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Technica/Information Report
PREPARED FOR:
Renton Schooi District
7812 South 124th Street
Seattie, WA 98178
PROJECT.•
Spring Glen Elementary School
2607 Jones Avenue South
Renton, Washington
2130241.11 I
PREPARED BY.' I
, ,
Adam C. Braun, PE
Project Engineer
�
REVIEWED BY.'
William J. Fierst, PE
Project Manager
Sean M. Comfort, PE
Principal
DATE.• }-{EC;�(VF:-;
November 2013 �PR 0 1 2��:`u
Revised March 2014
�i.11t �If��lG l��`:/Ir=��n(�.:
Civil Engineers • Structural Engineers • Landscape Architects . Communrty Planners • Land Surveyors • Neighbors
�9.-�s i�d'
Technicallnformation Report
PREPARED FOR:
Renton School District
7812 South 124th Street
Seattle, WA 98178
�.CO��
,�Q'��� W���� � PROJECT.•
� e —_
y ; Spring Glen Elementary School
2607Jones Avenue South
,� � Renton, Washington
2130241.11
�. 3,�,�
3! PREPARED BY.•
Adam C. Braun, PE
I hereby state that this Technical
Information Report for the Spring Glen Project Engineer
Elementary School project has been
prepared by me or under my supervision, REVIEWED BY.•
and meets the standard of care and
expertise that is usual and customary in
this community for professional �/I��Idl71 �. Fierst, PE
engineers. I understand that the City of Project Manager
Renton does not and will not assume
liability for the sufficiency, suitability, or
performance of drainage facilities Sean M. Comfort, PE
prepared by me. PCIflClpd�
DATE.•
November 2013
Revised March 2014
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Tab/e of Contents
1.0 Project Overview........................................................................................................ 1-i
1.1 Purpose and Scope..................................................................................................1-1
1.2 Existing Conditions...................................................................................................1-1
1.3 Post-Development Conditions ...................................................................................1-1
1.4 Drainage Basins.......................................................................................................i-1
1.5 Soils........................................................................................................................1-�
1.6 Sensitive Areas ........................................................................................................1-2
Section 1.0 Figures
Figure 1-1.........TIR Worksheet
Figure 1-2.........Site Vicinity Map
Figure 1-3.........Existing Site Map
Figure 1-4.........Developed Site Map
Figure 1-5.........Existing Basin Map
Figure 1-6.........Proposed Basin Map
Figure 1-7.........Proposed Conditions Conveyance Basin Map
Figure 1-8.........Soils Map
2.0 Conditions and Requirements Summary....................................................................2-1
2.1 Core Requirements ..................................................................................................2-1
2.1.1 C.R. #1 — Discharge at the Natural Location..................................................2-1
2.1.2 C.R. #2—Offsite Analysis.............................................................................2-1
2.1.3 C.R. #3 — Flow Control.................................................................................2-1
2.1.4 C.R. #4—Conveyance System......................................................................2-2
2.1.5 C.R. #5 — Erosion and Sediment Control........................................................2-2
2.1.6 C.R. #6— Maintenance and Operations.........................................................2-2
2.1.7 C.R. #7— Financial Guarantees and Liability..................................................2-2
2.1.8 C.R. #8—Water Quality...............................................................................2-2
2.2 Special Requirements...............................................................................................2-2
2.2.1 S.R. #1 —Other Adopted Area-Specific Requirements ....................................2-2
2.2.2 S.R. #2— Floodplain/Floodway Delineation....................................................2-2
2.2.3 S.R. #3— Flood Protection Facilities..............................................................2-3
2.2.4 S.R. #4—Source Control..............................................................................2-3
2.2.5 S.R. #5—Oil Control....................................................................................2-3
2.�.6 S.R. #6—Aquifer Protection Area .................................................................2-3
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3.0 Offsite Analysis...........................................................................................................3-1
3.1 Upstream Analysis....................................................................................................3-1
3.2 Downstream Analysis...............................................................................................3-1
3.2.1 Task 1 — Study Area Definition and Maps.......................................................3-1
3.2.2 Task 2— Resource Review............................................................................3-2
3.2.3 Task 3— Field Inspection..............................................................................3-3
3.2.4 Task 4— Drainage System Description and Problem Descriptions....................3-3
3.2.5 Task 5— Mitigation of Existing or Potential Problems......................................3-4
Section 3.0 Figures
Figure 3-1.........Downstream Analysis
Figure 3-2.........FEMA Flood Insurance Map
Figure 3-3.........Landslide Hazard Areas
Figure 3-4.........Aquifer Protection Zones
Figure 3-5.........Coal Mine Hazard Areas
Figure 3-6.........Erosion Hazard Areas
Figure 3-7.........Flood Hazard Areas
4.0 Flow Control and Water Quality Facility Analysis and Design....................................4-1
4.1 Existing Site Hydrolo9Y �Part A)................................................................................4-1
4.1.1 East Basin (Tributary to Jones Avenue South)................................................4-1
4.1.2 West Basin (Tributary to Nelsen Middle School).............................................4-1
4.2 Developed Site Hydrolo9Y �Part B)............................................................................4-1
4.2.1 East Basin (Tributary to Jones Avenue South)................................................4-1
4.2.2 West Basin (Tributary to Fred Nelsen Middle School)......................................4-1
4.3 Performance Standards (Part C)................................................................................4-2
4.4 Flow Control System (Part D)....................................................................................4-2
4.5 Water Quality System (Part E)..................................................................................4-3
Section 4.0 Figures
Figure 4-1.........Area Calculations
Figure 4-2.........Flow Control Calculations
Figure 4-3.........Water Quality Calculations
5.0 Conveyance System Analysis and Design...................................................................5-1
Section 5.0 Figures
Figure 5-1.........Conveyance Calculations
Figure 5-2.........Conveyance Calculation Key
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Spring Glen Elementary School ii .
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6.0 Special Reports and Studies.......................................................................................6-1
7.0 Other Permits .............................................................................................................7-1
8.0 CSWPPP Analysis and Design.....................................................................................8-1
Section 8.0 Figures
Figure 8-1.........Sediment Retention Calculations
Figure 8-2 ........Construction Stormwater Pollution Prevention Plan (CSWPPP)
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant..........................9-1
Section 9.0 Figures
Figure 9-1.........Declaration of Covenant
Figure 9-2.........Facility Summary Sheet
Figure 9-3.........Bond Quantity Worksheet
10.0 Operations and Maintenance Plan............................................................................10-1
Section 10.0 Figures
Figure 10-1.......Operations and Maintenance Manual
11.0 Conclusion ................................................................................................................ 11-1
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Spring Glen Elementary School iii .
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Appendices �
Appendix A
Geotechnical Engineering Report
Technical Information Report Q Q O O
Spring Glen Elementary School iv . ,
2130241.11
1.0 PRO)ECT OVERVIEW
1.i Purpose and Scope
This report accompanies the civil engineering plans and documents for the Renton School
District's Spring Glen Elementary School located at 2607]ones Avenue South on Parcel
292305-9061 in the city of Renton, King County, Washington. The parcel is located within the �
Northwest Quarter of Section 29, Township 23 North, Range 5 East, of the Willamette Meridian.
See Figure 1-2 for a Site Vicinity Map.
The Spring Glen Elementary School project proposes to provide improved parking and walkway
facilities, new portable classroom buildings, and upgrades to two existing buildings on a 29.54-
acre site. Improvements include the construction of new parking lots including ADA-compliant '
parking stalls; new walkways; landscaping; new portable classrooms; upgrades to two existing
buildings; and stormwater conveyance and flow control facilities. The project site is defined as �
the 4.5 acres that will be disturbed for the construction of these improvements. This report
describes the analysis and design of the stormwater facilities.
The 2009 Ki�1g County Surface Wate�Design Manual(KCSWDM)and City of Renton Amendments ��
to the King CountySurface WaterDesign Manua/(February 2010) establish the methodology and
design criteria used for the project. The King County Runoff Time Series (KCRTS) software '
program, developed by the King County Department of Natural Resources, was used to calculate
runoff and design stormwater flow control facilities. The Rational method was used to determine
conveyance capacities.
1.2 Existing Conditions
The site is currently occupied by the Spring Glen Elementary School, which consists of two I
one-story brick buildings and two wood-framed portable classroom buildings. The existing brick �
structures are located near the southwest corner of the site. The portable classroom buildings ,,
are located immediately west of the brick structures. An asphalt parking lot is located on the
east side of the site, between the brick buildings and]ones Avenue South. A gravel driveway
runs along the east and north edge of the bridc structures, leading to an asphalt parking area
and asphalt play area immediately north of the brick structures. A large grass play area is
located west of the buildings. Nelsen Middle School is located on the same parcel north of the
project area.
See Figure 1-3 — Existing Site Map.
1.3 Post-Development Conditions
The project proposes to remodel the two existing classroom buildings, remove the existing
portable classroom buildings, and place two new portable classroom buildings on the site. The
site improvements will also include new parking lots, emergency vehicle access loop, bus drop-off
areas, ADA-compliant parking areas, outdoor play areas, and utilities. The proposed developed
site, including grading and drainage amenities, can be viewed on the Developed Site Map, Figure
1�.
1.4 Drainage Basins
The site is located within the Black River Drainage Basin, as delineated by the King County Water
Features Map.
Technical Information Repo�t O Q O O
Spring Glen Elementary School 1-1 .
2130241.11
i�
The east parking lot slopes to the east toward Jones Avenue South. The remainder of the
project area slopes toward the north and west. See Figures 1-5 and 1-6 for the site existing and
proposed drainage basin maps.
1.5 Soils
Site soils have been classified as Alderwood gravelly sandy loam, 6 to 15 percent slopes,
according to the WA 633 Soil Survey of King County Area, Washington, provided by the Natural '
Resources Conservation Service (NRCS). See Figure 1-8 for data provided by NRCS.
A Geotechnical Engineering Report was prepared in August 2013 by Associated Earth Sciences,
Inc. SubsurFace conditions were explored by advancing twelve exploration borings (EB-1 through
EB-12) to gain subsurface information about the site. Representative samples of subsurface soils
were obtained from each exploration boring at approximately 2.5- to 5-foot depth intervals.
Existing fill was encountered in five of the twelve exploration borings, and ranged in thickness of
up to 10 feet within the explorations. The existing native soil was classified by the report as '
Vashon Lodgement Till. The Geotechnical Engineering Report is included in its entirety as
Appendix A.
1.6 Sensitive Areas
There are no known wetlands on or in the vicinity of the site.
According to the City of Renton Aquifer Protection Zone Map, the project site is not within an
aquifer protection zone.
According to the City of Renton Coal Mine Hazard Map, the project site is within a moderate-
severity coal mine hazard area.
According to the City of Renton Erosion Hazard Map, the project site is not within an erosion
hazard area.
According to the City of Renton Flood Hazard Map, the project site is not within a flood hazard
area.
According to the City of Renton Landslide Hazard Map, the project site may contain two small
areas with a moderate-severity of landslide hazard, Landslide potential is addressed within the
Geotechnical Engineering Report, provided as Appendix A.
According to the City of Renton Steep Slopes Map, the project site may contain some areas with
slopes exceeding 40 percent. These slopes have been mapped on the Existing Site Map,
Figure 1-3, north and west of Spring Glen Elementary School. Appropriate precautions will be
taken to avoid and minimize unnecessary disturbance to these slopes and to protect them as
necessary during construction.
Technical Information Report O Q Q O
Spring Glen Elementary School 1-2 .
2130241.11
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Section 1.0 Figures '
Figure 1-1 ........TIR Worksheet
Figure 1-2 ........Site Vicinity Map
Figure 1-3 ........Existing Site Map
Figure 1-4 ........Developed Site Map
Figure 1-5 ........Existing Basin Map
Figure 1-6 ........Proposed Basin Map
Figure 1-7 ........Proposed Conditions Conveyance Basin Map
Figure 1-8 ..,,,,.,Soils Map
._
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' Technical Information Report Q Q O O
Spring Glen Elementary School .
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1
KING COUNTY, WASHI�IGTON, SURFACE WATER DESIGN MANUAL I
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ''
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER OESCRIPTION
Project Owner��nrraN S�µ,o� �:sTRiQ' Project Name SPRiNG� G�EN F�t�yc,v�AizY
Phone ��fZS� 2oy- y�fo 3 DDES Permit#
Address �$I2 5 f Z �-T" ST, Location Township Zs N
SE�4r7"c.��+,Ia q SI�Sc Range 5�
Project Engineer /�DAM �R��t�,a.E- Section 2`�
Company /�Ha�, SiteAddress 2 b 07 )o+��s �4�6N�E
Phone �253� 3�3-2`�Z2 sv��1 CNToN W� 9��55-Sroz
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. / UPD ❑ COE 404 Management
� Building Services ❑ DOE Dam 5afety Structural
MIF/Commerical / SFR RockeryNault/
❑ Clearing and Grading � FEMA Floodplain
❑ ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Repo�t Site Improvement Plan (Engr. Plans) �
Type of Drainage Review Ful ! Targeted / Type (circle one): Full / Modified /
(circle): Large Site mall Site
Date (include revision Date (include revision
dates): dates):
Date of Final: Date of Final:
Part 6 AQJUSTMENT APPROVALS
Type{circle one): Standar / Complex ! Preapplication / Experimental/ Blanket
Description: (include conditions in TIR Section 2)
Date of A roval:
2009 Surface Water Desi�n�Ianual 1/9r?009
1
KING COUNTY, W,4SHINGTON, SURFACE WATER DESIGN MANUAL II
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes No
Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : N�f�
Special District Overlays:
Drainage Basin: B�/k-K Ri��ER I
Stormwater Requirements: '
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ River/Stream � Steep Slope $OM� S�PCS >�to%.
❑ Lake ❑ Erosion Hazard
❑ Wetlands � LandslideHazard MO�EKAtE" S�VEK�r�
❑ Closed Depression � Coal Mine Hazard M���RRtE-s�'VEWrY
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS
Soil Type Slopes Erosion Potential
AI.O�w1CDD ��AJ�r_� SANDY �- IS%• 1JICf1N
LO AM
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer II!
❑ Other ❑ SeepslSprings
❑ Additional Sheets Attached
2009 Surface Water Design Manual l/9/2009
2
K1NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 19 DRAINAGE DESIGN LIMITATIONS
' REFERENCE LIMITATION/SITE CONSTRAINT
❑ Core 2—Offsite Analvsis
❑ Sensitive/Critical Areas
❑ SEPA
❑ Other
❑
❑ Additional Sheets Attached
' Part 92 TIR SUMMARY SHEET (provide one TIR Summa Sheet per Threshoid Dischar e Area)
Threshold Discharge Area: Eq5 r ��� wF' Sr 73p�s��,v
name or descri tion
Core Requirements(atl 8 apply)
Dischar e at Natural Location Number of Natural Dischar e Locations: 2
Offsite Analysis Level: 1 ! 2 / 3 dated: I�
Flow Control Level: 1 / / 3 or Exemption Number �
incl. facili summa sheet) Small Site BMPs
Conveyance System Spill containment located at: n�Nrrani SYsr�MS
Erosion and Sediment Control ESC Site Supervisor:
Contact Phone: �
After Hours Phone: I
Maintenance and Operation Responsibility: rivate Public il
If Private, Maintenance Lo Re uired: Yes /No I
Financial Guarantees and Provided: Yes / No �
Liabili
Water Quality Type: Basic / Sens. Lake / Enhanced Basicm ! Bog
(include facility summary sheet) or Exemption No.
Landsca e Mana ement Plan: Yes 1 No I
S ecial Re uirements as a licable '
Area Specific Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac./None
Re uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None
100-year Base Ftood Elevation (or range):
; Datum:
i
Flood Protection Facilities Describe:
Source Control Describe landuse:
I (comm./industrial landuse} Describe any structural controls:
2009 Surface Water Design�tanual I19;2009
3
KING COUNTY, WASHINGTON, SURFACE VVATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes No
Treatment BMP:
Maintenance Agreement: Yes No
with wham?
Other Draina e Structures
Describe:
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
� Clearing Limits � Stabilize Exposed Surfaces
� Cover Measures � Remove and Restore Temporary ESC Facilities
� Perimeter Protection � Clean and Remove All Silt and Debris, Ensure
❑ Traffc Area Stabilization Operation of Permanent Facilities
�Y Sediment Retention ❑ Flag Limits of SAO and open space
preservation areas
� Surface Water Collection ❑ Other
❑ Dewatering Control
� Dust Control �
� Flow Control
Part 14 STORMWATER FACILIIY DESCRIPTIONS Note: Include Facil� Summa and Sketch
Flow Control T e/Descri tion Water Qualit T e/Descri tion
� Detention �1 Biofiltration
❑ Infiltration ❑ Wetpool '�
❑ Regional Facility ❑ Media Filtration ' I
❑ Shared Facility ❑ Oil Control
❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
❑ Other
❑ Other � I,
2009 Surface Water Design Manual 1/9/2009
4
KING COUNTY, WASHI�iGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
❑ Drainage Easement ❑ Cast in Place Vault
❑ Covenant ❑ Retaining Wall
❑ Native Growth Protection Covenant ❑ Rockery>4' High
❑ Tract ❑ Structural on Steep Slope
❑ Other ❑ Other
Part 17 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 attached Technical Information Report. To the best of my
kn ledge the information provided here is accurate.
h�- • � _
S' ned/Date
2 urface Water Desi n Manual 1/9/2009 I�
009 S g 5 I
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VICINITY MAP
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Gnl Egibaa
Swc�ry EnpiieeR
OQQQ ��.� NELSON MIDDLE SCHOOL
' � SITE IMPROVEMENTS FIGURE
T A � o M A S E A T T � E VICINITY MAP 1�2
2215 North 30th Street, Su�te 300, Tocoma, WA 98403 253.3831422 TEl
1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL
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��"d"� SPRING GLEN ELEMENTARY SCHOOL EXHIBIT
ODO� `'�'�'°�� SITE IMPROVEMENTS
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T A C 0 M A S E A T T L E �-�
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USDA United States A product ofthe National Custom Soil Resource
� Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
O n ' ��� States Department of
`J I V Agriculture and other K i n g C o u n ty
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment A re a�
Conservation Stations, and local
Service participants
Washington
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October 18, 2013
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�
Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
� community officials, engineers, developers, builders, and home buyers. Also,
, conservationists, teachers, students, and specialists in recreation, waste disposal,
' and pollution control can use the surveys to help them understand,protect,or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
� that are used in making various land use or land treatment decisions.The information
is intended to help the land users identify and reduce the effects of soil limitations on
j various land uses.The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning,onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http:llsoils.usda.gov/sqi/) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center(http://offices.sc.egov.usda.govllocator/app?
agency=nres)or your NRCS State Soil Scientist(http://soils.usda.gov/contact/
state_offices/).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey orwet soils are poorly suited to use as septic
tank absorption fields.A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service(NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department ofAgriculture(USDA)prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation,genetic information,political beliefs, reprisal,or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
2
for communication of program information(Braille, large print, audiotape, etc.)should
contact USDA's TARGET Center at(202)720-2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and
employer.
3
Contents
Preface....................................................................................................................2
SoilMap..................................................................................................................5
SoilMap................................................................................................................6
Legend..................................................................................................................7
MapUnit Legend..................................................................................................8
MapUnit Descriptions..........................................................................................8
King County Area, Washington.......................................................................10
AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes...................10
4
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map.Also presented are various metadata about data used to
produce the map, and a description of each soil map unit. ,
_.
5
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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
�
Area of Interest(AOI) � Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of Interest(AOI) � Stony Spot '
Soils � Very Stony Spot Warning: Soil Map may not be valid at this scale. i
U Soil Map Unit Polygons
�r Wet Spot , Enlargement of maps beyond the scale of mapping can cause
,.� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line '
�; Other
� Soil Map Unit Points �� placement. The maps do not show the small areas of contrasting
.- Special Line Features I soils that could have been shown at a more detailed scale. i
Special Point Features L
(� Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
� Borrow Pit measurements.
Transportation
� Clay Spot
� Rails Source of Map: Natural Resources Conservation Service
� Closed Depression �y Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
� Gravel Pit f�.� US Routes Coordinate System: Web Mercator(EPSG:3857)
�, Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator
� Landfill Local Roads projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the �
� �ava Flow Background Albers equal-area conic projection, should be used if more accurate
�, Marsh or swamp . Aerial Photography calculations of distance or area are required. '
a�: nnine or Quarry This product is generated from the USDA-NRCS certified data as of I!
(�j Miscellaneous Water the version date(s) listed below. '
� Perennial Water ,
Soil Survey Area: King County Area, Washington
�;; Rock Outcrop Survey Area Data: Version 7, Jul 2, 2012 I
�.. Saline Spot �!
Soil map units are labeled(as space allows)for map scales 1:50,000 ,
p ' Sandy Spot or larger. '
e�o
�. Severely Eroded Spot I
Date(s) aerial images were photographed: Jul 9, 2010—Aug 20, �
� Sinkhole 2011
�, Slide or Slip
The orthophoto or other base map on which the soil lines were
0o Sodic Spot compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
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Custom Soil Resource Report
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AgC Alderwood gravelly sandy loam, 55.6 100.0%
6 to 15 percent slopes
Totals for Area of Interest 55.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties of the soils.On the landscape,
however,the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management.These are called contrasting,or dissimilar,components.They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each.A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
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Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a sorl series. Except for
differences in texture of the surface layer,all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattem and
relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiafed group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform.An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
King County Area, Washington
AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes
Map Unit Setting
Elevation: 50 to 800 feet
Mean annual precipitation: 25 to 60 inches
Mean annua/airtemperature:48 to 52 degrees F
Frost-free period: 180 to 220 days
Map Unit Composition
Alderwood and similar soi/s: 95 percent
Minor components:5 percent
_ Description of Atderwood
i Setting
Landform: Moraines, till plains
Parent matenal: Basal till with some volcanic ash
Properties and qualities
Slope: 6 to 15 percent
Depth to restrictive feature: 24 to 40 inches to densic material
Drainage class: Moderately well drained
_ Capacity of the most limiting layer to transmif water(Ksat):Very low to moderately
low(0.00 to 0.06 in/hr)
Depth to water table:About 18 to 37 inches
Frequency of flooding: None
' Frequency of ponding: None
Available water capacity.�Very low (about 2.5 inches)
Interpretive groups
Farmland classificatron: Farmland of statewide importance I
Land capability(nonirrigated):4s
Hydrologic Soil Group: B
Typical profile '
0 to 12 inches:Gravelly ashy sandy loam
12 to 27 inches:Very gravelly sandy loam
27 to 60 inches:Very gravelly sandy loam
Minor Components I',
Norma
Percent of map unit: 1 percent
Landform: Depressions
Bellingham
Percent of map unit: 1 percent
Landform: Depressions
Seattle
Percenf of map unit: 1 percent
Landform: Depressions
Tukwila
Percent of map unit: 1 percent
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Custom Soil Resource Report
Landform: Depressions
Shalcar
Percent of map unit: 1 percent
Landform: Depressions
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2.0 CONDITIONS AND REQUIREMENTS SUMMARY
The proposed project triggers Full Drainage Review and must meet Core Requirements 1
through 10.
Below is a summary of how the proposed project will meet the required Core Requirements:
2.1 Core Requirements
2.1.1 C.R. #1— Discharge at the Natural Location
Currently, most of the site slopes down toward the north and west corner. This entire
portion of the site is currently collected into a closed drainage system on the adjacent ,
Nelsen Middle School site. A portion of the east side of the project site also slopes
down toward the east and is collected into a closed drainage system in Jones Avenue
South.
In general, the engineered drainage system for the proposed site will not alter existing
discharge locations from the site. Runoff from the western three-quarters of the site
will be collected and discharged directly to the closed drainage system located at the �,
bottom of the slope between Spring Glen Elementary School and Nelsen Middle School.
Runoff from the eastern quarter of the site will be collected and discharged directly to
the closed drainage system in Jones Avenue South.
2.1.2 C.R. #2—Offsite Analysis
AHBL staff performed a Level One Downstream Analysis for the project on October 17, ,
2013. The analysis included: ',
• Defining and mapping the study area.
• Reviewing available information on the study area.
• Field inspecting the study area.
• Analyzing the existing drainage system, including its existing and predicted
problems, if any.
Additionally, AHBL staff performed a Level Two Downstream Analysis for the drainage
system downstream of the project point of connect on February 1, 2012.
Please refer to Section 3.0 for the full offsite analysis.
2.1.3 C.R. #3— Flow Control
According to the City of Renton 2009 KCSWDMAmendment Reference 11-A, Flow
Control Application Map, the site is subject to the Flow Control Duration Standard
(Forested Conditions). This standard requires the post-development flow durations to
match the flow durations of a forested condition in 50 percent of the 2-year design
storm to the 50-year design storm. Flow control will be provided through the use of
buried detention tanks. KCRTS is used to model the hydrologic conditions.
Please refer to Section 4.0 for the full flow control analysis.
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Spring Glen Elementary School 2-1 ■
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2.1.4 C.R. #4—Conveyance System
The improvements will include a traditional storm conveyance system to collect and
convey stormwater to the stormwater treatment and detention facilities. The new
conveyance system is designed to convey and contain the 25-year peak flow with no
flooding or erosion problems caused by the 100-year storm event, as calculated by
KCRTS and the Rational Method. Proposed conveyance systems were analyzed in
accordance with the City of Renton 2009 KCSWDMAmendment.
Please refer to Secaon 5.0 for the full conveyance analysis.
2.1.5 C.R. #5— Erosion and Sediment Control
A Construction Stormwater Pollution Prevention Plan (CSWPPP) has been developed for
this site in accordance with Appendix D of the KCSWDM. Control measures will include
limiting the area to be disturbed, temporary sedimentation pond, catch basin sediment
barriers, silt fence, wattles, temporary interceptor ditches with gravel check dams, and
proper cover measures. The slope to the north of the construction area will be closely
monitored to avoid erosion of the hillside.
A Department of Ecology General Permit to Discharge Stormwater Associated with
Construction Activity will be obtained.
2.1.6 C.R. #6— Maintenance and Operations
The onsite drainage facilities will be publicly maintained by the Renton School District.
A sample maintenance and operations manual is included in Figure 10-1.
2.1.7 C.R. #7—Financial Guarantees and Liability
This project will provide the financial guarantees as required by the City of Renton.
2.1.8 C.R. #8—Water Quality
The new pollution generating impervious surfaces for the proposed site include the
paved parking areas, and maintenance and fire access loops surrounding the buildings.
Onsite flows will be treated to meet the performance standard of the Basic Water
Qualiry Menu by utilizing raingardens.
Please refer to Section 4.0 for the full water quality analysis.
2.2 Special Requirements
2.2.1 S.R. #1—Other Adopted Area-Specific Requirements
The project is included in the Black River Drainage Basin area. City and County basin
requirements will be followed where applicable.
2.2.2 S.R. #2—Floodplain/Floodway Delineation
According to the City of Renton Flood Hazard Map, the project site is not within a flood
� hazard area.
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Spring Glen Elementary School 2-2 .
2130241.11
2.2.3 S.R. #3 — Flood Protection Facilities
The project does not contain, will not construct, and is not adjacent to any existing
flood protection facilities.
2.2.4 S.R. #4—Source Control
The proposed project is an educational facility; therefore, it does not fit the definition
of a commercial, industrial, or multi-family site for source control purposes.
2.2.5 S.R. #5—Oil Control
The site is not considered a high-use site.
2.2.6 S.R. #6—Aquifer Protection Area
According to the City of Renton Aquifer Protection Zone Map, the project site is not
within an aquifer protection zone.
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Spring Glen Elementary School 2-3 .
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3.O OFFSITE ANALYSIS
3.1 Upstream Analysis
There are no offsite upstream tributary areas that contribute drainage to the Spring Glen
Elementary. Onsite, upstream runofF includes only the existing building roofs, which are not
subject to water quality or flow control requirements. These roof areas will be left in place to
discharge to their current discharge location when possible, and connected to the conveyance
system downstream of water quality and flow control facilities when necessary.
See Figure 1-5 for upstream tributary areas.
3.2 Downstream Analysis
3.2.1 Task 1—Study Area Definition and Maps
Spring Glen Elementary School proposes to remodel two existing buildings, remove '
existing portable classroom buildings, place two new portable buildings on the site, and
provide new parking areas, bus drop-off areas, play areas, fire access loop, and
maintenance access areas on a 29.54-acre site located at 2607 Jones Avenue South in
Renton, Washington.
There are three distinct areas on the project site that are separated by vertical relief:
the majority of the construction areas sits at an elevation of approximately 456 feet;
the pla�eld west of the buildings sits at an elevation range of 425 to 448 feet, sloping
from southeast to northwest; and the Nelsen Middle School area to the north of the
construction sits at an elevation of approximately 430 feet, where water and drainage
utility connections are made.
The entire project site lies within the Black River Drainage Basin, as delineated by the
King County Water Features Map. There are no wetlands on or in the vicinity of the
project site. According to the City of Renton Groundwater Protection Areas Map, the
project site is not within a groundwater protection area.
In existing conditions, there are three discharge locations from the project site.
Stormwater from the north half of the western three-quarters of the site primarily
moves as sheet flow to the north edge of the site, where it is collected by an 18-inch '
wide concrete channel at the top of the steep slope, where it is then directed into the
closed drainage system at Nelsen Middle School. Stormwater from the western edge
of the site and the south half of the western three-quarters of the site sheet flows onto
the grass pla�eld that slopes to the northwest, where it is intercepted by the closed
drainage system at Nelsen Middle School. The eastern quarter of the site sheet flows
into a different closed drainage system located in Jones Avenue South.
AHBL staff performed a Downstream Analysis for each of the drainage paths
mentioned above. Drainage from the northwest portion of the project site is labeled as
"Path A,"drainage from the southwest portion of the site is labeled as"Path B,"and
drainage from the eastern portion of the site is labeled"Path C." Following the point of
convergence of Path A and Path B, the drainage path is labeled as"Path A-B." (See
Figure 3-1 for downstream drainage system maps.)
Technical Information Report Q Q Q O
Spring Glen Elementary School 3-1 . '
2130241.11
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3.2.2 Task 2— Resource Review
The following resources were reviewed to discover any existing or potential problems
in the study area:
• Adopted Basin Plans: The project site lies within the Black River Drainage Basin.
Requirements for the Black River Drainage Basin will be followed where
applicable.
• Drainage Studies: AHBL developed a Technical Information Report in 2004 for
the Nelsen Middle School access reconfiguration project. AHBL developed a
Technical Information Report in 2012 for Nelsen Middle School athletic field
improvements.
• Offsite Analysis Reports: AHBL staff has not located offsite analysis reports for
projects near the Nelsen Middle School Site Improvements project site.
• FEMA Map: FEMA Flood Insurance Rate Map 53033C0979F, dated May 16, 1995
(see Figure 3-2), indicates that the project site lies within Zone X —Areas
determined to be outside the 500-year floodplain.
• City of Renton Sensitive Areas Landslide Hazard Map (see Figure 3-3): The
project site may contain two small areas with a moderate-severity of landslide
hazard. Landslide potential is addressed within the Geotechnical Engineering
Report, provided as Appendix A. Requirements for Landslide Hazard areas and
recommendations provided by the geotechnical engineer will be followed where
applicable.
• City of Renton Aquifer Protection Zone Map (see Figure 3-4): The project site is
not within an aquifer protection zone.
• City of Renton Coal Mine Hazard Map (see Figure 3-5): The project site is within
a moderate-severity coal mine hazard area. Requirements for Coal Mine Hazard
areas will be followed where applicable.
• City of Renton Erosion Hazard Map (see Figure 3-6): The project site is not
within an erosion hazard area.
• City of Renton Flood Hazard Map (See Figure 3-7): The project site is not within
a flood hazard area.
• City of Renton Steep Slopes Map: The project site may contain some areas with
slopes exceeding 40 percent. These slopes have been mapped on the Existing
Site Map, Figure 1-3, north and west of Spring Glen Elementary School.
Appropriate precautions will be taken to avoid and minimize unnecessary ,
disturbance to these slopes and to protect them as necessary during '
construction.
• Soils Information: Site soils have been classified by the WA633 Soil Survey of I
King County Area, Washington and the City of Renton as Alderwood gravelly I
sandy loam, 6 to 15 percent slopes (AgC) (Figure 1-8). Associated Earth �
Sciences, Inc. prepared a Geotechnical Engineering Report for the project site, �I
T hni I Information Re ort I
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Spring Glen Elementary School 3-2 �
2130241.11
confirming the existence of fill and Vashon Lodgement Till on site. The
Geotechnical Engineering Report is included in its entirety as Appendix A.
• Drainage Problems: To determine if there are any reported drainage problems
downstream of the site, AHBL reviewed the internet-based, King County iMAP
Stormwater Map Layer set. No drainage problems were on record for the Nelsen
Middle School Site Improvement project site or downstream of the site.
The resource review determined no existing or potential drainage problems, existing/
potential flooding problems, or erosion and water quality problems.
3.2.3 Task 3— Field Inspection
On February 1, 2012, AHBL staff performed a Downstream Analysis of the drainage
system receiving stormwater runoff from the adjacent Nelsen Middle School. On
October 17, 2013, AHBL stafF performed an additional Downstream Analysis of the
drainage system receiving stormwater runofF from Spring Glen Elementary School to
the point where the prior downstream analysis had already been completed.
3.2.4 Task 4— Drainage System Description and Problem Descriptions
Path A
The point of discharge from the east portion of the subject site is an existing series of
catch basins and buried drain pipes on ]ones Avenue South, along the east site
boundary. This buried system conveys stormwater from the site boundary
approximately 100 feet east along the north side of SE 164"' Street in a 12-inch
concrete pipe to a ditch. The ditch rnnveys stormwater along the north side of
SE 164`h Street approximately 70 feet east to a culvert pipe. The 12-inch concrete
culvert pipe conveys stormwater approximately 80 feet east along the north side of SE
164"' Street to a ditch. The ditch is located at a low point along SE 164th Street.
Stormwater crosses a gabion flow spreader located north of the ditch, where it is
conveyed by a swale approximately 1,000 feet north-northwest through a forested
area located on private property, with a thick cover of blackberries and other ground
cover. The ditch is carried under a paved walkway near the northeast corner of the
Nelsen Middle School site on a power line easement by an 18-inch rnrrugated metal
pipe. The upstream end of this pipe is damaged but is approximately 50 percent open. �i
This damage does not present any major problems, as the area upstream is ; '
unoccupied, heavily vegetated, and has a large area to hold any stormwater backup
that may occur. Stormwater flows, once again, through a thick cover of blackberries
for approximately 100 feet in a ditch to a 12-inch concrete storm pipe. A closed storm
system conveys stormwater approximately 600 feet west, then northwest, then north
in 12-inch concrete pipes to a ditch located along the south side of South Puget Drive.
Here, it enters the tightline conveyance system within Puget Drive SE and flows to the
west for approximately 390 feet to Grant Avenue South. Stormwater is then piped to
the north for approximately 1,075 feet, where it is discharged to a ditch to flow to the
northwest for approximately 2,800 feet to the I-405 right-of-way. Field observations
found no evidence of drainage related problems (erosion, overtopping, etc.) along
Path A.
Path B
The point of discharge from the west portion of the subject site is an existing closed
drainage system located along the south edge of the south driveway at Nelsen Middle
Technical Information Report Q Q O O
Spring Glen Elementary School 3-3 .
2130241.11
School. This buried storm pipe exits a catch basin near the southeast corner of the �
Nelson Middle School site via a 6-inch ductile iron pipe and flows west for
approximately 750 feet to the southwest corner of the Nelsen Middle School site,
--' where it enters a manhole via a 10-inch concrete pipe. The discrepancy in size is likely �
accounted for by an increase in pipe size across the length of the pipe with reducer
fittin s, as the i e picks up drainage from several catch basins connected by blind
i 9 pp
� connections. From the manhole, stormwater is conveyed 660 feet north in a 12-inch
concrete pipe to another manhole. From this manhole, stormwater is conveyed
approximately 285 feet across the Westgate Condominium property to Benson Road
I South, where it enters the tightline conveyance system on the east side of the roadway
- to be conveyed approximately 720 feet north before crossing to the conveyance
system on the west side of Benson Road South. Runoff is conveyed north
approximately 100 feet before turning west and entering the private conveyance
system on Montclair Heights Apartments property. Runoff is generally conveyed
approximately 600 feet to a small pond. Field observations found no evidence of I
,
drainage related problems (erosion, overtopping, etc.) along this Path B.
I
3.2.5 Task 5— Mitigation of Existing or Potential Problems
I No downstream drainage problems were identified in the downstream analysis. This
' project will reduce downstream runoff rates through the use of detention tanks, and
should thereby reduce the frequency and severity of any unidentified drainage
problems. '
Technical Information Report Q Q O O
Spring Glen Elementary School 3-4 ■
2130241.11
Section 3.0 Figures
Figure 3-1 ........Downstream Analysis
Figure 3-2 ........FEMA Flood Insurance Map
Figure 3-3 ........Landslide Hazard Areas
Figure 3-4 ........Aquifer Protection Zones
Figure 3-5 ........Coal Mine Hazard Areas
Figure 3-6 ........Erosion Hazard Areas
Figure 3-7 ........Flood Hazard Areas
Technical Information Report O Q O D
Spring Glen Elementary School .
2130241.11
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Spring Glen Elementary School Downstream Analysis
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COMMENTS:October 17,2013
The information inGuded on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such informatio�-This document is not
intended for use as a survey product.King County shall not be liable for any general,special, indirect,incidental,or consequential damages including, but not limited to, bst revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is
prohibited except by wntten permission of King County. � .
King County
Date:10/18/2013 Source:King County iMAP-Hydrographic Information(http:l/www.metrokc.govlGlS/iMAP)
r � CITY OF RENTON ������ �����
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CITY OF RENTON � Q 5�,,�v.Eass I � � 53033C0979 F
KING CCUNTY CORPORATE LI��IITS ° � 29 ; ,-,.,;� MAP REYISED: ,
Z � �°4��s: MAY 16 1995
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This is an off u al copy of a portion of the above referenced flood map R
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NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN I tiUe dock. For the latest product intormation about National Flood Insurance
Progrem}lood maps check the FEMA Flood Map Store at vwiw.msc fema.gov
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to wrvey accuraq.anA is based on the best information CeOar River IIooE�azartl area updated wt�FEMA CeAar River
availade as ot Me Aate s�own.This map is intende0 tor LOMR(Cese no.06-10-8589P)approved December 4.2008
Crty display pwposes ony
Inbrmelion Tethnobpy-GIS -Zone AE,A,AH,AO-Regulatory
rr�ps�ppon�remonwa ao� �Renton City Limits
Pmled on:1 2/1 71201 2
More Federal E�*�ergency Maragement hgency maps availaCle on City o(
tne PEMAweoslle at vrnv�fema gev'hazard�map.�lntlex s�tm �� �� �� ������� ,.���r
This page left intentionally blank for double-sided printing.
'
4.O FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
4.1 Existing Site Hydrology (Part A)
4.1.1 East Basin (Tributary to]ones Avenue South)
Area (Acre) Peak Flow (cfs)
Till Till Impervious Total 2-Year 10-Year 100-Year
Forest Grass
0.53 0.01 0.12 0.66 0.036 0.055 0.097
4.1.2 West Basin (Tributary to Nelsen Middle School)
Area (Acre) Peak Flow(cfs)
Till Till Impervious Total 2-Year 10-Year 100-Year
Forest Grass
1.86 0.42 0.57 2.85 0.181 0.268 0.491
See Figure 1-5 for delineation of the existing drainage areas. See Figure 4-3 for area calculations.
4.2 Developed Site Hydrology (Part B)
4.2.1 East Basin (Tributary to]ones Avenue South)
Area (Acre) Detained Peak Flow(cFs)
Till Impervious Total 2-Year 10-Year 100-Year
Grass
Detained 0.11 0.49 0.60 0.013 0.028 0.037
Bypass 0.02 0.04 0.06 0.012 0.014 0.023
4.2.2 West Basin (Tributary to Fred Nelsen Middle School)
Area (Acre) Detained Peak Flow (cfs)
��� Impervious Total 2-Year 10-Year 100-Year
Grass
Detained 0.91 1.73 2.64 0.115 0.204 0.888
Bypass 0,08 0.13 0.21 0.038 0.046 0.078
See Figure 1-6 for delineation of the developed drainage areas and flow routes. See Figure 4-3
for area calculations.
Technical Information Report O Q O Q
Spring Glen Elementary School 4-1 .
2130241.11
4.3 Performance Standards (Part C)
Per the City of Renton 2009 KCSWDMAmendment Reference 11-A, Flow Control Application Map,
the site is subject to the Flow Control Duration Standard (Forested Conditions). The flow control
duration standard requires runoff from urban developments to be detained and released at a rate
that matches the flow duration of forested rates over the range of flows extending from half of
the 2-year up to the 50-year flow. Developed peak discharge rates shall match forested peak
discharge rates for the 2- and 10-year return periods. Flow duration specifies the cumulative
amount of time that various flows are equaled or exceeded during a long-term simulation using
historical rainfall. All new and replaced impervious surfaces are considered"target surfaces"and
are subject to the detention requirements. Existing pervious surfaces and new pervious surfaces
that do not increase surface runoff(i.e., replacing lawn with new lawn, or pavement with
landscaping) are not"target surfaces"and are not subject to the requirement to detain flows to
forested conditions. Therefore, a flow control facility is required to detain flows from all new and
replaced impervious surfaces to forested flow rates, and any lawn areas which happen to be
tributary to the detention system must be detained to the existing condition. The proposed
detention pipes will detain and release at a required rates, meeting the Flow Control standards.
The onsite stormwater conveyance system has been sized to adequately convey and contain the
fully developed, 25-year storm events, as stipulated by City of Renton requirements. The
100-year storm event will be safely conveyed without creating any erosion or flooding problems.
In accordance with the 2009 KCSWDMand City of Renton Amendments, onsite flows from the
pollution generating impervious surfaces (PGIS)will be treated to meet the performance
standards for the Basic Water Quality Menu. The proposed raingardens will exceed the
performance standards of the Basic Water Quality Menu.
4.4 Flow Control System (Part D)
The proposed stormwater flow control system is designed to meet the requirements of the
2009 KCSWDMwith City of Renton Amendments. Flow control will be provided through the use
detention within buried detention tanks. KCRTS was used to size the detention tank and outlet
structures.
Section 1.2.3.3 of the City of Renton Amendments to the King County Surface Water Design
Manua/states that "all proposed projects, including redevelopment projects, must provide onsite
flow control facilities to mitigate the impacts of increased storm and surface water runoff ',
generated by the addition of new impervious surface and any related land conversion." The '
project site is categorized as"large lot low impervious site"per the 2009 KCSWDM, ',
Section 5.2.1.2, as the project site is greater than 22,000 square feet in area and has less than ',
45 percent impervious coverage. Per the 2009 KCSWDM, Section 5.2.1.2, the Raingarden Best
Management Practice (BMP) meets the requirement for flow control BMPs.
Based upon geotechnical explorations, the site soils are not conducive to infiltration. Therefore,
a detention system is proposed for the project area.
Flow control calculations were performed using KCRTS. Calculations are provided as Figure 4-4.
Technical Information Report Q Q O O
Spring Glen Elementary School 4-2 .
213�241.11
4.5 Water Quality System (Part E)
The new pollution generating impervious surfaces for the proposed site include all paved parking
and maintenance access areas. As mentioned above, onsite flows will be treated to specifications
provided by the Basic Water Quality standards of the City's drainage code, utilizing raingardens
and Contech StormFilters. See the water quality analysis in Figure 4-3. Per the City of Renton
2009 KCSWDMAmendment, Section 3.2, the 2012 version of the Western Washington Hydrology
Model (WWHM)was used to size the raingardens and StormFilter. For modeling the raingarden,
we used a 2 inches per hour till soil design infiltration rate in the WWHM model, with an
infiltration reduction factor of 1.
1
Technical Information Report O Q O Q
Spring Glen Elementary School 4-3 .
2130241.11
This page left intentionally blank for double-sided printing.
Section 4.0 Figures
Figure 4-1 ........Area Calculations
Figure 4-2 ........Flow Control Calculations
Figure 4-3 ........Water Quality Calculations
Technical Information Report Q Q Q O
Spring Glen Elementary School .
Z130241.11
2130241.11 FIGURE 4-1
q�g AREA CALCULATIONS
2/25/2014
East Detention
TOTAL Pollution-Gen. Non-Poll.Gen. TOTAL
Predev 28,750 sf 0.66 ac
Impervious 5,227 sf 0.12 ac Modei as Roads/Flat.
Perv.(Lawn) 436 sf 0.01 ac Model as C,Lawn,Flat.
Perv.(Forest) 23,087 sf 0.53 ac Model as C,Forest,Flat.
28,750 0.66
Detained Dev 26,136 sf 0.60 ac 0.00 ac 0.60 ac
Impervious 21,344 sf 0.49 ac 0.00 ac 0.49 ac Model as Roads/Flat.
Pervious 4,792 sf 0.11 ac 0.00 ac 0.11 ac Model as C,Lawn,Flat.
26,136 0.60 0.00 0.60
Bypass Dev 2,614 sf 0.00 ac 0.06 ac 0.06 ac
Impervious 1,742 sf 0.00 a� 0.04 ac 0.04 ac Model as Roads/Flat.
Pervious 871 sf 0.00 ac 0.02 ac 0.02 ac Model as C,Lawn,Flat.
2,614 0.00 0.06 0.06
West Detention
TOTAL Pollution-Gen. Non-Poll.Gen. TOTAL
Predev 122,839 sf 2.82 ac
Impervious 25,265 sf 0.58 ac Model as Roads/Flat.
Perv.(Lawn) 18,295 sf 0.42 ac Model as C,Lawn,Flat.
Perv.(Forest) 79,279 sf 1.82 ac Model as C,Forest,Flat.
122,839 2.82
Detained Dev 113,692 sf 1.90 ac 0.00 ac 2.61 ac
Impervious 73,616 sf 1.29 ac 0.40 ac 1.69 ac Model as Roads/Flat.
Pervious 40,075 sf 0.61 ac 0.31 ac 0.92 ac Model as C,Lawn,Flat.
113,692 1.90 0.71 2.61
Bypass Dev 9,148 sf 0.04 ac 0.17 ac 0.21 ac
Impervious 5,663 sf 0.04 ac 0.09 ac 0.13 ac Model as Roads/Flat.
Pervious 3,485 sf 0.00 ac 0.08 ac 0.08 ac Model as C,Lawn,Flat.
9,148 0.04 0.17 0.21
2130241.11 FIGURE 4-1
ACB AREA CALCULATIONS
3/11/2014 I
East Rain�arden
TOTAL TOTAL
Postdev 9,148 sf 0.21 ac
PGIS 7,405 sf 0.17 ac Model as Roads/Flat.
PG Pervious 1,742 sf 0.04 ac Model as C,Lawn,Flat.
9,148 0.21
West RainQarden
TOTAL TOTAL
Postdev 51,836 sf 1.19 ac
PGIS 33,977 sf 0.78 ac Model as Roads/Flat.
PG Pervious 17,860 sf 0.41 ac Model as C,Lawn,Flat.
51,836 1.19
North RainRarden
TOTAL TOTAL
Postdev 30,928 sf 0.71 ac
PGIS 22,216 sf 0.51 ac Model as Roads/Flat.
PG Pervious 8,712 sf 0.20 ac Model as C,Lawn,Flat.
30,928 0.71
East Stormfilter 1(CB 19)
TOTAL TOTAL
Postdev 8,276 sf 0.19 ac
PGIS 8,276 sf 0.19 ac Model as Roads/Flat.
PG Pervious 0 sf 0.00 ac Model as C,Lawn,Flat. I
8,276 0.19
East Stormfilter 2(CB 221
TOTAL TOTAL
Postdev 8,712 sf 0.20 ac
PGIS 5,663 sf 0.13 ac Model as Roads/Flat.
PG Pervious 3,049 sf 0.07 ac Model as C,Lawn,Flat.
8,712 0.20
J
Project: Spring Glen Elementary
Project Number: 2130241.11
Task: Detention Calculations
Date: 02/21/2014
Performed By: Adam C. Braun, P.E.
Reference: 2009 King County Surface Water Design Manual, as amended by City of Renton
Public Works Department Surface Water Utility(February 2010)
Design Requirements: Continuous Model
Match Flow Durations for Range of Flows From 50% 2-Year to 50-Year
(KCSWDM Section 1.2.3)
Match Peak Flows for 2-Year and 10-Year Events(KCSWDM Section 1.23)
Target Surfaces include all New and Replaced Impervious Surfaces(KCSWDM
Section 1.2.3)
Historical (forested) condition is modeled for pre-development condition for all
Target Surfaces (KCSWDM Section 1.2.3)
Assumptions Used: Raingardens were modeled as grass for the purpose of detention calculations.
No detention or infiltration was assumed within raingardens.
Existing condition is modeled for pre-development condition for all Non-Target
Surfaces.
Software Used: King County Runoff Time Series (KCRTS), Version 6.00,for Windows
Summary: Detention systems, as designed and drawn in plans, meet the requirements of
the adopted design manuals.
KCRTS OUTPUT
All basins were modeled in the file "timeseries.exc", as follows:
KCRTS Program. . .File Directory:
c:\kc_swdm\kc_DATA\
[C] CREATE a new Time Series
ST
0.53 0.00 0.000000 Till Fores� East Existing Basin
0.00 0.00 0.000000 Till Pasture
0.01 �.00 0.000000 Till Grass
G.00 0.00 0.000000 Outwash Forest
G.00 0.00 0.000000 Outwash Pastur�
i�.00 0.00 0.000000 Outwash Gras�
U.00 0.00 0.000000 Wetland
0_12 n.On n.On000� rmoer-:-icus
ExistingE.tsf
T
1.00OOC
T
[T] Ent2r �he Ara_ysis :uuLS 2•lodc_e
[P] Compute PEAKS and Flow Frequer.�ies
ExistingE.tsf
ExistingE.pks
[D] Compute Flow DURATION and Exceeder.ce
ExistingE.tsf
E�:istingE.dur
F
F
' 36
-0.999990E+15
- 0E+15
0.99999
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 Q.000000 Till Forest East Developed Detained Basin
0.00 0.00 0.000000 Till Pasture
0.11 0.00 0.000000 Till Grass I
0.00 0.00 0.000000 Outwash Forest I
0.00 0.00 0.000000 Outwash Pasture I
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 Wetland
0.49 0.00 0.000000 Impervious
ProposedE.tsf I�
T �
1.00000
T
[T] Enter the rnalysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
ProposedE.tsf
ProposedE.pks
[D) Compute Flow DURATION and Exceedence
ProposedE.tsf
ProposedE.dur
F
F
36
-0.999990E+15
-�.999990E+15
[R.) RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest East Developed Bypassed Basin
0.00 4.00 0.000000 Till Pasture
0.02 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass �
0.00 0.00 0.000000 Wetland
0.04 0.00 0.000000 Impervious
BypassE.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
BypassE.tsf
BypassE.pks
[D] Compute Flow DURATION and Exceedence
BypassE.tsf
BypassE.dur
F
F
36
-O.g99990E+15
-p.999990E+15
�F,] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
1.86 0.00 0.000000 Till Forest West Existing Basin
0.00 0.00 0.000000 Till Pasture
0.42 0.00 0.000000 Till Grass
��_��n n.rC� O.00��n00 OutJ�ash Forest
C.00 O.OQ O.00u0G0 Outrrash Pasture
0.00 O.OG 0.000000 Outwash Grass
0.00 0.00 0.0�0000 Wetland
0.57 0.00 0.000000 Imperviaus
ExistingW.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
ExistingW.tsf
ExistingW.pks
[D] Compute Flow DURATION and Exceedence
ExistingW.tsf
ExistingW.dur
F
F
36
-0.999990E+1�
-0.999990E+1�
[R] RETURN to Previous Mer.0
(C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest West Developed Detained Basin
0.00 0.00 0.000000 Till Pasture
0.91 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 Wetland
1.73 0.00 0.000000 Impervious
ProposedW.tsf
T
1.00OOC
T
[T] Enter :^2 r_r��,�sis "��-��LS D1odc_e
[P] Compute PEAKS and Flow Frequer.�ie=
ProposedW.tsf
ProposedW.pks
[Dj Compute Flow DURATION and Ex.ceedence
ProposedW.tsf
Prc�ose3��'.dLr
F
F
36
-0.999990E+1�
-0.999990E+1�
[R] R:ETUPSd to Previous I•fenu
(C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest West Developed Bypassed Basin
0.00 0.00 0.000000 Till Pasture
0.08 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 4Vetland
0.13 0.00 O.00G000 Imperz.�-:ous
BypassW.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module j
[P] Compute PEAKS and Flow Frequencies i
BypassW.tsf
BypassW.pks
[D] Compute Flow DURATION and Exceedence
BypassW.tsf
BypassW.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[X] eXit KCRTS Program
The following files show the peak flow rates and durations for each of the defined basins:
Pre-Developed East Peaks
Flow Frequency Analysis
Time Series File:existinge.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.055 4 2/09/O1 15:00 0.097 1 100.00 0.990
0.035 7 1/05/02 16:00 0.057 2 25.00 0.960
0.057 2 2/27/03 7:00 0.055 3 10.00 0.900
0.030 8 8/26/04 2:00 0.055 4 5.00 0.800
0.036 6 10/28/04 16:00 0.051 5 3.00 0.667
0.055 3 1/18/06 16:00 0.036 6 2.00 0.500
,� 0.051 5 11/24/06 3:00 0.035 7 1.30 0.231
0.097 1 1/09/08 6:00 0.030 8 1.10 0.091
Computed Peaks 0.083 50.00 0.980
, Pre-Developed East Durations
I �,
Flow Duration from Time Series File:existinge.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ $
0.001 49754 81.138 81.138 18.862 0.189E+00
0.002 5447 8.883 90.021 9.979 0.998E-01
0.004 2195 3.580 93.601 6.399 0.640E-01
� 0.006 1226 1.999 95.600 4.400 0.440E-01
0.007 781 1.274 96.874 3.126 0.313E-01
0.009 518 0.845 97.719 2.281 0.228E-01
' 0.010 344 0.561 98.280 1.720 0.172E-01
' 0.012 219 0.357 98.637 1.363 0.136E-01
0.013 192 0.313 98.950 1.050 O.lOSE-Ol
0.015 116 0.189 99.139 0.861 0.861E-02
' 0.017 92 0.150 99.289 0.711 0.711E-02
0.018 90 0.147 99.436 0.564 0.564E-02
0.020 62 0.101 99.537 0.463 0.463E-02
0.021 49 0.080 99.617 0.383 0.383E-G2
0.023 40 0.065 99.682 0.318 0.318E-02
0.024 31 0.051 99.733 0.267 0.267E-G2
0.026 22 0.036 99.768 0.232 0.232E-02
0.028 24 0.039 99.808 0.192 0.192E-G2
0.029 19 0.031 99.839 0.161 0.161E-02
0.031 7 0.011 99.850 0.150 0.150E-02
0.032 15 0.024 99.874 0.126 0.126E-02
C.034 8 G,G13 99.887 0.113 0.113E-02 '�
0.03� 9 0.015 99.902 0.098 0.978E-03
0.037 7 0.011 99.914 0.086 0.864E-03 '
0.039 7 0.011 99.925 0.075 0.750E-03 I
0.040 5 0.008 99.933 0.067 0.669E-03 I
0.042 8 0.013 99.946 0.054 0.538E-03 �
0.043 3 0.005 99.951 0.049 0.489E-03
0.045 8 0.013 99.964 0.036 0.359E-03
0.047 2 0.003 99.967 0.033 0.326E-03
0.048 5 0.008 99.976 0.024 0.245E-03
0.050 5 0.008 99.984 0.016 0.163E-03
0.051 3 0.005 99.989 0.011 0.114E-03
0.053 2 0.003 99.992 0.008 0.815E-04
0.054 1 0.002 99.993 0.007 0.652E-OY
0.056 3 0.00� 99.998 0.002 0.163E-04
Post-Developed East Peaks-Tributary to Detention Tanks
Flow Frequency Analysis
Time Series File:proposede.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.129 6 2/09/O1 2:00 0.255 1 100.00 0.990
0.110 8 1/OS/02 16:00 0.180 2 25.00 0.960
0.154 3 12/08/02 18:00 0.154 3 10.00 0.900
0.124 7 8/26/04 2:00 0.148 4 5.00 0.800
0.148 4 10/28/04 16:00 0.137 5 3.00 0.667
0.137 5 1/18/06 16:00 0.129 6 2.00 0.500
0.180 2 10/26/06 0:00 0.124 7 1.30 0.231
0.255 1 1/09/08 6:00 0.110 8 1.10 0.091
Computed Peaks 0.230 50.00 0.980
Post-Developed East Durations-Tributary to Detention Tanks
I
Flcc1� Duration from Ti:r.e Series File:propcse3e.tsf
Cutoff Count Frequency CDF Exceedence_Probabil:ty
CFS $ � $
0.003 54059 88.159 88.159 11.841 0.118E+p0
0.008 3201 5.220 93.379 6.621 0.662E-p:
0.013 1386 2.260 95.639 4.361 0.436E-01
0.018 799 1.303 96.942 3.058 0.306E-Oi
0.023 500 0.815 97.758 2.242 0.224E-01
0.028 312 0.509 98.266 1.734 0.173E-C1
0.033 271 0.442 98.708 1.292 �.129E-C1
0.038 192 0.313 99.022 0.978 0.978E-C2
0.043 121 0.197 99.219 0.781 0.781E-C2
0.048 94 0.153 99.372 0.628 0.628E-02
0.053 75 0.122 99.494 0.506 0.506E-��
0.058 71 0.116 99.610 0.390 0.390E-�2
0.063 36 0.059 99.669 0.331 4.331E-OZ
0.068 42 0.068 99.737 0.263 0.263E-OZ
0.073 30 0.049 99.786 0.214 0.214E-02
0.078 19 0.031 99.817 0.183 0.183E-02
0.083 24 0.039 99.856 0.144 0.144E-02
0.088 19 0.031 99.887 0.113 0.113E-02
0.094 21 0.034 99.922 0.078 0.783E-03
0.099 10 0.016 99.938 0.062 0.62�E-03
0.104 5 0.008 99.946 0.054 0.538E-03
0.109 4 0.007 99.953 0.047 0.473E-03
0.114 3 0.005 99.958 0.042 0.424E-03
0.119 6 0.010 99.967 0.033 0.326E-03
0.124 3 0.005 99.972 0.028 0.277E-03
0.129 3 0.005 99.977 0.023 0.228E-03
0.134 6 0.010 99.987 0.013 0.130E-03
0.139 3 0.005 99.992 0.008 0.815E-04
0.144 0 0.000 99.992 0.008 0.815E-04
0.149 1 0.002 99.993 0.007 0.652E-04
0.154 1 0.002 99.995 0.005 0.489E-04
0.159 2 0.003 99.998 0.002 0.163E-04
0.164 0 0.000 99.998 0.002 0.163E-04
0.169 0 0.000 99.998 0.002 0.163E-04
0.174 0 0.000 99.998 0.002 0.163E-04
0.179 0 0.000 99.998 0.002 0.163E-04
Post-Developed East Peaks-Bypassing Detention Tanks
Flow Frequency Analysis
Time Series File:bypasse.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.012 6 2/09/O1 2:00 0.023 1 100.00 4.990
0.009 8 1/05/02 16:00 0.015 2 25.00 0.960
0.014 3 2/27/03 7:00 0.014 3 10.00 0.900
0.010 7 8/26/04 2:00 0.012 4 5.00 0.800
0.012 4 10/28/04 16:40 0.012 5 3.00 0.667
0.012 5 1/18/06 16:00 0.012 6 2.00 0.5�0
0.015 2 10/26/06 0:00 0.010 7 1.30 0.231
0.023 1 1/09/08 6:00 0.009 8 1.10 0.091
Computed Peaks 0.020 50.00 0.980
Post-Developed East Durations-Bypassing Detention Tanks
Flow Duration from Time Series File:bypasse.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ $
0.000 48050 78.359 78.359 21.641 4.216E+00
0.001 7825 12.761 91.120 8.880 0.888E-01
0.001 2741 4.470 95.590 4.410 0.441E-01
0.001 655 1.068 96.659 3.341 0.334E-01
0.002 451 0.735 97.394 2.606 0.261E-01
0.002 317 0.517 97.911 2.089 0.209E-01
0.003 451 0.735 98.646 1.354 �.135E-01
0.003 152 0.248 98.894 1.106 0.111E-01
0.003 126 0.205 99.100 0.900 0.900E-02
0.004 86 0.140 99.240 0.760 0.760E-02
0.004 58 0.095 99.335 0.665 0.665E-02
0.005 130 0.212 99.547 0.453 0.453E-02
0.005 38 0.062 99.609 0.391 0.391E-a2
0.005 28 0.046 99.654 0.346 0.346E-02
0.006 33 0.054 99.708 0.292 0.292E-02
0.006 41 0.067 99.775 0.225 0.225E-�2
0.007 21 0.034 99.809 0.191 0.191E-02
0.007 16 0.026 99.835 0.165 0.165E-02
0.007 16 0.026 99.861 0.139 0.139E-02
0.008 27 0.044 99.905 0.095 0.946E-03
0.008 12 0.020 99.925 0.075 0.750E-03
0.009 6 0.010 99.935 0.065 0.652E-03
0.009 2 G.003 99.938 0.052 0.620E-03
0.009 8 0.013 99.951 0.049 0.489E-03
0.010 5 0.008 99.959 0.041 0.408E-03
0.010 2 0.003 99.962 0.038 0.375E-03
0.010 5 0.008 99.971 0.029 0.294E-03
0.011 3 0.005 99.976 0.024 0.245E-03
0.011 3 0.005 99.980 0.020 0.196E-03
0.012 4 0.007 99.987 0.013 0.130E-03
0.012 1 0.002 99.989 0.011 0.114E-03
0.012 3 0.005 99.993 0.007 0.652E-04
0.013 1 0.002 99.995 0.005 0.489E-04
0.013 0 0.000 99.995 0.005 0.489E-04
0.014 1 0.002 99.997 0.003 0.326E-04
0.014 1 0.002 99.998 O.Ou2 0.163E-04
Pre-Developed West Peaks
Flow Frequency Analysis ,
Time Series File:existingw.tsf
Project Location:Sea-Tac 'I
---Annual Peak Flow Rates-- ----Flow Frequency Analysis------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.252 4 2/09/O1 15:00 0.491 1 100.00 0.990
0.171 7 1/OS/02 16:00 0.287 2 25.00 0.960
0.287 2 2/27/03 7:00 0.268 3 10.00 0.900
0.150 8 8/26/04 2:00 0.252 4 5.00 0.800
0.181 6 10/28/04 16:00 0.246 5 3.00 0.667 .
0.268 3 1/18/06 16:00 0.181 6 2.00 0.500
0.246 5 11/24/06 3:00 0.171 7 1.30 0.231
0.491 1 1/09/08 6:00 0.150 8 1.10 0.091
Computed Peaks 0.423 50.00 0.980
Pre-Developed West Durations
Flow Duration from Time Series File:existingw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ $
0.004 49477 80.687 80.687 19.313 0.193E+00
0.012 5857 9.552 90.238 9.762 0.976E-01
0.020 2325 3.792 94.030 5.970 0.597E-01
0.028 1192 1.944 95.974 4.026 0.403E-01
0.036 736 1.200 97.174 2.826 0.283E-01
0.044 479 0.781 97.955 2.045 0.205E-01
0.052 320 0.522 98.477 1.523 0.152E-01
0.060 230 0.375 98.852 1.148 0.115E-01
0.069 154 0.251 99.103 0.897 0.897E-02
0.077 110 0.179 99.282 0.718 0.718E-02
0.085 95 0.155 99.437 0.563 0.563E-02
0.093 63 0.103 99.540 0.460 0.460E-02
0.101 58 0.095 99.635 0.365 0.365E-02
0.109 39 0.064 99.698 0.302 0.302E-02
0.117 29 0.047 99.746 0.254 0.254E-02
0.125 25 0.041 99.786 0.214 0.214E-02
0.133 17 0.028 99.814 0.186 0.186E-02
0.141 16 0.026 99.840 0.160 0.160E-02
0.149 14 0.023 99.863 0.137 0.137E-02
0.157 13 0.021 99.884 0.116 0.116E-02
0.165 9 0.015 99.899 0.101 O.101E-02
0.173 7 0.011 99.910 0.090 0.897E-03
0.181 8 0.013 99.923 0.077 0.766E-03
0.189 9 0.015 99.938 0.062 0.620E-03
�
0.197 5 0.008 99.946 0.054 0.538E-03
0.205 7 0.011 99.958 0.042 0.424E-03
0.214 5 0.008 99.966 0.034 0.342E-03
' 0.222 4 0.007 99.972 0.028 0.277E-03
0.230 1 0.002 99.974 a.026 0.261E-03
0.238 5 0.008 99.982 0.018 0.179E-03
0.246 2 0.003 99.985 0.015 0.147E-03
0.254 6 0.010 99.995 0.005 0.489E-04
0.262 0 0.000 99.995 0.005 0.489E-04
0.270 1 0.002 99.997 0.003 0.326E-04
0.278 1 0.002 99.998 0.002 0.163E-04
0.286 0 0.000 99.998 0.002 0.163E-04
Post-Developed West Peaks-Tributary to Detention Tanks
Flow Frequency Analysis
Time Series File:proposed��.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- ----Flow Frequency Analysis-----
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.501 6 2/09/O1 2:00 1.01 1 100.00 0.990
0.411 8 1/05/02 16:00 0.652 2 25.00 0.960
0.601 3 2/27/03 7:00 0.601 3 10.00 0.900
0.448 7 8/26/04 2:00 0.539 4 5.00 0.800
0.539 4 10/28/04 16:00 0.532 5 3.00 0.66�
0.532 5 1/18/06 16:00 0.501 6 2.00 0.500
0.652 2 10/26/06 0:00 0.448 7 1.30 a.231
1.01 1 1/09/08 6:00 0.411 8 1.10 0_091
Computed Peaks 0.890 �0.00 0.9gC
Post-Developed West Durations-Tributary to Detention Tanks
Flow Duration from Time Series File:proposedw.tsf
Cutoff Count Frequency CDF Exceedence_Probabilit;•
CFS $ $ $
0.009 52660 85.877 85.877 14.123 0.141E+00
0.028 4307 7.024 92.901 7.099 0.710E-01
0.046 1530 2.495 95.396 4.604 0.460E-a1
0.064 857 1.398 96.794 3.206 0.321E-01
0.083 532 0.868 97.661 2.339 0.234E-0=
0.101 347 0.566 98.227 1.773 0.177E-G:
0.119 288 0.470 98.697 1.303 0.130E-01
0.138 178 0.290 98.987 1.013 O.101E-G1
0.156 138 0.225 99.212 0.788 0.788E-02
0.174 85 0.139 99.351 0.649 0.649E-G2
0.193 86 0.140 99.491 0.509 0.509E-G�
0.211 65 0.106 99.597 0.403 0.403E-C2
0.229 34 0.055 99.653 0.347 0.347E-C�
0.247 39 0.064 99.716 0.284 0.284E-0�
0.266 28 0.046 99.762 0.238 0.238E-0:'
0.284 29 0.047 99.809 0.191 0.191E-0�
0.302 18 0.029 99.839 0.161 0.161E-02
0.321 20 0.033 99.871 0.129 0.129E-02
0.339 17 0.028 99.899 0.101 O.101E-0�
0.357 16 0.026 99.925 0.075 0.750E-Q3
0.376 8 0.013 99.938 0.062 0.620E-0,
0.394 6 0.010 99.948 0.052 0.522E-G3
0.412 3 0.005 99.953 0.047 0.473E-03
0.431 5 0.008 99.961 0.039 0.391E-03
0.449 6 0.010 99.971 0.029 0.294E-03
0.46? 3 0.00� 99.9?5 0.024 0.24�E-03
0.486 2 0.003 99.979 �.021 0.212E-03
0.504 4 0.007 99.985 0.015 0.147E-03
0.522 2 0.003 99.989 0.011 0.114E-03
0.541 3 0.005 99.993 0.007 0.652E-04 I
0.559 0 0.000 99.993 0.0�7 0.652E-04 I
0.577 1 0.002 99.995 0.005 0.489E-04 �I
0.596 1 0.002 99.997 0.003 0.326E-04
0.614 1 0.002 99.998 0.002 0.163E-04
0.632 0 0.00� 99.998 0.002 0.163E-04
0.651 0 0.000 99.998 0.002 0.163E-04
Post-Developed West Peaks-Bypassing Detention Tanks
Flow Frequency Analysis
Time Series File:bypassw.tsf
Project Location:Sea-Tac
--Annual Peak Flow Rates-- ----Flow Frequency Analysis
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.038 6 2/09/O1 2:00 0.078 1 100.00 0.990
0.032 8 1/05/02 16:00 0.049 2 25.00 0.960
0.046 3 2/27/03 7:00 0.046 3 10.00 0.9G'v
0.034 7 8/26/04 2:00 0.041 4 5.00 0.800
0.041 5 10/28/04 16:00 0.041 5 3.00 0.667
0.041 4 1/18/06 16:00 0.038 6 2.00 0.500
0.049 2 10/26/06 0:00 0.034 7 1.30 0.231
0.078 1 1/09/08 6:D0 0.032 8 1.10 0.091
Computed Peaks 0.068 50.00 0.98C
Post-Developed West Durations-Bypassing Detention Tanks
Flow Duration from Time Series File:bypassw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ $
0.001 52763 86.045 86.045 13.955 0.140E+00
0.002 4052 6.608 92.653 7.347 0.735E-01
0.003 1522 2.482 95.135 4.865 0.486E-01
0.005 867 1.414 96.549 3.451 0.345E-01 i
0.006 655 1.068 97.617 2.383 0.238E-01
0.007 333 0.543 98.160 1.840 0.184E-01
0.009 272 0.444 98.604 1.396 0.140E-01
0.010 191 0.311 98.916 1.084 0.108E-G1
0.012 158 0.258 99.173 0.827 0.827E-02
0.013 93 0.152 99.325 0.675 0.675E-02 i
0.014 74 0.121 99.446 0.554 0.554E-02
0.016 70 0.114 99.560 0.440 0.440E-02 ,
0.017 48 0.078 99.638 0.362 0.362E-02 I
0.018 36 0.059 99.697 0.303 0.303E-02
0.020 31 0.051 99.747 0.253 0.253E-02 �
0.021 27 0.044 99.791 0.209 0.209E-02
0.022 20 0.033 99.824 0.176 0.176E-02
0.024 21 0.034 99.858 0.142 0.142E-02
0.025 13 0.021 99.879 0.121 0.121E-02
0.027 18 0.029 99.909 0.091 0.913E-03
0.028 14 0.023 99.932 0.068 0.685E-03
0.029 6 0.010 99.941 0.059 �.587E-03
0.031 3 0.005 99.946 0.054 0.538E-03 '
0.032 5 0.008 99.954 0.046 0.457E-03
0.033 5 0.008 99.962 0.038 0.375E-03
0.035 6 0.010 99.972 0.028 0.277E-�3
0.036 2 0.003 99.976 0.024 0.245E-03
0.037 2 O.G03 99.9;9 O.C21 0.212E-03
i
G.039 5 0.008 99.987 0.013 0.130E-03
�.040 1 0.002 99.989 0.011 0.114E-03
�.041 3 0.005 99.993 0.007 0.652E-04
D.043 0 0.000 99.993 0.007 0.652E-04
0.044 1 0.402 99.995 0.005 0.489E-04
0.046 1 0.002 99.997 0.003 0.326E-04
0.047 1 0.002 99.998 0.002 0.163E-04
u.048 0 0.000 99.998 0.002 L�.163E-04
Definition of East Detention Facility
Petentioni'Detentior. Facility
T,pe of Facilit,.-: �etenti�n Tark
Tank Diameter: 5.00 ft
Tank Length: 512.00 ft
Effective Storage Depth: 4.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 9530. cu. ft
Riser Head: 4.50 ft
Riser Diameter: 12.00 inches
Nurmber of orifices: 2
Full Head Pipe
Grifice # Height Diameter Discharge Diame�er
(ft) (in) (CFS) (ini
1 0.00 0.60 0.021
2 2.30 G.B��� 0. �25 4. C
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percc_at'_on
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 0.00 0. 0.000 0.000 0.00
G.O1 0.01 1�. 0.000 0.001 0.00
G.02 0.02 31. 0.001 0.001 0.00
0.03 0.03 47. 0.001 0.002 0.00
C.04 0.04 63. 0.001 0.002 0.00
0.05 0.05 79. 0.002 0.002 0.00
0.15 0.15 245. 0.006 0.004 �.00
0.25 0.25 422. 0.010 0.005 0.00
0.35 0.35 610. 0.014 0.006 O.00
0.45 0.45 8�7. 0.019 0.007 O.00
0.55 0.55 1012. 0.023 0.007 O.OD
0.65 0.65 1224. 0.028 0.008 0.00
0.75 0.75 1442. 0.033 0.008 O.GO
�.85 0.85 1667. 0.038 0.009 0.00
0.95 0.95 1897. 0.044 0.010 0.00
1.05 1.05 2131. 0.049 0.010 0.00
1.15 1.15 2370. 0.054 0.010 O.Cu
1.25 1.25 2613. 0.060 0.011 O.OQ
1.35 1.35 2858. 0.066 0.011 O.00
1.45 1.45 3107. 0.071 0.012 0.0�
1.55 1.55 3358. 0.077 0.012 0.00
1.65 1.65 3610. 0.083 0.013 0.00
1.75 1.75 3864. 0.089 0.013 0.00
1.85 1.85 4120. 0.095 0.013 0.00
1.95 1.95 4375. 0.100 0.014 O.GO
2.05 2.05 4631. 0.1a6 0.014 0.00
2.15 2.15 4887. 0.112 0.014 p,CO
I 2.25 2.25 5142. 0.118 0.015 O.OG
2.30 2.30 �270. 0. 121 D.O15 O.OG
2.3i 2.3� �2°5. ,,. _�� ��.015 0.0�
2.32 2.32 �320. 0.122 0.015 O.GO
2.33 2.33 5346. 0.123 0.017 O.r�n
2.34 2.34 5371. 0.123 0.018 O.GU
2.35 2.35 5396. 0.124 0.019 0.00
2.36 2.36 5422. 0.124 0.019 0.00
2.37 2.37 5447. 0.125 0.020 0.00
2.47 2.47 5699. 0.131 0.022 0.00
2.57 2.57 5950. 0.137 0.025 0.00
2.67 2.67 6198. 0.142 0.026 0.00
2.77 2.77 6443. 0.148 0.028 O.��G
2.87 2.87 6685. 0.153 0.030 0.00
2.97 2.97 6923. 0.159 0.031 O.OG
3.07 3.07 7157. 0.164 0.032 O.Gn
3.17 3.17 7385. 0.170 0.034 O.GO
3.27 3.27 7609. 0.175 0.035 O.GO
3.37 3.37 7826. 0.180 0.036 O.GG
3.47 3.47 8037. 0.184 0.037 O.G��i
3.57 3.57 8240. 0.189 0.038 0.00
3.67 3.67 8435. 0.194 0.039 0.00
3.77 3.77 8621. 0.198 0.040 0.00
3.87 3.87 8796. 0.202 0.041 0.00
3.97 3.97 8960. 0.206 0.042 0.��i�
4.07 4.07 9111. 0.209 0.043 0. 1�
4.17 4.17 9246. 0.212 0.044 O. �C
4.27 4.27 9364. 0.215 0.045 O.�r
4.37 4.37 9459. 0.217 0.045 O.�G
4.47 4.47 9522. 0.219 0.046 O.rO
4.50 4.50 9530. 0.219 0.046 a.CG
4.60 4.60 9530. 0.219 0.355 0_Gu
4.70 4.70 9530. 0.219 0.919 O.On
4.80 4.80 9530. 0.219 1.650 O.GO
4.90 4.90 9530. 0.219 2.440 0.!i0
�.00 5.00 9530. 0.219 2.720 0.0�
�.10 5.10 9�30. 0.219 2.980 O.��i�
�.20 5.20 9530. 0.219 3.220 O.U�
�.30 5.3� 9530. 0.219 3.440 0.0�
5.40 5.40 9530. 0.219 3.640 0. 1�
5.50 5.50 9530. 0.219 3.840 0. ��
5.60 5.60 9530. 0.219 4.020 0.�0
5.70 5.70 9530. 0.219 4.200 O.�G
5.80 5.80 9530. 0.219 4.370 O.CO
5.90 5.90 9530. 0.219 4.530 O.CO
6.00 6.00 9530. 0.219 4.690 O.GO
6.10 6.10 9530. 0.219 4.840 O.GO
6.20 6.20 9530. 0.219 4.990 0.00
6.30 6.30 9530. 0.219 5.130 0.00
6.40 6.40 9530. 0.219 5.270 0.00
6.50 6.50 9530. 0.219 5.410 O.uO
Hyd Inflow Outflow Peak Storage
Stage Elev (Cu-Ft) (Ac-Ftl
1 0.25 0.04 3.45 3.45 7999. 0.184
2 0.13 0.03 3.14 3.14 7309. O.lo�
3 0.13 0.03 2.75 2.75 6390. 0.14
4 0.15 0.02 2.51 2.51 5788. 0.133
5 0.14 0.02 2.41 2.41 5551. 0.127
6 0.12 0.01 1.36 1.36 2889. O.DE6
7 0.08 0.01 1.85 1.85 4130. 0.0.5
8 0.11 0.01 1.47 1.47 3157. 0.�;2
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 0.04 0.02 ******** **+**•* 0.05
2 n. 03 0.01 *•�***•* 0.05 0.04
1
3 0.03 0.01 ******** ******* 0.03
4 0.02 0.01 ******** ******* 0.03
5 0.02 0.01 ******** ******* 0.03
6 0.01 0.01 ******** ******* 0.02
7 0.01 0.01 ******** ******* 0.02
8 0.01 0.01 ******** ******* 0.�2
Peak Flaws out of East Detention Facility
Flow Frequency Analysis
Time Series File:rdoute.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS} (CFS) (ft) Period
4.033 2 2/09/O1 20:00 0.037 3.45 1 100.00 0.990
0.012 7 12/28/O1 18:00 0.033 3.14 2 25.00 0.960
0.023 4 3/06/03 22:00 0.028 2.75 3 10.00 0.900
0.011 8 8/26/04 7:00 0.023 2.51 4 5.00 0.800
0.013 6 1/05/OS 16:00 0.021 2.41 5 3.00 0.667
0.021 5 1/18/06 23:00 0.013 1.85 6 2.00 0.500
0.028 3 11/24/06 8:00 0.012 1.47 7 1.30 0.231
0.037 1 1/09/08 14:00 0.011 1.36 8 1.10 0.091
Computed Peaks 0.036 3.34 50.00 0.980
Flow Durations out of East Detention Facility
Flow Duration from Time Series File:rdoute.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ $
0.001 37027 60.383 60.383 39.617 0.396E+00
0.001 3082 5.026 65.409 34.591 0.346E+00
0.002 3439 5.608 71.018 28.982 0.290E+00
0.003 2531 4.128 75.145 24.855 0.249E+00
0.004 2297 3.746 78.891 21.109 0.211E+00
0.005 2685 4.379 83.270 16.730 0.167E+00 I
0.006 2162 3.526 86.796 13.205 0.132E+00
0.007 1658 2.704 89.499 10.501 0.105E+00
0.008 2231 3.638 93.138 6.862 0.686E-01
0.009 1312 2.140 95.277 4.723 0.472E-01
0.010 426 0.695 95.972 4.028 0.403E-01
0.011 1035 1.688 97.660 2.340 0.234E-01
0.011 468 0.763 98.423 1.577 0.158E-01
�.012 286 0.466 98.889 1.111 0.111E-01
0.013 362 0.590 99.480 0.520 0.520E-02
0.014 139 0.227 99.706 0.294 0.294E-02
0.015 69 0.113 99.819 0.181 0.181E-02
0.016 5 0.008 99.827 0.173 0.173E-02
0.017 0 0.000 99.827 �.173 0.173E-02
0.018 2 0.003 99.830 0.170 0.170E-02
0.019 7 0.011 99.842 0.158 0.158E-02
0.020 6 0.010 99.852 0.148 0.148E-02
0.021 14 0.023 99.874 0.126 0.126E-02
0.021 9 0.015 99.889 0.111 0.111E-02
0.022 9 0.015 99.904 0.096 0.962E-03
�.023 6 0.010 99.914 0.086 0.864E-03
0.024 3 0.005 99.918 �.082 0.815E-03
0.025 2 0.003 99.922 0.078 0.783E-03
0.026 14 0.023 99.945 0.055 0.554E-03
� 0.027 8 0.013 99.958 0.042 0.424E-03
0.028 8 0.013 99.971 0.029 0.294E-03
0.029 1 0.002 99.972 0.028 0.277E-03
O.D30 3 0.005 99.9?7 0.023 0.228E-G3
i j '
0.031 3 0.005 99.982 0.018 0.179E-03
0.031 3 0.005 99.987 0.013 0.130E-03
0.032 4 0.007 99.993 O.OG7 0.652E-04
Downstream Peak Flows:Flow from East Detention Facility+East Bypass Flow
Flow Frequency Analysis
Time Series File:dsoute.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.039 2 2/09/O1 18:00 0.050 1 100.00 0.990
0.017 8 1/05/02 16:00 0.039 2 25.00 �.960
0.027 4 3/06/03 19:00 0.033 3 10.00 0.900
0.020 6 8/26/04 2:00 0.027 4 5.00 0.800
0.020 7 1/05/05 8:00 0.025 5 3.00 0.667
0.025 5 1/18/06 16:00 0.020 6 2.00 0.500
0.033 3 11/24/06 5:00 0.020 7 1.30 0.231
0.050 1 1/09/08 9:00 0.017 8 1.10 0.091
Computed Peaks 0.047 50.00 0.980
East Basin: 2-Year pownstream Flow=0.020 cfs<0.036 cfs=2-Year Pre-Developed Flow
East Basin: 10-Year pownstream Flow=0.033 cfs<0.055 cfs= 10-Year Pre-Developed Flow
I
��
�
Downstream Flow Durations: Flow from East Detention Facility+East Bypass Flow
- Flow Duration from Time Series File:dsoute.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ � $
0.001 36599 59.685 59.685 40.315 0.403E+00
,- 0.002 3550 5.789 65.475 34.525 0.345E+00
' 0.003 3802 6.200 71.675 28.325 0.283E+00
0.004 2453 4.000 75.675 24.325 0.243E+00
0.005 3118 5.085 80.760 19.240 0.192E+00
0.006 2445 3.987 84.747 15.253 0.153E+00
0.007 2678 4.367 89.114 10.886 0.109E+00
0.008 2010 3.278 92.392 7.608 0.761E-01
0.009 1241 2.024 94.416 5.584 0.558E-01
0.010 1078 1.758 96.174 3.826 0.383E-01
0.011 702 1.145 97.319 2.681 0.268E-01
0.012 485 0.791 98.110 1.890 0.189E-01
0.013 426 0.695 98.805 1.195 0.120E-01
0.015 266 0.434 99.238 0.762 0.762E-02
0.016 174 0.284 99.522 0.478 0.478E-02
0.017 74 0.121 99.643 0.357 0.357E-02
0.018 40 0.065 99.708 0.292 0.292E-02
0.019 24 0.039 99.747 0.253 •0.253E-02
0.020 21 0.034 99.781 0.219 0.219E-02
0.021 11 0.018 99.799 0.201 0.201E-02
0.022 24 0.039 99.839 0.161 0.161E-02
0.023 22 0.036 99.874 0.126 0.126E-02
0.024 12 0.020 99.894 0.106 0.106E-02
� 0.025 6 0.010 99.904 0.096 0.962E-03
0.026 7 0.011 99.915 0.085 0.848E-03
0.027 12 0.020 99.935 0.065 0.652E-03
0.029 6 0.010 99.945 0.055 0.554E-03
0.030 4 0.007 99.951 0.049 0.489E-03
0.031 6 0.010 99.961 0.039 0.391E-03
0.032 7 0.011 99.972 0.028 0.277E-03
0.033 5 0.008 99.980 0.020 0.196E-03
0.034 2 0.003 99.984 0.016 0.163E-03 I
0.035 2 0.003 99.987 0.013 0.130E-03
0.036 2 0.003 99.990 0.010 0.978E-04
0.037 2 0.003 99.993 0.007 0.652E-04
� 0.038 3 0.005 99.998 0.002 0.163E-04
I
East Duration Comparison:
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Duration Comparison Anaylsis
Base File: existinge.tsf
New File: dsoute.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- -------Check of Tclerance-------
Cutoff Base New $Change Probability Base New $Change
0.018 � 0.56E-02 0.29E-02 -49.1 � 0.56E-02 0.018 0.015 -15.3
0.021 � 0.40E-02 0.20E-02 -49.6 � 0.40E-02 0.021 0.016 -22.9
0.024 � 0.29E-02 0.11E-02 -62.1 � 0.29E-02 0.024 0.018 -25.5
I 0.027 � 0.22E-02 0.73E-03 -65.9 � 0.22E-02 0.027 0.020 -25.8
� 0.030 � 0.16E-02 0.46E-03 -71.1 � 0.16E-02 0.030 0.022 -25.8
0.033 � 0.12E-02 0.20E-03 -83.6 � 0.12E-02 0.033 0.024 -28.%
0.036 � a.95E-03 0.98E-04 -89.7 � 0.95E-03 0.036 0.025 -29.3
0.039 � 0.72E-03 0.16E 04 -97.7 � 0.72E-03 0.039 0.027 -30.'?
0.042 I 0.52E-03 O.00E+00 -100.0 I 0.52E-03 0.042 0.029 -30.c
0.045 � 0.36E-03 O.00E+00 -100.0 � 0.36E-03 0.045 0.031 -30.�
0.048 � 0.24E-03 O.00E+00 -100.� � 0.24E-03 0.048 0.033 -32.0
0.051 � 0.11E-03 O.00E+00 -100.0 � 0.11E-03 0.051 0.036 -29.7 ,
0.054 � 0.65E-04 O.00E+00 -100.0 � 0.65E-04 0.054 0.037 -30.7
0.057 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.057 0.039 -31.2
There is no positive excursion
Maximum negative excursion = 0.017 cfs (-33.4$)
occurring at 0.050 cfs on the Base Data:existinge.tsf
and at 0.033 cfs on the New Data:dsoute.tsf
Results:
First cutoff has a percent change less than 0.0. (-15.3)
All remaining cutoffs have a percent change of 10.0 or less. (Largest is-15.3)
More than half of the cutoffs have a percent change of 0.0 or less. (Okay)
Maximum positive excursion is 10.0 percent or less. (No positive excursions.)
Facility meets design standards.
Definition of West Detention Facility
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 5. 00 ft
Tank Length: 1005. 00 ft
Effective Storage Depth: 4.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 18706. cu. ft I
Riser Head: 4. 50 ft I
Riser Diameter: 12. 00 inches '�
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.40 0.113
2 2 .35 1.70 0. 115 4 .0
Top Notch Weir: None
Outflow Rating Curve: None
' Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 0.00 0. 0. 000 0.000 0.00
0. 01 0.01 30. 0. 001 0.006 0.00
0. 03 0.03 92. 0. 002 0.009 0.00
0.04 0.04 123. 0.003 0.011 0.00
0. 06 0.06 186. 0. 004 0.013 0.00
0. 07 0.07 217. 0. 005 0.014 0.00
0.09 0.09 282 . 0.006 0.016 0.00
0.10 0.10 314. 0 . 007 0.017 0.00
0.12 0.12 380. 0. 009 0.018 0.00
0.22 0.22 722. 0.017 0. 025 0. 00
0.32 0.32 1085. 0 .025 0.030 0.00
0.42 0.42 1466. 0 .034 0.034 0.00
0.52 0.52 1863 . 0. 043 0.038 0. 00
0.62 0.62 2275. 0.052 0. 042 0. 00
0.72 0.72 2701. 0.062 0 .045 0.00
0.82 0.82 3138. 0.072 0 .048 0.00
0.92 0.92 3586. 0.082 0.051 0.00
1.02 1.02 4044. 0.093 0.054 0.00
1.12 1.12 4511. 0.104 0 .056 0.00
1.22 1.22 4985. 0.114 0.059 0.00
1.32 1.32 5465. 0.125 0.061 0.00
1. 42 1.42 5951. 0.137 0.063 0.00 ,
1. 52 1.52 6443 . 0.148 0.065 0.00
i.62 1.62 6938. 0.159 0.068 0.00 �
� .72 1.72 7436. 0.171 0.070 0.00
1. 82 1.82 7936. 0. 182 0.072 0.00
1. 92 1.92 8438. �.194 0.074 0.00
2 . 02 2.02 8940. 0.205 0.075 0.00
2. 12 2 .12 9442 . 0.217 0.077 0.00 �
2 .22 2 .22 994�. 0 .228 0 . 079 0. 00 �
2.32 2 .32 10443. 0.240 0.081 0. 00
2.35 2.35 10593. 0.243 0.081 0. 00
2.37 2.37 10692. 0.245 0.082 0. 00
2.39 2.39 10791. 0.248 0.084 0.00
2.40 2 .40 10841. 0.249 0.088 0.00
2.42 2 .42 10940. 0.251 0.092 0.00
2.44 2 .44 11039. 0.253 0.098 0.00
2.46 2 .46 11138. 0.256 0.104 0.00
2.47 2 .47 11187. 0.257 0.111 0.00
2.49 2 .49 11286. 0.259 0.113 0.00
2.51 2 .51 11384. 0.261 0.116 0.00
2 .61 2 .61 11874. 0.273 0.126 0.00
2.71 2.71 12359. 0.284 0.135 0.00
2 .81 2 .81 12837. 0.295 0.142 0.00
2.91 2 .91 13309. 0.306 0.149 0.00
3.01 3 .01 13773. 0.316 0.156 0.00
3.11 3 .11 14228. 0.327 0.162 0.00
3.21 3 .21 14673. 0.337 0.168 0.00
3.31 3 .31 15107. 0.347 0.173 0.00
3.41 3 .41 15529. 0.356 0.179 0.00
3 . 51 3 .51 15937. 0.366 0.184 0. 00
3 . 61 3 .61 16329. 0.375 0.189 0. 00
3 .71 3.71 16705. 0.383 0.194 0. 00
3 .81 3.81 17062. 0.392 0.198 0.00
3_91 3 .91 17397. 0.399 0.203 0.00
4.01 4.01 17709. 0.407 0.207 0. 00
4.11 4.11 17994. 0.413 0.212 0.00
4.21 4.21 18246. 0.419 0.216 0.00
4.31 4.31 18461. 0.424 0.220 0.00
4.41 4.41 18626. 0.428 0.224 0.00
4.50 4.50 18706. 0.429 0.228 0.00
4.60 4.60 18706. 0.429 0.540 0.00
4.70 4.70 18706. 0.429 1.110 0. 00
4.80 4.80 18706. 0.429 1.840 0. 00
4.90 4.90 18706. 0.429 2.630 0. 00
5.00 5.00 18706. 0.429 2.920 0. 00
5.10 5.10 18706. 0.429 3.180 0.00
5.20 5.20 18706. 0.429 3.420 0.00 �
5.30 5.30 18706. 0.429 3 .640 0.00 i
5.40 5.40 18706. 0.429 3 .850 0.00
5.50 5.5Q 18706. 0.429 4.050 0.00
5.60 5. 60 18706. 0.429 4.230 0.00
5.70 5.70 18706. 0.429 4.410 0. 00
5.80 5.80 18706. 0.429 4.590 0. 00
5.90 5.90 18706. 0.429 4.750 0. 00
6.00 6.00 18706. 0.429 4.910 0. 00
6.10 6.10 18706. 0.429 5.070 0.00
6.20 6.20 18706. 0.429 5.220 0.00
6.30 6.30 18706. 0.429 5.360 0.00
6.40 6.40 18706. 0.429 5.510 0. 00
6.50 6.50 18706. 0.429 5.640 0. 00
Hyd Inflow Outflow Peak Storage
Stage Elev (Cu-Ft) (Ac-Ft)
1 0.99 0. 87 4. 66 4.66 18706. 0.429
2 0.49 0.22 4.41 4.41 18619. 0.427
3 0.50 0.20 3.84 3.84 17179. 0.394
4 0.52 0.18 3.51 3.51 15919. 0.365
5 0.59 0.16 3.16 3.16 14449. 0.332
6 0.31 0.11 2.48 2.48 11216. 0.257
7 0.44 0.06 1. 37 1.37 5694. 0. 131
8 0.40 0.07 1.75 1.75 7593 . 0.174
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 0. 87 0.08 ******** ******* 0 .93
2 0.22 0.04 ******** 0.29 0.24
3 0.20 0.04 ******** ******* 0.22
4 0.18 0.04 ******** ******* 0.20
5 0.16 0.05 ******** ******* 0.18
6 0.11 0.02 ******** ******* 0.12
7 0.06 0.03 ******** ******* 0.08
8 0. 07 0.03 ******** ******* 0.08
Route Time Series through Facility
Inflow Time Series File:proposedw.tsf
Outflow Time Series File:rdoutw
POC Time Series File:dsoutW
Inflow/Outflow Analysis
Peak Inflow Discharge: 0. 993 CFS at 6 :00 on Jan 9 in Year 8
Peak Outflow Discharge: 0. 869 CFS at 9 :00 on Jan 9 in Year 8
Peak Reservoir Stage: 4.66 Ft
Peak Reservoir Elev: 4.66 Ft
Peak Reservoir Storage: 18706. Cu-Ft
. 0.429 AC-Ft
Add Time Series:bypassw.tsf
Peak Summed Discharge: 0.933 CFS at 9:00 on Jan 9 in Year 8
Point of Compliance File:dsoutW.tsf
Flow Frequency Analysis
Time Series File:rdoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0.224 2 2/09/01 20:00 0.869 4. 66 1 100.00 0.990
0.071 7 12/28/O1 17:00 0.224 4.41 2 25.00 0. 960
0. 165 5 2/28/03 7:00 0.200 3.84 3 10.00 0.900
0. 062 8 8/24/04 1:00 0.184 3.51 4 5.00 0.800
0.112 6 1/05/OS 14:00 0.165 3.16 5 3.00 0 .667
0 .184 4 1/18/06 22:00 0.112 2.48 6 2.00 0 .500
0.200 3 11/24/06 7:00 0.071 1.75 7 1.30 0.231
0. 869 1 1/09/08 9:00 0.062 1.37 8 1.10 0.091
Computed Peaks 0. 654 4. 62 50. 00 0 . 980
Flow Frequency Analysis
Time Series File:dsoutw.tsf
�roj ect Locatio:.:Sea-�'ac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.242 2 2/09/01 19:00 0.933 1 100.00 0.990
0.083 8 1/05/02 16:00 0.242 2 25.00 0.960 �
0.180 5 2/28/03 5:00 0.219 3 10.00 0.900
0.084 7 8/26/04 2:00 0.203 4 5.00 0.800
0.120 6 1/05/OS 14:00 0.180 5 3.00 0.667
0.203 4 1/18/06 21:00 0.120 6 2.00 0.500
0.219 3 11/24/06 6:00 0.084 7 1.30 0.231
0.933 1 1/09/08 9:00 0.083 8 1.10 0.091
Computed Peaks 0.703 50.00 0.980
Flow Duration from Time Series File:rdoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ $ �
0. 003 44098 71 .915 71.915 28.085 0.281E+00
0 .009 3045 4.966 76.880 23.120 0.231E+00
0.016 2685 4.379 81.259 18.741 0.187E+00
0 .022 2793 4.555 85.814 14.186 0.142E+00
0 . 028 2084 3.399 89.212 10.788 0.108E+00
0 .035 1962 3.200 92 .412 7.588 0.759E-01
0.041 1281 2.089 94.501 5.499 0.550E-01
0 . 047 1092 1.781 96.282 3.718 0.372E-01
0 . 053 715 1.166 97 .448 2.552 0.255E-01
0 . 060 513 0.837 98.284 1.716 0.172E-01
0 . 066 424 0.691 98.976 1.024 0.102E-01
0. 072 206 0.336 99.312 0.688 0.688E-02
0. 078 155 0.253 99 .565 0.435 0.435E-02
0. 085 86 0.140 99.705 0.295 0.295E-02
0. 091 14 0.023 99.728 0.272 0.272E-02
0. 097 8 0.013 99.741 0.259 0.259E-02
0. 104 13 0.021 99.762 0.238 0.238E-02
0. 110 5 0.008 99.770 0.230 0.230E-02
0.116 18 0.029 99.799 0.201 0.201E-02
0.122 9 0.015 99.814 0.186 0.186E-02
0.129 11 0.018 99.832 0.168 0.168E-02
0.135 13 0.021 99 .853 0.147 0.147E-02
0.141 13 0.021 99 .874 0.126 0.126E-02
0.148 8 0.013 99 .887 0.113 0.113E-02
0.154 11 0.018 99.905 0.095 0.946E-03
0 .160 9 0.015 99.920 0.080 0.799E-03
0. 166 9 0.015 99.935 0.065 0. 652E-03
0 .173 8 0.013 99.948 0.052 0. 522E-03
0 . 179 5 0.008 99.956 0.044 0.440E-03
0 . 185 7 0.011 99.967 0.033 0.326E-03
0 . 191 5 0.008 99.976 0.024 0.245E-03
0 . 198 4 0.007 99.982 0.018 0.179E-03
0 .204 3 0.005 99.987 0.013 0.130E-03
0 .210 2 0.003 99.990 0.010 0.978E-04
0 .217 3 0.005 99.995 0.005 0.489E-04
0 .223 1 0.002 99.997 0.003 0.326E-04
Flow Duration from Time Series File:dsoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � � �
0. 003 44131 71.968 71.968 28.032 0.280E+00
0.010 3019 4.923 76.892 23 .108 0.231E+00
0.017 2753 4.490 81 .381 18.619 0.186E+00
0.024 2788 4.547 85.928 14.072 0. 141E+00
0. 031 2127 3 .469 89 .397 10.603 0.106E+00
0.037 1902 3 .102 92 .498 7 .502 0.750E-01
0 .044 1306 2.130 94.628 5.372 0. 537E-01
0.051 1025 1.672 96.300 3 .700 0.370E-01
0.058 757 1.235 97 .534 2 .466 0.247E-01
0.065 511 0.833 98.368 1.632 0.163E-01
0 .071 348 0.568 98.935 1.065 0. 106E-01
0.078 235 0.383 99.318 0.682 0.682E-02
0.085 146 0.238 99.556 Q.444 0.444E-02
0.092 58 0.095 99.651 0.349 0.349E-02
0.099 25 0.041 99.692 0.308 0.308E-02
0.105 23 0. 038 99.729 0.271 0.271E-02
0.112 14 0.023 99.752 0.248 0.248E-02
0.119 18 0.029 99.781 0.219 0.219E-02
0.126 14 0.023 99.804 0 .196 0.196E-02
0.133 10 0.016 99. 821 0.179 0.179E-02
0.139 9 0.015 99.835 0.165 0.165E-02
0.146 15 0.024 99.860 0 .140 0.140E-02
0.153 13 0.021 99. 881 0 .119 0.119E-02
0.160 5 0.008 99. 889 0.111 0.111E-02
0.167 8 0.013 99.902 0.098 0.978E-03
0.173 10 0.016 99 .918 0.082 0.815E-03
0.180 9 0.015 99.933 0.067 0. 669E-03
0. 187 9 0 .015 99.948 0.052 0. 522E-03
0.194 6 0.010 99.958 0.042 0.424E-03
0 .201 5 0.008 99 .966 0.034 0.342E-03
0.207 6 0.010 99.976 0.024 0.245E-03 i
0.214 3 0.005 99.980 0.020 0. 196E-03
0.221 4 0.007 99.987 0.013 0.130E-03
0 .228 2 0.003 99.990 0.010 0.978E-04
0.235 3 0.005 99.995 0.005 0.489E-04
0.241 1 0.002 99.997 0.003 0.326E-04
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposedw.tsf
Outflow Time Series File:rdoutw ,
POC Time Series File:dsoutW
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.993 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0. 869 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 4.66 Ft ,
Peak Reservoir Elev: 4.66 Ft
Peak Reservoir Storage: 18706. Cu-Ft ,
. 0 .429 Ac-Ft �i
Add Time Series:bypassw.tsf
Peak Summed Discharge: 0. 933 CFS at 9 :00 on Jan 9 in Year 8
,
Point of Compliance File:dsoutW.tsf
Flow Frequency Analysis
Time Series File:rdoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0.224 2 2/09/01 20:00 0.869 4. 66 1 100. 00 0.990
0. 071 7 12/28/01 17:00 0.224 4.41 2 25.00 0.960
0.165 5 2/28/03 7:00 0.200 3.84 3 10.00 0.900
0.062 8 8/24/04 1:00 0.184 3.51 4 5.00 0.800
0. 112 6 1/05/05 14:00 0.165 3.16 5 3. 00 0.667
0. 184 4 1/18/06 22:00 0.112 2.48 6 2.00 0.500
0.200 3 11/24/06 7:00 0.071 1.75 7 1.30 0 .231
0.869 1 1/09/O8 9:00 0. 062 1.37 8 1.10 0.091
Computed Peaks 0.654 4.62 50.00 0.980
Flow Frequency Analysis
Time Series File:dsoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period �
0.242 2 2/09/Ol 19:00 0.933 1 100.00 0.990 I
0.083 8 1/05/02 16: 00 0.242 2 25.00 0 .960 �I
0.180 5 2/28/03 5: 00 0.219 3 10.00 0.900
0.084 7 8/26/04 2:00 0.203 4 5. 00 0. 800 I
0.120 6 1/05/05 14: 00 0.180 5 3 .00 0.667 ��
0.203 4 1/18/06 21: 00 0.120 6 2 .00 0. 500 ,
0 .219 3 11/24/06 6:00 0.084 7 1.30 0.231 I
0.933 1 1/09/08 9: 00 0.083 8 1.10 0.091
Computed Peaks 0.703 50. 00 0 . 980
Flow Duration from Time Series File:rdoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probabi��ty
CFS � � �
0. 003 44098 71.915 71.915 28.085 0.281E+00
0.009 3045 4.966 76. 880 23.120 0.231E+00
0.016 2685 4.379 81.259 18.741 0.187E+00
0. 022 2793 4.555 85.814 14.186 0.142E+00
0. 028 2084 3 .399 89.212 10.788 0. 108E+00
0.035 1962 3 .200 92 .412 7.588 0.759E-01
0.041 1281 2 .089 94.501 5.499 0.550E-01
0.047 1092 1 .781 96.282 3.718 0.372E-01
0.053 715 1 .166 97 .448 2.552 0.255E-01
0.060 513 0.837 98.284 1.716 0.172E-01
0.066 424 0.691 98.976 1.024 0.102E-01
0. 072 206 0 .336 99.312 0.688 0. 688E-02
0. 078 155 0.253 99.565 0.435 0.435E-02
0.085 86 0.140 99.705 0.295 0.295E-02
0 .091 14 0.023 99.728 0.272 0.272E-02
0.097 8 0.013 99.741 0.259 0.259E-02
0. 104 13 0. 021 99.762 0.238 0.238E-02
0 . 110 5 0 . 008 99 .770 0.230 0.230E-02
�
0 .116 18 0.029 99.799 0.201 0.201E-02
Q.122 9 0.015 99 .814 0.186 0.186E-02
0.129 11 0.018 99 .832 0.168 0.168E-02
0.135 13 0.021 99.853 0.147 0.147E-02
0 .141 13 0.021 99.874 0.126 0.126E-02
0.148 8 0.013 99 .887 0.113 0.113E-02
0.154 11 0.018 99.905 0.095 0.946E-03
0.160 9 0.015 99.920 0.080 0.799E-03
0.166 9 0.015 99.935 0.065 0. 652E-03
0.173 8 0.013 99.948 0.052 0.522E-03
0.179 5 0.008 99.956 0.044 0.440E-03
0.185 7 0.011 99.967 0 .033 0.326E-03
0.191 5 0.008 99.976 0 .024 0.245E-03
0.198 4 0.007 99.982 0.018 0.179E-03
0.204 3 0.005 99.987 0.013 0. 130E-03
0.210 2 0.003 99.990 0.010 0.978E-04
0.217 3 0.005 99.995 0 .005 0.489E-04
0.223 1 0.002 99.997 0.003 0.326E-04
Flow Duration from Time Series File:dsoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS $ � $
0. 003 44131 71.968 71 .968 28.032 0.280E+00
0 .010 3019 4.923 76 .892 23 .108 a.231E+00
0 .017 2753 4.490 81.381 18.619 0.186E+00
0. 024 2788 4.547 85.928 14.072 0.141E+00
0.031 2127 3 .469 89 .397 10.603 0.106E+00
0 .037 1902 3 .102 92 .498 7.502 0.750E-01
0.044 1306 2.130 94.628 5.372 0.537E-01
0.051 1025 1.672 96.300 3 .700 0.370E-01
0 .058 757 1.235 97 .534 2 .466 0.247E-01
0 .065 511 0.833 98.368 1.632 0.163E-01
0 .071 348 0.568 98.935 1 .065 0.106E-01
0.078 235 0.383 99.318 0 .682 0.682E-02
0.085 146 0.238 99.556 0.444 0.444E-02
0.092 58 0.095 99.651 0.349 0.349E-02
0. 099 25 0.041 99.692 0 .308 0.308E-02
0.105 23 0.038 99.729 0 .271 0.271E-02
0.112 14 0.023 99 .752 0.248 0.248E-02
0.119 18 0.029 99.781 0.219 0.219E-02
0.126 14 0.023 99.804 0.196 0.196E-02
0.133 10 0.016 99. 821 0.179 0.179E-02
0. 139 9 0.015 99.835 0.165 0.165E-02
0.146 15 0.024 99 .860 0.140 0.140E-02
0.153 13 0.021 99 .881 0.119 0.119E-02
0. 160 5 0 .008 99.889 0.111 0.111E-02
0. 167 8 0.013 99.902 0.098 0.978E-03
0 .173 10 0.016 99.918 0.082 0.815E-03
0 .180 9 0.015 99 .933 0.067 0.669E-03
0.187 9 0.015 99.948 0.052 0.522E-03
0.194 6 0.010 99.958 0.042 0.424E-03
0 .201 5 0.008 99.966 0.034 0.342E-03
0 .207 6 0.010 99.976 0.024 0.245E-03
0.214 3 0.005 99 .980 0 .020 0. 196E-03
0 .221 4 0 .007 99 . 987 0 .013 O. i30E-03
0.228 2 0.003 99.990 0.010 0.978E-04
0.235 3 0.005 99.995 0.005 0.489E-04
0.241 1 0.002 99.997 0.003 0.326E-04
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposedw.tsf '
Outflow Time Series File:rdoutw
POC Time Series File:dsoutGl
Inflow/Outflow Analysis
Peak Inflow Discharge: 1 .01 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.888 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 4.66 Ft
Peak Reservoir Elev: 4.66 Ft
Peak Reservoir Storage: 18706 . Cu-F�
. 0.429 Ac-F�
Add Time Series:bypassw.tsf
Peak Summed Discharge: 0.951 CFS at 9:00 on Jan 9 in Year 8
Point of Compliance File:dsoutW.tsf
Flow Frequency Analysis
Time Series File:rdoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0.240 2 2/09/01 19:00 0. 888 4.66 1 100.00 0.990
0.071 7 12/28/01 17:00 0.240 4.50 2 25.00 0.960
0. 167 5 2/28/03 7:00 0.204 3.94 3 10. 00 0.900
0. 063 8 8/24/04 1:00 0.187 3.58 4 5.00 0.800
0. 115 6 1/05/05 14:00 0.167 3.19 5 3. 00 0.667
0. 187 4 1/18/06 22:00 0.115 2.50 6 2. 00 0.500
0.204 3 11/24/06 7:00 0. 071 1.79 7 1.30 0.231
0.888 1 1/09/08 9:00 0.063 1.40 8 1.10 0.091
Computed Peaks 0.672 4.62 50. 00 0.980
Flow Frequency Analysis
Time Series File:dsoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.259 2 2/09/01 19:00 0.951 1 100. 00 0. 990
0.084 8 1/05/02 16:00 0.259 2 25.00 0.960
0.182 5 2/28/03 5: 00 0.223 3 10.00 0.900
0.085 7 8/26/04 2 : 00 0.206 4 5.00 0.800
0.124 6 1/OS/05 13:00 0.182 5 3 .00 0.667
0.206 4 1/18/06 21: 00 0.124 6 2.00 0.500
0.223 3 11/24/06 6: 00 0.085 7 1.30 0.231
0.951 1 1/09/08 9:00 0.084 8 1.10 0.091
Computed Peaks 0.720 50. 00 0.980
Flow Duration from Time Series File:rdoutw.ts`_
�
Cutoff Count Frequency CDF Exceedence_Probability �
CFS � � $ I
0.003 44152 72.003 72 .003 27 .997 0.280E+00
0.010 3117 5.083 77 .086 22 .914 0.229E+00
0.017 2843 4.636 81.722 18.278 0.183E+00
0.024 2855 4.656 86 .378 13 .622 0. 136E+00
0.030 2272 3 .705 90.083 9.917 0. 992E-01
0.037 1888 3 .079 93 .162 6.838 0.684E-01
0.044 1257 2.050 95.212 4.788 0.479E-01
0.051 1021 1.665 96.877 3.123 0.312E-01
0.057 675 1.101 97 .978 2 .022 0.202E-01
0.064 502 0.819 98.796 1.204 0.120E-01
0.071 254 0.414 99.211 0.789 0.789E-02
0.078 194 0.316 99.527 0.473 0.473E-02
0.084 94 0.153 99.680 0.320 0.320E-02
0. 091 15 0.024 99.705 0.295 0.295E-02
0.098 13 0.021 99.726 0.274 0.274E-02
0.105 10 0.016 99.742 0 .258 0.258E-02
0. 111 7 0.011 99.754 0.246 0.246E-02
0. 118 26 0.042 99.796 0.204 0.204E-02
0.125 13 0.021 99. 817 0.183 0.183E-02
0.132 12 0.020 99.837 0 .163 0.163E-02
0. 138 13 0.021 99.858 0.142 0.142E-02
0.145 12 0.020 99. 878 0.122 0.122E-02
0 .152 10 0.016 99.894 0.106 0.106E-02
0.159 10 0.016 99 .910 0.090 0.897E-03
0.165 10 0.016 99.927 0.073 0.734E-03
0.172 8 0.013 99.940 0.060 0. 603E-03
0 .179 7 0.011 99 .951 0.049 0.489E-03
0.186 7 0.011 99 .962 0.038 0.375E-03
0.192 6 0.010 99.972 0.028 0.277E-03
0.199 5 0.008 99.980 0.020 0.196E-03
0.206 5 0.008 99.989 0.011 0.114E-03 I
0.213 1 0.002 99.990 0.010 0.978E-04
0.219 3 0.005 99.995 0.005 0.489E-04
0.226 1 0.002 99.997 0.003 0.326E-04
0.233 1 0.002 99.998 0.002 0.163E-04
0.239 0 0.000 99.998 0.002 0.163E-04
Flow Duration from Time Series File:dsoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � � $
0. 004 44161 72 .017 72.017 27.983 0.280E+00
0. 011 3054 4.980 76 .998 23 .002 0.230E+00
0.018 3137 5.116 82 .114 17 .886 0. 179E+00
0 .026 2655 4.330 86.443 13 .557 0.136E+00
0. 033 2376 3 .875 90 .318 9.682 0.968E-01
0.040 1791 2.921 93 .239 6.761 Q.676E-01
0.047 1266 2.065 95.303 4.697 0.470E-01
0 .055 947 1.544 96.848 3 .152 0.315E-01
0.062 695 1.133 97.981 2.019 0.202E-01
0.069 456 0.744 98.725 1.275 0.128E-01
0.076 295 0.481 99.206 0.794 0.794E-02
0.084 180 0.294 99.499 0. 501 0.501E-02
0.091 70 0.114 99.614 0.386 0.386E-02
0.098 36 0.059 99.672 0.328 0.328E-02
0.106 25 0.041 99.713 0.287 0.287E-02
0.113 9 0.015 99.728 0.272 0.272E-02
0_120 20 0.033 99.760 0.240 0.240E-02
0.127 24 0.039 99.799 0.201 0.201E-02
0. 135 12 0.020 99.819 0.181 0.181E-02
0. 142 12 0.020 99.839 0.161 0.161E-02
0. 149 14 0.023 99.861 0.139 0.139E-02
0. 157 11 0.018 99.879 0.121 0.121E-02
0. 164 8 0.013 99.892 0.108 0.108E-02
0. 171 11 0.018 99.910 0.090 0.897E-03
0. 178 8 0.013 99.923 0.077 0.766E-03
0.186 9 0.015 99.938 0.062 0.620E-03
0.193 9 0.015 99.953 0.047 0.473E-03
0.200 5 0.008 99.961 0.039 0.391E-03
0.207 8 0.013 99.974 0.026 0.261E-03
0.215 3 0.005 99.979 0.021 0.212E-03
0.222 4 0.007 99.985 0.015 0.147E-03
0.229 3 0.005 99.990 0.010 0.978E-04
0.237 2 0.003 99.993 0.007 0.652E-04
0.244 2 0.003 99.997 0.003 0.326E-04
0.251 1 0.002 99.998 0.002 0.163E-04
0.258 0 0.000 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: existingw.tsf
New File: dsoutw.tsf
Cutoff Units: Discharge in CFS
Fraction of Time---- ---------Check of Tolerance------
Cutoff Base New $Change Probability Base New $Change
0.090 � 0.49E-02 0.40E-02 -18.8 � 0.49E-02 0.090 0.084 -6 .7
0.100 � 0.37E-02 0.32E-02 -14.1 � 0.37E-02 0.100 0.093 -7 . 1
0.111 � 0.29E-02 0.27E-02 -6.1 � 0.29E-02 0.111 0.104 -5 . 6
0. 121 � 0.24E-02 0.24E-02 0.0 � 0.24E-02 0.121 0.121 0. 0
0.131 � 0.19E-02 0.19E-02 1.7 � 0.19E-02 0.131 0.132 0.2
0. 142 � 0.16E-02 0.16E-02 2 .1 � 0.16E-02 0.142 0. 144 1.4
0. 152 � 0.13E-02 0.13E-02 2 .5 � 0.13E-02 0.152 0. 153 0.6
0.162 � O.10E-02 0.11E-02 7 .9 � 0.10E-02 0.162 0. 166 2 .0
0.173 � 0.90E-03 0.86E-03 -3 .6 � 0.90E-03 0.173 0.171 -0.9
0.183 � 0.73E-03 0.65E-03 -11 .1 � 0.73E-03 0.183 0.179 -2 .3
0.193 � 0.60E-03 0.46E-03 -24.3 � 0.60E-03 0.193 0.186 -3 .9
0.204 � 0.44E-03 0.34E-03 -22 .2 � 0.44E-03 0.204 0.197 -3.5
0 .214 � 0.33E-03 0.21E-03 -35.0 � 0.33E-03 0.214 0.206 -3.9
0 .225 � 0.28E-03 0.13E-03 -52.9 � 0.28E-03 0.225 0.207 -7.8
0 .235 � 0.18E-03 0.65E-04 -63.6 � 0.18E-03 0.235 0.219 -6.7
0 .245 � 0.15E-03 0.33E-04 -77.8 � 0.15E-03 0.245 0.223 -9.2
0 .256 � 0.49E-04 0.16E-04 -66.7 � 0.49E-04 0.256 0.239 -6.5
0.266 � 0.49E-04 O.00E+00 -100.0 � 0.49E-04 0.266 0.239 -10.1
0.276 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.276 0.259 -6.2
0.287 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.287 0.259 -9.6
Maximum positive excursion = 0.006 cfs ( 3.5$)
occurring at 0.159 cfs on the Base Data:existingw.tsf
and at 0.164 cfs on the New Data:dsoutw.tsf
Maximum negative excursion = 0. 029 cfs (-10.9�) '
occurring at 0.268 cfs on the Base Data:existingw.tsf
and at 0.239 cfs on the New Data:dsoutw.tsf '
Duration Comparison Anaylsis
Base File: existingw.tsf
New File: dsoutw.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- - ---Check of Tolerance------
Cutoff Base New �Change Probability Base New �Change
0.090 � 0.49E-02 0.40E-02 -18.8 � 0.49E-02 0.090 0. 084 -6.8
0 .096 � 0.40E-02 0.34E-02 -15.8 � 0.40E-02 �. 096 0. 090 -6 .7
0 .102 � 0.35E-02 0.30E-02 -13.1 � 0.35E-02 0. 102 0.096 -6.6 '
0.109 � 0.30E-02 0.28E-02 -7.6 � 0.30E-02 0.109 0 .102 -5.8
0 .115 � 0.26E-02 0.26E-02 -0. 6 � 0.26E-02 0.115 0.114 -0.7
0 .122 � 0.23E-02 0.23E-02 -0.7 � 0.23E-02 0.122 0.121 -0.2
0.128 � 0.20E-02 0.20E-02 -0.8 � 0.20E-02 0.128 0 .128 -0 .3
0.134 I 0.18E-02 0.18E-02 2 . 8 � 0.18E-02 0.134 0 .136 1 . 6
0.141 I 0.16E-02 0.17E-02 4.0 � 0.16E-02 0.141 0.142 0 . 8
0.147 I 0.14E-02 0.15E-02 4.7 � 0.14E-02 0.147 0.149 1.4
0.153 � 0.13E-02 0.13E-02 -2 .5 � 0.13E-02 0.153 0.153 -0 .3
0.160 � 0.11E-02 0.11E-02 6.1 � 0.11E-02 0.160 0.164 3 . 0
0.166 I 0.99E-03 0.10E-02 1.6 � 0.99E-03 0.166 0.168 1.4
0.172 � 0.90E-03 0 .86E-03 -3 .6 � 0.90E-03 0.172 0.171 -0 .8
0.179 � 0.82E-03 0.73E-03 -10 .0 � 0. 82E-03 0.179 0.176 -1 .8
0.185 � 0.72E-03 0.62E-03 -13 .6 � 0.72E-03 0.185 0.180 -2 . 8
0.191 I 0.60E-03 0 .51E-03 -16 .2 � 0.60E-03 0.191 0.186 -2 .8
0.198 � 0.52E-03 0 .42E-03 -18.8 � 0.52E-03 0.198 0.191 -3 .6
0.204 � 0.44E-03 0.34E-03 -22 .2 � 0.44E-03 0.204 0.197 -3 .7
0.211 � 0.34E-03 0.24E-03 -28.6 � 0.34E-03 0.211 0.204 -3 .0
0.217 � 0.31E-03 0.21E-03 -31.6 � 0 .31E-03 0.217 0.206 -4.9
0.223 � 0.28E-03 0.13E-03 -52.9 � 0 .28E-03 0.223 0.207 -7 .3
0.230 � 0.26E-03 0.98E-04 -62 .5 � 0.26E-03 0.230 0.210 -8.7 I
0.236 � 0. 18E-03 0.65E-04 -63 .6 � 0.18E-03 0.236 0.219 -7 .1
0.242 � 0. 16E-03 0.33E-04 -80.0 � 0 .16E-03 0.242 0.221 -8.9
0.249 � 0.13E-03 0.16E-04 -87.5 � 0.13E-03 0.249 0.225 -9.4
0.255 � 0.49E-04 0.16E-04 -66.7 � 0.49E-04 0.255 0 .239 -6.2
0 .261 � 0.49E-04 O.00E+00 -100.0 � 0 .49E-04 0.261 0 .239 -8. 5
0 .268 � 0.49E-04 O.00E+00 -100.0 � 0.49E-04 0.268 0.239 -10 .7
0 .274 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.274 0.259 -5.5
0 .280 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.280 0 .259 -7 .6
0 .287 � 0.16E-04 O. 00E+00 -100. 0 � 0.16E-04 0.287 0 .259 -9 .7
MaxiTM.um positive excursion = 0. 006 cfs ( 3 . 5�)
occurring at 0.159 cfs on the Base Data:existingw.tsf
and at 0 .164 cfs o-� tre Ne;v Data:dsoutw.tsf
b?aximum. negative excursion = 0 . 029 cfs (-10 . 8%)
occurring at 0.268 cfs on the Base Data:existingw.tsf
and at 0.239 cfs on the New Data:dsoutw.tsf
Peak Flows out of West Detention Facility
Flow Frequency Analysis
Time Series File:rdoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates-- ---Flow Frequency Analysis------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
�.240 2 2/09/O1 19:00 0.888 4.66 1 100.00 0.990
0.071 7 12/28/O1 17:0� 0.240 4.50 2 25.00 0.960
0.167 5 2/28/03 7:00 0.204 3.94 3 10.00 0.900
0.063 8 8/24/04 1:0� 0.187 3.58 4 5.00 0.800
0.115 6 1/OS/05 14:00 0.167 3.19 5 3.00 0.667
0.187 4 1/18/06 22:00 0.115 2.50 6 2.00 0.500
0.204 3 11/24/06 7:00 0.071 1.79 7 1.30 0.231
0.888 1 1/09!08 9:00 0.063 1.40 8 1.10 0.091
Computed Peaks 0.672 4.62 5G.00 0.98G
Flow Durations out of West Detention Facility
Flow Duration from Time Series File:rdoutw.tsf
Cutoff Count Frequency CDF Exceedence_rrcbabil:t,�
CFS $ $ $
0.003 44152 72.003 72.003 27.997 0.280E+00
0.010 3117 5.083 77.086 22.914 0.229E+OC
0.017 2843 4.636 81.722 18.278 0.183E+OC
0.024 2855 4.656 86.378 13.622 0.136E+00
0.030 2272 3.705 90.083 9.917 0.992E-01
0.037 1888 3.079 93.162 6.838 0.684E-01
0.044 1257 2.�50 95.212 4.788 0.479E-01
0.051 1021 1.665 96.877 3.123 0.312E-01
0.057 675 1.101 97.978 2.022 0.202E-01
0.064 502 0.819 98.796 1.204 0.120E-0:
G.071 254 0.414 99.211 0.789 0.789E-02
0.078 194 0.316 99.527 0.473 0.473E-02
0.084 94 0.153 99.680 0.320 0.320E-02
0.091 15 0.024 99.705 0.29� 0.295E-G2
0.098 13 0.021 99.726 0.274 0.274E-02
0.105 10 0.016 99.742 0.258 0.258E-02
0.111 7 0.011 99.754 0.246 0.246E-G2.
0.118 26 0.042 99.796 0.204 0.204E-02.
0.125 13 0.021 99.817 0.183 0.183E-02
0.132 12 0.020 99.837 0.163 0.163E-G2
0.138 13 0.021 99.858 0.142 0.142E-02
0.145 12 0.020 99.878 0.122 0.122E-02
0.152 10 0.016 99.894 0.106 0.106E-G2
0.159 10 0.016 99.910 0.090 0.897E-03
0.165 10 0.016 99.927 0.073 0.734E-03
0.172 8 0.013 99.940 0.060 0.603E-03
0.179 7 0.011 99.951 0.049 0.489E-03
0.186 7 0.011 99.962 0.038 0.375E-03
0.192 6 0.010 99.972 0.028 0.277E-03
0.199 5 0.008 99.980 0.020 0.196E-03
0.206 5 0.008 99.989 0.011 0.114E-03
0.213 1 0.002 99.990 0.010 0.978E-04
0.219 3 0.005 99.995 0.005 0.489E-04
0.226 1 0.002 99.997 0.003 0.326E-04
0.233 1 0.002 99.998 0.002 0.163E-04
0.239 0 0.000 99.998 O.0O2 0.163E-04
Downstream Peak Flows: Flow from West Detention Facility+West Bypass Flow
Flow Frequency Analysis
T'*r,e Series File:dsoutw.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- ----Flow Frequency Analysis-- --
Flo:v Rate Rank Time of Peak - - Peaks - - Rank Return Prcc
(CFS) (CFS) Period
0.259 2 2/09/01 19:00 0.951 1 100.00 0.990
0.084 8 1/OS/02 16:00 0.259 2 25.00 0.960
0.182 5 2/28/03 5:00 0.223 3 10.00 0.900 ,
0.085 7 8/26/04 2:00 0.206 4 5.00 0.800 '
��.124 6 1/OS/OS 13:00 0.182 5 3.00 0.667 ',
0.206 4 1/18/06 21:00 0.124 6 2.00 0.500 I
0.223 3 11/24/06 6:00 0.085 7 1.30 0.231 li
0.951 1 1/09/08 9:00 0.084 8 1.10 0.091 I
Computed Peaks 0.720 50.00 0.980
West Basin: 2-Year pownstream Flow=0.124 cfs<0.181 cfs= 2-Year Pre-Developed Flow
West Basin: 10-Year pownstream Flow=0.223 cfs<0.268 cfs= 10-Year Pre-Developed Flow
Downstream Flow Uurations: Flow from West Detention Facility+West Bypass Flow
Flow Duration from Time Series File:dsoutw.tsf
Cutoff Count Frequency CDF Exceedence_Probability �
CFS $ $ $
0.004 44161 72.017 72.017 27.983 0.280E+00 I
0.011 3054 4.98� 76.998 23.002 0.230E+00 '
0.018 3137 5.116 82.114 17.886 0.179E+00 I�
0.026 2655 4.330 86.443 13.557 0.136E+00
0.033 2376 3.875 90.318 9.682 0.968E-01
0.040 1791 2.921 93.239 6.761 0.676E-01
0.047 1266 2.065 95.303 4.697 0.470E-01
0.055 947 1.544 96.848 3.152 0.315E-01
0.062 695 1.133 97.981 2.019 0.202E-01
0.069 456 0.744 98.725 1.275 0.128E-01
0.076 295 0.481 99.206 0.794 0.794E-02
0.084 180 0.294 99.499 0.501 O.SOlE-42
0.091 70 0.114 99.614 0.386 0.386E-02 ,
0.098 36 0.059 99.672 0.328 0.328E-02
0.106 25 0.041 99.713 0.287 0.287E-02
0.113 9 0.015 99.728 0.272 0.272E-02
0.120 20 0.033 99.760 0.240 0.240E-a2
0.127 24 0.039 99.799 0.201 0.201E-02
0.135 12 0.020 99.819 0.181 0.181E-02
0.142 12 0.020 99.839 0.161 0.161E-02
0.149 14 0.023 99.861 0.139 0.139E-02
0.157 11 0.018 99.879 0.121 0.121E-02
Q.164 8 0.013 99.892 0.108 0.108E-02
Q.171 11 0.018 99.910 0.090 0.897E-03
0.178 8 0.013 99.923 0.077 0.766E-03
G.186 9 0.015 99.938 0.062 0.620E-03
0.193 9 0.015 99.953 0.047 0.473E-03
0.200 5 0.008 99.961 0.039 0.391E-03
0.207 8 0.013 99.974 0.026 0.261E-03
0.215 3 0.005 99.979 0.021 0.212E-03
0.222 4 0.007 99.985 0.015 0.147E-03
0.229 3 0.005 99.990 0.010 0.978E-04
G.237 2 0.003 99.993 0.007 0.652E-04
0.244 2 0.003 99.997 0.003 0.326E-04
C.251 1 0.002 99.998 0.002 0.163E-04
�.2�E ., u.O�C 99.99E n.0u2 �.153E C4
West Duration Comparison:
'���,� P...�,.,.d,,.,.�;.n _
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ProOaDtlT/EnceeCence �
CONTINUED ON NEXT PAGE.
Duration Comparison Anaylsis
Base File: existingw.ts`
New File: dsoutw.tsf
Cutoff Units: Discharge in CFS
----Fraction of Tim,e---- --------�heck of :olerance-
Cutoff Base New �Change Probability Base New �Change
0.090 I 0.49E-02 0.40E-02 -18.8 � 0.49E-02 0.090 0.084 -6.8
0.096 � 0.40E-02 0.34E-02 -15.8 � 0.40E-02 0.096 0.090 -6.7
0.102 � 0.35E-02 0.30E-02 -13.1 � 0.35E-02 0.102 0.096 -6.6
0.109 � 0.30E-02 0.28E-02 -7.6 � 0.30E-02 0.109 0.102 -5.8
0.115 � 0.26E-02 0.26E-02 -0.6 � 0.26E-02 0.115 0.114 -0.7
0.122 � 0.23E-02 0.23E-02 -0.7 I 0.23E-02 0.122 0.121 -0.2
0.128 � 0.20E-02 0.20E-02 -0.8 � 0.20E-02 0.128 0.128 -0.3
0.134 � 0.18E-02 0.18E-02 2.8 � 0.18E-02 0.134 0.136 1.6
0.141 � 0.16E-02 0.17E-02 4.0 � 0.16E-02 0.141 0.142 0.8
0.147 � 0.14E-02 0.15E-02 4.7 � 0.14E-02 0.147 0.149 1.4
0.153 � 0.13E-02 0.13E-02 -2.5 � 0.13E-02 0.153 0.153 -0.3
0.160 � 0.11E-02 0.11E-02 6.1 � 0.11E-02 0.160 0.164 3.0
0.166 � 0.99E-03 O.10E-02 1.6 � 0.99E-03 0.166 0.168 1.4
0.172 � 0.90E-03 0.86E-03 -3.6 � 0.90E-03 0.172 0.171 -0.8
0.179 � 0.82E-03 0.73E-03 -10.0 � 0.82E-03 0.179 0.176 -1.8
0.185 � 0.72E-03 0.62E-03 -13.6 � 0.72E-03 0.185 0.180 -2.8
0.191 � 0.60E-03 0.51E-03 -16.2 � 0.60E-03 0.191 0.186 -2.8
0.198 � 0.52E-03 0.42E-03 -18.8 � 0.52E-03 0.198 0.191 -3.6
0.204 � 0.44E-03 0.34E-03 -22.2 � 0.44E-03 0.204 0.197 -3.7
0.211 � 0.34E-03 0.24E-03 -28.6 � 0.34E-03 0.211 0.204 -3.0
0.217 � 0.31E-03 0.21E-03 -31.6 � 0.31E-03 0.217 0.206 -4.9
0.223 � 0.28E-03 0.13E-03 -52.9 � 0.28E-03 0.223 0.207 -7.3
0.230 � 0.26E-03 0.98E-04 -62.5 � 0.26E-03 0.230 0.210 -8.7
0.236 � 0.18E-03 0.65E-04 -63.6 � 0.18E-03 0.236 0.219 -7.1
0.242 � 0.16E-03 0.33E-04 -80.0 � 0.16E-03 0.242 0.221 -8.9
0.249 � 0.13E-03 0.16E-04 -87.5 � 0.13E-03 0.249 0.225 -9.4
0.255 � 0.49E-04 0.16E-04 -66.7 � 0.49E-04 0.255 0.239 -6.2
0.261 � 0.49E-04 O.00E+00 -100.0 � 0.49E-04 0.261 0.239 -8.5
, 0.268 � 0.49E-04 O.00E+00 -100.0 � 0.49E-04 0.268 0.239 -10.7
0.274 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.274 0.259 -5.5
0.280 � 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.280 0.259 -7.6
0.287 I 0.16E-04 O.00E+00 -100.0 I 0.16E-Q4 0.2�? C' 2�0 _c �
Maximum positive excursion = 0.006 cfs ( 3.5�)
' ' occurring at 0.159 cfs on the Base Data:existing�.h�.tsf
and at 0.164 cfs on the New Data:dsoutw.tsf
Maximum negative excursion = 0.029 cfs (-10.8ri
occurring at 0.268 cfs on the Base Data:existing�v.tsf
and at 0.239 cfs on the New Data:dsoutw.
Results:
First cutoff has a percent change less than 0.0. (-6.8)
All remaining cutoffs have a percent change of 10.0 or less. (Largest is 3.0)
More than half of the cutoffs have a percent change of 0.0 or less. (Okay)
Maximum positive excursion is 10.0 percent or less. (3.5%)
Facility meets design standards.
Project: Spring Glen Elementary
Project Number: 2130241.11
Task: Water Quality Calculations
Date: 03/11/2014
Performed By: Adam C. Braun, P.E.
Reference: 2009 King County Surface Water Design Manual, as amended by City of Renton
Public Works Department Surface Water Utility (February 2010)
Design Requirements: Basic WQ Treatment
Assumptions Used: WQ Treatment provided meets the requirements of the Basic Water Quality
with use of Bioretention (Raingardens) and Stormfilter.
Software Used: Western Washington Hydrology Model (WWHM) 2012
Summary: Water quality systems, as designed and drawn in plans, meet the requirements
of the adopted design manuals.
WWHM INPUT/OUTPUT
East Stormfilter No. 1 (CB 19)
. . _ :. _...
a•a.�,i� --
Subbasin Nnme:B�t r DeaQ,xe as Bypnss kr POC
Sulaee INrllow 6�awdwela
Flows To:
Aree in Bnsin f Show0Ay5dected
Aveileble Penrioua Acres Aveilable ImParvious Acres
-I r A/B,Fassl.Flet � �i RQ4DSIFLAT--------] 19. .
J r A/8.Foren,Mod _;�� r i�PDSAAOD �
rAR.foresi.Steep —..._,.i� � f' RONDS/STEEP �
r A/B.Partue.flel I�� f- ROOF TOPS/FIAT
(-A/B.PaNe.Mod __i[0 1 � DRNEWAYSIFlAT ��
r ae.P.�s _-- [-� r o�wnvsn,roo i�
r ae.��.� �_� r ORNEWAYSISiEEP
r ae.�«�n.Mm _ �— r s�waucs�ur ��
r are_�««�.�__=1[__� r s�oEwaxsMoo�
;�C.Forea.Flet _,�r- � r SIDEWALKS/SiFEP ��
' �i r C.Faea.Mod 1 rp �' PARKING/FL4T
L__�
I. 'tr'C.Fored.5�«c �_i��� r PARYJNG/IAOD � '—_
jrC,Paslue.F{el r PAfiKRIGISiEEP
;r C,Paslue.Mod �� r POND �
;r C.Pasen.5roep —''�—�
j 17 C.Lawn.Fla� _ ,�
i r C.t.awn.Mod �'`__J
'��,r C.Lawn.Steeo I C�
J�'SAT.Forat Flet ]�___�
PavwfTdd �A.nea
Impnviun Tad 19 Aaee
Bmin Tdd 19 +4aes
DeiabdZao � SeledBy:�' GO
��� . .... . . . . :-���+�s:��z'rt.�m.. . _ . . . . .
� Wata Oa+N7 .—
Run On1i�e BMP OM�ne YI�
j M�ysis; �—�
------ 21 har VaMme I�) �=-1
Siadard Flav Rate(d�l� $yr�e�A Flon Rate[ds) 0174
Sueam Ratccmn Duarim UD Duaeon fbw F�epxncy y,iyp q Hydo a�h
WNbdlrputVoYme: I1DRepat RedwfleDuation RecMqeHedevelaped RecMmyeMlpeted
Anaym data�sla
1 PtJYW.LUP DAILY EVAP W/,�NSENfiNS .
2 uatec 15 mi.te
501 POC 1 fiafevelq�ed Now
i -u -
t0008iadeMion tA1L0UTLETSMIqated
7001 B�aderition 1 STAGE Miajated
t0U25uleceretxAon 1 STAGE Mtgated
10035uAaceieisOm 1 OUTLET 1 MOpahd
AlDdaws � S�ape P�ecp Evap POCt
Flood Fropency Me9wd
r. �A,,,m„r�e�a»e
r web�►
r Gr.,e,n
r 6„qonn,
This page left intentionally blank for double-sided printing.
WWHM2012
PROJECT REPORT
�
�
�
This page left intentionally blank for double-sided printing.
�
General Model Information
Project Name: East StormFilter
Site Name: Spring Glen
Site Address: 2607 Jones Ave S
City: Renton
Report Date: 2/27/2014
Gage: Seatac
Data Start: 1948/10/01 '
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013/06/10
POC Thresholds �
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
,
East StormFilter 2.27.'2014 8:40:52 AM Page 2
Mitigated Land Use -
Basin 1
Bypass: No
GroundWater: No I
Pervious Land Use Acres
Pervious Total 0
Impervious Land Use Acres
ROADS FLAT 0.19
Impervious Total 0.19
Basin Total 0.19
Element Flows To:
Surface Interflow Groundwater
East StormFilter 2/27�2014 8:40:52 AM Page 4
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0233 acre-feet
On-line facility target flow: 0.0308 cfs.•
Adjusted for 15 min: 0.0308 cfs.
Off-line facility target flow: 0.0174 cfs.
Ad'usted for 15 min: 0.0174 cfs.
East StormFilter 2;27�2014 8:41:25 AM Page 13
Model Default Modifications
i
Total of 0 changes have been made. ,
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
East StormFilter 2,'27�2014 8:41:25 AM Page 14
Mitigated Schematic
�
1
;
;
� asin
�
�
a
�
j �
,
East StormFilter 2/27/2014 8:41:25 AM Page 16
Discla�mer
Legal Notice �
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear ,
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either ,
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All
Rights Reserved. �,
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com
I I'I
i
i
� ,
( 1
II._�
il
East StormFilter 2/27/2014 8:41:25 AM Page 27
C=::=NTECH�
ENGINEERED SOLUTIONS
March 10, 2014
Adam Braun
AHBL, Inc.
2215 N 30th St.
Tacoma, WA 98403
RE: StormFilter Review, Spring Glen Project
Contech Engineered Solutions LLC has reviewed the plans showing the StormFilter stormwater treatment
system for the Spring Glen project in Renton, Washington. The plans were prepared by AHBL, Inc. This
appears to be a good application for the StormFilter.
The designer reports a water quality flow rate of 0.0308 cfs for CB 19 and 0.0207 cfs for CB 22. The peak
hydraulic flow rate resulting from the 100-year storm event is 0.6066 cfs for CB 19 and CB 22. The designer has
specified a StormFilter Catch Basin unit with 2 filter cartridges and ZPG filter media for CB 19 and CB 22.
Two 7.5-gpm filter cartridges will treat 0.0334 cfs,which meets the treatment requirement. Since the internal
bypass capacity of the StormFilter Catch Basin is 1 cfs, the StormFilter may be used online as shown on the
plans; a separate high flow bypass structure is not required.
The system appears to be constructible and the horizontal configuration of the inlet pipe and outlet pipe is
acceptable for the StormFilter specified. The vertical separation between rim to outlet provides the prescribed
2.3 feet of drop required for the filter cartridges to operate.
The location of the StormFilter on the site appears to allow adequate maintenance access and the inside height
of the unit will provide sufficient clearance for maintenance activities.
The catch basin StormFilter complies with the 2009 King County Surface Water Design Manual under section
6.5.5.1 for a StormFilter meeting basic water quality requirements.
In summary, the StormFilter is expected to operate in accordance with Contech Engineered Solutions' design
intent. Please note that Contech Engineered Solutions has not reviewed the hydraulics of the collection system
upstream or downstream of the filter.
Sh�uld you have any additional questions, do not hesitate to contact me.
Sincerely,
l/_ "—•
Chris R. Hass, E.f.T.
Stormwater Designer- Engineering and Customer Solutions
Office: (503) 258-3156 � Fax: (800) 561-1271
Chass@conteches.com www.ContechES.com
02012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1
�nvw ContechES.com Toll-free:800.548.4667 Fax:800.561.1271 TS-P052
East Stormfilter No.2 (CB 22)
_ - - _ _, _
a•e.�,i�;y,c�a �
Subbasin Name:Bmn 1 �(�Desqateac8ywssf«POC,
Sulace INerlbw 6roundwaln
Flows To: �—^-'''�
Me e in Bns in t-Show 0�Sde�ted
Avnilable Pervious Acres Avnilable Impervious Aaes
�r A/B.Faest.Flet �---� � ROADS/FIAT ---"J 13 .-.
r A/B.Faest.Mod r POADS/MOD '" . .�
—� ——— —�—— `'-----
r A/B.Pae».SIeeO _.._.,�--------
� (' ROADSlSTEEP ;0 �
rA/B.PasWe.Fld � r ROOf'TOPSh1AT !;p�
�r A/B.Pasb.ae.Mod ��
—� r DRNEWAYSIFIAT �0
r AB.Paseua5ke0 ��� r ORNEWAYSIM60 !;p�
f-A/B.Lawn.Flat r DRNEWAYSlSTEEP -;:p�
r A/B.Lsan,Mod � �' SIOEWALKS/ftAT -:;r�
('A/B.LaMn.Skep p�� r SIDEWALKS/M00 :�
r C.faed.Flat �� r' SIDEWALKSISTEEP J;;�
('C.FaaLMod � ('�pqRK)NGiFLAT _;�
r C.iaw.5tap r" PARqNGM�OD i�0 �
►'C,Pes4re,Flet �� r PARKING/STEEP i���
(-C.Pasb+e.Mod r PpNO =�
�r C.Pes4re.5teeP -��
�i C.Lavwt Flat p�
r c.i.�,.�+m �
r c.�.,.swo �
�r sai.F«est.Flet —� o�_�
PaviousTotai �Acro:
Imperviau Total 13 Aaes
BmnTotal �Acros
DaededZeo � SalectBy: ' . �
_,__ _. __. ._.__ _ _ ___.. _ .
.. .,_�
�A^+tyses � � � '�. � - '`
� w�e«a�� _ . . �
Run O,rLiie BMP � OH-L'e�e 8MP
M sis '
�Y I
2�tau Vo1me[x�11 �� � (
StandadFbwRate[dalO S�adaidFbwRate(ch1 0.0116
SUeam Rdection Duation UO Dvation Flar FrM�Y Wda Qua�' HYbo7�+
WetlardinputVoYnes UORepM RedaryeDuauon RedurqeRrcdevebped RechageMbpated
AndRe Aslaselz
1 PUfNlUPDAILYEYAPWA�NSEN�FWS
2»etec 15 miu0e
.� •� �!!
N Ddesets � �+Ds �ec9 Evap POC 1
Flood Ftepuen�y Method
C•' Lop Pearwn Type Iil 178
rw�
r c,,.,,.ti
r Ginpo�ten
i
WWHM2012
PROJECT REPORT
r
This page left intentionally btank for double-sided printing.
r
General Model Information
Project Name: East StormFilter-NO 2
Site Name: SPRING GLEN
Site Address: 27TH & JONES
City: RENTON
Report Date: 3/10/2014
Gage: Seatac
Data Start: 1948/10/01
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013/06/10
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
, High Flow Threshold for POC1: 50 Year
East StormFilter-NO 2 3;�10-2014 1 1:28:10 AM Page 2
Mitigated Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.07
Pervious Total 0.07
Impervious Land Use Acres
ROADS FLAT 0.13
Impervious Total 0.13
Basin Total 0.2
Element Flows To:
Surface Interflow Groundwater
East StormFilter-NO 2 3?10i2014 11:28:10 AM Page 4
i
Water Quality
Water Quality BMP Flow and Volume for POC #1 �
On-line facility volume: 0.0181 acre-feet
On-line facility target flow: 0.0207 cfs..—
Adjusted for 15 min: 0.0207 cfs.
Off-line facility target flow: 0.0116 cfs.
Adjusted for 15 min: 0.0116 cfs.
I
�
East StormFilter-NO 2 3/10i2014 11:28:1 1 AM Page 10
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
East StormFilter-NO 2 3/10/2014 11:28:11 AM Page 11
Mitigated Schematic
I
� Basin
, .20ac
I
;
;
i
--—�—
a
i
East StormFilter-NO 2 3!10.�2014 11:28:11 AM Page 13
Disclaimer
Legal Notice
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either �
expressed or implied, including but not limited to implied warranties of program and accompanying '
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information, ,
business interruption, and the like) arising out of the use of, or inability to use this program even '
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright �O by : Clear Creek Solutions, Inc. 2005-2013; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Loca� (360)943-0304
www.clearcreeksolutions.com
East StormFilter-NO 2 3r'10'2014 11:28:11 AM Page 2'
C=::=NTECH=
ENGINEERED SOLUTIONS
March 10, 2014
Adam Braun
AHBL, Inc.
2215 N 30th St.
Tacoma, WA 98403
RE: StormFilter Review, Spring Glen Project
Contech Engineered Solutions LLC has reviewed the plans showing the StormFilter stormwater treatment
system for the Spring Glen project in Renton, Washington. The plans were prepared by AHBL, Inc. This
appears to be a good application for the StormFilter.
The designer reports a water quality flow rate of 0.0308 cfs for CB 19 and 0.0207 cfs for CB 22. The peak
hydraulic flow rate resulting from the 100-year storm event is 0.6066 cfs for CB 19 and CB 22. The designer has
specified a StormFilter Catch Basin unit with 2 filter cartridges and ZPG filter media for CB 19 and CB 22.
Two 7.5-gpm filter cartridges will treat 0.0334 cfs,which meets the treatment requirement. Since the intemal
bypass capacity of the StormFilter Catch Basin is 1 cfs, the StormFilter may be used online as shown on the
plans; a separate high flow bypass structure is not required.
The system appears to be constructible and the horizontal configuration of the inlet pipe and outlet pipe is
acceptable for the StormFilter spec�ed. The vertical separation between rim to outlet provides the prescribed
2.3 feet of drop required for the filter cartridges to operate.
The location of the StormFilter on the site appears to allow adequate maintenance access and the inside height
of the unit will provide sufficient clearance for maintenance activities.
The catch basin StormFilter complies with the 2009 King County Surface Water Design Manual under section
6.5.5.1 for a StormFilter meeting basic water quality requirements.
In summary, the StormFilter is expected to operate in accordance with Contech Engineered Solutions'design
intent. Please note that Contech Engineered Solutions has not reviewed the hydraulics of the collection system
upstream or downstream of the filter.
Should you have any additional questions,do not hesitate to contact me.
Sincerely,
l./_ "_� `
Chris R. Hass, E.I.T.
Stormwater Designer- Engineering and Customer Solutions
Office: (503)258-3156 � Fax: (800) 561-1271
Chass@conteches.com www.ContechES.com
02012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1
www.ContechES.com Toll-free:800.548.4667 Fax:800.561.1271 TS-P052
I
East Raingarden 'I
!S�Basin 2 Mitgated ��{i
Subbesin Neme:8etn 1. r,Dea�de as 8ypau f«POC
Sulace Interllow 6roundwate�
Flows To: �eeta�5on "'��.-.� sardention 1 'I: �� - ,
Atea in Besin r ShowOAySebdM
Aveileble Pervious Acres Avnileble Impervious Aaes
��AIB.PaaC Fla1 �� ,ri ROADS/FIAT 17 �
f-A/B,iaat Mod 1�-� r ROADSA� ��
(�A/B.F«eu,Steep —;� (' ROADSISiEEP ]�--
�'A/B.Pestue,Flat _j�___t r q00F TOPShIAT ]�--�
�� (�A/B.Pmlir—e.Mod j�—! t- DRIVEWAYSJfLAT .'.�
� f'NB,P'eshae.SMeD I pr! .; r ORIVEWAI'S/MOD i .'��__.._�
i i-'�.��n.FlN I (- ORNEWAY515TEEP
I. r A/B.Lewn.Mod _=�� �' SIDEWALKSIFLAT __i�
�. f�A/B.Lawn.Steep `� � f SIDEWALKS/TA00 -j�
�.—__:
; (J C,fomstFlet _ r SIDEWALICS/STEEP �
� � -
�: ('L.Faest.Mod � r' PARKINGhlAT ;�
� r C.Faes�.Steep 0 r PARKNJG/M00
- �
i r C.Pas�m.F0t (" PARKING/STEEP
! r C.Pmwe.Mod r POND ,
', r C,Pe�we.Steep
��
�; r C.Lewn.Flat --�----:(Qj----;
i r"C,Lewn,Mod
�
; ('C,l.avn.Steep -j
J(-SAT,Fawt Flet �
. P«voucTdal �Auez
Impervioiu Tdd 17 Aam
BasnTad �Aaes
DeabdZeio � Seled By: GO
. . --^-e+sn,a��+w
4•Biordmtion 1 MS�grted '
Feciliy Nnme -_ ��
Outlet 1 Outlet 2 Oudet 3
Dovmstream Connection �--�;p ��
FealiyType �iaeten6on3wale�---�-Y�
r Uae simpte BioreteMion peteult Bioretermon I
F Undetdrain Used Underdrain Oiemeter(fQ 0.6666:^-�OHset(in
8iorete�on Bottom Elevntior� Orifice Diemeter(in) �— _s{p=
Bioretentioo Dimensions FbwTka,phUndeAan�acR) 29.215
Biad«vion Lenoa+lk) i90 000 Tad 0utlbw lx�) 29.973
BiaetWuiBdWmWi�(ft1 i3000 �� PerccrrTkw¢�U.dn6a.� 97.Q
FeeDosd PU 0.290 � Fealiy Dimension Diagram�
L----
Ove,-v,.ad Fwwti��ttl �_=,wu;--
Etlective Tdal Deph lR) 25____i Risu Outld Shucwe �-{
BolEom slope d biorete�oa�(R/kl 0.010� � ; Outlet SWCWre Dntn
icO ard Bd1an ride sbpe(R/N) �250 _-� Raa Ha¢t Above biaetmtion 025 "'J
Lek S�ae S�e MM 1� 000-- Rrcs Dixneter&�) z� �
� -"� RiaerType �—�
Ri�t side sbpe MM L_�
Material�etyers for Ndch Type
L3yu 1 la,�a 2 Leyer 3
Deqh IPI i1.5�o :`0.500 �
Sh c.q�x 1 c�M�� �.
5dlqw2 (a�,, ---� Oritice DinmeterHeight
SdLay«3 � --_ ---� Number Go) (N)
jGR«VEL ' �J��
EditSoilTypes � Z ����r—�
KSelSafelyF�cior 3 �'��_..�
�" None �' 2 �' 4 Show Bioretentio� Ooen iade -'.-�
.._ _. . _______.__._--_... _ ._ BiaeteritimVakeedRe«Headlec�tj .QI7
Native InfitVetion NO -;-�
' WWHM2012
PROJECT REPORT
This page left intentionally blank for double-sided printing.
General Model lnformation
Project Name: EAST RAINGARDEN
Site Name: Spring Glen
Site Address: 2607 Jones Ave S
City: Rentan
Report Date: 3/10/2014
Gage: Seatac
Data Start: 1948/10/01
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013/06/10
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
EAST RAINGARDEN 3/10/2014 1:05:�4 PM Page 2
L n B in D t
a duse as a a
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: No I
Pervious Land Use Acres
C, Lawn, Flat 0.21 ,
C, Forest, Flat 0.53
Pervious Total 0.74
Impervious Land Use Acres
Impervious Total 0
Basin Total 0.74
Element Flows To:
Surface Interflow Groundwater
EAST RAINGARDEN 3;10r2014 1:05:04 PM Page 3
�
Mitigated Land Use �,
Basin 1 �!
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.04
Pervious Total 0.04
Impervious Land Use Acres
ROADS FLAT 0.17
Impervious Total 0.17
Basin Total 0.21
Element Flows To:
Surface Intertlow Groundwater
Surface retention 1 Surface retention 1
EAST RAINGARDEN 3,'10,%2014 1:05:04 PM Page 4
Routing Elements
Predeveloped Routing
EAST RAINGARDEN 3/10�2014 1:05:04 PM Page 5
Mitigated Routing
Bioretention 1
Bottom Length: 90.00 ft.
Bottom Width: 3.00 ft.
Material thickness of first layer: 1.5
Material type for first layer: SMMWW
Material thickness of second layer: 0.5
Material type for second layer: Sand
Material thickness of third layer: 0
Material type for third layer: GRAVEL
Underdrain used
Underdrain Diameter (ft): 0.66667
Orifice Diameter (in): 8
Offset (in): 0
Flow Through Underdrain (ac-ft): 29.215
Total Outflow (ac-ft): 29.973
Percent Through Underdrain: 97.47
Discharge Structure
Riser Height: 0.25 ft.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
Landscape Swale Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
0.0000 0.0397 0.0000 0.0000 0.0000
0.0275 0.0393 0.0001 0.0000 0.0000
0.0549 0.0389 0.0001 0.0000 0.0000
0.0824 0.0384 0.0002 0.0000 0.0000
0.1099 0.0379 0.0003 0.0000 0.0000 ,
0.1374 0.0375 0.0004 0.0000 0.0000
0.1648 0.0370 0.0005 0.0000 0.0000
0.1923 0.0365 0.0006 0.0000 0.0000
0.2198 0.0361 0.0007 0.0000 0.0001
0.2473 0.0356 0.0008 0.0000 0.0001
0.2747 0.0351 0.0009 0.0757 0.0001
0.3022 0.0347 0.0010 0.2323 0.0001
0.3297 0.0342 0.0012 0.4380 0.0001
0.3571 0.0338 0.0013 0.6831 0.0002 !
0.3846 0.0333 0.0014 0.9620 0.0002 I
0.4121 0.0328 0.0016 1.2711 0.0003
0.4396 0.0324 0.0017 1.6076 0.0003
0.4670 0.0319 0.0018 1.9694 0.0003
0.4945 0.0314 0.0020 2.3549 0.0004
0.5220 0.0310 0.0022 2.7628 0.0004
0.5495 0.0305 0.0023 3.1918 0.0005
0.5769 0.0300 0.0025 3.6409 0.0006
0.6044 0.0296 0.0027 4.1094 0.0007
0.6319 0.0291 0.0028 4.5964 0.0007
0.6593 0.0287 0.0030 5.1012 0.0008
0.6868 0.0282 0.0032 5.6233 0.0009
0.7143 0.0277 0.0034 6.1620 0.0010
0.7418 0.0273 0.0036 6.7169 0.0011
0.7692 0.0268 0.0038 7.2876 0.0012
EAST RAINGARDEN 3;'10;'2014 1:05:04 PM Page 6
0.7967 0.0264 0.0040 7.8736 0.0013
0.8242 0.0259 0.0042 8.4745 0.0014
0.8516 0.0254 0.0044 9.0899 0.0015
0.8791 0.0250 0.0047 9.7195 0.0016
0.9066 0.0245 0.0049 10.363 0.0018
0.9341 0.0241 0.0051 11.020 0.0019
0.9615 0.0236 0.0054 11.691 0.0021
0.9890 0.0231 0.0056 12.374 0.0023
1.0165 0.0227 0.0058 13.071 0.0025
1.0440 0.0222 0.0061 13.780 0.0025
1.0714 0.0217 0.0064 14.501 0.0027
1.0989 0.0213 0.0066 15.235 0.0029
1.1264 0.0208 0.0069 15.980 0.0031
1.1538 0.0204 0.0072 16.737 0.0033
1.1813 0.0199 0.0074 17.506 0.0036
1.2088 0.0195 0.0077 18.286 0.0038
1.2363 0.0190 0.0080 19.078 0.0038
1.2637 0.0185 0.0083 19.881 0.0041
1.2912 0.0181 0.0086 20.694 0.0043
1.3187 0.0176 0.0089 21.519 0.0046
1.3462 0.0172 0.0092 22.354 0.0049
1.3736 0.0167 0.0095 23.199 0.0052
1.4011 0.0162 0.0098 24.055 0.0055
1.4286 0.0158 0.0101 24.922 0.0055
1.4560 0.0153 0.0105 25.798 0.0058
1.4835 0.0149 0.0108 26.685 0.0061
1.5110 0.0144 0.0110 27.581 0.0065
1.5385 0.0140 0.0111 28.487 0.0068
1.5659 0.0135 0.0113 29.403 0.0072
1.5934 0.0130 0.0115 30.329 0.0075
1.6209 0.0126 0.0117 31.264 0.0077
1.6484 0.0121 0.0119 32.208 0.0079
1.6758 0.0117 0.0121 33.162 0.0083
1.7033 0.0112 0.0122 34.125 0.0087
i 1.7308 0.0108 0.0124 35.097 0.0091
1.7582 0.0103 0.0126 36.079 0.0094
1.7857 0.0098 0.0128 37.069 0.0094
1.8132 0.0094 0.0132 38.068 0.0094
1.8407 0.0089 0.0136 39.076 0.0094
1.8681 0.0085 0.0140 40.093 0.0094
1.8956 0.0080 0.0145 41.118 0.0094
1.9231 0.0076 0.0149 42.152 0.0094
1.9505 0.0071 0.0153 43.194 0.0094
1.9780 0.0067 0.0157 44.245 0.0094
2.0000 0.0062 0.0161 45.305 0.0094
Landscape Swale Hydraulic Table
Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs)
2.0000 0.0062 0.0161 0.0000 0.0382 0.000 i
2.0275 0.0402 0.0172 0.0000 0.0382 0.000
2.0549 0.0406 0.0183 0.0000 0.0389 0.000
2.0824 0.0411 0.0194 0.0000 0.0396 0.000
2.1099 0.0416 0.0205 0.0000 0.0402 0.000
2.1374 0.0420 0.0217 0.0000 0.0409 0.000
2.1648 0.0425 0.0228 0.0000 0.0416 0.000
2.1923 0.0430 0.0240 0.0000 0.0423 0.000
2.2198 0.0434 0.0252 0.0000 0.0430 0.000
2.2473 0.0439 0.0264 0.0000 0.0437 0.000
EAST RAINGARDEN 3/10/2014 1:05:04 PM Page 7
2.2747 0.0444 0.0276 0.0757 0.0444 0.000
2.3022 0.0448 0.0288 0.2323 0.0451 0.000
2.3297 0.0453 0.0301 0.4380 0.0457 0.000
2.3571 0.0458 0.0313 0.6831 0.0464 0.000
2.3846 0.0462 0.0326 0.9620 0.0471 0.000
2.4121 0.0467 0.0339 1.2711 0.0478 0.000
2.4396 0.0472 0.0352 1.6076 0.0485 0.000
2.4670 0.0476 0.0365 1.9694 0.0492 0.000
2.4945 0.0481 0.0378 2.3549 0.0499 0.000
2.5000 0.0482 0.0380 2.7628 0.0500 0.000
�I
EAST RAINGARDEN 3�10;'2014 1:05:04 PM Page 8
Surface retention 1
Element Flows To:
Outlet 1 Outlet 2
Bioretention 1
EAST RAINGARDEN 3i10%2014 1:05:04 PM Page 9
Analysis Results
POC 1
- o,, — ,o �„�,�,,� �,o
.
,. .
: o� '• .
_-- -- ----------------
u - ., , , . , • !�,
� Qp8 .___—___-- _— — E .
� � ..«wl�p"''��..
� �
...._•
... �L QOr oai y 3 �; ...r...x� � aoi
i
0.01 __.. .._._._.._'__ _—_— �____--,__—_—�
'�: 10E�5 10EJ 10E3 10E�2 10E�1 1 10 100
� o am �oo.
� P�ro��r�t Tm�Ezo��dlrip 05 1 2 6 10 S ]0 50 ]G !0 90 56 90 Y9�5 �
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1 ,
Total Pervious Area: 0.74 I
i' � Total Impervious Area: 0 I
Mitigated Landuse Totals for POC #1 �,
Total Pervious Area: 0.04 I
Total Impervious Area: 0.17
Flow Frequency Method: Log Pearson Type III 17B I
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.029423 '
5 year 0.050183 ',
10 year 0.066338 '
25 year 0.089333 ',
50 year 0.10827 ',
100 year 0.128709 �
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.023392
5 year 0.053945
10 year 0.085051
25 year 0.140182
50 year 0.195117
100 year 0.264098
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.048 0.009
1950 0.057 0.026
1951 0.051 0.051
1952 0.017 0.009
1953 0.014 0.009
1954 0.021 0.009
1955 0.032 0.054
1956 0.030 0.031
1957 0.033 0.044
1958 0.024 0.020
EAST RAINGARDEN 3.%'10.�2014 1:05:04 PM Page 10
1959 0.020 0.011
1960 0.044 0.061
1961 0.024 0.024
1962 0.013 0.009
1963 0.023 0.009
1964 0.030 0.009
1965 0.031 0.029
1966 0.016 0.009
1967 0.059 0.050
1968 0.030 0.009
1969 0.026 0.009
1970 0.022 0.009
1971 0.033 0.028
1972 0.046 0.066
1973 0.018 0.009
1974 0.028 0.009
1975 0.039 0.074
1976 0.026 0.009
1977 0.013 0.009
1978 0.019 0.025
1979 0.011 0.009
1980 0.064 0.043
1981 0.018 0.009
1982 0.056 0.120
1983 0.028 0.041
1984 0.017 0.009
1985 0.013 0.009
1986 0.041 0.065
1987 0.041 0.067
1988 0.015 0.009
1989 0.011 0.009
1990 0.129 0.130
1991 0.076 0.120
1992 0.024 0.009
1993 0.019 0.009
1994 0.008 0.009
1995 0.026 0.035
1996 0.070 0.070
1997 0.048 0.058
1998 0.022 0.009
1999 0.086 0.054
2000 0.023 0.018
2001 0.005 0.009
2002 0.037 0.105
2003 0.041 0.009
2004 0.055 0.132
2005 0.033 0.062
2006 0.034 0.048
2007 0.110 0.118
2008 0.089 0.116
2009 0.048 0.076
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.1289 0.1316
2 0.1099 0.1303
3 0.0894 0.1200
EAST RAINGARDEN 3/10'2014 1:05:38 PM Page 11
4 0.0861 0.1196
5 0.0761 0.1179
_ 6 0.0701 0.1157
7 0.0642 0.1046
8 0.0587 0.0765
9 0.0567 0.0737
10 0.0557 0.0705
11 0.0552 0.0668
12 0.0511 0.0664
13 0.0482 0.0647 j
14 0.0479 0.0618 i,
15 0.0478 0.0612
16 0.0460 0.0585
17 0.0436 0.0537
18 0.0415 0.0535
19 0.0412 0.0510
20 0.0405 0.0498
21 0.0389 0.0477
22 0.0366 0.0437
23 0.0341 0.0426
24 0.0331 0.0406
25 0.0329 0.0350
26 0.0328 0.0307
27 0.0323 0.0291
28 0.0306 0.0282
29 0.0299 0.0260
30 0.0298 0.0253
31 0.0296 0.0242
32 0.0282 0.0203
33 0.0278 0.0176
34 0.0262 0.0113
35 0.0261 0.0094
36 0.0259 0.0094
37 0.0243 0.0094
38 0.0239 0.0094
39 0.0237 0.0094
40 0.0233 0.0094
41 0.0226 0.0094
42 0.0220 0.0094
43 0.0219 0.0094
44 0.0208 0.0094
45 0.0201 0.0094
46 0.0189 0.0094
47 0.0189 0.0094
48 0.0185 0.0094
49 0.0179 0.0094
50 0.0174 0.0094
51 0.0166 0.0094
52 0.0161 0.0094
53 0.0153 0.0094
54 0.0139 0.0094
55 0.0135 0.0094
56 0.0134 0.0094
57 0.0129 0.0094
58 0.0110 0.0094
59 0.0107 0.0094
60 0.0085 0.0094
61 0.0053 0.0094
EAST RAINGARDEN 3�10i2014 1:05:38 PM Page 12
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0682 acre-feet
On-line facility target flow: 0.0428 cfs.
Adjusted for 15 min: 0.0428 cfs.
Off-line facility target flow: 0.0286 cfs.
Adjusted for 15 min: 0.0286 cfs.
�
EAST RAINGARDEN 3/10/2014 1:05:38 PM Page 16
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
lMPLND Changes '
No IMPLND changes have been made.
I
EAST RAINGARDEN 3;"10;2014 1:05:38 PM Page 17
Appendix
Predeveloped Schematic
i �,,,� asin
� , .74ac'
;
I
EAST RAINGARDEN 3 10 2014 1:05:38 P�,1 Page 18
Mitigated Schematic
, _._ ______
�„�,a Basin
.2'I ae
� I ,
____�
Bioret�ntion
�:,�:��� �
�
�
EAST RAINGARDEN 3 '0 2014 1 05 38 PP�A Page '9
Discla�mer
Legal Notice
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304 !
Local (360)943-0304
www.clearcreeksolutions.com
EAST RAINGARDEN 3r'10r2014 1:05:38 PM Page 33 I
�
West Rain arden
B
. �..:, ,,...>:.m ,...- _._ ._. . _ _ ,.r„
n�e.�i May.c�a
SubbesinName:•.• � r Dai�aaeBypaafaPOC �
Sulate IMeAbw 6roud�da
Flows To: u(acaieesGon 1 ,--J utaaqW�on 1 '� C� �.
Aree in Besin r SFawOnySdected ��
Aveileble Pervious Acres Avnileble Impervious Acres
�r A/B.Fores�.Mod I� � ROMS,!OD.. .--- !�
... __ �__' "_
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� t'AB,PaWre,Flat f ROOF TOPSht4T .I�_�
, I-AAB.Pathre.Mod � f UF�At�/FLAT _-. j r`��
I �.r AJB.PaNue,St�_� � ORNEWAYSMOD �___���
� r A18.Lehn,Flet 1 —� f�- DPNEWAY5lSTEEP--��� �
'�'', (-A/B.La�,Mod_ 1__`� r SIDEWPLYSlFIAT __ �
r"A/9.law+,Sroep (' SIDEWALKS/M00 0
r C,Faesl.Fla1��1� (" SIDEWA1X55TEEP -J�
r C.Fdesl.Mod �� PlJiKING/Ft.4T___
r C,Forcsl.5_p___� 0��' �� PARKINGMOD __��
r C,Pa�lve Flet �� r PARKRlGSTEEP ��p .
� --- ---- -- F=�_'-_
r C,Pmlve Mod..—� r PoNQ_ .IO .
_____
— ._,_--
r"C.PaAre.SUep
�C La�+wi.Fbt ..._._-] 11 ..
�'C.Lewn.Mod �
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PpvousTdd �7 Mes
IryevioxTdd .��Aaea
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, OesdeU2ero � Select 9Y� ._. . ..-�
...,.,>.-,'-� � -- . „_ - -- - . ..__.__
a•&a���ma,i� _ _
Feciliy Neme �
OuUet 1 Oudet 2 Oudet 3
Downstreem Connedion ``- 0 �
Feality Type B:�eta�tim Swde
� _ �
r Use simple Bioreten9oa petauh B�oretenbon�
� Underdrain Used Underdrein Dicmeler(tU 0.6666:�'�OHset(in; I
Bioretention Boriom Elevetior� OrHice Diemeter(�n) r— .j-i0-=-
BioretentionDimensions FbwTMw¢�U�deuhen(x�t) 758.708
e�««�,�«�nml ;�000^ tado�l�+�� in.ea
eiad«vin,eman wdu,(h1 ;aaoo — �Ttiou¢,urder6en 5Q3e
Freebodd[ft� ;p.25p -- Fedlily Dimension Diagrem�
O.eria�dflaodn9lttl i101Y)—.-i
EtlectiveTalalDapth(R) 25 fiaerOutldStrudue -={
� eaamsloaeaboatmuon�Rnci �p2p�_� OutletSauaureDatn
TuP and BWan ade dope fR/ft) �t29D _J Rad HegM Mwe hiaeteNian 0.25 ''."I
lal�Side SUpe MM L000 � R°°'�'d^°�d�^1 21 -','{
Rqk Side SbDs IHM C-�._._� Rba Type �—J
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Materid Leye�s for Nach ryPe
Lqya 1 Layd 2 layer 3
Dep��N] 1.5UD .
SdLqa 1 .
Shcayer2 Sand ' Nmnber ����eterHrn,e�ght
Shcays3 GHAVEL • �
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EdaSoilTypes I 2 �,_'�,�,�
, KSet Sefey Fador 3 �o'��J
- r None �' 2 r q Show BioretaMion Oven Tahle -.`�i
. . _-- --_ -- BiadMionYaMme at Rua Heed lac-R] 051
Native Infiltrntion NO -'�
„
This page left intentionally blank for double-sided printing.
I
i
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' 1
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W WHM2012 �
PROJECT REPORT ,
This page left intentionally blank for double-sided printing.
General Model lnformation
Project Name: WEST RAINGARDE
Site Name: Spring Glen
Site Address: 2607 Jones Ave S
City: Renton
Report Date: 2/26/2014
Gage: Seatac
Data Start: 1948/10/01
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013/06/10
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
WEST RAINGARDE 2/26/2014 3:24:39 PM Page 2
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres '
C, Forest, Flat 0.85
C, Lawn, Flat 0.43
Pervious Total 1.28
Impervious Land Use Acres
Impervious Total 0
Basin Total 1.28 '��
Element Flows To:
Surface Interflow Groundwater
� �
WEST RAINGARDE 2/26/2014 3:24:39 PM Page 3
Mitigated Land Use '
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.41 ,,
Pervious Total 0.41 I'I
Impervious Land Use Acres
ROADS FLAT 0.78
Impervious Total 0.78
Basin Total 1.19
Element Flows To:
Surface Interflow Groundwater
Surface retention 1 Surface retention 1 '
WEST RAINGARDE 2i26/2014 3:24:39 PM Page 4
Routing Elements
Predeveloped Routing I
�
WEST RAINGARDE 2�26,2014 3:24:39 PM Page 5
Mitigated Routing
Bioretention 1 I
Bottom Length: 299.00 ft.
Bottom Width: 3.00 ft.
Material thickness of first layer: 1.5
Material type for first layer: SMMWW
Material thickness of second layer: 0.5
Material type for second layer: Sand
Material thickness of third layer: 0 i
Material type for third layer: GRAVEL '
Underdrain used I'��
Underdrain Diameter (ft): 0.66667
Orifice Diameter (in): 8
Offset (in): 0
Flow Through Underdrain (ac-ft): 148.189
Total Outflow (ac-ft): 158.519
Percent Through Underdrain: 93.48 I
Discharge Structure ,
Riser Height: 0.25 ft.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
' Landscape Swale Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
0.0000 0.1309 0.0000 0.0000 0.0000
0.0275 0.1296 0.0002 0.0000 0.0000
0.0549 0.1281 0.0005 0.0000 0.0000
0.0824 0.1266 0.0007 0.0000 0.0000
0.1099 0.1251 0.0010 0.0000 0.0000
0.1374 0.1236 0.0013 0.0001 0.0000
0.1648 0.1220 0.0016 0.0001 0.0000
0.1923 0.1205 0.0020 0.0001 0.0000
0.2198 0.1190 0.0023 0.0002 0.0000
0.2473 0.1175 0.0027 0.0002 0.0000
0.2747 0.1160 0.0030 0.0003 0.0000
0.3022 0.1145 0.0034 0.0004 0.0000
0.3297 0.1129 0.0038 0.0005 0.0000
0.3571 0.1114 0.0043 0.0006 0.0000
0.3846 0.1099 0.0047 0.0007 0.0000
0.4121 0.1084 0.0052 0.0009 0.0000
0.4396 0.1069 0.0056 0.0010 0.0000
0.4670 0.1053 0.0061 0.0011 0.0000
0.4945 0.1038 0.0066 0.0013 0.0000
0.5220 0.1023 0.0072 0.0015 0.0000
0.5495 0.1008 0.0077 0.0017 0.0000
0.5769 0.0993 0.0083 0.0020 0.0000
0.6044 0.0978 0.0088 0.0023 0.0000
0.6319 0.0962 0.0094 0.0024 0.0000
0.6593 0.0947 0.0100 0.0026 0.0000
0.6868 0.0932 0.0106 0.0029 0.0000
0.7143 0.0917 0.0113 0.0032 0.0000
0.7418 0.0902 0.0119 0.0036 0.0000
0.7692 0.0887 0.0126 0.0040 0.0000
WEST RAINGARDE 2!26.2014 3:24:39 PM Page 6
0.7967 0.0871 0.0133 0.0045 0.0000
0.8242 0.0856 0.0140 0.0048 0.0000
0.8516 0.0841 0.0147 0.0049 0.0000
0.8791 0.0826 0.0154 0.0054 0.0000
0.9066 0.0811 0.0162 0.0059 0.0000
0.9341 0.0796 0.0170 0.0065 0.0000
0.9615 0.0781 0.0178 0.0070 0.0000
0.9890 0.0765 0.0186 0.0076 0.0000
1.0165 0.0750 0.0194 0.0081 0.0000
1.0440 0.0735 0.0202 0.0082 0.0000
1.0714 0.0720 0.0211 0.0089 0.0000
1.0989 0.0705 0.0219 0.0096 0.0000
1.1264 0.0690 0.0228 0.0103 0.0000
1.1538 0.0675 0.0237 0.0110 0.0000
1.1813 0.0659 0.0246 0.0118 0.0000
1.2088 0.0644 0.0255 0.0126 0.0000
1.2363 0.0629 0.0265 0.0126 0.0000
1.2637 0.0614 0.0275 0.0135 0.0000
1.2912 0.0599 0.0284 0.0144 0.0000
1.3187 0.0584 0.0294 0.0153 0.0000
1.3462 0.0569 0.0305 0.0162 0.0000
1.3736 0.0553 0.0315 0.0172 0.0000
1.4011 0.0538 0.0325 0.0182 0.0000
1.4286 0.0523 0.0336 0.0184 0.0000
1.4560 0.0508 0.0347 0.0193 0.0000
1.4835 0.0493 0.0358 0.0203 0.0000
1.5110 0.0478 0.0363 0.0215 0.0000 i
1.5385 0.0463 0.0369 0.0226 0.0000
1.5659 0.0448 0.0375 0.0238 0.0000
1.5934 0.0433 0.0381 0.0250 0.0000
1.6209 0.0417 0.0387 0.0255 0.0000
1.6484 0.0402 0.0393 0.0263 0.0000
1.6758 0.0387 0.0399 0.0276 0.0000
1.7033 0.0372 0.0405 0.0289 0.0000
1.7308 0.0357 0.0412 0.0303 0.0000
1.7582 0.0342 0.0418 0.0311 0.0000
1.7857 0.0327 0.0425 0.0311 0.0000
1.8132 0.0312 0.0431 0.0311 0.0000
1.8407 0.0297 0.0438 0.0311 0.0000
1.8681 0.0281 0.0444 0.0311 0.0000
1.8956 0.0266 0.0451 0.0311 0.0000
1.9231 0.0251 0.0458 0.0311 0.0000
1.9505 0.0236 0.0465 0.0311 0.0000
1.9780 0.0221 0.0472 0.0311 0.0000
2.0000 0.0206 0.0478 0.0311 0.0000
Landscape Swale Hydraulic Table
Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs)
2.0000 0.0206 0.0478 0.0000 0.1269 0.000
2.0275 0.1324 0.0514 0.0000 0.1269 0.000
2.0549 0.1339 0.0551 0.0000 0.1291 0.000
2.0824 0.1354 0.0588 0.0000 0.1314 0.000
2.1099 0.1369 0.0625 0.0000 0.1337 0.000
2.1374 0.1385 0.0663 0.0001 0.1360 0.000
2.1648 0.1400 0.0701 0.0001 0.1383 0.000
2.1923 0.1415 0.0740 0.0001 0.1406 0.000
2.2198 0.1430 0.0779 0.0002 0.1428 0.000
2.2473 0.1445 0.0818 0.0002 0.1451 0.000
2.2747 0.1461 0.0858 0.0003 0.1474 0.000
2.3022 0.1476 0.0899 0.0004 0.1497 0.000
2.3297 0.1491 0.0939 0.0005 0.1520 0.000
2.3571 0.1506 0.0981 0.0006 0.1542 0.000
2.3846 0.1521 0.1022 0.0007 0.1565 0.000
2.4121 0.1537 0.1064 0.0009 0.1588 0.000
2.4396 0.1552 0.1107 0.0010 0.1611 0.000
2.4670 0.1567 0.1150 0.0011 0.1634 0.000
2.4945 0.1582 0.1193 0.0013 0.1657 0.000
2.5000 0.1585 0.1201 0.0015 0.1661 0.000
�
WEST RAINGARDE 2/26/2014 3:24:39 PM Page 8 �
Surface retention 1
Element Flows To:
Outlet 1 Outlet 2
Bioretention 1
i
�
I
WEST RAINGARDE 2/26/2014 3:24:39 PM Page 9
Analysis Results
POC 1
oz„� � ; -v�.<�._«,,,.�
o a,6 __ �° ------ --- — •"'�
,.+-,'°'�� .
� Q11 ._. ____ E .."a.`r � • -
� � e, ��," .
J • ,/' .
� o.o� - _ . �✓'
om ----_.___�. ___-- –,. �—�------� . ' �
t�ri 1QJ t0E3 10E�2 10E-1 1 t0 100
o�+
P�ro��st Tfm�Exe��dl�p OS 1 ] . 1,� Y. ... 5. T S W Z 9! 99 3s`. '.
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 1.28
Total Impervious Area: 0
Mitigated Landuse Totals for POC #1
Total Pervious Area: 0.41
Total Impervious Area: 0.78
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.054277
5 year 0.093026
10 year 0.123285
25 year 0.166472
50 year 0.202114
100 year 0.240648
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.214936
5 year 0.359447
10 year 0.444886
25 year 0.537646
_ 50 year 0.596067
100 year 0.646316
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.092 0.244
1950 0.108 0.271
1951 0.089 0.291
1952 0.031 0.096
1953 0.025 0.170
1954 0.037 0.129
1955 0.057 0.257
1956 0.055 0.232
1957 0.062 0.339
1958 0.042 0.185
WEST RAINGARDE 2-26�2014 3:24:39 PM Page 10
1959 0.035 0.159
1960 0.079 0.273
1961 0.046 0.149
1962 0.023 0.031
1963 0.043 0.172
1964 0.054 0.162
1965 0.059 0.166
1966 0.030 0.128
1967 0.112 0.398
1968 0.055 0.163
1969 0.048 0.261
1970 0.041 0.191
1971 0.062 0.265
1972 0.087 0.322
1973 0.032 0.149
1974 0.052 0.148
1975 0.072 0.325
1976 0.048 0.229
1977 0.027 0.031
1978 0.034 0.181
1979 0.019 0.059
1980 0.121 0.418
1981 0.034 0.181
1982 0.106 0.506
1983 0.050 0.172
1984 0.030 0.085
1985 0.027 0.148
1986 0.072 0.288
1987 0.072 0.279
1988 0.027 0.133
1989 0.020 0.031
1990 0.242 0.645
1991 0.144 0.509
1992 0.044 0.170
1993 0.033 0.144
1994 0.016 0.031
1995 0.047 0.226
1996 0.127 0.309
1997 0.085 0.314
1998 0.042 0.236
1999 0.164 0.243
2000 0.044 0.180
2001 0.010 0.043
2002 0.073 0.432
2003 0.077 0.075
2004 0.106 0.676
2005 0.060 0.276
2006 0.063 0.239
2007 0.209 0.532
2008 0.162 0.548
2009 0.088 0.336
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.2418 0.6759
2 0.2089 0.6453
3 0.1636 0.5481
WEST RAINGARDE 2 26.-2014 3:25:13 PM Page 1 1
- l
4 0.1618 0.5325
5 0.1439 0.5086
6 0.1273 0.5057
7 0.1207 0.4316
''- 8 0.1115 0.4185
9 0.1080 0.3978
10 0.1059 0.3391
11 0.1058 0.3362
12 0.0921 0.3252
13 0.0894 0.3224
14 0.0883 0.3136
15 0.0869 0.3090
16 0.0850 0.2905
17 0.0789 0.2884
18 0.0775 0.2791
19 0.0728 0.2757
20 0.0725 0.2733
21 0.0724 0.2714
22 0.0721 0.2650
23 0.0627 0.2613
24 0.0621 0.2571
25 0.0619 0.2440
1 26 0.0604 0.2429
� 27 0.0593 0.2385
28 0.0567 0.2364
29 0.0554 0.2320
30 0.0550 0.2286
31 0.0544 0.2255
32 0.0521 0.1909
33 0.0504 0.1852
34 0.0483 0.1812
35 0.0476 0.1809
36 0.0467 0.1801
37 0.0455 0.1724
38 0.0441 0.1716
39 0.0437 0.1699
40 0.0427 0.1697
41 0.0417 0.1656
42 0.0417 0.1629
� 43 0.0410 0.1623
44 0.0367 0.1594
45 0.0352 0.1494
46 0.0342 0.1491
47 0.0341 0.1480
48 0.0334 0.1477
49 0.0317 0.1440
50 0.0312 0.1333
51 0.0297 0.1290
52 0.0296 0.1279
53 0.0274 0.0956
54 0.0271 0.0846
55 0.0270 0.0750
56 0.0246 0.0591
� 57 0.0227 0.0434
58 0.0198 0.0311
59 0.0189 0.0311
60 0.0157 0.0311
61 0.0103 0.0311
V�/EST RAINGARDE 2;2&�2014 3:2�:13 Pf�A Page 12
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0883 acre-feet
On-line facility target flow: 0.0455 cfs. �
Adjusted for 15 min: 0.0455 cfs. �
Off-line facility target flow: 0.0281 cfs. �
Adjusted for 15 min: 0.0281 cfs.
l
I
�
WEST RAINGARDE 2i26;2014 3:25:13 PM Page 16
�
Mode! Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
lMPLND Changes
No IMPLND changes have been made.
�
WEST RAINGARDE 2:26.2014 3:25:13 PM Page 17
�
Appendix
Predeveloped Schematic
�� Basin
t � 1 .28ac�
i
WEST RAINGARDE 2/26/2014 3:25:13 PM Page 18
�
Mitigated Schematic
________ ,�,�,� Basin
( 1 .19ac
, --
;
I
�
.�____ Bioret- ntion
Y 1 �
WEST RAINGARDE 2r'26r'2014 3:25:13 PM Page 19
Disclaimer
Legal Notice ', ,
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright �O by : Clear Creek Solutions, Inc. 2005-2013; All .
Rights Reserved.
Clear Creek Solutions, Inc. ,
6200 Capitol Blvd. Ste F '
Olympia, WA. 98501 '
Toll Free 1(866)943-0304 _ _
Local (360)943-0304
www.clearcreeksol utions.com
,
WEST RAINGARDE 2r'26/2014 3:25:13 PM Page 33
North Raingarden
_ _.._..
a�e.��x�ma "`` �
Subbnsin Nnme:� ' I-Deapwea�Bypecsf«PoC:
Suiaee In�eAbw 6�wmdwNm
' Flows To: roMeion 1 wMnYon 1 � i�_---- -
Aren in Bnsin r Sha.OnySdeeted
Aveileble Penrious Acres Aveileble Impervious Aaes
�r A/B.Faert.Flal __ i�IO_� I� ROADS/FLAT� ,�-__�
(�A/8.Faau.Mod ��.;0 �—� r' ROADS/I.b�C�
r A/B.FaeatSteep � '�.i0 ,__—" r ROPD55TEEP �C
�� f�AR.Pextue.Flat l;0 r ROOF TOPSIFlA.i ci�
r A/8�_Paaue,Mod j(p �-==-j r DRNEWAYS/FlAT ---]C�
r'A/B.Pmwe.Step � ;�'—; ('�AYS/M00 �-�
, r"A/B.lar�,Fbt _]t0_� r DRNEWAYS/STEEP ��
(-AR.Lav�.Mod -1�� r SiDEWALKSIFIAT �
r AIB.Lewn.Steep ]�-� r SIDEWALKS1M00 �-�
�C.Fored.Flet � ����_l u (' SIDEWAI.K55TEEP� ����0 . _. �
f C,Faest.Mod i0_� �' PARKING/FtAT (�
i C.Forat.Steep Jl� r PARKINGM� �_-�
rC_Pwue.Flet .__, pC� r PAqqNG/STEEP J
f C.PaKue.Mod -1�--� r POND `..�
r C.Pem+e.SbeP -��._--�
F C=��,.� ', .0
r c_�.a«�.Moa __]�
r c.�.s�v _��
J r s+T.F�� �
��rad u�-----_n�
i�tt r«� �n�
ee�;,toui �a««
DesekctZno � SeleCtBy-.:._.�.._ - - � GO
�•Bioretmtion-1M�tigeRed- - -�., -... �._ . . . ,_�-.��=+�egy�>�
Fecilily Neme !
Outlet t Outlet 2 Outlet 3
Downstrenm Connection '0 ��� �
Fecility Type �'Biaderdan Swab �--i
�--- —
r Usa simple Bioretention DefouM Ewretention I
r Underdrein Used Underdrein Diameter(t� 0.6666:-:-�Otfset(in
Bioretention Bottom Elev�ior� Orifice Diemeter(n) (g ,-�-r—=-
Bioretentioo Dimensions FbwThwyhUrder6an(x8J B&936
� Biaetereimlag�h(Ftl �.17Q000 .. TddOW�owl��l 97.612
BiaetentianBdtae�M�idhfkl (5.000 � ' PacmtTMou�Urde`�an 91.11
F�a6ond@k) fp�5p - FealilyDimensionDiegrem�
o.«,�dvmenon�i ;a000=.—
EMeefiyeTddDeph�1) 2�5 e" RcaOutldS�n+chae '�-�
Botmm�lope d biacteroon INnq �0.020 Outlel SVucture DnW i
Tco and 8atroe�ade sbps IR/pl �250 i Roe Hdyht Above 6indcem 0.25 -:� I
Lak S�de Slope MM l.000 " Rus Dieneee�Cnl 2� ._-� I
t--_-`�• Roa Type F7et
a�s�s�MM �000� �-`I
M�erial Leiyers for N°ecF'7�pe
Layei 1 L.aper 2 Layei 3
De�fR) �
Sd Leys 1 .
Sd Leye 2 �a„d � Orifice Diemeler Heigpt
Sd Layw 3 �qpyE� � Number (n) (th I
� ���':'�
EdnSoilTypes � z ����
KSet Sdey Fador 3 �,����
�None � 2 r 4 Show Bioreten6oe Open Ta6k �{ i
. . . BiwdeNion Vdwa a1 Rua Heed(x�t) .023
Nafive Infihrntion NO =;
rhis page left intentionally blank for double-sided printing.
WWHM2012
PROJECT REPORT
i
, .
This page left intentionally btank for double-sided printing.
General Model Information
Project Name: NORTH RAINGARDEN
Site Name: Spring Glen
Site Address: 2607 Jones Ave S
City: Renton
Report Date: 2/26/2014
Gage: Seatac
Data Start: 1948/10/01
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013/06/10
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
NORTH RAINGARDEN 2;26.�2014 3:33:35 PM Page 2
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.19
C, Forest, Flat 0.49
Pervious Total 0.68
Impervious Land Use Acres
Impervious Total 0
Basin Total 0.68
Element Flows To:
Surface Interflow Groundwater
NORTH RAINGARDEN 2r'26�2014 3:33:35 PM Page 3
Mitigated Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.2
Pervious Total 0.2
Impervious Land Use Acres
ROADS FLAT 0.51
Impervious Total 0.51
Basin Total 0.71
Element Flows To:
Surface Interflow Groundwater
Surface retention 1 Surface retention 1
NORTH RAINGARDEN 2;'26,�2014 3:33:35 PM Page 4
Routing Elements
Predeveloped Routing
NORTH RAINGARDEN 2;'26-2014 3:33:35 PM Page 5
Mitigated Routing
Bioretention 1
Bottom Length: 110.00 ft.
Bottom Width: 5.00 ft.
Material thickness of first layer: 1.5
Material type for first layer: SMMWW
Material thickness of second layer: 0.5
Material type for second layer: Sand
Material thickness of third layer: 0
Material type for third layer: GRAVEL
Underdrain used
Underdrain Diameter (ft): 0.66667
Orifice Diameter (in): 8
Offset (in): 0
Flow Through Underdrain (ac-ft): 88.936
Total Outflow (ac-ft): 97.612
Percent Through Underdrain: 91.11
Discharge Structure
Riser Height: 0.25 ft.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
Landscape Swale Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
0.0000 0.0535 0.0000 0.0000 0.0000
0.0275 0.0531 0.0001 0.0000 0.0000 ;
0.0549 0.0525 0.0003 0.0000 0.0000 I
0.0824 0.0519 0.0004 0.0000 0.0000
0.1099 0.0514 0.0006 0.0000 0.0000
0.1374 0.0508 0.0008 0.0000 0.0000 ,
0.1648 0.0502 0.0009 0.0001 0.0000
0.1923 0.0497 0.0011 0.0001 0.0000
0.2198 0.0491 0.0013 0.0001 0.0000
0.2473 0.0485 0.0015 0.0002 0.0000
0.2747 0.0480 0.0017 0.0002 0.0000 ,
0.3022 0.0474 0.0019 0.0002 0.0000 I
0.3297 0.0468 0.0021 0.0003 0.0000 �I
0.3571 0.0463 0.0023 0.0004 0.0000
0.3846 0.0457 0.0025 0.0004 0.0000
0.4121 0.0451 0.0027 0.0005 0.0000
0.4396 0.0446 0.0029 0.0006 0.0000 i
0.4670 0.0440 0.0032 0.0007 0.0000
0.4945 0.0434 0.0034 0.0008 0.0000
0.5220 0.0429 0.0037 0.0009 0.0000
0.5495 0.0423 0.0039 0.0011 0.0000
0.5769 0.0418 0.0042 0.0012 0.0000
0.6044 0.0412 0.0045 0.0014 0.0000
0.6319 0.0406 0.0047 0.0015 0.0000
0.6593 0.0401 0.0050 0.0016 0.0000
0.6868 0.0395 0.0053 0.0018 0.0000
0.7143 0.0389 0.0056 0.0020 0.0000
0.7418 0.0384 0.0059 0.0022 0.0000
0.7692 0.0378 0.0062 0.0025 0.0000
NORTH RAINGARDEN 2.�26.2014 3:33:35 PM Page 6
0.7967 0.0372 0.0065 0.0027 0.0000
0.8242 0.0367 0.0068 0.0029 0.0000
0.8516 0.0361 0.0071 0.0030 0.0000
0.8791 0.0356 0.0074 0.0033 0.0000
0.9066 0.0350 0.0078 0.0036 0.0000
0.9341 0.0344 0.0081 0.0040 0.0000
0.9615 0.0339 0.0085 0.0043 0.0000
0.9890 0.0333 0.0088 0.0047 0.0000
1.0165 0.0328 0.0092 0.0050 0.0000
1.0440 0.0322 0.0095 0.0051 0.0000
1.0714 0.0316 0.0099 0.0055 0.0000
1.0989 0.0311 0.0103 0.0059 0.0000
1.1264 0.0305 0.0106 0.0063 0.0000
1.1538 0.0299 0.0110 0.0068 0.0000
1.1813 0.0294 0.0114 0.0073 0.0000
1.2088 0.0288 0.0118 0.0077 0.0000
1.2363 0.0283 0.0122 0.0078 0.0000 '
1.2637 0.0277 0.0126 0.0083 0.0000
1.2912 0.0271 0.0131 0.0088 0.0000
1.3187 0.0266 0.0135 0.0094 0.0000
1.3462 0.0260 0.0139 0.0099 0.0000
1.3736 0.0255 0.0143 0.0105 0.0000
1.4011 0.0249 0.0148 0.0112 0.0000 i
1.4286 0.0243 0.0152 0.0113 0.0000 �
1.4560 0.0238 0.0157 0.0118 0.0000
1.4835 OA232 0.0161 0.0125 0.0000 �
1.5110 0.0227 0.0164 0.0132 0.0000 � ,
1.5385 0.0221 0.0166 0.0139 0.0000 '
1.5659 0.0215 0.0169 0.0146 0.0000 '
1.5934 0.0210 0.0171 0.0154 0.0000
1.6209 0.0204 0.0174 0.0156 0.0000 '
1.6484 0.0199 0.0176 0.0161 0.0000 I
1.6758 0.0193 0.0179 0.0169 0.0000 '
1.7033 0.0188 0.0181 0.0178 0.0000
1.7308 0.0182 0.0184 0.0186 0.0000 ,
1.7582 0.0176 0.0187 0.0191 0.0000
1.7857 0.0171 0.0189 0.0191 0.0000
1.8132 0.0165 0.0192 0.0191 0.0000
1.8407 0.0160 0.0195 0.0191 0.0000
1.8681 0.0154 0.0197 0.0191 0.0000
1.8956 0.0149 0.0200 0.0191 0.0000
1.9231 0.0143 0.0203 0.0191 0.0000
1.9505 0.0137 0.0206 0.0191 0.0000
1.9780 0.0132 0.0209 0.0191 0.0000
2.0000 0.0126 0.0211 0.0191 0.0000
Landscape Swale Hydraulic Table
Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs)
2.0000 0.0126 0.0211 0.0000 0.0778 0.000
2.0275 0.0541 0.0226 0.0000 0.0778 0.000
2.0549 0.0546 0.0241 0.0000 0.0792 0.000
2.0824 0.0552 0.0256 0.0000 0.0806 0.000
2.1099 0.0558 0.0271 0.0000 0.0820 0.000
2.1374 0.0563 0.0287 0.0000 0.0834 0.000
2.1648 0.0569 0.0302 0.0001 0.0848 0.000
2.1923 0.0575 0.0318 0.0001 0.0862 0.000
2.2198 0.0581 0.0334 0.0001 0.0876 0.000
2.2473 0.0586 0.0350 0.0002 0.0890 0.000
NORTH RAINGARDEN 2i26-2014 3:33:35 PM Page 7
2.2747 0.0592 0.0366 0.0002 0.0904 0.000
2.3022 0.0598 0.0382 0.0002 0.0918 0.000
2.3297 0.0603 0.0399 0.0003 0.0932 0.000
2.3571 0.0609 0.0415 0.0004 0.0946 0.000
2.3846 0.0615 0.0432 0.0004 0.0960 0.000
2.4121 0.0620 0.0449 0.0005 0.0974 0.000
2.4396 0.0626 0.0466 0.0006 0.0988 0.000
2.4670 0.0632 0.0484 0.0007 0.1002 0.000
2.4945 0.0637 0.0501 0.0008 0.1016 0.000
2.5000 0.0638 0.0505 0.0009 0.1019 0.000
, I
�
NORTH RAINGARDEN 2/26/2014 3:33:35 PM Page 8 '
Surface retention 1
Element Flows To:
Outlet 1 Outlet 2
Bioretention 1
NORTH RAINGARDEN 2/26r2014 3:33:35 PM Page 9
Analysis Results
POC 1
o,o �
� - �����, ; .
� � � #
� ,.�,. .
: aos �.,..,,.,,..
-------- — ---——--— -----
d0., >. _� a , �,�
3 a� - � � . �i'''
° � ....,�''`� j
J ,
� 0 03 ------ ----- -- —...__ o., . . . ' . . �,;�
(
f
0 0,I _ __.___ _.__---�.--- --�---� F
I�E�5 1�J 1�3 1��2 i�-1 1 10 im I
cau� ;+,
Parc�r�t Tima Exc��dirip OS 1 2 5 1f� 20 3] SC `J M 90 BS SA 99 935 tl: �
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 0.68
Total Impervious Area: 0
Mitigated Landuse Totals for POC #1
Total Pervious Area: 0.2
Total Impervious Area: 0.51
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.026887
5 year 0.045842
10 year 0.060589
25 year 0.081576
50 year 0.098857
100 year 0.117507
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.170656
5 year 0.248289
10 year 0.299495
25 year 0.363486
50 year 0.410515
100 year 0.456953
Annual Peaks
, Annual Peaks for Predeveloped and Mitigated. POC #1
'_ Year Predeveloped Mitigated
1949 0.044 0.155
1950 0.052 0.256
; 1951 0.047 0.181
1952 0.016 0.134
1953 0.013 0.112
1954 0.019 0.123
1955 0.030 0.171
1956 0.027 0.153
1957 0.030 0.227
1958 0.022 0.120
NORTH RAWGARDEN 2?26;'2014 3:33:35 PP�1 Page 10
1959 0.018 0.126
1960 0.040 0.180
1961 0.022 0.200
1962 0.012 0.083
1963 0.021 0.112
1964 0.027 0.122 '
1965 0.028 0.114
1966 0.015 0.139
1967 0.053 0.271
1968 0.027 0.176
1969 0.024 0.203
1970 0.020 0.188
1971 0.030 0.182
1972 0.042 0.236
1973 0.016 0.107
1974 0.025 0.138
1975 0.036 0.220
1976 0.024 0.162
1977 0.012 0.072
1978 0.017 0.219
1979 0.010 0.082
1980 0.059 0.316
1981 0.017 0.222
1982 0.051 0.330
1983 0.026 0.221
1984 0.015 0.097
1985 0.012 0.187
1986 0.038 0.182
1987 0.037 0.194
1988 0.014 0.111
1989 0.010 0.054
1990 0.118 0.432
1991 0.069 0.325
1992 0.022 0.148
1993 0.017 0.105
1994 0.008 0.049
1995 0.024 0.148
1996 0.064 0.243
1997 0.044 0.212
1998 0.020 0.163
1999 0.078 0.248
2000 0.021 0.174
2001 0.005 0.121
2002 0.033 0.294
2003 0.038 0.105
2004 0.050 0.445
2005 0.030 0.186
2006 0.031 0.161
2007 0.100 0.344
2008 0.082 0.329
2009 0.044 0.216
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.1176 0.4447
2 0.1001 0.4316
3 0.0819 0.3436
NORTH RAINGARDEN 2.�26.�2014 3:34:08 PM Page 11
4 0.0785 0.3296
5 0.0694 0.3286
6 0.0641 0.3251
7 0.0586 0.3162
8 0.0535 0.2937
9 0.0516 0.2707
10 0.0508 0.2556
11 0.0502 0.2484
12 0.0469 0.2426
13 0.0441 0.2365
14 0.0440 0.2274
15 0.0435 0.2223
16 0.0420 0.2212
17 0.0399 0.2198
18 0.0379 0.2193
19 0.0378 0.2158
20 0.0371 0.2124
21 0.0355 0.2031
22 0.0332 0.2002
23 0.0312 0.1944
24 0.0302 0.1880
25 0.0300 0.1869
26 0.0299 0.1861
27 0.0297 0.1820
28 0.0279 0.1819
29 0.0273 0.1813
30 0.0272 0.1800
31 0.0270 0.1762
32 0.0259 0.1737
33 0.0253 0.1709
34 0.0239 0.1627
35 0.0239 0.1617
36 0.0236 0.1606
37 0.0222 0.1549
38 0.0218 0.1528
39 0.0217 0.1483
40 0.0212 0.1482
41 0.0207 0.1387
42 0.0200 0.1382
43 0.0199 0.1342
44 0.0191 0.1265
45 0.0184 0.1226
46 0.0174 0.1218
47 0.0173 0.1207
48 0.0169 0.1203
49 0.0164 0.1140
50 0.0159 0.1122
51 0.0153 0.1121
52 0.0148 0.1113
53 0.0140 0.1066
54 0.0127 0.1054
55 0.0122 0.1045
56 0.0122 0.0974
57 0.0118 0.0828
58 0.0100 0.0818
59 0.0098 0.0723
60 0.0078 0.0543
61 0.0048 0.0493
NORTH RAINGAFiDEN 2;'26;'2014 3:34:08 PM Page 12
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0607 acre-feet
On-line facility target flow: 0.0502 cfs.
Adjusted for 15 min: 0.0502 cfs.
Off-line facility target flow: 0.019 cfs.
Adjusted for 15 min: 0.019 cfs.
NORTH FiA1NGARDEN 2,�26r'2014 3:34:09 PM Page 16
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
lMPLND Changes
No IMPLND changes have been made.
NORTH RAINGARDEN 2-26 2014 3:34:09 Pti1 Page 17
Appendix
Predeveloped Schematic
,�,�,^,� Basin
� ,68ac;
�
�
;
NORTH RAINGARDEN 2.%26,%2014 3:34:09 PM Page 18
' 1
�
Miiigated Schematic
�
i
i ----- ----_ �,,,�,�, Basin
.7'�ac
� — -
� � � �
�
,
� � Bioret ntion
� ��� ;�
,
;
�
;
j '
NORTH RAINGARDEN 2:26:2014 3 34.09 P�A Page 19
Disclaimer
Legal Notice
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear ,
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying '
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information, !
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright �O by : Clear Creek Solutions, Inc. 2005-2013; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com
NORTH RAINGARDEN 2/26l2014 3:34:09 PM Page 33
5.O CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The conveyance system is designed to conform to the 2009 KCSWDM. The pipe system is
designed to convey the 25-year peak flow. See Figure 5-1.
Technical Information Report O Q Q O
Spring Glen Elementary School 5-1 .
2130241.11
This page left intentionally blank for double-sided printing.
Section 5.0 Figures
Figure 5-1 ,.......Conveyance Calculations
Figure 5-2 ........Conveyance Calculation Key
�
Technical Information Report O Q O Q
Spring Glen Elementary School .
2130241.11
This page left intentionally blank for double-sided printing.
I
Project: Spring Glen Elementary
Project Number: 2130241.11
Task: Conveyance Calculations
Date: 03/07/2014
, Performed By: Adam C. Braun, P.E.
Reference: 2009 King County Surface Water Design Manual, as amended by City of Renton
Public Works Department Surface Water Utility(February 2010)
Design Requirements: Rational Method
Convey and Contain 100-Year Peak Flow
Convey and Contain 25-Year Peak Flow with 6 Inches Freeboard
Assumptions Used: Raingardens were modeled as lawn for the purpose of conveyance calculations.
No detention or infiltration was assumed within raingardens or detention
facilities. Conveyance system is sized to fully convey the undetained flows.
Software Used: StormShed 2G, Release 7,0,0,13
' Rational Method Routing with Seattle Rainfall Selected for Basin Routing
Summary: Proposed conveyance system maintains 6 inches freeboard in the 25-year
design event.
Proposed conveyance system conveys and contains the 100-year design event
within the piped storm network at all catch basins except CB 4&CB 8,which are
located within the North Raingarden and West Raingarden, and bermed
sufficiently to contain the flow. Additionally, some storage capacity is
anticipated in the North Raingarden and West Raingarden, which is not included
in the StormShed model.
STORMSHED OUTPUT
- Appended on: 12:43:25 Tuesday, March 11,2014
ROUTEHYD [] THRU [Untitled] USING KingCount�•Ir AND �25 ti�r] 1VOTZERO
RELATIVE RATIONAL
Reach Area TC Flow Full Q Full nDepth nVel fVel CBasin/
ID (ac) ', (min) (cfs) (cfs) i ratio ! �ft) Size (ft/s) (ft/s) � Hyd
__ _ _ . . . ._ _ - ----- - -_ _ _._
��
P-007 � 0.2600 I'i 6.66 0.7108 5.3877 � 0.13 0.2456 ! 12 �4J467 i 6.8598 I B-007
, , ' ! Diam !; '
I I I ' I
.---�_ _------ -___ __ _._--,
�--- r �---- (- iz�� -- - -
P-008 1.2300 � 6.93 2.8723 ' 2.5261 � 1.14 ----- , 3.6572 3.2163 ; B-008
' Diam
: , �
i
__- ---___ ____ ___ __
_ ; . _ _---- _ __ _ _ . _
12" r
P 006 '1! 1.4300 7.22 I 3.2783 2.5261 � 1.30 i Diam ; 4•1741 j 3.2163 i B-006
i i
... ._..._._..-.� v._.... v_... ....._.�.__ ,.._._..._ ..._..... . .............. ._._..._..__ _.._... .�...._. ..._...._'_.__
� �- - ' 36�� i ,
P-005 I 2.0000 7.24 4.1659 94.5797 , 0.04 0.4288 :; Diam ; 6.7196 13.3803 ; B-005 �
� � �
� , ' ',
_--___ ______ �.__ _ _ ._ __ _ . __--�---___ _---__-;___._ _ _ _..__ . _ . ..,._
P-019 0.2000 6.66 ' 0.4596 2.5261 ' 0.18 0.2886 12 2.4481 ! 3.2163 ; B-019
i Diam
, , � �
, __ _ ---'-- _
' � ( � 12° � ��
' P-023 �0.�000 �6.79 ' 0.4434 ' 2.5917 I 0.17 0.2798 � 2.4660 � 3.2998 �
„ I ; Diam � i
' I '
--____.._.___ _ _ __ .__...___ _ _. _____. ___--- _____ __ _. ____..--
P-022 0.2000 : 6.52 0.4596 . 3J349 0.12 0.2368 12" 3.2317 4.7554 B-022
; �
Diam
� � ' � ' � i ���
_ _ _�_--- - �-- __ -- .-- --- _ _ _ . _ . ___ . __
12°
P-020 0.5300 ; 6.58 1.2464 : 6.8902 ' 0.18 ' 0.2876 ' 6.6696 ! 8.7729 � B-020 :
Diam ;
; ; i
__---.__.__._--_ _ _ _ _.__ __
- ___ ---- �--_�_
� - -- -_ __--__. --_____
: P-004 0.7100 ; 6.53 ' 1J395 1.6308 ' 1.07 I ----- g� : 4.9832 ; 4.6720 ' B-004 '
, i Diam
___ __ _ _.__. .__ _ :__ _. ____. __.__ _ __--- -r-- __.____..._.-
P-003 0.7100 6.54 1.6993 7.1298 � 0.24 0.2217 i g � 16.7393 ; 20.4254 ,
Diam i ; , ,
' ;
_ . _ __ _ . _ _ _ _ . . --- _ _ _--_ _ _---
P-014 0.2400 6.65 0.5605 SJ121 0.10 �, 0.2114 , Diam 4.6296 ' 7.2729 � B-014
�' i j
i ,
_ ' --- '__--- __ .____. . _ ____. .
� � � „
P-013 I 0.5000 � 7.27 ,202 E 2.5151 i 0 45 , 0.4673 12 3.1117 : 3.2023 ' B-013
' ' Diam
I
_ ._ . _ _---------� - ------ '-_ _-- ' -
P-012 0.5600 7.67 1.2258 3.2294 ', 0.38 � 0.4272 I 12" i 3.8281 , 4.1118 B-012
��
� Diam :
_ _ -- __. _ �_ - __ _ _ -- - ---- . _ _ - _ _ _-----.
8"
P-021 '; 0.5500 : 6.53 1.6916 1.2027 1.41 ----- ' 4.8461 3.4455 B-021
; , Diam ,
�
_ _ . __ _ -- ____ _ -- - _ _ __ _ _
P-052 0.0500 , 6.79 0.1538 7.3922 0.02 0.1001 12 3.7569 ! 9.4120 ; B-052
; , Diam : i
; i !
_--- - ----__ __ __ _ ---- __-- _ __ � - - ----- ------__ _ ___ __'_ ___---- --_._.
; ' 12�� r '
P-053 0.6900 6.96 1.9858 7.1626 0.28 ! 0.3599 7.8051 9.1197 � B-053
, ' ', Diam !
i ��
___._ -r--__ __ .______ _. -____._ __._ __-- _
__ _ ___ �___._. __.__.____ _______.
� 12"
P-054 i 0.8300 7.44 2.2884 7.8746 ' 0.29 ' 0.3696 : 8.6742 10A262 B-054
' Diam '
�
__. __ ,___. __ _ _ _-- _ ..__.__ .____ --,---___ _____ _.
'I P-055 ! 0.9200 i 7.60 2.4405 2.5261 0.97 , 0.7905 ' 12� �� 3.6649 ; 3.2163 j B-055 li
� ' ' Diam ', , ,
, I
i
P-OS1 ; 0.1300 6.38 0.2443 8.2384 0.03 0.1187 Dia'm ! 4.6532 , 10.4894 ' B-051 ;
� , ,
I
_ r -- _
i _ 12��
i P-050 0.2400 6.58 ! 0.4898 7.1735 0.07 0.1772 ! ; 5.2097 9.1336 B-050
� , ; ' Diam ; ;
� � ' �, ',
_.._--___.._ __ _ __ __. _ _ __.__ __. ___ _ _. _ . ___ ___ , _ _
P-017 0.2800 ': 6.93 ; 0.5998 5.5506 0.11 0.2222 12 4.6171 7.0673 ' 8-017
' I ! , I ' Diam I i ;
; ', ;, ;
� ,
, _ _ ___ _ _ __ _ _ __ _ '� _---
; P-018 � 0.6000 ' 6.42 1.6011 4.9304 0.32 0.3921 12" �� 5.6053 ; 6.2775 � B-018
, , Diam � � ,
, ! ,
i ! '
- _ i ___ _ �______ __._ __. __ ___._ .__ __ ___ �_ ____ ___ _- ---__ ._ ,
� 12�� ' ;
P-016 I 0.9700 ' 7.12 2.2813 3.5724 ': 0.64 ' 0.5806 4.8238 ! 4.5485 '. B-016
' ' Diam �
_ i __ , _ __ _ _ _ _ . __ , _ .. _ _ . ___. _ _ _ __ _ ._
P-002 2.6700 6.36 6.1685 18.0522 0.34 0.4028 12 20.8291 22.9847 6-002
i Diam , '
�
I , i ' � I i �
From Node To Node Rch Loss(ft) App(ft) Bend (ft) Junct Loss(ft) HW Loss Elev (ft) Max EI (ft)
-- ----__ ------ ---------'�--- --`.�----_�_ .__
� ;
�---__-_ 445.0000
i._ __.__._ _. _._ ______ __ _ _ __ _ ____ ___ ___--_ . _ __.__._ _.._
i N-005 N-005A ' 446.4789 "0.2705 0.3655 ' 0.0446 446.6184 452.2700 ',
I 'I ' '
__ _ __ _ ____ __ __- -. _ _ . .___ ___ _ _ __ _---
� N-007 � N-005 452.2258 ------ ------ ------ 452.2258 454.4800
, __ - __ __ - ._ _ _ _ _ __
- --- - _
I
I N-006 �, N-005 447.5577 i 0.2077 0.0246 � ------ 447.3746 453.3700 �I
i ,
, __ __ _ _ _ __ , _ _-----
N-008 N-006 : 448.5157 I ------ ; ------ ' ------ 448.5157 , 448.6700
' j '
. ..._ _ __ . , _ _._ _ _ __ ___
N-023 N-023A ; 448.4789 ,0.0931 0.1229 ------ 448.5087 i 453.6400 I
� � �
� i i
j----_ ---_ __ ----- ,__--- -- -- - --_.
�
N-019 N-023 '; 448.6250 ; ------ ------ � 448.6250 ; 54 18000
i � i
. � I
_ .---�_.__ ._---___ _-__-______ _ _ _____�-- - -_ __---- -
No approach losses at node N-022 because inverts and/or crowns are offset.
I
---- - ._--- _-
------ _____._----
,------_
' i N-020 N-020A � 450.0544 ------ ------ ------ � 450.0544 ' 452.1000
�_
I-- N-022 �i N-020 450.7784 -----i __ i - -_ ------ i 450J784 I 452.7900 ' l ,I
N-003 N-003A 448.1699 0.3856 0.5206 ' ----- 448.3049 452.0400 ± I '�
�, ; ! � �,
, I i I
;----- -. _ ____ --_ . . ------ ----- I 450.1893 451.2700 �. ,
r------ --- i' ,
� N-004 i N-003 450.1893
� � I � -
_-- _ - -- _ ----_ __ � _ _-----
r______.__ . .
� N-012 � N-011 ; 453.0022 0.1504 0.0005 � ------ � 452.8523 454.2100 '
I i ,
-- _ _ _ -------- -
N-013 ; N-012 j 453.5577 0.3328 0.0011 ------ r 453.2260 (454.4400 �
� , i
-- �_ _ _- i ----_ ------ i ------ _ __------ ___ _ _ __ --_ _ _ --- - i
N-014 N-013 i 455.8046 455.8046 465.3900 '
; ' ; I
�-- ---- --- -- -- -- - ,_ _ ---- - -- --- _ ---___ - -- - --
N-055 ; N-055A I 430.1875 '0.1318 ' 0.1739 ' ------ 430.2296 431.2200 I
, , j ,, i
_ ---- _ ----_ _-- -- _ __ __ _-- --. _ __ __ __ _ ___
N-054 N-055 442.1003 ',0.9459 0.0031 ------ I 441.1575 445.7300 '
_._..__ --- ---'-.__.-- ------ --------- ----- ------ -'__ -- ----- _ ---- I
No approach losses at node N-021 because inverts and/or crowns are offset. ',
; - , _---� ---- ----�- -- _, -- --- __ _- �_ _
N-053 ' N-054 ' 450.1527 � ---- ------ ( ------ ; 450.1527 452.3700 i
i I
I
: -- -- _ _.----- - ----- .
! N-021 N-053 452.1893 r - �� ', 452.1894 'i 454.7100
I I '
-----_ _
__ ---- - -----------
N-052 � N-053 I 454.2749 ------ ------ ------ 454.2749 I457.0700
' �I : i
-- -, --- - - --- --- - - �-
N-016 I N-015 I, 445.0575 0.4879 0.0016 � 0.1291 444.7003 i 448.0000 I
, : ' i
-__..._.-- - .�_ _- - ___ _______ _ _ _.. _ __ -__ _ _ __ --_. ___----
N-017 N-016 ' 450.8215 0.4214 0.0020 ------ 450.4021 452.4000 ,
, � i
,
� � � �
_ - - _ _ ____ __ _ ___ _____ ___ _ _ _
N-050 N-017 453.3171 0.3362 0.4446 ------ 453.4255 455.2700 '
_ -- _ _ _ ____._ .._ _ __ .__ _ ___ _ .___ _ _ - __
,
N-051 N-OSO 454.3582 ------ ------ ------ 454.3582 456.6100 ' --�
__ _ . -- - __ -- �---_ _ ___ _ _---- _ _-_- , I
-
N-018 N-016 445.7455 ; ------ ------ ------ 445.7455 452.1900 +
; �
; ; � -
_ __ __ __-- - -- - ____. � -- -----__._ __-_ ___
N-002 N-001 443.9135 ------ ------ ---- , 443.9135 450.4600
, ( ' � ���
Licensed to: AHBL
Appended on: 12:42:38 Tuesday, March 11,2014
ROUTEH�'D (� THRU �Cntitled� L'S11G tiingCount��Ir :�ND �100 ��r� VOTZERO
RELATIVE RATIONAL
Reach � Area ; TC ' Flow Full Q Full � nDepth , nVel ; fVel ; CBasin/
ID (ac) '; (min) ' (cfs) (cfs) ' ratio Size
(ft) (ft/s) I (ft/s) , Hyd
I , _ , __
� � 12 5.1416 6.8598 B-007
i P-007 � 0.2600 6.63 0.9381 5.3877 � 0.17 0.2827 ! I
I ! Diam � ,
, � I , i �
_ _ _ _ .__ _ - _ _ _ ____- - - .----_ . _.. _ .___ _ __ ___
' P 008 ', 1.2300 6.78 3.7909 , 2.5261 1.50 ----- i 12' � 4.8268 3.2163 ', 8-008
� , Diam i j
i � ' , ' ; ;
_ __ ______--- �___ .. ----
,_._.._ ___ __
P-006 � 1.4300 'i 6.99 4.3961 2.5261 1.74 i ----- ' 12 5.5973 , 3.2163 ; B-006
' � ; Diam ��
i i
i i ,
� i � _ _ __ _ _ - - - ---__ ___ � _--- �
' P-005 � 2.0000 7.01 5.6250 94.5797 , 0.06 0.4962 il 36" 7.3441 ; 13.3803 ; B-005
� I
, , Dia m
, i ' ; ;
P-019 0.2000 6.63 0.6066 2.5261 0.24 0.3335 i
� ---- ( ��
- -
12 �.__ __ __
� s�_ I � `^`v- 2.6453 3.2163 8-019
-- ----
I � Diam ,
i �
___. i ___. _____. ___ _ __--- ---._ _ _ _ .. ____ ____ __. _----- ------.---
_ �P-023 0.2000 6.75 0.5874 2.5917 ' 0.23 ; 0.3237 12" I 2.6681 i 3.2998
� j ` Diam ; j
�
__ __._ ..__ _---__._ ------- ____._ _ . _ _ _ ____ _.__ ..
' 12��
P-022 j 0.2000 I 6.51 0.6066 3J349 � 0.16 0.2729 ; 3.4922 ; 4J554 ; B-022
; � � Diam � �
i
,._ _._._._� -_ ___ . ___ _ _.__ z __.___. _ ___ ___ I�_ .__ _ __ _.__ _ ___ _.
�' P-020 0.5300 ' 6.56 1.6487 6.8902 0.24 ! 0.3330 � 12' ' 7.2039 8.7729 . B-020
� i ; Diam ',
� ! , : i i
� �
f_ ,_ _ __ ----- ,__D a_� _ _ ____
; P-004 , 0.7100 6.47 2.2958 1.6308 1.41 6.5768 4.6720 �� B-004
, I
I , i , i i
_. _ , _ _ __ __. _
. _ . _. . _ ,-. --. _- ---�-----___
I 1 _g-
P-003 ' 0.7100 I, 6.48 2.2565 7.1298 0.32 ! 0.2575 ; 18.1378 ; 20.4254 �
; ' ! Diam !
� , i� �
,
i ,.
_ __ -_ _ _ _ _ _ _ __ _ -_ _. _ _ _.- _ _ __ _
i I 12°
, P-014 I0.2400 6.62 OJ397 SJ121 0.13 0.2427 i Diam �I 5.0239 7.2729 B-014
' �
� � ; �
P-013 , 0.5000 "_ _ _ ' __._.___._ _....__.._ _ . .
� - �
( � 7.20 , 1.� 4839 I 2.5151 ': 0.59 ! 0.5522.�� 12 ' 3.3358 3.2023 , 8-013
�, Diam
__ _ - _ _ �_ - - � __ _ _ _ _ ,..-- ---- - __ __
�� i
i P-012 i 0.5600 ; 7.57 ; 1.6321 I 3.2294 � 0.51 i 0.5034 � Diam � 4.1203 ; 4.1118 � B-012 ,
�
, I i � � I �
, j ' , !
- � ,
, : i
_--- � _- - --- -- ---- . _ - ----- -�--- - -._. .-_ ___... _ _ _
I
P-021 ; 0.5500 6.48 2.2326 I 1.2027 ,� 1.86 �� ----- � 8 6.3959 � 3.4455 B-021
� I , , I i Diam ,
� '' I I
, �
------ - _ , ; ____
� ( 12"
r i i
I P-052 ' 0.0500 � 6.75 ' 0.2030 7.3922 ( 0.03 I 0.1138 �4.1101 ' 9.4120 ' B-052
; I � �Diam ;
� : , , I � ( i '
__--_ ._. __ ___._ --___ _ ..__, ...---._._ ____.. ___ _-------.__ __.__..__----- _ _ ______ . __
' � 12" I
P-053 ' 0.6900 6.87 2.6372 ' 7.1626 ' 0.37 0.4204 ; 8.4134 i 9.1197 ' B-053
, I� ; i Diam
, ,
_ __ __ -- ' ' . ' ''
_ _ _ - - _ _ -- - .
, ; ; 12��- , -
P-054 0.8300 I 7.31 3.0505 ', 7.8746 0.39 0.4321 � 9.3852 ' 10.0262 B-054
, ! Dia m
; ; i
----_ _ -_ ------__ _ - -- -r-- _ ___ _ __- - __ _
i_----
P-OSS 0.9200 7.46 3.2660 i 2.5261 1.29 ----- � 12' 4.1585 3.2163 : 8-055
' Diam
: i � ;
_ ---- --- _ _ ..__ _ __ ___. _
r__ � _ __ __ _
_
12�� , i
P-051 � 0.1300 . 6.37 0.3225 � 8.2384 0.04 0.1353 Diam 5.0735 ! 10.4894 ; B-051
� , ' '� '
i
- -- , _ �-- _ ._. . _ _� -- _ ; _ _ _ __ ---;---_. ._ __ _ ____ _ _
' ' ' 12" '
P-OSO '' 0.2400 6.55 0.6471 ; 7.1735 ' 0.09 , 0.2026 ; 5.6792 li 9.1336 � B-050
�' i ; Diam ; '
---r---- ---- _ __ _ _ _----,_ _ -- -----
P-017 , 0.2800 6.88 0.7941 5.5506 0.14 0.2554 � 1211 5.0190 ; 7.0673 ' B-017
, , Diam
_ _ _ _ -
_ __
_ __ _ i 12" , i i
P-018 0.6000 ; 6.42 2.1131 4.9304 ; 0.43 'i 0.4575 6.0327 i 6.2775 B-018
� I Diam ; I
, , ,
i
, � � �, i ;
-- _ ___- _
_ - --__ _ ___ _._ - ---- ;._ - -- - _ i
P-016 , 0.9700 ; 7.06 3.0308 3.5724 ' 0.85 0.7075 � 12 I ! 5.1015 ' 4.5485 B-016 "!
� ; !� , ' Diam � ,
i , , i ', �
__ _ __ __ __ _ ------ ---- - �
' 12° ' '
P-002 ', 2.6700 6.35 8.1411 i 18.0522 0.45 , 0.4712 22.3715 ' 22.9847 B-002
Diam I
From Node To Node Rch Loss(ft) App(ft) Bend (ft) Junct Loss(ft) HW Loss Ele� (ft) Max EI (ft)
_ _ _---- _ ___ _- --- . _ _ _-. _ ._-----__ _ - _
445.0000
_ __ __ -
N-005 N-005A : 446.7488 0.4865 0.6572 0.0790 446.9985 452.2700
- I i ; i ;
.--- --__._ _ _-_ _ _-
� ---- -� --- -_
� N-007 i N-005 ; 452.3084 � - ---- ------ ------ 452.3084 i 454.4800
�
�
i ' , i
�____.._._�_ __ _____ i____ . __ __----- ---- _ _�_--- ,__ -----..--
r----
' � N-006 N-005 � 448.6875 ;0.3618 0.0428 , ------ I 448.3686 ' 453.3700
� ; �
_. .____ ___ '. _.._____- __ _ ._ ----
__ -- - _- -- -
_ -
N-008 N-006 �� 450.3563 j ------ I ------ i ------ 448.7700 448.6700
i
, , ;
� � � '
, _ _ ___ _ _ ___ , _ ____ --- _ _ -_ , _ _ �---_. . � --_
! N-023 ; N-023A ; 448.4856 0.1087 0.1435 ------ 448.5204 , 453.6400
_ ____. -
_ _ _. ----- --_ _--- _ �
, , _ _ _ _ __ �
_____
� N-019 a N-023 I, 448.6592 � ------ � ------ ; ------ � 448.6592 j 451.8000
� I i i
____- __--- - ---- - ------- _ _ __ _ --__ _-- _ ___------ ---- -- _ ------
No approach losses at node N-022 because inverts and/or crowns are offset.
_ -- - .�.- �----..- -_�_
--
_ _ _
i � 450.1811 i ------ i ------ i ------ ' 450.1812 i 452.1000
' N-020 j N-020A
� ' �.--r - ____ _____ -- __----.----- --____ _._
� ! N-022 ! N-020 450.8408 i ------ ------ � ---- ~450.8408 �452.7900
;
i 1 i
`_--_-- - _ ;_-- __ - - - -_`--____
� �-- ____
N-003 N-003A I 448.6981 0.6717 ; 0.9068 , ----- 448.9333 � 452.0400
� , f
' ! I I
�
__ ___ ,.- _ _.._ .__. - : -. -- -_ _ ___ ._. _ __,.__.______ -^-------..
! N-004 N-003 452.2157 ; ------ ------ ------ , 451.3700 451.2700
� ',
, r - --- _ _ ._ _____-- -_. _.__._ _____ .. _, --___
N-012 __- - -',�-- -___i_ _____
, ; N-011 'i 453.1305 I 0.1728 � 0.0006 ; ------ 452.9583 ; 454.2100
' '� i �
_____ .._____ ___-,- --------. . _ ___ ___._._ .:_-__ __.__ ___.. - -- ..--____ _
� , ------_._- i
N-013 � N-012 ' 453.6695 0.3919 0.0013 � � 453.2789 454.4400
; , i
, _.__. _____- - ___ . --.___ _.. _ __�_ _ _ ___ .___ __._..--- � _--__._
N-014 N-013 455.8752 ; - -- ; ------ ; ------ 455.8752 465.3900
r ' � � j ; '
, _ _ _- ._- -- ------___ - --------- ----_____ ;----
N-055 ! N-055A ; 430.5230 i 0.2343 r 0.3090 � ------ 430.5978 431.2200
; � I � � ;
`� ______.�. ;_._____ � ..__ _._._________' _ ____ -----.
� N-054 � N-055 �442.3353 ,0.1751 0.0006 i ------ � 442.1608 ; 445.7300
i ! ' I
� _ ___-------------- _ ___ _ _ _ ____ _ __.___----------_____ .. _____._. _._.-___-_- .___
No approach losses at node N-021 because inverts and/or crowns are offset.
;-- ------- -_ ._________ -__.___
____._ �___.
; N-053 i N-054 450.3509 � ------ ------ ------ 450.3510 i 452.3700
i �
�, i---- --- , _
----- __-- _
' , N-021 , N-053 ' 453.4970 ------ � ------ 453.4970 � 454.7100
- _ _ __. _ _ - _ __ __. - - _. _ _ __ _ __.__
N-052 N-053 454.3082 - --- � ------ ------ ', 454.3082 � 457.0700
, , ,
' : I
__ ____.. '
, N-016 j N-015 ' 445.2884 ��0.1124 ' 0.0004 ' 0.0298 J- - _`445.2062 r- - _�_ _
� 448.0000
N-017 , N-016 : 450.8962 0.5008 0.0024 ------ ' 450.3978 452.4000
i i ! I I
_----- - - -- -___--- - --- ---_ _--__
N-050 N-017 ` 453.3823 0 3997 � 0.5285 � ----- � 453.5111 �455.2700
I �
_____ �
----
N-051 N-050 � 454.4013 �-----� ------ � 454.4013 i 456.6100
I I �
� I I ,
_ .—.----- ---- ---- � - - __-'
N-018 N-016 � 445.9019 I ------ ------ ----- 445.9019 �452.1900
� � �- �---------- I
_--- � � -- -- �_ _ _
- - - --___ _ _ _ ----___ _ __ , .--_______
N-002 i N-001 � 445.2497 ' ------ i ------ �`-- 445.2497 450.4600
i
Licensed to:AHBL
History Cleared: 12:43:50 Tuesday, March 11, 2014
Record Id: B-002
�-------_ __ _ _ --,_
� Design Method Rational IDF Table: KingCountylr
: ;
__ ----------------------_
_
�
Composite C Calc
___._- --___. � ._ _ -- -----
Description (SubArea �Sub c '
_----_ _.---___ ---__----------_.____ ____-- ---�-- --__ _ __. __ ______-
Pavement and roofs (n=0.90) 1.75 ac ;0.90
;
;
_ --. --- --_____. __ __--------_ ____ _- -_ ___ _ ___. _ ___ _--_ ____._.
Lawn (n=0.25) '0.92 ac 0.25
__ �- --� - - �- - __ - -- - � � - -. - -
Directly Connected TC Calc
_ _ __ _ --__ __. ._ _ __ _. --- . . _ __ ____ __ _. __..
Type Description Length Slope ' Coeff Misc TT '
; '
_ __ i _ _____ _ _____ .__ _.--_.__ _. _ _- _ _ __ .__---- --- - ____ _ _.___._ _
Fixed Minimum Tc i6.30 min
,
�
_ _ _ _ ----- ------------___ __-----------_—� __ ___.
, Directly Connected TC r 6.30min
Record Id: B-004
. _ _ __ _. __--_____ �,_ _._ _ .-----._�_ _ _.___
Design Method Rational IDF Table: j KingCountylr
Composite C Calc
i
i
___ _ __ _ ___�
�Description SubArea Sub c
� '
------------ - ____ __ ,. ___ i
(Pavement and roofs (n=0.90) i0.51 ac I 90 0 '
I �
, _.__,__ _ �___.___ __------- _______ _. ____ _ __. _ ____ ____ -- -- --_ _ __.___ _
Lawn (n=0 25) �0.20 ac 0.25
i, '
---- ----�_ ^ ___ _ ___-- _------ - -----_ �_-----
-__ _ -
� Directly Connected TC Calc
' - __ _. __ _ _ __ _ -�_._ . _
',i Type , Description ! Length Slope , Coeff ' Misc TT '
�
_ _ __ ___ _ ._ __
' '�Fixed Minimum Tc 6.30 min
j
� i
___._ _ _____ ---- -------- __ _---- __ --. _ _ _ __. __ _____ _-----___
;'i Directly Connected TC 6.30min
Record Id: B-OOS
�. _ _---- -._.__ _
' Design Method Rational IDF Table: KingCountylr
; ___ _ ____ _ __ _--_ ___ _ __ - ______ ________.__._--__
I Compasite C Calc
i
.- ---____ .___ _ __ _ ____ __ ____ __- - .__�______---------- -------�—
jDescription ISubArea �Sub c
� � ��
i ' ��----------------------- ----- ----_ —_-- --
;Pavement and roofs(n=0.90) 0.04 ac 0.90 !
�
` - _-�- _ ___------ -__ -- -- _ "0.27 ac_ --- 0.25_ _ __ __
iLawn n-0.25 �
, I
� — --- --- - - _. _ _-- ------- --------
--__ -- .__ . .___ _.._ ,
�-_-_--- Directly Connected TC Calc �
i __ _ ___ _--_ __ __
,___ _ ____ ___
j Type Oescription Length Slope I Coeff , Misc TT
' , ;
�_ _ __ _ _--_ _.__ _ .__- __ --- - -- _- - -- -- -- __ ___ _
_ __ _ � __
I�Fixed Minimum Tc ; 6.30 min
I� �
;,
__ _ --- -_ ___ --�- �__ __ -- _- _ _ __ -- -- _ -- -_ _
'� Directly Connected TC ' 6.30min
�
Record Id: B-00G
� ___
Design Method Rational IDF Table: KingCountylr
------ --..__ ___ ___ _._ ______. _ _ --_
-----__._ _____ _ -- -- - __ _-
Composite C Calc
____ ___ _ _____ ___._--. .____ _ .______ __ --_.._ _ ______._.. _
Description ;SubArea Sub c
i
� �
-------------------- --r----------- --__--- ._ _..__
'Pavement and roofs (n=0.90) �0.20 ac 0.90
------------------------- - -
_------------------- __-----------------
Directly Connected TC Calc - �'
�f �
_ _. ----..----- ___._..
__--__._.- -.---_ __i i
Type � Description I Length Slope Coeff Misc TT �;
I
Fixed Minimum Tc � 6.30 min
� ' �
- __.__----......___ _---._. _-----._ . - --- _ _---- --
_--------- - - ---
Directly Connected TC I 6.30min ;
- -------- I------- -----�'
Record Id: B-007
__ __ _ _ __ - -- _--. --- __- --__ _- -----
Design Method Rational IDF Table: KingCountylr
__.._ ___- - __- _ _. _ _
_--- _ - __--
Composite C Calc '
--_--- __. --__ ----- . .-- __.-- _ _ - -___ __ --
Description SubArea 5ub c
------- ----- -- — '�- - --- ----- -- ---- '
Pavement and roofs (n=0.90) ;0.22 ac '0.90 '
i
Lawn (n=0.25) ----------------��!OA ---;0.25
__._.. _ _ _ _ __ __ __ -- __ - -_ -_ _ _ __. ----
Directly Connected TC Cak
-- - _- . . __ _ _ _ _ _ _. _
Type Description Length Slope Coeff Misc TT
- -__- ___ ------ -- --- --_ -----
Fixed Minimum Tc 6.30 min
�
- - --._ _------- ---'----- --_ - ---- --------------i
Directly Connected TC 6.30min '
----------- -------, �' �
Record Id: B-008
_ ____ ______�__ ____ _ _ _ ---- ---__ _ __ ---- ---___ ---______
Design Method , Rational IDF Table: KingCountylr
_ -_ - - _ - - - -- _._. _ _ _
Composite C Cak
1
_ ----. _ __ _ _ . _ __ _ _ _ _ _
Description SubArea Sub c ,
i
�
_.____ .__._----------------____�___--�-- __�_____. _-- _.--
Pavement and roofs(n=0.90) �0.82 ac ',0.90
i
Lawn (n=0.25) ` � 0.41 ac 0.25
----.--- - _ _ _
Directly Connected TC Calc
_._--- _____ _ __,_ _ . ._ --
Type � Description , Length ' Slope � Coeff �Misc ! TT
i
__ __ __ _ __ . _ _ _ _.
_----- -------_-
Fixed ;Minimum Tc 6 30 min
i
. _ .. _ _ __ _ __ ___ _- - - -� ____
Directly Connected TC 6.30min
. __. _ _ _ _ _ _ _ __ __ _
Record Id: B-012
__. __ __-- __ __ __ __ __ ____ -__ _.- . _ . __._- -.__
Design Method Rational IDF Table: , KingCountylr I
. ____ __ _ ____. _ ____ _ __._ P ___._ . _ __ _._ __ _ ,,
Com osite C Calc �,
_ __ _ _ _ __ _ _ _ __ __
Description iSubArea Sub c
___ __ - ------------__ - �----__-- ---- '�----------
Pavement and roofs (n=0.90) ,0.06 ac i0.90
_ I I
_ _ _ __ --_ . ____ _ __ _ _ ___ _____
Directly Connected TC Cak
_.._ _ ___ _._ _.__----__ ___
__- _____ . __
Type ._ Description Length Slope � Coeff , Misc TT
I. � i
_----- ------ __ . .-----------�
Fixed 'Minimum Tc I ',6.30 min
; , �
�
- ---_ . ___ ------
Directly Connected TC 6.30min
Record [d: B-013
_____�__ __. ___ __ ___. _ ___ _._____.__ _.__ __. ___ __ __----- -----__ .
Design Method � Rational IDF Table: KingCountylr ,
;
__ ___ --__.__---___ _ __ ___ _------- -- -_._ _ _ _ ___.
__ - - -- _ _ _ -- _ -
Composite C Calc ,
__ ___ __- __ _.____ --- __ ___ ___ ___ _ _ --- --__ - ,
Description iSubArea Sub c !
� I
_ . _ _ _ _ _ _
�
____ ____. _ .______ _ .
_ ____ __ .
_, __ _ _ _ ._
Pavement and roofs(n 0.90) ;0.17 ac 0.90 '
�
_ - _ ---- ------ ---- ---_ __ _ .. __ --- -_- ------ ----
Lawn (n=0.25) :0.09 ac ;0.25
_ -- --- __ _- - --- - -- -
Directly Connected TC Calc
_ _ _ ___ __ _ -- - -_ . _ _
,
Type Description Length Slope � Coeff �' Misc TT
�._____ _ , _ ___------
__ ___ _ _____ __ _--------------------- -_____. ___
�'Fixed ;Minimum Tc 6.30 min
�; i .
� _ _-----__--- �--- _---
Directly Connected TC I 6.30min
I
Record Id: B-014
_ _ . '
Design Method Rational IDF Table: �; KingCountylr
�
_ _ _ _ _ _ - -- _ _ __ _ _ _ _
_._ _ _ _ _._ _ _ _ .
Composite C Calc
- ___ ______ _ _ ___ _ _ ._ _____. _ __. _----__ __ - - ___
Description �SubArea ',Sub c
,
-- - - --- - - — ---- — - -- _ _ �. '
I Pavement and roofs (n=0.90) 0.16 ac ,�0.90
__ ----- ------_ _------ _ ---- —-----------------
Lawn (n=0.25) 0.08 ac 0.25
I : __. __ _ __ . __ -- . -- -_ ____ -- - - --�._ ___ _ ----
Directly Connected TC Cak
_ _. . _ __ ___ . .__ --_ _
Type Description Length Slope Coeff Misc TT
�
,,
_--- __ _ ---..___ _ _ - _ __ _ _
__---_ __
,-----
� Fixed ,Minimum Tc '6.30 min
� � ' ,
--—- --- - --
Directly Connected TC 6.30min
�- ----
Record Id: B-016
_ __ . __ _ __ _ __ __
Design Method Rational IDF Table: , KingCountylr
�� _ � ___ _ __ � __ _
- _
Composite C Calc
_ _ __ _ _ __ _ _ __ _ __ _ _
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.06 ac 0.90
, i
_ - - - -- ----____.__._-
Lawn (n=0.25) -- -- ----- --- -�0.03 ac 0.25
� — ------------_ _ . _ ------------ --- ---------------- ;
--- ----- ---- ------
; Directly Connected TC Calc I
` I
��- ___ _______._ ___ _. -- -_ _ _ ___ _ _______ _ __...___
Type � Description Length Slope Coeff Misc TT
�
_.___ _ _ __._ _ _-____T__. _. __ __ _ ' — - - ---__--
i�Fixed Minimum Tc �6.30 min
i �
� � � _ -. _ _ _. -- __ _ _.___ _ --- - - __ -- ___ _ ____ _ _.__
, Directly Connected TC 6.30min
��
, _ ___ ----- _ __ _ _ _ _ __ _ _ __ : _ _
I, , _ __ _ ___ _--__ __ _ __ _ -- - ----. --_ .____ ___ ___
) ' -
Record Id: B-017
,_ _ . _ __ ____._ _ _ ___ _ __ __ _ _ _____ ______.__
Design Method Rational '� IDF Table: KingCountylr
�
_ _ _ _ ___ . _ _ __ _
� , ; Composite C Calc
i
; __ ___ _ __ ____ ___ ___ ____ __ __ _ __ ____ ___. ____._ __. . _ __
Description iSubArea Sub c
, ___ --- __----- ---- - -- ___-' - -_ _ __ ___
j Pavement and roofs (n=0.90) 0.04 ac 0.90
_. _ ___ ._ _ . -._.. _.. _ ._ _- _ _ -- --- ---- -___ ____ -----
�-_ __ __ __. __ ____ _.- --- _ ___ _ - --____ _ ___ __._ ---_ _ ------
jDirectly Connected TC Calc '
l
._ ____- - --__ _ ___ - -_ __
Type Description ' Length ! Slope ' Coeff Misc TT
,'------------' - __.__ _ _ _ __ _ ---_ . --.. ____ __ - -.._ _._.______.____
'(Fixed Minimum Tc '6.30 min
� I
____.-----------.___._.___---------- --
Directly Connected TC 6.30min
�--
l�ecc7rd Icl: fi-01H
__ _ _------___ _ _ _ _ _
I Design Method t Rational ' IDF Table: I KingCountylr
; �
'�-
'__ - _ ___ ___ __ _ _ _ _ _ __ _-- _._.__.__ _ _ ___. _ ._ _
Composite C Calc
___ . ._..__ ____ _ __.__. ____. -_ _ _ _ ------ ---
' Description jSubArea Sub c
il
___ _ _ __ _-- --- ----- _ ___ _ _ - ------ _----__
iPavement and roofs(n=0.90) 0.49 ac ;0.90
I �
,________ .---_. ___ __._.,_._ _--____ ____ __. __. ,__.___._ ._._ _. __
Lawn (n=0.25) '0.11 ac 0.25
, _ _ _ -- _ -- -_ _ _ _ - - --
_-_ _ _ ___
Directly Connected TC Calc
_-- _ ,___ ----_- . ._. __.
__ ____.__ __. ,----
Type Description , Length ' Slope Coeff ,� Misc TT
' I
�,, ._ ..--- ___..__',.�_._.__.------�..___._ ..�__._._.,.___.__._� ._.....,_._ . ..___. ._ _ . . ..___._---_._ ._ . _.._..____.
' Fixed �Minimum Tc 6.30 min
� _ _ _.
Directly Connected TC � 6.30min
Record td: B-019
_ .__ __ __. _ . ____ _:
' Design Method � Rational IDF Table: ' KingCountylr f
._ __ _ __._ _ _ __ _ _ _ . _ __ _
Composite C Calc
_ __ _ .____ ___ _ _
Description ,SubArea Sub c
___--- ------_ _._--__ ____._-- ---.___ ...______._ _ � __ __-- -- --------._
Pavement and roofs (n 0.90) �0.13 ac 0.90
. --- - ---- - --- _ --_ __- -�------- '_ __- ---- __--
Lawn (n=0.25) �0.07 ac '0.25
__ --- -- ---_.__ _ _.__ ___ _ ____ _ _ _ -. _ __ __
Directly Cannected TC Cak � � �
__ ___ ___ __ __ _- - - _ -- _ ___ __
Type Description Length Slope , Coeff i Misc , TT
---- ---- __ ____-- ______ _ ----------_. _______.___ _--___ _ _ .��_____-_---
Fixed Minimum Tc '6.30 min
_�. ___ _-- - -------- ---------------- --- -
Directly Connected TC 6.30min i� I
__ __ _ _ _._ _ __ _.._ _ _ _ __ __ - _ __ ,,
Record Id: B-020
___.________. __ _.
Design Method Rational IDF Table: KingCountylr
_ _ . _ __ _. -_ ._ _____ __ __ . . _ _.._
Composite C Calc
_- __ _ __ _ _ - _. _. .
Description iSubArea Sub c
;
-__ -_- ---__ ._ _ _ - __
Pavement and roofs(n=0.90) ;0 24 ac 0.90
�---- ----- --- - �--- --_ ._. --_------ i
!Lawn (n=0.25) ,0.09 ac ,0.25 �
,� � �
-_ _.____ --- ---- --_ ___ ___ ___._ _-- __-- --.__ ___
- ._ _ __ _ ___ ___. ____ _ y - --_ ___ ____ ;
i Directl Connected TC Calc �'
�i
; i
__ ---- _ __ ____....---- _ _�-- -___ __ __ �,
�
' Type Description Length Slope � Coeff i; Misc TT !
____ _._ _ --- __ ---- --__..___-------- ------- __ _ __- _ _
Fixed �Minimum Tc I6.30 min
_.__ _____----._ _.________�. ____ � ________ _---
Directly Connected TC � 6.30min
i i
Record Id: B-021
-- __ _ ___ _--- _ _ _. _ .__
Design Method Rational IDF Table: KingCountylr ,
__ __ ___ _ ___ _ __ ___ __-- __.__ _ _ _
_ _. __ _
Composite C Calc
_ __ __._ ____ _ ._ . _ _ _ __ __ _ _ ___ __ __
Description �SubArea Sub c �
i .,
___ - ---_ _ -- ---___ __--- ---------_.__ _ _ _____---_
Pavement and roofs (n=0.90) !0.55 ac 0.90 ;
__ _ __ _ _ _ _ _ __ _ _ -
. _ _ _ _ _ _ _ ;
Directly Connected TC Calc 'I
I, '
--- __ _____ __ __ __ _ _. ___.__. _- __ , ___ _ ___ _.___ _ _ ._ _ ___.
i;
Type Description Length Slope Coeff Misc TT �'
( _ _ . _ __ ;' __ _ _ __ ' �
Fixed �Minimum Tc '6.30 min '
�.
; ;i
_._ - ----_-------- - -- --_ __------ .___-----_ _ .__ ____ ---__ _I
Directly Connected TC 6.30min i I
�
Record Id: B-0"l2 ,
_ _ _ _ ._ ---- _ ---- —___ ___ __ ___ �
Design Method Rational IDF Table: ', KingCountylr ��
._ _ _ __ _ _ _ _ . _ _ _ _-- I
Composite C Calc
_---- _ .._.__. _ ----- --
Description ISubArea jSub c II
______ _------ --____ -------.._ _ __._ __ __I___ ____ _ _- --__ _._____ ._
Pavement and roofs (n 0.90) 0.13 ac '0.90
_--_ _ _____ __ _ ___ __ ____ ,. ----_ _ - --. _____ ..
Lawn (n=0.25) i0.07 ac ;0,25 I
Directly Connected TC Calc
Type ' Description Length Slope Coeff Misc TT
_ _ . _ _ _____ _ __ __ _-----.
'Fixed 'Minimum Tc 6.30 min
;
_ ._ _ - - __ _ _ -- - --- _ ___-- -------
, Directly Connected TC 6.30min
Record Id: F3-050
Design Method Rational IDF Table: KingCountylr
__ ___ ___ _____ _ _ - --_ _____.__ __ -----
Composite C Calc
�—.---- --�. _ __ __.__---_ _ _---
�
Description �SubArea ISub c !
,____ ___ --____ __-. __ ___._______ _ _._ __ _ _ .___- ----. . _ _
Pavement and roofs (n=0.90) 0.07 ac 0.90
�
�---- -- ------_ .._ _ _
Lawn (n=0.25) i0.04 ac 0.25
�- -_--. - — --- --- --- _ _ ___._ __ __ _
___ __ - -- -- -
Directly Connected TC Calc
_ _ ------- - - --- - - _ _ _ _ .__ _ _ - _
Type Description Length Slope Coeff Misc TT
� ' _ -__ _ '
'Fixed '�Minimum Tc 6.30 min
� �
_ ----—._- - ---- -------- ------- — ------------ --—__ ---. ---------
Directly Connected TC 6.30min :
Record [d: B-051
� � � Design Method Rational IDF Table: KingCountylr
�
, i
- - ------------__ - ----
� Composite C Calc
Description ;SubArea �Sub c
�
_ ----- --- ------------ ----- -- ---- -- ---- -- --
Pavement and roofs (n=0.90) ',0.06 ac 0.90 '
_ -- --- - - ------- --- --_ _ --- - - -- --- --- - --
iLawn (n=0.25) ;0.07 ac ',0.25
' Directly Connected TC Calc '
_ __ _ _ _ _ ' �I
Type ' Description ' Length Slope Coeff Misc TT '�
i i � i ' I
; ' � i
_.._ --- _ . _ _ __ ___ - --- _ __
; �___
Fixed iMinimum Tc ;6.30 min I
, i �
,
_ _____ __ . __._--------_ __ ----____ ------------- ,__------- ----
Directly Connected TC ' 6.30min
': I
Recoi�d Id: F3-OS'L
_ _ __ _ __ __. _ _ __ __
___ .__ _____
Design Method Rational I IDF Table: ; KingCountylr I
__�___ .__ _ _ . ___ __ _. _ .__ _-__ . _ ___ ___
Composite C Calc
__---__..___. __---__ ______ _ ___ ,-- . ____ . __ __.____ __.__ .
Description ;SubArea Sub c '
� '
--___ __--- - --- ------___ ._________. . ____ _ __
__ _ �._ _____ __
',Pavement and roofs (n=0.90) 0.05 ac 0.90 �
I
__ ___ _ _. _.. __ - --- __. __ _ __ _ __._
Directly Connected T�Calc
TYPe . Description . Length Slope Coeff Misc . TT . ';
' i
_ __ _-____._____---__ .__
_ _____ -- - _ ____ _ __
_- - ._ ___ - --
Fixed ;Minimum Tc � 6.30 min
� ;I
_ __ .._._ . ____ _-------- DirectlyConnectedTC �--- --------- I __6.30min-____il
I
Record Id: B-053
_ _ _ __ .__ _ - - — _ _-;
Design Method Rational IDF Table: KingCountylr '
_ _ _ _ _ _ _ _ _ __ __ . __ _ __ . . ___
Composite C Calc
_- _ _ _ _ _ . _ _ ___._ _ ___ _ _ _
Description 'SubArea !Sub c '
� i
_ ---___ ..._______._ .______ _.�. _____ . _ _ ___.____ �
Pavement and roofs (n 0.90) j0.05 ac �:0.90
_ __ .- - _ _ __ _ ---- ___ __ -- - --. __�___ _-------- ---- - ..
Lawn (n=0.25) 0.04 ac '0.25
�__ ..._... . ___ .._._. ______ __.._ _. .___. ___._ _.__, . ___ __._ ...... ._ ___... _::._. _-____
I. ___ - - -- -.._.. ____ .- - - -.__ __. ___. . ..-- ---._ .._. ._.._ .
� Directly Connected TC Calc
�
;i
_ _ -- -- ——_ _ ---..---�- . .__ __ . ___ --- _ , _ - _ __
I Type i� Desc�iption Length Slope i Coeff I Misc i TT
;
r__ _._ . .____---- . _ _-- -__---._. __ _
,Fixed ;Minimum Tc j 16.30 min
, i
, __-- ---- ---------------- __ _ _-------------------_- -----------
Directly Connected TC 6.30min
;i
Record ld: B-054
_ _ _ ___ ___ -
! Design Method ' Rational � IDF Table: ' KingCountylr
i '
_ ------ - _ _ - __ ___ __---_ -_ _ _
' Composite C Calc
------ - --- -- ---- ------------ ____ - __ -- ---
'Description SubArea Sub c
- ---_ --- ------ -- ---_ ___-__ ___ __ _ _ _ _ _ _ -- _ ______
Pavement and roofs (n 0.90) 0.13 ac 0.90
._ ___-----__ _ ---_.. --- ---------------- -'----- _ _ -- - --------- -
'Lawn (n=0.25) i0.01 ac 0 25
- _ _ _ _ __ - -_ _ _ . ._ - - _ _ _ _
Directly Connected TC Calc
__ ---- ___ ---- --_ - ---- - �----- _ _-- _ _ . ._._ . . --- - - --
Type � Description Length . Slope Coeff Misc TT
;
- _ ---- - - - - _ -
Fixed Minimum Tc 6.30 min
I
- ---- ----- --__------_---- -- - - -- --- --- --- - - - _ - ----------
Directly Connected TC 6.30min
'i � i
}2ecord ld: B-05S
- _ _ _ _ _ _
Design Method Rational IDF Table: KingCountylr
_ _ _ --- _---- -- --__ -- - ------
Composite C Calc
�
-----___ -----------------___ - ------ __ __ -------_
Descnption SubArea Sub c
� �
- _ -- ---- _ _----- --- _ -- _____ -- -- ---- -- - - -__- ---
Pavement and roofs (n=0.90) '0.09 ac ',0 90
� �
_
_ _ _-- --- -- - ---- _
___ _ __-- -_ _ __._ __._
�-----_- _ _ _ __ _ __
I i Directly Connected TC Calc ;i
�'_____ '
j i Type Description Length Slope , Coeff Misc TT I!
"i
_----. _ _ _ _ ' _ �
_ __._____ _____ -- -
Fixed Minimum Tc 6.30 min
�,
,
i
� � �
_ _ -___ --- -- ___-- ------ ---------- -------
�i Directly Connected TC r 6.30min
I -------- ---
Record Id: N-001
- -
Descrip: Prototype Record Increment 0.10ft
�--- - _
i �
, ��
____ _ _ _ . ___i._____ __ __ _
Start EI. 423.3700 ft Max EI. 429.4000 ft '
�- ---
._____ ___ _ ____ _ _ _ _ __._.__ _-- --------- -.--____
rClassification Catch Basin ,Structure Type rC6-TYPE 1 ,
i I
____-- _ _._ __-- __ ______ _____._ __ -I ---__ _.___ - ---
_ ______
�Ent Ke Groove End w/Headwall (ke=0.20) Channelization �Curved �r Deflector
�
�-_____-_ _ _._--___ _._ ---.----_ __----- ___._.__ _ .____--__ __ ___.
'�Catch 1.4160 ft Bottom Area ��3.9700 sf
�
-- - -- __.___ __ ______. __ _ __
�Condition Existing
� ;
_---- -----
r- Stage Storage Rating Curve
'_ ._.,... _ . ._.. �
'�423.3700 ft 0.0000 cf 426.4700 ft'12.3070 cf
_ _ __ _ _
423.4700 ft 0.3970 cf 426.5700 ft 12J040 cf
. . '.__ _
423.5700 ft j 0.7940 cf 426.6700 ft I13,1010 cf ',
- ----___ _ __
423.6700 ft ' 1.1910 cf 426J700 ft 13.4980 cf
' _-.. _ - __ . I
423.7700 ft 1.5880 cf 426.8700 ft 13.8950 cf I
--____ _
423.8700 ft 1.9850 cf 426.9700 ft 14.2920 cf
_ _ . .__
423.9700 ft 2.3820 cf ',427.0700 ft'14.6890 cf
424.0700 ft� 2.7790 cf �427 1700 ft'15.0860 cf�
- --. -- ,._---------
424.1700 ft; 3.1760 cf 427.2700 ft 15.4830 cf
___- ---_ _----
424.2700 ft' 3.5730 cf 427.3700 ft 15.8800 cf
--------- I
424.3700 ft 3.9700 cf 427.4700 ft 16.2770 cf '
424.4700 ft 4.3670 cf �427.5700 ft 16.6740 cf '
�
_ -- _ __ - ---
424.5700 ft 4.7640 cf i427.6700 ft 17.0710 cf
i '
_ ----�- _--�----------
424.6700 ft 5.1610 cf j427.7700 ft i17.4680 cf�
� I +
;
424.7700 ft 5.5580 cf j427.8700 ft�17.8650 cf�
i
_ ----._ ' ____ ___ ;
424.8700 ft 5.9550 cf 427.9700 ft 18 2620 cf; I
� I--- ! �
424.9700 ft 6.3520 cf 428.0700 ft 18.6590 cf'�
!
425.0700 ft 6.7490 cf 428.1700 ft 19.0560 cf� ,
425.1700 ft 7.1460 cf 428.2700 ft 19.4530 cf� I
_ _ ,
__ - -
425.2700 ft 7.5430 cf 428.3700 ft 19.8500 cf' � '
_ - _ _ __ _
425.3700 ft 7.9400 cf 428.4700 ft 20.2470 cf
i ;
425.4700 ft 8.3370 cf 428.5700 ft 20.6440 cf
----___ _ __ __.___ I '
425.5700 ft 8.7340 cf 428.6700 ft 21.0410 cf �
--- - �
425.6700 ft 9.1310 cf 428.7700 ft 21.4380 cf � j
i
425J700 ft 9.5280 cf 428.8700 ft 21.8350 cf.
425.8700 ft 9.9250 cf 428.9700 ft 22.2320 cf
425.9700 ft 10.3220 cf 429.0700 ft 22.6290 cf � �
_ _---
426.0700 ft 10.7190 cf 429.1700 ft 23A260 cf i
_ . _ _
426.1700 ft 11.1160 cf 429.2700 ft 23.4230 cf
-- _ ----
'426.2700 ft 11.5130 cf 429.3700 ft 23.8200 cf
i
429.4000 ft 23.9391 cf
�-------
Record [d:N-002
' r-___�_.__._._._..__ . . .
;Descrip: 'Prototype Record �Increment i0.10 R
I i
-. _ ___ _ -_._____ __
_ _...._ __ .._ --____. .- -- - -
' Start EI. 441.5000 ft ;Max EI. �450.4600 ft
i
I i
---- �-------- ---- _ __ __ __ _ ___ _�_ _ _ _- __._ _ - -
;Classification Catch Basin Structure Type CB-TYPE 1
_ __ - - ---_--_ _.. _ ,_"-- ----_____.
Ent Ke Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector
�--- I
_ _____ __ ____--__ -- -- __ i-- ___ _
Catch 1.4160 ft Bottom Area �3.9700 sf
�
� i
' Condition v'Existing
Stage Storage Rating Cur�e
441.5000 ft 0.0000 cf 446.0000 ft 17.8650 cf
__ __-------_.__ ___._
441.6000 ft ' 0.3970 cf 446.1000 ft 18.2620 cf
----- __ _---
r441.7000 ft ' 0.7940 cf 446.2000 ft 18.6590 cf
_ _ ___._ ___ _ _----
441.8000 ft 1.1910 cf 446.3000 ft 19 0560 cf
._____ _- ___---
'441.9000 ft 1.5880 cf 446.4000 ft 19.4530 cf
442.0000 ft 1.9850 cf 446.5000 ft 19.8500 cf
___ ..
442.1000 ft 2.3820 cf 446.6000 R';20.2470 cf
-__ _ _ -
442.2000 ft 2.7790 cf 446J000 ft'20.6440 cf
_ _ _ - -
442.3000 ft 3.1760 cf 446.8000 ft 21.0410 cf
_ _ _
442.4000 ft 3.5730 cf 446.9000 ft'21.4380 cf
__ _�_.. _ ------ _
442.5000 ft 3.9700 cf 447.0000 ft 21.8350 cf.
X
..____m.�__. ..__._... ."_..__.
442.6000 ft 4.3670 cf 447.1000 ft 22.2320 cf i I
_�_ __..---..
442.7000 ft ' 4J640 cf 447.2000 ft 22.6290 cf
---- _ __-----
442.8000 ft 5.1610 cf ;447.3000 ft 23.0260 cf,
_ __ __. ____--
442.9000 ft 5.5580 cf 447.4000 ft 23.4230 cf
_. __ ___ __---_____
443.0000 ft 5.9550 cf �447.SOOO ft 23.8200 cf
_ .______ _ _ __ .__.._
443.1000 ft ', 6.3520 cf ;447.6000 ft 24.2170 cf
,
�
__---_ ________ _----
443.2000 ft 6J490 cf 447J000 ft 24.6140 cf''
443.3000 ft 7.1460 cf 447.8000 ft'25.0110 cf
___ _ -- - ---__ ._------
443.4000 ft 7.5430 cf 447.9000 ft 25.4080 cf
_ _---__
443.5000 ft 7.9400 cf 448.0000 ft 25.8050 cf
____ _ _ . ___-_
443.6000 ft 8.3370 cf 448.1000 ft 26.2020 cf
--__ ___ _
443.7000 ft 8J340 cf 448.2000 R 26.5990 cf
__ ____.__ _
443.8000 ft 9.1310 cf 448.3000 ft'26.9960 cf
__ _�. ___.__
443.9000 ft 9.5280 cf 448.4000 ft 27.3930 cf
__ _ _---_ . __-_ _ ___---
444.0000 ft! 9.9250 cf 448.5000 ft 27J900 cf
_. ______ _- __ -
444.1000 ft 10.3220 cf 448.6000 ft:28.1870 cf
_ __ _ .---. _._ _--._--
444.2000 ft 10J190 cf 448.7000 ft'28.5840 cf
_ _ - -----
444.3000 ft 11.1160 cf 448.8000 ft,28.9810 cf
___ __ _,_.___
444.4000 ft 11.5130 cf 448.9000 ft 29.3780 cf
--__; -----__
444.5000 ft:11.9100 cf 449.0000 ft 29.7750 cf
444.6000 ft(12.3070 cf 449.1000 ft 30.1720 cf;
� �
---------- _ _---
444J000 ft i12.7040 cf 449.2000 ft 30.5690 cf '
__ ____
444.8000 ft 13.1010 cf 449.3000 ft 30.9660 cf;
444.9000 ft 13.4980 cf 449.4000 ft:31.3630 cf�
I
445.0000 ft 13.8950 cf 449.5000 ft 31.7600 cf i
_ __ _ _ -- _
445.1000 ft 14.2920 cf 449.6000 ft 32.1570 cf '
. _----- - __ ___._
445.2000 ft'14.6890 cf 449.7000 ft 32.5540 cf
____ _ --- --. -------
Ii445.3000 ft 15.0860 cf 449.8000 ft 32.9510 cf
___ _ -- __-- �
445.4000 ft '15.4830 cf 449.9000 ft 33.3480 cf�
---- _-----
445.5000 ft 15.8800 cf 450.0000 ft'33.7450 cf
_---- - _ _ -
445.6000 ft 16.2770 cf 450.1000 ft'34.1420 cf':
_ _-___ -----
445.7000 ft 16.6740 cf 450.2000 ft 34.5390 cf
�
, ;
----____ __ _-------
445.8000 ft;17.0710 cf 450.3000 ft 34 9360 cf.
�
____i
450.4600 ft 35.5712 cf',
Record Id: N-003
�----
!Descrip: 'Prototype Record Increment 0.10 ft
�
. _ _____ ___._. _ _ __ --'
Start EI. 447.1000 ft Max EI. 452.0400 ft
._ _ _ . -- - __ _._ ------ ----_
Classification Catch Basin Structure Type CB-TYPE 1
i :
.-�_- _ _ _ , -- ------ - -___ -- -- --� ___ _-- ---�--- ---____ -
Ent Ke Groove End w/Headwall (ke=0.20) �Channelization ',Curved or Deflector
�
__ ---_ --..----- ---___ ___. _'.-_.----._ _.__ _._ ---- _
�atch 1.4160 ft jBottom Area 3.9700 sf
�Condition Existing
� I
i ;
,�-----------.__ _ __
Stage Storage Rating Curve
447.1000 ft 0.0000 cf 449.6000 ft 9.9250 cf
_._ _
447.2000 ft 0.3970 cf 449.7000 ft 10.3220 cf
447.3000 ft OJ940 cf 449.8000 ft::10.7190 cf'
__ _------
447.4000 ft 1.1910 cf 449.9000 ft 11.1160 cf
_ - -----
447.5000 ft 1.5880 cf 450.0000 ft 11.5130 cf
----._. _________.
447.6000 ft'1.9850 cf 450.1000 ft 11.9100 cf
447.7000 ft 2.3820 cf 450.2000 ft 12.3070 cf
447.8000 ft 2.7790 cf 450.3000 ft 12.7040 cf
__ _ .__
447.9000 ft 3.1760 cf 450.4000 ft 13.1010 cf
448.0000 ft 3.5730 cf 450.5000 ft 13.4980 cf
_._._ ___---
448.1000 ft 3.9700 cf 450.6000 ft 13.8950 cf
_ __ _ _ _ ---__ I
448.2000 ft 4.3670 cf 450J000 ft 14.2920 cf 'i
_-- _ __ _ __
448.3000 ft 4J640 cf 450.8000 ft 14.6890 cf
448.4000 ft 5.1610 cf 450.9000 ft 15.0860 cf� I',
�
448.5000 ft 5.5580 cf 451.0000 ft 15.4830 cf
448.6000 ft 5.9550 cf 451.1000 ft 15.8800 cf
_--- - - ------
448.7000 ft 6.3520 cf 451.2000 ft 16.2770 cf
. __..�_._ -------
448.8000 ft 6.7490 cf 451.3000 ft 16.6740 cf I
�
__ --- ...._. _----i
448.9000 ft 7.1460 cf 451.4000 ft 17.0710 cf;
j
�
� _._ ----'
449.0000 ft 7.5430 cf 451.5000 ft 17.4680 cf;
___ __�-,
449.1000 ft 7.9400 cf 451.6000 ft 17.8650 cf�
__ _.___..__..
449.2000 ft 8.3370 cf 451.7000 ft 18.2620 cf',
___ _ _
449.3000 ft 8.7340 cf 451.8000 ft 18.6590 cf�
449.4000 ft 9.1310 cf 451.9000 ft 19.0560 cf
_ _ _--_..____
i452.0400 ft 19.6118 cf
Record Id: N-003A
_ __ ______. __ _ _ ___
Descrip: Prototype Record ilncrement 0.10 ft ;
I ;
_ _ __ _---______- � ----
-�------- ------ I �
' Start EL 444.3300 ft �Max EI. '447.6100 ft i
, �� i
- -- _--- -:
r--_'-'._-�-�------------------------'---.-____.._
IDummy Type Node �
I
---__---------- _------____--_----- -- -_.----_�
Record Id: N-004
�____.___� ____.____ _____ __ . _.__ _ i______ _---. _ ___�_______ . _ _- ----,
IDescrip: ,P tor otype Record ilncrement 10.10 ft '
I �� � I
- ------- - - ____ ____ __ -- - � - _ ------ - - --- ---- --
iStart EI. ,448.3500 ft ',Max EL �451.2700 ft
-- --------- _ _-----
-- _. _ _____
Classification ICatch Basin Structure Type CB-TYPE 1
�
�- i------_. _---�-_---- �f-----------rurved or Deflector
Ent Ke Groove End w/Headwall ke-0.20 'Channelization
��---- ---- __ __- --------- _-- ------
�Catch 1.4160 ft (Bottom Area 3.9700 sf
�
�_-----___ . _--___.___ _____ -- ----_ _ _--_._
�
'Condition Existing
Stage Storage Rating Curve
_ __ _
448.3500 ft -0.0000 cf 449.8500 ft 5.9550 cf
,_-__- _ _ _ _
448.4500 ft 0.3970 cf 449.9500 ft' 6.3520 cf '�
_-_ ___._A.__ ,
448.5500 ft 0.7940 cf 450A500 ft 6.7490 cf '
___ __ �
448.6500 ft '1.1910 cf 450.1500 ft 7.1460 cf
448.7500 ft 1.5880 cf 450.2500 ft 7.5430 cf
----._
448.8500 ft 1.9850 cf 450.3500 ft 7.9400 cf
_. _ __ _- _
448.9500 ft 2.3820 cf 450.4500 ft 8.3370 cf
--._ --------
449.0500 ft 2J790 cf 450.5500 ft 8.7340 cf
__ ___. __ _ �__ .
449.1500 ft 3.1760 cf 450.6500 ft 9.1310 cf
___ . __ _ _.__
449.2500 ft 3.5730 cf 450.7500 ft 9.5280 cf
---_ _ __ _
449.3500 ft 3.9700 cf 450.8500 ft 9.9250 cf
_ _-- - --
449.4500 ft 4.3670 cf 450.9500 ft 10.3220 cf
_____ _
449.5500 ft 4.7640 cf 451.0500 ft 10.7190 cf
_ ___. -- _
449.6500 ft 5.1610 cf 451.1500 ft 11.1160 cf,
__. __.._____._ _____ _ -------
451.2700 ft 11.5923 cf
Record Id: N-005
------ ----------- --���________
__--___ ___._ __ _._. _
Descrip: Prototype Record �Increment 0.10 ft
-----__ ---_---- ---_ ___ -- ---__ __ -- - ___
Start EI. 444.1800 ft '.Max EL 452.2700 ft
�
,
__�_.i__ _ _ _-- --- --- _. �-��
Classification Catch Basin Structure Type CB-TYPE 1
i i
� �
_----- - ----- -- ---- --- .__ --
r--------
Ent Ke IGroove End w/Headwall (ke=0.20)jChannelization ,Curved or Deflector
___ . --------i_..�_----.____----_._ ---___� _�.__.____ _.____ _.__
Catch 1.4160 ft !Bottom Area '�3 9700 sf
_ ---_�_`_---_v._._ _._�__._---
Condition Existing '
. _._... _._. . ...._. . .____. .._.._ . . . I�
Stage Storage Rating Curve
___ _ -
444.1800 ft 0.0000 cf 448.2800 ft 16.2770 cf;
_-_ __-----
444.2800 ft 0.3970 cf 448.3800 ft 16.6740 cf
;
_ __. _ ------�
444.3800 ft 0.7940 cf 448.4800 ft 17.0710 cf!
____. _;
444.4800 ft 1.1910 cf 448.5800 ft'17.4680 cf j
__ _ _ _--
444.5800 ft 1.5880 cf 448.6800 ft�ll.8650 cf I
;
!444.6800 ft 1.9850 cf 448J800 ft�18.2620 cf',
- _ _� ___ _----
1444.7800 ft 2.3820 cf 448.8800 ft 18.6590 cf
�i
i
__-__ _ ._ _ .____ __ _ _ _----------j
444.8800 ft 2J790 cf 448.9800 ft 19.0560 cf�
' -�-- ---- _- - -----
444.9800 ft: 3.1760 cf 449.0800 ft'19.4530 cf
445.0800 ft'�� 3.5730 cf �449.1800 ft�19.8500 cf �
--_ __---- -
445.1800 ft 3.9700 cf 449.2800 ft I20.2470 cf
-- _ _._ _____ ,
445.2800 ft 4.3670 cf 449.3800 ft 20.6440 cf
___ ___._
�
445.3800 ft 4J640 cf 449.4800 ft 21.0410 cf
i '
____ _-_ .
�445.4800 ft 5.1610 cf 449.5800 ft 21.4380 cf
�445.5800 ft 5.5580 cf 449.6800 ft 21.8350 cf'
445.6800 ft 5.9550 cf ',449J800 ft 22.2320 cf
__ _. ----
445J800 ft 6.3520 cf I'449.8800 ft 22.6290 cf',
445.8800 ft 6.7490 cf 449.9800 ft 23.0260 cf !i
- _ __ ��
445.9800 ft 7.1460 cf 450.0800 ft 23.4230 cf �
446.0800 ft 7.5430 cf 450.1800 ft 23.8200 cf
_ _ _
446.1800 ft 7.9400 cf �450.2800 ft 24.2170 cf;
�
___. _--_ _ __._____-
446.2800 ft 8.3370 cf 450.3800 ft 24 6140 cf
_ _ ---___- -----
446.3800 ft 8J340 cf 450.4800 ft 25.0110 cf; , �
i
_. _._ -----
446.4800 ft 9.1310 cf 450.5800 ft;25.4080 cf ,
._ ' -------
446.5800 ft 9.5280 cf 450.6800 ft�25.8050 cf i
i
__ __ _ __ __.------i i
446.6800 ft 9.9250 cf ;450.7800 ft 26.2020 cf� j
__ _ ---
446.7800 ft 10.3220 cf 450.8800 ft:26.5990 cf �
� i
_ _ _ _ - - -----___-- '
446.8800 ft 10.7190 cf 450.9800 ft�26.9960 cf
�
__ ��__;
446.9800 ft 11.1160 cf 451.0800 ft 27.3930 cf�
__ _ __
447.0800 ft 11.5130 cf 451.1800 ft 27.7900 cf
� �
I , �
- _-___ - ___ __ ___ __---
447.1800 ft 11.9100 cf 451.2800 ft 28.1870 cf
il,
,
447.2800 ft 12.3070 cf 451.3800 ft'28.5840 cf
447.3800 ft 12.7040 cf 451.4800 ft;28.9810 cf I
__ __-_
447.4800 ft 13.1010 cf 451.5800 ft 29.3780 cf
____ __. �
447.5800 ft 13.4980 cf 451.6800 ft 29.7750 cf
_._ _______.
447.6800 ft 13.8950 cf 451J800 ft 30.1720 cf i �
. �
- ----� �_
447.7800 ft 14.2920 cf 451.8800 ft 30.5690 cf i
447.8800 ft 14.6890 cf I451.9800 ft�30.9660 cf'
i
--- --_ __ _ �-----_
447.9800 ft 15.0860 cf 452.0800 ft 31.3630 cf
_ --
448.0800 ft 15.4830 cf 452.1800 ft 31.7600 cf
_ _ _ _ ___
452.2700 ft 32.1173 cf
F:ecord 3d: N-OOSA
__.__ __.___.___._
Descrip: iPrototype Record Increment 0.10 ft
� j
'Start EI. i444.0200 ft �IMax EI. ;452.2700 ft
�
�DummyType Node � � �__.� - -
Record ld: N-006
Descrip: ';Prototype Record Increment 0.10 ft
i
._.__�._ _._.---- -___--- --�____ . __ ----. . --.�_ ___.____-.--- ------------
Start EL '444.5500 ft ;Max EL �453.3700 ft
i
__ ___ __ ________ ___ .. ___ _---- _______.
Classification Catch Basin Structure Type CB-TYPE 1
� i �
, �
____,____ _ �____.__.__.___ .-----�__ _ .__ __._.___ .__-- ----
Ent Ke ;Groove End w/Headwall (ke=0.20) ;Channelization �Curved or Deflector
i i
, i
�Catch �;1.4160 ft � � Bottom Area �3.9700 sf �
-�--_______�._i____�
- --_ __ _- -- ----- __------------
Condition Existing
Stage Storage Rating Curve
__ ._.__.__.. _- --_ _ -_
444.5500 ft ' 0.0000 cf .449.0500 ft 17.8650 cf:
______ _�-�_.__.�__ _ ___
444.6500 ft: 0.3970 cf ;449.1500 ft 18.2620 cf
--_ __________._. __ � �_____
444.7500 ft; 0.7940 cf :449.2500 ft 18.6590 cf
____ __�_
444.8500 ft� 1.1910 cf 449.3500 ft 19.0560 cf
;
-- - - _._ ___ - --
444.9500 ft 1.5880 cf 449.4500 ft'19.4530 cf
_r ____ _ _ _ _ _._. .___--
445.0500 ft� 1.9850 cf .449.5500 ft!19.8500 cf
______ __ _____
445.1500 ft, 2.3820 cf 449.6500 ft'20.2470 cf
__----_
445.2500 ft: 2.7790 cf 449.7500 ft 20.6440 cf
� ��-;
�'�445.3500 ft� 3.1760 cf `449.8500 ft 321.0410 cf;
445.4500 ft��� 3.5730 cf 449.9500 ft����:21.4380 cf
�445.5500 ft 3.9700 cf '450.0500 ft,21.8350 cf i�
� i
_ __i__e. �________ ;
445.6500 ft 4.3670 cf �50.1500 ft 22.2320 cf?
,
_ _ _� .w�__. _ . _ - -- -
445.7500 ft 4J640 cf 450.2500 ft'22.6290 cf
___.. _ _ ____._ _ _ ____d�____.._.
445.8500 ft 5.1610 cf !450.3500 ft 23.0260 cf
i
_____v�,. _. . _ __�_..___�_ �._
445.9500 ft 5.5580 cf j450.4500 ft:23.4230 cf
�
_ __ _. _____ �_ ___ :_ _ .� .
446.0500 ft 5.9550 cf ,450.5500 ft'23.8200 cf'
;
____..__, _ _.._e___._ __. . ______.___
.446.1500 ft 6.3520 cf 450.6500 ft:24.2170 cf
_ _�_�_ ___ ____________..
446.2500 ft 6J490 cf ;450.7500 ft 24.6140 cf
446.3500 ft 7.1460 cf .450.8500 ft:25.0110 cf
_ _ __�___. _ _ �_.
446.4500 ft 7.5430 cf 450.9500 ft�25.4080 cf�
_ __--- r_____._____..
446.5500 ft 7.9400 cf 451.0500 ft,25.8050 cf'
_ _ ___.__.._. _ .___ ___ __
446.6500 ft 8.3370 cf 451.1500 ft�26.2020 cf I
446J500 ft ' 8.7340 cf 4451.2500 ft:26.5990 cf
446.8500 ft 9.1310 cf 451.3500 ft.26.9960 cf i
� i
�
------ -- � --- -
':446.9500 ft 9.5280 cf ;451.4500 ft 27.3930 cf'
�____.__�
.447.0500 ft ; 9.9250 cf �451.5500 ft F27.7900 cf';
; �
' i
� _,.___._�__�' »'� �
��._.._
447.1500 ft 10.3220 cf�451.6500 ft;28.1870 cf
' ;
�; ,
____ � _ ____ .__----_,
:447.2500 ft 10.7190 cf�451J500 ft�28.5840 cf j
�
_ .__�_ _ __ -- -;
447.3500 ft 11.1160 cf 451.8500 ft 28.9810 cf;
�447.4500 ft 11.5130 cf 451.9500 ft'29.3780 cf
447.5500 ft 11.9100 cf 452.0500 ft 29.7750 cf',
447.6500 ft 12.3070 cf 452.1500 ft 30.1720 cf
__ _ _ �
447J500 ft 12.7040 cf 452.2500 ft 30.5690 cf;
447.8500 ft 13.1010 cf 452.3500 ft'30.9660 cf',
___ _ I
447.9500 ft 13.4980 cf 452.4500 ft;31.3630 cf�
448.0500 ft 13.8950 cf 452.5500 ft 31.7600 cf
448.1500 ft 14.2920 cf 452.6500 ft 32.1570 cf�
___ _------
448.2500 ft 14.6890 cf 452J500 ft'32.5540 cf
448.3500 ft 15.0860 cf 452.8500 ft 32.9510 cf
448.4500 ft 15.4830 cf 452.9500 ft 33.3480 cf
_ _. _._
!448.5500 ft '15.8800 cf 453.0500 ft 33.7450 cf
__ - - _ __
448.6500 ft 16.2770 cf 453.1500 ft 34.1420 cf I
448.7500 ft 16.6740 cf 453.2500 ft 34.5390 cf�
I
_. _ _ - -I
448.8500 ft 17.0710 cf 453.3500 ft 34.9360 cf'
453.3700 ft 35.0154 cf I
I
_ __. .--..i
Record[d: N-007
Desc� ,_ - -- - - --- -
Prototype Record �Increment 0.10 R ,
, ',
--- _ -- - _ --- ---- -
Start EI. 1451.7500 ft Max EI. 454.4800 ft
- � -
------ -__ _ _.._ . _ __ __. . _ __ __ _.____._ _____.._------
Classification Catch Basin Structure Type CB-TYPE 1
� '
- - _ _------ - - -- - - ___ _-- _ _._.. _ .__--_ - -- --
Ent Ke Groove End w/Headwall (ke=0.20) Channelization �Curved or Deflector
__. _ ____ ___.___ _ __,__ , ----.------ �
Catch '1.4160 ft ;Bottom Area 3.9700 sf
i I i I
- - Ir._ ' _---- ---- ' �' i ,I
-- -_.__..__. . _ .___.._ _ .
Condition ',Existing
____------------- ---------_- _---------------- --------- ;
, �
i
�_ _ - - -- --- �
Stage Storage Rating Curve I
451.7500 ft 'A.0000 cf 453.1500 ft 5.5580 cf
451.8500 ft A.3970 cf 453.2500 ft 5.9550 cf �
;
451.9500 ft 0.7940 cf 453.3500 ft 6.3520 cf
---_ _ ___ _ ---- I
452.0500 ft 1.1910 cf 453.4500 ft 6J490 cf '
_ - -- -, __�__
452.1500 ft 1.5880 cf 453.5500 ft 7.1460 cf '
452.2500 ft 1.9850 cf 453.6500 ft 7.5430 cf
452.3500 ft 2.3820 cf 453.7500 ft 7.9400 cf
452.4500 ft 2.7790 cf 453.8500 ft 8.3370 cf
452.5500 ft 3.1760 cf 453.9500 ft 8.7340 cf
I _ - _
452.6500 ft 3.5730 cf 454.0500 ft 9.1310 cf ' i
__ __. _ ____
452J500 ft 3.9700 cf 454.1500 ft 9.5280 cf ,
_ ---____ _, _ - --- �
452.8500 ft 4.3670 cf 454.2500 ft' 9.9250 cf � '
452.9500 ft 4.7640 cf 454.3500 ft 10.3220 cf ;
i 454.4800 ft 10.8381 cf
,
Record[d: N-008
- -- - __--- __--_ ___ __ __ ---- --- ___ �
----
Descrip: Prototype Record lncrement 0.10 ft i ; �
i '
-___ _ ---_ --- ---__ __.- ---- -._ ------------ '
Start EL 445.2400 ft 'Max EI. 448.6700 ft I , �
;
� i
i )
i !
� . . __.... . .._.. . .. . . _ ._. .. .. ___: _-_.___.____. . . .. I��
Classification !C tch 6asin jStructure Type �CB-TYPE 1
' I I I i
-- ---- ----- ---__- �--_.__ _ _--- ------ ------
�Ent Ke �G oove End w/Headwall (ke=0.20) !Channelization f Curved or Deflector'i
� I �
Catch �1.4160 ft !Bottom Area �9700 sf '
� ' ,
__ ____. _ _____ _.._
Condition Existing ',
� �__
�
;
Stage Storage Rating Curve
_ _ _ _ __ ___
445.2400 ft 0.0000 cf 447.0400 ft 7.1460 cf '
____ __'_ ___ --- I��
445.3400 ft 0.3970 cf 447.1400 ft 7.5430 cf
_.__ ---- ,
445.4400 ft OJ940 cf 447.2400 ft 7.9400 cf ' '
_._ _ __-._
445.5400 ft 1.1910 cf 447.3400 ft 8.3370 cf '
- -- _ I
445.6400 ft 11.5880 cf 447.4400 ft 8.7340 cf ' I,
__ _ --_ I
445.7400 ft 1.9850 cf:447.5400 ft. 9.1310 cf
, _ _.______ -. .
1445.8400 ft 2.3820 cf 447.6400 ft 9.5280 cf �
_ . _ -- _____._.__
445.9400 ft 2.7790 cf 447J400 ft 9.9250 cf
_ ___ _ __�
446.0400 ft 3.1760 cf 447.8400 ft 10.3220 cf I�
_-. __ _ ____ __--- -_ I
446.1400 ft'3.5730 cf 447.9400 ft 10.7190 cf
446.2400 ft'3.9700 cf 448.0400 ft 11.1160 cf
446.3400 ft 4.3670 cf 448.1400 ft 11.5130 cf
__..__
446.4400 ft 4.7640 cf 448.2400 ft 11.9100 cf
___. ___. .____
446.5400 ft 5.1610 cf 448.3400 ft 12.3070 cf
______ _---_
446.6400 ft 5.5580 cf 448.4400 ft 12J040 cf
446.7400 ft 5.9550 cf 448.5400 ft 13.1010 cf
�
_ _ __ -- --___,
�
446.8400 ft 6.3520 cf 448.6400 ft 13.4980 cf j
_ __ ---___._�
448.6700 ft 13.6172 cf
Record Id:N-011 '
_� _ _. __-- -_--- --------------------
Descrip: Prototype Record Increment 'I0.10 ft
� ! ;
Start EI. 451.5800 ft J Max EI. '452.5800 ft:
I
: ,
___---- __._._.__--___ __.�-- -____----------_ _ __ ,
Dummy Type Node
Reeord Id: N-012 ��
_ _ _____ ______. _-- ,---- -- -- ___ ___---------
Descrip: Prototype Record �Increment ;0.10 ft
i , �
_ _ _--- ;------
Start EI. 452.3400 ft Max EI. 454.2100 ft ,
� �
�
Classification 'Catch Basin i tructure Type .,CB-TYPE 1 i
i
___ _ . . . _---- _------ - �___ _ ---.. _ _ _ _ _ __-,- _ - _ ___-
Ent Ke ,Groove End w/Headwall (ke=0.20) Channelization 'Curved or Deflector i ,
;
�._-_--_.__._ ___ __ __ ---r-- -___-- _---___ _ __ _
Catch 1.4160 ft �Bottom Area �3.9700 sf
__ _ _. - -- _ __ - ---- _____ _
Condition Existing
_ j
Stage Storage Rating Curve
i
___ ___ �
452.3400 ft 0.0000 cf 453.3400 ft 3.9700 cf
452.4400 ft 0.3970 cf 453.4400 ft'4.3670 cf
__ _ ----____
452.5400 ft 0.7940 cf 453.5400 ft'4J640 cf',
__ _ _ ______
452.6400 ft 1.1910 cf 453.6400 ft 5.1610 cf
__ ___ -- ---_
452J400 ft 1.5880 cf;453.7400 ft 5.5580 cf
I
__�__ _ ___ _. _.
452.8400 ft 1.9850 cf'453.8400 ft 5.9550 cf
452.9400 ft;2.3820 cf 453.9400 ft�6.3520 cf;
_ �_� - --
453.0400 ft 12.7790 cf 454.0400 ft i6.7490 cf
__ ___ _____
453.1400 ft 3.1760 cf 454.1400 ft':7.1460 cf
_ _ . ___
454.2100 ft 7.4239 cf
Record Id:N-013
_ _ ,� �_�_ _------- -----._ ._______---
Descrip: Prototype Record Increment ;0.10 ft
i
I
__ __ _____ �d____.-- .---_-.__ _.___..._- ----_ _______
Start EI. 452.9100 ft �Max EI. ;454.4400 ft
i
Classification 'Catch Basin �Structure Type �CB-TYPE 1
:
i
___A_�_.�._W_________._,_..��______.___�.^ � ,
Ent Ke Groove End w/Headwall (ke=0.20) �Channelization �Curved or Deflector
� �
_________._ ____-m �--- ------____�_. _____ _.�_ __r__- _ -------
Catch ,1.4160 ft iBottom Area '33.9700 sf
����Condition �,Existing � �� �
Stage Storage Rating Curve
_ ...____ _- ___ _-- -------
452.9100 ft ;0.0000 cf'453.7100 ft 3.1760 cf':
__ _ _._ ___�
j453.0100 ft 0.3970 cf 453.8100 ft 3.5730 cf'
__ . ______
453.1100 ft OJ940 cf'453.9100 ft 3.9700 cf
453.2100 ft 1.1910 cf 454.0100 ft 4.3670 cf
_ ____
'453.3100 ft 1.5880 cf'454.1100 ft 4.7640 cf
_ �._ ----
453.4100 ft ',1.9850 cf 454.2100 ft 5.1610 cf
_ _._ ___ __----
'453.5100 ft 2.3820 cf:454.3100 ft 5.5580 cf
454.4400 ft 6.0741 cf
Record Id:N-414
____�. _�__.___,____�v� _ __ _ ._. _._
Descrip: �Prototype Record Increment ;0.10 ft
--- _ --- _--- --- � --- -- --- _ - ---__ �__----
Start EI. 455.3900 ft Max EL '465.3900 ft
Classification Catch Basin � �Structure Type ;CB-TYPE 1 �
_ .,_ _r_ _________ . _ _..__ __..__ _. _. .. ______. __,._________._. ___._ __.__
Ent Ke 'Groove End w/Headwall {ke=0.20) ,Channelization iCurved or Deflector';
�
._ ____.-- -__ __ .______ . ___. . _ _ __ __----._ __.________..._ .__ _.,.,.
Catch 1.4160 ft Bottom Area ;3.9700 sf
,
Condition Existing �� ��� y��
_ _ _ _
Stage Storage Rating Curve
- -�------ - -- ---- -
455.3900 ft 0.0000 cf ;460.4900 ft:20.2470 cf
'
___.___ �___ _ ___.._.._. _
'455.4900 ft ' 0.3970 cf �460.5900 ft 20.6440 cf
_-- � __ _ __----
'455.5900 ft 0.7940 cf ;460.6900 ft;21.0410 cf
_.__�._ --- ____� __�____
'455.6900 ft 1.1910 cf 460.7900 ft''21.4380 cf
!455J900 ft ' 1.5880 cf 460.8900 ft!21.8350 cf�_
�
__ _____.__.� ________._--
455.8900 ft 1.9850 cf ,460.9900 ft:22.2320 cf'
__�___--_ _�-.__e�_
',455.9900 ft 2.3820 cf :461.0900 ft�22.6290 cf
_ __ -- - -
456.0900 ft 2.7790 cf .461.1900 ft 23.0260 cf
- -- ---._.
'456.1900 ft ' 3.1760 cf 461.2900 ft 23.4230 cf'
�__-- ---, -__.v..__
456.2900 ft 3.5730 cf 461.3900 ft�23.8200 cf
-__- �- - --� ---- _
'456.3900 ft 3.9700 cf :461.4900 ft'24.2170 cf
-
456.4900 ft 4.3670 cf 461.5900 ft 24.6140 cf
___--__ _ ____--
456.5900 ft 4.7640 cf 461.6900 ft�25.0110 cf
�
456.6900 ft 5.1610 cf 461.7900 ft 25.4080 cf
,456J900 ft 5.5580 cf ,461.8900 ft�25.8050 cf.
' __ _._ '
456.8900 ft 5.9550 cf 461.9900 ft!26.2020 cf I
__ ______ __
456.9900 ft 6.3520 cf 462.0900 ft 26.5990 cf
___ _ _--_ _ _ -------
457.0900 ft 6.7490 cf 462.1900 ft 26.9960 cf,
'457.1900 ft ' 7.1460 cf 462.2900 ft 27.3930 cf
-- ___
457.2900 ft 7.5430 cf 462.3900 ft 27.7900 cf
___ - --_
457.3900 ft 7.9400 cf 462.4900 ft 28.1870 cf
�----
457.4900 ft ' 8.3370 cf 462.5900 ft 28.5840 cf
_ __ _--_
457.5900 ft 8.7340 cf 462.6900 ft,28.9810 cf
_-- -- _- -- --__ ;
457.6900 ft; 9.1310 cf 462.7900 ft 129.3780 cf I
�
�___ ---__ _ ____
�457.7900 ft 9.5280 cf 462.8900 ft 29.7750 cf
__ _.
457.8900 ft 9.9250 cf '.462.9900 ft 30.1720 cf
�
457.9900 ft 10.3220 cf 463.0900 ft�30.5690 cf
_ __. -
458.0900 ft 10.7190 cf 463.1900 ft 30.9660 cf
___ __� _
458.1900 ft 11.1160 cf'463.2900 ft 31.3630 cf
458.2900 ft 11.5130 cf 463.3900 ft 31.7600 cf
'458.3900 ft 11.9100 cf'463.4900 ft 32.1570 cf
_- _- �._ _ -
458.4900 ft 12.3070 cf'463.5900 ft I32.5540 cf
458.5900 ft 12.7040 cf 463.6900 ft 32.9510 cf
__-- __
458.6900 ft 13.1010 cf 463.7900 ft 33.3480 cf
---. _ _ _
458J900 ft 13.4980 cf 463.8900 ft 33.7450 cf,
__ _. __
458.8900 ft 13.8950 cf 463.9900 ft 34.1420 cf
----
458.9900 ft 14.2920 cf I464.0900 ft 34.5390 cf
_ ----
'459.0900 ft 14.6890 cf 464.1900 ft I34.9360 cf
___ __- --- '
459.1900 ft 15.0860 cf 464.2900 ft 35.3330 cf
_ _ ___ _ _ -- -_.
'459.2900 ft 15.4830 cf 464.3900 ft'35.7300 cf
___. , ___ _ . _____�_
459.3900 ft 15.8800 cf 464.4900 ft 36.1270 cf
459.4900 ft 16.2770 cf 464.5900 ft 36.5240 cf
459.5900 ft 16.6740 cf 464.6900 ft 36.9210 cf
� �--� - ---
459.6900 ft'17.0710 cf 464.7900 ft '37.3180 cf
_._._ _ . ----__
459.7900 ft 17.4680 cf 464.8900 ft'37.7150 cf
_ _ _ _ ___
459.8900 ft 17.8650 cf 464.9900 ft 38.1120 cf
_ --
459.9900 ft 18.2620 cf 465.0900 ft 38.5090 cf
_ __, _----__ _.---.___
460.0900 ft 18.6590 cf 465.1900 ft 38.9060 cf I
___. _ _----' -------
460.1900 ft 19.0560 cf�465.2900 ft '39.3030 cf
___ _ _ _-
460.2900 ft 19.4530 cf 465.3900 ft 39.7000 cf
465.3900 ft 39J000 cf
Record Id: N-015 I
_. __._-__.-----__---_.._ -- __ _ _
Descrip: ;Prototype Record Increment �0.10 ft
; j
_ -- - __ _. _ . _ , ___-- _ _ , -----_ ___ _
�Start EI. 443.5400 ft �Max EL i445.2900 ft
, ; ,
' ------ _ _ ---- - -- - --- - -- ------ ----- -- -------I
Classification Catch Basin Structure Type f CB-TYPE 1 '
_ _ ---__-.___ ---------------------------
�
,Ent Ke ,Groove End w/Headwall (ke=0.20) �Channelization Curved or Deflector
__ _ --'--__ _ __ _ _.__ __---
Catch �1.4160 ft Bottom Area i3.9700 sf
i I
_ .-�---- - _
�Condition �Existing
, ,I
_ _ __ . _ _ _ _
Stage Storage Rating Curve
_ _- ---- - - - _ _
443.5400 ft�'0.0000 cf 444.4400 ft 3.5730 cf
i
443.6400 ft 0.3970 cf 444.5400 ft 3.9700 cf.
__ _
443.7400 ft 0.7940 cf 444.6400 ft 4.3670 cf
443.8400 ft'1.1910 cf 444.7400 ft 4.7 640 cf �
_ __----I �
443.9400 ft 1.5880 cf 444.8400 ft 5.1610 cf�
i
__ _ __ -----!
444.0400 ft 1.9850 cf 444.9400 ft 5.5580 cf'
444.1400 ft 2.3820 cf 445.0400 ft'S.9550 cf�i
i
;
-- -- _ . - -- --;
444.2400 ft 2.7790 cf 445.1400 ft 6.3520 cf
445.2900 ft 6.9475 cf I
I
Record Id: N-016
- _--- - _--------;
Descrip: Prototype Record ilncrement �0.10 R I
___ _ _ _ __ ----_ ._ ____._. __ _ _ _
Start EL 444.0700 ft Max EL 448.0000 R
- - _ _ _ _ __ __ _ ._. _-- . _ :- --____ _ _ _
' IClassification Catch Basin �Structure Type jCB-TYPE 1
� �
� ) , _-------- - -__
Ent Ke Groove End w/Headwall ke=0.20 Channelization �Curved or Deflector
Catch � '1.4160 ft Bottom Area 3.9700 sf
' � � - -- -
, ;
------- ----------------- --
�Condition iExisting
� ___ _---
Stage Storage Rating Curve
_ _-- _ ----
444.0700 ft 0.0000 cf 446.0700 ft 7.9400 cf
444.1700 ft 0.3970 cf 446.1700 ft 8.3370 cf
_ _ __ --
444.2700 ft 0.7940 cf 446.2700 ft 8.7340 cf
_ __ _ -------
444.3700 ft 1.1910 cf 446.3700 ft 9.1310 cf
_ _ -- _
444.4700 ft 1.5880 cf 446.4700 ft 9.5280 cf
_--- ------
444.5700 ft 1.9850 cf 446.5700 ft 9.9250 cf
444.6700 ft 2.3820 cf 446.6700 ft 10.3220 cf
_ __ ---
444.7700 ft 2.7790 cf 446.7700 ft 10.7190 cf
444.8700 ft 3.1760 cf 446.8700 ft 11.1160 cf
444.9700 ft 3.5730 cf 446.9700 ft 11.5130 cf �
-- _ _ _- --
445.0700 ft 3.9700 cf 447.0700 ft 11.9100 cf
445.1700 ft 4.3670 cf 447.1700 ft 12.3070 cf
445.2700 ft 4.7640 cf 447.2700 ft 12.7040 cf
445.3700 ft 5.1610 cf 447.3700 ft 13.1010 cf
445.4700 ft 5.5580 cf 447.4700 ft 13.4980 cf
_______ _ - -
445.5700 ft 5.9550 cf 447.5700 ft 13.8950 cf
-__.._ __ _- - -
445.6700 ft 6.3520 cf 447.6700 ft 14.2920 cf
I
,
'- --- -----
445.7700 ft�6.7490 cf 447J700 ft 14.6890 cf�
� �
------ _---
445.8700 ft�7.1460 cf 447.8700 ft 15.0860 cf�
�
;-_____----______ ___ __ ____.�
448.0000 ft 15.6021 cf
Record Id: N-017
___ __ _ ._ __ _ ____ _._____.-------_._--.---- ',
_ ---------- __- _ __
iDescrip: Prototype Record Increment 0.10 ft
I
�
�
.__ __ . _ __ _ __ --- _------. _._______------ - �
_ _______-. _ __
'Start EI. ,450.3900 ft IMax EI. 452.4000 ft �
i
-----r-------___-- - - -__-- - ;-___ ------__ _ _ _;
i Classification iCatch Basin IStructure Type ,CB TYPE 1 �
i
-- r---------.��_ ____---- ___.__.�---______ ._
-- -----------;
Ent Ke 'Groove End w/Headwall (ke=0.20) �Channelization Curved or Deflector
�
_.._ _ - -- ----- - - --- -- -- ----
Catch 1.4160 ft Bottom Area i3.9700 sf
I i
Condition �Existing
�
.__ _ ___ _ __ _ ___ _ _--__
� Stage Storage Rating Curve
;-- ____
;4503900 ft 0.0000 cf 451.4900 ft 4.3670 cf
�
450.4900 ft':0.3970 cf 451.5900 ft 4.7640 cf
--------. .__ _-----�
'450.5900 ft;0.7940 cf 451.6900 ft 5.1610 cf�
450.6900 ft',1.1910 cf 451J900 ft 5.5580 cf�
i
___ ____._.._ -----!
450.7900 ft:1.5880 cf 451.8900 ft 5.9550 cf i
450.8900 ft 1.9850 cf 451.9900 ft 6.3520 cf:
450.9900 ft�2.3820 cf 452.0900 ft 6.7490 cf
____.--- --___
451.0900 ft 2.7790 cf 452.1900 ft 7.1460 cf' i
-----_._. -------
451.1900 ft;3.1760 cf 452.2900 ft 7.5430 cf
451.2900 ft 3.5730 cf 452.3900 ft 7.9400 cf
___�__- - _ _--
i452.4000 ft 7.9796 cf
Record Id:N-018
------------- ----- -
�Descrip: �Prototype Record ilncrement i0.10 R
i ' �
�Start EL 444.9700 R Max EI. j452.1900 ft
�
I '
--- - - :
Classification Catch Basin Structure Type CB-TYPE 1
� �
'-- - --- -- - _ __ _ -- . _ _ - ---- ---
Ent Ke Groove End w/Headwall (ke=0.20) Channelization �Curved or Deflector
i
- - - - -- ----_ - .
Catch 1.4160 ft Bottom Area 3.9700 sf
. _ __--- ___ ._.__. .___-------
!�Condition Existing
(
Stage Storage Rating Curve '
_ _ __ - - _
444.9700 ft 0.0000 cf 448.6700 ft 14.6890 cf
- - --
445.0700 ft 0.3970 cf 448.7700 ft 15.0860 cf
____--__ --
445.1700 ft 0.7940 cf 448.8700 ft 15.4830 cf
_ _-- ---
445.2700 ft 1.1910 cf 448.9700 ft 15.8800 cf
445.3700 ft 1.5880 cf 449.0700 ft 16.2770 cf
445.4700 ft 1.9850 cf 449.1700 ft'16.6740 cf
445.5700 ft 2.3820 cf 449.2700 ft 17.0710 cf
445.6700 ft 2.7790 cf 449.3700 ft 17.4680 cf'i I
- _ _ - ----'
445.7700 ft 3.1760 cf 449.4700 ft 17.8650 cf;
i
_ . . ___ _ . _---- ----!
445.8700 ft 3.5730 cf 449.5700 ft 18.2620 cf'
- - --�
�
!
445.9700 ft'�3.9700 cf 449.6700 ft 18.6590 cf'' '�
__. ----
446.0700 ft' 4.3670 cf 449.7700 ft 19.0560 cf
___ . _._
446.1700 ft 4.7640 cf :449.8700 ft 119.4530 cf
i
,
_. __ _ _ _
446.2700 ft , 5.1610 cf 449.9700 ft 19.8500 cf
_ _ -- _
446.3700 ft 5.5580 cf 450.0700 ft''20.2470 cf
_. __.
446.4700 ft 5.9550 cf i450.1700 ft 20.6440 cf
_._._ __._
446.5700 ft 6.3520 cf 450.2700 ft 21.0410 cf
_____ _------
446.6700 ft 6.7490 cf 450.3700 ft 21.4380 cf
446.7700 ft 7.1460 cf 450.4700 ft 21.8350 cf
446.8700 ft 7.5430 cf 450.5700 ft 22.2320 cf
_ ._ _
446.9700 ft 7.9400 cf 450.6700 ft 22.6290 cf
__--- _.____ __
447.0700 ft 8.3370 cf 450J700 ft';23.0260 cf
447.1700 ft 8.7340 cf 450.8700 ft 23.4230 cf
.r___ _ _
447.2700 ft 9.1310 cf 450.9700 ft 23.8200 cf
447.3700 ft 9.5280 cf 451.0700 ft 24.2170 cf
______ _ _-----
447.4700 ft 9.9250 cf !451.1700 ft 24.6140 cf
_ - --_. -- __ ____.__._
447.5700 ft'10.3220 cf 451.2700 ft�25.0110 cf
_ ____ __I' _ _____
447.6700 ft 10J190 cf 451.3700 ft 25.4080 cf
447.7700 ft 11.1160 cf'451.4700 ft 25.8050 cf
447.8700 ft ',11.5130 cf 451.5700 ft j26.2020 cf
__ ______ - -
i447.9700 ft 11.9100 cf.451.6700 ft 26.5990 cf
_.. _ _
448.0700 ft 12.3070 cf 451J700 ft'26.9960 cf
;
-----_
448.1700 ft 12.7040 cf 451.8700 ft',27.3930 cf
__ _ _
448.2700 ft 13.1010 cf 451.9700 ft 27.7900 cf
448.3700 ft 13.4980 cf 452.0700 ft 28.1870 cf'
_ __ _-
448.4700 ft 13.8950 cf 452.1700 ft:28.5840 cf'
_ __ __ ___ _ .._____
452.1900 ft 28.6634 cf
Record Id:N-019
Descrip: 'Prototype Record Increment 0.10 ft
, _____- - .__ ___ - -- - -_._ _. __
IStart EI. 447.8000 ft Max EL 451.8000 ft
___�_
Classification ICatch Basin Structure Type !CB-TYPE 1
I
Ent Ke iGroove End w/Headwall (ke=0.20) rChannelization
_A__v_-___ rCurved or Deflector'
----_.� _ -- ------ -___.__ __ _ __ . __ __ ___ _ ___ _ .._..__ ._ ._ ____ -
'Catch ,1.4160 ft Bottom Area `3.9700 sf
_ .,___.__ .__.,._ __._. __ __ ____
Condition Existing
Stage Storage Rating Curve
__ ------
447.8000 ft 0.0000 cf 449.8000 ft 7.9400 cf
__ __ _ __ . _ _._�
447.9000 ft 0.3970 cf 449.9000 ft 8.3370 cf
448.0000 ft 0.7940 cf 450.0000 ft 8.7340 cf
--_ _--
448.1000 ft 1.1910 cf 450.1000 ft 9.1310 cf ;
448.2000 ft 1.5880 cf 450.2000 ft 9.5280 cf
___ _ __..__
448.3000 ft 1.9850 cf 450.3000 ft 9.9250 cf
__- --- -----_._-
448.4000 ft 2.3820 cf 450.4000 ft 10.3220 cf,
448.5000 ft 2.7790 cf 450.5000 ft 10.7190 cf
II
448.6000 ft 3.1760 cf 450.6000 ft 11.1160 cf
448J000 ft 3.5730 cf 450.7000 ft 11.5130 cf
448.8000 ft 3.9700 cf 450.8000 ft 11.9100 cf
448.9000 ft 4.3670 cf 450.9000 ft 12.3070 cf
449.0000 ft 4.7640 cf 451.0000 ft 12.7040 cf�
449.1000 ft 5.1610 cf 451.1000 ft 13.1010 cf.
449.2000 ft 5.5580 cf 451.2000 ft 13.4980 cf
449.3000 ft 5.9550 cf 451.3000 ft 13.8950 cf
449.4000 ft 6.3520 cf 451.4000 ft 14.2920 cf
449.5000 ft 6.7490 cf 451.5000 ft 14.6890 cf
449.6000 ft 7.1460 cf 451.6000 ft 15.0860 cf I J
I
__ _.._ ---__--
451.8000 ft 15.8800 cf
Record Id: N-020
--- _ _-------- -- -�--------_ _;_-----___ i
Descrip: Prototype Record !Increment 0.10 ft � �
I
-_-- -___.._._ _._ ----- -- - - _ r- _______�
Start EI. 449.4000 ft Max EI. �,452.1000 R '�
Classification Catch Basin IStructure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector, '�
;
. _.__ .--_ ___ __ _ _ _ _ --- __ -.. __ _.;
Catch 1.4160 ft Bottom Area 3.9700 sf !
I
------ - --- -- _ _ ,
Condition Existing
----__---- _ _ _
! Stage Storage Rating Curve
_ _ -
449.4000 ft 0.0000 cf 450.8000 ft 5.5580 cf
449.5000 ft 0.3970 cf 450.9000 ft 5.9550 cf
449.6000 ft 0.7940 cf 451.0000 ft 6.3520 cf
449.7000 ft 1.1910 cf 451.1000 ft 6.7490 cf
449.8000 ft 1.5880 cf 451.2000 ft 7.1460 cf
_ __--._._
449.9000 ft 1.9850 cf 451.3000 ft 7.5430 cf
___ -----
450.0000 ft 2.3820 cf 451.4000 ft 7.9400 cf
450.1000 h 2.7790 cf 451.5000 ft 8.3370 cf
450.2000 ft 3.1760 cf 451.6000 ft 8.7340 cf
450.3000 R 3.5730 cf 451.7000 ft 9.1310 cf
450.4000 ft 3.9700 cf 451.8000 ft 9.5280 cf
I450.5000 ft 4.3670 cf 451.9000 ft 9.9250 cf
_ ---- - ----
450.6000 ft 4.7640 cf 452.0000 ft 10.3220 cf
, _ - _ --- --
I452.1000 ft 10.7190 cf
Record Id: N-020A
Descrip: �Prototype Record Increment 0.10 ft
-- -----
IStart EL 448.4700 ft �Max EI. 449.4700 ft
i �
,
��ummy Type Node
I ,
Record Id:N-021
jDescrip: Prototype Record �Increment !0.10 ft
Start EI. 450.4300 ft Max EI. 454.7100 ft
,- _T____� __.___ _..___---�_
�
Classification '{atch Basin Structure Type CB-TYPE 1
�
i
_ __------ ------___-----------___,_ __._-- ___ ---__._---r._____________ __._
Ent Ke Groove End w/Headwall (ke=0.20) Channelization iCurved or Deflector
, , i
_...--__ __ _ ____ __ _.__ _ _ _.__ __ ___._ - _ _ _-
. . _.____�._
Catch 1.4160 ft iBottom Area j3.9700 sf
i i
_---_ ___ _ --_ _ _ __ __ _
Condition Existing
Stage Storage Rating Curve
__ _. _ _-----
450.4300 ft 0.0000 cf 452.6300 ft 8.7340 cf
, . ----- _--- -
450.5300 ft i0.3970 cf 452.7300 ft 9.1310 cf
450.6300 ft 0.7940 cf 452.8300 ft 9.5280 cf
450.7300 ft 1.1910 cf 452.9300 ft 9.9250 cf
--_ _ _.___
450.8300 ft 1.5880 cf 453.0300 ft 10.3220 cf
_ _----
450.9300 ft 1.9850 cf 453.1300 ft'10J190 cf
-- _ ---
451.0300 ft 2.3820 cf 453.2300 ft 11.1160 cf
--_ _ -- -_ __ _�
451.1300 ft 2.7790 cf 453.3300 ft 11.5130 cf
451.2300 R 3.1760 cf 453.4300 ft 11.9100 cf
__ ----
451.3300 ft 3.5730 cf 453.5300 ft 12.3070 cf
451.4300 ft 3.9700 cf 453.6300 ft 12.7040 cf
451.5300 ft 4.3670 cf 453.7300 ft 13.1010 cf
451.6300 ft 4.7640 cf 453.8300 ft 13.4980 cf
___ . ---
- 451.7300 ft 5.1610 cf 453.9300 ft 13.8950 cf
_ _ _
451.8300 ft 5.5580 cf 454.0300 ft I14.2920 cf
i
451.9300 ft 5.9550 cf 454.1300 ft 14.6890 cf�'
___. _ _ _ _____
452.0300 ft 6.3520 cf 454.2300 ft 15.0860 cf
_- _ __..
452.1300 ft 6.7490 cf 454.3300 ft '15.4830 cf
- -- ,_ ---
452.2300 ft 7.1460 cf 454.4300 ft i15.8800 cf
� ---__ ___ -- � -- --�_
':452.3300 ft 7.5430 cf 454.5300 ft 16.2770 cf
----___ . _ ___.
452.4300 ft 7.9400 cf 454.6300 ft 16.6740 cf
__
454.7100 ft 16.9916 cf
Record Id: N-022
-- - ----_ __ ____ _ _
--_ - - _
Descrip: ,Prototype Record ilncrement 0.10 ft
I
___ _ _ ____ _ _- ----------- -- ---- -
Start EI. 450.4000 ft Max EI. I452.7900 ft
�` � I
__ _ ______ - - - ------ ,_ _._.--_
Classification iCatch Basin ^ 'Structure Type CB-TYPE 1
: � v
__ .'_ -----_.__ .__-----__ _--- _._�__ _____._ __. --__ _.�_
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
. �
____ _--- --- . _--__ _-- --- -------_____ _ __
Catch 1.4160 ft iBottom Area 3.9700 sf
I '
-.---__ _ ___ -- --_ . ____ _ ___
__ _.__
Condition Existing
__ _---
Stage Storage Rating Curve
__ _ _ --
'450.4000 ft 0.0000 cf 451.6000 ft 4.7640 cf
_ _. __
450.5000 ft 0.3970 cf 451.7000 ft 5.1610 cf,
_ _ _ _. __
450.6000 ft 0.7940 cf 451.8000 ft'S.5580 cf
_ ___ _ __.
450.7000 ft 1.1910 cf 451.9000 ft 5.9550 cf
450.8000 ft '1.5880 cf 452.0000 ft 6.3520 cf
' 450.9000 ft 1.9850 cf 452.1000 ft 6J490 cf'
-..
451.0000 ft 2.3820 cf 452.2000 ft 7.1460 cf
451.1000 ft 2.7790 cf 452.3000 ft 7.5430 cf
` 451.2000 ft 3.1760 cf 452.4000 ft 7.9400 cf
451.3000 ft 3.5730 cf,452.5000 ft 8.3370 cf
'451.4000 ft'3.9700 cf'452.6000 ft 8J340 cf
- --- ._._
i452.7900 ft 9.4884 cf
Record Id: N-023
�Descrip: Prototype Record Increment 0.10 ft
� ,
� � �
--- ._______ --- .._.---- . --__.___ _____ _._.,_...-- ---. ----- -----_____ .___. __.____
Start EL �447.5400 ft (Max EL 453.6400 ft
' I
-- ---__ _ _ --- -- ___ _ _---- __ _ _ '�_____ - - _ --__ _ ___ __.
Classification Catch Basin i�Structure Type rC6-TYPE 1
�
I
(--- _ � __ ___ __--- --- _--- -- - -- ---- __--___ _�_ _. _ _- _ -_
Ent Ke Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector
� '
_ _ _ --___ ---- _ __ _ _ ____ _ _ ' ----____ _-- ---
�Catch 1.4160 ft Bottom Area !3.9700 sf
- -- -- ---� _----_. __--__.._ _.___ _ ______.
Condition Existing
Stage Storage Rating Curve
447.5400 ft 0.0000 cf 450.6400 ft 12.3070 cf
_
'447.6400 ft 0.3970 cf 450J400 ft 12.7040 cf
_---
447.7400 ft 0.7940 cf 450.8400 ft 13.1010 cf
_- -_ ___---_
447.8400 ft 1.1910 cf 450.9400 ft 13.4980 cf
447.9400 ft 1.5880 cf 451.0400 ft 13.8950 cf
;
_ ---� -�--� � � -� ---------
448.0400 ft 1.9850 cf '451.1400 ft�14.2920 cf
____. � _.___�_
448.1400 ft 2.3820 cf 451.2400 ft 14.6890 cf
_ _ ___._ _ _:_ _..____
448.2400 ft ' 2.7790 cf I,451.3400 ft i15.0860 cf
,�
�
---- - _ - _ ___
448.3400 ft 3.1760 cf 451.4400 ft j15.4830 cf
i
_____-- _ _._ _ - -------._
448.4400 ft 3.5730 cf 451.5400 ft i15.8800 cf
-- _ ---- _
448.5400 ft 3.9700 cf 451.6400 ft:16 2770 cf
--_ _.__ _ _ ___ _.______ _
448.6400 ft' 4.3670 cf �451.7400 ft 16.6740 cf
,
�
_ _____ _______�_� �_---,---_�_____ _------
448J400 ft 4.7640 cf �451.8400 ft;17.0710 cf
�
---� -' -
'448.8400 ft 5.1610 cf �451.9400 ft C17.4680 cf'
_ ---
448.9400 ft 5.5580 cf 452.0400 ft 17.8650 cf
----_ _
449.0400 ft 5.9550 cf ,452.1400 ft 18.2620 cf
_ _ _ _ ___.___._ _ _ _ __ -
449.1400 ft 6.3520 cf j452.2400 ft';18.6590 cf
__ _____._ _ ._.______---
449.2400 ft 6.7490 cf 452.3400 ft'19.0560 cf
_- _ ---
449.3400 ft 7.1460 cf 452.4400 ft 19.4530 cf
_ . ----___ _._____ __
449.4400 ft 7.5430 cf �452.5400 ft 19.8500 cf
I '
__ ' --___._
�____
449.5400 ft 7.9400 cf i452.6400 ft 20.2470 cf
_ _, __
449.6400 ft , 8.3370 cf 452.7400 ft 120.6440 cf
___ _-_ . _ __�_. _ ____ ..
449.7400 R 8.7340 cf 452.8400 ft'21.0410 cf
_.____ __ ---_
449.8400 ft 9.1310 cf �452.9400 ft 21.4380 cf
._ _ ._ _ _---
449.9400 ft 9.5280 cf 453.0400 ft:21.8350 cf
450.0400 ft 9.9250 cf '453.1400 ft 22.2320 cf
450.1400 ft 10.3220 cf 453.2400 ft'�22.6290 cf
450.2400 ft 10.7190 cf 453.3400 ft I23.0260 cf
450.3400 ft 11.1160 cf 453.4400 ft 23.4230 cf
450.4400 ft 11.5130 cf 453.5400 ft 23.8200 cf
453.6400 ft 24.2170 cf
�
_ -- __;
Record Id: N-023A
-__ -----
Descrip: Prototype Record rincrement 0.10 ft
Start EI. 448.4700 ft Max EI. 451.7500 ft�
-----_____ ------
Dummy Type Node
Record Id: N-050
_ ---- _____ -- ---- _ _
--_ __-- ,-- ----__ _ _. __.__
Descrip: Prototype Record 'Increment �0.10 ft
i �
' _-- _ ------- --- �------- . _----- I
Start EI. �452.9400 ft Max EI. �455.2700 ft
__ _ - -_ ---
Classification Catch Basin Structure Type �B-TYPE 1
! �
-- . - - . -- _. ___-_ _-- _ --- -- - '_--- - _ _---------�
Ent Ke Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector;
�
� �
---- __------------ - - __ '-------- --___--I
Catch 1.4160 ft Bottom Area '3.9700 sf ' i
i
Condition ',Existing i
, ; ,
i
---- --------- ------ -� �
---_ _ __-_ __ _ _ I
Stage Storage Rating Curve
. _ i
452.9400 ft 0.0000 cf 454.1400 ft 4.7640 cf'
� i
453.0400 ft 0.3970 cf 454.2400 ft 5.1610 cf;
,
!45 13 400 R'0 7940 cf 454.3400 ft'S.5580 cf'i
_- - - I
453.2400 ft 1.1910 cf 454.4400 ft 5.9550 cf i
453.3400 ft 1.5880 cf 454.5400 ft'6.3520 cf I
453.4400 ft 1.9850 cf 454.6400 ft 6.7490 cf
453.5400 ft 2.3820 cf 454.7400 ft 7.1460 cf
453.6400 ft 2.7790 cf 454.8400 ft 7.5430 cf
_ _ -
453.7400 ft 3.1760 cf 454.9400 ft 7.9400 cf
453.8400 ft 3.5730 cf 455.0400 ft 8.3370 cf
,. _ _ _ -- - _ _---
453.9400 ft 3.9700 cf 455.1400 ft 8.7340 cf
� � 455.2700 ft 9.2500 cf
Record Id: N-051
�Descrip: Prototype Record Increment �0.10 ft
---- -- __ - - __ _ _--- _ __. _ _ ------- - _____ _ _ --
� Start EI. 454.1100 ft i�Max EL 456.6100 ft
I
- _ __ _ _ _ ------- -- -- YP - ---------
Classification Catch Basin IStructure T e CB-TYPE 1
; '
-- ---_ _ -- _-- ------------------- ----- -__- ----- --------------- -- - -___ _
iEnt Ke iGroove End w/Headwall (ke=0.20) Channelization �Curved or Deflector
'---_ ___ -- ___ ____ __ _ __ __ ------- -- -
ICatch 1.4160 ft Bottom Area �3.9700 sf ,
; ,
I ' I
---_ _ _ ___ ___
,Condition Existing �'
_ _-- - ----- -
Stage Storage Rating Curve
__ - ---
454.1100 ft 0.0000 cf 455.4100 ft 5.1610 cf
- --- ___ _
454.2100 ft 0.3970 cf 455.5100 ft 5.5580 cf
454.3100 ft 0.7940 cf 455.6100 ft 5.9550 cf
_- ,------_ _-----
454.4100 ft'1.1910 cf 455.7100 ft 6.3520 cf
_.__ _--____
454.5100 ft 1.5880 cf 455.8100 ft 6.7490 cf
454.6100 ft 1.9850 cf 455.9100 ft 7.1460 cf:
___ ._ _ ___
454.7100 ft 2.3820 cf 456.0100 ft 7.5430 cf
___ . ______
454.8100 ft 2J790 cf 456.1100 ft 7.9400 cf
__._ . __-_
454.9100 ft 3.1760 cf 456.2100 ft 8.3370 cf
_-- ---._
455.0100 ft 3.5730 cf 456.3100 ft,8.7340 cf'
____ _ ----_
455.1100 ft 3.9700 cf 456.4100 ft 9.1310 cf
_____ ___
'455.2100 ft 4.3670 cf 456.5100 ft 9.5280 cf
_- _ _ _ --___ ,
' 456.6100 ft 9.9250 cf
Record Id: N-052
,_ -.__ _ ._ _ ._ -- _ _�_- - ----
Descrip: Prototype Record �Increment ;0.10 ft
i
_ -- _ _____ ---- __ . _._-- - --�--__ _____._
Start EI. �454.0800 ft �Max EI. 457.0700 ft
', �
----- -_ _.__ ___.__ _ .._._. ___ _ _. _.. ________._._�. ______ _.___.._�_
Classification Catch Basin Structure Type 'CB-TYPE 1
�
_ --------_ ----___ __ _ _ ----- -_ _._ __.._----
Ent Ke Groove End w/Headwall (ke=0.20) ,,Channelization Curved or Deflector
;
____ __ _
-- ------------- �__. _ _ __ __
Catch �1.4160 ft Bottom Area �3.9700 sf
Condition Existing
_ __ ___ _ _ _
_ _ _ _ _. _ _
Stage Storage Rating Curve
.____ _.___ _ _---
454.0800 ft 0.0000 cf 455.5800 ft 5.9550 cf
._ .-- - ___ ----. _----- -
:454.1800 ft 0.3970 cf�455.6800 ft 6.3520 cf ;
i
__. - - --_.__ ______
454.2800 ft '0.7940 cf 455.7800 ft 6.7490 cf
454.3800 ft 1.1910 cf 455.8800 ft 7.1460 cf �
...._.
454.4800 ft 1.5880 cf 455.9800 ft 7.5430 cf
_ ____
454.5800 ft 1.9850 cf 456.0800 ft 7.9400 cf
__ _ __
454.6800 ft 2.3820 cf;456.1800 ft 8.3370 cf
__ _ ____ -____ _._.
454.7800 ft 2.7790 cf 456.2800 ft 8.7340 cf
_ - __--.__
454.8800 ft 3.1760 cf 456.3800 ft 9.1310 cf
- __ _._ _ _ _i..
454.9800 ft 3.5730 cf 456.4800 ft 9.5280 cf
455.0800 ft 3.9700 cf 456.5800 ft 9.9250 cf
_ _ ---- _ __ _ -�-----
455.1800 ft 4.3670 cf 456.6800 ft;10.3220 cf
_ _-- _�._
455.2800 ft 4.7640 cf 456.7800 ft 10.7190 cf
_ __ _ _ ____.__
455.3800 ft 5.1610 cf 456.8800 ft'11.1160 cf
____
457.0700 ft 11.8704 cf
__ __
Record Id: N-053
__- --- - _ _ __
Descrip: iprototype Record Increment 0.10 ft
Start EI. '449.2700 ft Max EL 452.3700 ft '
_-- ----- ----_----_ - ;--_- _ _ _ _____
Classification ';Catch Basin 'Structure Type CB-TYPE 1 ,
--- _ �--�- -- ----
'Ent Ke �Groove End w/Headwall (ke-0.20) Channelization �Curved or Deflector�
I
------ _ __ __.__ __ _ _ __--�.._-� ---------�
Catch '1.4160 ft ;Bottom Area 3.9700 sf i 'j
� � ,
', , �
___._. �_._.-------_ ___.---------____ .__.__ _.___ ' ;
Condition ����!Existing
--I
, I
�
; Stage Storage Rating Curve
I
449.2700 ft 0.0000 cf 450.8700 ft 6.3520 cf �
i
--- _ _------'
449.3700 ft,0.3970 cf 450.9700 ft 6J490 cf
449.4700 ft�0.7940 cf 451.0700 ft 7.1460 cf
-���-- - --�
449.5700 ft j1.1910 cf 451.1700 ft 7.5430 cf �I
_'�---- - _ - - �
449.6700 ft �1.5880 cf 451.2700 ft 7.9400 cf j
�
449.7700 ft 1.9850 cf 451.3700 ft 8.3370 cf ;
449.8700 ft�2.3820 cf 451.4700 ft 8.7340 cf '
449.9700 ft 2.7790 cf 451.5700 ft 9.1310 cf '
450.0700 ft 3.1760 cf 451.6700 ft 9.5280 cf
_------
450.1700 ft 3.5730 cf 451.7700 ft 9.9250 cf
450.2700 ft!3.9700 cf 451.8700 ft 10.3220 cf
_ -.�------_ - - _
450.3700 ft',4.3670 cf 451.9700 ft 10.7190 cf
_ .---_ - -
450.4700 ft 4.7640 cf 452.0700 ft 11.1160 cf,
i450.5700 ft 5.1610 cf 452.1700 ft 11.5130 cf
;
_ - - - --I
450.6700 ft 5.5580 cf 452.2700 ft 11.9100 cf'
__--_____ . __ ____. __ �
452.3700 ft 12.3070 cf;
__ -I
Record Id: N-054
Descrip IPrototype Record Increment 0.10 ft
I �
�
_ __. ._ _ _ __ _ _ --- -- �----- - .._-- -
Start EI. 441.1300 ft Max EI. !�445J300 ft
�_ - . __ _
�Classification Catch Basin ',Structure Type CB-TYPE 1
I I '
'Ent Ke rGroove End w Headwall ke=0.20 �Channelization ;Curved or Deflector�
__- -- / � )
� ( I !
,�_ -----_ ._______ _.__
-:- ---------f----
- --__
�Catch 1.4160 ft �Bottom Area ;3.9700 sf �
�
� _�_____ __.___�_.._________---__�------______.___
� i
�ondition Existing I
�
�
__ _ _ _ ___ _ __ .____. _____ �
Stage Storage Rating Curve
_._ -__--
441.1300 ft 0.0000 cf 443.5300 ft 9.5280 cf
_. _ ---
441.2300 ft 0.3970 cf 443.6300 ft 9.9250 cf i
_ __ _ ' __.._--- ' � '
441.3300 ft 0.7940 cf 443.7300 ft 10.3220 cf'
_ __ ____ ------
,441.4300 ft 1.1910 cf 443.8300 ft I10.7190 cf;
i
____ _��i
441.5300 ft 1.5880 cf 443.9300 ft 11.1160 cf I '� II
�
-- _ _---i
441.6300 ft 1.9850 cf,444.0300 ft 11.5130 cf',
,
;
441.7300 ft 2.3820 cf 444.1300 ft 11.9100 cf i I
_ ___ _ ' ______.__ �
441.8300 ft 2.7790 cf 444.2300 ft 12.3070 cf�
____ _ _- -
441.9300 ft 3.1760 cf 444.3300 ft'12.7040 cf j
i
442.0300 ft 3.5730 cf 444.4300 ft 13.1010 cf� I
________ _---- --_..__._ ,
442.1300 ft 3.9700 cf 444.5300 ft 13.4980 cf
___ ___ _. ____._. ,
442.2300 ft 4.3670 cf 444.6300 ft 13.8950 cf
__,_ _---__.__
442.3300 ft 4.7640 cf 444.7300 ft 14.2920 cf
_-- -----'
442.4300 ft ,5.1610 cf 444.8300 ft 14.6890 cf i
-----
442.5300 ft 5.5580 cf 444.9300 ft 15.0860 cf '
_ _ __. __ - ---
442.6300 ft 5.9550 cf 445.0300 ft 15 4830 cf!
'_ _
�
_ ____ _ __
442.7300 ft 6.3520 cf 445.1300 ft 15.8800 cf
, _: --____
442.8300 ft':6J490 cf 445.2300 ft 16.2770 cf
.______ __---_
,
442.9300 ft 7.1460 cf 445.3300 ft 16 6740 cf
443.0300 ft 7.5430 cf 445.4300 ft 17.0710 cf
�! ___ _ __ _
443.1300 ft ',7.9400 cf,445.5300 ft 17.4680 cf
_ _.._ __ _ __
: 443.2300 R i8.3370 cf 445.6300 ft 17.8650 cf
------. _ _ .
443.3300 ft 8.7340 cf 445J300 ft 18.2620 cf
___-- -_ _- -----____
I445.7300 ft 18.2620 cf
Record Id:N-055
- _ ._
Descrip: Prototype Record Increment 0.10 ft
� ! i
------------_____r-_ --------;---------__-- -
iStart EI. 429.0800 ft ;Max EI. �431.2200 ft
---_ _ --- - __ ___... _ __ _____-------- --___ __;__-- --------� _-,-----_____---__._
!Classification Catch Basin iStructure Type ;CB-TYPE 1
�
r --. _. - -__ -- -. __ '- _ _ _---- �------ - ____.._
�Ent Ke Groove End w/Headwall (ke-0.20) Channelization '',Curved or Deflector
;
_____ _ _._ �_.________ . .__ ___ _ - ---___ ___
i �---------_
�Catch 1.4160 ft Bottom Area i3.9700 sf
:---------___.' _ _ _ __ __ _
Condition Existing
Stage Starage Rating Curve
__
429.0800 ft 0.0000 cf 430.1800 ft 4.3670 cf
429.1800 ft 0.3970 cf 430.2800 ft 4.7640 cf
___.___
429.2800 ft'OJ940 cf 430.3800 ft 5.1610 cf
__ ------
A29.3800 ft 1.1910 cf 430.4800 ft 5.5580 cf
!429.4800 ft 1.5880 cf 430.5800 ft 5.9550 cf�
� '
_ _ _-- ____ __--__--' ,
429.5800 ft 1.9850 cf 430.6800 ft 6.3520 cf� ,I
429.6800 ft 2.3820 cf 430.7800 ft 6.7490 cf'; ,
-_____
429.7800 ft 2.7790 cf 430.8800 ft 7.1460 cf
__ _ _ . _
429.8800 ft 3.1760 cf 430.9800 ft 7.5430 cf'
_ ----- �
429.9800 ft'3.5730 cf 431.0800 ft 7.9400 cf;
_ __ ______
431.2200 ft 8.4959 cf i
Record Id:N-055A I
Descrip: 'Prototype Record �Increment 0.10 ft �
Start EI. 428.9000 ft ;Max EI. i429.9000 ft II'
I i '
Dummy Type Node I
Record Id: P-002 I
__ ___�_,___.__ _ _ .__ _ _
Section Shape: ,Circular �'i
- - ---- -- - - ____----- __ _
Uniform Flow Method: Manning's Coefficient: '0.0130
i
- ----- - -- ---------- -_�____ ----- •---- __
Routing Method: �Trave)Time Translation �I
----- ----__-- - ---- � __-- ___ �_v;_� _._
DnNode �N-001 UpNode N-002
Material ,C� onc-Spun Size '12" Diam �
� ''
__�._.� ________ ._____ ___ __ _.________ ^-------_
Ent Losses iGroove End w/Headwall
_ _---------_______ ____--_ ___- -- _-- - - _ ___ _ ._----- -
Length 71.0000 ft S.Slope 25.54� ,
_ ___-__- -_______�_____________ __._ ___.- -__.__ __------._ __
Up Invert �441.5000 ft ,Dn Invert 423.3700 ft ,,
___ __ __ _ _ __---__ ___.._--_____ i
Conduit Constraints � '
Min Vel Max Vel Min Slope Max Slope Min Cover
i
i �
-----�— _ _ _ _ _ ---- _ .-----�
2.00 ft/s j15.00 ft/s i0.50% 2.00% 3.00 ft �
� �
---- I ___.. _ ._ __. . _ _ ----
p 0.0000in/hr,
- I
Dro across MH 0 0000 ft Ex/Infil Rate
--__ _ _ - -�--- _ ---_ - __ .--- . ',
'Up Invert �423.3700 ft Dn Invert II441.5000 ft �,
_ _.------_._ __ ___. ,
'Match inverts.
DnNode N-001 UpNode 'N-002
Record Id: P-003
�'Section Shape: �;Circular � �
i
_ g �. -----
Uniform Flow Method: I�Mannin 's � Coefficient: 0.0130
�
- ------- ---- ------ -�_____ ___ _
Routing Method: iTravel Time Translation ' ;
_ ----- �- _ _ _ ------ ------ . _ _--
DnNode N-003A UpNode N-003
Material Conc-Spun Size 8" Diam
�--- �--
Ent Losses Groove End w/Headwall
- --_ --- - -- ---- ---- ------- _ _____. _ .-------- '
Length �8.0000 ft Slope �34.63% I
p - - - __ -- - '
U Invert f 447.1000 ft Dn Invert i444.3300 ft �
�
__ _ --- _
Conduit Constraints
_ _ - - - - _ _ _ ---
Min Vel Max Vel ;Min Slope Max Slope Min Cover;
; �
_ . _ ---- ____ __--- -- - - ,
2.00 ft/s'15.00 ft/s i0.50% 2.00� 3.00 ft
�
--- -- -- - - -- _ ____ - , --- ------
Drop across MH '0.0000 ft Ex/Infil Rate '0.0000 in/hr
J
,Up Invert ,444.3300 ft Dn Invert 447.1000 ft
i I � �
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DnNode �N-003A UpNode �N-003
I � I
Record Id: P-004
�__ __ __----_ , _ _ -
jSection Shape: iCircular
' i
_ ----- ----- ----- _ _
Uniform Flow Method: iManning's Coefficient: ;0.0130
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, _ __ __ __ _ � __
�Routing Method: Travel Time Translation
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DnNode iN-003 UpNode N-004
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------------- ___._
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!Material Conc-Spun Size �8" Diam
' ' I
Ent Losses �roove End w/Headwall i
__ --- _. _ ----__ _
Length 69.0000 ft Slope 11.81%
�---_. ___ _____
Up Invert !448.3500 ft Dn Invert 1447.1000 ft
i Conduit Constraints
' -- ----- ._. ._ _.
_ ----�
,IMin Vel �Max Vel jMin Slope Max Slope ;Min Cover
'12 00 ft/s 15.00 ft/s I
_._._ - ;- ------ ..._ - __-- - _ _---�
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i i0.50% 2.009'0 3.00 ft
�------ - --_ ---'---____ _ �
_ _ .
_--- ___ _----- - _---_
Drop across MH 0.0000 ft Ex/Infil Rate'0.0000 in/hr
�' _ _.----_ ___ _ _ ___-----__ _ ___ ._._.__.__ _----
Up Invert 447.1000 ft Dn Invert 448.3500 ft
- _.___ _ _._
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I - _ ____ _ __-------- - _ __.._ -- .__ _
DnNode iN-003 UpNode N-004
l:ecord Id: P-005 �
Section Shape: 'Circular
------ —__._ _—----- ---__ _ _ _ _ _ -- - I
Uniform Flow Method: Manning's �Coefficient: i0.0130 I
Routin Method: Travel Time Translation
g --_ -----i------ �---�--
_____ ___ ____ __ _ __ _ _ . __ _ _ _________
DnNode N-005A ,UpNode N-005
___--- ___ _____ __ __ _--___ __ ______
Material Cono-Spun Size 36" Diam
____. ___.__- --_ ____ .___.___ ___ __ _ __ . _ _.____ ___.___. _ ._
_
iiEnt L�sses �Groove End w/Headwall
; ;
�- ...___ .__ _ __.... ___ _ __ _ __ _ --------
�Length ��8.0000 ft Slope "2.00%
i
___ ___ _.._ _ ._ _. ._ ...___ _._ __ __ ._-----
Up Invert �444.1800 ft Dn Invert 444.0200 ft j
; i
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--- _ __ _._ --_' ___.___ _ ___ ____ --- -i
__-- ___. . ---- --_____ _ _ __
Conduit Constraints
__ _ . _ _
Min Vel �Max Vel Min Slope Max Slope Min Cover
�� j �
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2.00 ft/s�15.00 ft/s;0.50% 2.00% 3.00 ft ! �
I �
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___ _ _
___ _ ---- ---�---_ _
Drop across MH ',0.0000 ft ;Ex/Infil Rate;0.0000 in/hr
; � '
__ __ __ — __ _ _ �_---
Up Invert �i444.0200 ft ��Dn invert 444.1800 ft
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_�----__ . __ ._
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----- __.__— �_____ _
DnNode N-005A �UpNode N-005
� +
Record Id: P-006
_—__ ___ -- ----__ _______ _ _...__ _.__�
Section Shape: 'iCircular
I
_ __ ____,--- -___ ____ _____. _ __ _
Uniform Flow Method: ;Manning's Coefficient: 0.0130 '
_ _ ', ___ __ _ _ __ __ _ '
Routing Method: �Travel Time Translation
--_ _ -- ---__ _-_ - _ ___--
DnNode �N-005 UpNode iN-006
,
Material Conc-Spun Size 12" Diam
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_----- -_..-- _ .._ .-,--.__-- -_ _ __---_� _---- -- _ __. ._----
Ent Losses ;Groove End w/Headwall
i
_______ ____ _ _____. ,__..�__ ___-----------._
Length i73.0000 ft Slope r0.50%
�
_. _ . _____----_.�__- �__
Up Invert �444.5500 ft Dn Invert 444.1850 ft
------- _ _ _---
�---__
-- -__ __ � -
Conduit Constraints
---.-_-- -- ---- __--_______!
Min Vel (Max Vel �Min Slope Max Slope Min Cover
� �
__---- --- ---'-_ _ -�I
z oo�c/s ,fis.00 ft/s o.soi ;z.00� 3.00� �
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Dro across MH 0.0000 ft
P __ --- -- __--__ _= - --_____ _ _ _--- -----
�� ,�Ex/Infil Rate ,0.0000 in/hr
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-__--__ ____ - .---_
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Up Invert ;444.1850 ft Dn Invert ;444.5500 ft
__-------__----_ _ ______ .
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,_ _____ ._ ._-- - -------- � -___ ___- --__ _.---..__
,DnNode �N-005 UpNode �N-006
Record Id: P-007
Section Shape: Circular
,
' _ ___ _-
!Uniform Flow Method: Manning's �Coefficient: 0.0130
� �
Routin Method: iTravel Time Translation �
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_______ _---___�_. _. .__ ___ _ __ ---_---�_,------._--
IMaterial Conc-Spun Size '12" Diam
____ ____ -- -- -_ __.- -__ . _ __ -.------_____._-------_
!Ent Losses iGroove End w/Headwall
! i
---- --- --__ ' ------- --- - --- --— -- -----
length i102.0000 ft Slope '2.27%
� i
,
_ ___ _ _- ---- -- -_
-- -- -- -___---__--
Up Invert �451.7500 ft �Dn Invert ;449.4300 ft
i.._ ___.._ ___._-_.. _�,�_._ _.__ __. .___ __._.____ _ I
_.._. ..... ._._ ......
�i
Conduit Constraints
'iMin Vel !Max Vel Min Slope IMax Slope Min Cover �
�
------ --- ____ _
r--- -----------
�2.00 ft/s 15.00 ft/s I0.50% 2.00% '3.00 ft '
I'
,
��- - -- ___'
___ ----- -______._ _
- __ _ _- __- _ _ _ _---- �----- -----
Drop across MH 0 0000 ft Ex/Infil Rate 0.0000 in/hr
--__ _ _ ____ ------ - ------ --______ - _ _ _. -----_. ____-----
Up Invert 449.4300 ft Dn Invert 451.7500 ft �
� � �
_____ _ _
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_- --- - - --
---___
DnNode N-005 UpNode N-007
�, '
Record Id: P-008
,----�--- -----�--—
Section Shape: iCircular
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� - —�-
Uniform Flow Method: Mannin s !�Coefficient: ,0 0130
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DnNode N-006 UpNode �N-008
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Material Conc-Spun 'Size 12" Diam I
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_ ' _ _
' Ent Losses Groove End w/Headwall
� __..___ ----- - I
____----- ---- ------ - __ _ . _ __ __ _-----_
Length �138.0000 ft Slope 0.50%
_ __ _ --- _--- ; .___.
_ _- _ __
iUp Invert j445.2400 ft Dn Invert 444.5500 ft
�
�-_ __ _ _ _ _ _ ___ _ _ _ _ ___ -----------
_ _ ____ _ ____ --__ ____ __ --_ _ ___.
i Conduit Constraints
, ___ __ _ _ _ --- -----�
_ __ _ _
j',Min Vel �Max Vel ,Min Slope Max Slope ;Min Cover i
I i ��
�_ -__ __ _----- -
; I�' 15.00 ft/s 0.50% 2.00% 3.00 ft ��,
2 00 ft/s
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;Drop across MH 0.0000 ft ',Ex/Infil Rate�0.0000 in/hr
_. ___._-._-r-- ._...._ .___..._._.. __.__ �
iUp I vn ert 444.5500 ft Dn Invert 445.2400 ft :
; � :
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DnNode N-006 UpNode �N-008 ,
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Record Id: P-011 '
___^_ _ _.._.___ _____-- ___---__----�
rSection Shape: �Circular ;
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� ^ �Mannmg's Coefficient: 0.0130
Uniform Flow Method: ,
i
___ g __ _ _ _ ___� __
Routin Method: Travel Time Translation
. ___. ____------------_ _____ ______
DnNode �N-005 UpNode N-004
___ _ _____ __._-- � _____ __ ' :
Material Conc-Spun Size ;12" Diam '
I �
�Ent Losses Groove End w/Headwall �
—.____- - -_ _._ ____ _�
Length �250 0000 ft Slope 0.50%
�-__ _ _ .._ -----. __ __ - _ __ -._ _ ___ ----
�Up Invert ;100.0000 ft !Dn Invert ,98.7500 ft
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_---—__ __ _ __ ____.__._�—_
Conduit Constraints I � _�—
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I
,._ - _ -- __ _-- - _ __�__
I�Min Vel jMax Vel IMin Slope Max Slope ,Min Cover j
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--- ___ _._______ _ __ _ __---- --.__._._
;2.00 ft/s 15.00 ft/s;0.50� 2.00% 3.00 ft
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— . . - - ____ _ _ ___ — _ ____ _
iDrop across MH i0.0000 ft Ex/Infil Rate 0.0000 in/hr
;
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__ -- -____-.___ _ ___. . ___---- -- __---- ---
Up Invert �98.7500 ft Dn Invert 100.0000 ft
�.__�__.._.
-----._________._.__
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-- --- -. .__ ___ ---- -- _ _ _ _ ___
-.--__ __
�DnNode �N-005 UpNode N-004
�
II
Record ld: P-012 �i
__ --__--- - _ �
Section Shape: Circular �
_______�_----___ ____ _ ____
Uniform Flow Method: Manning's Coefficient: ,0.0130
__----------_ - __ ---- -
; !
rRouting Method: 'Travel Time Translation � � ',
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DnNode �N-011 UpNode N-012
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�Material Cono-Spun '�Size 12" Diam
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-- _. ______.______,____--__._- -______ _ . __.____ _._...__ .__ - - ____ -
Ent Losses �Groove End w/Headwall
' _. _.____.. __ _,.._ ._ __ ___ _ ___--- _ __ ____ ..
___._
�Length 93.0000 ft Slope 0.82%
i
__ _ _-_---- _ _ _._ - ,------
�Up Invert �452.3400 ft Dn Invert �451.5800 ft
(
__ ._ __ _ __--- ---- ____ -- - -- ----_ ___._____.___---
�- ----_ _- -- -�__ __ _ __ _____
Conduit Constraints
- -__—_._ _
Min Vel Max Vel ,Min Slope Max Slope Min Cover;
i j
'2.00 ft/s 15.00 ft/s 0.50% i2.00% '3.00 ft
�------ ---_ - i---- -
--- - ------ --- -___.
_ __._ __ _. __. -
Drop across MH 0.0000 ft ,Ex/Infil Rate�0.0000 in/hr
----. ___ ._ ._ ._� - - __ _ _-- _
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__ _ . __ _ _.__. --
Up Invert I451.5800 ft Dn Invert �452.3400 ft
i i
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, '---------._ _ ____ _ __. -______---
� �DnNode N-011 UpNode �N-012
Record (d: Y-013
;---______--___._
Section Shape: ;Circular
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-___ _--__� _ _- -_ _ _
Uniform Flow Method: IManning's Coefficient 0.0130
, ,
,--__ _ _ _ , _ _-_ __ .. --
I,Routing Method: 'Travel Time Translation �
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,__------ _____. _-_- �- ----_ ___.-- -- -- - _---.^ v__
DnNode N-012 UpNode 3N-013
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Material ,Conc-Spun Size '12" Diam
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__--------------- � --- -- _..__- ..._- ----------- __--_ _
Ent Losses iGroove End w/Headwall
_-__- --_----- r—._ _.
Length 115.0000 ft ;Slope �0.50%
;
.-_ -
- - ------ _-
�------ -
Up Invert 452.9100 ft �Dn Invert i452.3400 ft :
� i
Conduit Constraints �'
--------------_--- ------____ ___ ;
Min Vel {Max Vel ;Min Slope�Max Slope Min Cover
;
_ _ - - ---- _- -----
2.00 ft/s 15.00 ft/s ;0.50� �2.00% ;3.00 ft
� ,
--------- —;_.�.--- - -------- _.-----
Drop across MH i0.0000 R Ex/Infil Rate'0.0000 in/hr
I
---__ __ �--- ___ _ __ __ _
Up Invert �452.3400 ft Dn Invert 452.9100 ft
_._ ._______------
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_ __._. _.____ ________.___v_ ._._.__. _.._ _----____
DnNode ,N-012 UpNode �N-013
�
Record Id: P-01�
_. ______
Section Shape: Circular
i
__-------------' - -
Uniform Flow Method: �Manning's Coefficient: 0.0130
_�--- ---I'---- ----__ _ _ _ -
Routing Method: �Travel Time Translation �
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--- _ __ _ ____ .-- ___- _ __ _- -
DnNode iN-013 �UpNode N-014
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---__ _ ____- ____- - --,_____ _._.__--- ___ -- ------___-- ------__--
Material Cono-Spun Size 112" Diam
; i
______ ____-- ------- ------- ___ ____ ______._._ _---.__._._----
Ent Losses iGroove End w/Headwall
i
Length - - rtA--�9.0000 Slope — i2.56%-- -
� ,
i
___..
---------- - _..__- _ -----___._.-.,_.�_._.
Up Invert 455.3900 ft iDn Invert �452.9100 ft
I ,i
Conduit Constraints
'' �— - p I p Min Cover;
Min Vel Max Vel Min Slo e Max Slo e
', i
-,--- --__.__ _.. --__. _.�_ - ___
2.00 ft/s 15.00 ft/s ;0.50% 2.00% 3.00 ft
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-_ __ _ __ _ --_ ___ _
_._ -_._ _�__ -_. ____ _
,Drop across MH f 0.0000 ft Ex/Infil Rate .0.0000 in/hr I
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-------- -______ - .--.-- _ _.__ ______ _
Up Invert 452.9100 ft Dn Invert 455.3900 ft
� ___ .._.
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__ _. __ _ _ _ ___.- - - ------
, � �nNode N-013 UpNode ,N-014
Recard td: P-015
.___--___ _. _.___^ ___ ___ _ __
;Section Shape: Circular I
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(Uniform Flow Method: Mannin 's Coefficient: 0.0130 �
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Routing Method: Jravel Time Translation �
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____-- --___-- -__.__ __�
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1 �Material �Conc-Spun Size �12" Diam
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� fEnt Losses Groove End w/Headwall `
I ( �
r- -_�_
_ -------- ---_._ __ _____ ____ ______-_ ,___--________,
j ��' !Length �250.0000 ft ��Slope 0.50% I
- - . _ _ _ ___ _-_ _ _ __ _ - - -- _ _ _ --
Up Invert �100.0000 ft iDn Invert 98J500 ft i
___ _ _ - - _ ____._ ..----- ,,
_ _ - --- _ __ _ �
Conduit Constraints j
� '
__._ _ ___ - -- ...
'' � Min Vel Max Vel Min Slope jMax Slope Min Cover i
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'�, �2.00 ft/s 15.00 ft/s�0.50% 2.00% �3 00 R
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� _____- --- _ _----,------ -_ __. ______ ______ ___ _ _____ _ ____
;Drop across MH �0.0000 ft Ex/Infil Rate 0.0000 in/hr
I �
__ _ _. . _ _----____ __ __ _ - _ ___ __ __
i
Up Invert !98.7500 ft Dn Invert 100.0000 ft ;
i �
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;
____...-----------_______. � ___ ___. ____ ---,
DnNode 'N-005 UpNode ';N-004 ( '
;
Record Id: P-016 '
_ _ ___,__s__ _. _ _ _ __ __ _
Section Shape: ,Circular
i ;
______ _._.----_v____ ' _� __R_----- -- _--- --
Uniform Flow Method: jManning's 'Coefficient. '0.0130
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__ __ _- - __ ___ _ _
Routing Method: ;Travel Time Translation ; I
_�____._____ _ _------ -_.__ ______. ___�__----r--------
DnNode ;N-015 UpNode 'N-016
i
_._ ._-- -__ ____----_— _ _ _ _-.._. _. __ _ -- - .
Material 'Cono-Spun Size ;12" Diam
--- -- -- __.__ --
Ent Losses Groove End w/Headwall
, _.-�----- - --_----- - --� - --_�_
jLength f53.0000ft ISlope '1.00%
I
I
___ _ _ ___
;Up Invert �444.0700 ft Dn In�ert '443.5400 ft '
-----v - ---_ ------------______
--�_. __
' Conduit Constraints
_ - -_ __- - __ _---_ __-
!Min Vel �Max Vel �Min Slope Max Slope ;Min Cover
�
.__ _ -----_ -- _ __ _I
;2.00 ft/s�15.00 ft/s i0.50% 2.00% 3.00 ft �
ij ' ,
- - -_ __-- __ __ _ __ __ __
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;Drop across MH '0.0000 ft Ex/Infil Rate'A.0000 in/hr
i
- _______ _ _ .__ __ _ ----- _----- .__� _____ _ __ _.__.
iUp Invert 443.5400 ft !Dn Invert 444.0700 ft .
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DnNode N-015 UpNode ;N-016
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Section Shape: Circular
-- —_ _�_-- _ _
�Uniform Flow Method: 'Manning's ICoefficient: 0.0130
Routing Method: �Travel Time Translation�I�
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�— ._______ __ _____,---__ _ _ _------.-- ;_----_.____ _
DnNode iIN-016 UpNode �N-017
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'Material �Cono-Spun Size 12" Diam
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---- ___----_____._. ___. ___.___.__ ___ _ ___. _ _ _ _ _
;Ent Losses Groove End w/Headwall
i
,__ _---_-- .-------._____.__ __
_ _ __ _
iLength 99.0000 ft Slope 2.41%
--_----------_ _ _ _---�.
�__________-
Up Invert 450.3900 ft Dn Invert ;448.0000 ft
, _ _ _ ----,
: Conduit Constraints
_ _ _ __.__ _._ _ —
Min Vel Max Vel Min Slope Max Slope jMin Cover
, �
; i
,' " _� ___ __.__ _. ___--
� 2.00 ft/s'15.00 ft/s;0.50/ 2.00% 3.00 ft
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,
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':Drop across MH 0.0000 ft Ex/Infil Rate:0.0000 in/hr
;
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Up Invert � 448.0000 ft Dn Invert �450.3900 ft
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- -
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�--__- -- -�-----
�DnNode IN-016 �UpNode N-01�_---7
Kecord ld: P-018
_ _____.
Section Shape: �Circular
�—.__ ___ __ �------___
,Uniform Flow Method: iManning's Coefficient: 0.0130
_- _ ___ �- -- _ � _
Routing Method: �Travel Time Translation �
----___--- - — -- ---
DnNode N-016 UpNode N-018
Material Conc-Spun Size 12" Diam
i � I
__.____--------------- _ __
�--- ---- -- _ .. - ---- -_
Ent Losses �Groove End w/Headwall
I
i
.___._.�._--__ _ _ ___r�.._.'-_-.___.._.. __'_»_._.
Length 42.0000 ft 'Slope �1.9090
i
___.__ -- . -- ---
.. __--�.____.___,.
',Up Invert 444.9700 ft Dn Invert !444.1700 ft
- -- _ ---- -
� Conduit Constraints I
_-- __._.__ ___- . _._. _ -- - I
;Min Vel :Max Vel �Min Slope'Max Slope ';Min Cover
� �
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-�-- ___. . --- - _____----
2.00 ft/s;15.00 ft/s ;0.50% 2.00% 3.00 ft
i
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Drop across MH 0.0000 ft ;Ex/Infil Rate i0.0000 in/hr
� ---
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- - - - �--�
-- ^ --
Up Invert j444.1700 ft 'Dn Invert ';444.9700 ft
_ - _.._--- ____._..._. __.
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_.__...__ �------ -___._--- -__.._ ____ __ _.__ _ _._ __-.---. _.
DnNode ,N-016 UpNode (N-018
Record Id: P-019 ��,
-- _�____ _ _ _ _
Section Shape: Circular �
i
___---- ------------ --_ _.____ __ _
Uniform Flow Method: �Manning's Coefficient: i0.0130
' �
_�_--- -____------ --- - ---
Routing Method: Travel Time Translation �—
- _ __ - ------' ___ _ p -_ - --- -
DnNode N-023 U Node N-019 I,
_-------m__-__,_--- ____ . ___ __ .---__.-----
Material Conc-Spun Size 12" Diam
____ _.__ _ ____ _.__ ____ _ _ __ ___._ _------ I�--__..__--
Ent Losses Groove End w/Headwall
__— __ ___- - ------- - ______ __ _ - - --- --
Length i52.5000 ft Slope 0.50% , I
_v----_____.___________ _._------_.__ ____ ___ _---__T_,_«_____.
Up Invert �447.8000 ft Dn Invert �447.5375 ft ,
I___ _.._ __ _. _ ___._ __ _ _ _ - _ � --_ _____
_ _ _ _ _ ___ __ _
_ _ _ _ _ _
'' Conduit Constraints '
iI i
�' _ __ __ __ __ __- _ '.
�;Min Vel �Max Vel 'Min Slope',Max Slope Min Cover'
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Drop across MH f 0 0000 ft Ex/Infil Rate�0.0000 in/hr
�
_ . _ _ _ _ _ .----- . _ ___ --- -
Up Invert �447.5375 ft Dn Invert 447.8000 ft
,
__.__._______ __-- -
;
Match inverts.
-__- --- -
DnNode �N-023 UpNode N-019
Record Id: P-0"LO
�._ _ -------__�
�Section Shape: ICircular
__._� ._____.__.
Uniform Flow Method: �Manning's Coefficient: OA130
� ' '
_. _ _--- --____________ _-------.__ _ _____. - --—_ ___
Routing Method: �Travel Time Translation , ;
� � I
�---------- ' -
iDnNode N-020A UpNode fN-020
� � ''
'M rial �Cono-Spun Size J12" Diam
I I !
Ent Losses Groove End w/Headwall
.__ _____ __.___ _ ____-'-----— __.__ _ ___ -----_____ _----------
�Length �I25.0000 ft ',Slope 3.72%
---- --__. ___ ___ _ .____ ._ ___._ _ __ _ __ _._____ .___ _____
Up Invert 449.4000 ft Dn Invert 448.4700 ft
�
;,- -_ _ ___ -- _ _ _ _
I Conduit Constraints
i,
i�- --- - ___ __
___ __--- - __
��Min Vel (Max Vel ''�Min Slope Max Slope Min Cover�
� � �
15.00 ft/s 'r--- -___ _ ______. _ ',-______ _--�
'!2.00 ft/s r 0.50% 2.00% 3.00 ft i
, I
i' ��� �
;� ,
i------- ----- _ _ ----- - --_----------�
____-- __ _ ---- ------- ---- �- -__ �__ ---.--
�Drop across MH 0.0000 ft ',Ex/Infil Rate ;0.0000 in/hr
Up Invert 448.4700 ft Dn Invert 449.4000 ft
� I �
Match inverts.----�--
_��_____._. .—.----_ ___.____ '' I
-r---�-� -- �
DnNode N-020A ;UpNode �N-020
i �
, �
Record id: P-021
Section Shape: � Circular �
___----_ ...__.---____._ ___----------- -----__
Uniform Flow Method. Manning's iCoefficient: 0.0130 I
--- _ _
Routing Method: Travel Time Translation ; i
� � ___ — -- --
DnNode �N-053 UpNode �N-021
,
;
_____ . _.__. ____- -
__ ___ ___
Material 'Conc-Spun Size i8" Diam I
'�
Ent Losses Groove End w/Headwall
_ . ..------------- ____--- -______ ___ ;__---- __ __---..__ _
Length 68.0000 ft i5lope '0.99%
_____ ____- --____ ____ __ _ ____ _ __.
Up Invert 450.4300 ft Dn Invert 1449J600 ft
;
__ _ _ _ _. ___-------_-----
_ _ _ _ _ ..._-- . _. _._. _ _�
� Conduit Constraints �
____ - __ ____ - -- ---
Min Vel Max Vel iMin Slope iMax Slope,Min Cover
�
� - '--- --- -
-- ---
2.00 ft/s!15.00 ft/s i0.50% �2.00% 3.00 ft
i
_ --- ---- -- --- _ _ __- -__
Drop across MH �0.0000 ft Ex/Infil Rate �0.0000 in/hr
____--___..----------- _,_�__ ___ _ ___ _-------- -- - ------
Up Invert �449.7600 ft Dn Invert 450.4300 ft
�
_._ _---_______ __
; '
Match inverts.
----- ----- --___ __ .____ _ _ _ _ ---
DnNode N-053 UpNode ,N-021
Record Id: P-022
Section Shape: ,Circular
�
Uniform Flow Method: ',Manning's Coefficient 0.0130
--_ ____----- --_--------
i �------
Routing Method: �Travel Time Translation
� ,
_ _ _ - --- -
_ _ r--- --- ------ __ ----
DnNode !N-020 UpNode ;N-022 I
; ' �I
- - -- - -- - - -- --- _ _ - - _ _ _-----;
iMaterial Cono-Spun Size ',12" Diam
'
' __------- _._ ____.--- __- -'- --
Ent Losses �Groove End w/Headwall � II
(
_ ---- � _-...- -- _ _ -------- - ---- .- .
Length !43 0000 ft Slope �1.09%
_— - �_ __ ---_ _�� --_ ' __---'
Up Invert 450.4000 ft 'IDn Invert 449.9300 ft
i
_. _ . --- ---- -- _ _- -- ___ _ - -
- -- _--- — __ _ _ _ ____ �
Conduit Constraints
_ --_ _ _
Min Vel �Max Vel Min Slope Max Slope ';Min Cover;
� ;
i
---
,
2.00 ft/s 15.00 ft/s i0.50% 2.00� I3.00 ft ,
—_ _ _ _ _ --
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr
--- ---—__ _ __. _ �
Up Invert 449.9300 ft Dn Invert 450.4000 ft
I
.___.___ _--
� ,
Match inverts. �
- --_---- --- --
DnNode N-020 UpNode 'N-022
12ecord [d: P-023
------------
Section Shape: Circular 'I
�
� �
------ -- ---� ---- - -_
Uniform Flow Method: iManning's Coefficient: 0.0130 �
;
i i
___--- - - — _ _ _ _ __
Routing Method: Travel Time Translation �
_ -------- ------
---
DnNode �-023A �Up oN de ;N-023 i
i
�Ma al Cono-Spun ;Size 12" Diam
�
�--------- -. --- --- ---___ ___- - -._ -- ---_ __ __- - __..__ _ ;
�Ent Losses f Groove End w/Headwall '
� �
-_____ .__ .____._-- ------e--
-
__
Length 119.0000 ft Slope �0.53%
�
__ _..__ _ __-.- -----.____ __�__
�
Up Invert �447.5400 ft Dn Invert 447.4400 ft
� �
-----
i
__,-_--_ -
Conduit Constreints
,----- - r _. -
Min Vel Max Vel �Min Slope IMax Slope :Min Cover
� ;
,
_ __---_ _ .__ - ------;
� --- - -�
z.00 ft/s�i5.00 ft/s o.so� �2.00� 3.0o ft ;
,, ,
(_--_._----�__.__ _...__- ----.--'�___---__________ _'
_-._ ____�__ -- _-.-----
- - --- - r-------- ,�0,0000 in/hr
Drop across MH 0.0000 ft Ex/Infil Rate
� I
,_ ___ __ _ _ __ _ ,-_ - --__ _-- ----_ __ ___ _
;Up Invert ;447.4400 ft Dn Invert 447.5400 ft
; ,
r__ _____ ____ __ . __ _
�Match inverts.
� -- _ ___ __ _ - ---- . __-----__
-
DnNode �N-023A UpNode N-023
I Record Id: P-050
_ ------- - --
'Section Shape: Circular
i
Uniform Flow Method: �Manning's Coefficient: �0.0130
' �
�Routing Method: Travel Time Translation '� �-_
� :
�
r- ----_.________ ____ __. ____--- ---_______
(DnNode N-017 '�,UpNode N-OSO
,
___ __-.---__--_ __________.__, _ __ .--- - _.___.---- -------,___
;Material �Cono-Spun Size �12" Diam
3
---- -____ --- -__---_ ----__ _ _.___ _ ..____.__.__ _ _____ _._,_ . _.,_ _.
'Ent Losses .Groove End w/Headwall
i i
'_--- ------____ ___ _. _----------____---_ ___ _ __ __ ____._ ___._ -
�Length j62.0000 ft Slope 4.03%
� ,
--- ----- -- - - - - ---- ----_
- , ----__----___-_
;Up Invert 452.9400 ft Dn Invert 450.4400 ft
�
Conduit Constraints
Min Vel ;Max Vel Min Slope Max Slope Min Cover;
i i
I
_. _ .___._....__._ .__..�-'- ... ... --------- - ----
2.00 ft/s 15.00 ft/s,0.50% ,2 00% 3.00 ft j ; !
--_ - . _ ____ -_ ___ ____ Infil R --� .0000 in hr I I
___ _ . - -- -___ _--
Drop across MH �0.0000 ft Ex/ ate r0 � / � !
, '�
�
-____ _�____ _ ___.. ..___ _._--
_. _____ _.. _ �------- __ _--
Up Invert �450.4400 ft Dn Invert I452.9400 ft � �
------ --- -_._ ._ __
,
Match inverts. �
__--- ----- - _. _ _ _ ._ �i
DnNode N-017 UpNode �N-050 � I
Record Id: P-051
------____ ._P________ ._ ___
Section Sha e: Circular
;
____ __. _.__.--- ------ -----___---- _ __.___ ___ ___. _
Uniform Flow Method: Manning's Coefficient: �0.0130 �
_ _--� ----- �--- - — --- --- � -- -- ----- ---�
'Routing Method: Travel Time Translation i
� ,
_-- - ,N-050 _ _------- _ _---- -----
DnNode —--- �,- ----------- -- - UpNode ;N-051
_.------------ ---_,____P__ __----- ____ ___._ __-----
Material �Cono-S un ��Size ;12" Diam
� I I
Ent losses Groo�e End w/Headwall
i
Length �22.00OOft . Slopei_.. - 'S.32% �--;
i '
_ _ _ - - - __ ___ ... ___ _. _
Up Invert j454.1100 ft Dn Invert �452.9400 ft
�
�
�
---- --- -- �--------------_ _____
_. _ _- --- ----. I i
Conduit Constraints
____.._ __ --__ .. .. . - --------�
Min Vel Max Vel Min Slope;Max Slope Min Cover i
i
- - - �_--- -- ---- --- i
2.00 ft/s i15.00 ft/s,0.50/ 2.00% j3 00 ft
° ' ,
,
_ __-- I __ _ - _ ____ ---- - ---, _ ______- '
__ __._____.__ _ __ __--_ ___-- --- ----- -�---__ - __--�
Drop across MH '0.0000 ft Ex/Infil Rate!0.0000 in/hr
Up In�ert 452.9400 ft Dn Invert 454.1100 ft
' �
__._.__ - ------------
Match inverts.
------.�_ ______ _ _� _
DnNode N-OSO UpNode �N-051
Record Id: P-052
-- _ --._ __
;Section Shape: ;Circular
�_______-____-------____�_�.._____--- ___ __
�Uniform Flow Method: �Manning's Coefficient: i0.0130
I
i
.__ _ _ __ r--_ ___._ _ _ ----�--
;Routing Method: �'Tra�el Time Translation ;, I , ,
i '� i
- _ ---- --___--- ---------- --
�DnNode jN-053 ';UpNode �N-05-
� I ;
�___ -- - - ----- __ _ ___ -- ___. --- .. -- ----
�Material �Cono-Spun ,Size 12" Diam
; ,
iEnt Losses Groove End w/Headwall � �
! (
----- - - -
�Length 110.0000 ft 'Slope �4.28%
� �
�- ___ _ _- ----- ---. _ ____ --- __ �- - - - _ __
`;Up Invert i454.0800 ft ',Dn Invert 449.3700 ft
�
�—_ _.
( Conduit Constraints
,�-_—
� ---- _---- ,_ _ _ . i
'Min Vel IMax Vel Min Slope Max Slope ;Min Cover i
i ;
, �
- --___ __ -- ---__-__.__ r_____ _------- . _.
',2.00 ft/s 15.00 ft/s A.50% 2.00% 3.00 ft
i
;Dro across MH __' ------ _ ____ ___ _ __ -- ----_ -----
p 0.0000 ft !Ex/Infil Rate �0.0000 in/hr
�
;
�
�___�_
---._______ ____ __.,_---- -____ _ __ _-- ____-�--- ---.__
;Up Invert 449.3700 ft Dn Invert �454.0800 ft
;
�
�Match inverts.
�
-__ _ __ _- --- - - _ _. . ------ _--- ___
jDnNode iN-053 UpNode N-052
kecord Id: P-053
Section Shape: ICircular
__ __ -- ------ - -._
Uniform Flow Method: Manning's !Coefficient: �,0.0130
_--- _ -- -_ _ � _
IRouting Method: Travel Time Translation �
_ - -- _------
DnNode N-054 UpNode �N-053
__ _ --- --____ ___- - _ ____ '. __--
Material Cono-Spun Size 12" Diam
, _ — __------ ____ ------- _ _ ___ __-_ _ _ _ _ ---
'Ent Losses Groove End w/Headwall
i
- -- - -- - - � ---- - -- _ ___ - - - -_-
Length 200.0000 ft 'Slope �4.02%
I
---- - ---_-----__ ----- �-- ------ _-__ _
Up Invert �449.2700 ft Dn Invert i441.2300 ft
- -- _ —_ _--- --__----,
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover�
; :
, ;
— _ _ -- -_ _ ------'
2.00 ft/s i15.00 ft/s '0.50% 2.00% 3.00 ft i
� � �
--- --- — -- _ _ --- --- -- �
-- . --_ --- - -- --- -- --
Drop across MH �0.0000 ft Ex/Infil Rate'.0.0000 in/hr
i
� ____ - ----- -- ------ -
Up Invert '441.2300 ft �,Dn Invert 449. 072 0 ft
�
_------- --_ __ _
Match inverts.
DnNode �N-054 UpNode �N-053
�--
Record Id: P-05-1
Section Shape: �Circular
--- -- - -_ _ -- -- __ ____._
Uniform Flow Method: IManning's Coefficient: A.0130
__ __ ' __ ___ _ ___ ', __ _
Routing Method: iTravel Time Translation i
I
------ -- ----- -- -- ,
-- -
rDnNode iN-055 ':UpNode !N-054
� �
Material ;Conc-Spun Size 12" Diam
� I
--- -- - - --------__
Ent Losses Groove End w/Headwall
Lengthv 248.0000 ft Slope 4.86%
� !
_�___-- - � - -
Up Invert �441.1300 ft Dn Invert 429.0800 ft
_ _----__._ _------
,
----.____ _ _ _-- I
Conduit Constraints
,Min Vel Max Vel Min Slope IMax Slope Min Cover'il
� ,
/ � -r- -- -- - ----- ;
'200ft s,15.00ft/s;0.50% 2.00% 3.00ft !
i
;
; i
�----- - � ---------- -----�
IDrop across MH �0000 ft � Ex/Infil Rate'0.0000 in/hr
--_ ___ _ ___ _____ ____ - ----- _ _ --
Up Invert 429.0800 ft Dn Invert ;441.1300 ft
____ __--.-________---
Match inverts.
___-_ - - -----�--------____ _ . _.____ _ --------�- __
DnNode N-055 UpNode �N-054
Record Id: P-055
_------------------ _ _ _
Section Shape: Circular
�
_---------- - ___ _ �.__
Uniform Flow Method: �Manning's �Coefficient: 0.0130
_-------- _- - -__ _-------- '
Routing Method: Travel Time Translation �
i
___ ---_ _ __- _ _ -- --
DnNode N-055A �UpNode N-055
______-__.__-_�_.----e----------- ____ . _ __. -----__ . �---__--
Material f Conc-Spun Size 12" Diam
( j
___._-._ _.____._ _______ _.____ __.___._ _ ___ .__.-.___ --------��.__-------
Ent Losses Groove End w/Headwall
___- .__ _ _--- -_____ -------- ____---r-------- �-o--_
Length 36.0000 ft !Slope ;0.50/
i
----------------- ---- ----- --- I -----
Up Invert ��,429.0800 ft 'Dn Invert ;428.9000 ft
I
__- - - -
�,-: -_- -- - _ _ ,
�' Conduit Constraints '
� �
�' _. . _ ,_ __---_ _ _ _ -----
Min Vel �Max Vel iMin Slope Max Slope Min Cover,
_____ __._— ----__ _ ---_.___----
2.00 ft/s 15.00 ft/s�0.50% 2.00% '3.00 ft
�__- ---�---- --I---___ . '__ _ ___
_ _ _
(Drop across MH �0.0000 ft Ex/Infil Rate 0.0000 in/hr i
� �
�
----__.__ _ _ .__ . _.-- ' _____
�--Up Invert 428.9000 ft Dn Invert 429.0800 ft
--- I i
i
Match inverts.
--- _ _ _ ___- �
DnNode N-055A UpNode N-055
�---
STORMSHED LAYOUT VIEW
uwo�
•
02
N-001 DF003 '
02 N-022
��-�I �
� �03
OF 03A P- 22
' N-0OBA
,* 'f' o a-o2��'�'o2e N-u�e K-oie N-o�s
.1 • • P-018 ��� ROt 6 �� �
08 N-�50` T I
08 � FL 20
. �5 20A
GB L N-006 5 G g 5 ♦ R 11
��_��p7 N-007 L B 7 i
.�
� I
N- 17
N-011 N-012 N-013 N-01� � ,
�5� y R012 � R013 R�14
� T^E � ���-� �
R SD
55 •
P` N-051 50
55 N-�S� N-053 N-052
� �R05A � �P-053 ��P-IIS? 4 � R051 , �
This page left intentionally blank for double-sided printing.
,
Figure 5-2-Conveyance Calculation Key
o �c�'
m� �� y � a a
� 2 2
� Q�\�C aQ' 2 y h
v C
�y`c`��F�oc ��o �a���m�y�o�F ��y.y�o`F
4� � �` y F w .c ,�c�.�c
r � �;` R .F �`' � �`' �
c, � ¢� 3 F .�o F
�,'� y� �,°c hw� Q�Q p� �`° ��� �� Special Notes
CB 1 N-001 -- -- New CB,connection to existing Pipe
CB 2 N-002 P-002 B-002 Basin definition(B-002) includes summation of upstream basins(B-003, B-004, B-005, B-006, B-007,B-008)tributary to west detention tank.
CB 3 N-003 P-003 -- No direct tributary area.
-- N-003A -- -- Outlet to west detention tank
CB 4 N-004 P-004 B-004
CB 5 N-005 P-005 B-005
-- N-005A -- -- Outlet to west detention tank
CB 6 N-006 P-006 B-006
CB 7 N-007 P-007 B-007 Includes two areas of compensatory storage in basin definition.
CB 8 N-008 P-008 B-008 Basin definition(B-008)includes area directly tributary to CB 8, in addition to upstream basins(B-012, B-�13, B-014)piped directly to west raingarden.
Outlet 11 N-011 -- -- Outlet to west raingarden
CB 12 N-012 P-012 B-012
CB 13 N-013 P-013 B-013
CB 14 N-014 P-014 8-014
CB 15 N-015 -- -- New CB,connection to existing Pipe
CB 16 N-016 P-016 B-016
CB 17 N-017 P-017 B-017
CB 18 N-018 P-018 8-018 Basin definition(B-018)includes are directly tributary to CB 18, in addition to upstream basins(B-019, B-020, B-022)tributary to east detention tank&area that drains directly to east detention tank.
CB 19 N-019 P-019 B-019
CB 20 N-020 P-020 B-020
-- N-020A -- -- Outlet to detention tank
CB 21 N-021 P-021 8-021 Roof drains,except two areas of compensatory storage tributary to CB 7 '
CB 22 N-022 P-022 B-022
CB 23 N-023 P-023 -- No direct tributary area.
-- N-023A -- -- Outlet to detention tank
CB 50 N-050 P-050 B-050
CB 51 N-051 P-051 B-OS1 i
CB 52 N-052 P-052 B-052 �
CB 53 N-053 P-053 8-053
CB 54 N-054 P-054 B-054
CB 55 N-055 P-055 B-055
-- N-056 P-056 B-056 Outlet to existing ditch
6.O SPECIAL REPORTS AND STUDIES ,
A geotechnical analysis of the site was completed by Associated Earth Sciences, Inc. Their report
is included as Appendix A.
Technical Information Report O Q O Q
Spring Glen Elementary School 6-1 .
2130241.11
This page left intentionally blank for double-sided printing.
7.O OTHER PERMITS
Other permits will be required for the completion of the project. These permits include, but are
not limited to, building permits and a National Pollutant Discharge Elimination System (NPDES) ,
General Stormwater Construction Permit. �,
Technical Information Report Q Q O O
Spring Glen Elementary School 7-1 .
2130241.11
�
This page left intentionally blank for double-sided printing.
8.0 CSWPPP ANALYSIS AND DESIGN
The proposed development shall comply with guidelines set forth in Ciry of Renton drainage
requirements. The plan will include erosion/sedimentation control features designed to prevent
sediment-laden runoff from leaving the site or adversely affecting critical water resources during
construction. A Construction Stormwater Pollution Prevention Plan (CSWPPP) is provided under
separate cover.
The following measures are shown on the ESC plans and will be used to control sedimentation/
erosion processes:
• Clearing Limits —All areas to remain undisturbed during the construction of the project will
be delineated prior to any site clearing or grading.
• Cover Measures—Cover measures will be implemented in the disturbed areas.
• Perimeter Protection — Filter fabric fences for site runoff protection will be provided at the
downstream site perimeter.
• Traffic Area Stabilization —Stabilized construction entrances consisting of quarry spalls and
future parking areas with asphalt treated base (ATB) will be used during construction of '�
the project.
• Sediment Retention—Sedimentation tanks and a sediment pond, located in a rough-
graded permanent raingarden area, will be used for sediment retention. Design
calculations are provided in Figure 8-1. The sedimentation tanks and the sediment pond
are sized for the 10-year storm event, and thus meet the flow control requirements during
construction.
• Storm Drain Inlet Protection— Filter fabric protection will be provided on all new and
existing catch basins downstream of construction activities.
• Surface Water Collection—Interceptor swales will be installed to direct runoff from the
extents of the site to the sediment pond and baker tanks.
• Dewatering Control —Dewatering water, which has similar characteristics to stormwater
runoff at the site, shall be disposed of through one of the following options, depending on
site constraints:
1. Infiltration;
2. Transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a
manner that does not pollute surface waters;
3. Discharge to the sanitary sewer discharge with local sewer district approval if there is
no other option; or
4. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of
localized dewatering.
Clean, non-turbid dewatering water, such as well-point ground water, may be discharged
via stable conveyance to systems tributary to surface waters, provided the dewatering flow
does not cause erosion or flooding of receiving waters. Highly turbid or contaminated
dewatering water shall be handled separately from stormwater.
Technical Information Report Q Q O Q
Spring Glen Elementary School 8-1 .
2130241.11
• Dust Control — Dust control measures will be implemented when exposed soils are dry to
the point that wind transport is possible, and roadways, drainage ways, or surface waters
are likely to be impacted.
• Flow Control — Flow control will be provided through the use of a BMP; full infiltration is
proposed in the form of infiltration trenches. Site runoff will be entirely infiltrated onsite in
infiltration trenches.
Technical Information Report Q Q O O
Spring Glen Elementary School 8-2 .
2130241.11
Section 8.0 Figures
Figure 8-1 ........Sediment Retention Calculations '
Figure 8-2........Construction Stormwater Pollution Prevention Plan (CSWPPP)
I �
� I
Technical Information Report II
Spring Glen Elementary School O Q : O
2130241.11
Figure 8-1 & 8-2
Erosion and Sedimentation Control Calculations
WEST BASIN SEDIMENTATION TRAP SIZING
SA= Z X Rz =2,080 sf/cfs
0.00096
2 x 0.520 I'
SA= �
0.00096 ',
�
SA= 1083 sf
WEST BASIN SEDIMENTATION TRAP OVERFLOW
4100 = C(2g)l�Z [2/3 LH3�2 + 8/15 (Tan 6) Hs�z]
Assuming C= 0.6 and Tan A = 3 (for 3:1 slopes),the equation becomes:
Qioo= 3.21 (LH3�Z + 2.4 H"Z)
�= I41oo/(3.21 H3�z))—2.4 H, or 6 feet minimum
Qioo = 1.05
h = 1
�calculated- -2•0729
Therefore, L= 6 feet (minimum)
9.O BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
' Site Improvement Bond Quantity Worksheets, a Flow Control and Water Quality Facility Summary
Sheet, and a Declaration of Covenant are attached to this section as Figures 9-1, 9-2, and 9-3.
Technical Information Report Q Q O O
Spring Glen Elementary School 9-1 .
2130241.11
i
This a e left intentionall blank for double-sided rintin .
P9 Y P 9
Section 9.0 Figures
Figure 9-1 ........Declaration of Covenant �
Figure 9-2 ........Facility Summary Sheet
Figure 9-3 ........Bond Quantity Worksheet
I '
, _.
i
Technical Information Report Q Q O O
Spring Glen Elementary School .
2130241.11
This page left intentionally blank for double-sided printing.
Return Address:
City Clerk's Office
City of Renton
1055 S Gradv Wav
Renton, WA 980�7
DECLARATION OF COVENANT FOR INSPECTION AND
MAINTENANCE OF STORMWATER FACILITIES AND BMPS
Grantor:
Grantee: City of Renton
Legal Description:
Assessor's Tax Parcel ID#:
[N CONSIDERAT[ON of the approved City of Renton per►nit
for application file No. LUA/SWP relating to the real property("Property")
described above,the Grantor(s),the owner(s)in fee of that Property, hereby covenants(covenant)with the
City of Renton,a political subdivision of the state of Washington, that he/she(they)will observe, consent
to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 belo��
with regard to the Property, and hereby grants(grant)an easement as described in Paragraphs 2 and 3.
Grantor(s)hereby grants(grant),covenants(covenant),and agrees(agree)as follows:
1. The Grantor(s)or his/her(their)successors in interest and assigns("Owners of the described
property")shall at their own cost, operate,maintain, and keep in good repair,the Propertv s storm��ater
facilities and/or best management practices("BMPs") constructed as required in the approved
construction plans and specifications on file with the City of Renton and submitted to the
City of Renton for the review and approval of permit(s) . The
property's stormwater facilities and/or best management practices ("BMPs")are shown and/or listed on
Exhibit A. The property's stormwater facilities and/or BMPs shall be maintained in compliance with the
operation and maintenance schedule included and attached herein as Exhibit B. Storrr►water facilities
include pipes, swales,tanks,vaults, ponds,and other engineered structures designed to manage and/or
treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native
vegetated areas, permeable pavements, vegetated roofs. raim�ater harvesting systems, reduced imperviou�
surface coverage, and other measures designed to reduce the amount of storm��ater runoff on the
Property.
2. City of Renton shall have the ri�ht to ingress and egress over those portions of the Propertr
necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance
activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030.
3. If City of Renton determines that maintenance or repair work is required to be done to any of
� the stormwater facilities or BMPs,City of Renton shall give notice of the specific maintenance and/or
repair work required pursuant to RMC 4�-030. The City shall also set a reasonable time in which such
Page I of 3 Form:lpproced by City�Attorney 10.-201�
��ork is to be completed by the Owners. If the above required maintenance or repair is not completed
within the time set by the City,the City may perform the required maintenance or repair, and hereby is
given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written
notice will be sent to the Owners stating the City's intention to perform such work. This work will not
commence until at least seven(7) days after such notice is mailed. If, within the sole discretion of the
City, there exists an imminent or present danger,the seven(7) day notice period will be waived and
maintenance and/or repair work will begin immediately.
4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on '
the Property creates any ofthe hazardous conditions listed in RMC 4-4-060 G or relevant municipal
successor's codes as applicable and herein incorporated by reference,the City may take measures
specified therein.
5. The Owners shall assume all responsibility for the cost of any maintenance or repair work
completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous
conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City
within thirty(30)days of the receipt of the invoice for any such work performed. Overdue payments will
require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the
prevailing party is entitled to recover reasonable litigation costs and attorney's fees.
6. The Owners are hereby required to obtain written approval from City of Renton prior to
filling, piping, cutting, or removing vegetation(except in routine landscape maintenance) in open
vegetated stormwater facilities(such as swales,channels, ditches,ponds, etc.), or performing any
alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of
Covenant.
7. Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail.
return receipt requested.
8. With regard to the matters addressed herein,this agreement constitutes the entire agreement '
beh�een the parties, and supersedes all prior discussions, negotiations, and all agreements ��hatsoever
whether oral or written.
9. This Declaration of Covenant is intended to protect the value and desirability of the real
property described above, and shall inure to the benefit of all the citizens of the City of Renton and its �
successors and assigns. This Declaration of Covenant shall run with the land and be binding upon
Grantor(s), and Grantor's(s')successors in interest, and assigns.
10. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City that is recorded by King County in its real property records.
IN WIT'NESS WHEREOF,this Declaration of Covenant for the Inspection and Maintenance of
Stormwater Facilities and BMPs is executed this day of . 20
GRANTOR, owner of the Property
GRANTOR, o��ner of the Property
Page?of 3 Form.4ppro�ed by Cit} Attorney 10i201�
STATE OF WASHINGTON )
COUNTY OF K1NG jss.
On this day personally appeared before me: I
,to me l:nown to be the individual(s)described in ��
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this day of , 20
Printed name
Notary Public in and for the State of Washington,
residing at
My appointment expires
Pa e 3 of 3 .- '
g Form Approved b, C�ty Attorney 10/2013
i
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit I
Number
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
Spring Glen Elementary School Site Improvements Date 2014 Feb 26
Downstream Drainage Basins
Major Basin Name Black River
Immediate Basin Name Black River
Flow Control:
Flow Control Faciliry Name/Number Detention Tank(1 of 2)
Facility
Location Parcel 2923059061 (East)
If none,
Flow control provided in regional/shared facility(give
location) N/A
No flow control required Exemption number
N/A
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
0 ponds 0 ponds
0 vaults 0 tanks
1 tanks 0 trenches
Control Structure Location
CB 18
Type of Control Structure RISER/FROP-TEE Number of Orifices/Restrictions
2
Size of Orifice/Restriction: No. 1 0.60 INCH
No. 2 0.801NCH
No. 3
No. 4
Flow Control Performance Standard CONSERVATION/STREAM PROTECTION (DURATION)
2009 Surface Water Design Manual 1/9/2009
1
K[NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANL;AL
Live Storage Volume 9,530 CU FT Depth 4.5 FT(LIVE DEPTH)Volume Factor of Safety
1.0
Number of Acres Served 0.60
Number of Lots 1 (PARTIAL)
Dam Safety Regulations (VVashington State Department of Ecology)
Reservoir Volume above natural grade 0
Depth of Reservoir above natural grade 0
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
�
2009 Surface W'ater Desien Manual 1;9,-2009
2
-- i
This page left intentionally blank for double-sided printing.
�
NvT=S
� RIM ELEV= A � 1. P'PE SIZES AND SLOPES.PER PLANS. �
� 3 4 \ ROUND SOLID COVER Z WTLET CAPACITV NOT LESS THAN�OM6INED IN'_ETS �J BACKFILL PAVED AREAS PND'A!THI1
R.O.W BANK RUN GRAVEL FOR TZEVCH
F- �� \ WITH LOCKING BOITS. � 9ACK FILL.WS�OT 9-03�19j 95%
3 EXCEPT AS SHOWN OR NOTE�,UNITS SHAL�BE CONSTRU�'=D IN COMPACTION,6"MAXIMUM LIFTS.
� � � FRAME 8 L4DOER OR ACCOR�ANCE WITH THE REOUIREIAENTS FOF2�ATCH flA51N TYPE 2 NATNE MATERIAL MAv BE USED IF I7
Cn z STEPS OFFSET.SEE b�"MIN.DIAM. �- ; MEETS THE RE�UIREMENTS OF
� NOTE 8.PRAME 8 �-l�\� STRUCTURAL FlLL AND COMPACTION
a OVE4Fl0'Jr - �• • COVER ELEV PER PLAN. 4� PIPE SUPPORTS AN�RESTRICTOR/SEPARATOR SHALL BE OF SAME � � CAN BE ACHIEVED AS APPROVED 6�
� ELEV.= B i. MATERIAL,AND BE ANCHORED AT 3'MPJ(SPACING BV Sf8"D�AM O O THE GEOTECHNICAL ENGINEER
2"0 AIR YENT STAINLE55 STEEL F]CPANSION BOLTS OR EMBEDDED 7'IN WALL `OTES BACKFILL UNPAVED AREAS NATIVE
� IE= H MAiERIAL OR GRAVEL 6ACKFILL FOR
EXTENDTO LANOSCAPE 5 THE RESTRIGTORISEPAR4TOR SHALL BE FABRICTED FROM 0.06J" j[fryp�5 1 SHEAR GATE SHALL BE ALUMINUM ALLOV PER PIPE BEDOING,90%COMPACTIOh,12�
E�EV.= C � - w S AREA FINISHE�GRA�E. ALUMINUM,OR.064"ALUM��NIZED STEEL OR 064' GALVANIZFD .45TM B-26ZG-32a OR CAST IRON ASTM A4B
MPJ(IMI1M LIFTS.
STEEL PIPE;IN ACCOROANCE WITH AASHTO M 36,M 196,M 197 ANO M C;ASS 308 AS REQUIRED
ORIFICE Y2= D p 274.GALVANIZED STEEL SHALL HAVE TREATMENT 1. O O
S'E�S OR LAODER 2 GATE SMPLL BE e"DIAM.UNLESS OTHERWISE
PIPE SUPPORT(5).3"%D9D' �r 6 OUTLET SHA�L BE CONNECTED TO STORM P:PE WIiH A STANDARO Q HA+.DLE'Jr7Tr SPECIFIED.
w RISER COUPLING BAND FOR CORRUG4TE�METAL PIPE,OR GROUTEO INTC LOCK PIN RIGIO FLEXI9LE
� �
THE BELL OF CONCRETE PiPE 3 G4TE SHA�L BE JOINE�TO TEE SECTION BY �D I.,CONC.1 (CPEP C'.1P,P':C�i
MAXIM�M OPEhItiG qp�USTABLE LOCK ( �.
Z � � 90LTING THROUGH FLANGE WELDING,OR SUBGRADE EL_`iA-�ON
OF Ci4TE
Z '�.2"O`'LET PI�E I p�NLET PIPE 7 THE VERTICAL RISER STEM OF THE RESTICTpft�SEPARATOR SHALL HOOK WITH LOCK OTHER SECURE MEANS
. w W � BE TNE SAME DL4M AS 7HE FIORIZONTAL OUTLET PIPE W1TH AN 12" SIX EVENL�S�ACED SCREW
4 LIFT ROD:AS SPEC�FIED B`/MFR.WfTH
'�. MIN.DIAM HOLES ON 10 3/8"90LT 1'ROD OR
¢ HAN�LE EXTENDING TO WITHIN ONE FCCT OF
�� a W CIRCLE FOR BOL?IN3'O TUBIM1G, COVER AND ACJUSTnBLE HOOK LOCK
i B FR.U1E AN�LADOER OR STEPS OFFSET SO T-AT FLA�GE CO'JNECTIqd VA3IABLE PIPE AS
. O IE= E � FpS7ENED TO FRMAE OR UPPER HANDNOLD. SPECIFlED
�ENGTH
1-0' � A CLEANOUT GATE IS VISIBLE FROM TOP. CN PLANS
� R�ry 5 GATE SHPLL NOT OPEN BEVONO THE CLEAR
� 6.CLIMB DOWN SPACE IS CLEPR OF RISER AN��G_EA`.OUT GATE 'JFT HPNDL`c OPENING BY LIMITE�HINGE MOVEMENT,STOP
�i � � �E-� --� - TAB.ORSOMEOTI-IERDEVICE.
I - z C FRAME IS CLEAR OF CURB. O �/ �
�jJ � CLEANOU7 GATB � \� � NEOPRENERUBBcR GASKETREQUIRED
� RESTRICTCR�J.'E � SHEAR � 1 6ETNF_EN RISER MOUNTING FLANGE AND 4 0' 4 `
9. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE
ORIFICE k1= F a OUTLET PIPE TO HAVE SMOOTM O.D.EQUAL TO CONCRETE PIPE i D � GATE FLANGE. .
GATE SEE DETAIL 3 �
(n ELE`i=s'Z -HISSH=E' �_ES51/4". `LEVELLINE / �
\ � 7. MATING SURFACES OF LID PND BODV TO BE I ' 4 e
O � �C 11ULT40RiFICE ELBONS MAV BE LOCATED AS SNOWN OR AL:ON � � `_ i�� � � MACNINE�FOR PROPER FIT. O� � s e ��o �
ONE SIDE OF RSER TO ASSURE L4DDER CLEARANCE, � �
� , � ` � 8 FJWGE MOUNTING BOLTS SHALL BE 3!8'OIAM. 0 4 � ' d =4
= 60" 0 i i ACG=SS OPENI��3 SHALL BE C'�EARLY MHRKED WITH CONF�NEO STAINLESS STEEL 4"M'.N
U SPACE'NA�NI\G IN A�COROANCE WITH OSHA AN_�L81 FRCN' S�CE
nEuUIREMENTS 9. ALTERNATECLEHNOUT/SHEPRGATESTOTHE
� MANHCLE iYPE 2 LFT HA.'vDLE SMALL DESIGN SHOWN ARE AGCEPTABLE,PROVIDED I C -3:' B 701NG PER FNI'LSL]o0 9FI3 EZ OtNE
� THE�MEET THE MATERL4L SPECIFICATIONS
BE ATTACHED PER 95%COMPACTION
� � � �' - - MANUFAC'UR=R'S ABOVE A�\D HAVE A SIX BOLT,10 3!B"BOLT
RER10VA6Lc
'vtiATER-TGHT �/ - � '• � EAST WEST REC0�.9'dENDAT10�5 CIRCLEFORBOIT'�NGTOTHEFL4NGE
a CONNECTION.ALTcRNATE SHALL BE
~ C�..PLING • �` SYSTEM SYSTEM REVIEWEDANDAPPROVEOBVENGIM1E=R
w E�E�,=� . �" 3 SHEAR GATE BEDDING 8� BACKFILL PIPE IN TRENCHES
fi \'• A 452.19 a5042 4
NO-TG SCALE
2'MIN. �. . B 449.4? 446.00
w M'4% a�/ � � .
GRIF CE k2= �"0
J C 44?.27 443.85
"' j y
,Y WT � 0.0.. ,B•
Z �ELBOW DETAI_ I I
L E 444.97 441.50
JNOTTCS�ALE '1 �.L i � F O6" 15"
v ..\ /.�' G 442.9? 439.50
� H a4930 M5.83
Z •\�� �/ • I 444.9' 441.50
� \ /
� � �
�
~ � 165
a �I
� 160' S' 3'iTVP;
� 95'
w 1CD'
a �,��ONTROL MANHOLE P�^" 5,T"P'
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Z STRUCTURAL F�,LL
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EAST WEST lT�'PI
1�� SYSTEM SYSTEM 5
�'f�AIR'iENT r0\tJ=�T TC 1�� 54�0 FIFE
CR�WNAT V �_3%'�
CONT40L M11A\H`J'E EL=BB P.4 4M.4' 441 CD 'r'rEST D�.=TENTI7'�.5'+3T_A ITYP� ���
BB 44547 446C0
6=�'��.MP \ EPST DETeN'�ON SYST=M
� y/ ✓%�
3E'O�'LET � � s_;. �\�"�\ NO'ES
PIPE
, REFERToo=T,��5,H,55„EET,-o�oET_�,T;�, 5 DETENTION PLAN
� 3 Q PIPE PLAN.
TYP 2. ALL TANKS fi0"CMPP�3"%7",�14 Ga.),AT 5=0 0'n
e�=aa Y. CoyF,
C.5'DEAO u� 3 TANKSWEIDEDORFU�DTOTANNEMATE4�.AL�� y�ra"�+�,�+p�
sto�acE fi �`
r"tF�l I I I I � I I 4 ACCESS RiSER SGACING IS 100'MA%IMV�A •
GRA'iEL 2!1�K=LL FCR PIaE Z��NE 3ED=�N�'EA -� f
N50CTSFECIFICATION9-031213i,9`�%:.GR1�A.CTi��r., 5 AC�ESSOPENINGSHALLBECLEAR�VMARKED:+'ITH '� �Zyp���� O Q Q Q
cnec,ed ior comPi��ar�:E io ary s�anda�d,
Oa 1'B'LtiA3�E�GRAVEL FOR PIPE 3EOJIN3 PER GCNF',NEO SPACE WARNING IN ACCORDA\CE�\1T-
DETENTION PIPE SECTION .�sHTo��.�AT�vo e o5H^^No�a�REa��R=ME.TS
IMIAL� �
2 OI TGY4
N::T'O SCA_E
�� 7 A C 0 M A�SEATfLE�SPOKANE�lRILITIES
m 2275 NoM 30fh SVeel,Suife 300 Tewme,WA 98403
� AGENCY REVIEW RE-SUBMITTAL �.��4�,� ���5z�F,� rwahdcom WE9
0
�� �@ �ns No*�o `�"�a'�' e CI TY OF RENTON ACADEMY AT SPRING GLEN ELEMENTARY 3i.w+,zot4
s� a nooeNouM No. a ace �/ze/� w�F "�"""" �` � RENTON SITEIMPROVEMENTS
Know what's bQ�OW. aooENouM No. 3 ace �/z4/i w�F F.�,ror.w � „�,o, , oaruM
a�oENouu No. i ace i/i�/i w�F ,� RENTON SCHOOL DISTRICT
� C811beforeyoudig. w F�eRs* �K� P�o����e/e��m��9/P�br� wo�s o�v�. STORM DRAINAGE DETAILS �6.1
` N0. REVISION 3Y DATE APPR s.cou�or�* '¢' z��'35
� - NNNNAA
�
KING COUNTY, WASH[NGTON, SURFACE WATER DESIGN MANL"AL
Water Quality: �
Type/Number of water quality faciliNesBMPs: I�
1 biofiltrarion swale 0 sand filter(basic or large) i
(regular/wed or continuous inflow) 0 sand filter, linear(basic or �
large) I
� combined detention/wetpond 0 sand filter vault(basic or
large)
(wetpond portion basic or large) sand bed depth N�A (inches)
� combined detention/wetvault � storniwater wetland '
� filter strip 2 storm filter
� flow dispersion � wetpond(basic or large)
� farm management plan � wetvault
� landscape management plan N�A Is facility Lined?
� oiUwater separator If so,what marker is used
above
(baffle or coalescing plate)
Liner? N/A
0
catch basin inserts:
Manufacturer N!A
� pre-settling pond
� pre-settling structure:
� Manufacturer NIA
� high flow bypass structure (e.g., flow-splitter catch basin)
� source controls
Design Information
i WateT Quality design flow Stormfilter 1: 0.0308 CFS;Stormfilter 2:0.0207 CFS; East Raingarden: 0.0692 CFS
Water Quality treated volume (sandfilter) N/A
Water Quality storage volume (wetpool) N/A
Facility Summary Sheet Sketch
2009 Surface Water Design Manual 1/9/2009 j
3
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
2009 Surface Water Design Manua) 1 r'9-2009
4
( i
� i
SURFACE WATER STANDARD PLAN NOTES AND CONSTRUCTION SEQUENCE �F="`E
�' 1. THESE NOTES SHALL/PPEAR ON PRQIECTS%CF T-IE SURFACE WA'ER UTIJTY. 19. A'_L CATCH BASIN GRATES SHALL BE DEPRESSED 0 10 FEET BELOW PAVEMENT LEVEL. 12' 2 0'J--3 C' 2.C' �.D'
� i � Y101M1'� � PAO'rY
� � 2. BEFORE ANv CONSTRUCTION OFt DEVELOPMENT ACTIVITY OCCURS,A PRE-CONSTRUCTION MEETING MUST BE�E�_D 20. ALL DRIVEWAY CULVERTS LOCATED WITHIN CfTV OF RENTON RIGHT-0E-WAV SHALL BE OF SUFFICIENT LENGTH'O PRCVIDE 4 CJ:6 P�NTINGS PER URB
� � BETVJEEN THE Cf7V OF RENTON PLAN REVIEW SECTip:AND THE APPLICANi. MINIMUM 3:1 SLOPE FROM THE EDGE OF 7ME DRIVEWAY TO THE BOTTOM OF THE�ITCH ROCK FOR EROSION PRGTECTION OF Z�% � I UW DSCAPE V
�
'� � ROADSIDE OIT�HES.NMERE RE�UIRED,SHALL BE OF SOUND QUARRV ROCK PLACED TO A�EPTH OF ONE�1�FOOT AND MUST '� �-~ � I 3„ P�.4N5 A
3. ALL DESIGN AND CONSTRUCTIpJ SHALL BE IN ACCORDANCE NATH TME RENTON MUNICIPAL COOE�RMC),THE LATEST EDITION MEET THE FOLLOWING SPECIFICATIONS�. ��-^ li
� OF THE STANDARD SPELIFICATIONS FOR ROAD,BR�DGE AND MUNICIPAL CONSTRUCTION PREPARE�BV N500TAN�THE 4-B INCH ROCK 140-'0%PASSING', � • '�� ��
� AMERICAN PUBLIC WORKS ASSOCIATION IAPWai,AS AMENOE�BV THE CIN OF RENTON PUBLIC WORKS DEPARTMEM IT 2-4INCH ROCK!30-40%PASSING,AND TOPSOiL G9A1H�F-� C m � I �� � �
j � SHALL BE THE SOLE RESPONSIBILITY OF THE APPIICANT AND THE PROFESSIONAL GIVIL ENGINEER TO CORRECT 4NY ERROR, LE55 THAN 2 INCH ROCK/10-20%PASSING PER LANDeC4PE, �..� �'-��BOTTOM OF RA�NGARDE�
, OMISSION OR VARIATiON FROM THE ABOVE RE�UIREMENTS FOUND�N THIS PLANS.ALL CORRECTIONS SHALL BE AT NO P� � � f
ADDITIONAL COST TO THE CI?v 21 ALL BUIL�ING DOWNSPWTS AND FOOTING DRAINS SNALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM,UNLESS \ 4� � � _� _,�-.PER PLPN
APPROVED BY THE CITV PL4N REVIEWER OR SURFACE WATER UTILITY SECTION.AN ACCURAiELV DIMENSIONED CERTIFIE� � �� � � � .; -
4. APPROVAL OF THIS ROAD.GRDDING,PARKING ANC DRAINAGE PiAN DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER AS-BUILT DRAWING OF THIS�RAINAGE SVSTEM WILI BE SlJBMITTED TO THE GTV UPON COMPLETION_ � n;�' �` ��.��� ��
CONSTRUCTION IE G.OOMES`IC WA?E4 CONVEYANCE.SEWER CONVEVANCE GP.fi ELECTRICPL.ETC.)THE SURFACE WA7ER ,_ �`�� ,"BIOREIENTION SOF_Mlx
DRAINAGE SVSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED P�qNS NMICH ARE ON FILE IN WITH THE CITV. 71. DRNNAGE OUILETS ISTU&OUTSi SHALL BE PROVI�EO FOR EACH INDIVIDUAL LOT,E)(CEP7 FOR THOSE LOTS APPROVED FOR � "� �
ANV DEVIATION fROM THE APPROVED P�,4NS YJILL REQJIR'c WRITTEN APPROVAL FROM THE CITV OF RENTON PUBIIC WORKS INFILTRATION BV THE CITY.STUB-OUTS SHALL CONFORM TO THE FOLLOtMNG�. GR4VEL BACKFILL FOR IX2VWELLS,�
� JEPARTMENT,SURFACE WATER UTILITY SECTION. PER WSOOT 9-0312(Sj
� (n a. EACH OUTLET SHALL BE SUITABLV LOCATED AT THE LOWEST ELEVATIqJ ON THE LOT,SO AS TO SERYICE ALL FUTURE ROOF / � NATNE SUBGRADE
Z f- 5 A COPV OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PRW^RE55. DOWNSPOIJTS AND FOOTiNG DRAINS DRIYEWAVS.VARD DRAINS,AN�ANV OTHER SURFACE OR SUBSURFACE DRAINS �
NEGESSARV TO RENDER THE LOTS SU'TABLE FOR THEIR INTENDED USE.EACH OUTLET SHALL HAYE FREE-FLONING POSfTIVE NOTES� GEO7E��LE FABRIC J e"PERFORATEO PVC
w W 6 GRADING ACTNITIES�SITE ALIERATION�ARE LIMITED TO THE H WRS OF 7 A.M.T0 7 P.M.MONOAY THROUGH SATURDAY AND DRAINAGE TO AN APPROVEO STORMWATER CONVEVANCE SVSTEM OR TO AN APPROVE�OUTFALL LOCATION PERFORATIONS SHA'��L BE
NO NKK2K ON SUNDAV IS ALLOWE�,UNLESS OTHERWISE PPPROVED WITH A NRITTEN DECISION 6V THE CITY OF RENTON. b. OUTLETS ON EACH LOT SHALL BE�OCATED NATH A FIVEFOOT+IIGH 2'X 6'STAKE MARNEO"STORM"OR'DRAIN".TME t SEE SHEETS C2.iL2.3 FOR CATCH BASMS NATMIN RAINGARDENS DCWNNARC
a W STII&OUT SHALL EMENC ABOVE Sl1RFACE LEVEL.BE VISIBLE.AND BE SEGURED TO THE STAKE
7. ITSHALLBETHEAPPUCANTS/CONTRACTOR'SRESPONSIBILITYTOOBTAINALLCONSTRUCTIONEASEMENTSNECESSARV c. PIPEMATERIALSHALLCONFORMTOUNDERDRAINSPECIFICATIONS�ESGRIBEDINCHAPTER4OFTHESURFACEWATER RAINGARDEN SECTION
O BEFORE INRIATING OFFSITE WORK EASEMENTS RE�UIRE CITY REVIEW AND APPROVA�PRIOft TO CONSTRUCTION. DESIGN MANUAI AND IF NON-METALLIC,THE PIPE SF1ALL BE PLACED IN A TRENCH WITH A TRACING WIRE ABOVE OR OTHER ''
ACCEP7ABLE DETELTION. NCT 70 SCAIE
� e. FRANCHISE�UTILITIES OR OTHER INSTAL'.ATIONS h1AT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE d PRIVATE�RAINAGE EASEMENTS ARE REOUIRED FOR ORAINAGE SVSTEMS OEStGNE�TO CONVEV FLOWS THRWGH
� CONSTRUCTEDUNLESSANAPPROVEDSETOFPLANSTHATMEETALLREWIREMENTSOFCHAPTER40FiHESURFACE INDIVIOUALLO?S
C WATER DESIGN MANUAL ARE SUBMI7TED TO THE G7Y OF RENTON_ e. THE APPLICANT/CONTRAC?OFt IS RESPONSIBLE FOR COOR�INATING THE LOCATIONS OF ALL STUB-0UT CONVEVANCE LINES
� WITH RESPECT TO OTHER U'ILITiES IE G.POWER,GAS,TELEPHONE,?ELEVISIONi.
w 5. OATUM SHALL BE NAVD 88 UNLESS OTHERWISE APPROVED BY THE CITV OF RENTON.REFERENCE BENCHMARK AN� /. PLL IN�IVIDIIAL STUB-0UTS SHALL BE PRIVATELY ONMED AND MAINTAINE�BV THE LOT HOME OVJNER.
� ELEVATIONS ARE NOTED ON THE PUWS. g. STORM DRAINAGE PIPE SYSTEMS SHAil NOT PENEIRATE BUILDING FOUNDATIONS,E%CEPT FOR SUMP PUMP OISCHARGE
LINES USED TO DRAIN CRAWL SPACES,PROVIDED THE SUMP PUMP SYSTEM INCLUOES&4CKFLOW PREVENTON OR A C-iECK
(n t0. ANV DEVYATERING SVSTEM NECESS4RV FOR THE CONSTRUCTION OF STORMWATER FACILITIES MUST BE SUBMITTED TO THE VALYE -
�ITVFORREVIEYVANDAPPROVAL. 18" 2.D'�5.0' 2.0' 1.7'
O 23. ALLOISTURBEDPERVIWSAREASICOMPACTED,GRADED,UIN�SCPPED,ETC.�OFTHEDEVE�OPMENTSfTEMUST M�W PL4MINGSPER
11 ALL UTIIITY TRENCHES AND ROADWAY SUBGRADE SHALL BE BACKFILLE�AND COMPACTED TO 95 PERCENT DENSITY, DEMONSTRATE ONE OF THE FOLLOWING THE EXISTING DUFF LAVER SHALL BE STAGED AND REOISiRIBUTED TO MAMTAIN CURB
O 2 0`4 LAN�SCAPE
STANDARD PROCTOR THE MOISTURE CAPAGTV OF THE SOIL.OR;AMENDED SOIL SHALL BE AODED TO MAINTAIN THE MOISTURE CAPACITV. , -� q, P_ANS �j
U 12 OPEN CUTTING OF EXISTING ROADWAVS FOR NONfRANCHISED UTILRY OR STORM�RAINAGE WORK IS NOT ALLOWED 24. PROOF OF LIABILIN INSURANCE SHALL BE SUBMITTED TO THE CITV PRIOR TO CONSTRUCTIIXJ PERMIT ISSUANGE �-"'�--� \' _
� UNLESS SPECIFICALLY APPROVEO BY h1E CITY OF RENTON AND NOTED ON THESE APPROVED PL4NS.ANV OPEN CUT SHALL , -�_�. ��
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} CONTINLIING LEG4L OBLIGATION ANDIOR LIABILITV CONNECTE�WITH STORM SURFACE WATER DISP0.SITION.FURTHER,THE pER L4NObC � ��
� 13 ALL SE�IMENTATIONIER0.510N FACILITIES MUST BE IN OPERATION PRIOR TO GLEARINGAND BUILDING CONSTRUCTION MID CITV OF RENTON DOES NOT ACCEPT ANY O6LIGATION FOR THE PROPER Fl1NCTIONING AND MPJNTENANCE OF THE SVSTEM P�� � �6C➢TTQFI'OF kAINGARDEN
THE�MUST BE SATISFACTORILV MAINTAINEO 11NTIL CIXJSTRUCTION IS COMPLETED AND THE P07ENTUIL FOR ONSITE PROVIDED OURING CONSTRUCTION �' �'�N
� EROSIONHASPASSED. . -� � � , �;.. -�
Z 26. THE CONTRACTOR SNALL BE RESPONSIBLE FOR PROYIDING AOEQUATE SAFEGUARD.SAFETY DEVICES,PROTECTIVE f '
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wc CONSTRUCTION ACTIVITY 11NLES5 OTHERWISE APPRWE�BV THE PUBLIC WORKS DEPARTMENT.SURFACE WATER UTILITV TO PROTECT PROPERTY IN CONNEGTION WITH THEPERFORMANCE OF WORK PNY WORK NATHIN THE TRAVELED GRAVEL BACKFILL FOR bRYV�E4ES
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W Pl1BLIC WORKS DEPARTMENT,TRANSPOR7ATION SYS7EM5 DIVISION.ALL SECTIONS OF THE WSDOT S7ANDARD e'UNLE55 oTHERWISE
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W CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CqJSTRUCTION_THIS SHALL INCWDE NOTES PERFORATIONS SHALL BE
Z NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL.AS WELL AS PLACEMENT AND 27 PR0.IECT LOCATE�WITHIN 1HE A�UIFER PROTECTION AREA�APA�SHALL COMPLV WITH SPECIAL REQUIREMENT Yfi OF THE DWJI�M/.4RD
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� STRUCTURES ASSOCIATEO WITFI A PERMANENT RETENTION/DETENTION FACILITV SHALL HAVE SOLID LOCKING LIOS. NO?TC SCkLE
� 18 BUILDING AND OTHER STRUCTURES SHALL BE PLACE�IN ACCOR�ANCE YJITH TABLE 4 1 EASEMENT NADTHS AND Bu1LD'.NG
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STORMWATER FACILITY SUMMARY SHEET DDES Pemut
Number
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
Spring Glen Elementary School Site Improvements Date 2014 Feb 26
Downstream Drainage Basins
Major Basin Name Black River
Immediate Basin Name Black River
Flow Control:
Flow Control Facility Name/Number Detention Tank(2 of 2)
Facility
Location Parcel 2923059061 (West)
If none,
Flow control provided in regional/shared facility(give
location) N/A
No flow control required Exemption number
N/A
General Facility Information:
Typc/Number of dctcntion facilities: Type/Numbcr of infiltration facilitics:
0 ponds 0 ponds
0 vaults 0 tanks
1 tanks 0 trenches
Control Structure Location
CB 2
Type of Control Structure RISER/FROP-TEE Number of Onfices/Restrictions
2
Size of Orifice/Restriction: No. 1 1.40 INCH
No. 2 1.70 INCH
No. 3
No. 4
Flow Control Performance Standard CONSERVATION/STREAM PROTECTION (DURATION)
2009 Surface Water Design Manual 1,9,'2009
1
��
K[NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANliAL
Live Storage Volume 9,530 CU FT Depth 4.5 FT(LIVE DEPTH)Volume Factor of Safety
1.0
Number of Acres Served 2.61
Number of Lots 1 (PARTIAL)
Dam Safety Regulations(Washington State Department of Ecology)
Reservoir Volume above natural grade 0
Depth of Reservoir above natural grade o
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
�
. ; I
2009 Surface Water Design Manual 1/9,'2009
2
KING COUNTY, W.ASH[NGTON, SI;RFACE- WATER DESIGN MAN�AL
Water Quality:
Type/�iumber of water quality facilitiesBMPs:
2 biofiltration swale 0 sand filter (basic or large)
(regular/wed or continuous inflow) 0 sand filter, linear(basic or
large)
� combined detention/wetpond � sand filter vault (basic or
large) '
(wetpond portion basic or large) sand bed depth N�A (inches)
� combined detention/wetvault � stormwater wetland
� filter strip � storm filter ,
� flow dispersion � wetpond(basic or large) '
� farm mana ement lan � wetvault III
g P
� landscape management plan N�A Is facility Lined? '
� oil/water separator If so,what marker is used
above
(baffle or coalescing plate)
Liner? N/A
0
catch basin inserts:
Manufacturer N/A
� pre-settling pond
� pre-settling structure:
Manufacturer N/A
� high flow bypass structure (e.g., flow-splitter catch basin)
� source controls
Design Information
Water Quality design flow West Raingarden: 0.0455 CFS; North Raingarden: 0.0502 CFS
Water Quality treated volume(sandfilter) N1A
Water Quality storage volume (wetpool) N/A
Facility Summary Sheet Sketch
2009 Surface�Vater Design Manual l/9/2009
3
K[NG COUNTY, �'�`ASHINGTON, SURFACE WATER DESIGN MANL'AL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
2009 Surface�h'ater Desien Manual 1;9 2009
4
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STORM DRAINAGE DETAILS
� 5 CowcprrT - 27 �35 i
A -NNNNAA
This page left intentionally blank for double sided printing
-
�
SURFACE WATER STANDARD PLAN NOTES AND CONSTRUCTION SEQUENCE �FE.°E
� 1 'NESE lOTES 3'-A�L APP=AR ON�RQlECTS FCF Tr1E SU4FACE WATEZ UTVJTI' 19 A_L CA'CH BASIN GRATES 3HA_L 3=C�EFRESSE�0 10 FEET BELO'f.'PAVEMEtiT LEVEL. 18" �.D'-L-3 C 20� 2.�'
� R1J'J� � MO'fJ
PLANT SPER -
� 2. BEFJnE ANV CONSTRUCTION OR DEVELOPMc�T ACTIL'ITY OCCUR3,A PR=-CONSTRUCTIJ^.MEETI\G MUST 3E H=LG 2J A�L�RIJE14'AV CU_'JERT3�_CCATcD WITHIN GITV OF RENTON R'.GHT-OF-WAV SHALL BE OF SUFFICIEN'LENGTH TO PROVIDE A CUR3 ING CU1B
:AhOSCPFE
� BciWEEN THE CITV OF RENTON PLAN REVIEW SECTION AND THE APPLICANT. M'�NIMUM 3:1 SLOPE FROM THc_DGE OF THE DRIVEWAV TO THE BCTTOM OF THE DITCH ROCK FOR EROSION PROIECTION OF ��y�� 4� I FLti^i3� �
� ROADSI�E OfTCHES,NhiERE REQUIRED,SHPLL 8E OF SOUND pUARRV ROCK PLAGED TO A DEPTH OF ONE i�1 FOOT ANO MUST � ,}3
3. ALL DESIGN ANO CONSTRUCTION SHALL BE IN ACCORDANCE VNTH THE RENTON MUNIpPAL CODE(RMC),THE LATEST EDITION MEET THE FOLLOWING SPECIFICA�IONS L I
a OF THE SrANDARO SPECIFICATIONS FOR ROAD,BRIOGE AND MUNICIPAL CONS7RUGTION PREPARED BV WS�OTAND 7NE 4-e INCH ROCK/4D-70%PASSING; /� y � _�
a AMER'CAN PUBLIC WOR�(S ASSOCIATION iA?WAI,AS AMENDE�BV THE CITY OF RENTON PUBLIC YYCJRKS�EPARTMENT IT 2-41NCH ROCK/3U-4096 PASSING;AND _�p,���rt�t,y�y�, /
SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE PROFESSiONAL CIVIL ENGIM1EER TO CORRECT AN�ERROR, LE55 THAN 2INCH ROCK/10-20%PASSING. I
� PERtJW]�i:;AE r\ m� I-60TTOMOFR4INGARD�N
OMISS:ON OR VARIATIqJ FROM THE ABOYE RE�UIREMENTS FOUND IN THIS PLANS.ALL COFtRECTIONS SHALL BE AT NO � � i �
ACD'�TION4L COST TO THE CfTV. 21 ALL BUILDING OON!JSPOUTS AND FOOTING�RAINS SHALL BE CqJNECTEO TO THE STORM DRAINAGE SVSTEM,UNLESS F��"� � � FER PLAN i
APPROVE�Bv THE CITV PLAN REVIEWER OR SURFACE WATER UTILITV SECTION.AN ACCURATELY DIMENSIONEO,CERTIFIEO l\� ///���� �
a A?-RJVAL OF THIS ROAO,GRADING,PARNING AND�R4INAGE PLAN DOES NOT CONSTITUTE AN APPROVAL OF!W Y OTHER AS-BUILT ORAWING OF THIS DRAINAGE SYSTEM WiLL BE SLJBMITTEC TO THE CITV UPON COMPLETION � � � � � /// ��J��, �
�ONSTRUCTION�E G.OOMESTIC WA1ER CONVEVANCE.SEWER CONVEVANCE,G45,ELECTRICAL ETC.)THE SURFACE WATER ��. � .� � � �-BICRETENT�ON SOIL MIX
:�RAItl4GE SVSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROYED PLNJS,WHICH ARE ON FlLE IN WITH THE CITY. 22 ORAINAGE OUTLETS(SNB-0UTS�SHALL BE PROVIOED FOR EACH INDIVIDUAL LOT,EXCEPT FOR TH0.SE LOTS APPROVED FOR � �
A�'+�EV�ATION FROM THE APPROVE�PLANS WILL REQUIRE WR�TTEN APPROVAL FROM THE GTV OF RENTON PUBLIC WORKS INFILTRATION 9V TME C+TY.STUB-OUTS SHALL CONFORM TO THE FOLL0IMNG'. GRAVEL BACKFILL FOR DRVWE_LS,Jf f
�E�ARTMENT,SURFACE WATER UTILITY SEC-ION. PER N500T 303'2i5 i
Q (/J a. EACH OUTLET SHALL BE SUITPBLV LOCATED AT THE LOWEST ELEVATION Oh TME LOT,50 AS TO SERVIGE ALL FUTURE ROOG � NATIVE SUBGRAOE
z I- 5 A CCP�OF THESE APPROVED PLANS MUST BE ON THE JOB SI7E VVHENEVER CONSTRUCTION iS IN PROGRESS. �ONMSPOUTS ANO FOOTING DRAINS,DRIVEWAVS,YPRD DRAINS,AND ANY OTHER SURFACE OR SUBSURFACE DRA NS
z NECESSARY TO RENDER T}IE LOTS SUITABLE FOR THEIR INTENDED USE EACH OUTLET SHALL HAVE FREE-FLOWING POSITNE IvOTES GEOTEXT�LE FABRIC B"PER=04ATE�PVC
� �fJ 6 GRADING ACTNITIES�SITE ALTERATION�ARE LIM TED TO THE HOURS OF 7 A M TO?P M MONDAY THROUGH SATURDAV AtiD DRPJNAGE TO AN APPROVED STORM`fJATER CONVEVA4CE SVSTEM OR TC AN APPROVEO OUTFALL LOCATION. �ERF7kA'ONS SH�LL 6E
� G NO V.KK2K ON SLINDAV i5 PLLOWEO,UNIESS OTHER\MSE APPROVED WITM A WRITTEN DECISION 8V THE CITY OF RENTON E. OUTLETS ON EACH LOT SHALL BE LCCATEO WITH A FIVE-FOOTli'.GH,2'%4"STAKE MARKED"STORM'OR"ORAIN".T-.E 1. SEE 5^EETS C2 1L2 3�On GATCH 6A51^.51\9T-IN FA N�.4RCEN5. ��".RJ'a0'ARD
a W STUB-OUT SHALL E%TEND ABOVE SURFAGE LEVEL,BE VI518LE,AN��BE SECURED TO TNE STAKE.
7. IT SHALL BE THE APPLICANT'S/CONTRACTOR S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTiON EASEMENTS NECESSARV c. PIPE MATERIAL SHALL CONFORM TO UN�ERDRAIN SPECIFICATIONS�ES�RIBED'�N CHAPTER 4 OF THE SURfACE WATER RAI N GARD E N S ECTI O N
� BEFORE INITIATING OFFSITE WORK EASEMENTS REQUIRE CITY REVIEW AND APPROVAL PRIOR TO CONSIRUCTION. DESIGN IAANUAL AN�,IF NONI�AETALLIC,THE PIPE SHALL 6E PLACED IN A TRENCr WITH A TRACING WIRE ABOVE OR OTHER A
Q ACCEPTABLE DETECTION.
� NOT TJ SCALE
� d FRANCHISEO UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWh ON THESE APPROVEO PI.ANS SHALL NOT BE tl PRNATE DRAINAGE EASEMENTS ARE REQUIREO FOR DRAINAC{SVSTEMS DESIGNEO TO CONVEY FLOWS THROUGH
� CONSTRUCTEDUNlESSANAPPROVEDSETOFPLANSTHATMEETALLREOUIREMENTSOFCHAPTER40FTHESURFACE INOIVIDUALLOTS.
c WATER DESIGN MANUAL PRE SUBMITTED TO THE CITV OF RENTON e THE APPLICANTlCONTRACTOR IS RESPON516LE F09 COORDINATINv TFIE LOCATIONS OF ALL STUB-0UT LONVEVANCE LINES
C WITHRESPECTTOOTHERUTILITIES;E.G POWER.GAS.TELEPHONE,TE:EVISION}.
w _ OA7UM SHPLL BE NAVD 88 UNLESS OTMERWISE APPROVE�BY THE CfTV OF RENTON.REFERENCE BENCHMARK AND f. ALL IND�YIOUAL STUB-0UTS SHALL BE PRIVATELY ONAVED AN�MAINTAW EO BY THE LOT HOME O1MaER.
� ELEVATIONS ARE NOTEC ON THE PUWS. 9 STORM DRAiNAGE PIPE SVS'.EMS SHAL�NOT PENET4ATE Bll!LDING FOUNDATIONS,E%GEPT FOR SUMP PUMP DISGHARGE
LINES USEO TOORAIN CRAWL SPAGES.PROVIOEO THE SUMP PUM�SYSTEM INCLUDES BACKFLOW PREVENTION OR A CHECK
(n t0 ANV DEWATERING SYSIEM NECESSARV FOR TME CONSTRUCTION OF STORMWATER FACIUTIES MUST BE SUBMITTED TO THE VALVE.
CITV FOR REYIEW AND APPROYAL 18' 2.D'--�-5.0' 2.0' 1 J'
O 23 ALL DISTURBED PERVIOUS AREAS{COMPACTED.GRADED,L4NDSCAPED,ETC I OF THE�EYELOPMENT SITE MUST M��y P�1tiTING3 PER
11 ALL UTILITY TRENCHES AND ROADVJAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95 PERCENT DENSITY. DEMONSTR4TE ONE OF 7HE FOLLOWING:7HE E%IS71NG W FF LAVER SHA�L BE S7AGEO AN�REDISTRIBUTED To MAINTAIN C.,RB
Q STANDARD PROCTOR THE MOISTURE CPPACI�I'OF THE SOIL,OR,AMENOED SOIL SHALL BE ADDED TO MAINTAIN THE MOIST'�RE CAPAqTV �-�y°� � L�lJD FLF^.S �j ,
2 - �= � 3'
U 12 OPEN CUTTING OF E%ISTING ROADWAYS FOR NONfRANGHISE�UTILITV OR STOR+A DRAINAGE WORK IS NOT ALLOWED 24. PROOF OF LIABILITV'�NSURANCE SHALL BE SUBMITTEO TO THE CITV PRIOR TO LONSTRUCTION PERMIT ISSUANCE. -�'�- - _ _
� UNLESS SPECIFICALLY APPROVED BV THE CITV OF RENTON ANO NOTE�ON TI-IESE APPROVED PLANS ANY OPEN CUT SHALL __-� � -I �
6E RESTORED IN ACCORDANCE WI7}I THE GIN OF RENTON TRENCH RESTORATION STANDARDS 25. ISSUANCE OF THE BUI�ISG OR CONSTRUGTION PERMITS BY THE CITY OF RENTON DOES NOT RELIEVE THE OWNER OF THE �j t
} CIXJTINUING LEGAi OBLIGATION AND,'OR LIABILfTV CONNECTED WITH STORM SURFACE WATER'�ISPPSIT�ON.fURTHER,THE TCPSO L JR MUICH -
� 13 ALL SEDIMENTATIONIEROSION FACILITIES MUST BE IN OPERATION PRIOR TO CLEARINGAND BUILDING CIXJSTRl1CTION,AND CITY OF RENTON DOES NOT ACCEPTlWV OBUG.4TION FOR THE PROPER FUNCTIONING ANO MAINTENANCE OF THE SVSTEM PEK LFNOSC4PE ��m ______/ dOTTJ`d 7=R�I^�GAR�EN
Q THEVMUSTBES4TISFACTORILVMAINTNNEOUNTILCONSTRUCTIONISCOMPLETEDANDTHEPOTENTIALFORON-SITE PROVIOED�URINGCONSTRUCTION. p�Ns , �ER�I.A\
� EROSION4ASPASSED
Z 26. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIOING ADE�UATE SAFEGUARO,SAFETY DENCES,PROTECTIVE _
14. ALL RETENTIOWOETENTION FACILtTIES MI�ST BE WSTALLED ANO IN OPERATION PRIOR TO OR IN CONJUNCTION WITH ALL EQLIIPMENT,FL4GGER5,AND ANY O`HER NEE�ED ACTIONS TO PR�TECT THE�IFc,HEALTH,AND SAFETV OF THE PUBLIC,AND BIORE�ENTION SO L MI%
W GRAVEL&4CKFILL FOR DRVWELLS.
0 CONSTRUCTION ACTIVITV UNLESS OTHERVv15E APPROVEO BY THE PUBLIC WORKS CEPARTMENT.SURFACE WATER UTILITY TO PROTECT PROPERTY IN CONNECTION WI'H T!+EPERFORMP,NCE CF WORK ANY WORK WITHIN'HE 1RAVELED
G SECrION RIGHT-OF-WAV THAT MAV INTERRUP?NORMAL TRAFFIC FLOW SHALL RE�UIRE A 7RAFFIC CONTROI PLAN AaPROVE BV THE PER WSDOT 9-�3?el�'; � ` �WTI�E SUBGRA�E
W PUBLIC WORKS DEPARTMENT,TRANSPORTATION SYSTEMS DNISION.ALL SEGTIONS OF THE WSDOT STAN�ARD \
J 1`- AL_PIPE AN�APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE VNTH THE SPEGFICAT!IXJ51-07-23 TRAFFlC COMROL SHALL APPLY. GEDT�xTI_E FABRIC `b"'EFFCRAT=D PVC e��UNLESS OTHEaIM1"�S=
W CURRENT STATE OF WASHINGTON STANDARO SPECIFICA?ION FOR RQ4�lVJD BRIDGE CONSTRUCTION.THIS SHALL INC'_UDE PERF�RATIONS SHALL BE
INDICATEO,SEE NOTE NO 2.
NOTES
Z NECESSARY IEVELING OF THE TRENCH BOTTCM OR THE TOP OF THE FOUYOATION MA'ERIAL.AS WELL AS PLACEMCNT AIJD 27. PR0.IECT LOCATED WITHIN THE ADUIFER PROIECTION AREAiAPAi SHALL COMPLY WITH SPEGIAL RE�UIREMENTA6 OF THE �OWNWARD
w COMPACTION OF RE�UIRE�BEOD�NG MATE�WL,TO UNiFORM GR4DE SO THAT THE ENTIRE LENGTH OF THE PIPE W1LL BE SURFACE WATER DESiGN MANUAL ANC AQUIFER PROTECTION R_GULATIONS iRMC 43-050� , SEE SHEETS C2 1L23 FOR CATC�BAS'�NS'JJITHIN RAINGAF�ENS.
J 3UP�CR'ED ON A UNIFORMLY OENSE.UNVIELOING BASE.ALL PIPE BEDDING SHALL BE APVJACLASS'C'.WI7H THE E%CEPTION
� 0=PV�PIPE. 2. �IPE DE�TH AN�ItJ`sERT VAR'r SEE R4IN:�.KDEN PI�E IlVE4'S NOT=D Jl SHEE�'C2.t
� �5 STEEL PIPE SHALL BE PLJMIN!ZED,OR G4LVM11ZED WITH ASPHALT TREATMENT Itt OR BETTER INSIOE AND OUTSIOE p� ,
Z 1' ALL DRAINAGE STRIJCTURES,SUCH AS CATCH BASINS AND MANHOLES SHALL HAVE SOLID LOCKING LIOS.ALL�RAINAGE � NR/'1I NAGA RD E N S ECTI O N
� STR'JCTURES ASSOCIATED WITH A PERMANENT RETENTIOW�ETENTION FAGLI7V SHALL HAVE SOLID LOCKING LIDS
� 18 BUILD�NG AN��OT-ER 3TRUCTURES SH4L_BE PL?CEO IN AGCORDANCE WITH TAB.E 4 1 EASEMEhT'JJICTHS ANC BUILOING
SE'BACKS L.NES. O S JII 2 C� 2.�' 20'� �5
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w 1"�� `r9 -{F- .�___ � _"F�NS - � PER WS�OT 9-03 R(51 / �� �,
T -y GEOTEXT;LE FA6RIC J e"PERFORATED PVC
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PLAN �ER LAN�SCApE _ -_ 60TTCM GF RAiNGARDEN � SE=SHEETS C2 1-�2?FOR CA-CH BHSINS'NTHIIJ RAIIGARDEtiS
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O CI TY OF RENTON ACADEMY AT SPRING GLEN ELEMENTARY ���+•p�+
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RAINGARDEN AND DRAINAGE NOTES AND DETAILS
y s.cowvoar � 28 6�35
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Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: Adam C. Braun �ate: March 11, 2014
PE Registration Number: 46344 Te�.#: (253)383-2422
Firm Name: AHBL
Address: 2215 N 30th St, Suite 300, Tacoma, WA 98403 Project No: 2130241.11
ROAD IMPROVEMENTS& DRAINAGE FACILITIES FINANCIAL GUAR,ANTEE REQOIREP�,1ENTS
I PERFORMANCE BOND'.*' PUBLIC ROAD & DRAINAGE
Stabilization/Erosion Sediment Control (ESC) ��-,� 5 -
Existing Right-of-Way Improvements (B) $ -
Future Public Road Improvements & Drainage Facilities (C) $ -
Private Improvements (D) $ -
Construction Bond*Amount (A+B+C+D) = TOTAL (T) $ -
Minimum bond*amount is$1000.
(B+C) X
MaintenanceiDefect Bond"Total 0.20 = $ -
NAME OF PERSON PREPARING BOND'REDUCTION: Date:
*NOTE: The word "bond"as used in this document means any financial guarantee acceptable to the City of Renton.
**NOTE: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
REQUIRED BOND*AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY RDSD
Page 1 of 1 Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvements (Bond Reduction)"
& Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost !
GENERALITEMS No. `
;
Backfill & Compaction-embankment GI - 1 $ 5.62 CY 100 562.00 0 0.00 700 3,934.00 0 O.G ;
Backfill &Compaction-trench GI -2 $ 8.53 CY 280 2,388.40 0 0.00 320 2,729.60 0 0.0_',
Clear/Remove Brush, b hand GI -3 $ 0.36 SY 0 0.00 0 0.00 0 0.00 0 0.00
Clearing/Grubbing/Tree Removal GI -4 $ 8,876.16 Acre 0.2 1,775.23 0 0.00 3.8 33,729.41 0 0.00
Excavation- bulk GI -5 $ 1.50 CY 100 150.00 0 0.00 2400 3,600.00 0 0.00 I
_ Exca�ation-Trench GI -6 $ 4.06 CY 280 1,136.80 0 0.00 320 1,299.20 0 0.00 ,
Fencing, cedar, 6' high GI -7 $ 18.55 LF 0 0.00 0 0.00 0 0.00 0 0.00 �I
Fencing, chain link,vinyl coated, 6'high GI -8 $ 13.44 LF 0 0.00 0 0.00 1100 14,784.00 0 0.00 I,
�', Fencin , chain link, ate, vin I coated, GI -9 $ 1,271.81 Each 0 0.00 0 0.00 1 1,271.81 0 0.00 '
Fencing, split rail, 3'high GI - 10 $ 12.12 LF 0 0.00 0 0.00 0 0.00 0 0.00
' Fill & compact-common barrow GI - 11 $ 22.57 CY 0 0.00 0 0.00 0 0.00 0 0.00 '�
Fill &compact- ravel base GI - 12 $ 25.48 CY 0 0.00 0 0.00 0 0.00 0 0.00
Fill &compact-screened topsoil GI - 13 $ 37.85 CY 0 0.00 0 0.00 0 0.00 0 0.00
Gabion, 12"deep, stone filled mesh GI - 14 $ 54.31 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gabion, 18"deep, stone filled mesh GI - 15 $ 74.85 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gabion, 36"deep, stone filled mesh GI - 16 $ 132.48 SY 0 0.00 0 0.00 0 0.00 0 0.00
Grading,fine, by hand GI - 17 $ 2.02 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gradin ,fine, with rader GI - 18 $ 0.95 SY 1000 950.00 0 0.00 18000 17,100.00 0 0.00
Monuments, 3'long GI- 19 $ 135.13 Each 0 0.00 0 0.00 0 0.�0 0 0.00
Sensitive Areas Sign GI -20 $ 2.88 Each 0 0.00 0 0.00 0 0.00 0 0.00
Soddin , 1"deep, sloped round GI -21 $ 7.46 SY 0 0.00 0 0.00 0 0.00 0 0.00
Surveying, line &grade GI - 22 $ 788.26 Day 1 788.26 0 0.00 3 2,364.78 0 0.00
Surveying, lot location/lines GI -23 $ 1,556.64 Acre 0 0.00 0 0.00 0 0.00 0 0.00
Traffic control crew(2 fla ers} GI -24 $ 85.18 HR 60 5,110.80 0 0.00 240 20,44320 0 0.00
Trail, 4"chipped wood GI -25 $ 7.59 SY 0 0.00 0 0.00 0 0.00 0 0.00
Trail, 4"crushed cinder GI -26 $ 8.33 SY 0 0.00 0 0.00 0 0.00 0 0.00
Trail, 4"top course GI -27 $ 8.19 SY 0 0.00 0 0.00 0 0.00 0 0.00
Wall, retaining, concrete GI -28 $ 44.16 SF 0 0.00 0 0.00 0 0.00 0 0.00
Wall, rockery GI -29 $ 9.49 SF 0 0.00 0 0.00 0 0.00 0 0.00
Page 2 of 7 SUBTOTAL 12,861.49 0.00 101,256.00 0.00
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
:
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction'`
Right-of-way Right of Way Improvements
� Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT No.
AC Grinding. 4'wide machine< 1000sy RI - 1 S 23.00 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Grinding,4'wide machine 1000-200 RI -2 $ 5.75 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Grindin ,4'wide machine> 2000sy RI -3 $ 1.38 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Removal/Disposal/Repair RI -4 $ 41.14 SY 400 16,456.00 0 0.00 7500 308,550.00 0 0.00
Barricade, type I RI -5 $ 30.03 LF 0 0.00 0 0.00 0 0.00 0 0.00
Barricade, type II I ( Permanent) RI -6 $ 45.05 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb&Gutter, rolled RI -7 $ 13.27 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb&Gutter, vertical RI -8 $ 9.69 LF 1100 10,659.00 0 0.00 0 0.00 0 0.00 '
Curb and Gutter, demolition and disposa RI -9 $ 13.58 LF 0 0.00 0 0.00 0 0.00 0 O.CO I
Curb, extruded asphalt RI - 10 $ 2.44 LF 0 0.00 0 0.00 0 0.00 0 0.00 ''
Curb, extruded concrete RI - 11 $ 2.56 LF 0 0.00 0 0.00 1900 4,864.00 0 O.CO II
Sawcut, asphalt, 3"depth RI - 12 $ 1.85 LF 1300 2,405.00 0 0.00 0 0.00 0 O.C��' '
Sawcut, concrete, per 1"depth RI - 13 $ 1.69 LF 0 0.00 0 0.00 0 0.00 0 O.C":' li,
Sealant, asphalt RI - 14 $ 0.99 LF 0 0.00 0 0.00 0 0.00 0 O.C":' �
Shoulder, AC, ( see AC road unit price) RI - 15 $ - SY 0 0.00 0 0.00 0 0.00 0 O.0
Shoulder, gravel, 4"thick RI - 16 $ 7.53 SY 0 0.00 0 0.00 0 0.00 0 O.0
Sidewalk, 4"thick RI - 17 $ 30.52 SY 600 18,312.00 0 0.00 1200 36,624.00 0 O.0
Sidewalk, 4"thick, demolition and dispo RI - 18 $ 27.73 SY 0 0.00 0 0.00 0 0.00 0 O.0
Sidewalk, 5"thick RI - 19 $ 34.94 SY 0 0.00 0 0.00 0 0.00 0 O.C.
Sidewalk, 5"thick, demolition and dispo RI -20 $ 34.65 SY 0 0.00 0 0.00 0 0.00 0 0.00
Si n, handicap RI -21 $ 85.28 Each 0 0.00 0 0.00 8 682.24 0 0.00
Striping, per stall RI -22 $ 5.82 Each 0 0.00 0 0.00 79 459.78 0 0.00
Striping, thermoplastic, (for crosswalk) RI -23 $ 2.38 SF 40 95.20 0 0.00 600 1,428.00 0 0.00
Striping, 4" reflectorized line RI -24 $ 0.25 LF 0 0.00 0 0.00 0 0.00 0 0.00
Page 3 of 7 SUBTOTAL 47,927.20 0.00 352,608.02 0.00
--�
Unit prices updated: 2/12/02 '
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
& Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD SURFACING (4" Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5" Rock= 5"base& 1.5"top course}
For KCRS '93, (additional 2.5" base) ad RS- 1 $ 3.60 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Overlay, 1.5"AC RS-2 $ 7.39 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Overla , 2"AC RS-3 $ 8.75 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 2",4"rock, First 2500 SY RS-4 $ 17.24 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 2", 4"rock, Qt . over 2500SY RS-5 $ 13.36 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 3",4"rock, First 2500 SY RS-6 $ 19.69 SY 400 7,876.00 0 0.00 2500 49,225.00 0 0.00
AC Road, 3",4" rock, Qty. over 2500 SY RS-7 $ 15.81 SY 0 0.00 0 0.00 5700 90,117.00 0 0.00
AC Road, 5", First 2500 SY RS-8 $ 14.57 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 5", Qty. Over 2500 SY RS-9 $ 13.94 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road,6", First 2500 SY S - 1 $ 16.76 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road,6", Qty. Over 2500 SY S - 1 $ 16.12 SY 0 0.00 0 0.00 0 0.00 0 0.00
Asphalt Treated Base, 4" thick S - 1 $ 9.21 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gra�el Road, 4" rock, First 2500 SY S- 1 $ 11.41 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gravel Road, 4" rock, Qt . o�er 2500 SY S- 1 $ 7.53 SY 0 0.00 0 0.00 0 0.00 0 0.00
PCC Road, 5", no base, over 2500 SY S- 1 $ 21.51 SY 0 0.00 0 0.00 2500 53,775.00 0 0.00
PCC Road, 6", no base, over 2500 SY S- 1 $ 21.87 SY 0 0.00 0 0.00 2000 43,740.00 0 0.00
Thickened Edge RS- 1 $ 6.89 LF 0 0.00 0 0.00 0 0.00 0 0.00
Page 4 of 7 SUBTOTAL 7,876.00 0.00 236,857.00 0.00
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
8� Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
DRAINAGE (CPP= Cofrugated PlaStic Pipe, N 12 or Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume perforated PVC is same price as solid pipe.
Access Road, R/D D- 1 $ 16.74 SY 0 0.00 0 0.00 0 0.00 0 0.00
Bollards-fixed D-2 $ 240.74 Each 0 0.00 0 0.00 0 0.00 0 0.00
Bollards -removable D- 3 $ 452.34 Each 0 0.00 o 0.00 0 0.00 0 0.00
' (CBs include frame and lid)
CB Type I D-4 $ 1,257.64 Each 6 7,545.84 0 0.00 7 8,803.48 0 0.00
CB Type IL D- 5 $ 1,433.59 Each 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 48"diameter D-6 $ 2,033.57 Each 1 2,033.57 0 0.00 3 6,100.71 0 0.00
for additional depth over 4' D- 7 $ 436.52 FT 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 54"diameter D- 8 $ 2,192.54 Each 0 0.00 0 0.00 0 0.00 0 0.00
for additional depth over 4' D- 9 $ 486.53 FT 0 0.00 0 0.00 0 0.00 0 0.00
CB T pe II, 60"diameter D- 10 $ 2,351.52 Each 0 0.00 0 0.00 2 4,703.04 0 0.00
for additional depth over 4' D- 11 $ 536.54 FT 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 72"diameter D- 12 $ 3,212.64 Each 0 0.00 0 0.00 0 0.00 0 0.00
for additional depth over 4' D- 13 $ 692.21 FT 0 0.00 0 0.00 0 0.00 0 0.00
Through-curb Inlet Framework(Add) D- 14 $ 366.09 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 4" D- 15 $ 130.55 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 6" D- 16 $ 174.90 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 8" D- 17 $ 224.19 Each 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 4" D- 18 $ 8.64 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 6" D- 19 $ 12.60 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 8" D-20 $ 13.33 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 12" D-21 $ 21.77 LF 363 7,902.51 0 0.00 294 6,400.38 0 0.00
Culvert, CMP, 8" D- 22 $ 17.25 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 12" D- 23 $ 26.45 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 15" D- 24 $ 32.73 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 18" D -25 $ 37.74 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 24" D -26 $ 53.33 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 30" D -27 $ 71.45 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 36" D -28 $ 112.11 LF 0 0.00 0 0.00 10 1,121.10 0 0.00
Culvert, CMP, 48" D -29 $ 140.83 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 60" D -30 $ 235.45 LF 0 0.00 0 0.00 1517 357,177.65 0 0.00
Culvert, CMP, 72" D-31 $ 302.58 LF 0 0.00 0 0.00 0 0.00 0 0 00
Page 5 of 7 SUBTOTAL 17,481.92 0.00 384,306.36 O uC
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements �
DRAINAGE CONTINUED & Drainage Facilities c�uant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert, Concrete, 8" D - 32 $ 21.02 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 12" D- 33 $ 30.05 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 15" D-34 $ 37.34 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 18" D- 35 $ 44.51 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 24" D- 36 $ 61.07 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 30" D- 37 $ 104.18 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 36" D- 38 $ 137.63 LF 0 0 0 0 0 0 0 0
Culvert, Concrete,42" D- 39 $ 158.42 LF 0 0 0 0 0 0 0 0
Culvert, Concrete,48" D-40 $ 175.94 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 6" D-41 $ 10.70 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 8" D -42 $ 16.10 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 12" D -43 $ 20.70 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 15" D -44 $ 23.00 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 18" D-45 $ 27.60 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 24" D-46 $ 36.80 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 30" D-47 $ 48.30 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 36" D-48 $ 55.20 LF 0 0 0 0 0 0 0 0
Ditchin D-49 $ 8.08 CY 0 0 0 0 0 0 0 0
Flow Dispersal Trench (1,436 base+) D- 50 $ 25.99 LF 0 0 0 0 0 0 0 0
French Drain (3'depth) D- 51 $ 22.60 LF 0 0 0 0 0 0 0 0
Geotextile, laid in trench, ol ro lene D-52 $ 2.40 SY 0 0 0 0 0 0 0 0
Infiltration pond testing D- 53 $ 74.75 HR 0 0 0 0 0 0 0 0
Mid-tank Access Riser, 48"dia, 6' deep D- 54 $ 1,605.40 Each 0 0 0 0 19 30502.6 0 0
Pond OverFlow S illwa D- 55 $ 14.01 SY 0 0 0 0 0 0 0 0
RestrictorlOil Separator, 12" D- 56 $ 1,045.19 Each 0 0 0 0 2 2090.38 0 0
Restrictor/Oil Separator, 15" D- 57 $ 1,095.56 Each 0 0 0 0 0 0 0 0
Restrictor/Oil Se arator, 18" D - 58 $ 1,146.16 Each 0 0 0 0 0 0 0 0
Riprap, placed D- 59 $ 39.08 CY 0 0 0 0 8 312.64 0 0
Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each 0 0 0 0 2 2001 0 0
Trash Rack, 12" D-61 $ 211.97 Each 0 0 0 0 8 1695.76 0 0
Trash Rack, 15" D-62 $ 23727 Each 0 0 0 0 0 0 0 0
Trash Rack, 18" D -63 $ 268.89 Each 0 0 0 0 0 0 0 0
Trash Rack, 21" D -64 $ 306.84 Each 0 0 0 0 0 0 0 0
Page 6 of 7 SUBTOTAL 0 0 36602.38 0
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
& Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACING
No.
2"AC, 2"top course rock&4" borrow PL- 1 $ 15.84 SY 0 0 0 0 0 0
2"AC, 1.5" top course &2.5"base cou PL-2 $ 17.24 SY 0 0 0 0 0 0
4"select borrow PL-3 $ 4.55 SY 0 0 0 0 0 0
1.5"top course rock&2.5" base course PL-4 $ 11.41 SY 0 0 0 0 0 0
UTILITY POLES 8� STREET LIGHTING Utiti pole relocation costs must be accompanied byFranchise Utili 's Cost Statement
Utility Pole(s) Relocation UP-1 Lump Sum 0 0
Street Light Poles w/Luminaires UP-2 Each 0 0 0.00 0.00 0 0.0o
WRITE-IN-ITEMS
(Such as detention/water quality vaults.) No.
Stormfilter WI - 1 Each 0 0 0 0.00 1 0.00 0 0.00
Storm Pipe, 12" Ductile Iron WI -2 $ 40.00 LF 270 10800 0 0.00 305 12,200.00 0 0.00
Storm Pipe, 8" Ductile Iron WI -3 $ 30.00 LF 0 0 0 0.00 112 3,360.00 0 0.00
WI -4 0 0.00 0.00 0.00
WI -5 0 0.00 0.00 0.00
WI -6 0 0.00 0.00 0.00
WI -7 0 0.00 0.00 0.00
WI - 8 0 0.00 0.00 0.00
WI -9 0 0.00 0.00 0.00
v+n-io 0 0.00 0.00 0.00
SUBTOTAL 10,800.00 0.00 15,560.00 0.00
SUBTOTAL(SUM ALL PAGES): 96,946.61 0.00 1,127,189.76 0.00
30% CONTINGENCY& MOBILIZATION: 29,083.98 0.00 338,156.93 0.00
GRANDTOTAL: 126,030.60 0.00 1,465,346.69 0.00
COLUMN: B C D E
Page 7 of 7
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvements (Bond Reduction)*
8� Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERALITEMS No.
Backfill &Compaction-embankment GI - 1 $ 5.62 CY 100 562.00 0 0.00 700 3,934.00 0 0.00
Backfill & Compaction-trench GI -2 $ 8.53 CY 280 2,388.40 0 0.00 320 2,729.60 0 0.00
Clear/Remove Brush, by hand GI -3 $ 0.36 SY 0 0.00 0 0.00 0 0.00 0 0.00
Clearing/Grubbing/Tree Removal GI -4 $ 8,876.16 Acre 0.2 1,775.23 0 0.00 3.8 33,729.41 0 0.00
Excavation-bulk GI -5 $ 1.50 CY 100 150.00 0 0.00 2400 3,600.00 0 0.00
Excavation-Trench GI -6 $ 4.06 CY 280 1,136.80 0 0.00 320 1,29920 0 0.00
Fencing, cedar, 6'high GI -7 $ 18.55 LF 0 0.00 0 0.00 0 0.00 0 0.00
Fencing, chain link,vinyl coated, 6' high GI -8 $ 13.44 LF 0 0.00 0 0.00 1100 14,784.00 0 0.00
Fencin , chain link, ate, vin I coated, 2 GI -9 $ 1,271.81 Each 0 0.00 0 0.00 1 1,271.81 0 0.00
Fencing, split rail, 3'high GI- 10 $ 12.12 LF 0 0.00 0 0.00 0 0.00 0 0.00
Fill &compact-common barrow GI - 11 $ 22.57 CY 0 0.00 0 0.00 0 0.00 0 0.00
Fill &compact- ravel base GI - 12 $ 25.48 CY 0 0.00 0 0.00 0 0.00 0 0.00
Fill &compact-screened topsoil GI - 13 $ 37.85 CY 0 0.00 0 0.00 0 0.00 0 0.00
Gabion, 12"deep, stone filled mesh GI - 14 $ 54.31 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gabion, 18"deep, stone filled mesh GI - 15 $ 74.85 SY 0 0.00 0 0.00 0 �.�0 0 0.00
Gabion, 36"deep, stone filled mesh GI - 16 $ 132.48 SY 0 0.00 0 0.00 0 0.00 0 0.00
Grading, fine, by hand GI - 17 $ 2.02 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gradin , fine, with rader GI - 18 $ 0.95 SY 1000 950.00 0 0.00 18000 17,100.00 0 0.00
Monuments, 3'long GI - 19 $ 135.13 Each 0 0.00 0 0.00 0 0.00 0 0.00
Sensitive Areas Sign GI -20 $ 2.88 Each 0 0.00 0 0.00 0 0.00 0 0.00
Soddin , 1"deep, sloped round GI - 21 $ 7.46 SY o o.o0 0 0.00 0 0.00 0 0.00
Surveying, line&grade GI -22 $ 788.26 Day 1 788.26 0 0.00 3 2,364.78 0 0.00
Surveying, lot location/lines GI -23 $ 1,556.64 Acre 0 0.00 0 0.00 0 0.00 0 0.00
Traffic control crew(2 fla ers) GI -24 $ 85.18 HR 60 5,110.80 0 0.00 240 20,443.20 0 0.00
Trail, 4"chipped wood GI-25 $ 7.59 SY 0 0.00 0 0.00 0 0.00 0 0.00
Trail, 4"crushed cinder GI -26 $ 8.33 SY 0 0.00 0 0.00 0 0.00 0 0.00
Trail, 4"top course GI -27 $ 8.19 SY 0 0.00 0 0.00 0 0.00 0 0.00
Wall, retaining, concrete GI -28 $ 44.16 SF 0 0.00 0 0.00 0 0.00 0 0.00
Wall, rockery GI -29 $ 9.49 SF 0 0.00 0 0.00 0 0.00 0 0.00
Page 2 of 7 SUBTOTAL 12,861.49 0.00 101,256.00 0.00
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
Site Im rovement Bond uantit Vllorksheet I
p Q Y
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
& Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT No.
AC Grinding, 4'wide machine < 1000sy RI - 1 $ 23.00 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Grinding,4'wide machine 1000-200 RI -2 $ 5.75 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Grindin ,4'wide machine> 2000s RI -3 $ 1.38 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Removal/Disposal/Repair RI -4 $ 41.14 SY 400 16,456.00 0 0.00 7500 308,550.00 0 0.00
Barricade, type I RI -5 $ 30.03 LF 0 0.00 0 0.00 0 0.00 0 0.00
Barricade, type III ( Permanent) RI -6 $ 45.05 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb& Gutter, rolled RI -7 $ 13.27 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb& Gutter, vertical RI -8 $ 9.69 LF 1100 10,659.00 0 0.00 0 0.00 0 0.00
Curb and Gutter, demolition and disposa RI -9 $ 13.58 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb, e�ruded asphalt RI - 10 $ 2.44 LF 0 0.00 0 0.00 0 0.00 0 0.00
Curb, extruded concrete RI - 11 $ 2.56 LF 0 0.00 0 0.00 1900 4,864.00 0 0.00
Sawcut, asphalt, 3"depth RI - 12 $ 1.85 LF 1300 2,405.00 0 0.00 0 0.00 0 0.00
Sawcut, concrete, per 1"depth RI - 13 $ 1.69 LF 0 0.00 0 0.00 0 0.00 0 0.00
Sealant, asphalt RI - 14 $ 0.99 LF 0 0.00 0 0.00 0 0.00 0 0.00
Shoulder, AC, (see AC road unit price) RI - 15 $ - SY 0 0.00 0 0.00 0 0.00 0 0.00
Shoulder, gravel, 4"thick RI - 16 $ 7.53 SY 0 0.00 0 0.00 0 0.00 0 0.00
Sidewalk, 4"thick RI - 17 $ 30.52 SY 600 18,312.00 0 0.00 1200 36,624.00 0 0.00
Sidewalk, 4"thick, demolition and dispo RI - 18 $ 27.73 SY 0 0.00 0 0.00 0 0.00 0 0.00
Sidewalk, 5"thick RI - 19 $ 34.94 SY 0 0.00 0 0.00 0 0.00 0 0.00
Sidewalk, 5"thick, demolition and dispo RI -20 $ 34.65 SY 0 0.00 0 0.00 0 0.00 0 0.00
Si n, handicap RI -21 $ 85.28 Each 0 0.00 0 0.00 8 682.24 0 0.00
Striping, per stall RI -22 $ 5.82 Each 0 0.00 0 0.00 79 459.78 0 0.00
Striping, thermoplastic, (for crosswalk) RI -23 $ 2.38 SF 40 95.20 0 0.00 600 1,428.00 0 0.00
Striping,4"reflectorized line RI -24 $ 0.25 LF 0 0.00 0 0.00 0 0.00 0 0.00
Page 3 of 7 SUBTOTAL 47,927.20 0.00 352,608.02 0.00
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
i .
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction* '
Right-of-way Right of Way Improvements
& Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD SURFACING (4" Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5"Rock=5"base & 1.5"top course)
For KCRS'93, (additional 2.5" base) ad RS- 1 $ 3.60 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Overla , 1.5"AC RS-2 $ 7.39 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Overla , 2"AC RS- 3 $ 8.75 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 2", 4" rock, First 2500 SY RS-4 $ 17.24 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 2",4" rock, Q . over 2500SY RS-5 $ 13.36 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 3",4" rock, First 2500 SY RS-6 $ 19.69 SY 400 7,876.00 0 0.00 2500 49,225.00 0 0.00
AC Road, 3",4" rock, Qty. over 2500 SY RS-7 $ 15.81 SY 0 0.00 0 0.00 5700 90,117.00 0 0.00
AC Road, 5", First 2500 SY RS -8 $ 14.57 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 5", Qty. Over 2500 SY RS-9 $ 13.94 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 6", First 2500 SY S- 1 $ 16.76 SY 0 0.00 0 0.00 0 0.00 0 0.00
AC Road, 6", Qty. Over 2500 SY S- 11 $ 16.12 SY 0 0.00 0 0.00 0 0.00 0 0.00
Asphalt Treated Base, 4"thick S- 1 $ 9.21 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gravel Road,4" rock, First 2500 SY S- 1 $ 11.41 SY 0 0.00 0 0.00 0 0.00 0 0.00
Gravel Road, 4"rock, Qt . over 2500 S S- 1 $ 7.53 SY 0 0.00 0 0.00 0 0.00 0 0.00
PCC Road, 5", no base, over 2500 SY S- 1 $ 21.51 SY 0 0.00 0 0.00 2500 53,775.00 0 0.00
PCC Road, 6", no base, over 2500 SY S- 1 $ 21.87 SY 0 0.00 0 0.00 2000 43,740.00 0 0.00
Thickened Edge S- 1 $ 6.89 LF 0 �.00 0 0.00 0 0.00 0 0.00
Page 4 of 7 SUBTOTAL 7,876.00 0.00 236,857.00 0.00
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/1�,;?O10
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction* �
Right-of-way Right of Way Improvements
& Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
DRAINAGE (CPP= Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4'coverwas assumed.Assume perforated PVC is same price as solid pipe.
Access Road; R/D D- 1 $ 16.74 SY 0 0.00 0 0.00 0 0.00 0 0.00
Bollards-fixed D-2 $ 240.74 Each 0 0.00 0 0.00 0 0.00 0 0.00
Bollards-removable D-3 $ 452.34 Each 0 0.00 0 0.00 0 0.00 0 0.00
� (CBs include frame and lid)
CB T pe I D-4 $ 1,257.64 Each 6 7,545.84 0 0.00 7 8,803.48 0 0.00
CB Type IL D-5 $ 1,433.59 Each 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 48"diameter D-6 $ 2,033.57 Each 1 2,033.57 0 0.00 3 6,100.71 0 0.00
for additional depth over 4' D-7 $ 436.52 FT 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 54"diameter D-8 $ 2,192.54 Each 0 0.00 0 0.00 0 0.00 0 0.00
for additional depth over 4' D-9 $ 486.53 FT 0 0.00 0 0.00 0 0.00 0 0.00
CB Type II, 60"diameter D - 10 $ 2,351.52 Each 0 0.00 0 0.00 2 4,703.04 0 0.00
for additional depth over 4' D - 11 $ 536.54 FT 0 0.00 � 0.00 0 0.00 0 0.00
CB Type II, 72"diameter D - 12 $ 3,212.64 Each 0 0.00 0 0.00 0 0.00 0 0.00
for additional depth over 4' D - 13 $ 692.21 FT 0 0.00 0 0.00 0 0.00 0 0.00
Through-curb Inlet Framework(Add) D- 14 $ 366.09 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 4" D- 15 $ 130.55 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 6" D- 16 $ 174.90 Each 0 0.00 0 0.00 0 0.00 0 0.00
Cleanout, PVC, 8" D- 17 $ 224.19 Each 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC,4" D- 18 $ 8.64 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 6" D- 19 $ 12.60 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 8" D-20 $ 13.33 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, PVC, 12" D-21 $ 21.77 LF 363 7,902.51 0 0.00 294 6,4�0.38 0 0.00
Culvert, CMP, 8" D-22 $ 17.25 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 12" D-23 $ 26.45 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 15" D-24 $ 32.73 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 18" D-25 $ 37.74 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 24" D-26 $ 53.33 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 30" D-27 $ 71.45 LF 0 0.00 0 O.OD 0 0.00 0 0.00
Culvert, CMP, 36" D-28 $ 112.11 LF 0 0.00 0 0.00 10 1,121.10 0 0.00
Culvert, CMP, 48" D-29 $ 140.83 LF 0 0.00 0 0.00 0 0.00 0 0.00
Culvert, CMP, 60" D- 30 $ 235.45 LF 0 0.00 0 0.00 1517 357,177.65 0 0.00
Culvert, CMP, 72" D- 31 $ 302.58 LF 0 0.00 0 0.00 0 0.00 0 0.00
Page 5 of 7 SIJBTOTAL 17 481 92 0 00 384 306 36 0 00
unit �ri�es u�ua:eU�. �jl�j�:.�
Version: 4/22/0<
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2011
Site Improvement Bond Quantity Worksheet
Existing Future Pubiic Private Bond Reduction* �
Right-of-way Right of Way Improvements
DRAINAGE CONTINUED & Drainage Facilities C2uant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert, Concrete, 8" D - 32 $ 21.02 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 12" D-33 $ 30.05 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 15" D- 34 $ 37.34 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 18" D- 35 $ 44.51 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 24" D- 36 $ 61.07 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 30" D- 37 $ 104.18 LF 0 0 0 0 0 0 0 0
Culvert, Concrete, 36" D- 38 $ 137.63 LF 0 D 0 0 0 0 0 0
Culvert, Concrete,42" D- 39 $ 158.42 LF 0 0 0 0 0 0 0 0
Culvert, Concrete,48" D-40 $ 175.94 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 6" D-41 $ 10.70 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 8" D-42 $ 16.10 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 12" D-43 $ 20.70 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 15" D-44 $ 23.00 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 18" D-45 $ 27.60 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 24" D-46 $ 36.80 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 30" D-47 $ 48.30 LF 0 0 0 0 0 0 0 0
Culvert, CPP, 36" D-48 $ 55.20 LF 0 0 0 0 0 0 0 0
Ditchin D-49 $ 8.08 CY 0 0 0 0 0 0 0 0
Flow Dispersal Trench (1,436 base+) D- 50 $ 25.99 LF 0 0 0 0 0 0 0 0
French Drain (3'depth) D- 51 $ 22.60 LF 0 0 0 0 0 0 0 0
Geotextile, laid in trench, pol prop lene D-52 $ 2.40 SY 0 0 0 0 0 0 0 0
Infiltration pond testing D- 53 $ 74.75 HR 0 0 0 0 0 0 0 0
Mid-tank Access Riser, 48" dia, 6'deep D- 54 $ 1,605.40 Each 0 0 0 0 19 30502.6 0 0
Pond Overflow Spillwa D-55 $ 14.01 SY 0 0 0 0 0 0 0 0
RestrictorJOil Separator, 12" D- 56 $ 1,045.19 Each 0 0 0 0 2 2090.38 0 0
Restrictor/Oil Separator, 15" D - 57 $ 1,095.56 Each 0 0 0 0 0 0 0 0
Restrictor/Oil Separator, 18" D - 58 $ 1,146.16 Each 0 0 0 0 0 0 0 0
Riprap, placed D- 59 $ 39.08 CY 0 0 0 0 8 312.64 0 0
Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each 0 0 0 0 2 2001 0 0
Trash Rack, 12" D-61 $ 211.97 Each 0 0 0 0 8 1695.76 0 0
Trash Rack, 15" D-62 $ 237.27 Each 0 � 0 0 0 0 0 0
Trash Rack, 18" D-63 $ 268.89 Each 0 � 0 0 0 0 0 0
Trash Rack, 21" D -64 $ 3o6.84 Each 0 0 0 0 0 0 0 0
Page 6 of 7 SUBTOTAL 0 0 36602.38 0
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
i
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
& Drainage Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACING
No.
2"AC, 2"top course rock&4" borrow PL- 1 $ 15.84 SY 0 0 0 0 0 0
2"AC, 1.5" top course&2.5"base cou PL-2 $ 17.24 SY 0 0 0 0 0 0
4" select borrow PL-3 $ 4.55 SY 0 0 0 0 0 0
1.5"top course rock&2.5" base course PL-4 $ 11.41 SY 0 0 0 0 0 0
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied byFranchise Utility's Cost Statement
Utility Pole(s) Relocation UP-1 Lump Sum 0 0
Street Light Poles w/Luminaires UP-2 Each 0 0 0.00 0.00 0 0.00
WRITE-IN-ITEMS
(Such as detention/water quality vaults.) No.
Stormfilter WI - 1 Each 0 0 0 0.00 1 0.00 0 0.00
Storm Pipe, 12" Ductile Iron WI -2 $ 40.00 LF 270 10800 0 0.00 305 12,200.00 0 0.00
Storm Pipe, 8" Ductile Iron WI -3 $ 30.00 LF 0 0 0 0.00 112 3,360.00 0 0.00
WI -4 0 0.00 0.00 0.00
WI -5 0 0.00 0.00 0.00
wi -s o o.00 o.00 o.00
wi -7 0 0.00 0.00 0.00
wi -$ o o.00 o.00 o.00
wi -s o o.00 o.00 o.00
�n-,o 0 0.00 0.00 o.oa
SUBTOTAL 10,800.00 0.00 15,560.00 0.00
SUBTOTAL(SUM ALL PAGES): 96,946.61 0.00 1,127,189.76 0.00
30% CONTINGENCY&MOBILIZATION: 29,083.98 0.00 338,156.93 0.00
GRANDTOTAL: 126,030.60 0.00 1,465,346.69 0.00
COLUMN: B C D E
Page 7 of 7
Unit prices updated: 2/12/02
Version: 4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
10.0 OPERATIONS AND MAINTENANCE PLAN
The drainage facilities detailed in this report will be maintained by the Renton School District. An
Operations and Maintenance Manual is included in this section.
Technical Information Report O Q O O
Spring Glen Elementary School 10-1 .
2130241.11
This page left intentionally blank for double-sided printing.
�
Section 10.0 Figures
Figure 10-1.......Operations and Maintenance Manual
Technical Information Report O Q : O
Spring Glen Elementary School
2130241.11
This page left intentionally blank for double-sided printing.
KING COCNTI', \4'ASHINGTON. SL'RFACE V4':1l ER DESIG'�l M.ANL'AL
APPENDIX A
MAINTENANCE REQUIREMENTS FOR FLOW
CONTROL, CONVEYANCE, AND WQ FACILITIES
This appendix contains the maintenance requirements for the following typical stormwater control
facilities and components:
,
No. 3—Detention Tanks and Vaults(p.A-5)
No.4—Control Structure.�Flow Restrictor(p. A-7)
No. 5—Catch Basins and Manholes(p.A-9)
No. 6—Conveyance Pipes and Ditches(p. A-1 1)
No. 7—Debris Barriers(e.g.,Trash Racks)(p.A-12)
No. 8—Energy Dissipaters(p.A- 13) '
No. 9—Fencing(p. A-14) ���
No. 10—GatesBollardslAccess Barriers(p. A-15)
No. 11 —Grounds(Landscaping)(p. A-16)
. — � �
I
No.21 —Stormfilter(Cartridge Type)(p. A-30)
. _ — � . - -
�009 Surf,icc�1�ater Design;�1aniwl - �Ap�endi�:1 Ir'9;2009 '��
1-1
APPENDIX A '�1AINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL[TIES
NO. 3-DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and tlisposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. heigM no greater than 6 inches.
Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vauft.
Storage Area (includes floatables and non-floatables).
Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage
accumulation diameter of the storage area for Yz length of area.
storage vault or any point depth exceeds 15°k of
diameter. Example:72-inch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than Y:length of tank.
Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents.
Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design.
shape than 10%of its design shape.
Gaps between A gap wider than%:-inch at the joint of any tank No water or sal entering tank
sections,damaged sections or any evidence of soil particles entering through joints or walls.
joints or cracks or the tank at a joint or through a wall.
tears in wall
Vault Structure Damage to wall. Cracks wider than Yrinch,any evidence of soil Vault is sealed and structurally
frame,bottom,and/or entering the structure through cracks or qualified sourxi.
top slab inspection personnel determines that the vault is
not structurally sound.
InIeVOutlet Pipes Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No Vash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than%rinch at the joint of the No aacks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleVoutlet pipes.
2009 Surface VJater Design Manual—Appendix A 1,'9,-2009
A-5
,4PPEtiDIX A I�1A[I�-['ENANCE REQUIREMGNTS FLOW CON"IROL,CONVEYANC:E,AND�VQ FACILITIES
NO. 3- DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditlons When Maintenance is Needed Results Expected When
iComponent Maintenance is Performed
Access Manhole Covedlid not in place Cover/lid is missing or only partially in place. Manhole access covered.
Any open manhole requires immediate
l maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid dces not
work.
CoveNlid difficult to One maintenance person cannot remove Cover/lid can be removed and
remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance
_ person.
Ladder rungs unsafe Missing rungs,misalignment, rust,or cracks. Ladder meets design standards.
- Allows maintenance person safe
access.
Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it
doors/plate to open opened/removed using normal equipment. can opened as designed.
Gaps,dcesn't cover Large access doors not flat and/or access Doors close flat and covers access
completely opening not completely covered. opening completely.
Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
rusted or plate. remove door or plate.
,.,-- . _.,.� . _ _ ,.�,__,�� ,�, .._.. . �
A-6
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL[TIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Structure Trash and debris Trash or debris of more than%:cubic foot which No Trash or debris blocking or
is located immediately in front of the structure potentially blocking entrance to
opening or is blocking capaaty of the structure by structure.
more than 10%.
Trash or debris in the structure that exceeds'/, No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or suppoR the breeding of
insects or rodents.
Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no
battom of the structure to the invert of the lowest sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the battom of the FROP-T section.
Damage to frame Comer of frame extends more than'/,inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks widerthan%inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/<inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Y�inch and longer than 3 feet, Structure is sealed and structurally
bottom any evidence of soil particles entering structure sound.
through cracks,or maintenance person judges
that structure is unsound.
Cracks wider than Yz inch and longer than 1 foot No aacks more than'!,inch wide at
at the joint of any inlet/outlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering structure through cracks.
SettlemenU Structure has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe joints Cracks wider than Y�-inch at the joint of the No cracks more than Y.-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of inleVoutlet pipes.
the structure at the joint of the inleUoutlet pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and
or unsafe misalignment,rust,cracks,or sharp edges. allows maintenance person safe
access.
FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure.
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight or Connections to outlet pipe are water
show signs of deteriorated grout. tight;structure repaired or replaced
and works as designed.
Any holes—other than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate.
2009 Surface VJater Design A�anual–.Appendit A 1.-9,'?009
,a-�
APPENDIX A MAINTENANCE REQUIREMENTS FLOVu'CO�ITROL,CONVEYAVCE,AND WQ FACILITIES
NO.4-CONTROL STRUCTUREIFLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is PerFormed
Cleanout gate is not watertight. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chainlrod leading to gate is missing or damaged. Chain is in place and works as
designed.
Orifice Plate Damaged or missing Control device is not working properly due to Plate is in ptace and works as
missing,out of place,or bent orifice plate. designed.
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and
blocking the plate. works as designe�.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and
potential of blocking)the overflow pipe. works as designed.
Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow
lip overflow at an elevation lower than
design
InIeUOutlet Pipe Sediment Sediment filling 20°k or more of the pipe. InleUoutlet pipes ciear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than'/�-inch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inleUoutlet pipes.
Metal Grates Unsafe grate opening Grate with opening wider than'/a inch. Grate opening meets design
� (If Applicable) standards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Co�erllid is missing or only partially in place. CoverAid protects opening to �
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts
cannot be seated. Self-locking cover/lid dces not
wark.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
Remove coverllid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
1!9iZ009 2009 Surface 4l�ater Design�1anual—Appendis A
,a-s
APPENDIX A MAINTEN.ANCE REQL'IREMENTS FOR FLOV4'CONTROL,CONVEYANCE,AND Vl'Q FACILITIES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no
bottom of the catch basin to the invert of the sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than Y2 cubic foot which No Trash or debris blocking or
is located immediately in front of the catch basin potentially blocking entrance to
opening or is blocking capacity of the catch basin catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds No trash or debris in the catch basin.
'/,the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Damage to frame Comer of frame extends more than'/.inch past Frame is even with curb.
andbr top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than Y.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/,inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Yz inch and longer than 3 feet, Catch basin is sealed and
bottom any evidence of soil particles entering catch structurally sound.
basin through cracks,or maintenance person
judges that catch basin is unsound.
Cracks wider than Yz inch and longer than 1 foot No cracks more than'1,inch wide at
( at the joint of any inleUoutlet pipe or any evidence the joint of inleVoutlet pipe.
of soil particles entering catch basin through
cracks.
SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe joints Cracks wider than Yz-inch at the joint of the No cracks more than'/.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the catch basin at the joint of the inleUoutlet
pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Yz-inch at the joint of the No cracks more than Y,-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
2009 Surface Water Design Man�al—Appendix A V9-'2009
A-9
APPENDI�A h1AINTENr�VCE REQUIRE:��1l:I�TS FLOW CONTR(�L,CONVEYA\CE.AND V'��Q FAC1LfIlES �
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When �
Component Maintenance is Performed
Metal Grates Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design '
(Catch Basins) standards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal '
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
Any open siructure requires urgent standards.
maintenance.
Manhole Cover/Lid CoverAid not in place Coverllid is missing or only partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts
cannot be seated. Self-lodcing cover/lid dces not
work. I
Cover/lid difficult to One maintenance person cannot remove CoverAid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
I
1'9i2009 ?009 Surface N'at�r Desien�lanual—;�ppendi�A �
A-10
APPENDIX A ti1.AINTEI�ANCE REQUIREIIENTS FOR FLO�V CONTROL.CONVEYAT�CE.AND�4'Q FAC[LIT[ES
NO. 6 -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 or debris that exceeds Water flows freely through pipes.
accumulation 20%of the diameter of the pipe.
VegetatioNroots Vegetation/roots that reduce free movement of Water flows freely through pipes.
water through pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced.
coating or corrosion is weakening the sVuctural integrity of any part of
pipe.
Damaged Any dent that decreases the cross section area of Pipe repaired or replaced.
I pipe by more than 20°k or is determined to have
weakened structural integrity of the pipe.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment
accumulation design depth. and debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
I through ditches.
Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding.
slopes
Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards.
place or missing(If area 5 square feet or more,any exposed native
Applicable) soil.
2009 Surface Vvater Design Manual—Appendix A 1-9,-2009
r1-11
:�PPE\Dik.4 b4A11�7 E�1.1NCE REQUlRE�4EV1S FLOR'CON"CROL.CO�JVEYANCt:,AVD Vl'Q PAC1Li 1lES
NO. 7- DEBRIS BARRIERS (E.G., TRASH RACKS)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
Site Trash and debris Trash or debris plugging more than 20°k of the Barrier clear to receive capacity flow.
area of the barrier.
Sediment Sediment accumulation of greater than 20°k of Barrier clear to receive capacity flow.
accumulation the area of the barrier
Structure Cracked broken or SVucture which bars attached to is damaged- Structure barrier attached to is
loose pipe is loose or cracked or concrete structure is sound.
cracked,broken ofloose.
Bars Bar spacing Bar spacing exceeds 6 inches. Bars ha�e at most 6 inche spacing.
Damaged or missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more
bars than'/.inch.
Bars are missing or entire barrier missing. Bars in place according to design.
Bars are loose and rust is causing 50% Repair or replace barrier to design
deterioration to any part of barrier. standards.
1
1 9-2U09 ?009 Surface 1ti'atcr Dcsi�n�9anual—:�pp�ndix.a
�-12 I
.4PPEND►X A �1AItiTEN.4T�CE RLQI,'1REMEN7 S FOR FLO�L'COV I ROL.CONVEYA]�CE.AND lb'Q FACILI7�IES
NO. 8-ENERGY DISSIPATERS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
Site Trash and debris Trash and/or debris accumulation. Dissipater Gear of trash and/or
debris.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Rodc Pad Missing or moved Only one layer of rock exists above native soil in Rock pad prevents erosion.
Rock area five square feet or larger or any exposure of
native soil.
Dispersion Trench Pipe plugged with Accumulated sediment that exceeds 20°�of the Pipe cleaned/flushed so that it
sediment design depth. matches design.
Not discharging water Visual evidence of water discharging at Water discharges from feature by
properly concentrated points along trench(normal sheet flow.
condition is a"sheet flovJ'of water along Vench).
Perforations plugged. Over 1/4 of perforations in pipe are plugged with Pe�forations freely discharge flow.
debris or sediment.
Water flows out top of Water flows out of distributor catch basin during No flow discharges from distributor
"distributor"catch any storm less than the design storm. catch basin.
basin.
Receiving area over- Water in receiving area is causing or has No danger of landslides.
saturated potential of causing landslide problems.
Gabions Damaged mesh Mesh of gabion broken,lwisted or deformed so Mesh is intact,no rock missing.
structure is weakened or rock may fall out.
Corrosion Gabion mesh shows corrosion through more than All gabion mesh capable of
Y+of its gage. containing rodc and retaining
designed form.
Collapsed or Gabion basket shape defortned due to any All gabion baskets intact,structure
I deformed baskets cause. stands as designed.
Missing rock Any rock missing that could cause gabion to No rock missing.
loose structural integrity.
Manhole/Chamber Worn or damaged Structure dissipating flow deteriorates to Y�or Structure is in no danger of failing.
post,baffles or side of original size or any concentrated wom spot
chamber exceeding one square foot which would make
sVucture unsound.
Damage to wall, Cracks wider than'/rinch or any evidence of soil Manholelchamber is sealed and
entering the structure through cracks,or
frame,bottom,and/or structurally sound.
top slab maintenance inspection personnel determines
that the structure is not structurally sound.
Damaged pipe joints Cracks wider than Yrinch at the joint of the No soil or water enters and no water
inleUoutlet pipes or any evidence of soil entering discharges at the joint of inlet/outlet
the structure at the joint of the inleVoutlet pipes. pipes.
2009 Surface Water Design Manual—Appendix A U9,-�009
A-1?
APPET�DIX A MAINTEI�.ANCE REQUIREMEhTS FLOW CO�II'ROL.COVVEYANCE,AND WQ FACILITIES
NO. 9- FENCING
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence. i
under fence 18 inches wide permitting access through an
opening under a fence. i
Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or I
and Cross Members parts more than 6 inches or cross members broken broken boards,post plumb to within
1 Y�inches.cross members sound. I
Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally I,
or insects rotting or insect damage sound. 'i
Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of �
post foundation unable to support posts. supporting posts even in strong I
wind. �
Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1 Y�inches.
and Fabric
Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any part of fence(induding post,top rails,and Fence is aligned and meets design
fabric)more than 1 foot out of design alignment. standards.
Missing or loose tension wire. Tension wire in place and holding
fabric.
Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts
protective coating condition that has affected structural adequacy. with a uniform protective coating.
Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50°k of
diameter ball could fit through. grid size.
I
1;9'009 20119 Surface Water Design Manual—Appendix A
,1-1-3
.APPENDIX A MA[NTE�fANCE REQUIRE'�4EN"CS FOR FL01b'COT�TROL.CONVEYANCE,.AND 14 Q FACILITIES
N0. 10-GATES/BOLLARDS/ACCESS BARRIERS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Chain Link Fencing Damaged or missing Missing gate. Gates in place.
Gate members
Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is
be easily opened and closed by a maintenance working freely.
person.
Gate is out of plumb more than 6 inches and Gate is aligned and vertical.
more than 1 foot out of design alignment.
Missing stretcher bar,stretcher bands,and ties. SVetcher bar,bands,and ties in
place.
Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents
dces not lock gate not link to all parts. opening of gate.
Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of
diameter ball could fit through. grid size.
Bar Gate Damaged or missing Cross bar does not swing open or closed,is Cross bar swings fully open and
cross bar missing or is bent to where it does not pre�ent Gosed and prevents vehicle access.
vehicle access.
Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents
does not lock gate not link to all parts. opening of gate.
Support post Support post dces not hold cross bar up. Cross bar held up preventing vehicle
damaged access into facility.
Bollards Damaged or missing Bollard broken, missing,does not fit into support No access for motorized vehides to
hole or hinge broken or missing. get into facility.
Does not lock Locking assembly or lock missing or cannot be No access for motorized vehiGes to
attached to lock bollard in place. get into facility.
Boulders Dislodged Boulders not located to prevent motorized vehicle No access for motorized vehiGes to
access. get into facility.
Circumvented Motorized vehicles going around or between No access for motorized vehiGes to
boulders. get into facility.
i
i
2009 Surface Water Design Manual—Appendi�A I!9/2009
A-15
APPENDIX A ti1AINTENANCE REQUIREMETv'TS FLON�'CONTROL,CONVEYANCE,AND�'Q FACILITIES
N0. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and My evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline.concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility.
potential to fall and cause property damage or
threaten human life. A hazard tree ident'rfied by
a qualified arborist must be removed as soon
as possible.
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 No blown down vegetation or
knocked over. knodced over vegetation. Trees or
shrubs free of injury.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over.causing exposure adequately supported;dead or
of the roots. diseased Vees removed. I
I!9i2009 2009 Surface Vb'ater Design ivlanual ;���rn�i�:1
1-1f,
APPENDIX A MAINTEI�ANCE REQU[REMEN'I S FLOW CONTROL,COM�EYAVCE,AI�D�'Q FACILITIES '
NO. 21 -STORMFILTER(CARTRIDGE TYPE) �I
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When I
Component Maintenance is Performed !,
Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from
the facility. facility.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oils,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if I,
appropriate. No contaminants !
present other than a surface oil film.
Life cycle System has not been inspected for three years. Facility is re-inspected and any
needed maintenance performed.
Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment.
Area floor '
Sediment on top of Greater than'/=inch of sediment. Vault is free of sediment.
cartridges
Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected,
abo�e top of cartridges. Probably due to plugged canisters or canisters replaced if necessary.
cartridges underdrain man'rfold.
Vault Structure Damage to wall, Cracks wider than Yrinch and any evidence of Vault replaced or repaired to design
Frame,Bottom,and/or soil particles entering the structure through the specifications.
Top Slab cracks.or qualified inspection personnel
determines the vault is not structurally sound.
Baffles damaged Baffles corroding,cracking warping.and/or Repair or replace baffles to
showing signs of failure as determined by specification.
maintenancefinspection person.
Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours
vault more than 24 hours following a rain event and/or after a rain event.
overflow occurs frequently. Probably due to
plugged filter media,underdrain or outlet pipe.
Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media.
` Underdrains and Sediment/debris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free of
IClean-Outs filled with sediment and/or debris. sediment and debris.
InIeUOutlet Pipe Sediment Sediment filling 20°h or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleVoutlet No Vash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Y�-inch at the joint of the No cracks more than'/.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inleUoutlet pipes.
Access Manhole Cover/lid not in place Cover/lid is missing or onty partially in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with proper tools.Bolts
cannot be seated. Self-lodcing cover/lid does not
work.
Cover/lid difficult to One maintenance person cannot remove Coverllid can be removed and
remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it
' doors/plate to open opened/removed using normal equipment. can opened as designed.
1/9/2009 �009 Surfacc 1�'at�r Ur,ign Vianual—Appendix A
A-;0
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOV4'CONTROL.CONVEYANCE,AND WQ FACILITIES
NO. 21 -STORMFILTER(CARTRIDGE TYPE)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Gaps,dcesn't cover Large access doors not flat and/or access Doors close flat and cover access
completely opening not completely covered. opening completely.
Lifting Rings missing. Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
rusted or piate. remove door or plate.
�
2009 Surface Water Design�1anual—Appendix A Ir'9;'2009
A-31
C.2.5 RAIN GARDEI�
FIGURE C.2.5.A TYPICAL RAIN CARDEN(BIORETENTION POND)
�
A
, /
.,.
�
r<'. ' �
r �;�
� *
j`� ��°'�( .
, r . `�
.�;.,
trees.shrubs
�� `: BIORETENTION AREA .
. -�� •
;;,' ground cover
' 1
2'rr!de grass fifter S!rio
�� existing edge
of pavement
A
.
/� A
! sheet fiow
PLAN VIEW(not to scale)
2009 Surface Water Design Manual—Appendix C V9'2009
C-61
SECTION C.2 FLOW CONTROL BMPs
FIGURE C.2.S.B TYPICAL RAI�I GARDEN��'ITH COVTAIN1�IEnT BERJ�I
�i
A
4"rigid pipe outiet
I / to storm system
catch asm
with rate�
\
2'wide top oi
vegetated berm
�
-.r;(�"'=:-. . _ " � - .
- • ��.x�.•.� _,.
uees,shrubs
�
BIORETENTION AR
, ;.� -
ground cover
2'wide grass filter strip
' exist;ng edge �
of pavement
a
►
A A
sheet flow
PLAN VIEW (not to scale)
I
1;'9-�009 ?1109 Surface�'at�r Design Manual—Appendi�C
(-62
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-dictionary-
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C.2.� [L411�(;ARDE�I
C.2.5.3 MAINTENANCE INSTRUCTIONS FOR A RAIN GARDEN
If the rain garden flow control BMP is proposed for a project,the following maintenance and operation I
instructions must be recorded as an attachment to the required declaration of coveoant and grant of
easement per Requirement 3 of Section C.1.3.3 (p. C-18). The intent of these instructions is to explain to
future property owners,the purpose of the BMP and how it must be maintained and operated. These
instructions are intended to be a minimum;DDES may require additional instructions based on site-
specific conditions. Also,as the County gains more experience with the maintenance and operation of
these BMPs,future updates to the instructions will be posted on King County's Surface Wa�er Design
Manual website.
❑ TEXT OF INSTRUCTIONS
Your property contains a stormwater management flow control BMP(best management practice)called a
"rain garden,"which was installed to mitigate the stormwater quantity and quality impads of some or all of
the impervious or non-native pervious surfaces on your property. Rain gardens,also known as
"bioretention,"are vegetated closed depressions or ponds that retain and fllter stormwater from an area of
impervious surface or non-native pervious surface. The soil in the rain garden has been enhanced to
encourage and support vigorous plant growth that serves to filter the water and sustain infiltration capacity.
Depending on soil conditions, rain gardens may have water in them throughout the wet season and may
overflow during major storm events.
The size,placement, and design of the rain garden as depicted by the flow control BMP site plan and
design details must be maintained and may not be changed without written approval either from the King
County Water and Land Resources Division or through a future development permit from King County.
Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used.
Mulch may be added and additional compost should be worked into the soil over time.
Rain gardens must be inspected annually for physical defects. After major storm events,the system
should be checked to see that the overflow system is working properly. If erosion channels or bare spots
are evident,they should be stabilized with soil, plant material, mulch,or landscape rock. A supplemental
watering program may be needed the�rst year to ensure the long-term survival of the rain garden's
vegetation. Vegetation should be maintained as follows: 1)replace all dead vegetation as soon as �
possible; 2)remove fallen leaves and debris as needed;3)remove all noxious vegetation when
discovered;4)manually weed without herbicides or pesticides; 5)during drought conditions, use mulch to
prevent excess solar damage and water loss.
20(� Sw�face�4'arer Desi�n h1anual-Appendi�C 1-'y-2009
C-63
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i
11.0 CONCLUSION
This site has been designed to meet or exceed the requirements of the 2009 King County Surface
Water Design Manual, as amended by the City of Renton Amendments to the King County
Surface Wate�Design Manua/(February 2010). The site incorporates flow controi facilities to
detain stormwater draining from the project site. Flow calculations and modeling utilize the City
of Renton standards for sizing stormwater conveyance networks and flow control facilities.
This analysis is based on data and records either supplied to or obtained by AHBL, Inc. These documents
are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and
pracdces within the standard accepted practices of the industry. We conclude that this project, as
proposed, will not create any new problems within the existing downstream drainage system.
AHBL, Inc.
���. � �-
Adam C. Braun, PE
Project Engineer
ACB/Isk
November 2013
Revised March 2014
Q:�2013\2130241�WORDPROC\Reports�20140312_Rpt_(TIR)_2130241.1i.dooc
Technical Information Report Q Q O O
Spring Glen Elementary School 11-1 .
2130241.11
This page left intentionally blank for double-sided printing. �I,
Appendix A
Geotechnical Engineering Report
Technical InformaGon Report O Q O O
Spring Glen Ekmentary School �
2130241.11
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Associated Earth Sciences, Inc.
oa � oo
Ser�ring Che Pacific _Nnrt�lvest Since �g81
August 20, 2013
Project No. KE130370A
Renton School District
Capital Projects Office
7812 South 124`h Street
Seattle, Washington 98178
Attention: Mr. Rick Stracke
Subject: Subsurface Exploration and Preliminary Geotechnical Engineering Report
Proposed Spring Glen Elementary School Pavement Improvements
2607 Jones Avenue South
Renton, Washington
Dear Mr. Stracke:
���e are pleased to present these copies of our preliminary geotechnical engineering report for
tlle referenced project. This report summarizes the results of our subsurface exploration,
geologic hazards, and geotechnical engineering studies, and offers preliminary
recommendations for the design and development of the proposed project. At the time this
report was prepared, the site was in the planning stage and no detailed project plans had been
formulated. We recommend that we be allowed to review the recommendations contained in I
t11is report and modify them, if necessary, when a project plan has been developed.
We have enjoyed working with you on this study and are confident that the recommendations i
presented in this report will aid in the successful completion of your project. If you should ;
have any questions, or if we can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
.
Kurt . Merriman, P.E.
Senior Principal Engineer
KDM/pc
KE130370A2
Projects�20130370\KE1R'P
Kirkland ■ Everett ■ Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
This page !eft intentionally blank for double-sided printing.
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�;���re��z��z��-�zcE�1����Teerr„�, Associated Earth Sciences, Inc.
�
Serving the Pacific North�vest Si.nce �981
.
,��f.
, � �� �
Subsurface Exploration and
11'ater IZcsources preliminary Geotechnical Engineering Report
�
; �
PROPOSED SPRING GLEN ELEMENTARY '
' SCHOOL PAVEMENT IMPROVEMENTS
� ;
" - Renton, Washington
E�t>>i rortn2en taC.�lssessments
a�2d RemecCiation
Prepared for
Renton School District
, f` , I
. � �
� .�
Siectairia6Ce DeveCopment Services Projeet No. KE130370A
August 20, 2013
►� .
GeoCoDic .�ssessments
�
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1
i
,
SUBSURFACE EXPLORATION AND PRELIMINARY
GEOTECHI�IICAL ENGINEERING REPORT
PROPOSED SPRING GLEN ELEMENTARY
SCHOOL PAVEMENT IMPROVEMENTS
Renton, Washington
M Pf•epared for:
Renton School District
Capital Pro�ects Office
7812 South 124`h Street '
Seattle, Washington 98178
Prepared b.y:
Associated Earth Sciences, Inc.
911 5`� Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
August 20, 2013
Project No. KE 130370A '
Proposed Spring Glen Elementary•School Subs�rrfnce E.rploration mrd Prelintinary
Pc�vernent Inzprovemerus Geotechriical Engiiieering Report
Reltton, Washingtor� Project and Site Catditiars
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards and preliminary
geotechniGal engineering studies for the proposed pavement improvements at Spring Glen
Elementary School. The site location is shown on the "Vicinity Map," Figure 1. The
approximate locations of exploration borings completed for this study, along with observed
deptlis of existing fill, are shown on the "Site and Exploration Plan," Figure 2. A "Typical
Key and Bench Schematic" is included as Figure 3, and slope stability cross sections are
presented as Figures 4 and 5. Logs of the subsurface explorations and copies of laboratory test
results completed for this study are included in the Appendix.
1.1 Purpose and Scope
The purpose of this study is to provide geotechnical engineering design recommendations to be
utilized in the preliminary design of the project. This study included a review of selected
available geologic literature, advancing 12 hollow-stem auger soil borings and performing
geologic studies to assess the type, thickness, distribution, and physical properties of the
subsurface sediments a�id shallow ground water. Geotechnical engineering studies were
completed to establish recommendations for site preparation, structural fill, pavement subgrade
preparation, and drainage. At the time this report was prepared, infiltration of storm water
' on-site was not planned and our study was not structured to support storm water infiltration.
Based on exploration data contained in this report, storm water infiltration using conventional
shallow infiltration strategies is not feasible. This report summarizes our fieldwork and offers
preliminary geotechnical engineering recommendations based on our present understanding of
the project. We recommend that we be allowed to review the recommendations presented in
this report and revise them, if needed, when a project design has been developed.
1.2 Authorization
Authorization to proceed with this study was granted by means of a Renton School District
(District) purchase order, P2011200234. Our work was completed in general accordance with
our scope of work and cost proposal, dated July 22, 2013. This report has been prepared for
the exclusive use of Renton School District and their agents for specific application to this
project. Within the limitations of scope, schedule, and budget, our services have been
performed in accordance with generally accepted geotechnical engineering practices in effect in
this area at the time our report was prepared. No other warranty, express or implied, is made.
A�tgttst 20, 2013 ASSOCIATED EARTH SCIENCES, 1,'VC.
BWG/pc—KEf30370A3-Prqecrs12 0/303 701KE1WP Page l
Proposed Spri►rg Gle►r Eleme�uary•Sd�anl Subsurface Exploration and Prelirninary
Pnveme�rt/nrprove�nents Geotech►iical E�tgineerutg Report
Renton, Washington Project nnd Site Conditiorts
2.0 PROJECT AND SITE DESCRIPTION
The project site is that of the existing Spring Glen Elementary School. The proposed project
will include removing two portable classrooms and constructing hard surface improvements in
several areas including:
• A new parking area north of the annex building;
• A new drop-off area south of the main building;
� A new parking area west of the main building;
• A new service area north of the main building;
• New fire lane area;
• New hard surfaced play area; and
• A new concrete courtyard area west of the existing annex building.
The existing buildings on-site will remain as they are. �I
The portion of the site where existing buildings and paving are located is relatively flat and
appears to have been graded to its current configuration during previous earthwork on-site. A �
slope at the north edge of the site descends approximately 25 feet at an inclination of
approximately 1.6H:1V (Horizontal:Vertical) to meet the Nelson Middle School site. A slope �
on the west side of the existing buildings descends approximately 1 S feet to the existing
playfields at an inclination ranging from approximately 4H:1 V to SH:1 V.
The site appears to be affected by several geotechnical sensitive areas as defined by Renton
Municipal Code (RMC), including:
• The north slope appears to meet the RMC definition for a High Landslide Hazard due
to its geometry.
� The west slope appears to meet the RMC definition for a Moderate to High Landslide
Hazard due to its geometry.
• The site contains areas that meet the RMC definition for High Erosion Hazard due to
slope inclination and United States Soil Conservation Service mapping
Augt�.st 20, 2013 ASSOCIATED EARTH SCIENCES, INC.
liWG/�,r-KF_1 t2d7G�13-Projrri�1201 t2?70'KFIIt'P Page 2
Proposed Spri�ig Gle�t Elementnry Sdiool Strbstuface Exploratio�t and P�-eliini�taiy
Paventent lnrprove�nents Geotech�iic.al E�tgi�ieeril2g Report
Renton, Wnshington Project nrui Site Con�litiolrs
• The site appears to lie within a Coal Mine Hazard Area as defined by RMC; however,
more detailed maps than those that appear in RMC indicate that mapped coal mine
hazards are adjacent to and not below the site.
Sensitive areas are discussed in further detail later in this report. ,
3.0 SUBSURFACE EXPLORATION
Our subsurface exploration completed for this project included advancing 12 hollow-stem
auger soil borings. The conclusions and recommendations presented in this report are based
on the explorations completed for this study. The locations and depths of the explorations
were completed within site and budget constraints.
3.1 Exploration Borings
The exploration borings were completed by advancing hollow-stem auger tools with a
trailer-mounted drill rig. During the drilling process, samples were obtained at generally
2.5- to 5-foot-depth intervals. The exploration borings were continuously observed and logged
by a representative from our firm. The exploration logs presented in the Appendix are based ,
on the field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test ',
� (SPT) procedure in accordance with American Sociery for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch
outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is kn�wn
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within �
one 6-inch interval, the blow count is recorded as the number of blows for the corresponding '
number of inches of penetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values are
plotted on the attached exploration boring logs.
The samples obtained from the split-barrel sampler were classified in the field and
I representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing.
Ategt�st 20, 2013 ASSOCIATED EARTH SCIENCES, lNC.
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Proposed Spri��g GIef2 Eleme�itmy Schonl Sirbsiuface Ezploratio�i a�td Prelimirtaty
Pavenrenr Improvemertts Geoteclutical Engineering Report
Rentai, Washington Project c�nd Site Conditions
4.0_SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplisl�ed
for this study, visual reconnaissance of the site, and review of selected applicable geologic
literature. Because of the nature of exploratory work below ground, extrapolation of
subsurface conditions between field explorations is necessary. It should be noted that differing
subsurface conditions may sometimes be present due to the random nature of deposition and
the alteration of topography by past grading and/or filling. The nature and extent of any
variations between the field explorations may not become fully evident until construction.
4.1 Stratigraphy
Surficial Topsoil
Exploration borings completed in unpaved areas encountered approximately 3 to 6 inches of
topsoil and grass. Topsoil is not suitable for structural support, and should be stripped from
structural areas. Excavated topsoil may be suitable for reuse in landscape areas if allowed by
project specifications.
E.risting Paving
Existing surficial asphalt paving was encountered at three exploration locations and was
observed to be approximately 2 inches thick.
Fill
Existing fill was encountered in five of our exploration borings to a maximum depth of
approximately 9 feet below the existing ground surface. The observed depth of existing fill at
each exploration location is depicted on Figure 2. The existing fill was observed to be
typically medium dense, and occasionally loose. The existing fill was of a similar texture to
the existing undisturbed soils on-site, but with trace organic materials in some locations. The
existing fill will require remedial preparation below planned paving. Excavated existing fill is
suitable for reuse in structural fill applications if specifically allowed by project speci�cations,
and if any organic or other deleterious materials are removed. Excavated existing fill material
is expected to be wetter than optimum moisture content for compaction purposes and will
require drying during dry site and weather conditions prior to use in compacted fills.
Lodgement Till
Each of the exploration borings encountered native sediments consisting of inedium dense
grading to very dense sand with varying silt and gravel content interpreted as Vashon
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Proposed Spring Gle�� Elemeltta�y Sdioul Subsurface Exploration attd Preliniinc�ry
Pavement bnprovements Geotedlnical E�igineering Report
Reilfon, Wnsiai�igton Project and Site Co�iditiorts
lodgement till. Lodgement till was deposited at the base of an active continental glacier and
was compacted by the weight of the overlying glacial ice. Lodgement till is suitable for
pavement support when properly prepared. Excavated lodgement till material is suitable for
use in structural fill applications if suitable moisture conditions are achieved prior to
compaction, and if such reuse is specifically allowed by project plans and specifications. At
the time of exploration, we estimate that most or all of the lodgement till soils that we observed
were above optimum moisture content for compaction purposes, and therefore, will require
drying during favorable weather prior to compaction in structural fill applications.
Our interpretations of subsurface conditions on-site are generally cansistent with a published
geologic map of dle area, as represented by the Geologic Map of Kiiag Counry, Washington, by
Derek B. Booth, Kathy A. Troost, and Aaron P. VVisher, 2006. The referenced map indicates
diat the site is underlain by lodgement till sediments, with small surface exposures of
recessional outwash and Tertiary bedrock also mapped nearby.
4.2 Hydrology
No ground water was observed in explorations completed for this study. Ground water may
occur seasonally at this site "perched" above the underlying lodgement till, and possibly above
existing fills. Perched ground water occurs when vertical infiltration is impeded by ,
less-permeable soil layers, resulting in horizontal flow. The quantity and duration of perched
ground water flow from an excavation will vary, depending on season, soil gradation, and
adjacent topography. Ground water conditions should be expected to vary in response to
changes in precipitation, on- and off-site land usage, and other factors.
4.3 Laboratory Testing
As a part of our investigation, we cornpleted one laboratory grain-size analysis on a sample of
native site soils and one organic content analysis on a selected sample of existing fill soils.
Copies of the laboratory reports are included in the Appendix.
4.4 Infiltration Potential
The site is underlain at shallow depths by lodgement till, covered in some locations by existing
fill. Lodgement till is silty and dense, and is not suitable for use as a storm water infiltration
receptor. Existing fill is not suitable for use as an infiltration receptor.
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Spruig Gle�i Ele�nentary School Sirbsiuface Exploratiorr nnd Prelimi�tary
Proposed Paveme�it hnprovemelits Geoteduiical Engineer-i�tg Report
Reittat, Washiligtan Geologic Hazards ancl Mitiga�io�is
II. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
(imited to slope stability, seismic, caal mine, and erosion issues.
5.0 SLOPE HAZARDS AND MITIGATIONS
North Slope Area
In our opinion, the slope on the north edge of the property meets the Ciry of Renton definition
for a High Landslide Hazard area due to its geometry. The slope is approximately 25 feet tall
and is inclined at approximately 1.6H:1V. This slope is very uniform in appearance and is
likely to have been constructed during site development of the Spring Glen Elementary School
site and/or the adjacent Nelsen Middle School site. This slope is covered with mature
vegetation including trees, grass, and undergrowth. We did not observe visual indications of
active erosion, or visual indications of past or ongoing slope failures in this area. Exploration
borings included with this report indicate that the slope is composed of very dense lodgement
till, covered in some locations by existing fill. The existing fill was observed to be up to
approximately 9 feet thick and ranged from loose to medium dense, with SPT blow counts
ranging from 10 to 36 and averaging 21.
The proposed project will include work near the north slope including paving existing gravel
driveways and constructing paved parking areas in areas currently occupied by paved play
areas and grass. We anticipate that these improvements will be constructed close to existing
grades, without the need to raise grades substantially.
In our opinion, the proposed improvements adjacent to the north slope will not substantially
change the slope stability of the existing slope. No structural fill or new structures will be
placed which would impose slope stability driving forces. The planned new paving will be
provided with a storm water collection system, and better control of storm water in this area is
expected to have a positive, though unquanti�able bene�cial effect on slope stability. As part
of this study, we completed a limited slope stability analysis of the north slope using the
computer program Slope/W. Inputs for the slope stability model included site topography
taken from the topographic survey, subsurface stratigraphy observed in our exploration
borings, soil strength parameters estimated based on our previous experienced with similar
soils and published references, and a seismic acceleration of 0.25g as required by the
20121nternational Building Code (IBC). We completed two analyses on the selected slope
cro�s section, one modeling existing conditions and one modeling proposed conditions. The
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Spring Glen Eleme�rtnry Sd2ool Subsr�lfi�ce Exploration a�id Prelin�innry
Proposed Pavemeitt Incprovements Geotechnical Engiiteerirtg Repon
Rento�t, Wnshington Geologic Hazards anri l�fitigntioiu
proposed new paving was represented by a surcharge load of 250 pounds per square foot (ps fl
in ihe slope model. Slope staUility modeling results are attached to this report as Figures 4
and 5. Based on the slope stability modeling, the proposed new paving will have little effect
on stability of die north slope and both existing and proposed conditions are characterized by
factors of safety well in excess of the minimum of 1.1 under seismic conditions.
West Slope Area
In our opinion the slope between the existing school buildings and the existing natural turf play
field on the west part of the site meets the RMC definition for a Moderate to High Landslide
Hazard Area. This slope is approximately 15 feet tall and has an inclination that ranges from
approximately 4H:1 V to SH:l�'. Based on our exploration borings, this slope is composed of
lodgement till covered by up to 7 feet of existing fill. The existing fill was observed to be
loose to medium dense; with SPT "N" values of 9 and 13 in the two samples driven in fill in
this area.
Anticipated improvements in the west slope area would widen the upper building-level terrace
by placing new fill, establishing a new top of slope, and constructing a new structural fill slope 'I
inclined at 2H:1V or flatter. The expanded area would be used to construct new paved parking I
and driveway areas.
Execution of the project as currently proposed will result in removal of the existing west slope.
The existing slope would be covered by new structural fill. The west edge of the new
structural fill will consist of compacted fill material inclined at 2H;1 V or flatter and provided
with grass and/or landscape plants for erosion protection. Tfie new fill should be keyed and
benched into the existing site soils in accordance widi die recommendations of this report. In
our opinion, the new engineered structural fill slope that will replace the existing slope is
expected to be in accordance with local standards of practice for man-made slopes with respect
to stability and erosion potential.
6.0 COAL MINE HAZARDS
The RMC includes a map of coal mine hazard areas. The map is published at a scale that
offers little detail, but includes mapped coal mine hazard areas near the subject site. We
reviewed King County iMap for more detailed coal mine hazard maps of the project area. The
more detailed maps show mapped coal mine hazard areas below Nelson Middle School, north
of the current project. Coal mine hazard areas are also mapped to the south of the site and
extending below the extreme southwest corner of the site. This portion of the site is currently
occupied by grass playfields and none of the currently proposed improvements is located in this
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Spring Gle�i Eleinentar�� School SuGsu�face Exploration mid Preliminnry
Proposed Pavemeru Improveme�us Geoleduiical Engineeri��g Report
Rentai, ��nshington Geologic Nazards mid Mi[igrrtio►rs
area. In our opinion the currently proposed paving improvement project is not affected by
mapped coal mine hazards.
7.0 SEISMIC HAZARDS AND MITIGATIONS
The site is underlain primarily by locigement till with relatively thin layers of surficial fill. The
does not contain areas that meet Ciry of Renton definitions for High Seismic Hazard areas in
our opinion. We do not anticipate that construction of new paving warrants a detailed analysis
of seismic hazards.
8.0 EROSION HAZARDS AND MITIGATIONS
The following discussion addresses Washington State Department of Ecology (Ecology}
erosion control regulations that will be applicable to the project. We anricipate that if the
project complies with Washington State requirements, it will also be acceptable with respect to
Ciry of Renton requirements.
As of October 1, 2008, Ecology Construction Storm Water General Permit (also known as the
National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary
Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring for all sites
1 or more acres in size that discharge storm water to surface waters of the state. Because we
anticipate that the proposed project will not require disturbance of more than one acre, we I
anticipate that these inspection and reporting requirements will not be triggered. The following
recommendations are related to general erosion potential and mitigation.
The erosion potential of the site soils is high. Maintaining cover measures atop disturbed �
ground typically provides the greatest reduction to the potential generation of turbid runoff and
sediment transport. During the local wet season (October 151 through March 315�, exposed soil
should not remain uncovered for more than 2 days unless il is actively being worked.
Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch,
crushed rock or recycled concrete, or mature hydroseed.
Project plaruiing and construction should follow local standards of practice with respect to
temporary erosion and sedimentation control. Best management practices (BMPs) should
include but not be limited to:
• Provide storm drain inlet protection;
• Route surface water away from work areas;
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Rentai, �i�ashingtou Geologic Hazards and Mitigations
• Keep staging areas and travel areas clean and free of track-out;
• Cover work areas and stockpiled soils when not in use;
• Complete earthwork during dry weather and site conditions, if possible.
I
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Spri�ig Glen Elementa�y School Substrrfnce Exploratio�2 and Prelintinary
Proposed Paveme�tt Improvements Geotechnical E�tgineering Report
Rentat, Wnshington Preliminarv Design Recommendations
III. PRELIMINARY DESIGN RECOMMENDATIONS
9.0 INTRODUCTION
Some portions of the site are underlain by a layer of surficial existing fill that is loose and
variable. Existing fill warrants remedial preparation where it occurs below paving and similar
lightly loaded structures. Structural fill or native sediments are suitable for support of storm
water vault foundations, and paving with proper preparation. Where fill is placed on existing
slopes SH:1V or steeper, the fill should be keyed and benched into the existing soils. A typical
keying and benching schematic is presentecl as Figure 3 of this report.
10.0 SITE PREPARATION
Existing structures, paving, unused buried utilities, vegetation, topsoil, and any other ,
deleterious materials should be removed where they are located below planned construction ,I
areas. All disturbed soils resulting from demolition activities should be removed to expose
underlying undisturbed native sediments and replaced with structural fill, as needed. All
excavations below final grade made for demolition activities should be backfilled, as needed,
with structural fill. Erosion and surface water control should be established around the
clearing limits to satisfy local requirements.
Once demolition has been completed, existing fill should be addressed. The observed
thickness of existing fill ranged up to approximately 9 feet. Observed thickness of existing fill
at each exploration location is depicted on Figure 2.
Below plaruied on-site paving, existing fill should be exposed, proof-rolled, and compacted to
95 percent of the modified Proctor maximum dry density. If a firrn and unyielding condition is
achieved, no further remedial preparation would be needed. If yielding conditions are
encountered, existing fill would be partially removed and replaced with imported structural fill.
The depth of replacement of the existing fill below paving should be determined at the time of
construction when field conditions are known. Alternatively, soil cement treatment could be
used to complete remedial preparation of existing fill below planned new paving.
10.1 Soil Cement Treatment
Treatrnent of weak and/or wet subgrade soils with Portland cement is often a cost effective
way to provide suppor� for new paving. Soil cement treatment could be considered at this site
for preparation of paving subgrades underlain by existing loose till as an alternative to
removing and replaciug or aerating soils that are too wet to compact.
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Spri�rg Gle�t Elementa�}� School Sicbsurface Exploratioit nnd P►•efimirtary �
Proposeri Pnveme�it Imprnvements Geotechnical Engineerinng Reporl
Renton, 6Vnshi�t�2tor� Prelimi►ia�y Design Recomme�idatioiis
Soil cement treatment consists of applying dry Portland cement powder to the surface of a soil
area that has excess moisture prior to cornpaction. Tl�e cement powder is thoroughly mixed
into the underlying soil to a pre-determined depth. Hydration of the Portland cement consumes
tlle excess moisture, and allows the soil to be compacted to a firm and unyielding condition.
The amount of cement powder that is required is a function of field moisture content versus
laboratory optimum moisture content for cornpaction purposes. Typically, the geotechnical
engineer and contractor review field conditions, and estimate an appropriate soil cement
admixture rate to achieve the desired results. A test pad is then constructed with using the
estimated amount of cement powder. Results are evaluated and the cement admixture ratio is
fine-tuned based on initial results. Typical admixture percentages range from about 3 to
7 percent by dry weight.
On-site soils should be assumed to have a dry unit weigl�t of 135 pounds per cubic foot (pcfl.
For bidding purposes, any place that soil cement treatment is required, a soil cement admixture
ratio of 5 percent by dry weight should be used. We recommend that the contract cement
treatment base bid amount be converted to a cost per cubic yard of treated soil for application
to payments in exc�ss of the base bid, or credits for cement treatment volumes less than the
base bid.
Soil cement areas are typically not durable to vehicle traffic or other intensive uses,
particularly during wet weather, unless very high soil cement admixture rates are used. The
soil cement admixture rates recommended in this report are for stabilization of soils with
above-optimum moisture content that will be paved or otherwise protected before they are
exposed to vehicles or other loads. If the soil cement treated areas are to be exposed to
construction traffic or other heavy use, they should be protected by a surficial layer of
structural fill, by a layer of asphalt pavement surfacing or asphalt treated base (ATB), or
should be completed with a higher cement admixture percentage. If these situations occur, we
should be atlowed to offer situation-specific recommendations.
Soil cement treatment must be done in such a way that cement dust is controlled during
completion of site work. This is typically accomplished through the use of flexible skirts on
equipment used for application and mixing of the cement powder. Because the skirting and
mixing equipment are specialized equipment, typically specialty contractors are retained for
completion of soil cement work. In addition to dust control, permitting may require
monitoring of storm water pH if soil cement treatment is used. In our experience, typically
soil cement treated areas have a relatively short initial period of high storm water pH that
rapidly decreases over time. In the short term, it may be necessary to detain runoff from soil
cement areas and add dry ice or carbon dioxide diffusers to reduce pH to an acceptable level
before discharge off-site. Typically, pH monitoring requirements will be imposed by either
construction or storm water permitting. Associated Ear[h Sciences, Inc. (AESI) can provide
pH monitoring services concurrent with our other construction observation activities on-site if
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� 1 Proposed Pavemeitt buprove�ne�tts Geotecluiical Engineering Report
' Renton, Washington Preliminary Design Recommendntions
requested to do so. Project speci�cations may contain additional details regarding soil cement
treatment diat should be reviewed in addition to the information presented in this report.
�� i
10.2 Site Drainage and Surface Water Control
'� The site should be graded to prevent water from ponding in construction areas andlor flowing
into excavations. Exposed grades should be crowned, sloped, and smooth drum-rolled at the
' end of each day to facilitate drainage. Accumulated water must be removed from subgrades
and work areas immediately prior to performing further work in the area. Equipment access
may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly
increased, if drainage efforts are not accomplished in a tirnely sequence. If an effective
drainage system is not utilized, project delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
10.3 Subgrade Protection
To the extent that it is possible, existing pavement should be used for construction staging
areas. If construction will proceed during the winter, we recommend the use of a working
surface of sand and gravel, crushed rock, or quarry spalls to protect exposed soils, particularly
in areas supporting concentrated equipment traffic. In winter construction staging areas and
areas that will be subjected to repeated heavy loads, a minimum thickness of 12 inches of
quarry spalls or 18 inches of pit run sand and gravel is recommended. If subgrade conditions
' are soft and silty, a geotextile separation fabric, such as Mirafi SOOX or approved equivalent, I
shauld be used between the subgrade and the new fill. Subgrade protection could also be
accomplished using Portland cement treatment as outlined earlier in this report.
10.4 Proof-Rolling and Subgrade Compaction
Following the recominended demolition, site stripping, existing fill remo�al, and planned
excavation, the stripped subgrade within the planned paving areas should be proof-rolled with ;
heavy, rubber-tired construction equipment, such as a fully loaded tandem-axle dump truck. �,
Proof-rolling should be performed prior to structural fill placement or foundation excavation.
The proof-roll should be monitored by the geotechnical engineer so that any soft or yielding
subgrade soils can be identified. Any soft/loose, yielding soils should be removed to a stable
' subgrade. The subgrade sllould then be scarified, adjusted in moisture content, and
recompacted to the required density. Proof-rolling should only be attempted if soil moisture
contents are at or near optimum moisture content. Proof-rolling of wet subgrades could result
' in further degradation. I_ow areas and excavations may then be raised to the planned �nished
grade with compacted structural fill. Subgrade preparation and selection, placement, and
compaction of structural fill should be performed under engineering-controlled conditions in
accordance with the project specifications.
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Sprirzg Glen Elemenrary School S«hscuface�rploratiofi mid Preliminary �
Proposed Pavenrent Improvemerus Geotechnical Engineering Report !
Renton, Washingtoli Preliminary Desigri Recommendatio�ts
10.5 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if dley become disturbed and cannot be recompacted due to elevated moisture �
content and/or weather conditions. Even during dry weather periods, soft/wet soils, which
may need to be overexcavated, may be encountered in some portions of ihe site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by AESI. Soils that have become unstable may require remedial measures in the form of one
or more of the following: i
1. Drying and recompaction. Selective drying may be accomplished by scarifying or
windrowing surficial material during extended periods of dry and warm weather.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
compacted structural fill.
3. Mechanical stabilization with a coarse-crushed aggregate compacted into the subgrade,
possibly in conjunction with a geotextile.
4. Soil/cement admixture stabilization.
10.6 �Vet Weather Conditions
I If construction proceeds during an extended wet-weather construction period and the
moisture-sensitive site soils become wet, they will become unstable. Therefore, the bids for site
grading operations should be based upon the time of year that construction will proceed. It is
expected that in wet conditions additional soils may need to be removed and/or other stabilization
methods used, such as a coarse crushed-rock working mat, to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The severity of construction
disturbance will be dependent, in part, on the precautions that are taken by the contractor to
protect the maisture- and disturbance-sensirive site soils. If overexcavation is necessary, it
should be confirmed through continuous observation and testing by a representative of our firm.
10.7 Temporary and Permanent Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill can be made at a maximum slope of
1.SH:1V or flatter. Temporary slopes in unsaturated lodgement till may be planned at 1H:1V.
As is typical with earthwork operations, some sloughing and raveling may occur, and cut
slopes may have to be adjusted in the field. If ground water seepage is encountered in cut
slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes
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Spi•i�tg Glen Elenrentary Sd�oof Subsrufnce Exploratiol�and Prelitni�iary
Proposed Pavemenr bnprovements Geotecli►iical Engineering Report
Renta�, Washi�cgton Preliminary Design Recommendatiats
will be required. ln addition, WISHA/OSHA regulations should be followed at all times.
Permanent cut and structural fill slopes that are not intended to be exposed to surface water
should be designed at inclinations of 2H:1 V or flatter. All permanent cut or fill slopes should
be compacted to at least 95 percent of the modified Proctor maximum dry density, as
determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic
until vegetation cover can be established during favorable weather.
10.8 Frozen Sub rades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
11.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill rype and
placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to
receive till should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much
moisture, adequate recompaction may be difficult or impossible to obtain and should probably
not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with
washed rock or quarry spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is de�ned as
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose
lifts, wi[h each lift being compacted to 95 percent of d�e modified Proctor maximum density
using ASTM:D 1557 as the standard. Use of soils from the site in structural fill applications is
acceptable if the material meets the project specifications for the intended use, and if
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Sp�-i�tg Gleri Elernenta_ry School Suhs�crface F�ploration and Preliminary
Proposed Pavement Improvements Geoteduiical Engineering Report
Renton, Washington Preliminarv Design Recommendations
specifically allowed by project specifications. In the case of roadway and utility trench filling,
structural fill should be placed and compacted in accordance with current City of Renton codes
and standards. The top of the compacted fill should extend horizontally outward a minimum
distance of 3 feet beyond the locations of the roadway edges before sloping down at an angle
of 2H:1V. Structural fills �vith sloping faces dlat cannot be compacted directly by a vibratory
roller should be compacted by over building, then cutting back to a compacted slope core.
Track walking alone is not an effective means of compacting a structural fill slope. Where fill
is placed on existing slopes SH:1V or steeper, the fill should be keyed and benched into the
existing soils in accordance with details depicted on Figure 3 of this report.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a samp(e of the material 72 hours in advance to
perform a Proctor [est and determine its field compaction standard. Soils in which the amount
of tine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive.
Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather
conditions, and is only permitted if specifically allowed by project plans and specifications.
The native and existing fill soils present on-site contained significant amounts of silt and are
considered highly moisture-sensitive. Existing fill also contained trace organic materials in
some areas, and soils with significant organic content (more than about 3 percent) are not
suitable for reuse in structural fill applications. If fill is placed during wet weather or if proper
compaction cannot be obtained, a select import material consisting of a clean, free-draining
gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the
amount of fine-grained material limited to 5 percent by weight when measured on the minus
No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses, and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the District in developing a
suitable moni[oring and testing program.
12.0 FOUNDATIONS
We anticipate that a storm water vault may be constructed as part of the project. We anticipate
that the vault will be located with a bottom elevation deeper than any existing fill, and will be
directly supported on very dense lodgment till. Spread footings for a storm water vault may be
August 20, 2013 ASSOCIATED EARTH SCIENCES, INC.
BWG/pc-K6130370A2-Projeus1Z0190.3?OIKE�WP Page 15
Spri�tg Gleit Eleme�ztary Sdtool Strbsurface Exploratiort a�id Prelimi�taiy
Propose�l Pavement Improveme�us Geotechnical Engineering Report
- - Rentolt, Washington Preliminary Design Recommendations
designed with an allowable bearing pressure of 5,000 psf, including both dead and live loads.
An increase of one-third may be used for short-term wind or seismic loading.
Footings should be buried at least 18 inches into the surrounding soil for frost protection.
However, all footings must penetrate to the prescribed bearing stratum, and no footing should
be founded in or above organic or loose soils. All footings should have a minimum width of
18 inches.
' It should be noted that the area bound by lines extending downward at 1H:1V from any footing
must not intersect another footing or intersect a filled area that has not been compacted to at
least 95 percent of ASTM:D 1557. In addition, a 1.SH:1 V line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be on die order of �/a inch
or less. However, disturbed soil not removed from footing excavations prior to footing
placement could result in increased settlements. All footing areas should be inspected by AESI
! ' prior to placing concrete to verify that the design bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report, Such
; inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
12.1 Drainage Cflnsiderations
Foundarions should be provided with foundation drains. Drains should consist of rigid,
perforated, polyvinyl chloride (PVC) pipe surrouixled by washed pea gravel. The drains
should be canstructed with sufficient gradient to allow gravity discharge away from the
proposed vault. No odier runoff should not be placed into the footing drain system. If the
' storm water vault cannot be provided with a footing drain that reaches foundation elevation,
the foundation walls should be designed to resist hydrostatic pressures below the level of the
foundation drain.
13.0 FOUNDATION WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are drained and free to yield laterally at least 0.1 percent of their
height, may be designed to resist acrive lateral earth pressure represented by an equiva(ent
fluid equal to 35 pcf. Fully restrained, drained, horizontally backfilled, rigid walls that cannot
yield should be designed for an at-rest equivalent fluid of 50 pcf. Walls with sloping backfill
Aiegtrst 20, 2013 ASSOCIATED EARTH SCIENCES, INC.
BWC/pr-KF.130370A?-Projeru11013037DIKEIWP Page 16
Spring Glen Elen�entary School Subsi�rface Exploration alid Preli�ninary �
Proposed Pnvemerrllmprnvemerits Geotecltnical Engi�teering Report
Rerato�t, Washingto�i Prelimi�iarv Desig�z Recommendations _. I
up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for
y�ielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to
walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining
lateral design forces. Where foundation walls cannot be provided with wall drains, we
recommend designing for hydrostatic surcharge conditions, using equivalent fluid pressures of
55 pcf for yielding and 95 pcf for non-yielding conditions, respeciively.
As required by the 2012 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site ,
soils and the recommended wall backfill materials, we recommend a seismic surcharge
pressure of SH and lOH psf, where H is die wall height in feet, for the "active" and "at-rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
distribution with the resultant applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a unifonn backfill
consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of
ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade
or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our firm during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for atl retaining walls, as discussed under the "Drainage Considerations" section of
this report. ,
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installati�n of a minimum, 1-foot-wide blanket drain to
within 1 foot of finish grade for the full wall height using imported, washed gravel against
the walls.
13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural glacial soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to at
least 95 percent of the maximum dry density to achieve the passive resistance provided below. I
We recommend the following allowable design parameters:
• Passive equivalent fluid = 250 pcf
• Coefficient of friction = 0.30
�
August 20, 2013 ASSOCIATED EARTH SCIENCES, INC. '
BWG/pc-KF130370A2-Projecrs120l303701KEIWP Page 17
Spri�ig Glen Elemeiitary School Sc�bsurface Ezploratiu�i and Preliminary
Proposed Pavemeiu Improvements Geotech�iical Engi�reering Report
Renton, WCISI2!)tg1011 Pr•elimi►ta�y Design Recomnie�:datio��s
14.0 PAVEMENT RECOMMENDATIONS
Pavement areas should be prepared in accordance with the "Site Preparation" section of this
report. If the stripped native soil or existing fill pavement subgrade can be compacted to
95 percent of ASTM:D 1557 and is firrn and unyielding, no additional overexcavation is
required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and
backfilled with structural fill or treatecl with cement as previously discussed.
i
The pavement sections included in this report section are for driveway and parking areas
on-site, and are not applicable to right-of-way iinprovements. At this time, we are not aware
, of any planned right-of-way improvements; however, if any new paving of public streets is
required, we should be allowed to offer situation-specihc recommendations.
Pavement subgrades underlain by existing fill should be prepared in accordance with the "Site
Preparation" section of this report. The exposed ground should be recompacted to 95 percent
of ASTM:D 1557. If required, structural fill may then be placed to achieve desired subbase
grades. Upon completion of the recompaction and structural fill, a pavement section consisting
of 2'/z inches of asphaltic concrete pavement (ACP) underlain by 4 inches of 1�/4-inch crushed
surfacing base course is the recommended minimum in areas of planned passenger car driving
and parking. In heavy traffic areas, a minimum pavement section consisting of 3 inches of
ACP underlain by 2 inches of S/a-inch crushed surfacing top course and 4 inches of 1�/a-inch
crushed surfacing base course is recommended. The crushed rock courses must be compacted '
to 95 percent of the maximum density, as determined by ASTM:D 1557. All paving materials �
should meet gradation criteria contained in the current Washington State Department of
Transportation (WSDOT) Standard Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with ATB beneath the final asphalt surfacing. The substitution of ATB
should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and
6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed
over a native or structural fill subgrade compacted to a minimum of 95 percent relative
density, and a 1'/2- to 2-inch thickness of crushed rock to act as a working surface. If ATB is
used for construction access and staging areas, some rutting and disturbance of the ATB
surface should be expected. The general contractor should remove affected areas and replace
them with properly compacted ATB prior to final surfacing.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our report is preliminary since project plans had not been developed at the time this report was
written. We recommend that AESI perform a geotechnical review of the plans prior to final
August 20, 2013 ASSOCIATED EARTH SCIENCES, INC.
BWG/pc-KE/30370A1-Projrcrsl?0l30370�KEIWP Page 18
�
Spring Gle�t Elementary School Subsisrface Fxploration and Preliminary
Proposed Pavement Improvements Geotechnical Engineering Report ',
Renton, Washington Preliminary Design Recommendations '
design completion. In this way, we can confirm that our earthwork and foundation ',
recommendations have been properly interpreted and implemented in the design. 'I
We are also available to provide geotechnical engineering services during construction. '
Construcrion monitoring services are not part of this current scope of work. If these services
are desired, please let us know, and we will prepare a cost proposai.
We have enjoyed working with you on this study and are conf'ident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
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Bruce W. Guenzler, L.E.G. Kurt D. Merriman, P.E.
Senior Project Geologist Senior Principal Engineer
Attacluiients: Figure 1: Vicinity Map
Figure 2: Site and Explorarion Plan
Figure 3: Typical Key and Bench Detail
Figure 4: Slope Stability Cross Section A-A' Existing Conditions
Figure 5: Slope Stability Cross Section A-A' Proposed Conditions
Appendix: Exploration Logs
Laboratory Testing Results
Augusf 20, 2013 ASSOCIATED EARTH SCIENCES, IA'C.
BWG/pc-KE130370A2-Proj�ctr12013037UtKE{A'P Page 19
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• :� : ; • ' Name: Existing Fill
'• ' � • Unit Weight: 125 pcf
Cohesion: 0 psf
Phi: 30
Name Lodgement Till
Unit Weight: 135 pcf
� Cohesion: 400 psf
Phi: 38
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Spring Glen Elementary School
� a Slope Stability Cross Section A-A'
8 Seismic Conditions With No Surcharge
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� Associated Earth Sciences,Inc. SLOPE STABILITY CROSS-SECTION A-A' EXISTING CONDITIONS FIGURE 4
� � � � � � SPRING GLEN ELEMENTARY DATE 8/13
' RENTON, WASHINGTON PROJ.N0. KE130370A
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Cohesion: 0 psf
Phi: 30 ° 'i
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Unit Weight: 135 pcf
Cohesion: 400 psf
Phi: 38 °
I
y�" Spring Glen Elementary School
� Slope Stability Cross Section A-A'
� Seismic Conditions With Surcharge
� (Proposed Condition)
0
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� lyQg: BLACK AND WHRE REPRODUCTION OF THIS COLOR ORIGINAL MAY
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I �
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� Associated Earth Sciences,Inc. SLOPE STABILITY CROSS-SECTION A-A' PROPOSED CONDITIONS F'�uRE 5
� � � � � � SPRING GLEN ELEMENTARY DATE 8/13
� �' RENTON,WASHINGTON PROJ.N0. KE130370A I
This page left intentionally blank for double-sided printing.
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� °°o° ° Well-graded gravel and 'Perms [lescribing 12eBafive Density and Consistency
m "N g^o^ G� gravel�vith sand, little to Densi SPT�2�blows/foot
LL
N LL ^o no fines Very Loose 6 to 4
Coarse-
� � � �a o p o o Loose 4 t0 10
Poorly-graded gravel Grained 5oiis Medium Dense 10 to 30
� � N "'o 0 0 0 o C'P and aravel with sand, Test Symbols
0 o d o 0 0 0 o Dense 30 to 50 G=Grain Size
0 0 0 0 0o p lirile to no fines Very dense >50
N o z °o°o° �Z M=P/loisture Content
Z „o o , D,9 Consistency SPT �blows/foot A=Atterberg Limits
Silty gravel and siliy
c �o Very Soft 0 to 2 C=Chemir_ai
o � C NN ° ° G� gravel with sand Fine- S�ft 2 to 4 Dd= Dry Density
c m �� � , D, D Grained Soils �edium Stiff 4 to 8 K=Permeabiliry
�ro ° � e 5tiff 8 to 15
�
� � "' Clayey gravel and very Stiit 15 to 30
� m N� GC clayey gravel with sand Hard >30
� � Component Definitions
m � Well-graded sand and Descriptive Term Size Range and Sieve Number
~ ° � gyy sand with gravel,little Boulders Larger than t2°
o � ; : to no fines Cobbles 3"to�2�
� �
NLL .'::.'.'
y Gravel 3"to No_4(4.75 mm)
N � a� ; . - Poorly-graded sand �arse Gravel 3"ro 3la"
u� c°�� Ya -�. SP and sand with gravel, Fine Gravel 3/4°io No.4(4.75 mm)
� o v little to no fines
� �, o Sand No.4(4 75 mm)to No 200(0.075 mm)
� � z Coarse Sand No 4(4.75 mm)to No 10(2.00 mm)
N Silty Sand and Medium Sand No. 10(2.00 mm)to No.4Q(0.425 mm)
� ° �=N SM silty sand with Fine 5and No.40(0.425 mm)to No.200(0 075 mm)
v o a � gravel 5ilt and Cla� Smaller than No 200/0.075 mm
� j„LL .''. � - � \ �
� � sc Clayey sand and �3��stimated Percentage Moisture Content �
� M :: . clayey sand with gravel Percentaqe bV Dry-Absence of masture,
Component �/�/ei ht dusty,dry to the touch
Sllt,sandy silt, gravelly silt, Trace <5 Slightly Moist-Perceptible
�, o M� silt with sand or ravel Few 5 to 10 moisture
> `f' 9 Litlle 15 to 25 Moist-Damp but no visible
rn �, L ' � With -Non-primary coarse water
o �° N f�J/ Clay Of low to mediUm constituents: > 15% Very Moist-Water visible but
oa °� G � plaStlClty; Sllty,sandy,or -Fines content between noi free draining !
Z �= /� CL gravelly c lay,lean C lay 5 o a n d 1 5°� Wei-Vsi b le iree wa ter,usua l ly �
a �j �� irom below water table
a � � — Organic clay or silt of low Symbols
a� � _— OL plasticity Blows/6`or
� _— 5ampler p�ion oi 6" Cement grout
o =— Type / surtace seal ,
Elastic silt, clayey silt,silt { Sampler Type
2.0`OD �o Bentonite ��
o with micaceous or s Description
o �, ;MH Split-Spoon A u) seat
�, o �, diatomaceous fine sand or Sampler 3.0"OD S iit-S oon Sam ler
�g P P P ": Filter pack wilh
o �' �SPn =blank casin
� v o Clay of high plasticity, 3.25'OD Split-Spoon Ring Sampler c•� : 9
�,• : section
� � �' � sand or ravell cla ,fat Bulk sample -
m c� CH Y 9 y y 3.0"OD Thin-Wall Tube Sampler �•'Screened casing
� � E cla with sand or ravel ' .�or Hydrotip
'c� �J Y 9 (ncluding Shelby tube) •:wiih Glter pack
�ry — .a Grab Sample
�•- i
c o� �%%� Organic clay or silt of o Portion not recovered -• End cap
�- -' ;;�;;� oH medium to high �,� �,y
����� Perce�tage by dry weight Depth of ground water
����� plasticity fz� (SP�Standard Penetration Test
(ASTM D-1566) � ATD=At time of drilling
>,� Pe2t, muck and other 131 Q Static water level(date)
�� In General Accordance wfth
a,o,ro PT highly organic soils Standard Practice for Description �� Cornbined USCS symbols used far
_ � and Identificalion ot Soils(ASTM D-2488J fines between 5%and 15%
� �
�
; Classifications of solls in this repoR are based on visual fiefd andlor laboratory observations,which include densitylconsistency,moisture condifion,g2in size,and
-! plasticiiy esllmates and should not be construed to imply field or Iaboratory testing unless presented herein.Vsual-manual and/or labo2tory class�qtion
� methods of ASTM D-2487 and D-2488 were used as an identifcalion guide for the Unif'�ed Soil Glassification System.
0
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�. Associated Earth Sciences, Inc.
�� EXPLORATION LOG KEY FIGURE A1
o �� �' `� � �
b
Associated EarEh Sciences,Inc. EX loration Lo
� ❑ � � � Projact Number Exploration Number Sheet
""' � s='� KE13037QA EB-1 1 of 1
Project Name Spring Glen Elementary Ground Surface Elevation(ft)
Location Renton. WA Datum �(�q
Driller/Equipment Geologic Drill/XL Date Start/Finish R/7/1�fi/Z/��
Hammer WeighUDrop 140#/30�� Hole Diameter(in) inrhPS
� N U p ,O � (p �N
°� r� —U a N BIOWS/FOOt F-
� S � `0 � �� y ° a�
(�� L
� T �' DESCRIPTION �' � m �0 2o so ao °
As halt
Vashon Lodgement Till
Medium dense,very moist,reddish brown grading to gray,fine to medium
S � SAND,with silt,little fine gravel,trace organics(SM}. t2 �
7 1z
5
�
Driliing becomes harder
5 Very dense,very moist,mottled gray,fine to coarse SAND,with silt,little
fine gravel;nonstratified(SM). �
S-2 .i 31 I 66
I I �
Bottom of exploration boring at 6 5 feet
No ground waler encountered
1D
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15
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7
Q
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c
� m 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: BWG
o m 3"QD Split Spoon Sampler{D&M) � Ring Sample � Water Level(} Approved by:
m
Q � Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD}
Associated Earth Sciences,Inc. ' EX loration Lo
� a a � ���; I Project Number Exploration Number Sheet
KE130370A EB-2 1 of 1
Projeci Name Sprin�Glen Elementary Ground Surface Elevation(ft)
Location Renton.WA Datum N/q
DrillerlEquipment Geolagic Drill/XL Date StarUFinish g/Z/1�,$/7/1�
Hammer WeighUDrop 140#/30�� Hole Diameter(in} R in�hPS
i
c � �
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" °' �� Blows/Foot �
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a S E ro >, �a' � o a�
p T � �� o � m =
DESCRIPTION � � �0 20 3a ao °
Gravel Surface ;
FiU �
i
Medium dense,very moist,dark brown,fine to medium SAND,with silt,few
fine to coarse gravel,trace organics(SM) !
5 `
S-1 1g eZ7
14
5 Grades to trace to few organics.
5-2 g •�a
8
Harder drilling at 9 feet. �
Vashon Lodgement Till �i
� �� Dense,very moist to wet(no free water),mottled brown,fine SAND,with �
silt,little fine to coarse gravel;nonstratified(SM}.
S-3 te �
I zo
�
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Bottom of exploration boring at 11 5 feet
No ground water encountered
i
15
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�-
0
N
O
N
N �
�
C
`� Sampler Type(ST): I
0
� m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Le�el() Approved by:
m: � Grab Sample a Shelby Tube Sample 1 tiNater Level at time of drilling(ATD)
Associated Earth Sciences,Inc. EX loration Lo
f Project Number � Exploration Number Sheet
� 0 � � � KE130370A EB-3 1 of 1
Project Name Saring Glen Elementary Ground Surface Elevation(ft)
LoCation Renton. WA Datum N/q
Driller/Equipment Geologic Drill/XL Date StaNFinish �/7/13,Li/Z(��
Hammer WeighUDrop 140#/30° Hole Diameter(in) $ inr.hgS
c c� �
� � V p � d (p �
L p, O_� �� -J N Blows/Foot ��
� `S � � �` �� � O d
o T N c7 cn o �s m r
DESCRIPTION � � io 2o so ao �
Grass and Topsoil
Vashon Lodgement Till
Medium dense,moist,light brown,fine to medium SAND,with siit,few fine 8
S-1 gravel(SM). �p 21
17
5 Very dense,moist,mottled gray,fine to coarse SAND,with silt,few fine to
coarse gravel;nonstratified(SM) 28
S-2 q5 50/ ��
Bottom of e�cploration boring at 6 5 feet
I No ground water encountered
10
�
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15
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0
N
O
N
N
J
�
Q
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0
� m 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample S_Z Water Level() Approved by:
N � Grab Sample Q Shelby Tube Sample 1 Water Levei at time of drilling(ATDj
a
Associated Earth Sciences,Inc EX loration Lo
� ❑ � � � Project Number Exploration Number Sheet
`'=' � { � KEi30370A EB-4 1 of 1
Project Name Spring Glen Elementary Ground Surface Elevation(ft)
Loaation Renton.WA Datum �/q
Driller/Equipment GeologiC Drill/XL Date StartlFinish �Qfi� 7/19
Hammer WeighUDrop 140#/30�� Hole Diameter(in) � in�ha,g
c m �
� N U— O > ' I fA
.'�.. �- �'� �� J N
� � BIOWSIFOOt I�
a S E c° E. ��E a� o m
o T N �c� o ia � �
DESCRIPTION U � 10 2a so ao °
. � Asphalt �
Fill
�
Laose,very moist,mixed brown and dark brown,fine to coarse SAND,with
silt,little fine gravel,trace organics(SM). 6
S-1 . i q 10
6
I
�
5 Becomes medium dense.
' S-2 6 •1
8
;
Harder drilling at 8 feet. II
Vashon Lodgement Till I
�� Very dene,moist,mottled gray,fine to coarse SAND,with siit,little fine
gravel;nonstratified(SM). 1e
S-3 � 50
2a
� Bottom ot exploration boring at 11 5 feet
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� m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: gWG
o m 3"OD Split Spoan Sampler(D&M) � Ring Sample � Water Level() Approved by:
Q � Grab Sample � Shelby Tube Sampie 1 Water Level at time of drilling(ATD)
Associated Larth Sciences,Inc. EX loration Lo
� � ,� � 1 ��, Project Number Exploration Number Sheet
�' � s KE13037QA EB-5 1 of 1
Project Name S�ring Gien Elementary Ground Surface Elevation(ft)
Location Renton. WA Datum N/A �I
DrilledEquipment GeologiC Drill/XL Date StarUFinish g/Z/1'�R23 ;
Hammer WeighUDrop 140#/30�� Hole Diameter(in) R inr.hag ��i
.. i
c G� _ I
N V_ p > � N I
L Q 'a° �_ °1 ` BIOWS/FOOt F li
� L� —N J �A
Q .'�i E i° >. �E � O � I
p T (n �� ° c° m � I
DESCRIPTION � � 1a 2o so ao °
-� Asphalt I'
Filf
�
' Medium dense,very moist,mottled brown,fine to medium SAND,with silt, ?
few fine gravel,trace coarse gravel and cobbles(in drill action)(SM}. 6
S-1 g � 7 I
8 I
Vashon Lodgernent Till ,
5 Medium dense,very moist,mottled gray,fine to coarse SAND,with silt,
little fine to coarse gravel;nonstratified(SM)
S-2 tip �23
13
Bottom oF exploration boring at 6 5 feet '
No ground water encountered
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o W 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level(} Approved by:
- m
Q � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
Associated�arth Sciences,Inc EX loration Lo
� o :� � � Project Number Exploration Number Sheet
KE130370A EB-6 1 of 1
Project Name Sprinc�Glen Elementary Ground Surface Elevation(ft)
Location Renton, WA Datum ��jA
Driller/Equipment Geologic Drill/XL Date Start/Finish _$/7/1�,$/7/i�
Hammer WeighUDrop 140#/30" Hole Diameter(in) � in�has _
�
� Vl U p � � (D m
r Q a� �,�� � N Blows/Foot �-
n. S E 'i`6 a ��' � o m
p T � ':c7 c� o m pp �
! DESCRIPTION ��� �a 2o so ao °
�`� � Grass and Topsoil
�
Vashon Lodgement Till
�
Very dense,moist,light brown,fine to medium SAND,with silt,few fine
gravei;nonstratified(SM). �g
S-1 qq 50! "
a� •
5 Becomes mottled gray.
S-2 42
a sa
i �
Bottom of exploration boring at 6 feet i
fVo ground water encountered I
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N
O
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7
Q
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o Sampler Type(ST}:
� �I 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sarr.pler(D&PA) � Aing 5ample � VJater Level Q Approved by:
W 0 Grab Sample � Shelby Tube Sample 1 �'Jater Level at time of drilling(ATD)
Q
Associated Larth Sciences,lnc. EX loration Lo
� � � � ��, Project Number Exploration Number Sheet
_��=� KE130370A EB-7 1 of 1
Project Name �ring Glen Elementary Ground Surface Elevation(ft)
Location Renton. WA Datum �/q
DrillerlEquipment GeologiC Drill/XL Date Start/Finish ����$QJ1'�
Hammer WeighUDrop 140#/30" Hole Diameter(in) � ���hPG
c a� N
L n n� �� °i n BIOWSIFOOt F�-
a S E `� a �E� o a�
� T � �� c� � m O
DESCRIPTION �a 2o so ao
�R Grass and To soil ;
'.'�`'`'
Fill
Medium dense,moist,mottied brown,fine to medium SAND,with silt,little :
S-1 fine gravel(SM). 13
12 �2
13
5 Dense,moist,brown,fine to coarse SAND,with silt,few fine to coarse �
gravel (SM) �a �
S-2 15 �3
21
Vashon Lodgement TiU
i
10 I
S-3
Very dense,moist,brown,fine to coarse SAND,with silt,few fine gravel;
nonstratified(SM). t6
S-4 23 63
40
Bottom of exploration boring at 12 teet
No ground water encouniered �
15
�
0
N
O
N
�
J I
Q
a
� Sampler Type(ST):
0
� � 2"OD Split Spoon Sampier(SPT) � No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level() Approved by:
m � Grab Sampie � Shelb;r Tube Sample 1 Water Level at time of drillin�(ATD)
Associated Earth Scier�ces,Inc. EX loration Lo
- , ;� Project Number Explora?ion Number Sheet
0 � ��•%< � � K E 1 3 0 3 7 Q A E B-8 1 o f 1
Project Name Spring Glen Elementary Ground Surface Elevation(ft)
Location Renton. WA Datum (�/q
DrilledEquipment GeologiC Drlll/XL Date StartlFinish �/1/1'i R/7/1`�
Hamrner WeighUDrop 140#/30° Hole Diameter(in} � inr.hPg
c a� �
� � fn U— . O > ' U1
L,�p � (D
a s E �a ��Q� o Blows/Foot �
� T � �cn o ro m �
DESCRIPTION � � io 20 3o ao °
— �' Grass and Topsoil
Fill
�
Medium dense,moist,brown and dark brown,fine to medium SAND,with
; silt, little fine gravel,trace organics(SM}. � �
s-� 5 e�s '
s
5 Becomes loose.
I
S-2 3 ' I
3 9
6
Harder drilling at 7 feet. i
Vashon Lodgement Tili � II
i
i I
i I
I10 Very dense,moist,mottled gray,fine to coarse SAND,with silt,few Fine
S-3 gravel;nonstratified(SM). �a• soi '
Bottom of exploration boring at 11 feet
No ground water encountered
i
i
I
15
i
I
�
I
i
I
�
�
0
N
N
�
J
Q
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� Sampler Type(S�:
0
� m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Maisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M} � Ring 5ample � Water Level() Approved by:
m �1
w '�J� Grab Sample � Shelhy Tube Sarrple 1 Water Level at time of drilling(ATD)
Q
r�ssociated Earth Sciences,Inc. EX loration Lo
s:, Project Number Exploration Number Sheet
0 0 �'���� � � KE130370A EB-9 1 of 1
Project Name S�rin4 Glen Elementa� Ground Surface Elevation(ft)
Location Renton. WA Datum N/A
Driller/Equipment Geologic Drill/XL Date StarUFinish R/7/1'��R/7/1 A
Hammer WeighVDrop 140�1 30�� Hole Diameter{in) $ inrhgS
c m �
� d L� � m � N
�
—� � N Blows/Foot �
� a �E °'n 3
o T v� �N �� c6 0° L
DESCRIPTION � � io 2o so ao °
� �` Grass and Topsoil
S.� Vashon Lodgement Till �Z �
Dense,moist,mottled brown grading to mottled gray,fine to Medium 14 �
SAND,with silt,trace fine gravel(SM). 19 I
5 Becomes very dense,mottled gray.
S•2 �
35 85
50
i ,
10 I{ As above. �
S-3 I � •
!
I Boqom o(exploration boring at 1 t feet i I
I No ground water encountered i
I
I �
�
15
i
�
0
N
�
N
7
Q
J
Q
�
`� Sampler Type(ST):
0
� � 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample S? Water Level() Approved by:
m � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
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Associated�arth Sciences,Inc. � EX �OPatlOfl LO ',
� � � � � Project Number Exploration Number Sheet
'�`= i�--�� KE130370A EB-10 1 of 1
Project Name Spring Glen Elementary Ground Surface Elevation(ft)
Location Renton, WA Datum N/A
Driller/Equipment Geologic Drill/XL Date Start/Finish R/7/1�,R�Z/1�
Hammer WeighUDrop 140#/30�� Hole Diameter(in) inr.hgS
� c m �
N o� O m � �n
� a a9 m m � � Blows/Foot �
m S ro `� a ��� o a�
� T �' �� DESCRIPTION � 3 m �0 2o so ao °
�- �' Grass and Topsoil
Vashon Lodgement Till
I
Very dense,moist,mottled gray to gray,fine to coarse SAND,with silt,few 32
S-1 fine gravei{SM).
0/ " 82
i
i
5 Becomes gray. 3Z
S-2 pl ' 50l I"
f �
i '
�
I �� As above.
S-3 sa „
Bottom of explora�ion boring at 10 5 teet
fVo ground water encountered
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15
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N
j
7
Q
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� Sampler Type(S�:
0
� m 2"OD Split Spoon Sampler(SPT) O No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D�M) D Ring Sample SZ Water Level() Approved by:
m � Grab S2mp:e �� Sheib��Tube Sar-ip'e 1 tNater Level at tims of dril!ing(ATD)
Associated Garth Sciences,Inc. EX loration Lo I
Project Number Exploration Number Sheet
0 � �`'�-_� � � KE130370A EB-11 1 of 1
Project Name Sprin4 Glen Elementary Ground Surface Elevation(ft)
Location Renton,WA Datum �/q
Driller/Equipment GeologiC DCill I XL Date Start/Finish � /1:�,R/7/1'�
Hammer WeighVDrop 140#/30�� Hole Diameter{in) inr. g
c a� �
� N L� � � � N
—� � N Blows/Foot �
n s E �i. 'S�Q� o a`�
� T �' �� DESCRIPTION � � m 10 2o sa ao �
Grass and Topsoil
Vashon Lodgement Till
g.� Medium dense,moist,brown,fine to Medium SAND,with silt,few fine �a �
gravel(SM}. to ie
B
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5 Becomes very dense,gray.
S-2 3q i 70
36
Boltom of exploration boring at 6 5 feet
No ground water ercournered
10
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15
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N
O
N
N
�
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Q
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� m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level() Approved by:
m
w � Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
E
Associated EarEh Sciences,Inc. EX loration Lo
� � � � , � Project Number Expbration Number Sheet I
� `�� �� KE13Q370A EB-12 1 of 1
Project Name S�ring Glen Elementary Ground Surface Elevation(ft)
Location Renton 111�1� Datum ��Q
Driiler/Equipment GeOIOgIC Dfill I XL Date StarUFinish R/7/1�_RQf 1�
Hammer WeighUDrop 140#/30'� Hole Diameter(in) inr. g
c m �
� m L� � N � N
—� � N Blows/Foot �-
o. S E i° a �E� o a`�
o T u> ° `° 00
�� DESCRlPTION � � �0 20 3o ao ° '
�'� � Grass and Topsoil
Vashon Lodgement Till
Very dense,moist,mottled gray,fine to coarse SAND,wiih silt,little fine
gravei;nonstratified(SM). 25
S-1 as � "
o,� •
�
5 S-2 Becomes gray. _ a �� II 50i "
�
Bottom of exploration boring at 5 5 feet ��
No gro�nd water encountered
i
10
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15
I
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0
N
O
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N
J
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Q
� I
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� Sampler Type(ST):
0
� m 2"OD Split Spoon Sampler(SPT) O No Recovery M-Moisture logged by: ByVG
o m 3"OD Split Spoon Sampler(D&M) D Ring Sample � Water Level() Approved by:
Q � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
GRAIN �IZE AtVALI��IS - tViECHAiVIC�4�
Date Sampled Project Project No. Soil Description
08/07/2013 Spring Glen Elementa KE130370A Sand with silt,few gravel
Tested By Location EB/EP No Depth
BCMlMS EB-3 0.5 Ft
Wt.of moisture we1 sample+Tare 229.29 Total Sample Tare 519.11
Wt.of moisture dry Sample+Tare 217.62 Totai Sample wt +lare 1057.83
Wt.of Tare 98.32 Totai Sample Wt 538.7
Wt.of moisture Dry Sample 119.3 Total Sample Dry Wt 490.7
Moisture% 10%
S ecification Re uirements
Sieve No. Diam. mm Wt. Retained %Retained % Passin Minimum Maximum
3 76.1 0.0 100.0 - -
2.5 64 0.0 100.0 - -
2 50,8 0.0 100.0 - -
1.5 38.1 0.0 100.0 - - !
1 25.4 0.0 100.0 - - '
3!4 19 22.72 4.6 95.4
3/8 9.51 34.39 7.0 93.0
#4 4.76 42.54 8.7 91.3 '
#8 2.38 49.61 10.1 89.9
#10 2 51.38 10.5 89.5
#20 0.85 61.51 12.5 87.5
#40 0.42 87.71 17.9 82.1
#60 0.25 138.64 28.3 71.7
#100 0.149 188.1 38.3 61.7 �
#200 0.074 238.93 48.7 51.3
#270 0.053 254.79 51.9 •
� US STANDARD SIEVE NO�
3" 314' NO 4 NO 16 ._ .� _..,,
100
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LL �
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Gravel Sand Silt and Clay
Coarse Fine Coarse Medium Fine
Grain Size,mm
ASSOCIATED EARTH SCIFNCES, INC.
911 5th Ave.Suite 100 Kirkland,YJA 98033 425-827-7707 FAX 425-827-5424
Associated Earth SCienCes , InC . 1Vloisture, Ash, andOrqanicMatterofPeat
and Other Orqanic Soils -ASTM 2974
r�^j � � �
Date Sampled Project Project No. Soil Description
8/7/2013 Spring Glen Elementa KE130370A Fine to medium sand with silt
Tested By Location EBIEP No. Depth Few fine to coarse gravel
MS Onsite Existing Fill EB2 S-1 2.5' Trace organics
Moisture Content
Sample ID
Wet Weight+ Pan 691.36
Dry Weight + Pan 639.97
Weight of Pan 226.05
Weight of Moisture 51.39
Dry Weight of Soil 413.92
°/a Moisture 12.42
Orqanic Matter and Ash Content
Dry Soil Befor Burn + Pan 762.86
Dry Soil After Burn + Pan 755.12
Weight of Pan 348.46
Wt. Loss Due to Ignition 7.74
Actual Wt. Of Soil After Burr 406.66
% Organics 1.87
ASSOCIATED EARTH SCIENCES, IIVC.
911 Sth Ave,Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425-827-5424