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, STORMWATER TECHNICAL INFORMATION '
Valley Medical Center Surgery Expansion �
Renton, Washington '
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CITY OF RENTON
�� RECEIVED
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� � � - AP� G L 2004
BUILDING DIVISION ,
February 25, 2004 �I
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STORMWATER TECHNICAL INFORMATION
Valley Medical Center Surgery Expansion
Renton, Washington
February 12, 2004 ■
MAGI�IUSSON
KLEMENCIC
ASSOCIATES
1301 fi4th Avenue,Suite 3200
Seanle,Washington 96101-2699
L 206 292 1200 =:206 292 1�Gl
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MAGNUSSON
KLEMENCIC �
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STC)RMWATFR TFCHNIC^AI INFORMATION
Section I. Project Overview....................................................................... 1
Settion II. Preliminary Conditions Summary ...................................................... 2
Settion III. Off-site Analysis....................................................................... 4
Section IV. Retention/Detention Analysis and Design ............................................. S
Section V. Conveyance System Analysis and Design............................................... 8
Section Vt. Special Reports and Studies ........................................................... 8
Section VII. Basin and Co m m unity Plan Areas...................................................... 8
Section VIII. Other Permits ......................................................................... 8
Section IX. Temporary Erosian and Sedimentation Control Analysis and Design ................... 9
Section X. Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet
And De�laration of Covenant........................................................ 1 0
Section XI. Maintenance and Operations Manual .................................................. 1 0
APPFNDIX A• FIGURES
APPFNnIX R• DRAINAGE CONTROL PLANS
APPFNDIX G• HYDROLOGIG CALCULATIONS
APPFNnIX D• CONVEYANCE GALGULATIONS
APPFNnIX F� DOWNSTREAM CONDITIONS __
APPFNf�IX F• MAINTENANCE LISTS _
Stormwater Technical Information Table of Contents
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Valley Medical Center Surgery Expansion, Renton, Washington
STORMWATER TECHNICAL INFORMATION �
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MAGNUSSON
KLEMENCIC
ASSOCIATES
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KLEMENCIC
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S E C T I�N ! � P R O J E C T �YERYIEI�L_-- _-- _ -.-_ _ _-- __ - ___ --
INTRODUCTION
This report documents the stormwater and drainage design approach and proposal for the Valley
Medical Surgery Center Expansion project. The reporf has been prepared concurrently with the Permit
Submittal using the guidelines for the Stormwater Technical Information Reporf (TIR) from the 1990 King
County Surface Water Design Manual. Figure 1 consists of the standard TIR worksheet, completed for
the project.
The project is located at the northeast quadrant of the interchange of State Route 167 and South 43rd
Street in Renton, Washington (see Figure 2). The east side of the site abuts Talbot Road South. The City
has indicated that the site is in the Panther Creek drainage basin. All of the improvements occur in
previously developed areas. The proposed project consists of modifications to the existing hospital
building, constructing approximately 0.5 acres of new vehicular parking at the existing helipad, and
reconfiguring the vehicular access and pedestrian plaza at the main building entrance.
EXISTING DRAINdGE
The existing site land use is predominately buildings, parking lots, or streets. The existing site runoff can
be characterized by two separate systems. On the south side of the site, offsite runoff enters the cam�us
from South 43rd Street near the southwest corner of the site. This runoff is conveyed to the north in a
27-inch diameter trunk line running through the campus parking lots that ultimately discharges to an
existing wetland just northwest of the campus (northwest of the Medical Arts Building) and east of the
north entrance ramp to SR-167. Much of the on-site conveyance system for the west and south sides of
the campus, which is made up of catch basins, area drains and roof drain connections, is connected -o
this trunk line. A small portion of the east campus (the south end of the east parking lot) also appears
to join this trunk line just west of the Psychiatry Wing. There is one oil/water separator on the c�mpus
that appears to serve the parking lots on the south and east of the Medical Art Building.
On the east side of the site, offsite runoff enters the campus from Talbot Road South just e�st o} t��
Main Hospital Building. This runoff is conveyed to the north and northwest through the campus pc:r�: r�a
lots in a 27-inch diameter trunk line that also ultimately discharges to the existing wetland describc :
above. Much of the on-site conveyance system for the east and north sides of the campus, which �
made up of catch basins, area drains, and roof drain connections, is connected to this trunk line.
The wetland described above is hydraulically conne�� � - ,
campus falls witf- ' �
PROPOSED DRAINAG
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to a new stormwater management vault where runoff will be detained and treated. The detention
system will be located west of the new parking lot beneath the existing doctor�s parking lot. To
compensate for areos of improvements that cannot be drained to the stormwater management vault by
gravity, the existing doctor's parking lot will be re-plumbed to drain into the vault. The stormwater vault
will discharge to an existing storm drain manhole with a 12-inch discharge pipe to the existing
conveyance system approximately 50 feet away.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
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KLEMENCIC '
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The proposed stormwater facility will not be able to capture all of the proposed new paved areas due to ,
grading constraints. The detention calculations have compensated for these areas by detaining more !
volume of runoff from the parking lot than otherwise required. In a similar approach, the water quality
treatment volume is sized to accommodate runoff from the existing doctor's parking lot in the capture 'i
area to compensate for those proposed areas that co�ld not be routed to the facility. I
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��CTION II : PRELIMINABY__�4LI_D__1TIONS SUMMARY '
SITE tONDITI0N5
Figure 3 shows the drainage basins analyzed for the project. The proposed improvements only affect
the southern portion of the Valley Medical Hospital site. The basins'boundaries used as the limit of the
drainage analysis and design were selected to include the project areas, and adjacent surfaces that
would run into the project areas. The total area studied was 3.8 acres.
Figure 4 shows the soils map for the area that was prepared by the Soil Conservation Service in the
1970s. The site soils are expected to have a relatively high runoff potential, since the pervious areas of
the site are predominately lawn and landscaping previously modified from its natural state, underlain by
stiff silts and clays. Some of the lawn areas by the main building entrance are constructed on the top of
structure, limiting the ability of the lawn to infiltrate water into deeper soil horizons. Therefore, for the
purposes of the drainage analysis, all of the soils were treated as belonging to Hydrologic Soil Group C,
equivalent to glacial till soils.
CORE REQUIREMENTS
A pre-application meeting was attended by the owners, design team, and City staff on December 4,
2003, to identify the conditions for the project. The drainage conditions established for the project
consist of applying the 1990 King County Surface Water Design Manual criteria for drainage design
and stormwater management.
Core Requirement #1: Discharge at the Natural Location
The drainage from the improved areas will continue to drain to the existing storm drainage conveyance
system. The outfall location for this system will not be changed.
Core Requirement #2: Of�-Site Anolysis
A Level 1 Off-Site Analysis is included in this report.
Core Requirement #3: Runoff Control
Runoff control facilities have been designed for the project, and are documented in this report.
Core Requirement #4: Canveyance System
New conveyances have been designed to accommodate the 25-year design storm, and are
documented in this report.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
MAGN USSON
KLEMENCIC
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Core Requirement #5: Temporary Erosian and Sedimentation Control (TESC)
A TESC plan has been prepared for the project, and is documented in this report.
Care Requirement #6: Maintenance and Operation
This report addresses the maintenance and operation requirements for the proposed facilities.
Special Requirement #1: Critical Drainage Areas
Does not apply.
Specia) Requirement #2: Campliance with an Existing Master Drainage Plan
Does not apply.
Special Requirement #3: Conditions requiring a Master Drainage Plan
Project is below the thresholds.
Special Requirement #4: Adopted Basin or Community Plans
Does not apply.
Special Requirement #5: Spe�ial Water Quality Controls
Project is below the thresholds.
Special Requirement #b: Coalescing Plate Oil/Water Separators
Project is below the thresholds.
Specia) Requirement #7: Closed Depressions
Does not apply.
Specia) Requirement #8: Use of Lakes, Wetlands, or Closed Depressions for Peak Rate Runoff Control
The project does not propose to use existing features for peak rate runoff control.
Special Requirement #9: Delineation of 100 Year Floodplain
Does not apply.
Special Requirement #10: Flaod Protection Facilities for Type 1 and 2 Streams
Does not apply.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
Iv1 r�G�l U S S O N
KLEMENCIC i
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Speciol Requirement #11: Geotechnical Analysis ond Report
Not required for stormwater vaults.
Special Requirement #12: Soils dnalysis and Report
A Geotechnical report was prepared for the project. Based on the report, the existing site soils would
have characteristics compatible with Hydrologic Soil Group C.
SECTION III• OFF-S1TE ANALYSIS
A Level 1 off-site analysis has been conducted for the project. The review is based on the record
drawings for the site, observations made at the site, and resource maps from the City of Renton website.
STUDY AREA OEfINITION AND MAPS
A copy of the record drawing for the site is included. The record drawing shows the conveyances and
flow path downstream of the work area.
There are not any off-site areas upstream of the proposed improvements. The improvements are taking
place at the upstream limit of one of the on-site conveyance systems. While off-site flows enter the
Valley Medical site from City right-of-way, the off-site water does not flow through the project
i mprovements.
RESOURCE REVIEW
No resource issues that would affect the proposed drainage improvements have been related to the
designers by the owner or the City.
FIELD INSPECTION
The outfall of the existing storm drain conveyance system and downstream open channel reach serving
the project area was observed at the site. The observed conditions are summarized below and in
Appendix E.
DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING
Stormwater discharge from the area of the improvements, including the proposed stormwater vault, will
enter the existing 12-inch storm drain trunkline that flows west under the east-west drive that is between
the hospital building and the existing heliport. From the discharge location of the project, flow heads
west for about 220 feet before turning towards the north. After about 75 feet the pipe size increases to
27 inches. At this point, the discharge merges with flow from the southwest part of the Valley Medical
Center site, which includes some off-site flow that is conveyed in 27-inch pipe from the South 43rd '
Street right-of-way. From here, flow continues to flow through a total of about 700 feet of the 27-inch
pipe, then 1 10 feet of 42-inch pipe, until it discharges northwesterly into an open channel.
The ouifall is buried about b to 8 inches in sandy sediment. Additional sandy sediment has
accumulated in an area about 8 feet by 4 feet near the outfall. The first reach of open channel is
flanked by a b�ackberry covered slope to the west and a flat meadow vegetated with reed canary grass
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
MAGNUSSON
KLEMENCIC
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on the east. The channel varies from 24 to 36 inches wide, 10 to 15 inches deep, with near vertical
banks. Grass is growing on the sides ond bottom of the channel in many areas. There were no signs of
active bank erosion or botFom scour. This reach extends about 120 feet from the outfall.
The channel then turns from northwesterly to north. At this point, a 15-inch knick point was observed in
the channel bottom. Below this point, the channel bottom changes to more clayey material. The width
was observed to vary from 15 to 24 inches, with depths of 8 to 15 inches and vertical banks. While the
knick point indicates the channel bottom has eroded in the past, there were no signs of active erosion
and the overbank areas were covered with low, herbaceous vegetation. This reach extends about 30 to
40 feet to the edge of the forest.
Once the channel reaches the forest, another knick was observed where a buried log creates a 15-inch
drop. Beyond this point, the channel flows through mature forest canopy and blackberry undergrowth.
The channel width varies from 24 to 40 inches with vertical to 1 H:1 V sloped banks. Woody debris was
observed in the stream. The boitom substrate appeared to be mostly sand. The banks appeared stable,
and there were not signs of active erosion aside from the aforementioned knick point. Due to the dense
vegetation, this was the downstream limit of the off-site analysis.
Figures 5 and 6 summarize the downstream conveyances. Appendix E has photos of the outfall and
open channel.
SECTION IV: RETENTION/DETENTION ANALYSIS AND DESIGN
EXISTING SITE HYDROLOGY �
The existing site land covers consist of building rooftops, paved parking and walks, and lawn landscape
areas. Building rooftops drain to the sanitary sewer system via the building mechanical systems. The
other areas drain by surface sheet flow and gutFer flow to catch basins and area drains. A 12-inch
storm drain pipe serves as the trunkline for runoff collected in the project area.
The existing basin is shown in Figure 3. The basin consists of 2.17 impervious acres and 1.63 acres of
lawn and landscaping. The total area is 3.80 acres. The impervious runoff curve number is assumed to
be 98, and the landscape runoff curve number is assumed to be 86. Subbasins were established within
the larger study basin to facilitate the drainage analysis. Appendix C has a detailed accounting of the
pervious and impervious surfaces within each of the project subbasins.
The site runoff was modeled using the Santa Barbara Urban Hydrograph method. The "Waterworks"
software program by Engenious Systems was used to perform the modeling calculations. Data from the
program are in Appendix C. The design storms were 24-hour events.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
MAGNUSSON
KLEMENCIC
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The following table summarizes the rainfall totals used in the hydrologic analyses for the project.
Pretipifation
Design Storm (inches�
Water quality, 24-hour 0.67
2-year, 24-hour 2.00
10-year, 24-hour 2.90
_ __ _ _
25-year, 24-hour 3.38
. _ . _ _
100-year, 24-hour 3.90
The flow rates computed for the existing site are as follows:
Exisiing
Dizcharge
t�esign Storm {cfsj �
2-year, 24-hour 1.l 2
10-year, 24-hour 1.80
. _
100-year, 24-hour 2.58
All of the runoff from the proposed improvements drains to an existing 12-inch storm drain that does not
receive flow from off-site. Therefore the off-site flows were not computed for this project.
PROPOSED SITE HYDROLOGY
The proposed site land covers consist of building rooftops, paved parking and walks, and landscape
areas. Building rooftops drain to the sanitary sewer system via the building mechanical systems. The
other areas drain by surface sheet flow and gutter flow to catch basins and area drains. A 12-inch
storm drain pipe serves as the trunkline for runoff collected in the project area.
Detention for the site was designed to meet the standard of the 1990 King County Surface Water Design
Manual. The standard establishes that the post-developed flow rates for the site runoff from the 2-, 10-,
and 100-year design storms are not allowed to exceed the existing runoff rates from the 2-, 10-, and
100-year storms, respectively.
The proposed basin is shown �n F�gure 3. The total area is 3.85 acres, which is slightly more than the
existing basin because conveyance improvements are proposed at the doctor's parking lot to collect
runoff from outside the existing basin for treatment. This "diverted" catchment will eventually drain to the
same storm drain trunk as in the existing condition, but will be treated first. The impervious runoff curve
Stormwater Technical Information
Valley Medical Center Surgery Expansion, Renton, Washington �-����}ss��,M�� w��_.
MAGNUSSON
KLEMENCIC
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number is assumed to be 98, and the pervious landscape runoff curve number is assumed to be 86. ��
The project creates approximately 1 7,360 square feet of new impervious areas. �I
All of the runoff from the proposed improvements drains to an existing 12-inch storm drain that does not
receive flow from off-site. Therefore, the off-site flows were not computed for this project. ,
The proposed improvements include installation of pipe and modifications to the existing drainage
system that are needed to redirect runoff from the existing doctors parking lot into the proposed '
stormwater vault. This "replumbing" is needed to meet the water quality treatment criteria for the project, '�
but will affect the routing of runoff from the existing parking lot. Runoff from the new parking lot will be
collected in catch basins and routed through pipes to the stormwater vault.
HYDROLOGIC ANAtYS15
The proposed site is analyzed as two basins based on whether the area is collected for treatment and
detention in the proposed stormwater vault. The basins are thus "detained" or"bypassed" by the
proposed facilities. Basins A and D, as shown in Figure 3, are "detained," and Basin B is "bypassed."
Detailed computations are provided in Appendix C.
The flow rates computed for the proposed "bypass" basin are:
Proposed ',
��scharge !
�esign St4r� �cf�� '
2-year, 24-hour 0.87
10-year, 24-hour 1.37
100-year, 24-hour 1 .95
Assuming that the peaks from the "detained" and "bypass" basins occur at the same time, the allowable
release rate for the stormwater detention vault was computed as the difference of the existing site
discharge and the "bypass" site discharge:
Yault In#lov� Allowub�e �X _ +`3�p�,
Rate�cfs} Vault � p,.c�._.r
V����u;�
R@�B�SB R�1�
��sign St�r� �cfs�
2-year, 24-hour 0.40 0.25 ` , I� 'J ��
_ _ _ _
10-year, 24-hour 0.61 0.43
100-year, 24-hour 0.86 0.63
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
I�•1 AG N U S S ON
KLEMENCIC
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Based on the hydrologic routing calculations for the proposed stormwater vault about 1,140 cf of
detention storage would be required to meet the release standard. A 30 percent volume correction
factor was applied to compute that the design detention volume is 1,480 cf.
WATER QUALITY TREATMENT
The King County Surface Water Design Manual requires biofiltration of runoff when over 5,000 sf of
new impervious area subject to vehicular use results from a project. City of Renton staff indicated
verbally that when biofiltration is not feasible, a water quality vault may be substituted.
In accordance with King County Special Requirement #5, Special Water Quality Controls are required
for projects that result in more than 1 acre of new impervious area. As shown in the water quality
computations in Appendix C, this project creates about 30,900 sf of new impervious surfaces subject to
vehicular use. Therefore, Special Water Quality Controls are not required.
Based on these criteria,the stormwater vault includes a permanent pool for water quality treatment. The
design treatment volume was computed for a design storm where the precipitation was 0.67 inches,
which is one-third of the 2-year, 24-hour rainfall. This volume is 1,550 cf.
RETENTION/DETENTION SYSTEM I'�` �'�'''''� ���'�` � ''�� �� ��r )��� c� I
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A stormwater vault is proposed for the project. The vault will include "live" detention storage and
"permanent pool" volume for water quality treatment. The vault was designed in accordance with the
City of Renton Standard Plan to the extent possible. Backup calculations and the detail drawing for the '
proposed detention vault are in Appendix C. �� �� � ��03 CF
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SECTION V: CONVEYANCE SYSTEM ANALYSIS AND SIGN�` 2 �
Conveyance improvements were designed for the new parking lot and plaza area. The Rational Method ''
was used to compute the peak intensity 25-year runoff rates, which were used to size the proposed ,
storm drain pipes. Appendix D has the conveyance sizing calculations. ',
SECTION VI: SPECIAL REPORTS AND STUDIES '!
None.
SECTI4N VII : BASIN AND COMMUNITY PLAN AREAS
None.
SECTION VIII: OTHER PERMITS
None.
Stormwater Technical Information
Valley Medical Center Surgery Expansion, Renton, Washington
MAGNUSSON
KLEMENCIC
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SECTION IX: TEMPORARY EROSION AND SEDIMENTATION CONTROL
ANALYSIS AND DESIGN
A TESC Plan has been prepared for the project, and is included in Appendix B. The plan meets the
minimum TESC requirements as discussed below.
TESC REQUIREMENTS
TESC Requirement #1: Clearing Limits
Clearing limits are shown on the plans.
TESC Requirement #2: Cover Measures
Addressed in the TESC Plan Notes.
TESC Requirement #3: Perimeter Protection
A sediment retention barrier is shown on the plans.
TESC Requirement #4: Traffic Area Stabilization
The stabilized construction entrance is shown on the plans. The TESC Plan Notes indicate state water ,
quality standards are applicable to construction site runoff.
TESC Requirement #5: Sediment Retention
A sediment retention system is shown on the plans.
TESC Requirement #6: Surface Water Control
Interceptor swales are shown on the plans.
TESC Requirement #1: Dust Control
Air quality is addressed in the TESC Plan Notes.
TESC Requirement #8: Wet Season Construction
Addressed in the TESC Plan Notes.
TESC Requirement #9: Constru�tian within Sensitive Areas and Buffers
Does not apply.
TESC Requirement #10: Maintenance
Addressed in the TESC Plan Notes.
Stormwater Technical Information
�.��"'����"��r°��-'�c�"f
Valley Medical Center Surgery Expansion, Renton, Washington
MAGN USSON
KLEMENCIC
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TESC Requirement #11: fina) Stabilization
Final stabilization will be in accordance with the landscape plans for the project.
SECTION X: BOND QUANTITIES WORKSHEET, RETENTION/DETENTION
FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT '
None.
SECTION XI: MAINTENANCE AND OPERATIONS MANUAL
OPERATIONS
The project provides a stormwater vault to treat and detain the runoff from the new parking lot and the
existing doctor's parking lot. The stormwater is treated primarily by seitling suspended pollutants in the
quiescent flow within the permanent pool of the stormwater vault.
The outlet device within the stormwater vault consists of a vertical standpipe fitted with orifices. The
orifices have been designed to slow down the runoff, temporarily storing runoff in the vault until it can
be released at the controlled rate.
The operation of the vault is passive and controlled by gravity. There are no actions required on the
part of the owner asides from maintaining the facility.
MAINTENANCE
The stormwater vault requires periodic inspection and cleaning to function properly. At a minimum, the
facility should be inspected each year. When the depth of sediment in accumulated in the bottom
exceeds 6 inches, the vault should be cleaned by removing the accumulated sediment. The vault should
also be cleaned to remove floating debris, oil and grease, or accumulations of leaves.
Access holes are provided at each end of the vault to allow inspections, cleaning, and repair. A drain is
provided that can be opened to draw down the permanent pool of the vault—it is vital that this drain be
closed once cleaning or inspections are completed.
The vault is considered to be a confined space by state and local codes. Confined spaces present
unique safety issues. Only personnel trained in confined space entry should work inside the vault.
Catch basins and manholes also require periodic cleaning. This typically consists of using a vactor truck
to remove accumulated sediments. Drainage structures should be cleaned when sediment
accumulation reaches within 12 inches of the outlet pipe invert, or when pollutants are observed.
Appendix F provides maintenance lists to be used for the proposed drainage facilities.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
ti1AGiVUSSON
KLEMENCIC
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REFERENCES
Valley Medical Center Surgery Site Improvements. GeoEngineers. January 16, 2004.
Surface Water Design Manual. King County Surface Water Management. 1990.
Telephone Conversation with Ron Straka. City of Renton Stormwater Manager. December 2, 2003.
Pre-Application Meeting with City of Renton Staff. December 4, 2003.
Stormwater Technical Information
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Valley Medical Center Surgery Expansion, Renton, Washington
APPENDIX A
FIGURES
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MAGNUSSON
KLEMENCIC
ASSOCIAT�S
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Page 1 of 2
King County Building and Land Development Divlslon
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
- . . � - . . .
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Project Owner � P ' (�/r'�Cr Project Name�.����Df GkL Cht-rR_
Address �� �� 43 � �� R�►'��A++ q$�S Location SvRVb�`� �NSto
Phone TrBv�r- I�Ar� �{25 - LT 8-3440,,�5qL J Township Z 3 N
Project Engineer �r�w GAnM�s Range �L
Section 31
Company �{�n�ssa� KItM�o:� ASsoc. ProjectSize 0.4 AC N�W l.ti
AddressPhone z06 � ?9t -�_ZOD y S�A��e
Upstream Drainage Basin Size ��.__ AC _____
— - '�
� • •
� Subdivision � DOF/G HPA � Shoreline Management
� Short Subdivision 0 CpE 40q � Rodcery
� Gradi�g 0 DOE Dam Safety � Structural Vaults
� Commeraal � FEMA Floodplain � Other
� Other � COE Wetlands 0 HPA
�
—---- — ----�
• � . -
Community G��y o f ��^.�01^f ,
Drainage Basin
1�a�+�,« G-�ek
Cj River 0 Floodplain
0 Stream 0 Wetlands
0 Critical Stream Reach 0 Seeps/Springs
0 Depressions/Swales � HighGroundwaterTable
0 Lake � Groundwater Recharge
O SteepSlopes � Other �6VFL�PI�D f-�Ostrr,4L CqMPvS
� Lakeside/Erosion Hazard
Soil Type Slopes Erosion Potent'al Erosive Vetocities
1,,�� ���.;1� _ �r��• �N : � ✓ n�ax. m o dc�A�-e Z �Fp s
� Additional Sheets Attatched
1/90
Page 2 oi 2
King County Buliding and Land Development Divlsion
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
� . • .
REFERENCE LIMITATIOWSITE CONSTRAINT
C] Ch.4-Downstream Analysis
�
�
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0
0
; � Additional Sheets Attatched
�
MINIMUM ESC RE(aUIREMENTS MINIMUM ESC REQUIREMENTS
�,(� DURING CONSTRUCTION FOLLOWING CONSTRUCTION
LYJ Sedimentation Facilities � Stabilize Exposed Surfaoe
�Stabilized Construction Entrance � Remove and Restore Temporary ESC Faalit�es
�Perimeter Runoff Control � Clean and Remove All Silt and Debris
� Clearing and Grading Restrictions � Ensure Opera6on of Permanent Facilities
Cover Practioes 0 Flag Limits of NGPES
Co�struction Sequence 0 Other
0 Other
�
0 Grass�ined Chan�el 0 Tank 0 Infiltration Method of Analysis
[� Pipe System Q� Vault � Depression S�V N
� Open Channel � Energy Dissapator � Flow Dispersal CompensatioNMitigation
0 Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage I
0 Wet Pond � Stream 0 Regional Delention '
Brief Description of System Operation CaM�;A� wa'�N 41�1��M �. ��/J�i'o/f ✓A i/«�
Facility Related Site Limitations � Additional Sheets Attatched
Reference Facility Limitation
. ,
0 Drainage Easement
� CastinPlaceVault C1�1 Other PfC•Go►S�' � AocessEasement
[�l Retaining Wall .('� PM�r,,,g Ir} �0.v�,�, ,�01� 0 NaGve Growth Protection Easement
0 Rockery>4'High 0 Tract
� Structural on Steep Slope S�Mw4��� 0 Other
• -• •
I or e civil engineer under my supervision have visited the site. Actual , "� i'
site conditions as observed were incorporated into this worksheet and the �
attetchments. To the best of my knowledge the iniormation provided
here is accurate. sb�•
1/'90
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_._�__.
PROJECT Valley Medical Center Surgery Expansion DATE 2-24-04 MAGNUSSON
TITLE Fi ure 2: Project Vicinity DRAWN BY KLEMENCIC
ASSOCIATES
SKETCH#
Structural+Civil Engineers
1301 Fihh Avenue,Suite 32�0 Seattle Woshington 98101-2699 T:206 292 1200 F:206 292 1201 W:www.mka.com
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design Manual, Core Requirement#2 �
Basin: v4L4 E y M6b��-4[. Subbasin Name: SvK(���G`� �+���1NLIG1� ��P_.o.�LTSubbasin Number.
Symbol ' Drainage ;; D�a'ina�e.Component : Slope Distance Existing = Pbtential "Observations of#ield inspector
Component Type, i DesCrip'tiart from site 'Probiems Problems resource reviewer, or resident
Name and Size >: <. dischar e
Type;sheetflow,swale, 'constricqons,under capacity,ponding,:
„
see map stream,channel,.pipe, 'drainage t�slnFveg�fatlon;ctrver, : 96;' t/4'tnl M 1,320 f� oVertopping,floocling,habRat or organlsm tributary area,fikeifhood of problem,
pond;SfYe;diameter, depth,type oliseneaifve a�ea volurtte ; destructlon,scou�Tng,bank sloughfng, overflow pathweys,poterrtlal Impacts.
: su�tace area > > ; ' < ': . sedlmeri#adon inc}s(on other eroslon
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APPENDIX B
DRAINAGE CONTROL PLANS
■
MAGNUSSOI�
KLENtENCIC
ASSOCIATES
-.- - . . _ -. _ _ _ � '�
�
APPENDIX C
HYDROLOGIC CALCULATIONS
•
■
� MAGNUSSON
KLEN�ENCIC
ASSOCIA"�S
Valley Medical Center Surgery Expansion
Site Hydrologic Characterization
Assumptions:
1. Soils are till,or equivalent,SCS Hydrologic Sal Group(HSG)C
2. Established lawn areas bcated on top of buried sVuctures are hydrologically equivalent to till soils(HS�C).
3. King County 1990 Surtace Water Design Manual criteria apply to this project.
Existing Site Areas
Basin A(vicinity of helipad)
Total area: 34,860 sf 0.800 acres
Till lawn: 21,039 sf 0.483 acres
Impervaus 13,821 sf 0.317 acres
Basin B(vicinity of courtyard&fountain)
Total area: 112,203 sf 2.576 acres
Till lavm: 45,810 sf 1.052 acres
Impervaus 66,393 sf 1.524 acres
Basin D(e�dsting doctors parking lot)
Total area: 18,356 sf 0.421 acres
Till lavm: 4,104 sf 0.094 acres
Impervious 14,252 sf o.327 acres
Total site area analyzed for project: 165,419 sf 3.797 acres
Till lawn: 70,953 sf 1.629 acres
Impervious 94,466 sf 2.169 acres
Proposed Site Areas:
Areas draining to detention facility:
Basin A(vicinity of helipad,north)
Total area: 29,084 sf 0.668 acres
Till lawn: 6922 sf 0.159 acres
Impervious 22,162 sf 0.509 acres
Basin D(existing doctor's parking lot)
Total area: 20,456 sf 0.470 acres
Till larvn: 5,054 sf 0.116 acres
Impervious 15,402 sf 0.354 acres
Subtotal for detJwater quality vault: 49,540 sf 1.137 acres
Till lawn: 11,976 sf 0.275 acres
Impervious 37,564 sf 0.862 acres
Areas discharging downstream of detention(bypass areas):
Basin B(vicinity of courtyard&fountain)
Total area: 117,979 sf 2.708 acres
Till lawn: 41590 sf 0.955 acres
Impervious 76,389 sf 1.754 acres
Subtotal for bypass area: 117,979 sf 2.708 acres
Till lawn: 41,590 sf 0.955 acres
Impervious 76,389 sf 1.754 acres
Total site area affected by project: 167,519 sf 3.846 acres
Net change in overall total area: 2,10� sf,added at doctors parking lot.
I:IVMCSurgeryCivlSformwaferl(areas.xlsJSD areas Feb04 T1R
Magnusson Klemencic Associates
Prepared by BLT
Printed: 2/10/2004
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Structural+Civil Engineers
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2/11/04 10 : 50 : 11 am Skilling Ward Magnusson Barkshire page 1
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
BASIN SUMMARY
BASIN ID: bp_10 NAME: proposed bypass basin 10-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 2 . 71 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP �,
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 96 Acres 1 . 75 Acres �'
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 '
� TC. . . . . 8 .26 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Channel L: 100 . 00 kc :27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 1 . 37 cfs VOL: 0 . 52 Ac-ft TIME: 480 min
BASIN ID: bp_100 NAME: proposed bypass basin 100-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 2 . 71 Acres BASEFLOWS : 0 . 0� cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 96 Acres 1 . 75 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 8 . 26 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Channel L: 100 . 00 kc :27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 1 . 95 cfs VOL: 0 . 73 Ac-ft TIME: 480 min
BASIN ID: bp_2 NAME: proposed bypass basin 2-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 2 . 71 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 96 Acres 1 . 75 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 8 . 26 min 5 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Channel L: 100 . 00 kc : 27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 0 . 87 cfs VOL: 0 . 33 Ac-ft TIME: 480 min
C�
2/11/04 10 : 50 : 11 am Skilling Ward Magnusson Barkshire page 2
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
---------------------------------------------------------------------
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: det 10 NAME: proposed detained basin 10-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1. 14 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 .28 Acres 0 . 86 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 5 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s:0 . 1090
TcReach - Channel L: 100 . 00 kc :27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 0 . 61 cfs VOL: 0 .23 Ac-ft TIME: 480 min
BASIN ID: det 100 NAME: proposed detained basin 100-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 14 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .28 Acres 0 . 86 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 5 . 00 min 5 . 00 min �
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 11G . 00 ns : 0 . 15Q0 p2yr: 2 . 00 s:0 . 1090
TcReach - Channel L: 100 . 00 kc :27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 0 . 86 cfs VOL: 0 . 32 Ac-ft TIME: 480 min
BASIN ID: det 2 NAME: proposed detained basin 2-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 14 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .28 Acres 0 . 86 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 5 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Channel L: 100 . 00 kc : 27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc : 42 . 00 s : 0 . 0100
PEAK RATE : 0 .40 cfs VOL: 0 . 15 Ac-ft TIME : 480 min
`�
Gq
2/11/04 10 : 50 : 11 am Skilling Ward Magnusson Barkshire page 3
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
---------------------------------------------------------------------
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: det wq NAME : prop detained basin water qual
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 14 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 .28 Acres 0 . 86 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 5 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Channel L: 100 . 00 kc :27 . 00 s : 0 . 0200
TcReach - Channel L: 260 . 00 kc :42 . 00 s : 0 . 0100
PEAK RATE: 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min
( 15 4"i c� �� Sc�G�°Y� )
BASIN ID: tot e10 NAME: total existing 10-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 80 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 63 Acres 2 . 17 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 14 .42 min 5 . 00 min
ABSTRACTION COEFF: 0 . 20
TcReach - Sheet L: 225 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Sheet L: 75 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0150
TcReach - Shallow L: 75 . 00 ks :27 . 00 s : 0 . 0150
TcReach - Shallow L: 70 . 00 ks :27 . 00 s : 0 . 0100
TcReach - Channel L: 75 . 00 kc :42 . 00 s : 0 . 0200
PEAK R.ATE: 1 . 80 cfs VOL: 0 . 70 Ac-ft TIME: 480 min
BASIN ID: tot e100 NAME: total existing 100-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 80 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 63 Acres 2 . 17 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . : 14 .42 min 5 . 00 min
ABSTR.ACTION COEFF: 0 .20
TcReach - Sheet L: 225 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Sheet L: 75 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0150
TcReach - Shallow L: 75 . 00 ks :27 . 00 s : 0 . 0150
TcReach - Shallow L: 70 . 00 ks :27 . 00 s : 0 . 0100
TcReach - Channel L: 75 . 00 kc : 42 . 00 s : 0 . 0200
PEAK RATE : 2 . 58 cfs VOL: 1 . 00 Ac-ft TIME : 480 min
G10
2/11/04 10 :50 : 11 am Skilling Ward Magnusson Barkshire page 4
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
BASIN SUMMARY
BASIN ID: tot e2 NAME : total existing 2-yr
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 3 . 80 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 63 Acres 2 . 17 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 14 .42 min 5 . 0� min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 225 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1090
TcReach - Sheet L: 75 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0150
TcReach - Shallow L: 75 . 00 ks :27 . 00 s : 0 . 0150
TcReach - Shallow L: 70 . 00 ks :27 . 00 s : 0 . 0100
TcReach - Channel L: 75 . 00 kc :42 . 00 s : 0 . 0200
PEAK RATE : 1 . 12 cfs VOL: 0 .44 Ac-ft TIME: 480 min
I
c,r
2/11/04 10 : 50 : 11 am Skilling Ward Magnusson Barkshire page 5
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
STOR.AGE STRUCTURE LIST
RECTANGULAR VAULT ID No. detvault
Description: Detention vault
Length: 25 .40 ft . Width: 10 . 00 ft . voids : 1 . 000
r�� `�5� �P �� ��✓ Yo�ur�C c�rrec�-l�n -�a�r :
J �
LQa, = 130'�� � z�. 4 F� = 33. o '
�i
'�
;-
I
G�Z
2/11/04 10 : 50 : 11 am Skilling Ward Magnusson Barkshire page 6
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. detvault �
Description: detention vault
Outlet Elev: 82 . 00
Elev: 82 . 00 ft Orifice Diameter: 2 . 6250 in.
Elev: 84 . 10 ft Orifice 2 Diameter: 1 . 8750 in.
Elev: 85 . 35 ft Orifice 3 Diameter: 1 .7500 in.
hlc���s� ���e�' el�i/ -�• �'lo►,� o��joy1�.
Q�,�ere� �• �;� A���7� ���> �• Sw�`? l996
QZ ; o. z3�� -
Project Description
Project File untitled.fm2 ,
Worksheet VMC Det Vault Outlet Pipe
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.012
Channel Slope 0.020000 ft/ft
Diameter 12.00 in
Discharge 0.23 cfs
Results
�L Q� ���J� g z,o� — 0•�¢ Depth 0.14 ft
�✓��e� el"� � Flow Area . 7 ft2
; gl�$6 �-�
Wetted Perimeter 0.77 ft
Top Width 0.69 ft
Critical Depth 0.20 ft
Percent Full 14.00
Critical Slope 0.004933 ft/ft
Velocity 3.44 ft/s
Velocity Head 0.18 ft
Specific Energy 0.32 ft
Froude Number 1.96
Maximum Discharge 5.87 cfs
Full Flow Capacity 5.46 cfs
Full Flow Slope 0.000036 fUft
Flow is supercritical. �'�3
- -�
2/11/04 10 : 50 : 13 am Skilling Ward Magnusson Barkshire page 7
Valley Medical Cntr. Surgery Expansion
Stormwater Design per 1990 KCSWDM stds
February 2004 Technical Information Rpt .
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
<-------DESCRIPTION---------� (Cf9) (cf9) --id- --id- c-STAGE> id VOL (Cf)
2yr ••........ ................ 0.25 0.40 detvault detvault 83.85 1 470.19 cf
l0yr ......................... 0.43 0.61 detvault detvault 85.14 2 798.41 cf
100yr ........ ................ 0.63 0.86 detvault detvault 86.49 3 1140.39 cf
r
� ��
v:
KLEMENCIC
�ommunication ASSOCIATES
Shudurol+Civil EnQinkn
1301 Fifih Avsnue,Suke 3200 Seottb Washinpton 99101-2699 T:206 292 1200 F:206 292 1201 W:www.mko.com
PAGE 1 / 1
� ROUTING JMS
RMG
PIACED CALL: � MKA ❑ Other Company Phone# 425-430-7304
DATE 12/2/03 TIME 3:30 PM
BEfWEEN Brian Taylor OF MAGNUSSON KLEMEN(IC ASSOCIATES,INC.
AND Ron Straka OF City of Renton, $urface Water Manager
PRQ1ECf �M�,1f,�.S Surg Expansion •�
$UBJECf Stormwater Treatment
Contacted Ron to discuss water quality treatment design in advance of pre-app meeting scheduled for 12/4/03.
Ron indicoted that in general StormfilterT"'devices are not permitted in the City unless there is an extreme design
condition. Example was high.groundwater making construction of a water quality vault impossible. City's reason is
that there is insufficient history to determine efficacy of StormfilterT""devices.
The City will consider a request if it is submitted as defined in the Code Modification and Alteration request.
Procedures are in the Municipal Code. Documentation must be submitted to show that the device provides the
same benefit as a design per code would provide.
Ron discussed how we could meet the 1990 Surface Water Design Manual criteria. For projects that cannot
provide biofiltration,the Ci1y will accept a water quality vault in lieu of the swale,sized per the 1990 manual
criteria. For projects that add more than 1.0 acre of new impervious surface subject to vehicular traffic, Special
Requirement#5 kicks in. If a swale is not provided,the vault used to meet SR#5 must be sized at 150% of the size
required in the manual. The water quality treatment volume (without the 150%factor) is the runoff volume from a
storm 1/3 the size of the 2-year event. (P� = PZ/3).
I explained that a StormfilterTM provides greater flexibility to the owner, because is has a reduced footprint that is
less likely to impede future parking garage construction, and carfridges can be added to a StormfilterT"'to increase
the treqtment capacity if needed in the future. I also explained how the hydraulic head limitations would make it
difficult to site a combined detention/water quality facility at the existing parking lot location.
Ron clarified that the helipad should be considered new impervious area subject to vehicular traffic. He also
indicated that since a wetland is downstream, SR#5 may apply even if the new imperviousness is beneath the 1.0
acre threshold.
At the end of the conversation Ron indicated that he would likely be open to a StormfilterT"'for this project. I
indicated I would double-check the 1990 sizing criteria to discuss further at the pre-app meeting.
C)�
APPENDIX D
CONVEYANCE CALCULATIONS
�
■
MAGNUSSON
KLEMENCIC
ASSOCIATES
, � i
Design Sheet �� MAGNUSSON II
KLEMENCIC I
ASSOCIATES ■
Structurai+Civil Engineers
-� PROIE(T M _ �x , SNEET
LO(ATION � ,�,^ � (UENT N .� DATE Z�a�, BY L
�f31,'}'"��iJo I �e��G!/ I
=c��
� _
.z - � (`ts�
Zs �R��� � ,� � 3. 3 s -�. .� = ��s C��)
T'c = �. 3 azs = Z• � ! 6 zs = d �S
er-- KGswbM Iqg
P a
_o.�s
,��Z s = (3. 33��2.G�) C�. 3 = Z. 7/ r�/`.,,r
;
;
i
i
� �
�- i
i
17Es �v r�l �'�ws � �--�r o r�q c... z.s -- Yr
AREA# ACRES C I Gl
1 0.069 0.15 2.71 0.028
2 0.069 0.15 2.71 0.028
3 0.068 0.9 2.71 0.166
4 0.016 0.9 2.71 0.039
5 0.257 0.9 2.71 0.627
6 0.229 0.9 2.71 0.559
�7 0.092 0.9 2 J 1 0.224
8 0.015 0.9 2.71 0.037
9 0.002 0.9 2.71 0.005
10 0.04 0.9 2.71 0.098
11 0.016 0.15 2.71 0.007
12 0.333 0.15 2.71 0.135
APPENDIX E
DOWNSTREAM CONDITIONS
■
MAGNUSSON
KLEMENCIC
AS�OCIATES
'a "�'71'7RFiiI�1111P111111J�
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SurFace Water Design Manual, Core Requirement #2
Basin: ViQ�LLE`/ /�6bIL¢L Subbasin Name: �vR(���C,`� �K�i1PISIGI�I ��P_O„�LTSubbasin Number:
>
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Ct5rrlponent Type, .Des�ription from site `` Problems Problems resource reviewer, or resident
_
Name .and Size dischar e
'Type;sheet ilaw,swale, constrictlons,under capacity,ponding,
see mep stream,channel,pipe, dralnage bas(n,vegetat(on;CoveC, . % 1/4 mi=1,320 R overtopping,flooding,habltat or organism tributary area,likelihood of problem,
pond;SIYe:diameter, depth,type of sensathrear�ea,volume, ! destructlon,scouring,bank stoughing, overtlow pathways,poterttlal fmpacts.
> su�tace area " 'Sedlmel'itadon incfsion`other erosion
_s-i•_ PiPE , 1z '' cMP Ex�sT��v O'— Zzo'
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VALLEY MEDICAL SURGERY EXPANSION: STORM DRAIN TECHNICAL INFORMATION REPORT
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TRANSITION TO CN�����E�THROuGH FGREST
APPENDIX F
MAINTENANCE LISTS
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MAGNUSSON
KLEMENCIC
ASSOCIATES
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K [ NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS)
Malntenance CondlUons When Malntanance Resuks Expeeted
Componant Defect is Needad When Malntenance is Performed
Storage Area Plugged Air Vents One-half oi the cross section of a vent is Vents tree of debris and sediment.
blocked at any point with debris and
sediment. -
Debris and Accumulated sediment depth exceeds All sediment and debris removed from
Sediment 10%of the diameter of the storage area storage area.
for 1/2 length of storage vault or any
point depth ezceeds 15%of diameter.
Example: 72-inch storage tank would
requiro cleaning when sediment reaches ,
depth of 7 inches for more than 1/2 ;
length of tank.
Joints Between My crack allowing material to be All joints between tank/pipe sections are I
Tank/Pipe Section transported into facility. sealed.
Tank/Pipe Bent My part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. �,
Out oi Shape more than 10%of its design shape.
Manhole Cover not in Place Cover is missing or only partially in place. Manhole is closed.
My open manhole requires maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools. �
Working Boks into frame have less than 1/2 inch '
of thread (may not apply to selt-locking
lids).
Cover DiHicult to One maintenance perso�cannot remove Cover can be removed and reinstalled by
Remove lid after applying 80 pounds of lift. Intent one maintenance person.
is to keep cover from sealing oH axess
to maintenance.
Ladder Rungs IGng County Safety Office and/or Ladder meets design standards and
U�safe maintanance person judges that ladder is allows maintenance persons sate axess.
unsate due to missing rungs,
misalignment,rust,or cracks.
Catch Basins See'Catch Basins'Standard No. 5 See'Catch Basins' Standard No.5
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Malntenance Condltlons When Maintenance Results Expected
Component Dsisct is Ns�d�d When Malntenance Is Periormed
General Trash and Debris Distanoe batwean debris build-up and All trash and debris removed.
(Includes bottom of orifice plate is less than 1-1/2
Sediment) feet. �
Structural Damage Structure is not securely attached to Structure securely attached to wail and
menhole wal�and outlet pipe structure outlet pipe.
should support at least 1,000 pounds of
up or down pressure.
Structure is not in upright position (allow Structure in correct position.
up to 1096 from plumb).
Connections to outlet pipe are not Connections to ouUet pipa are watertight;
watertight and show signs of rust. sVuctura repalrad or replaced and wo�ks
as designed.
Any holes—other than designed holes— SVucture has no holes other than
in the structure. designed holes.
qeanout Gate Damagad or peanout gate is not watertight or is Gate is watertlght and works as designed.
Missing missing.
Gate cannot be moved up and down by Gate moves up and down easily and is
one maintenance person. watertight.
Ct►ain leading to gate is missing or Chain is in place and works as designed.
damaged.
Gate is rusted over 50%oi its suAace Gate Is repaired or raplaced to meet
ersa. design standards.
Orifice Plate Damaged or ConUol davioe is not working properly Plate is in placs and works as designed.
Missing due to missing,out of place,or bent
orifice plate.
Obatnictions My bash,debris,sadiment,or vegetetion Plata ia frse of all obsVuctions and works
blodcin�the plate. as designed.
Overtlow Pipe Obstructions My Vesh a debris blocking (or having Pipe is free of all obstructions end works
the potential of blocking)the overflow as designad.
P�Pe•
Manhole See'Closed Detention Systems'Standard See'qosed Detention Systems'Standard
No.3. No.3.
Catch Basin See'Catch Basins' Standard No.5. See'Catch Basins'Standard No.5.
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS '
Maintenance Conditlons When Maintenance Resutts Eupected
Component De(ect Is Needed When Matntanance is Performad
General Trash & Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in
(I�cludes foot which is located immediately in front front of catch basin opening.
Sediment) of the catch basin opening or is blocking
capacity of basin by more than 10%.
Trash or debris (in the basin) that No trash or debris in the catch basin.
exceeds 1/3 the depth from the bottom
of basin to invert of the lowest pipe into
or out ot the basin.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or
blocking more than 1/3 of its height. debris.
Dead animals or vegetation that could No dead animals or vegetation present
genetate odors that would cause within the catch basin.
compiaints or dangerous gases (e.g.,
methane).
Deposits of garbage ezceeding 1 cubic No condition present which would attract
foot in volume. or support the breeding of insects or
rodents.
Structural Damage Corner of frame eztends more than 3/4 Frame is even with curb.
to Frame and/or inch past curb face into the street (f
Top Siab applicable).
Top slab has holes larger than 2 square Top slab is free of holes and cracks.
inches or cracks wider than 1/4 inch
(ntent is to make sure all material is
run�ing into the basin}.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than 3/4 inch of the
frame from the top slab.
Cracks in Basin Gecks wider than 1/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particles standards.
entering catch basin through cxacks,or
maintenance person judges that structure
� is unsound.
Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the
than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe.
pipe or any evidence of soil particles
entering catch basin through cracks.
Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
alignment.
� Fre Hazard Presence of chemicals such as natural No tlammable chemicals present.
gas,oil, and gasoline.
Vegetation Vegetation growing across and blocking No vegetation blocki�g opening to basin.
more than 10%of the basin opening.
Vegetation growing in inlet/outlet pipe No vegetation or root growth present
joints that is more than six inches tall and
less than six inches apart. '
Pollution Nonflammable chemicals of more than No pollutio� present other than surface ,
1/2 cubic foot per three feet of basin film.
length. i
q_S 1/90 �,
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Mainte�ance Condklo�s When M�I�tenancs Rewtts Expectsd
Component Defect is NMd�d Whs� Malntenance Is Performed
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is closed.
Any open catch basin requires
� maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts into frame have less than i/2 inch
of thread.
Cover DiHicult to One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 Ibs.of lift; intent is maintenance person.
keep cover irom sealing oH access to
meintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, tsdder meets design standards and
U�safe misalignment,rust,cracks,or sharp allows maintenance person safe access.
edges.
Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards.
(f applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 2096 ot grate surface. �
Damaged or Grate missing or broken member(s)o( Grate is in place and meets design
Missing the grate. standards.
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
� Mal�tenance Conditlons When Malntena�ce Results Eupected
Component Defect Is Needed When Malntenanca is Periormed
Pipes Sediment 8 Debris Accumulated sediment ihat exceeds 2096 Pipe cleaned of ail sediment and debris.
of the diameter of the pipe.
Vegetation Vegetation that reduces free movement of All vegetation removed so water flows
water through pipes. freely through pipes.
Damaged Protective coating is damaged; rust is Pipe repaired or replaced.
causing more than 50% deterioration to
any part of pipe.
My dent that decreases the cross section Pipe repaired or replaced.
area oi pipe by more than 2096.
Open �itches Trash&Debris Trash and debris exoeeds 1 cubic foot Trash and debris cleared from ditches.
per 1,000 square ieet of ditch and slopes.
Sediment A.ccumulated sediment that exceeds 20% Ditch deaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduoes free movement oi Water flows ireely through ditches.
water through ditches.
Eroslon Damage to See"Ponds'Standard No. 1 See`Ponds'Standa�d No. 1
Slopes
Hoc:k Lining Out of Maintenance person can see native soil Replaoe rodcs to design standard.
Place or Missing (H beneath the rock lining.
Applicable)
� Catch Basins See 'Catch Basins" Standard No. 5 See 'Catch Basins" Standard No. 5
Debris Barriers See "Debris Barriers" Standard No.6 See'Debris Barriers" Standard No.6
(e.g.,Trash Rack)
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