HomeMy WebLinkAbout03776 - Technical Information Report � ,
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� INSIGHT ENGINEERING CO.
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�� TECHNICAL INFORMATION REPORT
In
King County, WA.
Prepared for
City of Renton
Renton City Hall - 6th Floor
10�5 South Grady Way
Renton, WA 98057
Project Site Location:
Talbot Rd. S & S SSth St.
Renton, WA 980�5
Applicant: Contact:
Kimberly's Place, LLC IECO
11625 Rainer Ave. S. P.O. Box 1478
Seattle, ��'A 98178-3983 Everett, WA 98206
425-303-9363
Tax ld: 79310001�106
File# : LUA08-043 ,
Construction Permit#: U13003422
IECO Project: 11-0�39 ,
Certified Erosion and Sedimentation Control Lead: ,
To be named by the contractor
Storm���ater Site Plan Prepared By:
Jacob D. Meale}-, E.LT.
1� R'� k'
TIR Preparation Date: Q' "���` �}'�•S�i�'9
ti:�. , `4 ����
June 20, 2013 �'� ,��!4 �a�.� �:.� �
�;�n ;. ,1;�;�� r,�t
Revised on: November � 2014 � - -
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Appro�imate Construction Date: ��:''���, t-�'= L�_ �,:�
r,s,�:.t s s�:.���, �,
August 1, �014 ' '��!vAi- `�'
�I' `� ZUj�
P.O Box 1478 • Everett, WA 98206 • P: 425.303.9363 �
F: 425.303.9362 • info@insightengineering.net �
3 ? 7� �
TABLE OF CONTENTS
SECTIOn I - PROJECT OVERVIE`�'
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SECTIOV II - COVDITIONS OF �PPRO�'�L
SECTION III - OFFSITE AVALI'SIS
SECTIOI� iV - CORE AVD SPECIAL REQUIREM1tE1�TS
SECTION V - FLO��' CONTROL AND �'�'ATER QLiaLITY ANALY"SIS
A1�D DESIGN
SECTI01� VI - CONVEYAnCE SYSTEl��i A�IALYSIS
SECTION VII - EROSION /SEDI��IENTATIOl� CONTROL DESIGti
SECTION VIII - APPENDIX
', SECTION I—PROJECT OVERVIEW
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The proposed project "Talbot& SStli" is located at the intersection of Talbot Rd.
I S & South S�th St. in King County, Washington. More generally, the project site is
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� located in Section 6, Township 22 North, and Range 5 East of the ��v'illamette Meridian in
� King County, Washington. Refer to Vicinity Map attached in the next page for more
f details. The project site currently exists as undeveloped. There is a small wetland existing
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� on-site that will remain undisturbed���ith a 50-ft buffer. Refer to the ���etland report by
� Genesis Resource Consulting for more details.
The project contains approximately 2.91 acres. The proposal is to construct seventeen
nevv single-family homes, approximatel}- 325-1f of public road with associated utilities.
access for the site �-i11 be from South SSt� St.
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� The majority of the site slopes west across the property. Per Soils Survey of King County
area, the project site contains AgC (Aldervvood gravelly sandy loam, 6 to 15 percent
� slopes) soils Please refer to the soils map attached later in this section for more details.
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� This report will follow the Technical Information Report requirements, per 2005 King
County Surface Water Design Manual. The project «-i11 provide an open pond towards
detention requirements per the 2005 KCSWDM recommendations. A Perk Filter
manufactured by KriStar Enterprises Inc. is proposed do��mstream of detention to
provide adequate water quality. The outflow from the detention facility will be tight lined
to the existing starm system on Talbot road to continue its natural drainage path. �
� VICINITY MAP
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TAKEN FROM BING MAPS �'
J FIGURE 1. i�ICINITY MAP
Talbot
Renton, Washington
INSIGHT ENGINEERING t0.
SCALE: DATE: 6/ZO/I� Jos�: 11-0539
P.O.Box 1478 Everett,WA 98206 1"= 1,222'
425-303-9363,425-303-9362 f. FILE NA1�iE:
Info�ainsightengineering.net B�': SJM 11-0539/doc/drainage report
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SOIL MAP
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SOILS LEGEND
A�C—Alder�ti�ood �ravell� sandv loam, 6 to 15
J SOIL MAP
Talbot
Renton, Washington
INSIGHT ENGINEERING CO.
SC�ONE DATE: 6IZO/13 JOB#: 11-�J�9
P.O.Box 1478 Everett.WA 98206
425-303-9363,425-303-9362 f. FILE NANIE: ''
Infoi�insightengineering.net B�' SJ�1 11-05391docsldriange report
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SECTION II—CONDITIONS OF APPROVAL
Refer to the following pages for Conditions of Approval. Based on the conditions of
approval, we have made the following changes along with the construction plans.
1. A note has been added on Sheet C 1 to dedicate the open space Tract 998 to the
Home Owner's Association.
� 2. The open space area has been graded not to exceed 5%.
I 3. A recreation space plan has been included in the submittal.
� 4. A landscape plan has been included in the submittal. Per KCC 21A.16.330, an
irrigation plan is at the Applicant's Option the applicant is not intending to submit '�i
an irrigation plan. Refer to the landscape plan for an Irrigation Assessment. I
� 5. The 50-ft wetland buffer will be undisturbed. But, to install the frontage
� improvements along Talbot Road, 2,406 SF area will be disturbed. This will be
mitigated at next to Lot 12 (423 SF) and next to Lot 11 (2019 SF) which equates
to 2,442 SF of mitigated area. This will be continuous to the buffer azea. Please
refer to the Wetland Buffer Mitigation Plan included in the Appendix for more
� details.
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I6. All sewer manholes will have access to it. A gravel road through driveways of Lot
� 14 and Lot 15 is proposed to access Manhole #3.
' 7. All easements will be recorded prior to final plat.
8. There are no trees exist on-site and therefore no Tree retention plan is required.
iRefer to the downstream analysis for a description of the site.
( 9. Wetland Tract is called as NGPA and shown on Sheet C 1. The remainder of the
� condition will be completed at the Final Plat stage.
10. Comment Noted.
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M 8 BEFORE THE HEARING EXAMINER FOR THE CITY OF RENTON
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� 10 �� Talbot and 55th ) FINAL DECISION
` 11 PreGminary Plat �
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12 LUA08-043, PP )
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� SUMMARY
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16 T�e Applicant requests preliminary plat approval for a 171ot residential subdivision. The preliminary
� plat is approved with conditions.
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1 g TESTIMONY
19 Vane�sa Bulbee, Renton Senior Pianner, stated tne appiicaiion is for a preiiminary plai at Taibot and
20 55`� St. The site has been subject to a settlement agreement, MT Development LLC v. Renton. The
agreement vests the project to King County's 2007 code and waives processing and city impact fees.
21 The site is a vacant lot located in the SE corner of Talbot Road S and S 55`� St. It is approximately
291 acres and within the urban residential King County Comprehensive plan designation and R-6
�2 zone. The proposal is for 17 lots and 3 tracts with a density of 5.8 dwelling units per acre. The lots
�3 range from 4,000 to 6,900 sq ft. The three tracts are for stormwater drainage, wetland, and open
space. The site contains a 1400 sq ft, category 4 wetland, per King County Code. This wetland
�4 designation requires a 50 ft buffer. A new public road off of S 55�' St will provide access to the site.
'I'he project proposes frontage improvements along both Talbot Rd and SStb St with 1300ft of
?5 dedication. An additional 17000ft of dedication would be provided via the new public access road.
26 The landscape plan was not provided with the application materials. The project is exempt from
SEPA review under King County regulations because it is less than 20 lots. No public or agency
PRELIMINARY PLAT- 1
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1 comments were received. The proposal is consistent with relevant King County Comprehensive
policies and will be compliant with zoning regulations if all of the conditions of the project are
2 followed. On-site recreation space is proposed at 390sq ft per lot, and a 6,700sq ft of open space tract
3 is proposed. The applicant did not provide details of the open space, but King County Code requires
two play areas, one being a tot-lot. The project's tree requirement is one for every 40ft of frontage.
4 Significant trees within the interior of the development should be retained at a rate of 10 trees per acre
or 5 percent, whichever is greater. Based on a site visit, there are very few trees on the property that
5 meet King County's definition of a significant tree. A wetland delineation report dated March 26,
� 2012 was prepared and noted that a portion of the on-site wetland extends into the Talbot Rd right-of-
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way. There is a planned SOft wetland buffer; however, the frontage improvements along Talbot Rd
� � will impact this buffer. This impact requires mitigation of a rate of 1:1. Police and fire staff have
` indicated that sufficient resources exist to provide for the new residences. Ker.t School TJistrict car.
, g accommodate any new students as well. New water and sewer lines would be required as part of the
� 9 development. An open pond will provide water quality as dictated by 2005 King County Surface
Water Design Manual. Staff recommends approval of the application, subject to the nine conditions
( 1 p listed in the staff report. Moving the sidewalk to the east would not mitigate the wetland buffer
impact and would require portions of the sidewalk to move off-site. One condition of approval is that
11 a recreation plan be provided. This pIan would include details on the proposed play areas.
12 Bryan Kaleb, on behalf of applicant, stated that the applicant agrees with all conditions set forth by
13 city staff.
14 EXHIBITS
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Exhibits 2-14 listed on page 2 of the February 19, 2013 Staff Report, in addition to the Staff Report
� 16 itself (Ex. 1), were admitted into evidence during the public hearing_ Staff s power point
` presentation was admitted as Ex. 1�.
� 17
( 1 g FINDINGS OF FACT
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Procedural:
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1. Applicant. MT Development, LLC.
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2. Hearin�. The Examiner held a hearing on the subject application on February 19, 2013 in
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the City of Renton Council Chambers.
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3: Project Description. The applicant requests preliminary plat approval for a 17 lot residential
24 subdivision. The proposal is vested to 2007 King County development standards per a Settlement
�� Agreement dated October 9, 2007, MT Development, LLC v. Renton, Ex. 13. The subject parcel is
located in the SE corner of S SSth St. and Talbot Road S. and consists of 2.91 acres. The gross
?6 density of the site would be 5.80 dwelling units per acre. The site is currently vacant, vegetative
PRELIMINARY PLAT - 2
1 cover consisting mainly of brush and grass. The proposed lot sizes will range from 3,920 SF to
2 6,919 SF and would include a detention water quality pond in "Tract 999". The proposed plat also
would contain two other tracts for wetlands and open space. The development would be accessed
3 via a nev�� road dedicated to the City consisting of 18,249 SF, with ingress and egress at S. SSth St.
, 4 ending in a cul-de-sac. The applicant submitted a wetland reconnaissance indicating a Category IV
Wetland, that will be protected by a 50 foot buffer.
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� 4. Adequacv of Infrastructure/Public Services. The project will be served by adequate
I 6 infrastructure and public services. Specific public infrastructure and services are addressed as
' � follows:
� g A. Water and Sewer Service. Water and sewer service will be provided by the City of
� Renton. 'There is an existing 12" DI water main located in Talbot Rd S. The
9 applicant will be required to install an 8 inch DI water main in S SSth St., from Talbot
� 1� d. S along the full frontage of the parcel being developed to the east property line.
In addition, the applicant will be required to install a 12 inch DI waterline in Talbot
r` 11 Rd. S. connecting to the existing 12 inch main in Talbot Rd. S. at S. SSth St. and
r extend it in Talbot Rd. S to the south property line of the proposed plat. Furthermore,
12 an extension of an 8 inch main in the new public internal road will be required from
� the south end of the cul-de-sac to the west, connecting with the new 12 inch main to
13 be installed in Talbot Rd. S.
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� There is an existing 8" sanitary sewer main in S SSth St. and in Talbot Rd S. The
15 installation of a sanitary sewer main in the new public street is required, in the
� approximate vicinity of new Lot 5, extending the main to the west to SSMH #5, thus
� 16 eliminating the diagonal run shown on the conceptual sewer plan from SSMH#6
� 1� (E�ibit 7). In addition an access road for the City along with an easement shall be
� provided from Talbot Rd. S. to allow for a drivable surface to SSMH #3. Staff
1 g recommends this access be provided as a condition of approval. Individual side
� sewers will be required to be installed to serve the new lots, dual side sewers will not
� i 9 he allowed.
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� B. Police and Fire Protection. Police and Fire Prevention staff indicates that sufficient
( 21 resources exist to furnish services to the proposed development. Typically the application
� 22 would be required to pay code required impact fees, however due to the settlement
agreement, the applicant is not required to pay fire impact fees.
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' 24 C. Draina�e. Under existing conditions the site drainage infiltrates as the site is currently
' undeveloped and forested. The storm drainage and TESC standards for the project are
' 25 establishad by the 2005 King County Surface Water Manual (KCSWM). The
1 26 development site is required to meet both detention and water quality improvements_
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i PRELIMINARY PLAT - 3
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2 The applicant submitted a Preliminary Technical Information Report ("TIR") prepared by
Insight Engineering Co., dated December 5, 2012 (Exhibit 12). Based on the provided
3 TIR the applicant is proposing to develop an open pond to meet the detention
4 requirements and a bio-swale downstream of the proposed detention pond to provide
adequate water quality. The applicant has proposed to tight line the outflow from the
� 5 detention facility to the existing storm system in Talbot Rd. S. The project would
6 maintain the site's natural drainage pattern. A final storm drainage report would be
! required to be submitted with formal construction permit application.
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i8 D. Parks/Open Space. KCC 21A.14.18U governs the standards for parks and open space. It
� requires 390 square feet per lot for the project, totaling 6,630 square feet. The proposal
� 9 exceads this requirement by providing for 6,710 square feet. However, as discussed in
` 10 the staff report, the proposed recreation/open space fails to meet maximum grade
f requirements and expressly meet other KCC 21 A.14.180 code requirements as well.
! l l Since sufficient space is set aside to satisfy open space/recreational requirements, the
� 12 more specific requirements of KCC 21 A.14.180 can be met by a condition requiring the
� preparation of recreation space plan for review and approval by staff.
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' 14 E. Streets. The applicant proposes to make frontage improvements along Talbot Rd. S and
I S. SSth St. as well as to construct a new internal cul de sac. Staff have determined the
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proposed street improvements comply with King County Road Desi and Construction
� 16 Standards—2007. The improvements include sidewalks and st i ting.
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` The staff report does not contain any assessment of trip generation or impacts to off-site
1 g traffic facilities. Normally such impacts would at the least be assessed by traffic impact
� 19 fees, but those fees have been waived as consideration for the settlement of a lawsuit
' pertaining to the project. See Ex. 13. It is understood that City staff likely considered off-
' 20 site traffic impacts and did a concurrency analysis. However, since there is no trip study
21 in the record and no suggestion that off-site impacts were considered, the conditions of
approval will address this issue.
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k 23 F. Schools. The staff report concludes that it is anticipated that the Kent School District
` can accommodate any additional students generated by this proposal at the following
� 24 schools. A School Impact Fee, based on new single-family lot, will be required in order
25 to mitigate the proposal's potential impacts to the Kent School District. The fee is
lpayable to the City as specified by the Renton Municipal Code. Currently the fee is
` 26 assessed at $5,486.00 per single family residence. The settlement agreement waives all
� PRELIMINARY PLAT - 4
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� 1 City fees including impact fees, however the School District fee is not a City fee, but a
� 2 School District fee, therefore, the subject impact fee would still be assessed as a part of
r the subject project.
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4 5. Adverse Impacts. There are no adverse impacts associated with the proposal. As discussed
in Finding of Fact No. 4, the proposal provides for adequate infrastructure and is served by adequate
5 public services. There are no critical areas on site except for a Category IV wetland_ The wetland has
been delineated and fifly foot buffers have been integrated into the proposal as required by King
6 County regulations. As noted in the staff report, some Talbot Road frontage improvements do
encroach into the fifty foot wetland buffer, but this type of encroachment is authorized by King
� County regulations. As further noted in the staff report, p.8, further wetland impact analysis and
g corripensation is necessazy to assure that the wetland will not be adversely affected by the
encroachment. Since there is adequate space in the proposed plat to accommodate any reasonably
9 necessary buffer compensation, the analysis and compensation will be made a condition of approval.
10 Aesthetics of the proposal will be addressed to the extent authorized by applicable regulations by the
11 imposition of conditions that require tree retention and landscaping plans to ensure consistency with
King County tree retention and landscaping requirements.
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1; Conclusions of Law
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1. Authoritv. RMC 4-7-020(C) and 4-7-050(D)(5)provide that the Hearing Examiner shall hold
15 a hearing and issue a final decision on preliminary plat applications.
16 2 Zoning/Comprehensive Plan Desi�nations. The subject property is vested to the 2007 King
17 County zoning designation of R-6. See Ex. 13.
1 g 3. Review Criteria. As agreed in the settlement agreement that applies to this case, See Ex. 13,
19 �ng County development standards in effect in 2007 apply to the proposal. King County
development standards do not segregate discretionary review standards from those that typically
�� apply during engineering review, but instead simply require compliance with a laundry list of both
�1 discretionary and ministerial standards. See KCC 19A.08.060. One of those standards is Chapter
58.17 RCW, which conta.ins the discretionary level of review standards required of all Washington
�2 cities and counties. In particular, RCW 58.17.110 sets the "adequacy of infrastructure" criterion,
23 which is the heart of discretionary subdivision review and the one criterion that the King County
hearing examiner focuses upon in its preliminary plat decisions. See, e.g., King County Hearing
24 Examiner Shultz Preliminary Plat Decision, LOOP0005. Consequently, review of the proposed
25 preliminary plat will be limited to application of RCW 58.17.110, with the understanding that staff
has found compliance with the other standards identified in KCC 19A.08.060 as far as necessary for
26 preliminary plat design and that final compliance will be determined and enforced through
PRELIMINARY PLAT - �
1 engineering review and the final plat approval process. Further, as discussed in the findings of fact,
2 the engineering standards of KCC 19A.08.060 are often used to assess the adequacy of
improvements assessed under RCW 58.17.110. It is also determined that the proposal is consistent
3 with the King County Comprehensive Plan, as determined in the staff report, the findings and
4 conclusions of which that pertain to the Comprehensive Plan are adopted by this reference as if set
forth in full.
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� The applicable subdivision criterion, RCW �8.17.110, is quoted below in italics and applied by a
6 corresponding conclusion of law.
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� RCW 58.17.110(1): The citv, town, or county legislative body shall inquire into the public use
' g and intef�est proposed to be served by the establishment of the subdivision and dedication. It shall
determine: (a) If appropriate provisions are made for, but not limited to, the public health, safety,
` 9 and general welfare,for open spaces, drainage ways, streets or roads, alleys, other public ways,
10 transit stops, potable water supplies, sanitary wastes, parks and recreation, playgrounds, schools
and schoolgrounds, and shall consider all other relevant facts, including sidewalks and other
11 Planning features that assure safe walking conditions for students x�ho only walk to and from
I school; and(b) whether the public interest will be served by the subdivision and dedication.
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� 13 4. Consistency with RCW 58.17.110. The proposal provides for adequate infrastructure as
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� 14 required by RCW 58.17.110 as determined in Finding of Fact No. 4. The public interest and public
health, safety and welfare will be served by the proposal because it will not create any significant
I i s adverse impacts as determined in Finding of Fact No. 5, is served by adequate infrastructure and
public services and provides for housing and for the reasonable development of land.
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l� DECISION
� I g The proposed preliminary plat is approved, subject to the following conditions:
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� 19 1. The open space shall be placed in a separate tract and that tract shall be dedicated to a
� homeowner's association or other workable organization acceptable to the director, to
� 20 provide continued maintenance of the recreation space tract consistent with KCC
' 21 21A.14.200.
h2. The applicant shall re-design the grading plan, to provide an open space tract that does
' 22 not exceed the 5 percent grade maximum. The updated grading plan shall be submitted
for review and approval by the Current Planning Project Manager, prior to construction
23 permit issuance.
� 3. The applicant shall provide a recreation space plan for review and approval by the
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� Current Planning Project Manager with the construction permit application. The
25 recreation space plan shall be approved prior to construction permit issuance and shall
comply with all requirements of the King County Code, including KCC 21 A.14.180.
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PRELIMINARY PLAT - 6
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� 1 4. A landscape plan and irrigation plan consistent with KCC 21A.16.115 shall be provided
� for review and approval by the Current Planning Project Manager with the construction
� 2 permit application. The landscape plan shall be approved prior to construction permit
� issuance.
5. The applicant shall redesign the wetland tract to comply with the wetland mitigation
4 requirements in 21A24.340 and provide an evaluation prepared by a qualified
professional identifying compliance with the requirements of 21 A.24.340 prior to
5 construction permit issuance. The updated wetland tract and associated mitigation
6 documents shall be approved by the Current Planning Project Manager prior to
construction permit issuance.
` 7 6. An access road and easement shall be provided for the City to Sanitary Sewer Manhole
1 #3. Such access shall be from Talbot Road S and be constructed of a drivable surface.
g Review and approval of the access design shall be completed by the Plan Review Project
9 Manager prior to construction permit issuance. The access easement shall be recorded
with the final plat.
10 7• The two private access easements shall be recorded at the time of final plat recording.
8. The applicant shall provide a tree retention plan which is in compliance with the KCC16-
� 1 82-156 for review and approval by the Current Planning Project Manager prior to
12 construction permit issuance.
9. The wetland tract shall be placed in a Native Growth Protection tract and shall be
13 recorded on the face of the plat. In addition, a Home Owner's Association shall be
created and each land owner of the subdivision shall have a shared undivided interest in
14 the NGPE tract.
� 10. If not done so already, City staff shall ensure that the proposal complies with the City's
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concurrency regulations and that all off-site traffic impacts have been adequately mitigated.
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DATED this 7�' day of March, 2013.
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18 Isl Phil Olbrechts (Signed original in officialfile)
19 Phil A. Olbrechts
� City of Renton Hearing Examiner
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� Appeal Right and Valuation Notices
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24 RMC 4-8-1 l0(E)(9) provides that the final decision of the hearing examiner is subject to appeal to
the Renton City CounciL RMC 4-8-110(E)(9) requires appeals of the hearing examiner's decision
25 to be filed within fourteen (14) calendar days from the date of the hearing examiner's decision. A
request for reconsideration to the hearing e examiner may also be filed within this 14 day appeal
26 period as identified in RMC 4-8-110(E)(8) and RMC 4-8-100(G)(4). A new fourteen (14) day
PRELIMII�TARY PLAT - 7
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1 appeal period shall commence upon the issuance of the reconsideration. Additional information
( regarding the appeal process may be obtained from the City Clerk's Office, Renton City Hall — 7�'
2 floor, (425) 430-6510.
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� Affected property owners may request a change in valuation for property t� purposes
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4 notwithstanding any program of revaluation.
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PRELI'v1INARY PLAT - 8
� SECTION III-OFFSITE ANALYSIS
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LEVEL 1 DOWNSTREAM ANALYSIS
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A level 1 downstream analysis was performed by Pacific Engineering Design,
; LLC, dated April 22, 2008. The analysis was field verified by Insight Engineering
Company on August 10, 2012 and is included in the appendix.
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SECTIUN IV—C�ItE AND SPECIAL REQUIREMENTS
1.2.1 Core Requiren�cnt #1: llischarge at the ?�atural Loc�tion
The proposed project�s stornt ���ater��i11 he dischar�ed tc� tlae draina�,�c s��st��i� ��itnin
Talbot Kd. at the south��est corner of the site to follo��� its natural lacation.
1.2.2 Core Requirement#2: Off-site Analysis
Refer to Section VII Appendix for Level one do��=nstream analysis by Pacifie Engineering
Ih�i��n.
1.2.3 Care Requirement#3: Flow Control
On-site flow control will be provided by an 104' x 49.67' x 10.69' on-site detention vauit
designed using Vdestem Washington Hydrology Model V 3A (WWHM}. Onsite
Storm�vater management is to include the use of perforated tight line connections on eaeh
of the lots, to mitigate and infiltrate the stormwater from the smaller storm runoff from
the roof drains of the houses; to the maximum extent feasible. Drainage from ihe
de��eloped site will be cc�llected via catch basins and directed to an on-site detention rault
through a closed pipe s��stem_
1.2.4 Core Requirement#4: Conr•eyance S�-stem
Site runof�w�ill be col(eeted by means of yard drains, catch basins and roc�f drains.
Collected runoff�vill be conveyed to the detention facility� v��ithin pipelines designed to
�5-year peak tlows and checked for flooding conditions at the 100 year event.
� 1.2.5 Core Requirement#5: Erosian and Sediment Control
I
During canstruction of the infrastructure for Talbot& �5�' Preliminary Plat development,
temporary erosion control methods will be implemented to prevent sedimentation and
erosion using those methods as outlined in section 1.2.5.1 af the KCSVJDM. T`he
exca��a�ian for the detention facility u-ill be used as a temporary erosion and sediment
control pond during the construetion period.
1.2.6 Core Requirement#6: i1�Iaintenance and �perations
'I'his requirement uiil be fuifilled by-the property owner until bonds have been released
and public drainage system{s}have been canveyed to City of Renton.
1.2.7 Core Requirement#7: Financial Guarantees anci Liabilitr
Bond and insurance in accordance w7th City of Renton requirements will be provided b}'
or at the behest c�f the o���ner during site construction and until the drainage facilities in
�ublic street ri�.hts-of=��av have been accepted b�� Cit� of Renton for o���nership.
i
1.2.8 Core Requirement#8: Water Quality I
A Perk Filter manufactured by KriStar Enterprises Inc. is proposed downstreatn of
detention to provide adequate �-ater quality.
Speciai Requirements—Section 1.3 of KCSWDM
1.3.1 Special Requirement#1: Other Adopted Area Specific Requirements
Not applicable to this project
1.3.2 Special Requirement#2: Flood Plain/Fload�s�ay Delineation
Not applicable to tlus project
1.3.3 Special Requirement#3: Flood Protection Facilities
Not applicable to this projzct
1.3.4 Special Requirement#4: Source Controls
Not appIicable t� this project �
1.3.5 Special Requirement#5: Oil Control
tiot applicable to this project
SECTI�N V—FLOV4� CONTROL :�NU ���'�TER Qti�LITY A�IAL�SIS AND
DESIG�'
Tl�e site contains one draina�e basin that sheet flr�ws to the ��°est across the propert�� and
enters into the existing storm draina�e sy�stem on Talhot Rd that eventually discharges
into Springbroak Creelc.
�Ihe project ��ill provide an detention vault to��ards detention require�nents per th� 2005
KCSVv'DN1 recom�nendations. A 4k9 Perk Filter Vault with �-12"il8"cartrid�e stacks
nlanufacturetl by KriStar Enterprises, Inc. is praposed downstream of detentic�n to
pr�vide adequate ti�ater quality. �
DETENTIO�t �NALYSIS
7he propc�sed detenti4n vau]t param�ters are as fol�ow�s_
ti4'VvH?�� I��Iethodolo�y�.
Seatac Rainfall regian w=ith a scale factor of 1.0.
.41de�-vti�ood Sc�ils hace a hydroio�ic classificatian c�f"C". This ec�rrespands ta Till sc�ils of !
:`1gC soil group.
Existin� Canditions:
Total site area =2.91 Acr�s
��'etland and Buffer area =0.27 Acres
�ite area included in the analvsis =2.91-0.27 = 2.6� Acres
C�ffsite frontage Az-ea =0.23 Acres (Modeled as Tiil Forest}
Totai Existing Basin area =2.64+0.23=2.87 �cres
'I'ill �orest �trea =2.87 Acres
Kefer to the L-xistin,� Basin Map attached later in this section for�nore details.
De�°elonec� Cond'sti+�ns:
Total site area =2.91 �cres
t�v'etland and Buffer area =0.27 �cres
Site area included in the analysis =2.91-0.27= 2.f�4 Acres
Fronta e are included in ihe analvsis=Q.06 Acres ,
Tatcri urc?u includec�in the anAlysrs = ?.?0:4cres i
Irtiperviou5 area: ,
Sit�impervious area =2.6� x 0.70= l.85 Acres (r�ssume 70°fe
impenriaus caverage per KCC 21A.12.03�}
Fronta�e inipen�ious area = 0.0� Acres
Tatal impenFic�u� in be detained = 1.89 Aeres
Till Grass area = 2.70 - 1.89 = 0.81 Acres
Offsite Frontage Improvements (modeled as bypass):
(
Offsite frontage total area = 0.17 Acres
Frontage impen�ious = 0.14 Acres
Frontage Till Grass = 0.03 Acres
**These areas will bypass the proposed detention system and will continue to follow
their natural drainage path. The bypass area along South �5`h St contains 0.0� acres
that will be conveyed to the exiting ditch along South S�t" St. This area will be
bypassed because the South 55`h St moderately slopes to the west and this portion of
the project has a grade difference of 13-ft to the grade at the entrance of the site
which would require a deeper prohibitively expensive drainage system. The bypass
' area along Talbot Road S. contains 0.11 acres of impervious areas and 0.03 of
pervious areas that will continues its natural drainage path that flows south through
the roadside ditch alongside Talbot Road S. This area will bypass the site because
this portion of Talbot Road S. is 4-ft belovv the 50-yr storage elevation at the
highest point. The detention vault is constrained by the outfall elevation and
therefore cannot be lowered. In order to include this azea into the analysis, a
prohibitively expensive drainage system would be required. The runoff from the
bypass areas will be minimal and are not anticipated to negatively affect the
downstream channel.
i
.
------------------------------------------------------------------------------------------------------------
Total area = 2.70 +0.17 = 2.87 Acres
Total Impervious area = 1.89 + 0.14 = 2.03 Acres
Total Till Grass area =0.81 + 0.03 = 0.84 Acres
`
� Required Detention�'olume = 50,960 CF
�
Detention Volume provided = 50,960 CF
The detention vault is 104-ft long, 49.67-ft wide and 10.69-ft deep with 8-inch concrete
vertical walls.
�
The vault will provide 10-ft of live storage with a freeboard of 1/2-ft. An average depth
�
of 1 i2-ft at the floor of the vault has been provided to accommodate for sediment stora�e.
I '
� Please refe�r to the follo«�ing pages and De��e�loped Basin Map for more details. '��
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Western Washington Hydrology Model
PROJECT REPORT
�oject Name: Talbot
.te Address: xxx s 192nd st
.ty . Renton
aport Date : 3/14/2014
�ge . Seatac
�ta Start . 1948/10/O1
ita End . 1998/09/30 ,
:ecip Scale: 1.00
�EIIrt3 Version:
2EDEVELOPED LAND USE
�me . Ex
rpass: No
:oundWater: No ;
i
arvious Land Use Acres I
r, Forest, Mod 2.87
n ervious Land Use Acres
ement Flows To:
rface Interflow Groundwater
e . Gv
��pass: No
�oundWater: No
.rvious Land Use Acres
., Lawn, Mod .81
pervious Land Use Acres
20ADS MOD 0.34
bOF TOPS FLAT 1.55
I
�ement Flows To:
irface Interflow Groundwater
�ult 1, Vault l,
1
ime . Vault i
�dth : 99 ft.
ength : 1G4 ft.
�pth: "�lft.
.scharge Structure
_ser Height: 10 ft.
.ser Diameter: 12 in.
>tchType . Rectangular
>tch Width : 0.309 ft.
�tch Height: 0.077 ft.
�ifice 1 Diameter: 0.7 in. Elevation: 0 ft.
.ement Flows To:
itlet 1 Outlet 2
Vault Hydraulic Table '
ta e(ft) Area(acr) Volume(acr-ft) Dschr (c£s) Infilt(cfs) �
6.0 0. 117 0. 000 0. 000 0.000
�6.1 0. 117 0.014 0.004 0.000
�6.2 0.117 0.029 0.006 0.000
6.4 0.117 0.043 0.008 0.000
�16.5 0. 117 0.057 0.009 0.000 '
a6.6 0. 117 0.071 0.010 0.000 '
�6.7 0. 117 0.086 0.011 0.000 '
6.9 0.117 0.100 0.012 0.000
�7 .0 0.117 0. 114 0.013 0.000
27 .1 0.117 0.129 0.013 0.000
��7 .2 0. 117 0. 143 0.014 0.000
7.3 0. 117 0. 157 0.015 0.000
17.5 0. 117 0. 172 0. 016 0.000
�17.6 0. 117 0. 186 0.016 0.000
17.7 0.117 0.200 0.017 0.000
�7 .8 0.117 0.214 0.017 0.000
�t8.0 0.117 0.229 0.018 0.000
�8.1 0. 117 0.243 0.019 0.000
(8.2 0. 117 0.257 0.019 0.000
8.3 0.117 0.272 0.020 0.000
8 .4 0.117 0.286 0.020 0.000
8 .6 0.117 0.300 0.021 0.000
8.7 0. 117 0.315 0.021 0.000
8.8 0.117 0.329 0.022 0.000
�8.9 0. 117 0.343 0.022 0.000
�9.1 0. 117 0.357 0.022 0. 000
19.2 0. 117 0.372 0.023 0.000
�9.3 0.117 0.386 0.023 0.000
9.4 0. 117 0.400 0.029 0.000
` 9.5 0. 117 0.415 0.024 0.000
L9.7 0. 117 0.429 0.025 0.000
9.8 0. 117 0.443 0.025 0.000
9. 9 0. 117 0.458 0.025 0.000
0.0 0. 117 0.972 0.026 0.000
.0 .2 0. 117 0.486 0.026 0.000
0 .3 0. 117 0.500 0.027 0.000
0.4 0. 117 0.515 0.027 0. 000
0.5 0. 117 0.529 0.027 0.000
0.6 0. 117 0.543 0.028 0.000
0.8 0.117 0.558 0.028 0.000
0. 9 0.117 0.572 0.028 0.000
1. 0 0. 117 0.586 0.029 0.000
_1. 1 0. 117 0. 601 0.029 0.000
?1.3 0. 117 0. 615 0.030 0.000
��1.4 0. 117 0. 629 0.030 0.000
1. 5 0.117 0.643 0.030 0.000
r1. 6 0.117 0.658 0.031 0.000
>1.7 0. 117 0. 672 0.031 0.000
51. 9 0. 117 0.686 0.031 0.000
�2.0 0. 117 0.701 0.031 0.000
'2. 1 0. 117 0.715 0.032 0.000
2.2 0.117 0.729 0.032 0.000
2. 9 0.117 0.744 0.032 0.000
�2. 5 0. 117 G.758 O.G3.s d.OGO
2. 6 0. 117 0.772 0.033 0.000
�2.7 0. 117 0.786 0.033 0.000
?2. 8 0.117 0.801 0.034 0.000
:3. 0 0.117 0.815 0.034 C.00O
'.3. 1 0. 117 0.829 0.034 0.000
'3.2 0. 117 0.844 0.035 0.000
'.3. 3 0.117 0.858 0.035 0.000
'.3. 5 0.1�7 0.872 0.035 0.000
'.3. 6 0.117 0.887 0.035 0.000
'3.7 O. li7 0. 901 O. C36 0.000
:3. E 0. 11? 0. 9i5 O. C36 O. G00
_3. 9 O.11i 0. 929 0. 036 O.00O
:9 . 1 0. 117 0. 949 0.037 0.000
?4 .2 0.117 0. 958 0.037 0.000
24.3 0.117 0.972 0.037 0.000
24.4 0.117 0. 987 0.037 0.000
29 .6 0.117 1.001 0.038 0.000
�4.7 0.117 1.015 0.038 0.000
24.8 0.117 1.029 0.038 0.000
24 . 9 0.117 1.044 0.038 0.000
25.0 0.117 1.058 0.039 0.000
25.2 0.117 1.072 0.039 0.000
25.3 0. 117 1.087 0.039 0.000
25.4 0.117 1. 101 0.039 0.000
25.5 0. 117 1. 115 0.040 0.000
�5.7 0.117 1.130 0.040 0.000
�5.8 0.117 1.144 0.040 0.000
25.9 0.117 1. 158 0.090 0.000
P6.0 0.117 1.172 0.095 0.000
26.1 0.117 1. 187 0.598 0.000
26.3 0.117 1.201 1.404 0.000
�6.4 0.117 1.215 2.425 0.000
_6.5 0. 117 1.230 3. 622 0.000
6.6 0.117 1.244 4.973 0.000
_6.8 0.117 1.258 6.960 0.000
�6. 9 0.117 1.273 8.074 0.000
7.0 0.117 1.287 9.804 0.000
7 . 1 0.117 1.301 11.64 0.000
'? .� 0.000 0.000 13.59 0.000
e . Bypass
pass: Yes
oundWater: No
rvious Land Use Acres
�, Lawn, Mod .03
mpervious Land Use Acres
ADS MOD 0.08
DEWALKS MOD 0.06
ement Flows To:
face Interflow Groundwater
IGATED LAND USE
ANALYSIS RESULTS
� w Frequency Return Periods for Predeveloped. POC #1
urn Period Flow(cfs)
ear 0.0733G�
ear 0. 119469
year 0.136825
�I year 0.1596
1 year 0.173146
�0 year 0. 184289
�
�ow Frequency Return Periods for Mitigated. POC #1
�turn Period Flow(cfs)
year 0.0625i8
year 0.08E45
'� year 0.1049��
year 0.13154
year 0.153903
b0 year 0.178582
aarly Peaks for Predeveloped and Mitigated. POC #1
aar Predeveloped Mitigated
�50 0.085 0.058
351 0. 165 0.088
a52 0. 181 0.231
353 0. 056 0.047
354 0.043 0.055
a55 0.063 0.061
,a56 0. 111 0. 062
a57 0.095 0.067
a58 0.072 0.064
a59 0.078 0.060
360 0.065 0.058
a61 0. 113 0.062
362 0.065 0.06C
363 0.038 0.099
364 0.052 0.059
�65 0.065 0.055
�66 0.098 0. 056
67 0. 049 0.060
a68 0. 111 0.069
�69 0.066 0.075
70 0.065 0.055
71 0. 051 0.051
72 0.047 0.058
�73 0. 135 0.072
74 0.059 0.054
a75 0.063 0.063
�76 0. 097 0.069
77 0. 060 0.052
�78 0.006 0.060
379 0.052 0.065
a80 0.030 0.066
a81 0.087 0.096
P82 0.046 0.066
�83 0.088 0.091
84 0.080 0.060
a85 0.051 0.055
t86 0.028 0.047
�87 0. 139 0.067
88 0. 118 0.075
89 0.043 0.047
90 0.027 0.052
391 0. 191 0. 093
92 0. 167 0. 092
93 0.055 0.054
94 0.061 0.040
395 0.016 0.042
�96 0.087 0.057
397 0.171 0.075
398 0.157 0.332
a99 0.032 0.066
�
(
Inked Yearly Peaks for Predeveloped and Mitigated. POC #1
1nk Predeveloped Mitigated
0.1908 C.33"�9
0. 1813 0.2312
0.1711 0.0959
0.1666 0.0934
0.1696 0.0919
0. 1572 0.0907
0. 1394 0.0875
0. 1345 0. 0754
0.1180 0.0759
1 0.1131 0. 0;98
�
0.1113 0.0721
0. 1111 0.0693
G.0966 0.0691
0.0951 0.0669
G.0883 0.066�
- 0.0874 0.0660
% 0.0873 0.0659
0.0852 0.0659
0.0801 0.0648
) 0. 0781 0.0640
0. 0718 0.0632
0.0658 0.062�
3 0.0655 0.062.�
0. 0651 0.0607
5 0. 0646 0.0604
.S 0.0645 0.0604
0.0632 0.059;
0.0630 0.0596
9 C.0615 0.059E
� 0.0595 0. 05�C6
� 0.0586 0. 05E5
C.0561 0. 0584
u.0550 0. 0578
� 0.0519 0.0570
0.0516 0.0563
� C.0514 0.0550
0.0510 0.054R
�.0494 G.054i
�.0481 0.054i
C.0469 C.0541
0.0461 0.053�
0.0430 0.0523
? �.0427 0.0515
�.0382 0.05G6
0.0319 0.0991
� 0.0301 0.0475
0.0276 0.0470
0.0270 0.0466
9 0. 0155 0.0422
� 0.0059 0.0404
C #1
�ie �acility
. ow(CFS) Predev Dev Percentage Pass/Fail
'..036`7 3775 3608 95 Pass
.0381 3490 2784 79 Pass
0�95 3242 2151 66 Pass
0498 3036 1585 52 Pass I
G��2 2831 1231 43 Pass I
G436 2633 998 37 Pass
04�0 2453 8C1 32 Pass
04E3 2275 662 29 Pass
. G4%7 2128 569 26 Pass
C991 1998 466 23 Pass
�505 1884 389 20 Pass
;�,19 1773 319 17 Pass
��32 1678 280 16 Pas�
0546 1584 236 14 Pass
0560 1490 203 13 Fass
. 0�?9 1397 168 12 Pass
.0587 1318 143 10 Pass
.u601 1238 128 10 Fas�
.G615 1187 111 9 pas=
.Gn'29 1119 95 8 Pass
.0643 1056 81 7 FGss
.06�6 1009 76 7 Pass
. G5�'0 954 65 6 Pass
• Cir��4 902 62 6 Pass
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u� u� �n i�� �r v� �r <r a� v� �r � c� M � rl c�l M n'� M M r� � c r� c�') � � <�1 �s r1 � v� v� �r v� � v� � u� u� �n �D � � [� [-- cz� oi c3� � � � � �i �-+ � � �-+ �� � N N N N c� N N <v <v rl rh .
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a' �' V� ('� c� c'"1 ('�1 N N N N N � .-i rl �-i �-i ��i �-i r-1 rl ri rl rl cJ� c31 61 Ul CU W (-_. [" [� ['_ [-- f-- f� f-' f� C� l� f-. f'_. ['� C- f'_ f� f" f_ ["- f_ f� [�- ['_ [�. C-. [� �CJ �D �U l0 lC� li> �D l� u 7 it� u� u� u� u� u
00 v� N O 61 M l0 l0 l0 M oJ c� N N OD rl N (�') O N � th c�l O u� N v� N �O C� 6l C'') � CO Ol u� �-i � M � OJ ri (�'1 cS f'�
rl f� c''1 rl l0 � rl m l0 (�l O l� ul l`� rl 6l f� � d' N O OO [� lD C M N rl O Ol oD oD l� l0 u� ul �l cl' C ('1 N N r-i O O lo O �r � N ('� � � �-I Ol f; M cT v' �--I 61 lD u) (� ��-I �-i O CC� ['- v� �'"1 c�
N C- C� [� �O l0 t0 � � � L.f) G' V' a' d' (� M (`'1 (`"1 M M N N N N N N N N �-i �-i �-i r-I rl r-I ri rl rl r-i r-I �-i �--I r-I rl �-I 61 61 cx) f- [� � � � � �r �r v� c�'1 c� tr7 N N N N N N N r-i r-i �1 �-i �-
N � 61 M l� O a' CO N lfl 61 M f� �-i d� N N l9 O (`'1 I� rl � Ol N l0 O �' l� �-I u� 61 M �9 O � N N � 61 (h f- p �' c1] N l0 c3l (h f� � I v' CY) N l0 C� ('") ['- rl I.I) CSl N �9 O V� f� rl � 6l (�') �9 i:
rl N (`7 �i J l0 N 6l O N M v� l9 1� 61 O �-i M d' lD l� � O rl N C � C� � Ql .�-� N (`l i c� l0 c.-n csl O N t'7 � l0 t� 61 O rl c�'1 � � �" m cU .� N v� � ["' cn cS � �I N M � lP � 6l O N ('� v� l0 I"� 6
I� l� 1� [� f� C� C� � 00 W � OJ 00 N 61 Ol Ol Ol 61 61 61 O O O O O C� O O ��i r-i � I �-i � i ri �-i N N N N N N N �'"1 M f`") ('7 (�) M �'1 � � � �T V� �1' �.l' V' �n �n � � � � Ln lD l9 lp lD l0 l9 �s
� O O O O O.O O O O O O O O O O O O O O O O �-i r-i �--I _i r-I �-I�ri rl � r-I rl rl r-I �-i r-I r-I �-I �-i w rl rl r-I .-i � I �._I �_.i � rl �-i �-1 r-I i-i r-1 r1 rl r-I r-ILL�-i �-I '-I r-I r--I r-I rl r-I � r
0. 1704 10 5 50 Pass
0.1718 7 5 �1 Pass
0.1731 7 5 71 Pass
IWater Quality BI� FloK and Volume £or POC 1.
On-line facility volume: 0.2691 acre-feet
( On-line facility tazqet flor: 0.01 cfa.
Adjusted £or 15 min: 0.3219 c£s.
MOff-line facility target florv: 0.1667 c£s.
Adjusted for 15 min: 0.1819 cfs.
Perind and Impind Changes
No changes have been made.
Tnis aroaram and accompanying documen�aticr is procided 'as-is' without warranty of any kind. The entire risk
regarding �he pe_-formar,ce and results cf this program is assumed by the user. Clear Creek Solutior.s and the washington
State Department of Ecology disclaims all wazranties, either expressed or implied, including but not limited to impliec
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washinatcn
S�ate Department of Ecology be liable for any damages whatsoever (including without limitation to damages for lcss c_`
business profits, loss of business information, business interruption, and the like) arisir.g out of the Lse of, cr
ir.ability to use this program even if Clear Creek Soluticrs cr the washingtcn Sta�e Departmeat cf Ecolocy has been
Ga�.�ised of the possibility of such damages.
` WATER QUALITY ANALYSIS AND DESIGN
A 4x9 Perk Filter Vault with 5-12"/18" cartridge stacks manufactured by KriStar
Enterprises, Inc. is proposed downstream of detention to provide adequate w�ater quality.
� The stormfilter is designed by KriStar Enterprises, Inc. based on the following
� paxameters.
1. Stormfilter will be located downstream of detention.
2. 2-Yr Release rate = 0.06 cfs
3. 100-yr release rate = 0.18 cfs
4. 100-yr peak flow rate=0.98 cfs
5. Impervious area = 1.89 Acres
6. Total area = 2.70 Acres
The peak developed discharge is 0.98 cfs < 1.80 cfs and therefore a high-flo�� bypass is
not required.
Refer to the following pages for filter analysis and design.
� \ FloGard� Perk FilterT""
Cartridge Sizing Determination WA
IDownstream of Detention v1.01
i Date 2/28/2014 30 "cartridge
Site Information
Projett Name Talbot RS
Project Location Renton,WA
Drainage Area 2.7 ac
Impervious Area 1.89 ac
%Impervious 70%
Runoff Coefficient 0.68
Flow-Based Calculations(rat used when downstream of detentlon�
On-Line WQ Flow Rate(from WWHM) 0 cfs
0.0 gpm
Cartridge Stack Height 30 in
Allowed loading Rate(1.5 or 2.5) 1.5 gpm/sf
Allowed Cartridge Flow Capacity 17 gpm
Number of Cartridge Stacks Required 0
Downstream of Detention
Peak Release Rate(QP) 0.98 cfs
Treatment Release Rate(Q� 0.06 cfs
Detention Pretreatment Credit 50%
Mass Loading Caltulations
Mean Annual Rainfall(P) 40 in
Required%Removal 80%
Required%Runoff Capture 91%
Mean Annual Runoff(V� 242,594 cf
Assumed Poliutant EMC 70 mg/L
Annual Mass Load 1057J2 Ib
Filter System
Unit Type Perk Filter
Cartridge Stack Height 30 in
Design Loading Rate 1.5 gpm/sf
Cartridge Quantity Based on Mass Loading
Mass Removed by Pretreatment 528.86 Ib
Mass Load to Filter after Pretreatment 528.86 Ib
Required Filter E�aency 0.80
Mass Removal Required 423.09 Ib
Allowed Grtridge Flow Capacity 17 gpm
Mass load per Cartridge 95 Ib
Number of Cartridge SWcks Required 5
7reatment Flow Capacity 0.19 cfs
Determine Limiting Sizing Approach
#of Cartridge SWcks based on Flow 0
Method to Use(Flow-Based,Mass Load) Mass Loading
i Summary
Treaunent Flow Rate Provided 0.19 cfs
iCartridge Stack Flow Capacity 17 gpm
; Cartridge Stack Height 30 in
i, Number of Cartridge Stacks 5 �—�--
II
SECTION VI—CONVEYANCE ANALYSIS AND DESIGN �
�
Refer to the following pages for conveyance calculations. The conveyance system is �
�
designed to convey the 25-year peak flows and checked for flooding conditions at the
100-year event per 2005 King county Surface water Design Manual. No overtopping was
found and therefore the proposed pipes are adequate to convey the flow.
l KCRTS Methodology with 15 minute time step interval is used to calculate the flow.
�
� "Stormshed 2G" software by Engenious Inc. is used to do the conveyance and backwater
analysis. Refer to the following pages for more details.
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i
Flow Frequency Analysis
Time Series File:da-1.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.005 6 8/27/01 18:00 0.012 1 100.00 0.990
0.003 8 11/19/01 2:45 0.009 2 25.00 0.960
0.009 2 12/08/02 17:15 0.006 3 10.00 0.900
0.004 7 8/23/04 14:30 0.005 4 5.00 0.800
0.005 4 10/28/04 16:00 0.005 5 3.00 0.667
0.005 5 10/22/05 10:00 0.005 6 2.00 0.500
0.@06 3 10/25/06 22:45 0.004 7 1.30 0.231
0.012 1 1/09/08 6:30 0.003 8 1.10 0.091
Computed Peaks 0.011 50.00 0.980
�h
Flow Frequency Analysis
Time Series File:da-2.tsf
Project Location:Sea-Tac '�
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
9.067 6 8/27/01 18:00 0.196 1 100.00 0.990
0.046 8 1/05/02 15:00 0.140 2 25.00 0.960 '�
0.140 2 12/08/02 17:15 0.@92 3 10.00 0.900 '
0.054 7 8/23/04 14:30 0.079 4 5.00 0.800
0.076 5 11/17/04 5:00 0.076 5 3.00 0.667
0.079 4 10/27/05 10:45 0.067 6 2.00 0.500
0.092 3 10/25/06 22:45 0.054 7 1.30 0.231
0.196 1 1/09/08 6:30 0.046 8 1.10 0.091 j
Computed Peaks 0.177 50.00 0.980 �,
Page 1
Flow Frequency Analysis
Time Series File:da-3.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.114 6 8/27/01 18:00 0.333 1 100.00 0.990
0.080 8 9/17/02 17:45 0.238 2 25.00 0.960
0.238 2 12/08/02 17:15 0.158 3 10.00 0.900 '
0.092 7 8/23/04 14:30 0.134 4 5.00 0.800
0.129 5 11/17/04 5:00 0.129 5 3.00 0.667
0.134 4 10/27/05 10:45 0.114 6 2.00 0.500
0.158 3 10/25/06 22:45 0.092 7 1.30 0.231
0.333 1 1/09/08 6:30 0.080 8 1.10 0.091
Computed Peaks 0.302 50.00 0.980
Flow Frequency Analysis
Time Series File:da-4.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.067 6 2/09/01 2:00 0.134 1 100.00 0.990
0.056 8 1/05/02 16:00 0.090 2 25.00 0.960
0.081 3 2/27/03 7:00 0.081 3 10.00 0.900
0.061 7 8/26/04 2:00 0.074 4 5.00 0.800
0.074 4 10/28/04 16:00 0.071 S 3.00 0.667
0.071 5 1/18/06 16:00 0.067 6 2.00 0.500
0.090 2 10/26/06 0:00 0.061 7 1.30 0.231
0.134 1 1/09/08 6:00 0.056 8 1.10 0.091
Computed Peaks 0.120 50.00 0.980
Page 1
Flow Frequency Analysis
Time Series File:da-6.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.143 6 8/27/01 18:00 0.420 1 100.00 0.990
0.100 8 9/17/02 17:45 0.299 2 25.00 0.960
0.299 2 12/08/02 17:15 0.198 3 10.00 0.900
0.115 7 8/23/04 14:30 0.168 4 5.00 0.800
0.163 5 11/17/04 5:00 0.163 5 3.00 0.667
0.168 4 10/27/05 10:45 0.143 6 2.00 0.500
0.198 3 10/25/06 22:45 0.115 7 1.30 0.231
0.420 1 1/09/08 6:30 0.100 8 1.10 0.091
Computed Peaks 0.379 50.00 0.980
Flow Frequency Analysis
Time Series File:da-7.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak • - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.086 6 8/27/01 18:00 0.248 1 100.00 0.990
0.060 8 9/17/02 17:45 0.178 2 25.00 0.960
0.178 2 12/08/02 17:15 0.119 3 10.00 0.900
0.069 7 8/23/04 14:30 0.100 4 5.00 0.800
0.095 5 10/28/04 16:00 0.095 5 3.00 0.667
0.100 4 10/27/05 10:45 0.086 6 2.00 0.500
0.119 3 10/25/06 22:45 0.069 7 1.30 0.231
0.248 1 1/09/08 6:30 0.060 8 1.10 0.091
Computed Peaks 0.224 50.00 0.980
Page 1
Flow Frequency Analysis
Time Series File:yd-1.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.076 6 8/27/01 18:00 0.219 1 100.00 0.990
0.053 8 9/17/02 17:45 0.157 2 25.00 0.960
0.157 2 12/08/02 17:15 0.105 3 10.00 0.900
@.061 7 8/23/04 14:30 0.089 4 5.00 0.800
0.084 5 10/28/04 16:00 0.084 5 3.00 0.667
0.089 4 10/27/05 10:45 0.076 6 2.00 0.500
0.105 3 10/25/06 22:45 0.061 7 1.30 0.231
0.219 1 1/09/08 6:30 0.053 8 1.10 0.091
Computed Peaks 0.198 50.00 0.980
I
�
Flow Frequency Analysis
Time Series File:yd-2.tsf
Project Location:Sea-Tac ,
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.124 6 8/27/01 18:00 0.367 1 100.00 0.990
0.087 8 1/05/02 15:00 0.261 2 25.00 0.960
0.261 2 12/08/02 17:15 0.172 3 10.00 0.900
0.100 7 8/23/04 14:30 0.147 4 5.00 0.800
0.143 5 11/17/04 5:00 0.143 5 3.00 0.667
0.147 4 10/27/05 10:45 0.124 6 2.00 0.500
0.172 3 10/25/06 22:45 0.100 7 1.30 0.231
0.367 1 1/09/08 6:30 0.087 8 1.10 0.091
Computed Peaks 0.332 50.00 0.980
' Page 1
Conve�ance Layout
CB-07 CB-06
P_-J D 7_,, _ �
DUMMY NODE 2ti'�-B YD A
��-�r�` �P:C___ � s -P.A__— �
i P- O6
DUMMY NODE i CB-Ol
--`� '� Fs-Q�1 � '
,;� `M` i
' P`8,,02
', `�8-02 I
YD-C � i
� -r '"�04 C�-04 I
P-Q,B� .. �
CB-03,-'
�
2�-vear Head�vater Calculation
194.128 ft 144.060 ft
� ��� •
,
i
124.260 ft �Zq.487 ft 133.030 ft i
�;� �.31�- i 1l�3�4%s1s_ � I
12A.411 ft 134.268 ft ;
�
_—_Il_45�--- 0.4� cf s
:�. -- - x�.t s ds �
� ``►--. ;
I o.g�a.�rs i
; ', 134.179 ft
i
12�5.270 ft �, ',
{ � `�_-
� U.2�,�fs d.�7..ds 131g.90J ft
13A.56A ft -
�, �'
100-vear Headwater Calculation
144.492 ft 144.146 ft
• -�_'-`f�•
�
124.359 ft 125.052 ft 133.089 ft
-:�,-.Q.x9_�fs_+ �.�2_tts.• �
�
12d.491 ft 134,384 ft �
,
i�� 0.6 cfs
:�; ;f;x - - �
si 1.1 ris
.
1.'i�l cis
134.235 ft
�
125.459 ft � I
� 0.33,ifs d����s 13�.193 ft
134.60a�ft
�
p� *
ROUTEHYD [] THRU [Untitled] USING TYPEIA AND [25 year]
NOTZERO RELATIVE SCS/SBUH
Reach Area Flow Full Q i Full �nDepth nVel fVel ! CBasin / �
� ID , (ac) (cfs) (cfs) � ratio I (ft) S�e (ft/s) (ft/s) ; Hyd
�- �I--I 6 �YD-r 1 -
i P-A �0.1740 0.1570 2.6176 � 0.06 � 0.0835 ;Di� 7.2789 13.3315 l25YR- 25
i ; ! �year
� � �� ��
YD-1 -
; P-B 0.1740 �0.' 1570 0.9637 10 6 0.' 1362 ' 6� i 3. 26 45 � 4.' 9081 25YR - 25
� �Diam i I
I ' ; Ye�' ,
� ,
� ��
� P-C 0.3480 i 0.3140 23965 0.13 0.1631 !Dl� !4. 47 48 6.8656 i
�
I
� 12� DA-0
� P-003 0.2635 �0.2378 2.7366 0.09 0.1992 Di� 2.1383 3.4843 �25YR- 25
; � �year
�-�� 12�� DA-07 -
' P-007 0.1971 �0.1779 � 3.8701 0.05 0.1460 � 2.5039 4.9276 i25YR- 25
� � Diam (Y
ear
�-�- � 12" I--iDA-06 - � I
P-006 0.5291 10.4774 � 8.5272 ; 0.06 0.1606 �Di� 5.8521 �10.8572 �2�YR- 25 � �
� ; ,
! � i I � j � ;year ; �
----- ' 12" i -�- -�DA-04 - � I'I
�
��� P-004 0.6287 0.5673 9.1011 i 0.06 0.1694 ' . ;6.4387 �11.5879 ;25YR- 25 � ,
;Diam � E
' I ' i
� i i ;Year I
� � i � 12„ ! �DA-02 -
P-002 1.0472 0.9450 2.7366 � 0.35 � 0.4058 Di� i 3.1602 3.4843 j25YR- 2�
I I i i �year
�� 12„ ��DA-O 1-
P-001 1.0572 '0.9540 11.6038 0.08 0.1938 8.9215 ;14.7745 12�YR- 25 i
Diam { ye�, ,
�_____---_ _____ �-- - -- - - --
� From To Node � Rch Loss r App Bend Junct �HW Loss Max El ;
Node (ft) (ft) (ft) Loss (ft) i Elev (ft) ; (ft)
- �
; � 124.2604 �
� YD-B ; DUMMY ; 124.8516 �0.8227 0.0033 ; 0.454� 124.4868 ; 129.5000 ;
� ODE 2 � � �
YD-A ; YD-B ' 133.0303 � ------ � ------ � ------ j 133.0303 ; 13 85 0 00 ;
,
YD-C YD-B . � ' � '---'
� ; 125.2701 i ------ �---� ------ ; 125.2741 ( 129.5000
--- DUMMY ' - �---
I j � � �
CB-01 � NODE i 134.3303 �0.1551 ; 0.0930 1, ------ 134.2682 ' 138.3300 ;
�
j CB 02 j CB-01 ; 13 554 96 �0.64 73 0.0760 0.1868 134.1787 141.0800
,
� CB-03 CB-02 � 13�5644 ! ------ �- ----1 ---� 134.5644 ; 13 00
, CB 40 ! CB-02 138.0426 0.5318 1.3960 i ------ I 138.9068 i 140.6400
� CB-06 � CB-04 144.0276 ;0.09 47 0.1302 I ------ 144.0604 146.9000
� CB 07 CB-06 � 14 214 80 ����4 280 � 14 096 00
Hydrograph ID: DA-01-25YR- 25 year
� Area �0.0100 ac Hyd Int 10.00 min Base Flow �
� �Peak flow 0.0090 cfs jPeak Time (8.00 h s ( Hyd Vol 0.0030 acft
� Hydrograph ID: DA-02 -25YR-25 year
i ( A er a�0.1550 ac Hyd Int I10.00 min Base Flow j �
iPeak fl wo 0.1399 cfs �Peak Time 8.00 hrs , Hyd Vol 0.0462 acft�
Hydrograph ID: DA-03 -25YR- 25 year
� Area �0.26� Hyd Int �10.00 min�Base F owl �-
jPeak flow i0.2378 cfs IPeak Time �8.00 shr , Hyd Vol �0.0785 acft�
Hydrograph ID: DA-04 - 25YR-25 year
' Area �0.0996 ac Hyd Int ;10.00 min ;Base Flow ��
';Peak flow;0.0899 c sf ;Peak imeT �8.00 hrs � Hyd oV 1 �0.029 ac7 ft I I
Hydrograph ID: DA-06 -25YR- 25 year
�� Area 10.3320 ac Hyd Int 10.00 min,Base Flow�i I
Peak flow 0.2996 cfs Peak Time i8.00 hrs i Hyd oV 1 0.0989 acft i
Hydrograph ID: DA-07 -25YR- 25 year
�-�-, I
j Area `0.1971 ac � Hyd Int ;10.00 mm IBase Flow j
Peak flow�0.1779 cfs Peak Time ;8.00 h s �'� Hyd Vol 0.0587 acft�
Hydrograph ID: YD-1 -25YR -2�year
� Area j0.1740 ac ; Hyd Int ;10.0�Base Flow ( �
���
Peak flow j0.1570 cfs Peak Time�8.00 hrs ; Hyd Vol ;0.0518 acft�
Hydrograph ID: YD-2 - 2�YR- 25 year
i Area ,0.289 ca0 Hyd Int j10.00 min�Base Flow �-�;
Peak flow j0.2608 c sf ;Peak Time ,8.00 shr Hyd Vol I 861 acft!
ROUTEHYD (] THRU [Untitled] USING TYPEIA AND [100 year]
NOTZERO RELATIVE SCS/SBUH
�--r-. �-� ;
Reach � Area Flow i Full Q ; Full ' nDepth � � nVel fVel ; CBasin / '
ID � (ac) (cfs) ; (cfs) j ratio (ft) ; S�e ; (ft/s) : (ft/s) � Hyd ;
I _P-A ;0.1815 �0. 12 90 � 2.6176 0.08 i 0.0981 j 6" �8.0483 j 13.3315 YD-1 - I
�
� � r-'l 00YR - �
�-� �i Diam �� ; �
I I
�� � � �100 year
�- -��-' - �� YD-2 -
6,� � �
i
' P-B i 0.3040 0.3669 0.9637 0.38 0.2144 � !4.5625 � 4.9081 �100YR -
{ � j Dlam 100 yeaz
i I
;--�--�---_r--' ; g�-� ;
P-C !0.4855 0.5859 I 2.3965 i 0.24 ' 0.2243 Di� 5.6803 ; 6.8656 ! �
; �
� �� � 12�� I DA-03 - �
; P-003 '0.2757 0.3327 � 2.7366 0.12 i 0.2358 I Di� 2.3531 � 3.4843 ,100YR - �
� ; I , � ;100 year �
___-- ; ° : --- r--; ------�
i I 12�� j iDA-07 - �
P-007 I 0.2054 0.2479 3.8701 0.06 0.1714 ' 2.7670 4.9276 '1 OOYR-
i Diam I100 yeaz i
,
_ i ,-- „ ���DA-06 - �
, P-006 �0.5534 ,0.6679 ' 8.5272 0.08 0.1890 12 6.4785 :10.8572 !100YR -
� �Diam I �100 year
�
- �-i- i �� „ � I
� IDA-04 �
P-004 ;0.6644 '0.8018 ; 9.1011 ; 0.09 0.2007 12 7.1354 I 11.5879 �100YR - I,
! 1 I I Diam � I �100 year i
;
��(�� � ` iDA-02 - �
I �; ! 12" �' �
P-002 ! 1.1024 13304 � 2.7366 ; 0.49 � 0.4917 i Dl� �.4610 3.4843 il00YR - �
i , ; I , ! ;100 year �
,
--- --- -�-' --- - ---
-�----�--- i-- i ��12� i � �DA-O 1- ;
� P-001 1.1123 � 13424 11.6038 ' 0.12 �� 0.2300 �; '9.8379 !14.7745 �100YR �
i i i i Diam f �100 year � I
- �- --�----- - I
From , To Node j Rch Loss 'r App� Bend iv Junct I, HW Loss ; Max El ;
Node j ! (ft) ; (ft) ; (ft) '�; Loss (ft) j Elev (ft) j (ft) j ���
, , ,
� � 124.3594 ��
'__ - --- --,.- -
DUMMY , ( ; i ----- --�
Y�-B � NODE 2 � 125.0151 �0.0542 � 0.0699 ; 0.0208 � 125.051� � 129.5000 �' ���
; ,
-- ' -
YD-A j YD-B ; 13 803 92 ; ------ �- ; ------ ; 133.0892 ', 135.8000
--
�- - - --
� - ; ,
YD-C � YD-B ; 125.4588 � ------ ------ ------ 125.4588 i 129.5000 ;
- ,-�--" �-- ---- - I 0.1115 � --- �--134.3844 ; 138.3300 I�
CB-01 � NO EY � 1�4.4589 '0.1860 i ; , I'
; ��
CB-02 � CB-Ol � 134.7049 �0.7906 , 0. 90 33 ; 0.2276 ; 134.2352 � 141.0800 ' '
- , - - --_
CB-03 ; CB-02 ; 134.6007 ; ------ j ------ ; ------ ' 134.6007 137.2800
CB-04 ; CB-02 j 138.1334 ';0.6517 � 1. 017 9! ------ ! 139.1926 ; 140.6400 !
- ,-
CB-06 I CB-04 '� 144.1063 '0.1189 I 0.1590 � ------ ; 144.1464 146.9000
^ CB-07 ' CB-06 " 144.4922 ; ------ ------ ------ 144.4922 ' 146.9000
�
Hydrograph ID: DA-01-l00YR- 100 year
� A er a!0.0099 ac Hyd Int �10.00 min(Base Flow j i
Peak flow �0.0119 cfs �Peak Time j8.00 hrs ! Hyd Vol �0.00 04 ca ft�
Hydrograph ID: DA-02 -100YR- 100 year
�---�--- �
� A er a 0.1623 ac Hyd Int i 10.00 min jBase Flow j (
'Peak flow;0.1959 cfs�Peak Time�8.00 h s H��d Vol �0.0652 acft
Hydrograph ID: DA-03 - 100YR- 100 year
, Area 10.2757 ac j Hyd Int �10.00 min�Base Flow �i
Peak flow 0.3327 cfs Peak Time�8.00 shr ; Hyd Vol 0.1107 acft�
Hydrograph ID: DA-04 100YR- 100 year
- �
Area ;0.1110 ac ; Hyd Int ;10.00 min iBase Flow j
'cak flow ,0.1340 cfs;Peak Time i8.00 hrs � Hyd Vol ;0.0446 acft�
�iydrograph ID: DA-06 - 100YR- 100 year
Area 0.3480 ac Hyd Int 10.00 min jBase Flow �)
Peak flow�0.4200 cfs Peak Time 8.00 hrs Hyd Vol �0.1397 acft�
Hydrograph ID: DA-07 -100YR- 100 year
Area ;0.2054 ac i Hyd Int ;10.00 min;Base Flow ��
Peak flow ;0.2479 cfs ,Peak Time ;8.00 hrs ; Hyd Vol ;0.082 ca ft',
Hydrograph ID: YD-1 - 100YR- 100 year �
', Area 10.18� Hyd Int ,10.0�IBase F wol ; (
Peak flow i0.2190 cfs 'iPeak Time 8.00 hrs � Hyd oV l �0.0729 acft I
Hydrograph ID: YD-2 - 100YR- 100 year
Area ;0.3040 ac � Hyd Int 10.00 min ;Base Flow j �
' `-----r_..-------r-��-------�----------i--..��_�.
Peak flow;0.3669 cfs'Peak Time �8.00 hrs j Hyd Vol 10.1221 acft!
Record Id: CB-01
_ _ -----
�- ---- ----.----- - ------
Descrip: Prototype Record ;Increment �0.10 ft
Start El. �133.8000 ft �M� El. '138 3300 ft
Classification jManhole ;Structure Type ;CB-TYPE 2-48 i
Ent Ke �Groove End w/Headwall (ke=0.20) �Channelization�Curved or Deflector
Catch i2.0000 ft Bottom Area ;12.5664 sf
Condition ;Existing !
-- -- -�
Stage Storage Rating Curve
133.8000 ft� 0.0000 cf '136.1000 ft'28.9027 cf'
�
133.9000 ft', 1.2566 cf 136.2000 ft i30.1593 cf i
_ -_ __ _ -_ _-
134.0000 tt � ?.�132 cf 136.3000 ft 31.4160 cf
134.1000 ft �i 3.7699 cf 1136.4000 ft;32.6 27 6 cf
134.2000 ft j �.0265 cf 136.5000 ft 33.9292 cf
134.3000 ft ;6.2832 cf 136.6000 ft 35.1859 cf�
_ --- _____ __ _----- ---- ---- -�
134.4000 ft , 7.5398 cf 136.7000 ft,36.4425 cf�
_ -- --_ _ - - ._ ----- --_ ------�
134.5000 ft j 8.7964 cf �;136.8000 ft;37.6992 cf',
134.6000 ft j10A�3 cl f;136.9000 ft'i38.9558 cf'
134.7000 ft ,11.309 c7 f;137.0000 ft�40.2124 cf'
134.8000 ft !12.5664 cf�137.1000 ft!41.4691 cf f
�134.9000 ft ,13.8230 cf i 137.2000 ft�42.72�7 cf i
- ------ ------ -� - --- ----�- i
135.0000 ft 15.0796 cf�137.3000 ft j43.9824 cf'
�135.1000 ft '16.3363 cf 137.4000 ft 45.2390 cf
_r_______
135.2000 ft 17.5929 cf�137. 0005 ft 46.4956 cf
135.3000 ft �18.8496 cf i137. 006 0 ft�47.7�
135.4000 ft j20.1062 cf'�137.7000 ft 49.0089 cf
I�5.5000 ft �21.3628 cf;137.8000 ft 50.2656 cf
1�5.6000 ft i22.6195 cf'137.9000 ft !�1.5222 cf
�
I 35.7000 ft j23.8761 cf f 138.0000 ft '',�2.7788 cf!
135.8000 ft �25.1328 cf I138.1000 ft 54.0355 cf�
135.9000 ft j26.3894 cf!138.2000 ft 55.2921 cf;
136.0000 ft '27.6460 cf�138.3000 ft 56.5488 cf
,
�138.3300 ft'S6.9258 cf'
Record Id: CB-02
_------- ------- ----- --------- ---------------------
,Descrip: Prototype Record �Increment i0.10 ft
Start El. ;133 9900 ft iMax El. 141.0800 ft !
Classification jManhole �Structure Type ;CB TYPE 2-48 �
-- ---- _------ ----- - -- --- --- ---�
l�nt Ke �Groove End w/Headwall (ke=0.20) jChannelization;Curved or Deflector�
- -- ------- --- ------- - -- -------- - -----
- �-- -
Catch �2.0000 ft Bottom Area !12.5664 sf
Condition Existing
_ --- - --- -- -----_ _----------- �
Stage Storage Rating Curve
133.9900 ft �j 0.0001 cf �137.5900 ft 45.2391 cf�
134.0900 fi; 1.2567 cf j137.6900 ft�46.4957 cf
'l 34.1900 ft , 2.5� 133 cf 137.7900 ft�47.7524 cf
134.2900 ft 3.7700 cf �137 8900 ft�49.0090 cf
1343900 ft�5.0266 cf '137.9900 ft;50.2�
134.4900 ft (6.2833 cf '138.0900 ft j51.5�
i - - 138.1900 ft 52.7789 cf i
,134.5900 ft�7.5399 cf ,- -__---------,-------------
'l 34.6900 ft 8.7965 cf '138.2900 ft�54.0356 cf;
' ___ _---- -------- !
134.7900 ft�10.0532 cf 138.3900 ft(55.2922 cf�
134.8900 ft�11.309 c8 f'138.4900 ft�56 5489 cf�
134.9900 ft 12.5665 cf;138.5900 ft�57.80 c55 f�
,-----
135.0900 ft�13.8231 cf:138.6900 ft;59 0621 cf;
135.1900 ft j 1�.0797 cf.138.7900 ft�60.3 81 8 cf�
- -------
135.2900 ft i 16.3364 cf;138.8900 ft j61.5754 cf
135.3900 fi(17.5930 cf';138.9900 ft�62.8321 cf�
135.4900 ft i 18.849 c7 f!139.0900 ft 64.0887 cf'
135.5900 ft i20.1063 cf.139.1900 ft j65.3 54 3 cf�;
135.6900 ft ;21.3629 cf 139.2900 ft;6 66�. 020 cf':,
I ��.7900 ft j22.6196 cf;139.3900 ft�67.8586 cf
I ��.8900 ft i23.8762 cf.139.4900 ft�I69.1153 cf;
_- � _ -- -:---- - ----------- ;
I ��.9900 ft �25.1329 cf;139.5900 ft ';70.3719 cf;
I �6.0900 ft �6.3895 cf j139.6900 ft;71.6285 cf�
136.1900 ft ;27.6461 cf',139.7900 ft 72.8852 cf!
136.2900 ft 28.9028 cf!139.8900 fi 74.1418 cf'
1�6.3900 ft 3 1 94 cf j 139.9900 ft 75_3985 cf
�
136.4900 ft 31.4161 cf�140.0900 ft 76.6551 cf i I
_.__ __ __---- - -. ,_-- -- - -------
136.5900 ft;32.6727 cf i 140.1900 ft 77.9117 cf i
136.6900 ft �33.9293 cf!140.2900 ft 79.1684 cf;
136.7900 ft 35.1860 cf;140.3900 ft 80.4250 cf
136.8900 ft;36.4426 cf�140.4900 ft,,81.6817 cf
---,---------
----------
136.9900 ft i37.6993 cf 140.5900 ft'82.9383 cf '
137.0900 ft;38.9559 cf 140.6900 ft;84.1949 cf
j 13 7.1900 ft�40.2125 cf;140.7900 ft i 85.4 15 6 cf; '�
(13 7.2900 ft;41 4692 cf','140.8900 ft 86.7082 cf'.
�137.3900 ft 42.7258 cf'140.9900 ft 87.9649 cfi
�: �.
137.4900 ft ��439� 825 cf���141.0900 ft����89.�� �215 cf�
Record Id: CB-03
jDescrip: ;Prototype Record �Increment j0.10 ft
Start El. 134.2800 ft �Max El. 137.2800 ft �
�
_... ---;- - - --� -- ---- - - --
jClassification Manhole �Structure Type jCB-TYPE 1
----- � ---------- --
�Ent Ke jGroove End w/Headwall (ke=0.20) jChannelization Curved or Deflector�
'Catch 1.4160 ft �Bottom Area '3.9700 sf
ICondition �Existing i
- ----- -- -------- -- - -- -----__
Stage Storage Rating Curve
134.2800 ft�0.0000 cf';135.7800 fi ' �.9550 cf
134.3800 ft ;0.3970 cf i 135.8800 ft '' 6.3520 cf �
134.4800 ft i0.7940 cf�135.9800 ft; 6.7490 cf ''
134.5800 ft�1.1910 cf';136.0800 ft� 7. 41 60 cf �
------- -- �-- -----'---- -- -- '
134.6800 ft;1.5880 cf;136.1800 ft i 7.5430 cf
___- -- - -
134.7800 ft�1.9850 cf�1362800 ft'7.9400 cf i
134.8800 ft 2.3820 cf'136.3800 ft: 8.3370 cf �
I 34.9800 ft 2.7790 cf'136.4800 ft 8.7340 cf '.
135.0800 ft�3.1760 cf;136.5800 ft j 9.1310 cf i
135.1800 ft 3.5730 cf�136.6800 ft 9.5280 cf i
�135.2800 ft i3.9700 cf j 136.7800 ft '! 9.9250 cf ;
�
135.3800 ft 4.3670 cf'136.8800 ft 10.3220 cf
135.4800 ft 4.7640 cf 136.9800 ft;10.7190 cf,
�135.5800 ft j5.1610 cf'��137.0800 ft 11.1160 cf�
- � -
�135.6800 ft ;5.5580 cf�137.1800 ft 'ii!11.5130 cf,
-r--
I137.2800 ft 11.9100 cf
Record Id: CB-04
',Descrip: �Prototype Record Increment 0.10 ft ;
�
Start El. 137.6400 ft M� El. 140.6400 ft
Cl ificati M (
ass on, anhole Structure Type CB-TYPE 2-48
Ent Ke iGroove End w/Headwall (ke=0.20) Channelization;Curved or Deflector�
Catch �2.0000 ft �Bottom Area 12.5664 sf
t
Condition !Existing i
Stage Storage Rating CunJe �
�
-----_ ------_-- -- -- --_ __ ---.
137.6400 ft � 0.0000 cf i139.1400 ft 18.8496 cf'
137.7400 ft 1.2 65 6 cf j 139.2400 ft 20.1062 cf�
137.8400 ft '! 2.5133 cf 139.3400 ft'21.3629 cf�
�- I
137.9400 ft j 3.7699 cf �139. 44 00 ft,22.6195 cf; I
�138.0400 fi�5.0266 cf �139.5400 ft 23.8762 cf'
,-------- ,-----
1138.1400 ft! 6.2832 cf 139.6400 ft'25.1328 cf�
�----- -----,
'138.2400 ft ; 7.5398 cf ;139. 0074 ft 26.3894 cf I
138.3400 ft 8.7965 cf �13 89 400 ft f27.6461 cf
;
138.4400 ft�10.0531 cf i 139.9400 ft 28.9027 cf i
�138.5400 ft i 11.3098 cf 140.0400 ft j30.1594 cf� ��
138.6400 ft;12.5664 cf 140.1400 ft�31.4160 cf ,
�------f ,
---__ _--------------------------
138.7400 ft j13.8230 cf�140.2400 ft!32.6726 cf; �
- ----- - --�
138.8400 ft '15.0797 cf;140.3400 ft,33.9293 cf;
138.9400 ft;16.3363 cf�140 4400 ft;35.1859 cf�
139.0400 ft j 17.5930 cf;140.5400 ft�36.4426 cf �I
�
!140.6400 ft 3 7.6992 cf
Record Id: CB-06
Descrip: �Pr�pe Record jIncrement j0.10 ft I
jStart EL i 143.6600 ft Max El. j 146.9000 ft
Classification�Manhole IStructure Type �CB-TYPF, 2-48
Ent Ke �Groove End w/Headwall (ke=0.20) �Channelization Curved or Deflector�
�------ ----
- ---- -
Catch r2.0000 ft ,ottom Area ;12.5664 sf I
Condition Existing �
_ _ _ _------ - - ---------------- - -.:
Stage Storage Rating Curve � �
-- - -
; i ---- :
',143.6600 ft; 0.0000 cf 145.3600 ft':21.3628 cf;
143.7600 ft� 1.2566 cf 145.4600 ft'�22.6195 cf'
- �---- '
�-
143.8600 ft; 2.5�132 cf 1145.5600 ft i23 768 1 cf�
143.9600 ft � 3.7699 cf 145.6600 ft'25.1328 cf
,144.0600 ft j 5.0265 cf (145.7600 ft'';26.3 894 cf j
144.1600 ft 6.2832 cf ;145. 0068 ft�7.6460 cf k
144.2600 ft; 7.5398 cf �145.9600 ft 28.9027 cf
;144.3600 ft i 8.7964 cf �146.0600 ft j30.1593 cf�
144.4600 ft !10.0� �31 cf;146.1600 ft 31. 614 0 cf'
- _ _ ___
144.5600 ft 11.3097 cf�146.2600 ft j32.6726 cf'
'144.6600 ft j 12.5664 cf�146.3600 ft,339� cf
144.7600 ft ;13.8230 cf I 146.4600 ft 35.1859 cf
144.8600 ft,1�0796 cf j 146.5600 ft';36.4425 cf
----_---� - ----- ---- ----- ------
144.9600 ft 16.3363 cf',146.6600 ft j37.6992 cf
-�---
,145.0600 ft ;17.5929 cf j 146.7600 ft 38.9558 cf
�- -- -
145.1600 ft ;18.8496 cf j 146.8600 ft�40 2124 cf
145.2600 ft 20.1062 cf�146. 069 0 ft''41.4691 cf;
Record Id: CB-07
Descrip: Prototype Record ,Increment 0.10 ft �
Start El. ';143.9000 ft �Max EL �r146.9000 ft
Classification Manhole (Structure Type ;CB-TYPE 2-48 �
_�_ �
Lnt Ke Groove End w/Headwall (ke=0.20) Channelization�Curved or Deflector�
Catch !2.0000 ft Bottom Area �12.5664 sf
_- ----- _ --- ------ -- - ----- -
Condition Existing �
-- ---- - --- -- �
- -- --- �
Stage Storage Rating Curve '
I-�3.9000 ft i 0.0 00 0 cf (145.5000 ft',20.1062 cf'
I -�4.0000 ft ' 1.2566 cf ';145.6000 ft'21.3628 cf'
---- ----- -- ----.
144.1000 ft ' 2.5132 cf 145.7000 ft�22.6195 cf
144.2000 ft ; 3.7699 cf �145.8000 ft�23.8761 cf j
1443000 ft� 5.026 c5 f 145.9000 ft�25.1328 cf'
144.4000 ft� 628 23 cf j 146.0000 ft';26.3894 cf
- �
144.5000 ft j 7.5398 cf �146.1000 ft;27.6460 cf
j 144.6000 ft� 8.7964 cf '146.2000 ft;28.9027 cf
���144.7000 ft �rl 0.0531 cf�146.3000 ft�301�93 cf
-,-- - --
;144.8000 ft �11.3097 cf�146.4000 ft�31.4159 cf ,
�-!
144.9000 ft 12.5664 cf 146.5000 ft;32.6726 cf!,
145.0000 ft 13.8230 cf,146. 006 0 ft;33.9292 cf i
,
145.1000 ft ,15.0 97 6 cf�;146.7000 ft;3�.1859 cf'
145.2000 ft;16.3363 cf;146.8000 ft'36.4425 cf
,145.3000 ft�17.5929 cf j 146.9000 ft j37.6991 cf
� -- - ----- - --- --
,145.4000 ft �18.8496 cf�147.0000 ft�389�58 cf�
Record Id: DUMMY NODE
,---
Descrip: ',Prototype Record;Increment;0.10 ft
Start El. '124.0009 ft Max El. '126.5200 ft
Dummy Type Node
Record Id: DUMMY NODE 2
-------r---- - --- ----------
Descrip: �Prototype Record,Increment;Q.10 ft '
Start El. 125.3500 ft �Max El. �126.5200 ft
Dummy Type Node
_ __
Record Id: YD-A
___ ___- -_ _ _- -- _ --- __
Descrip: Prototype Record �Increment i0.10 ft '
--- --- ----- -- ----- - - - i--- - -- -I ---
titart El. '132.8000 ft �Max EL �135.8000 ft
�'lassification iStorm Cleanout iStru ruc e Type �Dummy
I.:nt Ke Groove End w/Headwall (ke=0.20) ;Channelization;Curved or Deflector
Catch i3.0000 ft ;Bottom Area ;1.7700 sf �
Condition ;Existing i
�
Stage Storage Rating Curve '
,------------,
132.8000 ft;0.0000 cf j 134.4000 ft ''2.8320 cf I
132.9000 ft �0.1770 cf;134.5000 ft'!3.0090 cf�
133.0000 ft j0.3540 cf;134.6000 ft ;,3.1860 cf�
---- __-- --�----- - -----
133.1000 fi ;0.�310 cf�134.7000 ft 3.3630 cf
;133.2000 ft j0.7080 cf j134.8000 ft j3.5400 cf�
��133.3000 ft 0.8850 cf;134.9000 ft�3.7170 cf�
133.4000 ft 1.0620 cf;135.fi';3.8940 cf i '
133.5000 ft 1.2390 cf i 135.1000 ft�4.0710 cf� I
133.6000 ft�1.4160 cf j 135.2000 ft i4.2480 cf
-�-- --r ----
133.7000 ft 1.5930 cf�135.3000 ft;4.4250 cf
133.8000 ft 1.7700 cf i 135.4000 ft ;4.6020 cf
133.9000 ft i 1.9 74 0 cf�135.5000 ft;4.7 097 cf� !
134.0000 ft 2.1240 cf;135. 06 00 ft ;4.9560 cf i
134.1000 ft �2.3 10 0 cf�135. 007 0 ft ';�.1330 cf
134.2000 ft '?.4780 cf':135.8000 ft �.3100 cf�
'f134.3000 ft 2.6550 cf'k135.9000 ft �.4870 cf
Record Id: YD-B
__ ---__ ___ _ __ _ _ _ __ _ _ _
Descrip: Prototype Record iIncrement 0.10 ft '
- ------- ------- --- -- ------- --;------ -
,Start EL '124.5000 ft (Max El. ;129.5000 ft
(Classification :Storm Cleanout �Structure Type `,Dummy
Ent Ke Groove End w/Headwall (ke=0.20) ;Channelization ''Curved or Deflector
Catch '3.0000 ft iBo om Area ;1.7700 sf '
Condition ,Existing
Stage Storage Rating Curve
l 24.5000 ft 0.0000 cf 127.1000 ft 4.6020 cf
124.6000 ft 0.1770 cf�127.2000 ft 4.7790 cf
124.7000 ft '0.3540 cf'',127.3000 ft'4.9560 cf
_------ �--- - ------
124.8000 ft 0 5310 cf�127.4000 ft 5.1330 cf
---- - - ---__ __ - -- - -
124.9000 ft .0.7080 cf;127.5000 ft'S.3100 cf
125.0000 ft 0.8850 cf i127.6000 ft';5.4870 cf
',125.1000 ft i 1.0620 cf j 12 0077 0 ft i5.6640 cf
125.2000 ft!1.2390 cf�127.8000 ft j5.8410 cf
125.3000 ft;1.4160 cf�127.9000 ft�;6.018 c0 f
',125.4000 ft j 1.5930 cf 1128.0000 ft i6.1950 cf
i 125.5000 ft�1.7700 cf;128.1000 ft j6.3720 cf
!125.6000 ft�1.9470 cf i 128.2000 ft�6.549 c0 f
125.7000 ft;2.1240 cf i 12 38 000 ft�16.7260 cr
'125.8000 ft�2.3010 cf j 128.4000 ft;6.9030 cf',
125.9000 fi 2.4780 cf�128. 005 0 ft j7.0800 cf','
126.0000 ft 2.65�0 cf i128.6000 ft ;7.2570 cf
�---- ---- ---
___----- '---- - ---_
126.1000 ft r2.8320 cf i 128.7000 ft i7.4340 cf
�
126.2000 ft �3.0090 cf;128.8000 ft 7.6110 cf'
- r---- --
126.3000 ft i3.1860 cf:128.9000 ft !7.7880 cf
!126.4000 ft!3.3 036 cf;129.0000 ft 7.9650 cf
126.5000 ft!,3.5400 cf!129.1000 ft'8.1420 cf
--- ---- - r- ----'- ---
126.6000 ft;3.7170 cf;129.2000 ft j83190 cf.
'l 26.7000 ft�3.8940 cf�129.3000 ft j8.4960 cf
'126.8000 ft ;4.0 17 0 cf j 129.4000 ft,8.67 c03 f
'126.9000 ft�,4.2480 cf 129.5000 ft 8.8�00 cf' ,
127.0000 ft;4.4250 cf 129.6000 ft;9.0270 cf i
Record Id: YD-C
Descrip: Prototype Record Increment �0.10 ft ', �I
Start El. �125.0000 ft _ ;Max El. j 129.5000 ft __ �, �'
Classifica�ion jStorm Cleanout �Structure Type iDummy ' �'�
Ent Ke ;Groove End w/Headwall(ke=0.20) rChannelization�Curved or Deflector�� �
--- ' -- �
�Catch j3.0000 ft �Bottom Area �1.7700 sf j
--_ -�--- ---- -- - - �
,Condition �Existmg ;
--- -- --- -----�
_ --- --i
Stage Storage Rating Curve '
1�5.0000 ft'.0.0000 cf'127.3000 ft'4.0710 cf
125.1000 ft�0.1770 cf'127.4000 ft'4.2480 cf
.- _--- - ------
l 25.2000 ft i03540 cf;127.5000 ft 4.4250 cf
125.3000 ft;0.5310 cf;127.6000 ft:4.6020 cf
',125.4000 ft�0.7080 cf i 127.7000 ft';4.7790 cf
'125.5000 ft 0.8850 cf j 127.8000 ft�I4.9560 cf
125.6000 ft 1.0620 cf j127.9000 ft j5.1330 cf�
'125.7000 ft�1.2390 cf 128.0000 ft�5.3 Ol 0 cf
125.8000 ft I1.4160 cf j128.1000 ft j5.4870 cf�
_------ - � i -- -----i
'125.9000 ft 1.5930 cf�128.2000 ft�5.6640 cf;
126.0000 ft i 1.7 007 cf 1128.3000 ft�5.8 14 0 cf j
i
�126.1000 ft (1.9470 cf i 128.4000 ft i6.0180 cf! �
�
126.2000 ft j2.1240 cf�128.5000 ft i6.1950 cf`
'126.3000 ft j 32 O10 cf�128. 006 0 ft 63720 cf;
126.4000 ft !2.4780 cf j128.7000 ft;6.5490 cf''
126.5000 ft 2.6550 cf�128.8000 ft :6.7260 cf
126.6000 ft '2.8320 cf'128.9000 ft '6.9030 cf
126.7000 ft;3.0090 cf'129.0000 ft 7.0800 cf '
'126.8000 ft i3.1 68 0 cf�129.1000 ft:7.2570 cf '�,
126.9000 ft 3 3630 cf;129.2000 ft'7.4340 cf I
I - -;- - ----- -- ----
;127.0000 ft 3 5400 cf;129.3000 ft�7.6110 cf, I
_ - - ---;
r--
�127.1000 ft �3.7170 cf�129.4000 ft j 7.7880 cf;
_127.2000 ft �3.8940 cf j129.5000 ft_7_9650 cf' I
I
�129.5000 ft 7.9650 cf'
Record Id: P-001
- -_ - - __ -
Section Shape: �Circular �
------------------- -------------------
� r �----------------
�Uniform Flow Method: �Manning's jCoefficient: ;0.0120
�Routing Method: ;Travel Time Translation r— �
DnNode ;DUMMY NODE ',UpNode ,CB-01
�-laterial �Plastic 'Size 12" Diam
Ent Losses IGroove End w/Headwall
---- '----- ------- -- - -- - __--- --- -
Length 109.0000 ft Slope �8.99% ;
_- --- __ - -- --------- - --- - - .
Up Invert ,133.8000 ft Dn Invert �124.0009 ft ��
- _ --- _ _--------- __._-- --- _ -- -- -- - ___ , --
Conduit Constraints
-- � -- �-----;--
11in Vel 'Max Vel '.;Min Slope iMax Slope 'Min Cover
_ -----�
2.00 ft/s i 15.00 ft/s ',0.50% �100.00% ;2.00 ft
-p_ ---- --_-- _—,1 ---- -- ---- - - i-- -- ----_ --- -_-- . i
Dro across MH 0.0000 ft Ex/Infil Rate :0.0000 in/hr
Up Invert �124.0009 ft �n Invert !133.8000 ft '
I�latch inverts. ;
_ - --- ------ --�------- --
�
DnNode 'Dt1�-1'�-1Y NODE 'LTpI�'ode CB-01 I,
Record Id: P-002
__ - -- _____- - � _ _-__. _ --- -- -__,
Section Shape: jCircular �
-- - - --- _ -- - - -- - -- _-- - - --- -�-- - - —
Uniform Flow Method: jManning's Coefficient: ;0.0120 ,
_ _- - - --------- ____- -------�----- - - �
Routing Method: Travel Time Translation �
DnNode �CB-01 UpNode CB-02
�Material �Plastic ���Size 12" Diam
�
- ----- ----- ----- �
iEnt Losses Groove End ���/Headwall '
%Length 38.0000 ft ,Slope 10.50%
jUp Invert j133.9900 ft �Dn Invert �133.8000 ft I
' Conduit Constraints
-- _ - - ----- -- -- -
,Min Vel ;Max Vel ,Min Slope'Max Slope Min Cover�
2.00 ft/s I15.00 ft/s 0.50% 100.00% 2.00 ft �
Drop across MH 0.0000 ft E�Infil Rate 0.0000 in/hr
�Up Invert �33.8000 ft �D In nvert �133.9900 ft
------------ — - �
jMatch inverts. �
�
�DnNode �CB-01 UpNode �B-02 �
Record Id: P-003
jSection Shape: Circular �
I iUniform Flow Method: Manning's Coefficient: ;0.0120
� �Routing Method: Travel Time Translation '
,DnNode CB-02 UpNode CB-03
�Material Plastic Size 12" Diam
iEnt Losses Groove End w/Headwall
ILength i58.0000 ft �Slope 0.50%
iUp Invert 134.2800 ft �Dn Invert 133.9900 ft
�� Conduit Constraints
i iMin Vel Max Vel Min Slope;Max Slope�Min Cover
I�2.00� 15.00 ft/s 0.50% :.100.00% 2.00 ft
.Drop across MH (0.0000 ft ;Ex/Infil Rate �0.0000 in/hr
!Up Invert 1133.9900 ft �n Invert �134.2800 ft
IMatch inverts.
'DnNode CB-02 UpNode �CB-03
Record Id: P-004 '
;Section Shape: �Circular j
Uniform Flow Method: jManning's iCoefficient: 0.0120 i
E
Routing Method: jTravel Time Translation�
'DnNode ;CB-02 UpNode �B-04
�--- ,--
'Material jPlastic ISize �12" Diam
,
'Ent Losses jGroove End w/Headwall j
;Length �66.0000 ft �Slope �5.�3%
'Up Invert j 137.6400 ft Dn Invert 133.9900 ft
Conduit Constraints
�I;Min Vel !Max Vel �Min Slope Max Slope iMin Cover
';2.00 ft/s �15.00 ft/s ;0.50% i 100.00% ;2.00 ft
',Drop across MH 0.0000 ft �Ex/Infil Rate�0.0000 in/hr
'lip Invert 133.9900 ft Dn Invert 137.6400 ft ',
I
jMatch inverts.
iDnNode jCB-02 UpNode CB-04
� Record Id: P-006
iSection Shape: �Circular �
Uniform Flow Method: Manning's ;Coefficient: 0.0120 � ,
�Routing Method: �Travel Time Translation� �
',DnNode ,CB-04 �UpNode CB-06 �
,Material Plastic �Size 12" Diam
Ent Losses Groove End w/Headwall ,
Length 124.0000 ft Slope 4.85%
Up Invert ,143.6600 ft Dn Invert 137.6400 ft '
' Conduit Constraints
Min Vel (Ma�c Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 100.00% 2.00 ft ,i
,Drop across MH �0.0000 ft E�c/Infil Rate 10.0000 in/hr
Up Invert i 137.6400 ft Dn Invert i 143.6600 ft I
Match inverts.
iDnNode ;CB-04 !UpNode +CB-06 !
Record Id: P-007
Section Shape: �Circulaz ;
Uniform Flow Method: iManning's �jCoefficient: 0.0120 �
Routing Method: jTravel Time Translation! � j
DnNode �CB-06 �UpNode �CB-07 �
Material �Plastic �Size 12" Diam
Ent Losses iGroove End w/Headwall
Length ":24.0000 ft !Slope 1.00%
Up Invert ''.143.9000 ft Dn Invert :.143.6600 ft
Conduit Constraints �
Min Vel Max Vel ';Min Slope;M� Slope!Min Cover ;
2.00 ft/s j 15.�i0.50% �100.0'2.00 ft i i
Drop across MH '0.0000 ft 'Ex/Infil Rate '0.0000 in/hr�
jUp Invert j 143.6600 ft �Dn Invert 143.9000 ft �
�Match inverts.
, ;DnNode �CB-06 jUpNode CB-07
Record Id: P-A
Section Shape: Circular
Uniform Flow Method: �Manning's Coefficient: 0.0120
Routing Method: jTravel Time Translation
;DnNode YD-B �UpNode �YD-A I
Material �Plastic Size 6" Diam
Ent Losses Groove End w/Headwall
Length 45.0000 ft Slope 18.44%
Up Invert 132.8000 ft Dn Invert 124.5000 ft
�
;� Conduit Constraints
� ; Min Ve1;M�Vel ;Min Slope;Max Slope jM Cm ov re
i 2.00 ftJs i15. 00 ft/s 10.50�-1100.00/ ;2.00�ft
jDrop across MH j0.0000 ft ;Ex/Infil Rate 0.0000 in/hr
Up Invert ,12 54 000 ft ;Dn Invert i 132.8000 ft
�Match inverts. I
�DnNode ;YD-B �UpNode iYD-A
i
Record Id: P-B
� ;Section Shape: �Circular ;
j �Uniform Flow Method: '�Manning's Coefficient: 0.0120
� �Routing Method: ;Travel Time Translation�-- �
�
I DnNode ;YD-B �UpNode YD-C
�Material jPlastic Size 6" Diam
Ent Losses �Groove End w/Headwall
,Length 20.0000 ft ,';Slope �2.50%
Up Invert _ _ i 12 0 00 ft _ !Dn Invert ;124.5000 ft �
�
Conduit Constraints
�Min Vel �Max Vel �Min Slope;M� ax Slope Min Cover
�' — �--�—
�i2.00 ft/s �15.00 ftls�0.50% 100.00% ;2.00 ft
'
�
�Drop across MH �0.0000 ft �Ex/Infil Rate �0.0000 in/hr
i Up Invert 124.5000 ft �Dn Invert 125.0000 ft �
�Match inverts.
� �DnNode_ iYD-B UpNode �YD-C
Record Id: P-C
�Section Shape: �Circular
!Uniform Flow Method: �Manning's �Coefficient: 0.0120 I
�Routing Method: Travel Time Translation �
— �
DnNode DUMMY NODE 2 IUpNode YD-B
Material �Plastic `Size 8" Diam
�Ent Losses Groove End w/Headwall
Length �15.0000 ft Slope 3.33%
,Up Invert 124.5000 ft Dn Invert 124.0000 ft
'!� Conduit Constraints
I,�Min Vel Max Vel Min Slope IM Sloa�c pe Min Cover
��, �
2.00 ft/s I 15.00 ft/s;0.50% 100.00% �2.00 ft �
�Drop across MH �0.0 000 ft Ex/Infil Rate ;0.0000 in/hr�
i
Up Invert j 124.0000 ft iDn Invert �124.�000 ft (
Match inverts.
�
�
,
DnNode !DUMMY NODE 2 �UpNode YD-B ;
–-------------------- ------ ------------------------__
Lice�nsed to: Insight Engineering - Everett
SECTION VII—EROSION/SEDIMENTAION CONTROL DESGIN
Erosion and sedimentation control will be provided by utilization BMPs selected from the �
2005 King County Surface Water Design Manual. These BMPs will likely include, but I
are not necessarily limited to, sediment pond(s) and/or trap(s), silt fencing, construction
safety fencing, interceptor v-ditches, rock check dams, plastic sheeting of stockpiles,
straw mulch, hydro-seeding, catch basin protection, and rocked construction entrance,
etc.
� I
Refer to the Temporary Sedimentation and Erosion Control Plan attached in the
construction documents detailing the means by which sediment and erosion control w�ill
be handled during construction.
Refer to the following pages for SWPPP.
I
Stormwater Pollution Prevention Plan
Stormwater Pollution Prevention Plan
For
TALBOT & SSTH
Prepared For
City of Renton
Renton City Hall - 6th Floor
10�5 South Grady Way
Renton, WA 980�7
Owner Developer Operator/Contractor
M.T. Development, LLC Kimberly's Place, LLC
11625 Rainer Ave. S. 11625 Rainer Ave. S.
Seattle, WA 98178-3983 Seattle, VJA 98178-3983
Project Site Location
Talbot Rd. S & S ��th St.
Renton. WA 980�5
Certified Erosion and Sediment Control Lead
Contractor to provide
SWPPP Prepared By
Insi�ht Engineering Company (IECO)
PO Box 1478
Everett, WA, 98206
425-303-9363 ,
SWPPP Preparation Date I
June 21, 2013
Approximate Project Construction Dates I
August 1, 2013 �'�
i
Stormwater Pollution Preventron Plan
Contents
1.0 Introduction.............................................................................................................................. 1
2.0 Site Description �'
....................................................................................................................... �
2.1 Existing Conditions.......................................................................................................... 3
2.2 Proposed Construction Activities..................................................................................... 3
3.0 Construction Stortnwater BMPs.............................................................................................. �
3.1 The 12 BMP Elements...................................................................................................... 5 I
3.1.1 Element#1 —Mark Clearing Limits ............................................................... 5
3.1.2 Element#2—Establish Construction Access.................................................. 5
3.1.3 Element#3 —Control Flow Rates................................................................... 6
3.1.4 Element#4—Install Sediment Controls ......................................................... 6 �
3.1.� Element#5 — Stabilize Soils........................................................................... 8
3.1.6 Element#6—Protect Slopes........................................................................... 9 '
3.1.7 Element#7—Protect Drain Inlets................................................................... 9
3.1.8 Element#8 —Stabilize Channels and Outlets............................................... 10
3.1.9 Element#9—Control Pollutants................................................................... 11
3.1.10 Element#10—Control Dewatering .............................................................. 13
3.1.11 Element#11 —Maintain BMPs.....................................
................................
3.1.12 Element#12—Manage the Project............................................................... 13
32 Site Specific BMPs.................................................................................................
-•--.... 1
3.3 Additional Advanced BMPs........................................................................................... 16
4.0 Construction Phasing and BMP Implementation .................................................................. 17
�.0 Pollution Prevention Team ..................................................................................................... 19
5.1 Roles and Responsibilities.............................................................................................. 19
5.2 Team Members............................................................................................................... 20
6.0 Site Inspections and Monitoring............................................................................................ 21
6.1 Site Inspection................................................................................................................ 21
6.1.1 Site Inspection Frequency............................................................................. 21
6.1.2 Site Inspection Documentation..................................................................... 22
6.2 Stormwater Quality Monitoring..................................................................................... 22
6.2.1 Turbidity ....................................................................................................... 22
6.2.2 pH.................................................................................................................. 23
7.0 Reporting and Recordkeeping............................................................................................... 24
7.1 Recordkeeping................................................................................................................ 24
7.1.1 Site Log Book............................................................................................... 24
7.12 Records Retention......................................................................................... 24
7.1.3 Access to Plans and Records......................................................................... 24
ii
�
Storrnwater PoNution Prevention Plan li
I�I
7.1.4 Updating the SWPPP.................................................................................... 24 ,
�
7.2 Reporting........................................................................................................................ 25
7.2.1 Discharge Monitoring Reports...................................................................... 25
7.2.2 Notification of Noncompliance..................................................................... 25
7.23 Permit Application and Changes .................................................................. 26
AppendixA— Site Plans...................................................................................................... 267
Appendix B —Construction BMPs........................................................................................ 28 ,
AppendixC —Alternative BMPs........................................................................................... 29 �,
AppendixD—General Permit............................................................................................... 30
Appendix E— Site Inspection Forms (and Site Log)............................................................. 31
Appendix F—Engineering Calculations................................................................................ 33
iii �
Stormwater Pollution Prevention Plan I
1.0 Introduction
This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the '',
Construction stormwater permit requirements for the Talbot & SSth in Renton, Washington. The �
site is located at the intersection of Talbot Rd. S & South 55`h St. in city of Renton. The project
site currently exists as undeveloped. The site contains one drainage basin that drains to the west.
Per Soils Survey of King County area, the project site contains AgC (Alderwood gravelly sandy
loam, 6 to 15 percent slopes) soils. The project contains approximately 2.91 acres. The proposal ,
is to construct seventeen new single-family homes, approximately 325-1f of public road with
associated utilities. Access for the site will be from South 55�' St.
The purpose of this S WPPP is to describe the proposed construction activities and all temporary
and permanent erosion and sediment control (TESC) measures, pollution prevention measures,
inspection/monitoring activities, and recordkeeping that will be implemented during the
proposed construction project. The objectives of the SWPPP are to:
l. Implement Best Management Practices (BMPs) to prevent erosion and
sedimentation, and to identify, reduce, eliminate or prevent stormwater
contamination and water pollution from construction activity.
2. Prevent violations of surface water quality, ground water quality, or
sediment management standards.
3. Prevent, during the construction phase, adverse water quality impacts
� including impacts on beneficial uses of the receiving water by controlling
peak flow rates and volumes of stormw�ater runoff at the Permittee's
outfalls and downstream of the outfalls.
� This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology
� website on February 19, 2007. This SWPPP was prepared based on the requirements set forth in
the Construction Stormwater General Permit and in the Stormw�ater Management Manual for
Vv'estern Washington (SWMMWW 2005). The report is divided into seven main sections with
several appendices that include stormwater related reference materials. The topics presented in
the each of the main sections are:
■ Section 1 — INTRODUCTION. This section provides a summary
description of the project, and the organization of the SWPPP document.
■ Section 2 — SITE DESCRIPTION. This section provides a detailed
description of the existing site conditions, proposed construction activities,
and calculated stormwater flow rates for existing conditions and post—
construction conditions.
l
Stormwater Po!lution Prevention Plan
• Section 3 — CONSTRUCTION BMPs. This section provides a detailed
description of the BMPs to be implemented based on the 12 required
elements of the SWPPP(SWMMEW 2004).
■ Section 4 — CONSTRUCTION PHASING AND BMP
IMPLEMENTATION. This section provides a description of the timing I
of the BMP implementation in relation to the project schedule.
■ Section 5 — POLLUTION PREVENTION TEAM. This section identifies
the appropriate contact names (emergency and non-emergency),
monitoring personnel, and the onsite temporary erosion and sedimentation
control inspector
■ Section 6— INSPECTION AND MONITORING. This section provides a
description of the inspection and monitoring requirements such as the
parameters of concern to be monitored, sample locations, sample
frequencies, and sampling methods for all stormwater discharge locations
from the site.
■ Section 7 — RECORDKEEPING. This section describes the requirements
for documentation of the BMP implementation, site inspections,
monitoring results, and changes to the implementation of certain BMPs
due to site factors experienced during construction.
Supporting documentation and standard forms are provided in the following Appendices:
Appendix A—Site plans
Appendix B —Construction BMPs
Appendix C —Alternative Construction BMP list
Appendix D—General Permit
Appendix E—Site Log and Inspection Forms
Appendix F —Engineerin� Calculations
�
Stormwater Pollution Prevention Plan
2.0 Site Description
2.1 Existing Conditions
The proposed project "Talbot& SSth" is located at the intersection of Talbot Rd. S & South 55`t'
St. in King County, Washington. More generally, the project site is located in Section 6,
� Township 22 North, and Range 5 East of the Willamette Meridian in King County, Washington.
The project contains approximately 2.91 acres. There is a small wetland existing on-site that will
remain undisturbed with a 50-ft buffer. The project site currently exists as undeveloped. The site
contains one drainage basin that drains to the west. Per Soils Survey of King County area, the
project site contains AgC (Alderwood gravelly sandy loam, 6 to 15 percent slopes) soils.
�
2.2 Proposed Construction Activities
The proposal is to construct seventeen new single-family homes, approximately 325-1f of public
road with associated utilities. Access for the site will be from South 55�' St. The project will
provide an open pond towards detention requirements per the 2005 KCSWDM I
recommendations. A stormfilter manufactured by Contech Engineered solutions is proposed �'
downstream of detention to provide adequate water quality. The outflow from the detention
facility will be tight lined to the existing storm system on Talbot road to continue its natural
drainage path. The following summarizes details regarding site areas:
■ Project development area: 2.91 acres
■ Percent impervious area before construction: 0 %
■ Percent impervious area after construction: 70 %
■ Disturbed area during construction: 2.64 acres
■ Disturbed area that is characterized as impen�ious (i.e.,
access roads, staging, parking): 1.85 acres
■ 2-year stormwater runoff peak flow prior to construction
(existing): 0.09 cfs
■ 10-year stormwater runoff peak flo�r prior to construction
(eaisting): 0.14 cfs
■ ?-year storm���ater runoff peak flo« durin� construction: 0.36 cfs
■ 10-year stormwater runoff peak flow during construction: 0.47 cfs
�
Stormwater Pollution Prevention Plan
• 2-year stormv�ater runoff peal: flo« after construction: 0.12 cfs
■ 10-year stormwater runoff peak flow after construction: 0.32 cfs
All stormwater flow calculations are provided in Appendix F.
=t
Storrnwater Pollution Prevenfron PJan
3.0 Construction Stormwater BMPs
3.1 The 12 BMP Elements
3.1.1 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 m�imum extent possible. The BMPs relevant to marking the clearing
limits that will be applied for this project include:
• High Visibility Plastic or Metal Fence (BMP C103)
Install orange barrier fencing along the clearing limits, according to the approved
construction plans, prior to any construction activities. Maintain until all �
construction activities are completed. i
I Alternate BMPs for mazking clearing limits are included in Appendix C as a quick reference tool I
for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
� inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
3.1.2 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
include:
• Stabilized Construction Entrance (BMP C105)
5
Stormwater Pollutron Prevention Plan
Install the temporary construction entrance, according to the approved
construction plans, prior to any clearing or grading activities. Maintain until the
access road is paved.
Alternate construction access BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.3 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 BMPs for flow control that shall be used
on this project include:
• Temporary Sediment Pond (BMP C241)
Construct the temporary sediment pond, according to the approved construction
plans, prior to any grading activities. Maintain until site grading is completed and
the detention vault is operable.
� Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite
inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during
construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D).
To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
In general, dischazge rates of stormwater from the site w�ill 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).
3.1.4 Element#4—Install Sediment Controls
All stormwater runoff from disturbed areas shall pass through Wet vault#1 which will be used as
I a sediment pond during construction. The specific BMPs to be used for controlling sediment on
this project also include:
(
6
i
� Stormwater Pollution Prevention Plan
I
� • Silt Fence (BMP C233)
Install silt fencing, according to the approved plans, prior to any clearing or
grading activities. Maintain until all construction activities are completed.
• Storm Drain Inlet Protection (BMP C220)
Install catch basin filters, according to the approved construction plans, as catch
�� basins are installed and become operable. Maintain until all construction
activities are completed.
! Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs 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, I
vegetated areas (BMP C240 paragraph 5, page 4-102).
In some cases, sediment discharge in concentrated runoff can be controlled using permanent ,
stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the '
effectiveness of some permanent stormwater BMPs, such as those used for infiltration or bio-
f filtration; however, those BMPs designed to remove solids by settling (wet ponds or detention
� ponds) can be used during the construction phase. When permanent stormwater BMPs will be
Cused to control sediment discharge during construction, the structure will be protected from
excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated
sediment shall be removed after construction is complete and the permanent stormwater BMP
will be re-stabilized with vegetation per applicable design requirements once the remainder of
the site has been stabilized.
The following BMP will be implemented as end-of-pipe sediment controls as required to meet
permitted turbidity limits in the site discharge(s). Prior to the implementation of these
technologies, sediment sources and erosion control and soil stabilization BMP efforts will be
maximized to reduce the need for end-of-pipe sedimentation controls.
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Stormwater Pollution Prevention Plan
• Temporary Sediment Pond (BMP C241)
Construct the temporary sediment pond, according to the approved construction
plans, prior to any grading activities. Maintain until site grading is completed and
the detention vault is operable
3.1.5 Element #� — Stabilize Soils
Exposed and un-worked 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 include:
• Temporar}' and Permanent Seeding (BMP C 120)
Apply temporar} h��dro-seed to exposed and un-�vorked soils, according to the
approved construction plans, as needed to prevent erosion during site grading.
Apply permanent hydro-seed to areas at final grade as site grading is completed.
• Mulching (BMP C 121)
Apply mulching to exposed and un-worked soils, according to the approved
construction plans, as needed to prevent erosion during site grading. Maintain
until site grading is completed and permanent hydro-seed is applied.
• Plastic Covering (BMP C123)
Cover stockpiles with plastic sheeting, according to the approved construction
plans, as needed to prevent erosion during site grading. Maintain until stockpiles
are removed from site.
• Early application of gravel base on areas to be paved
Place gravel base on roadways, according to the approved construction plans,
after road���ays are graded to sub-grade. Maintain until roads are paved. ',
Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the II
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
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Stormwater Pollution Prevention Plan
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 vveather
forecasts.
In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be
temporazily 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, w°aterways, and drainage channels.
3.1.6 Element#6—Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes
erosion. The following specific BMPs will be used to protect slopes for this project:
� Temporary and Permanent Seeding (BMP C 120)
Apply temporary hydro-seed to cut and fill slopes, according to the approved �
construction plans, as needed to minimize erosion during site grading. Apply
permanent hydro-seed to cut and fill slopes at final grade as site grading is
completed.
Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failin�.
3.1.7 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 (BMP
C220) will be implemented for all drainage inlets and culverts that could potentially be impacted
b�� sediment-laden runoff on and near the project site. The following inlet protection measures
v�-i11 be applied on this project:
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Stormwater Pollution Prevention Plan
Drop Inlet Protection
• Catch Basin Filters
Install catch basin filters, according to the approved construction plans, as
catch basins become operable. Maintain until all construction activities are
completed. ��
If the BMP options listed above are deemed ineffective or inappropriate during construction to '
satisfy the requirements set forth in the General NPDES Permit (Appendix D), 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 listed
I in Appendix C.
3.1.8 Element#8—Stabilize Channels and Outlets
Where site runoff is to be com�eyed in channels, or dischazged 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 include: I
• Outlet Protection(BMP C209) I
Place rip-rap pad at the temporary sediment pond outfall, according to the
approved construction plans, before the pond becomes operable. Maintain until
the pond is remo��ed or made in-operable.
Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference
tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that eaisting BMPs are
inef�fective 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 lA, 10-year, 24-hour recurrence inten�al
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
svstems.
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Stormwater Pollution Prevention Plan
3.1.9 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. If required, BMPs to be implemented to control specific
sources of pollutants are discussed below.
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. I
■ In order to perform emergency repairs on site, temporary plastic will be
placed beneath and, if raining, over the vehicle.
■ Contaminated surfaces shall be cleaned immediately following any
discharge or spill incident.
Chemical storage:
� ■ Any chemicals stored in the construction areas will conform to the
appropriate source control BMPs listed in Volume IV of the Ecology
stormwater manual. In Western WA, all chemicals shall have cover,
containment, and protection provided on site, per BMP C153 for Material
Delivery, Storage and Containment in SWMMWW 200�
■ Application of agricultural chemicals, including fertilizers and pesticides,
shall be conducted in a manner and at application rates that will not result
in loss of chemical to stormw�ater runoff. Manufacturers'
recommendations for application procedures and rates shall be followed.
Exca��ation and tunneling spoils dewatering waste:
■ Dewatering BMPs and BMPs specific to the excavation and tunneling
(including handling of contaminated soils) are discussed under Element
10.
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Stormwater Pollution Prevention Plan
Demolition:
■ Dust released from demolished sidewalks, buildings, or structures will be
controlled using Dust Control measures (BMP C 140).
• Storm drain inlets vulnerable to stormwater discharge carrying dust, soil,
or debris will be protected using Storm Drain Inlet Protection (BMP C220
as described above for Element 7).
� ■ Process water and slurry resulting from saw-cutting and surfacing
' operations will be prevented from entering the waters of the State by
� implementing Saw-cutting and Surfacing Pollution Prevention measures
� (BMP C 152).
Concrete and grout:
■ Process water and slurry resulting from concrete work will be prevented
from entering the waters of the State by implementing Concrete Handling
measures (BMP C 151).
Sanitarv ���aste���ater:
■ Portable sanitation facilities ���ill be firmlS secured, regularl�� maintained,
and emptied when necessary.
■ Wheel wash or tire bath wastewater shall be discharged to a sepazate on-
site treatment system or to the sanitary sewer as part of Wheel Wash
implementation (BMP C 106).
Solid Waste:
■ Solid ���aste �vill be stored in secure, clearl�� marked containers.
Other:
■ Other BMPs will be administered as necessary to address any additional
pollutant sources on site.
The facility is transportation-related and therefore not subject to the Federal requirements of the
Spill Prevention, Control,and Countermeasure (SPCC) Plan under the Clean Water Act (CWA).
If applicable, the Contractor shall prepare an SPCC Plan according to the Washington State
Department of Transportation (WSDOT) Requirements (see the WSDOT Standard
Specifications for Road, Brid�e. and �7unicipal Construction 2004).
A SPCC. plan is required for this site.
�_'
Stormwater Pollution Prevention PJan
As per the Federal regulations of the Clean Water Act (C WA) and according to Final Rule 40
CFR Part 112, as stated in the National Register, a Spill Prevention, Control, and
Countermeasure (SPCC) Plan is required for construction activities. A SPCC Plan has been
� prepared to address an approach to prevent, respond to, and report spills or releases to the
environment that could result from construction activities. This Plan must:
■ Be well thought out in accordance with good engineering;
�
■ Achieve three objectives - prevent spills, contain a spill that occurs, and
clean up the spill;
■ Identify the name, location, o���ner. and t}�pe of facilit}�;
■ Include the date of initial operation and oil spill history;
■ Name the designated person responsible;
' Show evidence of approval and certification by the person in authority;
and
■ Contain a facilit� anal�-sis.
3.1.10 Element#10 —Control Dewatering
No dewatering is anticipated for this project. If devvatering occurs, Baker tanks are proposed for
dewatering.
Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.11 Element#11 —Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function. Maintenance and
repair shall be conducted in accordance with each particular BMP's specifications. Visual
monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours
of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is
temporarily stabilized, the inspection frequenc�� ���ill be reduced to once every month.
l3
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Stormwater Po!lution Prevention Plan
All temporary erosion and sediment control BMPs shall be removed within 30 days after the
final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs
or vegetation shall be permanently stabilized. �
� 3.1.12 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.
I • Emphasize erosion control rather than sediment control.
■ Minimize the extent and duration of the area exposed.
■ Keep runoff velocities low.
I
■ Retain sediment on site.
� ■ Thoroughly monitor site and maintain all ESC measures.
■ Schedule major earthwork during the dry season.
As this project site is located west of the Cascade ��lountain Crest, th� project ���ill be mana�ed
according to the follo���in�r ke� pr�ject components: �
Phasing of Construction
' The construction project is bein� phased to the e�tent practicable in order
to prevent soil erosion, and, to the m�imum e�tent nossible. the transp��-�
of sediment from the site during construction. �
■ Re-vegetation of exposed areas and maintenu��.. �,. ;�,�.; ,.���u�,;�,: �,;�,
be an integral part of the clearing activities during each phase oi
construction, per the Scheduling BMP (C 162).
Seasonal Work Limitations
■ From October 1 through April 30, clearing, b ading, 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 follow�ing:
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Stormwater Pollution Prevention Plan
❑ Site conditions including existing vegetative coverage, slope, soil
type, and proximity to receiving waters; and
❑ Limitations on activities and the extent of disturbed areas; and
❑ 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:
� ❑ Routine maintenance and necessary repair of erosion and sediment I
control BMPs;
❑ 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 I
❑ 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:
❑ Assess the site conditions and construction activities that could
impact the quality of storm�Tater, and
❑ Assess the effectiveness of erosion and sediment control measures
used to control the quality of stormwater discharges.
1J
Stormwater Pollution Prevention P/an
■ A Certified Erosion and Sediment Control Lead shall be on-site or on-call
at all times.
■ VVhenever 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 SVi%PPP
' This SV�'PPP shall be retained on-site or ���ithin reasonable access to the
site.
■ The S WPPP 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 SWPPP 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 SWPPP 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 Sheets and Details in Appendix A. These site
specific plan sheets w-ill be updated annually.
3.3 Additional Advanced BMPs
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Stormwater Pollution Prevention Plan
4.0 Construction Phasing and BMP
Implementation
The BMP implementation schedule will be driven by the construction schedule. The following
provides a sequential list of the proposed construction schedule milestones and the corresponding
BMP implementation schedule. The list contains key milestones such as wet season
construction.
The BMP implementation schedule listed below is keyed to proposed phases of the construction
project, and reflects differences in BMP installations and inspections that relate to wet seas�n
construction. The project site is located west of the Cascade Mountain Crest. As such, the dr�
season is considered to be from Mav 1 to September 30 and the wet season is considered to •
from October 1 to :�.�r;1 ��'�
• Estimate of�t��ul>t;��,;i�;�,. _ ,�.,, �i;;;�: _���������t 1. ����-�
• Estimate of Construction finish date: December 30. �c?1-�
Site inspections and monitoring conducted weekly and for
applicable rain events as detailed in Section 6 of this
SWPPP. Implement Element #12 BMPs and mana�e site
to minimize soil disturbance during the wet season.
• Dry Season begins: May 1, 2014
• Mobilize equipment on site August 1, 2014
• Mobilize and store all ESC and soil stabilization products August 1, 2014
• Install ESC measures: August 1, 2014 �I
• Install stabilized construction entrance: August 1, 2014
• Begin clearing and grubbing: September 15, 2014
• Site grading begins: September 25, 2014
• Grade road and stabilize with gravel base September 25, 2014
• Wet Season started: Oct 1,2014
• Begin excavation for new utilities and services October 10, 2014
• Soil stabilization on excavated side slopes (in idle, no work
areas} October 25, 2014
� Dry Season begins: May 1, 2014
• Temporary erosion control measures (hydro-seeding) August l, 2014
• Site grading ends: October 10, 2014
• Wet Season Begins: Oct 1, 2014
• Begin pouring concrete curbs & sidewalks and implement
BMP C151: October 2�, 2014
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Stormwater Pollution Prevention Plan
' • Pave asphalt roads November 5, 2014
• Implement Element#12 BMPs and manage site to minimize
soil disturbance during the wet season: Oct 1, 2014 �
• Final landscaping and planting begins: November 10, 2014
• Permanent erosion control measures (hydro-seeding): November 25, 2014
!
�
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Stormwater Pollution Prevention Plan i,
5.0 Pollution Prevention Team I�,
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. 'i
■ 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 than can be contacted if required.
■ Monitoring Personnel — personnel responsible for conducting water
quality monitoring; for most sites this person is also the Certified Erosion
and Sediment Control Lead.
19
I _
Stormwater Pollution Prevention Plan
5.2 Team Members
Names and contact information for those identified as members of the pollution prevention team
are provided in the follow7ng table.
Title Name(s) Phone Number
Certified Erosion and Sediment Control Lead(CESCL) TBD xxx-xxx-xxxx
Resident Engineer Brian Kalab/Insight Engineering 425-303-9363 ,
Emergency Ecology Contact Tracy Walters 425-649-7000
Emergency Owner Contact Kim Tso 206-898-1021
Non-Emergency Ecology Contact Tracy Walters 425-649-7000
Monitoring Personnel TBD xxx-xxx-xxxx
, II
�0
Stormwater Pollution Prevention Pfan
6.0 Site Inspections and Monitoring
Monitoring includes visual inspection, monitoring for water quality pazameters of concern, and
documentation of the inspection and monitoring findings in a site log book. A site log book w�ill
be maintained for all on-site construction activities and will include:
■ A record of the implementation of the SWPPP and other permit
requirements;
■ Site inspections; and,
■ Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP include the required information for the site log book. This SWPPP may function as the
site log book if desired, or the forms may be separated and included in a separate site log book.
However, if separated, the site log book but must be maintained on-site or w�ithin reasonable
access to the site and be made available upon request to Ecolog� 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 SWPPP.
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 S�'PPP 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 everv month.
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Stormwater Pollution Prevention Plan
6.1.2 Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms provided in
Appendix E. The site inspection log forms may be separated from this SWPPP 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.
6.2 Stormwater Quality Monitori�g
6.2.1 Turbidih' Sampling
; Monitoring requirements for the proposed project will include either turbidity or water
� transparency sampling to monitor site discharges for water quality compliance with the 2005
Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all
discharge points at least once per calendar week.
Turbidity or transparency monitoring will follow the analytical methodologies described in
Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key
benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm i
transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU
benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will
be conducted:
l. Ensure all BMPs specified in this SWPPP are installed and functioning as
intended.
2. Assess whether additional BMPs should be implemented, and document
revisions to the SWPPP as necessary.
3. Sample discharge location daily until the analysis results are less than 2�
NTU (turbidity) or greater than 32 cm (transparency).
If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250
NTU (transparency greater than 6 cm) 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 to be considered will include, but are not limited to, off-site
treatment, infiltration, filtration and chemical treatment.
If the 250 NTLT benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time,
the following steps will be conducted:
l. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of
this SWPPP for contact information).
��
Stormwater Po!lution Prevention Plan
2. Continue daily sampling until the turbidity is less than 25 NTU (or
transparency is greater than 32 cm).
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 w�ithin 7
days of the first 250 NTU exceedance. I
5. Describe inspection results and remedial actions taken in the site log book
and in monthly discharge monitoring reports as described in Section 7.0 of
this SWPPP. I
�
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.
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 COZ spazging (liquid or dry ice).
3. Contact Ecology if chemical treatment other than COz sparging is planned.
23
Stormwater Pollution Prevention Plan
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: I
■ A record of the implementation of the SWPPP and other permit
requirements;
■ Site inspections; and,
■ Stormwater quality monitoring. j
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP 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 SS.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 SWPPP w�ill
be provided to Ecology within 14 days of receipt of a wzitten request for the SWPPP
from Ecology. Any other information requested by Ecology �-ill be submitted within a
reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the
public when requested in w7iting in accordance with permit condition SS.G.
' 7.1.4 Updating the SWPPP
h
In accordance with Conditions S3, S4.B, and S9.B3 of the General Permit, this SWPPP
will be modified if the SWPPP is ineffective in eliminating or significantly minimizing
24
Stormwater Pollution Prevention Plan
pollutants in stormwater dischazges 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
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
Water quality sampling results will be submitted to Ecology monthly on Discharge
� Monitoring Report (DMR) forms in accordance with permit condition SS.B. If there was
no discharge during a given monitoring period, the form will be submitted with the words
"no discharge" entered in place of the monitoring results. If a benchmark was exceeded,
a brief summary of inspection results and remedial actions taken will be included. If
sampling could not be performed during a monitoring period, a DMR will be submitted
with an explanation of why sampling could not be performed.
7.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit aze not met, and it causes a threat ;
human health or the em imnr��ent_ the f�1lrn�in<_r �ters ���ill he taken in acc�rdance ���i���
permit section S5.1
1. Ecol���� ���ill be imiuediately nutili�ci oi�the: tailure [o c�tnpl�.
2. Immediate action will be taken to control the noncompliance issue
and to conect the problem. If applicable, sampling and analysis of
any noncompliance will be repeated immediately and the results
submitted to Ecology within five (�) days of becoming a��are 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 S4.F.6.b, the Ecology regional office will be notified
if chemical treatment other than CO� sparging is planned for adjustment of high pH water
(see Section 5.0 of this S�'PPP for contact infonnation).
��
Stormwater Po!lution Prevention Plan
7.2.3 Permit Application and Changes ;
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. �
Appendix A — Site Plans I,
#
E
Appendix B — Construction BMPs
Element#1 - Mark Clearing Limits j
High Visibility Plastic or Meta1 Fence (BMP C 103 j
Element#2 - Establish Construction Access
� Stabilized Construction Entrance (BMP C10�)
Element#3 - Control Flow Rates
Detention Vault
Element#4 -Install Sediment Controls
Silt Fence (BMP C233)
Storm Drain Inlet Protection (BMP C220)
Interceptor Dike and Swale (BMP C200)
Element #5 - Stabilize Soils
Mulching (BMP C 121)
Temporary and Permanent Seeding(BMP C 120)
Element#6 - Protect Slopes
Plastic Covering (BMP C123)
Element#8 - Stabilize Channels and Outlets
Outlet Protection(BMP C209)
26
Storrnwater Pollution Prevention Plan
Element#10 - Control Dewatering
Additional Advanced BMPs to Control Dewatering:
Element#11 —Maintain BMP's
Scheduling (BMP C 162)
Element#12 —Manage the Project
CESC Lead (BMP C 160)
!
;
�
�
��
Stormwater Pollution Prevention Plan II
Appendix C — Alternative BMPs
� The following mcludes a list of possible alternative BMPs for each of the 12 elements not
described in the main SWPPP 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
Preserving Natural Vegetation (C 101)
Element#2 - Establish Construction Access
Wheel Wash (C 106)
, Construction Road/Parking area stabilization (BMP C 107)
Element#3 - Control Flow Rates
Temporary Sediment Pond (BMP C241)
Sediment Trap (BMP C240)
Element#4 - Install Sediment Controls
Triangular Silt Dike (BMP C208)
Element#5 - Stabilize Soils
Surface roughening(BMP C130)
Element#6 - Protect Slopes
Nets and Blankets (BMP C 122)
Element#8 - Stabilize Channels and Outlets
I Channel Lining(BMP C202)
�� Element#10 - Control Dewatering
�
Element#11 —Maintain BMP's
Element#12 —Manage the Project
�g
Stormwafer Po!lution Prevention Plan II
A endix D — General Permit '
PP
���
I
i
I
�
i
�
�
29
Stormwater Po!lution Prevention Plan
Appendix E — 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
S WPPP 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 precipitaxion 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,
i�-. 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 dischazged from the site. The presence
of suspended sediment, turbid water, discoloration, and/or oil
sheen shall be noted, as applicable. '
£ A description of any water quality monitoring performed during '
inspection, and the results of that monitoring.
g General comments and notes, including a brief description of any
BMP repairs, maintenance or installations made as a result of the �
inspection.
.i 0
Stormwater Pollution Prevention Plan
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 SWPPP 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 w•ith 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 SS.F of the permit.
3l
Stormwater Po!lution Prevention Plan
Appendix F — Engineering Calculations
See Stormwater Site Plan dated June 20, 2013
�
;,
SECTION VII - APPENDIX
A. Operation and Maintenance Manual
B. Level 1 Downstream Analysis by Pacific Engineering Design, LLC
C. Wetland Buffer Mitigation Plan by Genesis Resource Consulting
D. Vault Structural Calculations by Swanson Say Faget
�
(
' �
. � .
FloGardO Perk Filter Systems
Operations and Maintenance Manual
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2 � P a g e - FloGard� Perk Filter System O& M Manual
FloGardO Perk Filter Systems- Radial Media Filtration
Description/Basic Function
The Perk Filter is a stormwater filtration device used to reduce pollutant loading in runoff from urban
developments. Impervious surfaces and other urban and suburban landscapes generate a variety of
contaminants that can enter stormwater, polluting downstream receiving waters. The Perk Filter captures
and retains sediment, oils, metals and other target constituents close to the source and reduces the total
discharge load.
The Perk Filter cartridge is manufactured from durable polymeric components with a
polymer-coated steel support screen and stainless steel hardware. Its base construction
allows use with a wide variety of inedia chosen to address site-specific pollutants of concern.
Perk Filters may be installed as a retrofit to suitable existing curb inlet, drop inlet, or combination catch
basins, as an integral part of a coated steel-or concrete-housed stormwater inlet system for commercial,
residential, and industrial developments, or as centralized modular treatment system installed either on-
line or off-line.
Prefiltration
Systems constructed with a catch basin inlet are equipped with a FloGardOPlus Catch Basin Insert for
pre-filtration. This insert captures gross pollutants such as trash, debris, hydrocarbons, and large
sediment particles.
Gravity Separation
Some Perk Filter systems have an inlet bay wherein the initial stormwater flows are received. This is
separated from the main treatment chamber by a baffle wall with weir assembly. Medium size sediment
particles are retained in the inlet bay. A drain down assembly to eliminate standing water from the inlet
bay area between storm events is included in standard configurations.
Media Filtration
Once the stormwater enters the treatment chamber, it will pass through the filtration cartridges containing
the project-specified filter media as the water level rises in the chamber. Very fine pollutant particulates
will be retained in the filter cartridges as the water flows through the media to an interior perforated pipe,
dropping the treated stormwater into an outlet chamber below a false floor.
Peak Flow Bypass
Perk Filter systems are designed with a peak flow bypass to ensure the system will not back up and
cause upstream flooding during extraordinary storm events. The bypass weir is an integral part of the
baffle wall assembly in the inlet bay and allows peak flow stormwater directly to the outlet chamber.
��- .._�,s ��.
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KriStar Enterprises,Inc.
360 Sutton Place
Santa Rosa,CA 95407
(800)579-8819
www.kri sta r.com
3 � P a g e - FloGard� Perk Filter System O& M Manual
Maintenance Overview for FloGard�Perk Filter Systems
State and Local regulations require that stormwater management systems be maintained and serviced
on a recurring basis. The purpose of maintaining a clean and obstruction free Perk Filter system is to
ensure the system performs the intended function of the primary design.Trash and debris, floatables,
gross pollutants and sediment can build up in any stormwater system.This can cause the system to '
function improperly by impeding flow in and out of the system and reducing the operating efficiency of the
media filters. Downstream and upstream, areas could run the risk of flooding and deleterious
environmental impact.
Recommended Frequency of Service
It is recommended that FloGard�Perk Filter systems be serviced on a regularly occurring basis. ',
Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash,
debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However,
it is recommended that each installation be inspected in accordance with the following guidelines: I
Level 1 Inspection Service—Six(6)months after unit is placed into service,or six(6) months after a
Level 2 or Level 3 inspection. �
Level 2 Inspection Service- Four(4)months after a Level 1 inspection or ten (10)months after a Level I
3 service. I
Level 3 Service—As determined by findings from Level 2 inspection service reports indicating a media
filter change or system repairs are required to maintain the operating efficiency of the system.
Service Procedures I
Inlet Bay
1. The inlet manhole cover(s)and or grate(s)shall be removed and placed to one side.
2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with
the general specifications for maintenance of those devices.After cleaning the filter shall be
removed and set aside.
3. Any debris will be removed from the inlet bay(s}and disposed of in accordance with local
regulations.
4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly
as necessary to conduct inspection.
5. Check drain down assembly and clean if necessary.
6. Re-install catch basin insert filter.
7. Re-install grate or manhole access cover.
Cartridge Bay
1. Remove and place to one side the manhole access covers above the cartridge bay.
2. A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe
and note the condition of the cartridge bay and the cartridges, measure sediment level, if any,
and note on maintenance record. Physical entry is not required unless the depth prevents the
entire cartridge bay area from being observed.
KriStar Enterprises,Inc.
360 Sutton Place
Santa Rosa,CA 95407
(800)579-8819
WtvW.kfi;idr.CO^'.
4 � P a g e - FloGard� Perk Filter System O& M Manual I
3. A Level 2 inspection service shail consist of a physical, confined-space entry into the cartridge
bay.The filter cartridges and filter media shall be inspected for condition and filter media life, the
sediment level, if any, measured, and any trash or debris removed and disposed of in accordance
with local regulations.All information and recommendations shall be noted on the maintenance
� record.
4. A Level 3 service shall consist of a physical, confined-space entry into the cartridge bay.The filter '�
cartridges shall be removed and replaced with re-charged exchange filter cartridges.As an �
option,the filter media may be removed of on-site, the cartridges cleaned, and replacement
media be installed into the cartridges.All spent filter media shall be disposed of in accordance ,
with local regulations. �
5. Upon completion of inspection/service, re-install the manhole access cover(s).
6. The manhole cover(s)and/or grate(s)shall be replaced. ,
Inspection!Maintenance Requirements II
Listed below are some recommendations for equipment and training for personnel to inspect and
maintain a FloGard�Perk Filter system.
Personnel— OSHA Confined Space Entry Training is a prerequisite for entrance into a
system. In the state of Califomia personnel should be CaIOSHA certified.
Equipment— Record Taking (pen, paper, voice recorder)
Proper Clothing (appropriate footwear, gloves,hardhat, safety glasses, etc.)
Flashlight
Tape Measure
Measuring Stick
Pry Bar
Traffic Control (Flagging, barricades, signage, cones, etc.)
First aid materials
Debris and Contaminant collectors
Debris and Contaminant containers
Vacuum Truck
Disposal of Gross Pollutants, Hydrocarbons, Sediment, and Filter Media
The collected gross pollutants, hydrocarbons, sediment, and filter media shall be disposed of in
accordance with local, state and/or federal agency requirements.
KriStar Enterprises,Inc.
360 Sutton Place
Santa Rosa,CA 95407
(800)579-8819
m�w�v.kristar com
No.2—Infiltration
Maintenance Defect Conditions When Maintenance Is Results Expected When
Component Needed Maintenance Is
Performed
General Trash 8�Debris See"Detention Ponds"(No. 1). See"Detention Ponds"
(No. 1).
Poisonous/Noxious See"Detention Ponds"(No. 1). See"Detention Ponds"
Vegetation (No. 1).
Contaminants and See"Detention Ponds"(No. 1). See"Detention Ponds"
Pollution (No. 1).
Rodent Holes See"Detention Ponds"(No. 1). See"Detention Ponds"
(No. 1)
Storage Area Sediment Water ponding in infilUation pond after Sediment is removed
rainfall ceases and appropriate time and/or facility is cleaned
allowed for infiltration.Treatment basins so that infiltration system
should infiltrate Water Quality Design Storm works according to
Volume within 48 hours,and empty within design.
24 hours after cessation of most rain
events.
(A percolation test pit or test of facility
indicates facility is only working at 90%of
its designed capabilities.Test every 2 to 5
years. If two inches or more sediment is
present,remove).
Filter Bags(if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or
applicable) Sediment and full. system is redesigned.
Debris
Rock Filters Sediment and By visual inspection,littte or no water flows Gravel in rock filter is
Debns through filter during heavy rain storms. replaced. �
Side Slopes of Erosion See"Detention Ponds"(No. 1). See"Detention Ponds"
Pond (No. 1).
Emergency Tree Growth See"Detention Ponds"(No. 1). See"Detention Ponds"
Overflow Spillway (No. 1).
and Berms over 4 '
feet in height.
Piping See"Detention Ponds"(No. 1). See"Detention Ponds"
(No. 1).
Emergency Rock Missing See"Detention Ponds"(No. 1). See"Detention Ponds"
Overflow Spillway (No. 1).
Erosion See"Detention Ponds"(No. 1). See"Detention Ponds"
(No. 1).
Pre-settling Facility or sump 6"or designed sediment trap depth of Sediment is removed.
Ponds and Vaults filled with Sediment sediment.
andbr debris I
Volume V—Runoff Treatment BMPs—August 2012
4-34
No. 3—Closed Detention Systems(TanksNaults)
Maintenance Defect Conditions When Maintenance is Needed Results Expected
Component When Maintenance is
F Performed
Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents open and
blocked at any point or the vent is damaged. functioning.
Debris and Sediment Accumulated sediment depth exceeds 10% All sediment and
of the diameter of the storage area for 1/2 debris removed from
length of storage vault or any point depth storage area.
exceeds 15%of diameter.
(Example:72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between Any openings or voids allowing material to All joint between
Tank/Pipe Section be transported into facility. tank/pipe sections
(Will require engineering analysis to are sealed.
determine structural stability).
Tank Pipe Bent Out Any part of tanklpipe is bent out of shape Tanklpipe repaired or
of Shape more than 10%of its design shape.(Review replaced to design.
required by engineer to determine structural
stability).
Vault Structure Cracks wider than 1/2-inch and any Vault replaced or
Includes Cracks in evidence of soil particles entering the repaired to design
Wall, Bottom, structure through the cracks,or specifications and is
Damage to Frame maintenance/inspection personnel structurally sound.
� and/or Top Slab determines that the vault is not structurally
sound.
Cracks wider than 1/2-inch at the joint of any No cracks more than
inleUoutlet pipe or any evidence of soil 1/4-inch wide at the
particles entering the vault through the walls. joint of the inleUoutlet
pipe.
Manhole Cover Not in Place Cover is missing or only partially in place. Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism Mechanism cannot be opened by one Mechanism opens
Not Working maintenance person with proper tools. Bolts with proper tools.
into frame have less than 1/2 inch of thread
(may not apply to self-locking lids).
Cover Difficult to One maintenance person cannot remove lid Cover can be
Remove after applying normal lifting pressure. Intent removed and
is to keep cover from sealing off access to reinstalled by one
maintenance. maintenance person.
Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design
misalignment, not securely attached to standards.Allows
structure wall, rust,or cracks. maintenance person
safe access.
Catch Basins See`Catch Basins" See"Catch Basins"(No.5). See"Catch Basins"
(No. 5) (No.5).
Y'olume V—Runo�Treatment BMPs—August 2012
4-35
�
No.4—Control Structure/Flow Restrictor
Maintenance Defect Condition When Maintenance is Needed Results Expected
Component When Maintenance
is Performed
General Trash and Debris Material exceeds 25%of sump depth or 1 Control structure
(Includes Sediment) foot below orifice plate. orifice is not blocked.
Ali trash and debris
removed.
Structural Damage Structure is not securely attached to Structure securely
manhole wall. attached to wall and
outlet pipe.
Structure is not in upright position(allow up Structure in correct
to 10%from plumb). position.
Connections to outlet pipe are not watertight Connections to outlet
and show signs of rust. pipe are water tight;
structure repaired or
replaced and works
as designed.
Any holes�ther than designed holes—in the Structure has no
structure. holes other than
designed holes. �
;leanout Gate Damaged�r Missing Cleanout gate is not watertight or is missing. Gate is watertight ��,
and works as �
designed. '
Gate cannot be moved up and down by one Gate moves up and
maintenance person. down easily and is
watertight.
Chain/rod leading to gate is missing or Chain is in place and
damaged. works as designed.
Gate is rusted over 50°/a of its surface area. Gate is repaired or
replaced to meet
design standards.
Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and
missing,out of place,or bent orifice plate. works as designed.
� Obstructions Any trash,debris, sediment,or vegetation Plate is free of all
blocking the plate. obstructions and
works as designed.
� Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all
potential of blocking)the overflow pipe. obstructions and
' works as designed.
Manhole See"Closed See"Closed Detention Systems"(No. 3). See"Closed
� Detention Systems" Detention Systems"
(No.3). (No.3).
� Catch Basin See"Catch Basins" See"Catch Basins"(No. 5). See"Catch Basins"
' (No. 5). (No.5).
` I'olume V—RunofrT��eatment BMPs—August 201?
f 4-36
No. 5—Catch Basins
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is
performed
General Trash 8� Trash or debris which is located immediately No Trash or debris located
Debris in front of the catch basin opening or is immediately in front of
blocking inletting capacity of the basin by catch basin or on grate
more than 10%. opening.
Trash or debris(in the basin)that exceeds 60 No trash or debris in the
percent of the sump depth as measured from catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin,but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free
blocking more than 1/3 of its height. of trash or debris.
Dead animals or vegetation that could No dead animals or
generate odors that could cause complaints vegetation present within
or dangerous gases(e.g., methane). the catch basin.
Sediment Sedirnent(in the basin)that exceeds 60 No sediment in the catch
percent of the sump depth as measured from basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the in�ert of the
lowest pipe.
Structure Top slab has holes larger than 2 square Top slab is free of holes
Damage to inches or cracks wider than 1/4 inch and cracks.
Frame and/or (Intent is to make sure no material is running
Top Slab into basin).
Frame not sitting flush on top slab,i.e., Frame is sitting flush on
separation of more than 3!4 inch of the frame the riser rings or top slab
from the t�p slab. Frame not securely and firmly attached.
attached
Fractures or Maintenance person judges that structure is Basin replaced or repaired
Cracks in unsound. to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the secure at basin wall.
joint of any inleUoutlet pipe or any evidence of
soil particles entering catch basin through
cracks.
SettlemenU If failure of basin has created a safety, Basin replaced or repaired
Misalignment function,or design problem. to design standards.
Vegetation Vegetation growing across and blocking more No vegetation blocking
� than 10%of the basin opening. opening to basin.
Vegetation growing in inleUoutlet pipe joints No vegetation or root
that is more than six inches tall and less than growth present.
six inches apart.
Contamination See"Detention Ponds"(No. �). No pollution present.
and Pollution
Y'olume V—Runoff Treatment BMPs—August 2012
4-3 7
No. 5—Catch Basins
Mainte�ance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is
pertormed
Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is
Cover Place Any open catch basin requires maintenance. closed
Locking Mechanism cannot be opened by one Mechanism opens with
Mechanism maintenance person with proper tools.Bolts proper tools.
Not Working into frame have less than 112 inch of thread.
Cover Difficult One maintenance person cannot remove lid Cover can be removed by
to Remove after applying normal lifting pressure. one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder Ladder Rungs Ladder is unsafe due to missing rungs,not Ladder meets design
Unsafe securely attached to basin wall, standards and allows
misalignment, rust,cracks, or sharp edges. maintenance person safe
access.
Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets
(If Applicable) Unsafe design standards.
Trash and Trash and debris that is blocking more than Grate free of trash and
Debris 20%of grate surface inletting capacity. debris.
Damaged or Grate missing or broken member(s)of the Grate is in place and
Missing. grate. meets design standards.
No. 6—Debris Barriers(e.g.,Trash Racks)
Maintenance Defect Condition When Maintenance is Results Expected When
Components Needed Maintenance is Performed
General Trash and Trash or debris that is plugging more Barrier cleared to design flow
Debris than 20%of the openings in the barrier. capacity.
Metal Damagedl Bars are bent out of shape more than 3 Bars in place with no bends more
Missing inches. than 3/4 inch.
Bars.
Bars are missing or entire barrier Bars in place according to design.
missing.
Bars are loose and rust is causing 50% Barrier replaced or repaired to
deterioration to any part of barrier. design standards.
InIeUOutlet Debris barrier missing or not attached to Barrier firmly attached to pipe
Pipe pipe
Volume V—Runoff Treatment BMPs—August 2012
4-38
—�
(
No. 15—Manufactured Media Filters) �
Maintenance Defect Condition When Maintenance is Results Expected When
Component Needed Maintenance is Performed
Below Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits which '
Vault Accumulation on would impede permeability of i
Media. the compost media.
Sediment Sediment depth exceeds 6-inches in first No sediment deposits in vault '
Accumulation in chamber. bottom �f first chamber.
Vault
Trash/Debris Trash and debris accumulated on Trash and debris removed from
Accumulation compost filter bed. the compost filter bed.
' Sediment in When drain pipes,clean-outs, become Sediment and debris removed. I
Drain full with sediment andlor debris.
Pipes/Clean- '�
Outs
Damaged Pipes Any part of the pipes that are crushed or Pipe repaired and/or replaced.
damaged due to corrosion and/or
settlement.
Access Cover Cover cannot be opened;one person Cover repaired to proper
Damaged/Not cannot open the cover using normal working specifications or
Working lifting pressure, corrosion/deformation of replaced.
cover.
Vault Structure Cracks wider than 1/2-inch or evidence Vault replaced�r repairs made
Includes Cracks of soil particles entering the structure so that vault meets design
in Wall, Bottom, through the cracks, or specifications and is structurally
Damage to maintenance/inspection personnel sound.
Frame and/or determine that the vault is not structurally
Top Slab sound.
Cracks wider than 1/2-inch at the joint of Vault repaired so that no cracks
any inleUoutlet pipe or evidence of soil exist wider than 1/4inch at the
particles entering through the cracks. joint of the inleUoutlet pipe.
Baffles Baffles corroding, cracking warping, Baffles repaired or replaced to
and/or showing signs of failure as specificaGons.
determined by maintenance/inspection
person.
Access Ladder Ladder is corroded or deteriorated,not Ladder replaced or repaired and
Damaged functioning properly, not securely meets specifications, and is
attached to structure wall, missing rungs, safe to use as determined by
cracks,and misaligned. inspection personnel.
Below Ground Media Drawdown of water through the media Media cartridges replaced.
Cartridge Type takes longer than 1 hour,and/or overflow
occurs frequendy.
Short Circuiting Flows do not properly enter filter Filter cartridges replaced.
cartridges.
Volume V—Runoff Treatrnent BMPs—August 2012
4-4 7
No. 18—Catchbasin Inserts
Maintenance Defect Conditions When Maintenance is Results Expected When
Component Needed Maintenance is Performed
General Sediment When sediment forms a cap over the No sediment cap on the insert
Accumulation insert media of the insert and/or unit. media and its unit.
Trash and Trash and debris accumulates on insert Trash and debris removed
Debris unit creating a blockage/restriction. from insert unit. Runoff freely
Accumulation flows into catch basin.
Media lnsert Not Effluent water from media insert has a Effluent water from media
Removing Oil visible sheen. insert is free of oils and has no
visible sheen.
Media lnsert Catch basin insert is saturated with water Remove and replace media
Water Saturated and no longer has the capacity to insert
absorb.
Media lnsert-Oil Media oil saturated due to petroleum spill Remove and replace media l
Saturated that drains into catch basin. insert. !
Media lnsert Use Media has been used beyond the typical Remove and replace media at �
Beyond Normal average I'rfe of inedia insert product. regular intervals,depending on
Product Life insert product. I
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i'olume i'—RtnroJf T��eabneru B:t1Ps—August 2012
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Talbot & 55t� Preliminary Plat
Talbot Rd. S & S. 55t'' St.
City of Renton, Washington
Level 1 Offsite Analysis
Prepared for:
MT Development, LLC
Alicia Mena
( 11625 Rainier Ave. S.
Seattle, WA 98178-3983
�repared By:
Pacific Engineering Design, LLC
15445 53`d Avenue South
Seattle, WA 98188
Phone: (206)431-7970
Fax: (206) 388-1648
Joseph M. Hopper, P.E.
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�xPiREs: Sept. ��, %008 !
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Prepared: August 31, 2005
I Updated: Apri122, 2008 PED Proiect number: 04105
Overview
The subject site is located at the southeast corner vf South 55`" Street and Talbot Road
South in NE '/4 of Section 6, Township 22N, Range SE, W.M., in King County,
� Washington. The project area is in lot 7931000151 in Block 11 of Spring Brook Acre
TRS. Tota1 area of the site is approximately 2.91 acres. The site is accessed from S.
192"d St. The site and its downstream area drains to the Springbrook Creek which drains
" to the Duwamish-Green River.
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` The site is not within any sensitive area marked in the City of Renton Sensitive Area Map or
the King County Sensitive area Map. There are no wetlands on site. The site does not
contain steep slopes that could have emsion or land slides. The site is not within a Seismic
Hazard area. The site is located on the hill above the valley floor and will not have flooding
issues. There is no evidence of coal mine activity on the site.No greenbelts aze adjacent to
the site. Sensitive areas within 0.25 mile downstream of the site include a sensitive area
notice on title in lot 0622059143 and a SAO wetland that overlays portion of lot �
0622059143, 0622059051, 0622059061 and 0622059049. '
� Under existing condition the site is covered with brush and grass. The Talbot and 55�'
Preliminary Plat is a proposed 18-lot single-family residential subdivision. The project
will also includes, an open pond-type storm drainage facility which will be located within
a drainage facilities tract, a public street and a private access tract to access the proposed
lots. There is an existing house on lot 7931000152 northwest of the subject parcel, more I
specifically at southeast corner of the intersection of Talbot and SSth. This house will
remain and is not a part of the development.
The site generally slopes westerly and southwesterly to Talbot Road. Average slope of
the site is approximately 12-percent. There are drainage ditches along both site of South
SSth Street and a drainage ditch along the east side of Talbot Road. Runoff from the site
drains to the ditch along the west boundary of the site. The site has been cleared and is
covered mostly with blackberry bushes, the surrounding properties are single-family
residential with lawns.
Upstream development in Springbrook Terrace has its own drainage system including a
_ detention pond. This system drains to the drainage system in Talbot Estates through a
drainage easement along lot 7931000153 which drains to the drainage system along
Talbot Road and then into the Springbrook Creek. Thus, upstream drainage azea
tributary to the site is only from lot 7931000153 to the west. Under developed condition,
an interceptor ditch along the east and south boundary of the site will convey the
upstream offsite runoff bypass the site to the drainage system along Talbot Road.
Downstream drainage system includes road side ditches, culverts, storm pipes and catch
basins long South SSth Street and Talbot Road. The downstream drainage system drains
to Springbrook Creek. The 0.25 mile downstream analysis ends at Springbrook at the
north side of South 192"d Street east of the 167`� freeway.
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Down stream analysis
A site visit was conducted by Pacific Engineering Design on August 31, 2005. The
downstream analysis was started at the northeast corner of the site. There are road side
ditches along both sides of South 55�' Street. The north side ditch has approximately 1�2
feet bottom width and 2:1 side slopes, the ditch is covered with grass, the bottom of the
ditch is lined with riprap. The south side ditch is not as well defined as the north side
ditch (just a depression along the road side). There is a 12"concrete culvert under the
driveway of lot 7931000152, the culvert is in good condition. At the intersection of
South 55�' Street and Talbot Road,the north side ditch drains to a 12" culvert at the end
of the ditch which drains to a catch basin at the northwest corner of the intersection and
then drains to a catch basin at South 192"d Street and then into Springbrook Creek, the
south side ditch drains to the drainage ditch along the east side of Talbot Road. The ditch
along the east site of Talbot Road has approximately 2�3 feet bottom width and 3:1 side
slopes, the ditch is covered with grass. The ditch ends near the southwest corner of lot
0154. There is an 18"HDPE culvert with trash rack at the end of the ditch. T'he culvert
drains to a type 2 catch basin in Talbot Road. The storm drainage system along Talbot
Road consists of 18"to 24" storm pipes and catch basins and drains to the Springbrook I��
Creek southwest of the intersection of South 194�' Street. The bottom of the Springbrook '
Creek is approximately 30 feet below the surface of Talbot road near the intersection of !
South 194`h Street. T'he creek is covered with trees and dense brush near this intersection. '
The Springbrook Trout Farm is located in lot 0622059061. The farm has 2 large ponds i
(The branch of Springbrook Creek downstream of the site flows through these two
I� ponds) and some smaller water tanks for trout farming. Thus, the section of Springbrook
Creek downstream the site is a salmon habitat. From the outfall of the second pond, the
� creek drains northwesterly to a 24" CMP culvert under South 192"d Street, and then turns
west and drains along the north side of South 192"d Street. South 192"d Street is blocked
by the 167`�Freeway. There is a 10'x6' concrete box culvert(WSDOT project built in
the summer of 2003) under the 167th Freeway at the end of the South 192"d Street. The
culvert was built to improve fish passage, reduce flooding and excessive sediment
accumulation. The culvert is in good condition.
The cross section of Springbrook creek upstream of the 24" CMP culvert at South 192nd
- Street has approximately 5�10 feet channel bottom width and 3:1 side slopes, channel
depth is approximately 3�5 feet. Down stream the 24"culvert the channel bottom
change to 10�15 feet wide,the channel depth and side slopes remain identical. The 0.25
mile point is located slightly downstream the 24" culvert.
The downstream drainage system was in good condition during the site visit. But there
were drainage complaints near the site in the past years. According the complaints, there
were stream bank erosion, sediment accumulation and flooding problems in the section of
Springbrook Creek from Talbot Road South to South 192"d Street.
There was a stream gauge near the outfall of the 24" CMP culvert at South 192"d Street.
According to the record of the gauge from 1989 to 1993 (The gauge was removed in
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1994),the culvert was under capacity for 2 year-24 hour storm event. The capacity of
the culvert is approximately 40 cfs(approximately 10% slope). From 1989 to 1993, peak
flows exceeding 40 cfs happened 5 times. During large storm event, runoff may backup
to the wetland upstream of the culvert and overflow across South 192"d Street.
According to the 2005 King County Stormwater Drainage Management Manual, the site
is located in the conservative flow control area and basic water quality treatment area.
Leve12 detention is required for the 18 lots subdivision in lot 0151 and 0154 (total 2.75
acres). Since the 24" CMP culvert at South 192"d Street has capacity problem, level3
detention may required or the 24"culvert be replaced.
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2 1.40 2.�9 1.902.012.06 2.56 2.231.9'i 1.g31.68 1.70 1.50
3 1.40 1.99 1.9G 2.012.1'I 2.60 2.361.901.831.69 1.70 1.50
�4 1.43 3.71 �.�02.�02.�1 �.5'i .961.�1 '1.81 �.68 1.70 1.50
5 1.41 2.3� 2.092.182.14 2.84 2.581.91 1.801.6� 1.70 1.50
6 1.�0 2.�2 'i.9� 2.022.97 �.68 2.�5�.81 1.791.�4 1.70 1.58
7 1.40�2.06 1.8 2.242_99 2.�0 2.15'i.9'i 1.�91.67 1.70 1.59
8 1.40 1.71 1.85 2.18 2.�9 3.02 2.11 1.901.801.67 1.69 'i.57
9 1.40 2.�3 �.82 2.07 2.15 2.93 2.9 01.901.801.70 �.70 1.5b
10 1.�0 2.04 �.901.992.16 5.00 2.061.901.811.70 �.58 1.�5
11 �.40 2.02 1.971.93 222�0.00 2.051.901.801.70 1.67 1.5�
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�3 1.54 1.80 1.83 2.00�.30 �.00 2.031.90�.831.70 1.70 1.59
�4 1.51 'i.81 1.78 2.012.29 2.8Q 2.001.901.751.70 1.85 1.59
�5 2.27 2.41 1.80 2.12 2.7J 4.00 1.961.841.701.82 1.80 1.59
16 1.48 �.23 1.80 2.02 3.30 3.50 1.9�2.041.701.79 1.60 1.72
`i 7 1.53 1.90 1.96 2_9 8 2.96 �.00 �_91 1.91 1.701.78 1.60 1.60
9 8 1.50 1.9� 2.09 2.a0 2.65 2.10 1.971.901.761.77 1.63 1.�7
19 1.�6 1.9� 1.97 2.05 2.�0 2.10 2.001.91 1.661.72 'i.6� 1.57
20 1.�7 2.�5 1.912.022.�5 2.�0 1.941.901.611.70 2.7� 1.�0
�1 1.40 4.12 2.02 2.08 2.94 2.10 1.971.921.S�1.67 1.7�} �1.6
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25 1.41 1.91 1.802.012.60 2.13 1.901.931.7� 1.60 1.60 1.61
26 1.42 1.97 1.802.002.t�8 2.23 1.922.081.721.60 1.60 1.�9
27 1.�0 1.90 1.76 2.02 2.�5 2.23 1.941.91 1.681.60 1.60 1.60
28 1.�0 1.�9 2.�32.10 2.12 'i.9�1.8�1.661.6� 1.60 1.60
29 1.fi0 1.90 2.72 2.26 2.09 1.941.851.761.71 1.58 'i.61
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1 1.551.55 3.�5 1.70 3.�72.�'�2.2� 1.�5 2.11 �.�3 2.101.66
2 �.561.6� �.23 1.73 4.212.�82.'i� 1.��i 3.86 2.13 2.101.90
3 1.5�2.091�.60 1.82 3.3�2.612.11 1.78 �.70 2.07 2.'101.96
4 1.591.60 2.73 ?.84 3.152.622.07 'i.78 2.25 2.5� 2.OG2.C10
5 1.591.6� 2.1'� 2.48 2.82 2.6�,1.98 1.78 3.56 �.53 2.00 2.04
6 1.551.6� 2.20 �.'13 3.093.211.97 �.�� 2.3� 2.37 �.Oe2.�9
7 1.54�.63 2.77 3.87 2.99 3.031.S6 1.59 2.33 2.34 2.00 2.12
8 1.551.73 9.97 5�.40 2.88�.091.90 1.5� 2.81 2.29 'i.90 2.06
9 1.62 2.0$ '.89 7.3�1 3.04 3.�31.81 1.54 3.45 2.28 1.901.99
10 1.602.871.8Q 4.61 2.9�2.6�1.�1 1.5� 2.�5 �.301.902.08
11 `i.S4 3.07 1.80 3.36 �.69 2.51 1.81 1.�� 2.80 2.33 1.80 2.06
12 '1.661.95 1.80 3.22 2.502.812.OU 1.�7 ?.�8 2.37 1.801.�8
13 1.58�.81 1.�0 3.13 2.37 3.091.75 �.�5 2.23 2.a9 1.80 2.04
94 1.531.78 1.�0 3.�7 2.782.6�'1.8� 1.�2 2.13 2.�2 3.802.09
�5 1.521.97 'i.80 3.13 2.62 2.5�1.89 1.5� 2.0�} �.55 2.00 2.04
16 1.511.93 1.�0 3A1 �.652.t�02.02 1.58 2.01 2.31 1.�02.d7
�17 1.541.88 1.80 2.88 2.43 2.51 1.93 1.�9 1.97 2.�� 1.�0 2.07
18 1.52 2.04 'i.SO 2.82 2.�5 2.3� 1.9�4 1.70 �.01 2.`!9 1.8 2.08
19 1.801.95 �.�� �.80 5.1�2.312.13 2.�6 1.�8 �.�19 'i.702.�1
24 2.601.92 1.8C 2.90 3.�$�.2�1.90 �.15 1.95 ?.19 1.702.12
�1 ?.701.90 1.80 3.79 2.792.�62.31 2.?3 2.03 2.16 1.702.08
22 .00 2.14 1.80 3.04 2.68 2.36 2.41 2.1� 2.11 2.19 1.70 2.18
23 2.502.10 1.80 2.90 2.7�2.21?.1�i 2.09 2.'!2 2.'19 1.702.26
; �4 1.60 2.00 1.75 3.�1 2.7�2.20 2.21 2.06 2.07 2.17 1.70 2.1'I
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28 1.5�1.8� �.70 �,:%6 ?.25'i.99 2.16 2.'i� 2.30 �.80 2.�3
29 1.54 9.81 'l.70 3.5� 2.301.86 2.3� 2.�8 2 2.20 �.�2 2.��
30 1.58 �.�9 4.86 2.30 3.0�. 2.201.65
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2 2.�0 1.82 3.83 1.73 3.43 5.99 3.02 1.701.601.4�'i.513_07
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4 3.�5 �.89 2.39 1.70 2.�4 3.08 20.661.731.601.411.�83.?�
5 2.73 1.82 ?.�6 �.77 1.96 2.6� 4.36 1.761.581.421.49 3.80�
6 2_72 1.9� �.95 2.37 1.91 2.27 3.28 2.'�31.581.4 1.�93.C��
7 2.94 1.85 2.25 2.�3 1.7� 2.11 3.35 2.001.61 1.471.493.5�c
8 2.97 13.18 2.35 2.45 1.73 2.37 2.53 1.88`i.601.4J�.79 3_37
9 2.8� 4.58 2.69 2.4E 1.70 2.52 2.51 1.851.65'i.461.70 3.47
10 3.10 1.37 1.9� �.41 1.77 2.�6 2.00 �i.81 1.661.�1.88 3.33
'i 1 3.03 1.99 'i.78 10.33 1.93 4.06 1.86 1.7 1.631.491.6�3.`i R
12 2.73 7.77 1.72 3.93 �.79 2.55 1.78 1.801.621.45 7.56 3.1�
13 2.29 2.77 1.65 3.35 2.23 2.33 1.84 1.771.60�.501.60 3_18
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15 2.72 2.01 '1.82 2.1� 2.03 1.J5 1.79 1.831.87�.631.49 3.23
16 3.03 2.80 1.80 1.96 1.79 1.99 1.7`i 1.851.68`i.d01.�93.6�
17 3.09 1.95 1.78 1.91 1.87 �.83 1.7� 1.941.631.�71.49 .�0
�8 2.69 1.96 1.65 1.75 16.53 2.30 1.72 1.901.68'i.581.49�4.d?
19 2.63 1.�1 1.61 1.69 3.� 2.10 1.7� 1.882.051.98�.75�.1��
20 5.65 2.11 1.60 1.62 2.57 2.00 1.7U 1.801.791.631.�7 3.98
21 2.88 2.�7 1.63 1.53 �.38 1.96 1.70 1.801.801.64�2.0� 3.90 ,
22 2.67 2.39 1.fi3 1.58 2.23 1.95 1.73 1.801.791.6d 1.993.65 '
23 2.5� 6.53 1.69 1.�5 2.38 2.46 2.C2 1.981.791.761.963.89
2� 3.14 9.01 'i.76 1.�3 2.39 2.00 1.� 1.751.7�1.�i1.863.90
25 3.�5 5.61 1.90 1.41 2.�10 1.88 1.78 1.701.781.�41.78 3.95
26 3.20 �.07 1.93 �.42 2.�3 1.89 1.7� 1.691.691.�0 2.53 3.71
27 3.09 3.63 1.69 1.43 2.31 1.83 �.80 1.6�1.651.48 2.63 3.62
28 2.76 4.41 �.57 1.35 'i.81 1.76 1.69 9.641.42 2.c5 3 J2
29 2.82 3.81 �i.60 1.39 'I.81 �.72 1.�631.5t3�.�3 2.58 3.36
30 8.50 1.97 2.23 �1.56 1.63 'i.�73..23
iVlin G.74 0.90 1.50 1.30 �.�40 1.�40 1.40 1.�01.�01.'01.�02.00
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2 3.36 1.58 2.�0 2.�2 3.01 ?.�7 2.54 1.911.47 3.7� 221 2.3�
3 3.62 2.88 �.50 ?.99 2.�9 2.52 2.�6 1.822.35 3.Q9 2.12 �._2
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5 3.60 2.29 3.33 2.�9 2.7'i 2.09 2.45 1.712.56 4.'i 0 2.42 ?.30
6 3.31 2.23 3.02 1.92 ?.�7 2.09 2.55 1.792.17 3.31 2.17 2.?7
7 3.16 2.33 2.75 1.71 2_�8 2.09 2_59 1.881.53 2.81 2.09 �.39
8 3.�3 2.13 3.20 1.75 2.55 2.00 2.41 2.191.51 2.80 2.08 2.42
9 3.55 1.83 2.53 2.03 2.�7 1.84 2.�2 2.001.51 2.75 2.04 2.�0
10 3.61 2.�1 2.�5 1.89 2.70 2.66 3.10 2.07 9.�2 2.77 ?.05 2.3�
11 3.78 2.01 2.�i7 1.84 2.75 2.35 3.�3 2.051.�2 2.78 2.01 2.?�
92 3.59 2.0� 2.35 1.90 2.88 2.01 3.14 2.03�.�6 ?.68 2.07 2.�8
13 3.63 1.$2 ?.'�5 1.9 i 2.59 3.69 3.02 2.101.3� �.5� 2.20 2.2�
14 3.64 1.72 2.20 1.98 3.70 3.15 5.75 2.21 1.37 �.54 2.�4 2.29
15 5.27 2.14 2.20 3.04 3.�i6 3.46 �.63 2.�01.33 2.�6 2.22 2.3'i
16 �.38 2.42 2.25 1.9� 3.18 2.80 2.35 2.221.40 2.5� 2.19 2.45
17 4.15 2.0� 2.6� 1.76 3.7'1 2.59 2.32 ?.2'i 1.42 2.85 2.21 2.50
�8 3.89 3.32 2.28 1.�5 3.21 2.49 2.�1 2.131.41 2.50 2..20 2.5�
19 3.86 3.4d 2.'i 8 1.64 6.06 2.35 2.29 1.771.40 2.3�4 ?.18 2.52
20 3.80 2.36 2.47 �.77 4.�7 2.53 2.28 1.5'1 1.�1 2.29 2.20 �.52
21 3.78 2.33 2.18 1.69 4.fl'1 2.6� 2.12 1.5�1.41 2.'i� 2.21 8.5�
22 3.�7 2.33 2.26 3.09 3.51 2.57 2.17 1.5'1 1.88 2.25 2.20 8.86
23 �.51 2.85 �.20 2.5�4 3.00 2.39 2_03 1.�71.4� 2.35 2.25 7.89
f 24 3.55 2.57 2.20 2.36 2.84 2.11 1.99 1.501.37 2.35 2.21 8.�0
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� Z7 2.88 2.59 2.21 9.95 2.67 2.33 �4.03 1.5�2.01 �.?5 2.19 �3.21
28 2.49 2.39 2.18 5.24 2.61 2.�1 1.81 1.451.55 2.�9 2.22 8.22
29 2.41 2.31 2.03 7.6t3 2.32 1.81 �.�81.61 �.2� 2.2Q 8.�9
30 ?.36 1.71 5.67 2.31 1.49 �.17 2.23
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1 1.70 �.93 2.�8 2.74 2.10 2.00 'i.75 �.�5 1.541.�40 1.54 1.�}0
2 1.70 2.7� 2.�3 2.77 2.09 2.23 2.00 �.58 1.521.�0 1.5� 1.36
3 1_72 3.03 2.4� 2.67 2.Q9 �.22 1.70 �.53 1.521.3J �.�43 1.30
4 1.50 2.77 2.�6 2.76 2.10 2.00 1.70 �.51 1.551.�0 1.35 1_30
5 1.5A 2.73 2.50 3.33 2.�0 1.92 1.70 9.�1 1.581.35 'i.31 �.32
6 1.5a 3.�9 2.51 3.30 2.10 1.�0 1.70 1.�8 1.69�.34 'i.32 1.36
7 1.46 3.18 2.69 3.36 2.f15 1.91 1.6 1.�5 1.521.3� 1.39 1.38
8 1.50 2.53 2.�6 3.37 2.01 1.92 '1.50 1.�7 'i.971.32 1.31 1.34
9 1.56 2.35 �.?7 3.23 2.01 1.88 1.6 1.57 1.5J 1.'?4 1.31 1.30
10 1.�4 3.17 �.53 2.70 2.0'I 1.89 1.�0 1.50 1.521.33 1.32 'i.18
11 1.62 ?.59 2.79 Z.�O 2.01 1.9� 1.n"0 1.50 �.521.32 'i.3� �.13
12 1.65 2.42 2.60 2.�8 2.�2 �i.�5 �.60 1.�0 1.531.3� �.32 1.'i 2
'i 3 1.50 2.33 4.94 2.50 2.01 2.06 `i.60 1.50 �9.531.3� �.31 1.1?
1� 1.�2 2.36 3.18 2.�d9 2.00 2.07 1_60 �.50 1.61 1.32 �.33 1.11
15 1.43 2.6� 2.98 2.�1 2.00 1.99 1.�6 �.50 1.�61.33 1.34 '�.1�
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18 1.6� 3.13 3.68 2.78 2.00 1.35 1.�6 %.28 1.431.3� 1.39 1.10
�9 1.6� 2.32 �.7� 3.88 2.03 1.88 1.58 3.28 1.�41.44 1.3� 1.�0
20 1.59 3.85 3.08 3.7� 2.00 1.8� 'i.59 2.39 9.�01.35 1.35 1.14
21 1.50 2.63 2.�� 2.83 2.01 3.38 1.54 1.� 1.�41.36 1.36 1.15
22 1.43 2.�0 ?.73 2.54 2.00 4.00 1.49 �.� 1.�1.33 �.38 1.14
23 1.43 2.�d1 2.83 3.26 1.96 1.79 1.48 1.4� 1.�31.30 3.�9 1.95
2� 1.40 .2.39 �.75 5.5� 1.90 1.�0 1.72 1.�1 1.581.28 1.7� 'i.16
25 1.42 2.45 2.80 3.23 1.87 9.�8 1.91 �.�3 1.401.27 1.63 1.15
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27 1.53 2.52 2.77 2.6� 1.99 9.71 1.53 1.4� 1.�471.55 1.5� 1.15
28 1.58 2.46 2.76 2.42 1.�6 1.61 1.�d0 1.�i0�.5� 1.�6 1.16
29 1.66 2.87 2.77 2.21 �1.72 1.62 1.5� 1.351.5� 1.59 1.�5
30 1.77 2.71 2.13 1.70 1.92 1.551.��
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�Project Home
i � SR 167 Projects
t�roj s�:t Sta'ku s � '*��' ,a f =%�,�,�,���`a� ,� ��>�''
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This project was completed in the summer of 2003. � . _ j ' -'
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� L r dr s �?�' �-Y?S'�. �"'�=r.
�il�y��d 9li9�D�� reg�l��e 7@�e�selv�r�� `� ,1�� � �� �*'�E",�
Rapid growth in south King Counfy has led to �' ;4��'. , i:!;�➢���;�
increase in pavement and oYher irnpervious surfacas �; - ` �` `` `
r�.
in the area that drains into Springbroo{c Creek.As 2 � ;'�i'�'� �f ��,���}� `�
result, the creek is vulnerable during storms. � ` �9����P ���'� �,���;
�loodwaters cauld overvuhelm the old four-foot-wide �:�,rik�'�'' "o- �+��..�'
culvert, affecting traffic, local businesses, and ability "��'��°'''� '"�_ =���-';`=.�-����--."-�-�
af fish to swim upstream.
`��� �s�d r���aa�� I�r�gec�Facds
--__ ----------------_____ _ ,.
The fish ladder and the new 6-by-10 foot box culvert
will improve fish passage and habitat, ancJ control � R�P�aced existing culvert with
floOdlfig. a'lOx6 foot concrete bo�c
culvert to canirol flooding and
improve fish passage.
���je�������� a Built fish ladder that provides
o Increase in culvert size to control floading. suitab�e areas for spawning.
o Recluce excessive sec�iment accumulation. � 157 foot�ong culvert�nrill
consist of 16-20 sections.
o �edv fish ladd�r vvill improve fish passage
� and habitaf.
4fiP�a�^�a����p����C i�aa�ee`a��'a
W�DOT av�rarded Yhe co�tracQ on Pdiarch 31, 2003. �Gonstruction was ex�ecfed tc begi� ip�
July. The culvert replace occurred during a full closure of SR 167 over thE July 18-21.
During the cfosure traffic was detoured ontc East Valley Road/84th�4venue South using
the interchanges at South 180th Street and South 212th Street.
��bloc Involvesn��t
`four thoughts and opinions are important to us. If you have 9�ur4her comments on this
project please contact the project engineer.
I
�ravironr��ntaa! Pr�tection
Springbrook Creek is home to coho salmon, cutthroat trout, and man±/afher species of
fish.The new culvert and ish ladder will improve fish passage, reduce filooding and
excessive sedimznt accumulation. This project w�s done in caordination writh ciity of Ken`�
and US Army Corps o�'Engineers projects to improve�ish habitat.in Springbrook Cre2k.
Please visif the WSDOT Environmental Services UVeb site for rnore informafion.
9ncr��ung�a�efy as a �eaowty
Pleasa see°QrojecY benefiis"secrion {above)��or more inqorm�tior�on the projecf`s saret�
improvemen�s.
�ir9 4�is�p�ge�Q 9�uapac�'�P9I9a�� U'��IDP����
,�t WSDGT we�zEk to acJdrEss�he conc�rns a�f tha tribal naticr�� using ihe process
outlined in SecYian �;06 of;he Nafiional Historic Freservation 1�ct and �he WSDOT Tribal
-._.__. --.- _ _
� �
�T�T:��C�T- ��� 107- upringbroolc�Cr�ek�ul aert'_�eplac�m�nt �.�g� '� �;f i
�onsul�afion f�olic�� �dGpted in 2UO3 vr��th�i rar,�oi���ion Gornmission as aart t��ihe
WSDt�T C�ntenniai Accord Plan.
For more infiorr�ation visif our WS��T_�_rbal Liaison vtirEbsite.
�F'sua��B�6�9 ae�foe���acaeo
1nlSDOT a�rarded 4he con4racY to�Ider Consfructidn Company on iUi�rch 3'i, 2003. �he
�ofal project cost, including 4alc, prelirriinary engine�ring a�rJ c�ntingencies, is estima�t�d
at$1.1 rnillion. Federal funds cover�d 86.5 percQnt of the project cost, with�the sta�te
co��ering�he rernainder.
[�:zp�sa�uta�w� r��u�
Prior Expenditures r�emaining Costs To4al
S"rais and rederal Funds $466,171 �646,376 $1,112,5d7
Funded subtotal $466,171 $6�i6,376 $1,112,5�7
Unfunded amount $0 $0 $0
Total Cast �66,171 �6�i6,376 $1,112,5�7
Financial data is current as of 04/01/2003
��o���ua I ge���r�a�r�oe�na��i�a��
�.on�c�:
For detailed i�formaiion about this project,
Project �ngineer Ingo Golle�
W�DO�Kenf Project t��fffic�
21851 84th Ave. S.
Kent, WA 9$032-1958
Pt�one: 253.872.2958
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KtNG COUNTY, WASHITdGTON, SURF.ACE WATER DESIGI�I 1vIANUAL
KING COU?VTY, WASHINGTON
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GENESIS RESOURCE CONSULTING
L_�1I�D DE�'ELOPhiENT&ENVIRONIt�fElv"I'AL SPECI.�II.ISTS
142 Lamprecht Road Winlock,��'A 9859G
GRconsulting@juno.com
360-�20-?847
Fax 360-18�-04?3
WETLAND BUFFER MITIGATION PLAN
TALBOT & 55TH PRELIMINARY PLAT
PARCEL 793100015106
RENTON WASHINGTON, KING COUNTY �
�
PREPARED FOR:
MT DEVELOPMENT
11625 Rainier Ave South
Seattle,Washington
98178-3983
206-772-2300
PREPARED BY:
Genesis Resource Consulting
( 142 Lamprecht Rd
V�inlock,Washington
98596
360-520-2847
June 24,2013
Signed b}' Genesis Resource Consulting Wetland Specialist:
�
�
����
__ Date june ��. 201 J
I
�
i
II
112T Drvelapment TalGot��S`�A4ttigation P/an.
Generi.r Kesourre Consulting
TABLE OF CONTENTS I'
�
Background....................................................................................................................3 i
Mitigation Goals and Objectives...................................................................................3
Performance Standards..................................................................................................4
�
PlantingPlan...............................................................................................................5-6 I
Planting Specificarions & Project Schedule..................................................................6 '
Monitoring and Maintenance Plans...........................................................................6-7 '
Integtated Pest Management....................................................................................7-11 I�
,
Soil Erosion and Grading BMP's ............................................................................11-13
ContingencvPlans...................................................................................................13-14
MAPS
Sheet 1 Vicinit�-Map
Sheet 2 Wetland Buffer Detail
Sheet 3 Planting Plan Detail
A17'Devehpment TalGat�:-�S`''llitigat:on Plan.
Genesir Re.rource Contulting
BACKGROUND
Parcel 79310001�106 is currendy undeveloped and does not contain structures or dwellings.
This parcel is located at Talbot Rd S & 192"d St Renton,�k'A. This is an appro�urnate 2.91
acre parcel.
� The current zoning is Residenual.
� RESOURCE CONCERNS
Genesis Resource Consulting completed a wedand delineation on I�-iarch 26,2012 that was
re�-iewed and accepted with modifications June 15,2012. This delineation flagged and
identified a small 1,2 i 4 sq'Class IV slope wetland originating from the slopes above the
parcel. A total of 1,153 sq' of the wedand are contained��ithin the property boundaries.
The wedand would require a 50' standard setback under King Countt, criucal areas code.
MITIGATION GOALS AND OBJECTIVES
The o��erall goal of this plan is to de�-elop mirigation measures that v�ill meet the
requirements of ILing County� Code 21A.24.340 as stipulated in secrion 5,City of Renton
Hearing Examiner final decision dated March 7, 2013. This final approved plan requires a
reduction to the �0'buffer for necessary road improcements to Talbot Road. The buffer
�vill be reduced b��2,406 sq feet along the southwest boundart-and increased by 2,442 sq feet
along the East and Northeast wetland boundary. This mitigarion plan��ill detail
enhancement and miugarion measures that will provide compensatory�mirigation for impacts
associated with reducing the buffer adjacent to Talbot Road.
Based on the exisung condirions at the project site, the follovving mitigauon measures are
proposed.
4 ,
1. Enhance the miagated wedand buffer area (2,442 sq) to the class I`T�vedand b�-
establishing a native vegetation corridor, conducive«Zth site and soil conditions,
surrounding the wedand boundar�-at lot 11 and 12.T'his vegetadon will pro��ide for
habitat and screening from outside disturbance. To complete this mitigation
measure, 50 trees and �0 shrubs �i-i11 be established urithin the mitigated�vedand
bufrcr.
3
MT Development Ta1Got�SS`�Mitigation P/an.
Gene.ris Reroun•e Conrulting
PERFORMANCE STANDARDS
These performance standards will be used to evaluate whether the project's goals and
objectives are being met. Since this is a small landoumer site, the proposal is for the ,
landowner to be responsible for meeting the performance standards and reporting any I,
required information to the jurisdicdonal authority. '
1) The sur�-iva1 rates for woody species and desired recruiunent species within the i
� mitigauon buffer area will be as follows:
a) Year One: 100% survival of planted wood�*species and desired I
recruitment species.
b) Year Two: 85% survival of planted woody species and desired
Irecruitment species.
� c) 1'ear Three: 70% survival of planted woody species and desired
recruitment species.
2) It is expected that the plant species best adapted to the site conditions w�ithin the
mitigation areas will exhibit the highest sun-ival rates within additional numbers
of those plant species occurring o�rer the course of the monitoring period and
through natural recnuunent. Therefore, the overall species composition w�ithin
the mitigation area may change over time.
3) Herbaceous species sunrival rates shall be based on oi-erall plant cover. The
performance standards for herbaceous species are as follows:
aj Year One: 1�%cover from planted herbaceous species and desired
recruitment species.
b) I'ear Two: �0%cover from planted herbaceous species and desired
recruitment species.
c) Year Three: 80% cover from planted herbaceous species and desired
recruitment species.
4) In�-asive Plant Species:
aj Some of the mitigation area currend�-contains im-asive plants species.
Control should be conducted utilizing the methods given in the
"Integrated Pest Control" secrion of this plan.
b; During the second and third ti�ears of the monitoring period, an�� areas of
reed canarygrass or thisde o�-er three feet in diameter or blackberrF (other
invasive�vood��vegetationj over five feet in diameter shall be removed.
4
�11'Development Ta1Got�'S�".�Iztigation Plan.
Generit Resource Consulting
PLANTING PLAN
Wetland Buffer:
Plant enhanced wedand buffer of 2,442 square feet as shown in the final approved plat map.
Cover all graded or otherv�7se disturbed areas with the following seed mixture:
Annual r�,egrass—40%
Tall fescue—30%
Tufted hairgrass—10%
Orchard grass— 10°io
Clover or similar ground cover— 10%
�� Recommended applicarion rate is 8 to 12 ounces per 1,000 square feet.
Table 2. Planring Plan Specifications
Planring to enhance Mitigated Wetland Buffec (2,442 sq')
Planting density: 40/ 1,000 sq. ft.Total stems to be planted: 100
Plantin densit�-: 20 trees and 20 shrubs/ 1,000 s . ft.
� Tree Species Plant Form Minimum Minimum Required
� Size S aci Number
Oregon ash (Fraxinu.r Baxe Root 18-24" 10'O.C. 25
� lari olz'a
I ��'estem ted cedar �lhuja Bare Root 12-18" 10'O.C. 25
li�ata
� Total 50
Shrub Species Plant Form Minimum Minimum Required
Size S aci Number
Red-osier dogwood Bare Root 2-3' 5'O.C. or 10
(Cornu.r stolonifera clustered
Vine ma le Ac�rrcznatum Bare Root 2-3' S'O.0 20
Indian plum(Oemlerza Bare Root 1-2' S'O.C. 10
cerasi ornri.r
Nootka rose (Rora Bare Root 1-2' 5'O.C. 10
nut,�ana)
Total 50
PLANTING SPECIFICATIONS
`I�potted material�are ured,den.ritie�will be changed to reflec•t increa.red su�vivabilit�,and cost a.r.rociated svith the
mitigatian planting.
Suurce of Plant hTaterials. All plant materials�vill be obtained from nurseries specializing in
native Pacific Northwest plant materials.
Planung Time. Plant bare-root shrubs and trees between mid-November and late-�iarch,
when plants are dormant If planung is conducted outside this ume period, containerized
5
MT De�lopment Talbot�'S�`"Ylitigation Plan.
Generia Ke.roume Conrulling
plant stock with extra watering w�ill be used to ensure that plants become adequatelc
established.
Planting Guidelines. For bare-root stock, e�:cavate a hole large enough in diameter to
accommodate the plant roots without restricrion. Plants will be held in place with the top of I
the root mass at ground level. Topsoil will be backfilled around the roots and lightl�-tamped
' to remoce any air pockets in the soil. For containerized plants, excavate a hole, 1 ',�z times �
the size of the containerized root mass and plant as above. Cutrings shall be planted using a
planting bar. Two-thirds of the cutting should be below the soil surface.
Future maintenance shall consist of scarificauon (by hand) to keep the 1-foot diameter area
around the plantings free of herbaceous vegetation until the}�are well established. If the soils
are not saturated, each plant should be watered at the time of planting. Supplemental
watering(3-4 times during the summer season) may also be required to ensure plant sur�rival
and mitigauon success.
PROJECT SCHEDULE
Project construcuon acti�-ities in the riparian mitigauon area are expected to occur in the fall-
�vinter oE 2013-2014 upon acceptance of this plan. The expected time to complete the
�lantings is one to tu�o weeks. All plantings will be monitored during the first grow�ing
season following the initial planung (2014), and then for the next hvo grow�ing seasons.
MONITORING AND MAINTENANCE PLANS
i The follo��ng acuons �t-ill be implemented as part of the monitoring and maintenance plan
� on this site:
� 1. The initial plantings «-i11 be completed or under the super�-i�ion ot GRC to ensure that
jcorrect planang procedures are followed and that plantings are done according to the
`I planring scheme.
I
� 2. Prior to the installarion of the plantings,invasive plant remo�-al shall occur. This includes
the remo�-al ot plant species.
3. Ground preparanon shall occur in section� ot the mitigadon area that do not contain
sufficient topsoil or do contain e�:cessive amount of cobble, boulders, or fill material. In
these areas, the material shall be removed and replaced with a la��er of organic topsoil to
a depth of at least 12 inches. Silt fence shall be installed on the streamside of an}-topsoil
� placement.
-�. Rfonitoring of all planted areas shall begin once the mitigation site is established and
shall conunue at least once each year during three successive gro�ving seasons during the
late spring or summer time period. A report documenting the monitoring results vvill be
�ubmitted to the Citt-of Renton annuall��. This report�ti�ill identifi�deficiencies in the
enhancement progres� and an�- conungenc�- measures that�i,�ill be taken to correct tho�e
G
1LfT Deraelopmexl Talfiot�->j`�'��litigation Plan.
Gene.rit KesoH�re Consulting
deficiencies. Photographs taken from established photo-stations will be included with
these reports.
�. I�4onitoring will be achieved using fixed vegetarion sampling starions within areas
representarive of the plant communities being established. These monitoring stations
«-ould be used for the duration of the monitoring program. At each monitoring starion,
tixed-point photos w-ill be taken annuall�to document the condition of the enhanced
areas. Photographs v�rill be taken at all locations established during the compliance
monitoring site cisit and thereafter each cear of the monitoring period from the
established photo points.
If the planted stock does not sur��ive,but native naturally colonizing plant species replace
them, then the project may be judged to meet the threshold criteria for successful plant
community establishment.
C. To ensure planting success,the Applicant will be responsible for performing minor
maintenance over the monitoring period. This will include the selective removal of
undesirable plant species such as blackberry or reed canan�grass that may be hindering
the growth and establishment of the fa�rored plant stands. L'ndesirable plant species�vill
be removed b�hand or in accordance with the recommendations of the local�k'eed
Control Board.An area, 1-foot in diameter surrounding each planted wood�species,will
be kept free of competing vegetation. This can be accomplished either b5� scarif��ing the
area b�- hand or through the use of weed-control rings.
,. I�faintenance of the mitigation area may include irrigauon. If necessary•, a temporary
above ground irrigation sy�stem capable of watering the entire enhanced buffer zone area
«�ill be installed.
INTEGRATED PEST MANAGEMENT
Control methods for the in�asive plant species that are most prevalent on the site are given
below. Control of these or anv other invasive plant species on the site with the use of
herbicides must be coordinated with a wedand professional familiar�y7th this project and the
l�ing CounttT�'eed Control Board. On1�-persons possessing a valid aquatic herbicide
applicators license shall administer herbicide ap�lications.
Canada thistle (Cirsium arvense�
Canada tMsde is a compeuuve perennial broadleaf weed with an extensive spreading
root s5rstem. Canada thisde�vas introduced into North?�merica in the late 1 i 00's
from Europe. Canada thisde can be controlled by chemical,mechanical and
biological methods.
The above ground poruon of the plant commonl�=reaches heights of 2 to 5 feet. The
r��ots can e�tend up to 17 feet horizontallv from the stem and?0 feet belo�v the soil
7
�IIT Dez�elopnrent Ta1Got�SS`�161itigation Plan.
Generi.r Reroz�rce CanrHlting
surface, although most of the roots are in the top 15 inches of the soil. Canada thistle
reproduces from seeds as �x-el1 as from the root system.
j �� "'� 1 he fiYst txue leaves from seed or root system are thick
�nd covered��ith short, bristly hairs. Leaf margins are
t�a��y�and irregularly lobed. Each lobe ends in a sharp
- ��rickle. On older plants the leaf lobes become more
`�v� � 4 =�:�' ��ronounced and prickles become longer and thicker.
,, ���� Leaves are alternate on the stem, and base of each leaf
,_� _
'����'.; � � �urrounds the stem. Stems do not have spines or
� _ � �rickles on them.
o- � �`- ,.'-r»f,b�;
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f r '�' � anada thisde flo��er heads are flask-shaped; ',z to ',4
� i:iches in diameter, and contain many small tubular
� � � � �� :lowers. I�Tale and female flo�vers are found in separate
( hcads and on different plants. Flower color varies from vvhite to purple;most
flo�vers are rose-purple.
Each tlo�ver head produces about 50 seeds and an a�-erage stem bears 12 to 14
� tlowers. Seeds are attached to a�vhitish tuft of hairs called pappus,�vhich aids in seed
ciispersion bv v�7nd. Flow�ering occurs from June through October. Seeds exhibit venr
little dormancy,which means they can germinate shortl�,after being dispersed.
Canada thistle seeds can germinate the y�ear it is produced. Seeds can remain�-iable in
� the ���il for?0��ears. Canada thistle is adapted to a cvide range of soil conditions.
� '�', �even to nine weeks after plant emergence as
�,.'�» " � <eedlings the root system can produce runner roots
� - capable of producing new shoots. These ne�v
' 4s S . -.1
`Jr�•� � �� � ` �lioots develop from advenutious root buds.
l illage equipment can cut an established root
system into �everal piece�, �vhich can inivally produce dense stands of Canada thistle.
Repeated cutung of the root system can deplete food reser��es.
I-Ierbicide Control: Control of Canada thistle with herbicides is decreased«hen
�lants are under moisture stress. If plants are wilted or soil moisture appears poor in
the upper 1 foot of soil,it is desirable to dela�-herbicide application until after
rainfall has occurred.
"Ihe tvvo most effectice times for herbicide application to Canada thistle are at the
bud stage and during regro�vth in the fall. Herbicides such as Garlon 2-4-D,
Iloundup, or l'ouchdo�vn ha�-e been successfull�-used for Canada thistle control.
FIo«-e�-er,in order to control Canada thistle, each indi�-idual plant must be treated.
Recoinmended �I'reatment Rate�: Gl�;�phosate RC)L'\DtJP;'TOUCHDO�XN AT 1
TO 2 qt/acre T�k'O r1PPLIC�TIOI�S PER SEI�SON; one in June after flower buds
are formed and before flo�vers open and a second on regrou-th v�-hen it reaches 8 to
8
I� :�IT Dr.-c�;�bi:�er.t7:,bo:i'_;'»`' :ll�tt�a';ru Pl..r:.
Gene��ir kerource Co�ur+ltir,� �I
10 inches tall mid-season or 6 to 8 inches tall in September and early October. ��
Applications of 1 to 1 1/2 qt/acre applied t�vice (inidall�,and then on regro�vthj «-i11
be more effective than a 2 to 3 qt/acre single dose. I
'I Persistence is the key to a successful Canada thisde control program. �fultiple
herbicide treatments must be used to achieve control. Control measures that can be
� used for at lea�t r��-o to three succes�i��e yrears should be chosen. ��,
Biological Control: �pplications of the beetle Cas.rida rzrbig��osa are effective in �I
controlling Canada thistle. 11ie larvae and adults ot this beede feed on the stems and �
foliage of Canada and musk thisde. Overv�7ntering adults begin feeding and laying I
eggs in early spring. Feeding is continuous until«-ell aiter the first frost. Plants are '
often �everely�defoliated by this hardy and effective beetle. !
� I
Himala�an blackbern� (Rubus di.rcolor)and evergreen blackbern� (K lAciniatusl
I�S�Gu.r di.rcolor and A. laczniatus are robust, sprawling,more or less evergreen,glandless
shrubs of the Rose Family (Ko.raceae`�. These shrubs appear as large mounding thickets
«zth some of the canes standing up to 9 feet tall. Other canes lie along the ground
surface«�ith erect or rising tips, trail or climb up to 20-40 feet, frequentl�,taking root
at the tips.
���` ,i' q f �n ��'ith proper management,areas infested with R dz'scolor
�' ` and R laczrtiatu.r can be restored to more desirable
..;`',;�' �
vegetauon. l�iechanical removal ma}'be the most
: ���` ,' /:�;;:�
� ,� f; �/� effective way of remo`ring the mature plants. Subsequent
�!�- treatment�vith herbicides should be conducted
������►�'� �� ' cauuouslv for t«�o reasons: (1) both species of
R �,._ �
~'` `���'� blackberries often gro�v in riparian areas such as that
..,`
� � ;1� � �' "` those that occur in the mitigauon area and the herbicide
' � �9 ma}-be distributed to unforeseen locauons by running
( ���� � ` water, and (2) some herbicides promote vegetauve
kq � grow-th from lateral roots.
�� � Fh'�gmcn blxl.
r :y
��techanical Control
f�and Pulling:T'his method ma�-be used to destroy seedlings and�oung plants up to
6 feet tall. Seedlings are best pulled after a rain when the soil is loose. This facilitates
removal oi the rooring s��stem,which ma�,resprout if leit in ihe ground. Plancs
should be pulled as soon as they are large enough to grasp but before thetir produce
seeds.
9
iL�1T Dea�elo�rr.renf Taivot E�'>j"',llitigatio�r P��ztz.
Get:e.ras Ke3ource Consull.ind
For plants up to 12 teet tall a cla��-mattock is eftecnve for removing the root cio�-ns.
The claw loosens the soil around the root, and thc plant i� pulled out in the same
�vay that a claw hammer is used to pull out nails.
Cutting: D-Ianuall�,operated tools such as brush cutters,po«-er sa«-s, a�es, machete�,
loppers and clippers can be used to cut blackberries. This is an important step before
man�- other methods are tried, as it removes the aboveground poruon of the plant.
, ;' �'� In addition, for thickly=gro��ing, mulri-
I� �� � � � �^'� �� =;�' `' �temmed shrubs such as blackberrie�.
�- „�- � access to the base of the shrub may n��t
� �;�'�,- only be ditficult but dangerous«-hc�i��
,�.=';,� .
��'�A'� .��c � fooring is uncertain.
}.4 ' � '� �Y -
�p�
`�.}�;L� ,',, ;� j 1n advantage of caiiC rc��iu�l-�l u�;:r t��L.i��
�,�� , �Ierbicides is that cane remo�al does not
• � ���s �� �,, � stimulate sucker foYmation on lat� �� ' � � �
�y;-,�
, ,�:' 4 t� Howe�-er, removal of canes alon�
,
,_
: f� §; ;, insufficient to adequately contco'.
� � � f � �f" � : blackbe�ries, as the root cro��=n « � � �
���,��i ;� "���.�� � resprout
;
Hand Digging:The remo�ral of rootstocks b�,han�
destro5,ing blackberries,a weed which resprouts Erom its rou�s. �l�h� ��,,ork must i��
thorough to be effective as every piece of root that breaks off and remains in the sc>i.
may produce a new plant. Such a technique is only= suitable for small infestations and
around trees and shrubs where other methods are not pracrical.
Biological Com�etition
So��ing native plant species which have the potential to out-compete�veed�exotics
for important resources is usually a prevenrive method of��eed controL In the case
� of the wedand miugation area, the native shrub and tree plantings �vill eventualhr
grow to a height,which u=ill shade the blackberries and help �ti�ith their control.
� In most cases blackberries pYe�,ents the establishment of other nati�-e plants and
� must be initially removed. Follow-ing physical remo�-al of mature plants,root cro�vns
must be treated to prevent resprouting. Seedlings of native plant species usually
cannot establish fast enough to compete w�th sprout groivth from untreated
blackberr��stumps.
Biological Control
The USDA��ill not support the introduction of herbi�-orous insects to control
blackbexries due to the risk these insects may pose to commerciall�,important Kirbaa_;
species.
Herbicide Control
10
MT Develapment Talbot d�'S�'h.Ylitigation Plan.
Gene.cis Retource Consu!ling
Control of blackberries is the same as that of Canada thisde. The two most effective
times for herbicide application to blackberries are at the bud stage (after a berry has
formed—late spring to early summer) and during regrowth in the fall. Herbicides
such as Garlon 2-4-D,Roundup, or Touchdown ha�re been successfully used for
blackberry control.After initial treatment and wilring of leaves, the understory of the
blackberry thicket should be seeded with a 60/40 mixture of perennial rpegrass
(Lolium perenne)and annual r��egrass (L mult�orum). The n�egrass will establish a rapid
vegetarive cover underneath the defoliated blackberr��canopy within 7 to 10 da�Ts
prior to the germination of blackberry seeds already in the soil,which require at least
20 days for germination.
Recommended Treatment Rates: Glrphosate ROLTNDUP/TOUCHDO���i AT 1
TO 2 qt/acre Tti�'O APPLICATIONS PER SEASON;one in June after flower buds
are formed and before flowers open and a second on regrowth when it reaches 8 to
10 inches tall mid-season or 6 to 8 inches tall in September and early October.
Applications of 1 to 1 1/2 qt/acre applied tv�rice (initially and then on regrowth) will
be more effective than a 2 to 3 qt/acre single dose.
SOIL AND EROSION CONTROL BMP'S FOR DEVELOPMENT PHASE NEAR
WETLANDS AND BUFFERS
1. Mark Clearing I.imits: Prior to beginning earth disturbing acrivities,including clearing
and grading, all clearing limits,easements, setbacks, sensiti�e areas and their buffers,
lea�e trees,and drainage courses should be clearly marked to prevent damage and offsite
impacts.
2. Establish Construction Access
� Construction vehicle access and e�ut should be limited to one route if possible.
• Access points shall be stabilized with quarr5r spall or crushed rock to minimize
tracking of sediment onto public roads. '
• Wheel wash or tire baths should be located on-site.
• If sediment is transported onto a road surface, the roads should be cleaned
( thoroughly at the end of each da�-• Sediment should be removed from roads by
shoveling or sweeping and be transported to a controlled sediment disposal area.
� Street washing should be allowed only after sediment is removed in this manner.
• Street wash wastewater should be controlled by�pumping back on-site, or otherwise
be prevented from discharging into systems tributary-to state surface waters without
prior and adequate treatment.
3. Install Sediment Controls
• Prior to lea�nng a construction site, stormwater runoff should pass through a
sediment pond, sediment trap, or other appropriate sediment removal BMP.
� Sediment ponds or traps,vegetated burfer strips, sedunent barriers or filters, dikes,
and other BI�-iP's intended to trap sediment on-site should be constructed as one of
the first stcps in grading. These BMI''s should be funcrional before other land
disturbing acu��iaes take place.
11
' RTT Det�elopment Talbot c.SS"Alitigation PGsn.
Gene.rir Kesor�rce Con.rs+lting
4. Stabilize Soils
• tlll exposed and unworked soils should be staUilized bp applicadon of effecuve
BMP's,which protect the soil from the erosive forces of raindrop contact and
flowing water. i
• From October 1 through April 30,no soils should remain exposed and unworked
for more than 2 days. From May 1 to September 30,no soils should remain exposed
and unworked for more than 7 days. I�
• Applicable practices include, but are not limited to,sod and other established
� �egetauve cover,mulching,plasric covering,and the early application of gravel base
on areas to be paved.
• Soil stabilization measures should be appropriate for the time of the�-ear, site
conditions,estimated duration of use,and potential water qualit�-impacts that
stabilization agents ma�have on downstream waters.
• Soil stockpiles should be stabilized and protected with sediment trapping measures.
5. Protect Slo�es
� Cut and fill slopes should be designed and constructed in a manner that will
minirnize erosion.
• Consider soil type and its potential for erosion.
• Reduce slope runoff velocities b5=reducing continuous length of slope with terracing
and diversions,reduce slope steepness, and roughen slope surface.
• Divert upslope drainage and run-on waters from off-site with interceptors on top of
slope. Off-site stormwater should be handled separatelj� from stormwater generated
on the site. Diversion of off-site stormwater around the site maj�be a viable option.
• Provide drainage to remove groundwater intersecting the slope surface.
• Excavated material should be placed on the uphill side of trenches, consistent w�ith
safery and space considerations.
• Flow retenrion barriers should be placed at regular intervals within trenches,which
are cut do�vn a slope.
• Stabilize �oil on slopes.
(,. Protect Drain Inlets
• ��ll storm drain inlets made operable during construcuon should be protected so that
stormwater runoff does not enter the converance s�-stem�uithout first being filtered
or treated to remove sediment.
• .�ll approach roads should be kept clean, and all sediment and street wash u-ater
�hould not be allo��ed to enter�tom� drain� ��zthout prior and adequate treatment.
12
� II!
_��. �..,� ,.c. ..,,, . _ �I
Gene.rir Re.rource Conru�t;; ',
7. Control Pollutan�s �
• All pollutants,including���aste mateiials anci demc,liti�,n cie'��ri�, that uccur ����-�ite �'�,
during construcrion should be handled and disposed oi in a m:�nner that d��e� not I
cause contamination of stormwater. '
� • Cover, containment,and protecrion from�randali�m ;hould be pro�-ided tr all
� chemicals,liquid products,petroleum products, and wastes present on the site.
� • Maintenance and repair of hea��T equipment and vehicles involving oil change�,
� h�Tdraulic system drain dourn, solvent and de-greasing cleaning operauons, fuel tank
drain down and remo�-a1,and other acti��ties which ma�result in discharge or
spillage of pollutants to the ground or into stormwater runoff should be conducted
under cover and on impen�ious surfaces. These surfaces should be cleaned
inunediately� follou-ing any discharge or spill incident.
� Wheel wash,or tire bath wastewater, should not be discharged to the storm drain, or
the on-site stormwater treatment sy�stem.
• Application of agricultural chemicals,including fertilizers and pesricides, should be
conducted in a manner and at application xates that will not result in a loss of
chemical to storm�vater runof£ l��Zanufacturers' recommendations should be
, followed for application rates and procedures.
8. I�laintain BMP's
• All temporan-and permanent erosion control and sediment control B1�4P's shall be
maintained and repaired as needed to assure continued performance of there
intended funcrion. All maintenance and repair shall be conducted in accordance
� with BMP's.
• ?�ll temparar�-erosion and sediment control B�1I''s should be removed within 30
days after final site stabilization is achieved or after the temporary BMP's are no
longer needed. Trapped sediment should'be removed or stabilized on site.
Disturbed soil areas resulting from remo�ral of BMP's or vegetarion should be
permanentl��stabilized.
CONTINGENCY PLANS
IContingency plans are designed to idenrifi-potenrial courses of action, and any correctice
� measures to be taken when monitoring indicates project goals are not being met In general,
� the conringenc�-measures for this site are as follou7s:
1. Re�lacement Plantin�s—Replacement plantings u-ill be made throughout the monitonng
period if monitonng reveals that unacceptable plant mortality has occurred. �i%oody
species will be re-planted to the original number of plants proposed in the accepted
mitigation plan annuall�r throughout the duration of the monitoring and maintenance
period.
?. Planting Plan I�-fodifications—R-iodificarions to the planting plan (i.e.,plant species and
densities) will be made if monitoring identifies problems with the original planting
scheme. For e�ample,if annual monitoring idenrifies that plant mortality is attributed to
13
��IT Devehpmenl Ta1Got�>;`�'tLlitigatiore Plan.
Genesi.c RrroHne Confulling
an inappropriate hydrologic regime, the replacement plantings should be made using a
more suitable plant species.
:�n��recommended changes to the planting scheme will be documented in the annual
morutoring report. The addition of any new plant species, not alread��included in this ,,
miagadon plan,must be approved by King Counn-. '
3. Soil Erosion—An�areas demonstrating soil erosion problems �vill be restored as soon as
possible. If there does not appear to be a problem with the original design, the eroded
areas will be restored b}�replacing anr lost topsoil and replanted according to the original
planting scheme.
-t. The plant communities included in this mitigarion plan contain a variety of species
representing a��ide range of h��drologic regimes (facultauve upland to facultarive
�vedand). It is expected that as the plant communit�-evolves, the indi��idual species «�ll
become established in the appropriate hydrologic regime.This may result in a plant
distribution that varies slightl5�from the planting scheme detailed in this plan. This
should not be��iewed as a failure unless these variations result in unacceptable plant
mortality or otherwise jeopardize the overall wetland funcuons and values. If monitoring
identifies that the site is persistently wetter or drier than e�:pected, and this eariation is
causing unacceptable plant mortalit�T, then changes in the �lanting �cherne .�ill be macle
as described abo�-e (i.e., Planting Plan '��fodificarions;.
� 14
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PARCEL LOCATION
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i
N
GENESIS RESOURCE CONSULTING
LAND DEVELOPMENT& MT DEVELOPMENT
ENVIRONMENTAL SPECIALISTS TALBOT & 55TH
WETLAND BUFFER MITIGATION PLAN
142 Lamprecht Road Winlock,WA 98596
GRconsulting@juno.com
360-520-2847 SHEET 1
VICINITY MAP
i
� 4 � � �F�i,�+1D-�' ' ,�,�A;��.1��r.�
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�. ;.��: � �,� �, ��, t a r
r��� ' �� , �p �� � �� � � �• �s
t
�� r: `' � �� �� � �� i, � Enhanced Wetland
z f
�,�f •E � Buffer 2,442 sq'
► � i a f
� . •�� � �
�r� e � with native vegetation
�3 C�'.��.• d �; v� �'�1_� � _ �'� � � '� �_ "' E I
� r � I ,: � �
� `' ���� ,� a T� � I '� � �, �
t', t I� I
i :
� t �
f 6�� � 'i� � E � � � 1 E �k �; I
� � � �� ° -. � �i.���`� � '�
- � �� Existing Wetland Boundary , `
�� . �� � I �� � � � �
�
� . �- Category IV Wetland � `� ,� �
� I
�' _- � ' � � I � � i
E � ' �
;� _ �`�1��M'� +i�1 � i � � 'r� �� � �
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:, �_ �
i � 'r , s. �
2,406 sq' of Class IV Wet-
land Buffer to be moved Mitigated Wetland Buffer Area 2,442 sq'
for road
improvement No net loss of wetland buffer
GENESIS RESOURCE CONSULTING �ZT DEVELOPMENT
TALBOT & 55TH
LAND DEVELOPMENT& WETLAND BUFFER MITIGATION
ENVIRONMENTAL SPECIALISTS pj,AN N
142 Lamprecht Road Winlock,WA 98596
GRconsulting@juno.com SHEET 2
360-520-2847
WETLAND BUFFER DETAIL
�
Q�0
0 �
Planting area at west �r
boundary lot 12 �0
�
�
Q O � Planting area at west
* � boundary lot 11
* 0
�� *
0
0 O
Q �`
■ � �i
0 * �
� • � O II�
■
*� � �� � I
p � � ■ O � O � O o� � 0
� � � �0 � �
Planting density: ?0 trees and 20 shrubs/ 1,000 sq. ft.
Tree Species Plant Form Minimum Minimum Required Num-
Size S acin ber
Oregon ash(Fr•axinus Bare Root 18-24" 10' O.C. 25 Q
lati olia
Western red cedar Bare Root 12-18" 10' O.C. 25 O
(Thu'a licata'
Total �0
Shrub Species Plant Form Minimum Minimum Required Num-
Size S acin� ber
Red-osier dogwood Bare Root 2-3' S' O.C. or 10
(Cornus stoloni era clustered
Vine maple (Acer rcina- Bare Root 2-3' S' O.0 20
turn�
Indian plum (Demleria Bare Root 1-2' S' O.C. 10
cerasi ormis
'�lootka rose(Rosa nut- Bare Root 1-2' S' O.C. 10 �
kana
Total SO N
GENESIS RESOURCE CONSULTING MT DEVELOPMENT
TALBOT & 55TH
LAND DEVELOPMENT& WETLAND BUFFER MITIGATION PLAN
ENVIRONMENTAL SPECIALISTS
142 Lamprecht Road Winlock,WA 98596 SHEET 3
GRconsulting@juno.com
360-520-2847 PLANTING PLAN DETAIL
WATERSHED DYNAMICS
39004 —258th Avenue SE,Enumclaw,WA 98022 TEL 360.825.9253 CEL 206.953.5385
DATE: September 18,2014 HARD COPY SENT: X YES NO
E_�II,; samtiosh(a3insightengineeriag.net E-MAIL COPY SENT: X YES NO
TRANSNIITTAL PAGES SENT INCLUDING COVER PAGE: 2 plus attachment
SUBJECT: Review of Proposed Wetland Buffer Impact Mitigation
Mr. Santhosh J.Moolayil,Project Manager
TO: �sight Engineering, Inc.
2804 Grand Avenue, Suite 308
Everett,Washington 98026
FROM: Larry D. Burnstad, Senior Environmental Consultant �
PROJECT NAME: Talbot Road and S. 55�'Place Subdivision �
PROJECT City of Renton Construcrion Permit No. U13003422
NUMBER: Watershed amics Pro'ect No. 2014016
As requested I have reviewed the March 26, 2012 Wetland Delineation Report prepared by Genesis
Resource Consulting(GRC). I have reviewed your May 13,2014 draft memo to Mr. Kamran Yazdidoost,
Plan Reviewer, City of Renton, with specific emphasis on Page 5 of that memo the City's comments
focused on "Wetland Mitigation". I have reviewed the plan sheet you've provided showing the location
of the wetland in the southwest corner of the project site as well as the associated wetland buffer impact
mitigation area. Lastly, I have visited the site to familiarize myself with the wetland area delineated by
GRC as well as the associated buffer.
The following are suggested replies to the City's wetland mitigation comments that you reiterated on page
5 of your OS/13/14 memo. I have copied each of the City's comments verbatim from your letter and my
suggested response is provided in italics after each comment:
2. Wetland Mitigation
a. The mitigation area ident�ed to extend behind Lot 11 would provide little benefit to the
wetland as it is significantly removed from the location of the wetland itself. Pursuant to
KCC21A.24325C.2.b the additional buffer shall be contiguous with the standard buffer.
Response: In response to your concerns regarding the bu�'fer migration area previously
shown on the south end of Lot 11, I have modified the site plan to ensure all of
the buffer mitigation area is contiguous with the existing, undisturbed portion of i
the wetland buffer. The buffer mitigation area shown on the revised plans is . '
mitigation far the bu„�'f'er area on the west side of Tract 997, which was ,
unavoidably disturbed to accommodale City required frontage improvements. �',
b. A sewer line is proposed through the wetland buffer, new utility corridor, or utility facilities �,
are allowed in buffers provided it is limited to pipelines, cables wired and support structures
and that there is no alternative location with less adverse impact on the critical azea and its
buffer, the applicable KCC regulations (KCC21A.24.045D.34) shall be reviewed and ,
addressed in an impact evaluation by a qualified professional.
Memo to Mr. Santhosh J. Moolayi]—September l8,2014 -Page 1
� I
Response: We hm�e tried our level best to keep the utilities out of the buffer. The proposed
sewer through the buffer is due to the elevation constraints to serve lots I1 and
12. The proposed water line lhrough the buffer is due to the loop connectiorr to
the existing water line on Talbot Road per City requirement. The proposed
' connection is the only way due to the setback from the sewer line and drainage
vault.
All of the disturbance required to install these utility lines within the proposed
buffer mitigation area will occur prior to the installation of native plants as
shown on the proposed planting plan (see Plan Sheet G4). Installation of native
plants, which is a requirement of the King County Code under which this project
� is vested, will be scheduled to occur after the plants are in their "winter
' dormancy" to reduce the risk of plant mortality due to planting shock. This
means the plants will be installed in the buffer mitigalion area during November
or December {after utility installation has been completed) depending upon
weather conditions. Temporary irrigation, in the form of standard 3/a-inch hoses
connected to "rain-bird" type broadcast sprinklers, will be operational as
needed for two years starting in the spring of the year following planting. Two
hose bib connections will be installed in the water line located within the buffer
mitigation area at the locations shown on the current plan sheets.
That completes my suggested responses to the comments from the City's planning department staff. I
have attached a copy of the suggested planted plan for you to transfer onto Plan Sheet C-4.
1 noted Comment 2b indicated the need for review by a qualified professional. In the event there should
be a question regarding my qualifications, I would offer the following:
I have a B.S. in Biological Sciences with emphasis on Fish and Wildlife Management from California State
University in Sacramento,California. I was awarded my degree in Jun 1974.
1 worked for the U.S. Forest Service as a Hydrologist and Fisheries Biologist from 1974 throug}► 1983. I
worked in north Idaho, southwestern Colorado, eastern Oregon, and western Washington during that 10 year
period. Much of my duties involved the evaluation of proposed timber sale and road locations with an emphasis
on the identification and delineation of wetland and stream habitats as well as critical wildlife habitat areas. I
was charged with evaluating the habitat characteristics and the potential adverse impacts associated with timber
harvest and road construction activities. I was also charged with monitoring habitat and w�ater quality impacts
associated with existing land use activities and was responsible for developing mitigation plans to alleviate the
intensity of those impacts.
1 started my consulting practice in 1984 while completing my MBA at Seattle University and was awarded my
MBA in August 1985. My emphasis area was Natural Resource Economics and my thesis dealt with positive
economic incentives intended to induce alternative timber harvest practices in stream and wetland buffers on
private forest lands.
I have been a private consultant since 1984. My practice emphasis has been on wetland and stream habitat
identification and delineation as well as preparation and impiementation of wetland and stream habitat impact
mitigation/restoration plansiprojects. I have provided professional services to both private and public sector
clients in Washington,Oregon,]daho,Colorado,and California during the past 30 years.
1 can provide references if the City requires that as part of their evaluation of my work on this project.
Memo to Mr. Santhosh J. Moolayil—September 18,2014 -Page 2
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Structural Calculations For:
I
th I
Talbot & 55 Ave Plat
Stormwater Detention Vault ��
Talbot & S 192nd St. I
Renton, WA 98055 I
� , �� �r
_ � '�
��� 31728�y �
��
�`��'��DN ���'
2-24-14
Prepared for: Kimberley's Place, LLC
Job # : 10192-2014-01-00
r
� SWENSON SAY FAGET
ziz4 Third Avenue•Suite ioo•Seattle•WA 98izi
Office zo6.443•6ziz fax zo6•443•4870
Desi n Criteria
� Lid Loadin
vehicle loading: HS-20 72,000 ib gross vehicle weight
min cover depth: 1 ft
max cover depth: 2.6 ft
design live load: 150 psf
Wall and Foundation Desi n
Wall and foundation design is based on the following assumed values typical of soil types within this region.All values are to be
verified by a geotechnical engineer or technician in the field prior to construction:
( soil density: 125 psf
at-rest soil pressure: 50 pcf EFD
seismic surcharge: 8 H psf uniform(conservative for inverted triangular distribution)
all�wbearing press: 3000 psf
�
'� SWENSUNSAYFAGET Project: Talbot&55thAvePlat Date: 2/24/2014
Project#: 10192-2014-01-OC:
212�TMrtl Avmce.Suite 100.SeaMe.WA 98121 Design: RJA
w.hvswenson uyfaget com
Sheet: 1
OH�ce 2G6A43.6212
.ax 205.643.6870
Hollow-Core Lid Plank Review
� Desi n Criteria
� soil density: 125 pcf
depth of cover: 2.6 ft
� plank clear span: 24.5 ft
design live load: 250 psf
i
design superimposed load: 575 psf
Vault Span-Load Charts
plank simple span: 24.75 ft
HS20-44 Design Chart: 250 psf LL Design ChaR:
minimum allowable soil cover: 0.50 ft minimum allowable soil cover: 0.50 ft
maximum allowable soil co�er: 3.50 ft maximum allowable soil cover: 2.60 ft
minimum cover w/o shear walls: 0.75 ft minimum cover w!o shear walls: 0.50 ft
maximum cover w/o shear walls: 2.10 ft maximum cover wlo shear walls: 2.25 ft
i�
I
r
rr 5VJENSON SAY FAGET Project: Talbot&55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-C
2124 Third Avenue.Sui[e 100 Seatlle.WA 98121 DeSign: RJA
w,wv.swensonsaytaget.com Sheet: 2
O�ce' 2C6.N3.6212
Far- 206.4l3.4870 �
�
Wall Design Loads
Desi n Criteria
maximum cover depth: 2.6 ft at-rest soil pressure: 50 pcf EFD
minimum cover depth: 1 ft active soil pressure: 35 pcf EFD
wall height: 10.83 ft hydrostatic pressure: 62.4 pcf
soil density: 125 pcf
Load Combinations
1.0 H(soil pressure) + 1.4 F(hydrostatic pressure)
1.6 H(soil pressure) + 1.6 L(surchargelwheel load)
1.6 H(soil pressure) + 1.0 L(seismic)
H drostatic Pressure Check
Mu= 1315 ft-Ibs due to fuil height hydrostatic pressure
Mres= 2219 ft-Ibs due to soil pressure with minimum co�er
therefore reinforcing required only at inside face of wall
Soil Pressure Check
due to HS25 truck loadinq:
2.6 ft max cover depth: 60 psf uniform(from truck LL on walls chart}
1.0 ft min cover depth: 105 psf uniform(from truck LL on walls chart)
total factored lateral load:
2.6 ft max co�er depth: 8850 plf
1.0 ft min cover depth: 8244 plf
due to uniform surcharqe loading:
uniform surcharge: 150 psf
equivalent lateral: 60 psf uniform
total factored lateral load:
2.6 ft max cover depth: 8850 plf
due to seismic activitv:
seismic addition: E= 8 H psf
seismic force: 87 psf Uniform
total factored lateral load:
2.6 ft max cover depth: 8749 plf
Controlling lateral load= 8850 plf
Controlling lateral load= 60 psf
� 5�r�eNSON SaY FaGEt Project: Talbot&55th Ave Plat Date: 2/25/2014
.� Project#: 10192-2014-01-00
2124 Third Avenue.Sute 100.Seatlle.WA 96121 Design: RJA
www.swensonsayfaget.com Sheet: 3
Cr�ice� 206.443.6212
�as' 206.4431870
Wall Desi n �II'
9
Desi n Data
soil density: 125 pcf at-rest soil pressure: 50 pcf
soil cover depth: 2.6 ft conirolling lateral load: 60 psf
wall height: 10.83 ft
Calculated Desi n Forces
Wuniform= 240 Fsur= 25992 Ibs R tap= 2277 Ibs Msur= 3519
Wbot-soil= 541.5 Fsoil= 2932.2 ibs R bot= 3254 Ibs Msoil= 4074
Ms total= 7593 ft-Ibs Load Factor= 1.6 Mu= 12149 ft-Ibs
Wali Desi n
wall thickness: 8 in rebar strength fy= 60 ksi
rebar size: 7 conc strength fc= 3000 psi
bar spacing: 12 in oc
clear cover: 2 in d= 5.56 in
rebar area: 0.60 sq-in d-a/2= 4.97 in
calc comp block= 1.18 in
�Mn= 13456 ft-Ibs Mu= 12149 ft-Ibs OK
Anchora e at To of the Wall
rebar dowel size: 6 dowel strength fy= 60 ksi
dowel spacing: 24 in conc strength fc= 3000 psi
dowel area: 0.44 sq-in
dowel brg length: 2.5 in
shear capacity of dowel = 5301 plf Rutop= 3643 pif OK
bearing capacity of dowel= 3938 plf
Anchora e at Bottom of the Wall
rebar dowel size: 7 dowel strength fy= 60 ksi
dowel spacing: 12 in ccef of friction= 0.6 smooth surface
dowel area: 0.60 sq-in
shear friction capacity
of the footing-to-wall dowel= t 8400 plf Rubonom= 5207 plf OK
r
*( S��E�+S�ri sa��FA�,ET Project: Taibot&55th Ave Plat Date: 2/25/2014
Project#: 10192-2014-01-00
2124 Third Avenue Suite 700-Seattle.WA 98121 Deslgtl: RJA
www.swensonsaytaget.com Sheet: 4
09ice: 206.443.6212
Far: 206.M3.4670
Footin Desi n Loads
soil density: 125 pcf uniform surcharge: 150 psf
soil cover: 2.6 ft live loading: HS-20
wall height: 10.83 ft
plank weight: 90 psf
perimeter wall cell width: 24.5 ft interior wall cell width left: 24.5 ft I
interior wall cell width righL 24.5 ft '
HS-20 Load Distribution to Perimter Wall Foundation
Truck Perpendicu7ar to the aerimeter wall w/rear axle#2 directiv over wall&distance to axle#1 =14ft
total truck load to wall= 45714 Ibs
distribution width at ftg= 34.86 ft Load @ base of wall= 1311 plf
Truck ParaNel to the Aerimeter wa!!w/one whee!over wa!!&2nd wheel on plank(incl axle 1&2 onlv)
total truck load to wall= 56163 Ibs
distribution width at ftg= 42.86 ft Load @ base of wall= 1310 plf
HS-20 Load Distribution to Interior Wall Foundation
Truck Perpendicular to the int. wall w/rear axle#2 centered over the wall&dist between axles=14ft
total truck load to wall= 45714 Ibs
distribution width at ftg= 34.86 ft Load @ base of wafl= 1311 plf
Truck Perpendicular to the interior wa!!w/rear axle#2 directiv over wal!&distance to axle#1 = 14ft
total truck load to wall= 45714 Ibs left plank Load @ base of wall= 1311 plf
total truck load to wall= 45714 Ibs right plank Load @ base of wall= 1311 plf I
distribution width at ftg= 34.86 ft
Truck Parallel to the interior wall w/one wheel over wa1!&2nd wheel on Alank fincf axle 1&2 onlv 1
total truck load to wall= 56163 Ibs left plank Load @ base of wall= 1310 plf
total truck load to wall= 56163 Ibs right plank Load @ base of wall= 1310 plf
distribution width at ftg= 42.86 ft
Truck Paralle!to the interior wall w/the truck centered over the waN(inc!axle 1&2 onlv) II!
total truck load to wall= 56163 Ibs I
distribution width at ftg= 42.86 ft Load @ base of wall= 1310 plf �,
Uniform Live Load Distribution to Wall Footin s �I
Perimeter Wal� 1838 plf I
Interior Wall 3675 plf i
Controlin Live Loads to Footin s '
Perimeter Wall 1838 plf i
Interior Wall 3675 plf I
�r� S�IENSON SAY FAGE i Project: Talbot&55th Ave Plat Date: 2l25/2014
Pro�ect#: 10192-2014-01-00 ,
1
2121ThirdAvenue.Suite100.Seattle.WA98121 Design: RJA I
www.sxenso�ayfaget.com S h22t: 5 I
om��e: zos.aeasziz
Fax: 206 443 487D
�
Footin Desi n
Desi n Data
allowable bearing pressure: 3000 psf perimeter wall cell width: 24.5 ft
soil desity: 125 pcf interior wall cell width left: 24.5 ft
soil cover: 2 ft interior wall cell width right: 24.5 ft
rebar strength fy: 60 ksi plank weight: 90 psf
conc strength fc: 3000 psi wall thick: 14 in
wall height: 15.5 ft
Perimeter Wall Footing Design
Load Factor Wu
Design live load 1838 pif 1.6 2940 plf
Soil Cover dead load 3354 plf 1.2 4025 plf
Plank dead load 1207.5 plf 12 1449 plf
Wall dead load 2712.5 If 1.2 3255 If
total dead load 7274 plf 8729 pif
Total live+dead Load 9112 plf 11669 plf
Required Ftg Width 3.04 ft
Selected Ftg Width 3 ft Selected Ftg Thickness 12 in
Qu= 3890 psf Mu= 1634 ft-Ibs at face of wall
Vu= 3566 plf at face of wall
As regd= 0.04 sq-in/ft cpVn= 9498 plf at face of wail
Asmin= 0.35 sq-in/ft
1.33 x As reqd= 0.06 sq-in/ft
Interior Wall Footin Desi n
L.F Wu
Design live load 3675 plf 1.6 5880 plf
Soil Cover dead load 6125 plf 1.2 7350 plf
Plank dead load 2205 plf 1.2 2646 plf
Wall dead load 2712.5 pif 1.2 3255 plf
total dead load 11042.5 plf 13251 plf
Totai live+dead Load 14717.5 plf 19131 pif
Required Ftg Width 4.91 ft
Selected Ftg Width 5 ft Selected Ftg Thickness 12 in
Qu= 3826 psf Mu= 7028 ft-Ibs at face of wall
Vu= 7334 plf at face of wall
As regd= 0.19 sq-in/ft �pVn= 9498 plf at face of wall
Asmin= 0.35 sq-in/ft
1.33 x As regd= 0.25 sq-in/ft
r
�r sw�N so N 5Qv FnG E t Project Talbot&55th Ave Plat Date: 2/25/2014
Project#: 10192-2014-01-00
2iza Trow n.�o� Sude 100.Seatlk WA 98121 Deslgn: RJA
wims..ensonsayraget.wm Sheet: 6
O.P_e. 206.M3.6212
Fax 206.1/7.�870
I
Gratin Beam
Desi n Data
curb height: 1 ft
curb thickness: 8 in
soil density: 125 psf
beam width: 12 in
beam span: 5 ft
vehicle rear axle: 32 k
Calculated Design Forces
soil weight: 42 pif II
curb weight: 100 plf I
beam self-weight: 156 plf i
wheel load: 16000 k '
Load Factor: DL 1.2
LL 1.6
Wu= 358 plf ,
Pu= 25600 Ib
Flexural Desi n I
bar size: 5
top and bot bars: 3
area of steel: 0.92 sq-in
depth to reinf(d): 10.19 in
comp block(a): 1.80 in
d-a/2: 9.29 in
mMn= 38456 ft-Ibs Mu= 33117 ft-Ibs
Shear Desi n
tie reinf size: 4
area of steel: 0.20
depth to reinf(d): 10.50
max spacing: 5.25 in
reinf spacing: 5 in
mVc= 5176 Ibs
mVs= 37109 Ibs
mVc+mVs= 42285 Ibs Vu= 26494 Ibs
��� SWENSQN SAY FAGET Project: Talbot&55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-00
2124 Third Avmue.Suite 100.Seattle.WR 98121 Design: RJA
"'""".s"�"s°"��r�e'.`°"' Sheet: 7
O�ce. 206.443.6212
Far: 206.443.4870
i
Horizontal Beam at Top of Perimeter Wall Grating I'
Desi n Data
top of footing to inside top of vault: 10.69 ft curb height: 1 ft
top of footing to finished grade: 12.69 ft curb horz reinf size: 5 '
soil pressure EFW: 50 pcf curb horz reinf spacing: 12 in o/c '
controlling lateral surcharge: 60 psf depth to center of reinf: 4 in
grating span: 10 ft curb thickness: 8 in
Calculated Design Forces
Fbm ot curb= ��Q plf M u hoa c�m= 1375 fl-IbS
Fbototwau= 694.5 plf �Mn���,= 5107 ft-Ibs curb seff-supported ,
Rmp ot wall= 1996 Plf
Load Factor 1.6
Wu= 3194 plf
Mu norz wa��= 39921 ft-Ib5
Horizontal Beam Desi n
` wall thickness: 8 in
clear cover: 2 in
vert rebar size: 6
rebar area: 0.44 sq-in
conc strength(fc): 3000 psi
closure reinforcing: (3)-# 6
As closure: 1.33 sq-in
added horizontal bar: 6
added bar quantity: 4
As top of wall: 1.77 sq-in
depth to reinf(d) 4.88 in
comp block(a) 3.03 in
d-a/2 3.36 in
mMn= 46745 ft-Ibs Mu= 39921 ft-Ibs
r
�r SwEN50N SAY FaGEr Project: Talbot&55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-00
2124 TNrd Avenue Suite 1 D0.Seattle.WA 98121 Design: RJA
vmw.swensonsayfa get.co m
Sheet: 8
O,Yice- 206.�43.6212
Fax. 206M3.4870
I
Seismic Anal sis
, Vault Geomet
;;,..�T;[�:r:�H'�'�
I i
�
- I
� i -
- I
__ i
vault length: 106 ft soil density: 125 pcf wall height: 11.69 ft fc: 3000 psi
vauit width: 50 ft wall thickness: 8 in vert reinf: 6 fy: 60 ksi
soil cover: 2 ft number of cells: 2 vert reinf spacing: 10 "o/c
Structure Dead Load Tributa to the Lid
weight of soil: 1325 k
weight of lid: 477 k
weight of walls: 244 k
total structure dead load: 2046 k
Seismic Review:
Site Zip Code: 98055
IBC Site Class: D
Design Spectral Response Accel(Sds): 0.95
Response Modification Factor: 4.0 for Ordinary Reinforced Concrete Shear Walls
1.2(Sds)/R= 0.285 V= 583 k
shear distributed over 90%of shortest length Shear capacity of concrete:
of wall(d assumed to be 90%of vault width): cpvc= 6.31 klf
v= 6.48 klf Shear capacity of reinforcing:
c�vs= 19.08 klf
c�vc+ cpvs= 25.39 klf OK
r II�
�r SWEP150N SAY FAGET Project: Talbot&55th Ave Plat Date: 2/24/2014 '
Project#:0192-2014-01-00 ,
2124 Thirtl Avenue.Suite 100.Seattle.WA 98721 DeSign: RJA '�,
w:m-.swensonsaytageLcom S heet: 9 ��
OY,ire' 206 463 6212 '�,
Fax: 206.443.4870 '
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� rr, SWENSON SAY FAGET �,� ,�
a7RUCTURAL ENGINEEAING CDAP08ATION
Sea!Ne: 2;2��Avenue•Suite 10D-Seattle•WA•9812? -���
Tel'�.qq3 62i 2 fax:206.443 4870 �; n
73LO^�� 9�B�adrray-Suite 100.Tamma�WA•98A02 �
i Tel: ���
{
�53 284 947� Fax� 253•284 9471
Swenson Say Faget Titls : Talbot 8 53th Page: ��
2924 Third Ave,Suite 1U6 Job# ; Dsgnr. RJA Date: 25 FEB 2U14
Seattte,WA 96121 Descx:
I`--' r��+s� ►�oa'�'!�"C� �"�4�t- Valf in File:H:1Userslranderson'�_ProjecislVaultslTalbot&55ih Ave f'I
Retal�Pro 70 (c)1987-2012, Bylld 1�.43.5.8
Lkense:KW-06052576 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-DB,ACI 530-08
License To:SWENSON 5AY FAGET
Criteria So+l Data ; ^
Retained Helght ' 10.20 ft abw 5oii Bearing = 3,OOO.Q psf
Wa[E heighi above sal = 0.00 ft �9�ivalent Fluid Pressure AAethod
Hee[Active Pressure 11.3 psf/it .
Siope Behind Wall = d_00:1 _ .
Heighf of Soi!over Toe = Q.00 in Passive Pressure = 250.0 psffff .
Water helght over heei = 0.0 ft Sal Density.Hsel = 110A0 pcf
Soif Density,Toe = 0.00 pCf ` . . . .
FootfngllSo(I FricCan = 0.400 .
Soi!height to ignora �
for passive pressure = 12.0� In
; Surcharge�oads � Lateral Load Applied to Stem ;Adjacent Footing Load ��
Surcharge Over Heei = 0.0 Psf Lateral Load = 0.0#/ft Adjacent ooGng Load = 0.0 Ebs
{ l3sed To Resisi Sliding&Overtum�g ,..Height to ToF _ O.OD ft Footing Wldih = 0.00 ft
� Surcharge Over Toe O.Q psf ...Height to Bottom 0.00 ft Eccentricity 0.0�in
Usad for Sliding&Overtuming The above lataral load WaU to Ftg CL Dlst - 0.00 ft
Axial Load Applied to Stem � bY a���a�sed 1.40 Footing Type llne Load
Base AboveBefow Shc _ 0.0 ft
I A�dal Dead Load = O.d 16s W�nd on Exposed SFem= Q.0 psf at Back of Wad
A�da!Live Loed = 0.0 Ibs PoissorYs Ratio = 0.300
Axia!Load Eccentricity = 0.0 in
Stem Weight Seismic Load Fp 1 Wp Weight Multiplier = 0.40U g Added seismic�ase force 291.4�s
� Design Summary � Stem Construction � Top Stem
i - � sca,7,oK
Wali Stabiliry Ratios Design Hefght Above FtF tt= 0.00
Overtuming = 1.62 OK Wa�l Materiai Above"Ht' = Concrete
Slab Resists All Stidir►g! 7hidcness = B.00
Rebar Size = # fi
Totat BeaMng Load = 3,143 Ibs Rebar Spacing - 12.OD
...resultant ecc. = 1U.53 in Retrar P3aced af = Center
1 Sal Pressure @ Toe = 2,389 psf OK ��9n Qata `
Soil Pressure Q Heel - 0 psf dK �$+fa/Fa 0.766
3,000 Total Force @ Secfion Ibs= 1,348.5
, Allowable = Psf tiq��t....Actua[ ft-#= 5,278.fi
Soit Ptessvre Less Than Aitowable
i ACt Factored @ Toe = 2,867 psf ��t.....Allowable = 6,892.0
ACI Factored�Heel - 0 psf Shear.....Actual psi= 28.7
Footi�g Shear Q Tce = 16.0 pst QK Shear.....Allowable psi= 75.0
? I Footing Shaar Q Neel = 17.6 psi OK 1Nalf Weight = 100.0
Allowabie = 75.0 psi Rebar Depth 'd' ;n= 4.Q0
Sli•ding Calcs Slab Reststs All S1i�ng! �SPLiCE IF A$OVE fi= 21.57
' Lateral Sllding Force � 1,OD0.21bs �P SPLtCE IF BELOW In=
i HOOK E?u18ED INTp FTG in= fi.00
lap splice abo�e base reduced by stress raUo
Hook embedment teduced by stress raUo
Masonry Data
Pm ps!=
Fs psi=
Solid GrouUng =
Use Half Stresses =
Modutar Ratio'n' _
Load Faetors Short Tertn Factor =
Buliding Code tBC 2009,ACI Equiv.Solid Thidc_ -
Dead Load �.2� ►u1�sp�ry B1odc 7ype = Medium Wei�
Live toad �•6� ��nry Design Method = ASD
Earth,H 1.600
Wind,W �.6� Concrete Data
fc psl= 2,500.0
Seismic.E 1.000 Fy psi= 60,W0.0
Swenson Say Faget Title ; Taibot 8 SSth Page: �2
� 2124 Third Ave,Suite 100 Job# : Dsgnr. RJA D3te: 25 FEB 2014
3eattle.WA 9812t D��
I^�rt'L'bR- N oti"�3�� W'+'�-<. Yall in File:H:1Userslrandersonl Projects\VaultslTalbot 8.55th Ave PI
RelairfPro 10 {c)1987,2012, Bdid t0.13.5.8
uceRse:rcw�oeos2s�e Cantilevered Retaining Wa[I Design Code:IBC 2009,ACi 318-OB,ACI 530-08
License To:SWEHtSON SAY FAGET
Footing Dimensions 8 Strengths j Footing Design Results
Toe widm = �.a2 ft Toe Hee�
Heef Width = 2.D9 Factored Pressure = 2,867 0 psf
Tota!Footing Wid� = 3.5i Mu':Upward = 2.370 29 ft-#
Footir�g Thidcness = 92.00 in Mu':Downward = 181 1,546 ft-#
Mu; Design = 2,189 1.517 ft-#
Key Width = 0.00 in q�ual 1-Way Shear = 16.04 17.64 psi I
Key Depth = 0.00 in q�fow 1-Way Shear = 75.00 �' nr �:
Key Distance irom Tce = 0.00 ft Tce Reinfordng = #7�16.00 Ir
Pc = 2,SOQ psl Fy = fi0,000 psi Heel Reinfordng = #6�16AC�� II
Footing Concrete density = 150.00 pcf Key Reinfwdng = None Spec'C
Min.As°k = 0•�18 OtherAcceptable Sizes&Spacing<
Cover @ Top 2.00 C Btm= 3.00 in Toe: Not req'd,Mu�S'F
NeeE:Not req'd,Mu<S'F
Key: No key deflned �
Summary of Overturning 8�Resisting Forces 8�AAoments �
.....OVERTURNING..... .....REStSTING.....
Force Distance 141omont Porce Diatanes Momant
Item !bs ft ft-# Ibs ft ft-#
Heel Active Pressure = 708.7 3.73 2,645.9 Sa7 Over Heel = 1,597.0 2•8a 4,a68.9
Surcharge over Hsel = Sbped Sofl Over Heet -
Surcharge Over Tce = Surcharge Over Heel =
Adjacent Footing Load - Adjacent Footing Load =
Added Lateral Load = fUdal Dead Load on Stem=
Load(c�Stem Above Soit= •Axial Uve Load on St�n =
= Soil Over Toe =
Seismic Stem Self Wt 291_4 6.10 2,488.8 Surcharge Over 7ce -
Totel 1,000.2 O.T.M. 4,423.7 Stem Weight(s) = 1.020.0 1.75 1,788.4
EaRh(dl Stem TransiCans=
_ = Footlng Welghi = 526.5 1.70" 924.G
Resistingldvertuming Ratio = 1.62 Key Weigh! _ '
Vertlql Loads used for Soil Pressure= 3,143.5 Ibs Vert.Component =
Totat= 3,143.5 I�s R.M.= 7,181.3
If seismlc induded the min.O7M and slidirsg 'Axial live load PfOT inGuded in tatal displayed,or used for overtuming
ratios may be 1.1 per IBC'09,1807.2.3. reslstance,but is ir�cluded for soll pressure calculation.
��ESEGNER NOTES:
Swenson Say Faget Title ; Talbot 8 SSth Page: 13
212d Third Ave,Sulte 100 . Job# : Dsgnr: RJA Date: 25 FEB 20't4
Seattie,WA 98121 Descr:
F�rT' w�l�� +--o�-" �''�+�''��� G''�i'��?'►o^� Vall in File:H:1LIsers�rendersonl Project5lVaulls\Talbot 8 55th Ave P!
��
ReteiaPro 10 (c)19H7•2012, 8u({d 10.13.5.8
Lieense:KW-06052S7fi Restrained Retaining Wall Design Coae: iBC 2oo9,ACl 318-OS,ACI 530-08
License To:SWEN30N SAY FAGET
Criterfa �So11 Data �
Retafned Hefght = 1Q.69 ft Albw Soil Bearing = 3,000.0 psf
Wall heig#�t above soil = 0.00 ft Equivalent Gluid Pressure Method �
Totai WaEI Hel�t = t0.89 ft �e���ve Pressure = 62.4 psf/ft
Top Support HeigMst = 10.69 k P�sive Pressure = 50.0 psfHt
5od Denslty = 110.00 pcf
Slope Behind Wal = 0.00:1 Foo4ng��Soil Frictior = 0.40Q .
Height af Sal over Toe = 75.00� �height tfl ignorc � '
1Nater height over heel = 0.0 R tor passlve pressure = 12,00 In � � : �� �
I , . .
i
� Thumbnell. �
�Surcharge Loads , Untfortn Lateral Load Appt(ed to Stem qdjacent Footing Load �
Surcfiarge Over Heel = 0.0 psf Lateral load = 0.0#!ft Adjacent Footing Loed = 0.0 Ibs
»>Used To Resist Sliding 8�Overtuming .,,Height to ToF = 0.00 ft Foo6ng Widttt = 0.00 fl
Surcharge Over Toe = 0.0 psf ,,,Height ta Bottorr = 0.00 ft Eccentricity = 0.00 in
Used iw Sliding 8 Overtuming The above lateral load Wa!to F�q CL Dist = 0.00 ft
Axial Load Applied to SWm has been inaeased 1.00 Footing Type Line Load
by a factor of gase qbove/Below Soil
Axial Dead Load = O.Q Ibs at Back of WaEI ' 0.0 tt
Axial Live Load = 0.0 Ibs �nd on Exposed Stem� 0.0 psf
Axial Load Eocentricity = 0.0 In Poisson's Ratio - 0.300
Earth Prossure Sefsmic Load Kh Soil Denslty MuItipller= 0.20D g Added sei�nic per unit area = 0.0 psf
� Stem Weight Selsmlc Load FP/Wp Weigttt NfulGpli� = 0.000 g Added seismlc p�unitarea = 0.0 psf
Design Summary Concrete Stem Constriaction
'fotal Bearing Load = 3.683 Ibs Thicicness = 8.00 in Fy = 60,000 psi
...resuttant eoc_ - 1.69 in Wall Weight = 100A psf fc x 3,OODpsi
SoN Pressure�Toe = 1,232 psf OK S��FREE to rotate at top of fooUng
Sdi Pressure�Heal = 1,232 psf OK
AilowabFe = 3.000 psf Ntmax Betwaen
. Soil Pressure Less Than ANowable �Top Support Top 8 Ba9s �Base of Wail
,4CI Factored�Toe = 1,061 psf �pK Stem OK Stem OK
�CI Factored Q iiee� = 1,895 psf _
Fdoting Shear Q Toe = 2.5 psi OK Design Height Above Ft£ - 16.69 h 4.51 k 0.00 ft
� Rebar Slze = # 6 # 7 # 6
Fapting Shear @ He� = 1.4 py pK Rebar Spaang = 18.00 in 12.00 in 12.00 in
q��owable - 75.D psi Rebar Placed a1 = Center Center Center
R�q fon at Top = 1,188.5 �s Rebar Depth 'd' = 4.00 In 4.00 in 4.OQ in
Reactic�n at Bottom - 3,075.2 Ibs Design Qasa
ft>!FB+fa/Fa - 0.000 U.850 0.000
Sliding Ca�lcs Slab Resists All Sliding! �....q�� = 0.0 ft-# 7.824.1 fl-# �.d it-#
Lateral SliQ+ng�'orce = 3,075.2 Ibs �'p}�E.....A9owable = 4,899.3 ft-# 9,207.0 ft-# 7.063.3tt-#
Shear Force(d�this height = 1,901.61bs 3,803.1 Ibs
'� Shear.....Ach�l = 39_62 psl 79.23 psf
She�.....Allowable = 109.54 psi 82.16 ps!
I Load Factors - Rebar Lap ReQulred = 25.63 in 37.38 in _
� Buflding Code IBC 2009,ACI Hooked embedment into looting '32.607n
� Dead Load 1-2� Other Acceptable Sizes b SpacEngs_
live Load 1.6� Toe:#5 10.00 In -or- Not
Earth,N �,spp � req'd,Mu<S'Fr
Neel:None Spec'd -or- Not�q'd,Mu<S'Fr
Wincl,W �-� Key: No key defined -or- No key defined
Seismic.E 1.000
\
Swenson Say Faget Tide ; Talbot 8 SSth Page: �4
2124 Third Ave,5uite 100 Job# ; Dsgnr: RJA Daie: 25 FEB 2014
Seattle,WA 98121 Descr.
�='''"T '""�'�+— '-"�'"� ����� �'��"''��7''��"� Vall in File:H:�Userstirandersonl ProjectslVaultslTalbot 8 55th Ave PI
RetalnPro 70 (c)�987-2012, Build t0.13.5.8
l.Icense:KWA8052576 Restrained Retaining Watl Design Code:IBC 2009,AC1 318-08,AC1 530-08
Llcense To:SWENSON 3AY FAGET
� Footing Strengths 8 Dimensions ; Footing Design Results
ToeWidth = 1_16ft Toe e 1
Heet Width = 1.83 Factored Pressure = i3Ofi1 1,895 psf
Total Footing Widti' = 2.99 Mu�:Upward = 1.042 7.566 ft-#
Faoting Thidcness = 12.00 in Mu':Dovmward = 684 'I,407 R-#
Key Width = 0.00 in ��u: Design = 158 f 59 R-#
Key Dapth = 0.00 in Adual 1-Way Shear = 2.48 1.45 psl
Key Distance Erom Toe = 0.00 ft Al�ow 1-Way Shear = �5.00 75.00 psi
Pc = 2.500 psi Fy = 60.000 psi
Footing Conuete Density = 150.00pd
t�f n.As°10 = D.0018
Cover Q Top = 2.00 in @ Stm.= 3.00!n
� Su marn ry of Forces on Footing : Siab RESISTS sliding,stem 1s PINNED at#ooting �
Farcea acting on faoting sotl pressura
(taking moments about front ot footing to find eccentriciry)
Surcharge Over Heel = fbs ft ft�
Axlal Dead l.oad on Stem = Ibs ft ft-#
5oil Over Toe = 79T.51bs 0.58 ft 462.6ft-#
Adjacent Footing Load = Ibs ft ft-#
Surcharge Over Toe = Ibs ft ft-#
Stem We+ght = 1,Q69.OIbs 1.49 ft 1,596_4ft-#
Soit Over Heel = 1,368.QIbs 2.41 ft 3,294.5ft-�
Footing Weight = 448.51bs 1.50 ft 670.Sft-#
Total Vertiwf Force = 3,683.OIbs Moment = 6,023.9R-#
Net Mom.at StamlFtg Interface s -51T.9 ft-fk
AlEow.Mom.�StemlFtg interfaoe= 4,414,8 R-#
Allow.Mom_ExcNds Applfed Mom.? Yes
Thereiore Unifotm Soll Preasure a 1,231.8 psf
DESIGNER NOTES:
Appendix: HS20-44 Loading Ii
H S20-44 ',
72,000 I bs
Front Axle: , ' 8,000 Ibs '
�
�
Rear Axle#1: 'i, 'I' 32,000 Ibs
o I
�
a I I
F—
� I
I I
Rear Axle#2: " 'I' 32,000 Ibs
��..Qn
I I
k � I
� � ,
�4 t4' ��{ V=14'to3d' _I 6�
� B.00a�� HS2t�-44 32,006 Ib 32,D00-It axle , tp`lone '
� fi.00G�5 HS15�44 24,000 IU �4,0'JQ-3b axle
`� Same dStCrres�,unding '
G.�W �.41N V� N-jruck
F
tiY= combinea weiqht�#f+rst twp axtes I
' V� vcri�Cle,use spa[inq which�roduces m�ximum s!re55 �
For de5ic�of slabs, �:enterGne at wheN ta be 1 tt from tu�b i
r
�r SWENSON SAY FAGET Project: Talbot&55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-00
2R4 Third Arenue.Suite 100.Sealtte.WA 98121 DeSlgn: RJA
w.wswenwnsaytaget.com Sheet: A-1
Olfice' 206.�36212
,,. 2�.qc.sc'9
Appendix: HS20-44 Loadin on Walls
HS 20 - 44 TRUCK LIVE LOAD ON WALLS
16K 16K
6�
.
� `� l
� i•')•= '�•. ;:�.^-:'-!'.' -�;�,�� ( �
.. •: + f
,.�. �•� / �
2 � •.;I i '
�� •j. .-1�''.i. -t' �
�s �
12
2'-7"maximum cover=60 psf
io
1'-0"minimum cover= 105 psf
e ,
� 6
�
w
>
0
�
i
a
1
,�
. 2 •-
r. �
�• .
0��
O 100 2 O 300 40D 500 600
AVERAGE UNIFORM HORIZONTAL LOAD ws,( psf.)
�
�r SWENSON SAY FAGET Project: Talbot�55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-0
a,��ri:w nY��� Suite 100 SeaMe WA 98121 Design: RJA
"..�^-�*a^s.yra9e�.�m Sheet: A-2
C,Ywe. 206 4•3.6212
�ax 206.ds;.d870
Appendix: 250psf Uniform LL Desi n Charts
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CONCRETE TECHNOL�GY CORPORATION �
12'/z" HOLLOW C�RE SLAB
250 PSF
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t1 '�Ient I�otch`
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o _
� g -� =Number of Filled`;oids required
ii for 2'-0"at each end of each s1ab.
_:___ - ---- - ----�--
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N �
� _;_ . _ 11 Strands ,�` - =--- ----------------
�t 5 � '', � ' :
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_ _ �,._ __�_ _ _
j -. 1 S a id- ,� 125 pcf '---
O 5 , I__.. __ - .-. � ;
_ _ - - � ,
U �1 I =-t nds(,,,, = 135 pcfi
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� \ _ _ .._ 9 _.. _ ---- . --_- _ :
W Knee
= Z �
'ddall'
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14 1fi 1c 20 _� 24 25 <^8 30 32 34 35 �3
SIMPLE SPAN (ft)
GENERAL NOTES:
1.i A minimum cover depth cf six:nches OR a[hree inch thick casi in place concre.e topping slab is required.
�.'i Simple Span is centerline ci tearing to centerline cf bearing.
3.1 The Knee 1rt�all eme!ope represents the maximum span and height of soil cower that can be supported by sfabs
:viih standard notches fcr manhole openings.assuming void fill concrete fc=3.000 psi.Points falling outside this
envelope require knee::alls to supoort;he slabs at manhcle openings.
�l.'Interpolation bet.�een strand contours is acceptable.DO NOT extrapolate beyond the bounds of this chart.
5.;Soil cover is assumed to be uniform.
5.j Except as noted.soil cover unit;:eight is assumed to be 120 pcf.
'.;hlinimum span length='I4'-0".
Q,i The vafues sho.:n on this chart are in compliance,•,ith BC 2003&ACI 318-05.
9.�The'Jent Notch envelope represents'he maximum span and height of soil cover that can be supperted hy slabs
:ith 6'.: standard notches in adjacent slabs to accommodate 12"diameter venis.assuming .�oid fill concrate fc=
3.GG0 psi.Refer to Detail 3 on page 15 of this brochure for vent noich detalls.
�
r zW ENSON SAY FAGET Project: Talbot&55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-00
Zi.'4ThirdAveriue.Suite100.5eattle.WA98121 Design: RJA
waw swensonsaytagetcom Sheet: A-3
Office: 206.4<'.3.6212
� fax: 206.14:7.4670 ,I
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Appendix: HS25 LL Desi n Charts
��-:CiNC:RETE TEC-:HNC=)Li.-:}c�Y C�C?RPt�RATit--?N
12!!2" HOLLOW CORE SLAB �
H520-44
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I �
j -- = � - •- '� -- -+-- -- _ - - ---
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a
- fo r 2'-0"at exh end o(each sLsb. , i
u ,•' l ' �
I
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1
b � 1 � ; I
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LL --- -j � — --�-- - — ; ; —`---;
� y ; i i 11 Strands i � ' �
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:
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� J .. : . ! 1 tf3r�.1 � _.. ,<�'*'•Cfl _ . _ ;
1 --�—
o i
V e ; � ',��r'Ic l:'sei 135 pef`• _L-
o s �. � , � � -�-
o - , -- - ; -- � - -+ !--+— -- -
r � _ �' ' 9 ' t ,
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C7 -J-= - -f - � -- - - - --�----`--�-
w ' i � � � �
x - � ' � I 'r
� --- - --_;-_14te2 , '- -- ' ' - - - - - '
i -- 5 'aVall'— � I i--- � i
1 � � I ' � I-� � � - . � �
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� -TT�-I-�-I-�-I-�T �
ta 1^ 13 �D __ ?4 25 _� ya 32 34 35 39
SIMPIE SPAN (ft)
GENERA� NOTES:
1 i?,minimum cover depth of�ix n�ctws OR a three inch thicls c:est in qace concrete tr�pping sktb is reqvkF7
��Simple Span is centerline of E�amig to cerxc-rii�e of t�aring_
i�The iCnee'���all envebpe represents the ma:Unwm span arxi hei�hi of soil ro+rPr ihai can t�supported b/slabs
v:ith s;andard rr�tches for m.anhole openngs,ass�iirv�void fll concret�fc=3,i]00 ps� Po�n:s falir�outside inis
envelope require k.nee walls to supprxt the sta�s at rnarY►o{e openngs.
a;Interpolaaon k�tw�n strand contaxs is acc=�ptat�le DO Nc�T extrapolare lye�,xid the bounds uf ths cnaR
°, �Suil co�,�r�assumed to:��.mifam.
5 i�:+..ct�p;as rrated.soil cuver unit wEight is assumed to be 12C pcf
7;P,Ainimum span lenqth=14'-0".
6 i me•.�alues sha.�n on this chart are in compiance vlith I8�20t:3 8�,�CI 318-05.
9�The'Jent Nach envebpe represents the maxanum sp�and height of soil r�ver rhat can be s��ppor,ed a;�;lat�s
with ol"siandard�wiches in adacent slabs to acconxnodate 12"Qiameter verns assumng void fiA r�r.rete fc=
'_t t'qG psi REf�r to C�t;�il 3 on p3ge 15 of this brochure for�rent notr_h�'�ils.
.�
'r SbVENSON SAY FAGET Project: Talbot 8�55th Ave Plat Date: 2/24/2014
Project#: 10192-2014-01-00
� 24 7Artd Avenue Suite 100.Seattle WA 98121
Design: RJA
,�`�„°"'°'""�°�'`°m Sheet: A-4
I OlM1ce- n1b 1s3.6212
Fax: 206-{3.1870