Press Alt + R to read the document text or Alt + P to download or print.
HomeMy WebLinkAboutMISCWeston Heights North
Technical Information Report
702 Nile Ave NE , Renton , WA
SDA Project #349-007-15
Prepared for:
Prospect Development , LLC
29 13 51h Avenue NE , Ste . 201
Puyallup , WA 98372
February 24 , 2016
CIVIL ENGINEER ING I PROJ EC T MANAGEMENT I P LANN ING
1724 W Manne View Dnve. Su ite 140. Everett. WA 98201 425 48 6 65331 wm• sdaeng 1neers.com
Weston Heights North
Technical Information Report
Prepared For:
Prospect Development, LLC
2913 5th Avenue NE. Ste. 201
Puyallup, WA 98372
Prepared By:
SDA Engineers
1724 West Marine View Drive, Ste 140
Everett, WA 98201
(425) 486-6533
• .. .
.. 4
.. -4 .........
Weston Heights North
Technical Information Report
02-24-16
TABLE OF CONTENTS
SECTION 1 PROJECT OVERVIEW
• Project Overview
• Figure 1 -TIR Worksheet
• Figure 2 -Vicinity Map
SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY
SECTION 3 OFF-SITE ANALYSIS
• Task 1 -Study Area Definition & Maps
• Task 2 -Resource Review
• Task 3 -Field Inspection
• Task 4 -Drainage System Description and Problem Descriptions
• Task 5 -Mitigation of Existing or Potential Problems
• Appendix 3A -Downstream Analysis Map and Photos
• Appendix 3B -Resource Review Documents
SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
• Part A -Existing Site Hydrology
• Part B -Developed Site Hydrology
• Part C -Performance Standards
• Part D -Flow Control System
• Part E -Water Quality System
• Part F -Wetland Hydrology
• Appendix 4A -Flow Control Design Calculations
• Appendix 4B -Treatment Design Calculations
• Appendix 4C -Wetland Hydroperiod Calculations
SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
SECTION 6 SPECIAL REPORTS AND STUDIES
• Appendix 6A -Geotechnical Report
• Appendix 68 -Olympus Villa LUA 10-090
• Appendix 6C -Olympus Villa As-Built Plans
SECTION 7 OTHER PERMITS
SECTION 8 CSWPPP ANALYSIS AND DESIGN
SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
SECTION 10 OPERATIONS AND MAINTENANCE MANUAL
Weston Heights North
Technical Information Report
Weston Heights North
Technical Information Report
SECTION 1
PROJECT OVERVIEW
Project Overview
The Weston North project proposes the construction of 6 single family Jots (1 existing single family
residence to remain with 5 new Jots) on two existing parcels totaling approximately 2.47 acres. Frontage
improvements along both Nile Ave NE and NE 7" Pl, as well utility connections to the site are also
proposed. The project occupies King County Tax Parcel Numbers 11230590002 and 947794TR-L, and is
situated in the southwest quarter of Section 11, Township 28 North, Range 5 East, W.M. More
specifically, the project is located on the east side of Nile Ave NE and south side of NE 7th Pl,
approximately 0.4 miles north of the intersection of Nile Ave and NE 4th Street. A vicinity map has been
provided as Figure 2 of this document.
A wetland is located in the southcentral region of the project. This wetland and its surrounding buffer will
remain undisturbed. As a result of these two separate projects, Weston North and Weston Heights,
predeveloped runoff will be directed away from the wetland in order to mitigate developed conditions. An
end goal of this project is to ensure the existing wetland hydroperiod is satisfied in the developed
condition.
The majority of land cover in the Weston North project limits has been developed. The western region
currently houses a single family residence, a detached Quonset hut, shed and garage. The surrounding
area features typical residential landscaping. The eastern region has been previously cleared of the
historic forested vegetation and is currently all grassed area with no tree canopy. The wetland and area
to the east of the wetland, outwards to the projects eastern border, remain forested. The topography of
the combined subject parcel slopes moderately from east to west, with the southcentral section sloping
inwards towards the wetland. The USDA Soil Survey for King county indicates that the site consists of
Alderwood gravelly sandy loam, which is generally characterized as glacial till, with moderate runoff rates
and low capacity for infiltration.
Surface runoff will be detained through three separate facilities in order to avoid concentration of flows.
Surface runoff will be directed to combined detention ponds, and/or a detention vault. Flow control
structures are included to match the historic release rates. A flow spreader will service the Weston
Heights detention pond on the east, spreading flows overland and ultimately into the wetland. New storm
sewer infrastructure will convey storm water from the Weston Heights western detention vault to an
existing roadside ditch along the eastern edge of Nile Ave NE. The Olympus Villa Pond 'A' flow control
structure will be reconfigured to satisfy the historic release rates. This meets the requirements for Full
Drainage Review, as described further in Section 4 of this report.
Weston Heights North
Technical Information Report
Weston Heights North
Technical Information Report
FIGURE 1
TIR WORKSHEET
KING COUNTY, WASHINGTON. SURFACE WATER DES!G', MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER
Project Owner &hifK DmtM ?<trN[
Phone ljl'.1) 86'/-lkCc
Address I 0 / dK·e 8u.u nlf 7) i'1v1-11 Ai/
1-JqLci.'l.tlc ,[1/tl 'l(~ct,S
Project Enginee; {c "'1 l/1rs <(
Company St.),~ f1:vl-11Vl[f?~
Phone f/7 1i! 'Ii:/.. f,',,:53
Part 3 TYPE OF PERMIT APPLICATION
Building Services
M/F / Commerical I SFR
D Cleariog and Grading
D Right-of-Way Use
D Other
~--
I UPD
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report
Type of Drainage Review (£lill'·/ Targeted
(circle): Large Site
Date (include revision
dates):
Date of Final:
Part 6 ADJUSTMENT APPROVALS
I
Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Name h/t '"'" AJ..,,·I(
DOES Permit# -----~----
2/::.. ;1./ Location Township
Range
Section I !
Site Address ·1 o /. ~ IL c Av, ,\Jf
r?uv n ,,1 l~A ?h~:.+
I Part 4 OTHER REVIEWS AND PERMITS
D DFWHPA
0 COE404
D DOE Dam Safety
D FEMA Floodplain
D COE Wetlands
0 other ---
D Shoreline
Management
(lQ Stru_c~al
Rockery~a~--
0 ESA s~~tion 7
Site Improvement Plan (Engr. Plans)
Type (circle one): (Fu\L'·/ Modified I
Small Site
Date (include revision
dates):
Date of Final:
---------------------------------------1
Type (circle one): Standard / Complex / Preapplication I Experimental/ Blanket
Description: (include conditions in Tl R Section 2)
rvl A
'
Date of Aooroval:
:20l)9 Surface Water Di.:sign Manual l/912009
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes I~, Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: c:: ff7 ,,E /;'(,v("v
Special District Overlays:------------------------
Drainage Basin: u 1>df' t;'"tf
Stormwater Requirements: -----------------------
-----------------
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
0 River/Stream ----------
0 Lake
la Wetlands i'.w -•/[t -; ,t·,, 1>15;t,,,,,t-,)
0 Closed Depression _' ______ _
D Floodplain ----------0 Other ___________ _
-----~ ------~------
Part 10 SOILS
D Steep Slope ---------
0 Erosion Hazard --------
CJ Landslide Hazard --------
0 Coal Mine Hazard --------
CJ Seismic Hazard --------
CJ Habitat Protection _______ _
CJ _________ _
-----------.. -------
Soil Type
AL/){ {ll'l)l'(•P
Slopes
< /o",,
Erosion Potential
lc::\.,j/ t\.lul)t_Mif·
CJ High Groundwater Table (within 5 feet)
0 Other
0 Additional Sheets Attached
2009 Surfac~ \Vater Design Manual
2
D Sole Source Aquifer
CJ Seeps/Springs
I !9/2009
KltsiG COU:--ITY. WASHINGTON. SURFACE WATER DESIGN \1A"UAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
[ Part 11 DRAINAGE DESIGN LIMITATIONS
-
----------------------------j
REFERENCE
~ Core 2 -Offsite Analysis
D Sensitive/Critical Areas
D SEPA
D Other
LIMITATION I SITE CONSTRAINT
D ___________ _
D Additional Sheets Attached
-~------·---~--
Part 12 TIR SUMMARY SHEET (provide one TIR Summary_~eet per_Threshold Discharge Areal
Threshold Discharge Area:
!name or descriotionl
Core Requirements (all 8 apply)
Discharae at Natural Location Number of Natural Discharae Locations:
Offsite Analysis Level: 0.y213 dated:
Flow Control Level: 1 IC}.A 3 ~r,Jxemption Number
/incl. facilitv summarv sheet\ Small Site BMPs a I
Conveyance System Spill containment locatea at: 11,1til , 1 r'-"r>
'
Erosion and Sediment Control ESC Site Supervisor: ··1, 1::'..( lh> il "I\',{ (:, "t j--;l( I_ ( i..:, ,'-0S\¥Ut..Ui1',;
Contact Phone:
After Hours Phone:
--,
Responsibility: Cf'rl'lllle~ •/ Public Maintenance and Operation
If Private, Maintenance Loa Reauired: Yes I No
Financial Guarantees and Provided: Yes/~
Liabilitv
Water Quality Type: 1 ~~ / Sens. Lake I Enhanced Basicm I Bog
(include facility summary sheet) or Exemp o.
Landscaoe Manaaement Plan: Yes / No
Snecial Renuirements (as annlicablel
Area Specific Drainage Type: CDA / SDO / MOP / BP/ LMP I Shared Fae. I None
Renuirements Name:
Floodplain/Floodway Delineation Type: Major / Minor I Exemption ~,
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe:
DL-f"c/vih'-,0 vi~1..1t ,-; J~>c,;IJ("') ~.
Source Control Describe landuse: ~--l7?.
(comm/industrial landuse) Describe any structural controls: !V/fr
2009 Surface Water Design Manual 1/9/2009
3
Kl!\G lULINIY, WJ\SHINUI'UN, SIJIHJ\CE WATFR ])~SIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes (~
Treatment BMP:
Maintenance Agreement: Yes I No
with whom?
~O,,,th'-'e"-r_,,D,,,r=ai,,,,n,::ag"'e"--"'S,,,tr=u=ct,::uc:cre,:,:s:__ __________________ ,, _________ ,
Describe:
_ _J
. Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS ,
----WINl~~M E;C REQUIREMEN~; ---Ml~l~UM ESC REQUIREMENTS -I
DURING CONSTRUCTION AFTER CONSTRUCTION
l2J Clearing Limits
0:J Cover Measures
~ Perimeter Protection
IJi;I' Traffic Area Stabilization
!:st Sediment Retention
RJ Surface Water Collection
D Dewatering Control
D Dust Control
D Flow Control
W Stabilize Exposed Surfaces
)il Remove and Restore Temporary ESC Facilities
l;a Clean and Remove All Silt and Debris, Ensure
Operation of Permanent Facilities
~ Flag Limits of SAO and open space
preservation areas
0 Other
. Part ~:319_~. MW_AT]R ~ACILITY_:DESC._RI.P.TIONS (Note Include Facility)~umlm~ry~nd Sketch)_:~_: -. =~
_£!_ow Control T pe/Descripti~n Water Quality Type/Description ____ 1 ~ Detention Vf\ttLr/ 0.\',)) D Biofiltration
D Infiltration
0 Regional Facility
D Shared Facility
0 Flow Control
BMPs
13 Wetpool
D Media Filtration
0 Oil Control
D Spill Control
D Flow Control BMPs
D Other
___ _ _ _________ o_o_t_h_e_r _____ __,__~~~-. ---_-_-_-:_J
2fl09 Snrfoce \Vuter De~i:gn M:.rnua! l:'lJ/20119
4
Kl'\IG COUNTY, WASHINGTON, SURFACE WATER LJESl<..iN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS
D Drainage Easement Q Cast in Place Vault
CJ Covenant CJ Retaining Wall
D Native Growth Protection Covenant CJ Rockery > 4' High
Ila Tract D Structural on Steep Slope
D Other CJ Other
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
knowledge the infoffllation provided here is accurate . ..---ef~~ ---Z-'f· Ulfo , s< ,_
Sianed/Date
2009 Surface Water Design Manual !/9/2009
5
Weston Heights North
Technical Information Report
FIGURE 2
VICINITY MAP
X
"' ro
0
E
C
> z
" /
" ~
0
,
0
/
'E
0 z
C
0
'" ID
C ,:
0 -" ~ <D
u-
c I
0 " -o
.. 0
A/ m-;:c
Q C
V 0
> E
0 O
V, 0
~ " " > O ID
~ u
" u c_ V .,. a.
"' "
116TH ST
w
'-_['~ --(/)
w f-~---"-~--:';: ~-./
Ir~
N
CB
0 1000'
1"=1000'
Scale Feet
,;.-j 2
0 ,-1-----'"T""---------------.-----------------~----~
'° ;\' ~K,,J,;M ___ _
---r0 Design
0 / EWJ -.• , ----. CMEng,neemg N ;) ;,D~,.~w-TI____ ~ Project Marmgement
. ~ 2016-02-23 PO-ming ~ .
2
Date 1n~W.Mori'lelfiewDri~e.Suitel...O;Ev&rett,Wcsh1ngtcn98201 VICINITY
a_ 349-007-15 Office ~25.'41!6.6533 F= ~25A8M593 www.sdoer,gi-,e,m.<:orr FIG1.0 ~ _.,:: Project No. MAP Figure No.
~~~-----~-----------------L-----------------L=----~
WESTON HEIGHTS NORTH 1"=1000'
1--------------------lScale
SECTION 2
CONDITIONS AND REQUIREMENTS SUMMARY
Weston Heights North
Technical Information Report
Conditions and Requirements Summary
The project proposes more than 2,000 square feet of new impervious surface area, and is subject to the
provisions for Full Drainage Review as outlined in the 2009 King County stormwater Design Manual
(KCSWDM). Full Drainage Review requires the accommodation of 8 core requirements in addition to 5
special requirements -all of which are listed and discussed below.
• Core Requirement #1 -Discharge at Natural Location
The pre-developed drainage discharge locations will be maintained for post-developed
conditions. Drainage improvements consist of implementing additional storm sewer infrastructure
to utilize three separate facilities -the Weston Heights facility serving the eastern developments,
the Weston Heights facility serving the western developments, and the Olympus Villa Pond 'A'
serving the NE 71' Pl frontage and impervious areas of Lots 2 and 3. The eastern detention
facility will discharge via level spreader into the existing wetland, maintaining the pre-developed
surface water discharge location. The western detention facility will discharge via a new
conveyance system into the existing roadside ditch along Nile Ave NE, maintaining the pre-
developed surface water discharge location. The northern detention facility will discharge via
improved conveyance system into the existing roadside ditch along Nile Ave NE, maintaining the
pre-developed surface water discharge location.
• Core Requirement #2 -Offsite Analysis
A thorough off-site analysis is presented in Section 3 of this report.
• Core Requirement #3 -Flow Control
Flow control of surface runoff for this site is provided via three detention facilities -the Weston
Heights facility serving the eastern developed area, the Weston Heights facility serving the
western developed area, and the Olympus Villa Pond 'A' serving the northern developed areas.
Design calculations for these facility are contained in Section 4 of this report.
• Core Requirement #4 -Conveyance System
Stormwater conveyance has been analyzed in Section 5 of this report.
• Core Requirement #5 -Erosion & Sediment Control
An erosion and sediment control analysis has been provided in Section 8 of this report.
• Core Requirement #6 -Maintenance & Operations
Maintenance and operations of the proposed storm drainage facilities is addressed in Section 10
of this report.
• Core Requirement #7 -Financial Guarantees & Liabilities
Financial guarantees and liabilities are addressed in Section 9 of this report.
• Core Requirement #8 -Water Quality
The two Weston Heights detention facilities. and Olympus Villa Pond 'A' each house permanent
wetpools to allow for settling of solids that are suspended in the stormwater runoff. A discussion
Weston Heights North
Technical Information Report
of the design methodology and calculations for this feature are provided in Section 4 of this
document.
SUMMARY OF SPECIAL REQUIREMENTS
• Special Requirement #1 -Other Adopted Area-Specific Requirements
There are no adopted basin plans or area-specific requirements affecting Parcel's 1123059002
and 947794TR-L. Therefore, the project is exempt from this requirement.
• Special Requirement #2 -Flood Hazard Area Delineation
The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No.
53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from
this requirement. A portion of the FEMA map referenced above is included in Appendix 3-B of
this report.
• Special Requirement #3 -Flood Protection Facilities
The project neither relies on an existing flood protection facility, nor proposes a new flood
protection facility, and therefore, is exempt from this requirement.
• Special Requirement #4 -Source Control
This project does not require a commercial building or commercial site development permit, and
therefore, is exempt from this requirement.
• Special Requirement #5 -Oil Control
This project does not have high-use site characteristics as defined in KCSWDM Section 1.3.5,
and therefore, is exempt from this requirement.
Weston Heights North
Technical Information Report
Weston Heights North
Technical Information Report
SECTION 3
OFFSITE ANALYSIS
Task 1 -Study Area Definitions and Maps
The project's study area includes the subject parcels, and a flow path extending approximately 1-mile
downstream of the site. An off-site analysis map has been included in Appendix 3A.
Task 2-Resource Review
The following documents were reviewed, as prescribed by the 2009 King County Surface Water Design
Manual:
• Adopted Basin Plans
There are no adopted basin plans which affect the subject property.
Floodplain/Floodway Maps
The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No.
53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from
this requirement. A portion of the FEMA map referenced above is included in Appendix 3-8 of
this report.
• Sensitive Areas Folio Maps
The King County Sensitive Areas Folio Maps are outdated, and were not consulted for this
project. However, a search for other sensitive area documents was performed, and the site was
not to contain or be near a coal mine hazard area, erosion hazard area, steep slope, or landslide
hazard area. A wetland area occupies the southcentral portion of the site, but will remain
undisturbed by the project.
• Drainage Complaints
No documented downstream drainage complaints were located. The preliminary technical
information report (prepared by others) also found no relevant drainage complaints.
• Road Drainage Problems
No road drainage problems were located that would be impacted by the project.
• USDA Soil Survey for King County
The USDA Soil Survey for King County indicates that the site is underlain by Alderwood soils,
which are generally characterized as a consolidated till, with moderate runoff rates and little
capacity for infiltration. A portion of the USDA Soil Survey map is included in Appendix 38.
• Wetlands Inventory Mapping
A wetland exists near the middle of the project site.
• Migrating River Studies
No migrating river studies were located which affect the subject property.
Weston Heights North
Technical Information Report
• DOE 303(d) List of Polluted Waters
The DOE's Water Quality Assessment Map tool does not identify any 303(d)-listed waterways in
the downstream flowpath within several miles of the site. The project is ultimately tributary to the
Cedar River, which is a 303(d) listed waterway at its discharge point to Lake Washington, but this
is a substantial distance from the site, and the flow contribution from the project site is expected
to be insignificant compared to the full capacity of the river at that point.
• King County Designated Water Quality Problems
King County I-Map does not identify the project site as containing or being tributary to any
designated water quality problems.
Task 3 -Field Inspection
A Level 1 Downstream Analysis was prepared in the preliminary design phase by Core Design, and the
photos from that analysis have been provided in Appendix 3A. The project site and downstream flowpath
were visited on the afternoon of June 10, 2015 to verify the findings of that downstream analysis.
Conditions at the time of the visit were warm and sunny, with no significant precipitation having occurred
within the previous few days. No surface runoff was observed at the project site during the site visit.
The downstream flowpath for the west side of the project simply follows a road-side ditch which extends
southerly along the east side of Nile Ave NE. The ditch is primarily grassed, but has been stabilized with
quarry spalls in some locations, and contains a number of culvert crossings beneath various intersections
and driveways. The east half of the proJect falls to the central wetland area, then flows west where it is
intercepted by the public storm drainage system in Orcas Ave W. This storm system flows to NE 5th
Street, jogs westerly, and then discharges to the road-side ditch in Nile Ave NE.
Task 4 -Drainage System Description and Problem Description
The west half of the project generally falls toward the west, discharging to the road-side ditch along the
east side of Nile Ave NE. The east half of the project generally falls toward the west, and is collected in
the wetland area in the center of the project. Water from this wetland enters an overflow device just north
of Orcas Ave W, then is conveyed to the Nile Ave NE roadside ditch. There were no significant erosion or
sediment issues identified in the downstream system for the %-mile analysis distance.
Task 5 -Mitigation of Existing or Potential Problems
No significant hydraulic problems were observed at the project site or downstream. With routine
maintenance to keep debris clear of the ditch/culverts, the downstream system is expected to continue
functioning.
Weston Heights North
Technical Information Report
Weston Heights North
Technical Information Report
APPENDIX 3A
DOWNSTREAM ANALYSIS
MAP AND PHOTOS
Level 1 Downstream Analysis
Field Investigation
A fi el d investigation was comp leted on May 21.2014. The temperat ur e wa s approx imately 60 degree s
and s unn y.
T he exist in g s it e has two re s idences w ith gravel d ri veways and a detached garage. T he western quarter o r
the s ite is covered in lawn (s urroundin g th e res id ences and garage) and th e remaining s it e is fore sted vvi th
a wetland in the ce nt er orthe s ite. The we tl and drain s sou th and overllows into a 12-inch storm drain in
t he Edenwood Pla t w hi c h continues sou th to NC 6th St reet. From NE 6 th Street. the 12-inch sto rm drain
fl ows west where it ha s a con tl uence wi t h the drainage syste m o n the east si de or Ni le J\ ve n ue NE.
O ve rl a nd flow from the west portion of the s it e drains we st to N ile Avenue NC and drain s so uth in series
o f g ra ss or rock lined ditches and cu lverts on the eas t s ide of the st reet. The oren chan ne ls range from a
depth of I foot ,ind a width of 4 feet with rock lin ing on t he north e ncl of t he s it e (Pict ur e I ) to a vege ta ted
chann e l wit h a depth of2 feel ,ind widt h of J feet jus t be lo w the project 's so uth property line. The ditch
and cul ve rt sec tion cont inu es s out h on the cas t s id e of Ni le Avenue J\E until approxi mate ly 300 feet north
of NC 4th Pl. whe re it drain s in to an 18 -inch s torm drain and flow s so uth. Thi s is the qua rt er mile point
downstream of the s i le.
The City of Ren ton provide s current s torm water information o nlin e. us ing a GIS ba s ed syste m ca lled
COR Map s . COR Maps provides in fornrntion o n the type of pipes. manholes and catch bas in s in the city.
Fo ll owi ng the pipe tlmv direction fr om COR Maps . the 18-i nc h d iamete r concret e pip e crosses over to the
,ve st s ide of ile Avenue just before it intersec ts wi t h NE 4 th s treet. The pipe then heads ,vest down NE
4th st reet and cross es to the s o uth si de jus t befo re Je ri cho J\ venue. The storm wate r pipe parallel s Jer ich o
J\ ven ue runn ing through private prop erty un t i l J\E 2"d street. Pict ur e IO s ho ws the manhole as the pipe
cross e s from the cas t s ide of Jericho Avenue and heads s outh down the cente r lin e of the road . Flmv
cont inu es so uth un ti l NF l 't street. w he re the 36-inch pipe head s west and di scharge s into Maplewood
Creek .
Core Design , Inc . WESTON HEIGHTS Page 6
1 -Looking south in drainage ditch along the
east side of Nik A venue next to the site
3 -Looking so uth on the cast side of Nile
A venue .i ust downstream of s ite
2 -Looking south along the cast side of Nile
Avenue into first culvert
4 -Looking south along the east side of Nile
Avenue just b e fore NE 61h Street
Core Design, Inc. WESTON HEIGHTS Page 7
5 -Looking at a concrete pipe junction with
water flowing left to right (south) down Nile
Avenue
7 -Looking south on the cast side of Nile
Avenue hefore NE 4,1o Street
6 -Looking south on the east side of Nile
Avenue at the last drainage ditch before pipe
llow
8 -Looking South at the intersection of ..J'h
and Nile Avenue where pipe llow crosses Nile
Avenue from left to right (east to west)
Core Design , Inc. WESTON HEIGHTS Page 8
9 -F:xisting man hole looking west on NE 4 1"
street
11 -Storm water outlet into Maplewood stream
next to .Jericho Street
10 -Existing Man hole looking South down
.Jericho Avenue
12 -Looking at the downstream flow from
Maplewood just after outlet Looking south on
Core Design , Inc. WESTON HEIGHTS Page 9
APPENDIX 38
RESOURCE REVIEW DOCUMENTS
Weston Heights North
Technical Information Report
121S r
r
f-10 z
18
(!) z
'2
126'H
~
0
s
~
~
~
srnt:E:
S 111[ET
a:
0 u
CITY
128,-H
OF RENTON
530088
s-:-11r:L T SOL.THE,\S r
SOU "H.'.AS TY::,
S0'.J 'r'i:.P.ST 121r;;
-ZONE X
• 1 ... r
t..PPROXll'v1/\TE SCA E IN FEET
500 0 500
E----3 E~ E----3:::::
[Project Location
NATIONAL FLOOD INSURANCE PROGRAM
FIRM l
FLOOD INSURANCE RATE MAP
KING COUNTY,
WASHINGTON AND
INCORPORATED AREAS
PANEL 982 Of 1725
ISE.E \M,P ,NDO roR >-'A'.;flS N()I f-'11.r·JTfl
N.\!_\'~C~_ '·~'J[L_ SI.£; X
ooe,
'•'•'-~' ,.os;
MAP NUMBER
53033C0982 F
MAP REVISED:
MAY 16, 1995
Federal Emergency M.anagemitnt Agency)
/
Th,s 1s an affic1al copy of a portion of the above referenced flood map It
was extracted using F-MIT On-Line. Thi,:; map does not reftect changes
or amcndmcnts which may haVE' been m,a,de subsequent to '.he date on the
title block For the latest product ,nformation about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at WWW msc icma gov
564330
~ ll "T'~'4S"M ;
"'
I
;
g
~
"'
8
~
~ ~-
0:
0
" 4 7¢:>q1r'N ~
Cf) 564330
;,
':;
'° ; A
Soil Map-King County Area . Washington
(West o n North)
564400 564470 564540 564610 S6 4600
564400 564470 564540 5646!0 564680
Map SGJle: 1:3,CXXJ ~ pnnted 00 A landscape (11' X 8.5") sheet.
----====-------=======Meters 0 40 00 160 240 --~-,--------~-----------=====Feet 0 100 200 400 ro:l
Map projecboo: Web Mei~.ator Comer andinates: WGS&1 Edge tics: l fTM lo<'<' I ON WC,58,1
USDA Natural Resources Web So il S urvey
National C ooperative Soil Survey ~siiiii Conservation Service
564/SJ 564820 =
"64750 564820 5648 90
564960
564 %0
),:
-~
"'
;
Cf)
i
0
§
0:
8 ~
~
~
21412016
Page 1 of 3
'17° 29'45 'N
41" 29 31" N
Soil Map-King County Area, Washington
(Weston North)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
-•
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
121
181
)(
X
0
A.
.41,
* @
Cl
.,,,.,
+
§
¢
j:i
fi!
USDA Natural Resources
~--Conservation Service
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sod1c Spot
a
0
00
'"
..
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
+-+-+ Rails ..... Interstate Highways .... US Routes
Major Roads
Local Roads
Background • Aerial Photography
Web Soil Survey
National Cooperatlve Soil Survey
The soil surveys that comprise your AOI were mapped at 1 :24,000
Warning: Soil Map may not be valid at this scale
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
I placement. The maps do not show the small areas of contrasting I
1 soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System· Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area. such as the
Albers equal-area come projection. should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below
Soil Survey Area:
Survey Area Data:
King County Area. Washington
Version 11, Sep 14, 2015
Soil map units are labeled (as space allows) for map scales 1 :50,000
or larger.
Date(s) aerial images were photographed: Jul 8. 2014-Jul 15,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
2/4/2016
Page 2 of 3
Soil Map----King County Area, Washington
Map Unit Legend
Map Unit Symbol I
AgC
Totals for Area of Interest
USDA Natural Resources
""1iiiiiii Conservation Service
King County Area, Washington {WA633)
Map Unit Name
Alderwood gravelly sandy loam.
8 to 15 percent slopes
T Acres in ADI
Web Soil Survey
National Cooperative Soil Survey
I Percent of ADI
3.6
3.6
Weston North
100.0%
100.0%
2/4/2016
Page 3 of3
SECTION 4
FLOW CONTROL AND WATER QUALITY FACILITY
ANALYSIS AND DESIGN
Weston Heights North
Technical Information Report
Part A -Existing Site Hydrology
The project site runoff is contributory to the Weston Heights basins and the Olympus Villa Pond 'A' basin.
This project utilizes the detention facilities constructed for those developments. The western portion of
the project is intercepted by Nile Ave NE. The eastern portion discharges to the central wetland area.
The central wetland area will be left undisturbed.
The majority of land cover in the Weston North project limits has been developed. The western region
currently houses a single family residence, a detached Quonset hut, shed and garage. The surrounding
area features typical residential landscaping. The eastern region has been previously cleared of the
historic forested vegetation and is currently all grassed area with no tree canopy. The wetland and area
to the east of the wetland, outwards to the projects eastern border, remain forested. The topography of
the combined subject parcel slopes moderately from east to west, with the south central section sloping
inwards towards the wetland. For purposes of the stormwater model, both basins are considered to be
forested in the historic condition, as prescribed by the 2009 King County Surface Water Design Manual
(KCSWDM).
Part B -Developed Site Hydrology
The project proposes 6 single family lots (1 lot to remain with 5 new lots proposed) with the associated
roadways and utilities. The 1 lot to remain will be undisturbed, but an interceptor ditch/swale will be
installed to collect surface runoff to distribute into the central wetland, thereby satisfying the hydroperiod.
The remaining 5 proposed lots (excluding the impervious areas for Lot 2 and Lot 3) will be collected and
mitigated by the east pond. The landscape/yard area in Lot 2 will be a bypass basin and will be mitigated
for by the west vault. The frontage improvements along Nile Ave NE will also be mitigated by the west
vault. The frontage improvements along NE 7th Pl will be mitigated by the Olympus Villa Pond 'A', to the
north. All three mitigation facilities downstream flow paths reconnect within Y. mile of surface discharge.
Part C -Performance Standards
The project is subject to the "Conservation Flow Control" criteria outlined in Chapter 1 (Core Requirement
#3) of the 2009 King County Surface Water Design Manual (KCSWDM). This requires that the developed
discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of
the 2-year peak flow up to the full 50-year peak flow.
The project is subject to the "Basic Treatment" criteria outlined in Chapter 1 (Core Requirement #8). The
goal of this requirement is 80% removal of total suspended solids for a typical rainfall year.
Part D -Flow Control System
The Weston Heights flow control facilities and the Olympus Villa Pond 'A' are utilized for this projects
separate basins (separate basins in one similar threshold discharge area). Flow control will be achieved
via an underground detention vault in the west basin, an open detention pond in the east basin, and an
open detention pond in the Olympus Villa development -Pond 'A', to the north. An equivalent area trade
has been utilized for a section of proposed target surface in Weston Heights that may not be feasibly
routed to the west underground detention vault. The equivalent area is the eastern side of crowned Nile
Ave NE roadway contributing offsite flow. This runoff will be collected in an underground conveyance
system and routed to the west underground detention vault. In addition to the equivalent area, the west
underground detention vault provides flow control for Weston Heights Lots 1-9. Weston North Lot 2
landscaping/yard area is not feasibly routed to the east pond, and there is not capacity in Olympus Villa
Pond 'A'. Therefore, this area is considered bypass and is mitigated by oversizing the west underground
detention vault. The Olympus Villa LUA and as-built plans have been included in this report as
Weston Heights North
Technical Information Report
Appendices 68, and 6C, respectively. The Olympus Villa Pond 'A' was constructed larger than designed,
thereby allowing this project's utilization. The required detention volume of the original design was
36,042-CF. The constructed detention volume, as reported in the as-built plans, is 38,648-CF. This
project directs the frontage improvement area (sidewalk/roadway/planter area) along NE 7'" Pl, as well as
the impervious areas of Lot 2 and Lot 3, to Olympus Villa Pond 'A'. The ultimate discharge of Pond 'A' is
the same point as the discharge for the west underground detention vault. Lots 4, 5, and 6, as well as
Weston Heights Lots 10, 11, and 12 will be collected via underground conveyance and directed to the
east pond. Lot 3 landscape/yard area will also be collected and directed to the east pond. All facilities
have been designed using King County Runoff Time Series (KCRTS) stormwater runoff modeling
software. Refer to Appendix 4A for "Flow Control Design Calculations".
Part E -Water Quality System
Basic treatment for all basins on this project will be provided via wetpool storage. The Weston Heights
project proposed a combined detention/treatment vault in the west basin. This vault will contain a
permanent wetpool in the bottom of the vault, and room for detention storage in the upper portion of the
vault. The Weston Heights project also proposed a combined detention/treatment pond in the east basin.
This facility will contain a permanent wetpool in the bottom of the pond, and room for detention storage in
the top portion of the pond. Olympus Villa Pond 'A' was constructed larger than designed. The required
water quality volume of the original design was 9,881-CF. The constructed water quality volume, as
reported in the as-built plans, is 15,479-CF. Refer to Appendix 48 for "Water Quality Design
Calculations".
Part F -Wetland Hydrology
A wetland is located in the southcentral region of the project. This wetland and its surrounding 56.26-ft
buffer will remain undisturbed. This wetland area divides the Weston Heights development, immediately
south of Weston North, into two separate drainage basins. The separate drainage basins, named West
Basin and East Basin, are contained within one single threshold discharge area. The predeveloped
conditions would have runoff from the eastern most extents of the Weston North project, in addition to the
buffer area to the north and west, contributing flow to this wetland. The Weston Heights areas that
contribute flow to the wetland include the entire East basin and a portion of the West basin. As a result of
these two separate projects, Weston North and Weston Heights, predeveloped runoff will be directed
away from the wetland in order to satisfy flow control requirements. In order to satisfy the existing
wetland hydroperiod the runoff from the undisturbed Weston North Lot 1, will be redirected into the
wetland via an interceptor dike. Refer to Appendix 4C for "Wetland Hydroperiod Calculations".
Weston Heights North
Technical Information Report
APPEND1X4A
FLOW CONTROL DESIGN CALCULATIONS
Weston Heights North
Technical Information Report
C
0
Cl) ...
Q)
-c,
C
0 ·~
>,
CD
-c,
Q)
>
0
(/)
...,
Cl)
~I
a_
(!)
r<)
,.;-;
(!)
~
0
N
·1:,:'
·;,;y;·~:
EQUIVALENT AR
(0.08 AC NOT
COLLECTED)'' "
;•;:;>• .J~Lt
N
EXISTING UNDISTURBED PAVEMENT (TO WEST VAULT)
h '-~~:;"''" .
,'C,v,1,'.
NORTH BASIN (TO OL YMPU:S' VILLA POND 'A') .
WN LOT 2&3 IMPERVIOUS iTO
'
OLYMPUS VILLA ' POND 'A'
i
, .. · ----!--·---~L----·----.-·----·-·--···-~-·--t·--....... -\ y l NE 7TH'--;P~L'.,,_-.··_-::-~-~+i7.~Jr.-.-··· ' ;t;. io · .-e "1.i, ·""~==·...-::. -.,._ .... ·::w '"~1 ' .. ~ ., . ' .... ~. ' :~:;;:. . " " . ';rt ,,,·-•• l° I -'
~_::»,,-·"'--
-~"-·"" -'-'~-'..
I ;\ lr·:r .
! f I ' UN_Ql~!.URaJ;Q :~,.__::__-,<:.:J'j•·
!jlj r. ,:_·;;-~_;:;:·:""=AREA -= ·r ·,, .. i,.c-:)·-<· ·· ....
Ll ~·----..-:C~-~=~----"--_::.:..-:=:t,~L-~ ·,.f.,_"1·,, ~lk'.----·/' :. ,/ . -~; ----. ', : . ' ' var·
<ti1 ··1 ":P '
·e11. \
\ ! ' <
.~.--. $-,;, ('f,<',:
·:a~
-1;•.;;_, BYPASS ;, .. Yf.l ~ IC:><
$C r' -. &
~C,!'
&l<.;.,/ -<">,'N ~'
' ~-·/,_---,-..; .
"\ .... w.·,
L :
f
~1i -:_-;-"'<,=:-··,--' .. ;:;-(~--~: ,~:::;;:.:;;;:;~~;-~ii:~:~;)_; ----~ e.:-------',.)';.'/:'.):;• ;,
illf _-"~ _,_ ,__ ___ .,...;;:::_,--~ "'' ff',, --~ ~" ~~ ,;;~:.r ~ ~"" ' ----' ' .. . .. ! ~-~---·------
• ~«e;•---:"-~--:-/. <, .; ;> '<"' ,ft_:·------,-~.,4· ., ---' YI
\' -· -,.,;l,,i~: ; '' , y v ,,_ ,.: \ v'· .. OS• ~•:_;:·;z.v,;,,,u ~'" ,
._,.!i· ·i .. . -.,,, '}r lf Oh. U-X_ 'vt· '"·Y 1·--z, -· ~--._ --;: . c!l,';"-l'<;(OC::14._ --·· ----
•
:,::· ;/...;!"rpc_ APO '"''":: . "' ··-···------------------------~i ~--=-I
---' ~-·' .
" ., ~ • t\· sue:<,.";; "~
' ·-··--: . ~N~1 ~:C LJRBEO _ '!Co+,"' • ••
,. · ·W.f:TLAND
_,,,_,,_,.~,_ __ .,
-WEST-
<,BASIN -)
~TO VAt!_t;;J) / -~ ,;; ~
·AREA _
" ; -;,, ';_/ --
f . I ...
EAST
T
BASIN 1
\
0,:;,_;.,u.,,,
" l
I
.iTo POND)
__ /-'"' _,,.,,,.,
"'<--.-~
' . .., -"'~-
I -·-------
/
·:_i···./
N
. -----·.. -.. ·-· ''"""' ..... .:} __ _ 1 . 1',H •;1(:' :·J?·-;;_:, ,-,
--···-
-·-'1$'
*
;,P I
_, ....-· ,-, I' " ,,,. ,,.
-·· ·-·-
I
J' .. ·,=·''"
..
JDA
Design
EWJ
.;4 :·;~, . ..;2G c;
w
i Z
-·-----
' ii
' <
1:::·
f1 .,
~,
"
------·-·--------
0 100 11 ii. .. Bi' Civl Engineering
· . ~· 0 Proje:1 Management
· · Planrnng
r<)
Nl1"==100' .c,
Q)
LL
~
Drawn
2/23/16
Date
349-007-15
Project No .
1724 W. Merine View Drive . Suite 1-40; Everett, Washington 98201
Office: 425...486.6533 Fax: 425.-486 .6593 www .sdaenglneers.com
Scale Feet
R:\Projects \349 (prospect development)\007-15 (Weston North)\Dwg \figures \ TIR Figures \Bas i n Map -North Exist i ng .dwg 11 x 17
EXISTING WEST BASIN
WEST BASI N AREA =
(MODELED AS FOREST)
UNDISTURBED PAVEMENT AREA
(MODELED AS IMPERVIOUS)
TOTAL BASI N AREA =
EXISTING BYPASS BASIN
1.86 AC
0 .01 AC
1 .87 AC
BYPASS BA SIN AREA = 0 .10 AC
(LANDSCAPE /YARD AREA WN LOT 2; MODELED AS FOREST)
TOTAL BASIN AREA = 0 .10 AC
EXISTING EAST BASIN
EAST BASIN AREA = 1 .88 AC
(MODELED AS FOREST ; DOES NOT INCLUDE WN LOT 3 IMPERVIOUS)
TOTAL BASI ~~ AREA = 1 .88 AC
EXISTING NORTH BASIN (TO OV POND 'A')
NORTH BASIN AREA = 0 .40 AC
(MODELED AS FOREST; INCLUDES NE 7TH PL FRONTAGE
AND WN LOT 2 -3 IMPERVIOUS AREA)
TOTAL BASI N AREA = 0 .40 AC
OLYMPUS VILLA POND "A"•
OLYMPUS VI LLA BASIN AREA =
(OFFSITE; MODELED AS FOREST)
OLYMPUS VI LLA UNDISTURBED
WETLAND AREA
(OFFSITE; MODELED AS IMPERVIOUS)
TOTAL BASI N AREA =
ABBREVIATIONS :
WH = WSTON HEIGHTS
WN = WESTON NORTH
OV = OLYMPU S VILLA
GENERAL NOTE S:
1 . LOT IMPE RVIOUS AREA IS ASSUMED TO BE
3 ,100 SF INCLUDING ROOF AND DRIVEWAY .
2.78 AC
0.10 AC
2.88 AC
* REFER TO THE "OLYMPUS VILLA LUA 10-090" IN THE WESTON
HEIGHTS TI R.
WESTON HEIGHTS NORTH
PR E DEVELOPED BASINS Sheet: --------
C
0
(f)
I-.
(I)
'O
C
----·-. ····---------~---
EXIS'flNG UNDISTURBED PAVEMENT (TO WEST VAULT)
'
--·--=----, ---· =-I
NORTH BASIN ' F'.~
/; • --------------l,---"T--------'-__ __ __ WN LOT 2&3 IMPERVIOUS
~----'--... ~-4/ -. . .. .
(TO OLYMPUS VILLA POND o:,7A-,1}
I
: ~ i ¥;
I 1 : ;
1 ---~=~4}
.",/ j~
: i W -. Lb ~
IQ "YC '.)'\'l;-',c; fl~~ l!i z
Ii i ,,.
I I EQtJIVALENT ARE;,A,~
(0 .08 AC COLLECT~ .:11~
1·~1 I
_,_:.-p.,+
. JI '
I
,, ,l _i 11
11 i I
)<
'j / I
ii I
t
I --I ; l 1 •
EQUIVAl/.ENT ... A. REJt._,.,'f __ '/ i/··t .;' (0.08 AC NOT Vt I
COLLECTED5' : ,1 ii ,
l ! I jl j I ___ J_ ------~----)~011
~ 1
'J< 'C:,(l('"
',I
't_--:---~,,;~~ ~ .<;;; ~"~---NE TTHPL ·;-:::::=-~ -~ -_TQ _()_l.~£'.~~-Vl ~~!OND i 'A'
--··---·· "·--:=: -:::h \,. __ .-;.., }--="'-• :"'C-~ =--~-~-:~~~y
--·~ --.;., ~ -
I
----
. 'I · -----~~e_l~!IP3!3_E,:~:~-:::--~ GJ ~·"'' .I \ j
,;:.£:
-, ------
~{' L ------;;;,
'!l ri ~ -= / _ .-:::~~REA::: _:._ ~"' .. _ · . ~ , 0 ,-0) ,
;.J-,. ---¥\-"'--' -"' 's' "'
l , ' -... ------h , v '21 ~ 1-, r , -, . ,/ 1,t-p c -,.; I !
.
~
'"rt}" . --~~-8 __ .::~.=;,;.::.::"~'----~-_ B_YPASS ~i ---._;
----·~-=-------.. pl :
.,l"f ,_ __,._ '" / / ., , , I -,
w ~ ~-'-· .. ,. <. ! ,K;:,,> -• --r----.-... -
,,;-e,. '"'"'' ;>'<': >F ~ <2,___ -' ·,,,. ---·---... ; ,,, , ~-----. -~-,,-;~::-~---~,·".:~;:-J:--~~; -"•*..,.·""'--,---·---":---------:. ~------·-_, ~ ,L'.:'.':c ---=-"""-
., \.· ;>r "= .rn.;:;.: ,t._., Z-ir t.J''_._;,":"~"'fa-" .,,.;ii>-----,,-"-··1 .. ,, .. ~...,.__--__, ·1 ::: '"·6 ,. -..
' < "'' \;; --· \\ r""'"""" ~·~·-r \ /, ' . ",... .. • i \,.,a/ \ I!' =: ,;::,:,,<'S: .. ,.,,.. '..l.:t
".;))<; ©
v"tth
.
'! JL J '"o . • u,,:·,c•·.s.i<.~;:;,,,;,-~--1 ---"7 ---· ... -... *.._ ·-\.,~ , I , . , I ~· .
... ...,, ~-~-"
-· * -~--·
i,,)'
\@ I!
I ' I ~c -, ,!-· -
._
'
' )i ®
I
L
©
I
' .
@ .
~ .c-Ci( :>:/;,1t.
~--'
/'
_.t.lNDJSTURBED ' _
-· --.. _ W-ETLAN D :-:~ , .
~ "" V ,a,· ~ -,,
AREA-· -· \ ,, "" " .,
\.., .. ... '<' "' ·,
'\,
..
'------
0 ·-. -~-,,~~ •
'_.... ---·"''"""'" I
, , I \\
, I ' ! ,
I ll '. \ ),
.;
--GJ) 11
,I
'i -e EAST
BA_ ,
/JTB P9,t'JD) i
+ ~,;
':.:,
i-:·----s
!
.;,,;;; JD /~
@ //
I
f: :;,t :JJ.;,l/'iiJ
l I
I
(
(o .• 'L4(,;:\:
I
,/
I
..
%
--··"-··-··--·-
~-\ /~ ---f: :_ -"\,:.:.~--\\ /
I ~ . -:,,:·-.
I ~--.'s:<-\ / l _____ J_ ___ -===~-'"', ·-.. -. ' --·-... ~--.. _____ //
0 ·~
>..
OJ
'O
(I)
>
i )r
/ __ _j__-I
'{
,
.:/v
\
'
0 ..
' -, -->----<, __
'\.---" ,,,-..
(/)
+-' (f)
~I N ABBREVIATIONS: /--,-,_ . //~ I _____ \,~ l
CL
CX)
I")
r0
lO
~
0
N
I")
Nl1"~00'
__Q
(I)
LL
0 100
~
Scale Feet
WH = WSTON HEIGHTS
WN = WESTON NORTH
OV = OLYMPUS VILLA
GENERAL NOTES:
/
"
1 . LOT IMPERVIOUS AREA IS ASSUMED TO BE
3,100 SF INCLUDING ROOF AND DRIVEWAY.
I l I I . I --
!
JOA
Design
EWJ
Drawn
2/23/16
Date
349-007-14
Project No.
Ii II.· . (I' Civi Engineering
w • ; · . . ... '.:, Proje:' Management
Pkmrnng
1724 W. Maine View Drive. Suite J.40; Everett. Washington 98201
Office: 425..486.6533 Fax: .425.-486.6593 www.sdoetigneers.com
R:\Projects\349 (prospect development)\007-15 (Weston North)\Dwg\figures\ TIR Figures\Basin Map -North Developed.dwg 11 x 17
DEVELOPED WEST BASIN
EXIST UNDISTURBED PAVEMENT AREA= 0.01 AC
EQUIVALENT PAVEMENT AREA = 0 .08 AC
PROPOSED PAVEMENT AREA = 0.47 AC
IMPERVIOUS LOT AREA = 0.64 AC
(WN LOTS 1-9, ASSUME 3,100 SF /LOT)
TOTAL IMPERVIOUS AREA =
LANDSCAPE/LAWN AREA
TOTAL BASIN AREA =
DEVELOPED BYPASS BASIN
1.20 AC
0.67 AC
1.87 AC
LANDSCAPE/LAWN AREA = 0.10 AC
(DOES NOT INCLUDE WN LOT 2 IMPERVIOUS AREA)
TOTAL BASIN AREA = 0.10 AC
DEVELOPED EAST BASIN
PROPOSED PAVEMENT AREA=
IMPERVIOUS LOT AREA =
0.23 AC
0.43 AC
ASSUME 3,100 SF /LOT) (WH LOTS 10-12; WN LOTS 4-6,
IMPERVIOUS POND AREA
(MAX WATER SURF AREA)
TOTAL IMPERVIOUS AREA
0.15 AC
0 .81 AC
LANDSCAPE/LAWN AREA = 1.07 AC
(DOES NOT INCLUDE WN LOT 3 IMPERVIOUS AREA)
TOTAL BASIN AREA = 1 .88 AC
DEVELOPED NORTH BASIN (TO av POND 'A')
IMPERVIOUS FRONTAGE AREA = 0.17 AC
(SIDEWALKS/ROADWAY ALONG NE 7TH PL)
IMPERVIOUS LOT AREA = 0.14 AC
(WN LOTS 2-3, ASSUME 3,100 SF /LOT)
TOTAL IMPERVIOUS AREA = 0.31 AC
LANDSCAPE/LAWN AREA = 0.09 AC
(FRONTAGE PLANTER AREA ALONG NE 7TH PL)
TOTAL BASIN AREA = 0.40 AC
OLYMPUS VILLA POND "A"•
OLYMPUS VILLA BASIN AREA =
(OFFSITE; MODELED AS IMPERVIOUS)
OLYMPUS Vll_LA BASIN AREA =
(OFFSITE; MODELED AS TILL GRASS)
TOTAL BASIN AREA =
1. 77 AC
1.35 AC
3.12 AC
* REFER TO THE "OLYMPUS VILLA LUA 10-090" IN THE
WESTON HEIGHTS TIR.
WESTON HEIGHTS NORTH
DEVELOPED
BASINS Sheet:
KCSWDM -SCALE FACTOR
ncnu: 6.4.L\ PRIC1PITATIO:'.'i FOR ME..\.'i . .\."\";\TAI.STOR\11..'i [.'i(H[S (T[[n
ST 1.1
0.54"
(0 045')
0.47"
(0.039')
0.47"
(0 039')
NOTE: ArN:: NOi OI.,. .........,_, "'°'*"'IOI Onoucl u:. 0 OS
l'ICftlG ~ rain.Ill o,r.a C 0ivaill.at>ae '°' 1ne IOallion ot ~
Weston Heights North
Technical Information Report
lA10 LA1.2 lA. 0.9 .• -: ......... .
'
Predeveloped West Basin
-f) Land U:s.e Summary l=i
--
Area j
Till Forest 1.86 acres
Till Pasture 0.00 acres
Till Grass 0.00 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.01 acres
Total
1.87 acres
Scale Factor : 0.80 Hourly Reduced
Time Series: !west-Pre.ts! 1»1
Compute Time Series I
Modify User Input I
--
File for computed Time Series [.TSF] i
Flew Frequency Analysis
~ire Ser~es File:west-pre.l.s[
PrcJ ect ~,ocat ion: :::,dndsDuL q
---Annual Peak Flow Rates---
?lm,,• Rate Rard: ?irrce oi Peak
,: CFS)
0.139
0.024
0.089
Cl.016
0. 08 l
0. 0 6 6
0. 11 3
0.167
1..:0:ri.pu~ed Peaks
2
' 8
5
6
:J
1
2/09/Cl
1/05/82
L/~8/l":3
3/03/C4
l/OS/C5
l/18/C6
11/~.;/c6
1/09/CB
Weston Heights North
Technical Information Report
13: 0 Cl
l 6: U D
16: 0 0
2: 00
1J:00
)l: 00
5:00
7 : (J()
-----1:'l::iw Frequency Ana::_ysis-------
--Peaks Rarik Re:.ur::-i Frub
\C?S) Pericci
0. 167 1 lOJ.00 0.990
0.139 2 25.00 rJ. 9f,U
0. 113 3 1 :J . 0 (J 0. 9C 0
0. 089 4 5.00 0.800
(). 081 5 3.00 0.667
0. 0 6 6 E 2.00 o.suu
0.024 1. :rn CJ.231
0.016 8 1. 10 o_::;91
0.157 :JC. OD 0.9P.(J
Predeveloped Bypass Basin
t) Land Use Summaiy
I Area !
' Till Forest 0.10 acres
Till Pasture 0.00 acres
Till Grass 0.00 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.00 acres
Total
0.10 acres
Scale Factor: 0.80 Hourly Reduced
Time Series: !Bypass-Pre.Isl
Compute Time Series
Modify User Input
... . -......
File for computed Time Series [.TSF]
~'10'..,' E"'rcquency A:1aly.s_'._:::
Time Ser~es ~·~ie:bypass-~re.:s~
Project ~ocat~on:Landsburg
l=I J!!!Q!I
2l
I
I
i
!
1»1
I
I
---Ann·c1al Peu.k F::_ow ?a:es--------Flow Frequency Analysis-------
Flew Rate Ran:,: Time of
(CFS)
O.JC7 2 2/()Y/Dl
0.0::1 l/C5/02
o. u:Js 4 2/28/03
o .o:n 8 3/J3/04
C. 00 4 c 1 /05/0.'=:
0.004 6 1/::_8/0(J
:; . 006 3 11/24/06
J.009 1 1/09/08
Compi..;.ted i'caks
Weston Heights North
Technical Information Report
PC<l i<: --Peaks Rank Retcrn Prcb
,:crs:, Feriod
11: JO o. :::cg 1 100.CO :J. 990
17 c JO O.OC7 2 25.CC 0.960
16:0C 0. JC 6 3 10.CJC U. 900
1 c O C O.OJS 4 s.oc Cl. 800
10:0C O.OJ4 5 3.0C CJ. 667
:'l 'o:: 0.034 6 2.0J 0.500
5:00 :: . oo _ 1. 30 0. ?31
I: 00 J. 00: 8 1.10 O.C91
O.OU8 ~.c,. 00 0.980
Combined Predeveloped Time-Series & Peaks West Basin, Bypass Basin, East Basin
f) Sum Time Series
Computed Series: Combined-Pre
--------
Source Time Series
filename Factor
)) 1. :======= )) 1. :=======
=
» ?
Lag
0.
0. 1»1 1 -:========;:========;
1»1;::::1.======:=======::J==
L l»IL1_· -----~~---·-
Combine the Time Series -·--·.=J·
Flew ?re ~ency Analys~s
~l~e Ser es File:cowb:ned-pre.tsf
?reject ocat1on:Ldr1dsb1..:.rg
---An:11..:.2.l Peak flew Rates---
Flvw Ra-:e ?,ank Time of
(CFS)
J.146 2 2/09/01
2.024 ' 1/JS/O?
:::: . 0 9 3 4 2/28/03
C.0:7 8 3/-:)3/04
C . 08 6 5 l/JS/01;
C.CJ72 6 1/18/0t;
C. L9 3 11/;'·1/0C
0, 17 5 l/C:9/08
::onputed P<2a.<s
Weston Heights North
Technical Information Report
Peak
15: 0 C
16, 0 C
16,00
2:00
10,00
21,00
:i: 00
7: :JO
-----Flow ?requenc:y A:1alys~s-------
--Peaks ?.ank RcL1rn Prob
(CF3)
0. 175
0. l ,', 6
0. ::_::_ g
0.093
0.036
0. ·J7 C
0. ,J 2 4
0 . :~ 1 ·1
0. 16 6
2
3
4
5
6
7
8
Period
::_ C 0. 0 C 0.990
25.00 0.960
10. Jc, -:J _ goo
5. '.JU :J.800
3 . ~: 0 2.667
2. :o C.SOJ
1. 30 C.231
1.10 0 . 0 91
.SD -OIJ 0. 9 8 C
Developed West Basin
f) Land Use Summary l=i ~ ,.
Area il I
Till Forest 0.00 acres
Ti II Pasture 0.00 acres
Till Grass 0.67 acres
Outwash Forest 0.00 acres
0 utwa sh Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 1.20 acres
Total
1.87 acres
Scale Factor : 0.80 Hourly Reduced
Time Series: jwest-Dev.tsf
"--.--1»1
Compute Time Series I
Modify User Input I
.
File for computed Time Series [.TSF]
f::._ow freq'.1ency Analysis
T~me Series File:west-dev.tsf
Project Lo cat i.c1: Landsburg
---Anr.ual Peak ~'low Rates---
F~ow Fate Rank Time o:'
('.=:FS;
0. Jgg 6 2/09/01
0. :2 3 9 B 12/03/01
0.487 4 9/'C//Jl
0. ,; 63 3 8/2C/04
0.382 10/28/04
0.397 5 10/22/05
0.47C 11/21/00
0.70C 1 1/09/08
::.::onputed Peaks
Weston Heights North
Technical Information Report
Peak
2:00
17:00
1 '.J : U Cl
1:0C
18:00
17:00
9: UC
7: 0 C
-----Flm,.1 F:-equency F.noly-s--'-s-------
--PenKs ?.ank ReLnn Pr::ib
(CFS) Period
0.70C 1 l00.00 C.990
0.47C 25.0C 0.960
O.i,63 3 10.0C 0.900
0. t;:) 7 4 5.0C 0.800
0, 3 97 5 3. JC 0 -\Jf1"/
0. 3 8 9 6 2. CJC ,J. 500
0, 3 82 7 1. 3 C o. :n:
0. )j(j 8 l. ~o C.091
0. 673 50.0C 0.980
Developed Bypass Basin
@ Land Use Summary
Area
Till Forest 0.00 acres
Ti II Pasture 0.00 acres
Till Grass 0.10 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.00 acres
Total
Scale Factor : 0.80 Hourly
0.10 acres
Reduced
Time Series: 1Bypass-Dev.tsf
Compute Time Series
Modify User Input
----
File for computed Time Series [.TSF]
Flow F.!'.'equc::-icy Ana]ysis
Tl0e Series File:byµass-dev.tsf
Project Lcca~ior1:L<lndsburg
=
1»1
I
---Annual ~eak F1 OW RctL2s--------Flow Freqaency A~alysls-------
Flov,; Rate Ran·-: Time of
(CFS)
l) _ 013 3 2/09/::i
O.C04 8 ·1:~/03/Cl
0. C,1)7 5 2/28/03
u. (J(J(J 4 8/26/[111
,:J. OlJ7 6 1/05/()j
:J. 006 7 10/L.2/0S
J.015 2 11/21/06
:·:. 028 l 1/0:.l/\JB
2onputed ?eaks
Weston Heights North
Technical Information Report
Peak --Pea.ks -Ra.nk Ret:ur:1 ?rob
(C?S) Period
2: 00 J. U28 10:.1. 00 0.990
.:. 7: 00 J.015 } 25.00 0. 96()
:i6: OU C.013 3 l0.00 0.900
1: DJ 0.009 s s.ou 0.800
10:0C 0.007 5 :i. 0 J 0.667
17:0C 0.007 6 2.0J 0.500
9:UO O.OJ6 7 1. 3J U. 2 3 l
7:00 O.OJ4 8 1. ~ (I C.091
O.J23 50. :JO J. 98(J
West Vault Design
Retentic)r1/Detention Facility
Type of Fac~lity:
Fa::.ility Lenglh:
faci 11-r_y V,.'idth:
?ac.:..lity Area:
Ef~ective Storage Depth:
Stage O Elevatio:1:
Stcrage Volume:
Riser Head:
Ri;:;er =:t::..ameter:
t·L1ml::;cr of orifices:
Detention Vault
62.0U ft
48.UO fl
2 97 E. sq.
7.51 ft
505.79 ft
::'23S::;. cu.
"I. Sl ft
ft
ft
12 . 00 inches
3
?u 1 • Head ?ipe
Orifice ' He_gLt Uiameter Discha=gc v::..aTeter
( f':.'. (::..~) IC?S) (i~)
0.00 8.78 0.84.S
2 4.10 1.00 0.0.SO 4.C
3 6.40 1.00 :L029 LO
Top No::.ch Weir: None
Outflow Rat::..~g Curve: Ncne
St.age Ele\ra-::icn S Lo.::a.gc Di scf'.i:ir:ge Per::clation
(fl) (ft) ( c:u. ft) (ac-ft J (cfs) (cfs)
0.80 SCJS. 79 0. 0. 0 C 0 0.000 0.08
O.CI 505.80 J() -0.001 o. oo: 0. 0 C
0.02 S05.Sl (;J . O.JOl O.OCH 0.00
0.03 50~1.82 89. 0. CO/ ::; . 00 3 0.00
0.04 50 .S. H 3 L.9. O.C03 C.003 O.JO
0. 0.5 '.JOS. 84 1 ·~ 9 . 0.003 0.004 O.JO
(). 0 6 5 JS. 8 5 1 79. 0. 00 ,', C,. () :: 4 0.00
0.07 5 J .':J. 8 6 2C2. o.ow:. 0. 0 C 4 0. co
0. 21 5;; G. OJ E::'5. :J.014 0. 006 0. ()0
C. 3E-: 5C6.15 1 () / 1. :J. 02 5 0. J 10 0. 00
V • ::) .!_ 5C6.3:J 15, 18. :J. 035 0. Jl:=: J. 0 0
C. 65 50(). ,;4 1934. U.044 0. Cl3 ,J. (JO
0.80 506.59 2321 C.055 0. 01.5 C. 0 0
C.95 506.74 /.R27. 0.065 0. OHJ C.00
1. l:J 506.89 J274. 0.075 0. 017 C.00
1. 24 '.:107. C3 3690. 0. 085 CJ. 018 0. (HJ
1. 3 9 :)()7 .18 4137. 0.095 0.020 r:,. DC
1. Sil 507.33 4 58 3. 0 . .:.cs 0. 021 o.oc
1. 68 507.47 5000. o . .:.1s :1. 02~ o.oc
l. 83 507. tJ}. 5446. o. ·1 2:J :J. 02:: O.JO
1. 98 :j() I. 7 7 5893. (J. 135 C.023 0.00
2.13 jCJ7. 92 63J::i. 0. 14 6 O.Oc4 (J • :J 0
2.27 50 8. /J 6 67 56. 0.155 C.025 o.co
2 . 1) ~' 508.21 7/':J:'. 0.165 0. 0'.:'6 0. 00
) . ':/i 508.3E 7648. 0 .17 E 0. U'.-!"/ 0. C 0
2.72 5Cl 8. ':i ::_ 809.::,. 0.18( 0.02, 0. 00
2. E 6 s:ie. c=:. 8511. 0.195 O.Cl28 U. 00
3. (_)] =:.:J 8. 80 8 J .'-J2. :J.206 0. 02 9 0.00
:: . 1 E SCE.95 9404. ::: . 21 IS 0.2,9 J.00
3.30 5C9.09 9821. C. 77:J O.C30 ::: . 00
3.45 SO(J.24 102 67. o.:J6 0.031 c.ou
3. CJ 509.39 10711. 0.246 0.031 0. OJ
.L i'.'.:, 509.54 l "...160. 0.:256 0. ()32 O.OJ
3.89 509.68 L57--:'. 0.266 CJ. 033 O.OJ
4.04 .'JlB.83 12023. 0.276 0. 033 0. DC
Weston Heights North
Technical Information Report
{, _ 10 589.89
4.1: 509.9G
4. 12 509.91
4. 1] 509.92
4. 14 509.93
4. '. 5 509.94
4 . '. 6 509.95
4. 2-7 509.96
4.18 509.97
4. J 9 S09.98
4.34 52-C. 13
4. 49 SlC.28
4. 64 Sl_0.43
C 78 510.57
!, -93 510.72
~. (J8 510.87
5.22 511.01
5.37 511. :._6
5.52 ~11.31
5. f:7 511.46
5. SJ. 511.60
5.96 511. "/ :'l
6. '. 1 '.::ill.90
G.26 512.05
6.40 512.19
6.41 51:-_ :~o
6. 4 :· S12.21
0. 4 J s:..2. 22
6. 4 4 5 :._ 2. 2 3
6. 4 5 s:..2. 24
E • ·Hi 512.25
6. 47 :;.12, 26
6. 48 51:?. 7.7
6. 4 9 :)12. 2 8
6. fi4 51'.:. [,3
6. 7 9 512.52
6, 9{, 512.73
7 .03 '.::il2. 8 7
. 2.3 513.C2
7 .38 51:.-l.1"7
7.Sl :'JlJ.30
"i. 61 513. 40
7. 71 S 13. 50
7.81 513.60
7.91 :,13.70
8. (;1 s:..3. so
8. 11 5:._ 3. 90
8. 21 5 ~ 4 . (J 0
8.31 514.10
8 _ 41 5 l 4 . :::' 0
8.51 514. 3,J
8. 61 514.40
8. 71 5.l4,5J
8. 81 514.6C
3. 91 51 .~ .
9. o:.. :)14.80
9. l -_ 514.90
9. 2.:.. 5E:. CO
9. l 1 515.10
Weston Heights North
Technical lnformat1on Report
1 ::1? ·'.J2.
12231.
12261
12291.
12321.
12350.
12380.
12410.
l.2440.
:._2 4 6 9.
12916.
133E2.
13809.
142?5.
1:10·12.
L:ill8.
15535.
15981.
1E{,28.
1 68 7 4.
17291.
177 31.
18183.
1B630.
.9046.
.9076.
19100.
191 Jr;.
19165.
19195.
192'.'5.
192~'.::i.
19284.
19314.
1 97 €) 1 .
20207,
20653.
21]70.
2:' .. ::>16.
2:._ 963.
22350.
)'.! €J4 7.
2294:'.,.
23243.
2354·:J.
) :38 3 8.
24135.
24433.
:::'47]1.
/.5028.
25326.
2 5 6:13.
25g21.
/. 6219.
26516.
26814.
27111
27409.
27707,
0.280 U.034 0. 0 C
J. 2 8:.. 0.034 0.00
0. 2 81 0, ,J 34 O.CO
C.282 0.035 0. C 0
C.283 O.C37 0.00
C.284 O.C39 0.00
0.284 0. C41 ,J. 0 0
0.285 0.041 0. 00
(). 28 6 0.042 C. 0 0
(). 28 6 0.042 C. 00
0.297 0. 048 O.OJ
0.307 0.052 O.OJ
o. 317 C. 05 =:, o.oc
0.327 C.OS9 ().·JC
0.337 0.061 0.00
0. 3 4 7 0.06/J 0.00
0. 3.=i"/ 0.067 0. G 0
'.J. 367 O.J69 0. 00
C.377 0, 871 0. cu
C, 38 7 0.273 0.00
C. 397 0.C7S 0. 00
0 . 4 CJ 7 0.077 0. 00
0. 4 :._ 7 0.079 :J _ 00
0.428 0.081 C.00
0.437 CJ_ 083 C.00
o . 11 :_rn 0.083 0.00
0.439 J.08[, 0. O:J
0.433 J. 08::, o.oc
0. 4 4 0 (:. ()87 o.oc
0. 4 41 0.089 0. ()()
0.4L 0.091 (J . ,J 0
0. 4 4 2 0. 0 91 O.JO
0.4·1:! 0.092 0. G 0
J. 4 4 3 0.]92 D _ CO
8.454 O.J99 0.00
C. 4 c4 U.105 0. 00
0.474 0.109 0. 00
0.484 0.113 :: . OD
0.494 0 _ 11 "/ J.00
o.:J14 0.121 C. 0 D
0.513 0.124 0.00
0.520 0. ,.] ],; O.OJ
0.5:::7 :.__(JOO O.OJ
0. 5J!I 1.730 0. 0 J
0.540 2. S2J fJ. 0 C
0. 54' 2.818 o.oc
0.554 "-i. (J"/0 0, JO
(l _ ::>61 3.30C o.ou
0.568 3.S2C 0. '.JO
0. 57 :;. 3. 7::JU o. :::o
0. 58::. :i. 910 0.80
0.583 4. :._ 10 u. co
0. 59:; 4 . 2 9U 0. co
8.602 '1. /J60 0. 00
:~. UJ9 4.630 0. 00
C.616 4.790 '._) -()0
0.622 4.940 C. (1 0
0. 62 9 5. 090 8.00
0 . (; :~ t, 5.230 0.00
Hyd Ic1flcw Outflow Pea.k
S~age Elev
1 0, 70 0. GS 7.65 513.44
0.39 C,. 1) 7.44 513.23
3 (_). ,1) 0. 12 7.50 .S13.?Y
4 0. t'.3 0. 06 5.02 .510. 81
s OJ 0. J6 5.02 .5 l J . 8:
(j 0. 23 n "' -• V _, j. 8'."J 509.6!,
7 0.46 O.C3 )_gg 5J8. 73
R 3.22 O.C2 :.: . J 8 5J7.87
11 :yd R/C Faci !ity Tributary Rese~voi:-
Outflow Inflow Int::.ow
C. 65 o. c:J ********
2 C. 12 D. C 1 ********
3 0.12 O.C2 ****"***
4 0. 06 0. 01 *****"*·k
5 0.06 0. 01 "***+·k**
6 0.03 0. 01 ""*******
0.03 0. 01 ***""***"
8 0. ·J 2 0.00 ***""***7
Roule ~imc Series ttrough Fac:ilily
Inf:..ow Ti~e Series File:west-dcv.tsf
Cutf:..ow Ti~e Series File:WV rdout.tsf
POC ~iTe Series f'i~e:WV dso~t
:r:flow/Qu:flow Analysis
Peak =~flow Disc:t1drqe:
Pea~ Oucflow Discharge:
Peak ReseLvcir Stage:
?ca~ Heservo1r F.1ev:
0.700 cr.s
0.649 CFS
7. \1:; Fl
513.44 Yt
Storage
(C·.1-Ft) :I\c-Ft)
2 I 7 ri; . 0. 523
2213(. 0.508
22327. 0.513
14 92 9. 0.343
149!,6. 0.343
11463. 0. /.fi3
89J3. :J. )\J4
6:.. 92 . CJ. 142
POC Out.:low
Target Cale
J.17 J . (i"/
******* C. 13
**7***k 0.13
·k+-,.+*** 0.07
******"" 0.07
*""****" 0.04
+,.-++++,.. 0. 03
k-.·k·k·k+-;-(1. 0 3
at "/: OCJ on Jar: 9 in Year 8
at 8:00 on Jar, 9 in Yec.r 8
Peak ?eservoir Stcrdge: 2:2761. c·.1-rt
Du~atlon Comparison Acayls~s
Ec:'..se ? ile: cor:ibined-pre. ts f
New ?ile: wv dsout.tsf
Cutoff Cnits: ~ischarge in C}'S
C, • .5:::'3
Cu.tcff
C . 0 3 5
C. QI, j
C. 0 5,2
0.061
0.069
0.078
c,. (l 8 G
0. 095
0 .. ::;3
o._12
o. :..:::io
0. ~ :1 9
0. ::_ 3 7
0. ,::_ 4 6
-----Fraction of T~me-----
Base New %Change
O.JBE-02 0.87E-02 -ll.6
0. E7E-02
0.45£-02
0.3:E-Oc
0. 2:::E-U?.
()_::_4E-02
O.:..CE-02
O.iSt-03
O.S5E-U3
0.31£-03
O.~OF.-(U
0.13E-J3
0. 82t-J4
0.16E-J/I
0.65E-02
0.48E-02
o.J:rn-02
(J.::_BE-02
o.:..41-.:-0:::i
0.99E-03
0. 7 SF.-(J:-i
0.60E-03
o.,nr.-cu
D.26E-03
0. 82!-.:-04
0. JOF.+,:1:·:
Cl.l:OE+OC
-2.9
8. 4
9. 9
-9. 8
-2.3
-1 . \.1
c.o
8.8
S2. 6
3 3. 3
-37 . .5
-1'.JO. 0
-lC0.0
Ac-Ft
!
---------Check c~ Tolerance-------
Prcbabilt~y Bcise ~ew ~Change
0.98E-'.J2 0.035 0.034 -1.4
0.67E-C2 0.043 0.040 -8.6
0.45~-22 0.052 0.054 3.1
0.30E-C2 0.061 :J.062 1.8
0.20E-C? 0.069 C.066 -4.4
0.14E-C2 0.078 2.077 -U.3
J.lOE-02 0.036 S.086 -0.3
J.75E-03 O.J95 [:.oq~ 0.6
8.SSE-UJ Q,_::;3 C.106 ~-8
J.31L-03 0 . .:.1? (l.1_9 6.1
C.20F.-C,J 0._20 0.125 3.9
:;_lJE-03 0._29 0.127 -1 .4
s.s2~-04 o . .:.37 (l.129 -6.2
C. 16E-04 0. _:_30 -10.6
Mazimum positive excursion -C.007 c~s ( 6.7~1
oc::u:::-rinq al J.112 cfs or. L1.e Rase Data:comti::icd-pre.tsf
ar:d a~ 0.120 cfs on tje New Cata:wv dscut.tsf
Mazim~m ~egat~ve excu:::-s~on = O.OJ6 cfs (-13.1~)
Weston Heights North
Technical Information Report
occu rring at 0 .042 cfs on the Base Data :comb i ned-pre .tsf
and a t 0 .037 cfs on the Ne w Data :wv ds ou t .tsf
Du rat i on Compar i s o n Anaylsis
:
0
~
0
~
vi 0 ...
~
& !
I 0
~
..
• R
000
• • . .. •
u •: .....
II ,LI
i/t/V L'-JJLI ..!ut •
Te1yt( Ct.11 •
8
0
!
0
!-------------------------~:., . ..-------------------"" ..
0
0
8
0 _o
10 10 •
Weston Heights North
Techn ica l Info rma ti on Report
.. ....
-.._.._._ ....
' I ,a ,o 10 I
Predeveloped East Basin
fJ, land Use Summary l=I --,-Area ---------, 11
I I
Till Forestl 1.88 acresi
' 0.00 acres! Till Pasture!
Till Grass: 0.00 acres!
Outwash Forest! 0.00 acres!
I I
Outwash Pasture: 0.00 acres;
Outwash Grassi 0.00 acres]
' Wetland: 0.00 acresj
Impervious 0.00 acres:
Total
1.88 acres:
Scale Factor : 0.80 Hourly Reduced
Time Series: !East-Pre.Isl 1»1
Compute Time Series I
Modify User Input I ... ., .. ·-.. . .. .. ----·-. . ---·-·-. _,, ' ! File for computed Time Series [.TSF]
Flow Frequency Analysis
Time Series File:east-pre.tsf
Project Location:Landsburg
---Annual Peak Flow Rates---
Flow Rate Rank Time of
(CFS)
0 .139 2 2/09/01
0.022 7 1/05/02
0.088 4 2/28/03
0.016 8 3/03/04
0.081 5 1/05/05
0.065 6 1/18/06
0.113 3 11/24/06
0 .164 1 1/09/08
Computed Peaks
Weston Heights North
Technical Information Report
Peak
18,00
16,00
16,00
2,00
10,00
21,00
5:00
7,00
-----Flow Frequency Analysis-------
--Peaks Rank Return Prob
(CFS) Period
0.164 1 100.00 0.990
0 .139 2 25. 00 0. 960
0. 113 3 10.00 0.900
0.088 4 5.00 0.800
0.081 5 3.00 0. 667
0.065 6 2.00 0.500
0.022 7 l. 30 0.231
0.016 8 1.10 0. 091
0.156 50.00 0.980
Developed East Basin
e land Use Summary [oe:,I. J!lil!!l1
Till Forest: 0.00 acresl
Till Pasture 0.00 acresl
I
Till Grassi 1.07 acresi
Outwash Forest! 0.00 acres:
' I Outwash Pasture! 0.00 acres
Outwash Grassj 0.00 acres
Wetlandj 0.00 acres
Impervious: 0.81 acres
1-Total··
1.88 acres,
Scale Factor : 0.80 Hourly Reduced
Time Series: Jc.E_a_s_t-_D_e_v_._ts_f __________ _,!_>_,>j
Compute Time Series j
Modify User Input j
!
I
-·· ·-···-----. ·-
File for computed Time Series (.TSF]
Flow Frequency Analysis
Time Series File:east-dev.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--------Flow Frequency Analysis-------
Flow Rate Rank Time of
(CFS)
0.340 4 2/09/01
0.183 8 12/03/01
0.295 7 9/10/03
0.366 3 8/26/04
0.298 6 10/28/04
0.308 5 10/22/05
0. 411 2 11/21/06
0.641 1 1/09/08
Computed Peaks
Weston Heights North
Technical lnfonnation Report
Peak --Peaks Rank Return Prob
(CFS) Period
2:00 0. 641 1 100.00 0.990
17:00 0. 411 2 25. 00 0. 960
15:00 0.366 3 l0.00 0.900
1: 00 0.340 4 5.00 0.800
18: 0 0 0.308 5 3.00 0.667
17:00 0.298 6 2.00 0.500
9:00 0.295 7 1. 30 0.231
7:00 0.183 8 1. 10 0.091
0.564 50.00 0. 980
East Pond Design
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 3.30 H:lV
Pond Bottom Length: 70.00 ft
Pond Bottom Width: 39.00 ft
Pond Bottom Area: 2730. sq. ft
Top Area at 1 ft. FB: 7416. sq. ft
0.170 acres
Effective Storage Depth: 4. 00 ft
Stage 0 Elevation: 518.00 ft
Storage Volume: 17604. cu. ft
0.404 ac-ft
Riser Head: 4.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) ( in)
1 0.00 0.88 0.042
2 2.40 1.13 0.043 4.0
Top Notch Weir: Rectangular
Length: 1. 00 in
weir Height: 3.50 ft
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 518.00 0. 0.000 0.000 0.00 2730.
0.01 518.0l 27. 0.001 0.002 0.00 2737.
0.02 518.02 55. 0.001 0. 0 C 3 0.00 2744.
0.03 518.03 82. 0.002 0.003 0.00 2752.
0.04 518.04 110. 0.003 0.004 0.00 2759.
0. 05 518.05 137. 0.003 0.005 0.00 2766.
0.06 518.06 165. 0.004 0.005 0.00 2r13.
0.07 518.07 193. 0.004 0.006 0.00 2781.
0.17 518 .17 475. 0.011 0.009 0.00 2854.
0.27 518. 27 764. 0.018 0. 011 0.00 2927.
0.37 518.37 1060. 0.024 0. 013 0. 00 3002.
0.47 518.47 1364. 0.031 0.014 0.00 3078.
0.57 518.57 1676. 0.038 0.016 0.00 3154.
0. 67 518.67 1995. 0.046 0.017 0.00 3232.
0. 77 518.77 2322. 0.053 0.018 0.00 3310.
0.87 518.87 2657. 0.061 0.019 0.00 3389.
0. 97 518.97 3000. 0.069 0.020 0.00 3469.
1.07 519.07 3351. 0. 077 0.022 0.00 3550.
1.17 519.17 3710. 0.085 0.022 0.00 3631.
1. 27 519.27 4077. 0.094 0.023 0.00 3714.
1. 37 519.37 4453. 0.102 0.024 0.00 3797.
1. 47 519.47 4837. 0 .111 0.025 0.00 3882.
1. 57 5l9.57 5229. 0. 12 D 0.026 0.00 3967.
1. 67 5:i 9. 67 5630. 0.129 0.027 0. 00 4053.
1 . 77 519.77 6040. 0 .139 0.028 0.00 414 0.
1. 87 519.87 6458. 0.148 0.028 0.00 4228.
1. 97 519. 97 6885. 0.158 0.029 0.00 4316.
2.07 520.07 7321. 0.168 0.030 0.00 4406.
2.17 52 0 .17 7766. 0.178 0.031 0.00 4496.
2.27 520.27 8220. 0.189 0.031 0.00 4587.
Weston Heights North
Technical Information Report
2. 37 520.37
2.40 520.40
2. 41 520.41
2. 42 520.42
2. 4 4 520.44
2. 45 520.45
2. 4 6 520.46
2.47 520.47
2.48 520.48
2.49 520.49
2.59 520.59
2.69 520.69
2.79 520.79
2.89 520.89
2.99 520.99
3.09 521. 0 9
3. 19 521.19
3.29 521. 2 9
3.39 521.39
3. 49 521. 4 9
3. 50 521. 50
3.56 521.56
3.63 521. 63
3.69 521.69
3.75 521. 7 5
3. 81 52 l. 81
3.88 521. 8 8
3.94 521.94
4.00 522.00
4.10 522.10
4.20 522.20
4. 30 522.30
4.40 522.40
4.50 522.50
4. 60 522. 60
4.70 522. 7 0
4.80 522.80
4. 90 522.90
5.00 523.00
5. 10 523 .10
5.20 523.20
5.30 523.30
5.40 523.40
5.50 523.50
5.60 523.60
5.70 523.70
5. 80 523.80
5.90 523.90
6. 00 524.00
Hyd Inflow Outflow
Target
1 0.64 0.16
2 0.34 *******
3 0.41 *******
4 0.30 *******
5 0.30 *******
6 0. 31 *******
7 0.37 *******
8 0.18 *******
Weston Heights North
Technical Information Report
Cale
0.60
0.14
0.13
0.06
0.06
0.03
0.03
0.02
8684. 0.199 0.032 0.00 4680.
8825. 0.203 0.032 0.00 4707.
8872. 0.204 0.032 0.00 471 7.
8919. 0.205 0.033 0.00 4726.
9014. 0.207 0.035 0. 00 4745.
9061. 0.208 0.037 0.00 47 54.
9109. 0.209 0.039 0.00 4763.
9156. 0.210 0.042 0.00 4 7 7 3.
9204. 0. 211 0.043 0.00 4782.
9252. 0.212 0.043 0.00 4 791.
9736. 0.224 0.049 0. 00 4885.
10229. 0.235 0.053 0.00 4980.
10732. 0.246 0.056 0.00 5076.
11244. 0.258 0.059 0.00 5173.
117 67. 0.270 0.062 0.00 5270.
12299. 0.282 0.065 0. 0 0 5369.
12840. 0.295 0.068 0.00 5468.
13392. 0.307 0.070 0.00 5568.
13954. 0.320 0. 072 0.00 5669.
14526. 0.333 0.075 0.00 5771.
14584. 0.335 0.075 0.00 5782.
14933. 0.343 0.080 0. 00 5843.
15344. 0.352 0.086 0. 00 5915.
15701. 0.360 0.092 0.00 5978.
16061. 0.369 0.101 0.00 6040.
16426. 0. 317 0 .110 0.00 6103.
16856. 0.387 0.121 0.00 6177.
17228. 0. 396 0.132 0. 00 6241.
17604. 0.404 0.144 0.00 6305.
18240. 0.419 0.454 0.00 6412.
18887. 0.434 1. 020 0.00 6520.
19544. 0.449 1. 750 0.00 6629.
20213. 0. 4 6 4 2.540 0. 00 6739.
20892. 0.480 2.830 0.00 6849.
21583. 0.495 3.080 0. 00 6961.
22284. 0.512 3.320 0.00 7073.
22997. 0.528 3.540 0.00 7187.
23722. 0.545 3.750 0.00 7301.
24458. 0.561 3.940 0.00 7416.
25205. 0.579 4 .130 0.00 7532.
25964. 0. 596 4.310 0.00 7649.
26735. 0.614 4.480 0. 00 7766.
27517. 0.632 4. 640 0. 00 7885.
28312. 0.650 4.800 0.00 8 004.
29118. 0.668 4.950 0.00 8125.
29937. 0.687 5.100 0.00 8246.
30767. 0.706 5.250 0.00 8368.
31610. 0. 726 5.390 0.00 8491.
32466. 0.745 5.520 0.00 8615.
Peak Storage
Stage Elev (Cu-Ft) {Ac-Ft)
4.13 522.13 18403. 0.422
3.97 521.97 17430. 0. 4 0 0
3.94 521. 94 17212. 0.395
3.02 521.02 1194 0. 0. 274
2.95 520.95 11560. 0. 265
2.42 520.42 8914. 0.205
1. 68 519.68 5670. 0.130
1. 33 519.33 4301. 0.099
Route Time Series through Facility
Inflow Time Series File:east-dev.tsf
Outflow Time Series File:EP rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.641 CFS at
Peak Outflow Discharge: 0. 597
Peak Reservoir Stage: 4 .13
Peak Reservoir Elev: 522 .13
Peak Reservoir Storage: 18403.
Duration Comparison Anaylsis
Base File: east-pre.tsf
New File: ep rdout.tsf
Cutoff Units: Discharge in CFS
0.422
CFS at
Ft
Ft
Cu-Ft
Ac-Ft
7:00 on Jan 9 in Year 8
8: 00 on Jan 9 in Year 8
-----Fraction of Time--------------Check of Tolerance-------
Cutoff Base New %Change Probability
0.032 O.lOE-01 0.84E-02 -17.3 I O.lOE-01
0.041 0.70E-02 0.73E-02 4. 9 I 0.70E-02
0.049 0.47E-02 0.58E-02 2 IJ. 8 I 0.47E-02
0.057 0.31E-02 0.36E-02 14. 7 I 0.31E-02
0.065 D.20E-02 O.lBE-02 -8.9 I 0.20E-02
0. 073 0.15E-02 0.12E-02 -17.4 I O.lSE-02
0.081 O.lOE-02 0.90E-03 -12.7 O.lOE-02
0.089 0.78E-03 0.62E-03 -20.8 0.78E-03
0.098 0.55E-03 0.47E-03 -14.7 0.55E-03
0.106 0.33E-03 0.34E-03 5.0 0.33E-03
0.114 0.20E-03 0.26E-03 33.3 0.20E-03
0.122 0.l5E-03 O.lSE-03 22.2 0.15E-03
0.130 0.98E-04 0.82E-04 -16.7 0.98E-04
0.138 0.16E-04 0.16E-04 0.0 0.16E-04
Maximum positive excursion= 0.005 cfs ( 10.6%)
occurring at 0.044 cfs on the Base Data:east-pre.tsf
and at 0.048 cfs on the New Data:ep_rdout.tsf
Maximum negative excursion= 0.004 cfs (-11.3%)
occurring at 0.036 cfs on the Base Data:east-pre.tsf
and at 0.032 cfs on the New Data:ep rdout.tsf
Weston Heights North
Technical Information Report
Base New %Change
0.032 0.032 -1. 5
0.041 0. 0 4 3 6. 9
0.049 0.052 6. 8
0.057 0.059 3. 0
0.065 0.063 -3.3
0.073 0.070 -4.1
0.081 0.077 -5.3
0.089 0.084 -5.7
0.098 0. 091 -6. 5
0.106 0. llO 3.6
0.114 0.120 5. 6
0. 122 0.126 2. 9
0.130 0.130 -0.2
0.138 0.138 0.0
't, ~ .. •.O!'d ,,..,..,.1.t,,f,p,, li:.(W"t\
~
0 i• "•"'
• ' !----------------------
0 ·-·--.
!> •
0 •
!!
in 0
~
~
& ! -------·------···-----
I 0 " ! !
0
!
0
00
~
0
0
8
0 0
"'
Weston Heights North
Technical Information Report
-. • ...
• • • • _ _.,..,,~-----------------------------
• • • ·-• •
,o ' '" JO '
Equivalent East Pond Water Quality Storage
Actual .. r-.. Pond
Actual Act\lal Actual
CCll'ltour Cont~, Incremental cumulative
Elev. Area Volume Volume
(ft) (ft 1
) (fr 3 ) (ft 1
)
514.00 674 0.00 0
514.50 875 387.13 387
515.00 1075 487.38 875
515.50 1315 597.50 1,472
516.00 1555 717.50 2,190
516.50 1831 846.50 3,036
517.00 2107 9&4.50 4,021
517.50 2420 1,131.63 5,152
518.00 2732 1,287.88 6,440
Made by: Date Project:
JOA 2/4/2016 Weston Heights
Project No: Checked by
349-004-14
Backchecked by Date· Sheet No
Er,uirla-,1~ti-
Pond Length= 43 ft
Pond Width= 65 ft
Side Slope= 3.3 :1
Volume
CalC\llated CalC\llated t.ikutated Difference
Contour Cofltour Increment.ii Cumulative (Calci.lated-
Elev. .... Volume Volume Actual!
(ft) (ft 1
) (ft 3
)
,.,, {ft')
514.00 641 0 0 0
514.SO 834 369 369 -18
515.00 1049 471 839 -35
515.50 1285 583 1,423 -49
516.00 1544 707 2,130 -60
516.50 1824 842 2,972 ...
517.00 2126 987 3,959 -61
517.50 1449 1,144 5,103 -49
518.00 2795 1,311 6,414 -16
Equivalent East Pond Detention Storage
·~---·
Actual Actual
Contour Comoo, Incremental
Elev. .... Volume
(fr) (ft') (ft 3
}
518.00 2732 0.00
518.50 3107 1,459.75
519.00 3506 1,653.25
519.50 3932 1,859 50
520.00 4386 2,079.50
520.50 4S66 2,313.00
S21.00 5373 2,559.75
521.50 5907 2,S20.00
522.00 646S 3,093.75
522.50 7055 3,380.75
523 00 7656 3,677.75
Weston Heights North
Technical Information Report
Actual
Cumulative
Volwne
(ft3}
0
1,460
3,113
4,973
7,052
9,365
11,925
14,745
17,839
21,219
24,897
Made by: Date· Proje<:t
JDZ 12/21/2015 Weston Heights
Checked by Date: Project No·
349-004-14
Backchecked by: Date: Sheet No:
' iv l.,nt Pond ;
Pond Length" 70 ft
Pond Width" 39 ft
Side Slope -3.3 ,1
Vclume
Calculated Calwlated C.alculatecl Difference
'°""'~ Contour Incremental Cumulative (Calculated -
Elev. .. .. Volume Volume Actual}
{fr) (ft') (/t.1, (ft') (ft 3)
518.00 2730 0 0 0
518.SO 3101 1,458 1,458 -2
519.00 3493 1,648 3,106 .7
519.50 3907 1,850 4,956 -15
520.00 4343 2,063 7,019 -33
520.50 4801 2,286 9,305 -60
521.00 5280 2,520 11,825 -100
521.50 5782 2,765 14,590 -155
522.00 6305 3,022 17,612 -227
522.50 6849 3,288 20,900 -319
523.00 7416 3,566 24,467 -430
Predeveloped Olympus Villa Pond 'A' Basin
fi> Land Use Summary I c::i,,I ~,Jllitl
Area ---------, j
Till Foresti 3.18 acres!
I
Ti II Pasture i 0.00 acres:
'
Till Grassl 0.00 acres
i
Outwash Forest! 0.00 acres
:
Outwash Pasture i 0.00 acres
' I 0.00 acres Outwash Grassi
Wetlandj 0.00 acres
Impervious I 0.10 acres
Total
3.28 acres
-------------------
Scale Factor: 1.00 Hourly Reduced
Time Series: IPredev.tsf 1»1
Compute Time Series I
Modify User Input I
. "" -·· . -i File for computed Time Series [.TSFJ
-
Flow Frequency Analysis
Time Series File:predev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates---
Flow Rate Rank Time of Peak
(CFS)
0.222 2 2/09/01 18:00
0.075 7 1/05/02 16:00
0. 178 3 2/28/03 3,00
0.025 8 8/2 6/04 2,00
0.107 6 1/05/05 8100
0.176 4 1/18/06 20,00
0.157 s 11/24/06 4, 00
0.303 1 1/09/08 9,00
Computed Peaks
-----Flow Frequency Analysis-------
--Peaks Rank Return Prob
(CFS) Period
0.303 1 100.00 0.990
0.222 2 25.00 0. 960
0.178 3 10.00 0.900
0.176 4 5.00 0.800
0.157 5 3.00 0.667
0.107 6 2.00 0.500
0.075 7 1. 30 0.231
0.025 8 1.10 0.091
0.276 50.00 0.980
*The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa
LUA 10-090" report included in Appendix 6C. The original predeveloped areas for Olympus Villa were:
2. 78 ac Till Forest
0.10 ac Existing Wetland (modeled as impervious)
The Weston North project added the following values to the predeveloped conditions:
0.40 ac Till Forest
Weston Heights North
Technical Information Report
Developed Olympus Village Basin
fJ Land Use Summary I =I ._ .. _..
Till Foresl Ar:~o-~:::sl
!I
! 0.00 acres' Ti II Pasture!
Till Grassl 1.44 acres
Outwash Foresti 0.00 acres,
Outwash Pasture: 0.00 acres!
i
Outwash Grass 0.00 acresl
Wetland; 0.00 acres!
lmpervious[ ____ 2.oo acresJ
• Total -
I ' ! i ' 3.52 acres, i
----------~---.
Scale Factor : 1.00 Hourly Reduced
Time Series: !Pev.tsf 1»1
Compute Time Series I
Modify User Input I ------I File for computed Time Series [.TSF]
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
--
---Annual Peak Flow Rates---
Flow Rate Rank Time of Peak
(CFS)
0.633 6 2/09/01 2:00
0.510 8 1/05/02 16:00
0.763 3 2/27 /03 7:00
0.545 7 8/26/04 2:00
0.658 5 10/28/04 16:00
0. 671 4 1/18/06 16:00
0. 792 2 10/26/06 0: 00
1. 29 1 1/09/08 6: 00
Computed Pea:S:s
-----Flow Frequency Analysis-------
--Peaks Rank Return Prob
(CFS) Period
1. 29 1 100.00 0.990
0.792 2 25.00 0. 960
0.763 3 10.00 0.900
0.671 4 5.00 0.800
0.658 5 3.00 0.667
0.633 6 2.00 0.500
0.545 7 1. 30 0. 23,
0.510 8 1.10 0.091
1.12 50.00 0. 98 0
·The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa
LUA 10-090" report included in Appendix 6C. The original developed areas for Olympus Villa were:
1.35 ac Till Grass
1.77 ac Impervious
The Weston North project added the following values to the predeveloped conditions:
0.09 ac Till Grass
0.31 ac Impervious
Weston Heights North
Technical lnfonnation Report
Olympus Village Pond 'A' Revised Riser Design & Equivalent Area/Volume
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 2.35 H: lV
Pond Bottom Length: 96. 36 ft
Pond Bottom Width: 60.51 ft
Par.ct Bottom Area: 5831. sq. ft
Top Area at 1 ft. FB: 10980. sq. ft
0.252 acres
Effective Storage Depth: 4 . 93 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 38588. cu. ft
0.886 ac-ft
Riser Head: 4.93 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Oiamete r
1ft) (in) (CFS) (in}
1 0.00 :.04 0.065
2 3. 27 1. 63 0. 092 4. 0
3 3. 90 1. 04 0.030 4. 0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) I ftl (cu. ft) (ac-ft) (cfs) lcfs) (sq. ft)
0.00 0.00 0. 0.000 0.000 0. co 5831.
0.01 0.01 58. 0.001 0.003 0. 0 0 5838.
0.02 0.02 117. 0.003 0.004 0.00 5846.
0.03 0.03 17 5. 0.004 0.005 0.00 5853.
0.04 0.04 234. 0.005 0.006 0.00 5860.
0.05 0.05 293. 0.007 0.007 0.00 58 68.
0. 06 0.06 351. 0.008 0.007 0.00 5875.
0.08 0.08 469. 0. 011 0.008 0.00 5890.
0. 09 0.09 528. 0.012 0.009 0.00 5897.
0.10 0.10 587. 0.013 0.009 0.00 5905.
0.20 0.20 1181. 0.027 0.013 0.00 5979.
0.30 0.30 1783. 0.041 0.016 0.00 6054.
0. 40 0.40 2392. 0.055 0.018 0.00 6129.
0.50 0.50 3009. 0. 0 6 9 0.021 0.00 6205.
0.60 0.60 3633. 0.083 0.023 0.00 6281.
0.70 0.70 4265. 0.098 0.024 0.00 6358.
0.80 0.80 4904. 0 .113 0.026 0.00 6435.
0.90 0.90 5552. 0.127 0.028 0.00 6512.
1. 00 1. 00 6207. 0. 142 0.029 0.00 6590.
l. 10 1. 10 6870. 0.158 0.031 0.00 6669.
1. 20 1. 20 7541. 0. 17 3 0.032 0.00 6747.
1. 30 1. 30 8219. 0.189 0.033 0.00 6827.
l. 40 1. 40 8906. 0. 2 0 4 0.035 0.00 6906.
l. 50 1. so 9601. 0.220 0.036 0. 00 6986.
1. 60 1. 60 10303. 0.237 0.037 0. 00 7067.
1. 70 1. 70 11014. 0.253 0.038 0.00 7148.
1. 80 1. 80 11733. 0. 2 69 0.039 0. 00 7230.
1. 90 1. 90 12460. 0.286 0.040 0.00 7311.
2.00 2.00 13195. 0.303 0.041 0.00 7394.
2.10 2.10 13939. 0.320 0.042 0.00 7477.
2.20 2.20 14691. 0.337 0. 043 0.00 7560.
2.30 2.30 15451. 0.355 0.044 0.00 7643.
Weston Heights North
Technical Information Report
2.40 2.40
2.50 2.50
2. 60 2.60
2.70 2.70
2. 8 0 2. 80
2.90 2. 90
3.00 3.00
3.10 3.10
3.20 3.20
3 .27 3.27
3.29 3.29
3.30 3.30
3.32 3.32
3.34 3.34
3.35 3.35
3.37 3.37
3.39 3.39
3.41 3.41
3.42 3.42
3.52 3.52
3. 62 3. 62
3. 72 3.72
3.82 3. 82
3.90 3. 90
3.91 3.91
3. 92 3.92
3.93 3.93
3. 94 3.94
3.95 3.95
3. 96 3. 96
3. 98 3.98
3.99 3.99
4. 09 4.09
4.19 4.19
4. 29 4.29
4.39 4. 39
4. 49 4. 4 9
4.59 4. 59
4.69 4. 6 9
4. 79 4.79
4.89 4. 8 9
4.93 4.93
5.03 5.03
5 .13 5.13
5.23 5.23
5.33 5.33
5.43 5.43
5.53 5.53
5.63 5.63
5.73 5.73
5.83 5. 83
5.93 5. 93
6.03 6.03
6.13 6.13
6.23 6. 23
6.33 6.33
6. 4 3 6. 43
6. 53 6.53
6.63 6.63
6. 73 6. 73
6.83 6.83
6.93 6.93
Weston Heights North
Technical lnfonnation Report
16219. 0 .372
16996. 0.390
17782. 0.408
18576. 0. 426
19378. 0.445
20189. 0.463
21009. 0.482
21838. 0.501
22675. 0.521
23266. 0.534
23436. 0.538
23521. 0.540
23691. 0.544
23862. 0.548
23947. 0.550
24118. 0.554
2 42 90. 0.558
24462. 0.562
24548. 0.564
25413. 0.583
26288. 0.603
27171. 0.624
28064. 0.644
28784. 0.661
28875. 0.663
28965. 0.665
29056. 0.667
29147. 0.669
29237. 0. 671
29328. 0. 673
29510. 0. 677
29602. 0.680
30519. 0.701
31445. 0.722
32380. 0.743
33325. 0.765
34279. 0.787
35242. 0.809
36215. 0.831
37197. 0.854
38189. 0.877
38588. 0.886
39593. 0.909
40608. 0.932
41632. 0.956
42666. 0. 979
43710. 1. 003
44763. 1. 028
45827. 1. 052
46900. 1. 077
47983. 1. 102
49076. 1. 127
50179. 1.152
51292. 1.177
52415. 1. 203
53548. 1. 229
54 691. 1. 256
55845. 1. 282
57009. 1. 309
58183. 1. 336
59368. 1. 363
60563. 1. 390
0.045 0.00 7728.
0.046 0. 00 7812.
0.047 0.00 7897.
0.048 0.00 7983.
0.049 0. 00 8068.
0.050 0.00 8155.
0.051 0.00 8242.
0.052 0.00 8329.
0.052 0.00 8416.
0.053 0. DO 8478.
0.054 0.00 8496.
0.055 0.00 8504.
0.058 0.00 8522.
0. 062 0.00 8540.
0. 067 0. 00 8549.
0.073 0.00 8566.
0.079 0.00 8584.
0.080 0.00 8602.
0.082 0.00 8611.
0. 091 0.00 8700.
0.098 0. 00 8789.
0.105 0.00 8879.
0 .110 0.00 8970.
0 .115 0.00 9042.
0 .115 0.00 9051.
0.117 0.00 9060.
0. 118 0.00 9070.
0.120 0.00 9079.
0.123 0.00 9088.
0.125 0.00 9097.
0.127 0.00 9115.
0.128 0.00 9124.
0.137 0. OD 9216.
0.144 0.00 9308.
0.151 0.00 9400.
0.157 0.00 9493.
0.163 0.00 9587.
0.169 0.00 9680.
0. 17 5 0.00 9775.
0. 18 0 0.00 9869.
0.185 0. 00 9964.
0.187 0. 00 10003.
0.500 0.00 10098.
1. 070 0.00 10194.
1. 800 0.00 10291.
2.600 0.00 10388.
2.880 0.00 10486.
3.140 0.00 10584.
3.380 0.00 10682.
3.600 0.00 10781.
3.810 0.00 10880.
4.010 0.00 10960.
4.200 0.00 11080.
4.380 0.00 11181.
4.550 0.00 11282.
4. 720 0.00 11383.
4.880 0.00 11485.
5.040 0.00 11587.
5.190 0. 0 0 11690.
5.330 0. OD 11793.
5.470 0.00 11897.
5.610 0.00 1200::..
Hyd Inflow Outflow Peak Storage
Target Cale Stage Elev
1 1. 29 0.30 0.83 5.09 5.09
2 0.79 ******* 0.05 3.01 3. 01
3 C.76 ******* 0.15 4.31 4 . 31
4 0.67 ******* 0 .11 3. 82 3.82
5 0. 6 6 ******* 0. 04 1. 60 1.60
6 0.63 ******* 0.19 4.93 4.93
7 0.54 ****""** 0.04 2.14 2.14
8 0.51 ******* 0.05 2.86 2. 86
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:OV rdout.tsf
Inflow/Outflow Analysis
Peak Inflow Cischarge: 1. 29 CFS
Peak Outflow Discharge: 0.828 CFS
Peak Reservoir Stage: 5.09 Ft
Peak Reservoir Elev: 5.09 Ft
at
at
Peak Reservoir Storage: 40179. Cu-Ft
Duration Comparison Anaylsis
Base File: predev.tsf
New File: ov rdout.tsf
Cutoff Units: Discharge in CFS
0. 922 Ac-Ft
{Cu-Ft) (Ac-ft)
40178. 0.922
21125. 0.485
32548. 0.747
28033. 0. 64 4
10319. 0.237
38544. 0.885
14214. 0.326
19900. 0.457
6:00 on Jan 9 in Year B
10:00 on Jan 9 in Year 8
-----Fraction of Time--------------Check of Tolerance-------
Cutoff Base New %Change Probability
0.053 0.76E-02 0.66E-02 -12.3 I 0.76E-02
0.066 0.56E-02 0.53E-02 -4.1 I 0. 56E-02
0.078 0.43E-02 0.49E-02 14.8 0.43E-02
0.091 0.32E-02 0.38E-02 17.6 0.32E-02
0.103 0.25E-02 0.28E-02 12.6 0.25E-02
0 .116 O.lBE-02 0.16E-02 -10.9 0.18E-02
0.128 I 0.12E-02 0.14E-02 18.9 0.12E-02
0.141 0.91E-03 O.llE-02 19. 6 0.91E-03
0.153 0.59E-03 0.67E-03 13. 9 0.59E-03
0.166 0.36E-D3 0.34E-03 -4.5 0.36E-03
0. 178 O.lBE-03 0.16E-D3 -9.l O.lBE-03
0.191 0.13E-03 0.33E-04 -75.0 0.13E-03
0.203 0.82E-04 O.OOE+OO -100.0 0.82E-04
0.216 0.16E-04 O.OOE-rOO -100.0 0.16E-04
Maximum positive excursion= 0.007 cfs 9.5%)
occurring at 0.073 cfs on the Base Data:predev.tsf
and at 0.080 cfs on the New Data:ov_rdout.tsf
Maximum r.egative excursion= 0.006 cfs (-10.4%)
occurring at 0.061 cfs on the Base Data:predev.tsf
and at 0.054 cfs on the New Data:ov rdout.tsf
Weston Heights North
Technical Information Report
Base New %Change
0.053 0.052 -1. 2
0.066 0.061 -7.6
0. 07 8 0.085 8. 9
0. 091 0. 096 5.5
0. 10 3 0.107 3. 7
0.116 0 .113 -2.5
0.128 0 .137 6. 9
0. 141 0. 147 4. 7
0.153 0.157 2. 3
0.166 0.165 -0.4
0.178 0. 177 -0.4
0.191 0.181 -5.1
0.203 0.185 -9.0
0. 216 0.199 -7.8
't:, , .. :.111 °h'-"'~~-.....
~
0
;; -·
0 • •
!! R '.
0 • ... ~ ......
~ •
vi 0
~ • " •
I :, -•
0 -• • ·,
g • .
0 •
8 ~
\ -0 .. •
s
0
8 -
0 ' ' T . " '
'" .. • ,. 10 '" '
~t~&
Equivalent Olympus Villa Pond 'A' Dimensions/Side Slope
A " ·p-d
Actual Actual
""'""'' Cont<>~ Incremental
Elev. .... Volume
(ft) (ft 1
) (ft')
512.10 6370 0.00
514.00 7198 12,889.60
516.00 8872 16,070.00
517 03 10115 9,778.30
518.00 10720 10,104.98
Weston Heights North
Technical Information Report
Actual
C\Jmulative
Volume
(ft 1}
0
12,890
28,960
38,738
48,843
Made by: Date· Project
JOA 2/24/2016 Weston Heights North
Checked by: Date Projecl No
349-007-15
Backchcckcd by: Date· Sheet No·
Enuival r~1-·l~tion
Pond Length_,, 96.35721918 ft
Pond Width_,, 60.51331798 ft
Side Slope_,, 2.3S4987615 ,1
Vohune
Calculated calculated Cakulated Difference
ContO\Jr Contour Incremental cumulative (Cakulated-
Elev. Area Volume Volume Actual)
(ft) (ftl) (fC1) (ft;) (ft 1)
512.10 5831 0 0 0
514.00 7315 12,488 12,488 -401
516.00 9050 16,365 28,853 -107
517.03 10013 9,817 38,670 ·68
518.00 10962 10,173 48,843 0
.....
, ... ,,.~ i•J' •
·-----
10''
APPENDIX48
WATER QUALITY DESIGN CALCULATIONS
Weston Heights North
Technical Information Report
KCSWDM -SCALE FACTOR
ST 1.1
0.54"
(0.0451
c:::J ·------,uu -...;or-
0.47"
(0.0391
. . (0.0431 HOff: ArHI. wt OI lie 11511 mfflOGl GQPINIII GIIOUld Lee 0.05 __ ...,..._;..-.., .. -"'-
Weston Heights North
Technical Information Report
'I
Wetpoo/ Sizing Calculation
{Per KCSWDM Section 6.4.1.1)
Date:
2/5/2016
Date:
Date:
ProJ eel:
Weston Heights
Project No:
349-004
Wetpool Description: Weston Heights • West Vault ---------~-----------
Step 1: Identify the required wetpool volume factor (/)
!• 3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70)
Step 2: Determine rainfall (R) for the mean annual storm
0.47 ft Per KCSWDM Figure 6.4.1.A -----
Step 3: Calculate runoff from the mean annual storm (V ,) for the developed site
Ai• 52,272 ft' Area of impervious surface
Atp • 29,185 ft' Area of ti 11 soi I covered with grass
Alf• 0 ft' Area of ti 11 soi I covered with forest
Ao= 0 ft' Area of outwas h soi I covered with grass or forest
R• 0.47 in Rainfall from mean annual storm (from Step 2)
V,= 2,128 ft' V,. = (0.9A, + 0.2SA,, + O.lOA,r + O.OlA 0 ) x (R)
[KCSWDM Eq. 6-13]
Step 4: Calculate required wetpool volume (V •l
6,385 ft' v, = t v,
[KCSWDM Equation 6-14]
Step 5: Calculate minimum required wetpool depth (D.EQ)
Z1.:. 0.00 H:lV Side Slope #1
z,. 0.00 H:lV Si de SI ope #2
23 = 0.00 H:lV End Slope #3
z.. 0.00 H:lV End Slope #4
LPOND; 62 ft Pond length at top of wetpool
WPOND = 24 ft Pond width at top of wetpool
OREQ = 4.29 ft Minimum required pond depth
----------
Weston Heights North
Technical Information Report
y:
y:
Wetpool Sizing Calculation
/Per KCSWDM Section 6.4.1.1)
Date:
2/23/2016
Date:
Date:
roiect:
Weston Hei
ProJect No:
349-004
Wetpool Description: _____ _.:Wc.:..::e:.;st:.:o:.;n:.:H:.;e:.:ig"'h:.;t:.:•_-:.:W:..•=.•:.:tc..V:.:•:.:u:.:lt:_ ____ _
Step 1: Identify the required wetpool wlume factor (/)
3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70)
Step Z: Determine rainfall (R) for the mean annual storm
R= _.....::o.:...4c;.7 __ ft Per KCSWDM Figure 6.4.1.A
Step 3: Calculate runoff from the mean annual storm (V ,J for the developed site
A;= 52,272 ft' Area of impervious surface
Arg = 29,185 ft' Area oftill soil covered with grass
Aif = 0 ft' Area of till soil covered with forest
Ao= 0 ft' Area of outwash soil covered with grass or forest
R= 0.47 in Rai nfal I from mean annua I storm {from Step 2)
V,= 2,128 ft' V,.; (0.9A; + 0.2SA,a + 0.10A,r + O.OlA,) x (R)
[KCSWDM Eq. 6-13]
Step 4: Calculate required wetpool wlume (V •l
Ve= 6,385 ft 3 _....:..:==---v, ; f v,
[KCSWDM Equation 6-14]
Step 5: Calculate minimum required wetpool depth (DReQI
Z1 = 0.00 H:lV SideSlope#l
z, = 0.00 H:lV SideSlope#2
23 = 0.00 H:lV End Slope #3
z. = 0.00 H:lV End Slope #4
LpoNo = 64 ft Pond length at top of wetpool
WPOND = 24 ft Pond width at top of wetpool
DREQ = 4.16 ft Minimum required pond depth
Weston Heights North
Technical Information Report
hts
Wdpool si,;,,9 Cokulotlon
(Pi,rKCSWDM Sedian 6A.1.1/
ate: rnJec.t:
2/24/2016 Weston Hei hts North
Date: Project No:
349-007
Date:
Wetpool Desaiptian: Olympus Vdla Pond 'A'· Oriainal De5i&n Raq'd Volume
Step 1: Identify the n,quired wetpool .olume l'ador If)
I= 3 Fix~ value pe< KCSWDM Se<bon 6.4.1.1 (P. 6-70)
Step Z: Determine rainfall (RI for the mean annual storm
R= --'o"'.4'--'7 __ ft p., KCSWDM Figure 6.4.1.A
Step 3: Calculate runoffftom themeanannualstorm (V,)forthe de..eloped lite
A,= 77,101 ft' Af@a of impervious surface
A tt = 58,806 ft' Area of till !l>Oil covered with gras!I>
A,r• 0 ft' Area oftill soil covered with forest
Ao• 0 ft' Area of outwash soil covered with grass or forest
R• 0.47 in Rainfall from mean annual storm (from Step 21
V,• 3,294 ft' If, ~ (0.9A, + 0.2SA,. + O.IOA,r + O.OIA 0 ) X (R)
(KCSWDM Eq. 6-13]
Step 4: calculate ,...,..ed watpool volime CV •I
Vo= .. -ft' _.::i!e"='--v, = f v,
[KCSWDM Equation 6-14]
*This is the original design required volume for water quality in the Olympus Villa Pond 'A'. The
as-built facility provides 15,479-CF of volume, for a difference of 5,598-CF in additional wetpool
storage capacity.
Weston Heights North
Technical Information Report
Wetpool Sizing Calculation
/Per KCSWDM Section 6.4.1.1)
ate: ProJect:
2/24/2016 Weston Heights North
Date: roject No:
349-007
Date:
Wetpool Description: Olympus Villa Pond 'A' -Proposed Design Req'd Volume
Step 1: Identify the required wetpool volume factor(/)
I-3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70)
Step 2: Determine rainfall (R) for the mean annual storm
R-_ __;;o.:.c.4c:.7 __ ft Per KCSWDM Figure 6.4.1.A
Step 3: Calculate runoff from the mean annual storm (V ,) for the developed site
A;= 90,605 ft' Area of impervious surface
A.., -62,726 ft' Area of ti 11 soi I covered with grass
Att= 0 ft' Area of ti 11 soi I covered with forest
Ao= 0 ft' Area of outwash soi I covered with grass or forest
R-0.47 in Rainfall from mean annual storm (from Step 2)
V,= 3,808 ft' Vc = (0.9A, + O.ZSA,0 + O.lOA,r + O.OlA 0 ) x (R)
(KCSWDM Eq. 6-13]
Step 4: Calculate required wetpool volume (V •l
Ve= 11,424 ft' V, = f V,
(KCSWDM Equation 6-14]
*This is the required wetpool volume resulting from the addition of the Weston North basin area
to Olympus Villa Pond 'A' (depicted as North Basin in the basin figures). This volume is below
the as-built facility's 15,479-CF of useable wetpool storage. The additional areas from Weston
North leaves a remainder of 4,055-CF in wetpool storage capacity.
Weston Heights North
Technical Information Report
APPEND1X4C
WETLAND HYDROPERIOD CALCULATIONS
Weston Heights North
Technical Information Report
L
--
'
' ~~~~iJ~~~~-:~~--····--. .. . .. -~~=-= ··--------"-"-·----·--·-----
' -~ '' -' ''--'
'} .
0 '.'',W;>i :">!J
\'.);',:\·, •;<,,.;/
,----,· fl ;~ 1,1 t i'--
; .;-u -• ! ! ,· f :,;,_ -"'1~; -q;:--~-
:i :}[:J J?f.JJ,rl i . '{.-:;' ~ f,-d .i ; -~"-:~~*rt i-1 ---
2~~1Alf i
l ' l 1,..f '
--{~ ttt i,
ft z ~1r \ l -~ i1f-1tk '
'! ,, -··t ,,
~' lf ~Ji1~:11'-, . ',, :: -'..\:1'ih ' . ' ''¥--L~ __ .. : .. l ._":) -~'~---¥·-
~rr1~[!
---rt_·:l :·-:_::J• I ·1
I
·----. ...J.
:i u
·;•"--<;'"
~. ;,_,
l
~
1
~ "'-,:,,~-
' --~---\ -·--
1
-\
\
-.. ,
'";~.1 $0·}. L
'
... :: __ .. -1
.:,e "' C;J; .t-t ·"" . ... .... ... .. ;,-... . ... .... ,. .... ... . ~ '•\ ,-..,-"' ,. ... J ... ... .. .. ... .. ··, ... \, ...
·: ;~ . .UN'DfSTURSEO:>·
~###~-. · WE=rtAN.D. · .
... .. .. .. ... .. ... • H•"" . ·ARa: A•''• • ---·.. ~·-. .
. {0..73.ACf .. .. .... .... ... ..
'.D.;:-0 ~,,0 zc ,.1c'.'.'::!;'!~
rr:-
1 {
C
0
Cl)
L.
Cl)
-0
C
0
~
~
-0
Cl)
>
0
(/)
+J
Cl)
~I
Q_
0
'<I"
n
<D
~
0
N
n
Nl1" ~oo· .n
Cl)
LL
!
N
0 100
~
Scale Feet
~-
' I t '
i I
; I
2.'.<13 1J:'.;li <
,,
----_J '.:::,,,, __
---"' '-~
"' "'
'
"' ' ', '-....~ ' ''-. ' '--. ' ', ' '--.
>' --------··' -/ ,,c -.,,
I
f
~
',
·---------'-·· ""'
"" J I ~----'-\. y ""':'t""~,,__ ;f
\
I ""
6 '.:t 8300'.;?'
//
/ 'JJ.lU'(
')!'!-;'!),<(??(,
,;i f!\HGI,'.;'.;
\,,t/7\>tv'.:'.).~{)
"4/?'L.'.'.~;'.L
' '
"''"\}'>-·, \
• I
__;'-' )/ I
,W z
w > <
0
'U u,
~
,/
' ;
I
' .
\ 2:1~:-~ r_ 'j./,7 ,,.,;::cf!,
JOA
Design
EWJ
Drawn
2/23/16
Date
349-007-15
Project No.
-II -Civl Engineering
. • ·· _. \S Prof9:' Management
. '· P1onrnng
1 n4 w. Marine View Drive. SUite 1<40; Everett. Washington 98201
Office: 425.486.6533 Fax: 425.486.6593 www.sdaeMgneers.com
R:\Projects\349 (prospect development)\007-15 (Weston North)\Dwg\figures\ TIR Figures\Basin Map -North Existing Wetland Hydroperiod.dwg 11 x 17
EXISTING WETLAND HYDROPERIOD BASIN
EXISTING FORESTED
CONDITIONS
EXISTING GRASS AREA
TOTAL PERVIOUS AREA
EXISTING IMPERVIOUS AREA
TOTAL HYDROPERIOD BASIN AREA
LEGEND
EXISTING GRASS AREA
2.39 AC
1.64 AC
4 .03 AC
0.12 AC
4.15 AC
-~ EXISTING FORESTED CONDITIONS
itf~~~Nil EXISTING IMPERVIOUS AREA
* UNDISTURBED WETLAND AREA IS NOT INCLUDED IN
HYDROPERIOD ANALYSIS.
WESTON HEIGHTS NORTH
EXISTING
WETLAND HYDROPERIOD Sheet:
C
0
(/)
'-
(l)
-0
C
0 -~
i
-0
(l)
>
0
If)
...,
(/)
~I
Q a,
I")
I")
co
~
0
N
I")
Nl1" ~00'
..0
(l)
u...
SE 123RD ST LJ I
---::::_--.
' . ''-\ ' "· . •,_
\ ; • 1 . ' i
N
,,
h,-~
-----
0 100
~
Scale Feet
@
-------=-,, .. .,_.,,,,....,,.,.,,,._ .. --,,,
:,,,....-,,,,,.,,,__. ____ . -~---
---~----
---'
.,
s¥,
~::'.7~ :::;;:;;::~~~:f.;;~=-::>;::_~::-~:;t~-::--:~;~:.-:.~--~::?~~---· °'""-·:;:·-,=~;~'C;;c;·::;_ ,,=;~ .. -_:;-::;_ --·-· ~~---------~--,~""'=-':::::-·~~-""'"""••••:c•.c".':'.:'
--\ b·. -----------~ ~.::::::.,,"Sq-__ f> -
. ~ -~ \ ' .,~ -------=--==-:;::: ·~ . • ..
(z)
-~
,G)
\--0
\
~
®
._
,-~ y ' . . ) .
·---·-· "'&. • ' • -~ -•. , ..•
~. -UNDISTURBED,·
· -WETLAND -
• ~ ~ • .. r'
----AREA.---
• {0:7~.AC) ·
~ " " ., -.
®
\.-·--· I~---
®
f
i
i
--
@ 0
-. l
-! ·. . • I
I . ?t' ;,!hY/11
\
1. I I I, -,
I I •, I
· ----/71··---
I
-'I \ '
I>"-._'-'-:~-\ r· ~ '1 ::'\ • •• I '-_ \ -\__ i -'
I ----... __ "'· '--\
I ( -,, -'\ ---\\
)-/; --1/
J
'--~' ~
", ----" -____ -\ ' \----. <> -_· ___ --_.-·
' --;;-,, -,._ __.,,. ~ /~------"' -/ -----r
I
f
,,~
--/ -
~L -i
I
JDA
Design
EWJ
Drawn
2/23/16
Date
349-007-15
Project No .
i w ,z
w ---.~
0
(.J .u,
< Q.
I
·--...,-
;, : : __ ,, · "-Prefect Management -iii-CM Engineering
' --Planning
1n4 w. Marine V-Drive, Suite 140; Everett. Washingtoo 98201
Office: 425..486.6533 Fox: "425..486.6593 www.sdoef"lgneers.com
R:\Projects\349 (p rospect development)\007-15 (Weston North)\Dwg\figures\TIR Figures\Basin Map -North Developed Wetland Hydroperiod.dwg 11 x 17
DEVELOPED WETLAND HYDROPERIOD BASIN
DEVELOPED FORESTED CONDITIONS = 3.01 AC
(INCLUDES AREft.S MITIGATED BY EAST POND;
DOES NOT INCLUDE WN LOT 3 IMPERVIOUS AREA)
DE VELOPED GRASS AREA = 1 . 1 4 AC
(DOES NOT INCLUDE WN LOT 2 IMPERVIOUS AREA)
TOTAL PERVIOUS AREA 4.35 AC
DEVELOPED IMPERVIOUS AREA 0 .20 AC
TOTAL HYDROPERIOD BASIN AREA 4.35 AC
LEGEND
DE VELOPED GRASS AREA -~ DE VELOPED FORESTED CONDITIONS
i1J~;l.~~itt DE VELOPED IMPERVIOUS AREA
* UNDISTURBED WETLAND AREA NOT INCLUDED IN
HYDROPERIOD ANALYSIS .
ABBREVIATIONS:
WN = WESTON NO RTH
WESTON HEIGHTS NORTH
DEVELOPED
WETLAND HYDROPERIOD Sheet:
WWHM2012-Wetland Fluctuation Report
WWHM2012
PROJECT REPORT
Project Name: IA'etlar_d !lydroperiod 160127
Site Name: Weston Heights
Site Address: Kile Ave
City : Re:-iton
Report Date: %/? /2-:Jl 6
Gage St:a+.::ac
Data Start : ~948/ 10/0:'._
Data End : :2009/09/30
Precip Scale: 1.17
Version : 20::_~,/02/16
PREDEVELOPED LAND USE
Name : Predeveloµed
Bypass: Ko
GroundWater: No
Pervious Land Use
c, Forest, Mod
c, Lawn, Flat
Pervious Total
Impervious Land Use
ROADS FLAT
Impervious Total
Basin Total
Element Flows To:
Acres
2.39
1. 64
4.03
Acres
0 .12
0.12
4.15
Surface Interflow
MITIGATED LAND USE
Name : Developed
Bypass: t~c
GroundWater: Ne
Pervious Land Use
C, Forest, Mod
c, Lawn, Flat
Pervious Total
Impervious Land Use
ROADS FLAT
Weston Heights North
Technical Information Report
Acres
3.01
1.14
4.15
Acres
0.2
Groundwater
Impervious Total
Basin Total
Element Flows To:
0.2
4.35
Surface Interflow
ANALYSIS RESULTS
Wetland Hydroperiod
Wetlands Fluctuation for POC 1
Average Annual Volume (acft)
Month Predevel Mitigated Percent Pass/Fail
Jan 83.5601 86.9170 104.0 Pass
Feb 63.2200 66.2666 104.8 Pass
Mar 54.1575 56.9560 105.2 Pass
Apr 33.8289 35.8210 105.9 Pass
May 18.5240 19.7525 106.6 Pass
Jun 14.2424 15.0048 105.4 Pass
Jul 9.8981 10.6035 107.1 Pass
Aug 9.1697 9.6184 104.9 Pass
Sep 9.0665 9.3872 103.5 Pass
Oct 17.9055 17.3633 97.0 Pass
Nov 53.2741 52.4182 98.4 Pass
Dec 75.5175 77.4050 102.5 Pass
Day Predevel Mitigated Percent Pass/Fail
Janl 2.7430 2.8534 104.0 Pass
2 2.7092 2.7884 102.9 Pass
3 2. 512 6 2.6107 103.9 Pass
4 2.8627 2. 9740 103.9 Pass
5 2.9059 3.0093 103.6 Pass
6 3.0584 3.1707 103.7 Pass
7 2.8224 2.9184 103.4 Pass
8 2.8327 2. 9262 103.3 Pass
9 2.4328 2.5347 104.2 Pass
10 2.2725 2. 3652 104.1 Pass
11 2.4503 2. 5511 104.1 Pass
12 2.5436 2. 6594 104.6 Pass
13 3.0111 3.1398 104.3 Pass
14 3.0505 3.1595 103.6 Pass
15 2.7660 2.8722 103.8 Pass
16 2.7902 2. 8 977 103.9 Pass
17 2.7323 2.8478 104.2 Pass
18 2.9999 3.1201 104.0 Pass
19 2.B991 3.0167 104.1 Pass
20 2.6959 2. B032 104.0 Pass
21 2.4794 2.5859 104.3 Pass
22 2. 6825 2.8027 104.5 Pass
23 3.0014 3.1211 104.0 Pass
24 2.7711 2.8702 103.6 Pass
Weston Heights North
Technical Information Report
Groundwater
25 2.4305 2.5326 104.2 Pass
26 2.4197 2.5290 104.5 Pass
27 2.3875 2.5004 104.7 Pass
28 2. 5203 2.6423 104.8 Pass
29 2.7496 2.8666 104.3 Pass
30 2. 6812 2.8084 104.7 Pass
31 2.6590 2.7690 104.1 Pass
Fehl 2.4262 2.5359 104.5 Pass
2 2.1887 2.2876 104.5 Pass
3 2.1662 2.2711 104.8 Pass
4 1.8991 1.9977 105.2 Pass
5 2.0356 2.1533 105.8 Pass
6 2.1972 2.3083 105.1 Pass
7 2.6078 2.7387 105.0 Pass
8 2.6145 2.7341 104.6 Pass
9 2.2087 2.3179 104.9 Pass
10 1.9356 2. 0377 105.3 Pass
11 2.1449 2.2598 105.4 Pass
12 2.2049 2.3058 104.6 Pass
13 2.0175 2.1154 104.9 Pass
14 2.1635 2.2767 105.2 Pass
15 2.3941 2.5015 104.5 Pass
16 2.3948 2.5049 104.6 Pass
17 2.3224 2.4363 104.9 Pass
18 2.7174 2. 8362 104.4 Pass
19 2.4868 2.5887 104.1 Pass
20 2.2243 2.3342 104.9 Pass
21 2.0803 2.1826 104.9 Pass
22 2.0157 2.1201 105.2 Pass
23 2 .1781 2.2843 104.9 Pass
24 2.1322 2.2339 104.8 Pass
25 1. 9896 2.0836 104.7 Pass
26 2 .1143 2.2143 104. 7 Pass
27 2 .1150 2.2224 105.1 Pass
28 2.2285 2.3415 105.1 Pass
29 1.9059 2.0044 105.2 Pass
Marl 1. 8695 1. 9637 105.0 Pass
2 2 .1162 2.2193 104.9 Pass
3 2. 127 6 2.2285 104.7 Pass
4 2.2343 2.3427 104.9 Pass
5 1.8870 1.9784 104.8 Pass
6 1.7340 1.8280 105.4 Pass
7 1. 6571 1.7591 106.2 Pass
8 1.9223 2.0242 105.3 Pass
9 1. 9731 2.0676 104.8 Pass
10 1. 9524 2.0541 105.2 Pass
11 2.1620 2.2708 105.0 Pass
12 1.9730 2. 0 618 104.5 Pass
13 1.8341 1.9234 104.9 Pass
14 1.8731 1.9703 105.2 Pass
15 1. 742 6 1.8322 105.1 Pass
16 1. 7716 1. 8597 105.0 Pass
17 1.7369 1. 832 9 105.5 Pass
18 1. 6771 1. 7601 105.0 Pass
19 1. 5238 1.6050 105.3 Pass
20 1.3688 1.4434 105. 5 Pass
21 1.5437 1.6436 106.5 Pass
22 1.7103 1. 8065 105.6 Pass
23 1. 6897 1.7777 105.2 Pass
24 1. 6292 1. 7066 104.7 Pass
25 1.5146 1.5882 104.9 Pass
26 1. 4484 1.5233 105.2 Pass
27 1. 362 9 1.4393 105.6 Pass
Weston Heights North
Technical Information Report
28 1. 4321 1.5121 105.6 Pass
29 1.4413 1.5171 105.3 Pass
30 1.3416 1. 4118 105.2 Pass
31 1. 2 912 1.3637 105.6 Pass
Aprl 1.2031 1.2743 105.9 Pass
2 1.2292 1. 2 982 105.6 Pass
3 1.4703 1.5584 106.0 Pass
4 1. 5932 1. 6776 105.3 Pass
5 1. 4277 1.5050 105.4 Pass
6 1.2210 1. 2883 105.5 Pass
7 1.2380 1. 3139 106.1 Pass
8 1. 3309 1. 407 9 105.8 Pass
9 1. 2034 1.2700 105.5 Pass
10 1.1577 1.2253 105.8 Pass
11 1.1392 1.2042 105.7 Pass
12 1.1922 1.2654 106.1 Pass
13 1.1368 1.2038 105.9 Pass
14 1.0513 1.1166 106.2 Pass
15 1.2047 1. 27 91 106.2 Pass
16 1.2644 1.3280 105.0 Pass
17 0.9998 1.0551 105.5 Pass
18 1.1756 1.2543 106.7 Pass
19 1.2570 1. 3122 104.4 Pass
20 0.9942 1. 0472 105.3 Pass
21 0.9451 1. 0103 106.9 Pass
22 1.1374 1.2077 106.2 Pass
23 0.9987 1. 0579 105.9 Pass
24 0.8788 0.9316 106.0 Pass
25 0. 7714 0.8228 106.7 Pass
26 0. 8072 0. 8 689 107.6 Pass
27 0.7815 0. 8327 106.6 Pass
28 0.8216 0. 8813 107.3 Pass
29 0.9064 0.9602 105.9 Pass
30 0.8834 0.9340 105.7 Pass
Mayl 0.8146 0.8594 105.5 Pass
2 0.7234 0. 7672 106.1 Pass
3 0.7039 0.7546 107.2 Pass
4 0.7335 0.7820 106.6 Pass
5 0.7237 0.7734 106.9 Pass
6 0.6674 0. 7119 106.7 Pass
7 0.6067 0.6482 106.8 Pass
8 0.5894 0.6303 106.9 Pass
9 0.5948 0.6358 106.9 Pass
10 0.6170 0. 6672 108.1 Pass
11 0.5564 0.5989 107.6 Pass
12 0.5951 0.6374 107.1 Pass
13 0.6041 0.6489 107.4 Pass
14 0.5836 0. 6227 106.7 Pass
15 0.5778 0. 6119 105.9 Pass
16 0.5337 0. 5718 107.1 Pass
17 0.5369 0.5784 107.7 Pass
18 0.5724 0.6180 108.0 Pass
19 0. 5710 0.6071 106.3 Pass
20 0.5182 0.5539 106.9 Pass
21 0.5125 0. 5471 106.8 Pass
22 0.5033 0.5448 108.3 Pass
23 0.4946 0.5343 108.0 Pass
24 0.4706 0.5038 107.1 Pass
25 0.4739 0.5185 109.4 Pass
26 0.4951 0.5241 105.9 Pass
27 0. 507 9 0.5349 105.3 Pass
28 0. 5618 0.5888 104.B Pass
29 0.5996 0. 6263 104.5 Pass
Weston Heights North
Technical Information Report
30 0. 5979 0.6163 103.1 Pass
31 0.5806 0. 5976 102.9 Pass
Junl 0.6004 0. 6172 102.8 Pass
2 0.5982 0.6274 104. 9 Pass
3 0.5865 0.6154 104.9 Pass
4 0.5109 0.5358 104.9 Pass
5 0.5241 0.5587 106.6 Pass
6 0.6303 0. 6477 102.8 Pass
7 0.5774 0.5972 103.4 Pass
8 0. 57 66 0.6013 104.3 Pass
9 0.5866 0. 6113 104.2 Pass
10 0.5274 0.5552 105.3 Pass
11 0.5057 0.5314 105.1 Pass
12 0.4584 0.4785 104.4 Pass
13 0.4170 0.4425 106.1 Pass
14 0.4063 0.4375 107.7 Pass
15 0.4152 0.4464 107.5 Pass
16 0.4373 0.4724 108.0 Pass
17 0.4199 0.4459 106.2 Pass
18 0.3956 0.4247 107.4 Pass
19 0.3964 0.4291 108.3 Pass
20 0.4374 0.4605 105.3 Pass
21 0.4318 0.4480 103.8 Pass
22 0.4067 0.4312 106.0 Pass
23 0.4853 0.5189 106.9 Pass
24 0.4480 0.4598 102.6 Pass
25 0.3991 0.4185 104.9 Pass
26 0.3748 0.4001 106.B Pass
27 0. 370 9 0.4006 108.0 Pass
28 0.3681 0. 3962 107.6 Pass
29 0.3693 0. 3977 107.7 Pass
30 0.3923 0.4172 106.4 Pass
Jull 0. 3715 0. 3 955 106.5 Pass
2 0.3610 0.3851 106.7 Pass
3 0. 34 7 9 0.3709 106.6 Pass
4 0.3485 0.3757 107.8 Pass
5 0.3339 0. 3571 107.0 Pass
6 0.3323 0.3599 108.3 Pass
7 0.3402 0. 367 6 108.1 Pass
8 0.3416 0.3708 108. 6 Pass
9 0.3339 0.3588 107.5 Pass
10 0.3199 0.3419 106.9 Pass
11 0.3344 0. 3629 108.5 Pass
12 0.3449 0.3654 105.9 Pass
13 0.3392 0.3601 106.1 Pass
14 0.3227 0.3387 105.0 Pass
15 0.3399 0.3708 109.1 Pass
16 0.3213 0.3408 106.1 Pass
17 0.3107 0.3297 106 .1 Pass
18 0. 3072 0.3298 107.4 Pass
19 0.3010 0.3230 107.3 Pass
20 0.2948 0.3157 107.1 Pass
21 0. 2980 0.3207 107.6 Pass
22 0. 2921 0.3132 107.2 Pass
23 0.2869 0.3069 107.0 Pass
24 0. 285 6 0.3063 107.2 Pass
25 0. 2 988 0.3269 109.4 Pass
26 0.2873 0.3070 106.9 Pass
27 0.2835 0. 3032 106.9 Pass
28 0.2769 0. 2 951 106. 6 Pass
29 0.2751 0. 2941 106.9 Pass
30 0.2745 0. 2926 106.6 Pass
31 0.2818 0.3025 107.3 Pass
Weston Heights North
Technical Information Report
Augl 0.2813 0. 3042 108.2 Pass
2 0.3049 0.3226 105.8 Pass
3 0.2855 0.3021 105.8 Pass
4 0.2758 0.2904 105.3 Pass
5 0.2902 0.3117 107.4 Pass
6 0.2885 0. 3115 108.0 Pass
7 0.2744 0.2880 105. 0 Pass
8 0.2818 0.3032 107.6 Pass
9 0.2690 0.2837 105.5 Pass
10 0.2651 0.2833 106.8 Pass
11 0.2607 0.2792 107.1 Pass
12 0.2557 0.2731 106.8 Pass
13 0.2935 0.3143 107.1 Pass
14 0.3247 0. 3377 104.0 Pass
15 0.2920 0.3008 103.0 Pass
16 0.2925 0.3040 103.9 Pass
17 0.3120 0.3270 104.8 Pass
18 0.2945 0. 3112 105.7 Pass
19 0.2755 0.2881 104.6 Pass
20 0.2755 0.2965 107.6 Pass
21 0.2855 0.3098 108.5 Pass
22 0.3410 0. 360 9 105.8 Pass
23 0.3444 0.3501 101.7 Pass
24 0.3414 0. 340 9 99.9 Pass
25 0.3505 0.3513 100.2 Pass
26 0. 3272 0.3359 102. 6 Pass
27 0.2986 0.3082 103.2 Pass
28 0.3044 0.3168 104.1 Pass
29 0.3133 0.3128 99.8 Pass
30 0.2885 0.2968 102. 9 Pass
31 0. 2829 0 .2972 105.1 Pass
Sepl 0.2818 0. 297 9 105.7 Pass
2 0.2649 0.2800 105.7 Pass
3 0.2810 0.2997 106.7 Pass
4 0.2587 0.2722 105.2 Pass
5 0 .2713 0.2908 107.2 Pass
6 0.2465 0.2570 104.3 Pass
7 0.2661 0.2854 107.3 Pass
8 0.2659 0.2772 104.3 Pass
9 0.2721 0. 2 94 9 108.4 Pass
10 0.2597 0.2759 106.2 Pass
11 0.2652 0.2706 102.0 Pass
12 0.2525 0. 2 652 105.0 Pass
13 0.2644 0. 2894 109.5 Pass
14 0.2478 0. 2658 107.3 Pass
15 0.2569 0. 2762 107.5 Pass
16 0.3463 0.3755 108.4 Pass
17 0.3285 0.3301 100.5 Pass
18 0.3278 0.3360 102.5 Pass
19 0.3146 0.3221 102.4 Pass
20 0.3152 0.3166 100.4 Pass
21 0.3942 0.3991 101.2 Pass
22 0.4552 0.4377 96.2 Pass
23 0.3714 0.3707 99.8 Pass
24 0.3180 0.3269 102.8 Pass
25 0.3202 0.3270 102.1 Pass
26 0.3047 0.3161 103.7 Pass
27 0.3497 0.3484 99.6 Pass
28 0. 3116 0. 3119 100.1 Pass
29 0.3716 0.3736 100.6 Pass
30 0.3468 0.3376 97. 3 Pass
Octl 0.3370 0.3322 98.6 Pass
2 0. 32 94 0.3376 102.5 Pass
Weston Heights North
Technical Information Report
3 0.3590 0. 3714 103.5 Pass
4 0.3794 0. 3717 98.0 Pass
5 0.6622 0.6694 101.1 Pass
6 0.5517 0.5501 99.7 Pass
7 0.5764 0.5836 101.2 Pass
8 0.6355 0.6100 96.0 Pass
9 0.6238 0.5983 95.9 Pass
10 0.4975 0.4661 93.7 Pass
11 0.3969 0.3927 98.9 Pass
12 0. 382 9 0. 38 64 100.9 Pass
13 0.3533 0.3641 103.1 Pass
14 0.3660 0.3652 99.8 Pass
15 0.3655 0.3683 100.7 Pass
16 0.4480 0.4502 100.5 Pass
17 0.5083 0. 4877 95.9 Pass
18 0.5993 0.5724 95.5 Pass
19 0.9120 0.8832 96.8 Pass
20 0. 9762 0.9332 95.6 Pass
21 0.7848 0.7455 95.0 Pass
22 0. 6761 0.6374 94.3 Pass
23 0.6093 0.5795 95.l Pass
24 0.5B87 0.5680 96.5 Pass
25 0.6908 0.6507 94.2 Pass
26 0.7488 0. 7118 95.l Pass
27 0.7848 0.7261 92.5 Pass
28 0.8381 0.7874 93.9 Pass
29 0.8031 0.7701 95.9 Pass
30 0.7731 0.7555 97.7 Pass
31 0.7833 0.7544 96.3 Pass
Novl 0.8828 0.8560 97.0 Pass
2 1. 132 6 1.0864 95.9 Pass
3 1.3244 1.2282 92. 7 Pass
4 1.1448 1. 0417 91. 0 Pass
5 1.3206 1.2589 95.3 Pass
6 1.3471 1. 2 806 95.1 Pass
7 1.1443 1.0887 95.1 Pass
8 1.2744 1.2302 96.5 Pass
9 1.4212 1.3733 96.6 Pass
10 1. 6837 1.6439 97. 6 Pass
11 1.8512 1.7812 96.2 Pass
12 1.7836 1. 7170 96.3 Pass
13 1.8537 1.7787 96.0 Pass
14 1.5832 1. 5346 96.9 Pass
15 1.5666 1.5344 97. 9 Pass
16 1. 61 78 1.5823 97.8 Pass
17 1. 6998 1.6613 97.7 Pass
18 2. 057 6 2. 0667 100.4 Pass
19 2.3915 2.3789 99.5 Pass
20 2.2344 2. 2116 99.0 Pass
21 1.9792 1.9702 99.5 Pass
22 2. 082 6 2 .1103 101.3 Pass
23 2. 9019 2.9154 100.5 Pass
24 2.9612 2.9930 101.1 Pass
25 2. 6232 2.6335 100.4 Pass
26 2.3597 2.3573 99.9 Pass
27 1.9725 1.9817 100.5 Pass
28 2.0196 2.0490 101.5 Pass
29 2.2769 2.3194 101.9 Pass
30 2.1939 2.2162 101.0 Pass
Deel 2.3079 2. 3272 100.8 Pass
2 2.8916 2.9337 101.5 Pass
3 2. 6311 2.6640 101. 3 Pass
4 2.3432 2.3947 102.2 Pass
Weston Heights North
Technical Information Report
5 2.3360 2.3678 101.4 Pass
6 2.0890 2.1250 101.7 Pass
7 2.0435 2.0847 102.0 Pass
8 2 .1148 2.1701 102.6 Pass
9 2.3573 2.4166 102.5 Pass
10 2.4178 2.4762 102.4 Pass
11 2.5444 2.5989 102.1 Pass
12 2.5694 2. 6223 102.1 Pass
13 2.6401 2.6939 102.0 Pass
14 3.0557 3.1354 102.6 Pass
15 2.7431 2.8105 102.5 Pass
16 2.4663 2.5182 102.1 Pass
17 2.2397 2.2970 102. 6 Pass
18 2.0809 2.1458 103.1 Pass
19 2.4036 2.4877 103. 5 Pass
20 2.4839 2.5477 102. 6 Pass
21 2.3052 2.3657 102.6 Pass
22 2.3251 2. 3955 103.0 Pass
23 2.2466 2. 3116 102.9 Pass
24 2.1462 2.2270 103.8 Pass
25 2.5632 2.6587 103.7 Pass
26 2.9059 2.9964 103.1 Pass
27 2.3743 2. 442 9 102.9 Pass
28 2.3438 2.4457 104 .3 Pass
29 2.9308 3.0287 103.3 Pass
30 2.4225 2. 5019 103.3 Pass
31 2. 345 9 2. 438 6 104.0 Pass
This prcgrdm and accompa~yi~g documc~tatioc arc provided 'as-is' without warra~ty of
any kind. The cnt~re r~sk regarding the performance and results of t~is pr8gram i~
assur.ted by End User. Clear Creek Solutiocs Ice. and the governr.tental l:_c:er1see OI
subl:_censees disclaim n.l warra~1ties, either expressed or ir.tplicd, includirq bc.t not
~imited to implieci wciriar:tle~ of prcgr2m acd accompanying documentat~on. ln no event
shal~ Cledr Creek Solut~ons Inc. be l~ablc fa~ any damages whatsoever (includ~~g
witho~t :imitatio~ to damages ~or less cf business profits, las~ cit tlusir1ess
~~format~o~. busi~ess in~erruption, and the like) arisir1g out o[ Lhe use of, or
~Gab~lity to use this program even it Clear :~eek 2olulions Inc. or their authorized
representa~ivcs have been advised of the possibility c~ such damages. Software
Copyright :e by : c::ear Creek Scl·Jticns, Tnc. L~:0.)-2016; All Righls ?.eserved.
Weston Heights North
Technical Information Report
WWHM2012 -Site Information
•i... .. ----;au • ...
':e: ~ i,j i::J' ~.:: .... -··~--:
WWHM2012 -Predeveloped Scenario
! ..... ---·-
: •&I i -· .~'ill~~~ .. ,..,.,~-
~.
'&:.-
~~-'!•!"".
II ;,..r...-;···.1
_..,, ....
Weston Heights North
Technical Information Report
,!Jr.. ~---O .. t1,1i•"'-
Ii!
·---',._, .. ---
.. Ci.-..
(·'-""'·'" W-Ao ""~~--wi, ... -....
........... .. . ..
-
--.-....... -. ---"
--:--~-=·:-:-~ ----·· =••'"1+!11'-
_,. -
....
WWHM2012 -Developed Scenario
! ..... ___ _
,,-,ui-.a
-~liili i:d!~I!
·-+-·
•• . '
Ii!
WWHM2012 -Fluctuation Analysis
t:i•, £ .. :t-~ ~·.-
~ ~ ~ .l lhi~
le'l [;l!@j ~ ~ ~
. --·--·-·--···-·--·~·~--------·----·-,,_,,. ·~ , .. -...... ..... , .. ~. '"''
.. ,. ____ ..,..., -,,_,. --....... ._
.,._,....__. ""-.... ,-:"" l"" .,. .. ,._.. . .. .. , ,_... r.o/ .... ~ ..,..__ .. ... , __
..... "-'"""" .. ,.i.-...
-ML-.-._, i.-,,..,
,,(_1--0--c,-tw L_I' __ _,
·t_,._.._ ,. _ ...
(.•.-.-..: ·--"~~.I\!
'"''--~ -:.:,--..
..... .,.., U'I
_ ......... JJ ·-.... . .
.. -
;~ . .-.--•
~----· ' ·--·-;...:......... r~--. -------r::-:::· ~-
f---1· -... • ,----
--
,.1 .. .,~ ....... (<Kl
-.. ----~~.;..! ·1-··
.. ,
--_,.,,
Wllil"'A'\,ol ~-....... , -· . •• ,. .. , ·•rr•
••••,1.(UUl
.;(""""1-,~
9ft-.n..,in~ ........ .,
~ _,.,. ... --
...
• ··-·"::-
~-·---
f_ • ,.,-----
• a.--·-t._ __
• .-·-"' c--
'
··-
-----,or ' -·--· Vol-iacr1:1
~ h-• N•t•-"t.6d ... .-aaat. .... ,r.,1 ,_ •:,. ~&Cll .. •170 , .. • .... ... ., ,, .. •• ., .. ,. , .. • hH -· " 1-.1"!} " fo~li,,O 1(1;, ' ·--... " ., .. " •210 ,., • .... -· ... !1240 .. -,:ut!I , .. • . ... -.. ;r,t;rt u .... , .. • ....
~ .. •••1 .. -" ,., ' ..... -• 111,, • •1u , .. ' ·---' (16<f,.' ' ).,., '°' , .... ~· ". '"' " ,,:11, " • .... -,, ,..,,111 " ·U•:r N • .... -"· in..,, n •Ul'!O "' • ....
' P"T-l N1t19<1i-,.T0..1. ,. .... ,,..il
,1•111 ,;t ..... )0 , .,.,.. , .. 0 . ...
' ,. ,o•:t ;i . ., .... ... • ....
:a. '!lillll. ,1.111.111" 203. I ....
:r.,al'7 ' ,7aCI ,., .... ,.,._....,v...._, l LIL-fl'!I"'""] R ......... t, .. _ "-"-~ ~.....-
;..._,Pi-.,..0..-.. ..., 1 ~~r,_o. .. '!"-i n.-r,~_~')' I ....... o,_, ..,..,.,,...., --
Weston Heights North
Technical Information Report
iloalD• r_.:·=·====:
, ... ci. r:--·::--;---.::-~
""-''".....-er~
Ull..___l_lllltl'I ......
'---
• •
• • ..
" " " .. ,.
" " " .. .. ,,
:r. ,o!,,
) tl!o•t
' O.:tt
:r.a,n
:r .• 3 ••
' :;,"1:,S
' 4!o0)
' ,.,.
• 0111 .. "= ' ....
2. -,90:,
' 1l:ll
' .....
' ••••
' .. ,..
' ""
, oo;i,l "' • •••• ' .... , '°' ' "" ' ..... .. , • "" ' .,., ,., • .... , ,u, ... ' ....
MU "' ' . ...
!,!loll "' • . ... ,.,..,. ... • ''" ' UN IOt. I .... .. 131'3 "' • .... . ..,.,., ,., • .... .. ,., ,., • ....
' ... .,. "' , ....
' UOI "' 0 ....
' OU1 ... • . ...
' m, ... • ....
' "" ... .. -
•
SECTION 5
CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Weston Heights North
Technical Information Report
Conveyance System Analysis and Design
The project is proposing to tie into the Weston Heights conveyance systems. A new conveyance system
will be installed beneath the sidewalk along the Nile Ave NE frontage improvements. An existing
conveyance system is located at the curb line, restricting the location of the proposed conveyance
system. Shallow inlets will be installed at the curb line and will tightlined back to catch basins beneath the
sidewalk. The system will tie into the Weston Heights system at the intersection of the Weston Heights
developments' roadway and Nile Ave NE. Yard drains, installed in Lots 3 -6 will be tightlined to a
conveyance system along the private drive on the east basin. The new conveyance system will then tie
into the Weston Heights conveyance system, also along the private drive. Yard drains will be installed on
Lot 2, and the roof downspout of Lot 3 will be connected to an existing conveyance system along NE 7th
Pl. This conveyance will tie into the Olympus Villa conveyance system, directing this runoff into Pond 'A'.
The KCSWDM requires that the conveyance flows tributary to each catch basin be calculated with
KCRTS using 15-minute timesteps. The KCRTS also requires that the 25-year peak design flows be
contained within the conveyance system with no surcharge. The 100-year peak design flows must also
be analyzed, and it must be demonstrated that any surcharge during the 100-year peak design event
must not cause or aggravate a flooding problem.
Conveyance calculations for this project are provided in Appendix 5A. For simplicity of the calculation,
and in order to provide a conservative design, the calculations only analyze the 100-year storm event,
and show that there is no surcharge during that event.
Weston Heights North
Technical Information Report
APPENDIX 5A
CONVEYANCE CALCULATIONS
Weston Heights North
Technical Information Report
C
0
t • D
C
.'2,
"' m
D • >
0
<J)
" 0
--"
::,
(L
O'.)
N
,;f
Ci)
0
N
n
N
_o • "-
N
ED
0
1"=100'
Scale
II ,,?, ::,s ===:--: BASIN
lASI I .,
( N (4 tsl 0 ,,_ __ _
ROOF/OW
AREA TO
Elo'.SIN #7 r,1 N
N
ll)
ROOF/OW
IIRE/1, TO
BASJN #7
\!)
_BASIN / -----. ( "'i3r--~
·~ #8: ~
1n N Ci)
:,5'/
(9,
" r=o i:A~,~ QYl~'I'~
,, © ® '° ® I
d i~ ~,t -f , I ~1 ~ ---l~c>-~
0
"' It)
~
I
100
Feet
Ci) 0 0 BASINI! D
#3 L.-N
--""'
·"\
\
©
r
'
~-
© ~
® __ (~
lRl~~/0 ~ ~v
,r,
I
© I 0\
520
UNDISTURBED
WETLAND
AREA
1
tt=· ,
o,,,,. .1
@ #10
0J
BASIN
#11
@
JOA
Design
JOA
Drawn
2/23/16
Date
349-007-15
Project No.
R:\Projects\349 (prospect developmerit)\007-1.S (Wesfon North)\Dwg\figures\TIR Figures\Bosin Map -Conveyance.dwg 11x17
.tll.. !m CMEogheericg
'. , · Projec!M"nogement
' Plcnnlng
172-4 W. Mc~nc View Dnve,Suite 1,4(); Everett. WashJ!lllrof' 98201
Office: 425...-06.65-33 Fa>: 425.486.6593 www.<doer1gn~.com
BASIN
NAME
BAS1N #1
BAS)N #2
BAS1N #3
BAS)N #4
BASIN #5
BASIN #6
BASIN #7
BASIN #8
BASIN #9
BASIN #10
BASIN#11
IMERVIOUS LAWN TOTAL
AREA AREA AREA
0.09 AC
0.1 0 AC
0. 72 AC
0.1 0 AC
0.73 AC
0. 14 AC
0.34 AC
0.55 AC
0.05 AC
0.24 AC
0.47 AC
WESTON HEIGHTS NORTH
DEVELOPED
CONVEYANCE Sheet:
-------
Conveyance Cctlcu I al ions to be pro"J"ided fer final rev_::_cw.
Weston Heights North
Technical Information Report
SECTION 6
SPECIAL REPORTS AND STUDIES
Weston Heights North
Technical Information Report
Special Reports and Studies
A geotechnical report was prepared by The Riley Group, Inc. for the project on January 29'", 2015. A
copy of this report is included in Appendix 6A.
A copy of the Olympus Villa LUA 10-090 TIR has been attached as Appendix 6B. The Olympus Villa
Pond 'A' was utilized as part of this project.
A copy of the Olympus Villa original design and As-Built plans has been attached as Appendix 6C. The
Olympus Villa Pond 'A' was utilized as part of this project.
Weston Heights North
Technical Information Report
Weston Heights North
Technical Information Report
APPENDIX 6A
GEOTECHNICAL REPORT
••• ,~
RILEYGROUP
GEOTECHNICAL ENGINEERING REPORT
PREPARED BY:
THE RILEY GROUP, INC.
17522 BOTHELL WAY NORTHEAST
BOTHELL, WASHINGTON 98011
PREPARED FOR:
WESTON HEIGHTS, LL(
15 LAKE BELLEVUE DRIVE, SUITE 102
BELLEVUE, WASHINGTON 98005
RGI PROJECT No. 2016-009
WESTON NORTH
702 NILE AVENUE NORTHEAST
RENTON, WASHINGTON
JANUARY 29, 2016
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 • Fox 425.415.0311
www.riley-group.com
January 29, 2016
Mr. Robert Fitzmaurice
Weston Heights, LLC
15 Lake Bellevue Drive, Suite 102
Bellevue, Washington 98005
••• I~
RILEYGROUP
Subject: Geotechnical Engineering Report
Weston North
702 Nile Avenue Northeast
Renton, Washington
RGI Project No. 2016-009
Dear Mr. Fitzmaurice:
As requested, The Riley Group, Inc. (RGI) has performed a Geotechnical Engineering
Report (GER) for the Weston North short plat located at 702 Nile Avenue Northeast,
Renton, Washington. Our services were completed in accordance with our proposal
PRP2016-017 dated January 20, 2016, and authorized by Mr. Jeff Hamilton, COO of
Weston Heights, LLC. The information in this GER is based on our understanding of the
proposed construction, and the soil and groundwater conditions encountered in the hand
augers completed by RGI at the site on January 22, 2016.
RGI recommends that you submit the project plans and specifications to RGI for a general
review so that we may confirm that the recommendations in this GER are interpreted and
implemented properly in the construction documents. RGI also recommends that a
representative of our firm be present on site during portions of the project construction
to confirm that the soil and groundwater conditions are consistent with those that form
the basis for the engineering recommendations in this GER.
If you have any questions or require additional information, please contact us.
Respectfully submitted,
THE RILEY GROUP, INC.
Senior Project Engineer
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 + Fax 425.415.0311
www.riley-group.com
"
Ricky R. Wang, PhD, PE
Principal Engineer
Geotechnica/ Engineering Report
Weston North, Renton, Washington
January 29, 2016
RGI Project No. 2016-009
TABLE OF CONTENTS
1.0 11\TRODl!CTIOI\ ............................................................................................................................... I
2.0 PROJECT DESCRIPTION ............................................................................................................... I
3.0 FIELD EXPLORATION AND LABORATORY TESTING .......................................................... I
4.0
5.0
3. 1 FIELD EXPLORATION .................................................................................................................................. 1
3.2 LABORATORY TESTING .. . .................................................... 2
SITE CONDITIONS ........................................................................................................................... 2
4.1 SURFACE ................... ..
4.2 GEOLOGY
4.3 SOILS ...
4.4 GROUNDWATER ....
4.5 SEISMIC CONSIDERATIONS ................ .
4.6 GEOLOGIC HAZARD AREAS .... .
.. ....... 2
......... 2
.................... 3
.. ... 3
.. ....... 3
.. . .4
DISCUSSION AND RECOM'.\IENDATIONS ................................................................................. 4
5.1 GFOTECHNICAL CONSIDERATIONS
5.2 EARTHWORK ............................ .
5.2.1 Erosion and Sediment Control
5.2.2 Stripping
5.2.3 Excavations ..
5.2.4 Site Preparation ..
5.2.5 Structural Fill ..
5.2.6 Cut and Fill Slopes .................. .
5.2.7 Wet Weather Construction Considerations ...
5.3 FOUNDATIONS .............. .
5.4 RETAINING WALLS ............ .
5.5 SLAB-ON-GRADE CONSTRUCTION ................. .
5.6 DRAINAGE
5.6.1 Surface ....
5.6.2 Subsurface .................... .
5.6.3 Infiltration.
5. 7 UTILITIES ..... .
5.8 PAVEMENTS
...... 4
.. .. 4
.... 4
.............. 5
. ........ 6
.. .. 6
.. ...... 7
.. ....... 8
.. ..... 8
......... 9
.. ..... 10
.. .................... 10
... 11
.. ... 11
. ... 11
.. ....... 11
.. ........... 11
..... 11
6.0 ADDITIONAL SERVICES .............................................................................................................. 12
7.0 Ll'\11T ATIOI\S ................................................................................................................................. 12
LIST OF FIGURES AND APPENDICES
Figure 1 ..................................................................................................................... Site Vicinity Map
Figure 2 ............................................................................................... Geotechnical Exploration Plan
Figure 3 ..... . ....................... Typical Retaining Wall Drainage Detail
Figure 4 .................................................................................................... Typical Footing Drain Detail
Appendix A....................... . .................................... Field Exploration and Laboratory Testing
••• .....
RILEYGROUP
Geotechnical Engineering Report
Weston North, Renton, Washington
Executive Summary
ii January 29, 2016
RGI Project No. 2016-009
This Executive Summary should be used in conjunction with the entire Geotechnical
Engineering Report (GER) for design and/or construction purposes. It should be
recognized that specific details were not included or fully developed in this section, and
the GER must be read in its entirety for a comprehensive understanding of the items
contained herein. Section 7.0 should be read for an understanding of limitations.
RGl's geotechnical scope of work included the advancement of 3 hand augers to a
maximum depth of 3.5 feet below existing site grades.
Based on the information obtained from our subsurface exploration, the site is suitable
for development of the proposed project. The following geotechnical considerations were
identified:
Soil Conditions: The soils encountered during field exploration includes soft to medium
stiff silt with some sand and medium dense silty sand with some gravel .
Groundwater: Light groundwater seepage was encountered between depths of 8 to 18
inches bgs during our subsurface exploration.
Foundations: Foundations for the proposed building may be supported on conventional
spread footings bearing on medium dense to dense native soil or structural fill.
Slab-on-grade: Slab-on-grade floors and slabs for the proposed building can be supported
on medium dense to dense native soil or structural fill.
Pavements: The following pavement sections are recommended:
, For heavy truck traffic areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of
crushed rock base (CRB)
, For general parking areas: 2 inches of HMA over 4 inches of CRB
••• I ,,a
RILEYGROUP
Geotechnica/ Engineering Report
Weston North, Renton, Washington
1.0 Introduction
January 29, 2016
RGI Project No. 2016-009
This Geotechnical Engineering Report (GER) presents the results of the geotechnical
engineering services provided for the Weston North short plat in Renton, Washington.
The purpose of this evaluation is to assess subsurface conditions and provide
geotechnical recommendations for the construction of single family residences. Our
scope of services included field explorations, laboratory testing, engineering analyses, and
preparation of this GER.
The recommendations in the following sections of this GER are based upon our current
understanding of the proposed site development as outlined below. If actual features
vary or changes are made, RGI should review them in order to modify our
recommendations as required. In addition, RGI requests to review the site grading plan,
final design drawings and specifications when available to verify that our project
understanding is correct and that our recommendations have been properly interpreted
and incorporated into the project design and construction.
2.0 Project description
The project site is located at 702 Nile Avenue Northeast in Renton, Washington. The
approximate location of the site is shown on Figure 1. The site is currently occupied by a
single family residence with a shop to the west and a grass field to the east of the
residence.
RGI understands that the parcel will be subdivided into six lots with construction of five
new single family residences. The existing residence and shop will remain on Lot 1. Our
understanding of the project is based on conversations with the client, and a site plan
that was forwarded to us by SDA dated October 24, 2015.
At the time of preparing this GER, building plans were not available for our review. Based
on our experience with similar construction, RGI anticipates that the proposed building
will be supported on perimeter walls with bearing loads of two to four kips per linear
foot, and a series of columns with a maximum load up to 20 kips. Slab-on-grade floor
loading of 250 pounds per square foot (psf) are expected.
3.0 Field Exploration and Laboratory Testing
3.1 FIELD EXPLORATION
On January 22, 2016, RGI excavated three hand augers. The approximate exploration
locations are shown on Figure 2.
Field logs of each exploration were prepared by the geologist that completed the
excavation. These logs included visual classifications of the materials encountered during
excavation. The hand augers logs included in Appendix A represent an interpretation of
••• ll'II
RILEYGRDUP
Geoterhnicol Engineering Report
Weston North, Renton, Washington
2 January 29, 2016
RGI Project No. 2016,009
the field logs and include modifications based on laboratory observation and analysis of
the samples.
3.2 LABORATORY TESTING
During the field exploration, a representative portion of each recovered sample was
sealed in containers and transported to our laboratory for further visual and laboratory
examination. Selected samples retrieved from the hand augers were tested for moisture
content and grain size analysis, to aid in soil classification and provide input for the
recommendations provided in this GER. The results and descriptions of the laboratory
tests are enclosed in Appendix A.
4.0 Site Conditions
4.1 SURFACE
The subject site is a rectangular-shaped parcel of land approximately 2.3 acres in size. The
site is bound to the north by Northeast 7th Place, to the east by residential property and
a private road, to the south by a wetland and residential properties, and to the west by
Nile Avenue Northeast.
The existing site houses a shop and a single family residence that are located within the
western section of the site. A handful of trees are located along the western portion of
the south property line with a cluster of 20 foot tall bamboo stalks to the northeast of the
house. The remaining area (central to eastern portion of the site) is occupied by a large
grassy field, where the proposed new single family residences would be constructed. The
site is relatively flat with an overall elevation difference of approximately 6 feet,
increasing in elevation towards the east.
4.2 GEOLOGY
Review of the Geologic Map of the Renton Quadrangle King County, Washington, by D.R.
Mullineaux, (1965) indicates that the soil in the project vicinity is mapped as Ground
moraine deposits (Qgt), which is mostly thin ablation till over lodgment till, deposited by
Puget glacial lobe. Lodgment till generally compact, coherent, unsorted mixture of sand,
silt, clay and gravel: commonly termed hardpan. Ablation till similar, but much less
compact and coherent. Highly variable in thickness and in relative proportion of lodgment
to ablation till; lodgment till generally 5 to 30 feet thick, ablation till 2 to 10 feet. North of
Cedar River, till is mostly sand, is relatively friable and locally less than 5 feet thick.
Between Renton and Lake Youngs, lodgment till locally is thin, but ablation till is relatively
thick and grades to stratified drift. Moderately drumlinized, forms undulating, locally
irregular surface characterized by southeast-ward-trending hills and swales, commonly
overlain by thin sand, clay or peat. Surface drainage is locally poor. Lodgment till is
nearly impermeable and relatively difficult to excavate, but relatively stable in cut slopes.
These descriptions are generally similar to the findings in our field explorations.
II• ·~-RILEYGROUP
Geotechnirnl Engineering Report
Weston North, Renton, Washington
4.3 SOILS
3 January 29, 2016
RGI Project No. 2016-009
The soils encountered during field exploration include silt with some sand to silty sand
with some gravel. Hand auger locations HA-2 and HA-3 encountered dense to very dense
soils that contained large gravels and cobbles that prevented further advancement in
depth.
More detailed descriptions of the subsurface conditions encountered are presented in
the hand auger logs included in Appendix A. Sieve analysis was performed on two
selected soil samples. Grain size distribution curves are included in Appendix A.
4.4 GROUNDWATER
Light groundwater seepage was encountered between 8 to 18 inches bgs during our
subsurface exploration. The groundwater appears to be perched over the top of a
medium stiff SILT layer. Surface water was also observed in the grassy field during the
exploration.
It should be recognized that fluctuations of the groundwater table will occur due to
seasonal variations in the amount of rainfall, runoff, and other factors not evident at the
time the explorations were performed. In addition, perched water can develop within
seams and layers contained in fill soils or higher permeability soils overlying less
permeable soils following periods of heavy or prolonged precipitation. Therefore,
groundwater levels during construction or at other times in the future may be higher or
lower than the levels indicated on the logs. Groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
4.5 SEISMIC CONSIDERATIONS
Based on the 2012 International Building Code (IBC), RGI recommends the follow seismic
parameters for design.
Site Soil Class 1
Site Latitude
Site Longitude
Table 1 2012 IBC
Parameter
Short Period Spectral Response Acceleration, Ss (g)
!-Second Period Spectral Response Acceleration, 51 (g)
Adjusted Short Period Spectral Response Acceleration, 5Ms (g)
Adjusted 1-Second Period Spectral Response Acceleration, SM1 (g)
Value
C'
47.494016° N
122.141161 ° W
1.387
0.521
1.387
0.677
1. Note: In general accordance with Chapter 20 of ASCE 7. The Site Class is based on the average characteristics of the upper 100 feet
of the subsurface profile.
• •• llW
RILEY GROUP
Geotechnico/ Engineering Report
Weston North, Renton, Washington
4 January 29, 2016
RGI Project No. 2016-009
2. Note: The 2012 IBC and ASCE 7 require a site soil profile determination extending to a depth of 100 feet for seismic site
classification. The current scope of our services does not include the required 100 foot soil profile determination. Hand augers
extended to a maximum depth of 3.5 feet, and this seismic site class definition considers that very dense soil continues below the
maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions
below the current depth of exploration.
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength
due to an increase in water pressure induced by vibrations from a seismic event.
Liquefaction mainly affects geologically recent deposits of fine-grained sands that are
below the groundwater table. Soils of this nature derive their strength from intergranular
friction. The generated water pressure or pore pressure essentially separates the soil
grains and eliminates this intergranular friction, thus reducing or eliminating the soil's
strength.
RGI reviewed the results of the field and laboratory testing and assessed the potential for
liquefaction of the site's soil during an earthquake. Since the site is underlain by glacial
till, RGI considers that the possibility of liquefaction during an earthquake is minimal.
4.6 GEOLOGIC HAZARD AREAS
Regulated geologically hazardous areas include erosion, landslide, earthquake, or other
geological hazards. Based on the definitions in the Renton Municipal Code, the site does
not contain geologically hazardous areas. There are not mapped coal mine hazards, steep
slopes or landslide hazard on the site or in the near vicinity of the site. A wetland is
mapped on the parcel to the south of the site and appears to extend slightly into the site.
5.0 Discussion and Recommendations
5.1 GEOTECHNICAL CONSIDERATIONS
Based on our study, the site is suitable for the proposed construction from a geotechnical
standpoint. Foundations for the proposed building can be supported on conventional
spread footings bearing on medium dense to dense native soil or structural fill. Slab-on-
grade and pavements can be similarly supported.
Detailed recommendations regarding the above issues and other geotechnical design
considerations are provided in the following sections. These recommendations should be
incorporated into the final design drawings and construction specifications.
5.2 EARTHWORK
The earthwork is expected to include installing underground utilities excavating and
backfilling the residence foundations and preparing sidewalk, driveway and frontage
improvement roadway subgrades.
5.2.1 EROSION AND SEDIMENT CONTROL
Potential sources or causes of erosion and sedimentation depend on construction
methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type,
••• ·~-RILEYGROUP
Geotechnical Engineering Report
Weston North, Renton, Washington
5 January 29, 2016
RGI Project No. 2016-009
construction sequencing and weather. The impacts on erosion-prone areas can be
reduced by implementing an erosion and sedimentation control plan. The plan should be
designed in accordance with applicable city and/or county standards.
RGI recommends the following erosion control Best Management Practices (BMPs):
, Scheduling site preparation and grading for the drier summer and early fall
months and undertaking activities that expose soil during periods of little or no
rainfall
, Retaining existing vegetation whenever feasible
, Establishing a quarry spall construction entrance
,. Installing siltation control fencing or anchored straw or coir wattles on the
downhill side of work areas
, Covering soil stockpiles with anchored plastic sheeting
,. Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw
if surfaces will be left undisturbed for more than one day during wet weather or
one week in dry weather
,. Directing runoff away from exposed soils and slopes
,. Minimizing the length and steepness of slopes with exposed soils and cover
excavation surfaces with anchored plastic sheeting (Graded and disturbed slopes
should be tracked in place with the equipment running perpendicular to the slope
contours so that the track marks provide a texture to help resist erosion and
channeling. Some sloughing and raveling of slopes with exposed or disturbed soil
should be expected.)
,. Decreasing runoff velocities with check dams, straw bales or coir wattles
,. Confining sediment to the project site
,. Inspecting and maintaining erosion and sediment control measures frequently
(The contractor should be aware that inspection and maintenance of erosion
control BMPs is critical toward their satisfactory performance. Repair and/or
replacement of dysfunctional erosion control elements should be anticipated.)
Permanent erosion protection should be provided by reestablishing vegetation using
hydroseeding and/or landscape planting. Until the permanent erosion protection is
established, site monitoring should be performed by qualified personnel to evaluate the
effectiveness of the erosion control measures. Provisions for modifications to the erosion
control system based on monitoring observations should be included in the erosion and
sedimentation control plan.
5.2.2 STRIPPING
Stripping efforts should include removal of pavements, vegetation, organic materials, and
deleterious debris from areas slated for building, pavement, and utility construction. The
hand augers encountered eight to 14 inches of topsoil and rootmass. Deeper areas of
stripping may be required in forested or heavily vegetated areas of the site .
••• ·~-RILEYGROUP
Geotechnica/ Engineering Report
Weston North, Renton, Washington
5.2.3 EXCAVATIONS
6 January 29, 2016
RGI Pro;ect No. 2016-009
All temporary cut slopes associated with the site and utility excavations should be
adequately inclined to prevent sloughing and collapse. The site soils consist of dense
native soils.
Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the
temporary side slopes should be laid back with a minimum slope inclination of l.SH:lV
(Horizontal:Vertical) where groundwater seepage is encountered and 3/4H:1V in the
underlying dense soils. If there is insufficient room to complete the excavations in this
manner, or excavations greater than 20 feet in depth are planned, using temporary
shoring to support the excavations should be considered. For open cuts at the site, RGI
recommends:
,.. No traffic, construction equipment, stockpiles or building supplies are allowed at
the top of cut slopes within a distance of at least five feet from the top of the cut
,.. Exposed soil along the slope is protected from surface erosion using waterproof
tarps and/or plastic sheeting
,.. Construction activities are scheduled so that the length of time the temporary cut
is left open is minimized
', Surface water is diverted away from the excavation
,.. The general condition of slopes should be observed periodically by a geotechnical
engineer to confirm adequate stability and erosion control measures
In all cases, however, appropriate inclinations will depend on the actual soil and
groundwater conditions encountered during earthwork. Ultimately, the site contractor
must be responsible for maintaining safe excavation slopes that comply with applicable
OSHA or WISHA guidelines.
5.2.4 SITE PREPARATION
Once stripping, clearing and other preparing operations are complete, the footings should
be excavated into the native soils. Subgrade soils that become disturbed due to elevated
moisture conditions should be overexcavated to reveal firm, non-yielding, non-organic
soils and backfilled with compacted structural fill. In order to maximize utilization of site
soils as structural fill, RGI recommends that the earthwork portion of this project be
completed during extended periods of warm and dry weather if possible. If earthwork is
completed during the wet season (typically November through May) it will be necessary
to take extra precautionary measures to protect subgrade soils. Wet season earthwork
will require additional mitigative measures beyond that which would be expected during
the drier summer and fall months .
••• ·~-RILEYGROUP
Geotechnrcal Engineering Report
Weston North, Renton, Washington
5.2.5 STRUCTURAL FILL
7 January 29, 2016
RGI Project No. 2016-009
RGI recommends fill below the foundation and floor slab, behind retaining walls, and
below pavement and hardscape surfaces be placed in accordance with the following
recommendations for structural fill.
The suitability of excavated site soils and import soils for compacted structural fill use will
depend on the gradation and moisture content of the soil when it is placed. As the
amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes
increasingly sensitive to small changes in moisture content and adequate compaction
becomes more difficult or impossible to achieve. Soils containing more than about 5
percent fines cannot be consistently compacted to a dense, non-yielding condition when
the moisture content is more than 2 percent above or below optimum. Optimum
moisture content is that moisture that results in the greatest compacted dry density with
a specified compactive effort.
Non-organic site soils are only considered suitable for structural fill provided that their
moisture content is within about two percent of the optimum moisture level as
determined by ASTM D1557. Excavated site soils may not be suitable for re-use as
structural fill depending on the moisture content and weather conditions at the time of
construction. If soils are stockpiled for future reuse and wet weather is anticipated, the
stockpile should be protected with plastic sheeting that is securely anchored. Even during
dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be
reused as structural fill may be required. Even during the summer, delays in grading can
occur due to excessively high moisture conditions of the soils or due to precipitation. If
wet weather occurs, the upper wetted portion of the site soils may need to be scarified
and allowed to dry prior to further earthwork, or may need to be wasted from the site.
The native soils were over the optimum moisture content during our explorations. The
native soils may require moisture conditioning even in the drier summer months. If on-
site soils are or become unusable or earthwork will be completed in wet weather, it may
become necessary to import clean, granular soils to complete site work that meet the
grading requirements listed in Table 2 to be used as structural fill.
Table 2 Structural Fill Gradation
U.S. Sieve Size
4inches
No. 4 sieve
No. 200 sieve
*Based on minus 3/4 inch fraction.
• •• ·~-RILEYGROUP
Percent Passing
100
75 percent
5 percent*
Geotechnical Engineering Report
Weston North, Renton, Washington
8 January 29, 2016
RGI Project No. 2016-009
Prior to use, an RGI representative should observe and test all materials imported to the
site for use as structural fill. Structural fill materials should be placed in uniform loose
layers not exceeding 12 inches and compacted as specified in Table 2. The soil's maximum
density and optimum moisture should be determined by ASTM D1557.
Table 3 Structural Fill Compaction ASTM D1557
Minimum Moisture Content
Location Material Type Compaction Range
Percentage
Foundations On-site granular or approved 95 +2 -2 imported fill soils:
Retaining Wall Backfill On-site granular or approved 92 +2 -2 imported fill soils:
Slab-on-grade On-site granular or approved 95 +2 -2 imported fill soils:
General Fill (non-On-site soils or approved 90 +3 -2 structural areas) imported fill soils:
Pavement -Subgrade On-site granular or approved 95 +2 -2
and Base Course imported fill soils:
Placement and compaction of structural fill should be observed by RGI. A representative
number of in-place density tests should be performed as the fill is being placed to confirm
that the recommended level of compaction is achieved.
5.2.6 Cur AND FILL SLOPES
All permanent cut and fill slopes (except interior slopes of detention pond) should be
graded with a finished inclination no greater than 2H:1V. The interior slopes of the
detention pond must be graded with a slope gradient no steeper than 3H:1V. Upon
completion of construction, the slope face should be trackwalked, compacted and
vegetated, or provided with other physical means to guard against erosion.
Final grades at the top of the slopes must promote surface drainage away from the slope
crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. If
it is necessary to direct surface runoff towards the slope, it should be controlled at the
top of the slope, piped in a closed conduit installed on the slope face, and taken to an
appropriate point of discharge beyond the toe of the slope. All fill placed for slope
construction should meet the structural fill requirements as described in Section 5.2.5.
5.2.7 WET WEATHER CONSTRUCTION CONSIDERATIONS
RGI recommends that preparation for site grading and construction include procedures
intended to drain ponded water, control surface water runoff, and to collect shallow
subsurface seepage zones in excavations where encountered. It will not be possible to
••• I~-
RILEYGRouP
Geotechnica/ Engineering Report
Weston North, Renton, Washington
9 January 29, 2016
RGI Project No. 2016-009
successfully compact the subgrade or utilize on-site soils as structural fill if accumulated
water is not drained prior to grading or if drainage is not controlled during construction.
Attempting to grade the site without adequate drainage control measures will reduce the
amount of on-site soil effectively available for use, increase the amount of select import
fill materials required, and ultimately increase the cost of the earthwork phases of the
project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates
that the use of berms and shallow drainage ditches, with sumps and pumps in utility
trenches, will be required for surface water control during wet weather and/or wet site
conditions.
5.3 FOUNDATIONS
Following site preparation and grading, the proposed residence foundations can be
supported on conventional spread footings bearing on medium dense to dense native soil
or structural fill. Loose, organic, or other unsuitable soils may be encountered in the
proposed building footprint. If unsuitable soils are encountered, they should be
overexcavated and backfilled with structural fill.
Perimeter foundations exposed to weather should be at a minimum depth of 18 inches
below final exterior grades. Interior foundations can be constructed at any convenient
depth below the floor slab. Finished grade is defined as the lowest adjacent grade within
5 feet of the foundation for perimeter (or exterior) footings and finished floor level for
interior footings.
Table 4 Foundation Design
Design Parameter
Allowable Bearing Capacity -Structural Fill
Dense native soils
Friction Coefficient
Passive pressure (equivalent fluid pressure)
Minimum foundation dimensions
1. psf = pounds per square foot
2. pcf" pounds per cubic foot
Value
2,500 psf1
4,000 psf
0.30
250 pcf2
Columns: 24 inches
Walls: 16 inches
The allowable foundation bearing pressures apply to dead loads plus design live load
conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this
allowable capacity may be used. At perimeter locations, RGI recommends not including
the upper 12 inches of soil in the computation of passive pressures because they can be
affected by weather or disturbed by future grading activity. The passive pressure value
assumes the foundation will be constructed neat against competent soil or backfilled with
••• I.,.
RILEYGROUP
Geotechmcol Engineering Report
Weston North, Renton, Washington
10 January 29, 2016
RGI Project No. 2016-009
structural fill as described in Section 5.2.5. The recommended base friction and passive
resistance value includes a safety factor of about 1.5.
With spread footing foundations designed in accordance with the recommendations in
this section, maximum total and differential post-construction settlements of 1 inch and
1/2 inch, respectively, should be expected.
5.4 RETAINING WALLS
If retaining walls are needed for the residences, RGI recommends cast-in-place concrete
walls be used. The magnitude of earth pressure development on retaining walls will partly
depend on the quality of the wall backfill. RGI recommends placing and compacting wall
backfill as structural fill. Wall drainage will be needed behind the wall face. A typical
retaining wall drainage detail is shown in Figure 3.
With wall backfill placed and compacted as recommended, and drainage properly
installed, RGI recommends using the values in the following table for design.
Table 5 Retaining Wall Design
Design Parameter
Allowable Bearing Capacity-Structural Fill
Dense native soils
Active Earth Pressure (unrestrained walls)
At-rest Earth Pressure (restrained walls)
Value
2,500 psf
4,000 psf
35 pd
50 pd
For seismic design, an additional uniform load of 7 times the wall height (H) for
unrestrained walls and 14H in psf for restrained walls should be applied to the wall
surface.
Friction at the base of foundations and passive earth pressure will provide resistance to
these lateral loads. Values for these parameters are provided in Section 5.3.
5.5 SLAB-ON-GRADE CONSTRUCTION
Once site preparation has been completed as described in Section 5.2, suitable support
for slab-on-grade construction should be provided. RGI recommends that the concrete
slab be placed on top of medium dense native soil or structural fill. Immediately below
the floor slab, RGI recommends placing a four-inch thick capillary break layer of clean,
free-draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve.
This material will reduce the potential for upward capillary movement of water through
the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor
transmission is undesirable, an 8-to 10-millimeter thick plastic membrane should be
placed on a 4-inch thick layer of clean gravel.
••• ·~-RILEYGROUP
Geotechnical Engineering Report
Weston North, Renton, Washington
11 January 29, 2016
RGI Project No. 2016·009
For the anticipated floor slab loading, we estimate post-construction floor settlements of
1/4-to 1/2-inch. For thickness design of the slab subjected to point loading from storage
racks, RGI recommends using a subgrade modulus (Ks) of 150 pounds per square inch per
inch of deflection.
5.6 DRAINAGE
5.6.1 SURFACE
Final exterior grades should promote free and positive drainage away from the
residences. Water must not be allowed to pond or collect adjacent to foundations or
within the immediate building area. For non-pavement locations, RGI recommends
providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet
from the building perimeter. In paved locations, a minimum gradient of 1 percent should
be provided unless provisions are included for collection and disposal of surface water
adjacent to the structure.
5.6.2 SUBSURFACE
RGI recommends installing perimeter foundation drains. A typical footing drain detail is
shown on Figure 4. The foundation drains and roof downspouts should be tightlined
separately to an approved discharge facility. Subsurface drains must be laid with a
gradient sufficient to promote positive flow to a controlled point of approved discharge.
5.6.3 INFILTRATION
Infiltration is not feasible on the site due to the presence of nearly impermeable soils and
shallow groundwater conditions.
5.7 UTILITIES
Utility pipes should be bedded and backfilled in accordance with American Public Works
Association (APWA) specifications. For site utilities located within the right-of-ways,
bedding and backfill should be completed in accordance with City of Renton
specifications. At a minimum, trench backfill should be placed and compacted as
structural fill, as described in Section 5.2.5. Where utilities occur below unimproved
areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's
maximum density as determined by the referenced ASTM D1557. As noted, soils
excavated on site may not be suitable for use as backfill material. Imported structural fill
meeting the gradation provided in Table 2 may be necessary for trench backfill.
5.8 PAVEMENTS
Pavement subgrades should be prepared as described in Section 5.2 and as discussed
below. Regardless of the relative compaction achieved, the subgrade must be firm and
relatively unyielding before paving. The subgrade should be proofrolled with heavy
construction equipment to verify this condition .
••• ·~-RILEYGROUP
Geotechnica/ Engineering Report
Weston North, Renton, Washington
12 January 29, 2016
RGI Project No. 2016-009
With the pavement subgrade prepared as described above, RGI recommends the
following pavement sections for parking and drive areas paved with flexible asphalt
concrete surfacing.
, For heavy truck traffic areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of
crushed rock base (CRB)
, For general parking areas: 2 inches of HMA over 4 inches of CRB
The asphalt paving materials used should conform to the Washington State Department
of Transportation (WSDOT) specifications for HMA and CRB surfacing.
Long-term pavement performance will depend on surface drainage. A poorly-drained
pavement section will be subject to premature failure as a result of surface water
infiltrating into the subgrade soils and reducing their supporting capability.
For optimum pavement performance, surface drainage gradients of no less than 2
percent are recommended. Also, some degree of longitudinal and transverse cracking of
the pavement surface should be expected over time. Regular maintenance should be
planned to seal cracks when they occur.
6.0 Additional Services
RGI is available to provide further geotechnical consultation throughout the design phase
of the project. RGI should review the final design and specifications in order to verify that
earthwork and foundation recommendations have been properly interpreted and
incorporated into project design and construction.
RGI is also available to provide geotechnical engineering and construction monitoring
services during construction. The integrity of the earthwork and construction depends on
proper site preparation and procedures. In addition, engineering decisions may arise in
the field in the event that variations in subsurface conditions become apparent.
Construction monitoring services are not part of this scope of work. If these services are
desired, please let us know and we will prepare a cost proposal.
7.0 Limitations
This GER is the property of RGI, Weston Heights, LLC, and its designated agents. Within
the limits of the scope and budget, this GER was prepared in accordance with generally
accepted geotechnical engineering practices in the area at the time this GER was issued.
This GER is intended for specific application to the Weston North project in Renton,
Washington, and for the exclusive use of Weston Heights, LLC and its authorized
representatives. No other warranty, expressed or implied, is made. Site safety, excavation
support, and dewatering requirements are the responsibility of others.
The scope of services for this project does not include either specifically or by implication
any environmental or biological (for example, mold, fungi, bacteria) assessment of the
••• ·~-RILEYGROUP
Geotechmcal Engineering Report
Weston North, Renton, Washington
13 January 29, 2016
RGI Project No. 2016-009
site or identification or prevention of pollutants, hazardous materials or conditions. If the
owner is concerned about the potential for such contamination or pollution, we can
provide a proposal for these services.
The analyses and recommendations presented in this GER are based upon data obtained
from the test exploration performed on site. Variations in soil conditions can occur, the
nature and extent of which may not become evident until construction. If variations
appear evident, RGI should be requested to reevaluate the recommendations in this GER
prior to proceeding with construction.
It is the client's responsibility to see that all parties to the project, including the designers,
contractors, subcontractors, are made aware of this GER in its entirety. The use of
information contained in this GER for bidding purposes should be done at the contractor's
option and risk.
• •• . ,.
RILEYGROUP
' [ \
.t -----
lJ.J z
\ \ \
\
!f,--....,.
IG:: -•-~, -+-J "7i .a
NE 7TH PL /;:/
lJ.J z
~
,<:(
I ,......~..,_-;.:-;-;:-:~t-::=--I~ --+----1 ST u
Cl::
USGS, 2014, Mercer Island, Washington
USGS, 2014, Renton, Washington
7.5-Min ute Quad rang le
I I • Corporate Office
17522 Bothell Way Northeast I l. Bothell, Washington 98011
RGI Project Number
2016-009
Approximate Scale: 1"=1000'
0 500 1000
Weston North
Site Vicinity Map
2000
Figure 1
Date Drawn:
01/2016
RILEYGROUP Phone, 425.415.0551
Fax: 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059
7TH PL ;;;
+-00.06 "
.14 RT)
AVE NE
'+50.00
0.00 T) I
s.E cno,~
1
,
--R~s·--+--
1 ' -
i
I
I
~1 : I
I
I I
) j Ill~
L ~! . . ~
z'
I
e[
ROVEt.lENTS_; iJ
N HEIGHTS
25+53.91
(22.06 RT) /
'°/ INE
•
~
r
-------+-_ 7 , 00
222.8'
...... 01~
BEGIN IMPROVEMENTS
MATCH INTO EXISTING
STA 6+20.47
(13.54 RD
(i)
32,018 SF
'%.,'' .·.
C'-t,.,
"i6i.~·· ..
' ' \
•
"
li,"I = HA-1 to HA-3 excavated by RGI, 1/22/16
~-
c----.
· ·: 25'
~
~
/
Drawn from Roadway and Drainage Plan by SDA, Civil Engineers
NE 7TH PL
o+rio _,_ ----
0
7,385 SF
II'!-.
HA-1 '
80.29'
c,rr-,,
I ""11.~" """"'"
TRACT B I
0 ;;:1·· 7200 SF : ~ 0 0
7 5 : ... , ""
·-~DI!:-· ;::; 7,173 sr =-
-SETBACK
;·06'-{1::"P)
26'
0
l ~I~ u~
"'om
> "'" -oo ~ o:: ... ·
' +-' 60.05' 9---;lj_a!~--
17,539 SF I
"• _.,.,J_ .... \ ~
. --:-1---: --_,.-----...:::.~ ~.:;;;:;... \ \ ..;
: ....... ~ ------_:,,~-I--------
> .Ji. -_.., -~. ' I
, ..
'
\ '··
\
\ \
··-
---. . ' '
?ROPOSED
5' TRAIL ~
Approximate Scale: 1"=80'
0 40 80
I I • Corporate Office
17522 Bothell Way Northeast
Weston North
RGI Project Number
2016-009
Geotechnical Exploration Plan
11•00 ---, --
.01•
I
MATCH INTO EXISTI
STA 1: +66.96
(13.14 RT) Iii
t~
160 ~
Figure 2
Date Drawn:
01/2016 I ..... Bothell, Washington 98011
• .,... Phone: 425.415.0551 RILEYGRQUP Fax 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059
12" Minimum Wide
Free-Draining Gravel
Filter Fabric Material
" / /,
I I • Corporate Office
17522 Bothell Way Northeast I ~ WI Bothell, Washington 98011
RILEYGROUP Phone: 425.415.0551
Fax: 425.415.0311
Slope to Drain
Not to Scale
Weston North
Excavated Slope
(See Report for
Appropriate
lncliniations)
Compacted Structural
Backfill (Native or Import)
Figure 3
RGI Project Number
2016-009
Retaining Wall Drainage Detail Date Drawn:
01/2016
Address: 702 Nile Avenue Northeast, Renton, Washington 98059
Building Slab
I I • Corporate Office
17522 Bothell Way Northeast I ~. Bothell, Washington 98011
RILEYGROUP Phone, 42S.415.0551
Fax: 425.415.0311
.
4" Perforated Pipe
3/4" Washed Rock or Pea Gravel
Not to Scale
RGI Project Number
2016-009
Weston North
Typical Footing Drain Detail
Figure 4
Date Drawn:
01/2016
Address: 702 Nile Avenue Northeast, Renton, Washington 98059
Geotechnicol Engineering Report
Weston North, Renton, Washington
APPENDIX A
January 29, 2016
RGI Project No. 2016-009
FIELD EXPLORATION AND LABORATORY TESTING
On January 22, 2016, RGI performed field explorations using a hand auger. We explored
subsurface soil conditions at the site by excavating three hand augers to a maximum
depth of 3.5 feet below existing grade. The hand augers locations are shown on Figure 2.
The hand augers locations were approximately determined by measurements from
existing property lines and paved roads.
A geologist from our office conducted the field exploration and classified the soil
conditions encountered, maintained a log of each test exploration, obtained
representative soil samples, and observed pertinent site features. All soil samples were
visually classified in accordance with the Unified Soil Classification System (USCS).
Representative soil samples obtained from the explorations were placed in closed
containers and taken to our laboratory for further examination and testing. As a part of
the laboratory testing program, the soil samples were classified in our in house laboratory
based on visual observation, texture, plasticity, and the limited laboratory testing
described below.
Moisture Content Determinations
Moisture content determinations were performed in accordance with ASTM D2216-10
Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil
and Rock by Mass (ASTM D2216) on representative samples obtained from the
exploration in order to aid in identification and correlation of soil types. The moisture
content of typical sample was measured and is reported on the hand augers logs.
Grain Size Analysis
A grain size analysis indicates the range in diameter of soil particles included in a
particular sample. Grain size analyses was determined using D6913-04(2009) Standard
Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM
D6913) on two of the samples.
• •• . , ..
RILEYGROUP
LOP'P'ed Bv: PL Date: 1122/2016
Hand Auger Depth (ft) Soil Description Sample
HA-1 Surface Grass Depth (moisture)
3" -1.6' Dark brown Gravelly SAND, trace silt, loose 8" (16%)
to medium dense, moist (SP)
1.6' -2.4' Brown Silty SAND, trace gravel, medium 2' (57%)
dense, wet (SM)
2.4' -3.2' Brown to gray SAND with little silt to gravelly
SAND with little silt, medium dense, wet (SM)
3.3' -3.5' Brown SILT with some sand, medium stiff to
stiff, moist to wet {Ml)
3.5' (31%)
Terminated at 3.5 feet due to obstructions
Groundwater seepage encountered at 8"
HA-2 Surface Grass
3" -1.2' Dark brown silty SAND with gravel, loose to
medium dense, moist (SM)
1.2' -1.6'
Brown to grey gravelly SAND (SP) to sandy 1.6' (17%)
GRAVEL (GP), medium dense, moist
Terminated at 1.6 feet due to obstructions
Groundwater seepage encountered at 10"
HA-3 Surface Grass
3" -8" Dark brown silty SAND with gravel, loose to 8" (40%)
medium dense, wet (SM)
8" -2' 2' (37%)
Brown silty SAND with gravel, medium dense
wet (SM)
Terminated at 2 feet due to obstructions.
Groundwater seepage encountered at 18".
I I • Corporate Office Weston North
17522 Bothell Way Northeast RGI Project Number I I Date Drawn: I ~ • Bothell, Washington 98011 2016-009
Hand Auger Logs
01/2016 RILEYGRQUP Phone: 425.415.0551
Fax: 425.415.0311 Address: 702 Nile Avenue Northeast, Renton, Washington 98059
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
GRAIN SIZE ANALYSIS
PHONE: (425) 415-0551
FAX: (425) 415-0311
ASTM D421, D422, D1140, D2487, D6913
PROJECT TITLE Weston North
PROJECT NO. 2016-009
TECH/TEST DATE PL
WATER CONTENT {Delivered Moisture}
Wt Wet Soil & Tare (gm) (wl)
Wt Dry Soil & Tare (gm) (w2)
Weight of Tare (gm) (w3)
Weight of Water (gm) (w4=wl-w2)
Weight of Dry Soil (gm) (wS=w2-w3)
Moisture Content(%) (w4/w5)'100
% COBBLES 0.0
% C GRAVEL 0.0
% F GRAVEL 1.3
% C SAND 2.7
% M SAND 6.7
% FSAND 6.S
% FINES 82.8
% TOTAL 100.0
D10 (mm)
D30(mm)
D60(mm)
Cu
Cc
12" 3· 2· 1 75··
% 100 . r 90
80 1 p 70 '
A 60 -I.
I
s 50 I
I
40 !
s 30 '
I ' I,
20
N 10
G 0
1000 100
DESCRIPTION ISIL I w,th some sand
uses ML I
Prepared For:
Weston Heights, lLC
SAMPLE ID/TYPE HA-1 5-3
SAMPLE DEPTH 3.5'
1/22/2106 DATE RECEIVED 1/22/2016
Total Weight Of Sam12le Used For Sieve Corrected For Hy:grosco12ic Moisture
347.8 Weight Of Sample (gm)
268 5 Tare Weight (gm)
8.5 IW6) Total Dry Weight (gm)
79.3 SIEVE ANALYSIS
260.0 Cumulative
31 Wt Ret (Wt Tare} {%Retained} % PASS
+ Tare l(wt ret[wWlOO} UQO-%ret)
12.0'' 8.5 0.00 0.00 100.00
3.0" 8.5 0.00 0.00 100.00
2.5"
2.0"
1.5" 8.5 0.00 0.00 100.00
1.0"
0.75" 8.5 0.00 0.00 100.00
0.50"
0.375" 8.5 0.00 0.00 100.00
#4 11.8 3.30 1.27 98.73
#10 188 10.30 3.96 96.04
#20
#40 36.1 27.60 10.62 89.38
#60
#100 47.4 38.90 14.96 85.04
#200 S3 1 44.60 17.15 82.85
PAN 268.S 260.00 100.00 0.00
375·· "' #10 #20 #40 #60 #100 #200
j i -+
r ! I
' '
' I
I
I
I
! I
-· -
I
' I I
10 1 0.1 0.01
Grain size in millimeters
Reviewed By: KMW
II•
ll ..
RILEYGROUP
I
258.5
8.5
260.0
cobbles
coarse gravel
coarse gravel
coarse gravel
coarse gravel
coarse gravel
fine gravel
fine gravel
fine gravel
coarse sand
medium sand
medium sand
fine sand
fine sand
fine sand
fines
silt/clay
~ -
.
0.001
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
GRAIN SIZE ANALYSIS
PHONE: (425) 415-0551
FAX: {425) 415-0311
ASTM D421, D422, D1140, D2487, D6913
PROJECT TITLE Weston North
PROJECT NO. 2016-009
TECH/TEST DATE PL
WATER CONTENT {Delivered Moisture)
Wt Wet Soil & Tare (gm) (wl)
Wt Dry Soil & Tare (gm) (w2)
Weight of Tare (gm) (w3)
Weight of Water (gm) (w4=wl-w2)
Weight of Dry Soil (gm) (wS=w2-w3)
Moisture Content(%} (w4/w5)'100
% COBBLES 0.0
% C GRAVEL 0.0
% F GRAVEL 15.4
% CSAND 11.7
% MSAND 13.9
% F SAND 21.6
% FINES 37.4
% TOTAL 100.0
DlO (mm) § D30(mm)
060 (mm)
Cu
Cc
12"" 3' 2 1" 75·
% 100 . __J_ f 90 i TT--~ , I
80 '! '
' p 70 -
! i I
' ' A 60
i I ' s so I 40
I I ' s 30
I 20 I
'
' '
I
N 10
' I '
G 0
1000 100
DESCRIPTION Silty SAND with some grawl
uses SM
Prepared For:
Weston Heights, LLC
SAMPLE ID/TYPE HA-2 S-2
SAMPLE DEPTH 2'
1/22/2106 DATE RECEIVED 1/22/2016
Total Weight Of Sam~le Used For Sieve Corrected For H~groscoJ;!iC Moisture
122.0 Weight Of Sample (gm)
238.0 Tare Weight (gm)
8.4 (W6) Total Dry Weight (gm)
84.0 SIEVE ANALYSIS
229.6 Cumulative
37 Wt Ret (Wt-Tare} {%Retained] % PASS
+Tare Hwt ret/'.w6)*10Dl {100-%ret}
12.0" 84 0.00 0.00 100.00
3.0" 8 4 0.00 0.00 100.00
2.5''
2.0"
1.5" 84 0.00 0.00 100.00
1.0"
0.75" 8.4 0.00 0.00 100.00
0.50"
0.375" 17.6 9.20 4.01 95.99
#4 43.8 35.40 15.42 84.58
#10 70.7 62.30 27.13 72.87
#20
#40 102.G 94.20 41.03 58.97
#60
#100 133.2 124.80 54.36 45.64
#200 152 1 143. 70 62.59 37.41
PAN )38.0 229.60 100.00 0.00
375" #4 #10 #20 #40 #60 #100 #200
. -~-" . -·--·' i [_
' -• --
'-I'
...
' ;_ I ! ' -·--~ ~ --I I : I ~ ' _;_
'' i I I ii !
i I I
10 1 0.1 0,01
Grain size in millimeters
Reviewed By: KMW
••• . ,.
RILEYGROUP
238.0
8.4
229.6
cobbles
coarse gravel
coarse gravel
coarse gravel
coarse gravel
coarse gravel
fine gravel
fine gravel
fine grave!
coarse sand
medium sand
medium sand
fine sand
fine sand
fine sand
fines
silt/clay
I _, C
0.001
APPENDIX 68
OLYMPUS VILLA LUA 10-090
Weston Heights North
Technical Information Report
OLYMPUS VILLA
LUA 10-090
Utility Permit #U110042
NE 7th PLACE and NILE AVENUE NE
Renton, Washington
Technical Information Report
April 20, 2011
Revised June 14, 2011
Revised July 18, 2011
Prepared for:
camwest Olympus Villa, LLC
9720 NE 120"' Place
Kirkland, Washington 98034
(425) 825-1955 x-142 office
(425) 825-1565 fax
Submitted/Prepared by:
Offe Engineers, PLLC
Attn: Darrell Offe, P.E.
13932 SE 159"' Place
Renton, Washington 98058-7832
(425) 260-3412 office
(425) 988-0292 fax
CITY OF RENTON
RECEIVED
JUL 2 5 2011
to:3()ahj
PLAN REVIEW
o RF'ITCW
RECEI', U
JUL 2 l> 2011
PLAN REVIEW
3'587
Project Description
The purpose of this report is to present a final conclusion for the storm drainage control and
treatment of this 11-lot proposed plat of Olympus Villa in Renton, Washington.
This project is a proposed single family plat located in the Renton Highlands at the intersection
of Nile Avenue NE and (proposed) NE 7"' Street. The project also takes access off the existing
road of Pasco Place NE within the City limits of Renton.
The Olympus Villa project is a proposal to create 11 single family lots from an existing 6.72 acre
(292,483 sq. feet) parcel zoned R-4. Approvals for the project allows for Lots 1-7 can be
clustered using the R-8 zoning; and Lots 8-11 are to use the R-4 zoning requirements. The
project currently consists of over-grown pasture land with sparse trees. On the east side of the
property is a large Class 2 wetland that extends off the property to the south and east. No
work is proposed within this Class 2 wetland, mitigation and wetland creation is proposed within
the buffer. There are no existing buildings on the property. The existing King County Tax
Parcel number is 112305-9065.
The parcel is bounded to the West by Nile Avenue NE; to the north by large parcels with single
family homes; to the east and south by resent single family developments.
Review of Resources
Critical Drainage Area Map
• Maplewood Creek Sub Basin
• Cedar River / Lake Washington Watershed
Flood plain/floodway (FEMA) Maps
• There is no mapped floodplain in the immediate area per the available FEMA map.
Sensitive Areas
• Wetlands -There are two wetlands located on the project; they consist of a Class 2
wetlands to the east side of the property that continues off site to the south and east,
there is a smaller Class 3 wetland on the west side of the property. See the Sensitive
Areas study prepared by Ed Sewall and Assoc. as part of the preliminary plat submittal
package.
• Streams and 100 Year Flood Plains -There are no streams or floodplains on or near
the project.
• Erosion Hazard Areas -There are no landslide hazard areas on this project.
• Landslide Hazard Areas -There are no designated sensitive slopes on or adjoining
the property.
• Seismic Hazard Areas -The area is not mapped as a seismic hazard area.
• Coal Mine Hazard Areas -The property does not appear to be located within a
designed coalmine hazard area.
U.S. Department of Agriculture, King County Soils Survey
• The soils on the site are classified as Alderwood gravelly and loam (AgB), 5 to
10 percent slopes. These soils types are described in the Soil Survey of King County
Area, Washington (Soil Conservation Service [SCS], 1973). Alderwood soils are
characterized as gravelly sandy loam to a depth of 12 inches and gravelly, sand loam
with organics between 12 and 27 inches. This gravelly, sand loam structure is underlain
by weekly to strongly consolidate till to a depth of 60 inches. Permeability is moderately
rapid in the surface layers and very slow in the till layer, runoff is slow to medium, and
the potential for erosion is moderate.
Soil Logs can be found as part of Appendix G of this report.
Flow Control / Water Quality design -
The project would be required to meet the 2009 KC Drainage Manual (Modified by the
City of Renton) for design and sizing. The area is designated as Forest Condition pre-
existing condition. A wetpond shall be designed for this treatment.
Field Inspection
Offe Engineers has visited the site on several occasions during the fall of 2010 and winter of
2011. The most resent visit occurred the morning of April 20, 2011 as part of the downstream
analysis. The weather conditions were dry, cool, and partly cloudy.
The property has two separate drainage basins both of which are within the Maplewood Creek
sub-basin; westerly Basin A slopes from the extension of Pasco Place NE on the east towards
Nile Ave to the west, Basin B is the area east of Pasco Place which slopes towards the east and
southeast. Basin A flows westerly and collects into the roadside ditch along the east side of Nile
Ave. This ditch is very flat with a grade towards the south. A grade break (high point) is
located within the ditch at approximately station 22+00 along Nile Ave. The entire drainage
from Basin A sheet flows into this ditch then continues south along Nile Ave towards NE 4th
Street, approximately 2600 feet south. Along the ditch line are several cross culverts for access
and the intersection of NE 6th Street. Near NE 6th St. the ditch is enclosed within conveyance
pipes for about 150 feet then continues within the open ditch. During the several site visits,
there is no indication of overtopping or capacity problems within the open ditch ( culvert)
system.
Basin B sheet flows towards the east and into the larger Class 2 wetlands on site. The drainage
then continues within the wetland area towards the SE corner of the property and is collected
with a bird-cage structure just west of Rosario Ave NE {structure #18575) as part of the plat of
Maureen Highlands approximately 700 feet downstream. This structure is part of an overall
drainage and pond system for this plat. The flow then continues within a 24" convey pipe into
large storm water pond (#P1194), 1050 feet downstream. The pond then discharges at the SE
corner of NE 6th Street and Shadow Place NE into a drainage swale (corridor) -which is along
the easterly boundary of Maureen Highlands. The drainage swale is heavily over-grown with
small alders and blackberries. A site inspection from the end of NE 50-, and from neighboring
yards shows no indication that flooding of structures is occurring within this corridor. Actual
walking of the corridor was limited by fences and lack of easement. The drainage reaches this
corridor then continues south an additional 1250 feet to NE 4th Street. No signs of overtopping
or flooding appears within the Basin B downstream system to NE 4th Street.
Photos of both these systems can be found in this report under Appendix A, figure 4.
Mitigation
The project proposes to use the 2009 King County Drainage Manual (with the City of Renton
Modification) for storm water treatment of the targeted impervious and for the Pollution
Generating Impervious Surfaces (P.G.I.S.). The proposed storm water mitigation for this
development is to: (i) utilize full dispersion of Lot 1 with a 100' fiow path within the wetland
buffer/open space; (ii) provide lot area BMP's for each individual building permit -consisting of
10% of the lot area of impervious surface. BMP's can be sheet flow, gravel trench, splash
blocks, etc.; (iii) provide a water quality/detention facility <wetpond> within Tract A; (iv) set
aside 30% Open Space; (v) provide 10' perforated pipe connection to storm system. Other
mitigations were considered -full Dispersion and/or infiltration are not available for lots (2-11).
The soils were not conducive to infiltration and fiow path lengths were not available for
dispersion. The high ground water elevation within the project limited the choices of BMP's on
the lots.
Review of the 8 Core and 6 Special Requirements within Table 1.1.2A of the 2009
King County Surface Water Design Manual:
Offe Engineers has reviewed the Core and Special Requirements in Chapter 1 of the King
County Surface Water Design Manual, and addresses each of the requirements as follows:
Core Requirement No. 1 -Discharge at Natural Location
The current property has two points of discharge; Basin A -westerly basin -the property sheet
flows to the west and into the drainage ditch along Nile avenue NE, Basin B ---easterly basin -
fiows east into the large wetlands then fiows to the southeast corner (this drainage break is
approximately along the easterly side of the proposed extension of Pasco Place NE). The
easterly basin -this area will be set-aside as open space with the only development being lot 1
which will utilize full dispersion of runoff continuing into the existing wetlands and flowing to
the southeast; the westerly basin -this fiow will be collected into a wet pond and discharged
into the existing roadside ditch along Nile Avenue NE.
Core Requirement No. 2 -Offsite Analysis
There are no upstream basins that contribute to the site. Nile Avenue NE has a ridge line (high
point) just to the north of the property. This property appears to be the northerly extents of
the basin on Nile Ave that fiows into Maplewood Creek. The wetland to the east is proposed to
be left un-disturbed with no changes occurring in this basin.
Core Requirement No. 3 -Flow Control
The proposed project will be required to provide detention for the impervious areas.
A storm water facility is proposed on the westerly side to collect and discharge fiows per the
2009 Manual. All the proposed roadways onsite (NE 7tn and Pasco Ave NE) will be collected and
conveyed to the storm water facility. lot 1 on the east will utilize full dispersion with a 100 foot
flow path for flow control within the easterly basin. The pond was sized for the impervious
runoff of: Wetpond area = 9,583 square feet; roadways/sidewalks/driveways = 31,509 sq. ft.;
and from lots 2-11 = 36,000 square feet (OR 3,600 square feet average). Note: the impervious
area from lots 2-11 is area released to the storm conveyance system. 10% of lot area
impervious surface shall be mitigated on each lot reducing the amount being discharged into
the pond. lot area for 2-11 = 73,297 sq. feet; (10% lot BMP = 7,330 sq. ft.); maximum
impervious of each lot 4,000 sq. ft. = 40,000 sq. feet. Therefore, the maximum impervious
from lots to pond would be 40,000 -7,330 = 32,670 sq. feet. Pond was sized fgr ~.nno sq. ft.
Pond is oversized.
Core Requirement No. 4 -Conveyance System
The proposed on-site conveyance improvements will include curb, catch basins and a pipe
network for collection of surface runoff from landscape, driveways, roadways, and sidewalks.
Roof downspouts will be connected via tight line to the conveyance system.
Core Requirement No. 5 -Erosion and Sediment Control
A Temporary Erosion and Sediment Control Plan implementing the Best Management Practices
will be designed as part of the final engineering plans for the project in accordance with City of
Renton requirements.
Core Requirement No. 6 -Maintenance and Operations
The Maintenance and Operations of BMP's can be found within Appendix E. A declaration of
Covenant shall be recorded on the plat to allow for inspection and maintenance of storm water
BMP's.
Core Requirement No. 7 -Financial Guarantees and Liability
The Financial Guarantees and Liabilities will be required prior to the project being finalized by
the City of Renton.
Core Requirement No. 8 -Water Quality
The project will provide water quality treatment as a wetpond within the stormwater facility
located within Tract A. Two water quality cells are provided: Cell #1 providing 3,450 cubic feet;
and Cell #2 providing 6,440 cubic feet of treatment. The calculations for water quality
treatment can be found in the Appendix of this report.
Special Requirement No. 1 -Adopted Area-Specific Requirements
There is no special overlay or requirements within the City of Renton that affect this property.
Special Requirement No. 2 -Floodplain/Floodway Delineation
This requirement does not apply.
Special Requirement No. 3 -Flood Protection Facilities
This requirement does not apply.
Special Requirement No. 4 -Source Controls
This requirement does not apply because the project is located in the basic water quality
treatment area.
Special Requirement No. 5 -Oil Control
This requirement does not apply.
Special Requirement No. 6 -Aquifer Protection Area
The project is located outside the zone 1 and 2 aquifer protection areas.
APPENDIX
A -DRAINAGE CONTROL PLAN
B -STORM WATER CALCULATIONS
C-DOWNSTREAM REVIEW
D-GROUNDWATER PROTECTION AREA MAP
E -DRAFT DECLARATION OF COVENANT-Inspection and Maintenance
F-TIR WORKSHEET
G-SOIL LOGS (by Associated Earth Sciences, Inc.)
A -DRAINAGE CONTROL PLAN
--rr 1-1-~~11i am CITY OF
~ RENTON ---OlYWPlJS VIUA Pl,\T \LUAl0-090)
~~JNJ1o'W
I
I • M::-'
' 11f !I 11
!
I
t \'\; II
. l \~.-, , __
I___,,__,,_ I -
IM"~i \! I
~-
f
I I
~
t -............ -
\ \ ,Y+=\\ .\
LJ I
I • l
i
t,
-·
-........... __ c= ii'!,e:· .. ·-
; -···-
"\ -J' f!tt't:
'
-~ _I __ I J_
!!
. !
I I
: I ! !
'I !Ii ,1,
•
!, ....
! ~
e. "')!:Ill<>
; t
•••
H11 i .. ~
_, .f T.t
i'" r r
~
•
"'Jl: I OLYMPUS VILLA PLAT
: , I I ~ ::_~Ml/VEST OLYMPUS VILLA LLC
1~ ROAD/STORM PLAN & PROFILE
I
1 , / I/ j
;_j I/,
' ~ ! N'·--.
..-------
(~ ..:'~
I ,
~ 3 ,:,
···--1 11 11 I!! ,~
... ...Iii 11 :1 iii ,~ ...,.. ii •i~!
··--1 l1 ·1 111 ji 11 ·-r· I ; !i
I i I' F ~d]t • -1 ,/ ,. I ~-I I f
_. -1 r --~ ::...___~ . ;---_' ,
'·1 · 1 '. ~JJ· " I •~ • ,, I : '\·,, -I I :
! ~~.: ___ _ .~.
~~.,,,.,'.<---1
' s r1
1ll ,
111 ~ I. g
I <,:
,, i !n ,.
. " i I
I ~
~
~
~
0
~
m
~ n
" 6 z ,I
''
r;---1'111 I
~ '
i m
I
~
I rl
I!
' ~
I -!-
1 !
I ~
I • 1' ' I
I '
• i : I t...' i . r
[ill0F~~~ER5
,.,..,,,, iO<>£•ait·
w I ~
~ ~~
! I
~I
ii IL,.. -r
'IF ~·-=~·
I
I I I _,,,._,,_,
i
~
~
.z
~
~ z
" m
" ~
·" ~
;:
p
Q) I ,r-, .•
,,
i ·0 1"'''3 1 Ii ··1·-1
111·:1;ii1
i 11l11r1
!H 1
1
1'
1 n• ! I
'°'''"'-""'""""'""'"' --='-""''"' --
-z
0
i= u w
"' ~
0
~
'"'""'"..,,.,,..,=·-""""'
""'-'"'""'"'~~= ...
e e e e
I , . • •
' '
r---
1
L__
(OG!J-Ol't'm~ lYld YTllJi Sl"ldJ'U.10
---I ® ,':!Ir',
311.::IOHd '8 NVld ~c!OlS/0\i~''"'· ~111 o,
:i11 '\1111, snd~A 101S3Mtw:i f ,
1 Vld vi11A sndl'JA 10 1 : : "
. -
n -
• • • = i .. • ;· 1
., ~, j
'
' .,
I 1
I
l >
i
I I I --. -
.I .I.I .I
•• ,I •
I
l
8 -STORM WATER CALCULATIONS
Vl
C
CI)
CI)
)>
'!2
z z~
0
[Tl
C z
[Tl
2';
0 z
?:::
)>
cl
I
I
Nil£ A~ N.£.
~ / -~
/ I /"
,; I
I
I
I
r
I
f
I
Nil£ A\IE N.£.
~ ,,
~
I
\ II
C
~
C m
f i z
I
m
I
I f
I
--I
I
ii it
ii ii NILE AVE N.1
NE: NILE: AVE' .. I
t ·-
/I 1--r
/
f I " I ;o
rn
I
CJ
Q rn
5
't)
rn I CJ
<fl
C I aJ
'ti f z
OJ
' i
I
==-'
f
I
I
I
\ I
~~ ~ --
I
~I I
PASCO PL NE '"
01
'
I
I -u
i
'
?J
'
['"\
I
0
r:2_
r'1 s u
r'1
0
iJ)
i'
C
OJ ~· $> \JJ y-
<fl z
I
I
OJ I
I
I
I
I
I I
I
!
i
I
I
I
I
\
I
L
BREAKDOWN OF BASINS
Existing Site Conditions
Total Till Till
Area Grass Forest Welland Notes
IBasinA 2.88 ac 0.00 ac 2.78 ac 0.10 ac KCRTS Input Parameters
IBasinB 3.84 ac 0.00 ac 2.46 ac 1.38 ac KCRTS Input Parameters
6.72 ac
Developed Site Conditions
Basin A Total Max. Design Till Till
Area lmpervioui Impervious Grass Forest Wetland Notes
Public RNV 49,144sf 24,444 sf 17,635 sf O sf o sf B' Planter; 5' Sidewalk, 26' paved section
Sidewalk/ DW 7,065 sf D sf D sf 0 sf
Lal 2 5,612 sf 3,766 sf 3,600 sf 2,012 sf O sf o sf
Lal 3 5,455 sf 3,489 sf 3,600 sf 1,B55sf 0 sf 0 sf
Loi 4 8,467 sf 4,000 sf 3,600 sf 4,667 sf 0 sf O sf
Lot 5 7,013 sf 4,000 sf 3,600 sf 3,413 sf O sf Ost
Lot6 7,013 sf 4,000 sf 3,600 sf 3,413 sf O sf O sf
Lot 7 7,013 sf 4,000 sf 3,600 sf 3,413sf o sf Os
Lot B B, 161 sf 4,000 sf 3,600 sf 4,581 sf o sf O sf
Lot 9 8,181sf 4,000 sf 3,600 sf 4.581 sf O sf O sf
Loi 10 8,181 sf 4,000 sf 3,600 sf 4,581 sf 0 sf o sf
Lot 11 8,1B1sf 4,000 sf 3,600 sf 4.581 sf o sf O sf
Del Pond Traci 13,199sf 9,583 sf 3,616 sf
Totals (Sq. Feet) 135,640 sf 77,092 sf 58,548 sf Osf Osf
Totafs (Acres) 3.12ac 1.77 ac 1.35 ac o.ooac 0.00 ac KCRTS lnout Parameters
Design 3.11 Acres
Ma~mum Impervious calculation -R-6 (75%) for lots 1-7; R-4 (55%) for lots 8-11. Then reducing an additional 10% lo obtain maximum
impervious allowed by 2009 Manual.
Maximum Impervious is either lot area* max. allo'Ned by zoning OR 4,000 sq. feet whichever is less
Basin 'A' -Existing Basin Conditions:
Existing Forest Area =
Existing Wetland Area =
Total Basin Area =
2.78 Ac.
0.10 Ac.
2.88 Ac.
Basin 'A' Developed Basin Conditions:
Total R-0-W Area =
(Assume 70% Impervious
Impervious R-0-W Area=
Landscaped R-0-W Area =
Total Lot Area=
1.03 Ac.
0.72 Ac.
0.31 Ac.
1.74Ac.
(Max. per lot coverage restriction)
Impervious Lot Area = 0.83 Ac.
Landscaped Lot Area = 0.91 Ac.
Total Detention Pond Tract= 0.35 Ac
(Max. water surface assumed impervious/
Impervious Tract Area = 0.22 Ac.
Landscape Tract Area= 0.13 Ac.
Total Impervious Area =
Total Landscape Area =
Total Basin Area=
Existing Basin Summary:
Existing Area -Basin 'A' =
Existing Area -Basin 'B' =
Existing Area -Total Site=
1 77 Ac.
1.35 Ac.
3.12Ac.
2.88 Ac.
3.84 Ac.
6.72 Ac.
Basin 'B' -Existing Basin Conditions:
Existing Forest Area =
Existing Wetland Area =
Total Basin Area =
2.46 Ac.
1.38 Ac
3.84 Ac
Basin 'B' Developed Basin Conditions:
Remaining Forest Area= 2.22 Ac.
(Lot #1 fully dispersed, assumed forest)
Remaining Wetland Area = 1.38 Ac.
(Wetland Areas to remain undisturbed)
Total Basin Area =
Developed Basin Summary:
Developed Area -Basin 'A'=
Developed Area -Basin '8' =
Developed Area -Total Site =
3.60 Ac.
3.12 Ac
3.60 Ac.
6.72 Ac
Basin 'A' -Existing Basin Conditions
r
,iJ, land Use Summary
Area
Till Forest 2.78 acres
Till Pasture 0.00 acres
Till Grass 0.00 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.1 0 acres
Total
2.88 acres
Scale Factor: 1.00 Hourly Reduced
Time Series: A~Predev.ts~
Compute Time Series
Modify User Input
File for computed Time Series [.TSF]
'------------------
r·.Jc)v! ,·rtqut:-.cy t-.r.alyc,:.::
:'J.!l,l' :'(-,rJe::; File:a-prf::"!e·;.t __ ~f
cr=ject socation.Sea-Tac
---Ar:r,ua:. Peak Flo,,, Ea"Ces-~-aw r=eqGen:y ~na!1·~:s
r~i-.,.,. P.a:.i:o '."'..ank Time ::if Fec:.k -:c,-,d k -~ ;:., ·, c-.<c · .1 r : :" r
· c~-5
[, l y
(J O t
. J.:·
u 1J9
.2t
::-,np · e r-,-..._~r.:o
n
:' /Ci9/:J":
11~15.-02
P/7G/'.:4
1/0'.;/J'.J
121JE
l ~ ;,:CJ.I lJ f,
l OS.,08
: J lJ
: :,c
: JO
: ,'.) 0
:DU
: ,:, 0
: c:,n
: C (J
. l c!G . -:, c·
~ . :, J
(!.
(:.
(
»
')_)
J:)
?
Basin 'A' -Developed Basin Conditions
r
~ Land Use Summary
Area
Till Forest 0.00 acres
Till Pasture 0.00 acres
Till Grass 1.35 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Welland 0.00 acres
Impervious 1.77 acres
Total
Scale Factor : 1.00 Hourly
3.12 acres
Reduced
Time Series: A-Dev.ts~
Compute Time Series
Modify User Input
File for computed Time Series (.TSF]
Fl~~ F::egue~cy ~nai;s~s
Ti1.e ::Ce: tf'S F1l~:a-~1e': -::sf
f'r,)1ect lc.·-:2l..1.':.i1: Stc'c1-Tc1:
?
»
_____ J
---1·,nnual Pe6k ll~w R~t~~---
K,;:.·.~ Ti moc, cif r''c'C:.1.
C1ccQ.JPr1cv k1c1l\'S1~.-------
1 er·:;.
( . 'i ~.(J
C . ~ ~ (1
C. 6 6:0.
0.~6G
0. 5 64
:, 5?2
'J.<:,.'t'
::_ . l;:,
::orr.putec .:Cp,1k ·
?/C'· i(\] :00
/r. 2 16: :J'}
//2 1c::a ·•::,::i
·. [' /? /(IL
/ (1 f
: [,(]
. 0 1)
: CG
l( :2 :(,G C·OCI
; -'U /:::,fi .c;: n r,
Fc•d
'•-:'[,''.,
::1.r,·:
'.J. f,
. 4
I' ::
? C
. '
.l' l
[
Basin 'A• Pond Design
Facility Definition
T'{?P ( f Fac,]-.ty:
Si,:je Sloi:,e:
;;·cmd Dot. '::u.r, Leng tr.:
Pvne:. Roll.om viidt.h:
Pond Bctt:::,m Area:
Tep Ared ~L: tt. 7B:
Effe~t.:..ve ~ro!~ge ~cp~ti:
3tage D ~l~vaticn.
S'::ora,:;rc '..'c,l·..:.rr.c:
?.15eT Jcead:
R:.ser Jisrneter::
'.·Jdr:-Jx~r of orifices:
Crifice He.:..g!lt
1ft,
O. C ,:,
CJctcntion [·ond
3. (I[) ll: l ','
65. n tt
c:, .• ::n ft
3.:,t_,_ sq. :t
l(;C,"15. SC. :'t
c,.;:::31 acr~s
ft
:: l l..:: ::,
3474C.
c,. I ()8
·1:-
l'' cc
2
ft
cu. ft
ac·~ lt
ft
111~-hP:'S
Fu:l H~~rl ~lEl~
Disch2rge Ci.ameter
( 1n:
S3
.Rtl
,:cps 1 : in:
:J. OSD
~I 11 :i 4 L'
T0:ci Nctct'. "tic1::: Ncme
:Jut:l,)'.-J Rat_:_nr~ Cc:rve: None
Stage/Storage/Discharge Performance
Staq(: Elevaticn ~to::.-age :-;1~c:1c.:.c;e Fer.cola! ,,_111
, fc.:
fl. JD
0.0~
~l . ,.,_
:1.
O.:A
·=I.():->
Q.%
::, ... :n
.27
C.
11 8/
C. 9·.
.. ()'/
1 •• -
. 3--;
1 . ~ "/
1 . r, 7
1 '•
l.
1.
.CJ'
2.
;_. _ ..
(ft:,
51:.2:,
~-l :;_. 2 6
~1: .n
511. :;:::.;
~d. 29
5 1 l . 30
:ill. ~n
511.32
: .i.l . 4 2
.: ~ 1 . 52
:J. 1 . b2
"l: 1 . Cl?
'..>IL .U2
51?. 17
':",12. ~:
51 7. l?
c..1:'.
:,12.61
c,)?. 7 _-;
~,12.82
::, 1?. '?2
5 i 3. c:::
51 :, . ·.2
'.:13 . .:.2
513.<!
: 1) e,_-.-
'! . (,2
.?2
C: _:_4 l~,J
::, 14. 1 ~·
5 J 4
(cu fl)
3 6.
7?.
100.
'. 44.
! 8C.
2 :i:.
2S.2
Sl tl.
992
1 3 7 ·;
l 7 6:1
21"17.
2 S l:'l .
__:cn2.
.;t.1 ;
,J :·::;:
·16? S.
:C 146.
:: 5::; 'l.
GC' 1 .
l'.:: 4 ,
;,~ ~(l.
e,_;:..:::;.
l::d:C:.
ta -,4 C,.
-· 14r,.
.:. ;: 02 0.
1 ·1cs0q
.:. ~ 1 J 8.
(a~-ft1 (c:s:,
o.coo 0.000
O.COl C.u82
O.CC-2 .DC:3
0. cc-::
IJ. CC 3
0. 00 t,
IJ. OIJ S
.006
• Cl". ~
0. 02::.
0 )2
.040
. GU:<
.004
('. OU'.:J
.OJS
r~. c1c_·, S
n. Gi. 9
0. 8_.:.
. J:. 3
r; l 4
J~':' ,~-17
r.~J6S c:18
r. JJ:J9
[). ::it.:; ,1 .
'J. :,:;:2
lJ~ O.·n3
. ld :,. c,:·4
.l:'i• J.C25
CJ. J r: r. , . 2~ G
IJ l f,] ',. ·=?_ ·1
n.:""'J .C22
l::14 ·,. (';;[)
~J.h[. l;::'Si
,j JC,
.(H"i
. OJJ
. ? ':_,--: . u 3?
0:0 '::
. r,·; C
I cf.s !
0. o:,
0. o:,
0. c.,,j
0. [i,J
0 . u '-'
D. C-~·
::i. co
:J. Q/J
J. 00
LI. CG
• CC
UC
.CC
.CC
Q. 1.)rj
. 00
.vu
::, . no
. 00
C . :J 0
C. J l)
. :JO
c.:. -:10
C:. ,:,,J
n
0. l:(•
U .
0 , CC·
L'. C
:1_
.OC
:1.,
3529.
3604.
]6ll,
J 618 .
3 E 98 .
j"l"/2.
38 .~ sC
t,_ 51.
4. :' Q.
~ J()"i' .
4 -~ fJ
4 4 67
4 ':J ·1 i .
4 6:10.
4 ll l
q: ".]
4 ,. -
496:.
c_.r:,,p
':., 1] J
:, ~J ~· '
C, t-;:: ·,
5; ':. -1 .
S 5 4 6.
Stage/Storage/Discharge Perfonnance (continued)
St CHJI'.'
:tt:
r:i_e·,.,.at.io:-. S::oruge DJ.2cha;::ge Fe:::-c,::,. at:..on
,' l ·.1. f'::) 1. cl_·-f,--I lcfs) (cfs: t tt. :,
514.32
5_:;_ 4. 42
514. 52
-----~--------
.J7
2._ 7
j. 27
.n
~ .. lj 7
,:,·1
. " :! . -,,
·~· 4.
4 -1'
.:,7
3 ::,
(l_:n
. J'J
d . lj l
'C . .,_,
. ,;7
. .:; 9
Sl
,] . s}
' . . a::.
. 9i
. 11
. .:: 1
u
5. 71
5::.,;. 52
c:.,-:..:;. 7 2
51(,. fl2
51 <. ';2
bl",. C:.'.'
s1s.12
_,, 15. 22
~-~:,. J2
~15.42
_15,5:;
'::15.EO
~; 5. (;:?
JE,. 6,;
') 6
';. l ~. Ell
~, 1 ';. 70
~,15. 72
51:; _ 7 4
;:, l':o . .' 6
'.:i: ."J. cl 6
:,1:, 96
5_;_ ~. ()6
5 .:.E. l 6
516. ~' t;
51 6. 3 6
:_, 16 ,; E
SHi. sr.
:. 16. Ct
S 16. 7 t;
:-16. 3 t;
. ':16.%
CC. 1 I . 0 J
147]5. 0.338 C .C3b
l53JJ. 0.352 C .C37
1595'.?. D.3f.6 c; . C3f!
16596.
~72tJ1.
17897.
18 :062.
! 9717.
1':J922.
20618.
2Ll2:L
220:;s
227G3.
2 3J '.:J l.
2]499.
2 J f:,,J 7 .
237?6.
2394'.:J.
24095.
2,;21s.
243%.
2,;54 6.
25307.
260'7E.
.?68 6C .
2 7653 .
L8456.
292 IC.
jJQ95.
3:1 931.
31777.
3263S.
:: .: :j(.14.
-~4?85 .
3 4·1 '1 D.
·J. 38 l
0. 396
J. 41::.
4 r' f;
. 442
0 . 038
0 .039
0 . 039
n. 04[]
o. 040
. 4';,7 0.041
J.473 0.041
l.49J 0.042
. ~,·~,,:; 0.042
0.52::. 0.04j
D. 5 ·; fi D. 04.'.
G.~.~9 0.01,IJ
r, ::;.4~ J.J,;(,
D.:,46 O.IJ~C
0.';~,1 0.055
o.s:,: 0.J62
o . .:~7 O.J69
D.~·E-C rj_Ji8
U.~(':.4 0.087
0.S81 0.J93
0.59g o.:n
O.C7 0.118
U.61:", C.117
0.653 C..124
O.E::"1~ C ,~~
J.t:9::. .::.36
J.·1~0 r:.}41
'J.73J ,;_45
J.769 11.J.::6
.7E'9 J.161
(j_/9S 0.163
Stage/Storage/Discharge Perfonnance at Significant Storm Events
Hyd ~:-iflcw ou:flo'"'
6
8
Tai·ge::
.12 J.26
.55 ,.. .......... ..
0.55 ······*
fJ. i:,E, ,.. * ... * * *
C.:-i4 *~ .. '"***
0.44
0.4"/ .. ,.. .... .,, ....
KCRTS Routing lnstructfons
Peak
Cale Strlge Elev
o.73 s.69 s:·1.1,;
0.16 5.74 5~6.99
0.13 ~.lE ~lS.~J
HI 5. Jl
C. C 9 . 5 :
C.C4 .23
0.04 3.
o. l:] 2 J9
515.82
515.48
;;,14.%
':,13.94
R•.:iute Tir..e Series tl.:oug:l Fc1\..:.1.l.i.ty
r~flow me Series File:a-dev tsf
C·;tf]_ow ''~me S'c":ries File:A-RDOut
(Cu-1:'tJ
'36042.
34679.
791388.
30908.
24980.
22492.
1 883:
~2·183.
0. lJO
D.OQ
J.011
0.00
(). [)[]
0.00
0.00
Ct. OD
0. 00
'J. ~1::;,
c,. :1:.
o.::n
C·.
~·. ·:,,J
0. DD
. C·Ci
C . C,C
C .00
C .GO
0 . cc
0 . cc
' . on
0 . CG
n . 00
0 . 00
Q . 00
o.co
O. 00
.00
::L 00
C-. 00
].OU
'.J. o::,,
(Ac-F't)
.E27
7%
. 68 E
c _ 710
r;. 5 7 3
. ;; 16
. 4 32
G • ,! 8 7
.lnflow/Q;;,tC.ow An:;1lysis
?eak I~f.:.ow cis~~arge: 1.12 ·:F2 at 6:0(' on Jan ~ in Year t:
Peak o·..:.tflc1-: :hs:::1.arge: C. 72"1 CFS a.\ l~:GC ,,:, .To=.-, ·n ·:ea:::-
Psa.~ Res~rvo:i.:r S1aqe: :, , 89 Ft
Peak Reservoi:::-Elev: 51!.:.~ ?t
Peak F.e.c,e:-'.'Olr 3tc,rage: 3f042. Cu-.::t
CJ. B2·; Ar.:-Ft
Surf Arl"a.
I sq. ft ·1
61)5.
62 l 9.
(i]l.: .
€41 J .
6S•]7 .
6604 .
(702.
66 C· 1 .
o:;o.
,'COl.
110:.
nri:: .
"i 3 LJ c ..
7 38 5.
7 '1.09.
'74 3C.
7 4 71.
"/ 4 92.
7 SS4.
i b'.J ~·.
77G5.
~ D2 6.
~ 194 .
8.; C 3.
6413
aS24.
8 [.1 "i.
87 4 7 .
d8 6C .
a 9c.:..
Duration Comparison
r,1:·c,t.~c,r. Cc:c,pa.i:: .. sor: .1'mayls_;_s
A,ise ?1ie: d-predev.tsf
New File: a-rc.,:i·.1t.tsf
C ;toff r-i ts: C•:.sch2:-:-ge in CFS
-Fra~t1c~ 0f T1~p---------------Che=K ~f Tol0ra~ce------
C-Jtc,t:t
. o,; c
c\d~,P
7/E-02
Ncu llJ:i',:i.nge r:::o:::0c· ! 1 i; Ba::; :-Jew iCr,c.rige
.'.':·lE-("1"' -33.9 .77E-U~ 0.04 0.0~3 -8.0
C.')€6
'Jfl(j
. '.)91
c;_ 1:E
C. l' '
0. 1 ~ ·1
0 . .: 4 6
:1. l 5 7
1 t;:;
·1. 17:.
. '.6E,-02
Ci. •1.5E-OL
J. ".l3E-DL
J.L5E-D2
,J.1::E-J;:
1 ;;F.--·:);.'
r;,. 9,JE:-8 3
1;. 6,:,.s-J ;i-
C.30E u:~
C.1E.:c.:-D3
C. 1:;_2-c·,'.J
0.82E:-C4
Ci. ~ ~,E.-1~ 4
'.J~2-(.2 L.C!
:;'4f.-C2 3
EE-C2 .:J
0.1 c..2::-c2 2f., 7
L l E -c;: : . 3
0 (8,C.-03 d
')./'-3~.-01 -Je.2
0. ~ j;: -!;3 J
o.,-h-04 _..,.
: SE-O,; -2
'..l.~6F.-(',~ 0 C
C.431::-C:2
J"1E-1;2
.25E-U2
. 1 ·'E-07
0.lLE:: UL
·,, 9:•:::-03
o. oc-s-rn
G.; C-S--03
(l. 1 >',L-·03
(,,. lE DJ
C. Cl 7 :-:-J,;
:: . 16:C:-Jr,
M;,:,ir .. 0.;.::> pcsi· .ve ,~~:c-.. =~-or1 = :}.016 cts &.:;!t,)
u::~·::1:ng at 0.!.88 c:'.s 0;, tne Base [,ata:a-i:,:r:,:,ncv.:,:;"
o.rrd ct 'c:.2c,J ::ts crn •Lf' NPw Dc<.c.:c1-rdo·.;t.tst
i--::c1x.:rrr:c1·-:-, :icgative ,:,;.:curs.1ur-, ::,.:115 c:f:s ,-25.0t,
C~2ULLing at D.J59 ~fs cr1 L· 3ase Data:a p:::ejev.t.~f
2~d 2t O.C45 els on ~h~ N~w ~dld:a-rdOLlt.ts~
•
"• "• ------------=--==---=-------------
0
:l. :i:,
V. J68
0. :JB 0
,. '::ll
'"\. 1 02
J. 113
. ')5
>i6
. 1 s:
~ Ob
1:·. 17SI
C
·,
• ~ ./----------·;-...___ --·---------------
1 · G'
!2
ID
2'
ro
£ ;;;
E
0' •
•
0
-----. --------------
J,
o.
0
~
C
C
•
\ • ·,
•
---rT1·----r; ------~-: !-. ----
10 1(1 _.,
.
~
• •
,:n----
1 C:· -2
~,. ·=· ~ 4
C,. ,~ ':: 6
. ,~-~ 1
(:. (: ;; ')
C. ~ I~ 3
·.) ·,
0 131
-J. 13 9
C. 14';
O. l 5 E
0. ~ ~2
:·,. :co·,
-.: 3
Hl.
1.
-1 . ')
' -c . t'
-c.
--:-·,-----.-,~-
"
A-i .:ir92I rJur •
BASINS
Basin 'B' -Existing Basin Conditions
' (} land Use Summary
Area
Till Forest 2.46 acres
Till Pasture 0.00 acres
Till Grass 0.00 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 1.38 acres
Impervious 0.00 acres
Total
3.84 acres
Scale Factor: 1.00 Hourly Reduced
Time Series: B-Predev.ts~
Compute Time Series
Modify User Input
File for computed Time Series [.TSF]
rl '.Y..i Frf'qu(·nc f 1-u:," , .,..~ 1 •,
Tl~? Ser.:,_es r~:e·c-~red~v.tst
i'::-r1:1' __ ·t ~0-::c1:::.:con 3r-;c;-T,3c
---.,,,nnu 1
r10·.i r,ac.,~
,crs1
--0 ·1c<,,; F:c:,.:r..;e ,_:y ~;--.a ... y:)~-
,:, . 334
.:,,:;:;
,~,. :< l J
C. ~·D
, . : OIJ
'G 5, . 00
2, 2 >< • IJU
"I -·,J·C· :9:0(1
~: 0(1
18/C 2.:00
,c ;::1,.,~ :00
c,c. i C 3: DO
~r~k~ R~11~ f~t~~-
17
.. 17
C8
Cl
1.1'
?
»
iJ. l,
Basin 'B' -Developed Basin Conditions
' ~ Land Use Summary
Area
Till Forest 2.22 acres
Till Pasture 0.00 acres
Till Grass 0.00 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Welland 1.38 acres
Impervious 0.00 acres
Total
3.60 acres
Scale Factor: 1.00 Hourly Reduced
Time Series: 8-Dev.ts~
Compute Time Series
Modify User Input
File for computed Time Series [.TSF]
le,•,... freq·_;e:-,:::y A:-.c.l ·;::,; 0
im~ Series F~le:t-d0v t5f
1.c:s
·~ . ~ 1
,. :: ti
U.3U
.01
. 1,7
I;, :1
IJ. -G
1~, . ,; :,
,;r_~·'J' ~, Ped,.:
\'1 1°
L c.:: ~ '.i: C 2
·:1..·1 -'1 :UJ
317!,/'!'~ l'.,:CCJ
· . 1,;,, o=i n: 1'0
/_1::/0f L.l:CIJ
CT2
•,.;,
J'J l
·~:. 1(-~
i :,
12: :_ocJ
»
iJ . f_,() '
;, .,
IJ ('.•C.i
7;<(
?
WATER QULAITY CALCULATIONS
Wetpool Sizing Calculations
Per 2009 King County Stormwater Management Manual
Project Name: Olym us Villa
Project Number: 107-033-11
Facility Description: -"B"'a"'s"-in'-'"A'-' W=e"'tp'-'o'-'o"-1 _____________ _
Step 1: Identify required wetpool volume factor (f),
f= 3 Per KCSWDM 6.4.1 1
Step 2: Determine rainfall (R) for the mean annual storm.
R = 0.47 Per KCSWDM Fig. 6.4.1 A
Step 3: Calculate runoff from the mean annual storm (V,) for the developed site.
V, = (0.9A, + 0.251\0 + 0.10Att + 0.01A,,) x (RI 12)
where: A, = Impervious Surface Area= 77 101 s.f
A,,= Till Grass Area = 58,806 s.f.
Att = Till Forest Area = 0 s.f.
A,, = Outwash Area = 0 s.f.
v,-= 3,294 c.f.
Step 4: Calculate required wetpool volume (V,).
v, = 9,881 c.f.
C-DOWNSTREAM REVIEW
----,,------~---------'-'"_w_-_m,2,,_N_R_o_se __________________ ----·-·i
W61NA,1~ : .
1-
1
-'
•
l= t-. k·-
'11 ' --i 4----
" I 1\t.----' '
,.,, ~-" . ...,_,t .. ~ --:""" ";j::-(
·----.,,,. -j/ m1 -.,;.. , • ~-·-,r
_ -!!(.'._.,.. .,, .. • "" , "* .. ~;'~., °' lt ~".)'-.. I I ,::,;-
-N~ -_>,·-~ """ ;~l!IL~---1 -._;-__:_..=__ 1""-;·-.,,.,-----1,,.~. -SJ;J]Sr/,St ---
1 r-·· ~~---::.• E , , -"'"'-
11.., . \ ·-. ,]\
-I-_,,_ ':L,lla.. ,.,.,. ... ..,,."'
I _s J:'_' ._-_-,,~:i;-. _"' -... ,,·• f_ -~.--.-i· ---~:r.L.._·_-~----::: . NE ],dp/
r 7NW -14T 23~ ROSE NW ·,/4
Structures Conveyance Flow Control Faclllty
SE 114thSr
'm
oi
i"'
" ~ I
51; 4t1,SI , ~ I
',T
" C
it
_____ ·,_-_______ J
jRenton Renton Ren1on "'.!' ------,,r[p's"'"1''·hc1 n' _,,, 1018\ -,,,.
Typo,' -cui.e,t
• T~pe;,, Private
a Vaull -,,,.
!~ Pump S.Ot.'011 --cutvu"
jPrlvate ('P' Pr1fli) King County
' "· -, ..
Ty.,. 1 --C.Jlve1
Typo 2 WSDDT
• Vaul1 -~ P,,e
Kmg County -C:"•;•M
lnl&I 0th,,
• Typo' --Chanool
' Typo, 2 --o.:cn
WSDOT ·-Typ(l 1 flow Control
• Type 2 -1nfiltni!Jcn
"--s..,.....,.,e
.. ,-.. Tn,,• • Vaull
Prlv•t• ('P' l>r1111il • Po.">d .. Taok • v.u,
King Co.inty • Pond .. lMS
Ml1cellan,ous
1 ......
\,_,,j Re~ton L·rrut:,
C]aAA
Quann, 5ll\.tion
~ PanoJOpon S;><1c:e
10ft :.)Jnle<Jr
0.ocltlmo,
~-.
T"• ;o,,.,,;ol) .nr°"""1 on 1, ,ca,mo1lc oa•, "wao
a,;nl"l•d lrom num•raua "'""" ,\" IJ-.o ho"
,nl,m,a,.,.,n 1,al•!>I• •I u,,, :·mo oM 1l<>11'd h
uud lo, ~•n•••· ;uidanco ""'1 n, C,;i o( R,nion
11 nol 'l>p,c<la!:>• for •~cr11 or om;,,Jon1 WliM <!> •
,elorm&lmn 11 usod let pl•nn•n<J. au,;,~. ao<i./o,
c,,, . .,rix1lon purl"l•••. u&OII ,ro 10 1,olO ,.,,,Ir ill•
1nlo!T'10,aon
._! _..:; -......U~!J.
Surface Water Utility
Asset Inventory
May 2009
0 150 300 600 --Feet
11T 23N R05E SW 1/4
5311 E7SW
Basin: Cedar River
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANuAL, CORE REQUIREMENT #2
OLYMPUS VILLA
BASIN A (WESTERLY)
-------Subbasin Name: _ Maplewood Creek_B_a_s_in ___ _ Subbasin Number:
Symbol Drainage I Drainage Slope i Distance I Existing Potential Observations of field ' Component Type, . Component j from site
I
Problems Problems inspector, resource
Name, and Size I Description dischan:1e reviewer, or resident see map Type: sheet flow, swale, drainage basin, vegetalion~ % %ml=1,320ft. f constrictions, under capacity, ponding, tributary area, likelihood of problem, stream, channel, pipe, cover, depth, type of sensitive I overtopping, flooding, habitat or organism overflow pathways, potential impacts pond; Size: diameter, area, volume ' destruction, scouring, bank sloughing,
surface _§!Tea I sedimentation, Incision, other erosion -,----A Channel Flow Open grassed ditch along 2% Sta O -8+o0' None None None observed
Nile A vc flowing south 1 Ditch needs to be
together with several maintained
-/ ___
driveway crossings with
12" culverts.
------.-----B Pipe Flow Across entry of 3% Sta 8+00'-None None Upstream end open and clean -no
development at the Int'x of 9·t50'
I apparent capacity problem.
Nile Ave and NE 6th Street
-flow continues south
C Channel Flow Flow continues south along 5% Sta 9+50' -None None None observed
east side of Nile Ave NE in 15+00'
open ditch and driveway
cross culverts
D Pipe Flow Flow enters storm drainage 4% Sta 15+00' -No problem None None observed at time of site visit
system of resent 23+00' appear at inlet of Flow continues downstream to the
development and conveyed storm pipe -or west along NE 4th Street
to the Int'x of Nile Ave visible at
and NE 4ili Street. 1-,=-~ -
~--~---
--
i
-----~
• ---•s
!
--I ---
I i
•• ii
----~'
Photo 1
Site looking East from Nile Ave NE
Photo 2
Site looking South along Nile Ave NE
Photo 3
Downstream roadside ditch with driveway culverts
~ ----.. ,·
Photo 4
Downstream roadside ditch with driveway culverts
Photo 5
Intersection of NE 6th street and Nile Ave NE
Photo 6
Downstream of intersection
I -~,
'
: t
••• !'r ' .... .l ')
Photo 7
Pasco Ave NE viewing North and second entry
Basin: ~-----'---'--==------~ Cedar River
Symbol Drainage
Component Type,
Name, and Size
see map Type: sheet flaw, swale,
stream, channel, pipe,
pond; Size: diameter,
surface area
E Sheet Flow
F Pipe Flow
G Pond Flow
H Channel Flow
}---------
··-··
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2
OLYMPUS VILLA
BASIN B (EASTERLY)
Subbasin Name: Maplewood Creek Basin Subbasin Number:
Drainage Slope Distance Existing Potential Observations of field
Component from site Problems Problems inspector, resource
DescriJ>tiOn discharae reviewer, or resident
drainage basin, vegetation, % X ml= 1,320 ft constrictions, under capacity, ponding, tributary area, likelihOOd ~of problem,
cover, depth, type of sensitive overtopping. flooding, habitat or organism overflow pathways, potential impacts
area, volume destruction, scouring, bank sloughing,
sedimentation, incision, oth!!~ erosion ------
Class 2 Wetlands and 0.50% Sta O -7+00' None None None observed
buffer area. W ctland outlet
bird cage well
maintained
24'1 minimum pipe from 1% Sta 7+00'-None None
-~
w;ter in pipe same elevation as
outlet structure # 18575 to ! 1+50' ' No apparent pond
pond #P1194. Water I overflow or
surface within pipe same as I capacity issues
pond.
Open Pond control facility flat Stat H50' -None None None observed
for Maureen Highlands !3+50' Outlet structure from pone well
#Pl 194 maintained / overflow structure
open and cleared --
Open Channel along east 0.50% Sta 13+50' -Channel not Blockage of swale Able to view channel behind
side of Maureen Highlands 26+00' maintained -could cause pond houses as possible -several trees
1 Plat. overgrown with #Pl 194 to not and heavy brush block view of
small alders and function correctly bottom of channeL Outlet
' blackberries -channel needs to be maintained to -
water standing in allow for pond to function as-
bottom of ditch desi1med ---
---~--~
Photo 8
Bird-Cage Structure #18575
Photo 9
Viewing South on Rosario Ave NE #18575 to the right
..-·· \
Photo 10
NE 6th St into Pond #Pl 194
j : :
Photo 11
Pond #Pl194 outlet
,.
~· ' i''
->'~·:.
• I
.,.. .
.. ..
Photo 12
Outlet Pond #Pl 194 to drainage swale
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
D-GROUNDWATER PROTECTION AREA MAP
I "
I ...
--·-·
..,_
~.
' -
l
.f
--·-_I_
J:
.V
,1
I
·-~> i ·-.
.
I
r '
~ -;..~-.;.....----~. ~"'·~~··""'"·t,. ..
. ·:.,,,r--. ,,. I -.I r··~-, .. ~
. \
. \
____ I
. .r-'
.;:
-l. ..
,o
~··
.--
., ...
t .. . ,
~I '"'
:
-'
=\
·~-'--'~--~'--'--'------'--"'~~~-~-------
'\: ~ _,._
~. ·.! ~
1
!
·1 -1
I
l
I
I
LAKE YOUNGS
0 3000 6000 j' ~.....a-. s
.
-·-----
AQUIFER PROTECTION ZONES
Zcne 1
Zone1Moclled ,,-;-Z-2
Cilvllmll
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.. r
.... ~ /
.• I ' -'I
/ :i t.:' ~7. .~. ·; ~i
,1
;S:.:;
/
/_.
.. -..... .... /~{~~
\
~ ',
_;
.·'
,-~!~~-~~> ..
... ./')1
,_I
I:::;.• lj ,j ~ I
/~ ----
-f J'.: ~".J
.·-·: . . ,
___ J '---~
,,: .
:-:· !
-r:--
'"· z
I'
,:=:--' ~-I ', .~--;,-,
.r
_,
,,'
_j~
--~
,I
X ,·,,,
--_;s ~,,t· -!~~
,,
-'
.. ~~:-; 1S J ' \/ ,,_.,
~) --;::: ~~ ~/.'-'
-~ --,,----·-
~} ~ ·;
' _ii, --.
1·-
i
i
r-
1
-· I '-' )
:::----------~J~J~r.~"'./~. ·~~ c:,t· · -,--'"h'c!f ,--,,
I ,,
::::~·
.:s
-L
,-----,, ,,
I
;,
J
~--=-~ ~~ -~;.;=-~; [ ),}
'-'
L
Ii
'-
E -DRAFT DECLARATION OF COVENANT
F-TECHNICAL WORKSHEET
City of Renton
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER
Project Owner: Camwest Olympus Villa, LLC
Address: 9720 NE 120'" Place
Kirkland, WA 98034
Phone: (425) 825-1955 x-142
Project Engineer: Darrell Offe, P.E.
Company: Offe Engineers, PLLC
Address/Phone: 13932 SE 159th Place
Renton,WA 98058
425 260-3412
jrart 2 PROJECT LOCATION AND
~SCRIPTION
I ProJect Name-Olympus Villa
'
i Location
I
Township: 23 North
Range: 5 East
Section: 11
Part 3 TYPE OF PERMIT [ Part 4 OTHER REVIEWS AND PERMITS APPLICATION
X Subdivison -1 DFW HPA Shoreline Management
D Short Subdivision D
:J
COE 404 Rockery
Grading D D DOE Dam Safety Structural Vaults
Commerclal
C other D FEMA Floodplain Other
D COE Wetlands
I Part 5 SITE COMMUNITY AND DRAINAGE BASIN
--~-------
Community
North Renton
Drainage Basin
Maplewood Creek / Cedar River / Lake Washington I
--~--1 '-------------------
I Part 6 SITE CHARACTERISTICS
1 River
Stream
Critical Stream Reach
Depressions/Swales
Lake ___________ _
i c Steep Slopes ________ _
-----1
----------.'
Floodplain----------
X Wetlands Class 2
Seeps/Springs
I High Groundwater Table
Groundwater Recharge
] Other __________ _
•
r SO_I_Ls __
. Soil Type Slopes Erosion Potential Erosi~;;;;lcoties I
AgB 5-10%
D Additional Sheets Attached
-----------
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE
D Ch. 4 -Downstream Analysis
I
:J
:J
LJ
jD
l·C Additional Sheets Attached
Possible
LIMITATION/SITE CONSTRAINT
_ Restrictive Impervious Areas
_Dispersion ____________ _
~------------------------
Part 9 ESC REQUIREMENTS
c-------------------------
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Li Sedimentation Facilities
~
L.... Stabilized Construction Entrance
_J Perimeter Runoff Control
~ Clearing and Grading Restrictions
rJ Cover Practices l ~ :~::ruction S~quen~---. --··
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
D Stabilize Exposed Surface
rJ Remove and Restore Temporary ESC Facilities
n Clean and Remove All Silt and Debris
::J Ensure Operation of Permanent Facilities
LJ Flag Limits of SAO and open space
preservation areas
::J Other
-------------------~
!
jPart 10 SURFACE WATER SYSTEM
Grass Lined Tank Infiltration Method of Analysis
Channel Vault Depression _2009 KC Manual -
Pipe System iJ cJ KCRTS
Energy Dissapator Flow Dispersal
D Open Channel [1 Wetland D Waiver
Compensation/M1tigati
on of Eliminated Site [J Dry Pond D Stream D Regional Storage
X Wet Pond Detention
Brief Description of System Operation: Catch basins within curb line of street, conveyance
to wet pond on westerly side of property The discharge will into the existing roadside
ditch along Nile Avenue NE
Facility Related Site Limitations
Reference Facility
,---~---~---
1 Part 11 STRUCTURAL ANALYSIS
Cast in Place Vault
Retaining Wall
Rockery > 4' High
Structural on Steep Slope
Other
Limitation
Part 12 EASEMENTS/TRACTS
Drainage Easement
Access Easement
' X Native Growth Protection Easement
X Tract
U Other
,----------------------~--------
1 Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. Ta the best of
my knowledge the 1nfomnation provided here is accurate.
-2-<.7(1
I
G-SOILLOGS
---= -1-"'--· ·, · I \
_ -1 -· \ 1 ' -· \ f \ )
• , --; -,-ii-------,-F ____ _
C ---'---,--•-~,-' I -----, ,,_,;-;, __ \--~
~.,pP· --1: .... :1: I 1,.l.,. --~ 1]1' , 1 r •-~-7ij/r ----
-.EP-2 I: 1
' '" if._ : , \ /I: \ EP.sA,' J : i 1 ! 11 EP ~.' .EP-4A ! ce' -\:1: 1 •"/ P-'7D EP-1 I
.... (~, -I I EP-5. / r ~ • I • • l;P-7A
f_,_, ,_ fl\::l,\~.,.i,, ________ J '------'l-J1:-~J~P-7C ___ "." :/L-/11,:'W/-l":·,1
~
'Ill/~~·' CtoMlr""' · ""'""' OCN.$"0." ., I ~-~1~·:2,,. ' ,., \
~il.'1!,LA:!;J :~._ ... ::;:!:: :~ f::P """' '"· ,,.
~
.~, 'II·~,., , .. ,
.r-110.11,10·
or-ou:·\,
,. 1\
I 1; \
' !
11
,..z,,•I I I "" ' ' I
' • 1 I \:f!a~:~;-.EP 7E I . ~U--•~" , \""'-'-"'· 6 ...,
I f.i.--_ ;,...,t,-.v-I 3?,il~ j \ ftJ.V ;.,.•~ '
C::,,:,:c_,.=,c.\,~1/oSJ'i"'-",,_..,.'.~= n,..'-:\~"""~'f ·1 ,
II{ 'i" N·•;u-, c,~ ~ ' 1 ,;;,-,,;;,, ... ~ --'-' _...._ ...l..;!.• -'-·-~~ ~-1.:.......o:.. i....,.__!_
"I!" ·-• • ,.. ... l=D.A
··'\\:,,;:,..., ,, ..... ~,;;;,,_-:
\ \",_, .... _ ''""·'~ .. """'
\~~~""""l!!!,\,a~-1.~rn:1t:I
0[-ffll ...... fi,1'00 ~11.ll
""'""""""" ,t .... ,.0.11.11· ~,,._,,,,,.
Nf 7U, ~~[I
.ii-\,,~J..tur../
-''=• 11,-,,1,1,\,1''
'-!«17'1~-..... ~ .... . ... , ,.,_r,\a·a i,;,.-"-'10~-
~u></
;....~"·"-" ... ""· "' ;t-!IU.>.$'
1 I'\ r
I ·t; I I~ i ~,
I~ : l ' ---_ _j
.EP-9
APPROXIMATE _,,,,,. EP-10
OF EXPLORATI LOCATION ~ TYP ON PIT
N
! A
!
! REFERENCE-aFfE ENGINEeiS
~ m ..__ ,m
I I Associated 11.arthSdences,lnc. SITE AND EXPLORATION PLAN --FIGURE 2
o 1aJ = ~ 1£'.11 lial OLYMPUS VILLA
9 ~ ~ !WI -&Ill RENTON, WASHINGTON
;, ... ~ .... _.
DATE 15111
t><>n.1 t.11"1 KE110202A
LOG OF EXPLORATION PIT NO. EP-1
This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the namedfroject and should be read
together with that report for complete inlerpretation. This summary app~es only o the location o this trench at the time of
excavation. Subsurface condition& may change at this locaUon with the passage of time. The data presented are a
slmplficetion of act\lal conditions encountered.
DESCRIPTION Approximate Elev. 518 Feet
Topsoil
; Topsoil and roots, trace concrete, asphalt, and metal debris.
1 l~ Vashonlodge"m"'e"-n:ct_T_il_l _____ _
i Medium dense, very moist to wet (varies), mottled gray, fine to coarse SANO with silt few fine to coarse
2 -gravel, trace cobbles (sm). No stratification or structure.
s 1
4 J
5 Dense grading to very dense very moist slightly mottled iiray, fine to coarse SAND with silt, few fine
gravel, trace cobbles (sm). No stratification or structure
10 ---!----------·---------··
11 -
12
13 -
14 -
15
16
17
18
19
Bottom of exploration pit at 10 feet.
No Caving.
Wea.k Seepage Zones: 1.5, 3.0, 4.0, 6.0 feet
Olympus Villa
King County ~
~ ~ Associated Earth Sciences, Inc. p ~ Logged by: BWG roject No. KE110202A
g Appro,ed by IRl I ±, I [.i liiJ 11£1 612/11
~--------------------------------------
l
LOG OF EXPLORATION PIT NO. EP-2
-., T
-This log Is p_art of the report prepared by Associated Earth Sciences, Inc. (AES!} for the named rroJect and should be read
,6 1 together with that report for complete lriterpretatlon. Thl& summary applies only to the location o this trench at llie time of i excavation. Subeurface condition11, may change et this location with the pas:sage of time. The data preaertted ere a
o simp!flcatlon of actual conditions encountered.
-·--.---,
DESCRIPTION Approximate Elev. 518 Feet
-' Topsoil
Topsoil and roots, trace concrete rubble, asphalt, metal debris. Peat-like,
------Vashon.lc)dgement TIii
Medium dense, very moist, to wet (varies) mottled gray, fine to coar,;e SAND with silt few fine gravel
2 -: (sm). No stratificatoln or structure.
3 -
4
5
Becomes very dense, less mottled.
1 6
7
I
8 i
9 I -r
I
10
1 11
Bottom of exploration pit at 10 feet
S0ght sloughing due to seepage.
Moderate Seepage Zone: 2.0-6.D feet
12
13
14
15
16
17
'8
-i
--2&---------------------
Olympus Villa
King County
~ Associated Earth Sciences, Inc. p J N KE110202A ~ Logged by; BWG ro eel o.
Apprnvadby !Iii I f,I ~ iii ~ 612111
~----------------------------------
~
LOG OF EXPLORATION PIT NO. EP-3
This log is p_art of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read
together with that riwort for complete interpretation, This summarY a_pplles only lo the location ofth!S trench at the time of
e)(cavation. Subsurface conditions may change at this location wtth the passage of time. The data presented are a
slmplflcation of actual conditions encountered.
DESCRIPTION -J ~~-----------------Topsoil
J_Topsoil an_d_roots, trace concrete 0 a_seh~U, metal debris._
' Vashon Lodgement TIii
Approximate E_lev. 51_!_Feet
j Medium dense, very moist to wet (varies) mottled gray, fine to coarse SAND with silt, trace fine gravel
2 ' (sm). No stratification or structure.
3
5
7
8
9
10
11
12
13
14
15
16 +
17
18
19
Becomes dense grading to very dense,-and less mottled.
Bottom of exp!oratlon pit al 1 O feet.
Moderate sloughing due to seepage.
1 Modernte Seepage Zone: 1.5.-6.5 feet
Olympus Villa
King County
1j Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A
£ Approved by !Bl / l'-1 ~ Iii 11£1 6/2/11
~'-----------------------------------------
LOG OF EXPLORATION PIT NO. EP-4
This Jog Is pi!llrt of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be reed
together with that report for complete lnlerpretation. Thls summary applies only o the locatlon o thfs trench at the time of
eKcavation. Subsurface conditions may change attt,ls loca1:lon with lhe paesage of time. The data presented are a
simp1flcatlon of aC'tua1 condttlons encountered.
_________ o_E_s_c_R_IP_r_,o_N _____ A~p~p_r_ox_lmate Elev. 521 Feet
Topsoil
Topsoil and roots. Trace concrete rubble. Large tree roots to 3.5' deep. --+c_ ________ _
I -----Vashon Lodgement TIii ----
2 1 Medium dense, very moist lo wet (varies), mottled gray, ,fine to coarse SAND little fine to coarse gravel,
: trace cobbles (sm). No stratificeUon or structure.
3 -I
4_j_ _________ _
Becomes dense grading lo very densewlth less mottling.
5
6
11
12 -
13
' 14 --{
15
16
17
18
19
Bottom of exploration pit at 10 feet.
No Caving.
Weak Seepage Zone: 2.0-4.5 feet
Slight organic septic--llke odor.
~ Olympus Villa
I King County
i Associated Earth Sciences, Inc. s Logged by: BWG Project No, KE110202A
§ App,oved by: Iii [fJ ~ iii II!! 8/2111
,: _____________________ _
LOG OF EXPLORATION PIT NO. EP-4A
jJ This log ie p_art of the report prepared by Associated Earth Sciences, Jnc. (AES1l for the named rroject and should be read
together witt1 that report for complete inlerpretatlon. This summary applies only o the location o this trench at the time of
excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a
sfmplflcatlon of actual conditions encountered. l
I
J
2
3 -
4
5
6
7
8
9
10 -
11
12
13
14 ' i 15
16 1 17
18 J
19 i
I
DESCRIPTION
Topsoil
FIii
Approximate Elev. 521 Feet
Loose to medium dense, very moist, brown fine to medium SAND with silt (sm}.
Vashon L.odgem·e-nt Till
Medium dense, very moist to wet (varies), mottled gray, fine to coarse SAND with slit, little fine to
coarse gravel. trace cobbles (sm)_ No stratification or structure. Trace organic (sticks) at 4 feet.
Becomes dense grading to very dense, and less mottled.
Bottom of exploration pit at 7 .5 feet.
No Caving.
Weak Seepage Zone: 3.0-6.0 feet
Olympus Villa
King County
---------------------
Associated Earth Sciences, Inc. Logged by: BWG Project No. KE110202A
Approvedby • I -:tel ~ iii e 6/2/11
~'-------------------------------------------
2
3
4
LOG OF EXPLORATION PIT NO. EP-5
------------~--------
This log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read
together with that report for complete lnlerpretation. This summary applies only to the location o thfs trench at the time of
excavation. Subsurface conditions may change at thla location with the passage of time. rhe data presented are a
simplfication of actual conditions encountered. 11 . I
DESCRIPTION I I _____ Approximate Elev. 522 Feet _ I
Topsoil
Topsoil and roots, trace debris (bottles and cans).
--Vashon Lodgemenitll1
Medium dense, very moist, mottled gray, fine to coarse SAND with silt few fine to coarse gravel (sm).
No stratificaation or structure.
5
J Becomes-dense grading to-very dense and fess moiHed. Trace boulders to 12" diameter.
6 -4
7
8 --+
'
g t
10 -+-----
11
12 ---'
13
14
I
15 J
16 I
17
! 18 --+
19 -l
20
Bottom of exploratlon pit at 1 O feet.
No Caving.
Week Seepage Zone: 1.5-4.0 feet
Olympus Villa
King County
Associated Earth Sciences, Inc. Logged by: BWG Project No. KE110202A
!'pproved by ~ [E iii Ii.ii 11!1 6/2111
~-----------------------------
§:
t
"
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
~
LOG OF EXPLORATION PIT NO. EP-6
Thie log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read
togetherwtth that report for complete interpretation. This summary appfles only o the locatlon o thfs trench at the time of
excavation. Subsurface conditions may change at th!s locatlon with the passage of time. The data presented are a
slmplfication of actual conditions encountered.
DESCRIPTION
+----------------~-~-------A~p~p_r_ox_lma_te Elev. 524 F_e_et_t----,
Topsoil
Topsoil and roots
Vashon Lodgement TIii
Medium dense, very moist to wet, mottled gray, fine to coarse SAND with slit, little fine to coarse gravel
trace cobbles (sm). No stratification or structura.
Becomes dense grading to very dense, and less mottled.
Bottom of exploration pit at 9,5 feet.
No Caving.
Weak Seepage Zones: 3 .5 and 9.0 feet
~
j
~
I
1
Olympus Villa
King County
§ Associated Earth Sciences, Inc. § Logged by: BWG Project No. KE110202A
Approved by, Iii! I ± I ~ liiil 1115 612/11
~-----------------------------------------
ii
I
~
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17 J
18 J
19 J
LOG OF EXPLORATION PIT NO. EP-6A
Thi$ log Is J)art of the report prepared by A880clated Earth Sciences, Inc. (AESll for the named rrolect and should be read
together with that r~ort for complete lnte,pretation. Thi& summa,y applies only o 1he location o thfs trench at the time of
eli:cavetlon. Subsurface conditions may change at this location with the passage of time. The data presented are a
slmplfication of actual conditions encountered.
DESCRIPTION
Topsoil
J:lll
Approximate Elev. 525 Feet
Loose to medium dense, very moist, brown fine to medium SAND with silt (sm).
··vashon Lodgement Till -
Medium dense to dense, very moist, motUed gray, fine to medium SAND with silt, few fine gravel (sm).
No stratification or structure
Bottom of exploration pit at 6 feet.
No Caving.
No Seepage.
Olympus Villa
King County
Associated Earth Sciences, Inc.
Logged by: BWG
Approved by:
Project No, KE110202A
6/2/11
-----------------------------------------
'
LOG OF EXPLORATION PIT NO. EP-7
.-------------,--------
g
t
D
This log Is p_art of the report prepared by Associated Earth Sciences, Inc. (AESll for the named prolect and should be read
together wttn that report for complete Interpretation. Thls summary applies onty o the location o this trench at the time of
excavation, Subsurface conditions may change at this location with the passage of time. The data presented are a
slniplfication of actual conditions enoounterer;t.
DESCRIPTION
-fopsiiil-
Approximate Elev. 52_8 Feet
--1------. ·-... -.. --1 Concrete • Possible intact strip footing
'
2
Loose, wet, brown, fine to coarse sand with silt, wood debris with water in voids (old basemen!?).
3 -
4
5
6 Firmer baS0d on-difficUif{ ofSicavation. Visual observations not posSible dUa to water.
7 +·
8
9
10 i
11
12
13
14
15
16
17
18 '
19 '
Bottom of exploration ptt at 7 feet.
Strong Seepage below 3 .0 feet.
Logged by: BWG
Approved by:
Olympus Villa
King County
Associated Earth Sciences, Inc. Project No. KE110202A
6/2/11 ~ '--------------------------------
ii
L I
j__
LOG OF EXPLORATION PIT NO. EP-7A
------------~
This log is part of the report prepared by Associated Earth Sciences, Inc. (AESll for the named rrolect and should be read
together with that report for complete interpretation, This summa_ry applies only o the location o thfs trench at the time of
excavation. Subsurface conditions may change al this location with the passage of time. The data presented are a.
slmptflcatton of actual condtttone encountered.
DESCRIPTION
Topsoil
I ---. -Vashon lodgement TIii ---
2
3
4
( Medrum dense, very morst to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel
trace cobbles (sm). No stratrficatron or structure.
Becomes dense grading to very dense, and less mottled.
5 ' I
7 -~-----------
8
9
10 ,
11
12
13
14
15
16
17 '
18
19
Bottom of exploration pit at 7 feet.
No Caving.
Weak Seepage Zones: 1.0 and 3,0 feet
-20 ···--·-------------
Olympus Villa
King County
~ Associated Earth Sciences, Inc. g Logged by: BWG Project No. KE110202A
~ Approved by liJ I i: ! lliJ i.i lll!J 6/2/11
~-----------------------------------------
~
,--
,
LOG OF EXPLORATION PIT NO. EP-78
This log ls part of the report prepared by Associated Earth Sciences, Jnc. (AESll for the named rrolect and should be read
together with that report for complete Interpretation. This summary appUes only o the location o thfs trench at the time of
excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a
slmplfication of actual conditions encountered.
DESCRIPTION Approximate Elev. 528 Feet
-----. -
Topsoil
FIii
2 -1 Loose, very moist brown and black SAND with silt, trace organics, and sticks_
J deposit thickening toward EP-7.
3 ....
In a wedge-shaped
4 -;
j -Vashon Lodgement TIii -
5 I Medium dense, very moist, mottled gray, fine to medium SAND w~h silt, few fine to coarse gravel (sm). : i No stratification or structure.
I
8
9
10 j'
11
12
13
14
15
16
17
18 J
19 ·t
Bottom of exploration pit at B feet.
No Caving.
Weak Seepage Zone: 2.0-5.0 feet
20 -----------· -
Logged by: BWG
Approved by:
Olympus Villa
King County
Associated Earth Sciences, Inc. Project No. KE110202A
612111
---------------------------------
~
.;
~
~
~
~
f
LOG OF EXPLORATION PIT NO. EP-7C
f -€-1-ThlS log is part of the report prepared by Associated Earth Sciences, lnc. (AESD for the named f'olect and should be read
l £i , together with that report for complete lnlerpretation. This summary applies only to the location o th a trench at the time of
~ excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a
o simplflcation of a.ch.Jal conditions encountered.
DESCRIPTION Approximate Elev. 528 Feet
--------------------------+-~,
2
3
Topsoil
-+-------------·------Fill
Similar to EP-7. Loose, wet, brown, fine SAND with silt, organics, and sticks (sm).
--------------------------------
4 Bottom of exploration pit at 3.5 feel
Strong Seepage below 2.5 feet.
5 i Abandoned due to water -Moved West.
: i
8 -
9
10
11
12
!
13 --!
14
15
16
17
18
19
Logged by: BWG
Approved by:
Olympus Villa
King County
Associated Earth Sciences, Inc. Project No. KE110202A
6/2/11
~
LOG OF EXPLORATION PIT NO. EP-70
g This log l~art of the ri;rort prepared bx Associated Earth Sciences, Jnc. (AES!{ for the named rro~ect and should be read t together th that repo for complete In erpretation. This summ~ 'fKipfies only o the location o th s trench at the time of
8 excavation. Subsurface conditions may chanae at this locatlon -e passage of time. The data presented are a
simplflcation of actual conditions encountere .
DESCRIPTION Approximate Elev. 528 Feet
Topsoil
1 ~ FIii
2
oose_to _medium de_ns_e, ve_ry rnoist,_llrown fine to medium SAND with silt (sm).
Vashon Lodgement TIii
3 1 Medium dense, very moist, brown fine to medium SAND with silt few fine to coarse gravel (sm). No
stratification or structure.
4 Taecomes dense grading to very dense, and less mottled.
5 -
6 -
7
8 ~
9 -
I
10 j 11
12
13 -
14 -
15 -
16 I
17 -
18
19 -
Bottom of exploratlon pit at 7 feet.
No Caving.
Weak Seepage Zone: 4.0 feet
---------
Olympus Villa
King County
----------------------------
i
Logged by: BWG
Approved by:
Associated Earth Sciences, Inc, Project No. KE110202A
6/2111
-----------------------------------------
i
•
2
LOG OF EXPLORATION PIT NO. EP-7E
This log is p_an of the report prepared by Associated Earth S<.iences, Inc. (AES!l for ttie named rroJect and should be read
together with that report for complete inlerpretalion. Thia summary applies only o the location o this trench at the time of
excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a
simplficalion of actual conditions encountered.
______ o_ESCRIPTION Approx:•_te-_ ,a-1
Topsoil .
Vashon Lodgement TIii
Medium dense, very moist to wet, mottled gray, fine to coarse SANO with silt, little frne to coarse gravel
trace cobbles (sm). No stratification or structure.
3 -'----------------------Becomes dense grading to very dense, and less mottled.
4
5 -
6
7 -
8
g -
10
11 --l-
12
13
14
15 -1
16
17
18
19
29
Bottom of exploration pit al 6 feet.
No Seepage.
Olympus Villa
King County
~ Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A
g Approved by Ii] I ~I ~ ii ~ 6/2111
~--------------------------------------
~ ~
LOG OF EXPLORATION PIT NO. EP-8
g l This Jog Is part of the report prepared by Associated Earth Sciences, Inc. (AESll f~r the named yroject and should be read ii together with that report for complete Interpretation. Thts summti_ry applles only o the location o this trench at the time of
~ excavation Subsurface condlttons may change at this location with the passage of time. The data presented are a
c slmplficatlon of actual conditions encountered
, DESCRIPTION Approximate Elev. 529 Feet f-------1~ ----Topsoil
I --------------v~a-s~h-o-n~L-o'd~gement TIii -
2
3
4
5
6
7 -
8
g
10
11 ~ 12
13
14
15
16
17
18 _J
!
19 i
Medium dense, very moist ta wet, mottled gray, fine to coarse SAND with silt, ltttle fine to coarse gravel
trace cobbles (sm). No stratification or structure.
f----a---~--~-~------~---------------Becomes dense grading ta very dense, and less mottled.
Bottom of exploration pit at 9.5 fe1:1t.
No Caving.
Weak Seepage Zones: 3.0, 4.5, 8.0 feet
Olympus Villa
King County
n
•
~ Associated Earth Sciences, Inc. ~ Logged by: BWG Project No. KE110202A
Approved by !DI I :t_,/ ~ ii H'J 6/2/11
~'-----------------------------------------
-
2
3 -
LOG OF EXPLORATION PIT NO. EP-9
This log ls ,?art of the report prepared by Associated Earth Sciences, Inc. (AESIJ for the named rroJect and ahculd be read
together with that report for complete ln1arpretation. This summary applies only o the location o th1& trench at the time of
excavation. Subsurface concltlons may change atthls location with the pas.saga of time. The data presented are a
slmplficatlon of actual conditions encountered.
DESCRIPTION
Topsoil
Vashon Lodgement TIii
Approxl111ate Elev. 530 Feet
Medium dense, very moist to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel
trace cobbles (sm). No stratification or structure.
Beccmes dense grading to very dense, and less mottled.
4
9 i
'
10
Bottom of exploretlon pit at 1 0 feet.
11 No Caving.
12 i
13 1
14
15
16
17
18 i
19 -t
I
Weak Seepage Zones; 2.0, 4.0, and 6,0-9,0 feet
-2&----------~-------------------
Olympus Villa
King County
~ 1i Associated Earth Sciences, Inc. § Logged by: BWG Project No. KE110202A
~ Approved by iii I ±,I iwJ iii Ill 6/2111
~-------------------------------------------
~
.;
! a • " I
~
0 '
LOG OF EXPLORATION PIT NO. EP-10
.---~-----------------~--------------------r-
I
This log ts part of the report prepared by Associated Earth Sclenceti, Inc. (AES1l for the named froject and should be read
together with that report for complete ifflarpretation. This summary applles only o the locitlon o ttus trench at ttie time of
excavation. St.lbs1.n18ce conditions may change at this location wtth tfle passage of tlme. The data presented are a
slmp!fication of actual conditions encountered.
1---+----------______ D_E_s~C~R~I_P"T_IO_N ______ A~p~p_ro_x_lm_at_e_E_le_v_._5_30_F_ee_t-t--,
Topsoil
-+---------------~~-~~--~~-----------·---Vashon Lodgement TIii
2
3
: J
8
9
10
11
12 ;
13
14
15
16
17
18
19
20
i
--1
i
J
~
I
Medium dense, very moist to wet, mottled gray, fine to coarse SAND with silt, little fine to coarse gravel
trace cobbles (sm). No stratification or structure.
Becomes dense grading to very dense, and less mottled.
Bottom of exploration ptt at 9.5 feet.
Weak Seepage Zones: 3.0-4.0, 6.0 feet
Olympus Villa
King County
Associated Earth Sciences, Inc.
Logged by: BWG Project No. KE110202A
6/2111 Approved by:
APPENDIX6C
OLYMPUS VILLA AS-BUILT PLANS
Weston Heights North
Technical Information Report
,.._
i-1 I r n ,i 1, ·~-.
0
8
IN o~ _oz
<DO ::,-~ ~-'-' -::,z ,....~r: s~"' c.. :i;
:'i e:i • :=: Q._ 3
>;,:z
v,-w
::,~O::'.
[L ~ ::,::,
~
0
i
~ ~z ..
Oo > ..... >-z , t:~ ~ w~ ~
!K t
4 11 J
-
i ij* r, " q ~
----,--
T·
11111 • ... !a
~I c_ ~,.
111 UJ!
·I [ I_~
I ~
I
11111 z
Q
~ I~
!
i ml '
I@
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. ; [
i I a:
OLYMPUS VILLA PLAT . llz ~ g • I:
i,~ ~I~ ~1
Lf'GAL DESCRIPTION
THAT ~OR'l'ION OF THE NORTHWt'ST QUARTER or n+e: SOUTHW(sr
OUART(R OF SECTION 11, TOWNSHIP 2.:'! NORTH, RANGE 5 EA.ST,
W.M" IN KING COUNTY. WASHINGTON, DESCRIBED 1\5 l="QLLOWS:
BEG!NNtNG A"t THE NORTHWtST CORNER OF THE SOUTHWEST
QUARTER OF 5AID SECTION 11, THENCE SOVTH ,>,LONG TH£ WEST
LINE OF SAID Su8DMS~N. 330 F£CT TO THE TRUE POIW OF
6EGINN!NG;
THENCE EAST 1320 rrrT. MORE OR LESS. TO Tf-1[ EAST LINE or
SUBDMSION;
THENCE SOUTH. Al.ONG SAID EAST UIIIE. J15 F'EET:
THENCE WEST 645 Fe:ET:
THENCE NORTH 157.5 FEET.
THENCE Wf;ST 675 rm. MORE OR LESS, TO THE WEST LINE or
SAID SUBOfVISIO~;
THENCE NORTM ALONG SAID WEST UNE. l57.5 FEET TO THE TRUE
POINT OF" BEGINNING;
EXCEPT THE WEST 30 ~E£T THEREOF" FOR ROAD;
AND EXCEPT THE NORTH 103 F"([T OF" THE WEST 95 f'EET;
SURVEY NOTES
lNSmuMENT AI\J PROCEDURES:
A 5-ELECTRONIC TOTAL STATION WAS USED FOR TH1S tl(lD
TRAVERS[ SURVEY ACCURACY MEETS OR EXCE!OS WAC.
J32-'.30-090
DATE OF SURVCY: NOVEMBER 2010
DATUM: NAVO 88
-0 BENCH~Af<K: ~~NTO~~NTtE~T~~Ol~ ct1:trn PfN IN CONCRETE
AT THE 1Nn;RSE:CTION or S.E. 120TH ST. MD 1<48TH
A'IENUE SE
ELEV. ,,, 512.02'
0 SITE B£NC>i1.fARK: TBM-A: F"NO. RAILROAD SPJI(( IN THE NORrHw£ST
FACE or POWEP. POLE. Eill'. = 519.J9'
i8M-B: FNC. fWlROAO ~KE IN THE NORTHWEST
'"ACE Of" POWER POLE'.. El.EV. "' 518.9:5'
! 1CE~R SECTION 11
I
'
;1 ",
J ;I,; z.
~~
wO '01.JND 1-112· BRASS g I z
RENTON, WASHINGTON
LAND USE PERMIT# LUA 10-090
UTILITY PERMIT #U110042 CONTACT INFORMATION
J z, ;f "' > -< ~i
VICINITY MAP
. --.,.-~1,.:, I C} ~ r-----._ ~~~-:---r\
[;~--~: r·
t,i_'.
c c.--....
·-' i r
-
'l"-,';l-L.J.I I
-~~v & .._i.,.. .. .., ., I
/. w l4Ql':JID'. MN'
"""'--'"'
O'NNER / DEVELOPER: CA~WE'.n OLYMPUS VILL.C.. LLC
9720 NE noth Pi.ACE
ENGlNEER:
SURvEYOR:
KIRKLAND, WASHING10N 98034
OFFICE PHONE· 425-825-1955
FAX NUMBER: 425-825-1565
OFFE ENGINEERS, PLLC
AnN: DARRELL OFFE, PE
13932 SOUTHEAST 159TH PLACE
RENTON, WASHINGTON 98058-7532
Off!CE NUMBER: 425-260-3412
FAX NUMBER: 425-988-0292
MEAD GILMAN & ASSOCIATES
ATIN: SHANE BARNES, PLS
P.O. BOX 289
WOODINVILLE. WASHINGTON 98072
OFFICE. IIIUM8£R: 425-486-1252
FAX NJMBER; 425-486-6108
TABLE OF CONTENTS
SHEET NUMBER
' 2
3
4
5
6
7
6
g
TITL f
COVER SHEET
GENERA!.. NOTES
EROSION/GRADING r:>LAN
ROAD/STORM PLA~ & PROfl'_E
ROAD/STORM PLAN & PROFILE
DETAILS & NOTES
SANITARY SEWER PLAN
SANITARY SEWER PRO::-ILE & DETAIL$
STORMWATER FAC!UTY
. ' ,m,. . • ",.,,. 1,_,
:" -_.,..-: ,. -~\\'( ...... t-· r ... ~ (' .. .:-· 'b (:, / (' f; ,.,. i ('' i L <.. ...... ' i
j ",. m.o / mo f mo ,,. / ,.,. i ~., I ~o / "·' I ! I i
!11 o "~ (~-. ...o· ;.,/ o.-;,, "'.o "' ,.._ o "" 'I. . ..,_ ,· 1-~ l:o,. .. . 7 I :, g -·-''"so !'I ; & ,-• & 0 ; & ~ ; S,, 0 S & ~o • , ",j>' : , ,?" e & ,j> , ·'
l!: s1i°"''';:,,;i9 -....,~ .... -1 ..... 'I:, ... -"q;,' -~ -I ''1 ·-0 :...9,., /-"~ ~IB,.:,.i,·
z \ ' q,":'I I '()':' 'I>':' fb• ,.,,?"' ..,,:;,"'..., I ,,,?.... -t,"': I 1· .,,,,.,.. • ... or J ' ,. · · '""!:0
• .,_,,. ,,.,. ,,,. ro.o I mo· ro.o· ro.o· ~.,· i = i M.o· •,;';"'v ,-/
• • /;: I ,, -~·· ,, '" '""' • " I
I • --------.-· -------------• ·---;it'
H 17'21''1' W l;J5,20' 11.z~· "! 18 '
39,9· 111.J ~ r
s-.-l 11-25_0· ~ I
i;.<,StllDIT • ?/ I '!:, L .. ~~({ '
~•.10'1. ,;o-~ / / "' t"' ~":, -
1··
,;,*~:~~
ol"&fl o;a.
e,151•
I
I,
1
-''='·"'' • 1 l ~ ": ,/ ! /:-~:=:-"-/ 8 ~ .._o'I. ":fl· ·_ , \P s.O, · <l/
:z: ~ t,">'l. 2~.,· 26.S'it;:1 1c.eg\ R
":,. ..., I
_11.T iOO.:![____ 1 13.a' !&
Joi ~<'"U:ll' w ~!i.0(1'
I
1
~ a
~
B •
x-142
&l
~1
~,~ •
2
-1~
w~, " i:Il'J • z~iis
I. ~ ,• I! ...... ~1; •• C,.'.)-,r 'Ii zh.~
~E;~~t: w;~£g
i:..~. 8
I --
~ er II
e!I r. .!o
11
~
Cl.
~
...J
>·
U) I
::) I
0.. ' ~I
:'.'.j
0
(.)
-' -'
:5
-' -I-> w
(/J w
=> :i:::
Cl. (/J
:li: c::: >-w -' > 0 0
~ (.)
w
~
:li, a
~ ~
u (.) ~ -COR SEC !0-2J-S: -POS!TION. j_
~~RfACt: MON. w/ o~~g~.M~~~i1852 (3/27/06) "!TY or RENTON CON L ~ 180<!04.DB37 " 12 , rn ,.,,.,.,, • _
,a ~~ S_T~ -.' ' 9B~w-Tsu:;,·(~, N 86:--2 ~ 2642.56 (MEAS)
GRAPHIC SCALE
--------------!"' tz: :u
: ;rco~ENDf!VOR ,PPROVAL ~ iJ i
.r.{~~ D<Jle: p/,/lf DATE o:Y2Sn011
. ' CONlitf/{f, MAP
~ 30 60 ,~o
, Ind, "' W !ul
.IOBNO ---R-35870 I .,. _______ Doi~: ____ _
Rt ______ _ I DWG..0 I O::i:t____ SHEET
fi~. OQlft. ____ _ 1 OF 9
c.o: A-'.3S"·nc 1
-3
t~ ~ I
'J ~ ~ ~ !: 0
"' ;: I ,w
" UI ~
-NOJ~NIHSVM 'NOlN]~
lvOOl 1n# 111"i~Jd AJ.lllrn
(060-0 l vm) 1\/ld \llllA snd>'<A 10
NO.LN3<1 ~
..io X.LIJ Wv
TED-40-3587
Ell..Y\11'\l\ VU L~ I'!,-\ I
S3l.ON 1~3N38
J.N:UNO~ J33MS ~
811 'Vlll/\ sndVIIA 10 l.S3MVll\18 i
1 Vld VlllA sndWA 10 N
~~ ~ ~ dww < z ~ 0 OwN > i~ . m < ~ s ~lln ,
i! z . -~ I fj~~ a ~
~ ~ • w8w z~I§ • a ~:;' > I~~ j • s ~ t~~ Q ~ ~ i ~ ~-.; ~ 1i ~ • ~i·i o-~ ~ 1! H I g ~Or o< < ii •• I' oz,! It'~ 2i n
0 t ii' •• • aez ~~i: I! a I ~1~~ Q .,w ~ 6 " w !ll;; W~< z ~ • a m .-e; ~ a • ~~~; ~~~ ~.
z • ~·· e " :l " . 0>
"" ~ • ... ~i~ <O
~.?~ ,iZz ~@ 1 5~ I ~t:' -~ «
~::io<5 ~g """ ~~::i -~ tj~!tl ;~ ~8 ~~--'"" ~Q ~~1 zc< 0 wz" A
~'.i: ! --t:l~.3;; ~~ ;:;; ! ii· £ d)' t:: '5 u~i.5 ...J £
J • ·~ 'jj;~~ 5; ;i$ !~§ < ----··-
i5 i •• .. > ~z -~9~ "e ~~~ :~i ,_ • .~ ~w w i~! i ,_ eeo • ·-0< ~~ e.~ 0 < ~-sHI' """ """ • -~ > ca, ,:;:.ca. UJ ,......
.; .; • 0 z c::, C.I
l,_ r-•5 g~ z u co ~ " 0: w• • ' al L.n ca <( ·-< .
l,_
b~ 0 " """"' ., , ,l i 0: ~: " ;;; ~ I .. I u~ ~ cir::: •• -_J
~~~: L_r i" ti:: .,.~--t; ~ I ",
l~o l ~!1' 0 • " -I f < i~ 8
q; t; !:! I !:! ,r; ~~ I?
1,
~bi, I :a g ;t u -3 .. C:::, l,_ I V> ;i;:ffi • >W ~~~ l ~ m > NJ' ,.~ 1n6•I m
m> " ~ ,e -'~[5 ... " •ii ( -1,:;,tl t--CJ " :..~ ":.,~~~ti
c=8 ri5 0 ~~
~8~_,ij
l!!!:c.:..,
f~~~j!
~
NQIS!l\11:1 ·oN
--·--·--------------;------~---·-----;----,
,l
Q
"' l)o
"1
"J I
(l'.
'i=J
z
M
N
a.
I
U) z
~
z
0 ;::
(.J w
U)
u.
0
~ -
3: z
w
i!:
u.
0
z
0
~
2
6 .. --~-~
""' ----~
1 rnz/~z/ro
.1--:1'~0]~'1))11 AQNMYl;I(]
t'V"\ J c::, ,.._ ~ ~
h co ;,
I.I"\ r· ' t'V"\ ~ '--
I l
,:.:::
)
f
I
--~--I ,,~;---.-a>---..:...,.,11
. .
I r---'-...... j j ;.
: '-' ·1 ,: I
·,,-! ~ I I / l __
'. " '
TED-40-3587
01.YMPI'~ Vil! .1\ l'I .\ l
010 NVld 8NIO'v'~8 18 NOIS0~3
__ A9~,.,E2_f--------·-lN3.LN0:>133HS;::
::>11 'VlllA srn·'lldA10 .LS3Ml-'IJ'v'::> I
!!
'" u z. Wc '"-" _,
ii,
>--::i
"-VI
~
.. , B :-" . ii
"~
-----~N3n:>
.iVld VlllA sndVIIA 10
,J i~ ::'.j ~
"61' l~u $ i5 :82~ V) ffi. • c:-=Y 1:i CL ~ ~ • ~ ~ g~~
O!'.Jz~ "' ff
~ccou ~ &!~a~ <.:, 0
£::1~~ )y (l
Ji £ ,;; i (.\
T.
~
I \ ""';'~'" .. "l''"'"~r~: ;. • ¥¢1 I ......
NOlQNlHSVM 'N01N3~
lvoo, 1nU 1m~Jd Aflllrn (oso-o I vm) lVld vi11A sn,mno
' .i ;, u )\
NO,LN3lI ~ .rn A.LI J Uilv
·--E:;~-3~.,~.,.,~'""l''"s=== _., ....
I ":.':"' I -·· -----
"
ON
010 ···---------••• J-
1--l-----------------.J----l
! l ~. t,
£ I ,I
~ 0
I °' S'<tz
<00 :::, 0,-
~-0 --z --,-I
j r-V1
o.~ ~
.:i;L.r.. • ~ a. z
::::! >-0
> '::: S!
V) ~l.L.!
::,;::.Ct::
a. :::,
::;
~
0
r-..z Oo ...
tz -""' c..,O::
•
li
~
j
~ • }
::i2
1$, f
•
• ij@
!1!1 1-1
I I
~I 1Z
I 11 II \I
I
" ~
Iii
z
I
g I
PORTION OF THE NW 114, SW 114 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M .
•• -CONN(CTION TO TH£ DOW~STREAM DRAlw.GE SY'STEM
SHAU.. SE vl6. A PERfORol.TED Plf>E CONNECTION, SIT OCTAIL SHEET 6,
COMPUA.NCE W!TI-< THIS REQU1R'tM(NT WlU. BE ADOAESSEO IN THE
DR,1JNAGE Pt.AN SUBM!TTED FOR TH[ RESIDDffiA.l. SUILOJN(; P[RMfT
DRAINAGE ~EW WHEN >,PPUCArlON rs MADE FOR A SINGLE FAMll't'
~SlDENTIA.:._ BUILM.IG PERMIT FCFI: EACH LO'I'"
~----re:· 2't"n'n p=~q™" -
~~-•1 '~'f..::,:,7+41.11>1!:J'Wti ----------~--,-----------------1:... ____ _ DE:;.;:,~ o;,I!." -J[.r.cj;;ft .... ~. . ' ·-·--,. : r, ',.. . . / II I I
"\f~,:t --~~ I .. ·" • ~ I -~· I -II I • -,,. -17.~ . ,.~~ •. ---.......... I .
I ·1· : IE~\.l.r.i. 12 ~.¢-C • ~0-i .,,. . I ---' I , ... ,,. ~" -•=] ""' :~.n . , "' "' • r -· . -··. -~""" ~· ·~·=· " . -~±"" """ .. ..., ~-"""" --·~ · . ., """ ~·" I S6s.~-, \
• •"' 9•$C, \ • < T < ~ ....... • ,a -M """'
~--1-~--~
I I I I ,,,. § ·-,,,.
,,,, "'' . : /i'il,'Ji:"'~ . '' @ • I • ~;1,i'~,,. : '\ ,
I, "'41~N£" I ~!::;,.,'Wt''l*"P!:U2'.Jl : 'S.'··1,' v: .. ~~u:itr I ·1· I !2\'tli.?" •HUT . :: 1 ._ii '1' ce,t'WP!.-1 '1 , Jt ~ -~ • ;;, . ., • \ 1 · •• "'·. '"'. """'~· ~ ' [""-' "9"' ' ~ 10 ,.,, .... " ' ' ' ,.,.,_,,,_. ' """"" _L
''!·s, 1r'"' ---'-..-~ ,--ii ff.~,~-,--_.:.,, .,...,. .... ...,. --.-~---.-.-.-_-;;;r-J!i:
' ... '• ,,,. ~
., ---~~-=-Z-~-~C..:-~~~-..:..:.z"-;'.~~::--\"'-_C_:-=:::::.--C-a~::~'-_C-;-CZC:-"..==-n--1--=-=-~ -----c----~--------~PLAC( \.m·~·•• _ M .... ••-••M••-~o ,,_-_._-,_r-• "' \ • '· ""''=--·b" -" --..• ~.,
1-{f I
:.:'1l':::,,. ----··, :,I.;,, 7. ,>; • • _ > -,on '::.AS2.l.1t. 12 1f; I ~1 £ • = ,,., ·-,·· _,. ® I '!lhl'111!", !",' ~ Ill:, •• ,
:cw~=;:,, 'f . I ' I
:::;~1
1
~": 12: •. ,1--,-i=c;cc~ .... ..,_,, ··-. ...,.....,, -~ .t:wi~J-~::21r
":l.: 8~·
:-:1 ~
SEE
,.
I ~ -.. ~. ~~. ~-~ ·\~ ~\~\ ;\__ ~ ·~
~~~~·~~-~-' ~~~--J \------..:;,,.,~ ... ----
NE 7th PlAC( -WEST PA\'!!rlENT TRl,NStTION
,· .. 20·
~ 1 1 1 l 11 11
~ ~'i\l;~~ .. -·1 ,,
::lj;,
~'~. -~-----~-c-... -,,, .. -... ~-----------L --S'OUT>t~lm'L,N£ ----t
NE 7th Pl.AC[ -ti!.E. OEPARTME.W. "SUMP our
t"•?O'
~ ";
l i ~
I i
.. ,
I " . ~, ~ ~{i., ~--~~<bu'---~
,----•-,sf~11e ~,, • ..., / \'t2<Ve·--ti \ __ ; .. ~¢1.119 r:.,.:1 .:;
. --, . . .. . .....
NE. 7th PL.ACE -USf PI\YEMENT TRANSmON
1· .. 20·
I ~ ,o',
~ ,
l
L_ v.c.-,cu.oo·
t
'lfi"I NCO ~ H£M ZIil ew;,£ r~ f~~f7~1'0,~ !
'
NOTE
[)(fSTlNCi UT!L!TY LOCATIONS SHOVN H[REDN ARE.
APPROX:l~AlE. ONLY, JT SHAi,.L Si: THE CONTR.t,CTDR'S
R::SPONSIBJLlTY T[] D(TERMINE THE EXACT VERTICAL ANO
HOIHZONTAL LOCATION or ALL EXlS,-llllG UNDER"GRIJUND unum:s PlllDR TO Cl>!MENCJM:. C01'1STRUCTJON. ND
Rt~S[NTATU]N IS MADE THAT ALL EXlSTINCi LJ71LlTlES
AR! SH.O,.,.N 1-iERrON TH[ ENGINE:ER ASSUl€S NC
RESPDNStBtL!!r !"~ UTJdTIES NOT SHO'JN OR UTILITt(S
NOT SHOWN lN Tl-l!:JR PROl"ER LOCATION,
C4LL BEfORE YCU Dt~, l-S00-42-'·5555
""'-I.
(i)
@
(j)
©
CURl;I RETURN OATA
5TA!'9% 9ITTU :z, •J1.4iAt' 11T ('«.E i,1/E)
..,l!!.:4!:·9 ,,. R'l. jl>L 7th)
.tt~7.!>Llt 11T {NIU. Asl:)
~;~ ,lJ'~t (~~kJ
J7 ... 4(1!,26./~t·~ ~·-kJ
1+0?.4!10-~ iii'. l
J1•48!12. 1J' IIT. (lit lit,)
"" !ilt.i
}1t.<41l
!>lt.'7
Tti:iii'
$19.~
!>lt-l!l ~-'' =.oo ~~ ,a.o,
!itt.27
""' ,:;;;;;;
L.,40-.2!.•
De).f"'-12'1~"oJ" .....,.. ~--111· DEI..TA-aT45'15"
11•25.oo'
~oo·
11•25.Cll;I -,,. on,,..llO"Ol1tlO.
CENTERLINE ALI(;NME.NT NE 7U·
,,I.
®
$
<!>
"' "' @
'lfl':fT9 P"WtS
S37"27"2f'''E. e&.78'
ll•IOOJ)IJ', l.•1~·. !?.•l'l'"\l'l<t.~"I
sn'<t7'"4"1:.. •2 ... •
A-100.ti0·, c-10.M.r, t:,.-1v,11·1,4.1•
'$111T17"Ji" w. =·~·
~-1DO.DO', L•IO.<i~·. lo•!i'Ml":22"
Slt';!:8,"a:," -••. ,11·
SJk J7•0ll.:!r.2 (ii: J"<fl P..ACE)
Slk , ..... , (""5CO P\..et i.o
offl...U ~ -....o,rt .. =
STORM WATER MANAGEMENT NOTES:
{ 1) ti.OW CONTROL BIAP'S CONSTRUCT£D ()N EACH LOT
St1AU. 8£ OP£Rol.T[D. MAINTAINED >.NO l<EPT IN GOOD
REPI\IR 6'l" EACH LOT OWNER.
(2) FUU OlSPERSION FL.OIi CONTROL 8~P MAS BEEN IJT!L:ZEO
F"OR THIS Pu\T -LOT 1
(J.) HOME OWME!.:S ASSOCIATION ts RESPONSIBIU:
FOR MAINTAJw.NCE AND OPE.RATION OF THE CO~BINEO
:'.)£TENTION AND WETPONO.
(4) ALL THE LOTS IN THIS PLAT S!iALL CO!l!NEC1 TO TH£ STORM
SYSTD.I VIA. A J.l[RFORATEO Pl?[ CONNECTION. THE. LOC.,,,TION
Of THE PERFORATED PIPE CONN(C1/0N Olli EACH LOT Wlll BE
DETERMINED ANO SHOWN ON THE FLOW CONTROL BMP srrr
PV,N /IS SUBMITTE:O TO THE CITY AS PART or THE INOl\'IOUAL
L:JT BUILDINC PERMIT DRAINAGE RE\ltEW AND APPROVM. PROCESS.
TH[ ?ERf"ORAITO PIPE CONNECTION MUST at loWNTAlf',1(0 6Y
THE LOT OWNER AND MAY NOT BE Cl-\olNG£0 WlTHIN WRITTEN
APPROVAL FROM TH£ CfN or RENTON.
{5} tACH INOMCIJAl ;..OT IS REQUIRED AT BUILO!NC P(Rl,UT
SUBMITTAL TO P!WVIOC LOT BMF''S FOR IQ; OF THE LOT
AR[A, THIS 81,IP {OR 81.!P"S) tS RtOUIRE.D TO BE ?LACED
Ok THE LOT. SEC D'.AMPLE ON SHEET 5,
= ii
ilMll -.... STA.·:57~7"31 I .,,. ~ ~ ;
"' ~
'F ~I
'"' i. _
~~~;~:--::..,
-}---... -
"' 12·.
1' ct.1AIWICC fl£"lW££N -=~-=~~-i 1\a.T. 15" !i-12 05-¢,!,0!l
'"
l "" ·, ~,, i be :,i; ~ ~ !iii
-o _·i jj~, -i! . ,,
><>•OC 31+®
i1~ ~~
' ,
.!l!\l.,2.'r..!'l.·-
f-' ~t
i~ ,,.,,,,
.;
~! g
'
.1~!.
I;,
;~ .. .. .;.;
''
l_,,~ r·
~.oo
__ ~ -·· ---i~:ii I
!>-:.~---· -
-'~)
~~ ,:iJL! W!i-12.S-O!DS -~r ·~ ,i_· l!::.tt e,e
I c:~ ,:_; ~,;
!ii ••
h
'
NE 7U, Pl)l;CE
~.oo !5•00 , ... ,
k
!."'.:".,.
;i":,i~ ... ~~a
-I I I ,.,
,.,..J
R-358704
,,_
I
~;,
ii
~·oo
·~
"'
'"
'"
=
.r '
,;
5 0
ver1.1:::o.i sco.\e
40 0
h0-rl2or.to.\ sea.le
5
40
JO
feet
BO
feet
\:J;Jii
lily Oo.-;e~· ----
APPROVAL
'"~'7 i:21,7,411
Dc:.trr.....1lll.f!!..
iftr De.t~-----
' ~G: f;.-353?0
I I
i Cl Cl 0
1 I 11111~
I ~ ~ 1!11
13 o:§1.:;i~
111111
i r r I
I
i I lllli
fit, .
~i~ii
g
~ 0
0
c.,-~~il z~~~~ r..:i~ ·gt ~ii'i µ..-
[;
~
~
~
" '" • I
0
> • • 0 • ~ " g
() UJ
..J ..J I-..J u..
<( < 0
...I _J 0::
0. :::! a.
<( > ol:I
...I Cl),z
:::!'.~l:5 > :l;la.
Cl) '.'.j :l;
:::> i O 0:: a. I-0 ~ Cl) ti; >-UJ -
...J ~ ~
0 I ~1!~ • I '" u !z: ::;:; a ll!! i1 f lo t.
!11'25/20; l "'"' JOB "'10.
01\'GNO. __ _
:SieET
4 OF 9
I ! s
-l
• tpj
:;;0
> I ~ -1:>,.
::0
> I
~ (H -Ul
QO
-.l
;;1
!~Ii
0
"' ~o I N o.,.z <Oo
3~0 ~-z I-~= -<~"' ~~~ "' .::5ltz·
5r~
e=Z
(/)..Ji.w
::,i=:n::
Q_::,
::,
~
0
l
"'-z;
Oo ~
>-!.: ~ e:,-.l:1l rf. u~}
~
IC 1 <
f:
~
d~ q~
'
~ -~.14
il:•~5.34, 12"
STORM WATER MANAGEMENT NJTES:
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NOTE
( 1) rlOW CONffiOL B~P·s CONS1RUCTEO or. EACH LOT
SHAU BE OPERATEO, IIWNTAINED ANO J<EPT IN COOD
REPAIR BY EACH LOl OWlll(R.
(2) FUi..L DISPERSION FLOW CONTROL BMP HAS BEEN UTIUZ!:D
>OR THIS Pl.AT -LOT 1
(J) HOME OWWERS ASSOCIATION IS RESP0NSU31LE
roR MAINT"'Nlo.NC[ mo OPERATION Of TH[ COMBINED
D£T£NTl0N AND wtTPONO.
(4) EACH 1N01Vt0U.0... LOT IS REQUIRED AT BUILDING P(RIJ!T
SUBMITTAL TO PRO'w'lDE :..OT BMP'S FOR lOX OF THE LOT
lt.RE,o.. THIS BMP (OR BMP'S) IS REQUIRED 10 6£ PLAC[D
ON TH£ LOT. SE( EXAMPLE RICHT.
(5) ALL THE LOTS :1,1 111:S ~..AT StiAL.. CONNECT TO THE STOR~
SYSTEM VI.\ .I. PERF"OAATEO PIPE CONNEC110N 1HE LOCATION
Of THt <'ERfORATED PIPE CONNECTION ON £.1>,CH LOT WlLL BE
DITERt.!lNEO AND SH0wN 01, EHE FLOW CONTROL Bl.IP S!TE
PLAN AS SUBl.tTTEO T'.) THE CITY AS PART OF TH( 1NDM0UAJ..
LOT BUILDING f>[RMIT ORA!NAGE REVIEW ii.ND APPROVAi. PROCESS.
THE P[RFOAATEO PIPE CONNECTION UUST B( MAINTil.lNED BY THE
LOT OWNER ANO W.Y NOT BE CHANCED Wf'HIN WM'l'tN >J>PROVAL
FR~ THE CITY Of RENTON.
:ll,C' GIii.ill ruuD T1ll£HCM •I
'ICITC>t(l)!ICWIID"°'a£f;,i,_t,,' ~--(ruu tllSPER5IOOI)
S>ltrr .. T08[~7
,_ . I
I
---..t.... •
i .-i I
0
'-i" " ·, u·-~ fi. ' ' ' $~ :, ------------, I L ! '
. , . , . i' i
1
: : , ., ,.,,,,., 1·
i --«,:,
/f
,k
1.· ):.,..----:·-~_', -·~· -, ' ,,,,, :, .,., -
' '. -,--\ "'-1 ; -&,· : ~
1!'1, IW' ll"' : "'' I : ,.. • ' I 111 '1/11' !NI' $ -• \ .,, ' 1 ' , , _, i --~:,,, ,,, 1· .,, /"':i":~,r -•·=-'---' ----I / •·-, -~ "'•-, -. ' .~~~-~'~
. -"
""
·····.-·
r-~-----
' ---------,_ --~=· ,,. ~" -,=
' · r--------I i I ~
> ' 4 I -, r-----------.. -...,.,:3+,.jf 'l+:z'A'f. ' ~-\ , ' ' .. '' _, ,-I I \ r f I ·J -SJo4e
re:, rt£ !'b S7&uf Al/f Id I S'I>. O+~-(NU IN!. NE)
:1
l, I~ a
~
=oo
~! J 11
. •o"'~illf#!l•.or !~ •" iZ
-= """' If. . 5>~00
(1 00 .~, -
~-OO'fM -4"¥1'1m5!W.l.li
... ,,.,,_',')
V ~•ooo
SECTION A-/.. =~·-';,;?a
R-358705
[XlSTJNG UTH .. !TY LOCATIONS SHDVN l.;[J.ffON AR[
APPROXIMATE ONL 'V lT SfiALL BL TH( CONTRACTOR'S
R(SP0NS1BIL:TY TO DETE:~JN£ THC CXAC't VCRTICAL AND
HDRfZDNT AL LDCAl10N ()IC" AU LX!ST!HG UND£RGROU"l0
UTILUT(S PRUJR TO COMMENCING caNSTRO:TlON. NC
REPRE:SENTATJDN [S MAD( THAT All (X!SHNG UTILITIES
ARE SHCJ\i/N HEREON. THE ENGINEER ASSUMLS NCl
RESP0NS1BlL:TY fOR UTlL!ilES NOT S'"lD'JN I.R Ui!l.!T!ES
NOT SH!l'Jti lN THEIR ?ROPER LDCATJON.
CALL B(F"DI<{ YOU D!U, l-800w4,?<iw'55S5
LOT 1 0 (CX,IJ,lf'LE ONLY)
BUii.DiNG FERIAIT SMP's (BtJIUlER'S CHOICE)
I.OT -......,,, SC F'W
MAXU.JM AU.IIWAl!IL.£ ~ SQ, FU1
::-::-~ 1on • ~ VIJS1 M. -TUI
1.ol 8!,IP'S. ...,........r f>€JI CCSMf su:n>N o::..2..0 IIQJ..()L
!llIT HOT UlaTtD TO
-111.9c: D!SP{ASOI !0.41) ~ &.!D(i, l!OC1r: l),aD$.
GRl<¥£L flU£tl ~. Of! ~ Fl.CM
-""1/0ll OTJIOIS A.l'flROIIED BT 1+€ c,rrr ~ IIOffl)l,o
~~~,..~,..: ~· .. :tr ;
STA. JO+OO (N£ ro, PU££} l
;~ ~ INSTAU Sl.lM;'f lt0Nl.lM£Nl' CASI: / I ,_ ,4.,.,,. ~~ , · IIIII0•51D..G
I F \/ ;$/'":, '/' ,'J. Iii 11£~.12" l ' ;J \ ~i' vi : I -----------'."------..s1JiL.L ~ ~ ~
~~[..r
,,, i> : { . . rA . ' • o = ~ i \:'-'----'------u~ 'ii; 1(-51~.2'. ,s· fi i ,_•,
:i,.._:£...L' .. •,• ·g ..--.·-,-.•.. -i / · ,, ,..,,,: .. =~-'-"=. -·· ~·':· kii!l.li 'h"'= : ~-'""fff' -' ' "-. -_·_
I/ . _;., "= "~ .,,~,"' "= . . ,_ -~"l':t -
PASCO PLACE NE
~ ·1 j,,
;!"
.:
~ --------------------,--------_ ---_ ---____ Zl;!:!)O___ _ _ ~
EX--..i ·-• W ' ' ; I -ISII.F~l$•~~C-, it -·'*;_-----......_,.. ~ ~L -• =-=~ ~l~--;:..
--~·---·-P·P .'.S il1Pt·"'AA't:'ltt•rrnzE21 --·--::-.J ~ -~ --··~·
~
I '4 Wl[~ ;!'~;-'" t¥la<
ltlSrAI.LOIN ~·-1.1$
SP.111.Ul {M'.)
~-. -
\
' .. ,,;,;._-:z:. ........
' : : 4A
f''' .~..,:.m·:, '~ . .
; f f1i
' 1
• -: I .,
I
i ~11:1·
' 1, '•i Ii ~ I n.~ !V<I I JU' Ii:£'.! tlt:~io.lJO ce,n, J'l'l'[T
Flllla,,$12.1
l!:~f!i.15• SEE SHEET 4
Nii " Av>:NuE NE le .., _,'-... _
, c > I APPR VA
I I . --· _,,,,
I
: :
11
CEWT[Rllkl[ AUCNMEN! PASCO "LACE CUTTER $ ''.· Da.te'.....!!:!J..!!
111 II --~~=-,woc 5 0 5 '0 I 9J BEA1!1"1C DISTAWCE ~ED SI' f1(ll) COICWTlOM • .. T . '
® '1•2ti0.oo'. c ... 351 E'. t.-8'\7',,. PA.SCOPlACENE (SECTION} 11erticc.l sea.le feet ~ ~ ..,
3
Y Do.tee_ ___ _
• ~ NT s 40 O 40 BO 5 I ~ ., . I y Da."tl','
I
I
I
'
, norlzonto.l sco.le feet 1
1 . -~ cit
;
~ a
" "
g
~ ,
~'
,~ i ; f,r "'
ar •• ,~· ,._,1 os-1.00:,:
"'
~
i
i
IE•=.11· •L"" ,~ :t
ii' ••oo
~ i i, '
.a:x ~ eit;i: fllllll: Zit aia: sr .. J.7+81!~ r .,.., l'UCC) I
st .. HH.•~ (1'11SCO PL.I(;( lfE)
I
i
I
Ii{ l<lwl'
"" ••oo ~
~
0.8o:l
~ ~ ; ~ ;
I ! I I I
8 v.c. .. 1w.w a
~ ~ .
t i: ~ • ~ ~,..i • .; ' ("• . ' ~1 11~ d
~"re.rt.: siPRo'iit~riffil
l --=1:~
17i;l.f., ,:, 11~'1 r..•O.Hill
PASCO PlACE ~E.
"" -
25L'., 12' ll•l:l IIS-l.DO,i; ~-·: ~~ j ~. 11 ~ HOO
~~~
'" "'
'"' '"
"' "'
"' = "=
l
:h r=...:r~~~ .!Ii I 4• -l.6 SPi>Wi (l"YP.J ~ II
I
I ~-1.!~
.! ~~ ---
~ !
' ~ ~ a ~ " ; t ~ ! ~1 ~~1 •l li = i ~ ~~~-~ ~. i u~·
3
.tjzl ~ 1 l ~ ~· · •M"~.;,t',
b
-~-:lfP!l1-
.t..T ~SP,:,US·l
.rt,f!U' •• ·~~:I'!_,-:!!.•.~~ I/if ,_,, 1)" COffC, • OJ'!9! ........
1Bt00
Cfli!17 ¥'£ 1
AAi-~12.e
.--~. 1r 1!HOO
"Ill£ IWfNU[ Nt ..-~oo 2HOO
Ila:te•
t~ ~ .. :, '" .g ·~ ~a, .; iJg;
"" ~
I
'"
,rd' ss
'"
~ l!IM•~19,EO
1Ea510.2~. 15• = "'"
CL,R-35'3705
I
i
·1 § 5 I -" :; ~ h
~ ~ i ~
i ~~~!i
I z .1: i., 9t
i I I~
~ ~ .
0 0 W • • • ~ :l:' ~
l 1111,~
J I i"l"i-J;
gi
WO! • W~J, •.
9 > 0 • ~ ~i~i~ o-~·~ zh~~
.~ r--
1 ~
~s'lio w~~"i !t~~ t
0
IJ L
li. ~
()
f-lj :5 I .
CL ~
<( >
_J Cl)
_J I :::, > I 0..
Cl) I ~ :::> ' ...J
CL I e ~ I C/J >-
1
. w I
_J :s: I o,~
/ ()' , I
'§ I j5 !
I
~
om: OY.ISQ(l\1
UJ
...J
LL
0 er:
0..
oa
z
~
0..
~
Cl:'.
~
(/)
0
(3
Cl:'.
JOB NO. ____ _
PWG WO.
SHt:t:
5 OF 9
-3
~~
..., '.5 I
;: ~ ,1::,,.
; E ,:,
:: I ;: ~
~ UI
QO
-l
r«>!1dlIDS30 -~03lWS!N~,~.noo::_A~<1,~,-~--+-.. -~-='----l'=,-=1
11f1l/8J1.03.l'W<Jl>lN3,w:xJA..11::>md ,wz,amo i --------------··
g
'i
'
1
-~--j-,. I
n
11oz/81/to
---------------
NO.l~NIHSVM 'NO!N]B
lvOO 11 n# lll'i~]d ),Jlllln
(060-0,vm) 1\fld \flllA snd~AlO
l
Jt H
1 t
f
L,J
;;:
<[ z
j --' w'
L,J
CY
f-
(/)
0
l.d
f-z
D
D :,::
0 z
D
D
CY
t'.J
s!l
~1 l
' q
I ;~
>
'
________ ,,_
~
!
t
!
' !
' "
NO.LN3:H ~
,10 ).J,JJ w;;
i
TED-40-3587
z
[J
H
f-
u
L,J z z
D u
L,J
CL
H
CL
<=l
L,J
f····
<[
Ck'.
D
L,_
Ck'.
Ld
[L
__J
<[ ,-
L,J
<=l
<=l
Ck'.
<[
D
"'
<=l
L,J
I u
f-
0 z
I u z w
CY
I-
p
w
_J
_J
H
t,_
__ J
I....J > <[
(Y
l'.)
01 YMPli:-i VIIJ -\ l'l Al
z
D
f-
<[
_J
__J
<[
f-I
o/) z
z
CJ ·~ (/) .
l'.) z
"' CY
<[
CL
D z
•--~-!:iddV Jl'll'O AB
f-~=i-~ l r---c~c--=----'--1
°''
l' I ""O
.. ~ > .I c::, ~ • ~ r--" " " "" ' ' ~ g ~ 0 0
co ~
"-
&.I"\ (;:;
~ ~)
I I
a:::: (_(
-.::1 .~ ----~-\)
JlllS Hll'lli f
•I l1~i1 !, ~.h
' -l_s!IE ~~
i -i3 fii :-,.z I &J;; W• !· •• ~~
j~ !l!H ?~ uj
=" ~I-,_.;
~WW ,i'iTii-~iZ
~~ w w= zZ
~
'
----iiti: ,mo,--
••
-](JI$ Hlo"° --
····-··---
~;;,
'-'~1:! fl~g
~;l!w >a~ !i z-
~~ w
; " u
h ~;:;-i z .,:
~a• ~ [l'.'.
•• o ; f-
If m; z • I.J ~B--·-.. >-~ ij .,:
;~ 3'.
uJ ·->
cc
0.
uJ ui
f-" I, I z cc u z
0 u
f-z w
:a
lei u
z
~ -'
----
NOISIAJij
-----
~ i 10>
l1 ,ii ,.
0
"' 0
IN
0"" ~00 :::,0,-.
c,;~ --~ :i: :5~~
/J.. ~3:
:s~z
" 0 >~~
v, -'w
:)i::: c::
Q_ :,
::e
j
0
~
~ r..z ; Oo 0 ,... : >-z • E,-o!~ l
u~}
!t$.
i
,;
I
·1
C
ij~
~!!
~I~
I 11 Ii II
:i 'l
~
t
!
D z
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NOT[,
520
510
j! I
~~ ~ 6' IIINYL •ENCE (TYP )
w
'.5 ,--1 • FRE£BOARD
if ----}--,DP or PQND=M875 (MINl_ ___ _ 6! \----,r-_,_--,r-M~-w~::_5JLD_ -------'° I
iw •z
~
Ii
0
,f
13
I
.1.
12' GRAVEL ROAD
1.0· SEOtMENT \ /] \ / sonoM 507.o
STORAGE
500
S,O
510
500
POND SECTION A-A
I ___--r 6' VlN'i'L FENCE (TYP.) _________
i' FRE.EBOARO
__ r.~-!Q~_9f PQND=~18.75 (~l~.:l_ ___ _
tT--~~!!!_~_WS=S,7.75 _____
2 2 I i,R~ 'i
·'' I "'io
0,---i 1
-1--4:=i-~o_ws .. 512.20 ___ _
l 4.2· WO
l STORAGE
~I
~ u' j
C8#15
1.0' SEDIMENT
STORAGE
POND SECTION 8-B
w z ;::; ',.. I«
1,t' ,o
'if
i= g
520
510
500
WATER QUALITY SIZING
v'OLLIME REQUIRED = 9,881 cu_ "£:CT
VOLUME PROVIDED = 9,690 CU fT. 0 512.20
CELL # 1 "" 3,450 CLJ. f'ECT
CELL 12 "' 6,440 CU. FEET
DETENTION VOLVME SIZiNG
VOLUME REQUIRED = 36,042 CU. FEET
VOLUME PROVIDED = 36, ;oo CU FT. 0 517.75
9LF.,
STA. 31 +J6 43' LT.
C8f'f4, TYPE 11-48
OVERFLOW STRUCTURE
W/BIRD CAG~ GRATE
RIM=517.75
lE=513.75, iZ9 -,--
4Jlf., 12" N-12
A
t
LINK FEN(:C.
--= ...
EXISTING UTI. .. iTY L0CAT1C1',1S. SH0VN ,;[REON ,a.Rt
,a,f>PRCJX}M,11,T[ GNLY. !T SHALL Bf TH[ CONT~AC"'"CIR'S
RCSPQNSlBILfT'I' HJ DETERMINE: TH[ [XACT VERTICAL AND
H!JRlZONT,11,L L!::tAl!C>I Of ALL EXISTING UNDERGROUND
UTILJITES ?RWR TO COMMENCH,IG CONSTRUCTION NO
REPRESEN1A.T!ON IS AAD[ THAT ALL EXISTING UTlLHIES
AR£ SttOvN HEREON THE E'NGINtER ASSUMES ND
R(S?()NSJBIUTV F"!JR urn .. rm:s NOT SHO',,'N OR UTJL1TJES
NOT SHQ\Jf,,i IN TH(!I!: PR0?£R LOCATION;
CM.L Bff!JRE l'QU DIG: 1-800--'12<1-S'.555
.-90LF., 2' ROCK(R'f
' ' . 'I
11:
' ~
"' <
" '" C,
~
D
A
1 I i i : 1~ I , I~'! " ; j OJ ;
~ .. J:,ifi I ' n ~ I _:_.
~ ill~
12' WiDE GRAVEL ACCESS ROAD
MAX. GRADE= 12~
2-B' SWING GATES
.. ~c..__-:_.f + \ 32+ \...STA. J2+09
:"'~ ·· \ ----4 0_9 15' DRIVEWAY CUT ------w w
I
(/J
ROAD ELEV-518.57
IE:.=510.71. 15• STM
,e:,,,512.sa. e· ss
1[:.=515.34, 12~ SH.!
B ---:--
~-~-,-·v
STA. 1+39.71 O'LT.
CB 15, TYPf-11 54
W SOUD LOCKING UD
SEE THIS SHEET
Rl"-'!=51S.«
IE=-511.07, 1Z-
1E=510.B2, 15"
_...-12" OURET
TO CB#15
!E=.512.20
----_:....-...: ::.:::.::..":.;"..::..:...-w w --,------
lfilJ, .)1-+66 ~nr ---11(/J
C 13. TYPR 11 S<I
CONTROL STRUCTURF
W/SOUO lOCl<ING LlD
RIM"'5Hl.7!i
1£-512.20. :2·
46LF., 12• N-12 0Ss=c2.46%
5
~
~
;,,
1 2"' INLET
FROM POND
ORIF'ICE #1-.510.20
' .
z
ii
N 508.20
1~ O.BB' DIAMETER
I.
CONTROL STRUCTURE-54"
1 M=2'
R-358707
'
GRAPHIC SCALE
0 10 20 40
I Inch :: 20 IHf
't_~R
By· Oo t"~' __
APr:'>f:OYAI
O.i. t~:....fi2f.tlJ!_
Bl'" Dot .. c· -----,, Do:t._.,
:_'-L.,' ~-3.'.:'f7C/
I II~ i~ " ,i B :i § ~
t
0 • t
;1~
rJl ! P'i I S
IJ:l~-~ ,~ D
IJ:l • "' I° z"rs ~ G~ ig I~ ~-~~ Z ~-o ! . ~ti i:.:aJ ~ •
~u ~ ! ~ er 11
~ Ir-~~ Ii ~ § I , , .,.
? ~o i; _., ;~
Ul
00 (.) I ....J -' I-i -' /'.: <t'. I •
...J I ::i I ::J a_-'·--I (.) :s > <C en u.
...J ::, 0::
-C. w > ::iE I-en >-<
::::i 6 s:
a_ I-::iE
~ Cl') 0:: >-w ~
...J s: en 0 ::iE •
t3 ~ ~ 1~ ji ~ I" •
<:.> 041111i7ll11 o,.oc
.JOB NO.
owe NO.------====
SHEET
9 OF 9
-
0 ii
I•
N
~ ,_
I:,-;:,,
10
0 a,
"'"""'0 IN ~6z
<(00 :o--__,_,:, .._...:::,z
...-=ii::I
St::~
Q_::, 3'
"' :5wz
::!a. 0
> 1:'z
u,-W
::i.:dc:i:::
Q_ >--::,:::,
>-
_J
0
1i ~ ~z 1
Oo o ..... :,-. z ~ t~ 1 uo:: ~ 1-
If •
--
i ff@ q !
-I ~u I 1 :!1
~
~· ~
I I :1 I I
i I I -
1i ~
Iii~
iii t
1
j
2
2
~
Li g
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. I !
1•
OLYMPUS VILLA PLAT I! i I j ~.
LEGAL DESCRIPTION
THAT PORTION Of THE NORTHW£$T QUARTER Of THE SOUTHWEST
QUARTER Of SECTlON 11, TOWNSHIP 23 NORTH, RANGE 5 E:A.S:.
W.M., 1N KING COUN'TY, WASHINGTON, DESCRIBED AS FOLLOWS:
BfGJNNING AT THE NORTHWEST CORNER OF THE SOUTHWEST
QUARTER Of SAID SECTION 11, THENCE SOUTl'I ALONG THE WEST
UNE OF SA.ID SUBOMSION, 330 l"rrf TO THE TRUE POINT Of
BEGINNING;
THENCE EAST 1320 FEET, MORE OR LtsS, TO THE E.o>S1' UN( Of
SUBOMSJON:
THENCE SOUTH. Al.ONG SAlD EAST UNE, 315 f"EET.
THENCE WEST 645 FEST;
THENCE NORTH !57.5 fEET;
THENCE WEST 675 F'EI:T, MORE OR ~ESS. TO THE WEST LINE Of
SAID SU90MS!ON;
THENCE ~ AL.ONG SAID WEST UN[, t57.S f'EET TO THE TRUE
?OINT Of BEGINNING:
EXC£PT THE WEST JO F'EEJ THEREOF FOR ROAD;
ANO (X(:Ef>T let£ NORTH 103 rm OF TH£ wE:ST 95 F"EET;
SURVEY NOTES
INSTRUMENT AND PROCEDURES:
A 5• ELECTRONIC TOTAi. STATION WAS IJSED FOR Tl-itS F!ELD
TR'.VERS[ SURVEY. ACCURACY MEETS OR EXCEEDS WAC.
.332-130-090.
DAT£ OF SURVEY: t-10VfJ11E!ER 2010
DATUM: NAVO 88
0 BENCHMARK: ~TQf'~\NT~tNT~~o,.' c~1:P
3
E.R PIN IN CONCRE:f
AT THE INTERSECTION Of S.E. 120TH ST, ANO 148TH
AVENUE SL
[LEV "' 512..02'
0 SITE BENCHMARK: TBM-A: rnD. RA.lt..ROAD SPIKE IN THE NORTHWEST
FACE Of POwER POU:. ELEV. • SHU,9'
TB-M-8: fND. RAILROAD SPIKE IN TH[ NORTHWEST
l'ACe'. Of POY.-tR POL.£. rL.1.V. -518.9.:f
I
lrCENTER SECTION 11
7-
1
;1 ~,
J
;·1; "'~ < b
~o SE COR SEC 10-2J-5~ FOUND '-1/2" BRASS itz r suRr....cE MON w; PuNcH. HELD PosmoN. I
/ CnY Of -RENTON CONTROL !.!ON f1852 (J./27 /06)
/ N l B0904.0B37
RENTON, WASHINGTON
LAND USE PERMIT# LUA10-090
UTILITY PERMIT #U110042 CONTACT INFORMATION
~· z,
VlCIN!TY MAP
I !
!
~
1-\ ::,c -;,. .... ., -'-::···-.........._
~
-?'i.. "\ 1;= C ~
~' ~ \ ~ Ll; t .~ .
' I
i
~ I -ii
w WClfl!IT MAP
~
l'l l!727'11" w 1•*-".87
OWNER / DEVELOPER: CAMWEST OLYMPUS VILLA, LLC
9720 NE 120th PLACE
:'.:NG!N[(:R:
SURV[YQR:
K!RKlAND, WASHINGTON 98034
OFFICE PHONE: 425-825-1955
F'AX NUMBER: 425-825-1565
Of'FE ENGINEERS. PLLC
ATTN: DARRELL OFFE, PE
13932 SOUTHEAST 159TH PLACE
RENTON, WASHINGTON 98058-7832
OFFlCE NUMBER: 425-260-3412
FAX NUI.IBER: 425-988-0292
MEAD GILMAN & ASSOCIATES
ATTN: SHANE BARNES, PLS
?.O. aox 289 ~
WOOJINVILLE. WASHINGTON 98072
om:E NUMBER: 425-486-1252
FAX NUMBER: 425-486-6108
TABLE OF CONTENTS
SHEET NUMBi:-R
1
2
3
4
5
6
7
8
9
Ilil..f.
COVER SHEET
GENERA:.. NOTES
EROSION/GRADING PLAN
ROAD/STORM PLAN & PROFILE
ROAD/STORM PLAN & PROFILE
D£TA1LS &: NOT£$
SANITARY SEWER PLAN
SANITARY SEWER PROFILE & DETAlLS
STORMWATER FACIUiY
Jr 1 m,r;l' ! 80.0' &li.O' 1u· ----i / 1·
' I I . , ).. ,· ~ /. .._ {-· C; .:,.· {' • ~-A• • I: . ¢ /
1 •
0
'""" fl<'V' , , , • . . ~ , I S , ('" (:' • • l
! I 11,.r / 11:t.o' j 70.a' / 10.0· I 10.u ~ !
'. ,..,, ..... ¢'
I ::: =.~~,.,~s0. t'· ;,/, s-r.? ; & ,?' ~ & <:? ; :;\~ ; c' q> ; ~"'.D t .A,,.,&_ ; o-,Jj a
1
J . .1 I ~ 5
,,...,:,,9':I -"i: -'V~ -...,'ti..., -~ ~ · •,-; ~ o ~ =-SO ' ~ ..,...., u-,21..,·1'
z ,), ll;,": 'b.": lb": t;,": ~<;>' I "c."" (J.._":, 't;t ' I N sr-2n1·-.. a~.or 1 ' "'.· ..,_. ~.o· ! ,
?~' ; c", _.,,. '>.r ! "'·' "'"' "·'' I ,,,,. o,.~ O>.o· o,,o' ',~':;.lV :';! / ~ :--~,. "' '" "'"""' ;; Id I ~ ----------------------. ,, I ~I " a.o· 0 -~. ~
z I I " "'"". • '"·"' ,,.. • /
... ;.l8.~ ~ /&i
r,t.SF.11,~ 1/TlJTY I ft-~.o·..>,,. «
• ;:i: I L•lfl.21' I " I
~'II, ':P·
~.g~G
i I ') (i· ' ::i .... i'-'o',... ,;,r::,· .,, I /
-l?,J.?-;' '
;-' 799' • / I
~ :.! ,· ,t.--.... ,,.---
~ ~ ,,_0'\ ~ <-: I f,i ..,, ,
z "l; 'j. I' ' \,.V' ~!O' . a.~· ~-izj f,.~9' sC·
lJO' ' -· -!.i,___ 18.7' 100.,~·
~ er;n·21· 111
I ~L
~ocr f
I,
$
'
<. •
~: ,-~ ,,,,., ... ·c; i
1•~;,;, ifi J ,i ~tU' ~·;.wc'.:.! •• c Lig "lip~. -
{· ~ ,
:, • §
x-'142
" 0
8 s
111~
2 -.,
~
'-
~6i • o ~ ~ > a ~~11~ i C)-"' !
z I' J c'c'---~ pe
~! i l (;I,
~ a..
::s
_J
>
(/)
:::> a..
~
::i
0
()
-' -'
:5
I; ~
a
~
::::! I-> w (/) w ::, :c: a. Cl)
::ii 0:: ~. '5; 010 ti, ()
~
::ii z
<( :=
() §
~ ~
;l ~
""°""'"
,;•; .rl --,~-,,-~-~-,--,-O-R_A_PP_R_O_yA_t __ fi ,u
tfy(;Jk,~~ Data: Q/,/J( DATE
Sy: Doto,____ JOO NO
~
13\6622.3632 1
_____ NE 4th STRED _ _ ___ --_ 11 112
-~ N aB'21·or w 2642.se· (MEAS) N aa·21·21M w 2s22.J:r r~ ~ GRAPHIC SCALE
R-358708 0 30 60 120 R-358761 Sy· Dcu" (-:
0::""="°::::,;· ;:;;;;;;:==_J ----· SHEET CQN'l',§/{j !,{AP ·--1 ;,,en = fiO IHI
Ely. Dau•_----1 OF 9
ui:;: R-35'670'6" c.D:7)>::>5'?70 I
--.
t
...,
l'.'!"l ~~ ~ I
~ 7, ..J;;i.. ~ ~ = -~ I
'W
! VI
QO
-l
s ,, ~II, ii
0
"' 0
IN
O""" -OZ <00 ::,-,-
_J .... () -::,z
I-:iii::::f:
:"it: !Q '-::e" :'SE . _,n. z
>>-~ ,-Z
(l)-'-1..l
::i=hr n. ,-::a:,
":,
0
""Z Oo
r-< >-z r-< r-:l o~
t:
1
t
i • )
:!! I~ ..
I 1 •
t~ f~l
~
:1 111 •i
~1.
1 l1 II II
I
I I I '
I I
I
I
i
I
~
il i
,j ... il ~
I 1 !
I
~
WAT~R GENERAL NQTES
1. AU WORK IAATERW. SH>J..L SE: N CONrORt,IN,IC( WITl1 THE STANDARDS AND SPECIFICATIONS Of"
niE Ctn" Of R[NTON PlANNING/BUIL.DiNG/PUBUC WORKS DEPARTMENT AND l""HE 199tl EOtllON
Of THE WSOOT/.1.PWA Si~ ,\fll[) sPEClflCAT!ONS, AS A?PAO.'CD AHO MODlFltD BY "lliE CIT'l"
a. RtNTON IN TH£ R(.NiON StANOARD PLANS ~ SPl::CIF1C.lo.'l1DtjS, A SET or APPRQ'IEO Pv.rG
Stw..L B£ K£l't 0,.: Sll"E AT ALL TIMES OUR!N(; CONSTRl.JCTION
2 TH£ HOURS or 'NORI( It. THE SlREET RIGHT o• WAY SHAU BE Lllit£l[O TO 6.JO AM TO ~:JO PM
00 WEEKD,1,YS UNLESS OTHERWISE .,.P?ROV(() I"< Vffl!TING Br TME DE?ARTMEr-IT OF" PUBLIC WORKS
Al {-425)4,J0-7301. TH£ f'Ot.Jct D£F'lvf1MENT, '1RE OEPARTM(NT, ANO 91 \ SrW..L S( NOT!f'lm
1• HOURS IN ArNN-4C.E Of' ANY Wo;:!K IN TH£ RIGHT or WAY.
?,. ALL tOCA.TIOtiS Of EXISTING IJTiUTIES s.tOWN ARE APPROXIMATE ANO IT SHAU. BE Tl-EE
CONTRACTOR'S RESPCIWSl81UTY TO VERIFY Tl-IE" TRUE AMO CORRECT LOCATION SO "3 TO AVOIO
Q.I.MAGE OR tl1S1URBUJCE. FOR UTIUTY ~TE CALL -48-HOvRS LOCAlOltS. l-600-424-5.!i~:;
f "I< APl>ROYEl TRAmC cot,('/R(X, PLAN 1S REQUIREL TO B( SIJBMITTtD .\T TH(
PRE-CONSTRUCTION WOCTW(..
!i. AU. WATER MAIN P!Pf; TO 8[ CEMENT U1'i1EO OUCTll( fRON PIPE: CONFDRWNC TO io.W'NA C 11 O
AHO C11 I OR 1.ATEST REVISION. "rnlCl(Nf.SS CLASS 52. CEMEN1" MORTAR UNING ANO $(AL
COATING SIW.L CONFORM TO AWWA C104 OR LATfST R£\11Slm(. F'!1"E JOINTS TO B£ PUSH~ON
OR MS:HANICAJ. JOINT. BEDDING TO BE. CLASS C. AU DUCTIU: IRON PP[ ANO FITTINGS SML.l.
SE POLYmm.Df£ WRAPPED P£R ~Sl/AWWA C105/A21.5-Q:J ~Ml~
6. CAST b'tON AND DUCTllE: IRON ITTTING,S St<W..L 8( ctWlNT UNED. ~ESSURO. R,lT£0 "5 NOTED
ON P.»15, ANO 1111 ACCOR~E WITli ANSI/AWWA C110/A21.!0-67. C0,10.'T UNING SHAU 8£
IN ...CCOROANC( wrni N-ISI/AWWA C104/A21.4-90. IF FlTTlNGS ,'~( 3 INCH£S 10 12 1NCl,£S IN
Dw.lE?ffi AND tt,W'E MfC~ JOIWTS. 'THE l'lTT1NGS SHAU SE IN .i.ccoRD~ WITH EITHER
ANSI/NIIWA C110/A.21.10-B7 OR M<S1/A¥NIA C153/"21.~-94. J INCl1 TO <2 ll<i(:H 01,\MEltR
rm'INGS WHICH KAVE MCCli*IOCAL. JOlfo(fS ,'NO/OR !"~ JOIITTS SHALL S=: IN ACCORD,1,.NCE
WITH AHS!/AWWA C110/"21. 10.87 Of! A COl.tBIWi.TION or ANSl{NHWA C110/"'2U0,1)7 AND
l«Sl/.1.WWA C15J/A21.5J-IM-SUC}I lH.\T Tit[ PQln!ON Of" lJ.i nm~ WlTI-! A WECHmlCO.:.
JOHT{S). IAAY 8[ IN ACCOIIDil.NCE WITH ~/AWWA C153/A21.5.3-94 ANO THAT PORTlOtl OF THE
ITTTING Wm·! R.»IGEO JO!NT{S) Sl-W.:.. flE 1N ACCOROo\NCt 'WITH 1<11cSI/AWW" Cl10/A21.10-87
ACCEPTANCE TESTltt(; IN ACCORCWo!CE WITH SE.CTION SJ:SJ OF N,/.Si/AWWA C15J./A21.53-94 OR
WITM SECTION 10--4.J OF ~/MNIA C110/A..2U0-87 SH,OJ.L BE OBT.A.INED BY :"HE CON'Ftl.CTOfl
ANO TRA.HSMITTED TO Tl'IE owi«::R.
~TE VALVES S11AU. BE IRON EIOOY. 8RONZED-l.tOVNtED, 00UBl£ DISC WITI-E SRONZf WEDGINC
OCVICE AND 0-R!N(. STUFTIIIC BO~. (AWi/A C!,00} OR OF RESIUENT SEATED T'!"Pf (MIWA ~).
VALVES SHALL BE DESIGNED F"OA A MINIUIJM WAT[Ft OP[FIATIN(: f!RESSURE Of 200 PSI. GATE
VAL.VfS SW..U. BE CL.Ow UST !f, MUEllER COMPAN'!" ND A1J.SO, -DR M &. I'.
AR£ HYOAANTS SHAU & CORE'f Tl""'E (OPENING MTH "rHE PRESSURE) Dff COMPRESSION TY?£.
(OPENING AGAINST PRESSURE) CONFcmMING TO AWWA C-502.-85 wrn-1 r,, 6 INCH l,l(CHJ..NICAL
JOINT INLET ANO A MAIN VAL~ OPtNING (M.V.O.) ~ 5-,/4 INCHES, TWO 2-1/2 INCH HOSE
NOZZLES~ ~OONA.. 5T~l>AAD MLJD5 1-1/2 l'HREADS PER INCi-! AN!) ONE 4 INCli
PU~f>EFt NOZZLE'S WITH THE NEW SEA.TTI.E PATTERN 6 TriREAPS POI INCli. 60 OCCRf.:ES V.8L
THFtEAO$, OUTSIDE l)IAl,1[TER Of WA.l£ ,R(AO ,.875 .lN() ROOT DII\METUI 4.1326J. HYORAms
SMALL HAVE A 1-1/&" POITAGON OPER.ft.TrNG NUT OPEN£0 BY TUR+JING COI.INITR CLOCl(W!SE
9. THE 1WO 2-v2· liOSE OOZZL(S SAA.l 8£. f1TTED wrt,., CA.ST 1/l'Oti 't4RE.AOEC-CAPS WITH
OP£RA.TINC NUT or TH( SAM( tJ£slGN AND PffOF'OR'TIONS ~ THE H'1'0RAJ,,.'T STEIi NU"." CA~
SKAU. 8[ rnT£D WITH SUITA9l£ NEOPROIE G;J.SKCTS FOR POSrT!V( w.-.m nCttTHESS UNDO!
10. TriE ,i.• P.Jt.lPER NOlZL£ SliAL.. BE "ITTED WITh A STWTZ AfW'TER, 4" SD.TILE THRr.A.:l )( s·
S!QR!Z. SJORTZ AD!,~Ttfi SI-W.t._ BE FORGal AND/OR EX.TRUCED 6061-TE At.Ul,jlNW Al.LOY.
!i61'1DCOAT ANODIZED. THRE'>Oro ENO f'Oll:Tl(IN StWJ.. HA\I( NO WCS AND 2 SET SCREWS 180
DECREES APA.QT. STORT! F'ACt 'rO BE lrilETAL, HO GASl<ET TO WEATHER. STORTZ CAP' TO H,11,V[
~~~r: s'W:1~~=r~. SHAU. oc ATTACtlED ro H'l"OfWIT J\ON'"\'EF! wmi 1 .1a·
11. FrR£ HYOAANTS SHA.Ll.. BE PAJNTED WITH rwo COA.'S OF PAINT. PRESERVATh'E PAJNT NUMBER
-'J-655 W"ETY YllLDW OR APPROV'EO EQUAL..
1£ ::OUWC'61 COHN[CTIOt. TO f'ACE ~AY ASSEMBL'l".
13. FIRE HYM,,NlS SttALL SE. IHSTAU.£D ?ER CITY OF RENTON STNIOARO OCT.lll FOR FIRE
1-/YDAANTS, LATEST R'EVIS!ONS.
1-4. All. WATERW.INS 10 INCHES ANO SMALLER TO MAJNTA.!N A MIN!t.lUM CO\"'JI or 36 U::li(S BUOl'/
FlNtSH GRAO£. A.LL WATEII: loWN 12 INCHES ANO ~ SHAU. 8E AT A I.IINIMUM 0. "8
INCHtS 8El.OW FlNISH GRADE. WliERE lJTlll1Y OJNFUCTS OCCUR, WATO! w.iNS A.At TO BE
LOWER(O TO CLEAA.
15. kl WATERloWNS SIX {6) INCl-l!:S IN DIA.METER ANO l.AfWER SHAU. 9£ ClEAM.C WITH PJPE
Cl.CNIJNC "PIGS" PRIOf! TO D!S1NF1:CTl0i't THE "Pot Y ptc5• S."'IAU. El( GIRARD INOUSTRr[S AQUA.
SWAB-AS OR APPROVED (Ol,IAJ.. 2 U!/Ci.J FT. OENSl!'Y roM! YITTH E10A. DUROMCT£R VRCT!iANE
RIJB8£R COATING ON THE FtEAR Of "PIG" ONLY
16. "P1GS" $Hlo.l.L BE CYUNOO! SHAF'Ul WilH BUL.1£f NOS£ OR SQUARE ENO. THE COmRACTOR
WILL PE:RF'ORM THE o..EAIIIING OPEAATION
17. AL. WATERMAINS A.NO SER\"1CES SHAU BE ?RtSSUR! TESTEO TO A M!Nllill,IM Oi'" 200 PSI
OR I 50 PSl OVER OP[RAWolG AAfSSIJi!t:. lN />CCORQO.NC( W1!H TliE SPECIF.cATJ0"6 o• THE
CITY OF RENTON -'ND TH( 'NASHl~ON STATE HEN. "TH OEi>ARTI.tENT Au. PRESSURE TESTlt.tC
S+w.l. SE DONE IN ll1E PRESENCE 0~ A Rl!PRESE"ITA~ OF lHC: CrrY or RENTON TliE
OU...,..'Trl'r' Of' WAT(R LOST FROM "THE 1,11,JN SHAU. NOT EXCEED Tl-iE NUNE!(R Qt t'lALLONS
PEA HOUl't AS USfED Ito crN or RENTON STANDARD Pl.ANS & SP(ClflC,.TlONS ?-11.3(11 ).
THE LOSS W PM:SSUR£ SIW.l. NOT Etctto 5 PSI DuRl"IG THE 2 HOUfl: 1EST PERIOD.
16 AU WAT£RWIJNS ~ S..<lMCES SK,\i.l. BE OISINf[CT[O 8'," Hit INJECTION OF A 50 PPM
(MINIMUM CONC(Nm.ATION) CHLDRJNE;w.,.TER SOLUTION. DRY UJ..CHJM tf'l"POCHLORITE SHAU
NOT SE PLACED !N THE PIPE AS LAID. CI-ILOR!NE SttAU. B( 1,iET(RCO/!NJECTtO IN
ACCORDANCE WITH SECTIOI'< 7-11.J(12)E OR 7-11.J(12}V OF THE S"TANDAAO SPEClrlO.TIONS
REftl'tOICto ~
HI. A PRE.C<mSlRIJCTION CONF'ERENCE IS R£QU!RED PRIOR TO /&N'I' CONSTRUGT!Or..
A t.llNIUUM Of" FlVE (S) WORl(ll,IC OAVS NOTICE IS REOUIR(O roR SCH£0uU"le.
20. TW${T"(-;'OUR (24) fiCUfl NOTIC£ WlU 8[ REOUlREO PRIOR lO STAR"n!ol(; N(W GONSll<UCTION.
21. IT 5l1ALL B£ THE COt."TRA..,"TOR'S R£SPONSl8IUT'r TO SECURE ALI. N(C£SSAA"'l" "E'RMITS Po!fOR 1'0
STAR!lNCl' CONSTRI.JCTIOI'<.
22. INSTAU.ATION Of" CORPO~TE STOPS. WATER StRVlctS. LINES .\ND LffTE~ SkALL NOi er OONt
U~IL AlL so:Mc.E'. AGREEMOf!S, l,,ICT[R Af'l>I.ICJ,noNS, CONSTRUCT!QIII PERWfl'S. -'SO PAYM(NT Of"
FEES tl"VE ~EN tMQE TO n-lE CITY Df RENTON.
:a .AU CONNECTION TO EXIST!NC WilNS TO 8E ACCOU?USHE(l BY THE CIT'!" Of R£NT°'1, EXCEPT
l'f'ET T,'J>S WlilCH IU.Y BE wot 8'I" APPROVEO wa TN' COl-iTRACTO~ WlrH PRIOR N'PROVAL).R
F'ROM THE D£PAA'TME1'fl OF PUBUC WORKS Al.L SE.C(SS.o.RY (XCAVATION AND MAT'ERIALS TO BE!E
SUPPLIED 6'Y THE COl-fffiACTOR ,lo.NO & ON-SrTE PRIOR ro CITY fiOTIFICATIONS.
.24. ~SPECTK>N W1LL 8E ACCOMPUSl-tED BY A. REPRESE:.NT,'TM CF THE Cm' Of" FtENTON. IT SHAU.
BE THE CONTRACTOFl'S RESPOHSIBJUTY TO NOTIFY OEVELOl"MENT SERIIICES 24 HOl.lRS It,,
ADVANCE OF BACKF'lWNG Ml. CONSTRUc-:lON. THE CON1Ftl>.CTOR .loS W£U. AS TI-It D<Gl~RS
SeW..i.. KE:EP "5-BUILT ORIIWINGS.
25. COt.'TRACTOR TO PROVIOE PLUGS AN'.l TClrilF'OFI.AAY BLOW-Ofl" ASStUSUES FOR if:STINC: A.ND PURftY
.-.CCEPTANCE PRIOR TO •!NA.l. 11E-ir..
26 AU JOINT RESTIWt.!T SYST[l.6 (SHACKU: RODS. i'<VTS, 00LT$, ETC.) S..W..L Bi AS liWiUFACTUl<£0 B"!'
TH£ SlAR lrilANUf'ACTURINC COMP.A.NY OF COLUMBUS OHlC OR E:OUAL. APPROVED fN WRITINC B'Y THE
DEPA.RTldEHT OF PUBLIC WORKS
27. AS,..,.......T ~ CONCRET!'. S1REET PAVlNG ~l £IE SAWCUl 10 A I.IIMMUW DEPTH Of 1WC tNC>iES.
Oil. MAT STREETS I.IA'!" BE SPACE Cl/1' AU. SUFWA:::E CO~ETE. PAVEMO,,'T, s~~s. ClJl'ffi.
GVTTERS • ......0 OA~AY #J>PRO.A.D,ES SH,l,,!.i. 8E SA.WC,JT TC A ~INIMUlil DEPTH Of TWO lt-lCHES OR
REMOVED TO AA D:'.ISTING EXl'MolSION JOINT,
28. A T!:MPORAR'I" COLD lrillll ASPH.\LT P.lo.TCH SHAU BE <>LACED ON TlfE. DA'!" OF l!llffi-"l. EXCA.VA1K)N wrr.-
A ?E:RWr.NE'NT. SEAL.ED PA.'!°Cll TO BE. PLACED. TO cm-OF RENTON POucY. WITHIN 1EN t».YS. Ct.LL
tOR SU!.IGRAIJE 'NSPECTlON PR'tQfl TO PLACEMENT 0~ Fl~ PATCH. •
29. ~OR CJTY PflOJECiS S.V01 AS TELElrilETR'l" CONOU!l. THE PVC Plf>E VSED SHA!.!.. BE AW.. CH8,fiU.,.
PROCESS UMES Sl-tAl... BE SCH£Du:..[ 80 Po...:; !>!PE SCHtDULE 40 IN W~ROVEP AR&,$ AND
SCH(OUL£ 80 UNOER 11,1PRDV£0 AREAS.
SEWER GENERAL NQTE~
1 . .lLL WOfft( W.lEffi....,.s SHAU 8{ llo/ CONFORt.lJW"~E Wl1H T"l( STANDAAOS A.NO SPEClFICATlONS OF THE cm-or RENTOi. tmUT'!" DEP ... RT!,j[t(!" ANO THE. IATEST EDITION OF mt WSOO'"//IS"W,. STANDAA'OS ...,.0
SF'EC!F!Col.TIONS.
2. AU. CONSmUCfJON Sl-W.i BE: JN IICCORO.\NC[ WITH "51.lNDAAD SPEClncATIONS fOR UUNK'.:IPAl.
PlJSLJC WORKS CONSTRUCTIOt.• PREPA.RED B'f WASl-flNGTON STATE Clio*.PTER ....... ERICAH PU8l.lC WOAKS
ASSOCL,O,TIOJol. lA-rt:s': tDmON (J.PNA) ANO CfTY or RENTON STANDAA!) $P(CIFICA"Tlo«s.
.\ A.LL LOC,l,.TIOHS OF EX.ISTING UTILITIES SHOWN ARE APPROX.1¥AT[ AND I"' SH-IJ.i et: Tl'£ CON~'S
RtsPOliSlBR.m' TO \/ERIFY THE rRl.J[ AAD CORRECT LDC,l,.TJON SO AS TO AVOID ~ OR
O!STUREW,IC(.
CONTRACTOR '5 SO'..ELY RE.SPOHSIBI.£ •Qfl THE !.!EANS, METHODS AND SEQIJOoCES Dr C()t,ISTFtUCTION
AND FOR TI£ SAFET!' OF WORKERS ANO OTI-ERS Of< TH! C0kiS1'RuCTlON SITE.
iT SHJl.:.L 8E THE R!:SPONSJB!UTY OF TH£ COl,iTRACT0'1 ro oat~ STRECT US€ 11,/<jD ~ OTHER
RQ-',TED PERMITS PRIOR TO AHr CO~uc'rlOtol
6. i>t.A.NS APPRo.£0 eY' Tl-Er C(TY OF REN10N. PUBUC WORKS DEPARTMENT, SHJJJ.. TM[ Pll:ECED!:NC(
OVCFt 1tU OTHER PL.Ni1S
A COP'!" OF THESC AP'l"ROYtO !>I.ANS MUST !IE ON TH£ JOB SITT: wtit:M;'vER C<mSTRUCUON IS IN
f>ROG~SS.
TH( CONfAACTOR Sla\ltU ?R0'v'ID£ THE Cl1Y OF RENTON WlTH A>< AS-BUILT D~W•NG or ™E
~fl"ol.RY SEWER SYSTf).I l'tl-ilCH HAS ElECN $1.\W<>EO ,l.1,0 SIGNED BY A LJC£NSE0 PROF'ESSIOML.
[NGJNEER OR UCEKSal PR(lf'(SslON.A.L. SU~OR
9. BACKflU. SH.tu.. (IE Pl.I.CU: EOW.U.'l" ON 90TH SIDES OF THE PIP[ It.! LAY£!?$ V,ITH A LOOSE
A.VEAAC[ OE.PTk 0-6 INCHES. MAXIMUM OCPlN Of' 8 INCI-IES. THOROUGHLY T.WP1NC EACH !.A'rl::R TO
95 PERCENT Of" W.XIMUl,I OENSllY Tl-Its£ COMPACTED LAYERS MUST EXltNO FOFt Oto( PIPl
ow.rrnR ON oA.."H SIDE or THE PIPE OR TO THE SID[ Of TJiE TRDtCH M,UERIALS TC COMPi...ETr
THE !"ILL ~ PIPE SHAU BE THE SAAilE PS OESCRIEIED.
\0. OPOt CUT ROAD CROSSINGS FOR JtlUiY tRENCHE:S ON tX.ISTING TRAVEL££; RQ,,Ow'AY St1AU. BE
BAC!<flULD lll'IJH CRUSHED ROCK AND _.ECHANICAU.'1" COMPACT'EO CUTS INTO THE EXISTlf«. ASPHA!.T
SHALL Bf: HE;ATUNC CUT WITH SA.Ill IN I< CONTINUOl.!S Lit,,(E A TEMPORARY MIX PATCH t.lUST BE.
l>LJ,CT[) !IJ~tA.TE:..'" AF1UI SACKALl. AAIO COMPACllON. J.. PERl.l.t.N[Nl HOT Ml~ PA.TCH SKt.LJ. BE
PLACED 'MTHm \0 D.t.'l"S ANO SHA;J. BE PER CllY OF RENTDN C\J~ENT STANEWtOS
11 DATU!,! SHALL BE CITY Of RENTON. t')88 ~
12: A~L i)(S1URB£0 AREAS SH.i.:.L B[ SEE!lED AND MULC,i,!D Ofl OTr!ERW!SE SfABIUZEL TO THE
S,l,TISFACTX>N Of THE OEPAATM£N1 F(:I! THE Pf!EVE1',;'11DN o;::-0:-J-SITE EROSION MiER THE
COMPt..ETION Of CO!iSTRUCilON.
,3, "Ll PIP( AAO APPUR"!HIANCt.s St-W.L !![ I.AID ON A PROPERLY PRE.PAR[C FOU1'10A1'!0N IN
,A,CCOR~E WITH SECTX)N 7 Of" THE CuR.i'.00 STAT! or WAS>!INGT0'4 S'l:MIDAAD
SPEClF'ICATrQMS FOR ROA!) ~NO SRl00£ CONSTRUCTlOrl. WS Si-iAU. 1NCUJO{ NECi:SSl,RY L""VE:LING
OF THE TRENCH BDnOM OR THE 70P o; TM[ F'OUNl'.JAT!(m IM~ AS wa.L AS Pt.ACEMENT ANO
COMPACTION OF R[QUlll:ED B([l(JING W.TERIA.L TO UN!F'OFtM GRAD[ SO THAT TME (Nf!R[ 1..ENGTH OF
THE Pfl>( Will. BE SUPPORT£[) ON A UNl~tY DENSE VNY1£Loti«. BAS£. PIPE BEDDWG SHALL BE
PEA GRA\'O. 6• A.BOVE ~D BEl.OW TH£ PIPE.
14. SANl!ARY SEWER PIPE SliALL & POL"MNYl CHl.OftlOC (PvC} Rul38ER ~ A.5TM D JQ34, SOR
JS, OR O\.ICl1U: IRON CLASS 50,
'~ !N UNIMPROVED A.REAS, WANHOU: TO EXTEND W!NIMUM 6 1NOi AHO WAXIMIJM 12 l'fCI,' ABOVE
,i/111$)1£0 GAADE. IN PAVED A.REA. COVER MUST SLO?E i...: AU 04RECn°"'s TO W,TCI-I PA..-iNG.
STORM DRAINAGE GENE;RAL NOTES
BEF"ORE ~ CONSTRJ,JCTION 00! 0Ml.OP"1ENT A.CTIV/lY OCCURS, A Pl<f-CONSTFhiCTIOH M!:ET1NG
lt,f\JST et HELD WITH THE crrr-OF RENTON Pl.AN o!Dtlt'W(R
2. I\U. CONSmVCTION S>WJ. 8£ i'i ACCOROANCE WITH THE. "1996 S1.\NPARO SPEC!fl(:,j,TIONS FOR RCWl.
BRIOG:f AND t.lJ,JNICIPAL. C0"5TR\J!;llON' PREPARED Br w.s.D.O.T., AND THE AMERICAN PU8llC WORKS
l,$$0(;lATION (IPWA.). /I,!; J.MtNOED BY THE CffY OF RENTOM DEPN'nMENT OF PU3LIC WORKS.
3. TNE SURFl,I';( WATER OJ!JllNAGE sYSlOI Si-W.L 9E :'.OtlrS"TRUCTFD A{:(:(]FtQINC: U! tHt'. .i.Pf)ROV(I)
F'LANS WHOl .IR[ ON FU IN T>1[ D!:PART\IENT Of Puauc WOF!l(S. ",NY O(V:,1,T!ON fl!Ol,II THE
Al"PROYEO PU.NS WiLL REOUI~.( WltITTEN AP?ROV'Al. FROM ':'HE. CITY Of" RENTON ~USLIC ~KS
Dt'.i"AATWEN!, SIJRFA...C: WATER UT\i.JTV SECTION
A COF>r Of' THESE APPFtOVO::, ?t.ANS MUST 8E ON THE .:OB Silt. Wtl[N(V[f;: COtolSTRUCTION IS JN
"""""" !i D,i.TW Sl-W.!. BE 1',l,\ID 61! UNL.E"SS OT~ERWISE APPROVU: 9Y CIT'!' or R£NTON OEPARTMENT OF
PUBWC WQRIICS, REITRENCE BENCHMARK Jo.NC tL<v ... notJ Me: NOTED 0111 THE PL.A/'IS
6 .4.:..L 5-<"DIUEN'TATIONjEROSION f"ACIUTIES M\JST BE. IN OF'ERA.TION PRIOR TO CLfAR1NG-AAIO 9Ull01~
COhlSTIW..."'TION. NID ll'IE"r MUST SE SAT!SFACTORIL'l" WiJNTAINEO UNTIL COHSJ'RUCTION ts COMPLDED
ANO THE POT'ENTW.. FOR ON-SITE EROSION t\.0.$ PASS!:'.D.
A..l flETDffiON/OET£NTION !"AC1um:s MUS'" BE tNSTAUE:D MIO IN oPE"""-TiOH PR;oR TO OR IN
CONJIJNCllON WITH All CONSTRUCTION ACTM!Y UNLESS OTHERWISE Al"PRO\Ul BY THE PUBUC
l\'QRl(S .DEPNm,i:ENT. SIJRfACE WATER lfTIIJTY SECTtOi'i.
8 GP.ASS SEro 1,1,\Y BE ,,PP'J[D BY ~c THE CAASS ~LP l.41XTVRE. OTHi.:R TtWi Cil'r OF
RDITCN M'PROYED STANDARD MIXES. SHAU, 8C SUBl,HITEO Br A LANDSCAPE ARCMITECf AND
APPROVED 9Y THE PUBLIC WORKS DEPAATWENT. SURf"ACf WATER UT!UTY SECTION.
9. AU i:i1pt AND APPUfU'EN,,1,,NCCS StW.J.. SE LAID ON A PROPERLY P~AR[D rOUN()A.tJON IN
ACCOP.OAf.lCf WrT"H SECTION 7-02.J{j) OF THE CURR!'.N! STAT[ OF' WAS111NCTON S!ANOMO
SPtCJFICAllOlol FOR RO,,.() .\ND BRIOC( C0"1STRUCT!ON. THfS SI-EAL.t. INClUOE NECf.SSUh' tEVE:LiN<; or
"HE TRt'.NCH SO~ OR iHE TOF' Of THE FOUNDATION lolATEAIAL AS WELL AS P~Eli((NT AJolQ
COWPACTIQJ,j Of' REQUIRED BE0011o1(; W.T£FtW. TO U'l'IFORM GRADE SO THA.T THO: ENTM L£NCTu Of
1'H£ l'fPE 'NU BE SUPPORTED Olll A UNIFORML'l" Cf.NS[ Um'IELOING BAS£. AU. PIP£ BEDOl"'G SfW.L
BE" APWA CLASS -c-, WITH Tri[ EXC[PTKJN OF PVC PIPE.. ~ll. TIID,jCH BMXFlU. SHAU. et
COWPAClUJ TO M1NIMUW 95 ,:; FOR PAYEMo.T ANO STRUCTV~ nu. ANO 9(),:. OTH£F!'MS£ PER ASTM
D-1557-70 PEA (.RAVE~ BffiD1NG 5>tA.LL 6E 6" OVER Af@ UNDER P.V.C. PIPE.
10. GALV.U.IZEO StEEL "ll"E A.ND AI.UMINIZ(O SJ[EI. Plf'E ?OR AU. D>!AINAGE F.i.clUTIES SK1iU. HAVE:
ASPf-W,..T TREATMfNT f1 011 BITfE:R lNSl0£ ~D OUTS!DL
! 1. STRUCTu~ SliAll >KIT BE PERMr:TEO WITHIN 10 FITT Of THE SPRING UNE OF .h.N.Y StORM
i)R.&Jw.G( PIP(. ON 1 ~ i'£ET FROM THE TOP Of Af.'Y C..A."INEI. B.\NI\.
·2 ~ DI.T:;H a,,,sr,; GR.A.TES SMAJ..L. BE OEPRES.S([) {l.10 FEET ac .. ow PA\ltMENT LEVEL
I! OPEN Clf' AOA.O CRO'>SWQS ltll.'WGtt EXISTING PUBLIC Ric.HT or WAY Will. NOT et ALLOWED
VNL!SS SPECflCAU.Y APPROVED HY THE cm OF RENTON PlAN~NG/BUlLOIN:.'.i/PUBUC WQ;jl(S
ADMINISTRATOR.
14 ROCK rOR EROSON PROTECTION OF ROA.DSIO[ Ol!CHES, WHERE REQUIREC. ~ 8£ 0> SOUND
QUIJU~Y ROCK ~U\Cto TO A. D£P1M OF 1 FOOT AND MlJST lrilEEl THE FOWlWINC SPECIFlC0.710NS•
4"-8./-«l'll:-7M: PASSING; 2"-4" ROCK/30 :1-40:':: PASSING; Ai'iO -2" RQCK/10:!;-201t PASSING.
\5. -'Ll. BUILDNG OOWHS?OUTS ANO ""OOTINC. ?RNNS SHALL BE CONNECTED TO ft,[ STOR~ DRAINAGE
S1STf.111. IJlllLESS A.PPROv[() 8'f !HE 0£PAR1MEHT or OEVELOPUENT SE'.RVICES, PLAN !IEVl£WER OR
SURFACE W.lTER UTIUTY SECnDN. AN ACCUR~TE1.Y OIIIIENSION£0, C£R'TIFl£0 AS-BLllLT DRAWING OF
TMIS OJlAINAOC S"\'STEM W!U BE SUBMITTEO TO THE. Cm" COIH'LiTION.
'.6. iSS~ OF TriE au~ OR UINSTRUCT!ON PERMIT 8Y TH( crrv OF FtU!TON OOES NOT kELJE\r£
TM[ OWIIIER Of 1H[ CONTINUIN(; LEGAL OBUGA.llON A.ND/OR L.Wll:.JTY CO/'BIIECri:.D WITH STORM
SURF.ACT WATER DISP0Sffi0N FIJRTHEl<. THE CIT'!" Of ROOON OOES NOr ACCO'T ANY 06LJ(.ATION
>OR THf ~ FIJr-K;lKlHING "1'10 t,1.11,!NTENA.NCE Dr lHE S'!"STEJ.i PRQ\liDED DUFtiNG CONSTRUCTION.
: 7. TH£ CONrRACT'Ofi SHAU 9[ RESPONSIEILE rOR PROvH)1N;; -"llEQUATE SA.rt:GUARD. S,l,F[N DEVICES.
PR'OT(CM OlUIPlo!ENT. flAOOERS, .\ND ANY OTHER NE:EDE:tl ACTK>NS TO PROTECT THE LIFT, M£ALTH, ~o SA.F'oY or THE PUSUC, A.ND TO PROTECT PROPERTY lfi CONNECTION WI™ lHE PtRFORW,NC;
OF WORK COVERED 8'r THE CONTRACT. "'" WOitK W!TMJH THE TRAVELED RIGKT Of WAY THAT MAY
INTEAAUPT N0RWJ.. TIWTlC FLOW SHAU RE'.OlM£ AN N'PROVED TRNTIC CONTROL PLAN BY THE
TlWTlC E~~ DMSION or THC OEPARTt.100 Of' PU8uC ~KS. .-.LL SECTIONS Of THE
W.S.D.0.T. STAN!W!D SPEC:FlCATIONS l-07-2J TRAFFIC CONTROL SHAI.J. ol,F'l>l'l'.
1 B SP£C1AJ. D!WNAGE WEASlffrt.S W!Ll. SE REQUIRED JF" THE PROJECT LOCATION IS WffiilN THE AQUIFER
PROTECTIO!lo: AREA (APA).
,-F!LTE:Ft f".i.E.R;C MATERIAL 60" 'MOE ROU.S,
/
USE STAPLES M W!R:t RINGS TO AITACH
FABRIC TO IMRE.
r 2" BY 2· H (;,\ 'MRE
. f'ABRIC OR EQUIV,
<-..
""""
'
<f:· .:,,
:e.~
ft ii
" fi
I FOR SHEET RUNOFF OR FOLLOWING OISOIARG( FROM A
5'-0" r-------~I--
I I -~-;z-II ' 2'-6" ti IJ
i I 6' lrilAX ----U
, ~ASR:1C I I '"" BOTIOM -";.; ,,. TI<ENCH LlATERIA.L IN B
2" SY :1" BY 14 r,;A,.
•ASRtC Of EQUIV
"'ROVIOt 3/-4" -1.5" ._
WA.SHED GRAVEL BACKf"U
IN 1':tNCH AND Otl eons SIDES
OF FIL ro< FtNCE F ASR!C ON
TtlE SIJRF,'ct.
(2·
SEDIMENT TRAP OR POND.
2. MAx.lMUld St.OP[' ST!tP'Nf'.SS PERP'ENOICVL>.11 TO FENCE
UN( IS 1;1.
5. lrilA~llrilUlril SHE'.tT OR OVE'.RLANO f'LOW ?ATH U:~ 10
THE FENCE Of 100 Ff.
,• 50J: OR :..ESS OF T"H£ son .. BY l'!EIGl-ti. lS nNt F>ARTICU:S:
SMA.LLE:fl THAN THE U.S. Sl'ANOARO SJE\'E h.0. 200. THE: [OS
SHOULD B( ti)JAL TO OR SMAI.L.£1i' THA-N THC SIEVE si:zr
THAT 65,: OF l\,IE SOIL CAN P"SS it.flOU(;!,t
S. THE TRENCH SHALL Bf 8AOCFilll1l '11111--1 3/&" WIMMUM
~AMETER WA.SH(? GRAv£L
5. FlL TER FABRIC FENCES SHALi. BE RD.ICVEO )'IM[l,j !HE'!" ti,'VE
SERVED nf£1R USlf'UI. ?Ufn>ost. BVT NOT 8EJORE THE:
vPSLOPC AREA HA$ 8E(N PERMANENT:.. Y S!ABIUZED.
1$. •1L~R F/ISR!G FENC!:S SHAU. flE INSPECTED !Mt,t[OIATt:1.Y
~ t•CH R~NFA!.l. AND AT !.EAST DAILY (Jt,JRIN(,
?ROLONGEO RA.IN•ALI. ,I.NY REPAIRS SH"1.1. BE M"OE:
''™EtAA m. y.
F!LTER F.iBR.IC FI:NCE DET>.lL
~~r :: I~
~~',t 1~ B~U~ -~ zil!s! I l::t:lf!~ ! ~~1·§ 1~
0 ili
;~ 11! I
()
I-...I :5 --: a.. ::s ...I
:5 >
....I Cl) -:::, > a.
(J) ~
::::, ...I
• --~ 0
® ADOP'll:D -~-2• BY 4· W000 POST
-"""""''" ·-·-" ~ --Al.. T: STEEL FENCF. POSTS
BRUSH 6ARRl[R
""
l6I" DAff;:!1/M
FIi --E '""
DETAIL R 3 58 >-w
~ REViSpN
i;;;:i:;;:;:i
~
12/M l<El'~T Tll 11",1!
I~ 'i
:,:
t
~
!1
~
~
~
Cl) w
b z
~ w z w
(!)
ft\ w -
U..BUM
1
-_ 709 ,6,~1 1
R '.Hlt711 ~w'.-" i ,, 'l • l I"· °"'" af,{fl DATIC ,o ~ ,, """· -~ . -"''"'°
'.mill. OWGHO
El
OF " --------O<l!e .• _ -----2 9
aJs: F>.,-35i7oq ::;.L,', "R-35~70~
i
fl
t
""'3
2~
10 ~ I ~ .i. ~= > I ;w
-(JI
QC)
-l
•
NOIJ.<IQl:lS:Kl 3.iYIJ "ON /131:t
Sl01 :fO ONIOVl:ID 03S1,\3ll H3NMO ILOZ/&l.SO I
-~~OlJIIL/G OU'tO S!N3 , AJ.1:) tl3d I !OZ/W!iO
----------~------1-------1--
-·--······--·-··--------l----1--1
z
0
i=
(.)
UJ
(/)
LL
0
::!: ,...
3: z
UJ
J:
I-
LL
0
z
0
~
~
~ -::, • • I
-······-31!
-""""
lLOZ/.il/fO
N019NIHSVM 'NOlN3~ i~oo" n# 11Y<~3d Mlllln
(oso-o I vm) 1\fld \flllA sndY<AlO
i
~I
~ ~ • "" so l\..:
' '
NOJ.N3H ~
,IO AJ.l:J Uli
TED-40-3587
,
i~ §
-~ <
ii I IH
]•
/
i \
' ! \
' i..,..
i !
I I • I
I I
I I
I
<)I.YMPT:s Vil.IA Pl.Ar
!~
w
0 z, w • ~,
_, ..
"' t:
~
Q.
V,
NVld E:>NIOVHE> 18 NOIS0~3
!N:UNOO I ])!-IS ::
::n1 'V111/\ srn·'IJdA 10 1S3MV'l'v:::> I
lv'1d v'111A Sndl/llA 10
~ .. ~
0 081:;
i§~ ;;1
t w .
~v,zo: W 0 ~en ~~a~ £,~~
,,i,;;:, .
. . .
Cl
r-----------------ir-c;
--"'--.
• • i!
----··1---------f---t
M
ci::
ca
c:5
0 :;;
$
0 , Ii
0
"' a
IN
O~z :::coo ::,O>-e,:~ ,.,,_
f-:,:
5>-"' (l_~<( "'"' :Sitz
5t~ _z
V) _,"' =:ii= a::
Q_::,
::,
j
0
r,..z " i
t Oo .....
>oz :& E---~ g_ Ue:: }
1t • i a:
i
t •
a1~ f~
I ~!I l f•i
~I~
I 11 II
,, [ :: ~
~
t
I ' !
I .1 :I
Ip " z
I
I
-~~~·.
,~)
SEE SHEET
"-.. ·-~ .. ·''%.·~~-*·-~ _,k._ ~-~ -1'..1 ~"t~. ~ .. -~. ~~~'~'i.~.~M-~ I ~----UQ:oriw.ii.iikr-L ' i \ ----swnt~-UM:---::::z
NE 1th Pli\CE -WEST PAVEMENT TRANSITION
1·-20·
1 1 i i
I
l
l
•'
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M.
•. ,J<,;.,.
........___._ . ._, ----~·i--·
I.· .
~~-
I
!
~-c.-,~·
I '
:('#~ ........ \
-4t, ,,
,.rr: 10""''
,i,'.; ,,,.__,,_;)--
"""-\:i::ij/,;-~=··
( ~j;'t~ ~
,--• ·---------...! :_!b.~
t;_:.-u:=~J;;. ~:.,-=~ ---/
.\__
N£ 7th PLACl:. -1'1RE DEPARTMENT "&NP our
1" .. 20·
,, 1
-·-1------' ,,.
' ,~
--\
-I ---.
•' -·
/~
ij ;
I i " ~ 1
•• -CONNECT!Ofll TO lHE DOWNSTREAM Df!AINAGE SYSTEM
~ 8E w,. A PERFORATED PIPE: CONNECTION. SEE OETAll SHEET 6.
COMPLIANCE wrtH THtS REQUIREMENT WIU. BE AOORE'.SS£0 1N THE
DRAIAACE l>LAN SlJBl,IJmD FOR THE RES!D£NT!J,,L BUILDING i='E~MIT
ORAIW.CE R!;VIEY,' WHEN Af'PLICA,TION IS IAADE FOR A SINGLE FAMILY
RES10ENTl"1. BUILl:llNG P[RMfT fOR EAC!-1 LOT
_,;::c1'
,,;,d'
--,-___ _
~01 ~
1
;{Z' l™lt,'.;';f'filfi PLH+ I
S\"4 1+M,t5 ( ~ NE) ,
NOTE•
[){JST!N{; UTIUTT LDCAT!DNS S:MOV...: HERC[]N ARE
APPRDX]t,IA fE DN'-'I'". lT Sl-tAl.L BE THE: CONTRACTOR'S
RLSPDNSJB!UTY TO DETERMINE THE. EXACT VE.RTTCAl. AA.0
Hl'.!RlZONlAL l.OCAllDN tr At.l. £:(!STING UNllERGROUND
UTldlTE.S PRIOR TO COHHENCJNG ~ONSTRUCTlON NO
RE?RESENTATllJN IS MAOC THAT A~ EXISHNG UTILITIES
A~ SHO'wN HERfO... THE" ENGINEER "'SSUME:S NO
RESPDNSTBIL!H rDR VHL!T!ES ND! SHO'wN DI< U<ll.rTIE:;
NOT SHOw'N IN THE.U< PROPER LOCATION.
CALL. BEFORE YOU Dffi, l-S00-,.24-'55S'S
ea.L
0
@
@
©
,, ,,..,,_, ··-
·-$1'-0,<>3
CURB Rffi)RN OAT,!,,
51~~ =~-r,~ : :;~7) ::::~~ :: :: ~:
l+.:!I\M.,, \~ IIIT. (J>IISCO
,, • .,£;,f?fld,£l,; :::::~~.: ::~1
"" 511~
~19.4~
.fil,.!L
M1.a:l
51 .. 50
518.20
521j4
"""' ~ = ~.27
...,, .. ,,,.
L•~·
-~l~"(ll" ..,..,, ,..,.,,.
DO.J.t.-87"4!"15"
"""' ~,
~DC" -~oo·
L-Joll.2T
OELl-a.TWCIC"
CEN1:ERUN£ ~(;M,,!ENT N[ ?th ...
®
"' ©
" '" (!)
'.1"'*1 PP:"'15[
S81"2T21'l. M.7' j
ll•lllll.DO', l•1~, A•1v1~·1~.t"J
srr~,'44"t. .oz&&· I
R•!00.00 .. L•16M•, C,.•19"'1~.1~t1
E .. -.12""S-l."1,J\o ©
SSTV'21" W, ~· '
N•1tl0.t(t. l•10.4lL t.;.5~·22• J
"S!i"2t"Oll"-. ... 1,·
St.i: 31•11MJ: l>tt 1\h ~
SJ.\, ...... ! (l'4SOO ......a: 1c,
...sf"t..1.$1J!!",O~lliC..,SC
STORM WATER MAt\iAGEMENT NOTES:
( 1) Fl.OW CONTRO'~ BMP'S CONSTRUCTfO ON EACH L(H
SHALL BE OPERATI:D. Wt.lNTAINEO !\NC, KEPT 1'-GODO
REPA!R BY EACH l07 OWNER.
(2) F"lJLl DlSPERSlON. FlDW CQNTRD.., Ht.P HAS BEEN UT1UZ£0
FOR THIS PLAT -LOl i
:JJ HOME OWMERS ASS•.:r..lAT!ON IS R(SPONS.IBILE
FUR .....,NTAINANCE .\ND OPEAATIOt. OF THE COMBINED
DCT[NTIOO ANO WEJPOND.
(•) ALL T!1E LOTS tN fHIS. PLA! SHALL CONNECT TO THE STORM
SYSTEM VIA A PERfORATED Pl?£ C-OttNECTlON. THE LOCATlON
Of TH£ ;,rntOAATto ?!PE CONNECTION ON EACH LOT WILL Sf
DETERMINul ANO SHOWN ON THE FLOW CONTROL 6MP Srrt
PLAN AS SuBMmro TO THE CITY AS PART or lHE !NOMOI.IAL
Ulf BlJH..DdNG PERMIT DRAIW.GE Rt:Vltw AND AJ>PROVAL PROCESS.
THE P£Rf"08ATEO PIPE CONNECTION MUST BE MAINTNNa> BY
THE LOT OWIIIER AND MAY NOT SE ct-WiOEO '"'11"1-IIN WRITTEN
APPRO\IAL FROM THE CITY Of RENTON.
(5) tACH INOMCUilJ... LCJT !S REQUl~to AT Bull.DING PERM!T
SUBMITTAL. TO PROVIDE LOT SMP'S FOR 10~ OF THE LOT
AREA. THIS 8MP (OR BMP'S) !S REQUIRED TO 8£ Pl.ACED
ON TH£ Ul'r. S£E D:AMPL£ ON SHEEr 5.
~
~ti ~
~2'"~ z,,,o
t3[ :~ z~ ; ;u 11
0
I
" i ~ ~ • 9
;; ~ ls
~ I:! ~ < ~ -" " ~ • z , i ~ @
s s ~I a 5 ffi1
i iii f
Ill
' ~
~
i~
r 1~ ~
·~ l
~ ~
0
I
~ :3 w
__J
__J -ii: ~ ~
-0.. a.. "' ' -9l(N( 51), •.Ti'+ 7J..51 l aJ ;I ·=-
I
'" ' ir
'" L
"'
;j ,,_
'._ .... -
'"
"'
~ . .,
-:-~
~ • ~1 ~ 1 ~I i 1 i s ~ g1 ; ~!
~---~ ~_!!.;..~-----·~---~;_._,..-' ... ="'""~-~--------.,, I ,.,., / ... •/, ,,_ ""'"-~~ _,r,,,,~"0 ...
.,_.,/ •. ,oj,11 ) -' ,.,, I, '
=
-=::7:" -I._
!!P!&)~Q!t~
II /
-'--IA/It I i.t3S ------
•• I r·----7../0'/-
m!h·---c-4 -~-~-_ I ; 't::f:~1!.-s1~ ' -.. --~ --;-~-H--------! !!..'J' • -7.!ID"'A
.. ~1 .!!.~ -
n--;,;;u'"·
Cc~ ' . . I · i
-
'' ' ~~ ,~ .. •• in I.-~ j ;
;~:~ ;
. -".·. \; It'." ht. -~£ ;:: .. :,: i!
3!•00 JHOO
!!
·~~ ••
"""
NE 71i, PLAC[
~-oo
~~
:ti _i,;,,; !H ••
R-358711
,,,.,,,, ,.,00
\ "" J i:.' ;ii '" l ::
1 ~;H!: ,. ::: J: 1:1:t~
.ii ~ ii;
Wlo' iL!t/!
5: '"
q
'R-3g~]~~1.
'll,·~0-,!~a,, i . '.,,-.. .,_ 37+00
=
~
5 0 s
ve-ri:lcot scote
40 0 40
IO I f'e-e-t
BO
:5
...J
> en :::> a..
~ >-...J
0
> o6
fl) z
ir '.5
::lE 0..
~ ::lE
0 er:
I-0
fl) 1-w fl) s: Q
::lE <(
<( 0
!"lor1zot·1"to.\ scale feet ti \
I
(.) er:
,-------------'~ a
RECOMMfNQFQ FOR AP~'.WVAL l [t
l
a~~ Dot_;)'7/:l,,'l.o//F---P.,,-f --"'---o,,-,,,,,-"",,-1
B ~ Dote e/t/lt JOE NO. ___ _
: DWG NO
, B> Do. te, I_''."':_"'...:;;;;;;==~ t H-,, _____ _ Do.t"''C' ----4 OF 9
Oi3: P.-35?71/ c_, i<,-35'3?6
t
...,
trl
0
I i ""' e Q
I
~
th
QC
-l
•
NOlldll:!~30 31YC "ON 'tcft:I
s101 JO mtimrno a3SIA'nl 1:1-:uw.a 110l.9>!'50
11ol,1n,saiiV081N31'1WOOAW)H3d 11~ z -~--····--~-
110.Z/0/l a::11vo SJN31'1i"OO 1.J1::t113d 11out11io t
z
0
~
(.)
w
(/)
lL
0
::t
~
s: z
w :c
1-
lL
0
z
0
~
~
• '
1 iOl/1.Z/tO
IGd
·------
N015N1HS'1M 'N01N3~
cvOO l I# 11~~3d /dll!Jn
(oso-o 1vn1) llfld lflllA snd~1.-10
TED-40-3587
01,YMPli~ VJl l .~ PlAf
010 " on 311.:IO~d '!i' N'v'ld V\l~OlS/OVO~
""'''"'"" ,\8 Cl;1Hfl1Sc30 lN3IHO:> 133HS ~ 0)
,·a,=-nnmmcw.u;<>1 l[I 011 'Vlll/\ sndl/\lA 10 lS3MV\IVO ~ ~
"""""" !INOfW -
-~~~:e I 0
SN~~~dO
0 " 1v1d v,11/\ sndll'JA 10 z z l() ~ ~ ~
.1:l;ll'Ql:ld
0 ;; • ; f
A' ' t j !
(l:rt'ld 'I\.!. ~) 00 .. ot '¥il/. 81:
.)'l~'.IN~.!.~;.~:i~ --"-
i<:!'::. __ _
,
' ' ' ' ' ' ' ' i .. ~.
' ' i
NO,LN3N
,IO AJ.IJ
;.;;1
' ' ' ' ,•{>
' ' ' ' ' ' ' ' ' _,
w z
w
0 s
0
8
~
• •
-TNXIVld~
~ .,
'
'
• ~
,.,
z
~
"
0
"'
I 1~ • 111 ii~! 5 ~~ll ~z;i• !· " !hH
! ~
; 1 I ;i
..,.,
-,.._' .. ~---.€ __
0 ¥m ¥ • • .~ • ~
0
~
• • 0 u 0 • u •o 0
0 ¥
' " 0
" N ,. T • 0 ,o
~ £
~
~
0 w
"' w . z"'
w"
~z
8 r
u •fl
I '
i ' i
' ! •
' I ;
~ii
1.t.,,s.~: 'I 11~ \S
uw.-m n-11 ,h ·,at PNll! t. \. i, ~ii ;
! 1·< ~. ~ ....... ,-.---y·' l_.
'-'IJIIJ:~'--:1 ~
<11.1111~ i1-K .ll '.~I J:Jild.11, j
., .• ,, .. ,::::·,, . ,.\.
si.·1t•.9 '
l.l!J/lin:J CI-N .,1 ',,c nn:i-:m ,
i,·r,.:i; +i:aii•i
\:
,, ·11~ -=· ..;,-.-"'
,....... -r--
CQ
a.n
ty'\
I a::
;i
"
®'·!~'M: I/Id
l't~l>l .. '¥t$ --
..
.
~ ,
..
'
\.
i .
" it
j
\
I
;·J
''
'' ''
. '
I'
I I
" •
8 ·~
~
"
il
~
~
~
~:8
o·t
~ •
:'*, .-, ,c·J,,,a'll
~,~ ll '~'tl\:•31
1·1
I I
. ' c,
''
" ()o
\/)
(')
I ,Ji
•
NOUdltr.>SlO 3.lVO "ON '1'3~
ll(l(Ji'Vli03.1'11QS:1N31'1J'IOOA.U:Jlf3d liot.'Cl,W I
HN!lifl 03lWO $1N31'tNIXl ill:Hl3d UOt/111/lD i:
-·----~-----
! i•fp h j ! d 11 !H! i ! i:1.1 : iu,
~ li:lt! 1111 I
l • t•t~·· 1,1 ~ ' rl.lJ! {f , '
J 1li!!l 1 i ~ i ~ r· i,ii
H1UhHU • E
I 11h1j! Hji
''i 11 ! l1jl I! § !Jtfi!! Ii I I 1 HilHl UH, ~ if th·. hi~ j
j ~ 1 d1H Hl,ll ~
0 f
-----------
6
LlDZ/1i1bO
NOl~NIHSVM 'N01N3~
itoo11n# 1111~3d AJ.lllln
(060-0IVnl) lVld VlllA sndl'lAlO
~
Ii ;
1:·
010
J,UO?)n_J,1,,
(/) z
t'.J
v,
w :,:
<[ z
~1 ld
(l:'. I
f-
(/)
q
w
f-z
D
0
;,::
Q z
D
0
C>'.
l'.J
! if !!}
s hol}
,,.
~
! t
t I~
>!
i
~i l
I
l
l
!
I
---i
NO.LN3H ~
.!10 A.LIJ eR
• '
V
j
I
.!
l
' ' ;
l
z
0
~
f-u w z z
D u
w
Q_
~ a.
Q
w
f-
<[
C>'.
Ii
L..
C>'. w
Q_
_J
<[
f-
w
Q
Q
<Y
<[
0
"'
q
w
I u
f-
0 z
'-
),
I u z
l.d
(le
f---
q
w
_J
_J -L..
_J
w
>
<[
C>'.
l'.J
TED-40-3587
()J.)'1'11'U~ VU l A PL,\ T
mo SllV130
jN31JiOO U3HS ~
811 'Vlll/\ Snd({ljA 10 1S3M({lj'lf8 i __ .... _.t!.~='°e+--------------
!N30:l
.LVld v111/\ sndVIIA 10
J.'.:ilH'OHd
~-~ ~
;§ -r:J ~· r-·-··i!lj
~~ ·~ ·~ ,cc:, ['.
i; z L.I'\ G~ D
~il f-~ n ss <[ I f 4) ..:;ll!t:! _) .::.:::::: •a __J
'j'j~ <[ ~ ~
V)
z
z
L'.J
(/)
•
.i ; 1= l'.J Jl'.115 IWll.lS z
i! i' 1~ j· :L
<Y .. ~ . I •' !" ! <[ -· s' n. j "'t h~
lii~i D z
•tj j --n l: .. i ~ii~-,-
~ ,
Jl11t l<li!O'I
"
"
---------·---
li0ISl/l.3M
0)
~
' A
t~
0~
~~
~< ~~
~OUl
~~~
6~
'W
w a! ,,
w u z
<(
Q'. ,_
z
ll.J
>--
<(
3:
~
Q'.
0
w uj
f-,-' w ;i_
Q'. u z
0 u
f-z
Ld :;;,
Isl u
·--,~~-~I ~-----------~d<N --=-+-c-:+-::-:-t------------=c-l---1 1--~,,.~='--1-=-~-'-l--=-1--------------..::-.::.::.....
'"
~
f'. c;
~) i
I
.!'.
I')
;::
IX)
\J1
I')
<I.
,Y)
Cl
~i " ~ !~,~
0 a,
0
IN
Ostz -oo <toi--1--::i ... 0:., ...J
.;::.~~~
!;;:1--~ I ~~~~ a."'
<t:Wzo ::::lo..aB
>tzu.
'J');i~ ::,~
a.::,
" ~
r,..z
Oo
" l
< li :,.. .... ~z .g ~~ ft.. u o::: _r • It
"
! (>,
' !< r
~~ q'Ul
~11:1· 11, ,'•i
~
I I ~,.
111 II II
I
,1 I
·1" ; ~
"
z
Q
~ •
1: j, I g
520
51D
PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11, TOWNSHIP 23 N, RANGE 5 EAST, W.M. NO. n;,
IS
:,,I ~'~ ~~ 0 ~ -e· SOLID CEDAR CENCE . [
! 1 • rREEBOARD ~
;,\ ___ ~J __ l~E-~~==~YlQ~~~_?_l__:-_-_-_-_-,,
~I ----!---~lz 2
2 -Q 1.!J
-,1 ~1'i: CELL#1 , I ~ W
CELLf2 ~ wa ws..,512.10 __ ----------
4.1' WQ
STORAGE 12' GRAVEL ROAD
WAT~R QUAUTY S!Z!NG
VOLUME REQLJlRED = 9,881 CU. FEE"'!
VOLUME PROVlD£0 = 15,479 CU -1. C 5~2.10
DETENTION VOLUME S!ZING
VOLUME REQUIRED = 36,0-42 CU. FEET
VOLUME PROVIDED = 38,648 CU FT. 0 517.0.3
ExlSHNCi ~TJ:..gr :..IJCATIDNS St!hJN HEREON ARC
APf'RCJX!MATE' IJNL.'I. IT Sr!ALL BE THE CONTRACTCR'S
RESPONSIBfl.lTY TO !lHFRMlNE THE t:XACT VERTiCAL AND
HCIRlZDNTAl LDCATIJN !Jl'" All tXISTINCi UNDrRGROUIIID
UHLI!TES PR.OR TO COt!HENClNia CONSTRUCTtON. NCI
i;it-PRE:S(NTAHOf.l IS MADE lHAT ALL EXISTING UTU..IT!(S
,.RE SH01JN HERE1JN. TH£ ENGINEER ASSUMES t'4J
RES?ONSlBU.!Tr FOR UTJUTIES NOT SHO'JN OR UTILITIES
l'iDT SI-IIJ>JN lN lHElR PROPER LOCATION,
CALL BEF'CRE YOU Il!G, !-BDD-42"-5:5:5'5
B~
-r-
wl@Y'.: ~I
A ii_ r m_(r
FENCE" -,:·~ ----6~D CE~= -:-1
------0------~~/
-~)) A
t ~,, 1 11
.
_~; : I! i
'° I I '
,//, 1
/·.1111; I' I -
1.0' SEDIMENT \-ft --:s--1 BOiTOM .. 507.0
STOAAGE •
POND SECTION A-A
500
520
5!0
500
at== 1
~
"' u
ELEVATION
(FEET)
507.0
508.0
510.0
512.0
I
~ 10 ~i~
-"' 0
WATER QUALITY= !;.1<c1Q
514.0
516.0
OVERFLOW= 517.03
518.0
-'
0 SCUD CEDAR ~ENCE I ~
K \llNYL FTNCE ~
~ ~s· BlAC l
.. w
.... , F-R£EBOARD js
--__ ,:QP OF PON c..
520
~-t--~~-ifii.~-_w}J"ftfl~~~l _____ ~ ,, ~ --------r1° ' ~Se ,-, ,z
v~ ·1
-,_'!t,O_\YS=~, 2.10 ----
510
B0TTOM=507.0
L 1.0' SEDlM£l,IT
STORAGE
POND SECTION 8-B
OLYMPUS VILLA POND
AS-BUILT
SURFACE AREA
(SQ. FEET)
AVERAGE
SURFACE AREA
(SQ. FEET)
964
1,742
3,028
5,724
6.370
7.198
8,872
10,115
10.720
~ 1,353
~~g~
6.Q47
6.784
8,035
~ 9.494
~10.418
DEPTH
(FEET)
1.0
2.0
2.0
0.10
1.90
2.0
1.03
0.97
500
VOLUME
(CU.FT.)
TOTAL
VOLUME
(CU.FT.)
1,353
4,770
8,752
605
12,890
16,070
9,778
10.105
-0 -<;_ 1,353 S 6,123 ~ 14,875
15.479
28,369 > 44.439 < 54,217
64.322
-I I I •
iOL;c-., 12" 111-·,2 0 S""-7.95:::: Ii I i .
'
38LF., 1:r "1-'.2 OS=S.70%
~~---.
B --.,-i_
-~,,' ,s,. . -----, -
.~.:,. ")
-~!>:»'
I
~•w ..
~ w
la
N
'/Ii/~"'" ' I, ,:, I' ~ ~ !/ ~'""'
) g
12' W1D£ GRAVEL ACCESS ROAD
MAX. GRADE= 15,:
6" BLACK V!NYL f£NCF
WTTZ'-GATE
"'
32+00 ---------....:.:..--=· ···w·:R-:_-_ .. _____ -----------
w
t,
w s;;
---11~
flll/SOUD l..OCKINC LIO
RIM•S19.12
1[•512.10. 12·
1r N-12 OS=2.31%
RIM=519.12
ORIFICE #2=515.64
1.88' (1-7/8~) ti1AtitfER
~ 4
""ro C3# 1 5 b______i_.,...f-r
12B :NLET
FROMP5ND GRAPHIC SCALE
0 10 20 ~O
WATER QUALITY
=15,479 CU.FT.
512.10
DET. VOLUME
=38.648 CU. FT.
517.03
J
z " --,,
N 508.00 I .
' '
CONTROL STRUCTvRE-54"
i"=2'
I inch = ZO ,,,.,
AS-BUILT
I
~~COMWNQEQ FQR APPROVAL
"Br Oo.1'.·_• ___ _
R-358714 By· Do:te-_• ____ _
Br D<o-t1-____ _
,,. Olo-teo_, -----
OB· P.-35'37/'f-
~ • s
.~ ~ !i g
! ~
~I
O' 1~!
11~
ll
~
~ .i:Je . I o ~~-~ I~ 5 z~~·~ -li!l:;" ci-~~:! Z!!~~ :h1~
~O g I ~ 0 I~
11
IJ ;: '
ii i~
J-u ...J
I-! ...J ::::) <( -'_ al
_J :5 UJ a. ...J <I:
<( > >-
_J f/J 1-
_J ::::) :::!
-a. u > ~ <I:
CJ) >-LL
:::) ...J c::: a., 0 w ~ I in ~ >-w I~
_J ~ ~ 0 ~ .c::: < ~o ~ u gl-
:rl ,_ ... en a ffi lli
t a •
DAJE 01!1S/2012
JOB NO.
owe NO.
SHEET
9A OF
Weston Heights North
Technical Information Report
SECTION 7
OTHER PERMITS
~.
Other Permits
This project will require the following permits:
Grading Permit
Right-of-Way Use Permit
Construction Stormwater Permit
Weston Heights North
Technical Information Report
City of Renton
City of Renton
WA Dept. of Ecology
SECTION 8
CSWPPP ANALYSIS AND DESIGN
Weston Heights North
Technical Information Report
A
ESC Plan Analysis and Design
This section, along with the Temporary Erosion and Sediment Control (TESC) Plan contained in the
engineering drawings, is intended to serve as the construction Stormwater Pollution Prevention Plan
(SWPPP) for the project. The SW PPP is outlined in conformance with the 2005 edition of the
Washington State Department of Ecology's Stormwater Management Manual for Western Washington
(DOE Manual).
1.0 -INTRODUCTION
An introductory overview of the project has been provided in the Project Overview section of this
report.
2.0 -SITE DESCRIPTION
A general site description has been provided in the Project Overview section of this report. Additional
detailed information is provided through the rest of this report.
3.0 -CONSTRUCTION STORMWATER BMPs
3.1 -12 BMP ELEMENTS
Element #1 -Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the
limits of construction will be clearly marked before land-disturbing activities begin. Trees that
are to be preserved, as well as all sensitive areas and their buffers, shall be clearly
delineated, both in the field and on the plans. In general, natural vegetation and native
topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs
relevant to marking the clearing limits are identified in Appendix BB.
Alternate BMPs for marking clearing limits are included in Appendix BC as a quick reference
tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix BD). To avoid potential erosion and sediment control issues that may
cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs after the first sign that existing BMPs are ineffective or failing.
Element #2 -Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where
necessary, access points shall be stabilized to minimize the tracking of sediment onto public
roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent
sediment from entering state waters. All wash wastewater shall be controlled on site. The
specific BMPs related to establishing construction access that will be used on this project are
identified in Appendix BB.
Alternate construction access BMPs are included in Appendix BC as a quick reference tool
for the onsite inspector in the event the primary BMP(s) are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may
cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs after the first sign that existing BMPs are ineffective or failing.
Weston Heights North
Technical Information Report
Element #3 -Control Flow Rates
In order to protect the properties and waterways downstream of the project site, stormwater
discharges from the site will be controlled. The specific 8MPs for flow control that shall be
used on this project are identified in Appendix 88.
Alternate flow control 8MPs are included in Appendix 8C as a quick reference tool for the
onsite inspector in the event the primary 8MP(s) are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit. To
avoid potential erosion and sediment control issues that may cause a violation of the NPDES
Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will
promptly initiate the implementation of one or more of the alternative 8MPs after the first sign
that existing 8MPs are ineffective or failing.
In general, discharge rates of stormwater from the site will be controlled where increases in
impervious area or soil compaction during construction could lead to downstream erosion, or
where necessary to meet local agency stormwater discharge requirements (e.g. discharge to
combined sewer systems).
Element #4 -Install Sediment Controls
All storm water runoff from disturbed areas shall pass through an appropriate sediment
removal 8MP before leaving the construction site or prior to being discharged to an infiltration
facility. The specific 8MPs to be used for controlling sediment on this project are identified in
Appendix 88.
Alternate sediment control 8MPs are included in Appendix 8C as a quick reference tool for
the onsite inspector in the event the primary 8MP(s) are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit
(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a
violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment
Control Lead will promptly initiate the implementation of one or more of the alternative 8MPs
at the first sign that existing 8MPs are ineffective or failing.
In addition, sediment will be removed from paved areas in and adjacent to construction work
areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments
on vehicle tires away from the site and to minimize wash off of sediments from adjacent
streets in runoff.
Whenever possible, sediment laden water shall be discharged into onsite, relatively level,
vegetated areas (8MP C240 paragraph 4, Volume II page 116).
In some cases, sediment discharge in concentrated runoff can be controlled using permanent
stormwater 8MPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the
effectiveness of some permanent stormwater 8MPs, such as those used for infiltration or
biofiltration; however, those 8MPs designed to remove solids by settling (wet ponds or
detention ponds) can be used during the construction phase. When permanent stormwater
8MPs will be used to control sediment discharge during construction, the structure will be
protected from excessive sedimentation with adequate erosion and sediment control 8MPs.
Any accumulated sediment shall be removed after construction is complete and the
permanent stormwater 8MP will be restabilized with vegetation per applicable design
requirements once the remainder of the site has been stabilized.
Weston Heights North
Technical Information Report
Element #5 -Stabilize Soils
Exposed and unworked soils shall be stabilized with the application of effective BMPs to
prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that
shall be used on this project are identified in Appendix 86.
Seeding will be used on disturbed areas that have reached final grade or that will remain
unworked for more than thirty days. Plastic Covering will be used on the temporary stock pile
areas and elsewhere on the site as needed. Dust control will be implemented as needed, to
prevent it being required all roadways and driveways to be paved will receive early
application of gravel base.
Alternate soil stabilization BMPs are included in Appendix 8C as a quick reference tool for the
onsite inspector in the event the primary 6MP(s) are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit
(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a
violation of the NP DES Construction Stormwater permit, the Certified Erosion and Sediment
Control Lead will promptly initiate the implementation of one or more of the alternative 6MPs
after the first sign that existing BMPs are ineffective or failing.
The project site is located west of the Cascade Mountain Crest. As such, no soils shall
remain exposed and unworked for more than 7 days during the dry season (May 1 to
September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the
time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if
needed based on weather forecasts.
In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be
temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion,
protected with sediment trapping measures, and where possible, be located away from storm
drain inlets, waterways, and drainage channels.
Element #6 -Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes
erosion. The specific 6MPs that will be used to protect slopes for this project are identified in
Appendix 8B.
Alternate slope protection 6MPs are included in Appendix BC as a quick reference tool for the
onsite inspector in the event the primary 6MP(s) are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit
(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a
violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment
Control Lead will promptly initiate the implementation of one or more of the alternative 6MPs
after the first sign that existing 6MPs are ineffective or failing.
Element #7 -Protect Drain Inlets
All storm drain inlets and culverts made operable during construction shall be protected to
prevent unfiltered or untreated water from entering the drainage conveyance system.
However, the first priority is to keep all access roads clean of sediment and keep street wash
water separate from entering storm drains until treatment can be provided. Storm Drain Inlet
Protection (6MP C220) will be implemented for all drainage inlets and culverts that could
potentially be impacted by sediment-laden runoff on and near the project site. The inlet
protection measures to be applied on this project are identified in Appendix 86.
Weston Heights North
Technical Information Report
If the primary BMP options are deemed ineffective or inappropriate during construction to
satisfy the requirements set forth in the General NPOES Permit (Appendix 80), or if no BMPs
are listed above but deemed necessary during construction, the Certified Erosion and
Sediment Control Lead shall implement one or more of the alternative BMP inlet protection
options.
Element #8 · Stabilize Channels and Outlets
Where site runoff is to be conveyed in channels, or discharged to a stream or some other
natural drainage point, efforts will be taken to prevent downstream erosion. The specific
BMPs for channel and outlet stabilization that shall be used on this project are identified in
Appendix BB.
Alternate channel and outlet stabilization BMPs are included in Appendix BC as a quick
reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective
or inappropriate during construction to satisfy the requirements set forth in the General
NPOES Permit (Appendix 80). To avoid potential erosion and sediment control issues that
may cause a violation(s) of the NPOES Construction Stormwater permit, the Certified Erosion
and Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs after the first sign that existing BMPs are ineffective or failing.
The project site is located west of the Cascade Mountain Crest. As such, all temporary on-
site conveyance channels shall be designed, constructed, and stabilized to prevent erosion
from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24-hour
recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak
flow rate indicated by an approved continuous runoff simulation model, increased by a factor
of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion
of outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the
outlets of all conveyance systems.
Element #9 · Control Pollutants
All pollutants, including waste materials and demolition debris, that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater.
Good housekeeping and preventative measures will be taken to ensure that the site will be
kept clean, well-organized, and free of debris. Any required BMPs to be implemented to
control specific sources of pollutants are identified in Appendix BB.
The contractor shall implement the following measures as much as is practicable, in order to
mitigate pollutant impacts from vehicles, construction equipment, and/or petroleum product
storage/dispensing:
• All vehicles, equipment, and petroleum product storage/dispensing areas will be
inspected regularly to detect any leaks or spills, and to identify maintenance needs to
prevent leaks or spills.
• On-site fueling tanks and petroleum product storage containers shall include
secondary containment.
• Spill prevention measures, such as drip pans, will be used when conducting
maintenance and repair of vehicles or equipment.
• In order to perform emergency repairs on site, temporary plastic will be placed
beneath and, if raining, over the vehicle.
Weston Heights North
Technical Information Report
----------
• Contaminated surfaces shall be cleaned immediately following any discharge or spill
incident.
• The contractor shall implement the following concrete and grout pollution control
measures:
• Process water and slurry resulting from concrete work will be prevented from entering
the waters of the State by implementing Concrete Handling measures (BMP C151 ).
The contractor shall implement the following Solid Waste pollution control measures:
• Solid waste will be stored in secure, clearly marked containers.
Element #10 -Control Dewatering
Foundation, vault. and trench de-watering water, which shall have similar characteristics to
stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to
discharge to a sediment trap, pond, or other specified facility. Channels must be stabilized as
specified in Element #8.
Clean, non-turbid de-watering water, such as well-point groundwater, can be discharged to
systems tributary to state surface waters, provided the de-watering flow does not cause
erosion or flooding of receiving waters. These clean waters should not be routed through
stormwater sediment ponds.
Highly turbid or contaminated dewatering water shall be handled separately from
storm water.
Element #11 -Maintain BMPs
All BMPs should be monitored and maintained regularly to ensure adequate operation. A
TESC supervisor shall be identified at the beginning of the project to provide monitoring and
direct the appropriate maintenance activity. As site conditions change, all BMPs shall be
updated as necessary to maintain compliance with local regulations.
Temporary BMPs can be removed when they are no longer needed. All temporary erosion
and sediment control BMPs shall be removed within 30 days after construction is completed
and the site is stabilized.
Element #12 -Manage the Project
Erosion and sediment control BMPs for this project have been designed based on the
following principles:
• Design the project to fit the existing topography, soils, and drainage patterns.
• Emphasize erosion control rather than sediment control.
• Minimize the extent and duration of the area exposed.
• Keep runoff velocities low.
• Retain sediment on site.
• Thoroughly monitor site and maintain all ESC measures.
Weston Heights North
Technical Information Report
• Schedule major earthwork during the dry season.
As this project site is located west of the Cascade Mountain Crest, the project will be
managed according to the following key project components:
Phasing of Construction
• The construction project is being phased to the extent practicable in order to prevent soil
erosion, and, to the maximum extent possible, the transport of sediment from the site during
construction.
• Revegetation of exposed areas and maintenance of that vegetation shall be an integral
part of the clearing activities during each phase of construction, per the Scheduling BMP (C
162).
Seasonal Work Limitations
• From October 1 through April 30, clearing, grading, and other soil disturbing activities
shall only be permitted if shown to the satisfaction of the local permitting authority that silt-
laden runoff will be prevented from leaving the site through a combination of the following:
o Site conditions including existing vegetative coverage, slope, soil type, and proximity to
receiving waters; and
o Limitations on activities and the extent of disturbed areas; and
o Proposed erosion and sediment control measures.
• Based on the information provided and/or local weather conditions, the local permitting
authority may expand or restrict the seasonal limitation on site disturbance.
• The following activities are exempt from the seasonal clearing and grading limitations:
o Routine maintenance and necessary repair of erosion and sediment control BMPs;
o Routine maintenance of public facilities or existing utility structures that do not expose the
soil or result in the removal of the vegetative cover to soil: and
o Activities where there is 100 percent infiltration of surface water runoff within the site in
approved and installed erosion and sediment control facilities.
Coordination with Utilities and Other Jurisdictions
• Care has been taken to coordinate with utilities, other construction projects, and the local
jurisdiction in preparing this SWPPP and scheduling the construction work.
Inspection and Monitoring
• All BMPs shall be inspected, maintained, and repaired as needed to assure continued
performance of their intended function. Site inspections shall be conducted by a person who
is knowledgeable in the principles and practices of erosion and sediment control. This
person has the necessary skills to:
o Assess the site conditions and construction activities that could impact the quality of
stormwater, and
o Assess the effectiveness of erosion and sediment control measures used to control the
quality of stormwater discharges.
Weston Heights North
Technical Information Report
• A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times.
• Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP
are inadequate, due to the actual discharge of or potential to discharge a significant amount
of any pollutant, appropriate BMPs or design changes shall be implemented as soon as
possible.
Maintaining an Updated Construction SWPPP
• This SW PPP shall be retained on-site or within reasonable access to the site.
• The SW PPP shall be modified whenever there is a change in the design, construction,
operation, or maintenance at the construction site that has, or could have, a significant effect
on the discharge of pollutants to waters of the state.
• The SW PPP shall be modified if, during inspections or investigations conducted by the
owner/operator, or the applicable local or state regulatory authority, it is determined that the
SW PPP is ineffective in eliminating or significantly minimizing pollutants in stormwater
discharges from the site. The SWPPP shall be modified as necessary to include additional or
modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be
completed within seven (7) days following the inspection.
3.2 -SITE SPECIFIC BMPs
Site specific BMPs are shown on the TESC plan sheet(s) in Appendix 8A.
4.0 -CONSTRUCTION PHASING AND BMP IMPLEMENTATION
The BMP implementation schedule will be driven by the construction schedule. The list below provides
an estimate of the anticipated construction schedule. The project site is located west of the Cascade
Mountain Crest. As such, the dry season is considered to be from May 1 to September 30, and the wet
season is considered to be from October 1 to April 30.
5.0 -POLLUTION PREVENTION TEAM
5.1 ROLES AND RESPONSIBILITIES
The pollution prevention team consists of personnel responsible for implementation of the
SWPPP, including the following:
• Certified Erosion and Sediment Control Lead (CESCL) -primary contractor contact,
responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called
upon in case of failure of any ESC measures.
• Resident Engineer -For projects with engineered structures only (sediment
ponds/traps, sand filters, etc.): Site representative for the owner that is the project's
supervising engineer responsible for inspections and issuing instructions and
drawings to the contractor's site supervisor or representative.
• Emergency Ecology Contact -Individual to be contacted at Ecology in case of
emergency.
• Emergency Owner Contact -Individual that is the site owner or representative of the
site owner to be contacted in the case of an emergency.
• Non-Emergency Ecology Contact -Individual that is the site owner or representative
of the site owner that can be contacted if required.
-------------------------------------
Weston Heights North
Technical Information Report
• Monitoring Personnel -Personnel responsible for conducting water quality
monitoring; for most sites this person is also the CESCL.
5.2 TEAM MEMBERS
Names and contact information for those identified as members of the pollution prevention team
are provided in the project summary in Appendix BB.
6.0 -SITE INSPECTIONS AND MONITORING
Monitoring includes visual inspection, monitoring for water quality parameters of concern, and
documentation of the inspection and monitoring findings in a site log book. A site log book will be
maintained for all on-site construction activities and will include:
• A record of the implementation of the SW PPP and other permit requirements;
• Site inspections; and,
• Stormwater quality monitoring.
For convenience, the inspection form a and water quality monitoring forms included in Appendix BE of this
report include the required information for the site log book. This SW PPP may function as the site log
book, if desired, or the forms may be separated and included in a separate site Jog book. However, if
separated, the site Jog book must be maintained on-site or within reasonable access to the site and be
made available upon request to Ecology or the local jurisdiction.
6.1 SITE INSPECTION
All BMPs will be inspected, maintained, and repaired as needed to assure continued performance
of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead
(CESCL) per BMP C160. The name and contact information for the CESCL is provided in
Section 5 of this SW PPP.
Site inspection will occur in all areas disturbed by construction activities and at all stormwater
discharge points. Stormwater will be examined for the presence of suspended sediment,
turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the
effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the
BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be
documented in the site log book or forms provided in this document. All new BMPs or design
changes will be documented in the SWPPP as soon as possible.
6.1.1 Site Inspection Frequency
Site inspections will be conducted at least once a week and within 24 hours following any
rainfall event which causes a discharge of stormwater from the site. For sites with
temporary stabilization measures, the site inspection frequency can be reduced to once
every month.
6.1.2 Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms
provided in Appendix 8E. The site inspection log forms may be separated from this
SW PPP document, but will be maintained on-site or within reasonable access to the site
and be made available upon request to Ecology or the local jurisdiction.
·---·--------------------
Weston Heights North
Technical Information Report
6.2 Stormwater Quality Monitoring
6.2.1 Turbidity Sampling
Monitoring requirements for the proposed project will include turbidity sampling to monitor
site discharges for water quality compliance with the 2010 Snohomish County Drainage
manual and Snohomish County Code Title 30.63A NPDES Construction Stormwater
General Permit (Appendix 80). Sampling will be conducted at all site discharge points at
least once per calendar week.
Turbidity monitoring will follow the analytical methodologies described in Section S4 of
the 2005 Construction Stormwater General Permit (Appendix 80). The key benchmark
values that require action include 25 NTU and 250 NTU for turbidity. If the 25 NTU
benchmark for turbidity is exceeded, the following steps will be conducted:
1. Ensure all BMPs specified in this SWPPP are installed and functioning as
intended.
2. Assess whether additional BMPs should be implemented and make revisions to
the SWPPP as necessary.
3. Sample the discharge location daily until the analysis results are less than 25
NTU (turbidity) or 32 cm (transparency).
If the turbidity is greater than 25 NTU but less than 250 NTU for more than 3 days,
additional treatment BMPs will be implemented within 24 hours of the third consecutive
sample that exceeded the benchmark value. Additional treatment BMPs will include, but
are not limited to, off-site treatment, infiltration, filtration and chemical treatment.
If the 250 NTU benchmark for turbidity is exceeded at any time, the following steps will be
conducted:
1. Notify Ecology by phone within 24 hours of analysis.
2. Continue daily sampling until the turbidity is less than 25 NTU.
3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration
and chemical treatment within 24 hours of the first 250 NTU exceedance.
4. Implement additional treatment BMPs as soon as possible, but within 7 days of
the first 250 NTU exceedance.
5. Describe inspection results and remedial actions that are taken in the site log
book and in monthly discharge monitoring reports.
6.2.2 pH Sampling
Stormwater runoff will be monitored for pH starting on the first day of any activity that
includes more than 40 yards of poured or recycled concrete, or after the application of
"Engineered Soils" such as, Portland cement treated base, cement kiln dust, or fly ash.
This does not include fertilizers. For concrete work, pH monitoring will start the first day
concrete is poured and continue until 3 weeks after the last pour. For engineered soils,
the pH monitoring period begins when engineered soils are first exposed to precipitation
and continue until the area is fully stabilized
Weston Heights North
Technical Information Report
Stormwater samples will be collected daily from all points of discharge from the site and
measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator
paper. If the measured pH is 8.5 or greater, the following steps will be conducted:
1. Prevent the high pH water from entering storm drains or surface water.
2. Adjust or neutralize the high pH water if necessary using appropriate technology
such as CO, sparging (liquid or dry ice).
3. Contact Ecology if chemical treatment other than CO2 sparging is planned.
7.0 -REPORTING AND RECORDKEEPING
7.1 RECORDKEEPING
7.1.1 Site Log Book
A site log book will be maintained for all on-site construction activities and will include:
• A record of the implementation of the SW PPP and other permit requirements;
• Site inspections; and,
• Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in
Appendix 8E of this report include the required information for the site log book.
7.1.2 Records Retention
Records of all monitoring information (site log book, inspection reports/checklists, etc.),
this Stormwater Pollution Prevention Plan, and any other documentation of compliance
with permit requirements will be retained during the life of the construction project and for
a minimum of three years following the termination of permit coverage in accordance with
permit condition S5.C.
7.1.3 Access to Plans and Records
The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be
retained on site or within reasonable access to the site and will be made immediately
available upon request to Ecology or the local jurisdiction. A copy of this SW PPP will be
provided to Ecology within 14 days of receipt of a written request for the SW PPP from
Ecology. Any other information requested by Ecology will be submitted within a
reasonable time. A copy of the SW PPP or access to the SW PPP will be provided to the
public when requested in writing in accordance with permit condition S5.G.
7.1.4 Updating the SWPPP
In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP
will be modified if the SW PPP is ineffective in eliminating or significantly minimizing
pollutants in stormwater discharges from the site or there has been a change in design,
construction, operation, or maintenance at the site that has a significant effect on the
discharge, or potential for discharge, of pollutants to the waters of the State. The
SWPPP will be modified within seven days of determination based on inspection(s) that
Weston Heights North
Technical Information Report
additional or modified BMPs are necessary to correct problems identified, and an
updated timeline for BMP implementation will be prepared.
7.2 REPORTING
7.2.1 Discharge Monitoring Reports
Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because
water quality sampling is not being conducted at the site.
7.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit are not met, and it causes a threat to
human health of the environment, the following steps will be taken in accordance with
permit section S5.F:
1. Ecology will be immediately notified of the failure to comply.
2. Immediate action will be taken to control the noncompliance issue and to correct
the problem. If applicable, sampling and analysis of any noncompliance will be
repeated immediately and the results submitted to Ecology within five (5) days of
becoming aware of the violation.
3. A detailed written report describing the noncompliance will be submitted to
Ecology within five (5) days, unless requested earlier by Ecology.
In accordance with permit condition S2.A, a complete application form will be submitted
to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the
General Permit.
---------------------------------
Weston Heights North
Technical Information Report
APPENDIX BA
SITE PLAN WITH BMP MEASURES
Weston Heights North
Technical Information Report
"ON 8 \BQ lc--c---=c='-=1--=-;';-;'~c:=:'-",;;;:;-;-;----t---,l-9 --9,-1--.,..sz---z~o 1
.<e peAoJddy
"ON 1:>afOJd
S(-L00-6t£
wvs
t-----i----------,-1 _...:~:!:8~Pc.:•:2~'::":.:c4~::> ( __ 8!'.!1!8 ':'.,5!._'~1.1~8 ~r'f'.
• 1-
(/)
< w
It)
0
w
CJ z < a:
• :::c
l-a::
0 z
(")
N
a.
:::c
(/) z
3:
0
I-
.... ....
z
0
j::
0 w
(/)
LL
0
~ ....
3:
(/)
3: z
SNOIS1/\3ll
wvs
.<e peu61sea
50)1
.(g UMltJQ
$0)1
r .
I " .;, ~,
\.-,-. '"
3::>l!!nVWZll~ .Lll380ll
NVld J'S'3'1
LOl86 uo1flu 14soM ·11aJaA3 :ov1 a11ns '8A!JG M8!A auµov-rM vu L
flUjUUD!d
1uewaflouow pa{OJd
fluµaeu1flu3 !!A!::> ••• oou-sgs(sz,>
S0086 VM '3nl\3113B
ZO( 3.LS '3nA3ll3B 3>1111 SI
::>11 'S.LHOl3H NO.LS3M Hll:ION SlHDl3H NO!S3M
I
a:: a:: :::, :::, 0 0 \z \z 0 0 <J u
a:: c,:
0 0 ~ z
:E
" " z z
ijj Iii
~ x w
I
~ s
I
I
I
w z :::;
~ w
Q.
0 a::
Q.
-o,j :,: <J t:: ;r; t;; w i'i ~ :,: t:: 1/1
co tO
a::"" ...J OU'< ~~w ~ (.) 0
a::"" w WUw
I-0 1/1
~i:r--
I
' '
t
C
~
~ 0 -::i;
o,j ~ w
u a::
t;; ~ w m w :,:: " 12 1/1 z
,,; i w a::
w-' ~ ~ ~~ " :::,
~o ! ~
~t!i /j -1/1 (/')~ u
X
X
X
X
X
! I -~: ls
z w
0 "'~ ;:: ~ ~~ <J -I!! o,j I-<J ou ~~ ii: t;;
t;; ~ Zw Q:,::
...J 1/1 t; 1/1
;!; ..: :::, . ~: ;!; ...J
i~ 5~
:,::c Uc
Uw ""w 5~ Uw 0 1/1 a::~
D ~
c) ,"'i (ttl
C
-T;~G.1 nw .;,,; ,:--} -i ___ !?'.!(9.2.!Tt-({~_f '-~
, --,'.88' ":'."":2."!V? ~-, : . J
• • :ls
:~j, >l,:9 £,'/1; .,
,,.,"·~N / *"
,!;:\'
---------.,.--92:<;;===c!,o;cllr=-=·-='.-·-·
. ,Oi'.l a::>< l: !';" ' t~
n
0
C)
C.0
0 f.l Ii: :c
'-'U u
iS
-·r------.. , _,,,_ ~o --·--·--
, ,Cl ~~
,n
C)
C)
U)
~}
,06
/ . : ·J I '1 , ~
i • " LaJ I e:: ' -' \l1,, ' I 1 0 ( ot:,
1 L"·l: ~ . ~ ~!-ti. 1~ r J.~r -;:J "'-··:--t~
\ Ll ('-d VJ ....,_,.
' l ,.
\ <:
( '
)l
')
' .
'J),.
,//
j -.. <,.,
,-., .A
'
? J ?
'i ;,.. ,
7 ?
? ?
? ?
? ' ? ?
? ' ? ?
? ?
? ?
' ' ?
?
' ?
?
?
?
?
'
?
?
0
<D
0 zffi"
0
0
"1
·1 · r~-,----
t I
.,
'
I ' '
I
/ I
;;.; ~,;~-lr'F ~~:_,_~~c-:,~~fift:~-~~::-~:;::~::t ~T"~· 1 L +--· ~~-· . ., -.. f ·r
? ?
? ?
? ?
? ?
? ' ' ?
' ' ?
? '
' ?
? ' ' ' '
\
? \,.,
?
? ?
?
? ?
'
' ?
?
,,
?
?
?
?
'
'
/'
?
?
?
?
?
?
?
?
?
?
? -
/
?
?
?
?
?
'
'
?
I
/ ......
I
I
' I
?
?
'
'
?
?
?
I
·-'
....
Q)
Q) u.. !
r.:.. z ! Oo i;'Ji] >-E-o lo ,3 E-o z ii -~ up;:;
Q) I s;
0 5 u
Ul
0 i "1
II
0 • N
()
ii ii ii ~ ~ ~
0 0 0
C C C
i i i
ci, =s
== :::, 0 g,
-a,
Cl) -..c .2
~-8 ~= ;: cu
iu
C
~
N
N
X
;:!;
0, • "' '2
V
I z
(
~
00
ii .c
00
/
0, • 0 ;::;
.c
t
0 z
C
~
V
~
"'
I
" 0
0
/
?
C
V
E a.
0
~
V
"'
~
0 • a.
00
0
~
0, .. ,,.,
/
00
0 • ·e
a.
/ L---------------------------------------------------------------------------------,-,----------------'ci UOSJapuof :,-(9 paAOS lSDl Vid l £=-r -9 lO Z: '£Z: qa.:1
APPENDIX BB
SWPPP PROJECT SUMMARY
Weston Heights North
Technical Information Report
-----------
PROJECT TEAM MEMBERS:
Title
Certified Erosion & Sediment Control Lead
Resident Engineer
Emergency Ecology Contact
Emergency Owner Contact
Non-Emergency Ecology Contact
Monitoring Personnel
ESTIMATED CONSTRUCTION SCHEDULE:
• Construction Start Date
• Install ESC Measures
• Construction End Date
CONSTRUCTION BMP LIST:
• Silt Fence (BMP C233)
• Storm Drain Inlet Protection (BMP C220)
Name(s)
To be provided
To be provided
Puget Sound Office
To be provided
Northwest Region
To be provided
July 2016
July 2016
October 2016
• Materials on Hand (BMP C150) may also be applicable
• Detention Pond Or Vault
• Temporary and Permanent Seeding (BMP C120)
• Plastic Covering (BMP C123)
• Interceptor Dike and Swale (BMP C200)
• Check Dams (BMP C207)
Weston Heights North
Technical Information Report
Phone Number
( 425) 649-7000
(425) 649-7000
Weston Heights North
Technical Information Report
APPENDIX BC
ALTERNATIVE BMPs
The following includes a list of possible alternative BMPs for each of the 12 elements not described in the
main SW PPP text. This list can be referenced in the event a BMP for a specific element is not
functioning as designed and an alternative BMP needs to be implemented.
Element #1 -Mark Clearing Limits
• High Visibility Plastic or Metal Fence (BMP C103)
Element #2 -Establish Construction Access
• Wheel Wash (BMP C106)
Element #3 -Control Flow Rates
• (none)
Element #4 -Install Sediment Controls
• Straw Bale Barrier (BMP C230)
• Vegetated Strip (BMP C234)
• Materials on Hand (BMP C150)
Element #5 -Stabilize Soils
• Dust Control (BMP C140)
• Topsoiling (BMP C125)
• Sodding (BMP C124)
Element #6 -Protect Slopes
• Straw Wattles (BMP C235)
• Grass-Lined Channels (BMP C201)
Element #7 -Protect Drain Inlets
• (none)
Element #8 -Stabilize Channels and Outlets
• Level Spreader (BMP C206)
Element #10 -Control Dewatering
• (none)
Weston Heights North
Technical Information Report
------------
Weston Heights North
Technical Information Report
APPENDIX 8D
GENERAL PERMIT
----------~---
Construction Stormwater General Permit
A copy of the construction stormwater general permit will be added to this appendix once it is obtained.
Weston Heights North
Technical Information Report
APPENDIX 8E
SITE LOG & INSPECTION FORMS
Weston Heights North
Technical Information Report
Site Inspection Forms (and Site Log)
The results of each inspection shall be summarized in an inspection report or checklist that is entered into
or attached to the site log book. It is suggested that the inspection report or checklist be included in this
appendix to keep monitoring and inspection information in one document, but this is optional. However, it
is mandatory that this SW PPP and the site inspection forms be kept onsite at all times during
construction, and that inspections be performed and documented as outlined below.
At a minimum, each inspection report or checklist shall include:
a. Inspection date/times
b. Weather information: general conditions during inspection, approximate amount of precipitation
since the last inspection, and approximate amount of precipitation within the last 24 hours.
c. A summary or list of all BMPs that have been implemented, including observations of all
erosion/sediment control structures or practices.
d. The following shall be noted:
i. Locations of BMPs inspected,
ii. Locations of BMPs that need maintenance,
iii. The reason maintenance is needed
iv. Locations of BMPs that failed to operate as designed or intended, and
v. Locations where additional or different BMPs are needed, and the reason(s) why.
e. A description of stormwater discharged from the site. The presence of suspended sediment,
turbid water, discoloration, and/or oil sheen shall be noted, as applicable.
f. A description of any water quality monitoring perfomned during inspection, and the results of that
monitoring.
g. General comments and notes, including a brief description of any BMP r repairs, maintenance or
installations made as a result of the inspection.
h. A statement that, in the judgment of the person conducting the site inspection, the site is either in
compliance or out of compliance with the terms and conditions of the SW PPP and the NPDES
permit. If the site inspection indicates that the site is out of compliance, the inspection report shall
include a summary of the remedial actions required to bring the site back into compliance, as well
as a schedule of implementation.
i. Name, title, and signature of person conducting the site inspection; and the following statement: "I
certify under penalty of law that this report is true, accurate, and complete, to the best of my
knowledge and belief'.
When the site inspection indicates that the site is not in compliance with any terms and conditions of the
NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the
unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement
appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and
achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance
causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance
Notification requirements in Special Condition S5.F of the permit.
Weston Heights North
Technical Information Report
Site Inspection Form
General Information
Project Name:
Inspector Name: Title:
CESCL#:
Date: Time:
Inspection Type: o After a rain event
o Weekly
o Turbidity/transparency benchmark exceedance
o Other
Weather
Precipitation Since last inspection
Description of General Site Conditions:
Inspection of BMPs
Element 1: Mark Clearing Limits
BMP:
Location I Inspected Functioning
I y N y N NIP
BMP:
Location I Inspected Functioninq
I y N y N NIP
Element 2: Establish Construction Access
BMP:
Location I Inspected
I y N
BMP:
Location I Inspected
I
Weston Heights North
Technical Information Report
y N
Functioning
y N NIP
Functioninq
y N NIP
In last 24 hours
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Element 3: Control Flowrates
BMP:
Location I Inspected
I y N
BMP:
Location I Inspected
I y N
Functionina
y N NIP
Functionina
y N NIP
Element 4: Install Sediment Controls
BMP·
Location I Inspected
I y N
BMP·
Location I Inspected
I y N
Element 5: Stabilize Soils
BMP·
Location I Inspected
I y N
BMP:
Location I Inspected
I
Weston Heights North
Technical Information Report
y N
Functionina
y N NIP
Functionina
y N NIP
Functionina
y N NIP
Functioning
y N NIP
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Element 6: Protect Slopes
BMP·
Location I lnsoected
I y N
BMP·
Location I lnsoected
I y N
Element 7: Protect Drain Inlets
BMP·
Location I Inspected
I
y N
BMP·
Location I lnsoected
I y N
F unctioninq
y N NIP
Functioninq
y N NIP
Functioninq
y N NIP
Functioning
y N NIP
Element 8: Stabilize Channels and Outlets
BMP·
Location I lnsoected
I y N
BMP·
Location I lnsoected
I
Weston Heights North
Technical Information Report
y N
Functioning
y N NIP
Functioninq
y N NIP
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Element 9: Control Pollutants
BMP·
Location I Inspected
I y N
BMP·
Location I lnsoected
I y N
Element 10: Control Dewatering
BMP·
Location I Inspected
I y N
BMP·
Location I Inspected
I y N
Functionino Problem/Corrective Action y N NIP
Functionina Problem/Corrective Action y N NIP
Funclionino Problem/Corrective Action y N NIP
Functionina Problem/Corrective Action y N NIP
Stormwater Discharges From the Site
Observed?
Location
Turbiditv
Discoloration
Sheen
Location
Turbiditv
Discoloration
Sheen
Weston Heights North
Technical Information Report
y N Problem/Corrective Action
Water Quality Monitorina
Was any water quality monitoring conducted? D Yes D No
If water quality monitoring was conducted, record results here:
If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6
cm or less, was Ecology notified by phone within 24 hrs?
D Yes D No
f--
If Ecology was notified, indicate the date, time, contact name and phone number
below:
Date:
Time:
Contact Name:
Phone#:
General Comments and Notes
Include BMP repairs, maintenance, or installations made as a result of the insoection.
Were Photos Taken?
If photos taken, describe photos below:
Weston Heights North
Technical Information Report
D Yes D No
----------------·--"-.. --------~---~
SECTION 9
BOND QUANTITIES, FACILITY SUMMARIES,
AND DECLARATION OF COVENANT
Weston Heights North
Technical Information Report
Bond Quantities, Facilities Summaries, and Declaration of Covenant
Bond Quantities can be provided to the City upon request
Storm drainage facilities are detailed on the engineering plans
A declaration of covenant can be provide as part of the homeowner's association documentation if
required.
Weston Heights North
Technical Information Report
------------------
SECTION 10
OPERATIONS AND MAINTENANCE MANUAL
----------------------
Weston Heights North
Technical Information Report
Operations and Maintenance Manual
The following pages are selections from Appendix A of the 2009 King County Stormwater Design Manual,
applicable to this project:
Weston Heights North
Technical Information Report
NO. 1 -DETENTION PONDS
Maintenance Defect or Problem
Component
Site Trash and debris
Noxious weeds
Contaminants and
pollution
Grass/groundcover
Top or Side Slopes Rodent holes
of Dam, Bern, or
Embankment
Tree growth
Erosion
Settlement
Storage Area Sediment
accumulation
Liner damaged
(If Applicable)
lnJeUOutlet Plpe. Sediment
accumulation
Trash and debris
Damaged
Emergency Tree growth
Overflow/Spillway
Rock missing
Weston Heights North
Technical Information Report
Conditions When Maintenance Is Needed
Any trash and debris which exceed 1 cubic foot
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Grass or groundcover exceeds 18 inches in
height.
Any evidence of rodent holes if facility is acting
as a dam or berm, or any evidence of water
piping through dam or berm via rodent holes.
Tree growth threatens integrity of slopes, does
not allow maintenance access, or interferes with
maintenance activity. If trees are not a threat or
not interfering with access or maintenance. they
do not need to be removed.
Eroded damage over 2 inches deep where cause
of damage is still present or where there is
potential for continued erosion. Any erosion
observed on a compacted slope.
Any part of a dam, berm or embankment that has
settled 4 inches lower than the design elevation.
Accumulated sediment that exceeds 10% of the
designed pond depth.
Liner is visible or pond does not hold water as
designed.
Sediment filling 20% or more of the pipe.
-
Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
Cracks wider than /'2-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
Tree growth impedes flow or threatens stability of
spillway.
Only one layer of rock exists above native soil in
area five square feet or larger or any exposure of
native soil on the spillway.
Results Expected When
Maintenance Is Performed
Trash and debris cleared from site.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover mowed to a
height no greater than 6 inches.
Rodents removed or destroyed and
dam or bem, repaired.
Trees do not hinder facility
performance or maintenance
activities.
Slopes stabilized using appropriate
erosion control measures. If erosion
is occurring on compacted slope, a
licensed civil engineer should be
consulted to resolve source of
erosion.
Top or side slope restored to design
dimensions. If settlement is
significant. a licensed civil engineer
should be consulted to determine
the cause of the settlement.
Sediment cleaned out to designed
pond shape and depth; pond
reseeded if necessary to control
erosion.
Liner repaired or replaced.
Inlet/outlet pipes clear of sediment.
No trash or debris in pipes.
No cracks more than 1/;-inch wide at
the joint of the inleUoutlet pipe.
Trees removed.
Spillway restored to design
standards.
NO. 3 -DETENTION TANKS AND VAULTS
Maintenance Defect or Problem
Component
Site Trash and debris
Noxious weeds
Contaminants and
pollution
Grass/groundcover
Tank or Vault Trash and debris
Storage Area
Sediment
accumulation
Tank Structure Plugged air vent
Tank bent out of
shape
Gaps between
sections, damaged
joints or cracks or
tears in wall
Vault Structure Damage to wall,
frame, bottom, and/or
top slab
Inlet/Outlet Pipes Sediment
accumulation
Trash and debris
Damaged
I
Weston Heights North
Technical Information Report
Conditions When Maintenance is Needed Results Expected When
Maintenance is Performed
Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. Na danger of noxious
vegetation where County personnel
or the public might normally be.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover exceeds 18 inches in Grass or ground cover mowed to a
height. height no greater than 6 inches.
Any trash and debris accumulated in vault or tank No trash or debris in vault.
(includes floatables and non-floatables).
Accumulated sediment depth exceeds 1 0% of the All sediment removed from storage
diameter of the storage area for% length of area.
storage vault or any point depth exceeds 15% of
diameter. Example: 72-inch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than % length of tank.
Any blockage of the vent. Tank or vault freely vents.
Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design.
than 10% of its design shape.
A gap wider than %-inch at the joint of any tank No water or soil entering tank
sections or any evidence of soil particles entering through joints or walls.
the tank at a joint or through a wall.
Cracks wider than %-inch, any evidence of soil Vault is sealed and structurally
entering the structure through cracks or qualified sound.
inspection personnel detennines that the vault is
not structurally sound.
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris accumulated in inlet/outlet No trash or debris in pipes.
pipes (includes floatables and non-fioatables).
Cracks wider than 1h-inch at the joint of the No cracks more than '/.,.-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inlet/outlet pipes.
-----··--------·------------·--·----------
NO. 3 -DETENTION TANKS AND VAULTS
Maintenance Defect or Problem
Component
Access Manhole Cover/lid not in place
Locking mechanism
not working
Cover/lid difficult to
remove
Ladder rungs unsafe
Large access Damaged or difficult
doors/plate to open
Gaps. doesn't cover
completely
Lifting Rings missing,
rusted
Weston Heights North
Technical Information Report
Conditions When Maintenance is Needed
Cover/lid is missing or only partially in place.
Any open manhole requires immediate
maintenance.
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove
cover/lid after applying 80 lbs of lift.
Missing rungs, misalignment, rust. or cracks.
Large access doors or plates cannot be
opened/removed using normal equipment.
Large access doors not flat and/or access
opening not completely covered.
Lifting rings not capable of lifting weight of door
or plate.
Results Expected When
Maintenance is Performed
Manhole access covered.
Mechanism opens with proper tools.
Cover/lid can be removed and
reinstalled by one maintenance
person.
Ladder meets design standards.
Allows maintenance person safe
access.
Replace or repair access door so it
can opened as designed.
Doors close flat and covers access
opening completely.
Lifting rings sufficient to lift or
remove door or plate.
-~-" "-------
NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem
Component
Structure Trash and debris
Sediment
Damage to frame
and/or top slab
Cracks in walls or
bottom
Settlement!
misalignment
Damaged pipe joints
Contaminants and
pollution
Ladder rungs missing
or unsafe
FROP-T Section Damage
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed
Trash or debris of more than :12 cubic foot which ls
located immediately in front of the structure
opening or is blocking capacity of the structure by
more than 10%.
Trash or debris in the structure that exceeds 1
/ 3
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in
volume.
Sediment exceeds 60% of the depth from the
bottom of the structure to the invert of the lowest
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Comer of frame extends more than-% inch past
curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
cracks wider than 1;:; inch.
Frame not sitting flush on top slab, i.e.,
separation of more than-% inch of the frame from
the top slab.
Cracks wider than IS inch and longer than 3 feet,
any evidence of soil particles entering structure
through cracks, or maintenance person judges
that structure is unsound.
Cracks wider than IS inch and longer than 1 foot
at the joint of any inletloutlet pipe or any evidence
of soil particles entering structure through cracks.
Structure has settled more than 1 inch or has
rotated more than 2 inches out of alignment.
Cracks wider than /2-inch at the joint of the
inleUoutlet pipes or any evidence of soil entering
the structure at the joint of the inleUoutlet pipes.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Ladder is unsafe due to missing rungs,
misalignment, rust, cracks. or sharp edges.
T section is not securely attached to structure
wall and outlet pipe structure should support at
least 1,000 lbs of up or down pressure.
Structure is not in upright position (allow up to
10% from plumb).
Connections to outlet pipe are not watertight or
show signs of deteriorated grout.
Any holes-other than designed holes-in the
structure.
Results Expected When
Maintenance is Performed
No Trash or debris blocking or
potentially blocking entrance to
structure.
No trash or debris in the structure.
No condition present which would
attract or support the breeding of
insects or rodents.
Sump of structure contains no
sediment.
Frame is even with curb.
Top slab is free of holes and cracks.
Frame is sitting flush on top slab.
Structure is sealed and structurally
sound.
No cracks more than 1
/ 4 inch wide at
the joint of inletloutlet pipe.
Basin replaced or repaired to design
standards.
No cracks more than 1;:;-inch wide at
the joint of inlet'outlet pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder meets design standards and
allows maintenance person safe
access.
T section securely attached to wall
and outlet pipe.
Structure in correct position.
Connections to outlet pipe are water
tight: structure repaired or replaced
and works as designed.
Structure has no holes other than
designed holes.
NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem
Component
Orifice Plate Damaged or missing
Obstructions
Overflow Pipe Obstructions
Deformed or damaged
lip
Inlet/Outlet Pipe Sediment
accumulation
Trash and debris
Damaged
Metal Grates Unsafe grate opening
(If Applicable)
Trash and debris
Damaged or missing
Manhole Cover/Lid Cover/lid not in place
Locking mechanism
Not Working
Cover/lid difficult to
Remove
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed
Cleanout gate is not watertight.
Gate cannot be moved up and down by one
maintenance person.
Chain/rod leading to gate is missing or damaged.
Control device is not working properly due to
missing, out of place, or bent orifice plate.
Any trash, debris, sediment, or vegetation
blocking the plate.
Any trash or debris blocking (or having the
potential of blocking) the overflow pipe.
Lip of overflow pipe is bent or deformed.
Sediment filling 20% or more of the pipe.
Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
Cracks wider than ;/,,-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inletloutlet pipes.
Grate with opening wider than 7
/ 8 inch.
Trash and debris that is blocking more than 20%
of grate surface.
Grate missing or broken member(s) of the grate.
Cover/lid is missing or only partially in place.
Any open structure requires urgent
maintenance.
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
person.
Results Expected When I Maintenance is Performed
'
Gate is watertight and works as
I designed.
Gate moves up and down easily and l
is watertight. l
Chain is in place and works as
I
designed. '
•
Plate is in place and works as
designed.
Plate is free of all obstructions and
works as designed.
Pipe is free of all obstructions and
works as designed.
Overflow pipe does not allow
overflow at an elevation lower than
design
Inlet/outlet pipes clear of sediment.
No trash or debris in pipes. ;
No cracks more than 11.t-inch wide at
I the joint of the inlet/outlet pipe.
'
Grate opening meets design
standards.
Grate free of trash and debris.
footnote to guidelines for disposal
Grate is in place and meets design
standards.
Cover/lid protects opening to
structure.
Mechanism opens with proper tools.
Cover/lid can be removed and
reinstalled by one maintenance
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem
Component
Structure Sediment
Trash and debris
Damage to frame
and/or top slab
Cracks in walls or
bottom
SetuemenU
misalignment
Damaged pipe joints
Contaminants and
pollution
lnleUOutlet Pipe Sediment
accumulation
Trash and debris
Damaged
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed
Sediment exceeds 60% of the depth from the
bottom of the catch basin to the invert of the
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash or debris of more than :h cubic foot which is
located immediately in front of the catch basin
opening or is blocking capacity of the catch basin
by more than 10%.
Trash or debris in the catch basin that exceeds
1
/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate
odors that could cause complaints or dangerous
gases {e.g., methane).
Deposits of garbage exceeding 1 cubic foot in
volume.
Comer of frame extends more than Y.. inch past
curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
cracks wider than ~ inch.
Frame not sitting flush on top slab, i.e.,
separation of more than Y.. inch of the frame from
the top s!ab.
Cracks wider than ;/2 inch and longer than 3 feet,
any evidence of soil particles entering catch
basin through cracks, or maintenance person
judges that catch basin is unsound.
Cracks wider than ;/2 inch and longer than 1 foot
at the joint of any inleUoutlet pipe or any evidence
of soil particles entering catch basin through
cracks.
Catch basin has settled more than 1 inch or has
rotated more than 2 inches out of alignment.
Cracks wider than %-inch at the joint of the
inleUoutlet pipes or any evidence of soil entering
the catch basin at the joint of the inlet/outlet
pipes.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Sediment filling 20% or more of the pipe.
Trash and debris accumulated in inleUoutlet
pipes {indudes floatables and non-floatables).
Cracks wider than %-inch at the joint of the
inleUoutlet pipes or any evidence of soil entering
at the joints of the inleUoutlet pipes.
Results Expected When
Maintenance is Performed
Sump of catch basin contains no
sediment.
No Trash or debris blocking or
potentially blocking entrance to
catch basin.
No trash or debris in the catch basin.
No dead animals or vegetation
present within catch basin.
No condition present which would
attract or support the breeding of
insects or rodents.
Frame is even with curb.
Top slab is free of holes and cracks.
Frame is sitting flush on top slab.
Catch basin is sealed and
structurally sound.
No cracks more than 1
/ 4 inch wide at
the joint of inleUoutlet pipe.
Basin replaced or repaired to design
standards.
No cracks more than X-inch wide at
the joint of inlet/outlet pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
lnleUoutlet pipes clear of sediment.
No trash or debris in pipes.
No cracks more than ;4-inch wide at
the joint of the inlet/outlet pipe.
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem
Component
Metal Grates Unsafe grate opening
(Catch Basins)
Trash and debris
Damaged or missing
Manhole Cover/Lid Cover/lid not in place
Locking mechanism
Not Working
Cover/lid difficult to
Remove
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed
Grate with opening wider than 7
/ a inch.
Trash and debris that is blocking more than 20%
of grate surface.
Grate missing or broken member(s) of the grate.
Any open structure requires urgent
maintenance.
Cover/lid is missing or only partially in place.
Any open structure requires urgent
maintenance.
Mechanism cannot be opened by one
maintenance person with proper tools. Botts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
person.
Results Expected When
Maintenance is Performed
Grate opening meets design
standards.
Grate free of trash and debris.
footnote to guidelines for disposal
Grate is in place and meets design
standards.
Cover/lid protects opening to
structure.
Mechanism opens with proper tools.
Cover/lid can be removed and
reinstalled by one maintenance
NO. 6 -CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem
Component
Pipes Sediment & debris
accumulation
Vegetation/roots
Contaminants and
pollution
Damage to protective
coating or corrosion
Damaged
Ditches Trash and debris
Sediment
accumulation
Noxious weeds
Contaminants and
pollution
Vegetation
Erosion damage to
slopes
Rock lining out of
place or missing (If
Applicable)
Weston Heights North
Technical Information Report
Conditions When Maintenance is Needed
Accumulated sediment or debris that exceeds
20% of the diameter of the pipe.
Vegetation/roots that reduce free movement of
water through pipes.
Any evidence of contaminants or pollution such
as oil, gasoline. concrete slurries or paint.
Protective coating is damaged; rust or corrosion is
weakening the structural integrity of any part of
pipe.
Any dent that decreases the cross section area of
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Trash and debris exceeds 1 cubic foot per 1,000
square feet of ditch and slopes.
Accumulated sediment that exceeds 20% of the
design depth.
Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Vegetation that reduces free movement of water
through ditches.
Any erosion observed on a ditch slope.
One !ayer or less of rock exists above native soil
area 5 square feet or more, any exposed native
soil.
Results Expected When
Maintenance is Performed
Water flows freely through pipes.
Water flows freely through pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Pipe repaired or replaced.
Pipe repaired or replaced.
Trash and debrls cleared from
ditches.
Ditch cleaned/flushed of all sediment
and debris so that it matches design.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Water flows freely through ditches.
Slopes are not eroding.
Replace rocks to design standards.
NO. 9-FENCING
Maintenance Defect or Problem
Component
Site Erosion or holes under
fence
Wood Posts, Boards Missing or damaged
and Cross Members parts
Weakened by rotting or
insects
Damaged or failed post
foundation
Metal Posts, Rails anc Damaged parts
Fabric
Deteriorated point or
protective coating
Openings in fabric
Weston Heights North
Technical Information Report
Conditions When Maintenance is Needed
Erosion or holes more than 4 inches high and 12-
18 inches wide permitting access through an
openina under a fence.
Missing or broken boards, post out of plumb by
more than 6 inches or cross members broken.
Any part showing structural deterioration due to
rotting or insect damage.
Concrete or metal attachments deteriorated or
unable to support posts.
Post out of plumb more than 6 inches.
Top rails bent more than 6 inches.
Any part of fence (including post, top rails, and
fabric) more than 1 foot out of design alignment.
Missing or loose tension wire.
Part or parts that have a rusting or
scaling condition that has affected
Openings in fabric are such that an 8-
inch diameter ball could fit through.
Results Expected When
Maintenance is Performed.
No access under the fence.
No gaps on fence due to
missing or broken boards, post
plumb to within 1 % inches,
cross members sound.
All parts offence are
structurally sound.
Post foundation capable of
supporting posts even in strong
wind.
Post plumb to within 1 Y2
inches.
Top rail free of bends greatyer
than 1 inch.
Fence is aligned and meets design
standards.
Tension wire in place and holding
fabric.
Structurally adequate posts or parts
with a uniform protective coating.
Fabric mesh openings within 50% of
grid size.
NO. 10 -GATES/BOLLARDS/ACCESS BARRIERS
Maintenance Defect or Problem
Component
Chain Link Fencing Damaged or missing
Gate members
Locking mechanism
does not Jock gate
Openings in fabric
Bar Gate Damaged or missing
cross bar
Locking mechanism
does not lock gate
Support post
damaged
Bollards Damaged or missing
Does not lock
Boulders Dislodged
Circumvented
Weston Heights North
Technical Information Report
Conditions When Maintenance is Needed
Missing gate.
Broken or missing hinges such that gate cannot
be easily opened and dosed by a maintenance
person.
Gate is out of plumb more than 6 inches and
more than 1 foot out of design alignment.
Missing stretcher bar, stretcher bands, and ties.
Locking device missing, no-functioning or does
not link to all parts.
Openings in fabric are such that an 8-inch
diameter ball could fit through.
Cross bar does not swing open or closed, is
missing or is bent to where it does not prevent
vehicle access.
Locking device missing, no-functioning or does
not link to all parts.
Support post does not hold cross bar up.
Bollard broken, missing, does not fit into support
hole or hinge broken or missing.
Locking assembly or lock missing or cannot be
attached to lock bollard in place.
Boulders not located to prevent motorized vehicle
access.
Motorized vehicles going around or between
boulders.
Results Expected When
Maintenance is Performed
Gates in place.
Hinges intact and lubed. Gate is
working freely.
Gate is aligned and vertical.
Stretcher bar, bands, and ties in
place.
Locking mechanism prevents
opening of gate.
Fabric mesh openings within 50% of
grid size.
Cross bar swings fully open and
closed and prevents vehicle access.
Locking mechanism prevents
opening of gate.
Cross bar held up preventing vehicle
access into facility.
No access for motorized vehicles to
get into facility.
No access for motorized vehicles to
get into facility.
No access for motorized vehicles to
get into facility.
No access for motorized vehicles to
get into facility.
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem
Component
Site Trash or litter
Noxious weeds
Contaminants and
pollution
Grass/groundcover
Trees and Shrubs Hazard
Damaged
Weston Heights North
Technical Jnformation Report
Conditions When Maintenance is Needed
Any trash and debris which exceed 1 cubic foot
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
Grass or groundcoverexceeds 18 inches in
height.
Any tree or limb of a tree identified as having a
potential to fall and cause property damage or
threaten human life. A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
Limbs or parts of trees or shrubs that are split or
broken which affect more than 25'% of the total
foliage of the tree or shrub.
Trees or shrubs that have been blown down or
knocked over.
Trees or shrubs which are not adequately
supported or are leaning over, causing exposure
of the roots.
Results Expected When
Maintenance is Performed
Trash and debris cleared from site.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover mowed to a
height no greater than 6 inches.
No hazard trees in facility.
Trees and shrubs with less than 5%
of total foliage with split or broken
limbs.
No blown down vegetation or
knocked over vegetation. Trees or
shrubs free of injury.
Tree or shrub in place and
adequately supported: dead or
diseased trees removed.
NO. 12 -ACCESS ROADS
Maintenance Defect or Problem
Component
Site Trash and debris
Contaminants and
pollution
Blocked roadway
Road Surface Erosion, settlement.
potholes. soft spots,
ruts
Vegetation on road
suriace
Shoulders and Erosion
Ditches
Weeds and brush
Modular Grid Contaminants and
Pavement pollution
Damaged or missing
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance
square feet (i.e., trash and debris would fill up vehicles.
one standards size garbage can).
Debris which could damage vehicle tires or Roadway drivable by maintenance
prohibit use of road. vehicles.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Any obstruction which reduces clearance above Roadway overhead clear to 14 feet
road surface to less than 14 feet. high.
Any obstruction restricting the access to a 10-to At least 12-foot of width on access
12 foot width for a distance of more than 12 feet road.
or any point restricting access to less than a 10
foot width.
Any suriace defect which hinders or prevents Road drivable by maintenance
maintenance access. vehicles.
Trees or other vegetation prevent access to Maintenance vehicles can access
facility by maintenance vehicles. facility.
Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and
inches wide and 6 inches deep. matching the surrounding road.
Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in
hinder maintenance access. height or cleared in such a way as to
allow maintenance access.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a suriace oil film.
Access surface compacted because of broken on Access road surface restored so
missing modular block. road infiltrates.
N0.16-WETPOND
Maintenance Defect or Problem
Component
Site Trash and debris
Noxious weeds
Contaminants and
pollution
Grass/groundcover
Side Slopes of Dam, Rodent holes
Berm, internal berm
or Embankment
Tree growth
Erosion
Top or Side Slopes Settlement
of Dam. Berm,
internal berm or
Embankment
Irregular surface on
internal berm
Pond Areas Sediment
accumulation (except
first wetpool cell)
Sediment
accumulation (first
wetpool cell)
Liner damaged (If
Applicable)
Water level (first
wetpool ce!I)
Algae mats (first
wetpool cell)
Gravity Drain Inoperable valve
Valve won't seal
---------·-------------
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed Results Expected When
Maintenance Is Performed
Any trash and debris accumulated on the Wetpond site free of any trash or
wetpond site. debris.
Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Any evidence of rodent holes if facility is acting Rodents removed or destroyed and
as a dam or berm, or any evidence of water dam or berm repaired.
piping through darn or berm via rodent holes.
Tree growth threatens integrity of dams. berms or Trees do not hinder faCllity
slopes. does not allow maintenance access, or periormance or maintenance
interieres with maintenance activity. If trees are activities.
not a threat to dam, berm or embankment
integrity, are not interfering with access or
maintenance or !eaves do not cause a plugging
problem they do not need to be removed.
Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate
of damage is still present or where there is erosion control measures. If erosion
potential for continued erosion. Any erosion is occurring on compacted slope. a
observed on a compacted slope. licensed civil engineer should be
consulted to resolve source of
erosion.
Any part of a dam, berm or embankment that has Top or side slope restored to design
settled 4 inches lower than the design elevation. dimensions. If settlement is
significant. a licensed civil engineer
should be consulted to determine
the cause of the settlement.
Top of berm not uniform and level. Top of berm graded to design
elevation.
Accumulated sediment that exceeds 10% of the Sediment cleaned out to designed
designed pond depth. pond shape and depth.
Sediment accumulations in pond bottom that Sediment storage contains no
exceeds the depth of sediment storage (1 foot) sediment.
plus 6 inches.
Liner is visible or pond does not hold water as Liner repaired or replaced.
designed.
First cell empty. doesn't hold water. Water retained in first cell for most of
the year.
Algae mats develop over more than 10% of the Algae mats removed (usually in the
water surface should be removed. late summer before Fall rains,
especially in Sensitive Lake
Protection Areas.)
Valve will not open and close. Valve opens and closes normally.
Valve does not seal completely. Valve completely seals closed.
N0.16-WETPOND
Maintenance Defect or Problem
Component
Emergency Overflow Tree growth
Spillway
Rock Missing
Inlet/Outlet Pipe Sediment accumulation
Trash and debris
Damaged
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed Results Expected When
Maintenance ls Performed
Tree growth impedes flow or threatens Trees removed.
stability of spillway.
Only one layer of rock exists above Spillway restored to design
native soil in area five square feet or standards.
larger, or any exposure of native soil at
the top of out flow path of spillway. Rip-
rap on inside slopes need not be
replaced.
Sediment filling 20% or more of pipe. Inlet/outlet pipes clear of sediment.
Trash and debris accumulated in inlet/outlet pipes No trash or debris in pipes.
(includes floatables and non-floatables).
Cracks wider than %-inch at the joint of the No cracks more than 14-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inlet/outlet pipes.
N0.17-WETVAULT
Maintenance Defect or Problem
Component
Site Trash and debris
Treatment Area Trash and debris
Sediment
accumulation
Contaminants and
pollution
Vault Structure Damage to wall,
frame, bottom, and/or
top slab
Baffles damaged
Ventilation
lnleUOutlet Pipe Sediment
accumulation
Trash and debris
Damaged
Gravity Drain Inoperable valve
Valve won't seal
Access Manhole Access cover/lid
damaged or difficult to
open
Locking mechanism
not working
Cover/lid difficult to
remove
Access doors/plate
has gaps, doesn't
cover completely
Lifting Rings missing,
rusted
Ladder rungs unsafe
Weston Heights North
Technical Information Report
Condition When Maintenance is Needed Results Expected When
Maintenance is Performed
Trash and debris accumulated on facility site. Trash and debris removed from
facility site.
Any trash and debris accumulated in vault No trash or debris in vault.
(includes floatables and non-floatables).
Sediment accumulation in vault bottom exceeds No sediment in vault. I the depth of the sediment zone plus 6 inches.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil. gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oi! film.
Cracks wider than %-inch, any evidence of soil Vault is sealed and structurally
entering the structure through cracks, vault does sound.
not retain water or qualified inspection personnel
determines that the vault is not structurally
sound.
Baffles corroding, cracking, warping and/or Repair or replace baffles or walls to
showing signs of failure or baffle cannot be specifications.
removed.
Ventilation area blocked or plugged. No reduction of ventllation area
exists.
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes (indudes floatables and non-floatables).
Cracks wider than Yz-inch at the joint of the No cracks more than ";.;-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inlet/outlet pipes.
Valve will not open and close. Valve opens and closes normally.
Valve does not seal completely. Valve completely seals closed.
Access cover/lid cannot be easily opened by one Access cover/lid can be opened by I
person. Corrosion/deformation of cover/lid. one person.
Mechanism cannot be opened by one Mechanism opens with proper tools.
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove Cover/lid can be removed and
cover/lid after applying 80 lbs of lift. reinstalled by one maintenance
person.
Large access doors not flat and/or access Doors close flat and covers access
opening not completely covered. opening completely.
Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
or plate. remove door or plate.
Missing rungs, misalignment, rust, or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
26