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Technicai Information Report
Prepared for '
Conner Homes
� Triad Job No. 03-185
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Shy Creek
TECHNICAL INFORMATION REPORT
City of Renton, Washington
Prepared For:
Conner Homes Company
846 108'h Avenue NE, Suite 202
Bellevue, Washington 98004
Issued July 18, 2006
Revised August 29, 2006
Revised September 20, 2006
Revised February 26, 2007
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Prepared By: � _
Tyson Wentz �
Keith Dougherty 1843 , c�,`"
� ��I STE��'�G�� �
Reviewed By: � s`r�ONAL �� 'z����
Michael A. Moody, PE �-
EXPIRES: 3119108
Job#03-185
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Shy Creek–Technical Information Report
TABLE OF CONTENTS
1 PROJECT OVERVIEW.........................................................................................................................1-1
2 CONDITIONS AND REQUIREMENTS SUMMARY........................................................................2-1
3 OFFSITE ANALYSIS.............................................................................................................................3-1
4 FLOW CONTROL AND WATER QUALITY DESIGN.....................................................................4-1
4.1 PERFORMANCE STANDARDS AND DRAINAGE CONCEPT..........................................4-1
4.2 KCRTS METHODOLOGY ........................................................................................4-1
4.3 EXISTING CONDITIONS............................................................................................4-Z
4.4 DEVELOPED COND[TIONS........................................................................................4-4
4.$ DETENTION POND DESIGN......................................................................................4-6
4.6 WATER QUALITY..................................................................................................4-1�
5 CONVEYANCE SYSTEM ANALYSIS&DESIGN............................................................................5-1
S.l ONSITE CONVEYANCE ............................................................................................S-1
IS.Z FREEBOARD TABLE.................................................................................................S-4
6 SPECIAL REPORTS AND STUDIES...................................................................................................6-1
6.1 WETLANDANALYSIS..............................................................................................6-1
6.2 GEOTECHNICAL REPORTS .......................................................................................6-1
E).3 FLOOD PLAIN ANALYSIS.........................................................................................6-1
C.4 TRAFFIC IMPACT STUDY.........................................................................................C-1
7 OTHER PERMITS..................................................................................................................................7-1
8 TESC ANALYSIS AND DESIGN..........................................................................................................8-1
9 BOND QUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANT.......9-1 �
9.1 BOND QUANTITIES..................................................................................................9-1 �',
9.2 FACIL(TY SUMMAR►ES.............................................................................................9-1
II
9.3 DECLARATION OF COVENANT.................................................................................9-1 I
10 OPERATIONS AND MAINTENANCE..............................................................................................10-I '
11 APPENDIX.............................................................................................................................................11-1 ''
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Job#03-185 � Page i
August 29, 2006 /TR�D
SSOCInTES
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Shy Creek—Technical Information Report
LIST OF SUPPLEMENTAL INFORMATION
SECTION 1
TIR WORKSHEET
EXISTING CONDITIONS EXHIBIT
DEVELOPED CONDITIONS EXHIBIT
SECTION 2
CITY OF RENTON SENSITIVE AREAS MAPS
KING COUNTY BASIN MAP
SECTION 3
LEVEL 1 DOWNSTREAM ANALYSIS REPORT
SECTION 4
EXISTING CONDITIONS EXHIBIT
DEVELOPED CONDITIONS EXHIBIT
FIGURE 3.2.2A RAINFALL REGIONS AND REGIONAL SCALE FACTORS
TABLE 3.2.2B 2005 KCSWM SCS SOIL TYPES
KING COUNTY SCS MAP
KING COUNTY SCS LEGEND
KCRTS PRINTED DOCUMENTATION
FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM
FIGURE 5.3.4.H RISER INFLOW CURVES
SECTION 5
TRIBUTARY AREAS EXHIBIT
UPSTREAM TRIBUTARY EXHIBIT
EXCEL Q RATIOS
KCB W DOCUMENTATION
SECTION 9
STORMWATER FACILITY SUMMARY SHEET
SECTION 11
WETLAND ANALYSIS REPORT by B-12 CONSULTING dated January I8, 2006
GEOTECHNICAL ENGINEERING STUDY by EARTH CONSULTANTS dated February 1, 1005
DRAFT FLOODPLAIN ANALYSIS by MONTGOMERY WATER GROUP dated January I1, 2006
TRAFFIC IMPACT ST[JDY by TRANSPORTATION ENGINEERING NORTHWEST dated January 26, 2006
Job#03-185 \ Page ii
August 29, 2006 /TR�D
, �SSOCIATES
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Shy Creek—Technical Information Report
1 PROJECT OVERVIEW
The project proposes to create 61 single-family lots including open space, recreation and
detention tracts on a 16.14 acre property. The site is bounded north-south by NE 2nd Street
(a.k.a. SE 132nd Street) and SE 2nd Place (a.k.a. SE 136th Street), and east-west by
Hoquiam Ave NE (a.k.a. 142nd Avenue SE) and Jericho Avenue (a.k.a. 144th Avenue SE).
In general, the site lies within Section 15, Township 23 North, Range 5 East, W.M., King �,
County, Washington. The location of this site is within the recently annexed portion of the I�
City of Renton. The Vicinity Map below shows the general location of the site. This II
Technical Information Report follows the 2005 King County Surface Water Design Manual '
(KCSWDM). '�
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Job#03-185 \ Page 1-1
August 29, 2006 /T�D
�SSOCIAtES
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Shy Creek—Technical Information Report
Currently the site consists of several existing structures (which will be removed),
landscaping, and several small wetland areas that will be maintained or mitigated offsite.
The entire site is located within a single drainage basin and drains to the south and west.
Refer to the Level 1 Downstream Analysis in Section 3, which was submitted on January 12,
2006, for a full description of the site under predeveloped conditions.
Stormwater management for the proposed development will require the construction of a
single wetpond.
Job#03-185 \ Page 1-2
August 29, 2006 /T�D
1SSOCIATES
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King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER Part 2 PROJECT LOCATION
AND PROJECT ENGINEER AND DESCRIPTION
Project Owner: Project Name: Shy Creek
Conner Homes Companv Location:
Address: Township: 23 N
846-108th Ave NE Range: 5 E
Suite 202 Section: 15
Bellevue. WA 98004
Phone: 1425) 455-9280
Project Engineer: Micheal A. Moodv. P.E.
Company: Triad Associates
Address/Phone: 425 821-8448
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
x Subdivison ❑ DFW HPA '� Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Rockery
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
❑ Commercial ❑ FEMA Floodplain ❑ Other
❑ Other x COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:
Newcastle
Drainage Basin:
Lower Cedar Rrver River Sub-basin of Cedar River Sub-basin
Part 6 SITE CHARACTERISTICS
❑ River ❑ Floodplain
x Wetlands
x Stream
❑ Seeps/Springs
❑ Critical Stream Reach
❑ High Groundwater Table
❑ Depressions/Swales
❑ Groundwater Recharge
❑ Lake
❑ Other
❑ Steep Slopes
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velcoties
AqC 2-15%
❑ Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Ch. 4—Downstream Analysis
❑
❑
❑
❑
❑
❑ Additional Sheets Attached ''
Part 9 ESC REQUIREMENTS I
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
x Sedimentation Facilities �(, Stabilize Exposed Surface
x Stabilized Construction Entrance x Remove and Restore Temporary ESC Facilities
x Perimeter Runoff Control x Clean and Remove All Silt and Debris
�(, Clearing and Graing Restrictions x Ensure Operation of Permanent Facilities
a(, Cover Practices x Flag Limits of SAO and open space
x Construction Sequence preservation areas
x Other ❑ Other
Part 10 SURFACE WATER SYSTEM
❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis
Channel KCRTS Leve!2
❑ Vault ❑ Depression
x Pipe System Compensation/Mitigation
❑ Energy ❑ Flow Dispersal of Eliminated Site
❑ Open Channel Dissapator Storage
❑ Waiver
❑ Dry Pond ❑ Wetland
❑ Regional
�(, Wet Pond ❑ Stream Detention
Brief Description of System Operation:
Level 2 KCRTS detention pond wifh basic water quality wetpond.
Facility Related Site Limitations
Reference Facility Limitation
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
❑ Cast in Place Vault x Drainage Easement
❑ Retaining Wall ❑ Access Easement ,
❑ Rockery>4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope x Tract
❑ Other ❑ Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of '
my knowledge the information provided here is accurate.
/ tBlD�o
Si ned/Date
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k��!nughe�ty, 8, 2006 - 8.'42om
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CITY OF RENTON, WASHINGTON
Shy Creek—Technical Information Report
2 CONDITIONS AND REQUIREMENTS SUMMARY
Core Requirement #1: Discharge at the Natural Location
Site runoff currently sheet flows across the site from the north-east to the south-���est, through
heavy brush and grass conditions. There are also ditches and culverts around the perimeter
of the site conveying flows from upstream around the edge of the site. There is an existing
48-inch storm culvert on the south-west corner at SE 2"d PL and Hoquiam Ave NE whcrc
storm water currently exits the site. Runoff from the site is proposed to be collected,
detained and discharged at the same intersection. Please refer to the Level 1 Downstream
Analysis in Section 3 for a complete description of the discharge points of the site.
Core Requirement #2: Offsite Analysis
Please see Section 3 -Level 1 Downstream Anal}sis.
Core Requirement #3: Flow Control
Drainage from the site flows to the Lower Cedar River Sub-Basin, and is required to be
discharged at a Level 2 flow control. A single wetpond facility is proposed to collect and
detain stormwater from the de�-eloped site. The facilit�� ��ill be sized to provide Level 2 flo���
control per the 2005 KCS��'DM.
Drainage from upstream areas flow along the edges of the site to the south-west corner ��-here
it continues its natural drainage path. These upstream flows will be collected into the
proposed system, routed through the pond, and discharged at the same location as in the pre-
developed condition, at the south-west corner of the site. This is atypical of many sites with
upstream flows. However, per section 1.2.3.2.F of the 200� KCSWDM, this is allo��-ed
given the upstream 100yr peak rate is less than 50% of the developed 100yr peak rate. See
Section 4-Flow Control and Water Quality Facility Design.
Developed Conditions without Upstream Flow- IOOyr=6.18 cfs
Upstream Flows— 1001�r=0.66 cfs
Upstream %=0.66!6.]8= 10.68%
Job#03-185 Page 2-1
February 26, 2007 /TRIAD
. �55G���,-�>
�
Shy Creek—Technical Information Report
Core Requirement #4: Conveyance System
Please see Section 5 —Conveyance System Analysis and Design.
Core Requirement #5: Erosion and Sediment Control �
Please see Section 8—TESC Analysis and Design.
Core Requirement #6: Operations and Maintenance I
The designed drainage systems and facilities will be publicly maintained.
Core Requirement #7: Bonds and Liability
Bond Quantity Work Sheets and Liability insurance will be provided at the end of the review
process.
Special Requirement #1: Other Adopted Area-Specific Requirements
Critical Drainage Areas
Maps from the King Country Sensitive Areas Folio show that the site is not in a sensitive
drainage area with regard to aquifer protection zones, seismic hazards, coal mine hazards,
erosion hazards, landslide hazards, or the 100-yeaz floodplains. Maps are included at the end
of this section.
Master Drainage Plan
Not applicable.
Basin Plans
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.
Lake Management Plans
Not applicable.
Shared Facility Drainage Plans
Not applicable.
Job#03-185 \ Page 2-2
August 29, 2006
T,o��
�
Shy Creek—Technical Information Report I,
Special Requirement #2: Floodplain/Floodway Delineation ',
A floodplain analysis has been modeled by Montgomery Water Group. Please refer to the �I
"Shy Creek Development Floodplain Analysis"report provided under separate cover. '
Special Requirement #3: Flood Protection Facilities
Not applicable.
Special Requirement #4: Source Controls
Not applicable. This project is not a commercial, industrial, multifamily or a redevelopment
of a commercial, industrial or multifamily project.
Special Requirement #5: Oil Control I
Not applicable. This project is not a commercial or industrial site. '
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Job#03-185 � Page 2-3 �
August 29, 2006 �
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Shy Creek—Technical Information Report
3 OFFSITE ANALYSIS
Please refer to the "Shy Creek Level 1 Downstream Analysis" by Triad Associates, dated
January 12, 2006, as submitted to the City of Renton.
Job#03-185 \ Page 3-1
August 29, 2006
T,o�RI,AI�
�
Shy Creek - Level 1 Downstream Analysis
Shy Creek
LEVEL 1 DOWNSTREAM ANALYSIS
King County, Washington
City of Renton
Prepared for:
Conner Homes
846 108th Avenue NE
Bellevue, Washington 98004
Prepared By:
Kristen Anderson, E.I.T.
�
,� �iaa3 Q
Reviewed B �s�G"'�'�� G
y' ��NAL ti�
Michael A. Moody, P.E.
1�1 D���
- January 12, 2006
Job#03-185 T�D
. �SSGCInTES
�
Shy Creek - Level 1 Downstream Analysis
Table of Contents
1 Task 1 Study Area Definition and Maps.......................................................1-1
1.1 Introduction...................................................................................................................... 1-1
1.2 Study Area........................................................................................................................ 1-2
2 Task 2: Resource Review..............................................................................2-1
2.1 Sensitive Areas Folio...................................................................................................... 2-1
2.2 King County Basin Reconnaissance Program............................................................. 2-f
2.3 Soi/s Survey for the King County Area.........................................................................2-1
2.4 King County Community Planning Area.......................................................................2-2
2.5 Geotechnica!lnvestigation.............................................................................................2-2
2.6 Federal Emergency Management Agency(FEMA).......................................................2-2
2.7 King County Wetland Inventory.....-•..............................................................................2-2
3 Task 3 8� 4 Field Inspection & Drainage System..........................................3-1
Description and Problem Descriptions...............................................................3-1
3.1 Existing Site Conditions.......................................................................................................3-1
3.1 Onsite Drainage...............................................................................................................3-1
3.2 Upstream Basin..............................................................................................•--•-............3-1
3.3 Downstream Drainage Description.....................................•-•••-•--..................................3-2
3.4 Downstream Drainage Problems...................................................................................3-2
4 Task 5: Mitigation of Existing or Potential Problems..................................4-1
4.1 Orainage Concept.........................................................................
...................................4-1
4.2 Specific Problem Mitigation............................................................................................41
List of Fiqures
section 1
TIR Worksheet
Section 2
Sensitive Areas Maps
U.S. SCS Soi/s Map
Soi/s Survey Legend
King County Communfiy Planning Areas
NewcasUe A�ea Zoning Map
King County Drainage Basins Map
King County Parcel Viewer Map
King County iMap 1 Mile Radius
Aeria!Photo
FEMA 100-year Floodplain Map
Table 3.2.28(1998 KCSWDJI�
Section 3
Upstream Tributary Map
North Onsite Existing Conditions Exhibit
South Onsite Existing Conditions Exhibit
Shy Creek Downstream path iMAP
KC WLRD Compfaint Sea�h List
Complaint Map
KC WLRD Complaints Received
Topozone Topographic 6chibit
Section 4
Off-Site Ana/ysis Drainage System Table
Developed Conditions and Conceptual Outfall Exhibit
January 12, 2006
Job#03-185 /T�D
Shy Creek - Level 1 Downstream Analysis
1 Task 1 Study Area Definition and Maps
1.� Introduction
The project proposes to create 61 single-family lots including open space, recreation and
detention tracts on a 16.14 acre property. The site is bounded north-south by NE 2"d Street
(a.k.a. SE 132nd Street) and SE 2"d Street (a.k.a. SE 136th Street), and east-west by 142"a
Avenue SE and 144`h Avenue SE (a.k.a. Jericho Avenue). In general, the site lies ��ithin
Section 1 S, To�vnship 23 North, Range 5 East, W.M., King County, Washington. The
location of this site is w�ithin the recently annexed portion of the City of Renton. The Vicinity
Map belo�v shows the general location of the site. This Level 1 Downstream Anal}�sis
describes drainage to and from the site per Tasks 1-5 (Page 2-10 through 2-13) of the 1998
King County Surface Water Design Manual (KCSWDM).
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Vicinity Map
Not to Scale
October 25, 2005 � Page 1-1
Job#03-185 /'�'��
�s�.�,r:s
��
Shy Creek - Level 1 Downstream Analysis
,�� downstream site visit was performed on August 24, 200�, to observe the upstream and Ii
downstream drainage conditions. The follo�ving analysis is based on this site visit and
relateci research ��f a��ailabl� records.
1.2 Study Area
The study area, per Tasks 1 & 2 (Definition, Maps and Resource Review), will extend up to 1
mile dov��nstream of the site. A one mile radius from the site is sho�vn on the King County
iMAP (printed 6/16/OS) available at the end of this section. The general shape and
corresponing parcel numbers can be vie�ved on the King County Parcel Viewer Map located
at the end of this section. The site is nearly rectangular in shape, excluding an irregular shape
in the northeast corner containing parcels 084710010�, 0847100106, and 0847100107. The
proposed site includes three separate parcels: 0847100108, 0847100115, and 0847100140.
The upstreatn offsite basin is approximately 252 acres composed of areas that are east and
north of the site. As required, the upstream limit goes far enough to preclude any backwater
effects from this project. Onsite runoff that is north of the creek flo�r�s south�r�est as evident
by the site's topography. The south half of the site contains some runoff that flo�vs to the
west and so�ne runoff that flows to the east. All onsite runoff sheet flows to the onsite creek
and is released to the natural drainage path commonly called Nlaple���ood Creek that leads to
the Cedar River. Please see the aerial photo at the end of this section. The downstream offsite
analysis extends to the Maplewood Creek beyond 1�8`�' Avenue SE and SE 142�d St. Per
Tasks 3, 4, and 5, the do�vnstream study area is only required to extend to the quarter-mile
point located �vithin the hlaple�vood Creek (as sho�;�n on the �Vorth and Sotrth Onsite E.xisting
Conditions Exhibits (a��ailable at the end of section 2) or a location where the project site area
is less thall 15°o of totaf tributar}� drainage area to the quarter-►nile E��int.
October 25, 2005 Page 1-2
Job#03-185 /TRIA�
-=, � r
King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER Part 2 PROJECT LOCATION
AND PROJECT ENGINEER AND DESCRIPTION
Project Owner: Project Name: Shy Creek
Conner Development, L.P. Location:
Address: Township: 23 N
846-108th Ave NE Range: 5 E
Suite 202 Section: 15
Bellevue, WA 98004
Phone: f425) 823-1955
Project Engineer: MichealA. Moody, P.E.
Company: Triad Associates
Address/Phone: (425) 821-8448
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
x Subdivison ❑ DFW HPA ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 C Rockery
❑ Grading �' DOE Dam Safety �1 Structural Vaults
❑ Commercial _! FEMA Floodplain ❑ Other
❑ Other !_J COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:
1Vewcastle
Drainage Basin:
Lower Cedar River River Sub-basin of Cedar River Sub-basin
Part 6 SITE CHARACTERISTICS
❑ River i Floodplain
❑ Wetlands
x Stream
❑ Seeps/Springs
❑ Critical Stream Reach
❑ High Groundwater Tabte
n Depressions/Swales
❑ Groundwater Recharge
C Lake
L' Other
❑ Steep Slopes
Part 7 SOI LS
Soil Type Slopes Erosion Potential Erosive Velcoties
AqC 2-15%
❑ Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Ch. 4—Downstream Analysis
❑
❑
❑
❑
❑
❑ Additional Sheets Attached
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
x Sedimentation Facilities 'x Stabilize Exposed Surface
x Stabilized Construction Entrance x Remove and Restore Temporary ESC Facilities
x Perimeter Runoff Control x Clean and Remove All Silt and Debris
�(, Clearing and Graing Restrictions x Ensure Operation of Permanent Facilities
x Cover Practices x Flag Limits of SAO and open space
x Construction Sequence preservation areas
J Other
x Other
�_ �
�.�
Part 10 SURFACE WATER SYSTEM
❑ Grass Lined — Tank ❑ Infiltration
Method of Analysis
Channel � KCRTS Level 2
Vault ❑ Depression
x Pipe System Compensation/Mitigation
❑ Energy C Flow Dispersai of Eliminated Site
� Open Channel Dissapator Storage
❑ Waiver
L Dry Pond ❑ Wetland
� Regional
x Wet Pond ❑ Stream Detention
Brief Description of System Operation:
Level 2 KCRTS detention pond with basic water quality wetpond.
Facility Related Site Limitations
Reference Facility Limitation
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
❑ Cast in Place Vault x Drainage Easement
�i Retaining Wall _'� Access Easement
�' Rockery > 4' High � Native Growth Protection Easement
� Structural on Steep Slope x Tract
L- Other ',_� Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
/- //-D �
Si��ied;'Date
Shy Creek - Level 1 Downstream Analysis
2 Task 2: Resource Review
Available maps and resources included for the following Resource Review are:
Sensitive Areas Folio
Lo�ver Cedar River Basin A�iap
King County Basin Reconnaissance Program
King County Soils Survey
King County Community Planning Areas (May 1985)
Geotechnical Investigation
FEMA 100-year Floodplain Map (September 12, 1978)
King County V��etlands Inventor}
Drainage Complaints on file at King County Records Division
Other Offsite Analysis Reports (more specifically, Sienna Level 1 Downstream .=�nalvsis-
dated 8/1/2001 and Shamrock Le��el 1 Do�ti-nstrea►n Analysis-dated 1/1l?004.
2,� Sensitive Areas Folio
Maps frorn the King County Sensitive Areas Folio (December 1990) sho�v that the site is not
in a sensitive area with regard to seismic hazards, coal mine hazards, erosion hazards,
wetlands or 100-year floodplains. However, the 100-year floodplain for the onsite stream
has been modeled using HEGRAS by Montgomery Water Group. Please see the included
report (dated January 1 l. 2006) at the end of Section 4. The stream currentl}� does not
contain salmonid.
2.2 King County Basin Reconnaissance Program
According to the King County Basin Reconnaissance Program Summary (Vol. 2), the site is
located within the Lower Cedar River Sub-basin of the Cedar River Drainage Basin (see
King Counry Drainage Basins Map located at the end of this section).
2.3 Soils Survey for the King County Area
According to the King County Soils Survey Map and Legend available at the end of this
section, the majority of the site is underlain �;rith Alderwood soils (AgC). Table 3.2.2.B (See
December 15, 2005 \ Page 2-1
Job No. 03-185 /TR�D
, �ssuciAres
�
Shy Creek - Level 1 Downstream Analysis
end of Section 2) of the 1998 KCSWDM classifies this type of soil in the SCS Hydrologic
Soil Group C.
2.4 King Counfy Community Planning Area
The site is located within the Newcastle Community Planning Area as shown on the
delineation of King County Community Planning Areas.
2.5 Geotechnica! Investigation
No Geotechnical investigations have been completed at this time.
2.6 Federa! Emergency Management Agency (FEMA)
According to the FEMA Iv1ap #530071 0350 A (dated September 29, 1978) the site is not
located ��rithin a 100-year floodplain. Ho�i-ever, a 100-year floodplain for the onsite stream
has been delineated by Montgomery Water Group and is included at the end of Section 4 of
this report.
2.7 King County Wetland Inventory
According to the King County Wetlands Inventory Maps there are no wetlands located
onsite.
(,
December 15, 2005 � Page 2-2
Job No. 03-185
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Source: King Cou�ty Sensitive Areas ���
Mep Folio,Wetlands Supplement
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U. S. DEPARTMENT OF AGRICULTURE SHEET NO. 11
SOIL CONSERVATION SERVICE KING COUNTY AREA, �'�'ASHINGTON
(RENTON QUADRANGLE)
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SOCO 4GvG 300C 2000 IOGO 0 5000 10000 Feec rolyconic projection. 1927 North American dat�rn II
This map is one of a set published in 1972 as part of 10,000-fcct grid hased or. �"✓ashington coo�r n;r,� ;;:���,-,
a scil survey by the United States Department ot Tn:<�,,,c�s o�e�i a sec,�zc ncrh �vne I
Agricult❑re, Soil Conservation Service, and the
'+ti'ashirgtcn Agncuitura! ExpFr'�ment Static�r � � , � � ��l
Map Unit Legend
King County Area,Washington
Map Map unit name
symbol
Ag8 Aldervvood gravelly sandy loam,�to 6 percent slopes
AgC Alderwood graveily sandy loam,6 to 15 percent slopes
AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes
AkF Alderwood and Kitsap soils,very steep
AmB Arents,Alden�vood material,0 to 6 percent slopes
AmC Arents,Alderwood material,6 to 15 percent slopes
An Arents,Everett material
BeC Beausite gravelly sandy loam,6 to 15 percent slopes
BeD Beausite gravelly sandy loam,15 to 30 percent slopes
BeF Beausite graveily sandy loam,40 to 75 percent slopes
Bh Bellingham silt loam
Br Briscot silt loam
Bu Buckley silt loam
Cb Coastal beaches
Ea Earlmont silt loam
Ev8 Everett gravelly sandy Ioam,0 to 5 percent slopes
EvC Everett gravelly sandy loam,5 to 15 percent slopes
EvD Everett gravelly sandy ioam, 15 to 30 percent slopes
EwC Everett-Alderwood gravelly sandy loams,6 to 15 percent slopes
IM Indianola loamy fine sand,0 to 4 percent slopes
InC Indianola loamy fine sand,4 to 15 percent slopes
iD Indianola loamy fine sand, 15 to 30 percent slopes
;pB Kitsap silt loam,2 to 8 percent slopes
KpC Kitsap silt loam,8 to 15 percent slopes
KpD Kitsap silt loam, 15 to 3�percent slopes
Ma Mixed alluvial land
NeC Neilton very gravelly loamy sand,2 to 15 percent slopes
Ng Newberg silt loam
Nk Nooksack silt loam
No Norma sandy loam
Or Orcas peat
Os Oridia silt loam
OvC Ovall gravelly loam,O to 15 percent slopes
OvD Ovall gravelly loam, 15 to 25 percent slopes
OvF Ovall gravelly laam,40 to 75 percent slopes
Pc Pilchuck loamy fine sand
PITS Pits
Pk Pilchuck fine sandy loam
Pu Puget silty clay loam
Py Puyaliup fine sandy loam
RaC Ragnar fine sandy loam,6 to 15 percent slopes
RaD Ragnar fine sandy loam.15 to 25 percent slopes
RdC Ragnar-Indianola association,sloping
RdE Ragnar-Indianola association,moderately steep
Re Renton silt loam
Rh Riverwash
Sh Sammamish silt loam
Sk Seattle muck
�m Shalcar muck
USDA Natural Resources Tabular Data Version: 1
- rOt1SeC�'At1011 �CC�'1CC Tabular Data Version Date:09/21/2004 Page 1 of 2
Map Unit Legend II�,
King County Area,Washington '
Map Map unit name
symbol
Sn Si silt loam
So Snohomish silt loam
Sr Snohomish silt loam,thick surface variant
Su Sultan silt loam
Tu Tukwila muck
Ur Urban land
W Water
Wo Woodinville silt loam
USDA Natural Resources TabularDataVersion:l
- COIISeC��tIOO SCI'�'ICe Tabular Data Version Date,09/21I2004 Page 2 ef 2
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Tnis map is tor flood inwnr,ce purposes oniy;it eoes not neces� __ __ _ _ I.�__ __ _ _ �__ I i; ,,-� —_,T .._" ��r{�� f���� �N$�RAN�E PR�sRAM
�arily show all areas subiect to flooding in the community or __ � -; ` `�._
�II planimetric features outside special flood hazard are�s. , I' _ '�
� g p pands, see separately printed Index To Map C� �
For ad'oinin ma = ,i � E ' �i
� Panels. �l-- =-- `^• ��= J`__
� - �;
For Oescription of Elevation Reference Marks,zee panel 530071 �' h I � \,� �� �;, ..
:� � �.
o„9A t�,_ i 'f ��_�=�� i! r �+ 'i ' Z FLOOD INSURANCE RATE MAP
� � k _ Coal�eld
iJ .'�'_"'"=� -�r--=,�---- -
G � 1, � L �� ; -
INITIAL IDENTIFICATION I � I' �� ; �i�- ` ___� � O<� - RE `
" KING COUNTY
JANUARY 17,1975 I� �'� � i NTON �
'I' C ==-�' .-�� - ,
,f_I
' ' r � WASHINGTON
-- -- _ ... , __ x �
--- - --- , --
CONVERSION TO REGULAR PROGRAM I � � � � -� r d ,
- � , I �_J� r--�= ', � ;, � � _ (DNINCORPORATED AftEAS)
SEPTEMBER 29, 1978 I, ���-- ; �-=-,_ ,`� � ZONE A --
N `- � i: , --
i� � ° ,� a u ''�. i
�, �_ �-._--- � �, .>� �r�l °a� '`
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�',�_-� � '�,__-_
� -� p� � _ . COMMUN(TY-PANEL NUMBER
-- ��' ' �� � � � � � 530071 0350 A
� - ZONE C ; �
�:-
,� _
„
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3-2.2 KCRTS'Rt1NOFFFILFS �1t�THUI)—�;f:'�`E�P..�lTI:��GTIAIESERII�S
TABLE 3.2.2.f3 EQUIVAI.ENCE BETV4'EEN SCS SO1L T�'PES AND KCR'TS SOIL"TYPES
SCS Soii Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Alden�vood (AgB, AgC, AgD) C Tiil
Arents, Alderwood Material (Am6, AmC) C Till
Arents, Everett Material (An) B Outwash 1
Beausite (BeC, BeD, BeF) C Till 2
Bellingham (Bh) D Till 3
Briscot (Br) D Till 3
Buckley Bu) D Till 4
Earlmont Ea} D Tili 3
Edgewick (Ed) C Till 3
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
Neilton NeC) A Outwash 1
Newberg (Ng) B Tili 3
Nooksack (Nk) C Till 3
Norrna No) D Till 3
Orcas (Or) D Wetland
Oridia Os) D Tiil 3
Ovall (OvC, OvD, OvF) C Tiil 2
Pilchuck (Pc) C Till 3
Puget {Pu) D Till 3
Pu allu Py B Till 3
Ragnar RaC, RaD, RaC, RaE B Outwash 1
Renton (Re) D Tiil 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 soiis are saturaled or underlain at shallow depth (<5 feei) by glacial till, they should
be treated as tili soils.
2. These are bedrock soils, but calibration of HSPF by King County DNRP shows bedrock soils to
have similar hytlrologic response to till soils.
3. These are alluvial soils, some of which are untlerlain by glacial till or have a seasonally high water
table. In the absence of detailed study, these soils should be treated as iill soils.
4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
2005 Surface�1'ater Design R9anuai I 24%'_00�
3-2�
Shy Creek - Level 1 Downstream Analysis
3 Task 3 & 4 Field Inspection & Drainage System
Description and Problem Descriptions
The follo���ing analysis is based on the August 24, 2005 site visit and related research of
available records. Refer to the Upstream Tributary Exhibit located at the end of this section
to aid in the following summary of the upstream drainage system.
3.� Existing Sife Conditions
Refer to the �'��of•th and South O�zsite E.risting Conditioj7s Exhibits located at the end of this
section to aid in the following description. Per survey data, the highest onsite elevation is 412
feet in northeast corner. Slopes are generally 1-3% but reach a maximum of 11% near the
west property line in the middle of the site and 15% at the southwest corner of the site. Most
of the site is fenced around the outside. There are two asphalt drive���ays off 144th Avenue
SE that lead to eYisting houses, barns and sheds on the south half of the site. The site contains
trees along tlle exterior edges. The central portion of the site is pastured. Survey data sho��•s
some deciduous and evergreen trees clustered along parts of the stream bank. Fe�a-trees exist
on the northern edge of the s�te. Historical aerial photos (1936) show this srte as part�ally ,
forested.
3.� Onsife Drainage
All onsite draina�e f7o«�s to the onsite stream and is ���ithin one drainage basin for the �ntire
site. Runoff on the north side of the site sheet flo�vs to southeast and into the stream. Tl�is
flo�� is visually depicted on the �'orth Oftsite E.xisting Conditions Exhibit. The drainage on
the south side of the site sheet flo�vs to the stream as seen on the Sotrth Onsite Existing
Conditions Exhibit. Southern onsite runoff flows west entering the stream near the
do�vnstream end. The ditch along 144 Avenue SE does not collect runoff from this site. T'he
ditch along 142nd collects onsite runoff fram Maple��rood Creek running through the site.
3.2 Upstream Basin
The site receives significant offsite runoff from an approximately 252 acre upstream basin.
The upstream basin is to the north and east of the site with runoff entering the site at the east
boundary, 144`�' �venue SE, «-here the onsite stream begins. All of 144th Avenue SE
December 15, 2005 \ Page 3-1
Job No. 03-185 /T�D
� 550('11TES
_
Shy Creek - Level 1 Downstream Analysis
roadway to the south of the onsite creek bypasses the onsite portion of the stream. The runoff
flows to the south and then west along SE 136th Street through ditches and tighline systems.
At 142nd Avenue SE, the flow joins Maplewood Creek at the same location as the onsite
stream. Roadway drainage north of the creek entrance is assimilated into the onsite stream
system. A roadside drainage ditch along 142nd Avenue SE joins the onsite creek. The joined
system parallels the road and is released at Maplewood Creek. An Upstream Tr•ibutary Map
is available at the end of this section.
3.3 Downstream Drainage Description
Upstream tightlined flo«� is joined by a �vest��-ard-f1o��-ing culvert underneath 144`h Avenue
SE and continues through the site to the �r�est and then south as an open channel. Onsite
flows are incorporated into the stream. The stream enters a 42" culvert which flows to the
south and under the intersection of SE 136th Street and 142nd Avenue SE, exiting on the
south side of SE 136th Street into Maple���ood Creek. Maplewood Creek meanders south and
���est as sho��n on the Topo�one Topogrnphic Exhibit until reaching the outfall into Cedar
River approxilnately 1.3 miles do��nstream of the site. At the time of the site visit the
Maple«�ood Creek s�vale �vas dry. At the 42-inch culvert the creek is a broad swale '
(approximately 20 feet wide and ten feet deep). The swale's width and depth increase as it
nears the Cedar River. Maple���ood Creek is more accurately described as a ravine as the ,
drainage path travels south.
3.4 Downstream Drainage Problems
A map and list of drainage complaints registered �vith King County Water and Land
Resources is included at the end of this section. None of the drainage complaints were within
1 mile do��mstream of the site. Complaint (1) is regarding increased runoff or flooding at
residence(s) from upstreani diversion or development. Complaint (2) is regarding a flooded
yard and water that is blocked by the road, Jones Place SE that acts as a berm instead of
allowing drainage to flo��� underneath through a culvert. This residence is not downstream of
the site. Complaints (3), (4) and (5) are from citizens �vho were concerned about potential
flooding from a future development and changing conditions upstream of their residence.
Complaint (6) is from basement flooding at the Cedar River. Complaint (7) is over one mile
a��ay and outside of our anal}�sis limits. Complaint (8) is regarding a damaged culvert
December 15, 2005 \ Page 3-2
Job No. 03-185 /'j'�D
� StICI�TES
_-
Shy Creek - Level 1 Downstream Analysis
blocked by debris and the possible future overflo�v arid flooding of a nearby residence.
Complaint (10) is regarding basement flooding and is not downstream of the site. Complaint
(12) is regarding runoff in a yard created by a sub-standard driveway. It is also not
downstream of our site. Complaints (13) and (14) are regarding excessive runoff and
flooding believed to begin at the nearby Martin Luther King Church. It is not downstream of
the site. Complaint (1�) is regarding a pond that was partially blocked and has since been
maintained. This pond is indirectly upstream of the site. Complaint (16) is from flooding on
149th Place SE from pond overflow exiting the emergency overtlo��� spill��ay. This area is
also not do���nstrcam of our site.
After inti�estigation, there are no expected adverse impacts to the areas mentioned in these
complaints. The downstream complaints discussed in this section were all located ��vithin 1
mile of our site. Ho«-ever, they are not located directly do«�nstream of our site, and are
theretore not ftirther 3ggra�ratcd by the proposed de�-elc�pment.
December 15, 2005 � Page 3-3
Job No. 03-185 �Z'RI�
, 'SOCIAiEt
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KCWLRD Complaint List
Rec Complaint PADD
No Status Probiem Type Rec Date TB PADD PADD 1 SUF PIN NTB
1
2000-0473 11800 148TH AVE SE
2 Wed Aug 2 17:00:00 DUVALL AVE
2000-0552 CLOSED DDM C PDT 2000 650 NE APT G714 2323059180 656J4
3 Mon Aug 28 17:00:00
2000-0597 CLOSED DCA C PDT 2000 14100 132ND ST' 1523059217 656H2
4 Sun Dec 3 16:00:00
2000-0731 CLOSED WQD WQE PST 2000 14210 149TH PL SE 1072000430 657A3
5 Sun Oct 29 16:00:00
2000-0731 CLOSED MMG FCR PST 2000 14210 149TH PL SE 1072000430 657A3
6 Sun Mar 18 16:00:00
2001-0127 CLOSED ERQ R PST 2001 14636 JONES PL 2223059069 656J4 '
� .�yvrt�:1 hn��
2001-0333 18100 244 AVE SE
8 Thu Aug 23 17:00:00
2001-0508 CLOSED DDM C PDT 2001 13803 144TH 5T 5127000060 656H3
9 Fri Nov 16 16:00:00
2001-0508 CLOSED DDM R PST 2001 13803 144TH ST 5127000060 656H3
10 Sun Dec 23 16:00:00
2001-0805 CLOSED MMF R PST 2001 14005 149TH PL 1072030540 657A3
�� Mon Jan 7 16:00:00
2002-0013 CLOSED DLE C PST 2002 14223 146TH ST 5127000930 656J4
�2 Mon Jan 14 16:00:00
2002-0032 CLOSED DTA C PST 2002 13615 156TH AVE SE 1463400047 657A2
�3 Tue Feb 4 16:00:00
2003-0134 CLOSED MNM FCR PST 2003 14005 149TH PL SE 1072030540 657A3
14
2003-0702 13611 SE 121 ST ST
�5 Mon Nov 17 16:00:00
2003-0821 CLOSED MNM FCR PST 2003 13812 121 ST 1437650270 626H7
16 Tue Nov 18 16:00:00
2003-0845 CLOSED MNM FCR PST 2003 14920 139TH PL 1072030540 656J3
Map Output Page 1 of 1
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Legend
HiqhTiqhtedFea'ure �,,,� ,�,a;�; � �5 A�E AT'(HE SAME
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rne e�,rter . " w� LDCA"fIU►�
8uitered SeiecLibn � �ar�cel5
S�Gi AKE AT THE SAME
1_� County8ound�ry f-1 Lakesand Larye Rivers LDGATION
L—�
� Thomas Brothers f,9ap Aaqe ,;ti,-` Streams
Streeis WLRO Dralnaga Comp�ints I� ���j AK� AT THE SANtE
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v�a ei:�..,��. . Incorparated Area
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he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice.
King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such
fnformation.King Couniy shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to,
iost revenues or lost profits resulting from the use or misuse of ihe in(ormaticn contained on this map.Any sale of this map or informaticn on
his rna is rohibited exce t b written ermission of Kin Coun .
King County�GIS Center�Nevrs�Seryices�Comments�Search
By visiting this and other King County web pages,you expressly agree to be hound by terms and corditions of the site. The deta�is
http:i'��,��-���j.metrokc.go���;�sei���lev`cori�.esri.e�ritnap.l�sr�imap'?Sel�viceName=o�-ervie�t�&ClieiltVer... 10�1?;?00�
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King Cownt�v Water and�and.Resources (�VLR Dzvision
201 S Jackson St, Suite 600
Seattle, WA 98104�3855
Date;
Number of pages includiug cover sheet; ��--�--
To:
' From; Ci�idv Torkelson
Fax: �S
WZ,R Stio�nwater Sez'vices Section
Phone: 206-296-1900
Phon�: !7 . Fax Number: 206,296-0192
IIVIPORTA.NT LEVEL 1 ANAL'YS�S NOTE:���e do not send copies of certain
complaiz�t types that are not relevant such as BCW, FI, FIR, F�i aud WQA, aud
we do not send CL and LS types. See key below. Type S l, S2 and S3 w�ll not be
�axed due to size cor�stra.ints. .�� �(�
�k�- �����"�, ��e���- .
The fo�lowi�ag is a list of complaint types reeeived by the W afer and Laud P.esources Stormwater
Services Section�, Complaint numbers beginning pr�or to 1990-�:XX�X have be�azehived and are no
lor�ger in,our possession. They can sti.0 be retrieved,if necessaxy,buf�will take ad�itional ti�te and may
not bz beneficial to your reseaxch due to their age,deveXopmez�t whleh}�as oecu�ed, etc. rf you are
ir�terested xn reviewing the actual complaints, they cau be pulled(time permXftiag) for your revie��.
Copies can be obtained fox$ .1 S per page;and$2,00 per p�ge for plans.
Kevg: . .
T�pc.of Investigation .'I�roe of Problem
C Actian Requcst I?CA � De'Vdopmez►t�'CocLStntci3on
BCW Business'for Clean Wa�r Dbl�i Dt�mage-Ivfiscellaneous
CCp Rcsponsetolnquiry bES DrH}n�aae—Brosion/5edxmenmtion
"CL Cla�m DLE Dtawagt—I.xadslidelBarthtv�ovement
BI� $nforcenpcnt on T�old . bTA Drainage Tcchnical Assistance
$R �rcemcntReyicw .. , INQ Diainage—Ciencrallnquiry
k�CC,FCR,�CS �'ac3lity Compiniarts MMA Mamteaanca-Aesthetics
�T S�'VM Fcc Inquiry � MMF Ma[ntanana-Flooding
AIIt SWM]Pce R.e��pcw � MMG Maintcnance-Ganeral
�'II-I SWM Fco on I�old ;14Q�Iv1 Malntwance-Moa�ing
"TS' �.atvsuit �biNM Mnintcnana—Needs Mainter.nnce
ItR t'acl[ity Enginccring Rcview 'MAIW bfsinteaAnce,Noxiouv Weeds
?�IDA Neighborhood Drainage Assis�nce SWF , 9WM Fcc Questioes
V�'QC WAteT Qu&Iity COmpllint �SrQB Weter Quality—Btst Mruiagemait Practices
WQE WaterQusliry�nforeemeut • ' WQb waterQuality—Dumping
�'QR Weter Qvaliry�hgineering Review • WQI . Rl�ter Quality—Illicit Connection
WQ?, Watcr Qunlity Audit REM � SVVM Pce-Remcasurement
WQO Wafer Qua�ity—Othet GRT SWhi PeC-Grant
S 1,S2,SN3 �ngineexing Studics NWTf S4VI�4 Pce Ntw D�swmt
*5ubject to Publte Disclosurc requirement�1.ItEee3pt of aTitOcn requcst for documenb 2.KeVic�r and approval by Prosecufing Attorne}�s o�ce
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�� Load�g@r�cy has,been notifi�d: � ��'� ���-'J� �s�Nt6�T!���t�c=� � �
, � , .
. � Problem has,been corrected.. �!o�rob�e�i�has been id�nt�f�� _� Prior���'�s�igat�oik adtl��ss���ro�lem: � �
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� `',V�ater'nri,ginates�ansit�ar�d/�ir+�n n�igtzbor�g P,arcel. .,� ' �, � . ;� . '� �� � � ,, ' .
, . ��'Locatiori�Fs outside,�,RI3.. � 'c� Area.; . � ; ` � Other�S�aeci,fy�:` �, . . � • �' '
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��.0 � I�Il\rG COUNTY WATER AND LAND��CES DX'�'ISIOtV � � �Tl� � " \'�''�
���,��B-���'�' DRA.XNA�� INVES'�'IGATTON R��'ORT �
O INVESTIGATiON REQLJEST Type �_
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.ECEIVED BY: � Date: OK'd b :�` � N'TI.��Io. -
Received from:
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NA�1E• � ,�� (/t.G�IJ P�rr� (� /7$�0 ��`/ - �lC:�
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ADDRESS: � ��ity ,�Y) State Zzp ����
X.00ATtON OF PROBLEM, IF DIFFEI2ENT: / L/ � Z
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Access 1''ermrssion Granted � Call,F'[�'si (Would I�ike To Be Piresent)�
/�P� � ��y��^"'`" . (/V�� G��%Z�
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Plat naaie: Lot No: $lock I��o:
Other agencies involved: No field investigation required
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1/a S T R pazcel I�o�3��Os��O ' Kxoll<�� Th.$ros: Ne�v �
Basin�_ Coiuicil District� Chazge No.
R�sl'oNS�E: Citizen notzfied on g! ��n� by: �.phong� letter in person
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DXSrOSITioN: Turned to on / / by OR: No furCher action recorn,nended becavse:
��,ead agenc�has been notified: �tl�� S ���/ l T-' � C7%
1'roblem has been coxrected. No probiem has been identi�ed_ Prior investi�ation addresses problem:
SEE I+`ILE#
� Private prob)ern-NDAP�v111 not consider because:
�'Vater originates onsate and/or on neighboring parcel.
�.ocation is outside W�. ' c Area. Otlier(Specifyl:
DATE CLOS�D: �l I� l d D By:
��.�''i,Y�4��-�'
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Torkelson Cind
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From: WLR, DII I
Sent: Thursday, August 03, 2000 3:30 pM �i
To: Gettle,�tarry;Whiting, Kefly;Torkelson, Cindy I
Subject: FW: WLR D11 form Submission II
I
From: dii.wir@mefrokc_gov[SMTP:DII.WLR@ME7'ROKC.GOV] �
Sent: Thursday, August 03, 2000 4:32;16 PM
To: dii.�vir@met�okagov �
Cc: nate.eckstin�tQmetrokc.gov
Subject; 1NLR DII form Su6mission
Auto forwarded by a Rule
.
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"'' �.n �- .,n �S i. icr v.-a-{� F ��Y. ";�`�l t,,��.r � t t., i'� 4' �. �" ..r'2
��1 y:'rN�[
�.y�_._. �.-. �.... . I�. . :_ . _ �..i.._ .i�_ .._..._._.�. ... � .. . . . i_ .............. .. __ " ..._
__. . _. ._,_�_ . . .. __..�.....J��. �
'Drainage & Water uality Problern Report �4rm Submission � � —'
Name: Lee Fir�h
E-mail: isfirth@gte.net
Day Phone: 206-662-1786
Ev�ning Phon�: 425-254-9'106
Address: 650 Duvall Ave NE Apt G714
Renton WA 98059
, Problem Location:jif different):
Jones Place SE, Renton W�. Unicorpor�ted King County.
Problem Type: drainage
Reported Problem Description:
During Fail, Winter, and Spring, water drains across Jones Place and .
� into the driveway of t1-ie resid�nce at 1�1833 Jones Place SE. This
problem appears to be caused by the road "damming up" the natural
dr�inage coming from my property (parcel 2323459180). There was
apparently no provision for a ditch or culvert which quite obviously
would solve the problem. I hope this issue can be resolv�d since I am in
� the process of developing this land for my single family residence. The
current file number is I��OVA007. Please contact me if you hav� any
questions. Thank you Lee Firth
Anonymous status: Anonyminity is not required for this submission.
Notifcation status: Notify before investigating
813/00
.� ,- . �: �, ;; � �;F�:' K I��G !'���. '��_n D .�.� ',��. <<� 1 =. ' i
KING COUNTY W ATER ANA LAND RESOTJRCFS AIVTSION
D�.A.��TAGE INVESTYGATION� REPORT
INVESTIGATION�QUEST Type — � �
O�LEM: �� l�fI Gi�
.�CEIVED BY: �i)� C-� Date: � 2 � OK.'d b : FILE 1V�0. ��/ �',
lZeceived from: - ���.,��
/►�'�� T A�"�� �DaY) �✓! �Eve) ���:.
NAME: PHONE Z2� ' Z / �(� ;�
ADDRESS: I`"T I � � S C / �� � City d� StAte Zip I `C� ,�
IACATFON OF PFOBLEM, IF DIFFEI�N'T�:
Access Permission Granted' � CaIC FiTst (Would Like To Be Present)�
.
�
. ` �� 1
�� � yy�� S�dY�,�
J�2�Y 7"r'A��. /� )
�d✓�. ��'"`"C� t i C/C��ri`"Ta�p,
NO /1�1J /��Qr�� �/'-� �e cJf Vw G� ,
�Qy � �o�d� ��,�I��y ��r� �3�L�. �. �( " �DJJ� �.
Gt�� was o?a�' co�•.��j�t'
t f�i S�aJ sS�s� ..cJ� �.�1 /!'�7'/��,/-f c�• •
� �d,�1 w���- C,�GL 1�25 �/�/�� '��
D/��vSS f�✓�et/.�cT, / G� v��L ��s�d��--
Plat namE: ���� �o,✓, Lot No: Block No:
Other agencies involved: No field�n,vesCigation required����-�
�� � � � D�} /
��4 S T R Parcel No.������`o�l� Kroll� Th.Bzos: New l0 y� ��
Basin,�f� Coimcil District �� Ck��sge No.
l7ESPOI�SE; Citizen notified on a � a a by: � phone letter �n person
D o►-� f i L'T!�A-v$g2 � .� ) /Ll I[�. Y f�N�J Tb D)s z�t S d PGaw, r�
e�p P�.�-r, ►r.�-a c ,�v, rJ � �ss�a r� s�s w�s s�rr sF,�o
j,�! �T h� }�� s /!`<�'1�Grs-�-�"�� =P� +
DtSI'OSTTCON: Turned to on / / by OR: No further action recocx,axzended becfluse:
� �,,ead agency has been noti�ed• r��G'� � , � D.� ���7�'�jQ t/S��
' Problem has been corrected. No problem as been identified_ �r�or investi�ation addresses problem:
SEE FILE#
, Private problem -NDAY v��ill not consider because:
Water originates onsite and/or on neighboring parcel.
— Location is outside WLRp Serviee Area. Other(Specify)�
DAT�E CLOSED: cI. / � l�� �X: �R�'�'�
2 �,D -�'a SVJ��S
� , �a- .. _�. ���.���.�� _ � �6_'����1G CK•!.'�=.'-;U ''V L�_�'ER AND LAND REsoURCES DIVTSI��'���; �2 h 1 . 1�r"�/
7p
D�tA..XN,A.GE INVESTIG.A►.TION REPORT
� � INVESTIGATION REQUEST Type '����
Pxost,�: �I�Q L/1' ,� ,
�CEiVEl7�Y: Date: � OK'd b • ��'�Ft[.�i�o. ��-��i�l
Recei�ed frozn.: .��C1-
' (Da�') ���) (�ve) �_Z
NAME: j�� �./ � � PHON� �-�tS3'l�9
ADD3tESS: / /�/(� ��! � ����__ Clt}r State Zip�t�s��
1p� LOCATIQN OF PROBL�M, I�DTFFERENT:
` � � o���E o
Access Permission Grar:ted � Call First (Wou�d Like To Be Pz�s�at) ❑ ,
� � � ��
' c���
�/o � .��o ,
� � s�������
�� � '� ��a � � � � ��Y.�� �
i_ ��'� �,�Qo � �
-��.�� ��� � � � �-�D ����2�?a���
- ���'� ,
�a �,� �?�, ��o �?�'���
- �o.��,o ��o �;��� ��� , .
m,ay 1?���i5 0� /�po��,9 '
plat t�ame: �� Lot I�'o: Block No:
Other agencie.s in�vol��ed: �10 #ie�d i�1�:e�ti��ti��n requir�d
a.�'lw�� f`i�, r ' �i! 4 ��' ��.-1�. � �['y" -, � i+ �`""*"+�sF�{^s z'1%—�->�-t '�' * ,y q �C'1 Ls �r'�{o_ 4�`�i`'j��i
y��, -, w 3 �. �z� �'. ��F�f'f3f�hL�,�i�L„�i;�i'3� ��7'1i�'�..�'�-�*����L^tEt � �� � ,�'t`� � '�:��`J
J +�.+:c.-_. :-�. ,.C+ �� _ 1 k:a�J.�o.t ic++ �+,re, �i:.,.v __ .rr� �.}�.: a 1:..�::.- 3k--- �.4t' � .
sL _�_ � _;L � /
�/�4 S T R Parc�el No�(�7P��,���� I�roll ��/lC/ Th,Bros: New ����3
Basin ���'1 Council District� Charge No.
R�SPONs�: Citizen notifiec�on by: phone letter in person
DISPOSITION: Tun�ed to��' on l. l dU by Olt: No further action recommended because:
I.ead agency has been noYified:
Problem I�as been corrected. No problem bas been�idez�Ei�ed. Prior ittvestigation addresses proble�tn:
SEE FILE#
Private proplem-ND,A,P will x�ot considcr hecause: �
Water origin�ates onsrte and/or on nsighboring parcet. ,
Location is outside WLRD Service Area. �ther(Specify):
DATE C�,OSED: �����—By� ` _
�to�.� .
�:
Ar'�. lo. 1UU5 3 : 36rM1 KiNG C0. WLRD N0. �2bi F. 13
Con�Zaint No. 00-0731 Name:hlike Tiovacicka
Inveskigated by:Vugil Pacampara Date:November 07,2000
A�TAILS_OF INVBSTYCrATION
T visited the site on 11/07/00 at 4:00 Piv1.and went to tb�e residence of Mr.Mike Kovacich to inquize about
bzs complaint.He��as not home at time of the visit but left a yellow card and proceeded to Briar�Iills R/D
pond(D90669).I notice that some ripzap blocked the outfall(CS/CB25 to ouffall).I did z�,ot see the
inundatzon at the pond but I observed that the water conveying to the 30"ChIP outfall(CB24 to outfall}is
light brow�almud color and tb.e water is little low.(photo# 1,2).I wezit bAck aY the site the following day at
1_00 PM and went to Nfr.Kovacich residence,stiil no body home so X continued my investigation.X
noticed that the npzap at the southu-est eomer of the fucilzty seems to be blocking the runoff from his
backyazd to the s�eam.'Tbas may have been contributing to the flooding at t�Ze backside residence of Mr.
Kovacieh.T sti1X ha�s�e no contact with Mr.Kovaeich but I inspected also the tcvo R/D�onds in tlzeir
p]at/vicinity.
I a'lso o6served that th�watex fLow at the outfall(CB24 to outfall)has si�ificantly inerease the volwn,e
since it rain the last few days and tlie water is still light bro�vn eolor.I retcaced the source of the waYer flow
by opening some of the cateh basins along the conveya�ace pipe and checked visu�lly ttae pipeline where the
Iight bro�vn colored water eame.�noticed that the said water has entered/af£eeted the ZLD pond of facility
D905I5.Thz said water(Jight bzown color}had came from the pond that the�umstead Construction were
� eltcavating/cutting.They were puznpin.g ouddischarsnng dirty water with tb:e use of a big sump�ump and a
6"diameter water hose.(see photo#3A,3B)from the pond. They were pumping-ouddischarguzg the water
to the King County Pazks propezty(see photo#�A,4B�.I aiso checked the dotivnstream by positioning
myself at the edge of the ravine(along roadside of Z54 Place SE_and approximate�y 030 miles frorn
Lo�ver Cedar Itiver)and looked down to the stceam and obsezved ihat the�vater was also light brown color.
Andrew McDonald and I went to the site to verify the e.�cact location of the construction�ite on 11i09i00 at
" 1:00 PtiI.The constzuction/project site is��ithin the jurisdiction of the Cxty of Rento�but the Burnstead
Contractor is disposing the water to the adjacent King County property and this had affected part of the
drainage system of the un-�corporated King County.RTe watked along tl�e tr�il o£�ing County�Park and
the s�.t show s'�of sheet/chanuel floti�vs in somc area and it ended./entrred iuto 24"inlet pz�e conveyance
at the endroad af 148 PL_ SE.Si�t��as found on that site_The City of Renton inspectoz for the said
construction is Mr,Steve pinlihuAa,He was not available at that timo and we le�a message>>vith regazds to
the complaint We ca�led Sue C'�arke through Brian Slei�t.And at that ti�sie Andrew McDonfxld left the
site for his other inspecrion work.
Eric o'f B�nstead Construction eame over at the conaer of lh�`i'Ave.SE.and SE 136�'ST.(few blocks
� away from the cozistructiou site)and spoke to hiuz about dirty water being discharged m KC Park pzoperty.
He immediat�ly talked to his woTker to stop the pumpingJdischarging o�the�v¢ter. Sue Clarke arrived at
the site an.d spoke�vith Bric Btur�stead Construcrion,and the tluee of us drove to the sice und wallced to t�e
uusl go�ag i�to the down s�eam d'uection.I showed to th.cm how faz the tvater had travel through tlie I
eonveyan�e pipeline, eatcb basins and�e�t/D ponds (D90515&D90669)including the outfall�in FaciJaty �I
(D90669)leading to the stream/ravine.�ae agreement bet��veeu Sue C,lsrke an.d the Bumstead contractor is
that"they will clean the affeeted area of the pond(D90515)and the conveyance pipe irnznediately tlie
fo�lorving dAy.That Sue Clarke,Bric(Burnstead)and bir. Steve Pinkhum(City of Renton inspector of the
project)will u�Eet sometime on Mouda�(11/13100).
(SEE ATTACH�D FACILTTY SKE'�'CT�OF D9051S and D90669)
, : � ��, ,, �� �d0. 2261 P. '9
� ~' �J-` - � J =,i�vG �t�v,•�xJ�rr».x�,R r��➢RESOU'RCES DIVISYOiv ""
� ARA.�NA.C� ��TVESTIGATION REPORT
� I�iti ESTIGATION REQIJEST w Typ� �
vb oB�.e��:._.�:�tiDSL;pC
�CE�vIE�BY: Date:,� G OK'd U : Fzr.ENo. 2��I � 6/
Received from: - c�-��� � '(
(Day) �� . �ve) � � )�����
NAME: �/��l� / �'/��CI� PHONE ZZb'-_ 7�`d� �
ADDRESS: ��6 �� .�� .`�N�-� P�- Clty /\C/lJl�� Sta#e-��/'. Zlp l���
LOCATTON OF PROBLEM, TF DTFFERENT:
AeGess Permissior: Gr'artted � Call Fi1'st (Woald T�a7ce To Be Present) �
L�-rvvSc.r�0� ��s�rEo ��r����L ��ro f-���- ,��vfC— � G���,
�f�!G1L ��'7� �5�� `r� �GGpw r n-� CD��iP'tiivGG..S f��,f /��G-'.�r/
�IS��G L�� /��v� /�G�/ <'I� r GOr,v�.vG �'l-��•�f/�OvG�ff /�o�ifC�
/' -
, C�✓c���� � � ��
� pa�iuc�i
R��, G'���.�,a�-
Plat nat�e: Lot I�Io: Block No:
Other agencies involved: No field inves�ation required
,�;, _ ,
'�.���� '�., ���y 3. .4�" � �� �.`YY ����!
J�LSL �'�,�
1/a S T R Pareel No.���0�,�' K.zoll�_ `�'h,Bros: I�ew S � �
,
Basin �� Council District� Ch�rge No. _
R.ES.�v�vS�: Citizen notified on by: phone letter in person
C�Az�F�� �' ,
� ,�R l�7��
DzsPos�'r1oN: Turned to���on ��1�� /0/ by �OR: No furtheraction recomm�nded becaus::
Lead agency has been notified:
Problem ha5 been corrected. __ No probiem l�as been identified. Prioz in.vestigation addresses pxoblem:
S��FtLE#
Private problem-NDAT'will not consider because'
T�Water originates onsite and/or on neighboring parcel.
Other(Specify):
DATE CLOSED� D-�l(� l�' ( gy� �� �•2G2/ei GT ��O��L�`T��' �3lc1LIp�
� 'h� � L�:)�.�'7 � � �'+� ��I"ti G ��'J. �V I �t�.�i'-Ct.l 1 J, v..v lv...., �✓��..,�..�. _-
� �--�N0. 226 . ��;;��
roject Located Project Name: '� `�-' ' s�
in a Targeted Basin? , , �
,
w Project Number: � ��� _ � 0`
Yes ' a No [] .
*********�*******�**�*****�****» T�ZPAC'T CRITF..�IA **�*******�*******��*��*�*�**** •
� �OI�tTS - AbD 0, 2, # P�tOPE12T1F,S FUT. RTSK -
1MPACT �R a FOR S'�VERTTY 7MPACT�D �+0.� 2.�R 4� TOTALS
Living structure,
fuushed floor (20 + Q_J x �._ -i- -- ��* �
Access (4 �- �) x � ; — _1__.�
Septic/Well (8 . + , 1 x . � _ .
. '
Other s�vcture or ` � � � _ � �
c;awlspace (�- • -i- � ) x
�anas��i�;iy�ai Z . �
P��b �1 ; �J x � - —
O�Y,er pro�erty/
dr�•.inze systezn (0.5 . ____!) x � = i
�i atu�al iesOurces 3 - � : _ ' �
SUETO'�'�T. _ ��o
i�YYXiKYz1tY]ICICit�Y]tkfFYYX1Si�Y�K L�.L l� ��LJ..��C�I.• r~ 11.r�Vlt X�YXX]Sl[SC)('.�J[f�CYX%fKYX%Ta[Y}(T
_ Ciuonic (1-- tim�siye�:) . . . . . . . . . . . 20
2-� y�ars; indezuiir.� but �
ofr�n; chann�l e.rosion . . . . . . . . . . . 10 X E.F.F.
�-t0 years . . . . . . . . . . . . . . . . . . . . s -
�0�2� years . . . . . . . . . . . . _ . . . _ . . 2
>25 years, . . - . , . . . . . . . . . . . . � TOTA� L��'AC�' SC0�2E --- � �o
Date: 12ated by .
**Y***�****�****�**�****�***** COST�3�ENEFIT �tATTO �***�****�*****��*******�**���
. COST OF SQT.UTIDI�T -�- S ��� n�� •
'TOTAL TMPACT SCORE x 100 / COST = I�:D�P ��tTO�TTX SCORL = e I
bate: �J' `� d � Rated by �,C-•
�`.I�io�e: Flooding of living space from storms < 10 years receives top prioriry.
['195-3:AiT..55 . 9%19/45
�-_--�':�'^, --•- ---
�- .� ._ . ._-- .- . . . _. ----w."":�r+�cS
�,'r L„ L� ;'.. : , ,,v1- '�lh�a ���. r'r'_�.�)V, � �� `;�;j, L[� i P. �I
. . . . ---'r vfJ�.
',�,: ',"` ' ' .�'.-s� .b.�` , �
.. , d=�;'aa,
:� `3 ••;�,ytiF.
^ " i
• ' Cedar River Siide Repair
� Three options:
1) Our(V9'LRD)basic involvement under the NAA program could include:
• pro��zdiug technical assistance in�pplyi,ng to FEMA for recovery assi;taz�ce
• assist wit�permit applica�tions needed to clear the slide from the prope.rty
• provide technical assistance regarding drainage issues
'�'he property oa�ners would be responsible to hire an engineer and contractor to develop a cleanup and
restoration plan and secure the necessary peimits.
2) A higher level of involvement under�e NDA prograuz could inlcude:
� • WLRD would act as Bm�ineering aud design consultants and secure pennits for homeo��ners �
. Houie owners would hire a contractor to do the project,as designed by WLRD
3) A complete project would include:
• Design/engiaeering of debris removal and drainaoe xepairs and improvement
• Secure permzts for project
• Removal of mud and debris
• Recons�uet pri�vate roadway and'complete drainage repaizs
a�-B'`Q..�- ��r-�t.�
.
N`a� dc��� �~� ��c:���s� �v�.�`�, ����., � �ic�
r���- �.� p � �
� � �. �...����.
`,��'�,-`�� �� ��� ,�� � � r ��,�„�►,,,�„
.�ohn�2��1
R r'K. ��. �'�i:i; ��F'.' � i(.i��" !'i` '�r''_F L' , � �� � �„
. ��. L�� ! F. �t
e
` om: Arima, Debbie
Sent: Friday, March 09, 2001 1;11 PM
To: Hansen, �Iancy; Bikle,Anne; Clarke, Sue
4 Suhject: FW:Next Steps on Cedar River Slide and River Conveyance- FOR T�h40RROW
Importance: - High .
Latest on the Cedar River Slide
-----Originnl Message------
From� Clark, Dave
Sent: Friday, March 09, 2001 11:47 AM
To: Honsen, Nancy; Arima, Debbie
Cc� �.evesque, Andy; Lucchetti, 6ino; Sutler, Terry
Subject: FW: Next Steps on Cedar River Siide and River Conveyance
Tmportance: High
Meeting with Corps and Renton
Please see the message below concerning the next steps planned to deal
with the Cedar [2iver Slide. We are meeting with Renton and the Corps
next Wednesday afternoon(March 24)to scape out some options concerning
what might be done to improve chonnel conveyance for the Cedar River in
its new locotion. I emphnsize might,as there is not yet any clear
,
rai'ionale for taking any emergency action, given that fihere is no clear
public health and safety problem with the river in its new location. No
public or private improvements are currently in any risk situation. '
Whether there is a flooding,risk this coming winter, will be a topic of
our discussion with the Corps and Renton and that discussion will shape
what we lay out as options.
Meeting with Resource Agencies
Se.�ondly,we intend 'to meet with the res�urce agencies(NMFS, USFWLS,
Stote Fisheries, Muckleshoat Tribe,and State �OE)fallowing the meeting ' ,
next week with the Corps and Renton. At thnt meeting, which is not yet
scheduled,we will walk through whatever plan of oction we might propose
to see if the agencies agree or not. Tn effect,we will be doing
consultation with them. I don't want to speculate on what their
reaction might be or whether we will be likely to achieve consensus on
any given project action. It may be thot we do nothing now and get
ready to do a¢lood f�ght next winter, if that is necessary.
Preliminary Damage Assessment
Lastly,we have submitted a preliminary domage assessment worksheet to
FEMA and the State for the Cedar River Landslide. The damage assessment
includes the removal of the landslide, slope stabiiization, channel .
restoration and repair to the County's Punnet/Briggs revetment. This is
essentially a cost estimate to put things(including the river) back to
� the pre-sl�de condition. We are not reGommending that we undertake to
, 1
n r i
�'"�.. �„ L�. . , � �� '��l ":.I�a „U �,''��`�i„ '��U. L L D I , L�
',,
_ iiVe are simply following the federal disaster procedures
required in docum�enting damages and costs of repairs. We will
ve some intern�l discussions about this potential work and no doubt be
�,.�continuing to document information about the damage estimate with FEMA
� as we move from preCiminary assessments to Damage Survey Reports(DSRs).
Potential Alternate Project
Our general thinking is to consider proposing an alternate project at '
this site(i.e., not doing the slide and river repair). My understanding
is �hnt if FEMA ctnd �hhe State approve the altern�te project, they then
can authorize 75% of the DSR costs for the alternote project, 7he
afternate prn ject could include essentially ortything, provided that it
is consistent with the federal rules for alternates. Ti,is might involve
purchasing �the slide damaged homes, purchasing the flood damaged homes,
constructing fish enhancement projects, improving channel conveyonc¢and .
a myriad of other things. We will need to work carefully with FEMA nnd
the Stote to come up with an alternate thai-makes sense ond is sometF►ing
they can support. The alternate project would not likely be implemented
unt�l 2002, given the time it usually takes to move through the federal
process.
�et me know if you would fike any further details or intarmation.
DC
-----Originn) Message-----
From: Ronald Straka [mailto;RstrakaC�ci.renton.wa.usJ
Sent� Friday, March 09, 2001 10:59 AM
To: Dave.ClarkC�METROKC_GOV; monte.e.kaiser@NW502.usace.army.mil;
NoeI.L.Gi Ibrough@NW502.usace.army.mi I
Ce; �regg Zimmerman; Lys Hornsby; Andy.Levesque@METROKC.GOV;
�ino.Lucchetti@METROKC.GOV; Nancy,Faegenburg@M�TROKC.GOV; ' •
Ter-ry.Butler@METROKC,GOV
Subject: Re: Next Steps on Cedar River Slide and River Conveyance
The afternoon of 3/14/O1 works for us at Renton for the meeting that yo�
are requesting. The meeting will be held in Room 512 at Renton CiTy
Hall on the �th floor. PleaSe let me know the exact starting end time
of the meeting, but for now T have reserved Room 511 from 1:00 PM to
5:00 PM. If the date of the meeting or time changes, let me know ASAP.
Thanks
Ronold J. Str'oka,P.E.
City of Renton
Surface Water Utility Engineering Supervisor
1055 5. Grady Way- 5th Floor
Renton WA 98055
Phone; 425-430-7248
Fax: 425-430-7241
z
���,�
-- N0. 226' F. 24
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,�t-rom: Rochelle, Joe
�- " Sent: Friday, March 09, 2001 9:25 AR�
� � To: Clarke,Sue
Subject: RE�Cedar River Slide
,�Y _
Sue, i left a voice message for you. Since we may have trouble connecting, here's my quick thoughts. Avoid
making any commitment on the NDA that would exceed the cap. If they ask if the county has funds availahla, i
would mention the NDA, but immediately explain that there is a prioritization process and a cap and that these
funds may not be adequate to address the consequences of the slide. On the issue of taking money from citizens
fo apply towards a fix, (think we should avoid that as you rightly po(nt out that we then become a contractor and
get all the headaches that come with that. If FEMA gave the county direct doltar�to do repairs of the county's own �
facilitiEs, 1 have less of a problem. When I was asked to review the document of agreement to raise struciures in
the flood plain with FEMA S$for River Protection Section, I worked very hard to make it clear that the County was
not a"contracto�'but a conduit for funds from FEMA to the homeowner. The County enjoys statutory immunity
from suit for what it does/does not do in the area of�lood protection activities. As I read the statute, the counry
would lose that immunity if it becomes a contractor with the homeowners. The immunity does not attach to
contractual arrangements. Of course we could try to build in some kind of waiver in the contract, but I would
wager that however strongly we worded the waiver from suit, the County would still get sued if the repair work
were to fail sometime in the future. If FEMA wants to give us money to do repair of our own fecilities thaYs great.
If FEMA wants to flive money to citizens to do repairs on their own property, thaYs great. Rut I don't think we
should become a contractor for the citizens and take tl�eir FEMA money and do the work for them_
From: Clarke, Sue
Sent: Thursday, Ivtarcl�08,2001 6:16 PM
To: Rochelle, Joe
_ Subject: Cedar River Slide
Importance: High
Joe, I have been nsked to attend a public meeting that Rqn Simms is hosting on Saturdny morning
as a WLRp representativ¢. Tn attendance will be the citizens fhat w2re affected by the slide on
the Cedar River. I have b2en asked fio be there to address NDA questions and �f there is anything
the NDA program can do to ossist these people. T think we may be sticking our necks out a bit,and
this may not really foll under the definition or intent of the NDA program os I'm s�re it will go over
the $50,OOa spending cap on NDA projects. Do you have any comments or input? •
A1so, the question of usir�g FEMA money h4s come up,and whether or not the County could oceept
money from citizens if the citizens could get $$f rom FEMA to make repairs. We (the couni'y)would
become a contractor for the citizens. Any Legal comments?or Code problems you see with this., T'1►
be in the office pretty much oll day Friday. Thanks for any help on this,
Sue C/arke
Engineer
Orainage Services Section
King Coc�nty Water and Lnnd Resources
206-Z96-8311
i
Mt i-
a r ��.. �c � . . . �: ��o=,��� K�:�`�u �;;;;. ���'��k D �10. �2 6' F. 2 5
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Access Road
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`� Slide House
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Two Historic
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�q � � Li �(' 1 '1/ D 'i I
f�r'�. L G, ��I I I�J J � J�P IV� f..+Y G �'.i. YU_I�.: Y C. �L�� � J�
KING COUNTY WAT`ER AND LAlV7}RESOURCES DIVISION i
C DRAINA.G� INVESTIGA.'TION REPORT ��
�, INVFSTIGAT[ON RBQ�UEST Type 2
tOBL�M: ��D�J�-��"� '�,Cj�c�
..�Cf�[�Ep BY: . s Date; �� B OK'd b : F�LE NO. 2��1 — 3 �I
R.eceived from:
� - -- _ .._--�- - �-�---- . _ . .. _
. .. ^._. . - _ CD-aY) �1-� ---- tEve) --���
NAME; I�P.UJ � �- ��5 ' � �f PxotvE .
ADDRE5S: F g � �� o��� 1'1,�-- �� City State w� Zjp
LOCATIOIV OF PR'OBLEM, TF I�TFFERENT: I
Access Permission Granted ❑ Call F[r'St (Woald L�ce 1'o Be Present) �
l.ti�o.� 5-� K.c��� w.- ,e-�`�- � � /�-���
�
D �"� 3 3 q
Plat naa�e: �,��� L ��--x,Q� �.ot No; Block No:
Other agencies involved: investigadoz�requu�ed
.�r����; �: - r
._ ��:; . ri,
.:��� '4.v :i-i';�i.��i�:h* �::��, '( ����:. L:,
� � � .
��a S T R Parcel No.1`� Ob7� L I'h.Bros: New G/
� �
Basin�� Council Distr�c No.
RFSPONS�: Citi2en notified otl by: phone letter in person
Disl�oslTloN: Turned to on / / ^ by OR: No fu�rther action recommended because:
Lead agency has been noti�'1ed:
Problem has bee�t corrected. No problem has been identified. Prior investigation addresses problem:
SrE FILE#
Private problem -NDAP wil(not consider because:
Water originates otasite and/or�t�n ighboring parcel.
O�f�er(Specify)_
DA'T� CLOSEA: / l l4 / �/ gy: SC`�r"(��r �Z 7 I
�� '�.. ��. �''�;; . :�P"�1 KING C0. WLnC �' R�SOURCESDIVTSTGh10. 22� i F, 3�, ._
n1NG Cu u N'!�X W A't'ER���� � ( �
" DRA,�NA�GE INVESTXGATIOI�T �POR'T
NVESTIGATION REQUBST Type �
, ,T o�LENr. .D!1/�tn�AG�-�
.�CEiVED BY: �� �'.�. �-r�L-v-'� Date: �/�/U� Ol�'d bv:�F��E No. 2001 -�5�
Received from:
(Day) Z5 (Bve) ( )
NAME: ����'��//`1 //�C�'\I��L �HONE ZZIo - .S-��o C�
'_4DDRGSS: ��lYU� �� �¢��/� ST City �c�./`T4n, �tate�� Zip Yo �,�J�
LOCnTION OF PROBLEM, [P iJIFFETtb'VT:
Access lperrrtission Granted � Call F�tSt (Wouid Like To Be Present) � ��,,,,,�� ��iF?- 1,cfv��c e�2
���O��o 1 r�L�rsG Gr� �}�-i-�� /� ;o 0
l v k r �P.�P�T"
��rn/f� 6r S�'S�'�y! �,v F a�,�' ��' /3 �O� �•��� �iF-/ Co,,�`i,.s J�--s To
�i�. /'c!J C'�c�. � u���r�ti,.� w , c � t�-✓��-c � �Q o P���Y.
�N �T�� �ssv � 1����=� �o �� o(�� r-��� �� w � r�� , ���ey �,��
�C-C`�'�-�!� � 5 v J f'c� c//�/'L S l�t d J l C/1�a� �2 C� .
7
Plat name: �QQ� . ����� Lot No: Block No:
Y�l�a f" 1���s�;��� .
Other agencies mvol�e,d: No �ield in�vestigation required
,�,•f.r,.•, , , ,� �,, � ', � ;.`, ' f�
��'•:,����.;F � � r;� ?�� :� ' �� ��. �
�— �_ �— �._
1/a S T �Z �'arcel No.���0��_ Kroll�_ Th.Bros: Ner�� �
RDP �_ Basin L� Council District « Charge No.
R�sPONSE: Cicizen noti�ed on `t a 1 by: ✓ phone letter in person
��� `C� �� � � �
�C� � ���n� }��R- �'t' -�� 2-�rna.��' i'� ,�-o +�
WiIL- �. Tv��'�O � � 1�Vt�1 �t-Lt� -Ru._ 3 -sC� w�l.c_. B�
'� �'Ds 5���'te��. �_ R�fl �Air-�`ta�✓.6 a��.
DtsposiTiotv: Turned to� on l ! // �l by OR: �To further action recommended because:
[..ead acency has been «otified: �
� Problem has been corrected. I�o problem has been identi�ed_ Prior investigation addresses problerrt:
SEE FILE#
_ �rivate probfem -NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
�\ Other(Specify)�
\
�'D,AT�C C�.OS�D� � /(� /02 gy: �J
aNR. �s. 2ar5� �: ��F�,._, KI�G �o. w�_���, � ��0 22c� F�. �3
. . °� ��
mplaint IVo. 2001-0508 .Name: Elizabeth Men2e1
Izivestigated by: Virgil Pacampara. Date: 9-OS-01
DETATLS �F�NVESTIGATION
I�tx�ent to the site on 9/05/Oi at 9;4�:�I�1 to investigate the complaint of l�Irs, 1�lenzel. �Ier complaint
`vere the following:
1) Sk�e said that drainage system in fxont of#13705 SE 144�continues to get plugged. Overflow will
iznpact property. �Szte-A)
2) �'hat she wants to know i£the dxain pipe between Lot-2 and Lot-3 (#13821 SE 144�)vv�re design to
colleet tivatez�from the interseetion of SE 1�4�' St. and 139th P1. SE. (Szte-B)
3) She said that the easf side ditch at flie S�corner of i.ntersection 144`h Ave. SE and SE 142ND ST.was
left unattended lea�v�ing the ditch tvith�ull of dirt. The eroded dirt will i,rapact the positive water flo�v
during the rain. (Site-C)
Site--.A is located at the intersection of SE 141St. and SE 144�St. The ditch is located at the SW corner.
SB 1447� ST slopes north westerly and SE 1413`slopes north easterly. The two cross culvert(12"-
concrete pipe) along SE ]415T were comp�etely clo�ed.A 12" concrete drainpipe Iocated at the
drainage easer�ent between�.ot-30 and Lot-31 (# 13702)were clogged.Tfus pipe was design to collect
sur£ace water froiu the two cross culvert and conveys/outlets to the raviue. Overgrou�vegetation vtrere
blocking the izilet pipe. A shed(10'by 16�was built along the drainage easement. 'I'h�e drainage systein
in the site is not functioivng.Mr.$ill�Ie�in has told me�iat he remembe�red that th�re was a pipe end at
the ravine. The pipe end could not be located due to heavy�egetation an�d steep terrain
Site-B is located at the intexsection of S� 144�I St. and 139�Pl. SE. Tk�e area is flat and SE 141�St.
staz�t to slop�s approximatel�300 feet from the intersection on a south easterly dir�ctions. 'I`he culvert
crossings along the zntersection were not clogged.The existing plans and road profiles shoovs that the
draiz�pipe betweeu Lot-2 and Lot-3 (#13821 SE 144�)were desi�to collect surface watex from the
culvert and roadside diEc1L I could not locate the pi�e end, must harre bzen buried or pave over due to
heavy vegetatio�z and steep slope of the ravine.
Sit�C is the subdivision sigt�/Iandmark, located at the SE corner o�the intersection of SE 1Q�4�Ave, �
SE and SB 142�D St. The roadsid� ditch is at the west side of the landmarJ�. Mrs.Menzel has inforrued.
zne that that some time Iast year the Puget Sound Enezgy construction persannel has a�t
installatioz�s/repair project at the site.After they co�pleted the work,she said that PSE personnel£orget
to remove th�eroded dirt at the roadside ditch that was impactad by the construction. The impacted
portxon of the roadside ditch is �pproximately 50 feet long by 5 feet tivide by16 xnches deep. The
contanuEd erosion may evcmtually bury/covered the inlet pipe,
SEE SKETCH AT NE�T 1'AGE
� . �� ��. :; � .;-�r r;: ��,; Co. w�RD N0. 2261 P. �4
.
�e 2(continuauon of sketch 2003.-0508 Menzel) Water supply
easement as
Outfal! �� claimed by
�d;e ofcliff I'I �V� Mr.Helin
----� ...��.—•---• Draii�aga —•�{��-- I,�d(IO'xl6n .�--•—•i-- —•�----•--,
� easement ��}�"^', �
� ' � �
i ,I
� ' t
� Housa j � � HET.IN � NTQ
� LOT-30 j � � # 13702 ��
� � � SITE-A�
� 1 � i �
� Plant/orohard Clobged(12"-conc.Pig�)
" � i
1 i �� �
i � _
►a �—� � � i SE 141�ST.
� ,
� , .
. , . ,
� ..--;.;,. ,
Cloeged culvert :� �•' CIogged culvect(I2"conc,pip�)
(12"conc.pipe) :.�'-x:�.�
E3 � �1
. I r
D
Water pQnding during rainy days as
claimed b}�I�1rs.NSenzeL SE 1 ST.
139TH PL. 5B �
N�'S
�,ot-18 7� HOUSE
`�y Lot-14 SITE:B
ditch `� ditch
------------------- "� �-�---------- - - ------►
Culvert- 12"conc.pipe SE 144�ST. �_�J
�
_—_.._.....f._ �--{--------�
I 12" conc.draan pipe{buried) i j
I ; �
i karkaniemi � HOUS� j
► # I 3 821 � LoU 2 I
� ' I
I ; j
� ; �
I ' j
-----L-----._----._._._._.___.-- '---•—•-----------•—•—•!--•---
Edge of clzff o����
ItAVINE
�ee ne�t page for continuation of sketch: 2001-0508 Menzel.
_ - ; �c
-- � PdU. 2L51 . ��
Hrr.. ��. 1���;� 3:�,yrM KIN6 C0. WLRG
�N . .
I y _��
l
Page-3 (con�inuation of sketch 2001-OS08 Mez�zel)
�
N-rs
; � srr�-c
, . �
' a
�
� � .
�
S� 141�ST. O
� CB
�
CB (Lid;'c tuck)
�� 3
Erodad side slope �1
? � S� 142nd ST.
I � \ �,,M,�;^l.� _ l-�_ ,`
� � , ,'�y� Subdivision �•�
� `,.' '`�'i� �ign and �
�
0
� ", '' ,::���,� Landscape
( o I� �ea y�1. :a�'�
� � J�W
� Q `I�
!
�
� • .
�
j Roadside ditch
1 (5'wide by 13" wide)
-- ,. � - � a:�,� ; _ _ - �
�� � . . � �, . • - �;
,� '»�=
� �
� ....'-h�:-�,��,. � � . ,._.- ... ..'.:t'�
. -. , .. . _....� .. �
ENGINE�RING REVIE`V oF I�1:.�i�_��_�.j�; c:�,�ii�1 ;�i�., •
. - ::.
bA'T�: �-1-2002
RL: ENGINEERING E�VALUATION�'OR COIvLPLAINT I�O. 01-4508 MENZEL
All tl1xee sites are vvithin the�lat of Maple Heights Addition that was developed in the late 60's:
Site A: Ditch, cul�ert &roadway flooding at the intersection of SE 141"St and SE 1�34`�St
Site B: llitch&culvert flooding soutk�of the intersection of SE 144`�ST azid 139�'PL SE
Site C: Roadside ditck�& culvert�a�e been partially filled by a contr-actor SE of i�tersection o�SE
1413C and 144`�Ave SE.
COMPLA�I`I'CHIZOI�OLOGY:
ORrGTNAL; 8-24--2001
FIELD INV: 9-5-2001 V�GIL PACAI�,�.PARA
FIELD EV,A,L: 3-6-2002 AT.AN yfEYERS
OLD �'TLES: 1992-0053 at I3901 SE 144'�St (file not found in the res�arch room files)
BACKGROUZVD:
Please read the attached complaint in�vestigation report written by Virgil Facampara. I
In a menno dated �1-17-2001 to Ada Packard at Roads, Lazry C7ettle indicated these drainag0
concerns are related to tYze condition and fiinction of the road drainage system in Ms. Menzel's
neighborhood. He requested zoa�s have the ri�ht-of-way system checked. In about ranuazy, 2002,
Lori at Roads T�ivision 4 vactored and flushed the road drazziage systems at sites A and B and
detennined that the road's drainage culverts at these sites do not extend from the road RO�TJ
nortliwest aud souih to tfie top of the respective bluffs.
�INDI�GS ANA DISCIJSSION:
Site A: ,
The impacts at this site include water pondin�vvith ice on the paved road surface,roadside ditch
flooding and private yard floodii�b on parcels# 30 and#31 both located north of the interseetiorc.
7ract A(see attached parcel map) is din�ensioned as a 10 foot�ide by 176+/- foot lo�g
drainage/walkvvay easement(5 feet on the ed�e of each parcel). Oth�r tlaan a short piece of
conczete culvert located near the road right of way lzne,no other culvert could be seen wit�ain this
drai�zage easeznent. Mr. Helin, the owner of lot 31,said he installed the existing 1Ox16 foot shed in
1987 across'Z'ract A about 70 feet north o£the property line. There�s nothing on the face of the
�lat documents to restri�t use of this area. The shed is located about 15 feet£rom the top of a bluf�
above a long steep slope towards �lie nortl�west.
According to Lori at Roads Divisxon 4, the two south to north 12�inch concrete road cul�%erts unde�
SE 14I S` Street intersectaon wer� cleaned out in about January 2002, �
. 1
, - �F,� � � " ��^ ��'�� � - '',C'. �L"01 F.
�y _ ;.
A�'�• L7• L . �': � • . „ _ _ -
a
.. . - . ... - , . .. . -_ .. - _ ,� - ,�:
SiCe B;
The Roads maintenance crew determined that the 12-inch concrete culvert draining southwest
between the homes at 13821 and I3901 SE 144`� Street(owners�arhani�rzu and Bartel)deadends
about �2 feet south of the south ditch line opposite the 139`�Place SE cul de sac. Based on
telephone con�versarions with long term property owners Mr. Parhaniemi and R�rs.Bartel, the south
side of tY�e stt'eet drainag�system floods following heavy rains but there has not been any damage
�r impacts to their properties. Mrs. Bart�l said she occasior��lly cleans some silt and leaves from
the roadside ditch along the north side of her property. ,
Site C: .
At this sit�, accordin;to Ms. Menzel,PSE p�rson�el forgot to remove dirt and gravel zn the I�
roadside ditc�i last suznmer following conshvction of unprovemeuts to the Mapl�Heights ''�
Corrununity entrance �ign area.
This area relies on.infiltration into the local Everett ga�velly sandy loam soils to deal cvith
storm�vater. During long heavy stor�ns son�.e ponding occurs in yards aztd roadside ditches. Zt is
not recomznended to drain stormwater off lugh bluffs in the area due to the steep erosive slopes
below. The recent cleaning of road culverts at Site A has already improved drainage in the area. 'I
PROPOSEll SOLUTION_ I
I recommend this file be closed to a referral to Kin;County 12oads Main�tenance Div�ision 4 as I
follows: � �
Site A:
Residents complain of ponding water on the pavement surface in the interseet�on.
Site E: .
No problem identified.
Site C
This complaint has been previously re;ferred to Roads Division 4.
z
�.� _ -. . . .._.Y._.�-..���-'_---
arK. 1b. 1U�J5 3 :4;IfN� �.li�u �0. �r''.Ri .W0. 225', ;� --- —
,. _.�� _ - _. . . _ .. . - .
,.-�, �r:.��-:i�r. _ ..
From: s���gr�,, L ��;�
Tues Ju 1'1 2 1:07
Sent: da , na 002 PM
Y ,
� p I
To: ackard,Ada
Cc: - Meyers, Alah
Subject: ditch cleaning
hell.o ada, this issue has already been back and forCh between us but hopefully this is the
last time.
in november of last year, gettle referred some problems to you. Lori cronin went out and
vactored sevezal pip�s which seerne to have improved the problems but tbe president of the
hoa still has a couple .concerns: �
1) th� southwest corner af the intersection of se 141.st st and se 144th st. over ti,me,
debris has accumulated in the ditch. �he area re�ies on infiltration �o deal with gurface
runo�f. wa�er ponda i.n the ditch until it infil�rates. apparentl.y water get� up onto the
edge o£ the road because the ditch is full of debris.
2) similar �o item 1 except it is at the southeast cornez of 144th ave ee and se I41et st
and that the matexial in the ditch may have been left by pse crews aftex doing some work
and water does not get on the roadway.
neither problem appeare to be causing a health or safety concern.
;�e looked at the other iasues here aftez lori did h�r work_ a couple of drainage
easements don't hav� conveyance systems in them. sinc� inLxltratxon in the ar�a is
working and not creating a hazard, we thought it best to not pu� conveyance in these
easementa because the}� would outlet on steep, erodib�� slones and likely cause more
problems than they solve. if dot has a different opinion o� the pxoblems related to
infiltration in this area, let me lrnow.
our tile ia clo9ed.
�rian Sleight, P.E. .
BSL6
206.296.8025
1
nn N�. ��U� P. �7 �
N" . �� � . . . �r�,Lft�'
� � , "��.:�NG L�"�'�:.�: ,.n i'ER AND Y,ANll RESOURCES AIVYS1uN
� �Y2AIATA.GE�INVES GATION REPORT �'
n � INVESTiGAT[ON REQLr�ST Type ��-
PROB[.EM: V`
ZEC�IVED BY: � Date: �J OK'd b ; FTLE 1V0. 2�01 -
R�ceived from: -
(Day) � (�ve) ��
���Q PHorrE �
NntvtE: '
ADDttFSS: ���r�_O ��'� ��Cl� �� City ���� State �� Zi�
I,OCATION 0�'PROBLEM, IF DIFFET�M':��I�/,s�/�� + /`� P/
I 1(/u ! `� v
Access.F'erjnission Granied � Call�rst (Would Like To Be Present) �
�I�
n
� � .
Plat name: ��bS�� ���ti t��� �`� Lot No: Block No:
Other agencies ir�volv�d: No �eld investigation required .
.. '�w,�' ;
� K r��� . �.�f , ^��:
� ��a .� � 1�
�a S T R Parcel No. (�7 �30 U Kroll � Th.Bros: New 3
RDP B asin (��Z-- Council District� Charge No,
IlESPOI��sE: Citizen noti�ed on �2 a'� � } by: � phone letter i�,person
-� �� co�x�c-,►�t�T �+�J ��� `� 1���w �-�-,D v�►� �� �2_W��S
AISPosi�raoN: Turned to�on �/ by OR: No �urther action reco�nznend�d because:
Lead agency has bee�i notified_
Froblem has been corrected_ N'o prob{em has been identi�ed. Prior investigation addresses problem:
SEE FIX,E#
, Privat� problem -NDA�will not consider because:
VVater origin�tes onsite and/or on neighboring pareel.
Other(Specify):
DATE CLOSED_ CD/ Z2.��OZ gy. � �/�j�L�yj �p/,��GT�
, �0. L26� F. 4U
�4�''•.. L C� L�.���,i j � ;�,;�i'�Y�� k,:�r�U ���. �VV��.�
_..-�, .-.-.,._,�.
CUI1r�PLAIl�IT 2�0.2041-0805 IVe�no:Ketmeth Taylur • i
Invcstigataa sy:Virgi!�'acaa�para Dat:�: 1�./1310�1 ,
DETAII.S pF Il�N.�S�'IGATIOIV I
I responded to a 800ding during a storm evc�t on 1?J13/O1 at 4:30 pM.The intersection of 1Q9�PL.SE I�
and S� 139�PI., was flooded.The water Ievel at the f�cility D94515 �Br�iar Hills#a)w$s very high buc I
nvt uvez�awing to tho spillway. Tbe faciliip vv�s a by-pass poud.`I1�e poud c�as fwictioning weli,the
watet was flowin�t�uvugh t�o Control structur�aad unto the orifice.The t�uee cats�basiz�s at tho ��
intQrsection of the roac�were overRowlug aad surface waLer�vas flowing auto the road amd by p�ssing th� 'i
pon�.It segtps th�E eitber it is clogged ur tao much water conqing from 149�PL. S�and SE 139��I..
Th�wat�t�Ievel was�pmx. 4-6 inches.�i secros t�at there were tvo muc�waber$oing t�CB-�.I I
observe the great�mount of water commg out fram the 3 catch basu�s despxte the pand was worI�g.I
spoke with Eagr.�rian S�tes with regatYls to ti�e conctitien of tbe floading.The surface water has not
reached the houses around t&e area. It just stayed wiR�in tha edge of the]awn and�ide�vails�.I atso natic�
tb�the two catch basin�lid/co'ver was r�nmoved�'om th8 franae,
'I'he I�C Roads petsonnel a�rives aL arotu�d 7:(10 PM and insKalled t�e si$n("Water on the rc�tdway")ai t�a �
upsnr�am and dowa.4txenm of f�e �49�PL. SE.
� I tetum t�t�e site to c�aek the eundi�on nf the flooding and the water had r�ceded.I spoke w�Mr,
T�y}or with�eg�rds to the wat.er ak dicir basement.He infnrmed m�thai the water has naached their
beater.I�to the cra�vl space and uotice ttk3t tho waber was gane The heatcr was w-arkin�.It seems that
tb�e water ih�t im�actcd t�e erawlapaee and tlte heatcr did not coaze Prom#ha�ce water but from tho
�tnd w�tar�eeping unW the crawlspace.`The cleatance fmm the erewl s�u�aoe and t6e base of the
hsater was app�. 2"-4".I w�llccd and drove to the upstreatn and�onnd that there was a L3rp�drdinage
facility t�at��cas dischazging water doaz�stream.Ti�e drainage facility was part a€the uew large
ds�velaprneni that was being constn:cied at SE 128�ST.�t seems ti�at tha w�ater&nm ikis f�cz�ity was
dischar�ing mntch a2t�aunt of wad�er that m�y ha.ve coutr�lnited to risa of the watcr levet of t�e pond
(D9051 S). The amounL of water dischazge frozn the ne�ar developzneirt has ta be address in ths ftrture that
may impad the facility D905 J.S.T&e faeility is located wiihin the Ret�t,nn jurisdiction.
I t�ported the clogg�d cateh basin at the i�terseciion of 149�PL.SE an,d SE 139�PI,.KC R��ds
drainaga hoc Iin�,
SEE�ACILITY SKL��
Ar�. 1�. 1UU5 3: 4U�M �1NG C0. 'JJLRD ��. 2261 F. 41 J
.�
�,w.� - -
_ ,.,....,.........,.�.�. � ,.r�,n.�. _
�, �m: Len Juhnke
RE: Engineering Revfew for complain�t#2001-0805
Con�pla3nant: Kenneth Taylor I
14920 SE 139"'Place �;
Renton,WA 98102
Back�round I
Called compainant w�Zo said groblem had already been corrected.
Flndings
Cheeked�cvith Drainage Tnvestigator,Virgii Pacampara,�vith regazds to eomplaint. Found out the
problem was corrected on 4/29/02 by removing debris from the control strucfur'e and ren�io'ving
the trash rack at the outlet froru CB2 to the pond of faeility D90515.
NDA,Impact Score=N/A
Options and Discussion
Pronosed Soiution
Fil�should be closed as problem co�rected.
\DA Priority Score=N/�
r,��� �,�,� �-- �? '�. i
�, � _ ; :, � _ �, �,; �=r�;� C;� '�����'�� , . <<� � �
r'�-; ���� ��,,'��; �� �I
°�---�—� Y�ING COUN'�'Y�VATE�Z AND Y,AND RESOURCES AT�ISION �
;� DRAINAGE INVESTYGATION 12EPORT' � I
IT3VESTIGATION REQCJEST � � Type �_
?ROBLEM: ,Q L_
RECEIV�D BY: Date: OI�'d b : FILE NO. 2��� -
Recezved from: ��� �J��
(Day) ���or� ► �Eve) �,�
NAME: PE{ONE –��a
�.D,�RESS:� �-- 3 �S� /��O'�'' 5�1� s�e� z�p���
, LOCATION OF PROBLLI�I, IF DIFCERENT: '
Access Permission Granted ❑ Call First ('WouId Li7ce To Be�resent) m �����Oa. '�-:��
. � ' � �JP��Qit, '� ����
��;� y,l�.
� � ��� ,���
�i: �C,�
; ��� .
.,�� � -
:
. • ,
Plat name� � Lot N'o� ,Block No:
Other agencies i volved: No field investi ation re uir�d
. � - � � ��� . . ,. . .. ,(....-crm^'�.'�+-, • K���-, _ „yN�.
- ��'+ts7a�:cori��. ��:Cai�ais�n�r;�.aoc�t"�.�r s�:�i�:.�.�• ��;;� ����.
�_ ,
%a S �' R Pazq�l No.,sl�^��f� Kroll�= Th.Bros: New
RDP Basin� Council Distzict___1�__ Cliarge No.
`: 12�SPONSts: Citi2en notified on �� Ig d� by: � phone letter m person
'" ��t���iZYV��}lL�� � �'i�S� �� �`� ��� �e_.. ��� lri�&v�Z'.�tvc�
I�vn-� ��-c�� .�� ��E ,� G�o T��t�c 'p '�'� �-t-oo�c-
oN -� �����fl�� �,��.���-�.�,�.��. �-�..e ,,,���
,a�►►��-'s
DTSPOSITTON: Ttrrned to on / / by OR: No fvrt�er act�on recommez�ded because;
�.ead agency has been notitied:
�roble�n has been comrected. No proble�,has been identified. �rior iz�vest�gation addressas problem:
SEE FXI,E#
� Private probl m -NDAP will not consider because:
�VVater origxnates onsite and/or on n ighboXing parcel.
��Otk�er(Specify}:
b.A.TE C�,US"EJI�: . / � l Q� By: S � �c� � /t�c� ��vVz`�
�, f rn/Q�.'�;
�����
,
} �( ,.:.,i uI1 £7'3 t�-��'�"gy.,���1,Yi. � {- v -e .s, y«.NO. ��U I,�, P. 43.
h`` t'V"1 r N. L V� L:�l i j, � . ��:�-I�I '� �� �I\1 I �I V V ��I\V�������§;}!�G~� �r �,) .. .pFr µ �-.� rj.,a A�f. .�„ 'f��.� 4 �,r i' .:.�. • .'�jl�
.y ,p� ,• ° � �� . :
��y °� ^ L'�r, s� � � • '��' ,{�,;:���+c rir 7Xssc i'ZS�.i,K+ .t.'^•?� $a`�-2��"`�r.. +r 3r r ^ �tJ 'w�":
Il
��G.;'+ar'� �% " i.S '9 -i'T'. . . f •f v. t.- � h f_ <;V�
'�' Ki N� couHT�r N�: ��S�S�
A17DRES5: 1.a223 S� 146�ST, ,RENTO�,WA. 98059
PI�ONE: (425�226r4252
llRAIlV'�G� AVVESTYGA,TION REPORT DA,TE OF INVESTIGATION: OI�Og-2002
I �LD�1WESTYGATION ]NygSTIGATED$Y: VP
I rvent to tue residence of Iv�r.and�Vlrs.Kxc�er ou 1/OS/0�at 2�001��1 to investigate a land slidc con�plaint.Mrs.Ka�ser h9s
concern that the cli�overlooking the Cedar River bas slid 3Ecom her backyard.
The properties of Mrs.Kaeser�re lwa cotnbined lbts(I.ot-10 azid 11)bonnded by the following:to th�nozth by S�la6`h SI'.,
to the wast by Lbt-l2,to the e�st by Lot-9,artd to tlte south by a v�ty stiff z�vine over looking Cedar Rzver_
Mzs.K,�eser has in�ormed me that the landslid�e hapPez�ed last oaup�e vreeks a�o,She notice that the hedges planfed near the edge
ofthe eliff has dropped to a c�tain level.I notice that 6"perforated drainp�pe nws to t�ie spot�were the landslide occurred.The
drainpipe collects ali the raof drain of the garage and it clischarges water towards the cli�Tt saems t1�t tbere was a com�auous
la�dslide in the area.Mr�T�aeser ade�f cd sos�c of the�vegetation/trecs that Yvere use to ba a part uf their yard,I wcnt down to
the r�vine by approx.20'-30'to get a beuer view oP the c1i�I coatd not go furtbex down due m he�vy vegetatioa T at�served thnt
ihe side slope is soft,satuzated and the sliding/ctoded areas vee�bare.
I noric�d another 4"Perforated Pipe thsC co�es from Lot-9 and rans iutp the cliff I also flbse�ved a water�low marks at tbe]and
slideleroded area indicating that the�was su�'ace water flawing mto the ravine.I did not notice any main drainage pip�li�ne that
outlefs to the zavine at the spot were the continuvus smaIl lsndstide is ocauring.T4e propesty of Mrs.Kaeser is at the laztdslide
zpnc a�d east o�f the a�t was Cedar River Bh1ff tvere a big landslide opcurred dutin,g the Febmary 2001 e�thqualc�.M�.K.�eser
has informed me thai LLott-10 wag cundemned and taxpayer could not bnilt on the lot.She als4 adcled tbai�vhen they built the
garage,their soil exp�ert recammended to the King Cauaty that the outl�o;F the roo�drain wiq outlets to the ravine.
Ivit.Raeser showed to me a metal pipe 4"-6"�liametez that was buried SS-f�t dcep vertieelly and showed w me that the watcr
table is approx.30»feet.He said tllat it was installed to te�iief the pressune at the water table.Zt saems to be abandoned w�ater well.
Mr.and Mrs.Kaeser wanfs a technical assistarice to t3�,e problem.
�
CB
CB NTS
;s:,` �n �;
i SE 146�ST_ Seems Co be an
% ��. �� abandoned well
! �► t
% ' � �
. . �1
i $ouse � KAF.S�t C�iage ' `
j Lot-12 , � #I4223 �0� ' ,
! � g �� � Lot-9 11
� /• 34�- � c�,■ �1
/ / 72-feet l � `"';I '1
. j • : � ' • � '� •
• •� 1 QjIFF
� � D ��, �,".a/,'� ••�• ur�ir���.��r���.��.}��r.��r.�n
� ELEVATION-D�OP .�... �� �^"`'�� ^� --��...._.......�;-
� , . ,:'- � • - ----...____ .. .�. .
�ft����������Y\��/�►l� •���• .' ��µ� ..� . .
�•�_..--•''_;�--^��,��w...._.......-�---"-�-ff ' 1 6"snd 4"diam�te�c-
�.�.;-. J..�--�' ...�..�... _.�...._.._.._.--��— � � perforated drain pipE
-- 'r r (5eems to be all the way
�
.�-�`'...
S,�p��� down to tb.e cli�
(HEAVII,�'VECETA'TED) C0�1TINL70U'S EROSION/SLIDING '
(Some baz�aieas) �
.►
.•
.•
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. '.,�.• +•+�,.
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--••''�AR RI�
��:�:� � 4;�:r������ ���P�� CU, '�1 i.k G N0. 2 2 01--P. 44--�"
,ar�h. 10• Z� �� : - �
��' �ING COUIv'Z'Y VV.ATER AND LAND I2ESOC7RCES D�VISXON
�� f
DRA.INAGE I�TVES7`YGATION REPORT
INVBST'TCrATION REQUEST Type _�
�ROBLEM:�_�,
RECENED BY� f Date: OK'd b :`�/�`J6� Fu�E No. 2��2 _ .
_ o�
Recei�ed from:
(nay) ��'c�'J� (Eve) �-____�
�1AME: ��Vl/Y� ��Q PHONE oC.7� � �� .
�Dx�ss:_/���'S � �.5��' �(���City_����t?�-, State Zip�=-o�d
LOCATION OF PROBT.EIvi,IF DIFFEI2�NT:
Access Permrssion Granted � Call.F�rst (VJould Like To Be Present ��� '������"
s���`���. �jG � � � -
�
�+� c� �u� �s6�' � �� a�t-cc� .
���� � � � �. �� � .
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� ���, �,� . �.�c- �� c�� G..� �� �: �v o�
G.Q����a�t-��- ���- � �- � �� �- �� .
�
��.e�. �� ��.,e.- �'�� �-� �� � �'�� �
�
plat z�ame: C��� ���1�. ,���,Q'.(/�� Lot No: Block No:
Other a encies involved: No field investi ation re uired �
:��;a.'��;cb��;�r�r�;�'fr c.o�rip�l�P�cQ,�ti�r����� � -,:c:.
_�. w
� _a3 �_ .
1/4 S x R Parcel No.f ��3�C��7 Kroll�� Th.Bros: New,���_
RUP Basin� Cou�cil District_ l�. _ _ Charge No.
.RLSPONSE: Citize�noti�ed on � D by: I=��hoz�e Iettec in person
_ �' /� N1��6� dFs i43•� � hil.,�,�i9t NE. 11�1��miN� �-t�n"l ��
�l t s }� ���1�� PR��►�1. 'C�'Y�cd���'-���t w�S I��+�
�I3�7�t�J�i'�K-��`C `fi��1-�� I`���O�s�� P�,O��
Y�''�P 1���-7-. a'�D'9� �I3 ce�T n+r c x z� .
Dl[SIPOSITION: Turned to on / / by OR: N'o further action reComznended becauso:
Lead agency has been notified:
Problem has been corrected. No problem has been'iden�ified. Prior invest�gation addresses prob�em:
SE�FILE# �
� Pzivate problem-N'DA,P wi11 ztot conslder because:
`Vater origin�ates onsite and/or oz�neighboriz�g parce�.
�Other(Specify)•
i DATE CLOSEA: / O�/�� By: �� �'^— I�,
'
_ p��► �r e�,r�,,y� �"�-to'��
I
� J
r ����� �2
b�j V.tl�a ,�r r L�. L J�: �' !� �r �:.' �I�:: r�,�, i�I I �a�t.•�{y'�'�'��Z�}��,;;�o.�+la.;� r C�S 4 ' ,�.aYCS; � �y, _ -�-��.-
.t,�'?'," y�y� 1yC ^'rF�� 'Y��,�ikj t;� X�..�,a;,�:��t.+r /��F y,� �p�Y�i F��'��a`�,1}�;'iz�+�r 5.��.`�� 'R���.�} �yt �� 4, ;�, ,, .ti'�++ t y.f-�.'�? r,�s.i��:`..
'�c 4:�� �,ry.sC�.;:N;ti'.,��'L�,'i,�l`�yy's'�',;�nY- ''.';t�a��r.�'�;� � �,� '��r ; ?> �'� j. ��s�},ir��4�rt,� ta �.'+a4r�S / ��P��,� j���x �
.��� �t .tv�' '}r,�+tA+�f: ;F � . � et f Y'/ �t '7',.p �y�,� rz
� _ .�K e�:�M . 4 ha S, Yr7 �! }, / �1�l Y �T.'GY ,.J�Q
� � � "�, �.'�.i�� ` ,�,•,�. o . e�,a +.a ,��,•5 .�Y�� C �,,.
�IN �C?1,,,�N-1-Y' N�. ��vv�B,� � �� � ���r� ���J� � ,��7r��
�� �,,t' ?��,
ADDT�SS: #13615 I56�AyE. �g, ��ON, 98059
D�IINAG� IN'V�STTGAT'YON 12EPORT P�Q�' �42�z71-501G
` F�Ln nvYEs'TT�axtoN DATE OF INVESTIGA�ON� o1�2Zo2
II�NBSTIGA��X: V�g;i pacampara
I�'ent to tho�residence of Mrs,Anne yVebb on 01l22/02 at I:30 P�vI to opnduct a drdinage invcstigation.Her coznplaint was t���e
water was running down on 156t°Ave. SE_and cirts aeross her clZiveway.As a result her yaz'd was crn�ered�rith mud_That Ma�ntry from
KC Rnads referrecl her to WLRb(SWSS)•MannY had her cali Gienn Evans re:NDAp
believes that a berm zttay help her,but She d�esA`t want to dum �r � )and Glann had hm'�Il 5 WSS. That she
�e rveather�vas�ne p ���g on her neighbor.
to south SE 137� d��the xnvestigation.The praperly of Mrs.VVebb are bounded by the follo
�3' �,to tlte west by Lot�46 and to no b ��To�e�st by 156`�Ave.SE,
from north tv south d�r�ton.The driveway af Iv�rs.Webb �p��P1OP�Y of Mrs. Webb is located an a gadual slaping texraiu
flows to�vards drj��e�ay gnd��e front � �����r frOm����der of 156�`Ave.,$�.,
the flooding at their tvalkwa Yazd and peroo l a tes.I nnttce traces of weter at the drive�vay o�Mxs.Webb.Her concezt�was
Y�that it was very slipPeiY,tt�at she is conc�m of her safeLy being at the pregnan�'Stag�,ihat x�aut�to get
rid Of the deposits of mtid, �'a�'�1 and san@ at the fipnt 3�ard Swept by the water dtu�ng storm events. She wauts that soznething can be
done to eliminate We run-o�£ She said that they mov�i3a on Nov.2001 and tlie house inspection report shn��ed t&�t there was water at
tk���1ac�'2 space. I went inside the ccawi spaCe and�otice it wag damp and wet,but T did not see a standiug water or wa �
are�
P� ' g in the
S� 136Tg Sr.
Slope NTS
� House �
Lot-1
I
l�ri��eway � I
� I
_ T_.�.._.__.-•--------•----�.._ ,. _. .. _ ' lI!/ I
"j- �'— — ------_••-- ----- I
I ����;,���. . � Surf�Ce tivater
j •':,�;:r�'�.',: � entcrs on thi.y ypOt
� = .��':.: ::",�:.-� .
.'�.` t
I.ot-46 I ��� k1�� �
I �? '. � I
VJebb �
� �136I5 �'i
� �i � 3������
� et
i Mnd,gra�el, i
j and sand �
I
I
SE 137�ST. ,� �
� i
I
� I
I
I
_
�
�- �
r H'rh:. 1u. L!��'� � : ��[r'�^� Kl'��u G0, '�ILKG �dQ 2[Ei . ��
�� "— .n ,.t� KING COUNTY VVATER A.ND�AND RESOURC�S DIVZSION II
�`�r D�2AYNAGE INVESTIG YON RE R � � �r��
�!Z�� AT �• T
INVESTIGA7TON REQUEST "j'y�g �G�
T'ROgLEM: �G �O�+b O I-� S �"i�_
?1 �p . D�
�CEIVED BY: �^lv�N� �-�' Date; ��5 d 3 OI�'d bv: F`��.�No. z�03 - �`�
heceived from: f�G��`�'
�" // (Da�) �� (Eve) ��
NAME: __ '��G v i�- j !\.�� PHONE 7i j ��-�� l
ADDRESS: ��'�Z� � � / v� �� Sl� CitY state Z�
F
�,OCATION 0�'PROBLEM,T�'DIFEERENT� Ji/�('-�� /���� �j/ ��� _
��/ v j� co
Access.l'ermissior� Granted � Ca11 FlPst ('Would L�1ce To Be Preserit) ❑
1��� C�r/,-��i�-�C ��<�,�� �J .
V
1 `�, �
�� � � +
� v
C�
►
� �
. �, c; � ��,
plat naiz�,e: �(L l-4� f-�1 L�-S ��' <.�9� tj/s Lot No: Block No:
Other agenczes involved: No field in��esti ation re uired
. . _ �,:r�..:;" ""� •,• . �,�.a..�,.,�c���..���.,-...,�, - ,..�v.,y---� ��.: �. . .
=:�:.,,• - - �'�'<--- �':�:,� a,. .
�� /• l
/4 S T R Parcel�to. ����C� �KFoll l 61J �'h.Bros: New���
RDP l3asin� Council District�_ City Charge No. �
ItEs�oNs,�: Cit�zen notified on by: plaone letter in person
D1SPOSI9[']fo�Y: Turned to on / / b� OR: No fiarther action recommended because: .
�L.ead a�ency ha5 been n,otified.: I OJ1-�_�� ��(�-��/f� p�'�
Problem has been corrected, No problena has beez�ydentified. Prior investigat�on addresses problesm:
SE1�I'zLE#
Private problem-NDAP�r�ill not consider because;
Wate�or�g'�tes onsite and/or on noighboring parcel.
��/j� Other(Specify}:
. �E CLOS�b_ / �,�� By: �`
����7�s
�4.
r,�K. 1�. 1G!�� � 41�i;1 '�: .`,'� C0. '��L�;C� � -� � �
� -
King Coun�'}'j ata uni . ,�,
Stortnwtt.r�`� r � , ;� �t ;
Prioriry: 4 Rpsideh5ai R/D Wo�kAuthoriza:�� ;
Facility: Briar Hills #4 (D90515) Maintenance Divisio�iY:�-�:Y:.� .
14005 149th PI SE Thdmas Bros Map: 657A3 � <� i;;,,
, - _�:<_
Checked: 2/20/2003 Andrew McDonal prfvfng Dire�cEions: From SE. 928th st,tak� 144th Ave, v
SE.go South.Turn left onto SE. 142nd
St.turn IeR onto 149th pl.SE.the pond
is on the left at house#14Q05.
Speci�l Equlpment: WLRD Notes:
Date/
N�tm Task Note tJnits Amt fnitials
M22 Clean Conveyance Remnve sedment from the following catch basin(s):CB-2, ea�
C8/MH CS/CB-1
M24' Clean Conveyance f2emove Sediment from the following conveyance plpe(s)at the
SysYem(pipe) following tocation(s)and dispose of sediment in accordance with
applirable regulations: Pond to CS1C8-1
Pond to CS/CB-9-Pipe:Pipe fllled with rock and sediment at
CSJC&1 end.
M28 Remove Trash and l7ebris Pick up and remove all debr�s fi'om access road.Dispose of �
material offske. I
Access Road :Clean tree(imbs that have fallen around pond and �
any other vegetative debris_
iT05-M � Miscellaneous I Remove length of 30" Pipe left afong fence line at southem end FaCilit
� Ma:ntenanc@ �l of tract ` � �
Autharized By : , Date _
Work Completed By: Date • .
WA# 20745 (Wfi�1_5ingle CL) page 1 of 1 2l20/2003
r,- �_. c�. [��, ,� � . 4�'�;�� �,��u �U. rIL�_. N'J. 1�61 F'. 5�J � �I
.�--- , - � `�� I
•� r KING COUNTY�VVA,TER AND LAND RESOURCES bYVIS�ON ���
�r DRAXNAGE IN'VESTIGATIOIV REPOI2T
' II�rVES�IGA"I'ION REQ'UEST Type _�C
PROBLEM:
���z7
RECEIV�p BY: Date; � OK'd b : ��- ,F�LE�t0. 2��3 - Q�-
Received fxom: I
�DaY) �� (�ve) L—_� II
NAME: P�10NE � " � ���
ADUR�SS: Cxty State Zip
IACATTON OF P�OBLEM, 1T DIFFE�N-I': *
���1 5'�" l/(o �7 j''1 GK (' ��.0
�
Access Perrnissron Gracnted Ca!!First (Woul Like o�e Present) ❑ .
� ����3 - l p �.o 03 �
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y�� r^'' ��� (�, �r��� f
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Plat narne: Lot No: Block No: �
Other a�encies involved; No fie�d investi ation,re uired �
yyr..Z.� , � :.:.����� •; C,q :,,�,"i. .. H'pn' '(��� r�cr va � �:.� � w-�•
r�`-'a �+A .�` �, ����AF�Wv'1,�1����li' .T�",, a Y:!' r `
" ' ...."''7- ,,,i'ry „�.`M.,•
� �
1�4 S T R Parcel No.I���CCY��d7S� Kxoll d S Th.Bzos: New �o .
RllP Basi�a� Coun,cil Distr�ct YJ City Charge No,
� RFi.sPo�vsB: �z�o�n notifZad on by: phone letter in person
��.p-+a►.'�.��Nr-��c� � ��'�9�� t��-�.
�'I`� ��U�(�-/�t—rtwtit��`�s G,al�, �-a�fa l c.gv��.. ,
-- ���'�0 ,4t-►� .�f�vu��Ds ar-� � �r� r�oft+�.�n or= `�+4� ��-+�-L -D�'t�fr�.uy9�►�
DISPOSTT�ON: Turned to on / ,' by OR: N'o further action recommended}a�cause: _
�.oad agency has been notified: . .
Problem has been corrected. No problem has been identified. rrior inv�stigation addresses prob�em:
S��FILE#
��'ri�ate problesm-NDAP��ill not consider becausa:
Wate�originates onsite and/or on eighboring pazcel.
�Othe�(S�ecify���
_ _i E CLOSED: (� �� (J� B�: �'7c9��'I
����� ��� �
'A�-. �8. Z���G5-� ? : 4?F�".�-._�, ,KING C0. WLR)".: _, . �., , .,.:h0. 226 � . 6',,;�•�.,�,�
`i�' - — �.,-• , ' , >.�,.,';• •��
T,�,� •�r ,., ,4 „ `x }s,�Y ,:,,,
' `� .FJ,+' �";�a.�i.3'"
FILE NO.: 2,003-40702
� KII�G CQUNT NAME: 1VIaryAn�nAmu�dson ��
Y ADDRESS:KC Roads �i
PHONE: (206)296-7715 �i
D�tAINAGE INVES'TIGATION REPORT DATE OF ZNV�STIGA"frON: 10-22-03 I
�IELD A�V�STIGATTON IN'VESTTGATED BY: Virgil Paca�npara I
I went to the xesidence of Mr.Bobhi Lane to investigate a drainage problem on 10/30/03 at 3�00 PIv1.The compiaint was that during the li
sto2m eveilt on 10/20/03,Ms_Bobbi Lane reported floodiAg.,l�is.Lane lives inside the City of Renton.The City ofRenton be�ieves tl�t ��
the dzainage problaui originates from aff ROW con�yance at the ML,K Baptist Church Mary Ann Amundson of KC Roads responded �i
to the call at around 10:00 PIv�and noted that the ROW wm�eyance��as near capacity but not ovexHowiz�g. �
I m,Ct Mr.T.ane and spoke to him ab0at the d�'dinage Complaint. She shoR�ed to me the spot vvere the w-ater f�ows fiottl the stvalelpond o� I�I
ZvfI.K�aptist Cklurch an,d the location weze the�svater eatexed his property.Iie also mentioned that the�vater level at the pond is hig�i. I
Duri�ag the i�ves�h'gation,we�met Mr.�eggen of Ssnia�aa Constzuction.Mr.Keggen is the project lead of th�on-guing eonstnterion
pxoject of NE 10 St and Anacortes A�e.He mc'�►tioned tbat they took an old Gatch bas�n at the intersection nf Anacortes and IOt°street.
The water has risen xn the area dnring the storm evCztts and wate�was shooting up with no access�or the�cvater.He said that they h�ve
installed reccntly a new catch basin loeated at the NE eomer io replaee the old one.They are replaeiztg the existing eom�eyance pipes
along 10�'Stree[with from 12-inch to 1$-inch pipe and along Abacortes with uew 36-inch pipe line.�Te men�ioned th&t he spo�Ce tn the
Mr..T�personnel Wi�h regards to their(MI�K)drainage problem_He told them to�vait until the project is fnished, that it may solve the
drsinage pmblem in tb�e area.
I spoke to Maty Atua Amundson aver the phone about the flooding dnring th+e stozm events. She told me t�t the po�d/svvaie is ruunutg
in full capacity at the t�me she ivas st site(appzrox 10:00 PIv�.The w�iter is not wer�lowing tk►e banks.The street(doRvstxr�m)wa5
floocled an�d City o£Rentou was pumping put the water at the conskruction site_ She believes that the constniction ut the are2t and the
steel plates has contribubed to the problem(all tvith in Citp of Renton).
It seems that the water at the pond/sv�-ale has iisen in fuil capacity dne to high intensity of the rai.nf�lUwater nuloff at the hnge as�halt
surface parl�ng lot It�as impacted the flow fxom the sw�le/pond towards the contm�sEructw�e.T'he on-going construchon along the
10�Strtet and Anacortes has impacted and restricted the water flo�vs from pond/ditch o�MIx Church W�vards downstream
(Anacortes)-
A reiated complaint was recorded(1995-2033 Dotson),�vater flo'�vs from p�ed parking�ot aEthe chnmh onto roadway tlten dnto several �
IT'1PY�lPT.
Q
L+
� ew pond �� ML�CHURCH PROPERTX � .
(On going cons�uction) � ��} �
/�, P nd/swale �
NTS --- �---.-----.--_. �.__..___.�_
KING COLTNT'Y JURiSDICTtON � " _ , _,.. . .
- - - - - - - - �-- - — - -_ _. . - - - - -- �_�
CTTY OF REN'TON � � i Surface water
� �idential Houses � #�R � ; entered here
; p�r Mr.Lane
I'ipC to be replaced�rom � � � �1 j information_
12-inch to 18-is�.ch per � ...............................�................:.�. ..... ..
Mr.Ke�s1 Infomiation � � Bzemerton Court(ciirt road) � • . ..�.:..� �
I � .............................r....... .........---............0 .
1
Fipe to be replaced Newl�ins�illed � ��dential�iouses Roadway'was floocled
� durin,g the storm
from existing P�Pe �(�'1�-2) i Existin.g CS events per Amundson
to 36-inCh. �' ' was r�cmnved in�ormatio:a.
1
t
.� � �•�•�•^.�.�.�..�. ....... � ..,..
i
^.... r � � AN's1,CORT�s AvE.
�
7
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�Arr:. 1�. 1�.�':'� � : ��F�'rl Ki�G C0. WLRC PJ0. 2251 P. 6� .JE-
KING COUNTY WAT�R AND LAND RESOURCES DIVISION � � l�'J
D�2AYIVAGE INVESTIGATION REPORT
� INVESTIGATION REQUEST Type `"~-�`
"�tOBLEM; f�-2��d 3
.t�CENED BY: �� Date: OK'd b : FILE NO. 2��3 -
Received frorn:
(Day) ��� (Eve) �_____�
NAME: PHONE �,JJ � O�YJ3
ADDRCSS: f�����-! Clt}� Stale Zi� ��p
LOCA.TION OF PROBLEM,T.F J�IFP��NT: /I�/1� ��� /��� S�
1 (/ (�
Access Permrssiori Crranted Q Call Frrst (Wou1d Li�e To�e Pres�nt) ❑
� r�� �
��I—
S�-t��.+�c �t' t3u��A �p �,+.� /�'ua?•A Se2 c o����H . ��.�o c�✓rr5 D2rr,�:,vy�i�,�a �u,rL��
C�r�e �is A�jS, il�.cr�ct �o ��CA-�y���T �.�r� ,�/`�� y ,��;��rfrr,��r�
D� b� l
l
Plat name: Lot I�To: Block No:
Other encies involved: No field investi ation re uired �
....��..M...°:�'"'.+. „�.., k .�!'�p �y ��)��f�y� � .�;�^�,:...,:,- ,��.�:� .
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�ww�� � �� ...�._r�
w wr�. -. .�.�+�� ,
i�.1,� � . y�n.v :YYIn+.sn� � r�
.y'.��IWi�F�. .�a. .. .r w. .� .��.w... �..... �...��...., ..�..�✓arr IYn A /rn'r Y• n
.r•+w�.✓ .�_,_
` � 6 1 l d�,
�/4 S T R Parcel No.���7So`�7�7� Kroli��� Th.Bz'os: New �7
RDP Basin��- Council District�_ City Charge No. _
REspolvsE: Citizen notified on ?1�/8"03 b�: phono letter _�in person
��rl'ir��t� ,�wow r�r-�� r��s :z/� ��o�,k,��- �,�.� f�w ��uT,eoc, .�����Ty,
5���n,,�r �� .a�r��� ��k�ava., ��m s�-,� r�� wl,��Z� � 7 5 �z
DLSPOSIT][ON: Turned to on / / by OR: No fiirtlaex action.�ecom�tuended because:
,� TJead age�,cy hns been notified: �d � S �f�-r�j'1'. S��C f�L C1�S .
Pxoblem has been corrected. No p�c�oblem has been identified. �.�iox investig�tion oddresses problem:
S1�E k'XLIE#
�rivate problezz�-N7�A,�will not consider because:
'Water originates onsite and/or on ne'ghboring parcel.
� Other(Specify}:
__ATE CLOSED: �/Z��� By:
� Zaq7.�
_ - -r,� „ [C, ['. !:,�, � 4�C�:Vi,: �'�lI'J'� �U �ti'Lh; ' F :�:; ., � �r'�. LL5 F�. 6�- � ,.��.�..� ��
^ ' ' . . '�� . Y _�t,`.,..fh . ^-cl
,� '.r, ,
-•., r5�r ,
� xu,E No. 03-0821 FCR
KING COUNT'Y NA�� ��NSAMSON
Bepartrnent ofNatural Resources �DDRLSS 13812 - SE 121ST S7
Water and Land Resource Division p�o� 425-235-8363 T�pAGE 626-H7
805W 71-21-p3
DRAINAGE FNVESTIGATION REPOI?T Y��L��`�'GE 2 DA,TE
F1�Lb 1NV�STIGATION ���T.AIVLSIO\' I1VITTAX,S-NL�,A�
DET.AiLS OF INV��TIGATXON:
COMPI..AIf�IT STATES_ FACILITY FULL OF WATER C�NCERN�,D PIPE MAY BE BLOCKED. N
Sl7E VISIT ON 19-18-03. INVEST(GATION�OUEVD FAC1LI�iY D9109't WAS FULL OF WATER_CMECKED TNE
CONTftOL STRUCTURE AND FOUND IT TO BE IN OVERFLOW.OUTLET FROM CONTROL STRUCTURE IS TO NTS
ROADSIDE DITCH AND WAS PARTIAL,I.Y BLOCKED WITH D�BRIS IN DlTCH.CLEAN�D OUT PIPE END IN DITCH
TO AL�OW FACILITY TO DRAIN.TRASH RACK IN BOTT'OM OF POND WAS NOT BLOCKED. Dip pIND THE
CLEAN-OU7 GAT�TO THE CON7ROL STRUCTURE NAD COME O��AND WAS HANGING IN T}-1E CATCH BASIN.
WfLL PR�PARE A WORK AUTHORIZATION TO HAVE THIS REPAIREb. SPOKE WITH THE COMPL�,INANT AND
LET THEM KNOW FACILITY HAD PARTIAL BI.00KAGE AT OUTLET WHICH WAS REMOVEI�AND FLOWS
SHOU�� G� DOWn1 IN THE FAciLITY. COMFt.AINT c�aSED To WA#2a976-�/2.
NO PHOTOS TAKEN
SE 718TH ST
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a POND �
6'VUOODEN FENCE
� ^ TRASH RACN X-�c -�t, ah�- -x`fC- atr-a�-x—�<_-��-�-X-�! -++- aC-�S=x-_►�c�r_
�;�..�y�,: 20'-�e'c � - -- -- SO'-f2'
„�N,, CB-z 40D'DRA�NAOE CNANNE�
195'd2'CAtP � ` — '� �
CSIC��'I 1�'-12"CMP 9!0'aUARRY ROCK R�PFiqP PAD
- -.-. ���----�'_'----------�----� ---���---��.�---^�...-
"s0'-7Y CMp ' 20'ROW AND DRAINAGE EASEPdENT
�
I � RIPRAP PAD
I, � �� � �
QI House o R
♦ 1]fl12 �
xrr�. ��. LUU7 �:4jrM Kl'�G GU. W'LkD '��. 22h' prYj� � .—.
��V �TNG COUl�,'TY�AT�R Al\'D I,��TD RESOURCES DIVZSION ��� ,
D�2AINAGE IN'V'ESTIGAT�ON REPORT
�vES'ITGATiON REQUEST �21� Type r�
'R08LENI:_ ��'t �(�rC.�S �
R'ECEIVED BY: � ��-7-;-�� Date• ��I I`�03 OK'd bv F�o[,�No. 2003 ���
Received frorn:
. (�aY) �s (Eve) L—�
N�M�: �-,v R�C_o rx.N� Z 3_ - �.3� 7
ADDRESS: � .S � %/S� �� Clty )���Jvl✓ St3t0� Zl�_�
LOCATION OF PROBL�M, IF DIFF�ItENT:
Access Permisszon Granted ❑ Carl�14`irs! ('Would Like To�e Present) �
/Y Gl(1 �C?�L�Z d�'s✓�crx�� L.eJ/T�/.✓ ��% c7/=� ���d/v . /���'"i'�'�
�2�7�!Pr�a��\..,��7.�j' ��'� /,tr,d �o.c/c��--�jP o.+ e� �� ���
�- �� ��a� , s /,�L��JQe���c c y /�i�F�, u'''¢'��� -
� I �
;�,�k ��� �ti�� ��g� , T�� � ��� L,�..-� %�%�--
��' � ��2 � �� ✓��i
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. � � ������
���c2t��a�xs�/. - - .
�
plat nauie: ��/1C f� ' �,��,�/) � Lot No: , Block N'o:
(,��t ����
Other a encies i,nVolved: No field in��esti atzon re uir�d
;.- � - 1 �a�B "_��1�;�-I�Z�n�Y���?.�i��,��c�i�r�acR.��isTa�r =� ` �. , t P f .j, µ.�
- - ��..
�—
Ill4 S T R Parcel No.���� y d Kroll�_ Th.$ros: New
�
RDP Basizx ��: Council District�_ City Charge No,
,R.E5P01�5E: Citizen nofified on 1 l l� �3 by:�� phon�e letter in person
�y�E�t�'c,ou� ���.,_� ���-'t- ����-vt-.� '�. Pox� c� " �-5 s h�,�
�i'tt�vl/ ,Src�,.L r' ��f�(/ . �c.1�v� F �pllQ�-�,%��p �ce., l�
�FFC� F�'��c V
DISPOSITXOIV: Turned to on / / by OR: No furthex action recommended bacause:
Lead agency k�as been noti�ied; � -�, � •
Problem has been corrected. No problem has been identified, Prior investigation addresses�rablem:
SEE Fix�#
Private problem-ND.AP will not considex because:
Water originates onsite and/o on eighboring parcal.
Other(Specify •
LtiT� ��,os�n: /� �l ,�3 By: o�a8R�3"l� ��g��►.'��^'�l2sv�
� �,� P�,�t��,
� Sn�=�Al'� 1�, ��,� � ` j:43FN� � K ^ n �,t
�� I'�n CL'. 11' �
`��� �.. ,,, � .,} �; '.G'�' t4�'f�~ta"vt3FC:� ,i.'�• ��R�fi�'�?$?a; �yS.z'�g<i"��;c�•.,.....„., _. �.y ���iJ ' s - ` -
,''r r ±� ,.' t�r.N n'+� y �1 �' � 3 i'y ' I � � � �i
',},� ��i• '.�+��,�...x, �,�+t .!Y ,��.�nv , r i�° �U � .!���/��Y�YY .`S:� � ' �- � J l' ,}'r..*,��;:,
��_ :f� y�k-,°.", h s ^,.a:� t � � Y s �' t: a -��� �l�`,'�;%�y ^;..
��E ,��,, ✓� :i'�f�t���P:.��t,< ,��•'" 3�,�a. ^,r � •-}�i�c�,•`•��!,>,�r%�TY�ti��, �hA��r,.r✓'�'-,SY��,i h��I�YI� f.'. �G��� rnM;��e����l.� 4`�+.y,,
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'�cr
It1 NG C�UiVTY ADbRESSe� 4a��lor
� 920 S� ].39`h Pl, Rez�ton, 9$p59
PI�ONE: a25-235-4367
DRAZNAGE ZNyESTXGATIOI��pp�� T�� ��OS PG: 656J3
F'IEX-.A Ii�IVES�TGATIO,N Z�ROLL PAC�E: 811
MAYIVT.DI�': 4
T�IITIALS:I�LAG
On site Deeer�rber 5,2003.�i.t fhe time of my visit it was prec�pitr�tiag heav�i(�and tb�e pond and Control structure
were wor�ng at well. The i�tilet to the control etructare had some moderate debris on the trasl�rack This debris did
nbr�is�rupt flow tv the control structuxe.The ir�tet to the pond rw as running at normstl CapaCity for the condltioYts $t
the Yime of inspection. Tbe Emerge�ncy spillway for this pond spiils over the control structure onto 149`�PL SE. pm
November�9,2003 t�e ares experiene�d significant�recipitation.I cou�d�nd no defec�s at the fime o�'my iaspection
#o indieate a bIoekage an the control structur.e or catch basins down stream firom tl�is fsci�iry,
� E�
rrrs S� 139th PI-
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Projection is UTM Zone 10 NAD83 Datum i;=,; r,-�
Shy Creek - Level 1 Downstream Analysis
4 Task 5: Mitigation of Existing or Potential Problems
4.1 Drainage Concept
The proposed drainage system will consist of a standard curb, gutter and sidewalk roadway
section with catch basins for the interception of runoff associated with onsite areas. The �
runoff is tied into a proposed conveyance system which in turn �vill discharge into the water
quality/detention facility located near the southwestern boundary of the site. All
conveyance, flow control, and water quality systems will be sized per the 1998 King County '
Surface Water Drainage Manual requirements. Drainage will be released from the detention �
pond by means of the Level 2 Flow Control and treated under the Basic Water Quality Menu.
4.2 Specific Problem Mitigation
4.2.1 Floodplain Analysis
A "Shy Creek De�elopment Floodplain Analysis" (January 11, 2006) «-as completed by
'� Montgomery Water Group, Inc. for this site. HEC-RAS Modeling ���as used for
I floodplain analysis and is included at the end of this section.
�
December 15, 2005 Page 4-1
Job No. 03-185 /TRI�
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surtace Water Design Manual, Core Requirement #2
Basin: Cedar River Subbasin Name: Lower Cedar River Subbasin Number:
Symbol Drainage Drainage Component Slope Distance Existing Potential Observations of field inspector
Component Type Description from site Problems Problems resource reviewer, or resident
Name, Size discharge
Type:sheet,swale, constrictions,under capacity,ponding
see map stream,channel,pipe, dreinage basin,vegetation, % 1/4 mi= 1320 overtopping,flooding,habitat or organism tributary area,likelihood of problem,
pond; Size:diameter, cover,depth,rype of sensitive destruction,scouring,bank sloughing, overflow pathways,potential impacts.
surface area area,volume sedimentation, incision,other erosion
Analysed by Montgomery Water Analysed by Montgomery Water Group.
ditch flow Group. See Section 4 See Section 4
n/a 2.0% 0'-400' None None
n/a culvert 48"CMP Pipe 2.0% 400'-450' None None Trash Rack was damaged on south end
outletting to Maplewood Creek
n/a channel flow wide,vegetated ravine called varies 450'-2000'or None None None
Maplewood Creek more
Triad Associates
Shy Creek—Technical Information Report
4 FLOW CONTROL AND WATER QUALITY DESIGN
4.1 Performance Standards and Drainage Concepf
The detention volume in the wetpond was sized with King County's computer program
KCRTS. Using sizing criteria set forth in the 2005 King County Surface Water Design
Manual, the site will release water at the Level 2 Flow Control standard. The KCRTS Level 2
flow control standard requires maintaining the durations of high flows at their pre-
development levels for all flows greater than one-half of the 2-year flow up to the 50-year
flow. The pre-development peak flow rates for the 2-year and 10-year runoff events are also
required to be maintained. Dead storage in the wetpond will be used for water quality
treatment.
The drainage concept includes some areas that must bypass the proposed facility. Runoff
from the bypass areas will be modeled and compensated for within the new facility. Refer to
the Existing Conditions Exhibit and the Developed Conditions at the end of this section for
the delineation of these areas.
4.2 KCRTS Methodology I�',
The King County Runoff Time Series (KCRTS) program was developed as a hydrologic
modeling tool for western King County. The runoff files have been pre-simulated for a range I
of land cover conditions and soil types for different regions of King County using the U.S.
Environmental Protection Agency's HSPF10 model. The HSPF10 model was calibrated with
regional parameters developed by the U.S. Geologic Survey and King County Basin
Planning. The KCRTS program simulates the project hydrology through the scaling,
summing, lagging, and level-pool routing of runoff files. The KCRTS program includes a
group of analytical tools to provide statistical data on the generated time series files.
The KCRTS Level 2 standard requires the project to maintain the flow durations at their
predevelopment levels for flows greater than one-half of the 2-year flow up to the 50-year
flow (predeveloped). A target duration curve (generated from the existing conditions time
series), and the detention facility outflow duration curve are generated using KCRTS. The
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Shy Creek—Technical Information Report
duration curve graph plots flow rates verses probability of exceedence (on a logarithmic
scale). The detention facility characteristics (facility dimensions, discharge structure
configuration, etc.) are manipulated to adjust the facility outflow duration curve until it
approximately matches the target duration curve over the required range. This iterative
process is repeated until the facility outflow duration curve is strictly below the lower end of
the target curve (corresponding to 50% of the existing 2-year flowrate) and does not exceed
the target curve by more than 10% at all other durations in the range. Additionally, the 2-
year and 10-year peak discharges must be below the 2-year and 10-year existing runoff rate.
A summary of the results from the detention calculations is included in the following pages.
Actual KCRTS output (i.e. basin summaries, stage/storage/discharge table, inflow and
outflow durations, etc.) is located at the end of this section.
According to Table 3.2.2.A from the 2005 KCSWDM the estimated Regional Scale Factor
for the Rainfall Region is a Sea-Tac value of 1.0. The site is underlain with Alderwood soil,
which is classified as hydrologic soils group "C" or Till soils. (Please refer to the Soil
Conservation Services (SCS)map and SCS legend located at the end of the section)
4.3 Existing Conditions
See Existing Conditions Exhibit located at the end of this section.
All area onsite will be modeled as forest (historic conditions) as defined by section 1.2.3.B �
(page 1-34) of the 2005 KCSWDM core requirements. The areas used in the modeling of the
pre-developed basin consist of the 14.73 acres of site area plus 7.28 acres of offsite tributary
area. The impervious right of way (ROW) area associated with the tributary offsite area will
not change from existing to developed conditions. However, it is important to account for
the flows as part of the analysis. Unlike the rest of the site, the offsite impervious ROW will
be counted as impervious in both the existing and developed conditions for the purpose of
this analysis. There is an existing stream flowing through and across the site to the west and
south. This area, including its associated buffer (1.41 acres), was not included in area
calculations as this is a protected area that will remain undisturbed in the developed condition
and will not be conveyed or detained in the onsite facility. Therefore, the total pre-developed
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August 29, 2006 /TR�D '
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Shy Creek-Technical information Report
onsite area is modeled as 14.73 arcres. The protected areas consist of Tracts A (12,989
sq.ft.), B (16,557 sq.ft.), E (31,922 sq.ft). The analysis will also contain frontage
improvements around the edge of the site. The total frontage area is 1.57 acres which
includes 0.70 acres that will be detained in the onsite pond, as well as 0.87 acres that will be
analyzed as bypass area. Upstream flows pass along the perimeter of the site and exit the site
at the south-west corner. These flows will be captured and routed through the detention pond
and then discharged at the south-west corner of the site to mimic the conditions as they are
today. The upstream area has been determined to be 4.20 acres for the purpose of the
calculations.
The existing onsite area is modeled as till forest: 16.14 acres- 1.41 acres = 14.73 acres
The existing offsite area is modeled as: 1.27 acres Till Forest, 0.24 Impervious
The existing frontage area is modeled as till forest: 1.57 acres
Upstream tributary flows are modeled as 3.76 acres Till Forest, 0.10 acres Till Grass, 0.34
acres Impervious
Total Existing Area: 14.73 acres Till Forest
+1.27 acres Till Forest
+0.24 acres Impervious
+1.57 acres Till Forest
+3.76 acres Till Forest
+0.10 acres Till Grass
+0.34 acres Impervious
22.01 acres
The scale factor for the site is Sea-Tac 1.0 as seen on KCSWDM Figure 3.2.2A shown at the
end of this section.
The peak analysis for the pre-developed area is shown below:
KCRTS 60-minute time step
Flow Frequency Analysis
Time Series File:exist.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
1.44 2 2/09/O1 18:00 1. 96 1 100.00 0.990
0.476 7 1/05/02 16:00 1. 44 2 25.00 0.960
1.15 3 2/28/03 3:00 1.15 3 10.00 0.900
0.146 8 8/26/04 2:00 1.14 4 5.00 0.800
0. 688 6 1/05/05 8:00 1.01 5 3.00 0.667 .
Job#03-185 � Pa e 4-3
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Shy Creek—Technical Information Report ,
1. 19 9 1/18/06 20:00 0.688 6 2.00 0.500
1.01 5 11/24/06 4:00 0. 476 7 1.30 0.231
1. 96 1 1/09/08 9:00 0. 148 8 1.10 0.091
Computed Peaks 1.79 50.00 0. 980 '
The peak downstream flows from the detention vault will not exceed 0.69 cfs and 1.15 cfs for �!
the 2 and 10-year storm events, respectively. I
4.4 Develo ed Conditions '�,
P ,
See the Developed Conditions Exhibit located at the end of this section. ,
The proposed drainage system will consist of a curb, gutter and sidewalk roadway section
with catch basins for the interception of runoff. The lot impervious area is calculated
assuming a total of 4,000 square feet for each lot. The area is broken into roof area (2,800
sq.ft.), driveways (500 sq.ft), patios (500 sq.ft.), and walkways (200 sq.ft.). The onsite area
is 14.73 acres and the offsite area 2.21 acres.
Onsite: 14.73 acres
Impervious
Roads 1.99 acres
Sidewalks 0.51 acres
Lots 5.60 acres
Detention Tract 0.68 acres
Wetland Area 0.09 acres
Pervious
Grass, Planters etc. 5.86 acres
Offsite: 2.21 acres
Impervious
Frontage 0.45 acres
Sidewalks 0.19 acres
Lots 0.34 acres
Pervious
Grass, Planter etc. 1.23 acres
UAstream: 4.20 acres
Impervious
Roads/Sidewalks/Lots 0.44 acres
Pervious
Grass/Forest. 3.76 acres
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Shy Creek-Technical Information Report
Site sub-total Pervious 10.85 acres
Site sub-total Impervious 10.29 acres
Total Detained Area 21.14 acres
Bypass 0.63 acres Imp.
0.25 acres Till Grass
Total Bypass Area 0.87 acres
Total Distur6ed Area 22.01 acres
The peak analysis for the developed tributary area is shown below:
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
3.28 S 2/09/O1 2:00 6. 63 1 100.00 0. 990
2.58 8 1/05/02 16:00 3.92 2 25.00 0.960
3. 92 2 2/27/03 7:00 3.92 3 10.00 0.900
2.70 7 B/26/04 2:00 3.99 9 5.00 0.800
3.25 6 10/28/04 16:00 3.28 5 3.00 0.667
3. 49 9 1/18/06 16:00 3.25 6 2.00 0.500
3.92 3 10/26/06 0:00 2.70 7 1.30 0.231
6. 63 1 1/09/08 6:00 2.58 8 1. 10 0.091
Computed Peaks 5.73 50.00 0. 980
Bypass Area II�
A bypass area of 0.87 acres is shown on the Developed Conditions Exhibit, all of which is
located within the pre-developed basin boundaries. The developed time series file for
KCRTS models the bypass with the following areas:
Total Tributary Area: AT=0.87 acres
Impervious Area: AI= O.b3 acres
Pervious Area: Ap = 0.25 acres
The following is the peak analysis for the developed bypass area.
Job#03-185 Page 4-5
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Shy Creek—Technical Information Report
I
Flow Frequency Analysis I
Time Series File:bypass.tsf I
Project Location:Sea-Tac '
---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period '
0.175 6 2/09/O1 2:00 0.350 1 100. 00 0. 990
0.146 8 1/05/02 16:00 0.235 2 25. 00 0. 960
0.210 3 2/27/03 7:00 0.210 3 10.00 0.900
0.162 7 8/26/04 2:00 0.194 4 5.00 0.800
0.194 4 10/28/04 16:00 0.186 5 3.00 0. 667
0.186 S 1/18/06 16:00 0.175 6 2.00 0.500
0.235 2 10/26/06 0:00 0.162 7 1.30 0.231
0.350 1 1/09/08 6:00 0.146 8 1.10 0.091 '
Computed Peaks 0.312 50.00 0. 980
The bypass area will contribute a Q2= 0.175 cfs and Q�o = 0.210 cfs according to the flow
frequency analysis shown above. These flows bypass the wetpond, but must meet
requirements at a point of compliance downstream of the pond and bypass.
4.5 Detenfion Pond Design
The wet pond has been designed per Section 5.3.1 (Detention Ponds) and 6.4.1 (Wetponds —
Basic and Large) of the 2005 KCSWDM.
The wetpond was modeled with a design depth of 7.5 feet, and the resulting theoretical pond
is summarized below:
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 3.00 H:1V
Pond Bottom Length: 198.00 ft
Pond Bottom Width: 90.00 ft
Pond Bottom Area: 17820. sq. ft
Top Area at 1 ft. FB: 35109. sq. ft
0.806 acres
Effective Storage Depth: 7.50 ft
Stage 0 Elevation: 380.00 ft
Storage Volume: 187313. cu. ft
4 .300 ac-ft
Riser Head: 7.50 ft
Riser Diameter: 24 .00 inches
Number of orifices: 3
Full Head Pipe '
Orifice # Height Diameter Discharge Diameter
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Shy Creek-Technical Information Report
(ft) iin) (CFS) (in)
1 0.00 2.25 0. 376
2 5.00 4. 18 0.749 8.0
3 6.50 2.00 0. 108 9 .0
Top Notch Weir: None
Outflow Rating Curve: None
❖ Required live storage volume= 187,313 ft3
An additional 12% factor of safety was applied to the pond design to account for construction
error and site specific field constraints.
❖ Designed live storage volume= 209,790 ft3
❖ Provided live storage volume= 211,590 ft3
The following demonstrates the combined outflow of the proposed detention facility and the
bypass area, which is the peak rate of runoff that would be discharged from the site after
development.
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
100yr 4 .42 0.35 ******** ******* 9 .55
25yr 1.28 0.18 ******** 1.44 1.33
l0yr 0.97 0.24 ******** 1.14 1.02
5yr 0. 92 0.21 ******** ******* 0. 98
3yr 0.79 0.19 ******** ******* 0.84
2yr 0.39 0.19 ******** 0.68 0.41
1 .3yr 0.24 0. 16 ******** ******* 0.38
l .lyr 0.28 0. 15 ******** ******* 0.36
Control Structure
The control structure has three orifices on a 24" riser. The first orifice is 2.25 inches in
diameter and is at the bottom of the riser. The second orifice is 5.0 feet above the live/dead
elevation and is 4.18 inches in diameter. The third orifice is 6.5 feet above the live/dead
elevation and is 2.00 inches in diameter.
Job#03-185 \ Page 4-7
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Shy Creek-Technical Information Report
Overflow Riser
The riser is designed to have enough head above it to safely pass the developed 100-year, 15-
minute peak flow. The 100-year, 15-minute peak analysis for the overflow riser is show in
the table below. The riser has been analyzed as an orifice using the equation from figure
5.3.S.H of the KCSWDM (see the KC Riser Inflow Curves sheet at the end of this section).
Flow Frequency Analysis
Time Series File:dev-15.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
4. 90 6 8/27/O1 18:00 16.02 1 100.00 0. 990
3. 61 8 1/05/02 15:00 10.98 2 25.00 0.960
10. 98 2 12/08/02 17:15 6.89 3 10.00 0.900
3. 95 7 8/23/04 14 :30 6.42 4 5.00 0.800
6. 42 4 11/17/04 5:00 5. 95 5 3. 00 0.667
5. 95 5 10/27/05 10:45 4 . 90 6 2.00 0.500
6.89 3 10/25/06 22:45 3. 95 7 1.30 0.231
16.02 1 1/09/08 6:30 3. 61 8 1.10 0.091
Computed Peaks 14 . 34 50.00 0.980
The weir equation and calculation spreadsheet are shown below.
Q = 3.782 D� H'�z
Solving for Diameter, D: j
D = Q II��
3.782H12
where: Q=flow, 16.02 cfs
H=height of water over the riser= 1.2 feet
16.02
D = = 1.97 feet or 3.64 inche
3.782 x(1.2)'�z
Job#03-185 � Page 4-8
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Shy Creek-Technical Information Report
Transition '
a.00 '
H : , I �- � '
3.50
D � i '
. _� 3.oa
�
z.so � � ,
;, -- ,
� Orifice '
_ �_ � a 2.00 'i , ' _ ,�
Input Output = 1.50
Q(cfs) 16.02 16.02 ; x Weir � !,
D(in) 0 23.60 �.00 , , !
H (ft) 1.20 1.20 0.50 � � , I
a.00 ' I
Flow: Orifice Flow a �0 2o so ao 3o so �o so so �oo i�o �20 �so I
Diameter(in)
Job: Shy Creek Description: Primary Overflow
By: KID Date: 7/14/2006
From the Overflow Riser calculations, the primary overflow must be at least 23.64" in
diameter. This results in a 24" overflow riser which can be combined with the flow control
structure designed for the pond.
Emer�ency Overflow Spillway
An emergency overflow spillway is provided in the event that the overflow structure
becomes obstructed. "The spillway is sized according to 5.3.1.2 of the 2005 KCSWDM. The
spillway is designed to pass the 100-yr, 15-minute storm under developed conditions as
shown below.
Flow Frequency Analysis
Time Series File:dev-15.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
4.90 6 8/27/O1 18:00 16.02 1 100.00 0.990
3. 61 8 1/05/02 15:00 10. 98 2 25.00 0.960
10. 98 2 12/08/02 17 :15 6.89 3 10.00 0.900
3. 95 7 8/23/04 14 :30 6.42 9 5.00 0.800
6.92 4 11/17/04 5:00 5.95 5 3. 00 0.667
5. 95 5 10/27/05 10:95 4 .90 6 2. 00 0.500
6. 89 3 10/25/06 22:95 3. 95 7 1. 30 0.231
16.02 1 1/09/08 6:30 3. 61 8 1. 10 0.091
Computed Peaks 14 .39 50. 00 0. 980
Job#03-185 Page 4-9
August 29, 2006 �
T 5 pRI,AD
�
Shy Creek—Technical Information Report
Assumptions are as follows;
-The minimum length of spillway is 6 feet.
-Water depth is a minimum of 0.2 feet.
-3H:1 V side slopes.
-A discharge coefficient of 0.60.
-The spillway is designed with a minimum 0.3ft of freeboard to top of berm.
The top of the berm is set at 389.5 feet, less the 0.3' minimum freeboard puts the emergency
overflow water surface level at 389.2 feet. The top of the primary overflow surface water
level is the top of the control structure (387.5 feet), plus the overflow head (1.20 feet), which
equals 388.7 feet. With the bottom of the spillway set to the top of overflow water surface
level of the primary overflow (388.70), the head of the water over the spillway is analyzed ,
with 389.2—388.70 = 0.50 feet. �
Equation 5-3, Section 5.3.1.2 of the 2005 KCSWDM:
L = [Q,� l(3.21H3�2)]-2.4H
where: L = length of spillway
Q,oa=developed 100-yr, 15-min storm event (16.02 cfs)
H =head, 0.5 feet
L =[16.02/(3.21*(0.5)3�z)]—2.4(0.5)
L= 12.92 feet
Emergency Overflow Spillway
L required = 12.92 feet
4.6 Water Quality
Per the 2045 KCSWDM (2005 Manual), the Basic Water Quality Menu will be used for
water quality treatment. The site will utilize dead storage in the wetpond for water quality
treatment. Section 6.4.1.1 of the KCSWDM specifies that equation 6-B be used when sizing
wetpond facilities. To be conservative, the surface area of the wetpond is included in the
calculations. A summary of the water quality facility sizing calculations is provided belo�v.
Job#03-185 � Page 4-10
August 29, 2006 /T�D
ASSOCI�TES
_
Shy Creek—Technical Information Report
Wetpond
Tributary Area= 21.14 acres
The wet-pool volume (Vb) is calculated from finding the volume of runoff (V�) from the
mean annual storm and multiplying it by a wet-pool volume factor(� of 3.0. Use equation 6-
13 from the 2005 KCSWDM.
V�_ (0.9A;+ 0.25Atg+ O.lOA�f+ O.OIAa) * R * 43560
where V� =volume of runoff from mean annual storm (c fl
A; = area of impervious surface (10.29 acres)
Atg=area of till soil covered with grass(7.09 acres)
Atf=area of till soil covered with forest (3.76 acres)
Ao = area of outwash soil covered with grass or forest(0.00 acres)
R =rainfall from mean annual storm (0.039 feet) [Figure 6.4.1.A]
V,._(09(1029)+ 0.25(7.09)+0.10(3.76) + 0.01(0)) * 0.039 * 43,560= 19,383 cf
Vb= V�f= (19,383)(3) = 58,149 cf
Required water quality volume= 58,149 cubic feet
Provided water quality volume= 63,770 cubic feet(10% egtra)
Job#03-185 Page 4-11
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'I'ABI,E 3.Z.2.B GQUtVALENCE BF:I'��'EE� SCS SOIL TYPFS AI�D KCR"TS SO[L'I'YPES
SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Alderwood (AgB, AgC, AgD) C Till
Arents, Alderwood Material (AmB, AmC) C Till
Arents, Everett Material (An) B Outwash 1
Beausite (BeC, BeD, BeF) C Till 2
Bellingham (Bh) D Till 3
Briscot(Br) D Till 3
Buckley (Bu) D Till 4
Earlmont Ea) D Till 3
Edgewick (Ed) C Till 3
Everett (Ev6, 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
Neilton (NeC) A Outwash 1
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 underlain 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 DNRP 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 Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
200� Surfacc V4'ater Design Manual I/24�200�
3-25
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Map Unit Legend
King County Area,Washington
Map Map unit name
symbol
Ag6 Alderwood gravelly sandy loam,0 to 6 percent slopes
� AgC Alderwood gravelly sandy loam,6 to 15 percent slopes
AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes
AkF Alderwood and Kitsap soils,very steep
Am6 Arents,Alderwood material,0 to 6 percent slopes
AmC Arents,Alderwood material,6 to 15 percent siopes
An Arents,Everett material
BeC Beausite graveily sandy loam,6 to 15 percent slopes
BeD Beausite graveily sandy loam, 15 to 30 percent siopes
BeF Beausite gravelly sandy loam,40 to 75 percent slopes
Bh Beilingham silt loam
Br Briscot silt loam
Bu Buckley silt loam
Cb Coastal beaches
Ea Earlmont sitt loam
EvB Everett gravelly sandy loam,0 to 5 percent slopes
EvC Everett gravelly sandy loam,5 to 15 percent slopes
EvD Everett graveliy sandy loam,15 to 30 percent slopes
EwC Everett-Alderwood gravelly sandy loams,6 to 15 percent slopes
InA Indianola loamy fine sand,0 to 4 percent slopes
InC indianola loamy fine sand,4 to 15 percent slopes
nD Indianola loamy fine sand, 15 to 30 percent siopes
<pB Kitsap silt loam,2 to 8 percent slopes
KpC Kitsap silt loam,8 to 15 percent slopes
KpD Kitsap silt loam, 1510 30 percent slopes
Ma Mixed alluvial land
NeC Neilton very gravelly loamy sand,2 to 15 percent slopes
Ng Newberg silt loam
Nk Nooksack siit loam
No Norma sandy loam
Or Orcas peat
Os Oridia silt loam
OvC Ovall gravelly loam,0 to 15 percent slopes
OvD Ovall gravelly loam, 15 to 25 percent slopes
OvF Ovall gravelty loam,40 to 75 percent slopes ,
Pc Pilchuck loamy fine sand I
PITS Pits '
Pk Pilchuck fine sandy loam
Pu Puget silty clay loam
Py Puyallup fine sandy loam
RaC Ragnar fine sandy loam,6 to 15 percent slopes
RaD Ragnar fine sandy loam, 15 to 25 percent slopes
RdC Ragnar-Indianola association,sloping
RdE Ragnar-Indianola association,moderately steep
Re Renton silt loam
Rh Riverwash
Sh Sammamish silt loam
Sk Seattle muck
Sm Shalcar muck
USDA Natural Resoarces Tabular Data Version: 1
- COI1Se1'Vaf1011 SeiV1CC Tabular Data Version Date:09/21/2004 Page 1 of 2 ',
Map Unit Legend
King County Area,Washington
Map Map unit name
symbol
Sn Si silt loam
So Snohomish silt loam
Sr Snohomish silt loam,thick surface variant
Su Sultan silt loam
Tu Tukwila muck
Ur Urban land
W Water
Wo Woodinville silt loam
�
�JS�/� Natural Resources
Tabular Data Version: 1
= Conservation Ser��ice Tabular Data Version Date:09/21/2004 Page 2 of 2
1 KCRTS Input 7I1112006
KCRTS Input for Pond Calcs.xls
KCRTS SPREADSHEET
JOB NAME: Shy Creek
JOB#: 03-185 _ _ - KID INITIALS
WORKING DIRECTORY E:IPROJECTS10318S.ENGRIKCRTSI7 6 06 KID 7/6%2006 DATE
DETENTION LEVEL:(CIRCLE ONE) 1 2 3 2
CREATE A TIMES SERIES FILE:
CiRCLE ONE:
CIRCLE ONE: SEA-TAC LANDSBURG
LAND USE AREAS(ACTUAL INPUT):
PRE DEV BYPASS
TfLL FOREST 21.34 3.76
TILL PASTURE
TILL GRASS 0.10 7.65 0.25
OUTy�lASH FOREST
OUTWASH PASTURE ���'=- ' �' �
CUTWASH GRASS �
WETLAND
IMPERVIOUS 0.58 9 73 0 63
TOTAL 22.0� 21.'14 0 87
RATIO F���R cFFECTIbE Iy1P�R�iICUS PERCE.^:THGE
ACTUAL IMPERVIOUS �
ACTUALPASTURE
CIRCLE ONE: REGIONAL SCALE FACTOR:1.00 OTHER
CIRCLE ONE. TIME STEP HOURLY 15-"�11NUTE
CIRCLECNE DATATYPE REDUCED historic
RETURN pre dev bypass
hyd PERIOD CFS CFS CFS
1 100 1.960 6.480 0.350
2 25 �.440 3.820 0.235
3 10 1.150 3.730 0.210
4 5 �.7a0 3.390 O.t94
6 3 1.010 3.190 0.186
6 2 0.688 3.110 0.175
7 1.3 0.476 2.570 0.762
8 11 1.480 2.49D 0.146
50 1.790 . 5.600 0.312
He�ght(ft) 7.5
PRE DURATION DATA AUTOMATIC SIZING
1�2 OF 2-yr(pre-developed) = 0.344�st intervai 3!4 OF HEIGHT= 5.63
INTERVAL SIZE= 36 4/3 OF PRE Q2= �.917
(50-vr PRE- 1/2 of 2-yr PRE)1 (N .OF INTERVALS LEE 1)= 0 041
BYPASS DURATION DATA
1/20F2= 0.088
NO.OF INTERVALS 36
(SO YR-1/2 F 2 YR)!(N . F INTERVALS-1)= 0 006
(�xcel formulas in ceilsj
I
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 3.00 H:1V
Pond Bottom Length: 198. 00 ft
Pond Bottom Width: 90.00 ft
Pond Bottom Area: 17820. sq. ft
Top Area at 1 ft. FB: 35109. sq. ft
0.806 acres
Effective Storage Depth: 7.50 ft
Stage 0 Elevation: 380.00 ft
Storage Volume: 187313. cu. ft
4 .300 ac-ft
Riser Head: 7 .50 ft
Riser Diameter: 24 .00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in} (CFS) (in)
1 0.00 2.25 0. 376
2 5.00 4 . 18 0.749 8.0
3 6.50 2.00 0.108 4.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft}
0.00 380.00 0. 0.000 0.000 0.00 17820.
0.02 380.02 357. 0.008 0.021 0.00 17855.
0.05 380.05 893. 0.021 0.030 0.00 17906.
0.07 380.07 1252. 0.029 0.036 0.00 17941.
0.09 380.09 1611. 0.037 0.042 0.00 17976.
0.12 380.12 2151. 0.049 0.047 0.00 18028.
0.14 380. 14 2512. 0.058 0.051 0.00 18063.
III
0.16 380.16 2873. 0.066 0.056 0.00 18097.
0.19 360.19 3417. 0.078 0.059 0.00 18150.
0.33 380.33 5975. 0.137 0.079 0.00 18394 .
0.48 380.48 8754 . 0.201 0.095 0.00 18658.
0. 63 380.63 11573. 0.266 0.109 0.00 18923.
0.78 380.78 19431. 0.331 0.121 0.00 19190.
0.92 38a.92 17135. 0.393 0.132 0.00 19440.
1.07 381.07 20071. 0.461 0.192 0.00 19710.
1.22 381.22 23048. 0.529 0.151 0.00 19982.
1.36 381.36 25863. 0.594 0.160 0.00 20237.
1.51 381.51 28920. 0. 664 0.169 0.00 20511.
1. 66 381. 66 32017. 0.735 0.177 0.00 20788 .
1.81 381.81 35156. 0.807 0.184 0.00 21066.
1.95 381. 95 38123. 0.875 0.192 0.00 21326.
2.10 382. 10 41343. 0.949 0. 199 0.00 21608.
2.25 382.25 44606. 1.024 0.206 0.00 21890.
2 .39 382.39 47689. 1.095 0.212 0.00 22156.
2.54 382.54 51034 . 1. 172 0.219 0.00 22441.
2. 69 382.69 59421. 1.249 0.225 0.00 22729.
2. 83 382 . 83 5?622. 1.323 0.231 0.00 22999.
2. 98 382.98 61094 . 1. 403 0.237 C.00 23289.
3.13 383. 13 64609. 1.983 0.243 0.00 23581.
3.28 383.28 68168. 1.565 0.249 0.00 23875.
3.42 383.42 71530. 1. 642 0.254 0.00 24151.
3.57 383.57 75175. 1.726 0.259 0.00 24498.
3.72 383.72 78865. 1.810 0.265 0.00 24746.
3.86 383.86 82349. 1.890 0.270 0.00 25026.
4 .01 389 .01 86125. 1.977 0.275 0.00 25328.
4 .16 389 . 16 89947. 2.065 0.280 0.00 25631.
4 .31 389 .31 93815. 2.154 0.285 0.00 25936.
4 .45 384 .45 97466. 2.238 0.290 0.00 26222.
4 .60 384 .60 101422. 2.328 0.294 0.00 26531.
4 .75 384 .75 105425. 2.420 0.299 0.00 26840.
4 .89 384 .89 109203. 2.507 0.304 0.00 27131.
5.00 385.00 112200. 2.576 0.307 0.00 27360.
5.04 385.04 113296. 2.601 0.313 0.00 27944 .
5.09 385.09 114671. 2.632 0.330 0.00 27548.
5.13 385. 13 115774. 2.658 0.358 0.00 27632.
5.17 385. 17 116881. 2.663 0.392 0.00 27716.
5.22 385.22 118270. 2.715 0.438 0.00 27821.
5.26 385.26 119389 . 2.741 0.991 0.00 27905.
5.30 385.30 120502. 2.766 0.551 0.00 27990.
5.35 385.35 121904. 2.799 0.597 0.00 28095.
5.39 385.39 123030. 2.824 0. 616 0.00 28180.
5.54 385.54 127281. 2.922 0.671 0.00 28998.
5.69 385.69 131579. 3.021 0.720 0.00 28818.
5.83 385.83 135635. 3.114 0.764 0.00 29118.
5.98 385.98 190027. 3.215 0.805 0.00 29941.
6.13 386.13 144467. 3.317 0.843 0.00 29765.
6.27 386.27 198656. 3.913 0.879 0.00 30070.
6.42 386.42 153191. 3.517 0. 913 0.00 30398 .
6.50 386.50 155630. 3.573 0.931 0.00 30573.
6.52 386.52 156291. 3.587 0.936 0.00 30617 .
6.54 386.59 156859. 3. 601 0. 943 0.00 30661 .
6.56 386.56 157468. 3. 615 0. 951 0.00 30705.
6.58 386.58 158082. 3.629 0. 962 0.00 30799.
6.60 386.60 158698. 3.643 0. 973 0.00 30793.
6.63 386.63 159623. 3.664 0. 987 0.00 30859.
6.65 386.65 160240. 3. 679 1.000 0.00 30903.
6.67 386.67 160859. 3. 693 1.010 0.00 30947 .
6.81 386.81 165213. 3.793 1.060 0.00 31257 .
6.96 386.96 169927. 3. 901 1. 100 0.00 31591 .
7 .11 387 .11 174690. 4.010 1. 140 0.00 31926.
7 .25 387 .25 179182. 4 .113 1. 180 0.00 32290.
7.90 387 .40 184093. 4 .225 1.210 0. 00 32579.
7.50 387.50 187313. 4 .300 1.230 0.00 32805 .
7 .60 387.60 190604. 9 .376 1.870 0.00 33032 .
7 .70 387 .70 193919. 4.452 3.020 0.00 33260.
7.80 387 .80 197256. 4.528 4 .500 0.00 33489.
7.90 387 . 90 200617. 4 .606 6.250 0.00 33718 .
8.00 388.00 204000. 4 .683 8.230 0.00 33948.
8 .10 368.10 207406. 4 .761 10. 420 0.00 34179.
8.20 388.20 210836. 9 .840 12.790 0.00 34410.
8.30 388 .30 214288. 4. 919 14 .930 0.00 34642.
8.40 388 .90 217764. 4.999 15.770 0.00 39875.
8.50 388 .50 221264 . 5.080 16.570 0.00 35109.
8 . 60 388 . 60 224786. 5. 160 17 .330 O. GO 35343.
8 .70 388.70 228332. 5.292 18.050 0.00 35578.
8 .80 386.80 231902. 5.329 18.740 0.00 35819 .
8.90 388.90 235995. 5.406 19.410 0.00 36051.
9.00 389.00 239112. 5.489 20.060 0.00 36288.
9.10 389.10 242753. 5.573 20. 680 0.00 36526.
9.20 389.20 246417. 5. 657 21.290 0.00 36765.
9.30 389.30 250106. 5.742 21.880 0.00 37009 .
9. 40 389.40 253818. 5.827 22.450 0.00 37249 .
� Hyd Inflow Outflow Peak Storage
Stage Elev (Cu-Ft) (Ac-Ft)
1 6. 63 4 . 42 7.79 387.79 197069. 9 .529
2 3.28 1.28 7.51 387.51 187578. 9 .306
3 3.92 0. 97 6. 60 386.60 158803. 3.646
4 3. 92 0.92 6. 44 386.49 153697. 3.528
5 3.99 0.79 5.92 385. 92 138365. 3. 176
6 3.25 0.39 5.17 385. 17 116838. 2. 682
7 2.70 0.24 3.10 383. 10 63985. 1.969
8 2.58 0.28 4.29 384 .29 93321. 2. 192
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 4.42 0.35 ******** ******* 4.55
2 1.28 0.18 ******** 1.44 1.33
3 0. 97 0.24 ******** 1.19 1.02
9 0.92 0.21 ******** ******* 0. 98
5 0.79 0.19 ******** ******* 0. 64
6 0.39 0.19 ******** 0.68 0.41
7 0.29 0.16 ******** ******* 0.38
8 0.28 0. 15 ******** ******* 0. 36
----------------------------------
Route Time Series through Eacility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
POC Time Series File:POC
Inflow/Outflow Analysis
Peak Inflow Discharge: 6. 63 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 4. 42 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 7.79 Ft
Peak Reservoir Elev: 387.79 Ft
Peak Reservoir Storage: 197069. Cu-Ft
. 4.524 Ac-Ft
Add Time Series:bypass.tsf
Peak Summed Discharge: 4.55 CFS at 10:00 on Jan 9 in Year 8
Point of Compliance File:POC.tsf
Flow Frequency Analysis
Time Series File:rdout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
1.28 2 2/09/O1 20:00 4 .42 7.79 1 100.00 0. 990
0 .284 , 12/29/O1 1G:00 1. 28 7 .51 2 25. 00 0. 960
0.917 4 3/06/03 22:00 0. 974 6. 60 3 10.00 0. 900
0.242 8 8/26/04 7:00 0. 917 6.44 4 5.00 0.800
0.391 6 1/08/05 1:00 0.789 5.92 5 3.00 0. 667
0.789 5 1/19/06 0:00 0.391 5.17 6 2.00 0.500
0. 979 3 11/24/06 8:00 0.284 4.29 7 1.30 0.231
4 .42 1 1/09/08 10:00 0.242 3.10 8 1. 10 0.091
Computed Peaks 3. 37 7.72 50.00 0. 980
Flow Frequency Analysis
Time Series File:poc.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
1.32 2 2/09/O1 20:00 4 .54 1 100.00 0. 990
0.360 8 1/05/02 16:00 1.32 2 25.00 0.960
0. 978 9 3/06/03 19:00 1.02 3 10.00 0.900
0.377 7 8/26/09 2:00 0.978 4 5.00 0.800
0.908 6 1/08/05 1:00 0. 837 5 3.00 0.667
0.837 5 1/18/06 21:00 0.408 6 2.00 0.500
1.02 3 11/24/06 6:00 0.377 7 1.30 0.231
9 .54 1 1/09/08 10:00 0.360 8 1. 10 0.091
Computed Peaks 3.47 50.00 0.980
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS � $ $
0.018 35578 58.020 58.020 91.980 0.420E+00
0.054 5458 8.901 66.921 33.079 0.331E+00
0.090 5318 8.673 75.594 24 .406 0.244E+00
0.125 9460 7.273 82.867 17. 133 0.171E+00
0.161 3654 5. 959 88.826 11. 179 0.112E+00
0. 197 2598 4 . 155 92.981 7.019 0.702E-01
0.233 1751 2.856 95.837 4.163 0.416E-01
0.269 1060 1.729 97.565 2.435 0.293E-01 �'I
0.309 972 1.585 99. 150 0.850 0.850E-02
0.340 195 0.318 99.968 0.532 0.532E-02
0.376 40 0.065 99.534 0. 466 0.466E-02
0.412 27 0.044 99.578 0.422 0.422E-02
0.497 15 0.024 99.602 0.398 0.398E-02
0.483 7 0.011 99. 614 0.386 0.386E-02
0.519 10 0.016 99. 630 0.370 0.370E-02
0.555 9 0.015 99. 644 0.356 0.356E-02
0.590 14 0.023 99. 667 0.333 0.333E-02 '
0.626 14 0.023 99.690 0.310 0.310E-02
0.662 21 0.034 99.729 0.276 0.276E-02
0.698 15 0.024 99.799 0.251 0.251E-02 '
0.733 18 0.029 99.778 0.222 0.222E-02
0.769 21 0.034 99.812 0.188 0.188E-02
0.805 29 0.047 99.860 0. 140 0.190E-02
0.841 14 0.023 99.883 0. 117 0.117E-02
0.877 11 0.018 99.901 0.099 0. 995E-03 'i
0. 912 13 0.021 99. 922 0.078 0.783E-03
0. 948 11 0.018 99. 990 0.060 0. 603E-03
0. 984 8 0.013 99. 953 0.097 0. 473E-03
1 .02 5 0.008 99. 961 0.039 0.391E-03
1.06 5 0.008 99. 969 0.031 0.310E-03
1.09 2 0.003 99. 972 0.028 0.277E-03
1. 13 3 0.005 99. 977 0.023 0.228E-03
1. 16 3 0.005 99. 982 0.018 0.179E-03
1.20 5 0.008 99. 990 0.010 0. 978E-04
1 .23 5 0.008 99. 998 0.002 0.163E-04
1 .27 0 0.000 99. 996 0.002 0.163E-04
Flow Duration from Time Series File:poc.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ °s $
0.019 35501 57.895 57.895 42. 105 0.421E+00
0.056 5439 8.870 66.765 33.235 0.332E+00
0.093 5288 8.624 75.368 29 . 612 0.246E+00
0.130 9394 7.166 82.554 17.446 0.174E+00
0.167 3740 6.099 88. 653 11.347 0.113E+00
0.209 2497 4.072 92.725 7.275 0.727E-01
0.241 1764 2.877 95. 602 9 .398 0.940E-01
0.278 1125 1.835 97.436 2.564 0.256E-01
0.315 937 1.528 98.964 1.036 0.104E-01
0.352 237 0.386 99.351 0.649 0. 649E-02
0.389 86 0.140 99.491 0.509 0.509E-02
0.426 45 0.073 99.565 0.435 0.935E-02
0.463 19 0.031 99.596 0.404 0.904E-02
0.500 12 0.020 99.615 0.385 0.385E-02
0.537 5 0.008 99.623 0.377 0.377E-02
0.574 11 0.018 99.641 0.359 0.359E-02
0. 611 12 0.020 99.661 0.339 0.339E-02
0.648 20 0.033 99.693 0.307 0.307E-02
0. 685 18 0.029 99.723 0.277 0.277E-02
0.722 15 0.024 99.747 0.253 0.253E-02
0.759 15 0.024 99.772 0.228 0.228E-02
0.796 29 0.039 99.811 0.189 0. 189E-02
0.833 28 0.046 99.856 0.194 0. 144E-02
0.870 16 0.026 99.883 0.117 0. 117E-02
0. 907 10 0.016 99.899 0.101 O. 101E-02
0. 995 12 0.020 99.918 0.082 0.615E-03
0. 982 8 0.013 99.932 0.068 0. 685E-03 '
1.02 12 0.020 99.951 0.049 0. 489E-03 '
1.06 5 0.008 99.959 0.041 0. 408E-03 I
1.09 6 0.010 99.969 0.031 0. 310E-03 '
1.13 3 0.005 99.979 0.026 0.261E-03 �I
1.17 2 0.003 99.977 0.023 0.228E-03 I
1.20 3 0.005 99. 982 0.018 0. 179E-03 �
1.24 3 0.005 99. 987 0.013 0. 130E-03
1.28 5 0.008 99. 995 0.005 0.489E-04
1.31 2 0.003 99. 998 0. 002 0. 163E-04
Duration Comparison Anaylsis
Base File: exist.tsf
New File: poc.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change Probability Base New $Change
0.390 I O.B1E-02 0.72E-02 -11.8 I 0.81E-02 0.340 0.329 -3.2
0.375 I 0. 69E-02 0.54E-02 -21.3 � 0.69E-02 0.375 0.345 -8.0
0. 411 I 0. 61E-02 0. 46E-02 -24.7 I 0. 61E-02 0.411 0.358 -12.8
0. 996 � 0. 54E-02 G. 42E-02 -22. 7 i C.54E-02 G. 446 0. 3�7 -15. 5
0.481 � 0.49E-02 0.39E-02 -19.3 I 0.49E-02 0.481 0.396 -17. 7
0.517 � 0.44E-02 0.38E-02 -14.8 I 0.44E-02 0.517 0. 421 -18.6
0. 552 � 0.39E-02 0. 37E-02 -6.3 I 0.39E-02 0.552 0.495 -10.3
0.587 � 0.34E-02 0.35E-02 3.8 I 0.34E-02 0.587 0. 609 3.8
0. 623 I 0.30E-02 0.32E-02 5. 9 I 0.30E-02 0. 623 0. 649 4 .3
0. 658 � 0.27E-02 0.30E-02 9. 6 I 0.27E-02 0. 658 0. 691 5.0
0. 693 I 0.24E-02 0.27E-02 11.5 I 0.24E-02 0. 693 0.746 7 . 6
0.729 I 0.22E-02 0.25E-02 15.0 I 0.22E-02 0.729 0.768 5.5
0.764 I 0.19E-02 0.23E-02 20.0 I 0. 19E-02 0.764 0.796 4 . 1
0.799 I 0. 16E-02 0.18E-02 14. 1 I 0. 16E-02 0.799 0.822 2. 9
0.835 I 0. 13E-02 0.14E-02 8. 6 I 0. 13E-02 0.835 0.849 1.7
0.870 � 0. 12E-02 0.12E-02 -1.4 I 0. 12E-02 0.870 0.866 -0.5
0. 905 I 0.98E-03 O. 10E-02 5.0 I 0. 98E-03 0. 905 0. 912 0.7
0. 941 I 0.86E-03 0.83E-03 -3. 8 I 0.86E-03 0.941 0.935 -0. 6
0• 976 I 0.72E-03 0.70E-03 -2.3 � 0.72E-03 0.976 0. 966 -1.0
1.01 � 0.57E-03 0.52E-03 -8.6 I 0.57E-03 1.01 1.01 -0.4
1.05 � 0.97E-03 0.42E-03 -10.3 I 0.47E-03 1.05 1.02 -2.3
1 .08 � 0.38E-03 0.39E-03 -8.7 ( 0.38E-03 1.08 1.07 -0.8
1 . 12 I 0.29E-03 0.28E-03 -5. 6 � 0.29E-03 1.12 1. 11 -0.9
1 . 15 I 0.23E-03 0.29E-03 7. 1 � 0.23E-03 1. 15 1.18 2.7
1 . 19 I 0.18E-03 0.20E-03 9. 1 � 0.18E-03 1. 19 1.21 1.7
1.22 I 0. 15E-03 0.15E-03 0.0 � 0.15E-03 1.22 1.23 0. 9
1 .26 I 0. 13E-03 0.82E-04 -37.5 I 0.13E-03 1.26 1.24 -1.4
1.29 � 0. 11E-03 0.49E-04 -57.1 � 0.11E-03 1.29 1.24 -4.0
1.33 � 0.98E-04 O.00E+00 -100.0 I 0.98E-09 1.33 1.25 -6. 1
1.36 I 0.49E-04 O.00E+00 -100.0 I 0. 49E-04 1.36 1.30 -4 .9
1 .90 I 0.33E-04 O.00E+00 -100.0 I 0.33E-04 1.40 1.31 -6.3
1.94 I 0.16E-04 O.00E+00 -100.0 I 0.16E-04 1.49 1.32 -7.7
Maximum positive excursion = 0.053 cfs ( 7.6$)
occurring at 0. 693 cfs on the Base Data:exist.tsf
and at 0.746 cfs on the New Data:poc.tsf
Maximum negative excursion = 0.095 cfs (-18.9$)
occurring at 0.501 cfs on the Base Data:exist.tsf
and at 0.406 cfs on the New Data:poc.tsf
P
ond.exc I'
KCRTS Program. . .File Directory:
C:\KC_SWDM\KC_DATA\
[C] CREATE a new Time Series
ST
21.34 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
0.00 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 outwash Grass
0.00 0.00 0.000000 wetland
0.58 0.00 0.000000 Impervious
Exist.tsf
T
1.00000
T
[C] CREATE a new Time Series
ST
3.76 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
7.09 0.00 0.000000 Till Grass
0.00 0.00 0.000000 outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 wetland
10.29 0.00 0.000000 Impervious
Dev.tsf
T
1.00000
T
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
0.25 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 outwash Grass
0.00 0.00 0.000000 wetland
0.63 0.00 0.000000 Impervious
�ypass.tsf
T
1.00000
T
[C] CREATE a new Time Series
ST
3.76 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
7.09 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 wetland
10.29 0.00 0.000000 rmpervious
�evConveyance.tsf
T
1.00000
F
[C] CREATE a new Time Series
ST
3.76 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
0.10 0.00 0.000000 Till Grass
Page 1
pond.exc
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 wetland
0.34 0.00 0.000000 Impervious
upstreamFlow.tsf
T
1.00000
T
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest
0.00 0.00 0.000000 Till Pasture
6.99 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 outwash Pasture
0.00 0.00 0.000000 outwash Grass
0.00 0.00 0.000000 wetland
9.95 0.00 0.000000 Impervious
�evwithoutupstream.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
devwithoutupstream.tsf
�evwithoutupstream.pks
[P] Compute PEAKS and Flow Frequencies
upstreamflow.tsf
upstreamflow.pks
[P] Compute PEAKS and Flow Frequencies
devconveyance.tsf
devconveyance.pks
[P] Compute PEAKS and Flow Frequencies
exist.tsf
exist.pks
[P] �ompute PEAKS and Flow Frequencies
dev.tsf
dev.pks
[P] Compute PEAKS and Flow Frequencies
bypass.tsf
by ass.pks
[D� Compute Flow DURATION and Exceedence
bypass.tsf
bypass.dur
F
F
36
0.600000E-02
0.880000E-01
[D] Compute Flow DURATION and Exceedence
exist.tsf
exist.dur
F
F
36
0.410000E-01
0.342000
[R] RETURN to Previous Menu
[F] Size a Retention/Detention FACILITY
Manual Design
pond. rdf
5 Route Time Series
Page 2
pond.exc
0 Return to Main Menu
[F] Size a Retention/Detention FACILITY
Manual Design
pond.rdf
S Route Time Series
0 Return to Main Menu
i
Pa e 3 I
9
(i.4.I 1'I�LTPONDS— 13AS1C AND LARGE—;1fETHODS OF.9:A".-1I_FSIS
1�IGURE 6.4.1.A PRECIPITA7�ION FOR�1EAl� A\NUAL S"TOR11 IV INCH�S(FEET)
ST1.0/ � 12
ST 1.1 � - ST 1 0 :`; LA 0.8 LA. 0.9 LA 1.OYG ,UN,
e--:,
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^� � � -"_,;-- �
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( 'il
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i i � ��` � � r � t' r��-.'_ F _'1
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1 �
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�- �� '-- '���o ; SITE o
. ;_ ;�;- -t -__ �'_ �
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A1 �— ---
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a�� 1 q '� �
ti�n. t �Q.. i .�S_`��-" � ,- ���:J P
1 � .T l_:'� ` �
�� I� C `�
\�_`. � ��.ur, '_� �--� t�
/ I,�•r
0.54" �� '"p ��. �/ - ,
!J fi
(0.045') � . . .^ 6
�„�.
0.47" �
(0.039') •' �
} __
,___.� Incorporated Area F- --M1'�-', �
� River.�Lake �.47" i
— Major Road (0.039�) 0.52'�
(0.043') 0.65"
NOTE:Areas east of the eastemmost isopluvial should use 0.65 0.56'� (0.054�)
inches unless rainfall data is available for the location of interest �0.047'�
2`The mean annual storm is a conceptual slorm tound
by dividing the annual precipitation by the total number
of storm events per yeai
result, gcnerates large amounts uf�unoff. For this application, till soil types include Buckley and
hedrock soils, and alluvial and ouh��asl� soils that have a seasonally 1�igh water table or are iu�derlain at
a shallow deptt�(less than 5 fect)by glacial till. U.S. Soil Consec�-ation Scrvice (SCS)hydrologic soil
groups that are classified as till soils includc a few B, most C, and all D soils. See Chaptcr 3 for
cla�sification of specific SCS soil types.
200� Surfacc t4'ater Dcsign Manual 1/24r2005
6-71
SECl�I(�\ �.; PLTL\"TIC)\ F:�CILI1lI S
Riser Overflow
"I�h� nomc>�raph in Fi��urc �.;.-l.t I ma��be us�d tu cl�tern�inc thc heacl 1'in fcetj abo��e a riser of gi�rcn
cliam�ter anci tor a �zi�rn flo�� (usuall�•thc 1O0-r�ar�cak tl���v for d���clop�cl c��nclitions).
FIGURE �.3.-I.H RISER I\1�1:0�� CUI2� ES
i oo --- __--- _---- ___ , 72 54 48 - - ,
- - � 'r� - . _ ���- - -�!
42
-�— - - '� -------. _ i
�- , �
�
-• - - - - � �
� � 36 +-� -
i
--- _ . -— - 33 T 'I I
-- ---- � �-1- ' - �-- -
I � I ,, 30 I I � ,
I
- • ---+ - 27 - --�-
, - - - -
I ' �
' 24 I � � � , I
I
I I L , .
_-- --- � - ----- r--- -- • u �
�I— I 21 � - ,�--;
� �
w
u 18 w
N ; Q � I
a 10 - -- . � , .
d
,� - -- - - - - �5 - �� � � ---!-r-
� ----- ; • - , - - ' � � I
� i i , i
� __.- - -- -- ------ �
� - -
..- , , i � ;
C'J ---- -� . . 1 � i 12 . .
h � ; I � -
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I
�
.
4 � . �� .
� I�
! I
, � . . . 1- - �- -- --
, ' � i
I
I '
I
; i
� i
��� HEAD IN FEET (measured from crest of riser) ��
Owa�r=9.739 DH3�2
Qoriece=3.782 DZH112
Q in cfs,D and H in feet
Slope change occurs at wefr-orifice transition
U24;2005 2005 Surface Water Design Manual
5-48
-1
. - I
Shy Creek—Technical Information Report ,
5 CONVEYANCE SYSTEM ANALYSIS & DESIGN
The onsite and offsite conveyance systems will be analyzed using the KCBW program.
Refer to the Tributary Area Exhibit, Upstream Tributary Exhibit, Excel Q ratio, and KCBW
print out report located at the end of this section to aid in the following discussion.
i
The conveyance system will be designed in accordance with the 2005 King County Surface `� �I
Water Design Manual (KCSWDM) to provide sufficient capacity to convey and contain, at
minimum, the 25-year peak flow assuming developed conditions for onsite tributary areas
and existing conditions for any offsite tributary areas. The system has been analyzed during
the 100-year design storm event to show that overtopping will not create or aggravate a
"severe flooding problem" or "severe erosion problem". The King County Back Water
(KCBW) program is used to calculate the hydraulic grade line at each catch basin. The
KCBW program sums the flows tributary to each reach (pipe) and then performs a standard
step backwater analysis on the network. The steady state energy equation (Bernoulli"s
equation) is used along each reach in the netvvork. The friction slope is calculated b}-
averaging Manning's equation at the upstream and downstream ends of the pipe. The
hydraulic grade line is calculated from downstream to upstream.
5.1 Onsite Conveyance
All conveyance pipes have been designed to convey 100-}-ear peak flo��� determined using
the KCRTS 15-minute time step. A flow per acre for the site has been calculated. A
tributary area to each catch basin is then multiplied to get the additional flow to that
individual catch basin. The conveyance design uses 15-minute time step verses the 60-
minute time step flow, therefore the total conveyance flow is greater than the total flow '
calculated for the sizing the pond. Tributary flow to CB 15, 41, and EX 8664 «�as assumed
to be '/� of the developed onsite flo�v per acre.
Job#03-185 Page 5-1
February 26, 2007 T�RT1�T1j
. .i551:.1�.L{T�
�
Shy Creek-Technical Information Report
KCTRS Flows (15-minute time step)
Flow Frequency Analysis
Time Series File:dev-15.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
F:ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) {CFS) Period
4 . 90 6 8/27/O1 18:00 16.02 1 100.00 0. 990
3. 61 8 1/05/02 15:00 10.98 2 25.00 0. 960
10. 98 2 12/08/02 17 :15 6.89 3 10.00 0. 900
3. 95 7 8/23/09 14 :30 6.42 4 5.00 0.800
6.42 4 11/17/04 5:00 5. 95 5 3.00 0. 667 !
5.95 5 10/27/05 10:45 4 . 90 6 2.00 0. 500 '
6.89 3 10/25/06 22:45 3. 95 7 1.30 0.231
16.02 1 ?/09/08 6:30 3. 61 8 1. 10 0. 091 �I
Computed Peaks 14 .34 50. 00 0.980
The following is the flow per acre calculation for the 100 year storm events.
Flow per acre, Q��
16.02 = 0.90 cfs/acre
17.81
Runoff Computations Spreadsheet and Q Ratios (KCBW)
Area Flow
CB ac Sum (ac) Per Q Q Q
acre cfs Sum Ratio
46 0.16 0.16 0.90 0.14 0.14
45 0.12 0.28 0.90 0.11 0.25 0.797
44 0.12 0.40 0.90 0.11 0.36 0.445
43 0.45 0.85 0.90 0.40 0.77 1.107 I
42 0.12 0.97 0.90 0.10 0.87 0.137
29 0.97 0.87
ROW 0.22 0.22 0.45 0.10
INLET 41 0.85 0.85 0.45 0.38
� 41 0.00 1.07 0.45 0.00 0.48
40 0.10 1.17 0.90 0.09 0.57 0.181
39 0.09 1.26 0.90 0.08 0.65 0.145
38 0.00 1.26 0.90 0.00 0.65 0.000
37 0.08 0.90 0.07
36 0.56 1.90 0.90 0.51 1.23 0.891
35 0.59 2.49 0.90 0.53 1.76 0.430
34 0.24 0.90 0.22
33 0.09 2.82 0.90 0.08 2.06 0.172
32 0.58 0.90 0.52
31 0.58 3.99 0.90 0.52 3.11 0.508
30 0.21 4.2a 0.90 0.19 3.30 0.062
29A 0.55 0.90 0.50
29 0.97 0.90 0.87 '
Job#03-185 Page 5-2
February 26, 2007 /TR�D
,s,�,�A-E<
.�
Shy Creek-Technical Information Report
29 0.00 5.72 0.90 0.00 4.67 0.414
28 0.08 0.90 0.07
27 0.10 5.90 0.90 0.09 4.83 0.035
1 5.90 4.83
26 1.16 1.16 0.90 1.05 1.05
25 0.00 1.16 0.90 0.00 1.05 0.000
1 1.16 1.05
24A 0.66
24 0.37 0.37 0.90 0.34 1.00 0.511
23 0.67 1.04 0.90 0.60 1.60 0.600
22 0.88 1.92 0.90 0.79 2.39 0.497
21 0.08 2.00 0.90 0.08 2.46 0.031
20 0.27 2.27 0.90 0.24 2.71 0.099
19 0.74 3.02 0.90 0.67
18 0.14 3.16 0.90 0.13 3.50 0.227
6 0.00 3.16 0.90 0.00 3.50
17 1.22 1.22 0.90 1.10 1.10
16 0.44 1.66 0.90 0.40 1.50 0.364
9 0.00 1.66 0.90 0.00 1.50 '
I N L ET 15 0.67 0.67 0.45 0.30 0.00
15 0.00 0.67 0.45 0.00 0.30 �
14 0.04 0.71 0.90 0.04 0.34 0.129
13 0.29 1.00 0.90 0.26 0.60 0.768 �
12 0.25 1.24 0.90 0.22 0.82 0.369 ''
11 0.46 1.70 0.90 0.41
10 0.17 1.87 0.90 0.15 1.39 0.691
9 1.66 1.50
9 0.22 3.76 0.90 0.20 3.08 1.226
8 0.44 5.86 0.90 0.40
7 0.31 6.17 0.90 0.28 3.75 0.217
6 3.16 3.44
6 0.00 9.33 0.90 0.00 7.20 0.917 !
5 0.25 9.58 0.90 0.23
4 0.06 9.65 0.90 0.06 7.48 0.040
3 0.64 10.29 0.90 0.58
� 2 0.54 10.83 0.90 0.48 8.55 0.142
�
1 5.90 4.83
1 1.16 1.05
� 1 0.03 10.86 0.90 0.03 14.45 0.692
EX.8664 3.43 3.43 0.45 1.54 1.54
52 0.12 0.12 0.90 0.11 1.65 0.068
51 0.14 0.14 0.90 0.12 1.77 0.075 ;
50 0.09 0.09 0.90 0.08 1.85 0.046
49 0.00 0.00 0.90 0.00 1.85 0.000
48 0.14 0.14 0.90 4.54 6.40 2.454 '
47 0.04 0.04 0.90 0.03 6.43 0.005 ,
Job#03-185 Page 5-3
February 26, 2007 /T��
,�.���,-E;
�
Shy Creek-Technical Information Report
56 0.11 0.11 0.90 0.10 0.10
55 0.11 0.11 0.90 0.10 0.20 0.941
54 0.11 0.11 0.90 0.10 0.29 0.483
53 0.15 0.15 0.90 0.13 0.43 0.447
5.2 Freeboard Table
The onsite systems are designed ��ith tail water elevation at the maximum water surface
elevation of the detention pond (387.50). The systems downstream of the detention vaults
will use a tail water elevation at the crown of the last pipe analyzed. The tight line
conveyance systems are designed to safely convey the 100-year storm event. ,
RIM ELEVATION HGL FREEBOARD I!
CB# FT FT FT I
1 397.83 388.28 9.55 I
2 398.38 388.46 9.92
3 398.38 388.46 9.92
4 401.38 388.72 12.66
5 401.38 388.72 12.66
6 403.40 388.84 14.56
7 404.15 402.12 2.03
8 404.15 402.12 2.03
9 407.77 405.49 2.28
10 411.69 407.86 3.83
11 411.69 407.86 3.83
12 411.66 408.97 2.69
13 411.66 409.19 2.47
14 412.96 410.22 2.74
15 414.73 411.93 2.80
16 407.91 405.68 2.23
17 407.91 405.70 2.21
18 396.39 389.00 7.39
19 396.39 389.00 7.39
20 389.45 389.10 0.35
21 389.93 389.21 0.72
22 390.46 389.32 1.14
23 399.46 395.54 3.92
24 405.44 398.11 7.33
24A 407.50 398.86 8.64
25 390.20 388.45 1.75 �
26 389.91 388.47 1.44 II
27 397.52 394.53 2.99 ��
28 397.52 394.53 2.99 '�
29 400.34 395.77 4.57
29A 400.24 395.77 4.47
Job#03-185 Page 5-4
February 26, 2007 /T�D
.`.♦SSJCIATES
/
Shy Creek-Technical Information Report
30 400.49 396.27 4.22
31 401.28 397.08 4.20
32 401.28 397.08 4.20
33 403.10 397.66 5.44
34 403.10 397.66 5.44
35 407.71 398.42 9.29
36 406.71 403.86 2.85
37 406.60 403.86 2.74
38 410.00 406.95 3.05
39 410.96 408.34 2.62
40 413.63 411.12 2.51
41 416.25 413.49 2.76
42 398.70 395.96 2.74
43 398.70 396.10 2.60
44 401.36 398.23 3.13
45 402.71 399.97 2.74
46 405.15 402.26 2.89
47 383.90 380.62 3.28
48 384.13 381.61 3.51
48A 383.45 381.61 2.83
49 388.10 383.57 4.59
50 387.35 383.77 3.64
51 396.35 393.18 3.22
52 399.05 396.20 2.90
53 383.64 380.57 3.07
54 384.72 381.70 3.02
55 385.56 382.84 2.72
56 387.21 384.24 2.97
EX 8664 399.91 397.94 2.02
Job#03-185 Page 5-5
February 26, 2007 /TR�D
,..-ES
.�
'�ACKTi�ATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:l5topond.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:387. 5 feet
Discharge Range:14 . 91 to 14 . 91 Step of 1. [cfs]
Overflow Elevation:414.73 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 59 LF - 24"CP @ 8 . 98$ OUTLET: 377 .00 INLET: 382.30 INTYP: 5
JU'VC N0. 1: OVERFLOW-EL: 397.83 BEND: 70 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 69
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*���*******�*+*+*�*****�**+**�+****�***++********+***+*****�.**+�**�*****���**�
19 . 91 5. 9� 3�8 .28 * 0. 012 '_. 40 C. 62 10. 50 10 . 50 5. 42 5. 98 2. 19
?IPE N0. 2: 48 LF - 24"CP @ 0.50� OUTLET: 382.30 INLET: 382.54 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 398.38 BEND: 12 DEG DIA/WIDTH: 9 .0 Q-RATIO: 0. 19
Q(CFS) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE HWO HWI
****+***+**********�**********�******�+********�***************************�***
8.82 5. 92 388.46 * 0.012 1 .06 1.02 5. 98 5. 98 5. 81 5. 92 1. 48
PIPE N0. 3: 200 LF - 24"CP @ 0.50$ OUTLET: 382.54 INLET: 383. 59 INTYP: 5
JUNC N0. 3: OVERFLOW-EL: 401.38 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.04
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�.�k�.�++�*�*�*******�******��***��*********�*�.*****�.**�****+**�*��*�**�*********
7 .74 5. 18 388.�2 * 0.012 0. 99 0. 94 5. 92 5. 92 5. 12 5. 18 1. 35
PIPE N0. 4 : 128 LF - 24"CP @ 0.50% OUTLEi: 383.59 INLET: 384 . 18 INTYP: 5
JUNC NO. 4 : OVERFLOW-EL: 403.90 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: 0. 92
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�***�***�**+**********+******+*************+�*****�**+********+***********�****
7. 44 4 . 66 388 .89 * 0.012 0. 9? 0. 92 5. 18 5. 18 9 . 66 4 . 62 1.22
PIPE N0. 5: 56 LF - 12"C? @ 1.235 OUTLET: 400 .00 iNLET: 400. 09 INTYP: 5
JUNC N0. 5: OVERFLOW-EL: 404.15 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.22
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�*�******�*******�***********************************�*************�*********
3. 88 1 . 43 �02. 12 * 0.012 0.84 0. 75 0. 00 � .`75 0. 84 ***** 1. 43
PLPE N0. 5: 190 LF - 12"CP @ 1. 85s OUTLET: 400. 69 IN�ET: 4C4 .20 II�]�'Y?: 5
JUNC NO. 6: OVERELOW-EL: 407.77 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.23
4iCFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
****+**�***�******�******��***+**+***�********+++�+�*********�***�x***�**��*���
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:l7to9.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:405. 49 feet
Discharge Range: l.5 to 1. 5 Step of 1. [cfs]
Overflow Elevation:407. 91 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 64 LF - 12"CP @ 0. 62o OUTLET: 404 .20 INLET: 404. 60 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 407. 91 BEND: 78 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.36
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
************+*�**�****�***�**********�***********�*+**�**�********************�
1.50 1.08 905. 68 * 0.012 0.52 0.50 1.29 1.29 0. 99 1.08 0.7?
PIPE N0. 2: 31 LF - 12"CP @ 1.00� OUTLET: 409 .60 INLET: 404 . 91 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
****�*+*****+***+***********�*******�****�******�***********************�**�***
1. 10 0.79 405.70 * 0.012 0. 45 0.37 1. 08 1.08 0.�9 0.71 0.49
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:24to6.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:388.84 feet
Discharge Range:3.44 to 3. 44 Step of 1. [cfs]
Overflow Elevation:405.44 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 101 LF - 18"CP @ 0.50$ OUTLET: 389 . 68 INLET: 385.19 INTYP: 5
JUNC N0. l: OVERFLOW-EL: 396.39 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.23
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�************************************�***��**********************+*******�*+***
3.44 3.81 389.00 * 0.012 0.71 0.69 4 . 16 4 . 16 3.75 3.81 0. 98
PIPE N0. 2: 84 LF - 18"CP @ 0.50$ OUTLET: 385.19 INLET: 385.61 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 389.45 BEND: 62 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.10
Q(CFS) HW(FTj HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**+**�********+*********���*********�***�***************�**�***�***+****+�+****
2.80 3.98 389.09 * 0.012 0.64 0.62 3. 81 3.81 3.49 3.48 0.88
PIPE N0. 3: 42 LF - 15"CP @ 0.50$ OUTLET: 385.86 INLET: 386.07 INTYP: 5
JUNC N0. 3: OVERFLOW-EL: 389. 93 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.03
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�********+*********************************************************************
2.59 3.12 389. 19 * 0.012 0.64 0. 64 3.23 3.23 3.08 3.12 0.87
PIPE N0. 4 : 34 LF - 15"CP @ 0.53$ OUTLET: 386.07 INLET: 386.25 INTYP: 5
JUNC N0. 4 : OVERFLOW-EL: 390.46 BEND: 27 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.52
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
****�************�******************************+******************+�+*********
2.47 3.05 389.30 * 0.012 0.63 0. 62 3.12 3. 12 2.99 3.05 0.88
PIPE N0. 5: 296 LF - 12"CP @ 3.21� OUTLET: 366.50 INLET: 396.00 INTYP: 5
JUNC NO. 5: OVERFLOW-EL: 399.46 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 64
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I
*�***+*�************+*******************�*****************+**�*****+*+********* I
1. 62 0.77 396.77 * 0.012 0.55 0.33 2 .80 2.80 0.55 ***** 0.77 II
PIPE N0. 6: 243 LF - 12"CP @ 1 .89$ OUTLET: 396.00 INLET: 900. 60 INTYP: 5
Q(CFS� HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*********�*********�***�******�**************���*********�******�**+***********
0. 99 0.44 401.04 * 0.012 0.92 a.30 0.77 0.77 0.92 ***** 0.49
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file: 4ltol.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:388.28 feet
Discharge Range:4 .83 to 4 .83 Step of 1. [cfs]
Overflow Elevation:416.25 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. l: 63 LF - 15"CP @ 0.98$ OUTLET: 392. 67 INLET: 393.29 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 397.52 BEND: 3 DEG DIA/WIDTH: 2. 0 Q-RATIO: 0.04
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
********�+*�************��****�******�*+************+**********��***�*******+**
4 .83 1.24 394 .53 * 0.012 0.90 0.77 0.00 0.77 0.90 ***** 1.24
PIPE N0. 2: 170 LF - 15"CP @ 0.50� OUTLET: 393.29 INLET: 394 .14 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 400.34 BEND: 90 DEG DIA/WIDTH: 9 .0 Q-RATIO: 0.41
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
********�*�**�*�**********************�****+****************************�******
4 .64 1.63 395.77 * 0.012 0.88 0. 97 1.24 1.24 1.05 1. 63 1.58
PIPE N0. 3: 25 LF - 12"CP @ 3.00� OUTLET: 394 .39 INLET: 395. 14 INTYP: 5
JUNC N0. 3: OVERFLOW-EL: 400.99 BEND: 2 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.06
Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**********************************************************************.********
3.29 1. 13 396.27 * 0.012 0.76 0.50 1.38 1.38 0.78 ***** 1. 13
PIPE N0. 4 : 79 LF - 12"CP @ 0.51$ OUTLET: 395. 19 INLET: 395.54 INTYP: 5
JUNC NO. 4 : OVERFLOW-EL: 401.28 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.51
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*+*********+***********************�*�**�*****************�**��**���*****+****
3.11 1.54 397.08 * 0.012 0.76 1.00 1. 13 1. 13 1.24 1.54 1.22
PIPE N0. 5: 170 LF - 12"CP @ 0.50$ OUTLET: 395.54 INLET: 396.39 INTYP: 5
J�NC N0. 5: OVERFLOW-EL: 403.10 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.17 '
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI '
********��*�***************+*****************************�*+***********�******* '
2.06 1.27 397. 66 * 0.012 0.62 0. 65 1.54 1. 54 1. 18 1.27 0. 87
PIPE NO. 6: 185 LF - 12"CP @ 0.60� OUTLET: 396.39 INLET: 397 .50 INTYP: 5 II
JUNC NO. 6: OVERFLOW-EL: 907.71 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 43
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*�******+*�*�****��*�***�*�****�*+**�***�*****���*****�**�*x*��**��****�***<**
1.76 0. 92 398. 92 * 0.012 0.57 0. 56 1.27 1.27 0. 63 0. 92 0.86
PIPE N0. 7 : 49 LF - 12"CP @ 1.02o OUTLET: 402.70 INLET: 403.20 INTYP: 5
JUNC N0. 7: OVERFLOW-EL: 406.6Q BENp: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.89
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�**�*********+*****+��***�******************************�**+*�**�************�*
1.23 0. 66 403.86 * 0.012 0.97 0.39 0.00 0.39 0.47 ***** 0. 66
PIPE N0. 8: 99 LF - 12"CP @ 3.33$ OUTLET: 403.20 INLET: 406.50 INTYP: 5
JUNC N0. 8: OVERFLOW-EL: 410.00 BEND: 75 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
******************+*+**********************�**************�*�***�*****�******�*
0. 65 0.45 406. 95 * 0.012 0.34 0.21 0.66 0.66 0.34 ***** 0.45
PIPE N0. 9: 95 LF - 12"CP @ 3.11$ OUTLET: 406.50 INLET: 407. 90 INTYP: 5
JUNC N0. 9: OVERFLOW-EL: 410.96 BEND: 15 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 14
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***+*******�**+*��*�**��**********�***�**�****�*****�+***��********++*******+**
0. 65 0.44 408.34 * 0.012 0.34 0.21 0.45 0.45 0.34 ***** 0.44
PIPE N0.10: 134 LF - 12"CP @ 2.09� OUTLET: 407. 90 INLET: 410.70 INTYP: 5
JUNC NO.10: OVERFLOW-EL: 413. 63 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 18
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
******�**�**********��+*******************************+****�*******************
0.57 0.42 411. 12 * 0.012 0.32 0.22 0. 44 0.44 0.32 ***** 0.92
PIPE N0.11: 140 LF - 12"CP @ 1.79$ OUTLET: 410.70 INLET: 413.20 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
��***��**�*****+*******************+*******+�*+**+*****************�***********
0. 48 0.29 413. 49 * 0.012 0.29 0.21 0.92 0.92 0.29 ***** 0.25
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:26tol.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:388.28 feet
Discharge Range:1.05 to 1.05 Step of l. [cfs]
Overflow Elevation:369. 91 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 158 LF - 12"CP @ 1. 90$ OUTLET: 383.30 INLET: 386.30 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 390.20 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*+******************+*************�*�************************�************�**+*
1.05 2.15 388 .45 * 0.012 0.94 0.31 4.98 9 .98 2. 10 2. 15 0.61
PIPE N0. 2: 13 LF - 12"CP @ 1.54$ OUTLET: 386.30 INLET: 386.50 INTYP: 5
Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
****************�***+***********************+*******�****�**********�*��******* '
1.05 1. 97 388.97 * 0.012 0.49 0.32 2.15 2. 15 1.97 1.87 0.46 I
BACKWATER COMPUTER PROGRAM FOR PIPES II
Pipe data from file:96to29.bwp ,
Surcharge condition at intermediate junctions ,
Tailwater Elevation:395.77 feet
Discharge Range:0.67 to 0.87 Step of 1. [cfs]
Overflow Elevation:405.15 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 159 LF - 12"CP @ 0.58$ OUTLET: 394 .39 INLET: 395.29 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 398.70 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.14
Q(CFS) HW(ET) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*****�********+***�*�*************�*+*******+***�****�**+*+**�*********�******
0.87 0.67 395.96 * �.012 0.40 0. 38 1.38 1.38 0.59 0. 67 0.55
PIPE N0. 2: 31 LF - 12"CP @ 1.00$ OUTLET: 395.29 INLET: 395. 60 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 398.70 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.11
Q(CFS) HW{FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*****�*********�******************�*�**************************************�***
0.76 0.50 396.10 * 0.012 0.37 0.31 0. 67 0. 67 0.37 ***** 0.50
PIPE N0. 3: 134 LF - 12"CP @ 1.72$ OUTLET: 395. 60 INLET: 397.90 INTYP: 5
JUNC NO. 3: OVERFLOW-EL: 401.36 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.44
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**************�*�************�**k****************}*+f*f*+*f+ft**tf****+f*+*+**f
0. 36 0.33 398.23 * 0.012 0.25 0. 19 0.50 0. 50 0.25 ***** 0.33
PIPE N0. 4 : 180 LF - 12"CP @ 1 .00$ OUTLET: 397. 90 INLET: 399.70 INTYP: 5
JUNC NO. 4 : OVERFLOW-EL: 902.71 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.80
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�*****���*******************+*********************+**************�***�*+*+***
0.25 0.27 399. 97 * 0.012 0.21 0. 18 0.33 0.33 0.21 ***** 0.27
PIPE N0. 5: 180 LF - 12"CP @ 1.33� GUTLET: 399.70 INLET: 402.,i0 INTYP: 5
Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**��***+****+*****�********+�*****�****************�*********************�***��
0. 14 0. 16 402.26 * 0. 012 0. 16 0. 13 0.2� 0.27 0. 16 ***** 0. 13
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:56to53.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:379.99 feet
Discharge Range:0.43 to 0.43 Step of 1. [cfsJ
Overflow Elevation:387.21 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE NO. 1: 25 LF - 12"CP @ 1.00$ OUTLET: 379. 95 INLET: 380.20 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 383. 64 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.95
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**+*+**+**+*�+********�***�*****++***********+*****�***********+**�**�*********
0.43 0.37 380.57 * 0.012 0.28 0.23 0.00 0.23 0.28 ***** 0.37
PIPE N0. 2: 140 LF - 12"CP @ 0.86� OUTLET: 380.20 INLET: 381.40 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 384 .72 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.48
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*�**+*****�*******+**��***********��#******************************************
0.30 0.30 381.70 * 0.012 0.23 0.20 0.37 0.37 0.23 ***** 0.30
PIPE N0. 3: 150 LF - 12"CP @ 0.80$ OUTLET: 381.40 INLET: 382.60 INTYP: 5
JUNC N0. 3: OVERFLOW-EL: 385. 56 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 94
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�*��********�***�****�**�*�*����*��******�*******�*�*************************
0.20 0.24 382.89 * 0.012 0.19 0.17 0.30 0.30 0.19 ***** 0.24
PIPE N0. 4 : 150 LF - 12"CP @ 1.00$ OUTLET: 382.60 INLET: 389 .10 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�+**********��+****************************�*��*************+*�************�+**
0. 10 0. 19 384 .24 * 0.012 0. 14 0.12 0.29 0.24 0. 19 ***** 0. 12
I �I
I �
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:EX8664to47.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:379.49 feet
Discharge Range:7.49 to 1. Step of 1. [cfs]
Overflow Elevation:399. 91 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. l: 40 LF - 18"CP @ 1.50� OUTLET: 379.30 INLET: 379. 90 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 384 . 13 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 2. 45
Q{CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
��***********�**********************************************************�***�**
7 . 99 l .il 381. oi * 0. 012 1. 07 0.79 0. 14 0.79 1.07 **"* 1. 71
PIPE N0. 2: 208 LF - 18"CP @ 1.39% OUTLET: 379. 90 INLET: 382.80 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 388. 10 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
************+****��**��*+***************+****************��*��*�****�*****+****
2. 17 0.77 383.57 * 0.012 0.56 0.41 1.71 1.71 0.56 ***** 0.77
PIPE N0. 3: 10 LF - 18"CP @ 2.00$ OUTLET: 382.80 INLET: 383.00 INTYP: 5
JUNC NO. 3: OVERFLOW-EL: 387 .35 BEND: 90 DEG DIA/WIDTH: 2. 5 Q-RATIO: 0.05
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*�.****�,***********************�***************�*******************�**+*********
2. 17 0.77 383.77 * O.Oi2 0. 56 0.38 0.77 0.77 0. 56 ***** 0. 77
PIPE U0. 4 : 130 LF - 18"CP @ 7.310 OUTLET: 383.00 INLET: 392.50 INTYP: 5
JUNC N0. 4: OVERFLOW-EL: 396.35 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.08
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***+*�**********************+****++***�********************�***************+*�*
2.07 0. 68 393. 18 * 0.012 0.55 0.27 0.77 0.7? 0.55 ***** 0. 68
PIPE N0. 5: 200 LF - 18"CP @ 1 .5C° OUTLET: 392. 50 ICdLET: 395 .50 INTYP: 5
JUNC N0. 5: OVERFLOW-EL: 399.05 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.07
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�***�*****�*************�*****��******************�********��*��**�******��**
1. 91 0. 70 396.24 * 0.012 0. 53 0.38 0.68 0 . 68 0.53 ***** 0.70
PIFE N0. 6: B4 LF - 18"C? @ 2.26� OUmLET: 395.50 �NLET: 397 . 90 INTYP: 5
Q�CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*�*******�************�***************�*************************�***�*********
1 .�9 0 . 54 39i . 94 * 0. 012 0. 5'_ 0.33 0.70 0.?0 C. 51 ***** 0. 59
i
CREEK 03-185
Runoff Computations Spreadsheet and Q Ratios (KCBW)
Area Flow per
CB sf ac Sum ac acre Q cfs Q Sum Q Ratio
46 6,772 0.16 0.16 0.88 0.14 0.14
45 5,397 0.12 0.28 0.88 0.11 0.25 0.797
44 5,416 0.12 0.40 0.88 0.11 0.36 0.445
43 19,462 0.45 0.85 0.88 0.39 0.75 1.107
42 5,069 0.12 0.97 0.88 0.10 0.85 0.137
29 0.97 0.85
ROW 9,750 0.22 0.22 0.44 0.10
I N LET 41 36,810 0.85 0.85 0.44 0.37
41 0 0.00 1.07 0.44 0.00 0.47
40 4,211 0.10 1.17 0.88 0.09 0.56 0.181
39 3,978 0.09 1.26 0.88 0.08 0.64 0.145
38 0 0.00 1.26 0.88 0.00 0.64 0.000
37 3,591 0.08 0.88 0.07
36 24,451 0.56 1.90 0.88 0.49 1.20 0.891
35 25,601 0.59 2.49 0.88 0.52 2.19 0.411
34 10,568 0.24 0.88 0.21 j
33 4,060 0.09 2.82 0.88 0.08 2.49 0.135 ',
32 25,301 0.58 0.88 0.51 ,
31 25,368 0.58 3.99 0.88 0.51 3.51 0.412 '
30 9,324 0.21 4.20 0.88 0.19 3.70 0.054
29A 24,088 0.55 0.88 0.49 ,
29 0.97 0.88 0.85 '
29 0 0.00 5.72 0.88 0.00 5.03 0.362 '
28 3,670 0.08 0.88 0.07
27 4,277 0.10 5.90 0.88 0.09 5.20 0.032 '
1 5.90 5.20
26 50,658 1.16 1.16 0.88 1.02 1.02
25 0 0.00 1.16 0.88 0.00 1.02 0.000
1 1.16 1.02
OFFSITE 0.60
24 16,315 0.37 0.37 0.88 0.33
23 28,970 0.67 1.04 0.88 0.59 1.51 0.630
22 38,350 0.88 1.92 0.88 0.77 2.29 0.511
21 3,636 0.08 2.00 0.88 0.07 2.36 0.032
20 11,812 0.27 2.27 0.88 0.24 2.60 0.101
19 32,338 0.74 3.02 0.88 0.65
18 6,210 0.14 3.16 0.88 0.13 3.38 0.230
6 0 0.00 3.16 0.88 0.0� 3.38
17 53,162 1.22 1.22 0.88 1.07 1.07
16 19,334 0.44 1.66 0.88 0.39 1.46 0.364
9 0 0.00 1.66 0.88 0.00 1.46
INLET 15 29,034 0.67 0.67 0.44 0.29 0.00
15 0 0.00 0.67 0.44 0.00 0.29
14 1,871 0.04 0.71 0.88 0.04 0.33 0.129
13 12,579 0.29 1.00 0.88 0.25 0.88 0.768
12 10,700 0.25 1.24 0.88 0.22 1.09 0.246
11 19,983 0.46 1.70 0.88 0.40
10 7,408 0.17 1.87 0.88 0.15 1.65 0.506
9 1.66 1.46
9 9,707 0.22 3.76 0.88 0.20 3.31 1.008
8 19,141 0.44 5.86 0.88 0.39
7 13,318 0.31 6.17 0.88 0.27 3.96 0.198
6 3.16 3.38
6 0 0.00 9.33 0.88 0.00 7.34 0.853
5 11,069 0.25 9.58 0.88 0.22
4 2,799 0.06 9.65 0.88 0.06 7.62 0.038
3 28,021 0.64 10.29 0.88 0.57
2 23,311 0.54 10.83 0.88 0.47 8.66 0.136
1 5.90 5.20
1 1.16 1.02
1 1,461 0.03 10.86 0.88 0.03 14.91 0.721
EX.8664 149,215 3.43 3.43 0.44 1.51 1.51
52 5,082 0.12 0.12 0.88 0.10 1.61 0.068
51 6,002 0.14 0.14 0.88 0.12 1.73 0.075
50 3,915 0.09 0.09 0.88 0.08 1.81 0.046
49 0 0.00 0.00 0.88 0.00 1.81 0.000
48 5,988 0.14 0.14 0.88 0.12 1.93 0.067
47 1,665 0.04 0.04 0.88 0.03 1.96 0.017
56 4,955 0.11 0.11 0.88 0.10 0.10
55 4,665 0.11 0.11 0.88 0.09 0.19 0.941
54 4,648 0.11 0.11 0.88 0.09 0.29 0.483 ��,
53 6,371 0.15 0.15 0.88 0.13 0.42 0.447 �
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file: l5topond.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:387.5 feet
Discharge Range: 14 . 91 to 14 .91 Step of 1 . [cfs]
Overflow Elevation:914 .73 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE NO. 1: 59 LF - 24"CP @ 8.98o OUTLET: 377.00 INLET: 382.30 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 397.83 BEND: 70 GEG DIA/WIDTH: 9 .0 Q-RATIO: 0.72
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE H��O HWI
*���******��******�*******�**�*�x+***x**********���*.*���*��*��****x***�x���*��
14 . 9i 5. 98 388.28 * C.012 1. 9C 0. 62 1G.50 10. 5C 5. 42 5. 98 2. 19
PIPE NO. 2: 48 LF - 24"CP @ 0.50Q OUTLET: 382.30 IN"�ET: 382.�4 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 398.38 BEND: 12 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 14
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***��*************+***�*�*�*******�****x*****���***�***�*�f��*��*�*�*xx�+�*:��*
8. 66 5. 90 388. 44 * 0.012 1 .05 1.00 5 . 98 5. 98 S. B� �. 9� ' . 46
PIPE N0. 3: 200 LF - 24"CP @ 0.50� OUTLET: 382.54 INLET: 383.59 �NTYP: 5
JUNC N0. 3: OVERFLOW-EL: 901.38 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.04
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
x k A t********#****#************#*****************************�i***i i*******#***>
; . 63 5. 16 388 . �0 * 0.012 �. 99 0. 93 5. ��� �. 9C �. 10 5. 1c' l . ?=
F _E NO. `] : 1LS L� - Z'i��CY @ O.J'J ."'iUTLGl. ��3. `J4 __''.��'I : 3�- . �„ I[vI�YE': .
;Ui�C N0. 4 : OVERELOW-EL: 903.40 BEND: 0 DEG DIA/WIDTH: 5.0 Q-Rt�TIO: 0.85
,iCFS) HW(ET) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
r--4-,F##*ir,k*#**i.*�k#***�k**+,k*+�k***�k*�k*ir+*�F�F##*�k*#*-k*#++,F#1F#i#i(**�F#*�k�k,Fi.-+,t+**:F+*+#
� . 35 9 . 6'� 38� .82 * 0.012 ���i. 9� C . 91 �. l0 5 . "�6 �1 . 6� =1 . 5� � . 19
?__ � [�IO. 5c ✓b L� - 1L"C? � - .LJ: vU",JEi . �l,t,�.OU IPd�E�,. i�;� . ,� =:]rY�' �
JU�C NO. 5: OVERFLOW-EL: 909 . 15 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.20
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI '
�x�t*************�.�*******�*��***�***+�*�******�**�***+******��*�**�+***�*****� '
3. 9? 1 . 95 402. i� * O.C12 0.85 0. ?o O . 00 0.76 0. 85 '"*** _ . 95 ��
FIPE [�1�. c: 190 LF - '_2"CP '� 1 . 853 �:�TLET: 4�0. 69 =_�LET: �104 .2G I";1"i?: 5
�r?NC NO. 6: OVERFLOW-EL: 407 .77 BEND: 0 DEG DIA/`r]IDTH: 2 .0 Q-RA�IO: 1.01
Q (CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
����*+:�+++_+,:+:�-�+,.��+x+,t+t-1��-:t++�r+��t i+����r+:r y��+�++r:�,-+���+i,.:t-�--r r r� .�r��t� .
3. 31 "_ . 39 �0� . 54 * 0. 012 C .i3 0.��� 1 .4�� 1 . 9� u.?3 ****� � , 3�
FIPE N0. , . 1J5 �F - 12"CP @ 2. '8� OJTLET: 9C4 .2G IN��T: �1C�'. �_� ICdI'`_`P: �
JUNC NO. 7 : OVERFLOW-EL: 411. 69 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.51
Q(CFS) HW(FT) HFI ELEV. * N-FAC DC DN TW DO DE HP70 HWI
**�,+**+**************x***********+****�*********x****�*;.**��*****�***x+�******x
1 . 65 0. 78 40? . 92 * C.0'_2 0. 55 0. 37 1 . �9 _. 34 0. 55 **--* 0. ?8
PIPE N0. 8: 215 LF - 12"CP @ 0.60'� OUTLET: 407. 14 =`dLET: 408 . 43 �C1'?'Y?: �
JUNC NO. 8: OVERFLOW-EL: 411. 66 BEND: 90 DEG DIA/P7IDTH: 2.0 Q-RATIO: 0.2�
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW_
**************************+*�**�*�*****�****���****�**********k****�***������x-.
1.09 0. 63 9C9. �6 * 0. 012 C. 95 0. 42 0.78 � . ?R 0. 95 *�*** 0 . 6;
PIPE C:O. 9: 3'_ LP - 12"CP @ l.OJ==� O��TL�`_': ':;�8. =73 I�d;�E'�: �:��i�i . 14 I"�:7'YF: 5
JliNC N0. 9: GVERcLCPJ-EL: 411 . 66 B�tiD: 7ts GEG DiA%�V=DTri: 2. �� Q-R�.IO: 0. ?�
Q(CFS) HoJ(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***********�********�******�*****�******t���>�**�*��x**�.***+*k**�*****���*�+;.��
0.88 0. 55 409.29 * 0.012 0.40 Q.33 0. 63 0. 63 0. 40 ***** 0. 5�
PIPE NO. 10: 40 LF - 12"CP @ 2.90$ OUTLET: 408.74 INL�T: 409. 90 INTYP: �
JUNC N0. 10: OVERELOW-EL: 912. 96 BEND: 79 DEG DIA/NiID'i'H: 2. 0 Q-�TIO: O. i�
Q(CFS) HW (ET) HW ELEV. * N-FAC DC DN TW DO DE HWO HWi
**�_+�x�;.*�*.�;.**����x+**_ .:.�**�tx��r,:��+�**�,:�+�y�*+��w.�:� �_�+�,.x. _.�� �*Y_ = -
O.��J 0 . ?� ._�. �� ' J . �'� 0. �_ ., . =5 � . . . _ . �5 � . �� �--_. _ . ��_�
PIP� NO. ?l: 98 LF - i2"�P @ i.�4y OGTLET: 9C9. 9G ICdLET: 411 .+C �`dTYr: �
Q(CFS) HW(FT) H4d ELEV. * N-FAC DC DN TW DO DE HWO HWI
**+****�********++********+�****�******�*�*,+***x******�<***�***++*****�.��+*�� .
0. 44 0.28 411. 98 * O.C12 C.28 0.20 0. 39 0. 39 �. %8 ;***` 0.2=
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file: 17to9.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation: 405.54 feet
Discharge Range: 1.96 to 1.46 Step of 1. [cfs]
Overflow Elevation:407. 91 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE NO. 1: 64 LF - 12"CP @ 0.62� OUTLET: 404.20 INLET: 409 . 60 INTYP: 5
JUNC NO. i: OVERFLOW-EL: 407. 91 BEND: 78 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.36
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW CO DE HWO HWI '
**�****�+************+****�*+**��**+��+*���****��**�***�*******�*��*****�*+��**
1.96 1. 13 405.73 * 0.012 0.52 0. 99 1.39 1 .39 1.04 1.13 0.75
PIPE NO. 2: 31 LE - 12"CP @ 1.00$ OUTLEm: 904 . 60 INLET: 904 .91 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***��********}*�**�****�***�*.���****�**�**�*�*��****_****�**�*****�*��****�***
1.07 0.84 405.75 * 0.012 0.49 0. 37 1.13 1 . 13 0.84 0.75 0.97
BAC��ATER COh9FU:ER PROGRAM FC� PIPES
Pipe data from file:29to6.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:388.82 feet
Discharge Range:3.38 to 3.38 Step of 1. [cfs]
Overflow Elevation:405.94 feet
Weir:NONE
Upstream Velocity: 3. feet/sec
PIPE N0. 1: 101 LF - 18"CP @ 0.50$ OUTLET: 384 . 68 INLET: 385.?9 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 396.39 BEND: 0 DEG DIA/WIDTH: 9 . 0 Q-RATIO: 0.23
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HP70 HWI
*+*+*t***#*******���***�**��***�*�*******��*+��*}���**:�******�****+**��***��*�
3.38 3.77 388.96 * 0.012 0.71 0. 68 9 . 14 4 . 19 3.72 3.77 0.97
PIPE NO. 2: 84 LF - 18"CP @ 0.50$ OUTLET: 385. 19 INLET: 385.61 INTYP: 5 �
JUNC NO. 2: OVERFLOW-EL: 389.45 BEND: 62 DEG DIA/WIDTH: 2.5 Q-RRTIO: 0. 10
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H4�I
+*+**�+*+*******************+�*******+�****��**x�*******�******�*t>�**�***�*��*
2.75 3.45 389.06 * 0.012 0.63 0.61 3.77 3.77 3.91 3.95 0.87
PIPE N0. 3: 42 LF - 15"CP @ 0.50� OUTLET: 385.86 INLET: 386.07 INTYP: 5
JUNC N0. 3: OVERFLOW-EL: 389. 93 BEND: 0 D�G DIA/ti^JIDTH: 2.0 Q-RATIO: 0.03
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN T[d DO DE HWO HWI
*t*+*++++********+�*���*+�����+*�*******�*��*+�����****.***+�**��#*�****+*���**
2.50 3.09 389.16 * 0.012 0. 64 0.63 3.20 3.20 3.05 3.09 0.86
PIPE N0. 4 : 34 LE - 15"CP @ 0.53� OUTLET: 386.07 INLET: 386.25 INTYP: 5
JUNC N0. 4 : OVERFLOW-EL: 390.46 BEND: 27 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.51
Q(CES) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE HWO HWI
*+****************�**+*++*+}*****�*********��*+��+��***+��*�+****+*�**++****++*
2.42 3.01 389.26 * 0.012 0.63 0. 61 3.09 3.09 2. 95 3.01 0.87
PIPE N0. 5: 296 LF - 12"CP @ 3.21$ OUTLET: 386.50 INLET: 396.00 INTYP: 5
JUNC N0. 5: OVERFLOW-EL: 399.96 BEND: 0 DEG DIA/WIDTH: 9 .0 Q-RATIO: 0. 63
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HL90 HWI
******�************+**�***�**�***�*��**�++*���***�*�***.****���*��*�**�+�******
1 . 60 0.76 396.76 * 0.012 0.54 0.33 2.76 2.76 0.59 **�** 0.76
PIPE NO. 6: 293 LF - 12"CP @ 1.89$ OUTLET: 396.00 INLET: 400. 60 ;NTYP: 5
Q{CFS) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE HWO HWI
********+*************+�***+*****�*****�********�***********+**�***�f��**���***
0. 98 0.44 401.04 * 0.012 0. 92 0.30 0.76 0.76 0. 42 ***** 0.94
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:4ltol.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:388 .28 feet
Discharge Range:5.2 to 5.2 Step of 1. [cfs] '
Overflow Elevation:416.25 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE NO. 1: 63 LF - 15"CP @ 0.98� OUTLET: 392. 67 INLET: 393.29 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 397.52 BEND: 3 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.03
Q(CFS) HW(FT� HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
_���*��+�*****�x�.�**�+�*,.+�.+����++��_���R�+.k*�_��x#�w�*������,�x**++++����r
5 ._� 1 . �9 3� . . 5'� - :��. 'l� � . y3 J . �= _ .�__ , . �1 , . �;� ,.x�. _ : ._:
FI2E NO. 2: 170 LE - 15"CF �? J. 50s CU'I'L�.T: 393.29 INL�T: 39Y . i4 INTY'P: 5
JUNC NO. 2: OVERFLOW-EL: 400 . 34 BEND: 90 DEG DIA/WIDTH: 9 .0 Q-RATIO: 0.36 '
�(,CES) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*,�_ .�����+,:;.�**�����*�*�:��.��*�;.*���+x�*��*�;.+�+;.��:.x*t�*�*+,��,�+�+�;.���.�.+���
: . , . _ . ,_ �y . _ , - . _.__ . �� _ . _ . _ ..__+ _ . _., : . . _ _ . _ __ : . "' �
FIPE i�0. 3: �5 Lr - 12"�P , 3.�J� O�I'i�ET: i:; . 3� I2���'I : 3':�. -�4 iCd'PYi': �
�UNC N0. 3: OVERFLOW-EL: 900. 99 BEND: 2 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.05
4(CFS) HW(FT) HW ELE��. * N-FAC DC DN TW DO DE HWO HWI
�::�L+i�.i.-k,t�k,4�r,4+t,4 i.++,t,t##,4 ir f.i.i.i.r,t+*,t+++iti.Yr##+,f i.�r i.,r#+#++y.+#+#+ri.�F+*�t*k t***i.++i�4,t�k
? . , .. 1 . �?5 �'yo. �� * il. _�i J. �� ��'. ��=� 1 . F' i . o^ 1 . _5 : . _._ 1 . _ �
P�PE N0. 9 : i9 LE - 12"CP l? J.:;'�'_ COTLc.`�': �a5. 19 IP.�LL�I': 3y5. �4 i`:TYF: �
TUNC N0. 9 : OVERFLOW-EL: 401.28 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.9i
�(CFS} HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
a,.+-�##�t�r#**********i*k*****#**�k**+�k****�k�k********�.********ii*�F i**�.***�Ir***t**�.**
�.51 1 . a9 s9? . 53 - n . 0_� _r.�. ��1 1 .00 � .38 1 . 38 ] . 6? _ . _ - 1 . 35
=IF� PdO. �: : , � �"r' - 12' �r � C . SC '��: I'�ET. 3'�� . . _ Ild=,r;'�. ���5. 3; I::1"'P. _
JUNC NO. 5: OVERFLOW-EL: 903. 10 BEND: 0 DEG DIA/WIDTH: 9 .0 Q-RATIO: 0. 14
Q(CFS) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE H`✓10 HWI
:�******��***�**********�****�**+*�***�****��+**+**+******�+��**+*�x******+*�+*
2 .99 1 . 98 398 . 37 * 0.012 0. 68 0.75 1 . 99 1 . 99 1 . 8� 1. 98 0. 9i
P�PE N0. 6: 185 LF - 12"CP @ �.60'� CUiLET: 396.39 INLET: 397 .50 INTYP: 5
JUNC NO. 6: OVERFLOW-EL: 407.71 BEND: 90 DGG DIA/WIDTH: 9 .0 Q-RATIO: 0.41
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*�4*w-ki i�4*#*x****.:*****-ki�+}*i�:w*:Fi.�**1-#=***�*+-4�F�r�4'i***�r****1�+*i,�#*�;k*�r.*k k�F,:*+
2.19 1.69 399.19 * 0.012 0. 64 0. 64 1. 98 1 .98 1 .47 1.69 i.01
PIPE NO. 7: 49 LF - 12"CP @ 1.02$ OUTLET: 402.70 INLET: 403.20 INTYP: 5
JUNC NO. 7: OVERFLOW-EL: 906.60 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.89
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**+�*******************+**�+**;.�**�******�+*+**��****�******�*****���**��+�*�**
1.55 0.76 403. 96 * 0.012 0. 53 0.44 0.00 0.99 0.53 ***** 0.76
PIPE N0. 8: 99 LF - 12"CP @ 3.33$ OUTLET: 403.20 INLET: 906. 50 INTYP: 5
JUNC N0. 8: O�IERFLOW-EL: 410.00 BEND: 75 DEG DIA/WIDTH: 2. 0 Q-RATIO: 0.00
Q(CFS) HV�;FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*********+******�*�+******+**���+�*�***�*�***�****�*�.******�*��****+�*��*+��*��
0.82 0. 51 907.01 * 0.012 0.38 0.24 0.76 0.76 0. 38 ***** 0.51
PZPE N0. 9: 45 LF - 12"CP @ 3.11€ OUTLET: 406.50 INLET: 407.90 INTYP: 5
JUNC NO. 9: OVERELOW-EL: 410. 96 BEND: 15 CEG DIA/WIDTH: 2.0 Q-RATIO: 0. 14
Q(CFS) HW(ET} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**+�***********+**�*a�+**i��.+r*��****��****���*�**+.*+,r*�***+*****+�a�;.++**#**
0.82 0.50 408.40 * 0.012 0.38 0.29 0.51 0. 51 0.38 ***** 0.5C
PIPE NO. 10: 134 LF - 12"CP @ 2.090 OUTLET: 407.90 INLET: 910.70 INTYP: 5
JUNC NO. 10: OVERFLOW-EL: 413.63 BEND: 0 DEG DIA/WIDiH: 2.0 Q-:2aTI0: 0. 18
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW CO DE HWO HWI
**�.#*�*******�**********+�**+*+_��**+*+*******�++*x++�**�**,.��*�*��**��**+*���
0.72 0.47 411 . 17 � 0.012 0.36 0.25 0. 50 0.50 0. 36 ***** 0.97
PIPE N0. 11: 140 LF - 12"CP @ 1 .79$ OUTLET: 9i0.�0 INLET: 913.20 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�************++********+��,:�***��.+***�+*****�+****�*���**�+**�*�.,:++++*+**�*�*
0.61 0.33 413.53 * 0.012 0.33 0.24 0.97 0.97 0.33 ***+* 0. 30
BACKWATER COM?UTER PROGR�� FOR PIPES
Pipe data from file:46to29.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:396.06 feet
Discharge Range:0.85 to 0.85 Step of l. [cfs]
Overflow Elevation:405. 15 feet
Weir:NONE
Opstream Velocity:3. feet/sec
PIPE N0. 1: 154 LF - 12"CP @ 0.58$ OUTLET: 394.39 INLET: 395.29 INTYP: 5
JUNC N0. 1 : OVERFLOW-EL: 398.70 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 14
Q(CFS) HW(FT) HW ELEV. * N-EAC DC DN TW CO DE HWO HWI
*******+.*�********�����*��*�***,:��+*****x*�;.*�*****�**x****+**�**��+x**��*+*�**
0.85 0.88 396. 17 * 0.012 0.39 0.37 1.67 1. 67 0.84 0. 88 0.54
PZPE N0. 2: 31 LF - 12"CP @ 1.00� OUTLET: 395.29 INLET: 395. 60 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 398.70 BEND: 0 DEG DIA/LdIDTH: 2 .0 Q-RATIO: 1. 11
Q(CFS) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE HtdO HWI
*+***�***�***********�*****+.*����**;.***.�*****,��**x�**���*********�*#*��,�;.���*
0.75 0. 63 396.23 * 0.012 0.37 0.30 0.88 0.88 0.57 0. 63 0.50
PIPE NO. 3: 134 LE - 12"CP @ 1.72$ OUTLET: 395. 6Q INLET: 397 . 90 INTYP: 5
JUNC NO. 3: OV�RFLOW-EL: 401.36 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.49
Q(CFS) HW(FT) HW ELEV. � N-FAC DC DN T�^J DO DE HWO HWI
.�*�************�***�****#**x**�*�**�**��x*����+����.<*��*�*************_***�***
0.35 0.33 398 .23 * 0.012 0.25 0. 18 0.63 0. 63 0.25 **+-} 0.33
' PIPE N0. 4 : 180 LF - 12"CP @ 1.00� OUTLET: 397. 90 INLET: 399.70 INTYP: 5
JUNC NO. 4 : OVERFLOW-EL: 402.71 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.80
Q{CFS) HW(FT) HFJ ELEV. * N-FAC DC DN TW DO DE HWO HWI
***�**�*************x***�**;.���*+***+***+.��****�**+x***�**,t�**�.x+*�*�*����****
0.25 0.27 399. 97 * 0.012 0.21 0. 18 0. 33 0.33 0.21 ***** 0.2?
PIPE N0. 5: 180 LF - 12"CP @ 1.33$ OUTLET: 399.70 INLET: 402. 10 INTYP: 5
4(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******�**********�*��*******++*+**********�**+****+�**��*�+****��*��***+***+**
0. 19 0. 16 402.26 * 0.012 0.16 0. 13 0.27 0.27 0. 16 ***** 0. 13
BACKWATER COMPUTER PROGRAM FOR pIPES
Pipe data from file:56to53.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation: 382.3 feet
Discharge Range:0. 92 to 0.42 Ste� oF 1 . 'cfs]
Overflow Elevation: 387.21 feet
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1: 25 LF - 12"CP @ 1.00$ OUTLET: 379. 95 INLET: 380.20 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 383.69 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.45
Q(CFS) HWSFT) HW ELEV. * N-FAC DC DN TW DO DE _-3W0 H�n'i
**#***i�**�F:F***�k*****k**#**i�***++**�lr***i+***�F**+*�.#-k-F***ir***�k**i**:#ii.***+ir***i4-
0. 42 2. 12 382 .32 k 0. �12 C.27 0.23 2.35 2. 35 2 . 11 2. 12 0. ?5
PIPE NO. 2: 19C LF - 12"CP @ 0.86� OUTLET: 380.20 iNLET: 381.90 �NTYP: 5
JUNC NO. 2: OVERFLOW-EL: 389 .72 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: G. <;8
Q(CFS) HW(FT} HW ELESJ. T N-FAC DC DN TW DO DE HWO �I�2�
,:**��*�.�.�;.;****����+�,+��*x�_x��,:,._��;.���***������*�+;.**���+* �K� �*�_x*���.��*: _
C .�ti �� . __ �..�� ' _ . _ __ ��). �� _ . _i _ . __ � . '�? _ . �� . . _ , � . ��J
PIPE N0. 3: 150 LF - ��"CF �s C . ?�� OU:�.ET: �c1. 4C IN�E'�: 38�. oQ IC�'IYF: �
JUNC NO. 3: OVERFLOW-EL: 385.56 BEND: 0 DEG DIA/�JIDTH: 2.0 Q-RATIO: 0. 94
Q(CFS) HW{FT) HW ELEV. * N-FAC CC DN TW DO DE HWO HFJI
:Ft*}{}}i i*ar*�t.F*�r***}*ii**iF�lr#i***�k�F**#***i#*t***+****��k****f*-M#********ir#****v k
0.20 0.24 382 .84 * G. 012 0 . "�9 0. 17 C. 93 0. 93 �. '_9 ***__ 0.�9
PIPE NO. 4 : i50 LG - 12"CP @ 1.00'� dUTLET: 38�. 6G �tiL�T: 384 . 10 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HN70 HWI
**�*�**�**�:+***�**��***���++*�*���+���**�*�*�**�**�+f******++�*����*������.�*:
C . 10 O. i3 389 .23 - �.0'_2 0. 1� ��. 12 0. 29 Q .29 0. 13 *��x� 0. 1"%
I
BACKbdATER COMPUTER PROuRAM FOR PIPES I
Pipe data from fiie:EX8669to47.bwp
Surcharge condition at intermediate junctions '
Tailwater Elevation: 382. 3 feec
�ischarge Range: 1. 96 to 1. 96 Step of l. [cfsj '
Overflow Elevation:399. 91 feet
Weir:NONE
Upstream Velocity:3. feet/sec '
PIPE N0. i: 40 LF - 18"CP @ 1.50� CUTLET: 379.30 INLET: 379. 90 INTYP: 5 '
JUNC NO. l: OVERFLCW-EL: 389 . 13 BEND: 0 DEG DIA/WIDTH: 2. 5 Q-�TIC: 0.07
Q(CFS) Hi�7{FT) Hta EL�'V. * N-FAC DC DN TVa' DO DE HG�O HWI
***�*-.+****�*��***���***,:**��*��<xx****����**********�*��******�*�*�*�****+�+**
1.96 2.43 382.33 * 0.012 0.�3 0.39 3.00 3.00 2. 92 2.93 C.71
PIPE NO. 2: 208 LF - 18"CP @ 1.39� CUTLET: 379. 90 INLET: 382.80 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 388. _0 BEND: 90 DEG DIA/WIDTH: 2.5 Q-R�TIO: 0.00
Q(CFS) HW(ET) �iW ELEV. * N-FkC DC DN TW DO DE HWO HWI �
*******+x****x*x+�*x*�*x���**�_.x�*x�***;.x**�*****�+*xx*,:*�x*,:x*�**�*�*�**x�*x�
1 .84 G.,G 38�. 5C * G.012 C.�� G. 38 2. �3 2 . 43 C. 52 ***** 0.70 !
PIPE N0. 3: �0 L� - i8"CP � 2.��0� GJ1'LET: 382.80 �NL�T: 383.00 IT]TYP: 5 I�I
JUNC NO. 3: O�.�ERFLOW-EL: 387 .35 BE;�ID: 90 DEG DIA/WIDTH: 2. 5 Q-RF-,TIO: 0.05 �I
Q(CFS j HW(FT) HGti' ELEV. * N-FAC DC DN TP� DO DE riW0 H6+7i I'
***********>*********��*�*�**�********.******+*�*****.**�*****�****��*��**,:*�_ . �i
� _ . 84 O. iO �3 .?0 , �.�.Ci2 0. 52 '.:�. 35 C .?V � . 7G 0.52 �T`** O .�J I
. -� ��,. - . � . - - ��
PIP� NO. 9 . a?U I:F - 18 ,..F @ � .31� ui�T�ET. 333.G0 :-':L:.T. 3y�.�u ICdTYP: 5
JUNC NO. 9 : OVERrLO�^I-EL: 396. 35 BEND: 0 DEG DIA/WIDTH: 2. 5 Q-Rr�TIO: 0.0�
Q(CFS) H4d(FT) HW ELEV. * N-FAC DC DN T4V DO DE HWO HW�
*************�*�**;.��***,:����***��***�****�**+�**�***�+���***�**+�*�*******+�x�
l .?E C . �? i=�3 . __ * C.O�_ J. SQ 0 .25 0.?0 n. ?C' Q.�C� +,+*� � . 6�
PIPE N0. 5: �00 Lc - 19"CP @ _; .SG'_ OU�LE�: 3�2.5J I'_vLET: 39�. �u ICdI":'P: 5
JUNC NO. 5: OVERFLOW-EL: 399.05 BEND: 0 DEG DIA/4�'IDTH: 2. 5 Q-RATIO: 0.07
Q(CFS) HW(FT} H4d ELEV. * N-FAC DC DN T6J DO DE HG70 HVdI
**********��***�*�*�*�****��****��**�***+****+�**�*****+*�***+***�*��+�+�****�_
1 . 53 0. ��4 39'0.1�7 * 0.012 0 . �^9 0 .35 O. b2 G. ��;� �. 99 *�*** 0 . 64
PIPE NO. 6: K9 �F - ='��"CP @ 2.�5; �O�LE'�: 395. 5;� IP�;LET: 39? . 4G IT�:T`�F: �
Q(CFS) HW(FT) HW FLEV. * N-FAC DC DN TW DO DE HWO HGdI
*��*******�*�*��******��********�**+*****�******�***�**+*********+*�*+**��****-T
1. 53 �. 48 39� . 88 * 0. 012 C .==�' 0. 31 0. �9 O. c�� 0. 9? �*_** 0. 48
Shy Creek—Technical Information Report
6 SPECIAL REPORTS AND STUDIES
6.1 Wetland Analysis
There are 5 identified wetland areas onsite. Of the identified wetlands, 3 are unregulated and
are proposed to be filled. Each wetland has been identified and assigned a number. The
wetland azea and tributary areas are determined by using AutoCAD and also by field
inspection. Under existing conditions, these wetlands were considered "Forested" conditions
per Section 1.2.3.B (page 1-34) of the 2005 KCSWDM core requirements. To be
conservative, the wetlands were considered impervious area for the developed conditions
analysis.
Please refer to the report included in the appendix, Conner Homes — Shy Creek Wetland
Analysis, by B-12 Wetland Consulting, dated January 18, 2006, for analysis and mitigation
information.
6.2 Geotechnical Reports
Please refer to the report Geotechnical Engineering Study, Broadmoor Single-Family
Residence Development, by Earth Consultants, dated February 1, 2005 located in the
appendix.
6.3 Flood Plain Analysis
A 100-yeaz Flood Plain analysis, included as Shy Creek Development Floodplain Analysis,
was performed by Montgomery Water Group, dated January 11, 2006. Please reference the
report included in the appendix.
6.4 Traffic Impact Study
Refer to the Shy Creek Traffic Impact Study, by Transportation Engineering Northwest, dated
January 26, 2006 included in the appendix.
Job#03-185 Page 6-1
August 29, 2006 /T�D I
. SSOCIA`.ES
�
Shy Creek—Technical Information Report
7 OTHER PERMITS
• Army Corps of Engineers, Section 404 Permit
• Army Corps of Engineers, ESA Section 7 Consultation
• Washington Department of Ecology, Section 401 Permit
• Washington State Department of Fish and Wildlife, Hydraulic Project Approval (HPA)
• FPA
• NPDES
�
)
�I
Job#03-185 � Page 7-1
August 29, 2006 /TR�D
ASSOCI�TES
I ��
Shy Creek—Technicai Information Report
8 TESC ANALYSIS AND DESIGN
The temporary erosion and sedimentation control plan will be designed to reduce the ,
discharge of sediment-laden runoff from the site. The plan w711 be comprised of temporary
measures (rock entrance, filter fence, interceptor swales, etc.) as well as permanent measures '�,
(hydroseeding, etc). In general, runoff from the site will sheet flow across cleared areas into I
temporary interceptor swales with rock check dams placed approximately every 50 to 150- �,
feet depending on slope and into the permanent detention pond (to be used as a temporary '
sedimentation pond). In order to convey the runoff prior to the installation of the stormwater '
pipes,temporary pipes along with portions of the permanent sections of the proposed '
conveyance system will be installed.
Surface Area Calculations for TESC Pond - Per Appendix D.3.5.2 (2005 KCSWDM)
Q10-developed — 6.89 CfS
TESC Pond:
The surface area for the temporary pond had been calculated using the following equation.
SA = 2Q�o
VseJ
Where: SA = Surface Area Required (s�
Qfo =Developed peak flow for the 10-yeaz, 15-minute peak � 6.89 cfs
Vsed = Settling Velocity (O.Q0096 ft/s)
SAIp= 2080 sf/cfs x (Total Q�o-de�e�oPed)= 14,331 sq-ft
The design surface area of the pond provided= 14,602 sf
Dewatering Orifice Calculation for TESC Pond -Per Appendix D.3.5.2 (2005 KCSWDM)
Required area of the orifice,Ao:
AS�2h�os
A� 0.6x3600Tgo.s
Where: Ao =Orifice area required (s�
AS =Pond surface area(s�
h =head of water above orifice (height of riser in feet) � 3.5 feet
T =dewatering time (24 hours)
g = acceleration of gravity (32.2 feet/second2)
Job#03-185 \ Page 8-1
August 29, 2006
Tso��
.--
Shy Creek—Technical Information Report
Ao = 14602(2 x 3.5)°5 — 0.13 sq-ft
0.6x3600(24)(32.2)°' �I
Convert the re uired area into re uired diameter D inches I�i
q q ( ) ��
D = 24x A° I
� �
D = 24x' 0.13 =4.91 inches
V �c
Job#03-185 � Page 8-2
August 29, 2006 /T��
ASSOCIATES
_
Shy Creek—Technical Information Report
9 BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
9.1 Bond Quantities
A Site Improvement Bond Quantity Worksheet will be provided at the end of the engineering
review process.
9.2 Facility Summaries
Enclosed at the end of this section.
9.3 Declaration of Covenant
Not applicable.
Job#03-185 \ Page 9-1
August 29, 2006 /TR�D
ASSOCIaTES
_
KING COUNTY,WASHINGTON,SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit Number: N/A
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name: Shy Creek Date: July 18, 2006
Downstream Drainage Basins
Major Basin:Name Cedaz River Basin
Immediate Basin Name: Lower Cedar River Sub-Basin
Flow Control:
Flow Control Facility NameMumber: Shy Creek Pond
Facility Location: The wetpond is located at the intersection of SE 2nd Place and Hoquiam Ave NE,at the SW corner
of the site.
If none,
Flow control provided in regionaUshared facility(give location): N/A
No flow control required: Exemption number: N/A
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
1 ponds ponds
vaults tanks
tanks trenches
Control Stntcture Location: The control structure will be located at the SW corner of the pond prior to discharae
Type of Control Structure: Riser Number of Orifices/Restrictions: 3
Size of Orifice/Restriction: No. 1: 2.25 inches
No.2: 4.18 inches
No.3: 2.00 inches
No.4: NlA
Flow Control Performance Standard: Level 2 Flow Control
Live Storage Volume: 215,475 ft3 Depth: 7.5 feet Volume Factor of Safety: 15°/o Construction
Number of Acres Served: 22.01 acres
Number of Lots: 61
2005 Surface Water Design Manual 1/1!OS
1
�
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANL'AL
jDam Safety Regulations (Washington State Department of Ecology)
Reservoir Volume above natural grade: 120,423 ft'
Depth of Reservoir above natural grade: 3.5 ft
I
Facility Summary Sheet Sketch
iAll detention, infiltration and water quality facilities must include a detailed sketch.
(11"x17" reduced size plan sheets may be used)--Please reJer to the Pond plans.
Water Quality:
Type/Number of water quality facilitiesBMPs:
III
Ibiofiltration swale sand filter(basic or lazge)
� (regular/wed or continuous inflow) sand filter, linear(basic or large)
I� 1 combined detention/wetpond sand filter vault(basic or large)
(wetpond portio basic r large) sand bed depth (inches)
,I combined detention/wetvault stormwater wetland
i filter strip storm filter
flow dispersion wetpond(basic or large)
fazm management plan wetvault
II
I landscape management plan no Is facility Lined?
oiUwater separator If so,what marker is used above
(baffle or coalescing plate) Liner?
catch basin inserts: Manufacturer
pre-settling pond
pre-settling structure: Manufacturer
high flow bypass structure(e.g.,flow-splitter catch basin)
source controls
Design Information
Water Quality design flow: 3.25 cfs(Developed 2-vr flow enterin�the pond)
Water Quality treated volume(sandfilter): N/A
Water Quality storage volume(�vetpool): 65,630 ft3
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)--Please refer to the Pond plans.
2005 Surface Water Design Manual 1/1105
2
Shy Creek—Technical Information Report
10 OPERATIONS AND MAINTENANCE
This will be a publicly maintained system.
Job#03-185 \ Page 10-1
August 29, 2006 /T�D
. 550��aTES
_
i
.
__ _ _ --- '
Shy Creek—Technical Information Report
11 Appendix
Job#03-185 Page 11-1
August 29, 2006 �
T=o�RIAD
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_
CONNER HOMES — SITY CREEK
CI'TY OF RENTON
WETLAND ANALYSIS REPORT
i
Prepared For:
Coaner homes
846 108"'Avenue NE
Bellevue,Washington 98004
Attn:John Skochdopole
Jnnuary 18,2Q06
B-12 Wedand Consulting,lnc. Phone: 253-859-0515
1103 W. Meeker Street,Suite C Fax: 253-852-4732
Kent WA 98032
_`-�,��rf!%'i�
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� �, B-12 Wetland Consulting, Inc.
=__ �`. i d�: 1103 W.P�lec�ker St (v)253-85.9 d515
_ _ -=s�: Kent,WA�32-5751 (�253-8.52-4732
CONNER HOMES - SITY CREEK
CITY OF RENTON
WETLAND ANALYSIS REPORT
1.0 INTRODUCTION
This report describes jurisdictional wetlands and streams on the
proposed Shy Creek Plat located on the west side of Jericho Avenue NE
south of SE 132nd Street in the City of Renton, Washington (the "site").
Specifically the site is a rectangular shaped assemblage of parcels
bordered by Jericho Avenue on the east, SE 132nd Street on the north,
142nd Avenue SE on the «rest, and SE 136th Street on the south.
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January I8,2006
Page 2 of 8
1.1 Proposed Project
The proposed project is the construction of a 61 lot subdivision with '
associated paved roads, open space areas and stormwater facilities.
The project contains one Class 4 stream and one small Category 3
wetland. �
2.0 METHODOLOGY
Ed Sewall and Shannon Stragier of B-12 Wetland Consulting, Inc.
identified and flagged the wetlands on the site on October 18, 2005.
A combination of field indicators, including vegetation, soils, and
hydrology was used to determine the presence of wetlands. The
methodology used to identify any jurisdictional wetlands on the site is
described in the Washington State Wetlands Identt;fication and Delineation
Manual (WADOE, March 1997j. This is the methodology currently
recognized by King County, and the State of Washington for wetland
determinations and delineations. The wetland areas identified would
also be considered wetlands using the methodology described in the
Corps of Engineers Wetlands Delineation Manual (Environmental
Laboratory, 1987), as required by the US Army Corps of Engineers.
The Washington State Wetlands Identification and Delineation Manual and
the Corps of Engineers Wetlands Delineation Manual both require the use
of the three-parameter approach in identifying and delineating wetlands.
A wetland should support a predominance of hydrophytic vegetation,
have hydric soils and display wetland hydrology. To be considered
hydrophytic vegetation, over 50% of the dominant species in an area
must have an indicator status of facultative (FAC), facultative wetland
(FACW), or obligate wetland (OBL), according to the National List of Plant
Species That Occur in Wetlands: Northwest (Region 9) (Reed, 1988). A
hydric soil is "a soil that is saturated, flooded, or ponded long enough
, during the growing season to develop anaerobic conditions in the upper
part". Anaerobic conditions are indicated in the field by soils with low
chromas (2 or less), as determined by using the Munsell Soil Color
Charts; iron oxide mottles; hydrogen sulfide odor and other indicators.
Generally, wetland hydrology is defined by inundation or saturation to
the surface for a consecutive period of 12.5% or greater of the growing
season. Areas that contain indicators of wetland hydrology between 5%-
12.S°/o of the growing season may or may not be wetlands depending
upon other indicators. Field indicators include visual observation of soil
inundation, saturation, oxidized rhizospheres,�water marks on trees or
Conner Shy Creek/#AS-306
B-12 WeUand Consulting,Inc.
January 18,2006
Page 3 of 8
other fixed objects, drift lines, etc. Under normal circumstances,
indicators of all three parameters will be present in wetland areas.
Streams would be identified by the presence of a de�ned channel that
contains flowing surface water at some time of the year.
3.0 OBSERVATIONS
3.1 Existing Site Documentation
Prior to visiting the site, a review of several natural resource inventory
maps �vas conducted. Resources reviewed included the King County Soil
Survey, King County iMap wetland and stream inventory web-site and
the National Wetland Inventory.
3.1.1 King County Soi1 Survey
According to the King County Soil Survey the site contains Alderwood
gravelly sandy loam (AgC) which typically occurs on slopes of 6-15
percent. Alderwood gravelly sandy loam soils are moderately well-
dra.ined soils and are formed under conifers, in glacial deposits.
According to the publication "Hydric soils of the United States" Alderwood
soils are not considered hydric or wetland soils.
Kin Coun So�l Surve
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3.1.2 K�ng County iMap website
According to the King County iMap website, the only sensitive area on
the site is a stream crossing the southwest corner of the site.
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3.I.3 Nat�tonai Wetland Inventory
According to the National Wetland Inventory there are no wetlands or
streams on the site.
Conner Shy Creeki#AS-306
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January I8,2006
Yage'ot 8
National Wetiand Invento
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3.3 Uplands
The majority of the site is grazed pasture that has been used to graze
exotic deer. The site has rolling topography that is generally higher on
the east than the west, and is dominated by an east-west oriented linear
depression containing a small stream that flows from east to west.
A large single family home is located on the southern half of the site as
well as one small rental home on the southern end of the site. The
pasture area contains a mu{ of tall fescue (Festuca arundinacea),
bentgrass (Agrostis spp.), scotch broom (Cystisus scoparius), bracken
fern (Pteridium aquitinum) and scattered patches of Himalayan blackberry
(Rubus discoiorj. Additionally, red alder (Alnus rubra), Douglas fir
(Psuedotsuga menziesit)and a few Scouier's willow (Salix scouleriana) are
present.
Soil pits excavated within the upland revealed an 8" A-horizon comprised
of gravelly loam with a soil color of lOYR 2/2 over a B-horizon of gravelly
loam with a color of lOYR 3/4. Soil pits excavated within the upland areas
were dry within 12 inches of the soil surface.
Conner Shv CreeWNAS-306
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January 18,2006
Page 6 of 8
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Topographical view of site as viewed looking north.
3.4 Wetlands/streams
Streams �
As previously described, a single stream flows from east to west through
the center of the site. There is no stream in the location depicted on the
King County iMap aerial photograph as shown on Page 4 of this report.
The stream on-site is an intermittent non-fish bearing stream that has
been classified by the City of Renton as a Class 4 stream. The ordinai-y
high «�ater mark of this stream was surveyed and placed upon the site
plan.
Class 4 streams typically have a 35' buffer measured from the ordinary
high water mark.
Wetland
A small riparian wetland (3,759sfl was delineated bordering the eastern
portion of the stream on the site. This wetland was flagged with pink
flags labeled S 1 A-S6A and S 1-S6. This wetland is an emergent wetland
dominated by a mix of bluegrass, soft rush, and bentgrass.
Soil pits excavated within this wetland revealed an 8" A-horizon
comprised of gravelly loam with a soil color of lOYR 2/2. The underlying
�
Conner Shy Cree1JMA5-306 I
B-12 Wedand Consulting,Inc.
Janunry 18,2006
Pagc 7 of S
B-horizon is comprised of gravelly loam with a soil color of l 0YR 2/1 that
was moist during our site visit.
According to the United States Fish and Wildlife Service (USFWS)
wetland classification method (Cowardin et al. 1979), Wetland A would
be classified as palustrine, emergent, persistent, seasonally flooded
(PEM 1 C).
This wetland has very little functional value other than to store a minor
amount of stream overflow during any flooding that would occur along
this channel. The habitat value of the stream has been degraded from
ongoing mowing and grazing. The main value of this wetland is its flood
storage capacity which may help alleviate some downstream flooding.
This �vetland best meets the criteria of a Category 3 wetland due to small
size, high degree of disturbance from soil compaction and grazing of
exotic deer and lack of any unique features. Typically, Category 3
wetlands have a 25' buffer measured from the wetland edge.
4.0 PROPOSED PROJECT
Impacts
The proposed project is the construction of a 61 lot subdivision. The
proposed road crossings of the site will require impacting both the creek
and a portion (1,713sfl of wetland. These impacts are allowed with
appropriate mitigation as described by Code. In addition, the 35' buffer
of the Class 4 stream is proposed to be reduced to 25' as allowed by Code
with enhancement.
Concept Mitigat�ton
The road crossings will require placement of an appropriate size culvert.
�I To compensate for the impact to 1,713sf of Category 3 wetland, 1,733sf
of wetland will be created to the west of the eastern road crossing along
the sides of the channel. This creation will involve excavating down the
area to create wetland hydrologic conditions and maintain the e�sting
storage capacity of the wetland for floodwater, and then following soil
amendments if needed, replanting with a mix of native trees and shrubs.
In addition, the rest of the wetland will be enhanced (2,046s� with native
plantings and some habitat features such as large logs.
Conner Shy�CreelJaAS-30G
B-12 WetlandConsulting,[nc.
January�18,2006
Page�u�8
To compensate for the reduced stream buffer, the entire buffer of the
stream will be enhanced through the installation of native trees and
shrubs as well as large woody debris in and along the stream channel.
The result of the proposed mitigation is no net loss of e�sting wetland
function (floodwater storage capacity) and a large increase in habitat
function as the entire buffer and stream channel will be planted with
native trees and shrubs and exotic deer will be removed. The removal of
the deer will eliminate nutrients from animal waste entering the stream
as well as eliminate the browsing of vegetation. The woody vegetation to
be planted will restore a native plant community to the riparian area and
provide a source of woody debris and invertebrate substrate for the
stream channel as well as shade and cool the water in the channel which
will benefit off-site, downstream areas of the tributary that do contain
fish.
The proposed mitigation area would be monitored for 3 years to
determine the success of the mitigation. Following approval of this
concept plan, a detailed Final Mitigation Plan �irill be prepared and
submitted to the City for approval.
If you have any questions or need any additional information please
contact our office at 253.859.051 S or by e-mail at ed@b 12assoc.com
Sincerely,
B-12 WetIand Consulting, Inc. ��.��
���t �J2ifanry�0a
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Senior Wetland Ecologist «��sS;�, `•,���1 �,��o
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ROUTINE VVETLAND DETERI��tINATION DATA FOR1�7
(j�'ashiitgton State Wetlandsldentification & Delineation �'�Ianuul, 199�
B-12 WETLAND CONSULTING,INC.
1103 West Meeker Sueet
Kent, Washington 98032
(253)859-0515 ,,����
Pro�ect Nameii#: -S� C��• Date: ��'ZU`G � Investi atoc � � Data Point: D p�
Jurisdiction: `��--- State: ►�./� Atypical Analysis: Problem Area:
VEGETATION
Doininant platit species Shatum Indicator Coverage ��>
l. J�--< �S �-�����S � �� W
2. pcw s �7� /�i�C
3. ��,�oa t S �
�
4.
5.
6.
7.
8.
9.
10.
4;;of species OBL,FACW and/or FAC: ��� Hydrophytic vegetation criteria�Ye ?`o �4ar�inal
Comments:
����� SOILS
Vlapped Soil Series: On Hydric Soils List?: Yes �o Drainage Class:
Depth(0 rn) Alatris color Redox concentratio�r color T�Yture
�in. /6`�It Z.
�in. �/0`112. '2./ � S v"�
in.
in.
Orgarrre soil_. Hrstic epipedo�t_,Ht�drogen st�lfde_,gle}�ed_, rerlox conceitirrttions , redox depletions_,pore lir:i�:gs_, iro��
concr-etioirs_. manganese cona•etions_, orga�ric matter ui stnface horr�on (.scanili•soilJ_, nrganrc.rtreaking (sar:r���sorl.rj_,
organic pan (sanrlti�soi1J_.
Hydric soil criteria met e No Basis: ����"�- �+ � !
Conuiieiits:
HYDROLOGY
Rccorrlcd��ata_, inundatron , snlru•atia� ,tit�atern�m•I;s , rlrijt liires , sediment deposits , �Irainnge
patter�rs .
�Vetland hydrology criteria met: e o Basis: �S S vrt� �^� �y S�R <G.•.� ��,,5 ,
�
c��,lr�,�„ts:
SU�1��MARY OF CRITERIA
S�,il Temp. at 19.7" depd � Growing Season''.
I l�drophytic vegetation: '�7 Hydric soils: '� `Wetland hydrology: 'I`'
I��ta poitit�neets the criteria of a jurisdictional wetland'?- e . o
ROUTINE VVETLAND DETERI��IINATION DATA FORI�-1
(j{'aslii►�gton State �Vetlands Ideiitification & Delineation Mailual, 199i�
B-12 WETLAND CONSULTING, INC.
1103 West Meeker Street i
Kent, Washington 98032
(253)859-0515
Project Va�ne-'.f: S�^ � C^� Date: ��" 7a '�S Investigator: Sl,,,.,..�..� �F^�i� Data Point: ��2
Jurisdiction: �`--' �'� State: w^' Atypical Analysis: Problem Area:
VEGETATIOI�'
Donunant lant species Stratum Indicator Coverage°o
1. O.� '�/t�
�. •,s �''S �A�
3. C.%J�:..,. ��-�-r-� FiFc�
�.
5.
6.
7.
8.
9.
10.
°�of species OBL, FACW and/or FAC: �u Hydrophytic vegetation criteria t: es \'o i�iarginal
Conunents:
` / SOILS
Mapped Soil Series: �+�i��^-�-«� On Hydric Soils List'?:Yes Drainage C1ass:
Deptl:(0 irt) Alatrix color- Redo_r concentration color• T�.Yture
/O,Il. /� /t L�Z
�in. � b�/IZ 3/w4 ` 1•-�-.
in.
in.
Organic soil_, Histic eprpedo�r_, H��rlr•oge�►st�lfide_,gle�•ed , redo.i concenn•atra�s . redox depletions_,pore li�trngs_, iron
concreriorrs_, ma�rgnnese concretions_, organic malter i�t stofnce horizo�r (.rcrn�tti�soil)_, org�rnic sn-eaking(sanrii�soils)_,
or�a�ric pan (sandy soil)_.
Hydric soil criteria met: Yes No I3asis: /�t� a�� ° � ��� �'
C01111I1CIl[S:
HYDROLOGY
Recorcl��rl datci_, iriiuidntion ,snitrrnlion ,tiraterniarks . �Irift lines ,sedime�rt deposits , rfrainagc�
pattcr•�ts . ! /
Vb'etland hydrology criteria met: Yes {V Basis: iv . �'Y—r�<<�r '^'"`"
COIll]ll�I1IS:
SUMMARY OF CRITERIA
Soil Temp. at 19.7" depth: Growing Season'?:�
Hydrophytic vegetation:� Hydric soils: Y etland hydrolo�y: l�
Data point meets the criteria of a jurisdictional�vetland?: Yes
" � i
, .
, ,
�
� �
� _
' GEOTECHNICAL ENGINEERING STUDY
BROADMOOR SINGLE-FAMILY
, -
RESIDENCE DEVELOPMENT
144T" AVENUE SOUTHEAST AND
' SOUTHEAST 136T" STREET
, . RENTON, WASHINGTON
, . .
E-11609
, •
; .
February 1, 2005
r �
i . PREPARED FOR
CONNER HOMES e ot W a s h;�
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� . Scott Dinkelman
Scott D. Dinkelman, LEG
( ' Principal
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j Kristina M. Weller, P.E. g 02�0
Project Manager
�; Earth Consultants, Inc.
1805 - 136th Place Northeast, Suite 201
�y Bellevue, Washington 98005
(425) 643-3780
Toll Free 1-888-739-6670
t *
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� ►
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„
. IMPORTANT INFORMATION
ABOUT YOUR
GEOTECHNICAL ENGINEERING PROPOSAL
i :
[�
; More construction problems are caused by site subsur- READ GENERAL CONDtTIONS
tace conditions than any o t her fa c t or. As t r ouble s om e a s CAREFULLY
� subsurface problems can be, their frequency and extent
� ; have been lessened considerably in recent years.due in Most geotechnical engineers include their standard gen-
� � large measure to programs and publications of ASFE/ eral contract conditions in their proposals.
The Association o(Engineering Firms Practicing in
r � the Geosciences. One of the general conditions most commonly
employed may limic the geotechnical consultant's lia-
The following suggestions and observations are offered bility to a fixed amount or the fee.whichever is higher
to help you reduce the geotechnical-related delays. Known�as risk allocacion or limitation o(liability, this
� 1 cost-overruns and other costly headaches that can approach helps prevent problems co begin with,and
� , occur during a construction project. establishes a fair and reasonable framework for handling
them should they arise. Your ASF�member geo-
= HAVE REALISTIC EXPECTATIONS technical engineer can provide a document which
explains this concept in detail.
� If you have never before dealt with geotechnical issues.
recognize that site exploration identifies actual subsur- �arious other elements of general conditions delineate
� face conditions only at those points where samples are Your geotechnical consultant's responsibilities.these
� , taken,at the time they are taken.The data derived are are used to help eliminate confusion and misunder-
extrapolated by geotechnical engineers who then apply standings,and thereby help all parties recognize who is
their judgment to render an opinion about overall sub- responsible for difFerent tasks.
( ' surface conditions. their reaction to construction In all cases.read your geotethnical consultant's general
i , activity,and appropriate foundation design. Even under conditions carefully. Speak with your consultant about
optimal circumstances, actual conditions may diifer any questions you may have.
from those inferred to exist,because no geotechnical
engineer. no matter how qualified.and no subsurface HAVE YOUR GEOTECHNICAL
� exploradon program, no matter how comprehensive.
can reveal what is hidden by earth. rock and time. None- CONSULTANT WORK W1TH OTHER
�� theless,steps can be takeFl to minimize risk. DESIGN PROFESSIONALS
� Most knowledgeable dients retain their geotechnical
DEVELOP THE SUBSURFACE engineer to work with other project design proiessionals
�' EXPLORATION PLAN W1TH CARE who are afFected by the geotechnical report. This per-
� mits a geotechnical engineer to explain report implica-
The nature of a subsurface exploration—the types. tions to design professionals affected by them,and :o
quantities and locations oF procedures usPd—in large review their plans and specifications to help assure that
�� measure determines the effectiveness of the geo- geotechnical issues have been dealt with adequately. AI-
j technical engineer's report and the design based upon though some other design professionals may be familiar
it. Because a comprehensive subsurface exploration pro- with geotechnical concerns. none knows as much about
gram helps reduce uncertainties. it also helps minimize them as a competent geotechnical engineer.
�� unanticipated conditions, the attendant risk of costly
) delay�s and dlsputes, and even the cost of foundation OBTAIN CONSTRUCTION
construction.
�� Developing a proper subsurface exploration plan is a MONITORING SERVICES
basic element of geolechnical design which should be Most experiencec!clients also retain their consulting
accomplished jointly by the geotechnical engineer and geotechnical engineer to serve during the construction
the dient lor the dienc's professional representativesl. phase of their projects. This permits the geotechnical
�� This helps assure that the parties involved recognize engineer to be on hand quidcly to evaluate unantici-
� mutual concerns,and that the client is aware of the pated conditions, to conduct additional tests if required.
technical options available. I(a cliene develops the subsur(ace and—when necessary—to recommend alternative
�� txploralion p(an wilhout tht involvemenl o/a geotechnical con- solutions to problems. In addition,the geotechnical
� sultant.the client assumes respansibility and liability/or lhe consultant can monitor the geotechnical-related work
D�Qni adequacy. performed by convactors.
U
l� .
RELY ON YOUR GEOTECHNICAL risks for all parties to a construction project, from design �1
ENGINEER F4R ADDITIONAL through conswction. Speak with your ASF�member
consulting geotechnical en ineer not onl about ea
ASSISTANCE g y g �1
technical issues, but others as well, to learn about �
Most consulting geotechnical engineering firms which � approaches which may be of genuine benefit. You may
are members oF ASFE a�e familiar with a variety of tech- also wish to obtain certain ASFE publications. Contact
niques and approaches that can be used to help reduce ASFE for a complimentary directory of its publications. ���
'1
�
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Publishrd f�y
THE ASSOCIATION � �
OF ENGINEERING FIRMS � � '
PRACTICING IN THE GEOSCIENCES
8811 Coles�ille Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733 � '
Earth Gonsultants, Inc.
' ` ��c�cNecruiical Pn�r,eers,Geo�o�s[s a Envira,n�enral scier,tists EStabliStled 1975
i i�nstrtxti[xt Testin$8�IC�O/N'.�HO If�xkxi Sa'vices
i
� � February 1 , 2005 E-11609
i ,
Conner Homes
� ' 846 - 108�' Avenue Northeast, Suite 202
� Bellevue, Washington 98004
� Attention: Mr. John Stochdopole
:
� Dear Mr. Stochdopole:
l ;
Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical
Engineering Study, Broadmoor Single-Family Residence Development, 144"' Avenue
[ ; Southeast and Southeast 136"' Street, Renton, Washington". This report presents the
results of our field exploration, selective laboratory tests, and engineering analyses. The
purpose and scope of our study were outlined in our December 22, 2004 proposal.
� .
We understand it is planned to develop the approximately 16-acre, irregular shaped site
with a new residential development. Review of preliminary design information
indicates the proposed residential development will consist of 64 single-family
residence lots, a stormwater drainage tract, and associated arterial roadways.
l . . . . . . .
Based on the results of our study, it is our opinion the site development is feasible from a
eotechnical stand oint. Su ort for the future sin le-famil residences can be rovided
9 P PP 9 Y P
, f i using conventional spread and continuous footing foundation systems bearing on
' competent native soils or on newly placed structural fill used to modify site grades. Slab-
(� on-grade floors may be similarly supported.
l ;
We appreciate this opportunity to be of continued service to you. If you have any
E questions, or if we can be of further assistance, please call.
i
Respectfully submitted,
�i
3 EARTH CONSULTANTS, INC.
( �
l� - [ ,
1 \
(� Scott D. Dinkelman, LEG
Principal
� SDD/KMW/ddw
�j
1805136th Place N.E.,Suite 201,Bellevue,WA 98005 Other Locations
( � Bellevue(425)643-3780 FAX(425)746-0860 Toll Free(888)739-6670 Fife
�
r �
i TABLE OF CONTENTS
� � E-11609
� �
PAGE
i
INTRODUCTION ................................................................................................... 1
General ........................................................................................................... 1
f '
� Scope of Services ............................................................................................ 1
` Project Description ........................................................................................... 2
l �
SITE CONDITIONS................................................................................................ 3
Surface........................................................................................................... 3
� � Subsurface...................................................................................................... 4
Geologic Review 4
SoilReview ................................................................................................ 4 ;
� Subsurface Exploration ................................................................................ 5
; , Groundwater ................................................................................................... 6
LaboratoryTesting ........................................................................................... 6
( �
,
' CRITICAL AREA CONSIDERATIONS
...................................................................... 7
�
� . Renton Municipal Code..................................................................................... 7
SteepSlopes .............................................................................................. 7
� Erosion Hazard Areas................................................................................... 7
{ • Landslide Hazard Areas................................................................................ 8
l� Seismic Hazard Areas ... 8
> ...............................................................................
CoalMine Hazards ...................................................................................... 8
a ' Geologic Hazard Review
.................................................................................. 9
l . Steep Slopes .............................................................................................. 9
Erosion Hazard Areas................................................................................... 9
� ' Landslide Hazard Areas............................................................................... 10
' � Seismic Hazard Areas ......... 10
........................................................................
CoalMine Hazards ..................................................................................... 1 1
f ;
' ' DISCUSSION AND RECOMMENDATIONS ..........................................
.................... 1 1
�� General ........... .......................................................................................: 1 1
t Site Preparation and General Earthwork............................................................ 12
�
Slope Fill Placement ........................................................................................ 13
> Foundations .............. 14
.....................................................................................
� Slab-on-Grade Floors ....................................................................................... 15
RetainingWalls............................................................................................... 15
r
i
� Earth Consultants, Inc.
�1
l �
; , TABLE OF CONTENTS, Continued
� ' E-11609
PAGE
� � DISCUSSION AND RECOMMENDATIONS, Continued
Seismic Design Considerations ......................................................................... 16
, � --
iGround Rupture.......................................................................................... 16
' Liquefaction............................................................................................... 17
� , Ground Motion Response ............................................................................ 17
>
Excavations and Slopes ................................................................................... 17
SiteDrainage.................................................................................................. 18
( � Utility Support and Backfill............................................................................... 19
1 : Pavement Areas.............................................................................................. 20
� ' LIMITATIONS ......., 20
• Additional Services.......................................................................................... 21
� ' ILLUSTRATIONS
� Plate 1 Vicinity Map
� Plate 2 Test Pit Location Plan
� • Plate 3 Slope Fill Placement
; Plate 4 Retaining Wall Drainage and Backfill
Plate 5 Typical Footing Subdrain Detail
t;
APPENDICES
��
' Appendix A Field Exploration
Plate A1 Legend
�i Plates A2 through A11 Test Pit Logs
� Appendix 6 Laboratory Test Results
(� Plates B1 and B2 Grain Size Analyses
�j
I1
�? Earth Consultants, Inc.
j
[I
( '
i ':
t '
l .
GEOTECHNICAL ENGINEERING STUDY
� � BROADMO�R SINGLE-FAMILY
, RESIDENCE DEVELOPMENT
144T" AVENUE SOUTHEAST AND
( SOUTHEAST 136T" STREET
i : RENTON, WASHINGTON
E-11609
)
! INTRODUCTION
i }
General
�
� ; This report presents the results of the geotechnical engineering study completed by Earth
Consultants, Inc. (ECI) for the proposed Broadmoor single-family residence development
( i to be located at the northwest corner of the intersection of 144"' Avenue Southeast and �
t : Southeast 136�' Street in Renton, Washington. The general location of the site is shown �
on the Vicinity Map, Plate 1 .
� • Scope of Services I
The purpose of this study was to explore the subsurface conditions at the site, and
�" based on the conditions encountered, to develo eotechnical en ineerin
P 9 9 9
T recommendations for the proposed single-family residential development. Specifically,
I� our scope of services consisted of the following:
(_ • Assessing subsurface soil and groundwater conditions;
t;
• Providing site preparation, grading, and earthwork procedures, including stripping
{ depth recommendations and details of structural fill placement and compaction;
i
• Assessing the suitability of existing on-site materials for use as structural fill and
(� providing recommendations for imported fill materials;
tr
* • Providing geotechnical seismic design parameters, including an evaluation of
�� potential liquefaction hazard;
�� • Addressing short-term and long-term groundwater management and erosion
� control measures;
L� • Providing foundation design recommendations, including bearing capacity and
lateral pressures for walls and structures;
� Earth Consultants, Inc.
tl
� GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-1 1609
( February 1 , 2005 Page 2
1 '
C � Estimating potential total and differential settlement magnitudes;
� •
� , Providing temporary and permanent slope recommendations;
�
i
i ' • Providing construction and post-construction drainage recommendations; and
r
; • Preparing pavement design recommendations.
( ' Project Description
1 :
We understand it is planned to redevelop the approximately 16-acre, irregular shaped site
� ' with a new residential development. Based on preliminary design information, the
� � proposed development wil� include up to 64 single-family residence lots, an
r �
approximately 64,000 square foot stormwater detention tract, and associated asphalt-
paved arterial roadways.
;
- At the time our study was performed, the site, lot and road configurations, proposed I
� stormwater detention tract, and our exploratory locations were approximately as
shown on the Test Pit Location Plan, Plate 2.
t .
� ; Based on our experience with similar projects, we anticipate the single-family residences
will be two to three stories in height and will be of relatively lightly-loaded wood frame
' ' construction with a combination of slab-on-grade and wood joist floors. We anticipate
,
� = wall loads will be on the order of two (2) to three 13) kips per lineal foot and column loads
will likely be in the range of twenty f20) to forty (40) kips. We estimate slab-on-grade
; � floor loads will be around 150 pounds per sq�are foot (psf1.
i:
�, The proposed site improvements will also include a stormwater detention tract located in
�� the southwest corner of the site.
A ten (10) to twelve (12) foot high west to southwest facing slope is Iocated in the
�� southwest portion of the site with gradients in the range of ten (10) to twenty (20)
percent. The slope is to be graded and developed.
, �
� � The site will be accessed from one entry point along 144`h Avenue Southeast on the
eastern edge of the site, from one entry off of Southeast 132"d Street on the northern
edge of the site, and from one entry off of 142"d Avenue Southeast near the southwest
� ' corner of the site.
� ,'• Earth Consultants, Inc.
�
� 1
f
� '
)
� :
( ; GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-1 1609
' February 1 , 2005 Page 3
f ;
� Two existing single-family residences and several outbuildings occupy the southern half
' of the site. The structures are to be removed to make way for the proposed
� , development.
� i
If the above design criteria are incorrect or change, we should be consulted to review the
� recommendations contained in this report. In any case, ECI should be retained to perform
i ; a general review of the final design.
( ' SITE CONDITIONS
( .
Surface
` � The subject site consists of an approximately 16-acre, irregula� shaped site located at
the northwest corner of the intersection of 144t'' Avenue Southeast and Southeast
� � 136`'' Street in Renton (see Plate 1 , Vicinity Map). The site currently contains two
single-family residences and several outbuildings that will be removed as part of the
planned development.
l :
The proposed development area extends approximately 600 feet in an east-west
( 1 direction from the west side of 144`" Avenue Southeast to the east side of 142"�
t s Avenue Southeast, and approximately 1 ,200 feet in a north-south direction from the
north side of Southeast 136`h Street to the south side of Southeast 132"d Street. The
� northeast portion of the site is bordered by several single-family residences,
� outbuildings, and a daycare center, which are located at the southwest corner of the
intersection of 144"' Avenue Southeast and Southeast 132"d Street.
�' �� The predominate topographic features of the site consist of an east-west trending
drainage through the central portion of the site which cuts through a northwest-
� [� southeast trending slope in the southwestern portion of the site. The drainage is
occupied by a small stream which enters the site on the east perimeter via a culvert
(� which collects water from the ditch on the east side of 144`h Avenue South. In the
l western portion of the site, the stream veers southwest, flowing into the ditch on the
east side of 142"d Avenue Southeast.
[j
U
�� Earth Consuttants, Inc.
L1
l � GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-11609
r� February 1 , 2005 Page 4
� t
� ' The slope in the southwest portion of the site descends southwest to west at gradients
� - of ten (10) to twenty (20) percent with an elevation change of ten (10) to twelve (12)
feet, to a topographic low in the southwest site corner. The topographic low at the
� base of the slope is relatively level, descending slightly to the southwest at gradienis
� less than five (5) percent. The southeastern and northern portions of the site consist
� of two relatively level benches sloping at gradients less than five (5) percent, bisected
fj by the drainage. The southeastern portion of the site descends generally southwest to
the top of the slope area and Southeast 136t'' Street. The northern portion of the site
� descends south to southwest toward the drainage and slope area. �
f �
Two single-family residences and several outbuildings occupy the southern half of the
( t site. The residences are accessed by driveways off of 144`h Avenue Southeast. Large
` % portions of the site consist of fenced pastureland that is vegetated by tall grass and
localized areas containing dense growths of blackberry brambles and occasional
' medium to large diameter trees. Most of the site perimeter is vegetated with small to
� medium diameter trees. The site is also vegetated with localized decorative shrubs and
� plants and medium diameter trees in the vicinity of the existing residences that
�i currently occupy the southern portion of the site.
F Subsurface
�J
Subsurface conditions for ihe site and vicinity were evaluated by reviewing geologic
(� maps, soil maps, and excavating ten test pits at the approximate locations shown on
� Plate 2. A fenced pasture along Southeast 132nd Street in the northern portion of the site
was inaccessible at the time of our exploration.
I ll
I Geologic Review
`� Review of geologic maps indicates the site is underlain by glacial till from the Vashon
stade of the Frasier glaciation. The till consist of a compact, unsorted mixture of clay,
�� silt, sand, and gravel.
Soil Review
ijReview of the USDA Natural Resource Conservation Service (formerly United States Soil
Conservation Service) maps for King County indicates that the proposed development
( 1 area is underlain by Alderwood gravelly sandy loam, six (6) to fifteen (15) percent
� slopes. This soil has a moderate erosion hazard.
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� Subsurface Exploration
, Subsurface conditions at the site were evaluated by excavating ten test pits at the
i , approximate locations shown on Plate 2. The test pits were excavated with a rubber-
tired backhoe to a maximum depth of eleven (11) feet below grade. Our test pit logs
, are included as Plates A2 through A11 . Please refer to the test pit logs for a detailed
� ; description of the conditions encountered at each exploration location. A description of
the field exploration methods is included in Appendix A. The following is a generalized
{ ' description of the subsurface conditions encountered.
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At our test pit locations in the northern portion of the site, we encountered a six (6) to
twelve (12) inch thick layer of topsoil and either grass or duff. In the southern portion of
� the site, the topsoil layer was typically in the range of one and one-half (1 .51 to three (3)
feet thick. The topsoil is characterized by its dark brown color, loose consistency, and
� � the presence of roots and organic debris. The soil and vegetative layer is not suitable for
support of foundations, slab-on-grade floors, or pavements. In addition, it is not suitable ,
for use as structural fill, nor should it be mixed with material to be used as structural fill.
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Underlying the topsoil and vegetative layer at seven of our test pit locations (Tesi Pits
TP-3, TP-4, and TP-6 through TP-10?, we generally encountered a surficial layer of
� , loose silty sand (Unified Soil Classification SM} over weathered to unweathered glacial
till comprised of silty sand with gravel (SM). The weathered glacial till was generally
j encountered at two (21 to three �3) feet below existing grade at our test pit locations.
! � The glacial till generally became dense and less weathered at four (4) to six (6) feet
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below existing grade.
� ' Underlying the topsoil and vegetative �ayer at Test Pits TP-1 and TP-2, we encountered
, loose poorly graded gravel with sand (GP) over glacial till. The gravel was encountered at
, one and one-half (1 .5) feet and continued to depths ranging from five (5) to seven (7)
' feet below existing grade.
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Underlying the topsoil and vegetative layer at Test Pit TP-5, we encountered a zone of
loose to medium dense silt (ML) and medium dense poorly graded sand (SP) to a depth of
eight (8) feet below existing grade. The silt and sand was underlain by glacial till.
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j � Groundwater
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Light to heavy groundwater seepage was encountered at nine of our test pit locations at
depths ranging from two (2) to nine (9) feet below existing grade. The observed seepage
° at seven of our test pit locations is likely indicative of seasonal perched groundwater
, collecting above the underlying dense low-pe�meability glacial till. At Test Pits TP-3 and
� s TP-10, the seepage is likely indicative of seasonal groundwater within permeable sand
lenses within the glacial till.
1 ; Based on conditions observed at our test pit locations, in our opinion, light to heavy
groundwater seepage could be encountered if grading is conducted during the wet
� ` season. The contractor should be made aware that groundwater levels are not static.
� There will likely be fluctuations in the level depending on the season, amount of rainfall,
, surface water runoff, and other factors. Generally, the water level is higher and seepage
� rates are greater in the wetter winter months (typically October through May). The
contractor should be prepared to control groundwater if seepage is encountered in site
, excavations. ,
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Laboratory Testing
� � Laboratory tests were conducted on representative soil samples to verify or modify the
field soil classifications and to evaluate the general physical properties and engineering
� 1 characteristics of the soil encountered. Visual field classifications were supplemented by
o grain size analyses on representative soil samples. Moisture content tests were
performed on all samples. The results of laboratory tests performed on specific samples
� � are provided either at the appropriate sample depth on the individual test pit logs or on a
� � separate data sheet contained in Appendix B. It is important to note that these test
results may not accurately represent the overall in-situ soil conditions. Our geotechnical
� � engineering recommendations are based on our interpretation of these test results and
their use in guiding our engineering judgment. ECI cannot be responsible for the
interpretation of these data by others.
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In accordance with our Standard Fee Schedule and General Conditions, the soil samples
1 ? for this project will be discarded after a period of 15 days following completion of this
1 i report unless we are otherwise directed in writing.
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'I ' CRITICAL AREA CONSIDERATIONS
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Renton Municipal Code
# A part of our study was conducted to address potential geologic hazards within the
, subject site as defined in Renton Municipal Code Section 4-3-050 (Critical Areas
Regulations).
( � The City of Renton identifies five different types of geologic hazards: steep slopes,
( ; landslide hazards, erosion hazards, seismic hazards, and coal mine hazards. The City`s
criteria for those various hazard areas are defined as follows:
,
• Steep Slopes
The boundaries of a regulated steep sensitive or protected slope are determined to be
in the location identified on the City of Renton's Steep Slope Atlas. RMC 4-3-
, 050B.4.b.
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As noted in RMC 4-3-050B.1 .c, the City's steep slope types are:
Ij Sensitive Slopes: gradients of twenty-five (25) to forty (401 percent
( � Protected Slopes: gradients steeper than forty (40) percent
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Erosion Hazard Areas
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The City of Renton has two classifications of erosion hazard areas.
(� Low Erosion Hazard (EL): Areas with soils characterized by the Natural Resource
Conservation Service as having slight or moderate erosion potential, and that
�� slope less than fifteen (15) percent. RMC 4-3-050B.4.d.i.
Hiqh Erosion Hazard (EH): Areas with soils characterized by the Natural
1 � Resource Conservation Service as having severe or very severe erosion potential,
� and that slope more steeply than fifteen (15) percent. RMC 4-3-050B.4.d.ii.
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{ ' Landslide Hazard Areas
There are four classifications for landslide hazard: low, medium, high, and very high.
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` ' Low Landslide Hazard (LL1: Areas with slopes less than fifteen (15) percent.
, RMC 4-3-050B.4.c.i.
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Medium Landslide Hazard (LM1: Areas with slopes between fifteen (15) percent
( r and forty (40) percent and underlain by soils that consist largely of sand, gravel
; or glacial till. RMC 4-3-050B.4.c.ii.
( ° Hiqh Landslide Hazards (LH): Areas with slopes greater than forty (40) percent,
� • and areas with slopes between fifteen (15) and forty (40) percent and underlain
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by soils consisting largely of silt and clay. RMC 4-3-050B.4.c.iii.
l Very High Lands/ide Hazards (LV): Areas of known mappable landslide deposits.
RMC 4-3-050B.4.c.iv.
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Seismic Hazards
Seismic hazards are classified under the two following categories:
� F
f Low Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These I
t z soils generally have site coefficients of types S1 or S2, as defined in the Uniform
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Building Code. RMC 4-3-050B.4.e.i.
� j Hiqh Seismic Hazard (SHI: Areas undertain by soft or loose, saturated soils.
These soils generally have site coefficients of types S3 or S4, as defined in the
� Uniform Building Code. RMC 4-3-050B.4.e.ii.
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� Coal Mine Hazards
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The City of Renton has three categories of coal mine hazards: low, medium, and high.
E Low Coa! Mine Hazards (CL): Areas with no known mine workings and no
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predicted subsidence. While no mines are known in these areas, undocumented
( ► mining is known to have occurred. RMC 4-3-050B.4.f.i.
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Medium Coal Mine Hazards (CMI: Areas where mine workings are deeper than
. two hundred feet (200) for steeply dipping seams, or deeper than fifteen (15)
� times the thickness of the seam or workings for gently dipping seams. These
fj areas may be affected by subsidence. RMC 4-3-050B.4.f.ii.
� Hiqh Coal Mine Hazard (CH): Areas with abandoned and improperly sealed mine
I ; openings and areas underlain by mine workings shallower than two hundred feet
(200) in depth of steeply dipping seams, or shallower than fifteen (15) times the
( thickness of the seam or workings for gently dipping seams. These areas rnay
l . be affected by collapse or other subsidence. RMC 4-3-050B.4.f.iii.
' Geologic Hazard Review
Portions of the site appear to meet the City of Renton's c�iteria for erosion and
� � landslide hazards. Potentially liquefiable soils were not encountered at our exploration
locations; therefore the site does not meet the criteria for seismic hazard areas. Based
on review of historical coal mine records, the site does not meet the criteria for coal �
�i mine hazards. The following sections of our study specifically address the steep slope,
erosion, landslide, seismic, and coal mine hazard areas.
� 1T Stee Slo es
P P
(� Most of the site consists of relatively level topography, with slope gradients of less than
E ; five (5) percent. In the southwest portion of the site is a ten (10) to twelve (12) foot
high descending slope with a gradient of ten (10) to twenty (20) percent. The slope area
" in the southwest portion of the site does not meet the City of Renton's criteria for steep
� � slopes.
� Erosion Hazard Areas
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, The soils underlying the site consist of Alderwood gravelly sandy loam, six (6) to fifteen
�� (15) percent slopes. This soil has a moderate erosion potential and meets the City of
Renton's classification of Low Erosion Hazard (RMC 4-3-0506.4.d.i). The localized steep
( slope area in the southwest portion of the site is steeper than fifteen f 15) percent. As
L; such, the southwest slope would be classified as a High Erosion Hazard under the City of
Renton's criteria (RMC 4-3-0506.4.d.ii).
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; Based on our understanding of prelirninary plans, the slope area in the southwest portion
• of the site is to be graded out and developed, however, during construction, erosion in
the proposed development area wilt need to be controlled using best management
t � practices. Our test pits indicate the soils that should be encountered during construction
! ' will primarily consist of silty sand. This soil is susceptible to erosion due to sheet flow.
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' ' The erosion control plan should include measures for reducing concentrated surfacewater
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runoff and protecting disturbed or exposed surfaces by mulching and revegetation. The
� � temporary erosion and sedimentation control plan should include tlie following:
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• Where practical, maintain vegetation buffers around cleared areas;
� • Cover exposed soil stockpiles;
i • Hydroseed or place straw mulch in areas where grading is completed;
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• Divert water away from the top of slopes; �
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� Use silt fences and straw bales around the lower portions of the site perimeter; and
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'' l ; • Coordinate clearing, excavation, and erosion control to reduce exposed areas.
� The erosion control measures should be reviewed on a regular basis to verify they are
� functioning as intended.
II � � Landslide Hazard Areas
I � The localized slope area in the southwest portion of the site has a slope gradient in
� � excess of fifteen (15) percent and meets the City of Renton's landslide hazard
classification for a Medium Landslide Hazard (RMC 4-3-050B.4.c.ii). Based on our
�� current understanding of the project, the slope area is to be graded to reduce the slope
gradient and developed.
1 Seismic Hazard Areas
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The soils encountered at our test pit locations primarily consist of silty sand, ranging from
(� loose to very dense, and do not contain an established groundwater tabte. In our opinion,
� these soils would not be susceptible to liquefaction.
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� ' In accordance with the City of Renton's classification system, the site meets the criteria
� � for a Low Seismic Hazard (RMC 4-3-050B.4.e.i). An additional discussion of the seismic
hazards is provided in the following Seismic Design Considerations section of this study.
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' Coal Mine Hazards
t Portions of Renton contain abandoned coal mines that can adversely impact a site. As
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part of our study, we reviewed information in our library and files and reviewed
` � Department of Natural Resources (DNR) coal mine records for information pertaining to
, historic coal mining operations in the vicinity of the site.
i ' During our field exploration, we did not observe any surface or subsurface indications
� • of coal mining activity, such as mine tailing piles, abandoned mine openings, or
abandoned mining equipment, all of which are typically found near coal mine '
; operations.
, As part of our study, we also reviewed the Washington State Coal Mine Map Col%ction:
A Catalog, lndex, and Users Guide, Open File Report 94-7, prepared by the Washington
� Division of Geology and Earth Resources, dated June 1994. Based on the results of our
file review, in our opinion, the site is not underlain by coal mine workings and has a Low
� , Coal Mine Hazard designation (RMC 4-3-0506.4.f.ii).
DISCUSSION AND RECOMMENDATIONS
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General
� � Based on the results of our study, in our opinion, the site development is feasible from a
geotechnical standpoint, provided the recommendations contained in this report are
fi followed. Building support can be provided using conventional spread and continuous
` ' footing foundation systems bearing on competent native soil or on structural fill used to
� , modify existing site grades. Slab-on-grade floors may be similarly supported.
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The site is underlain by up to five (5) feet of loose native granular soils. If loose native
� � soil is encountered at construction subgrade elevation, it should either be compacted
; in-place to the requirements of structural fill or it should be overexcavated and replaced
with structural fill.
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( ' This report has been prepared for specific application to this project only and in a manner
� - consistent with that level of care and skill ordinarily exercised by other members of the
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profession currently practicing under similar conditions in this area for the exclusive use
� i of Conner Homes and their representatives. No warranty, expressed or implied, is made.
This report, in its entirety, should be included in the project contract documents for the
� , information of the contractor.
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Site Preparation and General Earthwork
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( ; The building and roadway areas to receive structural fill should be stripped and cleared of
surface vegetation, organic matter, and other deleterious material. Based on the
� ' thickness of the topsoil and vegetative cover encountered in our test pits, a stripping
� depth of six f6} to twelve (12) inches for the northern portion of the site and one and
one-half (1 .5) to three (3► feet for the southern portion of the site should be anticipated.
� � The actual stripping depth should be based on field observation at the time of
construction.
{ : Root balls from vines, brush, and trees should be grubbed out to remove roots g�eater
than about one-inch in diameter. The depth of excavation to remove root balls could
+ exceed four (4) feet below the existing ground surface. Depending on the grubbing
� ; methods used, disturbance and loosening of the subgrade could occur during site
grubbing. Soil distu�bed during grubbing operations should be compacted in-place to the
� requirements of structural fill.
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Stripped materials should not be mixed with materials to be used as structural fill. The
`, stripped soil materials may be "wasted" on site in non-structural landscaping areas or
E they may be exported off site.
�` Following the stripping operation and excavations necessary to achieve construction
subgrade elevations, an ECI representative should observe the ground surface where
�� structural fill, foundations, or slabs are to be placed. Soil in loose or soft areas, if
recompacted and still excessively yielding, should be overexcavated and replaced with
structural fill. The optional use of a geotextile fabric placed directly on the overexcavated
r ! surface may help to bridge unstable areas. ECI can provide recommendations for
�I geotextiles, if necessary.
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; Structural fill is defined as compacted fill placed under buildings, roadways, slabs,
pavements, or other load-bearing a�eas. Structural fill under floor slabs and footings
, should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness
� and compacted to a minimum of ninety (90) percent of its laboratory maximum dry
density determined in accordance with ASTM Test Designation D-1557 (Modified I
, Proctorl. The fill materials should be placed at or near their optimum moisture content.
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� Structural fill in roadway and public right-of-way areas should be compacted in
accordance with the City of Renton's requirements. Renton requi�es structural fill in
roads and right-of-way areas be compacted to ninety-five (95) percent of maximum
density in accordance with ASTM Test Designation D-1557 (Modified Proctor).
Based on the results of our laboratory tests, the on-site soils at the time of our
exploration appeared to be near to slightly over their optimum moisture content and
should be suitable for use as structural fill, provided grading operations are conducted
during dry weather. Moisture conditioning of the native soils may be necessary
depending on conditions observed during construction. In addition, laboratory testing
indicates the site soils have between four (4) and fifty-two (52) percent fines passing the
� No. 200 sieve. Soil with fines in excess of around five f5) percent will degrade if
• exposed to excessive moisture, and compaction and grading will be difficult if the soil
. moisture increases significantly above its optimum level.
� If the site soils are exposed to excessive moisture and cannot be adequately compacted,
y then it may be necessary to import a soil that can be compacted. During dry weather,
non-organic, compactable granular soil with a maximum grain size of four (4) inches can
� be used. Fill for use during wet weather should consist of a fairly well graded granular
- material having a maximum grain size of four (4) inches and no more than five (5) percent
, fines passing the No. 200 sieve based on the minus 3/4-inch fraction. A contingency in
� the earthwork budget should be included for the possibility of importing a material
� meeting this specification.
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j Slope Fill Placement
In our opinion, the placement of fill on a sloping grade is acceptable, however, where the
; slope gradient exceeds twenty-five (25) percent, the fill must be adequately keyed and
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benched into the slope.
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� ; This process should consist of excavating a keyway at the toe of the planned fill. The
� � keyway should have a width of about six to eight feet and a depth of at least two (2) feet
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into medium dense to dense native soil. The slope above the keyway should then be cut
into a series of horizontal to slightly inward sloping benches. Typically, the benches are
l ` excavated with a small bulldozer as the fill is brought up. The width of the benches will
� , vary with the gradient of the slope, usually the gentler the slope, the wider the benches. ,
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� Plate 3, Slope Fill Placement shows a schematic diagram of the keyway and benches. I
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� ; Foundations
Based on the results of our study and provided our recommendations a�e followed, in our
� opinion, the future single-family residences can be supported on conventional spread and
continuous footing foundation systems bearing on competent native soil or on structural
� � fill used to modify site grades.
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� , If loose fill or native soil is encountered at construction subgrade elevations, it will be '
� , necessary to either compact the soils to the requirements of structural fill or to
overexcavate the loose soils and replace them with a minimum of twelve (12) inches of
? structural fill.
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Exterior foundation elements should be placed at a minimum depth of eighteen (18)
( ' inches below final exterior grade. Interior spread foundations can be placed at a minimum
l:• depth of twelve (12) inches below the top of slab, except in unheated areas, where
interior foundation elements should be founded at a minimum depth of eighteen (18)
� inches. Continuous and individual spread footings should have minimum widths of
� twelve (12) and eighteen (18) inches, respectively.
�� With foundation support obtained as described, for design, an allowable soil bearing
capacity of two thousand five hundred (2,5001 psf can be used for competent native
�1 soils, native soil compacted to the requirements of structural fill, or for newly placed
� structural fill used to modify site grades. Loading of this magnitude would be provided
with a theoretical factor-of-safety in excess of 3.0 against actual shear failure. For short-
(� term dynamic loading conditions, a one-third increase in the above allowable bearing
l capacity can be used.
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f ' With structural Ioading as expected, total settlement of less than one (1) inch is
� anticipated with differential movement of less than one-half (0.5) inch. Most of the
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anticipated settlement should occur du�ing construction as dead loads are applied.
� ` Horizontal loads can be resisted by friction between the base of the foundation and the
� , supporting soil and by passive soil pressure acting on the face of the buried portion of the
; foundation. For the latter, the foundation must be poured "neat" against the competent
� native soils or backfilled with structural fill. For frictional capacity, a coefficient of 0.35
� should be used. For passive earth pressure, the available resistance should be computed
( ; using an equivalent fluid pressure of three hundred fifty (350) pounds per cubic foot (pcf).
These lateral resistance values are allowable values, a factor-of-safety of 1 .5 has been
included. As movement of the foundation element is required to mobilize full passive
• resistance, the passive resistance should be neglected if such movement is not
acceptable.
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' Footing excavations should be observed by a representative of ECI, prior to placing forms
, . or rebar, to verify that conditions are as anticipated in this report.
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Slab-on-Grade Floors
' Slab-on-grade floors should be supported on competent native soil, native soil compacted
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in-place to the requirements of structural fill, or on structural fill used to modify site
f = grades. Subgrade soils that are loose or disturbed during construction shoutd either be
�r compacted in-place to the requirements of structural fill or overexcavated and replaced
with structural fill.
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� Slabs should be provided with a capillary break consisting of a minimum four (4) inches of
free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier
�� such as a 6-mil plastic membrane should be placed beneath the slab.
Retaining Walls
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Retaining walls should be designed to resist the lateral loads imposed by the retained
�� soils. Walls that are designed to yield should be designed to resist the lateral earth
j pressures imposed by an equivalent fluid with a unit weight of thirty-five (35) pcf. If
walls are to be restrained at the top from free movement, the equivalent fluid weight
(� should be increased to fifty (50) pcf.
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� These values are based on horizontal backfill and that surcharges due to backfill slopes,
! � hydrostatic pressures, traffic, structural loads, or other surcharge loads will not act on
, the wall. If such surcharges are to apply, they should be added to the above design
� �, lateral pressure. The passive pressure, friction coefficient, and allowable bearing
capacity previously provided in the Foundations section of this study are applicable to
1 the retaining wall design.
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To reduce the potential for hydrostatic forces building up behind the walls, free-
� ' standing retaining walls and foundation walls should be backfilled with free-draining
� . material extending at least eighteen (18) inches behind the wall. A rigid, four (4)-inch
diameter, schedule 40, perforated PVC or SDR 35 drainpipe should be placed at the
� ' base of the wall, and should be surrounded by a minimum of one (1) cubic foot per
� � lineal foot with one (1) inch drain rock. The pipe should be placed with the
perforations in the down position. The remainder of the backfill should consist of
� � structural fill. A typical retaining wall drainage and backfill detail is provided on Plate
4.
( , Seismic Design Considerations
� � Earthquakes occur in the Puget Lowland with regularity, however, ihe majority of these
( ; events are of such low magnitude they are not felt without instruments. Large
earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the
f � Olympia area, the 1965, 6.5 magnitude earthquake in the Midway area, and the 2001,
�� 6.8 magnitude Nisqually earthquake.
�� There are th�ee potential geologic hazards associated with a strong motion seismic event
� at this site: ground rupture, liquefaction, and ground motion response.
�� Ground Rupture
�� The strongest earthquakes in the Puget Lowland are widespread, subcrustal events,
ranging in depth from thirty (30) to fifty-five (55) miles. Surface faulting from these deep
events has not been documented to date. Therefore, it is our opinion, that the risk of
r 1 ground rupture at this site during a strong motion seismic event is negligible.
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Liquefaction
, Liquefaction is a phenomenon in which soils lose all shear strength for short periods of
� time during an earthquake. Groundshaking of sufficient duration results in the loss of
� grain-to-grain contact and rapid increase in pore water pressure, causing the soil to
behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a i
� ' grain size distribution of a specified range (generally sand and silt); it must be loose; it
� must be below the groundwater table; and it must be subject to sufficient magnitude and
duration of groundshaking. The effects of liquefaction may be large total and/or
i , differential settlement for structures founded in the liquefying soils.
( ' In our opinion, the potential for liquefaction-induced settlement of the soils encountered
� � at this site should be negligible provided the recommendations contained in our study are
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followed. This conclusion is based on the absence of a shallow groundwater table in the
; immediate vicinity of the proposed residential lots.
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Ground Motion Response
� � The 2003 International Buildin Code IBC re ulations contain a static force rocedure
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. and a dynamic force procedure for design-base shear calculations. Based on the i
� ; encountered soil conditions, it is our opinion Site Class C, Very Dense Soil oi Soft
Rock, as defined in Table 1615.1 .1 should be used to characterize the site soils.
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I i i Excavations and Slopes
�� The following information is provided solely as a service to our client. Under no
� circumstances should this information be interpreted to mean that ECI is assuming
responsibility for construction site safety or the contractor's activities, such responsibility
i� is not being implied and should not be inferred.
� In no case should excavation slopes be greater than the limits specified in local, state
(� (WISHA), and Federal (OSHA) safety regulations. Based on the information obtained from
the subsurface exploration, the loose to medium dense soils encountered in the upper
�� portion of the test pit locations would be classified as Type C by OSHA/WISHA.
Temporary cuts greater than four (4) feet in height in Type C soils should be sloped at an
inclination of 1 .5H:1 V (Horizontal:Vertical). The underlying dense to very dense glacial till
( � encountered at our test pit locations would be classified as Type A by OSHA/WISHA.
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Conner Homes E-1 1609
' February 1, 2005 Page 18
Temporary cuts greater than four (4) feet in height in Type A soils should be sloped at an
inclination of 0.75H:1 V. Where groundwater seepage is encountered the saturated soils
, should be treated as a Type C soil and should be cut no steeper than 1 .5H:1 V.
' If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be
, necessary. Shoring will help protect against slope or excavation collapse, and will
provide protection to workers in the excavation. If temporary shoring is required, we will
be available to provide shoring design criteria.
Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes I
should be observed by ECI during excavation to verify that conditions are as anticipated.
Supplementary recommendations can then be developed, if needed, to improve stability,
including flattening of slopes or installation of surface or subsurface drains.
Permanently exposed slopes should be seeded with an appropriate species of vegetation
to reduce erosion and to improve stability of the surficial layer of soil.
Site Drainage
Light to heavy groundwater seepage was encountered at nine of our test pit locations at
! depths �anging from two (2) to nine (9) feet below existing grade. The observed seepage
at seven of our test pit locations is likely indicative of seasonal perched groundwater
collecting above the underlying dense low-permeability glacial till. At Test Pits TP-3 and
. TP-10, the seepage is likely indicative of seasonal groundwater within permeable sand
lenses within the glacial till.
` ' If seepage is encountered during construction, the bottom of the excavation should be
, . sloped to one or more shallow sump pits. The collected water can then be pumped from
these pits to a positive and permanent discharge. Depending on the magnitude of such
� " seepage, it may also be necessary to interconnect the sump pits by a system of
� � connector trenches.
� :
The appropriate locations of subsurface drains, if needed, should be established during
� : grading operations by ECI's representative at which time the seepage a�eas, if present,
l . may be more clearly defined.
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� , GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-1 1609
� ' February 1 , 2005 Page 19
During construction, the site must be graded such that surface water is directed away
1 ' from construction areas and the steep slope area located in the immediate southwestern
T corner of the site. Water must not be allowed to stand in areas where foundations,
� ; slabs, or pavements are to be constructed. Loose surfaces should be sealed by
compacting the surface to reduce the potential for moisture infiltration into the soils.
. Final site grades must allow for drainage away from the future residences and the steep
� slope area in the southwestern corner of the site. The ground should be sloped at a
� .
gradient of three (3) percent for a distance of at least ten (10) feet away from the
t ' residences.
, >
Footing drains should be installed around the perimeter of the residences at or just below
the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is
• provided on Plate 5. Under no circumstances should roof downspout drain lines be
connected to ihe footing drain system. Roof downspouts must be separatety tightlined to
` , discharge. Cleanouts should be installed at strategic locations to allow for periodic
maintenance of the footing drain and downspout tightline systems.
i; Utility Support and Backfill
�� The site soils should generally provide adequate support for utilities. Where loose soils
; or unstable conditions are encountered, remedial measures such as overexcavating soft
soils or compacting subgrade soils exposed in the trench bottom may be required.
�
• Utility trench backfill is a primary concem in reducing the potential for settlement along
utility alignments, particularly in pavement areas. It is important that each section of
( j utility line is adequately supported in the bedding material. The material should be
`� hand tamped to provide support around the pipe haunches. Fill should be carefully
� placed and hand tamped to about 12 inches above the crown of the pipe before heavy
� compaction equipment is brought into use. The remainder of the trench backfill should
be placed in lifts having a loose thickness of less than twelve (12) inches. Utility
(� backfill within the City of Renton road right-of-way should be compacted to ninety-five
l (95) percent of the maximum dry density.
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(� Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-1 1609
�I February 1 , 2005 Page 20
i1;
( ;' Pavement Areas
The adequacy of site pavements is related in part to the condition of the underlying
� � subgrade. To provide a properly prepared subgrade for pavements, the subgrade should
� ` be treated and prepared as described in the Site Preparation and General Earthwork
section of this report.
� '
�
It is possible that some localized areas of soft, wet or unstable subgrade may still exist
t after this process. Therefore, a greater thickness of structural fill or crushed rock may be
( ; needed to stabilize these localized areas.
� ' The pavement subgrade should be proofrolled under the observation of an ECI
� • representative prior to placement of the crushed rock base (CRB). Yielding areas should
be overexcavated and replaced with structural fill or moisture conditioned and
recompacted to a firm and unyielding condition.
� .
The following pavement section for lightly-loaded areas is suggested: '
�;
• Two (2) inches of asphalt concrete (AC1 over four (4) inches of CRB material, or
I ', • Two (2) inches of AC over three (3) inches of asphalt treated base (ATB) material.
We will be pleased to assist in developing appropriate pavement sections for heavy traffic
� : zones, if needed.
( + Pavement materials should conform to WSDOT specifications. The use of a Class B
� asphalt mix is suggested.
�j LIMITATIONS
1 Our recommendations and conclusions are based on the observed site materials, selective
(� laboratory testing, engineering analyses, the design information provided us, and our
experience and engineering judgment. The conclusions and recommendations are
1 � professional opinions derived in a manner consistent with that level of care and skill
t� ordinarily exercised by other members of the profession currently practicing under similar
conditions in this area. No warranty is expressed or implied.
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I , GEOTECHNICAL ENGINEERING STUDY
Conner Homes E-1 1609
( � February 1 , 2005 Page 21
The recommendations submitted in this report are based on the data obtained from the
� � test pits. Soil and groundwater conditions between test pits may vary from those
encountered. The nature and extent of variations between our exploratory locations may I
� ', not become evident until construction. If variations do appear, ECI should be requested
to reevaluate the recommendations of this re ort and to modif or verif them in writin
p Y Y 9
� , prior to proceeding with the construction.
; ,
Additional Services
1 '
i . As the geotechnical engineer of record, ECI should be retained to perform a general
review of the final design and specifications to verify the earthwork and foundation
recommendations have been properly interpreted and implemented in the design and in
- the construction specifications.
� ECI should also be retained to provide geotechnical engineering services during
' construction. This is to observe compliance with the design concepts, specifications or
, recommendations and to facilitate design changes in the event subsurface conditions
� differ from those anticipated prior to the start of construction.
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t� Reference: EaCtl�l COC1SU�taI�]tS, Inc.
arotechnlcol Enfi���rrriiu,Geoki�;y.Ern7runmental ticirn���s
Klflg �iOUll�/ t:onsinK�ti�m Trsring t��Ctio/w,�E3o�nsprrtH�n tirn�irrs
I� Map 656
� By Thomas Brothers Maps , , Vicinity Map
Dated 2005 NORTH Broadmoor Property
( � King County, Washington
� NOTE:This plate may contain areas of color.
ECI cannot be responsible for any subsequent Drvm. GLS Date Jan. 2005 Proj. No. 11609
�, ( � misinterpretation of the information resufting Checked ELW Date 1/10/05 Plate 1
�1 from black 8� white reproductions of this plate.
� ��
. , � / \ / �
, �
, - - - - - - - - - - - - - � - - � - - - - - - - - - - - - - - — - - – - - - -
– - - - - - -
� � � � i i � i i – � i- - - - T - - - T - - � - -I- - - � - - i � �
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, � I + � I 50 i I I � ( � � 43 � � � ', � W
! — � TP-61 � 44 42 I 41 40 i 39 I �
, . ( TP-2 i � 51 i — L. 49 � 48 ' 47 � 46 � 45 i � i
� 1 TP-1 I 1 i 1 i i � i , i TPi S� ; i I i i �"'�
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, � - -�- - - - � - - �- - - - 1 - - - ' - - -�1 - - - -�- - - -' - - - '- - - - ' � - - -i u�
�- - - - � - - -
� � Detenfion Tract �� � I I T I _�'L i I I I I I I
i i � i TP-7 i � i i i i i i � C
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j � I� � 26 I 27 I 28 I 29 I 30 i 31 i 32 ` 33 I 34 I 35 I 36 I 37 I 38 I �
� J i � � � i � i i � i i �
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� _ - -- - - - - - - - - -' - - - - I .
I � TP-3�
- -,
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i , � ' 64 � ❑ � - - - � - - � - - - T� i �
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25
l : � ' � 14 15 16 I 17 18 ( 19 � i 20 , 21 i i I
I 54 i 53 � i � � i ; ; I i � �- - - - - - - i � ' �
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i � ❑ �- - — — — — ' i � I
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55 ❑ 13 ! 12 il 10 9 � 8 ' � ! 6 � - - - - - - - - - �
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� 56 TP-4 '— - — ( Z,
� , I _- - - - - - -� - - - - - - - - - - - - - -� � -- - - - - - - - - -;- - - -�TP-10� i
r- - - - - - - , i i � �, , , � , � � i � °�
? i , , , � � ; ' ' , � � i I —I
i � ! � TP-5 I � i i � i =,
� : � 57 58 � 59 j 60 6 f � 62 � 63 ' � - -i '� � 2 3 4 i 5
� ! � � � ; i � i i � ( � �
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; ' , �, i pproximate Scale
� A
i � - - - - - - - - - - - - - - - - - ! - - - � - - - - - - �- - - - - -� - - - - - - � - - - �- - - - �-- - - - �
� 0 50 100 200ft.
= 144th AVENUE S.E. �
� �
LEQEND
�� i Earth Consultants, Inc.
TP-1-1—Approximate Loeation of / Grolrchnlcal En�+lnet'�Inp.Geolo�;y.Em'iroiunrnlal Sciencrs
ECI Test Pit, Proj. N�. C��n�vu�tlon Tesling t�I('Bc�!�vAeO Insprctlem Ser�9crs
1 � E-11609, Jan. 2005 NOTE:This plate may contain areas of color. TeSt Plt LOCat1011 Plan
�� ECI cannot be responsible for any subsequent
� � Broadmoor Pro ert
I i SUbjBCt Slte misinterpretation of the information resulting P Y
�( _ _ _ , from black& white reproductions of this plate. Kin9 COutlty, Washington
' � �z Pro osed Lot Number
p Drwn. GLS Date Jan. 2005 Proj. No. 11609
�;
a Existing Building Checked ELW Date 1/10/05 Plate 2
t�
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Final Siope Gradient
(See Text) ::.• _ �::;':f;,�. ..
! , H :' ';:�' -�I1=Iil =III
� �� ::;:?.:�,,.: I I i= i
( ' I `�'� .�'����.�`..�f' Existin
t : '� :: ::::'.�;:;��t;_; =I I I g
��t�� .� =111111
�•:�.;,:•�::, Grade
Existing , ::�����'''••-' _
��' j�•.
i Grade : :%:;:�;:::'; :;;r,.:. _ —
I . ..���~�'';� � �:: ��- _
. `' �''r''�'�:.
.,.•;:��::.:.,,;�. —III Typical "Bench"
+,�;;^;i:;�;r II1= 4 feet minimum
' I 1=1I 1= •:�'�� = width
. .
— — Ke
I : ��� ���—���_��� y
� III�II
i '
i �
i , LEGENQ
� � • Stope should be stripped of topsoil :::..:::::r: Free draining, organic free, granular material
� and unsuitable materials prior to ,, with a maximum size of 3 inches, containing
excavating key way or benches. no more than 5 percent fines (silt and clay size
particles passing the No. 200 mesh sieve)or
• Benches will typically be equal to a other material approved by Geotechnical
� dozer blade width, approximately Engineer.
8 feet, but a minimum of 4 feet.
� _ : :�: Key Way Fill is same as Structural Fill described
• Final Slope gradient should be ��:;;.�:'�,;; above. Key Way should be minimum 2 feet deep
' _ : _ (Horizontal : Vertical). and 6 feet wide, extending the full length of the
slope face.
, � Final Slope face should be densified
3 by over-building with compacted fill ---" Approximate original grade.
and trimming back to shape or by
� ' compaction with dozer or roller.
� ;
• Planting or Hydroseeding slope face SCHEMATIC ONLY - NOT TO SCALE
with a rapid growth deep rooted NOT A CONSTRUCTION DRAWING
�� vegetative mat will reduce erosion
potential of slope area.
a • Use of pegged-in-place jute matting or
eotechnical fabric will hel maintain the Earth Consultants, IC1C.
� g P CR'OIKlllllf.11 EIIF,IIIKIS CifOIO�'ISI5 R Elll'Ift�I1111PIN.lI SCIPIlIISIS
seed and mulch in place until the root �����fUl11cM1 TPtillllj�i ICHO�K 160 II15�NcfiU11 SCt\'K'f5
� , system has an opportunity to germinate. SLOPE FILL PLACEMENT
' � Structural Filf should be placed in thin loose Broadmoor Property
lifts not exceeding 10 inches in thickness. King COunty, Washington
( � Each lift should be compacted to no less
l.l than the degree specified in the site
preparation and Earth Work Section of this �- GLS Date Jan. 2005 Pro).No. 11609
�y report. No additional lift should be placed �� ELW Date 1/19/05 Plate 3
until compaction is achieved.
� 1
( ' i
� Free Draining 18 inches min.
is
Backfill --►I
oVO� :,; :•:: 111=�11=111=
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o � ,;�:+ .,�.y'';: ;;;.:
, Weep Hole o 0 0°� ''� '�`" ''�
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0 0 , o.
�°oo�°� o o°� �o 0 0:: '
0 0 0 0 0 0 0 0�,o o ,:, Perforated Pipe I ;
111=111�11 0° °o o ,°o 0 0° o ,°: : Wrapped with I
� ifoot min. °o"_°' °° � Filter Fabric
� . ° _
1 foot min. Compacted Subgrade
t .
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� ; STANDARD NOTES � FrFNn
1) Free Draining backfill should consist of � Surface Seal; Native Soil or other Low
I ; granular soil having no more than 5 : �,•-•.:•�:ti permeability Material
percent passing the #200 sieve and
4 no particles greater than 4 inches in o°o 0 0o Free Draining Backfill
� j diameter. Tha percentage of particles
p a s s i n g t h e #4 s i e v e s h o u l d b e b e t w e e n
25 and 75 percent. ;�`:;:�o• Structural Fill compacted to 90 percent
�
00 0o relativecompaction
; 2) Structural backfill should be free of
organics, clayey soils, debris and other o00 00°o0 1 inch Drain Rock �'
� deleterious materials. It should be ° ° ° ;
� f placed at or near the optimum moisture �
' content.
SCHEMATIC ONLY-NOT TO SCALE
� 3) Where weep holes are utilized, surround NOT A CONSTRUCTION DRAWING
� each weep hole with 3 cubic feet of 1 inch
drain rock. Maximum horizontal spacing
� of weep holes should be 6 feet. Eartrl C01lSUIfaC1tS, jC-]C.
�
� Geo��chnlcal Engl�xers.Geobgl�s&Envlraimenial�clenilctc
4) Drain pipe; perforated or slotted rigid `=°�"'n'�'�°"TP`°„��'�g°'"^g°'"`,x""'"�"KP,
PVC pipe laid with perforations or slots
� facing down; tight jointed;with a positive RETAINING WALL DRAINAGE AND BACKFILL
� gradient. Do not use flexible corrugated Broadmoor Property
plastic pipe. Drain line should be bedded King COunty, WaShington
1 � on and surround with free draining 1 inch
drain rock. The drain rock may be
encapsulated with a geotechnical drainage Drwn. GLS Date Jan. 2005 Proj.No. 11609
� fabric at the engineers discretion.
CheCked ELW Date 1/19/05 Plate 4
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��_ Slope To Drain —
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f � . . .:ti:. :. :;::.::��: ..
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��: : :��:�::::��: ��:�::��:: ::::: .::::.:
.:::�:.: ::.. .:...: :� ::::.:.. :��.::.:::
6 inch min. :%:;.: �:::• '.•::::%r;::::;� �:r:•�:•:;::%rj::�:::'.;::, �.
1 � ��::: ��: :�::::::�::�::.:::::::::::::::��:.���:�:::�::�::�:::�:
::: : - :.::: .
.. . . ..r:.. . . .
j .:,�o:��.a o�.�'�.�•:.o•o�o:ti.�oLu o3�o•o,�� �'�o;e
•••o�p
� �o O p �o�� �� �O 0 p �o�� �� �o��p �o �.
t °�p o��oo��°�o o���oo��°�o o��� 18inch
i ; �o o�o00 0�� �o o�o°a o�� o 0 00 00° min.
I Op °o O o� O �po�p °o O o� O �po00 °o O o
l i � o a o � o 0 0 � o
o�poop00 00 0�0o�o0p � � o�poo
0 0 0 0 0 0 � o 0 0
� poo��0 � � � Qoo� p � oopoo�
� . 0�� �O�OO�o� o O°0 �O pO�o� o O°0 �
4 inch min. o oo,o 0 0 0 0 0 0 000 0 0 0 0 0 0 0 000
° p � o � � � o o ° o
Diameter °oo°�o�o�oo 0 0000°o0 0� o 0
Perforated Pipe � o�°o� o 0 00° °�°�° j
I : �o� o �o�oo �oo�o� � �o
Wrapped in Drainage
Fabric o �o° o ° °°oo°oo o° o
�O o oo�� o °
p0 �O�p �
l ; o 0
o .r °
't i
2 inch min.
� ' 2 inch min./4 inch max.
� 12 inch
min.
1 i i Fr;FNn
,_.;;•; Surface seal; native soil or other SCHEMATIC ONLY-NOT TO SCALE �
I� � low permeabiliry material. NOT A CONSTRUCTION DRAWING
� o°°o o° 1"D�ain Rock '
ll i �
Drain pipe; perforated or slotted rigid
( � Q PVC pipe laid with perforations or Earth Consultants, 1C1C.
� slots faeing down• tight jointed; with a cco�n,i,nk�ai enginc�rs.c�dogivs a em�ironm�nra�G��e�,��.�.
Cunslrui'tk�l T�cfin�R ICBO!��.1B0 Ins�xnlnn xn�kes
positive gradient. Do not use flexible
r � corrugated plastic pipe. Do not tie
l building downspout drains into footing NPICAL FOOTING SUBDRAIN DETAIL
lines. Wrap with Mirafi 140 Filter Fabric Broadmoor Property
� or equivalent. King County, Washington
l�
Drwn. GLS Date Jan. 2005 ProJ. No. 11609
�i (�tedced ELW D8�9 1/19/05 Plate 5
1
11
( �
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�
APPENDIX A
I , FIELD EXPLORATION
� ' E-11609 ,
. � �I
Our test pit exploration was performed on January 5, 2005. The subsurface conditions
L4 at the site were explored by excavating ten test pits to a maximum depth of eleven (1 1)
' feet below existing grade. The test pits were excavated by Aikins Excavatin ,
9
� subcontracted to Earth Consultants, Inc. (ECI), using a rubber-tired backhoe.
1 ';
The approximate test pit locations were determined by pacing from site features depicted
i � on a preliminary site plan provided by the client. The elevations were estimated based on
: topographic data shown on the site plan. The locations and elevations of the test pits
should be considered accurate only to the degree implied by the method used. These
' approximate locations are shown on the Test Pit Location Plan, Plate 2. A fenced pasture
� in the northern portion of the site was not accessible during our visit, and was not
explored.
� � �
The field exploration was continuously monitored by a eolo ist from our firm, who
9 9
cl ifi i
ass ed the so Is encountered, maintained a log of each test pit, obtained representative
i �, samples and observed pertinent site features. All samples were visually classified in
ac c or d an c e w i t h t h e U n i f i e d S o i l C l a s s i f i c a t i o n S y s t e m t h a t i s p r e s e n t e d o n P l a t e A 1,
• Legend. Logs of the test pits are presented on Plates A2 through A11 . The final logs
t rep�esent our interpretations of the field logs and the results of the laboratory tests on
� S
field samples. The stratification lines on the logs represent the approximate boundaries
� ? between soil types. In actuality, the transitions may be more gradual. Representative soil
�� samples were collected and returned to our laboratory for further examination and testing.
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MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION
� ; ; SYMBOL SYMBOL
G�/ Well-Graded Gravels, Grevel-Sand
Grevel � °4 •Q ° gyy Mixtures, Little Or No Fines
� � j And Clean Gravels
Grevelly (little or no fines)
Coarse Soils . , � GP Poorly-Graded Gravels,Gravel-
Grained � � 1 gp Sand Mixtures,Little Or No Fnes
Soils More Than (�jM Silty Gravels,Gravel-Sand-
� ' ,50% Coarse Grevels Wi[h gm Silt Mixtures
Fraction Fines(eppreciable
' Reteined On amount of finesl CaC Clayey Gravels, Grevel-Sand-
� ' No. 4 Sieve 9C Clay Mixtures
' ' Sand � o ' SW Well-Graded Sands, oravblly
And Clean Sand � o o��' 0 5W Sends, Llttle Or No Fines
l . S�ndy (Iittle or rro fines � � A '
More Than" Soils Q +;��� r,: gP Poorly-Graded Sands, Grevelly
50% Material lt,;o „1t;>� Sp Sands, Uttie Or No Fines
Larger Than More Than
� j No.200 Sieve E SM
50% Cogrse Silty Sands, Sand-Silt Mixtures
5ize Sands With SfTI
FraCtion Fines(appreciabl_
Passing No.4 amount of fines SC
Sieve ,' SC Clayey Sands, Sand-Clay Mixtures
1 ; � � M L Inorganic Silts 3 Very Fine Sands,Rock Flo�r,Silty-
�p) Clayey Fine Sands;Clayey Silts w/ Slight Plasticity
Fine Silts C(_ Inorganic Clays Of Low To Medium Plasticity,
Gramed pnd Liquid Limit
, Soils Clays Less Than 50 � C� Gravelry Clays, Sandy Clays, Silty Clays, Lean
I � I ( I � ��- Organic SiRs And Organic
. � I � I � I O� Silry Clays Of Low Plasticity
� � �
MH Inorganic Silts, Micaceous Or Diatomaceous FirE.
More Than mh Sand Or Silty Soils
{ : 50% Mater�al Silts
� Smaller Than And Liquid Limlt CH Inorganic Clays Of High
l No.200 Sieve Clays Greater Than 50 Ch Plasticiry. Fat Clays.
Size
///// �H Organic Ciays Qf Medium To High
� : O�l Plasticity, Organic Siits
`��' �"� �"� pT Peat, Humus, Swamp Soils
Highly Organic Soils
, ��, �i r, ��r Pt W ith High Organic Contents
� ' Topsoil 'y�"y�"� Humus And Duff Layer
i
Fill Hlyhly Veriable Constituents '
I: ��
The discussion in the text of this report fs necessary tor a proper understanding of the nature �I
, of the materiel presented in the attached logs. '
� i DUAL SYMBOLS are used to Indicate borderiine sdl classfflcation.
'' [� C TORVANE READING,tsf I 2'O.D. SPLfT SPOON SAMPLER
i qu PENETROMETER READING,tsf
W MOISTURE,%dry weight � 24'I.D. RING OR SHELBY TUBE SAMPLER
P SAMPLER PUSHED
�� " SAMPLE NOT RECOVERED i WATER OBSERVATION WELL
i pcf DRY DENSfTY,Ibs.per cubic ft.
LL LIQUID UMIT,% Q DEPTH OF ENCOUNTERED GROUNDWATER
PI PLASTIC INDIX DURING IXCAVATION
Ij t SUBSEQUENT GROUNDWATER LEVEL W/DATE
��
� Earth Consultants Inc. LEGEND
� � (iw�ixlu�k:Jl)iyMrrcro.Gtx�lslsili��•Iruiu7xa�1a15ckaiLLSU
i
Proj. No. 11609 Date Jan. 2005 Plate A1
l �
� � Test Pit Log
Projec!Name: Sheet of
, Broadmoor Pro 1 1
i Job No. Logged by: Date: Test Pit No.:
' ' 11609 ELW 1/5/05 TP-1
Excavation Contador. Ground Surfiace Ebevation:
� � Aikin's Excavatin 385'
� � Notes: '
� ' � o = � � surtace Conditions: Depth of Topsoil &Sod 18"
l , Genefa) w a� 2'i .: a V $
Notes ���, � � a LL � � �
� ':. y TPSL Dark brown TOPSOIL
� , .� �
y
e . � . 2 GP Brown pooriy graded GRAVEL with sand, loose, moist to wet
f : w
5.0 �'� 3 -4.0%fines
, '�' -moderate to heavy seepage from 3'to 5', becomes saturated
� , ��� 4
. � .
•
�3.2 5 SM Gray silty fine to medium SAND with gravel, dense to medium
[ , dense,wet(Glacial Till)
s Test pit terminated at 6.0 feet below existing grade. Groundwater
� , seepage encountered at 3.0 to 5.0 feet dunng excavation.
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� � Earth Consultants Inc. Broadmoor Property
GeoKcfinkal FZiSt�eers.G�olpgis�s 6�vL�mn�rval SCI�NLStS
� King County,Washington i
f� � Proj.No. 11609 Dwn. GLS Date Jan. 2005 Chedced ELW Date 1/11/05 Plate A2
Subsurfaoe conditions depided represent our observations at the time and location of this e�loratory hole,modified by engineering tests,anatysis
and judgment. They are not neoessariy represerttative of other times and bcations.We cannot acoept respor�ility for the use or interpretabon by
� j others of informatan preseMed on this 104. ll
1
— -- 1
Test Pit Log
Project Name: Sheet of
I Broadmoor Pro 1 1
Job No. Logged by: Date: Test Pit Na.:
' 11609 ELW 1/5/05 Tp-2
t
Excavation Contactor: Ground Surface Elevation:
Aikin's Excavatin 386'
� Notes:
s
; ���I W a� a � a U $ Sur�aoe Conditions: Depth of Topsoil 8�Sod 18": grass
E E E
Notes (°�) � � � � � � N
? TPSL Dar1c brown TOPSOIL
� y
� y
y �
I'� ! � � , 2 GP Reddish brown poorfy graded GRAVEL with sand, loose, moist
•
: .�.
•�• 3 -becomes medium dense
E �
6.3 •�• 4
` • � • -becomes medium dense to dense
w
� �•� 5
_ � . -increase in sand
' � s
6�8 �'� -moderate water seepage at 6'
, . 1 .
� SM Gray silty fine SAND with gravet, medium dense,wet(Glacial Til1) ,
152 i
8
-becomes dense, well cemented, moist I
► 1o.a 9 I'I
Test pit terminated at 9.5 feet below existing grade. Groundwater �
� � seepage encountered at 6.0 feet during excava6on.
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Earth Consultants Inc. Broadmoor Properly
� °i�°�e°"'�1°'�'�''�'"''°""""�'�"""� King County,Washington
t
� � Proj.No. 11609 own. GLS aace Jan. 2005 cnec�cea ELW �are 1/11/05 Plate A3
Subsurface conditior�s depic�ed represerrt our observations et the time and locat3on of this e�loratory hole,modified by engineering tests,analysis
end judgmeM� They are not necessariIy representative of oRher times and locations.We cannot accept respons�bilitty for the use or irrterpretation by
( � others of infom�ation Dreser►ted on this bsa. Y
�
Test Pit Log
Project Name: Sheet of
Broadmoor Pro e 1 1
Job No. Logged by: Date: Test Pit No.:
' 11609 ELW 115/05 TP-3
Excavation Contactor. Ground Surtace Elevation:
� Aikin's Excavatin 396'
• Notes:
� ' � _ m surtace conditions: Depth of Topsoil &Sod 4": grass
General w a.� � ,; a V �
Notes (%) � � o LL' �N � �
SM Tan silty fine SAND, loose, moist
j �s.s � -contains gravel
rp
' 2 SM Gray silty fine SAND with gravel, medium dense, moist to wet
' ' (Glacial 7ill)
3
, , -trace iron oxide staining
� , ��.�
. 4
. 5
` ; 6 -light water seepage at 5.5'
-becomes dense, well cemented, moist
12.5
7
e -becomes very dense, well cemented
� Y �
�? 10.0 10
� Test pit terminated at 10.5 feet below existing grade. Groundwater
' seepage encountered at 5.5 feet during excavat�on.
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g �`°�'°'g�,�°'°g'�6�`�„"`�s"""'s'S King County, Washington
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� Proj.No. 11609 Dwn. GLS Date Jan. 2005 Chedced ELW Date 1/11/05 Plate A4
Subsurface conditions depicted represent our observations at the time and location of this e�loratory hole,modified by engineering tests,analysis
and judgment. They are not necessariy represe�tative of otfier times and bcations.We cannot accept respons�ility for the use or interpretetion by
I, �� others of infortr�ation presented on this lo�
,
Test Pit Log
Projec2 Name: Sheet of
Broadmoor Pro 1 1
Job No. Logged by. Oate: Test Pit No.:
' 11609 ELW 1/5/05 TP-4
Excavation Contador. Ground Surtaoe Elevation:
? Aikin's Excavatin 401'
� � Notes:
� � � — t � � o sur�ace cond�;or,s: Depth of Topsoil 8�Sod 30": grass
'' � : General W a$ t'i �: a v a
'I NoteS (�/,) � � a LL � � �
' ,y TPSL Dark brown TOPSOIL
� j y 1
y
. `�
y
, ,�, 2 -maferate water see 2
SM Gray silty fine SAND with gravel, medium dense, moist to wet
e 19.6 3 (Glacial7ill)
` 4 -iron oxide staining to 5.5'
- 5
� � . 6
-becomes dense, moist
( ' �
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13.9
� -
10 Test pit terminated at 10.0 feet below existing grade. Groundwater
�� � seepage encountered at 2.0 feet during excavation.
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� �"°"`"'`�a'�"g'�`�"''°'"T""�'s"""� King County,Washington I
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� Proj.No. 11609 Dwn. GLS Date Jan. 2005 Chedced ELW Date 1/11l05 Plate A5
Subsurface condiGons depided represent our observations at the bme and location of tl�is expbratory hole,modified by engineering tests.analysis
and judgment. They are not necesseriIy repr�esentative af other times and loc�tions.We cannot acoept respon.wbility for the use or iMerpretatlon by
� athers of information presented on Mis loq.
l.
Test Pit Log
Project Narne: Sheet of
Broadmoor Pro 1 1
Job No. Logged by: Date: Test Pft No.:
` 11609 ELW 1/5/05 TP-5
Excavation Contactor. Ground Surface Elevation:
� Aikin's Excavatin 402'
. Notes:
� � — Surface Conditions: Depth of Topsoil 8�Sod 30": grass
General W La$ n .-: n' U �
� Notes (��� � �. a LL N � �
�
,y TPSL Dark brown TOPSOIL
: y '
y
, �'
y
y 2 -moderate to hea water see e
� 3 ML Tan sandy SILT, loose to medium dense, wet to saturated
�
-iron oxide staining
• 28-1 4 -522%fines
5 -moderate caving
- s
10.3 •a�� � SP Gray poorty graded SAND with gravel, medium dense, saturated
o �
0 8 SM Gray sitty fine SAND with gravel, medium dense, wet(Glacial Till)
16.3
� 9 Test pit terminated at 9.0 feet below existing grade. Grouncfwater
seepage encountered at 2.0 feet during excavation.
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� �������
t King County, Washington
[� � Proj.No. 11609 Dwn. GLS Date Jan. 2005 cnedced ElW oate 1/11/05 Plate A6
Subsurface conditions depicted represent our observations at the time and bcation M this e�bratory hole,modified by engineering tests,analysis
and judgment. They are not neoessariy representative of other times and bcations.We cannot accept responsbility for the use or interpr�atation by
�j Oh181S Of infOfT118tlOn Pf@S8r1t8d OI1 th�5 lop.
�
Test Pit Log '
Project Name: Sheet of
Broadmoor Pro 1 1
Job No. Logged by: Date: Test Pft No.:
11609 ELW 1/5/05 TP-6
Excavatfon Contactor. Ground Surface Elevation:
Aikin's Excavatin 389'
Notes:
� — m Surtace Conditions: Depth of Topsoil& Sod 36": grass
Ceneral W t � y a � �
Notes (%) C�7 v�i � LL- �n � �n
y TPSL Dark brown TOPSOIL
i . y 1
y
, . .L
`� 2
. . `�
y -li ht see a e
. 3 SM Tan silty fine SAND, loose to medium dense, wet(Glacial Till)
36.8
' � 4 -iron oxide stainin trace ravel
5 SM Gray silty fine SAND with gravel, dense, moist(Glacial Till)
` ' s
t ».�
i
7 -27.6% fines
8
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t : 9
10
� ; 9-g
11 Test pit terminated at 11.0 feet betow existing grade. Groundwater
seepage encountered at 2.5 feet during excavation.
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�3 �°"a""�F"�.�`°`°�'E""''°"""'�'�""� King County, Washington
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�� � Proj.No. 11609 Dwn. GLS Date Jan. 2005 Chedced ELW Date 1111/05 Plate A7
�
Subsurface conditions depk�ed represent our observations at the time and location of this e�loratory Aole,modified by engir�eering tests,analysia
and judgmeM. They are not neoessariy representative of other times and locations.We cennot acoept responsibility for the use or interpretation Dy
� others of information presented on this loq
L1
Test Pit Log
Projed Name: Sheet of
Broadmoor Pro 1 1
Job No. Logged by: Date: Test Pit No.:
11609 ELW 1/5/05 Tp-7
Excavation Contactor. Ground Surface Elevation:
Aikin's Excavatin 403'
Noces:
� � — o suriace condi�bns: Depth of Topsoil 8 Sod 6": grass
� General w n g � .: a U $
, . Notes (��) � � o � � � �
j � SM Reddish brown silty fine SAND with gravel, loose, moist
l , �a.s �
! � SM Gray silty fine SAND with gravel, medium dense, moist(Glacial Till)
z
3
-trace iron oxide staining
4 -bec:omes dense, well cemented
i 82
� - 5
� " 6
� 7
� -increase in moisture, decrease in fines
8
-becomes moist to wet
� `. s.s 9
Test pit terminated at 9.5 feet below existing grade. No groundwater
encountered during excavation.
� .
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�E - Farth Consultants Inc. Broadmoor Property
� �°'�1G5'QtOiogi�'�'"'°""""w'� King County, Washington
t
a ro).No. 11609 Dwn. GLS Date Jan. 2005 chedced ELW Date 1/11/05 P�ate A8
C� � P
Subsurface oonditlons depicted represent our obsenradons at the 6me and bcation of this e�loratory hole,modified by engp�eering ttests,anaysfa
and judgment_ They ere not neoessarily representabre of other dmes and bcations.We cannot acxept responsibility for fhe use or interpretation by
i others of iM�rmatan pr�esented on this loS�.
ll
Test Pit Log I
Project Name: Sheet of �
Broadmoor Pro 1 1 �
Job No. Logged by: Date: Test Pit No.:
11609 ELW 1/5/05 TP-8
, Excavation Contactor. Ground Surfaoe Elevation:
Aikin's Excavatin 405'
Notes:
� — m surface condinons: Depth of Topsoil &Sod 12": grass
General w L � L n � g
Notes �o�� �� � LL N � �
y TPSL Dark brown TOPSOIL
y 1
SM Reddish brown silty fine SAND, loose, wet
��3 2 -li ht water see a e
3 SM Gray silty fine SAND with gravel, medium dense, wet(Glacial Till)
4 -light water seepage
�5.a -becomes dense, moist,well cemented
, 5 -30.4% fines
` s
� �
�
; -becorr�es moist to wet, decrease in fines
8
�
-light caving
i y
i . �4.�
� ' �� -increase in fines becomes moist
f -
. , Test pit terminated at 10.5 feet below exis6ng grade. Groundwater
seepage encountered at 2.0 and 3.0 feet dunng excavabon.
;
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;
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� Earth Consultants Inc. Broadmoor Property '
� �°"u"'�`�,g`"`�.�`°`°�'F""''°"",�"a'� King County, Washington
� t
a roj.No. 11609 own. GLS �ace Jan. 2005 chedced ELW �ate 1/11/05 Flate A9
� �k' P
Subsurfaoe conditlons depided represent our observatbna at the timme and location af this e�loratory hole,modifiedby engineering teats,analysis
and judgment. They are not necessany represerttative of other times and locatio�s.We cannot acoept respons�bdity for the use or iMerPretation bY
�; others of informabon presented on this loA. I
;
Test Pit Log
Project Name: Sheet of
Broadmoor Pro e 1 1
Job No. Logged by: Date: Test Pit No.:
` 11609 ELW 1/5/05 TP-9
Excavation Contactor: Ground Surfaoe Elevation:
� Aikin's Excavatin 408'
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Subsurfaoe oonditions depic�ed represent our observadons at the fime and bcation of this exploratory hole,modified engineering testa,anaysis
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Broadmoor Pro e 1 1
Job No. Logged by: Date: Test Pit No.:
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Excavation Contactor: Ground Surtace Elevation:
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( � � — � Surface Conditions: Depth of Topsoil & Sod 8": g�ass
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� Project Brosdmoor Pmperty,Renton
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, Attention: Mr. John Skochdopole
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CONNER HOMES, INC.
�I SITY CREEK DEVELOPMENT
' FLOODPLAIN ANALYSIS
DRAFT
JANUARY 11, 2006
Prepared for.•
Triad Associates and
Conner Homes, Inc.
Prepared by:
Montgomery Water Group, Inc.
811 Kirkland Avenue, Suite 200
P.O. Box 2517
Kirkland, WA 98083-2517
www.mwater.com
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MON'I'GOMERY
WATER GROUP,INC.
Wat�r R�iou�c��Enyln��rinq �'
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DRAf7"January 11, 2006
TABLE OF CONTENTS �
1.0 INTRODUCTION .............................................................................................................. 1
2.0 BACKGROUND ................................................................................................................ 1
3.0 FLOOD FLOWS................................................................................................................. 1
4.0 FLOODPLAIN ANALYSIS...............................................................................................2
4.1 Existing Conditions.........................................................................................................2
4.2 Proposed Conditions.......................................................................................................4
4.2.1 Flood Water Volumes for Compensatory Storage.................................................. 4
4.2.2 Proposed Bridge or Culvert Crossing Shy Creek ................................................... 5
4.3 Comparison of Existing and Proposed Conditions Floodplains.....................................6
5.0 REGULATORY IMPLICATIONS .................................................................................... 8
TABLES
Table 3-1 - Shy Creek Flood Flows
Table 4-1 - Existing Conditions Water Surface Elevations
Table 4-2 - Compensatory Storage Volumes
Table 4-3 - Comparison of Existing and Proposed Conditions Water Surface Elevations
FIGURES
Figure 1 - Shy Creek Floodplain Analysis Existing 100-yr Floodplain
Figure 2 - Shy Creek Floodplain Analysis Proposed 100-yr Floodplain
.APPENDICES
Appendix A - Existing Conditions HEC-RAS Output
Appendix B - Proposed Conditions HEC-RAS Output
p/� Shy Creek Development Floodplain Analysis Page i
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DR.4FlJanuary il, 2006
1.0 Introduction
This report has been prepared to summarize the floodplain analysis completed for the proposed
Shy Creek Development,which will be located on property north of SE 136`h Street and east of
144`h Avenue SE in the City of Renton, WA. Shy Creek (also referred to as Maplewood Creek)
conveys runoff from areas surrounding the proposed development. Because the creek flows
through the proposed development, a floodplain analysis was performed to delineate the 100-
year floodplain and determine flood risks and potential flood mitigation for development of the
property.
2.0 Background
Conner Homes, Inc. is proposing to develop approximately 61 single-family residential lots on
approximately 16 acres. The property, cunently occupied by two homes, is located north of SE ',
136`h Street and east of 144`h Avenue SE in the City of Renton, WA. The existing property is '
gently rolling, with the creek flowing west through the middle of the property and then south '
along the western edge of the property. The proposed layout of the development, provided by
the development's engineer, Triad Associates, is shown in Figure 2.
3.0 Fiood Flows ,
Shy Creek is part of the Cedar River basin. The creek primarily conveys stormwater runoff from ,
urban areas adjacent to the proposed property. A small portion of the flow is diverted from the
creek through a storm drain pipe that currently passes under the 142"d Street NE along the wesi
edge of the property where Shy Creek bends to the south. Peak flows for the creek were
estimated using the King County Runoff Time Series (KCRTS) model. Table 3-I outlines the
peak flows resulting from the KCRTS model. These flows were used for the floodplain analysis.
Table 3-1
Shy Creek Flood Flows
Return Discharge (cfs)
Period Above Storm Drain Pipe Below Storm Drain Pipe
Near Bend in Creek Near Bend in Creek
2-Year 24.6 21.6
25-Year 49.3 43.2
100-Year 81.0 70.9
� Shy Creek Development Floodplain Analysis Page 1
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DRAf7'January 11, 2006 '
, 4.0 Flood lain Anal sis I�I�
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The analysis of the Shy Creek floodplain was completed using the U.S. Army Corps of i
Engineers HEC-RAS modeling software (Version 3.1.3). HEC-RAS is commonly used as a ',
routing model to estimate the extents of inundation and water surface elevations for a stream '
channel under specified flow conditions. The software was used to analyze the stream channel
under existing conditions and developed conditions for the flow conditions outlined in the
previous section. ,
4.1 Existing Conditions
A site visit was made to evaluate the hydraulic characteristics of the existing stream channel and ,
floodplain. Manning's n-values estimated for the site range from 0.05 to 0.07 for the channel I
and frorn 0.03 to 0.09 for the overbank areas. The lower Manning's n-values for the channel and
overbank areas represent locations of mowed grass and few trees or brush. The higher
Manning's n-values for the channel and overbank areas represent locations where there is thick
brush or trees. Where the overbank area was a mixture of land cover, multiple Manning's n-
value were used.
Surveyed stream cross-sections and additional data taken from topographic information provided ,
by Triad Associates were input into the model, along with hydraulic characteristic information '
and peak flows. The location of cross-sections that were used to model the existing conditions
are shown in Figure 1. The normal depths at the upstream and downstream cross-sections were
� used as boundary conditions for the analysis. Normal depths were estimated using a slope of
0.007 for the upstream cross section and 0.003 for the downstream cross section.
The model of existing conditions was created assuming removal of the footbridge and other
potential obstructions to flow within the Broadmoor Development site. The existing culvert at
the downstream end of the property at SE 136`h Street was included.
Figure I also illustrates the results of the floodplain analysis. The shaded area represents the
extents of flooding that would occur under existing conditions as a result of the 100-yr flood.
Table 4-1 shows the water surface elevations for each cross-section that would result from the
100-yr flood, as estimated by HEC-RAS. The output from the HEC-RAS model of existing
conditions, including stream profile, tab(e of hydraulic variables, and cross-sections, are attached
in Appendix A.
� Shy Creek Development Floodplain Analysis Page 2
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DRAFTJanuary li, 2006
Table 4-1
Existing Conditions Water Surface Elevations
Cross Section/ 100-Year Flood Cross Section/ 100-Year Flood
Station WSE Station WSE
See Fi ure 1 ft See Fi ure 1 ft
50/2+18 402.35 28/7+50 390.06
48/2+50 402.14 27/7+75 389.46
47/2+75 401.99 26/8+00 388.83
46/3+00 401.78 25 / 8+32 387.85
45 /3+25 401.57 24 / 8+50 387.81
44/ 3+50 401.27 23 / 8+75 3 87.60
43 / 3+75 400.92 22 /9+00 387.05
42 /4+00 400.49 21 /9+25 386.19
41 /4+25 400.01 20/9+50 386.1 I
40/4+50 399.54 19/9+75 386.07
39/4+75 399.15 18/ 10+00 385.75
38 /5+00 398.88 16/ 10+50 384.45
37/ 5+25 398.64 14/ 11+00 385.23
36 / 5+50 397.98 12 / 11+50 384.94
35 / 5+75 396:84 10/ 12+00 384.87
34 / 6+00 395.48 8 / 12+51 384.15
33 /6+25 394.70 7/ 12+61 383.54
32 / 6+50 393.75 Culvert
31 /6+75 392.76 5 / 13+14 381.51
30/ 7+00 391.43 4/ 13+50 381.41
29/ 7+25 390.62 3 / 13+62 381.38
�►/� Shy Creek Development Floodplain Analysis Page 3
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DR.4fTJanuary 11, 2006
4.2 Proposed Conditions
The floodplain analysis discussed in this section is based on the proposed Shy Creek
Development, as shown on the base map included in Eigure 2. The proposed development
includes modifications to the creek and floodplain. Channel modifications include the addition of
culverts at two road crossings within the development, relocation of the culvert south end of the
property, and relocation and regrading of the channel along the western edge of the property.
The modifications are primarily intended to improve channel hydraulics and provide
compensatory storage for existing areas of shallow flooding.
A HEC-RAS model was developed to analyze the impact of these changes on the extents of
flooding and flow through the creek channel. Stream cross-sections and hydraulic characteristic
information were generated from design data provided by Triad Associates. The proposed cross-
sections, hydraulic characteristic information and peak flows were used as input for the HEC-
RAS model. The location of cross-sections that were used to model the proposed conditions are
shown in Figure 2. The normal depths at the upstream and downstream cross-sections were used
as boundary conditions for the analysis. Normal depths were estimated using a siope of 0.007
for the upstream cross-section and 0.003 for the downstream cross-section.
Figure 2 also illustrates the results of the floodplain analysis. The shaded area represents the
extents of flooding that would occur under the proposed developed conditions as a result of the
100-yr flood. The results indicate that the areas of shallow overbank flooding will be reduced
near the bend in the stream. The downstream portion of the channel was realigned and graded to
provide compensatory storage as will be discussed in the following section.
4.2.1 Flood Water Volumes for Compensatory Storage
The existing conditions HEC-RAS modeling indicated three areas beyond the 25-foot stream
buffer that currently have the potential for shallow ponding. The first two areas are located
where the stream channel bends to the south on both the left and right overbanks. The third area
is located just upstream of the cu(vert at the downstream end of the project site on the left
overbank. The shallow ponding is outside of the effective conveyance area for a 100-year flood.
Therefore proposed development and grading in these areas will not block flow or reduce the
conveyance capacity of the creek and its floodplain.
The existing estimated combined votume of floodwater that would inundate these areas during a
100-yr flood is approximately 105 cubic yards. The proposed development will reduce the
volume of floodwater that would inundate these areas during a 100-yr flood to approximately 12
cubic yards. The change in the volume of floodwater within the shallow ponding area was
estimated for use in designing"compensatory storage"areas to be created along Shy Creek
within the buffer area. Compensatory storage is required by the City of Renton when developing
in the 100-year floodplain.
Table 4-2 shows the volumes in the individual areas. The volume for each area �vas determined
by multiplying the area of the shallow ponding within the floodplain boundary and outside the
25-foot stream buffer by the average depth of water estimated to cover the area. The average
depth of water was conservatively estimated by averaging the ���ater surface elevations for all
� Shy Creek Development Floodplain Analysis Page 4
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DRAFTJanuary 11, 2006
cross-sections within the ponding area and subtracting the average ground elevation for the cross
section with the most extensive overbank flooding.
Table 4-2
Compensatory Storage Volumes
Existin Pro osed
Ave Ave �
Area Depth Vol. Area Depth Vol. Vol
Descri tion ftl ft CY ft2 ft CY (CY)
Ri ht Overbank at Bend 1 l73 0.2 9 322 02 2 (7
Left Overbank at Bend 1164 0.3 13 686 0.4 10 3
Left Overbank at Culvert 3737 0.6 83 0 0 0 83
Total 105 12 93
The grading plan and cross seciions for the project have been prepared by Triad Associates and
incorporated into the hydraulic modeling performed for this study. The design includes ,
realignment of the portion of the channel downstream of the bend in Shy Creek. The channel '
realignment was designed to include compensatory storage. The grading plan includes
excavation of portions of the downstream channel above the 2-year water surface elevation
within the boundaries defined by the 25-foot stream buffer and lot layout. The volume of cut
between the 2-year and 100-year water surface elevations was intended to provide compensatory
storage as it is effective flood storage and would be used during a flood event.
4.2.2 Proposed Bridge or Culvert Crossing Shy Creek
Two culverts are proposed for the road crossings with the Shy Creek Development.
Replacement of the culvert at the downstream end of the project under SE 136th Street is also ',
proposed as part of the project. The developer's biologist has indicated that the portion of Shy
Creek above SE 13bth Street is not fish bearing and so the culvert design does not need to '
provide the dimensions for fish passage specified by the Washington Department of Fish and
Wildlife.
Pipe arch culverts have been proposed the two road crossings within the development and for the
culvert replacement at SE 136th Street. The Washington State Department of Transportation
Hydraulics Manual (WSDOT, 2004), which is commonly used as guide for culvert design, �,
indicates that, "Circular culverts, box culverts and pipe arches should be designed such that the '
ration of headwater(HW) to the diameter(D) during the 25-year event is less than or equal to I
1.25." In addition, the manual recommends that the culvert be designed so that no overtopping �
of the roadway occurs during the 100-year flood. j
Culverts were sized as part of the hydraulic analysis of the Shy Creek floodplain. A pipe culvert I
with a 40-inch rise and a 53-inch span are proposed for both road crossings within the '
development and for the culvert replacement at SE 136th Street. The culverts w�ere sized
conservatively to accommodate the 100-year flow with very little headwater. The results of the
AJ� Shy Creek Development Floodplain Analysis Page 5
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DRAFTJanuary 11, 2006
� analysis indicate that the 25-year flow can be conveyed without any headwater. It should be
� noted that the proposed culvert dimensions are based on standard dimensions provided by the
HEC-RAS software. Manufactured dimensions may be different. The cul��erts that are installed
should have equivalent areas of flow conveyance.
4.3 Comparison of Existing and P�oposed Conditions Floodplains
Table 4-3 summarizes flood levels under the existing and proposed conditions. A comparison
between the results of the proposed and existing conditions hydraulic analyses indicates the
following:
� Water surface elevations during the 100-year flood condition would be higher along the
creek at locations that are immediately upstream of the culverts proposed for the two
crossings within the development. The results indicate that during a 100-year flood,
water surface elevations would be as much as 2.35 feet higher for the proposed condition
upstream of the culvert at Road B than for the existing condition. At the culvert upstream
of Road C the increase would be as much as 2.73 feet. Although 100-year flood
elevations will be higher than would be expected under existing conditions, the culverts
have been sized to pass the 100-year flood with very little headwater. No impacts to
infrastructure or property are anticipated as a result of the increase in water surface
elevations upstream of the culverts during the 100-year flood.
• Water surface elevations and flood extents under the 100-year flood would be the same
for existing and proposed conditions at the first cross sections downstream of the culverts
under Roads B and C. As noted in the previous paragraph, the difference in the existing
and proposed 100-year water surface elevations will increase from the downstream end of
the culvert under Road B to the upstream end of the Culvert under Road C. The 100-year
flood water surface elevations and extents vvould be similar(within 0.01 feet) under both
existing and proposed conditions from the culvert under Road C to Section 29, upstream
of the bend in the Creek.
• The extents of shallow overbank flooding will be reduced along the channel near the
bend in Shy Creek as a result of grading outside the 50-foot stream buffer. Portions of
the channel downstream of the bend have been designed to include compensaton�
storage, as outlined in the previous section.
• Shallow flooding would occur under both existing and proposed conditions during a 100-
year flood along the west side of the development. The shallow flooding would likely
extend across 142"d Avenue SE. Analysis of the extents of shallow flooding was not
done as part of this study. It is anticipated that the volume of shallow flooding would be
reduced as a result of channel modifications and grading that���ill be done for the
proposed development.
• The realignment of the portion of Shy Creek adjacent to 142�d Avenue SE will reduce
100-year flood �vater surface elevations along the downstream portion of the creek by as
much as 1.2 feet.
p/� Shy Creek Development Floodplain Analysis Page 6
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DRAFTJanuary 11, 2006
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Table 4-3
Comparison of Existing and Proposed Conditions Water Surface Elevations
Cross Existing Proposed Cross Existing Proposed
Section/ 100-Year 100-Year Section/ 100-Year 100-Year
Station Flood Flood Station Flood Flood
(See WSE WSE (See WSE WSE
Fi ure 1 ft ft Fi ure 1 ft ft
50/2+18 402.35 40436 28 /7+50 390.06 390.07
48/2+50 402.14 404.35 27 /7+'75 389.46 389.51
47/2+75 401.99 404.34 26/8+00 388.83 389.36
46/3+00 401.78 Culvert 25 /8+32 387.85 388.68
45 /3+25 401.57 Culvert 24/8+50 387.81 387.99
44/3+50 401.27 40127 23 /8+75 387.60 386.90
43 /3+75 400.92 400.99 22/9+00 387.05 385.79
42/4+00 400.49 400.80 21 /9+25 386.19 384.99
41 /4+25 400.01 400.74 20/9+50 386.11 384.89
40/4+50 399.54 400.72 19/9+75 386.07 384.83
39/4+75 399.15 400.71 18/ 10+00 385.75 384.77
38/ 5+00 398.88 400.71 16/ 10+50 384.45 384.49
37/5+25 398.64 400.71 14 I 1 1+00 385.23 384.10
36/ 5+50 397.98 400.71 12/ 11+50 384.94 383.82
35/5+75 396.84 Culvert 10/ 12+00 384.87 383.63
34/6+00 395.48 395.48 8 / 12+51 384.15 383.51
33 /6+25 394.70 394.69 7 / 12+61 383.54 Culvert
32/6+50 393.75 393.75 Cu(vert Culvert
31 /6+75 392.76 392.76 5 / 13+14 381.51 381.69
30/7+00 391.43 391.43 4 / 13+50 381.41 381.60
29/ 7+25 390.62 390.72 3 / 13+62 381.38 381.57
� Shy Creek Development Floodplain Analysis Page 7
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DR.4fTJanuary 11, 2006
� , 5.0 Regulatory Implications
No regu(atory floodway was modeled for this floodplain analysis since the floodway would be
within the 25-foot stream buffer and no houses will be constructed within that buffer. The
regulatory floodway would likely be contained close to the creek banks, as the creek is relatively
small and the floodplain is not very wide. The 25-foot stream buffer ensures the flood«-ay �vill
not be encroached upon.
It should also be noted that the property proposed for development is currently given a
designation of Zone X (Shallow Flooding) on the approved FEMA Flood Insurance Rate Iv1ap
(FIRM 53033C0982 F, May 16, 1995). The property is not located within zones A or V,which
are the areas defined as special flood hazard zones by the City of Renton Municipal Code.
Regulations that apply to construction within special flood hazard zones include the prohibition
against increased flood levels due to construction within the flood hazard zone. Because the
property is not in a special flood hazard zone, a rise in flood levels upstream of culverts at Roads
B and C should be allowable..
Respectfully Submitted,
MONTGOMERY WATER GROUP, INC.
2obrrt.Q /YIv���'U'•�y
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Robert A. Montgomery, P.E.
Principal Engineer
� Shy Creek Development Floodplain Analysis Page 8
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� , EXTENT OF SHALLOW OVERFLOW ,
AREA WAS NOT ES7IMATED AS EXISTING STORM DRA/N
�/ PART OF THIS STUDY. OVERFLOW (FLOWS AWAY FROM CREEK) ,
,±' OCCURSATSECTlON10ANDAT j�i�� �:�� ',-7� "��y ,r.' ���-
� SECTIONS 23-25 �y .;�i'--, �. � � , ��h�
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LEGEND: ' , . NOTES �; �
:-; EXISTING 100-0.YR FLOODPLAIN 1)BASEMAP,INCLUD/NG GRADING PLAN AND TOPOGRAPHY Figure 1
f !',�(J'„Yyy EXISTlNG 10aYR FLOODPLA/N PROV/DED BY TRIAD ASSOCIATES. SITy C/@BI(FIOOf/PIaIp AI18IyS15 �
Y�� (OVERBANK PONDING AREAS USED TO ESTIMATE COMPENSATORY STORAGE) Existing 100-yr Floodplain �
g � EX/STING 700.YR FLOO�PLA/N MONTaoMe25'
- ///, Sh Creek Develo ment ���R��R����v��c
(SHALLOWFLODDING,OVERFLOWAREA) Y P
I EJC7ENT OF SHALLOW OVERFLOW ,�
AREA WAS NOT ESTIMATED AS PROPOSED SITY CREEK
PART OF TH/S STUDY. OVERFLOW � DEVELOPMENT BOUNDARY
- 4 / OCCURS AT SECTIONS 24 AND 15. ` �� % �� �` ti ?""
18 1� � i
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LEGEND: ' NOTES:
� EXISTINO 1��'R FLOODPLA/N 1)BASEMAP,INCLUDING GRADING PLAN AND TOPOGRAPHY F%gU/@ Z ',
PROV/DEO BYTRIAD ASSOC/ATES. $/� Creek Flood lain Anal S%S �
{ q� IXISTING 10QYR FLOOOPLAIN Y P Y
�`• (OVERBANK PONDING AREAS USED TO ESTIMATE COMPENSATORY STORAGE) 2)THE PROPOSED CULVERTS WERE EACH MODELED!N Proposed 100-yr Floodplain ���
a /// IXlST/NG 100-YR FLOODPLA/N HEC-RAS AS SMOOTH-WALLED CORRUGATED METAL P/PE M�qTw MEkS'
(SHALLOW FLOODING,OVERFLOW AREA) ARCH CULVERTS(40'RlSE,53'SPANJ. Shy Creek Development
I
\ �
Appendix A
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Shy Creek
Renton, Washington
Traffic Impact Study
January 26, 2006
Prepared for:
Conner Homes Company
846 108`�Avenue NE
Bellevue, WA 98004
��ISFc
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LJe,��F 5����,f�,. 1/26/06
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EXPIHES 3/31 �a�
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Prepared by:
Transportation Engineering NorthWest
Trar►sportadon Engineering/Operodoru ♦ Impact Studies ♦ Desl�Services • TransportaUon Planning/Forecastlng
816 6"Sveet South ♦ Kirldand,WA 98033 ♦ Oftice(425) 485-4663 ♦ fax(425� 889-TENW(8369)
Shy Creek Development Traffic Impact Mafysis
� � Tabfe of Contents
; FINDINGS & CONCLUSIONS....................................................................................III
; �
INTRODUCTION..............................................................................................................1
i :
AnalysisApproach..........................................................................................................1
� !
Primary Data and Information Sources...........................................................................2
� .
EXISTINGCONDITIONS...............................................................................................5
( '
Roadway Network...........................................................................................................5
: . Peak-Hour Traff'ic Volumes................:...........................................................................5
� ,
ExistingLevel of Service..................................................................•-•...........................7
i ,
Pedestrian and Transit Facilities.....................................................................................8
r �
� Planned Transportation Improvements...........................................................................9
f .
�'�, DETERMINATION OF FUTURE CONDITIONS......................................................10
�, � Trip Generation.............................................................................................................10
� Trip Distribution and Assignment................................................................................11
� Future Traffic Volumes.................................................................................................13
` Future Levels of Service
...................................................:...........................................16
I, ' Access Analysis................................................................................................... �,
( .........16
1 , Levels of Service and Queuing...................................................................................17 I�
� t MITIGATION..................................................................................................................18 ��
� � ��
.
� Level of Service ................1 g
............................................................................................
1� Impact Fees...................................................................................................................18
[j Append�x ;,
Appendix A—Existing Traf�ic Volumes �I
�� Appendix B—Level of Service Calculations at Study Intersections
Appendix C—Site Access Level of Service and Queue CaIculations
��
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`� Transportation Engineering NorthWest Page i ]anuary 26, 2006
�1
Shy Creek Development Traffic Impact Analysic
List of Figures and Tables
Figure1 Project Vicinity.................................................................................................................3
, Figure 2 Proposed Site Plan............................................................................................................4
� Figure 3 2006 PM Peak Hour Traffic Volumes..............................................................................6
,
Figure 4 PM Peak Hour Project Trip Distribution and Assignment.............................................12
; Figure 5 2008 Without Project PM Peak Hour Traffic Volumes ...14
� , ..............................................
Figure 6 2008 With Project PM Peak Hour Tr�affic Volumes.......................................................15
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Table 1 LOS Criteria for Signalized and Unsignalized Intersections............................................7
' Table 2 2006 Existing Level of Service Suminary—PM Peak Hour..............................................8
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Table 3 Trip Generation Summary...............................................................................................10
f '
� Table 4 2008 Level of Service Summary— PM Peak Hour..........................................................16
�
Table 5 PM Peak Hour Site Access Level of Service...................................................................17
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�� Tru�sporwdon En�tneering Nortt�West Page ii January 26, 2006
(1
Shy Creek Development Trafl9c Impact Analysis
FINDINGS � CONCLUSIONS
This report documents the transportation analysis for the proposed Shy Creek
. development. The Shy Creek development includes 61 single-family homes
located on the west side of Jericho Avenue NE between NE 2"d Street and SE 2"a
` � Street in the City of Renton. The existing site includes two single-family homes
� � which would be demolished as part of the proposed project. Access to the
! ; development would be provided onto Jericho Avenue NE, NE 2"d Street, and
Hoquiam Avenue NE. The year of build-out is anticipated to be in 2008.
( °
; Trip Generation. The completed project is expected to generate 565 net new
daily trips with 44 trips (11 entering, 33 exiting) occurring during the a.m. peak
� • hour and 60 trips(38 entering, 22 exiting)occurring during the p.m. peak hour.
i :
Intersection Operational Analysis. A p.m. peak hour operational analysis was
� � conducted at six study intersections in the project vicinity. The results showed
; that under 2008 future conditions with or with the proposed project, all signalized
study intersections and stopped controlled movements at un-signalized study
� intersections are expected to operate at level of service (LOS) C or better.
1 . Therefore, no off-site mitigation is proposed.
( Access Analysis. An assessment of the proposed access on Jericho Avenue NE
, 1 : was completed including LOS and queuing. The eastbound movement (exiting
the site) at the proposed site access on Jericho Avenue NE is expected to operate
at LOS B with a 95�' percentile velucle queue of one vehicle.
� �
Mitigation. The current long-term mitigation required by the City of Renton is
payment of a$75 per daily trip impact fee. The proposed Shy Creek development
t is expected to generate 565 net new daily trips which would result in an impact
fee of$42,375 (565 net new daily trips X$75/daily trip).
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�� T�porwc� Eneineering No�W�c Page lii January 26, 2006
«
Shy Creek Development Trafflc Impad Malysis
(NTRODUCTION
This tr�c impact analysis has been prepared for the proposed Shy Creek I
development which includes 61 single-family homes. The site is located on the
west side of Jericho Avenue NE between NE 2°d Street and SE 2"d Street in the
' City of Renton (see figure 1). The existing site includes two single-family homes
� . which would be demolished as part of the proposed project. Access to the
development would be provided onto Jericho Avenue NE, NE 2°d Street, and
� Hoquiam Avenue NE. The year of build-out is anticipated to be in 2008. A I
� : preliminary site plan for the development is shown in figure 2.
;
` � Analysis Approach
� ; To analyze potential traffic impacts from the Shy Creek development, the
following tasks were undertaken:
1 '
' • Assessed existing conditions through field reconnaissance and reviewed
� existing planning documents.
� • Documented pedestrian and transit facilities within the project vicinity.
• Estimated the weekday daily, a.m. and p.m. peak hour trips generated by the
� f , Shy Creek development.
• Assigned p.m. peak hour project-generated trips to the street network, based on
1 the existing travel patterns in the area.
• Analyzed the p.m. peak hour operations at the following study intersections:
{
1 : ➢ NE 4�' Street/Monroe Avenue NE
, ➢ NE 4`� Street/Union Avenue NE
'; ➢ NE 4�' Street/Duvall Avenue NE
� ➢ NE 4`� Street/Hoquiam Avenue NE
t : ➢ NE 4`�Street/Jericho Avenue NE(144`�Avenue SE)
, ➢ Jericho Avenue NE/NE 2"d Street
�� • Evaluated the operations at the proposed site access including LOS and
�
queuing.
; • Identified tr�c mitigation to the City of Renton.
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Tr�nsporadon EneineerinB NorthH/esc )anuary 26,2006
Page 1
��
�,
Shy Creek Development Traf�ic Impact Anafysis
Primary Data and Information Sources
• Institute of Transportation Engineers (ITE), Trip Generation Manual, 7�'
Edition, 2003
; � Institute of Transportation Engineers(ITE), Trip Generation Handbook, 2nd
Edition,June 2004
t �
� � Highway Capacity Manual,Special Report 209,Transportation Research
Board,Updated 2000
r �
,' � City of Renton 2005 Traffic Counts
r • King County/Metro webpage as of January 2006
� • City of Renton's Six Year(2006-2011)Transportation Improvement Program
r (TIP)
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Transportatlon En$ineering NorthWest January 26, 2006
, , Page 2
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Shy Geek Development Trafi'ic Impact Anatysis
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�� Page 3
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Shy Creek Devebpment
Traffic Impact Analystc
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�� Note: Preliminary site plan provided by Triad Associates 1l19I06.
� ( � Transportation Figut'e 2 Shy Creek
t s (� �"�'"��'"g Prelimina Site Plan
NorcnW�c ry Renton,wn
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, Tnnsporwtion Engineering NorthWest )anuary 26, 2006
Page 4
�l
11
Shy Creek Development Traflic Impact Analysis
EXISTING CONDITIONS
Roadway Network
The following describes existing arterial roadways that would be used as routes to
, , the site. Roadway characteristics are described in terms of facility type, number
of lanes,and posted speed lunits.
. NE 4t6 Street is a five lane east-west principal arterial which provides a link
between I-405 and the City of Renton east City limits. In the vicinity of the Shy
Creek development, the posted speed limit is 35 mph.
Jericho Avenue NE (144`° Avenue SE) is a two lane north-south street which
provides access to residential developments south of NE 4`" Street. In the project
vicinity, the posted speed limit is 30 mph.
Peak-Hour Traffic Volumes
Weekday 2005 p.m. peak hour traffic volume data was provided by the City of
Renton at the following study intersections:
� • NE 4�' Street/Monroe Avenue NE
• NE 4`� Street/Union Avenue NE
�
• NE 4`� Street/Duvall Avenue NE
i • NE 4`� Street/Jericho Avenue NE (144`�Avenue SE)
' Traffic counts at the study intersections of NE 4�' Street/Hoquiam Avenue NE and
� - NE 2"d Street/Jericho Avenue NE were collected by Traffic Data Gathering in
January 2006. A two percent annual growth rate was applied to the 2005 City of
; Renton traffc counts to estimate 2006 existing conditions. Figure 3 shows the
' ' 2006 p.m. peak hour traffic volumes at the study intersections. T'he p.m. peak
hour turning movement count sheets are included in Appendia A.
1 '
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Tnnsporatbn Engineering NorthWest Ja.nuary 26,2006
Page 5
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� :
Shy Geek Development Traffx impact Malys[s
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' � =Intersecfron Number
� E--XX =PM Peak Hour Traffic Volumes
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� � s3 �, � ss � � � ,�,
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� Transportation Figure 3 Shy Creek
C�� Engineering 2046 PM Peak Hour Traffic
�i Northwest Renton,WA
Volumes
J 26,2006
�1
Tnruportatbn EnBineering NorthWest January 26,2006
Page 6
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Shy Creek Development Trafflc Impact Anatysis
Existing Level of Service
An existing 2006 weekday p.m. peak hour level of service (LOS) analysis was
conducted at the study intersections.
Levet of service refers to the degree of congestion on a roadway or intersection. It
is a measure of vehicle operating speed, travel time, travel delays, and driving
� . comfort. Level of service is generally described by a letter scale from A to F.
� LOS A represents free-flow conditions-motorists experience little or no delays,
` ' and LOS F represents forced-flow condirions where the number of vehicles
� . arriving exceed the capacity of the intersection. The LOS at stop-controlled
intersections is based on average control delay (sec/veh) and is reported for each
� movement. Therefore, the reported LOS at unsignalized intersections does not
� represent a measure of the overall operations of the intersection.
The LOS reported for signalized intersections represents the average control delay
� per vehicle entering the intersection. Table 1 outlines the LOS criteria for
. signalized and unsignalized intersections.
{ Table 1
t . LOS Criteria for Signatized and Unsignalized Intersections
Si�nalized Intersection Unsignalized Intersection I
I . Level of Service Deta Ran e sec Dela Ran e sec
A < 10 < 10
��� ( , B >10 to 20 >10 to 15
4 C >2 0 to 3 5 >1 5 to 2 5
� , D >35 to 55 >25 to 35
� ; E >55 to 80 >35 to SO
F >80 >50
� ,
Sourct: "Highway Capacity Manual',Special Report 209,Transportation Research Board,2000
,
Intersection LOS were calculated using the methodology and procedures outlined
' in the 2000 Highway Capacity Manual, Special Report 209, Transportation
� Research Boazd (TRB), using the Svnchro 6 and Highwav Capacit� Software
(HCS2000,� soflwaze programs. The p.m. peak hour LOS analysis results for the
f � study intersections are summarized in Table 2.
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Tnnsporation EnYineerin8 Nord�West )anuary 26,2006
Page 7
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Shy Creek Development Traffic Impact Anafysis
Table 2
2006 Ezisting Level of Service Summary—PM Peak Hour
� 2006 Existing
` Delay
, . Intersections LOS sec/veh V/C
� SiQnalized Intersections
1. NE 4`� St/Monroe Ave NE C 20.5 0.66
r • 2. NE 4�' St/Union Ave NE C 33.2 0.80
i . 3. NE 4`� St/Duvall Ave NE C 29.7 0.71
5. NE 4�' SdJericho Ave NE B 15.1 0.69
1
� . Un-Si�alized Intersections
4. NE 4`� St/Hoquiam Ave NE �
i � Southbound Left C 20.7 - �
� Southbound Right B 12.4 -
6. NE 2nd StreetlJericho Ave NE I
' Eastbound shared Lt-Thru-Rt B 12.6 -
' Westbound shared Lt-Thru-Rt B 13.5 -
' � The Ievel of service at stop-controlled intersections is reported for each movement "Flurefore,the reported
� � L,OS does not represent a measurc of thc ovcrall operations of the intersection.
� � Pedestrian and Transit Facilities
Pedestrian facilities in the project vicinity include sidewalks on the north side of
� ` NE 4�' Street and on the east side of Jericho Avenue NE. Crosswalks are also
provided at the signalized study intersections along NE 4�' Street and at the un-
S ; signalized intersections on Jericho Ave NE at NE 2"d Street and SE 2"d Street. As
i � part of the Shy Creek development, pedestrian facilities including sidewalks aze
� ;
proposed throughout the development.
� ► Transit service to and from the project vicinity is provided by Metro Transit.
There is currently a Metro bus stop at the intersection of NE 4�' StreedJericho
�i Avenue NE which serves route 111. Route 111 provides service to and from the
� project vicinity and downtown Seattle.
,
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T�w� EnBineerh�g North�l/est ]anuary 26,2006
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Shy Creek Devebpment Traffic Impact Anafysis
Planned Transportation fmprovements
The purpose of this section is to document the known planned transportation
improvements in the study area. There are two planned transportation
' improvement projects identified in the City of Renton's six-year 2006-2011
. Transportation Improvement Program (TIP) in the study area.
` ' City of Renton 2006-2011 TIP
i
• TIP#9:NE 3'd/NE 4`h Corridor Improvements(jrom I-4D5 to just east of
' Union Avenue NE)
i : Description:
This project involves a series of key improvements in this corridor to
� � improve traffic operations such as rechannelization and traf�c signal
� • modifications, possible construction of an eastbound hill-climbing lane
from Monterey Ave to east of Edmonds Ave,possible transit priority
� signal treatments and possibly queue jumps. This project will seek to meet
� pedestrian, transit, and bicycle needs. The total estimated cost of the
r project is approxunately $13,000,000.
� • TIP#I6:NE 4`"`Street/Hoquiam Avenue NE
Descrivtion:
This project involves installing a new fully actuated traffic signal,
' including poles, signal and pedestrian displays, detection lops, emergency
pre-emption,a new signal controller, interconnect to master computer and
� T associated channelization. The total estimated cost of the project is
� $400,000.
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Transporwdon Eneineering NorthH/est 7anuary 26, 2006
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Shy Creek Devebpment TrafBc Impact Analysis i
DETERMINATION OF FUTURE CONDITIONS
� ;
Trip Generation �
` ` The Shy Creek development is proposed to consist of 61 single-family dwelling
� , units. The existing site includes two single-family homes which would be I
demolished as part of the proposed project. Vehicular trip generation for the �
existing and proposed uses was based on rates published in the ITE Trip
, • Generation Manual for Land Use Code (LUC) 210, Single-Family Dwelling
� Units. The daily, a.m. and p.m. peak hour trip generation associated with the '
proposed Shy Creek development is shown in Table 3.
! .
Table 3
j ' Trip Generation Summary
l
I'I'E Tri s
f Land Use Units LUC� In Out Total
t Daily
Single-Family 61 210 292 292 584
Less exuting single family homes 2 210 9 10 19
� � Net New Dail Tri s= 283 282 565 I
AM Peak Hour
Single-Fanuly 61 210 11 35 46
Less existing single family homes 2 210 0 2 2 '
� _ Net New AM Peak Hour Tri s= 11 33 44
PM Peak Hour
, Single-Family 30 210 39 23 62
� � Less�uting single family homes 2 210 1 1 �
� Net New PM Peak Hour Tri s= 38 22 60
Note:
' ' � [nstitute of Trans rtation En �ncers Land Use Code.
!
� ,
As shown in Table 3, the Shy Creek development is estimated to generate 565
daily trips with 44 net new trips (11 entering, 33 exiting) occurring during the a.m.
�, peak hour and 60 net new trips (38 entering, 22 exiting) occurring during the p.m.
peak hour.
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Tnnsportadon En�ineering Nord�West January 26,2006
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Shy Creek Development Traf�ic Impact Anatysis
Trip Distribution and Assigmment
The distribution of project-generated p.m. peak hour traffic was estimated based
on existing travel patterns in the study azea other traffic studies in the project
vicinity. The following summarizes the general distribution of the project-
i . generated p.m. peak hour traffic.
i ' • 60%to/from the west on NE 4`� Street
� :
- 15%to/from the north on Duvall Avenue NE
1 � -
5%to/from the north on Union Avenue NE
- 5%to/from the north on Monroe Avenue NE
� - 10%destination retail along NE 4`� Street
C _
- 25%to/from west of Monroe Avenue NE
; • 20%to/from the east on NE 4`t' Street
• 20%to/from the south on Jericho Avenue NE
t
Based on these distribution patterns, the p.m. peak hour project generated traffic
was assigned to the local street system. Figure 4 illustrates the p.m. peak hour
� , trip distribution and assignment.
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TransPortation EnBineering NorthWest ]anuary 26, 2006
Page i l
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Shy Creek Development Traffic Impact Analysls
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5% 5% 15% Q
0
: . _
f ' 25% 2096
NE 4th St 5% 596
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Project z
� . Site Q
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Legend "
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� �
=Intersectio�Number
E—XX =PM Peak Hour Traffic Vdumes
� - 20X =Distribution PerceM
2Q
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NE lth S�TAonce Ave NE NE�th Svlkiion Ave NE NE 4N SbDwal Ave NE ' NE Ith SN�oquem Ave NE I
� ' � 1 � t � 3
N N t0
� �--- 6 � E— B � f 10 i-- 13
� � 1dr NE N n S�
2 Z
9-� � 13� Z 17—► � 23� <
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NE 4M SUJeridio Ave NE . NE 2nd StUericho Ave NE Proposed S�le AccesslJeridw Ave NE
� , � � �
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23� z � f 9-� I 10� _ �
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NOT TO SCALE
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�; �� Engineering PM Peak Hour Project Trip
Northwest Distribution and Assignment Renton,wA
� 1muxY 26�2006
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]anuary 26,2006
T���porwc�o� Eneineering NorthWat Page 12
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Shy Creek Development Traffic Impact Malysis
� Future Traffic Volumes
! Future traf�c volumes with and without the proposed the proposed Shy Creek
• development were estimated for p.m. peak hour conditions in the yeaz 2008.
Future weekday p.m. peak hour traffc volumes used for the LOS analysis at the
study intersections were developed based on existing traffic counts increased to
' � account for both background growth and �ipeline project trips. A two percent
� � annual growth rate was used to account for the anticipated future traff c growth.
' The two percent annual growth rate was based on the growth rate used in other
` � traffic studies in the project vicinity. The estimated 2008 weekday p.m. peak hour
traffic volumes without the project are shown on Figure 5.
� � Future yeaz 2008 p.m. peak hour traffic volumes with the Shy Creek development
were estimated by adding the p.m. peak hour project trips (Figure 4) to the 2008
i baseline trai�ic volumes (Figure 5). Figure 6 shows the year 2008 p.m. peak
� ' hour traffic volumes with the Shy Creek development.
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Tr�nsportadon En�ineerin8 NorthWat )anuary 26,2006
Page 13
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Shy Creek Development Traffic Impact Analysis
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o �° �
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� • Legend �
� , � =Intersection Number
�--XX =PM Peak Hour Trafic Volurnes
1 I
; _ �
� NE�StlMauoe Ave NE NE IN Stllkiion Ave NE NE 4tl�SUDuva1 Ave NE NE 4th SVMoquam Ave NE
� N R- 66 m � 69 � o R- 178
. . � � m �-- 1.165 `O �i `O �— 914 r�ni r�Oi c�n E— 801 r�- c`av R- 22
� * * *
� � � /r 3W � � � � �QZ � � � � 2� , � � �— 9NF 1 k
� . 125—� i � 1 f �� � z � I � 271 � 1 I I 67 � s
1,318--� � m N 1.120� o a, ,� 1.091 —► � 0 1,651 —� �
10"� � � v 126� ` � e� <0 38� � �' cr � �
f . C� x
�
NE�SUJetfctq Ave NE . NE 2M Stl,le�idio Ave NE
( � 2 co � 6
( ' � � r� E— 887 r> o N �— 0
i � � � �- 19 1 � � � 6
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1 i 346'� N 11�
NOT TO SCALE
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; `� Engineering 2008 Without Project PM Peak
Northwes[ Hour Traffic Volumes Renton,wA
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Tnnsportadon Engtneering NorthWest )anuary 26,2006
� Page 14
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Shy Creek Devebpment Traf�ic Impad Analysis
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;
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( :' ' Z
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( � o Q' Q NE 2nd St
o � m
>
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Project z
� ; Site Q
0
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� � Legend �
� : � =Intersedion Murtibc�r
F XX =PM Pealc Hour Trafic Volumes
1 '
� .
� • NE 1tli SUMontoe Ave NE NE Itli SUlMion Ave NE NE 4th Si7Duva1 Ave NE NE 4t�SNioqwam Ave NE
�, � 67 a � 70 � � � 181
� = � � t--- 1.171 `` �i � �- 922 r�i r`�i r"i t-- 811 n N R.- 22
� ♦ � �� 3N 1 k � � � I� ��2'� � ♦ i /r 20E N � � � �1n
� j ,25--� I � I 20, � � �' � 2�, -.1� z � � � sl � s �
1.327--> � � N 1.133-► o a� ,� 1,108-► a r� 0 1,674-► <
10'� � `t 126� : r� `0 38� � °' N � �
) # �
��
NE 4th SNJeridn Ave NE . NE 2nd SUJerkM Ave NE Piopos�d Sie AocesslJeridw Ave NE
, i
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j � � c� i-- 687 r' v r �— 0 � a �n � 6
1 � ,� � � � z� � � � � 6 ��� 1 � � s
8� Z 12� Z �o—�= I
� ,.,�—► � � t � o� � r � �—► < � � �'
�� �9� N N ��'� � 4� m
NOT TO SU1LE
��
�' Transportation Figure 6 Shy Creek
! �� Engineering 2008 With Project PM Peak
Narthwest Hour Traffic Volumes Renton,wA
�� 1� 26,2006
Tn�uportation Engineering NortfiWesc )anuary 26,2006
� Page 15
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Shy Creek Development Traffk Impact Analysis
Future Levels of Service
Future 2008 level of service was analyzed at the study intersections with and
� ` without the Shy Creek development. The p.m. peak hour LOS analysis results for
� � the study intersections are summarized in Table 4. Detailed level of service i
i , summary worksheets are provided in Appendiz B.
� + Table 4
� Z008 Level of Service Summary—PM Peak Hour
� � 2008 Baseline 2008 With Pro'ect
� Delay Delay
Intersections LOS seclveh V/C LOS sec/veh V/C
Signalized Intersections
, 1. NE 4`�St/Monrce Ave NE C 22.1 0.68 C 223 0.69
2. NE 4'� St/Union Ave NE C 34.7 0.83 C 34.8 0.83
3. NE 4th St/Duvall Ave NE C 31.0 0.74 C 31.2 0.75
L ; 5. NE 4th SbJericho Ave NE B 163 0.71 B 17.7 0.76
Un-Si�nalized Intersections
� , 4. NE 4'�St/Hoquiam Ave NE
Southbound Left C 21.6 - C 21.9 -
Southbound Right B 12.6 - B 12.7 -
I �� 6. NE 2°�StreedJericho Ave NE
Eastbound shared Lt-Thru-Rt B 12.8 - C 15.9 -
T Westbound shared Lt-Thru-Rt B 13.9 - B 14.4 -
t '
� "Ihe level of servia at st trolled intersoctions is rted for each movement. 'i�erefore the re rted LOS dces not
�P-� � . Po
� represent a measure of the overall operations of the intersectioa
�� As shown in Table 4 all si alized stud intersections and sto ed controlled
� Y PP
movements at un-signalized study intersections are expected to operate at level of
� service(LOS) C or better with or without the proposed Shy Creek development.
1
Access Analysis
ti
Access to the Shy Creek development would be provided onto Jericho Avenue
�R NE,NE 2"d Street, and Hoquiam Avenue NE. Level of service and queuing were
j assessed at the proposed site access on Jericho Ave NE.
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T���c�, Enelncer�g Northwest )anuary 26,2006
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Shy Creek Development Traffic Impact Analysis
Levels of Service and Queuing
The p.m. peak hour operations at the proposed site access on Jericho Avenue NE
' was analyzed using the methodology outlined in the 2000 Highway Capacity
, , Manual, Special Report 209. The following Table 5 suminarizes the calculated
LOS and 95�' percentile queues at the proposed site access during the p.m. peak
' hour. Level of service calculation worksheets are included in Appendiz C.
f �
�
Table 5
� PM Peak Hour Site Access Level of Service
� ` 2008 With Pro'ect
Delay 951°Percentile
Intersection LOS seclve6 ueue veh
• Jericho Avenue NE/Proposed Site Access
Eastbound Shard Left—Thru-Right B 14.8 1
( (Exiting Site)
` , Westbound Shard Left—Thru-Right B 12.3 1 I
! _ Note: Malysis based on methodolo�oudined in the 2000 Nrghway Capaciry Manual.
� '
' As shown in Table 5 the eastbound shared left-thru-right turn movement (exiting
' ! � site) at the proposed site access on Jericho Avenue NE is expected to operate at
� LOS B with a 95`�percentile vehicle queue of one vehicle.
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Tnnsponadon En4tneerhi$NonhWesc )anuary 26,2006
r� Page 17
�
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Shy Creek Development Traffic Impact Analysis
MITIGATION �
Level of Service
� The installation of site-specific improvements under SEPA is primarily
� determined by the results of the LOS analyses conducted at study area
i _ intersections. Based on the results shown in Table 4, with or without the
proposed project all signalized study intersections and stopped controlled
� � movements at un-signalized study intersections are expected to operate at LOS C
1 i or better. Therefore,no off-site mitigation is proposed.
� � Impact Fees
l :
To mitigate long-term impact traffic impacts of the proposed Shy Creek
� , development, the City of Renton requires payment of a traf�ic impact fee based on
the number of trips a project is estimated to generate during a typical weekday.
, . The City's adopted impact fee is $75 per net new average daily trip. The
� proposed Shy Creek development is expected to generate 565 net new daily trips
t - which would result in an impact fee of $42,375 (565 net new daily trips X
$75/daily trip).
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Transporwdon En�ineerinB NorthWest )anuary 26,2006
Page 18
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Shy Creek Development Traffic impact Analysts
� , Appendix A:
' Existing Traffic Volumes
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` � Transporacion Engineerina NorthWesc ]anuary 26,2006
.,
( �
City of Renton
ber :SUI�IY Transportation Syste�s Division 5tudy Na�e: Tt�71P
ted by:CFWI/RHR Traffic Operations Site Code : �01a8
Aoard � :T12-158 �@I�; Studies Start Date: 08/12/05
G��rface :DRY Gage : �
� CARS/PEDE5TRIANS,HEAVY VENICLES
I MONR� NV NE I1� 4TH fiT I MDNROE AV 1� I t� 4TH ST
r � ISouthbound IWestbound INorthbound IEastbound
Start I I I I IIntvl.
� � Ti�e I Left Thru Rinht Otherl Left Thru Riqh# Dtherl Left Thru Riqht Otherl Left Thru Rinht Utherl Total
Peak Hour Analysis By Entire Intersection for the Period: 16:8e on 88/12/05 to 17:45 on 08/12/05 I
�� � Ti�e I 16:38 I �6:38 I 16:38 I 16:38 I
� Vol. I 91 13 18b 41 38 1898 62 3! 68 12 48 51 118 1242 9 11
Pct. I 42.5 6.8 49.5 1.81 2,5 92.B 5.1 8.21 51.2 l8.2 34.1 4.21 8.6 48.6 8.6 8.81
i I Total I 214 1 1193 I 117 I 1378 !
High I 16:45 1 17:15 l 17:15 I 16:38 1
` � Vol. 1 31 � 32 01 5 293 18 01 28 3 12 01 27 361 3 1!
, . Total I 65 I 316 I 35 1 392 I
PHF 1 8.823 I 8.944 I 8.836 I 0.874 I .
t' .
f '
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^'CARS/F'EDESTRIANS # MOtVRtJE AV NE I #
1 , �'HEAVY VEHICLES ^' 4#^' 1�E I^' 131^' 89 ! 6� #
#�� ai n ai�� :� i i�� #
_____#===== i===== i===== i iia #
4 # 1�6 1 13 I 91 I =____ # '' 3
� ; # ! I I 192 # �� 3
# 1 Inbound :�14 #
( � ##############��t#####Z### IOutbound 19:_ ##�t##t#t################
� 1 NE 4TH ST Total 4k�6 ^' E�:
° 106 � 6�
1?E�4 1�98
v �,�
---------------------
, ) ______________________ ^'i k�E4
, ^' 117 �' 34 1098
� � 1 18 •^ 1
Inbo��nd 1370 Inbound 1193-------------
� -------------Outbound 1�64 Outbound 1373 ^' 3�D
^'1215 Total 2634 Total �566 ^ � 3�
f� 124: ''' �7 _____________________
��
---------------------- 4�
^' 9 1�4� 1373
�� 9 ^ �► 91
Inbo��nd 117 NE 4TH ST
#####�################## O��tbo�ind 52 I #######�##############
� ^' 1 # Total 1E9 I #
� 1 • • # 9 1^' S9 I^' 1�I^' 39#^' S
# 13 1'` 1 1'�- 01•^ 1�'` � / I \
# 3� 1=====1=====1=====#_____ / I \
�1 # _____ � �� � �� � �+¢� # � i
# 5;� ! I I # North
# MONROE AV IVE I I # )
l j '.
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City of Rentor� I
:her :� Transportatian 5yste�s Division �/� 5tudy Na�e: TPiCR71G I
ited by:CWWiRHR Traffir Operations ��I� � Site Code ; �1(jQ�@0
Aoard � :T1�-15Q� � Studies , 5tart Date: 2�8/1�/Q�
• ' S,�rface :DRY Page : 1
CARS/PEDESTRIAN9,FIEAUY VEHICIES
, � i M(kJROE AV t� I t� 4TH 5T I MONROE RV NE I NE 4TH ST
, , ISouthbound 1{Jestbound INorthbound IEastbound
Start I I I i IIntvl.
! • Tiie i Left Thru Riqht Qtheri Left Thru Riqht Dtherl Left Thru Riqht Dtherl Left Thru Riqht Dtherl Total
88/12/05 I I I t
16:A81 14 b 2� 51 3 253 17 81 11 4 11 8l 19 228 1 2f 587
; 16;151 27 3 30 81 4 261 24 11 12 4 12 21 27 256 3 01 6b6
1b:381 15 2 35 �i 8 273 15 21 I1 3 8 21 27 3b1 3 11 76B �
, 16:451 3! � 32 01 12 258 17 11 16 3 13 31 29 272 3 81 692 I
Hourl 87 13 118 7l 27 1�+45 73 41 50 14 4h 71 182 1189 10 31 2713
' I I i I I
17:0@! ]9 7 ]7 81 5 274 1� 01 13 3 7 01 34 269 1 01 661
17:]51 '�'6 2 �' 21 5 293 1$ 01 20 3 12 01 �B 348 2 01 773
, 17:38J 22 8 1$ 81 6 273 22 11 4 3 11 Bk 35 338 5 21 732
17:451 23 3 20 21 9 26B �4 81 11 8 8 1! 36 317 3 41 721
� � Hourl 98 !2 77 41 '.a` 11�6 7b II 48 9 s'8 11 133 12`.,b 11 6l 2887 I
I I I I I I
' Totali 177 z5 195 I11 52 2145 149 51 98 Z3 82 8! 2's5 2365 21 91 ;6Q�
7� Apr. I 43.3 6.1 47.7 �.61 �.2 91.2 b.3 0.�I 46.4 1@.9 38.8 3.71 8.9 89.9 0.7 0.31 -
X Int. I 3.1 0.4 3.4 8.11 8.9 38.3 2.6 -I 1.7 8.4 t.4 @.2l 4.1 42.: 0.3 0.I1 -
� . I I I I I
I t I 1 I
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City of Renton
� her :SUNNY Transportation Syste�s Division Study Na�e: TDIC872P
Counted by:CWH/RIiR Traffic Operations Site Code : 0�000008
• ' Board # :D4-1827 2805 Studies 5tart Date: 08/19lN5
, . 5urfare :DRY Page : 2
CARS/PEDESTRIANS,HEAVY VEHICLES
t , IUNION AV NE INE 4fH ST IUNION AU t�E INE 4TH ST
ISouthbound IWestbound INorthbound IEastbound
� Start I I I ( IIntvl.
Ti�e l Left Thru Riqht 6therl Left Thru Riqht Dtherl Left Thru Riqht Otherl Left Thru Riqht Qtherl Total
( ' Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 88/19/05 to 17:45 on BB/19/85 f
� , 7i�e 1 16:15 I 16:15 t 16:15 I 16:15 1 -
Vol. I 15B 89 152 31 96 861 65 131 18ti 74 61 41 189 1055 119 71
t . Pct. I 39.3 2�.� 37.8 8.71 9.2 83.1 6.2 1.21 4�.7 38.4 25.1 1.61 13.7 77.8 8.6 0.51
� Total I 482 I 1035 I 243 I 1378 i
' ' High I Ib:15 I ]7:80 1 16:15 I 17:00 1 I
Vol. I 47 20 42 11 Z1 23� 18 31 28 2P 18 el 5� 289 26 11
', Total I 118 1 272 l b8 I 358 1 �i
i . Pf� I 8.914 I 8.95� ! 8.893 1 8.931 1
I f I
� 1
4 ^'CARS/REDESTRIANS # UNIDN AV NE I #
l . •`�HEAVY VEHICLES ^' �,#^' 1451 ^' 87 I ^' 15E� 1 65 #
.. #'�� 7 I•'' ` I ''� : I 7 4 #
� _____#===== i===== i ===== ► ieg #
� 3 # 15:'_ I 89 I i�8 I =____ # ^' 13
# I 1 l 328 # •' 1.�
# I Inbound 40� #
� „#�#####i###########i�t##t###t IO�tbound 3�8 ###t####�##E#############
1 : NE 4TH ST Total 73� ^' 62
15� - - 3 65
t ' 1117 861
� � 1�4 ---------------------
l :
______________________ "' 834
ry 1�P '^ L! OC�
�I 189 ^ 3
` j Inbound 137� Inbound 1@35-------------
-------------Outbound 1117 Outbound 1�74 ^' 94
^'1Q�39 Total �4B7 Tot�l 2309 ^ � 96
.�.
l� 1�55 16
---------------------
---------------------
---------------------- 61
~ 1 1 O 1�JJ 1 C7<1
b 1 19 •^ 1 1�8
Inbound 243 NE 4TH ST
� ' ####################### O�tbound ;:�04 I ###################�t##
„ "' 7 # Total 547 t #
7 •^ # 1 19 I ^' 9 9 I ^' 7 3 1 ^' 61#^' 4
# 89 I'� 5 I''� 1 I•^ �#'�' � / 1 \
' # 96 1=====1 ===== 1=====#_____ / 1 \
�; � ____= I 104 1 74 l 61 # 4 I
# 304 I i I # North
' # UNION AV NE I I # I
> .
.:
� 6�2
,
City of Renton
her :5l1NNY Transportation Syste�s Division � 5tudy Naee: T1�4C07L'R
ted by:C�hl/RHR Traffic Operatior�s � Site Code : 8F�0Q�0�0
Aoard � :D4-1�7 �@5 Studies 5tart Date; �dB/19/d5
5urface :DRY Dage : }
� ' CARS/GEDESTRIANS,FEAUY VEFIICLES
I l�l I ON AV NE I h� 4TH ST l 1N110N flU DE I I� 4TH ST
� ' ISouthbound IlJestbound INorthbound IEast6ound
j ; Start i I 1 I VIntvl.
Ti�e i Left Thru Rinht Dtherl Left Thru Riqht Otherl Left Thru Riqht Otherl Left Thru Riqht Otherl Total
� , N8/19/85 I I I I
! 15:001 24 1� 36 11 25 240 18 Ai 15 19 21 11 46 251 48 11 750
` ' 16:151 47 2� 4� 11 24 2e2 15 41 28 �2 1B 8t SI 278 Z9 21 779
16:301 27 28 34 AI 25 �84 28 31 Z3 22 I1 21 36 226 35 01 b9b
� 1 16:451 41 i7 36 �t 26 225 il 31 25 16 28 1! 47 278 29 41 77�
; Hourl 139 77 148 21 SIaA 871 65 191 91 79 7@ 41 183 1e17 133 71 2996
I t I I I
� , 17:801 43 24 48 21 21 ?.38 18 31 28 14 12 11 52 289 26 11 884
� . �7:151 37 18 42 11 28 188 16 81 34 15 14 81 48 247 28 41 728
17:301 48 � 26 11 26 215 10 31 18 20 17 21 38 266 39 81 735
17:451 �8 Z4 45 11 22 P12 14 01 24 25 28 4l 52 231 38 41 748
Hourl 168 88 153 SI 97 845 5B 61 184 74 63 71 1B2 1033 123 91 3007 '
� . � I I I I
Totall 299 165 �1 71 197 1716 123 161 195 lS.i 133 111 365 c'�58 �56 l61 b�3
X Apr. I 38.7 2 t.3 .i8.9 a.9 I 9.6 B3.6 5.9 8.7 I 34.6 31.8 27.0 2.21 13.5 7b.2 9.5 a.5 I -
� X Int. I 4.9 2.7 5.0 0.11 3.� 28.5 2.a 0.�1 3.� �.5 �.� a.11 6.8 34.1 4.� 0.21 -
I I I I i
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her :SIA�IY Transportation 5yste�s Division 5tudy Na�e: T}1C183A �
' ted by:RHR Traffic Dperations 5ite Code : 0000Q�009
Roard # :D4-1�7 2� Studies 5tart Date: 88/11/05
� � Surface :DRY Page ; Z
, , CARS/FEDE5TRIANS,HEAUY VEHIGLES
IDUVALL AV NE INE 4TH ST 1DUVALL RV NE It� 4TH ST
ISouthbound IWes#bound INorthbound IEastbound
i Start I I I I 11ntv1:
Ti�e I Left Thru Riuht Qtherl Left Thru Riqht Qtherl Left Thru Riqht Otherl Left Thru Riqht Dtherl Total
t Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 08/11/05 to 17:45 on 08/11/85 I
Ti�e t 16:45 ! 16:45 I 16:45 I 16:45 I
� Vol. I 31f 36 33b 31 19 755 Ib8 81 32 22 9 31 E55 1828 36 11
Pct. I 45.3 5.� 48.9 8.4 t 2.8 88.1 17.8 8.81 49.4 33.3 13.6 4.51 19.3 TT.8 2.7 @.�I
� 1 Total I 686 I 442 I 66 I 1320 1
High I 16:45 I 17:N0 I 17:3$ I 17:d8 I
Uol. I 88 13 92 0t 4 203 46 81 5 18 4 21 67 271 Ii 11
, Total I 193 I 253 I 21 I o�5.0 I
' PFF I 8.889 I 8.931 I 0.786 I 8.943 1
I :
( �
I
i .
^'CARS/F'EDESTRIANS # DUVALL AV NE I #
` ^HEAVY VEHI CLES ^' :#^' 3.?,31 ^' �51 ^' ,�Q�7 1 168 #
#`'' 31�` 1 I '' 41 ?:'_ #
_____#___—= I —___— i _____ I ._JJ #
3 # 336 I 36 I 311 I =____ # ^'
� , # 1 I I 445 # .`
# I Inbound 68� #
� 1 �##########�########### I Dutbo�snd 445 #########t#############
NE 4TH ST Total 1131 ^' 168
+ r�JP � 1 C�O
1 I�J 7JJ
� � ?J __________�__________
!' 7L�
�_��������J���_�______ ti
) ��������.��������������
� �JL► �� �9 7JJ
'� r �55 �' i
I � Inbound 1320 Inbound 942-------------
� -------------Outbound 11:3 O��tbound 1348 ^' 18
^'1003 Total �443 Totai �29� •^ 1 19
(� 1��8 '� �J _____________________
��
---------------------- 9
�" �� 1028 1348
�� 36 ' Q 311
Inbound 66 NE 4TH ST
#######i####�########### Outbound 91 I #######################
�1 ~ � # Tot�� ��� i �
1 # 36 I^' 32{^' :; I^' 9#^' 3
# J6 I•' 0 I^ 0 I `' �#^ � I I \
�� ## ===19 1=====1===== 1 =====#____= 1 1 \
# I 3� 1 �� I 9 # 3 I
# 91 i I I # North
« ;;. # DUVALL AV NE 1 I # !
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City of Renton
�� her :5'IaJNY Transportation 5yste�s Division Study Na�e: TMC18�P
ted 6y:RHR Traffic Dperatio�s N/� Site Code : 00Q�0Q+N0
Board.# :D4-1a�7 ��.; Studies � 5ta1•t Date: IA8111/05
' Surface :DRY Page : 1
, CRRS/REDESTRIAh15,HEAUY UEHICLES
IDUVALL AV NE 11� 4TH ST IDUVALL RV t� INE 4TN 5T
. ISouthbound IVlestbound INorthbound IEastbound
i Start I i I I lIntvi.
Ti�e I Left Thru Riqht Dtherl Left Thru Riqht Otherl Left Thru Riqht Dtherl Left Thru Riqht Otherl Total
08/11/AS I 1 I i
� ' 16:081 58 4 80 0� 3 176 32 8t 5 6 5 01 66 242 2 81 b76
� ; 16:151 56 8 88 21 8 163 29 01 7 4 4 0{ 66 229 7 81 663
1b:301 68 17 63 51 11 183 35 8t B B 4 81 55 243 8 81 78@
� � 16:451 8B 13 92 81 18 192 37 01 12 4 2 81 b5 �45 5 01 765
` Nourl 254 47 323 71 24 714 t33 el 32 2� IS 0t 252 959 2� 0l 28�4
; . i I t 1 1
17:88{ 71 6 74 il 4 283 46 01 6 6 2 il 67 271 I1 11 778
� 17:151 88 12 95 �I 3 185 38 01 9 2 1 01 66 259 7 @! 757
I . 17:381 72 5 75 21 2 f75 47 81 5 ia 4 21 57 253 13 Al 7�2
17:951 68 16 93 31 1 184 35 81 3 5 4 01 49 246 8 01 715
� � Hourl 291 39 337 61 18 747 166 01 23 23 ]I 3l 239 1829 39 11 2964
' I I I I I
° " Totali 545 Bb b68 131 s'4 14b1 299 @I 55 45 �E 31 49t 1988 61 11 5768
X Apr. I 41.7 6.5 58.6 0.9 I 1.8 81.4 1 E.E -I 4.''..6 34.8 2A.1 2.3 t 19.3 78.2 2.4 -1 -
� X Int. I 9.4 1.4 11.4 0.21 0.5 e�.s' S.! -I 0.9 0.7 N.4 -I 8.5 s4.4 1.8 -1 -
1 I I I I I
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� ID� TRAFF/C DATA GATh�R/NG
�
� . TURNING MOVEMENTS DIAGRAM I
� , 4:00 -fi:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM
; �
� , �
� , w 181
z
a�
i �
�
� � 96 85
Q
E
�
� � 71 25 '
. . _ �
NE 4th Street r NE 4th St SE 128th St
` 1 21
� 1,004 954
� -�_=- 933 �
ca �n
i � '
� , N �,6�J� �,6�2 N
� 1,587 � ��
'I 1 � HV PHF
INTERSECTION SB 5°�6 0.83
� ' PEAK HOUR VOLUME NB #N/A #N/A
l :
iN Z,To� w6 2�io o.ss
� ` OUT 2,701 EB 1% 0.96
INTRS. 2% 0.93
� HV =Heavy Vehicles
�' f PHF = Peak Hour Factor
Hoquiam Ave NE @ NE 4th St
�� Renton, WA
� l� COUNTED BY: MV DATE OF COUNT: Thu. 1119/06
�
REDUCED BY: CN TIME OF COUNT: 4:00-6:00 PM
�� DATE OF REDUCTION: Fri. 1120/06 WEATHER: Overcast
il
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C� �S
� .J TRAFFIC DATA CATHER/NC,
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
i
II
LOCATION: Hoqulam Ave NE�NE 4th St DATE OF COUNT: Thu.1l19/06 COUNTED BY: MV I
( ,, Renton,WA TIME OF COUNT: 4:00-6:00 PM WEATHER: Overcast
1 ;
TIME FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON I
I , INTERVAL Hoquiam Avenue NE 0 NE 4th St(SE 128th St) NE 4th Streei �NTERVAL
�
ENDING TOTALS
� , AT HV Left Thru Ri h[ MV Left Thru Ri ht HV Left Thru Ri ht HV Left Thru Ri ht
� 02:15 PM 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
( ' 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
I
j . 03:00 PM o o a o 0 0 0 0 0 0 0 0 0 0 0 0 �
03:15PM o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1 ' 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
( • 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0
' 04:15 PM 2 6 0 23 0 0 0 0 11 0 212 5 6 12 358 0 616
' 04:30 PM 3 5 0 20 0 0 0 0 7 0 225 4 7 7 372 0 633
04:45 PM 0 8 0 21 0 0 0 0 6 0 268 9 7 10 413 0 729
f ` 05:00 PM 0 6 0 16 0 0 0 0 3 0 272 3 3 22 407 0 666
t 05:15 PM 2 6 0 14 0 0 0 0 3 0 228 5 5 25 395 0 673
� 05:30 PM 0 2 0 7 0 0 0 0 0 0 211 6 2 10 362 0 596
I05:45 PM 0 8 0 14 0 0 0 0 1 0 170 10 7 18 378 0 598
( ►
06:00 PM 0 4 0 8 0 0 0 0 1 0 158 9 4 14 343 D 536
i PEAK HOUR
i � TOTALS 5 25 0 71 0 0 0 0 19 0 933 21 22 64 1587 0 INTERSECT)ON
l
ALL MOVEMENTS 96 0 954 1651 2701
%HV 5°/. #NIA 2X 1°/. 2°/.
PEAK HOUR
I� FACTOR 0.83 atNlA 0.86 0.96 0.93
I HV =Heavy Vehicles
! «
PHF=Peak Hour Factor 4:00-6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM
i
, REDUCED BY: CN DATE OF REDUCTION: 1/20f2006
! l�
III
11
�I
«
, City of Renton
:her :SU�BVY, 72' � Transportation Syste�s Division Study Naie: TMC13fP
�ted by:CWN/RHR Traffic Operations Site Code : 800�00�d0
9oard � :7-8919 2805 5tudies 5tart Date: 0b/29/85
Surface :DRY Page ; 2
CARS/PEDESTRIAN5,HEAVY VEHICLES
IJERICHO AV t�E INE 4TH ST IJERICHD AV PE INE 4TH 5T
ISouthbound IWestbound INorthbound lEastbound
� Start I I I I IIntvl.
Ti�e I Left Thru Riuht Dtherl Left Thru Riqht Dtherl Left Thru RiQht Dtherl Left Thru Rinht Dther! Total
� Peak Hour Analysis By Entire Intersection for the Period: 16:80 en 8b/29/0.5 ta 17:45 on 86/29/05 1
Tiae ! 17:80 I 17:88 1 17:88 I 17:88 I
' - Vol. I 3 9 13 61 18 647 2 71 230 1 14 81 8 1084 326 01
Pct. ! 9.b 29.0 41.9 19.31 2.6 95.9 8.2 1.81 93.8 B.4 5.7 8.81 8.5 76.4 22.9 0.01
' Total I 31 1 674 I 245 I 1�18 I
; , High t 17:15 I 17:15 I 37:15 I 17:45 I
Vol. I 0 4 3 41 7 171 8 11 b9 8 3 01 � 289 78 01
Total 1 il t 179 1 71 I 363 I
DFIF I 8.705 I 8.941 1 8.863 I 8.477 I
i .
�
1 .
� "`'CARS/REDESTRIANS # JERICHO AV NE I #
���HEAVY VEHI CLES ^' �#^' 13 I ^' 9 I^' 3 I ` #
` #'' �I " 0I ^ �I S #
_____#===== 1===== 1===== 1 8 #
6 # 13 I 9 I 3 1 =____ # ^' 7
� # I 1 1 11 # ^ 7
# I Inbound 31 #
? ' �##########i############# I Out bound 1 1 ########t#####�#1#######
1 NE 4TH ST Total 4� ^' `
13 •^ @ 2
89� 647
! 230 ---------------------
t ` ______________________ ^' 636
^' 8 •' 11 647
1 - 8 .� a
� , Inbo�md 1418 Inbo�md 674-------------
-------------Outbound 89Q� Outbound 11�D1 ^' 18
1 - ^'iQi59 Total 2308 Total 1775 ^ 0 19
�� 1084 ^ :�5
---------------------
---------------------- 14
''• ` "' 3�2 1084 1 1�1
( i 326 ^ 4 ,3
Inbound 245 NE 4TH ST
j � ############�########### Outbound 353 l ######################
e ^' # Total 599 I #
'� # 3�6 I^' �24 I ^' 1 t'`� 14#� 0
i , # 9 1•^ 6 I'' � I•^ Q�#'' Q� / 1 \
� # 18 1=====1 ===== 1 =====#_____ / I \ •
�j # ____= I �3Q� 1 1 l 14 # � 1
# 353 I I 1 # North
' # JERICHO AV NE t I # 1
1� _
� �
� :
� � ' L3l #
City of Renton
ther :SI.R�INY, 72' F Transportation Syste�s Division � Study Naoe: TMC131P
__nted by:CWW/RHR Traffic Operations �.� Site Code : 0006QQ0Q
� , Rnard it :T-d919 �N85 5tudies 5tart Date: �/�4l85
Surface :DRY Fage : 1
� � CARS/F�EDE5TRIANS,FEAUY VQiICLES �I
IJERICFIO AV t� It� 4TH ST IJERI[��0 AV 1� it,� 4T}! ST
ISauthbound INestbound INorthbound IEastbound
` 5tart i I 1 I IIntvl.
Tire I Left Thru Rivht Otherl Left Thru Riqht Qtherl Left Thru Riqht Dtherl Left Thru Riqht Qtherl Total
� , 06/29/85 I I I I
� 16:081 2 4 1 2l 4 16A 8 �l 46 1 2 81 8 235 54 01 513
� � 16:151 1 1 0 31 5 151 1 3! 42 8 3 81 � 276 66 81 554
lb:381 0 1 2 01 2 15! 8 8t 42 1 6 81 1 228 b4 81 49B
I 16:451 8 6 2 el � 99 8 11 43 8 5 81 2 161 52 01 373
, Hourl 3 6 5 51 13 5b1 1 6! 173 2 16 81 5 986 23b 81 1938
1 I I { I
17:801 1 1 3 11 4 152 8 11 51 8 4 81 ! 268 82 81 574
' 17:151 A 4 3 41 7 171 B 11 68 8 3 81 2 263 97 01 623
� 17:301 1 2 4 It 3 153 1 31 33 1 4 01 1 264 77 @I 54$
17:451 l 2 3 01 4 171 1 2t 6B 8 3 81 4 289 78 81 61B
f ' Nourl 3 9 13 61 18 647 2 71 �38 1 14 81 8 1884 s'26 01 23b8
, . I I I t I
Totall 6 15 18 111 3I 1208 3 131 4Q13 3 s8 8! 13 159i� 562 01 438b �
E X Apr. I 12.0 �.0 36.8 c'2.01 2.4 96.2 d.2 1.01 9�.4 8.6 b.8 -I 0.5 77.5 21.9 -1 -
? X Int. l 0.1 B.3 8.4 N.21 0.7 28.8 - 8.31 4.3 - 8.6 -t 8.3 46.2 13.8 -I -
` I I I I I
' -- �--- ------ I ! I
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TURNING MOVEMENTS DIAGRAM
� 4:00-6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM
' _
� s�s
W
�
, m
� 431 184
>
Q
L
a 3 403 25
NE 2nd St SE 132nd St NE 2nd St SE 132nd St
6
1 10 0 12
' 6
c� a
N 7
3
13 0 � 32
10
f
i uu'i 7 175 7 tN PHF
t . m
INTERSECTION m SB 1% 0.83
� PEAK HOUR VOLUME � 4�9 �89 NB 3% 0.89
• IN 645 � WB 0% �.60
OUT 645 � EB 0% 0.81
INTRS. 2% 0.92
HV =Heavy Vehicles
PHF=Peak Hour Factor
; ; 144th Ave NE @ NE 2nd Street
{ �
Renton,WA
Ii
COUNTED BY: AC DATE OF COUNT: Thu.1/19/06
� � REDUCED BY: CN TIME OF COUNT: 4:00-6:00 PM
1 �
DATE: Fri.120l06 WEATHER: Overcast
�k
.y
( �
Il
�C (,
� `�`J TRAFF/C DATA GATHER/NC,
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
I
i •
LOCATION: 144th Ave NE�NE 2nd Street DATE OF COUNT: Thu.1H9106 COUNTED BY: AC
Renton,WA TIME OF COUNT: 4:00-6:00 PM WEATHER: Overcast
TIME FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
�
{ INTERVAL INTERVAL
� 144th Avenue SE 144th Avenue SE NE 2nd St(SE 132nd St) NE 2nd St(SE 132nd St)
ENDING TOTALS
t AT HV Left Thru Ri ht HV Left Thru Ri ht HV Left Th�u Ri ht HV Left Thru Ri ht
1 02:75 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
, 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 5 86 0 0 3 47 2 0 0 0 0 0 2 0 2 147
� 04:30 PM 3 9 100 0 3 2 50 1 0 3 0 2 0 1 0 2 170
04:45 PM 2 9 91 1 1 0 40 4 0 2 0 3 0 0 0 2 152
05:OU PM 0 2 126 2 2 2 38 0 0 1 0 1 0 0 0 4 176
05:15 PM 1 2 90 0 0 3 18 0 0 3 0 2 0 3 0 0 121
05:30 PM 1 3 95 4 1 2 21 0 0 0 0 0 0 t 1 1 128
t _
05:45 PM 3 3 102 1 0 0 31 0 1 0 0 1 0 0 0 3 141
06:00 PM 0 0 104 1 0 0 45 0 0 0 0 0 0 1 0 0 157
i PEAK HOUR
' TOTALS 5 25 403 3 6 7 175 7 0 6 0 6 0 3 0 10 INTERSECTION
� ' ALL MOVEMENTS 431 189 12 13 645
9G MV 1%. 3°A. 0� 0 h 2°/.
� ' PEAK HOUR
� � FACTOR 0.83 0.89 0.60 0.81 0.92
� HV =Heavy Vehicles
� PHF=Peak Hour Factor 4:00-6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM
REDUCED BY: CN DATE OF REDUCTION: 1/20/2006
�
1
i
� ^
(l
lf
i
� � TRAFF/C DATA GATHER/NG
� TURNING MOVEMENTS DIAGRAM
� ' 4:00 - 6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM
�
I ' HV PHF 598
SB 1% 0.82 uwi
a�
� NB 4% 0.88 413 185 �
>
� W B 0°� 0.69 408 5 a
s
v
EB #N/A #N/A �
13430- Maplewood '
INTRS. 2% 0.91 Hei hts ES North Drv
HV = Heavy Vehicles 6 �� I
PHF = Peak Hour Factor 5
cD
�
i �� 5
�
' � INTERSECTION w
�
PEAK HOUR VOLUME 179 0 �
c
IN 603 �
413 179 Q
� � OUT 603 v
v
i . �
592
> >
1 '
l :
Maplewood Hts. ES N Drvwy @ 144th Ave SE
i ► Renton, WA
! '
� ,
COUNTED BY: CN DATE OF COUNT: Thu. 1/19/06
� -
iREDUCED BY: CN TIME OF COUNT: 4:00-6:00 PM
1
t ^
DATE OF REDUCTION: Fri. 1/20/06 WEATHER: Overcast
i
l�
i �
� ,
�� �_
' �I TAAFFIC DATA GATF�RING
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
i .
LOCATION: Maplewood Hts.ES N Drvwy�144th Ave: DATE OF COUNT: Thu.1H910B COUNTED BY: CN
{ '
I Renton,WA TIME OF COUNT: 4:00-6:00 PM WEATHER: Overoast
f . TIME FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
� INTERVAL �q��Avenue SE 144th Avenue SE ��30-Maplewood Heights � INTERVAL
� ' ES Nonh Drvwy
ENDING TOTALS
AT HV Left Thru Ri ht HV Left Thru Ri ht HV LeR Thni Ri ht HV Left Thru Ri ht
i 02:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
( ' 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
, 03:00 PM 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 U 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
i 03_30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
� 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I
04:00 PM 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �
1
04:15 PM 0 2 86 0 3 0 51 0 0 2 0 0 0 0 0 0 141
� ` 04_30 PM 3 2 102 0 1 0 49 0 0 2 0 2 0 0 0 0 157
04:45 PM 2 1 94 0 1 0 41 0 0 0 0 3 0 0 0 0 139
� ' 05:00 PM 0 0 126 0 2 0 38 0 0 1 0 1 0 0 0 0 166
05:15 PM 1 2 91 0 0 0 18 0 0 0 0 2 0 0 0 0 113
05:30 PM 0 0 99 0 1 0 23 0 0 0 0 0 0 0 0 0 122
� j 05:45 PM 1 4 100 0 0 0 30 1 0 0 0 1 0 0 0 0 736
06:00 PM 0 2 99 0 0 0 39 0 0 1 0 3 0 0 0 0 144
� , PEAK HOUR
TOTALS 5 5 406 0 7 0 179 0 0 5 0 6 0 0 0 0 INTERSECTION
� ' ALL MOVEMENTS 413 179 11 0 603
t !
l.HV 19L 4X 0°/. ANIA 2%.
t ' PEAK HOUR
` j FACTOR 0.82 0.88 0_69 1kN/A 0.91
� HV =Heavy Vehlcles
i PHF=Peak Hour Factor 4:00-6:00 PTN PEAK HOUR: 4:00 PM TO 5:00 PM
�� REDUCED BY: CN DATE OF REDUCTION: 1/20/2006
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Shy Creek Development Traffic Impact Analysis
Appendix B:
" Level Of Service Caiculations at Study Intersections
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Shy Creek Development Traffic Impact Anafysis
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HCM Signalized Intersection Capacity Analysis
1: NE 4th St & Monroe Av NE ��2sl2oos
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations � �'� � �'� �' �` �' �'
� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 10 10 12 10 10 12 12 11 12 12 11 12
Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
; . Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 1.00 0.85 1.00 0.85
� Flt Protected 0.95 1.00 0.95 1.00 0_96 1.00 0.96 1.00
( , Satd. Flow(prot) 1652 3300 1636 3245 1728 1583 1742 1599
Flt Permitted 0.95 1.Q0 0.95 1.00 U.96 1.00 0.96 1.00
Satd. Flow(perm) 1652 3300 1636 3245 1728 1583 1742 1599
1 Volume (vph) 120 1267 9 31 1120 63 61 12 41 93 13 108
� Peak-hour factor, PHF 0.87 0.87 d.87 0.94 0.94 0.94 0.84 0.84 0.84 0.82 0.82 0.82
Adj. Flow(vph) 138 1456 10 33 1191 67 73 14 49 113 16 132
' � RTOR Redudion (vph) 0 0 0 0 2 0 0 0 44 0 0 115
, Lane Group Flow(vph) 138 1466 0 33 1256 0 0 87 5 0 129 17
Heavy Vehicles(%) 2% 2% 2% 3% 3% 3% 2% 2% 2% 1% 1% 1%
� - Tum Type Prot P�ot Split Perm Split Perm
' Proteded Phases 1 6 5 2 3 3 4 4
` Permitted Phases 3 4
Actuated Green, G (s) 14.7 72.7 5.3 63.3 10.5 10.5 14.5 14.5
1 Effective Green, g (s) 15.7 74.7 6.3 65.3 11.5 11.5 15.5 15.5
� . Actuated g/C Ratio 0.13 0_62 0_OS 0.54 0.10 0.10 0_13 0_13 ,
Clearance Time (s) 4.0 5.0 4.0 5.0 4.0 4.0 4.0 4.0
r � Vehicle Extension (s) 3.0 5.0 3.0 5.0 4.0 4.0 4.0 4.0
% _ Lane Grp Cap(vph) 216 2054 86 1766 166 152 225 207
v/s Ratio Prot cA.U8 c0.44 O.U2 0.39 c0.05 c0.07
� - v/s Ratio Perm 0.00 0.01
� v/c Ratio 0.64 0.71 0.38 0.71 0.52 0.03 0.57 0.08
! ' Uniform Detay, d1 49.5 15.4 55.0 20.3 51.6 49.2 49.1 46.0�
Progression Fador 1.00 1.00 1.28 0.39 1.00 1.00 1.00 1.00
' Incremental Delay, d2 6.1 2.1 2.2 1.3 3.8 0.1 4.2 02
� . Delay (s) 55.5 17.5 72.6 9.2 55.5 49.3 53.3 46.2
Level of Service E B E A E D D D
Approach Delay (s) 20.8 10.8 53.3 49.7
i :
Approach LOS C B D D
Intersedion Summary �
' HCM Average Control Delay 20.5 HCM Level of Service C
j� HCM Volume to Capacity ratio 0_66
Actuated Cycle Length (s) 120.0 Sum of lost time(s) 9.0
, Intersection Capacity Utilization 62.1% tCU Level of Service B �
� ' Analysis Period (min) 15
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' Transportation Engineering Northwest Page 1
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HCM Signalized Intersection Capacity Analysis
2: NE 4th St & Union Av NE ��2si2oos
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBC SBT SBR
t � Lane Configurations � ��i � '�'� �' � �' �`
� � Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 190U 1900 1900 1900 1900
Lane Width 12 11 12 12 11 12 12 11 12 12 11 11
Tota( Lost time {s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
� , Lane Util. Factor 1.00 0.95 1.00 0.95 1.OU 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85
� , Flt Protected 0.95 1.00 0_95 1.00 0.97 1_00 0.97 1.00
Satd. Flow(prot) . 1787 3403 1752 3353 1732 1568 1728 1516
' ' Flt Permitted 0.95 1.00 0.95 1.00 0.97 1.00 0.97 1.00
, Satd.Flaw(permj 1787 3403 1752 3353 1732 1568 1728 1516
� ; Volume(vph) 193 1076 121 98 878 66 106 75 62 161 91 155
Peak-hour factor, PHF 0.93 0.93 0.93 0.95 0.95 0.95 0.89 0.89 0.89 0.91 0.91 0.91
Adj. Flow (vph) 208 1157 130 103 924 69 119 84 70 177 100 170
RTOR Reductian (vph) 0 6 0 0 4 0 0 0 59 0 0 139
� ' Lane Group Flow(vph) 208 1281 0 103 989 0 0 203 11 0 277 31
Heavy Vehicles(%) 1% 1% 1°/a 3°k 3% 3% 3% 3% 3% 3% 3% 3%
i � Tum Type Prot Prot Split Penn Split Perm
Proteded Phases 1 6 5 2 4 4 3 3
Permitted Phases 4 3
Actuated G�een, G (s) 17.4 54.1 10.2 46.9 18.1 18.1 20.6 20.6
Effedive Green, g (s) 18.4 56.1 11_2 48.9 19.1 19.1 21.6 21.6
Acivated g/C Ratio 0.15 0.47 0.09 0.41 0.16 0.16 0_18 0.18
Clearance Time (s) 4.0 5.0 4.0 5.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 4.0 6.0 3.0 6.0 4.0 4.0 4.0 4.0
, Lane Grp Cap(vph) 274 1591 164 1366 276 250 311 273
v/s Ratia Prot c0.12 cU.38 0.06 0.29 c0.12 c0.16
� - v/s Ratio Perm 0.01 0.02
vlc Ratio 0.76 0.80 0.63 0.72 0.74 0.04 0.89 0.11
' Uniform Delay,d1 48_7 27.3 52.4 29.9 48.0 42.7 48.0 41.2
Progression Factor 1.00 0.75 1.47 0.48 1.00 1.00 1.00 1.00
' Incremental Delay, d2 9_1 3.3 5.7 2.1 10.4 0.1 26.1 02
� . Delay (s) 57.6 23.9 82.7 16.5 58.4 42.8 74.1 41.4
Level of Service E C F B E D E D
; Approach Delay (s) 28.6 22.7 54.4 61.7
Approach LOS C C D E
Inters�dion'Summary
� � HCM Average Control Delay 33.2 HCM Level of Service � C
�j HCM Volume to Capaeity ratio 0.80
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 69.4% ICU Level of Service C
� ` Analysis Period (min) 15
c Critical Lane Group
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�, Shy Creek 5:00 pm 1/24/2006 2006 Existing Synchro 6 Report
j Transportation Engineering Northwest Page 2
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. HCM Signalized Intersection Capacity Analysis
3: NE 4th St 8� Duvall Av NE 1/26/2006
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Movement EBL EB7 EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
� 1 Lane Configurations � � �'� � �� � � � � �`
� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 190o 1900 1900
Lane Wicith 11 11 12 11 11 11 12 11 12 11 11 11
' Total Lost time (s) 3.0 3.0 3A 3.0 3.0 3.0 3.0 3.0 3.0
�, ; Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.85 0.98 1.00 1.00 0.85
� , Ftt Protected 0.95 1.00 0.95 1.00 1.00 0.97 0.95 1.00 1.00
Satd_ Ftow(prot) 1711 3404 1694 3388 1516 1757 1728 1818 1546
' Flt Permitted 0.95 1_00 0.95 1.OU 1.00 0.97 0.95 1.00 1.00
, Satd. Flow(perm) 1711 3404 1694 3388 1516 1757 1728 1818 1546
, Volume (vph) 260 1049 37 19 770 171 33 22 9 317 37 343
� • Peak-hour fador, PHF 0.94 0.94 0.94 0_93 0.93 0.93 0.79 0.79 0_79 0.89 0.89 0.89
Adj. Flow (vph) 277 1116 38 20 828 184 42 28 11 356 42 385
( � RTOR Reduction (vph) 0 2 0 0 0 82 0 5 0 0 0 282
i i Lane Group Flow(vph) 277 1153 0 20 828 102 0 76 0 356 42 103
Heavy Vehicles (%) 2% 2% 2% 3°/6 3% 3% 0% 0% 0% 1% 1% 1%
� Tum Type Prot Prot Perm Split Split Perm
� Protected Phases 5 2 1 6 4 4 8 8 '
' ' Permitted Phases 6 8
Actuated Green,G (s) 20.5 58_6 1.6 39_7 39.7 9.8 30.0 30.0 30.0
! Effective Green, g (s) 22.5 60.6 3.6 41.7 41.7 11.8 32.0 32.0 32_0
1 . Actuated g/C Ratio 0.19 0.50 0.03 0.35 0.35 0.10 0.27 0.27 0.27
, Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 4.0 3_0 4.0 4.0 4.0 4.0 4.0 4.0
� , Lane Grp Cap(vph) 321 1719 51 1177 527 173 461 485 412
v/s Ratio Prot c0.16 c0.34 0.01 0.24 c0.04 c0.21 0.02
, v/s Ratio Perm 0.07 0.07
� � v/c Ratio 0.86 0.67 0.39 0.70 0_19 0.44 0.77 0.09 0.25
' UnifoRn Detay, d1 47.3 22.2 57.1 33.8 27.4 51.0 40.6 33.0 34.6
Progression Factor 0.73 0.55 1.08 0.91 0.94 1.00 1.00 1.00 1.00
Incremental Delay, d2 13.9 1.3 4.7 2.0 0.2 2.4 8.3 0.1 0.4
� : Detay (s} 48.3 13.5 66.6 32.8 26.0 53.4 48_9 33.1 35.0
Level of Service D B E C C D D C C
+ � Approach Delay (s) 20.2 32.2 53.4 41.2
� i Approach LOS C C D D
Intersection Summary '
�f HCM Average Control Delay 29.7 HCM Level of Service C
� HCM Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
�� Intersection Capacity Utilizafion 69.9°k ICU Level of Service C
i� Analysis Period (min) 15
c Critical Lane Group
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, , Shy Creek 5:00 pm 1/24/2006 2006 Existing Synchro 6 Report
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HCM Signalized Intersection Capacity Analysis
5: NE 4th St & Jericho Ave NE v2s�2aos ;
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR- SBL SBT SBR
I ` �ane Configurations � �� � �� �' � �' �`
; i Ideat Flow(vphpl) 1900 1900 1900 .1900 19Q0 1900 1900 1900 1900 1900 1900 1900 �
Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
� � Lane lttil. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
� � Ftt 1.00 0.97 1.00 1.00 1.00 0.85 1.00 0.85 �
Flt Protecied 0.95 1.00 0.95 1.00 0.95 1.00 0.99 1.00 �
Satd. Flow(prot) 1770 3416 1770 3538 1774 1583 1878 1615
� ! Flt Pennitted 0.35 1.00 0.11 1.OQ 0.71 1.00 0.94 1.00
f Satd. Flow(penn) 644 3416 205 3538 1332 1583 1786 1615
Volume (vph) 8 1106 333 18 660 2 235 1 14 3 9 13
[ ` Peak-hour fador, PHF 0.98 0_98 0.98 0.94 0.94 0.94 0.86 0.86 0.86 0.71 0.71 0.71
; Adj. Flow(vph) 8 1129 340 19 702 2 273 1 16 4 13 18
RTOR Redudion (vph) 0 18 0 0 0 0 0 0 5 0 0 13
Lane Group Flow(vph) 8 1451 0 19 704 0 0 274 11 0 17 5
' � � Heavy VehiGes(%) 2% 2% 2% 2% 2% 29'0 2% 2% 2% 0% 0% 0%
� ' Tum Type pm+pt pm+pt Perm PeRn Perm Perm i
Protected Phases 5 2 1 6 4 4
� Permitted Phases 2 6 4 4 4 4
� - Actuated Green, G {s) 76.2 75.0 78.0 75.4 28.4 28.4 28.4 28.4 �
Effedive Green, g (s) 80.2 77.0 81.0 77.4 30.4 30.4 30.4 30.4 '
( Actuated g/C Ratio U.67 0.64 0.68 0.64 0.25 0.25 025 0.25
, Clearance Time(s) 5.0 5.0 4_0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3_0 3.0 3.0 3.0 3.0 3.0
1 . Lane Grp Cap(vph} 460 2192 185 2282 337 401 452 409
i . v/s Ratio Prot 0.00 c0.42 c0.00 0.20
v!s Ratio Perm 0.01 O.d7 c0.21 0.01 U.01 0.00
vlc Ratio 0_02 0.66 0.10 0.31 0.81 0.03 0.04 0.01
` � UnifoRn Delay, d1 6.9 13.4 10.3 9.4 42.1 33.7 33.8 33.5
1 . Progression Factor 0_93 0.62 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 1.3 0_2 0.1 13.9 0.0 0.0 0.4
.+ � Delay (s) 6.4 9.7 10.6 9.5 56.0 33.7 33.8 33.6
t j Level of Service A A B A E C C C
Approach Delay (s) 9.7 9.5 54.8 33.7
f . Approach LOS A A D C
;� Irtitersei�ion Sum�nary
HCM Average Control Delay 15.1 HCM Level of Service B
�F HCM Volume to Capacity ratio 0.69
` Actuated CyGe Length (s) 120.0 Sum of lost time(s) 9.0
Intersection Capacity Utilization 67.6% ICU Level of Service C
Anaiysis Period (min) 15
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Shy Creek 5:00 pm 1/24/2006 2006 Existing Synchro 6 Report
�t Transportation Engineering Northwest Page 4
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. _ TWO-WAY ST�P CONTROL SUMMARY
eneral fnformation Site Information
Analyst TENW Intersection NE 4th St& Hoquiam Ave
- Agency/Co. Jurisdiction
; ; Date Performed O1%24/2006 Anatysis Year 2006 Existing
Analysis Time Period PM Peak
r ' Pro'ect Descri tion Sh Creek
� :
East/West Street: NE 4th Street North/South Street: Ho uiam Avenue
Intersection Orientation: East-West Stud Period hrs : 0.25
' ' Vehicte Volumes and Ad'ustments
i ; Ma"or Street Eastbound Westbound
Movement 1 2 3 4 5 6
� � L T R L T R
� Volume veh/h 64 1587 0 0 933 21
Peak-hour factor, PHF 0.96 0.96 1.00 1.00 0.86 0.86
� � Hourfy Flow Rate (veh/h) 66 1653 D 0 1084 24 '
� = Proportion of heavy _ _
vehicles, PH� 1 a — —
i � Median type Two Way Left Tum Lane
RT Channelized? 0 0
Lanes 1 2 0 0 2 0
Confi uration L T T TR
j U stream Si nal 1 1
inor Street Northbound Southbound
ovement 7 8 9 10 11 12
f ; L T R L T R
Volume veh/h 0 0 0 25 0 71
Peak-hour factor. PHF 1_DO 1.00 1.00 0.83 1.00 0.83
� i Hourly Flow Rate veh/h D 0 0 30 0 85
Proportion of heavy
E vehicles, PH� � 0 0 5 D 5
�; Percent grade (%) 0 D
Flared approach N N
� ' Storage 0 0
► • RT ChanneGzed? 0 0
Lanes 0 0 0 i 0 1
� a Configura6on L R
{j Control Dela , Queue Len h, Level of Service
Approach EB WB Northbound Southbound
P Movement 1 4 7 8 9 10 11 12
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Lane Configuration L L R
� Volume, v (vph) 6G 30 85
` ; Capacity, cm(vph) 664 259 571
v/c ratio 0.10 0.12 0.15
� Oueue length (95%) 0.33 0.39 0.52
� ontrol Delay (s/veh) 11.0 20.7 12.4
LOS B C B
1� Approach delay (s/veh) — — 14.6
Approach LOS — — g
� HC';'A00�'� C'op�riAht t' �(10?C�on r�siR-of Fkrid:�..�11 Righfs R sen ed \�trsioa l.ld
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` . TWO-WAY STOP CONTROL SUMMARY
j ; eneral Information Site Information
Anatyst TENW intersection NE 2nd Street 8 Jericho Ave
( '; f�gency/Co. NE
' Date Performed 01/24/'2006 Jurisdiction
Analysis Time Period PM Peak Analysis Year 2006 Existrng
� ' Pro'ect Descri tion Shy Creek
i ; East/West Street NE 2nd Street North/South Street: Jericho Ave NE
Intersection �rientation: North-South Stud Period hrs : 0.25
Vehicle:Volumes and Ad'ustments
� : Ma"or Street Northbound Southbound
Movement 1 2 3 4 5 6
' L T R L T R
; Volume 7 179 7 26 41 J 3
Peak-Hour Factor, PHF 0.89 0.89 0.89 0.83 0.83 0.83
! ° Hour Flow Rate, HFR 7 201 7 31 495 3
�
� s Percent Heavy Vehicles 3 — — 1 — —
Median T Undivided
� � RT Channelized 0 0
E Lanes 0 1 0 0 f 0
t :
Configuration tTR LTR
r = U stream Si nal 0 0
l� Minor Street Westbound Eastbound
:
o�ement 7 8 9 10 11 12
L T R L T R
�j Volume 6 0 6 3 0 10
Peak-Hour Factor, PHF 0.60 0.60 0.60 0.81 0.81 0.81
�� Hour Flow Rate, HFR 9 0 9 3 0 12
� Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
�* Flared Approach N N
; Storage 0 0
RT ChanneGzed 0 0
' Lanes 0 1 0 0 1 0
� Configuration LTR LTR
Deta Queue Len and Level of Service -
Approach NB SB Westbound Eastbound
��
Movement 1 4 7 8 9 10 11 12
r� Lane Configuration LTR LTR LTR LTR
� v (vph) 7 31 18 15
C (m) (vph) 106J 1369 440 489
�� vlc 0.01 OA2 0.04 0.03
� 95% queue length 0.02 0.07 0.13 0.09
Control Delay 8.4 7.7 13.5 �2.6
�' LOS A A 8 B
� proach Delay — — 13.5 12.6
pproach LOS — — 8 B
U
Ri�hts Reserved
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Shy Creek Development Traffic Impact Analysis
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1: NE 4th St 8� Monroe Av NE ��2si2oo6
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MQvemenf EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
� ' Lane Configurations � �� � �� �' � �' �'
' � Ideal Flow(vphpl) 1900 1900 1900 1900 19Q0 1900 1900 1900 1900 1900 1900 1900
Lane Width 10 10 12 10 10 12 12 11 12 12 11 12
! ' Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
j �; Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frf 1.00 1.U0 1.00 0.99 1.fl0 U.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0_96 1_00 0.96 1.00
Satd. Flow(prot) 1652 3300 1636 3245 1728 1583 1742 1599
� Flt PeRnitted 0.95 1.00 0.95 1.00 0.96 1.00 0.96 1.00
Satd.Flow(perm) 1652 3300 1636 3245 1728 1583 1742 1599
� t Volume (vph) 125 1318 10 32 1165 66 64 13 42 97 14 112
� Peak-hour factor, PHF 0.87 0.87 0.87 0.94 0.94 0.94 0.84 0.84 0.84 0.82 0.82 0.82
Adj_ Flow (vph) 144 1515 11 34 1239 70 76 15 50 118 17 137
RTOR Reduction (vph) 0 0 0 0 2 0 0 0 44 0 0 119
� ; Lane Group Flow(vph) 144 152fi 0 34 1307 0 0 91 6 0 135 18
Heavy Vehicles(%) 2% 2°k 2% 3% 3°i6 3% 2% 2% 2% 1% 1% 1%
Tum Type Prot Prot Split Perm Split Perm
� . Protected Phases 1 6 5 2 3 3 4 4
Permitted Phases 3 4
Aduated Green, G (s) 15_1 70.7 5.3 60.9 12.3 12.3 14.7 14.7
� Effective Green, g (s) 16.1 72.7 6.3 62.9 13.3 13.3 15.7 15.7
� • Acivated g!C Ratio 0.13 0.61 0.05 0.52 0.11 0.11 0_13 0.13
Clearance Time (s) 4.0 5.0 4.0 5.0 4.0 4.0 4.0 4.0 '
� ' Vehicle Extension (s) 3.0 5.0 3.0 5.0 4.0 4.0 4.0 4.0
� ; Lane Grp Cap (vph) 222 1999 86 1701 192 175 228 209
v/s Ratio Prot c0.09 c0.46 0.02 0.40 c0.05 c0.08
v/s Ratio Perm 0_00 0.01
i � v/c Ratio 0.65 0.76 0.40 0.77 0.47 0.03 0.59 0.09
Uniform Delay, d1 49_3 17.3 55.0 22.7 50.1 47.6 49.1 45.8
Pragression Fador 1.00 1.00 1.28 0.38 1.00 1.00 1.00 1.00
I ' Incremental Delay, d2 6.4 2.8 2.2 1.8 2.5 0.1 4.8 0.2
i . Delay (s) 55.7 202 72.6 10.6 52.6 47.7 53.9 46.1
Level of Service E C E B D D D D
t r Approach Delay(s) 232 12.1 50_8 50.0
l j Approach LOS C B D D
Inte�ectqon-�ummary -
�`+ HCM Average Conirol Delay 22.1 HCM Level of Service C
j HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
r� Intersection Capacity Utilization 64.0% ICU Level of Service C
� Analysis Period (min) 15
c Critical Lane Group
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�� Shy C�eek 5:00 pm 1/24/2006 2008 Baseline Synchro 6 Report
Transportation Engineering Northwest Page 1
l�
HCM Signalized Intersection Capacity Analysis
2: NE 4th St & Union Av NE ��2s�2oo6
, . � � � � '- � � 1 �- �- 1 �
Movement EBL EBT EBR WBL' WBT WBR NBL NBT NBR SBL SBT SBR
� � Lane Configurations � �'� � '�'� � � �' �'
� tdeal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 190U 1900 1900 1900
Lane wdth 12 11 12 12 11 12 12 11 12 12 11 11
' Totaf Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
� , Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85
Ftt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.97 1.00
� i Satd. Flow(prot) 1787 3403 1752 3352 1733 1568 1728 1516
Flt Permitted d.95 1.00 0.95 1.00 0.97 1.00 0.97 1.00
Satd. Flow(perm) 1787 3403 1752 3352 1733 1568 1728 1516
C � Vo{ume (vph) 201 1120 126 102 914 69 110 79 65 168 94 161
3 Peak-hou�factor, PHF 0.93 0.93 0.93 0.95 0.95 0.95 0.89 0.89 0.89 0.91 0.91 0.91
Adj. Flow (vph) 216 1204 135 107 962 73 124 89 73 185 103 177
f ° RTOR Reduction (vph) 0 6 0 0 4 0 0 0 61 0 0 145
� Lane Group Flow(vph} 216 1333 0 107 1031 0 0 213 12 0 288 32
Heavy Vehicles(%� �o� �o� �% 3% 3% 3% 3% 3% 3% 3°!0 3% 3%
, Tum Type Prot Prot Split Perm Split Perm
� Protected Phases 1 6 5 2 4 4 3 3
� ' Permitted Phases 4 3
Actuated Green, G (s) 17.8 53.2 10.4 45.8 18.5 18.5 20.9 20.9
Effedive Green, g (s) 18.8 55.2 11.4 47.8 19.5 19.5 21.9 21.9
. Actuated g/C Ratio 0.16 0.46 0.10 0_40 0_16 0_16 0.18 0.18
Clearance Time (s) 4.0 5.0 4.0 5.0 4.0 4.0 4.0 4.0
( � Vehicle Extension (s) 4.0 6.0 3.0 6.0 4.0 4.0 4.0 4_0
i Lane Grp Cap(vph) 280 1565 166 1335 282 255 315 277
v/s Ratio Prot c0.12 c0_39 0.06 0.31 c0.12 c0.17
� v/s Ratio Perm 0.01 0.02
I Y v/c Ratio 0.77 0.85 0.64 U.77 0.76 0.05 0.91 0.12
Unifonn Delay, d1 48.5 28.8 52.3 31.4 48.0 42.4 48.1 41.0
Progression Factor 1.00 0.75 1.46 0_48 1.00 1.00 1_00 1.OQ
' Incremental Delay, d2 9.1 4.2 6.1 2.6 11.6 0.1 30.0 0.3
� Delay (s) 57.6 25.8 82.6 17.7 59.6 42.5 78.1 41.2
Level of Service E C F B E D E D
�� Approach Delay(s) 30.3 23.7 552 64.1
' Approach LOS C C E E
Intersec�i.o,n Summary
�� HCM Average Control Delay 34.7 HCM Level of Service C
HCM Voiume to Capacity ratio 0.83
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.d
�� Interseciion Capacity Utilization 71.5% ICU Level of Service C
Analysis Period (min) 15
c Criticat Lane Group
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Transportation Engineering Northwest Page 2
U
HCM Signalized Intersection Capacity Analysis
3: NE 4th St & Duvall Av NE �i2si2oos
. � -► 7 � � � � I � � � �
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
� R �ane Configurations � �� � �� � � � � �
� � Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 11 12 11 11 11 12 11 12 11 11 11
` ` Total Losi time (s} 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
t , Lane Utif. Factor 1_00 0.95 1.00 0.95 1.00 1.00 1.Q0 1.00 1 AO
Frt 1.00 1.00 1.00 1_00 0.85 0.98 1.00 1.00 0.85
Ftt Protected 0.95 1.00 0.95 1.00 1.Q0 0.98 0.95 1.00 1.00
� ,, Satd. Flow(prot) T 711 3404 1694 3388 1516 1754 1728 1818 1546
' ` Flt Pecmitted 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00 1.00
,
Satd. Flow(perm) 1711 3404 1694 3388 1516 1754 1728 1818 1546
� : Volume (vph) 271 1091 38 20 801 178 34 23 10 330 38 357
i � Peak-hour factor, PHF 0_94 Q94 0.94 0.93 0_93 0.93 0.79 0.79 0.79 0.89 0.89 0.89
Adj. Flow(vph) 288 1161 40 22 861 191 43 29 13 371 43 401
� ' RTOR Reduction (vph) 0 2 0 0 0 83 0 6 0 0 0 292
( � Lane Group Flow(vph) 288 1199 0 22 861 108 0 79 0 371 43 109
Heavy Vehicles(%) 2% 2°�6 2% 3% 3% 3°k 0°�6 0% 0% 1% 1% 1%
T � Tum Type Prot Prot Perm Split Split Perm
+ Proteded Phases 5 2 1 6 4 4 8 8
` ' Permitted Phases 6 8
Actuated Green, G (s) 21_0 57_0 2.4 38.4 38.4 10.0 30.6 30.6 30_6
� ` Effedive Green, g (s) 23.0 59.0 4.4 40.4 40.4 12.0 32.6 32.6 32.6
i . Actuated g/C Ratio 0.19 0.49 0.04 0_34 0.34 0.10 027 0.27 0.27
Clearance Time (s} 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 4A 3.0 4.0 4.0 4.0 4.0 4.0 4.0 �
I ; Lane Grp Cap(vph) 328 1674 62 1141 510 175 469 494 420
v/s Ratio Prot c0.17 cQ.35 0.01 0.25 c0.04 c0.21 0.02
, v/s Ratio Perm 0.07 0.07
v/c Ratio 0.88 0.72 0.35 0.75 0.21 0.45 0.79 0.09 0.26
' Uniform Delay, d1 47.1 23.9 56.4 35.4 28.4 50.9 40.5 32_6 34.2
Progression Factor 0_73 0_58 1.08 0.91 0.92 1.00 1.00 1.00 1.00
� Incremental Delay, d2 14.1 1.5 3.3 2.9 0.3 2.5 9.3 0.1 0.4
� De1ay(s) 48.5 15_3 64.3 35.0 26.5 53.4 49_9 32.7 34.7
Level of Service D B E C C D D C C
[1 Approach Delay(s) 21.7 34.1 53.4 41.5
i Approach LOS C C D D
Infersec�i0n Summary:
�� HCM Average Control Delay 31.0 HCM Level of Service C
HCM Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
�� Intersedion Capacity Utilization 72_1% tCU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
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I� Shy Creek 5:00 pm 1/24/2006 2008 Baseline Synchro fi Report
Transportation Engineering Narthwest Page 3
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HCM Signalized Intersection Capacity Anafysis
5: NE 4th St & Jericho Ave NE ��2si2oos
� � � � � � � t � � l �
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SB� SBT SBR
� ' Lane Configurations � '�'�a � �`'� �' � �' ?�
, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1 S00 1900 1900 1900 19D0
Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
� . Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.Q0
Frt 1.00 0.97 1.00 1.00 1.00 0.85 1.d0 0.85
� � Flt Proteded 0.95 1.00 0.95 1.00 0.95 1.00 0.99 1.00 �
Satd. Flow(prot) 1770 3416 1770 3538 1774 1583 1879 1615
' Fft Permitted 0.33 1.00 0.10 1.00 0.71 1.00 0.94 1.00
. Satd. Flow(perm) 618 3416 181 3538 1330 1583 1790 1615 '
Volume (vph) 8 1150 346 19 687 2 244 1 15 3 10 14
Peak-hour fador, PHF 0.98 0.98 0.98 0.94 0.94 0.94 0.86 0.86 0.86 0_71 0.71 0.71
1 , Adj. Flow (vph) 8 1173 353 2Q 731 2 284 1 17 4 14 20
1 :
RTOR Reduction (vph) 0 18 0 0 0 0 0 0 5 0 0 15
, , Lane Group Flow(vph) 8 1508 0 20 733 0 0 285 12 0 18 5
� Heavy Vehicles (�o) 2% 2% 2% 2% 2% 2% 2% 2% 2% 0% 0% 0%
, � Tum Type pm+pt pm+pt Perm Perm Perm Perm
Protected Phases 5 2 1 6 4 4
Permitted Phases 2 6 4 4 4 4
. Actuated Green, G (s) 75.5 74.3 77.3 74.7 29.1 29.1 29.1 29.1
Effedive Green,g (s) 79.5 76.3 80.3 76.7 31.1 31.1 31.1 31.1 I
' � Actuated g/C Ratio 0.66 0.64 0.67 0.64 0.26 0.26 0.26 0.26
� Clearance Time (s) 5.0 5.0 4.0 5.0 5.0 5.0 5.0 S.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap(vph) 440 2172 169 2261 345 410 464 419
� j v/s Ratio Prot 0.00 c0.44 c0.00 0.21
v/s Ratio Perm 0.01 0.08 c0.21 0_01 0.01 0.00
v/c Ratio 0.02 0.69 0.12 0.32 0.83 0.03 0.04 0.01
' UnifoRn Delay, d1 7.2 14.2 11.4 9.9 41.9 33.2 33.3 33.0
, Progression Factor 1.01 0_69 1.00 1.Q0 1.00 1_00 1.00 1.00
Incremental Delay, d2 0.0 1.5 0.3 0.1 14.8 0.0 0.0 0.0
+ Delay (s) 72 11.3 11.7 9.9 56.7 332 33.3 33.0
i
Level of Service A B B A E C C C
�� Approach Delay (s) 112 10.0 55.4 332
Approach LOS B A E C
�� tnters�ction Summary
HCM Average Control Delay 16.3 HCM Level of Service �
. HCM Volume to Capacity ratio 0.71
�` Aduated CyGe Leng�th (s) 120.0 Sum of lost time (s) 9.0
� Intersection Capacity Utilization 69.7% ICU Level of Service C
Anaiysis Period (min) 15
i !� c Critical Lane Group
�
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Shy Creek 5:00 pm 1/24/2006 2008 Baseline Synchro 6 Report
�� Transportation Engineering Northwest Page 4
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TWO-WAY STOP CONTROI. SUMMARY
eneral Information Site Information
,ynatyst TENW Intersection NE 4th St& Hoquiam Ave
r � P�qency/Co. Jurisdiction
Date Performed 01%242006 Analysis Year 2008 Baseline
� Analysis Time Period PM Peak
� Pro'ect Descri tion Sh Creek
� :
EastlWest Street: NE 4th Street North/South Street: Ho uiam Ave NE
Intersection Orientation: East-West Stud Period hrs : 0.25
Vehic(e Volumes and Ad'ustments
i � Ma'or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume veh/h 67 1651 0 0 971 22
` Peak-hour factor, PHF 0.96 0.96 1.00 1.00 0.86 0.86
Hourty Flow Rate (veh/h) 69 1719 0 0 1129 25
� Proportion of heavy
' vehicles, PH� � ` � � —
r Median type Two Way LeR Tum Lane
! ' RT Channelized? 0 0
t ,
Lanes 1 2 0 0 2 0
f Confi uration L T T TR
I U tream Si nal 1 1
i .
"inor Street Northbound Southbound
ovement 7 8 9 10 11 12
IY L T R L T R
Volume veh/h 0 0 0 26 0 74
, Peak-hour factor, PHF 1.00 1.00 1.00 0.83 1.00 0.83
� Hour Flow Rate (veh/h 0 0 0 31 0 89
� Proportion of heavy
� vehicles, PH� 0 D 0 5 0 5
�j Percent grade (°�) 0 0
Flared approach N N
�� Storage 0 0
j RT Channefized? 0 0
Lanes 0 0 0 1 0 1
j Configuration L R
i Control Dela , Queue Len h,Level of Service
pproach EB WB Northbound Southbound
i� Movement 1 4 7 8 9 10 11 12
� Lane Configuration L L R
Volurne, v (vph) 69 31 89
j� Capacity,cm(vph) 638 248 561
v/c ratio 0.11 0.13 0.16
(� Queue length (95%) 0.36 0.42 0.56
�� ontrol Delay (s/veh) 11.3 21.6 J2.6
_�S 8 C 8
( ( pproach delay (s/veh) — — 14.g
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Approach LOS — — B
�� FI('S,!)ppT�� C operigh�C '(Hl.LTnn rrsih of Fbrida..UI Ri�hts Rrstn zd \"�rsion�lJ
TWO-WAY STOP CONTROL SUMMARY
neral tnformation Site Information
Analyst TENW Intersection NE 2nd Street&Jericho Ave
Agency/Co. NE
Date Performed 0124/2006 Jurisdiction
� ' Anatysis Time Period PM Peak Analysis Year 2008 Baseline
� ' Pro'ect Descri tion Sh Creek
! East/West Streer NE 2nd Street North/South Street: Jerrcho Ave NE ,
lntersection Orienta6on: North-South Stud Period hrs : 0.25
Vehicte Volumes and Ad'ustments
I , Ma'or St�eet Northbound Southbound
Movement 1 2 3 4 5 6
� r L T R L T R
Volume 7 186 7 27 428 3
� � Peak-Hour Factor, PHF 0.89 0.89 0.89 0.83 0.83 0.83 �
, . Hour Flow Rate, HFR 7 208 7 32 515 3
iPercent Heavy Vehicles 3 — — 1 — —
Median T Undivided
t RT ChanneGzed 0 0
! Lanes 0 1 0 0 1 0
� Configuration LTR LTR
U tream Si nal 0 0
� Minor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
� . olume 6 0 6 3 0 11 ,
Peak-Hour Factor, PHF 0.60 0.60 0.60 0.81 0.81 0.81
Hour Flow Rate, HFR 9 0 9 3 0 13
� , Percent Heav Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
� Flared Approach N N
I ; Storage 0 0
RT Channefized 0 0
�* Lanes 0 1 0 0 1 0
; Confi uration LTR LTR
Dela ,Queue Len th,and Level of Service
fE Approach NB SB Westbound Eastbound
11 Movement 1 4 7 8 9 10 11 12
Lane Configuration LTR LTR LTR LTR
I' (� v (vph) 7 32 18 16
� C (m) (vph) 1043 1361 422 478
� v/c 0.01 0.02 0.04 0.03
(� 95% queue length 0.02 0.07 0.13 0.10
Control Delay 8.5 7.7 13.9 12.8
(� LOS A A B 8
� proach Delay 13.9 12.8
proach LOS — — 8 8
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Shy Creek Devebpment Traffic Im
pact Analysis
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Transporation EnBineering NorthWest )anuary 26,2006
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HCM Signalized Intersection Capacity Analysis
1: N E 4th St & Monroe Av N E 1/26/2006
� --. � � '- � � t � �► 1 -�
,
Movement � EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations � �}'�, � �'� �' � �' �`
� Idea!Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 19QQ
Lane Wdth 10 10 12 10 10 12 12 11 12 12 11 12
' � Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
t ; Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.96 1_00 0.96 1.00
� , Satd_Flow(prot) 1652 3300 1636 3245 1728 1583 1742 1599
� � Flt Pemiitted 0.95 1.00 0.95 1.00 0.96 1.00 0.96 1.00
Satd_ Ftow(peRn) 1652 3300 1636 3245 1728 1583 1742 1599
� ' Volume (vph) 125 1327 10 32 1171 67 64 13 42 99 14 112 �
� : Peak-hour factor, PHF 0.87 0.87 0.87 0.94 0.94 0.94 0.84 0.84 0.84 0.82 0.82 0.82
Adj. Flow (vph) 144 1525 11 34 1246 71 76 15 50 121 17 137
! ' RTOR Reduction(vph) 0 0 0 0 2 0 0 0 44 0 0 119
� : Lane Group Flow(vph) 144 1536 0 34 1315 0 0 91 6 0 138 18
Heavy Vehicles(%) 2% 2% 2% 3% 3% 3% 2% 2% 2% 1% 1% 1%
Tum Type Prot Prot Split Perm Split Perm
Protected Phases 1 6 5 2 3 3 4 4
' Permitted Phases 3 4
Actuated Green, G (s) 15.1 70.5 5.3 60.7 12.3 12.3 14.9 14.9
Effective Green, g (s) 16.1 72.5 6.3 62.7 13_3 13.3 15.9 15.9
. Actuated g/C Ratio 0.13 o.60 0.05 0.52 0.11 0.11 0.13 0.13
Clearance Time (s) 4.0 5.0 4.0 5.0 4.0 4.0 � 4.0 4.0 !,
r • Vehicle Extension (s) 3.0 5.0 3.0 5.0 4.0 4.0 4.0 4.0
� Lane Grp Cap(vph) 222 1994 86 1696 192 175 231 212
v!s Ratio Prot c0.09 c0.47 0.02 0.41 c0.05 c0.08
, , v/s Ratio Perm 0_00 0.01
� v/c Ratio Q_65 0.77 0_40 0.78 0.47 O.d3 0_60 Q.09
� - Uniform Delay, d1 49.3 17.6 55.0 23.0 50.1 47.6 49.0 45.7
Progression Fador 1.00 1_00 1.28 0.38 1_00 1.00 1.00 1.00
`. � Incremental Delay, d2 6.4 2.9 2.1 1.9 2.5 0.1 4.8 0.2
� , Delay (s) 55.7 20.5 72.7 10.7 52.6 47.7 53.8 45.9
Level of Service E C E B D D D D
� ; Approach Delay (s) 23.5 12.3 50.8 49.9
t + Approach LOS C B D D
Intersedion_�ummary
HCM Average Control Delay 22.3 HCM Level of Service C
I 6 HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
' Intersection Capacity Utilization 64.3% ICU Level o#Service C
' Analysis Period (min) 15
� c Critical Lane Group
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�� Shy C�eek 5:00 pm 1/24/2006 2008 Wdh Projed Synchro 6 Report
Transportation Engineering Northwest Page 1
ll
HCM Signalized Intersection Capacity Analysis
2: NE 4th St & Union Av NE ��2sl2oos
-� --► � � '- � � 1 r' `► 1 �
. Movement EBL EBT EBR, WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations � ��i � '�'� �" � �j' �
� Ideal Flow(vphpl) 1900 1900 19U0 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 11 12 12 11 12 12 11 12 12 11 11
Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
1 : Lane Util. Factor 1_00 0.95 1.00 0.95 1.00 1_00 1.00 1.00
�rt 1.00 0.99 1.00 0.99 1.00 0.85 1.00 0.85
r � Ftt Protected 0.95 1.00 d.95 1.00 0.97 1.00 0.97 1.00
� , Satd. Flow(p�ot) 1787 3403 1752 3352 1733 1568 1727 1516
Flt Permitted 0.95 1_00 0.95 1.00 0.97 1.00 0.97 1.00
$atd. Flow(perm) 1787 3403 1752 3352 1733 1568 1727 1516
Volume (vph) 201 1133 126 102 922 70 110 79 65 170 94 161
� Peak-hour fador, PHF U.93 0.93 0.93 U.95 0.95 0_95 0.89 0.89 0.89 0.91 0.91 0.91
Adj. Flow (vph) 216 1218 135 107 971 74 124 89 73 187 103 177
! ° RTOR Reduction (vph) 0 6 0 0 4 0 0 0 61 0 0 145
; , Lane Group Flow(vph) 216 1347 0 107 1041 0 0 213 12 0 290 32
Heavy VehiGes(9'0) 1% 1% l% 3°fo 3% 3% 3% 3% 3% 3% 3% 3%
: Tum Type Prot Prot Split Perm Split PeRn ,
Proteded Phases 1 6 5 2 4 4 3 3
' Permitted Phases 4 3
Acivated Green, G (s) 17.8 53.1 10.4 45.7 18_5 18.5 21.0 21.0
Effedive Green, g (s) 18.8 55.1 11.4 47.7 19.5 19.5 22.0 22.0
� Aduated g/C Ratio 0.16 0.46 0.10 0.40 0.16 0.16 0.18 0.18 '
Clearance Time (s) 4.Q 5.0 4.0 5.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 4.0 6.0 3.Q 6.0 4.0 4.0 4.0 4.0
L , Lane Grp Cap(vph) 280 1563 166 1332 282 255 317 278
v!s Ratio Prot c0.12 c0.40 0.06 0.31 c0.12 c0.17
. � v/s Ratio Perm 0.01 0.02
� v!c Ratio 0.77 0.86 0.64 0_78 0.76 0.05 0.91 0.12
� � Uniform Delay, d1 48.5 29.0 52.3 31.6 48.0 42.4 48.1 40.9
Progression Factor 1.00 0.75 1.47 0.47 1.00 1.00 1.U0 1.00
Incremental Delay, d2 9.0 4.5 6.0 2.8 11.6 0.1 29.9 0.3
: . Delay (s) 57.7 26_3 82_8 17_6 59.6 42.5 78.0 41.1
Level of Service E C F B E D E D
t � Approach Delay (s) 30.6 23.7 55.2 64.o
� j Approach LOS C C E E
1.�►tersei:tion Summary ; , . , , ; ,
HCM Average Control Delay 34.8 HCM Level of Service C
�� HCM Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
f r Intersection Capacity Utilization 72.0% ICU Level of Service C
�� Anafysis Period (min) 15
c Critical Lane Group
� ;
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�� Shy Creek 5:00 pm 1/24/2006 2008 V1fdh Projed Synchro 6 Report
Transportation Engineering Northwest Page 2
� '
�
�
HCM Signalized Inte�section Capacity Analysis
3: NE 4th St & Duvall Av NE 1/26/2006
� -. �► � � � � t � �► 1 �
Movement EBL EBT EBR WBL WBT WBR NBI. N8T NBR SBL SBT SBR
r , � �� � �� � � � � �
Lane Configurations
� Ideal Flow(vphpl) 1900 1 S00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Wdth 11 11 12 11 11 11 12 11 12 11 11 11
' � Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
� Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1_00 1.U0 0.85 0.98 1.00 1.00 0.85
` , Ftt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00 1.00
1 Satd. Flow(prot) 1711 3404 1694 3388 1516 1754 1728 1818 1546
Fft Pennitted 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00 1.00
Satd. Flow(perm) 1711 3404 1694 3388 1516 1754 1728 1818 1546
� ' Volume (vph) 271 1108 38 20 811 181 34 23 10 336 38 357
� . Peak-hour factor, PHF 0.94 0.94 0.94 0.93 0.93 0_93 0.79 0.79 0.79 0.89 0.89 0.89
Adj. Flow(vph) 288 1179 40 22 872 195 43 29 13 378 43 401
7 � RTOR Reduction (vph) 0 2 0 0 0 84 0 6 0 d 0 291
� Lane Group Flow(vph) 288 1217 0 22 872 111 0 79 0 378 43 110
Heavy Vehicles(%) 2% 2°k 2% 3% 3°i(o 3% 0% 0% 0% 1% 1% 1%
� Tum Type Prot Prot Perm Split Split Perm
� Protected Phases 5 2 1 6 4 4 8 8
� Permitted Phases 6 8
Aduated Green, G (s) 21.0 56.6 2.4 38.0 38.0 10.0 31.0 31.0 31.0
� Effective Green, g (s) 23.0 58.6 4.4 40.0 40.0 12.0 33.0 33.0 33.0
1 . Actuated g/C Ratio 0.19 0.49 0.04 0_33 0_33 0_10 028 0.28 0.28
Clearance Time (s) 5.0 5.0 5_0 S_0 5.0 5.0 5_0 5.0 5.0
Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0
� , Lane Grp Cap(vph) 328 1662 62 1129 505 175 475 500 425
v/s Ratio Prot c0.17 c0.36 0.01 0.26 c0.04 c0.22 O.Q2
, v/s Ratio Perm 0.07 0.07
� ` v/c Ratio 0_88 0.73 0.35 0.77 0.22 0.45 0.80 0.09 0.26
Uniform D�elay, d1 47.1 24.5 56.4 35.9 28.8 50.9 40.4 32.3 34.0
Progression Factor 0_73 0.58 1.07 0.89 0.89 1.00 1.d0 1.00 1.00
, � ' Incremental Delay, d2 13.9 1.6 3.3 3.3 0.3 2.5 9.5 0.1 0.4
; Delay (s) 48.5 15.9 63.8 35.4 26.0 53.4 49.8 32.4 34.4
Levet of Service D B E D C D D C C
(j Approach Delay (s) 22.1 34.3 53.4 41.4
� Approach LOS C C D D
In>tersection Summary
HCM Average Control Delay 31.2 HCM Level of Service C
i j HCM Volume to Capacity ratio 0.75 �
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0
� Intersection Capacity Utilization 72.7°/a ICU Level of 5ervice C
�� Analysis Period (min) 15
c Critical Lane Graup
t
�
li
�� Shy Creek 5:00 pm 1/24/2006 2008 With Projed Synchro 6 Report
Transportation Engineering Northwest Page 3
��
HCM Signalized Intersection Capacity Anafysis
5: NE 4th St 8� Jericho Ave NE 1/26/2006
�
� � � � ~ � � I � � � �
Movement EBL EBT EBR WBL WBT WBR NBL N6T NBR SBL> SBT: SBR
f ' Lane Configurations � �'�i � '�'� �' � �' �
, . Ideal Flow(vphpl) 1900 190Q 1900 1900 1900 1900 1900 1900 1900 1900 190� 1900
Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 1.00 0.85 1.00 0.85
1 ` Flt Protected 0.95 1_00 0.95 1.00 0.95 1.00 0.99 1.00
Satd. Flow(prof) 1770 3410 1770 3538 1774 1583 1879 1615
Flt Pem�►itted 0.34 1.00 0.08 1.00 0.71 1.00 0.94 1.00
. Satd. Flow(perm) 626 3410 156 3538 1330 1583 1789 1615
Volume (vph) 8 1150 369 27 687 2 257 1 20 3 10 14
Peak-hour factor, PHF 0.98 0.98 0.98 0.94 0.94 0.94 0.86 0.86 0.8fi 0.71 0_71 0.71
I � Adj. Flow (vph) 8 1173 377 29 731 2 299 1 23 4 14 20
RTOR Reduction (vph) 0 20 0 0 0 0 0 0 7 0 0 15
� , Lane Group Flow(vph) 8 1530 0 29 733 0 0 300 16 0 18 5
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 0% 0% 0%
` ' Tum Type pm+pt pm+pt Perm Perm Penn Perm
Protected Phases 5 2 1 6 4 4
Permitted Phases 2 6 4 4 4 4
. . Actuated Green, G (s) 73.0 71.8 77.6 73.6 30.2 30.2 30.2 3Q.2
Effective Green,g (s) 77.0 73.8 80.6 75_6 32.2 32.2 32.2 32.2
, Actuated g/C Ratio 0.64 0.62 0.67 0.63 0.27 0.27 0.27 0.27
Clearance Time (s) 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0
� � VehiGe Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
{ - Lane Grp Cap(vph) 432 2097 172 2229 357 425 480 433 ,
v/s Ratio Prot 0.00 c0.45 c0.01 0.21
l ` v/s Ratio Perm 0.01 0.11 c0.23 0.01 0.01 0.00
vlc Ratio 0.02 0.73 0.17 0.33 0.84 0_04 0.04 0.01
' � Uniform Delay, d1 8.0 16.1 12.9 10.4 41.5 32.4 32.4 32.2
� : Progression Factor 1.04 0.69 1.00 1.00 1.00 1.Q0 1.00 1.00
Incrementa! Delay, d2 0.0 1.8 0.5 0.1 16.1 0.0 0.0 0.0
; ° Delay (s} 8.3 12.9 13.4 10.4 57.6 32.5 32.5 32.2
� ; Level of Service A B B B E C C C
Approach Delay (s) 12.9 10.6 55.8 32.4
Approach LOS B B E C
js
l t lntersection summary
HCM Average Control Delay 17_7 HCM Level of Service B
� HCM Volume to Capacity ratio OJ6
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0
� Intersection Capacity Utilization 71.2°/a ICU Level of Service C
Analysis Period (min) 15
� ' � c Critical Lane Group
� i
� # '
L `E
��
Shy Creek 5:00 pm 1/24/2006 2008 With Projed Synchro 6 Report
�� Transportation Engineering Northwest Page 4
��
TWO-WAY STOP CONTRO� SUMMARY
neral tnformation Site Information
Analyst TENW Intersection NE 4th St& Hoquiam Ave
Agency/Co. Jurisdiction
; , Date Performed 1/25/06 Analysis Year 2008 with Project
Anatysis Time Period PM Peak
� ' Pro'ect Descri tion Sh Creek
j East/Vltest Street: NE 4th Street North/South Street: Ho uiam Ave NE
Intersection Orientation: East-West Stud Period hrs : 0.25
Vehicle Volumes and Ad'ustments
� .` Ma"or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
, r Volume veh/h 67 1674 0 0 984 22
; .
Peak-hour factor, PHF 0.96 0.96 1.00 1.00 0.86 0.86
Hourty Flow Rate (veh/h) 69 1743 0 0 1144 25
� , Proportion of heavy ^ _ _ _
vehicles, PH� � �
� � Median type Two Way Left Tum Lane
RT Channelized? 0 0
Lanes 1 2 0 0 2 0
i . Confi uration L T T TR
U stream Si nal 1 1
�nor Street Northbound Southbound
vement 7 8 9 10 11 12
' [ , L T R L T R
Volume veh/h 0 0 0 26 0 74
Peak-hour factor, PHF J.00 1.00 1.00 0.83 1.00 0.83
� � Hour Flow Rate (veh/h 0 0 0 31 0 89
Proportion of heavy 0 0 0 5 0 5
f , vehicles, PHv
j Percent grade (%) D 0
Flared approach N N
� Storage 0 0
� RT ChanneGzed? 0 0
Lanes 0 0 0 1 0 1
Configuration � � � L � � R �
I' " Control Dela Queue Len h Level of Service
, ,
Approach EB WB Northbound Southbound
� Movement 1 4 7 8 9 10 11 12
�
Lane Configuration L L R
[� Volume,v (vph) 69 31 89
� Capacity, cm(vph) 631 244 559
v/c ratio 0.11 0.13 0.96
(� Queue length (95%) 0.37 0.43 0.58
I � ntrol Delay (s/veh) 11.4 21.9 12.7
OS 8 C B
� Approach delay (s/veh) — — 15.0
Approach LOS — — C
, �F If('S'OOpT�`� ('op��ngM��'fHl:(�nn�ersih ��f Florida._W k1�hL�Resen ad \ersion�.ld
�j
)
TWO-WAY STOP CONTR�L SUMMARY
eneral Information Site Information
Anatyst TENW Intersection NE 2nd Street&Jericho Ave
Agency/Co. NE
Date Performed 1l25/ps Jurisdiction
Anatysis Time Period PM Peak nalysis Year 2008 with Project
' � Pro'ect Descri tion Sh Creek
j , East/V11est Street: NE 2nd Streef North/South Street: Jericho Ave NE
Intersection Orientation: North-South Stud Period hrs : 0.25
i Vehicle Volumes and Ad'ustments
I' ( i Ma�or Street Northbound Southbound
Moveme�t 1 2 3 4 5 6
r ' L T R L T R
f ' olume 7 195 7 27 443 19
Peak-Hour Factor, PHF 0.89 0.89 0.89 0.83 0.83 0.83
r Hourly Flow Rate, HFR 7 219 7 32 533 22
Percent Heavy Vehicles 3 — — 1 — —
Median T Undivided
� � RT Channelized 0 0
Lanes 0 1 0 0 1 D
Configuration LTR LTR
U tream Si nal 0 0
Minor Street Westbound Eastbound I
ovement 7 8 9 10 11 12 �
L T R L T R
1 olume 6 0 6 12 0 11
, .
Peak-Hour Factor, PHF 0.60 0.60 0.60 0.81 0.81 0.81
� � Hour Fbw Rate, HFR 3 0 9 14 0 13
' Percent Heav Vehicles 0 0 0 0 0 0
: :
Percent Grade (%} 0 0
• Flared Approach N N
j ; Storage 0 0
RT Channefized 0 0
Lanes 0 1 0 0 1 0
, , Confi uration LTR LTR
Dela , Queue Len th,and Level of Service
' Approach NB SB Westbound Eastbound
�a Movement 1 4 7 8 9 10 11 12
� � Lane Configuration LTR LTR LTR �TR
� j v (vph) 7 32 18 27
C (m) (vph) 1010 9348 403 357
v/c 0.01 0.02 0.04 0.08
� , 95% queue length 0.02 0.07 0.14 0.24
Control Delay 8.6 7.7 14.4 15.9
� � LOS A A B C
�� proach Delay — — 14.4 15.9
proach LOS — — B C
[j Rights Reserved
HCS?OOpT�`� l'up�right� �00:LTnn crsih of Fbrida._�ll Rights Rzsen rd \"ersion�.ld
\-usion�.ld
l�
Shy Creek Development Traffic Impact Analysls
. .
Appendix C:
� Site Access Level of Service and Queue Calculations
- i
,
, )anuary 26,2006
� - Tnnsporcadon Englneertrig NorchWesc
�� I
TWO-WAY STOP CONTR4L SUMMARY
' ;eneral Information Site Information
r � Analyst TENW Intersection Proposed Access & Jericho
Agency/Co. Ave
' ' Date Performed 1/25/06 Jurisdicdon
Analysis Time Period PM Peak Analysis Year 2008 N/rth Project
i , Pro'ect Descri tion Shy Creek
East/West Street: Proposed Access NorthlSouth Street: Jericho Ave NE
Intersecbon Orientation: North-South Stud Period hrs : 0.25
1 :1 Vehicle Volumes and Ad"ustments
Ma�or Street Northbound Southbound
, Movement 1 2 3 4 5 6
f , L T R L T R
Volume 7 186 0 5 424 16
,
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
I Hourly Flow Rate, HFR 7 206 0 5 471 17
` • Percent Heavy Vehicles 2 — — 2 — —
Median T Undivided
i i RT Channelized 0 0
� Lanes 0 1 0 D 1 D
Configuration L TR LTR I
� U tream Si nal 0 D
i
' ' Minor Street Westbound Eastbound
lo�ement 7 8 9 10 11 12
( ` L T R L T R
� Volume 5 0 6 10 0 4
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hour Flow Rate, HFR 5 � 6 1 J 0 4
� Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
� Flared Approach N N
' Storage 0 0
w RT Channelized 0 0
�= Lanes 0 1 0 0 J 0
Confi uration LTR LTR
Dela ,Queue Len ,and Level of Service
�� Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
! Lane Configuration LTR LTR LTR LTR
i v (vph) 7 5 11 15
C (m) (vph) 1075 1365 503 384
�� v/c 0.09 0.00 0.02 0.04
� 95% queue length 0.02 0.01 0.07 0.12
�� Control Delay 8.4 7.6 12.3 14.8
' �S A A B B
pproach Delay — — 12.3 14.8
�! proach LOS — — B 8
! Ri�hts Reserved
HCS?OOOT�`� Cop�right+ ?U0�L�nn�nsih of Fbrida..�ll Riuhb Resen-rd �"zrsion�.ld
�� �-rrsion a.ld
09/0�/2006•FRI i2;23 Fa� 42�6464422 CoIlner H�mes f�001/004
' �P V V E9
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August 18, 2006 Earth Cousultants,Inc.
Geotechnical Engineering Seruices
POst-it"Fax Note 7671 Date g ��►
M�. John Skochdopole T, � F�, � �
d n
Conner Homes, Inc. ��P�,� �. ��� Q
846 9 08th Avenue Northeast Phone# �n«,��
Beilevue, Washington 98004 F�# o �; F�*
DETENTION POND BERM REVIEW AND EMBANKMENT FILL RECOMMENDATtONS
SITY CREEK RESIDENTlAL DEVELOPMENT
HOQUTAM AVENIIE NORTH NEAR SOUTHEAST 2Nb Pl.ACE
RENTON,WASINGTaN
ECI Project No. E-11609
REFERENCES:
Earth Consultants, Inc., Geofechnical Engineering Study, E-11609, dated February 1, 2005.
Triad Associates, inc., Detention Pond P/ans and Secfions, dateci July 19, 2006.
Dear Mr. Skochdopole:
As requested, Ea�th Consultants, lnc, (ECI) is pleased the present this letter reviewing the proposed
detention pond and providing recommendations for the pond consfruction. We previously prepared
the referenced geotechnical engineering study for this project. !n preparing this letter, we reviewed
our previous exploration logs and conducted seepage and slope stability anafyses of the pond. This
letter presents a summary of our additiona! exploration, analyses, and provides our conc�usions and
recommendations for the pond.
PROJECT DESCRIPTION
We understand it is planned to develop the subjecfi si�e with sing[e-family residence lots along with
associated.roadways and infrastructure. Stormwater from impervious surtaces will be directed to a
two-celled stormwater detention facility in the southwest por�ion of the si�e. To achieve design
elevations in the area of the pond, cuts of 9 to 13 feet deep are planned and flls of 2 fo 4 feet are
planned.
The pond wifl be constructed with 2H:'(V (Horizontal:Vertical) side s[opes down to elevation 380 feet
then decrease to 3H:1V slopes befow the 380 foot elevation.
Earth Consul�tnts� �1[tc.
.4 Lt�nur�vriNa(:ninyaxr Ma:�, (�iJ_5)G�fi3780
1R05 ]36iL Placc,PI.F..$nire20� F':vc: (425)74G.USGU
KelIpvur.,WA?$005
09/08/2006 •FRI 12:23 F�l 42564644?2 Conner Homes �002/004
BERM REVIEW AND EMBANKMENT RECOMMENDATIONS E-11609
August 18, 2�06
SUBSURFACE CONDITIONS
Subsurface conditions were evaluated by excavating three fest pits in the area of the pond for our
referenced geotechnical engineering study. The test pits were excavated in January 2005 and
indicate the pond area Is underlain by recessionaf glacial outwash consisting of poo�ly graded
gravel. The recessional oufinrash was underlain by medium dense to dense glaciat till compromised
of silty sand with gravel.
Light to moderate� seasonal perched groundwater was encountered in our test pits at 3 to 6 feet
below existing grade.
ANALY5IS
Quantitative slope stability and seepag� analyses were conducted to numerical{y model the stability
of the proposed pond berm slopes. We used the SL.OPE/W and SEEP/W compu#er programs to
model the potential for deep-�seated and shallow rotational-type failures.
The stability analysis was pe�Formed using surface profiles prepared by Triad Associates wi#h
subsurface information derived from our test pits. Soil strength parameters were assigned based on
soil and groundwater conditions observed in our subsurtace explorations, our experience with
simi{ar soil conditions, and published data.
The following values were used in our analyses:
SLOPE STABII.ITY ANALYSIS SOIL PARAMETERS
Soil T e Cohesion Friction
YP Density (pcf) �PS f) (de rees)
Embankment Fill 125 moist 0 34
(Structura! ffl compa#ed to 95%) 130 saturated
Recessional 120 moist 0 32
Loose to medium dense 125 saturated
Glacial Till 130 moist
Medium dense to dense �{35 saturated 500 36
A seepage analysis was performed using the SEEP/W computer pragram to mode! the phreatic
surtace.
Seismic conditions were modeled by applying a 0.17g horizontal load.
�artk�Consultants,Inc. Page 2
A Bs�reau [�eritas Co»zpany
09/08/2006•FRI 12:23 F�� 4256464422 Conner Homes �003%004
BERM REVIEW AND EM�ANKMENT RECOMMENDATIONS �-11609
Augusf 18, 2006
Based on the results of our analysis, in our opinion the proposed 2H:1V embankmenf fill and 2H:1V
and 3H:1 V excavation slopes shoufd be stable under both static and seismic conditons, with factors
of safety in excess of 1.5 under static conditions and greater thanl.1 under seismic conditions.
DISCUSSION AND RECOMMENDATIONS
General
In our opinion, the pond can be construcfed generally as planned, provicfed the recommendations
�ntained in this letter are followed. Based on our review and analyses, the planned 2H:1V and 3H:1V
pond sfopes should be stable under static and seismic conditions.
Due to the presence of light to moderate seepage at 3 to 6 feet below grade, in our opinion, the pond
slopes should be lined with a low permeabilfty soil liner.
The following sections of our study provide specific recommendations for the pond construction
Pond Recommendations
Stripping
The proposed pond footprint should be stripped and cleared of sur�ace vegetation, organic matter, and
other deleterious material. Based on the thickness of the tvpsoil and vegetation cover encountered at
ou� test pit locations, we anticipate a stripping depth of approximately 18 inches will be necessary.
The acfual stripping depth should be bass�d on field observations at the time of oonstruction.
In no case should the stripped materials be used as structural fill or mixed with material to be used as
structural fill. The stripped materiafs should be `Wvasted" on site in non-strudural landscaping areas or
they may be exported.
Subgrade Preparation
The base of the pond beRn fill should be tied to firm, stable nativE soils. Proofrolling shoufd be
pe�formed with a fully loaded dump truck to identifjr loose or soft areas. Soil in loose or soft areas, if
recompacted and still excessively yielding, should be overexcavated and replaced with structural fill ta
a depth that will provide a stable base beneath the embankment fill.
Embankment FiA Material and Compaction Recommendations
The embankment fifl should consist of the native silty sand with grave! soil. The structural fi[I to be
used for the berm should [�ave a moisture content of 2 to 3 percent above its optimum rnoisture
levei to reduce in-place permeability and reduce the potential for wetting-induced soil collapse.
Earth Consultants,Inc. Pagc 3
A Bure�u [�eritas Company I
09/0�/2006.FRI 12;23 FA� 4256464422 Conner Hames f�004/004
B�RM REVlEW AND EMSANKMENT RECOMMENDATIONS E-11609
August 18, 2006
The embankment fill will need to be placed and compacted as a structural fili. Structural ftil shoulc!
be placed in loose lifts with a maximum loose thickness of 8 inches and should be compacted to a
mirtimum of 95 percent of its maximum dry density tietermined in accordance with ASTM Test
Designation D9557 (Modified Proctor). Density testing should be pertormed using a nuclear gauge
in general accordance with ASTM D2922.
Detention Pond Liner
Light to moderate perched groundwater seepage was encountered in our test pits within the
footprint of the proposed pond at 3 to 6 feet below grade. Due to the presence of seepage, in our
opinion the sides of the pond should be lined with a low permeability soil liner.
The liner should consist of a soil meeting the following gradational recommendations.
Pond Liner Gradationat Recommendations
Sieve Size Percent Passin
4 inch 90
No. 4 70-100
No. 200 20-100
Based on grain size analyses perFormed as part of our referenced study, the glacial till underlying
the site meets these gradational recommendations and it should be suitable for use as the liner.
The liner soils should be place in loase lifts with a maximum thickness of 6 inches and each !ift
should be compacted to 95 percent of maximum dry dens'tty per ASTM D1557, Modified Proctor.
We trust this information meets your current needs. If you have any questions, please call.
Respectfully submitted,
Earth Consultants, Inc.
`eo W�shi,9
7
'X`
' H1��9�09gt r� $1 I�I O�0
'c 212 �
�
P�'S@4 Ge°�o
Scott Dir�4celman
Scott D. Dink�lman, LEG
Principal
s�ai�
Earth Consultants,InC. Page 4
A Bureau Yeritas Company
� '
�
AA '/�O n Anchor Environmental,t L C
`�
,V L I� 811 Kirkland Ave,Suite 200
� ENVIRONMENTAL, L.L.C. P.O.BOXZSI7 I
Kirkland,WA 98�83-�51' !
Phone 425.827.32�3
Fax 425.827.3509
Memorandum
To: Allen Quynn
City of Renton
From: David Rice, P.E. -Project Engineer
CC: Michael Moody, P.E. -Triad Associates
Date: September 15, 2006
Re: Shy Creek Development Floodplain Analysis-Compensatory Storage Calculation
This memorandum and the attached calculation have been prepared in response to the City of
Rentori s request for a more detailed calculation of the compensatory storage that is provided
for Shy Creek by the grading plan for the Sh��Creek Development The Shy Creek Development
Floodplain Analysis, submitted by Montgomery 4Vater Group(Now� Anchor Environmental,
LLC), in August 2006 included a discussion of compensatory storage. That discussion indicated
that the volume of shallo�v ponding areas outside the 25-foot stream buffer would be reduced
as part of the grading for the development. However, that discussion also noted that the
grading plan includes realignment and��idening of the downstream portion of the existing
stream channel, �vhich�vill result in an overall cut between the 2-year and 100-year�vatet•
surface elevations, providing adequate compensator�� storage in accordance ���ith the City of
Renton's requirements.
The attached calculation was provided as a more detailed estimate of the compensator�� stora�;e
provided by the grading plan,which includes realignment and�videning of the do�vnstream
portion of the stream channel within the development.Typically compensatory storage is
calculated by calculating the inundated area at 1-foot increments of elevation within the 100-
year floodplain. The volume of storage bet�veen 1-foot increments of ele��ation is then
calculated by averaging the inundated area at consecutive increments and multiplving b�� H�e
incremental depth.
Because the channel is relatively steep and the existing 100-}'ear floodplain ele�-ation varies
significantiv from the top of the channel to the bottom or the channel, the attached calculatic�n
�
c�h�oi xenco�,
September 15,2006
Page 2
was done by calculating cut and fill areas for each section at 1-foot incremental depths. First,
the�vidths of the existing and proposed channels�vere estimated for each section at 1-foot I
elevation increments belo�v the existing 100-year flood elevation. The widths were then used to
estimate the flovv area between each increment of elevation for both the existing and proposed
channels. The difference in the flow area behveen the existing and proposed condition was
calculated for each increment and totaled to find the overall cut or fill area for each section. The
cut or fill volume behveen sections�n�as calculated Uy averaging the area of t�vo sections and
multiplying b�� the distance in beriveen the sections.
The calculation confirms that the grading for the development, including realignment and
widening of the do�amstream channel,�n�ill result in an overall cut or increase in volume of the
channel belo�v the existing 100-}'ear flood elevation. Fill of the existing channel belo�T the 100-
year flood elevation will occur at the road crossings w�ithin the development and along the
overbanks of the low�er portion of the channel. The proposed realignment of the lower portion
of the channel��ill result in a cut along that portion of the channel. Overall the volume of cut
will exceed the volume of fill along the stream channel belo�v the existing 100-year floodplain
elevation by approximately 537 cubic yards, �vhich indicates that an adequate�-olume of
compensatory storage will be provided.
If you have any questions regarding this memorandum or the attached calculation, please
contact us.
Shy Creek Developmenf
Hydraulic Ana/ysis- Compensatory Sforage Calculation
By: David Rice, P E.-Anchor Environmental,LLC(Formerly Montgomery Water Groupj
Date: 9I15/2006
Summary:
Total Increase in Sh Creek Stora e Volume Below Existin 100-Yr Flood Elevation= 537 CY
The positive change in the volume of the stream channel and overbank within the development indicates
that the overall cut from the stream channel and overbank exceeds the fill,and that adequate compensatory
storage has been provided.
NOTE:
Hydraulic analysis of the existing Hoodplain indicates that overffow to the adjacent roadway occurs at Sections 10 and 23-25.
The exteni of overflow was not determined. The roadway does not contribute to the hydraulic capacity of the channe!and was
not included as part of the Row area calculated for these sections below.
Cross Distance Existing Conditon Proposed Condition A Flow e Volume
XS/ to DS Flow Flow Flow Flow Area To DS XS
Station XS Description Elevation Width Area Width Area (=CuU�Fill�) (=CuU�Fi11�)
(n) Inl IftZI (ft1 (ftZl (ft2) I�Y1
5212+00 25 Ex.100-Yr Flood 402.39 43.86 43.86
15.12 15.12 0.00
402.00 33.69 33.69
15.16 15.16 0.00
Ex.lnvert 401.10 0.00 0.00
TOTAL FOR SECTION 30.28 30.28 0.00 0.00
50!2+25 25 Ex.100-Yr Flood 402.25 51.71 51.71
12.33 12.33 0.00
402.00 46.89 46.89
2321 23.21 0.00
Ex.lnvert 401.01 0.00 0.00
TOTAL FOR SECTION 35.54 35.54 0.00 0.00
48 I 2+50 25 Ex.100-Yr Flood 402.14 60.91 60.91
8.26 826 0.00
402.00 57.04 57.04
36.67 36.67 0.00
401.00 16.29 16.29
1.06 1.06 0.00
Ex.lnvert 400.87 0.00 0.00
TOTAL FOR SECTION 37.72 37.72 0.00 0.00
47/2+75 25 Ex.1 DO-Yr Flood 401.99 48.46 48.46
36.81 36.81 0.00
401.00 25.90 25.90
5.83 5.83 0.00
Ex.lnvert 400.55 0.�0 0.00
TOTAL FOR SECTION 42.64 42.64 0.00 0.00
47.5/2+84 16 Ex.100-Yr Flood 401.91 54.59 54.59
32.25 32.25 0.00
401.00 16.29 16.29
1.06 1.06 0.00
Ex.lnvert 400.87 0.00 0.00
TOTAL FOR SECTION 33.31 33.31 0.00 6.82
46/3+00 25 Ex.100-Yr Flood 401.78 39.65 4.83 PROPOSED CUWERT
23.68 3.97 (19.71)
401.00 21.06 5.35
7.16 3.86 (3.30)
Ex.lnvert 400.32 0.00 6.�0
TOTAL FOR SECTION 30.84 7.83 23.01 20.68
Cross Distance Existing Conditon Proposed Condition A Flow e Volume �
XS! to DS Flow Fiow Flow Flow Area To DS XS
Statio� XS Description Elevation Width Area Width Area (=CuU(Fill)) (=CuU�Fill�)
(ft) (ft) (ft�) (ft) (ftZ) (ftZ) (CY) �I
45!3+25 9 Ex.100-Yr Flood 401.57 38.85 4.96 PROPOSED CULVERT
18.27 2.94 (15.33)
401.�0 25.26 5.35
11.49 5.16 (6.33)
Ex. lnvert 400.09 0.00 6.00
TOTAL FOR SECTION 29.76 8.10 21.66 3.61
45.5 13+34 16 Ex. 100-Yr Flood 401.46 32.93 32.93
13.78 13.78 0.00
401.00 26.98 26.98
12.82 12.82 0.00
Ex. lnvert 400.05 0.00 0.00
TOTAL FOR SECTION 26.59 26.59 0.00 0.00
44 13+50 25 Ex. 100-Yr Flood 401.27 33.12 33.12
8.23 8.23 0.00 '
401.00 27.83 27.83
18.67 18.67 0.00
400.00 9.50 9.50
0.57 0.57 0.00
Ex. lnvert 399.88 0.00 O.OU
TOTAL FOR SECTION 27.46 27.46 0.00 0.00
43/3+75 25 Ex. 100-Yr Flood 400.92 33.39 33.39
22.49 22.49 0.00
400.00 15.51 15.51
2.71 2.71 0.00
Ex. lnvert 399.65 0.00 0.00
TOTAL FOR SECTION 25.21 25.21 0.00 �.UO
42/4+00 25 Ex. 100-Yr Flood 400.49 35.19 35.19
14.50 14.50 0.00
400.00 24.01 24.01
10.68 10.68 0.00
Ex. lnvert 399.39 11.00 11.00
TOTAL FOR SECTION 25.18 25.18 0.00 0.00
41 /4+25 25 Ex. 100-Yr Flood 400.01 33.04 33.04
0.33 0.33 0.00
400.00 32.54 32.84
21.06 21.06 0.00
399.00 9.27 9.27
0.93 0.93 0.00
Ex. lnvert 398.80 0.00 0.00
TOTAL FOR SECTION 21.98 21.98 0.00 0.00
40!4+50 25 Ex. 100-Yr Flood 399.54 30.83 30.83
14.04 14.04 0.00
399.00 21.18 21.18
7.73 7.73 0.00
Ex. invert 398.27 0.00 0.00
TOTAL FOR SECTION 21.77 21.77 O.UO 0.00
39 I 4+75 25 Ex. 100-Yr Flood 399.15 30.50 30.50
4.45 4.45 0.00
399.00 28.85 28.85
20.20 20.20 0.00
398.00 11.55 11.55
1.10 1.10 0.00
Ex. lnvert 397.81 0.00 0.00
TOTAL FOR SECTION 25.75 25.75 0.00 0.00
Cross Distance Existing Conditon Proposed Condition �Flow �Volume
XSl to DS Fiow Flow Flow Flow Area To DS XS
SWtion XS Description Elevation Width Area Width Area (=CuU(Fill)) (=CuU�Fill�)
(n) In1 (n2) Iftl In'1 InZ1 (�Y)
38!5+00 25 Ex. 100-Yr Flood 398.88 31.75 31.75
21.56 21.56 0.00
398.00 17.25 17.25
5.61 5.61 0.00
Ex.lnvert 397.35 0.00 D.00
TOTAL FOR SECTION 27.17 27.17 0.00 O.UO
37/5+25 25 Ex. 100-Yr Flood 398.64 30.65 30.65
16.67 16.67 0.00
398.00 21.44 21.44
9.43 9.43 0.00
Ex.invert 397.12 0.00 O.QO
TOTAL FOR SECTION 26.10 26.10 0.00 0.00
36.5/5+38 12 Ex.100-Yr Flood 398.32 27.27 27.27
7.99 7.99 0.00
398.00 22.69 22.69
10.55 10.55 0.00
Ex.lnvert 397.07 0.�0 0.00
TOTAL FOR SECTION 18.54 18.54 0.00 2.67
36!5+50 25 Ex.100-Yr Flood 397.98 24.50 5.03 PROPOSED CULVERT
17.10 5.09 (12.01)
397.00 10.39 5.35
0.16 0.17 0.01
Ex. lnvert 396.97 0.40 6.00
TOTAL FOR SECTION 17.25 5.26 12.00 10.45
35/5+75 14 Ex.100-Yr Flood 396.84 22.55 5.00 PROPOSED CULVERT
14.14 4.35 (9J9j
396.00 11.12 5.35
2.32 1.53 (0.79)
Ex.lnvert 395.73 6.06 6.00
TOTAL FOR SECTION 16.46 5.88 10.58 2.74
34!5+89 12 Ex. 100-Yr Flood 395.48 17.96 17.96
5.39 5.39 0.00
395.00 4.48 4.48
2.15 2.15 0.00
Ex.lnvert 394.04 0.00 0.00
TOTAL FOR SECTION 7.54 7.54 D.00 0.00
34/6+00 25 Ex.100-Yr Flood 395.48 17.96 17.96
7.61 7.61 0.00
395.0� 13.73 13.73
6.59 6.59 0.00
Ex.lnvert 394.04 0.00 0.00
TOTAL FOR SECTION 14.20 14.20 0.00 0.00
3316+25 25 Ex. 100-Yr Flood 394.70 19.42 19.42
11.31 11.31 0.00
394.00 12.90 12.90
4.32 4.32 0.00
Ex.lnvert 393.33 0.00 0.00
TOTAL F�R SECTION 15.63 15.63 0.00 0.00
3216+50 25 Ex.10D-Yr Flood 393.75 20.18 20.18
11.85 11.85 0.00
393.00 11.41 11.41
3.14 3.14 0.00 I
Ex.lnvert 392.45 0.00 0.00
TOTAL FOR SECTION 14.98 14.98 0.00 0.00
Cross Distance Existing Conditon Proposed Condition �Flow �Volume �i
XS/ to DS Fiow Flow Flow Flow Area To DS XS
Station X5 Description Elevation Width Area Width Area (=CuU(Fill)) (=CuU�Fill)) II
(ft) (ft) (ft2) (ft) (ftZ} (ftZ) (CY) �i
37!6+75 25 Ex. 100-Yr Flood 392.76 25.81 25.81 ��
13J8 13.78 0.00
392.00 10.45 10.45
3.90 3.90 0.00
Ex.lnvert 391.38 2.13 2.13 i
TOTAL FOR SECTION 17.68 17.68 0.00 0.00
3�/7+00 25 Ex. 100-Yr Flood 391.43 37.51 37.51
12.81 12.81 0.00
391.00 22.05 22.05
5.29 5.29 0.00
Ex.lnvert 390.52 0.00 0.00
TOTAL FOR SECTION 18.10 18.10 0.00 3.76
2917+25 25 Ex.100-Yr Flood 390.66 82.60 58.00
31.10 22.98 (8.12)
390.00 11.64 11.64
0.64 0.64 0.00
Ex. lnvert 389.89 0.00 0.00
TOTAL FOR SECTION 31.74 23.62 8.12 5.87
28!7+50 25 Ex.100-Yr Flood 390.06 93.33 77.32
5.28 4.46 (0.82)
390.00 82.63 71.30
27.27 23.53 (3.74)
Ex.lnvert 389.34 0.00 0.00
TOTAL FOR SECTION 32.55 27.99 4.56 4.12
27 17+75 25 Ex.100-Yr Flood 389.46 81.29 68.84
25.44 21.68 (3.77)
389.00 29.34 25.42
4.25 3.69 (4.57)
Ex.invert 388.71 0.00 0.00
TOTAL FOR SECTION 29.70 25.37 4.33 4.55
26/5+00 32 Ex. 100-Yr Flood 388.83 82.97 60.35
21.96 17.15 (4.81)
388.50 50.12 43.59
5.26 4.58 (0.69)
Ex. lnvert 388.29 0.00 0.00
TOTAL FOR SECTION 27.22 21.73 5.50 5.21
2518+32 18 Ex.100-Yr Flood 387.85 31.37 8.73
� 2.73 0.84 (1.89)
387.75 23.29 8.13
0.44 0.16 (0.28)
Prop.lnvert 387.73 20.62 5.00
1.13 (1.13)
Ex.lnvert 387.62 0.00
TOTAL FOR SECTION 4.31 1.00 3.30 1.43
�I 24/8+50 25 Ex. 100-Yr Flood 387.81 16.76 16.13
9.52 11.01 1.49
387.00 6.75 11.06
�.58 0.97 0.39
Prop. lnvert 386.91 6.15 10.50
2.86 0.00 (2.86)
386.00 0.14
0.00 0.00 (0.00)
Ex.inveR 385.98 0.00
TOTAL FOR SECTION 12.97 11.98 0.98 7.67
Cross Distance Existing Conditon Proposed Condition �Flow 0 Volume
XS/ to DS Flow Flow Flow Flow Area To DS XS
Station XS Description Elevation Width Area Width Area (=CuU{Fill)) (=CuU(Fill))
(n1 In) InZI (nl (n2) In2) (�YI
23!8+75 25 Ex. 100-Yr Flood 387.60 11.37 22.29
5.96 12.49 6.53
387.00 8.49 19.35
6.11 16.90 10.79
386.00 3.73 14.44
0.31 1.28 0.97
Prop. lnvert 385.91 3.13 14.00
0.74 0.00 (0.74)
Ex. invert 385.44 0.00
TOTAL FOR SECTION 13.11 30.67 17.55 20.69
22!9+00 25 Ex. 100-Yr F�ood 387.05 18.66 26.84
0.93 1.33 0.40
387.00 18.64 26.54
12.34 23.54 11.20
386.00 6.04 20.54
I 3.27 17.54 14.27
385.00 0.50 14.54
0.02 1.28 1.26
384.91 0.00 14.00
TOTAL FOR SECTION 16.57 43.70 27.13 11.
21 f 9+25 25 Ex. 100-Yr Flood 386.18 16.45 26.94 �
2.86 4.76 1.90
386.00 15.33 26.00
12.25 23.00 10.76
385.00 9.16 20.00
6.35 17.00 10.66
Prop.lnvert 384.00 3.53 14.00
1.16 0.00 (1.16)
Ex.lnvert 383.34 0.00
TOTAL FOR SECTION 22.62 44.76 22.15 22.76 %
20!9+50 25 Ex. 100-Yr Flood 386.11 17.35 31.10
1.89 3.38 1.50
386.00 16.94 30.44
14.97 27.44 12.48
385.00 12.99 24.44
11.02 21.44 10.43
384.00 9.04 18.44
5.58 12.00 6.42
Prop. invert 383.26 6.05 14.00
1.41 0.00 (1.41)
383.00 4.80
2.40 0.00 (2.40)
Ex.lnvert 382.00 0.00
TOTAL FOR SECTION 37.26 64.27 27.01 23.82
19!9+75 25 Ex. 100-Yr Flood 386.07 56.33 3422
3.05 2.38 (0.67)
386.00 30.79 33.80
26.40 3�.80 4.41
385.00 22.00 27.80
17.fi1 24.80 7.19
384.00 13.22 21.80
8.52 18.80 10.29
383.00 3.81 15.80
0.80 4.47 3.67
Prop. lnvert 382.70 1.50 14.00
0.45 0.00 (0.45)
Ex. lnvert 382.10 0.00
TOTAL FOR SECTION 56.82 81.25 24.44 12.78
Cross Distance Existing Conditon Proposed Condition 4 Flow e Volume
XS! to DS Flow Flow Flow Flow Area To DS XS
Station XS Description Elevation Width Area Width Area (=CuU(Fill)) (=CuU�Fill�)
(ft) Inl (ft') (ft) (n'1 (�1 (CYl
18/10+00 50 Ex.100-Yr Flood 385.74 11.34 34.66
7.31 23.96 16.65
385.00 8.42 30.11
6.46 27.11 20.65
384.00 4.50 24.11
3.44 21.11 17.67 ,
383.00 2.38 18.11
1.19 11.08 9.89
Prop. lnvert 382.31 1.06 14.00
024 0.0� (0.24)
382.00 0.46
0.06 0.00 (0.06)
Ex.lnvert 381.76 0.00 �
TOTAL FOR SECTION 18.69 83.26 64.97 93.98
16/10+50 50 Ex.1D0-Yr Flood 385.43 15.90 30.85
6.50 12.71 6.22
385.00 14.31 2827
12.47 25.27 12.80
384.00 10.63 2227
8.80 19.27 10.47
383.00 6.97 16.27
4.88 13.27 8.39
382.00 2.79 10.27
0.66 0.00 (0.66)
Prop. lnvert 381.70 1.58 8.47
0.30 0.00 (0.30)
Ex.lnvert 381.32 0.00
TOTAL FOR SECTION 33.60 70.52 36.92 77.i2
14111+00 50 Ex. 100-Yr Flood 38521 16.30 31.66
3.34 6.52 3.17
385.00 15.53 30.40
13.61 27.40 13.79
384.00 11.69 24.4�
9.59 21.40 11.81
383.00 7.49 18.40
5.35 15.40 10.05
382.00 3.21 12.40
1.19 7.53 6.35
Ex.lnvert 381.26 0.00 7.96
0.00 1.20 1.20
Pro . Invert 381.10 7.00 �
TOTAL FOR SECTION 33.U8 79.45 46.37 98.95
12/11+50 50 Ex. 100-Yr Flood 384.91 15.13 33.28
12.06 27.91 15.85
384.00 11.38 28.06
9.49 25.06 15.57
383.00 7.60 22.06
5.57 19.06 13.49
382.00 3.54 16.06
1.81 13.06 1125
381.00 0.08 10.06
0.00 0.20 0.20
Ex. invert 380.98 0.00 9.91
0.00 4.14 4.14
Pro .Invert 380.49 7.00
TOTAL FOR SECTION 28.93 89.43 60.50 125.02
Cross Distance Existing Conditon Proposed Condition e Flow 0 Volume
XS/ to DS Flow Flow Flow Flow Area To DS XS
Station XS Description Elevation Width Area Width Area (=Cutl(Fill�) (=CuU(Fill))
(ft) (ft) (ft2} (ft) (ftZ) (ft2) (CY}
10!12+00 37 Ex. 100-Yr Flood 384.83 18.47 35.75
12.85 27.98 15.12
384.00 12.50 31.66
10.58 28.66 18.09
383.00 8.65 25.66
6.69 22.66 15.97
382.00 4.73 19.66
2.72 16.66 13.94
381.00 0.71 13.66
0.06 2.36 2.30
Ex.lnveR 380.82 0.00 12.59
0.00 8.30 8.30
380.00 7.66
0.00 0.81 0.81
Pro . Invert 379.89 7.00
TOTAL FOR SECTION 32.90 107.43 74.52 102.13
8!12+37 24 Ex.100-Yr Flood 384.15 50.24 35.26 -. �, � ,,
7.00 5.22 (1.78) , .
384.00 43.11 34.36 �- ""
24.06 31.36 7.30
383.Q0 5.01 28.36
2.57 25.36 22.79
382.00 0.13 22.36
0.00 0.67 0.67
Ex.lnvert 381.97 0.00 22.16
0.00 18.68 18.68
381.00 16.36
0.00 13.36 13.36
380.00 10.36
0.00 4.86 4.86
Pro . Invert 379.44 7.00
TOTAL FOR SECTION 33.63 99.51 65.88 12.43
7!12+61 0 Ex.100-Yr Flood 383.90 45.13 PROPOSED CULVERT
27.45
383.00 15.86
1223
382.00 8.60
7.00
381.00 5.40
3.80
Ex.lnvert 380.00 2.20
o.ao
379.40
TOTAL FOR SECTION 50.48 12.57 (37.91) 0.00 ,
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