharge into the sanitary sewer. The system will require a shut-off !
valve between the oiUwater separator and the connection point to the sanitary system.
5. If commercial food preparation is proposed, a grease interceptor/grease trap will be �
required.
CKR Retail Cornplex 07/03l2003 Page 2
6. The drain system within the car wash facility shall discharge to the sanitary sewer system
through an oiUwater separator. If the facility uses a pre-cieaning system(recycle water)that
cleans the water prior to discharge to the sewer sys#em, an oiI water separator wili not be
required.
7. This p arcel i s s ubject t o t he East Renton Interceptor Special Assessment DisUrict (SAD).
Fees are $�.069+interesd sq.ft. of property. As of 7/3/03 ERI fees for the 3 parcels would
be approximately$8,035.10.Fees are collected at the time the utility construction permit is
issued.
8. This parcel is subject to the CEAITEX Latecomer fee. Fees for the 3 parcels are
approximately$28,822.62.
9. The Sanitary Sewer System Development Charges(SDC) are$0.146/sq.ft. of property. The
fee is gayable at the time the utility construction permit is issued.
SURFACE WATER
1. The site drains to Maplewood Creek.
2. A storm drainage plan and clrainage report is required with the formal application for the
project Due to downstream flooding and erosion problems, staff is recommending a SEPA
condition requiring this project to comply with the 1998 King County Surface Water Design
Manual to meet both detention(Level 2 flow control)and water quality improvements.
3. The Surface Water System Development Charges (SDC) are $0.183/sq.ft. of new
impervious area of the property.
TRANSPORTATION
1. The traf�ic mitigation fee of$75 per additional generated daily trip shall be assessed a s
determined from the TTE trip generation manual.
2. The westernmost proposed driveway {closest to the Jericho Ave NE intersection) is not
acceptable due to the proximity to the intersection.
3. T'he easternmost proposed driveway is acceptable. Raadway median and traffic curb
channelization currently being considered during the NE 3�/NE 4'� Corridor Improvement
Study (unlrnown d ate o f c onstrucrion)m av r estrict,i n t he f uture,l eft t urn m ovements i n
and/or out of this driveway.
4. Proposed driveway location in Jericho Ave NE is acceptable. Right-tum and left-riu-r
movements in and out are acceptable,provided Jericho Ave NE is widened and striped for a
Two-Way-Lef�-Tum-Lane.
5. Dedication of right-of-way � be required along NE 4`� Street. Dedication would be
maximum of S feet close to the intersection with Jericho Ave NE(for a bus pull out) and 1-
foot further to the east. See attached sketch.
6. Street improvements including,but not limited ta paving, sidewalks, curb and gutter, storm
� drain, landscape, street lighting and street signs will be required along the frontage of the
parcels in Jericho Ave NE and NE 4`�Street.
7. All w ire u tilities s hall b e i nstalled underground per the City of Renton Under grounding
Ordinance.
CKR Retail Complex 07/03/2003 Page 3
GENERA,L CONIlVIENTS
1. All plans shall conform to the Renton Drafting Standards.
2. When the urility plans are complete, please submit three (2) copies of drawings, two (2)
copies of the drainage report, and an itemized cost of construction estimate and application
fee at the counter on the sixth floor.
3. The fee for review and inspection of these improvements is S% of the first $100,000 of the
estimated conslruction costs; 4% of anything over$100,000 but less than $200,Q40, and 3%
of anything over 5200,000.Half the fee must be paid upon application.
CC: Kayren Kittrick
III. OFFSITE & LEVEL ONE DOWNSTREAM ANALYSIS
The downstream analysis for this project is exactly the same as that prepared far the Sienna plat
project except for the fact that now the improvements required of Sienna as a result of the
downstream conditions have been constructed. Therefore,the downstream analysis for Sienna is
incorporated for this project. Please see the following pages.
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SIENNA
LEVEL 1 DOWNSTREAM ANALYSIS
City of Renton, Washington
Prepared For:
Conner Homes Company
Issued August 15, 2001
Revised November 13, 2001
Revised February 13, 2002
■ Job #01-108
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Sienna Level 1 Dovrnstream Analysis
Prepared For:
Sienna
Issued August 15, 2001
Revised November 13, 2001
Revised February 13, 2002
Prepared By:
Rebecca S. Cushman,PE
L
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Reviewed By: Z
' Clay A. Loomis, PE �
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EXPIFiE$ c� - - O
February 13,2002 I Page i
Job#01-108 f Tri T n n
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Sienna Level 1 Do�vnstream Analysis
Table of Contents '
1 Introduction .......................................................................................................1
VicinityMap..........................................................................................................•........................... 9
2 UPSTREAM DRAINAGE ANALYSIS.................................................................2
2.9 Upstream Basin....................•-•••----•---------•--................_.......---------------..............--•--------•--..... 2
3 DOWNSTREAM DRAINAGE ANALYStS...........................................................2
3.1 Site Runoff........................................................................................................................... 2
3.2 Downstream Runoff............................................................................................................ 3
3.3 Downstream Drainage Problems...................................................................................... 3
4 RESOURCES USED FOR ANALYSIS...............................................................5
4.1 Sensifive Areas Folio......................................................................................................... 5
4.2 King County Basin Reconnaissance Program................................................................ 5
4.3 Soi1s Survey for fhe King County Area �
............................................................................ ..
4.4 King County Communify Planning Area F
.......................................................................... ..�
5 DRAINAGE CONCEPT.......................................................................................6
5.1 Site....................................................................................................................................... 6
�pstream Tr-ibutary Rfap �
Downstream Drainage Map
Off-Site Analysis Drainage System Table
Sensitive Areas Maps
Offsite Basin Exhibit
Soils Map
Soils Legend
Hydrologic Soils Group Table �
Drainage Basins 1�1ap
King County Community Planning Areas
King County V�'ater and Land Resources Division Complaint Search
February 13, 2002 Page ii
Job#01-108 /�nT,�71
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Sienna Level 1 Do�vnstream Analysis
1 Introduction '
The project proposes to create 62 single-family lots on a 15.92-acre property. 15.7 acres will I
be included in the development site, and the remainder lefl as protected wetlands and
associated buffers. The site is located north of NE 2"d St. and east of Jericho Ave. In general,
the site lies within Section 15, Township 23 North, Range S East, W.M., King County,
Washington. Please see the Vicinitv 1�1ap helo��.
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A site visit was performed on July 2, 2001, a warni, �uiin�� ua�,. i 1�� ��isu�i� s��� cunta�ns
five existing residences with miscellaneous outbuildings. Four of the residences with
associated outbuildings �vill be demolished. A new subdi��ision called Morgan Place is being
constructed to the northeast and east of the proposed site. Single-family residences border
the site to the south��est and north. (See Existing Conditions Exhibit in the Appendix).
February 13.2002 Page l
Job#01-108 /T7�7 A 71
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Sienna Level 1 Downstream Analysis �
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�Vith the exception of the existing houses and associated driveways, the site is covered
�redominately with second growth forest of alder, fir, cedar, maple, scnib trees and bramble
under story. The site contains mild slopes ranging from 1% to 3% sloping from the north to
the south. A drainage swale meanders through the middle of the site, flo���ing north to south.
A 0.19 —acre wetland lies at the northeast corner of the site. The wetland will remain in a
sensitivc area tract.
2 UPSTREAM DRAINAGE ANALYSIS
A site visit was performed on July 2, 2991 to observe the upstream, site and do�vnstream
drainage conditions. The following analysis is based on that site visit and related research of
available records.
2.1 Upstream Basin
There are approximately 160 acres of upstream area tributary to the site as delineated on the
Upstream Tributary Map. This area consists mainly of existing nursery, single-family
residences, roadway and miscellaneous wetlands. Storm water tends to sheet flow over the
yard and road«ray areas where it is picked up by ditches and pipes. A 42-inch storm line
carries the flo�� south under SE 128`h St. ��here it discharges into a ditch behind a residence
at 14415 SE 128`h St. The ditch ranges from 2 to 3 feet deep and then travels under a
drive���ay via an 18-inch culvert. The storm water enters the north property line of the site
via the ditch and meanders tl�rough an existing s�vale in a southerly direction.
3 DOWNSTREAM DRAINAGE ANALYSIS
Refer to the Downstream Draina,e I��1ap to aid in the follo���in� summarv of the do��nstrearn
drainage system.
3.1 Site Runoff
In the existing condition, the storm ���ater sheet flo���s to the onsite s«�ale. The storm «-ater
then flov�s in a southerly direction where it leaves the site approximately 400 feet east of the
February 13,2002 Page �
Job#01-108 TRIAD
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Sienna Level 1 Downstream Analysis
intersection of SE 132"d St. and 144`h Ave SE. At this point the storm water flo�vs for a few
feet in a ditch and then under SE 132�d St. in an l 8-inch concrete culvert.
3.2 Downstream Runoff
The site runoff flows through the 18-inch culvert to a catch basin located on the south side of
SE 132°d St. The storm water is then piped south approximately 350 feet where it outfalls
into a gravel/hard packed ditch/swale. The water continues to flow in a southerly direction
for approximately 100 feet where it splits west and east. The easterly channel conveys flow
from a 12-inch culvert where it picks up storm water on the east side of the unopened right-
of-way of 164`h Ave. SE. The westerly channel flows through a heavily vegetated area into a .
property at 13224 144`h Ave SE. The water is transported through a manmade rocked
channel, under a footbridge and then into a 24-inch concrete culvert where it crosses under
144`h Ave SE. The water discharges on the west side of 144`h Ave SE into a seasonal stream
called Maplewood Creek. The creek bed «-as dry at the time of the site visit. It is well
vegetated with grass and meanders through a pasture. The stream flows in a west-
southwesterly direction to 142°d Ave SE where it then flo«s south. There «ere no apparcn?
,�,,,. �n.,, i:,- �,� �; , r,,, . i;. �, . �.. �r._, .,.,,_.
3.3 Downstream Drainage Pro�;
Aeeording to complaints compiled by the King County 1Vater an�l Lan� 1Zesuurces I�i��is;
flooding has occurred bet«-een the project site and the one-quarter mile point. Specifically,
complaints #86-0739 and #90-0556 reported of flooding of private propc�
Ave SE. (See the Drainage Complaints exhibit located in the appendix).
The first enclosed complaint was received on July 23, 1986. The complaint was ot
flowing from Maplewood Heights Elementary School onto the property. The investigation
narrated that the school property is 3-6 feet lo«er than the complainants' property. Therefore
the complaint was closed. The second complaint was received on February 6, 1990. lt
appears that a neigl�bor filled a low area in their yard that forced drainage to pond in an
adjacent yard. The action taken by King County Department of Public Warks was not
included in the report. At the time of the site visit performed on July 2, 2001, the drainage
February 13,2002 Page 3
Job#01-108 /�TT�7,�Tl
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Sienna Level 1 Downstream Analysis
sw•ale at this location was ill defined for approximately 100 feet. At this point, the drainage
converges with the outflo��v of the 18-inch pipe from the north. The channel is «�ell defined
at the convergence point.
The ditches along NE 2"d St and 146`h appear to have not been maintained in several years.
There are numerous alder saplings along with heavy growth of vegetation. The resident at
the corner of NE 2"d St. and 1461h Ave SE stated that he has not seen a maintenance crew in
over 5 years. He also stated that the ditches have not overflow�ed but have come close to the
top. No flow was observed on the day of the site visit.
�
February 13,2002 Page 4
Job#01-108 /Tn T,�D
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Sienna Level 1 Downstream Analysis
4 RESOURCES USED FOR ANALYSIS
Refer to the appendix for a copy of the following maps and figures.
4.� Sensitive Areas Folio
Maps from the King County Sensitive Areas Folio, dated December 1990, show that the site
is not in a sensitive area ���ith regards to seismic hazards, coal mines, landslide hazard,
erosion hazard, streams or wetlands.
4.2 King County Basin Reconnaissance Program
According to the King County Basin Reconnaissance Program, the site is located within the
Lower Cedar River sub-basin of the Cedar River Drainage Basin.
4.3 Soils Survey for the King County Area
The site is underlain «•ith Alderwood gra�°elly sandy loam according to the Soils Survey for
the King County Area.
4.4 King County Communify Planning Area
The site is ]ocated within the Newcastle Community Planning Area.
February 13,2002 Page 5
Job#01-108 /TR1tiD
��, � ,
'� Sienna Level 1 Downstream Analysis
�I
�
5 DRAINAGE CONCEPT
5.1 Site
The proposed drainage system will consist of curb, gutter and sidewalk roadway section with
�
' catch basins for the interception of runoff associated with onsite areas. Roof and footing
��
drains from each building will be tied into the conveyance system which in turn will
� discharge into the combined detention / ��vater quality facility located near the southwest
�� corner of the site. All conveyance, detention, and water quality systems �vill be sized per the
1998 King County Surface Water Drainage Manual.
� '
li
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ii
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i
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i
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February 13,2002 Page 6
Job#01-108 /'r��i,D
�,`, , ,,�,
Sienna Level 1 Downstream Analysis
Appendix
February 13, 2002 Page %
Job#01-108 /Tn T�n
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design Manual, Core Requirement #2
Basin: Cedar River Subbasin Name: L` ower Cedar River Subbasin Number:
Symbol Drainage Drainape Comp�nent Slope Distance Existing; Potential 'qbservations of field inspector
Component 1'ype, - nescription from site Probiems Prdblems "reso�rce reviewer,'or resident
Name and Size dischar e _
Type;sheet(law�swale, - _ constrictions;undet capacnY�Ponding, _
see map slream;channel,pipe; drainape basln,vegeteUon,caver, % t/4 ml� 1,320 tt overtopping,flooding,'hebkat or organl�m tributary area,tikellhood of probtem. '
pond; 51ze:dlemetsr, depth,type ol aensathro area,volume destruction,'acouring;bank slouphlnA, ' ' overflow pathwQys;potentlel(mpacts;
surface erea - - sedlmentaUon Inc{sbn other eroslon-
If inta4ae is pil�ad, drairege
A 18" Cone Uner NE 2nd 0 ' None None
B i t c h U e r y d e n s e Vegetatirn 2� 0-fi'L5' Ca-strictim p„er �� S�'� ro wer
C 9,a].e f-�d PEdaed e�t!i 2� 625-1 CL6 (�k7-ie No eresim sea�
D 24" Cmc lhder 144th Ave SE 1 Q6-1 ff.� � Viltier �pecity Pi�e is c1.�
E Se�utal St�ern Grdss 4� 1�r14� NQ-�e Sc�tring No erosi�m seai
L1Toble.doo 11/2/92
0 30.( � l � �29' N� 47, �„ I ,
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v1IEET NO. 11
KING COUNTY AREA, VG':��HINGTON
iRENTON QU:�I)R,�NGL,EI
1 680000 FEET 122��� 3�?�
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i � Ag85; 27 \ Am8 � AgB 1 � SOILS SURVEY
492 I
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e -s
'ARTMENT OF AGRICULTURE
c �SERVATiON SERVICE KING COUNTY AREA, WASHINGTC
SOIL LEGEND
The first copilol lener is ihe initiol one of the soil name. A second capitol lerrer,
A, B,C, D, E,u F, lndicores rhe<loss of slcpe. Sy�+bcls withovt o zlope lener
rne rhose o/neo�lr Icvel zoilz.
SYMBOL NAME ao��eo��, �o�,o.,ai
s�o�e..............�
AgB Alderwood grovelly sondy loom,0 to 6 percmt slopes
� AgC Alderwood qrovelly sondy loom,6 to 15 percent slopez Cwnry, Porish,
AgD Alde�wood gro�elly sondy loom, 15 to 30 percent slopes
AkF A�de.wood o�.d Ktrsap soels, �e.y s�eep G�il rownsF�ip,�
Amg A.en�s,Alderwood mareriol,0�0 6 percenl slopes•
AmC AreNs,Alderwood mo�eriol,6+0 15 perceM slopes� Incwpo�ored cdy
An Aren�s, E�ere�� mureriol• Rezervotion,no�r
BeC Beousi�e gravelly sandy loom,6�o IS percent siopes Smoll pork, ceme
BeD Beousite gro�elly sondy loom, 15 ro 30 percenr slopes
BeF Bea�sire grovelly sondy loom,dp ro 75 percen�zlopes ���3 y�� � ��
BA Bell�rgl.om s.l� :oom r
Br Briscot silr locm Twv..shin� �onqe
Bo B�ckley sih loom .^^•. . .- • _
Cb Cooz�al Bexhes Seuion I�r.e, U���rc
Se<�ion line, oppm
Eo Ealmont silr loom
Ed Edgewi<k(ine sondy loom Township �i^e, �o�
E�B E�erev grovelly sondy loom, O+o 5 perceni slopes _
EvC E�crett grovelly sondy loam, 5 to 15 Dercmt slopes Secr�on line, no�Un
E�D E�erett grovelly sondy loam, 15 ro 30 Dercenl slopes Secrion!omer,{oun
EwC E�ere��-Alderwood g�ovelly sondy looms, b to 15 percent slopes
Bwrdory monur�e��
InA Indionolo loamy line sond,0�0 4 percem slopes
InC Indionolo loomy fine sond,G�0 15 percent slopes U�1�ed Sro+es m��e.�
In0 Indio.wlo loomy f�ine sand, IS to 30 percent slopes
KpB KirsoD sil� loom,2�0 8 pe�c�n*slopes Bv.ldings (dwelling,
KDC Ki�soD sili loom,8 ro IS p�rcent slopes
KDD K1�sop silt loom, IS to 30 percen�slopes Sc6001,<hurcl.,ond
KsC Klo�z g.ovelly loomy sond,6 to IS pe�cent slopes
Bu�ld�ngs (bom,»or
� Mo Mi.ed ollvviol lond - �
Powe.rronzm�ss�on
NeC Neiltm very grovelly loomy sond,7�0 15 percent siopes TeleDhw+e I:ne,pfpe
Ng Newbcrg sih loa�..
Nk Nooksock s�l+Ioom lJeils n�her rl.o.+wo�•
No N«mo sordy loom T
onks;o��, ..�o+n,e
Or Orcos peat lxored a londmo��
o� a,ab 5�i� i�m
' OvC OVoll grovelly Ioom,�0 to 15 percen�slopes
OvD Ovall 9ruvelly loom, 1$to 25 percent slopes .
� P.F O.�oll 9ra�elly toam,40+0 75 pe�cent slopes Ho*�zo�rol o.+d �e.��:
Tobier,sp�rir le.e
Pc Pilchvck loomy fine zorrd
Pk Pilchuck fine sondy loorn O�I.er.ecoveroble.
, Pv Pvget silty clay loam
Py Pvyollvp fine sandy loom Hor�zomo�cw+rrol s�.
My recoveroble rrK
RoC Rognor fine sondy loom,6 to 15 percem slopes
RoD Rogrwr fir.e sardy loo�++, 15 ro 25 percent slopes
Verr:wl ccv+trol sto�i
RdC Rognor-Indionolo associotim,slop�ng�
RdE Rognor-Indionolo ossociotim,modero�ely steep� Orher recoveroble�
Re Renron silr loom
Checked spo�elevo�i•
Ri+ Rivrwosti
U�cl�ecked sDo+elevc
$a Solol silr loom
$h $ommomish silr loom
Sk $eo+tle mvck
$m $holcw mvck
$n $i zill loom
$o $nohon+ish silt toom �
$r $nohomish s�ir loom,thick surloce voriont
$u Sulton silt loom
Tu Tukw�lo m�xk
Ur �Jrban lond
Wo Wood�nville s�lt loom
� The composfim of ehese vnirs is more vorioble�Mn tfiut o�the o�hers
in the oreo,bv� it hos been controlled well enooyb to intrrprH for the
expecred ose of�he so�ls.
. �_� ,... i-. � . .�.i . _ � t l�l:.t:. :.lt:i!7��..�1;- � .�,[�-...�i[..,V � � ..��:�ilCJ �i
-�:TABLE 3?�B EQUIV�LE3�IGE�ETWEEN SCS`SOIL'FYPFS Ai�TD KCRTS`SOIL<T'YPES;
� . ,. : _.
. .. �:�... . h � _- . _ .-,� . _,,: -
SCS Soil Type SCS �KCRTS Soil Notes �
Hydrologic Group
Soil Group
--� Aiderwood �Ag6,AgC,AgD) C Till
Arents, Alderwood Material (AmB, AmC) C Till
Arents, Everett Material (An) B Outwash 1 '
i
Beausite (BeC, BeD, Be� C Tilf 2 I
Bellingham (Bh) D Till 3
Briscot (Br) D Tiil 3
Buckley (Bu) D Til! 4
Earimont (Ea) D Till 3 �
Edgewick (Ed) C Till 3 i,
Everett (EvB, EvC, EvD, EwC) A/B Outwash 1 �'
Indianola (InC, InA, InD) A Outwash 1
Kitsap (KpB, KpC, KpD) C Till
Klaus (KsC) C Outwash 1
Neilion (NeC) A Ouiwash 1 �'i
Newberg (Ng) B Till 3 '
Nooksack (Nk) C Till 3
Norma (No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
Ovall (OvC, OvD, OvF) C Till 2 '
Pilchuck (Pc) C Till 3 �
Puget (Pu) D Till 3
' Puyallup (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE) B Outwash 1
Renton (Re) D Till 3
Salal (Sa) C Till 3
Sammamish (Sh) D Till 3
Seattle (Sk) D Wetland
Shalcar (Sm) D Till 3
Si (Sn) C Till 3
Snohomish (So, Sr} D Till 3
Sultan (Su) C Till 3
Tukwila (Tu) D Till 3
Woodinville (Wo) D Till 3
Notes:
1. Where outwash soils are saturated or under{ain at shallow depth (<5 feet)by glacial till, they should
be treated as till soils.
2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have
similar hydrologic response to till soils.
3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water
table. In the absence of detailed study, these soils should be treated as till soils_
4. Buckley soils are formed on the low-permeability Osceofa mudflow. Hydrologic response is
assumed to be similar to that of till soils.
199K Surface 1�'ater Desi�n�lanual 9/1/98
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� �ul��8�n Printed: 9�27/01 4:24:42 PM
�
pteirrt i�Pe Type oi Pra�em Ad�esa ot Problem Comments Thros payo
ber Code
�
' 'S-0135 C FLDG 13921 SE 136TN P� � SWAMP/SE 136TH PUHIDEINAY HTS 65BJ2
' 1-0197 C DRNG 13832 SE 131ST ST BLKED 656J2
1982-0341 C FLDG 14005 SE 133RD ST 65BJ2
l2-0386 C DRNG 'I2808 138TH AVE SE . 8 FLDG 656J2
._52-0491 C FLDG 14�009 � SE 128TH ST MAPLEWOOD HTS 656J2
�9A2-0525 C DVR 16935 116TH AVE SE (�SE 132ND/144TH AVE SE 856J2
13-0353 C FLDG 13224 144TH AVE SE "� ' ' ' � ' 656J2
iyd4-0221 C DVR 140XX SE 132ND ST , � �� - �� � FLDG 656J2
'"35-1010 C DRNG 1410d SE 132ND ST 5EE 841045/T0 ROADS 856.J2
36-01 D9 C DRNG 14011 SE 132N0 ST SURFACE WATER 656J2
198�0256 C 656J2
36-0256 F � 656J2
36-0256 S1 �. COMMITTED DATE:IS7 QTR 1989. 656J2
1986-03A4 C DRNG 138TH AVE 9E SYSTEM SILTED 656J2
�6-03A4 E � PRdB CRTD. 656J2
��d6-0739 C FLDG 13323 148TH AVE $� WATER FROM SCHOOL 656J2
'�°�-0255 C FLDG 14639 SE 'S32ND ST , STANDING WA7CR 8�MUD 658.12
D328 C DRNG 13323 146TH AVE � CO DiVERTED DRNG ONTO PROPERTY 656J2 �—
�987-0405 C FLDG 13025 138TH AVE ' � SEE 87-0463 OVER STRE�T 656J2
87-0445 C FLDG 13837 SE 128TH ST FILLING OF LOT 6�6J2
8�-0445 ER FLOG 13837 SE 128TH ST SEE 8G-03A4 PEN70N. 87-0707 656J2
1987-0463 X FLDG 13025 138TH AVE 5E ON 138TH AVE SE 656J2
88-0280 C DRNG 14106 SE 135TH ST STRORM DRAIN FAILURE 656.12
._89-0036 C DEBRIS 14003 SE 132ND S7 dEBRi ON RD TO DET POND 656J2
1989-0113 C DRNG t3852 SE 128TH AVE , DRAINAGE OF NEIGHBORS FILUROAD CO 656J2
89-0200 C SET7LING 13120 138TH AVE $E SINK HOLE 1N YARD 658J2
�a89-0461 S2 FLDGlDVR 1401 t SE 132ND ST SEE:86-0256 YAHN PH 1 656J2
'"89-0472 X INQUIRY 14105 SE 133RD ST , STATUS OF S7UDY(YAHN STUDY) 656J2
H9-0636 X DRNG 14103 SE 132ND ST � YAHN STUDY COMPLAINTS 656J2
1990-02Q9 C FIDG 14939 SE 132NQ ST DfTCH OVERFLOW/STORM EVENT 656J2
90-0388 C DRNG 14105 SE 133RD ST FLOODING IN NBRHD 65fiJ2
9Q-0512 C DRNG 13$00 138TH AVE �E CROSS PIPE ERODING RAVINE 656J2
199D-0556 C DRNG 13323 146TH AVE SE DITCH EN�S/DIVERTED WATER 656J2�
�
�90-0556 ER DRNG 13323 146TH AVE $E XPIPE AND PONDIDITCH ENOS 656J2
��90-0804 X FLDG 14105 SE 133RD ST COMPLETION OF S7U�Y 656J2
�90-15i 1 X FLDG 14105 SE 133RD ST CAPACITY OF PLAT DRNG 656J2
91-a081 SR DRNG 14105 S 133RD ST ' PUGET COLONY HOMES 658J2
• Page 1 of 3
r���_�v.L_�.�__�1 _ l lr.i i r.�. . ��...
"�mplaint Type �e of Prable�n Ad�eas ot Problom ; comments Tbrros pape
mber 6ode
0081 X DRNG 14105 S 133RD ST � CCF#191-32lYAHN STUDY/FLOODED YAR 658J2
�1-OQ98 SR DRNG 14105 SE 133RD 5T CCF#SWM0124 PUGET COLONY HOMES 656J2
._ �1-0098 X DRNG 14105 SE 133Rd ST CCF#SWIVIQ'124IDEVELOPEMENT 856J2
1991-024B C DRNG 14013 SE 133RD ST • PLUGGED 656J2
31-0246 SR DRNG �4013 SE 133Rd ST PLUGGED PUGET COLONY HOMES 656J2
�m�1-0315 C FLQG 14011 SE 132ND DIVERSION/CULVERT OVERFLOW 656J2
81-0619 NDA DRAINAGE 10403 �4TTH AVE SE STORM EVENT-DIW FLOOD[NG 656J2
31-0636 NDA FLDG 14105 SE 133RD ST CCF#491-32 NOT NDA PUGET COLONY H 656J2
1991-0636 X FLDG 14105 SE 133RD ST CCF#491-32/PIAT DRAINAGE B56.l2
91-0650 NDA DRNG 14105 SE 133RD ST ._. i CCF#591-2 NOT NDA PUGET COLONY HO 656J2
91-0650 X DRNG 14105 SE 933RD ST � CCF#�91-2 SAME OLD PROB 656J2
1991-Q682 CL FLDG 14105 SE 133RD ST , ._,.. ,� CCF#591-2 DUE JULY 6�6J2
91-0712 NDA DRNG 14103 SE 132ND ST CCF#SWM 0520 NOT NDA PUBET COLON 6b6J2
,,,91-0712 X DRNG 14103 SE 132ND ST CCF�t SWM 0520 MANY COMP 656J2
�Q91-0715 C DRAINAGE 14105 SE 133RD ST NEIGHBORHOOD FLOODING B56J2
91-0715 SR DRAINAGE 14105 SE 133RD ST PUGE7 COLONY HOMES 656J2
1991-0723 SR DRAINAGE 14105 SE 133RD ST CCF�i 591-37 PUGET COLONY HOMES 656J2
91-0723 X DRAINAGE 14105 SE 133RD ST , CCF#591�7 656J2
91-0732 C DRAINAGE 14024 SE 133RD ST /LAMB (CIAIM} 656J2
1991-0732 SR DRAINAGE 14024 SE 133RD ST ' MMB(CLAIM) [�IOT NDAP 656J2
�0739 SR DRNG/FLD 14103 SE 132ND ST CCF#SWM-6610 NOT NDAP 656J2
,,t-0777 NDA FLOODING 14103 SE 132ND ST CCF#591-39 NOT NDA P�1GET COLONY 656J2
1991-0777 X FLOODING 14103 SE 132ND ST CCF#591-39 656J2
i91-OB12 C DRAINAGE 14839 SE 132ND ST ' � 656J2
' i
�a91-0868 SR DRAINAGE 14010 SE 134TH ST CCF#SVVM0279 NOT NDAP 656J2
"^91-0868 X DRAINAGE t4010 SE 134TH ST CCF#SWM0279/PUGET COLONY 656J2
91-0885 X FLOODING 13405 142ND AVE SE CCF#SWM-0854lDRAINAGE IMPROVEME 656.l2
1991-0888 SR FLOODING 13800 SE 128TH ST �' CCF#SWM-0852-NOT NDA-PUGET COION 65fiJ2
�91-0886 X FLOODING 13800 5E 128TH ST CCF#SWfN-085ZWETLAND PROBLEMS 656J2
i91-0946 X DRAINAGE 14105 5E 133RD ST CCF#: 91-Q822/GRANTING EASEMENTS 658J2
1991-1214 X DRAINAGE 14105 SE 133RD ' CCF#SWM 1217/PROJECT SCHEDULE 656J2
�93-0179 C DI�/ERSON � 137XX 'S44TH AVE $E POSS CLEARING VIOLATION 856J2
93-1064 C FLDG 14400 SE 136TH ST GROUND WATER UNDER ROADWAY 656J2
�993-1085 E DRNG 14800 SE 'I32ND ST CHKSTATBYCMDT 656J2
393-1085 ER DRNG 14600 SE 132ND ST � 856J2
;1997-0055 C FLDG 14105 SE 133RD 5T � PUG�T COLONY HOMES fi56J2
�97-0055 NDA FLDG 1a105 SE 133RD ST PUGET COLONY HOMES 656J2
�97-0055 R FIDG 14105 SE 133Rd ST � PUGET COLONY HOMES 656J2
1998-0360 C DRAINAGE �4454 SE 132ND ST ; APPEARS PRE GRADING ACTIVITY NO PE 656.12
398-0534 WQC WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 656J2
Page 2 ot 3
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, "�aDl�nt Type Ty�oi Prob�n Address of Pr�iem
j �nber Code � C�nr�ts �ros Pape
-0534 WQR WASHWAT 13224 t44TH AVE g� APPARENT GREY WATER DISCHARGE 656J2
99-0609 C CONSTRUC 14606 SE 136TH ST I C�NCERNS RE NEW DEVELP CtTY OF RE 656J2
��99-0625 C STND H20 13741 1487H PL SE SOGGY BACKYARD SOURCE OF WATER 656J2
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T � - C�MPLAINT INVESTIGATION REPORT 35 2 417 9 0 �
-- CD.s DATE, (
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1RE OF COMPLAIN �
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1 nploinr Referred To: �� �1� � / �� 1 G�S Dote:� ��
ACTION TAKEN: � �( t {�
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C�omploinont od��sed of Act�on possibie or�oke�by: Pho�c Q Lerte� � Perso�ol ConrocT ❑ � �
npiC�n1 A[tion Hondled By ��
NAME DATE
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RETAIN PINK CARBON: SENO YELIOW AND WHITE fORWARD. � S �1
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O O� 52 COMPLAINT INVESTIGATION REP4RT aATE: �/ �� �, .
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'^MPLAtNaNT: t e v U 3 ADDRESS PHONE:�72— F900
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L..mplo�nT Received 6y: � a �s.-i �j .�o } t
I nplainr Referred To: Dote�
ACTION TAKEN: �
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('--nplvinant odvised of Adion possible r •n : �hone [,1 lerte� ❑ Personal Contact Q
L_nploinr A�r;pn Hondled By
E DATE
RE7AIN PINK CARBON:SE�1D YE�IOW AND WHITE FORWARD.
�� K6f�c� COUNTY �.EL1�RT�.1�NT {3� PUBLfC WORKS �
SURFACE WATER MANAGEMENT DIVISION � �
_ . . ' . � � �
COMPLAINT IN�/ESTI�ATI4N REPOR� � �
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4TUAE OF COMPtAfNT: � rCx�t K+q�.�. � ' '� -- �, - �J
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LOCAT►ON:• � `KROLL PG.
�MPLI+INANT: "�-C ���'�r1��a`� 'COUNCIL DIST. ��
• PF+ONE NO.
' HOME: 7J J �'1��'�
-�dress ._�`3 3 Z-3 �'� _ �Je S �� City � � State 21p j WORK ��'�� ��/% �
TAILS OF COMPLAiNT: �'.�� •-9 �v n-v� S 'r' t�z8 ' \ C� lir ....++�..c: �-� �w� � ���--^-�'�j'
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r'^"�1pLAINT RECEIVED BY: � v ����r�""— -
. tILS OF 1hJVESTIGA710N: : Sketch on reverse slde:Yes La'No O Photos:Yes Q'�_No❑ -
_ . , ouernhr
� On site 3-8-90. ._ . � .. - • -- -------..._
It had been raining earlier in the day and there� was considerable run off at the time. Topo-
graphic maps for this area indicates run off should flow towards the Wofford property, and
ditches direct the flaw in this direction. Woffo�-d has approx 30 loads of fill in the north
east corner of h�s lot. The 1ot to the north• has' a ponded area adjacent to the fill . Part of
that pond drains to the west and part over to s �he drive to Woffords house and drains to
' the east into the newly cleared area (photo 4�. � was told by Wofford that fill had been
brought into the back portion of the cleared lot. and the owner ditched run off ta the south
{photo 5 & 6), diverting it from the original drainage direction, southeasterly. This im-
pacts Wofford's 5 acre parcel to the south of the newly cleared area, and to other parcels
i� that area.
Photo 1) Looks south on 146th from SE 132nd. �
2) Shows fill at the northeast corner of Wofforts lot.
3) Shows culvert outlet on east side of 146th at cleared 1ot.
4) Cleared lot, Area beyond gravel is said� to have been a 3 'porid before fill with out-
let in swaled background. ,
5} Said to be diverted drainage flaw. '
6} Diverted f]ow into Wofford's acreage. �
..._ - --- • . . _ . __ ' _. _ ._._..-�---��- ------� . _
�OMPLAINT INVES7IGATED BY; � � � �DATE: 3 ` � �
1 �ON TAKEN: c� 0.k.�e�l,.�L Co�.►.�...m...'��,
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(.��nplainant advised of actfon possible ortaker.,by: Phone D Le;tter 0 Persona{Contact� -
. -- - .._..---------. ....----, Closed: 05/2�"` �.� � OK'd:
< nplaint Actfon Handled By '
� Nnme Ds�� Inldals
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DRA�NAGE IIWESTIGATIOI�T REPO L I
'ROBLEM �/1.¢/,�/f}-�'G Pafle �= �KvEST►GAT�ON REpUEST TYPE L-�/�
•eived by. � ��� Date: /a��5' q3 OKd by. FUe Np. 9� 1 /vcrs
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DDR=SS: �O/9-D /i��7'%�� � Crty 5.ate Zip
�ocat;on of problem, H diHereni: sG— /32� / ��s� '. �� //1/./ /JC fe�CHAP,GE * `
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othe= agencies involved: (Give det�i?s) ' •
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�poredlmpzcrs: � Pro�erties: Dates/�jeQuency o= occurrences:
nome �
Access road ,
_ Septic systerr� ' �
! outbuildings, gzrage i .
_ Yzrd/Zandscea�ng •
_ Other property - - •
, Stream, lake, vetland
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6asin ��-I� CouncD Dist � Dln Ref/Chg Nc: � CP�� Field investi�2tion neeoed?
''=t �ame: QL�CK- L-.O�'rr►1 ��vcs"- 1��= �-p 5 ; 31�ci; No: Lot No:
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" r�on fakeR: �ssigne� to: i umed to on / ; / Initiafs: KROL L
��{OMAS 6ROS ���'�� �,�;G, .�Z- DAT= CLOSED:_J � / OK'd:
QLD: s �s - ' .
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`' ` . • --�f�i'G COUNTY��VATER o'1�'�'��A1�'D R.ESOURCES DMSION �(J�
DRAINAGE INVESTIGATION REPORT
. Page 1: ITv'vESTIGA'�ION REQUEST Type �-
PROBLEM: _ IY�1 n��� .
RECEIVED BY: ��.� Date: �� 2•2� OK'd b�-����ILE Np ���J �f�<<<�
� Rccei��ed from:
(Day} 4�� (���) �
NnME: C(�-�t 0� /�1��� PHONE Z�c -t_a1C7� �" � 2`�(.� - � �[c4[s
ADDRESS: ����a' CY ��'�� :3� Clty�,��."�b'b'L- State Zip��F�
_ �
Location of problem, if different: i � �
Repvrted Problem: CALL FIRST ❑ (Would Like?o Be PAesent) �
'"�! ���e Y�-t,, � ti1�v���,t� Vl.��' lD+ i�Y{.5 �c� s--r --�-r r( r n� , W h t v�'i �5 na� a- �v'`..L
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Plat name: P���.f� 1.oa.r,,�. 5-c.��. � Lot No; 7 Block No:
. ; .
Other a�encies in�oIved: , No field investigation required
" 1.23 C��C.h.r.,o � (inicials)
. _ TO BE CO��LETTD BY COAiPLAINT PROGT2AM STAFF . , �- . � - • - • •
_.x.t:s_ ��� 2� . c� � '.
%a S T R Parcel Na n�`F'� l0 —0 U�.��f' I{roll d(0 � Zh.Bros: New �t�e �'�..
� ota 3 5 n �
� 8asi�t= Council District �' Charge No.
RESPONSE: Citi2en notified on �-2`�-�8 by: � phone letter iA person
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-�o r�e��r �,�oPtrrt,y. ' -
DISPOSITION: Turned to on / / by ; OR: No further action recommended because:
f .t�,(�`�
/� Lead agency has been notified; S�7U L ���--��s��--�1 �� P���cd 5
Problem l�as been corrected. No probltm has been identificd. Prior investigation addresses problem:
$EE FI�.E�
_ Private problem -NDAP will not consider because: �,
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Servi �a Other (Specify):
DATE CLOSED: rl��!�� By: ,
����%Ol��'
� iv�..L�.�!,'J1 1• 1� f I 1 f\l.. WLI\L .. , __
. ..____._.�-_. _.��___.'.� ���"._ '
Complaint 98-0360 Meyer �
Investigaud by Robett Manns on 5-27-98 �
�
I found that a large area had been clearcd,a.pproxima�y 1/2 acre.An existing depression with
water is located at the south side of Tax parcel 08471�,0-0045,next tv Mcyer's property. Some dirt
and debris has bccn pushed into the watzt from the gr�ading work being done on parcel--0045. I
checked Sierm a.nd found no perrnits for the grading�vork. Clarence Weyer is the property owner
of this pazcel.H'is house is on the adjoining parcel;house# 14602.
Meyer's property is not impacte3 by the worl�because of the higher elevation above the grading.
X��� s� .,,.�rx �� Gradrd area ; � �
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/� Depre55ioA 0g4710-0045
/
Weyer
� P-I-i� • 14602
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�-'��T� OL:�TY 1i�ATER AT'D LAT�D KESOURCES I�IVISIO�I ,
AGE INVESTIGATION REPORT �
, Page 1: Irrv�sncnnor,REQvssT Type '�{� '
PROSLEM: �. �
CE1�'ED BY: � � Date: S�����o OK'd b Frz.�No. / cJcJ / . '
� Received from: ` � '
� (Day} L� CE�e) �1
I�TAME: pHorrE ��.5--a�C�j
` � /,�f /�� c�-,
.DDREss: /��o���F- ` ���►`� lTUL��aCity State� ZiP�1��
Location of problem, if different: . � -
.Zeporled Problent: C�aLL FIRST ❑ (Would L�7ce To Be Present)�� � �
. ��� � ����
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9�3�0 l003! ' D�� c
riat name:������o�� � ^ �n • ��� Lot No: �1 ; Block No:
�
ther agencies in��ol��ed: Li . ' � ��(�f' No field investigation required
� rnitials)
•• _ • , TO BE COI��LETEp BY COAiPLAINT PROGR4M STAFF .' . �, -• .. � . . �= +� . •
�� � � �_ �_ �f .
'� S T R Pazcel No._��7 71�� �� Kroll„�� Th.Bros: New �C�C��
' Old ��'��"
, • g�jn� LG/f' Council District� Charge No.
" spo��sE: Citizen notif ed on by: � phone letter in'person . '
. . - - , .
SPOSITION: Turned to on t / by OR: No further action recommended because:
Lead agency has been nocified: � �
_ Problem has been.corrected. No problem has been identified. PrioF investigation addresses prob)em:
' SEE FILE 11 •
Private problem •NDAP will not consider because;-
«�ater originates onsite and/or on neighboring parceI. � � �
Location is outside WLRD Service Area. Other(Specify):
)ATE CLOSED: / . �/ gy;
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
Planning•Engineering•Surveying JOB NO. :s+�J`�`, _ °
�ODDS EIVGINEERS INC. 4205-148thAvenue NE Suite 200
Belfevue,Washington 98007 DATE �� ' ��` �r=-' �' ._
Te1.425-885-7877 Fax.425-885-7963
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PREDEV -
Flow Frequency Analysis "
Time Series File:predev.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow ttate ttank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.222 5 2/09/Ol 2:00 0.452 1 100.00 0.990
0.170 7 1/05/02 16:00 0.260 2 25.00 0.96Q
0.260 2 2/27/03 7:00 0.240 3 10.00 0.900
0.166 8 8/26/04 2:00 0.238 4 5.00 0.800
0.200 6 10/28/04 16:00 0.222 5 3.00 0.667 :
0.240 3 1/18/06 16:00 0.200 6 2.00 0.500
0.238 4 10/26/06 0:00 0.170 7 1.30 0.231
0.452 1 1/09/08 6:00 0.166 8 1.10 0.091
computed Peaks 0.388 50.00 0.980
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Planning•Engineering•Surveytng )OB NO. � ��J
DODDS ENGINEERS INC. 4205-f48thAvenue NE Suite 200
Bellevue,Woshington 98007 DATE�����7-��3
Te1.425-885-7877 Fax.425-885-7963
E Mail.O�ce@DElonline.com BY ���
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Type of Facility: Detention Vault .
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Facility Length: 100.00 ft '`�- •->��-� �- �-+ +-:
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- Facility Width: 20.00 ft�- _-_-'_,_.:..:...:..:...:...:
Facility Area: 2000. sq. ft -- �-� �-�-=-�-�-�
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Effective Storage Depth: 6.00 ft -> :..:..;...;_�.-:...;
Stage 0 Elevation: 427.80 ft � � �
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Storage Volume: 12000. cu. ft<
, Riser Head: 6.00 ft : ' - -"
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Riser Diameter: 12.00 inches -- -= ' �--
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' Number of orifices: 3 __....:..:__:._ :
Full Head Pipe � `.'--�
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Orifice # Height Diameter Discharge Diameter __' .....:..__..:.__
_ (ft) (in) (CFS) (in) '; .;_.; ; ' >
- �.
1 0.00 1.45 0.142 � � '
_ 2 3.00 1.13 0.061 4 .0 ,_.. ;._:_.;...:_.
; .. .. _.,--;... :
3 5.00 1.38 0.056 4.0 "• !-'
Top Notch Weir: None
Outflow Rating Curve: None -
: • •----
_� . : :
Hyd Inflow Outflow Peak Storage �- �-�-_- '
-- Target Calc Stage Elev (Cu-Ft) fAc-Ft) _ '
;...;_, , . , .
1 0.84 ******* 0.72 6.13 433.93 12254 . 0.281 ' '-' �--
' 2 0.44 0.26 0.24 5.84 433. 64 11672. 0.268
s .:..;..-- _
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' 3 0.46 ******* 0.23 5.53 433.33 11063. 0.254 � `-'� '
�--:_.:.--- -
':' ' 4 0.43 ******* 0.23 5.58 433.38 11157. 0.256 "
` 5 0.51 ******* 0.16 4.46 432.26 8921. 0.205 - -
' 6 0.28 ******* 0.13 3. 60 431.40 7202. 0. 165 -
7 0.42 ******* 0.09 2.41 430.21 9825. 0.111
,_....�
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,_; : 8 0.37 ******* 0.08 2.17 429.97 4337. 0.100 :-: =-: `-
- Route Time Series through Facility -
,...:.
Inflow Time Series File:dev.tsf � ` ` � '
Outflow Time Series File:vaultout
;_..: ; .
._.
Inflow/�utflow Analysis ' �
Peak Inflow Discharge: 0.840 CFS at 6:OQ on Jan 9 in Year 8
1......'..:
- Peak Outflow Discharge: 0.715 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 6.13 Ft ,
Peak Reservoir Elev: 433.93 Ft
Peak Reservoir Storage: 12254 . Cu-Ft ,
. 0.281 Ac-Ft
. . . . .
__.. . . . .
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SHEE- � OF �
Planning• Engineering•Surveying JOB NO.
DODDS ENGINEERS/NC. 4205-148thAvenue NE Suite 200
Bellevue,Washington 98007 DATE
Te1.425-885-7877 Fax.425-885-7963
E Mail.office@DElonline.com BY
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Duration Comparison Anaylsis
Base File: predev.tsf
New File: vaultout.tsf
Cutoff units: �ischarge in cFs
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New %Change Probability Base New %Change
0.102 � 0.30E-02 0.27E-02 -9.2 � 0.30E-02 0.102 0.098 -3.3
0.114 � 0.22E-02 0.24E-02 8.1 � 0.22E-02 0.114 0.119 4. 5
- 0.126 � 0.17E-02 0.19E-02 6.5 I 0.17E-02 0.126 0.131 3.6
0.138 � 0.14E-02 0.14E-02 0.0 � 0.14E-02 0.138 0.138 0.0
0.151 � 0.11E-�2 0.91E-03 -13.8 � 0.11E-02 0.151 0.147 -2. 5
0.163 � 0.73E-03 0.62E-03 -15.6 � 0.73E-03 0.163 0.159 -2.3
0.175 � 0.49E-03 0.42E-03 -13.3 � 0.49E-03 0.175 0.171 -2.6
0.187 � 0.38E-03 0.34E-03 -8.7 I 0.38E-03 0.187 0.181 -3. 3
0.200 � 0.28E-03 0.29E-03 5.9 � 0.28E-03 0.200 0.209 4.4
0.212 � 0.18E-03 0.24E-03 36.4 � 0.18E-03 0.212 0.223 5.2
0.224 � 0.98E-04 0.15E-03 50.0 � 0.98E-04 0.224 0.226 0.7
0.236 � 0.82E-04 0.49E-04 -40.0 � 0.82E-04 0.236 0.228 -3.7
0.249 � 0.16E-04 O.00E+00 -100.0 I 0.16E-04 0.249 0.242 -2.6
Maximum positive excursion = 0.019 cfs ( 9.2%)
occurring at 0.204 cfs on the Base Data:predev.tsf
and at 0.222 cfs on the New Data:vaultout.tsf
Maximum negative excursion = 0.017 cfs ( -6.6%)
occurring at 0.259 cfs on the Base Data:predev.tsf
and at 0.242 cfs on the New Data:vaultout.tsf
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Probability Exceedence
V. CONVEYANCE SYSTEI�I ANALYSIS AND DESIGN
Planning•Engineerirtg•Surveying JOB NO. � � J
�ODDS FJVGINEERS INC. 4205-148thAvenue NE Suite 200 r ,.
Bellevue,Washington 98007 DATE `��-\���
TeI.42S-885-7877 Fax.425-885-7963 � `
E Mail.O�ce@DElonline.com BY 1-�.��
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KCRTS Command
' CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : CONV15.tsf
Regional Scale Factor : 1.00 '
Data Type : Reduced
Creating 15-minute Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG15R.rnf .
Till Grass 0.20 acres
Loading Time Series File:C: \KC_SWDM\KC_DATA\STEI15R.rnf .
Impervious 1. 69 acres
Tota1 Area : 1.89 acres
Fea;� Dis�rarge: 2.09 CFS at 6:30 on Jan 9 in Year 8
Storing Time Series File:CONV15.tsf .
Time Series Computed i
CONv15 !
Flow Frequency Analysis ,
Time SerieS File:convl5.tsf
Project Location:Sea-Tac
---Annual Peak FIOw Rates--- -----FIOw Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - rtank Return Prob
(CFS) (CFS) Period
0.803 6 8/27/O1 18:00 2.09 1 100.00 0.990
0. 561 8 9/17/02 17:45 1.56 2 25.00 0.960 '�i
1.56 2 12/08/02 17:15 1.10 3 10.00 0.900 �
0.647 7 8/23/04 14:30 0.912 4 5.00 0.800
0.863 5 10/28/04 16:00 0.863 5 3.00 0.667 i
0.912 4 10/27/05 10:45 0.803 6 2.00 0.500
1.10 3 10/25/06 22:45 0.647 7 1.30 0.231
2.09 1 1/09/O8 6:30 0. 561 8 1.10 0.091 '
Computed Peaks 1.92 50.00 0.980 'I
: ;. ,_. : _ _; ' ;_ _ : _ _ i
SHEET OF
�
VI. SPECIAL REPORTS
ZIPPER ZEMAN ASSOCIATES SOILS REPORT
EARTHWORK CALCULATIONS
;
Zipper Zeman Associates, Inc.
Geotechnical and Environmental Consulting
J-1688
September 16, 2003
CKR Enterprises, LLC
c/o John W. Buchanan Consulting
P.O. Box 66479
Seattle, Washington 98166
Attn: Mr. John W. (Bill) Buchanan
Subject: Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed Retail Complex
Renton, Washington
Deaz Mr. Buchanan:
Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above-
referenced report. This report presents the results of our subsurface exploration and geotechnical
engineering study relative to the proposed development. Our work was completed in general
accordance with our proposal, P-2080, dated August 14, 2003.
The purpose of the study was to establish general surface and subsurface conditions at the
site from which conclusions and recommendations regarding foundation design and construction
considerations could be formulated. The scope of our work consisted of field explorations, soil
laboratory tests, geotechnical engineering analyses, and preparation of this report. This report is
an instrument of service and the conclusions presented herein aze in respect to the subject
property and have been prepared in accordance with generally accepted geotechnical engineering
practices. This report has been prepared for the exclusive use of the CKR Enterprises, LLC. and
John W. Buchanan Consulting and their agents, for specific application to this project and the
stated purpose.
SITE AND PROJECT DESCRIPTION
The project site is located at 5325 N.E. 4�' Street in Renton, Washington and is roughly 2
acres in size. The northern half of the site currently contains a grocery store, a doughnut shop,
and a temporary produce stand. The southem half of the site is covered with grass, occasiona 1
trees, and gravel. The site is fairly level with a topographical relief of up to five feet slopin��
downward from the north to the southeast. The site is bordered by single-family residences t��
the south and east and by N.E. 4�' Street and Jericho Avenue to the north and west, respectively.
According to the site plan developed far CKR Enterprises, LLC. Dated June 14, 2003
provided by Mr. Buchanan, the proposed development will consist of three one story retail
buildings, a car wash, an espresso stand, a pump island, underground storage tanks, and a
stormwater detention vault. We understand that both steel frame (with fle�ble siding) and load-
bearing concrete block (CMIJ) wall structures are proposed. The detention vault is to be located
811 First Avenue,Suite 404 SeatUe,Washington 98104 (206)264-8295
. ...�:. ._,. .._..... �. . ...�.._ . .. .
Renton, Washington September 16,2U
Pag�
near the southeast corner of the site. It will be about 100 feet long in the north-south directi� ',
and have its base about 5 feet below grade. The driveway and parking areas are to be surfac
with asphaltic concrete. We understand that site grades are to be raised about 2 feet along t
southern property line and will decrease to no change near the middle of the site.
SITE CONDITIONS
The site conditions were evaluated in August 2003 for the study. A trailer mounted drill
rig was used to advance one boring in the vicinity of the underground storage tanks. Ten test pits
were excavated using a backhoe at various locations across the site. The surface and subsurface
conditions are described below, while the exploration procedures, interpretive logs of the
explorations, lab testing procedures, and lab testing results are presented in Appendix A. The
existing site features and approximate exploration locations are shown on the Site and
Explora.tion Plan, Figure 1.
Surface Conditions
The north 100 feet of the site paza11e1 with N.E. 4�' Street is paved with asphaltic
concrete. Gravel surfacing covers the area west of the existing grocery store and to
approximately 130 feet south of the asphalt. Grass covers the area south of the grocery store and
the south 50 feet beyond the gravel surfacing. Dense brush and trees cover the southeast corner.
A septic tank is located on the south side of the grocery store and standing water was observed in
a low area near the tank. The grass surrounding the septic tank was green while the grass located
away from the septic tank appeared to be drier.
Subsurface Conditions
The subsurface exploration consisted of advancing one boring (B-1) and ten test pits (TP-
1 through TP-10) for the study at the approximate locations shown on Figure l. Soil descriptions
presented in this report are based on the subsurface conditions encountered at the specific
exploration locations advanced for this study. Variations in subsurface conditions may exist
between the exploration locations and the nature and extent of variations between the
explorations may not become evident until construction. If variations then appear, it may be
necessary to reevaluate the recommendations of this report.
Boring B-1 disclosed gravel over a medium dense gravelly sand with some silt from the
surface to 1.8 feet which we interpreted to be fill. Underlying this was a medium dense to very
dense, silty gravelly sand with 2-4 inch layers of gravelly sand (Glacial Till) to the completed
depth of 20.1 feet.
In general, test pits TP-1 to TP-8 disclosed medium dense, gravelly silty sand and silty
sandy gravel with scattered organic material (fill) from the surface to depths ranging from 1.0 to
5.2 feet. Underlying the fill in test pits TP-1, TP-2, TP-3, TP-6, TP-7, and TP-8 we observed a
loose to medium dense, gravelly silty sand with detritus materials which we interpreted to be a
relic topsoil to depths of 2.3 to 7.3 feet. A layer of soft silt with some sand and gavel (organic
silt) was observed in test pit TP-5 from 3.7 to 4.8 feet. Beneath the relic topsoil, fill, and organic
Zipper Zeman Associates,Inc.
811 First Avenue,Suite 404 Seattle,Washington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton, Washington September 16,2003
Page 3
silt we observed medium dense, silty sand with some gravel (weathered glacial till) to a medium
dense to very dense, silty gravelly sand (glacial till) to the completed depths in all ten of the test
pits. No fill was observed in test pits TP-9 and TP-10.
Groundwater
Groundwater was observed in boring B-1 at a depth of 10.8 feet 10 minutes after drilling.
Caving was observed 10 minutes after driliing at approacimately 8 feet. The caving and seepage
could indicate the perched groundwater level. The groundwater seepage was observed within the
glacial till soils and could be perched within the gravelly sand layers. T'he septic tank was
located approximately 15 to 20 feet to the east of B-1 and could be contributing to the perched
groundwater we observed. No seepage was observed in any of the ten test pits during
excavation. It should be noted that groundwater conditions and soil moisture contents are
expected to vary with changes in season, precipitation, site utilization, and other on- and off-site
factors. Given the subsurface glacial till encountered across the site in the test pits and boring,
perched groundwater conditions should be expected to develop following periods of prolonged
precipitation.
Seismic Criteria
Figure 16-2 presented in the 1997 Uniform Building Code classifies the subject site as
being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and
published geologic literature, it is our opinion that a Soil Profile Type of S� be used to describe
the average properties within the upper 100 feet of soil beneath the site. This designation
describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet
per second, Standard Penetration Test values greater than 50, and an undrained shear strength of I
greater than 2,000 psf.
CONCLUSIONS AND RECOMMENDATIONS
Based on our field explorations, laboratory tests, and analyses, we conclude that shallow
foundation and slab-on-grade support for the proposed structures is feasible. The site is
underlain by relatively high strength and low compressibility glacial till at depth. Conversely,
the relic topsoil typically encountered immediately above the glacial till, and the organic silt
observed in the northwest comer of the site, possesses relatively moderate strength and
compressibility. The existing fill observed at most of our exploration locations appears to have
not been placed in an uncontrolled manner and will exhibit variable strength and compressibility.
Given the subsurface conditions and type of proposed structures, we recommend two
alternatives for foundation support. The first is ta remove the existing fill, relic topsoil, and
organic silt to the underlying glacial till at the proposed foundation locations and to place and ''
compact structural fill up to the footing subgrade elevation. The second alternative is to leave '
the existing fill in place and construct the foundation elements in the existing fill. The first
alternative would minimize the potential for post-construction deformations that may damage ,
relatively settlement-sensitive structures (e.g., those with load-bearing CMLT walls} while the ',
second would likely be adequate for steel frame structures with flexible siding. I�
Zipper Zeman Associates.Inc.
811 First Avenue,Sui[e 404 Seattle,Washingtoc►98104 (206)264-8295 I
Proposed Retail Complex J-1688
Renton,Washington September 16,2003
Page 4
We also recommend two alternatives for slab-on-grade support. Removing the upper ?
feet of existing fill and replacing it with structural fill would minimize the potential for slab
cracking. Alternatively, the surface of the existing fill may be proof-rolled and areas of yielding
subgrade removed and replaced to a depth of about 12 inches.
Detailed recommendations for these foundation and slab-on-grade support alternatives
are presented below.
Site Preparation
Stripping depths, in those areas currently covered by vegetation, are anticipated to range
between 6 and 12 inches based on conditions observed at our explorations. Following stripping,
the exposed subgrade should be proof-rolled with heavy, rubber-tired constcuction equipment to
identify any remaining soft or loose azeas. Proof-rolling should be performed in the presence of
a ZZA representative. Soils identified during proof-rolling as needing repair should be removed
and backfilled in accordance with the subsequent recommendations for structural fill.
Structural Fill
Structural fill should be placed over a properly prepared subgrade, as discussed above.
Structural fill should be placed in 8-inch m�imum loose lifts. Each lift should be compacted to
at least 95 percent of the laboratory maacimum dry density, using ASTM D 1557 as the standard.
It should be the responsibility of the contractor to verify the current city and state standards at the
actual time of construction for all fill placed within city and state right-of-ways.
li Structural fill materials may include clean, well-graded sand and gravel (pit-run) clean
� sand, crushed rock, crushed recycled concrete, and various soil mixtures of silt, sand and gravel.
� Soils used for structural fill should not contain individual particles greater than about 6 inches in
� diameter and should be free of organics,debris, and other deleterious materials.
,
The suitability of excavated site soils and import soils for compacted structural fill will
depend on the gradation and moisture content of the soil when it is placed. As the amount of
fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive
to sma11 changes in moisture content and adequate compaction becomes more difficult or
impossible to achieve. Soils containing more than about 5 percent fines (based on the soil
� fraction finer than a U.S. No. 4 sieve) cannot be consistently compacted to a dense, non-yielding
condition and to the recommended percentage when the moisture content is more than 2 percent
above or below optimum. Optimum moisture content is that moisture which results in thc
greatest compacted drv den�ih� ���ith a specified campactive eff�rt as determined hy the ASTM I)
1557 test metho�i.
The existin� till anei blaciai ull soils �i�countcrc�i �it th� sitc, �,�ctpi lur relic t�psuil a���-'
organic silt, appeaz to be suitable for reuse as structural fill provided the moisture content
these soils can be maintained within f 2 percent of the optimum moisture content. The existi
fill appeared to contain occasional pieces of wood. These should be removed whenever possib
Ziaaer Zeman Associates.Inc.
811 First Avenue,Suite 404 Seattle,Washington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton,Washington September 16,2003
Page 5
The stripped soils and any relic topsoil and organic silt encountered should be exported from the
site or used in landscape areas. Due to the moisture-sensitivity of the site soils, moisture
conditioning may limit the use of these soils to the summer months. Earthwork construction
during the wet, winter months would likely require importing"clean" structural fill.
Foundations
Spread and continuous wall footings should be founded directly on the compacted and
proof-rolled existing fill or on a zone of compacted structural fill extending down to the medium
dense to very dense glacial till native soils. The width at the base of the zone of compacted
structural fill should equal the width of the footing plus the depth of overexcavation.
Spread footings supported directly on the existing fill as noted above may be designed
with a m�imum allowable bearing pressure of 2,000 pounds per square foot (ps�. If the
existing fill, relic topsoil, and organic silt are removed and replaced with structural fill as noted
above, the spread footings may be designed with a maximum allowable bearing pressure of
3,000 psf. This allowable bearing pressure may be increased by up to one-third to accommodate
seismic or wind loads.
Continuous wall footings should have a minimum width of 16 inches while individual
column footings should have a minimum width of 24 inches. Exterior footings should penetrate
at least 18 inches below adjacent slab or ground surface (whichever is lower) for frost protection.
Interior footings should extend at least 12 inches below adjacent grade.
All footings must be founded on firm and unyielding existing fill, structural fill, or glacial
till soils; the foundation should not be set in or above loose or disturbed soils. As the site soils
are silty, site work in the presence of water or during wet weather may disturb the bearing strata.
The contractar should avoid disturbance of the existing fill and structural fill soils and glacial till
soils and limit traffic across the prepared subgrade during wet weather. To minimize disturbance
associated with foundation formwark and reinforcement bar placement in wet site conditions, the
use of a "mud-mat" (a thin 2- to 3-inch layer of lean concrete) or a quarry spall working blanket
may be required.
Assuming the foundation elements are founded on structural fill bearing on the glacial till
strata, we anticipate that total settlement should be on the order of 3/4 inch or less with differential
settlements on the order of%2 inch or less. Total settlement of footings placed in the existing fi l 1
may exceed 1 inch with differential settlements approaching 1 inch. If disturbed or soft materi�,'
are left in place beneath the footing areas prior to concrete placement, future settlements may '
greatly increased. Therefore, the condition of the footing subgrade, whether it be the existing f
or structural fill, should be evaluated by a ZZA representative prior to concrete placement,
determine that the bearing soils aze undisturbed and consistent with those conditions assurr,
during design.
Lateral loads applied to the footings could be resisted by a combination of passive earth
pressure and frictional sliding resistance. We recommend that an allowable equivalent fluid
weight of 250 pcf be used for passive resistance of footings placed neatly against the site soils or
I Zipper Zeman Associates,Inc.
811 First Avenue,Suite 404 Seattle,Washington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton, Washington September 16,2003
Page 6
compacted structural fill. An allowable coefficient of friction equal to 0.3 could also be used
along the base of the foundation. Frictional resistance is computed by multiplying the resultant
vertical foundation load by the frictional coefficient. A factor of safety equal to at least 1.5 has
been incorporated into these allowable values.
Floor Slab Considerations
We understand that concrete slab-on-grade floors are planned. The subgrade to support
the floor should be prepared in accordance with our previous site preparation recommendations.
The slab-on-grade should be founded on either a compacted and proof-rolled existing fill,
organic-free, soil surface (e.g., not existing relic topsoil or organic silt) or structural fill
compacted to at least 95 percent density (ASTM D 1557). We recommend that the floor slab be
underlain by at least 4 inches of clean, well-graded sand and gravel to function as a capillazy
break and working surface. The fines content of the capillary break material should be limited to
3 percent or less, when based on tha.t soil fia.ction passing the U.S. No. 4 sieve.
An impervious moisture barrier (Visqueen) should also be utilized to provide additional
protection against dampness above the capillary break. Two inches of clean, moist sand should
be placed above the Visqueen for protection from placement of concrete.
Detention Vault and Buried Utilities
Soils at subgrade elevation for the detention vault may consist of both relic topsoil and
existing fill based on subsurface conditions observed in test pits TP-6 and TP-8. Although the
proposed detention vault will not increase the load on the subgrade soils compared to the existing
condition, we recommend that uniform foundation support be provided for the vault. Therefore,
we recommend removing loose and yielding subgrade soils under the vault and replacing them
with structurai fill.
As previously stated, the exisring fill, relic topsoil, and organic silt will settle
differentially across the site. Therefore, buried utilities should be anticipated to deform over ;
time. We recommend fitting the utilities with flexible connections to accommodate the
anticipated settlements. If settlement sensitive utilities were proposed for the site, we would be
pleased to discuss other mitigation measures.
Backfdled Walls �I
All backfill placed behind subgrade walls, such as those used for the stormwater �
detention vault, should be placed in accordance with the recommendations presented in the Site
Preparation and Structural Fill, and Drainage sections of this report, and as described below. The
following recommended earth pressures are presented as an equivalent fluid unit weight and are
based on the assumption that the wall backfill will consist of granulaz material without the
buildup of hydrostatic pressures behind the wa1L '
All wall backfill should consist of free-draining granular material with drainage
provisions as discussed in the subsequent Drainage section of this report. We recommend that at
Ziucer Zeman Associates,Inc.
811 First Avenue,Suite 404 Seatde,Washington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton, Washingtoo September 16,2003
Page 7
least two feet of free-draining backfill be provided against the back of the subgrade walls,
extending up to within 12 inches of the ground surface. The free-draining backfill should
contain less than 3 percent fines (minus U.S. No. 200 sieve fraction) based on that soil fraction
passing the U.S. No.4 sieve. A relatively impermeable silty soil should be used to cap the upper
12 inches to provide a barrier to minimize surface water infiltration.
For a horizontal backfill surface, non-yielding backfilled wa11s may be designed for a
triangular earth pressure distribution using an equivalent fluid weight of 50 pounds per cubic foot
(pc�. Surchazges due to sloping ground, adjacent footings, vehicles, construction equipment,
etc., must be added to this value. The above equivalent fluid pressure assumes that the backfill is
compacted to about 90 to 92 percent of the modified Proctor maaLimum dry density (ASTM D
1557). Additional compaction near the wall will increase lateral earth pressures, while a lesser
degree of compaction could permit excessive post-construction settlement of the wa11 backfill
zone, allowing for potentially adverse settlement of utilities or structural elements supported on I
the backfill.
Drainage Considerations
Site grades should allow for positive drainage away from the proposed structures. The
ground surface should be sloped downwazd and away from the structures so that run-off may be
carried to a suitable discharge facility.
Positive drainage should be provided behind retaining walls or stem walls where the floor
level is at or below adjacent grade by placing against the wall a zone of&ee-draining sand and
gravel containing less than 3 percent fines (material passing No. 200 sieve) based on that soil
fraction passing the U.S. No. 4 sieve. The drainage zone should be at least 18 inches thick
(measured horizontally) and extend from the base of the wall to within 1 foot of the finished
ground surface behind the wa11. The upper foot of wall backfill should consist of fine-grained
structural fill compacted and graded to drain surface water away from the wall backfill zone.
Perfarated drainpipe having a minimum diameter of 4 inches should be embedded within the
free-draining material at the base of the wall footing along its entire length. This drainpipe
should discharge into a tightline leading to an appropriate collection and disposal system. Roof
and surface runoff should not discharge into the footing drain system. Instead, a separate
tightline drain system should be used.
Our boring encountered groundwater seepage for this study at approximately 8 feet.
However, the boring and test pit explorations were performed after an unusually dry season and
groundwater seepage can be expected to fluctuate during the year. Excavations should be
dewatered prior to the placement of structural fill soils, if required. The soils encountered at the
site are quite silty and could be readily disturbed by traffic when wet. Therefore, we recommend
that the contractor take precautions to maintain a dry construction site and protect the subgrade
from disturbance. The contractor should be prepared to control water seepage from precipitation
or groundwater prior to site work and construction with the use of interceptor trenches or
pumped sumps.
Temporary and Permanent Slopes
Zinper Zeman Associates,Inc.
811 First Avenue,Suite 4Q4 Seattle,Washington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton, Washington September 16,2003
Page 8
The stability of temporary cut slopes made during site work is a function of many factors,
including, but not limited to, the following considerations: 1) the presence and abundance of
groundwater; 2} type and density of the vazious soil strata; 3) the depth of the cut; 4) surcharge
loadings adjacent to the excavations; and 5) the length of time the excavation remains open.
Consequently, it is exceedingly difficult to establish a safe and maintenance-free cut slope angle
in advance of construction. Cut slope stability should, therefore, be the responsibility of the
contractor, since he is continuously at the job site, able to observe the nature and condition of the
subsurface materials encountered, monitor the cut performance, and control the scheduling of
site activities.
We recommend that excavations greater than 4 feet in vertical height be adequately
sloped or braced to prevent injury to workmen from sloughing and spalling. All excavations
should be accomplished in accordance with applicable local, State or Federal safety provisions.
As recommended in OSHA/WISHA guidelines, cuts in the loose to medium dense gravelly silty
sand fill and relic topsoil should be no steeper than I.SH:1 V and cuts in the native glacial drift
and till soils should be no steeper than 1H:1V. Under adverse wea.ther conditions, temporary
slopes should be draped with plastic sheeting or other means to protect them from the elements
and minimize sloughing and erosion.
Permanent cut or fill slopes should be no steeper than 2H:1 V, and should be protected
from erosion by diversion berms and vegetative cover established as soon as possible after
construction. Jute netting or Excelsior matting will be required to minimize erosion and enable
the establishment of vegetation if planting is accomplished just prior to or after the onset of wet
weather.
Underground Storage Tank Considerations
The boring indicated that the groundwater table is within the probable limits of the base
of the proposed underground storage tanks, assuming a bottom of tank depth on the order of 10
to 12 feet. In addition, we anticipate that the tank backfill will be more permeable than the
surrounding soil and that the backfill will collect groundwater. Therefore, hydrostatic pressures
should be considered in the design of the tanks. Measures such as a concrete pad or other
approved tie-down method should be planned to compensate for the groundwater conditions.
We recommend that bedding, backfill, and cover materials conform to the tank manufacture's
recommendations. We also recommend that hand operated equipment be used to compact the
materials to the manufacture's specifications.
Asphaltic Pavements
Pavement design is a compromise between high initial cost and low maintenance, and
low initial cost coupled with a need for periodic repairs. As a result, the owner should take part
in development of an appropriate pavement section. Critical features which determine the
durability of the surfacing include the stability of the subgrade, presence or absence of moisture,
free water, organics, the fines content of the subgrade soils, trafTc volumes, and frequency of use
of heavy vehicles. VVe recommend th3t all structural fill soils placed beneath pavement sections
'Lipper Zeman Associates. lnc.
R 1 I I�ir.t:lvcnuc.Suite��(�-3 ticattle_bVa;hin��tun y31(�-1 (20(,)=64-K?y>
Proposed Retail Complex J-1688
Renton,Washington September 16,2003
Page 9
be compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D
1557} for that material. In cut areas, we recommend that the subgrade be prepared as
recommended in the Site Preparation section, with the exposed subgrade compacted to a firm
and non-yielding condition. We recommend that the following minimum pavement sections be
used:
• Auto Parking Area: Three inches Class B asphaltic concrete over four inches crushed
aggregate base course.
• Driveways, Fire Lanes and Heavy Equipment Parkin� Areas: Four inches Class B
asphaltic concrete over six inches of crushed aggregate base course.
Although a variety of less costly pavement sections are available, we recommend these
sections in consideration of the anticipated subgrade soils, usage and design life. A minimum 3-
inch thickness of asphaltic concrete is now recommended by the Asphalt Institute, even for car
pazking areas. We aze available to provide alternative pavement sections, if required,taking into
the consideration the possibility of reduced design life and more frequent maintenance. For
example, ATB could be considered in lieu of crushed rock if protection of the subgrade is
required due to scheduling of earthwork.
CLOSURE
The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the explorations
for this study were completed within the site and scope constraints of the project so as to yield
the information necessary to formulate our conclusions and recommendations.
The integrity and performance of the foundation systems at this site depend greatly on
proper design, site preparation and construction procedures. We recommend that ZZA review
the construction documents to confirm that our recommendations have been properly interpreted
and implemented into the design. Field judgment by a qualified engineer will also be necessary
in order to determine the adequacy of the recommendations. Therefore, because of our '
familiarity with the subsurface conditions, we recommend that ZZA. be retained to provide
geotechnical engineering services during the earthwork and foundation construction phases of
the project. If variations in the subsurface conditions were observed at the time of construction,
we would be able to provide additional geotechnical engineering recommendations to the
contractor and design team in a timely manner as the project construction progresses.
Zipper Zeman Associates,Inc.
8ll First Avenue,Suite 4Q4 Seattle,Wffihington 98104 (206)264-8295
Proposed Retail Complex J-1688
Renton, Washington September 16,2003
Page 10
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
Respectfully Submitted,
ZIPPER ZEMAN ASSOCIATES, INC.
Jason L. Washburn,E.I.T.
Staff Engineer
rDavid A. Baska, Ph.D., P.E.
Associate ,
Enclosures: Figure 1 -Site and Exploration Plan
Appendix A-Field Exploration Procedures and Logs
Laboratory Testing Procedures and Results
Zipper Zeman Associates,Inc.
811 First Avenue,Suite 404 Seattle,Washington 98104 (206)263-8295
Center for Spiritual Living J-1454
Seattle,Washington September 11,2002
Page A-1
� APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
LABORATORY TESTING PROCEDURES AND RESULTS
Our field exploration for this project included advancing one boring (B-1) and ten test
pits (TP-1 through TP-10). The boring was advanced with a trailer-mounted drill rig on August
19, 2003 and the test pits were excavated with a backhoe on August 22, 2003. The approximate
exploration locations aze shown on the Site and Exploration Plan, Figure 1. The exploration
locations were determined by measuring distances from existing site features with a fiberglass
I' ta relative t a site lan referenced on Fi e 1. As such the ex loration locations should be
Pe o P � S�' , P
considered accurate to the degee implied by the measurement method. The following sections
describe our procedures associated with the explorations. Descriptive logs of the explorations
are enclosed in this appendix.
Soil Boring Procedures
Our exploratory boring was drilled with a hollow stem auger, operated by an independent
firm working under subcontract to ZZA. An experienced engineer from our firm continuously
observed the boring, logged the subsurface conditions encountered, and obtained representative
soil samples. All samples were stored in moisture-tight containers and transported to our
laboratory for further visual classification and testing. After the boring was completed, the
borehole was backfilled with bentonite and soil cuttings.
Throughout the drilling operation, soil samples were obtained at 2.5-foot depth intervals
by means of the Standard Penetration Test (ASTM D 1586). This testing and sampling
I procedure consists of driving a standazd 2-inch outside diameter steel split spoon sampler 18
inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows
required to drive the sampler through each 6-inch interval is recorded, and the total number of
blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or
"blow counY' (N value). If a tota.l of 50 blows is struck within any 6-inch interval, the driving is
stopped and the blow count is recorded as 50 blows for the actual penetration distance. The
resulting Standard Penetration Resistance values indicate the relative density of granular soils
and the relative consistency of cohesive soils.
The enclosed boring log describes the vertical sequence of soils and materials
encountered in the boring, based primarily upon our field classifications and supported by our
subsequent laboratory examination and testing. Where a soil contact was observed to be
gradational, our log indicates the average contact depth. Where a soil type changed between
sample intervals, we infened the contact depth. Our log also graphically indicates t1�e blow
count, sample type, sample number, and approximate depth of each soil sample obtained from
the boring, as well as any laboratory tests performed on these samples. If any groundwater was
encountered in the borehole, the approximate groundwater depth, and date of observation, is
depicted on the log. Groundwater depth estimates are typically based on the moisture content of
soil samples, the wetted portion of the drilling rods, the water level measured in the borehole
after the auger has been extracted, or through the use of an observation well.
Zipper Zeman Assceiates,Inc.
600 First Avenue,Suite 237 Seattie,Washington 98104 1:206)�64-8295
Center for Spiritual Living J-1454
Seattle,Washington September 11,2002
Page A-2
Test Pit Procedures
An owner provided contractor excavated the test pits through the use of a rubber-tired
backhoe and an engineer from our fum continuously observed the test pit excavations, logged
the subsurface conditions encountered, and obtained representative soil samples. All samples
were stored in moisture-tight containers and transported to our laboratory for further visual
classification and testing. After we logged each test pit, the operator backfilled each with
exca�ated soils tamped into place. Some settlement of the backfill should be expected over time.
The enclosed test pit logs indicate the vertical sequence of soils and materials '�
encountered in each test pit, based primarily on our field classifications and supported by our
subsequent laboratory testing. Where a soil contact was observed to be gradational or
undulating, our logs indicate the average contact depth. We estimated the relative density and
consistency of in situ soils by means of the excavation characteristics and by the sidewall
stability. Our logs also indicate the approximate depths of any sidewall caving or groundwater
seepage observed in the test pits, as well as all sample numbers and sampling locations.
LABORATORY TESTING PROCEDURES AND RESULTS
A series of laboratory tests were performed during the course of this study to evaluate the
index properties of the subsurface soils. Descriptions of the types of tests performed aze given
below.
Visual Class�cation
Samples recovered from the exploration locations were visua.11y classified in the field
during the exploration program. Representative portions of the samples were carefully packaged
in moisture tight containers and transported to our laboratory where the field classifications were
verified or modified as required. Visual classification was generally done in accordance with the
Unified Soil Classification system. Visual soil classification includes evaluation of color,
relative moisture content, soil type based upon grain size, and accessory soil types included in
the sample. Soil classifications are presented on the boring logs in this appendix.
Moisture Content
Moisture content determinations were performed on representa.tive samples obtained
from the explorations in order to aid in identification and correlation of soil types. The
determinations were made in general accordance with the test procedures described in ASTM D
2216. The results are presented on the boring log in this appendix and in the table below for the
test pits.
Zipper Zeman Associates,Ioc.
600 First Avenue,Suite 237 SeatUe,Washington 98104 (206)264-8295
�cnter �ur Jpirituat Li��in� J-1_�� }
Seattle,Washington September 1 l,20�
Paee A� ��
- _ _
� Test Yit No. Sam le i�o. 1�loisture Content `%� '���
TP-1 S-2 25
TP-1 S-3 12
TP-2 S-2 15
TP-2 S-3 7
TP-3 S-1 14
TP-3 S-2 15
TP-4 S-1 18
TP-5 S-3 16
TP-6 S-1 14
TP-7 S-1 18
TP-9 S-1 15 i
TP-9 S-2 17 �
TP-9 S-3 13 '
TP-10 S-1 10
Grain Size Analysis
A grain size analysis indicates the range in diameter of soil particles included in a
particular sample. Grain size analyses were performed on representative samples in general
accordance with ASTM D 422. The results of the grain size determinations for the samples were
used in classification of the soils, and are presented in this appendix.
Organic Content
Organic contents were determined for selected samples in general accordance with
ASTM D 2974. The results of these tests aze provided in the table below.
Test Pit No. Sam le No. O anic Content %
TP-5 S-1 6
TP-5 S-2 13
TP-6 S-2 8
Zipper Zeman Associates,Inc.
600 First Avenue,Suite 237 Seattle,Washington 98104 (206)261-8295
PROJECT: Renton Mini-(Mart � JOB No. J-1688 � TEST PITS 1-10 � PAGE 1 OF 5
Location: Renton,WA Approximate Elevation:
Test Pit TP-1
Depth(feet) Material Description Sample No.
0.0-3.8 Crrass over medium dense, dry to moist,brown and gray, S-1 @ 2.8'
gravelly silty SAND with large piece of wood(Fill)
3.8-4.7 Loose to medium dense,moist,dark brown, gravelly silty
SAND with roots and pieces of wood(Relic Topsoil)
4.7-8.5 Medium dense,moist to wet at 6 feet, mottled orange/brov►m S-2 @ 6.5'
grading to brown, silty SAND with some gravel
8.5-10.0 Dense to very dense,wet, gray,gravelly SAND with some S-3 @ 9.5'
silt (Glacial Till)
Test pit completed at 10.0 feet
No caving or groundwater observed at time of excavation
Ground surface elevation approximately 435 feet
� Test Pit TP-2
Depth(feet) Material Description Sample No.
0.0-1.0 Gravel over medium dense, damp,brown, silty sandy
GRAVEL(Fill)
1.0-2.3 Loose to medium dense, wet, dark brown, gravelly silty S-1 @ 1.8'
SAND with roots and pieces of wood(Relic Topsoil)
2.3-5.5 Medium dense,wet,mottled orange/brown, si1Ty SAND with S-2 @ 3.7'
some gravel
5.5-8.5 Dense to very dense,moist to wet, gray, gravelly SAND with S-3 @ 7.3'
some silt grading to silty gravelly SAND at 6.5 feet(Glacial
Till)
Test pit completed at 8.5 feet
No caving or groundwater observed at time of excavation
Ground surface elevation approximately 437 feet
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE 2
Geotechnical b EnvironmeMal ConsuFting Date Logged: 8/22/03 Logged by: JW
�
PROJECT: Renton Mini-Mart � JOB No. J-1688 � TEST PITS 1-10 � PAGE 2 OF 5
Location: Renton,WA Approximabe Elevation:
Test Pit TP-3
Depth(feet) Material Description Sample No.
0.0-3.2 Gravel over medium dense,moist to wet, brown, gravelly S-1 @ 2'
silty SAND with pieces of glass(Fill)
i
3.2-43 Loose to medium dense,wet, dark brown, gravelly silty
SAND with roots and small pieces of wood(Relic Topsoil}
4.3-5.8 Medium dense,moist to wet, mottled orange/brown, silty
SAND with some gravel
5.8-9.4 Dense to very dense, wet, gray, silty gravelly SAND(Glacial S-2 @ 9.0'
�I Till)
Test pit completed at 9.4 feet
No caving or groundwater observed at time of excavation
Ground surface elevation approximately 437 feet
,
' Test Pit TP-4
Depth(feet) Material DescriQtion Sample No.
0.0-0.8 Gravel over medium dense to dense,damp, gray, silty sandy
GRAVEL(Fill)
0.8-3.7 Medium dense, wet, brown, gravelly silty SAND with small S-1 @ 2.0'
roots �
3.7-9.5 Dense to very dense,moist to wet, gray, gravelly SAND with
some silt(Glacial Till)
Test pit completed at 9.5 feet I
No caving or groundwater observed at time of excavation
Ground surface elevation approxirnately 437.5 feet
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE 2
Geotechnical 8 Environmental Consulting Date Logged: 8122/03 Logged by: JW
PROJECT: Renton Mini-Mart � JOB No. J-1688 � TEST PITS 1-10 � _ PAGE 3 OF 5
Location: Renton,WA Approximate Elevation:
Test Pit TP-5
Depth(feet� Material Description Sample No.
0.0-1.0 1.5 inches of asphalt over medium dense to dense,moist,
brown, silty gravelly SAND (Fill)
1.0-3.7 Loose to medium dense,wet, brown to dazk brown, gravelly S-1 @ 3.2'
silty SAND with roots and sma11 pieces of wood(Fill)
3.7-4.8 Soft,wet, dark brown, SILT with some sand, gravel, and S-2 @ 3.9'
roots(Organic Silt)
4.8-8.0 Medium dense to very dense, moist to wet, gray, silty S-3 @ 7.8'
� gravelly SAND (Glacial Till)
Test pit completed at 8.0 feet
No caving or groundwater observed at time of excavation
Ground surface elevation approximately 43 8 feet
Test Pit TP-6
Depth(feet) Material Description Sample No.
0.0-5.2 Grass over loose to medium dense,moist to wet, brown, S-1 @ 3'
gravelly silty SAND with trace roots(Fill)
5.2-7.3 Loose,wet, dark gray and brown, gravelly silty SAND with S-2 @ 6'
decaying vegetation(Relic Topsoil)
7.3-10.0 Dense to very dense, moist to wet, silty gravelly SAND
(Glacial Till)
Test pit completed at 10.0 feet
No caving or groundwater observed at tune of excavation
Ground surface elevation approximately 434 feet
�
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE 2
Geotechnical 8 Emirommerrtal Consutting Date Logged: 8/22/03 Logged by: JW
PROJECT: Renton Mini-Mart � JOB No. J-1688 � TEST PITS 1-10 � PAGE 4 OF 5
Location: Renton,WA Approximate Elevation:
Test Pit TP-7
Dep�feet) Material Description Sample No.
0.0-1.5 2 inches of asphalt over medium dense to dense, moist,
brown to gray, silty gravelly SAND with some wood pieces
(Fill)
1.5-2.8 Medium dense,wet, brown., gravelly silty SAND (Fill) S-1 @ 2.3'
2.8-4.5 Loose to medium dense,wet, dark brown, gravelly silty
SAND with roots(Relic Topsoil)
4.5-6.5 Medium dense to very dense, wet, gray, gravelly SAND with
some silt(Glacial Till)
Test pit completed at 6.5 feet
No caving or groundwater observed at time of excavation
Ground surface elevation approximately 438 feet
Test Pit TP-8
Depth(feet) Material Description Sample No.
0.0-2.5 Grass over medium dense, dry to moist, brown, silty gravelly
SAND with trace roots, glass, and a piece of rebar(Fill)
2.5-4.2 Loose to medium dense, moist to wet, dark brown to brown, II�
gravelly silty SAND with roots and pieces of wood(Fill)
4.2-5.7 Loose,wet,dark brown, gravelly silty SAND with roots I
(Relic Topsoil) '�
5.7-9.5 Dense to very dense,wet, gray, gravelly SAND with some
silt(Glacial Till)
Test pit completed at 9.5 feet
No cavmg or groundwater observed at time of excavahon
Ground surface elevation approximately 435.5 feet
Zipper Zeman Associates, (nc. TEST PIT LOG FIGURE 2
Geotechnical8 Environmental Consulting Date Logged: 8/22/03 Logged by: JW
PROJECT: Renton Mini-Mart � JOB No. J-1688 � TEST PITS 1-10 l_ PAGE 5 OF 5
Location: Renton,WA Approximate Elevation:
Test Pit TP-9
Dep�feet) Material Description Sample No.
0.0-1.8 Brush over loose to medium dense, dry to wet, light gray to S-1 @ 1'
brown, silty gravelly SAND (Highly Weathered Glacial Till)
1.8-5.0 Dense, moist to wet,mottled brown, sandy GRAVEL with S-2 @ 2.5'
some silt(Weathered Glacial Till)
5.0-8.5 Very dense,moist,gray, gravelly SAND with some silt S-3 @ 7.5'
(Glacial Till)
Test pit completed at 8.5 feet I
No caving or groundwater observed at time of excavation
Ground surface elevation appro�mately 433.5 feet
Test Pit TP-10
- Depth(feet� Material Description Sample No.
0.0-1.5 2 inches of asphalt over medium dense to dense,moist,
mottled brown, silty gravelly SAND (Weathered Glacial Till}
1.5-7.0 Very dense, moist, gray, silty gravelly SAND (Glacial Till) S-1 @ 6.5'
Test pit completed at 7.0 feet
No caving or groundwater observed at time of excavation
Ground surface elevation appro�mately 438 feet
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE 2
Geotechnical 3 Environmental Consuttlng Dabe Logged: 8/22/03 Logged by: JW
������Q���������� EaYthwo�k S'e�vices Inc.
274 Lund Road (360) 533-2007
� i Cosmopolis, WA 98537 FAX: (36Q) 533-1618
- --:�:� __ l
_ ._ --- - __ � _-
- ,�
-,� - -- _.,
Web Address: �,�vw.earthworksen�ices.com Eanail: earthwork�earthworkservices.com
January 26, 2004 Earthwork Services Job # 1 I356
Bruce Dodds
Dodds Consulting Engineers
4205 148th Ave., NE, Suite 104
Bellevue, WA 98007
RE: CKR Enterprises
Dear Bruce,
' Enclosed please find grid elevation, cut/fill graphics and volumes for this project, which was
calculated using the average end area method and the following assumptions:
1. A stripping depth of 8"was applied to the ezisting terrain within the specified limits.
2. A depth of 12" from design elevations to subgrade in the paving.
I 3. A depth of 12" from finish floor elevations to subgrade in the buildings.
TOTAL RAW VOLUMES IN PLACE
� (L'oli�ntes cn•e in Ctrbic I'ards�
� Region Area (ft') Cut Volume Fill Vo]ume Stripping Volume
Total Site 92,078 2,246 4,724 1,493
�` Please call after you have reviewed this information if you have any questions.
* Raw volumes are calculated after existing tenain has been stripped, thus creating less cut and
more fill of suitable material. Raw volumes have not been adjusted to reflect shrink or s«�ell for
compaction and expansion and are volumetric areas only.
-----------------------------------------------------------------------------
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Sitework 98 Report
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Project: CKR
Owner: DODDS
P rinted: 01/26/2004 15:55:34
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Jan 25,200415:18:01 Page 1
Volume Area Votume Comp Ratio Volume Export Change
Existina Total Cut Fifl Cut Fill Cut Fill Cut Fill -Imc�ort Per.1 FT
BUILDlNG 01 4,591 0 4,591 0 587 1.00 1.00 0 587 -587 17
BUILDING 02 789 0 789 0 55 1.00 1.00 0 55 -55 3
BUILDING 03 3,201 0 3,201 0 252 1.00 1.00 0 252 -252 12
BUILDING 04 4,969 0 4,969 0 406 1.00 1.00 0 406 -406 18
BUILDING Sub: 13,55Q 0 13,550 0 1,300 0 1,300 -1,300 50
LANDSCAPING 21,255 72 21,183 2 1,619 'I.00 1.00 2 1,619 -1,617 79
PAVING 52,232 17,452 34,780 448 1,803 1.00 1.00 448 1,803 -1,355 193
VAULT 5,041 5,023 18 1,796 2 1.00 1.00 1,796 2 1,794 19
Regions Total 92,078 22,547 69,531 2,246 4,724 2,246 4,724 -2,478 341
5trip Qtys Depth Length Area Volume
STRIPPING 0.666 1,050 60,544 1,493
To41 1,050 60,544 1,493
Sect Qtys Depth Length Area Volume
BUILDING 01 1.000 310 4,591 170
BUILDING 02 1.000 122 789 29
BUIL�ING 03 1.000 232 3,201 119
BUILDING 04 1_000 329 4,969 184
BUILDING Sub: 993 13,550 502
PAVING 1_000 2,049 52,232 1,935
Total 3,042 65,782 2,437
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WATER QUALITY FEATURES DESIGN
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SHEET �� _OF '��„^
Planning•Engineering•Surveying JOB NO. �-�/J, �
DODDS ENGINEERS INC. 4205-148thAvenue NE Suite 200 Cr��
Beilevue,Washington 98007 DATE � 4
Te1.42S-885-7877 Fax.425-885-7963
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SHEET � OF �=
I Planning•Engineering•Surveying )OB NO.r ��`-3
DODDS ENGINEERS �NC. 4205-l48th Avenue NE Suite 200 �
Beflevue,Washington 98007 DATE� �l �' � ��l _�
Te1.42S-885-7877 Fax.425-885-7963 `� \
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SHEET � OF �
XI. MAINTENANCE AND OPERATION MANUAL
KItiG COUNTY. w.aSHINGTON. SL'RF.ACE WATER DESIGN MANUAL
APPENDIX A
1VIAINTENANCE STANDARDS FOR
PRIVATELY NTAINTAINED DRAINAGE FACILITIES
N0. 1 - DETENTION PONDS
Maintenance Defect Conditions When Maintenance Results Expected When
Component Is Needed Maintenance Is Performed
Generai Trash 8 Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared trom site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can}. In general,
there should be no visual evidence ot dumping.
Poisonous Vegetation Any poisonous or nuisance vegetation which No danger ot poisonous vegetation
may constitute a hazard to County personnel or where Counry personnei or the
the pubiic. public might normally be.
(Coordination with Seattle-King
County Health Department)
Pollution Oil,gasoline,or other contaminants of one No contaminants present other than
gatlon or more or any amount found that could: a suriace film. (Coordination with
1)cause damage to plant,animal,or marine lile; Seattle�King Counry Health
2)consUtute a fire hazard;or 3)be flushed Departrnent)
downstream during rain storms_
Unmcwed Grassi If facility is tocated in private residential area, When mowing is needed,
Ground Ccver mowing is needed when grass exceeds 18 grass/ground cover should be
inches in heighF. In other areas,the general mowed to 2 inches in height.
policy is to make the pond site rnatch adjacent Mowing of selected higher use
ground cover and terrain as long as there is no areas rather than the entire slope
interference with the function ol the facility. may be acceptable for some
situations.
Rodent Hol�s Any evidence of rodent holes if facility is acting Rodents destroyed and dam or
as a dam or berm,or any evidence of water berm repafred. (Coordination with
piping through dam or berm via rodent holes. Seattle/Kfng County Health
Department)
Insects YVhen insects such as wasps and homets Insects destroyed or removed trom
interfere with maintenance activities. s�te.
Tree Growth Tree growth does not af�ow maintenance access Trees do not hinder maintenance
or interieres with mainienance activity(i.e.,slope activities. Selectively cultivate trees
mowing,silt removal,vactoring,or equipment such as alders for firewood.
movements). If trees are not interfering with
access,leave trees a4one_
Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by
cause of damage is sbll present or where there using appropriate erosion control
is potential fcr continued erosion. measure(s);e.g.,rock
reinforcement,planting of grass,
compaction.
Storage Area Sediment Accumulated sediment that exceeds 10°0 of the Sediment cleaned oui to designed
designed pond depth. pond shape and depth;pond
reseeded if necessary to control
- erosion_
Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be built back to the
than the design elevation. design elevation.
Emergency Rock Missing Onfy one layer of rock exists above native soil in Replace rocks to design standards
Overtlow/Spillway area five square feet or larger,or any exposure
of native soil at the top of out flow path of
spill�vay. Rip-rap on inside slopes need not be
replaced.
1998 Surface��`ater Desion h9anuaJ 9/Ir9�
=�-1 I
APPENDIX:'� *.1AINTENANCE STAIvDARDS FOR PRIV.ATELY �9A1'�ITAINED DRAIN.AGE FACILITIES
NO. -
4 CONTROL STRUCTUREIFLOW RESTRICTOR
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Nlaintenance is Performed
General Trash and Debris Distance between debris build-up and bottom oi All trash and debris removed.
(Includes Sediment} orifice plate is less than 1-tl2 feet
Structural Qamage Structure is not securely attached to manhole wall Structure securely attached to
and outlet pipe structure should support at least wall and outiet pipe.
1,000 Ibs of up or down pressure.
Structure is not in upright posilion(allow up to Structure in correct position.
1 0%from plumb).
Connections to outlet pipe are not watertight and Connections to outlet pipe are
show signs of rust. water tight;structure repaired or
replaced and works as
designed.
Any hoies—ether than designed holes--in the Structure has no holes other
structure. than designed holes.
Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gafe is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily
maintenance person. and is watertight.
Chain leading to gate is missing or damaged. Chain is in place and works as
designed.
Gate is rusted over SO;b of its surface area. Gate is repafred or replaced to
meet design standards..
Orifice Plate Damaqed or��lissing Conirol device is not working properly due to Plate is in place and works as
missing,out of place,or bent oritice plate. designed.
Obstructions Any trash,debris, sediment,or vegetation Plate is tree of all obstructions
blocking the plate. and works as designed.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstrucUons
potential o(blocking)the overtlow pipe. and works as designed.
D.�anhote See`Closed Detention Systems"Standards No.3 See"Ctosed Detention Systems'
Standards No.3
Catch Basin See`Catch Basins"Standards No. S See'Catch Basins"Standards
fJo.5
9/i198 1998 S�rface 1�'ate: Desi��n 1lanual
:1--� _
APPENDIX A h4.41hTENANCE STANDARDS FOR PRIVATELY 1�4AINTAINED DRAINAGE FACILITIES
NO. 5- CATCH BASINS
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is pertormed
General Trash& Debris Trash or debris of more than 1/2 cubic ioot which is No Trash or debris located
(Indudes Sediment) located immediately in front of the catch basin immediately in front cf catch
opening or is blocking capacity of the basin by basin opening_
more than 10'6
Trash cr debns(in the basin)that exceeds 1/3 the No irash cr debns m th?cat�h ',
depth from the bottom of basin to invert the lowest basin.
- pipe into or out of the basin. '
I
Trash or debris in any inlet or outlet pipe blocking Iniet and cutlet pipes froe of !
more than 1/3 of its height. hash or debris. I
� Dead animals or vegetation that couid generate No dead animals or vegetaticn
odors that could cause complaints or dangerous present within the catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foo!in No condition present which
volume would attract or support the
breeding of insects or rodents.
Structure Damage to Comer ot frame extends more than 3l4 inch past Frame is even with curb.
Frame and/or Top Slab curb face into the street(Ii applicable).
Top siab has holes larger than 2 square inches or Tep slab is free of holes and
cracks wider than 1/4 inch(intent is to make sure aacks.
ail ma'erial is running into basin).
- Frame not sitting flush en top slab,i.e.,separation Frame is sftting flush on top
of more than 3!4 inch of the frame trom the top slab.
slab.
Cracks in Basin Walls✓ Cracks wider than 1!2 inch and longer than 3 feet, Basin replaced or repaired to
Bottom any evidence of soil particles entering catch basin design standards.
� through cracks,or maintenance person iudges that
structure is unsound.
Cracks wider than V2 inch and longer than 1 foot No cracks mcre;han 1 i4 inch
- at the joint of any inleU outlet pipe or any evidence wide at the joint of inleVautlet
of sail particles entering catch basin through pipe.
cracks.
I G
SedimenV 6asin has settled more than 1 inch or has rotated Basi� reclaced cr reGaired to
��,1�sall,nm:rt „ ,e than � �nch2s cu'oi al�cnmFnt. desq^�°'ardar�s
1998 Surface VJater Design hlanual 9/]198
A-5
APPE?�D1X A htAINTEI�ANCE ST.�DAFDS FOR PR1�`ATELY hl�'�INT.AI?��D DRAINAGE FACILIT7ES
NO. 5- CATCH BASINS (CONTINUEC�
Maintenance Defect Conditions When h1aintenance is Needed Results Expected When
Component Maintenance is performed
Fire Hazard Presence of chemicals such as natural gas,oil and No flammabie chemicais
gasoline. present.
Vegetation Vegetation growing across and blocking more than No vegetation blockino^pening
10%of the basin opening. to basin.
Vegetation growing in inleVoutlet Fipe joints that is No vegetat;c•n or root growih
more than six inches tall and fess than six inches present.
apaR.
Pollution Nonftammable chemicals ot more than 1/2 cubic foot No pollution present other tt�an
per three feet of basin length. surface film
Catch Basin Cover Cover Not in Place Cover is missing or onty partially in place.Any��en Cat�n ba�in co:�r is c!ese�
catch basin requires maintenance.
Locking Mechanism Mechanism cannot be opened by on maintenan�e t,'echan�sm�,p�ns ,;�� G op�r
� Not Working person with proper tools. Bolts into frame have less tools.
than 1/2 inch of thread.
Cover Difficult to One maintenance person cannot remo•�e 1��after Cc�;Gr��n :� -=� � �-�� t� �-=
, Remove applying 80 Ibs.of lift;intenl is ke
sealing ott access to maintenanc�
Ladder Ladder Rungs Ladder is unsafe due to missing
Unsafe rust,cracks,or sharp edges. and allows maintenance F
safe access.
Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets des:
(If Applicable) standards.
Trash and Debris Trash and debris that is blocking more than 20°0 ot Grate free ot trash and de1
grate surface.
Damaged or Grate missing or broken member(s)of the qrate. Grate is in pla
' Missing. - . �'-,..
NO. 6 DEBRIS BARRIERS (E.G.,TRASH RACKS)
__---- __ ___ _---- ------- ___-
Maintenance Defect Condition When Maintenance is P�eeded Results Expected When
Components Maintenance is Pertormed.
General Trash and Debns Trash or debns that is plugging more than 20°0 of Barrier clear to receive capacity
the openings in the barrier. flow.
Metal Damagedl Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more
i Bars. than 3/4 inch.
Bars are missing or entire barner mfssmg. Bars in place according to
design.
Bars are loose and rust is causing 50`o deterioration Repair or replace barrier to
to any part of barrier. design standards.
9lU98 1998 Surface«'ater Desien!�4anual
A-6
.aPPE\DIX A '�4.4INTE;�'.�NCE ST,aND.ARDS FOR PRIVATELl' h1A1NI'.�INED DRAINAGE FACILIT7ES
NO. 8- FENCING
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Components Maintenance is Performed
General Rlissing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate
Parts lo a facility. securiry.
Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that
inches wide permitting an opening under a exceeds 4 inches in height.
' fence.
Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post piumb to within 1-1/2 inches.
- Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any part ot fence(including post,top rails,and Fence is aligned and meets design
fabric)more than 1 foot out of design alignment. standards.
� Missing or loose tension wire. Tension wire in place and holding
fabric.
� Missing or loose barbed wire that is sagging Barbed wire in place with less than
more than 2-1/2 inches between posts. 3/4 inch sag between post.
Extension arm missing, broken,or bent out of Extension arm in place with no
shape more than 1 7!2 inches. bends larger than 3!4 inch.
Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or
Protective Coating condition that has affected structural adequacy. parts with a uniform protective
coating.
Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric.
diameter ball could fit through.
NO. 9- GATES
Maintenance Defect Condilions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
I
General Damaged or Missing Missing gate or locking devices. Gates and locking devices in
Members place.
Broken or missing hinges such that gate cannot Hinqes intact and Iubed. Gate is
be easily opened and closed by a maintenance working freely.
person.
Gate is out of plumb more than 6 inches and Gate is aligned and vertical.
more than 1 foot out of design alignment.
Missing stretcher bar,stretcher bands,and ties_ Stretcher bar, bands and ties in
place.
Openings in Fabric See"Fencing'Standard No.8 See"Fencing"Standard No. 8
9/1'98 1998 Surtace �'1'a�er Desf�n h7anual
A-8
APPENDIX A MAINTENANCE STANDARDS FOR PRIVA7�EL�'AIAINTAINED DR.AINAGE FACILITIES
NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES)
Maintenance Defect Conditions When Maintenance is Needed Resuits Expected When
Component Maintenance is Performed
Pipes Sediment 8 Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment
, diameter of the pipe. and debris.
Vegetation Vegetation that reduces free movement of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced.
more than 50°/detenoration to any part of pipe_
Any dent thai decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20%.
Open Ditches Trash& Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches_
� Sediment Accumulated sediment that exceeds 20%ot the Ditch cleaned/flushed of all
design depth. sediment and debris so that it
matches design.
Vegetation Vegetation that reduces tree movement of water Water fiows freely through
throuqh ditches_ ditches.
Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standard No. 1
Slopes
Rock_Lining Out of Maintenance person can see native soil beneath Replace rocks to design
Place or Missing(H the rock lining. standards.
Applicable).
Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"Standard
No.5
� Debris Barriers See"Debns Barriers"Standard No.6 See"Debns Barriers" Standard
(e.g.,Trash Rack} No. 6
NO. 11 - GROUNDS (LANDSCAPING)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Weeds Weeds growing in more than 20%of the landscaped Weeds preseni in less than 5%
(Nonpoisonous) area(trees and shrubs only). of the landscaped area.
I Satety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation
vegetation. present in landscaped area.
Trash or Litler Paper,cans,bottles,totaling more than 1 cubic ioot Area clear of litter.
within a landscaped area(trees and shrubs only)of
1,00�square feet.
Trees and Shrubs Damaged Limbs or parts�t trees or shrubs that are split or Trees and shrubs with less than
broken which affect more than 25%of the tota! 5%of total foliage with split or
foliage of the tree or shrub. broken limbs.
� Trees or shrubs that have been blown down or Tree or shrub in place free of
knocked over. injury.
Trees or shrubs which are not adequately supported Tree or shrub in place and
or are leaning over,causing exposure of the roots. adequately supported; remove
any dead or diseased trees. I
]998 Surface Warer DesSen h9anual 9/]/98
� A-9
APPENDIX A h1A1N'TENANCE ST,�'D.aRDS FOR PRIV.ATELY'AtAINTAI'��ED DRAIN.�GE FACILITIES
NO. 12-ACCESS ROADS/EASEMENTS
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which
square feet i.e.,trash and debris would fill up could damage tires.
one standards size garbage can.
Blocked Roadway Debris which could damage vehicle tires(glass Roadway tree of debris which
or metal). could damage tires.
Any obstruction which reduces clearance above Roadway overhead dear to 14 teet
II road surtace to less than 14 feet high_
Any obstruction restricting the access to a 10 to Obstruction removed to allow ai
12 foot width tor a distance of more than 12 feet least a 12 foot access.
�I
or any point restric6ng access to less than a 10
i foot width_
� Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformty smooth
- Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement.
I� surface defect which hinders or prevents pothotes,mush spots, or ruts.
maintenance access.
Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller
I Surface more than 6 inches tall and{ess than 6 inches than 2 fnches.
tall and less than 6 inches apart within a 400-
square foot area.
Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposa!
Pavement petroleum hydrocarbons. in keeping with Health Department
recommendations for mildly
contaminated soils or catch basiri
sediments.
� Shoulders and Erosion Damage Erosion within 1 foot ot the roadway more than 8 Shoulder free of erosion and
Ditches inches wide and 6 inches deep. matching the surrounding road.
b"Jeeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches
hinder maintenance access. in height or cleared in such a way
as to allow maintenance access.
�
�
911i98 1998 Surface���ater Des:�n?�1anua'
��-10
APPENDIX A MAIN7ENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FAC1LI77ES
C.) Wetponds
Maintenance Detect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to
mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees
Mowing is generally required when height exceeds and bushes should be removed
18-inches.Mowed vegetation should be removed where they are interfering with
from areas where it could enter the pond,either pond maintenance activities.
when the pond level rises,or by rainfall runoff.
II Trash and Debns Accumulation that exceeds 1 CF per 100�-SF of Trash and debris removed from
pond area. pond.
In1eU Outlet Pipe inleU Outlet pipe clogged with sediment and/or No clogging or blockage in the
debris matenal. inlet and outlet piping.
�� Sediment Sediment accumulations in pond bottom that Removal of sediment from pond
� Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom.
� Bottom usualty the first ceil.
' Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond
� bottom.
Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by
the pond bottom,that exceeds 6-inches,or where using proper erosion control
continued erosion is prevalent. measures,and repair metnods.
Settlement of Pond Any part of these components that has settled 4- Dike'berm is repaired tc
Dike/Berm inches or lower than the design elevaCon,or -pe��f!�at�cns
�I inspector determines dike/berm is unsound
Rock Window Rock window is clogged with sedirnent. v:`in�c;;is�!e��-rt s=�iT,en�a�:d
debns.
II , Overflovr Spillway Rock is missing and soil is exposed at top ot Replace rocks to specifications.
I spitiway or outside slope. 'I
9/]/og 1998 Surface 1'1ate: Desien 17anual
A-12
Storm V1�'ater Drainage A�alysis
�.�
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IFebruary 13.2002 Page A
�� Job#01-108 ��'7)T�T,
i\lt]1J
�_. , � .�, .
L - - - - __ __ _
��-i'r-�3 07�43 C I TY OF RENTON —
` ' ' 425 430 7231 P.02 �—
r CITX OF RENTON
PLANNING/BUILDING/PUBLIC VNORKS DEPARTMEN'T
� PUBLIC WORKS CQNSTRUCTTON PERNIIT.4PPLICATION �� �� Q���
� Ncw Building ❑ Addition to,Facistin$ ❑ Tenat�t Improvement
._,., .
, �... �,.
. .
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� Project Addross: �S I�L �� � t- •
Work bescription: lla.,r,�I ;�i�� � � ����; ;� IYIr'ir�'� n � 1on ►� `�hnp
,�,��Id►n� c�. s,rn��t.t.�P�.�- < urz � ���h �{ or�stc �;-��_a.s�__
-�-�rr�n r2�-C.�.�� �7c� i(C� r�S
King Counry Tax Assessor Number: Q�7 i(�OC�l� , OT3�1 1 V U 0 l S . �s4 7 I[�vU( ln
r
Legal Desctiption: (�¢�•�- �1�,�� � ��i-0.c� o� o� �Ictc� ���-m � 0.GC"E'. '�c %'t-
Squate Footage of Entire sita �U}5�. O lmpervious Ares
Property Owner; �a�C�' F r�arrsc� g,�Ll-� �
,+aa�ss: 1�.�.-►�„ a��� (����. 5 � -
c�ri�s�c�rz�p: ����,��, _� � ��v a7 Phone/Fax: �a� -�qa- 5 c�t��1
Applicant: C.`..KR �n�e-�C)C15 P-S �Ll,�.� _
Address: l3•3a110 01?�i�� t,�J P_ - 5.L�• - �
City/State/Zip: IS�cC a�,ca�1 �,l-c)� `1 �U�7 _ Phone/Fax: �dLS ��7- �'(D �0 3 _
T- --
When eppiying for redcvelopment,cred"+t
Water rneter sizo: Account No: ;
I
[nform�tion provided by Utiliry Billing(425)235-2520 �
T'his epplicstion docs not eonscitute a permit to work.
Work is not to commence until a construction permit is issued. • �
I certify that the inforn�ation an this application is accuratc to the best of my knowledge and 1 will be �
�esponsiblc for any additionaf fees resuiting from a diffuent valuation. .
Signetures � . PrintNarn� .
,F�vz� .��� �v � �' r3 ,
N:tF7LE.3YS�PAM19tSLDOCS10030.DOC Revisioo Wu: Juoe 11.1997
�.�� o� -�o g I
_ i
_
c:-1'�—�.3 l9'7�44 CITY OF RENTON ; _
425 430 7231 P.04
_ +_ PUBLIC WORKS CONSTRUCTION
PERMIT INSP�C170N/APPROYAL
�c�,cc�r�►TTorr wo�ucs�r ,
5al�6 INSPEC'TION/APPROYAL FBES PER ORDINANC�NO.4345 ' .
PROI�CT NAME: C:�CEft e.n�-Q�,$e,t�a.,�� Pf�c�T ,
.
i. Estimate d�e tota! cost of offsite and onsite improveme�ts for waur lines, sewer Iines,
stormw�ter f4ailities, and rosdway improvements for.your projact. Enhr estitnated costs in
items(A)through(D)below. .
(A} Wate� a -- � .
. T _ -
(f3) Sewer S .�ji 55 D -
(�) 5tormwater S �3� �(�Q
(Ineludes O�-Site 1'�vement)
(D) Roadway S �C�,�Dg
(Stnet,sidewaiks,street lighting,etc.) ,
(£) Total Improvemenks : S ($y, �5(� �
(A)+(B)+(C)�.(p)�tg .
2. Calculate 50%inspoctionlepproval fee for total improvements,as follows:
(F) 2.5%of Firsc S f Od,000 of(E) S � p Q �
(G) 2'/0 of over S 100�000 but S (+ (og3
less then�200,000 of(E) �
i
(H) 1.SYo of over 5200�000 of(E) S
3 � �Co .6�
(I) Totat 50%lnapeotion/Approvel S � �
Fca: (F)+(G}+(H)9(I)
_ Isra�kdo«�n of 50%Inspection/Apptovsl Fees is porformed as follows:
(!) 50°/.Water Fce S lf��s 4�1/343.90.00.02 �
(�a) � (E))X(I�s(�)
(K) SO%SewerFee ' S �{�q 401/343,90.00.01
((B) � (E))x�t)�(K)
(L) 509�o Stormwater F�e ' S ����� . 4011343,90,00.03
((� � (�7)x(j)�(L) .
(M) SO'/o Roadwny�'a: i S ( , (5(� 000/343.20.00.00
��D) � (E))x�I)_{NJ) '
i
4. Chock: Mnke suro(J)+(K)+(I-)+(t+�t}_(!) ' � . �{� ��.� ,
N:1FILE.SYSIFRM�9681.DQCSWOJOAOC Rcvisbn Dsrc; iunr!I, i997 �
I
TOTAL P.04
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4205-148th Ave. N.E.
Dodds
Suite 104
Consulting Bellevue,WA 98007
Engineers T R A N S M 1 T T A L Tel. 425.861.4928
Fax. 425.881.59bb
TO �_C� Q.�..__���QN __ DATE `-r �2l'?'� JOB NQ C�J�]�(� _
__ __ ____ _ _ - ---- .._._ ATTN: �U C.. l J�N t�1 � Sf t"�'� �57G 1 _ --
_ _ __ _ _ __ _ _ __ REF: � �� � � � J�5�� ____
_ __ _ _ _ _ _ _ _ _ _
MAIL _ _ _ _ _ _ _ _ _ _ _ DELIVER �- _ __ ____ PICKUP __ __
TRANSMITTED FOR: YOUR USE __ __� _ _ PER REQUEST _ _ ___ _ _ INFORMATION ONLY _ _ __ _ ___
ACTION REQUIRED: PROCESSING _x_. _.__. _ _ - REPLY _ � ___ __ _ RETURN NONE _ _ _-..... ._-------
QUANTITY DATED DESCRIPTION
_ �_ _ __ q-�2�•04- ��_�_ �3•OZ , 2,�V.__ _ _ _ ___ __ _
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COMMENTS��V L �! C1NL� G0T�7C. �^UC-�'�_ C.^N��1-_I�A�"� �Z�� P�N�CS �iS.�_
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C�Q�S U�� -T� ��..5� G�i�AA.NC�ES _ l� l✓V t'L�� NC�. !��V 1`7 -_ ___
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CC:_�-�L�_ ►111C.��+_A1.?AN __ __ BY:
Ptanning•Engineering•Surveying )pg NO. [��Ll.�
DODDS ENG/NEERS INC. � 4205-148thAvenue NE Suite 200
Befrevue,Washington 98007 DATE ��'��'��
7e1.425-885-7877 Fax.425-885-7963 �y �
E MeiL 0�'ice@DElortbne.com BY 1_.L)
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