HomeMy WebLinkAbout03875 - Technical Information Report • ,� �
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� Technical Information Report
For:
AtAPLE�'�'OOD PARK CLUBHOUSE
Location:
3815 NE 4th Street,
Renton, WA 98056
Tax Parcel #16230�-9021
B14-005199
U 14-005200
LD Engineering, LLC
Seattle,Washington 98102
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� DIFR� �
� N �� 6/1/14 Preliminary TIR
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� � `+ ;�� :� ` 9/15/14 Final TIR
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�G ,� Final TIR Revised er COR I
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. Revisions dated 3-27-15
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f�'�� '� ���� 5/18/15 Final TIR Revised per COR Revision I
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`��'`�- #3 dated 5-14-15
Prepared by: Leonard DiFrancesco,MS, PE '
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Revisions: `
�
September 16,2014 `
March 30, 15 � ^
A7ay 18, 2015 ``
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TABLE OF CONTENTS
Technical Information Report
1. Project Overvie�v
2. Conditions and Requirements Summary
3. Off-site Analysis !,
4. Flow Control and Water Quality Facility Analysis and Design ���
5. Conveyance Syste�s Analysis and Design
6. Special Reports and Studies
7. Other Permits
8. CSWPPP Analysis and Design j
9. Bond Quantities, Facility Summaries and Declaration of Covenant I
10. Operations and Maintenance Manual
2
/
1. PROJECT OVERVIEW
Per the City Renton adopted 2009 King County, WA Surface Water Design Manual
(KCSWD1Vn effective 10/31/11 & per the City Amendment to the KCSWDM dated
February 2010 this project is subject to Full Drainage Review and the project's draina,�c
facilities shall meet the requirements of flow control durations standard (forested
condition) per the Flow Control Applications Map (included in Section 2). The projecr
does not exceed the water quality threshold so no formal water quality measures are
proposed.
The project site (see Vicinity Map in this section) information is as follows:
� Tax Parcel#162305-9021 with an approximate area of 5.03 ac. However the project area of
re-d , . _ _
siz�
• A cl
and ADA improvements to two entrances along NE 4`�'Ave is propo�,
CA)
• The site is located in: NE-16-23-5 KING COUNTY. «'�1�uT'��T��`.
• Addressed at 3815 NE 4th Street, Renton, WA 980��
The project area is bounded by the subject property driving surfaces to the west and south. The north
side is a commercial strip mall and the west side is the terminus of NE 3rd PL which fronts a new�
single family residential development. The project area is currently fully developed with parking
areas, maintenance building and storage shed.
The existing site drainage from the parking lot and shed areas sheet flows to the southwest to an
existing catch basin located on the property,refer to Section 3 of this report for flow paths. An on-
site pipe storm system conveys the drainage to the southwest, through the adjacent Greenwood
Memorial Park and to the drainage system within NE 2nd Street. Nearly all (98%) proposed
impervioussurfacesaredirectedtolimitedinfiltrarionBMPs. Surfac: c-a�':��, :�r,�:�'�,,�„���,�;�,���d ��i��
system direct any overflow to the existing on-site drainage system.
The site is located within the urban growth area of Renton of the Cedar River/ Lake Washi�•:,�,���
Watershed and within the Cedar-Sammamish(8)WRIA Drainage Basin. The King County I-Map at
the end of this section shows the site and general topography of the surrounding area. Generally,the
land which immediately surrounds the project area slopes away from the project to the north, south
and east. There are no upstream areas to the project. The City of Renton (COR) Storm Svstem
Network Map shows the corresponding varied directions of the local drainage system
The United States Department of Am-iculture defines the site soil as AgC—Alden��
Group B and Till. A geotechnical report(see Section 6. Special Reports and Studies)conducted for
the project identifies site soil to be sand to silty sand over till with no groundwater observed. The
depth to till ranges from 4.5' to 7' below grade. An infiltration study performed for the project's
proposed limited infiltration trenches(see Section 6. Special Reports and Studies)identifies the site
soil to be a loamy sand.
Site design criterion is based on the Requirements of the COR Amendments to the 2009 King
County Surface Water Manual(KCSWDM), as currently adopted. The site proposes onsite BMPs
which will be implemented to meet all drainage requirements. There are no new areas of PGIS,thus
formal water quality is not required or proposed.The Level 1 Downstream Analysis did not identify
any flooding or drainage problems downstream from the site. Further analysis is provided in Core
Requirement 4 for Flow Control of this report. The downstream analysis is included in Section 3.
There are no requested or anticipated drainage adjustments.
4
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KING COUNTY I—MAP 5' COUNTOURS
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2. CONDITIONS A\D REQUIREn1E\TS SL"l�i:�1ARY
Conditions Summar��
This section is intended to meet agency specific requirements for all applicable COR Amendments of
the Core and Special Requirements of the 2009 King County Surface Water Manual (KCSWDM).
The site is subject to Full Drainage Review and the project's drainage facilities shall meet the
requirements of flow control durations standard (forested condition) per the Flow Control
Applications Map (included in Section 1). The project is subject to enhanced treatment per COR
Amendment to the KCSWDM. The project will comply with any required fire requirements. This
report intends to address all site specific drainage issues of the KCSWDM BMP requirements for the
project. The targeted drainage project areas are delineated and discussed in Section 4 in detail.
Targeted areas refer to any project areas that are regulated (there is an area of parking south of the
project area that will be restriped and a partial overlay of NE 3`d Place is required for utility
extensions, however surface grades remain unchanged and are not part of the target area).
Additionally, the two NE 4th Ave project entrances will be modified to meet ADA requirements.
These areas have been considered to be replaced impervious and have been included in the target
area calculations. The project proposes to apply BMPs to 98°�0 of its proposed total new impervious,
refer to Section 4 for details. Refer to the tables of parameters included in Section 4 which are the
basis for the KCTRS stormwater modeling.
Core and Special Requirements Analysis
Core Requirement 1. Dischar�e at the Natural Location
The discharge is to the existing onsite drainage system described in Section 3. No change to the
natural discharge location is proposed. Refer to the Section 3 Level 1 Drainage Analysis Report
prepared on Oct. 26, 2014 for existing flow paths and the civil plan exhibits at the end of Section 4
for the flow paths and discharge points. There are no indications of erosion or drainage patterns that
would indicate concentrated onsite drainage to offsite property. There are no proposed changes that
would affect critical slope property areas in the proximity of the project area.
Core Requirement 2: Offsite Analvsis
A Level I offsite analysis is provided, refer to the Section 3.
Core Requirement 3: Flow Control
The 12,422 sfproject area with 8,530 sf proposed impervious (refer to Section 4, Sub-Areas Table)
is subject to the requirements of flow control durations standard(forested condition). BMPs in the
form of pervious pavement and limited infiltration are proposed for 98% of the project targeted
impervious area. The analysis in Section 4 of this report shows ho«�the project meet�the COR?009
Surface Water Design Manual Amendment, p.1-36, Exemption 2:
"The following exceptions apply only in Flo��Control Duration Standard Areas:
1. The facility requirement in Flow Control Duration Standard Matching Forested Site Conditions
Areas is���aived for any tl:res{:old discharge area in���hich there is no more than a 0.1-cfs
�
difference in the sum of developed 100-year peak f7o��s for those tar�et surfaces subject to this
requirement and the sum of forested(historic)site conditions 100-year peak flows for the same surface areas. I
Note:for the purposes of this calculation, target surfaces served by flow control BMPs per Appendix I
C may be modeled in accordance with the.Jlow control BMP facility sizing credits in Table 1.2.3.C(p.
1-42).„
Therefore formal flow control is not proposed. The proposed flow control BMPs to the relatively
small site will result in low flow, less than 0.1-cfs for the 100-year post-developed storm and
minimize runoff and any potential downstream impact.
Core Requirement 4: Conve, a�. s�
The project uses surface grades and piping to convey all drainage. The project complies with the
KCSWDM that all conveyance piping shall have capacity to convey the 25-year peak post-developed
flow. Refer to Section 5 for the conveyance calculations.
Core Requirement 5: Erosion and Sedimentation Control
Erosion Control Systems(ESC)are recommended in Section 8 of this report. An ESC Plan is part of
the Civil Plans. Refer to Section 8 for detailed calculations.
Core ReQuirement 7: Financial Guarantees and Liabilitv
If required,Financial Guarantees and Liability issues,forms,bonds and covenants will be addressed
per request.
� Core Requirement 8: Water Quality
The project does not trigger formal water quality requirements since the PGIS proposed is less than
the 5,000 sf threshold requiring water quality. A total of 200.86 sf of replaced PGIS is associated
with the frontage improvements in the form of two (2) ADA-compliant driveway approaches
accessing off of NE 4�' Ave. BMPs provided to the majority of on-site impervious areas will
mitigate drainage impacts.
Special Requirement#1: Other adopted area-specific requirements.
The site is located within the urban growth area of Renton, King County of the Cedar River/Lake
Washington Watershed and within the Cedar-Sammamish (8) WRIA Drainage Basin. The site is
known to be listed in a "Conservation Flow Control Area" and is subject to the City of Renton
requirements of flow control durations standard (forested condition).
Special Requirement#2: Floodplain/Floodway delineation
The project has no onsite wetlands or other water bodies and is outside the mapped FEMA 100-year
floodplain.
Special Requirement#3: Flood Protection Facilities
The project does not require flood protection faculties.
s
Special Requirement#4: Source Controls
The project is a clubhouse and pool for a residential apartment complex, not requiring any special
source controls.
Special Requirement �5: Oil Control
The site is not a high-use site. Therefore, this requirement does not apply to the site.
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3. OFF-SITE ANALYSIS
(LEVEL ONE DOWNSTREAM DRAINAGE ANALYSIS)
See the "Level I Drainage Analysis" Report, dated June 26, 2014 provided in this section.
11
TIR SECTION 3
OFFSITE ANALYSIS
Executive Summary
Site was visited on June 25, 2014. The downstream drainage system is private for
over '/4-mile downstream and visibly in good condition. The storm system of
closed pipes runs southwest through the subject property, then merges off-site
with the Greenwood Memorial Park drainage system. After being conveyed
over a '/<-mile downstream from the project area the flow appears to enter an
on-site depression/ditch area within the Greenwood Memorial Park before
drainage again enters a closed pipe, public system with NE 2�d Street. Flow is
conveyed west within the NE 2�d Street drainage system and eventually
discharges to a large pond.
A research into drainage complaints or records for subject area was not
performed. No downstream drainage complaints are shown on the King
County online interactive map within '/4-mile downstream of the project area.
Downstream Analysis
Task 1. Study area Definition and Maps
See attached photos and exhibits in the following report sections.
Task 2. Resource Review
The project survey, the City of Renton GIS Maps and the King County IMAP were
primarily utilized to review for any sensitive areas and for basic drainage
information for the subject site. It is the opinion of LD Engineering, LLC
(abbreviated as LD hereafter) that a further review of items such as more
detailed floodplain maps, other drainage studies, wetlands maps, etc are
deemed not relevant in this particular situation given this site proposes to
maintain required setbacks and is simply discharging into the existing storm
system after flow implementing flow control. What is most important is identifying
any downstream drainage problems that might be exacerbated by this project.
Downstream Analysis
Task 3. Field Inspection
Offsite-Upstream drainage lnspection
There are no upstream areas flowing on to the property. The project area lies
along a local ridge with drainage in the vicinity of the project flowing in the
various general directions shown on the COR Storm System Network Map
shown at the end of this report.
12
Drainage Complaints
The attached King County iMap hatching indicates properties with recorded
drainage complaints. There are no identified parcels within a '/4-mile
There are no known critical areas wi� - _ -. . „ _
the property are identified on the COR critical areas map (see attached �:t
end of the report), however these steep slopes are not within project arec �����
will be impacted by the projec�.
Onsite Drainage Inspection
The project area is a relatively flat (approximately 3 o slope) parking lot and
maintenance building. Drainage form this area is directed by surface grades
to an inlet located to the west. The following sub-section describes the
downstream system in detail.
Offsite--Downstream Drainage Inspection
Downstream public storm system was inspected on June 25, 2014. Photos
with comments describe the system. Visually, the system appears in fine
shape. Also, the following photos correspond to the numbered structures
labeled on the attached, "Level I Downstream Analysis" Maps and
Downstream Table.
13
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACf; WATER DESIGN MANUAI,, CORE REQUIREMENT#2
Basin: Cedar River/Lake WA Subbasin Name: Cedar-Sammamish Subbasin Number: 8
Symbo Drainage Component Drainage Slope Distance Existing Potential Observations of field inspector,
I Type, Name, and Size Component from site Problems Problems resource reviewer, or resident
Descri tlon dischar e
see map Type:sheet flow,swale,stream, drainage basin, % '/,ml=1,320 constrictlons,under capacity, tributary area,likelihood of problem,overflow
channel,pipe,pond;Size:diameter, vegetatlon,cover, ft. ponding,overtopping,flooding, pathways,potential impacts
surtace area depth,type of habitat or organlsm destruction,
sensltive area, scouring,bank sloughing,
volume sedimentation,Incision,other erosion
A-1 Existing Site Flow Path — Paved parking 4% I50 None None No problems observed
Sheet flow
CB#1- Pipe— CMP, 10"dia. out 28" to invert 7% 351 None None Catch Basin (CB) &pipe system
CB#2 elevation (IE) appear to be in goocl condition.
of CB#1 out
CB#2- Pipe— CMP, 10"dia. in/out 25" to IE of 11% 652 None None Sy.sterrc in good condition.
CB#3 CB#2 in/out
CB#3- Pipe— CMP, 10"dia. in/out 25"to IE of 2% 791 None None System in good condition.
CB#4 CB#3 in/out
CB#4- Pipe—CMP, 10" in (east), 34" to 1E 2% 901 None None System in goo�l condition.
CB#5 12" in (north), 15" 10"/12" in &
(southwest) out. 38" to IE 15"
out of CB#4
CB#5- Pipe— CMP, 15" in/out 15" in & 0.5% 968 None None Sy.rtem in good condition.
MH#6 Control
14
__ -- --
- - -- - _ _
Structure out
w/ 15"CMP
riser of CB#5
MH#6 Pipe— CMP, 15" in/out 6' to IE in/out 0.5% 1041 None None Storm Manhole (MH) appears to be
—MH#7 of MH#6 in good condition. Could not find a
structure (MH) shown on the COR
GIS located between observed
MH#6 &MH#7
MH#7- Pipe— CMP, 24" in/out 4' to IE in/out 0.5% 1205 None None System appears to be in good
MH#8 of MH#7 condition.
MH#8— Not observed, refer to the Not observed 0.8% ]440 None None Could not open MH#8 & could not
MH#9 downstream map and locate MH#9 as shown on the COR
photos for the downstream GIS. The overgrown
system heyond '/-mile that ditch/depression area where MH#9
was partially oh.served and is bclieved to discharge was
documented. observed to be a well-defined ditch.
15
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King County I-Map showing Drainnge Complaints (hatched) & 5' contours �
40
4. FLOW CONTROL AND WATER Qti.aLITY FACILIT�' .a1�.aLYSIS A\D DESIG'�
Existing Site Hydrology (Part A)
Site slope is 4%average slope to the southwest. Generally,precipitation flows overland from paved
surfaces and the existing shed to a catch basin located downstream of the project area but within the
subject property. There are no indications of erosion or drainage patterns that would indicate
concentrated onsite drainage to offsite areas. For the purposes of KCTRS modeling Historic
Conditions (Forested) was applied for all project target surfaces for the existing condition.
Developed Site Hydrology (Part B)
Limited infiltration is proposed for 98°0 of project impervious. All project runoff from proposed
impervious/pervious surfaces not infiltrated is directed by surface grades or tight-lined to an existing
on-site catch basin and downstream drainage pipe system. Refer to the Sub-Areas Table in this
section for the respective targeted impervious and pervious totals and other stormwater parameters.
The plans include the following specific BMPs:
1. Permeable pavement for walkway&patio areas,aside from a small 170 sf optional standard
concrete paved area located at the building entrance.
2. Open-grid decking with pervious beneath and directed to an infiltration system.
3. All building roof drains tight-line to an infiltration system.
Performance Standards (Part C)
The site lies within a Conservation Flo��- Control Area of King County and more specifically is
regulated under the City of Renton requirements for flow control durations standard (forested
condition). The applicable flow control exemption and BMP criterion are discussed in Section 2.
Conveyance calculations are provided in Section 5 and discussed in Section 2. Source or oil control
is not applicable.
Flow Control System (Part D)
Formal flow control is not proposed as the project meets the exemption cited in Section 2 which
requires that the post-developed flow be less than 0.1-cfs of the historical flow. The program,
KCTRS was used to estimate the 100-year peak flows. Refer to the Sub-Areas Table for input values
and the KCTRS program output tables. With the proposed BMPs and their associated credits the
flow difference is 0.07 cfs less than 0.1-cfs, exempting the project from formal flow control. The
infiltration trenches are designed per the requirements of the City of Renton Addendum to the 2009
KCSWDM, Appendix C for limited infiltration. An infiltration study prepared for the proposed
trenches(see Section 6)identified the soil as a loamy sand. For the total roof area of 4552 sf and 75
lf of trench length per 1000 sf of tributary area for a loamy sand, 341 lf of trench is required. The
project proposes 440 lf of trench. The trenches all connect to an overflow pipe system which
discharges to an existing on-site catch basin. The overflow is located at an elevation of at least 1-
foot belo«� the lo«�est pavement arade as to prevent hydrostatic pressure from uplifting pavement
41
should the flo��� exceed the intiltration capacity. Refer to the end of this section for additional
calculations.
Water Qualit�- System (Part E)
The project does not trigger formal«ater quality requirements since the PGIS proposed is less than
the 5,000 sf threshold requiring water quality. A total of 200.86 sf of replaced PGIS is associated
with the frontage improvements in the form of two (2) ADA-compliant driveway approaches
accessing off of NE 4�' Ave. BMPs provided to the majority of on-site impervious areas will
mitigate drainage impacts.
a2
GENERAL STORMWATER PARAMETERS
APPLICABLE TO ALL FACILITY DESIGN
43
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Hydrologic Soil Group—King County Area,Washington
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at 1:24,000.
I Area of Interest(AOI) � C/D
Warning:Soil Map may not be valid at this scale.
Soils p
Soil Rating Polygons � Enlargement of maps beyond the scale of mapping can cause
O A p Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line
placement.The maps do not show the small areas of contrasting
� Water Features
A/D soils that could have been shown at a more detailed scale.
Streams and Canals -
0 B Please rel on the bar scale on each ma sheet for ma
Transportation y p p
0 B�� � Rails measurements.
0 � � interstate Highways Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
� C/D US Routes Coordinate System: Web Mercator(EPSG:3857)
0 � Major Roads Maps from the Web Soil Survey are based on the Web Mercator
0 Not rated or not available Local Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate
�"' A . Aerial Photography calculations of distance or area are required.
,.�„r A/D This product is generated from the USDA-NRCS certified data as of
�, B the version date(s)listed below.
,,,� g�p Soil Survey Area: King County Area,Washington
Survey Area Data: Version 8,Dec 10,2013
�,,:♦ C
Soil map units are labeled(as space allows)for map scales 1:50,000
,�,,. C/D or larger.
��'' � Date(s)aerial images were photographed: Jul 9,2010—Aug 20,
r � Not rated or not available 2011
Soil Rating Points The orthophoto or other base map on which the soil lines were
� A compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor shifting
� A/� of map unit boundaries may be evident.
■ B
. si�
l:sl),1 Natural Resources Web Soil Survey 6/12/204�
� Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group—King County Area,Washington
Hydrologic Soil Group
Hydrologic Soil Grou�Summary by Map Unit—King County Area,Washington(WA633)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AgC Alderwood gravelly B 0.7 100.0%
sandy loam,6 to 15
percent slopes
Totals for Area of Interest 0.7 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are �
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D)and '
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method.� Dominant Condition
Component Percent Cutoff.- None Specified
USpq Natural Resources Web Soil Survey 6/12/2014
� Conservation Service National Cooperative Soil Survey Page 3 of 4
47
3'_.? kCRT'S Rl�OI'F I"iLF.ti�fl:ll I(>D—(:F:�'TR�177.1'(;r/;ifE.�£RIL:ti
'TABLE 3.2.2.B EQ[:I�'ALEtiCE BET�i'EEN SCS SOIL Tl'PES:�\D IiCRTS SOIL Tl�'PE5
On-Site Soil per SCS Soll Type SCS KCRTS Soil Notes
Hyd�otogic Group
USDA Soil SuNey soi�GrouP
Alderwood{AgB.AgC.AgD) C Till
Arents,Alderwood Material(AmB.AmC) C Till
Arents, Everett Material(An) B Outwash 1
Beausite(BeC.BeD.BeF) C Till 2
Bellingham(Bh) D Till 3
Bnscot(Br) D Till 3
Buckley(Bu) D Tili 4
Earlmont(Ea) D Till 3
Edgewick(Ed) C Till 3
Everett(EvB. EvC,EvD, EwC) A/B Outwash 1
Indianola(InC.InA.InD) A Outwash 1
Kltsap(Kp6, KpG KpD) C Till !
Klaus(KsC) C Outwash 1 I
Neilton(NeC) A �uhvash 1
Newberg(Ng) B Till 3
Nooksack(Nk) C Till 3
Norma(No) D Till 3
Orcas(Or) 0 Wetland
Oridia(Os) D Till 3
Ovall{OvC.OvD.OvF) C Till 2
Pilchuck(Pc) C Till 3
Puget(Puj D Till 3
Puyallup(Py) 8 Till 3
Ragnar(RaC,RaD.RaC,RaE) B Outwash 1
Renton{Re) D Till 3
Salal(Sa) C Till 3
Sammamish(Sh) D Till 3
Seattie(Sk) D Wetland
Shalcar(Sm) D Ti11 3
Si(Sn) C Till 3
Snohomish(So.Sr) D Till 3
Sultan(Su) C Till 3
Tukwila(Tu) D Tll 3
Woodinviile(Wo) D Till 3
Nofes:
1. Where outwash soils are saturated or underiain at shaliow depth(<5 feet)by glacial tiil,they should
be treated as till soils.
2. These are bedrock soils,but calibration of HSPF by King County DNRP shows bedrock soils to
have similar hydrologic response to till soils.
3. These are alluvial soils,some of which are underlain by glacial till or have a seasonally high water
table. In the absence of detailed study,these soils should be treated as till soils.
4. Buckley soifs are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
�
?pii9 Surtsce�t'�tcr tk.ism�ianua) I 9'00�
� 3-:5
48
Sub-Areas Table '
Post-Developed: Apply BMP Credits Area Input for
, � li
' Area Area Adjustment i KCTRS Mode12
sf ac I Credit Type' sf ac sf ac
On-Site: I Bldg Roof 4552 0.104 infil trench 2276 0.052
Deck3 891 0.020 � infil trench/open grid 222.75 0.005
- -- - _ _. _ _--- _ __-- ---- -
Walk/Patio 170 0.004 standards 170 0.004
-_ _ _ - -__ __ _ -
Walk/Patio 2917 0.067 permeable pave 1458.5 0.033
- - -- —
__---
_ _ _--
Pool° (800) (0.0184) none (800) - I
- -- _ _-- _ __- - - _---- , _ . _.
Impervious 8530 0.196 I�'iS'� 4127.25_ 0.095 5000 0.115
- --_ - _ - --- - --
Landscaping 3092 0.071 3092 0.071
__ ------- - - -___ _
BMP Credits grass credits 3957.25 0.091
- - -- - _ _-- -- - --
Pervfous 3092 0.071 7049 2� 0.162 7500 0.172
=- . _ _ _ _ -
Total6 11622 0.267 11176.5 0.257 12500 0.287
- __ - - - -- - � -_ -
--- -- _ _ ___---..
98.0% 'BMP's apllied to proposed on-site targeted fmpervious '
_ _ I _ _ _--
Frontage Improvements: D.W.Approaches i 814 0.019 �
� _ __ _ � -- -
Frontage improvements are limited to only making the property driveway approaches ADA-compliant,however,these frontage improvements are considered
--- -- - - - - - -
replaced impervious and are accounted for in the drainge calcs of this table The on-site pavement overlays reqwred for re-stripping &the waterline
--- --------- _. __ _- _ - - __
extension patching only are not considered targeted drainage areas as new grades on existing impervious nor new impervious is proposed.
-- - ------- -- -- -
The project is exempt from flow control since the total project impervious/pervious including the frontage improvements does not exceed the 0.1-cfs flow thereshold(refer to the
KCTRS Model run for supporting calculations).
_ ___ __ __- --- --
i _ _ --
Pre-developed (assume 100%forestedl:
_ __ _--- _ - _ --
' Impervious 0 0.000
-- � -- - - - -
Pervious 12500 0.287
--_ . ---- — -- --- --- -- --- _. ----- - - —
Total 12500 0.287
___ ----- ------- - _
- -------
Notes:_
----- --------- - -__ -- -- --- _ . _
1.Permeable walk areas&roof/deck areas to limited infiltration model as: 50% impervious
-r- - _
__ _- --- - -
I � 50% grass
-- _ _ __-__- -- ___ __ _ -- -- - - _ _ __ __
2.Total project impervious including the 814 sf frontage improvements is: 4941.25 sf I
- __ ._ -- -
The model is conservative as it assumes the impervious to be: �_ 5000 sf j
_- ------ __-- _ -__ ------- ---___ ---
3.59 sf deck is deducted from the 950 sf deck total since it is covered by bldg roof and already accounted for in the roof area.Deck areas will be open-grid with pervious amended
soils beneath&drain to the infiltration trenches.
---- - - . _ _. - --- __- - - _.___ ___._
4.Pool impervious is factored into the total impervious figures with respect to thresholds,however since the pool area drains to sanitary it is removed from the calculation to
determine the 100-yr peak flow. Note,that even with the 800 sf pool area factored into the 100-year flow calc,the diffenece in post-&pre-developed flow for the project is still less
than 0.1 cfs.
5.The building entrance is assumed to be standard concrte,170 sf� I 1__ I �
6.The total project is 12,422 sf with 9,330 sf impervious and 3,092 sf pervious proposed. The impervious is adjusted for flow calcs per Note q4.
100-YR KCTRS PEAK FLOW(CFSL•
I _ _ _ _ _-_
- ---- - - _ -
,
HISTORICAL(TILL FOREST) OA23
----- - -
DEVELOPED(W/8MP CREDITS) 0.091
---- - --- -- ---- - --- I I _-
DIFFERENCE 0.068 (Since 0.068 cfs is less than 0.1 cfs,the project is exempt from formal flow control)
49
MAPLEWOOD PARK � CLUBHOUSE
�
� ,��,.; ��, ; �
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� ,` , �� __. __ L[=. = 408.08. 12"S� CPP (� '
_ + � �
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,
ti ��+� � ; � _, � ____.� , 12620°
�=�' � � ��� � �� � , � � � 3 �� I
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r....__� r r----i �,I ,
�, �-,�'-��T7 . /� '
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� 40 20 0 40 80
PF�OJECT TARGET AREA MAP I
,
,
50
a
5_'.' RFVt 7R��t1-�:rti rc�R i'SL E)F R�[t'cRf'1)IT�
� 5.2.2 REQU.IRE'�IENTS FOR [ISE OF B�iP CREDITS
Pr��jrr�a�hat implrm�nt il�»�s cunlrol I3�1Y,.���hethcr r�yt�irrd i�r upti�,nal.naat�us�lh�iluu��un�rat 13ti�iP
rrrdit.d��cribr�!in thic s4ction subject io thc reyuirrmen�s in Sectiun.�._'.2.I iind�.?.??.
7�����,kincls uf cr�lits are at'ai(�hle. L-ir�t.:iny impert�iuu�stuface sz��ed bv a tlo�+•ruE�tru(8;1�1I'tlitd�t�eets
thr d��:i�n sprciliralion.ti�r tliat R�iP in Appeud[x C tnav he m�,dcled as in�ic�ied in Tahlr 5.'?_.�
'� (belo�e). 5uch credNc nw�y be u.ed ui[1�e li�llo��=ing sittaatii�n.:
(. l o cuniputr po�t-dct e3c�pmrnt ninc?fY time seri�s�vhen,�zmg reyuireJ tlou �untrul t��cilnirs.
2. Cu comput�p�„t-1e�rlc}gmet�i 100-vear pr:�k ffu�3����hrn��s.e,sinL aii} uf ti�r U.k-ci;��:cr�tiuns Genn
the area-spe<ilic tlo���rontre�l laeftity requircmrnt in Scrtions l.'_.?.1:1.B,and C'.
Seamd,a����impen'ious or non-native perviou�4uriacr that is j,.uti•d;sr�r.��d per thc IuU di,persivn
criteria in tirc�iu�3 L2.3?C is not cuusictereJ a tar=rt�«rti�ce��l tlle area-specitic llciti�conir�+l tucilit�
requirement(Sreti��n I.?+.I 1��r the a�ia-,��rcitic uater��tu�lit�-f:��ilin•reqiiir��n�u1 ItirctiEai 1 ?8.t}.
TABLE 5.2.2,A FLO��'C0ITROL B�iP FACIL[Tt SIZI�G CREDITS"'
Flow Control BMP Type I �acility Sizing Credit
Full dispersion I Model fully dispersed surface as foresi" i
I Full infil2ration"` Subtract impervious area that is fully infiltrated
Limited infiltration i Model tributary impervious suAace as 50°6 irr�ervious,50°to grass
' Basic dispersion � Model dispersed Impervious surface as 50'ro impervious,50°o grass
Rain garden I Madel tributary impervfous surface as SO°/a impervious,50°ro grass
Pemaeabte pavement(non-grassed) Model permeable pavemenF area as 50°k impervious,Sd%grass
Grassed modular grid pavement Model permeable pavement as aIl grass
Rainwater harvesting Subtract area that is fully controlled
Vegetated rooi Model vegetated roof area as SO%impervious,50°k grass
� ResMcted footpnnt Model footpnnt as restricted
Wheek strip dnveways Model credited area as 50°la impernous,50°ia grass
Minimum disturbance foundation Model foundation area as SD%impervious,50%gress
i Open grid decking aver pervious area Model deck area es 50%impervious, 50°!o grass
I Native growth reientfon credit ! Model credited impervious area as 5�°fo impervious,50°/o grass
Pe�forated pipe connection None
Notes:
"' These credits do not apply wtien determining eligibility for exemptions hom Core Requirement#3 or
exceptions from the flow control facility requirement unless otherwise noted in the exemption or exception.
'Z' Surface shall be modeled using the soil type found at that location on the sAe.except for vegetated roofs,
where the soil shall be assumed to be till.
' For any project sut�ect to Small Project Drainage Review,and for any single family residential proyect �,
subject to FuN ar Large Project Drainage Review,the design requirements and specifications in Appendix
C.Section C.2.2 may be used far design of full infiltration. For al[other pro}ects.full infrltration must be
designed in aceordance with infiliration facility standards in Section 5.4.
5.2.2.1 USE C?F CREDlTS Bl'SI�BDI��'1SION PROJECTS
11 a pro�x�srd p�i�ject i�a s�thrlii�isi�rn�n•n�c�c�6 iitt�lententation�7f�11nw'contrc�l I3�1I's�n the individuaE l��tc
nf tl�r.ubdi��isioii may hr deterreJ uutil a prnnit is c�htained for rc�nstn�cti�ar un earli lat. I 6er�tbre,
� Fw purposes of applying 8av control BMPs,fhe term subdivision or subdivision project refers ta any project that is a short plat
plat.or binding site plan.
3�1i1�)tiurf�ce t�'at�r Dc.i�r:llarucd � •I'00�1
{-I3
51
KCRTS Command
CREATE a new Time Serie�
------------------------
Production of Runoff Time Ser��s
Project Location : Sea-Tac
Computing Series : predev. tsf
Regional Scale Factor : 1.00
Data Type : Reducec.
Creating Hourly Time Series File
Loading Time �er_e�
File:C:\KC SWDM\KC DATA\STTF60R.rnf .
Till Forest 0.29 acres
--------------
Total Area : 0.29 acres
Peak Discharge: 0 .023 CFS at 9:OG o� .;�r. � _.. YG�r c
Storing `�ime Ser�=�
File:predev.tsf .
Time Series Comp�sted
KCRTS Com�;.ar.d
Enter the Analysis TOOLS "•i�dLle
-------------------------------
Analysis Tools Command
----------------------
Compute PEAKS and Flow Frequezc;es
----------------------------------
Load-ng Stage!Discharge
curve:predev.tsf .
Flow Frequency Analysis
Time Series File:predev.tsf
Project Location:Sea-Tac
Frequencies & Peaks saved to
File:predev.pks .
Analysis Toois Commard
----------------------
RETURN to Previous Menu
-----------------------
KCRTS Command
CREATE a new Time �eries
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : dev.tsf
Regional Scale Factor : 1.OG
Data Type : Reduced
Crea�izg Hourly Time Series Fiie
52
Loading Time Series
File:C:\KC SWDM\KC DATA\STTG60R.rnf .
Till Grass 0.17 acres
Loading Time Seri_ !
File:C:\KC SWDM\KC DATA\STEI60R.rnf !
Impervious 0.12 acres I
Total Area : 0.29 acres ��
Peak Discharge: 0.091 CFS at 6:OC o:� .;�n ; '�n "�'ear II
Stor'_nq Tim_ - �
File:dev.tsf .
Time Series Com� .-
KCRTS Commar._:
------------- i
Enter the Analysis TO���� _�__ .�:-� 'i
Analysis Tools Command I
----------------------
Compute PEAKS and Flow Frequenc-es
----------------------------------
Loading Stage/Discharge
curve:dev.tsf .
Flow Frequency Analysis
Time Series File:dev.tsf I
Project Location:Sea-Tac
Freque�!cies & Peaks saved to
File:dev.pks .
Analysis Tools Command
----------------------
RETURN to Previous Menu
-----------------------
KCRTS Command
eXit KCRTS Program
------------------
53
F1ow Frequency Analysis
Time Series File:predev.tsf
Project Location:Sea-Tac
, ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis-------
, Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0 .018 2 2/09/Ol 18:00 0. 023 1 100.00 0 . 990
0.005 7 1/06/02 3: 00 0.018 2 25.00 0. 960
0.013 4 2/28/03 3:00 0.014 3 10 . 00 0. 900
0.001 8 3/24/04 19:00 0. 013 4 5. 00 0.800
0 .008 6 1/05/05 9:00 0. 012 5 3.00 0. 667
0.014 3 1/18/06 20 :00 0. 008 6 2.00 0.500
0.012 5 11/24/06 6:00 0.005 7 1.30 0 .231
0.023 1 1/09/08 9:00 0.001 8 1. 10 0 .091
Computed Peaks 0.021 50.00 0. 980
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.043 5 2/09/O1 2:00 0.091 1 100.00 0. 990
0.032 7 1/05/02 16:00 0.053 2 25.00 0. 960
0.053 2 2/27/03 7:00 0.046 3 10.00 0. 900
0 .032 8 8/26/04 2: 00 0.046 4 5. 00 0 .800
0.039 6 10/28/04 16:00 0.043 5 3.00 0. 667
0.046 4 1/18/06 16:00 0.039 6 2 .00 0 .500
0.046 3 10/26/06 0:00 0 . 032 7 1.30 0.231
0.091 1 1/09/08 6:00 0.032 8 1. 10 0 . 091
Computed Peaks 0. 078 50.00 0. 980
54
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"�"'''�P'� � 1 , N/'�.1t 1`� TOTAL PROJECT: 12422�SF � ��' �I M
� �� ; , ' � IMPERVIOUS=8530 S� '� '`.� 1 �
; ; � .r � � �-�_._ I . I
� Z a � ' PERVIOUS= 3092 SF " , .
~ ° � , PROPOSED ,�_� ` � .
o � = i TF BUILDING ',`.=;;}^� r Y ! L z
o � c� _�!..�w?..����F I
_ Q o — cn
� � � WALK tbldg. Rfa(?F =4552 SF ,..,.. � , ,j.. I a � O ¢ W
^ _ `......
J � entrance, w � � � U
Q Z � � standard I � �
concrete)= 170 SF Q , Z Y J Z I
r
,� ........, . . 59sf c ._... � .........., �........_. ,. . � ' ' W U — W
I � � , _ _ overed deck � � ' r" n- W z � I
i , ..i � li� : � . Q C� _ F—
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' ; _� I . ¢
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� Iz POOL �
PQOL=800 5F �, � , ..
(n Q --� W _ _. _.,�..,.
� a �' � ( � (drains to sewer) �,
O � � � , _
—
� � f��� ���� _ _ �, DECK Q �� ���
W Q WALK/PATIQ=297T 5F�' I I(Vk� l DECK= (% _
� � ��_�;� � � PATIO � �'�', �°t�-ar �� �so sF � �
; � ��_ ,
, ��� �� � -- Q _
II i, I � J
r--fM—��!—•— �
1 II � /'� r�_� �^'\ ' �„"� /"'� /'"� 1 . ..
i `
� ���..:�-,--�.��,�.�CAP�f������_ (.���.�.—, � �
�� � WALKINAY � � '�� ��`� �
----� , , ---_ m
� (� � PA:✓.!'��VG A EA G�ADE TO , -- Q
� , 1 ' 2 3 � 4 ; 5 j 6 7 � 8 ; 9 ; 10 11 ; � �
R ,Z���W����iii � � � W������ O
� ��� � � ' � 1 e � � � � . . ... . � .
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(' �w �,/�
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�� � II\li[i1�I\T11 iI:\i1<i\
C.2.3 LI��ITED I�FILTR�TIC)�
1_inri�ccl inJiltr�utr��n u lhr usr c�l�inliltradon d���i�r.ti�oii�S�ru��n�.�? m soi[�th�€t.sr�not a,�,enE��.ihlc
as llte�nrditi�n s.iExls or coarsr Sands:cubbl�s tar,�eted ti�r iull nililtrtitio�i m Srrtiun C.2'. �I7irs�less
desirablc�oil,include tine sands,luam�-smtdti.s,uid�•le�ms.and Ic�ams.��-E�ich tcnd ta t�e morc��ari.1,1r :r,
��ermeahilitt',nti�rr liryuenth•satur,urJ dunn,�tlie�ect sea���n,and more prone tu plu,�eine o�er Um:
�L'hi�c tii11 iniiltratinn���at�he����s�ihac uudea Ehc l�c,t n1 thece soil cc�nditio�ts,in thc long nita.t1te.�
�oudhi�,nti u�ilt cc,nspire tc,limit a�•era�e intittr,�ti����ca�aacity to.c,nteFliin��utt�:h les�than diat e�l fu.i
infihratiau. 71�ereli,re,u�in_Iiiaiit�d inliitratinn a�•��ecilir�l i�i thi��ec�inn u il(ut�t h�cre�litrd th�,.:n�.
.i:u:in:;liitl ittli[ll�tiuit:iti•E����i;ir�l in�crtiun C.�.'_
Applicable Surfaces
l.itnitcd infilt�ation ntnt Uc applic�l t�,:im tm��c�lfr,u.,iirtar�te__r����f.sriit�,�at.��arkin_.n�n.�,r rc�a.li
suhjcct t��thc tninintum rcqttircmcnt,an:l��,icn;Ekri f3�ati�m.in�hi�>rrti<�n
Operation and Maintenance
Sr�S�rtion C','_.�.�t�,.C-�I)�.
C.?.3.1 REQUtRED SO[LS REPORT
(n ordrr tc�pro��rrl�•drsi�_n li�nitccl inGltratinu�Ir�icr.,a.uil.rrp�,rt i>rryuirrd tu i�rntiC� thr�l�E,th t��
impermeahle la}-er,(i.e..liardp.�n)aua t��tl�e�ua�imum c��rt sea�m srou�id���atrr leF•el. See ticctic�u
C._'.'.1 (j}-C-411 iiu morr��[.nl�cm this rePu��. In m:m� rase.,thi.repur[��ili}uj�r alreadv br�n
pre�xirrd a:rr�luir�cl i�t ti�cti��iiti t'.1.�.1 an�1 C�.1.:�?li�r 1ut,ti�hrrn l�ulE�1��per�ie��i i�rn,t tza�ihlr c,r
applicable to►arRr�ini�en�ious sirrface�xr ticetion C'_1.
C.2.3.2 �TI11:1T!'�t DESIG\ REQt'1RE�IEI�TS FOR L11�IiTED I\FILTKATIO�
l hr nunimum rr�iuirrmriitti 1ur t�nuied inliltration:�re thr�me a,tho�e ti�r tull mtiltrauun.�xcept
intiltration clepre�.ions ate cxclutled and rxi,ting uail.in thc location ot'thc iniiltrati�,n de�•ice ma� h� t�n�
�ands.laamv�attds,smt�l�'luanti or luains as up�x„r�!to unl�•meilium�an�ts ur�ietter. :Vorc tlrcrl�ruy�;
u�rr!nrc°�Irirm scntd snils irsed Jo��_liil!i�r/ilrreztion cur!•e�.s��uef�o.Se�il 7;F f�es 1.f. 1B. :-f wrd 113 in�7�e ti�,i;
(est�u�u!(7ax.eifieutirir s�_ctt��tt ttsc'd Jiu•r��rsNe.+e/�Ile�r.lein Jc�ci�•rr:_�n��urnrLv ure' 7�i�u�?:urr!h��rn�i
snrnlv..saf�ilr lurrms and launzc ure li��c°�. ��,ri�.. lrrr uu�t<�l<n�iE��rvx, ��r;,l rrrr,r�!h��n�i iir�,r,l���i�n��r��r;,,�
srritahlc li,r•liri�rtcd iirTln•alinr�crslc�nrs.
C.2.3.3 USE OF GRAVEL FILLED TRE\CHES FOR LI�tITED 11FILTRAT[O\
Clte.peciti�ation.tiu use ul gra��l 1ilk.l treurhes ti�r lnnitr�l mtiltr�rlion:�rr du�amr a,thosr u,eJ tur
liill ittliltrati�,n.exrrpt thal cvcn' I.000 syu:irc li�ct c�I trihulan int��c�ti iuus wrlacr reyuire:�Jiliinnt
trench len„thti:►s tullou-s(ai)75 feet if the s�il i.a tin�.an�l I�,amc..uia_ (b) I'�t�ut if tli�•.�,il n a
�:m�l��loam,or(c) t90 fzet if the;oil i,a luam-
C.2.3.4 LISE OF DR�'«'ELLS FOR LI�'IIT'ED I\FILTRATIO\
-t�hr,prcitieatiuns lirr u.r nl dn���rll�li�r IimilrJ inliltritiun are thr.�unr a;thn,r u.rd 1i�r tiill [ntiltrati��n_
ex�ept tliat e��en'1,lN)0 u�uare Fecl af tributarv imPrn ioas surtacr rc�i�uires ditlerent„rusel colutne.rt�
Y��llcnvs:{a)3;0�tibic(ret if tlie soil i5 a tiu� ,-�n�l l�,.m:��;:uid.f1�1 �?;',i ctil,it��:€ii th�,ni(i:c�,:ur�lc
i�,�E,�.�,���,,-����,�,��t����i rn�.t„� �,:, i�,:�;,,
�(w�)�ui tacc 1V�a[cr Uc;iun;�l:u:wl :1p��an�i.i C I-•1'il�iy
(-�')
57
51`.C'rtt:\C_' i 1 t>\t`tY�\7RU! ;'.;� �-
C.2.3.5 :�1_a['�TE`AtiCE INSTRUCT[Q�S FOR LI?41ITED INFILTRATIO\
It�the liniited intiitrat�on flo«-��,ntrol[�1�1P�s�rt�j���sed fc,r��praj�ct.the ti-all�,���nt�n�ainteri;�ii�c an<<
uperation i�tsU uc[iuns mu;t be rrcurdrd a.:m attaclimrm tu tlte rrquited dedaration of ro��enant nnd
grani ofcasement�xrReyuirenirnt�trl�Sectiun C.1.�.�ip.C-[R). 71�e intenF o111�e>r i�isU�tiction� ;.:�,
e�pl�iin to luturr prupertY o��ner:.thr purpu�r ul�ihe B1tY att�1 hun it mu�t bc mainiainrcl and apr:a �.l
l�lietic instrttctiaa�are intendc�ct to be a mininmiu;DI)L5 anav r�yuire:nldihfrnal instructit>ns bx�e�1 r�� �i«-
�pccitic cc�niiitiao:. Ai�o,a:tt�e C'ounri gait�s mo€e cxpenettcc�a ith thc maitricnancc a�id operatic�r.�•'
thetie}3I�iYs_l�uturr updaEe�i��ihe iit�ir�ueti�zn,n�il?he�u,ct«1�,n Kin,�Cnunt�',.��rr;��c�r t1'�r�,�r 1>c�z,�,�
:ticartta!��•ehsite
0 TEXT OF INSTRUCTIONS
Your property contai�s a stormwater manageme�t fio�.v con;rol Bh^�?(�est management prao.icel called
"{imited infiltration."which was inscalled to mftigate the siormwater q�antity and quality impacts of some cr
all of the impervious surfaces on your property. Limited infiltration is a methad of saaking runoff from
impervious area(such as paved areas and roofsj into the ground. Infiltration devices,such as gravei filled
trenches.dryweils,and ground surface depressions,facilitate this process by putting runoff in direct
contact with the soil and holding the runoff long enough to soak most of it into the ground. To be
successful.the soil condition around the infiitration device must be able to soak water into the ground for a
reasonabie number of years.
The infiltration devices used on your property include the following as indicated on the flaw control BMP
site plan:�gravei fiiled trenches.�drywel{s. The size,placement,and composition of these devices as
depicted 6y the Flo�v control BMP site plan and design details must be maintained and may not ba changed
without written approvat either from ihe King County Water and Land Resources Division or through a
future development permit from King County,
Infi{tration devices must be inspected annually and after major storm events to identify and repair any
physical defects Maintenance and operation of the sysfem should focus on ensuring the systerri s vi�biii;;.�
by preventing sediment-laden flows from entering the device. Excessive sedimentation will result in a
plugged or non-#unctioning facility. ff the infiltration device has a catch basin,sediment accumulation mus�
be removed on a yearly basis or more frequently if necessary. Frolonged ponding around or atop a device
may indicate a plugged facility. if the device becomes piugged,ii musi be replaced. Keeping the areas
thai drain to infiltration devices well swept and clean wili enhance the longev t.�oi inese de�.ice�, Fe�rccfs.
frequent cleaning of gutters tvil redu�e sedirr•,er.t'oads to these de:�:�es
Limited Infiltration Trench Design
per KCSWDM requirement: 75 If 1000 sf imp
Total Area to trenches: 5443 sf tncludes a!I roof/deck area
5.443
408.225 !fi Required trench total length
5 Trenches Provided:
Trench: �1 $0
�?2 80
#.3 80
�?4 id0
#5 100
440 Frovided trench to#al Iength
I.�i::O��7 _� iV curf�._c�:lt.:tri -7� .;�ii A;iir.i.ii A,.�.e,i�i,��
(-�U
58
��3
5. CONVEYAl\CE SYSTEMS ANALYSIS A1vD DESIGN
Conveyance system elements are shown on the Civil Plans. A I 1 p roposed conveyance piping is for
the roof drain/infiltration system with overflow. The following capacity check is conservative
since it assumes the entire 100-year peak developed flow for the entire site is conveyed by the
smallest diameter pipe (4-inches)with the flattest slope (2.0%):
Pipe capacity=0.380 cfs (refer to Section 4, KCTRS output)
100-year peak flow=0.091 cfs (see attached calc this section) '
Based on the conservative assumptions above all site pipes have adequate capacity,at least 4 times
the required capacity. I
Refer to the following calculations in this section showing that all proj ect pipe capacity is sufficient.
The overflow elevations for the infiltration trenches ensure that in the event of overflow discharge
will safely pass to the existing drainage system and not uplift pavement.
59
5�1&'2015 Free Online Manning Pipe Flow Calculator
- Free Online Manning Pipe Flow Calculator
Manning Formula Uniform Pipe Flow at Given Slope and
Depth
Can you help me translate this calculator to your lanquage or host this calculator at your web
site?
Printable Title Pipe capacity for the
project's lowest capacity
Printable Subtitle p�pe� j
Results:
Flow, q 0.3800 cfs • `
�Set units: m ; mm � ft ; inches Velocity, v 5.0771 ft/sec • ;�
Pipe diameter, dp 4 Ve loci ty hea d, h� 4.8 0 7 4 inches � �
, inches • Flow area 10.7772 sq. in. • '
Manning roughness, n ? .00s Wetted perimeter 8.8572 inches •
Pressure slope (possibly ? equal to pipe .02 Hydraulic radius 1.2168 inches • €
slope}, Sp rise/run � Top width, T 3.2000 inches •
____
Percent of (or ratio to) full depth (100% or $o Froude number, F 1.69
, 1 if flowing full) % • Shear stress
(tractive force), 0.3330 psf �
____ __ __
tau
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http:/hvww.hawsedc.com/engcalcs/M anni ng-Pi pe-Flow.php �/�
6. SPECIAL REPORTS A\D STUDIES
The project Infiltration Study, Geotechnical Enaineerinff Report and domestic ���ater sizin��
calculation are provided in this section. � y
. -�- LD Engineering, LLC
Land Development 8 Geotechnical Services
105 Harvard Ave E, Suite106,Seattle,WA 98102
Ce11:206-412-6660 Email:ld_engineering�yahoo.com
Infiltration Study for the
MAPLEWOOD PARK CLUBHOUSE
Location: �
3815 N E 4th Street,
Renton, WA 98056
Tax Parcel #162305-9021
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Prepared by Leonard DiFrancesco, MS, PE
s2
SITE CONDITIONS
The scope of work for the infiltration study is to evaluate the site soil texture in the
location of the proposed limited infiltration trenches. Soil texture may then be
correlated (see separate report prepared for the subject property, "Drainage Report"
for limited infiltration trench design details) to a design infiltration per the City of
Renton Addendum to the 2009 King County Storm water Drainage Manual. '
The project site (see Vicinity Map in this section) information is as follows:
• Tax Parcel #162305-9021 with an approximate area of 5.03 ac. However ,
the project area of re-development is located along the east property line, ,
approximately 12,422 sf (0.285 ac) in size.
• A clubhouse, swimming pool, associated walkway, landscaping, parking ',
area reconfiguration and ADA improvements to two entrances along NE '
4th Ave is proposed. (City of Renton Zoning: CA)
• The site is located in: NE-16-23-5 KING COUNTY, WASHINGTON. '�
• Addressed at 3815 NE 4th Street, Renton, WA 98056.
The project area is bounded by the subject property driving surfaces to the west
and south. The north side is a commercial strip mall and the west side is the I
terminus of NE 3rd PL which fronts a new single family residential development. '
The project area is currently fully developed with parking areas, maintenance
building and storage shed.
The existing site drainage from the parking lot and shed areas sheet flows to the j
southwest to an existing catch basin located on the property, refer to Section 3 of '
this report for flow paths. An on-site pipe storm system conveys the drainage to '
the southwest, through the adjacent Greenwood Memorial Park and to the
drainage system within NE 2nd Street. Nearly all (98°/a) proposed impervious
surfaces are directed to limited infiltration BMPs. Surface grades and/or a
proposed pipe system direct any overflow to the existing on-site drainage i
system. I
The site is located within the urban growth area of Renton of the Cedar River / �
Lake Washington Watershed and within the Cedar-Sammamish (8) WRIA '
Drainage Basin. The King County I-Map at within the Drainage Report shows the
site and general topography of the surrounding area. Generally, the land which
immediately surrounds the project area slopes away from the project to the north,
south and east. There are no upstream areas to the project. The City of Renton
(COR) Storm System Network Map, see Drainage Report shows the
corresponding varied directions of the local drainage systems.
The United States Department of Agriculture defines the site soil as AgC—
Alderwood gravelly sandy loam (Hydrologic Group B). Per the KCSWDM Table
3.2.2.B AgC soil shall be considered Group B and Till. A separate geotechnical
report (see Section 6. Special Reports and Studies of the Drainage Report)
conducted for the project identifies site soil to be sand to silty sand over till with
63
no groundwater observed. The depth to till ranges from 4.5' to 7' below grade.
SUBSURFACE EXPLORATIONS
Two test pits were excavated on June 9, 2015 in the locations shown on the i'est
Pits Location Map. The selected locations are in the area of the proposed
limited infiltration trenches as shown. Site soil in each pit was observed to a
maximum depth of six (6) feet.
Subsurface Conditions
Gradation analyses were performed (see attached test results) on a sample from
each test pit at a depth of six feet below grade. Both tests confirmed silty sand ,
with Test Pit #1 containing high percent gravel at 21%. Based on the gradation ',
analysis and using the attached Textural Triangle U.S.D.A Tables, the soil from
Test Pit #1 is on the Loamy Sand/Sandy Loam border, while Test Pit #2 is a �
Loamy Sand. We recommend that Sandy Loam is suitable for the limited I
infiltration design rate, which is 75 linear feet of trench per 1,000 (square feet) sf '
of tributary impervious per the 2009 KCSWDM.
Ground Water
Groundwater was not encountered in any portion of the excavation nor for the
geotechnical report prepared for the project.
LIMITATIONS
We have prepared this report for use by members of the Maplewood Park
Clubhouse design team, for use in the design of a portion of this project. Our
report conclusions and interpretations are based on data from others and limited
site reconnaissance, and should not be construed as a warranty of the
subsurface conditions.
Variations in subsurface conditions are possible between the explorations and
may also occur with time. A contingency for unanticipated conditions should be
included in the budget and schedule. Sufficient monitoring, testing and ,
consultation should be provided by our firm during construction to confirm that
the conditions encountered are consistent with those indicated by the
explorations, to provide recommendations for design changes should the
conditions revealed during the work differ from those anticipated, and to evaluate �
whether earthwork and foundation installation activities comply with contract '�,
plans and specifications. ,
If there are any changes in the loads, grades, locations, configurations or type of
facilities to be constructed, the conclusions and recommendations presented in
this report may not be fully applicable. If such changes are made, we should be I
given the opportunity to review our recommendations and provide written ',
modifications or verifications, as appropriate. ,
64
Within the limitations of scope, schedule and budget, our services have been
executed in accordance with generally accepted practices in this area at the time
this report was prepared. No other conditions express or implied, should be
understood.
Sincerely,
��
�.� ��
v �"
LD Engineering, LLC
Leonard DiFrancesco, MS, PE
Principal
65
MAPLEWODD PARK � CLUBHOUSE
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Opening Percent Spec." Pass? Sample#6572: Gray silty sand
Size Ffner (Percent) (X=Fail)
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Classification
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� #100 34 Remarks
v��, #200 23 Test Equipment ID: 5
� Was sample soaked?:Not required
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.' Date Received: 6/4/2015 Date Tested: 6/8/2015
Z Tested By: A.Duong
� Checked By: J.Rabe
� Title: Project Manager
� (no specification provided)
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Q Location: Spot 2 Date Sampled: 6/4/2015
c Sam le Number: 6572
0
�Y OTTO ROSENAU Client: LD Engineering,LLC
Project: Maplewood-Infiltration Study
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� & ASSOCIATES� �NC• pro'ect No: IS-0399 Fi ure 65 2
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Particle Size Distribution Report
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Test Results(ASTM D 422& ASTM D 1140) Material Description
Opening Percent Spec." Pass? Sample#6571: Gray silty sand with gravel
Size Finer (Percent) (X=Fail)
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1 98 Atterberg Limits (ASTM D 4318�
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� #100 41 Remarks
�v�i #200 33 Test Equipment ID: 5
� Was sample soaked?:Not required
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.� Date Received: 6/4/2015 Date Tested: 6/8/2015
Z Tested By: A.Duong
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� Checked By: J.Rabe
�
� Title: Project Manager
� (no specification provided)
Q Location: Spot l Date Sampled: 6/4/2415
c Sa le Number: 6571
0
�`° OTTO ROSENAU Client: LD Engineering,LLC
!� Project: Maplewood-Infiltration Study
�
�j & ASSOCIATES� �N�+• pro'ect No: 15- 399 Fi ure 6571
sa
Figure C-1: Soil Classification Based on the Textural Triangle
Textura! Trlangte U.S.D.A. �
�oox e�.r
- __ I
— �o �o
Test Pit #1 'I
eo 20
7p Cla g0 ,
60 40 ,e
•
�f♦ ��
4 '!
� SO Silt Sp �
,�� / clar �i�
Q�
40 Sand 60
ctsy j Ctay ' ilty
S�ndy clay /'0�+� lo m
30 loam 70
20 toam /
80
10 ��_.� Silt 90
x�,� #tss�► loam Silt
, Co
Ssnd �
100X sand 00 a0 70 60 b0 40 �0 20 40 t00X�qt
�� P�re��t sani •
Loamy Sand/Sandy Loam �
Shaded area is applicable for design of infiltration B1�IPs
Modified Pilot Infiltration Testing (PIT) Method
The Pilot Infiltration Test(PIT)consists of a relatively large-scale infiltration test to better measure
infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors
associated with relatively small-scale double ring infiltrometer or"stove-pipe"infiltration tests. It is not a
standard test but rather a practical field procedure based on the methods recommended by Ecology's ',
Technical Advisory Committee. Conection factors must be applied to the infiltration rate measured using '�
PIT to establish a design infiltration rate for BMP sizing.
69 �
Figure C-1: Soil Classification Based on the Textural Triangle
Textural Trlangle U.S.D.A.
Test Pit #2 �oox e�•y
- —__._—
--- �o to
so zo
70 Cla 30 ,
60 40 ,e
•
� °i
� SO Silt Sp ��
`� ctay % �
4� / ,
10 Sand 60 ,
CISY j CIsY � Silty �
�•r
30 SanQ�r clay o��+ losm 70
losm
20 loam /
80
10 ` Slit 90
1; ipsa► Ioam Sllt
L�
Sind
t00X sa�e �� 70 60 b0 �0 30 ZO �� t00x sIN
.�.� P�re�et ssni •
Sandy Loam
Shaded area is applicable for design of infiltration B'.vfPs
Modified Pilot Infiltration Testing (PIT) Method
The Pilot Infiltration Test(PIT)consists of a relatively large-scale infiltration test to better measure
infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors
associated with relatively small-scale double ring infiltrometer or"stove-pipe" infiltration tests. It is not a
standard test but rather a practical field procedure based on the methods recommended by Ecology's
Technical Advisory Committee. Conection factors must be applied to the infiltration rate measured using
PIT to establish a design infiltration rate for BMP sizing.
_ ._, � .. _ . .-. . . ,__ - . .,. ���En��,x c 68
�o
T�nGE�
t M C O A P O R A T E �
GBC`EC"i?i�n!c�t<3T'`f;OtiBr;�.-.
� .� , .?S. � ..�
September 2, 2013
File No. 14-185
Mr. Walter Wendt
Refino Homes
2800 Elliot Avenue, Suite A
Seattle, WA 98121
Sub'ect: Geotechnical En ineerin Re ort I
J g g P
Proposed Community Center
Maplewood Park Apartments
3815 NE 4th Street, Renton, Washington
Dear Mr. Wendt,
As requested, PanGEO, Inc. has completed a geotechnical engineering study to assist you and
the project team with the design and construction of the proposed development at the above-
referenced site. This study was performed in general accordance with our mutually agreed scope
of work outlined in our proposal dated July 29, 2014, which was subsequently approved by you
on the same day. Our service scope included reviewing readily available geologic data, drilling
two test borings, conducting a site reconnaissance, and developing the conclusions and
recommendations presented in this report.
SITE AND PROJECT DESCRIPTION
The project site is located within the existing Maplewood Park Apartment Complex at 3815 NE
4`� Street in the City of Renton, Washington (see Vicinity Map, Figure 1). The site is currently
an asphalt parking lot at the northeast corner of the property (see Figure 2). The site grade is
practically flat.
We understand that it is proposed to construct a community center which includes a club house
building, a swimming pool, and landscaping. Based on review of the preliminary design
information provided to us, the proposed club house building will be a one-story wood frame
_� ._i�K ..� �. . _
Seattle,WA 481:`
Tel(206)262-G�-':
Fax t2�c)?_e'2_�,� '-
71
Geotechnical Engineering Report
. Proposed Community Center, Maple«-ood Park Apartments—3815 NE 4th Street, Renton, WA
September 2, 2014
structure with slab on grade construction. We anticipate that site grading will likely include cuts
and fill of 5 feet or less for the building foundation and pool construction.
The conclusions and recommendations in this report are based on our understanding of the
proposed development, which is in turn based on the project information provided. If the abo�e
project description is incorrect, or the project information changes, we should be consulted to
review the recommendations contained in this study and make modifications, if needed. '
SUBSURFACE EXPLORaTIO\'S �
Two borings (BH-1 and BH-2) were drilled at the site on August 5, 2014, using a hand-operated
portable drill rig owned and operated by CN Drilling of Seattle, Washington. The approximate ii
boring locations were taped in the field from on-site features and are shown on Figure 2. The
borings were drilled to depths of about 9 and 10 feet in BH-1 and BH-2 below existing grade,
respectively.
The drill rig was equipped with 4-inch outside diameter hollow stem augers. Soil samples were
obtained from the borings at 2'/2-foot depth intervals in general accordance with Standard
Penetration Test (SPT) sampling methods (ASTM test method D-1586) in which the samples are
obtained using a 2-inch outside diameter split-spoon sampler. The sampler was driven into the
soil a distance of 18 inches using a 140-pound weight freely falling a distance of 30 inches. The
number of blows required for each 6-inch increment of sampler penetration was recorded. The
number of blows required to achieve the last 12 inches of sample penetration is defined as the
SPT N-value. The N-value provides an empirical measure of the relative density of cohesionless
soil, or the relative consistency of fine-grained soils.
An engineer from PanGEO was present during the field exploration to observe the drilling, assist
in sampling, and to describe and document the soil samples obtained from the borings. The soil
samples were described and field classified in general accordance with the symbols and terms
outlined in Figure 3, and the summary boring logs are included as Figures 4 and 5.
SITE GEOLOGY AND SUBSURFACE CONDITIONS I��
According to the Geologic Map of King County (Booth, et. al. 2007), the project site is underlain I
by Vashon Glacial Till (Qvt), which is described as consisting mainly of a dense mixture of silt,
sand and rounded gravel, with intercalated sand lenses, deposited under the ice sheet. ,
The soils observed in the borings consisted of fill over very dense glacial till. The results from
our subsurface exploration are generally consistent with the mapped geology at the site. The
14-185 3815 NE 4th Street Renton Rpt Page 2 PanGEO, Inc.
72
Geotechnical Engineering Report
. Proposed Community Center, Maplewood Park Apartments—3815 NE 4th Street, Renton, WA
September 2, 2014
following is a description of the subsurface conditions encountered in the borings advanced at
the site. Please refer to the summary boring logs (Figures 4 and 5) for additional details.
Unit 1: Fill— Our borings encountered approximately 4%z and 7 feet of fill in BH-1 and
BH-2, respectively. The fill generally consisted of brown to dark brown, moist, loose to
medium dense, sand to silty sand with trace to some gravel and trace rootles at about 2'/z
feet depth.
Unit 2: Vashon Glacial Till— Below the fill, our borings encountered gray, very dense,
silty sand with gravel that extended to at least the termination depths of about 9 and 10
feet in BH-1 and BH-2, respectively. This unit is consistent with the mapped Vashon
Glacial Till.
Groundwater was not encountered in the borings during drilling. However, perched groundwater
may be present on top of the till and within the sandy zones of the till in the wet season. It
should be noted that groundwater elevations and seepage rates are likely to vary depending on
the season, local subsurface conditions, and other factors. Groundwater levels and seepage rates �
are normally highest during the winter and early spring.
GEOTECHNICAL DESIGN RECOMMENDATIONS
SEISA'IIC DESIGN PARAMETERS
The following provides seismic design parameters for the site that are in conformance with the
2012 International Building Code (IBC), which specifies a design earthquake having a 2%
probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS
seismic hazard maps:
Table 1 —Seismic Design Parameters per 2012 IBC
Spectral Spectral Site Design Spectral
Site Acceleration Acceleration at Coefficients Response
Class at 0.2 sec. (g) 1.0 sec. (g) Parameters
SS S� Fa F�� SDs SD�
D 1.407 0.528 1.00 1.50 0.938 0.528
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September 2, 2014
BUILDING FOUI�DATIONS
Based on the subsurface conditions encountered at the site and the proposed building floor plans,
it is our opinion that the proposed club house building may be supported on conventional
footings. The footings may bear on recompacted silty sand (fill) or till, newly placed structural
fill placed on recomapcted silty sand (fill) or till. Exterior foundation elements should be placed
at a minimum depth of 18 inches below final exterior grade. Interior spread foundations should
be placed at a minimum depth of 12 inches below the top of slab.
We recommend that an allowable soil bearing pressure of 2,500 pounds per square feet (ps fl be
used for sizing the footings constructed as recommended above. The recommended allowable
bearing pressure is for dead plus live loads. For allowable stress design, the recommended
bearing pressure may be increased by one-third for transient loading, such as wind or seismic
forces. Continuous and individual spread footings should have minimum widths of 18 and 24
inches, respectively.
Footings designed and constructed in accordance with the above recommendations should I�',
experience total settlement of less than one inch and differential settlement of less than %z inch. �
Most of the anticipated settlement should occur during construction as dead loads are applied.
Lateral Resistance — Lateral loads on the structure may be resisted by passive earth pressure
developed against the embedded portion of the foundation system and by frictional resistance
between the bottom of the foundation and the supporting subgrade soils. For footings bearing on
the recompacted on-site silty sand or compacted sand/structural fill, a frictional coefficient of 0.4
may be used to evaluate sliding resistance developed between the concrete and the compacted
subgrade material. Passive soil resistance may be calculated using an equivalent fluid weight of
300 pcf, assuming properly compacted structural fill will be placed against the footings. The
above values include a factor of safety of 1.5. Unless covered by pavements or slabs, the passive
resistance in the upper 12 inches of soil should be neglected.
Perimeter Footing Drain — Footing drains should be installed around the perimeter of the
buildings, at or just below the invert of the footings. Under no circumstances should roof
downspout drain lines be connected to the footing drain systems. Roof downspouts must be
separately tightlined to appropriate discharge locations. Cleanouts should be installed at
strategic locations to allow for periodic maintenance of the footing drain and downspout tightline
systems.
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September 2, 2014
Footing Subgrade Preparation — All footinQ subgrades should be carefully prepared and in a
dense and unyielding condition. The adequacy of footing subgrade should be verified by a
representative of PanGEO, prior to placing forms or rebar. Loose fill that cannot be
recompacted to a dense condition or contains unacceptable organic matters at the footin`_
subgrade level should be over-excavated to suitable bearing soil and the over-excavations should
be backfilled with lean-mix concrete, Control Density Fill (CDF) or structural fill. We anticipate
the over-excavation of footing subgrade soil may be needed in the localized areas. Footing
excavations should be observed by PanGEO to confirm that the exposed footing subgrade is
consistent with the expected conditions and adequate to support the design bearing pressure.
FLOORS SLABS
It is our opinion that concrete slab-on-grade floors are appropriate for this project. Concrete
slab-on-grade floors may be supported on the re-compacted on-site silty sand or on compacted
structural fill. If loose/soft soils are encountered at the slab subgrade elevation that cannot be
adequately compacted, they should be over-excavated to competent native soil and replaced with
WSDOT crushed surfacing base course (CSBC) compacted to a dense condition.
Slab-on-grade floors should be underlain by a capillary break consisting of at least of 4 inches of
3/4-inch, clean crushed rock (less than 3 percent fines) compacted to a firm and unyielding
condition. The capillary break should be placed on subgrade that has been compacted to a dense
and unyielding condition. The capillary break should be placed on a suitable subgrade as
confirmed by PanGEO. A 10-mil polyethylene vapor bamer should also be placed directly
below the slab. We also recommend that control joints be incorporated into the floor slab to
control cracking.
RETAINING WALL DESIGN PARAMETERS
Retaining walls should be properly designed to resist the lateral earth pressures exerted by the
soils behind the wall. Proper drainage provisions should also be provided behind the walls to
intercept and remove groundwater that may be present behind the wall. Our geotechnical
recommendations for the design and construction of the retaining walls are presented below.
Lateral Earth Pressures
Concrete cantilever walls should be designed for an active pressure of 35 pcf for level backfills
behind the walls assuming the walls are free to rotate. Walls with a maximum 2H:1 V backslope
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September 2, 2014
should be designed for an active and at rest earth pressure of 45 pcf. The recommended lateral
pressures assume that the backfill behind the wall consists of a free draining and properly
compacted fill with adequate drainage provisions.
Permanent walls should be designed for an additional uniform lateral pressure of 6H psf for
seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral
pressures assume that the backfill behind the wall consists of a free draining and properly
compacted fill with adequate drainage provisions.
Surcharge �
Surcharge loads, where present, should also be included in the design of retaining walls. We
recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the
wall face resulting from surcharge loads located within a horizontal distance of one-half wall
height.
Lateral Resistance
Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a ,
combination of passive earth pressures acting against the embedded portions of the foundations
and by friction acting on the base of the foundations. Passive resistance values may be
determined using an equivalent fluid weight of 300 pc£ This value includes a factor of safety of
1.5, assuming the footing is poured against dense native sand, re-compacted on-site sandy soil or
properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.4
may be used to determine the frictional resistance at the base of the footings. The coefficient
includes a factor safety of 1.5.
Wall Drainage
Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe placed
behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock or
pea gravel wrapped with a layer of filter fabric. Where applicable, in-lieu of conventional
footing drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls.
A minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is
recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a
composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed
rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a
suitable outlet.
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September 2, 2014 I
Wall Backfill
In our opinion, the existing on-site sandy soil, excluding organic-rich soils, is suitable to be re- ;
used as wall. Wall backfill should consist of imported, free draining granular material, such as
WSDOT Gravel Borrow. In areas where the space is limited between the ���all and the face of
excavation,pea gravel may be used as backfill without compaction. i
Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture
content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically
compacted to a dense and relatively unyielding condition and to at least 95 percent of the �
maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the
wall, the backfill should be compacted with hand-operated equipment to at least 90 percent of
the maximum dry density.
CONSTRUCTION CONSIDERATIONS
TEMPORARY EXCAVATIONS
Based on the current available information, we anticipate that the proposed construction will
require excavations on the order of 5 feet or less for the foundation and swimming pool
construction. We anticipate the proposed excavations to mainly encounter loose to dense sand.
All temporary excavations should be performed in accordance with Part N of WAC (Washington
Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation
slopes and/or shoring.
All temporary excavations deeper than a total of 4 feet should be sloped or shored. Based on the
soil conditions at the site, for planning purposes, it is our opinion that unsupported open ,
temporary excavations, if needed, may be sloped 1H:1V or flatter. Based on a review of '
preliminary building layout and floor elevations provided to us, it is our opinion that �
unsupported open cut excavation appear to be feasible, and temporary shoring to support the
excavations are not needed.
The temporary excavations and cut slopes should be re-evaluated in the field during construction
based on actual observed soil conditions, and may need to be flattered in the wet reasons and
should be covered with plastic sheets. The cut slopes should be covered with plastic sheets in
the raining season. We also recommend that heavy construction equipment, building materials,
excavated soil, and vehicular traffic should not be allo���ed ���ithin a distance equal to 1!3 the
slope height from the top of any excavation.
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September 2, 2014
MATERIAL REUSE AND STRUCTtiRAL FILL
In the context of this report, structural fill is defined as compacted fill placed under footings,
concrete stairs and landings, and slabs, or other load-bearing areas. The contractor should be
aware that the on-site fill have a high fines content and will become disturbed and soft when
exposed to inclement weather conditions. As a result, the excavated site materials will not be
suitable for use as structural backfill, but may be used as backfill in non-structural areas
(landscaping areas). Structural fill should consist of imported well-grade granular material, such
as WSDOT Gravel Borrow or CSBC. Well-graded recycled concrete may also be considered as I
a source of structural fill. Use of recycled concrete as structural fill should be approved by the
geotechnical engineer.
STRUCTURAL FILL PLACEMENT AND COMPACTION
Structural fill should be moisture conditioned to within about 3 percent of optimum moisture �
content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically I
compacted to a dense and relatively unyielding condition and to at least 95 percent of the
maximum dry density, as determined using test method ASTM D 1557.
Depending on the type of compaction equipment used and depending on the type of fill material,
it may be necessary to decrease the thickness of each lift in order to achieve adequate
compaction. PanGEO can provide additional recommendations regarding structural fill and
compaction during construction.
WET WEATHER EARTHWORK
In our opinion, the proposed site construction may be accomplished during wet weather (such as
in winter) without adversely affecting the site stability. However, earthwork construction
performed during the drier summer months likely will be more economical. Winter construction
will require the implementation of best management erosion and sedimentation control practices
to reduce the chance of off-site sediment transport. Some of the site soils contain a high
percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened
either by disturbance or rainfall should be removed and replaced with structural fill, Controlled
Density Fill (CDF), or lean-mix concrete. General recommendations relative to earthwork
performed in wet conditions are presented below:
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September 2, 2014
• Site stripping, excavation and subgrade preparation should be followed promptly by the
placement and compaction of clean structural fill or CDF;
• The size and type of construction equipment used may have to be limited to prevent soil
disturbance;
• The ground surface within the construction area should be graded to promote run-off of
surface water and to prevent the ponding of water;
� Geotextile silt fences should be strategically located to control erosion and the movement
of soil:
• Structural fill should consist of less than S% fines; and ,
• Excavation slopes should be covered with plastic sheets.
SURFACE DRAINAGE AND EROSION CONSIDERATIONS I
Surface runoff can be controlled during construction by careful grading practices. Typically, this ��
includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect �
runoff and prevent water from entering excavations. Temporary erosion control may require the !
use of hay bales on the downhill side of the project to prevent water from leaving the site and
potential storm water detention to trap sand and silt before the water is discharged to a suitable
outlet. All collected water should be directed to a positive and permanent discharge system such
as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care
should be taken to avoid surface water on open cut excavations, and exposed slopes should be
protected with visqueen. Temporary provisions may also be required such as the use of quarry
spalls at the entrance to the construction site to reduce the possibility of the offsite transport of
soil on the truck tires.
Permanent control of surface water and roof runoff should be incorporated in the final grading
design. In addition to these sources, irrigation and rainwater infiltrating into the proposed
landscaped and planter areas adjacent to paved areas or building foundations should also be
controlled. All collected runoff should be directed into conduits that carry the water away from
the pavement or structure and into storm drain systems or other appropriate outlets. Adequate
surface gradients should be incorporated into the grading design such that surface runoff is
directed away from structures.
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, Proposed Community Center, Maplewood Park Apartments—3815 NE 4tb Street, Renton, WA I
September 2, 2014
ADDITIONAL SERVICES �
i
To confirm that our recommendations are properly incorporated into the design and construction
of the proposed addition, PanGEO should be retained to conduct a review of the final project
plans and specifications. The City of Renton may also require geotechnical construction
inspection services. PanGEO can provide you a cost estimate for construction monitoring '
services at a later date.
We anticipate that the following additional services will be required:
• Review final project plans and specifications
• Verify implementation of erosion control measures;
• Evaluate and confirm the stability of temporary excavation slopes;
• Verify adequacy of footing subgrade;
• Verify the adequacy of subsurface drainage installation;
� Confirm the adequacy of the compaction of structural backfill; and I
� Other consultation as may be required during construction
Modifications to our recommendations presented in this report may be necessary, based on the
actual conditions encountered during construction.
CLOSURE
We have prepared this report for Refino Homes and the project design team. Recommendations
contained in this report are based on a site reconnaissance, a subsurface exploration program,
review of pertinent subsurface information, and our understanding of the project. The study was
performed using a mutually agreed-upon scope of work.
Variations in soil conditions may exist between the locations of the explorations and the actual
conditions underlying the site. The nature and extent of soil variations may not be evident until
construction occurs. If any soil conditions are encountered at the site that are different from
those described in this report, we should be notified immediately to review the applicability of
our recommendations. Additionally, we should also be notified to review the applicability of our
recommendations if there are any changes in the project scope.
The scope of our work does not include services related to construction safety precautions. Our
recommendations are not intended to direct the contractors' methods, techniques, sequences or
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September 2, 2014
procedures, except as specifically described in our report for consideration in design.
Additionally, the scope of our work specifically excludes the assessment of environmental
characteristics, particularly those involving hazardous substances. We are not mold consultants
nor are our recommendations to be interpreted as being preventative of mold development. A
mold specialist should be consulted for all mold-related issues.
This report has been prepared for planning and design purposes for specific application to the
proposed project in accordance with the generally accepted standards of local practice at the time
this report was written. No warranty, express or implied, is made.
This report may be used only by the client and for the purposes stated, �vithin a reasonable time
from its issuance. Land use, site conditions (both off and on-site), or other factors including
advances in our understanding of applied science, may change over time and could materially
affect our findings. Therefore, this report should not be relied upon after 24 months from its
issuance. PanGEO should be notified if the project is delayed by more than 24 months from the
date of this report so that «e may revie��� the applicability of our conclusions considering the
time lapse.
It is the client's responsibiliry to see that all parties to this project, including the designer,
contractor, subcontractors, etc., are made aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the contractor's
option and risk. Any party other than the client who wishes to use this report shall notify
PanGEO of such intended use and for permission to copy this report. Based on the intended use
of the report, PanGEO may require that additional work be performed and that an updated report
be reissued. Noncompliance with any of these requirements will release PanGEO from any
liability resulting from the use this report.
We appreciate the opportunity to be of service.
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September 2, 2014
Sincerely,
�� ��,F
�� of w�� �
i o �
0
� __-�'�,t't�
,�
�es: o�,2s
Michael H. Xue, P.E. Siew L. Tan, P.E.
Senior Geotechnical Engineer Principal Geotechnical Engineer
Enclosures:
Figure 1 Vicinity Map
Figure 2 Site and Exploration Map �
Figure 3 Terms and Symbols for BorinQ and Test Pit Logs
Figure 4 Log of Test Borings BH-1
Figure 5 Log of Test Borings BH-2
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September 2, 2014
REFERENCES
International Code Council, 2012,Iriter•natioraal Barildir2g Code (IBC�.
Booth, D. B., Troost, K.G., Wisher, A. P., 2007, The Geologic Map of King Count��,
Washington, scale 1:100,000.
WSDOT, 2014, Standaf-d Specifications for Road, Bridge and 1l�Iunicipal Construction, 11141-
10.
14-185 3815 NE 4th Street Renron Rpt Page 13 PanGEO, Inc. i
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� 14-185 1
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9 Project Ne Figure No.
`� 14-185 2
85
RELATIVE DENSITY/CONSISTENCY TEST SYMBOLS
for In Situ and Laboratory Tests
SAND/ GRAVEL SILT/CLAY Iisted in"Other 7ests"column.
SPT Approx.Relative SPT Approx.Undrained Shear ATT Atterber Limit Test
' Density ; N-values � Density(%) � Consistency : N-values Strength(ps� 9
Comp Compaction Tests
Very Loose : <4 <15 : Very Soft <2 Q50 Con Consolidation
Loose � 4 to 10 � 15-35 � Soft 2 to 4 250•500 DD Dry Density
Med.Dense i 10 to 30 i 35-65 : Med.Stiff 4 to S 500-1000 DS Direct Shear �,
Dense � 30 to 50 � 65-85 � Stiff 8 to 15 1000•2000 %F Fines Content
Very Dense � >50 85-100 : Very Stiff 15 to 30 2000-4000 GS Grain Size
� Hard >30 >4000 Perm Permeability
PP Pocket Penetrometer
UNIFIED SOIL CLASSIFICATION SYSTEM R R-value
MAJOR DIVISIONS GROUP DESCRIPTIONS SG Specific Gravity
�� GW: Well-graded GRAVEL N Torvane
Gravel : GRAVEL <5�fines • • •:................................•••..................
� � •� GP: Poorly-graded GRAVEL TXC Triaxial Compression
5D96ormoreofthecoarse : �o ,...,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, UCC UnconflnedCom ression
fraction retained on the�4 '� �� GM Silt GRAVEL P
sieve.Use dual s bols(e . � o ,..., y
� GRAVEL(>12%fines)
........ ......... ...•••... ......... ...........
GP•Glvqfor5%to12%fines. : GC ClayeyGRAVEL SYMBOLS
...................................:....................... .,:. ......�..................................................... Sample/ln Situ test types and intervals
...........
: �:�;:�: SW: Well-graded SAND
Sand : SAND(<5%fines) �`;;'�'.• •••=••••••••••••••••••••••••••••••••�••••••••••••••••••••• � 2-inchODSplitSpoon,SPT
so%or more of the coarse : `.',:;;' SP : Poorly�raded SAND (140-Ib.hammer,30"drop)
. ................. . ...,...............................•••....................
..........
fraction passing the 04 sieve. : _":` S��1; Silty SAND
Use dual symbols(eg.SP-SAA) : SAND(>7296 fines) � .... ............••••.......................
fw 5%to 12%fines. : - i • """" ' � 8 3.25-inch OD Spilt Spoon
. f�- SC : Clayey SAND
..................................•:•••••••........................... ._. .................................................... (300-Ib hammer,30"droP)
i �dL: SILT
: .....:......................................................
: Liquid Limit<50 CL : Lean CLAY � Non-standard penetration
: __ .....:......................................................
Silt and Clay = OL : Organic SILT or CLAY test(see boring log for details)
:..................................__ .....;.........................................•••..........
5096or more passing#200 sieve : �.1 H: Elastic SILT ,
: ..:...................................................... Thin wall(Shelby)tube
: Liquid Limit>50 CH : Fat CLAY
: .....:......................••••••..........................
: OH: Organic SILT or CLAY
...................................:..................................
:...................................................... � Grab
Highly Organic Soils .�•, PT : PEAT �
NOt@S: 1. Soil exploration Ioqs contain material descriptions based on visual observation and field tesis using a system
modified from the Uniform Soil Classification System(USCS).Where necessary laboratory tests havebeen � Rock core
conducted(as noted in the'Other Tests'column),unit descriptions may include a classification.Please refer to the
discussions in the report text for a more complete description of the subsurtace conditions.
2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole Ioqs. � Vane Shear
Oiher symbois may be used where field observations indicated mixed soil constituents or duai constituent materials.
DESCRIPTIONS OF SOIL STRUCTURES
Layered: Units oFinaterial distinguished b color and/or Fissured: Breaks along defined planes MONITORING WELL
composition from material units�bove and below Slickensided: Fracture planes that are polished or glossy SZ Groundwater Level at
Laminated: Layers of soil typically 0.05 to 1 mm thick,max.1 cm glock : M ular sal lum s that resist breakdown time of drilling(ATD)
Y 9 P 1 Static Groundwater Level
Lens: Layer of soil that pinches out laterally Disrupted: Soil that is broken and mixed
Cement!Concrete Seal
Interlayered: Altemating layers of differing soil material Scattered: Less than one per foot
Pocket: Erratic,discontinuous deposfl of limited extent Numerous: More than one per fool Bentonite grout 1 seal
Homogeneous: Soil with uniform color and composition throughout BCN: Angle between bedding plane and a plane Silica sand backfill
normal to core axis
�;.
COMPONENT DEFINITIONS �: S�oned tip
':�';
m COMPONENT SIZE!SIEVE RANGE COMPONENT SIZE /SIEVE RANGE ` s�ougn
� Boulder: : >12 inches Sand Botlom of Boring
� MOISTURE CONTENT
� Cobbles: � 3 to 12 inches Coarse Sand: = �410#10 sieve(4.5 to 2.0 mm)
0
Z Gravel Medium Sand: : #10 to#40 sieve(2.O to 0.42 mm) Dry Dusty,dry to ihe louch
a Coarse Gravel: : 3 to 3/4 inches Fine Sand: : #40 to#200 sieve(0.42 to 0.074 mm) Moist Damp but no visible water
� Fine Gravel: : 314 inches to#4 sieve Silt : 0.074 to 0.002 mm Wet Visible free water
� Clay � <0.002 mm
0
J
<
WPanGEe Terms and Symbols for
; � N � o R P o R A T E o Boring and Test Pit Logs Figure 3
o Phone: 206.262.0370
86
Project: 3815 NE 4th Street Surface Elevation: —413
' Job Number: 14-185 Top of Casing Elev.: n/a
Location: Renton,Washington Drilling Method: HSA
Coordinates: Northing: ,Easting: Sampling Method: SPT
o � � � N-Value�
$ Z � � � p PL Moisture LL
H F
� Q a n � E MATERIAL DESCRIPTION ' �
p � � m O � � RQD Recovery�
0 0 50 100
15 • ASPHALT.
S-1 10 • Medium dense,brown,well-graded SAND with fine gravel,moist
FILL
10
2
5 -becomes light brown to beige,some rootlets.
S-2 �o
4 16
� Very dense,grey,silty fine SAND with fine gravels:moist,
non-plastic fines,homogeneous GLACIAL TILL
16
S-3 25
6
32
. . . . .
. . . . .
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�
8
S�l 29
38
Boring terminated at approximately 9 feet below the surface.
10
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18
Completion Depth: g.pn Remarks: Drilled with an Acker portable drill rig.
Date Borehole Started: 8/5/14
Date Borehole Completed: 8/5/14
Logged By: C. Mathis
Drilling Company: CN Drilling
I-����'j� LOG OF TEST BORING BH-1
L
1 q C O R P O R A T E O Figure 4
The stratification lines represent approximate boundaries. The transition may be gradual. Sh@2t 1 of 1
87
Project: 3815 NE 4th Street Surface Elevation: —414
� Job Number: 14-185 Top of Casing Elev.: n/a
Location: Renton,Washington Drilling Method: HSA
Coordinates: Northing: ,Easting: Sampling Method: SPT
N-Value�
p a� C +N-�
� Z � � � p PL Moisture LL
H �
w Q a n L E MATERIAL DESCRIPTION � �
a°"i E E 3 L �'
p � � m O � � RQD Recovery�
p 0 50 100
g ASPHALT.
S_� 12 Loose to medium dense,brown to dark brown,silty SAND with fine
to coarse gravel,moist,non-plastic fines FILL
17
2
2 -some rootlets and organic matter.
S-2 3
4
4
9
S-3 11
6
14
Very dense,grey silty fine to medium SAND with fine gravels:moist, '
non-plastic fines,weakly cemented GLACIAL TILL
14
8 I
S� 29
45
22
S-5
SO/s
�� Boring terminated at approximately 9.9 feet below the surface..
12
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18
Completion Depth: g.gft Remarks:Drilled with an Acker portable drill rig.
Date Borehole Started: 8/5/14
Date Borehole Completed: 8/5/14
Logged By: C.Mathis
Drilling Company: CN Drilling
P�`.TE� LOG OF TEST BORING BH-2
1 N C O R P O R A T E D Figure 5
The stratification lines represent approximate boundaries. The transition may be gradual. SFl@@t � Of �
88
. -- LD �ngineering, LLC
.i../� _ ,1 C�_b u`7=ce"2 .�C,=C-t ����;li]rf� �rl v,:e��
aivcso A4e�. a�i .Ob �aatt3e.1'1rA ,.�
�ell 2C8 412 86�3D
v:rn�,Ide•n:{;=,,,•,i:,"`{c c.;{n
LC:EN��I'�c`�EH f��_L�:L uVr:!_;�iV�.1 I
September 15, 2014 '
Attn: Water Engineering Supervisor I�
City of Renton, Department of Public Works ��
Renton City Hall
1055 S. Grady Way
Renton, WA 98057
Re: Maplewood Park Clubhouse (COR# PRE 14-000816) Domestic Water Service
Sizing Calculations
Dear Supervisor:
We have been asked to provide an analysis of the domestic water service for the proposed development. The
subject project located at 3815 NE 4�'Street, Renton consists of a new clubhouse and pool. The project water
demand is based on the number of plumbing fixtures installed for the building and pool. Our analysis is based
on the estimated fixture information provided to us by the project architect and on the 2012 Uniform Plumbing
Code, (UPC).
The total number of fixtures is as follows:
Facility Sink Dishwasher Lavatory Hose Shower Toilet PoollTub
Bib outdoor 1.6 GPF Tank Fill
BIdg./Pool 1 1 2 4 2 2 2
__ _
_ _.
` ,—�----�--
__ �� _ _��. �. ,� _m_ _ _____.--
Total 1 1 2 4 2 2 2
Per UPC Table 610.3:
The above table fixtures are assigned the fixture unit values as follows:
Fixture Number of Fixture Subtotal
units/fixture F.U. (public)
Lavatory 2 1.0 2.0
Shower 2 2.0 4.0
Bathroom Toilet 2 2.5 5A
(1.6GPF)
Kitchen Sink 1 1.5 1.5
Dishwashers 1 2.5 2.5
Garden hose Bib
(assume pool/tub fill) 6 2.5 15.0
Total 14 0 30.0 F.U. ,
89
Per UPC Table 610.4 and assuming over 60 psi pressure a 2" meter 8�street service with 1-1/2" bidg. supply
1,000 feet in length can deliver adequate flow to 40 Fixture Unitis (F.U.). Thus the 2" service line is adequate.
We advise you to consult your Mechanical Engineering Contractor/consultant to confirm the water system
design.
Sincerely,
LD Engineering, LLC
,��..w.�.J_�G��«.._.
�
Leonard DiFrancesco, MS. PE
Principal
90
WATER SUPPLY AND DISTRIBUTION
TABLE 610.4
FIXTURE UNIT TABLE FOR DETERMINING WATER PIPE AND METER SIZES
BUILDING MAXIMUM ALLOWABLE LENGTH '
METER AND SUPPLY I �f�I �
STREET AND ---- , — ' — —
SERVICE BRANCHES ' �
(inches) 4U 60 i 80 100 150 200 250 ' 300 400 500 600 700 800 900 1000
(inches) i i
PRESSURE RANGE 30 to 45 psi�
'/o /ZZ ; 6 5 4 3 ! 2 ' 1 1 1 0 0 0 0 0 0 0
' 3/a 3/a 16 � 16 14 12 9 6 5 5 ' 4 4 3 2 2 2 1
'/a 1 , 29 ' 25 23 21 U 15 13 � 12 10 8 6 6 6 6 6
1 ' 1 36 31 27 25 20 I 17 15 � 13 12 10 8 6 6 6 6
;/a j I/a 36 33 31 28 24 '. 23 21 19 U 16 13 12 12 11 11
1 � 1/a i 54 �i 47 42 38 32 � 28 25 ' 23 19 17 14 12 12 11 11
1/z I 1/a ! 78 i 68 57 48 � 38 32 28 25 21 18 15 12 12 11 11
I 1/z I SS 84 � 79 I 65 56 48 I 43 � 38 32 � 28 26 22 21 I 20 20
' 1/z 1 fi 150 124 105 91 70 57 ' 49 � 45 36 31 26 23 21 20 20
2 lk 151 129 129 I10 i 80 �� 64 � 53 46 38 32 ' 27 23 21 '� 20 20
1 ' 2 85 85 85 ', 85 ' 85 . 85 82 80 � 66 61 � 57 52 49 46 43
lfz 2 220 205 'i 190 �i 176 � 155 � 138 127 120 � 104 � 85 � 70 61 57 I 54 51
2 ' 2 370 327 � 292 � 265 ' 217 185 ' 164 � 147 124 ! 96 70 61 � 57 54 51
2 2 k � 445 418 390 370 330 300 . 280 265 240 220 198 175 158 143 133
PRESSURE RANGE 46 to 60 psi�
3/a /2z 7 ' 7 6 5 4 � 3 2 2 �� 1 1 1 0 0 0 0
3/a 3/a �� 20 ' 20 19 17 14 11 9 8 6 5 4 � 4 ' 3 3 3
3/a 1 ' 39 39 � 36 i 33 ' 28 23 ! 21 19 � 17 14 12 10 9 8 8
1 1 '� 39 39 �� 39 �� 36 30 25 23 20 18 15 12 � 10 9 8 8
3/a 1/a 39 39 39 39 39 ! 39 ' 34 32 27 25 22 19 19 ! 17 16
1 1/a 78 78 76 67 52 � 44 39 36 � 30 27 24 20 19 ' 17 16
1/z 1/a j 78 78 ;' 78 i 78 66 52 44 39 33 29 24 I 20 19 17 16
� 1 1/z I 85 � 85 85 85 . 85 � 85 I 80 67 55 � 49 41 37 34 ' 32 30
1/i 1/z j 151 ' 151 � 151 � 151 128 105 ' 90 78 62 52 42 38 ' 35 32 30
2 lh ' 151 151 ' 151 151 150 117 i 98 84 67 . 55 42 38 35 32 30
1 ( 2 85 85 85 85 ; 85 : 85 85 85 85 85 85 85 85 83 80
lfz 2 370 370 340 318 , 272 '. 240 220 198 170 150 ��, 135 123 110 102 94
2 � 2 � 370 ' 370 �i 370 � 370 � 368 I 318 280 i 250 I 205 165 ': 142 � 123 110 ]02 � 94
2 2fz 654 640 610 580 535 500 470 I 440 400 365 335 315 285 267 250 ;
PRESSURE RANGE Over 60 psi� �
'/. /22 7 7 7 6 5 4 ' 3 3 2 � 1 1 1 1 1 0 �
'/< 3/. ! 20 I 20 20 20 � U 13 11 10 8 7 6 6 5 � 4 4
3/a � 1 i 39 ; 39 i 39 ' 39 35 30 27 ' 24 21 U 14 13 12 12 11
1 � 1 � 39 i 39 � 39 39 � 38 32 I 29 26 , 22 I 18 14 � 13 � 12 12 11
'/. 1/< ' 39 �� 39 � 39 � 39 39 39 � 39 39 � 34 �� 28 � 26 25 �� 23 22 21
1 ' 1/< 78 78 � 78 78 74 62 53 47 39 31 26 25 23 22 21
1/z 1/. 78 ' 78 78 78 ' 78 74 65 54 43 34 26 25 23 22 21
1 1/z � 85 85 85 I 85 85 85 85 85 81 64 51 48 46 43 40
lh 1/z � 151 � 151 � 151 151 151 151 130 113 88 73 51 S1 � 46 43 40
2 � 1/a 151 ' 151 151 151 151 151 142 122 98 82 64 51 46 43 40
� 1 2 85 85 '' g5 85 85 85 85 85 85 85 85 85 � 85 85 85
1/z 2 370 370 370 ' 370 360 335 305 282 244 212 187 172 153 141 129
2 2 370 370 370 370 370 I 370 370 340 ' 288 ' 245 204 172 153 141 129
2 2/z 654 654 654 654 654 650 610 570 ' S10 460 � 430 404 380 356 329
, For SI un ts: nch 25 mm, foot 304 8 mm, pound-force per squaze nch 6 8947 kPa
l�otes:
� Ava ab e stat c pressure after head oss
z Bu d ng supp y,not ess than 3/ of an nch(20 mm)nom na s ze
106 UNIFORM PLUMBING COD�
Print Form� �Heset Form�
CITY OF RENTON p ��`}'°�rt(�
TRAFFIC CONTROL PLAN ���`=�� •�t
PROJECT NAME: M q�1eh� �od ��ar�m�,�trs PERMIT#i
CONSTRUCTIONCOMPANY: ���� �> �ry���C,� LI.0 P�ONE#: �.p(Q-Z(Q(J- �S�Q�
CONTACTNAME: �(�,,�,`( �Q,YI�� ' PHONE#: (L�}IQ– G�'I�� O22Ij
A17DRES5: �_QO3 NI��I(� �Y�Q��j `t�t� S�C,/ �� �`�►L, CELL#: ZOID�"4�O" �}Z2,(o
— _E-MAII_A Ql�6.ES5:-,-���L���S��L���_ �L._s'L_____�_ ,F.AX �
3g1 S N� y� S1��eefi ��ql�S� N/E��s�w°F:
PROJECT LOCATION: ,
WORKTIME: ST�i,QTjNI� � ! . �'/� APPROVED BY:
WORK DATE: �p ��S — 7� / S APPROVAL DATE:
Permit Holder agrees to all the following:
• Comply with al!traffic regulations of the City of Renton and the State of Washington.
• Prepare a traffic control pian and obtain City approval af that plan. That plan shall be implemented for
. all street and lane closures,and the plan shali be performed in cornpliance with the Manual on
Uniform Traffic Control Devices.
• Notify emergency services(253-852-2121}twenty-four(24J hours before any street or(ane cfosures.
� Any lane or street closures not in conformance with the approved t�affc control plan and/or without
notification of emergency services may result in receiving a citation for violation of R.C.W.47.36.200
through 47.36.220, 9A.36.050 Reckless Endangerment,and other appticable State and City codes.
�_ Indemnify and hold harmless the City of Renton from any and a11 claims, actions,and judgments,
including all costs of defense and attorney's fees incurred in defending against same,arising from and
related to implementation of the approved traffic control plans including claims arising from towing of
private vehicles and the acts of the Permit Holder's agents and employees.
• The City of Renton shall be entitfed, in its reasonab(e discretion,to settle claims prior to suit or
judgment,and in such event shall indemnify and hold harmless the City for any such ciaims paid,
including the City's reasonable attorney's fees and litigation costs incurred resulting from such claim.
• In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder
will pay for legal counsel chosen by the City to defend against same. .
• Flagger and sign placement are subject to revision by the City Inspector on site, if needed to address
traffic or pedestrian safety or tra�el.
• Sy my signature herein, I acknowledge all the above requirements.
PRINT NAME: �I V Q,�Y ' `��� "1' DATE: � ZU (S OFFICECDW T-
'�. CONTMRDR
j%" DEV.SERVICE,INSPECT{ON p.MIIIER
� DEV.SERVICE,PIAN REVIEW 5.�EE/1 IWAN/R NAIR
S f G NATU R E: vouce �uaK v�nccox
1 FIRE FiRE MARSHALL FS A13
92
7. OTHER PERMITS
Utility Permit U14-005200 �
Building Permit B14-005199
93 I
8. CSWPPP ANALYSIS AIVD DESIGN
ESC Plan Analysis and Design (Part A)
Erosion Control BMP's consist of silt fence, rock construction entrance, a catch basin insert and
seeding or hydro-seeding and mulch, refer to the Civil Plans for locations and details. In order to
prevent erosion and trap sediments within the project site, the following BMPs will be used
approximately as shown on the ESC plan:
1. Clearing limits will be marked by fencing or other means on the ground. Trees to
be protected will be marked by fencing.
2. The driveway will be constructed and graveled immediately and the rocked
construction entrance(s) and rocked staging area will be installed.
3. Runoff will not be allowed to concentrate and no water will be allowed to point
discharge onto the slopes.
4. Silt fencing will be placed along slope contours at the down-slope limit of clearing
and insert(s) to trap sediment will be installed in existing catch basin(s).
5. Sediment traps and/or all other listed BMP's will be constructed in the locations shown
on the plans.
6. The drainage system shall be constructed and catch basin inserts installed in all new
catch basins shown on the plans.
7. Convert any traps to the drainage facilities indicated on the plans once the site is
protected from erosion.
SWPPS Plan Design (Part B)
This section identifies all the activities that could contribute pollutants to surface water during and
after construction. The Activity Worksheet in this section identifies the activity and the associated
BMP specifics are provided. This section must be made available to the caretakers and/or future
homeowners as part of the homeowner's association manual. The receiving water body is the Cedar
River, which is not on the 303d list. The TMDL requirements will be met assuming the Erosion
Control Plan and SWPPS Plan are implemented per the Civil Plans and this TIR report.
94
- -
:._;' (
. Name: Maplewood LLC Business Type: Apartment Manager �'��
Address: 2003 Western Ave, Suite 445, Seattle, WA 98121
Activity Use this worksheet to identify the activities that you conduct. Do you conduct this
Sheet �nterpret the categories broadly. Numbers A-1 —A-45 activity? If so, ��
Number correspond to sheets located in Chapter 3. where? '
TYPE OF ACTIVITY INDOORS OUTDOORS '
� �-=� ��� _ - � ��a
�� � � ;�_� - � -�
.���
__ �_� ..�. -�� , Y � _ �-_,
A-1 Required BMPs for All Commercial Properties X
A-2 Storage of Liquid Materials in Stationary Tanks I'
A-3 Storage of Any Liquid Materials in Portable Containers X
A-4 Storage of Soil, Sand, and Other Erodible Materials X
A-5 Storage of Pesticides and Fertilizers X
A-6 Storage and Treatment of Contaminated Soils
A-7 Storage and Processing of Food Items
A-8 Storage of Solid Wastes and Food Wastes (Including Cooking
Grease)
A-9 Storage of Scrap and Recycling Materials (Including Auto
Recycling Facilities)
A-10 Treatment, Storage, or Disposal of Dangerous Wastes
r�_�� � �� � -
- � --�.r �.��� �
». _.._. ._.� . - .-, .._.�<
_ _ _:-_�
A-11 i Cleaning or Washing of Tools and Equipment X
A-12 Cleaning or Washing of Cooking Equipment
A-13 Vehicle Washing and Steam Cleaning
A-14 Interior Washing Operations(Including Mobile Contractors)
A-15 Pressure Washing of Buildings, Rooftops, and Other Large
Objects
� �
�_��� �=,��� ��� _�: � �§� �+ � �� r '�,a',��.
� r� _. __ . �_.o ___ _..x� .__ <.��.�, _ � �
A-16 Truck or Rail Loading and Unloading of Liquid Materials
A-17 Fueling Operations
A-18 Engine Repair and Maintenance �
�_.� - - �, _._ < -�-- � I
_. � ,_ ,: ��
A-19 I Concrete and Asphalt Production at Stationary Sites
A-20 Concrete and Asphalt at Temporary Sites
A-21 Manufacturing and Post-Processing of Metal Products I�
January 2009 King Counfy Stormwafer Pollutron Prevenfion Manua!
95
Activity Use this worksheet to identify the activities that you conduct. Do you conduct this
Sheet �nterpret the categories broadly. Numbers A-1 —A-45 activity? If so,
� Number correspond to sheets located in Chapter 3. where?
TYPE OF ACTIVITY INDOORS OUTDOORS
A-22 Painting, Finishing, and Coating of Vehicles, Products, and
Equipment
A-23 Wood Treatment and Preserving
A-24 Commercial Composting
A-25 Chemical Applications-Other than for Landscaping
_
_.
�_ ,: , . . - -
�.�_ -. _� _� � �, � s � ..
- - �-��, ��
r�. �.
A-26 Landscaping Activities X
_ _ -
A-27 Clearing, Grading, and Preparation of Land for Small X
Construction Projects
A-28 Demolition of Buildings X
A-29 Building Repair, Remodeling, and Construction
A-30 Boat Building, Maintenance, and Repair
� ��� T ,_ � < -
� _-_- -_:_ �,_ � _ _ ,
� _� ���-Y
A-31 ', Vehicle and Equipment Parking and Storage X
A-32 Sidewalk Maintenance X
A-33 Swimming Pool and Spa Cleaning and Maintenance X
A-34 Keeping Animals in Controlled Areas
A-35 Keeping Livestock in Stables, Pens, Pastures or Fields
A-36 Logging and Log Yards
A-37 Mining and Quarrying of Sand, Gravel, and Other Materials
A-38 Well, Directional and Geotechnical Drilling
A-39 Roof Vents and Fugitive Emissions (Including Dust)
A-40 Street Deicing Operations
A-41 Wheel Wash and Tire Bath Operations
A-42 Potable Water Line Flushing or Tank Maintenance
A-43 Use of Soil Amendments on Construction Sites X
, A-44 Dust Control and Soil Erosion and Sediment Control for
Manufacturing and Other Commercial Operations
A-45 Maintenance of Public and Private Utility Corridors and X
Facilities
King County Stormwafer Po!lution Prevention Manua! January 2009 I
96
� _
Required BMPs for All Commercial Properties
A
The following B17Ps are required if��ou own or occupy commercial,
industrial, agricultural,public, or multifamily residential property
in unincorporated King County.
Clean Your Storm Drainage System
Maintain your storm drainage system by remo��ing sediment and other
debris to prevent the transport of pollutants into receiving waters. The
storm drainage system includes all drains, catch basins, pipes, ditches,
gutters, and flow control and water quality facilities.
, See BMP Info Sheet 7 in Chapter 5 for details on drainage system
maintenance.
Eliminate Illicit Connections to the Storm Drainage System
A common situation that can cause severe stormwater pollution
problems is discharge of non-stormwater to the storm drainage system.
Examples are discharges from internal floor drains, appliances,
industrial processes, sinks, and toilets. These are sometimes illegally or
inadvertently connected or drained to the nearby storm drainage system.
These discharges must go to the sanitary sewer system, a holding tank,
an on-site process water treatment system, or a septic system. You must
correct these illicit discharges. If you have any questions as to whether
your discharge is allowable, contact the Kin� County Water and Land
Resources Division at 206-296-1900. y
, See BVIP info Sheet 1 in Chapter 5 for information on how to
check for illicit connections. You can also ask for help from your
local sewer utility. If you find out that your internal drains are
97
Required BMPs for All Commercial Properties(continued)
improperly connected to the storm drainage system, they will need
to be either removed, permanently plugged, or connected to the
sanitary sewer, septic system, on-site treatment system, or a holdin`�
tank.
Stencil Your Storm Drains
Stencil or apply stoi�n drain markers adjacent to storm drains to help
prevent the improper disposal of pollutants. Storm drain inlets should
have messages such as "Dump No Waste - Drains to Stream" applied
next to the catch basin to warn against the intentional dumping or
discharge of pollutants. If the metal catch basin grate has been cast«-ith
this message, marking the drains is still recommended, but may not be
required unless evidence is found that pollutants are being dumped or
«�ashed to the storm drains.
For more information or assistance in implementin;these best mana�ement practices, contact the Kine Counry
Departmcnt of Natural Rcsources and Parks V6�ater and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required B'vlPs. [f these BMPs fail to prevent discharges to
the storm drainage system, you w�ill be asked to take additional measures to correct the continued pollution
discharges.
98
a � �
Storage of Liquid Materials in Stationary Tanks
This activity applies to you if you store any type of liquids outside, including but not limited to
chemicals, waste oils, solvents, or petroleum products in above ground stationary tanks.
Leaking tanks can contribute toxic compounds, oils and greases, metals, abnormal pH, and
nutrients to stormwater runoff. In addition, spills may occur during liquid transfer operations to
and from the tanks.
This activity does not apply to underground storage tanks or to businesses permitted by the
Washington State Department of Ecology to treat, store, or dispose of dangerous wastes.
Storage of reactive, combustible, or flammable liquids must comply with the King County Fire
Code Title 17.
e
The following BMPs, or equivalent measures, methods, or practices
are required if you are engaged in storage of liquid materials in
above ground stationary tanks:
Store and contain liquid materials in such a manner that if the tank is
ruptured or leaks, the contents will not discharge, flow, or be washed
into the storm drainage system, surface waters, or groundwater.
Typically this means installing secondary containment or using a
double-walled tank.
, See BMP Info Sheet 5 in Chapter 5 for information on
containment.
If the liquid is oil, gas, or other material that separates from and floats
on water, install a spill control device (such as an oiUwater separator or
down-turned elbow) in the catch basins that collect runoff from the
storage tank area.
, See BMP Info Sheet 9 in Chapter 5 for information on oil/water ,
separators. I
99 I
�
Storage of Any Liquid Materials in Portable Confainers
spills, the contents will not discharge, flow, or be washed into the storm
drainage system, surface water, or groundwater. '
, See BMP Info Sheet 5 in Chapter 5 for information on containment
options.
- Place drip pans or absorbent materials beneath all mounted container
taps, and at all potential drip and spill locations during filling and
unloading of containers. Any collected liquids or soiled absorbent
materials must be reused, recycled, or properly disposed of.
�,
, See BMP Info Sheet 2 in Chapter 5 for information on disposal II
options.
Required Routine Maintenance:
• Store and maintain appropriate spill cleanup materials near the
container storage area, in a location known to all. Ensure that �
employees are familiar with the site's spill plan and/or proper spill I,
cleanup procedures.
• Sweep and clean the storage area as needed if it is paved. Do not
hose down the area to the storm drainage system.
• Check containers (and any containment sumps) daily for leaks and
spills. Replace containers that are leaking, corroded, or otherwise
deteriorating. If the liquid chemicals are corrosive, containers made
of compatible materials must be used instead of inetal drums. New
or secondary containers must be labeled with the product name and
hazards.
• Collect all spilled liquids and properly dispose of them.
• Inspect spill control devices rourinely (daily/weekly) and remove
separated floatables.
, See BMP Info Sheet 2 in Chapter 5 for information on disposal
options.
For more informarion or assistance in implementing these best management practices, contact the King County
Department ofNatural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take addirional measures to correct the continued pollurion
discharges.
King Counry Stormwater Pollution Prevention Manual January 2009
100
- � � � s-- �_� - _ �
�� � �� � �� �"� �--�� --�-_ =5 �` �- -
��x___ -�=---�� r�,_�.� ��
��_-_:�_ �--__.___� �,.��.� __ �
Storage of Soil, Sand, and Other Erodible Materials
This activity applies to you if you are stockpiling erodible raw materials such as soil, sawdust,
landscaping bark, gravel, sand, and road deicing salts. It covers permanent sites as well as
temporary construction sites and other temporary locations. Raw material stockpiles can easily
erode due to wind or precipitation and contribute suspended solids, nutrients, metals, and
harmful pH to stormwater runoff.
e
The following BMPs, or equivalent measures, methods, or practices, I
are required if yau are engaged in storage or stockpiling erodible
material on a routine or temporary basis.
Cover and contain the stockpiles of raw materials to prevent stormwater
from washing material to surface waters or a storm drainage system.
The covers must be in place at all times when the stockpile is not in
active use. Do not hose down the contained stockpile area to the storm
drainage system.
Stockpiles located away from paved areas or where material will not be
washed or tracked to the storm drainage system may not need to be
covered unless windy conditions cause air borne particulate that could
settle on hard surfaces and subsequently washed into adjacent surface
waters or storm drainage systems.
OR
If the stockpiles are so large that they cannot feasibly be covered and
contained, implement erosion control practices at the perimeter and as
needed on site to prevent erosion and runoff of the stockpiled material
into the storm drainage system or off site. See the King County Surface
Water Design Manual, Appendix D (Erosion and Sediment Control
Standards).
, See BMP Info Sheet 3 in Chapter 5 far information on covering
options.
January 2009 King County Stormwater Pollution Prevention Manua!
101
Storage of Soil, Sand, and Other Erodible Maferials(continued)
, See BMP Info Sheet 5 in Chapter 5 for information on containment
options.
Required Routine maintenance:
• Sweep paved storage areas as needed and collect and dispose of
loose solid materials. Do not hose down the area to a storm drain or
ditch.
• Stock cleanup materials, such as brooms, dustpans, and vacuum
sweepers near the storage area.
� � � • �
The following BMPs are optional unless the above minimum
required BMPs do not provide adequate source control.
A catch basin insert, configured for sediment removal, may remove
some of the pollutants in runoff from this activity. Catch basin inserts
require frequent maintenance to be effective. Carefully consider this
requirement when evaluating your options.
, See BMP Info Sheet 10 in Chapter 5 for more information.
For more information or assistance in implemenring these best management practices,contact the King County
Department ofNahual Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
Krng County Stormwater Po!lution Preventron Manual January 2009 I
102
� R� -
Storage of Pesticides and Fertilizers
This activity applies to you if you store dry pesticides or fertilizers. See Activity Sheets A-2 and
A-3 for the storage of liquid materials. Runoff from pesticide storage areas can be contaminated
with toxic compounds, oils, and metals. Runoff from fertilizer storage areas can be contaminated
with nutrients and fecal coliform bacteria. The primary problem with most of these pollutants is '
that they are soluble, which means they cannot be removed from stormwater runoff, or out of
contaminated water that seeps into the soil, with the technologies currently in use.
�
The following BMPs, or equivalent measures, methods, or practices
are required if you are engaged in the storage of dry pesticides and '
fertilizers:
Cover pesticides and fertilizers.
�
, See BMP Info Sheet 3 in Chapter 5 for information on covering
options. �
Raise the materials off the ground by using pallets or another similar I
method to prevent contact with stormwater runoff. �i
OR �I
Contain the material in such a manner that if the container leaks or �
spills, the contents will not discharge, flow, or be «�ashed into the storm
drainage system, surface waters, or ground«�ater.
� See BMP Info Sheet 5 in Chapter 5 for information on containment
options.
Required Routine �Vlairltenance:
• Store and maintain appropriate spill cleanup materials near tlle
storage area, in a location known to all.
January 2009 King County Stormwater Pollution Prevention Manua!
103
Storage of Pesficides and Fertilizers(continued)
• Clean up any spilled fertilizer or pesticides and ensure that the
materials are kept in the designated covered or contained areas.
• Sweep paved storage areas as needed. Collect and dispose of loose
solid materials. Do not hose down the area to a storm drain or
conveyance ditch.
For more information or assistance in implementing these best management practices,contact the King County
Department ofNatural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
dischar�es.
King Counfy Stormwater Po!lution Prevention Manual January 2009
104
��a�`€=� ' y
Cleaning or Washing of Tools and Equipment
This activity applies if you clean all types of tools and equipment. This includes landscaping
equipment such as lawn mowers and weed whackers; tools used at auto and other equipment
repair shops; and, manufacturing equipment such as saws, grinders and screens. Uncontrolled
outdoor washing can contribute toxic hydrocarbons and other organic compounds, oils and
greases, nutrients, metals, harmful pH, and suspended solids to stormwater runoff:
A
The following BMPs,or equivalent measures, methods, or practices,
are required if you are engaged in cleaning or washing of tools and
small power and manufacturing equipment:
Tool and equipment wash water is considered process water, and must
discharge to the sanitary sewer, a holding tank, or a process treatment
system, regardless of the washing method used.
, See BMP Info Sheet 2 in Chapter 5 for information on disposal
options.
You are encouraged to recycle your wash water with an enclosed loop
system or use self-contained parts washers. Numerous products are
commercially available that recycle and contain wash water and
cleaning solvents.
If you cannot connect discharges to a sanitary sewer, process treatment
system, or holding tank you must contact the Washington State
Deparhnent of Ecology and go through the Individual Wastewater
Discharge permit process.
Lawnmowers may be rinsed with water only on a lawn or similar area as
long as the rinsed-off grass clippings will not be washed to the storm
drain system or surface waters when it rains. Washwater from oily or
similarly contaminated lawn maintenance equipment is not allo«�ed to
flow to or discharge to any stormwater system or surface water.
105
Cleaning or Washing of Tools and Equipment(continued)
For more information or assistance in implementing these best management practices, contact the King County
Department ofNatural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
Krng County Stcrmwater PoUution Preventron h4anual January 2009
,
I
� , �
Landscaping Activities and Vegetation Management
This broad activity encompasses all aspects of landscaping and vegetation management, from small-
scale yard maintenance to large-scale commercial landscaping businesses and vegetation
management programs. It includes vegetation removal,herbicide and insecticide application,
fertilizer application, watering, and other gardening and lawn care practices. Stormwater runoff from
areas that have been subject to pesticide or fertilizer application or extensive clearing, grading or
cutting may be contaminated with pesticides and other toxic organic compounds, metals, oils,
suspended solids, nutrients from fertilizer, and coliform bacteria, and may cause biochemical oxygen
demand.
Wl�ile not required, consider using the Integrated Pest Management(IPM) approach for pest control.
IPM is an approach that uses an array of inethods to manage pest damage with the least possible
hazard to people and the environment. IPM uses a combination of biological,cultural, and physical
practices that can significantly reduce or eliminate the use of pesticides.
See Activity Sheets A-5, "Storage of Pesticides and Fertilizers" and A-3, "Storage of Liquid
Materials in Portable Containers."Landscaping activities related to golf courses should refer to King
County's Golf Course BMP Manual(see Chapter 6 of this manual for more information).
Note: The term pesticide includes insecticides, herbicides,fungicides, rodenticides, etc.
e
The following BMPs,or equivalent measures, methods, or practices
are required if you are engaged in landscaping activities:
Do not apply any pesticides directly to surface waters,unless the
application is approved and permitted by the Washington State Department
of Ecology.
Mix pesticides so that spilled material will not be washed to surface waters,
the storm drainage system, or onto the ground. Clean up any spills
immediately. Ensure employees are trained on the proper use of pesticides
and in pesticide application techniques to prevent pollution. Washington
pesticide law requires most businesses that commercially apply pesticides
to the property of another to be licensed as a Commercial Applicator.
Follow manufacturers' recommendations and label directions. Pesticides
and fertilizers must never be applied if it is raining or about to rain. Do not
apply pesticides within 100 feet of surface waters such as lakes,ponds,
wetlands, and streams. This also can include stormwater conveyance
ditches. Remove weeds/vegetation in stormwater ditches by hand or other
January 2009 King County Stormwater Pollufion Prevention Manual
107
Landscaping Activities and Vegetation Management(confinued)
mechanical means. Chemicals should be used as a last resort.
Dispose of grass clippings, leaves,branches, sticks, or other collected
vegetation, by recycling, composting, or burning(if allowed). Do not
dispose of collected vegetation into storm drainage systems, conveyance
ditches, storm«�ater ponds, or surface water.
Use mulch or other erosion control measures w�hen soils are exposed for
more than one week during the dry season or n�-o days during the rainy
season.
� Implement�;�ater conservation practices to assure sprinkler systems do not
"overspray"vegetated areas and discharge to hard surfaces such as
sidewalks,driveways, and parking lots. Adjust sprinkler heads accordingly.
Minimize water use so runoff does not occur or enter storm drainage
systems. Use approaches to reduce water use such as those described in the
Natural Yardcare program.
http://your.kingc ounty.gov/solidwaste/naturalyardc are/watering.asp
The King County Noxious Weed Control Program provides best
management practices for the removal of typical noxious «-eeds such as
blackberry and purple loosestrife. Ca11206-296-0290 or see
http://www.kingcounty.gov/environmentJanimalsandplants,noxious-
weedsh�-eed-control-practices.aspx for more information.
� i � • �
The following BMPs are optional unless the above minimum required
BMPs do not provide adequate source control:
Integrated pest management(IPM), a comprehensive approach to the use of
pesticides is the most effective BMP measure that can be taken for
herbicide, insecticide, and fungicide use.
� See BMP Info Sheet 6 in Chapter 5 for information on IPM.
Fertilizers should be worked into the soil rather than dumped or broadcast
onto the surface. Determine the proper fertilizer application for the types of
soil and vegetation involved. Soil should be tested for the correct fertilizer
usage.
Use mechanical methods of�e`�etation removal rather than applying
herbicidcs.
ios
Landscaping Activities and Vegetation Management(continued)
- An effective measure that can be taken to reduce pesticide use, excessive
watering, and removal of dead vegetation involves careful soil mixing and
layering prior to planting. A topsoil mix or composted organic material
should be rototilled into the soil to create a transition layer that encourages
deeper root systems and drought-resistant plants. This practice can improve
the health of planted vegetation, resulting in better disease resistance and
reduced watering requirements.
Use native plants in landscaping. Native plants do not require extensive
fertilizer or pesticide applications.
For more information or assistance in implementing these best management practices,contact the King County
Deparnnent of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you�vill be asked to take additional measures to correct the continued pollution
dischar�es.
109
.
Clearing and Grading of Land for Small Construction Proj ects
This activity applies if you clear, grade or prepare land for projects. Stormwater runoff from
cleared and graded sites can be loaded with suspended sediments and attached pollutants such as
oils and greases, toxic hydrocarbon and herbicide compounds, metals, and nutrients. Control of
this runoff at the source can prevent large pollutant loadings from entering and degrading
receiving waters. Prior to clearing, grading, and preparation activities for construction sites
greater than 2,000 square feet, the King County Department of Development and Environmental
Services (DDES) must be contacted. You may need to follow the procedures for construction site
erosion and sediment control outlined in the King County Surface Water Desi�n Manual,
Appendix D.
King County DDES coordinates the clearing, grading, and erosion control requirements on
individual sites. The King County Surface Water Design Manual has requirements for erosion
and sediment control measures. Appendix D (Erosion and Sediment Control Standards) outlines
requirements that all sites must implement. The King County Surface Water Design Manual
Appendix C (Small Project Drainage Requirements) addresses small project developments. Even
if your site does not require a permit, erosion control measures are still required to prevent turbid
water from entering drainage systems or surface waters. King County uses the authority of
K.C.C. 9.12 and this manual to develop erosion control requirements for those activities not
covered by the King County Surface «'ater Design Manual.
For more information or assistance in implementina these best management practices,contact the KinQ County
Deparhnent of Natural Resources and Parks Stormwater Services Section at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs. If these BMPs fail to pre��ent dischar�es to
the storm drainage system you�r•ill be asked to take additional measures to correct the continued pollution
dischar�,cs.
110
Clearing and Grading of Land for Small Construction Projects
This activity applies if you clear, grade or prepare land far projects. Stormwater runoff from '
cleared and graded sites can be loaded with suspended sediments and attached pollutants such as I
oils and greases, toxic hydrocarbon and herbicide compounds, metals, and nutrients. Control of
this runoff at the source can prevent large pollutant loadings from entering and degrading
receiving waters. Prior to clearing, grading, and preparation activities for construction sites
greater than 2,000 square feet, the King County Department of Development and Environmental
Services (DDES) must be contacted. You may need to follow the procedures for construction site
erosion and sediment control outlined in the King County Surface Water Design Manual,
Appendix D.
King County DDES coordinates the clearing, grading, and erosion control requirements on
individual sites. The King County Surface Water Design Manual has requirements for erosion
and sediment control measures. Appendix D (Erosion and Sediment Control Standards) outlines
requirements that all sites must implement. The King County Surface Water Design Manual
Appendix C (Small Project Drainage Requirements) addresses small project developments. Even
if your site does not require a permit, erosion control measures are still required to prevent turbid
water from entering drainage systems or surface waters. King County uses the authority of
K.C.C. 9.12 and this manual to develop erosion control requirements far those activities not
covered by the King County Surface Water Design Manual.
For more information or assistance in implementing these best management practices,contact the King County
Deparrinent ofNatural Resources and Parks Stormwater Services Section at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs.If these BMI's fail to prevent discharges to
the storm drainage system you will be asked to take additional measures to correct the continued pollution
discharges.
111
� _ ;� � � o � .-
� .
_ - � �
,�
�
. _ �x . -
�� � ' ���. �_�_, �� �- � �
Demolition of Buildings
This activity applies to the removal of existing buildings by controlled explosions, wrecking
balls, or manual methods, and subsequent clearing of the rubble. Demolition of buildings can
introduce a variety of pollutants into stormwater runoff, primarily suspended solids,but also
toxic organic compounds and metals. Broken concrete can elevate the pH of stormwater. This
activity can also produce air borne pollutants that must be controlled to avoid surface water
contamination.
e
The following BMPs, or equivalent measures, methods, or practices
are required if you are engaged in building demolition:
Spray water throughout the site to help control fine materials and dust.
The amount of water must be actively controlled and monitored to
eliminate contaminated runoff from leaving the site. Other approved
dust suppressants are available. Avoid excessive and repeated
applications of dust suppressant chemicals.
Place filter fabric, inlet control measures or a similarly effective device
in or around all nearby drains to prevent particles and solids from
entering the storm drainage system. Filtering devices shall be placed at
the beginning of the workday and the accumulated materials collected
and disposed of properly before removing the devices at the end of the
workday. Filter fabric and other filter devices are commercially
available.
Sweep surrounding street gutters, sidewalks, driveways, and other paved
surfaces as needed to collect loose debris and garbage. Properly dispose
of collected debris and garbage. Do not hose down the area to a storm
drain.
112
Demolition of Buildings(continued) I
� ! 1 • � I
The following BMPs are optional unless the above minimum �
required BMPs do not provide adequate source control: i
A catch basin insert configured for sediment and debris removal may
remove some of the pollutants in runoff from this activity. Catch basin
inserts require frequent maintenance to be effective. Carefully consider
this when evaluating your options. �
�
, See BMP Info Sheet 10 in Chapter 5 for information.
For more information or assistance in implementing these best management practices,contact the King County
Department of I`Tatural Resources and Parks Water and Land Resowces Division at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take addirional measures to correct the continued pollution I
discharges. ,
113
I
� :�
Vehicle and Equipment Parking and Storage
This activity applies to all types of parking lots (commercial, public, and private), retail store
parking lots, fleet vehicle lots and yards (including rent-a-car lots and car dealerships), industrial
areas, equipment sale and rental lots, and parking lot driveways. Stormwater runoff from these
sites can be contaminated with toxic hydrocarbons and other organic compounds, oils and
greases, metals, nutrients, and suspended solids.
e � - � . .
The following BMPs, or equivalent measures, methods, or practices
are required if you have parking lots and driveways:
Sweep parking lots, storage areas, and driveways as needed to collect
dirt, waste, and debris. Do not hose down the area to the storm drainage
system.
If washing/pressure washing of the parking lot occurs, the wash water ,
must be collected and discharged to a sanitary sewer or other treatment ,
system. There are services that will clean parking lots and collect water '
for off-site disposal. Never drain washwater to the storm drainage '�
system. I
� See BMP Info Sheet 2 in Chapter 5 for information on disposal �I,
options. j
Gravel and dirt lots may require additional BMPs to prevent sediment
laden water from leaving your site. Vehicles can track dirt out of
parking and storage areas onto public roadways. Basic sediment
controls as outlined in Appendix D ("Erosion and Sediment Control
Standards") of the King County Surface Water Design Manual must bc
installed if other BMPs do not adequately control sediment laden water
from entering off site storm water conveyance systems ar surface water.
Wheel wash facilities may need to be considered if track out of mud
becomes a problem. See Activit�� Sheet A-41. "�1Vhee1 `'�'ash and Tire
Bath Operations.��
Vehicle and Equipment Parking and Storage(continued)
� 1 I • �
The following BMPs are optional, unless the above minimum
required BMPs do not provide adequate source control.
Encourage employees to carpool or use public transit throu��h
incentives.
Encourage customers to usc public transit b�� rc��ardin�� valid transit
pass holders with discounts.
A catch basin insert configured for sediment and also oil removal ma}
remove some of the pollutants in runoff from this activity. Catch basin
inserts may require frequent maintenance to be effective. Carefullv
consider this when evaluating your options.
Clean up oil and antifreeze spills with absorbent materials.
, See BMP Info Sheet 10 in Chapter 5 for more information.
For more information or assistance in implementing these best management practices,contact the King County
Departrnent of Natural Resources and Parks Water and Land Resources Division at 206-296-19�0.
Reader Note:The above requirements are the minimum required BMPs.If these BMPs fail to prevent dischar`�es to
the storm draina�e system,you will be asked to take additional measures to correct the continued pollution
discharaes. �
January 2009 King County Stormwater Pollution Prevention Manua!
115
' � ���� - --
Sidewalk Maintenance
This activity applies if you have sidewalks. Litter accumulation on sidewalks can contribute
suspended solids to stormwater runoff; runoff from sidewalks crossing driveways may also have
hydrocarbon, oil and grease, and metal contaminants. If herbicides are used on sidewalks, toxic
pesticide compounds, oils, and metals may also be introduced into stormwater. If crack sealants
or surface coatings are applied, toxic hydrocarbons, oils and greases, and metals may be
contributed to stormwater runoff. Sidewalks and driveways are important areas to target for
stormwater pollution control because they typically drain directly to stormwater conveyance
facilities. Note that BMPs for driveways associated with parking lots are described under
Activity Sheet 31, "Vehicle and Equipment Parking and Storage."
�
The following BMPs, or equivalent measures, methods, or practices
are required if you are engaged in sidewalk maintenance:
Sweep sidewalks as needed to collect loose dirt and debris rather than
pushing it into the street or gutter or hosing it down. Collected materials
must be disposed of as solid waste.
Conduct spot stain removal instead of washing the entire sidewalk. Do
not use soaps and detergents to wash down sidewalks.
If pressure washing of sidewalks is needed, and soaps or other cleaners
are used, the wash water must be collected and disposed of to the
sanitary sewer or taken off site for appropriate disposal. If only water is
used, filtering devices at catch basins must be used to collect all solids
and debris.
iis
�
Sidewalk Maintenance(continued) �'
• I I • �
The following BMPs are optional unless the above minimum
required BMPs do not provide adequate source control:
Use deicing salts and sands only when snow or ice is present(not as a
preventive measure) and apply sparingly. Shoveling of snow is always
preferred to dumping excessive amounts of deicing materials in an
effort to avoid shoveling. If deicing salts are used, the residue and
remaining granules must be swept up when the snow and ice have
melted, and reused or disposed of in your garbage.
For more information or assistance in implementing these best management practices, contact the King County
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to conect the continued pollution
discharges.
117
x
= :���
� , � � ,
Swimming Pool and Spa Cleaning and Maintenance
This activity applies to all municipal swimming pools, commercially owned swimming pools,
and commercially owned spas, including Health Department-regulated facilities (general and
limited use). Pools and spas at hotels, motels, apartment and condominium complexes, and other
private locations, other than single family residences, are also covered here. Older pools and spas
must comply with these provisions as well. Improper drainage of these pools can lead to
nutrients, suspended solids, chlorine,metals, and abnormal pH entering the surface water
environment. Chemicals used in pool and spa maintenance can also contaminate storm�;�ater if
they are not stored properly.
e
The following BMPs, or equivalent measures, methods, or practices
are required of all businesses, municipalities, and multi-family
residential complexes engaged in swimming pool and spa cleaning
and maintenance:
Dechlorinate pool and spa water to 0.10 ppm or less and adjust to pH
neutral if it is to be discharged to the ground. Neutralizing chemicals are
available for this. Letting the pool or spa "siY'with no neutralizing
chemicals may reduce chlorine levels; the facility should not be used
during this period. Test kits should be used to determine disinfectant
concentrations. The water must not cross property lines, and a
satisfactory means for distributing the water to the ground must be used
so there is no runoff or erosive flows from the water discharge. Pool
water that has been treated«�ith copper based algaecides may not be
discharQed to the �round.
Regardless of the sanitizing agent used (chlarine, bromine, or ozone). all
pool and spa drainage must go to a sanitary sewer or water treatment
system if it cannot be dechlorinated sufficiently. If a sanitary sewer is
available, all Health Department-regulated facilities must be connected
to the sanitary sewer for draining and backwash. Prior to draining, the
local sewer authority and the King County Wastewater Treatment
Division Industrial Waste Program may need to be notified, as there ar�c
concerns with the volume of dischar__. .� . . , , � . .
Swimming PooJ and Spa Cleaning and Maintenance(continued)
pool or spa does not have a drain to accommodate this, water will have
to be pumped or drained to a sanitary sewer or water treatment system
inflow pipe connection. If a sanitary sewer is not available, do not
discharge pool or spa water to a septic system, as it may cause the
system to fail. Alternative draining and backwash procedures must be
approved by the Seattle-King County Deparrinent of Public Health in
this situation.
Diatomaceous earth (commonly used as a filtering agent in pools)
cannot be discharged to surface waters, storm drainage systems, septic
systems, or on the ground. This material must be disposed of as solid
«�aste.
Never discharge backwash from filter systems to surface waters or
storm drainage systems.
• i � • •
The following BMPs are optional, unless the above minimum
required BMPs do not provide adequate source control:
Managers of pools and spas located in sensitive areas or adjacent to
shorelines should check with the King County Department of
Development and Environmental Services or the appropriate local
building department to determine if other code requirements apply.
Provide drip pans or buckets beneath drain pipe connections to catch
leaks. This is especially important if the pool or spa water has not been
dechlorinated and is being pumped through piping to an appropriate
discharge location.
Hire a professional pool-draining service to collect all pool water for
off=site disposal.
For more information or assistance in implementing these best management practices, contact the King County
Department of Nahual Resources and Parks Stormwater Services Section at 206-296-1900.
Reader Note:The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharees to I,
the storm drainage system,you���ill be asked to take additional measures to correct the continued pollution '
discharees.
119
- - -__
� , _ _
= - �� _� -
Use of Soil Amendments on Construction Sites II
The use of soil amendments(including cement treated base(CTB) and cement kiln dust(CKD)) on '
development sites must be approved by King County. T'he approval process is described in BMP Info '
Sheet#11, "Processing Requirements for Use of Soil Amendments on Construction Sites". '
Note: Additional BMPs may be required to prevent adverse impacts to the public and/or the environment.
It is the responsibility of the permit holder to remain in compliance with all other applicable local, state,
and federal re lations.
Category of Action Specific Acrion CTB/CI�Best Management Practices ,
1. Materials Solubility A. If CKD is proposed,a chemical analysis of soluble pollutants of the
Source Analysis Testing& product to be used will be provided to the Washington State
Specifications Department of Ecology(DOE)and the King County Department of
Development and Environmental Services(DDES)in advance of any
product is applied.
B. CTB/CKD mixing percentage is anticipated to be approximately 3
percent to 5 percent.
C. A Geotechnical Engineer will establish the mixing percentage for the
on-site soils.
� D. All treatment procedures shall be directed,monitored,and verified by a
Geotechnical Engineer.
E. Soil amendments will never occur in excess of the ability of the on-site
equipment and resources to meet all BMP requirements specified
herein.
2. Site Prepararion Runoff A. Areas that are to be treated as shown on the plan are flagged off to
Collecrion prevent equipment from leaving treated area and going onto untreated
System �eas,and to prevent unauthorized equipment from entering the treated
area.
B. Assessment of surface runoff collection points are noted.
C. Cutoff trenches,collection sumps,and pumps are installed.
D. Sealed storage tanks will be properly sized to contain all runoff from
treated azeas.
E. Sealed storage tanks shall be set up and ready for use to treat contact
water.
F. An approved wheel wash will be constructed at the construcrion exit,
typically a paved ramp sump that urilizes high-pressure washers.
G. Copies of Treatment Plan,Approval,and Contingency Plan area are
re uired to be located on site.
3. Lay-down A. Exposure of CTB/CKD materials to air to be minimized. Delivery
Mixing tanlcers shall be set up to place CTB/CKD directly into spreading
Equipment trucks or equipment.
B. CTB/CKD operarions are only allowed during daylight hours.
C. Ta s or dust ba s will be used over the dischar e truck hose at
January 2009 King County Stormwater Pollution Prevention Manua!
120
Use of Soil Amendmenfs on Construcfion Sifes(continued)
Category of Acrion Specific Action CTB/CKD Best Management Practices
�
unloading to prevent dust particles for becoming airborne.
D. Unloading will occur at the lowest possible pump pressure.
E. Unloading and mixing will be avoided on high wind days. PSAPCA
Secrion 9.15 prohibits visible emissions of fugitive dust.
F. CTB/CKD to be placed on ground by large wheeled spreaders
designed for this purpose capable of ineasuring application. '
G. When spreading CTB/CKD it shall be kept 2-3 feet away from '
untreated areas boundaries to prevent the material from migrarion and
contaminating outside the treatment zone.
H. Treatment area will be kept damp/wet at all times CTB/CKD is being
spread and mixed. Skirting around applicator/spreader and mixer is
required to minimize CTB/CKD dust.
I. CTB/CKD is to be roto-tilled into soil immediately after being spread
' onto soils and shall be done with a skirted tiller.
J. Direct auguring machine that measures,spreads,and mixes CTB/CKD
in one operation is preferred.
K. Compacrion will be complete within 2 hours after CTB/CKD
application.
4. Site Work Progress A. Dust suppression by use of water trucks shall be used on areas where
Management and Weather �'ork on dry soil is performed and potential airbome contaminarion
Conditions may occur.
B. The volume of CTB/CKD allowed on site will be limited to the amount
that can be used within a normal workday. Every effort will be made
to forecast the daily delivery rate to match the daily on-site use rate.
C. CTB/CKD will not be added to soils at a rate that exceeds the ability of
on-site resources to immediately commence mixing and compacting.
D. No work will occur in rain heavier than drizzle,or under drizzle that
exceeds 6 hours duration,or under any rainfall which generates runoff
from the areas being worked.
E. Should the weather change to stop the appiication,remaining
CTB/CKD will be covered and contained to prevent stormwater from
entering storage containment,and causing runoff.
F. All vehicles and equipment leaving the treatment area/site must be
' cleaned/washed to prevent CTB/CKD from leaving site. Wash water
will be contained and treated as needed.
G. CTB/CKD contact water in the wheel wash will be removed from the
site via a vactor truck for transport to an approved off-site treatment or
disposal facility in accordance with all federal,state,and local laws
and regulations;or,if permitted,to tt�e sanitary sewer system.
�. Surface Water A. Surface runoff from the treated areas is to be collected and stored in
Collection onsite sealed treatment tanks.
B. A rigid schedule of TESC inspection,maintenance,and drainage
controls will be maintained.
C. Temporarily plugging and using detention facilities is not allowed as a
storage practice.
� D. Runoff from compacted azeas amended with CTB/CKD will be
directed to previously sealed tank(s)until pH levels of water are
� �erified to be within acceptable background water limits. No
uncontrolled discharge or infiltration from the sealed tank(s)will be
allowed.
E. Drainage from areas amended with CTB/CKD within the past 72 hours
will be revented from co-min lin with an other roject draina e. i
6. Dischar e A licable A. Any and all discharges from this site will be in compliance with all
King County Stormwater Pollution Prevenfion Manual January 2009
121
Use of Soil Amendments on Construction Sites (confrnued)
Category of Action Specific Action CTB/CKD Best Management Practices
Compliance Regulations applicable federal, state, and local laws and regulations pertaining to
health and safety,water,air,waste,and wildlife,including the Federal
Clean Water Act,Clean Air Act,and Endangered Species Act.
Laboratory analysis of water is required prior to discharge to verify
compliance.
B. No infiltration is allowed to occur if pH readings are above 8.5
standard pH units,or below 6.5 standard pH units.
C. A pH meter must be used to deternune levels. pH meter is to be
calibrated following proper QA/QC procedures. Fresh buffers are to
be available to re-calibrate as needed.
D. A log of turbidity and pH readings will be kept on site for inspection.
E. All treatment of water must be directed,bench tested,monitored and
verified by a qualified water quality specialist.
F. Treated area water runoff shall not enter the permanent stormwater
system.
G. Stormwater drainage system within treatment area is to be cleaned out
prior to use for regular water runoff conveyance from untreated areas.
Water from cleanout is to be tested and treated following the approved
treatment criteria.
7. Natural A. The preferred method of disposal of the treatment water will be
Treatment and discharge to the sanitary sewer,provided a permit is obtained to do so.
Discharge B. If infiltration is proposed,the area of infiltrarion is to be identified,
capacity confirmed,and a contingency dischazge plan in place in the
event facilities fail to infiltrate.
C. For infiltration,pH limits shall be strictly adhered to.
D. If a pernut to discharge to the sanitary sewer is not obtained, a National
Pollutant Discharge Elimination System(NPDES)discharge permit is
required from DOE. The retention volume of the lined pond(s)will
also be increased to ensure complete control of the retained volume.
Monitoring,bench testing,and controlled discharge rates,with prior
approval by DOE,would be needed prior to discharge to an approved
off-site surface drainage system. Sites that currently have NPDES
permits will need to amend pemut prior to discharge to cover this
acrion. County approval is srill required.
I E. Per KCC 9.12,discharges into receiving drainage systems shall not
have acid or basic pH levels.
� F. Sealed storage tanks shall be used to reduce turbidity and pH before
i
I dischar e.
8. Chemical A. Cazbon dioxide sparging(dry ice pellets)may be used as the chemical
Treatment treatment agent to reduce the water pH.
B. Any means of water treatment to reduce pH will require an NPDES
discharge permit from DOE. Permit would only be granted after bench
testing performed by an independent qualified party.
C. Active mixing will cease if the residuai retention water volume falls
below the ability to treat and properly dispose of contact storm water.
D. Discharge would only occur after the approval of DOE,following
bench testing and consultation with DOE. I
E. All materials for chemical treatment will be on site and property I�
stored,during all phases of CTB/CKD treatinent. I
9. Water Quality Monitoring A. Turbidity and pH will be monitored on a twice-daily basis,prior to
operarions and immediately upon ceasing operations,and these
measurements will be recorded. Monitoring will also occur
immediately after any storm event of'/z inch in 24 hours,or water
January 2009 King County Sformwater Pollution Prevention Manua!
122
Use of Soil Amendments on Construction Sites(continued)
Category of Action Specific Action CTB/CKD Best Management Practices
migration to the retention pond(s),and the measurements recorded. If
the pH approaches 8.0,monitoring frequency will increase.
B. Turbidity and pH monitoring will occur in all treatment facilities,
stormwater detention facilities,infiltrarion areas(if infiltration is used),
and in all surface water areas adjacent to site where stormwater
potentially discharges. Additional upstream surface water sites will be �
established to deternune background levels of turbidity and pH.
C. All water quality monitoring data will be conducted and evaluated by
an independent,qualified pariy and conducted using professionally
supportable test protocols and QA/QC procedures.
10. Reporting Ecology and A. All water quality monitoring data will be included in weekly DDES
DDES TESC reports to DDES,and in weekly NPDES reports to DOE.
B. All work,testing,and monitoring associated with the application of
CTB/CKD shall be observed by engineer. The engineer shall prepare
and submit a report to the assigned DDES project inspector indicating
BMPs were/were not being met.
C. Copies of all reports and logs will be available on site during the soil
and surface runoff treatment activities.
Other elements to
consider:
11. Water Quality— Source Controls A. There may be very small amounts of concrete washout produced on-
Soils site as a resuit of construction of erosion control measures during
reclamation. Concrete washout, if any,would be retained in a lined
enclosure of at least 6-ml visqueen or plasric sheeting,with no outlet.
The washout retention enclosure would be isolated and separate from
any CTB/CKD area runoff. Contents of the lined concrete washout
enclosure will be removed from the site via a vactor truck for disposal
in an approved off-site treatment or disposal facility in accordance with
all federal, state,and local laws and regulations. Signed trip tickets,as
roof of ro er dis osal,will be rovided to DOE and DDES.
B. Water Quality— Cover Measures A. Areas amended with CTB/CKD for compaction after CTB/CKD
H addition will be covered with plastic or visqueen sheeting,or other
P impervious material by the end of each working day.
B. Temporary cover will be maintained over all compacted areas
amended with CTB/CKD until testing confirms that pH levels are
stabilized to background measurements. [Note: Curing to avoid pH
effects has no relationship to the rate at which material can be
compacted in multiple lifts. Compacrion will commence immediately
after application and mixing,and multiple liRs will occur as quickly as
each lift is compacted and ready to accept the next.]
C. Should weather conditions prevent mixing,any unmixed CTB/CKD
remaining on site will be enclosed in a sealed containment,such as
portable silo, or removed from site.
King County Stormwater Pollution Prevention Manua! January 2009
123
Y � �:� �=
Maintenance of Public and Pr-ivate Ltilitti� Col-i-idor-� a11d
Facilities
This activity applies to maintenance activities associated with the transmission and distribution
of public and private utilities such as petroleum products, natural gas, water, sewage, and
electrical power. This includes the maintenance of underground utility vaults, pump statiun>. an�l
similar facilities. Access roads and equipment maintenance can be sources of pollutants t��
stormwater runoff, includin� suspended solids, oil and �rease, petroleum h}�drocarbons, harn;f��ii
pH, pesticides, and metal5.
�
The following BMPs, or equivalent measures, methods, or practices,
are required if you are engaged in maintaining public and private
utility corridors and facilities:
Minimize the amount of herbicides and other pesticides used to maintain
access roads and facilities. See Activity Sheet A-26, "Landscaping
Activities and Vegetation Management," for BMPs associated «-ith
managing vegetation for access roads and maintenance areas.
Stabilize access roads or areas of bare ground with gravel, crushed rock,
or another method to prevent erosion. Use and manage vegetation to
minimize bare ground/soils that may be susceptible to erosion. See the
King County Surface Water Design Manual, Appendix D, Erosion and
Sediment Control Standards for re�c�mmended crosion and sedinlent
control practices and standards.
Provide stormwater dT-aina��e for roads aild ��Iaintenance al-eas. Grade
roads with a crown or slope to minimize the potential for erosion from
runoff. Provide ditches, swales, and culverts to convey storm���ater
ntnoff.
Monitor and maintain ditches and cul�-�erts as needed to reduce the
possibility of the drainage becoming plugged or blocked, which ma� lead
to ovcrflo«�s and erosion.
�2a
Maintenance of Public and Private Utility Corridors and Facilities(continued)
Check utility vaults or other underground structures for pollutants prior to ',
pumping out any collected water. If the water is contaminated, it must be
collected for proper disposal. Small amounts of oil may be captured with
absorbent material. Never discharge contaminated water, including high
or low pH, to storm drainage facilities or surface waters.
, Clean up any debris or spilled material immediately after completing
maintenance and repair activities.
For more information or assistance in implementing these best management practices,contact the King County
Department ofNatural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
January 2009 King Counfy Sformwater Pollufion Prevention Manual
�25
9. BOND QUANTITIES, FACILITl� SU�1�'IARIES A\D DECLARATIOI� OF
COVENANT
Declaration of Covenant and Grant of Easement Form (to be filled out at a later time). The Bond
Quantities Worksheet has been provided in this section.
�2s
MAPLEWOOD CLUB PARKHOUSE CITY WTR-
., PROJECT WWP-
NUMBERS: SWP-
NAME OF PROJECT: TRO-
TED-
TO: City of Renton FROM: LD ENGINEERING, LLC
Plan Review Section 3060 63 AVE SW,SEATTLE,WA 98116
Planning/Building/Public Works
1055 South Grady Way 6`h floor
Renton,WA 98055 DATE: 5/19/15
Per the request of the City of Renton,the following information is furnished concerning costs for improvements proposed to be installed for the above
referenced project.
WATER SYSTEM CONSTRUCTION COSTS:
Length Size Type
176 L.F.of 10 " DI WATERMAIN
L.F.of " WATERMAIN
L.F.af " WATERMAIN
L.F.of " WATERMAIN
4 EACH of 10 " DI GATE VALVES
EACH of " GATE VALVES
EACH of " GATE VALVES
EACH of " FIRE HYDRANTASSEMBLIES $
(Cost of Fire Hydrants must be listed separately) $
Water facilities cost in existing ROW(total of abo�e $_10,252.00_
items),W
Engineering Design Costs
City Permit Fees $24,720.00
Washington State Sales Tax 9.6% TOTAL COST FOR WATER SYSTEM $38,32931
SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM:
Length Size Type Storm Facilitv $ 0.00
73 L.F.of 6 " PVC SEWER MAIN
LF.of " SEWER MAIN Length Size Type ,
L.F.of " SEWER MAIN L.F.of " STORM LINE !
EA of " DIAMETER MANHOLES L.F.of " STORM LINE
Sewer facil'tties cost in existing ROW(total of $_630 L.F.of " STORM LINE �
above items),S EA of " STORM INLET
Engineering Design Costs EA of " STORM CATCHBASIN
City Permit Fees $106,705.00 EA of " STORM CATCHBASIN
Washington State Sales Tax $116,949.00
(Sewer Stub-line between sewer main and Engineering Design Costs $ '
private property line) $289•8� City Permit Fees $
TOTAL COST FOR SANITARY SEWER SYSTEM $117,238.00 Washington State Sales Tax $
TOTAL COST FOR STORM DRAINAGE SYSTEM $0.00
STREET IMPROVEMENTS in existing ROW, if not covered in storm water cost(51) : (Induding Curb, Gutter, Sidewalk, Asphalt Pavement and Street �i
lighting)
$7,575.55
SIGNALIZATION in existing ROW (SG): (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax)N/A_
STREET LIGHTING in existing ROW(SL): (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax)cost N/A
Print signatory name (day phone#) (SIGNATURE)
(5ignatory must be authorized agent
forms/COSTDATA.DOC/bh or owner of subject development)
127
txisYiny � ruture Fubiic rrivate �.tuauii�y�.o�nNiecea
Right-of-Way Road Improvement� Improvements (Bond Reductio�)* • �
&Drainage Facilitles Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERAL ITEMS No.
Backfill&Compaction-embankment GI- 1 $ 5.62 CY
Backfill&Compaction-trenr,h GI -2 $ 8.53 CY 66.96296 571.19 266.3704 2,272.14
Clear/Remove Brush, by hand GI-3 $ 0.36 SY
Clearing/Grubbing/Tree Removal GI -4 $ 8,876.16 Acre
Excavation-bulk GI -5 $ 1.50 CY
Exc�vation-Trench GI -6 $ 4.06 CY 66.96296 271.87 266.3704 1,081.46
Fencing,cedar,6'high GI-7 $ 18.55 LF
Fencing, chain link, vinyl coated, 6'high GI-8 $ 13.44 LF
Fencing, chain link, gate,vin I coated, 20' GI-9 $ 1,271.81 Each
Fencin , split rail, 3'hi h GI- 10 $ 12.12 LF
Fill&compact-common barrow GI- 11 $ 22.57 CY
Fill&compact-gravel base GI - 12 $ 25.48 CY
Fill&compact-screened topsoil GI- 13 $ 37.85 CY
Gabion, 12"deep, stone filled mesh GI- 14 $ 54.31 SY
Gabion, 18"deep, stone filled mesh GI- 15 $ 74.85 SY
Gabion, 36"deep, stone filled mesh GI- 16 $ 132.48 SY
Grading,fine, by hand GI- 17 $ 2.02 SY
Grading,fine,with grader GI- 18 $ 0.95 SY
Monuments, 3'long GI - 19 $ 135.13 Each
Sensitive Areas Sign GI -20 $ 2.88 Each
Sodding, 1"deep, sloped ground GI-21 $ 7.46 SY
Surveying, line&grade GI-22 $ 788.26 Day
Surveying, lot location/lines GI-23 $ 1,556.64 Acre
Traffic contral crew(2 flaggers ) GI-24 $ 85.18 HR 8 681.44
Trail,4"chipped wood GI-25 $ 7.59 SY
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"top course GI -27 $ 8.19 SY
Wall, retaining, concrete GI-28 $ 44.16 SF
Wall, rockery GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 1,524.50 3,353.60
I
Existing � Future Publlc Private Bond Reduction*
Right-of-way Road Improvement� Improvements �
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT Na
AC Grinding, 4'wide machine < 1000sy RI - 1 $ 28.00 SY
AC Grindin ,4'wide machine 1000-2000s RI-2 $ 15.00 SY
AC Grindin ,4'wide machine>2000sy RI-3 $ 7.00 SY
AC Removal/Disposal/Repair RI -4 $ 67.50 SY 299.1111 20,190.00 553.2222 37,342.50
Barricade,type I RI-5 $ 30.03 LF
Barricade,type III ( Permanent) RI-6 $ 45.05 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 116 2,088.00
Curb, extruded asphalt RI - 10 $ 5.50 LF
Curb, extruded concrete RI - 11 $ 7.00 LF 116 812.00
Sawcut,asphalt, 3"depth RI - 12 $ 1.85 LF 490 906.50 320 592.00
Sawcut,concrete, per 1"depth RI - 13 $ 1.69 LF
Sealant, asphalt RI- 14 $ 1.25 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 $ 35.00 SY
Sidewalk,4"thick,demolition and disposal RI- 18 $ 29.50 SY
Sidewalk, 5"thick RI- 19 $ 38.50 SY 64.44444 2,481.11
Sidewalk, 5"thick,demolition and disposal RI-20 $ 37.50 SY 16.66667 625.00
Sign, handicap RI-21 $ 85.28 Each 1 8528
Striping, per stall RI-22 $ 5.82 Each 11 64.02
Striping, thermoplastic, for crnsswalk ) RI -23 $ 2.38 SF 300 714.00
Striping,4"reflectorized line RI -24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 27,102.61 38,797.80
Existing � Future Public Private �sona rteduction�
Right-of-way Road Improvement� Improvements '
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD SURFACING (4"Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5"Rock=5"base& 1.5"top course)
For KCRS'93, (additional 2.5"base add: RS- 1 $ 3.60 SY
AC Overlay, 1.5"AC RS-2 $ 11.25 SY
AC Overla , 2"AC RS-3 $ 15.00 SY
AC Road, 2",4"rock, First 2500 SY RS-4 $ 21.00 SY
AC Road,2",4"rock,Qty. over 2500SY RS-5 $ 19.00 SY
AC Road, 3",4"rock, First 2500 SY RS-6 $ 23.30 SY
AC Road, 3",4"rock,Qty. over 2500 SY RS-7 $ 21.00 SY
AC Road, 5", First 2500 SY RS-8 $ 27.60 SY
AC Road, 5", Qty. Over 2500 SY RS-9 $ 25.00 SY
AC Road, 6", First 2500 SY RS- 1 $ 33.10 SY
AC Road,6", Qt .Over 2500 SY RS- 11 $ 30.00 SY
Asphalt Treated Base,4"thick RS- 1 $ 20.00 SY
Gravel Road,4"rock, First 2500 SY RS- 1 $ 15.00 SY
Gravel Road,4"rock,Qty.over 2500 SY RS- 1 $ 8.50 SY
PCC Road, 5", no base,over 2500 SY RS- 1 $ 27.00 SY
PCC Road, 6", no base,over 2500 SY RS- 1 $ 25.50 SY
Thickened Edge RS- 1 $ 8.60 LF
Page 5 of 9 SUBTOTAL
I
Existing Future Public Private � Bond Reduct�on*
Right-of-way Road Improvement Improvements
&Draina e Facllities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume pertorated PVC is same price as solid pipe. i
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 $ 1,257.64 Each 3 3,772.92
CB T pe IL D-5 $ 1,433.59 Each
CB T pe II,48"diameter D-6 $ 2,033.57 Each
for additional depth over 4' D-7 $ 436.52 FT
CB T e II, 54"diameter D-8 $ 2,192.54 Each �
for additional depth over 4' D-9 $ 486.53 FT
CB Type II, 60"diameter D- 10 $ 2,351.52 Each
for additional depth over 4' D- 11 $ 536.54 FT
CB Type II, 72"diameter D- 12 $ 3,212.64 Each
for additional depth over 4' D- 13 $ 692.21 FT
6" NDS Area Drain D- 14 $ 75.00 Each 3 225.00
C;leanout, PVC,4" D- 15 $ 130.55 Each 11 1,436.05
Cleanout, PVC, 6" D- 16 $ 174.90 Each
Cleanout, PVC, 8" D- 17 $ 224.19 Each
Culvert, PVC,4" D- 18 $ 8.64 LF 850 7,344.00
Culvert, PVC, 6" D- 19 $ 12.60 LF ,
Culvert, PVC, 8" D-20 $ 13.33 LF
Culvert, PVC, 12" D-21 $ 21.77 LF
Culvert, CMP,8" D-22 $ 17.25 LF
Culvert, CMP, 12" D-23 $ 26.45 LF
Culvert, CMP, 15" D-24 $ 32.73 LF
Culvert, CMP, 18" D-25 $ 37.74 LF
Culvert, CMP, 24" D-26 $ 53.33 LF
Culvert, CMP, 30" D-27 $ 71.45 LF
Culvert, CMP, 36" D-28 $ 112.11 LF
Culvert, CMP,48" D-29 $ 140.83 LF
Culvert, CMP, 60" D-30 $ 235.45 LF
Storm Cuivert, DI,6" D-31 $ 20.00 LF 26 520.00
Page 6 of 9 SUBTOTAL 13,297.97
Existing � Future Public Private Bond Reduction"
Right-of-way Road Improvement� Improvements �
DRAINAGE CONTINUED &Drainage Facilities C2uant.
No. Unit Price Unit Quant. Cost (luant. Cost Quant. Cost Complete Cost
Culvert, Concrete, 8" D-32 $ 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert, Concrete, 18" D-35 $ 44.51 LF
Culvert, Concrete,24" D-36 $ 61.07 LF
Culvert, Concrete, 30" D-37 $ 104.18 LF
Culvert, Concrete, 36" D-38 $ 137.63 LF
Culvert, Concrete,42" D-39 $ 158.42 LF
Culvert, Concrete,48" D-40 $ 175.94 LF
Culvert, CPP,6" D-41 $ 10.70 LF
Culvert, CPP, 8" D-42 $ 16.10 LF
Culvert, CPP, 12" D-43 $ 20.70 LF
Culvert, CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert, CPP, 24" D-46 $ 36.80 LF
Culvert, CPP, 30" D-47 $ 48.30 LF
Culvert,CPP, 36" D-48 $ 55.20 LF
Ditching D-49 $ 8.08 CY
Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF
French Drainllnfiltration (4'depth) D-51 $ 26.00 LF 686 17836
Geotextile, laid in trench, polypropylene D-52 $ 2.40 SY 457.3333 1097.6
Infiltration pond testing D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each
Pond Overflow Spillway D-55 $ 14.01 SY
Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each �
Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each
Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each
Riprap, placed D-59 $ 39.08 CY
Tank End Reducer(36"diameter D-60 $ 1,000.50 Each �
Trash Rack, 12" D-61 $ 211.97 Each I
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each '
Trash Rack, 21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL 18933.6 '
- �
Existing I Future Public Private Bond Reduction*
Right-of-way Road Improvement Improvements
.
&Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACING
N o.
2"AC,2"top course rock&4"borrow PL- 1 $ 21.00 SY
� 2"AC, 1.5" top course&2.5"base course PL-2 $ 28.00 SY
4"select borrow PL-3 $ 4.55 SY
1.5"top course rock&2.5" base course PL-4 $ 11.41 SY
UTILITY POLES &STREET LIGHTING Utility pole relocation costs must be accompanled by Franchise Utility's Cost Statement
Utility Pole(s) Relocation UP-1 Lum Sum ,
Street Light Poles w/Luminaires UP-2 Each
WRITE-IN-ITEMS
(Such as detention/water quality vaults. No.
10"gate vaive W I - 1 $ 655.00 Each 4 2620
10" DI water Pi e WI -2 $ 35.00 LF 176 6160 I
6" PVC Sewer WI-3 $ 12.60 LF 73 919.80 '
2"DI Water Pipe WI -4 $ 12.00 LF 39.5 474.00
2"Gate Valve W I -5 $ 345.00 Each 1 345.00
WI-6
WI-7
WI-8
WI -9 ;
wi-io �
SUBTOTAL 8,780.00 1,738.80
' SUBTOTAL(SUM ALL PAGES): 37,407.11 76,121.77 i
30%CONTINGENCY$MOBILIZATION: 11,222.13 22,836.53
GRANDTOTAL: 48,629.25 98,958.30
COLUMN: B C D E
Page 8 of 9
,.,., �
. •
� King County
Department of Development & Environmental Services
900 Oakesdale Avenue Southwest
Renton, Washington 98057-5212 For alternate formats, call 206-296-6600.
206-296-6600 TTY 206-296-7217 �
Project Name: MAPLEWOOD PARK CLUBHOUSE Date: 5/20/2015
�ocation: 3815 NE 4TH AVE ST, RENTON, WA Project No.: U14-005200
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equai 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
134
J
. •
Unit #of
Reference# Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill &compaction-embankment ESC-1 $ 5.62 CY j
Check dams,4"minus rock ESG2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surtacing 1 1/4"minus ESC-3 WSDOT 9-03.9 3) $ 85.45 CY
Ditchin ESC-4 $ 8.08 CY
Excavation-bulk ESC-5 $ 1.50 CY
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF
Fence,Temporary(NGPE) ESC-7 $ 1.38 LF 500 1 690
Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY
Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY 500 1 1005
Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY '
Pipin ,temporary, CPP, 6" ESC-12 $ 10.70 LF
Piping,temporary, CPP, 8" ESC-13 $ 16.10 LF
Piping, tempora , CPP, 12" ESC-14 $ 20.70 LF
Plastic covering,6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1 2) $ 39.08 CY
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each
Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF
Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF
Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Sodding, 1"deep, level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1"deep, sloped round ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR 16 1 1196
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR
WRITE-IN-ITEMS **** (see paqe 9)
Each
ESC SUBTOTAL: $ 5,819.68
30%CONTINGENCY 8 MOBILIZATION: $ 1,745.90
ESC TOTAL: $ 7,565.58
COLUMN: A
Page 2 of 9
135
. +
Orlginal bond computatlons prepared by:
Name: LEONARD DIFRANCESCO, MS, PE Date: 5/20/2015
PE Registration Number: 37862 Tel.#: 206.412.6660
Firm Name: LD ENGINEERING, LLC
�4ddress: 3060 63RD AVE SW, SEATTLE, WA 98116 Project No: U14-005200
ROAD IMPROVEMENTS 8 DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE
AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND'
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control (ESC) (A) $ 7,565.6 TEMPORARY OCCUPANCY'*"
Existing Right-of-Way Improvements (B) $ 48,629.2
Future Public Road Improvements 8� Drainage Facilities (C) $ -
Private Improvements (D) $ 98,958.3
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond'/"" (A+g) $ 56,194.8
(First$7,500 of bond`shall be cash.)
Performance Bond`Amount (A+g+C+D) = TOTAL (T) $ 155,153.1 T x 0.30 $ 46,545.9 OR �,
mimum on amoun is .
Reduced Performance Bond"Total "" (T-E) $ 155,153.1
Use larger o x o or -
(B+C)X
Maintenance/Defect Bond"Total 0.25= $ 12,157.3
NAME OF PERSON PREPARING BOND`REDUCTION: Date:
'NOTE: The word"bond"as used in thls document means any 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 a(ter reduction shall not be less than 30%of the original amount(T)or as revised by ma'or design changes.
SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional perFormance bond shall be $ 98,958.3 (C+D)-E
REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
136
10. OPERATIONS AND MAINTENANCE MANUAL
Operations and Maintenance Manual is provided in this section.
137
• I
fit`C� C<)iTTY. �t':1SHI\Gli)\. SI'R1-:�Cf E'1"ATI R f)F:tittiti \t��Nt`:'1I
APPENDI� A
MAINTENANCE REQUIREMENTS FOR FLOW
CONTROL, CONVEYANCE, AND WQ FACILITIES
7his apprndi�cun[ains Ihr m��intetr.mre reyuiremenL�fi�r thr lcdlo��ing t�p�cal s[onn��atrr cuntrol
tacilities m�il compoueats:
Nu. I-Drtenlion Punds(P-A-'-)
I�o.2-lnfiltration Facitities tp.rl-�.}
�o.3-Uetentic,n fankti anJ Vatalts(p.:�-5)
\o.4-Cuut�ol Structurc�F1c7�4 Ftestrictor t�.A-7)
\o.�-Catch B�»nr and b4anlu�les(p.:�-9)
'tit7.h-Cnn�°eyance Yipes ar�d nitch�s(p.A-1 I)
�o. 7-I)ebri�Fiarricrs Ic.s.,Tra.h Et�icks)�p- r\-I')
T�u.S-1=nrrgv Dissipalrn in.:1- t�)
�fo.9-Fencim=(p.A-I=�)
i\o. (U-Gatcw i3ollard.:acc�.s I3an icrs(p-:1-15}
�o. 1!-Gr�und,(1.anJscaping>{p.A-161
\o. f?-Accetis E2oad,(p.A-�',i
\u. l�-Busic I3iutiitr,�iiun Sxal�(er.�ss1(p-.�-tS)
\u. 1�#-�1'cl f3iutiltr.ilion S�+ale(p.A-t9)
\o. 1�-Filtrr Strip(p.A-20►
\n_ IG-�Vctpond(p.:�-'_1)
\n. 17-\Vcn�ault(p.A-'_3)
\n. 1 f<-titnrm«`atcr�Vcdand t n-:1-'_-11
\n. l�l-tiand Fiitcr Pond(p.:l-'_O II
1��.?0-tianJ f'iltcr�'au►t("p.:�-_'S�
\u.�1-StormTi(ter(Cartridee'Type)tp.A-3U1 I
;�i,.22-Bafl1r OiL.�1Y�ter ti�paratur(p-�'�-�'_)
1c�.27-Coalrscii�g Platr Oi1;1��aTer���,a;��t��r(�� :�-�31
\u.��-Catrh [i.i.i:i (ns�rt(�,-.l-+>i
200)Surt:,cc\��tcr Iksign M:utwl Apjxixlit.1 i ','_Uiri
;,-I
138