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HomeMy WebLinkAboutF_Sartori ES_Technical Information Report_170504.pdfCivil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors
Technical Information Report
PREPARED FOR:
Integrus Architecture
117 South Main Street, Suite 100
Seattle, WA 98104-3496
PROJECT:
New Sartori Elementary School
315 Garden Avenue North
Renton, WA 98057
Project No. 2160339.10
PREPARED BY:
Greg Tauscheck, PE
Project Engineer
REVIEWED BY:
William J. Fierst, PE
Project Manager
Sean M. Comfort, PE
Principal
DATE:
December 2016
Revised March 2017
Revised April 2017
Revised May 2017
Technical Information Report
PREPARED FOR:
Integrus Architecture
117 South Main Street, Suite 100
Seattle, WA 98104-3496
PROJECT:
New Sartori Elementary School
315 Garden Avenue North
Renton, WA 98057
Project No. 2160339.10
PREPARED BY:
Greg Tauscheck, PE
Project Engineer
REVIEWED BY:
William J. Fierst, PE
Project Manager
Sean M. Comfort, PE
Principal
DATE:
December 2016
Revised March 2017
Revised April 2017
I hereby state that this Technical
Information Report for the New Sartori
Elementary School project has been
prepared by me or under my supervision,
and meets the standard of care and
expertise that is usual and customary in
this community for professional
engineers. I understand that City of
Renton does not and will not assume
liability for the sufficiency, suitability, or
performance of drainage facilities
prepared by me.
Technical Information Report
New Sartori Elementary School
Project No. 2160339.10
Table of Contents
Section Page
1.0 Project Overview ............................................................................................................................ 1
2.0 Conditions and Requirements Summary .................................................................................... 2
2.1 CR 1 – Discharge at the Natural Location .......................................................................... 2
2.2 CR 2 – Offsite Analysis ....................................................................................................... 2
2.3 CR 3 – Flow Control ............................................................................................................ 2
2.4 CR 4 – Conveyance System ............................................................................................... 3
2.5 CR 5 – Erosion and Sediment Control ................................................................................ 3
2.6 CR 6 – Maintenance and Operations.................................................................................. 4
2.7 CR 7 – Financial Guarantees and Liability ......................................................................... 4
2.8 CR 8 – Water Quality .......................................................................................................... 4
2.9 Special Requirement (SR) 1 – Other Adopted Requirements ............................................ 4
2.10 SR 2 – Flood Hazard Delineation ....................................................................................... 4
2.11 SR 3 – Flood Protection Facilities ....................................................................................... 4
2.12 SR 4 – Source Control ........................................................................................................ 4
2.13 SR 5 – Oil Control ............................................................................................................... 4
2.14 SR 6 – Aquifer Protection Area ........................................................................................... 4
3.0 Offsite Analysis .............................................................................................................................. 5
3.1 Task 1 – Study Area Definition and Maps........................................................................... 5
3.2 Task 2 – Resource Review ................................................................................................. 6
3.3 Task 3 – Field Inspection .................................................................................................... 7
3.4 Task 4 – Drainage System Description and Problem Descriptions .................................... 8
4.0 Flow Control and Water Quality Facility Analysis and Design .................................................. 8
4.1 Existing Site Hydrology (Part A) .......................................................................................... 8
4.1.1 Basin 1 (Central-West Basin) ................................................................................. 8
4.1.2 Basin 2 (South Basin) ............................................................................................ 8
4.1.3 Basin 3 (East Basin) .............................................................................................. 8
4.2 Developed Site Hydrology (Part B) ..................................................................................... 9
4.2.1 Basin 1 (Central-West Basin) ................................................................................. 9
4.2.2 Basin 2 (South Basin) ............................................................................................ 9
4.2.3 Basin 3 (East Basin) .............................................................................................. 9
4.3 Performance Standards (Part C) ........................................................................................ 9
Technical Information Report
New Sartori Elementary School
Project No. 2160339.10
4.4 Flow Control System (Part D) ............................................................................................. 9
4.5 Water Quality System (Part E) .......................................................................................... 10
5.0 Conveyance System Analysis and Design ................................................................................ 10
6.0 Special Reports and Studies ...................................................................................................... 10
7.0 Other Permits ............................................................................................................................... 10
8.0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design ....... 11
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant ..................................... 11
10.0 Operations and Maintenance Manual ........................................................................................ 11
11.0 Conclusion .................................................................................................................................... 11
Technical Information Report
New Sartori Elementary School
Project No. 2160339.10
Appendices
Appendix A
Exhibits
A-1 ............. Vicinity Map
A-2 ............. Geotechnical Report
A-3 ............. Existing Conditions Map
A-4 ............. Site Plan
A-5 ............. Existing Basin Map
A-6 ............. Developed Basin Map
A-7 ............. Aquifer Protection
A-8 ............. FIRM Rate Map
A-9 ............. KCRTS Input and Discharge Results
A-10 ........... Stormwater Treatment Basins
A-11 ........... Filterra Guidelines
A-12 ........... Filterra Sizing Calculations
A-13 ........... Downstream Analysis
A-14 ........... Erosion Hazard
A-15 ........... Steep Slopes
A-16 ........... Slide Hazard
A-17 ........... Flood Hazard
A-18 ........... Soil Map
A-19 ........... Coal Mine Hazard
A-20 ........... Conveyance Calculations
A-21 ........... TESC Pond Sizing Calculations
A-22 ........... Operation and Maintenance Manual
A-23 ........... Bond Quantity Worksheet
A-24 ........... Declaration of Covenant
Technical Information Report
New Sartori Elementary School 1
Project No. 2160339.10
1.0 Project Overview
The Renton School District (RSD) proposes to construct a new Sartori School at 315 Garden
Avenue North in Renton, Washington. The project consists of a new school building, parking lots,
bus and parent drop-off and pick-up areas, outdoor landscape areas, and sports field, as well as
utility and site improvements to support the program. The project site encompasses 14 Tax
Parcels (7564600170, 7224000620, 7224000615, 7224000610, 7224000605, 7224000600,
7224000595, 7224000590, 7224000580, 7564600180, 75600181, 7564600183, 7564600182,
and 7564600184) and is bounded by North 4th Street to the north, Garden Avenue North to the
east, North 3rd Street to the south, and Park Avenue North to the west. The existing Sartori
Elementary School (SES) building and associated paved parking, drive lanes, and field are
located on Parcel 7564600170. The existing school parcel encompasses approximately
50 percent of the site. Existing residential houses and a market are located along the south and
west perimeter of the site adjacent to Park Avenue North and North 3rd Street.
Existing improvements include SES, residential properties, market, and associated parking lot
and play areas. These facilities will be demolished in their entirety as part of a separate project
completed prior to site development for the proposed school. Existing sidewalks and curb and
gutter are located along the adjacent roadways within the public right-of-way. The adjacent
sidewalks and curb and gutter are proposed for demolition and replacement with the current
project. The entire pre-dedication site area (all tax parcels) is 5.28 acres. Right-of-way
dedications are required along all of the roadways, including approximately 12 feet along Park
Avenue North, 8.5 feet along North 4th Street, 9 feet along Garden Avenue North, and 4.5 feet
along North 3rd Street. After dedications, this proposed site area will be 4.96 acres. The site
drainage area including offsite areas in the proposed condition is 5.67 acres. The existing basin
used to size the detention facilities contains 3.17 acres of impervious area and 2.50 acres of
pervious area. The proposed condition contains 3.73 acres of impervious area and 1.94 acres of
pervious area. The site has three separate discharge locations and is divided into three basins ,
as described below. Each discharge location and basin is part of a separate threshold discharge
area (TDA).
Table 1: Basin 1 Land Cover Areas
Aimp (ac) Aperv (ac) Total (ac)
Existing 2.51 1.79 4.30
Proposed 2.72 1.58 4.30
Table 2: Basin 2 Land Cover Areas
Aimp (ac) Aperv (ac) Total (ac)
Existing 0.63 0.40 1.03
Proposed 0.84 0.19 1.03
Table 3: Basin 3 Land Cover Areas
Aimp (ac) Aperv (ac) Total (ac)
Existing 0.03 0.31 0.34
Proposed 0.17 0.17 0.34
Technical Information Report
New Sartori Elementary School 2
Project No. 2160339.10
The engineered drainage system for the proposed site will not alter existing discharge locations
from the site. Runoff from the north-central portion of the site (TDA 1) will discharge to Park
Avenue North and North 4th Street. Runoff from the south basin of the site (TDA 2) will discharge
to North 3rd Street. Runoff from the northeast basin of the site (TDA 3) will discharge to the
southwest corner of the intersection of Garden Avenue North and North 4th Street.
The 2009 King County Surface Water Design Manual (KCSWDM) and City of Renton
Amendments to the King County Surface Water Design Manual (February 2010) establish the
methodology and design criteria used for the project. The Rational Method was used to
determine conveyance capacities.
2.0 Conditions and Requirements Summary
The project triggers Full Drainage Review because it results in more than 7,000 square feet of
land disturbing activity and over 2,000 square feet of new and/or replaced impervious surface.
Below is a summary of how the proposed project will meet the Core Requirements (CR).
2.1 CR 1 – Discharge at the Natural Location
The site is located within the Lower Cedar River Drainage Basin. The site is divided into three
TDAs: TDA 1 is located in the central and north portion of the site and includes the building and
residential properties, TDA 2 is located in the south portion of the site and includes residential
properties and an existing parking lot, and TDA 3 is located in the northeast portion of the site
and includes an existing landscaped field.
The north and central basin (TDA 1) drains to the public conveyance system that drains north
along Park Avenue North and west along North 4th Street, and eventually discharges to the Cedar
River. The south basin (TDA 2) drains to the public conveyance system that drains west along
North 3rd Street, discharging to the Cedar River. The northeast basin (TDA 3) discharges to the
northeast to the intersection of Garden Avenue North and North 4th Street, drains north along
Garden Avenue North, and eventually discharges to the Cedar River.
2.2 CR 2 – Offsite Analysis
AHBL staff performed a Level One Downstream Analysis for the project on August 19, 2016. 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.
Please refer to Section 3.0 for the full offsite analysis.
2.3 CR 3 – Flow Control
The King County Runoff Time Series (KCRTS) model was used to model the existing stormwater
conditions and design a detention pipe system for each of the three separate discharge points
(TDAs). Each discharge point will have its own detention pipe system and control structure.
Technical Information Report
New Sartori Elementary School 3
Project No. 2160339.10
See the KCRTS Input and Discharge Results in Appendix A-9.
According to the City of Renton 2009 KCSWDM Amendment Reference 11-A, Flow Control
Application Map, the site is subject to the Peak Rate Flow Control Standard (Existing Site
Conditions). This standard requires the post-development peak flow rates to match the peak flow
rates of the existing condition in the 2-year design, and 10-year and 100-year storms. Flow
control will be provided through the use of buried detention pipes. KCRTS is used to model the
hydrologic conditions.
Detention Pipe Sizing Results
Detention
Pipe Diameter
(IN)
Detention
Pipe Length
(LF)
Storage
Volume
(CF)
Basin 1 42 60 577
Basin 2 48 120 1,508
Basin 3 36 228 1,612
2.4 CR 4 – Conveyance System
There is one large building on the west side of the site. The building downspouts will be tight
lined into a roof drain then piped to the detention system. The parking and vehicle access areas
will be collected in catch basins and conveyed in pipes to the detention and treatment facilities.
The landscape areas will be collected in yard drains and conveyed in pipes to the detention
system, and the field underdrain system will be conveyed to the detention system.
Based on Section 1.2.4.1 of the KCSWDM, new pipe systems shall be designed with sufficient
capacity to convey and contain the 25-year peak flow, with a minimum of 6 inches of freeboard
between the design water surface and structure grate. In addition, runoff from the 100-year peak
storm event shall not create or aggravate a severe flooding problem or severe erosion problem.
The new pipe system has sufficient capacity for a 25-year peak flow, and the system has been
designed to provide more than 6 inches of freeboard between the design water surface and
structure grate during the 25-year peak storm event. No severe flooding problems or severe
erosion problems will be created or aggravated in the 100-year storm event. See Appendix A-20
for the modeling of the conveyance system.
For modeling purposes, the upstream pipes with similar slopes and diameters that are conveying
similar or less flow are not shown in the model. To model flow downstream of the control
structures, dummy basins have been set up to simulate the discharge of the control structure (see
Dummy D1, Dummy D2, and Dummy D3 on the last page of Appendix A-20). Areas that
discharge directly into detention pipe 2 have been set up with dummy nodes (see Dummy 33 and
Dummy 8a on the last page of Appendix A-20).
2.5 CR 5 – Erosion and Sediment Control
Onsite land disturbance will consist of clearing the work site, demolition, and regrading. Erosion
and sediment control will be provided with the use of temporary and permanent seeding within
the work limits, silt fence or wattles, inlet sediment protection, stabilized construction entrance,
and sedimentation ponds. A Temporary Erosion and Sedimentation Control Plan will be included
in the permit plan set. See Section 8.0 for Construction Stormwater Pollution Prevention Plan
(CSWPPP) analysis and design.
Technical Information Report
New Sartori Elementary School 4
Project No. 2160339.10
2.6 CR 6 – Maintenance and Operations
Maintenance and operations of all drainage facilities will be maintained by the owner. The project
proposes new area drains and catch basins onsite. The Operations and Maintenance Manual is
located in Appendix A-22.
2.7 CR 7 – Financial Guarantees and Liability
This project will provide financial guarantees and liability per City of Renton requirements. The
City of Renton Bond Quantity Worksheet is located in Appendix A-23. A draft of the Declaration
of Covenant is included in Appendix A-24
2.8 CR 8 – Water Quality
The new pollution generating impervious surfaces (PGIS) for the proposed site include the paved
parking areas, maintenance, fire access loops, parking lot, and vehicle access. Onsite flows will
be treated to meet the performance standard of the Enhanced Basic Water Quality Menu by
utilizing Contech Filterra structures. The site is within Zone 1 of the Aquifer Protection Zone.
Therefore, bioretention and storm water wetlands are prohibited.
Filterra structures will be provided for storm water treatment for pollution generating surfaces.
See Appendix A-11 for the Filterra design guidelines per Department of Ecology approval. See
Appendix A-12, Filterra Sizing Calculations for sizing.
2.9 Special Requirement (SR) 1 – Other Adopted Requirements
The project is included in the Lower Cedar River Drainage Basin. City and County basin
requirements will be followed where applicable.
2.10 SR 2 – Flood Hazard Delineation
The proposed project is not in or adjacent to the 100-year floodplain. See Appendix A-8 for the
Flood Insurance Rate Map (FIRM).
2.11 SR 3 – Flood Protection Facilities
This project does not rely on existing flood protection facilities nor will it modify or construct new
flood protection facilities.
2.12 SR 4 – Source Control
The proposed project is an educational facility; it is classified as a commercial site for source
control purposes. The dumpster will have a roof to prevent stormwater from contamination.
2.13 SR 5 – Oil Control
The site does not meet high use criteria and is not subject to oil control measures.
2.14 SR 6 – Aquifer Protection Area
The project is located within an Aquifer Protection Zone 1 per the City of Renton Sensitive Areas
Aquifer Protection map. See Appendix A-7 Aquifer Protection. Ponds, stormwater wetlands,
infiltration, and bioretention are prohibited within Aquifer Protection Zone 1.
Technical Information Report
New Sartori Elementary School 5
Project No. 2160339.10
3.0 Offsite Analysis
There are no upstream tributary areas contributing drainage to the basin area.
3.1 Task 1 – Study Area Definition and Maps
The Renton School District (RSD) proposes to construct a new Sartori School at 315 Garden
Avenue North in Renton, Washington. AHBL staff visited the site on August 19, 2016.
The project site lies within the Lower Cedar River Drainage Basin, as delineated by the King
County Water Features Map.
The project site basin receives no upstream stormwater.
The project discharges to three separate discharge locations that will be referred to as Basin 1,
Basin 2, and Basin 3 (TDA 1, TDA 2, and TDA 3, respectively).
Basin 1 (TDA 1) Downstream
Discharge 1 from Basin 1 is defined as the west and central portion of the site. It is the largest
Basin, and has an area of 4.3 acres. The basin discharges west to the flow line in Park Avenue
North, and to the north to a storm line in North 4th Street.
Stormwater flowing west is intercepted by one of three catch basins in the east flowline of Park
Avenue North. One catch basin is mid-block adjacent to 326 Park Avenue North, the second
catch basin is at 340 Park Avenue North, and the third is just south of North 4th Street. All three
of these catch basins are tightlined west to a 12-inch conveyance line running north on the west
side of Park Avenue North that enters into a line flowing west on North 4th Street.
Stormwater that flows north off the site is intercepted by a catch basin midblock in the south side
of North 4th Street. It is conveyed north to the north side of North 4th Street, and then west to a
catch basin. It is then directed south to a manhole in the south side of North 4th Street, where
stormwater is conveyed west on North 4th Street. At the intersection with Park Avenue North,
stormwater then is combined with the stormwater that flows west of the site. Stormwater then
flows west in an 8-inch PVC pipe 120 feet to another manhole. Stormwater is conveyed west
another 134 feet in an 8-inch concrete pipe to a catch basin at the intersection of Pelly Avenue
North.
Stormwater travels west another 144 feet in an 8-inch concrete pipe to a Type 2 manhole. Water
is conveyed 131 feet west in an 8-inch concrete pipe to a T ype 2 manhole at the intersection of
Wells Avenue North.
Stormwater is conveyed 142 feet west in an 8-inch concrete pipe to a Type 2 manhole.
Stormwater is piped 204 feet west in an 8-inch concrete pipe to a catch basin in Williams Avenue
North.
Another 8-inch pipe conveys water west 148 feet to another catch basin. An 8-inch concrete pipe
conveys water west 169 feet to another catch basin at the intersection of Burnett Avenue North.
Stormwater is then conveyed south on Burnett Avenue North in a 21-inch pipe 430 feet to a
Type 2 manhole. The storm drainage system ultimately outfalls to the Cedar River. See
Appendix A-13, Downstream Analysis, for a map of the downstream piping.
Technical Information Report
New Sartori Elementary School 6
Project No. 2160339.10
Basin 2 (TDA 2) Downstream
Basin 2 stormwater discharges to the south flowline of North 3rd Street, where it is intercepted by
an existing Type 2 catch basin in the north flowline of North 3rd Street. Stormwater flows west
419 feet in a 12-inch pipe to another Type 2 catch basin in the east side of the intersection of
Park Avenue North and North 3rd Street.
A 40-foot pipe conveys water across Park Avenue North to the west to another Type 2 catch
basin. A 12-inch concrete pipe conveys stormwater west 255 feet to another Type 2 catch basin
in the intersection of North 3rd Street and Pelly Avenue.
Another 12-inch concrete pipe conveys stormwater west 151 feet to a Type 1 catch basin.
Stormwater is conveyed west in another 12-inch concrete pipe 124 feet to a stormwater Type 2
catch basin in the intersection of Wells Avenue and North 3rd Street.
Stormwater is then conveyed to the northwest in a 12-inch pipe 148 feet to a Type 2 catch basin.
Stormwater continues to the northwest in a 12-inch pipe 216 feet to a Type 2 catch basin at the
intersection of Williams Avenue North. The storm drainage system ultimately outfalls to the
Cedar River. See Appendix A-13, Downstream Analysis, for a map of the downstream piping.
Basin 3 (TDA 3) Downstream
Basin 3 stormwater discharges overland from the grass field to the south flowline of North 4th
Street and drains east, where it is intercepted by a catch basin at the southwest corner of the
intersection of Garden Avenue North and North 4th Street. Stormwater will flow east in a 35-foot,
8-inch pipe to a catch basin in the east side of Garden Avenue North. An 8-inch pipe conveys
water 52 feet north across North 4th Street to a Type 2 storm catch basin. A 12-inch concrete
pipe conveys water 38 feet north to a Type 1L catch basin. Another 12-inch concrete pipe
conveys water north 241 feet to a Type 2 catch basin. An 18-inch CPEP pipe conveys water
173 feet north to another Type 2 catch basin. An 18-inch concrete pipe conveys stormwater
north 186 feet to a Type 2 catch basin in the intersection of Garden Avenue North and North 5th
Street.
Stormwater is then conveyed west in a 24-inch CMP pipe 316 feet to a Type 2 catch basin.
Stormwater continues west in a 24-inch CMP pipe 136 feet to another Type 2 stormwater catch
basin at the intersection of North 5th Street and Park Avenue North. A 24-inch CMP pipe conveys
water west 28 feet to the west side of Park Avenue North to a Type 2 catch basin.
Stormwater is then conveyed in a 36-inch CMP pipe west 258 feet to another Type 2 catch basin
at the intersection of North 5th Street and Pelly Avenue. The storm drainage system ultimately
outfalls to the Cedar River. See Appendix A-13, Downstream Analysis, for a map of the
downstream piping.
3.2 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 Lower Cedar River Drainage Basin.
Requirements for the Lower Cedar River Basin Plan will be followed where applicable.
Offsite Analysis Reports: AHBL staff has not located offsite analysis reports for projects
near the Sartori Site Improvements project site.
Technical Information Report
New Sartori Elementary School 7
Project No. 2160339.10
FEMA Map: FEMA Flood Insurance Rate Map 53033C0977 F, dated May 16, 1995 (see
Appendix A-8), indicates that the project site lies outside the categorized flood zones.
City of Renton Sensitive Areas Landslide Hazard Map (see Appendix A-16): The project
site is not located within the sensitive areas Landslide Hazard Area.
City of Renton Aquifer Protection Zone Map (see Appendix A-7): The project site is within
Aquifer Protection Zone 1. Requirements for Zone 1 of the Aquifer Protection Zone will be
followed where applicable.
City of Renton Coal Mine Hazard Map (see Appendix A-19): The project site is located
outside the coalmine hazard area.
City of Renton Erosion Hazard Map (see Appendix A-14): The project site is not within an
erosion hazard area.
City of Renton Flood Hazard Map (see Appendix A-17): The project site is not within
Zone X-Non Regulatory flood hazard area.
City of Renton Steep Slopes Map (see Appendix A-15): The project site is not within the
steep slope area.
Soils Information: Site soils have been classified by the WA633 Soil Survey of King County
Area, Washington and the City of Renton as Ur, Urban Land (see Appendix A-17). See
Appendix A-2 for the Associated Earth Sciences Incorporated Geotechnical Report.
3.3 Task 3 – Field Inspection
On August 19, 2016, AHBL staff performed a Downstream Analysis of the drainage system
receiving stormwater runoff from the proposed Sartori Elementary School.
1. Investigate any problems reported or observed during the resource review: No problems
were reported or observed during the resource review.
2. Locate all existing/potential constrictions or lack of capacity in the existing drainage system:
No constrictions or lack of capacity in the existing drainage system was observed.
3. Identify all existing/potential downstream drainage problems as defined in Section 1.2.2.1 :
No existing/potential downstream drainage problems were observed.
4. Identify existing/potential overtopping, scouring, bank sloughing, or sedimentation :
No existing/potential overtopping, scouring, bank sloughing, or sedimentation was
observed.
5. Identify significant destruction of aquatic habitat or organisms (e.g., severe siltation, back
erosion, or incision in a stream): No significant destruction of aquatic habitat or organisms
was observed.
6. Collect qualitative data on features such as land use, impervious surfaces, topography, and
soil types for the site. Land use on the project is a school site. Impervious surfaces
include parking areas, buildings, and sidewalks. The topography is flat on the site, and the
soil type is Ur, Urban Land.
7. Collect information on pipe sizes, channel characteristics, drainage str uctures, and relevant
critical areas (e.g., wetlands, stream, and steep slopes): Pipe sizes were determined by
using survey information and City of Renton COR Maps.
8. Verify tributary basins delineated in Task 1: Based on the topography onsite, the basin
delineation based on the survey was confirmed.
Technical Information Report
New Sartori Elementary School 8
Project No. 2160339.10
9. Contact neighboring property owners or residents in the area about past or existing
drainage problems, and describe these in the report (optional): This requirement is not
applicable for this project. Properties on the site basin are proposed for demolition.
10. Note the date and weather conditions at the time of the inspection: The site visit occurred
on August 19, 2016. The weather was sunny and 70 degrees.
3.4 Task 4 – Drainage System Description and Problem Descriptions
The site is located within the Lower Cedar River Drainage Basin. The site is divided into three
TDAs: TDA 1 is located in the central and north portion of the site, TDA 2 is located in the south
portion of the site, and TDA 3 is located in the northeast portion of the site.
The north and central basin (TDA 1) drains to the public conveyance system that drains north
along Park Avenue North and west along North 4th Street, and eventually discharges to the Cedar
River. The south basin (TDA 2) drains to the public conveyance system that drains west along
North 3rd Street, discharging to the Cedar River. The northeast basin (TDA 3) discharges to the
northeast to the intersection of Garden Avenue North and North 4th Street, drains north along
Garden Avenue North, and eventually discharges to the Cedar River.
No signs of flooding, overtopping, or erosion were evident at the time of the inspection.
4.0 Flow Control and Water Quality Facility Analysis and Design
4.1 Existing Site Hydrology (Part A)
4.1.1 Basin 1 (Central-West Basin)
Area (Acre) Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
1.79 2.51 4.30 0.77 0.93 1.56
4.1.2 Basin 2 (South Basin)
Area (Acre) Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
0.40 0.63 1.03 0.19 0.23 0.38
4.1.3 Basin 3 (East Basin)
Area (Acre) Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
0.31 0.03 0.34 0.02 0.04 0.08
See Figure A-5, Existing Basin Map, for delineation of the existing drainage areas.
Technical Information Report
New Sartori Elementary School 9
Project No. 2160339.10
4.2 Developed Site Hydrology (Part B)
4.2.1 Basin 1 (Central-West Basin)
Area (Acre) Detained Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
Detained 1.58 2.72 4.30 0.77 0.93 1.56
4.2.2 Basin 2 (South Basin)
Area (Acre) Detained Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
Detained 0.19 0.84 1.03 0.19 0.23 0.38
4.2.3 Basin 3 (East Basin)
Area (Acre) Detained Peak Flow (cfs)
Till Grass Impervious Total 2-Year 10-Year 100-Year
Detained 0.17 0.17 0.34 0.02 0.04 0.08
See Figure A-6, Developed Basin Map, for delineation of the developed drainage areas and flow
routes.
4.3 Performance Standards (Part C)
Per the City of Renton 2009 KCSWDM Amendment Reference 11-A, Flow Control Application
Map, the site is subject to the Flow Control Duration Standard (Existing 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 the existing condition rates from the 2-year, the 10-year,
and the 100-year peak flow. Developed peak discharge rates shall match existing peak
discharge rates for the 2-, 10-, and 100-year return periods. The proposed detention pipes will
detain and release at a required rates, meeting the Flow Control standards.
In accordance with the 2009 KCSWDM and City of Renton Amendments, onsite flows from the
PGIS will be treated to meet the performance standards for the Enhanced Basic Water Quality
Menu. The proposed Contech Filterra structures will exceed the performance standards of the
Enhanced 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 KCSWDM with City of Renton Amendments. Flow control will be provided through the use
detention within buried detention pipe. 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
Manual 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.”
Technical Information Report
New Sartori Elementary School 10
Project No. 2160339.10
Based on the site being in the Aquifer Protection Zone 1, infiltration is not allowed onsite. In
addition, the geotechnical report indicates the site soils are not conducive for infiltration.
Therefore, a detention system is proposed for the project area.
Flow control calculations were performed using KCRTS. Calculations are provided as
Appendix A-9.
The 2009 KCSWDM, Section 5.2, requires “projects that are subject to Core Requirement #3 and
will not be served by infiltration facilities per Section 5.4 (p. 5-57) must apply flow control BMPs to
either supplement the flow mitigation provided by required flow control facilities or provide flow
mitigation where flow control facilities are not required.” The project falls under the Large Lot
High Impervious BMP Requirements of the 2009 KCSWDM. Section 1.3.6 of the 2009 City of
Renton Surface Water Design Manual Amendment Special Requirement #6: Aquifer Protection
Area states that if a proposed project is in Zone 1 of the APA, then the following facilities are
prohibited: open facilities, flow control BMPs, and open conveyance system s. The site is in a
Zone 1 APA (see Appendix A-7); therefore, the site is exempt from flow control BMPs per Special
Requirement 6.
4.5 Water Quality System (Part E)
The new PGIS 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 Enhanced
Basic Water Quality standards of the City’s drainage code, using Contech Filterra structures.
See the water quality analysis in Appendix A-10 for the Stormwater Treatment Basins, and
Appendix A-11 for the Filterra Guidelines. Per the City of Renton 2009 KCSWDM Amendment,
Section 3.2, the 2012 version of the Western Washington Hydrology Model (WWHM) was used to
size the Filterra structures (see Appendix A-12, Filterra Sizing Calculations). The offsite new
PGIS was determined to be 11,320 square feet, or 0.26 acre, collectively. A compensatory area
was created with the placement of Filterra 6 on Garden Avenue North near North 4th Street. The
half-street, pollution generating surface that will flow to the catch basin will provide the 11,320
square feet. Filterra 6 has been designed to treat the 0.26 acre.
5.0 Conveyance System Analysis and Design
The project proposes collection of storm drainage from the buildings, field, landscaping area, and
parking areas. Catch basins and pipe will be used to convey water to the detention pipe where it
will be detained before it is released to the discharge points. Roof, plaza, and landscape drains
will typically be 6 to 8 inches in diameter, and conveyance pipes will typically be 12 inches in
diameter. Both onsite roof and conveyance drains will be polyvinyl chloride (PVC). Foundation
and wall drains will typically be 6-inch diameter perforated polyvinyl chloride (PVC) pipe.
The conveyance system is designed to conform to the 2009 KCSWDM. The pipe system is
designed to convey the 25-year peak flow. See Appendix A-20 for the StormSHED modeling of
the conveyance system.
6.0 Special Reports and Studies
A Geotechnical Report dated August 4, 2016, prepared by Associated Earth Sciences, Inc., can
be found in Appendix A-2.
7.0 Other Permits
No other permits beyond the building permit, the National Pollutant Discharge Elimination System
(NPDES) General Permit, and the site development permit are required for this project.
Technical Information Report
New Sartori Elementary School 11
Project No. 2160339.10
8.0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis
and Design
The proposed development shall comply with guidelines set forth in City 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.
The following measures will be 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 for the disturbed areas.
Perimeter Protection – Filter fabric fences for site runoff protection will be provided at the
downstream site perimeter.
Traffic Area Stabilization – Traffic area stabilization is not applicable for this project.
Sediment Retention – Inlet sediment protection will be utilized as part of this project.
Storm Drain Inlet Protection – Inlet sediment protection will be provided on all new and
existing catch basins downstream of construction activities.
Surface Water Collection – Catch basins and conveya nce pipes will provide surface water
collection.
Dewatering Control – Dewatering Control is not applicable for this project.
Dust Control – Dust control measures, including sweeping and water truck, 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 is provided with three gravel-filled trenches along the south
side of the project site.
For TESC Pond Sizing Calculations, see Appendix A-21 for KCRTS inputs and outputs for the
2-year KCRTS 15-minuite peak flows used. References from the 2009 KCSWDM manual are
also included in Appendix A-21.
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant
Bond Quantities are shown in Appendix A-23. The Declaration of Covenant is in Appendix A-24.
10.0 Operations and Maintenance Manual
Maintenance and operations of all drainage facilities will be maintained by the Renton School
District. The Operations and Maintenance Manual is in Appendix A-22.
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 Water Design Manual (February 2010). Flow calculations and modeling utilize
City of Renton standards for sizing stormwater conveyance.
Technical Information Report
New Sartori Elementary School 12
Project No. 2160339.10
This analysis is based on data and records either supplied to or obtained by AHBL. These documents
are referenced within the text of the analysis. The analysis has been prepared using procedures and
practices within the standard accepted practices of the industry.
AHBL, Inc.
Greg Tauscheck, PE
Project Engineer
GT/el/lsk
December 2016
Revised March 2017
Revised April 2017
Q:\2016\2160339\WORDPROC\Reports\20170426 Rpt (TIR) 2160339.10.docx
Technical Information Report
New Sartori Elementary School
Project No. 2160339.10
Appendix A
Exhibits
A-1 .................... Vicinity Map
A-2 .................... Geotechnical Report
A-3 .................... Existing Conditions Map
A-4 .................... Site Plan
A-5 .................... Existing Basin Map
A-6 .................... Developed Basin Map
A-7 .................... Aquifer Protection
A-8 .................... FIRM Rate Map
A-9 .................... KCRTS Input and Discharge Results
A-10 .................. Stormwater Treatment Basins
A-11 .................. Filterra Guidelines
A-12 .................. Filterra Sizing Calculations
A-13 .................. Downstream Analysis
A-14 .................. Erosion Hazard
A-15 .................. Steep Slopes
A-16 .................. Slide Hazard
A-17 .................. Flood Hazard
A-18 .................. Soil Map
A-19 .................. Coal Mine Hazard
A-20 .................. Conveyance Calculations
A-21 .................. TESC Pond Sizing Calculations
A-22 .................. Operation and Maintenance Manual
A-23 .................. Bond Quantity Worksheet
A-24 .................. Declaration of Covenant
A-1
VICINITY MAP
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
PROJECT SITE
VICINITY MAP
NOT TO SCALE
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
ass o ciat ed
earth sciences
incorporated
Associated Earth Sciences, Inc.
911 5th Avenue
Kirkland, WA 98033
P (425) 827 7701
F (425) 827 5424
Subsurface Exploration, Geologic Hazard,
and Geotechnical Engineering Report
SARTORI EDUCATION CENTER
Renton, Washington
Prepared For:
RENTON SCHOOL DISTRICT
Project No. KE150719A
August 4, 2016
associated
earth sciences
August 4, 2016
Project No. KE150719A
Renton School District
7812 South 124th Street
Seattle, Washington 98178-4830
Attention: Mr. Rick Stracke
Executive Director Facilities and Operations
Subject: Subsurface Exploration, Geologic Hazard,
and Geotechnical Engineering Report
Sartori Education Center
331 Garden Avenue North
Renton, Washington
Dear Mr. Stracke:
We are pleased to present the enclosed copies of the above-referenced report. This report
summarizes the results of our subsurface exploration, geologic hazard, and geotechnical
engineering studies and offers recommendations for the design and development of the
proposed project. We should be allowed to review the recommendations presented in this
report and modify them, if needed, once final project plans have been formulated.
We have enjoyed working with you on this study and are confident that the recommendations
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 D. Merriman, P.E.
Senior Principal Engineer
KDM/pc
KE150719A3
Projects\20150719\KE\WP
Kirkland Office I 911 Fifth Avenue I Kirkland, WA 98033 P I 425.827.7701 Fl 425.827.5424
Everett Office I 2911 1/2 Hewitt Avenue, Suite 2 I Everett, WA 98201 P I 425.259.0522 F I 425. 827.5424
Tacoma Office I 1552 Commerce Street, Suite 102 I Tacoma, WA 98402 P I 253.722.2992 F I 253.722.2993
www.aesgeo.com
SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL
ENGINEERING REPORT
SARTORI EDUCATION CENTER
Renton, Washington
Prepared for:
Renton School District
7812 South 124t h Street
Seattle, Washington 98178-4830
Prepared by:
Associated Earth Sciences, Inc.
911 5th Avenue
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
August 4, 2016
Project No. KE150719A
Subsurface Exploration, Geologic Hazard,
Sartori Education Center and Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazard, and
geotechnical engineering study for the Sartori Education Center located at 331 Garden Avenue
North in Renton, Washington. The site location is presented on Figure 1, "Vicinity Map." The
existing building locations and approximate locations of the explorations accomplished for this
study are presented on the "Site and Explorations," Figure 2. In the event that any changes in
the nature, design, or location of the improvements are planned, the conclusions and
recommendations contained in this report should be reviewed and modified, or verified, as
necessary.
1.1 Purpose and Scope
The purpose of this study was to provide subsurface data to be utilized in the design and
development of the aforementioned project. The study included drilling eight test borings and
performing geologic studies to assess the type, thickness, distribution, and physical properties
of the subsurface sediments and ground water conditions. Geologic hazard evaluations and
engineering studies were also conducted to determine suitable geologic hazard mitigation
techniques, the type of suitable pile foundation, pile design recommendations, anticipated
settlements, floor support recommendations, and site preparation and drainage
considerations. This report summarizes our current fieldwork and offers geologic hazard
mitigation and development recommendations based on our present understanding of the
project.
1.2 Authorization
Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton
School District No. 403 (District) by means of a signed Renton School District Purchase Order
(P0#2011500071). Our study was accomplished in general accordance with our scope of work
letter dated January 8, 2016. This report has been prepared for the exclusive use of the District
and its 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 and engineering geology practices in effect in this area at the time
our report was prepared. Our observations, findings, and opinions are a means to identify and
reduce the inherent risks to the owner. No other warranty, express or implied, is made.
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2.0 PROJECT AND SITE DESCRIPTION
This report was completed with an understanding of the project based on discussions with the
design team. The project site is that of the existing Sartori Education Center (King County
Parcel No. 756460-0170), located at 331 Garden Avenue North, and 13 adjacent parcels in
Renton, Washington. These combined properties make up the subject site. The parcels
encompass the city block bounded by Park Avenue North and Garden Avenue North on the
west and east, respectively, and by North 3rd Street and North 4th Street on the south and
north, respectively. The existing Sartori Education Center parcel includes a two-story brick
building built in 1929 located near the southeast corner of the parcel, a paved parking area to
the west, a large open lawn to the north, and smaller lawn areas on the east and south. A
paved, locked bus parking area is located in the southwest corner of the parcel.
The 13 additional parcels front along Park Avenue North and North 3rd Street. Of these
13 parcels, 11 are occupied by small, single-family homes built between 1915 and 1955.
Gravel/asphalt/concrete driveways and small lawns also occupy these parcels. One of the
13 parcels (722400-0600) is owned by the District, is entirely paved by asphalt, and provides
access to Sartori Education Center from Park Avenue North. The last of the 13 parcels
(722400-0580) is located on the southwest corner of the city block and contains a small coffee
shack and a separate commercial structure. With the exception of the structures, the parcel is
entirely paved in asphalt. Site topography across the city block is relatively flat.
To our understanding, the proposed project will consist of removal of the existing structures on
the 14 parcels and construction of the new Elementary School #15 and associated structures
such as parking and outbuildings. The type, size, and location of the new school on the parcel
has not yet been determined.
3.0 SUBSURFACE EXPLORATION
Our field study included drilling eight exploration borings with a track-mounted drill rig to gain
subsurface information about the site. The various types of sediments, as well as the depths
where characteristics of the sediments changed, are indicated on the exploration logs
presented in the Appendix to this report. The depths indicated on the boring logs where
conditions changed may represent gradational variations between sediment types in the field.
If changes occurred between sample intervals in our borings, they were interpreted. Our
explorations were approximately located in the field by measuring from known site features.
The conclusions and recommendations presented in this report are based on the eight
exploration borings completed for this study. The number, type, locations, and depths of the
explorations were completed within site and budgetary constraints. Because of the nature of
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exploratory work below ground, extrapolation of subsurface conditions between field
explorations is necessary. It should be noted that differing subsurface conditions are
sometimes 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. If variations are observed at that
time, it may be necessary to re-evaluate specific recommendations in this report and make
appropriate changes.
3.1 ,Exploration Borings
The exploration borings were completed by advancing an 8-inch outside-diameter,
hollow-stem auger with a trailer-mounted drill rig to depths ranging from 60 to 90 feet. Below
the water table, the borings were successfully completed with little or no heaving conditions
with bentonite mud stabilization drilling techniques. During the drilling process, samples were
obtained at generally 5-foot-depth intervals. The borings were continuously observed and
logged by an engineer 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 Society 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 known 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 boring logs.
The samples obtained from the split-barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported
to our laboratory for further visual classification and laboratory testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations
accomplished for this study, visual reconnaissance of the site, and review of selected applicable
geologic literature. Because of the nature of exploratory work below ground, interpolation of
subsurface conditions between field explorations is necessary. It should be noted that differing
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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
Sod/Topsoil
Sod and organic-rich topsoil were generally encountered in the non-paved areas of the site to
depths between 6 and 8 inches below ground surface. Sod and topsoil should be removed
from below construction areas prior to site development.
Fill/Modified Ground
Man-placed fill was not encountered in the explorations completed for this study. However, fill
is expected in unexplored areas of the site, such as the area surrounding and under existing
paved areas, structures, and in the existing underground utility trenches. Fill is typically loose
to medium dense and can contain high percentages of silt or deleterious material. Due to their
variable density and content, existing fill soils are not suitable for foundation support.
Quaternary Alluvium — Cedar River
Sediments encountered beneath asphalt and sod/topsoil generally consisted of bedded sandy
gravel, clean sand, silty sand, clayey and lean silt with occasional lenses of peat and other
organics scattered throughout the soil column. We interpret these sediments to be
representative of recent alluvium deposited in former channels of the Cedar River. The
alluvium extends beyond the depth of our deepest exploration (91.5 feet). The sediments
appear to have been deposited in four separate "fining-upwards" packages, as shown on Figure
3, "Geologic Cross Section A-A'." Each depositional package contains gravel or sandy gravel at
or near the bottom, with sediments becoming more fine-grained as you move up in the
package, transitioning from gravels, to predominantly sands, and then silts/clays with peat
lenses near the top. Each silt/clay bed is capped by gravels which mark the bottom of the next,
younger depositional package.
In general, the silt/clay and sand alluvium encountered in our explorations is loose/soft to
medium dense. Starting at roughly 40 to 45 feet in explorations across the site, the alluvium
consists primarily of gravels and occurs in a dense condition. These gravels extend to a depth
of about 60 feet in most borings and are underlain by silt/clay of an older depositional package.
In borings EB-7 and EB-8, the dense gravel zone was shallower, extending between 40 and
50 feet. Although we believe the blow counts in this zone may be overstated due to gravels,
these sediments will provide end bearing capacity for a deep foundation system.
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The saturated soil in which "N" values do not exceed about 25 has a high potential for
liquefaction-induced settlement. This roughly corresponds to sediments between depths of
9 and 30 feet. In addition, the abundant layers of very soft clayey and lean silt are subject to
consolidation settlement under the new building loads. Therefore, structures will require deep
pile foundations for support.
In general, the soil where moisture content is within the compactable range is considered
suitable for reuse as structural fill. It should be noted that where soils are above their
optimum moisture content for compaction, their reuse as structural fill during all but the driest
times of the year will be difficult. Existing alluvial soil was observed to contain silt and is
considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture
content is within the compactable range, may be considered suitable for support of
slab-on-grade floors, hardscape, and paving.
4.2 Geologic Mapping
Review of the regional geologic map titled Geologic Map of the Renton Quadrangle, King
County, Washington, by D.R. Mullineaux (1965), indicates that the area of the subject site is
underlain by modified land with fill (afm) and recent alluvium associated with the nearby Cedar
River (Qac). Our interpretation of the sediments encountered at the subject site is in general
agreement with the regional geologic map.
4.3 Hydrology
Ground water was encountered between depths of approximately 9 to 14 feet across the site.
This depth corresponds roughly to the water level in the nearby Cedar River. However, ground
water depths reported during drilling may not represent stabilized ground water elevations
that would be recorded in a properly constructed monitoring well. Ground water encountered
in our explorations represents the regional unconfined ground water aquifer within the Renton
basin.
Ground water may be encountered in excavations that penetrate into the underlying alluvial
soils. To our knowledge, no deep cuts are planned that will intersect the regional ground water
aquifer. If such cuts will be made, significant ground water dewatering operations will be
necessary. It should be noted that fluctuations in the level of the ground water may occur due
to the time of year, variations in rainfall, and adjacent river levels.
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II. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground water conditions as observed and discussed herein. The discussion will be limited to
seismic, landslide, and erosion hazards, including sediment transport.
5.0 SLOPE STABILITY HAZARDS AND RECOMMENDED MITIGATION
Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is
relatively flat, and therefore the risk of landsliding is low.
6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION
Earthquakes occur in the Puget Sound Lowland with great regularity. Most of these events are
small and are usually not felt by people. However, large earthquakes do occur, as evidenced by
the most recent 6.8-magnitude event on February 28,2001 near Olympia Washington; the
1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears
to have been the largest in this area during recorded history. Evaluation of return rates
indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
6.1 Surficial Ground Rupture
The nearest known fault trace to the project site is the Seattle Fault, located approximately
5 miles to the north. Recent studies by the U.S. Geological Survey (USGS; e.g., Johnson et al.,
1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22,
pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget
Sound Washington — Implications for Earthquake Hazards, Geological Society of America
Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of surficial ground
rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is
relatively new, and data pertaining to it are limited, with the studies still ongoing. According to
the USGS studies, the latest movement of this fault was about 1,100 years ago when about
20 feet of surficial displacement took place. This displacement can presently be seen in the
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form of raised, wave-cut beach terraces along Alki Point in West Seattle and Restoration Point
at the south end of Bainbridge Island. The recurrence interval of movement along this fault
system is still unknown, although it is hypothesized to be in excess of several thousand years.
Due to the suspected long recurrence interval and depth of loose/soft alluvium present within
the site boundaries, the potential for surficial ground rupture is considered to be low during
the expected life of the proposed structure.
6.2 Seismically Induced Landslides
Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is
relatively flat to gently sloping, and therefore the risk of landsliding is low.
6.3 Liquefaction
We performed a liquefaction hazard analysis for this site in accordance with guidelines
published in Seed & ldriss, 1982; Seed, et al., 1985; and Kramer, 1996. Our liquefaction
analysis was completed with the aid of LiquefyPro computer software Version 5 by CivilTech
Corporation. Liquefaction occurs when vibration or ground shaking associated with moderate
to large earthquakes (generally in excess of Richter magnitude 6) results in loss of internal
strength in certain types of soil deposits. These deposits generally consist of loose to medium
dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can
result in consolidation and/or lateral spreading of the affected deposit with accompanying
surface subsidence and/or heaving.
The liquefaction potential is dependent on several site-specific factors, such as soil grain size,
density (modified to standardize field-obtained values), site geometry, static stresses, level of
ground acceleration considered, and duration of the event. The earthquake parameters
(a magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground
acceleration of 0.6g) used in our liquefaction analysis are in accordance with the required
parameters set forth in the 2012 International Building Code (IBC).
Based on the subsurface conditions encountered in our exploration borings EB-1 through EB-8,
the estimated amount of liquefaction-induced settlement, through the depths explored, ranges
from about 5 to 8 inches during a design-level event. It should be understood that several soil
properties used in the liquefaction analysis are estimated based on published data and
engineering judgment. The settlement predicted is based on a very large, rare seismic event.
Settlement during a smaller, historically typical event will likely be less. It should also be
understood that the alluvium encountered in our explorations extends below the depths
explored. It is current practice to neglect the effects of liquefaction below a depth of about
80 feet. Therefore, these settlement estimates should be considered approximate and "worst-
case scenarios" for the code-required seismic event. In addition to liquefaction settlement, the
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site soils are also subject to consolidation settlement under the new static building loads
(independent of seismic shaking). Therefore, we recommend that all building elements, including
floor slabs and other structures, be supported on pile foundations. However, if the owner can
assume the risk of potential liquefaction-induced settlements of this magnitude, the floor slab in
a lightly loaded, uninhabited structure could be supported as a floating slab-on-grade. Pile
foundations that extend to the minimum depths described in the "Design Recommendations"
section of this report should reduce both consolidation settlement and seismically induced
structure settlement to tolerable levels for new construction.
6.4 Ground Motion
Structural design of the buildings should follow 2012 IBC standards using Site Class "E" as
defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7—Minimum Design Loads
for Buildings and Other Structures. Although site soils are liquefiable, ASCE 7 allows use of Site
Class E for buildings with less than five stories.
7.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2008, the Washington State Department of Ecology (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 of site runoff for all sites 1 or more acres in size that
discharge storm water to surface waters of the state. The following sections provide
recommendations to address these inspection and reporting requirements, as well as
recommendations related to general erosion control and mitigation.
The TESC inspections and turbidity monitoring of runoff must be completed by a Certified
Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly
TESC reports do not need to be sent to Ecology, but should be logged into the project Storm
Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the
turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity
equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the
project best management practices (BMPs) should be modified to decrease the turbidity of
storm water leaving the site. Changes and upgrades to the BMPs should be documented in the
weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the
monitored turbidity exceeds 250 NTU, the results must be reported to Ecology via phone
within 24 hours and corrective actions should be implemented as soon as possible. Daily
turbidity monitoring is continued until the corrective actions lower the turbidity to below
25 NTU, or until the discharge stops. This description of the sampling benchmarks and
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reporting requirements is a brief summary of the Construction Storm Water General Permit
conditions. The general permit is available on the internet.
In order to meet the current Ecology requirements, a properly developed, constructed, and
maintained erosion control plan consistent with City of Renton standards and best
management erosion control practices will be required for this project. Associated Earth
Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site-specific
erosion control plans. Based on past experience, it will be necessary to make adjustments and
provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately,
the success of the TESC plan depends on a proactive approach to project planning and
contractor implementation and maintenance.
The most effective erosion control measure is the maintenance of adequate ground cover.
Maintaining cover measures atop disturbed ground provides the greatest reduction to the
potential generation of turbid runoff and sediment transport. During the local wet season
(October 1st through March 319, exposed soil should not remain uncovered for more than
2 days unless it is actively being worked. Ground-cover measures can include erosion control
matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature
hydroseed.
Surface drainage control measures are also essential for collecting and controlling the site
runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the
erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need
to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of
about 7 to 10 percent, depending on their flow length, should have properly constructed check
dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within
the ditch. Flow paths that are required to be constructed on gradients between 10 to
15 percent should be placed in a riprap-lined swale with the riprap properly sized for the
anticipated flow conditions. Flow paths constructed on slope gradients steeper than
15 percent should be placed in a pipe slope drain. AESI is available to assist the project civil
engineer in developing a suitable erosion control plan with proper flow control.
With respect to water quality, having ground cover prior to rain events is one of the most
important and effective means to maintain water quality. Once very fine sediment is
suspended in water, the settling times of the smallest particles are on the order of weeks and
months. Therefore, the typical retention times of sediment traps or ponds will not reduce the
turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of
turbidity from a construction site is almost entirely a function of cover measures and drainage
control that have been implemented prior to rain events. Temporary sediment traps and
ponds are necessary to control the release rate of the runoff and to provide a catchment for
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sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the
runoff.
Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt
fencing is meant to be placed parallel with topographic contours to prevent sediment-laden
runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to
cross contour lines without having separate flow control in front of the silt fence. A
swale/berm combination should be constructed to provide flow control rather than let the
runoff build up behind the silt fence and utilize the silt fence as the flow-control measure.
Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a
failure of the silt fence. Improperly installed silt fencing has the potential to cause a much
larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should
be limited to protect sensitive areas, and swales should be used to provide flow control.
7.1 Erosion Hazard Mitigation
To mitigate the erosion hazards and potential for off-site sediment transport, we would
recommend the following:
1. Construction activity should be scheduled or phased as much as possible to reduce the
amount of earthwork activity that is performed during the winter months.
2. The winter performance of a site is dependent on a well-conceived plan for control of
site erosion and storm water runoff. It is easier to keep the soil on the ground than to
remove it from storm water. The owner and the design team should include adequate
ground-cover measures, access roads, and staging areas in the project bid to give the
selected contractor a workable site. The selected contractor needs to be prepared to
implement and maintain the required measures to reduce the amount of exposed
ground. A site maintenance plan should be in place in the event storm water turbidity
measurements are greater than the Ecology standards.
3. TESC measures for a given area to be graded or otherwise worked should be installed
soon after ground clearing. The recommended sequence of construction within a given
area after clearing would be to install sediment traps and/or ponds and establish
perimeter flow control prior to starting mass grading.
4. During the wetter months of the year, or when large storm events are predicted during
the summer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned-up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
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to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal-rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work area
after a storm event. The stabilization process also includes establishing temporary
storm water conveyance channels through work areas to route runoff to the approved
treatment facilities.
5. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides a cost-effective cover measure and can
be made wind-resistant with the application of a tackifier after it is placed.
6. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under no
circumstances should concentrated discharges be allowed to flow over the top of
steep slopes.
7. Soils that are to be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of silt fences around pile perimeters. During the period between October 1st and
March 315t, these measures are required.
8. On-site erosion control inspections and turbidity monitoring (if required) should be
performed in accordance with Ecology requirements. Weekly and monthly reporting to
Ecology should be performed on a regularly scheduled basis. A discussion of temporary
erosion control and site runoff monitoring should be part of the weekly construction
team meetings. Temporary and permanent erosion control and drainage measures
should be adjusted and maintained, as necessary, for the duration of project
construction.
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting
appropriate mitigation elements (BMPs) throughout construction, as recommended by the
erosion control inspector, the potential adverse impacts from erosion hazards on the project
may be mitigated.
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III. DESIGN RECOMMENDATIONS
8.0 INTRODUCTION
The site contains some potential soil and foundation-oriented complications with respect to
compressible soils, loose granular soils susceptible to liquefaction, and near surface moisture-
and disturbance-sensitive soils. The conclusions and recommendations in this report are based
upon the assumption that the foundations, floor slab, and grading construction are observed
by a geotechnical engineer or engineering geologist from our firm.
The proposed project is feasible from a geotechnical engineering standpoint using pile
foundations for the building superstructure, and pile-supported lower floor slabs. If any of the
floor slabs will be "floated," they should be constructed on a minimum of 2 feet of approved
structural fill compacted to 95 percent of ASTM:D 1557. Pavement or hardscaping support on
existing soils is possible with some near-surface remedial improvements. Due to the possible
presence of loose surficial soils, liquefaction hazards, and/or consolidation settlement, some
settlement of non-pile-supported structures and paved areas, however, is anticipated.
9.0 SITE PREPARATION
Site preparation of planned building and road/parking areas that will not be supported by pile
foundations should include removal of all existing buildings, foundation elements, utilities,
asphalt, landscaping, debris, and any other surficial deleterious material that are not part of
the planned project. Additionally, any upper organic topsoil encountered should be removed
and the remaining roots grubbed. Areas where loose surficial soils exist due to demolition or
stripping/grubbing operations should be considered as fill to the depth of disturbance and
treated as subsequently recommended for structural fill placement.
Fill was not encountered in our explorations but should be expected around existing buildings
and buried utilities. The density, thickness, and content of the fill across the site may be highly
variable. We anticipate that any upper loose surficial fill soils, once recompacted or replaced
with structural fill, will be adequate for support of pavement and other external surfacing, such
as sidewalks or segmented paving units. However, there will be a risk of long-term damage to
these surfaces including, but not limited to, rutting, yielding, cracking, etc., if any uncontrolled
loose fill or surficial loose soil is not completely removed and replaced with compacted
structural fill. The risk can be reduced by selective removal and replacement of the most
settlement-sensitive, near-surface soils. Utilities founded above loose, uncontrolled fill are
also at risk of settlement and associated damage.
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The extent of stripping necessary in areas of the site to receive external surfacing, such as
sidewalks and pavement, can best be determined in the field by the geotechnical engineer or
engineering geologist. We recommend proof-rolling road and parking areas with a loaded
tandem-axle dump truck to identify any soft spots. If construction is to proceed during wet
weather, we recommend systematic probing in place of proof-rolling to identify soft areas of
the exposed subgrade. These soft areas should be overexcavated and backfilled with structural
fill.
Some of the on-site fill and surface soils contain a high percentage of fine-grained material,
which makes them moisture-sensitive and subject to disturbance when wet. The contractor
must use care during site preparation and excavation operations so that the underlying soils
are not softened. If disturbance occurs, the softened soils should be removed and the area
brought to grade with structural fill. If the existing pavement will not be used for access and
staging areas, consideration should be given to protecting access and staging areas with an
appropriate section of crushed rock or asphalt treated base (ATB). The existing pavement is in
such poor condition that it may be necessary to augment the pavement with ATB if it will be
used for construction access and staging.
If crushed rock is considered for the access and staging areas, it should be underlain by
engineering stabilization fabric to reduce the potential of fine-grained materials pumping up
through the rock and turning the area to mud. The fabric will also aid in supporting
construction equipment, thus reducing the amount of crushed rock required. We recommend
that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of
the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by
the contractor in the field.
10.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill type 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 fill 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.
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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 defined as
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts,
with each lift being compacted to 95 percent of the modified Proctor maximum density using
ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill
should be placed and compacted in accordance with current local codes and standards. The
top of the compacted fill should extend horizontally outward a minimum distance of 3 feet
beyond the location of the roadway edges before sloping down at an angle of 2H:1V
(Horizontal:Vertical).
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 sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-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. Some on-site soils contained significant amounts of silt and are considered
moisture-sensitive. In addition, construction equipment traversing the site when the soils are
wet can cause considerable disturbance. 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 owner in developing a
suitable monitoring and testing program.
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11.0 FOUNDATIONS
To mitigate post-construction consolidation settlement and the effects of seismically induced
liquefaction, a pile foundation system is recommended. For this project, we recommend the
use of 18- or 24-inch-diameter augercast piles. We can provided alternative recommendations
for other pile types if requested. The following sections provide pile recommendations based
on assumed loading conditions and soils encountered beneath the site.
11.1 Augercast Piles
We recommend that the construction of piles be accomplished by a contractor experienced in
their installation. Fill soils can have concrete, brick, wood, and other demolition waste in them,
and soils of alluvial origin may have gravel lenses or large cobbles present in them. It may be
necessary to have a backhoe present during pile installation to dig out obstacles and backfill
the excavation prior to drilling piling. If obstacles are encountered at depths where removal
with a backhoe is not feasible, it might be necessary to modify the pile layout to replace piles
that cannot be completed according to the original design. Observation of pile installation by
AESI is important to verify that the subsurface conditions observed at pile locations are
consistent with the observations in our subsurface explorations, and consistent with
assumptions made during preparation of the recommendations in this report. The City of
Renton will likely require such inspections of foundation piles.
The augercast piles will gain support from end bearing and skin friction. Augercast piles are
formed by drilling to the required depth with a continuous flight, hollow-stem auger. Fluid
grout is then pumped down the hollow stem under pressure as the auger is withdrawn.
Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single
reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the
grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent
greater than the theoretical volume of the pile. Actual grout volumes for piles constructed
through some types of fill and peat can be much more. The pile contractor should be required
to provide a pressure gauge and a calibrated pump stroke counter so that the actual grout
volume for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per
square inch (psi) grout mix is used for augercast piles.
Once complete, the piles would then connect to a pile cap and grade beam support system for
the building foundation. Typical allowable capacities for the augercast piles are given in
Table 1. Development of the design capacities presented in Table 1 requires a minimum
overall pile length which extends 5 feet into the bearing layer encountered across the site at
about 45 feet depth.
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The allowable design axial compressive loads include a safety factor of 2 and may be increased
by one-third for short-term wind or seismic loading. Anticipated settlement of the
pile-supported foundations will generally be on the order of 1/2 inch.
Table 1
Augercast Pile Recommendations
Pile Diameter
(inches)
Estimated
Length
(feet)(1)
Vertical
Compressive
Capacity
(kips)
Lateral
Capacity
(kips)l2)
Depth of
fixity
(feet)(3)
Uplift Capacity
(kips)14)
18 50 65 45 14 60
24 50 115 80 17 90
1) Pile length based on bearing layer occurring at 45 feet depth.
(2) Allowable lateral capacities are for fixed-headed conditions (incorporation into pile caps and grade beam system), and
1A inch of deflection at the ground surface. Greater lateral capacities are possible for greater allowable deflections.
(3) The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design.
(4) Uplift capacity is based on minimum pile length of 50 feet.
A downdrag load (negative friction) may develop from potential liquefaction of the loose soils
under the site, between depths of about 9 and 30 feet. The vertical compressive capacities
presented in Table 2 represent the downward capacity of the pile after subtracting out the
negative friction that would develop during an earthquake event.
Piles with lateral spacing less than 6 pile diameters from another pile along the direction of
force should be considered to be in the zone of influence and the lateral capacity and the
reduction factors presented below in Table 2 should be used. If the lateral contribution of the
piles is more critical to the practical design of the structure, we can provide a comprehensive
lateral pile analysis. Such an analysis would present lateral pile capacities taking into account
the interaction between piles.
Based on the loose conditions of the soils through which the augercast piles are to be
excavated, care should be taken in construction planning to allow grout time to set prior to
drilling adjacent piles. Typically, 24 hours of set time is recommended for piles closer than
3 pile diameters or 10 feet, whichever is greater. The 24 hours can be reduced for adjacent
piles drilled on different workdays.
11.2 Group Effects
Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity
to account for group effects should be included in design. The effects of group performance
should be considered where piles are spaced closer than 6 pile diameters center-to-center and
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are aligned in the direction of loading. Piles should not be spaced closer than 3 pile diameters
center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y
directions a minimum of 3 pile diameters, there is no reduction in lateral loading.
For the determination of individual capacities for load application parallel to the line of
spacing, the following spacing and reduction factors presented in Table 2 should apply. The
last pile in a row can be assumed to develop the full lateral capacity.
Table 2
Lateral Reduction Factors
Pile Spacing Reduction Factor
6 diameters 1.0
5 diameters 0.8
4 diameters 0.6
3 diameters 0.4
11.3 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the pile caps and grade beams and the
existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of
these elements. 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.
We recommend the following allowable design parameters:
. Passive equivalent fluid = 200 pounds per cubic foot (pcf)
• Coefficient of friction = 0.30
12.0 FLOOR SUPPORT
As discussed earlier in this report, existing site soils are considered to be settlement-prone, and
we therefore recommend that floor slabs be designed as structural slabs and supported on pile
foundations. Where potentially liquefaction-induced settlement can be tolerated, site soils can
be used to support slab-on-grade floors, sidewalks, or other similar structures contingent upon
adequate remedial preparation and understanding of uncertainties in settlement performance.
Slabs, pavement, or segmented paving stones to be supported on grade should be supported
on a 2-foot-thick structural fill mat. All fill beneath slabs, paving stones, or pavement must be
compacted to at least 95 percent of ASTM:D 1557. The floor slabs should be cast atop a
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minimum of 4 inches of clean washed crushed rock or pea gravel to act as a capillary break.
Areas of subgrade that are disturbed (loosened) during construction should be compacted to a
non-yielding condition prior to placement of capillary break material. It should also be
protected from dampness by an impervious moisture barrier at least 10 mils thick. The
impervious barrier should be placed between the capillary break material and the concrete
slab.
13.0 DRAINAGE CONSIDERATIONS
All exterior grade beams should be provided with a drain at least 12 inches below the base of
the adjacent interior slab elevation. Drains should consist of rigid, perforated, polyvinyl
chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with
sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff
should not discharge into the footing drain system, but should be handled by a separate, rigid,
tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away
from the structure to achieve surface drainage.
14.0 PAVEMENT RECOMMENDATIONS
We anticipate that the new school development will include construction of paved parking
areas and bus lanes. Due to loose/soft soils near the surface, some remedial measures may be
necessary for support of new pavement or for areas of hardscaping (e.g., paving stones).
To reduce the depth of overexcavation required and to achieve a suitable subgrade for support
of pavement, we recommend that an engineering stabilization fabric or geogrid reinforcement
be placed over the stripped subgrade prior to filling. The addition of an engineering
stabilization fabric or geogrids permit heavier traffic over soft subgrade and increases the
service life of the system. The fabric acts as a separation barrier between relatively
fine-grained surficial materials on the site and the load-distributing aggregate (sand or crushed
rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and
prevents the upward pumping of silt into the aggregate. The high tensile strength and low
modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic
loads over a wider area of subgrade. In addition, the recommended method of installation
(proof-rolling) identifies weak areas, which can be improved prior to paving.
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After the area to be paved is stripped and recompacted to the extent possible, engineering
stabilization fabric, such as Mirafi 500X (or equivalent), should be placed over the subgrade
with the edges overlapped in accordance with the manufacturer's recommendations.
Following subgrade preparation, clean, free-draining structural fill should be placed over the
fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading
should be performed such that the dozer remains on the fill material and is not allowed to
operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be
proof-rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill.
Upon completing the proof-rolling operation, additional structural fill should be placed and
compacted to attain desired grades.
Upon completion of the structural fill, a pavement section consisting of 4 inches of asphalt
concrete pavement (ACP) underlain by 2 inches of 5/8-inch crushed surfacing top course and
6 inches of 1%-inch crushed surfacing base course is the recommended minimum. The crushed
rock courses must be compacted to 95 percent of maximum density. Given the potentially
variable in-place density of existing fill subgrade, some settlement of paved areas should be
anticipated unless existing fill is entirely removed and replaced with structural fill.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
At the time of this report, site grading, structural plans, and construction methods have not
been finalized. We are available to provide additional geotechnical consultation as the project
design develops and possibly changes from that upon which this report is based. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion. In this way, our earthwork and foundation recommendations may be properly
interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the pile foundation system depends on proper site preparation
and construction procedures. In addition, engineering decisions may have to be made in the
field in the event that variations in subsurface conditions become apparent. Construction
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 proposal.
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We have enjoyed working with you on this study and are confident 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
Kurt D. Merriman, P.E.
Senior Principal Engineer
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: Geologic Cross Section A-A'
Appendix: Exploration Logs
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DATA SOURCES / REFERENCES:
USGS: 24K SERIES TOPOGRPAHIC MAPS
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LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE
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19 Sartori Education Center \mxdt150719 SiteExplo.mxd LEGEND:
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CROSS SECTION
SITE
DATA SOURCES / REFERENCES:
BING 2014
KING CO: STREETS, PARCELS 2015
LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE
A
50 100
FEET
NOTE: BLACK AND WHITE
REPRODUCTION OF THIS COLOR
ORIGINAL MAY REDUCE ITS
EFFECTIVENESS AND LEAD TO
INCORRECT INTERPRETATION
associa ted
earth sciences
I ncorporated
SITE AND EXPLORATIONS
SARTORI EDUCATION CENTER
RENTON, WASHINGTON
DATE:
2/16 FIGURE: 2
PROJ NO.
KE150719A
NORTHEAST
— 70
SOUTHWEST
70 —
LU
0 NORTH 4TH STREET — -80 -80 — associated
earth sciences
1fl C, C r pora Bo
GEOLOGIC
CROSS-SECTION A - A'
SARTORI EDUCATION CENTER
RENTON, WASHINGTON
NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE
ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION 150719 Sartori \ 150719 GeoSect.dwg LAYOUT: F3 Sect A-A 30 —
20 —
10 —
0
-10 ELEVATION (FEET) -20
-30 —
-40 —
-50 —
-60 —
A A'
LU
60 — ILL
cc UJ
co 0 0 cL 50 — a_
40 —
Qac
SAND AND GRAVEL
— —
SILT AND CLAY
SAND
LEGEND:
Qac QUATERNARY ALLUVIUM
CEDAR RIVER
BORING
WATER LEVEL AT TIME OF DRILLING
TD TOTAL DEPTH OF BORING
14C DATE
CONTACT BETWEEN ALLUVIAL
• DEPOSITIONAL PACKAGES
VERTICAL EXAGGERATION = 5X
NOTE: LOCATION AND DISTANCES SHOWN ARE APPROXIMATE
NOTES:
1. THE SUBSURFACE CONDITIONS PRESENTED IN THIS GEOLOGIC
CROSS-SECTION ARE BASED ON AN INTERPRETATION OF CONDITIONS
ENCOUNTERED IN WIDELY SPACED EXPLORATIONS COMPLETED AT THE
SUBJECT SITE AND RELEVANT SITE INFORMATION DEVELOPED AND
PROVIDED BY OTHERS. THE SUBSURFACE INTERPRETATIONS
PRESENTED IN THIS GEOLOGIC CROSS-SECTION SHOULD NOT BE
CONSTRUED AS A WARRANTY OF ACTUAL SUBSURFACE CONDITIONS AT
THE SITE. OUR EXPERIENCE HAS SHOWN THAT SOIL AND GROUND
WATER CONDITIONS CAN VARY SIGNIFICANTLY OVER SMALL
DISTANCES.
2. TOPOGRAPHY OBTAINED FROM CITY OF RENTON LIDAR
?
7750± 408P 7100± 40BP
—
TD 91.5' TD 91.5'
TD 61.5'
TD 76.5'
PROJ NO. I DATE:
KE150719A 2/16
FIGURE:
— 30
— 20
— 10
—0
— -10
— -20
— -30
— -40
— -50
— -60
EXISTING
SARTORI
BUILDING — 60
— 50
— 40
GRAVEL
SILT AND CLAY
SAND
GRAVEL
CLAY
-70— —-70
-90 — — -90
I I I I I I I
o o o o o o o
o o o o o o o N- C•1 Cf) "1' L() CO r•-•
HORIZONTAL DISTANCE (FEET) EB-3 PROJ 40 NW
APPENDIX
\ dwg \ log_key.dwg LAYOUT: Layout 4 -2014 Qty Chng Coarse-Grained Soils - More than 50%(1) Retained on No. 200 Sieve Gravels - More than 50% (1)of Coarse Fraction Retained on No. 4 Sieve 5% Fines (5) I p cp
0 o 0
c:, c —
_
un
Well-graded gravel and
gravel with sand, little to
no fines
Terms Describing Relative Density and Consistency
Density SPT(2)blows/foot
Very Loose 0 to 4 Coarse- Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols Dense 30 to 50
Very Dense >50 G = Grain Size
M = Moisture Content
Consistency SPT(2)blows/foot A = Atterberg Limits ) 0 0 0 0 0 0 0 < 0 0 0 0 0 0 0 0 > 0 0 0 0 0 0 0 <-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 <, 6P
Poorly-graded gravel
and gravel with sand,
little to no fines 12% Fines (5) .
.
,
'al
.
0
GM
Silty gravel and silty
gravel with sand Very Soft 0 to 2 C = Chemical Fine- Soft 2 to 4 DD = Dry Density Grained Soils Medium Stiff 4 to 8 K = Permeability
Stiff 8 to 15
Very Stiff 15 to 30
Hard >30 1 .4, ,
Orel
r wi.
GC
Clayey gravel and
clayey gravel with sand
Component Definitions
Descriptive Term Size Range and Sieve Number Sands - 50%(1)or More of Coarse Fraction Passes No. 4 Sieve 5% Fines (5) ..
.
° .
...
.
.
sw
Well-graded sand and
sand with gravel, little
to no fines
Boulders Larger than 12"
Cobbles 3" to 12"
Gravel 3" to No. 4 (4.75 mm)
Coarse Gravel 3" to 3/4"
Fine Gravel 3/4" to No. 4 (4.75 mm)
Sand No. 4 (4.75 mm) to No. 200 (0.075 mm)
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
Silt and Clay Smaller than No. 200 (0.075 mm)
SP
Poorly-graded sand
and sand with gravel,
little to no fines
a
0 a) .
NI
SM
Silty sand and
silty sand with
gravel
/
SC Clayey sand and
clayey sand with gravel
(3) Estimated Percentage
Component Percentage by Weight
Moisture Content
Dry - Absence of moisture,
Trace <5
Some 5 to <12
Modifier 12 to <30
(silty, sandy, gravelly)
Very modifier 30 to <50
(silty, sandy, gravelly)
dusty, dry to the touch
Slightly Moist - Perceptible
moisture
Moist - Damp but no visible
water
Very Moist - Water visible but
not free draining
Wet - Visible free water, usually
from below water table Fine-Grained Soils - 50% Wor More Passes No. 200 Sieve Silts and Clays Liquid Limit Less than 50 I
I
ML
Silt, sandy silt, gravelly silt,
silt with sand or gravel
CL
Clay of low to medium
plasticity; silty, sandy, or
gravelly clay, lean clay
OL
Organic clay or silt of low
plasticity
Symbols
Blows/6" or
Sampler portion of 6"
Type `N ,N,
i Sampler Type 2.0 OD ,,... o
Cement grout
surface seal Silts and Clays Liquid Limit 50 or More j mH
Elastic silt, clayey silt, silt
with micaceous or
diatomaceous fine sand or
silt
Split-Spoon Description ) Bentonite
seal
Sampler
(SP I
Bulk sample I
•
Grab Sample
3.T OD Split-Spoon Sampler -
3.25" OD Split-Spoon Ring Sampler (4)
3.0 OD Thin-Wall Tube Sampler
(including Shelby tube)
iI
Mil
•
Filter pack with
blank casing
section
Screened casing
or Hydrotip
with filter pack
End cap
0
,//,.e,44
CH
plasticity,liyclay,
fat
sCalanydyofohrigg
gravelly
clay with sand or gravel
OH
Organic clay or silt of
medium to high
plasticity
o Portion not recovered
to (4) Percentage by dry weight Depth of ground water
(2) (SPT) Standard Penetration Test T. ATD = At time of drilling
(ASTM D-1586) a Static water level (date)
(3) In General Accordance with
Standard Practice for Description (5) Combined USCS symbols used for
and Identification of Soils (ASTM D-2488) fines between 5% and 12%
>,S-2 ,
-ED a'5
± 0 (f)
-^-`,..p.,...., ---. -,,,
r---,-,--
'''''`
PT
Peat, muck and other
highly organic soils
Classifications of of soils in this report are based on visual field and/or aboratory observations, which include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classification
methods of ASTM 0-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
associated
earth sciences
EXPLORATION LOG KEY
FIGURE Al
a t e ci
01Iii 40
a ssocta ted
earth sciences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-1
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
-36
Renton, WA Datum
GDI / D50 Ri• / HSA Date 2/3/16,2/3/16
140# / 30" Hole 8 inthes Depth (ft) Samples Graphic Symbol cr) 7J 5 Well Completion Water Level ' --n Blows/Foot Other Tests I 0 m
10 20 30 40
Sod / Topsoil
Quaternary Alluvium - Cedar River
— 5 Loose, moist, brown, silty, fine SAND, trace organics (SM). 2 5-1 Loose, moist, orange to light gray, fine SAND, some silt (SP). 2 A5
3
Driller noted gravels.
— 10 0
-2 0 0
Dense, moist, brownish orange, sandy GRAVEL; mddized (GP).
0 13
13 •32
• 0 0 0 19
• 00 0 0 0 . 0
. 0 o ° Driller notes less gravel.
— 15 0 0
Loose, wet, orange brown, fine to medium SAND, some gravel (SP). 2 S-3 3 4.8
. Loose, wet, orange brown, sandy, fine to coarse GRAVEL (GW). o 5
II CD
0 0 •
•
- 0 o
CD
— 20 • • Driller adds mud.
S-4 Stiff, wet, brownish gray, fine sandy SILT (ML). 2
5 Akg
4
—25 Loose, wet, gray, silty, fine SAND (SM). 2 S-5 2 A9
Wood debris. 7
— 30
S-6
1 Loose, wet, gray, fine to medium SAND (SP).
Medium stiff, wet, brownish gray, SILT, trace fine sand (ML). 5
3 A 5
2
— 35 Hard, wet, brownish gray, SILT, trace fine sand (ML). 5 S-7 23 A3
Dense, wet, gray, gravelly, fine to coarse SAND (SW). 13 — Driller notes gravels.
°
.. .
Samp _ er Type (ST):
_ 2" OD Split Spoon Sampler (SPT) F No Recovery M - Moisture Logged by: TVVL
1 3" OD Split Spoon Sampler (D & M) U Ring Sample _7_ Water Level 0 Approved by: CJK
Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD)
earth sarences
- C J
,assocted ExplorationLog
Project Number
KE150719A
Exploration Number
EB-1
Sheet
2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Ri / HSA Date 2/3/16,2m16
140# / 30" Hole 8 inches Depth (ft) -"I) Samples Graphic Symbol DESCRIPTION Well Completion Water Level I to
(n
0 00
Blows/Foot
10 20 30 40 Other Tests — 45
— 55
— 60
— 65
—70
— 75
S-8
— W 5-9
S-10
5-12 ID
• 0 0 0 • 0 0 0 • 0 0 0 . 0
° • 0 ° 0 0 • 0
°
o o
lo °o ° 1 o 0
P ° 1 0 0
P o ° 0
0 0
0 ° ° 0
, 0 0
Hard, wet, brownish gray, sandy SILT (ML).
Very dense, wet, gray, gravelly, fine to coarse SAND (SW).
Very dense, wet, brownish gray, sandy GRAVEL; blow counts overstated; driller
notes bouncing on rock (GP).
Driller notes less gravels. •
Medium dense, wet, gray, gravelly, fine to coarse SAND (SW).
Medium dense, wet, gray, sandy, fine to medium GRAVEL (GP).
No recovery.
50/.
16
26
36
"
14
12
14
12
17
19
4
4
9
A13
A2.
•
6
A50
Bottom of exploration boring at 61.5 feet
Note: Blow counts below 35 feet are likely overstated due to gravels.
Samp
E
al]
76
er Type (ST): _
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: 'TWL
3" OD Split Spoon Sampler (D & M) U Ring Sample Water Level 0 Approved by: Gm<
Grab Sample V Shelby Tube Sample IF Water Level at time of drilling (ATD)
fr Ussocated
earth setC aces
Exploration Log
Project Number
KE150719A
Exploration Number
EB-2
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—37
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/2/162/2/16
140# / 30" Hole 8 inches Depth (ft) —10) Samples Graphic Symbol 0 (/) ' —I 0 c .o
E
0 0 -T55 Water Level to
CO
Blows/Foot
10 20 30 40 Other Tests - 5
- 10
- 15
- 20
- 25
- 30
- 35
S-1
I.ep
S-2
S-3
I .
I.
S-5
S 6
7
0
o
•0
0
0
/
-\ Concrete Driveway -4 inches
1
2
10
11
10
7
8
11
3
4
3
4
3
5
2
2
5
10
13
1 3
I3
A
A7
A8
A
A19
A21
A23
•-\ Crushed Gravel Base Course
•(GM
0.
Go1
/
Quaternary Alluvium - Cedar River
Cuttings: Moist, reddish brown, fine SAND, trace gravel (SP).
Very loose, moist, brown, fine to coarse SAND, some fine gravel, trace silt;
stratified (SP).
• Driller notes gravels.
b
; Medium dense, wet, brown, sandy GRAVEL, some to trace silt; stratified
-GP).
4
go
4 Medium dense, wet, brown, interbedded SAND and GRAVEL, trace silt
• (SP/GP).
•
•
1
Driller adding mud at 20 feet.
Loose/medium stiff, wet, gray, interbedded, silty, fine SAND and sandy SILT,
trace mica; thinly bedded to laminated (SM/ML).
As above, silt beds are slightly brown-tinged, occasional organics.
wiS9tfht,ovregzniincomisattgriaar., ifainmeins:ziyAbT4LAY; occasional brown silt interbeds
1
r
Driller notes gravels.
Upper 8 inches of sample: As above (MUCL).
Lower 10 inches of sample: Medium dense, wet, gray, very gravelly SAND,
some silt; stratified (SM-SW).
Sampler Type (ST):
—
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
I 3" OD Split Spoon Sampler (D & M) U Ring Sample 7_ Water Level 0 Approved by: CJK
Grab Sample Shelby Tube Sample 1 r Water Level at time of drilling (ATD)
soot a ted
earth sciences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-2
Sheet
2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
-37
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/2/16,2/2/16
140# / 30" Hole 8 inrhes Depth (ft) cn Samples Graphic Symbol co 0 Well Completion Water Level I to
0
Blows/Foot Other Tests I 55
10 20 30 40
8 Very dense, wet, gray, very gravelly SAND, some to trace silt, interbeds of gray
CLAY; scattered organic matter; blow counts may be overstated due to gravels 15
23 51 i
— / (SP/CL). 28
Dense, wet, brown, fine to medium SAND, some gravel, some silt; 2-inch bed 14 5-9 of gravel (fractured) in sampler tip; stratified (SM-SP). 9 431
22
- 50
S-10 • 0
0 . 0
Medium dense, wet, gray, sandy GRAVEL, some to trace silt; stratified (GP).
0 10
13 A2
0 . 0
0 12
0 0 . 0
0 0
• 0
0 0 . 0
- 55 0 0
0 Very dense, wet, gray grading to brown, sandy GRAVEL, some to trace silt; 17 S- ° 0 ° fractured gravel in sampler tip; thinly bedded; blow counts may be overstated 23 A55
0 0 due to gravels (GP). 22 0 0 ID °0 ° 0 0 0 0 0 0
- 60 0 0
5-12 9 • Upper 12 inches of sample: Medium dense, wet, gray, bedded SAND and
GRAVEL, trace silt (SP/GP). 11
6 Al2
Lower 6 inches of sample: Stiff, very moist, gray to dark brown, sandy SILT; 6 1
abundant organic matter; laminated; abrupt contact (ML). 1
- 65 Medium dense, wet, gray, fine to medium SAND, some gravel, trace silt; thinly 7 S13 bedded (SP). 9 A7
8
- 70 Upper 12 inches of sample: Medium dense, wet, tan with orange oxidation, 8 S-14 silty, fine SAND; thinly bedded (SM). 9 A18
Lower 6 inches of sample: Medium dense, wet, orangish brown, fine to 9
• medium SAND, trace silt; bedded (SP).
-
- 75 9 Dense, wet, reddish brown grading to brown, sandy GRAVEL, some silt; 8 SAS ° • D IL I,
''' w
stratified; some gravels are fractured (GM-GP). 10 A33
23
Bottom of exploration boring at 76.5 feet
Note: Blow counts from 35 to 55 feet and at 75 feet likely overstated due to
gravels.
Sampler Type (ST):
— _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) 11 Ring Sample S:-/. Water Level 0 Approved by: CJK
Grab Sample [7 Shelby Tube Sample T. Water Level at time of drilling (ATD)
fr assocIated
earth se ences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-3
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—37
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/1/16,2/1/16
140# / 30" Hole 8 inches Depth (ft) cr) Samples Graphic Symbol ITI C/) 0 0 Well Completion Water Level Zb
`) o co
Blows/Foot Other Tests 10 20 30 40
9LIFF29-\_\ Asphalt Pavement -3 inches //=
\ Crushed Gravel Base Course /
Quaternary Alluvium - Cedar River
Very smooth, fast drilling.
— 5 —
S-1 Upper 6 inches of sample: Loose, moist, brown, gravelly, medium SAND, some
silt; bedded (SM-SP). 2
3 At-,
Lower 6 inches of sample: Loose, moist, light brown with faint orange 4
o>ddation, fine SAND, some gravel, some silt (SM-SP).
II
— 10 Medium dense, wet, brown and orangish brown, fine to medium SAND, trace 3 S-2 gravel, trace silt; bedded (SP). 6 Al2
6
Driller notes gravel layer.
— 15 As above, 4 inch interbed of silty gravel. 6 inch heave. 8 S-3 1 i A20
9
— 20 Driller adding mud at 20 feet.
4 0
Upper 5 inches of sample: As above.
ii Middle 4 inches of sample: Medium dense, wet, gray, very silty, fine SAND;
5
12 2 A
. I . thinly bedded (SM). 14
• .
Lower 5 inches of sample: Medium dense, wet, gray, silty, sandy GRAVEL;
; stratified (GM).
• I
lb
•
— 25 Medium dense, wet, gray, very gravelly, fine to medium SAND, some silt, trace 8 S-5 organic matter; stratified (SM-SP). 13 A26
Driller notes less gravelly, faster drilling.
13
— 30 / / Medium stiff, wet, gray, fine sandy SILT/CLAY, with occasional thin interbeds of 2 S-6 /
4
/iiibarLIT sand; abundant organic matter; trace gravel isolated in interbeds A 3
3
A6
. 1 . Back into gravels.
— 35 _lb Dense, wet, gray, silty, sandy GRAVEL, trace organic debris (grasses); gravels 11 S-7 • • up to 2 inches in diameter; stratified (GM). 18 439
• • 21
0
I_
—
Sampler Type (ST):
1,1 2" OD Split Spoon Sampler (SPT) F-1 No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample Z. Water Level 0 Approved by: CJK
I Grab Sample F Shelby Tube Sample ...T. Water Level at time of drilling (ATD)
assocaled
earth s C ences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-3
Sheet
2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—37
Renton, WA Datum
GDI / D50 Ri / HSA Date 9/1/16,2/1/16
140# / 30" Hole 8 inches Depth (ft) Samples Graphic Symbol 0 ITI 0 0 Well Completion Water Level -.) Blows/Foot Other Tests 0 m
10 20 30 40
0 Dense, wet, brown, sandy GRAVEL, some to trace silt; stratified (GP). 19
S-8 0 0 0 18 A4
0 0 0 28
0 0
0 0
0 0
0
0 0
0
—45 00
Dense, wet, brown, gravelly, fine to medium SAND, trace silt; occasional siltier 15 S9 interbeds; stratified (SP). 30 A64
34
— 50 As above, sand is coarser. 10 5-10:20
26
— 55 Dense, wet, brown becoming reddish brown with depth (abundant mddation), 18 5-11 0 fine sandy GRAVEL, some silt to silty; stratified (GM-GP). 25
o 22
— 60 Very dense, wet, mottled gray and brown with occasional orange oxidation, silty, 15 5-12 • fine sandy GRAVEL (GM). 25 50
25
Bottom of exploration boring at 61.5 feet
Note: Blow counts from 35 to 60 feet likely overstated due to gravels.
— 65
— 70
— 75
-
Samp er Type (ST): _
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) I Ring Sample Z Water Level 0 Approved by: ajK
CI Grab Sample L Shelby Tube Sample -1-r Water Level at time of drilling (AID)
fr associa ted
earth sciences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-4
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/1/163/1/16
140# / 30" Hole 8 inchAs Depth (ft) Samples Graphic Symbol cn Well Completion Water Level (0
(3
-9.
CO
Blows/Foot
10 20 30 40 Other Tests 5
— 10
— 15
— 20
— 25
— 30
— 35
S1
S-2 ID
3
sat
'
T
I S-5
S-6
•
S-7 I:
0
•
0 •
0 46 0 .
0 .
j
4/
PAA Or OP' 0/
• 0
0 •
a
a ..
i
•
lr
3
5
10
6 9
9
5
6
10
5
36
4
3
4
6
5
3
4
6
13
12
A
A
A1,
A10
A18
A25
• Asphalt Pavement - 1 inch
i Crushed Gravel Base Course r
Quaternary Alluvium - Cedar River
Medium dense, moist, orangish brown and tan with orange oxidation, silty, fine
SAND, some gravel; thinly bedded with interbeds (1 inch thick) of sandy gravel
and very sandy silt (SM).
Gravelly drilling.
Medium dense, wet, orangish brown, sandy GRAVEL, some silt; occasional thin
(1 inch thick) interbeds of sandy silt (GM-GP).
Medium dense, wet, brown, fine to medium SAND, some gravel, some silt;
occasional coarser interbeds (SM-SP).
Driller adding mud at 20 feet.
Medium stiff, wet, gray, interbedded very silty SAND and SILT/CLAY;
00 occasional organics and mica; bedded; laminated within silt/clay beds
(SM-MUCL).
0
Loose, wet, gray, silty, fine SAND, trace gravel; abundant organics (bark
fragments); stratified (SM).
Medium stiff, wet, gray and dark brown, fine sandy SILT; scattered organics
(rootlets); laminated (ML).
Driller notes gravels.
Medium dense, wet, gray, sandy GRAVEL, some silt; stratified (GM-GP).
Sampler _
_
I
Type (ST): _ .
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample ..V. Water Level 0 Approved by: ajk
Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD)
s
earth
s o a i e d Exploration Log
sclS rices Project Number
KE150719A
Exploration Number Sheet
EB-4 2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
-36
Renton. WA Datum
GDI / D50 Rig / HSA Date 2/1/16,9/1/16
140# / 30" Hole 8 inchAs Depth (ft) Samples Graphic Symbol 0 0 "TJ "5 Well Completion Water Level Other Tests 42 tn Blows/Foot
12 co
10 20 30 40
•6t As above. 10 s-s 0 • 1 11
12
A23
. ° 1
. °
- 45 0 .
• 1 As above, dense. 19 S- ••9 ° 15 A40 0
25
•0 •
0 •rfr
0 .
- 50 As
0
above, brownish gray. 10 S-10 15 A32
17
o
b
o
1
• Upper 5 inches of sample: As above. 11 S-1 ° 1 Lower 6 inches of sample: Medium dense, wet, brown, gravelly, fine to medium 12 A24
SAND, some silt (SM-SP). 12
Upper 4 inches of sample: As above. - 60 Middle 5 inches of sample: Medium dense, wet, gray, very sandy GRAVEL, 12 S-12 ' some silt; stratified (GP-GM). 9 A14
_ Lower 5 inches of sample: Stiff, very moist, dark brown, SILT; scattered 5 organic matter; thin interbed of gray sand; laminated (ML). F Bottom of exploration boring at 61.5 feet
Note: Blow counts form 35 to 55 feet likely overstated due to gravels.
- 65
- 70
- 75
Samp er Type (ST): _
ITI 2" OD Split Spoon Sampler (SPT) L No Recovery M - Moisture Logged by: DMG
II 3" OD Split Spoon Sampler (D & M) I] Ring Sample Z Water Level () Approved by: ail<
Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD)
fr
--. a ssocta ted
g earth sciences
Exploration Log
Project Number I Exploration Number
KE150719A EB-5
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
~36
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/1/16,2/1/16
140#/ 30" Hole 8 inchRs Depth (ft) -1(1) Samples Graphic Symbol 0 rTI 0 Well Completion Water Level (0
(n
o
co
Blows/Foot
10 20 30 40 Other Tests — 5
— 10
— 15
— 20
— 25
— 30
— 35 1----
Si
S-2
5-3
S-4
5-5
S-6
S-7
•
°\
— ----
•
•
0 • • b
0*
° 6 • o 4
C ' n
0 °
6 \=2)
S ' 0
CD
0 °,,
0 0
•
Asphalt Pavement - 2 inches
X
2
3
3
8
12
14
13
16
16
3
5
3
3
5
6
2
7
8
5
23
18
A6
A
A11
A15
A28
A32
41
Crushed Gravel Base Course
Fill
Silty sand and gravel. ' /
0---,Upper
Quaternary Alluvium - Cedar River
Loose, moist, orangish brown and tan, fine SAND, some silt to silty; thinly
bedded (SM-SP).
Medium dense, very moist, orangish brown, fine sandy GRAVEL, some silt;
stratified (GM-GP). ,
1
Dense, wet, brown, sandy GRAVEL, some to trace silt; stratified, with 3 inch silt 0 bed in sample; blow counts my be overstated due to gravels (GW).
; 0
;
0 Driller adding mud at 20 feet.
6 inches of sample: As above.
Lower 18 inches of sample: Medium stiff, wet, gray, very silty, fine SAND to
very fine sandy SILT, trace organic material; 1 inch interbed of brown, gravelly
sand within silt; stratified (SM/ML).
Medium dense, wet, mottled gray and dark brown, very silty, fine SAND;
laminated to thinly bedded (SM).
As above, 6 inch bed of laminated gray SILT (ML) near sampler tip.
Driller notes gravels.
jAIDense, wet, orangish brown, gravelly SAND, some silt; gravel is fractured;
stratified (SP-SM).
Samp
LI
M
er Type (ST):
I No Recovery M - Moisture Logged by: DMG 2" OD Split Spoon Sampler (SPT)i
3" OD Split Spoon Sampler (D & M) 111 Ring Sample Z Water Level () Approved by: all<
Grab Sample F Shelby Tube Sample T Water Level at time of drilling (ATD)
earth sc ences fr ss oclate d ExplorationLog
Project Number Exploration Number
KE150719A EB-5
Sheet
2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Re / HSA Date 2/1/16211116
140# / 30" Hole A inches Depth (ft) HO) Samples Graphic Symbol -T3 Well Completion Water Level to Other Tests Blows/Foot
-.9
m
10 20 30 40
5-8 Very dense, wet, light grayish brown, gravelly, fine to medium SAND, some silt;
stratified; blow counts may be overstated due to gravels (SM-SP).
12
38 162
24
- 45 ---1 u 1 Medium dense, wet, brownish gray, very sandy GRAVEL, some silt; thinly 11 S-9
III
° I.
o .
• bedded (GM-GW). 15
13
428
0
i:
4
c, .
0
4,
0
- 50 -1-- . I I,
1 S-10 I Very dense, wet, grayish brown, sandy GRAVEL, some silt; stratified 18 . (GNA_Gw). 36 A76 04b 40 0
1 c. i
I
1 VI - 55 — c> As above, 1/2 inch gray, silt bed at tip of sampler. 10 s-
° • 50/E"
30 80/11"
o
0
Drilling smoothed out.
- 60 Very stiff/medium dense, very moist, gray, fine SAND, trace gravel, with 12 S-12 interbeds of gray to dark brown, SILT; scattered organics in silt beds; laminated 12 124
within silt beds (SM/ML). 12
- 65 — Very stiff/medium dense, moist, gray interbedded sandy SILT and silty, fine 8 S-13 1SAND, some gravel near sampler tip (MUSM). A20
9
• Driller notes gravels at 67 feet. Hard, sticky, gravelly drilling.
•
- 70 • A
It... i Upper 6 inches of sample: Very dense, wet, gray, silty/dayey GRAVEL; 18 S-14 71:
veb
stratified (GM/GC).
Lower 12 inches of sample: Very dense, wet, brown, silty, sandy GRAVEL;
30
31
A 6 1
•ir . orange oxidation within siltier interbeds; stratified (GM).
• • I • •
4:41)
. — % Very dense, wet, brown grading to gray, gravelly, fine to medium SAND, some 28 S-15 °:: :. to trace silt; stratified (SW). 47 A72 ° 25
Bottom of exploration boring at 76.5 feet
Note: Blow counts from 35 to 75 feet likely overstated due to gravels.
Sampler Type (ST):
il i j 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
M 3" OD Split Spoon Sampler (D & M) I Ring Sample Z Water Level () Approved by: c,,JK
L-\-ff Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD)
fr socia I ed
earth sciences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-6
Sheet
1 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 R. / HSA Date 2/2/16 2/2/16
140# / 30" Hole 8 inchPs Depth (ft) cn Samples Graphic Symbol 0 ITI C/) 0 1-6 0 Well Completion Water Level ZO
o co
Blows/Foot
10 20 30 40 Other Tests — 5
— 10
— 15
— 20
— 25
— 30
ai
5-1 J
5-2
S-3
S-4
S-5
•
5-6 .
•
.
.
•
S-7
1,0 0
L 0
P0°.
0 •
•
6
.
F
O
A
0
° o
0 0 0 0 0 0 0 o
° °
0
o
0
. As .halt Pavement - 3 inches
Y.
4
4
4
4
7
8
3
2
6
6
4
4
3
2
3
5
9
11
8
12
A8
A8
A15
A20
A24
Crushed Gravel Base Course
Old Asphalt Pavement / Crushed Gravel Layer?
Quaternary Alluvium - Cedar River
Loose, moist, orangish brown, gravelly, fine to medium SAND, trace to some
silt; stratified with occasional silty sand interbeds (SM-SP).
Driller notes gravels.
Medium dense, wet, orangish brown, fine to medium SAND, grading into
GRAVEL, trace silt; bedded (SP/GP).
Driller adding mud at 15 feet.
Upper 4 inches of sample: As above, siltier (SP-SM).
Lower 14 inches of sample: Loose/medium stiff, wet, gray, fine to medium
SAND and gray, SILT, some sand; bedded, trace organics in silt layer; silt is
laminated (SM/ML).
Medium stiff, wet, gray, fine sandy SILT; occasional interbeds of silty sand;
occasional brown silt interbeds; thinly bedded to laminated (ML).
Medium stiff, very moist, gray, SILT/CLAY; interbeds of dark brown silt/clay with
organic matter; laminated (MUCL).
/
/
r Driller notes drilling firmed up.
Medium dense, wet, gray, sandy GRAVEL, some to trace silt; some gravels are
° fractured (GP).
0
0
0
0
° As above.
0
0 Driller notes gravels. 0
Samp
—
_
er Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level 0 Approved by: ajK
Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD)
a ssoc ated
earth scnences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-6
Sheet
2 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/2/1 6,2/2/1 6
140# / 30" Hole 8 inches Depth (ft) —Ito Samples Graphic Symbol 0 0 c .o
= tii Ig -a
E o 0 Water Level to
-""th"
.2 co
Blows/Foot
10 20 30 40 Other Tests 1 — 45
— 50
— 60
— 65
-
— 70
— 75
-
S-8
S-9
S-10
S-11
S-12
S-13
T
1 S-14
S-15
10°.
ID
lp
D000
D 0
00
D 0
0
D 0
0
D 0
0
D 0
0
°
° 0
0
0
o 0 ..0 6
i o
0 0 0 0
0
0
0 . 0 . 0 . . 0
4%, r
/I.
/
0/
/ 4 r
0 4 6
As above, stratified.
0
0
0
o
Medium dense, wet, gray, fine sandy GRAVEL, trace silt; gravel is fractured;
° stratified (GP).
o
o
o
As above, dense.
o Driller notes gravels.
. .
o
Dense, wet, gray, gravelly SAND, trace to some silt; stratified (SP).
Very stiff, moist, gray, SILT/CLAY, with interbeds (2 to 4 inches thick) of silty,
fine SAND and brown, organic-rich silt; organic odor; laminated to thinly bedded
(MUCL).
As above. A
Medium dense, wet, gray, fine to medium SAND, some gravel, trace dark
brown/gray silt beds (-1 inch thick); bedded (SP).
Dense, wet, gray, gravelly, fine to medium SAND, some silt; stratified (SM-SP).
8
9
9
12
12
15
13
20
11
16
19
17
7
8
9
2
3
5
8
9
10
ii
20
25
A.
A
A.7
A19
8
A27
A31
A33
A4
Samp
1
LII
E
er Type (ST): _
2" OD Split Spoon Sampler (SPT)
No Recovery M - Moisture Logged by: DMG _
3" OD Split Spoon Sampler (D & M) 11 Ring Sample Water Level 0 Approved by: ajj<
Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD)
fr a ssocia t ed
earth setences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-6
Sheet
3 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Rig / HSA Date 9/9/16 2/9/16
140# / 30" Hole 8 inchRs Depth (ft) -"I) Samples Graphic Symbol DESCRIPTION Well Completion Water Level I --,-6
0 co
Blows/Foot
10 20 30 40 Other Tests — 85
— 90
— 95
—100
—105
—110
—115
S-16
S17
S-18 1 I
Dense, wet, gray, interbedded, SAND, some silt and sandy SILT; thinly bedded
to laminated (SM-SP/ML).
Medium dense, wet, gray, fine to medium SAND, some gravel, some silt;
bedded (SM-SP).
Very stiff, very moist, light gray, CLAY; medium to high plasticity; laminated
I (MH).
13
16
21
ii
15
11
8
12
12
A27
A24
A 37
Bottom of exploration boring at 91.5 feet
Note: Blow counts from 45 to 55 feet and 75 to 85 feet may be overstated due
to gravels.
Sampler Type (ST):
1 2" OD Split Spoon Sampler (SPT) n L No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample .V Water Level () Approved by: CJK
L Grab Sample Shelby Tube Sample If Water Level at time of drilling (ATD)
ocia ted
earth sc ences
Exploration Log
Project Number
KE150719A
Exploration Number
EB-7
Sheet
1 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton. WA Datum
GDI / D50 Rig / HSA Date 2/3/16,2/3/16
140# / 30" Hole 8 inches Depth (ft) Samples Graphic Symbol 0 C/) 0 -T3 Well Completion Water Level (0 Other Tests I 0) Blows/Foot
0 c0
10 20 30 40
Sod/Topsoil
Quaternary Alluvium - Cedar River
— 5 Very loose, moist, orangish brown, SAND, trace to some gravel; thin bed of tan 2 S-1 silt near top of sample; thinly bedded with beds of finer and coarser sand (SP). 1 A2
1
•
Driller notes gravels.
— 10 — • `I Medium dense, very moist, brown, sandy GRAVEL, some silt; occasional 10 S-2 • organics (rootlets); stratified (GM-GP). 15 A27
12
1
. 0 0 .
15 . Medium dense, wet, brown, sandy GRAVEL; occasional sandy silt interbeds; 3 S-3 •. •. scattered rootlets; stratified (GM-GP). 5 A11
— . 1 6
• 0 I
— 20 ° Driller adding mud at 20 feet.
Medium dense, wet, gray, fine SAND, some gravel, grading into sandy SILT; 2
sca• ttered rootlets; thinly bedded to laminated (SP) (ML). 4 A10
6
— 25 Loose/ medium stiff, wet, gray, interbedded fine SAND and sandy SILT; 2 S-5 scattered organics; thinly bedded to laminated (SP/ML). 1 A5
4
— 30 — Medium stiff, very moist, gray with some dark brown mottling, fine sandy SILT; 2 S-6 occasional organics; laminated (ML). 3 A 6
3
Driller notes gravels.
S-7 Upper 18 inches of sample: As above. 6
8 L. • 0 Lower 4 inches of sample: Medium dense, wet, gray, GRAVEL, trace silt; 8 . ° o ° gravel is fractured (GP).
0 0 . 0 0 0 • 0
1 . 0 0 0
Sampler Type (ST):
1 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample .. Water Level () Approved by: ajj<
Grab Sample E Shelby Tube Sample T. Water Level at time of drilling (ATD)
- associa ted
' earth sciences
Exploration Log
Project Number Exploration Number
KE150719A EB-7
Sheet
2 of 2
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
-36
Renton. WA Datum
GDI / D50 Rig / HSA Date 9/3/16,9/3/16
140# / 30" Hole 8 inches Depth (ft) rn Samples Graphic Symbol 0 111 (/) 0 .0
'''
o 0 C- 't t; Water Level .2
f.0 1 iii
a.c
Blows/Foot
10 20 30 40
'a
a) I—
cii
0
— 45
— 50
— 55
— 60
— 65
—70
— 75
S-8
S-9 •
S- 0•
s-
S-12
0
° °
Dense, wet, gray, very gravelly SAND, some silt; stratified (SM-SP).
Dense, wet, gray, bedded SAND and sandy GRAVEL; gravel is fractured
(SP/GP).
Driller notes less gravels.
Upper 16 inches of sample: Medium dense, wet, gray, fine to medium SAND,
some silt; bedded (SM-SP).
Lower 4 inches of sample: Very stiff, very moist, gray and dark brown, SILT;
abundant organics; laminated (ML).
Upper 10 inches of sample: Loose, wet, gray, silty, fine to medium SAND
(SM-SP).
Lower 8 inches: Stiff, wet, gray and dark brown, SILT; laminated (ML).
Stiff, wet, gray and dark brown, fine sandy SILT; occasional fine sand interbeds;
thinly bedded (ML).
15
21
21
30
23
23
5
8
13
7
4
5
3
3
6
19
A21
A42
A4.
Bottom of exploration boring at 61.5 feet
Note: Blow counts from 40 to 45 feet likely overstated due to gravels.
Samp
al
ji]
E
er Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG
3" OD Split Spoon Sampler (D & M) U Ring Sample .-Z, Water Level () Approved by: CJK
Grab Sample L Shelby Tube Sample -T- Water Level at time of drilling (ATD)
earth sc ences
, - .,:- , - .1, , a '
fr assoctUd ExplorationLog
Project Number
KE150719A
Exploration Number
EB-8
Sheet
1 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton. WA Datum
GDI / D50 RI. / HSA Date 2/3/16,2/3/16
140# / 30" Hole 8 inches Depth (ft) cn Samples Graphic Symbol 0 CD 0 0 0
E
c.) C- =.= Water Level th
A
Blows/Foot0.
10 20 30 40
1i v)
1g3 1--
iii
10
— 5
— 10
— 15
— 20
—25
— 30
— 35
s-
S-2
S-3
S-4
S-5
S-6
S-7
Sod / Topsoil
T
1
1
6
13
20
2
10
11
4
3
4
2
2
3
3
4
4
3
5
12
1 A2
A5
:
21
A33
Quaternary Alluvium - Cedar River
Very loose, moist, brownish orange, medium SAND; mddized (SP).
Driller notes gravels.
Dense, moist, brownish orange, gravelly, medium to coarse SAND; blow counts
overstated; oxidized (SP).
Very stiff, wet, brownish gray, sandy SILT (ML).
° Medium dense, wet, gray, gravelly, fine to coarse SAND, trace silt (SW).
Driller adding mud at 20 feet.
Loose, wet, gray medium SAND (SP).
Medium stiff, wet, dark brown, SILT, trace wood debris (ML).
Loose, wet, gray, silty SAND (SM).
Medium stiff, wet, brownish gray, fine sandy SILT (ML).
Stiff, wet, brownish gray, fine sandy SILT; thinly bedded (ML).
Very stiff, wet, brownish gray, fine sandy SILT; laminated (ML).
Medium dense, wet, gray, fine to medium SAND; stratified (SP).
Driller notes gravels.
Samp _
_
_
er Type (ST): _
2" OD Split Spoon Sampler (SPT)
No Recovery M - Moisture Logged by: 'TWL _
3" OD Split Spoon Sampler (D & M) U Ring Sample Z Water Level 0 Approved by: CJK
Grab Sample Z Shelby Tube Sample 31 Water Level at time of drilling (ATD)
associated
1 earth sciences
Exploration Log
Project Number
1 KE150719A
Exploration Number
EB-8
Sheet
2 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton, WA Datum
GDI / D50 Rig / HSA Date 2/3/10,2/3/10
140# / 30" Hole 8 inchPs Depth (ft) -I co Samples Graphic Symbol DESCRIPTION Well Completion Water Level 1 ft,
o
co
Blows/Foot
10 20 30 40 Other Tests — 45
-
— 50
— 55
— 60
— 65
— 70
— 75
S-13
S-9
I 00
S-10
S-11
&12
S-13
5-14
5-15
•0
[ 0 0
0 0
P 0 °
0 0
0 ° 0 0 • 0 0 • 0 0 • 0 0 • 0 0
0
° _
'
b °°15
Medium dense, wet, gray, gravelly, fine SAND; stratified (SP).
Medium dense, wet, orange, fine SAND; stratified (SP).
Medium dense, wet, gray, silty, fine SAND (SM).
Medium dense, wet, gray, sandy GRAVEL (GP).
0
0
0 Driller notes gravels.
0
° Medium dense, wet, brownish gray, sandy GRAVEL (GP).
0
0
0
0
0
° Loose, wet, brownish gray, sandy GRAVEL (GP).
Ash interbed.
Very stiff, wet, brownish gray, fine sandy SILT; laminated (ML).
Medium stiff, wet, brownish gray, fine sandy SILT; with organic rich and sandy
interbeds; thinly bedded to laminated (ML).
Stiff, wet, brownish gray, fine sandy SILT (ML).
Medium dense, wet, gray, silty, fine to medium SAND, trace gravel (SP).
Hard, wet, brownish gray, fine sandy SILT (ML).
Dense, wet, gray, silty, fine SAND (SM).
Dense, wet, gray, gravelly, medium SAND (SP).
Driller notes gravels at 71.5 feet.
Medium dense, wet, brownish gray, silty, fine SAND, with wood-rich interbeds
(1/2 to 3 inches thick); thinly bedded (SP).
4
12
11
5
14
6
11
11
4
3
2
4 3
4
2
4
9
3
10
26
7
10
14
, , 0
A7
A13
A23
A22
A29
A28
A36
Samp
_
_
.L-/_i
er Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TWL
3" OD Split Spoon Sampler (D & M) II Ring Sample _Z Water Level 0 Approved by: CJK
Grab Sample Shelby Tube Sample T.. Water Level at time of drilling (AID) E
fr cla ted
ea r t h s C efIces
'
Exploration Log
Project Number
KE150719A
Exploration Number
EB-8
Sheet
3 of 3
Project Name
Location
Driller/Equipment
Hammer Weight/Drop
Sartori Education Center Ground Surface Elevation
Start/Finish
Diameter (in)
(ft)
N/A
—36
Renton. WA Datum
GDI / D50 Ri / HSA Date 2/3/16,2/3/16
140# / 30" Hole 8 inches Depth (ft) cn Samples Graphic Symbol 0 ITI CD 73 c o
= a) >15.
> E 1 o (..) Water Level zo..-... 1-n
-9. co
Blows/Foot
10 20 30 40 Other Tests I — 85
— 90
— 95
—100
—105
—110
—115
S-16
S-17
S- 8
ZIA
Medium dense, wet, gray, silty, gravelly, fine to medium SAND (SM/SP).
No recovery.
Driller notes sand and silt interbeds.
A Very stiff, very moist, gray, CLAY; high plasticity, laminated (CH).
6
8
14
10
9
14
5
16
A18
A22
A23
Bottom of eNDloration boring at 91.5 feet
Note: Blow count from 40 to 50 feet and from 70 to 75 feet likely overstated due
to gravels.
Samp
_
tz'
er Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TWL
3" OD Split Spoon Sampler (D & M) U Ring Sample ._Z. Water Level 0 Approved by: cJK
Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD)
TTT TTTTTTT
A-3
EXISTING CONDITIONS MAP
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
A-4
SITE PLAN
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
EXISTING BASIN 1
TOTAL AREA:187,529 SF 4.30 AC
IMPERVIOUS:109,491 SF 2.51 AC
GRAVEL:3,188 SF 0.07 AC
LAWN:74,850 SF 1.72 AC
TOTAL PERVIOUS: 1.79 AC
EXISTING BASIN 2
TOTAL AREA:44,751 SF 1.03 AC
IMPERVIOUS:27,326 SF 0.63 AC
GRAVEL:1,251 SF 0.03 AC
LAWN:16,174 SF 0.37 AC
TOTAL PERVIOUS 0.40 AC
EXISTING BASIN 3
TOTAL AREA:15,179 SF 0.34 AC
IMPERVIOUS:1,486 SF 0.03 AC
LAWN:13,693 SF 0.31 AC
TOTAL PERVIOUS:0.31 AC
A-5
EXISTING BASIN MAP
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
SURFACES
SYMBOL DESCRIPTION
IMPERVIOUS
LAWN
EXISTING BASIN 1
EXISTING BASIN 3
EXISTING BASIN 2
DEVELOPED BASIN 1
TOTAL AREA:187,135 SF 4.30 AC
IMPERVIOUS:118,549 SF 2.72 AC
LAWN:68,586 SF 1.57 AC
SOCCER:(21,609 SF 0.50 AC)
TOTAL PERVIOUS:1.58 AC
DEVELOPED BASIN 2
TOTAL AREA:44,749 SF 1.03 AC
IMPERVIOUS:35,462 SF 0.84 AC
LAWN:9,287 SF 0.21 AC
TOTAL PERVIOUS:0.19 AC
DEVELOPED BASIN 3
TOTAL AREA:15,179 SF 0.34 AC
IMPERVIOUS:7,590 SF 0.17 AC
LAWN:7,590 SF 0.17 AC
SOCCER:(15,179 SF 0.34 AC)
TOTAL PERVIOUS:0.17 AC
A-6
DEVELOPED BASIN MAP
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
SURFACES
SYMBOL DESCRIPTION
IMPERVIOUS
LAWN
SOCCER FIELD
DEVELOPED BASIN 1
DEVELOPED BASIN 2
DEV.
BASIN 3
k
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³City of Renton
Sensitive Areas
0 0.5 10.25
Miles
Information Technology - GIS
mapsupport@rentonwa.gov
Printed on: 11/12/2014
Data Sources: City of Renton, King County
This document is a graphic repre sentation, not guaranteed
to survey accuracy, and is based on the best information
available as of the date shown. This map is intended for
City display purposes only.
Renton City Limits
k Education
Fire Station
K Valley Medical Center
Aquifer Protection
Zone 1
Zone 1 Modified
Zone 2
Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Projection: Lambert Conformal Conic
Datum: North Amer ican 1983 HARN
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Project: Sartory Elementary
Project Number: 2160339.10
Task: Detention Calculations
Date: 12/13/2016
Performed By: Greg Tauscheck, 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
This standard requires the post-development peak flow rates to match the peak
flow rates of the existing condition in the 2-year design, and 10-year and
100-year storm peak flow rates. Flow control will be provided through the use
of buried detention pipes. KCRTS is used to model the hydrologic conditions.
Assumptions Used: Existing condition is modeled based on the pre-developed condition of the site.
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
0.00 0.00 0.000000 Till Forest Existing Basin 1
0.00 0.00 0.000000 Till Pasture
1.79 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
2.51 0.00 0.000000 Impervious
Existing1.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Existing1.tsf
Existing1.pks
[D] Compute Flow DURATION and Exceedence
Existing1.tsf
Existing1.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest Proposed Basin 1
0.00 0.00 0.000000 Till Pasture
1.58 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
2.72 0.00 0.000000 Impervious
Proposed1.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Proposed1.tsf
Proposed1.pks
[D] Compute Flow DURATION and Exceedence
Proposed1.tsf
Proposed1.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest Existing Basin 2
0.00 0.00 0.000000 Till Pasture
0.40 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
0.63 0.00 0.000000 Impervious
Existing2.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Existing2.tsf
Existing2.pks
[D] Compute Flow DURATION and Exceedence
Existing2.tsf
Existing2.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest Proposed Basin 2
0.00 0.00 0.000000 Till Pasture
0.19 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
0.84 0.00 0.000000 Impervious
Proposed2.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Proposed2.tsf
Proposed2.pks
[D] Compute Flow DURATION and Exceedence
Proposed2.tsf
Proposed2.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest Existing Basin 3
0.00 0.00 0.000000 Till Pasture
0.31 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
0.03 0.00 0.000000 Impervious
Existing3.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Existing3.tsf
Existing3.pks
[D] Compute Flow DURATION and Exceedence
Existing3.tsf
Existing3.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[C] CREATE a new Time Series
ST
0.00 0.00 0.000000 Till Forest Proposed Basin 3
0.00 0.00 0.000000 Till Pasture
0.17 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
0.17 0.00 0.000000 Impervious
Proposed3.tsf
T
1.00000
T
[T] Enter the Analysis TOOLS Module
[P] Compute PEAKS and Flow Frequencies
Proposed3.tsf
Proposed3.pks
[D] Compute Flow DURATION and Exceedence
Proposed3.tsf
Proposed3.dur
F
F
36
-0.999990E+15
-0.999990E+15
[R] RETURN to Previous Menu
[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 Basin 1
Flow Frequency Analysis
Time Series File:existing1.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
0.769 6 2/09/01 2:00 1.56 1 100.00 0.990
0.618 8 1/05/02 16:00 0.957 2 25.00 0.960
0.926 3 2/27/03 7:00 0.926 3 10.00 0.900
0.659 7 8/26/04 2:00 0.815 4 5.00 0.800
0.796 5 10/28/04 16:00 0.796 5 3.00 0.667
0.815 4 1/18/06 16:00 0.769 6 2.00 0.500
0.957 2 10/26/06 0:00 0.659 7 1.30 0.231
1.56 1 1/09/08 6:00 0.618 8 1.10 0.091
Computed Peaks
Post-Developed Basin 1 – Tributary to Detention Tanks
Flow Frequency Analysis
Time Series File:proposed1.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
0.801 6 2/09/01 2:00 1.62 1 100.00 0.990
0.653 8 1/05/02 16:00 1.03 2 25.00 0.960
0.963 3 2/27/03 7:00 0.963 3 10.00 0.900
0.707 7 8/26/04 2:00 0.852 4 5.00 0.800
0.852 4 10/28/04 16:00 0.850 5 3.00 0.667
0.850 5 1/18/06 16:00 0.801 6 2.00 0.500
1.03 2 10/26/06 0:00 0.707 7 1.30 0.231
1.62 1 1/09/08 6:00 0.653 8 1.10 0.091
Computed Peaks
Pre-Developed Basin 2
Flow Frequency Analysis
Time Series File:existing2.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
0.188 6 2/09/01 2:00 0.382 1 100.00 0.990
0.153 8 1/05/02 16:00 0.239 2 25.00 0.960
0.227 3 2/27/03 7:00 0.227 3 10.00 0.900
0.164 7 8/26/04 2:00 0.200 4 5.00 0.800
0.198 5 10/28/04 16:00 0.198 5 3.00 0.667
0.200 4 1/18/06 16:00 0.188 6 2.00 0.500
0.239 2 10/26/06 0:00 0.164 7 1.30 0.231
0.382 1 1/09/08 6:00 0.153 8 1.10 0.091
Computed Peaks
Post-Developed Basin 2 Peaks – Tributary to Detention Tanks
Flow Frequency Analysis
Time Series File:proposed2.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
0.220 6 2/09/01 2:00 0.437 1 100.00 0.990
0.188 8 1/05/02 16:00 0.310 2 25.00 0.960
0.265 3 12/08/02 18:00 0.265 3 10.00 0.900
0.213 7 8/26/04 2:00 0.254 4 5.00 0.800
0.254 4 10/28/04 16:00 0.235 5 3.00 0.667
0.235 5 1/18/06 16:00 0.220 6 2.00 0.500
0.310 2 10/26/06 0:00 0.213 7 1.30 0.231
0.437 1 1/09/08 6:00 0.188 8 1.10 0.091
Computed Peaks
Pre-Developed Basin 3
Flow Frequency Analysis
Time Series File:existing3.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
0.035 4 2/09/01 2:00 0.080 1 100.00 0.990
0.020 6 1/05/02 16:00 0.044 2 25.00 0.960
0.044 2 2/27/03 7:00 0.036 3 10.00 0.900
0.013 8 8/26/04 2:00 0.035 4 5.00 0.800
0.020 7 1/05/05 8:00 0.033 5 3.00 0.667
0.036 3 1/18/06 16:00 0.020 6 2.00 0.500
0.033 5 11/24/06 3:00 0.020 7 1.30 0.231
0.080 1 1/09/08 6:00 0.013 8 1.10 0.091
Computed Peaks
Post-Developed Basin 3 Peaks – Tributary to Detention Tanks
Flow Frequency Analysis
Time Series File:proposed3.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
0.056 5 2/09/01 2:00 0.116 1 100.00 0.990
0.044 8 1/05/02 16:00 0.068 2 25.00 0.960
0.068 2 2/27/03 7:00 0.066 3 10.00 0.900
0.046 7 8/26/04 2:00 0.060 4 5.00 0.800
0.055 6 10/28/04 16:00 0.056 5 3.00 0.667
0.060 4 1/18/06 16:00 0.055 6 2.00 0.500
0.066 3 10/26/06 0:00 0.046 7 1.30 0.231
0.116 1 1/09/08 6:00 0.044 8 1.10 0.091
Computed Peaks
Definition of Basin 1 Detention Facility
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 3.50 ft
Tank Length: 60.00 ft
Effective Storage Depth: 3.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 577. cu. ft
Riser Head: 3.50 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.10 0.001
2 0.50 5.25 1.295 8.0
3 1.62 2.80 0.292 6.0
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 0. 0.000 0.000 0.00
0.11 0.11 5. 0.000 0.000 0.00
0.21 0.21 14. 0.000 0.000 0.00
0.31 0.31 25. 0.001 0.000 0.00
0.41 0.41 38. 0.001 0.000 0.00
0.50 0.50 51. 0.001 0.000 0.00
0.55 0.55 58. 0.001 0.008 0.00
0.61 0.61 68. 0.002 0.033 0.00
0.66 0.66 76. 0.002 0.072 0.00
0.72 0.72 86. 0.002 0.125 0.00
0.77 0.77 94. 0.002 0.192 0.00
0.83 0.83 105. 0.002 0.271 0.00
0.88 0.88 114. 0.003 0.463 0.00
0.94 0.94 125. 0.003 0.495 0.00
1.04 1.04 144. 0.003 0.548 0.00
1.14 1.14 163. 0.004 0.597 0.00
1.24 1.24 183. 0.004 0.642 0.00
1.34 1.34 203. 0.005 0.684 0.00
1.44 1.44 224. 0.005 0.724 0.00
1.54 1.54 245. 0.006 0.762 0.00
1.62 1.62 261. 0.006 0.792 0.00
1.65 1.65 268. 0.006 0.804 0.00
1.68 1.68 274. 0.006 0.820 0.00
1.71 1.71 280. 0.006 0.840 0.00
1.74 1.74 287. 0.007 0.863 0.00
1.77 1.77 293. 0.007 0.890 0.00
1.80 1.80 299. 0.007 0.920 0.00
1.82 1.82 303. 0.007 0.954 0.00
1.85 1.85 310. 0.007 0.973 0.00
1.95 1.95 331. 0.008 1.020 0.00
2.05 2.05 351. 0.008 1.070 0.00
2.15 2.15 372. 0.009 1.120 0.00
2.25 2.25 392. 0.009 1.160 0.00
2.35 2.35 412. 0.009 1.200 0.00
2.45 2.45 432. 0.010 1.240 0.00
2.55 2.55 451. 0.010 1.280 0.00
2.65 2.65 469. 0.011 1.310 0.00
2.75 2.75 487. 0.011 1.350 0.00
2.85 2.85 503. 0.012 1.380 0.00
2.95 2.95 519. 0.012 1.420 0.00
3.05 3.05 534. 0.012 1.450 0.00
3.15 3.15 547. 0.013 1.480 0.00
3.25 3.25 559. 0.013 1.510 0.00
3.35 3.35 569. 0.013 1.540 0.00
3.45 3.45 576. 0.013 1.570 0.00
3.50 3.50 577. 0.013 1.590 0.00
3.60 3.60 577. 0.013 1.920 0.00
3.70 3.70 577. 0.013 2.520 0.00
3.80 3.80 577. 0.013 3.270 0.00
3.90 3.90 577. 0.013 4.090 0.00
4.00 4.00 577. 0.013 4.400 0.00
4.10 4.10 577. 0.013 4.680 0.00
4.20 4.20 577. 0.013 4.940 0.00
4.30 4.30 577. 0.013 5.190 0.00
4.40 4.40 577. 0.013 5.420 0.00
4.50 4.50 577. 0.013 5.640 0.00
4.60 4.60 577. 0.013 5.850 0.00
4.70 4.70 577. 0.013 6.050 0.00
4.80 4.80 577. 0.013 6.240 0.00
4.90 4.90 577. 0.013 6.430 0.00
5.00 5.00 577. 0.013 6.610 0.00
5.10 5.10 577. 0.013 6.780 0.00
5.20 5.20 577. 0.013 6.950 0.00
5.30 5.30 577. 0.013 7.120 0.00
5.40 5.40 577. 0.013 7.280 0.00
5.50 5.50 577. 0.013 7.440 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.62 1.56 1.56 3.40 3.40 572. 0.013
2 0.96 ******* 0.90 1.78 1.78 294. 0.007
3 0.85 0.93 0.81 1.66 1.66 270. 0.006
4 1.03 ******* 0.78 1.60 1.60 257. 0.006
5 0.85 ******* 0.77 1.56 1.56 248. 0.006
6 0.80 0.77 0.76 1.54 1.54 245. 0.006
7 0.71 ******* 0.57 1.08 1.08 151. 0.003
8 0.65 ******* 0.56 1.07 1.07 149. 0.003
Peak Flows out of Basin 1 Detention Facility
Flow Frequency Analysis
Time Series File:rdout1.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
0.761 6 2/09/01 3:00 1.57 3.50 1 100.00 0.990
0.559 8 1/05/02 16:00 0.902 1.80 2 25.00 0.960
0.902 2 2/27/03 8:00 0.807 1.68 3 10.00 0.900
0.566 7 8/26/04 2:00 0.783 1.64 4 5.00 0.800
0.807 3 10/28/04 17:00 0.768 1.59 5 3.00 0.667
0.768 5 1/18/06 14:00 0.761 1.57 6 2.00 0.500
0.783 4 11/24/06 4:00 0.566 1.09 7 1.30 0.231
1.57 1 1/09/08 7:00 0.559 1.08 8 1.10 0.091
Computed Peaks 1.35 2.80 50.00 0.980
Basin 1: 2-Year Pipe Outflow = 0.761 cfs < 0.769 cfs = 2-Year Pre-Developed Flow
Basin 1: 10-Year Pipe Outflow = 0.807 cfs < 0.926 cfs = 10-Year Pre-Developed Flow
Basin 1: 100-Year Pipe Outflow = 1.57 cfs > 1.56 cfs = 100-Year Pre-Developed Flow
Results:
Facility meets design standards.
Definition of Basin 2 Detention Facility
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 4.00 ft
Tank Length: 120.00 ft
Effective Storage Depth: 4.00 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 1508. cu. ft
Riser Head: 4.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.10 0.001
2 0.50 2.44 0.301 6.0
3 1.85 1.44 0.082 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 0. 0.000 0.000 0.00
0.11 0.11 12. 0.000 0.000 0.00
0.21 0.21 30. 0.001 0.000 0.00
0.31 0.31 54. 0.001 0.000 0.00
0.41 0.41 81. 0.002 0.000 0.00
0.50 0.50 109. 0.002 0.000 0.00
0.53 0.53 118. 0.003 0.002 0.00
0.55 0.55 125. 0.003 0.006 0.00
0.58 0.58 135. 0.003 0.014 0.00
0.60 0.60 142. 0.003 0.024 0.00
0.63 0.63 152. 0.003 0.038 0.00
0.65 0.65 159. 0.004 0.053 0.00
0.68 0.68 170. 0.004 0.068 0.00
0.70 0.70 177. 0.004 0.073 0.00
0.80 0.80 215. 0.005 0.089 0.00
0.90 0.90 254. 0.006 0.103 0.00
1.00 1.00 295. 0.007 0.115 0.00
1.10 1.10 337. 0.008 0.125 0.00
1.20 1.20 381. 0.009 0.135 0.00
1.30 1.30 425. 0.010 0.145 0.00
1.40 1.40 470. 0.011 0.153 0.00
1.50 1.50 517. 0.012 0.162 0.00
1.60 1.60 563. 0.013 0.170 0.00
1.70 1.70 611. 0.014 0.177 0.00
1.80 1.80 658. 0.015 0.184 0.00
1.85 1.85 682. 0.016 0.188 0.00
1.86 1.86 687. 0.016 0.189 0.00
1.88 1.88 696. 0.016 0.191 0.00
1.89 1.89 701. 0.016 0.195 0.00
1.91 1.91 711. 0.016 0.198 0.00
1.92 1.92 716. 0.016 0.203 0.00
1.94 1.94 725. 0.017 0.209 0.00
1.95 1.95 730. 0.017 0.213 0.00
1.97 1.97 740. 0.017 0.215 0.00
1.98 1.98 744. 0.017 0.217 0.00
2.08 2.08 792. 0.018 0.230 0.00
2.18 2.18 840. 0.019 0.242 0.00
2.28 2.28 888. 0.020 0.253 0.00
2.38 2.38 935. 0.021 0.263 0.00
2.48 2.48 982. 0.023 0.272 0.00
2.58 2.58 1028. 0.024 0.281 0.00
2.68 2.68 1074. 0.025 0.290 0.00
2.78 2.78 1119. 0.026 0.298 0.00
2.88 2.88 1162. 0.027 0.306 0.00
2.98 2.98 1205. 0.028 0.314 0.00
3.08 3.08 1246. 0.029 0.322 0.00
3.18 3.18 1286. 0.030 0.329 0.00
3.28 3.28 1323. 0.030 0.337 0.00
3.38 3.38 1359. 0.031 0.344 0.00
3.48 3.48 1393. 0.032 0.351 0.00
3.58 3.58 1424. 0.033 0.357 0.00
3.68 3.68 1451. 0.033 0.364 0.00
3.78 3.78 1476. 0.034 0.371 0.00
3.88 3.88 1495. 0.034 0.377 0.00
3.98 3.98 1507. 0.035 0.383 0.00
4.00 4.00 1508. 0.035 0.384 0.00
4.10 4.10 1508. 0.035 0.698 0.00
4.20 4.20 1508. 0.035 1.270 0.00
4.30 4.30 1508. 0.035 2.000 0.00
4.40 4.40 1508. 0.035 2.800 0.00
4.50 4.50 1508. 0.035 3.090 0.00
4.60 4.60 1508. 0.035 3.350 0.00
4.70 4.70 1508. 0.035 3.590 0.00
4.80 4.80 1508. 0.035 3.810 0.00
4.90 4.90 1508. 0.035 4.020 0.00
5.00 5.00 1508. 0.035 4.220 0.00
5.10 5.10 1508. 0.035 4.410 0.00
5.20 5.20 1508. 0.035 4.600 0.00
5.30 5.30 1508. 0.035 4.770 0.00
5.40 5.40 1508. 0.035 4.940 0.00
5.50 5.50 1508. 0.035 5.100 0.00
5.60 5.60 1508. 0.035 5.260 0.00
5.70 5.70 1508. 0.035 5.410 0.00
5.80 5.80 1508. 0.035 5.560 0.00
5.90 5.90 1508. 0.035 5.700 0.00
6.00 6.00 1508. 0.035 5.840 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.44 0.38 0.38 3.96 3.96 1505. 0.035
2 0.31 ******* 0.22 2.04 2.04 773. 0.018
3 0.26 0.23 0.22 1.98 1.98 745. 0.017
4 0.23 ******* 0.22 1.98 1.98 743. 0.017
5 0.25 ******* 0.21 1.97 1.97 738. 0.017
6 0.22 0.19 0.19 1.82 1.82 668. 0.015
7 0.21 ******* 0.16 1.46 1.46 496. 0.011
8 0.19 ******* 0.15 1.33 1.33 437. 0.010
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposed2.tsf
Outflow Time Series File:rdout2
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.382 CFS at 8:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.96 Ft
Peak Reservoir Elev: 3.96 Ft
Peak Reservoir Storage: 1505. Cu-Ft
: 0.035 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout2.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
0.186 6 2/09/01 4:00 0.382 3.96 1 100.00 0.990
0.147 8 1/05/02 17:00 0.225 2.04 2 25.00 0.960
0.217 3 2/27/03 8:00 0.217 1.98 3 10.00 0.900
0.158 7 8/26/04 3:00 0.217 1.98 4 5.00 0.800
0.215 5 10/28/04 18:00 0.215 1.97 5 3.00 0.667
0.217 4 1/18/06 17:00 0.186 1.82 6 2.00 0.500
0.225 2 10/26/06 3:00 0.158 1.46 7 1.30 0.231
0.382 1 1/09/08 8:00 0.147 1.33 8 1.10 0.091
Computed Peaks 0.329 3.19 50.00 0.980
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposed2.tsf
Outflow Time Series File:rdout2
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.382 CFS at 8:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.96 Ft
Peak Reservoir Elev: 3.96 Ft
Peak Reservoir Storage: 1505. Cu-Ft
: 0.035 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout2.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
0.186 6 2/09/01 4:00 0.382 3.96 1 100.00 0.990
0.147 8 1/05/02 17:00 0.225 2.04 2 25.00 0.960
0.217 3 2/27/03 8:00 0.217 1.98 3 10.00 0.900
0.158 7 8/26/04 3:00 0.217 1.98 4 5.00 0.800
0.215 5 10/28/04 18:00 0.215 1.97 5 3.00 0.667
0.217 4 1/18/06 17:00 0.186 1.82 6 2.00 0.500
0.225 2 10/26/06 3:00 0.158 1.46 7 1.30 0.231
0.382 1 1/09/08 8:00 0.147 1.33 8 1.10 0.091
Computed Peaks 0.329 3.19 50.00 0.980
0.31 0.31 88. 0.002 0.000 0.00
0.41 0.41 132. 0.003 0.000 0.00
0.50 0.50 177. 0.004 0.000 0.00
0.51 0.51 182. 0.004 0.000 0.00
0.52 0.52 187. 0.004 0.001 0.00
0.53 0.53 192. 0.004 0.002 0.00
0.54 0.54 197. 0.005 0.003 0.00
0.55 0.55 203. 0.005 0.005 0.00
0.56 0.56 208. 0.005 0.005 0.00
0.57 0.57 213. 0.005 0.006 0.00
0.58 0.58 219. 0.005 0.006 0.00
0.68 0.68 274. 0.006 0.009 0.00
0.78 0.78 333. 0.008 0.011 0.00
0.88 0.88 394. 0.009 0.013 0.00
0.98 0.98 457. 0.011 0.015 0.00
1.08 1.08 522. 0.012 0.016 0.00
1.18 1.18 589. 0.014 0.017 0.00
1.28 1.28 656. 0.015 0.019 0.00
1.38 1.38 724. 0.017 0.020 0.00
1.39 1.39 731. 0.017 0.020 0.00
1.40 1.40 738. 0.017 0.021 0.00
1.41 1.41 744. 0.017 0.022 0.00
1.42 1.42 751. 0.017 0.022 0.00
1.43 1.43 758. 0.017 0.023 0.00
1.53 1.53 826. 0.019 0.025 0.00
1.63 1.63 895. 0.021 0.027 0.00
1.73 1.73 963. 0.022 0.029 0.00
1.83 1.83 1030. 0.024 0.031 0.00
1.93 1.93 1096. 0.025 0.032 0.00
2.03 2.03 1161. 0.027 0.034 0.00
2.13 2.13 1224. 0.028 0.035 0.00
2.23 2.23 1285. 0.029 0.037 0.00
2.33 2.33 1343. 0.031 0.038 0.00
2.43 2.43 1398. 0.032 0.039 0.00
2.53 2.53 1450. 0.033 0.040 0.00
2.63 2.63 1498. 0.034 0.042 0.00
2.73 2.73 1540. 0.035 0.043 0.00
2.83 2.83 1575. 0.036 0.044 0.00
2.93 2.93 1602. 0.037 0.045 0.00
3.00 3.00 1612. 0.037 0.046 0.00
3.10 3.10 1612. 0.037 0.355 0.00
3.20 3.20 1612. 0.037 0.919 0.00
3.30 3.30 1612. 0.037 1.650 0.00
3.40 3.40 1612. 0.037 2.440 0.00
3.50 3.50 1612. 0.037 2.720 0.00
3.60 3.60 1612. 0.037 2.980 0.00
3.70 3.70 1612. 0.037 3.220 0.00
3.80 3.80 1612. 0.037 3.440 0.00
3.90 3.90 1612. 0.037 3.640 0.00
4.00 4.00 1612. 0.037 3.840 0.00
4.10 4.10 1612. 0.037 4.020 0.00
4.20 4.20 1612. 0.037 4.200 0.00
4.30 4.30 1612. 0.037 4.370 0.00
4.40 4.40 1612. 0.037 4.530 0.00
4.50 4.50 1612. 0.037 4.690 0.00
4.60 4.60 1612. 0.037 4.840 0.00
4.70 4.70 1612. 0.037 4.990 0.00
4.80 4.80 1612. 0.037 5.140 0.00
4.90 4.90 1612. 0.037 5.280 0.00
5.00 5.00 1612. 0.037 5.410 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.12 0.08 0.06 3.00 3.00 1612. 0.037
2 0.07 ******* 0.03 2.02 2.02 1155. 0.027
3 0.06 0.04 0.03 2.01 2.01 1149. 0.026
4 0.06 ******* 0.03 1.99 1.99 1135. 0.026
5 0.07 ******* 0.03 1.72 1.72 954. 0.022
6 0.06 0.02 0.02 1.37 1.37 715. 0.016
7 0.04 ******* 0.02 1.09 1.09 528. 0.012
8 0.05 ******* 0.02 0.99 0.99 462. 0.011
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposed3.tsf
Outflow Time Series File:rdout3
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.116 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.056 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.00 Ft
Peak Reservoir Elev: 3.00 Ft
Peak Reservoir Storage: 1612. Cu-Ft
: 0.037 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout3.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
0.033 4 2/09/01 19:00 0.056 3.00 1 100.00 0.990
0.016 7 1/05/02 18:00 0.034 2.02 2 25.00 0.960
0.029 5 2/27/03 10:00 0.034 2.01 3 10.00 0.900
0.015 8 8/23/04 21:00 0.033 1.99 4 5.00 0.800
0.020 6 1/05/05 10:00 0.029 1.72 5 3.00 0.667
0.034 3 1/18/06 21:00 0.020 1.37 6 2.00 0.500
0.034 2 11/24/06 6:00 0.016 1.09 7 1.30 0.231
0.056 1 1/09/08 10:00 0.015 0.99 8 1.10 0.091
Computed Peaks 0.049 3.00 50.00 0.980
Peak Flows out of Basin 3 Detention Facility
Flow Frequency Analysis
Time Series File:rdout3.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
0.033 4 2/09/01 19:00 0.056 3.00 1 100.00 0.990
0.016 7 1/05/02 18:00 0.034 2.02 2 25.00 0.960
0.029 5 2/27/03 10:00 0.034 2.01 3 10.00 0.900
0.015 8 8/23/04 21:00 0.033 1.99 4 5.00 0.800
0.020 6 1/05/05 10:00 0.029 1.72 5 3.00 0.667
0.034 3 1/18/06 21:00 0.020 1.37 6 2.00 0.500
0.034 2 11/24/06 6:00 0.016 1.09 7 1.30 0.231
0.056 1 1/09/08 10:00 0.015 0.99 8 1.10 0.091
Computed Peaks 0.049 3.00 50.00 0.980
Basin 3: 2-Year Pipe Outflow = 0.020 cfs < 0.020 cfs = 2-Year Pre-Developed Flow
Basin 3: 10-Year Pipe Outflow = cfs = 10-Year Pre-Developed Flow
Basin 3: 100-Year Pipe Outflow = cfs =
Results:
Facility meets design standards.
Height Above Riser in overflow scenerio
Qweir=9.739 DH3/2
H = (Q/9.739)2/3
freeboard
H elevation
Detention head above riser above rim criteria
System Q (100 year)wier elevation riser elevation met?
Detention 1.57 0.30'36.68 yes
Pipe 1
Detention 0.382 0.12'35.06 35.18 38.05 yes
Pipe 2
Detention 0.056 0.03'34.58 34.61 36.3 yes
Pipe 3
FIRE
LANE
-
NO
PARKINGFI
RE LANE NO PARKINGFIRE LANE NO PARKINGFIRE LANE NO PARKI
NGFIRE LANE NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKING FIRE LANE - NO PARKING
FIRE LANE - NO PARKING
FIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARK
INGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE
LANE
-
NO
PARK
ING
FIRE LANE - NO PARKINGFIRE
LANE
-
NO
PARK
ING
FIRE LANE - NO PARKINGLANE - NO PARKINGFIREFiltera 1 Filtera 2
Filtera 4
Filtera 3
Filtera 5
BUILDING
FILTERA 1
TOTAL AREA:23,090 SF 0.53 AC
IMPERVIOUS:19,600 SF 0.45 AC
LAWN:3,490 SF 0.08 AC
FILTERA 2
TOTAL AREA:24,820 SF 0.57 AC
IMPERVIOUS:19,500 SF 0.45 AC
LAWN:5,320 SF 0.12 AC
FILTERA 3
TOTAL AREA:6,161 SF 0.14 AC
IMPERVIOUS:5,078 SF 0.12 AC
LAWN:1,083 SF 0.02 AC
FILTERA 4
TOTAL AREA:13,549 SF 0.31 AC
IMPERVIOUS:10,111 SF 0.23 AC
LAWN:3438 SF 0.08 AC
FILTERA 5
TOTAL AREA:10,265 SF 0.24 AC
IMPERVIOUS:8,177 SF 0.19 AC
LAWN:2,088 SF 0.05 AC
FILTERA 6 (Offsite)
TOTAL AREA:11,320 SF 0.26 AC
IMPERVIOUS:11,320 SF 0.26 AC
LAWN:0 SF 0.00 AC
A-10STORMWATER TREATMENT
BASINS
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
1
June 2016
GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), ENHANCED,
PHOSPHORUS & OIL TREATMENT
For
Americast Filterra®
Ecology’s Decision:
Based on Americast’s submissions, including the Final Technical Evaluation Reports, dated
March 27, 2014 and December 2009, and additional information provided to Ecology dated
October 9, 2009, Ecology hereby issues the following use level designations:
1. A General Use Level Designation for Basic, Enhanced, Phosphorus, and Oil Treatment at the
following water quality design hydraulic loading rates:
Treatment Hydraulic Conductivity*
(in/hr) for use in Western
Washington Sizing
Infiltration Rate (in/hr) for
use in eastern Washington
Sizing
Basic 70.92 100
Phosphorus 70.92 100
Oil 35.46 50
Enhanced 24.82 35
*calculated based on listed infiltration rate and a hydraulic gradient of 1.41 inch/inch (2.55 ft
head with 1.80 ft media).
2. The Filterra® unit is not appropriate for oil spill-control purposes.
3. Ecology approves the Filterra® units for treatment at the hydraulic loading rates listed above,
to achieve the maximum water quality design flow rate. Calculate the water quality design
flow rates using the following procedures:
x Western Washington: for treatment installed upstream of detention or retention, the water
quality design flow rate is the peak 15-minute flow rate as calculated using the sand filter
module in the latest version of the Western Washington Hydrology Model or other
Ecology-approved continuous runoff model. The model must indicate the unit is capable
of processing 91 percent of the influent runoff file.
x Eastern Washington: For treatment installed upstream of detention or retention, the water
quality design flow rate is the peak 15-minute flow rate as calculated using one of the
three flow rate based methods described in Chapter 2.2.5 of the Stormwater Management
Manual for Eastern Washington (SWMMEW) or local manual.
2
x Entire State: For treatment installed downstream of detention, the water quality design
flow rate is the full 2-year release rate of the detention facility.
4. This General Use Level Designation has no expiration date but Ecology may revoke or
amend the designation, and is subject to the conditions specified below.
Ecology’s Conditions of Use:
Filterra® units shall comply with these conditions shall comply with the following conditions:
1. Design, assemble, install, operate, and maintain the Filterra® units in accordance with
applicable Americast Filterra® manuals, document, and the Ecology Decision.
2. Each site plan must undergo Americast Filterra® review before Ecology can approve the unit
for site installation. This will ensure that site grading and slope are appropriate for use of a
Filterra® unit.
3. Filterra® media shall conform to the specifications submitted to and approved by Ecology.
4. Maintenance includes removing trash, degraded mulch, and accumulated debris from the
filter surface and replacing the mulch layer. Use inspections to determine the site-specific
maintenance schedules and requirements. Follow maintenance procedures given in the most
recent version of the Filterra® Operation and Maintenance Manual.
5. Maintenance: The required maintenance interval for stormwater treatment devices is often
dependent upon the degree of pollutant loading from a particular drainage basin. Therefore,
Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a
particular model/size of manufactured filter treatment device.
x Filterra® designs their systems for a target maintenance interval of 6 months.
Maintenance includes removing accumulated sediment and trash from the surface area of
the media, removing the mulch above the media, replacing the mulch, providing plant
health evaluation, and pruning the plant if deemed necessary.
x Conduct maintenance following manufacturer’s guidelines.
6. Filterra® units come in standard sizes.
7. The minimum size filter surface-area for use in western Washington is determined by using
the sand filter module in the latest version of WWHM or other Ecology approved continuous
runoff model for western Washington. Model inputs include
a) Filter media depth: 1.8 feet
b) Effective Ponding Depth: 0.75 feet (This is equivalent to the 6-inch clear zone
between the top of the mulch and the bottom of the slab plus 3-inches of mulch.)
c) Side slopes: Vertical
d) Riser height: 0.70 feet
e) Filter Hydraulic Conductivity: Use the Hydraulic Conductivity as listed in the table
above (use the lowest applicable hydraulic conductivity depending on the level of
treatment required) under Ecology’s Decision, above.
3
8. The minimum size filter surface-area for use in eastern Washington is determined by using
the design water quality flow rate (as determined in item 3, above) and the Infiltration Rate
from the table above (use the lowest applicable Infiltration Rate depending on the level of
treatment required). Calculate the required area by dividing the water quality design flow rate
(cu-ft/sec) by the Infiltration Rate (converted to ft/sec) to obtain required surface area (sq ft)
of the Filterra unit.
9. Discharges from the Filterra® units shall not cause or contribute to water quality standards
violations in receiving waters.
Approved Alternate Configurations
Filterra® Internal Bypass - Pipe (FTIB-P)
1. The Filterra® Internal Bypass – Pipe allows for piped-in flow from area drains, grated inlets,
trench drains, and/or roof drains. Design capture flows and peak flows enter the structure
through an internal slotted pipe. Filterra® inverted the slotted pipe to allow design flows to
drop through to a series of splash plates that then disperse the design flows over the top
surface of the Filterra® planter area. Higher flows continue to bypass the slotted pipe and
convey out the structure.
2. To select a FTIB-P unit, the designer must determine the size of the standard unit using the
sizing guidance described above.
Filterra® Internal Bypass – Curb (FTIB-C)
1. The Filterra® Internal Bypass –Curb model (FTIB-C) incorporates a curb inlet, biofiltration
treatment chamber, and internal high flow bypass in one single structure. Filterra® designed
the FTIB-C model for use in a “Sag” or “Sump” condition and will accept flows from both
directions along a gutter line. An internal flume tray weir component directs treatment flows
entering the unit through the curb inlet to the biofiltration treatment chamber. Flows in
excess of the water quality treatment flow rise above the flume tray weir and discharge
through a standpipe orifice; providing bypass of untreated peak flows. Americast
manufactures the FTIB-C model in a variety of sizes and configurations and you may use the
unit on a continuous grade when a single structure providing both treatment and high flow
bypass is preferred. The FTIB-C model can also incorporate a separate junction box chamber
to allow larger diameter discharge pipe connections to the structure.
2. To select a FTIB-C unit, the designer must determine the size of the standard unit using the
sizing guidance described above.
Filterra® Shallow
1. The Filterra® Shallow provides additional flexibility for design engineers and designers in
situations where there is limited depth and various elevation constraints to applying a
standard Filterra® configuration. Engineers can design this system up to six inches shallower
than any of the previous Filterra unit configurations noted above.
4
2. Ecology requires that the Filterra® Shallow provide a contact time equivalent to that of the
standard unit. This means that with a smaller depth of media, the surface area must increase.
3. To select a Filterra® Shallow System unit, the designer must first identify the size of the
standard unit using the modeling guidance described above.
4. Once you establish the size of the standard Filterra® unit using the sizing technique described
above, use information from the following table to select the appropriate size Filterra®
Shallow System unit.
Shallow Unit Basic, Enhanced, and Oil Treatment Sizing
Standard Depth Equivalent Shallow Depth
4x4 4x6 or 6x4
4x6 or 6x4 6x6
4x8 or 8x4 6x8 or 8x6
6x6 6x10 or 10x6
6x8 or 8x6 6x12 or 12x6
6x10 or 10x6 13x7
Notes:
1. Shallow Depth Boxes are less than the standard depth of 3.5 feet but no less
than 3.0 feet deep (TC to INV).
Applicant: Filterra® Bioretention Systems, division of Contech
Engineered Solutions, LLC.
Applicant’s Address: 11815 NE Glenn Widing Drive
Portland, OR 97220
Application Documents:
y State of Washington Department of Ecology Application for Conditional Use
Designation, Americast (September 2006)
y Quality Assurance Project Plan Filterra® Bioretention Filtration System Performance
Monitoring, Americast (April 2008)
y Quality Assurance Project Plan Addendum Filterra® Bioretention Filtration System
Performance Monitoring, Americast (June 2008)
y Draft Technical Evaluation Report Filterra® Bioretention Filtration System Performance
Monitoring, Americast (August 2009)
y Final Technical Evaluation Report Filterra® Bioretention Filtration System Performance
Monitoring, Americast (December 2009)
y Technical Evaluation Report Appendices Filterra® Bioretention Filtration System
Performance Monitoring, Americast, August 2009
y Memorandum to Department of Ecology Dated October 9, 2009 from Americast, Inc. and
Herrera Environmental Consultants
5
y Quality Assurance Project Plan Filterra® Bioretention System Phosphorus treatment and
Supplemental Basic and Enhanced Treatment Performance Monitoring, Americast
(November 2011)
y Filterra® letter August 24, 2012 regarding sizing for the Filterra® Shallow System.
y University of Virginia Engineering Department Memo by Joanna Crowe Curran, Ph. D
dated March 16, 2013 concerning capacity analysis of Filterra® internal weir inlet tray.
y Terraphase Engineering letter to Jodi Mills, P.E. dated April 2, 2013 regarding
Terraflume Hydraulic Test, Filterra® Bioretention System and attachments.
y Technical Evaluation Report, Filterra® System Phosphorus Treatment and Supplemental
Basic Treatment Performance Monitoring. March 27th, 2014.
Applicant’s Use Level Request:
General Level Use Designation for Basic, Enhanced, Phosphorus, and Oil Treatment.
Applicant’s Performance Claims:
Field-testing and laboratory testing show that the Filterra® unit is promising as a stormwater
treatment best management practice and can meet Ecology’s performance goals for basic,
enhanced, phosphorus, and oil treatment.
Findings of Fact:
Field Testing 2013
1. Filterra® completed field-testing of a 6.5 ft x 4 ft. unit at one site in Bellingham,
Washington. Continuous flow and rainfall data collected from January 1, 2013 through
July 23, 2013 indicated that 59 storm events occurred. The monitoring obtained water
quality data from 22 storm events. Not all the sampled storms produced information that
met TAPE criteria for storm and/or water quality data.
2. The system treated 98.9 percent of the total 8-month runoff volume during the testing
period. Consequently, the system achieved the goal of treating 91 percent of the volume
from the site. Stormwater runoff bypassed during four of the 59 storm events.
3. Of the 22 sampled events, 18 qualified for TSS analysis (influent TSS concentrations
ranged from 25 to 138 mg/L). The data were segregated into sample pairs with influent
concentration greater than and less than 100 mg/L. The UCL95 mean effluent
concentration for the data with influent less than 100 mg/L was 5.2 mg/L, below the 20-
mg/L threshold. Although the TAPE guidelines do not require an evaluation of TSS
removal efficiency for influent concentrations below 100 mg/L, the mean TSS removal
for these samples was 90.1 percent. Average removal of influent TSS concentrations
greater than 100 mg/L (three events) was 85 percent. In addition, the system consistently
exhibited TSS removal greater than 80 percent at flow rates at a 100 inches per hour
[in/hr] infiltration rate and was observed at 150 in/hr.
6
4. Ten of the 22 sampled events qualified for TP analysis. Americast augmented the dataset
using two sample pairs from previous monitoring at the site. Influent TP concentrations
ranged from 0.11 to 0.52 mg/L. The mean TP removal for these twelve events was 72.6
percent. The LCL95 mean percent removal was 66.0, well above the TAPE requirement
of 50 percent. Treatment above 50 percent was evident at 100 in/hr infiltration rate and as
high as 150 in/hr. Consequently, the Filterra® test system met the TAPE Phosphorus
Treatment goal at 100 in/hr. Influent ortho-P concentrations ranged from 0.005 to 0.012
mg/L; effluent ortho-P concentrations ranged from 0.005 to 0.013 mg/L. The reporting
limit/resolution for the ortho-P test method is 0.01 mg/L, therefore the influent and
effluent ortho-P concentrations were both at and near non-detect concentrations.
Field Testing 2008-2009
1. Filterra® completed field-testing at two sites at the Port of Tacoma. Continuous flow and
rainfall data collected during the 2008-2009 monitoring period indicated that 89 storm
events occurred. The monitoring obtained water quality data from 27 storm events. Not
all the sampled storms produced information that met TAPE criteria for storm and/or
water quality data.
2. During the testing at the Port of Tacoma, 98.96 to 99.89 percent of the annual influent
runoff volume passed through the POT1 and POT2 test systems respectively. Stormwater
runoff bypassed the POT1 test system during nine storm events and bypassed the POT2
test system during one storm event. Bypass volumes ranged from 0.13% to 15.3% of the
influent storm volume. Both test systems achieved the 91 percent water quality treatment-
goal over the 1-year monitoring period.
3. Consultants observed infiltration rates as high as 133 in/hr during the various storms.
Filterra® did not provide any paired data that identified percent removal of TSS, metals,
oil, or phosphorus at an instantaneous observed flow rate.
4. The maximum storm average hydraulic loading rate associated with water quality data is
<40 in/hr, with the majority of flow rates < 25 in/hr. The average instantaneous hydraulic
loading rate ranged from 8.6 to 53 inches per hour.
5. The field data showed a removal rate greater than 80% for TSS with an influent
concentration greater than 20 mg/l at an average instantaneous hydraulic loading rate up
to 53 in/hr (average influent concentration of 28.8 mg/l, average effluent concentration of
4.3 mg/l).
6. The field data showed a removal rate generally greater than 54% for dissolved zinc at an
average instantaneous hydraulic loading rate up to 60 in/hr and an average influent
concentration of 0.266 mg/l (average effluent concentration of 0.115 mg/l).
7. The field data showed a removal rate generally greater than 40% for dissolved copper at
an average instantaneous hydraulic loading rate up to 35 in/hr and an average influent
concentration of 0.0070 mg/l (average effluent concentration of 0.0036 mg/l).
8. The field data showed an average removal rate of 93% for total petroleum hydrocarbon
(TPH) at an average instantaneous hydraulic loading rate up to 53 in/hr and an average
influent concentration of 52 mg/l (average effluent concentration of 2.3 mg/l). The data
7
also shows achievement of less than 15 mg/l TPH for grab samples. Filterra® provided
limited visible sheen data due to access limitations at the outlet monitoring location.
9. The field data showed low percentage removals of total phosphorus at all storm flows at
an average influent concentration of 0.189 mg/l (average effluent concentration of 0.171
mg/l). We may relate the relatively poor treatment performance of the Filterra® system at
this location to influent characteristics for total phosphorus that are unique to the Port of
Tacoma site. It appears that the Filterra® system will not meet the 50 percent removal
performance goal when you expect the majority of phosphorus in the runoff to be in the
dissolved form.
Laboratory Testing
1. Filterra® performed laboratory testing on a scaled down version of the Filterra® unit. The
lab data showed an average removal from 83-91% for TSS with influents ranging from
21 to 320 mg/L, 82-84% for total copper with influents ranging from 0.94 to 2.3 mg/L,
and 50-61% for orthophosphate with influents ranging from 2.46 to 14.37 mg/L.
2. Filterra® conducted permeability tests on the soil media.
3. Lab scale testing using Sil-Co-Sil 106 showed percent removals ranging from 70.1% to
95.5% with a median percent removal of 90.7%, for influent concentrations ranging from
8.3 to 260 mg/L. Filterra® ran these laboratory tests at an infiltration rate of 50 in/hr.
4. Supplemental lab testing conducted in September 2009 using Sil-Co-Sil 106 showed an
average percent removal of 90.6%. These laboratory tests were run at infiltration rates
ranging from 25 to 150 in/hr for influent concentrations ranging from 41.6 to 252.5 mg/l.
Regression analysis results indicate that the Filterra® system’s TSS removal performance
is independent of influent concentration in the concentration rage evaluated at hydraulic
loading rates of up to 150 in/hr.
Contact Information:
Applicant: Sean Darcy
Contech Engineered Solutions, LLC.
11815 Glenn Widing Dr
Portland, OR 97220
(503) 258-3105
darcys@conteches.com
Applicant’s Website: http://www.conteches.com
Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html
Ecology: Douglas C. Howie, P.E.
Department of Ecology
Water Quality Program
(360) 407-6444
douglas.howie@ecy.wa.gov
8
Date Revision
December 2009 GULD for Basic, Enhanced, and Oil granted, CULD for Phosphorus
September 2011 Extended CULD for Phosphorus Treatment
September 2012 Revised design storm discussion, added Shallow System.
January 2013 Revised format to match Ecology standards, changed Filterra contact
information
February 2013 Added FTIB-P system
March 2013 Added FTIB-C system
April 2013 Modified requirements for identifying appropriate size of unit
June 2013 Modified description of FTIB-C alternate configuration
March 2014 GULD awarded for Phosphorus Treatment. GULD updated for a
higher flow-rate for Basic Treatment.
June 2014 Revised sizing calculation methods
March 2015 Revised Contact Information
June 2015 CULD for Basic and Enhanced at 100 in/hr infiltration rate
November 2015 Removed information on CULD (created separate CULD document
for 100 in/hr infiltration rate)
June 2016 Revised text regarding Hydraulic conductivity value
WWHM2012
PROJECT REPORT
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 2
General Model Information
Project Name:Sartori Filtera 20170425 offsite
Site Name:Sartori
Site Address:315 Garden Ave N
City:Renton
Report Date:4/25/2017
Gage:Seatac
Data Start:1948/10/01
Data End:2009/09/30
Timestep:15 Minute
Precip Scale:0.00 (adjusted)
Version Date:2016/02/25
Version:4.2.12
POC Thresholds
Low Flow Threshold for POC1:50 Percent of the 2 Year
High Flow Threshold for POC1:50 Year
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 3
Landuse Basin Data
Predeveloped Land Use
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 4
Mitigated Land Use
FILTERRA 1
Bypass:No
GroundWater:No
Pervious Land Use acre
A B, Lawn, Flat 0.08
Pervious Total 0.08
Impervious Land Use acre
PARKING FLAT 0.45
Impervious Total 0.45
Basin Total 0.53
Element Flows To:
Surface Interflow Groundwater
Sand Filter 1 Sand Filter 1
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 5
FILTERRA 2
Bypass:No
GroundWater:No
Pervious Land Use acre
A B, Lawn, Flat 0.12
Pervious Total 0.12
Impervious Land Use acre
PARKING FLAT 0.45
Impervious Total 0.45
Basin Total 0.57
Element Flows To:
Surface Interflow Groundwater
Sand Filter 2 Sand Filter 2
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 6
FILTERRA 3
Bypass:No
GroundWater:No
Pervious Land Use acre
A B, Lawn, Flat 0.02
Pervious Total 0.02
Impervious Land Use acre
PARKING FLAT 0.12
Impervious Total 0.12
Basin Total 0.14
Element Flows To:
Surface Interflow Groundwater
Sand Filter 3 Sand Filter 3
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 7
FILTERRA 4
Bypass:No
GroundWater:No
Pervious Land Use acre
A B, Lawn, Flat 0.08
Pervious Total 0.08
Impervious Land Use acre
PARKING FLAT 0.23
Impervious Total 0.23
Basin Total 0.31
Element Flows To:
Surface Interflow Groundwater
Sand Filter 4 Sand Filter 4
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 8
FILTERRA 5
Bypass:No
GroundWater:No
Pervious Land Use acre
A B, Lawn, Flat 0.05
Pervious Total 0.05
Impervious Land Use acre
PARKING FLAT 0.19
Impervious Total 0.19
Basin Total 0.24
Element Flows To:
Surface Interflow Groundwater
Sand Filter 5 Sand Filter 5
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 10
Filterra Offsite
Bypass:No
GroundWater:No
Pervious Land Use acre
Pervious Total 0
Impervious Land Use acre
PARKING FLAT 0.26
Impervious Total 0.26
Basin Total 0.26
Element Flows To:
Surface Interflow Groundwater
Sand Filter Offsite Sand Filter Offsite
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 11
Routing Elements
Predeveloped Routing
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 12
Mitigated Routing
Sand Filter 1
Bottom Length:6.00 ft.
Bottom Width:10.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):65.448
Total Volume Through Riser (ac-ft.):4.141
Total Volume Through Facility (ac-ft.):69.589
Percent Infiltrated:94.05
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.001 0.000 0.000 0.000
0.0083 0.001 0.000 0.000 0.034
0.0167 0.001 0.000 0.000 0.034
0.0250 0.001 0.000 0.000 0.035
0.0333 0.001 0.000 0.000 0.035
0.0417 0.001 0.000 0.000 0.035
0.0500 0.001 0.000 0.000 0.035
0.0583 0.001 0.000 0.000 0.035
0.0667 0.001 0.000 0.000 0.035
0.0750 0.001 0.000 0.000 0.035
0.0833 0.001 0.000 0.000 0.036
0.0917 0.001 0.000 0.000 0.036
0.1000 0.001 0.000 0.000 0.036
0.1083 0.001 0.000 0.000 0.036
0.1167 0.001 0.000 0.000 0.036
0.1250 0.001 0.000 0.000 0.036
0.1333 0.001 0.000 0.000 0.037
0.1417 0.001 0.000 0.000 0.037
0.1500 0.001 0.000 0.000 0.037
0.1583 0.001 0.000 0.000 0.037
0.1667 0.001 0.000 0.000 0.037
0.1750 0.001 0.000 0.000 0.037
0.1833 0.001 0.000 0.000 0.038
0.1917 0.001 0.000 0.000 0.038
0.2000 0.001 0.000 0.000 0.038
0.2083 0.001 0.000 0.000 0.038
0.2167 0.001 0.000 0.000 0.038
0.2250 0.001 0.000 0.000 0.038
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 13
0.2333 0.001 0.000 0.000 0.038
0.2417 0.001 0.000 0.000 0.039
0.2500 0.001 0.000 0.000 0.039
0.2583 0.001 0.000 0.000 0.039
0.2667 0.001 0.000 0.000 0.039
0.2750 0.001 0.000 0.000 0.039
0.2833 0.001 0.000 0.000 0.039
0.2917 0.001 0.000 0.000 0.040
0.3000 0.001 0.000 0.000 0.040
0.3083 0.001 0.000 0.000 0.040
0.3167 0.001 0.000 0.000 0.040
0.3250 0.001 0.000 0.000 0.040
0.3333 0.001 0.000 0.000 0.040
0.3417 0.001 0.000 0.000 0.041
0.3500 0.001 0.000 0.000 0.041
0.3583 0.001 0.000 0.000 0.041
0.3667 0.001 0.000 0.000 0.041
0.3750 0.001 0.000 0.000 0.041
0.3833 0.001 0.000 0.000 0.041
0.3917 0.001 0.000 0.000 0.042
0.4000 0.001 0.000 0.000 0.042
0.4083 0.001 0.000 0.000 0.042
0.4167 0.001 0.000 0.000 0.042
0.4250 0.001 0.000 0.000 0.042
0.4333 0.001 0.000 0.000 0.042
0.4417 0.001 0.000 0.000 0.042
0.4500 0.001 0.000 0.000 0.043
0.4583 0.001 0.000 0.000 0.043
0.4667 0.001 0.000 0.000 0.043
0.4750 0.001 0.000 0.000 0.043
0.4833 0.001 0.000 0.000 0.043
0.4917 0.001 0.000 0.000 0.043
0.5000 0.001 0.000 0.000 0.044
0.5083 0.001 0.000 0.000 0.044
0.5167 0.001 0.000 0.000 0.044
0.5250 0.001 0.000 0.000 0.044
0.5333 0.001 0.000 0.000 0.044
0.5417 0.001 0.000 0.000 0.044
0.5500 0.001 0.000 0.000 0.045
0.5583 0.001 0.000 0.000 0.045
0.5667 0.001 0.000 0.000 0.045
0.5750 0.001 0.000 0.000 0.045
0.5833 0.001 0.000 0.000 0.045
0.5917 0.001 0.000 0.000 0.045
0.6000 0.001 0.000 0.000 0.046
0.6083 0.001 0.000 0.000 0.046
0.6167 0.001 0.000 0.000 0.046
0.6250 0.001 0.000 0.000 0.046
0.6333 0.001 0.000 0.000 0.046
0.6417 0.001 0.000 0.000 0.046
0.6500 0.001 0.000 0.000 0.046
0.6583 0.001 0.000 0.000 0.047
0.6667 0.001 0.000 0.000 0.047
0.6750 0.001 0.000 0.000 0.047
0.6833 0.001 0.000 0.000 0.047
0.6917 0.001 0.001 0.000 0.047
0.7000 0.001 0.001 0.000 0.047
0.7083 0.001 0.001 0.067 0.048
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 14
0.7167 0.001 0.001 0.190 0.048
0.7250 0.001 0.001 0.349 0.048
0.7333 0.001 0.001 0.538 0.048
0.7417 0.001 0.001 0.752 0.048
0.7500 0.001 0.001 0.989 0.048
0.7583 0.001 0.001 1.246 0.049
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 15
Sand Filter 2
Bottom Length:6.00 ft.
Bottom Width:10.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):65.456
Total Volume Through Riser (ac-ft.):4.15
Total Volume Through Facility (ac-ft.):69.606
Percent Infiltrated:94.04
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.001 0.000 0.000 0.000
0.0083 0.001 0.000 0.000 0.034
0.0167 0.001 0.000 0.000 0.034
0.0250 0.001 0.000 0.000 0.035
0.0333 0.001 0.000 0.000 0.035
0.0417 0.001 0.000 0.000 0.035
0.0500 0.001 0.000 0.000 0.035
0.0583 0.001 0.000 0.000 0.035
0.0667 0.001 0.000 0.000 0.035
0.0750 0.001 0.000 0.000 0.035
0.0833 0.001 0.000 0.000 0.036
0.0917 0.001 0.000 0.000 0.036
0.1000 0.001 0.000 0.000 0.036
0.1083 0.001 0.000 0.000 0.036
0.1167 0.001 0.000 0.000 0.036
0.1250 0.001 0.000 0.000 0.036
0.1333 0.001 0.000 0.000 0.037
0.1417 0.001 0.000 0.000 0.037
0.1500 0.001 0.000 0.000 0.037
0.1583 0.001 0.000 0.000 0.037
0.1667 0.001 0.000 0.000 0.037
0.1750 0.001 0.000 0.000 0.037
0.1833 0.001 0.000 0.000 0.038
0.1917 0.001 0.000 0.000 0.038
0.2000 0.001 0.000 0.000 0.038
0.2083 0.001 0.000 0.000 0.038
0.2167 0.001 0.000 0.000 0.038
0.2250 0.001 0.000 0.000 0.038
0.2333 0.001 0.000 0.000 0.038
0.2417 0.001 0.000 0.000 0.039
Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 16
0.2500 0.001 0.000 0.000 0.039
0.2583 0.001 0.000 0.000 0.039
0.2667 0.001 0.000 0.000 0.039
0.2750 0.001 0.000 0.000 0.039
0.2833 0.001 0.000 0.000 0.039
0.2917 0.001 0.000 0.000 0.040
0.3000 0.001 0.000 0.000 0.040
0.3083 0.001 0.000 0.000 0.040
0.3167 0.001 0.000 0.000 0.040
0.3250 0.001 0.000 0.000 0.040
0.3333 0.001 0.000 0.000 0.040
0.3417 0.001 0.000 0.000 0.041
0.3500 0.001 0.000 0.000 0.041
0.3583 0.001 0.000 0.000 0.041
0.3667 0.001 0.000 0.000 0.041
0.3750 0.001 0.000 0.000 0.041
0.3833 0.001 0.000 0.000 0.041
0.3917 0.001 0.000 0.000 0.042
0.4000 0.001 0.000 0.000 0.042
0.4083 0.001 0.000 0.000 0.042
0.4167 0.001 0.000 0.000 0.042
0.4250 0.001 0.000 0.000 0.042
0.4333 0.001 0.000 0.000 0.042
0.4417 0.001 0.000 0.000 0.042
0.4500 0.001 0.000 0.000 0.043
0.4583 0.001 0.000 0.000 0.043
0.4667 0.001 0.000 0.000 0.043
0.4750 0.001 0.000 0.000 0.043
0.4833 0.001 0.000 0.000 0.043
0.4917 0.001 0.000 0.000 0.043
0.5000 0.001 0.000 0.000 0.044
0.5083 0.001 0.000 0.000 0.044
0.5167 0.001 0.000 0.000 0.044
0.5250 0.001 0.000 0.000 0.044
0.5333 0.001 0.000 0.000 0.044
0.5417 0.001 0.000 0.000 0.044
0.5500 0.001 0.000 0.000 0.045
0.5583 0.001 0.000 0.000 0.045
0.5667 0.001 0.000 0.000 0.045
0.5750 0.001 0.000 0.000 0.045
0.5833 0.001 0.000 0.000 0.045
0.5917 0.001 0.000 0.000 0.045
0.6000 0.001 0.000 0.000 0.046
0.6083 0.001 0.000 0.000 0.046
0.6167 0.001 0.000 0.000 0.046
0.6250 0.001 0.000 0.000 0.046
0.6333 0.001 0.000 0.000 0.046
0.6417 0.001 0.000 0.000 0.046
0.6500 0.001 0.000 0.000 0.046
0.6583 0.001 0.000 0.000 0.047
0.6667 0.001 0.000 0.000 0.047
0.6750 0.001 0.000 0.000 0.047
0.6833 0.001 0.000 0.000 0.047
0.6917 0.001 0.001 0.000 0.047
0.7000 0.001 0.001 0.000 0.047
0.7083 0.001 0.001 0.067 0.048
0.7167 0.001 0.001 0.190 0.048
0.7250 0.001 0.001 0.349 0.048
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 17
0.7333 0.001 0.001 0.538 0.048
0.7417 0.001 0.001 0.752 0.048
0.7500 0.001 0.001 0.989 0.048
0.7583 0.001 0.001 1.246 0.049
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 18
Sand Filter 3
Bottom Length:4.00 ft.
Bottom Width:4.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):16.679
Total Volume Through Riser (ac-ft.):1.005
Total Volume Through Facility (ac-ft.):17.683
Percent Infiltrated:94.32
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.000 0.000 0.000 0.000
0.0083 0.000 0.000 0.000 0.009
0.0167 0.000 0.000 0.000 0.009
0.0250 0.000 0.000 0.000 0.009
0.0333 0.000 0.000 0.000 0.009
0.0417 0.000 0.000 0.000 0.009
0.0500 0.000 0.000 0.000 0.009
0.0583 0.000 0.000 0.000 0.009
0.0667 0.000 0.000 0.000 0.009
0.0750 0.000 0.000 0.000 0.009
0.0833 0.000 0.000 0.000 0.009
0.0917 0.000 0.000 0.000 0.009
0.1000 0.000 0.000 0.000 0.009
0.1083 0.000 0.000 0.000 0.009
0.1167 0.000 0.000 0.000 0.009
0.1250 0.000 0.000 0.000 0.009
0.1333 0.000 0.000 0.000 0.009
0.1417 0.000 0.000 0.000 0.009
0.1500 0.000 0.000 0.000 0.010
0.1583 0.000 0.000 0.000 0.010
0.1667 0.000 0.000 0.000 0.010
0.1750 0.000 0.000 0.000 0.010
0.1833 0.000 0.000 0.000 0.010
0.1917 0.000 0.000 0.000 0.010
0.2000 0.000 0.000 0.000 0.010
0.2083 0.000 0.000 0.000 0.010
0.2167 0.000 0.000 0.000 0.010
0.2250 0.000 0.000 0.000 0.010
0.2333 0.000 0.000 0.000 0.010
0.2417 0.000 0.000 0.000 0.010
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 19
0.2500 0.000 0.000 0.000 0.010
0.2583 0.000 0.000 0.000 0.010
0.2667 0.000 0.000 0.000 0.010
0.2750 0.000 0.000 0.000 0.010
0.2833 0.000 0.000 0.000 0.010
0.2917 0.000 0.000 0.000 0.010
0.3000 0.000 0.000 0.000 0.010
0.3083 0.000 0.000 0.000 0.010
0.3167 0.000 0.000 0.000 0.010
0.3250 0.000 0.000 0.000 0.010
0.3333 0.000 0.000 0.000 0.010
0.3417 0.000 0.000 0.000 0.010
0.3500 0.000 0.000 0.000 0.011
0.3583 0.000 0.000 0.000 0.011
0.3667 0.000 0.000 0.000 0.011
0.3750 0.000 0.000 0.000 0.011
0.3833 0.000 0.000 0.000 0.011
0.3917 0.000 0.000 0.000 0.011
0.4000 0.000 0.000 0.000 0.011
0.4083 0.000 0.000 0.000 0.011
0.4167 0.000 0.000 0.000 0.011
0.4250 0.000 0.000 0.000 0.011
0.4333 0.000 0.000 0.000 0.011
0.4417 0.000 0.000 0.000 0.011
0.4500 0.000 0.000 0.000 0.011
0.4583 0.000 0.000 0.000 0.011
0.4667 0.000 0.000 0.000 0.011
0.4750 0.000 0.000 0.000 0.011
0.4833 0.000 0.000 0.000 0.011
0.4917 0.000 0.000 0.000 0.011
0.5000 0.000 0.000 0.000 0.011
0.5083 0.000 0.000 0.000 0.011
0.5167 0.000 0.000 0.000 0.011
0.5250 0.000 0.000 0.000 0.011
0.5333 0.000 0.000 0.000 0.011
0.5417 0.000 0.000 0.000 0.012
0.5500 0.000 0.000 0.000 0.012
0.5583 0.000 0.000 0.000 0.012
0.5667 0.000 0.000 0.000 0.012
0.5750 0.000 0.000 0.000 0.012
0.5833 0.000 0.000 0.000 0.012
0.5917 0.000 0.000 0.000 0.012
0.6000 0.000 0.000 0.000 0.012
0.6083 0.000 0.000 0.000 0.012
0.6167 0.000 0.000 0.000 0.012
0.6250 0.000 0.000 0.000 0.012
0.6333 0.000 0.000 0.000 0.012
0.6417 0.000 0.000 0.000 0.012
0.6500 0.000 0.000 0.000 0.012
0.6583 0.000 0.000 0.000 0.012
0.6667 0.000 0.000 0.000 0.012
0.6750 0.000 0.000 0.000 0.012
0.6833 0.000 0.000 0.000 0.012
0.6917 0.000 0.000 0.000 0.012
0.7000 0.000 0.000 0.000 0.012
0.7083 0.000 0.000 0.067 0.012
0.7167 0.000 0.000 0.190 0.012
0.7250 0.000 0.000 0.349 0.012
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 20
0.7333 0.000 0.000 0.538 0.012
0.7417 0.000 0.000 0.752 0.013
0.7500 0.000 0.000 0.989 0.013
0.7583 0.000 0.000 1.246 0.013
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 21
Sand Filter 4
Bottom Length:6.00 ft.
Bottom Width:6.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):33.678
Total Volume Through Riser (ac-ft.):1.432
Total Volume Through Facility (ac-ft.):35.109
Percent Infiltrated:95.92
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.000 0.000 0.000 0.000
0.0083 0.000 0.000 0.000 0.020
0.0167 0.000 0.000 0.000 0.020
0.0250 0.000 0.000 0.000 0.021
0.0333 0.000 0.000 0.000 0.021
0.0417 0.000 0.000 0.000 0.021
0.0500 0.000 0.000 0.000 0.021
0.0583 0.000 0.000 0.000 0.021
0.0667 0.000 0.000 0.000 0.021
0.0750 0.000 0.000 0.000 0.021
0.0833 0.000 0.000 0.000 0.021
0.0917 0.000 0.000 0.000 0.021
0.1000 0.000 0.000 0.000 0.021
0.1083 0.000 0.000 0.000 0.021
0.1167 0.000 0.000 0.000 0.022
0.1250 0.000 0.000 0.000 0.022
0.1333 0.000 0.000 0.000 0.022
0.1417 0.000 0.000 0.000 0.022
0.1500 0.000 0.000 0.000 0.022
0.1583 0.000 0.000 0.000 0.022
0.1667 0.000 0.000 0.000 0.022
0.1750 0.000 0.000 0.000 0.022
0.1833 0.000 0.000 0.000 0.022
0.1917 0.000 0.000 0.000 0.022
0.2000 0.000 0.000 0.000 0.023
0.2083 0.000 0.000 0.000 0.023
0.2167 0.000 0.000 0.000 0.023
0.2250 0.000 0.000 0.000 0.023
0.2333 0.000 0.000 0.000 0.023
0.2417 0.000 0.000 0.000 0.023
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 22
0.2500 0.000 0.000 0.000 0.023
0.2583 0.000 0.000 0.000 0.023
0.2667 0.000 0.000 0.000 0.023
0.2750 0.000 0.000 0.000 0.023
0.2833 0.000 0.000 0.000 0.023
0.2917 0.000 0.000 0.000 0.024
0.3000 0.000 0.000 0.000 0.024
0.3083 0.000 0.000 0.000 0.024
0.3167 0.000 0.000 0.000 0.024
0.3250 0.000 0.000 0.000 0.024
0.3333 0.000 0.000 0.000 0.024
0.3417 0.000 0.000 0.000 0.024
0.3500 0.000 0.000 0.000 0.024
0.3583 0.000 0.000 0.000 0.024
0.3667 0.000 0.000 0.000 0.024
0.3750 0.000 0.000 0.000 0.025
0.3833 0.000 0.000 0.000 0.025
0.3917 0.000 0.000 0.000 0.025
0.4000 0.000 0.000 0.000 0.025
0.4083 0.000 0.000 0.000 0.025
0.4167 0.000 0.000 0.000 0.025
0.4250 0.000 0.000 0.000 0.025
0.4333 0.000 0.000 0.000 0.025
0.4417 0.000 0.000 0.000 0.025
0.4500 0.000 0.000 0.000 0.025
0.4583 0.000 0.000 0.000 0.025
0.4667 0.000 0.000 0.000 0.026
0.4750 0.000 0.000 0.000 0.026
0.4833 0.000 0.000 0.000 0.026
0.4917 0.000 0.000 0.000 0.026
0.5000 0.000 0.000 0.000 0.026
0.5083 0.000 0.000 0.000 0.026
0.5167 0.000 0.000 0.000 0.026
0.5250 0.000 0.000 0.000 0.026
0.5333 0.000 0.000 0.000 0.026
0.5417 0.000 0.000 0.000 0.026
0.5500 0.000 0.000 0.000 0.027
0.5583 0.000 0.000 0.000 0.027
0.5667 0.000 0.000 0.000 0.027
0.5750 0.000 0.000 0.000 0.027
0.5833 0.000 0.000 0.000 0.027
0.5917 0.000 0.000 0.000 0.027
0.6000 0.000 0.000 0.000 0.027
0.6083 0.000 0.000 0.000 0.027
0.6167 0.000 0.000 0.000 0.027
0.6250 0.000 0.000 0.000 0.027
0.6333 0.000 0.000 0.000 0.028
0.6417 0.000 0.000 0.000 0.028
0.6500 0.000 0.000 0.000 0.028
0.6583 0.000 0.000 0.000 0.028
0.6667 0.000 0.000 0.000 0.028
0.6750 0.000 0.000 0.000 0.028
0.6833 0.000 0.000 0.000 0.028
0.6917 0.000 0.000 0.000 0.028
0.7000 0.000 0.000 0.000 0.028
0.7083 0.000 0.000 0.067 0.028
0.7167 0.000 0.000 0.190 0.028
0.7250 0.000 0.000 0.349 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 23
0.7333 0.000 0.000 0.538 0.029
0.7417 0.000 0.000 0.752 0.029
0.7500 0.000 0.000 0.989 0.029
0.7583 0.000 0.000 1.246 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 24
Sand Filter 5
Bottom Length:6.00 ft.
Bottom Width:6.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):28.114
Total Volume Through Riser (ac-ft.):0.705
Total Volume Through Facility (ac-ft.):28.819
Percent Infiltrated:97.55
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.000 0.000 0.000 0.000
0.0083 0.000 0.000 0.000 0.020
0.0167 0.000 0.000 0.000 0.020
0.0250 0.000 0.000 0.000 0.021
0.0333 0.000 0.000 0.000 0.021
0.0417 0.000 0.000 0.000 0.021
0.0500 0.000 0.000 0.000 0.021
0.0583 0.000 0.000 0.000 0.021
0.0667 0.000 0.000 0.000 0.021
0.0750 0.000 0.000 0.000 0.021
0.0833 0.000 0.000 0.000 0.021
0.0917 0.000 0.000 0.000 0.021
0.1000 0.000 0.000 0.000 0.021
0.1083 0.000 0.000 0.000 0.021
0.1167 0.000 0.000 0.000 0.022
0.1250 0.000 0.000 0.000 0.022
0.1333 0.000 0.000 0.000 0.022
0.1417 0.000 0.000 0.000 0.022
0.1500 0.000 0.000 0.000 0.022
0.1583 0.000 0.000 0.000 0.022
0.1667 0.000 0.000 0.000 0.022
0.1750 0.000 0.000 0.000 0.022
0.1833 0.000 0.000 0.000 0.022
0.1917 0.000 0.000 0.000 0.022
0.2000 0.000 0.000 0.000 0.023
0.2083 0.000 0.000 0.000 0.023
0.2167 0.000 0.000 0.000 0.023
0.2250 0.000 0.000 0.000 0.023
0.2333 0.000 0.000 0.000 0.023
0.2417 0.000 0.000 0.000 0.023
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 25
0.2500 0.000 0.000 0.000 0.023
0.2583 0.000 0.000 0.000 0.023
0.2667 0.000 0.000 0.000 0.023
0.2750 0.000 0.000 0.000 0.023
0.2833 0.000 0.000 0.000 0.023
0.2917 0.000 0.000 0.000 0.024
0.3000 0.000 0.000 0.000 0.024
0.3083 0.000 0.000 0.000 0.024
0.3167 0.000 0.000 0.000 0.024
0.3250 0.000 0.000 0.000 0.024
0.3333 0.000 0.000 0.000 0.024
0.3417 0.000 0.000 0.000 0.024
0.3500 0.000 0.000 0.000 0.024
0.3583 0.000 0.000 0.000 0.024
0.3667 0.000 0.000 0.000 0.024
0.3750 0.000 0.000 0.000 0.025
0.3833 0.000 0.000 0.000 0.025
0.3917 0.000 0.000 0.000 0.025
0.4000 0.000 0.000 0.000 0.025
0.4083 0.000 0.000 0.000 0.025
0.4167 0.000 0.000 0.000 0.025
0.4250 0.000 0.000 0.000 0.025
0.4333 0.000 0.000 0.000 0.025
0.4417 0.000 0.000 0.000 0.025
0.4500 0.000 0.000 0.000 0.025
0.4583 0.000 0.000 0.000 0.025
0.4667 0.000 0.000 0.000 0.026
0.4750 0.000 0.000 0.000 0.026
0.4833 0.000 0.000 0.000 0.026
0.4917 0.000 0.000 0.000 0.026
0.5000 0.000 0.000 0.000 0.026
0.5083 0.000 0.000 0.000 0.026
0.5167 0.000 0.000 0.000 0.026
0.5250 0.000 0.000 0.000 0.026
0.5333 0.000 0.000 0.000 0.026
0.5417 0.000 0.000 0.000 0.026
0.5500 0.000 0.000 0.000 0.027
0.5583 0.000 0.000 0.000 0.027
0.5667 0.000 0.000 0.000 0.027
0.5750 0.000 0.000 0.000 0.027
0.5833 0.000 0.000 0.000 0.027
0.5917 0.000 0.000 0.000 0.027
0.6000 0.000 0.000 0.000 0.027
0.6083 0.000 0.000 0.000 0.027
0.6167 0.000 0.000 0.000 0.027
0.6250 0.000 0.000 0.000 0.027
0.6333 0.000 0.000 0.000 0.028
0.6417 0.000 0.000 0.000 0.028
0.6500 0.000 0.000 0.000 0.028
0.6583 0.000 0.000 0.000 0.028
0.6667 0.000 0.000 0.000 0.028
0.6750 0.000 0.000 0.000 0.028
0.6833 0.000 0.000 0.000 0.028
0.6917 0.000 0.000 0.000 0.028
0.7000 0.000 0.000 0.000 0.028
0.7083 0.000 0.000 0.067 0.028
0.7167 0.000 0.000 0.190 0.028
0.7250 0.000 0.000 0.349 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 26
0.7333 0.000 0.000 0.538 0.029
0.7417 0.000 0.000 0.752 0.029
0.7500 0.000 0.000 0.989 0.029
0.7583 0.000 0.000 1.246 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 30
Sand Filter Offsite
Bottom Length:6.00 ft.
Bottom Width:6.00 ft.
Depth:0.75 ft.
Side slope 1:0 To 1
Side slope 2:0 To 1
Side slope 3:0 To 1
Side slope 4:0 To 1
Filtration On
Hydraulic conductivity:24.82
Depth of filter medium:1.8
Total Volume Infiltrated (ac-ft.):37.594
Total Volume Through Riser (ac-ft.):2.173
Total Volume Through Facility (ac-ft.):39.767
Percent Infiltrated:94.54
Total Precip Applied to Facility:0
Total Evap From Facility:0
Discharge Structure
Riser Height:0.7 ft.
Riser Diameter:100 in.
Element Flows To:
Outlet 1 Outlet 2
Sand Filter Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.000 0.000 0.000 0.000
0.0083 0.000 0.000 0.000 0.020
0.0167 0.000 0.000 0.000 0.020
0.0250 0.000 0.000 0.000 0.021
0.0333 0.000 0.000 0.000 0.021
0.0417 0.000 0.000 0.000 0.021
0.0500 0.000 0.000 0.000 0.021
0.0583 0.000 0.000 0.000 0.021
0.0667 0.000 0.000 0.000 0.021
0.0750 0.000 0.000 0.000 0.021
0.0833 0.000 0.000 0.000 0.021
0.0917 0.000 0.000 0.000 0.021
0.1000 0.000 0.000 0.000 0.021
0.1083 0.000 0.000 0.000 0.021
0.1167 0.000 0.000 0.000 0.022
0.1250 0.000 0.000 0.000 0.022
0.1333 0.000 0.000 0.000 0.022
0.1417 0.000 0.000 0.000 0.022
0.1500 0.000 0.000 0.000 0.022
0.1583 0.000 0.000 0.000 0.022
0.1667 0.000 0.000 0.000 0.022
0.1750 0.000 0.000 0.000 0.022
0.1833 0.000 0.000 0.000 0.022
0.1917 0.000 0.000 0.000 0.022
0.2000 0.000 0.000 0.000 0.023
0.2083 0.000 0.000 0.000 0.023
0.2167 0.000 0.000 0.000 0.023
0.2250 0.000 0.000 0.000 0.023
0.2333 0.000 0.000 0.000 0.023
0.2417 0.000 0.000 0.000 0.023
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 31
0.2500 0.000 0.000 0.000 0.023
0.2583 0.000 0.000 0.000 0.023
0.2667 0.000 0.000 0.000 0.023
0.2750 0.000 0.000 0.000 0.023
0.2833 0.000 0.000 0.000 0.023
0.2917 0.000 0.000 0.000 0.024
0.3000 0.000 0.000 0.000 0.024
0.3083 0.000 0.000 0.000 0.024
0.3167 0.000 0.000 0.000 0.024
0.3250 0.000 0.000 0.000 0.024
0.3333 0.000 0.000 0.000 0.024
0.3417 0.000 0.000 0.000 0.024
0.3500 0.000 0.000 0.000 0.024
0.3583 0.000 0.000 0.000 0.024
0.3667 0.000 0.000 0.000 0.024
0.3750 0.000 0.000 0.000 0.025
0.3833 0.000 0.000 0.000 0.025
0.3917 0.000 0.000 0.000 0.025
0.4000 0.000 0.000 0.000 0.025
0.4083 0.000 0.000 0.000 0.025
0.4167 0.000 0.000 0.000 0.025
0.4250 0.000 0.000 0.000 0.025
0.4333 0.000 0.000 0.000 0.025
0.4417 0.000 0.000 0.000 0.025
0.4500 0.000 0.000 0.000 0.025
0.4583 0.000 0.000 0.000 0.025
0.4667 0.000 0.000 0.000 0.026
0.4750 0.000 0.000 0.000 0.026
0.4833 0.000 0.000 0.000 0.026
0.4917 0.000 0.000 0.000 0.026
0.5000 0.000 0.000 0.000 0.026
0.5083 0.000 0.000 0.000 0.026
0.5167 0.000 0.000 0.000 0.026
0.5250 0.000 0.000 0.000 0.026
0.5333 0.000 0.000 0.000 0.026
0.5417 0.000 0.000 0.000 0.026
0.5500 0.000 0.000 0.000 0.027
0.5583 0.000 0.000 0.000 0.027
0.5667 0.000 0.000 0.000 0.027
0.5750 0.000 0.000 0.000 0.027
0.5833 0.000 0.000 0.000 0.027
0.5917 0.000 0.000 0.000 0.027
0.6000 0.000 0.000 0.000 0.027
0.6083 0.000 0.000 0.000 0.027
0.6167 0.000 0.000 0.000 0.027
0.6250 0.000 0.000 0.000 0.027
0.6333 0.000 0.000 0.000 0.028
0.6417 0.000 0.000 0.000 0.028
0.6500 0.000 0.000 0.000 0.028
0.6583 0.000 0.000 0.000 0.028
0.6667 0.000 0.000 0.000 0.028
0.6750 0.000 0.000 0.000 0.028
0.6833 0.000 0.000 0.000 0.028
0.6917 0.000 0.000 0.000 0.028
0.7000 0.000 0.000 0.000 0.028
0.7083 0.000 0.000 0.067 0.028
0.7167 0.000 0.000 0.190 0.028
0.7250 0.000 0.000 0.349 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 32
0.7333 0.000 0.000 0.538 0.029
0.7417 0.000 0.000 0.752 0.029
0.7500 0.000 0.000 0.989 0.029
0.7583 0.000 0.000 1.246 0.029
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 34
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.
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 36
Mitigated Schematic
Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 56
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 © by : Clear Creek Solutions, Inc. 2005-2017; 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
A-13
DOWNSTREAM ANALYSIS
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
DOWNSTREAM ANALYSIS
NOT TO SCALE
PROJECT SITE
TDA 2
TDA 3
TDA 1
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Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014
Data Sources: City of Renton, King County
This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only.
Renton City Limits
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ay LakemontBlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE
East Valley Rd68thAveS³City of RentonSensitive Areas
0 0.5 10.25
Miles
Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014
Data Sources: City of Renton, King County
This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only.
Renton City Limits
k Education
Fire Station
K Valley Medical Center
Steep Slopes
Percent Range
>15% & <=25%
>25% & <=40%
>40% & <=90%
>90%
Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN
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k HoquiamAveNEE Valley Hwy84thAveSNEParkD r
SW 7th St
SE 128th St
SE 192nd StLindAveSWMainAveSS 132nd St
Factory
PlN
Talbot
Rd
SN 3rd St
RainierAveS
164thAveSETukwila Pk w y SPuget Dr
NE 4th St
S 3rd St
S 1 2 9 th S t68thAveSSWSunsetBlvd
SW 16th St
116thAveSEN 4th St
I
n
t
e
r
u
r
b
a
n
Av
e
S WilliamsAveNBronsonW a y N
NE7thSt
124thAveSES 7th St SERenton IssaquahRd
Rai
ni
er
AveNNewcastle Way
CoalCr
e
e
k
PkwySESW 41st St
T
a
ylo
r
P
l
N
WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa
r
die
A
v
eSWS180th St
Maple Valley Hwy
140thAveSES G ra d yWayS 2 1 s tSt
BensonRdSRe
nt
o
n
AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d
SE 168th St
Beaco
n
A
v
e
S
68thAveSLoganAveN108thAveSEForestDr SE
S2ndSt
141
s
tAve
S
ERainierAveS 156thAveSES E 183rd StBenson Dr
SS 124th StS 43rd St
Airport Way
S W G radyW a y
S E J o n e s RdSunsetBlvdN
Puget Dr SESE 204th W aySW 34th StMo
n
s
ter
RdSW
S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd
SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd
S 133rd St
WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai
ni
er
AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal
leyHwyWestValleyHwyParkAveN108thAveSE6
6
t
h
Av
e
SWMercerWayWMercer
W
ay LakemontBlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE
East Valley Rd68thAveS³City of RentonSensitive Areas
0 0.5 10.25
Miles
Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014
Data Sources: City of Renton, King County
This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only.
Renton City Limits
k Education
Fire Station
K Valley Medical Center
Landslide HazardSeverityVery HighHighModerateUnclassified
Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN
RentonKent
Newcastle
King CountyTukwilaMercer Island
Bellevu
e
Lake Washington
Lake Youngs
Panther Lake
Lake Boren
Cedar RiverBlack River
May Creek
Springbrook Creek
Cougar MountainCougar Mountain
Coal Creek ParkCoal Creek Park
Cedar River Natural ZoneCedar River Natural Zone
May Creek ParkMay Creek Park
Soos Creek Park and TrailSoos Creek Park and Trail
Black River Riparian ForestBlack River Riparian Forest
McGarvey Open SpaceMcGarvey Open Space
Maplewood Community ParkMaplewood Community Park
ValleyValley
BensonBenson
HighlandsHighlands
West HillWest Hill
East PlateauEast Plateau
SE 192ND STTALBOT RD S140TH AVE SERAI
N
I
E
R
A
V
E
S
EAST VALLEY RDSE 168TH ST
RENTON A
V
E
S116TH AVE SENE 12TH STE M ERCER WAY148TH AVE SENE 7TH S T84TH AVE SHOQUIAM AVE NENEWCASTLE W
AY
W
M
E
RCER WAY
S 128TH ST
SW 41ST ST PARK AVE N128TH AVE SESE JONES R D
E VALLEY HWYSE 72ND ST
SE 164TH ST NILE AVE NEN 10TH S T
SE 183RD S
TUNION AVE NE156TH AVE SEUNION AVE SENE 2ND ST 148TH AVE SESE 164TH STLIND AVE SWUNION AVE NE116TH AVE SESW 7TH ST
N 8TH ST EDMONDS AVE NEPUGET DR S E
NE 27TH ST
156TH AVE SERENTON AVE S
BENSON RD SMONROE AVE NE116TH AVE SENE 4TH ST
SR 515
SUNS E T BLV D N E
PARK AVE NM
APLE VALLEY HWY
SW 43RD ST
NE 3RD STLOGAN AVE NSW SU
NSET BLVD
SW GRADY
W
A
Y
N 3RD STRAINIER AVE N140TH WAY S
ESR 167108TH AVE SEN 6TH ST
S 2ND S T
108TH AVE SESR 515[^405
[^405
Effective FEMA Flood
Insurance Rate Map
µ
Legend
Renton City Limits
Zone AE, A, AH, AO - Regulatory
Zone X - Non Regulatory
0 0.5 10.25 Miles
Public Works - Surface Water Utility
Print Date: 11/05/2012
Data Sources: City of Renton, FEMA FIRM revised May 16, 1995.
Cedar River flood hazard area updated with FEMA Cedar River
LOMR (Case No. 06-10-B569P) approved December 4, 2006.
This document is a graphic representation, not guaranteed
to survey accuracy, and is based on the best information
available as of the date shown. This map is intended for
City display purposes only.
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/30/2016
Page 1 of 35259550525958052596105259640525967052597005259730525976052595505259580525961052596405259670525970052597305259760560090560120560150560180560210560240
560090 560120 560150 560180 560210 560240
47° 29' 19'' N 122° 12' 9'' W47° 29' 19'' N122° 12' 0'' W47° 29' 11'' N
122° 12' 9'' W47° 29' 11'' N
122° 12' 0'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84
0 50 100 200 300
Feet
0 15 30 60 90
Meters
Map Scale: 1:1,180 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: King County Area, Washington
Survey Area Data: Version 11, Sep 14, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Aug 31, 2013—Oct 6,
2013
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/30/2016
Page 2 of 3
Map Unit Legend
King County Area, Washington (WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ur Urban land 6.8 100.0%
Totals for Area of Interest 6.8 100.0%
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/30/2016
Page 3 of 3
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k HoquiamAveNEE Valley Hwy84thAveSNEParkD r
SW 7th St
SE 128th St
SE 192nd StLindAveSWMainAveSS 132nd St
Factory
PlN
Talbot
Rd
SN 3rd St
RainierAveS
164thAveSETukwila Pk w y SPuget Dr
NE 4th St
S 3rd St
S 1 2 9 th S t68thAveSSWSunsetBlvd
SW 16th St
116thAveSEN 4th St
I
n
t
e
r
u
r
b
a
n
Av
e
S WilliamsAveNBronsonW a y N
NE7thSt
124thAveSES 7th St SERenton IssaquahRd
Rai
ni
er
AveNNewcastle Way
CoalCr
e
e
k
PkwySESW 41st St
T
a
ylo
r
P
l
N
WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa
r
die
A
v
eSWS180th St
Maple Valley Hwy
140thAveSES G ra d yWayS 2 1 s tSt
BensonRdSRe
nt
o
n
AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d
SE 168th St
Beaco
n
A
v
e
S
68thAveSLoganAveN108thAveSEForestDr SE
S2ndSt
141
s
tAve
S
ERainierAveS 156thAveSES E 183rd StBenson Dr
SS 124th StS 43rd St
Airport Way
S W G radyW a y
S E J o n e s RdSunsetBlvdN
Puget Dr SESE 204th W aySW 34th StMo
n
s
ter
RdSW
S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd
SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd
S 133rd St
WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai
ni
er
AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal
leyHwyWestValleyHwyParkAveN108thAveSE6
6
t
h
Av
e
SWMercerWayWMercer
W
ay LakemontBlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE
East Valley Rd68thAveS³City of RentonSensitive Areas
0 0.5 10.25
Miles
Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014
Data Sources: City of Renton, King County
This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only.
Renton City Limits
k Education
Fire Station
K Valley Medical Center
Coal Mine Hazards
Severity
HIGH
MODERATE
UNCLASSIFIED
Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN
Project:Sartori Elementary
Project Number:2160339.10
Task:Conveyance Calculations
Date:2/23/2017 revised 4/25/2017
Performed By:Greg Tauscheck, 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 25-Year Peak Flow with 6 Inches Freeboard
Convey and Contain 100-Year Peak Flow without creating or aggravating a
severe flooding problem.
Assumptions Used: Pipes of similar sizes and types will carry the flows and are not modeled
separately.
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.
STORMSHED OUTPUT:
Appended on: 15:00:42 Tuesday, April 25, 2017
ROUTEHYD [] THRU [Untitled] USING Seattle AND [100 yr] NOTZERO RELATIVE
RATIONAL
Reach
ID
Area
(ac)
TC
(min)
Flow
(cfs)
Full Q
(cfs)
Full
ratio
nDepth
(ft)Size nVel
(ft/s)
fVel
(ft/s)
CBasin /
Hyd
P-CF7 0.2000 6.42 0.5776 1.3280 0.43 0.3076 8"
Diam 3.6696 3.8043 CF7
P-CF6 0.2800 6.44 0.8087 1.2401 0.65 0.3923 8"
Diam 3.7858 3.5527 CF6
P-29 0.6800 6.47 1.9404 4.3102 0.45 0.3135 8"
Diam 12.0293 12.3478 CB-29
P-18 0.4700 6.64 0.3771 1.0226 0.37 0.2803 8"
Diam 2.7066 2.9296 CB-18
P-8 0.2800 6.42 0.2246 2.4259 0.09 0.1370 8"
Diam 4.3458 6.9497 CB-10
P-40 0.5100 6.56 1.4729 1.0126 1.45 -----8"
Diam 4.2196 2.9008 CF9
P-10 0.2800 6.86 0.2246 1.0126 0.22 0.2132 8"
Diam 2.3345 2.9008 CB-10
P-9 0.3600 7.25 0.3552 1.4176 0.25 0.2275 8"
Diam 3.3767 4.0611 CB-9
P-14 0.6600 6.88 0.5295 1.0126 0.52 0.3421 8"
Diam 2.9352 2.9008 CB-14
P-12 1.1300 7.22 1.7978 2.9853 0.60 0.5596 12"
Diam 3.9762 3.8011 CB-12
P-4 1.7300 7.80 2.2712 2.9853 0.76 0.6528 12"
Diam 4.1817 3.8011 CB-4
P-3 2.4400 8.01 4.0067 2.9853 1.34 -----12"
Diam 5.1014 3.8011 CF8
P-20 0.0550 6.77 0.0441 1.8858 0.02 0.0703 8"
Diam 2.2463 5.4025 Dummy 3
P-30 0.3600 6.45 0.2888 0.9243 0.31 0.2562 8"
Diam 2.3373 2.6480 Dummy 2
P-8a 0.5800 6.44 0.6947 0.8005 0.87 0.4801 8"
Diam 2.5813 2.2932 CB-18
CFB8A
P-33 0.2300 6.36 0.6643 1.0576 0.63 0.3831 8"
Diam 3.1995 3.0297 CB-33
P-1 1.4200 6.60 1.1392 2.9853 0.38 0.4282 12"
Diam 3.5470 3.8011 Dummy 1
From
Node To Node Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
Page 1 of 2
4/25/2017file:///Q:/2016/2160339/10_CIV/NON_CAD/Storm/Stormshed%20conveyance/sartori.html
Licensed to: AHBL
33.1400
CB-29 Detention-
2 35.1154 0.0833 0.0120 0.0365 35.0806 38.1700
CF7 CB-29 35.1755 ------------------35.1755 37.4800
CF6 CB-29 35.2826 ------------------35.2826 37.4500
CB-18 Detention-
3 34.3906 ------------------34.3906 36.3000
CB-8 Detention1 32.0651 ------------------32.0651 37.0000
No approach losses at node CB-4 because inverts and/or crowns are offset.
CF8 Detention1 33.1112 ------------------33.1112 35.7800
CF9 CF8 34.1411 ------------------34.1411 35.6300
CB-4 CF8 33.6691 0.0814 0.0005 0.0123 33.6006 36.3500
CB-9 CB-4 33.6679 0.0064 0.0070 ------33.6684 37.0000
CB-10 CB-9 33.6956 ------------------33.6956 37.0000
No approach losses at node CB-14 because inverts and/or crowns are offset.
CB-12 CB-4 33.8414 ------------------33.8414 36.4900
CB-14 CB-12 34.0251 ------------------34.0251 36.3500
Dummy
D3 CB-22 32.9354 ------------------32.9354 36.4900
Dummy
D2 cb2001 33.6080 ------------------33.6080 37.0000
CF8a Dummy 8a 33.8540 ------------------33.8540 37.1600
CB-33 Dummy 33 33.0685 ------------------33.0685 37.8700
Dummy
D1 CB-24 31.7054 ------------------31.7054 38.0500
Page 2 of 2
4/25/2017file:///Q:/2016/2160339/10_CIV/NON_CAD/Storm/Stormshed%20conveyance/sartori.html
History Cleared: 13:33:04 Friday, March 03, 2017
ROUTEHYD [] THRU [Untitled] USING Seattle AND [25 yr] NOTZERO RELATIVE
RATIONAL
Reach
ID
Area
(ac)
TC
(min)
Flow
(cfs)
Full Q
(cfs)
Full
ratio
nDepth
(ft) Size nVel
(ft/s)
fVel
(ft/s)
CBasin /
Hyd
P-CF7 0.2000 6.43 0.4599 1.3280 0.35 0.2705 8"
Diam 3.4604 3.8043 CF7
P-CF6 0.2800 6.45 0.6438 1.2401 0.52 0.3408 8"
Diam 3.5864 3.5527 CF6
P-29 0.6800 6.48 1.5441 4.3102 0.36 0.2757 8"
Diam 11.3273 12.3478 CB-29
P-18 0.4700 6.67 0.3002 1.0226 0.29 0.2477 8"
Diam 2.5421 2.9296 CB-18
P-8 0.2800 6.42 0.1788 2.4259 0.07 0.1227 8"
Diam 4.0530 6.9497 CB-10
P-40 0.5100 6.63 1.1727 1.0126 1.16 ----- 8"
Diam 3.3595 2.9008 CF9
P-10 0.2800 6.90 0.1788 1.0126 0.18 0.1898 8"
Diam 2.1843 2.9008 CB-10
P-9 0.3600 7.31 0.2821 1.4176 0.20 0.2015 8"
Diam 3.1703 4.0611 CB-9
P-14 0.6600 6.92 0.4216 1.0126 0.42 0.2998 8"
Diam 2.7694 2.9008 CB-14
P-12 1.1300 7.27 1.4282 2.9853 0.48 0.4868 12"
Diam 3.7632 3.8011 CB-12
P-4 1.7300 7.89 1.8012 2.9853 0.60 0.5601 12"
Diam 3.9796 3.8011 CB-4
P-3 2.4400 8.16 3.1740 2.9853 1.06 ----- 12"
Diam 4.0412 3.8011 CF8
P-20 0.0550 6.81 0.0351 1.8858 0.02 0.0632 8"
Diam 2.0939 5.4025 Dummy
3
P-30 0.3600 6.46 0.2299 0.9243 0.25 0.2266 8"
Diam 2.1985 2.6480 Dummy
2
P-8a 0.5800 6.44 0.5531 0.8005 0.69 0.4072 8"
Diam 2.4761 2.2932 CB-18
CFB8A
P-33 0.2300 6.36 0.5289 1.0576 0.50 0.3333 8"
Diam 3.0302 3.0297 CB-33
P-1 1.4200 6.62 0.9070 2.9853 0.30 0.3784 12" 3.3305 3.8011 Dummy
Diam 1
From
Node To Node Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
33.1400
CB-29 Detention-
2 34.7845 0.0528 0.0265 0.0231 34.7813 38.1700
CF7 CB-29 34.8415 ------ ------ ------ 34.8415 37.4800
CF6 CB-29 34.9094 ------ ------ ------ 34.9094 37.4500
CB-18 Detention-
3 34.3684 ------ ------ ------ 34.3684 36.3000
CB-8 Detention1 32.0596 ------ ------ ------ 32.0596 37.0000
No approach losses at node CB-4 because inverts and/or crowns are offset.
CF8 Detention1 32.7159 ------ ------ ------ 32.7159 35.7800
CF9 CF8 33.3688 ------ ------ ------ 33.3688 35.6300
CB-4 CF8 32.9941 0.2199 0.0014 0.0333 32.8088 36.3500
CB-9 CB-4 33.2581 0.0741 0.0653 ------ 33.2494 37.0000
CB-10 CB-9 33.5842 ------ ------ ------ 33.5842 37.0000
No approach losses at node CB-14 because inverts and/or crowns are offset.
CB-12 CB-4 33.2685 ------ ------ ------ 33.2685 36.4900
CB-14 CB-12 33.7786 ------ ------ ------ 33.7786 36.3500
Dummy
D3 CB-22 32.9179 ------ ------ ------ 32.9179 36.4900
Dummy
D2 cb2001 33.5667 ------ ------ ------ 33.5667 37.0000
CF8a Dummy 8a 33.7714 ------ ------ ------ 33.7714 37.1600
CB-33 Dummy 33 32.9917 ------ ------ ------ 32.9917 37.8700
Dummy
D1 CB-24 31.6263 ------ ------ ------ 31.6263 38.0500
Record Id: CB-10
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.28 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-12
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.47 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-14
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.66 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-18
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.47 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-29
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: CB-33
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.23 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-4
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.24 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed Short grass, pasture and lawns (n=0.030) 6.30 min
Directly Connected TC 6.30min
Record Id: CB-8
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.23 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-9
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.04 ac 0.25
Pavement and roofs (n=0.90) 0.04 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF6
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.28 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF7
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF8
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF9
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.51 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CFB8A
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.11 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Detention1
Design Method Rational IDF Table: Seattle
Record Id: Detention2
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: Detention3
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: Dummy 1
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 1.42 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Dummy 2
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.36 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Dummy 3
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.05 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-10
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.3200 ft Max El. 37.0000 ft
Classification Manhole 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
33.3200 ft 0.0000 cf 35.2200 ft 7.5430 cf
33.4200 ft 0.3970 cf 35.3200 ft 7.9400 cf
33.5200 ft 0.7940 cf 35.4200 ft 8.3370 cf
33.6200 ft 1.1910 cf 35.5200 ft 8.7340 cf
33.7200 ft 1.5880 cf 35.6200 ft 9.1310 cf
33.8200 ft 1.9850 cf 35.7200 ft 9.5280 cf
33.9200 ft 2.3820 cf 35.8200 ft 9.9250 cf
34.0200 ft 2.7790 cf 35.9200 ft 10.3220 cf
34.1200 ft 3.1760 cf 36.0200 ft 10.7190 cf
34.2200 ft 3.5730 cf 36.1200 ft 11.1160 cf
34.3200 ft 3.9700 cf 36.2200 ft 11.5130 cf
34.4200 ft 4.3670 cf 36.3200 ft 11.9100 cf
34.5200 ft 4.7640 cf 36.4200 ft 12.3070 cf
34.6200 ft 5.1610 cf 36.5200 ft 12.7040 cf
34.7200 ft 5.5580 cf 36.6200 ft 13.1010 cf
34.8200 ft 5.9550 cf 36.7200 ft 13.4980 cf
34.9200 ft 6.3520 cf 36.8200 ft 13.8950 cf
35.0200 ft 6.7490 cf 36.9200 ft 14.2920 cf
37.0000 ft 14.6096 cf
Record Id: CB-12
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.5400 ft Max El. 36.4900 ft
Classification Manhole 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
32.5400 ft 0.0000 cf 34.5400 ft 7.9400 cf
32.6400 ft 0.3970 cf 34.6400 ft 8.3370 cf
32.7400 ft 0.7940 cf 34.7400 ft 8.7340 cf
32.8400 ft 1.1910 cf 34.8400 ft 9.1310 cf
32.9400 ft 1.5880 cf 34.9400 ft 9.5280 cf
33.0400 ft 1.9850 cf 35.0400 ft 9.9250 cf
33.1400 ft 2.3820 cf 35.1400 ft 10.3220 cf
33.2400 ft 2.7790 cf 35.2400 ft 10.7190 cf
33.3400 ft 3.1760 cf 35.3400 ft 11.1160 cf
33.4400 ft 3.5730 cf 35.4400 ft 11.5130 cf
33.5400 ft 3.9700 cf 35.5400 ft 11.9100 cf
33.6400 ft 4.3670 cf 35.6400 ft 12.3070 cf
33.7400 ft 4.7640 cf 35.7400 ft 12.7040 cf
33.8400 ft 5.1610 cf 35.8400 ft 13.1010 cf
33.9400 ft 5.5580 cf 35.9400 ft 13.4980 cf
34.0400 ft 5.9550 cf 36.0400 ft 13.8950 cf
34.1400 ft 6.3520 cf 36.1400 ft 14.2920 cf
34.2400 ft 6.7490 cf 36.2400 ft 14.6890 cf
34.3400 ft 7.1460 cf 36.3400 ft 15.0860 cf
36.4900 ft 15.6815 cf
Record Id: CB-14
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.3500 ft Max El. 36.3500 ft
Classification Manhole 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
33.3500 ft 0.0000 cf 34.8500 ft 5.9550 cf
33.4500 ft 0.3970 cf 34.9500 ft 6.3520 cf
33.5500 ft 0.7940 cf 35.0500 ft 6.7490 cf
33.6500 ft 1.1910 cf 35.1500 ft 7.1460 cf
33.7500 ft 1.5880 cf 35.2500 ft 7.5430 cf
33.8500 ft 1.9850 cf 35.3500 ft 7.9400 cf
33.9500 ft 2.3820 cf 35.4500 ft 8.3370 cf
34.0500 ft 2.7790 cf 35.5500 ft 8.7340 cf
34.1500 ft 3.1760 cf 35.6500 ft 9.1310 cf
34.2500 ft 3.5730 cf 35.7500 ft 9.5280 cf
34.3500 ft 3.9700 cf 35.8500 ft 9.9250 cf
34.4500 ft 4.3670 cf 35.9500 ft 10.3220 cf
34.5500 ft 4.7640 cf 36.0500 ft 10.7190 cf
34.6500 ft 5.1610 cf 36.1500 ft 11.1160 cf
36.3500 ft 11.9100 cf
Record Id: CB-18
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.1000 ft Max El. 36.3000 ft
Classification Manhole 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
33.1000 ft 0.0000 cf 34.7000 ft 6.3520 cf
33.2000 ft 0.3970 cf 34.8000 ft 6.7490 cf
33.3000 ft 0.7940 cf 34.9000 ft 7.1460 cf
33.4000 ft 1.1910 cf 35.0000 ft 7.5430 cf
33.5000 ft 1.5880 cf 35.1000 ft 7.9400 cf
33.6000 ft 1.9850 cf 35.2000 ft 8.3370 cf
33.7000 ft 2.3820 cf 35.3000 ft 8.7340 cf
33.8000 ft 2.7790 cf 35.4000 ft 9.1310 cf
33.9000 ft 3.1760 cf 35.5000 ft 9.5280 cf
34.0000 ft 3.5730 cf 35.6000 ft 9.9250 cf
34.1000 ft 3.9700 cf 35.7000 ft 10.3220 cf
34.2000 ft 4.3670 cf 35.8000 ft 10.7190 cf
34.3000 ft 4.7640 cf 35.9000 ft 11.1160 cf
34.4000 ft 5.1610 cf 36.0000 ft 11.5130 cf
34.5000 ft 5.5580 cf 36.1000 ft 11.9100 cf
36.3000 ft 12.7040 cf
Record Id: cb2001
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.3200 ft Max El. 37.7000 ft
Classification Manhole 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
31.3200 ft 0.0000 cf 34.5200 ft 12.7040 cf
31.4200 ft 0.3970 cf 34.6200 ft 13.1010 cf
31.5200 ft 0.7940 cf 34.7200 ft 13.4980 cf
31.6200 ft 1.1910 cf 34.8200 ft 13.8950 cf
31.7200 ft 1.5880 cf 34.9200 ft 14.2920 cf
31.8200 ft 1.9850 cf 35.0200 ft 14.6890 cf
31.9200 ft 2.3820 cf 35.1200 ft 15.0860 cf
32.0200 ft 2.7790 cf 35.2200 ft 15.4830 cf
32.1200 ft 3.1760 cf 35.3200 ft 15.8800 cf
32.2200 ft 3.5730 cf 35.4200 ft 16.2770 cf
32.3200 ft 3.9700 cf 35.5200 ft 16.6740 cf
32.4200 ft 4.3670 cf 35.6200 ft 17.0710 cf
32.5200 ft 4.7640 cf 35.7200 ft 17.4680 cf
32.6200 ft 5.1610 cf 35.8200 ft 17.8650 cf
32.7200 ft 5.5580 cf 35.9200 ft 18.2620 cf
32.8200 ft 5.9550 cf 36.0200 ft 18.6590 cf
32.9200 ft 6.3520 cf 36.1200 ft 19.0560 cf
33.0200 ft 6.7490 cf 36.2200 ft 19.4530 cf
33.1200 ft 7.1460 cf 36.3200 ft 19.8500 cf
33.2200 ft 7.5430 cf 36.4200 ft 20.2470 cf
33.3200 ft 7.9400 cf 36.5200 ft 20.6440 cf
33.4200 ft 8.3370 cf 36.6200 ft 21.0410 cf
33.5200 ft 8.7340 cf 36.7200 ft 21.4380 cf
33.6200 ft 9.1310 cf 36.8200 ft 21.8350 cf
33.7200 ft 9.5280 cf 36.9200 ft 22.2320 cf
33.8200 ft 9.9250 cf 37.0200 ft 22.6290 cf
33.9200 ft 10.3220 cf 37.1200 ft 23.0260 cf
34.0200 ft 10.7190 cf 37.2200 ft 23.4230 cf
34.1200 ft 11.1160 cf 37.3200 ft 23.8200 cf
34.2200 ft 11.5130 cf 37.4200 ft 24.2170 cf
34.3200 ft 11.9100 cf 37.5200 ft 24.6140 cf
37.7000 ft 25.3286 cf
Record Id: CB-22
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.7000 ft Max El. 35.3800 ft
Classification Manhole 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
31.7000 ft 0.0000 cf 33.6000 ft 7.5430 cf
31.8000 ft 0.3970 cf 33.7000 ft 7.9400 cf
31.9000 ft 0.7940 cf 33.8000 ft 8.3370 cf
32.0000 ft 1.1910 cf 33.9000 ft 8.7340 cf
32.1000 ft 1.5880 cf 34.0000 ft 9.1310 cf
32.2000 ft 1.9850 cf 34.1000 ft 9.5280 cf
32.3000 ft 2.3820 cf 34.2000 ft 9.9250 cf
32.4000 ft 2.7790 cf 34.3000 ft 10.3220 cf
32.5000 ft 3.1760 cf 34.4000 ft 10.7190 cf
32.6000 ft 3.5730 cf 34.5000 ft 11.1160 cf
32.7000 ft 3.9700 cf 34.6000 ft 11.5130 cf
32.8000 ft 4.3670 cf 34.7000 ft 11.9100 cf
32.9000 ft 4.7640 cf 34.8000 ft 12.3070 cf
33.0000 ft 5.1610 cf 34.9000 ft 12.7040 cf
33.1000 ft 5.5580 cf 35.0000 ft 13.1010 cf
33.2000 ft 5.9550 cf 35.1000 ft 13.4980 cf
33.3000 ft 6.3520 cf 35.2000 ft 13.8950 cf
33.4000 ft 6.7490 cf 35.3000 ft 14.2920 cf
35.3800 ft 14.6096 cf
Record Id: CB-24
Descrip: Prototype Record Increment 0.10 ft
Start El. 30.3900 ft Max El. 35.5700 ft
Classification Manhole 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
30.3900 ft 0.0000 cf 32.9900 ft 10.3220 cf
30.4900 ft 0.3970 cf 33.0900 ft 10.7190 cf
30.5900 ft 0.7940 cf 33.1900 ft 11.1160 cf
30.6900 ft 1.1910 cf 33.2900 ft 11.5130 cf
30.7900 ft 1.5880 cf 33.3900 ft 11.9100 cf
30.8900 ft 1.9850 cf 33.4900 ft 12.3070 cf
30.9900 ft 2.3820 cf 33.5900 ft 12.7040 cf
31.0900 ft 2.7790 cf 33.6900 ft 13.1010 cf
31.1900 ft 3.1760 cf 33.7900 ft 13.4980 cf
31.2900 ft 3.5730 cf 33.8900 ft 13.8950 cf
31.3900 ft 3.9700 cf 33.9900 ft 14.2920 cf
31.4900 ft 4.3670 cf 34.0900 ft 14.6890 cf
31.5900 ft 4.7640 cf 34.1900 ft 15.0860 cf
31.6900 ft 5.1610 cf 34.2900 ft 15.4830 cf
31.7900 ft 5.5580 cf 34.3900 ft 15.8800 cf
31.8900 ft 5.9550 cf 34.4900 ft 16.2770 cf
31.9900 ft 6.3520 cf 34.5900 ft 16.6740 cf
32.0900 ft 6.7490 cf 34.6900 ft 17.0710 cf
32.1900 ft 7.1460 cf 34.7900 ft 17.4680 cf
32.2900 ft 7.5430 cf 34.8900 ft 17.8650 cf
32.3900 ft 7.9400 cf 34.9900 ft 18.2620 cf
32.4900 ft 8.3370 cf 35.0900 ft 18.6590 cf
32.5900 ft 8.7340 cf 35.1900 ft 19.0560 cf
32.6900 ft 9.1310 cf 35.2900 ft 19.4530 cf
32.7900 ft 9.5280 cf 35.3900 ft 19.8500 cf
35.5700 ft 20.5646 cf
Record Id: CB-29
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.7500 ft Max El. 38.1700 ft
Classification Manhole 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
33.7500 ft 0.0000 cf 36.0500 ft 9.1310 cf
33.8500 ft 0.3970 cf 36.1500 ft 9.5280 cf
33.9500 ft 0.7940 cf 36.2500 ft 9.9250 cf
34.0500 ft 1.1910 cf 36.3500 ft 10.3220 cf
34.1500 ft 1.5880 cf 36.4500 ft 10.7190 cf
34.2500 ft 1.9850 cf 36.5500 ft 11.1160 cf
34.3500 ft 2.3820 cf 36.6500 ft 11.5130 cf
34.4500 ft 2.7790 cf 36.7500 ft 11.9100 cf
34.5500 ft 3.1760 cf 36.8500 ft 12.3070 cf
34.6500 ft 3.5730 cf 36.9500 ft 12.7040 cf
34.7500 ft 3.9700 cf 37.0500 ft 13.1010 cf
34.8500 ft 4.3670 cf 37.1500 ft 13.4980 cf
34.9500 ft 4.7640 cf 37.2500 ft 13.8950 cf
35.0500 ft 5.1610 cf 37.3500 ft 14.2920 cf
35.1500 ft 5.5580 cf 37.4500 ft 14.6890 cf
35.2500 ft 5.9550 cf 37.5500 ft 15.0860 cf
35.3500 ft 6.3520 cf 37.6500 ft 15.4830 cf
35.4500 ft 6.7490 cf 37.7500 ft 15.8800 cf
35.5500 ft 7.1460 cf 37.8500 ft 16.2770 cf
35.6500 ft 7.5430 cf 37.9500 ft 16.6740 cf
35.7500 ft 7.9400 cf 38.0500 ft 17.0710 cf
35.8500 ft 8.3370 cf 38.1500 ft 17.4680 cf
38.1700 ft 17.5474 cf
Record Id: CB-33
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.5000 ft Max El. 37.8700 ft
Classification Manhole 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
32.5000 ft 0.0000 cf 35.2000 ft 10.7190 cf
32.6000 ft 0.3970 cf 35.3000 ft 11.1160 cf
32.7000 ft 0.7940 cf 35.4000 ft 11.5130 cf
32.8000 ft 1.1910 cf 35.5000 ft 11.9100 cf
32.9000 ft 1.5880 cf 35.6000 ft 12.3070 cf
33.0000 ft 1.9850 cf 35.7000 ft 12.7040 cf
33.1000 ft 2.3820 cf 35.8000 ft 13.1010 cf
33.2000 ft 2.7790 cf 35.9000 ft 13.4980 cf
33.3000 ft 3.1760 cf 36.0000 ft 13.8950 cf
33.4000 ft 3.5730 cf 36.1000 ft 14.2920 cf
33.5000 ft 3.9700 cf 36.2000 ft 14.6890 cf
33.6000 ft 4.3670 cf 36.3000 ft 15.0860 cf
33.7000 ft 4.7640 cf 36.4000 ft 15.4830 cf
33.8000 ft 5.1610 cf 36.5000 ft 15.8800 cf
33.9000 ft 5.5580 cf 36.6000 ft 16.2770 cf
34.0000 ft 5.9550 cf 36.7000 ft 16.6740 cf
34.1000 ft 6.3520 cf 36.8000 ft 17.0710 cf
34.2000 ft 6.7490 cf 36.9000 ft 17.4680 cf
34.3000 ft 7.1460 cf 37.0000 ft 17.8650 cf
34.4000 ft 7.5430 cf 37.1000 ft 18.2620 cf
34.5000 ft 7.9400 cf 37.2000 ft 18.6590 cf
34.6000 ft 8.3370 cf 37.3000 ft 19.0560 cf
34.7000 ft 8.7340 cf 37.4000 ft 19.4530 cf
34.8000 ft 9.1310 cf 37.5000 ft 19.8500 cf
34.9000 ft 9.5280 cf 37.6000 ft 20.2470 cf
35.0000 ft 9.9250 cf 37.7000 ft 20.6440 cf
37.8700 ft 21.3189 cf
Record Id: CB-4
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.1500 ft Max El. 36.3500 ft
Classification Manhole 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
32.1500 ft 0.0000 cf 34.2500 ft 8.3370 cf
32.2500 ft 0.3970 cf 34.3500 ft 8.7340 cf
32.3500 ft 0.7940 cf 34.4500 ft 9.1310 cf
32.4500 ft 1.1910 cf 34.5500 ft 9.5280 cf
32.5500 ft 1.5880 cf 34.6500 ft 9.9250 cf
32.6500 ft 1.9850 cf 34.7500 ft 10.3220 cf
32.7500 ft 2.3820 cf 34.8500 ft 10.7190 cf
32.8500 ft 2.7790 cf 34.9500 ft 11.1160 cf
32.9500 ft 3.1760 cf 35.0500 ft 11.5130 cf
33.0500 ft 3.5730 cf 35.1500 ft 11.9100 cf
33.1500 ft 3.9700 cf 35.2500 ft 12.3070 cf
33.2500 ft 4.3670 cf 35.3500 ft 12.7040 cf
33.3500 ft 4.7640 cf 35.4500 ft 13.1010 cf
33.4500 ft 5.1610 cf 35.5500 ft 13.4980 cf
33.5500 ft 5.5580 cf 35.6500 ft 13.8950 cf
33.6500 ft 5.9550 cf 35.7500 ft 14.2920 cf
33.7500 ft 6.3520 cf 35.8500 ft 14.6890 cf
33.8500 ft 6.7490 cf 35.9500 ft 15.0860 cf
33.9500 ft 7.1460 cf 36.0500 ft 15.4830 cf
34.0500 ft 7.5430 cf 36.1500 ft 15.8800 cf
36.3500 ft 16.6740 cf
Record Id: CB-8
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.6000 ft Max El. 37.0000 ft
Classification Manhole 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
31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf
31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf
31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf
31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf
32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf
32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf
32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf
32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf
32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf
32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf
32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf
32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf
32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf
32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf
33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf
33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf
33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf
33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf
33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf
33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf
33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf
33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf
33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf
33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf
34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf
34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf
37.0000 ft 21.4380 cf
Record Id: CB-9
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.6000 ft Max El. 37.0000 ft
Classification Manhole 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
31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf
31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf
31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf
31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf
32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf
32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf
32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf
32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf
32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf
32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf
32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf
32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf
32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf
32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf
33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf
33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf
33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf
33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf
33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf
33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf
33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf
33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf
33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf
33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf
34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf
34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf
37.0000 ft 21.4380 cf
Record Id: CF6
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.9900 ft Max El. 37.4500 ft
Classification Manhole 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
33.9900 ft 0.0000 cf 35.7900 ft 7.1460 cf
34.0900 ft 0.3970 cf 35.8900 ft 7.5430 cf
34.1900 ft 0.7940 cf 35.9900 ft 7.9400 cf
34.2900 ft 1.1910 cf 36.0900 ft 8.3370 cf
34.3900 ft 1.5880 cf 36.1900 ft 8.7340 cf
34.4900 ft 1.9850 cf 36.2900 ft 9.1310 cf
34.5900 ft 2.3820 cf 36.3900 ft 9.5280 cf
34.6900 ft 2.7790 cf 36.4900 ft 9.9250 cf
34.7900 ft 3.1760 cf 36.5900 ft 10.3220 cf
34.8900 ft 3.5730 cf 36.6900 ft 10.7190 cf
34.9900 ft 3.9700 cf 36.7900 ft 11.1160 cf
35.0900 ft 4.3670 cf 36.8900 ft 11.5130 cf
35.1900 ft 4.7640 cf 36.9900 ft 11.9100 cf
35.2900 ft 5.1610 cf 37.0900 ft 12.3070 cf
35.3900 ft 5.5580 cf 37.1900 ft 12.7040 cf
35.4900 ft 5.9550 cf 37.2900 ft 13.1010 cf
35.5900 ft 6.3520 cf 37.3900 ft 13.4980 cf
37.4500 ft 13.7362 cf
Record Id: CF7
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.9800 ft Max El. 37.4800 ft
Classification Manhole 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
33.9800 ft 0.0000 cf 35.7800 ft 7.1460 cf
34.0800 ft 0.3970 cf 35.8800 ft 7.5430 cf
34.1800 ft 0.7940 cf 35.9800 ft 7.9400 cf
34.2800 ft 1.1910 cf 36.0800 ft 8.3370 cf
34.3800 ft 1.5880 cf 36.1800 ft 8.7340 cf
34.4800 ft 1.9850 cf 36.2800 ft 9.1310 cf
34.5800 ft 2.3820 cf 36.3800 ft 9.5280 cf
34.6800 ft 2.7790 cf 36.4800 ft 9.9250 cf
34.7800 ft 3.1760 cf 36.5800 ft 10.3220 cf
34.8800 ft 3.5730 cf 36.6800 ft 10.7190 cf
34.9800 ft 3.9700 cf 36.7800 ft 11.1160 cf
35.0800 ft 4.3670 cf 36.8800 ft 11.5130 cf
35.1800 ft 4.7640 cf 36.9800 ft 11.9100 cf
35.2800 ft 5.1610 cf 37.0800 ft 12.3070 cf
35.3800 ft 5.5580 cf 37.1800 ft 12.7040 cf
35.4800 ft 5.9550 cf 37.2800 ft 13.1010 cf
35.5800 ft 6.3520 cf 37.3800 ft 13.4980 cf
37.4800 ft 13.8950 cf
Record Id: CF8
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.0700 ft Max El. 35.7800 ft
Classification Manhole Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 2.0000 ft Bottom Area 12.5664 sf
Condition Existing
Stage Storage Rating Curve
31.0700 ft 0.0000 cf 33.4700 ft 30.1594 cf
31.1700 ft 1.2566 cf 33.5700 ft 31.4160 cf
31.2700 ft 2.5133 cf 33.6700 ft 32.6726 cf
31.3700 ft 3.7699 cf 33.7700 ft 33.9293 cf
31.4700 ft 5.0266 cf 33.8700 ft 35.1859 cf
31.5700 ft 6.2832 cf 33.9700 ft 36.4426 cf
31.6700 ft 7.5398 cf 34.0700 ft 37.6992 cf
31.7700 ft 8.7965 cf 34.1700 ft 38.9558 cf
31.8700 ft 10.0531 cf 34.2700 ft 40.2125 cf
31.9700 ft 11.3098 cf 34.3700 ft 41.4691 cf
32.0700 ft 12.5664 cf 34.4700 ft 42.7258 cf
32.1700 ft 13.8230 cf 34.5700 ft 43.9824 cf
32.2700 ft 15.0797 cf 34.6700 ft 45.2390 cf
32.3700 ft 16.3363 cf 34.7700 ft 46.4957 cf
32.4700 ft 17.5930 cf 34.8700 ft 47.7523 cf
32.5700 ft 18.8496 cf 34.9700 ft 49.0090 cf
32.6700 ft 20.1062 cf 35.0700 ft 50.2656 cf
32.7700 ft 21.3629 cf 35.1700 ft 51.5222 cf
32.8700 ft 22.6195 cf 35.2700 ft 52.7789 cf
32.9700 ft 23.8762 cf 35.3700 ft 54.0355 cf
33.0700 ft 25.1328 cf 35.4700 ft 55.2922 cf
33.1700 ft 26.3894 cf 35.5700 ft 56.5488 cf
33.2700 ft 27.6461 cf 35.6700 ft 57.8054 cf
35.7800 ft 59.1877 cf
Record Id: CF8a
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.2500 ft Max El. 37.1600 ft
Classification Manhole 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
33.2500 ft 0.0000 cf 35.2500 ft 7.9400 cf
33.3500 ft 0.3970 cf 35.3500 ft 8.3370 cf
33.4500 ft 0.7940 cf 35.4500 ft 8.7340 cf
33.5500 ft 1.1910 cf 35.5500 ft 9.1310 cf
33.6500 ft 1.5880 cf 35.6500 ft 9.5280 cf
33.7500 ft 1.9850 cf 35.7500 ft 9.9250 cf
33.8500 ft 2.3820 cf 35.8500 ft 10.3220 cf
33.9500 ft 2.7790 cf 35.9500 ft 10.7190 cf
34.0500 ft 3.1760 cf 36.0500 ft 11.1160 cf
34.1500 ft 3.5730 cf 36.1500 ft 11.5130 cf
34.2500 ft 3.9700 cf 36.2500 ft 11.9100 cf
34.3500 ft 4.3670 cf 36.3500 ft 12.3070 cf
34.4500 ft 4.7640 cf 36.4500 ft 12.7040 cf
34.5500 ft 5.1610 cf 36.5500 ft 13.1010 cf
34.6500 ft 5.5580 cf 36.6500 ft 13.4980 cf
34.7500 ft 5.9550 cf 36.7500 ft 13.8950 cf
34.8500 ft 6.3520 cf 36.8500 ft 14.2920 cf
34.9500 ft 6.7490 cf 36.9500 ft 14.6890 cf
35.0500 ft 7.1460 cf 37.0500 ft 15.0860 cf
37.1600 ft 15.5227 cf
Record Id: CF9
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.7800 ft Max El. 35.6300 ft
Classification Manhole 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
31.7800 ft 0.0000 cf 33.7800 ft 7.9400 cf
31.8800 ft 0.3970 cf 33.8800 ft 8.3370 cf
31.9800 ft 0.7940 cf 33.9800 ft 8.7340 cf
32.0800 ft 1.1910 cf 34.0800 ft 9.1310 cf
32.1800 ft 1.5880 cf 34.1800 ft 9.5280 cf
32.2800 ft 1.9850 cf 34.2800 ft 9.9250 cf
32.3800 ft 2.3820 cf 34.3800 ft 10.3220 cf
32.4800 ft 2.7790 cf 34.4800 ft 10.7190 cf
32.5800 ft 3.1760 cf 34.5800 ft 11.1160 cf
32.6800 ft 3.5730 cf 34.6800 ft 11.5130 cf
32.7800 ft 3.9700 cf 34.7800 ft 11.9100 cf
32.8800 ft 4.3670 cf 34.8800 ft 12.3070 cf
32.9800 ft 4.7640 cf 34.9800 ft 12.7040 cf
33.0800 ft 5.1610 cf 35.0800 ft 13.1010 cf
33.1800 ft 5.5580 cf 35.1800 ft 13.4980 cf
33.2800 ft 5.9550 cf 35.2800 ft 13.8950 cf
33.3800 ft 6.3520 cf 35.3800 ft 14.2920 cf
33.4800 ft 6.7490 cf 35.4800 ft 14.6890 cf
33.5800 ft 7.1460 cf 35.5800 ft 15.0860 cf
35.6300 ft 15.2845 cf
Record Id: Detention1
Descrip: Prototype Record Increment 0.10 ft
Start El. 30.7390 ft Max El. 33.7500 ft
Dummy Type Node
Record Id: Detention-2
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.5756 ft Max El. 35.1000 ft
Dummy Type Node
Record Id: Detention-3
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.8144 ft Max El. 35.3100 ft
Dummy Type Node
Record Id: P-1
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-24 UpNode Dummy D1
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 0.50%
Up Invert 31.0700 ft Dn Invert 30.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7500 ft Dn Invert 31.0700 ft
Match inverts.
DnNode CB-24 UpNode Dummy D1
Record Id: P-10
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-9 UpNode CB-10
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 79.0000 ft Slope 0.50%
Up Invert 33.3200 ft Dn Invert 32.9250 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.9250 ft Dn Invert 33.3200 ft
Match inverts.
DnNode CB-9 UpNode CB-10
Record Id: P-12
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-4 UpNode CB-12
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 79.0000 ft Slope 0.50%
Up Invert 32.5400 ft Dn Invert 32.1450 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.1450 ft Dn Invert 32.5400 ft
Match inverts.
DnNode CB-4 UpNode CB-12
Record Id: P-14
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-12 UpNode CB-14
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 103.0000 ft Slope 0.50%
Up Invert 33.3500 ft Dn Invert 32.8350 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.8350 ft Dn Invert 33.3500 ft
Match inverts.
DnNode CB-12 UpNode CB-14
Record Id: P-18
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention-3 UpNode CB-18
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 56.0000 ft Slope 0.51%
Up Invert 33.1000 ft Dn Invert 32.8144 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.8144 ft Dn Invert 33.1000 ft
Match inverts.
DnNode Detention-3 UpNode CB-18
Record Id: P-20
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-22 UpNode Dummy D3
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 1.73%
Up Invert 32.8100 ft Dn Invert 31.7000 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.7000 ft Dn Invert 32.8100 ft
Match inverts.
DnNode CB-22 UpNode Dummy D3
Record Id: P-29
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention-2 UpNode CB-29
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 24.0000 ft Slope 9.06%
Up Invert 33.7500 ft Dn Invert 31.5756 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.5756 ft Dn Invert 33.7500 ft
Match inverts.
DnNode Detention-2 UpNode CB-29
Record Id: P-3
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention1 UpNode CF8
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 0.50%
Up Invert 31.0700 ft Dn Invert 30.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7500 ft Dn Invert 31.0700 ft
Match inverts.
DnNode Detention1 UpNode CF8
Record Id: P-30
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode cb2001 UpNode Dummy D2
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 21.0000 ft Slope 0.42%
Up Invert 33.2500 ft Dn Invert 33.1625 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.1625 ft Dn Invert 33.2500 ft
Match inverts.
DnNode cb2001 UpNode Dummy D2
Record Id: P-33
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Dummy 33 UpNode CB-33
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 11.0000 ft Slope 0.55%
Up Invert 32.5000 ft Dn Invert 32.4400 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.4400 ft Dn Invert 32.5000 ft
Match inverts.
DnNode Dummy 33 UpNode CB-33
Record Id: P-4
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CF8 UpNode CB-4
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 139.0000 ft Slope 0.50%
Up Invert 32.1500 ft Dn Invert 31.4550 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.4550 ft Dn Invert 32.1500 ft
Match inverts.
DnNode CF8 UpNode CB-4
Record Id: P-40
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CF8 UpNode CF9
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 66.0000 ft Slope 0.50%
Up Invert 31.7800 ft Dn Invert 31.4500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.4500 ft Dn Invert 31.7800 ft
Match inverts.
DnNode CF8 UpNode CF9
Record Id: P-8
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention1 UpNode CB-8
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 30.0000 ft Slope 2.87%
Up Invert 31.6000 ft Dn Invert 30.7390 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7390 ft Dn Invert 31.6000 ft
Match inverts.
DnNode Detention1 UpNode CB-8
Record Id: P-8a
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Dummy 8a UpNode CF8a
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 21.0000 ft Slope 0.31%
Up Invert 33.2500 ft Dn Invert 33.1844 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.1844 ft Dn Invert 33.2500 ft
Match inverts.
DnNode Dummy 8a UpNode CF8a
Record Id: P-9
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-4 UpNode CB-9
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 78.0000 ft Slope 0.98%
Up Invert 32.9200 ft Dn Invert 32.1556 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.1556 ft Dn Invert 32.9200 ft
Match inverts.
DnNode CB-4 UpNode CB-9
Record Id: P-CF6
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-29 UpNode CF6
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 32.0000 ft Slope 0.75%
Up Invert 33.9900 ft Dn Invert 33.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.7500 ft Dn Invert 33.9900 ft
Match inverts.
DnNode CB-29 UpNode CF6
Record Id: P-CF7
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-29 UpNode CF7
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 27.0000 ft Slope 0.86%
Up Invert 33.9800 ft Dn Invert 33.7478 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.7478 ft Dn Invert 33.9800 ft
Match inverts.
DnNode CB-29 UpNode CF7
Licensed to: AHBL
History Cleared: 13:33:04 Friday, March 03, 2017
ROUTEHYD [] THRU [Untitled] USING Seattle AND [25 yr] NOTZERO RELATIVE
RATIONAL
Reach
ID
Area
(ac)
TC
(min)
Flow
(cfs)
Full Q
(cfs)
Full
ratio
nDepth
(ft) Size nVel
(ft/s)
fVel
(ft/s)
CBasin /
Hyd
P-CF7 0.2000 6.43 0.4599 1.3280 0.35 0.2705 8"
Diam 3.4604 3.8043 CF7
P-CF6 0.2800 6.45 0.6438 1.2401 0.52 0.3408 8"
Diam 3.5864 3.5527 CF6
P-29 0.6800 6.48 1.5441 4.3102 0.36 0.2757 8"
Diam 11.3273 12.3478 CB-29
P-18 0.4700 6.67 0.3002 1.0226 0.29 0.2477 8"
Diam 2.5421 2.9296 CB-18
P-8 0.2800 6.42 0.1788 2.4259 0.07 0.1227 8"
Diam 4.0530 6.9497 CB-10
P-40 0.5100 6.63 1.1727 1.0126 1.16 ----- 8"
Diam 3.3595 2.9008 CF9
P-10 0.2800 6.90 0.1788 1.0126 0.18 0.1898 8"
Diam 2.1843 2.9008 CB-10
P-9 0.3600 7.31 0.2821 1.4176 0.20 0.2015 8"
Diam 3.1703 4.0611 CB-9
P-14 0.6600 6.92 0.4216 1.0126 0.42 0.2998 8"
Diam 2.7694 2.9008 CB-14
P-12 1.1300 7.27 1.4282 2.9853 0.48 0.4868 12"
Diam 3.7632 3.8011 CB-12
P-4 1.7300 7.89 1.8012 2.9853 0.60 0.5601 12"
Diam 3.9796 3.8011 CB-4
P-3 2.4400 8.16 3.1740 2.9853 1.06 ----- 12"
Diam 4.0412 3.8011 CF8
P-20 0.0550 6.81 0.0351 1.8858 0.02 0.0632 8"
Diam 2.0939 5.4025 Dummy
3
P-30 0.3600 6.46 0.2299 0.9243 0.25 0.2266 8"
Diam 2.1985 2.6480 Dummy
2
P-8a 0.5800 6.44 0.5531 0.8005 0.69 0.4072 8"
Diam 2.4761 2.2932 CB-18
CFB8A
P-33 0.2300 6.36 0.5289 1.0576 0.50 0.3333 8"
Diam 3.0302 3.0297 CB-33
P-1 1.4200 6.62 0.9070 2.9853 0.30 0.3784 12" 3.3305 3.8011 Dummy
Diam 1
From
Node To Node Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
33.1400
CB-29 Detention-
2 34.7845 0.0528 0.0265 0.0231 34.7813 38.1700
CF7 CB-29 34.8415 ------ ------ ------ 34.8415 37.4800
CF6 CB-29 34.9094 ------ ------ ------ 34.9094 37.4500
CB-18 Detention-
3 34.3684 ------ ------ ------ 34.3684 36.3000
CB-8 Detention1 32.0596 ------ ------ ------ 32.0596 37.0000
No approach losses at node CB-4 because inverts and/or crowns are offset.
CF8 Detention1 32.7159 ------ ------ ------ 32.7159 35.7800
CF9 CF8 33.3688 ------ ------ ------ 33.3688 35.6300
CB-4 CF8 32.9941 0.2199 0.0014 0.0333 32.8088 36.3500
CB-9 CB-4 33.2581 0.0741 0.0653 ------ 33.2494 37.0000
CB-10 CB-9 33.5842 ------ ------ ------ 33.5842 37.0000
No approach losses at node CB-14 because inverts and/or crowns are offset.
CB-12 CB-4 33.2685 ------ ------ ------ 33.2685 36.4900
CB-14 CB-12 33.7786 ------ ------ ------ 33.7786 36.3500
Dummy
D3 CB-22 32.9179 ------ ------ ------ 32.9179 36.4900
Dummy
D2 cb2001 33.5667 ------ ------ ------ 33.5667 37.0000
CF8a Dummy 8a 33.7714 ------ ------ ------ 33.7714 37.1600
CB-33 Dummy 33 32.9917 ------ ------ ------ 32.9917 37.8700
Dummy
D1 CB-24 31.6263 ------ ------ ------ 31.6263 38.0500
Record Id: CB-10
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.28 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-12
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.47 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-14
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.66 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-18
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.47 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-29
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: CB-33
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.23 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-4
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.24 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed Short grass, pasture and lawns (n=0.030) 6.30 min
Directly Connected TC 6.30min
Record Id: CB-8
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.23 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-9
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.04 ac 0.25
Pavement and roofs (n=0.90) 0.04 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF6
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.28 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF7
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF8
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CF9
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.51 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CFB8A
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.11 ac 0.90
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Detention1
Design Method Rational IDF Table: Seattle
Record Id: Detention2
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: Detention3
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.20 ac 0.90
Record Id: Dummy 1
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 1.42 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Dummy 2
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.36 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: Dummy 3
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Lawn (n=0.25) 0.05 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Record Id: CB-10
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.3200 ft Max El. 37.0000 ft
Classification Manhole 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
33.3200 ft 0.0000 cf 35.2200 ft 7.5430 cf
33.4200 ft 0.3970 cf 35.3200 ft 7.9400 cf
33.5200 ft 0.7940 cf 35.4200 ft 8.3370 cf
33.6200 ft 1.1910 cf 35.5200 ft 8.7340 cf
33.7200 ft 1.5880 cf 35.6200 ft 9.1310 cf
33.8200 ft 1.9850 cf 35.7200 ft 9.5280 cf
33.9200 ft 2.3820 cf 35.8200 ft 9.9250 cf
34.0200 ft 2.7790 cf 35.9200 ft 10.3220 cf
34.1200 ft 3.1760 cf 36.0200 ft 10.7190 cf
34.2200 ft 3.5730 cf 36.1200 ft 11.1160 cf
34.3200 ft 3.9700 cf 36.2200 ft 11.5130 cf
34.4200 ft 4.3670 cf 36.3200 ft 11.9100 cf
34.5200 ft 4.7640 cf 36.4200 ft 12.3070 cf
34.6200 ft 5.1610 cf 36.5200 ft 12.7040 cf
34.7200 ft 5.5580 cf 36.6200 ft 13.1010 cf
34.8200 ft 5.9550 cf 36.7200 ft 13.4980 cf
34.9200 ft 6.3520 cf 36.8200 ft 13.8950 cf
35.0200 ft 6.7490 cf 36.9200 ft 14.2920 cf
37.0000 ft 14.6096 cf
Record Id: CB-12
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.5400 ft Max El. 36.4900 ft
Classification Manhole 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
32.5400 ft 0.0000 cf 34.5400 ft 7.9400 cf
32.6400 ft 0.3970 cf 34.6400 ft 8.3370 cf
32.7400 ft 0.7940 cf 34.7400 ft 8.7340 cf
32.8400 ft 1.1910 cf 34.8400 ft 9.1310 cf
32.9400 ft 1.5880 cf 34.9400 ft 9.5280 cf
33.0400 ft 1.9850 cf 35.0400 ft 9.9250 cf
33.1400 ft 2.3820 cf 35.1400 ft 10.3220 cf
33.2400 ft 2.7790 cf 35.2400 ft 10.7190 cf
33.3400 ft 3.1760 cf 35.3400 ft 11.1160 cf
33.4400 ft 3.5730 cf 35.4400 ft 11.5130 cf
33.5400 ft 3.9700 cf 35.5400 ft 11.9100 cf
33.6400 ft 4.3670 cf 35.6400 ft 12.3070 cf
33.7400 ft 4.7640 cf 35.7400 ft 12.7040 cf
33.8400 ft 5.1610 cf 35.8400 ft 13.1010 cf
33.9400 ft 5.5580 cf 35.9400 ft 13.4980 cf
34.0400 ft 5.9550 cf 36.0400 ft 13.8950 cf
34.1400 ft 6.3520 cf 36.1400 ft 14.2920 cf
34.2400 ft 6.7490 cf 36.2400 ft 14.6890 cf
34.3400 ft 7.1460 cf 36.3400 ft 15.0860 cf
36.4900 ft 15.6815 cf
Record Id: CB-14
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.3500 ft Max El. 36.3500 ft
Classification Manhole 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
33.3500 ft 0.0000 cf 34.8500 ft 5.9550 cf
33.4500 ft 0.3970 cf 34.9500 ft 6.3520 cf
33.5500 ft 0.7940 cf 35.0500 ft 6.7490 cf
33.6500 ft 1.1910 cf 35.1500 ft 7.1460 cf
33.7500 ft 1.5880 cf 35.2500 ft 7.5430 cf
33.8500 ft 1.9850 cf 35.3500 ft 7.9400 cf
33.9500 ft 2.3820 cf 35.4500 ft 8.3370 cf
34.0500 ft 2.7790 cf 35.5500 ft 8.7340 cf
34.1500 ft 3.1760 cf 35.6500 ft 9.1310 cf
34.2500 ft 3.5730 cf 35.7500 ft 9.5280 cf
34.3500 ft 3.9700 cf 35.8500 ft 9.9250 cf
34.4500 ft 4.3670 cf 35.9500 ft 10.3220 cf
34.5500 ft 4.7640 cf 36.0500 ft 10.7190 cf
34.6500 ft 5.1610 cf 36.1500 ft 11.1160 cf
36.3500 ft 11.9100 cf
Record Id: CB-18
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.1000 ft Max El. 36.3000 ft
Classification Manhole 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
33.1000 ft 0.0000 cf 34.7000 ft 6.3520 cf
33.2000 ft 0.3970 cf 34.8000 ft 6.7490 cf
33.3000 ft 0.7940 cf 34.9000 ft 7.1460 cf
33.4000 ft 1.1910 cf 35.0000 ft 7.5430 cf
33.5000 ft 1.5880 cf 35.1000 ft 7.9400 cf
33.6000 ft 1.9850 cf 35.2000 ft 8.3370 cf
33.7000 ft 2.3820 cf 35.3000 ft 8.7340 cf
33.8000 ft 2.7790 cf 35.4000 ft 9.1310 cf
33.9000 ft 3.1760 cf 35.5000 ft 9.5280 cf
34.0000 ft 3.5730 cf 35.6000 ft 9.9250 cf
34.1000 ft 3.9700 cf 35.7000 ft 10.3220 cf
34.2000 ft 4.3670 cf 35.8000 ft 10.7190 cf
34.3000 ft 4.7640 cf 35.9000 ft 11.1160 cf
34.4000 ft 5.1610 cf 36.0000 ft 11.5130 cf
34.5000 ft 5.5580 cf 36.1000 ft 11.9100 cf
36.3000 ft 12.7040 cf
Record Id: cb2001
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.3200 ft Max El. 37.7000 ft
Classification Manhole 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
31.3200 ft 0.0000 cf 34.5200 ft 12.7040 cf
31.4200 ft 0.3970 cf 34.6200 ft 13.1010 cf
31.5200 ft 0.7940 cf 34.7200 ft 13.4980 cf
31.6200 ft 1.1910 cf 34.8200 ft 13.8950 cf
31.7200 ft 1.5880 cf 34.9200 ft 14.2920 cf
31.8200 ft 1.9850 cf 35.0200 ft 14.6890 cf
31.9200 ft 2.3820 cf 35.1200 ft 15.0860 cf
32.0200 ft 2.7790 cf 35.2200 ft 15.4830 cf
32.1200 ft 3.1760 cf 35.3200 ft 15.8800 cf
32.2200 ft 3.5730 cf 35.4200 ft 16.2770 cf
32.3200 ft 3.9700 cf 35.5200 ft 16.6740 cf
32.4200 ft 4.3670 cf 35.6200 ft 17.0710 cf
32.5200 ft 4.7640 cf 35.7200 ft 17.4680 cf
32.6200 ft 5.1610 cf 35.8200 ft 17.8650 cf
32.7200 ft 5.5580 cf 35.9200 ft 18.2620 cf
32.8200 ft 5.9550 cf 36.0200 ft 18.6590 cf
32.9200 ft 6.3520 cf 36.1200 ft 19.0560 cf
33.0200 ft 6.7490 cf 36.2200 ft 19.4530 cf
33.1200 ft 7.1460 cf 36.3200 ft 19.8500 cf
33.2200 ft 7.5430 cf 36.4200 ft 20.2470 cf
33.3200 ft 7.9400 cf 36.5200 ft 20.6440 cf
33.4200 ft 8.3370 cf 36.6200 ft 21.0410 cf
33.5200 ft 8.7340 cf 36.7200 ft 21.4380 cf
33.6200 ft 9.1310 cf 36.8200 ft 21.8350 cf
33.7200 ft 9.5280 cf 36.9200 ft 22.2320 cf
33.8200 ft 9.9250 cf 37.0200 ft 22.6290 cf
33.9200 ft 10.3220 cf 37.1200 ft 23.0260 cf
34.0200 ft 10.7190 cf 37.2200 ft 23.4230 cf
34.1200 ft 11.1160 cf 37.3200 ft 23.8200 cf
34.2200 ft 11.5130 cf 37.4200 ft 24.2170 cf
34.3200 ft 11.9100 cf 37.5200 ft 24.6140 cf
37.7000 ft 25.3286 cf
Record Id: CB-22
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.7000 ft Max El. 35.3800 ft
Classification Manhole 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
31.7000 ft 0.0000 cf 33.6000 ft 7.5430 cf
31.8000 ft 0.3970 cf 33.7000 ft 7.9400 cf
31.9000 ft 0.7940 cf 33.8000 ft 8.3370 cf
32.0000 ft 1.1910 cf 33.9000 ft 8.7340 cf
32.1000 ft 1.5880 cf 34.0000 ft 9.1310 cf
32.2000 ft 1.9850 cf 34.1000 ft 9.5280 cf
32.3000 ft 2.3820 cf 34.2000 ft 9.9250 cf
32.4000 ft 2.7790 cf 34.3000 ft 10.3220 cf
32.5000 ft 3.1760 cf 34.4000 ft 10.7190 cf
32.6000 ft 3.5730 cf 34.5000 ft 11.1160 cf
32.7000 ft 3.9700 cf 34.6000 ft 11.5130 cf
32.8000 ft 4.3670 cf 34.7000 ft 11.9100 cf
32.9000 ft 4.7640 cf 34.8000 ft 12.3070 cf
33.0000 ft 5.1610 cf 34.9000 ft 12.7040 cf
33.1000 ft 5.5580 cf 35.0000 ft 13.1010 cf
33.2000 ft 5.9550 cf 35.1000 ft 13.4980 cf
33.3000 ft 6.3520 cf 35.2000 ft 13.8950 cf
33.4000 ft 6.7490 cf 35.3000 ft 14.2920 cf
35.3800 ft 14.6096 cf
Record Id: CB-24
Descrip: Prototype Record Increment 0.10 ft
Start El. 30.3900 ft Max El. 35.5700 ft
Classification Manhole 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
30.3900 ft 0.0000 cf 32.9900 ft 10.3220 cf
30.4900 ft 0.3970 cf 33.0900 ft 10.7190 cf
30.5900 ft 0.7940 cf 33.1900 ft 11.1160 cf
30.6900 ft 1.1910 cf 33.2900 ft 11.5130 cf
30.7900 ft 1.5880 cf 33.3900 ft 11.9100 cf
30.8900 ft 1.9850 cf 33.4900 ft 12.3070 cf
30.9900 ft 2.3820 cf 33.5900 ft 12.7040 cf
31.0900 ft 2.7790 cf 33.6900 ft 13.1010 cf
31.1900 ft 3.1760 cf 33.7900 ft 13.4980 cf
31.2900 ft 3.5730 cf 33.8900 ft 13.8950 cf
31.3900 ft 3.9700 cf 33.9900 ft 14.2920 cf
31.4900 ft 4.3670 cf 34.0900 ft 14.6890 cf
31.5900 ft 4.7640 cf 34.1900 ft 15.0860 cf
31.6900 ft 5.1610 cf 34.2900 ft 15.4830 cf
31.7900 ft 5.5580 cf 34.3900 ft 15.8800 cf
31.8900 ft 5.9550 cf 34.4900 ft 16.2770 cf
31.9900 ft 6.3520 cf 34.5900 ft 16.6740 cf
32.0900 ft 6.7490 cf 34.6900 ft 17.0710 cf
32.1900 ft 7.1460 cf 34.7900 ft 17.4680 cf
32.2900 ft 7.5430 cf 34.8900 ft 17.8650 cf
32.3900 ft 7.9400 cf 34.9900 ft 18.2620 cf
32.4900 ft 8.3370 cf 35.0900 ft 18.6590 cf
32.5900 ft 8.7340 cf 35.1900 ft 19.0560 cf
32.6900 ft 9.1310 cf 35.2900 ft 19.4530 cf
32.7900 ft 9.5280 cf 35.3900 ft 19.8500 cf
35.5700 ft 20.5646 cf
Record Id: CB-29
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.7500 ft Max El. 38.1700 ft
Classification Manhole 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
33.7500 ft 0.0000 cf 36.0500 ft 9.1310 cf
33.8500 ft 0.3970 cf 36.1500 ft 9.5280 cf
33.9500 ft 0.7940 cf 36.2500 ft 9.9250 cf
34.0500 ft 1.1910 cf 36.3500 ft 10.3220 cf
34.1500 ft 1.5880 cf 36.4500 ft 10.7190 cf
34.2500 ft 1.9850 cf 36.5500 ft 11.1160 cf
34.3500 ft 2.3820 cf 36.6500 ft 11.5130 cf
34.4500 ft 2.7790 cf 36.7500 ft 11.9100 cf
34.5500 ft 3.1760 cf 36.8500 ft 12.3070 cf
34.6500 ft 3.5730 cf 36.9500 ft 12.7040 cf
34.7500 ft 3.9700 cf 37.0500 ft 13.1010 cf
34.8500 ft 4.3670 cf 37.1500 ft 13.4980 cf
34.9500 ft 4.7640 cf 37.2500 ft 13.8950 cf
35.0500 ft 5.1610 cf 37.3500 ft 14.2920 cf
35.1500 ft 5.5580 cf 37.4500 ft 14.6890 cf
35.2500 ft 5.9550 cf 37.5500 ft 15.0860 cf
35.3500 ft 6.3520 cf 37.6500 ft 15.4830 cf
35.4500 ft 6.7490 cf 37.7500 ft 15.8800 cf
35.5500 ft 7.1460 cf 37.8500 ft 16.2770 cf
35.6500 ft 7.5430 cf 37.9500 ft 16.6740 cf
35.7500 ft 7.9400 cf 38.0500 ft 17.0710 cf
35.8500 ft 8.3370 cf 38.1500 ft 17.4680 cf
38.1700 ft 17.5474 cf
Record Id: CB-33
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.5000 ft Max El. 37.8700 ft
Classification Manhole 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
32.5000 ft 0.0000 cf 35.2000 ft 10.7190 cf
32.6000 ft 0.3970 cf 35.3000 ft 11.1160 cf
32.7000 ft 0.7940 cf 35.4000 ft 11.5130 cf
32.8000 ft 1.1910 cf 35.5000 ft 11.9100 cf
32.9000 ft 1.5880 cf 35.6000 ft 12.3070 cf
33.0000 ft 1.9850 cf 35.7000 ft 12.7040 cf
33.1000 ft 2.3820 cf 35.8000 ft 13.1010 cf
33.2000 ft 2.7790 cf 35.9000 ft 13.4980 cf
33.3000 ft 3.1760 cf 36.0000 ft 13.8950 cf
33.4000 ft 3.5730 cf 36.1000 ft 14.2920 cf
33.5000 ft 3.9700 cf 36.2000 ft 14.6890 cf
33.6000 ft 4.3670 cf 36.3000 ft 15.0860 cf
33.7000 ft 4.7640 cf 36.4000 ft 15.4830 cf
33.8000 ft 5.1610 cf 36.5000 ft 15.8800 cf
33.9000 ft 5.5580 cf 36.6000 ft 16.2770 cf
34.0000 ft 5.9550 cf 36.7000 ft 16.6740 cf
34.1000 ft 6.3520 cf 36.8000 ft 17.0710 cf
34.2000 ft 6.7490 cf 36.9000 ft 17.4680 cf
34.3000 ft 7.1460 cf 37.0000 ft 17.8650 cf
34.4000 ft 7.5430 cf 37.1000 ft 18.2620 cf
34.5000 ft 7.9400 cf 37.2000 ft 18.6590 cf
34.6000 ft 8.3370 cf 37.3000 ft 19.0560 cf
34.7000 ft 8.7340 cf 37.4000 ft 19.4530 cf
34.8000 ft 9.1310 cf 37.5000 ft 19.8500 cf
34.9000 ft 9.5280 cf 37.6000 ft 20.2470 cf
35.0000 ft 9.9250 cf 37.7000 ft 20.6440 cf
37.8700 ft 21.3189 cf
Record Id: CB-4
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.1500 ft Max El. 36.3500 ft
Classification Manhole 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
32.1500 ft 0.0000 cf 34.2500 ft 8.3370 cf
32.2500 ft 0.3970 cf 34.3500 ft 8.7340 cf
32.3500 ft 0.7940 cf 34.4500 ft 9.1310 cf
32.4500 ft 1.1910 cf 34.5500 ft 9.5280 cf
32.5500 ft 1.5880 cf 34.6500 ft 9.9250 cf
32.6500 ft 1.9850 cf 34.7500 ft 10.3220 cf
32.7500 ft 2.3820 cf 34.8500 ft 10.7190 cf
32.8500 ft 2.7790 cf 34.9500 ft 11.1160 cf
32.9500 ft 3.1760 cf 35.0500 ft 11.5130 cf
33.0500 ft 3.5730 cf 35.1500 ft 11.9100 cf
33.1500 ft 3.9700 cf 35.2500 ft 12.3070 cf
33.2500 ft 4.3670 cf 35.3500 ft 12.7040 cf
33.3500 ft 4.7640 cf 35.4500 ft 13.1010 cf
33.4500 ft 5.1610 cf 35.5500 ft 13.4980 cf
33.5500 ft 5.5580 cf 35.6500 ft 13.8950 cf
33.6500 ft 5.9550 cf 35.7500 ft 14.2920 cf
33.7500 ft 6.3520 cf 35.8500 ft 14.6890 cf
33.8500 ft 6.7490 cf 35.9500 ft 15.0860 cf
33.9500 ft 7.1460 cf 36.0500 ft 15.4830 cf
34.0500 ft 7.5430 cf 36.1500 ft 15.8800 cf
36.3500 ft 16.6740 cf
Record Id: CB-8
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.6000 ft Max El. 37.0000 ft
Classification Manhole 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
31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf
31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf
31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf
31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf
32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf
32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf
32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf
32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf
32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf
32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf
32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf
32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf
32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf
32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf
33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf
33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf
33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf
33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf
33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf
33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf
33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf
33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf
33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf
33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf
34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf
34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf
37.0000 ft 21.4380 cf
Record Id: CB-9
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.6000 ft Max El. 37.0000 ft
Classification Manhole 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
31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf
31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf
31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf
31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf
32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf
32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf
32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf
32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf
32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf
32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf
32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf
32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf
32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf
32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf
33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf
33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf
33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf
33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf
33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf
33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf
33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf
33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf
33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf
33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf
34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf
34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf
37.0000 ft 21.4380 cf
Record Id: CF6
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.9900 ft Max El. 37.4500 ft
Classification Manhole 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
33.9900 ft 0.0000 cf 35.7900 ft 7.1460 cf
34.0900 ft 0.3970 cf 35.8900 ft 7.5430 cf
34.1900 ft 0.7940 cf 35.9900 ft 7.9400 cf
34.2900 ft 1.1910 cf 36.0900 ft 8.3370 cf
34.3900 ft 1.5880 cf 36.1900 ft 8.7340 cf
34.4900 ft 1.9850 cf 36.2900 ft 9.1310 cf
34.5900 ft 2.3820 cf 36.3900 ft 9.5280 cf
34.6900 ft 2.7790 cf 36.4900 ft 9.9250 cf
34.7900 ft 3.1760 cf 36.5900 ft 10.3220 cf
34.8900 ft 3.5730 cf 36.6900 ft 10.7190 cf
34.9900 ft 3.9700 cf 36.7900 ft 11.1160 cf
35.0900 ft 4.3670 cf 36.8900 ft 11.5130 cf
35.1900 ft 4.7640 cf 36.9900 ft 11.9100 cf
35.2900 ft 5.1610 cf 37.0900 ft 12.3070 cf
35.3900 ft 5.5580 cf 37.1900 ft 12.7040 cf
35.4900 ft 5.9550 cf 37.2900 ft 13.1010 cf
35.5900 ft 6.3520 cf 37.3900 ft 13.4980 cf
37.4500 ft 13.7362 cf
Record Id: CF7
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.9800 ft Max El. 37.4800 ft
Classification Manhole 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
33.9800 ft 0.0000 cf 35.7800 ft 7.1460 cf
34.0800 ft 0.3970 cf 35.8800 ft 7.5430 cf
34.1800 ft 0.7940 cf 35.9800 ft 7.9400 cf
34.2800 ft 1.1910 cf 36.0800 ft 8.3370 cf
34.3800 ft 1.5880 cf 36.1800 ft 8.7340 cf
34.4800 ft 1.9850 cf 36.2800 ft 9.1310 cf
34.5800 ft 2.3820 cf 36.3800 ft 9.5280 cf
34.6800 ft 2.7790 cf 36.4800 ft 9.9250 cf
34.7800 ft 3.1760 cf 36.5800 ft 10.3220 cf
34.8800 ft 3.5730 cf 36.6800 ft 10.7190 cf
34.9800 ft 3.9700 cf 36.7800 ft 11.1160 cf
35.0800 ft 4.3670 cf 36.8800 ft 11.5130 cf
35.1800 ft 4.7640 cf 36.9800 ft 11.9100 cf
35.2800 ft 5.1610 cf 37.0800 ft 12.3070 cf
35.3800 ft 5.5580 cf 37.1800 ft 12.7040 cf
35.4800 ft 5.9550 cf 37.2800 ft 13.1010 cf
35.5800 ft 6.3520 cf 37.3800 ft 13.4980 cf
37.4800 ft 13.8950 cf
Record Id: CF8
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.0700 ft Max El. 35.7800 ft
Classification Manhole Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 2.0000 ft Bottom Area 12.5664 sf
Condition Existing
Stage Storage Rating Curve
31.0700 ft 0.0000 cf 33.4700 ft 30.1594 cf
31.1700 ft 1.2566 cf 33.5700 ft 31.4160 cf
31.2700 ft 2.5133 cf 33.6700 ft 32.6726 cf
31.3700 ft 3.7699 cf 33.7700 ft 33.9293 cf
31.4700 ft 5.0266 cf 33.8700 ft 35.1859 cf
31.5700 ft 6.2832 cf 33.9700 ft 36.4426 cf
31.6700 ft 7.5398 cf 34.0700 ft 37.6992 cf
31.7700 ft 8.7965 cf 34.1700 ft 38.9558 cf
31.8700 ft 10.0531 cf 34.2700 ft 40.2125 cf
31.9700 ft 11.3098 cf 34.3700 ft 41.4691 cf
32.0700 ft 12.5664 cf 34.4700 ft 42.7258 cf
32.1700 ft 13.8230 cf 34.5700 ft 43.9824 cf
32.2700 ft 15.0797 cf 34.6700 ft 45.2390 cf
32.3700 ft 16.3363 cf 34.7700 ft 46.4957 cf
32.4700 ft 17.5930 cf 34.8700 ft 47.7523 cf
32.5700 ft 18.8496 cf 34.9700 ft 49.0090 cf
32.6700 ft 20.1062 cf 35.0700 ft 50.2656 cf
32.7700 ft 21.3629 cf 35.1700 ft 51.5222 cf
32.8700 ft 22.6195 cf 35.2700 ft 52.7789 cf
32.9700 ft 23.8762 cf 35.3700 ft 54.0355 cf
33.0700 ft 25.1328 cf 35.4700 ft 55.2922 cf
33.1700 ft 26.3894 cf 35.5700 ft 56.5488 cf
33.2700 ft 27.6461 cf 35.6700 ft 57.8054 cf
35.7800 ft 59.1877 cf
Record Id: CF8a
Descrip: Prototype Record Increment 0.10 ft
Start El. 33.2500 ft Max El. 37.1600 ft
Classification Manhole 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
33.2500 ft 0.0000 cf 35.2500 ft 7.9400 cf
33.3500 ft 0.3970 cf 35.3500 ft 8.3370 cf
33.4500 ft 0.7940 cf 35.4500 ft 8.7340 cf
33.5500 ft 1.1910 cf 35.5500 ft 9.1310 cf
33.6500 ft 1.5880 cf 35.6500 ft 9.5280 cf
33.7500 ft 1.9850 cf 35.7500 ft 9.9250 cf
33.8500 ft 2.3820 cf 35.8500 ft 10.3220 cf
33.9500 ft 2.7790 cf 35.9500 ft 10.7190 cf
34.0500 ft 3.1760 cf 36.0500 ft 11.1160 cf
34.1500 ft 3.5730 cf 36.1500 ft 11.5130 cf
34.2500 ft 3.9700 cf 36.2500 ft 11.9100 cf
34.3500 ft 4.3670 cf 36.3500 ft 12.3070 cf
34.4500 ft 4.7640 cf 36.4500 ft 12.7040 cf
34.5500 ft 5.1610 cf 36.5500 ft 13.1010 cf
34.6500 ft 5.5580 cf 36.6500 ft 13.4980 cf
34.7500 ft 5.9550 cf 36.7500 ft 13.8950 cf
34.8500 ft 6.3520 cf 36.8500 ft 14.2920 cf
34.9500 ft 6.7490 cf 36.9500 ft 14.6890 cf
35.0500 ft 7.1460 cf 37.0500 ft 15.0860 cf
37.1600 ft 15.5227 cf
Record Id: CF9
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.7800 ft Max El. 35.6300 ft
Classification Manhole 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
31.7800 ft 0.0000 cf 33.7800 ft 7.9400 cf
31.8800 ft 0.3970 cf 33.8800 ft 8.3370 cf
31.9800 ft 0.7940 cf 33.9800 ft 8.7340 cf
32.0800 ft 1.1910 cf 34.0800 ft 9.1310 cf
32.1800 ft 1.5880 cf 34.1800 ft 9.5280 cf
32.2800 ft 1.9850 cf 34.2800 ft 9.9250 cf
32.3800 ft 2.3820 cf 34.3800 ft 10.3220 cf
32.4800 ft 2.7790 cf 34.4800 ft 10.7190 cf
32.5800 ft 3.1760 cf 34.5800 ft 11.1160 cf
32.6800 ft 3.5730 cf 34.6800 ft 11.5130 cf
32.7800 ft 3.9700 cf 34.7800 ft 11.9100 cf
32.8800 ft 4.3670 cf 34.8800 ft 12.3070 cf
32.9800 ft 4.7640 cf 34.9800 ft 12.7040 cf
33.0800 ft 5.1610 cf 35.0800 ft 13.1010 cf
33.1800 ft 5.5580 cf 35.1800 ft 13.4980 cf
33.2800 ft 5.9550 cf 35.2800 ft 13.8950 cf
33.3800 ft 6.3520 cf 35.3800 ft 14.2920 cf
33.4800 ft 6.7490 cf 35.4800 ft 14.6890 cf
33.5800 ft 7.1460 cf 35.5800 ft 15.0860 cf
35.6300 ft 15.2845 cf
Record Id: Detention1
Descrip: Prototype Record Increment 0.10 ft
Start El. 30.7390 ft Max El. 33.7500 ft
Dummy Type Node
Record Id: Detention-2
Descrip: Prototype Record Increment 0.10 ft
Start El. 31.5756 ft Max El. 35.1000 ft
Dummy Type Node
Record Id: Detention-3
Descrip: Prototype Record Increment 0.10 ft
Start El. 32.8144 ft Max El. 35.3100 ft
Dummy Type Node
Record Id: P-1
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-24 UpNode Dummy D1
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 0.50%
Up Invert 31.0700 ft Dn Invert 30.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7500 ft Dn Invert 31.0700 ft
Match inverts.
DnNode CB-24 UpNode Dummy D1
Record Id: P-10
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-9 UpNode CB-10
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 79.0000 ft Slope 0.50%
Up Invert 33.3200 ft Dn Invert 32.9250 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.9250 ft Dn Invert 33.3200 ft
Match inverts.
DnNode CB-9 UpNode CB-10
Record Id: P-12
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-4 UpNode CB-12
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 79.0000 ft Slope 0.50%
Up Invert 32.5400 ft Dn Invert 32.1450 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.1450 ft Dn Invert 32.5400 ft
Match inverts.
DnNode CB-4 UpNode CB-12
Record Id: P-14
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-12 UpNode CB-14
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 103.0000 ft Slope 0.50%
Up Invert 33.3500 ft Dn Invert 32.8350 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.8350 ft Dn Invert 33.3500 ft
Match inverts.
DnNode CB-12 UpNode CB-14
Record Id: P-18
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention-3 UpNode CB-18
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 56.0000 ft Slope 0.51%
Up Invert 33.1000 ft Dn Invert 32.8144 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.8144 ft Dn Invert 33.1000 ft
Match inverts.
DnNode Detention-3 UpNode CB-18
Record Id: P-20
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-22 UpNode Dummy D3
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 1.73%
Up Invert 32.8100 ft Dn Invert 31.7000 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.7000 ft Dn Invert 32.8100 ft
Match inverts.
DnNode CB-22 UpNode Dummy D3
Record Id: P-29
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention-2 UpNode CB-29
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 24.0000 ft Slope 9.06%
Up Invert 33.7500 ft Dn Invert 31.5756 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.5756 ft Dn Invert 33.7500 ft
Match inverts.
DnNode Detention-2 UpNode CB-29
Record Id: P-3
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention1 UpNode CF8
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 64.0000 ft Slope 0.50%
Up Invert 31.0700 ft Dn Invert 30.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7500 ft Dn Invert 31.0700 ft
Match inverts.
DnNode Detention1 UpNode CF8
Record Id: P-30
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode cb2001 UpNode Dummy D2
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 21.0000 ft Slope 0.42%
Up Invert 33.2500 ft Dn Invert 33.1625 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.1625 ft Dn Invert 33.2500 ft
Match inverts.
DnNode cb2001 UpNode Dummy D2
Record Id: P-33
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Dummy 33 UpNode CB-33
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 11.0000 ft Slope 0.55%
Up Invert 32.5000 ft Dn Invert 32.4400 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.4400 ft Dn Invert 32.5000 ft
Match inverts.
DnNode Dummy 33 UpNode CB-33
Record Id: P-4
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CF8 UpNode CB-4
Material Plastic Size 12" Diam
Ent Losses Groove End w/Headwall
Length 139.0000 ft Slope 0.50%
Up Invert 32.1500 ft Dn Invert 31.4550 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.4550 ft Dn Invert 32.1500 ft
Match inverts.
DnNode CF8 UpNode CB-4
Record Id: P-40
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CF8 UpNode CF9
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 66.0000 ft Slope 0.50%
Up Invert 31.7800 ft Dn Invert 31.4500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 31.4500 ft Dn Invert 31.7800 ft
Match inverts.
DnNode CF8 UpNode CF9
Record Id: P-8
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Detention1 UpNode CB-8
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 30.0000 ft Slope 2.87%
Up Invert 31.6000 ft Dn Invert 30.7390 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 30.7390 ft Dn Invert 31.6000 ft
Match inverts.
DnNode Detention1 UpNode CB-8
Record Id: P-8a
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode Dummy 8a UpNode CF8a
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 21.0000 ft Slope 0.31%
Up Invert 33.2500 ft Dn Invert 33.1844 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.1844 ft Dn Invert 33.2500 ft
Match inverts.
DnNode Dummy 8a UpNode CF8a
Record Id: P-9
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-4 UpNode CB-9
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 78.0000 ft Slope 0.98%
Up Invert 32.9200 ft Dn Invert 32.1556 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 32.1556 ft Dn Invert 32.9200 ft
Match inverts.
DnNode CB-4 UpNode CB-9
Record Id: P-CF6
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-29 UpNode CF6
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 32.0000 ft Slope 0.75%
Up Invert 33.9900 ft Dn Invert 33.7500 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.7500 ft Dn Invert 33.9900 ft
Match inverts.
DnNode CB-29 UpNode CF6
Record Id: P-CF7
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0110
Routing Method: Travel Time Translation
DnNode CB-29 UpNode CF7
Material Plastic Size 8" Diam
Ent Losses Groove End w/Headwall
Length 27.0000 ft Slope 0.86%
Up Invert 33.9800 ft Dn Invert 33.7478 ft
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 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 33.7478 ft Dn Invert 33.9800 ft
Match inverts.
DnNode CB-29 UpNode CF7
Licensed to: AHBL
Sartori Elementery School TESC Pond Sizing Calculations
References:
Less than 3 Acres Sediment Trap 3.5' depth minimum, 1' to outfall
Sizing: 2 year Peak Flow (KCRTS with 15 minute time series)D-44
SA = Surface Area = FS (Q2/Vs)Q2 = 2 yr Peak(KCRTS)
15 min timestep
SA = 2080 x Q2 D-46 (D.3.5.A)
Greater than 3 Acres Sediment Pond 5.5' depth minimum, 1' to outfall
SA = Surface Area = FS (Q2/Vs)
Pond Sizing:
Areas:
1 + 3 2080 x (0.85 + 0.06) = 1,893 SF see KCRTS output
2 2080 x (0.22) = 458 SF see KCRTS output
Discharge From Sediment Pond (Area 1 +3)
A0 = 4.81 x 10-6 x AS √h A0 = Oriface (SF)
= 4.81 x 10-6 x 1,893 √3.5
= 0.0170 SF AS = Pond Surface Area
D = 13.54 x √ A0 = 1.767" ≈ 1 3/4"h = Head = 3'
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 3.00 ft
Tank Length: 500.00 ft
Effective Storage Depth: 3.00 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 3534. cu. ft
Riser Head: 3.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.10 0.000
2 0.50 5.56 1.327 8.0
3 1.40 2.80 0.269 6.0
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 1. 0.000 0.000 0.00
0.11 0.11 42. 0.001 0.000 0.00
0.21 0.21 109. 0.002 0.000 0.00
0.31 0.31 193. 0.004 0.000 0.00
0.41 0.41 290. 0.007 0.000 0.00
0.50 0.50 387. 0.009 0.000 0.00
0.56 0.56 456. 0.010 0.009 0.00
0.62 0.62 527. 0.012 0.037 0.00
0.67 0.67 589. 0.014 0.080 0.00
0.73 0.73 665. 0.015 0.140 0.00
0.79 0.79 743. 0.017 0.213 0.00
0.85 0.85 824. 0.019 0.495 0.00
0.91 0.91 906. 0.021 0.535 0.00
0.96 0.96 975. 0.022 0.572 0.00
1.02 1.02 1060. 0.024 0.606 0.00
1.12 1.12 1203. 0.028 0.662 0.00
1.22 1.22 1350. 0.031 0.713 0.00
1.32 1.32 1498. 0.034 0.761 0.00
1.40 1.40 1617. 0.037 0.797 0.00
1.43 1.43 1662. 0.038 0.811 0.00
1.46 1.46 1707. 0.039 0.830 0.00
1.49 1.49 1752. 0.040 0.852 0.00
1.52 1.52 1797. 0.041 0.878 0.00
1.55 1.55 1842. 0.042 0.907 0.00
1.58 1.58 1887. 0.043 0.940 0.00
1.60 1.60 1917. 0.044 0.976 0.00
1.63 1.63 1962. 0.045 0.997 0.00
1.73 1.73 2111. 0.048 1.060 0.00
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KCRTS Pipe 1
A-9
1.83 1.83 2258. 0.052 1.110 0.00
1.93 1.93 2403. 0.055 1.160 0.00
2.03 2.03 2545. 0.058 1.210 0.00
2.13 2.13 2684. 0.062 1.260 0.00
2.23 2.23 2817. 0.065 1.300 0.00
2.33 2.33 2945. 0.068 1.340 0.00
2.43 2.43 3067. 0.070 1.380 0.00
2.53 2.53 3180. 0.073 1.420 0.00
2.63 2.63 3284. 0.075 1.460 0.00
2.73 2.73 3377. 0.078 1.500 0.00
2.83 2.83 3455. 0.079 1.540 0.00
2.93 2.93 3513. 0.081 1.570 0.00
3.00 3.00 3534. 0.081 1.600 0.00
3.10 3.10 3534. 0.081 1.940 0.00
3.20 3.20 3534. 0.081 2.540 0.00
3.30 3.30 3534. 0.081 3.300 0.00
3.40 3.40 3534. 0.081 4.120 0.00
3.50 3.50 3534. 0.081 4.440 0.00
3.60 3.60 3534. 0.081 4.720 0.00
3.70 3.70 3534. 0.081 4.990 0.00
3.80 3.80 3534. 0.081 5.240 0.00
3.90 3.90 3534. 0.081 5.470 0.00
4.00 4.00 3534. 0.081 5.700 0.00
4.10 4.10 3534. 0.081 5.910 0.00
4.20 4.20 3534. 0.081 6.110 0.00
4.30 4.30 3534. 0.081 6.310 0.00
4.40 4.40 3534. 0.081 6.500 0.00
4.50 4.50 3534. 0.081 6.690 0.00
4.60 4.60 3534. 0.081 6.860 0.00
4.70 4.70 3534. 0.081 7.040 0.00
4.80 4.80 3534. 0.081 7.210 0.00
4.90 4.90 3534. 0.081 7.370 0.00
5.00 5.00 3534. 0.081 7.530 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.71 1.56 1.56 2.91 2.91 3502. 0.080
2 1.15 ******* 0.93 1.57 1.57 1877. 0.043
3 1.02 0.93 0.91 1.55 1.55 1848. 0.042
4 0.94 ******* 0.83 1.46 1.46 1711. 0.039
5 0.91 ******* 0.82 1.45 1.45 1694. 0.039
6 0.85 0.77 0.77 1.35 1.35 1544. 0.035
7 0.79 ******* 0.67 1.13 1.13 1214. 0.028
8 0.71 ******* 0.61 1.03 1.03 1080. 0.025
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A-9
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 4.00 ft
Tank Length: 90.00 ft
Effective Storage Depth: 4.00 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 1131. cu. ft
Riser Head: 4.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.10 0.001
2 0.50 2.50 0.317 6.0
3 1.80 1.30 0.068 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 0. 0.000 0.000 0.00
0.11 0.11 9. 0.000 0.000 0.00
0.21 0.21 23. 0.001 0.000 0.00
0.31 0.31 40. 0.001 0.000 0.00
0.41 0.41 61. 0.001 0.000 0.00
0.50 0.50 82. 0.002 0.000 0.00
0.53 0.53 89. 0.002 0.002 0.00
0.55 0.55 94. 0.002 0.006 0.00
0.58 0.58 101. 0.002 0.015 0.00
0.60 0.60 106. 0.002 0.026 0.00
0.63 0.63 114. 0.003 0.039 0.00
0.66 0.66 122. 0.003 0.056 0.00
0.68 0.68 128. 0.003 0.073 0.00
0.71 0.71 136. 0.003 0.078 0.00
0.81 0.81 164. 0.004 0.094 0.00
0.91 0.91 194. 0.004 0.109 0.00
1.01 1.01 224. 0.005 0.121 0.00
1.11 1.11 256. 0.006 0.133 0.00
1.21 1.21 289. 0.007 0.143 0.00
1.31 1.31 322. 0.007 0.153 0.00
1.41 1.41 356. 0.008 0.162 0.00
1.51 1.51 391. 0.009 0.171 0.00
1.61 1.61 426. 0.010 0.179 0.00
1.71 1.71 462. 0.011 0.187 0.00
1.80 1.80 494. 0.011 0.194 0.00
1.81 1.81 497. 0.011 0.195 0.00
1.83 1.83 504. 0.012 0.197 0.00
1.84 1.84 508. 0.012 0.200 0.00
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KCRTS Pipe 2
A-9
1.85 1.85 512. 0.012 0.203 0.00
1.87 1.87 519. 0.012 0.207 0.00
1.88 1.88 522. 0.012 0.212 0.00
1.89 1.89 526. 0.012 0.215 0.00
1.91 1.91 533. 0.012 0.217 0.00
2.01 2.01 569. 0.013 0.230 0.00
2.11 2.11 605. 0.014 0.241 0.00
2.21 2.21 641. 0.015 0.251 0.00
2.31 2.31 677. 0.016 0.261 0.00
2.41 2.41 712. 0.016 0.270 0.00
2.51 2.51 747. 0.017 0.279 0.00
2.61 2.61 782. 0.018 0.288 0.00
2.71 2.71 816. 0.019 0.296 0.00
2.81 2.81 849. 0.019 0.304 0.00
2.91 2.91 881. 0.020 0.312 0.00
3.01 3.01 913. 0.021 0.319 0.00
3.11 3.11 944. 0.022 0.327 0.00
3.21 3.21 973. 0.022 0.334 0.00
3.31 3.31 1001. 0.023 0.341 0.00
3.41 3.41 1027. 0.024 0.348 0.00
3.51 3.51 1052. 0.024 0.354 0.00
3.61 3.61 1074. 0.025 0.361 0.00
3.71 3.71 1094. 0.025 0.368 0.00
3.81 3.81 1111. 0.026 0.374 0.00
3.91 3.91 1125. 0.026 0.380 0.00
4.00 4.00 1131. 0.026 0.386 0.00
4.10 4.10 1131. 0.026 0.700 0.00
4.20 4.20 1131. 0.026 1.270 0.00
4.30 4.30 1131. 0.026 2.000 0.00
4.40 4.40 1131. 0.026 2.800 0.00
4.50 4.50 1131. 0.026 3.090 0.00
4.60 4.60 1131. 0.026 3.350 0.00
4.70 4.70 1131. 0.026 3.590 0.00
4.80 4.80 1131. 0.026 3.810 0.00
4.90 4.90 1131. 0.026 4.020 0.00
5.00 5.00 1131. 0.026 4.220 0.00
5.10 5.10 1131. 0.026 4.410 0.00
5.20 5.20 1131. 0.026 4.600 0.00
5.30 5.30 1131. 0.026 4.770 0.00
5.40 5.40 1131. 0.026 4.940 0.00
5.50 5.50 1131. 0.026 5.100 0.00
5.60 5.60 1131. 0.026 5.260 0.00
5.70 5.70 1131. 0.026 5.410 0.00
5.80 5.80 1131. 0.026 5.560 0.00
5.90 5.90 1131. 0.026 5.700 0.00
6.00 6.00 1131. 0.026 5.840 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.44 0.38 0.38 3.98 3.98 1130. 0.026
2 0.31 ******* 0.23 2.04 2.04 578. 0.013
3 0.26 0.23 0.23 1.99 1.99 563. 0.013
4 0.25 ******* 0.22 1.94 1.94 542. 0.012
5 0.23 ******* 0.22 1.91 1.91 533. 0.012
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A-9
6 0.22 0.19 0.19 1.79 1.79 490. 0.011
7 0.21 ******* 0.17 1.49 1.49 384. 0.009
8 0.19 ******* 0.15 1.33 1.33 330. 0.008
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposed2.tsf
Outflow Time Series File:rdout2
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.385 CFS at 8:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.98 Ft
Peak Reservoir Elev: 3.98 Ft
Peak Reservoir Storage: 1130. Cu-Ft
: 0.026 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout2.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
0.193 6 2/09/01 4:00 0.385 3.98 1 100.00 0.990
0.155 8 1/05/02 17:00 0.233 2.04 2 25.00 0.960
0.228 3 2/27/03 8:00 0.228 1.99 3 10.00 0.900
0.169 7 8/26/04 3:00 0.220 1.94 4 5.00 0.800
0.220 4 10/28/04 18:00 0.217 1.91 5 3.00 0.667
0.217 5 1/18/06 17:00 0.193 1.79 6 2.00 0.500
0.233 2 10/26/06 1:00 0.169 1.49 7 1.30 0.231
0.385 1 1/09/08 8:00 0.155 1.33 8 1.10 0.091
Computed Peaks 0.334 3.21 50.00 0.980
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A-9
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 3.00 ft
Tank Length: 220.00 ft
Effective Storage Depth: 3.00 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 1555. cu. ft
Riser Head: 3.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.10 0.000
2 0.50 1.00 0.043 4.0
3 1.26 0.60 0.013 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 1. 0.000 0.000 0.00
0.11 0.11 18. 0.000 0.000 0.00
0.21 0.21 48. 0.001 0.000 0.00
0.31 0.31 85. 0.002 0.000 0.00
0.41 0.41 128. 0.003 0.000 0.00
0.50 0.50 170. 0.004 0.000 0.00
0.51 0.51 175. 0.004 0.000 0.00
0.52 0.52 180. 0.004 0.001 0.00
0.53 0.53 185. 0.004 0.002 0.00
0.54 0.54 190. 0.004 0.003 0.00
0.55 0.55 195. 0.004 0.005 0.00
0.56 0.56 201. 0.005 0.007 0.00
0.57 0.57 206. 0.005 0.008 0.00
0.58 0.58 211. 0.005 0.008 0.00
0.68 0.68 265. 0.006 0.012 0.00
0.78 0.78 321. 0.007 0.015 0.00
0.88 0.88 380. 0.009 0.017 0.00
0.98 0.98 441. 0.010 0.019 0.00
1.08 1.08 504. 0.012 0.021 0.00
1.18 1.18 568. 0.013 0.023 0.00
1.26 1.26 620. 0.014 0.024 0.00
1.27 1.27 626. 0.014 0.024 0.00
1.28 1.28 633. 0.015 0.025 0.00
1.29 1.29 639. 0.015 0.026 0.00
1.30 1.30 646. 0.015 0.027 0.00
1.31 1.31 653. 0.015 0.027 0.00
1.41 1.41 718. 0.016 0.030 0.00
1.51 1.51 784. 0.018 0.032 0.00
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KCRTS Pipe 3
A-9
1.61 1.61 850. 0.020 0.035 0.00
1.71 1.71 916. 0.021 0.037 0.00
1.81 1.81 981. 0.023 0.039 0.00
1.91 1.91 1045. 0.024 0.040 0.00
2.01 2.01 1108. 0.025 0.042 0.00
2.11 2.11 1169. 0.027 0.044 0.00
2.21 2.21 1228. 0.028 0.045 0.00
2.31 2.31 1285. 0.029 0.047 0.00
2.41 2.41 1339. 0.031 0.048 0.00
2.51 2.51 1390. 0.032 0.050 0.00
2.61 2.61 1436. 0.033 0.051 0.00
2.71 2.71 1478. 0.034 0.053 0.00
2.81 2.81 1514. 0.035 0.054 0.00
2.91 2.91 1542. 0.035 0.055 0.00
3.00 3.00 1555. 0.036 0.056 0.00
3.10 3.10 1555. 0.036 0.365 0.00
3.20 3.20 1555. 0.036 0.930 0.00
3.30 3.30 1555. 0.036 1.660 0.00
3.40 3.40 1555. 0.036 2.450 0.00
3.50 3.50 1555. 0.036 2.740 0.00
3.60 3.60 1555. 0.036 2.990 0.00
3.70 3.70 1555. 0.036 3.230 0.00
3.80 3.80 1555. 0.036 3.450 0.00
3.90 3.90 1555. 0.036 3.650 0.00
4.00 4.00 1555. 0.036 3.850 0.00
4.10 4.10 1555. 0.036 4.040 0.00
4.20 4.20 1555. 0.036 4.210 0.00
4.30 4.30 1555. 0.036 4.380 0.00
4.40 4.40 1555. 0.036 4.550 0.00
4.50 4.50 1555. 0.036 4.700 0.00
4.60 4.60 1555. 0.036 4.860 0.00
4.70 4.70 1555. 0.036 5.010 0.00
4.80 4.80 1555. 0.036 5.150 0.00
4.90 4.90 1555. 0.036 5.290 0.00
5.00 5.00 1555. 0.036 5.430 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.12 0.08 0.06 2.92 2.92 1544. 0.035
2 0.06 ******* 0.04 1.72 1.72 922. 0.021
3 0.07 0.04 0.04 1.72 1.72 919. 0.021
4 0.06 ******* 0.04 1.63 1.63 861. 0.020
5 0.07 ******* 0.03 1.55 1.55 813. 0.019
6 0.06 0.02 0.02 1.24 1.24 607. 0.014
7 0.04 ******* 0.02 0.99 0.99 448. 0.010
8 0.05 ******* 0.02 0.90 0.90 393. 0.009
----------------------------------
Route Time Series through Facility
Inflow Time Series File:proposed3.tsf
Outflow Time Series File:rdout3
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.116 CFS at 6:00 on Jan 9 in Year 8
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A-9
Peak Outflow Discharge: 0.055 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 2.92 Ft
Peak Reservoir Elev: 2.92 Ft
Peak Reservoir Storage: 1544. Cu-Ft
: 0.035 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout3.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
0.035 4 2/09/01 19:00 0.055 2.92 1 100.00 0.990
0.019 7 1/05/02 17:00 0.037 1.72 2 25.00 0.960
0.033 5 2/27/03 10:00 0.037 1.72 3 10.00 0.900
0.017 8 8/23/04 20:00 0.035 1.63 4 5.00 0.800
0.024 6 10/28/04 19:00 0.033 1.55 5 3.00 0.667
0.037 2 1/18/06 21:00 0.024 1.24 6 2.00 0.500
0.037 3 11/24/06 6:00 0.019 0.99 7 1.30 0.231
0.055 1 1/09/08 10:00 0.017 0.90 8 1.10 0.091
Computed Peaks 0.049 2.47 50.00 0.980
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A-9
SECTION D.3 ESC MEASURES
1/9/2009 2009 Surface Water Design Manual – Appendix D
D-44
D.3.5 SEDIMENT RETENTION
Surface water collected from disturbed areas of the site shall be routed through a sediment pond or trap
prior to release from the site. An exception is for areas at the perimeter of the site with drainage areas
small enough to be treated solely with perimeter protection (see Section D.3.3, p. D-30). Also, if the soils
and topography are such that no offsite discharge of surface water is anticipated up to and including the
developed 2-year runoff event, sediment ponds and traps are not required. A 10-year peak flow using
KCRTS with 15-minute time steps shall be used for sediment pond/trap sizing if the project size, expected
timing and duration of construction, or downstream conditions warrant a higher level of protection (see
below). At the County's discretion, sites may be worked during the dry season without sediment ponds
and traps if there is some other form of protection of surface waters, such as a 100-foot forested buffer
between the disturbed areas and adjacent surface waters. For small sites, use the criteria defined in
Section D.3.3, Perimeter Protection to determine minimum flow path length. If the site work has to be
extended into the wet season, a back-up plan must be identified in the CSWPPP and implemented.
Protection of catch basins is required for inlets that are likely to be impacted by sediment generated by the
project and that do not drain to an onsite sediment pond or trap. Sediment retention facilities shall be
installed prior to grading of any contributing area and shall be located so as to avoid interference with the
movement of juvenile salmonids attempting to enter off-channel areas or drainages.
Purpose: The purpose of sediment retention facilities is to remove sediment from runoff generated from
disturbed areas.
When to Install: The facilities shall be constructed as the first step in the clearing and grading of the site.
The surface water conveyances may then be connected to the facilities as site development proceeds.
Measures to Use: There are three sediment retention measures in this section. The first two, sediment
traps and ponds, serve the same function but for different size catchments. All runoff from disturbed areas
must be routed through a trap or pond except for very small areas at the perimeter of the site small enough
to be treated solely with perimeter protection (see Section D.3.3, p. D-30). The third measure is for catch
basin protection. It is only to be used in limited circumstances and is not a primary sediment treatment
facility. It is only intended as a backup in the event of failure of other onsite systems.
Use of Permanent Drainage Facilities: All projects that are constructing permanent facilities for runoff
quantity control are strongly encouraged to use the rough-graded or final-graded permanent facilities for
ponds and traps. This includes combined facilities and infiltration facilities. When permanent facilities
are used as temporary sedimentation facilities, the surface area requirements of sediment traps (for
drainages less than 3 acres) or sediment ponds (more than 3 acres) must be met. If the surface area
requirements are larger than the surface area of the permanent facility, then the pond shall be enlarged to
comply with the surface area requirement. The permanent pond shall also be divided into two cells as
required for sediment ponds. Either a permanent control structure or the temporary control structure
described in Section D.3.5.2 may be used. If a permanent control structure is used, it may be advisable to
partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of
the pond.
If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to
a minimum of three feet above final grade. Excavation should be done with a backhoe working at "arms
length" to minimize disturbance and compaction of the infiltration surface. Additionally, any required
pretreatment facilities shall be fully constructed prior to any release of sediment-laden water to the
facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines.
Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully
stabilized (see Section D.5.5, p. D-76).
Selection of the Design Storm: In most circumstances, the developed condition 2-year peak flow using
KCRTS with 15-minute time steps is sufficient for calculating surface area for ponds and traps and for
determining exemptions from the sediment retention and surface water collection requirements (Sections
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D.3.5 SEDIMENT RETENTION
2009 Surface Water Design Manual – Appendix D 1/9/2009
D-45
D.3.5 and D.3.6, respectively). In some circumstances, however, the 10-year KCRTS 15-minute peak
flow should be used. Examples of such circumstances include the following:
Sites that are within ¼ mile of salmonid streams, wetlands, and designated sensitive lakes such as
Lake Sammamish
Sites where significant clearing and grading is likely to occur during the wet season
Sites with downstream erosion or sedimentation problems.
Natural Vegetation: Whenever possible, sediment-laden water shall be discharged into onsite, relatively
level, vegetated areas. This is the only way to effectively remove fine particles from runoff. This can be
particularly useful after initial treatment in a sediment retention facility. The areas of release must be
evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing
runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump
water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall
only augment the treatment system, not replace it because of the possibility of pump failure or runoff
volume in excess of pump capacity.
D.3.5.1 SEDIMENT TRAP
Code: ST Symbol:
Purpose
Sediment traps remove sediment from runoff originating from disturbed areas of the site. Sediment traps
are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence,
they usually only result in a small reduction in turbidity.
Conditions of Use
A sediment trap shall be used where the contributing drainage area is 3 acres or less.
Design and Installation Specifications
1.See Figure D.3.5.A for details.
2.If permanent runoff control facilities are part of the project, they should be used for sediment retention
(see "Use of Permanent Drainage Facilities" on page D-44).
3.To determine the trap geometry, first calculate the design surface area (SA) of the trap, measured at
the invert of the weir. Use the following equation:
SA = FS(Q2/Vs)
where Q2 = Design inflow (cfs) from the contributing drainage area based on the developed
condition 2-year peak discharge using KCRTS with 15-minute time steps as
computed in the hydrologic analysis. The 10-year KCRTS 15-minute peak flow
shall be used if the project size, expected timing and duration of construction, or
downstream conditions warrant a higher level of protection. If no hydrologic
analysis is required, the Rational Method may be used (Section 3.2.1 of the Surface
Water Design Manual).
Vs = The settling velocity (ft/sec) of the soil particle of interest. The 0.02 mm (medium
silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle
of interest and has a settling velocity (Vs) of 0.00096 ft/sec.
FS = A safety factor of 2 to account for non-ideal settling.
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SECTION D.3 ESC MEASURES
1/9/2009 2009 Surface Water Design Manual – Appendix D
D-46
Therefore, the equation for computing surface area becomes:
SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow
Note: Even if permanent facilities are used, they must still have a surface area that is at least as large
as that derived from the above formula. If they do not, the pond must be enlarged.
4.To aid in determining sediment depth, all traps shall have a staff gage with a prominent mark one foot
above the bottom of the trap.
Maintenance Standards
1.Sediment shall be removed from the trap when it reaches 1 foot in depth.
2.Any damage to the trap embankments or slopes shall be repaired.
FIGURE D.3.5.A SEDIMENT TRAP
CROSS-SECTION
TRAP OUTLET
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D.3.5 SEDIMENT RETENTION
2009 Surface Water Design Manual – Appendix D 1/9/2009
D-47
D.3.5.2 SEDIMENT POND
Code: SP Symbol:
Purpose
Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment
ponds are typically designed to only remove sediment as small as medium silt (0.02 mm). As a
consequence, they usually reduce turbidity only slightly.
Conditions of Use
A sediment pond shall be used where the contributing drainage area is 3 acres or more.
Design and Installation Specifications
1.See Figure D.3.5.B, Figure D.3.5.C, and Figure D.3.5.D for details.
2.If permanent runoff control facilities are part of the project, they should be used for sediment retention
(see "Use of Permanent Drainage Facilities" on page D-44).
Determining Pond Geometry
1.Obtain the discharge from the hydrologic calculations for the 2-year peak flow using KCRTS with 15-
minute time steps (Q2). The 10-year KCRTS 15-minute peak flow shall be used if the project size,
expected timing and duration of construction, or downstream conditions warrant a higher level of
protection. If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of
the Surface Water Design Manual).
2.Determine the required surface area at the top of the riser pipe with the equation:
SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow
See Section D.3.5.1 (p. D-45) for more information on the derivation of the surface area calculation.
3.The basic geometry of the pond can now be determined using the following design criteria:
Required surface area SA (from Step 2 above) at top of riser
Minimum 3.5-foot depth from top of riser to bottom of pond
Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes may be
increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface
One foot of freeboard between the top of the riser and the crest of the emergency spillway
Flat bottom
Minimum one foot deep spillway
Length-to-width ratio between 3:1 and 6:1.
Sizing of Discharge Mechanisms
Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter
shall be the minimum necessary to pass the developed condition 10-year peak flow using KCRTS with 15-
minute time steps (Q10). Use Figure 5.3.4.H (SWDM Chapter 5) to determine this diameter (h = one foot).
Note: A permanent control structure may be used instead of a temporary riser.
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-1
APPENDIX A
MAINTENANCE REQUIREMENTS FOR FLOW
CONTROL, CONVEYANCE, AND WQ FACILITIES
This appendix contains the maintenance requirements for the following typical stormwater control
facilities and components:
No. 1 – Detention Ponds (p. A-2)
No. 2 – Infiltration Facilities (p. A-3)
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-11)
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 – Gates/Bollards/Access Barriers (p. A-15)
No. 11 – Grounds (Landscaping) (p. A-16)
No. 12 – Access Roads (p. A-17)
No. 13 – Basic Biofiltration Swale (grass) (p. A-18)
No. 14 – Wet Biofiltration Swale (p. A-19)
No. 15 – Filter Strip (p. A-20)
No. 16 – Wetpond (p. A-21)
No. 17 – Wetvault (p. A-23)
No. 18 – Stormwater Wetland (p. A-24)
No. 19 – Sand Filter Pond (p. A-26)
No. 20 – Sand Filter Vault (p. A-28)
No. 21 – Stormfilter (Cartridge Type) (p. A-30)
No. 22 – Baffle Oil/Water Separator (p. A-32)
No. 23 – Coalescing Plate Oil/Water Separator (p. A-33)
No. 24 – Catch Basin Insert (p. A-35)
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-5
NO. 3 – DETENTION TANKS AND VAULTS
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash and debris Any trash and debris which exceed 1 cubic foot
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.
Trash and debris cleared from site.
Noxious weeds Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Site
Grass/groundcover Grass or groundcover exceeds 18 inches in
height.
Grass or groundcover mowed to a
height no greater than 6 inches.
Trash and debris Any trash and debris accumulated in vault or tank
(includes floatables and non-floatables).
No trash or debris in vault.Tank or Vault
Storage Area
Sediment
accumulation
Accumulated sediment depth exceeds 10% of the
diameter of the storage area for ½ length of
storage vault or any point depth exceeds 15% of
diameter. Example: 72-inch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than ½ length of tank.
All sediment removed from storage
area.
Plugged air vent Any blockage of the vent. Tank or vault freely vents.
Tank bent out of
shape
Any part of tank/pipe is bent out of shape more
than 10% of its design shape.
Tank repaired or replaced to design.
Tank Structure
Gaps between
sections, damaged
joints or cracks or
tears in wall
A gap wider than ½-inch at the joint of any tank
sections or any evidence of soil particles entering
the tank at a joint or through a wall.
No water or soil entering tank
through joints or walls.
Vault Structure Damage to wall,
frame, bottom, and/or
top slab
Cracks wider than ½-inch, any evidence of soil
entering the structure through cracks or qualified
inspection personnel determines that the vault is
not structurally sound.
Vault is sealed and structurally
sound.
Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
No trash or debris in pipes.
Inlet/Outlet Pipes
Damaged Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
No cracks more than ¼-inch wide at
the joint of the inlet/outlet pipe.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-6
NO. 3 – DETENTION TANKS AND VAULTS
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Cover/lid not in place Cover/lid is missing or only partially in place.
Any open manhole requires immediate
maintenance.
Manhole access covered.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 lbs of lift.
Cover/lid can be removed and
reinstalled by one maintenance
person.
Access Manhole
Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Damaged or difficult
to open
Large access doors or plates cannot be
opened/removed using normal equipment.
Replace or repair access door so it
can opened as designed.
Gaps, doesn't cover
completely
Large access doors not flat and/or access
opening not completely covered.
Doors close flat and covers access
opening completely.
Large access
doors/plate
Lifting Rings missing,
rusted
Lifting rings not capable of lifting weight of door
or plate.
Lifting rings sufficient to lift or
remove door or plate.
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-7
NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash or debris of more than ½ cubic foot which
is located immediately in front of the structure
opening or is blocking capacity of the structure by
more than 10%.
No Trash or debris blocking or
potentially blocking entrance to
structure.
Trash or debris in the structure that exceeds 1/3
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
No trash or debris in the structure.
Trash and debris
Deposits of garbage exceeding 1 cubic foot in
volume.
No condition present which would
attract or support the breeding of
insects or rodents.
Sediment Sediment exceeds 60% of the depth from the
bottom of the structure to the invert of the lowest
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 bottom of the FROP-T section.
Sump of structure contains no
sediment.
Corner of frame extends more than ¾ inch past
curb face into the street (If applicable).
Frame is even with curb.
Top slab has holes larger than 2 square inches or
cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Damage to frame
and/or top slab
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the frame from
the top slab.
Frame is sitting flush on top slab.
Cracks wider than ½ inch and longer than 3 feet,
any evidence of soil particles entering structure
through cracks, or maintenance person judges
that structure is unsound.
Structure is sealed and structurally
sound.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than 1 foot
at the joint of any inlet/outlet pipe or any evidence
of soil particles entering structure through cracks.
No cracks more than 1/4 inch wide at
the joint of inlet/outlet pipe.
Settlement/
misalignment
Structure has settled more than 1 inch or has
rotated more than 2 inches out of alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
the structure at the joint of the inlet/outlet pipes.
No cracks more than ¼-inch wide at
the joint of inlet/outlet pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Structure
Ladder rungs missing
or unsafe
Ladder is unsafe due to missing rungs,
misalignment, rust, cracks, or sharp edges.
Ladder meets design standards and
allows maintenance person safe
access.
T section is not securely attached to structure
wall and outlet pipe structure should support at
least 1,000 lbs of up or down pressure.
T section securely attached to wall
and outlet pipe.
Structure is not in upright position (allow up to
10% from plumb).
Structure in correct position.
Connections to outlet pipe are not watertight or
show signs of deteriorated grout.
Connections to outlet pipe are water
tight; structure repaired or replaced
and works as designed.
FROP-T Section Damage
Any holes—other than designed holes—in the
structure.
Structure has no holes other than
designed holes.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-8
NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Cleanout gate is not watertight. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one
maintenance person.
Gate moves up and down easily and
is watertight.
Chain/rod leading to gate is missing or damaged. Chain is in place and works as
designed.
Damaged or missing Control device is not working properly due to
missing, out of place, or bent orifice plate.
Plate is in place and works as
designed.
Orifice Plate
Obstructions Any trash, debris, sediment, or vegetation
blocking the plate.
Plate is free of all obstructions and
works as designed.
Obstructions Any trash or debris blocking (or having the
potential of blocking) the overflow pipe.
Pipe is free of all obstructions and
works as designed.
Overflow Pipe
Deformed or damaged
lip
Lip of overflow pipe is bent or deformed. Overflow pipe does not allow
overflow at an elevation lower than
design
Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
No trash or debris in pipes.
Inlet/Outlet Pipe
Damaged Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
No cracks more than ¼-inch wide at
the joint of the inlet/outlet pipe.
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design
standards.
Trash and debris Trash and debris that is blocking more than 20%
of grate surface.
Grate free of trash and debris.
footnote to guidelines for disposal
Metal Grates
(If Applicable)
Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design
standards.
Cover/lid not in place Cover/lid is missing or only partially in place.
Any open structure requires urgent
maintenance.
Cover/lid protects opening to
structure.
Locking mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Mechanism opens with proper tools.
Manhole Cover/Lid
Cover/lid difficult to
Remove
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
Cover/lid can be removed and
reinstalled by one maintenance
person.
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-9
NO. 5 – CATCH BASINS AND MANHOLES
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Sediment Sediment exceeds 60% of the depth from the
bottom of the catch basin to the invert of the
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.
Sump of catch basin contains no
sediment.
Trash or debris of more than ½ cubic foot which
is located immediately in front of the catch basin
opening or is blocking capacity of the catch basin
by more than 10%.
No Trash or debris blocking or
potentially blocking entrance to
catch basin.
Trash or debris in the catch basin that exceeds1/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
No trash or debris in the catch basin.
Dead animals or vegetation that could generate
odors that could cause complaints or dangerous
gases (e.g., methane).
No dead animals or vegetation
present within catch basin.
Trash and debris
Deposits of garbage exceeding 1 cubic foot in
volume.
No condition present which would
attract or support the breeding of
insects or rodents.
Corner of frame extends more than ¾ inch past
curb face into the street (If applicable).
Frame is even with curb.
Top slab has holes larger than 2 square inches or
cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Damage to frame
and/or top slab
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the frame from
the top slab.
Frame is sitting flush on top slab.
Cracks wider than ½ inch and longer than 3 feet,
any evidence of soil particles entering catch
basin through cracks, or maintenance person
judges that catch basin is unsound.
Catch basin is sealed and
structurally sound.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than 1 foot
at the joint of any inlet/outlet pipe or any evidence
of soil particles entering catch basin through
cracks.
No cracks more than 1/4 inch wide at
the joint of inlet/outlet pipe.
Settlement/
misalignment
Catch basin has settled more than 1 inch or has
rotated more than 2 inches out of alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
the catch basin at the joint of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at
the joint of inlet/outlet pipes.
Structure
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
No trash or debris in pipes.
Inlet/Outlet Pipe
Damaged Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
No cracks more than ¼-inch wide at
the joint of the inlet/outlet pipe.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-10
NO. 5 – CATCH BASINS AND MANHOLES
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design
standards.
Trash and debris Trash and debris that is blocking more than 20%
of grate surface.
Grate free of trash and debris.
footnote to guidelines for disposal
Metal Grates
(Catch Basins)
Damaged or missing Grate missing or broken member(s) of the grate.
Any open structure requires urgent
maintenance.
Grate is in place and meets design
standards.
Cover/lid not in place Cover/lid is missing or only partially in place.
Any open structure requires urgent
maintenance.
Cover/lid protects opening to
structure.
Locking mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Mechanism opens with proper tools.
Manhole Cover/Lid
Cover/lid difficult to
Remove
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
Cover/lid can be removed and
reinstalled by one maintenance
person.
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-11
NO. 6 – CONVEYANCE PIPES AND DITCHES
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Sediment & debris
accumulation
Accumulated sediment or debris that exceeds
20% of the diameter of the pipe.
Water flows freely through pipes.
Vegetation/roots Vegetation/roots that reduce free movement of
water through pipes.
Water flows freely through pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective
coating or corrosion
Protective coating is damaged; rust or corrosion
is weakening the structural integrity of any part of
pipe.
Pipe repaired or replaced.
Pipes
Damaged Any dent that decreases the cross section area of
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Pipe repaired or replaced.
Trash and debris Trash and debris exceeds 1 cubic foot per 1,000
square feet of ditch and slopes.
Trash and debris cleared from
ditches.
Sediment
accumulation
Accumulated sediment that exceeds 20% of the
design depth.
Ditch cleaned/flushed of all sediment
and debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
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
through ditches.
Water flows freely through ditches.
Erosion damage to
slopes
Any erosion observed on a ditch slope. Slopes are not eroding.
Ditches
Rock lining out of
place or missing (If
Applicable)
One layer or less of rock exists above native soil
area 5 square feet or more, any exposed native
soil.
Replace rocks to design standards.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-14
NO. 9 – FENCING
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Site Erosion or holes
under fence
Erosion or holes more than 4 inches high and 12-
18 inches wide permitting access through an
opening under a fence.
No access under the fence.
Missing or damaged
parts
Missing or broken boards, post out of plumb by
more than 6 inches or cross members broken
No gaps on fence due to missing or
broken boards, post plumb to within
1½ inches, cross members sound.
Weakened by rotting
or insects
Any part showing structural deterioration due to
rotting or insect damage
All parts of fence are structurally
sound.
Wood Posts, Boards
and Cross Members
Damaged or failed
post foundation
Concrete or metal attachments deteriorated or
unable to support posts.
Post foundation capable of
supporting posts even in strong
wind.
Post out of plumb more than 6 inches. Post plumb to within 1½ inches.
Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any part of fence (including post, top rails, and
fabric) more than 1 foot out of design alignment.
Fence is aligned and meets design
standards.
Damaged parts
Missing or loose tension wire. Tension wire in place and holding
fabric.
Deteriorated paint or
protective coating
Part or parts that have a rusting or scaling
condition that has affected structural adequacy.
Structurally adequate posts or parts
with a uniform protective coating.
Metal Posts, Rails
and Fabric
Openings in fabric Openings in fabric are such that an 8-inch
diameter ball could fit through.
Fabric mesh openings within 50% of
grid size.
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-15
NO. 10 – GATES/BOLLARDS/ACCESS BARRIERS
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Missing gate. Gates in place.
Broken or missing hinges such that gate cannot
be easily opened and closed by a maintenance
person.
Hinges intact and lubed. Gate is
working freely.
Gate is out of plumb more than 6 inches and
more than 1 foot out of design alignment.
Gate is aligned and vertical.
Damaged or missing
members
Missing stretcher bar, stretcher bands, and ties. Stretcher bar, bands, and ties in
place.
Locking mechanism
does not lock gate
Locking device missing, no-functioning or does
not link to all parts.
Locking mechanism prevents
opening of gate.
Chain Link Fencing
Gate
Openings in fabric Openings in fabric are such that an 8-inch
diameter ball could fit through.
Fabric mesh openings within 50% of
grid size.
Damaged or missing
cross bar
Cross bar does not swing open or closed, is
missing or is bent to where it does not prevent
vehicle access.
Cross bar swings fully open and
closed and prevents vehicle access.
Locking mechanism
does not lock gate
Locking device missing, no-functioning or does
not link to all parts.
Locking mechanism prevents
opening of gate.
Bar Gate
Support post
damaged
Support post does not hold cross bar up.Cross bar held up preventing vehicle
access into facility.
Damaged or missing Bollard broken, missing, does not fit into support
hole or hinge broken or missing.
No access for motorized vehicles to
get into facility.
Bollards
Does not lock Locking assembly or lock missing or cannot be
attached to lock bollard in place.
No access for motorized vehicles to
get into facility.
Dislodged Boulders not located to prevent motorized vehicle
access.
No access for motorized vehicles to
get into facility.
Boulders
Circumvented Motorized vehicles going around or between
boulders.
No access for motorized vehicles to
get into facility.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-16
NO. 11 – GROUNDS (LANDSCAPING)
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash or litter Any trash and debris which exceed 1 cubic foot
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.
Trash and debris cleared from site.
Noxious weeds Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Site
Grass/groundcover Grass or groundcover exceeds 18 inches in
height.
Grass or groundcover mowed to a
height no greater than 6 inches.
Hazard Any tree or limb of a tree identified as having a
potential to fall and cause property damage or
threaten human life.A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
No hazard trees in facility.
Limbs or parts of trees or shrubs that are split or
broken which affect more than 25% of the total
foliage of the tree or shrub.
Trees and shrubs with less than 5%
of total foliage with split or broken
limbs.
Trees or shrubs that have been blown down or
knocked over.
No blown down vegetation or
knocked over vegetation. Trees or
shrubs free of injury.
Trees and Shrubs
Damaged
Trees or shrubs which are not adequately
supported or are leaning over, causing exposure
of the roots.
Tree or shrub in place and
adequately supported; dead or
diseased trees removed.
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
1/9/2009 2009 Surface Water Design Manual – Appendix A
A-30
NO. 21 – STORMFILTER (CARTRIDGE TYPE)
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash and debris Any trash or debris which impairs the function of
the facility.
Trash and debris removed from
facility.
Contaminants and
pollution
Any evidence of contaminants or pollution such
as oils, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Site
Life cycle System has not been inspected for three years. Facility is re-inspected and any
needed maintenance performed.
Sediment on vault
floor
Greater than 2 inches of sediment. Vault is free of sediment.
Sediment on top of
cartridges
Greater than ½ inch of sediment. Vault is free of sediment.
Vault Treatment
Area
Multiple scum lines
above top of
cartridges
Thick or multiple scum lines above top of
cartridges. Probably due to plugged canisters or
underdrain manifold.
Cause of plugging corrected,
canisters replaced if necessary.
Damage to wall,
Frame, Bottom, and/or
Top Slab
Cracks wider than ½-inch and any evidence of
soil particles entering the structure through the
cracks, or qualified inspection personnel
determines the vault is not structurally sound.
Vault replaced or repaired to design
specifications.
Vault Structure
Baffles damaged Baffles corroding, cracking warping, and/or
showing signs of failure as determined by
maintenance/inspection person.
Repair or replace baffles to
specification.
Standing water in
vault
9 inches or greater of static water in the vault for
more than 24 hours following a rain event and/or
overflow occurs frequently. Probably due to
plugged filter media, underdrain or outlet pipe.
No standing water in vault 24 hours
after a rain event.
Filter Media
Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media.
Underdrains and
Clean-Outs
Sediment/debris Underdrains or clean-outs partially plugged or
filled with sediment and/or debris.
Underdrains and clean-outs free of
sediment and debris.
Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
No trash or debris in pipes.
Inlet/Outlet Pipe
Damaged Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
No cracks more than ¼-inch wide at
the joint of the inlet/outlet pipe.
Cover/lid not in place Cover/lid is missing or only partially in place.
Any open manhole requires immediate
maintenance.
Manhole access covered.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 lbs of lift.
Cover/lid can be removed and
reinstalled by one maintenance
person.
Access Manhole
Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access
doors/plate
Damaged or difficult
to open
Large access doors or plates cannot be
opened/removed using normal equipment.
Replace or repair access door so it
can opened as designed.
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
2009 Surface Water Design Manual – Appendix A 1/9/2009
A-31
NO. 21 – STORMFILTER (CARTRIDGE TYPE)
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Gaps, doesn't cover
completely
Large access doors not flat and/or access
opening not completely covered.
Doors close flat and cover access
opening completely.
Lifting Rings missing,
rusted
Lifting rings not capable of lifting weight of door
or plate.
Lifting rings sufficient to lift or
remove door or plate.
C.2.5 RAIN GARDEN
2009 Surface Water Design Manual – Appendix C 1/9/2009
C-61
FIGURE C.2.5.A TYPICAL RAIN GARDEN (BIORETENTION POND)
SECTION C.2 FLOW CONTROL BMPs
1/9/2009 2009 Surface Water Design Manual – Appendix C
C-62
FIGURE C.2.5.B TYPICAL RAIN GARDEN WITH CONTAINMENT BERM
C.2.5 RAIN GARDEN
2009 Surface Water Design Manual – Appendix C 1/9/2009
C-63
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
instructions must be recorded as an attachment to the required declaration of covenant 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 Water 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 impacts 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 filter 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 first 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.
Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200
Date Prepared:
Name:
PE Registration No:
Firm Name:
Firm Address:
Phone No.
Email Address:
Project Name:Project Owner:
CED Plan # (LUA):Phone:
CED Permit # (U):Address:
Site Address:
Street Intersection:Addt'l Project Owner:
Parcel #(s):Phone:
Address:
Clearing and grading greater than or equal to 5,000 board feet of timber?
Yes/No:No Water Service Provided by:
If Yes, Provide Forest Practice Permit #:Sewer Service Provided by:
Abbreviated Legal
Description:
Lots 1-7, 11 and 12 Renton Farm Plat, According to the plat thereof
recorded in volume 10 of plats, page 97, records of king county,
Washington. Lots 1 through 10, block 3 Sartorisville, according to the
plat therof recorded in volume 8 of plats, page 7, records of king
county, Washington.
315 Garden Avenue North
7812 South 124th Street
Garden Avenue North and North 4th Street
16-006798
425-204-4403
2/24/2017
Prepared by:
FOR APPROVALProject Phase 1
scomfort@ahbl.com
Sean Comfort
29010
AHBL
2215 North 30th Street
253-383-2422
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
PROJECT INFORMATION
CITY OF RENTON
CITY OF RENTON
1 Select the current project status/phase from the following options:
For Approval - Preliminary Data Enclosed, pending approval from the City;
For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City;
Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal
Engineer Stamp Required
(all cost estimates must have original wet stamp and signature)
Clearing and Grading Utility Providers
N/A
Project Location and Description Project Owner Information
Sartori Elementary School
Seattle, WA 98178
722400-0580
Renton School District
16-000692
Page 1 of 13
Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Unit
Reference #Price Unit Quantity Cost
Backfill & compaction-embankment ESC-1 6.50$CY
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$Each 19 1,520.00
Catch Basin Protection ESC-3 35.50$Each 35 1,242.50
Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$CY
Ditching ESC-5 9.00$CY 100 900.00
Excavation-bulk ESC-6 2.00$CY
Fence, silt ESC-7 SWDM 5.4.3.1 1.50$LF 1900 2,850.00
Fence, Temporary (NGPE)ESC-8 1.50$LF 400 600.00
Geotextile Fabric ESC-9 2.50$SY 1400 3,500.00
Hay Bale Silt Trap ESC-10 0.50$Each
Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$SY 30,000 24,000.00
Interceptor Swale / Dike ESC-12 1.00$LF 21200 21,200.00
Jute Mesh ESC-13 SWDM 5.4.2.2 3.50$SY
Level Spreader ESC-14 1.75$LF
Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.50$SY 100 250.00
Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$SY
Piping, temporary, CPP, 6"ESC-17 12.00$LF
Piping, temporary, CPP, 8"ESC-18 14.00$LF
Piping, temporary, CPP, 12"ESC-19 18.00$LF 500 9,000.00
Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$SY
Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$CY 50 2,250.00
Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$Each
Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$Each 2 6,400.00
Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$Each 2 4,400.00
Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$LF 85 1,615.00
Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$LF
Seeding, by hand ESC-27 SWDM 5.4.2.4 1.00$SY
Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00$SY
Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00$SY
TESC Supervisor ESC-30 110.00$HR 2500 275,000.00
Water truck, dust control ESC-31 SWDM 5.4.7 140.00$HR 1000 140,000.00
Unit
Reference #Price Unit Quantity Cost
EROSION/SEDIMENT SUBTOTAL:494,727.50
SALES TAX @ 9.5%46,999.11
EROSION/SEDIMENT TOTAL:541,726.61
(A)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR EROSION & SEDIMENT CONTROL
Description No.
(A)
WRITE-IN-ITEMS
Page 2 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
GENERAL ITEMSBackfill & Compaction- embankment GI-1 6.00$CY
Backfill & Compaction- trench GI-2 9.00$CY
Clear/Remove Brush, by hand (SY)GI-3 1.00$SY
Bollards - fixed GI-4 240.74$Each
Bollards - removable GI-5 452.34$Each
Clearing/Grubbing/Tree Removal GI-6 10,000.00$Acre 0.2 2,000.00 6 60,000.00
Excavation - bulk GI-7 2.00$CY 2000 4,000.00
Excavation - Trench GI-8 5.00$CY 270 1,350.00 1150 5,750.00
Fencing, cedar, 6' high GI-9 20.00$LF
Fencing, chain link, 4'GI-10 38.31$LF
Fencing, chain link, vinyl coated, 6' high GI-11 20.00$LF 750 15,000.00
Fencing, chain link, gate, vinyl coated, 20'GI-12 1,400.00$Each
Fill & compact - common barrow GI-13 25.00$CY
Fill & compact - gravel base GI-14 27.00$CY 4270 115,290.00
Fill & compact - screened topsoil GI-15 39.00$CY
Gabion, 12" deep, stone filled mesh GI-16 65.00$SY
Gabion, 18" deep, stone filled mesh GI-17 90.00$SY
Gabion, 36" deep, stone filled mesh GI-18 150.00$SY
Grading, fine, by hand GI-19 2.50$SY 100 250.00
Grading, fine, with grader GI-20 2.00$SY 500 1,000.00 28000 56,000.00
Monuments, 3' Long GI-21 250.00$Each
Sensitive Areas Sign GI-22 7.00$Each
Sodding, 1" deep, sloped ground GI-23 8.00$SY
Surveying, line & grade GI-24 850.00$Day 2 1,700.00 5 4,250.00
Surveying, lot location/lines GI-25 1,800.00$Acre
Topsoil Type A (imported)GI-26 28.50$CY 70 1,995.00 1000 28,500.00
Traffic control crew ( 2 flaggers )GI-27 120.00$HR
Trail, 4" chipped wood GI-28 8.00$SY
Trail, 4" crushed cinder GI-29 9.00$SY
Trail, 4" top course GI-30 12.00$SY
Conduit, 2"GI-31 5.00$LF
Wall, retaining, concrete GI-32 55.00$SF 600 33,000.00
Wall, rockery GI-33 15.00$SF
SUBTOTAL THIS PAGE:8,045.00 322,040.00
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 3 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI-1 30.00$SY
AC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$SY
AC Grinding, 4' wide machine > 2000sy RI-3 10.00$SY
AC Removal/Disposal RI-4 35.00$SY 600 21,000.00 6400 224,000.00
Barricade, Type III ( Permanent )RI-5 56.00$LF
Guard Rail RI-6 30.00$LF
Curb & Gutter, rolled RI-7 17.00$LF
Curb & Gutter, vertical RI-8 12.50$LF 2300 28,750.00 450 5,625.00
Curb and Gutter, demolition and disposal RI-9 18.00$LF 2300 41,400.00
Curb, extruded asphalt RI-10 5.50$LF 1410 7,755.00
Curb, extruded concrete RI-11 7.00$LF
Sawcut, asphalt, 3" depth RI-12 1.85$LF 2650 4,902.50
Sawcut, concrete, per 1" depth RI-13 3.00$LF
Sealant, asphalt RI-14 2.00$LF
Shoulder, gravel, 4" thick RI-15 15.00$SY
Sidewalk, 4" thick RI-16 38.00$SY
Sidewalk, 4" thick, demolition and disposal RI-17 32.00$SY 250 8,000.00
Sidewalk, 5" thick RI-18 41.00$SY
Sidewalk, 5" thick, demolition and disposal RI-19 40.00$SY
Sign, Handicap RI-20 85.00$Each 4 340.00
Striping, per stall RI-21 7.00$Each 70 490.00
Striping, thermoplastic, ( for crosswalk )RI-22 3.00$SF 1400 4,200.00 280 840.00
Striping, 4" reflectorized line RI-23 0.50$LF
Additional 2.5" Crushed Surfacing RI-24 3.60$SY
HMA 1/2" Overlay 1.5"RI-25 14.00$SY
HMA 1/2" Overlay 2"RI-26 18.00$SY
HMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$SY
HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$SY 26500 556,500.00
HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$SY 2500 112,500.00
HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$SY
HMA Road, 4", 4.5" ATB RI-31 38.00$SY
Gravel Road, 4" rock, First 2500 SY RI-32 15.00$SY
Gravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$SY
Thickened Edge RI-34 8.60$LF
SUBTOTAL THIS PAGE:777,252.50 239,050.00
(B)(C)(D)(E)
Page 4 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL-1 21.00$SY 2330 48,930.00
2" AC, 1.5" top course & 2.5" base course PL-2 28.00$SY 5933 166,124.00
4" select borrow PL-3 5.00$SY
1.5" top course rock & 2.5" base course PL-4 14.00$SY
SUBTOTAL PARKING LOT SURFACING:215,054.00
(B)(C)(D)(E)
LANDSCAPING & VEGETATION No.Street Trees LA-1 320.00$34 10,880.00 50 16,000.00
Median Landscaping LA-2
Right-of-Way Landscaping LA-3
Wetland Landscaping LA-4
SUBTOTAL LANDSCAPING & VEGETATION:10,880.00 16,000.00
(B)(C)(D)(E)
TRAFFIC & LIGHTING No.Signs TR-1 120.00$18 2,160.00 7 840.00
Street Light System ( # of Poles)TR-2 3,500.00$2 7,000.00
Traffic Signal TR-3
Traffic Signal Modification TR-4
SUBTOTAL TRAFFIC & LIGHTING:9,160.00 840.00
(B)(C)(D)(E)
WRITE-IN-ITEMSCementConcrete Pavement 245.00$CY 700 171,500.00
SUBTOTAL WRITE-IN ITEMS:171,500.00
STREET AND SITE IMPROVEMENTS SUBTOTAL:805,337.50 749,430.00
SALES TAX @ 9.5%76,507.06 71,195.85
STREET AND SITE IMPROVEMENTS TOTAL:881,844.56 820,625.85
(B)(C)(D)(E)
Page 5 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.)
Access Road, R/D D-1 26.00$SY
* (CBs include frame and lid)
Beehive D-2 90.00$Each
Through-curb Inlet Framework D-3 400.00$Each
CB Type I D-4 1,500.00$Each 14 21,000.00 17 25,500.00
CB Type IL D-5 1,750.00$Each
CB Type II, 48" diameter D-6 2,300.00$Each 5 11,500.00
for additional depth over 4'D-7 480.00$FT
CB Type II, 54" diameter D-8 2,500.00$Each
for additional depth over 4'D-9 495.00$FT
CB Type II, 60" diameter D-10 2,800.00$Each
for additional depth over 4'D-11 600.00$FT
CB Type II, 72" diameter D-12 6,000.00$Each
for additional depth over 4'D-13 850.00$FT
CB Type II, 96" diameter D-14 14,000.00$Each
for additional depth over 4'D-15 925.00$FT
Trash Rack, 12"D-16 350.00$Each
Trash Rack, 15"D-17 410.00$Each
Trash Rack, 18"D-18 480.00$Each
Trash Rack, 21"D-19 550.00$Each
Cleanout, PVC, 4"D-20 150.00$Each
Cleanout, PVC, 6"D-21 170.00$Each 5 850.00
Cleanout, PVC, 8"D-22 200.00$Each
Culvert, PVC, 4"(Not allowed in ROW)D-23 10.00$LF
Culvert, PVC, 6"(Not allowed in ROW)D-24 13.00$LF 1000 13,000.00
Culvert, PVC, 8"(Not allowed in ROW)D-25 15.00$LF 2850 42,750.00
Culvert, PVC, 12"(Not allowed in ROW)D-26 23.00$LF
Culvert, PVC, 15"(Not allowed in ROW)D-27 35.00$LF
Culvert, PVC, 18"(Not allowed in ROW)D-28 41.00$LF
Culvert, PVC, 24" (Not allowed in ROW)D-29 56.00$LF
Culvert, PVC, 30"(Not allowed in ROW)D-30 78.00$LF
Culvert, PVC, 36"(Not allowed in ROW)D-31 130.00$LF
Culvert, CMP, 8"D-32 19.00$LF
Culvert, CMP, 12"D-33 29.00$LF
SUBTOTAL THIS PAGE:32,500.00 82,100.00
(B)(C)(D)(E)
Quantity Remaining
(Bond Reduction)(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Page 6 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
DRAINAGE (Continued)Culvert, CMP, 15"D-34 35.00$LF
Culvert, CMP, 18"D-35 41.00$LF
Culvert, CMP, 24"D-36 56.00$LF
Culvert, CMP, 30"D-37 78.00$LF
Culvert, CMP, 36"D-38 130.00$LF 228 29,640.00
Culvert, CMP, 48"D-39 190.00$LF 180 34,200.00
Culvert, CMP, 60"D-40 270.00$LF
Culvert, CMP, 72"D-41 350.00$LF
Culvert, Concrete, 8"D-42 42.00$LF
Culvert, Concrete, 12"D-43 48.00$LF
Culvert, Concrete, 15"D-44 78.00$LF
Culvert, Concrete, 18"D-45 48.00$LF
Culvert, Concrete, 24"D-46 78.00$LF
Culvert, Concrete, 30"D-47 125.00$LF
Culvert, Concrete, 36"D-48 150.00$LF
Culvert, Concrete, 42"D-49 175.00$LF
Culvert, Concrete, 48"D-50 205.00$LF
Culvert, CPE, 6"(Not allowed in ROW)D-51 14.00$LF
Culvert, CPE, 8"(Not allowed in ROW)D-52 16.00$LF
Culvert, CPE, 12"(Not allowed in ROW)D-53 24.00$LF
Culvert, CPE, 15"(Not allowed in ROW)D-54 35.00$LF
Culvert, CPE, 18"(Not allowed in ROW)D-55 41.00$LF
Culvert, CPE, 24" (Not allowed in ROW)D-56 56.00$LF
Culvert, CPE, 30"(Not allowed in ROW)D-57 78.00$LF
Culvert, CPE, 36"(Not allowed in ROW)D-58 130.00$LF
Culvert, LCPE, 6"D-59 60.00$LF
Culvert, LCPE, 8"D-60 72.00$LF 600 43,200.00
Culvert, LCPE, 12"D-61 84.00$LF
Culvert, LCPE, 15"D-62 96.00$LF
Culvert, LCPE, 18"D-63 108.00$LF
Culvert, LCPE, 24"D-64 120.00$LF
Culvert, LCPE, 30"D-65 132.00$LF
Culvert, LCPE, 36"D-66 144.00$LF
Culvert, LCPE, 48"D-67 156.00$LF
Culvert, LCPE, 54"D-68 168.00$LF
SUBTOTAL THIS PAGE:43,200.00 63,840.00
(B)(C)(D)(E)
Page 7 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
DRAINAGE (Continued)Culvert, LCPE, 60"D-69 180.00$LF
Culvert, LCPE, 72"D-70 192.00$LF
Culvert, HDPE, 6"D-71 42.00$LF
Culvert, HDPE, 8"D-72 42.00$LF
Culvert, HDPE, 12"D-73 74.00$LF
Culvert, HDPE, 15"D-74 106.00$LF
Culvert, HDPE, 18"D-75 138.00$LF
Culvert, HDPE, 24"D-76 221.00$LF
Culvert, HDPE, 30"D-77 276.00$LF
Culvert, HDPE, 36"D-78 331.00$LF
Culvert, HDPE, 48"D-79 386.00$LF
Culvert, HDPE, 54"D-80 441.00$LF
Culvert, HDPE, 60"D-81 496.00$LF
Culvert, HDPE, 72"D-82 551.00$LF
Pipe, Polypropylene, 6"D-83 84.00$LF
Pipe, Polypropylene, 8"D-84 89.00$LF
Pipe, Polypropylene, 12"D-85 95.00$LF
Pipe, Polypropylene, 15"D-86 100.00$LF
Pipe, Polypropylene, 18"D-87 106.00$LF
Pipe, Polypropylene, 24"D-88 111.00$LF
Pipe, Polypropylene, 30"D-89 119.00$LF
Pipe, Polypropylene, 36"D-90 154.00$LF
Pipe, Polypropylene, 48"D-91 226.00$LF
Pipe, Polypropylene, 54"D-92 332.00$LF
Pipe, Polypropylene, 60"D-93 439.00$LF
Pipe, Polypropylene, 72"D-94 545.00$LF
Culvert, DI, 6"D-95 61.00$LF
Culvert, DI, 8"D-96 84.00$LF
Culvert, DI, 12"D-97 106.00$LF
Culvert, DI, 15"D-98 129.00$LF
Culvert, DI, 18"D-99 152.00$LF
Culvert, DI, 24"D-100 175.00$LF
Culvert, DI, 30"D-101 198.00$LF
Culvert, DI, 36"D-102 220.00$LF
Culvert, DI, 48"D-103 243.00$LF
Culvert, DI, 54"D-104 266.00$LF
Culvert, DI, 60"D-105 289.00$LF
Culvert, DI, 72"D-106 311.00$LF
SUBTOTAL THIS PAGE:
(B)(C)(D)(E)
Page 8 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Specialty Drainage ItemsDitching SD-1 9.50$CY
Flow Dispersal Trench (1,436 base+)SD-3 28.00$LF
French Drain (3' depth)SD-4 26.00$LF
Geotextile, laid in trench, polypropylene SD-5 3.00$SY
Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$Each 5 10,000.00
Pond Overflow Spillway SD-7 16.00$SY
Restrictor/Oil Separator, 12"SD-8 1,150.00$Each
Restrictor/Oil Separator, 15"SD-9 1,350.00$Each
Restrictor/Oil Separator, 18"SD-10 1,700.00$Each
Riprap, placed SD-11 42.00$CY
Tank End Reducer (36" diameter)SD-12 1,200.00$Each 10 12,000.00
Infiltration pond testing SD-13 125.00$HR
Permeable Pavement SD-14
Permeable Concrete Sidewalk SD-15
Culvert, Box __ ft x __ ft SD-16
SUBTOTAL SPECIALTY DRAINAGE ITEMS:22,000.00
(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)
Detention Pond SF-1 Each
Detention Tank SF-2 5,000.00$Each 3 15,000.00
Detention Vault SF-3 Each
Infiltration Pond SF-4 Each
Infiltration Tank SF-5 Each
Infiltration Vault SF-6 Each
Infiltration Trenches SF-7 Each
Basic Biofiltration Swale SF-8 Each
Wet Biofiltration Swale SF-9 Each
Wetpond SF-10 Each
Wetvault SF-11 Each
Sand Filter SF-12 Each
Sand Filter Vault SF-13 Each
Linear Sand Filter SF-14 Each
StormFilter SF-15 Each
Rain Garden SF-16 Each
SUBTOTAL STORMWATER FACILITIES:15,000.00
(B)(C)(D)(E)
Page 9 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
WRITE-IN-ITEMS
WI-1 -$
Filterra Storm Tree Box 4'x4' (CO404 SS)WI-2 14,800.00$Each 1 14,800.00
Filterra Storm Tree Box 6'x6' (CO606 SS)WI-3 18,300.00$Each 1 18,300.00
Filterra Storm Tree Box 6'x10' (C1006 SS)WI-4 31,000.00$Each 1 31,000.00
Filterra Storm Tree Box 6'x8' (CO806 SS)WI-5 24,300.00$Each 1 24,300.00
Connect to Existing Catch Basin WI-6 2,500.00$Each 3 7,500.00
Roof Drain Connection WI-7 200.00$Each 20 4,000.00
WI-8
WI-9
WI-10
WI-11
WI-12
WI-13
WI-14
WI-15
SUBTOTAL WRITE-IN ITEMS:99,900.00
DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:75,700.00 282,840.00
SALES TAX @ 9.5%7,191.50 26,869.80
DRAINAGE AND STORMWATER FACILITIES TOTAL:82,891.50 309,709.80
(B)(C)(D)(E)
Page 10 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Connection to Existing Watermain W-1 2,000.00$Each 6 12,000.00
Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$LF 40 2,000.00 75 3,750.00
Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$LF 150 8,400.00
Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$LF 100 6,000.00
Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$LF
Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$LF
Gate Valve, 4 inch Diameter W-7 500.00$Each 1 500.00
Gate Valve, 6 inch Diameter W-8 700.00$Each 2 1,400.00 1 700.00
Gate Valve, 8 Inch Diameter W-9 800.00$Each 1 800.00
Gate Valve, 10 Inch Diameter W-10 1,000.00$Each
Gate Valve, 12 Inch Diameter W-11 1,200.00$Each
Fire Hydrant Assembly W-12 4,000.00$Each 3 12,000.00
Permanent Blow-Off Assembly W-13 1,800.00$Each
Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$Each
Air-Vac Assembly, 1-Inch Diameter W-15 1,500.00$Each
Compound Meter Assembly 3-inch Diameter W-16 8,000.00$Each
Compound Meter Assembly 4-inch Diameter W-17 9,000.00$Each 2 18,000.00
Compound Meter Assembly 6-inch Diameter W-18 10,000.00$Each
Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$Each 1 20,000.00
WATER SUBTOTAL:43,100.00 42,450.00
SALES TAX @ 9.5%4,094.50 4,032.75
WATER TOTAL:47,194.50 46,482.75
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR WATER
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 11 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.d WATER
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
CED Permit #:16-006798
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Clean Outs SS-1 1,000.00$Each 4 4,000.00
Grease Interceptor, 500 gallon SS-2 8,000.00$Each
Grease Interceptor, 1000 gallon SS-3 10,000.00$Each 1 10,000.00
Grease Interceptor, 1500 gallon SS-4 15,000.00$Each
Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$LF
Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$LF 190 18,050.00
Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$LF 235 24,675.00
Sewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$LF
Sewer Pipe, DI, 8 inch Diameter SS-9 115.00$LF
Sewer Pipe, DI, 12 Inch Diameter SS-10 130.00$LF
Manhole, 48 Inch Diameter SS-11 6,000.00$Each 2 12,000.00
Manhole, 54 Inch Diameter SS-13 6,500.00$Each
Manhole, 60 Inch Diameter SS-15 7,500.00$Each
Manhole, 72 Inch Diameter SS-17 8,500.00$Each
Manhole, 96 Inch Diameter SS-19 14,000.00$Each
Pipe, C-900, 12 Inch Diameter SS-21 180.00$LF
Outside Drop SS-24 1,500.00$LS
Inside Drop SS-25 1,000.00$LS
Sewer Pipe, PVC, ____ Inch Diameter SS-26
Lift Station (Entire System)SS-27 LS
SANITARY SEWER SUBTOTAL:68,725.00
SALES TAX @ 9.5%6,528.88
SANITARY SEWER TOTAL:75,253.88
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR SANITARY SEWER
Quantity Remaining
(Bond Reduction)(B)(C)
Page 12 of 13
Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200
Date:
Name:Project Name:
PE Registration No:CED Plan # (LUA):
Firm Name:CED Permit # (U):
Firm Address:Site Address:
Phone No.Parcel #(s):
Email Address:Project Phase:
Site Restoration/Erosion Sediment Control Subtotal (a)
Existing Right-of-Way Improvements Subtotal (b)(b)929,039.06$
Future Public Improvements Subtotal (c)-$
Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)392,601.30$
(e)
(f)
Site Restoration
Civil Construction Permit
Maintenance Bond 264,328.07$
Bond Reduction 2
Construction Permit Bond Amount 3
Minimum Bond Amount is $10,000.00
1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.
2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will
cover all remaining items to be constructed.
3 Required Bond Amounts are subject to review and modification by Development Engineering.
* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.
** Note: All prices include labor, equipment, materials, overhead and profit.
EST1
((b) + (c) + (d)) x 20%
-$
MAINTENANCE BOND */**
(after final acceptance of construction)
541,726.61$
929,039.06$
1,786,159.89$
541,726.61$
-$
392,601.30$
-$
2,327,886.51$
P
(a) x 100%
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
BOND CALCULATIONS
2/24/2017
Sean Comfort
29010
AHBL
R
((b x 150%) + (d x 100%))
S
(e) x 150% + (f) x 100%
Bond Reduction: Existing Right-of-Way Improvements (Quantity
Remaining)2
Bond Reduction: Stormwater & Drainage Facilities (Quantity
Remaining)2
T
(P +R - S)
Prepared by:Project Information
CONSTRUCTION BOND AMOUNT */**
(prior to permit issuance)
253-383-2422
scomfort@ahbl.com
Sartori Elementary School
16-000692
315 Garden Avenue North
722400-0580
FOR APPROVAL
16-006798
2215 North 30th Street
Page 13 of 13
Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET
Unit Prices Updated: 06/14/2016
Version: 02/09/2017
Printed 4/25/2017
Return Address:
City Clerk’s Office
City of Renton
1055 S Grady Way
Renton, WA 98057
DECLARATION OF COVENANT FOR INSPECTION AND
MAINTENANCE OF STORMWATER FACILITIES AND BMPS
Grantor:
Grantee: City of Renton
Legal Description:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved City of Renton ___________________________ permit
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 below
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 Property's stormwater
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. Stormwater 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, rainwater harvesting systems, reduced impervious
surface coverage, and other measures designed to reduce the amount of stormwater runoff on the
Property.
2. City of Renton shall have the right to ingress and egress over those portions of the Property
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 4-6-030. The City shall also set a reasonable time in which such
Page 1 of 3 Form Approved by City Attorney 10/2013
work 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 of the 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
between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever
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 WITNESS 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, owner of the Property
Page 2 of 3 Form Approved by City Attorney 10/2013
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
, to me known 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
Page 3 of 3 Form Approved by City Attorney 10/2013
NORTH 4TH STREET
NORTH 3RD STREET GARDEN AVENUE NORTHGARDEN AVENUE NORTH(PUBLIC RIGHT-OF-WAY)
(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)NORTH 4TH STREET
NORTH 3RD STREET GARDEN AVENUE NORTHGARDEN AVENUE NORTH(PUBLIC RIGHT-OF-WAY)
(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)EXHIBDECLARATION OF COVENANT
EXHIBIT
1200 6th Avenue,
Suite 1620,
Seattle, WA 98101
206.267.2425 TEL
206.267.2429 FAX
SARTORI ELEMENTARY
N
0 100 200
1" = 100 FEET
GRAPHIC SCALE
500
SARTORI
ELEMENTARY
SCHOOL
DETENTION TANK 2
DETENTION TANK 3DETENTION TANK 1
FILTERRA 1
FILTERRA 2
FILTERRA 4
FILTERRA 5
FILTERRA 3
FILTERRA OFFSITE
LEGAL DESCRIPTION:
ONLY ONE OF THE LISTED TITLE REPORTS CONTAINED THE ASSOCIATED SUPPORT
DOCUMENTS. DUE TO THIS, NOT ALL EASEMENTS MAY BE SHOWN.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700523-WA1 DATED
NOVEMBER 3, 2014
LOT 11, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT
PROPERTY OF SAID PREMISES DEEDED TO THE CITY OF RENTON FOR RIGHT OF WAY UNDER
DEED RECORDED JUNE 7, 1994 UNDER RECORDING NO. 940607577.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY
ORDER NO. NCS-700528-WA1 DATED NOVEMBER 6, 2014
THE WEST 50 FEET OF THE EAST 225TH FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE,
ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING
COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700531-WA1 DATED
NOVEMBER 6, 2014
THE EAST 75 FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE, ACCORDING TO TH PLAT
THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700518-WA1 DATED
NOVEMBER 5, 2014
LOTS 1 THROUGH 6 INCLUSIVE, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, IN KING COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700530-WA1 DATED
NOVEMBER 6, 2014
THE WEST 50 FEET OF THE EAST 175 FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE,
ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING
COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700525-WA1 DATED
NOVEMBER 3, 2014
LOT 13, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT
PROPERTY OF SAID PREMISES DEEDED TO THE CITY OF RENTON FOR RIGHT OF WAY UNDER
DEED RECORDED JUNE 7, 1994 UNDER RECORDING NO. 940607575.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700529-WA1 DATED
NOVEMBER 6, 2014
THE WEST 50 FEET OF THE EAST 125 FEET OF LOTS 11 AND 12, BLOCK 3SARTORISVILLE,
ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING
COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY
LEGAL DESCRIPTION (CONTINUED):
ORDER NO. NCS-700519-WA1 DATED NOVEMBER 3, 2014
LOT 7, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700524-WA1 DATED
NOVEMBER 6, 2014
LOT 12, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON EXCEPT THE
FOLLOWING DESCRIBED PORTION: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 12;
THENCE NORTH 00°55'02" EAST ALONG THE WEST LINE OF SAID LOT, A DISTANCE OF 44.98
FEET TO THE NORTH LINE OF SAID LOT; THENCE SOUTH 89°06'59" EAST ALONG SAID NORTH
LINE A DISTANCE OF 6.02 FEET; THENCE SOUTH 04°43'55" WEST A DISTANCE OF 45.08 FEET TO
THE SOUTH LINE OF SAID LOT; THENCE NORTH 89°06'44" WEST ALONG SAID SOUTH LINE, A
DISTANCE OF 3.02 FEET TO THE POINT OF BEGINNING.
-PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-779077-WA1 DATED
FEBRUARY 18, 2016
LOTS 1 THROUGH 10, INCLUSIVE, BLOCK 3, SARTORISVILLE, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, RECORDS OF KING COUNTY,
WASHINGTON.
PARCEL NUMBER:
7564600170, 7224000620, 7224000615, 7224000610, 7224000605, 7224000600, 7224000595,
7224000590, 7224000580, 7564600180, 75600181, 7564600183, 7564600182, and 7564600184