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HomeMy WebLinkAbout04017 - Technical Information Report
Technical Information Report
Project:
2617 Lake Youngs Ct SE Storm & Water Improvements
Lake Youngs Ct SE
Renton, WA 98058
SWP 27-4017
PREPARED BY:
Jared McDonald, PE
City of Renton, Civil Engineer III
REVIEWED BY:
Ken Srilofung, PE
City of Renton, Civil Engineer III
Date:
April 2019
i
TABLE OF CONTENTS
1.0 Project Overview ............................................................................................................................... 1
1.1 Purpose and Scope ........................................................................................................................ 1
1.2 Existing Conditions ........................................................................................................................ 1
1.3 Post-Development Conditions ...................................................................................................... 1
2.0 Conditions and Requirements Summary .......................................................................................... 1
2.1 Core Requirements ....................................................................................................................... 1
2.1.1 CR 1 – Discharge at the Natural Location ............................................................................. 2
2.1.2 CR 2 – Offsite Analysis ........................................................................................................... 2
2.1.3 CR 3 – Flow Control Facilities ................................................................................................ 2
2.1.4 CR 4 – Conveyance System ................................................................................................... 2
2.1.5 CR 5 – Construction Stormwater Pollution Prevention ........................................................ 2
2.1.6 CR 6 – Maintenance and Operations .................................................................................... 3
2.1.7 CR 7 – Financial Guarantees and Liability ............................................................................. 3
2.1.8 CR 8 – Water Quality Facilities .............................................................................................. 3
2.1.9 CR 9 – On-Site BMPs ............................................................................................................. 3
2.2 Special Requirements ................................................................................................................... 3
2.2.1 SR 1 – Other Adopted Area-Specific Requirements .............................................................. 3
2.2.2 SR 2 – Flood Hazard Area Delineation .................................................................................. 3
2.2.3 SR 3 – Flood Protection Facilities .......................................................................................... 3
2.2.4 SR 4 – Source Controls .......................................................................................................... 4
2.2.5 SR 5 – Oil Control .................................................................................................................. 4
2.2.6 SR 6 – Aquifer Protection Area ............................................................................................. 4
3.0 Offsite Analysis .................................................................................................................................. 4
4.0 Flow Control, Low Impact Development (LID) and Water Quality Facility Analysis and Design ...... 4
4.1 Flow Control .................................................................................................................................. 4
4.2 Water Quality System (Part E) ...................................................................................................... 4
5.0 Conveyance System Analysis and Design .......................................................................................... 5
6.0 Special Reports and Studies .............................................................................................................. 5
7.0 Other Reports.................................................................................................................................... 5
8.0 CSWPP Plan Analysis and Design ...................................................................................................... 5
ii
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant .............................................. 10
10.0 Operations and Maintenance Plan ................................................................................................. 10
11.0 Conclusion ....................................................................................................................................... 10
Appendices
Appendix A
Section 1.0 Figures
Figure 1-1……….TIR Worksheet
Figure 1-2……….Vicinity Map
Figure 1-3……….Drainage Basin
Figure 1-4……….Soils Map
Appendix B
Section 2.0 Figures
Figure 2-1……….Conveyance Calculations
Figure 2-2……….WWHM 25-Year/100-Year Conveyance Flows
Figure 2-3……….King County Backwater Analysis
Technical Information Report 1
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
1.0 PROJECT OVERVIEW
1.1 Purpose and Scope
This report accompanies the civil engineering plans and documents for 2617 Lake Youngs Ct SE
Storm & Water Improvements located at Lake Youngs Ct SE Renton, Washington. The site includes
storm conveyance and water improvement along the right-of-way of Lake Youngs Ct SE. The
project site is approximately 0.32 acres in size. See Appendix A, Figure 1-1 for the TIR Worksheet
and Figure 1-2 for a Site Location Map. The site is located within the City of Renton, which adheres
to the 2016 City of Renton Surface Water Design Manual (RSWDM).
1.2 Existing Conditions
The current right-of-way site is developed with a concrete road, sidewalks, street lighting, and
water, sewer, power, and communication utilities. The site is surrounded by 13 residential homes
with driveways connecting to the street. The site generally slopes to the southeast, with an
elevation change of approximately 21 feet and slopes ranging from1 to 14 percent. The highest
point of the site is found on the northwest portion of the site, with an approximate elevation of
389 feet. The soil is typically composed of arents, alderwood material and the depth to the water
table is approximately 16 to 36 inches, see Appendix A, Figure 1-4, for more soil information. The
site is encompassed in a single threshold discharge area (TDA A), that generally sheet flows to the
southwest to two public structures (Facility ID: 138255 & 138256) located at the intersection of
Lake Youngs Ct SE and Lake Youngs Way SE.
1.3 Post-Development Conditions
The project proposes to construct a new storm conveyance system and an 8” water main service
with connecting metered laterals for the adjacent homes. The new stormwater conveyance
system will collect stormwater runoff along Lake Youngs Ct SE and mitigate the ponding issues
along the street. The new stormwater system will collect runoff from some of the adjacent homes
and run from the cul-de-sac to the existing structure (Facility ID: 138254) located in Lake Youngs
Way SE. All surfaces impacted by the construction will be replaced back to the original existing
conditions. See section 2.0 for further discussions regarding stormwater requirements
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Core Requirements
Per RSWDM Figure 1.1.2.A the 2617 Lake Youngs Ct SE Storm & Water Improvements Project
triggers a Full Drainage Review. The project shall require approximately 13,870 sf of land
disturbing area. However, all the proposed work is utility work that shall be replacing any
impacted surfaces to their existing condition. Because the proposed work is considered utility
work, all impervious surfaces replaced are not considered to be “replaced impervious surfaces”
per the definitions in Chapter 1 of RSWDM.
Technical Information Report 2
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
2.1.1 CR 1 – Discharge at the Natural Location
The project site in the existing condition naturally drains to the street curb and gutters and then
sheet flows southeast along the street to the existing catch basins located at the intersection of
Lake Youngs Ct SE and Lake Youngs Way SE. This conveyance system collects surface water and
eventually discharges into Ginger Creek. The proposed project will install a piped conveyance
system that will collect the surface water ponding along the street and discharge it to the existing
public conveyance system along Lake Youngs Way SE, which is the same conveyance system that
the existing surface water collection system discharges to.
2.1.2 CR 2 – Offsite Analysis
The project is exempt from Core Requirement #2 because the project will not have a significant
adverse impact on the downstream and/or upstream drainage system per section 1.2.2
Exemption #1 of the RSWDM.
2.1.3 CR 3 – Flow Control Facilities
The project is exempt from Core Requirement #3 because the project meets the Basic Exemption
in section 1.2.3 of RSWDM.
The proposed project meets the following exemption criteria:
1) Less than 5,000 sf of new plus replaced impervious surface will be created, and
2) Less than ¾ acres of new pervious surface will be added.
2.1.4 CR 4 – Conveyance System
Per Section 1.2.4.1 in the RSWDM, new pipe systems must be designed to contain the 25-year
peak flow. The project has designed all new conveyance systems to contain the 100-year storm
event without overtopping. The design and calculations for the new conveyance system are
included in Section 5.0 and Appendix B.
The project will not be changing the flow characteristics of the existing conveyance system
because the new conveyance system will be collecting and discharging the same flows that were
being collected via sheet runoff.
2.1.5 CR 5 – Construction Stormwater Pollution Prevention
An erosion and sediment control plan has been developed for this site in accordance with the
RSWDM. The full erosion and sediment control plan is described further in Section 8.0 and in the
project plans.
Technical Information Report 3
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
2.1.6 CR 6 – Maintenance and Operations
The proposed project is a City of Renton project that will be maintained by the city in accordance
with the maintenance standards in Appendix A of the RSWDM. Therefore, a project specific
Maintenance and Operations Manual is not required.
2.1.7 CR 7 – Financial Guarantees and Liability
The project is a public City of Renton project, therefore financial guarantee and liability
requirements are not applicable.
2.1.8 CR 8 – Water Quality Facilities
The project is exempt from Core Requirement #8 because it meets the Surface Are Exemption per
Section 1.2.8 of the RSWDM.
The proposed project meets the following exemption criteria:
1) Less than 5,000 sf of new plus replaced PGIS that is not fully dispersed will be created, and
2) Less than ¾ acres of new PGPS that is not fully dispersed will be added.
2.1.9 CR 9 – On-Site BMPs
The project is exempt from Core Requirement #9 because it is a utility project which does not
trigger the need for on-site BMPs.
2.2 Special Requirements
2.2.1 SR 1 – Other Adopted Area-Specific Requirements
There are no area-specific regulations that apply to the project. Therefore the project is exempt
from Special Requirement #1.
2.2.2 SR 2 – Flood Hazard Area Delineation
The project is not within a flood hazard area. Therefore the project is exempt from Special
Requirement #2.
2.2.3 SR 3 – Flood Protection Facilities
The proposed project does not rely on an existing flood protection facility and will modify or
construct a new flood protection facility. Therefore the project is exempt from Special
Requirement #3.
Technical Information Report 4
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
2.2.4 SR 4 – Source Controls
The proposed project does not require a commercial building or commercial site development
permit. Therefore the project is exempt from Special Requirement #4.
2.2.5 SR 5 – Oil Control
The proposed project site is not a high-use site, is not a redevelopment project proposing
$100,000 or more of improvements, and is not a redevelopment project that results in new plus
replaced pollution generating impervious surfaces of 5,000 square feet or more or new pollution
generating pervious surface of ¾ acre or more improvements to an existing high-use site.
Therefore the project is exempt from Special Requirement #5.
2.2.6 SR 6 – Aquifer Protection Area
The proposed project is not located within an aquifer protection area. Therefore the project is
exempt from Special Requirement #6.
3.0 OFFSITE ANALYSIS
As discussed in section 2.1.2, the project is exempt from requiring an offsite analysis.
4.0 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
4.1 Flow Control
As stated in section 2.1.3, the project is exempt from Core Requirement #3 because the project
meets the Basic Exemption in section 1.2.3 of RSWDM.
The proposed project meets the following exemption criteria:
3) Less than 5,000 sf of new plus replaced impervious surface will be created, and
4) Less than ¾ acres of new pervious surface will be added.
4.2 Water Quality System (Part E)
As stated in section 2.1.8, the project is exempt from Core Requirement #8 because it meets the
Surface Are Exemption per Section 1.2.8 of the RSWDM.
The proposed project meets the following exemption criteria:
3) Less than 5,000 sf of new plus replaced PGIS that is not fully dispersed will be created, and
4) Less than ¾ acres of new PGPS that is not fully dispersed will be added.
Technical Information Report 5
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The conveyance analysis and design has been based upon the worst case scenario to ensure that
there is adequate capacity in the storm system. The conveyance system has been designed to
convey calculated flows resulting from the 25-year event and 100-year event. Per City of Renton
GIS Maps the project site is located in the flow control area: “Flow Control Duration Standard –
Matching Forested”. However, to be conservative the 25-year and 100-year flows have been
calculated based upon existing conditions. It is also assumed that upstream runoff will be
collected via the new conveyance system. Please see Figure 1-3 for the collected drainage basin
and the existing areas measurements.
The pervious and impervious areas noted in Figure 1-3 were then used to calculate the 25-year
(1.46 CFS) and 100-year (1.90 CFS) flow event using WWHM, see Figure 2-2. With the flow
information the proposed storm conveyance system was analyzed to determine capacity. One run
of conveyance calculations were analyzed, Ex. MH#1 to CB#7, because this is the most constrained
conveyance run. Conveyance calculations were not run from CB#4 to CB#5 because, as noted, the
run from CB#4 to CB#7 is the more constrained system. To also ensure the worst case scenario
the proposed conveyance system was analyzed by inputting the entire 25-year and 100-year flows
into CB#7 (the top of the system) instead of disbursing throughout the system. See Figure 2-1 for
the proposed conveyance system assumptions and information collected. The information from
Figure 2-1 was then inputted into the King County Backwater Analysis program to ensure capacity
of the 25-year storm and containment of the 100-year storm event. See Figure 2-3 for the King
County Backwater Analysis. As seen in the analysis, the “HW” elevation never exceeds to the
structure rim (overflow elevation).
6.0 SPECIAL REPORTS AND STUDIES
There are no special reports or studies that were required or used in the preparation of the project
plans or TIR.
7.0 OTHER REPORTS
There are no other reports that we required or used in the preparation of the project plans or TIR.
8.0 CSWPP PLAN ANALYSIS AND DESIGN
The proposed improvements will comply with guidelines set forth in the 2016 RSWDM. The plan
includes erosion/sedimentation control features designed to prevent sediment-laden runoff from
leaving the site or from adversely affecting critical water resources during construction. A
stormwater pollution prevention and spill plan has been developed.
8.1 ESC Plan Analysis and Design (Part A)
The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative
cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of
Technical Information Report 6
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
structural measures, cover measures, and construction practices that are tailored to fit the
specific site.
The following measures, if applicable, will be used to control sedimentation/erosion processes:
1) Clearing Limits: All areas to remain undisturbed during the construction of the project will be
delineated prior to any site clearing or grading.
2) Cover Measures: Disturbed areas will be covered, as required in Section D.2.1.2 of the 2016
RSWDM.
3) Perimeter Protection: The project will install perimeter filter fabric silt fencing and other
erosion control BMPs to prevent the transportation of sediment from the site to adjacent
properties. The project may also install perimeter ditches and rock check dams that will
prevent construction stormwater runoff from entering adjacent properties and direct the
storm water runoff to a temporary sediment trap if necessary.
4) Traffic Area Stabilization: A stabilized construction entrance will be provided at the access
points to the site if necessary. If additional protection is needed to prevent construction
vehicles from tracking sediment onto adjacent streets, then a wheel wash will be installed to
prevent transport of sediment from vehicles onto the public roadways.
5) Sediment Retention: The project will install storm drain inlet protection and other Erosion
Control BMPs to prevent sediment from transferring downstream.
6) Surface Water Collection: The project will install swales and ditches (if needed) to collect on-
site construction stormwater and direct it to the temporary storm drain inlet protection.
7) Dewatering Control: Dewatering is not expected to be necessary. If needed, the contractor
shall secure the required permits prior to dewatering activities. All de-watering shall be
discharged to the sanitary sewer or hauled offsite to an approved discharge location.
8) Dust Control: If needed, the project will implement the use of water and/or water trucks to
minimize the wind transport of soils from being deposited in water resources. Dust control
will be applied 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. When using water for
dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated
by spraying.
9) Flow Control: Flow Control is not expected to be necessary. If needed, the project will install
a temporary sediment trap to allow sediment to settle out of onsite runoff prior to discharging
from the site. If the construction site does not easily allow for a sediment trap, the contractor
may use a movable storage tanks. The sediment trap will release the sediment treated
stormwater using a gravel filter window. Alternatively, the contractor can elect to haul the
construction storwmater offsite to be release to an approved discharge location.
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2617 Lake Youngs Ct SE Storm & Water Improvements
10) Control Pollutants: All construction debris will be promptly removed from the site to minimize
demolition and construction impacts on the site. The contractor shall implement additional
BMPs as required and/or recommended by the City inspector or other agencies as required
to prevent demolition and construction debris, waste material, fuel, oil, lubricants, and other
fluids from discharging from the site. All construction debris will be promptly removed from
the site to minimize demolition and construction impacts on the site.
11) Protect Existing and Proposed Stormwater Facilities and On-site BMPs: The contractor shall
protect all existing and proposed infiltration BMPs onsite. The contractor shall protect the
area of any drainage facilities during excavation to ensure sediment does not build up in the
proposed infiltration area; and shall keep all heavy equipment off existing soils under Low
Impact Development (LID) facilities that have been excavated to final grade to retain the
infiltration rate of the soils. Inlet protection will be also be used on all on-site and adjacent
downstream catch basins to reduce sediment-laden water from entering the storm system
during construction
12) Maintain Protective BMPs: The contractor shall maintain all temporary erosion and sediment
control measures as needed to assure continued performance of their intended function. The
contractor shall also remove all temporary erosion and sedimentation control BMPs within
30 days of achieving final site stabilization or after the temporary BMPs are no longer needed.
13) Manage the Project: The contractor shall conduct regular inspection and monitoring to ensure
the installed erosion and sediment control measures are functioning as intended. The
inspection shall occur at least once every calendar week and within 24 hours of any discharge
from the site. The project is expected to be a straight forward construction project with no
phasing of construction for the short plat improvements. However, Best Management
Practices and Good Housekeeping procedures during construction will be employed by the
project contractor.
8.2 Stormwater Pollution Prevention and Spill (SWPPS) Plan Design (Part B)
The Stormwater Pollution Prevention and Spill (SWPPS) Plan includes three elements: a site plan,
a pollution prevention report, and a spill prevention and cleanup report. This report includes
identifying the expected sources of potential pollution and spills that may occur during
construction, and works to develop a plan to prevent pollution and spills. It also develops a plan
to mitigate spills that may occur. The SWPPS Plan will be kept onsite at all times during
construction. The general contractor will be responsible to ensure that subcontractors are aware
of the SWPPS Plan and a form or record will be provided stating that all subcontractors have read
and agree to the SWPPS Plan.
Updates or revisions to the SWPPS plan may be required by the City Inspector at any time during
project construction if it is determined that pollutants generated on the construction site have
the potential to contaminate surface, storm, or ground water. The contractor is required to
designate an ESC Lead/Supervisor who is possess a CESCL. The ESC Lead/Supervisor is responsible
for installing, inspecting, and maintaining BMPs included in the TESC Plan, and updating the ESC
plan and SWPPP to reflect current field conditions. The ESC Lead/Supervisor is also responsible
Technical Information Report 8
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
for ensuring that the project is in compliance with the State of Washington NPDES Construction
Stormwater General Permit and the ESC Standard in Appendix D of the 2017 Renton SWDM.
The SWPPS Site Plan, Pollution Prevention Report, and Spill Prevention and Cleanup Report have
been developed and BMPs have been selected based on Section 2.3.1.4 of the RSWDM. (The
below plan can be updated with input from the contractor.)
8.2.1 Pollution and Spill Prevention Source Controls and BMPs
The sources of pollution and spills have been identified below, and the BMPs to be used for each
source for prevention of both pollution and spills have been listed below:
Liquids that will be handled or stored onsite are still being assessed by the owner.
Tight-fitting lids shall be placed on all containers containing liquids. Containers shall be covered
with plastic sheeting during rain events. Drip pans or absorbent materials shall be placed beneath
all mounted container taps and at all potential drip and spill locations during filling and unloading
of containers. Containers shall be stored such that if a container leaks or spills, the contents will
not be discharged, flow, or be washed into the storm drainage system, surface water, or
groundwater. Appropriate spill cleanup materials shall be stored and maintained near the
container storage area. Storage area shall be swept and cleaned as needed. Area shall not be
hosed down such that water drains to the storm drainage system or neighboring areas.
Containers shall be checked daily for leaks and spills and replaced as necessary. All spilled liquids
will be collected and disposed of properly. Spill control devices shall be routinely inspected on a
weekly basis.
Dry pesticides and fertilizers, if stored onsite, shall be covered with plastic sheeting or stored in
a sealed container. Materials shall be stored on pallets or another raised method to prevent
contact with stormwater runoff. Alternatively, the materials shall be contained in a manner such
that if the container leaks or spills, the contents will not discharge, flow, or be washed into the
storm drainage system, surface waters, or groundwater. Maintenance requirements are the same
as liquid materials described above.
Soil, sand, and other erodible materials shall be stored onsite as directed by the contractors
approved CESCL.
Fueling shall not occur onsite. If fueling does occur onsite, the Contractor shall develop a
containment plan for spills and provide lighting and signage if fueling occurs at night in
conformance with the RSWDM.
Maintenance and repair of vehicles shall not occur onsite. If maintenance or repair of vehicles
does occur onsite, the Contractor shall develop a spill prevention plan in Conformance with the
RSWDM.
Truck wheel washing is not expected at a large scale due to the small area of disturbance for the
project. All other vehicle washing shall occur in a controlled manner, such that runoff is collected
and disposed of in a legal manner.
Technical Information Report 9
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
Rinsing of hand tools shall occur as directed by the contractors approved CESCL. Water for
washing shall be collected and disposed of in a legal manner.
Contaminated soils are not expected. If encountered, contaminated soils will be covered with
plastic to prevent stormwater from carrying pollutants away to surface or ground waters.
Appropriate spill cleanup materials, such as brooms, dustpans, vacuum sweepers, etc., shall be
stored and maintained near the storage area. Storage area shall be swept and cleaned as needed.
Area shall not be hosed down such that water drains to the storm drainage system, groundwater,
surface water, or neighboring areas.
During concrete and asphalt construction, the contractor shall provide the following BMPs or
equivalent measures, methods or practices as required:
1. Drip pans, ground cloths, heavy cardboard or plywood wherever concrete, asphalt and
asphalt emulsion chunks and drips are likely to fall unintentionally, such as beneath
extraction points from mixing equipment.
2. Storm drain inlet protection is being provided as shown on TESC plans. Storm drains shall
be covered to prevent concrete and asphalt from entering the storm system.
3. Concrete, concrete slurry and rinse water shall be contained and collected and shall not
be washed or allowed to discharge into storm drain, ditch, or neighboring parcels. All
collected runoff shall be properly disposed of.
4. Contractor shall designate an area where application and mixing equipment cleaning will
be conducted. Rinse water and slurry shall be collected, contained, and disposed of in a
legal manner.
5. Routine maintenance: the pouring area shall be swept at the end of each day or more
frequently if needed. Loose aggregate chunks and dust shall be collected. Areas shall not
be hosed down.
The contractor may provide the following optional BMPs if the above do not provide adequate
source controls:
1. Cover portable mixing equipment with an awning or plastic sheeting to prevent contact
with rainfall.
2. Provide catch basin inserts configured for pollutant removal.
Ph elevated water shall not be discharged from the site. Contractor shall monitor stormwater for
ph prior to discharging from the site. Contractor shall implement a ph treatment plan if ph is not
within the natural range.
Technical Information Report 10
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2617 Lake Youngs Ct SE Storm & Water Improvements
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
This project is a public project that will be publicly-maintained, therefore bond quantities, facility
summaries, and a declaration of covenant are not required.
10.0 OPERATIONS AND MAINTENANCE PLAN
The stormwater facilities constructed for this project will be publicly maintained by the City of
Renton. The City of Renton has its own existing operation and maintenance standards for publicly
maintained stormwater facilities (Appendix A of the RSWDM). Therefore, an operation and
maintenance plan for this specific stormwater system is not required.
11.0 CONCLUSION
The project stormwater infrastructure has been designed to meet the 2016 RSWDM. The new
stormwater improvements consist of a new conveyance system to better collect surface runoff
along Lake Youngs Ct SE. King County Backwater Analysis standards were used for sizing new
stormwater conveyance networks. Pipe networks have been designed to be of adequate size to
effectively convey the 25-year storm event and to contain the 100-year storm event.
This analysis is based on data and records either supplied to or obtained by the City of Renton.
The TIR has been prepared to City of Renton and/or industry accepted standards. Based on the
TIR the City of Renton concludes that this project will not create any new problems within the
downstream drainage system.
City of Renton
Jared McDonald, PE
Civil Engineer III
April 2019
JARE D MCDON
A
LDPROF
ESSIONAL E N G IN E ERREGISTER E DSTATE O F WASHI
N
GTON4/12/19
Draft Technical Information Report
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
Appendix A
Section 1.0 Figures
Figure 1-1……….TIR Worksheet
Figure 1-2……….Vicinity Map
Figure 1-3……….Drainage Basin
Figure 1-4……….Soils Map
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1
REFERENCE 8-A
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner _____________________________
Phone ___________________________________
Address __________________________________
_________________________________________
Project Engineer ___________________________
Company _________________________________
Phone ___________________________________
Project Name __________________________
CED Permit # ________________________
Location Township ________________
Range __________________
Section _________________
Site Address __________________________
_____________________________________
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Land Use (e.g., Subdivision / Short Subd.)
Building (e.g., M/F / Commercial / SFR)
Grading
Right-of-Way Use
Other _______________________
DFW HPA
COE 404
DOE Dam Safety
FEMA Floodplain
COE Wetlands
Other ________
Shoreline Management
Structural Rockery/Vault/_____
ESA Section 7
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review
(check one):
Date (include revision
dates):
Date of Final:
Full
Targeted
Simplified
Large Project
Directed
____________________________________
__________________
Plan Type (check
one):
Date (include revision
dates):
Date of Final:
Full
Modified
Simplified
____________________________________
__________________
CITY OF RENTON
N/A, SWP # 27-4017
2617 LAKE YOUNGS CT SE STROM &
WATER IMPROVEMENTS
(425) 430-6400
1055 S GRADY WAY
RENTON, WA 98057
JARED MCDONALD
CITY OF RENTON
(425) 430-7293
23 N
5E, W.M.
21
LAKE YOUNGS CT SE
RENTON, WA 98058
04/12/19
04/12/19
FIGURE 1-1 TIR WORKSHEET
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2
Part 6 SWDM ADJUSTMENT APPROVALS
Type (circle one): Standard / Blanket
Description: (include conditions in TIR Section 2)
____________________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________
Approved Adjustment No. ______________________ Date of Approval: _______________________
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No
Start Date: _______________________
Completion Date: _______________________
Describe: _________________________________
_________________________________________
_________________________________________
Re: SWDM Adjustment No. ________________
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: ____________________________________________________________________
Special District Overlays: ______________________________________________________________
Drainage Basin: _____________________________________________________________________
Stormwater Requirements: _____________________________________________________________
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
River/Stream ________________________
Lake ______________________________
Wetlands ____________________________
Closed Depression ____________________
Floodplain ___________________________
Other _______________________________
_______________________________
Steep Slope __________________________
Erosion Hazard _______________________
Landslide Hazard ______________________
Coal Mine Hazard ______________________
Seismic Hazard _______________________
Habitat Protection ______________________
_____________________________________
NO FLOW CONTROL, NO WATER QUALITY, CONVEYANCE CALCS REQUIRED
GINGER CREEK
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3
Part 10 SOILS
Soil Type
______________________
______________________
______________________
______________________
Slopes
________________________
________________________
________________________
________________________
Erosion Potential
_________________________
_________________________
_________________________
_________________________
High Groundwater Table (within 5 feet)
Other ________________________________
Sole Source Aquifer
Seeps/Springs
Additional Sheets Attached
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
Core 2 – Offsite Analysis_________________
Sensitive/Critical Areas__________________
SEPA________________________________
LID Infeasibility________________________
Other________________________________
_____________________________________
LIMITATION / SITE CONSTRAINT
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Threshold Discharge Area:
(name or description)
Core Requirements (all 8 apply):
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:__________________
Flow Control (include facility
summary sheet)
Standard: _______________________________
or Exemption Number: ____________
On-site BMPs: _______________________________
Conveyance System Spill containment located at: _____________________________
Erosion and Sediment Control /
Construction Stormwater Pollution
Prevention
CSWPP/CESCL/ESC Site Supervisor: _____________________
Contact Phone: _________________________
After Hours Phone: _________________________
Arents, Alderwood material 6-15%
n/a, see report
n/a, see report
n/a, see report
n/a
drainage basin
1
n/a
n/a
tbd
tbd
tbd
tbd
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Maintenance and Operation Responsibility (circle one): Private / Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Liability Provided: Yes / No
Water Quality (include facility
summary sheet)
Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog
or Exemption No. _______________________
Special Requirements (as applicable):
Area Specific Drainage
Requirements
Type: SDO / MDP / BP / Shared Fac. / None
Name: ________________________
Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None
100-year Base Flood Elevation (or range): _______________
Datum:
Flood Protection Facilities Describe:
Source Control
(commercial / industrial land use)
Describe land use:
Describe any structural controls:
Oil Control High-Use Site: Yes / No
Treatment BMP: _________________________________
Maintenance Agreement: Yes / No
with whom? _____________________________________
Other Drainage Structures
Describe:
n/a
n/a
n/a
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Clearing Limits
Cover Measures
Perimeter Protection
Traffic Area Stabilization
Sediment Retention
Surface Water Collection
Dewatering Control
Dust Control
Flow Control
Control Pollutants
Protect Existing and Proposed BMPs/Facilities
Maintain Protective BMPs / Manage Project
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 BMPs/Facilities, restore
operation of BMPs/Facilities as necessary
Flag limits of sensitive areas and open space
preservation areas
Other _______________________
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control Type/Description Water Quality Type/Description
Detention
Infiltration
Regional Facility
Shared Facility
On-site BMPs
Other
________________
________________
________________
________________
________________
________________
Vegetated Flowpath
Wetpool
Filtration
Oil Control
Spill Control
On-site BMPs
Other
________________
________________
________________
________________
________________
________________
________________
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
Drainage Easement
Covenant
Native Growth Protection Covenant
Tract
Other ____________________________
Cast in Place Vault
Retaining Wall
Rockery > 4′ High
Structural on Steep Slope
Other _______________________________
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6
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.
____________________________________________________________________________________ Signed/Date
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.
____________________________________________________________________________________
Signed/Date
4/12/19
18,056 1,505
Vicinity Map
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.
3/4/2019
Legend
1,0230512
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,023
WGS_1984_Web_Mercator_Auxiliary_Sphere
Jared McDonald
jmcdonald@Rentonwa.gov
City and County Boundary
County Admin Area
Incorporated
King County
County Background
RoadCenterline_36K
Freeway, Ground Level
Freeway, First Level
Highway/Major, Ground Level
Highway/Major, First Level
Minor/Local, Ground Level
Local/Minor, Second Level
Local/Major Subsurface
Local/ Minor,First Level
Service, Ground Level
Other, Subsurface
Ramp, First Level
Ramp, Ground Level
Ramp, Subsurface
Trees
Building Footprints
Railroad
Trails and Paths
Street Pavement
Parking Lot
Parking
figure 1-2
project site
1,200200
Drainage Basin
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
03/04/2019
Legend
136 0 68 136 Feet
Jared McDonald
jmcdonald@Rentonwa.gov
City and County Boundary
Parcels
2' Primary
2' Intermediate
Network Structures
Inlet
Manhole
Utility Vault
Unknown Structure
Control Structures
Pump Stations
Discharge Points
Water Quality
Detention Facilities
Pond
Tank
Vault
Wetland
Stormwater Mains
Culverts
Open Drains
Virtual Drainlines
Facility Outlines
Private Network Structures
Inlet
Manhole
Utility Vault
Unknown Structure
Private Control Structures
Private Pump Stations
Private Discharge Points
Private Water Quality
Private Detention Facilities
Pond
Tank
Vault
Wetland
Private Pipes
Private Culverts
Private Open Drains
Private Facility Outlines
Flow Control BMPs
Fences
Streets
Points of Interest
Parks
Waterbodies
Map
Extent2010
cb#1
cb#2
cb#4
cb#5
cb#6
cb#7
cb#3
Legend
Description Quantity Unit
Drainage Basin 3.47 ac
Impervious Area 1.19 ac
Site Area 0.62 ac
figure 1-3
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
King County
Area,
Washington
Natural
Resources
Conservation
Service
March 7, 2019
FIGURE 1-4 SOIL MAP
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
King County Area, Washington.......................................................................13
AmC—Arents, Alderwood material, 6 to 15 percent slopes........................13
References............................................................................................................14
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
52573105257340525737052574005257430525746052574905257310525734052573705257400525743052574605257490561340 561370 561400 561430 561460 561490 561520 561550 561580 561610 561640
561340 561370 561400 561430 561460 561490 561520 561550 561580 561610 561640
47° 28' 4'' N 122° 11' 10'' W47° 28' 4'' N122° 10' 54'' W47° 27' 58'' N
122° 11' 10'' W47° 27' 58'' N
122° 10' 54'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,460 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: King County Area, Washington
Survey Area Data: Version 14, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 31, 2013—Oct 6,
2013
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AmC Arents, Alderwood material, 6 to
15 percent slopes
5.4 100.0%
Totals for Area of Interest 5.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
Custom Soil Resource Report
11
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
King County Area, Washington
AmC—Arents, Alderwood material, 6 to 15 percent slopes
Map Unit Setting
National map unit symbol: 1hmsq
Elevation: 50 to 660 feet
Mean annual precipitation: 35 to 60 inches
Mean annual air temperature: 50 degrees F
Frost-free period: 150 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Arents, alderwood material, and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Arents, Alderwood Material
Setting
Landform: Till plains
Parent material: Basal till
Typical profile
H1 - 0 to 26 inches: gravelly sandy loam
H2 - 26 to 60 inches: very gravelly sandy loam
Properties and qualities
Slope: 6 to 15 percent
Depth to restrictive feature: 20 to 40 inches to densic material
Natural drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 16 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: B/D
Hydric soil rating: No
Custom Soil Resource Report
13
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
14
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
15
Draft Technical Information Report
SWP 27-4017
2617 Lake Youngs Ct SE Storm & Water Improvements
Appendix B
Section 2.0 Figures
Figure 2-1……….Conveyance Calculations
Figure 2-2……….WWHM 25-Year/100-Year Conveyance Flows
Figure 2-3……….King County Backwater Analysis
2617 Lake Youngs Ct SE - EX. MH#1 to CB#7CB to CB Pipe KCBWPipe Diam.Pipe LengthOutlet Elev. Inlet Elev.SlopeOverflow Elev.CoverBend AngleStruc TypeTotal AreaImperv. CoverImperv. Cover % Perv.Perv. Cover Perv. Cover Q (25 year)Q (100 year)Trib Flow (25 year)Cumulative Q (25 Q Ratio (25 year)Trib flow (100 year)Cumulative Q (100 ####ftftftft%ftftdegreessfsfacre%sfacreCFSCFSCFSCFSunitlessCFSCFSCB#7CB#6P - (8)50.66666748.29384.83385.551.49388.222.0-1151153.2518361.1965.71%993172.281.461.9001.46001.90CB#6CB#4P - (1)417.80384.15384.504.49387.462.092.51000.000.00%000001.46001.90CB#4CB#2P - (1)(2)3181.01383.34384.151.00387.762.6100.81000.000.00%000001.46001.90CB#2CB#1P - (2)2162.39382.72383.340.99386.942.631.91000.000.00%000001.46001.90CB#1Ex. MH#1P - (3)11262.45361.2382.728.20386.823.157.31000.000.00%000001.46001.90360.2*Note: Tailwater is based upon field measurementTailwaterFIGURE 2-1 CONVEYANCE CALCULATIONSLAKE YOUNGS CT SE CONVEYANCE CALCULATIONS
WWHM2012
PROJECT REPORT
___________________________________________________________________
Project Name: 2617 Lake Youngs Ct SE - Conveyance Flows
Site Name: 2617 Lake Youngs Ct SE
Site Address: 2617 Lake Youngs Ct SE
City : Renton
Report Date: 03/04/2019
Gage : Seatac
Data Start : 1948/10/01
Data End : 2009/09/30
Precip Scale: 1.00
Version Date: 2018/07/12
Version : 4.2.15
___________________________________________________________________
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
___________________________________________________________________
High Flow Threshold for POC 1: 50 year
___________________________________________________________________
PREDEVELOPED LAND USE
Name : Conveyance Basin
Bypass: No
GroundWater: No
Pervious Land Use acre
C, Lawn, Mod 2.28
Pervious Total 2.28
Impervious Land Use acre
DRIVEWAYS MOD 1.19
Impervious Total 1.19
Basin Total 3.47
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
MITIGATED LAND USE
Name : Conveyance Basin 2
Bypass: No
GroundWater: No
FIGURE 2-1 WWHM 25-YEAR/100-YEAR CONVEYANCE FLOWS
Pervious Land Use acre
C, Lawn, Mod 2.28
Pervious Total 2.28
Impervious Land Use acre
DRIVEWAYS MOD 1.19
Impervious Total 1.19
Basin Total 3.47
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
___________________________________________________________________
ANALYSIS RESULTS
Stream Protection Duration
___________________________________________________________________
Predeveloped Landuse Totals for POC #1
Total Pervious Area:2.28
Total Impervious Area:1.19
___________________________________________________________________
Mitigated Landuse Totals for POC #1
Total Pervious Area:2.28
Total Impervious Area:1.19
___________________________________________________________________
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.719621
5 year 0.990751
10 year 1.187562
25 year 1.456504
50 year 1.67196
100 year 1.900694
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.719621
5 year 0.990751
10 year 1.187562
25 year 1.456504
50 year 1.67196
100 year 1.900694
___________________________________________________________________
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 1.090 1.090
1950 1.016 1.016
1951 0.630 0.630
1952 0.419 0.419
1953 0.446 0.446
1954 0.577 0.577
1955 0.645 0.645
1956 0.621 0.621
1957 0.759 0.759
1958 0.531 0.531
1959 0.478 0.478
1960 0.704 0.704
1961 0.601 0.601
1962 0.438 0.438
1963 0.650 0.650
1964 0.584 0.584
1965 0.789 0.789
1966 0.484 0.484
1967 1.038 1.038
1968 1.074 1.074
1969 0.717 0.717
1970 0.659 0.659
1971 0.809 0.809
1972 0.940 0.940
1973 0.384 0.384
1974 0.811 0.811
1975 0.782 0.782
1976 0.626 0.626
1977 0.593 0.593
1978 0.762 0.762
1979 0.836 0.836
1980 1.368 1.368
1981 0.666 0.666
1982 1.122 1.122
1983 0.761 0.761
1984 0.494 0.494
1985 0.647 0.647
1986 0.635 0.635
1987 0.770 0.770
1988 0.457 0.457
1989 0.715 0.715
1990 1.781 1.781
1991 1.357 1.357
1992 0.551 0.551
1993 0.514 0.514
1994 0.431 0.431
1995 0.589 0.589
1996 0.989 0.989
1997 0.727 0.727
1998 0.681 0.681
1999 1.639 1.639
2000 0.698 0.698
2001 0.668 0.668
2002 0.965 0.965
2003 0.972 0.972
2004 1.522 1.522
2005 0.601 0.601
2006 0.595 0.595
2007 1.657 1.657
2008 1.272 1.272
2009 0.834 0.834
___________________________________________________________________
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 1.7807 1.7807
2 1.6568 1.6568
3 1.6389 1.6389
4 1.5224 1.5224
5 1.3680 1.3680
6 1.3574 1.3574
7 1.2723 1.2723
8 1.1218 1.1218
9 1.0901 1.0901
10 1.0742 1.0742
11 1.0385 1.0385
12 1.0164 1.0164
13 0.9888 0.9888
14 0.9719 0.9719
15 0.9648 0.9648
16 0.9400 0.9400
17 0.8357 0.8357
18 0.8337 0.8337
19 0.8111 0.8111
20 0.8086 0.8086
21 0.7889 0.7889
22 0.7818 0.7818
23 0.7696 0.7696
24 0.7620 0.7620
25 0.7612 0.7612
26 0.7586 0.7586
27 0.7266 0.7266
28 0.7166 0.7166
29 0.7148 0.7148
30 0.7036 0.7036
31 0.6985 0.6985
32 0.6814 0.6814
33 0.6677 0.6677
34 0.6660 0.6660
35 0.6592 0.6592
36 0.6505 0.6505
37 0.6468 0.6468
38 0.6448 0.6448
39 0.6350 0.6350
40 0.6298 0.6298
41 0.6264 0.6264
42 0.6208 0.6208
43 0.6014 0.6014
44 0.6011 0.6011
45 0.5951 0.5951
46 0.5931 0.5931
47 0.5889 0.5889
48 0.5842 0.5842
49 0.5770 0.5770
50 0.5510 0.5510
51 0.5314 0.5314
52 0.5144 0.5144
53 0.4943 0.4943
54 0.4838 0.4838
55 0.4779 0.4779
56 0.4573 0.4573
57 0.4460 0.4460
58 0.4377 0.4377
59 0.4312 0.4312
60 0.4189 0.4189
61 0.3840 0.3840
___________________________________________________________________
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.3598 1078 1078 100 Pass
0.3731 948 948 100 Pass
0.3863 842 842 100 Pass
0.3996 760 760 100 Pass
0.4128 682 682 100 Pass
0.4261 605 605 100 Pass
0.4393 561 561 100 Pass
0.4526 517 517 100 Pass
0.4658 465 465 100 Pass
0.4791 418 418 100 Pass
0.4924 383 383 100 Pass
0.5056 363 363 100 Pass
0.5189 337 337 100 Pass
0.5321 309 309 100 Pass
0.5454 282 282 100 Pass
0.5586 254 254 100 Pass
0.5719 235 235 100 Pass
0.5851 214 214 100 Pass
0.5984 200 200 100 Pass
0.6116 185 185 100 Pass
0.6249 174 174 100 Pass
0.6381 162 162 100 Pass
0.6514 153 153 100 Pass
0.6647 144 144 100 Pass
0.6779 136 136 100 Pass
0.6912 125 125 100 Pass
0.7044 113 113 100 Pass
0.7177 111 111 100 Pass
0.7309 105 105 100 Pass
0.7442 101 101 100 Pass
0.7574 100 100 100 Pass
0.7707 92 92 100 Pass
0.7839 87 87 100 Pass
0.7972 82 82 100 Pass
0.8104 79 79 100 Pass
0.8237 68 68 100 Pass
0.8370 62 62 100 Pass
0.8502 60 60 100 Pass
0.8635 57 57 100 Pass
0.8767 56 56 100 Pass
0.8900 55 55 100 Pass
0.9032 50 50 100 Pass
0.9165 49 49 100 Pass
0.9297 49 49 100 Pass
0.9430 45 45 100 Pass
0.9562 41 41 100 Pass
0.9695 37 37 100 Pass
0.9828 33 33 100 Pass
0.9960 32 32 100 Pass
1.0093 30 30 100 Pass
1.0225 28 28 100 Pass
1.0358 27 27 100 Pass
1.0490 26 26 100 Pass
1.0623 25 25 100 Pass
1.0755 23 23 100 Pass
1.0888 22 22 100 Pass
1.1020 21 21 100 Pass
1.1153 20 20 100 Pass
1.1285 19 19 100 Pass
1.1418 18 18 100 Pass
1.1551 18 18 100 Pass
1.1683 18 18 100 Pass
1.1816 18 18 100 Pass
1.1948 16 16 100 Pass
1.2081 14 14 100 Pass
1.2213 14 14 100 Pass
1.2346 14 14 100 Pass
1.2478 14 14 100 Pass
1.2611 14 14 100 Pass
1.2743 12 12 100 Pass
1.2876 12 12 100 Pass
1.3008 12 12 100 Pass
1.3141 12 12 100 Pass
1.3274 12 12 100 Pass
1.3406 12 12 100 Pass
1.3539 10 10 100 Pass
1.3671 9 9 100 Pass
1.3804 8 8 100 Pass
1.3936 8 8 100 Pass
1.4069 8 8 100 Pass
1.4201 7 7 100 Pass
1.4334 7 7 100 Pass
1.4466 6 6 100 Pass
1.4599 5 5 100 Pass
1.4731 5 5 100 Pass
1.4864 4 4 100 Pass
1.4997 4 4 100 Pass
1.5129 4 4 100 Pass
1.5262 3 3 100 Pass
1.5394 3 3 100 Pass
1.5527 3 3 100 Pass
1.5659 3 3 100 Pass
1.5792 3 3 100 Pass
1.5924 3 3 100 Pass
1.6057 3 3 100 Pass
1.6189 3 3 100 Pass
1.6322 3 3 100 Pass
1.6455 2 2 100 Pass
1.6587 1 1 100 Pass
1.6720 1 1 100 Pass
_____________________________________________________
___________________________________________________________________
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
___________________________________________________________________
LID Report
LID Technique Used for Total Volume Volume Infiltration Cumulative
Percent Water Quality Percent Comment
Treatment? Needs Through Volume Volume
Volume Water Quality
Treatment Facility (ac-ft.) Infiltration
Infiltrated Treated
(ac-ft) (ac-ft) Credit
Total Volume Infiltrated 0.00 0.00 0.00 0.00
0.00 0% No Treat. Credit
Compliance with LID Standard 8
Duration Analysis Result = Passed
___________________________________________________________________
Perlnd and Implnd Changes
No changes have been made.
___________________________________________________________________
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved.
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:2617 Lake Youngs.bwp
Using a broad-crested weir at intermediate junctions
Individual CB's subject to surcharged condition
should be simulated by raising the overflow elevation
to an appropriate height above the rim elevation.
Tailwater Elevation:360.2 feet
Discharge Range:1.4 to 2. Step of 0.1 [cfs]
Overflow Elevation:388.22 feet
Weir:NONE
Upstream Velocity:1. feet/sec
PIPE NO. 1: 262 LF - 12"CP @ 8.20% OUTLET: 361.20 INLET: 382.72
INTYP: 2
JUNC NO. 1: OVERFLOW-EL: 386.82 BEND: 57 DEG DIA/WIDTH: 2.0 Q-
RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
*************************************************************************
******
1.40 0.66 383.38 * 0.012 0.51 0.25 0.00 0.25 0.51 *****
0.66
1.50 0.69 383.41 * 0.012 0.52 0.25 0.00 0.25 0.52 *****
0.69
1.60 0.72 383.44 * 0.012 0.54 0.26 0.00 0.26 0.54 *****
0.72
1.70 0.74 383.46 * 0.012 0.56 0.27 0.00 0.27 0.56 *****
0.74
1.80 0.77 383.49 * 0.012 0.58 0.28 0.00 0.28 0.58 *****
0.77
1.90 0.80 383.52 * 0.012 0.59 0.29 0.00 0.29 0.59 *****
0.80
2.00 0.82 383.54 * 0.012 0.61 0.29 0.00 0.29 0.61 *****
0.82
PIPE NO. 2: 62 LF - 12"CP @ 0.99% OUTLET: 382.72 INLET: 383.34
INTYP: 2
JUNC NO. 2: OVERFLOW-EL: 386.94 BEND: 32 DEG DIA/WIDTH: 2.0 Q-
RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
*************************************************************************
******
1.40 0.68 384.02 * 0.012 0.51 0.42 0.66 0.66 0.51 *****
0.68
1.50 0.71 384.05 * 0.012 0.52 0.44 0.69 0.69 0.52 *****
0.71
FIGURE 2-3 KING COUNTY BACKWATER ANALYSIS
25 YEAR
FLOW
25 YEAR
FLOW
100 YEAR
FLOW
1.60 0.73 384.07 * 0.012 0.54 0.45 0.72 0.72 0.54 *****
0.73
1.70 0.76 384.10 * 0.012 0.56 0.47 0.74 0.74 0.56 *****
0.76
1.80 0.78 384.12 * 0.012 0.58 0.49 0.77 0.77 0.58 *****
0.78
1.90 0.80 384.14 * 0.012 0.59 0.50 0.80 0.80 0.59 *****
0.80
2.00 0.83 384.17 * 0.012 0.61 0.52 0.82 0.82 0.61 *****
0.83
PIPE NO. 3: 81 LF - 12"CP @ 1.00% OUTLET: 383.34 INLET: 384.15
INTYP: 2
JUNC NO. 3: OVERFLOW-EL: 387.76 BEND: 90 DEG DIA/WIDTH: 2.0 Q-
RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
*************************************************************************
******
1.40 0.73 384.88 * 0.012 0.51 0.42 0.68 0.68 0.51 *****
0.73
1.50 0.77 384.92 * 0.012 0.52 0.44 0.71 0.71 0.52 *****
0.77
1.60 0.80 384.95 * 0.012 0.54 0.45 0.73 0.73 0.54 *****
0.80
1.70 0.83 384.98 * 0.012 0.56 0.47 0.76 0.76 0.56 *****
0.83
1.80 0.87 385.02 * 0.012 0.58 0.49 0.78 0.78 0.58 *****
0.87
1.90 0.90 385.05 * 0.012 0.59 0.50 0.80 0.80 0.59 *****
0.90
2.00 0.93 385.08 * 0.012 0.61 0.52 0.83 0.83 0.61 *****
0.93
PIPE NO. 4: 7 LF - 12"CP @ 4.49% OUTLET: 384.15 INLET: 384.50
INTYP: 2
JUNC NO. 4: OVERFLOW-EL: 387.46 BEND: 90 DEG DIA/WIDTH: 2.0 Q-
RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
*************************************************************************
******
1.40 0.78 385.28 * 0.012 0.51 0.29 0.73 0.73 0.51 *****
0.78
1.50 0.82 385.32 * 0.012 0.52 0.30 0.77 0.77 0.52 *****
0.82
1.60 0.87 385.37 * 0.012 0.54 0.30 0.80 0.80 0.54 *****
0.87
1.70 0.91 385.41 * 0.012 0.56 0.31 0.83 0.83 0.56 *****
0.91
25 YEAR
FLOW
25 YEAR
FLOW
100 YEAR
FLOW
100 YEAR
FLOW
1.80 0.96 385.46 * 0.012 0.58 0.32 0.87 0.87 0.58 *****
0.96
1.90 1.00 385.50 * 0.012 0.59 0.33 0.90 0.90 0.59 *****
1.00
2.00 1.05 385.55 * 0.012 0.61 0.34 0.93 0.93 0.61 *****
1.05
PIPE NO. 5: 48 LF - 8"CP @ 1.49% OUTLET: 384.83 INLET: 385.55
INTYP: 2
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
*************************************************************************
******
1.40 1.05 386.60 * 0.012 0.56 0.49 0.45 0.49 0.56 *****
1.05
1.50 1.14 386.69 * 0.012 0.58 0.52 0.49 0.52 0.58 *****
1.14
1.60 1.24 386.79 * 0.012 0.59 0.55 0.54 0.55 0.59 *****
1.24
1.70 1.34 386.89 * 0.012 0.60 0.60 0.58 0.60 0.60 1.20
1.34
1.80 1.45 387.00 * 0.012 0.61 0.67 0.63 0.63 0.78 1.38
1.45
1.90 1.64 387.19 * 0.012 0.62 0.67 0.67 0.67 0.97 1.64
1.56
2.00 1.88 387.43 * 0.012 0.63 0.67 0.72 0.72 1.13 1.88
1.68
25 YEAR
FLOW
100 YEAR
FLOW
100 YEAR
FLOW