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HomeMy WebLinkAbout03603 - Technical Information Report 0
ft) FINAL CORRECTED
TECHNICAL INFORMATION REPORT
FOR
PANTHER RIDGE
CLIENT:
Lakeridge Development
P.O. Box 146
Renton,WA 98057
Phone: (425) 228-9750
PREPARED BY:
Daley-Morrow-Poblete, Inc.
726 Auburn Way North
Auburn, WA 98002
Phone: (253) 333-2200
PROJECT No. 10-180
DATE: Feb. 8, 2013
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TABLE OF CONTENTS
DESCRIPTION
Supplement to Technical Information Report,dated Aug. 8,2011
Technical Information Report,dated May,26,2011
SUPPLEMENT TO
TECHNICAL INFORMATION REPORT
FOR
PANTHER RIDGE
CLIENT:
Lakeridge Development
P.O. Box 146
Renton, WA 98057
Phone: (425) 228-9750
PREPARED BY:
Daley-Morrow-Poblete, Inc.
726 Auburn Way North
Auburn, WA 98002
Phone: (253) 333-2200
PROJECT No. 10-180
DATE: Aug. 8, 2011 •;,,/}- ,„
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SECTION IV
FLOW CONTROL AND
WATER QUALITY FACILITY
ANALYSIS AND DESIGN
NARRATIVE:
Plans for the Panther Ridge development have been submitted for approval. It was
proposed to construct a combined detention pond and wetpond to provide water quality
and quantity control. However, it was later determined that the soils underlying the
proposed detention facility is sandy,and can support an infiltration facility(See geotech
report). We are therefore proposing to revise the previously proposed detention
pond/wetpond facility into a bioswale and infiltration pond. Other items that will be
affected by this change are some conveyance facilities and the TESC measures. This
supplement includes the revised sections of the May 26, 2011 T.I.R.
FLOW CONTROL SYSTEM (PART D)
The proposed retention facility is designed to retain up to the 100-yr storm for the project
site. The geotech has determined a design infiltration rate of 23 in/hr, however,the
KCSWDM allows a maximum design rate of 20 in/hr or 3 min/in, which we have used in
the design. The bioswale will be lined,therefore,the bioswale area was not included as a
permeable area. The retention pond was sized using the entire 3.44 acres,which was
previously used in the design,however,there is actually a small bypass area. The bypass
area is 1,209 SF and will produce a 100-yr runoff of 0.014 cfs, and is therefore is exempt
from both detention and water quality requirements. The following pages includes the
retention pond sizing and the bypass calculations.
WATER QUALITY SYSTEM (PART E)
A bioswale will be constructed to provide water quality control for the project site. The
bioswale will be 120 feet long and will 10 feet wide. The bioswale will basically be
within the retention facility,however,the end of the bioswale will be much higher than
the 10-yr water surface in the retention facility. Sizing calculations can be found in the
following pages.
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Reservoir Routing Data
One Outlet Reservoir Routing File
Stage Discharge Storage Perm-Area
(Ft) (CFS) (Cu-Ft) (Sq-Ft)
0.00 -388, S 0.000 0. 1037.
0.50 0.000 722. 1498. No : a/0Su0ALC A./or1.00 0.000 1852. 1960.
1.50 0.000 3696. 3238. i4VL Lc/1)ED /,t/ Tu/5
2.00 0.000 6558. 4517. A/ZEA
2.50 0.000 10044. 4977.
3.00 -29/.5 0.000 13761. 5437.
0.00 Ft : Base Reservoir Elevation
3.0 Minutes/Inch: Average Perm-Rate
- - - -End of File
KCRTS Command
Route through a SINGLE (1) outlet Reservoir
Loading Reservoir File:a:infi .RS1 .
Time Series Found in Memory:a:dev.tsf .
Reservoir Routing [Single Outlet]
Computing Series:a:infi .tsf
Years Complete: 8 •DvELoP5J. CO.1Dir/a ) f/tDl my 24 a,// The
Inflow/outflow Analysis /
Peak Inflow Discharge: -1.28 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.000 CFS at 8:00 on Jan 9 in Year 8
Peak Reservoir Stage: 1.18 Ft
Peak Reservoir Elev: 1.18 Ft
Peak Reservoir Storage: 2534. Cu-Ft
. ' 0.058 Ac-Ft
Storing Time Series File:a:infi .tsf 8
Routing Complete
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Flow Frequency Analysis > /2 -76./ / 3
Time Series File:a:infi .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
0.000 6 2/09/01 3:00 0.000 1.184-\ 1 100.00 0.990
0.000 8 1/05/02 16:00 0.000 0.42 2 25.00 0.960
0.000 2 2/27/03 8:00 0.000 0.4 3 10.00 0.900
0.000 7 8/26/04 3:00 0.000 0.29 4 5.00 0.800
0.000 5 10/28/04 17:00 0.000 0.28 5 3.00 0.667
0.000 4 1/18/06 17:00 0.000 0.22 6 2.00 0.500
0.000 3 10/26/06 1:00 0.000 0.03 7 1.30 0.231
0.000 1 1/09/08 8:00 0.000 0.01 8 1.10 0.091
Computed Peaks 0.000 0.00 50.00 0.980
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Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : a:b.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STE16OR. rnf 8
Impervious 0.03 acres scaling Yr: 8
Total Area : 0.03 acres
Peak Discharge: 0.014 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:a:b.tsf 8
Time Series Computed
Flow Frequency Analysis
Time Series File:a:b.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
0.007 7 2/09/01 2:00 0.014 1 100.00 0.990
0.006 8 1/05/02 16:00 0.011 2 25.00 0.960
0.009 3 12/08/02 18:00 0.009 3 10.00 0.900
0.007 6 8/26/04 2:00 0.009 4 5.00 0.800
0.009 4 10/28/04 16:00 0.008 5 3.00 0.667
0.008 5 1/18/06 16:00 0.007 6 2.00 0.500
0.011 2 10/26/06 0:00 0.007 7 1.30 0.231
0.014 1 1/09/08 6:00 0.006 8 1.10 0.091
Computed Peaks 0.013 50.00 0.980
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Haestad Methods FlowMaster I version 3.41
Trapezoidal
Comment:
Solve For Bottom width
Bottom width2.23 ft velocity 0.36 fps
Lt Side Slope. . 3.00:1 (H:V) Flow Area 1.06 sf
Rt Side Slope. . 3.00:1 (H:V) Flow Top Width4.21 ft
Manning's n. . . . 0.200 Wetted Perimeter 4.32 ft
Channel Slope. . 0.0150 ft/ft Critical Depth0.09 ft
Depth 0.33 ft Critical Slope. . 1.3549 ft/ft
Discharge .38 cfs Froude Number. . . 0.13
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Trapezoidal
Comment:
Solve For Discharge
Bottom width10.00 ft velocity 0.41 fps 47 . p/z
Lt Side Slope. . 3.00:1 (H:V) Flow Area 3.63 sf
Rt Side Slope. . 3.00:1 (H:V) Flow Top Width11.98 ft
Manning's n. . . . 0.200 wetted Perimeter 12.09 ft
Channel slope. . 0.0150 ft/ft Critical Depth0.09 ft
Depth 0.33 ft Critical Slope. . 1.3315 ft/ft
Discharge 1.48 cfs Froude Number. . . 0.13
Enter worksheet Description
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Haestad Methods FlowMaster I version 3.41
Trapezoidal
Comment:
Solve For Depth
Bottom Width10.00 ft Velocity 2.82 fps < 3 6W,_
Lt Side Slope. . 3.00:1 (H:V) Flow Area 3.88 sf
Rt Side Slope. . 3.00:1 (H:V) Flow Top Width12.11 ft
Manning's n. . . . 0.030 Wetted Perimeter 12.22 ft
Channel Slope. . 0.0150 ft/ft Critical Depth0.32 ft
Depth 0.35 ft Critical Slope. . 0.0199 ft/ft
Discharge 10.96 cfs Froude Number. . . 0.88
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Enter Channel Slope
<F1> Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit
SECTION V
CONVEYANCE SYSTEM
ANALYSIS AND DESIGN
BACKWATER CALCULATION SHEET
100-YR DESIGN STORM
Project: PANTHER RIDGE
Proj No: 10-180
Date: 06/20/10
Pipe Fric- Entr Entr Entr Exit Outlet Inlet Appr Bend Bend Junc Junc Upstrm
Pipe Pipe Pipe "n" Outlet Inlet Pipe Pipe Vel TW tion HGL Loss Head Head Contr Contr Vel Loss Head Loss Head HW Grate Check
Segment Q Lngth Size Value Elev Elev Area Vel Head Elev Loss Elev Coeff Loss Loss Elev Elev Head Coeff Loss Coeff Loss Elev Elev HW
CB to CB (cfs) (ft) (in) (sf) (fps) (ft) (ft) (ft) (ft} (ft) (ft) (ft) (ftj (ft) (ft) (ft) (ft) (ft)
EX to 1 3.15 46.2 12 0.012 383.47 383.89 0.79 4.01 0.25 382.23 0.30 382.53 0.5 0.13 0.25 382.91 385.13 0.25 1.320 0.330 0.000 0.00 385.21 395.00 OK
1 to CS 3.15 53.9 12 0.012 383.89 389.00 0.79 4.01 0.25 385.21 0.36 385.57 0.5 0.13 0.25 385.94 390.24 0.00 1.320 0.330 0.000 0.00 390.57 392.00 OK
B to 12 3.15 9.2 12 0.012 391.00 391.18 0.79 4.01 0.25 392.00 0.06 392.06 0.5 0.13 0.25 392.44 392.42 0.25 0.300 0.075 0.000 0.00 392.26 394.50 OK
12 to 11 3.15 21.0 12 0.012 391.18 391.58 0.79 4.01 0.25 392.26 0.14 392.40 0.5 0.13 0.25 392.77 392.82 0.25 1.320 0.330 0.000 0.00 392.90 394.58 OK
11 to 2 3.15 83.7 12 0.012 391.58 396.00 0.79 4.01 0.25 392.90 0.55 393.45 0.5 0.13 0.25 393.83 397.24 0.25 0.000 0.000 0.000 0.00 396.99 401.32 OK
2 to 5 3.15 220.1 12 0.012 396.00 409.17 0.79 4.01 0.25 396.99 1.45 398.44 0.5 0.13 0.25 398.82 410.41 0.25 0.000 0.000 0.000 0.00 410.16 414.17 OK
5 to 8 3.15 194.3 12 0.012 409.17 418.34 0.79 4.01 0.25 410.16 1.28 411.44 0.5 0.13 0.25 411.82 419.58 0.25 0.900 0.225 0.000 0.00 419.55 423.34 OK
8 to 9 3.15 30.9 12 0.012 418.34 418.49 0.79 4.01 0.25 419.55 0.20 419.76 0.5 0.13 0.25 420.13 419.73 0.00 0.000 0.000 0.000 0.00 420.13 423.24 OK
5 to 6 3.15 28.4 12 0.012 409.17 409.31 0.79 4.01 0.25 410.16 0.19 410.35 0.5 0.13 0.25 410.72 410.55 0.25 0.000 0.000 0.000 0.00 410.47 414.17 OK
6 to 7 3.15 12.2 12 0.012 409.31 409.79 0.79 4.01 0.25 410.47 0.08 410.55 0.5 0.13 0.25 410.93 411.03 0.00 0.000 0.000 O.OQO 0.00 411.03 414.79 OK
2 to 3 3.15 27.7 12 0.012 396.00 396.32 0.79 4.01 0.25 396.99 0.18 397.17 0.5 0.13 0.25 397.55 397.56 0.25 0.000 0.000 0.000 0.00 397.31 401.32 OK
3 to 4 3.15 12.2 12 0.012 396.32 397.17 0.79 4.01 0.25 397.31 0.08 397.39 0.5 0.13 0.25 397.77 398.41 0.00 0.000 0.000 Q.000 0.00 398.41 402.17 OK
11 to 10 3.15 45.9 12 0.012 391.58 391.99 0.79 4.01 0.25 392.90 0.30 393.20 0.5 0.13 0.25 393.58 393.23 0.00 0.000 0.000 0.000 0.00 393.58 393.99 OK
B: BIOSWALE
EX: EXISTING CATCH BASIN
OS: OVERFLOW STRUCTURE STRUCTURE .
�
SECTION VI
SPECIAL REPORTS & STUDIES
OfMagna
IMMEMININ
ROBINSON
NOBLE
August 9, 2011
Mr. Wayne Jones
Lakeridge Developmet
Post Office Box 146
Renton, Washington 98057
Geotechnical Letter Report
Panther Ridge Infiltration Pond
Renton, Washington
RN File No. 2605-002A
Dear Wayne:
INTRODUCTION
This report presents the results of our geotechnical engineering investigation for the infiltration
pond at your proposed single-family residential project, Panther Ridge, in Renton Washington.
The site is located at the southeastern corner of the intersection of South 47th Street and 102nd
Avenue Southeast, as shown on the Vicinity Map in Figure 1. We have been provided with
Project Plan Sheet 9 of 11, titled "Panther Ridge Detention Pond Details"; by DMP Inc; dated
July 14, 2010 for our use on this project.
PROJECT DESCRIPTION
The infiltration pond has an approximate footprint of 150 feet by 95 feet. The pond will consist
of a single cell infiltration facility. The existing ground surface varies from about elevation 398
to 402 across the pond. The bottom of the pond will be at approximately elevation 388.5. A
bioswale will be used within the facility footprint to filter the storm water prior to entering the
infiltration area. The side slopes to the pond will be 3H:1V up to maximum water elevation.
The slope will then change to a 2H:1V. A layout of the pond is shown on the Site Plan, Figure
2. We understand that the 2005 King County Surface Water Design Manual is being used for
this project.
SCOPE
The purpose of this study is to explore and characterize the subsurface conditions and present
recommendations for site development. Specifically, our scope of services includes the
following:
1. Review of soils and geologic maps of the area.
2. Explore the subsurface conditions with a trackhoe supplied by you.
3. Log the subsurface soil and groundwater conditions.
4. Complete infiltration testing at the approximate bottom of pond depth.
17625-130th Avenue Northeast, Suite 102 • Woodinville Washington 98072 • Phone: 425-488-0599 • Fax: 425-488-2330
www.robinson-noble.com
Geotechnical Letter Report
Panther Ridge Infiltration Pond
Renton, Washington
August 9, 2011
RN File No. 2605-002A
Page 2
5. . Provide geotechnical recommendations for use in design of the infiltration facility
including infiltration rates, bioswale liner construction, and protection of slope
areas within the pond.
6. Prepare a geotechnical report summarizing our conclusions and recommendations.
SITE CONDITIONS
Surface Conditions
The area of the planned pond slopes gently down to the west, and is currently covered with
pasture type grass. A row of trees and brush are located on the west side of the pond site.
This vegetation wraps around to the north side along a fence line.
Explorations
We explored subsurface conditions within the site on June 21, 2011, by excavating a test pit
with a rubber tire tractor mounted backhoe. The test pit was excavated to a depth of 12.5 feet.
This was about 7 feet above the then current design bottom of the pond. Since there were
groundwater concerns, we excavated another test pit on June 30, 2011 with a track mounted
excavator. Our excavation found clean sand at depth, therefore it was decided to infiltrate the
storm water. We visited the site again on August 3, 2011 to complete one more deep
exploration and also infiltration testing for design purposes. The excavations were monitored in
the field by an engineer from this firm who also examined the soils and geologic conditions
encountered, and maintained logs of the explorations. The approximate locations of the test
pits are shown on the Site Plan in Figure 2. The soils were visually classified in general
accordance with the Unified Soil Classification System, a copy of which is presented as Figure
3. The log of the test pits are presented in Figure 4.
Subsurface Conditions
A brief description of the conditions encountered in our exploration is included below. For a
more detailed description of the soils encountered, review the Test Pit Logs in Figure 4.
Our explorations generally encountered an approximate 0.5 foot root zone/topsoil layer
consisting of brown silty fine sand. This material graded to a brown silty fine sand with slight
organics that appeared medium dense and damp. From about 1.5 feet to 5 feet in Test Pits 1
and 2, we encountered gray/brown silty fine sand with trace gravel that was dense to very
dense. We interpret this to be similar to glacial till but slightly variable. We have designated it
as a till or basal drift deposit. This layer was not found in Test Pit 3. Below this we
encountered a gray fine to medium sand with trace silt that was medium dense and damp to
moist. In Test Pits 1 and 2, this sand had higher silt content at a depth of approximately 10
feet. Water was perched on top and within this layer. In Test Pit 1, this continued to the
bottom of the test pit, a depth of 12.5 feet. In Test Pit 2, this perched condition was very thin,
only about 3 inches. Test Pit 2 was continued to a depth of 22.5 feet encountering dense fine
to medium sand. We left the test pit open about 15 minutes and observed no other seepage
than what was occurring at about the 10 foot depth. The seepage layer was not encountered
in Test Pit 3 and groundwater was not observed to the depth explored of 15 feet.
Robinson Noble, Inc.
Geotechnical Letter Report
Panther Ridge Infiltration Pond
Renton, Washington
August 9, 2011
RN File No. 2605-002A
Page 3
Hydrologic Conditions
We did not observe shallow groundwater, although some could perch on the till like layer
during the wetter portions of the year. The groundwater observed at a depth of 10 feet is
perched on the siltier portion of the sand unit that does not exist across the site. We did not
observe groundwater or evidence of groundwater below this elevation, although some could
occur during the wetter portions of the year. The sand below the till layer was very consistent
across the site and is interpreted to be the same geologic unit and have the same groundwater
characteristics.
Infiltration Testing
We completed three infiltration tests on site using the 6 inch diameter EPA falling head test
method. The tests were completed at 13 to 14 feet below the ground surface, at the
approximate elevation of the planned facility. The locations of the tests are shown on Figure 2.
The tests met the criteria of infiltrating 12 inches of water in less than 10 minutes was met by
all of the infiltration testing. We completed 3 tests at each location and averaged them. We
then calculated the average of all three tests. The average infiltration rate for Tests 1, 2 and 3
were 38 inches/hour, 132 inches/hour and 86 inches per hour respectively. The average of
these values is 85 inches per hour. We have applied factors of safety as outlined in the King
County Manual under their simplified method of 0.3 for testing and 0.9 for plugging for a total
factor of safety of 0.27 to be applied to the average test value. This gives a design value of 23
inches per hour. This is above the maximum rate of 20 inches/hour as stated in the manual.
CONCLUSIONS AND RECOMMENDATIONS
It is our opinion that the on soils are compatible with the planned infiltration pond. The on site
sand soils will be highly erodible and should be protected from surface water. We recommend
placing a minimum thickness of 6 inches of 1 to 2 inch crushed rock, railroad ballast. This
should be placed on all surfaces both above and below the maximum pond elevation. The
alternative is to plant vegetation above maximum pond elevation. This would require mixing of
topsoil into the sand to promote vegetative growth and it would be critical to maintain that
growth. Therefore, the rock covering would be expected to be less maintenance. A schematic
of the rock blanket is shown on Figure 5.
The bioswale should have a treatment liner in accordance with Table 6.2.4.A. of the manual.
This can easily be obtained by placing 6 inches of silty fine sand, till soils expected to be found
in the upper part of the excavation over the existing sand. The till soils should then be mixed
into the sand to a depth of 12 inches. The resulting material should meet the specifications of
a treatment liner as described in Section 6.2.4.2 of the manual under the heading Sand Layer.
A schematic of the treatment liner is shown on Figure 5.
CONSTRUCTION OBSERVATION
We should be retained to provide observation and consultation services during construction to
confirm that the conditions encountered are consistent with those indicated by the
explorations, and to provide recommendations for design changes, should the conditions
revealed during the work differ from those anticipated. As part of our services, we would also
evaluate whether or not earthwork and foundation installation activities comply with contract
plans and specifications.
Robinson Noble, Inc.
Geotechnical Letter Report
Panther Ridge Infiltration Pond
Renton, Washington
August 9, 2011
RN File No. 2605-002A
Page 4
USE OF THIS REPORT
We have prepared this report for Lakeridge Development and its agents, for use in planning and
design of this project. The data and report should be provided to prospective contractors for
their bidding and estimating purposes, but our report, conclusions and interpretations should
not be construed as a warranty of subsurface conditions.
The scope of our services does not include services related to construction safety precautions,
and our recommendations are not intended to direct the contractors' methods, techniques,
sequences or procedures, except as specifically described in our report, for consideration in
design. There are possible variations in subsurface conditions. We recommend that project
planning include contingencies in budget and schedule, should areas be found with conditions
that vary from those described in this report.
Within the limitations of scope, schedule and budget for our services, we have strived to take
care that our services have been completed in accordance with generally accepted practices
followed in this area at the time this report was prepared. No other conditions, expressed or
implied, should be understood.
We appreciate the opportunity to be of service to you. If there are any questions concerning
this report or if we can provide additional services, please call.
Sincerely,
Robinson Noble, Inc.
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Charles P. Couvrette, PE
Principal Engineer
CPC:am
Three Copies Submitted
Five Figures
Robinson Noble, Inc.
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ROBINSON` August 2011 Vicinity Map
NOBLE 2605-002A Lakeridge Development: Panther Ridge Infiltration Pond
SITE PLAN
i�c s-8 •'In oi_h.
a - ode
r)P
WV 2. 'NW zN
i
S cyclone f- ce • /
•
•
17 VAD
\ ' �0 GRAVEL ACCESS ROAD .-
-�II:L t;,.:` R )---t ,.
:��...f;•::,.may: (SEE VOLE' f) >:•
It
f EL=388.50 3:1
oa s:,- ;I ` E.a385. ,INT
LEGEND
1U(0mc0(00
^f D
3gO NAa)ap ON ,
i IN-1
E 4 • A 2'N1DE BERN Number and Approximate
s'it
o a--•+i � ,��noE a�osf"£ Location of Infiltration
PP oP u
o $Ox % TP-1
�I_�• •:• •a P Box „1 Number and Approximate
`\�I` ` \ (SEE o `'� Location of Test Pit
c
o
20 40
f `
• � � �� .. Scale l"=40'
il% : :: 4% m� -�
- :: te ►
. .... .... ... .::..:.:.:.:..
—....—.._::••n,:<�::::.-....... .......aw--.:-.a.:. Wires: nn'.
Note: PM: CPC King County Figure 2
Basemap taken
ROBINSON' from Alex Poblete, August 2011 Scale 1" = 40' Panther Ridge Infiltration Pond
NOBLE DMP,Inc 2605-002A
Lakeridge Development
Unified Soil Classification System
MAJORGROUP GROUP NAME
DIVISIONS
SYMBOL
GRAVEL CLEAN GRAVEL GW WELL-GRADED GRAVEL,FINE TO COARSE GRAVEL
COARSE-
GRAINED MORE THAN 50%OF GP POORLY-GRADED GRAVEL
COARSE FRACTION
SOILS RETAINED ON NO.4 GRAVEL
SIEVE WITH FINES GM SILTY GRAVEL
GC CLAYEY GRAVEL
MORE THAN 50%
RETAINED ON SAND CLEAN SAND SW WELL-GRADED SAND,FINE TO COARSE SAND
number 200 SIEVE
SP POORLY-GRADED SAND
MORE THAN 50%OF
COARSE FRACTION SAND
PASSES NO.4 SIEVE WITH FINES SM SILTY SAND
SC CLAYEY SAND
SILT AND CLAY INORGANIC ML SILT
FINE-
GRAINED LIQUID LIMIT CL CLAY
LESS THAN 50%
SOILS ORGANIC OL ORGANIC SILT,ORGANIC CLAY
MORE THAN 50% SILT AND CLAY INORGANIC
PASSES NO.200 SIEVE MH SILT OF HIGH PLASTICITY,ELASTIC SILT
LIQUID LIMIT CH CLAY OF HIGH PLASTICITY,FAT CLAY
50%OR MORE
ORGANIC OH ORGANIC CLAY,ORGANIC SILT
HIGHLY ORGANIC SOILS PT PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification is based on Dry-Absence of moisture,dusty, dry
visual examination of soil in general to the touch
accordance with ASTM D 2488-83.
2) Soil classification using laboratory Moist Damp, but no visible water
tests is based on ASTM D 2487-83. Wet-Visible free water or saturated,
3) Descriptions of soil density or usually soil is obtained from
consistency are based on below water table
interpretation of blowcount data,
visual appearance of soils, and/or
test data.
Figure 3
PM: CPC King County
ROBINSON' August 2011 Unified Soil Classification System
NOBLE 2605-002A Lakeridge Development: Panther Ridge Infiltration Pond
LOG OF EXPLORATION
DEPTH USC SOIL DESCRIPTION
TEST PIT ONE
0.0-0.6 SM BROWN SILTY FINE SAND WITH ORGANICS(LOOSE,DAMP)
0.6-1,5 SM BROWN SILTY FINE SAND WITH SLIGHT ORGANICS(MEDIUM DENSE,DAMP)
1.5-5.0 SM GRAY-BROWN SILTY FINE SAND WITH TRACE GRAVEL (VERY DENSE, DAMP TO
MOIST)(DRIFT/TILL)
5.0-12.5 SP GRAY FINE TO MEDIUM SAND WITH TRACE SILT(DENSE, MOIST)
•
-SOME SILTIER ZONES BELOW 10 FEET
SAMPLES WERE NOT COLLECTED
GROUNDWATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 10 FEET
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 12.5 FEET ON 6/21/2011
TEST PIT TWO
0.0-0.5 SM SILTY FINE SAND(SOD/TOPSOIL)
0.5-2.0 SM BROWN SILTY FINE SAND WITH TRACE GRAVEL(MEDIUM DENSE TO DENSE,DRY)
2.0-3.5 SM GRAY MOTTLED ORANAGE SILTY FINE SAND(DENSE,DAMP)
3.5-5.5 SM GRAY SILTY SAND WITH GRAVEL(DENSE TO VERY DENSE,MOIST)(DRIFT/TILL)
5.5-22.5 SP GRAY FINE TO MEDIUM SAND(DENSE TO VERY DENSE,MOIST)
-MORE GRAVEL AND COBBLE AT 10 FEET
SAMPLES WERE NOT COLLECTED
SLIGHT GROUNDWATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 8 FEET
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 22.5 FEET ON 6/21/2011
TEST PIT THREE
0.0-1.5 SM LIGHT BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL, ROOTS AND
ORGANICS(TOPSOIL)
1.5-8.0 SM BROWN SILTY FINE SAND WITH TRACE GRAVEL(MEDIUM DENSE, MOIST)
8.0-15.0 SP GRAY FINE TO COARSE SAND(DENSE, MOIST)
SAMPLES WERE COLLECTED AT 13.0 FEET
NO GROUNDWATER SEEPAGE WAS ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 15.0 FEET ON 8/3/2011
ROBINSON NOBLE, INC.
FILE NO 2605-002A
FIGURE 4
Rock Liner
2 dj
1 " - 2" crushed gravel/ Max. Pond Elevation 1 ,• ��.��
railroad ballast i�i� �
at*Oret EV
3
1 ,,,t 04410,0fr
.• •010' Native Sand
Bio Swale
'-:-.--:sail.: ......-- ..
.. .......... .
.„-:::::.-_,-.:-...:-.:::.:::.,:;-::::-„:::::.:::::.:,.:.::.:....::::: ::„.:-..:::„...:.:77:7.......:::..-.,...-....:,-.,:.,,-.-.,....„7,5,',.:...:;:.I...` ::::.;:::,'..:::::..:...-.-::::::,.!.:::.:. .:::-::.!,,-•:•.: :::. ..
6..'Q.
i of-o
"vir . ,..: -- 16-• lean
.mow PM:CPC Figure 5
August 2011
ROBINSON
NOBLE 2605-002A Not to Scale Lakeridge Development: Panther Ridge Infiltration Pond
SECTION VIII
T.E.S.C. ANALYSIS AND DESIGN
SEDIMENT TRAP DESIGN
SA=FS(Q2/VS)
Where: 02 = Design inflow based on the peak discharge from the developed
2-yr runoff event from the contributing drainage area(See
Section IV).
= 0.629 cfs ZL�EVEEOf&A 0014,/7/O i 61-4.7011 /£1.9' Z..f Zc/' 77 2J
VS = The settling velocity of the soil particle of interest.
= 0.00096 ft/sec
FS= Safety factor of 2 to account for non-ideal settling.
therefore SA= 2 x 0.629 /0.00096
= 1310.4 s.f.
SA Provided = /54/ s.f. ( Area measured using LDD) > 1310.4 s.f.therefore ok
Ei
_. r 9,015.511.11/67214' •_
•
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• 102nd Avenue Sou Tall I''�-
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i
SECTION IX
BOND QUANTTTIES, FACILITY
SUMMARIES, AND DECLARATION
OF COVENANT
KING.COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit
Number 19g/041'00f:3
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
/431 eve f r4 & Date ,/20/20/0
Downstream Drainage Basins
Major Basin Name .Ouz,1/4.9/wSy G/2reA/R/1eR
Immediate Basin Name ,B C4' /2/ E-
Flow Control:
Flow Control Facility Name/Number T 7 ' ppm t)
Facility
Location //o/277/wt17— C:.'4>12/1F-' O 7/?
If none,
Flow control provided in regional/shared facility(give
location) 4j
No flow control required Exemption number
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
ponds ponds
vaults tanks
tanks - trenches
Control Structure Location
Type of Control Structure Number of Orifices/Restrictions
Size of Orifice/Restriction: No. 1
No. 2
No. 3
No. 4
Flow Control Performance Standard
2005 Surface Water Design Manual 1/1/05
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Live Storage Volume 2-7.6-.3 Depth 3, 3 Volume Factor of Safety
3
c %
Number of Acres Served 3, 4y Ac
Number of Lots 2/
Dam Safety Regulations(Washington State Department of Ecology)
Reservoir Volume above natural grade /v�A
Depth of Reservoir above natural grade Al/,Q
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(1 1"x17" reduced size plan sheets may be used)
1/1/05 2005 Surface Water Design Manual
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Water Quality:
Type/Number of water quality facilitiesBMPs:
biofiltration swale sand filter(basic or large)
(regular/wet/or continuous inflow) sand filter, linear(basic or
large)
combined detention/wetpond sand filter vault(basic or
large)
(wetpond portion basic or large) sand bed depth (inches)
combined detention/wetvault stormwater wetland
filter strip storm filter
flow dispersion wetpond (basic or large)
farm management plan wetvault
landscape management plan Is facility Lined?
oil/water separator If so, what marker is used
above
(baffle or coalescing plate)
Liner?
catch basin inserts:
Manufacturer
pre-settling pond
pre-settling structure:
Manufacturer
high flow bypass structure(e.g., flow-splitter catch basin)
source controls
Design Information
Water Quality design flow 0, 36' eic
Water Quality treated volume (sandfilter) y/'4
Water Quality storage volume(wetpool)
Facility Summary Sheet Sketch
2005 Surface Water Design Manual
111/05
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(1 1"x17" reduced size plan sheets may be used)
1/I/05 2005 Surface Water Design Manual
a
402 402
/
// w
/ z
/ J
/
/ Q
398 EX. GRADE
398
J /
3 /
o
/ N
/ 6' BERM MIN.
/ ® EL.= 393.00
394 394
--J
END OF BIOSWALE
EL.= 389.20
390 390
jd NOTE: BIOSWALE SHALL HAVE ATREATMENT LINER PER
SECTION 6.2.4.2 OF THE 2005 KCSWDM OR AS
RECOMMENDED BY GEOTECH
VARIES
386 386
SECTION A-A
SCALE: 1" 0' HORIZ.
1" = VERT.
402 402
� J
0 Q
EX. GRADE
398 398
U
394 394
2' WIDE BERM
Ki
•
l h
390 " 390
W.O. W.S. EL.=387.00
10' WIDE 10-1R. W.S. EL.=388.91
BIOSWALE
-80T. EL.=382.00
VARIES -- -
386
- _____ - - _ 386
SECTION B-B
SCALE: 1" = HORIZ.
1" = . VERT.
TECHNICAL INFORMATION REPORT
FOR
PANTHER RIDGE
CLIENT:
Lakeridge Development
P.O. Box 146
Renton, WA 98057
Phone: (425) 228-9750
PREPARED BY:
Daley-Morrow-Poblete, Inc.
726 Auburn Way North
Auburn, WA 98002
Phone: (253) 333-2200
PROJECT No. 10-180
DATE: July 10, 2010 4 R 5• PO
REVISED; -JAN. V q,2otl 4-\.Y1 Q J WASy 6�
REVISED HAY 2G,2011 ;y` '.. �/4/ ,
�o 28352 ��
SS/oNA L EAG\
STAMP NOT VALID UNLESS SIGNED do DATED
TABLE OF CONTENTS
DESCRIPTION PAGE
SECTION I-PROJECT OVERVIEW
Project Overview 1
TIR Worksheet 2-6
Vicinity Map 7
Soils Map See Appendix A
SECTION II-CONDITIONS AND REQUIREMENTS SUMMARY
Hearing Examiner's Report and Decision See Appendix A
Response to Plat Conditions 1 -2
Surface Water Drainage Adjustment L06V0080 3-5
Response to Adjustment Conditions. 6
First King County Review,Dated Nov.5,2007 7-9
Response to First King County Review 10-11
SECTION III-OFF-SITE ANALYSIS
Downstream Analysis See Appendix A
SECTION N-FLOW CONTROL AND WATER DUALITY FACILITY ANALYSIS AND DESIGN
- -Existing-Site Hydrology
Developed Site Hydrology 1 -4
Performance Standards 5
Flow Control System 5
Water Quality System 5
Detention Facility Design 6-11
Emergency Spillway Design 12
Vertical Grate Design 13
Riser Overflow Design 14
Wetpond Design 15
SECTION V-CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Conveyance System Design I -3
SECTION VI-SPECIAL REPORTS AND STUDIES N/A
SECTION VIII-OTHER PERMITS N/A
SECTION VIII-C.S.W.P.P.P.ANALYSIS AND DESIGN
E.S.C. Plan Analysis and Design(Part A) l
SWPPS Plan Design(Part B) 1
SECTION IX-BOND QUANTITIES AND FACILITY SUMMARIES
Storm Facility Summary Sheet 1 -6
Bond Quantities Worksheet 7- 14
Declaration of Covenant To be added
SECTION X-OPERATIONS AND MAINTENANCE MANUAL 1 - 13
APPENDIX A—ORIGINAL T.I.R.PREPARED BY JAEGER ENGINEERING,DATED MARCH 17,2007
Introduction A2—A3
Assessor's Map A4
Review of Resources A5
Soils Map A6
Hearing Examiner's Report and Decision A7—A14
Determination of Non-Significance A 15—A 16
Downstream Analysis A l7—A29
Detention Facility Sizing A30—A38
Wetvault Sizing A39
Individual Lot BMP A40—A41
Conveyance System A42
Sediment Pond Calculations A43
APPENDIX B—SWPPP
1
SECTION I
PROJECT OVERVIEW
r
PROJECT OVERVIEW
The proposed Panther Ridge subdivision is located in a portion of Section 32, Township 23
North,Range 5 East,Willamette Meridian, City of Renton, Washington. The project site
consists of two existing parcels,with parcel numbers 3223059286 and 3223059298. The site is
on the east side of 102nd Avenue SE, and is between S 47th Street and S 48th Street if both
streets were extended. The site is surrounded by single-family residences to the west and
south, and a wooded area to the north and east.
The property contained two residential houses, one of which has recently been removed. The
remaining residence will be removed as part of this development. The existing vegetation is
generally lawn and short field grass with several fir, cedar and fruit trees located near the west
side of the existing lots. The site generally slopes west with a small area draining to the
northeast. Site soils are classified as Alderwood(AgC) gravelly sandy loam by the USDA Soil
Conservation Service.
It is proposed to develop the site and create 21 lots. A cul-de-sac road will be constructed to
access the lots. 102nd Avenue SE is already developed, therefore,no frontage improvements
are proposed. Stormwater will be controlled by a combined detention pond/wetpond to be
constructed_in the northwest comerof the site The Conservation Flow Control and Basic
Water Quality standards were used in the design.
The site was previously within unincorporated King County before being annexed by the City
of Renton. The project was in the review process with the County prior to annexation. The
engineering plans and report were previously done by Jaeger Engineering and had the first
review from the County. The original T.I.R. by Jaeger Engineering, dated March 17,2007 is
included as Appendix A in this report. This new report addresses the comments from the
County. Additional items and revised items can be found in the main body of this report.
Sections that did not require any changes can be found in Appendix A. Changes to the original
T.I.R. were also marked in Appendix A. It was previously proposed to develop the site into 22
lots—it is now proposed to create 21 lots. A combined detention vault/wetvault was previously
proposed—we are now proposing a combined detention pond/wetpond.
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND - Part 2 PROJECT LOCATION AND
PROJECT ENGINEER -=--..: DESCRIPTION -
Project Owner LAKFK/OGE OEYZZO/2/VENT Project Name f/}tiT771L� fZ/L2 t
Phone '412 5 22a - 9750 DDES Permit# L 1 'f0008
Address
/D 0. 40X. /414 Location Township Z3/V
At/70N WA 9805-7 Range SE
Project Engineer AlL.EX. ftleLE%Ef A E, Section 32
Company />MP //VC Site Address /8yy "702ND Ave.. S'E
T2s3) 333- 2 x
Phone 1
1 ar 3- TYPE OF 'ERMfT P' ICATi1;3l+t w OTl1ER REVIEWS AND R WS
•';,,�.•�.,:� --❑ DFW HPA 1:1Shoreline
nduse Services
�Subdiviso / Short Subd. / UPD ❑ COE 404 Management
U Building Services ❑ DOE Dam Safety Structural
M/F/Commerical / SFR RockeryNault/(NA/l S
❑ FEMA Floodplain 1—i ESA Section 7
❑ Clearing and Grading ❑ COE Wetlands
❑ Right-of-Way Use ❑ Other
❑ Other
— .PDRTINFORNIATI_OI `• � t
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review Full / Targeted / Type(circle one): Full / Modified /
(circle): Large Site Small Site
Date(include revision Date (include revision
dates): dates): •
Date of Final: Date of Final:
_..a-..: r rt<l ..�y*. : t Hz,�rti�,{t y �ut ,t. h:{p `*a EiiY'.t` yvtasX' '". �,, `'i +r ''s••a"'..-+ieJ r'- Jc...^:•.
•�Yi=G.�,Fi��k�'t� 'i, ik. 4' �iL++ '�'Y`„^`" q 'a' 2•'7`''�`�`'3Rf' wE` .��F.
Type (circle one): Standard 1 Complex / Preapplication / Experimental / Blanket
Description: (include conditions in TIR Section 2)
Co/qE 26av!/Z�/4ENT' /too. l D/SC.4 Aeer,r AT NAr!1!7AL LOC/17/CW.
Date of Approval: (9c iz; /?/ Zoo
2005 Surface Water Design Manual 1/1/05
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORIN_G_:REQUIREMENTS ' - _
Describe:
Monitoring Required: Yes e
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND. )RAINAGE• BASIN ` °i , ;A R �
r, , .- e ...."1:t.:t.'.E�",..V,P- -rF",'? # :: :C. �..tt
Community Plan : S'OoS C2EEK
Special District Overlays: 4/0/ye
Drainage Basin: 1364C1 2/(/E/Z
Stormwater Requirements: _COivs'E21/4flonl fLCc i Co4v77ZOL ' ,6/45/C f./. Q.
`3' ia" .sr4.f �< f. ,riSd f �
art`9 NSITL AND ADJACENT SENSITIVEAREA a�+ -r � '.-.-
: -,
❑ River/Stream U Steep Slope
❑ Lake ❑ Erosion Hazard
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
�: �.`,v04 w 4•;t..,, � z` 1to t
� jiJ'sts`". W'F "▪ �<-r i iTra;- " :.m p ' ` ' x
a - ,,rfi' —z•:4, l .r w�- , . -� _ Ay . srt.syl . d -,. .. _ prs" o
�
Soil Type Slopes Erosion Potential
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
1/1/05 O
2005 Surface Water Design Manual 2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS`,
REFERENCE LIMITATION /SITE CONSTRAINT
❑ Core 2—Offsite Analysis
❑ Sensitive/Critical Areas
❑ SEPA
❑ Other
Li Additional Sheets Attached
-12--T-IR SUMMARY SHEET.. :(provide one TiR Summary Sheet per Threshd Discharge Area)
•
Threshold Discharge Area:
(name or description) )4/- 7 t-
Core Requirements (all 8 apply)
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: (9 2 / 3 dated: Z/ /-7/2-007
Flow Control Level: 1 3 or Exemption Number
(incl. facility summary sheet) Small Site BMPs v/el-ACF
Conveyance System Spill containment located at: /9F7-E-iV7/cA" /C/ /77
Erosion and Sediment Control ESC Site Supervisor: Tp ae- to/20 p/Z/a`Z
Contact Phone:
After Hours Phone: -0115 7-7&4C7-10,1
Maintenance and Operation Responsibility: Private / 1„._:)-- iubl9
If Private,Maintenance Log Required: Yes / No
Financial Guarantees and Provided: Yes / No7v �c /W-JelAAt-0
l/-- 2E-4(.1///E!,
Liability
Water Quality Type: Basi I Sens. Lake / Enhanced Basicm I Bog
(include facility summary sheet) or Exemption No.
Landscape Management Plan: Yes /(rvop
Special Requirements (as applicable) r
Area Specific Drainage Type: CDA/SDO/ MDP/ BP/ LMP/Shared Fac. /None
Requirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / ExemptionNone
100-year Base Flood Elevation (or range): A//x1
Datum:
Flood Protection Facilities Describe: /A
Source Control Describe landuse: /144(comm./industrial landuse) Describe any structural controls:
2005 Surface Water Design Manual 1/1/05 O
3
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes No
Treatment BMP:
Maintenance Agreement: YesNo
with whom?
Other Drainage Structures
Describe:
NONE
part_ 3— :EROSIO-N AND.SEDIMENT-'.CONTROL"REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
�—,/ DURING CONSTRUCTION �� AFTER CONSTRUCTION
1. earing Limits L..Jf S bilize Exposed Surfaces
IJ Cover Measures U emove and Restore Temporary ESC Facilities
L P rimeter Protection Li Clean and Remove All Silt and Debris Ensure
lJ T affic Area Stabilization Operation of Permanent Facilities
Triaffic Area Stabilization
diment Retention ❑ Flag Limits of SAO and open space
preservation areas
UJ SSurface Water Control LIOther
lJ' Dust Control
Construction Sequence
Part;14=STORMWATERFACILITY:DESCRIPTIONS (Note:Archide Facility-Summary;and'Sketch)
�- Flow Control Type/Description Water Quality Type/Description
!J Detention /00/1/0 ❑ Biofiltration
❑ Infiltration "Wetpool /'t/E'Ti°oAvD
❑ Regional Facility ❑ Media Filtration
❑ Shared Facility ❑ Oil Control
❑ Small Site BMPs ❑ Spill Control
❑ Other ❑ Small Site BMPs
❑ Other
2005 Surface Water Design Manual ' 1/1/05
4
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS . Part 16 STRUCTURAL ANALYSIS
❑ Drainage Easement �❑-, Castoin Place Vault
❑ Access Easement llJ-'FZetaining Wall
❑ ive Growth Protection Covenant ❑ Rockery > 4' High
Tract Li Structural on Steep Slope
❑ Other ❑ Other
,Part-17:;-SIGNATURE OF PROFESSIONALENGINFFR
I, or a-civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Info ation Report. To the best of my
knowledge the information provided here is accurate. (/ ' P.L 4/ 4:572c5/0
1/1/05
2005 Surface Water Design Manual 5 L
„NSA ' L
S CP'' RpNg) 2
S.E 182ND
STS
SITE
S 47TH ST. 0
I
S.E. 8 TH ST.
SE 185TH PL. i
S.E. 187TH ST. -----Th
,1 1
vi I Ii
LL, vi
Q S.E. 188TH PL ,l,
o > -
z Q
N S.E. 190TH S
S.E. 190TH ST. O S.E. 190TH
c0 ST.
= S._. 190TH PL
/N/N _S.E. 192 D ST.
VICINITY MAP
SCALE: 1 ” = 20'
0
SECTION II
CONDITIONS AND
REQUIREMENTS SUMMARY
RESPONSE TO PLAT CONDITIONS
1. The plant is incompliance with all the platting provisions of Title 19A of the King
County Code.
2. Final plat issue.
3. Final plat issue.
4. The public and public roads were designed per the 1993 KCRS.
5. Plans are now subject to review of the City of Renton Fire Department.
6.a. Storm facilities were designed per the 2005 KCSWDM. First review completed by the
County. Final review and approval will be done by the City of Renton.
6.b. Plan notes and ESC notes are per the 2010 City of Renton amendments to the
KCSWDM.
6.c. Note to be added to the final plat map.
6.d. The detention facility was designed per the Conservation Flow Control Standards. The
wetpond portion of the facility was designed per the Basic Water Quality standards.
6.e. See response to Drainage Adjustment.
6.f. BMP used for the site is the Reduced Impervious Surface Credit. Each lot will be limite
to 2,600 sq.ft. of impervious surface.
7.a. SE 184th Place will be improved to the urban subaccess standard, with a cul-de-sac at
the east end. 28 feet of roadway width will be provided.
7.b. The joint use driveways meet the requirements of Section 3.01 of the 1993 KCRS. The
tracts will be owned and maintained by the lot owners served. See Note 1 on Sheet 1 of
the plan set.
7.c. No modifications proposed.
8. Final plat issue.
9. Fees to be paid by applicant.
10. Lots abutting 102"d Avenue SE will not have direct access. See Note 2 on Sheet 1 of
the plan set.
11. There are now there access Tract—A,B and C. See Note 1 on Sheet 1 of the plans set.
12. The applicant shall be a fee in lieu of a recreational space.
13. Homeowner's association not required for maintenance. See response to Item 12 above.
14.a. See Street Tree Plan.
14.b. Street trees are located 5 feet from the R.O.W. line. See Street Tree Plan.
14.c. See response to Item 14.b. above.
14.d. Final plat issue.
14.e. See Street Tree Plan.
14.f. See Street Tree Plan. The bond quantity sheet is included in Section IX of this report.
14.g. Mr. Doug Johnson of Metro Service Planning was contacted. 102"d Avenue SE is not a
bus route.
14.h. Final plat issue.
15. Final plat issue.
16. See Tree Retention Plan and T.E.S.C. plan
17. Final plat issue.
0
King County
Department of Development
and Environmental Services
900 Oakesdale Avenue SW
Renton,WA 98055-1219
October 19, 2006
Marc Rousso James J. Jaeger, P.E.
Seattle Redevelopment, LLC Jaeger Engineering
P.O. Box 2566 9419 South 204th Place
Renton, WA 98056 Kent, WA 98031
RE: Panther Ridge Subdivision 2005 KCSWDM Adjustment Request(File No. L06V0080)
Dear Applicant and Engineer:
The Land Use Services Division, Engineering Review Section,has completed review of the
adjustment request for the Panther Ridge subdivision. You are requesting approval for an
adjustment from the 2005 King County Surface Water Design Manual(KCSWDM) Core
Requirement No. 1, Section 1.2.1, Discharge at the Natural Location. Our review of the
information and a site visit provides the following findings:
1. The proposed Panther Ridge subdivision is located at 18404 102". Avenue SE. The 22
lot, 3.44 acre,proposed Panther Ridge subdivision is filed under Land Use Services
Division(LUSD)file number L06P0008.
2. The Panther Ridge subdivision is lacated in the Panther Creek subbasin of the Black
River basin. The site is subject to the Conservation flow control and Basic water
quality requirements of the 2005 KCSWDM.
3. The large,notched rectangular site is oriented in an east-west direction. The eastern
end of the site contains a northwest to southeast oriented low ridge separating drainage
runoff into a small, eastern subbasin and a larger, western subbasin. The majority of
the site slopes gently to the west with runoff intercepted by the storm drainage
conveyance system of 102nd Avenue SE. This system flows north and then turns west
on South 47th Street and enters a drainage swale as a tributary to Panther Creek. The
smaller, eastern subbasin sheetflows to the northeast and over steep slopes directly to
Panther Creek. Flows from both subbasins of the site recombine in Panther Creek.
There is no upstream flow tributary to the site.
4. The proposal is to collect most runoff from the project site and direct it to a single
detention and water quality facility located in the northwest corner of the site. The
allowed release would then follow the natural discharge location of the western
subbasin. There would be a slight reduction of flows directly to Panther Creek at the
eastern end of the site. Frontage improvements already exist on the site. It is unclear
Panther Ridge/L06V0080
October 19, 2006
Page 2 of 3
if the wetpond has the required 3:1 length to width ratio without structural assistance
in the conceptual drainage plan.
5. No decorative ponds or shallow wells have been identified that would be affected by
the proposed diversion.
6. The Level One Drainage Analysis identified no restrictions or conveyance problems
associated with the proposed discharge location. Drainage complaints in the
downstream path were either not related to conveyance or not obtainable.
7. A consolidation of facilities for the proposed subdivision will be more economical in
long term maintenance.
Based on these findings,we hereby approve this adjustment to allow the diversion of runoff to
a single combined facility draining to South 47th Street with the following conditions:
1. The release rates for the detention facility will be based on all of the tributary area
being directed to the facility.
2. The volume for the detention facility will be based on all flows directed to the facility
at full development under current zoning. The allowed release rate will be reduced by
any undetained flows that would bypass the proposed subdivision drainage facilities.
The detention volume shall be sized using the Conservation flow control standard in
the 2005 KCSWDM. The design Technical Information Report shall state the factor
of safety selected and the basis of that determination.
3. Water quality facilities must be sized based on the entire proposed subdivision
draining to the facilities including any required frontage improvements.
4. All onsite or offsite drainage facilities must be located in a public right-of-way,
recreation space tract with easement or storm drainage tract dedicated to King County.
5. Additional storm drainage requirements identified by SEPA or the plat hearing review
will apply to this project. The applicant retains all rights and privileges afforded in
Section 1.4.
Panther Ridge/L06V0080
October 19, 2006
Page 3 of 3
If you have any further questions regarding this KCSWDM adjustment or the design
requirements, please contact Mark Bergam at(206) 296-7270.
Sincerely,
James Sanders, P.E. Jim Chan, P.E.
Development Engineer Supervising Engineer
Engineering Review Section Site Engineering and Planning Section
Land Use Services Division Building Services Division
cc: Curt Crawford, P.E., Managing Engineer, Stormwater Services Section, KCDNR
Bruce Whittaker, Engineer III, Engineering Review Section, LUSD
• Chad Tibbits, Project/Program Manager II, Current Planning Section, LUSD
Mark Bergam, P.E., Engineer III, Engineering Review Section, LUSD
0
RESPONSE TO ADJUSTMENT CONDITIONS
1. The release rates are based on all the tributary areas being directed to the facility.
2. The volume of the facility was based on all the flows directed to it. There is no bypass
area,therefore the allowable flows were not reduced. The facility was used using the
Conservation Flow Control requirements in the 2005 KCSWDM. A factor of safety of
3.8%was provided. This should be sufficient to cover any volume loss during
construction. The existing site is mostly developed,however, in the sizing calculations,
the site was assumed to be totally forested,which already provides an additional factor
of safety.
3. The water quality facility was sized based on the entire proposed subdivision draining
to it. There are no frontage improvements.
4. The public drainage facilities will be with the R.O.W. or storm drainage tract.
5. There are no SEPA condition.
King County
Department of Development
And Environmental Services
900 Oakesdale Avenue SW
Renton,WA 98055-5212
206-296-6600 TTY 206-296-7217
www.metrokc.gov
Engineering Plans Review Comments
Project Type : 22 Lots Plat Review Date : 11-05-2007 Reviewer Name : Mazen Haidar, P.E.
Project Name: Plat of Panther Ridge Review No. : 1St Email : mazen.haidar�metrokc.gov
Project Number : L07SR037 Phone : (206) 296 - 7133
Activity Number : L06P0008 Fax : (206) 206 - 6613
Sub
Reference Item Review Comments Consultant Response Back
Item Check
Sheet 1 1 Please show the United Stats Postal Services approval
stamp and signature for mailboxes location on plan.
Sheet 3 1 Please change the labeling to reflect Tract A as
Recreation/Landscape Tract encumbering a public
drainage easement to King County.
2 Revise vault measurements per vault detail on sheet 5
3 Please show BSBL line for Lot 22
4 Show individual driveway curb cuts, and include a table
showing individual DWY centerline station, and
individual storm stub-out stations, station off-sets and
invert elevations information
5 Please revise curb face radii in CDS to R=35'
6 Please label the classification of each road on plans.
Please add two additional ADA ramps at the intersection
7
of SE 184th Place with 102nd Ave SE, see redline markup
Sheet 1 of 3
King County
Department of Development
And Environmental Services
900 Oakesdale Avenue SW
Renton, WA 98055-5212
206-296-6600 TTY 206-296-7217
www.metrokc.gov
Sub Back
Reference Item Review Comments Consultant Response Check
Item
8 Add a note on plan for the proposed reduced impervious
surface limit on each lot
Sheet 4 1 Please extend road profile east of CDS to daylight points
2 Provide vertical design profile showing the proposed
vault starting at CB#2 and ending at existing CB in S
47th Street
3 Show sub-grade information under the concrete
sidewalk in the typical road section detail.
Sheet 5 1 Replace the proposed divider wall in cell 2 of the vault
with concrete columns.
2 Revise vault details and plan view to show opening width
between call 1 and cell 2 equal to width of first cell in the
vault(i.e. 25.5').
3 Label section A-A, and section B-B on plan
4 Add one 5' X 10' maintenance access as shown in red
on plans
5 Show the immediate upstream and downstream storm
structure south and west of the vault
6 Please note the wet-volume portion of the vault do not
meet 3:1 requirement when measured at center, please
revise plans as needed.
T.I.R. 1 Please include TIR work sheet in the drainage report
2 Please include Bond Quantities Calculations in the
drainage report
Sheet 2 of 3
King County
Department of Development
And Environmental Services
900 Oakesdale Avenue SW
Renton, WA 98055-5212
206-296-6600 TTY 206-296-7217
www.metrokc.gov
Sub
Reference Item Review Comments Consultant Response Back
Item Check
3 Please include 100-yr conveyance calculations in TIR
4 Please include a discussion referencing proposed
SWPPP to be used during construction.
5 Please revise the vault design calculations to reflect
vault dimensions per engineering plans.
6 Revise the wet-vault sizing calculation to reflect vault
dimensions per plans, and add calculations to show 15t
cell volume is between 25% and 35% of the total wet
volume.
7 Provide riser design calculations in TIR
General 1 Please submit horizontal control plan with
section/quarter ties and monuments, parcel lines and
new lot lines, please do not include topographic
information on this plan.
2 Please submit 5 sets of separate significant trees plan
3 Please be advised that structural plans review is
pending the full compliance with the review is necessary
for the engineering review approval.
4 Please provide SWPPP per the 2005 King County
Surface Water Design Manual
5 Refer to Plans and TIR redline markups and revise
accordingly.
6 Please submit 4 sets of revised plans and TIR along with
County redline markups for further review.
0 Sheet 3 of 3
RESPONSE TO KING COUNTY FIRST REVIEW
Sheet 1
1. A copy of the approved mailbox location is included in the submittal package.
Sheet 3
1. Tract A is no longer a recreational/landscape tract.
2. A vault is no longer being proposed.
3. See Horizontal Control Plan.
4. Driveway cuts are not required since we are proposing rolled curbs. The driveway
locations will be determined by the home builder.
5. Curb face radii are all 35'.
6. Road classification added to the plan.
7. An ADA ramp was added on the west side of 102nd Avenue SE. Existing ramps
will also be utilized.
8. A note was added to Sheet 1 of the plan set, which indicates the impervious limit on
each lot.
Sheet 4 (This is now Sheet 7)
1. The catch point is now shown with the profile.
2. A vault is no longer being proposed.
3. Subgrade information under sidewalk added to the detail.
Sheet 5 (This is now Sheet 9)
1. A vault is no longer being proposed.
2. See response above.
3. Section A-A and B-B are labeled on the plan.
4. A vault is no longer being proposed.
5. See response above.
6. See response above.
•
T.I.R.
1. The TIR worksheet was added to Section 1.
2. The bond quantity worksheet was added to Section IX.
3. The conveyance calculations were added to Section V.
4. The SWPPP was added to Section VIII.
5. Plans were revised per comments.
6. Required copies of plans and TIR submitted for City of Renton Review.
It
SECTION III
OFF-SITE ANALYSIS
SEE PAGES A17 - A29 OF APPENDIX A
SECTION IV
FLOW CONTROL AND
WATER QUALITY FACILITY
ANALYSIS AND DESIGN
EXISTING SITE HYDROLOGY(PART A)
The proposed Panther Ridge subdivision is located in a portion of Section 32,Township 23
North, Range 5 East,Willamette Meridian, City of Renton,Washington. The project site
consists of two existing parcels, with parcel numbers 3223059286 and 3223059298. The site is
on the east side of 102nd Avenue SE,and is between S 47th Street and S 48th Street if both
streets were extended. The site is surrounded by single-family residences to the west and
south, and a wooded area to the north and east.
The 3.44-acre project site contained two residential houses,one of which has recently been
removed. The remaining residence will be removed as part of this development. The existing
vegetation is generally lawn and short field grass with several fir, cedar and fruit trees located
near the west side of the existing lots. The site generally slopes west with a small area draining
to the northeast. Site soils are classified as Alderwood(AgC) gravelly sandy loam by the
USDA Soil Conservation Service.
The original T.I.R. in Appendix A,prepared by Jaeger Engineering, dated March 17, 2007
includes the pre-developed condition data and peak flows. The entire 3.44-acre site was
assumed to be entirely forested in developing the time series. Since no changes were made,we
are not including said information in this section, instead,please see pages A30 and A31.
DEVELOPED SITE HYDROLOGY(PART B)
It is proposed to develop the 3.44-acre site and create 21 lots. A cul-de-sac road will be
constructed to access the lots. 102nd Avenue SE is already developed,therefore,no frontage
improvements are proposed. Stormwater will be controlled by a combined detention
pond/wetpond to be constructed in the northwest corner of the site. Flow Control BMP will be
utilized as required.
Since the lots are small and since the permeability of the site soils will not meet the standards
for infiltration,the Reduced Impervious Surface Credit will be used as a BMP for this site.
Each new lot will be limited to 2,600 sq.ft. of impervious surface. See the Reduced Impervious
Surface Credit calculations in page 3. The total impervious area for the developed condition
will be 2.1 acres(See page 4). The remaining 1.34 acre will be till grass.
The developed condition basin map and peak flow rates can be found in pages 2 and 4
respectively.
Summary:
Existing Condition Developed Condition
Impervious 0 2.1 acres
Pervious 3.44 acres (Forested) 1.34 acre (Grass)
Total 3.44 acres 3.44 acres
0
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REDUCED IMPERVIOUS SURFACE CREDIT CALCULATION
LOT AREA 75% OF AREA PROP. IMP. ON EACH LOT BMP ON EACH LOT
1 5274 3955.5 2600 1355.5
2 4752 3564 2600 964
3 5751 4313.25 2600 1713.25
4 5415 4061.25 2600 1461.25
5 4752 3564 2600 964
6 4752 3564 2600 964
7 4752 3564 2600 964
8 4752 3564 2600 964
9 5415 4061.25 2600 1461.25
10 5415 4061.25 2600 1461.25
11 4752 3564 2600 964
12 4752 3564 2600 964
13 5827 4370.25 2600 1770.25
14 4752 3564 2600 964
15 4400 3300 2600 700
16 4600 3450 2600 850
17 4752 3564 2600 964
18 4752 3564 2600 964
19 4752 3564 2600 964
20 4752 3564 2600 964
21 4752 3564 2600 964
103873 23304.75
TOTAL BMP AREA REQUIRED = 103,873 x 0.10 = 10,387.30
TOTAL BMP AREA PROVIDED = 23,304.75 > 10,387.30
CS)
Dot"L.Oai'-D CIWOrncl
KCRTS Command
CREATE a new Time Series
Production of Runoff Time Series
Project Location : Sea-Tac
computing Series : a:dev.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG6OR. rnf 8
Till Grass 1.34 acres Scaling Yr: 8
Loading Time Series File:C:\KC_SWDM\KC_DATA\STE16OR. rnf 8
Impervious >K 2.10 acres Adding Yr: 8
Total Area : 3.44 acres
Peak Discharge: 1.28 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:a:dev.tsf 8
Time Series Computed
Flow Frequency Analysis
Time Series File:a: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
0.629 6 2/09/01 2:00 1.27 1 100.00 0.990
0.509 8 1/05/02 16:00 0.797 2 25.00 0.960
0.756 3 2/27/03 7:00 0.756 3 10.00 0.900
0. 548 7 8/26/04 2:00 0.667 4 5.00 0.800
0.661 5 10/28/04 16:00 0.661 5 3.00 0.667
0.667 4 1/18/06 16:00 0.629 6 2.00 0.500
0.797 2 10/26/06 0:00 0.548 7 1.30 0.231
1.27 1 1/09/08 6:00 0.509 8 1.10 0.091
Computed Peaks 1.12 50.00 0.980
/ml; ,2E`4 (4c)
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0
PERFORMANCE STANDARDS (PART C)
The project site is required to provide a stormwater facility meeting the Conservation Flow
Control/Level 2 Flow Control and the Basic Water Quality Treatment standards.
FLOW CONTROL SYSTEM(PART D)
It is proposed to provide a combined detention pond/wetpond to mitigate for the increase in
runoff due to development. In addition,the Reduced Impervious Surface Credit was used as a
BMP for this site. The detention portion of the combined stormwater facility is required to
have a storage volume of approximately 35,374 cu.ft, while the available storage volume is
36,732 cu.ft. The proposed pond details are included in the plan set.
It was previously proposed to provide a detention vault instead of a detention pond. In
addition, one less lot is being proposed and the cul-de-sac was shortened. We have therefore
provided new sizing calculations in the following pages. The calculations in Appendix A have
been voided.
WATER QUALITY SYSTEM(PART E)
The sizing calculations for the proposed wetpond are included in page 15. The bottom portion
of the stormwater facility will be utilized for water quality. The required storage volume is
approximately 11,391 cu.ft.,while the available storage volume is 13,696 cu.ft. The proposed
wetpond details are included in the plan set
New sizing calculations are provided in this section. The sizing calculations in Appendix A
have been voided.
EMERGENCY OVERFLOW SPILLWAY
In the event of total failure of the control structure, and emergency overflow spillway is
provided to convey the 100-yr, 15 min. developed peak flow rate (See page 12). The access
road will act as the emergency spillway. In the event that water goes over the spillway, water
will be collected by the existing catch basin along 102nd Avenue SE,and be safely conveyed to
downstream within the existing drainage system.
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 1.50 H:1V
Pond Bottom Length: 90.50 ft
Pond Bottom Width: 64.50 ft
Pond Bottom Area: 5837. sq. ft
Top Area at 1 ft. FB: 8951. sq. ft
0.205 acres
Effective Storage Depth: 5.00 ft
Stage 0 Elevation: 484.50 ft
Storage Volume: 35374. cu. k.---/4 STO/1AGE" vow/4e'
0.812 ac-ft
Riser Head: 7.50 ft VOLUME- CA(Ck:
Riser Diameter: 12.00 inches
Number of orifices: 2 'T: 40 -2144 T*.2'
Full Head Pipe 3 q
Orifice # Height Diameter Discharge Diameter .3: `I/7/ f 3 h-�'.
(ft) (in) (CFS) (in) / 3
1 0.00 0.87 ti7/B '' 0.056 �= LArfA(34-J Ar AB] 11/3
2 6.00 2.00 0.133 4 .0
Top Notch Weir: None .p e,244 6,484 +'.1g�24Y% G4tgu15/
Outflow Rating Curve: None
= 3c./732 cu.c--f-. > 35 37y
;, ok
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 484.50 0. 0.000 0.000 0.00 5837.
0.01 484.51 0. 0.000 0.002 0.00 5842.
0.02 484.52 0. 0.000 0. 003 0.00 5847.
0.03 484.53 0. 0.000 0. 003 0.00 5851.
0.04 484.54 0. 0.000 0.004 0.00 5856.
0.05 484.55 0. 0.000 0. 005 0.00 5861.
0.06 484.56 0. 0.000 0.005 0.00 5865.
0.07 484 .57 0. 0.000 0. 005 0.00 5870.
0.20 484.70 0. 0.000 0.009 0.00 5931.
0.33 484.83 0. 0.000 0.012 0.00 5992.
0.45 484. 95 0. 0.000 0.014 0.00 6048.
0.58 485.08 0. 0.000 0.015 0.00 6110.
0.71 485.21 0. 0.000 0.017 0.00 6172.
0.83 485.33 0. 0.000 0.019 0.00 6229.
0. 96 485.46 0. 0.000 0. 020 0.00 6292.
1.09 485.59 0. 0.000 0.021 0.00 6355.
1.22 485.72 0. 0.000 0.022 0.00 6418.
1.34 485.84 0. 0.000 0. 024 0.00 6477.
1.47 485. 97 0. 0.000 0.025 0.00 6540.
1. 60 486.10 0. 0.000 0.026 0.00 6604 .
1.72 486.22 0. 0.000 0.027 0.00 6664 .
1.85 486.35 0. 0.000 0.028 0.00 6728.
1.98 486.48 0. 0.000 0.029 0.00 6793.
2.11 486. 61 0. 0.000 0.029 0.00 6858.
2.23 486.73 0. 0.000 0.030 0.00 6919.
2.36 486.86 0. 0.000 0.031 0.00 6985.
2.49 486. 99 0. 0.000 0. 032 0.00 7051.
2.50 487.00 0. 0.000 0. 032 0.00 7056.
2. 63 487.13 763. 0.018 0.033 0.00 7122.
2.75 487.25 1474 . 0.034 0.034 0.00 7184.
2.88 487.38 2252. 0.052 0.034 0.00 7251.
3.01 487.51 3038. 0.070 0.035 0.00 7318.
3. 14 487.64 3832. 0.088 0.036 0.00 7386.
3.26 487.76 4572. 0.105 0.037 0.00 7449.
3.39 487.89 5381. 0.124 0.037 0.00 7517.
3.52 488.02 6199. 0.142 0.038 0.00 7586.
3. 64 488.14 6961. 0.160 0.039 0.00 7649.
3.77 488.27 7795. 0.179 0.039 0.00 7718.
3. 90 488.40 8636. 0.198 0.040 0.00 7788.
4 .03 488.53 9486. 0.218 0.041 0.00 7857.
4 .15 488.65 10278. 0.236 0.041 0.00 7922.
4 .28 488.78 11144 . 0.256 0.042 0.00 7992.
4.41 488. 91 12018. 0.276 0.043 0.00 8063.
4 .53 489.03 12833. 0.295 0.043 0.00 8128.
4 . 66 489. 16 13723. 0.315 0.044 0.00 8200.
4 .79 489.29 14623. 0.336 0.044 0.00 8271.
4 . 92 489.42 15530. 0.357 0.045 0.00 8343.
5.04 489.54 16376. 0.376 0.046 0.00 8409.
5.17 489. 67 17300. 0.397 0.046 0.00 8482.
5.30 489.80 18233. 0.419 0.047 0.00 8555.
5.42 489.92 19102. 0.439 0.047 0.00 8622.
5.55 490.05 20052. 0.460 0.048 0.00 8695.
5.68 490.18 21010. 0.482 0.048 0.00 8769.
5.81 490.31 21977. 0.505 0.049 0.00 8843.
5.93 490.43 22878. 0.525 0.049 0. 00 8911.
6.00 490.50 23407. 0.537 0.050 0.00 8951.
6.02 490.52 23559. 0.541 0.051 0.00 8963.
6.04 490.54 23711. 0.544 0.053 0.00 8974.
6.06 490.56 23863. 0.548 0.057 0.00 8986.
6.08 490.58 24015. 0.551 0.063 0.00 8997.
6. 10 490.60 24167. 0.555 0.070 0.00 9009.
6. 13 490.63 24396. 0.560 0.079 0.00 9026.
6. 15 490.65 24549. 0.564 0.088 0.00 9037.
6.17 490.67 24703. 0.567 0.095 0.00 9049.
6.29 490.79 25626. 0.588 0.110 0.00 9118 .
6. 42 490.92 26635. 0.611 0.122 0.00 9193.
6.55 491.05 27654. 0.635 0.132 0.00 9269.
6.68 491.18 28681. 0.658 0.142 0.00 9345.
6.80 491.30 29638. 0.680 0.150 0.00 9415.
6. 93 491.43 30683. 0.704 0. 158 0.00 9492.
7.06 491.56 31737. 0.729 0.165 0.00 9569.
7. 18 491.68 32718. 0.751 0.172 0.00 9640.
7.31 491.81 33790. 0.776 0.179 0.00 9717.
7.44 491. 94 34872. 0.801 0.185 0.00 9795.
7 .50 492.00 35374. 0.812 0.188 0.00 9831.
7. 60 492.10 36215. 0.831 0.501 0.00 9891.
7.70 492.20 37062. 0.851 1.070 0. 00 9951.
7.80 492.30 37915. 0.870 1.800 0.00 10012.
7. 90 492.40 38773. 0.890 2. 600 0.00 10072.
8.00 492.50 39637. 0. 910 2.890 0.00 10133.
8.10 492.60 40507. 0.930 3. 140 0.00 10194.
8.20 492.70 41382. 0. 950 3.380 0.00 10255.
8.30 492.80 42263. 0. 970 3. 610 0.00 10317.
8.40 492.90 43149. 0. 991 3.810 0.00 10378.
8.50 493.00 44042. 1.011 4.010 0.00 10440.
a
8.60 493. 10 44940. 1.032 4.200 0.00 10502.
8.70 493.20 45843. 1.052 4.380 0.00 10564.
8.80 493.30 46753. 1.073 4.550 0.00 10626.
8.90 493.40 47668. 1.094 4 .720 0.00 10689.
9.00 493.50 48589. 1. 115 4.880 0.00 10751.
9.10 493. 60 49516. 1.137 5.040 0.00 10814.
9.20 493.70 50449. 1. 158 5.190 0.00 10877.
9.30 493. 80 51387. 1. 180 5.330 0.00 10940.
9.40 493. 90 52332. 1.201 5.480 0.00 11003.
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.27 0.28 0. 86 7. 66 492. 16 36744 . 0.844
2 0. 63 ******* 0.21 7.51 492.01 35436. 0.814
3 0.63 0. 17 0.15 6.86 491.36 30127. 0.692
4 0.76 ******* 0.16 7.02 491.52 31407. 0.721
5 0. 67 ******* 0. 11 6.26 490.76 25432. 0.584
6 0.39 0.10 0.05 5.80 490.30 21925. 0.503
7 0.51 ******* 0.05 4. 98 489.48 15935. 0.366
8 0.55 ******* 0.04 4.48 488. 98 12479. 0.286
Route Time Series through Facility
Inflow Time Series File:a:dev.tsf
Outflow Time Series File:a:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.28 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.856 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 7.66 Ft
Peak Reservoir Elev: 492. 16 Ft
Peak Reservoir Storage: 36744. Cu-Ft
0.844 Ac-Ft
Flow Duration from Time Series File:a:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS % % %
0.003 42659 69.568 69.568 30.432 0.304E+00
0.009 2267 3.697 73.265 26.735 0.267E+00
0.015 620 1.011 74.276 25.724 0.257E+00
0.021 289 0.471 74.747 25.253 0.253E+00
0.027 181 0.295 75.042 24 . 958 0.250E+00
0.032 2385 3.889 78. 932 21.068 0.211E+00
0.038 8518 13.891 92.823 7. 177 0.718E-01
0.044 2780 4 .534 97.356 2. 644 0.264E-01
0.050 1305 2.128 99.485 0.515 0.515E-02
0.056 60 0.098 99.583 0.417 0.417E-02
0.062 19 0.031 99. 614 0.386 0.386E-02
0.068 13 0.021 99. 635 0.365 0.365E-02
0.074 12 0.020 99. 654 0.346 0.346E-02
0.080 9 0.015 99. 669 0.331 0.331E-02
0.086 8 0.013 99. 682 0. 318 0.318E-02
0.092 8 0.013 99. 695 0.305 0.305E-02
0.097 15 0.024 99.720 0.280 0.280E-02
0. 103 21 0.034 99.754 0.246 0.246E-02
0.109 16 0. 026 99.780 0.220 0.220E-02
0.115 16 0.026 99.806 0.194 0.194E-02
0.121 17 0.028 99.834 0.166 0.166E-02
0.127 16 0.026 99.860 0. 140 0.140E-02
0.133 12 0.020 99.879 0.121 0. 121E-02
0. 139 7 0.011 99.891 0.109 0.109E-02
0.145 9 0.015 99. 905 0.095 0. 946E-03
0.151 9 0.015 99. 920 0.080 0.799E-03
0.156 14 0.023 99. 943 0.057 0.571E-03
0. 162 13 0.021 99. 964 0.036 0.359E-03
0.168 6 0.010 99. 974 0.026 0.261E-03
0.174 4 0.007 99. 980 0.020 0. 196E-03
0.180 3 0.005 99. 985 0.015 0. 147E-03
0.186 5 0.008 99.993 0.007 0.652E-04
0.192 3 0.005 99. 998 0.002 0. 163E-04
0.198 0 0.000 99. 998 0.002 0. 163E-04
0.204 0 0.000 99.998 0.002 0.163E-04
0.210 0 0.000 99. 998 0.002 0.163E-04
Duration Comparison Anaylsis
Flow Frequency Analysis
Time Series File:a: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
0.211 2 2/09/01 20:00 0.856 7. 66 1 100.00 0. 990
0.045 7 12/29/01 11:00 0.211 7.51 2 25.00 0. 960
0.163 3 3/06/03 22:00 0.163 7.02 3 10.00 0. 900
0.043 8 8/26/04 7:00 0. 154 6.86 4 5.00 0.800
0.049 6 1/08/05 5:00 0.107 6.26 5 3.00 0.667
0.107 5 1/19/06 0:00 0.0494-, 5.80 6 2.00 0. 500
0.154 4 11/24/06 8:00 0.045 4 .98 7 1.30 0.231
0.856 1 1/09/08 10:00 0.043 4 .48 8 1. 10 0.091
Computed Peaks 0. 641 7. 62 50.00 0.980
0. 160 ;. ok C'°-ye)
0,09C. ok C2 -HR)
0
Base File: a:pre.tsf
New File: a:rdout.tsf
Cutoff Units: Discharge in CFS
Fraction of Time Check of Tolerance
Cutoff Base New %Change Probability Base New %Change
0.049 I 0.90E-02 0.82E-02 -8.2 0.90E-02 0.049 0.048 -0. 9 4 Q Df<
0.062 I 0.62E-02 0.39E-02 -37.5 I 0.62E-02 0.062 0.049 -20.4
0.075 I 0.47E-02 0.34E-02 -27.9 I 0.47E-02 0.075 0.052 -31. 1
0.088 I 0.36E-02 0.32E-02 -11.4 I 0.36E-02 0.088 0.072 -18.3
0.101 I 0.28E-02 0.27E-02 -5.2 I 0.28E-02 0.101 0.098 -2.4 m o ig
0.114 I 0.22E-02 0.20E-02 -8.3 I 0.22E-02 0.114 0. 111 -2.5
MAN (aAC/�
0.127 I 0.15E-02 0.14E-02 -3.4 I 0.15E-02 0. 127 0. 126 -1.0
0.140 I 0. 96E-03 0. 11E-02 11.9 I 0.96E-03 0. 140 0.144 3.1 D ;, p/:
0.153 I 0.55E-03 0.72E-03 29.4 I 0.55E-03 0. 153 0. 157 2.9
0. 166 I 0.34E-03 0.28E-03 -19.0 I 0.34E-03 0.166 0. 162 -2.1
0. 179 I 0.21E-03 0.15E-03 -30.8 I 0.21E-03 0.179 0.173 -3.0
0.192 I 0.16E-03 0.16E-04 -90.0 I 0.16E-03 0. 192 0. 178 -7.0
0.205 I 0.82E-04 0.16E-04 -80.0 I 0.82E-04 0.205 0.186 -9.3
Maximum positive excursion = 0.007 cfs ( 4 . 9%) C 10 bo
occuring at 0.141 cfs on the Base Data:a:pre.tsf
and at 0.148 cfs on the New Data:a:rdout.tsf
Maximum negative excursion = 0.025 cfs (-32. 6%)
occuring at 0.078 cfs on the Base Data:a:pre.tsf
and at 0.053 cfs on the New Data:a:rdout.tsf
nr
cv-
O a:rdout.dur
a:target.dur •
•
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R •
co ♦
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ci
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CO --
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00 •
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O
10 -5 10 -4 10 -3 10 -2 1 0' -1 100
Probability Exceedence
DATE: 5/24/2011
JOB NUMBER: 10-180
EMERGENCY SPILLWAY DESIGN
H = 0.20 ft
4
L = (Q100/((3.21*(H(3I2))))-(2.4*H) WHERE:
L = LENGTH OF SPILLWAY
= 10.49ft H = 0.2 ft
Qioo = 3.15 cfs
USE 15 FTL�-----
15-11/ri 771-It STEP
SEE PA& 2. SEcT/C)/11
DATE: 6/7/2010
JOB NUMBER: 10-180
VERTICAL GRATE DESIGN
I 1
H = 0.50 ft
L = ?
P = 7Snft
a.. I
0100 = C(L 0.2 H) H3/2 WHERE:
1.27 = 3.3[L - 0.2(0.5)) 0.5N3/2) Q100 = 1.27 Cts
L = LENGTH OF GRATE
L = 1.19ft H = 0.50 ft
C = 3.27 + 0.4 H/P
SAY 2.00 ft 4 = 3.30
0
SECTION 5.3 DETENTION FACILITIES
Riser Overflow
The nomograph in Figure 5.3.4.H may be used to determine the head(in feet)above a riser of given
diameter and for a given flow(usually the 100-year peak flow for developed conditions).
FIGURE 5.3.4.14 RISER INFLOW CURVES
100 1111111 72 54
48 I
11111111 IA 421 0
■iu„'w/,., 36i •40
111111111517/M 33 •
11111/EM 27 /PO
///' ' 24
l
� 1,,q,s 21 Owoi—
(.) 18wa)
/ 0� .// ' 2JZ1 aUia) IIIIIII/1/111„gip, Allillor 15 IX
i
o
rfOrpO, 10
C� !
/1/0
t,
a , �, 1
0.i 0.2
= , 1 10
HEAD IN FEET (measured from crest of riser)
Qweir 9.739 DH3/2 — -______ 9/'Z6
Qoriflce=3.782 D2H12 212..
Q in cfs,D and H in feet
Slope change occurs at weir-orifice transition
N
1/24/2005 2005 Surface Water Design Manual
5-48
DATE: 06/07/10
JOB: 10-180
WATER QUALITY DESIGN - WETPOND
STEP 1:
VOLUME FACTOR (f) = 3
STEP 2:
RAINFALL FROM MEAN ANNUAL STORM (R) = 0.47 inch
STEP 3:
VOLUME OR RUNOFF FROM MEAN ANNUAL STORM (Vr)
Vr= (0.9 Ai + 0.25 Atg + 0.10 Atf+ 0.01 Ao) x (R/12)
WHERE: Ai = AREA OF IMPERVIOUS SURFACE = 91476 sf
Atg = AREA OF TILL SOIL (GRASS) = 58370 sf
Atf= AREA OF TILL SOIL (FOREST) = 0 sf
Ao = AREA OF OUTWASH SOIL (GRASS OR FOREST) = 0 sf
Vr= [0.9 (91476) + 0.25 (58370) + 0.10 (0) + 0.01 (0)] x (0.47/12)
= 3797 cu. ft.
STEP 4:
WETPOND VOLUME
Vb= f (Vr)
= 11391 cu. ft.
PEO,0//2 ED OOLU/l'?f_ roiZ r1/21:r / 39' X 0, 35 z 2. 9S 7 c €r r
12F0 vrI?E1? YOLu/nE Fo/z St-coiv.b c -ic 11,39/ x 0, 6.5 = 7, S/d eu
VOLUME CtlEck':
�T ' 2,6/8 ff 3 3&7 AT = 3 oj� t 387
As = 57'3 ft -3v382 Au : lo30 f3 c(.382, s
CC[L / CELL Z 5/ j
?3 3 �Z = E 3 �G53 -I--Ji03v f 13,053X/,0301 35
CZ /6/a -15734 /Z618xs
5, 88 Cu, F7 3,987 ak = 7/8°8 �u� c . S 7gvycu,/f.'
ok
CONVEYANCE SYSTEM DESIGN
The 15-min. time step was used to determine the 100-yr peak flow rate.The backwater analysis
can be found in page 3 of this Section.
KCRTS Command
CREATE a new Time Series
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : A:15.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating 15-minute Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG15R. rnf 8
Till Grass 1.34 acres Scaling Yr: 8
Loading Time Series File:C:\KC_SWDM\KC_DATA\STE115R.rnf 8
Impervious 2.10 acres Adding Yr: 8
Total Area : 3.44 acres
Peak Discharge: 3.15 CFS at 6:30 on Jan 9 in Year 8
storing Time Series File:A:15.tsf 8
Time Series Computed
Flow Frequency Analysis
Time series File:a:15.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- Flow Frequency Analysis
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.998 6 8/27/01 18:00 3.15 1 100.00 0.990
0.717 8 1/05/02 15:00 2.18 2 25.00 0.960
2.18 2 12/08/02 17:15 1.40 3 10.00 0.900
0.805 7 8/23/04 14:30 1.27 4 5.00 0.800
1.27 4 11/17/04 5:00 1.21 5 3.00 0.667
1.21 5 10/27/05 10:45 0.998 6 2.00 0.500
1.40 3 10/25/06 22:45 0.805 7 1.30 0.231
3.15 1 1/09/08 6:30 0.717 8 1.10 0.091
Computed Peaks 2.83 50.00 0.980
a
BACKWATER CALCULATION SHEET
100-YR DESIGN STORM
Project: PANTHER RIDGE
Proj No: 10-180
Date: 06/20/10
Pipe Fric- Entr Entr Entr Exit Outlet Inlet Appr Bend Bend Junc Junc Upstrm
Pipe Pipe Pipe "n" Outlet Inlet Pipe Pipe Vel TW tion HGL Loss Head Head Contr Contr Vel Loss Head Loss Head HW Grate Check
Segment Q Lngth Size Value Elev Elev Area Vel Head Elev Loss Elev Coeff Loss Loss Elev Elev Head Coeff Loss Coeff Loss Elev Elev HW
CB to CB (cfs) (ft) (in) (sfl (fps) (ft) {ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
EX to 1 3.15 46.2 12 0.012 383.47 383.89 0.79 4.01 0.25 382.23 0.30 382.53 0.5 0.13 0.25 382.91 385.13 Q.25 1.320 0.330 Q.000 0.00 385.21 395.00 OK
1 to CS 3.15 72.8 12 0.012 383.89 384.50 0.79 4.01 0.25 385.21 Q.48 385.69 0.5 0.13 0.25 386.07 385.74 0.25 1.320 0.330 0.000 0.00 386.15 394.50 OK
' CS to P 3.15 21.0 12 0.012 387.�0 385.00 0.79 4.01 0.25 386.15 0.14 386.28 0.5 0.13 0.25 386.66 386.24 0.00 0.000 0.000 0.000 0.00 386.66 392.50 OK
P to 12 3.1� 17.8 12 0.012 385.00 387.14 0.79 4.01 0.25 392.00 0.12 392.12 0.5 0.13 0.25 392.49 388.38 0.25 0.000 0.000 0.000 0.00 392_24 398.50 OK
12 to 2 3.15 22.7 12 0.012 387.14 389.85 0.79 4.01 0.25 392.24 0.15 392.39 0.5 0.13 0.25 392.77 391.09 0.25 1.320 0.330 0.000 0.00 392.85 401.32 OK
2 to 5 3.15 220.1 12 0.012 396.00 409.17 0.79 4.01 0.25 392.85 1.45 394.30 0.5 0.13 0.25 394.68 410.41 0.25 0.000 0.000 0.000 0.00 410.16 414.17 OK
5 to 8 3.15 194.3 12 0.012 409.17 418.34 0.79 4.01 0.25 410.16 1.28 411.44 �.5 0.13 0.25 411.82 419.58 0.25 0.900 0.225 0.000 0.00 419.55 423.34 OK
8 to 9 3.15 30.9 12 0.012 418.34 418.49 0.79 4.01 0.25 419.55 0.20 419.76 0.5 0.13 0.25 420.13 419.73 0.00 0.000 0.000 0.000 0.00 42Q.13 423.24 OK
� 5 to 6 3.15 28.4 12 0.012 409.17 409.31 0.79 4.01 0.25 410.16 0.19 410.35 0.5 0.13 0.25 410.72 410_55 0.25 0.000 O.OQO 0.000 0.00 410.47 414.17 OK
6 to 7 3.15 12.2 12 0.012 409.31 409.79 0.79 4.01 0.25 410.47 0.08 410.55 0.5 0.13 0.25 410.93 411.03 0.00 0.000 0.000 0.000 0.00 411.03 414.79 OK
2 to 3 3.15 27.7 12 0.012 396.00 396.32 0.79 4.01 0.25 392.85 Q.18 393.03 0.5 0.13 0.25 393.41 397.56 0.25 0.400 0.000 0.000 0.00 397.31 401.32 OK
3 to 4 3.15 12.2 12 0.012 396.32 397.17 0.79 4.01 0.25 397.31 0.08 397.39 0.5 0.13 0.25 397.77 398.41 0.00 0.000 0.000 0.000 0.00 398.41 402.17 OK
12 to 11 0.31 116.0 12 0.012 387.14 390.60 0.79 0.39 0.00 392.24 0.01 392.25 0.5 0.00 0.00 392.25 391.10 0.00 1.200 0.003 0.000 0.00 392.25 393.60 OK
11 to 10 0.31 45.9 12 0.012 390.60 390.99 0.79 0.39 0.00 392.25 0.00 392.26 0.5 0.00 0.00 392.26 391.49 0.00 0.000 0.000 0.000 0.00 392.26 393.99 OK
P: DETENTION POND
: EX: EXISTING CATCH BASIN
CS: CONTROL STRUCTURE
�
SECTION VI
SPECIAL REPORTS & STUDIES
N/A
SECTION VII
OTHER PERMITS
N/A
r3
npp{{i
43
is
SECTION VIII
T.E.S.C. ANALYSIS AND DESIGN
E.S.C. PLAN ANALYSIS AND DESIGN(PART A)
The T.E.S.C. plan has been prepared per the guidelines within Appendix D of the King County
Surface Water Design Manual. A construction entrance, perimeter silt fencing, catch basin
protection and ground cover protection are among the measures being proposed. A temporary
interceptor ditch will be provided to convey runoff to the temporary sediment pond.
A T.E.S.C. plan is included with the plan set, and shows the measures being proposed.
SWPPS PLAN DESIGN (PART B)
See Appendix B for the Stormwater Pollution Prevention Plan.
SECTION IX
BOND QUANTITIES, FACILITY
SUMMARIES, AND DECLARATION
OF COVENANT
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit
Number G 04,cd00g
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
,',QN71-/die R/, :&,77 Date 6/2©/20/0
Downstream Drainage Basins
Major Basin Name .L7y ) /vire, G'f2EEN R/VeR
Immediate Basin Name ;Q/4Ck /2/1/E?
Flow Control:
Flow Control Facility Name/Number ,De-P? 1x106/ °®N()
Facility
Location A/d/27 a,VEle _OP 7 ztre
If none,
Flow control provided in regional/shared facility(give
location) 44
No flow control required Exemption number
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
ponds ponds
vaults tanks
tanks - trenches
Control Structure Location
w/ 74'/4/ ?'HE" /adA/D
Type of Control Structure $ "9'MAA/bmLE/2/CEA Number of Orifices/Restrictions
Size of Orifice/Restriction: No. 1 -7/13 !/
No. 2 2 ev
No. 3
No. 4
Flow Control Performance Standard
2005 Surface Water Design Manual 1/1/05
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Live Storagelume 35 3 7 / (0, Depth Volume Factor of Safety
n
Number of Acres Served 3, q9' Ac
Number of Lots 2/
Dam Safety Regulations(Washington State Department of Ecology)
Reservoir Volume above natural grade /WA
Depth of Reservoir above natural grade /WA
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x17" reduced size plan sheets may be used)
1/1/05 2005 Surface Water Design Manual
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Water Quality:
Type/Number of water quality facilities/BMPs:
biofiltration swale sand filter(basic or large)
(regular/wet/or continuous inflow) sand filter, linear(basic or
large)
combined detention/wctpond sand filter vault (basic or
large)
(wetpond portion basic or large) sand bed depth (inches)
combined detention/wetvault stormwater wetland
filter strip storm filter
flow dispersion wetpond (basic or large)
farm management plan wetvault
landscape management plan Is facility Lined?
oil/water separator If so, what marker is used
above
(baffle or coalescing plate)
Liner?
catch basin inserts:
Manufacturer
pre-settling pond
pre-settling structure:
Manufacturer
high flow bypass structure (e.g., flow-splitter catch basin)
source controls
Design Information
Water Quality design flow /t//A
Water Quality treated volume(sandfilter) /(//,4
Water Quality storage volume(wetpool) /// 39/ Ccal-.
Facility Summary Sheet Sketch
2005 Surface Water Design Manual 1/1/0
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x17" reduced size plan sheets may be used)
1/1/05 2005 Surface Water Design Manual
4
402 ,-----` I 402
0
w EX. GRADE ----.i
z 5-
I
i O /O
5' CHAINUNIc
4 At FENCE (TYP.) 4
398 �' 398
VARIES
O SEE PLAN
—8.
w
z
VARIES
SEE PLAN
394 394
CONC. WALL
BY OTHERS
. MAX. W.S. EL=3Q7,00
390 390
2' BENCH (TYP.)-\\
V W.O. W.S. EL=367.00
-4-
386 386
w
4
X
h'
1' SEDIMENT STORAGE
382 -BOT. EL=382.00 382
VARIES
SECTION B-B
SCALE: 1" = 3O' HORIZ.
1" = 3' VERT.
0
402 � 402
' I
W /�
Z /
6' CHAINLIN
FENCE (TYP.) 4
/ ON
398 /-*" Ex. GRADE 398
VARIES
0 / SEE PLAN '
8'
CONT. STRUCTURE CONC. WALL
r(SEE OIL)
BY OTHERS
I
O
394 / 394
E -33 OI/
EL393.00/,
MAX. W.S. EL=312.00
390 390
1.4
2' BENCH
♦ W.O. W.S. EL=387.00
0
h5E5'' BERM6.00
386 TO CB No.1 7' 386
I.E.=3115.00 k w k
J 4
6' SEDIMENT 1' SEDIMENT
STORAGE STORAGE
—BOT. EL.=382.50
382 VARIES -BOT. EL=382.00 382
VARIES —
SECTION A-A
SCALE: 1" = 20' HORIZ.
1" = 2' VERT.
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: /ILEX /00e e TrDate: ,g/240/2 0lU
PE Registration Number: 28 352 Tel.#: (2S3) 3,?,.?-2 'o0
Firm Name: 2p)-7/ /NC
Address: -72 /,J IJ,Q(i.//2,tI fif/4 '/V ,/./4 Y8 2 Z Project No:
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND*,** PUBLIC ROAD&DRAINAGE
AMOUNT MAINTENANCE/DEFECT BOND',"
Stabilization/Erosion Sediment Control(ESC) (A) $ /// 1540 -
Existing Right-of-Way Improvements (B) $ 25, SlclG _
Future Public Road Improvements&Drainage Facilities (C) $ 2 p7/7 7$ -
Private Improvements (D) $ /X50 Z _
Construction Bond*Amount (A+B+C+D) = TOTAL (T) $ 2q0 8 76
Minimum bond'amount is$1000.
(B+C)x
Maintenance/Defect Bond'Total 0.20= $ 6 c
..1
NAME OF PERSON PREPARING BOND*REDUCTION: Date:
"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 profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY RDSD
(31
Page 1 of 1 Unit prices updated:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
Unit #of
Reference# Price Unit Quantity Appllications Cost
EROSION/SEDIMENT CONTROL_ Number
Backfill & compaction-embankment ESC-1 $ 5.62 CY
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 4 1 270
Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditching ESC-4 $ 8.08 CY 20 1 162
Excavation-bulk ESC-5 $ 1.50 CY
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1040 1 1435
Fence, Temporary (NGPE) ESC-7 $ 1.38 LF
Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 2.6 1 2
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY
Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY
Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Piping, temporary, CPP, 6" ESC-12 $ 10.70 LF
Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF
Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF
Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949
Sediment trap, 5' high berm ESC-20 SWDM 5.4.5,1 $ 17.91 LF
Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF
Seeding, by hand _ ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR 8 1 598
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 8 1 782
WRITE-IN-ITEMS **** (see page 9)
Inlet Protection $30 Each 15 1 450
ESC SUEITOTAL: $ 8,576.43
30% CONTINGENCY & MOBILIZATION: $ 2,572.93
ESC TOTAL: $ 11,149.36
COLUMN: A
OPage 2 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
BOND QUANTITY WORKSHEET.xls Report Date: 7/2/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Quantity Completed
Right-of-Way Road Improvements Improvements (Bond Reduction)'
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERAL ITEMS No.
13ackfill&Compaction-embankment GI-1 $ 5.62 CY 1 5.62
Backfill&Compaction-trench GI-2 $ 8.53 CY
Clear/Remove Brush,by hand GI-3 $ 0.36 SY
Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 0.5 4,438.08 0.5 4,438.08
Excavation-bulk GI-5 $ 1.50 CY 1852 2,778.00 4000 6,000.00
Excavation-Trench GI-6 $ 4.06 CY
Fencing,cedar,6'high GI-7 $ 18.55 LF
Fencing,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF 355 4,771.20
Fencing,chain link,gate,vinyl coated, 2 GI-9 $ 1,271.81 Each 1 1,271.81
Fencing,split rail,3'high GI-10 $ 12.12 LF
Fill&compact-common barrow GI-11 $ 22.57 CY
Fill&compact-gravel base GI-12 $ 25.48 CY
Fill&compact-screened topsoil GI-13 $ 37.85 CY
Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY
Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY
Grading,fine,by hand GI-17 $ 2.02_ SY
Grading,fine,with grader GI-18 $ 0.95 SY 4263 4,049.85 12386 11,766.70
Monuments,3'long GI-19 $ 135.13 Each 1 135.13 1 135.13
Sensitive Areas Sign GI-20 $ 2.88 Each
Sodding, 1"deep,sloped ground GI-21 $ 7.46 SY
Surveying, line&grade GI-22 $ 788.26 Day 0.5 394.13 1 788.26
Surveying,lot location/lines GI-23 $ 1,556.64 Acre 2 3,113.28
Traffic control crew(2 flaggers) GI-24 $ 85.18 HR 1 85.18
Trail,4"chipped wood GI-25 $ 7.59 SY
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"top course GI-27 $ 8.19 SY
Wall,retaining,concrete GI-28 $ 44.16 SF 2345 103,555.20
Wall,rockery GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 614.44 121,793.15 25,318.06
O
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD IMPROVEMENT No.
AC Grinding,4'wide machine< 1000sy RI-1 $ 23.00 SY
AC Grinding,4'wide machine 1000-2000 RI-2 $ 5.75 SY
AC Grinding,4'wide machine>2000sy RI-3 $ 1.38 SY
AC Removal/Disposal/Repair RI-4 $ 41.14 SY
Barricade,type I RI-5 $ 30.03 LF
Barricade,type III(Permanent) RI-6 $ 45.05 LF
Curb&Gutter,rolled RI-7 $ 13.27 LF 1075 14,265.25
Curb&Gutter,vertical RI-8 $ 9.69 LF 130 1,259.70 51 494.19
Curb and Gutter,demolition and disposa RI-9 $ 13.58 LF
Curb,extruded asphalt RI-10 $ 2.44 LF
Curb,extruded concrete RI-11 $ 2.56 LF
Sawcut,asphalt,3"depth RI-12 $ 1.85 LF 242 447.70
Sawcut,concrete, per 1"depth RI-13 $ 1.69 LF
Sealant,asphalt RI-14 $ 0.99 LF 242 239.58
Shoulder,AC, (see AC road unit price) RI-15 $ - SY
Shoulder,gravel,4"thick RI-16 $ 7.53 SY
Sidewalk,4"thick RI-17 $ 30.52 SY 55 1,678.60
Sidewalk,4"thick,demolition and dispos RI-18 $ 27.73 SY 70 1,941.10
Sidewalk,5"thick RI-19 $ 34.94 SY 328 11,460.32
Sidewalk,5"thick,demolition and dispos RI-20 $ 34.65 SY
Sign,handicap RI-21 $ 85.28 Each
Striping,per stall RI-22 $ 5.82 Each
Striping,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF
Striping,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 5,566.68 26,219.76
CO
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction'
Right-of-way Road Improvements Improvements
& Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD SURFACING (4"Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course)
I or KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY
AC Overlay, 1.5"AC RS-2 $ 7.39 SY
AC Overlay,2"AC RS-3 $ 8.75 SY
AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY 142 2,448.08 2018 34,790.32 505 8,706.20
AC Road,2",4"rock,Qty.over 2500SY RS-5 $ 13.36 SY
AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY
AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 15.81 SY
AC Road,5",First 2500 SY RS-8 $ 14.57 SY
AC Road,5",Qty.Over 2500 SY RS-9 $ 13.94 SY
AC Road,6",First 2500 SY RS-1C $ 16.76 SY
AC Road,6",Qty.Over 2500 SY RS-11 $ 16.12 SY
Asphalt Treated Base,4"thick RS-12 $ 9.21 SY
Gravel Road,4"rock, First 2500 SY RS-13 $ 11.41 SY
Gravel Road,4"rock,Qty.over 2500 SY RS-14 $ 7.53 SY
PCC Road,5",no base,over 2500 SY RS-15 $ 21.51 SY
PCC Road, 6",no base,over 2500 SY RS-18\ $ 21.87 SY
Thickened Edge RS-17 $ 6.89 LF 236 1,626.04
Page 5 of 9 SUBTOTAL 2,448.08 34,790.32 10,332.24
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost _ Quant. Cost Complete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices. Average of 4'cover was assumed.Assume perforated PVC is same price as solid pipe.
Access Road, R/D D- 1 $ 16.74 SY 194 3,247.56
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
*(CBs include frame and lid)
CB Type I D-4 $ 1,257.64 Each 1 1,257.64 4 5,030.56 2 2,515.28
CB Type IL D-5 $ 1,433.59 Each 1 1,433.59 1 1,433.59
CB Type II,48"diameter D-6 $ 2,033.57 Each 1 2,033.57 1 2,033.57
for additional depth over 4' D-7 $ 436.52 FT 7.7 3,361.20 7.5 3,273.90
CB Type II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54
for additional depth over 4' D-9 $ 486.53 FT 6 2,919.18
CB Type II,60"diameter D-10 $ 2,351.52 Each
for additional depth over 4' D-11 $ 536.54 FT
CB Type II,72"diameter D-12 $ 3,212.64 Each
for additional depth over 4' D-13 $ 692.21 FT
Through-curb Inlet Framework(Add) D-14 $ 366.09 Each
Cleanout, PVC,4" D-15 $ 130.55 Each
Cleanout, PVC,6" D-16 $ 174.90 Each 10 1,749.00
Cleanout, PVC,8" D-17 $ 224.19 Each
Culvert,PVC,4" D-18 $ 8.64 LF
Culvert, PVC,6" D-19 $ 12.60 LF 988 12,448.80
Culvert, PVC, 8" D-20 $ 13.33 LF
Culvert,PVC, 12" D-21 $ 21.77 LF 131.3 2,858.40 680.7 14,818.84 55.3 1,203.88
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP,60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 10,944.41 33,516.15 19,350.55
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvements
DRAINAGE CONTINUED &Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert,Concrete,8" D-32 $ 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert,Concrete, 18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 $ 20.70 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF
Ditching D-49 $ 8.08 CY
Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF
French Drain (3'depth) D-51 $ 22.60 LF
Geotextile,laid in trench,polypropylene D-52 $ 2.40 SY
Infiltration pond testing D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each
Pond Overflow Spillway D-55 $ 14.01 SY
Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each 1 1045.19
Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each
Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each
Riprap,placed D-59 $ 39.08 CY 4 156.32
Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each
Trash Rack, 12" D-61 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL 1201.51
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant.
Unit Price Unit Quant. Price Quant. - Cost _ Quant. Cost Complete Cost
PARKING LOT SURFACING
No.
2"AC,2"top course rock&4"borrow PL-1 $ 15.84 SY
2"AC, 1.5" top course&2.5"base cour PL-2 $ 17.24 SY
4"select borrow PL-3 $ 4.55 SY
1.5"top course rock&2.5"base course PL-4 $ 11.41 SY
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement
Utility Pole(s)Relocation UP-1 Lump Sum
Street Light Poles w/Luminaires UP-2 Each
WRITE-IN-ITEMS
(Such as detention/water quality vaults.) No.
WI-1 Each
WI-2 SY
WI-3 CY
WI-4 LF
WI-5 FT
WI-6
WI-7
WI-8
WI-9
wi-10
SUBTOTAL
SUBTOTAL(SUM ALL PAGES): 19,573.61 217,520.89 55,000.85
30%CONTINGENCY&MOBILIZATION: 5,872.08 65,256.27 16,500.26
GRANDTOTAL: 25,445.69 282,777.16 71,501.11
COLUMN: B C D E
Page 8 of 9
Unit prices updated: 02/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xls Report Date: 1/19/2010
i
SECTION X
OPERATIONS AND
MAINTENANCE MANUAL
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
APPENDIX A
MAINTENANCE REQUIREMENTS FOR FLOW
CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 1 - DETENTION PONDS
Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When
Component Maintenance Is Performed
General Trash&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.
Poisonous Vegetation Any poisonous or nuisance vegetation which may No danger of poisonous vegetation
or Noxious Weeds constitute a hazard to County personnel or the where County personnel or the
public. public might normally be.
Coordination with Seattle-King
County Health Department
Contaminants and Oil,gasoline,or other contaminants of one gallon No contaminants present other than
Pollution or more,or any amount found that could: a surface film. (Coordination with
1)cause damage to plant, animal,or marine life; Seattle/King County Health
2)constitute a fire hazard;or 3)be flushed Department)
downstream during rain storms.
Unmowed If facility is located in private residential area, When mowing is needed,
Grass/Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be
inches in height. In other areas,the general mowed to 2 inches in height.
policy is to make the pond site match adjacent Mowing of selected higher use areas
ground cover and terrain as long as there is no rather than the entire slope may be
interference with the function of the facility. acceptable for some situations.
Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or berm
as a dam or berm,or any evidence of water repaired. (Coordination with
piping through dam or berm via rodent holes or Seattle/King County Health
other causes. Department)
Insects When insects such as wasps and hornets Insects destroyed or removed from
interfere with maintenance activities. Mosquito site. Mosquito control: Swallow
complaints accompanied by presence of high nesting boxes or approved larvicide
mosquito larvae concentrations(aquatic phase). applied.
Tree Growth Tree growth threatens integrity of berms acting Trees do not hinder maintenance
as dams,does not allow maintenance access,or activities. Harvested trees should
interferes with maintenance activity(i.e., slope be recycled into mulch or other
mowing,silt removal,vactoring,or equipment beneficial uses(e.g.,alders for
movements). If trees are a threat to berm firewood).
integrity or not interfering with access,leave
trees alone.
2005 Surface Water Design Manual—Appendix A 1/24/2005
A-I
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 1 -DETENTION PONDS
Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When
Component Maintenance Is Performed
Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using
of damage is still present or where there is appropriate erosion control
potential for continued erosion. measure(s);e.g., rock
reinforcement,planting of grass,
Any erosion observed on a compacted berm compaction.
embankment.
If erosion is occurring on compacted
berms a licensed civil engineer
should be consulted to resolve
source of erosion.
Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed
designed pond depth. pond shape and depth;pond
reseeded if necessary to control
erosion.
Liner Damage Liner is visible and has more than three%-inch Liner repaired or replaced.
(If Applicable) holes in it.
Pond Berms(Dikes) Settlement Any part of berm that has settled 4 inches lower Dike should be built back to the
than the design elevation. Settling can be an design elevation.
indication of more severe problems with the berm
or outlet works. A licensed civil engineer should
be consulted to determine the source of the
settlement.
Emergency Tree Growth Tree growth on emergency spillways create Trees should be removed. If root
Overflow/Spillway blockage problems and may cause failure of the system is small(base less than 4
and Berms over 4 berm due to uncontrolled overtopping. inches)the root system may be left
feet in height. in place. Otherwise the roots should
Tree growth on berms over 4 feet in height may be removed and the berm restored.
lead to piping through the berm which could lead A licensed civil engineer should be
to failure of the berm. consulted for proper berm/spillway
restoration.
Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards.
Overflow/Spillway area five square feet or larger, or any exposure
of native soil at the top of out flow path of
spillway. Rip-rap on inside slopes need not be
replaced.
1/24/2005 2005 Surface Water Design Manual—Appendix A
A-2
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 4- CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed.
(Includes Sediment) orifice plate is less than 1.5 feet.
Structural Damage Structure is not securely attached to manhole Structure securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 lbs 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 and Connections to outlet pipe are water
show signs of rust. 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 not watertight or is missing. 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.
Chain/rod leading to gate is missing or damaged. Chain is in place and works as
designed.
Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet
design standards.
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.
Manhole See"Detention Tanks See"Detention Tanks and Vaults"Table No.3 See"Detention Tanks and Vaults"
and Vaults" Table No.3
2005 Surface Water Design Manual–Appendix A (/24/20050
A-5
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 5-CATCH BASINS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
General Trash&Debris Trash or debris of more than 1/2 cubic foot which No Trash or debris located
(Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin
opening or is blocking capacity of the basin by opening.
more than 10%.
Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch
depth from the bottom of basin to invert the basin.
lowest pipe into or out of the basin.
Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or
more than 1/3 of its height. debris.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within the 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.
Structure Damage to Corner of frame extends more than Y.inch past Frame is even with curb.
Frame and/or Top curb face into the street(If applicable).
Slab
Top slab has holes larger than 2 square inches Top slab is free of holes and cracks.
or cracks wider than Y.inch(intent is to make
sure all material is running into basin).
Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab.
separation of more than Y.inch of the frame from
the top slab.
Cracks in Basin Cracks wider than'/2 inch and longer than 3 feet, Basin replaced or repaired to design
Walls/Bottom any evidence of soil particles entering catch standards.
basin through cracks,or maintenance person
judges that structure is unsound.
Cracks wider than'/2 inch and longer than 1 foot No cracks more than 1/4 inch wide at
at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe.
evidence of soil particles entering catch basin
through cracks.
Settlement/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design
Misalignment more than 2 inches out of alignment. standards.
Fire Hazard Presence of chemicals such as natural gas,oil No flammable chemicals present.
and gasoline.
Vegetation Vegetation growing across and blocking more No vegetation blocking opening to
than 10%of the basin opening. basin.
Vegetation growing in inlet/outlet pipe joints that No vegetation or root growth
is more than 6 inches tall and less than 6 inches present.
apart.
Pollution Nonflammable chemicals of more than 1/2 cubic No pollution present other than
foot per three feet of basin length. surface film.
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any Catch basin cover is closed
open catch basin requires maintenance.
Locking Mechanism Mechanism cannot be opened by on Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts into
frame have less than 1/2 inch of thread.
Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one
Remove applying 80 lbs.of lift; intent is keep cover from maintenance person.
sealing off access to maintenance.
Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and
misalignment, rust, cracks, or sharp edges. allows maintenance person safe
access.
•
1/24/2005 2005 Surface Water Design Manual-Appendix A
A-6 O
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 5-CATCH BASINS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
Metal Grates Unsafe Grate Grate with opening wider than 7/8 inch. Grate opening meets design
(If Applicable) Opening standards.
Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface.
Damaged or Missing. Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
NO. 6- DEBRIS BARRIERS (E.G., TRASH RACKS)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
General Trash and Debris Trash or debris that is plugging more than 20% Barrier clear to receive capacity
of the openings in the barrier. flow.
Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more
Bars. than 3/<inch.
Bars are missing or entire barrier missing. Bars in place according to design.
Bars are loose and rust is causing 50% Repair or replace barrier to design
deterioration to any part of barrier. standards.
NO. 7- ENERGY DISSIPATERS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
External:
Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design standards.
Rock area five square feet or larger,or any exposure
of native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it
Sediment design depth. matches design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned or
Water Properly concentrated points along trench(normal rebuilt to standards.
condition is a"sheet flow"of water along trench).
Intent is to prevent erosion damage.
Perforations Plugged. Over'''A of perforations in pipe are plugged with Clean or replace perforated pipe.
debris and sediment.
Water Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or
of"Distributor"Catch during any storm less than the design storm or redesigned to standards.
Basin. its causing or appears likely to cause damage.
Receiving Area Over- Water in receiving area is causing or has No danger of landslides.
Saturated potential of causing landslide problems.
Internal:
Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to"'A or Replace structure to design
Post. Baffles,Side of original size or any concentrated worn spot standards.
Chamber exceeding one square foot which would make
structure unsound.
2005 Surface Water Design Manual—Appendix A 1/24/2005
A-7
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 8 - FENCING
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Missing or Broken Any defect in the fence that permits easy entry to Parts in place to provide adequate
Parts a facility. security.
Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that
inches wide permitting an opening under a fence. exceeds 4 inches in height.
Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 11/2 inches.
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.
Missing or loose barbed wire that is sagging Barbed wire in place with less than
more than 21/2 inches between posts. %inch sag between post.
Extension arm missing,broken,or bent out of Extension arm in place with no
shape more than 11/2 inches. bends larger than' inch.
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 No openings in fabric.
diameter ball could fit through.
NO. 9 - GATES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in place.
Members
Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is
be easily opened and closed by a maintenance working freely.
person.
Gate is out of plumb more than 6 inches and Gate is aligned and vertical.
more than 1 foot out of design alignment.
Missing stretcher bar,stretcher bands,and ties. Stretcher bar, bands, and ties in
place.
Openings in Fabric See"Fencing"Table No. 8 See"Fencing"Table No. 8
1/24/2005 2005 Surface Water Design Manual—Appendix A
A-8
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 10- CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment and
diameter of the pipe. debris.
Vegetation Vegetation that reduces free movement of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced.
more than 50%deterioration to any part of pipe.
Any dent that decreases the cross section area Pipe repaired or replaced.
of pipe by more than 20%.
Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all
design depth. sediment and debris so that it
matches design.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
through ditches.
Erosion Damage to See"Detention Ponds"Table No. 1 See"Detention Ponds"Table No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standards.
Place or Missing(If the rock lining.
Applicable).
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of
(Nonpoisonous,not landscaped area(trees and shrubs only). the landscaped area.
noxious)
Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in
vegetation. landscaped area.
Trash or Litter Paper,cans, bottles,totaling more than 1 cubic Area clear of litter.
foot within a landscaped area(trees and shrubs
only)of 1,000 square feet.
Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5%
broken which affect more than 25%of the total of total foliage with split or broken
foliage of the tree or shrub. limbs.
Trees or shrubs that have been blown down or Tree or shrub in place free of injury.
knocked over.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over,causing exposure adequately supported;remove any
of the roots. dead or diseased trees.
2005 Surface Water Design Manual-Appendix A 1/24/2005
A-9
0
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 12-ACCESS ROADS
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which could
square feet(i.e.,trash and debris would fill up damage tires.
one standards size garbage can).
Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which could
or metal). damage tires.
Any obstruction which reduces clearance above Roadway overhead clear to 14 feet
road surface to less than 14 feet. high.
Any obstruction restricting the access to a 10-to Obstruction removed to allow at
12-foot width for a distance of more than 12 feet least a 12-foot access.
or any point restricting access to less than a 10-
foot width.
Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth with
Mush Spots,Ruts depth and 6 square feet in area. In general, any no evidence of settlement,potholes,
surface defect which hinders or prevents mush spots,or ruts.
maintenance access.
Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds taller
Surface than 6 inches tall and less than 6 inches tall and than 2 inches.
less than 6 inches apart within a 400-square foot
area.
Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal
Pavement petroleum hydrocarbons. in keeping with Health Department
recommendations for mildly
contaminated soils or catch basin
sediments.
Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and
Ditches inches wide and 6 inches deep. matching the surrounding road.
Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in
hinder maintenance access. height or cleared in such a way as to
allow maintenance access.
1/24/2005 2005 Surface Water Design Manual—Appendix A
A-I 0
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 16-WETPOND
Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to
Component Correct Problem
Pond Area Water Level First cell empty,doesn't hold water. Line the first cell to maintain at least
4 feet of water. Although the second
cell may drain,the first cell must
remain full to control turbulence of
the incoming flow and reduce
sediment resuspension.
Defective Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to 4 to
mowed when it starts to impede aesthetics of 5 inches in height. Trees and
pond. Mowing is generally required when height bushes should be removed where
exceeds 18 inches.Mowed vegetation should be they are interfering with pond
removed from areas where it could enter the maintenance activities;that is,at the
pond,either when the pond level rises,or by inlet, outlet and near engineered
rainfall runoff. structures.
Algae Mats When algae mats develop over more than 10% Algae mats that cover more than
of the water surface,they should be removed. 10%of the surface of any cell
Also remove mats in the late summer before fall should be removed. A rake or
rains,especially in Sensitive Lake Protection mechanical device should be used
Areas. Excessive algae mats interfere with to remove the algae. Removed
dissolved oxygen content in the water and pose a algae can be left to dry on the pond
threat to downstream lakes if excess nutrients slope above the 100-year water
are released. surface.
Trash and Debris Accumulation that exceeds 1 cubic foot per 1000 Trash and debris removed from
square foot of pond area. pond.
Sediment Sediment accumulations in pond bottom that Removal of sediment from pond
Accumulation exceeds the depth of sediment zone plus 6 bottom.
inches, usually in the first cell.
Oil Sheen on Water Prevalent and visible oil sheen. Remove oil from water by use of oil-
absorbent pads or by vactor truck.
Refer problem to locate source and
correct. If chronic low levels of oil
persist,plant wetland plants such as
Juncus effusus (soft rush)which
can uptake small concentrations of
oil.
Erosion Erosion of the pond's side slopes and/or Slopes should be stabilized by using
scouring of the pond bottom,that exceeds 6 proper erosion control measures,
inches,or where continued erosion is prevalent. and repair methods.
Pond Dike/Berm Settlement Any part of these components that has settled 4 Dike/berm is repaired to
inches or lower than the design elevation,or specifications.
inspector determines dike/berm is unsound.
Internal Berm Concentrated Flow Berm dividing cells should be level. Build up low areas of berm or lower
high areas so that the berm surface
is level and water flows evenly over
the entire length of the berm from
the first cell to the second.
Inlet/Outlet Pipe Sediment and Debris Inlet/Outlet pipe clogged with sediment and/or No clogging or blockage in the inlet
debris material. and outlet piping.
Overflow Spillway Rock Missing Rock is missing and soil is exposed at top of Replace rocks to specifications.
spillway or outside slope.
2005 Surface Water Design Manual-Appendix A 1/24/2005
A-I3
APPENDIX A
TABLE OF CONTENTS
Introduction A2—A3
Assessor's Map A4
Review of Resources A5
Soils Map A6
Hearing Examiner's Report and Decision A7—A 14
Determination of Non-Significance A15—A16
Downstream Analysis A 17—A29
Detention Facility Sizing A30—A38
Wetvault Sizing A39
Individual Lot BMP A40—A41
Conveyance System A42
Sediment Pond Calculations A43
JAEGER ENGINEERING
9419 S. 204 PLACE - KENT, WASHINGTON 98031
PHONE (253) 850-0934 FAx (253) 850-0155
March 17, 2007
TECHNICAL INFORMATION REPORT
PLAT OF PANTHER RIDGE
KING COUNTY, WA.
FILE NO. L06P0008
PREPARED FOR:
Seattle Redevelopment
P.O. Box 2566
Renton, WA. 98056
(425) 226-9100
V
PREPARED BY: �g s "• 9!,
rl 7�4y rig , 1;3
f"'-� � „
r
James Jaeger, P.E. %,.
410
•
vas i� �sa �f
D
MAY 25200 '
K.C. D.D.E.S.
4!4''
INTRODUCTION
The proposed preliminary plat consists of two existing to sfi the h ve
a total area of 3. ars. The p •po e•,•lat will cr s e :Z.�)
residential lots w ti h inage'recr 4o ract a t driveway
tracts. The properr_ty''has two existin• •uses that' 'r Iii- - ove•.
There are several additional ancillary buildings on the site, all of
which will be removed. The existing vegetation is generally lawn
and short field grass with several fir, cedar and fruit trees located
near the west side (front) of the lots. The tree density would be
considered as very light. The pasture grass has small, sporadic
patches of brambles and native wild shrubs. The existing
topography is sloping down from the east to the west. The lowest
area of the site is along the west property line, near the northwest
corner. The highest area of the site is the east property line. The
average slope across the property is approximately 3.5%. This slope
is fairly consistent across the site. The steepest slope is a very low
bank in the northwest corner. It is a 5' high rise of approx. 20%.
There are no wetland or slope sensitive areas on this site.
This plat proposes to construct several improvements including a
central public road that will include a cul-de-sac turn-around bulb.
All of the proposed lots will have a driveway access from this new
interior road. There are 4 lots along the south property line. These
lots will use two joint use driveway tracts for access. The plat will
include a drainage facility that will be located ia..the nocthyest
diner rd- ti i subsurfemerete vault-end wetvatllt–li—�
–wwi-ll-bc situated in a tract-thaf-will-else-be-used-cts a-recreation-tract
LJEa7117/oN PDAAO A41 WET Agit.
The proposed plat will gain access from 102nd Ave. SE, along the
west property line. This is a public road that is entirely within the City
of Renton. The city limit line is the east ROW line. This road is
currently improved with curb, gutter & sidewalk. The propos-d cul-
de-sac will be connected to this City _t - - - e i • n- /fA/i 2EcEA/7-cy a�Cn/
subdivision across 102nd Ave. SE that is-currently under construction. coti.cmzxrco.
This subdivision is within the City of
The site is within the Panther Creek sub-basin of the Lower Green ccovoea Secr,oNS
River Drainage basin. There are no drainage improvements on the 'eEw- P �Y
site. There is a drainage system within 102nd Ave. SE. This drainage ° Pf'i✓ . civ
system includes several catch basins and interconnecting piping. oto
This drainage system continues along S. 47th St., along the north side
of the plat and runs to the west. The drainage from the site will
discharge into this public drainage system. Panther Creek is
located north of the site, approx. 170' north of the northeast
property corner. The creek flows to the northwest. The existing
drainage system within S. 47th St. discharges into a swale that runs
directly into the creek. On-site surface water runoff flows along the
lawn and pasture grass towards the west and onto 102nd Ave. SE.
The proposed plat will include drainage detention and water
quality control measures. Th-_detention facilit will be located in
the northwest corner. T • -tenti n facili wil clude a parvo
O�v Arr N uF �' ✓
combination detentio : e ccs .`e> r - e detention.
be design r -rvation flow drainage detention
gcJ gstandard. The aul , oe d signed to meet the basic water
quality requirem nems.Th au 'll discharge into a pipe and
catch basin northwest of the property, within S. 47th St. A new
drainage pipe will then be installed within the existing street to
connect to the existing type 2 catch basin.
The drainage system for this project will be designed using the 2005
King County Drainage Manual. Each house and yard will be
equipped with a perforated downspout trench with an overflow
pipe connected to the street drainage system and to the detention
facility. The new roads will be equipped with catch basins and
rolled curb gutters that collect the runoff. Solid pipes will carry the
runoff from the collection devices to the pond at the northwest
corner of the site.
The site soils are classified as Alderwood sandy, gravely loam
throughout the property. These soil classifications were taken from
the USDA Soil Conservation Service soils map for King County. As
such, infiltration is not an option for the drainage disposal from this
site. These soils typically do not have the permeability necessary to
meet the County drainage code requirements for infiltration
systems. The necessary depth to groundwater for infiltration is also
doubtful in this general vicinity.
The site is within the Soos Creek Community Plan. 'vd {'
CG OuIED ,5--c77o,tJS
/Zcui rev 47 „0/2.i/ /�✓C,
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REVIEW OF RESOURCES
The following resources were used in the preparation of this report:
1. King County Wetland Inventory Reports: There are no
regulated wetlands shown on this site.
2. Generalized topography maps and comprehensive drainage
maps from the City of Renton.
3. King County Sensitive Area Map Folio - Dec., 1990
• Wetlands: none mapped in the Folio.
• Streams and 100 year floodplain: none on site. However,
Panther Creek is located approx. 200' east of the property.
• Erosion Hazard: None on site.
• Landslide Hazard: none on site.
• Seismic Hazard: none on site.
• Coal Mine Hazard: none on site.
4. USGS topography map; Renton Quadrangle
5. USDA Soil Conservation Service soils survey.
6. King County Assessor's Parcel Map.
7. Kroll Map
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•
February 23,2007
OFFICE OF THE HEARING EXAMINER
KING COUNTY,WASHINGTON
400 Yesler Way,Room 404
Seattle,Washington 98104
Telephone(206)296-4660
Facsimile(206)296-1654
Email: hearex@metrokc.gov
REPORT AND DECISION r
SUBJECT: Department of Development and Environmental Services File No.L06P0008
Proposed Ordinance No. 2007-0035 . ., -
PANTHER RIDGE
Preliminary Plat Application .
Location: 18404— 102nd Avenue Southeast
•
Applicant: Seattle Redevelopment,LLC .
reepresented by Matt Cyr
ESM Consulting Engineers,LLC
33915— 1st Way South,Suite 200
Federal Way,Washington 98003
Telephone: (253) 838-6113
King County: Department of Development and Environmental Services(DDES)
represented by Chad Tibbits
900 Oakesdale Avenue Southwest
Renton,Washington 98055
Telephone: (206)296-7194
Facsimile: (206)296-7051
SUMMARY OF RECOIvRvIENDATIONS/DECISION:
Department's Preliminary Recommendation: . - -Approve subject to conditions
Department's Final Recommendation: , - Approve subject to revised conditions
Examiner's Decision: Approve subject to revised conditions
EXAMINER PROCEEDINGS:
Hearing Opened: February 13,2007
Hearing Closed: - February 13,2007
Participants at the public hearing and the exhibits offered and entered are listed in the attached minutes.
A verbatim recording of the hearing is available in the office of the King County Hearing Examiner.
LO6P0008—Panther Ridge Page 2 of 10
ISSUES AND TOPICS ADDRESSED:
• Jurisdiction to apply road construction standards -• • : •
■ Fire and emergency vehicle access • • :;
■ Plat layout(design)
SUMMARY: • • •
The proposed subdivision of 22 lots on 3.44 acres in the urban area is approved.
FINDINGS,CONCLUSIONS&DECISION:Having reviewed the record in this matter,the Examiner
now makes and enters the following: -
FINDINGS:
General Information:
Owner/Developer: Seattle Redevelopment,LLC
Attn.Marc Rousso
P.O.Box 2566 --
Renton,WA 98056 '
206-948-8899
Engineer: Jaeger Engineering
9419 South 204th Place '
Kent,WA 98031
253-850-0934
•
STR: 32-23-05
Location: 18404- 102nd Avenue SE -
Zoning: R-8
Acreage: 3.44 acres
Number of Lots: 22 :-..• _. _. .- .
Density: Approximately 6.39 units per acre
Lot Size: - Range from 4,750 to 5,547 square feet in size •
- Proposed Use• -Single-family Detached Dwellings -
Sewage Disposal: Soos Creek Water and Sewer District ,. a
Water Supply: Soos Creek Water and Sewer District
Fire District: King County Fire District No.40
School District: Renton School District No.403
t. �.
Complete Application Date: February 23,2006
Associated Application: ' Drainage Adjustment file no.L06V0080 • •..
_err"• a, •` . ...ii•..-.
:7;....1 t'... ..c '�..G-..+...:;.. _ .. .i -:i
•
L06P0008—Panther Ridge
Page 3 of 10
2.' Excepttasn odified herein,the facts set forth in the King County Land Use Services Division's
preliminary report to the King County Hearing Examiner for the Febniary 13,2007,public
hearing are found to be correct and are incorporated herein by this reference. The LUSD staff
reeominends approval of theapplication,subject to conditions:
3. The proposed subdivision abuts 102nd Avenue Southeast along the west property liner 102nd
Avenue Southeast is entirely within the jurisdiction of the City of Renton. All improvements to
102nd Avenue Southeasf will be'Subject to review and approval by the City of Renton.=
The City of Renton has requested that internal'streets withiin the subdivision also be improved to
City of Renton standards: There is no interlocal agreement between the City'of Renton and King
County to require development within King County to meet City of Renton standards,
notwithstanding that the proposed subdivision is within the City of Renton's potential annexation
area: King County road standards are applicable to the internal streets within the proposed
subdivision.' - f:" - • - ... - •
_ 7..: .
4. Safe passage of fire and other emergency vehicles is constrained by on-street parking when there
= is inadequate pavement width to accommodate both parked vehicles and emergency vehicles.
= King County Fire District No:40 has shown by substantial evidence that if a street width is less
than 28 feet,parking permitted on either side of the street interferes with the rapid passage of fire
- "and other-einergency vehicles. Similarly, if pavement width is less than 36 feet,and vehicles are
parked on both sides of the street,fire and emergency vehicle access is substantially constrained.
Such constraint occasionally requires that vehicles be moved to enable emergency vehicles to
pass.This causes an increase in the response time to emergency incidents:
The Applicant for this subdivision has agreed to provide a minimum 28 foot pavement width for
Southeast 184th Place,with sidewalk on one side of the roadway. This would enable parking to
be permitted on one side of Southeast 184th Place without constraining emergency vehicle
access. It is the responsibility of the King County Department of Transportation to provide
signing that would prohibit parking on one side of the street,to assure unconstrained access of
fire and other emergency vehicles.
5. The Applicant has considered various layouts for the proposed subdivision, and has considered
the impact of the subdivision design on adjacent properties. No alternative design appears
feasible to accomplish a 22 lot development. 22 dwelling units is the minimum number required
on this property to meet the requirements-of the R-8 zone classification.
CONCLUSIONS:
1. - If approved subject to the conditions recommended below,theproposed subdivision will comply
with the goals and objectives of the King County Comprehensive Plan, subdivision and zoning
codes,and other official land use controls and policies of King County.
1-
2.--- 7 If approved subject to the conditions recommended below,this proposed subdivision will make
•
appropriate provision for the public health; safety and general welfare,and for open spaces,
drainage ways, streets,other public ways, transit stops,potable water supply, sanitary waste,
�9 _
•
L06P0008—Panther Ridge ; , Page 4 of 10. :
•
. .
parks and recreation,playgrounds,schools and school grounds and safe walking conditions for
studentswho only walk to school, it will serve the public use and
3. The conditions for final plat approval recommended below are in the public interest and are
reasonable and proportionate requirements necessary to mitigate the impacts of the development
upon the f. •
•
4. The dedications of lan-d or easements within and adjacent to the proposed plat,as required for
final plat approval or as shown on the proposed preliminary plat submitted by the Applicant on
February 23,2006,are reasonable andnecessary.asa direct result of the development of this
proposed plat,and are proportionate to the impacts of the development.
. - •_4 f-i
5. . Improvements of the plat roads andaccesstracti within King County are subject to the King
County Road Standards. There is no authority for King Coin ty to require the Applicant to meet .
City of Renton standards for construction within King County. Improvements to 102nd Avenue
Southeast are subject to the jurisdiction of the City of Renton.
6. Safe fire and emergency vehicle access within this development may require that parking be
. restricted to one side of Southeast 184th Place if the pavement width of that*street is between 28
.feet and 36 feet. If the pavement width is less than 28 feet,parking may be restricted.from both
... sides of Southeast 184th Place to assure safe fire and emergency vehicle access along the full
length of the street The King County Department should review gic approved
construction of Southeast 184th Place and establish parking restrictions consistent with the need
to assure unimpeded fire and emergency vehicle access to all lots within the plat. .
7. The lot layout of the proposed subdivision is consistent with the minimum density requirement
and the maximum density permitted for property in theR-8zoneclassification,.31 .lot layout is
reasonable and consistent with the public interest in achieving urban densities within the urban
, area of.King Cotmty._ ; , ; •
•
C;
The proposed preliminary plat of Panther Ridge,as revised and received on February 23,2006,is..
approved,subject to the following eonditions of final plat approyal::: t vstn-,
Compliance with all platting provisions of Title 19A of the King County Code.
- :-
2. All persons having an ownership interest in the subject property shall sign on the face of the final
plata.dedication.that includes the language set.forthin King County Council Motion Islo..5952.
3. The plat shall comply with the base density and minimum density requirements of the R-8 zone
classification. All lots shall ineet the minimum dimensional requirements of the R-8 zone ;
classification 9r shall be shown on the face of theipprO-cd preliminary plat,whichever is larger,
except that minor revisions to the plat Whichdci not result in substantial changes may be
approved at the discretion of the Department of Development and Environment Services
• -- A/0
. ,
•
•
LO6P0008—Panther Ridge Page 5 of 10
Any/all platboundary h
discrepancy sall beresolved.to the satisfaction of DDES prior to the
.1 submittal of the final'plat documents: As used in this condition, "discrepancy" is a boundary
hiatus;ari overlapping boundary`or a physical appurtenance which indicates an encroachment,
lines of possession or a conflict of-title:: - •
4. Al]`construction and upgrading of public and private roads within the plat shall be done in
accordance With the King County Road Standards established and adopted liy Ordinance No.
11187,as amended(1993 KCRS).
5. -The applicant must obtain the approval of the King County Fire Protection Engineer for the
adequacy of the fire hydrant,water main, and fire flow standards of Chapter 17.08 of the King
County Code. Final plat approval shall require compliance with the conditions of the fire
`systems review approval date March 29,2006(exhibit no 16). - •
6. j
Ficial plat approval shall require full&imp- fiance with thedrainage provisions set forth in King
County Code 9.04: Compliance may result in reducing the number and/or location of lots as
shown on the preliminary approved plat. Preliminary review has identified the following
conditions of approval which represent portions of the drainage requirements. All other
applicable requirements in K.C.C. 9.04 and the Surface Water Design Manual(SWDM)must
also be satisfied during engineering and final review.
Drainage plans and analysis shall comply with the 2005 King County Surface Water
Design Manual and applicable updates adopted by King County. DDES approval of the
drainage and roadway plans is required prior to any construction.
b. Current standard plan notes and ESC notes,as established by DDES Engineering
= - Review, shall be shown on the engineering plans.
c. The following note shall be shown on the final recorded plat:
"All building downspouts, footing drains,and drains from all impervious surfaces such
as patios and driveways shall be connected to the permanent storm drain outlet as shown
on the approved construction drawings# on file with DDES and/or the King
• County Department of Transportation. This plan shall be submitted with the application
- ` of any building permit: All connections of the drains must be constructed and approved
prior to the final building inspection approval. For those lots that are designated for
individual lot infiltration systems,the systems shall be constructed at the time of the
building-permit and shall comply with plans on file."
= d: The facilities for this-site. shall be designed to meet at a minimum the
Conservation Flow Control and Basic Water Quality requirements in the 2005
King County Surface Water Design Manual (KCSWDM).
e. A Surface Water Drainage Adjustment(L06V0080) is approved for this site. All
conditions of approval for this adjustment shall be met prior to approval of the
engineering plans:. .
L06P0008—Panther Ridge Page 6 of 10
f. - To implement the required Best Management Practices(BMP's)for treatment of storm
water,the final engineering plans and technical information report('11K)shall clearly
__demonstrate compliance with all applicable design standards. The requirements for best
management practices are outlined in Chapter 5 of the 2005 KCSWDM.::The design
engineer shall address the applicable requirements on the final engineering plans and
provide all necessary documents for implementation. The final recorded plat shall
include all required covenants,easements,notes, and other details to implement the
required BMP's for site development. ,; F .,
7. The proposed subdivision shall comply with the 1993 King County Road Standards(KCRS)
including the following requirements: _
a. SE 184th P1 shall be improved at a minimum to the urban subaccess street standard,with
a cul-de-sac at the east end. In addition,Southeast 184th Place shall be improved with a
minimum 28-foot wide road width(as agreed by the Applicant)to enable parking on one
side of Southeast 184th Place without constraining fire and emergency vehicle access.
The proposed Southeast 184th Place connection to 102nd Avenue Southeast is within the
City of Renton. Any construction on the City right-of-way will require separate
permitting from the City of Renton. .
b. The proposed joint use driveways shall comply at a minimum with Section 3.01 of the
_ KCRS. These tracts shall be owned and maintained by the lot owners served. Notes to
this effect shall be shown on the engineering plans and the final plat. (See also
Condition 11.)
c. Modifications to theaboveroad conditions may be considered according to the variance
provisions in Section 1.08 of the KCRS.
8. All utilities within proposed rights-of-way must be included within a franchise approved by the
King County Council prior to final plat recording.
9. The apphcant or subsequent owner shall comply with King County Code 14.75,Mitigation
. •
Payment System(MPS),by paying the required MPS fee and administration fee as determined by
the applicable fee ordinance.e. The appli•cant has the option to either: (1)pay the MPS fee at the
final plat recording,oro (2) ay the MPS fee at the time of building permit.issuance. If the first
option is-chosen,the fee paid shall be the fee in effect at the time of plat application and a note
shall be placed on the face of the plat that reads,"All fees required by King County Code 14.75,
Mitigation Payment System(MPS),have been paid.". If the second option is chosen,the fee paid
"shall be the amount in effect as of the date of building permit application
10. There shall be no direct vehicular access to or from 102nd Avenue SE from those lots which abut
it A note to this effect shall appear on the engineering plans and the final plat.
412
LO6P00013—Panther Ridge Page 7 of 10
11. - Lots utilizing the Joint Use Driveways shall have undivided ownership of Tract B and Tract C
and will be responsible for maintenance, A note to this effect shall be placed on the engineering
plans and final plat. (Lots abutting the joint-use driveway tracts that do not have access to those
tracts shall not be required to participate in the maintenance of the tracts.)
12.= • Suitable recreation space shall be provided consistent with the requirements'of K.C.C.
21A.14.180 and K.C.C.21A. 14.190(i.e.,sport court[s], children's play equipment,picnic
table[s],benches,etc.). - - , _ .
a: • A detailed'recreation space plan(i.e.,location,area calculations,dimensions,landscape
specs, equipment specs,etc.)shall be submitted for review and approval by DDES and
King County Parks prior to or concurrent with the submittal of engineering plans.
- b. -` -A performance bond for recreation space improvements shall be posted prior to
recording of the plat.
•
13. A homeowners'association or other workable organization shall be established to the satisfaction
of DDES which provides for the ownership and continued maintenance of the recreation space.
14. Street trees shall be provided as follows(per KCRS 5.03 and K.C.C. 21A.16.050):
a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads.
Spacing may be modified to accommodate sight distance requirements for driveways and
intersections.
b. Trees shall be located within the street right-of-way and planted in accordance with
Drawing No. 5-009 of the 1993 King County Road Standards,unless King County
Department of Transportation determines that trees should not be located in the street
right-of-way.
c. If King County determines that the required street trees should not be located within the
right-of-way, they shall be located no more than 20 feet from the street right-of-way line.
d. The trees shall be owned and maintained by the abutting lot owners or the homeowners
association or other workable organization unless the county has adopted a maintenance
program. Ownership and maintenance shall be noted on the face of the final recorded
plat.
•
e. The species of trees shall be approved by DDES if located within the right-of-way,and
shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees,or any
other tree or shrub whose roots are likely to obstruct sanitary or storm sewers, or that is
not compatible with overhead utility lines.
f. The applicant shall submit a street tree plan and bond quantity sheet for review and
approval by DDES prior to engineering plan approval.
LA6P0008—Panther Ridge - Page 8 of 10
g. - :,: The applicant shall contact Metro Service Planning at(206)684-1622 to determine if
;:102nd Avenue SE is on a bus route. If 102nd Avenue SE is a bus route,the street tree plan
shall also be reviewed by Metro. _ .
h. The street trees must be installed and inspected, or a performance bond posted prior to
recording of the plat. If a performance bond is posted,the street trees must be installed
and inspected within one year of recording of the plat. At the time of inspection,if the
trees are found to be installed per the approved plan, a maintenance bond must be
submitted or the performance bond replaced with a maintenance bond,and held for one
year. After one year,the maintenance bond may be released after DDES has completed a
• second inspection and determined that the trees have been kept healthy and thriving.
-
15. A landscape inspection fee shall also be submitted prior to plat recording. The inspection fee is
subject to change based on the current county fees.
16. To implement K.C.C. 16.82 which applies to the site, a detailed tree retention plan shall be
submitted with the engineering plans for the subject plat. The tree retention plan(and
engineering plans)shall be consistent with the requirements of K.C.C. 16.82,as well as the
conceptual tree retention plan dated June 12,2006. No clearing of the subject property is
permitted until the final tree retention plan is approved by LUSD. Flagging and temporary
fencing of trees to be retained shall be provided,consistent with K.C.C. 16.82. The placement of
impervious surfaces, fill material,excavation work,or the storage of construction materials is
prohibited within the fenced areas around preserved trees, except for grading work permitted
pursuant to K.C.C. 16.82.
17. A note shall be placed on the final plat indicating that the trees shown to be retained on the tree
retention plan shall be maintained by the future owners of the proposed lots,consistent with
K.C.C. 16.82 (Note that the tree retention plan shall be included as part of the final engineering
plans for the subject plat.) , =
ORDERED this 23rd day of February,2007.
$L ;il .
• -sN.O'Co or
• • •g County Hearing Examiner protem
TRANSMITTED this 23rd day of February,2007,to the parties and interested persons of record:
._.'fir',:,
Georgeta Calagiu ESM Consulting Eng. Paul &Lois Gibler
18414-102nd Ave:SE -'•"-Attn:"Matt Cyr; 18404•=1-02nd Ave:SE
Renton WA 98055 20021 L 120th Ave:NE,##103 Renton.WA-98055
Bothell WA 98011-8248
4r/
KingCounty
•
Department of Development and Environmental Services
Determination Of Non-Significance (DNS)
for -----
Panther Ridge (DDES File No. L06P0008)
Date of Issuance: • January 5, 2007
•
Project: Request is to subdivide 3.44 acres, zoned R-8 into 22 lots for single-
- family detached residences, and tracts for drainage facilities, access
and recreation. The lots range from approximately 4,750 to 5,547
square feet. -
Location: -The site is located at 18404 102"d Avenue SE.
King County Permits: Formal Plat
County Contact: Chad Tibbits, Project Manager II
chad.tibbits@metrokc.gov
(206) 296-7194
Proponent: Seattle Redevelopment, LLC
Attn. Marc Rousso
P.O. Box 2566
Renton, WA 98056
206-948-8899
Zoning: R-8
Community Plan: Soos Creek
Drainage Subbasin: Black River
Section/Township/Range: SW-32-23-05
Notes:
A. This finding is based on review of the project's site plan dated February 23, 2006,
environmental checklist dated February 23, 2006, and revised level one drainage analysis dated
August 2, 2006, and other documents in the file.
B. The drainage facilities will be designed in accordance with the 2005 King County Surface
Water Design Manual.
C. Issuance of this threshold determination does not constitute approval of the permit. This
proposal will be reviewed for compliance with all applicable King County codes which regulate
development activities, including the Uniform Fire and Building Codes, Road Standards, Surface
Water Design Manual, and the Critical Areas Regulations.
•
q,5
1
Panther Ridge—L06P0008
January 5, 2007 ,.
Paget .
Threshold Determination - • - - -
The responsible official finds,that the above described proposal does not pose a probable significant
adverse impact to the environment.
This finding is made pursuant to RCW 43.21C, KCC 20.44 and WAC 197-11 after reviewing the
environmental checklist and other information on file with the lead agency and considering
mitigation measures which the agency or the applicant will implement as part of the proposal. The
responsible official finds this information reasonably sufficient to evaluate the environmental
impact of this proposal.
The lead agency has determined that the requirements for environmental analysis, protection, and
mitigation measures have been adequately addressed in the development regulations and
comprehensive plan adopted under chapter 36.70A RCW, and in other applicable local, state, or
federal laws or rules, as provided by RCW 43.21C.240 and WAC 197-11-158. Our agency will not
require any additional mitigation measures under SEPA.
Comments and Appeals
Written comments or any appeal of this threshold determination must be stamped received by King
• County before 4:30 Pi 'I on January 22, 2007. Appeals must be accompanied by a nonrefundable
filing fee. Please reference the file numbers when corresponding.
Appeals must be in writing and state the perceived errors in the threshold determination, specific
reasons why the determination should be reversed or modified, the harm the appellant will suffer if
the threshold determination remains unchanged, and the desired outcome of the appeal. If the
appellant is a group, the harm to any one or more members must be stated. Failure to meet these
requirements may result in dismissal of the appeal. -
Comment/appeal deadline: 4:30 PM on January 22, 2007
Appeal filing fee: $250 check or money order made out to the King
County Office of Finance •
Address for comment/appeal: King County Land Use Services Division
900 Oakesdale Avenue SW
• Renton, WA 98055-1219
ATTN: Current Planning Section .
Responsible Official:
•
l �l� JitTh0611. 4 WO
Lisa insmore, Supervisor Date ;,
Current Planning Section
Land Use Services Division
• Q /,‘
TD-LOGO 2/98
FIELD INSPECTION
A visual reconnaissance of the site and the offsite drainage system
was performed in January of 2006. The weather was wet and had
been raining consistently for several weeks.
UPSTREAM OFFSITE DRAINAGE CONTRIBUTION
There is no up-gradient property from which runoff would flow onto
this site. The east property line is approx. 200' west of Panther Creek.
Very near the east property line, the grade begins to slope to the
east, away from the plat, and towards the creek. The creek has
formed a deep ravine. The top of the ravine slope is approx. 50'
east of the property. The south property line is the plat of Windsor
Heights. This is a dense residential plat similar to this proposed plat.
The slope of the ground is similar to the subject property and there
are only rear yards that adjoin the subject property. The north
property line is a large parcel owned by the City of Renton and is
part of the Panther Creek drainage corridor. The ground slopes to
the north and away from the plat. The west property line is 102nd
Ave. SE and has a drainage system that controls the runoff. It is also
the low side of the property. Based on the above surrounding
property descriptions, there is no off-site drainage that flows onto
this site.
DOWNSTREAM DRAINAGE ANALYSIS
There are two drainage basins within the subject plat. The site generally
slopes to the west, except for the eastern end. There is a gentle ridge that
runs northwest/southeast and divides the property into 2 drainage sub-
basins. The western sub-basin is the larger, with an area of 2.91 acres. The
eastern sub-basin is 0.53 acres, or 15.4% of the site area. There is an
existing large house on the site. It is centered on the ridge. The long
gravel driveway is in the western sub-basin.
EASTERN SUB-BASIN:
The existing runoff from the eastern sub-basin sheet flows to the northeast
property corner. This northeast corner is the top of the slope/ravine down
to Panther Creek. The Creek bottom is approx. 200' northeast of the
property corner. The slope drops approx. 100' in elevation. This point of
Panther Creek is approx. 1200' upstream of the confluence of the ditch/
/17
swale that carries the western sub-basin flow into Panther Creek. The
property north of the subject plat,which contains Panther Creek and the
ravine slopes, is owned by the City of Renton as open space. There are
no improvements within this downstream drainage course.
WESTERN SUB-BASIN:
There are no drainage improvements on the property. The existing
site runoff sheet flows to the west and flows onto 102nd Ave. SE. This
street has a constructed drainage system that collects the runoff
within the street gutters and catch bas' s7-
pow
1. The drainage from the detentio v ill be res FlcNeeo a
level 2 flow control standard. The outlet from th t will be
:'•-. to an existing catch basin located 65' northwest of the
poNav . This is a type 2 CB and is situated within the pavement,
o h of the centerline, of S. 47th St.
2. This CB has a 12" outlet pipe that runs to the west for 100' and
enters a second type 2 CB. The pipe travels under the north
side of the street pavement within S. 47th St.
3. The second type 2 CB is approx. 10' deep and has an 18"
outlet to the northwest with an open outlet to a natural
drainage channel that flows to the northwest. This outlet pipe
is approx. 40' long and is situated at the bottom of the bank
that was created by the constructed road fill for S. 47th St.
4. The natural drainage channel is situated within a large tract
owned by the City of Renton that also includes Panther
Creek. The channel is wide and has a vegetated covering of
small alder trees, brush and pasture grass. Approx. 500' north
of S. 47th St., the channel runs into an old gravel road that
goes to an old gravel pit. The channel flows along the east
side of the road in a shallow channel created by the road.
The channel then turns to the northeast and flows down a
steep slope and into Panther Creek. This confluence is /vorC:
approx. 800' north of S. 47th St. and 1000' downstream from ccovdE° se-c77rus
the subject site. /zevise-40 .6y v'��•
`.Ue
OiV 6/oa12.z,ta
5. Panther Creek flows to the northwest within a well-defined,
deep ravine that is heavily treed. There are steep slopes on
both sides of the ravine. Approx. 800' downstream from the
(L9
confluence with the smaller channel, Panther Creek crosses
under Petrovitsky Road. The type of culvert was not
determined as it was not accessible for inspection. This is
approx. 1800' downstream from the subject plat.
6. Panther Creek continues to flow to the northeast within the
deep ravine. The ravine crosses under Talbot Road S., north
of the Valley Medical Center. The Creek continues past
Talbot Road and enters a broader drainage channel that
flows into the large wetland area the is along the east side of
SR 167.
SUMMARY
The downstream system has only a few constructed components
just past the site. These type 2 catch basins and piping appear to
be deep and sufficient to accommodate all of the existing and
proposed flows. The natural drainage channel and Panther Creek
are large conveyance mechanisms. The developed flows from the
proposed plat will introduce a fraction of the existing flows within
the stream. The proposed plat should not have a significant effect
on the downstream drainage system.
A/9
•
•
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DRAINAGE COMPLAINTS
A history of the drainage complaints were received from King
County Water and Land Resource Division. The list of the complaints
for the general area is attached. These are the documented
complaints for the area that is north and northwest of the subject
plat and may not be within the downstream drainage system.
I have reviewed the attached downstream drainage complaints list
and there is only 1 of the complaints that is within the downstream
drainage area. This complaint is highlighted on the attached list
that was obtained from the County. The complaint is:
• 2002-0089: @ 9840 S. Carr Rd. (Petrovitsky Rd.), The complaint is a
request for a re-measurement of existing impervious surface for a
prior use when related to a new proposed use of the property.
Panther Creek appears to run through this site. The complaint is
not related to the stream or any drainage conveyance issue.
The County drainage complaints from the IMAP program
highlighted 2 more lots that were on the north side of Petrovitsky Rd.
as site with drainage complaints. These lots were:
851 S. Carr Rd.
17712 98th Ave. S.
However, the County list of complaints in this area did not include
these sites. There is no information available.
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e information included on this map has been compiled by Feng County staff from a variety of sources and is subject to change without notice.
ng County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such
,nformation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to,
.st revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on
• is map is prohibited except by written permission of Feng County.
King County I GIS Center C News I Services I Comments I Search
By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details.
•
Pool �s-r CO rnPc-a i Ks-r5--.
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http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?S erviceName=overview&C lientV... 2/13/2006
A2
;n County Yater and[and Deenrces Division-Mime Services Section
Complaist Sherd Printed: o2/15/2006 8:23:45 AM
COMPhilit TYP° Type ai problem Adl nss at PRIM Cataamsts Tim Pae
Molar Gale
1994-0529 WOO WASHING 4300 TALBOT RD S INFO TO DENTAL OFFICE 68601
1994-0995 C FLOODING 18616 102ND AVE SE OBSTRUu l tD FLOW BY FREDRICK'S PLA 88601
1996-0104 C RUN OFF 18616 102ND AVE SE PRIVATE PROPERTY IMPACTS FROM ADJ 6B6C1
1996-0104 R RUN OFF 18616 102ND AVE SE PRIVATE PROPERTY IMPACTS FROM ADJ 68601
1997-1239 WQC DUMPING 18600 102ND AVE NE APPEARS TO BE ACTIVE CLEARING PROD 68601
1997-1589 FCR MAINT SE 186TH/102ND AVE SE CONCERN RE MAINT RESP WETLAND ISS 686C1
1998-0647 FCR MAINT 10215 SE 186TH ST APPEARS POND OK NGPE WILL NOT BE C 68601
2000-0209 WQC DUMPING 18725 102ND AVE SE PROPERTY OWNER DUMPING LANDSCAP 68601
2001-0074 R BSR 10215 SE 186TH ST BIO-SWALE RETRO FIT.CATEGORY C 666C1
2001-0467 FCR MMM 10215 SE 186TH ST MOWING CREWS REQUESTED POND CLE 68601
2001-0499 FCR MMG 24467 SE 179TH ST REQUEST TO REOVED DEBRIS AND INFO 686C1
2001-0513 X INQ 17800 TALBOT RD S 68601
_---7 2002-0089 Fl REM 9840 S CARR RD SWM#80:REQUEST TO REMEASURE: EXI 68601
20D3-0805 WQA WQAI 17930 TALBOT RDS SITE AUDIT COMPLETED DUE TO MCL RE 686C1
2003-0606 WQA WQAI 17910 TALBOT RDS WQA COMPLE I tD PER MCL REQUEST 68601
2004-0571 FCR MNM 10215 SE 186TH ST Frogs 68601
Page 1 et 1
A2
•
DRAINAGE INVESTIGATION REPORT
•
INVES IOATION REQUEST Type
fim/__42keo
PROBI : f'f.e1412--
RECEIVED BY:C(�(Z /XJ)9 Date: bd b l'444 FILE No. 2004:gt,
Received from:
�� -�� (Day) ( 63' (EVe) f
NAME: pr.) �1.813v PHONE c1 -O )I
ADDRESS: ing0 S C&1/L City Rte State Zip 91865 -
LOCATION OF PROBLEM,IP DIFFERENT:
erNk Vitt
Access Permission Granted 0 Call First (Would Like To Be Present) 0 19 /O
L. Si t/2+
•
ke, /
e-A, cum.
P&M .
r \lactickteL a_ I gi ! ,
LA414 be'
PIat name: Lot No: Block No:
Other agencies involved: No field investi:ation re wired.
1/4 S R- ParceI No. f 23Q5 j(,j/ Kroll&al Th,Bros: New /
RDP Basin '150S Council District 5 Charge No.
RESPoNsE: Citizen notified on 3 •`g Z- by: phone Ietter in person
C ����►J pot- a, Ler 1.-haess tte. of.) `t r,
Li54
itek-M .
•
•
DISPOSITION; Turned to on / / by OR: No further action recommended because:
Lead agency has been notified: W €1
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SEE FILE#
Private problem-NDAP will not consider because:
Water originates onsite.and/or on neighboring parcel.
/ Other(Specify):
DATE CLOSED: 3 / /S,o - By: 1/111/
�.T
•
Pee Inquiry 2002-0089 Scott
Investigated by Andrew McDonald on March 4,2002
I have re-measured property at owner's request. Site was former home to owner's construed=firm,RW Scott
Construction. Currently,it is being leased by Walton Tire asra fire storage yard and tire service station. The site is
currently assessed for 47.2%impervious surface. 1.54 acres of 3.26 acres were shown as impervious. Upon re-
measure,I came up with a total of 44.5%impervious surface or 1.45 acres of impervious surface. The calculations
are as follows:
BUILDINGS ON SITE
Shop IP 1500 sq.R
Open Service/Carport Area — 2236 sq.R
Office(Fonner Residence) = 984 sq.ft.
Modular 1 720 sq.ft
Modnlnt 2 = 320 sq.ft.
Total = 5660 sq.R
DRIVEWAY/PARKING/STORAGE=57,637 sq.ft.
Total of buildings and napery surf, 63,297 sq.ft.X 1/43,560=1.45 Acres
Percent of parcel that is impervious =1.45 X 1/3.26=44.5%
24
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PANTHER RIDGE PRELIMINARY PLAT
KCRTS PEAK FLOW SUMMARY
PRE-DEVELOPED, HISTORIC CONDITION
Total Area: 3.44 acres
Impervious Surface: None
Pervious Surface: 3. 44 acres
Till, forest
Flow Frequency Analysis
Time Series File: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
0.217 2 2/09/01 18:00, 0.277 1 100.00 0.990
0.059 7 1/06/02 3:00: 0.217 2 25.00 0.960
0.161 4 2/28/03 3:00 0.166 3 10.00 0.900
0.006 8 3/24/04 20:00 0.161 4 5.00 0.800
0.096 6 1/05/05 8:00 0.140 5 3.00 0.667
0.166 3 1/18/06 21:00 0.096 6 2.00 0.500
0.140 5 11/24/06 4:00 0.059 7 1.30 0.231
0."277 1 1/09/08 9:00 0.006 8 1.10 0.091
Computed Peaks 0.257 50.00 0.980
FIRST itirtihoLs 0, 096 X a, So = (1,d qB
mil-Eat/AL SI 2-E = Ld - 7 - o,o9 6 X D. S.)./3S = d. 06g
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PANTHER RIDGE PRELIMINARY PLAT
KCRTS PEAK FLOW SUMMARY
DEVELOPED CONDITION
Total Area: 3. 4 + acres
Impervious Surfa•e: 1 . 90 acres
Pervious Surface: . 54 acres
' 11, grass
Flow Frequency Analys's
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- --- Flow Frequency Analysis
Flow Rate Rank Time of Peak Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.598 6 2/09/01 2:00 1.22 1 100.00 0.990
0.476 8 1/05/02 16:00 0.730 2 25.00 0. 960
0.722 3 2/27/03 7:00 0. 2 3 10.00 0. 900
0.502 7 8/26/04 2:00 0.63 . 4 5.00 0.800
0.607 5 10/28/04 16:0 0.607 5 3.00 0. 667
0. 634 4 1/18/06 16: 0 0.598 6 2.00 0.500
0.730 2 10/26/06 .00 0.502 7. 1.30 0.231
1.22 1 1/09/08 6:00 0.476 8 1.10 0.091
Computed Peaks 1.06 50.00 0.980
\\\\\\
/06-O p /1 mX
/2,0/ v . S6"c" SSG 770Icl
A33
PANTHER RIDGE PLAT
KCR S DRAINAGE VAULT DETENTION SUMMARY
-L 2 - CONSERVATION FLOW CONTROL
Retention/Detention Fa ility
Type of Facilit : Detention Vault
Facility Length: 80.00 ft
Facility Width: 62.00 ft
Facility Area: 4960. sq. ft
Effective Storage Depth: 8.00 ft
Stage 0 Elevation: 388.00 ft
Storage Volume: 9680. cu. ft
Riser Head: 8.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diametr Discharge 'iiameter
(ft) (in) (CFS) (in)
1 0.00 0.87 \ 0.05:
2 5.80 1.90 ` 0.1,5 4.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage \ Discharge Percolation
(ft) (ft) (cu. ft) (ac- 0 (cfs) (cfs)
0.00 388.00 0. 1.0,00 0.000 0.00
' 0.01 388.01 50. 0.001 0.002 0.00
0.02 388.02 99. 0.00 0.003 0.00
0.03 388.03 149. 0.003` 0.003 0.00
0.04 388.04 198. 0.005 0.004 0.00
0.05 388.05 298. , 0.006 x`0.005 0.00
0.06 388.06 29: . • 0.007 0.005 0.00
0.07 388.07 3 0.008 0�006 0.00
0.21 388.21 1 42. : 0.024 0"909 0.00
0.34 388.34 1686. 0.039 0.012 0.00
0.48 388.48 381. 0.055 0.04 0.00
0.61 388.61 3026. 0.069 0.01 0.00 l/p�UC� �y D/Y1/� /,uG,
0.75 388.75 3720. 0.085 0.018 0.00 / r
0.89 388.89 4414. 0.101 0.019 0.00 /L/�/�. SFZ
1.02 389.02 5059. 0.116 0.021 0.00
1.16 389.16 5754. : 0.132 0.022 ..0.00 - S'CGT/�? P/4G��
1.29 389.29 6398: 0.147 0.023 0.00 , -- //
1.43 389.4 7093. 0.163 0.025 0.00
1.56 389. '6 7738. 0.178 0.026 0.00
1.70 38970 8432. . 0.194 0.027 0.00
1.84 38:.84 9126. 0.210 0.028 .00
1.97 3:9.97 9771. . 0.224 0.029 0 00
2.11 .90.11 10466. 0.240 0.030 0.90
2.24 390.24 11110. 0.255 0.031 0.0\0
2.38 390.38 11805. 0.271 0.032 0.00
2.51 390.51 12450. 0.286 0.033 0.00\
2.65 390. 65 13144. 0.302 0.033 0.00
0
2 78 390.78 13789. 0.317 0.034 0.00
2. 2 390.92 14483. 0.332 0.035 0.00
3.06 391.06 15178. 0.348 0.036 0.00
3.19391.19 15822. 0.363 0.037 0. 00
3.33 391.33 16517. 0.379 0.037 0 00
3.46 391.46 17162. 0.394 0.038 p.00
3.60 391.60 17856. 0.410 0.039 0.00
3.73 391.73 18501. 0.425 0.040 0.00
3.87 91.87 19195. 0.441 0.040 0.00
4 .00 sp2.00 19840. 0.455 0.041 0.00
4.14 3912.14 20534. 0.471 0.042 0.00
4.28 39 .28 21229. 0.487 0.042 0.00
4.41 392 41 21874. 0.502 0.04 0.00
4.55 392. 5 22568. 0.518 0.0, , 0.00
4.68 392.6 23213. 0.533 0.0.4 0.00
4 .82 392.82 23907. 0.549 0. 45 0.00
4 .95 392.95 24552. 0.564 0 046 0.00
5.09 393.09 25246. 0.580 .046 0.00
5.23 393.23 \ 25941. 0.596/0.047 0.00
5.36 393.36 \ 26586. 0.610 0.048 0.00
5.50 393.50 \; 27280. 0.626 0.048 0.00
5.63 393.63 \27925. 0.6 '1 0.049 0.00
5.77 393.77 2B619. 0. 57 0.049 0.00
5.80 393.80 24`768. 0 660 0.049 0.00
5.82 393.82 288`67. .663 0.050 0.00
5.84 393.84 28966. 6.6656 0.053 0.00
5.86 393.86 29064. 0. 667 0.056 0.00
5.88 393.88 29165 , 0.670 0.062 0.00
5.90 393.90 29264. 0.672 0.068 0.00
5.92 393.92 29363. 0.674 0.076 0.00
5.94 393.94 29462. 0.676 0.085 0.00
' 5.96 393.96 2956 . 0.679 0.089 0.00
5.98 393.98 2966) 0.681 0.092 0.00
6.11 394.11 30406. 0. 696 0.106 0.00
6.25 394.25 31.000. 0.712 0.117 0.00
6.38 394.38 1645. 0. 26 0.127 0.00
6.52 394.52 .2339. 0. ,42 0.136 0.00
6.66 394.66 33034. 0.75 0.144 0.00
6.79 394.79 33678. 0.77 0.151 0.00
6.93 394.93 34373. 0.789 0.158 0.00
7.06 395.06 35018. 0.804 0.165 0.00
7.20 395.20 35712. 0.820171 0.00 ,/D/ O Q 4) 0$1/'/ ,
7.33 395.33 36357. 0.835 0\177 0.00 [/ i
7.47 395.4 37051. 0.851 0.183 0.00 7/Z,/Z0 /O, SC 6::"
7.61 395. 41 37746. 0.867 0.1 8 0.00 S�,CT�onJ J°A'G�S
7.74 395 4 38390. 0.881 0.19 0.00
7.88 39 .88 3908 . 0.897 0.199 0.00 g -//
8.00 3.6.00 39680. 0.911 0.203 0.00
8.10 96.10 40176. 0.922 0.515 0.00
8.20 96.20 40672. 0.934 1.080 0.00
8.30 396.30 41168. 0.945 1.810 0.00
8.40 396.40 41664. 0.956 2. 610 0.00
8.50 396.50 42160. 0.968 2.900 0.00
8 .60 396.60 42656. 0.979 3.150 .00
8.7 396.70 43152. 0.991 3.390 0.00
8.8- 396.80 43648. 1.002 3.610 O. t0
8.90 396. 90 44144. 1.013 3.820 0.00
415
9.00 397.00 44640. 1.025 4.020 0.00
• .10 397.10 45136.. 1.036 4.210 0.00
• 20 397.20 45632. 1.048 4.390 0.00
9. 0 397.30 46128. 1.059 4 .560 0.00
9. - 1 397.40 46624. 1.070 4.720 0.00
9.51 397.50 47120. 1.082 4 .880 0.00
9.60 397.60 47616. 1.093 5.040 0.00
9.70 397.70 48112. 1.104 5.190 0.00
9.80 397.80 48608. 1.116 5.330 0.00
9.90 397.90 49104. 1.127 5.480 0.00
Hyd Inflow outflow Peak Storage
Tar•-t Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.22 ***** "* 0.79 8.15 396.15 40414. 0.928
2 0.60 0.2 0.20 7.97 395.97 39539. 0.99:
3 0.72 ******* 0.17 7.24 395.24 35892. 0.81. 4
4 0.73 ******* 0.15 6.82 394.82 33829. 0/777
5 0.63 ******* 0.06 5.88 393.88 29146. 4.669
6 0.40 ******* 1.05 5.12 393.12 25402. 0.583
7 0.48 ******* 6.04 4.62 392.62 22923. 0.526
8 0.50 ******* 0. 3 2.84 390.84 14098. 0.324
Route Time Series through F4 ility
Inflow Time Series File:detsf
Outflow Time Series File:rdout f
Inflow/Outflow Analysis //
Peak Inflow Discharge: .22 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.786 CFS a• 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 8. Ft
Peak Reservoir Elev: 396.1 Fr
Peak Reservoir Storage: 40414. Cu-Ft
0.928 c-Ft
Flow Duration from Time Series ,File:pr .tsf
Cutoff Count Frequency CDF Exce dence_Probability
CFS % f% %
0.048 60751 99.072 9.0.72 0.92 0.928E-02
0.054 106 0.173 99.2'45 0.755 0.755E-02 `(iIiiEo 42`7 1,/14/O //tie,
0.060 71 0.116 99.361 0.639 0.639E-02 7/z 7ZD/ O
0.066 44 0.072 99.432 0.568 0.568E-02 S SFGT OA)J-V
0.072 38 0.0 99.494 0.506 0.506E-02 Q
0.078 34 0.0 5 99.550 0.450 .450E-02 / �G 4'2 - 1/
0.084 37 V060 99.610 0.390 0 390E-02, -.
0.090 28 0.046 99.656 0.344 0.'344E-02
0.096 21 0.034 99.690 0.310 0.3\0E-02
0.102 23 0.038 99.728 0.272 0.27 -02
0.108 18 • 0.029 99.757 0.243 0.243 -02
0.114 1 0.029 99.786 0.214 0.214E-02
0.120 22 0.036 99.822 0.178 0.178E- 2
0.12619 0.031 99.853 0.147 0.147E-0
0.132 12 0.020 99.873 0.127 0.127E-02
0.138 15 0.024 99.897 0.103 0.103E-02
0.14 12 0.020 99.917 0.083 0.832E-03 _.
0.1 10 0.016 99.933 . 0.067 0.669E-03
0
0.1 9 0.015 99.948 0.052 0.522E-03
0.162 9 0.015 99.962 0.038 0.375E-03
0.168 5 0.008 99.971 0.029 0.294E-03
0.174 2 0.003 99.974 0.026 0.261E-03
0.180 3 0.005 99.979 0.021 0.212E-03
0.186 2 0.003 99.982 0.018 0.179E-03
0.192 1 0.002 99.984 0.016 0.163E-03
0.198 0.002 99.985 0.015 0.147E-03
0.204 3 0.005 99.990 0.010 0.978E-04
0.210 4 0.007 99.997 0.003 0.326E-04
0.216 1 0.002 99.998 0.002 0.163E-04
0.222 1 0.002 100.000 0.000 0.000E+00
0.228 0 0.000 100.000 0.000 0.000E+00
0.234 0 0400 100.000 0.000 0.000E+00
0.240 0 0. 90 100.000 0.000 0.000E+Ot
0.246 0 0.00Q 100.000 0.000 0.000E+p/0
0.252 0 0.000\ 100.000 0.000 0.000E 00
0.258 0 0.000 \\\ 100.000 0.000 0.000E+00
Duration Comparison Anaylsis\
Base File: pre.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
Fraction of Time \ Check of Tolerance
Cutoff Base New %Change Probability Base New %Change
0.049 I 0.90E-02 0.67E-02 -25.'4 1 0 0E-02 0.049 0.048 -1.7
0.062 I 0.62E-02 0.30E-02 -51.2`1 . 62E-02 0.062 0.049 -20.9
0.075 I 0.47E-02 0.28E-02 -41.4 .47E-02 0.075 0.049 -34.3
0.088 I 0.36E-02 0.26E-02 -27.5 1 \ 0.36E-02 0.088 0.055 -37.7
0.101 I 0.28E-02 0.22E-02 -23.7 NO.28E-02 0.101 0.074 -27.0
0. 114 I 0.22E-02 0.17E-02 -21.8 I 0\22E-02 0.114 0.100 -12.2
0.127 1 0.15E-02 0.14E-02 -4. 1 0."15E-02 0.127 0.124 -2.2
0. 140 I 0.96E-03 0.11E-02 1 .9 1 0.95E-03 0.140 0.146 4.7
0. 153 I 0.59E-03 0.77E-03 .6 I 0.59 -03 0.153 0.161 5.3
0. 166 1 0.34E-03 0.49E-03 42.9 1 0.34E-03 0.166 0.171 3.2
0.179 I 0.21E-03 0.24E-03 15.4 I 0.21E-08 0.179 0.185 3.4
0. 192 i 0.16E-03 0.13E-03 -20.0 1 0.16E-0 0.192 _ 0.189 -1.5
0.205 I 0.82E-04 0.00E+0 -100.0 I 0.82E-04\\ 0.205 0.199 -3.0
Maximum positive excursion 0.010 cfs ( 6.6%)
occurring at 0.153 cfs on he Base Data:pre.tsf
Lad at 0.163 cfs on the ew Data:rdout.tsf
Maximum negative excur ion = 0.033 cfs (-38.8%) - \
occurring at 0.085 cf on the Base Data:pre.tsf
and at 0.052 cfs on he New Data:rdout.tsf
v0//76'42 /3 y OSP,/.+JG,
T7/2 iZoi 0, SW Setr7c 7
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INDIVIDUAL LOT BMP'S
The 2005 King County Drainage Manual requires that all new lots
be evaluated for the feasibility of drainage discharge/treatment
using a menu of on-lot methods (BMP's). This menu is outlined in
chapter 5 of the Drainage Manual. Certain items within the
menu, if used on the lots,will allow impervious surface credits
that can be applied to the design of the drainage detention
system. For this project, no lot BMP lot credits are anticipated.
The BMP menu is for the small lot list, since all of the lots are less
than 22,000 SF. The list of small lot BMP's are:
1. Limited Infiltration: This would not be allowed on these
lots because the soils are a sandy silt with limited
infiltration capacity, there is a layer of Vashon Till
located approx. 2.5' below grade. Also, the lots are
too small to provide the necessary setbacks for
infiltration trenches to property lines.__
2. Basic Dispersion: This requires 25' min. of vegetated
flow path. This is not available on these lots.
3. Rain Garden: This may be possible on some of the
larger lots in this site. However, most of the lots will not
have enough area in the rear yards to provide the
setbacks and pool area for a rain garden.
4. Permeable Pavement: This can be provided by the
house builder at the time of building permit. It would
only apply to the;driveway within the lot. We would
not want this to Ie:a requirement of the lots on this
plat, so we are not specifying or using credits for this
BMP.
5. Rainwater Harvesting: This requiresla type of collection
and storage system that can only be constructed as
part of the house'construction. As such,.w e are not
considering this_BMP;at this time. __ _
6. _ Vegetated Roof:i.This is an item that_can be provided
at the time of building permit. We cannot assume that
the houses will be provided with this feature.
7. Reduced Impervious Surface Credit:`This allows a -_
restriction to be placed on the plat that specifies a
maximum amount of impervious surface per lot. We
will utilize this option. The standard impervious surface
are per lot is 4000 SF.- The typical maximum impervious
surface per the zoning limits is 3750 SE (75% of a typ.
Z/600 gEV ISc1D
5000 SF lot). We are proposing to use 2 SF per lot. 1)top 7700P
This is reflected in the developed con ition peak flow SEE SCG7.70A/ J
calculations. A restrictive note will be placed on the Pp CE j
final plat plan. All of the lots will utilize perforated pipe
drainage connections. This is required for the use of
this credit.
8. Native Growth Retention Credit: These lots are too
small to provide a native growth retention area.
Some of the above options, such as a rain garden, can be
proposed at the time of the building permit, when the actual
house building plans will provide a much more detailed analysis
of the BMP options.
A perforated pipe connection will be used for all of the lots for
connecting the lot drainage to the public drainage system in the
road. This will be detailed on the engineering plans.
f
•
CONVEYANCE SYSTEM
The piping will be sized to accommodate the 100 year developed flows
as identified in the previous section of the report. The calculated 100 year
developed flow will be calculated using the KCRTS program for
conveyance system analysis (using the 15 minute time steps). The pipe
minimum pipe allowed will be a 12" PVC a slope of 0.5%. T-he-anelysis✓ef-
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APPENDIX B
SWPPP
STORMWATER POLLUTION PREVENTION
PLAN (SWPPP)
FOR
PANTHER RIDGE
PROPONENT:
Lakeridge Development
P.O. Box 146
Renton, WA 98057
Phone: (425) 228-9750
PROJECT ENGINEER:
Daley-Morrow-Poblete, Inc.
726 Auburn Way N
Auburn, WA 98002
Phone: (253) 333-2200
Fax: (253) 333-2206
CONTACT PERSON:
Wayne Jones
Lakeridge Development
P.O. Box 146
Renton, WA 98057
Phone: (425) 228-9750
PROJECT: 10-180
DATE: July 10, 2010
TABLE OF CONTENTS
DESCRIPTION PAGE
Project Description 1
Erosion Control Specialist 1
Existing Site Conditions 1
Adjacent Areas 1
Critical Areas 1
Soils 1
Potential Erosion Problem Areas 1
Twelve(12)Elements 2 - 3
Construction Phasing 3
Construction Schedule 3
Finacial/Ownership Responsibilities 4
Engineering Calculation 4
Appendix A TESC PLAN
Appendix B ENGINEERING CALCULATION
Appendix C PUBLIC NOTICE
Appendix D SITE LOG BOOK
Appendix E INSPECTION SEQUENCE
Appendix F CONTROL POLLUTANTS OTHER THAN SEDIMENTS
Figure 1 VICINITY MAP
PROJECT DESCRIPTION
The proposed Panther Ridge subdivision is located in a portion of Section 32, Township 23
North, Range 5 East, Willamette Meridian, City of Renton, Washington. The project site
consists of two existing parcels, with parcel numbers 3223059286 and 3223059298. The site is
on the east side of 102"d Avenue SE, and is between S 47th Street and S 48th Street if both streets
were extended. The site is surrounded by single-family residences to the west and south, and a
wooded area to the north and east.
It is proposed to develop the site and create 21 lots. A cul-de-sac road will be constructed to
access the lots. 102"d Avenue SE is already developed, therefore, no frontage improvements are
proposed. Stormwater will be controlled by a combined detention pond/wetpond to be
constructed in the northwest corner of the site.
EROSION CONTROL SPECIALIST
Prior to construction, a certified erosion control specialist will be identified, and the contact
information will be provided.
EXISTING SITE CONDITIONS
The property contained two residential houses, one of which has recently been removed. The
remaining residence will be removed as part of this development. The existing vegetation is
generally lawn and short field grass with several fir, cedar and fruit trees located near the west
side of the existing lots. The site generally slopes west with a small area draining to the
northeast.
ADJACENT AREAS
The site is surrounded by single-family residences to the west and south, and a wooded area to
the north and east.
CRITICAL AREAS
The are no critical areas on or adjacent to the site.
SOILS
Site soils are classified as Alderwood (AgC) gravelly sandy loam by the USDA Soil
Conservation Service.
POTENTIAL EROSION PROBLEM AREAS
There are no potential erosion problem areas. Erosion and sedimentation facilities will be
provided during construction.
0
TWELVE (12) ELEMENTS
Element# 1: Mark Clearing Limits
The clearing limit is shown on the T.E.S.C. Plan.
Element# 2: Establish Construction Access
A stabilized construction entrance will be installed near the southeast
corner of the project site, and will utilize the existing driveway.
Element# 3: Control Flow Rates
The proposed detention facility will be utilized as a temporary sediment
pond. An orifice will be provided to control the release.
Element#4: Install Sediment Controls
As previously mentioned, a sediment pond will be constructed to provide
sediment control. The temporary check dams in the interceptor swale and
the perimeter silt fences will also provide additional sediment control.
Element# 5: Stabilize Soils
Disturbed area within the project site will be stabilized by paving and
building construction. Pervious areas will be permanently stabilized by
seeding and establishing vegetation.
Element# 6: Protect Slopes
Some areas along the perimeter will be sloped to meet existing grade.
Areas within the development will be sloped to match design grades. The
slopes will be protected by temporary and permanent seeding.
Element# 7: Protect Drain Inlets
Catch basin inlets will be protected.
Element# 8: Stabilize Channels and Outlets
Any channels created by this project will be stabilized by seeding and
landscaping. Discharge from the site will be to existing stabilized
conveyance systems.
Element# 9: Control Pollutants
All pollutants, including waste materials and demolition debris, that occur
onsite will be handled and disposed of in a manner that does not cause
contamination of stormwater. See Appendix F.
0
Element# 10: Control Dewatering
Dewatering devices, if required, shall discharge into a sediment trap or
sediment pond. The rate of dewatering discharge shall not exceed the
design capacity of the sediment trap or pond. If required in the project's
special provisions a dewatering plan shall be submitted for approval
before implementation.
Element# 11: Maintain BMPs
All temporary and permanent erosion and sediment control BMPs will be
maintained and repaired as needed to assure continued performance of
their intended function. Maintenance and repair will be conducted in
accordance with BMP specification. See Appendix E.
Element# 12: Manage the Project
Development projects will be phased where feasible in order to prevent
soil erosion and, to the maximum extent practicable, the transport of
sediment from the site during construction. Revegetation of exposed areas
and maintenance of that vegetation will be an integral part of the
construction activities for any phase.
The primary project proponent will evaluate, with input from utilities and
other contractors, the stormwater management requirements for the entire
project, including the utilities. The SWPPP shall be revised accordingly.
The construction SWPPP will be retained on-site or within reasonable
access to the site.
CONSTRUCTION PHASING
The proposed construction sequence is shown in the Plan (See Appendix A).
CONSTRUCTION SCHEDULE
The proposed construction will start approximately on April 2011 and end approximately on
September 2011.
FINANCIAL/OWNERSHIP RESPONSIBILITIES
Responsible for the initiation of bonds and/or other financial securities:
Lakeridge Development
P.O. Box 146
Renton, WA 98057
Phone: (425) 228-9750
ENGINEERING CALCULATIONS
The sizing calculation for the sediment pond is included in Appendix B.
APPENDIX A
TESC PLAN
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CHECKED FOR COMPLIANCE RECOMMENDED
UTILITY CONFLICT NOTE: TO Cm' 5iANDARDs
FOR APPROVAL
THE .^.ONIRACTOR SHALL BE RESPONSIBLE FOR VFJ2I�YIN6 iHE LOCAlION, DIIAEN90N5,
AND DEPTH OF ALL EXISIING UTILJTI6, NHE"HER SHOWN ON ?HESE PUNS OR NOT, � Date BY
BY POT HOIJNG THE U?7LJilES AND SURW.I1NG 7HE HO4IZONTAL AND VERTICAL
LOCAiION PRIOR TO CONSTRUCTION, THIS INCLUDES CALLING Ui1tJTY LOCATE AT Date BY
1-800-424-5555 AND iHEN POT HOl1NG ALL OF THE EXIS"1NG UTILITIES AT Date BY
p LOCA710NS OF NEW UTIJTY CROSSINGS'O PHYSCALLY VERIFY 1NHETHER IX2 NOT
vi CONFlLICTS EXIST. _OCATIONS OF SAID JTILI?lE5 AS SHOWN ON THESE PLANS ARE
� BASEO UPON UNVERIFIm PUBUC INFORMATION AND ARE SUBJECT TO VARIATION. IF
� CONFLICTS SHOULD OCCUR, T�iE CONTRACTOR SHALL CONSULT OMP, INC. TO RESOLVE
ALL PROBLEMS PRIOR '0 PROCEEDING TO CONS1R�uCnON. - DALEY-AAORROW-POSLETE, INC.
�OER S� Pp 726 AUBURN WAY A.
CONTRACTOR LIAHILITY NOTE: ���°� NFSHyel�l PHONE: 253U333W2200NGFA�X: 253�333-2206
� � THE CON7RACTOR AGREES iHAT HE SHE SHALL ASSUNE SOLE AND COMPLElE � �
/ BURIED UTILITIES IN AREA Q< r � ,�
!._ S RESPONSlBIUTY �OR J09 SITE CONDITIONS DURING THE COURSE OF CONSTRUC710A CALL BEFORE YOG DIG 7 ,,, �I �
C OF THIS PORJECT, INCLUOING SA�TY OF ALL P�RSONS AND ?ROPERTY; TNAT THIS 1-800-424-5555
REQUIREMENT SHALL APPLY CONT:NUOUSLY AND NOT BE UMI�D TO NORMAL WORKING E'x15T1l1G UfILITIES StOM ARE FNO�
� HOURS; AND ThE CONTRACTOR SHAL' DEF`ND, INDE►INIFY ANO HOLD DNP, INC. yo q 29352 0 ? ENC�NEEFiWp-SIJRVEyNp
, HARM�ESS FROM ANY AND ALL lJA<Y, REAL OR ALLEGE�, IN CONNEC110R Wlhi niE BEST�Y�ILABLE i�FOiM�Tip1 MD f FClS7iP� �`"
T.^IE PERFORNANCE OF WORK ON 7HI5 PROJECT, EXCEP7ING FOR LIABILITY ARISING No cwRnxtEE 15 y�As TO 7HE ��/ONAL Eti�'\ D �p,Np p�qN,�Mp
EXACT SIZE. TYPE. LOGTIpI OR DEFTH.
� � = FRDM THE SOLE AEGJGENCE OF DMP, 1NC. -- �--�P���<
o - --- - - -- ----
�OSION CONTROL N07B5: -�---- �------� .
ti I
e� �' t. THESE N0�5 SH4LL APPEAR FOR ALL�RCJECTS- STE INPROVENEN?S,SUR�ACE �'
" i �ti �O WATER'JTILJTv, �1'ASTEWATER UTLITY,WATF�U i1LITY AND TRANSPORTA710N PUNS: FlL7ER FABRIC NAlER1A1 60'WI�E ROLLS. I
� �0 � ! Z BEFORE AM1Y CONS7RUC'10N OR DEYElOPYENT�CTIVITY OLCURS A PRE-CONSTRUCTION USE STAP�S pt'MRE RWGS TO ATTACH FAERIC 2�.2�14 Go. NARE FABRI
w S� e � 11EE71NG MUST BE MELD W7H TNE CIIY OF R;JJ'ON, Pl1BLiC Nd2KS DE9GN_NGNEER. �J WRE �EOUIY.
Q 3. THE BOUNDARIES OF THE CLEARING 11MIT5 MIJ AREAS OF�£GETATI'JN�RSERVATION AS
PRESCRIBE�Df.THE PLAN(5)SHALL BE LLEARLY FUGCm BY SIiR�EY TA?E OR FENCING
O W T11E i1ELD PR70R TO CONSTHUG710N IN ACCOFtDANCE WITH APPENOIX D 0�T1E I
SURFACE WAIER DE9GN MAMIAL AND OBSER�f�WRING C�NS7RUCTION. WR1NG THE FlLTER FABRIC � �
' U COAS7AUC710N PERIOD,NO DIST,JRBANCE BEYOFD 1HE C'�.EAfLNG JYI'S SF1ALL BE � m
A W � FERMITIE�. THE CLEARINC L1MIT5 S4A11 BE NAINTNNED BY THE APPIJCANT/ESC
J a SUPERVISOR FON 1HE IX1RAT10N OF CONSTRUCTION. U o F
. p-y 4. STA641ZED CONSTRUCiION ENTRANCES SHALL 9E INSTALLED AT THE BEGINNMG OF 3 yw
� d CONSTAUCTION ANO MAPITAINED FOR iHE WRATON OG;HE PRO�ECT. ADDITIDNAL � j
uEASURES,SUCH �5 WNSTRUCTED MTEEl WASH SYSTEuS DR WASH P��S,4AT BE ']"YINUIINU � �'�w� �
E'� REOLIRED TO ENSURE iHAT ALL P�vED AREAS ARE KEPT C�EAN AND T�2ACK WT TO - �
W ROAO PoGHi OF WAY D�?=5 NOT OCCLR FOR THE DURA�ON Of 7HE PRO,iECT. � ooa
^ 5, ALL REOUiRED SE�MENTATION/EROSIOh�ONTROL FACIJIS MUST BE CONS7RI/CTED ANO gURY BOTfON OF FI.BRIC �� �'r�A
�-� IN OPEAATIbN PR!OR TO LWD CLEARING AND/OR CJNSTRULTIDN TO PREVQJT
� TRANSP'JR'ATION OF SmINENT TO SJRfACE MATER,DRAINAGE SYS7EIA5 ANO AD.ACENT \MAIEPoAL N '/ I ' I
4 PROPER11E5. ALL E�030N AND SE�WENT FA�ILITIF.S SHhLI BE MAINTAWE➢iN A fi'MAl(. 8"BY 8"iRENCH / / .
� � SATSF�CTORY IXklDIT10N UNR SUCH TI4E THAT CLEA�INC AND/OR CONSIRUCTIDN 6 PROVIDE 3/t'-1.5� � ��yo I
� � Z COMP!ETE AND POTENT7AL FOFt ON-SITc ERC90N M/.5 PA�. 7HE f4PLEMEN'ATON, WASHm GRAVEL BACNFiLL IN :00�4Rl.
NAPITENANC�REPLACFMENT ANO A�MT10N5 T�EROSON/SEOIMEMTATION CON7ROl TRENCH AND ON BOhI SI�E$OF m � (�Y 6E REDUC£�TO 5�'MIN 3
-�-� � SYS.T_MS SHALL BE T}I'c R_$PONSIBILITY OF TiE°ERMI'TEE Fl��_lER:FNCE FABRIC ON THE •i R�25'
SURFACE. FOR SIlES y�7ry LE$5 11AN 1 �
5. T}1E=R050N AND SEDIMENT�PON CON7ROL S`STEMS J_PIC'FD ON T4Y5 DRAwING ARE ACRE OF EXPpSEp SOIL)
�j � WTEN]:D TD BE MINIMUN RE'.T14TE1AEN15 TC ME='ANT�P�TED$IlE CONDI i1pNS AS Z-�4•yAO�p05T5 � -� Yax�� �wr F \ a
[z� � CONS7RUC710N PROGRESSES ANC:1NE%PECT�D JR SEASONAL��NDITI�NS qCTAIE,THE ►IAINhNANCE STANDARDS: ALT: STEEL FENCE P�575. � ° o 'S 'o I
�+ PERM:T7EE SHALL ANTIGPAiT 7F/AT MORE 7209�N AND SEDIM�JT�T70N CON'RCL '�.
� � FApl1TIE5 N1LL BE NECESSAR�'0 ENSURE CONPL-'TE SILTA7N7N CDN7ROL ON hiE I. FOR SHEET RUNOFF OF FOLLOWING DISCHARGE FRpA A SEDlIENT TRM OR PpND. w� �
� PROPOSED SITE WRNG THE C�l/R5E OF CONS'RIICTOX,IT SHALL BE THE OB�GAl10N �.,� r � i
� Z Q ANO RESPON9BIUTY OF hIE?ERII'.'7FE TO ADDRESS�NY NEW fANDIT10N5 TH�T YAY BE 2. YA%NUY SLOPE S7EfPNE55 PERPENOICIA.AR TO FFNCE LINE IS 1'1. � ' i
Q. �j CREA7FD BY hIE ACPNTIES ANO'C°R�VIDE AJJ 110NAL F��U71E5,�Y72 AND ABOYE �""��""'� � " ^^^'���
� []y F-� YINIMU4 REIXIREMEu15,AS uAY BE NEE�7EL, TO PRO�CT ADJACENT PROPERTIES AND ]. YA%WUM SMEE"f OR OVERLAND ROW PATH LENGTN TO 117E FENCE CF 1�0 FT. i �,
WAIER pUAUT"OF THE RECEIVING JRAINAC=SYS'EM. EXIS7WG DRIVEWAY / '�
7. AP?ROVAL DF THIS'�LAN IS FOR ER090N/SEDIIIENTATION C�NiROI ONLY. 1T D�E$NDT 4. IF 5px OR LE55 OF THE 501�B7 WEK71T,5 F►E PARIICLES SNALLER hIAN TME U.S STANOARD SIEYE Na RANP OR 97E AC"�.ESS
� � CONS?1111TE AN �PPROY'AL OF STIX7M 7RA'hA.^,E 7=9GN,SZE NOR LOCATIDN DF PIPE$ 3J0.7ME EDS 410ULD BE EWAL 7D OR SMALLER iW1N THE 9=YE 57E 7HAT&5S OF TNE SOIL GN PASS RpAp,
� RES7RICipRS,CHANN;lS,OR RETENP'JN FA�IJP-3. 7MRJi1O7. ��,
� fl AN7 AREAS OF E%PoSE�SC11L5,14�_LqNG R04DWAY EMBANKMEN'S,THAT WILL NOT BE 1, lJSE 4'TO 8'CUARRV SPALLS OR LRlISHED ROCI(FCR
OISTURBEO FOR 7WD DAYS DURiNG lHE N'E7 SEASON(OLTOBER 15T TIROUGM MARLIi 5. 7HE 7RENCH SNALL BE BACKFILLED NiTH 3/{"MIMMLM MAMETER MASNEO GRAVEL SURFACING AS SHpNN, MATERIA_WI7M'FINES�IS NOT
�5 7Q1M)OR SEVEN DAYS JURING RiE]NV SEASON(APRIL 15T THRIXIGH SEPT&ABER 30) ACCEPTABLE
S W SHALL BE MNEDi,t7ELY STABiL12:L Mh7 hIE aPPRO�ED ESC�OY:72 NEfH005(EC., 6 =1�_TER FABRIC iENC:S S4ALL 9E REMOVED MHEN 111EY HAVE SERVED THE1R VSEFUL PURPOSE,BUT NOT i
t � SEEDINC,MULCNING,PLASTIC COVERWC,ETC.} 330RE TiE UP3�PE AREA HAS BEcN PERMMIEN7LY S'�BI�,:ZED. 2. THE 100'uINWL#�L[NG7M 4iA11 BE LENGTH�JIEO AS
9. M£"f SEASON SEASONAL EROSION ANO SEDYENT CONTROL REOUIRENENTS APPLY TD ALL 7. �7ER FABPoC FENCcS SHALL BE INSPECTED IMMEDIATELY AF7EP EACH RAINFALL AND AT LEAST OAILY NECESSARY T7 NSURE MAT=J21A1 5 NOT�ACKm INTO THE
CONSTRl1CT70N 9TE5 C�EARING BEiWEEN OCTOBEft 1 ANO MMCH 30 IHCLVSIVE,UNLE55 p�1RMG?ROIONGED RAINFALL. ANY RE�ARS SH�LL BE NADE IMYEpATELY. PUBLIC RI;NT-OF-WAY. �
O?!/ERNiSE APPR�VED BY THE CITY THRIXIGH AN AC.AISTNENT PROCESS '
10. COVER 4EASIJRES MILL BE APPLIE➢IN CONFORMANCE W7H MPENDIX D OF 7HE SURfACE FILTER FABRIC FENCE DETAIL
WATER DESIGN NANVAL
11. ANY AREAS NEEDING ESC�EASURES,NOT REq1RING IMNE]IATE AT7EN710N,SHALL BE TEMPORARY CONSTRUCTION ENTRANCE '
� aM MDRESSED NITMIN SEV�J1(7J DAYS N.T.S. �I
17. TFE ESC FACIUTIES ON INACTIVE SITES S1ALL BE INSPECTE��ND MAINTAINED A NINWUM N.T.S.
II �e OF ONCE A MONTN OR YATHIN 24 HWRS F�LIOVRIJ�STORN EVENT.
��-i � 13- AT NO 71NE SHALL MORE MAN ONE";�FOO?OF SEDIMENT 2E ALLOWEO TD ACCf:YUUTE '�
�� MMN A�ATCH BAS11 A1 CATCF BASWS AND CONVEYANCE�..NE$SHALL BE
a � O O 3$ UDQI WA��NTO R/E JOIMISTREA4 S:'STENERA'ION SHALL NOT FLl15N SE➢IMENT-
R � � 14. DURINC THE 701E PERIDD OF OCTOBER 15'THRDUGM NARCII 30TH, ALL PRPECT
� �z a W I JISTRIBUIED SOIL AREAS,hIAT ARE TC BE LEf"f ilA-MUPoCE�:OR IAORE 7HAN 12 STANOARO STRQIGTN
I E•-� �a , HOt1R5,SFIALL BE CDVFRE�Bv MULCH,SODOING�R PLASTIC CO\£RING. FlLTER FABRIC� �A�
� p.y� �C 15. ANY PERNANENT RE�JJiION/JETEAiION FAGUTY L'SEJ�l5 A lEM°ORAR1'SETTLPIG BASIN
U a 9'1AL:BE uODIFlED W1TN THE NECESSARV EROSICN�'JNTROL MEASURES AND SNALL '
� C�F PRONDE ADEOUATE STORqGE CAP�CI^l. IF TFIE PE'+MANENT FACILITI'IS TO FINlCTION �� ' /� ;
V C ULTlAAT1Y AS AN NFlL�tAT10N SYSTEiI,'HE TEN?,^,RRRY FACLJT'!NU57 BE RWGH \ e- � �
j� CRADEO S.^.THAT THE BOTTOM A�D SDES�RE AT_EnST'F1REE FEE'ABOV£THE FlNAL \\`� ,./ \e,���/
� m E Q2AOE'JF THE PERYANENT FApUTY. �\ o e �d e o ,(%� 'i.
\E 16. PRI�t'D THE BEGI4NIN�Of 7HE WEf SEASON(OC'. 1).ALL qSTURBEO AREAS SHAIi ���v e• e n� �
c� BE REVIEYrcD TO IDENTFY N41iCH WJES CAN BE SE=DEO IN PREPApATON FWi 7HE ��\ ,s/ �\.a ���
� �' ��p 1HN�-R R/JNS. �ISTJRBcZ` AREAS SiiAL�BE SE=DEC W1THW ONE WEEK OF THE �\`Yp• �� CATG4 BASIN �d �p l/\ il
y 0 a BE:ANING OF TFE WET S=ASON. A 9C_T(]i MAP OF TFQSE AREAS TD B:Sc"E]iD AID \��� s/p p�� ����/ �
aV T4'75E AREAS TO R�1N.N l.'NCOVL.��,`JiALL 9E SUBMI'TFf TO THE CIl`,'Oi RENTON I��' . s e •//�
� F7R RENEW. RISER PPE
NOTE ONLT TO BE USEO MRIERE PONpNC OF WA1FF AB�VE (PRINCPAL SPILLfrAY) [REST OF EMERGENCY
. �. � 1HE LATCH BASIN M41 NDT CAUSE iRAFFIC PROBL.ENS AHO ���T��TM 571LLWAY 1-46250
� CONSI$QC170N SBQUBNCB: WHERE OVERROW WILL NOT REAILT W EROSION OF S�pPES TRA91 RAp(
CN7RL YANMOLE YN.TOP OF PONO El:491.00 I
POLYE1HYlENE LAP (5EE OETAIL SHT.9) I
1. PRE-CONSTRUCTICW MEE7ING. MAINTENANCE STANDARD4
, � �0.5' '�.
7. POST SICJJ WI7H NAME AND PHONE NUYBER OF ESC SUFERVIS�.(1AAY 6E CONSOL1DAlED 1_ANY ACCUMUU7:D SEDIMEHT ON OR ARqJND 1HE FlLTER FABRIL PROTECnON P��A���TMr��
W1H TNE NOT7CE OF CDNS7RUCTpJ 9GN). 91ALL BE REIIDVED WMED1AlEL�. SEDINENT$NN1 NO'BE RENOVED N1TH WATER, ORAINAGE TUBING,D��AYEIER ;'MIN.
�. AN�ALL gDIYENT 4U5T BE DISPUSm OF AS FlLL ON-S1E OR HAULE� wK 2'LARGER THAn' ` � �
. � 3. FUG OR FENCE C:EARING'J41?S. DEWAT.RWC OFtIFlC` \ ..
�`F-SITE' li1BING SHAlL COMPLY wiH �
i� � A5741 F667 ANO M47TD 11294 �
Z !. WSTAIL 7REE PROTECIIqJ MWND 7REE5 T�BE RETAINE➢. 7.REp/LAR MAMTENANCE IS CRITCAL UNLIKE MM1Y fOR4.5 OF PROTECTION 4
� Tr1AT FNL GRAOUALY, CATCH BA41.'FROTECTION VALL FAIL SI,ODENLY AND
� i��� 5. INSTAL LATCM 8A9N PROTEC710N TO IX6`i7NG CATCH BA4N5 AS SMOMN ON THE PLAN. �pIPLETELY IF NOT IIAIATAIN[D PROPERLY. � �2��VP�5 WATER T., G 'i
� �
n ��� 6 INSTAII CONSTRUCTON ENIRANCE �i STEEMINS.SCFE��ULE
�a "►� � iNST,�Pca�e�n Pao�cna�. FILTER FABRIC INLET PROTECTION '"
fl DEIAOU41 EXIS7ING STRUCTURES TD eE R:110VEC. �Z �
�J.T.S. 487.00 5"YW �2�Sb
9. INSTALL DOWNSTREAM CONVEYANCE SYSTEN FOR PROPOSED DETEN710N FA(]LITY. �2'�^
� io. caNsrnucr oe�nor+��auTr M1D Ug�5 A TEUPORMAY SE�INENT POND. MRE-BACKED 9�T FENC[ � S�g-e I
� y'C Y. X �C �C 11. INSTALL INTrRCEPTOF SWALE. STAKm XAY8ALE5 MRAPP- pENATERING
�7� wTMEOUIVALENTBp DER �IFlCE '
3 12. CLEAR 9TE CCNCREIE BASE
� �a'u►�.oeani a 24"MIN DiA TO CB No. 1
� ! 4 � � ! t�. BEpN CRADING �6'YN. Q
� i i [
i S ! �4. p75?ALL UTl:TES AND STORM DRNNAC£.
a p p � 24�YIN.
� g a 15. NSTALL INLET PROTECTON.
� < 16. PAVE ROADS AND INSTA�L CURB.Gl1T7ER AND SDEWALI(. v
SEDIMENT' POND CROSS-SECTION DETAIL
z
m ' � 17. MAUlTAIN EROSION CONTROL�IEASURES N ACCORDANCE WIh1 APPEN0IX D OF hE
SURFACE WATER DESIGN MANUAL AND NANUFA�TUHEfl'S RECOMMENDATIONS N.T.S.
<
� � � 18. RELOCATE ER090N CON7ROL 4EASURES OR NS�ALL NEV MEASl1RE5 50 7HA-AS SIIE 7� �, ���dy-�µ�yUCN 7HAT PqNTS Y TO 1�WMRV S�NLS '
CONOITION$C}IANGE THE EROSION AND SEDIMENT�ONTROL IS ALWAY$IN ACCDRDMlE �
� MnTM TT1E CIiYS EROSION AND S�MNJIT CONTROL STAND�RDS I � A AND B ARE OF EWAL E1.EVAlKN �
� 19. COYER ALL AREA$THAT MLL 8'c 11NNIXtNED FOR YORE TH�N SEYEIJ DAYS WRING lNE ' ' � �_ 8 ,
ORY$EASON IXt TWO DAYS OURNG TME WET SCA50N WIT}I STRAW, NOOD FBER NULCr1, �
CpIP05T.PUS11C 91EE7WC OR EOUIVALENi. "' � .I �, �� � 1�
20. STABI;JZE ALL AREAS THAT REACH FlNAL GRADE Y/MM SEVEN DATS. ��
CHECKED FOR COMPIJANCE RECOMMENDED
Zl. SEED OR SOD AN�AREAS TO REYIUN UNWORKE�FOR YORE 7HAN 30 DATS ��yyp � TO CITY STANDARDS FOR APPROVAL
22 UPON LONPLETIqI p 7ME p�7pJECT,ALL qS1LRBED AREAS NUST BE STABILIZED MW
auP:rs��nova��rrRorRia� Date BY
23. fIPON RENOVA'�OF TEIIPORARY CON57RlIC710N EN7RANCE,REPLACE E%ISTING DRIVEWAY ��
� '?71itANCE YA7H CUkB,GUT7ER�WD SIDEWAIX. Y TO 4'W�RRY SPN1S DQtE BY '
DOtC BY �
� N �0 ROI�D FLOM _ � o� �.
� I /�"°` o� � �
i%�i�� � ��%��
DALEY-MORROW-POBLE�TE, INC.
�v�s,, \ s �!��� ��ER S. p� �2e n�eu�N wnv N.
\ %����." \ i� '!� p� HASy B( AUBURN. WASHIN3'ON 98002
9 �\������ � BURIED UTILIT�ES IN AREA Q��' ���r, P��NE: 253-333-2200, FAX: 253-333-2206
4-M�N_oe>r.�oa(4"MiN.FACE) INTERCEPTOR SiYAI.E W�ROCK CHECK DAM �
� L,�_a- -'-
CALL BEFORE �'OU DIG �,,, � L
N.T.S. 1-800-424-5555 G
� TTf�9E5T AVA'1 ILABLE INFOfON IT aM Np 90 -°F 2��� `,� !-'i D �'E���
a ROAD CROSSIlVG SWALE �, �<<r�a � "
b�R�7E� �s wnE�5 7D n# sf NR L c �
� = N.T.S. - ------- �- -- - -- oucr sizF. rn�.-oc�:ia�at o�� r N �..�o.00 a:e
APPENDIX B
ENGINEERING CALCULATION
•
SEDIMENT POND DESIGN
SURFACE AREA
SA=FS(Q,/VS)
where: Q; = Design inflow based on the peak discharge from the developed
2-yr runoff event from the contributing drainage area(See
Section 4).
0.63 cfs
V; = The settling velocity of the soil particle of interest.
= 0.00096 ft/sec
FS= Safety factor of 2 to account for non-ideal settling.
therefore SA= 2 x 0.63 /0.00096
= 1310.4 s.f.
SA Provided = 7908 s.f.( Area measured using Autodesk Land Desktop) > 1310.4 s f. therefore ok
PRINCIPAL SPILLWAY
Q,,, = Developed 10-yr peak flow
= 0.76 cfs
D= Q„E,p /(9.739 x H"') = 0.03 ft where: D=diameter in feet
D= (Qpp,F,cE/(3.782xH"=)) °5= 0.38 ft H= 2
and Q::.F.,FIcE =Q10
therefore use D= 12 in diameter riser
EMERGENCY OVERFLOW SPILLWAY
Q„A,= Developed 100-yr peak flow
= 1.27 cfs
L={Q, /((3.218'H"2))-(2.4 H)) = 3.94 ft where: L=length of spillway
H= 0.2 Feet
therefore use L= 15 ft MIN.
DEWATE R!NG ORIFICE
A = A,(2 h)°5 where : Ao= orifice area(s.f.)
0.6 x 3600 Tg°s As= pond surface area(s.f.) 1310.4 SF
h= head of water above orifice(ft)
= 4.5 ft
= 0.013 s.f. g= acceleration of gravity(32.2 ft/sec')
T= dewatering time(24 hours)
D= 13.54 x(A,,)°s° where : D = orifice diameter(in)
= 1.57 in
therefore use D= 1 5/8 in diameter orifice
APPENDIX C
PUBLIC NOTICE
Public Notice
Name and address of operator/permittee:
Lakeridge Development
P.O. Box 146
Renton,WA 98057
Phone: (425)228-9750
Lakeridge Development is seeking coverage under the Washington State Department of
Ecology's Construction Stormwater General Permit.
The proposed project, a 21 lot residential subdivision known as Panther Ridge, is located on the
east side of 102"1 Avenue SE between S 47th Street and S 48th Street(if extended), in Renton, in
King County. The project involves 3.44 acres of soil disturbance for construction activities
including site grading,road, storm drainage, water, sanitary sewer, underground utility and
single family residential home construction. After being detained and treated in an on-site
detention pond, stormwater will be discharged to an existing underground storm drainage system
within 102°1 Ave SE which flows westerly within S 47th Street and discharges into an open
drainage course, which is an unnamed tributary to Panther Creek, on the north side of S 47th
Street approximately 100 feet west of 102n1 Ave SE. This drainage course flows northwesterly
and discharges into Panther Creek approximately 800 feet north of S 47th Street.
Any persons desiring to present their views to the Department of Ecology regarding this
application, or interested in the Department's action on this application, may notify Ecology in
writing within 30 days of the last date of publication of this notice.
Comments may be submitted to: Department of Ecology
Water Quality Program
P.O. Box 47696
Olympia, WA 98504-7696
APPENDIX D
SITE LOG BOOK
Completed by.
Employee Training Title:
Describe the annual trainin of emplooyyeeess on;,he SWPPP, addressin• s ill res•onse, •ood housekee•in•, and material mana emeint practices.
Training Topics Brief Description of Training Program/Materials Schedule for Training
LINE WORKERS (e.g.,film, newsletter course) (list dates) Attendees
•
Spill Prevention and
Response
Good Housekeeping
Material Management
Practices
2.) P2 TEAM:
SWPPP Implementation
r• .b
Monitoring Procedures
2005 Surface Water Design iv1 nual (CSWP ' Foi ns) Page 1 1/1/2005
s Completed by:
Pollution Prevention Team
A+ j Title:
Date
Responsible Official: Title:
Team Leader: Office Phone:
Cell Phone #:
Pager#:
Responsibilities:
•
•
(1) Title:
Office Phone:
Pager#:
•
Cell Phone:
Responsibilities:
(2) Title:
• Office Phone:
Pager#:
Cell Phone#:
Responsibilities: w
•
2005 Surface Water Design Manual (CSWPP Forms) 1/24/2005
Page 1
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� Ott
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M 1 .T
Material Invento "
List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff. _."._.^` 4
a
Quantity (Units) Likelihood of contact with stormwater Past Spill or '
Used Produced Stored If Yes, describe reason Leak {
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Material 'ur ose/Location indicate .er/wk. or r.
.. ............
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es No
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2005 Surface Water Design Manual (CSWPP Forms) . Page 1 1/1/2005
x i a4� Q -As.r;i*...P...:- 4'",'t' 'yatt 31i Completed b
=,r p y:
Title:
S
Potential Pollutant Source Identification ; Date: 4
List all potential stormwater pollutants from materials handled, treated, or stored on-site
Potential stormwater Pollutant ,. Likelihood of pollutant being present in your ,.
Stormwater Pollutant Source stormwater discharge. If yes, explain
t t
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List of Significant Spills and Leaks ; Date:
4
List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in excess of reportable
quantities. Although not required,we suggest you list spills and leaks of non-hazardous materials. y
4.
Description Response Procedure
Date Location Type of Quantity ' Source t Reason for Amount of Material No Preventive Measure Taken +
(as Material , If Spill/Leak Material longer
(month/day/yea indicated ' Known
Recovered exposed to
, r) on site ;
map) + Stormwater
(Yes/No)
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2005 Surface Water Design Manual (CSWPP Forms) 1/1/2005
Page 1
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2005 Surface Water Design Manual (CSWPP Forms) 1/1/2005
Page 2
APPENDIX E
INSPECTION SEQUENCE
INSPECTION SEQUENCE
The owner/developer shall appoint a person on the project site responsible for inspection of the
temporary erosion and sedimentation control facilities. The name and number of the person of
responsibility shall be given to the City of Renton at the pre-construction meeting.
The different erosion and sedimentation control facilities shall be inspected regularly as follows:
SILT FENCE-Filter fabric fences shall be inspected immediately after each rainfall and at least
daily during prolonged rainfall. Any required repairs shall be made immediately.
CONSTRUCTION ENTRANCE—The construction entrance shall be inspected daily.
Additional rock shall be added to maintain proper function of the pad. Any rock spalls that are
loosened from the pad and end up on the roadway shall be removed immediately. If the entrance
is not preventing sediment from being tracked onto the pavement,then alternative measures to
keep the streets free of sediment shall be used. This may include street sweeping, increasing the
dimension of the pad,or hosing the vehicle wheels. Hosing of the wheels shall be done on an
area covered with crushed rock and wash water shall drain to a sediment retention facility or
through a silt fence.
TEMPORARY FILTER FABRIC INLET PROTECTION -The inlet protection shall be
inspected immediately after each rainfall and at least daily during prolonged rainfall. Any
accumulated sediment on or around the filter fabric protection shall be removed immediately.
Sediment shall not be removed with water, and all sediment must be disposed of as fill on-site or
hauled off-site.
TEMPORARY SEDIMENT POND—The sediment pond shall be inspected immediately after
each rainfall and at least daily during prolonged rainfall. Sediment shall be removed from the
pond when it reaches 1 foot in depth. A marker or depth gauge shall be placed in the pond to
determine the amount of sediment. Any damage to the pond embankments or slopes shall be
repaired.
TEMPORARY AND PERMANENT SEEDING—Any seeded areas that fail to establish at least
80 percent cover(100 percent cover for areas that receive sheet or concentrated flows) shall be
reseeded. If reseeding is ineffective, an alternative method such as sodding,mulching,or
nets/blankets, shall be used. If winter weather prevents adequate grass growth,this time limit
may be relaxed at the discretion of the local authority when sensitive areas would otherwise be
protected. After adequate cover is achieved, any areas that experience erosion shall be reseeded
and protected by mulch. If the erosion problem is drainage related,the problem shall be fixed
and the eroded area reseeded and protected by mulch. Seeded areas shall be supplied with
adequate moisture,but not watered to the extent that it causes runoff.
DUST CONTROL—Respray area as necessary to keep dust to a minimum.
TEMPORARY INTERCEPTOR DITCH—Inspect interceptor ditch once a week and after every
rainfall. Immediately remove sediment from the flow area. Damage caused by construction
traffic or other activity must be repaired before the end of each working day. Check outlets and
make timely repairs as needed to avoid gully formation. When the area below the temporary
diversion dike is permanently stabilized,remove the dike and fill and stabilize the channel to
blend with the natural surface.
CHECK DAMS—Check dams shall be monitored for performance and sediment accumulation
during and after each runoff producing rainfall. Sediment shall be removed when it reaches one
half the sump depth. Anticipate submergence and deposition above the check dam and erosion
from high flows around the edges of the dam. If significant erosion occurs between dams, install
a protective riprap liner in that portion of the channel.
APPENDIX F
CONTROL OF POLLUTANTS OTHER
THAN SEDIMENTS
CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
PETROLEUM PRODUCTS—Oil and oily wastes such as crankcase oil,cans,rags and paper
dropped in oils and lubricants can be best disposed of in proper receptacles or recycled(call 1-
800-RECYCLE). Waste oil for recycling should not be mixed with degreasers, solvents,
antifreeze,or brake fluid. These wastes shall not be dumped in sewers and other drainage
channels. Retain sediments containing oil on the construction site. Construction equipment shall
be properly maintained to prevent additional contamination.
Guidelines for storing petroleum products are as follows:
• Store products in weather-resistant sheds where possible.
• Create shelter around area with cover and wind protection.
• Line the storage area with double layer of plastic sheeting or similar material.
• Keep tanks off the ground.
• Keep lids securely fastened.
• Contact Fire Marshal for information.
• Post information for procedures in case of spills. Persons trained in handling spills should be
on-site or on call at all times.
• Materials for cleaning up spills should be kept on-site and easily available. Spills should be
cleaned up immediately and the contaminated material properly disposed of.
• Specify a staging area for all vehicles maintenance activity. This area should be located
away from all drainage courses.
• All storage sheds, dumpsters or other storage facilities should be regularly monitored for
leaks and repaired as necessary. Remind workers and subcontractors during safety meetings
about proper storage and handling of materials.
NUTRIENT APPLICATION AND CONTROL—Nutrient pollution shall be minimized by
working fertilizers and liming materials into the soils to depths of 4 to 6 inches, and by proper
timing of the application. Hydro-seeding operations, in which seed, fertilizers and lime are
applied to the ground surface in a one-step operation,are more conducive to nutrient pollution
than are conventional seedbed-preparation operations, where the fertilizers and lime are tilled
into the soil. In the case of surface dressing, control can be achieved by applying the required
quantity of fertilizer in more than one operation. For example, an area requiring an application
of 500 lbs. per acre of fertilizer could be dressed with about 125 lbs. per acre at four separate
times over the growing season.
Great care should be taken to use only the minimum amount of phosphorus needed, as
determined by soils test, or advice from the local Conservation District or Soil Conservation
Service.
SOLID WASTE HANDLING AND DISPOSAL -Collected solid waste should be removed and
disposed of at authorized disposal areas. Waste containers should be labeled and lids should be
kept closed at all times. Any useful material should be salvaged and recycled.
USE OF CHEMICALS DURING CONSTRUCTION—The correct method of disposal depends
on the type of chemical. Wash-up waters from water-based paints may go into a sanitary sewer,
but wastes from oil-based paints,cleaning solvents,thinners, and mineral spirits must be
disposed of through a licensed waste management firm. Disposal of concrete products,
additives,and curing compounds depends on the product. Information is available from the
local Health Department of the Hazardous Substance Information Hotline(1-800-633-7585).
OTHER POLLUTANTS—Other pollutants include concrete wash water, acid and alkaline
solutions from exposed soil or rock units high in acid, and alkaline-forming natural elements.
The control of these pollutants involves good site planning and pre-construction geological
surveys. Neutralization of these pollutants often provides the best treatment. Sealing of
fractures in the bedrock with grout and bentonite will reduce the amount of acid or alkaline
seepage from excavations. Adequate treatment and disposal of concrete further reduces
pollution.
GENERAL GUIDELINES—General guidelines for managing or minimizing any of the above
hazardous wastes are as follows:
Managing Hazardous Products
• Try to keep products in original containers and always keep them well-labeled. If the
product must be transferred to smaller containers, use the proper size funnel to avoid spills.
Label all containers.
• Do not mix chemical substances unless recommended by the manufacturer.
• Use in well-ventilated areas. Protect skin, eyes,nose, and mouth when necessary by wearing
gloves,respirator,or other protective clothing.
• Keep corrosive liquids away from flammable liquids.
Equipment Washing
Thinners or solvents should not be discharged into the sanitary or storm sewer systems when
cleaning large machine parts where discharge of water is required. Use alternative methods for
cleaning larger equipment parts such as high pressure, high temperature water washes, or steam
cleaning.
Equipment washing detergents can be used and wash water discharged into the sanitary system if
grit is removed from the solution first. The water discharged into the sewer must not exceed the
discharge limits set by the Sewer Authority.
Small parts can be cleaned with degreasing solvents,which are reused after filtering or recycled.
These solvents should not be discharged into any sewer. Further information is available from
the Department of Ecology.
Spill Control
Any spill should be controlled on-site. Spilled material should be handled properly and disposed
off in a legal manner. Any spill that occurs should be reported to the following agencies:
• If the spill of a hazardous substance could reach surface waters,the following agencies must
be notified(there are fines for failing to notify):
National Response Center 1-800-424-8802 (24-hour)
• Locally,notify the regional Department of Ecology offices:
Northwest Region—Bellevue 1 -425-7000(24-hour)
There are fines for failing to notify the appropriate authority when a spill occurs.
Some of the important components of a spill control plan are:
• Establish whom to notify in the event of a spill,particularly if it is hazardous.
• Provide specific clean-up instructions for different products handled on-site.
• Assign a person to be in charge of clean-up assistance.
• Prepare spill containment and clean-up lists that are easy to fmd and use.
• Post a summary of the clean-up plan at appropriate locations.
• If a spill occurs, demobilize it as quickly as possible.
• If there is a change that the spill could enter a storm drain or sewer, plug the inlet and turn off
or divert any incoming water.
• Cover the spill with absorbent material such as kitty litter or sawdust. Do not use straw.
Dispose of the used absorbent per Ecology or Manufacturer's instructions. If the spill is
flammable, dispose of as directed by the local fire marshal.
• Keep the area well ventilated.
Treatment and Disposal of Contaminated Soils
Contaminated ground water or soil may be encountered during earthwork activities or by the
spill or leak of a hazardous product. The contaminant may be known or unknown. Sampling
and laboratory tests may be required to determine whether a landfill can affect the contaminated
soil. In some cases it is possible to reduce the hazardous potential of the soil by aerating it.
Local health departments can supply the necessary procedures. Private firms can also be
consulted for disposal.
The Model Toxics Control Act, Ch. 70.105 RCW,requires that Ecology's Toxic Cleanup
Program be notified if contaminated soil or ground water is encountered during a project.
Concrete Trucks/Spray Washing of Exposed Aggregate Driveways and Walkways
The wash from a concrete truck should be disposed of into:
• A designated area, which will later be backfilled: a slurry pit.
• An area where the concrete wash can harden,be broken up, and then put in the dumpster.
• A location which is not subject to surface water runoff, and more than 50 feet away from a
storm drain, open ditch, or receiving water.
Never Dump into:
• Sanitary Sewer
• Storm drain
• Soil or pavement which carries stormwater runoff.
When spray washing driveways or walkways to expose the aggregate, all wash water should be
diverted or sprayed to the sides, not down the driveway. If water must run down the driveway
towards the street or sidewalk, it should be diverted at the bottom to a sump or sediment trap.
FIGURE 1
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