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Final
Technical Information Report
FOR
MERLINO SHORT PLAT
CITY OF RENTON
KING COUNTY, WASHINGTON
U 14-005777
B 15-000896
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Project Manager: Lafe Hermansen
Prepared by: Sheri Murata,P.E.
Date: October 2014 iui i Ne zvn,- _ :_
Revised: Jan 2015,Feb 2015,Apri120I5 Bellevue.Wa�IJnyion sa
Core No.: 04139M Ph 445.885.7877
www.c orecieslg�fnc.con
3s23 �
Merlino Short Plat
Table of Contents
1 PROJECT OVERVIEW..................�-•---�--.....................................................................................1
Figure1-1: Vicinity Map........................................................................................................ �'
2 CONDITIONS AND REQUIREMENTS SLJMMARY................................................................::
2.1 Core Requirements................................................................................................................ �
2.1.1 Core Requirement#1: Discharge at the Natural Location............................................ �
2.1.2 Core Requirement#2:Offsite Analysis......................................................................... �
2.13 Core Requirement#3: Flow Control ............................................................................. ?
2.1.4 Core Requirement#4: Conveyance System.................................................................. :
2.1.5 Core Requirements#5: Erosion and Sediment Control................................................. �
2.1.6 Core Requirement#6: Maintenance and Operations..................................................... �
2.1.7 Core Requirement#7: Financial Guarantees and Liability............................................ �
2.1.8 Core Requirement#8: Water Quality............................................................................ �
2.2 Special Requirement#1: Other Adopted Area-Specific Requirements................................ �
2.2.1 Critical Drainage Areas................................................................................................. :
2.2.2 Master Drainage Plan.................................................................................................... .1
2.2.3 Basin Plans..................................................................................................................... -t
2.2.4 Salmon Conservation Plans(SCPs)............................................................................... .�
2.2.5 Stormwater Compliance Plans(SWCPs)....................................................................... .�
2.2.6 Lake Management Plans(LMPs) ..................................................................................
2.2.7 Flood Hazard Reduction Plan Updates(FHRPs)........................................................... .�
22.8 Shared Facility Drainage Plans(SFDPs)....................................................................... .
2.3 Special Requirement#2: Floodplain/Floodway Delineation.............................................. -
2.4 Special Requirement#3: Flood Protection Facilities............................................................ .
2.5 Special Requirement#4: Source Controls ............................................................................ -
2.6 Special Requirement#5: Oil Control.................................................................................... -
3 OFFSITE ANALYSIS ..................................................................................................................
3.1 Study Area Definition and Maps........................................................................................... �
3.2 Resource Review................................................................................................................... :
Basin Reconnaissance Sunmiary Reports............................................................................... 5
FEMAMaps........................................................................................................................... 5
SensitiveAreas Folio.............................................................................................................. 5
Cityof Renton Soil Survey..................................................................................................... 5
Downstream Drainage Complaints......................................................................................... 5
Core Design, Inc. MERLINO SHORT PLAT i
3.3 Field Investigation................................................................................................................. 5
UpstreamTributary Area........................................................................................................ 5
Level1 Downstream Analysis................................................................................................ 6
FieldInvestigation.............................................................................................................. 6
Level 2 Downstream Analysis................................................................................................ 6
3.4 Mitigation of Existing and Potential Problems................................................................... 10
Downstream Drainage Problems Requiring Special Attention............................................ 10
Department of Ecology 303d Listings.................................................................................. 10
DrainageAdjustments.......................................................................................................... 10
4 FLOW CONTROL AND WATER QUALITY DESIGN...........................................................11
4.1 Existing Site Hydrology...................................................................................................... 1 I
4.2 Developed Site Hydrology.................................................................................................. 12
Figure 4-1: Existing Conditions Basin Exhibit.................................................................... 13
Figure 4-2: Developed Conditions E�chibit.......................................................................... 14
4.3 Performance Standards........................................................................................................ 15
Flow Control: Duration Standard Matching Forested Site Conditions................................ 15
ConveyanceCapacity........................................................................................................... 15
�L�ater Quality: Basic Water Quality Menu.......................................................................... 15
4.4 Flow Control System......................................................................................................... 15
Calculation of Lot Impervious Area..................................................................................... 15
Flow Control BMPs/Individual Lot BMPs........................................................................... 16
BypassArea.......................................................................................................................... 17
DetentionPond Modeling..................................................................................................... 17
KCRTS Vault Calculation................................................................................................ 17
4.5 Water Quality Calculations................................................................................................. 18
BasicWetvault...................................................................................................................... 18
5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN...........................................................21
5.1 Rational Method.................................................................................................................. 21
5.2 Backwater Analysis............................................................................................................. 22
Figure 5-1: Catch Basin Tributary Areas Exhibit............................................................ 25
6 SPECIAL REPORTS AND STUDIES .......................................................................................27
7 OTHER PERMITS......................................................................................................................29
8 ESC ANALYSIS AND DESIGN................................................................................................31
9 BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF
COVENANT..................................................................................................................................35
BondQuantities......................................................................................................................... 35
FacilitySummaries ................................................................................................................... 35
Core Design, Inc. MERLINO SHORT PLAT ii I
Declaration of Covenant........................................................................................................... 35
10 OPERATIONS A'�1D MAII�TEI�.ANCE ..................................................................................37
Appendix A—Parcel & Basin Information
King County Parcel Report(2225069082)
King County Parcel Report(2225069083)
Appendix B—Resource Review&Off-site Analysis Documentation
FEMA Map(53033C0977F)
City of Renton Aquifer Protection Zones
City of Renton Groundwater Protection Areas
City of Renton Sensitive Area Maps
City of Renton Soil Survey
Drainage Complaints E�chibit
Downstream Drainage Map
Appendix C—Pond Sizing
City of Renton Flow Control '�1ap
Rainfall Region&Regional Scale Factor(Figure 3.2.?.A)
KCRTS Hydrologic Soils Group Table(Table 32.2.B)
Mean Annual Storm Precipitation(Figure 6.4.1.A)
KCRTS Input
Vault Summary
Peaks Analysis
Durations Analysis
Appendix D—Conveyance Calculations
Rational Method Runoff Calculations
Backwater Calculations
Appendix E—Special Reports and Studies
Drainage Design for the WSDOT Exchange Property—I-405 Corridor Design-Builders,
Revised July 7,2010
Coal Mine Hazzard Assessment - Icicle Creek Engineers,April 23,2014
Critical Areas Report -Icicle Creek Engineers,April 23, 2014
Core Design. Inc MERLINO SHORT PLAT iii
1 PROJECT OVERVIEW
The project site is located at Cedar Avenue S and SE 7�' Street in the City of Renton, King
County. Specifically the project is in the northwest quarter of Section 20,Township 23 North,
Range 5 East,W.M. The site is bordered by the Cedar Crest Condominiums to the north, single-
family residential homes on the east,the Puget Sound Energy transmission line to the south and I- '
405 to the west. The King County Parcel Reports before the boundary line adjustment was
completed are included in Appendix A. Table 1 below shows the project area after Lot '
Combination was completed in November 2014.
Table 1: Parcel Information
Parcel Area SF
Lot 2 3.68 ac
The project site is approximately 1.60(including the frontage area)acres in size and is currently
covered in grass. Cedar Avenue S drains south though an existing storm drain system and outlets
to a Class 5 stream south of the proposed project. The 2:1 slope constructed in 2010 as part of the
construction of the WSDOT I-405, I-5 to SR 169 Stage 2 Corridor Widening Project drains west
to a ditch flowing south on the west boundary of the site. The flatter portion of the site drains
south to an existing onsite ditch north of the WSDOT access road where it has its confluence with
the ditch on the west boundary. The site does not receive any upstream flow.
The site was mass graded as part of the I�OS project,so there will be no clearing and minimal
grading to construct seven single-family lots,the stormwater vault and the associated utilities. ,
Half-street frontage improvements on Cedar Avenue S will be completed to provide 13.5 feet of '
pavement from the right of way centerline,curb and gutter an 8-foot planter and a 5-foot I
sidewalk. See Figure 1-1: Vicinity Map,provided below. ,
The project will be designed using the guidelines and requirements established in the 2009 King '
County Surface Water Design Manual(2009 KCSWDM)and City of Renton Amendments to the ;
King County Surface Water Manual(COR Amendments) The project is required to apply a Flow
Duration Standard to Forested Conditions and Basic Water Quality.
The drainage analysis for detention sizing was modeled using the King County Runoff Time
Series(KCRTS)software.The water quality facility sizing calculations are based on methods
described in Chapter 6 of the 2009 KCSWDM. The conveyance calculations will be completed
using the Rational Method and the King County Backwater program.
One combined detention and water quality treatment vault will be located at the south end of ,,
Cedar Avenue S in the cul-de-sac. The treated and detained flows will then be discharged west
into the existing ditch north of the WSDOT access road where it will combine with a ditch
flowing south at the bottom of the 2:1 slope.
Core Design, Inc MERLINO SHORT PLAT Page 1
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Figure 1-1: Vicinity Map
Core Design; Inc. MERLINO SHORT PLAT Page 2
2 CONDITIONS AND REQUIREMENTS SUMMARY
The proposed project is classified as requiring"Full Drainage Review"per the COR
Amendments. Therefore,all eight core requirements and five special requirements will be
addressed per Section 1.1 of the 2009 KCSWDM).
2.1 Core Requirements
2.1.1 Core Requirement#1: Discharge at the Natural Location
The combined detention and water quality vault will discharge at the natural discharge location to
the ditch north of the WSDOT access road and the ditch at the bottom of the 2:1 slope on the west
side of the project.
2.1.2 Core Requirement#2: Offsite Analysis
' This core requirement is addressed in Section 3 of this report.
2.1.3 Core Requirement #3: Flow Control
The detention vault has been designed to a flow control duration standard matching forested site
conditions per page 1-35 of the COR Amendments. This requires that the developed condition
discharge durations match the existing condition durations from 50%of the 2-year to the 50-year
storm events and that the developed 2-year and 10-year peak discharge rates do not exceed the
existing 2-year and 10-year peak discharge rates,respectively.
2.1.4 Core Requirement #4: Conveyance System
The backwater analysis included in Section 5 shows that the proposed conveyance system
provides sufficient capacity for the 100-year storm as calculated by the Rational Method.
2.1.5 Core Requirements #5: Erosion and Sediment Control
Erosion and sediment control will be provided through catch basin protection, silt fencing and
mulching. The permanent detention/water quality vault will also be utilized as a temporary
sediment pond during construction.
2.1.6 Core Requirement#6: Maintenance and Operations
The City of Renton will own and maintain the detention/water quality vault.
2.1.7 Core Requirement#7: Financial Guarantees and Liability
A bond quantities worksheet has been included in Section 9.
2.1.8 Core Requirement#8: Water Quality
Basic water quality treatment will be provided by dead storage in the vault.
2.2 Special Requirement #1 : Other Adopted Area-Specific
Requirements
2.2.1 Critical Drainage Areas
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2.2.2 Master Drainage Plan
Not applicable.
2.2.3 Basin Plans
Not applicable.
2.2.4 Salmon Conservation Plans (SCPs)
Not applicable.
2.2.5 Stormwater Compliance Plans (SWCPs)
Not applicable.
2.2.6 Lake Management Plans (LMPs)
Not applicable.
2.2.7 Flood Hazard Reduction Plan Updates (FHRPs)
This project is not within a floodplain(see FEMA map included in Appendix B)and is not within
an area with an applicable Flood Hazard Reduction Plan. Therefore,additional requirements from
a Flood Hazard Reduction Plan do not apply.
2.2.8 Shared Facility Drainage Plans (SFDPs)
Not applicable.
2.3 Special Requirement #2: Floodplain / Floodway Delineation
This project is not located within the 100-year floodplain(see FEMA Map included in Appendix
B).
2.4 Special Requirement #3: Flood Protection Facilities
As this project is not located within a 100-year floodplain there are no levees,revetments or
berms within the project.
2.5 Special Requirement #4: Source Controls
These requirements are not applicable as the project is not a commercial,industrial or multi- '
family development.
2.6 Special Requirement #5: Oil Control
This requirement does not apply because the project is not a commercial or industrial
development nor is it expected to have more than 15,000 vehicles per day.
Core Design, Inc. MERLINO SHORT PLAT Page 4
3 OFFSITE ANALYSIS
3.1 Study Area Definition and Maps
Per the Lot Combination completed in November 2014,the proposed project contains Lot 2 which is
160,943 square feet. A new parcel number has not been issued by the King County Assessor at this time.
A map of the downstream can be found in Appendix B Downstream Drainage Map.
3.2 Resource Review ��
Basin Reconnaissance Summary Reports
No Basin Reconnaissance Summary Reports are available for the area that is within one mile of this '
project site. '
FEMA Maps
A FEMA map dated May 16, 1995 number 53033C0977F was reviewed. The site is not located within a
floodplain as it is covered by"Zone X—Outside of 500-year floodplain.The FEMA Map is included in
Appendix B.
Sensitive Areas Folio
The City of Renton Sensitive Area Maps are included in Appendix B. Below is a summary of the project
site regarding Coal Mine Hazards, Erosion Hazards, Steep Slopes and Landslides:
• Coal Mine Hazard—Moderate(A small portion of the south end of the site.is located within the
moderate region.)
• Erosion Hazard—High
• Steep Slopes—Due to the 2:1 slopes a majority of the site is located within the 40%to 90%slope
range with the remainder of the site no steeper than 10%.
• Landslide Hazard-Moderate
City of Renton Soil Survey
The City of Renton Soil Survey Reference 11-C shows the site as having BeD or Beausite(Till) soils. The
Soils Map exhibit is included in Appendix B.
Downstream Drainage Complaints
Drainage complaints were researched within the study area. King County lists only one complaint(for
dumping)downstream of the site which is over a quarter of a mile away and was closed in 1995,therefore
there are no current documented downstream problems associated with this project site. See the Drainage
Complairct E_xhibit Appendix B.
3.3 Field Investigation
Upstream Tributary Area
There is no upstream tributary area for this project.
Core Design, Inc. MERLINO SHORT PLAT Page 5
Level 1 Downstream Analysis
Field Investigation
A field investigation w�as conducted on March 7, 2014. The weather was sunny,clear and approximately
60 degrees.
Cedar Avenue S drains south though an existing storm drain system and outlets to a Class 5 stream south
of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the WSDOT
I-405, I-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch at the bottom of the slope.
The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road
where it has its confluence with the ditch at the bottom of the 2:1 slope.
The two ditches drain to a 54-inch catch basin with a birdcage into a piped system continuing west for
250 feet down the side slope on the east side of I-405 to a drainage structure in the shoulder. Drainage
continues north for approximately 2,800 feet through a series of catch basins and pipes in I-405 to a
WSDOT Spill Containment Pond located west of I-405 and east of S 3�d SLTeet.
Level 2 Downstream Analysis
A technical memorandum entitled Drainage Design for the WSDOT Exchange Property,revised on July
7,2010 was completed as part of the I-405 widening and has been included in Appendix E. The WEP is _
located in the Cedar River Threshold Discharge Area which is a flow control exempt basin according to
the WSDOT Highway Runoff Manual(2008). The technical memo suinmarizes the analysis completed
to assess the downstream capacity of the existing WSDOT drainage system and to determine if the
increased flowrate due to the land cover of the WSDOT Exchange Property(WEP) going from second
growth forest to grass can be conveyed by the existing system.
The convevance analysis determined that WSDOT's existin�downstream svstem of the pro�osed proiect
can safelv convev the 100-vear undetained flow of the WEP(or the project site)with a land cover of
g ass. This project is providing Level 2 flow control modeling the pre-developed conditions as
completely forested, so the downstream system including the existing WSDOT Spill Containment Pond
and conveyance pipes will have adequate capacity for the project's stormwater.
C;ore Uesign, inc. MERLINU SHORT PLAT h'age 6
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Core Design. Inc MERLINO SHORT PLAT Page 7
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Core Design, Inc. MERLINO SHORT PLAT Page 8
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3.4 Mitigation of Existing and Potential Problems
Downstream Drainage Problems Requiring Special Attention
Type 1 —Conveyance System Nuisance Problems
There are no lrnown,reported or observed current downstream conveyance nuisance
problems.
Type 2—Severe Erosion Problems
There are no known,reported or observed current downstream severe erosion problems
Type 3-Severe Flooding Problems
There are no known,reported or observed current downstream severe flooding problems.
Department of Ecology 303d Listings
Type 1 —Bacteria Problems
There are no known or reported bacteria problems.
Type 2—Dissolved Oxygen(DO) Problems
There are no lmown or reported dissolved oxygen problems.
Type 3—Temperature Problems
There are no known or reported temperature problems.
Type 4—Metals Problems �
There are no lrnown or reported downstream metals problems.
Type 5—Phosphorous Problems
There are no known or reported downstream phosphorous problems.
Type 6—Turbidity Problems
There are no known or reported downstream turbidity problems.
Type 7—High pH Problems
There are no known or reported high pH problems.
Drainage Adjustments
There is no drainage adjustment pr�pused ior this pruject.
Core Design, Inc. MERLINO SHORT PLAT Page 10
4 FLOW CONTROL AND WATER QUALITY DESIGN
4.1 Existing Site Hydrology
The project site is approximately 1.60 acres in size and is currently covered in grass. Cedar Avenue S
drains south at approximately 2.5%though an existing storm drain system and outlets to a Class 5 stream
south of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the
W'SDOT I�OS, I-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch flowing south on
the west boundary of the site. The flatter portion of the site drains south to an existing onsite ditch north �
of the WSDOT access road where it has its confluence with the ditch on the west boundary. See Table 4-
I below and Figure 4-1:E,xisting Conditions. A site Soils Map is included in Appendix B and the KCRTS
Hydrologic Soils Group table(Table 32.2.B) is included in Appendix C.
There are approximately 0.10 acres of existing impervious area from Cedar Avenue S which will enter the
proposed drainage system due to the frontage improvements. This area has been modeled as impervious I
in the pre-developed conditions. Historic site conditions are assumed for all existing onsite area of 1.50 '
acres per Section 1.2.3.1 of the 2009 KCSWDM(page 1-43) and are modeled as Till Forest. ',
Table 4-1 Existin Conditions Areas
GROUND COVER AREA acres
Till-Forest 1.50
Impervious 0.10
TOT.AL 1.60
The peak flow rates for the pre-developed conditions as determined by KCRTS (one hour time steps) are
shown below. A regional scale factor of ST 1.0 was used as determined by Figure 3.2.2.A in
Appendix C.
Flow Frequency Analysis
Time Series File:04139m pre.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
0.116 2 2/09/O1 15:00 0.175 1 100.00 0.990
0.054 7 1/05/02 16:00 0.116 2 25.00 0.960
0.105 3 2/28/03 3:00 0.105 3 10.00 0.900
0.035 8 8/26/04 2:00 0.103 4 5.00 0.800
0.063 6 1/05/05 8:00 0.094 5 3.00 0.667
0.103 4 1/18/06 16:00 0.063 6 2.00 0.500
0.094 5 11/24/06 4 :00 0.054 7 1.30 0.231
0.175 1 1/09/08 9:00 0.035 8 1.10 0.091
Computed Peaks 0.156 50.00 0.980
Core Design, Inc. MERLINO SHORT PLAT Page 11
4.2 Developed Site Hydrology
The site was mass graded as part of the I-405 project, so there will be no clearing and minimal grading to
construct seven single-family lots,stormwater vault and associated utilities. All of the lots will drain to
Cedar Avenue S. Half street frontage improvements on Cedar Avenue S will be completed to provide
13.5 feet of pavement from the right of way centerline,curb and gutter, an 8-foot planter and a 5-foot
sidewalk. The developed condition areas are summarized in Table 4-2 and Figure 4-2 Developed
Conditlons Map.
Table 4-2 Develo ed Condition Areas
GROUND COVER AREA ac�es
Till-Grass 0.65
Impervious 0.95
TOTAL 1.60
l�hc un�etaine�i p�ak fl����� rat�� fur tlie c�e�eloped re�n�lition;a� det�rminec3 hv KC�RI�S (��n� hour time
steps)are shown belo��.
Flow Freqsezcy Aaalys's
Time Series File:04139m 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 �
0.289 6 2/09/O1 2:00 0.586 1 100.00 0.990
0.232 8 1/05/02 16:00 0.362 2 25.00 0.960
0.348 3 2/27/03 7:00 0.348 3 10.00 0.900 i
0.249 7 S/26/04 2:00 0.306 4 5.00 0.800
0.300 5 10/28/04 16:00 0.300 5 3.00 0.667
0.306 4 1/18/06 16:00 0.289 6 2.00 0.500
0.362 2 10/26/06 0:00 0.249 7 1.30 0.231
0.586 1 1/09/08 6:00 0.232 8 1.10 0.091
Computed Peaks 0.511 50.00 0.980 �
Core Design, Inc. MERLINO SHORT PLAT Page 12
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w.. a MERLINO SHORT PLAT FIGURE 4-2 DEVELOPED oa , r ` uvss.�enro.�asee.��vea
, , �
�Q��rA Renton, Washington CONDITIONS � lNGINlERING � PLANNING • SURVEYING
ai3s•+
4.3 Performance Standards
All stormwater facilities will be designed in accordance with the 2009 KCSWDM with the COR
Amendments,with Flow Control Duration Standard Matching Forested Site Conditions. The proposed
water quality treatment system will meet requirements from the Basic Water Quality Protection Menu.
Flow Control: Duration Standard Matching Forested Site Conditions
The Flow Control Duration Standard Matching Forested Site Conditions requires maintaining the
durations of developed flows at their pre-development levels for all flows greater than one-half of the 2-
year peak flow through the 50-year peak flow. The pre-development peak flow rates for the 2-year and
10-year runoff events must also be maintained under this requirement.
Conveyance Capacity
The proposed conveyance system will be designed with sufficient capacity to convey and contain the 25-
year peak flow as determined by the Rational Method. It will also be verified that the 100-year peak flow
will not create or aggravate a severe flooding or erosion problem per Section 1.2.2.
Water Quality: Basic Water Quality Menu
The Basic Water Quality Menu includes one pollutant removal targets:
• Total Suspended Solids=80%reduction
The Basic Water Quality Menu,described in detail in Section 6.1.1 of the 2009 KCSWDM (page 6-4),
provides eight options to meet the pollutant removal targets listed above.
• Option 1: Biofiltration Swale
• Option 2: Filter Strip
• O tion 3: Wet ond
• Option 4: Wetvault
• Option 5: Stormwater Wetland
• Option 6: Combined Detention and Wetpool Facilities
• Option 7: Sand Filter
• Option 8: Stormfilter
The project proposes to apply Option 4,a Wetvault. More detailed discussion and preliminary sizing
calculations of the flow control and water quality treatment facility proposed for this project follows later
in this section.
4.4 Flow Control System
Calculation of Lot Impervious Area
The impervious area per lot applied to the developed basin time series tlle was determined using the
criteria in the 2009 KCSWDM page 3-27 and page 3-2 of the COR Amendments. The proposed
development is urban residential. The site zoned R-8. The minimum impervious azea per lot per the 2009
KCSWDM(page 3-27)would either be 4,000 square feet or the maximum impervious area as stated in
Section 3.2.2.1 of the COR SWDMA,whichever is le�s. The maximum impervious surface allo„ed in the
R-R. zone in the C'itv of Renton, is 75°�;;.
4 .... ., , , . ,._':1,� . .
Flow Control BMPs/Individual Lot BMPs
This project will not be served by an infiltration facility and therefore must apply flow control BMPs to
supplement the flow mitigation provided by the detention vault. This project has lots less than 22,000
square feet so it is subject to the small lot BMP requirements. Full dispersion and full infiltration of the
roof runoff is not feasible due to the steep slopes and landslide hazard area, so one or more of the
following BMPs must be applied to an impervious area equal to at least 10%of the lot for lots up to
1 1,000 square feet and 20%of the lot for lots between 1 I,000 and 22,000 square feet.
• Limited Infiltration
• Basic Dispersion
• Rain Garden ,
� Permeable Pavement '�
� Rainwater Harvesting ''
• Ve etated Roof '
• Reduced Impervious Surface Credit
• Native Growth Retention Credit
This project will be implementing either basic dispersion(depending on the space available)or a reduced
impervious surface credit to meet the requirements for individual lot BMPs. The individual lot BMP will
be selected during the building permit process. If a reduced impervious credit is selected a covenant will j
be placed on each lot indicating that the maximum impervious area will be equal to the Reduced ��
impervious Area shown below in Table 4-3, which is 4,000 square feet minus the individual lot BMP I,
area. As a conservative measure,the vault has been sized with an effective impervious area of 0.95 ac I
and a pervious area of 0.65 ac which assumes basic dispersion as the individual lot BMP. �
Table 4-3 Onsite Areas
Land Use Area
Total Effective Reduced
Lot Area (sf) Impervious Impervious New Pervious Individual Lot �mpervious
(sf) Sf Surface (sf) BMP (sf) sf
1 7,112 4,000 3,644 3,468 71� 3,289
2 6,709 4,000 3,665 3,044 67� 3,329 I,
3 6,652 4,000 3,667 2,985 665 3,335 ''
4 6,595 4,000 3,670 2,925 660 3,341 I
5 7,080 4,000 3,646 3,434 708 3,292 i
6 7,013 4,000 3,649 3,364 701 3,299
7 7.989 4.000 3,601 4,388 799 3,201
ROW 14,307 9,620 9,620 4,687
Offsite 6,175 6,l 75 6,175 0
TOTAL to 69,632 41,338 28,295
Vault
TOTAL to 1.60 0.95 0.65
Vault ac
1�otcs:
1. Impervious Area=4,000 sf or 75°ro of the Total Area,whichever is less
2. Effective Impervious Area=Impervious Area-(50%)Individual Lot BMP(assuming basic dispersion)
3. New Pervious Surface=Total Area-Effective Impen�ious Area
4. Individual Lot BMP Area= 10%of Total Area(This area would not drain to the vault.)
�. Reduced Impervious Area=Impen•ious-Individual Lot BMP area(�7ax impervious if Reduced Impervious Area I
credit takcn) '�,
Core Design, Inc. MERLINO SHORT PLAT Page 16
Bypass Area '
Due to topographic constraints about 0.04 acres southwest of the cul-de-sac will not drain to the detention ��
vault,so an equivalent area of existing pavement will be treated and detained in lieu of this area.
Detention Pond Modeling
The proposed detention vault will be located at the south end of Cedar Avenue S with 7 feet of live
storage.
KCRTS Vault Calculation
Type of Facility: Detention Vault
Facility Length: 56.00 ft
Facility Width: 40.00 ft
Facility Area: 2240. sq. ft
Effective Storage Depth: 7.00 ft
Stage 0 Elevation: 216.00 ft
Storage Volume: 15680. cu. ft
Riser Head: 7.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter '
(ft) (in) (CFS} (in)
1 0.00 0.75 0.040
2 4.00 0.81 0.031 4.0
3 5.10 0.94 0.033 4.0
Top Notch Weir: None
Outflow Rating Curve: None
The proposed detention vault includes a three orifice control structure. The first orifice is 3/4 inches in
diameter and is at the bottom of the riser.The second orifice is 4.0 feet above the live/dead interface
elevation and is 13/16 inches in diameter and the third orifice is 5.1 feet above the live/dead interface and
15/16 inch in diameter. The proposed vault will require a storage volume of 15,680 cubic feet with 7.0
feet of live storage.
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.59 ******* 0.42 7.10 223 .10 15906. 0.365 !
2 0.29 ******* 0.10 6.94 222 .94 15535. 0.357 �
3 0.29 0.10 0.09 6.09 222.09 13650. 0.313 '
4 0.35 ******* 0.07 5.46 221.46 12230. 0.281 '
5 0.31 ******* 0.07 5.32 221.32 11912. 0.273
6 0.18 0.06 0.04 4.10 220.10 9189. 0.211
7 0.23 ******* 0.03 3.31 219.31 7414. 0.170 I
8 0.25 ******* 0.02 2.52 218.52 5637. 0.129 I
The outflow from the detention vault control structure releases 0.04 cfs for the 2-year event and 0.09 cfs I�',
for the 10-year event. These release rates are below the pre-developed peak flows of 0.06 cfs and 0.10 cfs �I
for the 2-year and 10-year rates,respectively. Therefore,the proposed facility meets the peak release rate
requirements.
Core Design, Inc. MERLINO SHORT PLAT Page 17
The flow duration comparison analysis results for the provided detention vault are shown below. There is
less than 10%excursion between the 2-year and 50-year release rate and the curve is entirely under the ,
target curve for the required range of 50%2-year to the full 2-year. Therefore,the proposed detention
facility meets the flow duration requirement.
Duration Comparison Anaylsis
Base File: 04139m�re.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS '
----- -------- I
Fraction of Time----- Check of Tolerance------ �
Cutoff Base New %Change Probability Base New %Change �
0.031 I 0.61E-02 0.52E-02 -14.4 � 0.61E-02 0.031 0.030 -3.5
0.037 � 0.48E-02 0.46E-02 -3.8 � 0.48E-02 0.037 0.036 -3.0
0.043 � 0.37E-02 0.33E-02 -8.5 � 0.37E-02 0.043 0.041 -5.1
0.049 � 0.27E-02 0.25E-02 -7.8 � 0.27E-02 0.049 0.048 -2 .9
0.055 � 0.20E-02 0.16E-02 -20.7 � 0.20E-02 0.055 0.052 -6.7 ,
0.062 I 0.14E-02 0 .14E-02 -2.3 � 0.14E-02 0.062 0.061 -0.6 I
0.068 � 0.99E-03 O.10E-02 4.9 � 0.99E-03 0.068 0.068 0.8 I
0.074 � 0.80E-03 0.80E-03 0.0 � 0.80E-03 0.074 0.074 0.8 I
0.080 � 0.55E-03 0.59E-03 5.9 � 0.55E-03 0.080 0.080 0.9 ',
0.086 I 0.38E-03 0.34E-03 -8.7 I 0.38E-03 0.086 0.085 -0.9 I
0.092 � 0.15E-03 0.23E-03 55.6 � 0.15E-03 0.092 0.097 6.4
0.098 � 0.98E-04 0.11E-03 16.7 I 0.98E-04 0.098 0.100 1.9
0.104 � 0.65E-04 O.00E+00 -100.0 � 0.65E-04 0_104 0.101 -2.2
0.110 � 0.16E-04 O.00E+00 -100.0 I 0.16E-04 0.110 0_103 -5.8
Maximum positive excursion = 0.006 cfs ( 6.4°s)
occurring at 0.092 cfs on the Base Data:04139m�re.tsf i
and at 0.097 cfs on the New Data:rdout.tsf i
Maximum negative excursion = 0.004 cfs (-10.8%) I
occurring at 0.035 cfs on the Base Data:04139m_pre.tsf
and at 0.031 cfs on the New Data:rdout.tsf
4.5 Water Quality Calculations
Basic Wetvault
A Basic Wetvault includes a permanent wetpool that allows for the removal of 80%of Total Suspended
Solids. Section 6.4.1.1 outlines a 4-step process to calculate the required wetpool volume.
Step 1: Identifv required wetpool volume factor(fl
A basic wetpond requires a volume factor of 3.0.
Step 2: Determine rainfall (R) for the mean annual storm
Figure 6.4.1.A(page 6-71 in the 2009 KCSWDM, included below and in Appendix C) is used to
determine the rainfall, in inches,for the mean annual storm. The rainfall is then converted into feet for use
in Equation 6-13 (shown below).
The mean annual storm rainfall for this project site is 0.47"as noted on the project-specific Figure
6.4.1.A included in Appendix C.
Core Design, Inc. MERLINO SHORT PLAT Page 18
Step 3: Calculate runoff from the mean annual storm(V�)for the developed site
The land cover types and associated areas for each in the developed project site are used to calculate the
amount of rainfall, in cubic feet,that runs off each land cover type. Coefficients specific to the four U.S.
Department of Agriculture soil survey cover categories are weighted by the drainage areas and then
multiplied by the rainfall,R, from Step 2.
Equation 6-13 Y,. _ (0.9Ai + 0.25Aty + 0.10Atf+ 0.01Ao)x(R)
where V�=calculated volume of runoff from mean annual storm
A;=area of impervious surface(41,338 s�
A�g=area of till soil covered with grass(28,295 s fl
A�r=area of till soil covered with forest(0 s fl
Ao=area of outwash soil covered with grass or forest(0 s fl
R=rainfall from mean annual storm(0.039 ft)
Using Equation 6-13 above and the land cover areas in the developed basin calculations,the volume of
runoff from the mean annual storm is 1,734 cubic feet.
Step 4: Calculate wetpool volume(Vh)
The numbers/results from the previous steps are used in Equation 6-14 (shown below)to calculate the
required wetpool volume.
Equation 6-14 V6 = fYr
where Vb=calculated required minimum wetpool volume(5,203 c fl
f=volume factor from Step 1 (3.0)
V�=volume of runoff from mean annual storm(1,734 c fl
Using Equation 6-14 above and the results from the previous steps,the required minimum wetpool
volume, Vb is 5,203cubic feet.The proposed wetpool yields a volume of 5,440 cubic feet.
Ccre Design, Inc. MERLINO SHORT PLAT Page 19
5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The onsite conveyance system has been analyzed using a backwater spreadsheet per Figure 4.2.1.B and
the requirements described in Chapter 4 of the 2009 KCSWDM.The spreadsheet applies the Manning
equation in the Backwater Analysis Method described in Section 4.2.1.2(page 4-21)of the 2009
KCSWDM. Refer to Figure 5-1: Catch Basin Tributary Areas located at the end of this Section to aid in
the following discussion and the conveyance calculations are included in Appendix D.
5.1 Rational Method
The conveyance system has been designed to provide sufficient capacity to convey and contain, at a
minimum,the 100-year peak developed condition flow•as determined by the Rational Method. This flow
is divided by the total project area to determine the per acre flowrate at the 100-year design storm. Section
3.2.1 of the 2009 KCSWDM outlines the process for determining QR for the project site area.
The peak 100-year flow is determined by the following equation:
Equation 3-1 QR = C�IRA
Where: QR=peak flow for a storm of return frequency R(3.04 cfs, Equation 3-1)
Cc=composite estimated runoff coefficient(0.64, see"C"Value Calculation
below)
IR=peak rainfall intensity for a storm of return frequency R(3.19 in/hr,see"IR"
Peak Rainfall Intensity Calculation below)
A=drainage subbasin area(1.60 acres)
"C" Value Calculation
The allowable runoff coefficients to be used in the Rational Method are shown in Table 3.2.1.A of the
2009 KCSWDM(page 3-13)by type of land cover. The composite"C"value, Cc,is determined by the
following equation:
Equation 3-2 C� _ (C1A1 + C2A2 + ••• + CnAn)/AT
Where: AT=total area(1.60 acres)
Ai.z,...�=areas of land cover types(acres, see table below)
C,,z... �=nmoff coefficients for each land cover type(see table below)
Table 5-1 Composite"C"Value
Cover Type C A
Lawns/landscaping 0.25 0.65
Pavement and roofs 0.90 0.95
Cc=0.64 Ar= 1.60
"IR"Peak Rainfall Intensity Calculation
The peak rainfall intensity, Ia,for the specified design storm of return frequency R(100-year) is
determined using the following equations:
Equation 3-3 IR = (PR)(iR) Equation 3-4 iR = (aR)(T�)—bR
V4'here: Ix=peak rainfall intensity(3.19 in/hr, Equation 3-3)
Core Design, Inc. MERLINO SHORT PLAT Page 21
P,z=total precipitation at the project site for the 24-hour, 100-year storm(3.9 in,
Figure 3.2.1.C,page 3-17)
ix=unit peak rainfall intensity factor(0.82 inlhr,Equation 3-4)
T�=time of concentration(6.3 minutes, see"T�"Time of Concentration
Calculation below)
aR, bR=Table 3.2.1.B(100-year)adjustment coefficients 2.61 and 0.63 respectively)
"Tc"Time of Concentration Calculation
The time of concentration is defined as"...the time it takes runoff to travel overland(from the onset of
precipitation)from the most hydraulically distant location in the drainage basin to the point of discharge."
The value for time of concentration, T�,used in equation 3-4 above is the sum total of the time of
concentration for each overland flowpath segment,T�.The equations for calculating Tc,therefore,are as
follows:
E uation 3-5 T — T + T + ••• + T E uation 3-6 T — L
q C - 1 2 tt Q 1,2,...tt - 60V
Where: T�.z,..n=travel time(6.3 minutes,see calculation and discussion below)
L=distance of flow across a given segment
V=average velocity across the land cover= kR so)
kR=time of concentration velocity factor(per Table 3.2.1.C,page 3-13)
� so=slope of flowpath
However,due to the urban nature of this project, the minimum Tc of 6.3 minutes(per Page 3-12 in the
2009 KCSWDI�was used and the actual time of concentration was not calculated.
Peak Flow per Acre
The QR calculation below determines the flow per acre to be applied to the areas tributary to each onsite
catch basin.
QR!acre=3.27 cfs/1.60 acres
=2.04 cfs/acre
Onsite Catch Basin Tributar��Areas & Flows
The 2.04 cfsiacre was applied to the tributary areas to determine the peak flow to each catch basin. The
areas and corresponding catchment flow rates are graphically represented on Figure 5-1: Tributary Catch
Basin Areas
Table 5-2 Tributary Flows
CB Incremental
Area ac Q�oo
CB4 0.80 1.63
CB3 0.63 1.29
CB7 0.16 0.33
5.2 Backwater Analysis
The onsite conveyance system is designed with the tail���ater ele�ation�et at the maximum �i ater sur!
elevation of the proposed vault. All conveyance systems are designed to safely convey the 100-year
Core Design, Inc. MERLINO SHORT PLAT Page 22
storm event Core Requirement�4 in the 2009 KCSV6'DM requires storm pipes to safely convey the 25-
year storm. Table 5-3 below shows the calculated freeboard at each catch basin analyzed. The backwater
spreadsheet is included in Appendix D.
Table 5-3 Catch Basin Freeboard(at 100-yr event)
HGL Elevation Rim Elevation
CB feet feet) Freeboard(feet)
CB 1 223.02 227.81 4.8a
CB2 223.59 228.98 5.40
CB3 224.83 230.00 5.19
CB4 228.07 232.91 4.89
CBS 223.03 227.50 4.48 i
CB6 223.03 224.90 1.87
Core Design, Inc. MERLINO SHORT PLAT Page 23
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JUNE T014 MERLINO SHOR T PLA T FIG URE S-1 TRIB UTAR Y W 3 � ��:,��,�,
w�* o
' ' Renton wash�ngton CA TCH BASIN AREAS °� �
r�D.qe�wrw 1 FNGIN[[RING � /LANNING• SURVCYING
a�3�
6 SPECIAL REPORTS AND STUDIES
The following special reports and studies have been prepared for this project and are included in
Appendix E of this report.
➢ Drainage Design for the WSDOT Exchange Property
I-405 to SR 169 Stage 2 Widening and SR 515 Interchange Project
July 29,2009
Revised August 13,2009,July 7,2010
Prepared By:
I-405 Corridor Design-Builders
➢ Geological Engineering Services
Coal Mine Hazard Assessment
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
Apri123,2014
Prepared By:
Icicle Creek Engineers, Inc.
➢ Geotechnical Engineering Services
Critical Areas Report
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
Apri123, 2014
Prepared By:
Icicle Creek Engineers, Inc.
Core Design, Inc. MERLINO SHORT PLAT Page 27
7 OTHER PERMITS
> NPDES Permit
➢ Building Permits
:� RO�G'Use Permit
Core Design, Inc. MERLINO SHORT PLAT Page 29
8 ESC ANALYSIS AND DESIGN
The site will utilize Appendix D of the 2009 KCSWDM for the erosion and sedimentation control design
to reduce the discharge of sediment-laden runoff from the site. Clearing limits will be established prior to
any earthwork on the project site. Perimeter protection will be provided by silt fencing along the entire
perimeter of the site to limit the downstream transport of sediment to streams,wetlands and neighboring
properties. Dust control,if required,will be provided by a water truck. A Certified Erosion and Sediment
Control Lead inspector will be present onsite during earthwork activities.The inspector shall determine
frequency of watering of the project site and will authorize and direct any additional erosion and sediment
control measures as needed during all construction activities_
The plan will be comprised of temporary measures(filter fabric protection, silt fence, interceptor swales,
etc.)as well as permanent measures(detention vault,hydroseeding,etc.). In general, construction
activities will be sequenced such that the permanent detention/water quality vault will be constructed and
used for temporary erosion and sedimentation control. Runoff from the site will sheet flow across cleared
areas into temporary interceptor swales and into temporary pipes that discharge into the permanent vault
or into the permanent conveyance system,when installed.
Although the permanent detention vault will be used as the TESC pond for the project,the minimum
TESC pond area, dewatering orifice diameter, and emergency spillway length are calculated below and
compared to the proposed detention vault to verify adequate TESC functionality.The TESC pond area
was calculated for the project site using the 10-year storm event with the potential of work during the wet
season(October 1 to Apri130). Per Section D.3.5.2 of the 2009 KCSWDM,the KCRTS 10-year, 15-
minute time step developed condition peak flow rate used for TESC pond area sizing is Q�o=0.64 cfs.
Flow Frequency Analysis
Time Series File:04139m devl5.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
0.452 6 8/27/O1 18:00 1.45 1 100.00 0.990
0.327 8 1/05/02 15:00 0. 999 2 25.00 0.960
0.999 2 12/08/02 17:15 0.635 3 10.00 0.900
0.364 7 8/23/04 14:30 0.591 4 5.00 0.800
0.591 4 11/17/04 5:00 0.548 5 3.00 0.667
0.548 5 10/27/05 10:45 0.452 6 2 .00 0.500
0.635 3 10/25/06 22:45 0.364 7 1.30 0.231
1.45 1 1/09/08 6:30 0.327 8 1.10 0.091
Computed Peaks 1 . 3� 5^ . C'? C . 99C
TESC Pond Surface Area Calculation
TESC Pond minimum surface area, SA, is determined by the follo��in�� «�uati��n:
SA=2080 sf/efs * (Total Q,aae���ioped)(page D-47. ��i i��� I�t���t I��I;
Where: SA=minimum TESC pond surface area f�' �
Q 10-developed= 10-year developed, 15-minute,peak flow(0.64 c t,
SAo,;,,= 1,331 sf
Core Design, Inc. MERLINO SHORT PLAT Page 31
The design surface area of the proposed detention vault is approximately 2,240 square feet which is more
than enough surface area to provide adequate erosion and sedimentation control.
Principal Spillway(Riser Pipe)
The TESC pond(permanent detention vault) is designed to function with 0.5 feet(6 inches)of head. The
riser pipe must pass the developed condition 10-year peak flow using KCRTS 15-minute time steps.
Using Figure 5.3.4.H (page 5-47 2009 KCSWDM)the minimum riser pipe diameter is 10 inches.
The proposed permanent detention vault riser pipe diameter is 12 inches,which is more than enough to
provide adequate erosion and sedimentation control.
Emergency Overtlow Spiliway
The TESC pond must safely convey the developed condition 100-year KCRTS 15-minute peak flow.
Since the permanent detention vault is to be used as the TESC pond and it has been sized to provide
Flood Problem Flow Control with a 100-year release rate at or below the existing 100-year flow rate, it is
adequate to provide appropriate erosion and sedimentation control.
Dewatering Orifice
The dewatering orifice diameter must be at least 1 inch and is sized using a three step process, outlined on
pagc D-48 of the 2009 KCSWDM.
1. Determine the required area of the orifice
A modified version of the discharge equation for a vertical orifice is used to determine the
required orifice surface area,as follows:
AS(2h)o.s
A� 0.6x3600zTg05 I
W'here: Ao=orifice area(s� '
A�=required pond surface area(1,331 s�
h =head of water above orifice(3.5 ft,minimum per Section D.3.5.2 2409
KCSWDM)
T =dewatering time(24 hours,page D-48 2009 KCSV4'DM)
g=acceleration due to gravity(32.2 ft�s`') '
Ao=0.012 sf
2. Convert the required surface area to the required diameter, D(inches)
The required surface area of the orifice is converted to the required diameter, D,using a basic I
equation for the area of a circular orifice,as follows:
D = 24x AO I
a
D= 1.48"= 1.5"inches
3. Determine the size of the vertical, perforated tubing connected to the dewatering orifice
Core Design, Inc. MERLINO SHORT PLAT Page 32 I
The minimum diameter for the perforated tubing connected to the dewatering orifice is 2 inches
larger than the orifice. Therefore,the minimum tubing diameter=3 1/2 inches,or a design
diameter of 6 inches.
Core Design, Inc. MERLINO SHORT PLAT Page 33
9 BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
Bond Quantities
A Site Improvement Bond Quantity Worksheet has been provided at the end of this section.
Facility Summaries
Not applicable.
Declaration of Covenant
A covenant will be recorded that limits the amount of future impervious area coverage if a reduced
impervious area credit is talcen as part of the individual lot flow control BMPs.
Core Design, Inc. MERLINO SHORT PLAT Page 35
Site Improvement Bond Quantity Worksheet
Original bond computationa prepared by:
Name: Sheri Murata Date: 2/23I2015
PE Registration Number: 41846 Tel/#:425-885-7877
Firm Name: Core Design,Inc.
Address: 1471 t Ne 29th Place,Suite 101 Bellevue,WA 98007 Project No.: 04139M
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS i
PERFORMANCE BOND','" PUBLIC ROAD�DRAINAGE �
AMOUNT MAINTENANCE/DEFECT BOND",""
Stabilization/Erosion Sedirnent CoMrol(ESC) (A) $ 15.575.33 I
Existing Right-of-Way Improvements B $ 105,619.19
Future Public Road Improvements&Drainage Facilities (C) $ 237,814.38
Private Improvements (D $ 58,138.96
Construction Bond'Amount (A+g+C-D) = TOTAL (T) $ 300,869.95
Minimum bond'amount is$1000.
MaintenancelDefect Bond'Total $ $68,686J2
(B+C)x 0.20=
NAME OF PERSON PREPARING BOND'REDUCTION: Sheri Murata Date 2/23I2015
'NOTE:The word"bond"as used in this document means any financial guarantee acceptable to the City of Renton.
""NOTE:All prices include labor,equipment,materials,overhead and pro(it. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database.
RE�UIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY RDSD
Page 1 of 1 '
Unity proces updates:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1/19/10
Site Improvement Bond Quantity Worksheet
Existing Future Public Prlvate Quantity Completed(Bond
Rightof-Way Road Improvements Improvements Reductlon'
8 Drainage Facilities Quant.
Complete
Unit Price Unit Quant. Cost Quant. Cost �uant. Cost Cost
GENERALITEMS No.
Backfill&Com aclion-ernbankment GI-1 5.62 CY 0.00 0 00 0.00 0.00
Backfill&Com action-trench GI-2 8.53 CY 0 00 0 00 0.00 0.00
Clear/Ftemove Brush b hand GI-3 $ 0.36 SY 0.00 0 00 0 00 0 00
Clearin /Grubbin /Tree Removal GI-4 8 876.16 Acre 0.00 0.00 0.00 0.00
Excavation-bulk GI-5 1.50 CY 0.00 0.00 0.00 0 00
Excavation-Trench GI-6 4.06 CY 260 1055.60 0 00 130 527,80 0.00
Fencin cedar 6'hi h GI-7 $ 18.55 LF 0.00 0.00 625 1159375 0.00
Fencm chain link vin I coated 6'hi h GI-8 13.44 LF 0.00 0 00 0.00 OAO
Fencin chain link ate vin I coated 20 GI-9 1 271.81 Each 0.00 0.00 0.00 0.00
Fencin s Gt rail 3'hi h GI-10 12.12 LF 0.00 0.00 65 103020 0.00
Fill&com act-common barrow GI-11 22.57 CY 0.00 0.00 0.00 0.00
Fill&com act- ravel base GI-12 25.48 CY 0.00 0.00 0.00 0.00
Fill&com act-screened lo soil GI-13 37.85 CY 0.00 0 00 0 00 0.00
Gabion 12"dee stone filled mesh GI-14 $ 54 31 SY 0.00 0.00 0 00 0.00
Gabion 18"dee srone filled mesh GI-15 74.85 SY 0 00 0 00 0 00 0.00
Gabion 36"dee stone filled mesh GI-16 132.48 SY 0.00 0.00 0 00 0.00
Gradin fine b hand GI-17 2.02 SY 0.00 0.00 0.00 0.00
Gradin fine with rader GI-18 0.95 SY 0.00 0.00 7744 7356.80 0.00
Monuments 3'bn GI-19 135.13 Each 0.00 0 00 0.00 0 00
Sensitive Areas Si n GI-20 2.88 Each 0 00 0 00 0 00 OAO
Soddin 1"dee slo ed round GI-21 7.46 SY 0.00 0 00 0.00 0.00
Surve in line& rade GI-22 788.26 Da 0.00 0 00 OAO 0 00
Surve in lot location/lines GI-23 1 556.64 Acre 0.00 0.00 1.6 2490 62 0.00
Traffic conlrol crew 2 Fla ers GI-24 85.18 HR 12 1022.16 0 00 0 00 0 00
Trail 4"chi ed wood GI-25 7.59 SY 0 00 0 00 0.00 0 00
Trail 4"crushed cinder GI-26 8.33 SY 0.00 0.00 0.00 0.00
Trail 4"to course GI-27 8.19 SY 0.00 0.00 0.00 OAO
Wall retainin concrete GI-28 44.16 SF 0.00 0.00 2B5 12585 60 0.00
Wall rocker GI-29 9.49 SF 0.00 0.00 0.00 0.00
Page 2 of 7 SUBTOTAL $2,077.76 $0.00 $35,584.77 $0.00
Unity proces updates:2/12l02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1/19/10
I
Site improvement Bond Quantity Worksheet '
Existing Future Public Private Bond Reduction'
Rlghtof-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit QuanL Cost �uant. Cost Quant. Cost Complefe Cost
ROADIMPROVEMENT No.
AC Grindin 4'wide machine<1000s RI-1 23.00 SY 0 00 0 00 0.00 0 00
AC Grindin 4'wide machine 1000-2000 RI-2 $ 575 SY 0.00 0.00 0 00 0.00
AC Grindin 4'wide machine>2000s RI-3 1 38 SY 0.00 0.00 0.00 0.00
AC RemovallDis sal/Re air RI-4 41.14 SY 700 28798.00 0.00 0.00 0.00
earricade t e I RI-5 30.03 LF 0.00 0.00 0 00 0.00
Barricade t e III Permanent RI-6 $ 45.05 LF 0 00 0.00 0.00 0.00
Curb&Gutter rolled RI-7 13.27 LF 0.00 0.00 0.00 0.00
Curb 8 Gutter vertical RI-8 9.69 LF 640 6201.60 0.00 0.00 0.00
Gurb and Gutter demolition and dis osal RI-9 13.58 LF OAO 0.00 0.00 0.00
Curb extruded as halt RI-10 2.44 LF 0 00 0.00 0.00 0.00
Curb extruded concrete RI-11 2.56 LF 0.00 0.00 0.00 0.00
Sawcul as halt 3"de th RI-12 1.85 LF 650 1202.50 0.00 0.00 0.00
Sawcut concrete er 1"de th RI-13 1.69 LF 650 1098 50 0.00 0.00 0 00
Sealant as halt RI-14 0.99 LF 0 00 0 00 0.00 0.00
Shoulder AC see AC road unit rice RI-15 SY
Shoulder ravel 4"thick RI-16 7.53 SY 0.00 0.00 0.00 0.00
Sidewalk 4"thick RI-17 30 52 SY 0.00 300 9156.00 0.00 0 00
Sidewalk 4"thick demolition and dis os aRl- 27 73 SY 0.00 0.00 0.00 0.00
Sidewalk 5"thick RI-19 34 94 SY 0.00 0.00 0.00 0.00
Sidewalk 5"thick demolition and dis os aRl- $ 34 65 SY 0.00 0 00 0.00 0.00
Si n �iandica RI-21 $ 8528 Each 0.00 0 00 0.00 0.00
Stri in er stall RI-22 5.82 Each 0 00 0.00 0.00 0.00
Stri in thermo lastic for crosswalk RI-23 $ 2.38 SF 0.00 0.00 0.00 0.00
Stri in 4"refleclorized line RI-24 0.25 LF 0.00 0.00 0.00 0.00
Page 3 of 7 SUBTOTAL $37,300.60 $9,156.00 $OAO $0.00
Unity proces updates:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1/19/10
Site Improvement Bond Quantity Worksheet
Existing Future Publlc Private Bond Reduetion'
Rightof-way Road Improvements Improvements
Quant.
Unit Prfce Unit Quant. Cost �uant. Cost Quant. Cost Cost
ROAD SURFACING 4"Rock=2.5 base&1.5"to course For'93 KCRS . "R k= "b se&1.5"to course
For KCRS'93 additional 2.5"base add: RS-1 3.60 SY 0.00 0.00 0 00 Q00
AC Overla 1 b"AC RS-2 7.39 SY 0.00 0 00 0 00 0.00
AC Overla 2"AC F2S-3 8J5 SY 1015 8881.25 460 4025 00 0.00 0.00
AC Road 2" 4"rock First 2500 SY RS-4 17 24 SY 0.00 0.00 0.00 0.00
AC Road 2" 4"rock Qt .over 2500SY RS-5 13.36 SY 0.00 0.00 0.00 0.00
AC Road 3" 4"rock First 2500 SY RS-6 19.69 SY 0.00 0 00 0.00 0.00
AC Road 3" 4"rock Qt .over 2500 SY RS-7 15.81 SY 0.00 0.00 0.00 0.00
AC Road 5" First 2500 SY RS-8 14.57 SY 1015 14788.55 460 6702 20 0.00 0.00
AC Road 5" QI Over 2500 SY RS-9 13.94 SY 0.00 0 00 0.00 0.00
AC Road 6" Firsl 2500 SY RS- 1676 SY 0.00 0.00 0.00 0 00
AC Road 6" Qt .Over 2500 SY RS- 16.12 SY 0.00 0 00 0.00 0.00
As halt Treated Base 4"thick RS- 9.21 SY 0.00 0 00 0.00 0.00
Gravel Road 4"rock First 2500 SY RS- 11.41 SY 0.00 0 00 OAO 0.00
Gravel Road 4"rock �t .over 2500 SY RS- 7 53 SY 0.00 0 00 0.00 0.00
PCC Road 5" no base over 2500 SY RS- 21.51 SY 0.00 0.00 0.00 0.00
PCC Road 6" no base over 2500 SY RS- 21.87 SY 0.00 0.00 0.00 0.00
Thickened Ed e RS- 6.89 LF 0.00 0.00 0.00 0.00
Page 4 of 7 SUBTOTAL $23,669.80 $10,727.20 $0.00 $0.00
Unity proces updates:2l12/02
Version:4l22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1l19/10
i
Site Improvement Bond Quantity Worksheet
Exiating Future Publlc Private Bond Reductlon'
Rightof-way Road Improvements Improvements
Quant.
Unit Price Unit Quant. Cosl Quant. Cost QuanL Cost m I t Cost
DRAINAGE CPP=Corru ated Plastic Pi N12 r E uivalent For Culvert rices Avera e of 4'cover w um . ume rforated PVC is sam rice as s lid i .
Access Road Ft/D D-1 1674 SY 0.00 0.00 0.00 0.00
Bollards-fixed D-2 $ 240.74 Each 0 00 0.00 0.00 0.00
Bollards-removable D-3 452 34 Each 0.00 0.00 0.00 0 00
' CBs include frame and lid
CB T e I D-4 1 257.64 Each 1 1257.64 0.00 0.00 0.00
CB T e IL D-5 1 433,59 Each 0.00 0,00 0.00 0 00
CB T e II 48"diameter D-6 2 033 57 Each 3 6100 71 2 4067.14 0 00 0.00
for additional de th over 4' D-7 436 52 FT 11.2 4889.02 0 00 0.00 0.00
CB T e II 54"diameter D-8 2 192.54 Each 0.00 0.00 0.00 0.00
for additional de th over 4' D-9 486.53 FT 0.00 0.00 0.00 0.00
CB T e II 60"diameter D-10 2 351.52 Each 0.00 0.00 0.00 0.00
for additional de th over 4' D-11 536.54 FT 0.00 0.00 0.00 0.00
CB T e II 72"diameter D-12 3 212 64 Each 0.00 0.00 0.00 0.00
for additional de th over 4' D-13 692 21 FT OAO 0.00 0.00 0.00
Throu h-curb Inlet Framework Add D-14 $ 366 09 Each 0.00 0.00 0.00 0.00
Cleanout PVC 4" D-15 130.55 Each 0.00 0 00 0.00 0.00
Cleanout PVC 6" D-16 174.90 Each 0.00 0.00 7 1224.30 0.00
Cleanout PVC 8" D-17 224 19 Each 0.00 0.00 0.00 0 00
Culvert PVC 4" D-18 8.64 LF 0.00 0.00 0.00 0 00
Culvert PVC 6" D-19 12.60 LF 0.00 0.00 0.00 0.00
Culvert PVC 8" D-20 13.33 LF 0.00 0.00 0.00 0.00
Culvert PVC 12" D-21 21.77 LF 0.00 0.00 0.00 0.00
Culvert CMP,8" D-22 $ 1725 LF 0.00 0,00 0.00 0.00
Culvert CMP 12" D-23 26.45 LF 0 00 0.00 0.00 0.00
Culvert CMP 15" D-24 32.73 LF 0.00 0.00 0.00 0.00
Culvert CMP 18" D-25 $ 3774 LF 0.00 0.00 0.00 0.00
Culvert CMP 24" D-26 53.33 LF 0.00 0.00 0.00 0.00
Culverl CMP 30" D-27 71.45 LF 0.00 0.00 0.00 0.00
Culvert CMP 36" D-28 112.11 LF 0.00 0.00 0.00 0.00
Culvert CMP 48" D-29 140 83 LF 0.00 0.00 0.00 0.00
Culvert CMP 60" D-30 $ 235A5 LF 0.00 0.00 0 00 0.00
Culvert CMP 72" D-31 302,58 LF 0.00 0.00 0 00 0.00
Page 5 of 7 SUBTOTAL $12,247 37 $4,067.14 $1,224 30 $0.00
Unity proces updates:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date 1/19/10
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
DRAINAGE CONTINUED Rlght�of•way Road Improvements Improvements
Quant.
No. Unit Price Unit Quant Cost uant Cost �uant. ast Com le Cost
Culvert Concrete 8" D-32 $ 21 A2 LF 0 00 0 00 0 00 0.00
Culvert Concrete 17" D-33 30A5 LF 0 00 0.00 0 00 0.00
Culvert Concrete 15" D-34 37.34 LF 0.00 0 00 0.00 0.00
Culvert Concrele 18" D-35 44 51 LF 0.00 0.00 0.00 0 00
Culvert Concrete 24" D-36 61 07 LF 0.00 0 00 0.00 0.00
Culvert Concrete 30" D-37 $ 104 18 LF 0.00 0 00 0.00 0.00
Culvert Concrete 36" D-38 137.63 LF 0.00 0.00 0.00 0 00
Culvert Concrete 42" D-39 158.42 LF 0.00 0 00 0.00 0.00
Culvert Concrete 48" D-40 175.94 LF 0.00 0 00 0.00 0.00
Culvert CPP 6" D-41 1070 LF 0.00 0 00 556 5949 20 0.00
Culvert CPP 8" D-42 16.10 LF 0 00 0 00 0.00 0.00
Culvert CPP 12" D-43 20.70 LF 0.00 434 8983.80 0.00 0 00
Culvert CPP 15" D-44 23.00 LF 0.00 0 00 0.00 0.00
Culvert CPP 18" D-45 27.60 LF 0.00 0.00 0.00 0 00
Culvert CPP 24" D-46 36 80 LF 0.00 0.00 0.00 0.00
Culvert CPP 30" D-47 48.30 LF 0.00 0.00 0.00 0.00
Culvert CPP 36" D-48 $ 55.20 LF 0.00 0.00 0.00 0.00
Ditchin D-49 8.08 CY 0.00 0 00 0.00 0.00
Flow Dis ersal Trench 1 436 base+ D-50 25.99 LF 0.00 0.00 0.00 0.00
French Drain 3'de th D-51 22.60 LF 0.00 0 00 0 00 0 00
Geotextile laid in trench ol ro lene D-52 2.40 SY 0.00 0.00 0.00 0.00
I Infiltra�ion ond testin D-53 $ 7475 HR 0.00 0 00 0.00 0.00
Mid-tank Access Riser 48"dia 6'dee D-54 1 605.40 Each 0.00 0 00 0 00 OAO
Pond Overflow S illwa D-55 14.01 SY 0.00 0 00 0.00 0.00
Restrictor/Oil Se arator,12" D-56 $1,045.19 Each 0.00 OAO 0.00 0.00
Restrictor/Oil Se arator 15" D-57 1 095.56 Each OAO 0.00 0.00 0.00
Restrictor/Oil Se arator 18" D-58 1 146.16 Each 0 00 0 00 0.00 0.00
Ri ra laced D-59 $ 39 08 CY 0.00 0 00 0.00 0.00
Tank End Reducer 36"diameter D-60 1 000.50 Each 0.00 0.00 0.00 0.00
Trash Rack 12" D-61 211.97 Each 0.00 0 00 0.00 0.00
Trash Rack 15" D-62 23727 Each 0.00 0.00 0.00 0.00
Trash Rack 18" D-63 268.89 Each 0.00 O.W 0.00 0 00
Trash Rack 21" D-64 306.84 Each 0.00 0 00 0.00 0.00
Page 6 of 7 SUBTOTAL $0 00 $8,983.80 $5,94920 $0.00
Unity proces updates:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1/19/10
�
Site Improvement Bond Quantity Worksheet
Existing Future Publie Private Bond Reduction`
Rightof-way Road Improvements Improvements
8 Drainage Facilities �uant.
Unit Price Unit Quant Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACIN I
N . '
2"AC 2"to course rock&4"borrow PL-1 15.84 SY OAO 0 00 0.00 0 00 I
2"AC 1.5" to course&2.5"basa cours PL-2 17.24 SY 0.00 0.00 0.00 0.00
4"select borrow PL-3 $ 4.55 SY 0.00 0.00 0.00 0.00
1.5"to course rock&2.5"base course PL-4 11.41 SY 0.00 0.00 0.00 0.00
RE-IN-R S
Such as de[ention/water ualit vaults N
Detention/WQ Vault WI-1 150 000.00 Each 0.00 1 150000 00 0 00 0 00
3"Gravel Access Road W I-2 10 00 SY 0.00 0.00 130 1300.00 0.00
Cememt Conc Drivewa WI-3 850 00 Each 7 5950.00 0.00 0.00 0.00
Culverl,CPP,4" WI-4 $8.00 LF 0.00 0.00 83 664.00 0.00
W I-6 0.00 0.00 0.00 0 00
W I-7 0 00 0.00 0.00 0 00
W I-8 0.00 0.00 0.00 0.00
W I-9 0.00 0.00 0.00 0.00
W I-10 0.00 0.00 0.00 0.00
SUBTOTAL 5950.00 150000.00 1964.00 0.00
SUBTOTAL(SUM ALL PAGES�: 81245.53 182934.14 44722.27 0.00
30%CONTINGENCY 8 MOBILIZATION: 24373.6602 54860.242 13416.6822 0
GRANDTOTAL: 105619 19 237814.38 58138.96 0 00
COLUMN: B C D E
Paye 7 0(7
Unity proces updates:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.XLS Report Date: 1/19/10
Reference# Unit Unit Quantity #of Cost
Price A lications
EROSION/SEDIMENT C NTR L Number
Backfill&com action-embankment ESC-1 $ 5.62 CY p
Check dams,4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 8 1 540.08
Crushed surfacin 1 1/4"minus ESC-3 WSDOT 9-03.9 3 $ 85.45 CY Q
Ditchin ESC-4 $ 8.08 CY 50 1 404
Excavation-bulk ESC-5 $ 1.5 CY p
Fence,silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1040 1 1435.2
Fence,Tem ra NGPE ESC-7 $ 1.38 LF p
H droseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY 6350 1 3746.5
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY p
Mulch,b hand,straw,3"dee ESC-10 SWDM 5.4.2.1 $ 2.01 SY Q
Mulch,b machine,straw,2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY p
Pi in ,tem ora ,CPP,6" ESC-12 $ 10.7 LF p
Pi in ,tem ora ,CPP,8" ESC-13 $ 16.1 LF 4g � 7gg,g
Pi in ,tem ora ,CPP, 12" ESC-14 $ 20.7 LF p
Plastic coverin ,6mm thick,sandba ed ESC-15 SWDM 5.4.2.3 $ 2.3 SY 250 1 575
Ri Ra ,machine laced;slo es ESC-16 WSDOT 9-13.1 2 $ 39.08 CY p
Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1464.34 Each 1 1 1464.34
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2928.68 Each p
Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1949.38 Each p
Sediment tra ,5'hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF p
Sed trap,5'high,riprapped spillway berm section ESG21 SWDM 5.4.5.1 $ 68.54 LF p
Seedin ,b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY p
Soddin ,1"dee ,level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY p
Soddin ,1"dee ,slo d round ESC-24 SWDM 5.4.2.5 $ 7.45 SY p
TESC Su ervisor ESC-25 $ 74.75 HR 20 1 1495
Water truck,dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 8 1 782
WRITE-IN-ITEMS
Filter Fabric Protection $ 125 Each 6 1 750
ESC SUBTOTAL: $ 11,981.02
30%CONTINGENCY 8 MOBILIZATION: $ 3,594.31
ESC TOTAL: $ 15,575.33
COLUMN: A
10 OPERATIONS AND MAINTENANCE
The operations and maintenance information has been pro�ided throu�h select portions from Appendix A
of the 2009 KCSWD!�-t.
Core Design. Inc. MERLINO SHORT PLAT Page 37
KING COliVTY, �VASHINGTOV, SI.RFACE WATER DESIGV M.ANUAL
APPENDIX A
MAINTENANCE REQUIREMENTS FOR FLOW
CONTROL, CONVEYANCE, AND WQ FACILITIES
This appendix contains the maintenance requirements for the following typical stormwater control
facilities and components:
No. 1 —Detention Ponds(p.A-2)
Vo. 2—Infiltration Facilities(p. A-3)
No.3—Detention Tanks and Vaults(p.A-5)
No.4—Conuol Structure/Flow Restrictor(p. A-7)
No. 5—Catch Basins and Manholes(p.A-9)
No. 6—Conveyance Pipes and Ditches(p.A-11)
No. 7— Debris F3arriers(e.��.,Trash Racks)(p. A-12)
No. 8—Energy Dissipaters(p. A- 13)
No.9—Fencing(p.A-14)
l�o. 10—Gates;�Bollards,�Access Barriers(p. A-15)
No. 11 —Grounds(Landscaping)(p.A-16)
No. 12—Access Roads(p.A-17)
No. 13—Basic Biofiltration Swale(erass)(p. A-18)
No. 14—Wet Biofiltration Swale(p. A-19)
No. 15—Filter Strip(p. A-20)
No. l 6—W`etpond(p. A-21)
No. 17—Wetvault(p.A-23)
No. 18 —Storm+��ater�'�'etland(p.A-24)
No. 19—Sand Filter Pond(p.A-26)
No.20—Sand Filter Vault(p. A-28)
No.21 —Stormfilter(Cartridge Type) (p. A-�0)
No.22—Baf�le Oi1,�VJater Separator(p.A-32)
No.23 —Coalescing Plate Oil!W'ater Separator(p. A-33}
No.24—Catch Basin Insert(p.A-35)
2009 Surface Water Design vlanua]—Appendix A 1�'92009
APPEi�DIX A MAIhTEVANCE REQUIRE�9ENTS FOR FLOW'COVTROL,COV�'EYAI�CE,AND W'Q FACIL[TIES I
NO. 3- DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No irash or debris in vault.
Storage Area (includes floatables and non-floatables).
Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage
accumulation diameter of the storage area for Y�length of area.
storage vault or any point depth exceeds 15%of
diameter. Example:72-inch storage tank would '
require cleaning when sediment reaches depth of �
7 inches for more than Yz length of tank. �
Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents.
Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design.
shape than 1o%of its design shape.
Gaps between A gap wider than Yrinch at the joint of any tank No water or sal entering tank
sections,damaged sections or any evidence of sal paRicles entering through joints or walls.
joints or cracks or the tank at a joirrt or through a wall.
tears in wall
Vault Structure Damage to wall, Cracks wider than Yrinch,any evidence of soil Vault is sealed and structurally
frame,bottom,and/or entering the structure through cradcs or qualified sound.
top slab inspection personnel detertnines that the vault is
not structurally sound.
InIeUOutlet Pipes Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
2009 Surfacc��'ater Design R1anual—Appendis A lr'9,�2009
APPEND[X A MAIVTENANCE REQCIRE�1ENTS FLOW COhTROL,COI`VEYANCE,AND WQ FACII.ITIES
NO. 3- DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Perfortned
Access Manhole Cover/lid not in place Cover/lid is missing or only partialiy in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with propertools.BoRs
cannot be seated. Self-locking covedlid dces not
work.
Cover/lid difficult to One maintenance person cannot remove Coverllid can be removed and
remove covedlid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards.
Aliows maintenance person safe
access.
Large access Damaged or difficutt Large access doors or plates cannot be Replace or repair access door so it
doors/plate to open opened/removed using normal equipment. can opened as designed.
Gaps,dcesn't cover Large access doors not flat and/or access Doors close flat and covers access
completely opening not completely covered. opening completely.
Lifting Rings missing, Lifting rings not capable of lifting weight of door LiRing rings sufficient to lift or
rusted or plate. remove door or plate.
�009�urface 1��ater De;ign;�lanual .Appen�l�x.a 1 y,?009
APPENDIX A v1AINTENANCE REQUIREI4ENTS FOR FLO�T�'CONTROL,CONVEYANCE,AND WQ FACfLITIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Eupected When
Component Maintenance is Performed '
Structure Trash and debris Trash or debris of more than Y=cubic foot which No Trash or debris blocking or
is located immediately in front of the structure potentially blocking entrance to
opening or is blocking capaaty of the structure by structure.
more than 10%.
Trash or debris in the structure that exceeds I 3 No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no
bottom of the structure to the invert of the lowest sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the bwest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than Y.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Yz inch and longer than 3 feet, Structure is sealed and structurally
bottom any evidence of soil particles entering structure sound.
through cracks,or maintenance person judges '
that structure is unsound.
Cracks wider than Y:inch and longer than 1 foot No cracks more than /4 inch wide at
at the joint of any inlet/outlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering structure through cracks.
SettlemenU Structure has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipejoints Cracks wider than Yrinch at the joint of the No cracks more than Y,-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inlet/outlet pipes.
the structure at the joint of the inleUoutlet pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and
or unsafe misalignment,rust,cracks,or sharp edges. allows maintenance person safe
access. j
FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure. '
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight or Connections to outlet pipe are water
show signs of deteriorated grout. tight;structure repaired or replaced
and works as designed.
Any holes—other than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate.
2009 Surface�Vater Design Manual–Appendix A 1�9,�2009
APPEVDIX A VIAIVTEVAI�CE REQUIREMEI�TS FLOW CONTROL,COhVEYANCE,AND WQ FACILITIES
NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Perfortned
Cleanout gate is not watertight. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chainlrod leading to gate is missing or damaged. Chain is in place and works as
designed.
Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as
missing,out of place,or bent orifice plate. designed.
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and
blocking the plate. works as designed.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and
potential of blocking)the overflow pipe. works as designed.
Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow
, lip overFlow at an elevation lower than
design
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at thejoints of the inleUoutlet pipes.
Metal Grates Unsafe grate opening Grate with opening wider than'/einch. Grate opening meets design
(If Applicable) starxJards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Covedlid protects opening to
My open structure requires urgent stnicture.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
�UUy Jurfacc�V�ater Des�gn��lanuai-.Appcn�l�x_� I 9 ��
APPENDIX A MAINTENAVCE REQUIREME?�TS FOR FL01�'CONTROL,CONVEYAI�CE,AND W'Q FACILITIES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defed or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Perfortned
Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no
bottom of the catch basin to the invert of the sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than Y�cubic foot which No Trash or debris blocking or
is located immediately in front of the catch basin potentially blocking entrance to
opening or is blocking capacity of the catch basin catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds No trash or debris in the catch basin.
'/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Damage to frame Comer of frame extends more than'/.inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than Y.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Y:inch and longer than 3 feet, Catch basin is sealed and
bottom any evidence of sal particles entering catch structurally sound.
basin through cradcs,or maintenance person
judges that catch basin is unsound.
Cracks wider than Y=inch and longer than 1 foot No cracks more than /4 inch wide at
at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering catch basin through
cracks.
SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipejoints Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joirrt of inleUoutlet pipes. ,
the catch basin at the joint of the inleUoutlet
pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented ff
appropriate. No contaminants
present other than a surface oil film.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than%rinch at the joint of the No cracks more than Y,-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joir�ts of the inlet/outlet pipes.
?009 Surfacc�Vater De;ign Manual—Appendix A I'9;2009
APPEI�DIX A MAftiTE1�AVCE REQUIREMEVTS FLO�'CONTROL,COVVEY'AtiCE,AVD�VQ FACILIT[ES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Metal Grates Unsafe grate opening Grate with opening wider than /B inch. Grate opening meets design
(Catch Basins) standards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
My open structure requires urgent standards.
maintenance.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to
My open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Botts
cannot be seated. Self-locking cover/lid dces not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
Remove covedlid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
2009 Surface��'ater Design �1anual Appendix.4 1�9�2009
APPENDIX A MAINTENAI�CE REQI:IRE;�96I�TS FOR FLOW'CONTROL,COhVEYAVCE,AtiD�ti'Q FACIL[TIES
NO.6- CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Perfortned
Pipes Sediment 8 debris Accumulated sediment or debris that exceeds Water flows freely through pipes.
accumulation 20%of the diameter of the pipe.
Vegetation/roots VegetatioNroots that reduce free movement of Water flows freely through pipes. �
water through pipes. '
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oii,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface al film.
Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. �
coating or corrosion is weakening the structural integrity of any part of '
p��' I
Damaged Any dent that decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20%or is determined to have ,
weakened structural integnty of the pipe. '
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches. '
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment I
accumulation design depth. and debris so that it matches design. �
No�tious weeds Any no�cious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable I
public. regulations. No danger of noxious ,
vegetation where County personnel
or the public might nortnally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
through ditches.
Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding.
slopes
Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards.
place or missing(If area 5 square feet or more,any exposed native
Applicable) soil.
'
?009 Surfacc Water Design 19anual-Appendix A I!9r'?009
�PPL\Df\_� \tAl�l E\.a\CE RFQ�.IRG�1F\IS FLU�V� CU�IROL.CU\��El:�\CF. -A\D 1\(� 1 :�ClLlllf_:�
NO. 9- FENCING
Maintenance defect or Problem Conditions When Maintenance is Needed Results Expected When I
Component Maintenance is Performed ���
Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence. i
underfence 18 inches wide permitting access through an �
opening under a fence. �i
Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or ',
and Cross Members parts more than 6 inches or cross members broken broken boards,post plumb to within '
1'/:inches,cross members sound.
Weakened by rotting Any part showing structural deterioration due to All paRs of fence are structurally
or insects rotting or insect damage sound.
Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of
post foundation unable to support posts. supporting posts even in strong
wind.
Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1Yz inches.
and Fabric
Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any part of fence(including post,top rails,and Fence is aligned and meets design
fabric)more than 1 foot out of design alignment. standards.
Missing or loose tension wire. Tension wire in place and holding
fabric.
Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts
protective coating condition that has affected structural adequacy. with a uniform protective coating.
Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of
diameter ball could fit through. grid size.
2009 Surface Water Desivn hlanual—Appendix A 119r'2009
APPEND[X A ?v1AINTENANCE REQU[REhiEhTS FOR FLOW CONTROL,CON�'EYAVCE,AVD WQ FACILIT[ES
NO. 17-WETVAULT
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from
facility site.
Treatment Area Trash and debris Any trash and debris accumulated in vault No trash or debris in vault.
(includes floatables and non-floatables).
Sediment Sediment accumulation in vault bottom exceeds No sediment in vault.
accumulation the depth of the sediment zone plus 6 inches.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vault Structure Damage to wall, Cracks wider than'/rinch,any evidence of soil Vault is sealed and structurally
frame,bottom,andlor entering the structure through cracks,vault dces sound.
top slab not retain water or qualified inspection personnel
determines that the vault is not structurally
sound.
Baffles damaged Baffles corroding,cracking,warping and/or Repair or replace baffles or walls to ,
showing signs of failure or bafFle cannot be specifications. i�
removed.
Ventilation Ventilation area blocked or plugged. No reduction of ventilation area
exists.
InletlOutlet Pipe Sediment Sediment filling 20°/a or more of the pipe. InleUoutlet pipes clear of sediment. ,
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than'/rinch at the joint of the No cracks more than'/.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joirrts of the inletloutlet pipes.
Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally.
Valve won't seal Valve dces not seal completely. Valve completely seals closed.
Access Manhole Access cover/lid Access cover/lid cannot be easily opened by one Access coverllid can be opened by
damaged or d�cult to person. Corrosion/deformation of cover/lid. one person.
open
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools
not working maintenance person with proper tools. Bolts
cannot be seated. Self-locking coverllid does not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Access doors/plate Large access doors not flat andlor access Doors close flat and covers access
has gaps,doesn't opening not completely covered. opening completely.
cover completely
Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
rusted or plate. remove door or plate.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
2009 Surface Water Design Manual—Appendix A Ir9.�2009
,4PPENDIX A �1A1?�TEtiAtiCE REQUIREhtENTS FOR FLOW COVTROL,COVVEYAVCE,AND VVQ FACILIT[ES
NO.24-CATCH BASIN INSERT
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Media lnsert Visible Oil Visible oil sheen passing through media Media inset replaced.
Insert does not fit Flow gets into catch basin without gang through A�I flow gces through media.
catch basin properly media.
Filter media plugged Filter media plugged. Flow through filter media is normal.
Oil absorbent media Media oil saturated. Oil absorbent media replaced.
saturated
Water saturated Catch basin insert is saturated with water,which Insert replaced.
no longer has the capacity to absorb.
Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's
average life of inedia insert product,typically one recommended interval.
month.
Seasonal When stortns occur and during the wet season_ Remove,clean and replace or install
maintenance new insert after major storms,
monthly during the wet season or at
manufacturers recommended
interval.
2009 Surface W'ater Design Vlanual—Appendix A l,'9!?009
A-35
Appendix A
Parcel & Basin Information
King County Parcel Report(2225069082)
King County Parcel Report(2225069083)
�!Ci^g Courrty
---- --- --- ------- -- -- ----- ----- - - —
King County Districts and Development Conditions for parcel 0007200194
Parcel number 0007200194 Drainage Basin Black River and Lower Cedar River � � -
<- �.:�
Address Not Available — —_and ���
Jurisdiction Renton - and '��',����
Zipcode 98057 PLSS NW-20-23-5 ��
' �. �
Kroll Map page 337 Latitude 47.47216 � .�� *�T`��
a
Thomas Guide page 656 Longitude -122.20223 �''
�-- -----�----------------. . �s r�..,���` . .
�. .. ___. __._.-------------- ----------
---._. .. _ .__.
- Electoral Districts
_ ___ _----- -- ---- --
— RNT 11-1015 Fire district does not apply
District 5,— Water district does not apply
(206)296-1005 � Sewer district does not apply
__ _ . _
Congressional district 9 Water 8 Sewer district does not apply
Legislative district � Parks&Recreation district does not apply
School district — Hospital district Public Hospital District No.1
Seattle school board dis[rict does not apply(not in Seattle) Rural library district Rural King County Library System
District Court electoral district Southeast Tribal Lands? No
—-- - -----------
-- -------
=Kinc,�County plannin�and designations
— ---------------------.__
— NA,check with jurisdiction does not aPPhl
�� None i No
��� does not apply does not apply
— Urban — 329
�— does not appty does not apply
Newcastle Forest Production district? No
Coal mine hazards7 Yes Agricultural Production district7 No
Erosion hazards? Yes None mapped
Landslide hazards? None mapped 100-year flood plain7 None mapped
Seismic hazards? None mapped Wetlands at this parcel? None mapped
This report was generated on 3/3l2014 427:16 PM
Contact us at
�,2010 King County
�King County
King County Districts and Development Conditions for parcel 2023059085
-- - --- ___------ _ ___
Parcel number 2023059085 Drainage Basin Black River andLower Cedar River � `'�� � �
s
Address 700 BENSON RD S — and ' ���� ��
Jurisdiction Renton - and � =
Zfpcode 98057 PLSS NW-20-23-5 ; ,�'����
Kroll Map page 337 Latitude 47.47216 � �� ���
Thomas Guide page 656 Longitude -122.20322 ___ ��R�'�
– _ --------- ---
0 Electoral Districts
-- --------
— RNT 11-1015 Fire distrid does not apply
District 5,— Water distnct does not apply
(206)296-1005 ��---� Sewer distnct does not apply
Congressional district 9 Water 8 Sewer district does not apply
Legislative district � Parks 8 Recreation district does not apply
School district — Hospital district Public Hospital�istrict No.1
Seattle school board district dces not apply(not in Seattle) Rural library district Rural King County Library System
Distric[Court electoral district Southeast Tribal Lands7 No
�1 Kinq County planninq and desiqnations _____ __
— NA,check with jurisdiction does not aPp�Y
None — No
dces not apply does not apply
— Urban 329
-�— dces not apply does not apply
,'�— Newcastle and Green River Valley Forest Production dfstrict? No '
Coai mine hazards� Yes Agricultural Production district? No
Erosion hazards? Yes None mapped
Landslide hazards? None mapped 100-year flood plain7 None mapped
Seismic hazards7 None mapped Wetlands at this parcel? None mapped
This report was generated on 3i3/2014 429:50 PM
Contact us at
�12010 King Counry
Appendix B
Resource Review & Off-site Analysis Documentation
FEMA Map(53033C0977F)
City of Renton Aquifer Protection Zones
City of Renton Groundwater Protection Areas
City of Renton Sensitive Area Maps
City of Renton Soil Survey
Drainage Complaints Exhibit
Downstream Drainage Map
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�{�`� __ ,�'�' _ [���������'����i�
- _ _ . _---_ . _ __ .__ _
___ __ _--_
(Notes � ' Legend
M2rIin0 ShOft Plat City and County Boundary Pipe Unknown Maintenance
Uownstream Urainage
o�he� Private Facility Outline
' City of Rentan
L.�
Parcels
Catchbasin
� i�iai
..�; Manhole
�3 Utiliy Vautt
Unknown Structure
'U Pump Station
� � Discharge Points
; Conveyance
j _ Open Drains
�
j P ipe
I
; Private Catchbasin
+68� 0 340 Ej80 Feet �-� Inlet
I
ManMle
I WGS_1984_Web_Mercator Auxiliary_Sphere
�...___.._...
� r r,� Information Technology-GIS This map is a user generated static output from an Internet mapping site and is for
Cl� Ol �� reference only Data layers that appear on this map may or may not be accurate
'� RentonMapSupport@Rentonwa.gov current,orotherwise reliable
`t:%
Finance & IT Division 3/13/2014 THIS MAP 15 NOT TO BE USED FOR NAVIGATION
Appendix C
Pond Sizing
City of Renton Flow Control Map
Rainfall Region&Regional Scale Factor(Figure 3.2.2.A)
KCRTS Hydrologic Soils Group Table(Table 3.2.2.B)
Mean Annual Storm Precipitation (Figure 6.4.1.A)
KCRTS Input
Vault Summary
Peaks Analysis
Durations Analvsis
Refe re n ce 11 -A
� S� soth St
,
� Flow Control Standards
______ _.
; Peak Rate Flow Control Standard(Existing Site Conditions)
a,
Newcastle Way ��� Flow Control Duration Standard(Existing Site Conditions)
SE�2nd St � '�'
�� ��It`�t � �� Flow Control Uuration Standard(Forested Conditions)
�m� r�•� ,,� � n � Flood Problem Flow
! w c3 - —
� �� { ;^ ¢' ,fDc _� Unincorporated King County Flow Control Standards
� '..,_ t � �•--,
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Date: 01/09/2014
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SGCTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS
F[GURE 3Z.2.A RAINFALL REGIONS AND REG[ONAL SCALE FACTORS
ST 1.0/
ST1.1 ST10 LA0.8 LA0.9 � 1.0 LA1.2
i - [_ _ s�aworurcou��r
___ y�IMl �c�4{ . �pppqyyL' �y -__"._ MiMO GOYMT•Y._-_
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: i . I `
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t � _ � - , .
,
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✓_L.�_ l� � � �." " _ � ._ _ °�.w�Me �
ST 1.1 '°.�� " ,j �"'� ,
r '�-°sr � `�.
� ' R�MOGOUMfY ,
ViEACE GOtIM(♦
ST 1.0
I
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ST 1.0! { `_ ,�-. � a `t,
Rainfall Regions and �, 0.8 �
Regional Scale Factors �a o.s j��
� . Inco�porated Area
LA 1.0 ' � = LA 1.2
�� RiveNLake
— Major Road
ir9/2009 2U09 5urface Water vesign Manual
3-22
3.2.2 KCRl'S/RUNOFF FILES ME"i'HOD—GENERATLVG T1MF;SF,RIF,S
TABLE 3.2.2_B EQUIVALEIYCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES
SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Aldervvood (A B,A C,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(Kp6, KpC, KpD) C Till
Klaus (KsC) C Outwash 1
Neilton (NeC) A Outwash 1
Newberg (N ) 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 (P } B Till 3
Ra nar(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 Til! 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 giacial 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 undertain 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.
2009 Surface Water Design Manual 1/9/2009
3-25
6.-l.l VJI:fPO�JllS—t3AS1('A�D LAKG� tf(:THOIJ,S Ol':I.�:ILYS7S
FIGURE 6.4.1.A PRECIP1TATfON FOR MEAN A1�NUAL STORM IN ItiCHES(FEET)
ST 1.0/ � � 2
ST 1.0 � LA '1.
ST 1.1 � _ _ r f :.— rp W. --- -�, -- - -
'i" '� T' � ' j� ,..��. .. � .� <<a�..
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:�. ;
, _.\. , � �..r,
0.54" "�,�.A' �� r �.. �� h
(0.045'} � ��' �,s�� � '��)
o�.�. �
....�.<o�.,. +��,
0.47" ��`�� �Z
(0.0 39'}
_ . ., Incorporated Area
� River/Lake 0.47" � �
--- 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 )
result,generates large amounts of runoCf. For[his application,till soil types include Buckley and
bedrock soils,and alluvial and ourivash soils that have a seasonally high water table or are underlain
at a shallow depth�less than 5 feet)by glacial till. U.S. Soii Conservation Service(SCS)hydrolo�i�
soil groups that are classified as till soils incitide a fe��� F3. n��,�r C. �nd all D soi's. See Chapter� t����
classification of specific SCS soil types.
2009 Surface Water Design Manual
�,-'"1
KCRTS Program. . .File Directory:
C:\KC SWDM\KC DATA\
[C] CREATE a new Time Series
ST
1.50 0 .00 0 .000000 Til1 Forest
0 .40 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
0.10 0.00 0.000000 Impervious
04139M Pre.tsf
T I
i.00000 i
T �
[T] Enter the Analysis TOOLS Module '
[P] Compute PEAKS and Flow Frequencies ,
04139M Pre.tsf
04139M_Pre.pks
[R] RE'I'URN to Previous Menu
[C] CREATE a new Time Series
ST
0 .00 0.00 O.00OOQO Till Forest
0 .00 0.00 0. 040000 Till Pasture
0 .65 0.00 0.000000 Till Grass
0 .0o 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 .95 0.00 0. 000000 Impervious
04139M_Dev.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and F1ow Frequencies
04139M_Dev.tsf
04139M Dev.pks
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0 .00 0.00 0. 000000 Till Forest
0.00 0.00 0.000000 Till Pasture
0 _65 0.00 0.000000 Till Grass
0 . 00 0.00 0.000000 Outwash Forest
0.00 0.00 0.040000 Outwash Pasture
0 .00 0.00 0.000000 Outwash Grass
0 .00 0.00 0.000000 Wetland
0 .95 0.00 0.000000 Impervious
04139M_Devl5.tsf
T
1.00000
F '
Page I
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
a4139M_Devl5.tsf
04139M_Devl5.pks
[D] Compute Flow DURATION and Exceedence
04139M_Pre.tsf
04139M_Pre.dur
F
F
36
0.0036
0.0315
[R] RE'I'[JRN to Previous Menu
Paee?
Retention/Detention Facility
Type of Facility: Detention Vault III
Facility Length: 56. 00 ft I
Facility Width: 40.00 ft I
Facility Area: 2240. sq. ft '
Effective Storage Depth: 7.00 ft '
Stage 0 Elevation: 216.00 ft
Storage Volume: 15680. cu. ft
Riser Head: 7.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3 ',
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0 .75 0.040
2 4.00 0.81 0.031 4.0
3 5.10 0.94 0.033 4.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0 .00 216 .00 0. 0.000 0.000 0.00
0.01 216 .01 22 . 0.001 0.001 0.00
0.02 216.02 45. 0.001 0.002 0.00
0. 03 216.03 67. 0.002 0.003 0.00
0.04 216.04 90. 0.002 0.003 0.00
0_05 216.05 112 . 0_403 0_004 0.00
0.06 216. 06 134 . 0.003 0.004 0.00
0.20 216.20 448. 0.010 0.007 0.00
0.34 216.34 762. 0.017 0.009 0.00
0.47 216.47 1053 . 0.024 0.011 0.00
0.61 216.61 1366. 0.031 0.012 0.00
0.75 216.75 1680. 0.039 0.013 0.00
0.89 216.89 1994. 0. 046 0.014 0.00
1.02 217.02 2285. 0. 052 0 .015 0.00
1.16 217.16 2598. 0.060 0 .016 0.00
1.30 217.30 2912. 0.067 0 .017 0.00
1.44 217.44 3226. 0.074 0 .018 0.00
1.57 217.57 3517. 0.081 0.019 0.00
1.71 217.71 3830. 0.088 0 .020 0.00
1.85 217.85 4144. 0.095 0.021 0.00
1.98 217.98 4435. 0.102 0.021 0.00
2.12 218.12 4749. 0 .109 0.022 0.00
2.26 218.26 5062. 0 .116 0.023 0.00
2.40 218.40 5376. 0 .123 0.024 0.00
2.53 218.53 5667. 0 .130 0.024 0.00 '
2.67 218.67 5981. 0 .137 0.025 0.00
2 .81 218.81 6294 . 0 . 144 0 .026 0.00 '
2 . 94 218 . 94 6586. 0 . 151 0 .026 0.00
3 . 08 219. 08 6899. 0.158 0 .027 0.00
3 .22 219.22 7213. 0.166 0 .027 0.00
3 .36 219.36 7526. 0 .173 0.028 0.00
3 .49 219.49 7818. 0.179 0.029 0.00
3 .63 219.63 8131. 0.187 0.029 0.00
3 _77 219.77 8445. 0.194 0.030 0.00
3 . 91 219.91 8758. 0.201 0.030 0.00
4 .00 220.00 8960. 0.206 0.031 0 .00
4 .01 220 .01 8982. 0.206 0.031 0.00
4 .02 220 .02 9005. 0.207 0.031 0.00
4 .03 220.03 9027. 0.207 0.033 0.00
4 .04 220.04 9050. 0 .208 0.034 0.00
4.05 220.05 9072. 0.208 0.035 0. 00
4.06 220.06 9094 . 0_209 0_035 0. 00
4 .07 220.07 9117. 0.209 0.035 0 .00
4.08 220.08 9139. 0.210 0.036 0.00
4.21 22a.21 9430. 0.216 0.040 0.00
4 .35 220 .35 9744. 0.224 0 .042 0.00
4 .49 220 .49 10058. 0.231 0.045 0.00
4 .63 220 .63 10371. 0.238 0.047 0.00 ��
4 .76 220 .76 10662_ 0_245 0.049 0_00 II
4 .90 220. 90 10976. 0.252 0.051 0.00
5.04 221.04 11290. 0.259 0.052 0.00
5.10 221.10 11424. 0.262 0.053 0.00
5.11 221.11 11446. 0.263 0.054 0.00
5.12 221.12 11469. 0.263 0.054 0.00
5. 13 221.13 11491. 0.264 0 .055 0.00
5.14 221.14 11514. 0 .264 0 .057 0.00
5.15 221.15 11536. 0 .265 0.058 0.00
5.16 221.16 11558. 0.265 0.060 0.00
5.17 221.17 11581. 0.266 0.060 0 .00
5.18 221.18 11603. 0.266 0.061 0.00
5.32 221.32 11917. 0.274 0.067 0.00
5.45 221.45 12208. 0.280 0.071 0.00
5.59 221 .59 12522. 0.287 0.075 0.00
5.73 221 .73 12835. 0.295 0.079 0.00
5.86 221.86 13126. 0 .301 0.082 0.00
6.00 222 .00 13440 . 0.309 0.085 0 .00
6.14 222 .14 13754 . 0.316 0.088 0.00
6.28 222 .28 14067. 0.323 0.091 0.00
6.41 222 .41 14358. 0.330 0.094 0.00
6_55 222 .55 14672. 0.337 0.096 0.00
6.69 222 .69 14986. 0.344 0.099 0. 00
6.83 222 .83 15299. 0.351 0.101 0.00
6.96 222 .96 1559�. 0.358 0.104 0.00
7.00 223 .00 15680. 0.360 0.104 0.00
7.10 223 .10 15904. 0.365 0.414 0.00
7.20 223 .20 16128. 0.370 0.979 0.00
7.30 223 .30 16352. 0.375 1.710 0.00
7.40 223 .40 16576. 0.381 2 .500 0.00
7.50 223 .50 16800. 0.386 2 .790 0.00
7.60 223 .60 17024. 0 .391 3 .040 0.00
7.70 223 .70 17248. 0 .396 3 .280 0.00
7.80 223 .80 17472 . 0 .401 3 .500 0 .00
7. 90 223 .90 17696. 0.406 3 .710 0.00
8.00 224.00 17920. 0.411 3 .900 0.00
8. 10 224.10 18144 . 0.417 4.090 0.00
8.20 224.20 18368 . 0.422 4 .270 0.00
8.30 224.30 18592 . 0.427 4 .440 0.00
8.40 224.40 18816 . 0.432 4 .600 0.00
8.50 224.50 19040 . 0.437 4 .760 0.00
8.60 224.60 19264. 0.442 4 .910 �.00
8.70 224.70 19488. 0.447 5.060 0.00
8.80 224.80 19712. 0.453 5.200 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.59 ******* 0.42 7.10 223 .10 15906. 0.365
2 0.29 ******* 0.10 6.94 222 .94 15535. 0.357
3 0.29 0.10 0.09 6.09 222.09 13650. 0.313
4 0.35 ******* 0.07 5.46 221.46 12230. 0 .281
5 0.31 ******* 0.07 5.32 221 .32 11912. 0 .273
6 0.18 0.06 0.04 4.10 220. 10 9189. 0 .211
7 0.23 ******* 0.03 3.31 219.31 7414 . 0 .170
8 0.25 ******* 0.02 2.52 218.52 5637. 0.129
----------------------------------
Route Time Series through Facility
Inflow Time Series File:04139m dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.586 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.419 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 7.10 Ft
Peak Reservoir Elev: 223.10 Ft
Peak Reservoir Storage: 15906. Cu-Ft
. 0.365 Ac-Ft
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
0.103 2 2/09/O1 20:00 0.419 7.10 1 100.00 0.990
0 .028 7 12/28/Ol 18:00 0.103 6.94 2 25.00 0.960
0.071 4 3/06/03 22:00 0.087 6.09 3 10.00 0 .900
0.024 8 8/26/04 7:00 0.071 5.46 4 5.00 0.800
0 .037 6 1/05/05 16:00 0.067 5.32 5 3 .00 0.667
0 .067 5 1/18/06 23:00 0.037 4.10 6 2.00 0.500
0 .087 3 11/24/06 8:00 0.028 3 .31 7 1.3a 0.231
0 .419 1 1/09/08 9:00 0.024 2.52 8 1.10 0 .091
Computed Peaks 0.313 7.07 50 .00 0 . 980
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS ° � �
0 0 0
0 .002 36988 60.320 60 .320 39.680 0.397E+00
0 .004 4075 6 .645 66 .965 33 .035 0.330E+00
0.007 4660 7.599 74 .565 25.435 0.254E+00
0.010 3838 6 .259 80 .824 19.176 0.192E+00
0.013 4025 6.564 87.387 12.613 0. 126E+00
4.016 2727 4 .447 91.835 8.165 0.817E-01
0.019 1561 2.546 94 .380 5.620 0.562E-01
0.022 1246 2.032 96.412 3.588 0.359E-01
0.025 726 1.184 97.596 2.404 0.240E-01
0.028 664 1.083 98.679 1.321 0.132E-01
0.030 440 0.718 99 .397 0.603 0.6a3E-02
0.033 56 0.091 99.488 0.512 0.512E-02
0.036 21 0.034 99.522 0_478 �.478E-02
0.039 35 0.057 99.579 0.421 �.421E-02
0.042 43 0.070 99.649 0.351 0.351E-02
0.045 18 0.029 99.679 0.321 0.321E-02
0.048 29 0.047 99.726 0.274 0.274E-02
0 .051 24 0.039 99.765 0.235 0.235E-02
0 .053 41 0.067 99.832 0.168 0.168E-02
0 _056 8 0 .013 99.845 0.155 0.155E-02
0.059 4 0 .007 99.852 0.148 0.148E-02
0.062 9 0 .015 99.866 0.134 0.134E-02
0.065 10 0.016 99.883 0.117 0. 117E-02
0.068 S 0.013 99.896 0.104 0. 104E-02
0.071 11 0.018 99.914 0.086 0.864E-03
0 .074 4 0.007 99.920 0.080 0.799E-03
0.076 6 0.010 99_930 0 .070 0.701E-03
0 .079 6 0.010 99.940 0.060 0.603E-03
0 .a82 10 0.016 99.956 0.044 0.440E-03
0.085 5 0.008 99.964 0.036 0.359E-03
0.088 6 0 .010 99.974 0.026 0.261E-03
0.091 2 0.003 99.977 0.023 0.228E-03
0.094 2 0.003 99.980 0.020 0.196E-03
0.097 3 0.005 99.985 0.015 0.147E-03
0.100 3 0.005 99.990 0.010 0.978E-04
0.102 4 0.007 99. 997 0.003 0.326E-04
Duration Comparison Anaylsis
Base File: 04139m�re.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New sChange Probability Base New °sChange
0.031 I 0 .61E-02 0.52E-02 -14.4 � 0.61E-02 0.031 0.030 -3 .5
0.037 � 0.48E-02 0.46E-02 -3 .8 � 0.48E-02 0.037 0.036 -3 .0
0.043 � 0.37E-02 0.33E-02 -8.5 � 0.37E-02 0.043 0.041 -5.1
0.049 � 0.27E-02 0.25E-02 -7.8 � 0.27E-02 0.049 0 .048 -2 .9
0 .055 � 0.20E-02 0.16E-02 -20.7 � 0.20E-02 0.055 0.052 -6 .7
0.062 � 0.14E-02 0.14E-02 -2.3 � 0.14E-02 0.062 0 .061 -0.6
0 .068 I 0.99E-03 O.10E-02 4.9 � 0.99E-03 0 .068 0 .068 0.8
0 .074 � 0.80E-03 0.80E-03 0.0 � O.SOE-03 0 .074 0 .074 0.8
0 .080 � 0.55E-03 0 .59E-03 5.9 � 0.55E-03 0 .080 0.080 0.9
0 .086 � 0 .38E-03 0 .34E-03 -8 .7 � 0.38E-03 0 .086 0 .085 -0 .9
0 . 092 � 0.15E-03 0 .23E-03 55 .6 � 0 . 15E-03 0. 092 0 .097 6 .4
0.098 I 0.98E-04 0.11E-03 16 .7 � 0 .98E-04 0.098 0 .100 1.9
0.104 � 0.65E-04 O.00E+00 -100 .0 � 0.65E-04 0.104 0 .101 -2 .2
0.110 I 0.16E-04 O.00E+00 -100 .0 I 0.16E-04 0 . 110 0 .103 -5 .8
Maximum positive excursion = 0.006 cfs ( 6.40)
occurring at 0 .092 cfs on the Base Data:04139m�re.tsf
and at 0.097 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.004 cfs (-10. 80)
occurring at 0 .035 cfs on the Base Data:04139m�re.tsf
and at 0.031 cfs on the New Data:rdout.tsf
----------------------------------
Route Time Series through Facility
Inflow Time Series File:04139m dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis � I
Peak Inflow Discharge: 0.586 CFS at 6 :00 on Jan 9 in Year 8 ',
Peak Outflow Discharge: 0 .419 CFS at 9:00 on Jan 9 in Year 8 '�,
Peak Reservoir Stage: 7.10 Ft
Peak Reservoir Elev: 223.10 Ft '
Peak Reservoir Storage: 15906. Cu-Ft ',
. 0.365 Ac-Ft ,
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
0.103 2 2/09/O1 20:00 0.419 7.10 1 100.00 0 .990
0 .028 7 12/28/O1 18:00 0.103 6.94 2 25.00 0.960
0 .071 4 3/06/03 22:00 0.087 6.09 3 10.00 0. 900
0 .024 S S/26/04 7:00 0.071 5.46 4 5.00 0.800
0 .037 6 1/05/05 16:00 0.067 5.32 5 3 .00 0.667
0 .067 5 1/18/06 23:00 0.037 4 .10 6 2.00 0.500
0 .087 3 11/24/06 8:00 0.028 3 .31 7 1.30 0.231
0.419 1 1/09/08 9:00 0.024 2 .52 8 1.10 0.091
Computed Peaks 0.313 7. 07 50.00 0.980
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % % %
0 o a
0.002 36988 60.320 60.320 39.680 0.397E+00
0 .004 4075 6.645 66.965 33 .035 0.330E+00
0 .007 4660 7.599 74 .565 25.435 0.254E+00
0.010 3838 6.259 80.824 19.176 0.192E+00
0.013 4025 6.564 87.387 12.613 0.126E+00
0.016 2727 4.447 91.835 8.165 0.817E-01
0 .019 1561 2.546 94 .380 5.620 0.562E-01
0 .022 1246 2.032 96.412 3 .588 0.359E-01
0 .025 726 1.184 97.596 2.404 0.240E-01
0.028 664 1.083 98.679 1.321 0.132E-01
0.030 440 0.718 99.397 0.603 0.603E-02
0 .033 56 0.091 99 .488 0.512 0.512E-02
0.036 21 0.034 99.522 0.478 0.478E-02
0.039 35 0 .057 99.579 0.421 0.421E-02
0.042 43 0.070 99.649 0.351 0.351E-02 �
0.045 18 0.029 99.679 0.321 0.321E-02
0 .048 29 0.047 99.726 0.274 0.274E-02
0.051 24 0.039 99.765 0.235 0.235E-02
0.053 41 0.067 99.832 0.168 0.168E-02
0.056 8 0.013 99.845 0.155 0.155E-02
0.059 4 0.007 99.852 0.148 0.148E-02
0 .062 9 0.015 99_866 0_134 0.134E-02
0.065 10 0.016 99.883 0.117 0.117E-02
0.068 8 0.013 99.896 0.104 0.104E-02
0 .071 11 0.018 99.914 0.086 0.864E-03
0 .074 4 0.007 99.920 0.080 0.799E-03
0 .076 6 0.010 99.930 0.070 0.701E-03
0.079 6 0.010 99.940 0.060 0.603E-03
0_082 1a 0.016 99.956 0.044 0.440E-03
0.085 5 0.008 99.964 0.036 0.359E-03
0.088 6 0.010 99.974 0.026 0.261E-03
0 .091 2 0.003 99.977 0.023 0.228E-03
0.094 2 0.003 99.980 0.020 0.196E-03
0.097 3 0.005 99.985 0.015 0.147E-03
0.100 3 0.005 94. 990 0.010 0.978E-04
0.102 4 �.007 99_ 997 0.003 0.326E-04
Retum Period
2 5 10 20 50 100
10 - _ __ _ _ — -----1 � �_ _- i i i
rdout.pks in Sea-Tac
04't?9M Pre pks
�
�
�
U
�, R
m �p' _. —
m
s
U
N
�
��
�
��
10 ----T ��--
1 2 5 10 20 30 40 50 60 70 80 90 95 98 99
Cumulative Probability
N
�
o rdOut dur
04139M_Pre.dur
R— —
� `i
�
0
�
�
0
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�
,
U
"
a� � �
rn
c� �
L
v 000
�
�
� � �
� . I
00
N I
O �
O
O
10 -5 I 10 � 10 -3 10 -2 10 -� I 10°
Probability Exceedence
i
Appendix D
Conveyance Calculations
,.
1 �I
��-� .
�
BACKWATCR CALCUI.ATIONS 'I
YNUJF:I"1'N:\M�: Mrrlinu ShnA Plol PRF.PARF.D RY: SM I
PHOJF.<T NUMBER: OJ13YM UrSIGN S'1'OHM: IUU YEAR �
I'll'r F.NTRAN('F: N:NTRAN('E ECIT VU'1'L�'1' INLk:'1' :*PPROACH RF.N� JIIN(TIUN
tiF:(;Mk:N'1' YIPF; PIPF M.�NNINC:'S OUTLk:'1' INLk;'1' PIPF. FIII.1. VEL(H'ITV TAILWATER M'RIC"1'IUN IIGI. HF.AD HEAD fONTROL CON'fRUL VN:WC'fl'Y HF:A11 HF.AD HEADWATER RIM
F'ItUM f0 Q I.F.Nf.TH S12E n k:Lk:V.\'1'ION F,I.F.VATION ARF.A VELOCITY HEAD k:LlVA'1'ION I.OSS F.I.F.VATInN I.nSS LUSJ M:LF:V.aI'IUN �Lk:V:\7'ION HF.,1D I.nSS L()SS ELF.VA'PIUN CLk:V:\'1'ION FRF.FflnARD
('fl ('B (f.FS) (Ff) (IN) V�aI.Ut: (FI') (FT) (5(j4'1') (M'1'/SCC) (6T) (Ffl (Ff) (t"1') (M'f) (FT) ('IT) (Ff) (FT) (M'1') (F���) (PT) (FT) (M"1')
V.\UL�f C'l11 l,l), 5 12 U.U12 22�.'/0 2?,0.74 0.79 3.'17 U.25 2'?30 0.0� 222,1,1 0.12 11.15 2227U ?2.0) (1.00 0.72 U.UU :'�J.U2 7:?7.81 4.79
C'lil ('U2 1.1� 59 12 O.U12 220.J4 ?21.1i 0.79 3')7 U.?5 :�?i.p'? O.iR )2i.41 0.12 U.25 221.77 2'?2.67 0.20 0.00 O.U2 '!'�1.611 :!�R.9X S.iN
CB2 CHt 2B1 15 12 UA12 221.33 22150 0]7 3.G0 U1U 223.60 �J9 224.50 U.IU 0.20 2�4.ft0 224fifi 0.07 0.00 UA9 ?2oBi 210.00 5.17
('Rl ('H4 I.G4 17N I�� 0.012 22i.50 ?'_L.`J7 11.7) 2.Oa �(17 224.R1 0.J"' !?7,H"/ UU1 007 _>2Nf17 �27.�)7 O.UU 11.UU 0.00 22R.07 232!)1 4.N4
('Ut l'US 0.3z 49 17 (I.1)I? 221.53 221.57 0.79 0.47 Il.11ll ��2jU? 1I1111 22tf17 000 O.OU '?7.U3 ??.57 0.00 O.flfl ODO ??3.�J 2275p 447
C'I15 CH6 flll ,5,5 12 U.UI2 221.57 221.90 0.79 U.42 O.UU �1'2303 UU(1 22105 0.00 O.UU 227.U4 2��.10 0.00 0.00 0.00 ..3.�9 22490 IRn
STORM CONVEYANCE SYSTEM DESIGN ►.<��.;,���,���>��:SIGNSTORMYEAR:
)013 NAME: Mcrlino Short Pla� JOB NUMBEIt: U413)M PREPARF:D UY: SHM SEATTLE/100 YEAR
INCRHMHN7AL NUNOFF' EF'4'EC'1lVE TIM4:OF RAINF:\LL 7'RIBUTaR1' YIY! PIPF. rirr�. u�runi, ruAvei. NINE CAPACITY SUMMARV
. YIYESlGAIEN"f aRFA (�UBF47C1lN'I' ARE�1 tiI:MOF (�ONC. INTENtiITI� FI.ON MANNING'S DIdMf:TF.R SI,OYk: LENGTH 1�ELOfiT�' TIME (1�FL�LLJ b'(FULI.1 QIafT11QIFULLI
FROM 'I'U (AL'RE5) "('" �A'(') (A•f) (MINI�TF.S� (INMK) (('FS� "n" �IN('HfS) �PERCF.NT) �F'EY:1'� (k"1'/S�(') (MINI�TF.�� �CNS� (F'1'/SE('� �PfR('F.NT�
Cli4 C83 0.80 0.64 0.512 0.512 (i.3U 321 L642 0.012 12 2.200 158 G23 0.42 SJ25 7.29 28.7°/
CL13 C$2 O.G3 Q64 0.403 0.915 6J2 3.10 2 811 0.012 12 6.300 35 10.55 Q06 9.688 12.33 29.2°/
('Hfi ('RS 0.16 p.(>q 0.102 0.102 G.30 3.21 0.728 0.012 12 0.600 55 2.4U 038 2.990 3.81 II.O°/
C'BS ('p2 0.00 0.64 O.00U O.IU2 G.GR 3.11 0318 0.012 12 0.500 4R 2.19 0.37 2.729 3.47 11.7'%
CB2 c'HI U.UU 0.(i4 0.000 1.018 6Jx 1.p8 3.136 U.012 12 IA00 59 12.75 O.ON 3.860 491 812'%
CBl VAULT O.OD 0.(i4 OA00 1.018 6.KS 1.06 1116 U.012 12 I.00U 4 5.45 UAl 3.R60 4.91 SOJ%
?i?oizois c�K�; �FstcN, iNc�. PAcr i
Appendix E
Special Reports and Studies
Drainage Design for the WSDOT Exchange Property I
I-40� to SR 169 Stage 2 Widening and SR 515 Interchange Project I
July 29,2009 '
Revised August 13,2009,July 7, 2010
Prepared By:
I-405 Corridor Design-Builders
Geological Engineering Services
Coal Mine Hazard Assessment
Merlino Short Plat '
Proposed 7-Lot Residential Development
Renton,Washington
April 23, 2014
Prepared By:
Icicle Creek Engineers, Inc.
Geotechnical Engineering Services
Critical Areas Report
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
Apri123, 2014
Prepared By:
Icicle Creek Engineers, Inc.
Appendix A3.9.3
Conveyance Analysis Downstream of Washington
Exchange Property
� �
�� 1� • � .
�:� �:�
���_ ,*'�• _.�_
TECHNICAL MEMORANDUM
Drainage Design for the WSDOT �,���
Exchange Property
I-405/I-5 to SR 169 Stage 2 - Widening and SR 515 Interchange Project
,r �Z t•.///
To: Alan Black/WSDO"1' t'"� o w^Sh�,���j
� '�`� ( � �j, Y
FrtoM: Reid Adams/CDB '�''' y� j` � � .�t�
COPIES: Jim Bauman/CDB � � V
1
CONTRACTNUMBER: 0007624 � 39�57,�p
DATE: JUIY 2�I, 2�9 �.������
Revised August 13, 2.009 ei�
tZ�.�,s��� Jt�i}- �, 2o�c�
�xn�cs 4/25/�II�
This memorancium is an updated version of thc previous memorandum submitted for Final
Design Package 1 B in August 2009. The update reflects the final design of the project as
submitted in Released for Construcrion Package 3D (Apri12,2010).
'I71is memorandum provides an overview of Corridor Design Builders (CDB) drainage !,
�i��sign and supporting calculations to supplement the WSDOT utility permit for d1e
cieveIapment of the WSDOT Exchange Property (WEP). Attached are drainage area and
sub-basin maps Ear the property, hydrologic calculations,and ditch conveyance and
slability calculations (Attachment A). Also included is a dawnstream analysis of the existing
I-405 drainage system that the proposed tNEP drainage system discharges into(Attachment
B).
The WEP is located in the Cedar River Threshold Discharge Area (TDA)Cl. (See sheet Al).
The Cedar River basu� is a flow cont�•ol exempt basin accarding to the WSUOT Highway
Runoff Manual (2008),Table 3-5; dlerefore,flow control is not required for the development
of the property. What is required, however,is an analysis to assess the downstream capacity
c�f NZe existing WSDOT drainage system and to determine if the increased flowrates due to
C�I�B's proposed development of the property can be conveyed by the existing system. This
memorandum and supporti�tg calculations document the analysis.
CUB's proposed development of the WEP site includes filling the site with excavated
material from other areas of the project,and creating a level surface(approximately 450 fect
Ic�n�; by I l0 feei wide) with fill material.The current plan for developing the site is a
v��};c�tated It vel surfare, �vifh ve�etat��d side sleipes. �'his stage nf develc�pinent is rc�fe�rr��ci tc�
sic�zr;:�:�r�r� �:::���s �r��u �rt_F�u�i�,vr i F:�.,u � k;�����
A3.9.3-1
in this memorandum as the"proposed conditions". All calculations are based on this level
of development.
The results of the hydrologic and hydraulic analysis show that the downstream existirl�;
drainage system has adequate capacity for the development of the WEP site to grass
conditions.Therefore, no flow control facilities are required for the proposed develc�pment.
Any future development of the property which could increase stormwater runoff rates
and/or volumes,would require an additional downstream analysis to determine if the
WSDOT drainage system has adequate capacity,and may require flow controls to meet the
WSDOT or City or Renton requirements.
Existing Conditions
The WEP is a vacant undeveloped parcel located east of I-405 bettiveen Cedar Avenue Sc�uth
and I-405 (stations 1226 bo 1232).The site is approximate 3.9 acres. Existing land cover
within the property is second growth forested.The property has an average slope of 4:1
from east to west with small drainage channels that convey runoff west toward I-405.
Stormwater runoff flows in small channels withui the property and then nito the ditch and
gutter system along the east shoulder of the I-405 NB lanes. The I-405 drainage system flo�vs
north to the Spill Containment Pond located near starion NB 4051255, and then into the
Cedar River.This system is located in TDA Cl.
Along the upper east side of flte property,stormwater runoff along Cedar Avenue South
and the adjacent properties to the east flows into the Cedar Avenue stormdrain system and
then to a small channel at the southeast end of the WEP.This drainage system flows into an
un-named tributary to Thunder Hills Creek.Suzce runoff from Cedar Avenue South is
curbed,and does nat flow onto the WEP property, this street is located in the Springbrook
Creek TDA (S2).The figure on page A1 shows the existing topography of the property and
the drainage flowpaths and drainage basul boundaries. Hydrologic calculations and peak
flowrates are shown in Table 1 below.
Proposed Conditions
The WEP wilt be constructed with fill material excavated from the proposed NB I-405 on
ramp from Talbot Road,and graded as shown on the grading plans. A perimeter ditch will
be graded into the toe of the slope to convey flows from the site to the downstream system.
The top surface of the site will be relatively flat,sloping towards the southeast to a new
ditch along Cedar Avenue. T'he side slopes of the constructed embankment will vary from a
1.5H:1V to 2H:1V.The proposed conditions for this site will remain pervious for this pr��ject.
The top and side slopes will be vegetated with trees and brushes;however, grass cover
values were used in hydrologic calculations to checic the higher flows during the ulterin�
condition(immediately after construcfion).The perimeter ditch will be rock-lined where thc
profile slopes are steep and grassed-lined with coir matting when slopes are moderate tr�
flat.
The proposed perimeter ditches convey�lows for the entire property to a low point. Ai this
location,a large catch basin with debris cage will be installed in the ditch that discharges t<�
a stormdrain that�vill connect to the I-405 drainage systen:.
�J%�'GRr:F „�"S '�t=.. � ,�I; i`�_�:V I [ F=
A3.9 3-2
Drainage plan DR-0-27 shows the storm drain and ditch layouts for the WEP,and DR-0-28
shows the ditch profiles and sections. The area breakdown for the ditch capacity analysis is
shown on page A3, and the peak flow rates are summarized in Table 1 below-.
Table 1. WSDOT Exchan e Pro e Areas and Flowrates
Peak Flow Rate
(cfs) Remarks
Area ID Area CN Land Cover 10- ear 100- ear
WEP-Existin 3.89 73 Woods, Fair 0.39 0.9
A-DR03-71 1 1.31 86 Grass cover Good 0.38 0.61
A-DR03-71 2 0.39 92 Grass cover, Fair 0.21 0.31 See Note 2.
A-DR03-71 3 0.38 92 Grass cover, Fair 0.21 0.3 See Note 2.
A-DR03-71 4 0.33 92 Grass cover, Fair 0.18 0.26 See Note 2.
A-DR03-71 5 1.48 92 Grass cover, Fair 0.8 1.17 See Note 2.
WEP-Pro osed 3.89 - --- 1.76 2,63
Changes of Peak Flow
Rate ro osed-existin 1.37 1.73
Note:
1. All land cover is Hydrological Soil Group C. See HRM Table 4B-2 for CN value.
2. CN value increased (from 90 to 92) to represent the initial phase of completed steep cut slope.
Drainage Calculations
Attachment A contains the hydrologic calculations for the WEP,as well as the ditch
conveyance and stability calculations. A site plan(page A3) shows the drainage sub-areas,
ditch flow lines,TDA boundaries,and hydrologic calculations.Stormshed was used to
perform the hydrologic calculations for each ditch segment. The Stormshed node networks
are shown on pages A4-A5,and input and output data are shown on pages A6-A14. At I
various analysis points along the ditches,flow rates calculated from Stormshed were input
into ditch conveyance and stability worksheets(A15-A24) to esiimate velocities and I
normal depths. Shear stress was then estimated to select ditch lining for erosion protection. �I
The 100-year storm peak flow rates were used in the ditch conveyance and stability
worksheets.The results indicate slopes greater than 6% require rock lined trapezoidal ditch
sections (quarry spalls) to protect the ditches from channel erosion. Grass lined V-ditch
sections with coir matting will be adequate to protect the ditches less than 6%.
At the downstream analysis point("DR03-71"),flows will be piped from the site area
towards the I-405 drainage system. This system will then convey flows Eo the Cedar River
system.The profile of structure DR03-71 is shown on drainage profile sheet DR-0-10. I
Downstream Analysis
Attachinent B contains the hydrologic and hydraulic analysis of the WSDOT downstream
drainage system between structure DR03-71 {WEP property) and the existing I-405 Spill
Containment Pond. The storm drainage system along I-405 downstream of DR03-71 will be
a combination of new and existing pipes. Attachment B includes the hydrologic and
STORMDRAIN_CAICS_MEMO WEPUTIUTYPERMIT 3 REV 1
A3.9.3-3
hydraulic analysis from the SEoriti Drain llesign Spf�eads)tect Prograrit. Developed 2�-year
flows modeled as grass land cover were routed through the storm drain system to check if
the existing systein has adequate capacity. A backwater analysis was also performed for
100-year flows to check for surcharge conditions at critical locations. The results shoti�the
existing 4VSDOT storm drain has excess capacity to convey the drainage from the graded
and re-vegetated WEP site. Backwater results from the 100-year storm show that the
existing catch basin DR05-E17(sag location on SR405 inside shoulder at approx station
1251+25)has the smallest freeboard of 1.03 ft. This is acceptable because the flows are
contained within the conveyance system.
Attachment B includes the following:
• Sheets B1 -B3: RFC'd Storm drain plan sheets with fl1e lughlighted route of the
downstream system with structure IDs; '
• Sheets B4- BS: Profiles of WSDOT's storm drain downstream of the WEP to the Spill
Containment Pond;
• Sheets B9 - B21:Storm drain catchment area figures (including the WEP),identified with
structure numbers and drainage areas;
• Sheets B12- B14: Storm Drain Desig�i Spreadsheet Program input and output for the
enclosed pipe drainage system,and hydrologic and hydrauIic computations for the 25-
year storm event.T'he upstream end is the WEP which discharges via ditches to
structure DR03-71.
• Sheets B15 and B16: Backwater analysis using the Storni Drain Design Sprecuislreet Prograr�i
for the 100-year storm event.
• Sheets B17-B20:Structure DR03-71 (outlet of the WEP) Tc and CN documentation for '
values used in pipe conveyance calculations.
STOR,MDRA:N CALCS MEUC 'Jc-PI,?iiTYPERMIT 4 REV?
A3.9.3-4
a
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ia ('�
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+zn - - '��`' - �: . "� � Nut�ox' NI3�T EXCHANGE PROPERTY
r�1 _ . , ,,� �`: a.wv� DRAINAGE CALCULATIONS
�- -- —___�__ � , , EXIST�IG COND�TION
� r.ir,' E/ID 7c "�'� .
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SURFACE FLOW DIREC710N FOR Te -�---
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! �. ...••. .A. ww�_.«_.�._». ceu�Y�ve s� SPRIN(iBROOK CREEK
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wo-o.ucw ' � "� + � � d p WSDOT EXCMANGE PROPERTY
aa.o,n N, ! � � � " a� ,� w ORAINAOE CALCULATIONS
� _ PROPOSED CONDITION
� ���, �.�€ n. �"' � �" N / SCALE 1"�0'
j � a m �;;:t�r �;�► � _ I�� r
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A3.9 3-9
10-year Uesign Starm�vent Peak Flow Rate
� �. .� ...�,.
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100-year Storm Cvent Peak Flow Rate
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+ i -"'_l !
A.35�-1�
7%6'2010
ROUTEHYD [] THRC [WEY_Nll_1B] USING TYPEIA AND [10 year] NOTZERO
RrLATIVE SCS/SBUH
� __ _ __-- - _ ---__� - -- -....-- � ,
Reach � Area ' Flo�� � Full Q � Full ; nDepth ': S�e � nVel fVei ;CBasin /
� ID � (ac) � (cfs) � (cfs) � ratio � (ft) i � (ft/s) ; (ft/s) j Hyd �
•- -�- -�----�---'---- - r--- --- ,
Ditch- � � � 'A-DR03-�
NW- 0.3300 0.1790 I 127.30 � 0.00 � 0.0403 Ditch 2.1356 ----- . �l 4 �
Slope ' � p
------- - ------ -------- -- - - - ( ' ` . _�_. _._._
Ditch- ( � � - ._ ---- - -- �__-- --�.--- - - A-DR03-�
f NW-Toe �1.8100 I 0.9817 I 41.0441 ! 0.02 I 0.3699 i Ditch I 3.5880 � ---- r�1p5
!
- --�-- -, --;--,- - ----
j Ditch- � r I A-DR03-
j SE-Top � 31 100 I0.3762 I26.2975 � Q.Q1 0.3051 f Ditch I2.0211 i ----- �1P1
, I I
� Ditch- -----(�� -�--- f --- ----
I ---- -i- -- - A-DR03-
SE- 1.7000 10.5760 112.41 0.01 0.0868 }Ditch 3.0532 ----- �I 2
Slope i i � � ' , p
- ----- -------r--- ----(�---(�- ----- - -----_.. _
f DitToe (2-0800 I OJ821 i 92.2146 I 0.01 I 0.1168 �itch �2.9972 � ----- I�-P R03-
�
I P03-72 3.8900 f� 1.7638 � 8.6538 I 0.20 i 0.3462 I Di2� I 8.6536 i 11.0184 i
�From �� Rch Loss ' App � Bend �Junct HW Loss r Max El i
Node ;To Node (ft) � (ft) I (ft) � Loss(ft) ( Elev (ft) , (ft) �
, _---- ----------- ------=---- ----------- ---_____ _---
j ; 135.4249
__-------------------- .-- ----- --- ---------
�No approach losses at node DR03-71p5 because inverts and/or crowns are offset. (
- �----- - - -
�DR03-71 ;DR03-73 (�136.2444 �- � ------ � ------ � 136.2444 �148.0000 I
------------------.---------�
rDR03- �-------- - - �-- --r ;
�
�DR03-71 � 166.8114 � --na-- � --na-- � --na-- ; 166.8114 � 241.0000
� 71p5 � � ! i i I�
-- i - _�-- --
r-----�-- --�---';- -- � .
� DR0�3- i DRp�- i 237.6315 � --na-- � --na-- � na-- 237.6315 ' 241.0000 f I
� ,
' ,
- - - - - -------�--- ---
DR03- iDR03-71 155.0689 --na-- I --na-- � --na-- ` 155.0689 � 166.0000
71p3 � i i i i �
�r--- - -- �- - '._.. . _� _ - ---,---�- . r_.__.
. .._._ .. _ . ._ ._. .._... ._. _._.._ _ .i
� DR03 � DR03- ( 22�.0511 �--na-- � --na-- ( --na-- ► 227.0511 I 246.0000 �
' 71p2 : 71p3 I , � �
� -------;---- - --�-------- ___-� --- - --- --- --- -- -.------- ---�--- -
� DR03- + DR03- ' � ( � � I
� � 236 7350 i --na-- --na-- I --na-- ' 236.7350 ; 241.0000 j
� 71p1 'I 71p2 I ' � ; ,
WEP_RFC 1 B_StormshedOutput.dac
1 �
A3.9.3-11
7/6/2010 '
ROUT'EHYD [] 1'HRU [WEP_FD_1B] USING TYPEIA AND [100 year]
NOTZERO RELATIVE SCS/SBUH
Reach ; Area � Flow � Full ' Full nDe th nVel fVel CBasin/�
Q P �--_- --------------- --,
� ID � (ac) � {cfs) (cfs} � ratio � (ft) � s�e � (ft/s) � (ft/s) � Hyd �
-------- ---- -----_ -�A-DR03-I
Ditch- � � '
NW- 0.3300 0.2599 127.30 � 0.00 � 0.0502 ' Drtch 2.4662 I ��
Slope . ( � i � � � ��1p4 ' '�
-- --- - -- ----- ---__--: -- -- - -- -_.- � -- --- - - -� -- ---- -�--__ _�
. I � -- ---�
�NW Toe (1.8100 1.4254 (41.0441 � 0.03 ! 0.4255 �Ditch '3.9357 � _____ �7 DR03- �
� � � P
( Drtch- � � A DR03-
SE-Top �1.3100 �0.6051 26.2975 �OA2 I 0.3647 i D� itch �2.2741 I ---- I�1 P 1 '
�----- ------
- --------- ---- ------- --- -- --
; Ditch- � '
' � SE- 1.7000 0.9008 112.41 0.01 0.1132 Ditch 3.5756 -_--- i ip R03-�
� Slope i � �
Ditch- .-----f-----�---- -----( �---r----(-----A-DR03-�
�SE-Toe (2'0800 I 12001 i 922146 �0.01 ( 0.1501 Ditch I 3.4746 I ----- ('71P3 �
I ;
�-------r------ (� r ( r ��-(-- -(�--�-i
P03-72 i 3.8900 �6254 `� 8.6538 i 0.30 I 0.3774 I Dl� I 9.6744 j 11.4184 I j
--------------_-_____ - --�--------- ---------�-------- -�
- -�---- r--- - � ����
From I To Node Rch Loss � App Bend � Junct HW Loss Max EI ; I
Node ! (ft) , (ft) � (ft) � Loss (ft) Elev (ft) I (ft) i
__.__------- - ---- - ------- �
r -- --_ . ------ 135.5543 ; I
No approach losses at node DR03-71p5 because inverts and/or crowns are offset. �
DR03-71 IDR03-73 136.4821 ------ ----- �----- 136.4821
i 148 0000 ;
�- - - � � - - -- -I I
" ' -__.r.___ '____ _.__.1
�__".___"-_'__''"_____'_�(..____._'- __"___._--;_..�"_"_'"
DRpS- �DR03-71 � 166.8810 (--na-- i --na-- i --na-- � t66.8810 I 241.0000 �
, f
�_---------;--- -- -------- ----- - �----------- I
------- -
; DR03- � DR03- � � ',
�-------
; 237.6491 --na-- ! --na-- � --na-- � 237.6491 ; 241.0000
71p4 ; 71p5 � , �
---------; ------- --------- �--__--' � -�---
i DRp3 ! -- i -- , �
► (DR03-71 155.1180 , na-- �na-- � -na-- � 155.1180 � 166.0000 li
_ ----__ _-- -- -.--. _-_ _ _ . --
�--.___ _ . __ _ _..__._.____._. _
I DRp�- � DRp3- I 22�0936 . --na i --na � --na-- i 227.0936 i 246.0000
-- - ---- -- ._.----
,____ ,. --- - ; - -- --- _ _
iDR03- j DR03 ' I -- � -- � �---_ _---- � ---
' 71p1 " �1p2 ' 236.7947 � na-- i na-- I --na- 236.7947 � 241.0000
\l���Y_R'r�C 1[i_Storinshe�aUutpa�.uoc
,
L
) ' .
7/6/2010
Layout Report: WEP_FD_1B
__,
� Event jPrecip (in)i
�WQ 1.4400
�2 year �2.0000
�10 year �3.0000 �
_ _--:------ - �i
�25 year 13.5000 ;
i 100 year j4.0000 i
Reach Records
Record Id: Ditch-NW-Slope
�Section Shape: �itch I
Uniform Flow Method: Manning's Coer ff cient: �0.0450
.---------- _-- '- -- _r
IRouting Method: Travel Time Translation;Contributing Hyd
I -------- -
DnNode � IDR�3-71p5 i �UpNode ��R03-71p41
�Len 222.0000 ft Slo � 32.07% �
, � �-- -�- -�----------
;Bottom Width 2.0000 ft Top of Bank �l.5000 ft +
ISSI �2.00v:lh iSS2 ,2.0 v 1Q h �
' ----------------- --------- ---�------- -
�Up Invert �237.5700 ft �Dn Invert ;166.3800 ft
Record Id: Ditch-NW-Toe
ISectionShape:--- -----�Ditch --
----------- --------- __--- --------.-:---- _ -- - ----
jUniform Flow Method: IManning's jCoefficient: ;0.0270
-- ------- ---- -------- -------- ------- ..__;
(Routing Method: rTravel Time Translation�Contributing Hyd� i
; _-- . __ . _ - -- --- , - -- --- -- _-- ;-- --------- _ _ _ . . .
�DnNode �DR03-71 ;UpNode jDR03-71 p5�
- - _:
Len th`—- - -�-�---�494.0000 ft--- - ------- Slo_._e___._ _.---r4.65/o
� g { I p I - -a---
� --- ----------.�. . _
IBottom Width �0.0000 ft ITop of Bank 1.5000 ft �
----- ------- ---
SS 1 2.00v:1 h SS2 i2.00v:lh
� ----------- ---�-- --
_ . ._.--- - - -- -------,----- ---- -- --- -- -------�
�-------
Up Invert �166.3800 ft ipn Invert (143.4000 ft ;
44'EP_RFC 1 B_StormshedOutput.cioc
3
A3.9.3-13
7/6/2010
Record Id: Ditch-SE-Slope
ISection Sha e `Ditch I
--_--------p i
�------- --,
Uniform Flow Method: �Manning's �Coefficient: r0.04�0 '
--r--- ------
�Routing Method: jTravel Time Translation�ontributing Hyd� �
DnNode �DR03-71p3 UpNode ,DRO�i
�--------- .._. _------ -- ----..__--_,�-- --�•-----�------ - . -�
�Length �288.0000 ft �Slope `25.00%
�Bottom Width �.0000 ft ` rTop of Bank �1.5000 ft^
�SS1 � �2.00v:lh �S2 Tj2.00v:1h
----- --- ------ - ----
Up Invert 226.9200 ft �Dn Invert (154.9099 ft i
Record Id: Ditch-SE-Toe
�Section Shape: �Ditch
-- - - --------r----- -----
- ---------
Uniform Flow Method: Manning's �Coefficient: �0.0270
�--------- ----------- - ------ ----- ------ - �
Routing Method: �Travel Time Translation(Contributing Hyd� ;
- ' - - ---
�-------
�DnNode �DR03-71 �UpNode }DR03-71p3� �
-------- —�---- -- --
`Length �19 00 000 ft �Slope �6.06%
_ --- f -------- -` - --- r
Bottom Width 0 0000 ft To of Bank 1.5000 ft
�__ _ _- --- ----- --i. _ . --- -----_ _-I.-- p _ _ --I --- _---I
rSSI f2.00v:1h �SS2 �2.00v:lh �
jUp_Invert_____ �154.9100 ft____ _ �Dn Invert _ _ r143.4000 ft j '
Record Id: Ditch-SE-Top
- ----- ----- ---- -------- _ _-I
Section Shape: `Ditch �
Uniform F1ow Method: ;annin�s^---- ------ ---� _-._------------__..-------- _
r-------_.---_ __..-_--- g �Coefficient: j0.0270 '
!
- - --------- _ __�---------- -------- -- __ ,-------_----. _
(Routing Method: ;Travel Time Translatian;Contributing Hyd; '�
----- — ----- ---- -- ---------
;�DnNode �R03-71 p2 �UpNode jDR03-71 p�
�.- ---�-- ---- - ----- ---_^^-r-----
�Length �498.0000 ft CSlope �1.91%
�----Bottom Width �0 Q000 ft To of Bank 1.5000 ft
_.___._ ' —�-p —�-- ----
-- ----------_ .__...:�_-- ----- ----
�SSI--- _�_ ----- - (2.00v:lh �SS2 �2.00v:lh
_ _ - - -- _---- - -
- -----
�Up Invert ,236.4300 ft �Dn Invert �226.9200 ft ;
W�l'_f�l�'C:1 F3_StormshedOutput.doc
4
A3.9.3-14
7/6/20l 0
Record Id: P03-71
�- ----__._.. . ------- . _ ___ ------- -
�Section Shape: �Circular I
(Uniform Flow Method: rManning's � �Coefficient: �0.0120
�outing Method: Travel Time Translation iCon� tributing Hyd�--
- - -------- -------
DnNode DR03-73 � � ;UpNode ,DR03-71
._ --------- - --- -... ---------_ __.. -----_ ------ -
�Material 'Conc-Spun !�Size +12" Diam
-- - - - - - — -- -_ _ ----- _ - --- ------- ------
IEnt Losses �Beveled ring,45 deg bevels �
�Length -----� 16.0000 ft- ------- �Slopc ------�3.69%-- ---{
---r----- ----
rUp Invert � �135.4600 ft ;Dn Invert 134.8700 ft
r------ - - Conduit Constraints_ _ . __�I --
(Min Vel �Max Vel !Min Slope�Max Slope Min Cover
;'2.00 ft/s 15.00 ft/s 0.50% 2 00% � 3.00 ft�
� - - �-------; ►
jDrop across MH 0.00�0 ft Eac/Infil Rate 0.0000 in/hr
�Up Invert 134.8700 ft �Dn Invert i 135.4600 ft
----- - ---- �
'Ivfatch inverts.
Node Records
Record Id: DR03-71
---------_ _.. ._ ------ -- - ---- - -------------,--- ---_-- - ------;
Descrip: �Prototype Record jlncrement �0.]0 ft
jStart El. ��135.4600 ft � Nlax EL �Nj 148.0000 ft
�_._____-'_..-' -_� -"-� _ '__ r'_.--__._._._.. _ --____._
!Classification�Manhole iStructure Type ;CB-TYPE 1-48
jEnt Ke rC'Troove End w/Headwall (ke=0.20)�Channelization;�Curved or Deflector'�
- - - '
r---------�-�-- -�r---�-- - ---�- ----- -�-' �----r.__------_-_--r----------------__._...�
;Catch �1.5000 ft �Bottom Area j 19.63 50 sf ;
------------_-.____,_----------- �
�---- -,--- -- � �
ICondition IExisting ;
Recard Id: DR03-71p1
_ _ ----- --- , _ __ _
(Descrip: �Prototype Record;Increment;0.10 ft �'
-- ---- - ----.. .r � _;
�Start El. �236.4300 ft ;Max EI. �241.0000 ft;
_ _ _____ __ _ - - - _ __.__`_--- _ .�
iDummy Type Node ;
WEY_FZFC 1 t3_StonnshedOutput.doc
;
A3 9 3-1�
7/6/2010
Record Id: DR03-71 p2
------ __--- - __ ,
�Descrip: jPrototype Record jIncrement I0.10 ft
- ------- -
Start El. 226.9200 ft �Max El. r246.0000 ft
-------------- _-------------�
Dummy T e Node !
�— -- Yp ,
Record Id: DR03-?lp3
--- _ _. �
iDescrip: Prototype Record:Increment�0.10 ft �
�tart El. 154.9100 ft �Max EL �166.00OU ft�
�Dummy Type Node !
Record Id: DR03-71 p4
. -, -- -_ _ ^ __- ---- - ___ ____
Descnp:;Prototype Record jIn�rement ;0.10 ft
- r---------- �
�Start El. �237.5700 ft (Max El. ,241.0000 �t'
�Dummy Type Node �
----------------------- — _�
Record Id: DR03-71p5
_ _--- __ __ _ _ - -�
�Descrip: �Prototype Record�Increment�0.10 ft I
jStart El. �16b.3800 ft ;Max El. 241.0000 ft',
;Dummy Type Node � �
--------------------- --_ __ _--- __;
Record Id: DR03-73
_ __
�Descrip: lPrototype Record';Increment I.0.10 ft �
_ _, -- ---- – _-- ------'- ---. _
�Start El. ;140.0000 ft "Max El. '148.0000 ft'
__ � _ ° .---�---
�Dummy Type Node
�'EI'_RFC 1 B_Sturinshed0utpu�.�luc
E�
�� � :�-��
�%��,olo
Contributing Drainage Areas
Record Id: A-DR03-71P1
_-- __ _ ----------------- -- ---- -------
jDesign I�lethod � SBUH Rainfall type , TYPEIA R
----------------- - ----------•------------�
rHyd Intv 10.00 min lPeaking Factor 484.00 !
- - ---- ---- --- -------
� � Abstraction Coeff j 0.20
�Pervious Area (AMC 2) 1.31 ac rDCIA � 0.00 ac
� --------
� -- ----�---- -- --- -- ------- ---- ---- --
IPervious CN 86.00 DC CN 0.00
r____._ _____�
________ i _,
_ �___ _
�Pervious TC ` 23.85 min DC TC 0.00 min
--�------ Pervious C -_
--- -
, _. __--- ---_ - --- ---_--------
----- --------------
N Caic
--------------- --
I� Descri tion SubArea Sub cn
I� p , r--------�---
-----------�--- --------_ _._ _ .
I� T Open spaces, lawns,parks (>75%grass} � 1.31 ac i 86.00
�i � Pervious Composited CN(AMC 2) ' 86.00 ,
� _ __--------------- ----- ---- - _
�
',� A ` Pervious TC Calc I
�� Type � Description j Length (Slope Coeff ; Misc I TT
---�--�--�---------r-----r -�--'----
�Short prairie grass and lawns.: !200.00 a ; �2 00 ,21.58 l
Sheet � �2.00/o�0.I 500 . '
,I.------_____ ---10.15 �ft i ,m jmin
------ - -�-- - --- -------- -�
�Short grass,pasture and lawns r- j o ' � �0.88
�iShallow ��n=0.030) �80.00 ft I2.00%�0.0300 �
�min
----------- _--- -------- �
I� --- ---- �- ;----�----_�_ ----- ----
� Channel 200.00 ! 1.39
I(interm) Grassed (n=0.030) (ft 2.00%;0.0300 j �m� i
; ---� --- ------- --- ' ---- ---= --_�_. -
;' Pervious TC ` 23'gs II
� � m j'
' _ ---- __ _ - -- -------- - - - --- - -- -------- - --- --- -- -_
in
Record Id: A-DR03-71P3
- --- --�-----_-- -- - -
. - --- , ---- -
jDesign Method SBUH �Rainfall type ; TYPEIA
(Hyd Intv � I0.00 min �Peaking Factor r 484.00
;--- - - - ---�-- ------� ---- - -- --- --------
� � 0.2o I
� �Abstraction Coeff �
, _ _ _ _._ -- --- _- - - --- -- ___ _- -- --�--
_ .,_ ,
;Pen�ious Area (AMC 2) I 0.38 ac jDCIA � 0.00 ac �
_. .. _ __ . __- - - '
- -- - -- _- - �
--- _ _ _.
�Pervious CN � 92.00 iDC CN I 0.00
- ------._.__.� _ --- .
--- -_---------.... _ ______ ._._..---
�...--- -
;Pervious TC 5.00 min !DC TC 0.00 min
- - -- -- - --- - --- ----- ---
,.--. . ----_ _ --__ . _ _ .___._ - - - -______ ___- _ _ __I
I; Pervious CN Calc
WEP_RFC 1 B_StormshedOutput.doc
7
A3.9.3-17
7/6/2010
--------------------------- --------------_------------
�- __.__--- --------------�----- - ---- - ----------------_ _---- _. ---- �------------
� Description _ _ _ � SubArea j Sub cn I�
� Open spaces, lawns,parks(>75% grass) � 0.38 ac�� 92.00 �
- I
- - - - - -----------------------------.�-.-__- --------
I
�,_-----=_-= --- _-�__-__ __ -------------- ---- ;
^ Pervious TC Calc ,
'---- - -__ ------ - - - - -- -II
; Type � Description ( Length Slope � Coeff r Misc � T'T �i
� �Fixed 5.00 min '�
�----- -� --�---- - �,
, � _________ _ ______ ______ _ ____ _________�
� _ Pervious TC ( 5.00 min _
Record Id: A-DR03-71p2
- ------------------------ ------ ------------ -�
�Design Method 1 SBUH �Rainfall type � TYPEIA
H d Intv `i � 10.00 min Peaking Factor �484.00�
� Y
� i � �Abstraction Coeff 0.20 �
IPervious Area {AMC 2) ��0.39 ac �DCIA � 0_00 ac
___----- ------
Pervious CN 92.00 DC CN � 0.00
f ---
(Perviaus TC 5.00 min �DC TC �0.00 min
r;=-=- -�'_--- Pervious CN Calc .i�-!� I
�_____----- ----------------___-_---- _ ___---- ---
I� �Sub cn
Description j SubArea �
Open spaces, lawns,parks(>75% grass) 0.39 ac 92.00 I i
:;------__.--------- ---- ---- -� --- -�.�- --
� Pervious Composited CN (AMC 2} j 92.00
i' ---. _--- _-------- -------
— -- -- -- - --
- - _.--- ---- - -- --- - �------ ---___—_-- -
Pervious TC Calc I
I _.. , -�- --._._ __.- -- - -- - - -- ---�- - -
, Type ; Description Length I Slope i Coeff �Misc � TT �f
_._ - - ,._ -- --- _ _ - - _ ___ _--- -. -- - 1
''Fixed ; � �5.00 min �
; ---- - --- ---`--Pervious TC i �5.00 min - �±
�__ __ -- __ _--.... ----- -----_ _ _-- - - - -- - -__ ___---- - -- - _ ___
Record Id: A-DR03-71p4
- -------------- --____ — -- - ---- ---- ----- --- - ----- ,
�;Design Method � SBUH jRainfall type � TYPEIA i
;Hyd Intv ------ ---- --�-----�� IO.00 min Peaking Factor --�-�- - 484.00 %
___ __ . _ _ _ __.__. _.._.___ _ _-___ ___. _------ __._. ----------'- --- __._ _;
� ! �Abstraction Coeff 0.20 ;
Pervious Area (AMC 2) ; 0.33 ac �DCIA j 0.00 ac ;
---------- - ___ ---------- ---- -- --- ---------------�-�--------__ __
,--- --- -
'Perviaus CN i 92.00 rDC CN � 0.00
__ _--------- _ __--- - - - -:
- -------�--- -------
�Pervious TC � 5.00 min �C TC � 0.00 min
Vl-'EP_RFC 1 B_Stormshed0utput.doc
4
a3 s:�-�s
?%ti,'�010
i� - ------- _ - -- - _ _ Pervious CN_Calc �—----- ---. _.. _ __---I.
;� Description � SubArea ; Sub cn I
;-------------- _ .
,--------------
� Open spaces, lawns,parks (>75%grass) 0.33 ac � 92.00
--- -
---------------- ----------=----------- - �
i� -- Perv�ous Composited CN(AMC 2) � 92.00
i'— --- -- - --- -
�=---- -- - --- -- --- -- `�
j Pervious TC Calc �
; Type � Description � Length � Slope j Coeff � Misc ! TT ,
�__----- --- -------- - -- -- - - ------- ------------ --
�----------- �
:Fixed i � �5.00 min
----�-- �-- ----- Pervious TC�_-- -------J -'--5.00Tmin ;
��. ---- � �
Record Id: A-DR03-71 p5
�esign Method � SBUH �Rainfall type ��TYPElA ;
IHyd Intv � �10.00 min �eaking Factor � 484.00 _�'
� � ,Abst car ion Coeff �0.20 �
' --- --
----- _ - ----__ _-------- ._ .__ _._ . --- �----------
�Pervious Area (AMC 2) � 1.48 ac jDCIA 0.00 ac j
jPervious CN -- - -- �-�92.00T �DC CN ' � �0.00 -- ',
;Pervious TC � 5.00 min DC TC 0.00 min
i----- --- ----' ---Pervious_CN Calc-- ---- ----- --- ---=----��
I-------- - ,-----------
'� Description + SubArea I Sub cn
_ __-- - ------------ -- -------------- ----------- - - - _ ;
� � Open spaces, lawns,parks(>75%grass) � 1.48 ac j 92.00
--------- -- --- --;-----
��� Pervious Composited CN(AMC 2) � 92.00
- ---�------------------------- ----- - �---- --------
�i==-:. _---- : --.-- -._..--_-_= Pervious TC Calc-- - ------_ _----_ __=�
� y�- .� __.__- p _. -- - i----g _(-- .._P-i-------�- --- -I-- - . _._ _.',
�' T e Descri tion � Len th � Sto e � Coeff � Misc TT ,
� Fixed---- --- --- --- ' ----- -- -- __ ------ -- 5.00 min` -i
�' Pervious TC . 5.00 min '
,
i._..._ _ ___...__ -- ----- - -- - _--- --�---�-- �
Licensed to: Ch2M Hill - Bellewe, WA
W EP_RFC 1 B_StormshedOutput.doc
9
as.s 3-�s
Ditch Stability Check - Ditch NW Slope Z:1 foreslope and Z:1backslope
HRM Appendix 6A, Section 6A-2.10 design and stability check
Design for Ditch Capacity
10-yr flow rate(Q)= 0.18 cfs
DITCH slope(s)= 0.350 ft./ft.
STEP NUMBER
1 DESIGN FLOWS
Q10 0.18 cfs
6 CONVEYANCE CAPACITY
a)Check DITCH capacity for 10 year flows using Mannings Equation
Q100=(1.49/n}(A'R".6667•S"0.5)
A=(b+ZY)'Y
R=(b+Zy)�Y�(tb+2y)'(1+Z^2).5)
A= 0.083
R= 0.038
b= 2.000
Z= 2.000
n= 0.045 see HRM Table 4B-6
y= 0.040 Q= 0.18
b)Check 10-year peak flow velocity
V10=Q10/A10
V10= 2.2 ips
Shear stress=WHG=(Weight of Water)x(height of Water)x(Channel Gradient)
Shear stress 0.87360 Iblftz
From Table 6A-2
Permisable Shear Stress Result
Check Low Check High
Lfner Category Liner Type Low High End End
Non-Cohesive Bare soil 0.01 0.04 Erode Erode
Cohesive bare soil
Noncompacted 0.10 Erode
Compacted 0.80 Erode
Erosion Control blankets
Jute D.45 1.00 Erode O.K
Curlex wood ar straw 1.00 2.50 O.K. O.K.
Co'u 2.00 4.00 O.K. O.K.
Organic,synthetic,or mix 10.00 12.00 O.K. O.K.
Vegetative(varies w!type and density ot grass stand)
Uncut stand 2.10 3.70 O.K. O.K.
Cut grass 0.60 1.00 Erode O.K.
Gravel/F2iprep
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.00 O.K.
12-inch 4.00 O.K.
WEP Perimeter Ditch RFC 1 B 10.x1s, SheetDITCH-NW SLOPE Printed: 7/7/2010, 1:17 PM
A3.9.3-20
Ditch Stability Check - Ditch NW Toe Z:1 foreslope ancE Z:1backslope
HftM Appendix 6A, Section 6A-2.10 design and stability check
Design for Ditch Capacity
10-yr flow rate(Q)= 0.98 cfs
DITCH slope(s;= C.06C ft.1ft
STEP NUMBER
1 DESIGN FLOWS
Q 1 D 0.98 cfs
6 CONVEYANCE CAPACITY
a)Check DITCH capaciry for 10 year flows using Mannings Equation
Q1G0=(1 49in)(A'R^.6667'S^0 5)
q=(b+ZY1'Y
R=(b+ZY)`Y���b+2y)*(1+Z^2).5)
A= 0.248
R= 0.157
b= 0.000
Z= 2.000
n= 0.027 see HRM Table 46-6
y= 0.352 Q= 0.98
b)Check 10-year peak flow velocity
V10=Q10lA10
V10= 4.0 fps
Shear stress=WHG=(Weight of Waterix(height of Water}x(Channel Gradient} I
Shear stress 1.31789 Ib/ft`
From Table 6A-2
Permisable Shear Stress Resuft
Check Low Check High
Liner Category Linsr Type Low High End End
Non-Cohesive eare soil 0.01 O.Q4 Erode Erode
Cohesive bare soil
Noncompacted Q.10 Erode
Compacted 0.80 Erode
Erosion Control blankets
Jute 0.45 1.00 Erode Erode
Curtex wood or straw 1.00 2.50 Erode O.K.
Coir 2.00 4.00 O.K. O.K.
Organic,synthetic,or mix 10.00 12.00 O.K. O.K.
Vegetative(varies w/type and density of grass stand)
Uncut stand 2.10 370 O.K. O.K.
Cut grass 0.60 1.00 Erode Erode
GraveURiprap
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.00 O.K.
12-inch 4A0 O K
WEP Perimeter ditch RFC 1B 10.xfs, SheetDITCN-NW TOE Printed: 7r7(2010, 1:18 PM
A3 9 3-21
Ditch Stability Check - Ditch SE Top Z:1 foreslope and Z:1backslope ;
HRM Appendix 6A,Section 6A-2.10 design and stability check
Design for Ditch Capacity
10-yr fbw rate(�)= 0_37 cfs
DITCH slope(s)= 0.02Q flJft.
STEP NUMBER
1 DESIGN FLOWS
Q10 037 cfs
6 CONVEYANCE CAPACITY
a)Chedc DITCN capacity for 10 year 11ows usirg Mannings Equation
Q100=(1.49/n)(A'R^.6667'S"0.5)
A=(b+ZY)'Y
R=(b+ZY)�Y�i�b+2Y)���+Z^Z).5)
A= 0.184
R= 0.136
b= 0.000
Z= 2.OQ0
n= 0.027 see HRM Table 48-6
y= 0.3D3 Q= 0.38
b)Check 10-year peak flow vebcity
V70=Qt0/A10
V10= 2.0 fps
Shear shess=WHG=(Wei�t of Water)z(height ot Water)x(Channel Gradient)
Shear stress o.37ata Ibtft2
From-able 6A-2
Permfsable Shear Streas Result
Check Low Check High
Liner Category Liner Type Low High End End
Non-Gohes�ve Bare soil 0.01 0.04 Erode Erode
Cohesive bare soG
Noncompaded 0.10 Erode
Compacted 0.80 O K.
Ernsfon Control Wankels
Jute 0.45 1.00 O.K O.K.
Curlex wood or straw 1.00 2.50 O.K O.K.
Car 2.00 4.00 O.K. O.K,
Organic,synlhetic,or mix 10.00 12.00 O.K O.K.
Vegetative(varies w!type and density ot grass stand)
Uncutstand 2.10 3.70 O.K. O.K.
Cu�grass 0.60 1.00 O.K. O.K.
GraveYRipr�
1-inCh 0.33 Erode
2-inch 0.67 O.K i
6-inch 2.00 O.K. I
12-inch 4.00 O.K.
L�128735�HydrolWEP_Perimeter_Ditch_RFC_16_10 xls,SheetDITCH-SE TOP Printed: 7(7/2010, 1:18 PM
A3.9.3-22
Ditch Stability Check-Ditch SE Slope Z:1 foreslope and Z:1backslope
HRM Appendix 6A,Section 6A-2.10 design and stability check
Design for Ditch Capacity
10-yr flow rate(Q)= 6.58 cfs
DITCH slope(s)= 0.250 ft.lft
STEP NUMBER
1 DESIGN FLOWS
�10 0-58 cfs
6 CONVEYANCE CAPACITY
a)Check DITCH capaci,ry for 10 year flows using Manni�gs Equation
Q100=(1 49inJ(A'R^E667'S^C 5;
A=Ib+ZY)�Y
R=(b+ZY?'Y�f(b+2y�•(�+Z^p).5)
A= D.169
R= 0.079
b= 2.G00
Z= 2.0�
n= 0.045 see HRM Table 48-6
y= 0.087 Q= 0.58
b)Check 10-year peak Oow velocity
V10=Q10fA10
V10= 3.1 ips
Shear stress=WHG=(Weight of Water)x(height ot Water)x(Channel Gradient}
Shea!stress 1.35720 Ib!ft'
From Table 6A-2
Pertnlsable Shear Sdesa Result
Check Low Cbeck Hgh
Liner Category Lirter Type Low Hlgh End End
Non-Cohesive Bare sail 0.01 0.04 ErOde Erode
Cohesive bare soit
Noncompaded 0.10 Erode
Compacled 0.80 Etode
Erosicn Conlral blankHs
Jute 0.45 1.00 Erode Erode
Cudex wood or svaw 1.00 2.50 Erode O.K
Coir 2.00 4.00 O.K O.K.
Organic,symheGc,ormix 10.00 12.00 O.K. O.K. ,
Vegetative(varies wl type and density of grass stand) �
Uncutsland 2.10 3.70 O.K. Q.K.
Cut gress 0.60 1.00 Erode Erode
GraveURiprap
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.00 O.K.
12-inch 4.00 O.K.
L 1287351Hydro1WEP_Perimeter_Ditch RFC_1B_10.x1s, SheetDITCN-SE-SLOPE Printed: 7r7/2010, 1.18 PM
A3.9.3-23
Ditch Stability Check-Ditch SE Toe Z:1 foreslope and Z:1backslope
HRM Appendix sA,Section sa-2.io design and stability check
Design for Dilch Capacity
10-yr Pow rate(Q)- 0 78;c!s
DITCH slope(s)= 0.060;ft./ft.
STEP NUMBER
1 DESIGN FLOWS
Q10 0.78 c�s
6 CONVEYANCE CAPACITY
a)Check DITCH capacity for tC year fion-s�sr�y��4annings Eq�ation
Q100=(1.491n){A'R^.6667'S^C.5)
A=(b'ZY)�Y
R=(b*�Y)'Y�((b+2yplt•L^2)`)
A= 0210
R= 0.145
b= 0.000
Z= 2.000
n= 0 027 see HRh1 Table 4B-6
y= 0 324 Q= 0 78
b)Check 10-year peak flow vela�iq-
V10=a70lA1D
V10= 3.7 'ps
Shear sUess=WHCa=(Weight of Water)x(helght of Water)x(Channel Gradient)
Shear stress 1 21306 Ib/ft2
From Ta61e 6A-2
PermisaWe Shear Strass Result
Check Low Chack Hlgh
LlnerCatego LinerType Low Hlgh End End
Noo-CohesNe 8are sdl 0 01 0.04 Erode Erode
Coheslve bare so8
Noncompaded 0.10 Erode
Compaded 0.80 Erode �
Eroslon CoMrol blankets
Jute 0.45 1.00 Erode Erode
Curlex wood or s6aw 1.00 2.50 Erode O.K
Cdr 2.00 4.00 O.K O.K
Orgaric,symhetic,a mtx 10.00 12.00 O.K. O.K.
VegeWtiva(varies w/type and derWty of grass stand�
Uncutstand 2.10 3.70 O.K. O.K.
Cut grass 0.60 1.00 Erode Erode
GraveURiprep
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2 00 O K
12-inch aAO O K
L128735�Hydro\WEP_Perimeter_Dftch_RFC_18_10 xls,SheetOITCH-SE-TOE Pnnted: 7!7l2010 1:18 PM
A3.9.3-24
D'ItCh Stability CheCk - DitCh NW Slope Z:1 foreslope and Z:1backslope
HRM Appendix 6A, Section 6A-2.10 design and stability check
Design for Ditch Capacity
100-yr flow rate{Q)= 0.26 cfs
DITCH slope(s)= 0.350 ft./ft.
STEP NUMBER
DESIGN FLOWS
Q 100 0.26 cfs
6 CONVEYANCE CAPACITY
a)Check DITCH capacity for 100 year flows using Mannings Equation
Q100=(1 491nj�A'R^.6667'S^0.5)
q=(b+ZY)�Y
R=(b+ZY)�Y�(b+(2Y`�1�Z"2)"•5))
A= 0.103
R= 0.046
b= 2.000
Z= 2.000
n= 0.045 see HRM Table 4B�
y= 0.049 Q= 0.26
b)Check 100-year peak Flow velocity
V100=Q100/A10G
V100= 2.5 fps
Snear stress=WHG=(Weight of Waterix{height of Waterjx(Channel Gradient) I
Shear stress 1.070�6 Ib!ft`
From Table 6A-3
Permtsable Shear Stress Result
Check Low Check High
�iner Category Liner Type Low High End End
Non-Cohesive Bare soil 0.01 0.04 Erode Erode
Cohesive bare soil
Noncompaded 0.10 Efode
Compacted 0.80 Erode
Erosion Control blankets
Jute 0.45 1.00 Erode Erode
Curtex wood or straw 1.00 2.50 Erode O.K.
Colr 2.00 4.00 O.K. O.K.
Organic,synthetic,or mix 10.00 12.OQ O.K. O.K.
Vegetative(varies w/type and densily of grass stand) !
Uncutstand 2.10 3.70 O.K. O.K.
Cut grass 0.60 1.00 Erode Erode
Gravel/Riprap
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.00 O.K.
12-inch 4 00 O K
P rim r Ditch RFC 1 100.x�s SheetDITCN-NW SLOPE Printed: 7/6/2010 4:49 PM '
WEP_ e ete _ _ _ B_ , ,
A3 9.3-25 �
DitCh Stability CheCk - DitCh NW Toe Z:1 foreslope and Z:1backslope
HRM Appendix 6A, Section 6A-2.10 design and stability check
Design for Ditch Capacity I
100-yr flow rate(Q)= 1.43 cfs I
DITCH slope(s)= Q.O60 ft./ft. ',
STEP NUMBER '
1 DESIGN FLOWS
Q100 1.43 cfs
6 CONVEYANCE CAPACITY
a)Chedc DITCH capaciry for 100 year flows using Mannings Equatlon
Q100=(1.49/n)(A'R^.6687'S^0.5)
A={b+ZY)�Y
R=(b+Zy)`y/(b+(2y`(1+Z^2)^.5))
A= 0.330
R= 0.162
b= 0.000
Z= 2.000
n= 0.027 see HRM Table 46-6
y= 0.406 Q= 1.43
b)Check 100-year peak flow velocity
V100=Q100/A100
V100= 4.3 fps
Shear stress=Vb'HG=(Weight of Water)x(neight of Water)x(Channel Gradient)
Shear stress 1.52082 Ib/ft2
From Tablz 6A-3
Permisable 5hear Stress Result
Check Low Check High
Liner Category Llner Type Low High End End
Non-Cohesive Bare soil 0.01 0.04 Erode Erode
Cohesive bare soil
Noncompacted 0.10 Erode
Campacted 0.80 Erode
Erosion Control blankets
Jute OA5 1.00 Erode Erate ,
Curlex wood or straw 1.00 2S� Erode O.K. �,
Colr 2.00 4.00 O.K. O.K. I
Organic,synthetic,or mix 10.00 12.00 �.K. O.K. ���
Vegetative(varies w/type and density of grass stand) lil
Uncut stand 2.10 3.70 O.K. O.K. �
Cut grass 0.60 1.00 Erode Erode �
GraveURiprap
1-inch 0.33 Erode
2-inch 0.67 Erode I
6-inch 2.00 O.K. II
12-inch 4.00 O K.
WEP Perimeter Ditch RFC 1B 100x1s, SheetDITCH-NW TOE Printed: 7!5l2010, 4:49 PM '
A3.9.3-26
DitCh Stabllity CheCk - DitCh SE TOp Z 1 foreslope and Z:1backslope
HRM Appendix 6A,Section 6A-2.1G design and s.2bility CheCk
Design for Oitch Capacity
1CG-yr flow r2te(Q;- 0 61 cfs
DITCH slope(s)_ _ 002D K!ft.
STEPfJUMBER
1 DEStGN FLOWS
Q 100 0.6' cfs
6 CONVEYANCE CqPACITY
a)Check DITCH cap3city for 100 year I'ows using Ma�nings Equatioa
Q100=�1.49ln)(A'R^.666"S"0.51
A=(b+Zy}•y
R=�b+ZY)'Y��b*(zY"l�*Z"2;"5))
A= 0.262
R= 0_162
b= 0.000
Z= 2.000 �
n= 0.027 see HRM Table 48-6
y- 0.362 Q= C.61
b)Check 100-year peak flow velocity
V100=Q100lA100
V100= 2.3 fps
Shear stress=V'JHG={We�gh;cf Waterlx(height of Water)x(Chan.�el Gradient;
Shear stress G 45178 Ib�ftz
From Table 6A-3
Parmisable Shear Stress RCSuIt
CAeck Low Check High
LtnerCatego Liner7 Low Higb End End
Non-Cohesive Bare soil 0.01 0.04 Erode Erode
Cohesive bare sal
Noncompacted 0.10 Erode
Compacted 0.80 O.K.
Erasion Conirol blanKets
Jute 0.45 1.00 Erode O.K.
CuAex wood or straw 1.00 2.50 O.K. O.K.
Cok 2.00 4.00 O.K. O.K.
Organic,synMetic,or mix 10.00 12.OD O.K. O.K.
Vegetative(varies w/rype and deruiry of grass stand) i
Unculstanu 2.10 3.70 O.K. O.K.
Cutgrass 0.60 1.00 O.K. O.K.
CxavelfRip2P
1-inCh 0.33 Erode �I
2-inch 0.67 O.K I
6-inch 2.00 O K
12-inch 4 00
DitCh Stabllity CheCk-DItCh SE Slope Z:1 foreslope and Z:1backslope
HRM Appendix 6R,Section 6A-2.10 design and stability check
Design for Ditch Capaciry
t 00-yr fbw rate(Q)= 0.90 cfs
DITCH sope(s)= 0.250 ft./fl.
STEP NUMBER
1 DESIGN F�OWS
Q100 0.90 cls
6 CONVEYANCE CAPACITY
a)Check DITCH capacity for 100 yeer flows using Mannings Equation
Q100=(1.49/n)(A�R^.sssrs^o.s�
A=Ib*ZY)'Y
R=(b+ZY)'Y�(�*(2Y'(1+Z^2)"�5))
A= 0.252
R= 0.700
b= 2.000
Z= 2.000
n= 0.045 see HRM Table 4B�
Y= 0.113 Q= 0.90
b}Check 10C-year peak flow velxity
V100=Qt00iA1C0
V100= 3.6 fps
Shear stress=WHG=(Weignt of Water)x(height of Water)x(Channel Gradientj
Shear stress 1.7628o Ib/ft�
Fron 7able 6A-3
PermfsaDle Shear Stnss Result
Check Low Check High
L�nerCategory LlnarType Low Hlgh End End
Nor�Cohesive exe soi 0.01 0.04 Erode Erode
Cohesive bae sdl
Nonoompaaed 0.10 Erode
Compaded 0.90 Erode
Erosion Conirad blankels
Jute 0.45 1.00 Erode Erode
Curkx wood or straw 1.00 2.50 Erode O.K.
Coir 2.00 4.OU O.K. O.K.
Organk,syntl�etic,a mix 70.00 12.00 O.K O.K.
VE�Bf2I1V2�V8(k5 W/}�2M dCIlSify Of 9f8S6 b�8l1A)
Unw1 stand 2.10 3.70 O.K. O_K.
Cut grass 0.60 1.00 Erode Erode
GraveURiprap
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.0� 0.K.
' 12-inch 4A0 O.K.
L:i28735�Hydro�WEP_Penmeter_Ditch_RFC_1B_100x1s.SneetDITCH-SE-SLOPE Printed: 7i6i2010,4:49 PM
A3 9.3-28
DitCh Stability CheCk-D'ItCh SE TOe Z:1 foreslope and Z:1backslope
HRM Appendix 6A,Section sA-2.io design and stability check
Design for Ditch Capacity
100-yr fla�.rate;Ql= �2D cfs
DITCH stope(s)-' O.O6C�ft/ft
STEP NUMBER
1 DESIGN FLOWS
a100 1 20 cfs
., CONVEYANCE CAPACITY
al Check DITCH capacity(or 100 year flows using Mannings Equa!icn
Q100=(L49(n)(A'R^566?'S^0 5)
A=��*ZY)�Y
R-�b+ZY�•yf�b,�z�•t 9�Z,2;^.51 i
A= 0.2b9
R= 0.170
b= OAGO�
Z= 2_000'
n- OA27'see Hn�t^Tzble 4B o
y= 0 38C Q= ' 20
bj Check 100-year peak flow velocity
V100=Q100/A100
V100= 4.2 fps
Shear sttess=WHG=(Weight of Waterlx(heigM of Water)x(Channel Gradieni;
Shear stress �.42272 iWft=
From Table 6A-3
Permisabie Shear Streas RCsuk
CheCk Low Check Nigh
Liner Category Liner Type Low Hlgh End End
Non-Cohesive B�e sofl O.D1 0.04 Erode Erode
ICohesive bare coil
Noncompacted 0.10 Erode
Canpacted 0.80 Erode
Erosion Control hlankets
Jute 0.45 1.00 Erode Erode
Cw1ex wood or atraw 1.00 2.50 Erode O.K.
Coir 2.00 4.00 O.K. O K
Organk,c�mltietic,or mix t0.00 12.00 O.K O.K
Vegetative(varies w/lype and densfty of grass slan�
Uncutstarxl 2.70 3.70 O.K. O.K.
Cut grass 0.60 1.00 Erode Erode
G2veUR�reP
1-inch 0.33 Erode
2-inch 0.67 Erode
6-inch 2.00 O.K.
12-inch 4.00 0-K.
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A B C D
ID ACRES CN PRODUCT
DR03-71 P1 1.31 86 112.66
DR03-79 P2 0.39 92 35.88
DR03-71 P3 0.38 92 34.96
DR03-71 R4 0.33 92 30.36
DR03-71 P5 1.48 92 136.i 6
TOTAL 3.89 350.D2
WT AVG 90.0 (SUM D/SUM B)
A3 9.3-47 �
7/7/2010
Contributing Drainage Areas
Record Id: A-DR03-71P1
__ ---- ___. ..--- _____._ . _..--__ --�----- --------------�--__ ___ _ _ ------------ --
Design Method SBUH Rainfall type TYPEIA
_..------__.____ _ -------�- ---------------- -� -.._____...-- ---
Hyd Intv 10.00 min Peaking Factor 484.00
_ _..- --_------- __ ...-------- - --------- --- -- -------------- --- - ------ ----- -- --
Abstraction Coeff � 0.20
-- _ - ------------- ---- __---- . _-- - ---_____ _-- -------�---
Pervious Area (AMC 2) 1.3 I ac DCIA 0.00 ac
------------ ---�-__ ----- _ _ - -___------- ----------------_.__. _.___-------� ---
Pervious CN 86.00 DC CN 0.00
Pervious TC ���� ' 23.85 min �DC TC � `y . 0.00 min ^
-- - � -- - �- --- ----._.____.__. _ _ .. __ .. .-- -------- - ------- .. _ __ - --- -- --- -�
Pervious CN Calc
� ^ Description � ^ SubArea ^ Sub cn
--�-- ~_-Open spaces, lawns,parks (>75% grass)----- ^-----.l1.31 ac ' �_. 86.00 --
� � Pervious Composited CN(AMC 2) � V 86.00
---- - - -- - --- --- --- - ------_ - -
Pervious TC Calc
--- r-- ---
Type ' Description Length !Slope Coeff Misc T"T
-- -----_-- - ------------ --------------r---------- ------ ---- - -- .-- ------
Sheet �Short prairie grass and lawns.: 200.00 �2 00% 0.1500 2•00 21.58
A.15 jft in �min
-------- -_--------------- -- -- --�-- -��----- -------
Shallow Short grass,pasture and lawns g0.00 ft '2.00% 0.0300 �'g8
i(n=0.030) � min
�----- ------ :--�------ --- __ - --- -- --- --�--_____. - -o- -------- ------ -- - -- -
Channel 200.00 �1.39 '
(interm) ��sed(n=0.030) ft 2.00/0 0.0300 min '
-- ---_._------�-- - -- - ---- -------------�----------- --.._ - --- ---- �---- ._--
Pervious TC 23.85
min
Record Id: A-DR03-71P3
- - ._ _ _ ___ _ _ _ _
Design Nfethoc� SBUH Rainfall type TYPEIA
-----------------__-----------._._-- ---.-------- .------.__._____._ _____.__ _�.---___.__
Hyd Intv 10.00 min Pe,aking Factor 484.00 �
�- - -- - ---- - -- -- - -------___ __.------------ ----------- -- �
` � � Abstraction Coeff 0.20
-- --- _ _ _ _ __---.._-._._� .---------- ---------------_._ ------- __-------------
Pervious Area (AMC 2) 038 ac DCIA 0.00 ac
_.__ ...------- ------___........... _ _ . __-------. ___---- --------------___ ._.. ... __ __--------.__.
Pervious CN 92.00 DC CN 0.00
__ _ ___ -----. .---- _ _ _----- - ---�----- - - -----...----- - --- - __ _---_______
Pervious TC 5.00 min DC TC 0.00 min I
Pervious CN Calc '�
WEP_RFC 1 B_StormshedOutput.doc '
7 �
A3 9.3-48
7i"7!2010
Description ; SubArea Sub cn
_._�._.__..__.__.----__._.___._�__.________.__.-.-----------__._�.._--.- .---------.__ _ _ ----------;�
Open spaces, lawns,parks(>75%grass) ' 0.38 ac 92.00 '
- .._ . .-- --- - _ _-- ---- -. ._. _ . . . _ . ---- .
Pervious TC Calc I
--------------------- --- ------_ ----- - -- ---____
Type � Description : Length ' Slope Coeff � Misc TT
-�----- - -----....-�--------- --,----------------___---'---_.___ . _ .- -- - -- ---------
Fixed 5.00 min
------ -..__ �______...__.------__ ------ --- ------------------------- ----�------
Pervious TC 5.00 min
Record Id: A-DR03-71p2
---------— -- --- --- -- ----- ---_____ _-- ----- --- ---- ------ ---- -----.._.__
Design Method SBUH RainfAll type TYPE l A
---__----------------------- —�----- --- --- -- -
Hyd Intv 10.00 min �Peaking Factor 484.�0
------_ __---------------------� ------ -- . .. _
r--_-_-------------_._.. - -- - ----
�Abstraction Coeff 0.20
Pervious Area (AMC 2)^ 0.39 ac ;DCIA J 0.00 ac
---------- __------___--- -__- ___------- -----------------�-------
. __.___
Pervious CN 92.00 �DC CN 0.(}0
Pervious TC 5.00 min DC TC 0.00 min
� ------._... . . _ - - �---- . . _---- --- _ _... _.__.__ ___._._ .. ---.....-- - .
Pervious CN Calc
_._.._---- ----------—-;p--- -------- -...__------._.-_ .---- -------- ----_.
Descri tion SubArea Sub cn
Open spaces, lawns,parks (>75%grass) 0.39 ac 92.00
- --- ---- ---.__ _ ------_._._------- --------- ---- -- - --._._._�
Pervious Composited CN (AMC 2) 92.0�
_. - - - - - - . _. _ ._ . _ _ _
Pervious TC Calc
------.__ - -------------_ ---_ .---- -------- ------ -- - -- ---- --
Type Description • Length Slope Coeff Misc TT
___�_... ._.. ,_____-- ----- - - ----- -- -- -- __ _._- --- ._. _ . _ _ --- -----
Fixed 5.00 min
----------------_-_-- -- -------- ------------_-- ___.- - -----�---- -
Pervious TC 5.00 min
Record Id: A-DR03-71p4
-_ ----- _ --_._ .._______--- - - _ ___ - - - --- -- - ----------- - -_.._._ __ . -�--- ---
Design Method SBUH Rainfall type TYPEIA
----- - --- - - - ----------_----� ---- -�--------- - -- ---------- ------�--- -- --___. _.
Hyd Intv 10.00 min Peaking Factor 484.00
----- -- -- . . ------------------_ _ _-____----.... . _ ------------ -----___ . ____ _.__.__.
Abstraction Coeff 0.20
----... _ ---- - ___--- - --�--- --- __ _ _._---- -------- -....___ _ _ __ ---
Pervious Area (AMC 2) 0.33 ac DCIA 0.00 ac
------ _..----- --__.__--_-- ----------___ -_ ----------------- --- -- --
Pervious CN 92.00 DC CN 0.00
... _ - ------------- ----�--..__ .—___. � ___.-----_. __— ----------_----_.___- --- ----
`Pervious TC 5.00 min DC TC 0.00 min
WEP_RFC 1 B_StormshedOutput.doc
8
A3 9.3-49
v�i2alo
� ._ - --. _. _ _ _- -_ _ _ _ . . . _ _ _
'' Pervious CN Calc
�____._.�______---_.__----------,--------. ------- - _._�_______._.._ _�.---- _�.;.
, Description SubArea Sub cn i
� , '._.�.____.___�._------------------------ -----------.-- ____..�_.___--- -----------
'- Open spaces, lawns,parks (>75% grass) 0.33 ac 92.00
�—~^���- �� Pervious Composited CN(AMC 2) ��----i_._.�___. -- 92.00 ._
_ _ ... ___ __ __ . . _ _ .._ _ _ ._ _ ._ _ ..---- -- -._ .___ - ------- - .__._ _.
, ; - -- - -._ _ . . _ ._. ___- - -�-- - �- _ . --__ _.._ - ---- __ . ._ . ._. .. . _. ._
Pervious TC Calc ,
- , I Type V Description ; Length ��! �Slope Coeff Misc '� TT�
_--__ -.__. -.__._.._ .__.__ _------ ---- ------.. __ _ -- -- ---�------ -_....---- _�_ .__.._..__----_
'. Fixed 5.00 min
----------------- _.Y_.�—___._�__._._.______________._.- ----------
' Pervious TC 5.00 min
Record Id: A-DR03-71p5
.----..---- -----�-__------ ----------___ __._----- -----.. -----------
�Design Method SI3UH Rainfatl type TYPEIA
,_...__�_..______.—__._ _._._.__A ----.._�----------.�_____._.`_---. -------------
�Hyd Intv 10.00 min 'Peaking Factor 484.00
�_____-------- — - --- __. _—__— ------ -
� � Abstraction Coeff � 020
_-----.__. .--.--.-----._____-_._____. �____.__._._�-- ,---._. ._�.____.__._.----_�.----_--- -----__.__ . _
jPervious Area (AMC 2) � 1.48 ac DCIA O.QO ac
—___.___---..__----_� ___. _�--.--------A_.______�.---- - -- —.-----_---
Pervious CN ; 92.00 DC CN 0.00
Pervious TC ` ~�j 5.04 min DC TC �� ' 0.00 min
, __ _. --- ___ �___.-- -_---- ------- -- -_.__ __...__ __ _ .... ._.� .� _ _
Pervious CN Calc
_ _ __ ._________ ---------- _________--._____.. ._.----___._._ ---._ __ ._..._---- _.._. _-------
, Description ' SubArea Sub cn
---_. _ _-----___._..�_.______._._.__.__— -----------..___.___ - ---------_..._._-- ----�---------
Open spaces, lawns,parks (>75%grass) 1.48 ac 92.40
i _________.-____--_---Pervious Composited CN(AMC 2} � '92.00--
_. � - - ---- —__ _ __ . -- -- ___ - - - _ - ----- __ __ _...
' � Pervious TC Calc
---__.._- --..._.__ __.__._ _._--- _-__ ___._�--- ------- -- - -.__ _._ - __.__ _, ..._ - --. .
� Type Description Length Slope Coeff Misc TT
--___�----- . __------_---...-----__. __._----- --- -_ _ _ _ __-------- --- ----_ —________.__
` Fixed 5.00 min
----- --—__.—_---------__---....___-------.____----- ------- _.__------_ _
, Pervious TC 5.00 min
�' _ . . _ . _ . .._. _ _. . _._- _ -.�._..__. ._ -- -- _ ._.__ . __ _ __...._ ___ ._ _ . _ .__ .
Licensed to: Ch2M Hill - Bellevue, �%A
WBP_RFC 1 B_StornlshedOutptrt.doc
9
A3.9.3-50
Report
Geological Engineering Services
Coal Mine Hazard Assessment
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
April 23,2014
ICE File No.0864-001
Prepared For:
Merlino Land Development Co., Inc.
Prepared By: ,
Icicle Creek Engineers, Inc. I
� � ICLE C � EEK
E N G I N E E R 5
4, a`- - _ . � 3r: _. r _.�e .�i' �t: ;itQS ��..
April 23, 2014
Merlino Land Development Co., Inc.
Attn: Gary Merlino
5050152 Ave 5,Suite 102
Seattle,Washington 98134-2400
Report
Geological Engineering Services
Coal Mine Hazard Assessment
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
ICE File No.0864-001
1.0 INTRODUCTION
This report summarizes the results of Icicle Creek Engineers' (ICE's) coal mine hazard assessment for the
Merlino Short Plat (referred to as the Merlino Property in this report) 7-Lot Residential Development
located southwest of the intersection of South 7`h Street and Cedar Avenue South in Renton,
Washington. The Merlino Property is shown relative to nearby physical features on the Vicinity Map,
Figure 1. The general layout of the Merlino Property is shown on the Site Plan, Figure 2.
Our services were completed in general accordance with our Scope of Services and Fee Estimate dated
April 22, 2009 and our Proposal dated February 4, 2014; these services were authorized in writing by
Gary Merlino on April 24,2009 and March 17, 2014, respectively.
2.0 BACKGROUND INFORMATION
ICE previously completed coal mine hazard assessments of the subject property for a previous property
owner, GWC, Inc. (GWC);the results of those assessments are presented in our reports dated January 17
and June 10, 2005. Those reports included the Merlino Property as well as additional property that
GWC owned to the east and south of the southerly part of the Merlino Property. ICE also completed a
hydrogeologic report for GWC dated March 24, 2006 and a geotechnical report for GWC dated
September 30, 2005. The approximate locations of subsurface explorations completed on the Merlino
Property for those 2005 studies are shown on Figure 2. In addition, ICE completed a geotechnical critical
areas report of the Merlino Property;the results are summarized in our report dated April 23, 2014.
We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of
the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate
405 (I-405) to the Washington State Department of Transportation (WSDOT) because preliminary plans
for I-405 widening indicated encroachment into this property depending on final I-405 roadway
configuration and the need for slope support measures. Thereafter, as part of the I-405 widening
project,WSDOT's design-build team for the I-405 widening project, I-405 Corridor Design Builders(CDB),
- - ---. - __ � ._ — "- • -� -- - � -_ . _- � • f425? 333-�093 phor,e • �- - - - .
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23,2014
Page 2
placed excess soil that was excavated from an adjacent portion of the I-405 project onto what is now the
Merlino Property(property that at the time was owned by WSDOT).
The fill was designed as a Reinforced Soil Slope (RSS—the RSS is referred to as the "Engineered Fill" in
the remainder of this report) by CDB (with CDB joint venturer CH2M Hill providing the I-405 project's
geotechnical engineering). David Halinen,attorney for MLDC,forwarded to ICE a copy of the CDB report
entitled Technical Memorandum, I-405 Renton Stage 2 Design/Build Project, WSDOT Exchange Property
Reinforced Soil Slope, Geotechnical Design Recommendations Memorandum, dated August 14, 2009, a
technical memorandum that was prepared specifically for that Engineered Fill. That technical
memorandum is attached to this report (Attachment A). Page 6 of the CDB Technical Memorandum
states an assumption that"structures (e.g., residences) will be constructed on the Engineered Fill in the
future" and noted that the factors of safety (FOS) used in the CDB Technical Memorandum were based
on that assumption. For that purpose, CDB evaluated the stability of the Engineered Fill for sliding,
global stability, compound failure, internal stability, and seismic stability. The final design of the
Engineered Fill required a minimum FOS of at least 1.5 for all the fadors evaluated.
In ICE's lune 2005 coal mine hazard assessment (completed for GWC) that included 12 test pits and
three test borings in the Merlino Property area, we concluded that a "High Coal Mine Hazard Area"
occurs at the south end of Cedar Avenue South. We reached that conclusion by evaluating historical
mine maps and data from borings completed outside of that immediate area. Additional subsurface
evaluation completed for this study (2009 ground proofing—seven test borings) targeted the High Coal
Mine Hazard Area consistent with Renton Municipal Code (RMC) 4-3-050J.1 (Geologic Hazards -
Applicability)and 4-3-050J.2 (Geologic Hazards-Special Studies Required).
3.0 SCOPE OF SERVICES
The purpose of our services was to explore subsurface soil and bedrock conditions as a basis for
evaluating the High Coal Mine Hazard Area within the Merlino Property. Specifically, our services
included the following:
• Completion of a detailed geologic reconnaissance along the pre-Engineered Fill embankment slope
bordering Cedar Avenue South in order to evaluate surface conditions related to underground mine-
related collapse (sinkholes) (a reconnaissance completed in 2009 with a post-Engineered Fill
reconnaissance on February 2, 2014).
• Evaluation of subsurface soil and bedrock conditions through a ground-proofing program by means
of drilling seven test borings to depths ranging from 53 to 84 feet to evaluate the coal seam and
location/collapse status of the mine workings that potentially underlie the south end of Cedar
Avenue South (an evaluation completed in 2009).
• Based on the results of the ground-proofing program, reclassification, if appropriate, of the High
Coal Mine Hazard Area as either a Low or Medium Coal Mine Hazard Area.
• Evaluation of the potential for regional ground subsidence in Medium Coal M�ne Hazard Areas
(vertical ground subsidence, ground tilt and ground strain), if appropriate.
• Development of mitigation recommendations for future development within Hieh and Medium Cn '
Mine Hazard Areas, as need�
4.0 GEOLOGIC SETTING
The surficial geology at the s ._ �r.� , __, _� :_ � ._
1965, "Geologic Map of the Renton Quadrangle, King County, Washington," Geologic Quadrangle Ma
Icicle Creek Engineers 0864001/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 3
GQ-405) as "undifferentiated glacial sediments" underlain by "Renton Formation" bedrock.
Undifferentiated glacial sediments are described by the USGS as consisting of layers of glacial till (ice
deposited silty sand with gravel), glacial outwash (stream-deposited sand and gravel), glaciolacustrine
deposits (lake-deposited clay and sand), and nonglacial sand and clay. Renton Formation bedrock is
described by the USGS as interbedded (layered) sedimentary rock consisting of sandstone, siltstone,
shale, claystone, carbonaceous shale and coal beds. Structurally, the bedrock has been uplifted, folded
and faulted over time. This structural deformation of the bedrock has caused the "bedding" of the rock
to be tilted about 10 to 14 degrees down to the east in the Merlino Property area.
5.0 SITE CONDITIONS
5.1 SURFACE CONDITIONS
Surface reconnaissance of the Merlino Property was performed and completed by Brian Beaman of ICE
on April 27, 2009 and February 2, 2014. The Merlino Property is located on a west-facing hillside
overlooking the City of Renton and is bordered by Cedar Avenue South to the east, Cedar Crest
Condominiums to the north, I-405 to the west and undeveloped WSDOT-owned forest land and a Puget
Sound Energy{PSE) transmission line easement to the south.
Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar
Avenue South was characterized by a steep (60 percent grade) road embankment long-ago-created for
Cedar Avenue South, an embankment that was about 5- to 15-feet high and that transitioned to a
natural slope inclined downward to the west at about a �0 to 30 percent grade. The natural slope
tended to flatten gradually to the west. Mine Rock Fill (Coal Spoils► consisting of broken rock and coal
fines were observed during field reconnaissance and test pits (Test Pits TP-8, TP-14 and TP-16)
completed for our previously described 2005 study;these test pit locations are shown on Figure 2.
Presently, the Engineered Fill has formed along most of the Merlino Property's east side abutting the
west edge of Cedar Avenue South a nearly-level plateau area that extends west the west edge of the
existing Cedar Avenue South right-of-way about 112-to 122-feet to the plateau's crest. This nearly-level
plateau area is where the seven residential lots are planned. From the west edge of the plateau, a slope
field measured at about 30 degrees (about 1.75H:iV—horizontal to vertical) extends down to the west
toward the I-405 right-of-way.
The nearly-level plateau area is vegetated with grass. The slope is vegetated with Douglas fir trees
about 8-feet high and with shrubs.
No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site
reconnaissance efforts. We also did not observe topographic anomalies, such as steep-sided pits
(sinkholes), which could indicate underground mine collapse within Merlino Property pre- or post-
Engineered Fill.
5.2 ABANDONED UNDERGROUND COAL MINES
5.2.1 Documented Mining
The Renton Mine was active in the vicinity of the Merlino Property from about 1874 to 1933 on the No.
3 Coal Seam. Typically, coal was removed from this mine using room-and-pillar mining methods; coal
"pillars"were left in place for support of the "rooms"where the coal was removed. Eventually, most,or
all, of the coal pillars were removed upon retreat of these produdion areas to promote collapse of the
Icicle Creek Engineers 0864001/042314
I
Merlino Land Development Co., Inc.
Attn: Gary Merlino
Aprii 23, 2014
Page 4
mined-out areas. A "barrier pillar" of intact coal was usually left in place in the shallowest areas of the
coal mine to reduce the risk of causing a collapse of the ground surface.
The thickness of coal mined was about 8 feet according to historical records. The total thickness of the
No. 3 Coal Seam is about 12 feet.
Based on our review of the previously-referenced available information and site observations, the
original main slope coal mine entries (referred to as the "Main Entr�/' and "Fan House" for the Renton
Mine) are located about 170 feet south of the central portion of the Merlino Propert�s south property '
line as shown on Figure 2. As the mine expanded, a rock tunnel was driven from the main slope west- ',
northwest to a point along the east side of the current Iocation of Benson Road (a road that lies along '
the base of the hill adjacent to the current location of Sam's Club). The rock tunnel provided an easier
means for removing coal from the underground mine workings. The rock tunnel crosses under the
WSDOT property to the south of the Merlino Property and extends west-northwest under I-405, as
shown on Figure 2, to where the backfilled (currently inaccessible} mine entry to the west is located.
The location of that mine entry is not shown on Figure 2 as it is west-northwest of the mapped area.
The mine workings extend north-northeast and east from the rock tunnel at an approximately 10 degree
angle below horizontal with a series of haulageways and production or room areas that were driven at
right angles to the main slope. Each haulageway along with its production area was referred to as a
"Level." Underlying a portion of the southeast part of the Merlino Property in the vicinity of the south
end of Cedar Avenue South is the 15i Le�el of the Renton Mine. The Renton Mine ultimately contained
12 levels extending underground a distance of over 1 mile east of the south end of the Merlino Property.
5.2.2 Undocumented Mining
The Renton Mine is located in an area where undocumented mining occurred. We observed no
evidence of undocumented mining during our field reconnaissance and observation efforts within the
Merlino Property or its immediate vicinity.
5.3 2009 GROUND-PROOFING PROGRAM SUMMARY
Subsurface conditions in the area of the south end of Cedar Avenue South (High Coal Mine Hazard Area)
were explored by drilling seven, three-inch-diameter borings (Borings B-5 through B-11) at the
approximate locations shown on Figure 2. Exploration locations were established by measuring from
physical features at the site. The number of borings was determined such that the probability of drilling
through "support pillars" was reduced to a very low level. The borings were drilled on April 27, 2009 to
depths ranging from 53 to 84 feet below the ground surface in the area likely underlain by a portion of
the ist Level of the Renton Mine. The borings were advanced using track-mounted, hydraulic/air-
percussion drilling equipment owned and operated by McCallum Rock Drilling, Inc. of Chehalis,
Washington. Borings B-5, B-10 and B-11 were drilled at a vertical orientation. Borings B-6 through B-9
were drilled at an angle (varying from 25 to 30 degrees off of vertical) from the surface location of
Boring B-5. The purpose of drilling the angle borings was to evaluate the conditions of the Renton Mine
and the No. 3 Coal Seam in areas that were otherwise inaccessible.
Soil and bedrock samples(drill cuttings)were observed continuously as the borings were advanced. The
subsurface explorations were continuously logged by a geological engineer from our firm. Soils were
classified in general accordance with ASTM Test Method D 2488 as shown on the Explanation for Boring
Icicle Creek Engineers 0864001/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 5
Logs, Figure 4. Bedrock was classified in general accordance with the WSDOT Geotechnical Design
Manual. The boring logs are presented in Figures 5 through 11.
The borings for this study were supplemented by three test borings (Borings B-1 through B-3)that were
previously completed by ICE for GWC(ICE,June 10, 2005). The locations of these supplemental borings
are shown on Figure 2. Boring B-4 (not shown on Figure 2) was completed for GWC on a nearby
property and into a difFerent coal seam (No. 2 Coal Seam) not related to this project. The logs of Borings
B-1 through B-3 are included in Attachment B.
A summary of the subsurface conditions observed in the current and supplemental borings is presented
below.
Test Boring Total Depth to Depth to Uncollapsed Unmined Thickness
Number Depth Bedrock Coal (full height (intad coal� Intact Coal
, (feet) (feet) Seam/Mine mine void) (feet)
(feet)
B-1 (2005) 110 7 7 - Yes 12
B-2 (2005j 60 8 8 - Yes 11%
B-3 (2005) 60 10 10 - Yes 13%2
B-5 (2009) 71 5 57 - Yes 13
B-6 (2009) 77 6 65 12-foot void No -
B-7 (2009) 53 6 39 14-foot void No -
B-8 (2009) 83 6 51 - Yes 15
B-9 (2009) 84 6 59 - Yes 14
B-10(2009) 59 5 36 - Yes 13
B-11 (2009) 59 5 41 - Yes 11
Note: The thickness of void indicated is not corrected for drilling at an ang�e;the adual thickness of void is►ikely 2 to 3 feet
less than that indicated by the drilling penetration.
Borings B-1 through B-3 encountered the top of the No. 3 Coal Seam (intact — not mined) immediately
below the overburden soils at a depth ranging from 7 to 10 feet below the ground surface. Borings B-5
through B-11 encountered about 5 to 6 feet of overburden soils. Borings B-5 through B-11 encountered
a 3-to 5-foot thick layer of carbonaceous shale overlying the No. 3 Coal Seam or Renton Mine, which is
generally overlain by sandstone. Borings B-5 and B-7 through B-11 encountered sandstone underlying
the No. 3 Coal Seam. We encountered "intact bedrock" at the base of the Renton Mine void in Borings
B-6 and B-7, but were unable to observe drill cuttings because of the loss of air circulation caused by the
void.
No groundwater was observed in Borings B-1 through B-3 or Borings B-5 through B-11 at the time of
drilling.
5.4 GENERAL DESCRIPTION OF HAZARDS ASSOCIATED WITH COAL MINES
The principal physical hazards associated with abandoned underground coal mines include the
following:
• Sinkholes (High Coal Mine Hazard Areas)
• Regional ground subsidence (Medium Coal Mine Hazard Areas)
Icicle Creek Engineers �8ca0i;ii;:4-?1a
I�
Merlino Land Development Co., Inc.
Attn: Gary Merlino
Aprii 23, 2014
Page 6
5.5 THE CITY OF RENTON'S DEFINITIONS OF THREE CLASSES OF COAL MINE HAZARD AREAS
RMC 4-3-050J.1.e defines coal mine hazards as follows:
High Coal Mine Hazards - Areas with abandoned and improper/y sealed mine openings and areas
underloin by mine workings shallower than two hundred feet(200'J in depth for steeply dipping seams,
or shallower than fifteen (15) times the thickness of the seam or workings for gently dipping seams.
These areas may be affected by collapse or other subsidence.
Medium Coal Mine Hazords—Areas where the mine workings are deeper thon two hundred feet (200'J I
for steeply dipping seoms, or deeper than fifteen (15) times the thickness of the seam for gent/y dipping I
seams. These areas may be affected by subsidence.
Low Coal Mine Hazards—Areas with no known mine workings and no predicted subsidence. While no
mines are known in these areas, undocumented mining is known to have occurred.
6.0 ANALYSIS OF COAL MINE HAZARDS
6.1 H�GH COAL MINE HAZARD AREAS
As previously mentioned, the goal of ICE's 2009 ground-proofing program was to further evaluate the
location and coal seam/mine condition within the Merlino Property. Our June 2005 report completed
for GWC includes three test borings (Borings B-1, B-2, and B-3) within the Merlino Property; seven
additional test borings (Borings B-5 through B-11) within the Merlino Property and within the adjacent
south end of the Cedar Avenue South right-of-way were completed in 2009. These boring locations are
shown on Figure 2. Based on the results of these explorations, we were able to accurately locate the ist
Level of the Renton Mine (encountered in Borings B-6 and B-7) and also locate intact coal, commonly
referred to as a "barrier pillar,"that was left in place to protect the ground surface. It appears that the
15` Level of the Renton Mine is located about 30 feet east and about 25 feet south of the location shown
in ICE's June 2005 report.
Our reinterpretation of the High Coal Mine Hazard Area at the Merlino Property, which is based on
Borings B-5 through 8-11, is shown on the Coal Mine Hazard Map, Figure 3.
6.2 MEDIUM COAL MINE HAZARD AREAS
No ground subsidence should occur outside of the High Coal Mine Hazard Area because it appears
(based on ground proofing) to be underlain by intact coal (a barrier pillar) that was left in-place to
protect the ground surface. No Medium Coal Mine Hazard Areas exist outside of the High Coal Mine
Hazard area within the Merlino Property or within adjacent Cedar Avenue South.
6.3 LOW COAL MINE HAZARD AREAS
Based on our site observations in 2009 and 2014, and review of the regional mapping of coal mine
hazards by the City of Renton, portions of this area are where no known mine workings occur and no
predicted subsidence is probable. Although undocumented coal mining could have occurred in this
area, no evidence was observed during our reconnaissance efforts completed for this study. The Low
Coal Mine Hazard Area within the Merlino Property and within abutting Cedar Avenue South is shown
on Figure 3.
Icicle Creek Engineers 0864001/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 7
7.0 CONCLUSIONS
Based on our review of available information, site observations, ground proofing and analysis of coal
mine hazards within the Merlino Property and Cedar Avenue South, we have developed the following
conclusions:
• The results of our ground-proofing program (Borings B-5 through B-11) suggest that the 15t Level of
the Renton Mine is situated slightly east (about 30 feet) and south (about 25 feet) of the location
indicated in ICE's June 2005 report.
• Borings B-6 and B-7 encountered uncollapsed mine workings (is` level, Renton Mine, No. 3 Coal
Seam) at depths of 65 feet and 39 feet, respectively. At these depths, a portion of the Renton Mine
is located beneath the southeast corner of the Merlino Property at the south end of Cedar Avenue
South.
• Borings B-5 and B-8 through B-11 encountered intact coal (unmined No. 3 Coal Seam), indicating a
barrier pillar that was left in-place to protect the ground surFace from subsidence. The presence of
the intact coal (barrier pillar) is consistent with the results of Borings B-1 through B-3 that were
completed to the west and north of the south end of Cedar Avenue South (ICE,June 2005).
� Based on the results of Borings B-5 through B-11, we conclude that the High Coal Mine Hazard Area
should be delineated as shown on Figure 3. Other areas that were previously delineated as a High
Coal Mine Hazard Area in ICE's June 2005 repart should be reclassified as a Low Coal Mine Hazard
Area.
• The Medium Coal Mine Hazard Area is included(subsumed)within the High Coal Mine Hazard Area.
• None of the proposed seven lots fie within the High Coal Mine Hazard Area or within the Medium
Coal Mine Hazard Area as shown on Figure 3.
• Most of the area of Cedar Avenue South proposed to be widened lies outside of the High Coal Mine
Hazard Area as shown on Figure 3.
• Based on our site observations in 2009 and 2014, and knowledge of the location of the Renton
Mine, Low Coal Mine Hazard Areas are shown on Figure 3.
8.0 RECOMMENDATIONS
• No structures should be constructed in High Coal Mine Hazard Areas. In our opinion, fill may be
placed in High Coal Mine Hazard Areas provided that the fill is not used to support structures. TF «�
stormwater vault and underground pipes could be supported by a deep foundation that extenc
below the underground mine, or structurally designed to span a void of 10 feet in diameter alor
with the drag forces caused by caving soils around these structures should a sinkhole occu
Manholes would need to be structurally supported on the side of the vault.
• Road access, including fill placement for road access (no cuts), may be constructed in the High Coal
Mine Hazard Areas.
9.0 USE OF THIS REPORT
We have prepared this report for use by Merlino Land Development Co., Inc. The data and report
should be used for land use planning, but our report, conclusions and interpretations should not be
construed as a warranty of subsurface conditions.
There are probable variations in subsurface conditions between the explorations;variation in subsurface
conditions may also occur with time. A contingency for unanticipated conditions should be included in
the short plat infrastructure construction's budget and schedule. During construction, sufficient
observation, testing and consultation by our firm should be provided to (1) evaluate whether the
Icicle Creek Engineers 0864001/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 8
conditions encountered are consistent with those indicated by the explorations, (2) provide
recommendations for design changes if the conditions encountered during construction differ from
those anticipated, and (3) evaluate whether earthwork activities comply with contract plans and
specifications.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with generally accepted practices in this area at the time the report was prepared. No warranty or other
conditions, express or implied, should be understood.
*****************«*
We trust this information meets your present needs. If you have any questions or if we can be of
further assistance to you, please call.
�p1 WgBh`' R• B� Yours very truly,
g`OL ��1� q 9 Icicle Creek Engineers, Inc.
� �O
�
e 2� n •
.p�,� �p Brian R. Beaman, PE, LEG, LHG
�/ g71 �r �C �" Principal Engineer/Geologist/Hydrogeologist
c��8ed eo�� aNiU. .�/
BRIAN R. BEAMAN E�s L v - �o - � � �• `���--_ -
Kathy S illman, LEG
Principal Engineering Geologist
Document ID, 0864001.CMH.Report
Attachments: VicinityMap—Figurel
Site Plan—figure 2
Coal Mine Hazard M�p -F g.-e 3
Explanation for Boring Logs—Figi;, .
Boring Logs—Figures 5 through 11
Attachment A—I-405 CDB Technical N'�er��.;�andUm,.:ugw:la,����
Attachment B—Supplemental Boring Logs
Submitted via surface mail�three original copies)
cc: David Halinen,Halinen Law(email as pdf,surface mail—one original copy)
Icicle Creek Engineers 0864001/042314
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Icicle Creek Engineers 0864001/042314
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� i� i ' P � � ', � �;
�
° _�; !� r 1 ' I �'
� �� �,
�� ��� , , �
} � �s� ,I �� •-:i. r t(,
� � �� ,�
Beae mep provided by Core Deslyn,undeted
EXPLANATION
High Coal Mine Hazard Area Z
Areas with abandoned and improperly sealed mine openinga and areas underlain
by mine workings shallower lhan 200 feet in depth(RMC 4-3-050J.1.e.iii.).
No structures should be planned in this area;flll placement is OK.
Low Coal Mine Hazard Area o �o0 200
Areas with no known mine workings and no predicted subsidence(RMC 4-3-050
J.1.e.i.). Building and road development should be allowed;no miciyanon Approximate Scale in Feet
recommended.
K"":11ntli-10°�'°` ICEFILE NUMBER
COAL MINE HAZARD MAP Icicle Creek Engineers, Inc. ��6„Eo:.
29335 NE 20th Street �w�..wa 0864-001
MERLINO SHORT PLAT-PROPOSED 7-LOT RESIOENTIAL DEVELOPMENT Carnation,Washington 98014 WFCNFD:NSN Figure
RENTON,WASHINGTON (425)333-0093 °"T�"0"13,'0'• 3
�
Unified Soil Classificarion System
Soil Classification and
MAIOR DTVISIONS GeneralizeJ Group Soil Particle Size DefiniHons
__ Descriplion Componcnt Size Runge
. Coarao- Ggp�L GW Well-grededgravcls �--� ---
CLEAN 6RAVEL -�------ Aouldcre Coerscr then 12 inch
Grained Moro then 50% GP P���Y'�'��&'e��e Cobblce 3 inch to 12 inch
Soils of coerae fraction � �
Gravel ond silt mixNroe G��<< 3 inch tu No.4 4.78 mm
rotained un Ihe GItAV�L WITH GM � )
FMES Coareo 3 inch to 3/4 inch
No.4 sieve GC <lravel sud clay mixturea pine 3/4 inch a No.4(4.78 mm)
SAND SW WO��-PJ'8d��°d Send No.4(4.78 mm)to No.200
CLEANSAND -
More than 50% SP Puurly-graded sand �����4�)
More than 50% of coaree kection Coaree No.4(4.78 mm)to No.10
SAND WI171 SM s�d and sil�mixlures (2.0 mm)
retained nn the paeaee thc FINES -��-�-- Medium No.10(2.0 mm)to No.40
No.200 sieve No.4 eieve SC Smd end clay mixture�
(0.42 mm)
Fine- SILT AND CLAY ML �W-P��eciry sii�s Fine No.40(0.42 mm)to Na.200
Graincd INORGAN[C (0.074 mm)
CL Low-pleeticity cleys
Suils Silt and(;lay Finm Ihen Nu.200(0.074 mm)
Liquid Limit o�asicity orgauic ailte�--
lese t6an 50 ORGANIC OL �organic claye
SILTAND CLAY MH High-plunticiry silts
INORGANIC
Morc than 50% CH High-pl¢aticity dayx
Ewxuing lhe Liyuid Limit ORGANIC pH HiBti-plaeticiry organic ailta
No.200 aiave �ta than 50 snd or nnic clx a
------ —�'._-----.__
Highly(hganic 4oilx Primerily o`ganic mettar with mgmlc odor PT Peat
Notee;1)SWIclae�i6ptionbYedonvisWlclwifice4uuu(w�ili�6ucdovA3'I'MU21BB. 501�MDI.�tQre M�djl�eC$
2)Snil clu,i0uiioa wing I�bo�eiay tnu ic bued w ASTM D1487.
3)�umption ofnii emelry m conunmoy I.bued on iamprea�w af6low wm�d.'..odar mrt dw. SOII MOlBtuIC Deacription
1hY � � Absence of moisturc
Moint Darnp,but na viaible waur
Wct Visible water
Key to Borfng Log Symbols
Sampling Method Boring Log Descriprion
Symbol
— -— Laboratoty Tests
34 ' �-agNon of relativcly undie[urbcd semple TeSt SyITlb01
Blowx required to drive a 2.4 ___ ----
inch I.D.aplit-barrel sampler � MoiaNie Content MC
12-inchee ar other indica�ed 12 I,ocation of disturhed semple
' dierancc using a 300-puund Dettsity DN
hammer fulling 30 inches. - ..-- GrBin Size GS
21 I I L.ewntiun of sample ettempt with no recovery percenl Finee PF
LJ Atterberg Limils AL
Blowe required to drive a 1.5- Location of semple obtained in ganmal Hydtomctcr Analyeis HA
inch I.D.split 6arrel s¢mpler 14 � accurdance with Stmdard Penehation Test Consolida[ion CN
(SPT-Stendard PenevaGon (ASTM D-158fi)test procedures.
Tcat)12-inchceorothcr -- ---� -- Compaction CP
indicatcd dietance uaing a
140. und hammer fallin �8bon of SPT sampling attempt with no
P° g 30 Permeability PM
, 30 inchea. �0O°��
_ __ Unconfined Compression UC
Puehed Sampler P � Sampler pushed with t6e weight of the Unconsolidated Undrained 7'X W
6ammer or against weigh[of Ihe drilling rig. ConeOlidetCd Und[Slned TX CU
— --_.
Coneolidated Drained 7'X CD
Grab Sample G � Semple obiained from drill cuttings. Che[nical Malysis CA
__ ._. __ -�- —
Note�The Imee eepacating wil typea on the lo�reprecento ap�aaximo�MnnJivicx unly.T6c wtuel bowd�ries may
very or be gradual.
EXPLANATION FOR 80RING LOGS Icicle Creek Engineers,If1C.a exm- ICEFILE NUMBER
29335 NE 20th Street 0864-002
MERLINO SHORT PLAT-PROPOSED 7-LOT DEVELOPMENT Camation,Washington 98014 ��-� Flgure
RENTON,WASHINGTON (425)333-0093 a���_M�������� 4
�
0
N Boring B-5
0
�
m
Approximate Ground Surface Elevation:200 feet Page 1 of 2
d Soil/Rock Profile m
LL o , o
C LL
� � � Groundwater �
n Description a � �— a�� Comments Observations �
m � � _ �� Wo �
O Ur J 'O W >, �J p
a � Forest duff and topsoii - - - 0
m .--"_
- __....... -..--... _ -._........ _ _ _ - I
� Brown silty fine to medium SAND(completely weathered ___- SM
� bedrock) -=---
� - _ _
5 9 ( 9 y - � ---- 5
Brown medium- rained SANDSTONE sli htl weathered, � ..i Rock � Bedrock encountered at
very weak)(Renton Fortnation bedrock) - 5 feet
-�,
-;_�:.,�
�
��"�'f
� �� � �
10 �--�`�' 1
- { Rock
Light grey med um.gra.ned SAN0.STONE(fisah,very weak)(Renton Fametion beOrock)--- '^��- � -
---- ------
... . .__ _ . . . . .. �--.�........... ...........
_.... . .. . . _ ' "_...""__ '''
__ _
Light brown medium-grained SANDSTONE(fresh,very � �-- r�
weak)(Renton Formation bedrodc) ---. `�
- _........ _- _ _. -- - -- - ------
Dark brown CARBONACEOUS SHALE(fresh,very weak)��
15 (Renton Formation bedrock) Ro� 15
--...... - ----- _ -.... - - -- - ---
Light gray medium-grained SANDSTONE(fresh,very
weak)(Renton Formation bedrock) - _
�:~, . '
20 Rodc � 2
r
�
�
a
0
o.
� 25 Rock � 25
�
E
m
z .
U
C
� 30
' Rock � 3
35 Rock � 35
i
�
�
i
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40 ��. Rock ' ��� 4
--1 I
�
,�
o ~
o �;
� 45 �+ � 45
o �: Rodc
0
z
U
y
�
�r ��
� 50 - i 50
�See Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 5
a
0
N Boring B-5
0
�
�
Page 2 of 2
� Soil/Rock Profile m
LL Co LL
� � - � � Groundwater �
n Description n �� E� Comments Observations a
m � $' - a � m �
� C7 J �� �' !!�J �
� 50 Light gray medium-grained SANDSTONE(fresh,very � Rock � 5
00 weak)(Renton Formatlon bedrock) =�>:
�f
� _
v -
o -
.� - --- -- � - - - - - - - --------- ----------------- -_ . - _
- - 55
Dark brown CARBONACEOUS SHALE(fresh,very weak)�
55 (Renton Formation bedrock) �� Rock �
��
�.�
-....... --- - ........ _ _ ___ •-
Black COAL(fresh,very weak)(Renton Formation ' NO.3 COAL SEAM
bedrock) (coal seam intact from
� 57-70 feet-not mined)
60 Rock Q 6
65 Rock � 65
70 -_... -- - ;'- 70
�ignt gray metlium-grainetl SANDSiONE(fiesh,very uv�k)(Renton Fpmatlon bedrock) �-- � ROC�( �
Boring completed at 71 feet on April 27,2009 No groundwater observed
� '
�
0
c;
o �g 75
V
E
�
z �
U
U
Q
a` $Q g
85 85
90 ' 9
o '
0
� 95 95
0
0
z
U
U
O
�
U lo I 1�
�See Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 5
� Boring B-6
0
�
' � (top hole locarion at Boring B-5 oriented
� at 25°from vertical at azimuth 090'
� Approximate Ground Surface Elevation: 200 feet Page 1 of 2
m SoiURock Profile m
c
LL
� � ° m � Groundwater �
a Description � a �� a° Comments Observations a
� � � _ � E � o m
� (7J — >. �J ❑
� � Forest duff and topsal - _ - , 0
m _ _ ------ -.... - - -- -- `~ � - - -� -._..
Brown silty fine to medium SAND(completely weathered ---- � �
� bedrock) -=_= �
U = I
p — — � �I
a == i
5 = _= SM I i 5
--- .
--_. - - ----
Brown medium-grained SANDSTONE(slighUy weathered, 'Bedrodc encountered at
very weak)(Renton Formation bedrock) �_ � 6 feet
�� ._ I
T '
10 �- Rock ' 10
,`�.
- - - - --- _........_ -- ' - -------
L gM gray mstlium�raineA SIWOSTONE(hsN,oery weak)(Ranton Fomietqn bqorlc) R�C�(
_____......_...........................____.____________________...._......... � ______.._....__.__.
Light brown medium-grained SANDSTONE(fresh,very ,/�
weakj(Renton formation bedrock) ��_ '
15 --- Rock 15
- - __
- -- --- -
-------
Dark brown CARBONACEOUS SHALE(fresh,very weak) R�
(Renton Formation bedrock)
- -----
Light gray medium�rained SANDSTONE(fresh,very _
weak)(Renton Formation bedrock) _
2� Rock 2�
�
U
a
0
..
a
v 25 ^ Rock � 25
�
�
z
U
U
O
°� 30 30
' Rock
.�
�
35 � Rodc � 35
�
`�
�
40 � Rock 4
8 ' �:.
✓,���
0 45 '�..,�- Rock � 45
,�.
d � i
z �:.:;
� ��:
v
.� � .
a -- - �
� 50 � _ I 50
�See Figure 4 for explanarion of symbols
Icicle Creek Engineers Boring Log - Figure 6
0
� Boring B-6
0
�
�
Page 2 of 2
� SoiURock Profile �
LL c L�
� ° Groundwater �
�
L r �— °' ° Observations w
a Description a ND a� Comments a
o � ° o `-N° i.l � ° �
C�J fA J
� 50 Light gray medium-grained SANDSTONE(fresh,very � .�-- Rock , � 5
weak)(Renton Formation bedrock)
L
'b
d
�
55 Rodc � 55
.,f
�..__
_. _ '
60 :. . �-
--- - - - - 6
Dark brown CARBONACEOUS SHALE(fresh,very weak) Rodc
(Renton Fortnation bedrock)
��
�� i
�� j Complete loss of
65 _ _ �� compressed air 65
- ---
-
RENTON MINE(open mine workings-uncollapsed) Void circulation at 65 feet
�� ❑ RENTON MINE(open �
Void from 65-77 feet-mined
out)
r
�
c
i �
� 75 vo�d [ 75
� Drilling resistance
� indicates intact rock(not
Z Boring completed at 77 feet on April 27,2009 , mined)at 77 feet No groundwater observed
U
v
O
6�. g� I 8
85 i 85 �
90 9 ��
8
$ gg �, 95
0
0
z
U
U
p
w.
a
� lOO lOO
See Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 6
a
�
g Boring B-7
v� (top hole location at Boring B-5 oriented
� at 30°from vertical at azimuth 180°
-�
Approximate Ground Surface Elevation:200 feet Page 1 of 2
� SoillRock Profile �
� � �
� � � � Groundwater �
L L �— °' ° Observations t
n Description a .�� a�= Comments Q
m E � y
� (�J� O� >' l/IJ �
a � Forest duff and topsoil - �
m -
--- - - -- -- - - .... - -- --- ---
� Brown silty fine to medium SAND(completely weathered ----
� bedrock) __-
� '-_
5 ---- SM � 5
--- - - --- _.... --- -------- --------- t ed t
Light gray medium-grained SANDSTONE(fresh,very Bedrock encoun er a
weak)(Renton Formation bedrock) � 6 feet
10 I 1
. : Rock I
15 15 �I'
Rock
20 ,, Rock I � 2
� ,; �
;�:..: �
o I
�
�^ I
� 25 �' Rodc � 25
� I
�
z �
J I
y �-� ..jy ..
L� 4 � l
a 3� ry Rock ', � 3
��
-- - _ - -- -- .... . ......... .> __'.__... --- -
Dark brown CARBONACEOUS SHALE(fresh,very weak)
35 (Renton Formation bedrock) Ro� � 35
�
�= i
� Complete loss of
__ - ----- - - _ --. compressed air
40 RENTON MINE(open mine workings-uncollapsed) arculation at 39 feet 4
Void �
0
O
� 45 Void RENTON MINE(open 45
❑ from 39-53 feet-mined
0 out)
z
�
V
O
a`
� 50 5
See Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 7
a
� Boring B-7
�,
0
�
�
Page 2 of 2
m Soil/Rock Profile a�
LL � LL
� - � Groundwater �
. V � O .
a Description n � �� n�@ Comments Observations n
p� � U
� (:I J �O� T f%]J ❑
�
� 50 RENTON MINE(open mine workings-uncollapsed) Void � RENTON MINE(open 5
from 39-53 feet-mined
� , out)
b
� Borin completed at 53 feet on nl 27,2009 Drilling resistance No groundwater observed
�0 9 Ap� indicates intact rock(not
�.a
55 ', i mined)at 53 feet 55
60 � 60
65 , 65
70 7
�
a
°
a
� 75 75
�
E
�
z
;
U
•�
o`'. $� 8
85 85
90 90
o �
� 95 �, 95
0
0
Z
U
N
O
a I
� lOO 100
�See Figure 4 for explanation of symbols
Icicle Creek En�ineers Boring Log - Figure 7
�
� Boring B-8
�
vi (top hole locarion at Boring B-5 oriented
� at 30°from vertical at azimuth 000'
Approximate Ground Surface Elevation:200 feet Page 1 of 2
d SoiURock Profile m
� o , m
C _ LL
� � o Groundwater �
a Description a �o a�� Comments Observations n
wa E
� C�J J O� T (!�J . 0
� � Forest duff and topsoil --`- - 0
r� - -
.. - - ... - -- - _... - - _ _ --... -
p Brown silty fine to medium SAND(completely weathered _- -
� bedrock) =--
� -_- I
-_
5 =--- SM II 5
-- ----- - - - ---- - --- -
Light gray medium-grained SANDSTONE(fresh,very i Bedrock encountered at
weak)(Renton Fortnation bedrock) 6 feet
10 � . Rock I' I�, 10
❑ ,
� , I
15 Rock � 15
'�, '`
20 ��� Rock �- �
I 0
� I
�
a
0
o.
� 25 Rock 0 25
E
m
z
U
V
a 30 - Rodc � 30
�:
35 ; Rock Q 35
� '
40 Rock Q 4 !
`�� I,
0
�_�
� 45 " --- -, Rock � 45
. - ---- ........_-- - ��_.........
z Dark brown CARBONACEOUS SHALE(fresh,very weak;�� Rock I I
� (Renton Formation bedrock) ��
U �
O
w.
O.
v 50 50
�See Figure 4 for explanarion of symbols
Icicle Creek Engineers Boring Log - Figure 8
�
0
� Boring B-8
�
0
�
�
Page 2 of 2
m Sail/Rock Profile �
LL � LL
� - � Groundwater �
L t �— ' °1 ° Observations �
Q Description Q W� � ��� Comments a
�
� (7 J � O W >. �J �
� 50 Dark brown CARBONACEOUS SHALE(fresh,very weak) 50
c'xi �Renton Formation_bedrock)..__ Rock �
� Black COAL(fresh,very weak)(Renton Formation NO.3 COAL SEAM
'b bedrock) (coal seam intact from
� 51-66 feet-not mined)
a'
55 Rock � 55
60 Rodc � ', 6
65 Rock : ' 65
- ........... - -- - -......- _..._ ----
Light gray medium�rained SANDSTONE(fresh,very -
weak)(Renton Fortnation bedrock) r- "
�;
"�a
70 ^y Rock � 7
T �...��..�..'
G�J �- :_
4
O
� 75 Rodc � 75 ,
� I
�
z
U
�• 80 Rock � 80 I
�
Boring completed at 83 feet on April 27,2009 j No groundwater observed
85 85
90 9
I
i
� gg 95
0
I z
U
O I
0. I
� lO lOO
See Figure 4 for explanarion of symbols
Icicle Creek Engineers Boring Log - Figure 8
a
�
� Boring B-9
� (top hole location at Boring B-5 oriented
at 30°from vertical at azimuth 312°
� Approximate Ground Surface Elevation:200 feet Page 1 of 2
a� Soil/Rock Profile u,
LL O N
C LL
� � o Groundwater �
a Description a �� ��- Comments Observations Q
o �� I=oWT �� o
a 0 Forest duff and topsoil =___�;,; 0
m
-- _ - _- --
� Brown silty fine to medium SAND(completety weathered ____�
� bedrock) - _
o = _- -a
,� -- -_
5 -= SM 5
t�gM�Ym�e��,e,��asivaosr«vEi�e�r�e��:�r��__ _ Rock---_� _ Bedrock encountered at
----�Rem«�Fortr�euo�bea�od��--------------��-�------------------------��------ �� � -�- --------------��---- 6feet
Light brown medium�rained SANDSTONE(fresh,very - _ Rock
weak)(Renton Formation bedrock) � -
_ - ❑
--- -- -
10 Dark brown CARBONACEOUS SHALE(fresh,very weak) 1
(Renton Formation bedrock) Rock
- - -- - --....__ - _ - -�
Light gray mediumyrained SANDSTONE(fresh,very _ - I
weak)(Renton Formation bedrock) '
' :::-
i
�.:: i
15 Rock Q i 15
'."�. �I
.�-;`. I
��
� �
Z� � Rock 2
-�..
U ���'
4
O '-'t'.'.".
C. �ti: .
� �
� 25 '� ` Rock 25
� -�_
� i��" _�
' � �
a 30
Rodc � 3
� .�;.
� :"..
� .
���:.>
�
�
lf ❑
35 �� Rodc 35
,��
�
r
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�
40 ` '" � i, 4
--� Rock
�
o l'�
0
� 45 ` ~ Rock � 45
0
o ��' '
z
U i
�� �.:�
a '��:'•
� 50 - I 5
�See Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 9
�
0
� Boring B-9
�
0
�
�
Page 2 of 2
� Soil/Rock Profile �
�y c L�
� � ° � � Groundwater �
� Description a �� E� Comments Observations a ;
m w _ mE � �I
O U� J �W �` UIJ �
� 50 Light gray medium-grained SANDSTONE(fresh,very "� Rock � 5
„ weak)(Renton Formation bedrodc) r:-.
a ��
'y " _-
a� -
0
,� - --- ......_ - - -
_ --
Dark brown CARBONACEOUS SHALE(fresh,very weak)
55 (Renton Formation bedrock) � Rock � 55
��
�� I
�
�� �
i
� --- ---- ---- � -- - -- --. . . . . . ..
. _..------ ......--
Black COAL(fresh,very weak)(Renton Formation NO.3 COAL SEAM
60 bedrock) Rock � ��al seam intact from 60
59-73 feet-not mined)
65 Rock � 65
�� Rock � �
� '
� __ _
n,
° Light gray medium-grained SANDSTONE(fresh,very ,-
o75 weak)(Renton Formation bedrock) �-- � i i 75 '
� ,� Rock , � !,
�
E -� "
�
z r':
� � ,
a 80 �:. Rock I � S
� :
;;f '.
�:': .
85
Boring completed at 84 feet on April 27,2009 No groundwater observed 85
90 9
0
0
� 95 95
0
0
Z
U
J
O
',F'.
� lOO lOO
5ee Figure 4 for explanation of symbols
Icicle Creek Engineers Boring Log - Figure 9
�
0
� B oring B- 10
0
�
�
.�
Approximate Ground Surface Elevation: 186 feet Page 1 of 2
m Soil/Rock Profile m
� o �
� � � � � Groundwater .�
a Description a �� �� Comments Observations a
O (!�� �O W T �J �
� 0 Forest duff and topsoil - -- 0
m -
- ---- - --- - -- ---- ` -
� Brown silty fine to medium SAND(completely weathered �=-- SM
� bedrock) �----
� --_
o - -
� -
-- - _ -- --
Light gray medium�rained SANDSTONE(fresh,very �
Rock � Bedrodc encountered at 5
weak)(Renton Formation bedrock) ;f . . 5 feet
f:..
<�;� ..
10 ".':✓ � � 1
�`;�.� Rock
_ '>�
`—�
" - :�
`.F-'. .�.
. �: ..
15 � Rodc � 15
�_�
-�'-�
�__�
_ ;;�
20 �: � 'i 2
�-� .,, Rock i
�
T /r�
�
R� f
O I
i 25 � �`� Rock � ', 25
�; ' '
8 '--
�
z -;::
; ,,t
v
�o --
� 30 �_, Rock - 3
(Renton Formation bedrock) ( ry �� -
Dark brown CARBONACEOUS SHALE fresh,ve weak '
�� I
��
��
��
35 �� Rock 35
--.._... --- - _--- -............ - - - � I
Black COAL(fresh,very weak)(Renton Fortnation , I NO.3 COAL SEAM
bedrock) , (coal seam intact from
36-49 feet-not mined)
40 Rock !I 4
0
0
0 45 Rock � 45
0
z
U
N
'
�.
c, 50 L19(Renton Format on bedr ek)DSTONE(fresh,very weak) , -`�
;� Rock 50
�See Figure 4 for explanauon of symbols
Icicle Creek Engineers Boring Log - Figure 10
�.
0
� Boring B- 10
0
�
�
Page 2 of 2
� SoiURock Profile �
LL c LL
� ; � ° � Groundwater �
a�
� Description a �� ' a-� Comments Observations a
E � �
� U J� O W T !!J J �
� 50 Light gray medium-grained SANDSTONE(fresh,very Ro� � 50
weak)(Renton Formation bedrock)
� ` r.
v
U
O
55 `T Rock � 55
� : I
60 Boring completed at 59 feet on April 27,2009 I No groundwater observed 60
65 � 65 II
70 II �
� '
U
G
�
a
o �5 75
0
E
m
z
U
V
'p JI
� g� g0-7
i
<�
85 ' 85-:
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ATTACHMENT A
I-405 CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009
I-405 RENTON STAGE 2 DESIGN/BUILD PROJECT
WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE
GEOTECHNICAL DESIGN RECOMMENDATIONS
MEMORANDUM
�:�s�
.�_�
� �
TECH !VICAL MEMORANDUM ��� �
I-405 Renton Stage 2 Design/Build Project �
WSDOT Exchange Property Reinforced Soil Slope
Geotechnical Design Recommendations (
Memorandum
PREPAr�o FOR: I-�05 Corridor Design Builders(CDB) �
PREPAREDBY: ROC�1 P18Ve2'�CI�I3 �� s.v. p�f �
��w��H�����
REviEwEoev: D�n Anderson/CDB ,;° ��� .'� �'�i2.`���
� x
coPiEs Dave Jenkins/WSDOT S �� � �
-�nthony Stirbys/WSDOT �o �?. �'x� ,. � `
v1.�eK�' .a�.
��
DATE. -�Ui�t75t 1�, ��I�� �1�NAL�'r�
:}���-
Introduction
'i his Geotec-hnical Design Recommendations Memurandum summarizes the ge�techrucal
r��omm�ndations and design criteria for desiKn and construction of a 1.5:1 (horizontal to �
�.c�rtical) Reinforced Soil Slope (RSS) required to construct the WSDOT Exchange Property
ti;l, part of the I-405 Renton Stage 2 Design/Build Project.
[}ie RSS will support the west side of the WSDOT Exchange Property fill. The WSDOT �
t=�:change Property fill is approximately 700 feet long and varies in height up to 90 feet from
the toe to the top of the fill(see Figure 1). The RSS reinforcing begins at construction
5tationing approximately Station 10+35 and continues to Station 15+9� (lt.). Attachment A �
,c�ntains the proposed RSS plans.
Design of RSS system is in accordance k�ith the requir�ments of the 2008 Washington State �
i)��partment of Transportation Geotechnical Design Manual(VVSDOT GDI�1)Section 15.5.6.
This section specifies that design of primary reinforcement must be in accordance with
E�HV4'A Publication FH�VA-NHI-00-043, "I�lechanically Stabilized Earth Walls and �
[:c�inforced Soil Slopes Design and ConStruction Guidelines," by Elias,et al. (2Q01)and
rrovides minimum�'SDOT design criteria. "1'hese design criteria are summarized in this
n���m;:�r.;nuum
REV 0 I
Subsurface Conditions !�
Geotechnical conditions for the WSDOT Exchange Property area were established on the ��
basis of existing geotechnical explorations supplemented by 3 new explorations advanced '
by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs ,
were used with the existing site soil information to develop geotechnical parameters far
analysis and design of RSS slope. '
Geotechnical Explorations
The following exploration locations were used in the evaluation of the site conditions and in
the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to
develop geotechnical parameters for analysis and design of the RSS. The source of the
exploration information is summarized in Table 1. Figure 2 shows the approximate
locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of
the exploration logs are included in Attachment B.
TABLE 1:WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS
Exploration Location Type Source
B-1 Boring Icicle Creek Engineers, Inc.,2005
B-2 Boring Icicle Creek Engineers, Inc.,2005
B-3 Boring Icicle Creek Engineers, Inc.,2005
TP-1 Test pit Icicle Creek Engineers, Inc.,2005
TP-2 Test pit Icicle Creek Engineers, Inc.,2005
TP-3 Test pit Icicle Creek Engineers, Inc.,2005
TP-4 Test pit Icicle Creek Engineers, Inc.,2005
TP-5 Test pit Icicle Creek Engineers, Inc.,2005
TP-6 Test pit Icicle Creek Engineers, Inc.,2005
TP-7 Test pit Icicle Creek Engineers, Inc.,2005
TP-8 Test pit Icicle Creek Engineers, Inc.,2005
TP-12 Test pit Icicle Creek Engineers, Inc., 2005
TP-13 Test pit Icicle Creek Engineers, Inc.,2005 ',
TP-14 Test pit Icicle Creek Engineers, Inc., 2005
TP-15 Test pit Icicle Creek Engineers, Inc.,2005 ',
TP-16 Test pit Icicle Creek Engineers, Inc.,2005 �,
515-4-06 Boring Geoengineers, 2007 '�
CDB-6p-08 Boring Geoengineers,2007 I�
SRX-20-05 Boring Geoengineers, 2007 I�
RTN/RS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMEN�ATIONS_REVO_081409.DOC 2 li
COPYWGHT 2009 BY�405 CORWDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL I
REV 0
TABLE 1:WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS
Exploration Location Type Source
515-6-06 Boring Geoengineers, 2007
515-7-06 Boring Geoengineers,2007
B-5 Boring Icicle Creek Engineers, Inc.,2009 �
8-10 Boring Icicle Creek Engineers, Inc.,2009 i
8-11 Boring Icicle Creek Engineers, Inc.,2009 '
Icicle Creek Engineers, Inc.,"Report- Coal Mine Hazard Assessment and Preliminary Geotechnical Evaluation, ��,
Renton Hill Property, King County Parcel Nos.2023059085 and 0007200194/196, Renton,Washington,"June
10,2005.
GeoEngineers, 2007, "Geotechnical Baseline Report I-405J1-5 to SR 169 Stage 2—Widening and SR 515 II
Interchange, Renton,Washington,"September 7,2007.
Icicle Creek Engineers, Inc.,"Report, Geological Engineering Services,Coal Mine Hazard Assessment,
WSDOT Property, Renton,Washington,"May 11, 2009.
Interpreted Geotechnical Conditions and Groundwater Location
The existing WSDOT Exchange property is an undeveloped parcel of land located on the
hillside between I-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent,with slope
lengths varying from 25 to over 100 feet. The site elevation varies from approximately 140
feet to 230 feet.
The general subsurface profile consists of colluvium/fill overlying residual soils weathered
from the Renton Formation overlying the Renton Formation. The colluvium/fill/residual
soils are difficult to distinguish from each other and are considered as one unit for the
analysis. The site is underlain by the Renton Formation sandstone bedrock. In the
southwest portion of the site there are deposits of materials consisting of mine tailings and
old municipal waste that are associated with the abandoned Renton Civic Dump site.
The general characteristics of the predominant geologic units are as follows:
• The colluvium/fill/residual soils vary hom�1 foot to 10 feet thick over the site. These
soils aze generally medium dense and consist primarily of silty sand.
• The tailings/municipal waste thickness varies from a thin veneer to over 25 feet thick.
These soils are loose to medium dense and contain a wide variety of materials including
silt,sand,slag,ashes,glass,metal, debris,and other materials associated with municipal
waste disposal. Mine tailings may also be incorporated in this material,either <3� t���E�r
soils,or as a result of previous mining activities that occurred in the same area.
• The Renton Formation consists of weak sandstone bedrock with occasional sil���r �,,
layers and extends below the depth explored with borings at the site.
Boring log information indicates that groundwater was found generally in the Re
Formation,below elevation 100 feet.
RTNIRS2_EXCHANGEPOPERN_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 3
COPYRIGHT 2009 BY I-405 CORRIDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
REV 0
Seismicit and Ground Motions I
Y
The Renton Stage 2 Project is being designed in accordance with WSDOT's current seismic
design requirements.These requirements include use of a design earthquake that has a 7
percent probability of exceedance in a 75-year exposure period.The seismic ground motions
and liquefaction potential for this design earthquake are summarized below.
Seismic Ground Motions
Design peak ground acceleration(PGA) of 0.44g is used in analysis. This ground motion
was determined using the AASHTO ground motions hazard map and a site coefficient for
peak ground acceleration(Fp�)of 1.0 based on Site Qass C site classification.
Per the WSDOT GDM(2008),a horizontal pseudo-static acceleration coefficient,ki,= 0.22
(F*PBA/2)was used in the global stability analysis. Use of this reduced seismic coefficient
implies that several inches of permanent slope displacement is acceptable during the design
seismic event.
Liquefaction Potential
Soils at the project site below the water table are the sandstone bedrock;therefore,
liquefaction potential of site soils is very low. Surface water will be routed from the RSS
and fill to prevent infiltration and possible ponding of water within the compacted fill
layers and RSS.
Geotechnical Design
The design of RSS follows the steps outlined in Chapter 7 of FHWA Publication FHWA-
NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and
Construction Guidelines;'by Elias,et al. (2001).
General Design Considerations
The general design considerations for this project are listed below.
• Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge(surcharge unit weight
= 125 pcf) =125 pcf x 2 feet=250 psf.
• Extensible (geosynthetic geogrid) reinforcement is to be used.
• A wrapped face is not required because the slope is shallower than 1.2(H):1(� (GDM,
2008).
• Minimum length of reinforcing is 6 feet(GDM,2008).
• Primary reinforcing shall be vertically spaced at 3 feet or less (GDM,2008).
• Minimum long-term allowable strength of primary reinforcing= 1,2501b/ft.
RTNfRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 4
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• Secondary reinforcing between layers of primary reinforaing shall be at a maximum
vertical spacing of 1 foot(GDM,2008). Secondary reinforc�ng shall not be included in
the internal stability analysis of the RSS.
• Minimum long-term allowable strength of secondary reinforcing= 1151b/in.
• Backfill within the reinforced zone of the RSS shall consist of Common Borrow,meeting ',
the requirements of WSDOT Standard Specifications Section 9-03.14(3), as modified in ',
the Project Technical Speaification drafbed for the RSS. As follows: �
Sieve Size Percent Passing
3-inch 100
No.4 100-20
No. 200 0-35
Geotechnical Material Properties
The following properties were used in the desiKn of the RSS:
New Fill:
• Urilt���tbi�C ���� t��:
• Internal angle of fricti. ..
,::�,.__:
• Cohesion(static case) = 0 psf
• Internal angle of friction(seismic case)=34 degrees
• Apparent cohesion(seismic case) =200 psf
Residual soil/colluvium/fill:
• Unit weight=130 pcf
• Internal angle of friction=36 degrees
• Cohesion(static case) =0 psf
• Appazent cohesion(seismic case) =200 psf
Renton Formation:
• Uniaxial compressive strength=300 psi(43.2 ks�
• Geologic strength index (GSI) =40
• Intact rock constant(mi)for sandstone=17
• Disturbance factor(D) for good quality excavation= 0.0
• Mohr-Coulomb fit(Hcek-Brown Criteria),internal angle of friction=32 degrees
• Mohr-Coulomb fit(Hoek-Brown Criteria),cohesion(seismic and static cases) =2100 psf
Municipal Waste:
• Unit weight= 115 pcf
• Internal angle vf friction=28 degrees
• Cohesion(static case) =300 psf
• Apparent cohesion(seismic case} =300 psf
RTNIRS2 EXCHANGEPOPERTY RSS DESIGNRECOMMENDATIONS REVO 081409.DOC 5
COPIRIGHT 2009 BY I-405 CORWDOR DESIGN BUILDERS•CAMPANY CONFIDENTIAL
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Reinforcement Length Requirements
Analyses were conducted at selected sections along the RSS to evaluate the minimum
reinforcement lengths(I.�,;�,)required to satisfy stability requirements. The analytical results
were compared to GDM minimum acceptable criteria shown below.
• Sliding FS?1.5
• Global Stability(outside of reinforced zone) FS?1.5
• Compound Failure(through face of RSS) FS?1.5 I
• Internal Slope Stability(through the reinforcing) FS?1.5
• Lateral Squeeze(bearing failure) FS?1.5
• Seismic Stability FS?1.1
The above factors of safety assume that structures (e.g.,residences) will be constructed on
the RSS fill in the future. For sliding, global stability,compound failure,internal stability,
and seismic stability evaluations,the computer program SLIDE (Rocscience,2008)was used.
Lateral squeeze does not apply because the RSS is founded on competent bearing materials.
To achieve the required FS,a geogrid with minimum long-term design strength of 1,250
lb/ft,coupled with the reinforcement lengths summarized in Table 2,is required. The
length of reinforcing was generally controlled by a combination of static and seismic
stability. The approximate station extents for the different L,a,u,are summarized in Table 2.
All stations are based on a construction reference alignment CEDAR RW Line. For a given
embankment location,all reinforcing lengths are constant for the entire embankment height.
TABLE 2:REINFORCEMENT TABLE
Beginning Ending Minimum
Station Station Reinforcement Bottom Reinforcing Top Reinforcing
Length(Lm;,,) Elevation(ft) Elevation(ft)
10+35 10+75 25 200 Varies, max 220
10+75 11+50 40 194 220
11+50 11+75 40 182 220
11+75 12+50 50 172 222
12+50 13+00 45 172 222
13+00 13+75 40 176 222
13+75 14+50 40 172 224
14+50 15+45 40 172 226
15+45 15+95 40 172 Varies, max 226
RTNlRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENOATIONS_REVO_081409.DOC 6
COPYRIGHT 2009 BY�405 CORRIDOR DESIGN BUIL�ERS•COMPANY CONFIDENTIAL
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Settlement
Due to the granular consistency and/or heavily overconsolidated nature of the existing soils
and bedrock,settlement is anticipated to be elastic in nature and is expected to occur during
embankment construction.
Construction Requirements
The construction of the RSS and backfill require careful planning and construction control,
including oversight by the project geotechnical engineer,to assure that the slope is
constructed in such a manner that short-and long-term stability requirements are met. The
following subsection summarizes key conslruction requirements. Specific requirements for
construction of the RSS are induded in the technical specification Reinfarced Soil Slope, I.5:1
(Horizontal to Vertical) Slopes,included as Attachment C to this memorandum.
Subgrade Preparation and Ground Improvement
Before placement of fill or backfill for the RSS,all surface vegetation,topsoil,trash,
construction debris,or other deleterious materials shall be removed from beneath the
reinforced soil zone and properly disposed of offsite. Loose,soft,or wet material should
also be removed and replaced with competent backfill. All sharp stone protrusions that
could damage the reinforcing should also be removed.
The subgrade within the footprint of the reinforced soil volume should be graded level as
required for construction,proof rolled,and compacted to 95°�6 of Standard Proctor Density
(ASTM D698,AASHTO T99). Fill shall be keyed into the existing slope following Section 2-
03.3(14)"Hillside Terraces' of the Standard Specifications.
Because of the variable nature of the site fill,field review and approval of the RSS sub�rade
and construction site preparation below the RSS by the project geotechnical en '�neer is
required. Overexcavation may be required in areas where actual subgrade condition� d�>
not meet the design recommendations. Depth and extent of�verexcavation will be ���
directed by the geotechnical engineer.
Fill and Backfill Requirements
Backfill within the reinforced zone �t u�e %a5 shali cuiisist ot �c�mmvri�s�rruw, meeang t:���
requirements the RSS Project Technical Specification. The borrow source is expected to �:�
the Renton Formation that is excavated to construct other project elements. The backfill
material must be free of organics and other deleberious materials. The maximum particle
size should be 3 inches. If wet-weather construction makes it difficult to achieve the
required moisture and compaction density,Select Borrow(Section 9-03.14(2))or Graael
Borrow(Section 9-03.14(1))shall be used in lieu of Common Borrow.
Backfill in the reinforced zone shall be placed in loose lif�of maximum 12-inch thickness
and compacted to 95% of maximum density in accordance with the requirements of Section
2-03.3(14)C,Method C,of the WSDOT Standard Specitications and the project-specific
technical specification(see Attachment C).
RTN/RS2 EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 7
COPYRIGHT 2009 BY I-405 CORW�OR DESIGN BUIL�ERS•COMPANY CONFI�ENTIAL
REV 0
Backfill behind the reinforced zone shall be Common Borrow in accordance with the
requirements of Section 9-03.14(3)of the Standard Specifications,provided that the material
can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2-
03.3(14)D of the Standard Specifications. If wet-weather construction makes it difficult to
achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or
Gravel Borrow (Section 9-03.14(1))may be used in lieu of Common Borrow.
Temporary Excavation ,
Limited excavation may be required in order to construct the reinforced soil slope. '
Temporary excavations sloped to 1:1 should perform adequately during construction. I
If the Renton Formation bedrock is encountered in temporary excavations needed to place '
reinforcing grids,tr�e lengths of the geogrid may be reduced,provided the praject '
geotechnical engineer is notified in advance to verify subsurface conditions. In no case shall
the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet.
Existing Utilities
No known utilities cross beneath the proposed the RSS footprint. If any are encountered
during construction,they should be brought to the attention of the project geotechnical
engineer. In no case should the arrangement of slope reinforcing by modified to
accommodate utilities without the approval of the project geotechnical engineer.
Drainage and Erosion Control
Temporary construction slopes shall direct��ater a�ti�ay frum the RSS slop�tace to prevE:nt I
erosion. The face of the RSS shall be stabilized following project temporary erosion and II
sediment control procedures and sllall b�� planted �4�ith ��c�rmanc�nt�-e�c�tatic�n in accnr�i�3n����
with the �r�ject landscapin�plan�
References
AASHTO (2002). titandard Specificnhons for Higliway Bridges, 17<<� ��dinon {200Z) -Allou��ih?r I
Stress Design. American Association of State Highway and Transportation Officials, 2�1��?
AASHTO(2007). AASHTO LRFD Bridge Design Specifications, Fourth Fditinn. American
Association of State Highway and Transportation OfEicials,2007.
FHWA (2001).Mechanically Stabilized Earth Walls and Reinforced Sor' �.
Construction Guidelines. U.S. Department of Transportation,Federal Highway
Administration. FHWA-NHI-00-043. March 2001.
RocScience(2008). SLIDE Version 5.0- User's Manual.
WSDOT(2008). Geotechnical Design Manual.Washington State Departrnent of
Transportation.
WSDOT(2008). Standard Specifications for Road, Bridge, and Municipal Construction.
Washington State Department of Transportation.M41-10.
RTNIRS2_D(CHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.00C 8
COPYRIGHT 2009 BY�405 CORRIDOR DESIGN BUILDERS•CAMPANY CONFIDENTIAL
-�` � ---`__-_ 'z� T. 23N. R. 5E. W.M.
* E� �E '--� SOUTHBOUND 1-4p5 Ii
_ ___ _ �_ , -,- � r `--.--�_-----
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����i�� LIMITS OF Fltl WITHIN - �
�' I �G�,� WSDOT RtGHT-OF-WAY v,/ '
, NOT TO EXCEED
. SIX (8)FEET I# HEIGHT �so ,�, —�
VERNF�ILLTLINENS RFIOWN �_� �-
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` , . = ., - — __��_ � ___- __ �/-_--'=_��-_
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' � � ' LEGEND
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. �I �� �_ EXISTING MAJOR CONTOUR
, � � f 180 �-- EXISTING MINOR CONTOUR
' � 1� ---- —200— PROPOSED MAJOR CONTOUR
. ,` ; ' I � -��;�-
• � � � . ' e�1 180 � _
�;, PROPOSED MINOR CONTOUR
c+ ' , � � `.
� j�� ; � � � � STREMA/WETLAND BUFFER
' �1� �I ` �� �e �� /� ��_� WSDOT ROW
ACCE3S i I '. � ^ ��������� UMITED ACCESS
� ��� � � 4� ,, � 2Z0 `�
SEE CGb0.5 . �-
..• � �I'I x � � -�'�� -�T CUT LINE
-`, .. ` ` I I � r � �` i -FlLL FILL LINE
�I
t ` f f �� ��� � I� DITCH,SEE DR/UNAGE PLANS
�� � y `` ! � 10+91.62,113.7T RT w ! `� CEDAR RW i
� ' �`.` � + ' ELEV 228.00 11+63.35,113.00'RT 1 13+74. 114.82� l
�,f � .I '� �' ELEV 230.00 � �� ELEV 234.00 1 \ � B � � SLOPE ARROW
� � � �'�� � � �� � 12+80.28,113.59' RT � EDRR R ���- 1c �
o , � � j `� I ELEV 232.00 � � 14+69.98,115.25RT '', C � ��
N � � ( � � CEDAR RW . - __ ELEV 296.00 �� ES�.�1�.95'RT � I � � NOTES'
� � � S7R� ,� l I I I � . � 12+8g.B6,8.00'LT � � �} �� � 1. FOR DITCH PROFILES,SEE DRAINAGE
� �\\Y� BUFFER •I �� � I I ' ELEV 232.00 - ' i .. . PLAN AND PROFILES.
m � CEUAR RW _ � �
� fI C AR + 8.00'LF C� R� �� C \ 2. FOR SLOPE ROUNDING,SEE DLS-0-02.
s � � �' ` 14�00.63.8.00'LT ', 75+ 89'6. RT
� i ' �1 f0+97.21,10J8'LT
a i�j� �� ELEV 228.00' E� 2�� �, -- ,` ELEV 234.00 '1 ELEV' � 3. FOR REINFORCED SOIL SLOPE DETAILS,
� g C SEE SHEET CG-0-04.
� � . � ', ��, 14+87.��'L � 4. FOR EXISTING UTILITIES,
« • N7'26'S3.75 E/
SEE UTILITY PLANS.
N • �:� �� �.i r.0
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FIGURE 3: WSDOT Exchange Property
Typical Section
ATTACHMENT B
SUPPLEMENTAL BORING LOGS
Icicle Creek Engineers 0864001/042314
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.Approximate Ground Surface Elevation: 190 feet Page 1 of 3
u, Soil/Rock Profile Penetration Resistance
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c 0 0 0 0 � Installation-
L , L na � n@ Moisture Content o� Ground Water
Q Description n o E ' o ' E o (Percent-■) � N Data
o �o �� mv <n� 0 40 60 0 J~
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1 >> grades to very dense
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y See Fieure.4-1 lor explana�ion of symbols
Icicle Creek Engineers Boring Log - Figure A-2
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Page 2 of 3
;, Soil Profile Sample Data Penetration Resistance
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L DesCription �� o E , 3� E m Moisture Content �.� Ground Water
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Page 3 of 3
�, Soil Profile Sample Data Penetration Resistance
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= n� � n=- Moisture Content � Ground Water
n DesCription m o o T �' o o � o (Percent-■) �m Data
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Approximate Ground Surface Elevation: 190 feet Page 1 of 2
a� SoillRock Profile Penetration Resistance
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= DesCription n I �� 3� �� Moisture Content o.� Ground Water
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Page 2 of 2
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n Description m rn o E , o ' � � (Percent-■) p �N Data
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Approximate Ground Surface Elevation: 200 feet Page 1 of 2
a� Soil/Rock Profile Penetration Resistance
� (Blows/foot- �) >. Piezometer
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n DeSCription Q I o� 3 � E� Moisture Content n� Ground Water
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❑ Ur J �C� , C1l U (n J O O E)O O J f
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drill action indicates gravel from 7 to 10 feet - —_ '
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-( ( . >. -........ _ _,.' _ - ...�
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Black COAL medium dense,moist (Renton formation)
INTACT COAL-NO.3 COAL SEAM-NOT MINED Rock ; 27 •
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; �
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M Boring B-3
0
�
�
�
Page 2 of 2
�, Soil Profile Sample Data Penetration Resistance
a�
(Blows/foot- �) � Piezometer
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c L �-a c n� Moisture Content ` � Ground Water
n DesCription �o o T ' o o @ o (Percent- ■) p @� Data
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y �/
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' "
Report
Geotechnical Engineering Services
Critical Areas Report
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
April 23,2014
ICE File No.0864-002
� �
i
r-;
Prepared For:
Merlino land Development Co., Inc.
Prepared By: ',
Icicle Creek Engineers, Inc. I
;
�
j ,,
ICICLE CREEI�
E N G I N E E R S
Geotechn�cal, Geo�ogic and Environmental Services
April 23, 2014
Merlino Land Development Co., Inc.
Attn: Gary Merlino
505015t Ave S,Suite 102
Seattle,Washington 98134-2400
Report
Geotechnical Engineering Services
Critical Areas Report
Merlino Short Plat
Proposed 7-Lot Residential Development
Renton,Washington
ICE File No.0864-002
1.0 INTRODUCfION
This report summarizes the results of Icicle Creek Engineers' (ICE's)geotechnical engineering services for
a Critical Areas Report related to our evaluation of the Merlino Short Plat (referred to as the Merlino
Property in this report)7-Lot Residential Development located southwest of the intersection of South 7cn
Street and Cedar Avenue South in Renton, Washington. The Merlino Property is shown relative to
nearby physical features on the Vicinity Map, Figure 1. The general layout of the Merlino Property is
shown on the Site Plan, Figure 2.
Our services were completed in general accordance with our Proposal dated lanuary 31, 2014 and were I�I
authorized in writing by Gary Merlino of the Merlino Land Development Co., Inc. (MLDC) on January 31,
2014. ��
2.0 SCOPE OF SERVICES
The purpose of our services was to review available geologic and geotechnical information and complete
a site visit as a basis for evaluating Critical Areas (Geologic Hazards) consistent with the City of Renton
Municipal Code (RMC) 4-3-050 (Critical Areas Regulations). Our evaluation of Critical Areas provides
recommendations for mitigation, as appropriate, for these areas. Specifically, our services included the
following:
• Review readily available information concerning project site topography, geology, soil conditions ,
and other relevant site characteristics. Published materials include geologic maps prepared by the '
US Geological Survey and the Washington State Department of Natural Resources, and geotechnical I
reports prepared for the I-405 widening project. �I
• Complete a geologic reconnaissance of the property, with particular emphasis on Steep Slope
(Protected Slope)areas.
• Evaluate the presence of Geologic Hazards including Steep Slopes (Protected and Sensitive Slopes),
Coal Mine Hazards, Landslide Hazards, Erosion Hazards, Seismic Hazards, and Volcanic Hazards, as
defined by the RMC.
29335 NE 20th S?reet • Carnation. 6Vasnington 98014 • vvt�titi•.iciclecreekengineers.com • (425) 333-0093 phone • (425}996-4036 fax
i�9eriino �ana ueveio�ment �o., inc.
Attn: Gary Merlino
April 23, 2014
Page 2
• Provide recommendations for the width(s) of a building setback from the top edge of the Protected
Slope area, as appropriate.
• Provide recommendations for the mitigation for design of structures in Geologic Hazard areas
(primarily Protected Slope), as appropriate.
• Evaluate risk associated with Geologic Hazards and the proposed development pursuant to RMC 4-
3-050J.2
3.0 BACKGROUND INFORMATION
ICE previously completed coal mine hazard assessments of the subject property for a previous property
owner, GWC, Inc. (GWC); the results of those assessments are presented in our reports dated January
17, 2005 and June 10, 2005. Those reports included what is currently the Merlino Property as well as
additional property that GWC owned to the east and south of the southerly part of what is currently the
Merlino Property. ICE also completed a hydrogeologic report for GWC dated March 24, 2006 and a
geotechnical report for GWC dated September 30, 2005. In addition, ICE completed a coal mine hazard
assessment of the Merlino Property; the results of that assessment are summarized in our report dated
April 23, 2014.
We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of
the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate
405 (I-405) to the Washington State Department of Transportation (WSDOT) because preliminary plans
for I-405 widening indicated encroachment into this property depending on final I-405 roadway
configuration and the need for slope support measures. Thereafter, as part of the I-405 widening
project,WSDOT's design-build team for the I-405 widening project, I-405 Corridor Design Builders(CDB),
placed excess soil that was excavated from an adjacent portion of the I-405 project onto what is now the
Merlino Property(property that at the time was owned by WSDOT).
The fill was designed as a Reinforced Soil Slope (RSS—the RSS is referred to as the "Engineered Fill" in
the remainder of this report) by CDB {with CDB joint venturer CH2M Hill providing the I-405 project's
geotechnical engineering). David Halinen, attorney for MLDC,forwarded to ICE a copy of the CDB report
entitled Technical Memorandum, I-405 Renton Stage 2 Design/BuiJd Project, WSDOT Exchange Property
Reinforced Soil Slope, Geotechnical Design Recommendations Memorandum, dated August 14, 2009, a
technical memorandum that was prepared specifically for that Engineered Fill. That technical
memorandum is attached to this report (Attachment A). Page 6 of the CDB Technical Memorandum
states an assumption that "structures (e.g., residences) will be constructed on the Engineered Fill in the
future" and noted that the factors of safety (FOS) used in the CDB Technical Memorandum were based
on that assumption. For that purpose, CDB evaluated the stability of the Engineered Fill for sliding,
global stability, compound failure, internal stability, and seismic stability. The final design of the
Engineered Fill required a minimum FOS of at least 1.5 for all the factors evaluated.
Mr. Halinen also arranged for ICE to review electronic copies of construction monitoring reports that
were obtained by Chad Webley of Gary Merlino Construction Co., Inc. Based on our review of the
construction monitoring reports, the construction monitoring was completed on a full-time basis by
Mayes Testing Engineers, Inc. (Mayes) of Tacoma, Washington. We reviewed 39 Daily Field Reports
(DFRs) that were prepared by Mayes dating from August 22 through October 19, 2009. Field density
tests (FDTs) are included with 34 of the DFRs. Based on our review of the FDTs, a total of 109 in-situ
field tests using a nuclear densometer were completed by Dan Quelhl of Mayes. It appears that T.
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 3
Bergstorm and Tom Robinson of Mayes filled-in for Mr. Quehl on at least three days. According to the
FDT summary sheets, the fill that was placed on each specified day "meets compaction specifications"
and/or "generally meets specifications as indicated by the test numbers." eased on our review of the
DFRs, Mayes was also checking to "assure that the proper type of Geogrid reinforcing was being used
and was not damaged; assure the minimum embedment depth was attained according to approved
plans & specs; and check that Geogrid was attached together with the subcontractor using twist ties" at
the appropriate spacing. Mayes submitted a construction summary letter dated April 23, 2014 (signed
and stamped by Michael S. Dolder, PE) for the Engineered Fill construction monitoring; that letter is
included in this report as Attachment B. The Mayes summary letter states that "all work inspected was
either (1) performed in accordance with or (2) corrected to conform to the I-405 Corridor Design
Builder's Geotechnical Design Recommendations Memorandum dated 8/14/09."
Based on information in the DFRs, it appears that the Engineered Fill mass was substantially completed
by October 12, 2009. Based on (1)five Mayes DFRs that were completed after October 12, 2009 and (2)
review of 108 date-stamped photographs from October 7 through November 3, 2009, final grading,
cutting in and establishing ditchlines, and placement of erosion control fabric on slopes was being
completed during that time period.
In ICE's June 2005 coal mine hazard assessment completed for GWC (an assessment that included 12
test pits and three test borings in the area of what is now the Merlino Property), we concluded that a
"High Coal Mine Hazard Area" as defined in the RMC exists at the south end of Cedar Avenue South.
Additional subsurFace evaluation (seven test borings completed during 2009 and used for our current
coal mine hazard assessment for the Merlino Property) targeted the High Coal Mine Hazard Area at the
south end of Cedar Avenue South consistent with RMC 4-3-050J.1 (Geologic Hazards--Applicability) and
RMC 4-3-050J.2 (Geologic Hazards--Special Studies Required).
4.0 PROJECT DESCRIPTION
We understand that Core Design, Inc. has prepared a conceptual development plan of the Merlino
Property dated March 19, 2014 that includes seven residential lots that are proposed to abut Cedar
Avenue South's west edge. The lots are positioned within the level, upper area (plateau) of the
Engineered Fill. The west edge of all of the proposed lots is approximately located at the crest of the
Engineered Fill. As part of the conceptual development plan, Cedar Avenue South is proposed to be
widened along its west edge, with the widening to include construction of a cul-de-sac bulb at the south �'
end. To construct the cul-de-sac bulb, a "sliver fill" and retaining wall up to about 6-feet thick/high will '
be required as shown on Figure 2. The sliver fill is to consist of a tapered thickness of soil fill (up to 6-
feet thick) along the downhill side of the cul-de-sac where additional space is needed to provide the
required radius for the cul-de-sac. An underground concrete stormwater vault is planned within the cul-
de-sac bulb area. Water discharge from the stormwater vault will be to an existing rock-lined ditch that
runs parallel to and along the north edge of a portion of the existing WSDOT gravel access road that
extends toward WSDOT's stream mitigation area on State-owned property to the south of the Merlino
Property.
5.0 REGULATORY ISSUES
5.1 GENERAL
Based on regional Critical Areas mapping by the City of Renton (City of Renton Map Gallery— Sensitive
Areas� the Merlino Property contains Geologic Hazards including Steep Slopes (Protected and Sensitive
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 4
Slopes —08/13/12)}, Coal Mine Hazards (08/07/12), Landslide Hazards (08/12/12) and Erosion Hazards
(08/13/12). No Seismic Hazards (RMC 4-3-050J.1.d) or Volcanic Hazards (RMC 4-11-220; USGS, 1998,
Volcano Hazards from Mount Rainier, Washington, Open-File Report 98-428)are present within the
Merlino Property based on the cited references.
According to RMC 4-3-OSOJ.2, special geotechnical studies by qualified professionals are required to be
prepared when Geologic Hazards are present on a site.
5.2 STEEP SLOPES
5.2.1 Protected Slopes
RMC 4-11-190 defines "Protected Slopes" as follows: "A hillside, or portion ihereof, with an average
slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of forty
percent(40%J or greater grade and having o minimum verticaJ rise of fifteen feet(IS feetJ." Protected
Slopes within the Merlino Property are currently present as shown on Figure 2.
According to RMC 4-3-050J.5.a,generally "Deve/opment is prohibited on protected slopes." However, an
exception to the prohibition may be granted by the City of Renton under various subsections of RMC 4-
3-050J.5, including RMC 4-3-050J.5.d,which is a subsection that states:
d. Exceptions through Waiver: Exceptions to the prohibition may be granted for installation of
public utilities which are needed io protect slope stability, ond public road widening where all
the following provisions have been demonstrated:
i. The utility or road improvement is consistent with the Renton Comprehensive Plon, adopted
utility plons, and the Transportation lmprovement Program where applicable.
ii. Alternative locations have been determined to be economically or functiona!!y infeasrble.
iii. A geotechnica!evaluation indicates thot the proposa!wil!not increase the risk of accurrence
of a geologic hazard, and measures are identified to eliminate or reduce risks.
iv. The plan for the improvement is based on consideration of the best available science as
described in WAC 365-195-905; or where there is an absence of valid scientific information,
the steps rn RMC 4-9-250F are followed.
Subsectlon L (Top and Toe Setbacks) of RMC 4-4-060 (6rading, Excavation and Mining Regulations)
addresses setbacks from the top and toe of cut and fill slopes. Subsection L states:
1. Setbacks—Minimum: The tops and toes of cut and fill slopes sholl be sei back from setback
lines as far as necessary to preserve tire setback for the safety and benefit of adjacent properties, ',
the adequacy of foundotions, and to prevent damage as a result of water runoff or erosion of the
slopes.
Setbacks sha!!be no less than the following:
a. 7ops of S/opes: Distance to the setback line for the top of slopes shall be o minimum of
ten feet(10'J.
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 5
b. Strudures:Distance to structures, if ony structures on the site shal!be as follows:
S/ope Height Top Toe
Less than 11' S' 3'
11—30.9' 7' Height/2'
31'ond over 10' 15'
(Ord.5526,2-1-2010J
5.2.1 Sensitive Siopes
RMC 4-11-190 defines "Sensitive Slopes" as follows: "A hi!lside, or portion thereof, characterized by:(3J
an average slope, as identified in the City of Renton Sieep Slope Atlas or in a method approved by the
City, of twenty five percent(25%) to less than forty percent (40%J; or(2) an overage slope, as identified
in the City of Renton Steep Slope Atlas or in a method approved by the City, of forty percent (40%J or
greater with a vertical rise of less than fifteen feet(IS'J, abutting an overage slope, as identified in the
City of Renton Steep Slope Atlas or in a method approved by the City, of twenty five percent (25%J to
forty percent(40%J. This definition excludes engineered retaining walls.
Sensitive Slopes occurred over much of the Merlino Property prior to placement of the Engineered Fill.
However, because of the Engineered Fill, no Sensitive Slopes currently exist within the Merlino Property.
5.3 COAL MINE HAZARDS
High and Low Coal Mine Ha: � • ;
by the City of Renton (Map Gallery—Sensitive Areas) and previous studies of the Merlino Property and
adjacent areas by ICE. Coal Mine Nazards are addressed in a separate ICE report dated April 23, 2014.
5.4 LANDSLIDE HAZARDS
Prior to placement of the Engineered Fill, the Merlino Property was within a Moderate Landslide Hazard
area according to regional Critical Areas mapping by the City of Renton (Map Gallery—Sensitive Areas).
Because of the Engineered Fill,the designation of a Moderate Landslide Hazard area should be removed
for the Merlino Property.
5.5 EROSION HAZARDS
Prior to placement of the Engineered Fill, the Merlino Property was within an Erosion Hazard area
according to regional Critical Areas mapping by the City of Renton (Map Gallery — Sensitive Areas).
During a recent phone discussion with Steve Lee, Development Engineering Manager of the City of
Renton's Community & Economic Development DepartmenYs Planning Division, Mr. Lee advised that
the Erosion Hazard area designation on the Merlino Property now applies to the slope created by the
Engineered Fill. This is reflected on Figure 2.
5.6 SEISMIC AND VOLCANIC HAZARDS
No Seismic or Volcanic hazards have been regionally mapped by the City of Renton (Map Gallery —
Sensitive Areasj or field identified by ICE within the Merlino Property.
6.0 GEOLOGIC SETTING
The surFicial geology at the site prior to the placement of the Engineered Fill was mapped by the US
Geological Survey (USGS - D. R. Mullineaux, 1965, "Geologic Map of the Renton Quadrangle, King
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 6
County, Washington," Geologic Quadrangle Map GQ-405) as "undifferentiated glacial sediments" I
underlain by "Renton Formation" bedrock. Undifferentiated glacial sediments are described by the '
USGS as consisting of layers of glacial till (ice-deposited silty sand with gravel), glacial outwash (stream-
deposited sand and gravel),glaciolacustrine deposits(lake-deposited clay and sand), and nonglacial sand
and clay. Renton Formation bedrock is described by the USGS as interbedded (layered) sedimentary
rock consisting of sandstone, siltstone, shale, claystone, carbonaceous shale and coal beds. Structurally,
the bedrock has been uplifted,folded and faulted over time. This structural deformation of the bedrock
has caused the"bedding"of the rock to be tilted about 10 to 14 degrees down to the east in the Merlino
Property area.
7.0 SITE CONDITIONS
7.1 SURFACE CONDITIONS
Surface reconnaissance of the Merlino Property was completed by Brian Beaman of ICE on April 27,
2009 and again on February 2, 2014. The Merlino Property is located on a west-facing hillside
overlooking the City of Renton and is bordered by Cedar Avenue South to the east, the Cedar Crest
Condominiums to the north, I-405 to the west,and undeveloped WSDOT-owned forest land and a Puget
Sound Energy(PSE)transmission line easement to the south.
Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar
Avenue South was characterized by a steep (60 percent grade) road embankment long-ago-created for
Cedar Avenue South, an embankment that was about 5- to 15-feet high and that transitioned to a
natural slope inclined downward to the west at about a 20 to 30 percent grade. The natural slope
flattened gradually to the west. Mine Rock Fill (Coal Spoils) consisting of broken rock and coal fines
were observed during our 2005 field reconnaissance and in Test Pits TP-8, TP-14 and TP-16 that were
completed for our 2005 study for GWC.
Presently,the Engineered Fill has created a nearly-level plateau area that ranges from about 112 feet to
122 feet east-west abutting the west edge of Cedar Avenue South. This plateau area is where the seven
residential lots are planned. From the west edge of the plateau, a slope that ICE field-measured as being
about 30 degrees (about 1.75H:1V— horizontal to vertical) extends down to the west toward the I-405
right-of-way. The plateau area is vegetated with grass. The bordering slope to the north, west and
south of the plateau area (the Engineered Fill slope) is generally vegetated with Douglas-fir trees that
are about 8-feet high and shrubs.
No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site
reconnaissance efforts; these efforts included observation of the ground surface before and after the
placement of the Engineered Fill. No surface evidence of landsliding was observed within the Merlino i
Property at the time of our 2009 and 2014 site reconnaissance efforts. �i
7.2 ABANDONED UNDERGROUND COAL MINES
As previously described, abandoned underground coal mines and related coal mine hazards at the
Merlino Property are described in a separate Coal Mine Hazard Assessment report by ICE dated April 23,
2014. This report does not duplicate the description of the abandoned coal mines and coal mine
hazards set forth in the separate Coal Mine Hazard Assessment report or the results of subsurface
explorations (test pits and test borings) that were set forth in reports completed in 2005 and 2009.
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 7
However, site data from those reports was used to supplement our understanding of the site subsurface
conditions and was used, in part, as a basis for some of the conclusions in this report.
8.0 CONCLUSIONS AND RECOMMENDATIONS
8.1 GENERAL
As previously noted, page 6 of the CDB 2009 Technical Memorandum indicated that the Engineered Fill
was designed such that residences could be constructed on this fill. CH2M Hill evaluated the stability of
the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability.
The final design of the Engineered Fill slope required a minimum factor of safety(FOS) of at least 1.5 for
all the factors evaluated.
8.2 STEEP SLOPES
8.2.1 Proteded Slopes
8.2.1.1 Engineered Fill Slope
Most of the Engineered Fill slope that borders the plateau area of the Merlino Property is a Protected
Slope according our site observations and the City's Protected Slope definition in RMC 4-11-190.
In view of both (1) above-quoted subsectlon L (Top and Toe Setbacks) of RMC 4-4-060 (Grading, �
Excavation and Mining Regulations) and (2) our overall assessment of the Engineered Fill, we
recommend (a) a building setback of 25 feet from the Engineered Protected Slope area along the west
side of all seven of the proposed lots, (b) a building setback of 10 feet from the portion of the
Engineered Fill slope area to the north of Lot 1, and (c) a building setback of 10 feet from the portion of
the Engineered Fill slope area to the south of Lot 7,as shown on Figure 2.
Our abo�e-stated setback distance recommendations are contingent on �egetation in the Protected '
Slope areas (other than in the general area of the above-noted proposed sliver fill and/or retaining wall
to the south and southwest of the southwest edge of the cul-de-sac) not being cut down or otherwise
removed. ICE should be contacted to review tree removal plans if selected trees are to be cut down or
otherwise removed from the Protected Slope area (other than in the specific area described above for
the proposed sliver fill and retaining wall).
We recommend that the west edge of the plateau at the crest of the Engineered Slope be slightly
bermed/graded to prevent surface water runoff onto the slope from the plateau. Roof downspout
drains and footing drains should discharge to a tightline system that discharges away from the
Engineered Slope.
8.2.1.2 Proteded Slope—Cedar Avenue South
In our opinion, the portion(s) of the sliver fill and/or retaining wall proposed to be installed within the
Protected Slope area to the south and southwest of the proposed cul-de-sac at the south end of Cedar
Avenue South should be approved by the City pursuant to an "exception through waiver" under RMC 4-
3-050J.5.d, provided the following design and construction practices are followed in regard to the sliver
fill and retaining wall:
• The surface of the applicable portion of the Engineered Fill should be stripped of topsoil and sod,
with care taken to not damage the reinforcement fabric in the Engineered Fill.
� An Ecofogy block or similar (gravity-type) retaining wall should be used along the south side of the
sliver fill where the wall height exceeds 2.5 feet, otherwise a rockery or modular block wall may be
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23,2014
Page 8
used. Ecology blocks and Ultra Blocks are typically about 2.5- to 3-feet high and 5- or 6-feet long.
ICE can provide design criteria for a gravity-type retaining wall system, if requested.
• The proposed retaining wall system, once the final design is known, should be evaluated by ICE for
overall stability.
• Proper surface and subsurface drainage should be installed to reduce the potential for accumulation
of ground water and to reduce the risk of erosion.
• New fill should be compacted as Structural Fill. Structural Fill should be compacted to at least 95
percent of the maximum dry density obtained using ASTM Test Method D 1557.
• Construction of the retaining wall and fills should be completed during an extended period of dry
weather.
• ICE should be retained to review the construction plan for the cul-de-sac at the south end of Cedar
Avenue South once the design details are available.
• ICE should be retained to observe and document the construction of the retaining wall and
placement of Structural Fill for the retaining wall at the south end of Cedar Avenue South.
8.2.2 Sensitive Slopes
As previously described, all Sensitive Slope areas within the Merlino Property have been eliminated by
tFe En�ineered Fill No recommendatii�ns for •���ti�at�on are needed.
8.3 COAL MINE HAZARDS
High and Low Coal Mine Hazards exist within portions of the Merlino Property. Coal Mine Hazards are
addressed in a separate ICE report dated April 23, 2014. I
8.4 LANDSLIDE HAZARDS I!
The designation of a Moderate Landslide Hazard area should be removed because the Engineered Fill ,
has mitigated this hazard designation. No recommendations for mitigation are needed. ',
8.5 EROSION HAZARDS
As described above,the Erosion Hazard area designation applies to the slope created by the Engineered
Fill as shown on Figure 2. Except as noted in the next paragraph, the Engineered Slope will not be ,
disturbed by the development process. For this reason, no special erosion control measures are �
required other than assuring that the no stormwater runoff is allowed to flow to the slope area (other I
than the planned discharge from the proposed stormwater detention vault into the existing rock-lined
ditch that runs parallel to and along the north edge of the existing gravel access road. We recommend
that Core Design evaluate planned flow from the stormwater vault and the ability of the existing rock-
lined ditch to accommodate this flow.
Construction of the cul-de-sac bulb area will require disturbance of(1)the portion of the Erosion Hazard
area underlying part of the southwesterly quadrant of the proposed cul-de-sac bulb and (2) the abutting
sliver fill area. Proper temporary erosion and sediment control measures in accordance with local
regulations should be provided within the project plans for these areas.
8.6 SEISMIC AND VOLCANIC HAZARDS
No Seismic or Volcanic Hazards have been regionally mapped by the City of Renton or field identified by
ICE within the Merlino Property. Thus, no recommendations for mitigation are needed.
Icicle Creek Engineers 0864002/042314
Merlino Land Development Co., Inc.
Attn: Gary Merlino
April 23, 2014
Page 9
9.0 RISK EVALUATION
9.1 COMMENTS RELATING TO SUBSECTIONS(iii)AND(iv)OF RMC 4-3-050J.5.d
The above-stated design and construction practices are recommended to reduce risks. If these design
and construdion practices are implemented, in our opinion the proposal to modify the Engineered
Slope in the area near the cul-de-sac with a sliver fill and retaining wall should not increase the risk of
slope failure to an unacceptable level (FOS less than 1.5). In addition, the planned sliver fill and
retaining wall improvement within the Protected Slope in the cul-de-sac bulb area is being designed
using locally accepted current standards of engineering practice ("best available science" as described in
WAC 365-195-905).
9.2 COMMENTS RELATING TO RMC 4-3-050J.2
Consistent with RMC 4-3-OSOJ.2, (1) the project should not increase the risk of Geologic Hazards to
adjacent or abutting properties beyond pre-development conditions, (2) the project should not
adversely impact other Geologic Hazards, and (3)the development can be safely accommodated on the
site with careful planning by the design team.
10.0 USE OF THIS REPORT
We have prepared this report for use by Merlino Land Development Co., Inc. The data and report
should be used for land use planning, but our report, conclusions, and interpretations should not be
construed as a warranty of subsurface conditions.
There are probable variations in subsurFace conditions between the explorations completed for other
studies; variation in subsurface conditions also may occur over time. A contingency for unanticipated
conditions should be included in the short plat infrastructure's construction budget and
schedule. During construction, sufficient observation, testing and consultation by our firm should be
provided to (1) evaluate whether the conditions encountered are consistent with those indicated by the
explorations, (2) provide recommendations for design changes if the conditions encountered during
construction differ from those anticipated, and (3) evaluate whether earthwork activities comply with
contract plans and specifications.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with generally accepted practices in this area at the time the report was prepared. No warranty or other
conditions, express or implied, should be understood.
**********«********
Icicle Creek Engineers 0864002/042314
I
Merlino Land Development Co., Inc. I�,
Attn: Gary Merlino
April 23, 2014
Page 10
We trust this information meets your present needs. If you have any questions or if we can be of
further assistance to you, please call.
`0 0� W88h1� � R• BE Yours very truly,
gt0 ,�Q• 0 a 9 Icicie Creek Engineers, Inc.
�
� G� '� '
� ��o�o� Brian R. Beaman, PE, LEG, LHG
`��'� 871 �� Principal Engineer/Geologist/Hydrogeologist
�8ed eo�° ox�,.
BRIAN R. BEAMAN (E'�ou+Es l O - 3.0 - i � ,�. �,.p�_
Kathy Killman, LEG
Principal Engineering Geologist
Document ID: 0864002.REP
Attachments: Vicinity Map—Figure 1
Site Plan—Figure 2
Attachment A—I-405 CDB Technical Memorandum,August 14,2009
Attachment B—Mayes Testing Engineers,Inc.Construction Summary Letter,April 23,2014
Submitted via surface mail(three original copies)
cc: David Halinen,Halinen Law(email as pdf,surface rnaif—one original copy)
Icicle Creek Engineers 0864002/042314
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Icicle Creek Engineers 0864002/042314
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EXPLANATION
Protected Slope Area
(RMC 4-11-19oJ O 100 200
� Erosion Hazard Area
(RMC 4-�0.50Q.3.b) Apprmdmate Scale in Feet
------ Building Setback
(RMC 4�-O60L)
SITE PLAN Icide Creek Engineers,If1C.,�,�,_�� ICFFILE NUMBER
29335 NE 20th Street 0864-002
MERLINOSHORTPUtt-PROPOSED7-LOTRESIDENTIALDEVELAPMENT Grnation,Washington 98014 Figure
RENTON,WASMINGTOIY (125)333-0093 2
ATTACHMENT A
I-405 CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009
I-405 RENTON STAGE 2 DESIGN/BUILD PROJECT
WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE
GEOTECHNICAL DESIGN RECOMMENDATIONS
MEMORANDUM
Icicle Creek Engineers 0864002/042314
� �_� �
��
TECHNiCAL MEMORANDUM u��'�-��.
I-405 Renton Stage 2 Design/Build Project
WSD�T Exchange Property Reinforced Soil Slope �
Geotechnical Design Recommendations {
Memorandum
PREPA�o FQR: I-�U5 Corridor Design Builaers tCDB)
PREPARED BY: RO��'l Pldye2'�CUE� �'� S'v pC„4 �
� �p K`r�y,+ �"F'P
�
�EvtEv►�o sv: Don Anderson/CDB �° ,� . .� �2 t`�"�{'�` t
coPiEs Dave Jenkins/t+VSDOT � ��
�o �
��nthonyStirbys/WSDOT �o .a. �'�� -,��,
'`�. vt�:� •`��
DA?E. -�Uz�iltit 1-�, �(1�9 sS��NALENG`
�
lntroduction
�his Geotechnical Design Recommendations Memorandum summarizes the geotechnical
r��rommendations and design criteria for desiKn and construction of a 1.5:1 (horizontal to �
�.rrtical) Reinforced Soil SIope (RSS) required to construct the WSDOT Exchange Property
t:;l, part of the I-405 Renton Stage 2 Design/Build Project. '
i he IZSS will support the west side of the WSDOT Exchange Property fill. The WSDOT ,
Ftchange Property fill is approximately 700 feet long and varies in height up to 90 feet from
the toe to the top of the fill (see Figure 1). The RSS reinforcing begins at construction
,
Stationing approximately Station 10+35 and continues to Station 15+95 (lt.). Attachment A �
���ntains the proposed RSS plans.
i)esign of RSS system is in accardan�e ti�ith the requirements of the 2008 Washington State
l)rpartment of Transportation Geotechnical Design Manual (VVSDOT GDM)Section 15.5.n
i his section specifies that design of primary reinfarcement must be in accordance with
I�E iWA Publication FHWA-I�THI-00-0�3, "Mechanicallv Stabilizea Earth Walls and
C�cinforced Soil Slopes Design and Construction Guidelines," by F.lias,et al. (2001)and '
_�r��vides minimum WSDC�T design criteria. 'l�hese design criteria are summarized in this
m+�mt�randt�m.
� . . . �
REV 0
Subsurface Conditions
Geotechnical conditions for the WSDOT Exchange Property area were established on the
basis of existing geotechnical explorations supplemented by 3 new explorations advanced j
by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs
were used with the existing site soil information to develop geotechnical parameters far
analysis and design of RSS slope.
Geotechnical Explorations
The following exploration locations were used in the evaluation of the site conditions and in
the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to
develop geotechnical parameters for analysis and design of the RSS. The source of the
exploration information is summarized in Table 1. Figure 2 shows the approximate
locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of
the exploration logs are included in Attachment B.
TABLE 1:WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS
Exploration Location Type Source
B-1 Boring Icicle Creek Engineers, Inc.,2005
B-2 Boring Icicle Creek Engineers, Inc.,2005
B-3 Boring Icicle Creek Engineers, Inc.,2005
TP-1 Test pit Icicle Creek Engineers, Inc.,2005
TP-2 Test pit Icicle Creek Engineers, Inc.,2005
TP-3 Test pit Icicle Creek Engineers, Inc.,2005
TP-4 Test pit Icicle Creek Engineers, Inc.,2005
TP-5 Test pit Icicle Creek Engineers, Inc.,2005
TP-6 Test pit Icicle Creek Engineers, Inc.,2005
TP-7 Test pit Icicle Creek Engineers, Inc.,2005
TP-8 Test pit Icicle Creek Engineers, Inc.,2005
TP-12 Test pit Icicle Creek Engineers, Inc.,2005
TP-13 Test pit Icicle Creek Engineers, Inc.,2005 �
TP-14 Test pit Icicle Creek Engineers, Inc.,2005
TP-15 Test pit Icicle Creek Engineers, Inc.,2005
TP-16 Test pit Icicle Creek Engineers, Inc., 2005
515-4-06 Boring Geoengineers,2007
CDB-6p-08 Boring Geoengineers, 2007
SRX-20-05 Boring Geoengineers, 2007
RTNlRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 2
COPYRIGHT 2009 BY�405 CORRIDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
REV 0
TABLE 1:WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS
Exploration Location Type Source
515-6-06 Boring Geoengineers, 2007
515-7-06 Boring Geoengineers, 2007
B-5 Boring Icicle Creek Engineers, Inc.,2009
B-10 Boring Icicle Creek Engineers, Inc.,2009
B-11 Boring Icicle Creek Engineers, Inc.,2009
Icicle Creek Engineers, Inc.,"Report-Coal Mine Hazard Assessment and Preliminary Geotechnical Evaluation,
Renton Hill Property, King County Parcel Nos.2023059085 and 0007200 1 94/1 96, Renton,Washington,"June
10,2005.
GeoEngineers,2007, "Geotechnical Baseline Report I-405/1-5 to SR 169 Stage 2—Widening and SR 515
Interchange, Renton,Washington,"September 7,2007.
Icicle Creek Engineers, Inc_, "Report,Geological Engineering Services,Coal Mine Hazard Assessment,
WSDOT Property, Renton,Washington,"May 11,2009.
Interpreted Geotechnical Conditions and Groundwater Location
The existing WSDOT Exchange property is an undeveloped parcel of land located on the
hillside bettiveen I-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent,with slope
lengths varying hom 25 to over 100 feet. The site elevation varies from approximately 140
feet to 230 feet.
The general subsurface profile consists of colluvium/fill overlying residual soils weathered
from the Renton Formation overlying the Renton Formation. The colluvium/fill/residual
soils are difficult to distinguish from each other and are considered as one unit for the
analysis. The site is underlain by the Renton Formation sandstone bedrock. In the i
southwest portion of the site there are deposits of materials consisting of mine tailings and �,
old municipal waste that are associated with the abandoned Renton Civic Dump site.
The general characteristics of the predominant geologic units are as follows:
• The colluvium/fill/residual soils vary from�l foot to 10 feet thick over the site. These I,
soils are generally medium dense and consist primarily of silty sand.
• The tailings/municipal waste thickness varies from a thin veneer to over 25 feet thick. �,
These soils are loose to medium dense and contain a wide variety of materials including
silt,sand,slag,ashes, glass,metal, debris,and other materials associated with municipal
waste disposal. Mine tailings may also be incorporated in this material,either as cover
soils,or as a result of previous mining activities that occurred in the same area. ,
• The Renton Formation consists of weak sandstone bedrock with occasional siltstone �
layers and extends below the depth explored with borings at the site.
Boring log information indicates that groundwater was found generally in the Renton
Formation,below elevation 100 feet.
RTNIRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_08i409.DOC 3
COPYWGHT 2009 BY I-405 CORWDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
REV 0
Seismicity and Ground Motions
The Renton Stage 2 Project is being designed in accordance with WSDOT's current seismic
design requirements.These requirements include use of a design earthquake that has a 7
percent probability of exceedance in a 75-year exposure period. The seismic ground motions
and liquefaction potential for this design earthquake are summarized below.
Seismic Ground Motions
Design peak ground acceleration(PGA) of 0.44g is used in analysis. This ground motion
was determined using the AASHTO ground motions hazard map and a site coefficient for
peak ground acceleration(F�) of 1.0 based on Site Class C site classification.
Per the WSDOT GDM(2008),a horizontal pseudo-static acceleration coefficient,kh=0.22
(F*PBA/2)was used in the global stability analysis. Use of this reduced seismic coefficient
implies that several inches of permanent slope displacement is acceptable during the design
seismic event.
Liquefaction Potential
Soils at the project site below the water table are the sandstone bedrock;therefore,
liquefaction potential of site soils is very low. Surface water will be routed from the RSS
and fill to prevent infiltration and possible ponding of water within the compacted fill
layers and RSS.
Geotechnical Design
The design of RSS follows the steps outlined in Chapter 7 of FHWA Publication FHWA-
NHI-00-043,"Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and
Construction Guidelines;'by Elias,et al. (2001).
General Design Considerations
The general design considerations for this project are listed below.
• Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge(surcharge unit weight
= 125 pc� = 125 pcf x 2 feet=250 psf.
� Extensible (geosynthetic geogrid)reinforcement is to be used.
• A wrapped face is not required because the slope is shallower than 1.2(H):1(� (GDM,
2008).
• Minimum length of reinforcing is 6 feet(GDM,2008).
• Primary reinforcing shall be vertically spaced at 3 feet or less (GDM,2008).
• Minimum long-term allowable strength of primary reinforcing= 1,2501b/ft.
R`ti/RS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 4
COPYRIGHT 2009 BY I-405 CORRIDOR DESIGN BUILDERS�COMPANY CONFIDENTIAL
REV 0
• Secondary reinforcing between layers of primary reinforcing shall be at a maximum
vertical spacing of 1 foot(GDM,2008). Secondary reinforcing shall not be included in
the internal stability analysis of the RSS.
• Minimum long-term allowable strength of secondary reinforcing= 1151b/in.
• Backfill within the reinforced zone of the RSS shall consist of Common Borrow,meeting
the requirements of WSDOT Standard Specifications Section 9-03.14(3),as modified in
the Project Technical Specification drafted for the RSS. As follows:
Sieve Size Percent PassinQ
3-inch 100
No.4 100-20
No. 200 0-35
Geotechnical Material Properties
The following properties were used in the design of the RSS:
New Fill:
• Unit weight= 130 pcf �
• Internal angle of friction=36 degrees I
• Cohesion(static case) = 0 psf
• Internal angle of friction(seismic case)=34 degrees
• Apparent cohesion(seismic case) =200 psf
Residual soil/colluvium/fill:
• Unit weight=130 pcf
• Internal angle of friction=36 degrees
• Cohesion(static case) = 0 psf
• Apparent cohesion(seismic case) = 200 psf
Renton Formation:
� Uniaxial compressive strength=300 psi(43.2 ks�
• Geologic strength index (GSI) =40
• Intact rock constant(mi)for sandstone=17
• Disturbance factor (D)for good quality excavation= 0.0
• Mohr-Coulomb fit(Hcek-Brown Criteria),internal angle of friction=32 degrees ,
• Mohr-Coulomb fit(Hoek-Brown Criteria),cohesion(seismic and static cases) = 2100 psf
Municipal Waste:
� Unit weight= 115 pcf
• Internal angle of friction=28 degrees
• Cohesion(static case) = 300 psf
• Appazent cohesion(seismic case) =300 psf
RTNlRS2 EXCHANGEPOPERTY RSS DESIGNRECOMMENDATIONS REVO 081409.DOC 5
COPYRIGHT 2009 BY I-405 CORRIDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
REV 0
Reinforcement Length Requirements
Analyses were conducted at selected sections along the RSS to evaluate the minimum
reinforcement lengths(La,;�,) required to satisfy stability requirements. The analytical results
were compared to GDM minimum acceptable criteria shown below.
• Sliding FS?1.5
• Global Stability(outside of reinforced zone) FS?1.5
• Compound Failure(through face of RSS) FS>_1.5
• Internal Slope Stability(through the reinforcing) FS>_1.5
• Lateral Squeeze(bearing failure) FS>_1.5
• Seismic Stability FS>_l.l
The above factors of safety assume that structures (e.g.,residences)will be constructed on
the RSS fill in the future. For sliding,global stability,compound failure,internal stability,
and seismic stability evaluations,the computer program SLIDE (Rocscience,2008)was used.
Lateral squeeze does not apply because the RSS is founded on competent bearing materials.
To achieve the required FS,a geogrid with minimum long-term desi�strength of 1,250
lb/ft,coupled with the reinforcement lengths summarized in Table 2,is required. The
length of reinforcing was generally controlled by a combination of static and seismic
stability. The appro�cimate station extents for the different LIIaI,are summarized in Table 2.
All stations are based on a construction reference alignment CEDAR RW Line. For a given
embankment location,all reinforcing lengths are constant for the entire embankment height.
TABLE 2:REINFORCEMENT TABLE
Beginning Ending Minimum
Station Station Reinforcement Bottom Reinforcing Top Reinforcing
Length(Lm;,,) Elevation(ft) Elevation(ft)
10+35 10+75 25 200 Varies, max 220
10+75 11+50 40 194 220
11+50 11+75 40 182 220
11+75 12+50 50 172 222
12+50 13+00 45 172 222
13+00 13+75 40 176 222
13+75 14+50 40 172 224
14+50 15+45 40 172 226
15+45 15+95 40 172 Varies. max 226
RTVIRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATlONS_REVO_081409.DOC 6
COPYRIGHT 2009 BY�405 CORRIDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
REV 0
Settlement
Due to the granular consistency and/or heavily overconsolidated nature of the existing soils
and bedrock,settlement is anticipated to be elastic in nature and is expected to occur during
embankment construction.
Construction Requirements
The construction of the RSS and backfill require careful planning and construction control,
including oversight by the project geotechnical engineer,to assure that the slope is
constructed in such a manner that short-and long-term stability requirements are met. The
following subsection summarizes key construction requirements. Specific requirements for
construction of the RSS are included in the technical specification Reinforced Soil Slope, I.5:1
(Horizontal to Vertical) Slapes,included as Attachment C to this memorandum.
Subgrade Preparation and Ground Improvement
Before placement of fill or backfill for the RSS,all surface vegetation,topsoil,trash,
construction debris,or other deleterious materials shall be removed from beneath the
reinforced soil zone and properly disposed of offsite. Loose,soft,or wet material should
also be removed and replaced with competent backfill. All sharp stone protrusions that
could damage the reinforcing should also be removed.
The subgrade within the footprint of the reinforced soil volume should be graded level as
required for construction,proof rolled,and compacted to 9596 of Standard Proctor Density
(ASTM D698,AASHTO T99). Fill shall be keyed into the existing slope following Section 2-
03.3(14) "Hillside Terraces" of the Standard Specifications.
Because of the variable nature of the site fill,field review and approval of the RSS subgrade
and construction site preparation below the RSS b,y the project geotechnical engineer is
required. Overexcavation may be required in areas where actual subgrade conditions do
not meet the design recommendations. Depth and extent of overexcavation will be as
directed by the geotechnical engineer.
Fill and Backfill Requirements
Backfill within the reinforced zone of the RSS shall consist of Common Borraw,meeting the
requirements the RSS Project Technical Specification. The bonow source is expected to be !i
the Renton Formation that is excavated to construct other project elements. The backfill '�
material must be free of organics and other deleterious materials. The maximum particle
size should be 3 inches. If wet-weather construction makes it difficult to achieve the ;
required moisture and compaction density, Select Borrow(Section 9-03.14(2)) or Gravel
Borrow(Section 9-03.14(1)) shall be used in lieu of Common Borrow.
Backfill in the reinforced zone shall be placed in loose lifts of maximum 12-inch thickness
and compacted to 95°� of maximum density in accordance with the requirements of Section
2-03.3(14)C,Method C,of the WSDOT Standard Specifications and the project-specific
technical specification(see Attachment C).
RTNlRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC 7 '
COPYWGHT 2009 BY I-405 CORWDOR DESIGN BUILDERS•COMPANY CONFIDENTIAL
�vo
Backfill behind the reinforced zone shall be Cornmon Borrow in accordance with the
requirements of Section 9-03.14(3)of the Standard Specifications,provided that the material
can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2-
03.3(14)D of the Standard Specifications. If wet-weather construction makes it difficult t�
achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)1
Gravel Borrow (Section 9-0314(1))m���. � � .� .; ' �, ';: ., , : �
Temporary Excavation
Limited excavation may b� rc�uirea in�r�i�r t�� c��nsn�uct the reinforc�a suil slupe.
Temporary excavations sloped to 1:1 should perform adequately during constructic�n.
If the Renton Formation bedrock is encountered in temporary excavations needed to pla�E�
reinforcing grids,the lengths of the geogrid may be reduced,provided the project
geotechnical engineer is notified in advance to verify subsurface conditions. In no casc sha 11
the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet.
Existing Utilities
No known utilities cross beneath the proposed the RSS footprint. If any are encountered
during construction,they should be brought to the attention of the project geotechnical
engineer. In no case should the arrangement of slope reinforcing by modified to
accommodate utilities without the approval of the project geotechnical engineer.
Drainage and Erosion Control
Temporary construction slopes shall direct water away from the RSS slope face to prevent
erosion. The face of the RSS shall be stabilized following project temporary erosion and
sediment control procedures and shall be planted with permanent vegetation in accordance
with the project landscaping plans.
References
AASHTO(2002). Standard Specifications for Highway Bridges, 17�Edition (2002) -Allowable
Stress Design.American Association of State Highway and Transportation Officials,2002.
AASHTO(2007). AASHTO LRFD Bridge Design Specifications, Fourth Edition. American
Association of State Highway and Transportation Officials,2007.
FHWA(2001):Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and
Construction Guidelines. U.S. Departrnent of Transportation, Federal Highway
Administration. FHWA-NHI-OQ043.March 2001.
RocScience(2008). SLIDE Version 5.0- User's Manual.
WSDOT(2008). Geotechnical Design Manual.Washington State Departrnent of
Transportation.
WSDOT (2008). Standard Specifications far Road, Bridge, and Municipal Construction.
Washington State Departrnent of Transportation. M41-10.
R"hIRS2 EXCHANGEPOPERTY RSS DESIGNRECOMMENDATIONS REVO 081409.DOC 8
COPYRIGHT 2009 BY I�OS CORRIDOR DESIGN BUIL�ERS•COMPANY CONFIDENTIAL
-------�� T. 23N. R. 5E. W.M.
.`_ , _
* � ��E ��—�., �___�_ SOUTHBOUND 1-4p5
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i a�x __. ,_ —Z00— PROPOSED MAJOR CONTOUR
' � � $ �� S� —` - PROPOSED MINOR CONTOUR
� I � � ' � � � • • • • • STREAhV WETLAND BUFFER
� i � � � / --�— WSDOT ROW
ACCESS ,.� I '—� �0 p I ��������� UMITED ACCESS
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� ' �. � I` I � ! 10+91.62,713.7T RT � CEDAR RW
�) • �'�I I � � � ELEV 229.00 � 1E�.�1�.00'RT ' �� ELEV 234100 '� \ / B SLOPE ARROW '
� � \� T
' ` • � I� � � 12+60.28,173.59'RT i ,, EDAR R � �' y Jc
°' i - . � �� � ( � i ' ELEV 232.00 14+69.98,115.25RT � I � �� �
� I , � 11 ,s+ss.ze,,�8.sy Rr ,
� • I I ` I I � CEDRR RW _ _ ELEV 236.00 �ELEV 238.00 y 1 NOTES:
� � STREAM `1 � f 12+88.86.8.00'LT ( ` \
�, � •I �I I I E� �� 1 �,� 1. FOR DITCH PROFILES,SEE DRAINAGE
� BUFF ,) � ' I ` � � ` ` ''�. PLAN AND PROFILES.
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m �
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m � . l '1 74+97.08,8.00'l �
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• N1•26'S3.75 E �
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FIGURE 3: WSDOT Exchange Property
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ATTACHMENT B
MAYES TESTING ENGINEERS, INC. CONSTRUCTION SUMMARY LETTER
DATED APRIL 23, 2014
REINFORCED SOIL SLOPE AT WSDOT EXCHANGE PROPERTY
I�icle Creek Engineers 0864002/042314
seame�r�ce
,�A��',� TESTING EN�'i1NEERS, INC. �,`o�"81e"�id
�_
z_, _ - - -
LyrtM�ood,WA9BQ'�
._�`" -`-� ph 42�i7429060
fac425.7451731
TacrnraQldoa
April 23, 2014 ���,T�,,,�,,
�eE2
Taoort�q WA�JB4�
Fh 253584.37�
I-405 Corridor Design Builders ���
c/o Gary Merlino Construction Co., Inc. Po,�„�p�
Attn: Charlie Oliver �����
9125 10th Avenue S. �190
Seattle, WA 98108 ���s�
rac�.�ts
Merlino Land Development Co., Inc.
Attn: Brad Merlino
5050 1 st Ave S, Suite 102
Seattle, WA 98134-2400
Re: WSDOT (-405, I-5 to SR169 Stage 2 Widening
WSDOT Exchange Property
Renton, WA
Project No. T09082
This is to inform you that special inspections were perFormed and completed by Mayes Testing
Engineers, Inc. for the construction of the Reinforced Soi! Slope constructed on the WSDOT
Exchange Property as pa�t of the WSDOT I-405, I-5 to SR 169 Stage 2 Widening project in 2009.
The inspections were documented on Mayes Testing Engineer's daily field reports and soil
compaction test reports. Special inspection was provided for:
• Reinforced Soil Slope
1. Geosynthetic Geogrid Reinforcement Placement
2. Soil Compaction Testing
To the best of our knowledge, all work inspected was either perfoRned in accordance with or
corrected to conform to the I-405 Corridor Design Builder's Geotechnical Design
Recommendations Memorandum dated 8/14J09.
We trust that this provides you with the information that you require. Should you have any
questions, give us a call at(253)5843720.
Sincerely,
Mayes Testing Engineers, Inc. L S
V¢�°�����d
�� � � � � .
. -� ; �,'
Michael S. Dolder, P.E. �' � �
Vice President '�
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