HomeMy WebLinkAboutItem 19 - Rpt (TIR) 2160085.10 (combined)
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Technical Information Report
PREPARED FOR:
Greene-Gasaway Architects, PLLC
PO Box 4158
Federal Way, WA 98063-4158
PROJECT:
Maplewood Heights Elementary School
Portables
130 Jericho Avenue NE
Renton, WA 98059
2160084.10
PREPARED BY:
Anne M. Turpin, PE
Project Engineer
REVIEWED BY:
William J. Fierst, PE
Project Manager
Sean M. Comfort, PE
Principal
DATE:
April 2016
Technical Information Report
PREPARED FOR:
Greene-Gasaway Architects, PLLC
PO Box 4158
Federal Way, WA 98063-4158
PROJECT:
Maplewood Heights Elementary School
Portables
130 Jericho Avenue NE
Renton, WA 98059
2160084.10
PREPARED BY:
Anne M. Turpin, PE
Project Engineer
REVIEWED BY:
William J. Fierst, PE
Project Manager
Sean M. Comfort, PE
Principal
DATE:
April 2016
I hereby state that this Technical
Information Report for Maplewood
Heights Elementary School Portables
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
Maplewood Heights Elementary School Portables 2160084.10
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 ........................................................................................................ 3
2.3 CR 3 - Flow Control............................................................................................................. 3
2.4 CR 4 - Conveyance System ................................................................................................ 4
2.5 CR 5 - Erosion and Sediment Control ................................................................................. 4
2.6 CR 6 - Maintenance and Operations .................................................................................. 5
2.7 CR 7 - Financial Guarantees and Liability .......................................................................... 5
2.8 CR 8 - Water Quality ........................................................................................................... 5
2.9 SR 1 - Other Adopted Requirements .................................................................................. 5
2.10 SR 2 - Flood Hazard Delineation ........................................................................................ 5
2.11 SR 3 - Flood Protection Facilities ........................................................................................ 5
2.12 SR 4 - Source Control ......................................................................................................... 5
2.13 SR 5 - Oil Control ................................................................................................................ 5
2.14 SR 6 – Aquifer Protection Area ........................................................................................... 5
3.0 Offsite Analysis .............................................................................................................................. 6
3.1 Task 1 – Study Area Definition and Maps........................................................................... 6
3.2 Task 2 – Resource Review ................................................................................................. 7
3.3 Task 3 – Field Inspection .................................................................................................... 7
3.4 Task 4 – Drainage System Description and Problem Descriptions .................................... 9
4.0 Flow Control and Water Quality Facility Analysis and Design.................................................. 9
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 ....... 10
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
Maplewood Heights Elementary School Portables 2160084.10
Appendices
Appendix A
Technical Information Report (TIR) Worksheet
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 ............. Conveyance Calculations
A-8 ............. FIRM Rate Map
A-9 ............. Operations and Maintenance Manual
A-10 ........... City of Renton Bond Quantities Worksheet
A-11 ........... The City of Renton COR Map
Technical Information Report
Maplewood Heights Elementary School Portables 1 2160084.10
1.0 Project Overview
Maplewood Heights Elementary School is located at 130 Jericho Avenue NE on Parcel
No. 0847100090, Renton, Washington. See Appendix A-1 for a Vicinity Map. The project site
area is 8.67 acres, with 4.20 acres of existing impervious coverage. The 2016 portable
classroom project proposes to install two double portable classrooms, ramps, stairs, and landings
at Maplewood Heights Elementary School. See Appendix A-3 for the Existing Conditions Map
and Appendix A-4 for the Site Plan. This would result in 3,584 square feet (SF) of impervious
surface from the two portables (160 replaced and 3,424 new). In addition, the project results in
2,379 SF new impervious surface from the walk, landings, mow curbs, and trench areas. This
results in a total of 6,123 SF of new plus replaced impervious surfaces. The site will realize a net
increase of 5,963 SF of impervious surfaces. See Appendices A-5 and A-6 for Existing and
Developed Basin Maps.
The project size is larger than the threshold basin areas contributing to the proposed gravel
trenches because some work will occur in the areas contributing to the exiting gravel trenches.
Table 1: Project Land Cover Areas
Aimp (AC) Aperv (AC) Total (AC)
Existing 0.01 0.25 0.26
Proposed 0.15 0.11 0.26
Table 2: Threshold Basin Land Cover Areas
Aimp (AC) Aperv (AC) Total (AC)
Existing 0.01 0.18 0.19
Proposed 0.14 0.05 0.19
Table 3: Project Area Contributing to the Existing Trench System
Aimp (AC) Aperv (AC) Total (AC)
Existing 0.00 0.07 0.07
Proposed 0.01 0.06 0.07
Table 4: Threshold Basin Areas Breakdown
Description (acres typ.) Onsite
(AC)
Onsite
(SF)
Total Basin Area 0.19 8,349
Existing Impervious 0.01 160
Existing Pervious 0.18 8,189
Proposed Impervious 0.14 6,123
(Proposed Buildings: Two at 1,792 SF each) 0.08 3,584
(Proposed paving and ramps) 0.06 2,539
Proposed Pervious 0.05 2,104
Amount of New Impervious 0.13 5,963
Amount of Replaced Impervious 0.01 160
Amount of New Plus Replaced Impervious 0.14 6,123
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Maplewood Heights Elementary School Portables 2 2160084.10
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.
Core Requirements (CR)
2.1 CR 1 - Discharge at the Natural Location
There are two separate natural discharge locations for the project area. The natural discharge
location of stormwater for the western portable project area is the grass field south of the existing
portables. Stormwater flows southwest across the field to SE 2nd Place and is conveyed west
along the north curb flow line of SE 2nd Place. Stormwater then enters a catch basin located
southwest of the project site on SE 2nd Place. Stormwater is then conveyed in an 8-inch pipe to a
catch basin at the northeast corner of the intersection of SE 2nd Place and Jericho Avenue SE.
Stormwater is then conveyed through an 18-inch concrete pipe through a series of catch basins
west along SE 2nd Place, up to a storm manhole adjacent to the intersection of SE 2nd Place and
Hoquiam Avenue SE. Stormwater is then conveyed to the south in a 48-inch pipe and outfalls to
Maplewood Creek.
The natural discharge location of stormwater for the eastern portable project area is the grass
field south of the existing portables. Stormwater flows southeast across the field to SE 2nd Place
and is conveyed east along the north curb flow line of SE 2nd Place until it enters the City system
through a catch basin. The downstream pipe running east along SE 2nd Place is a 12-inch pipe
that continues east for approximately 280 feet, until it reaches a catch basin (Facility ID
No. 131933) located on the western flowline of the intersection of SE 2nd Place and Lyons
Avenue NE. The runoff then continues approximately 32 LF east through a 12-inch pipe to a
catch basin (Facility ID No. 131934) located on the eastern flowline of the intersection of SE 2nd
Place and Lyons Avenue NE. The runoff then continues approximately 14 LF southeast through
a 12-inch pipe to a catch basin (Facility ID No. 132309) located in the Lyons Avenue NE eastern
right-of-way. The runoff then continues approximately 270 LF east through a 12-inch pipe to a
catch basin located in the back yard area of Parcel No. 6669030160. The runoff then continues
another 270 LF east through a 12-inch pipe to a catch basin located in the back yard area of
Parcel No. 6669030120. Here, the runoff is directed north in a 12-inch pipe for approximately
100 feet to a manhole located in the southern flow line of SE 2nd Court (Facility ID No. 131935).
The runoff then continues approximately 60 feet northeast through a 12-inch pipe to a manhole
(Facility ID No. 131936). The runoff then continues approximately 45 feet east through a 12-inch
pipe, where it outfalls at the City of Renton Detention Pond located at the end of SE 2nd Court.
After passing through the detention pond control structure, runoff is directed southeast in an
18-inch pipe for approximately 60 feet to an outfall located in the Maplewood Neighborhood Park,
a forested area.
Stormwater roof runoff from the proposed portables will be discharged from the roof with
downspouts, and will flow through a series of proposed catch basins and cleanouts prior to
discharging to a gravel-filled trench for flow control. A minimum of approximately 80 feet of
grass-vegetated flow path segment is provided upon discharge from a gravel-filled trench, and
thus exceeds the 25-foot minimum requirement specified per KCSWDM C2.4.4. Roof and site
runoff will flow overland and discharge at the natural location, and thus will not adversely affect
downstream properties or drainage systems.
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Maplewood Heights Elementary School Portables 3 2160084.10
2.2 CR 2 - Offsite Analysis
AHBL staff performed a Level One Downstream Analysis for the project on April 9, 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
Full dispersion of roof runoff was evaluated. Per Appendix C.2.1.1 of the KCSWDM, a native,
vegetated, flow path segment of at least 100 feet in length must be available along the flow path
that runoff would follow upon discharge from a dispersion device. A native, vegetated, flow path
of 100 feet is not available onsite. Therefore, full dispersion is not feasible.
Full infiltration of roof runoff was evaluated. Based on the infiltration assessment by Associated
Earth Sciences, Inc. (found in Exhibit A-2, pg. 2), the soils are described as medium dense to
very dense Vashon lodgement till. The glacial till soils are not recommended for infiltration due to
the very dense and fine-grained nature. Therefore, full infiltration is not feasible.
Based on Figure C.1.3.A of the KCSWDM, one or more of the following Best Management
Practices (BMPs) must be implemented for target impervious surface not addressed with full
dispersion or with full infiltration of roof runoff:
1. Full Infiltration – As described in the geotechnical report, the site soils do not allow for
sufficient infiltration; therefore, full infiltration is not feasible. Please see Exhibit A-2.
2. Limited Infiltration – As described in the geotechnical report, the site soils do not allow for
sufficient infiltration; therefore, limited infiltration is not feasible. Please see Exhibit A-2.
3. Basic Dispersion –
a. Splash Blocks – Per KCSWDM C2.4.2, splash blocks require a 50-foot vegetated
flow path between the dispersion device and any downstream impervious
surface or drainage feature. The proposed asphalt walks range from 0 to
13 feet away from the building; therefore, splash blocks are not feasible.
b. Rock Pads – Per KCSWDM C2.4.3, rock pads require a 50-foot vegetated flow
path between the dispersion device and any downstream impervious surface
or drainage feature. The proposed asphalt walks range from 0 to 13 feet away
from the building; therefore, splash blocks are not feasible.
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Maplewood Heights Elementary School Portables 4 2160084.10
c. Gravel-Filled Trenches – The project proposes two gravel-filled trenches. The
gravel-filled trenches are described in the next paragraph.
Based on the pre-application meeting with AHBL and Jan Illian of City of Renton on
March 31, 2016, dispersion was determined to be an acceptable flow control
measure for this project.
d. Sheet Flow – Per KCSWDM C2.4.5, sheet flow is not used for roof downspouts;
therefore, sheet flow is not feasible.
Two gravel-filled trenches are proposed for this project. A summary of the area tributary to each
gravel-filled trench is shown below:
Impervious
(SF)
Pervious
(SF)
Impervious Equivalent
[I+P*(700/5000)] (SF)
Length
(FT)
Gravel-Filled
Trench 1 2,867 715 2,967 42
Gravel-Filled
Trench 2 3,416 1,389 3,610 52
Section C.2.4.4 of the KCSWDM states that the gravel trench size shall be designed at a ratio of
10 feet of trench per 700 SF impervious (or 5,000 SF pervious) tributary to the trench. Therefore,
the length of each gravel-filled trench was determined by calculating the impervious equivalent
tributary area to the gravel-filled trench. See Exhibit A-6 for the location of each gravel-filled
trench. A minimum of approximately 80 feet of grass-vegetated flow path segment is provided
upon discharge for each gravel trench, and thus exceeds the 25-foot minimum requirement.
2.4 CR 4 - Conveyance System
The two new double portable classrooms will include downspouts that tie into roof drain systems
prior to entering proposed catch basins and gravel-filled trenches onsite. 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 cannot
create or aggravate a severe flooding problem or severe erosion problem. The new pipe system
has sufficient capacity for a 25-year peak flow. Catch basin rims do not overtop in the 100-year
peak storm event, and there is 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 are created or aggravated in the 100-year storm event. See Appendix A-7 for
the conveyance basin and calculations.
2.5 CR 5 - Erosion and Sediment Control
Onsite land disturbance will consist of clearing the work site (approximately 11,000 SF), small
amounts of demolition, and regrading for placement of four catch basins, five area drains, and
two gravel-filled trenches. Erosion and sediment control will be provided with the use of
temporary and permanent seeding within the work limits, silt fence or wattles, and inlet sediment
protection. A Temporary Erosion and Sedimentation Control Plan is included in the plan set. See
Section 8.0 for Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and
Designs.
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Maplewood Heights Elementary School Portables 5 2160084.10
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. See Appendix A-9 for the Operations and
Maintenance Manual.
2.7 CR 7 - Financial Guarantees and Liability
This project will provide financial guarantees and liability per City of Renton requirements. See
Appendix A-10 for the City of Renton Bond Quantities Worksheet.
2.8 CR 8 - Water Quality
No pollution generating surfaces are proposed as part of this development; therefore, the
development meets the Surface Area Exemption. CR 8 will not apply.
Special Requirements (SR)
2.9 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
FIRM Rate Map.
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; therefore, it does not fit the definition of a
commercial, industrial, or multi-family site for source control purposes.
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 not located within an aquifer protection zone. See Appendix A-11 for City of
Renton COR Map Districts and Development Conditions.
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Maplewood Heights Elementary School Portables 6 2160084.10
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
Maplewood Heights Elementary School proposes to place two new portable buildings on the
8.67-acre site located at 130 Jericho Avenue SE in Renton, Washington. AHBL staff visited the
site on April 9, 2016.
The project site lies within the Lower Cedar River Drainage Basin, as delineated by the King
County Water Features Map. Wetland signage was observed south of SE 2nd Place adjacent to
Maple Creek. The existing project site consists of four double classroom portables, four portable
ramps, associated asphalt walks, a storage container, and grassed area with a dispersal trench.
The project site basin receives no upstream stormwater. In existing conditions, there are two
discharge locations from the project site, one each for the west and east portables.
The majority of the stormwater from the west proposed portable location sheet flows 80 feet
southwest through grassed area to SE 2nd Place. Contrary to the COR Map, this stormwater
flows west along the SE 2nd Place curb line. Stormwater enters a catch basin southwest of the
project site on SE 2nd Place. Stormwater is then conveyed in an 8-inch pipe to a catch basin at
the northeast corner of the intersection of SE 2nd Place and Jericho Avenue SE. The stormwater
is then conveyed through an 18-inch concrete pipe through a series of catch basins west along
SE 2nd Place, up to a storm manhole adjacent to the intersection of SE 2nd Place and Hoquiam
Avenue SE. Stormwater is then conveyed to the south in a 48-inch pipe and outfalls to
Maplewood Creek.
Stormwater runoff from the eastern proposed portable location is also conveyed via downspouts
and splash blocks, and sheet flows 80 feet south through grassed area to SE 2nd Place. It is
conveyed east along the north curb flow line of SE 2nd Place until it enters the city system through
a catch basin. The downstream pipe running east along SE 2nd Place is a 12-inch pipe that
continues east for approximately 280 feet, until it reaches a catch basin (Facility ID No. 131933)
located on the western flowline of the intersection of SE 2nd Place and Lyons Avenue NE. The
runoff then continues approximately 32 LF east through a 12-inch pipe to a catch basin (Facility
ID No. 131934) located on the eastern flowline of the intersection of SE 2nd Place and Lyons
Avenue NE. The runoff then continues approximately 14 LF southeast through a 12-inch pipe to
a catch basin (Facility ID No. 132309) located in the Lyons Avenue NE eastern right-of-way. The
runoff then continues approximately 270 LF east through a 12-inch pipe to a catch basin located
in the back yard area of Parcel No. 6669030160. The runoff then continues another 270 LF east
through a 12-inch pipe to a catch basin located in the back yard area of No. 6669030120. Here,
the runoff is directed north in a 12-inch pipe for approximately 100 feet to a manhole located in
the southern flow line of SE 2nd Court (Facility ID No. 131935). The runoff then continues
approximately 60 feet northeast through a 12-inch pipe to a manhole (Facility ID No. 131936).
The runoff then continues approximately 45 feet east through a 12-inch pipe, where it outfalls at
the City of Renton Detention Pond located at the end of SE 2nd Court. After passing through the
detention pond control structure, runoff is directed southeast in an 18-inch pipe for approximately
60 feet to an outfall located in the Maplewood Neighborhood Park, a forested area (see
Section 3.3 below).
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Maplewood Heights Elementary School Portables 7 2160084.10
3.2 Task 2 – Resource Review
The following resources were reviewed to discover any existing or potential problems in the study
area:
Civil Engineering Plans: Maplewood Heights Elementary School, dated April 10, 1996,
prepared by Waldron Pomeroy Smith Foote & Akira Architects.
Civil Engineering Plans: Maplewood Heights Elementary School, dated April 15, 2015,
prepared by AHBL Inc.
FEMA Map: FEMA Flood Insurance Rate Map 53033C0982F, dated May 16, 1995,
indicates that the project site lies within Zone X – areas determined to be outside the
500-year floodplain (see Exhibit A-8).
King County iMAP: The project site is not located in any of the following mapped critical
areas:
o Coal Mine Hazard Areas
o Erosion Hazard Areas
o Landslide Hazard Areas
o Seismic Hazard Areas
o Critical Aquifer Recharge Areas
o 100-Year Flood Plain
o Wetlands
Soils Information: Site soils have been classified as medium dense to very dense Vashon
lodgement till, overlain in places by fill, based on a Geotechnical Report dated March 16,
2015, prepared by Associated Earth Sciences, Inc. (see Exhibit A-2).
City of Renton COR Maps: The downstream basins were delineated using City of Renton
COR Maps, along with a site visit on April 9, 2016.
3.3 Task 3 – Field Inspection
On April 9, 2016, AHBL staff performed a Downstream Analysis of the drainage system receiving
stormwater runoff from the proposed portable classrooms at Maplewood Heights 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.
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Maplewood Heights Elementary School Portables 8 2160084.10
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: The land use on the project site is a school site, which consists of four double
classroom portables, four portable ramps, associated asphalt walks, a storage container,
and grassed area with dispersal trench to the south. The project site area is 8.67 acres,
with 4.20 acres of existing impervious coverage.
7. Collect information on pipe sizes, channel characteristics, drainage structures, 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. The proposed western portable
will drain to the west along SE 2nd Place and the proposed eastern portable will drain to the
east. The following is a detailed description of the two drainage patterns.
Western Portable Location: Drainage sheet flows over approximately 80 LF of grassy play
area; the runoff flows west along the northern edge of SE 2nd Place until it enters the city
system. Contrary to the COR map, the runoff continues westward through a catch basin
(Facility ID No. 116024) on the northeast corner of Jericho Avenue SE and SE 2nd Place,
and then under Jericho Avenue SE to a catch basin (Facility ID No. 116028) on the
northwest corner of Jericho Avenue SE and SE 2nd Place. Pipe continues in the westward
direction in an 18-inch pipe until reaching a manhole at the intersection of Hoquiam Avenue
SE and SE 2nd Place, where the drainage is conveyed south in a 48-inch storm pipe to
Maplewood Creek. Wetland area signs were observed at Maplewood Creek; however, the
wetland is not within 0.25 mile, according to the COR Map.
Eastern Portable Location: Drainage sheet flows over approximately 80 LF of grassy play
area and east along the northern edge of SE 2nd Place, until it enters the city system
through a catch basin. The downstream pipe running east along SE 2nd Place is a 12-inch
pipe that continues east for approximately 280 feet, until it reaches a catch basin (Facility
ID No. 131933) located on the western flowline of the intersection of SE 2nd Place and
Lyons Avenue NE. The runoff then continues approximately 32 LF east through a 12-inch
pipe to a catch basin (Facility ID No. 131934) located on the eastern flowline of the
intersection of SE 2nd Place and Lyons Avenue NE. The runoff then continues
approximately 14 LF southeast through a 12-inch pipe to a catch basin (Facility ID No.
132309) located in the Lyons Avenue NE eastern right-of-way. The runoff then continues
approximately 270 LF east through a 12-inch pipe to a catch basin located in the back yard
area of Parcel No. 6669030160. The runoff then continues another 270 LF east through a
12-inch pipe to a catch basin located in the back yard area of No. 6669030120. Here, the
runoff is directed north in a 12-inch pipe for approximately 100 feet to a manhole located in
the southern flow line of SE 2nd Court (Facility ID No. 131935). The runoff then continues
approximately 60 feet northeast through a 12-inch pipe to a manhole (Facility ID No.
131936). The runoff then continues approximately 45 feet east through a 12-inch pipe,
where it outfalls at the City of Renton Detention Pond located at the end of SE 2nd Court.
After passing through the detention pond control structure, runoff is directed southeast in
an 18-inch pipe for approximately 60 feet to an outfall located in the Maplewood
Neighborhood Park, a forested area.
8. Verify tributary basins delineated in Task 1: Based on the topography onsite, the basin
delineation based on the survey was confirmed.
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Maplewood Heights Elementary School Portables 9 2160084.10
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.
10. Note the date and weather conditions at the time of the inspection: The site visit occurred
on April 9, 2016. The weather was overcast and 60 degrees.
3.4 Task 4 – Drainage System Description and Problem Descriptions
The natural discharge location of stormwater for the project area is the grass field south of the
existing portables. Stormwater will flow from the proposed portables to catch basins via roof
drains and closed conveyance piping to two gravel-filled trenches along the south side of the
proposed portables. Stormwater is proposed to sheet flow from the gravel-filled trenches through
a vegetated flow path toward SE 2nd Place. Stormwater from the western portable will flow
southwest, until it reaches SE 2nd Place. This stormwater then flows west along the SE 2nd Place
curb line. Stormwater enters a catch basin southwest of the project site on SE 2nd Place.
Stormwater is then conveyed in an 8-inch pipe to a catch basin at the northeast corner of the
intersection of SE 2nd Place and Jericho Avenue SE. Stormwater is then conveyed through an
18-inch concrete pipe through a series of catch basins west along SE 2nd Place, up to a storm
manhole adjacent to the intersection of SE 2nd Place and Hoquiam Avenue SE. Stormwater is
then conveyed to the south in a 48-inch pipe and outfalls to Maplewood Creek.
Once the stormwater from the eastern portable passes through the gravel-filled trench, it flows
southeast until it reaches SE 2nd Place. The runoff will flow east along the northern edge of SE
2nd Place until it enters the city system through a catch basin. The downstream pipe running east
along SE 2nd Place is a 12-inch pipe that continues east for approximately 280 feet, until it
reaches a catch basin (Facility ID No. 131933) located on the western flowline of the intersection
of SE 2nd Place and Lyons Avenue NE. The runoff then continues approximately 32 LF east
through a 12-inch pipe to a catch basin (Facility ID No. 131934) located on the eastern flowline of
the intersection of SE 2nd Place and Lyons Avenue NE. The runoff then continues approximately
14 LF southeast through a 12-inch pipe to a catch basin (Facility ID No. 132309) located in the
Lyons Avenue NE eastern right-of-way. The runoff then continues approximately 270 LF east
through a 12-inch pipe to a catch basin located in the back yard area of Parcel No. 6669030160.
The runoff then continues another 270 LF east through a 12-inch pipe to a catch basin located in
the back yard area of No. 6669030120. Here, the runoff is directed north in a 12-inch pipe for
approximately 100 feet to a manhole located in the southern flow line of SE 2nd Court (Facility ID
No. 131935). The runoff then continues approximately 60 feet northeast through a 12 inch pipe
to a manhole (Facility ID No. 131936). The runoff then continues approximately 45 feet east
through a 12-inch pipe, where it outfalls at the City of Renton Detention Pond located at the end
of SE 2nd Court. After passing through the detention pond control structure, runoff is directed
southeast in an 18-inch pipe for approximately 60 feet to an outfall located in the Maplewood
Neighborhood Park, a forested area
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
See Sections 2.3 and 2.8 above for the Flow Control and Water Quality Analysis sections.
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Maplewood Heights Elementary School Portables 10 2160084.10
5.0 Conveyance System Analysis and Design
The project proposes collection of storm drainage from the two proposed double classroom
portables via roof drain systems that drain to proposed catch basins onsite. Storm drainage from
proposed asphalt pavement and grassed areas sheet flow to five proposed area drains onsite,
prior to connection to gravel-filled trenches along the south side of the project site. Conveyance
capacity calculations are included in Appendix A-7.
6.0 Special Reports and Studies
A Geotechnical Report dated March 16, 2015, prepared by Associated Earth Sciences, Inc., can
be found in Appendix A-2.
7.0 Other Permits
No other permits are required as part of this proposed development.
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 are shown on the ESC plans and will be used to control sedimentation/
erosion processes:
Clearing Limits – All areas to remain undisturbed during the construction of the project will
be delineated prior to any site clearing or grading.
Cover Measures – Cover measures will be implemented 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 conveyance 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.
Technical Information Report
Maplewood Heights Elementary School Portables 11 2160084.10
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant
See Section 2.7 above for CR 7 – Financial Guarantees and Liability. See Appendix A-10 for the
City of Renton Bond Quantities Worksheet. Facility Summaries and Declaration of Covenant are
not applicable to this project.
10.0 Operations and Maintenance Manual
Maintenance and operations of all drainage facilities will be maintained by the owner. The project
proposes new catch basins onsite. See Appendix A-9 for operations and maintenance
information.
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.
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.
Anne M. Turpin, PE
Project Engineer
AMT/lsk
April 2016
Q:\2016\2160084\WORDPROC\Reports\20160419 Rpt (TIR) 2160085.10.docx
Technical Information Report
Maplewood Heights Elementary School Portables 2160084.10
Appendix A
Technical Information Report (TIR) Worksheet
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 .................... Conveyance Calculations
A-8 .................... FIRM Rate Map
A-9 .................... Operations and Maintenance Manual
A-10 .................. City of Renton Bond Quantities Worksheet
A-11 .................. The City of Renton COR Map
Part 4 OTHER REVIEWS AND PERMITS
• DFW HPA
• COE 404
LI DOE Dam Safety
• FEMA Floodplain
• COE Wetlands
• Other i1/4
LI Shoreline
Management
U Structural
RockeryNault/
U ESA Section 7
Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Name MgPt/-;b16)00 h U>rtiar
DDES Permit #
Location Township
Range 0 5
Section 15
Site Address jTiz(ci-)0 kve 5.-
gi-ro; ki,1 gewsci.
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part I PROJECT OWNER AND
PROJECT ENGINEER
Project Owner RENT-o(J r)(ST( c(
Phone qZ5--- 4 2z) — i-/Ve
Address 7 61 2— S 12.a 5-fc
5Q, Ti-L-/-5, 4-'8(7S-
Project Engineer RD Fl / A-) Fe /4A/76;70 V 41'J
Company Aft@
Phone 2.5-3-3S' 3- 7 (I
Part 3 TYPE OF PERMIT APPLICATION
• Landuse Services
Subdivison / Short Subd. / UPD
CI Building Services
M/F / Commerical / SFR
[2/Clearing and Grading
D Right-of-Way Use
D Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report
Type of Drainage Review F / Targeted /
(circle): Large Site
Date (include revision
Site Improvement Plan (Engr. Plans)
Type (circle one): 431) / Modified /
mall Site
Date (include revision
dates): dates):
Date of Final: Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket
Description: (include conditions in TIR Section 2)
0/4
P'/A
Date of Approval:
2009 Surface Surface Water Design Manual
1
1/9/2009
/43 c r
Anne Turpin
L3 Sole Source Aquifer
CI Seeps/Springs
CI High Groundwater Table (within 5 feet)
LI Other
Yes
tJj A
Describe: J /A Monitoring Required:
Start Date:
Completion Date:
Part 7 MONITORING REQUIREMENTS
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : Esiv cAsrt-e-
Special District Overlays:
Drainage Basin: Z.- OGV/5-/e. C C--=Pfl 0 (
Stormwater Requirements:
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
U River/Stream
1:1 Lake
CI Wetlands
U Closed Depression
1:1 Floodplain
Other OM
CI Steep Slope
CI Erosion Hazard
L3 Landslide Hazard
CI Coal Mine Hazard
E3 Seismic Hazard
U Habitat Protection
Slopes
51— iC
Soil Type
A c /
tij
(04,04-
Erosion Potential
Mock:0
Part 10 SOILS
CI Additional Sheets Attached
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2009 Surface Water Design Manual 1/9/2009
2
x Wetlands are on adjacent sites
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
U Core 2 — Offsite Analysis
ID Sensitive/Critical Areas
• SEPA
El Other w
D Additional Sheets Attached
LIMITATION / SITE CONSTRAINT
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area)
Threshold Discharge Area:
(name or description)
Core Core Requirements (all 8 apply)
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level:6)1‘ / 2 / 3 dated: 31/ ? 5
Flow Control Level: 1 / 2 / 3 or Exemption Number
(incl. facility summary sheet) Small Site BMPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor: lop A F--- r --E,. 2 Pg.
Phone: / Contact Phone: A 0 After Hours Phone: WARDP:
Maintenance and Operation Responsibility: Private / ubliq)
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Provided:s)H/ No
Liability
Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption No. /
Landscape Management Plan: Yes / No
Special Requirements (as applicable)
Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None
iRequirements ne: .
Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None /1/ //4
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe: A/44
Source Control Describe landuse:
(comm./industrial landuse)/1/44 Describe any structural controls:
2009 Surface Water Design Manual 1/9/2009
3
2
04/09/2016
Oil Control High-use Site: Yes No
Treatment BMP:
Maintenance Agreement: Yes
with whom?
Other Drainage Structures
Describe: cc_cs-ro
ce_FC)
Ce
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
_plearing Limits
4 Cover Measures
U Perimeter Protection
U Traffic Area Stabilization
U Sediment Retention
El Surface Water Collection
U Dewatering Control
Dust Control
U Flow Control
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
Stabilize Exposed Surfaces
Remove and Restore Temporary ESC Facilities
Clean and Remove All Silt and Debris, Ensure
Operation of Permanent Facilities
U Flag Limits of SAO and open space
preservation areas
0 Other
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control Type/Description Water Quality Type/Description
CI Detention
CI Infiltration
CI Regional Facility
U Shared Facility
L3 Flow Control
BM Ps
.
Other
0 Biofiltration
U Wetpool
U Media Filtration
0 Oil Control
CI Spill Control
U Flow Control BMPs
Li Other
& j.kiti vt3;/, Httei>
-0Z IV (44 PI
2009 Surface Surface Water Design Manual 1/9/2009
4
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
El Drainage Easement
El Covenant
El Native Growth Protection Covenant
El Tract
D Other 0 74-
El Cast in Place Vault
CI Retaining Wall
D Rockery > 4' High
0 Structural on Steep Slope
El Other M (i+
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
knowledge the information provided here is accurate.
1\rk111444„...,.. -&:JIA•6°qC LIM IZ.015 Signed/Date
2009 Surface Water Design Manual 1/9/2009
5
April 19, 2016
Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMAPLEWOOD HEIGHTS ELEMENTARYSCHOOL PORTABLES VICINITY MAP SITELOCATION
March 16, 2015
Project No. KE150128A
Renton School District
c/o Greene Gasaway Architects, PLLC
P.O. Box 4158
Federal Way, Washington 98062
Attention: Mr. Sam Rosendahl
Subject: Document Review
Portable Classroom Placements
Renton School District
Multiple Locations
Dear Mr. Rosendahl:
This report presents the results of Associated Earth Sciences, Inc.’s (AESI’s) review of AESI’s past
project files and exploration logs at schools currently planned to receive new portable
classrooms. This summary of available subsurface exploration information has been prepared
for the eight elementary schools identified by Greene Gasaway Architects, PLLC. Where past
explorations have been identified, preliminary findings, including our opinion regarding the
feasibility of storm water infiltration, are provided.
Written authorization to proceed with this study was granted by Greene Gasaway Architects,
PLLC. This review was accomplished in general accordance with our original proposal letter
dated March 6, 2015. This report has been prepared for the exclusive use of the Renton School
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. No other warranty, express or implied, is made.
PROJECT AND SITE DESCRIPTIONS
We understand that the Renton School District is proposing the placement (or replacement) of
portable classroom buildings at the following elementary schools:
Kirkland Office | 911 Fifth Avenue | Kirkland, WA 98033 P | 425.827.7701 F| 425.827.5424
Everett Office | 2911 ½ Hewitt Avenue, Suite 2 | Everett, WA 98201 P | 425.259.0522 F | 425.252.3408
Tacoma Office | 1552 Commerce Street, Suite 102 | Tacoma, WA 98402 P | 253.722.2992 F | 253.722.2993
www.aesgeo.com
Portable Classroom Placements
Renton School District Document Review
Proposed placement during 2015
• Maplewood Heights: 130 - Jericho Avenue SE, Renton, Washington
• Hazelwood: 7100 - 116th Avenue SE, Newcastle, Washington
• Campbell Hill: 6418 S 124th Street, Seattle, Washington
• Sierra Heights: 2501 - Union Avenue NE, Renton, Washington
Proposed placement possibly during 2016
• Tiffany Park: 1601 Lake Youngs Way SE, Renton, Washington
• Talbot Hill: 2300 Talbot Road South, Renton, Washington
• Lakeridge: 7400 South 115th Street, Seattle, Washington
• Bryn Mawr: 8212 South 118th Street, Seattle, Washington
We understand that the portable buildings will be self-contained, and each will consist of a
wood-frame building supported on concrete foundation bearing strips. A crawl-space floor
design is expected, without a slab-on-grade floor. We understand that infiltration of collected
storm water is currently under consideration for the proposed portable buildings.
AESI DOCUMENT REVIEW - FINDINGS
AESI has completed a review of AESI’s past project files and exploration logs of the above-listed
sites. The following sections provide a brief overview of the anticipated subsurface conditions
at each site, based on the data gathered during our document review. Copies of previous AESI
exploration logs and site plans reviewed for this study are attached to this report.
Maplewood Heights Elementary School
AESI completed subsurface explorations at the Maplewood Heights Elementary School (ES) site
in January 2012 and January 2015. In summary, these explorations encountered medium dense
to very dense Vashon lodgement till, overlain in places by fill. The Vashon lodgement till is
generally considered suitable for foundation support of portable classroom structures. We
consider the density and texture of the lodgement till encountered in our past explorations,
along with our previous experience with sites exhibiting similar soil conditions, to preclude the
use of infiltration for the handling of storm water runoff at the Maplewood Heights ES site, in
our opinion.
March 16, 2015 ASSOCIATED EARTH SCIENCES, INC.
JPL/pc – KE150128A2 – Projects\20150128\KE\WP Page 2
Portable Classroom Placements
Renton School District Document Review
Hazelwood Elementary School
AESI completed subsurface explorations at the Hazelwood ES site in June, July, August and
November 2003, and February 2004. In summary, these explorations encountered medium
dense to very dense Vashon lodgement till, Vashon advance outwash, and Tukwila Formation
bedrock, overlain in places by fill. The lodgement till, advance outwash, and bedrock are
generally considered suitable for foundation support of portable classroom structures. We
consider the density and texture of the lodgement till, and bedrock encountered in our past
explorations, along with our previous experience with sites exhibiting similar soil/rock
conditions, to preclude the use of infiltration for the handling of storm water runoff. The
Vashon advance outwash soils, encountered primarily at the northern and eastern portions of
the Hazelwood ES site, may be conducive to storm water infiltration. We recommend a
site-specific exploration for the proposed portables to evaluate the feasibility of storm water
infiltration at the planned locations of the new structures.
Campbell Hill Elementary School
AESI completed subsurface explorations at the Campbell Hill ES site in December 2000. In
summary, these explorations encountered medium dense to very dense ablation till, lodgement
till, and Tukwila Formation bedrock, overlain in places by fill. The ablation till, lodgement till,
and bedrock are generally considered suitable for foundation support of portable classroom
structures. We consider the variability in density and texture of the ablation till, the density
and texture of the lodgement till, and bedrock encountered in our past explorations, along with
our previous experience with sites exhibiting similar soil/rock conditions, to preclude the use of
infiltration for the handling of storm water runoff at the Campbell Hill ES site, in our opinion.
Sierra Heights Elementary School
AESI completed subsurface explorations at the Sierra Heights ES site in September 1993. In
summary, these explorations encountered very dense Vashon lodgement till, overlain in places
by fill. The Vashon lodgement till is generally considered suitable for foundation support of
portable classroom structures. We consider the density and texture of the lodgement till
encountered in our past explorations, along with our previous experience with sites exhibiting
similar soil conditions, to preclude the use of infiltration for the handling of storm water runoff
at the Sierra Heights ES site, in our opinion.
Tiffany Park Elementary School
Our research did not reveal past AESI subsurface explorations at the existing Tiffany Park ES
site. AESI completed subsurface explorations at a potential Tiffany Park ES site, located to the
southeast of the existing Tiffany Park ES campus, in September 2012. In summary, these
March 16, 2015 ASSOCIATED EARTH SCIENCES, INC.
JPL/pc – KE150128A2 – Projects\20150128\KE\WP Page 3
Portable Classroom Placements
Renton School District Document Review
explorations encountered medium dense to very dense Vashon lodgement till. Also, our review
of the Geologic Map of King County, Washington, by Derek B. Booth, Kathy A. Troost, and Aaron
P. Wisher, 2006, indicates that the existing Tiffany Park ES site is underlain by lodgement till
sediments. The Vashon lodgement till is generally considered suitable for foundation support
of portable classroom structures. We consider the density and texture of the lodgement till
encountered in our past explorations at the nearby site, along with our review of the regional
geologic map and our previous experience with sites exhibiting similar soil conditions, to likely
preclude the use of infiltration for the handling of storm water runoff at the existing Tiffany
Park ES site, in our opinion. We recommend a site-specific exploration for the proposed
portables to evaluate the feasibility of storm water infiltration at the planned locations of the
new structures.
Talbot Hill Elementary School
AESI completed subsurface explorations at the Talbot Hill ES site in April 1996. In summary,
these explorations encountered very dense lodgement till and Renton Formation bedrock,
overlain in places by fill. The lodgement till and bedrock are generally considered suitable for
foundation support of portable classroom structures. We consider the density and texture of
the lodgement till, and bedrock encountered in our past explorations, along with our previous
experience with sites exhibiting similar soil/rock conditions, to preclude the use of infiltration
for the handling of storm water runoff at the Talbot Hill ES site, in our opinion.
Lakeridge Elementary School
AESI completed subsurface explorations at the Lakeridge ES site in April 1991, January 1993 and
March 1994, and issued a letter dated April 22, 2014 providing our opinion regarding the
feasibility of storm water infiltration, based on previous explorations in the vicinity of the site.
In summary, the referenced explorations, both on-site and in the vicinity, encountered very
dense Vashon lodgement till, overlain in places by fill. The Vashon lodgement till is generally
considered suitable for foundation support of portable classroom structures. As mentioned in
our April 22, 2014 letter, we consider the density and texture of the lodgement till encountered
in our past explorations, along with our previous experience with sites exhibiting similar soil
conditions, to preclude the use of infiltration for the handling of storm water runoff at the
Lakeridge ES site, in our opinion.
Bryn Mawr Elementary School
Our research did not reveal past AESI subsurface explorations at the Bryn Mawr ES site. AESI
recently issued a proposal to complete subsurface explorations for support in design of ADA
improvement at the existing Bryn Mawr ES campus. We recommend that these explorations be
March 16, 2015 ASSOCIATED EARTH SCIENCES, INC.
JPL/pc – KE150128A2 – Projects\20150128\KE\WP Page 4
Attachment A:
Site Plan and Exploration Logs
Maplewood Heights ES
Attachment B:
Site Plan and Exploration Logs
Hazelwood ES
Attachment C:
Site Plan and Exploration Logs
Campbell Hill ES
Attachment D:
Site Plan and Exploration Logs
Sierra Heights ES
Attachment E:
Site Plan and Exploration Logs
Tiffany Park ES (nearby site)
Attachment F:
Site Plan and Exploration Logs
Talbot Hill ES
Attachment G:
Site Plan and Exploration Logs
Lakeridge ES
144TH AVENUE SE (JERICHO AVENUE SE)SE 136TH STREETSE 136TH STREETPOINT OFDISCHARGEPOINT OFDISCHARGEPROJECT LIMITSAREA: 0.12 ACEXISTING IMPERVIOUS: 0.01 ACEXISTING PERVIOUS: 0.11 ACPROJECT LIMITSAREA: 0.14 ACEXISTING IMPERVIOUS: 0.00 ACEXISTING PERVIOUS: 0.14 ACTOTAL AREA: 0.26 ACTOTAL IMPERVIOUS: 0.01 ACTOTAL PERVIOUS: 0.25 ACCivil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMAPLEWOOD HEIGHTS ELEMENTARYSCHOOL PORTABLESGRAPHIC SCALE03060 FEET1" = 30 FEET15N
DSDSDSDSDSDSDSDSPROJECT LIMITSAREA: 0.12 ACPROPOSED IMPERVIOUS: 0.07 ACPROPOSED PERVIOUS: 0.05 ACPROJECT LIMITSAREA: 0.14 ACPROPOSED IMPERVIOUS: 0.08 ACPROPOSED PERVIOUS: 0.06 ACTOTAL AREA: 0.26 ACTOTAL IMPERVIOUS: 0.15 ACTOTAL PERVIOUS: 0.11 ACCivil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMAPLEWOOD HEIGHTS ELEMENTARYSCHOOL PORTABLESGRAPHIC SCALE03060 FEET1" = 30 FEET15NLEGENDNEW IMPERVIOUS:0.15 ACREPLACED IMPERVIOUS0.01 AC
PROJECT BASIN LIMITSAREA: 0.08 ACEXISTING IMPERVIOUS: 0.01 ACEXISTING PERVIOUS: 0.07 ACPROJECT BASIN LIMITSAREA: 0.11 ACEXISTING IMPERVIOUS: 0.00 ACEXISTING PERVIOUS: 0.11 ACTOTAL AREA: 0.19 ACTOTAL IMPERVIOUS: 0.01 ACTOTAL PERVIOUS: 0.18 ACCivil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMAPLEWOOD HEIGHTS ELEMENTARYSCHOOL PORTABLESGRAPHIC SCALE02040 FEET1" = 20 FEET10N
DSDSDSDSDSDSDSDSGRAVEL FILLEDTRENCH #1GRAVEL FILLEDTRENCH #2PROJECT BASIN LIMITSAREA: 0.08 ACPROPOSED IMPERVIOUS: 0.06 ACPROPOSED PERVIOUS: 0.02 ACPROJECT BASIN LIMITSAREA: 0.11 ACPROPOSED IMPERVIOUS: 0.08 ACPROPOSED PERVIOUS: 0.03 ACTOTAL AREA: 0.19 ACTOTAL IMPERVIOUS: 0.14 ACTOTAL PERVIOUS: 0.05 ACCivil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMAPLEWOOD HEIGHTS ELEMENTARYSCHOOL PORTABLESGRAPHIC SCALE02040 FEET1" = 20 FEET10LEGENDTRIBUTARY AREA TO GRAVEL FILLEDTRENCH #1:0.07 AC IMPERVIOUS0.04 AC PERVIOUSTRIBUTARY AREA TO GRAVEL FILLEDTRENCH #2:0.07 AC IMPERVIOUS0.05 AC PERVIOUSN
A-7
Western Portable – Western Roof Drain
Contributing Area
(ac)
Proposed Impervious 0.02
Appended on: 08:52:21 Tuesday, April 19, 2016
ROUTEHYD [] THRU [Western Port - Western RD] 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
1 0.0200 7.00 0.0460 0.5626 0.08 0.0967 6"
Diam 1.7265 2.8654 Area 1
From
Node
To
Node
Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
401.9250
Downspout CB #1 402.6652 ------ ------ ------ 402.6652 404.3000
A-7
Record Id: Area 1
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.02 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: Downspout
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.5000 ft Max El. 404.3000 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.5000 ft 0.0000 cf 403.4000 ft 3.5730 cf
402.6000 ft 0.3970 cf 403.5000 ft 3.9700 cf
402.7000 ft 0.7940 cf 403.6000 ft 4.3670 cf
402.8000 ft 1.1910 cf 403.7000 ft 4.7640 cf
402.9000 ft 1.5880 cf 403.8000 ft 5.1610 cf
403.0000 ft 1.9850 cf 403.9000 ft 5.5580 cf
403.1000 ft 2.3820 cf 404.0000 ft 5.9550 cf
403.2000 ft 2.7790 cf 404.1000 ft 6.3520 cf
404.3000 ft 7.1460 cf
A-7
Appended on: 08:48:48 Tuesday, April 19, 2016
Record Id: CB #1
Descrip: Prototype Record Increment 0.10 ft
Start El. 401.8000 ft Max El. 404.3000 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
401.8000 ft 0.0000 cf 403.1000 ft 5.1610 cf
401.9000 ft 0.3970 cf 403.2000 ft 5.5580 cf
402.0000 ft 0.7940 cf 403.3000 ft 5.9550 cf
402.1000 ft 1.1910 cf 403.4000 ft 6.3520 cf
402.2000 ft 1.5880 cf 403.5000 ft 6.7490 cf
402.3000 ft 1.9850 cf 403.6000 ft 7.1460 cf
402.4000 ft 2.3820 cf 403.7000 ft 7.5430 cf
402.5000 ft 2.7790 cf 403.8000 ft 7.9400 cf
402.6000 ft 3.1760 cf 403.9000 ft 8.3370 cf
402.7000 ft 3.5730 cf 404.0000 ft 8.7340 cf
402.8000 ft 3.9700 cf 404.1000 ft 9.1310 cf
402.9000 ft 4.3670 cf 404.2000 ft 9.5280 cf
404.3000 ft 9.9250 cf
A-7
Appended on: 08:49:17 Tuesday, April 19, 2016
Record Id: 1
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
Routing Method: Travel Time Translation DnNode CB #1 UpNode Downspout
Material Plastic Size 6" Diam
Ent Losses Groove End w/Headwall
Length 72.0000 ft Slope 1.00%
Up Invert 402.5200 ft Dn Invert 401.8000 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 401.8000 ft Dn Invert 402.5200 ft
Match inverts.
DnNode CB #1 UpNode Downspout
A-7
Western Portable – Eastern Roof Drain
Contributing Area
(ac)
Proposed Impervious 0.04
Proposed Pervious 0.02
Appended on: 08:59:06 Tuesday, April 19, 2016
ROUTEHYD [] THRU [Western Port - Western RD] 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
2 0.0600 6.85 0.1048 0.5626 0.19 0.1460 6"
Diam 2.1954 2.8654 Area 1
From Node To
Node
Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
401.9562
Downspout CB #2 402.7380 ------ ------ ------ 402.7379 406.7400
A-7
Record Id: Area 2
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.04 ac 0.90
Lawn (n=0.25) 0.02 ac 0.25
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Fixed 6.30 min
Directly Connected TC 6.30min
Appended on: 16:57:13 Monday, April 18, 2016
Record Id: Downspout
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.5200 ft Max El. 406.7400 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.5200 ft 0.0000 cf 404.7200 ft 8.7340 cf
402.6200 ft 0.3970 cf 404.8200 ft 9.1310 cf
402.7200 ft 0.7940 cf 404.9200 ft 9.5280 cf
402.8200 ft 1.1910 cf 405.0200 ft 9.9250 cf
402.9200 ft 1.5880 cf 405.1200 ft 10.3220 cf
403.0200 ft 1.9850 cf 405.2200 ft 10.7190 cf
403.1200 ft 2.3820 cf 405.3200 ft 11.1160 cf
403.2200 ft 2.7790 cf 405.4200 ft 11.5130 cf
403.3200 ft 3.1760 cf 405.5200 ft 11.9100 cf
403.4200 ft 3.5730 cf 405.6200 ft 12.3070 cf
403.5200 ft 3.9700 cf 405.7200 ft 12.7040 cf
403.6200 ft 4.3670 cf 405.8200 ft 13.1010 cf
A-7
403.7200 ft 4.7640 cf 405.9200 ft 13.4980 cf
403.8200 ft 5.1610 cf 406.0200 ft 13.8950 cf
403.9200 ft 5.5580 cf 406.1200 ft 14.2920 cf
404.0200 ft 5.9550 cf 406.2200 ft 14.6890 cf
404.1200 ft 6.3520 cf 406.3200 ft 15.0860 cf
404.2200 ft 6.7490 cf 406.4200 ft 15.4830 cf
404.3200 ft 7.1460 cf 406.5200 ft 15.8800 cf
404.4200 ft 7.5430 cf 406.6200 ft 16.2770 cf
404.5200 ft 7.9400 cf 406.7200 ft 16.6740 cf
406.7400 ft 16.7534 cf
Record Id: CB #2
Descrip: Prototype Record Increment 0.10 ft
Start El. 401.8000 ft Max El. 404.3000 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
401.8000 ft 0.0000 cf 403.1000 ft 5.1610 cf
401.9000 ft 0.3970 cf 403.2000 ft 5.5580 cf
402.0000 ft 0.7940 cf 403.3000 ft 5.9550 cf
402.1000 ft 1.1910 cf 403.4000 ft 6.3520 cf
402.2000 ft 1.5880 cf 403.5000 ft 6.7490 cf
402.3000 ft 1.9850 cf 403.6000 ft 7.1460 cf
402.4000 ft 2.3820 cf 403.7000 ft 7.5430 cf
402.5000 ft 2.7790 cf 403.8000 ft 7.9400 cf
402.6000 ft 3.1760 cf 403.9000 ft 8.3370 cf
402.7000 ft 3.5730 cf 404.0000 ft 8.7340 cf
402.8000 ft 3.9700 cf 404.1000 ft 9.1310 cf
402.9000 ft 4.3670 cf 404.2000 ft 9.5280 cf
404.3000 ft 9.9250 cf
A-7
Record Id: 2
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
Routing Method: Travel Time Translation DnNode CB #2 UpNode Downspout
Material Plastic Size 6" Diam
Ent Losses Groove End w/Headwall
Length 72.0000 ft Slope 1.00%
Up Invert 402.5200 ft Dn Invert 401.8000 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 401.8000 ft Dn Invert 402.5200 ft
Match inverts.
DnNode CB #2 UpNode Downspout
A-7
Eastern Portable – Western Roof Drain
Contributing Area
(ac)
Proposed Impervious 0.06
Proposed Pervious 0.03
History Cleared: 09:07:53 Tuesday, April 19, 2016
ROUTEHYD [] THRU [Western Port - Western RD] 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
3 0.0900 6.79 0.1571 0.5626 0.28 0.1807 6"
Diam 2.4568 2.8654 Area 1
From
Node
To
Node
Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
402.4531
Downspout CB #3 403.2440 ------ ------ ------ 403.2440 406.7500
A-7
Record Id: Area 3
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.06 ac 0.90
Lawn (n=0.25) 0.03 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: Downspout
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.9700 ft Max El. 406.7500 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.9700 ft 0.0000 cf 404.8700 ft 7.5430 cf
403.0700 ft 0.3970 cf 404.9700 ft 7.9400 cf
403.1700 ft 0.7940 cf 405.0700 ft 8.3370 cf
403.2700 ft 1.1910 cf 405.1700 ft 8.7340 cf
403.3700 ft 1.5880 cf 405.2700 ft 9.1310 cf
403.4700 ft 1.9850 cf 405.3700 ft 9.5280 cf
403.5700 ft 2.3820 cf 405.4700 ft 9.9250 cf
403.6700 ft 2.7790 cf 405.5700 ft 10.3220 cf
403.7700 ft 3.1760 cf 405.6700 ft 10.7190 cf
403.8700 ft 3.5730 cf 405.7700 ft 11.1160 cf
403.9700 ft 3.9700 cf 405.8700 ft 11.5130 cf
404.0700 ft 4.3670 cf 405.9700 ft 11.9100 cf
404.1700 ft 4.7640 cf 406.0700 ft 12.3070 cf
A-7
404.2700 ft 5.1610 cf 406.1700 ft 12.7040 cf
404.3700 ft 5.5580 cf 406.2700 ft 13.1010 cf
404.4700 ft 5.9550 cf 406.3700 ft 13.4980 cf
404.5700 ft 6.3520 cf 406.4700 ft 13.8950 cf
404.6700 ft 6.7490 cf 406.5700 ft 14.2920 cf
406.7500 ft 15.0066 cf
Record Id: CB #3
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.2500 ft Max El. 405.7500 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.2500 ft 0.0000 cf 404.0500 ft 7.1460 cf
402.3500 ft 0.3970 cf 404.1500 ft 7.5430 cf
402.4500 ft 0.7940 cf 404.2500 ft 7.9400 cf
402.5500 ft 1.1910 cf 404.3500 ft 8.3370 cf
402.6500 ft 1.5880 cf 404.4500 ft 8.7340 cf
402.7500 ft 1.9850 cf 404.5500 ft 9.1310 cf
402.8500 ft 2.3820 cf 404.6500 ft 9.5280 cf
402.9500 ft 2.7790 cf 404.7500 ft 9.9250 cf
403.0500 ft 3.1760 cf 404.8500 ft 10.3220 cf
403.1500 ft 3.5730 cf 404.9500 ft 10.7190 cf
403.2500 ft 3.9700 cf 405.0500 ft 11.1160 cf
403.3500 ft 4.3670 cf 405.1500 ft 11.5130 cf
403.4500 ft 4.7640 cf 405.2500 ft 11.9100 cf
403.5500 ft 5.1610 cf 405.3500 ft 12.3070 cf
403.6500 ft 5.5580 cf 405.4500 ft 12.7040 cf
403.7500 ft 5.9550 cf 405.5500 ft 13.1010 cf
403.8500 ft 6.3520 cf 405.6500 ft 13.4980 cf
405.7500 ft 13.8950 cf
A-7
Record Id: 3
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
Routing Method: Travel Time Translation DnNode CB #3 UpNode Downspout
Material Plastic Size 6" Diam
Ent Losses Groove End w/Headwall
Length 72.0000 ft Slope 1.00%
Up Invert 402.9700 ft Dn Invert 402.2500 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 402.2500 ft Dn Invert 402.9700 ft
Match inverts.
DnNode CB #3 UpNode Downspout
A-7
Eastern Portable – Eastern Roof Drain
Contributing Area
(ac)
Proposed Impervious 0.02
Appended on: 09:15:12 Tuesday, April 19, 2016
ROUTEHYD [] THRU [Western Port - Western RD] 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
4 0.0200 7.00 0.0460 0.5626 0.08 0.0967 6"
Diam 1.7265 2.8654 Area 1
From
Node
To
Node
Rch Loss
(ft)
App
(ft)
Bend
(ft)
Junct Loss
(ft)
HW Loss Elev
(ft)
Max El
(ft)
402.3750
Downspout CB #4 403.1152 ------ ------ ------ 403.1152 406.7000
A-7
Record Id: Area 4
Design Method Rational IDF Table: Seattle
Composite C Calc
Description SubArea Sub c
Pavement and roofs (n=0.90) 0.02 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: Downspout
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.9700 ft Max El. 406.7000 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.9700 ft 0.0000 cf 404.8700 ft 7.5430 cf
403.0700 ft 0.3970 cf 404.9700 ft 7.9400 cf
403.1700 ft 0.7940 cf 405.0700 ft 8.3370 cf
403.2700 ft 1.1910 cf 405.1700 ft 8.7340 cf
403.3700 ft 1.5880 cf 405.2700 ft 9.1310 cf
403.4700 ft 1.9850 cf 405.3700 ft 9.5280 cf
403.5700 ft 2.3820 cf 405.4700 ft 9.9250 cf
403.6700 ft 2.7790 cf 405.5700 ft 10.3220 cf
403.7700 ft 3.1760 cf 405.6700 ft 10.7190 cf
403.8700 ft 3.5730 cf 405.7700 ft 11.1160 cf
403.9700 ft 3.9700 cf 405.8700 ft 11.5130 cf
404.0700 ft 4.3670 cf 405.9700 ft 11.9100 cf
404.1700 ft 4.7640 cf 406.0700 ft 12.3070 cf
404.2700 ft 5.1610 cf 406.1700 ft 12.7040 cf
A-7
404.3700 ft 5.5580 cf 406.2700 ft 13.1010 cf
404.4700 ft 5.9550 cf 406.3700 ft 13.4980 cf
404.5700 ft 6.3520 cf 406.4700 ft 13.8950 cf
404.6700 ft 6.7490 cf 406.5700 ft 14.2920 cf
406.7000 ft 14.8081 cf
Record Id: CB #4
Descrip: Prototype Record Increment 0.10 ft
Start El. 402.2500 ft Max El. 405.7500 ft
Classification Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Stage Storage Rating Curve
402.2500 ft 0.0000 cf 404.0500 ft 7.1460 cf
402.3500 ft 0.3970 cf 404.1500 ft 7.5430 cf
402.4500 ft 0.7940 cf 404.2500 ft 7.9400 cf
402.5500 ft 1.1910 cf 404.3500 ft 8.3370 cf
402.6500 ft 1.5880 cf 404.4500 ft 8.7340 cf
402.7500 ft 1.9850 cf 404.5500 ft 9.1310 cf
402.8500 ft 2.3820 cf 404.6500 ft 9.5280 cf
402.9500 ft 2.7790 cf 404.7500 ft 9.9250 cf
403.0500 ft 3.1760 cf 404.8500 ft 10.3220 cf
403.1500 ft 3.5730 cf 404.9500 ft 10.7190 cf
403.2500 ft 3.9700 cf 405.0500 ft 11.1160 cf
403.3500 ft 4.3670 cf 405.1500 ft 11.5130 cf
403.4500 ft 4.7640 cf 405.2500 ft 11.9100 cf
403.5500 ft 5.1610 cf 405.3500 ft 12.3070 cf
403.6500 ft 5.5580 cf 405.4500 ft 12.7040 cf
403.7500 ft 5.9550 cf 405.5500 ft 13.1010 cf
403.8500 ft 6.3520 cf 405.6500 ft 13.4980 cf
405.7500 ft 13.8950 cf
A-7
Record Id: 4
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
Routing Method: Travel Time Translation DnNode CB #4 UpNode Downspout
Material Plastic Size 6" Diam
Ent Losses Groove End w/Headwall
Length 72.0000 ft Slope 1.00%
Up Invert 402.9700 ft Dn Invert 402.2500 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 402.2500 ft Dn Invert 402.9700 ft
Match inverts.
DnNode CB #4 UpNode Downspout
PROJECTSITEA-8
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
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)
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-1
A-14 A-9
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 5- CATCH BASINS AND MANHOLES
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Structure 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 and debris Trash or debris of more than % 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 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 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.
Deposits of garbage exceeding 1 cubic foot in
volume,
No condition present which would
attract or support the breeding of
insects or rodents.
Damage to frame
and/or top slab
Corner of frame extends more than % 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 % inch.
Top slab is free of holes and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than % inch of the frame from
the top slab.
Frame is sitting flush on top slab.
Cracks in walls or
bottom
Cracks wider than 1/2 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 wider than 1/2 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 %-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 %-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.
Inlet/Outlet Pipe 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.
Damaged Cracks wider than %-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 %-inch wide at
the joint of the inlet/outlet pipe.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-9
A-14 A-9
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 5 - CATCH BASINS AND MANHOLES
Maintenance
Component
Defect or Problem Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Metal Grates
(Catch Basins)
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
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.
Manhole Cover/Lid 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.
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.
1/9/2009 2009 Surface Water Design Manual — Appendix A
A-10
A-9
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 6- CONVEYANCE PIPES AND DITCHES
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Pipes 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.
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.
Ditches 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.
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.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-11
A-14 A-9
APPENDIX A MAIN I ENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 11 - GROUNDS (LANDSCAPING)
Maintenance
Component
Defect or Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Site 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.
Grass/groundcover Grass or groundcover exceeds 18 inches in
height.
Grass or groundcover mowed to a
height no greater than 6 inches.
Trees and Shrubs 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.
Damaged 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 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.
1/9/2009 2009 Surface Water Design Manual — Appendix A
A-16
A-14 A-9
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 24- CATCH BASIN INSERT
Maintenance
Component
Defector Problem Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Media Insert Visible Oil Visible oil sheen passing through media Media inset replaced.
Insert does not fit
catch basin properly
Flow gets into catch basin without going through
media.
All flow goes through media.
Filter media plugged Filter media plugged. Flow through filter media is normal.
Oil absorbent media
saturated
Media oil saturated. Oil absorbent media replaced.
Water saturated Catch basin insert is saturated with water, which
no longer has the capacity to absorb.
Insert replaced.
Service life exceeded Regular interval replacement due to typical
average life of media insert product, typically one
month.
Media replaced at manufacturer's
recommended interval.
Seasonal
maintenance
When storms occur and during the wet season. Remove, clean and replace or install
new insert after major storms,
monthly during the wet season or at
manufacturer's recommended
interval.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-35
A-14 A-9
Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266
206-296-6600 TTY Relay 711
Project Name: Date:
Location: Project No.:
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
_____________yes _______________x___no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
Maplewood Heights Elementary School Portables
130 Jericho Ave SE
For alternate formats, call 206-296-6600.
__________________
4/18/2016
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015
Unit # of
Reference #Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill & compaction-embankment ESC-1 6.00$ CY 0 1
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$ Each
Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3)95.00$ CY
Ditching ESC-4 9.00$ CY
Excavation-bulk ESC-5 2.00$ CY 50 1 100
Fence, silt ESC-6 SWDM 5.4.3.1 1.50$ LF 300 1 450
Fence, Temporary (NGPE)ESC-7 1.50$ LF
Hydroseeding ESC-8 SWDM 5.4.2.4 0.80$ SY 200 1 160
Jute Mesh ESC-9 SWDM 5.4.2.2 3.50$ SY
Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 2.50$ SY
Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 2.00$ SY
Piping, temporary, CPP, 6"ESC-12 12.00$ LF
Piping, temporary, CPP, 8"ESC-13 14.00$ LF
Piping, temporary, CPP, 12"ESC-14 18.00$ LF
Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 4.00$ SY
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2)45.00$ CY
Rock Construction Entrance, 50'x15'x1'ESC-17 SWDM 5.4.4.1 1,800.00$ Each
Rock Construction Entrance, 100'x15'x1'ESC-18 SWDM 5.4.4.1 3,200.00$ Each 1 1 3200
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 2,200.00$ Each
Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 19.00$ LF
Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 70.00$ LF
Seeding, by hand ESC-22 SWDM 5.4.2.4 1.00$ SY
Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 8.00$ SY
Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 10.00$ SY
TESC Supervisor ESC-25 110.00$ HR
Water truck, dust control ESC-26 SWDM 5.4.7 140.00$ HR
WRITE-IN-ITEMS **** (see page 9)
Each
ESC SUBTOTAL:3,910.00$
30% CONTINGENCY & MOBILIZATION:1,173.00$
ESC TOTAL:5,083.00$
COLUMN:A
Page 2 of 9
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
1
2
3
4
56
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
A B C D E F G H I J K L
Existing Future Public Private
Right-of-Way Right of Way Improvements
Unit Price Unit Quant.Cost Quant.Cost Quant.Cost
GENERAL ITEMS No.
Backfill & Compaction- embankment GI - 1 6.00$ CY
Backfill & Compaction- trench GI - 2 9.00$ CY
Clear/Remove Brush, by hand GI - 3 1.00$ SY
Clearing/Grubbing/Tree Removal GI - 4 10,000.00$ Acre 0.42 4,200.00
Excavation - bulk GI - 5 2.00$ CY 94 188.00
Excavation - Trench GI - 6 5.00$ CY 66 330.00
Fencing, cedar, 6' high GI - 7 20.00$ LF
Fencing, chain link, vinyl coated, 6' high GI - 8 20.00$ LF 20 400.00
Fencing, chain link, gate, vinyl coated, 20' GI - 9 1,400.00$ Each
Fencing, split rail, 3' high GI - 10 15.00$ LF
Fill & compact - common barrow GI - 11 25.00$ CY
Fill & compact - gravel base GI - 12 27.00$ CY 20 540.00
Fill & compact - screened topsoil GI - 13 39.00$ CY
Gabion, 12" deep, stone filled mesh GI - 14 65.00$ SY
Gabion, 18" deep, stone filled mesh GI - 15 90.00$ SY
Gabion, 36" deep, stone filled mesh GI - 16 150.00$ SY
Grading, fine, by hand GI - 17 2.50$ SY
Grading, fine, with grader GI - 18 2.00$ SY 177 354.00
Monuments, 3' long GI - 19 250.00$ Each
Sensitive Areas Sign GI - 20 7.00$ Each
Sodding, 1" deep, sloped ground GI - 21 8.00$ SY 200 1,600.00
Surveying, line & grade GI - 22 850.00$ Day
Surveying, lot location/lines GI - 23 1,800.00$ Acre
Traffic control crew ( 2 flaggers )GI - 24 120.00$ HR
Trail, 4" chipped wood GI - 25 8.00$ SY
Trail, 4" crushed cinder GI - 26 9.00$ SY
Trail, 4" top course GI - 27 12.00$ SY
Wall, retaining, concrete GI - 28 55.00$ SF
Wall, rockery GI - 29 15.00$ SF
Page 3 of 9 SUBTOTAL 7,612.00
& Drainage Facilities
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
39
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
A B C D E F G H I J K L
Existing Future Public
Right-of-way Right of Way Improvements
Unit Price Unit Quant.Cost Quant.Cost Quant.Cost
ROAD IMPROVEMENT No.
AC Grinding, 4' wide machine < 1000sy RI - 1 30.00$ SY
AC Grinding, 4' wide machine 1000-2000syRI - 2 16.00$ SY
AC Grinding, 4' wide machine > 2000sy RI - 3 10.00$ SY
AC Removal/Disposal RI - 4 35.00$ SY
Barricade, type III ( Permanent )RI - 6 56.00$ LF
Curb & Gutter, rolled RI - 7 17.00$ LF
Curb & Gutter, vertical RI - 8 12.50$ LF
Curb and Gutter, demolition and disposal RI - 9 18.00$ LF
Curb, extruded asphalt RI - 10 5.50$ LF
Curb, extruded concrete RI - 11 7.00$ LF
Sawcut, asphalt, 3" depth RI - 12 1.85$ LF 5 9.25
Sawcut, concrete, per 1" depth RI - 13 3.00$ LF 120 360.00
Sealant, asphalt RI - 14 2.00$ LF
Shoulder, AC, ( see AC road unit price )RI - 15 -$ SY
Shoulder, gravel, 4" thick RI - 16 15.00$ SY
Sidewalk, 4" thick RI - 17 38.00$ SY
Sidewalk, 4" thick, demolition and disposal RI - 18 32.00$ SY
Sidewalk, 5" thick RI - 19 41.00$ SY
Sidewalk, 5" thick, demolition and disposal RI - 20 40.00$ SY
Sign, handicap RI - 21 85.00$ Each
Striping, per stall RI - 22 7.00$ Each
Striping, thermoplastic, ( for crosswalk )RI - 23 3.00$ SF
Striping, 4" reflectorized line RI - 24 0.50$ LF
Page 4 of 9 SUBTOTAL 369.25
Private
& Drainage Facilities
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
A B C D E F G H I J K L
Existing Future Public Private
Right-of-way Right of Way Improvements
Unit Price Unit Quant.Cost Quant.Cost Quant.Cost
ROAD SURFACING No. (4" Rock = 2.5 base & 1.5" top course) 9 1/2" Rock= 8" base & 1.5" top course)
Additional 2.5" Crushed Surfacing RS - 1 3.60$ SY
HMA 1/2" Overlay, 1.5" RS - 2 14.00$ SY
HMA 1/2" Overlay 2"RS - 3 18.00$ SY
HMA Road, 2", 4" rock, First 2500 SY RS - 4 28.00$ SY 177 4,956.00
HMA Road, 2", 4" rock, Qty. over 2500 SY RS - 5 21.00$ SY
HMA Road, 3", 9 1/2" Rock, First 2500 SY RS - 6 35.00$ SY
HMA Road, 3", 9 1/2" Rock, Qty Over 2500 SYRS - 7 42.00$ SY
Not Used RS - 8
Not Used RS - 9
HMA Road, 6" Depth, First 2500 SY RS - 10 33.10$ SY
HMA Road, 6" Depth, Qty. Over 2500 SY RS - 11 30.00$ SY
HMA 3/4" or 1", 4" Depth RS - 12 20.00$ SY
Gravel Road, 4" rock, First 2500 SY RS - 13 15.00$ SY
Gravel Road, 4" rock, Qty. over 2500 SY RS - 14 10.00$ SY
PCC Road (Add Under Write-Ins w/Design) RS - 15
Thickened Edge RS - 17 8.60$ LF
Page 5 of 9 SUBTOTAL 4,956.00
& Drainage Facilities
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
A B C D E F G H I J K L
Existing Future Public Private
Right-of-way Right of Way Improvements
Unit Price Unit Quant.Cost Quant.Cost Quant.Cost
DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent)
Access Road, R/D D - 1 21.00$ SY
Bollards - fixed D - 2 240.74$ Each
Bollards - removable D - 3 452.34$ Each
* (CBs include frame and lid)
CB Type I D - 4 1,500.00$ Each 9 13,500.00
CB Type IL D - 5 1,750.00$ Each
CB Type II, 48" diameter D - 6 2,300.00$ Each
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 3,600.00$ Each
for additional depth over 4'D - 13 850.00$ FT
Through-curb Inlet Framework (Add)D - 14 400.00$ Each
Cleanout, PVC, 4"D - 15 150.00$ Each
Cleanout, PVC, 6"D - 16 170.00$ Each 18 3,060.00
Cleanout, PVC, 8"D - 17 200.00$ Each
Culvert, PVC, 4"D - 18 10.00$ LF
Culvert, PVC, 6"D - 19 13.00$ LF 515 6,695.00
Culvert, PVC, 8"D - 20 15.00$ LF
Culvert, PVC, 12"D - 21 23.00$ LF
Culvert, CMP, 8"D - 22 19.00$ LF
Culvert, CMP, 12"D - 23 29.00$ LF
Culvert, CMP, 15"D - 24 35.00$ LF
Culvert, CMP, 18"D - 25 41.00$ LF
Culvert, CMP, 24"D - 26 56.00$ LF
Culvert, CMP, 30"D - 27 78.00$ LF
Culvert, CMP, 36"D - 28 130.00$ LF
Culvert, CMP, 48"D - 29 190.00$ LF
Culvert, CMP, 60"D - 30 270.00$ LF
Culvert, CMP, 72"D - 31 350.00$ LF
Page 6 of 9 SUBTOTAL 23,255.00
& Drainage Facilities
For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
A B C D E F G H I J K L
Existing Future Public Private
Right-of-way Right of Way Improvements
DRAINAGE CONTINUED
No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost
Culvert, Concrete, 8"D - 32 25.00$ LF
Culvert, Concrete, 12"D - 33 36.00$ LF
Culvert, Concrete, 15"D - 34 42.00$ LF
Culvert, Concrete, 18"D - 35 48.00$ LF
Culvert, Concrete, 24"D - 36 78.00$ LF
Culvert, Concrete, 30"D - 37 125.00$ LF
Culvert, Concrete, 36"D - 38 150.00$ LF
Culvert, Concrete, 42"D - 39 175.00$ LF
Culvert, Concrete, 48"D - 40 205.00$ LF
Culvert, CPP, 6"D - 41 14.00$ LF
Culvert, CPP, 8"D - 42 16.00$ LF
Culvert, CPP, 12"D - 43 24.00$ LF
Culvert, CPP, 15"D - 44 35.00$ LF
Culvert, CPP, 18"D - 45 41.00$ LF
Culvert, CPP, 24"D - 46 56.00$ LF
Culvert, CPP, 30"D - 47 78.00$ LF
Culvert, CPP, 36"D - 48 130.00$ LF
Ditching D - 49 9.50$ CY
Flow Dispersal Trench (1,436 base+)D - 50 28.00$ LF
French Drain (3' depth)D - 51 26.00$ LF
Geotextile, laid in trench, polypropylene D - 52 3.00$ SY
Mid-tank Access Riser, 48" dia, 6' deep D - 54 2,000.00$ Each
Pond Overflow Spillway D - 55 16.00$ SY
Restrictor/Oil Separator, 12"D - 56 1,150.00$ Each
Restrictor/Oil Separator, 15"D - 57 1,350.00$ Each
Restrictor/Oil Separator, 18"D - 58 1,700.00$ Each
Riprap, placed D - 59 42.00$ CY
Tank End Reducer (36" diameter)D - 60 1,200.00$ Each
Trash Rack, 12"D - 61 350.00$ Each
Trash Rack, 15"D - 62 410.00$ Each
Trash Rack, 18"D - 63 480.00$ Each
Trash Rack, 21"D - 64 550.00$ Each
Page 7 of 9 SUBTOTAL
& Drainage Facilities
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215216
217218
219
220
221
A B C D E F G H I J K L
Existing Future Public Private
Right-of-way Right of Way Improvements
Unit Price Unit Quant.Price Quant.Cost Quant.Cost
PARKING LOT SURFACING
No.
2" AC, 2" top course rock & 4" borrow PL - 1 21.00$ SY NA NA
2" AC, 1.5" top course & 2.5" base coursePL - 2 28.00$ SY NA NA
4" select borrow PL - 3 5.00$ SY NA NA
1.5" top course rock & 2.5" base course PL - 4 14.00$ SY NA NA
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Estimate
Utility Pole(s) Relocation UP-1
Street Light Poles w/Luminaires UP-2 Each
WRITE-IN-ITEMS
(Such as detention/water quality vaults.)No.
WI - 1 Each
WI - 2 SY
WI - 3 CY
WI - 4 LF
WI - 5 FT
WI - 6
WI - 7
WI - 8
WI - 9
WI - 10
SUBTOTAL
SUBTOTAL (SUM ALL PAGES):36,192.25
30% CONTINGENCY & MOBILIZATION:10,857.68
GRANDTOTAL: 47,049.93
COLUMN:B C D
Page 8 of 9
Lump Sum
& Drainage Facilities
Not To Be Used For Roads Or Shoulders
*KCC 27A authorizes only one bond reduction.
20160418 Renton Bond Quantities Worksheet2.xls
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
Original bond computations prepared by:
Name:Date:
PE Registration Number:Tel. #:
Firm Name:
Address:Project No:
Stabilization/Erosion Sediment Control (ESC)(A)
Existing Right-of-Way Improvements (B)
Future Public Right of Way & Drainage Facilities (C)
Private Improvements (D)
Calculated Quantity Completed
Total Right-of Way and/or Site Restoration Bond*/**(A+B)
(First $7,500 of bond* shall be cash.)
Performance Bond* Amount (A+B+C+D)= TOTAL (T)T x 0.30
Minimum is $2000.Minimum is $2000.
Maintenance/Defect Bond* Total
Minimum is $2000.
NAME OF PERSON PREPARING BOND* REDUCTION:Date:
* NOTE:The word "bond" as used in this document means a financial guarantee acceptable to King County.
** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off-site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration
needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.
*** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY
FINANCIAL GUARANTEE REQUIREMENTS
PUBLIC ROAD & DRAINAGE
MAINTENANCE/DEFECT BOND*
PERFORMANCE BOND*
AMOUNT
MINIMUM BOND* AMOUNT
REQUIRED FOR RECORDING OR
TEMPORARY OCCUPANCY AT
SUBSTANTIAL COMPLETION ***
-$
5,083.0$
-$
-$
15,639.9$
(B+C) x
0.25 =
5,083.0$
47,049.9$
52,132.9$
Page 9 of 9
20160418 Renton Bond Quantities Worksheet2.xls
Check out the DDES Web site at www.kingcounty.gov/permits
A-10
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/19/2016
4,514752
City of Renton Print map Template
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere
Notes
None
04/11/2016
Legend
512 0 256 512 Feet
Information Technology - GIS
RentonMapSupport@Rentonwa.gov
City and County Boundary
Other
City of Renton
Addresses
Parcels
Wellhead Protection Area Zones
Zone 1
Zone 1 Modified
Zone 2
Coalmine
HIGH
MODERATE
UNCLASSIFIED
Erosion hazard - high
Floodway
Special Flood Hazard Areas (100 year flood)
Landslide
VERY HIGH
HIGH
MODERATE
UNCLASSIFED
Slope City of Renton
>15% & <=25%
>25% & <=40% (Sensitive)
>40% & <=90% (Protected)
>90% (Protected)
Faults
Seismic Hazard Areas
Environment Designations
Natural
Shoreline High Intensity
Shoreline Isolated High Intensity
Shoreline Residential
Urban Conservancy
Jurisdictions
Streams (Classified)
Type S
Type F
Type Np
Type Ns
Wetlands
100' Primary
100' Intermediate
20' Primary
20' Intermediate
5' Primary
5' Intermediate
2' Primary
2' Intermediate
Renton Fire Hydrant
Hydrant Other System
Water Gravity Pipe
Water Main
Water Service Areas
Network Structures
Inlet
Manhole A-11