HomeMy WebLinkAbout03354 - Technical Information Report - Drainage lowe's of Renton
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W.REs O6/01/0�
lssued: August 14, 2006
Revised: November 3, 2006
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1 1235 SE 6"'Street, Bellevue,Washington 98004
(4Z5)435-9501 FAX:(425)453-8208 f��1A1L pacland�padand�o.m
Prepared By: Lee Ford, E.I.T.
Reviewed By: Mike Neer, P.E.
(RNLO-stm.doc)
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Full Storm Drainage Analysis Renton, VVA
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Section Page ,
ExecutiveSummary............................................................................................................... 2
StormwaterDrainage Report ................................................................................................ 2
1 . Project Location ......................................................................................................... 4
2. Project Overview ....................................................................................................... 5
a. Existing Condition
b. Discharge at Natural (Existing) Location
c. Soils Conditions
d. Wells, Septic Tanks and Fuel Tanks
e. Proposed Development
3. Conditions and Requirements Summary...................................................................... 6
4. Off-Site Analysis......................................................................................................... 8
a. Downstream Analysis
b. Upstream Analysis
5. Drainage Analysis....................................................................................................... 9
a. Hydrologic Modeling Method I
b. Sub-Basin Description II
c. Peak Runoff Control �
d. Water Quality
e. Conveyance
f. 100-Year Flood/Overflow Condition
6. Erosion Control ........................................................................................................ 12
7. Maintenance ............................................................................................................ 15
8. Covenants, Dedications, and Easements.................................................................... 18
Technical Information Report (TIR) Worksheet................................................................... 19
Appendices......................................................................................................................... 22
PACLA!�D Job # 2005127.014.00 Page 1
Full Storm Drainage Analysis Renton, WA
Site Location:
The properry is located at the southeast corner of the intersection of Park Avenue North
and Garden Avenue North, in the City of Renton, Washington. The site presently is
entirely paved and is an abandoned Boeing parking lot. This project proposes to reuse the
site by developing a 129,342 square foot retail store and a 26,222 square foot garden
center with its associated paving, utilities, storm drainage and landscaping improvements
on the 9.79-acre site.
Design Criteria:
The City of Renton utilizes a modified version of the 1990 King County Surface Water
Design Manual (KC-SWDM). Pursuant to the KC-SWDM, existing site conditions are those
that existed prior to May 1979. The site was paved prior to May 1979, therefore the
existing condition is considered 100°/o impervious. The proposed development includes
landscaping and will decrease the amount of impervious surface and decrease the peak
runoff, going from existing to the developed condition. Therefore, detention will not be
required for the project. Water quality and design will be addressed by using the 2001
Department of Ecology Stormwater Management Manual, per the environmental review
conditions of approval.
Table 1
/urisdictional Requirements
Peak Run-off Control: None required
Water Quality Volume: 6-month, 24-hour event
Water Quality Flow: 91°/o of 24 Hour Storm
Conve ance Design: Conve the 25- ear, 24-hour event
Downstream Analysis:
Level 1: Y4 mile downstream
Proposed Drainage Sysfem: ,
This project proposes to replace the existing drainage system with a new network of
underground pipes, catch basins, and curbs and gutter, to collect surface water runoff
throughout the site and store the necessary water quality volume in wet tanks comprised of ',
72-inch equivalent diameter ( 81" x 59") inverted pipe arch and 78-inch equivalent
diameter (87" x 63) inverted pipe arch underground pipes throughout the site. Enhanced
_ treatment per the 2001 DOE Manual mandates that runoff from pollution generating
surfaces be directed to two separate treatment facilities. For this site, a storm filter system
preceded by wet tanks was selected. Since runoff from the roof of the building is not
contaminated, it will bypass the water qualiry system and will be directly discharged into '
the existing 72-inch storm drain. The runoff from pollution generating pervious and
PACLAND Job # 2005127.014.00 Page 2
Full Storm Drainage Analysis Renton, WA
impervious surfaces wil) first be treated and then discharged into the existing 72-inch storm
drain pipe under Garden Ave N.
Conclusion:
The proposed stormwater management system for this project has been designed in
accordance with regulatory criteria described above and consistent with sound engineering
practice. Therefore, no significant adverse impacts to the stormwater management system
are expected as a result of this proposed development.
PACLA'JD )ob� 2005127.014.00 Page 3
Full Storm Drainage Analysis Renton, 1�-VA
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Location: Southeast corner of Park Ave N and Garden Ave N, Renton, WA
Section/Township/Range: NW '/a Sec. 8, T.23N, R.5E of W.M.
Parcel/Tax Lof: 082305-9217
Size: 9.79 acres
City, County, Sfate: City of Renton, King County, Washington
Governing Agency: City of Renton
Design Criteria: 1990 King County Surface Water Design Manual (KC-SWDM)
2001 Department of Ecology Stormwater Management Manual for
Water Quality and Erosion Control
PACLAND Job# 2005127.014.00 Page 4
Full Storm Drainage Analysis Renton, WA
' � /
Existing Conditions
Pursuant to the KC-SWDM, existing site conditions are those that existed prior to May
1979. Since the site was paved prior to May 1979, the existing site conditions are
considered 100°/o impervious. The topographic survey indicates that the existing site
presently is an abandoned parking lot, and is paved in its entirety. Storm runoff sheets
across the property from the east into onsite catch basins on the western side, where it is
then conveyed offsite through a 24-inch pipe that outfalls into the existing 72-inch public
storm system in Garden Ave N. A curve number of 98 has been assigned to the entire site
as it is completely paved.
Table 2
Exisfin Conditions
Area Condition CN
9.79 AC Paved 98
Discharge at Natura!(Existing) Location
Stormwater presently discharges through a storm drain located on the western side of the
site into the 72-inch storm pipe under Garden Ave N. The post development system will
I ' discharge into this same 72-inch storm pipe in two locations, within a few hundred feet of
� the existing discharge point. Please see the downstream analysis for more information.
,I
�� � Soils Conditions
I
I ;
i The site surface soils are classified by The United States Departments of Agriculture Soil
'�ISurvey for King County, Washington, to be the Urban Complex (Ur) (See attached Figures
I A5). According to the geotechnical report dated January 26, 2006 by GeoEngineers the
soils on site consist of fill, upper alluvial deposits, and lower alluvial deposits.
II We!/s, Septic Tanks and fuel Tanks
Based upon field reconnaissance it appears that no fuel tanks, wells or septic tanks are
presently located on the property. If at a later date any tanks are discovered on the
property, they will be removed in accordance with all regulatory requirements, local, state
and federal.
Proposed Developmenf
Project proposes to redevelop this site with an approximately 129,342 square foot retail
store and an approximately 26,222 square foot garden center with its associated paving,
utilities, storm drainage and landscaping improvements. This development will result in a
decrease in impervious surfaces on the site and will provide additional stormwater
treatment for the runoff. The table below summarizes the proposed surface areas:
PACLAND Job# 2005127.014.00 Page 5
Full Storm Drainage Analysis Renton, WA
Table 3
Proposed Condifions
Basin Total Area Impervious Area Pervious Area
(Acres) CN = 98 CN = 92
(Acres) (Acres)
North 1.5� 1.50 0.05
South 5.27 5.09 0.18
Roof 2.97 0.00 2.97
In the developed condition, storm runoff will sheet flow over the proposed asphalt paving
to strategically placed catch basins. The runoff from asphalt paving will then be conveyed
though storm drains to a stormwater filter for treatment before disposal. A brief description
of each description is provided below:
• Basin "POST-ROOF" is the roof area of the proposed retail building. Water quality
treatment is not required for runoff from the roof. Runoff from the roof will be
collected and conveyed to combine with the runoff from the North Basin
downstream of the water quality facility and prior to connecting into the existing
� ; 72-inch stormwater pipe.
i ' • Basin "NORTH BASIN" occupies areas to the north and east of the building. The
� runoff from this basin will be conveyed in wet tanks and pass though a stormwater
filter prior to discharging into the existing 72-inch stormwater pipe.
• Basin "SOUTH BASIN" is the rest of the site that occupies areas to the south of the
, building. The runoff from this basin will be conveyed in wet tanks and pass though
� a stormwater filter prior to discharging into the existing 72-inch stormwater pipe.
i
i These basins are highlighted in figure A6 and the runoff calculations are also found in the
drainage analysis section and Appendix B and C.
1 I I � ' • I .
As required by the City of Renton, storm drainage design for this project complies with the
King County Surface Water Design Manual (KC-SWDM). For water quality volume and
flow calculations, the 2001 DOE Manual was used. For this proposed retail project, a full
drainage review is required as the project is expected to cost more than $500,000 and to
replace more than 5,000 SF of on-site impervious area. Hence all five core requirements
and al) five special requirements listed in KC-SWDM will be met. These requirements are
addressed below.
Core Requirement IVo.1: Discharge of the Natura! Location: The drainage produced from
the proposed project site must occur at the natural location.
Response: The property drains from the parking lot drainage pipes to the public drainage
system located in Garden Ave N. The system eventually outfalls into Lake Washington. In
essence, the site's natura) point of discharge is in the 72-inch pipe under Garden Ave N,
which will be maintained during this project.
PACLAND Job# 2005127.014.00 Page 6
Full Storm Drainage Analysis Renton, WA
Core Requirement No.2: Off-site Analysis: All proposed projects must identify the
upstream tributary drainage area and perform a downstream analysis, the level of analysis
required depending on the problem identified or predicted.
Response: As stated in the off-site analysis, there is no significant off-site source of tributary
runoff from the adjoining properties. Based on our site and upstream/downstream
analysis, no evidence of runoff problems (flooding, erosion, conveyance) was
encountered. This project will maintain the site's current runoff characteristics; therefore,
a more involved analysis of the downstream is not necessary.
Core Requiremenf No.3: Proposed project must provide runoff control to limit the
developed condition peak rate of runoff to the existing peak rate for a specific design
storm event based on the proposed project site's existing runoff condition, and install
biofiltration measure.
Response: The King County Surface Water Design Manual allows an increase of 0.50 cfs
beyond current conditions before requiring a controlled release (retention/detention). The
page from the King County Manual discussing this exemption is located in Appendix C.
Because the site was paved prior to May 1979, the entire existing site is considered
impervious, and the proposed peak runoff is less than the existing peak runoff.
Consequently, detention/retention is not required. The project does propose to provide
treatment of runoff from paved surfaces via a stormwater filter.
Core Requirement No.4: Conveyance System: All new conveyance systems for a proposed
project must be analyzed, designed, and constructed for exrsting tributary off-site runoff
and developed on- site runoff from the proposed project.
Response: All new pipe systems are designed to convey the 25-year storm peak flow. See
Appendix D for conveyance calculations.
Core Requirement No.S: Erosion / Sedimentation Control Plan: All engineering p/ans for
the proposed project that propose to construct new, or modify existing drainage facilities,
must include a plan to provide all measures for the control of erosion and sedimentation
during construction and to permanently stabilize soils exposed during construction.
Response: Pursuant to the Environmental Review conditions of approval, erosion and
sediment control requirements as out lined in the 2001 DOE are an integral part of the
project documents. These measures will include methods to reduce erosion of onsite site
soils and to prevent sediments from inadvertently leaving the project site.
Specia/requirement#1: Other Adopted Area-Specific Requirement
Response: Per Environmental Review conditions of approval, the 2001 DOE Manual was
used to design water quality and erosion control facilities.
Special requiremenf#2: floodplain/Floodway Delineation
Response: This project does not contain nor is it adjacent to any stream, lakes or closed
depressions; and is not situated within the 100-year floodplain, hence a floodplain /
floodway delineation is not required.
Specia/requirement#3: Flood Protection Facilities
Response: This project is not (ocated near a Class 1 or 2 stream and does not propose to
modify or construct a flood protection facility.
PACLAND Job# 2005127.014.00 Page 7
Full Storm Drainage Analysis Renton, WA
Specia/requiremenf#4: Source Contro/s
Response: Water quality source contro) will be utilized during the operation of the
completed project in accordance with the 2001 DOE Manual.
Specia!requirement #S: Oil Control
Response: Per the 2001 DOE Manual, this site does not fall under the requirements for oil
control as the site is not subject to an average daity traffic (ADT) count equal or greater
than 100 vehicles per 1000 square feet of gross building area. The expected ADT of the
site is 3815 / 155.564 = 24.5 per 1000 square feet of gross building area.
•
In accordance with the KC-SWDM and to verify the suitability of the onsite site
improvements, a level one analysis was performed. This involves studying the watershed
conveyance path about Ya mile along the upstream and downstream of the site to check for
conditions, such as flooding or excessive erosion, that might indicate that additional
standards are required.
Downsfream Analysis
USGS Maps and the King County GIS System show that runoff from the project eventually
outfalls into Lake Washington, approximately 0.3 miles downstream. The project site
occupies only a fraction of the Lake Washington drainage basin.
Under existing and proposed conditions, the site drains to a 72-inch storm drain under
Garden Ave N. This pipe daylights downstream between Park Ave N and Lake
Washington Blvd N. The stormwater then crosses Lake Washington Blvd N in two 48-inch
culverts and discharges into a right of way ditch. Two 60-inch (approximate) culverts
direct the flow under a driveway leading to the South Park residential development and
into a swale on the other side. Two culverts transport the flow across a driveway and into
John's Creek. John's Creek flows another approximately 1000 feet to Lake Washington.
It is assumed that the system wil) be able to accommodate the flows from this project since
the site is currently paved in it's entirety with no water quality treatment or rate control
structures. In the developed condition there would be a small percentage of pervious
landscape area and stormwater quality facilities.
Upstream Analysis
The project site is essentially isolated from off-site runoff. Runoff from the north is diverted
by the Park Avenue over pass with a small portion of runoff coming from the vegetated
slope on the southern side of the over pass. Runoff from the east is intercepted by the
trackside swale for the railroad. The site does not receive any runoff from the adjacent
parking lot to the south and the topography on-site drains from the east to the west,
therefore, there is no drainage contributing from west of the property.
PACLAND Job�2005127.014.00 Page 8
Full Storm Drainage Analysis Renton, WA
I , �
Hydrologic Modeling Method
Hydrologic analysis of the project area was performed using the computer-modeling
program "StormSHED2G release 7.0.0.9", which uses the Soil Conservation Service (SCS)
methodology. The program effectively models pre-developed and developed runoff
conditions using hydrographs for each basin. Given a specified design storm (precipitation
value) and its associated distribution, the computer model calculates runoff hydrographs in
terms of peak rates and total volume based on the approximated characteristics of the
basin (i.e. area, curve number (CN), time of concentration (Tc), etc.). The StormSHED
software program has been designed to enable the user to route the hydrographs generated
from the basin analysis through a proposed conveyance system and/or detention facility.
The modeled peak flows and volumes were used in the analysis of the proposed drainage
system.
This program was used to calculate water quality volume and conveyance of the 25 year
storm. For this project the following model parameters were inputted into the StormSHED
program to size the proposed stormwater facilities:
Rain Fall Distribution: 24-hour Type lA distribution
Hydrograph Interval: 10 minutes
Peak Factor: 484
Tp Factor: 4
Table 4
'� Precipitadon Values
Storm Event I Rainfall Amount (inches)
6-month, 24hr 1.44
2-yr, 24-hr 2.0
10- r, 24-hr 2.9
25-yr, 24hr 3.5
100-yr, 24-hr 3.9
Peak Runoff Control
As the proposed site will have a peak runoff rate less than the existing site, storm water
detention will not be required, nor provided per the 1990 KC-SWDM.
Water Quality
As stated in special requirement #5, this site does not fall under the requirements for oil
control as the site is not subject to and average daily traffic (ADT) count equal or greater
than 100 vehicles per 1000 square feet of gross building area. The expected ADT of the
site is 3815 / 155.564 = 24.5 per 1000 square feet of gross building area.
Because of the site's proximity to Lake Washington, it could be argued that the proposed
project discharges directly into Lake Washington, and would therefore be would not
PACLAN D )ob # 2005127.014.00 Page 9
Full Storm Drainage Analysis Renton, WA
require enhanced treatment. However, enhanced treatment will be provided via a
stormwater filtration system pursuant to Volume I of the 2001 DOE Manual.
Storm Water filfer Design
Pursuant to the 2001 Department of Ecology Storm Water Management Manual, The 2-
year 24-hour event runoff from paved surfaced will be treated via stormwater filter system.
The Western Washington Hydrology Model (WWHM) was used to identify the flow rate at
which 91 % of the runoff volume will be treated.
The 2001 DOE manual specifies a continuous model shall be used to calculate the water
quality flows. The Western Washington Hydrology Model (WWHM) is a continuous
model. Table 5 illustrates the results of the calculation:
Table 5
Water Quality Flow Rates
Online, Adjusted for 1 S minutes
Basin Water Qualit Flow (cfs)
North � 0.24
South 0.81
Cartridge Calculation
Each stormwater filer can process 7.5 gallons per minute (gpm). The following
table illustrates the number of cartrid es required for each system:
Basin I Flow (cfs) Flow (gpm) # of Cartridges
North 0.24 107.7 15
South 0.81 363.6 49
Complete WWHM reports for both basins, can be found in Appendix D. Details of the
storm water filters and cartridge calculations from Contech can be found in Appendix H.
High Flow By-Pass Design
The stormwater system will be include a control structure designed such that any flows
' above the treatment flow (isted above will bypass the treatment system and be directly
discharged into the existing 72-inch storm drainage pipe. 15-inch diameter gate valves
will be installed on pipes #11 and #26 to allow easier future maintenance of the storm
filtering vault. The gate valves will allow all runoff to bypass the stormfilters while
maintenance is being performed on the stormfilters.
The simple orifice equation from figure 4.4.7A in the King County Manual was used to
calculate the orifice diameter in inches based on Q (flow in cfs), and h (head in feet). The
equation is:
� _ �(Q*36.88)/( h��2����2
PACLAND Job#2005127.014.00 Page 10
Fuli Storm Drainage Analysis Renton, WA
Table 6
Orifice Sizin
Basin Q (cfs) h (feet) D (inches)
North 0.23 1.25 2.75
South 0.81 0.6 6.2
See Figure A3 in the appendix for a detail of the by-pass structure, and Appendix C for
calculations.
Wet Tank Design
The percentage of impervious area the site is 96.5%. Each water quality basin was
considered to have 96.5% impervious area. The following information was input into
Stormshed to calculate water quality volume:
Table 7
Basin Total Area Impervious Pervious Volume from 6-Month Storm
(Acres) Area (Acres) Area (Acres) (Cubic Feet)
South 5.27 5.09 0.18 22,932
North 1.55 1.50 0.05 6,750
The 6-month 24-hour storm will be contained in wet tanks consisting 81 1 linear feet of 78-
inch equivalent size (87" x 63") inverted pipe arch for the South Basin and 308 linear feet
of 72-inch (81" x 59") equivalent size inverted pipe arch for the North Basin.
,An inverted pipe arch shape was chosen for the design of the wet tanks in order to
maintain minimum water surface area with an assumed 6-inch freeboard equivalent to a 6-
foot deep vault that would store the water quality volume required. The south basin
required surface area is 3,822-sqaure feet and the north basin required surface area is ,
1,125-square feet. The required surface area could not be obtained in a round pipe '
without significantly increasing the diameter.
The following table illustrates volume design of the pipe arch wet tanks:
Table 8
Basin Volume Pipe Arch Equivalent Cross Sectional Area With Length Volume '
Required Diameter 6-inches of Freeboard Provided
! South 22,932 cf 78-inch 30 sf 81 1 24,330 cf
j North 6,750 cf 72-inch 26 sf 308 8,008 cf
The following table illustrates the surface area design of the pipe arch wet tanks: '
�
'
PACLAND Job � 200�127.o14.00 Page 11 ;
Full Storm Drainage Analysis Renton, WA
Table 9
Basin Surface Area Pipe Arch Width of Water Surface Length Surface Area
Required Equivalent With 6-inches of Provided
Diameter Freeboard (Plan View)
South 3,822 sf 78-inch 5.25-feet 811 4,258 sf
North 1,125 sf 72-inch 4.92-feet 308 1,514 sf ,
See Appendix C for StomShed water quality volume and surface area calculations. Water
quality facility, stormfilter cartridge, and pipe arch details are also located in Appendix G.
Conveyance
For conveyance design, Uniform Flow Analysis utilizing Manning's equation will be
employed with a Manning's "n" value of 0.014.
Manning's equation - Q= 1•4�xAxRZ�3xS'�2
With: Q = Flow (CFS)
n = Manning's Roughness Coefficient (0.014)
A = Flow Area (SF)
R = Hydraulic Radius = Area /Wetted Perimeter (LF)
S = Slope of the pipe (ft/ft)
All storm pipes will be designed and checked for capacity during the 25-year event and to ��
meet the minimum full flow velocity of 3 fps as required by KC-SWDM.
The North Basin was used for conveyance calculations because it combines runoff from �
the North Basin and Roof. The peak flowrate for the 25-year storm event is 3.6085 cfs. I
The depth of flow in the 15-inch pipe at a minimum slope of 0.5% is 10.6-inches. The full �,
flow velocity of in the 15-inch pipe at a minimum slope of 0.5% is 3.46 fps. See Appendix ;
D for the conveyance calculations.
i
100-Year flood/Overflow Condition
The stormwater system for this project has been designed to address all storm events in
accordance with design criteria described previously. In the event of a storm larger than ,�
the 100-yr 24-hr the system may overflow into the public right-of-way. Based on our
review, we anticipate the overflow of the stormwater drainage system would allow surface ,
water to discharge directly to the public storm system along Garden Ave N. i
� i � � !
All erosion and sediment control measures shall be governed by the requirements of the
2001 DOE Manual and the City of Renton. A temporary erosion and sedimentation '
control plan has been prepared to assist the contractor in complying with these
i PACLAND Job # 2005127.014.00 Page 12
I
Full Storm Drainage,Analysis Renton, WA
requirements. Typical temporary erosion and sedimentation control measures and
procedures are listed below.
Construction Sequence And Procedure
The proposed development will include an erosion/sedimentation control plan designed to
prevent sediment-laden run-off from leaving the site during construction. The erosion
potential of the site is influenced by four major factors: soil characteristics, vegetative
cover, topography, and climate. Erosion/sedimentation control is achieved by a
combination of structural measures, cover measures, and construction practices that are
tailored to fit the specific site.
Prior to the start of any grading activity upon the site, all erosion control measures,
including installation of a stabilized construction entrance, shall be installed in accordance
with the construction documents.
The best construction practice will be employed to properly clear and grade the site and to
schedule construction activities. Before any onsite work is begun, a preconstruction
meeting with the City of Renton must be arranged. The planned construction sequence for
the construction of the site is as follows:
1 . Install temporary stabilized construction entrances/exits.
2. Install perimeter silt fences, interceptor swales, etc.
3. Remove existing utilities within building footprint and sediment pond limits.
Install sediment ponds.
4. Begin pavement demolition.
5. Commence site grading.
6. Disturbed areas of the site where construction activity has ceased for more than 14
days shall be temporarily seeded and watered.
7. Install haul road and concrete wash out area.
8. Install auger cast piles and construct building pad.
9. Construct permanent water quality facilities.
10. Install utilities, underdrains, storm sewers, curbs and gutters.
1 1 . Install inlet/outlet protection at the locations of all grate inlets, curb inlets, and at
the ends of all exposed storm sewer pipes.
12. Prepare site for paving. Finalize pavement subgrade preparation.
13. Remove inlet protection around inlets and manholes no more than 48 hours prior
to pacing stabilized base course.
14. Install base material as required for pavement. Pave site. Do not pave over catch
basins.
15. Complete final grading in non-parking areas and install permanent seeding and
planting.
16. Remove silt fencing only after all paving is complete and exposed surfaces are
stabilized.
17. Remove temporary construction exits only prior to pavement construction in these
areas (these areas are to be paved last).
PACLAND Job# 2005127.014.00 Page 13
Full Storm Drainage Analysis Renton, VVA
Trapping Sediment
Structural control measures will be used to reduce erosion and retain sediment on the
construction site. The control measures will be selected to fit specific site and seasonal
conditions.
The following structural items will be used to control erosion and sedimentation processes:
• Stabilized construction entrance
• Sediment Ponds
• Temporary gravel construction entrance
• Filter fabric fences
• Cover measures
Weekly inspection of the erosion control measures will be required during construction.
Any sediment buildup shall be removed and disposed off site.
Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction
entrance will be installed at a location to enter the site. The entrances are a minimum
requirement and may be supplemented if tracking of mud onto public streets becomes
excessive. In the event that mud is tracked off site, it shall be swept up and disposed off
site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper
may be required.
Because vegetative cover is the most important form of erosion control, construction
practices must adhere to stringent cover requirements. During the period of October 1 st
through April 30`h, all project disturbed soil areas greater than 5,000 square feet, that are left
worked for more than 12-hours, shall be covered by mulch, sodding, or plastic covering.
In any area which has been stripped of vegetation and where no further work is anticipated
for a period 30 days or more, all disturbed areas must be immediately stabilized with
mulching, grass planting or other approved erosion control treatment applicable to the time
of year. Grass seeding alone will be acceptable only during the months of April through
September, inclusive. Seeding may proceed, however, whenever it is in the best interest of
the permitee, but it must be augmented with mulching, netting or other treatment approved
by the City of Renton, outside the specified time period.
Sediment Pond Sizing
Sediment ponds for the North and South Basins were sized per the 2001 DOE Manual.
The North Pond has an approximate volume of 6,563 cubic feet and a bottom of pond
dimension of 75-feet x 11-feet. The South Pond has an approximate volume of 6,048
cubic feet and a bottom of pond dimension of 72-feet x 10-feet. The calculations are
included in Appendix F.
PACLAND Job# 2005127.014.00 Page 14
Full Storm Drainage Analysis Renton, WA
Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater
facilities in accordance with local requirements. Proper maintenance is important for
adequate functioning of the stormwater facilities. The following maintenance program is
recommended for this project:
NO. 5 — CATCH BASINS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is perFortned
General Trash&Debris Trash or debris of more than YZ 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 capaciry of the basin by opening.
more than 10%.
Trash or debris(in the basin)that exceeds+/s 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 i/s 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 i
insects or rodents.
Structure Damage to Corner of frame extends more than'/+inch past Frame is even with curb.
Frame andlor 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'/.inch of the frame from
the top slab.
; Cracks in Basin Cracks wider than Y: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,la inch wide at
at the joint of any inleUoutlet pipe or any the joint of inleUouUet pipe.
evidence of soil partiGes entering catch basin
through cracks.
SettlemenV 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.
PACLAND )ob # 2005127.014.00 Page 15
Full Storm Drainage Analysis Renton, WA
Vegetation growing in inleUoutlet 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'/: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
ftame have less than'/:inch of thread.
Cover Difficult to One maintenance person cannot remove lid after ��er can be removed by one
Remove applying 80 Ibs.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.
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
Metal Grates(If Unsafe Grate Grate with opening wider than�le inch. Grate opening meets design
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. 10 - CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment 8 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 vegeta6on 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 of Pipe repaired or replaced.
pipe by more than 20%.
Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the
design depth. Ditch cleaned/flushed of all 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 na6ve soil beneath Replace rocks to design standards.
Place or Missing(If the rock lining.
Applicable).
NO. 11 - GROUNDS (LANDSCAPING)
PACLAND Job# 200�127.014.00 Page 16
Full Storm Drainage Analysis Renton, WA
Maintenance Defect or Probiem 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)
5afety 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.
NO. 21 - STORMFILTERo (CARTRIDGE TYPE) '
Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to '
Component Correct Problem
Compost Media Plugged Drawdown of water through the media takes Repiace media cartridges.
longer than 1 hour,and/or overflow occurs
frequently.
Short Circuiting Flows do not properly enter filter cartridges. Replace filter cartridges.
Pipes Damaged Any part of the pipes that are crushed,damaged P�Pe repaired and/or replaced.
due to corrosion and/or settlement.
Access Cover Damaged/Not Cover cannot be opened,one person cannot Cover repaired to proper working
Working open the cover,corrosion/deformation of cover. specifications or replaced.
Vault Structure Damage to Wall, Cracks wider than'/:inch and any evidence of soil Vault replaced or repaired to design
Frame,Bottom, particles entering the structure through the specifications.
and/or Top Slab cracks,or maintenance/inspection personnel
determines that the vault is not structuraliy
sound.
Damaged Pipe Joints Cracks wider than%Zinch at the joint of any No cracks more than %inch wide at
inlet/outlet pipe or any evidence of soil particles the joint of the inleVouUet pipe.
entering the vault through the walls.
Baffles Damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to
showing signs of failure as determined by specification.
maintenance/inspection person.
Access Ladder Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired and
functioning properly,missing rungs,cracks,and meets specifications,and is safe to
misaligned. use as determined by inspection
personnel.
PACLAND )ob# 2005127.014.00 Page 17
Full Storm Drainage Analysis Renton, WA
� ! � � . �
There is an exsting 20' drainage easement for the 72-inch drainage pipe that runs near the
West property line. We are proposing to reduce the easement to a 15-foot easement so
that it does not encroach the building footprint. An exhibit of the proposed easement is
included in Appendix E.
PACLAND Job# 2005127.014.00 Page 18
i
Full Storm Drainage Analysis Renton, WA
Appendix
Technical Information Report (TIR) Worksheet
Appendix A Figures
Figure A1 - ALTA/ACSM Land Title Survey of the Property
Figure A2 - Site Plan
Figure A3 - Grading and Drainage Plan
Figure A4 - King County GIS Map
Figure A5 - SCS/USDA Soils Map
Figure A6 - Basin Map
Figure A7 - 2-year, 24-hour Isopluvial
Figure A8 - 10-year, 24-hour Isopluvial
Figure A9 - 24-year, 24-hour Isopluvial
Figure A10 - High Flow Bypass Detail
Appendix B Existing Site Hydralogy Output DatalCalculations
Appendix C Developed Site Hydrology Output DatalCalculations
Appendix D WWHM Water Quality Flow Reports
Appendix E Orifice Sizing
Appendix F Sediment Pond Sizing
Appendix G Pipe Arch Volume, Surface Area Calculations, and Details
Appendix H Water Quality Facility Details, Stormfilter Details, and Cartridge
Calculation
Appendix I Conveyance Calculations
Appendix J Easement Adjustment Exhibit
�r
� `
Full Storm Drainage Analysis Renton, WA �I
King County Department of Development and Environmental Services '
TECHNICAL INFORMATION REPORT TIR WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner Project Name
Jim Manion — Lowe's HIW, Inc. Lowe's of Renton '
Address Location
1530 Faraday Avenue, Suite 125 Township 23N
Carlsbad, CA 92008 Range 5E
Phone �760) 804-5300 Section 8
Project Engineer Mike Neer
Company PACLAND
Address/Phone 425 453-9501
Part 3 TYPE OF PERMIT part 4 OTHER REVIEWS AND PERMITS
APPLICATION
C Subdivison ❑ DFW HPA � Shoreline Management
C Short Subdivision ❑ COE 404 � Rockery
- Grading C DOE Dam Safety � Structural Vaults
R! Commercial C FEMA Floodplain �� Other
Other _
-� COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community Citv of Rentan
Drainage Basin East Lake Washington — Renton
Part 6 SITE CHARACTERISTICS
C River 0 Floodplain
C Stream ❑ Wetlands
- Critical Stream Reach ❑ Seeps/Springs
— Depressions/Swales ❑ High Groundwater Table �
� Lake � Groundwater Recharge ' �'
� Steep Slopes � Other
Full Storm Drainage Analysis Renton, WA
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
Urban 0.8 to 2% Hiqh Unknown
— Additional Sheets Attached
� Part 8 DEVELOPMENT LIMITATIONS
' REFERENCE LIMITATION/SITE CONSTRAINT
� Ch. 4 — Downstream Analvsis None due to not exceedinQ existing peak
❑
❑
❑
❑
C i
� Additional Sheets Attached �
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
, ''� Sedimentation Facilities � Stabilize Exposed Surface
i � Stabilized Construction Entrance � Remove and Restore Temporary ESC
� Perimeter Runoff Control Facilities
�E C� Clean and Remove All Silt and Debris
� Clearing and Grading
Restrictions C� Ensure Operation of Permanent Facilities
�`�' Cover Practices � Flag Limits of SAO and open space
L�l Construction Sequence preservation areas
0 Other ❑ Other
Full Storm Drainage Analysis Renton, WA
Part 10 SURFACE WATER SYSTEM
❑ Grass Lined � Tank �� Infiltration Method of Analysis
Channel ] Vault C Depression SCS/Duration
L� Pipe System � Energy ❑ Flow Dispersal Compensation/Mitigati
_ Open Channel Dissipater � Waiver on of Eliminated Site
Storage
� Dry Pond C' Wetland ] Regional
� ❑ Wet Pond C Stream Detention none
Brief Description of System Operation Pipe convevance to treatment faciltv before
disposal to public storm sewer.
Facility Related Site Limitations
� Reference Facility Limitation
' Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
� Cast in Place Vault �' Drainage Easement
_ Retaining Wall � Access Easement
� Rockery > 4' High C Native Growth Protection Easement ',
� Structural on Steep Slope ❑ Tract
' � Other � Other Utilitv Easements
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision have visited the site. Actual site conditions
as observed were incorporated into this worksheet and the attachments. To the best
of my knowledge the information provided here is accurate.
� �/- �-O�
i ne /Date �'
Full Storm Drainage Analysis Renton, WA
. � � . � ,
Figure A1 - ALTA/ACSM Land Title Survey of the Property
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Full Storm Drainage Analysis Renton, WA
Figure A2 — Site Plan
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. I �3���2� s S'CE�rA K 4L�C % GARDEN AVENUE N._ �.� u � FUL .+CC-Sa -TE �h-G E�i':i1NC � - � U�IITS�-� ��NOSCA=E— CURB (�F) . ���_ ACCESS J �
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_ .. R@J-ACE (TY7j - - - t. . _ " 0 3
_ �icE SURVEY � DEN-4'r=Nlk i�') 1 � ; �T�� _ __�� _ _ __ _ BY OTHERS _ -- - ..._. I
I � ,. ,. __ _ n'
. _ _. ; _ ___ � �, i
' SITE KEY - - _ . _ ___.
LEGEND !
�.� �" 'MDE FIRE LANE STRIPING�AINT�D TRAF=IC R�D �r1T-: "NO PARKI�� FIR: LF��E',/� � 8' N71DE PED_STRIA� �ROSSWALK. EDGE LWES PAINTED SWSL/'?" w1TH I\SI;E
CALL 4S I'�.�iURS �P.INTEC IYiTH 4' HIGH VMIT=LET�R�NG AT 25' o.c. � STnIP:NG PAI�TEp SNSL/4' AT 2'-0� o.c. PERP�NDICULA; T� =DG= LtiEi ��
3=-'��= vCU �'�'� C AREA STRIPED AT SINGLE W-111E(c"; �WE�RT 45�2'-G' o.c. OO 1fi" CONCRETE CURB AND �UTTER �YPICAL � O STJ� G'_TY PA.�AIE�T I� C��CR_TE CURB k GUTTER ���'�•�
-����-LL4-:�J`J`J ��, C 33 � �Z� ':-8.0 �a.�
O P�DESTRIAk CROSSW'ALK N1TH STAMPED ASPHA:T. � CONCRETE SIDEWALK 3 � 2 HEAVY DU�Y PAVEMENT _______
c-a.a c-e.o �-� �-5` �ASE�I�NT
� PEDESTRIAN CRCSS.NG SIGN 'N11A-2 AND W11A-2P TIPICAL A"PEQESTRiAN V_85 O UETAL 1RAFFIC �ATE C 8.5 � ,�r�CRETE PAVEIAENT ��
CROSSWA�KS A�NOTED OV PLANS. Z C-B.a C-e� O NUMBER OF PARKWG STAI!5 PER ROW
\� OO PAINTED D;RECTIONAL ARROW iYPiCAL -SEE DETAiL SHEET C_d3
O E X I T P O R C H. SE E A R C H I T E C T U R A I P_A N S F O R E X A C T S I Z E, L O C A T I O N F OR S i 0 0 P S, PAV:M E N'P E R
R LIGHT POLE BA.S_ (TYP` REFER TO SiT� LI;H�ING �LAN. SEE SNEET � ARCH. PLANS —"—"— CHAIN LMK FENCE �
STAInS AND/OR RAM�S THAT AIAY BE REQUIRED. RAA�IP PAV�IAEN i FLUSH WITN THE � C-4.G AND DETAI� SH:E"C-9.0 C-6.2 �
, i,,.��� TOP OF STO�. 3
� 2 � TREc GRATES. SEE LANQSCAPE PLAN FOR EXACT SIZE AND LOCAP.ON LIMI?5 OF�ISTURBANCE � CART CORRAL C-e.�
�F 6�4 PIPE BOL�ARD TYP. S�E ARCH. PLANS C-fl0 �rLRNI$HEu ANO INS"ALLE�BY LOWE'S)
'STOP' 51�� 12" STOP BAR TYP; �� R="41M\� 7V4L_
; GRAPH[C SCALE ,� AT G4ADE DELIVERY DOOR LOCATION. SEE ARCHITECTURAL PLANS FOR EXAC?SIZE O t c-a2 C-fl� � 3GL!AP,D ,-�
�w AND LOCADON FOR COORDINA�ION Wlhi CIVI�P�ANS. O PUBLIC SI�EWALK P�DE�'F2�AN RAAIP e�
e0 � CDNCR��E COMPACTOR PAD. REFER TO ARChITECTURAL PLAK ��JR EXACT LOCATION /� pqINTD YE_LCW 'LOADING ZONE� OR 'LOAOING ON_Y' �tOQ'C.C., 24'
5 pELSp
f u eee^i AND LCPE. v HIGH A�AX. i� � a��oe rasy`"E,'p
i :��n = ao rc. O C�4�R;TE iRANSFORMER PAO. CONT2i ACTOR TO COORDINATE IMTH LOCAL POWER � SINGLE YELL�IN SKIP LINE 4' �AIKTED STRIPIhG � �' �� ,g`` ' ,4`�,,
C�AIPANY FOR DETAILS. J ��� ; ' ,
�X SIN„LE WH�TE SOLIp UNE 4'PAIN�ED STRIPING ,� ( '
y , � �
ACC�SSIBLc PARKINC SPACE 'YPICAL SEE DETNL SHEET FOR ACCESS!BLE PARKING � ' ����% �
3 Y 1M-IEEL STOPS '°°�"
', SEE SHEET C-1.1 y SPACE SIZE, �I(Yr ANO SYAIBOL{'VAN'-INDICATES VAN ACCES513LE SPACE) �� � �-B.o '�b p+crstse�°+� I
1�5��}I�EPt T �4�4�'9Jro1 �i OY�L�'`
�R GENERAL SI� ' OO CARi�ORRAL, TWICAL, PROVIDEG BY LOWE'S � �J O A10VEABLE SEA.SO\P.L CARTS. SEE ARCHITECTURAL P�a1JS ���p F (425)453-8206
c-ai
PLAN NOTES I! �O CONCRETE"URB ' AA SiCEWALK TaCTLE w'aRNiNG GROOVES SEE ARCr:i�ECT,1R,aL p_ap�; Be�ue,washtgmng8004 www,p,�d,,,o,mn, cm,aae;�i ;
� c-e.o
�
ci�Y o� RENTCN � �"F� NOTE� �'w.::,.�, � � �,TY ��= LOWE'S OF RENTON � e,z9 6
. y Approvetl by._________ 11/C3/06 y �� �`� 0� . '�"m`
______ Date P�ft41T RESUBNITTAL usu
� I A I�ev�'s�ez s�e�nrrw 8 29 06 °""�,s _' ^ GARDEN AVENUE NORTH
I pprove0 by.___________--___ oate________ �� � RENTON,WASHINGTON /`1 �.
A rovetl b �'�G�IISiRUCACN�ER41T SJBYITTt1 8 14 06 �°T��, �� LOWE,�/•
�
PP Y-------- — Date________ u5N �m�,a, , Flannirg/B��id�rg/Fub���c Wores DeDL i r.-�.Q
' N0. RE'ASICN BY DATE APPR "`F"�"a'
' Avv�o�ea DY-------------- Date------- u5H ; SITE PLAN �a.: � � ao
j�,' 06C i O7
�I I �' 'I
� i � / NOTES GENERAL NOTES� ;
- AL� Iµ�RH Ati� UATERIALS SHALL COlAPLY'M?H A,LL CITY,'G�UN'Y
j' ' " � R_GULATIGNS ANO CODES AND O.S.H.A. STANDARDS. 1 NC 6'IN;MU�A BU'L�ING SETB.4CK P,ECURE6"EtiiS (5' AIAX. ALONG�RONT AND
(j i SDE ALONG STREE"S=�A;;K RECUIR=AIENT WN'JED 3Y CITY PLANNING
. ; 2. iHE D=51CN SHOWN IS BAS_D UP�� THE ENGINE�R'S UNDERSiANDING OF TtiE DEPARTMEN' - NO VAR�ANCE REOUIRED).
� EXISTiNG CON�ITIONS. THIS PLAN DO�S NOi RE?RESENT A DETAiLEC FlEID
— � a � � ' ' -_ - SURVEY. THE cXISTiNG�OND'TONS SHOVM ON TH!S PLAN $HEET ARE BASED 2. SITE IS LOCATED OUiSIDE 500 �AR FL�OD PLAIN.
UPON SURVEY PREPARED BY P.4CE, INC., DATEO FEBRUARY 9, 20G6, iHE
''� � CONTRACTGR IS RESPGNSIBL=FOR VERFYING RELD COhCITI0ti5 PRIGR TO 3. 'f2UCK MCVElAENTS SHOWN HAVE BE�N GENERATED USIN� A WH-67
� . i`' �� � � BIDDING TH� PRO�OSED SiiE WORK IAIPROVEMENTS. IF CCNFL�C'S AnE AASHTO STANDARD TEMPLATE ik AUTOP�RN 4�OFTWARE.
�j _ 4'y�.; ' �ASEME�vF " DIS�OVERED, TH� CONTRA�TOR SHALL NDTIFY T�IE OWNER PRIC�R iG
� � �OMITS " INSTALLATION OF ANY PORTION OF THE SITE WORK 'NF�ICH WOUL B�
, ��', „ - � � - � �� rEDGE 0= B:VSF AFicCT=p. IF CONTRACTOR DOES NOT ACCEPT EXIST�NG SURVE', INCLUDING
� - �' / R'GHT OF WAY TOPOGRAPHY AS SHOVNJ ON THE P�ANS, WITHOUT EXCEPTION, HE SHA1
� �iAVE MAJE. AT HIS O4hN EXPENSE, A TOPOGRAPHIC SURVEY BY A
z Q - \ -1 ' , MA'CH TO EX,.EDG= 0� � � REGIS�REO LAND SURVEYOft AND SU9MIT IT T� hiE 0'NNER FOR R=`nEw. S/TEDATA '
; Z - " ` CONCRETE (T''P� �; , � �� = � � — � � �� 3. CAUTION - NOTICE �C CONT�AC"OR
o W I = P-IE CONTRACTOR IS SPEGFlCALLY CAUPONED iHAT THE LOCA.TIGN .4ND/OR p8�y�g/��/g,•
� � � ! _ =XISTING COVCrET= ELEVATION OF EXISP.NG UTILITIES AS SHOWN ON THESE PLANS IS BAS�C ON A T� g�g Lowe'sPerkdvgRaqte�red I
� ; RECORDS OF TNE V.4RIOU� U�LIPES, ANC WHERE °OSSIB'_E, NE?SUREMEN?S �p�,�p� g�g S�MaN 566
� ' PFOPQSEC HEAVY DUTY PAVEMEN" 2 TAKEN IN THE FIEL?. 'HE INFCRMA'lON IS NQ'TC BE RELIm ON AS BEING �8��. .4ciae�ss/h/e 12
�-0.4 ERACi OR COAIP�ETE. THE CONTRACTOR MUST CALL THE AP�RO�RIAT= Tols/
Cn -, .. � . . - � - . Se/es F,bar >OZBB9 S F. O�'�i9 RB9+�ared 578
W U�UTY CDM�ANY A'LEAST 48 HOU�S BEFORE ANY EXCAVAFON TO OficgArea 3,911 S.F. �"��'Q1P°��0i� '
� ' , ' � " RESPCNSIBII?YTO��iHELCONTKAC ORU OIREL�CATE 4LL EXIS NG UTILITIES l/�/�'� 183,29331 S.F. L� equdrsd
Q _, . ,�,. RAI�OAD . l�es6�u/es:
_ � ,_ ,, AND EXISTING IAIPROVEM=NTS WHiCH CONFLICi N1TFi THE PRCPOS�D �8.?BS.F. Ataae�ssJWe �
J ';: _' . ., CR65SING SIGN _ R
-,•- , ;- �. _ , . : _ ____ _ _ ._.. __ �AIPROVEA+ENiS ON iHE�LANS MA/NBU/LD/NGTOTAL 1 , S.F. Tols/ 515
/ -
'• CON'RACTOR 7D r'�E6!0� �.. +,� t C��M1TRACTOR SHALL REFEP, TO ARCdTECTURAL PLANS FOR EXA^T_OCAP�N �� ��P�R�
. G f+a.c,.wCqosrJ
;.; ..
EX'.STINC PkVE�VEM�11nRKINGS��. .n.�� ` Ce�le� H"°do'"wr�I�qs.F
< AVG DI�tENSI0N5 0- dESTIBUi E, SUJPED PAVING ExIT POR,^,HES,�S�DE'NALKS, ���,
� r � Shede SbrncYrnas S,B10 S.F.
RAUP�dc TRUCK DOCKS, PR�CISE BUI_�ING JIIAENSONS AN�EXACT BUILDING I ���Aree 9,Ot31S.F. � gq7
,. ` . _ _ = —�=:_� _ U'I_ITY ENT ANCE OCATIONS. pp��N� 11,3BOS.F. ,�
'`' R L
_ ;-j " � � �. DIA�ENSIDNS SHOWN �EF`n TO FA�E 0' CURB, FACE 0=BULDMG GR TO 'FiE � GardenCe�rTats/ Z6,22'1S.F. .4oaessMAs 10
if2LCK EY,IT SIG\ � CENTERLIIvE 0= PAVEMENT STRIPING, UNLESS OTH=RW'SE NOTED. ! To�lPeiArbxJProvkled �f�
e� \ RIGH' TLP.N CN_Y �'=��af'j"10"''Y�°� �
� 9�4;,� , � UNTO HCUSQR 'NAY SiGi t_ ALL PAVED PARK�NG LOT AREAS WITHIN T!1E iJMIiS OF IIAPRJ�MENTS SHA'�L �rw>mc+ooeus,ys.F j
� ` I B_ STANpAR� DUTY PAVE�1EhT„NLE55 OTHERW15E N�TED.
0.�tR`�� ''�.� \ �I CON�AC'Oft SNALL PROVIDE A TEMP�RARY iRAFF:C CONTROL PLAN FpR THE
� ` `'�. - � CI'Y :N�INEER'S APPROVAL �RIOR TO ANY WORK N1TrIiN TH= CI1Y
�!r r \ � RIGriT OF-WAY.
�� � �' ��-��, D 6 ='RE '_ANE STRIPING AROUND BUIL�ING PERIMETER AND A.LONG=1RE TRUCK
�
• � �►�' � '� �' � A�CESS WAYS SHALL 9E'NSTPJIED AS PART 0= TH'S CONTRACT, IN 4'± NADENING BY CiTY OF
��CORCANCE WITH THE LOCAI�OD= AND FIRE MARS�ALL RECUInEMENTS. R=N?ON AS PART OF
HOUSER WAY ACCESS DETAIL 9 REFER TO BOUNDARY SURVEY=0R ;EGAI DESCRIPTIDN, DIMENSIONS OF SEFtiRATE PROJECT\
SCA_E: t"=2�' � PROPEn'Y LINES, BASIS OF BEARINGS dc 3ENCHAIARK INFORMATION. �SEE
SHEET rg_�) 5' SIDEWALK
TO BE INSTALLEp 1
1J. SEE SHE�T C-1.1 FCR SITE DIAIENS�ONS. B" �GNiRACTO
'� , 11, A__ ON-SITE PAINTtD STRI?ING SHALL BE D�UB_E CGAiED. EPARATE COATS PRCPO�ED ���34� EXIST. CONCRETE
' �--------------------- �13EJ.ACC_SI3121t� ---------------------------------------- r � ��I \U+210c
_�-� �-YP/ SFALL BE A?PUEC NO SOON�? T�AN 4 HOU35 Ar4RT. {�ONTP,ACTCR TD �4R�INC LOT LANCS�APE r RCA�W'A"
'; � P,EF�R TO?RO�CT SP�GFlCATIONS FOR ADDIT10'JAL PAY�NG MARK!NG
---------------- ------------ ---- - - �+r na R�QUIRENENTS.)
�� � --- y - - . _�.,�, __-I
, ' ,,,, „ � 1�. PARKING LOT STRIPING SrALL BE Y�LLOW, 4" W1CTH, & DOUBLE COA1=D, __----- I
'�, 5 0„ i' -- � , � i � � UNLE55 OTHERWISE NCTED. LIGHT POLE BASES TO BE °AINiED iitAFFIC V EXIST. FACE
� � - - :;FNrs .. ' W`�- " j � YELLOW(COUB�E �OAT; ��F ^URB
�} $� � 13. ALL DISTJRBcD AREAS ARE TO R=CEII�E FOUR 'NCHES OF iCFSOIL, SEEC,
y � � � � � � ��� � � I s""'� ��1 IAU�CH AND WATER J�TIL A HEALTHY STAND GF GRA.SS iS ESTABUSHED.
.I �a,� � ■ a'"'a��,� I r - �" ;ql
'� �LawEs �
r \' ' i � I I I ' ' s' �� �� ISLANDS WIT�. CURB AtiD GUTTER S�A�L BE '_P.NDSCAPED. THOSE
F ;" _ �' IS�1ND5 ARE TO HA'JE 18'C�RB AND C.iTTER. ALL R��AINING IS�ANDS A?E
��-a 10 K DEEP MODIFIED �� - i "l i =+�� ro eE sr�iP�a ns sH�vrr.
A � `,�, � �� - ���� i��- ��� � ii , ' '�
y� 15. ERISTING STRUCTuRES'MTHIN CONSTRU�TION LIAIIiS ARE TO BE A„ANDONED, SECTION A I
; s ` '�____- - R�IAOVE6 OR R=LOCP.TED .45 VECE�SARY. ALL COS`S�IALL 9E INCLuDED IN
i `� � � �, --- I i � I BASE Bl,ri. i:: ,�r
; � i ' SCA_ .iRIZ. "' _ '0' �
! � �� ' � � ' � � 1S. CCNTnACTOR SHALL BE RES?ONSIBLc FOR A_L R:LOCATIONS, NCLJ�ING BUT VERT. 1"-2' '
; ti �' � =—i ` -- I f.4N 1RIPIN�" i c �
� � � � �� ,, - I NOT LIMITEG T0, ALL'JTILITE_, STOR41 DRAINAGE, SIGNS, TRAFFIC SIGRA�S&
i � � _ ' '} POLES, ETC. A,S RE�UIRED. ALL WORK SHALL?E IN ACCDnDAN�E W1T�1
,.� �Y � � '_ � I!—'�`�`4'" a�A �' (� �- � � _ GO'+ERNING AUTHpRITIES SP�CIFlCATV�NS ANC S°4LL BE hPPRCVED �Y SUCH.
-� , ' _ `r_ � � � ' ALL COST SHALL BE ItiCLUDED IN BASE 81D.
I, �
a � � i �
�, � --------------i"°-----------� ,. �- � - - - �- -
"�r - - �� �* 1?. PYLON SIGNS SHAL�B= C�vSTRUCTED BY 0?HERS. THE COKTRACTOR SI-.4LL
���K ° INSTAL�ONDUIT AND ELECTRICAL �IRC�IT BETWEEN THE P"LO'J SIGN�S) AND
- LANES SSALL BE IDENTIFI=i, 9Y A�GUR INC'r: (4 j WID�U`E AND CURB PAIf�$�BRIGdi 3ED. "^_ �E LIGHiIN�PAN�L.
i$ BLOCK 'ETTE�S SHA:� �TATF, "FIR_ LANE - NO PARKIVG". BE �IGHTEEN INCI-_S �8"1 -1GH, t$. THE SiTEWORK CONTRACTOR S4ALL CONN�CT ALL LIGHiS WIiHIM1 PIE RE7AIL ' ��C�Ew sH'ti`E'a,�
PAINTED VJNITE, LCCP.-EC NCi L=SS THA\ Oti'= f00T(i') fR0�1 THE CUR9 F4CE, AT =IF"" -��T SipRE'S JEM',SED AR=A TO TH= SE"URITY CIRCUIT AS SHONM ON THc w �, ,���' • ''�'ly,
Ig {50')WT�RVA!S. EIECT�ICA�PLAN. V � �; � f,'"' ` , , 1 _ I
� '�. �URB RADII ADJACENT T�P.4RKING STALLS S'�ALL 8=2' AL �T1-E; CUP,B �'G�.�'.�'i'� � '• � �
FIRE LANE STRIPING '�'
EADI �HA_L 9E 10', UN��S �TI-E?'V+'�E Nr�G. `90,R�'c;stene°�c�`
SCALE: 1"=,00� 2 11235 SE 6th Street T(475)453-9501 �93iONAL�'`
SWhe 220 F (42,7 453-8206
� BeAeMue,WastlhgOor148004 Www.P�ti.wo.[an oae�enr
�
k � �ENT�
;� ��TY o� ��NTON "�`� �"�S ��T_o ��-�9•�°°. � ,� � � F LOWE'S OF RENTON lu�c8/29/06
o A�0'oved or.— —_---- -_ °�re--- - , ca,srnue�au ee�r�cmu�nn� ei 9 os, � �— '�i �n-�"n P����� e�d� � �k �e�i GRENTOSITE PLAN GTON LOWE�S I�C�1.�
d _ PERMIT R-SU811!TTAL 1, }Q6i M5N
` � \ �s.a., 8 6.- O ;
U J NJS
� No. R_visio�� _� -a �PPR �S" �% 9/ �br� w�. NOTES AND DETAILS '
_ .�o: �.�.a.
� 400�cveG �v_________________ :'et=________ ' - . usn - a
,U - 0 � � 10 ?
Full Storm Drainage Analysis Renton, WA
Figure A3 — Grading and Drainage Plan
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�i � , . _ _ _ STRUC"URE _ _ :. __ . COCRDF��IvTAr�E Ilk'ROVEMEN��__.
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Q TYPE I C3-96' 32.2� 21.�5 21� ITY�E II CB-9'o' 3t.55 ,•c S ,T, C' o ,; 13i O.00G 0 15" 1C C.00C '� c-e.o c-s.t c-s.•
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FOR GENERAL GRADING � '�E!i �e-s6' 3c.�s z�ss tc.c-.c.i �J -ACE oF wn��
� TYPE u C?-9E' 3C.75 21.55 � 1'mE II CB 30.70 15;E;���c���J C, �a�Ea 5,.s� ��3 0.006 � 15" 3E C.000 S'ORM CRA:N PIPE �- WATER QUALITY Wp: I
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PLAN NOTES � .��a;,�,� .���.6� BY P0.SS�,.35 � �0 3,.4o T=14.;� �o ,�� „ 0.005 � ,5� zE �,005 ��. . ,� `-J �
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IN-26.52 12 15" 8 0.005 � lo"RD 79 3.G0�
r N� 31.00 � iYPE II C5 •31.90 Z3.86 ; �d� ' � '
� T= <' 13 la' 8 0.005 1�"R 53 �.�0� � y'? pi��sy�Fa.p' I
� DATUM �3 TY=E 'I C8 31.30 2410 � �R. SC�MiH EX. 2E.83 EX 15' 23.?4 ', 14 15" 41 O.G53 v4 1""RD 44 �.CCS � `: ``���`y` j i
� '4 TY=E II CB =3G.70 23.84 NOTE: ALL T`�PE II CATCH E451NS �HA1 8E 15 15" 58 0.005 N 1�"Ru 42 ; C.00� y _ � �' � , �1,� � � � I
FOf?IZ.�N-4L DATJM: NAD B3/.,' BA�EC CN GFS � 237< iN' q8"¢UNLES� OTHERMISE NOT���. n � n" � � . ,
r o "5 �R. SDMH ..3D.1C ( l 16 15" 19 0.�0. 3( 1„ RD 43 � Ca Ls:, - � � , j
MEASUKE�AEN'S FROM CITY GF RENTON M04UUE\TS p3'3o � . SOLID LID 9°�1
117 1�" 100 0.005 '3� 10' RC 35 ' .7.CG� Ao."ftts*ea6O��
{L 1/4 CORNER fi-2?-51 &RENT1847. 16 TYFE' �B 31.75 28.25 .. RP.ISE EX. RI.0 11235 SE 61h Street T(42�453-9501 `s+oxA��'��
I�g 15" 100 e.0�25 '38 t��' RD 68 ; .,.��65 ��Z?A F(42�4�
& BASIS DF BEP.RINC = � 89'28'22" E ON MONUMEN?ED 119 15" 1G0 C.0025 g� yyy�y�ggppq �,.p�� ��e�V
� SOUiH LINE OF NW t/4 SECTIOM1' B-23-�, 20 15" 1G8 0.�05
� �R¶��_ �A�,u: vAw �a�ER ��n o.REtiTo� c�rY oF �ENTON � �"A: ha-�o ��.:w�,��, .� ,� ��i�Y �r LOWE'S OF RENTON �8/29/06 ��
conr�G�Poir�r ao. R�Nn935; cr+isE�E�sou.�,R= rn Approved b�c_________________ Date________ PERYIT RESJBYITT0.L „ 03 0� 'A5N ,,,, i-� GARDEN AVENUE NORTH ""'°°`
RENT�N
CDnCRE-E 3as� oF �RaFFiC SicNn_ AT voRT!-iwEST A LOWE'S 9�S SUBMCTn� a z��s °'""N�s , RENTON,WASHINGTON a � /�
PProvetl by ____ __-__ Dete__-____ I DHTUM �O�C�C ��.1,' .,... �.
� C�RNER OF INTERS�CTION CiF LAKE WASHIN�TON BLl?J. N. _ _ CONSiRJCrON PE?�i SU9NIRA1 B/�t/06 N�N i� il =�r���q/B��id�og/Fc���c 'no-Ks Cept n I
FNC PA.P,K A'JE N ^E'r'ATIOV = 30.431 I Aporwe❑ by _ Dcte________ ! v �il
RA ING AND DRAINAGE G J
r�o. pe.�sicn a�r oarE , r.PPR . I PLAN
F�FJfO:�?� �.: �C�� � . V�h �r.11 4�
-li� �� � � II
RENTON SURFACE WATER DRAINAGE
NOTES AND SPECIFICATIONS GRADING NOTES STORM DRAINAGE NOTES
� T-E D=SIGN SHOwN IS BASED UPON 'HE �N�INEER'S UND=RS-AVD!NG OF �iE EXISTAG 1. EXIS�N� CRANAGE STRUCTJnES TO BE !tSPECTEG AND R_PP.IRED AS NEEQED, AND
N '. EE=�P,E ANY CGMSTP.U�T10N �R G=b'ELOPU�NT A�'11-Y OCCURS, A PR=- 16. ISSUANCE Q ?H_ BUf�CING OR CONS7RUCTICN PERMI?S ?Y'HE CI'Y pF RENTON �GNDITIGNS. T-I_ PLA�� DOES NOT R�PRESEN-A �ETAILED FIEL� SUR'J�Y. THE EKISIN� FIPES TO 3E �LEANED OU" TG REMOVE ALL SILT AN� DEBRIS.
� �ONSTRUCTIDN MEETING IAUST BE HELD N1t�l THE Ci;Y OF RENTDN PLAN REU�EY�R. DOES N�T RELEVE THE OWNER DF iHE �DhTINUING LEGAL 06UGATION AND/OR EXISTINC COND':TIONS SHOWN ON THIS P�AN SH=ET ARE BASEG UPON THE �URVEY
ILIA3IUTY CONNECTED 1MTH STORM SURFACE �N'A�R DISPOSITIOk. FURTHER, THE PREPARED BY PACE, iNC., DATED FEBRUARY 9, 20C�6. ?HE CCNTRA�TOR IS 2. IF ANY EXISTING STRUCTURES TO RElAAIN ARE DAAIAGED JURMG CONSTRUCTION iT
2. ALL CONSTRUCT'ON SHALL BE IN ACCORDANCE WiTH THE 1996 S-ANDARD CITY DF RENTON DOES NCT ACCEPi ANY OBLI�ATION FGR iHE°ROPER FUNCT1IXdINC RESPONSIBLE FCR VERIFYING FIELD COND�T'GNS PRIOR "0 61DDING THE ?ROPOSED SHALL BE iHE CGN'RACTORS RESPDN5191LITY ?0 REPAIR ANG/OR REPLACE THE
I SPECI�ICATIONS FOR ROAC, 3RIDGE ANO MUNIC'PAL�ON�TRUCTICN PR�PARED BY AND AIAINTENANCE OF TNE SYS7EM PROVI�E� DURING CONSTRUC�ION. SITEWORK 1�1PROVEAIEN'S. F CDNRICT� .4R� DISCCVERED, TH� CONTKACTOR SHALL EXISPNG STRUCTURE AS NECESSARY TO R;.TURN IT TO EXISTING CON�ITIONS CR
WSDOT AND iHE AMERICAN PUBLIC WORKS ASS�C 4TICN i.4PWA), P.5 AMENDED BY TH� NOT�FY ?HE OMMER PR'�OR TO INSTALLATION CF ANY PORTION 0� iHE SITEWORK YMICH BETTER.
i RENTON PUBLIC WORKS DEPARTMENT. 17. T-1E CONTP,kCTOR SHALL 9E RESPONSIBLE FGR PROVID!NC ADEGUATE SAFEGUARO, WpULD 3E AFFECTEC. iF CONTRACTOR DOES NOT ACCEPT=X1STING SUR'J�Y, INCLUDING
SAFETY DENCES, PROTECPVE EOUIPMENT, f�AGGERS, AND ANY 0'HER NEEDED TOPD�RAPHY AS SHO'YMl ON ?HE PLANS, 'h1THOJT EXCEPTION, HE SHALL HAVE IAADE, 3, STOR�1 3RAINA;E PIP� 'M iH LESS THAN 2'-0" COVER SHALL 9E CLASS IV REiNFORC�D
3. iHE SURFACE 'NA�R DRAINAGE SYSTEM SHAL�9E CCNSTRUCTE� ACCORDING TO THE ACnONS TO PBGIEC? THE UFE, HEALTH, AND SAFETY 0� ?HE?UB'JC, AND TO AT HIS OWN EXPENSE, A iOPOCRAPHIC SURVEY B"A nEGISTERED LAND SURUEYOR CONCRE'E ?IP=, OR APPROVED E6UAL TO SUSTAIN H-20 L04DING.
I APPRQVED �LANS, WHICN ARE ON FILE IN THE oU9iJC V+ORKS D=PAR ilAENT. ANY P40'EC'FROPERI'IN CONN;.CTION YATH TH_ PERFORMANCE 0� WORK CGVEREC GY AND SUBMIT I i TO T�I� OWNER FOR REVIEW.
� Z DEVIATION FROM 'H: APPROVED PLANS 'MLL RECUIRE W�ITTEN APPROVAL FROM THE �FIE CCN?RA�T. ANY WORK MAT�11N THE TRA4ELED RIGHT 0= WAY THAT IAAY 4. ALL QNSITE STpRM DRAINAGE PIPE SHALL 9E SId00TH WALLED INTRIDR,
z O CITY �F 3ENTCkJ PUBL'C WOR�(S GEPARTMENT, SURFACE WATER UhJTY SECTION. INTcRRUP'NORAIAL TRAF=IC FLOW SHAL. REQUIRE A 'RAFF:C�ONTROL PLAN Z, CAUT!ON - NOiICE T� ^DNTRACTOR IAANUFACTURER'S VERIFICAiION OF IAAtiNiNG'S ROUGHNESS i3OEFFlCIENT N=0.012 CR
� � AP?RO'JE BY hiE °UBL:C WORKS DEPARTMENT, iR.ANSPORTATION SYSTEU$ DIVISIO\. " ,
u' Z 4. P, COPY OF TFiESE AP�RDVED PLANS IAUST?E ON TFIE JOB 51iE MMENEVER ALL SE�TIONS OF THE WSDCT STANDA3D SPEC':F'CA?IONS ?-�7-23 TRAFFIC �ON�FtQ_ �E �ONTRACTOR IS SPECIFI�ALLY CAUTIONEG A- iIIE LOCATIpN AND/CR ELEVATION LESS.
� W CONSTRUCTION IS IN PROGRESS. SHALL APPLY. QF EXISTING U?IUTIES tiS SHOYrN ON THESE P'`ANS IS 9ASED ON RECORD�OF THE s. PRECASi STRUCTUR�S MAY BE USED AT CONT�ACTGR'S O�T10N. �
� � vARIGUS U11UiY O�M?ANIES AND, WdERE POSSIBLE, MEASUR=IAE�TS TAKEN IN iHE �
� 5. DANN SHALL 9E NAVD 88 UNLESS OTHERW1SE kPP�OVE7 BY THE CITY OF RENTON 18. SPECIAL ORAN.4G�N=ASURES WILL BE REQUIREQ 'F THE PR�JECT�OCATION IS FlELD. liE INFOP.IAATIGN IS NOT BE REUcD ON AS BENG EXAC'OR CCIAPLETE. THE 6. AL'_CAiCF BAS11S AN� AREA DRAINS ARE TG 6E SI`UATED SUC? T4AT THE OUTSIDE i
� ?U9lIC WORKS DEPAR?FdENT. REFERENCE BEN�HAIA.RK AND ELEVAPONS AR� NOTED V�THIN Tri�AOJIFEn PRCTECTION AREA (APA}. CONTRACTOR {/UST CALL THE APP"nOPRIA-E UTILIT�COMF.4NY P.T L�AST 48 40URS EDGE OF GRATE =RAFAE IS Ai 'OE OF CURB OR FLOWLINE rJF�UTTER (WHER�
BEfORE 4NY EXCAVATION TO REQUEST EXACT RELD LOCA?lON OF Ui1LIilES. IT SHALL �
� ON 'HE PLANS. APPLICABLE). �
W 19. BE=DRE ANY CONSTRUCT�ON OR DEV=LOPMENT ACTINiY DCCURS, A PRE- BE THE R�5'CNSIBILITY OF 'HE CONTRACT�R TO RELOCAT� ALL EXIS'ING UTILITIES i
� ' 6. ALL SEDIMENiA'lON/EROSIDN FACILITIES MI:ST BE W OPERATID� PRIOR TG CLEARING CGNSIRLC?lON MEEPNG MUST 8E HE_D W!TH THE �1-Y OF RENTDN, PJBLI� W'ORKS WHICH CONfLICT WITH TH= PROPOSED IMPRO'JEM=NTS S40VM ON THESE PLANS. 7. CATCH BASIN INLET�ROTECTION /EROSION CONTROL TO BE JSEC FOR ALL NEW
AND BUIID!N,COVSTRUCTICN, AND IIEY�IUST B�SATISFA�70RI'�Y MAINTAIN_D UNTIL DESIGN ENGWE=R. ItiLEiS. �
O CONS-RUCTION IS COM?LETED ANO THE POT�NTAL FOR ON-SITE EROSION H.SS 3. TNE SPOT ELEVATIONS INDI�ATE�J ON TrIS PLAN REPRESENT THE DESIGN T�P OF
PASSED. 20. ALL LIM'TS OF CLEARING ANC AREAS OF VEGETATION PRESERVATION AS PRESCRIBcD PAVEI�ENT,UN�ESS OTH�RWIS� NO'ED. S. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECiION
CN TFIE 'L4N S� SHALL BE CLEARLY F�AGGED IN THE F'ELD AND OBSER'JED CURING AT STRUCTURE 'S WA?ERTIGH".
?. ALL R_TEN?ION/DETENTIDN FACILITiES MUST 6E INSTALLED AND IN OPERATION CONSTRUCTION.� 4. CDNTRACTOR IS RESPONSBL�FOR D_MDL!T10N OF�XISTM1G ST?UCiURES 'NCLUDINC
PP.IOR TO OR IN CONJUNCTION WITH RLL CON�'itUC10� ACTIV�TY UNLESS REMO'JAL 6F ANY EX!5'ING UT1LI11ES SER'�ING 'HE S'RUCTURE. UPLI?IES ARE TD BE 5. ALL �TORM SE1hER �1ANHOLES IN �AVED AREAS SHAL�BE FL'JSH WITH PAVEAIENT,
OTriERWS= 4PPRO�D BY 'HE PUBLIC IM�RKS DE?AP,TMEN i, SUR�ACE WATER U?ILiTY 21. ALL REGUIRED SEDIMENTATION/EROSION CONTROL FP.CILITIES MUST B� CDNSTRUC?ED R:AIOVED TO THE RIGH'-OF-WAY. AND SHALL HAV"_ iF2AFEC B=ARING RING ANO CO'JERS. MANHOLES IN UNPAVE�
SE�'10^�. AND IN OPERAiION PR;OR TO LAND CLEARING AND�OR CGNSTRUCTION TD ENSUR= c �R=A� SNALI BE 6' 460VE FlNISH �RAD=. LIDS SHALL BE LAB�LED`S?ORIA �EWER'.
� 5. ALL UNSURFACED .4REAS�ISTUR6ED B"GRA�ING GP�RATGN 5_=A,LL RECEI'JE 4 INCNE_
THAT SECIIAE!�T LADEN WATER DDES NCT ENT`R THE NFTURAL�RAINAGE S`5TE61. OF tOPS01L CONTRA��?GR SHALL APPLY SiABILZATfON �P.BR!� TO A'_L SL�PES
6. CRkSS SE�D AIhY BE APPLIEG BY H`RJROSEEDING. TH=CRASS SEED MIXTURE, OTHER ALL EROSIOh AND S=DIMENT�ACIJPES SHA!L BE MAI�TAINED IN A SATISFACTGRY 3=:1V OR STEE�ER. C�NiT2ACTOR SHALL STAB'LIZ: DISiUR9ED AREAS 'MTH GRASS IN 10. ALL SrORM STRUCTU3ES SH.4LL HAV= A SMOOTb UNI=ORM POURE� MQR"AR WVERT
THAN CI-Y OF RENTCN APPROV_J STRNCAR� MIXEi, SHAL�9E SUBMITTED BY A CONDIT�ON ;iNT1L SUCH TIIAE THAT CLEARING AND OR CONSiRUCPDN IS COMPLETE ACCURDANCE Wli!-! LO�AL S�ECIFlCATION UNTI'_A HEPL�I�STAND OF GR.4SS IS c ti i �
i LAN�S�AP� ARCFII-�CT AND APPR�JL'EG BY THE°UBUC W�RKS DEPARTMEN", SUR�ACE � �i FROM IN�ERT IN "C INVER'OUT, UN_E..S OL ERWSE SHOIM� Iti TH= ATCH 6ASIN
WATER UTILITY SFCTIDN. AND PC?ENTIAL FOR ON-SITE EnCS10N HAS PA�SED. 'HE �M .EMENTATION, agTAINED.
lAAINTENANCE, R�PLACEM:NT AND ADDITIONS i0=RO�ION 15EDIAIENTATION �ONTRO�_ D�TAI'_
G ALL PIPE AND APPURTENANCES SHAL.BE �A13 QN .A PRD?ERL"PREPARED SYSiEMS SHAL'_3E TH_ RESPDNS�BIUTY OF hiE PERAIIT'=E. 6. ALL GJT ANC FlLL SLOP�S SNA.LL B� CONSiF2UCTED PER THE',;BC CODE AN9 11. CONTRACTDR SHALL CONNE�i RODF pRAIN LEAOERS i0 PROPOSED STORAI DRAINS P.S
APP_ICABLE �OCA_ RE�JLA'ION. ALL CUT ANC FILL SL�PES SHALL BE 3:1 OR SF'OWiv.
FOUNDP.TION IN AC�GRDANCE 'M1H SECTIOk 7-GZ.3(,t)GF THE CURRENT STATE 0� 2p, 'HE EKOSI�JI� AND S:DIMENTA�ON CON?ROL SYSTEMS GEPICT�D ON 'HI�DRA'Jft:G ARE FLA"TER UNL�SS OTHERWISE NOTED.
WASHING?ON SiANG?RG SPF�IFI�ATIDK FDR ROAD F.NG BP,IDGE �ONSTRUCTI�N. �}IIS INTEND=D TO BE IAINIMUM REOUIRElAENTS TO�IEET ANTCIPATED SITE CON^vl'IONS. AS
SHAt1 INCLUDE NECE�SARY LEVEUNG 0� T�+E TREN�H BOTTOM OR THE "OP GF THE CONSiF2UCTI0N PRDi,RES�ES .AND UN=XPECiID CR S�ASONAL CONDITIDNS DICTATE, 7. CCNTRACTOR SHALL ASSJRE POSITIVE DRA,NAG: AWAY fRON BUI�pINGS FOR ALL
FOGNDATICN MATERIAL, AS N'ELL AS PLP.CEIAENT AND COMPACTION OF REQUIRED iHE PERMTE= SI'A.LL AN'ICIPATE THAT t�OR= EROSION AND SEDIIAERTA.TION CDNTROL �.4iURAL ANC PAVE�� AREAS AND SHAL'_ GRADE ALL AREAS TC PRECLl1�E PCNDING
EECD NG A�AiERIAL, TO UNIFpRM GRACE SO TdA.?T�E :NTIRE LENGiH OF TuE P1PE FACIUTIES'MLL BE NcC�SSARY TG ENSURE COMPLEiE SILTATION CONTROL ON THE GF WATER.
MLL BE SUPPORTF_D ON A UNIFORMLY DENSE, UNYIFLDIN6 BASE. ALL PIPE 9E�DWG PRDPQS�G SI�E. DURING THE CCURSE OF CONSTRU�ION, IT SHkLL BE 'HE g, A,LL PO'1UTANTS OT�E� 1HAN SEDIAIEN'ON-SITE DURING "OivSTRUCTION SHA'�L 3E �
SHALL BE AP'N.4 �LASS "C", WITH THE =XC=PT'ON OF PVC PI�E. ALL TRENCH OBLIGATION AN�• RESPpNSIBILI'Y DF TIiE P�RAII�E `.0 A�DR=SS ANY NEW NANDL�D ANC DISPCSEC OF i'J A MANN�R THAT D0�5 NOTv�AUSE CONTAM''N.4T10N OF
6ACK=ILL SrALL B� COAIPA�TED TD MINiMJM 55X f0° PA'JEMEN�AND STP.UCTURAI �CNDTIONS THAT AIA"BE CR�ATEO BY T�= AC?IVITIES AND TO?ROVID� ADDI?I�!�AL �?GRMN7AiER. P�E C��TRAC'OR SHALL ACHERE TO ALL iEK6�5 .4ND C�NCITIONS AS
FP1 ANG 907.OTHERWISE PER A�'1+1 C-1557-7�. ?EA SRAVEL BEDD�NG S-ALL BE 5 Fd.CILTIES, OVER AtiC ABO'JE M!NI�fUId REGU�REMEN"S, AS MP.Y BE NEECED, TG pUTLIN=G iN T-IE GENERAL N.P.D.E.S. P=RMIT FOR STOR1AwATER DIS"F+ARGE
INCHES OVER AND UN�ER PVC PIPE. ^rROTECT ADJACENT Pr20PERTIES AND WA.TER QUA�iTY 0= THE RECEIV�NC GRAINA�E P,SSOCIATED N1TH CONSIRU��GN ACTIUiTIES. V '
�YSiEId. �
10. GALVAMZE� S'EEL PIPE AND ALUMINIZED STEEL PIPE=0r� ALL DRAINAGE FAGLITIES 9. ?RCPERTIES AND WA�ERWAY� 7Q'M�ST�2EAM 0� THE SITE SHALL BE PROTCTEC FROhI
i SHF.LL 'nA.vE nSPHALT TREATI,IENT�1 OR BEiTER 'NS16= .4ND O�TSIGE Z3, qFPROVAL OF �III� PLAN IS FOR ERCSION/SEDIM_N"ATON CQNrROL DNLY IT DOES =ROSIDN DUE T�iN�R�ASES IN TFE VOLUME, VELOCITY AND PEAK =:OW RATE OF
NOT CONST:T„TE AN APFRCVAL OF STORM DR.AINAG�D_SIGN, S'ZE NOR LDCATION 0= ST6RMWA"ER RUNO=F FRDlA PRO�ECT SIiE.
11. ST�UCP�RES SHkLL NCT B� PERM!`TED WI'HIN 10 FEE�� 1F'E SPRING LIN_ OF ANY PIPES, RESTRICTORS, CHANNELS, GR R=TENT!CN FAq_ITIES. �
ST�RA1 JRAI�vAGE PIP" OR 15 FEET FROA� THE TOP OF ANY CHANNEL BFNK. � 1�. CONSTRUCTIO� �HAL_�OMPLY NATH AL'_ APP:iCABLE GOVERkI;G CODES AND BE !
2e. pUP,ING TH� lME r'ERIOD CF OCTOEER 1S- TdROUGH A?RIL 30TH, kLL PROJE�" CONSTRUCTED TO SAME �
i
12. ALL CATCH BASIN GRATES SHALL BE DEPRE�SED C.1� FEET BELOW PAVE�1_NT L�VE!. pISTRIBU�D SOIL AR�AS GREkTEP, THAN 5,0�0 �OUARE FEE', THAT ARE TD 9E L=FT 1'. CON�A�TGR -C REMO'� UNSU'TABL� SOILS LOCA�D WITHIN 'li�BUIL�JINGS SPLAY i
I UN-N'OR�ED FC�R MORE THAN 12 HD'JRS, SHALL BE COVERED BY MULCH, SODOING OR .:NE OF THE f00T1N;S
13. OPEN CUT R�A.D CROSSING� THROUGH _XISTINC?UBLIC RI;Hi OF WAY WILL NGi 3E P'_ASTI^, OJ'��RINC.
ALLOWED UNLESS SP6�IFICALLY RFPRO�G BY GTY 0=RcNTON � 12. FOR �OUN`�ARY Ak� TGPOGKAPHIC INFGRMAP�N R=FER TO PRGJ_CT SURVEY.
FLANNING/9UILDING/PUBLiC WORKS ADMINISTRATGR. z5. IN ANY AKEP. i1^-I'CH HAS B�EN STRIPPED 0% b'EGETa.TIOV ANJ W'HER� NO FURTI,ER 13. FOR LAYpUT INFORIAA�Ok R=FER TC iHE SITE PLAN ANC HORIZONTAL CDNTROL PLAN.
WORK IS ANTICPATED FOP, A PERI�C 3u DAY� OR MOf?E, A_L DIS-URBE� AREAS MUST
'4. ROCK =�1? ERCSON �ROTECTID� OF Ri;AD�IpE DIT�!-ES, VM�R= R=QUIRED, SHALL EE BE II�MEDIATE.Y STABIUZED WITH MU'_CH'NG, GRASS PlANT1NG OR OTiER APPRGJ�D
DF SCUN� Q'�ARRY ROCK PLACED TO A GEFIi 0=CNE{ij FGCT.4ND UUST A�E�T ERCS:ON CONTitDL �EA?IAcN'APPLICAB'_t TO THE '"I�IE OF YEAR. i,RASS�EEDI�G
ITH� FOL:OWINC S!'�C,IFICA?IORS: ALONE WILL BE ACCE TABIE DNLY DURING THE MON?H�OF APRIL TrROUGH
i 4 - 8 INCH RGCK /40 - 7C9 PASSING; SEPT=A�BER, INCW9`�E. S=EDING MAY PROCEEC, HOWEVEP., WHENE�R 'T IS IN �ri=
2 - 4 I�CH ROCK /3C - 4L'7,PAS�ING; AND INTEREST OF �i= PERNI iEE, BUT MUST 9E I,U�M�N�ED W171i M'JLCH!NG, NETTING OR
:ESS T-�AN 2 INCH RCCK /10 - 2�9 PASSING. OiHER TFE4TIAENT A�PRO'dEC BY THE d-Y GF RENTON, CUiS'DE THE SPGCIFIED�ME
PERIOu.
15. ALL 3WL�ING DDPINSPOLTS AND F00?ItiG DR.AINS SHALL BE CONN�CT�3 TO THE
ST�RM 6RAIKAGE SYSTEM, JNLESS APPRO`F_D BY li= CITY PLAN RENEWE? OR 26. FOR ALL ERCSION/�ED1�IENTATION CONTROL PO'JCS IM-IERE iHE DEAu STORAG_D=PTH
S�RFACE 'NF.'EP, UTUTY S"cCiION. AN ACCURd.;ELY'�IAIENcIONEG, �ER�FIED AS- EXCEEDS E INC"'�5, A f�NCE IS REQUIR�G VATH F M!NIMUU -IEIGHT GF THREE {3j
BUI�T DRAw9ri� OF TH'S DRAINAGE SYSTEM WIL_8=SU3MITTED T� T�1= GTY UPON fEET, 3:' S,DE SL�PES.
COMPLEP.ON.
27. A T�1IFCRARY GRAVEL �ONS'RUCTION ENRANCE, 24 F=Ei X 50 FEET X 8 INCHES OF
4 TO 5 INCN OUARRY S�A'_LS SHAL_BE LO�A?ED A-AL_ =01NTS OF VEHICULA3
NGR�SS AND EGRESS TO',HE CONS�UCTION S!TE.
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a AFProved 5y.______ �ERN��.T RESU9AkifAL ii'0.7 O6 ��" ��� � R='V T(JN ,m�
__ ____= oa:e__ ___- � GARDEN AVENUE NORTH
E _o�c's 9az�uau:rrn� le�z�'o6 °'""�.s - RENTON,WASHINGTON �o
� �.. Approved by._______- _-_ _ Da;e ______ o�. . o•E•� .�, ]ATU6� ■ O■.■�� w,w+o. ..
� �FProved oy CONS7RUCTION PERMIT SU3MITTA 15!14106 �� . „�K�My . \ pian��-,,,!3wlc-..�5,/Pu�lic Works Dept. .
____ po:e _ ___ GRADING AND DRAINAGE L W C-2.1
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' (STA. 10+00 TO 12+60.02) STORM DRAINAGE PLANE (STA. 20+00 TO 27+77.43) z o �
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�� STORM DRAINAGE PROFILE
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�CALE: 1' _ �0 -1�RIZ�N 4L S�AG: ' = 40' HORIZGNTA� � - �' . � � � � I � I
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4 PERW�T RE�����r.-A� „ G3� � �M '!'�-� ���-Y OF LOWE'S OF RENTON
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'LO'VF'S 90�SUBNI'TA_ 8 29 Dfi �,5 RENTON,WASHINGTON a..��-
� Approved by._ ____ Dale________ i i DANM �
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Full Storm Drainage Analysis Renton, �VA
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Full Storm Drainage Analysis Renton, WA
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Full Storm Drainage Analysis Renton, WA
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� Bellevue,WA 98004 www.PncLwo.ca� _ — --_ -- --�
Full Storm Drainage Analysis Renton, WA
� � � • � : � � � i � I � 1 . . . , I
Appended on: 15:24:29 Wednesday, December 07, 2005 I
EXISTING Event Summary I
� Event `Peak Q (cfs):Peak T (hrs)IHyd Vol (acft) Area (ac) Method Raintype; !,
I 2 year i 4.3459 i 8.01 1 .4480 � 9. 097 0 i C TYPEIA ` '
' 10 6.4406 8.01 2.1800 9.7900 i SCS TYPE 1 A
; 25 year 7.8267 8.01 2.6692 ; 9.7900 ; SCS �TYP 1 AE
'100 year 8.7479 �.01 I 2.9954 � 9.7900 j SCS �TYP 1 AE '
Record Id: EXISTING
jDesign Method j SCS Rainfall type �- TYPE1A �!
iHyd Intv 10.00 min Peaking Factor 484.00
� � Abstraction Coeff �0.20
iPervious Area 0.00 ac �DCIA 9J9 ac
iPervious CN � 0.00 DC CN ' � 98.00
'Pervious TC 0.00 min kDC TC 8.01 min '.
Directly Connected CN Calc
Description �v SubArea Sub cn
Asphalt 9.79 ac 98.00
- - ___.____�.------------- --_ _ �
DC Composited CN (AMC 2) 98.00 �;
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Directly Connected TC Calc ��
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Type Description L ngth ; Slope : Coeff ! Misc i TT i�
�5heet ;Smooth Surfaces.: 0.011 300.00 ft ;1 .50% 0.0110 !2.00 in 4.14 min j'
i Shallow ,Pa ev d '117.00 ft j1 .50% �0.0100 ' '0.50 min ;?
; Channel (interm) ;Concrete pipe (n=0.012) 1550.00 ft 10.41 % '.0.0120 ' � ;3.37 min �
Directly Connected TC -� ', 8.30min ;�
� Licensed to: Professional License
� Full Storm Drainage Analysis Renton, 1' II
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;
• � � • � 1 • � � • � � � I � 1 � � . . . . � I'
POST-ROOF Event Summary II
; Event ; Peak Q (cfs) Peak T (hrs) � Hyd Vol (acft) � Area (ac) j Method �Raintype � �,
' 6 Month j 0.9202 �) 8.00 � 0.3002 ( 2.9700 SCS TYPEIA � '�,
'i 2 year � 1.3202 8.00 0.4386 2.9700 � SCS! TYPEIA
; 10 reay 1 .9553 ; 8.00 �0.6611 , 2.9700 SCS ; TYPEIA '
;� 25 year 2.3756 ; 8.00 0.8094 2.9700 SCS TYPEIA �'�
; 100 year �2.b550 8.00 � 0.9084 2.9700 SCS j TY EP 1 A I
------------------
Record Id: POST-ROOF
IDesign Method ; SCS IRainfall type i TYPE1 A �
�Hyd Intv 10.00 min iPeaking Factor ; 484.00 !
; Abstraction Coeff f 0.20 i
�
Pervious Area ; 0.00 ac DCIA 2.97 ac �
Pervious CN _ ; 0.00 DC CN ( 98.00 '
Pervious TC � 0.00 min IDC TC � 5.65 min !
--- - -- !
Directly Connected CN Calc �'
��
_ �� Description j SubArea I Sub cn _ �
Impervious surfaces (pavements, roofs, etc) � 2.97 ac ; 98.00 ;
�
DC Composited CN (AMC 2) � 98.00 i
Directl Connected TC Cafc I
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' Type j Description � Length ; Slope ; Coeff � Misc v TT '�
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Sheet !Smooth Surfaces: 0.011 i!300.00 ft 1 .00% ;0.0110 ,2.00 in 4.87 min ;;
,,Shallow iP va ed ;150.00 ft '1 .00°/0 '0.0100 0.78 min i
t j Directly Connected TC � `` 6.l Omin i�
�
Full Storm Drainage Analysis Renton, WA
POST-NORTH Event Summary
; Event Peak Q (cfs) Peak T (hrs) �Hyd Vol (acft) j Area (ac) Method Raintype
,
� 6 Month ; 0.4733 8.00 0.1550 ; 1.5500 SCS � TYPEIA
2 year j 0.6819 8.00 ; 0.2267 j 1 .5500 i SCS i TYPEIA �
�
10 year �.0136 � 8.00 ( 0.3424 1 .5500 � SCS TYPE 1 A �
25 year � 1.2333 � 8.00 � 0.4197 1 .5500 SCS TYPEIA
r--- -
; ' 100 year � 1 .3794 8.00 0.4714 1 .5500 SCS TYPEIA
I
, Record Id: POST-NORTH
�Design Method � SCS 'Rainfall type � TYPEIA
;Hyd Intv 10.00 min ;Peaking Factor � 484.00
� � Abstraction Coeff � 0.20
+Pervious Area 0.05 ac DCIA 1.50 ac
(Pervious CN ; 92.00 ,DC CN 98.00
Pervious TC � 6.24 min DC TC 6.24 min
Pervious CN Calc �i;
� Description � SubArea � Sub cn ;'
I� Landscaping �- 0.05 ac j 92.00 ;"
�--------- �
` 'i Pervious Composited CN (AMC 2) � 92.00 ��
' �' �i
Pervious TC Calc ,
j Type ; Description ' Length � Slope Coeff � Misc TT -�
Sheet ;6.23 Minimum �106.00 ft 2.00% ;0.0600 j2.00 'in ;6.24 min i
Pervious TC 6.24 min ;
!-- Directly Connected CN Calc �
�
��- Description SubArea Sub cn �,
Rear Paved Area Parking Area � 1 .50 ac ' 98.00 �'
DC Composited CN (AMC 2) 98.00
,
,; Directly Connected TC Calc �'
Type `. Description Lei ngth j, Slope , Coeff j Misc ; TT �
! Sheet �6.23 Min 106.00 ft '2.00°/0 ',0.0600 ;2.00 in�6.24 min
Directly Connected TC ' 6.24min
POST-SOUTH Event Summary
Event i Peak Q (cfs) ; Peak T (hrs) � Hyd Vol (acft) � Area (ac) i Method : Raintype ';
Full Storm Drainage Analysis Renton, 1��ti'A
; 6 Month 1 .6080 8.00 � 0.5265 5.2700 ; SCS � TYP 1E A '
; 2 year 2.3170 8.00 0.7704 5.2700 ��CS TYPE 1 A �
j 10 year � 3.4450 �8.00 1 .163 7 5.2700 SCS TYPE 1 A i �
�25 year j 4.1921 8.00 1 .4264 � 5. 072 0 SCS TYPEIA %
'� 100 year � 4.b886 ! 8.00 1.6023 � 5.2700 SCS � TYP 1 AE '
Record Id: POST-SOUTH
Design Method � SCS Rainfall type TYPEIA
�
';Hyd Intv 10.00 min Peaking Factor 484.00 �
� Abstraction Coeff i 0.20 i
�Pervious Area � 0.18 ac 'DCIA j 5.09 ac '
!Pervious CN j 92.00 ;DC CN 98.00 ;
'IPervious TC ''; 6.24 min DC TC 6.24 min �
Pervious CN Calc
Description � SubArea ; Sub cn
' Landscaping 0.18 ac � 92.00 �;
� Pervious Camposited CN (AMC 2) 92.00 �'
;; ,,
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�� � Pervious TC Calc �j
�i Type Description Length ' Slope , C eo f Misc � TT ��
�
�:
jSheet '6.23 Minimum ;106.00 ft �2.00% i0.0600 ;2.00 in �6.24 min
'i� � Pervious TC 6.24 min �
�_ �
�� Directly Connected CN Calc
Description � SubArea � Sub cn
Front Parking Area ; 5.09 ac � 98.00
DC Composited CN (AMC 2) �- 98.00 1
�
���;; Directly Connected TC Calc !
- ,
j Type j Description Length � Slope �Coeff ; Misc ! TT _f+
i jSheet �6.23 Min ��106.00 ft �2.00% ,0 0600 2.00 in 16.24 min :�
r j�
il
;� Directly Connected TC 6.24min
�--_ ____------- ----_--- ----------- _---- --_ __--__-- --
Full Storm Drainage Analysis Renton, WA
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WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: =.,_._ _:_-_-
Site Address:
City .
Report Date : -. _: ����:�
Gage . �eat_�:
Data Start . 194�
Data End . 199�
Precip Scale: 1 . ��G
PREDEVELOPED LAND USE
Basin . �:�r�r �asi:
Flows To . Poir.� of Compliarce
3roundWater: P�:o �
Land Use Acres �
IMPERVIOUS: 1 . »
JEVELOPED LAND USE
Basin . ,;or�h Basin
�lows To . Point of Complian�e
3roundWater: ,1�
Land Use Acres
�UTWASH GRASS: , .';��
CMPERVIOUS: 1 . =
RCARES (POND) INFORMATION
ANALYSIS RESULTS
?low Frequency Return Periods for Predeveloped
teturn Period Flow(cfs)
2 year 0. 38?114
5 year 0. 4?0671
LO year 0. 524578
?5 year 0. 59206
50 year 0. 5419
t00 year 0. 591503
?low Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
? year 0. 3,4�3y
i year �. 455�8-
LO year :�. 508284
25 year J. 5736?1
50 year ?. 522042
L00 year �. 6�023? �
Cearly Peaks for Predeveloped and Developed-Mitigated I
[ear Predeveloped Developed I
_=�-�� �.396 �. �8� �
�., �.��4 0.55i
���1 �.382 0.3?1
953 0.311 0.301
954 0.368 0.357
1955 0.395 0.382
1956 0.381 0.369
957 0.431 0.417
958 0.392 0.380
1959 0.301 0.291
1960 0.374 0.362
961 0.328 0.318
962 0.339 0.328
1963 0.321 0.311
1964 0.381 0.369
965 0.342 0.331
966 0.338 0.327
�967 0.509 0.493
1968 0.576 0.558
969 0.308 0.298
970 0.339 0.328
�971 0.330 0.320
1972 0.469 0.454
973 0.309 0.299
974 0.339 0.328
�975 0.445 0.431
1976 0.306 0.296
977 0.396 0.383
978 0.513 0.997
_979 0.50� 0.491
1980 0.417 0.404
" 981 0.465 0.450
982 0.634 0.613
_983 0.470 0.455
1984 0.352 0.340
" 985 0.336 0.325
986 0.400 0.393
987 0.587 0.568
1988 0.283 0.273
' 989 0.3�5 0.343
990 0.633 0.613
991 0.594 0.576
1992 0.350 0.339
'.993 0.243 0.235
994 0.290 0.281
995 0.361 0.350
1996 0.416 0.404
' 997 0.40� 0.393
998 0.442 0.428
'tanked Yearly Peaks for Predeveloped and Developed-Mitigated
tank Predeveloped Developed
_ 0.6326 0.6131
2 0.5993 0.5?55
� 0.5871 0.5681
I 0.5764 0.5578
� 0.5638 0.5506
6 0.5134 0.4968
� 0.5095 0.4931
9 0.5074 0.4910 I
� 0.4700 0.45�9
10 0.4694 0.4543 '
'_1 0.4654 0.4504
_2 0.4450 0.4307
_3 0.4422 0.4280
14 0.4310 0.4171
'_5 0.4174 0.4045
_6 0.4160 0.�040
_7 0.4064 0.3934
18 0.4044 0.3925
'_9 0.3962 0.3834
'.0 0.3957 0.383J
'.1 0.3950 0.3823
22 0.3922 0.3796
?3 0.3817 0.3710
?4 0.3812 0.3689
� 0.3808 �.So38
6 0.3737 0.3616
�7 0.3684 0.356�
28 0.3614 0.349-
9 0. 3547 0.3433
0 0.3517 0.3404
31 0.3502 0.3389
32 0.3458 0.3347
3 0.3417 0.330i
4 0.3389 �.3280
�5 0.3367 0.3278
36 0.3385 0.3270
7 0.3383 0.32�4
8 0.3362 0.3254
�9 0.3304 0.319�
40 0.3277 0.3181
1 0.3209 0.310?
2 0.3108 0.3008
�3 0.3085 0.2985
44 0.30�9 0.2980
5 0.3063 0.295=
6 0.3012 0.291�
z� 0.2903 0.28Gy
48 0.2826 0.2735
9 0.2425 0.234-
1/2 2 year to 50 year
low(CFS) Predev Final Percentage Pass/Fail
.1936 1186 10?3 90.0 Pass
�.1981 1101 984 89.0 Pass
0.2026 1026 907 88.0 Pass
.2071 940 836 88.0 Pass
.2117 874 780 89.0 Pass
�.2162 806 719 89.0 Pas�
0.2207 �56 667 88.0 ?ass
- .2253 698 623 89.0 Pas�
.2298 653 580 88.0 Pass
�.2343 603 541 89.0 Pass
0.2388 573 499 87.0 Pass
- .2434 525 455 86.0 Pass
.24�9 487 426 87.0 Pass
_.2524 447 399 89.0 Pass
0.25�0 422 384 90.0 Pass
- .2615 396 343 86.0 Pass
.2660 373 319 65.0 Pass
_ .2705 343 296 86.0 Pas�
0.2751 318 274 86.0 Pa�;
�.2796 295 249 84.0 Pas:=
.2841 274 231 84.0 ?as;
.2887 251 215 85.0 Pas:
0.2932 234 201 85.0 Pas:
�.297� 220 190 86.0 Pas
i.3022 202 179 88.0 Pas
i.3068 191 164 85.0 Pa�
0.3113 182 151 82.0 Pas
�.3158 167 142 85.0 Pas
.3204 158 136 86.0 Pa�
�.3249 144 128 88.0 Pa�
0.3294 138 116 84.0 Pass
�.3339 131 106 80.0 Pass
.3385 123 100 81.0 Pass
.3430 107 92 85.0 Pass
0.3475 102 89 87.0 Pass
^.3521 96 86 89.0 Pass
�.3566 90 80 88.0 Pass
.3611 87 �5 86.0 Pass
0.3656 82 68 82.0 Pass
�.3702 79 63 79.0 Pass
�.3747 72 59 81.0 Pass
�.3792 65 55 84.0 Pass
0.3838 62 50 80.0 Pass
�.3883 57 46 80.0 Pass
i.3928 54 44 81.0 Pass
-0.39?3 49 40 81.� Pass
0.4019 45 39 86.� Pass
0.4059 43 35 Bl.a Pass
0.9109 40 34 85.� Pass
0.4155 39 33 84.� Pass
0.4200 35 30 85.� Pass
0.4295 39 30 88.� Pass
0.4291 33 29 87.0 Pass
0.4336 30 25 86.�� Pass
0.4381 3� 25 36.0 Pass
0.4426 30 26 36.0 Pass
0.4472 27 24 88.0 Pass
' 0.4517 26 23 38.Q Pass
0.4�62 26 19 ?3.0 Pass
� 0.4608 24 19 �9.0 Pass
0.4653 24 19 �9.0 Pass
0.4o9B 22 18 81.0 Pass
0.4743 19 1? B9.Q Pass
0.4?B9 19 1? 39.0 Pass
0.4839 19 15 84.0 Pass
I '0.4879 1� 16 88.0 Pass
0.4925 1� 13 �6.0 Pass
0.497Q 16 12 75.0 Pass
0.�015 16 10 02.0 Pass
0.5060 19 10 ?1.Q Pass
0.5106 12 10 83.0 Pass
0.5151 10 10 100.0 Pass
0.5196 10 10 100.0 Pass
0.5292 10 10 100.0 Pass
�.J287 1� 1� 1��.� P35S
0.�332 io io ioo.o P3SS
0.73�7 10 9 90.0 Pass
0.�423 10 9 90.0 Pass
0.5468 10 8 80.0 Pass
0.5513 10 � 70.0 Pass
0.�559 9 � 7?.� Pass
0.�604 9 4 44.0 Pass
,0.�649 � 4 57.p Pass
0.5699 7 3 42.� Pass
0.5740 7 3 42.� Pass
0.5785 4 2 50.� Pass
0.5830 4 2 50.0 Pass
0.5876 4 2 50.0 Pass
0.5921 3 2 66.0 Pass
-0.5966 2 2 100.0 Pass
0.6011 2 2 100.� Pass
0.605? 2 2 100.J Pass
0.6102 2 2 100.D Pass
0.6197 2 0 .0 Pass
0.6193 2 0 .0 Pass
'0.6238 2 0 . 0 Pass
0.6283 2 0 . 0 Pass
0.6328 2 0 . 0 Pass
'0.63?4 0 � .0 Pass
_ O.o419 0 � .0 Pass
Water Quality B1� Flow and Volume.
On-line facility volume: .:-� ,___ �__- i
On-line facility tarqet flow: .�1 cfs. '
Adjusted for 15 min: ._ cfs.
Off-line facility target flow: ._= cfs.
Adjusted for 15 min: .1? cfs.
or.gra:n a-��� ac���p�r�_ica d�cumen�a=i�r. as c�r^-,�3�d '�s is� �itncc� ::a_ian-_ __ �n•,' kind. I�e �_n_ire ri-._ ze�ard,n_ tae
^_f,cr.ar.,� ar�: r�sults �f this prog_a� is 3>sun2d c��.� th2 use�. a��::1 InRR_ Consulta�ts and the Wash�:ngto� State .�.2part:n�r�r of
____��, �is_�a=rs all :�•arraaties, eith2r �xoress2d �r iT�plied, >ncl•�d:r.g cut r.�t linite� to i:nplied :;a=ranties �f Qr�arar� a�d
accoT;oanyin� d�cuner.�ation. Ia n� ever.= sha11 AQ';=. -HR.ZA ��nsu'_tar.ts an3i�r �ne 69as�ingt�n S`ate �eoarrmen= �f E�ol�a•y ��
' liai�le for =_�y da:nages Hha's�ev2r (including ::itt�ut :imi�ati�n tc damages f�r l�ss cf busin�ss profi�s, lo>s of �cs•:aess
inf�r:naticr., busir.ess interrupticn, ar.d the like) arisin, out �f the user �f, �r ina�ility to use tnis orcgraT. e:-�:. ._ --. -.
IBRRA C�nscltants �r tt-:e :tiashin�ton Sca_e '?epart-nent �f Ecologs Y.as oeen advised of the oossibility of su�h da:na�e:_.
r�at Koa t�►
u;o .ss�s �aa
;u .sa�s
?s .ssz� ...,
10 .52A7 � 10
. 4701 �p�
� PFAT¢
o Predeseloped
. 3871 t 1aE-1 x Developed MRigned
c�
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1�-2
1 10 20 30 48 50 60 79 SO 90 99
Cumulative Probabili
Yearly Peaks for Predeveloped Flow Frequency Chart
YEAR FLOW(ds)
0.64 e Pred?a•eloped
�� tiGa���g�rK�a,r:lrtil�l F�i�:illY,
0.53
�1 �.�
� ,:.,
`�' 0.31 '
- -._ _ _.
m
�
� 0.19
L
V
H
0
10E•5 �t0E-4 10E-3 10E-2 10E-1 1 10
f80 .�09 --_ --=�- - ---_
Percent Exceedin
Yearly Peaks for developed W/O Pond Duration Graph
TEM FLOW{c�s)
100 .6703
5�i .6220
_5 .5737
1 i i 5083
- 4559 I
_ 3748
Yearly Peaks for Developed W/Pond
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: Rt�:LO �
Site Address:
City . Rentc_�
Report Date : ll%�' '
Gage . Sea- ,
Data Start . 1;�=,
Data End . 1;°�=,
Precip Scale: 1 .��i'��
PREDEVELOPED LAND USE
Basin . �asin 1
Flows To : P��inr_ ��t ��,�-�.—:a;�,_�� I
GroundWater: ..� �I
Land Use Acres
IMPERVIOUS: 5.2?
DEVELOPED LAND USE
Basin . Basin 1
Flows To . P�int cf Ccm.p�iance
GroundWater: P�o
Land Use Acres
OUTWASH GRASS: 0. 18
IMPERVIOUS: �.U9
RCHRES (POND) INFORMATION
ANALYSIS RESIILTS
Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 1. 31518?
5 year 1 . 500283
10 year 1.?83903
25 year �.013003
50 year �. 1824�°
100 year 2. 3514�
Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 1 .�,1,�5
5 year 1. 54��n
10 year 1.?2438?
25 year 1. 945802
50 year 2.1109�3
100 year 2 .2?4�12
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
;�s3 : .3�5 _ .?�00
�., � . �1- � .3��
+51 1 .298 1 .2�;
- � �,
953 1.057 1.021
954 1.253 1.210
�955 1.343 1.297
1956 1.296 1.252
957 1.466 1.415
958 1.334 1.288
�959 1.024 0.989
1960 1.270 1.227
961 1.114 1.080
962 1.152 1.113
_963 1.091 1.054
1964 1.295 1.251
965 1.162 1.122
966 1.150 1.111
_967 1.732 1.673
1968 1.960 1.893
" 969 1.047 1.011
970 1.152 1.112
_971 1.123 1.085
1972 1.596 1.541
" 973 1.049 1.013
974 1.151 1.112
_975 1.513 1.961
1976 1.041 1.00b
' 977 1.347 1.301
978 1.746 1.686
979 1.725 1.666
1980 1.419 1.371
' 981 1.582 1.528
982 2.154 2.081
983 1.598 1.544
1984 1.196 1.155
' 985 1.143 1.104
986 1.382 1.335
967 1.996 1.928
1988 0.961 0.928
' 989 1.206 1.165
990 2.151 2.081
991 2.021 1. 953
1992 1.191 1.150
' 993 0.825 0.796
994 0.987 0.953
995 1.229 1.187
1996 1.414 1.373
' 997 1.375 1.332
998 1.504 1.452
aanked Yearly Peaks for Predeveloped and Developed-Mitigated
ank Predeveloped Developed
2.1510 2.0808
2 2.0207 1.9530
' 1.9960 1.92�8
1. 9596 1.892�
1. 9169 1.8694
6 1.745� 1.6859
' 1.7323 1.6731
1.7251 1.65��
1.5981 1.5435
10 1.5960 1.5415
' 1 1.5823 1.5283
2 1.5130 1.4014
3 1.5036 1.4523
14 1.4655 1.41�5
' 5 1.4192 1.3�2;
6 1.4143 1.3�G?
7 1.3818 1.3351
18 1.3749 1.3322
' 9 1.3470 1.301C
0 1.3454 1.2990
1 1.3431 1.29-s
22 1.3336 1.288�
�3 1.2976 1.2591
4 1.2950 1.251-
5 1.2949 1.2514
6 1.2705 1.22?1
�7 1.2526 1.2103
28 1.2287 1.18�?
9 1.2060 1.16<2
0 1.1959 1.1552
�1 1.1908 1.15�:
32 1.1759 1.135-
3 1.1616 1.12�,,
4 1.1523 1.1129
�5 1.1515 1.1122
36 1.1510 1.1112
7 1.1501 1.1109
8 1.1431 1.1G�1
�9 1.1232 1.08=8
40 1.1142 1.0�:�
1 1.0909 1.054�
2 1.0567 1.02�-
_3 1.0489 1.0132
44 1.0470 1.0114
�5 1.0414 1.OG59
6 1.0240 0.9891
_7 0. 9869 0.9532
48 0. 9608 0.9280
"9 0. 8246 0.796�
1/2 2 year to 50 year
�low(CFS) Predev Final Percentage Pass/Fail
.6581 1178 1056 89.0 Pass
_ .6735 1102 578 88.0 Pass
0.6889 1023 893 87.0 Pass
��.7043 938 833 88.0 Pass
�.7197 863 768 88.0 Pass
�.7351 806 710 88.0 Pass
0.7505 751 661 88.0 pass
".�659 698 617 88.0 Pass
�.�813 644 574 89.0 Pas�
�.�967 603 533 88.0 Pass
0.8121 567 484 85.0 Pas�
�.8275 524 448 85.0 Pas�
�.8429 481 423 87.0 Pass
i.8583 444 396 89.0 Pass
0.8?37 420 376 89.0 Pas�
�.8891 396 336 84.0 Pass
�.9045 375 318 84.0 Pass
i.9199 340 291 85.0 ?ass
0.9353 318 268 84.0 Pass
�.9506 294 244 82.0 Pass
�. 9660 273 229 83.0 Pass
1.9814 246 213 86.0 Pas�
0.9966 235 201 85.0 Pass
'..0122 214 187 67.0 Pas�
.0276 202 177 87.0 Pas::
.0430 190 162 85.0 Pas
1.0584 182 148 81.0 Pas
' .0738 166 141 84.0 Pa�
.0892 157 135 86.0 Pa�
.1046 144 126 87.0 Pa:
1.1200 138 112 81.0 Pa�
'..1354 129 103 79.0 Pa�
.1508 123 99 80.0 Pass
.1662 107 91 85.0 Pass
1.1816 101 89 88.0 Pass
' .19?0 96 85 88.0 Pass
.2124 90 79 87.0 Pass
.2278 87 74 85.0 Pass
1.2432 82 65 79.0 Pass
�..2586 79 63 79.0 Pass
.2740 72 58 80.0 Pass
_.2894 65 52 80.0 Pass
1.3048 61 49 80.0 Pass
1.3202 57 45 78.0 Pass
.3356 52 43 82.0 Pass
1 ..S���J-� -i� .i y ��J.'.. i'-_t
1.3818 43 35 81.0 P_�
1.3972 40 34 85.0 P.�
1.4126 39 33 84 .0 Pa
1 .4280 35 30 85.0 P��
1.4434 34 30 88.0 P�
1.4588 33 2i3 84.0 �a
1.4?42 30 20 86.0 ?a.
1.4896 30 20 80.0 ?a
1.5050 29 25 86.0 Pa:
1.5204 2? 2� 88.0 P�:
1.5358 26 22 84.0 P�.
1.5512 25 ly 73.0 P�.
1.5666 24 19 ?9.0 P�:
1.5820 29 ly ?9.0 Pa:
1.59?3 21 18 85.0 Pa
1. 512? 19 1? 89.0 Pa.
1. 6281 19 16 84.0 Pa.
1.6435 19 15 34.0 Pa
1.6589 1� 1� 88.0 Pa
1.6743 1? 12 70.0 P_a �
1.6897 15 10 52.0 Pa
1.?�S1 l0 10 52.0 Pa
1.7205 14 10 ?1.0 Pa
1.7359 12 10 83.0 Pa
1.7513 10 10 100.0 Pa.
1.?667 10 10 100.0 Pa.
1.?821 10 10 100.� Pa.
1.7975 10 10 100.0 Pa.
1. 8129 10 10 100.0 Pa�
1.8283 10 9 90.0 Pas_.
1.8437 10 9 90.0 Pass
1.8591 10 8 80.0 Pas:.
1. 8745 10 ? 70.0 Pas:
1.�899 9 5 50.0 Pa�-
1. 9053 9 4 44.0 Pass
1. 9207 7 4 57.0 Pas:
1.9361 7 3 42.0 Pas._
1.9515 5 3 50.0 Pas:.
1.9669 4 2 50.0 Pa�<
1. 9823 4 2 50.0 Pas
1. 99?7 3 2 66.0 Pas
2.0131 3 2 66.0 Pas
2.0285 2 2 100.0 Pa�s
2.0439 2 2 100.0 Pa� :
' 2.0593 2 2 100.0 Pa.�
2.0747 2 2 100.0 Pas
-2.0901 2 0 .0 Pas�
2. 1055 2 0 .0 Pas =
2. 1209 2 0 .0 Pas
2.1363 2 0 .0 Pas.
-2.1517 1 0 .0 Pas:
2. 1671 0 0 .0 Pas.-
2. 1825 0 0 .0 Pas.
iater Quality BMP Flow and Volume.
)n-line facility volume: . :_- ;�c _
)n-line facility target flow: .,1 c's.
Adjusted for 15 min: . cfs.
Off-line facility target flow: . I: c's
�djusted for 15 min: . 1� cfs.
�_�qran ar.d a�_�n�a:. i_;�uT._c�a-_ - _ ,. _ :_:
��r`_r�an-e and � -� . , of this progr�:r �s a��uT:�d , tf_e us�c. ,;y I_kx:. .�onsuita:.ta and ch� ::ashinaton �ta�2 �e�-:��
Ec�l�g: ;is�lai:-is sl: •.aarranti=s, eithe= exoressed �r =:n�lied, ir.�ludir.g cct not li:nited t� i:�pli�d 'aarranti25 �f pr^c:_
s�cor,�pa�yi�g declT�2nra�ion. In �� e�.•a�t s�ali AQ�� =ERR_ ��onsul�ants an�ior the LVasn'_r.gton State �epart-nent ef Ecclogi
Liable f�r any daT�aqes xY.ats�e�.�er (inclu9irn� :�'_thcut ;imitaticn �c da�ages for loss cf 'cusiness profits, l�ss of o�.;si-� -"
infor:nation, �•�sin�ss in�erruoticn, aad r_za like) ar:sing �ut �Y the user of, or inau�litt t� use :his �rcgram ev:-:. _
- .�. . ..:.-__"_ "_=r- - ._
' �,3: -r��. _« �, ,._. .. � ,, :_ �1- ' 1 f ��,-. _ '_1'_ -f _ ,h . _
I=E.='. _ r- .1-�r�� . _ __ . _ s, ,m 3,-
TEAR FL�I(cfs)
1'_i 2351 m0
:�i 2152
` 2 013 y ��pyp�
lii t7$4
V �� �YaA`��'R
1.600 d
� o Predeveloped
` j�g t 1�-1 x Ueveloped Mitigated I
� � v
N
'� �
18E-2
1 10 20 30 40 50 60 70 � 90 99
Cumulative Probabili
Yearly Peaks for Predeveloped Flow Frequency Chart
TEAR FLOW(cfsl
Z�$ � � _ 4�IYdCV2lnnarl
x Developed wi�Facility
1.$0 �' -- __ - --
�
N 1.42
w
v
"' 1.D4 ____
d
�
� 0 66
L
V
H
0
10E•5 '10E•4 10E-3 10E�2 10E-1 i 10
��Q °0°0 Percent Exceedin
Yearly Peaks for developed W/O Pond Duration Graph
YEAR FIOpJ(c�s1
t 1(� 2.275
;-i 2.111
" 1.947
t i 1.725
1.547
4
� 1.272
' ° �$ �
Yearly Peaks for Developed WlPond
Full Storm Drainage Analysis Renton, WA
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COUPLING ;TYP)
(BY CONTRACTOR)
► �; A �
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INLET PIPE OUTLET PIPE '
;SEE NOTES 5�6) .: (SEE NOTES 5�6)
�. INL�T , �:
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1
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(SEE NOTE 4) G�CE Ri'JG
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;SEE NOTE 2)
8' x 16' STORMFILTER - SECTION VIEW A
1
Tt1E STORMWATPR MANAC'EMENT
5tormfilte�
U.S.PATfNT No.5,322,629,
No.5,707,527,No.6,027,639
No.6,649,048,No.5.624.576.
AND OT11ER U.S.AND FOREIGN
�.�2006 CONTECH Stormwater Solutions PATEM'S PENDING
A���uTCAL1� 8' x 16' PRECAST STORMFILTER ��G
'������ � �'�'� PLAN AND SECTION VIEWS �
STORMINATER
SOLUTIONSt STANDARD DETAIL �z
contechstortnwater.com DATE:09/29/0.5 SCALE:NONE FILE NM�:SF816-PC-0TL DRAWN:MJW CHECKED:ARG
.---
GENERAL NOTES
I) STORMFILTER BY CONTECII STORMWATER SOLUTIONS; PORTLAND, OR(800) 548-4667; SGARBOROUGH, N�E (877} 907-8676;
ELK2IDGE, MD (86G) 740-33I8.
2) FILTER CARTRID6E(S)TO BE SIPf10N-ACTUATED AND SELF-CLEANING. STANDARD DETAIL DRAWING SF10WS MAXIMUM NUMBER
OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABI� BELOW.
3; PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C857 AND C858. DETAIL DRP,WING REFLECTS DESIGN
INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE 5110WN ON PRODUCTION SHOP DRAWING.
4)STRUCTURE AND ACCESS COVERS TO MEET AAStiTO t1-20 LOAD RATING.
5; STORMFILT�R R�QUIRES 2.3 FEET OF D�20P FROM INLET TO OUTLET. IF LESS DROP IS AVAILABLE, CONTACT CONTECti
STORMWATER SOLUTIONS.
G) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED 8Y CONTRACTOR. PRECAST STORMFILTER VAULT
EQUIPPED WITI1 EITIIER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTI�T LOCATIONS.
7) PROVIDE MWIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A 511ALLOWER SYSTEM IS REQUIRED, CONTACT CONTECII
STORMWATER SOLUTIONS FOR 0TI1ER OPTIONS.
8) ANTI-FLOTATION BALLAST TO BE SPECIFIED BY ENGfNEER AND PROVIDED BY CONTRACTOR, IF REQUIRFD. BALL45T TO BE SET '
ALONG �NTIrZE LENGTH OF BOTti SIDES OF THE STRUCTURE.
9) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE
30"� FRAME AND 8� X I G' PRECAST I
coveRcTm> STORMFILTER DATA
(5`� NOTE 4) STRUCTURE ID XXX
WATER QUALITY FLOW RATE(cfs) X.XX
PEAK FLOW RATE(cfs) X.XX
�.� FLOW RETURN PERIOD OF PEAK FLOW( ) XXX
'::
BAFFLE ' � ••
:::::.....•... ::ti : :...
WALL S?R�ADER #OF CARTRIDGES REQUIRED XX
CARTRIDGE FLOW RATE(I 5 OR 7.5 ) YJc
BALIAST MEDIA TYPE (CSF, PERLITE, ZPG XXXXX
(SEE NOTE 8) PIPE DATA: I.E. MATERIAL DIAMETER
! INLrT PIPE#I XXX.XX' XXX XX"
� INLtT PIPE#2 XXX.XX' XXX XX"
.. , %; OUTLtT PIPE XXX.XX' XXX XX"
• �"`�'•:•r��?':'::Y'.<�: ��� HE;GtiT RIM
.�
,;NDEr�DRA(N WICTN� �
MAN�FOLD
�.�' FLOW XXX.XX'
8' x 16' STORMFILTER - SECTION VIEW B �
2 IADDER Y�5/NC
ANTI-FLOTATION BALLAST WIDTIi t1EIGhiT
��� ��
NOTES/`'PECIAL REQUIREMENTS:
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;d' Tt1E STORMWATER MANAGEMENT
`�rtnfifter�
U.S.PATENT No.5,322,629,
8' x 16' STORMFILTER - TOP VIEW 1 No.S.�o�,52�.No.6.oz�,639
No.6,649.048,No.5,624,576.
AND OTFIER U.S.AND FOREIGN
��2006 CONTECH Stormwater Solutions PATENTS PENDING
A���UTCAI..I� 8' x 16' PRECAST STORMFILTER ��G
�i�►�`.� i :�:? '
SfORMWATER TOP AND SECTION VIEWS, NOTES AND DATA 2
SOLUTIONS� STANDARD DETAIL vz ',
contechstormwater.com DATE:09/29lOS SCALE NONE FlLE NAME:SF816-PC-DTL DRAWN:MJW CHECI�D:ARG
B
2
24'
INLET PIPE •. INLET
(SEE NOTFS SE6) � BAY '`��
our�er ' A
>:\
HAY
1
ALTERNATE PIPE +� ��
LOCATION(NP) OUTL.FT PIPE
\`�
(SEE NOTES Sd6)
.
.. ,, .�, -- -.• . . _ _ ,
2� FILTRATION BAY STORMFILTER � ��"2}6' •
' CARTRID6E(TYP)
8' x 24' STORMFILTER - PLAN VIEW ��
1
3'x 9'(NOMINAI_) 24"PJ FRAME AND
ACCE55 NATCH COVkK(TYP)
(SEE NOTE 4) C,RADE RING
R�)
FLOW SPREADtR LADDER BAFFLE WALL
(ll'F')
4'-6"MIN
(SFF NOTF 7)
PEKMANENT POOL 1
r
. ENERGY STORMFILTER UNDERDRAIN
DISSIPATOR „ GARTRID6E(TYP) MANIFOLD Tt1�3TORMWATER MANAG[MENT
SEE NOTE 2 �O""�'�'�
( )
U.S.PATENT No.5,322,629,
8' x 24' STORMFILTER - SECTION VIEW A No.5.�0�,52�,No.6,02�,639
No.6,649.048,No.5,624,576,
'� AND OT11ER U.S.AND FOREIGN
PATENT3 PENDIN6
C�2006 CONTECH Stormwater Solutions
A����IT�'ALI� 8' x 24' PRECAST STORMFILTER ��NG
�ii �'.� i ��:n
� �� PLAN AND SECTION VIEWS
1
STORMWATER
SOLUTIONSw STANDARD DETAIL
,�2
contechstormwater.com pp�;10/19/05 3CALE:NONE FILE NAME:SF824-PC-DTL DRAWN:MJW CHECI�D:ARG
ai- �-�,w�, �..g.-,._.,
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GENERAL NOTES
I)STORMFILTER BY CONTECII STORMWATER SOLUTIONS; PORTIAND, OR(800) 548-4667; SCARBOROUGti, ME(877)907-8676;
ELKRID6E, MD(866)740-33 I 8. 24"0 FRAME AND
2) FILTER CARTRIDGE(5)TO BE SIPt10N-ACTUATED AND SELF-CLEANING STANDARD DETAIL DRAWING 5110W5 MAXIMUM NUMBER OF COVER(Tl'P)
CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. (SEE NOTE 4)
3)PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITti ASTM C857 AND C858. DETAIL DRAWIN6 REFLECTS DESIGN INTENT
ONLY. ACTUAI..DIMENSIONS AND CONFIGUfZATION OF STRUCTURE WILL BE 5t10WN ON PRODUCTION Sf10P DRAWING.
4)STRUCTURE AND ACCESS COVERS TO MEET AAStiTO H-20 IOAD FZATING. DOORS RATED POR INCIDENTAL TRAFFIC ONLY.
5)STORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP IS AVAll1�BLE, CONTACT CONTECII STORMWATER BAFFLE .
SOLUTIONS.
WALL
6) INLET AND OUTLEf PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORMFILTER VAUI_T EC�UIPPrD BALI_A5T
WItl1 EITf-1ER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. (Set NO1E fS)
7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCE59. IF A 511ALLOWER SYSTEM IS REQUIRFD, CONTACT CONTECH
STORMWATER 50LUTIONS FOR 0TI1FR OPTIONS. �
8)ANTI-FLOTATION 6ALLA5T TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BAI_IAST TO BE SET AI.ONG --
ENTIRE LENGTH OF 60TI1 SIDES OF THE STRUCTURE. �p� ti • . °! nEiGHr
9)ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. UNDERDRAIN.. �
MANIFOLD �NIDTII � �--
8' X 24' PRECAST 8' x 24' STORMFILTER - SECTION VIEW B
STORMFILTER DATA
STRUCTUREID XXX 2
WATER QUALITY FLOW RATE(cfs) X.XX
PEAK FLOW RATE(cfs X.XX
RETURN PERIOD OF PEAK FLOW( ) XXX 2�'
A�OF CARTRIDGES REQUIRED XX i z'
CARTRIDGE FLOW RATE 7.5 OR 15 m) XX � ��t- -+-- �r --1-�� �� � - _-�-, +T-
MEDIA TYPE C5F PERUTE ZPG ZEO-PE XXXXX i,� ,,t � ` , ; �� ,�,�` , .��,`
. � �,
PIPE DATA: IE MATERIAL DIAMEfER j �;j� S '` ;� , �I J', ;�.� 4'
INLETPIPE#I XXX.XX' XXX XX" � ,':F,� ;-; , • � �•.}; . t
INLET PIPE�2 XXX.XX' XXX XX" �i ' 'i, � 1 ' �•i'� ' :r�
OUTLET PIPE XXX.XX' XXX XX" y� ,•�' L '';f.J<� .:j�, g
RIM � '.i + ` , �,y; �r.
XXX.XX' XXX.XX' �� � : :: , r � I:�i.
�/�/�/�/�/ i i + �: ^ � i•i i
/�/�/�.MI � K. -�- � �'1Lr '.-�+.� . W-i��, 1._� _��} -}� �-! Sr -/-��1f..J.
FLOW . _.. . .,. , — ,
LADDER YES/NO
� � • � �
ANTI-FLOTATION BALlAST WIDTti 11EI6tiT
xx° xx" 8' x 24' STORMFILTER - TOP VIEW 1 "'EgT°R"""'"�„''"^"^�°"E''R
NOTES/SPECIAL REQUIREMENTS: �R�'�
2 U.B.PATIIdi No.5,922,629,
No.5,707,527,No.6A27,699
No.6,619,040,No.5,624,576,
�2006 CONTECH Stormwater Solutions �� P�TEN�SU 9P�NaNG��
A����ITC'Al.>� 8' x 24' PRECAST STORMFILTER ��NG
�i��►�i� i r.�i:-!
STORMWATER TOP AND SECTION VIEWS, NOTES AND DATA 2
SOI.UTIONSw STANDARD DETAIL 2�2
contechstortnwater.com pp�;�0/19/05 SCALE:NONE FILE NAME:SF824-PC-DTL DRAWN:MJW CHECKED:ARG
�
w��%u��wu�
%r�►��� � �=='- Size and Cost Estimate
ST4RMWATER .�
SOLUTIONS u�c.
Prepar�ed by Kaihryn Thomason on August 8,2006
Lowe's Renton — Stormwater Treatment System
Renton,WA
Information provided:
• Structure ID = North South
• Total Area (acre) = 1.55 5.27
• Percent Impervious = 97 97
• Water Quality Flow, WQF(cfs)= 0.237 0.805
• Peak Flow, Q100 (cfs) _ < 1.8 < 1.8
Assumptions:
• Media = ZPG cartridges
• Per Cartridge flow rate = 7.5 gpm
• Drop required from inlet to outlet= 2.3' minimum
• Presiding agency= City of Renton
Size and cost estimates:
� The StormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated
with the design storm.The water quality flow rate was calculated using the WWHM method and the online 15-minute
flow rate was used to size each StormFilter.
Structure Qua�er Approximate No. of S stem Size Estimated �'�
ID F�ow Depth Cartridges y Cost
North 0.237 6' 15 8'x16' $41,100
�; ,, � � ,� � �°�� � 8'x24' �{ $'3.2'900
,� South . F,� ;�������,�������,����� r' Y ,
. ?�£, ...... ��3�t £1 , k.}., �. s3 .. , . n S „ ..
The estimated costs are for complete systems delivered to the job site. This estimate assumes that the vault is
around 6 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors
rather than castings are specified. The contractor is responsible for setting the StormFilter systems and all extemal
plumbing.
002006 CONTECH Stormwater SoluUons 12021-B NE Airport Way,Portland OR 97220 Page 1 of 1
contechstormwater.com Toll-free:800.548.4667 Fax:800.561.1271 TS-P027
Full Storm Drainage Analysis Renton, WA
• � � • � � . . . � �
25-year Flow Calculation of Roof+North Basin
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) ; Area (ac) j Method Raintype ;
6 Month �.3927 �8.00 0.4557 i 4. 25 00 SCS � TYPE1 A ;
; 2 year ; 2.0013 8.00 0.6654 4.5200 SCS ; TYPE1 A ;
' 10 year i 2.9683 8.00 j 1 .0034 ; 4.5 02 0 SCS ; TYPE1 A ;
25 year � 3.6085 ; 8.00 � 1 .2289 j 4.5200 � SCS � TYPE 1 A ;
100 year 4.0339 8.00 �-1 .3799 4.5200 � SCS TYPE1 A !
Record ld: North & Roof
;Design Method SCS �Rainfall type j TYPEIA
Hyd Intv j 10.00 min Peaking Factor 484.00 ;
� � iAbstraction Coeff -� 0.20
,�vious Area � 0.05 ac �DCIA 4.47 ac I
�
'Pervious CN 92.00 �DC CN i 98.00 i
:Pervious TC 6.24 min DC TC 6.24 min
Pervious CN Calc '
�� Description ; SubArea ' Sub cn !
Landscaping i 0.05 ac ; 92.00 '{
i
Pervious Composited CN (AMC 2) j 92.00 ��
i
I.; Directly Connected CN Calc �i
� �
�---------- --_ -- ---- -- --- -
� Description SubArea ! Sub cn
;
'� Rear Paved Area Parki ng Area , 1 .50 ac � 089 0 ',
�- -- Rooftop ', 2.97 ac 98.�0 '
- DC Composited CN (AMC 2) 98.00 `
Directly Connected TC Calc
Type : Description Length ', Slope ; Coeff ' Misc ' TT ;;
i�
!�Shee �6.23 Min ':106.00 ft 2.00°/0 l0.0600 2.00 in ,6.24 min �i
� ;;
� Directly Connected TC � b.24min ��
Depth of Flo��
I�,r�
Solve For Depth of Flow �
Flowrate cfs 3.6085 Pipe Shape Circular
Slope ft/ft 0.0050 Select I
Manning's n 0.0140 ( Select (
Depth oF Flow ft ��.'�',
Diameter ft 1.2500 ; 5z�z�t '
� Plot I
Velocity fps 3.8802
0 utp-�
Area ft2 1.2272
Perimeter ft 3.9270 Critical
WettedArea ft2 0.9300 Rating
Wetted Perimeter ft 2.5018 OK
Hydrauic Radius ft 0.3717 Cancel I
Percent Full % 70.8711 Help
� Velocit at Full Flow I
Y
� �I
Solve For Flowrate v '
Flowrate cfs 4.2415 � Pipe Shape: Cir�ular �I
Slope ftlft 0.0050 Select �
Manning's n 0.014a � Select I
Depth oF Flow ft 1.2500
Diameter ft 1.2500 � Select I
( Pl�t I
Velocity fps 3.4563 �
D utput
Area ft2 1.2272
Perimeter ft 3.9270
� Critical
WettedArea fk2 1.2272 Rating
Wetted Perimeter ft 3.9270 �K �
Hydraulic Radius ft 0.3125 Cancel
Percent Full % 100.0000 � Help
Full Storm Drainage Analysis Renton, WA
1,. �r�
_�';�� ;.
� � � • � • � �
�
*NOTE: PACLAND PERFORMED A FIELD INVES I IGATION ON
8/3/06 AND VERIFIED THAT THE EXISTING 72"� PIPE IS j 1
OFFSET APPROXIM�TELY 1' TOWARD GARDEN �VENUE RELATIVE
\ i _i � � TO THE EXISTING SDMH LIDS.
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