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Home My WebLink About03839 - Technical Information Report \< -��- � ' BEYLER � m � KENNYDALE VUE POINT SHOR7 PLAT � � U 14-005633 Parcel #3342103165 i�� _:�_.:�=.==:° WA Developers 4L LLC 31811 Pacific Hwy S #298 Federal Way, WA 98003 October 15, 2014 Revi$ed 7une 19, 2015 ]oseph A. Parsons Landon C. Beyler, P.E. Beyler Consulting 7602 Bridgeport Way W., Ste 3D Lakewood, WA 98499 253-301-4157 G�'IAKL '" a w phone: 253-301-4157 0 � � fax: 253-336-3950 �'Q .�� beylerconsulting.com � �, x - .-r 7602 Bridgeport Way W, Ste 3D Lakewood, WA 98499 �C��8„�.��, s SSIONAl, r" Plan. Desigr. Manage. C1v�L ir .. �r�EERi�: �. � 3 38 9 .. . . ; _ i�: ................................................................ 3 Project Description ...................................................................... 3 Figure 1. TIR Works,heet ............................................................ 4 Figure 2. Location Map................................................................ S Figure 3. Drainage e�asin Map ...................................................... 6 Figure4. Soils Map..................................................................... 7 .3 .,��,,�'`r, 8 _._ _ , `'�s .......................... ................................................................ 11 3.1.1 Task 1 - St�ady Area Definition and Maps ......................... 11 3.1.2 Task 2 - Resource Review ............................................. il 3.1.3 Task 3 - Field Inspection ............................................... 11 3.1.4 Task 4 - Dr�inage System DE�scription and Prc►blem Descriptions ............................................................................. 15 3.1.5 Task 5 - Mit:igation of Existin�a or Potential Problems.......... 15 - -� .................................................................................. 16 �I6 ._, �. .. _ VLC. `a 21 .#'�s��1�s...._ ._. ., • ,., , ti'� _�� da ,v' ��:L'`Y�.?4Y ...................... �. SPECIAL REPOR`�"�> ,�z��a ��#�;�4 S�_�� ........................................... 21 ' I. OTHER PERMIT� .................................................................... 21 II. CSWPPP ANALY�4�°�:� �?�D �4.. .�s _... . .................... .............. 21 .. BOND QU6�NTI3IES, F�4CILITY �t�W�� -��:-� .�:w, � �.=�� : : � �= COVENANT ................................................................................ 21 � (�,��'F3 ��-�€';, ?#�^.' r �:R,'�;'��T�its?�i a^1'N`y�` ��#'��4�F .......................... ' _ _ . , ._ .... Z1 I � .�..i. : .......................................................................... LL I APPENDIX A - OFFSITE STUDY MAPS........................................... 22 ', APPENDIX B - GEOTECHNICAL REPORT ....................................... 28 � APPENDIX C - DOW�ISTREAM SYSTEf�I TABLE AND MAWS ............... 29 APPENDIX D - BOND QUANTITIES WQRKSHEET/COST DATA AND I INV E NTO RY.............................................................................. 30 APPENDIX E - DRAFI" BMP COVENANT ......................................... 31 APPENDIX F - CSWPI�P .............................................................. 32 APPENDIX G - OPERiaTION AND MAINTENANCE PLAN .................... 33 � ;=E`fi_�� ... . _ .�, ? i� .. . Project Description The proposed project is a 0.54 acre pa�cel located in Rentor�, W�, having an address ofi 1316 North 34th Street, and a parcel number of 334210•-3165. There is an existing residentiai structure located on the subject prope�ty, which is to be removed in cc�njunction with this proposal. The current zoning of�he parcel is R8 (Residential 8) indicating a maximum density of 8 dwellin� units per acre. ThE� project proposes ta short plat a portion of the parcel into 3 lots, ranginq from 6,270 to 8,22:3 square feet in size, and having a propos,ed density of 7.614 du/acre. Tfie remaining area w II be dedicatE�d to the City of Renton for public ric�ht-of-way use. All surrounding adjacent propert es are improved witri single family residences. �f�he praposed project is keeping consistent with neighboring land use characteristics. The short plat proposal includes providing 3 lots for single family residences, right of way dedication, frontage improvements, together with a shared use drivew�y within an access and utility easement, and associated utilities. The proposed houses will be permitted at a future date. The property is adjacent to an existing split road, limited access right of way/access zasement, � currently sErving a total of 5 properties to the north of North 34t'' Street. It has been requested in the pre-applicatiori memorandum, dat�ed February 20, 2014, and subsequent communications with City staff to provide improvernents along the limited access right of way/access easement, resulting in the dedication of the westerly 27' of the subject property as right of way. The site is currently accessed near the southwest corner� of the subject prnp�rty. The proposed access will remain generally in the same loc�ation. The access way will be� a 20' paved shared-use driveway within an access and utility eas�ement. This project is subject to the 20�J9 King County Surface Water Design M��nual (King Manual) and the City of Renton amendments to the Manual (Renton Manual). Per Figure 1.1.2.A of the Renton Manual, the project is subject to a Full drainage review. A subsurface exploration on the project site was c�nducted by GeoResources, LLC in June 2014. In summary, each of the exploration pits encountered native sediments consisting of medium dense grading to very dense sand with varying silt and gravel coritent. Based on the results of GeoResources site evaluation, it is their opinion that the infiltration of stormwater is feasible ai:the site. The infiltration rates are relatively low which will require larger systems. Pervious puvement or pavers have been recommended as alternative�s for the roadway improvements reducing the amount of required infiltration ��ia trench sysl:ems. � BEYL.ER Figure 1. 'lIR Worksheet �I � � �aae 4 , _ . �' , BEYLER KING COUNTY, V1'ASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND I PROJECT ENGINEER DESCRIPTION Project Owner WA Developers 4L LLC Project Name Kennydale Vue Short Plat Phone 206.949.9850 DDES Permit# I Address 31811 Pacific Hwy S., Ste 298 Location Township 24 North Federal Way, WA 98003 Range 05 East !,, Project Engineer Landon Beyler, PE Section 32 I Company Beyler Consulting Site Address �316 N 34th Street Phone 253.301.4157 Renton, WA 98056 i Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS I� � Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison I Short Subd. I UPD ❑ COE 404 Management ❑ Building Services ❑ DOE Dam Safety m Structural M/F I Commerical / SFR RockeryNaulU ❑ Cfearing and Grading ❑ FEMA Floodplain ❑ ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type (circle one) Full Modified / (circle): Large Site Small Site Date (inciude revision October 10, 2014 Date (include revision October 10, 2014 dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type(circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of A roval: ?009 Surface Water Design Manual l/9/2009 1 KING COUIv'TY, V1'ASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET �� Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Green River Vailey I'i Special District Overlays: Drainage Basin: East Lake Washington Basin, Lake Washington/Cedar Creek Watershed Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ RiverlStream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard I ❑ Floodplain ❑ Seismic Hazard ', ❑ Other ❑ Habitat Protection �' ❑ I Part 10 SOILS Soil Type Slopes Erosion Potential Indianola loamy sandy 6% - 15% Moderate ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, W'ASHI'`GTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Core 2—Offsite Analvsis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area Threshold Discharge Area: name or descri tion Core Requirements (all 8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: 1 Offsite Analysis Level: 1 2 / 3 dated:01/22/2012 Flow Control Level: 1 / 2 / 3 or Exemption Number 12.3.1.B incl. facili summa sheet Small Site BMPs Infiltration Conveyance System Spill containment located at: N/A Erosion and Sediment Control ESC Site Supervisor: Contact Phone: T.B.D. After Hours Phone: Maintenance and Operation Responsibiliry: Private Public If Private, Maintenance Lo e uired: Yes No Financial Guarantees and Provided: Yes No Liabili Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. 1.2.8.1.A Landscape Management Plan: Yes No S ecial Requirements (as applicable) Area Specific Drainage Type: CDA/SDO!MDP/BP/LMP/Shared Fac. None Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption None 100-year Base Flood Elevation (or range): Datum: N/A Flood Protection Facilities Describe:N/A Source Control Describe landuse: N/A (comm./industrial landuse) Describe any structural controls: N/A 2009 Surface�1'ater Desi;n��Ianual 1 i9;?0«�) � _ ; KING COUNTY, VVASHI?�GTON, SIJRFACE V�'ATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes No Treatment BMP: N/A Maintenance Agreement: Yes No with whom? N/A Other Draina e Structures Catch Basin/Sediment Control Structure er lot Describe: There is a Catch Basin/Sediment Control Structu�e associated with each lots individual infiltration I Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � � Clearing Limits � Stabilize Exposed SurFaces m Cover Measures � Remove and Restore Temporary ESC Facilities � Perimeter Protection � Clean and Remove All Silt and Debris, Ensure � Traffic Area Stabilization Operation of Permanent Facilities m Sediment Retention ❑ Flag Limits of SAO and open space preservation areas ❑ SurFace Water Collection ❑ Other ❑ Dewatering Control � Dust Control ❑ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch Flow Control T e/Descri tion Water Quali T e/Descri tion ❑ Detention ❑ Biofiltration � � Infiltration 3-systems ❑ Wetpool � ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control i ❑ Flow Control �'i ❑ Spill Control BMPs ' Pervious pavement ❑ Flow Control BMPs � Other ' ❑ Other 2009 Surface V4'ater Desien 1�4anual 1!9�2009 ` q KING COUNTY, �1'ASHINGTON, SliRFACE WATER DESIGN ILIANUAI. TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant � Retaining Wall ❑ Native Growth Protection Covenant � Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other � Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. /l �� Signed/Date 2�09 Surface ��'ater Desian'�Tanual 1!9;'�009 � 5 Figure 2. Locatic►n Ma�► � F /� nssrrrsr z n - -�.--__---- ? � �`,, ' � g__ . _.f„_" ' . Q � _ ym, , � � v ' ' � �.__ ` �• -�--- ' - __ - �SRF � — N 35TH S7 � � �- . N 34TH 5T---_.`_� . . � ' !� . . N 33.RD PL 2' � \ f- � � � / --N3:iRDST � ug� 1 \_ -� � �� _ � n. EQ ` N 32ND ST . __N3ISTST - _ \..Nf,��STST . __ _ N 307N ST , 'r--- - - --\ � N 29TH 5T � � , , . ' � � . , � , . �,�� , �, c ,: ---- ._--- � \ . . ..`N 28TH 5T `,_� \`. _N 271H ST . �; i _Nf?7ry�� '\ �— /� � ------- . l� VICINITY MA,� ro.r.s � BEYI_ER W i m � � r m A �:.: � -;;.f« ..��,�ry �: . � The �� '� `�� `� Lake Washington/Cedar River : �� . . Y,. < . ..,, ' - ��. � ��.��:� �`'�tl: . W.'Aw�r� p � ' ` Watershed � �,. � ,�;�j 7'�i:'; 4 : � ..��, , �,, � . <,... � ' ::'M - -� ".� .� �nl , i+` } `, l" � � � `� �. �� ' n ::t � n ..�;.,,w;,i �°", ,. ; � _.__�- .-.'r�� ...� � � �'nw �+ � _�� .r w„�.Iw..lB�n�ixl��y ....✓"�.,.,,�� _,-� (kis�n flowviny y � Snwnm �`��' �w' ��."�w `y` W .. �,,,, , b �\- y` r� ,_ � . . Kri'� � - ,- n. ��`'.�a9r.t;Y � �.� . C � . � �.,.^M• o, `-N.:m��.,-� �KingCourrty �. = OepMrt��t o(Natwa�Remurces and Varks wu�r.nd land�leawcw oM�ian ,. (n .r.r y: O .aw,�..��m,.�r_.i.w..u�i. .r... �w.n.....N r� Figure 4. Soils Map •--- — -- _ _ j ;. - ---- ---- � � �, � �� t � � ,-�Y F .LWa �i� � '+t. t'.... ., 8 ;:..� .,� , '�k S' �. I �� p�'�`�`DIF" ��-'�y�x� r3 � . . ...��Y 3 Y.. '. � � ":.. - �( + . �f � �.�� f ' � ' ` � � � 3 � � �� °'+�` . , .¢ � �: ;f `�' . �' F ii " �� `�s+-" '_� ;t'"� '°`e` ..,� . '` :.�` � t3 8 � •�� - �� _ d]: �p� �� , � € � F, � �� i3- ;�z �:; � � � � � �� r: � , .� -� � �; ��(�(z.� �f: ��.� > y � �� ` � a'l^';i' , �i�Y� Y�F �= �`f �� 2 � I�. -ia� .�_3 � :��' �' . .3'., `'�t . �� ` ' a.w..tw� #�"+,� ,�� ' . �. �;� �A .�� '- *# ' ��_!� � �M � , e. � �q � �r. }} �� .�. A �+f+� , :'`-p 4�, �� Y' t. �'� i� �� . '�:.._.. � ..'�„ ;_ � 3 " i �g; i �_- � -'� ��= �� -- �� -� � �� =---� i.� - ��`�� ■�.�'�� .�r , Approximate Site Location (Soils Map created from NRCS Web Soii Survey http://websoilsurvey.sc.egov.usda.gov) So11 Soil Name Parerrt Material Slopes Erosion Hazard Hydrologic T Solls Grou InC Indianola loamy sand Sandy Glacial Outwash 6 to 15 Moderate A �� r�,r: j ------- ------ — --- Not to Stele GeoResources, LLC NRCS Soils Map 5007 Pacific Highway East,Suite�6 Proposed Short Plat Fife,Washington 98424 1316 N 34`�St Phone: 253-896-1011 Renton,WA Fax: 253-896-2633 I Job:1IVhIte.N34thSt May 2014 Figure! 3 r � 7 ,,r�.�ja�.e v:, =o�r�,,_ � t�F�a� BEYLER The Kennydale Vue Point Short Plat, File No. LUA14-000859; SHPL-A, is APPROVED WITH CONDITIONS and subject to the following conditions: 1. A demolition permit shail be obtained and all inspections and approvals completed for the removal of the existing single family home. Any evidence of rats shall be abated prior to demolition permit issuance. 2. A finai cletailed landscape plan, including the retention plan and tree replacement plan, shall be submitted to and approved by the current planning project manager prior to construction permit issuance. 3. The app�icant shall be requir�d to record an access easement for the benefit of lots 2 and 3. The ��ccess easement shall be recorded prior to, or concurrent with, the recording of the short plat. � BEYLER Review a�f Eight Core Re�auirements and Five S�ecial RE�uirements '�i The following comments are a review of the Core and Special Requirements per the 2009 King �I County Surf�ace Water Stormwater Manual. , Core Requhrement No. 1 Discharg�e at the Naturai Lacation The site's topography suggests that stormwater rur�off from the site is divided anci sheets flows to the southeast and to the southwest. The vuesterly portion of the site drains to the southwest into the public right nf way and is conveyed along a wedge curb on the westerly edge of pavement towards the south. The easterly portion of the site sheet flows to the southeast. Under developed conditions, all drive surfaces shall be constructed of a permeable pavement rtiaterial, and future rooftops will be directed into infiltration tr�=nches�. Core Requarement No 2 Offsite Amalysis The project proposes to maintain all stormwater onsite. No flooding or potential flooding problems were identified downstream of the site. Further narrative of this analysis can be found in Section III of this report. Core Requiirement No 3 Flow Control Flow Control Facility (1.2.3.1.B�° The propose�d project is located within the Flow Contrc�l Duration Standard - Matching Existing Site Conditions area. This is required unless an axception applies to the proposed site conditions. The developed conditions do not exceed a 0.1 cfs difference in the sum of developed 100- year peak flows far those target surfaces subject to the flow control facility requiremer�t and the sum of e:xisting site conditior�s 100-year peak flows for the same surface areas. Thus flow control is nc�t required for this b��sin per section 1.2.3.1.6 of the Renton P�anual. See Section IV of this report for details and �� table of the target ��reas, Flaw Control BMPs: In addition to flow control facility requirements, pr��jects subject to Core Requirement #3 must apply i=1ow control BMPs to impervious surfaces cm each individual lot. Flow control BMPs are methocls and design for dispersing, infiltrating, or otherwise reducing development increases in runoff, Flow Control BMPs are propose�d as a part of this short plat including permeable paving and infiftration trenches for roof runoff. See Section ]:V of this report for flow control BMPs details on the individual lots of the short plat. Core Requurement No. 4 Conveyance System �111 new pipes systems will be designed with sufficient capacity to convey ar�d contain at minimum th�e 25-year peak flow, See Section V of this report for the conveyanc� analysis. Core Requiirement No. 5 Erosion a�nd Sediment Contu�ol This development will be constructed in one phase. Please see Appendix F for i:he prepared CSWPPP, ar�d sheets C2.0 - C3.0 in the prepared Construction Plans. Core Requnrement No. 6 Maintena�nce and Operations The maintenance and Operations recommendations are found with the BMP Cove�dnts in Appendix E Core Requiirement No. 7 Financial Guarantees and L�ability Financial guarantees can be macie available tn the City upon request. � Core Requarement No. 8 Water Quality The project meets the soil treatinent exemption requirement per Section 1.2.8.4, exceeding the cation ��xchange capacity qreater than 5 and an organic content greater than 0.5% minimum requirement. The project soils also have �� measured infiltrati��n rate of less than or equal to 9 inches per hour. Please refer to the prepared Geotechnic�l report included in this report and supplement letters for details on the cation exchange rate and infiltration rates. Special Requirement No. 1 Other Adopted Area-Specific Req�irements This project is not in a designated Critical Drainage Area. This special requirement is not applicable. Special Requirement No. 2 Flood Haxard Area Delineation The project does not contain or is not adjacent to a flood hazard area for a river, stream, lake, wetland, closed depression, or marine shoreline that is within the 100-year floodplain according tc► King County and FEMA. Special Re�quirement No. 3 Flood Protection Facilities This project does not rely on any flood protection facility such as a levee or revetment nor will construc:t a new flood protection facility. Special Re�quirement No. 4 Source C�ntrol This project does not require a c:ommercial building ��r commercial site d�evelopment permit. This special requirement is not applicable. Special Requirement No. 5 Oil Contr�l This project: is not defined as a high-use site nor is a redevelopmeni: project pr-oposing $100,000 or more of improveme�nts to an existing high-use site. This special requirement is not applicat�le. Special Requirement No. 6 Aquifer Frotection Area This project is not in a designated Aquifer Protection Area (APA), This sp�ecial requirement is not applica��le. � �. ; ! BEYI_ER ;:,AF��TE ANALYSI�: An offsite analysis report has be�en prepared per Section 1.2.2, Core Requirement #2. This is to identif�� and evaluate offsit�� flooding, erosion, ��nd water quality problems that may be created or aggravated by the proposed project. The primary component of this offsite analysis report is the downstream analysis. The second corriponent of the report is to evaluate the upstream drainage system to verify that significant flooding and erosion impact will not occur as a result of the project, 3.1 DOWNSTREAM ANALYSIS The following Level 1 downstream analysis is a review of the drainage system up to a mile downstrearri of the site. The four tasks outlined under this review are: Task 1 - Define and map the study area Task 2 - Review all available information on the study area Task 3 - Field insp�ect the study area Task 4 - Drainage System Description and Problem Descriptions 3.1.1 Task 1 - Study Area Definition a�nd Maps The project is located in the East Lake Washington Drainage Sub-Basin within the Lake Washington/Cedar River Watershed. The drainage ��tudy area is approximately a mile long path encompassing the site's dc�wnstream corridor. See Appendix A for- maps of the basic study area. The site is currently improved as single family residential, surrounde�d by single family residential uses on all sides. 3.1.2 Task 2 - Resource Review The following resources have been reviewed for the downstream analysis, This is a review of all available information on the downstream area at least a mile downstream. Sources include the City of Renton GIS maps, King County GIS maps, and geotechnical studies. Sensitive Ar�ea (See Appendix A for Sensitive Area Maps) • Erosion- The westerly edge of the project site, within the right of way dedication, is located within the City of Renton's Sensitive slope area, having slopes >40% and <90%. A proposed 1'-6' high retaining wall is proposed along the westerly edge of the proposed right of way dedication and road improvements to provide stabilization and alleviate potential erosion concerns. • Seismic - None Mapped • Landslide - None MaF�ped • Coal Mine - None Mapped • Streams and Wetlands Map - None Mapped • Susceptible to Groundwater Contamination - None Mapped • 100 year flood plain -- According to King County iMAP and thE� FEMA Flood Maps, the 1Q0 year flood plain is not located near the project property. Drainage complaints and studies - There are no apparent drainage compl��ints downstream of the subject site 3.1.3 Task 3 - Field Inspection A site visit was performed on October 14, 2014 for the purpose of analyzing the proposed �i project site and its upstream and downstream corridor. The weather and conditions were I � II moderate r��in and cloudy. A description of the c�rainaye path is de��cribed below. See Appendix C for downstream reac:h locations. Upstream The subject site sets on a high point with very little if any at aii runoff crossing the site from adjacent properties. The site's topography suggests that stormwater runoff from the site is divided and sheets flows to the southeast and to the southwest. The westerly portion of the site drains to the southwest into the public right of wray and is conveyed along a wedge curb on the westerly edge of pavement towards the south. Downstream Runoff contributing to the downstream corridor from t:he project site consists of the generated runoff from the improved roadway on the west side af the project site. The project proposes infiltration trenches to mitigate rooftop runoff, and permeable paving to mitigate the proposed driving surfaces. It is anticipated that minimal runoff will be generated and exit the site from proposed conditions. The following is a discussior� of the downstream corridor from the discharge location of the project. See Appendix C for a Summary of each reach including: pipe size, length, and material as well as a map of each reach's location. .-+� , /�l T� �S � � � .: .�;, �;.,' �� ., - `� ; .,�. � �� . � {.w... " �{� �q ��+ � ; '"� ._ _':. -�p��v,�,.-�c-� �, - ��.'� �.i��1�'��-� � s ', ��i� - � , £� '.� � � � 7 A�� .z.. A l� � '�d *- 4 �i ��€'�" ' c � �' � � „� . - ,. """ak'r,k...� _ �a �� ^� '. � ' � `•� �� '�� ^�� .� � � �� . ' � � o � � � b. �.,� �;.� P � e ?"�:;. ��>�� 6 �� . '� t� • . �,,, ..� .N';_ r:t '�i `�y1.-�� . . �F �.�' ,� � �� . .s-.:�: �. . -- - �. ... - 7. .. Looking North towards the proj=ct site from N 34'" Street � BEYLER �2ea�h 1 0` - 230' The runoff generated fron� the proposed impr�ved roadway will sh�et flow to the south/ southwest towards an existing wedge curb running along the west side of the existing improved roadway. Stormwater is thence conveyed along the said curblinE towards N 34t'' Street. I "�'. .�.�� .�..� �,,.; i �; '�..�f� ,� ji.� . f ` ��'�� x*�._ '°�� '� "�- . I € �,�. :� '� i �. -w�5 � } x �� _,:�-_ ''A� � � � �k � - - — F �:. p +�. � .. ` � t ac ��.. � ..,�� fi��.',: �.5_�_.. ..-'�:. . . f -- . .... �e.:"--: " �- � { �"��.ri�iN? Looking West an N 34t" Street towards N Park Avenue Reach 2 230' - 494' Stormwater is continued to be conveyed along the curbline to the west within the N 34th Stree1: right of way towards N Park Avenue. � �I BEYLER - - -._.. _ � `_ -_, _ .s�, � ��..� �„��' , � s � �i�.: ��8�• ��.� �N , . ... ��.. �_. r�-y. `2k �-�. � f � _ �. Y .. � {� I e �� Er�+� . �S '�.I�^. �� i� � Y _..:.fII�� F ��t � � � �i� G:^,�,`�s2 `R... .. _ : .G _ , � ,. ;" s� {� � "'�� J:. P�� eyN S,. .{ .' � �X '. . -� � �� Cv ��.s- � •. .; .2 �x ..��." �. � �-_ �� . ,w^�", *"'� ,��. ��.�� i.� ,�� e �� ,� .� �,� Northeast corner of the intersection of N Park Avenue and N 34`" St Reach 3 494' — 504' Stormwater enters into catch basin �r 132870, and is thence conveyed to the north in a 12" concrete pipe. . _ _. _ _. _ .. ;` 4 _ - _._._. _. ._ .__ ._ __.. .. . _ _. _. . .t. . � Y J:� _ �- . . _:•..:..q�. r � .; � . �� l�4 �'.'S � * " - - a{ ��'�,: _r � .� .._ „��%:-; _ '� . �0 �'. ..�� k � - � � --''�-'•- . .'�- ��`- _ � t��.4C� a� '� � �� .:t yr" �'�� _ �4;?.� "� N 34�' Street I�oking west from N Park P.ve. � BEYLER Reach 4 504' -1,799' Stc>rmwater is t:ightline�d west in a series of 12" concrete pipes towards Burnett Ave N. Thence it the runoff is tightlined nori:h, and appears to eventually outfall into �ake Washingt:on. , -----'°�,s, I ` II - _? � �-�`��' - � _ R . -.,�z v �::= - � � ,��:� � "``'' �^`� � � �§;�_ : �� ° -� � : . , �:,.- r �� = z � �� -��., � � � ��. _ �� .. � �. , -- , .._, „_ .��..>_ .�., .. , . � . _.: ,_;; � ' IJortheast corner of the intersection of Burnett Ave N and N 34`h St Reach A 0' - 237' The project proposes infiltration trPnches to mitigate rooftop runoff, and permeable pavir�g to mitigate the prcaposed dr�ving surfaces. It is anticipated that minimal rur�off will exit the site from proposed conditions. The fiow path should any storrnwater runoff exist, would be from the southeast corner of the subject site, sheet flowing easterly across developed residential lots towards Meadovus Avenue N. Reach B 237' - 431' Stormwater is captured in a catch baGin along the east side of Meadow Avenue N, and is thence tightlined south in t��ro 12" CPEPs. Reach C 431' The stormwater appears to be tightlined east into a storage system. 3.1.4 Task 4 - Drainage System Desci•iption and Probl�m Descriptions There are n�� apparent drainage complaints in the vic:inity of the project site. 3.1.5 Task 5 - Mitigation of Existing o�r Potential Problems There does not appear ta be any existing or potential problems associaterJ with the site. � Page 15 - '��- ��:-�i. < < r;at BEYLER � � °� ' °�` I The stormwater flow control and water quality facilities were designed in �3ccordance with the �, 2009 King County Surface Water Design Manual fKing Manual) and ��he City of Renton ' amendments to the Manual (Renton Manual). �, Existina Site Hy,�lroloav fPart Al '�, Existing conditions on the project site consists of ar� improved 0.54 acrf� parcel. The site's I topography suggests that stormwater runoff from the site is divided and sheets flows to the southeast and to the southwest. The westerly portion of the site drains t� the southwest into ' the public right of way and is cor�veyed along a wedge curb on the westerl�y edge of pavement towards the south, The easterty portion of the site slieet flows to the southeast. The overall vertical reli�f of the site is approximately 5 feet. Slopes across the site are generally less than 10 per�ent. Currently the site is improved with a single family residence together with associated infrastructui-e. There are sever�jl existing evergreen and deciduous trees onsite, It is likely that with thf�thick topsoil cover�nd the large tree canopy cover, most stormwater is absorbed into the soil with very little turning into runoff. Develo�ed Site H�droloav (P�art B) The disturbance on site will include construction clE�aring and grading, construction of the shared use ��riveway, associated utilities, and eventually the three future houses. The future driveways a�nd rooftops have be�en included in the <_;tormwater calculatinns. It is proposed that each driveway, and the sh��red use driveway will be constructed of a permeable paving surface, to ��Ilow for infiltration of stormwater runoff, A stub for a roof drain connection has I�een proposed for each lot to tiqhtline rooftop runoff to new individual inl�iltration trenches. Tables 4.1 and 4.2 break down t:he existing site conditions and developedl site conditions TABL� 4.1 -� Existin Site Conditions Sub-basi� Tertal Impervious Till Gras:: P�IS ____ sf_�a�_� sf ac __ _ sf ac ! /nZ Site* ' 2�,4;Z9 , O.S3H Roaftops (Pre 1979) 1`26Z n 0.029 Drive Surface (Pre 1979) 1,500 y 0.034 Lawn ; 20,667 f n — 1 _� 0.474 T_ TOTAL 23 429 , 2,762 20,667 i 0.538��063 0.474 j TO'fAL PGIS � 1,500 ' 0.034 I * The area reflects the site areei before ROW dedication � , � .t: 16 �E`(LER TABI_E 4.2 - Develo ed Conditions � Total � ImpE;rvious Till Gras::GIS Sub-basirt� sf ac sf ac sf ac �n �� Site�* 23r429 � I I 0.538 ' � I - ; Shared Use 3,033 Y �i Permeable Drive 0,070 Public ROW Pavement 3'182 Y , �,073 � Rooftops** 6,000 n ' 0,138 , IndEvidual Drives*** 1,500 y __ 0.034 Lawn 9,714 n 0.223 T07AL 23,429 13,715 9,714 0.538 0.315 0.223 TOTAL PGIS 7,715 0.177 * The area reflects the site are�i before ROW dedication ** 2,000 sf has been assumed for future rooftops for each lot *** 500 sf has been assumed for future drive surfaces fcr each lot Performance Standards f Par1� C� Flow Control Facility1,1.2.3.1.B�_ The propose�d project is located within the Flow Contral Duration Standard - Matching Existing Site Conditi��ns area: Match developed discharge durations to Predeveloped duration for the range of PrE�developed dischargt� rates from 50% of the 2-year peak flow up to the full 50- year peak flow. Also match developed peak discharge rates to Predeveloped peak discharge rates for the� 2- and 10-year return periods. Existing conditions are PredEvefoped conditions. The above is required unless z�n exception applies to the proposed site conditions. The developed c:onditions do not ex�_eed a 0.1 cfs difference in the sum of developed 100-year peak flows for those target surfaces subject to the flow control facility requirement and the sum of existing site conditions 100-year peak flows for the same surface areas. Thus flow control is not required for this basin per section 1.2.3.1.6 of the Renton Manual. Part D of this se�tion for analysis output comparing the pre and post Flow rates. Flow Control BMPs: In addition to flow control facility requirements, projects subject to Core Requirement #3 must apply flow control BMPs to impervious surfaces c�n each individual lot. Flow control BMPs are methods and design for dispersing, infiltrating, or otherwise reducing development increases in runoff. See Flow Control System (Part C�) below for more information pertaining to proposed flow control BMPs. Water Quali� The project meets the soil treatment exemption requirement per Section 1.2.8.4, exceeding the cation ��xchange capacity nreater than 5 and an organic content greater than 0.5% minimum re�quirement. The project soils also have �3 measured infiltration rate of less than or equal tc� 9 inches per hour-. Please refer to the prepared Geotechnical report and �upplement letter for details on �the cation exchange rate and infittration rates. � . __ ; �,� � �� BE`(L_ER 5tormwater Convevance The conveyance system capacity standards require tfiat new conveyance systems coritain the 25-year pe�k flow and ensure that the 100-year event does not create a severe flooding or erosion problem. See Section V of this report for the conveyance analysis per Core Requirement #4. Flow Control Svstems (Part D) As discussed in Part C, the developed conditions of clo not exceed a 0.1 cfs difference in the sum of developed 100-year peak flows for those target surFaces subject to the flow control facility requirement and the surr of existing site conditions 100-year peak: flows for the same surFace are��s. To compare the flow rates, the King County Runoff Time Series (KCRT�) analysis software was used. The project is located in the SeaTac 1 region according to Figure 3.2.2.A of the King Manual. All areas are considered target as defined in Section 1.2.:3.1.6 in the Renton Manual. Flow Control BMP Credits wer�� utilized per Table i.2.3.0 of the Rentor. Manual and reflected below in Table 4.3. TABL1= 4.3 - Developed KRCTS In ut Sub-basin Fu�� Permeable Pave�ment Asphalt,� Lawn Infiltration Concrete Subtracted Till Grass Impervious Imperv Till Grass sf ac sf (ac sf ac _ sf ac sf ac Rooftops** 6,000 0.138 Pervious 1,531 1,531 Pavement 0.035 0.035 Concrete 1,500 Drivewa *** 0.034 Public ROW 3,520 Im rovements 0.081 Lawn 10,510 0.242 TOTAL 6,000 1,531 1,531 5,020 10,510 0.138 0.035 0.035 0.115 0.242 ** 2,000 sf has been assumed for future rooftops for each lot *** 500 sf has been assumed for future driveway on each lot 1=1ow F�re�ue�nc Analysis ime Ser�ies File: re.ts Pro�ect �_ocation:sea-Tac ---Annual Peak Flow Rates-�-- -----Flow F-requency Analysis- ------ Flow Rate Rank Time of Peak - - Peaks - - rtank Return Prob (CFS) (CFS) Period 0.063 4 2/09/O1 2:00 ��0 0.040 6 1/05/02 16:00 �b 0.079 2 2/27/03 7:00 0.066 3 10.00 0.900 0.029 8 8/26/04 2:00 0.063 4 5.00 0.800 0.039 7 10/28/04 16:00 0.060 5 3.00 0.667 0.066 3 1/18/06 16:00 0.040 6 2.00 0.500 0.060 5 11/24/06 3:00 0.039 7 1.30 0.231 0.141 1 1/09/08 6;00 0.029 8 1.10 0.091 Computed Peaks 0.120 50.00 0.98�:) � �E�ri_F.� Flow Frequency Analysis I�i 1=1ow Fre uenc Analysis Time Ser�ies Fi e: ev.ts Pro�ect t_ocation:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- ' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Pe ri od 0.051 4 2/09/O1 2:00 �� 0.035 7 1/05/02 16:00 ��6�--��. . 0.062 2 2/27/03 7:00 0.053 3 10.00 0.900 � 0.030 8 8/26/04 2;00 0.051 4 5.00 0.800 0.038 6 10/28/04 16:00 0.050 5 3.00 0.667 0.053 3 1/18/06 16:00 0.038 6 2.00 0.500 0.050 5 11/24/06 3:00 0.035 7 1.30 0.231 I 0.110 1 1/09/08 6:00 0.030 8 1.10 0.091 ' �omputed Peaks 0.094 50.00 0.980 Flow Control BMPs �I i Pervious Pavement i The project proposes to utilize pe�rvious pavement within the ownership lir�its of the proposed �, roadway improvements to satisf�� the flow control and on-site stormwater BMP requirements. Developed stormwater runoff will pass through the porous asphalt where it will infiltrate into the existing underlying soils. The� infiltration tayer of t:he pervious asphalt was designed under Chapter 6.3, Volume 3 of the Manual (see Geotechnical Design Letter in AF�pendix B for further I design specifications). �, To size the proposed infiltration for the pervious pavement, WWHMv3 was utilized. The porous Asphalt has been designed following the Volume III, Appendix C Section 7.7 of the 2005 C�OE Manual and the recommendation of the 2012 Low Impact Development Technical Guidance Manual for Puget Sound. The base course of the porous concrete will be placed below grade with perforated drain pipes for rooftop runoff distribution. 1"he pavement section will include 4" of pervious concrete, 8" aggregate ciravel with no fines, consisting of 0.5" to 1.5" uniformly graded crushed washed rock, a ge�textile layer, and subgrade compacte�d for structural stability using small mechanical rollers or plate vibra�tion machines. AnalYsis Per the City of Renton, VVWHMv3 was used ta determine the appropriate base course depth to provide enough storage to allow driveway runoff to fully infiltrate. A long term infiltration rate of 1.0 in/hr was used per geotechnical recommendations. Sizing Summarx Driveway Area = 3,033 sf, 0.070 ac (impervious) Depth of base course = 6" used for storage (Total of 8" including ?" choker course) Available Storage volume: 0.5' ��rushed rock X 3,033 sf X 0.4 void ratio=607 cf, use :151,65'Lx20'Wx0.5' in WWHM Slope: 2.5% Percent Infiltrated = 100; see following page �for WWHMv3 output ; � i� � f',.i: BEYLER � a rc'. ; .= ..rrentDrE�C'.E�r::f_: ___ ' Faciliy Neme Pernous Pavema�t ' Outlet 1 Outlet 2 Outlet 3 " DownslreaPn Connedion ;0 `0 0 ' Facility Type iGr.3vel Tre�ch/Bed r Prec�pitatanA�l�ied co Fadty Quick Trench r- Evepotation Ap�picd to Fatily Faciliy Bo�tom Elevation (ft) C_ _ Fncility Dirnensions lrench Length 15t � � �' Outlet Structure Tierich Bottom Wdth Zp ---', Raa Heghd(tq 0.5 . _ Risa Diarneta(in) � : Effective Total Depth 1.5 Bdtom s{ope of Trer�h 2.5 - Rna TYPe ;Fla�— : Left Side Slope :0.-_____..._. '�:_.'cI, i�.p� � I Rght Side Slope �iQ -- IMaterial Layers for � Layer 1 Thickneu(ft) 0.5 Ont�ce Diameter Height OMax Layer 1 paos,ty 0.33_�� Number (In) (Ft) (cfs) Layer 2 Thickness(it) p � � �--:..I �-----_.-; � ' ��'�'2 o°'o�y o _��1 2 �—--� � . o Laye�3 Thickness[k) p ; i i , i i ; 0 Layer 3 paosity p - Trer�ch`,'okrcr�e ai Ri>er Head I:cr?�It� :i1 i Infiltration (YES :; J P��t� �'O_ Measured Infit�ation Rate(inM) 0.9 ., ' InfiRratiw,Reduct;on Fact« �5 _I Show Pond Tal�le Ope b . Use Wetted Suface Area(sidewaNs) NO : TdalVokxnelnf�ate�ac�e•fQ 11.988 To�al�lolurc�eThr�ughFacdty�aue�ft� 1198R Total Voh,me Through Riser�acre•ft) 0 Percent Infdtrateci 1� Rooftop Infiltration Trenches Downspout infiltration trenches are proposed for each lot Gnd �re de�,igned to meet the following minimum lengths, 60 feet per 1,000 square feet of roof area, based on medium dense grading to very dense sand with varying silt and gravel content soil type, The following formula was used to calculate the length of roof downspout each trench: A = [(Ar/1000)(I)(k)]*2 A = Required bottom Area of trench Ar = Rooftop area (assumed 2,000 sf) I = Length of trench required by soil type (60 If) k = Regional scale factor (1, per geot�chnical repoit) A = [(2,OC►0 sf/1,000 sf)(60 If)(1)]*2 A = 240 sf � BEYLER Utilizing the assumed 2,0�0 sf per structure, a 5'Wx48'Lx trench shall be installed for each lot. Should soils differ in the field, the rninimum lengths should be revised pursuant ta the King Manual Section 5.1.1. Water Oualitv Sv�tem (Part E) The project meets the soil treatment exemption requirement per Section 1.2.8.4, exceeding the cation exchange capacity greater than 5 and an organic content greater than 0.5% minirnum requirement. The project soils also have a measured infiltration rate of less than or equal to 9 inches per hour•. Please refer to the prepared Geotechnical report and supplement letter for details on the cation exchange rate and infiltration rates. . . �_.'�..��B'� k �.. . ��.�� -.�--<:� :�,r p��:.�, � $�:s�'a f-�;tu�� .�,.��.: F �.s€r.;�� .�.'�., �-�'� The only conveyance pipes proposed in association with this project are the pipes connecting the future rooftop ar�as to the proposed Nnfiltration trenches. It is proposed that a prescriptive size of 4" be utilized as specified in thF City of Renton's Single Family Roof Downspout In�ltration Trench Detail (Std. Plan - 225.20). Geotechnical Report Geotechnical Infiltration Letter, ]une 3, 2014; Prepared by GeoResources, LLC Geotechnical Supplemental Letter Pervious Pavement Criteria, June 17, 2014; Prepared by GeaResources, LLC Geotechnical Supplemental Letter Pervious Pavement Desrgn, ]une 17, 2014; Prepared by GeaResources, LLC Please refer to Appendix B for Geotechnical reports, �nd data. There are currently no other permits that effect the cirainage submittal or the Technical Information Report. Please refer to Appendix F for the prepared CSWPPP I -. :.��„�`.rt�va '� ..�.a��7 e -a ,_ _&a �� t .,_..�,� . . . ._" . . ._ �.. � � � ��"��'�' �� "�1��'4. A completeci Bond Quantities Warksheet can be found in Appendix D. . _ . _ , ,_� �- . , . _ , r �: _ . ; � � ;�.�� ,. The mainte��ance and Operations recammendations are found with the BMP Covenants in Appendix E, as well as the prep��red Operation and Maintenance Manual in AppEndix G. � BE'(LER - - --� APPENDI:K A - OPFSITE �TUDY MAPS Topographic Map + , � �� ;� _ , ��_ - J1 ,,if., , ' _ _ � ``` ., .l '�-:;.M� i ; � / � �._ , _----�--� ��{ ; . '�� -.._ _ ��---- - --_._ � �� . . � - � '� _ ��` ----�--_...1_�--� ',� �-. � � �` �- �-=I � ,�.�"'�--��., � \� � t`� �f� '.` �� .�--�'�' � "� f �J C1""_-'` �� - � f `~,•, ~•,, ' '�i � � �~ � �, .��__ ---�, - ��. � tl ��-. � �� -��, �� - � , 1 ' . � � � ) !1, . .r i i � �� efi+e�r � � �� '`� i I' _ _ f�' rJ'J �� /` '7as I _. �r' "'�� '� �'�� Y]tlTN 97 ( � { t J ,I 5 . �r�' � �- � ��:� ---��;� , 1,� � r . ,.� /� � ` ti_..�...r �' �4 �'` �._x I � : � , ..� ` �� _ � � �� -�` �'.r ' � � --: � �� `,I r _ � `1 � �. �'•.` r' f { � ,��} � t , --- � , � J� I ..--- � 1 � .l Y � , r� �K,.�s. �``'�� ;� � - �'! ;'I i I �;.. �, �. �`. _ �' ' . 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VERY HIGH S 19�lNeb Mercatnr_Auxdw here 15t FIOof . HIGH - - h'_SP flth?r Ri ulriinnc MODER/lTE -�� IrAortnaAan Txhnoloyy•018 1'� r a4 i. . -�. ,r. p .., � m�a p i �. arc� �.ItY Of Tv s(r r:.�r. r i �. �i,.: tr�.-�t F a r ;�. �i h�a L R=rtonMapS�pport(�Rentonwa gov �.p�� }�Inanie�tl�l�l)it'i<Ini; li)/14/2C'4 TH�SMAGISNCTTQBEI�SECFORN,�VIGATIGN , j, C) T.-� Q � � 7 �;'V A1tA0C'N �^J � �.Q'" = Hv� NORTy �J 1 ' APPROXiMATE .riCAl_E iN F[ET a 47 50C 0 5C0 NOR�IN 36TN S�HEE� - � � . __........�..._._ w z a' w � z NORTH 37TH S(HEE1 �'i� 4 5: z � —.` � � �I NATIONAL FL000 iNSURANCE PAO�RRAM � kOR fH 37�;i 51�NEET a� "�'� z �__._._—__��--------.__... � �� I ' FIRM s NOR?H 367H STR�CI NE 3cT�r+ S1 �oRTN 36IH s,�te, .; : g� �2 FLOOD INSURANCE AATE MAP z. I��"\\ I II � �j `, KING CnUN I �NG coUx�, NORTH 357H STREFT . ` t� � UNrNcoRroltATE � WASIitNGTON AND 1` 530071 i�{ INCORPORA'fED AREAS � � �� ° `� ��'.�5d�� '''1 �. " � [� PANEL S64 OF Tf15 � NORTH 34TH STREET� S S� ., �.ccr mnr inn=_x rort rnneis n�:>r mmreor � i w MQy NCRTH 33RD PI,FlCE PRO.JECT ? Crcek � �'"-' � � t� �AM!Inll NLNIBHi ?eVlfi SU��__ SITE � �� -----ZONE X , 'JUMY� � CITY O � �a�,,. ,_� ;;�; �,. . � 33RD STREfT � ZONE X��. . ,, � S ,-, M� 53 � i !M, � _....i 1 NOR�iH 31NU 5(IiE[T \..� ;?'1.N0 37HFFT �ZONE X I` !+'I 1 � ;;n,, / (� � J��-' II MAP NUMBER ,N' R(v�21 �� 53033C0664 f :�sT sn3Fe.r ZONE AE' `� o ��'I�'� � � MAV REYISED: ZONE X � g� E>Sy 1�� MAY 16,1995 ' 3Gtkl '?TRE[T NORINEAS�! 3�TI1 S7REET ��p�f� I' � O �� ✓ i I i+�� . � �... � ,;i�l;,;Federa_Emereency Management Agency� 39�iH STRLF,T . Z � �� 1 'Zi, � `�.—.—_.__._...._...._.._--'-......_�� r �9�� G Thk I[an o111cial copy ol�portlon of the abo�e rekronced}lood map. tt hE E� r, �.vaa extncted ualnfl F-M�t OndJne. Thla map deee ne!+edxt chanpee „(P�� w amerWmeM�wMch may Moe been made suWequeM ro the dote on the ',� tiUe tlaok. For the lateat product inFormaGon ukwut Nrtiund ricwd Ir»urarw�r Proyfem/ootl mepe che[k the FEMA Flood Map Stora et w.vw_mcc.foma.gov APPEND/X B - GEOTECtfNICAL REPOR�' CseoResource�s, LLC Ph 253-896-1011 5007 Pacific Hwy E.,Ste. 16 Fx 253•896-2633 Fife,Washington 98424 June 3, 20y4 Mr. Alex White 35320 28TH ,AVE S Federal Way, WA 98003 (206) 949-98:50 belenkyalex�yahoo.com Geotechnical Infiitration Letter 1316 N. 34th Street- Short Plat Renton, W��shington PN: 33121C13165 &3164 Job No. WP�ite.N34thSt.IR INTRODUCTION &SCOPE This report addresses the f��asibility of stormwatar infiltration for the proposed residerrtial short plat to be locaied at 1316 N. 34th Street in Renton, Washington. We understand that you propose to subdivide the site into five residential lots for the I construction of new residences. The existing residence, 1320 N. 34th Street, will likely '', remain. We further understand th��t access to the lots will be a via a new limited access ' roadway along the west and centr�il portions of the site. We also understand that you propose to infiilVate the stormwater from the proposed new roadway and roofs on each lot, where feasible. The King County Surface Water Design Manual (2009) requires soil i logs to confirm subsurface conditions and to determine 1:he feasibility of stormwater � infiltration at t:he site. In addition, we understand that th�. City has requested infiltration ' tests be perfc�rmed on the site. On May 26, 2014, we ev.cavated three hand a.uger ' explorations across the site and lo�ged the subsurface r,onditions encountered. We also ' conducted three Falling Head Infiltration tests at the pro;�osed infiltration areas. Representative soil samples were collected and tested for grain size distribution. The purpose of our services was to evaluate the:�urface and subsurfac�� condit!ons at the site as a basis for developing and providing geotechnical stormwater recommendations for the proposed development. Specifically, our scope of se vices far�he project included the following: ' 1. �sit+ng the site and cond�acting a geologic reconnaissance to assess the sitE�`s soil, groundwater and slope conditions; 2. Exploring the subsurface conditions across the site by excavating hand auc::r holf:s at the locations of the proposed infiltratian areas; 3. Conducting falling head infiltration tests at three representative infiltration area� 4. Cornpteting laboratory grain size analysis for representative site soils; and I 5. Providing infiltration rates for the proposed sto��mwater facilit�es, as appropriat� i SITE CONDITIONS I��' Surtace Condltions The site is situated on a west facing slope area that extends to Lake Vvash,ngto in the northwest portion of Renton,Washington. The subject site is situated in an area established residential development. The site is current:ly developed with an existing single family residence that will remain, Lot 5. The site is generally rectangul�r in shap� measures a�proximately 217 feet by 226 feet, and encampasses approximat�:ly 0.94 acres. The �round surface on the site is generally fiat, �loping gently to the east and west W hite.34ihAve.1 R June 3,2014 Page 2 from near the center. Total topographic relief on the site is on the order of 5 vertical feet. Site Soils and Gealogic Conditions The USDA Natural Resource Corservation Service (NFtCS) Web Soil Survey for King County maps the soils in the area oi`the site as Alderwoo�� gravelly sandy loam (AgD) and Indianola loamy fine sand (InC:). The Alderwood soils are derived from glacial till that form on 15 to 30 percent slopes and are listed as havirn� a "moderate" erosion hazard. The Indianola soils form on 4 to 15 percen# slopes and are listed as having a "sfight to moderate" erosion hazard. The near surface soils at the site have been disturbed by natural weathering processes that havE;occurred since their deposition. The geologic map far the site area indicates the site is situated in an area of glacial drift(Qgd). Based on our experience in tr�e area, it is our opinion that the site soils are more characteristic of recessianal outwasli (Qvr). An excerpt from the geologic map is included at Fgure 4. Subsurtace Conditions Subsurface�onditions were evalUated by excavating three hand auger holes across the site. ThE� near surtace soils consisted of 0 to 1/2- to 1-foot of topsoil with sod and roots over medium dense fine grained silty sand with varying amounts of small gravel. We interpret these sandy soils to represent the weathe�red outwash deposits. At a depth of about 7 feet in HA-1, a slightly cleaner silty sand was encountered to a dE:pth of 11 feet. Below this,we encountered a dense indurate silty sand with gravel, representative of gl�cial till. The indurate glaciaf till was obsen�ed to the full depth explored in HA-1. The observed stratigraphy generally confirmed our experience in the area being different than the mapped stratigraphy. The locations of our explorations are included on the Sit� Plan as Figure 2. The soils encountered�vere visually classified in accordance with thE Un'rfied Soil Classific:ation System (USCS;�, a copy of which is attached as Figure �. The Hand Auger Logs are attached as Figure 5a. Laboratory Analysis Our geotechnical laboratory tests were completed on three representative sc�il samples collected from the explorations at the site. The grain size analysis test results are included in Appendix "A". We have saved portions of the samples to run cation exchange capacity and organic content tests if req�ested. Our grain size laboratory test results indicated that the soils on the site consist.of sifty sand with mi�or gravel. The attached laboratory testing sheets graphically present these results. Copies of the grain size and catioNorganic tests are attached. TABLE 1 , LIo,BORATORY TEST RESULTS FOR ON-SITE SOILS , Depth- Soil Type Gravel Content Sand Coritent SilUClay Content ' ercent ercer�t ercent HA-1 58" tc>fi8" �.0 69.0 30.0 Outwash Silty Sand HA-2 91"to 101" 12.0 47.0 41.0 Outwash Silr Sand HA-2 2 ft. tc�3 ft. 10.0 53.0 43.0 Outwash Silt� Sand I W hite.34thAveJ� June 3,2014 Page 3 Groundwatei� Conditions No ev dence of seasonal gmundwater such, as mottling, was observed at the upper contact of the gfacial till at 3 to 4 feet below the ground surface in#he test pits at the time of excavation. E3ased on the nature of the near surface soiAs, we anticipate fluctuations in the local groundwater levels will occur in response to prE;cipitation patterns, gE�neral development in the area, and site utilization. Fleld Insltu Inflltration Tests Three modified EPA Falling Head Infiltration tests were campleted on May 26, 2014. The tests indirated the native mediiam dense silty sand m�aterial had an approxima#e observed infiltration rate of betweer� 1 and 2 inches per hour. The test results are summarized in Table 2 belaw. TABLE 2 � INFIL7'RATION TEST RES�JLTS Test Pit Depth of Inftltration Measured Inflltration Rates i Number Test (feet) (iNhr) II � � HA-1 ��.0 Q.9 ' HA-2 3.0 2.5 HA-3 3.0 2.3 CONCLUSIC)NS A�JD RECOMME:NDATIONS II! Based on the soils encountE;red in our explorations, laboratory analysis; falling �� head infiltration tests results and our engineering analysis, we conclude that limited ' infiltration of storrn water is feasible in the shallow on site soils encountered in the Hand Augers. The shallow soils appear to have adequate permeability and storage capacity to infiltrate a portion of the stormwater on the site, provided adequate design, construction and maintenance practices are used. V�Je recommend that pervious pavement or pavers be considered for the limited access driveway and parking areas of the residences. Additional laboratory testing is required to verify ttiis. Infiiltration trenches or dry wells may be utilized for the roof runoff at the individual lots. Specific geotechriical recommendations for earthwork an� building development may be provided u��on request. Stormwater Infiltration Basecl on the results of our site evaluation, it is our opinio�that the infiltratian of stormwater is feasibfe at the site. T'he rates are relatively low which will require larger systems. Pervious pavement or pavers may be an altemative for the limited access driveway and parking areas of the residences. This will reduce the amount of r��quired infiltration via trench systems. For the roof systems, storm water infiltration rates were determined in accordance with the King County Surface Water Design(2009) (KCSWDM). We performed a sieve analysis on a representative soil sample collected from the test pits at the site. We expect that the trenches will need to be re�latively shallow, 3 and 4 feet bgs (below ground surface). Based on the results of our siev�; analysis, infiitration testing and our experience,the silty sand with minor gravel is compa•able to"fine sand"{Soil Type 26) ' to "loamy sand" (Soil Type 3). Accc�rding to the KCSWDPJI section 4.5.1, the "fine sand, loamy"soils related to fi0 feet per 1,000 sq ft of roof area for limited infiltration iri gravel filled � trenches. Th�following formula is used to calculate the length of roof downspout trenches: i L= (Ar/1000)(I)(k)where Ar is the area of the roof, I is the length of the trench required per I W hite.34thAve.l R June 3,2014 Page 4 soil type, and k is the regional scale factor. The scale factor for the subject site is 1. Appropriate design, constructi��n and maintenance measures wili be required to ensure the infiltration rate can be effectively maintained over time. It should be noted that special care is r�quired during the grading and construction periods to avoid fine sediment contamination of the infiltration system. This may be accomplished by using an alternative storm water ma�agement location during grading and construction activities. All contractors working on the site (builders and subcontractors) should be advised to avoid "dirty" stormwatar flowing to the site's stormwater system during construction and landscaping activities at the site. Concrete trucks should not be washed or cleanE:d on-siie. Suspencied solids could clog the underlying soil and reduce the infiltration rate for the system. To reduce potential clogc�ing of the infiltration systems, the infiltration system should not be cc>nnected to the stormwater runoff system until after construction is complete and the site are.� is landscaped, paved or otherwise protected. Temporary systems may be utilized through construrtion. Periodic; sweeping of the pavE�d areas will help exte�d the life of the infiltration system. ♦ ♦ ♦ We trust this is sufficient for your current needs. SI�ou1d y�:�U hav3 any q�aestions, or require additional information, please contact us at your earliest convenience. Respectfully submitte�, GeoResources, LLC Brad Biggerst;�ff, LHG Principal S �r,�„ % ,;;,; J �/ !� _r_ ' / � � j Y i �'�` . i,'* I -- 7J �� H)�dror�o! ri t ; , �j 2?_28 ; .�'c. �_.f-�� . �/,,. �n\-,. BPB:bpb � �_�� DocID White.N34thSt.IR Attachments: Figure 7:Site Vidnity Map ��.._-- ---. -.--- ... - . Figure 2:Exploration Map � � � Figure 3:NRCS Suils Map F igure 4:Geology AAap Figure 5:Unilied Shc Classificai�o-�S,st=� F igure 5a:Test Pit Logs f.ppendix'A'�.Grain Si�e MaD;=r; � ,� 'r �'� i- Ih� �; _ _ _ A�I 1}' r�a�,e u se eam_�c. — ��reel: - ; _ __-.. , � , Q ' � Y .\°J.Q o ... 9, �N� : : �;i i y[�82N St � m s ; _ ` R� rn � twKa� �.,,.. s.,,w T �... n.u.• s �+Mw'.� s1 tlba..H f f s�av % ■zav . ( � �A,?[�M rer,s t .i�a � � NIiF� SM��A J � - -._�. � ��ir.4 i � .,, E ♦ - �^ 4f If!9 5[t31.M `. hxG.x llcO�QU a v.�Yw 9 � -. � a �+2'� f � �,�,:, �:E UBch �� d y O � %N�q� �Il n4 • � ` F ~ � , 3 �. 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( O.t — --- _ �- _ � � o �S- N = Spa�.z Approximate Site Location (map created from the King County Parcel 'Viewer 2.0 http://gismaps.kingcounty.gov/parcelviewer2) � 1 II � +`�e 5 Not to Scale GeoResources, LLC Site Location Map 5007 Pacific Highway �ast, Suite 16 Proposed Short Plat F'rfe,Washington 98424 1316 N 34'h St Phone: 253-896-1011 Renton, WA Fax: 253-896-2633 Job:White.N34thSt May 2014 Figure 1 ?x.�amRr.nc�r.� rtxscwmr, IM3\]/fR 7 \'MF V.i1A1Q.fR RaT •:M:lal:�� 3+H�iwiY ST 4 Pe�c-]Jif.�'G+L\\ •:wlll1:�: u5.�'3iif(sZ �iH:1SNU )f.d' - :�.CY . �. .__ . . i Ym ae.er . d R... _>r .__ _ - :, . . �� 6 �. _.t I I ' z+�uc.na w+r ttrau*ra� R . L - � -�- - t _. _m___ � Y 3d �-�YS'f I��' I_ tor:_ _ I I r. ma.et¢�ni�� _ ._ —' . . ,.,H� �6ossQ tr , i tor2 u`""°"w �l+i O.I7ACRf5 , ( ; 7,I95SQf7 y`f . � .. 0.17 AGRES R �, .�s�ur X�ac+sr.�a<� bp.� �, i �� k �� L0T3 "'rrr».n.. T� � ' ^e i . 0170SQFT eI � , �� .,i .. 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A rox�mate Site Location pp (Site plan provided by Beyler Consulting, LLC) � Approximate location of Hand Augers � Approximate location of Hand Augers with Infiltration T�sts � ,:� ,��.,�r S Not to Scale GeoResources, LLC Site Plan 5007 Pacific Highway East, Suite 16 F�roposed Short Plat Fife,Washington 98424 131fi N 34`h St Phone: 253-89�-1011 Renton, WA Fax: 253-89G-2633 Job:Whlte.N34thSt May 2014 Figure 2 ' _ - - - f —- --— - — - --- --- I I � " t � � .�s` � s R�� 4 ,,, s, "� a � � t 1S1 - �.ffi.�23� ��"x tr . �- -.. � .,r..... "�r �r "3�:.� � 7S�"`��;��m-.7�� <" ST' '#• r' �¢� "`!'4� '� � . _,y�. .,-f: F, � ' l' .._� .R. � 4. ['. / .��., �� :; O `'� � � � -�:� p �t�..•• _ s �y5 5��, � �j1 } � }E 3ie� ,;�i 1 '�• 2.- �( � � ��. �'p . :._.� �' Il t �y�� I'%i�g��4'� `•�" '- �; 1��r,�'._ . � -. : - • � . 4 � �r'7�z� � �� ' j �'Y 2d �1 f �.;� � ', � �• �'�� +,�� <, �#� `��:.. J .::' � �t:� r I ...�� 11�! I� :� 4 '�', ��` r � hy .� y� `3} w +e}+?�� . � g�� f }��.� ��_�� , � �� ....'!r e�� E�'��c� �.�ti � �'W� �'. f t ►... � , � ' '�±� � ' ��+/ �� '�� ,.� � � r } j'� T$ }� .}_ ��t�, �.�"' i � -�r� " — �y — ;5 �, Y�4� IF 0�- j� �i`,r=�: �.i;. � (' � I � S . 41 ..:. y s�'7 � `� r �. r,`'. _ � � �' �t' � Ar � �t' .� � _ � � �j��`�, �: � t: - "d �, Approximate Site Location (Soils Map created from NRCS Web Soil Survey http://websoilsunrey.sc.egov.usda.gov) Soil Soii Name Parent Materlal Slopes Erosion Hazard Hydrologic T e Soils Grou InC Indianola loamy sand Sandy Glacial Outwash 6 to 15 Moderate A �� -��r: ,�. � Not to Scale GeoResources, LLC f�RCS Soils Map 5007 Pacific Highway East, Suite 16 P'roposed Short Plat Fife,Washington 98424 1316 N 34"' St Phone: 253-89E-1011 . Renton, WA Fax: 253-896-2633 Job:White.N34thSt May 2014 Flgure'J erc . _ . . Tn o . S Ne stle ' . �. . . . t• 0. � � ` � • � � � � TC 900 • t.,. , v . n on Tvt u r� en � . � � • � C�a • n Tr • . ... .., Approximate Site Location (an excerpt from the Geologic Map of Washington Stare, by Eric Schuster (2005)) Qgd — Pleistocene Continental Glacial Drift Tvt—Tertiary Fragmental Volcanic Rocks Tc — Tertiary Continental Sedimentary Rocks <h ��•-��f: i� ~ Not to Scale GeoResources, LLC USGS Geologic Map 5007 Pac'rfic Highway East, Suite 16 Proposed Short Plat Fife,Washington 98424 1316 N 34th St Phone: 253-896-1011 Renton, WA Fax: 253-896-2633 Job:WhRe.N34thSt May 2014 Flgure+ --- - — -- --i I�I SOIL CLASSIFI�ATION SYSTEM � '� MAJOR DIVISIONS GROUP GROUP NAME SYMBOL ' GRAVEL CLEAN GW WELL-�3RADED CiRAVEL,FINE TO COARSE GRAVEL GRAVEI COARSE GP POORLY-GRADED GRAVEL GRAINED More than 50% ', SOILS Of Coarse Fraction GRAVEL GM SILTY�RAVEL ' Retained on WITH FINES No.4 Sieve � GC CLAYEY GRAVEL More th:an 50% SAND CLEAN SAND SW WELL-GRADED SAND,FINE TO CC)ARSE SAND ' Retained on No.20U Sieve SP POORLY-GRADED SAND More than 5096 Of Coarse Fraction SAND SM SILTY SANO Passes WITH FINES No.4 Sieve SC CLAYEY SAND SILT ANG CLAY INORGANiC ML SILT FIPJE GRAINED CL CLAY SO�LS Liquid I_imit Less than 50 ORGANIC OL ORGAWIC SILT,ORGANIC CLAY SILT ANC�CLAY INORGANIC MH SILT OF HIGH PLASTICITY,EIASTIC SILT More than 50% ' Passes CH CLAY c�F HIGH PLASTICITY,FAT C:LAY � No.200 Sieve Liquid Limit 50 or more ORGANIC OH OROANIC CLAY,ORGANIC S�LT � HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MOCdFIEFtS: 1. Field classification is based on visuaal examination of soil Dry- Absence of moisture,dry to the touch in generai accordance with ASTM D2488-90. Moist- Damp,but nc�visible water 2. Soil classificaUon using laboratory tests is based on ASTM D2487•90, Wet- �sible free Nrater or saturated,usually soil is obtained from below water table 3. Description of soll densfty or consistency are based on interpretation ot blow count data,visual appearance of soils,+�nd or test data. GeoResources, LLC Soil Classification System ', 5007 Pacific Highway East, Suite 16 P1'OpoSed ShOrt Plat ', Fife,Washington 98424 131�5 N 34th St I Phone: 253-896-1011 Re�ton,WA �� rax: 253-896-2633 i Job:White.N34thSt May2014 Figure S ' Hand Auger HA-1 Location: Lot: 1 proposed driveway Approximate Elevation: 204 feet De th inches) Soil Type Soil Description 0 - 14 - 5andy topsoil with fibrous root mat 14 - 83 SM Light brown with minor orange staining silty fine to medium SAND with trace gravel {loose, moist) 83 - 129 SW �'an to ra medium to rourse SAND loose, mc►ist to wet 9 Y t ) Terminated at 129 inches below ground surface. � Littie to no caving obser•ved. PJo groundwater seeps<�bserved. Hand Auger HA-2 Location: SE Comer of proposed lot 2 ; Appro�;imate Elevation Depth (inches) Soil Type 5oil Description 0 - 14 - Sandy topsoil with fibrous root mat 14 - 36 SM Light brown with minor arange staining silty fine to medium SAND(loos�3, moist) Terminated at 36 inches below ground surface. Little to no caving observed. hlo groundwater seepage observed. , Hand Auger HA-3 Location: SE Comer of proposed lot 3 Depth (inches) Soil Type :ioil Description 0 - 13 - Sandy topsoil with fibrous root mat 13 - 36 SM L_ight brown with minor orange siaining silty fine to medium SAND (loos��, moist} 1'erminated at 36 inches below ground surface. L_ittle to no caving observed. t�o groundwater seepage observed. Lo d b :S.T.Mettos Excavalted on: Ma 27,2014 �aeoResources, LLC Test Pit Logs 5007 Pacific Highway East,Suite 16 Proposed Short Plat Fife,Washington 98�124 1316 N 34 St Phone: 253-896-1011 Renton,WA � Fax: 253-896-2633 Job:Whfte.N34thSt May 2U14 Figure Sa Particle Sixe Distributiun Report < < s � � � _ q� cVp aD M N � � � � t3 t # s � � # s � 100 — i I I i I I I I I I I I 1 so i I I I l I I I l I 1 I I I I I I I i I I I I I I I I eo I I I 1 I I i I I I I I I I �� I I i I I i I I I ! I I I I � I I I I I I I I I I I I I I Z so ti I I I I I I I I I I I I I I z So f I I I I I I I I I I I I I w I I i I i 1 I I I I I I I 1 � I I I I I I I I I I I I I � � I i I I I I I I I I I I i � i I I I ! I I I � I I i I I i I I I I I I I I I I I I I I I 20 I I 1 I I { I I I I I 1 I { I I I I I I I { I I I I I I� � �o �'� I I � I I I I I I I I I I i� � �, ° �oa �o i a� aoi o.00� � — � ,� GRAIN SIZE-mrr►. :ti � , %Gravel �o Sand %Fines ------ ----- -------- --r---- o � �O�� Coarse Fine Coarse; Medium—� hine Silt Clay � ,r 0 0 0 1 17 52 30 3 m --- m ` 51EVE PERCENT SPEC.� PASS? Material DescNption � � SIZE FINER PERCENT (X=NO) Silty Sand 0 0 #4 100 Natural Moi.Sture=22.0646 3 � #10 99 #20 95 $ � Aiterberg Limits c � 60 59 PL= LL= P1= � � �� 30 Coefficients � � Dgp=0.6515 Dg�=0.5049 Dgp=0.2569 '� � �50=01892 D�p= 015= o a �10= Cu= Cc= � c � Classification � USCS= AASHTO= > � '� �? Remarks U � X � N N E ''�'' N � L (no specification provided) �' o Location: HA-i � � Samp{e Number:(►90862 Depth; 58" -68" -- Date: 6/3/2.014 � ° GeoResources, LLC Client: Baylor � ProJect: North 34th Street N (� N � Fife!� WA P1'O]eCt No: Baylor.N34thSt FI ure -- �----- Test�d By: Timothv Ber sq trom Checked By: Bra_ d Bigcierstaff____ Particle Size Dis��ribution Re�ort < < � � � � � � � . � o � � � � � � _ � � N � :- � � a� � � 100 I I I I ;� I I I I i i so I I I I I I I I i I i I I eo I I I I I I I I I I 1 I I I I I 1 I I I i I I I I I I i �� I I I I I I I I I I I I I I I � � I I I I I I I i I I I I I I �, w so _ LL I � I I I I I ! i I I I I I ' Z So I I I I I I I �_ I _ I I I I I I U I I I i I I i � I � I I I I i � I I I I I I I ! I I I I I I i w ao - a I i i I I I I 1 I I I I I i � I I I i i I I I I I I I I i I I I i ;I I i i I I I I I I I 1 I 20 I ;I I 1 : I I I I I I I I I � �o I �I I I � I i I I I I I I I �E I �I I I ! { I I I I I I I I 0 � ai 100, 10 1 0.1 0.01 0.001 � .� GRAIN SIZE-mm. .� � .-- a, „ %Gravel �Sand 96 Flnes o .'�o .�� Coarse , Fine Coarse Mle�iium� Fine --- Sitt ---- Cla � �, 0 5 4 3 9 ' 38 41 3 � �� m SIEVE PERCENT SPEC,+ PA33? Material Description � � SIZE FINER � PERC�NT (X=NO) Silty Sand 0 0 1-l/2 100 ; Natural Moisture= 14.73�� > 1-1/4 95 � ° � 3/4 95 Atterber Lg imits c c 1/2 94 PL= LL= PI= � 0 3/8 93 Coefficients L � #4 91 Dgp=3.1999 D85=0.9477 D60=0.1723 }, � #10 88 D50=O.t 1 3 4 D30= �15= o .o #20 85 D�p= CU= C�= a� � #40 79 Ciassll'ication m � #%G 56 USCS= AASHTO= '? � #20G 41 Rem,arks � � x � a� t � ! "' N o � (no speciffcation provided) �' o Locaticm: HA-1 � " Samplc�Number: 090853 Depth:9t"- 101" Date: 6/3/2�14 a� ° Client: Baylor �, _ G�oResources, L.LC � ProjeCt: North 34th Street m � � Fife WA Pro ect No° Ba ]or.N34thSt _F�ure Tested By: Timc,t_hy Ber strom � Checked B�y: Brad Biggerstaff __ Particle Size Dis�ribution Report c � c ` c = _ ¢`7 Q o (p� p o{} opS g 8(j� M �O M N � �- � l�S �! � ik � • it IR it i� �W I I I I � I I I I � I � I T/ � I I I : I I I I I � I I I I I � I f I I I I eo - I I I I I I I I I I I I I � I I I I I I I I I I I I I I � I I ' I I I I I I I I I I I I w � -- Z I I I I i I I I I I i I I I � Z � I I I I I i I I I I I I W I I I I i I I I I I I I I � I I I I I I I I I I I I w ao -- °- I I I I I I 1 I I I I I � I I I I i I I I I I I t I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I � �o �E I I I I I I t I I I I I I I 0 �. v�i 100 10 1 0.1 0.01 0.001 'v — c � GRAIN SIZE-mm. � � 96 Gravet 96 Sand %Fines O ;� �b� Coarse j Fine Coarse Medium Fine Silt -� Clay � �„ 0 0 i 5 5 8 45 37 c � c 31E1IE PEHCENT SPEC.� PA33? Material Descri�tion � � SIZE FINER PERC�NT (X=NO) Silty Sand 0 0 1/2 100 Natural Moisture= 13.0496 3 � 3B 99 o 'i j#Q 90 Atter er Lg imlts c c #20 86 PL= LL= P1= � � � 76 Coefficients L m DgQ=2.0526 D85=().7661 Dgp=0.1770 � � #100 52 D5Q=0.1361 D gp= D�5= o � #200 37 D�p= CU= C�= N � ClaSsifiCation ', � y USCS= AASHTO= ' � m Remarks , U N X � m L � � y � L (no specification provided) � o Locatian: HA-2 Sample Number:090864 Depth:24"-36" Date: 6/3/2Q14 y _ � ° GeoResources, LLC c'�e^t: Bay1°� � � ProJect: North 34ch Street ai � � Fife, WA Pro ect No: Ba Ior.N34thSt Ff ure Tested By: Timothy Bergstrom Checked By: Brad Biggerstaff GeoResources, LLC Ph. 253-896-1011 50�7 Pacific Hwy.E, Suite 16 Fx. 253-896-2633 Fife,Washington 98424 June 7, 2015 Mr. Alex White 35320 28TH AVE � Federal Way, WA 98003 (206) 949-9850 Geotechnical Suppiemental Letter Pervious PavemE;nt Criteria 1316 N. 34th Street- Short Plat Renton, Washington PN: 3312103165 &3164 Job No. White.N34thSt.IR This letter presents the results of laboratory testing regarding the proposed porous pavement section at the proposed 34th Street Short Plat located at 1316 N. 34th Street, in Renton, Washington, GeoResources prepared a Geofechnical Stormwater Report for the site dated June 3, 2014. Since the driveway area will be constructed using porous pavement which vrill include stormwater storage and infiltration below the pavement surface, the City of Renton requires Cat-ion Exchange Capacity (CEC} to confirm the soils are suitable for water quality. According to the King County Surface Water Management Manual, the minimum required CEC must be at teast 5 mEq/100g in order for soils to be used as a treatment layer beneath a water quality facility, such as porous pavement. A representative sample was tested by Spectra Laboratories. The results of this test indicate that the CEC for the site soils is at least 210 mEq/100g thereby exceeding the required cat-ion capacity. We have appreciated working for you on this project. Please do not hesitate to call at your earliest convenience if you have ar�y questions or comments. Respectful�y submitted, GeoResaurces, l. W hin �o � �' - ,. - �- ,, -,s „y�6w �s+ y� i ' � 8�O 9 �d \ -- Brad Bi, �RADLEY P.BIGGERSTA.F , Principal BPB:bpb Doc ID:White N34thSt.�l Attachments:Cat-lon Exchange Resutts SPECTR,A� �,abora�or�e� 3.221 Ross Way • Tacvrna,WA 9$421 • .E2�3)272-��0 • F��x(253)572-9�38 • www.spec�a-}ab.eo� 06/16/2014 Project: White N 34th Si: ' Geo Resources,LLC Client ID: Alex White ; 5007 Pacific Hwy.E Sample Matrix:SoiI , Suite 16 Date Sam�ded: I Fife,WA 98424 Date Recieved: 06/11/2014 I Spectra Project 6d14020342 I Spetra Nwnber: 1 Rush , � �1� �i� M�.�d ' Cation F�c�ange Capacity 210 Na,mEq/10Qg SW846 9081 SPEt�TRA LABC�RAT�R.�S Siev��Hibbs,La�c�rato ��g�' P�g� 9 vf l � a�� GeuResources, LLC Ph. 253-896-1011 5047 Paci�c Hwy. E, Suite 16 Fx. 253-896-2633 Fife, Washington 98424 September 26, 2014 Mr. Alex White 35320 28TH AVE S Federal Way, WA 98003 (206) 949-9850 Geotechnical DE�sign L�tter Pervious Pavement Design 1316 N. 34th Street- Short Pl�t Renton, Washington PN: 331210316r &3164 Job No. White.N34thSt.l2 1�his letter preser�ts the results af our p�vement secticm thickness design for the proposed porous pavement section at the 34th Street Short Plat located at 1316 North 34th Street, in Renton, Washington. GeoResources prepared a Geotechnical Stormwater Report for the site dated June 3, 2014 and a Supplemental Letter for laboratory testing on the subgrade soils on June 17, 2014. We understand a porous hot mix asphalt (HMA) pavement section will be used to construct a share�� driveway for two residences at the site. We have prepared this anafysis In accordance with 1993 AASHTO flexible pavement design methods. �I We were not provided with any traffic data for this praject. We have assurr�ed that the traffic loading will be about 10 trips per day, per residence, with 1 percent of the trips I, consisting of hea�ry vehicles such as garbage trucks or delivery vehicles. If this assumption is I not accurate we should be notified and allowed to review our calculations. Based on our II previous work at the site we have assumed an equivalent subgrade CBR value of 10. �, Using these values we recommand a minimum pavernent section of 4 inches of I pervious HMA over 8 inches of permeable ballast. The perrr�eable ballast should contain less i than 2 percent fines and have a void ratio of at least 0.40 when compacted. The subgrade ' soils should not be compacted prior to placement of the storage course and a sep��ration geotextile should be placed over the subgrade to prevent the migration of fines into the storage course. In our opinion fhis pavement section is suit2.ble to support the fire truck load of 322 psi with minor deflection. We recommend a higher grade asphalt be utilized or other measures such as Kevlar , fibers be used in -he mix to reduce prernature spalling of the wearing surface. Studded tires wil� also significar�tly reduce the life of pervious HMA pavemE�nt. We recommend the surface be cleaned at iea�t once per year usin� a positive suction street sweeper to remove particles from the pavement and maintain the porosity. ♦ ♦ ♦ Whi;e.N34thSt.L2 September 26, 2014 Page 2 We have appreciated working for you on this project. Please do not hesitate to call at your earliest convenience if you have any que::.ti;�ns or comments. Respectfuily submitted. GeoResources, LLC 'COp�8 ��"�'°� W��! � �'• ��+ . �, o � - � _x �- � � RF�� G� r�NAL � q Dana C. Biggersl:�ff, PE I Senior Ge�technir,al Engineer DCB:STM:VRRJdcb Doc ID:White.N34thSt.L2 Atta:.hments: Cat-lon Exch�--g�Res.lts Pav=ment Caiculations �I 1 . SPECTRA Laboratori�s 222.I Ross Way ° Tacoma,WA 98421 • (253)272-4850 • Fa7c(253)572-5 838 � w�w�c•.s��eara iab.c:orr� o9ri 9ia��ia Geo Re�sources, LLC Project: White N 34th St 5007 Pa.cific Hwy.E Sample Matrix: Solid Suite lEi Date Sstnpled: 49�1?/2014 Fife,W.A 98424 Date Received: 09/18/2014 Spectra Projed: 2014090474 Rush Client ID _ Spc�tra# Analyte _ Res�ilt Units Me:thod W1�ite N34th 1 1 Otgenic MstU� 5.5 wt.%Dry �'�'�D-29�4-1''� White N34th 1 1 Catia�ExcJ�ange Capacity 23 Na,mEq/100g SW84•6 9081 VVLite N34th Z 2 Organic Matt�� 5.4 wt %Dry �'I'M I)-2974-1=� �Vhite N34t� 2 2 Cation Exchange Capacity 19.1 Na,mEG/10Og SWB�•6 9081 SPEC'I'RA LAB4RATORIES .�-�'Z--,� Steve Hibbs,Laboratory Manager a7/ec1 P&g2 1 of 9 � � � � � � Calculation No. GC-001 Revisicn No. Rev. 00 Projec.: P�. 34tf-,; R��,r.:�r� Job No. WhiteA.N3�4th Feature: Shared Driveway Subject: Pavement Thickness Desig�, Flexible Pavement �hickness Design Calculations Segment: Driveway off of N 34th in Renton Design Methodology: American Association of State Highway and Transportation Offi�.ials (AASHTO) 1993 Flexible Pavement Design Guide Traffic Analysis Genera/Inputs: Graee:=0.0°yo................Growth rate of traffic per year over thf� design life (%) GF.............................Grawth factor D1ife°=20....................Design life of the pavement structure (years) pt:=3.0 .....................Terminal Servicibiliy Index ADT:=20 .................Average Daily Traffic (vehicles) HV:=1%o .................Percentage of heavy vehicles (%) SN,:=1.11 .................Initial Estimate of the require pavement structural number Lig:= 18 .....................Standard axle load (kips) Lx ..............................Axle load being Evaluated where x = Ic�ad (kips) LZS:= 1 .......................Code for standard axle L2y ............................Code for axle being evaluated, 1=single, 2=tandem, 3=triplE� LEF..........................Axle load equivalency factor to standard load ESAL ........................Equivalent 18 kip single axle load �Vla ..........................Number of ESALs over the design life cf the pavement (ESALs) Vehide T��es; • Personal Occupancy Vehicl�s (POV) consis>>:irg of 2-axle �ars anci trucks (99%) • Heavy vehicle� (HV) consisting of garbage trucks {1%) • Traffic data provided by Benjamin �tyan Whi1_aA,�34th,pvrrntca c.rncdx _ � M -'i"i'iiiiil Calculation No. GC-001 Revision No. Rev. 00 Project: �:. : +t� , Re�� :.-, Job No. WhiteA.N34th Feature: Shared Driveway Subject: Pavement Thickness Design fndividua/ �ehic%Equlva/ent Single Ax/e Load(ESAL): POV rn i L'a'_18 ( 4.2—p� L�:=4 G:=log 1 0.35 L2�:=1 14.2—1.5� L2s:=1 ��.081•(liy�-1i2��3.23\ ��.Q81• (Ji 18'�"r.2913.23� R •-0.4+� �=0.7 ,Q •_0.4+� ' 1=23.�� x'— I 5.19 323 18 � 5.19 323 ��SNt+l� •�zx ) � �SN=+1� •Lzs J _, � 4.,� f � 1 1 I f ��B+Lzs 1 I lo°� I 9.33� POVLEF f�►�e'=i� L�+Lzy ! 'i c ��LZx] � _[0.005] � � � lo Aia f / � pear Axle 1'la'-1� ( 4.2—p� Ly:=4 G:=1og 1 0.35 � 14.2—1.5� L2y:=1 �' L23:=1 �a.081• (Lx+L2z�3.231 �0.081• (Lis+L2s)3231 �3�:_0.4+) �=0.7 Qis'=0.4+� �=23.09 � 5.19 3 23 � 5.1� 3 23 � �S1'Vi+1� •�2x ' � �SN=+1� •�zs -� r �.;� r G > > I � L�a—Lss � � 10�_ ( L 4.33� _[a.005 �'OVLEFrear'—I I L � 'I c I�� 2z� � � << �+�2x � io°» j � �'OVLEFto�aj:=POVLEF fr�+POVLEFTe,:T=�0.01� WhiteA,N34th.pvmntcalc.mcdx � , . � • �� Calcui�ition No. GC-001 Revision No. Rev. 00 Project: N. 3-it��, F.�r:t�n Job Nc�. WhiteA.N34th Feature: Shared Driveway Subject: PavementThickness Desigr HV (Garbage Truck) Front Axle ( 4.2—pt Llg:=20 G:=1og 0.35 Ly:=15 �4.2-1.5) v � LZy'_1 �0.081. �L�+L2x)3.23 } �0.081• (L i a+L�>3.23 Lzs'=1 �x°=0.4+� I=13.42 Qis:=0.4+I ( =31.75 5.1�J 3.23 � � 5.19 :i.23 � ��S1'V�+1� •Lz� � � ;S_��+1) 'L2s J ( d.7� ( �,_ 1 1 �: HVLEF � ( ��s+Lzs � � 10�= � �i��d.33� � fr�u:_� .� �.[ � = 0 2a1, i l L�+L2� � � lo p,� � i t l 1 , Center Axle ( 4.2—pc Lig:=18 G:=log� �- —U.35 Lx:=50 \4.2-1.�! L _2 , _ ; ��1 zx� �0.081• �L +L � �� ' 0.0�1� (L�S+Lzs) I,29:_1 �3x�=0.4+� 2 2� (_62.89 �iis'=0.4+� � _`%3.09 �\"S�t+1�S.1�J•Lz�3.23 ! `\ ��:'�r�-}-1\S.I�J.L2s.�.23 i f 1 I � G � I( L18+1'2s 1d.79 I 1��= I 4.33I HVLEFreaT � � �I G' '��L2x� � -[6.044] � �� Lz+L2� � I a I I i llo '� J ; HL''LEFtot�-�:-HV,�EF fr�„�t+HV LEF�•��i�_�6.3 3� Design ESALs: GF:=20 Yeariy YW�$:=365• (AD"l•0.99•POVLEF��+AIYI•0.01•HVLEFto��=L 535.49� ESALs Total for Design Life ti�18�=YWIB•GF-[1070�.78� ESAI.s WhiteA.N34th.pvmntcalc,mcdx � � � � � �� Calculation No, GC-401 Revision No. Rev. 00 Projec�: "i . •`� , r',r Job No. WhiteA.N34th Feature: Shared Driveway Subject: Pavement Thickness Design Pavement Analy�is Sb~uctural Number Inputs: R:=95%....................Reliability (%) ZR:=-1.64�...............Standard Normal Deviate So:=0.5 ....................Combined Standard Error apsi:=1.5 ................Change in servicibility index from initial to terminal NI�u6:=7500 ............Subgrade soil resilient modulus (ps� N1�6�:=28000...........Top/base course soil resilient modulus (ps� a,:=0.33 ....................Pavement structural layer coefficient a2:-0.11 ...................Top/base course structural layer coefficient m,:_1........................Pavement drainage layer coefficient rr�:=1........................Pavement drainage layer coefficient Surface(HMA) Layer Calculations: � � S1�':=0 � > � � Given _ � . lob� °p� 1 � l 4.2—1.5� �a log�4V18�-ZR•So+9.36•log(SIV+1)-0.20+ +2.32•log(1t�IR�,sP�-3.07 _" o.�o+� ios� � � i s.�� (SN+1) i t � >� SN Find(S1V)=1 p HillA°' � D SNxnr� _3.02 in. HAIA°- al•ml 1h��hiteA.N34th.pvmntcalc,mcdx � . � � Calcul��tion No. GC-001 I • • Revision No. Rev. 00 Project: '�. 34}h, Rentcr Job Nn. WhiteA.N:�4th Feature: Shared Driveway Subject: Pavement Thickness Design Top/Base Layer Calculations: ,� ._p — ----- -- > N � Given � �o r a�� = 9��.2--1.5� �� log(t•V1��=2,�•So+9.36•loq(SN+1)-0.20+ +2.32•l09(11�I�ub�-8.07 � 0.40+� 1094 � � 5.19 � V (slv+i) 1 � ' S�'a,asE'=Find(SN)=1.7�J �� — -- — — � D �SNaasE—S'Vxnr�� _?.24 in.. BASE'- c�•rra2 Pavement Thickness: ' HMA Class 1/2" Pervious HMA : 4.() inches Aggregate Discharge Subbase : 8.0 inches WhiteA.N34th.pvmntcalc.mcdx APPENDI.X C- DOWNSTREAM SYSTEM ;�ABLE AND MAPS OFF-SdTE ANAl.YSIS DRAINAGE SYSTTM TAI3LF. SURFACE WATER DESIGN MANLtAL, CORE. REQUIRF.M�NT#2 �ag��: Lake Washington/Cedar River Watershed gubbasie� Nume• East Lake Washington Subbasin Number• �RIA#R Symboi Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name and Size Descri tion dischar e reviewer or resident see map Type:sheet flow,swale, drainage basin,vegetation, °/a '/.ml=1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflaw pathways,potential impacts pond;Size:diameter, area,volume destruction,scouring,bank sloughing, surface area sedimentation,incision,other erosion Reach 1 Sheet Flow/Curbed 230 LF 1% 0'-230' None None None Observed Reach 2 Sheet Flow/Curbed 264 LF 230'-494' None None None Observed Reach 3 12"Conc pipe 10 LF 494'-504' None None None Observed Reach 4 12"Conc pipe 1,295 LF 504'- 1,799' None None None Observed Reach A Sheet Flow 237 LF 0'-237' None None None Observed Reach B 12"CPEP 194 LF 237'-431' None None None Observed Reach C Outfall 431' None None None Observed I�9;'.i;,,�� City of Renton Down Stream Map 1 � LAKE '� � � i ; VYASH{IVGTOI`J i k _ _ _ �. � � ,� �.� � - . . . _.�...,�`:' . � _ . . ,, , _ __; . , . _. . __ _ .._ _. � �.....__�. .��) �'� PROJEC T� �� __F., � Q ��,�N`j SITE � j r ; . iY'.. ... - I ..�.. .. . . � �; ' ,._ __._ __ . LL� �ll "►f�� > > f ____ :_ �, f� WEST `� �C ��,� E� THRESHOLD ��) � �O ;` �. .:, a � �� f Z = ��-., , �u ;' ; . � ; . : : � r� �;� ° ;2� j~ N34TH ST � t ,W . .. __ � �� V Q ra . _ _.. � ' _ i -- � � _. � �. •': L�j � � t ��Ni(gn� ;; E/Q.Sr ��"�.�;.�.�� '.."°'°� �"""�"'.'"" a THRESHOLD (�} � ��) _ :�§ -�� (�) _. . m � s .�1 i�� •:�s�^1""��'1„�""3 .,,rr�ra,r.,� ,...,._ ...._. _.�e�w�wwww"4. , _.._, ,. . �ye• . � � � ' _ �m�;� i .. � 1 � �� •�{� F r,alY�yi�.� • �r,r.:r,.�t r..war.... �+�++��y�q * �;..+�,��..�tw�:wa.mi _y-,:_ �Is�w � _........... S.� � t` .� . /�� f �-'�'!--q•.. �i �4 . � . �` d.. j � ` ._ .._. . . .�. : � � ..,_ . ��1./ . ..� F �, . .. _ . .. . . �.�-..� ._j�_�-. .. �. . `- -.. ` r !C<dPl � d'�:; , 'tc. i.` . Notes Legend City and County Boundary 20'Intermediate o� 5'Primary CityofRenton 5'Intermediate Parcels 2'Primary � 1st Floor 2'Intermediate 1 st Floor � Pump Station 2nd Floor ! Discharge Point ' 2 0 256 512 Feet 1 st Floo� Pipe I GS 1984_Web Mercator Auxiliary_Sphere Othe�BUildings � CUlvert � Buildings � Open Drains I C1 �-'---- Information Tethnobgy•GIS This map s , r .!sta � put from en IntemPt mapoing site a-: I Clty Ol J�� Is for refe r �r;; C �a ay ers 3t apoear on h s map �a/o�may ut r=_` — RentonMapSupport(c�Rerrtonwa.go� ,, ,-;;- �,: t�inance�k I'1'I)ivl51ot1 10114l2014 THIS MAP IS NOT TO BE USED FOR NAVIGATION I _ _ � City of Renton Down Stream Map 2 1301 1309 1401 1407 1429 1501 1507 1413 ' 1305 1311 �P OJECT 3515 1405 �`�'�ITE � sd 3510 3508 1425 -- 3509 .. 2 _ 1419 1433 , . �-� 1403 Q � � � 3504 3503 � � 3506 O � Q � : � 3500 1314 3411 3413 3419 W : TYPE 1 CB Q _ti �316 \ � > � 3a�s TYPE 9 CB �s�2 �- , ', #?32869 _� ' ��. � �320 3ao� REA CH A � saos �sos REACH 9 � 1 � � � I ' �ao� �aos � REACH B - 1300 '1302 1304 �326 1414 1420 � 1426 � ��..,,�.,.,._.�,.�,�,,�,,.�-:�_ �— °' � � REACH 2 N 34TH ST � �._:�e�� REACH C 1 01 3319 1311 1315 . 3336 TYPE 1 CB 3313 #�$2$70 3317 3322 3326 ss32 TYPE 1 CB 3307 3311 1405 3320 3314 3301 Notes Legend City and County Boundary 20'Primary o�ef 20'InteRnediate aryorR�co� 5'Pnmary Addresses 5'Intertnediate Q Parcels 2'Primary 1 st Floor 2'intermediate 1st Floor Network Structures !g 0 64 1 zg Fee� 2nd Fioor �r,let GS_19�Web_Mercator Atailiary_Sphere 1 St FIOor Manhde � Other Buildings ["1 Ubiry Vault ��O� ' Information Technology-GIS This map is a user generated s�a i � p,t ir r�a Internet mapping s�te and Cl Of s for-efe=c�?o�ly Dara iayer, a ppea n�hs mao Tar o•maY n�?be ReMonMapSuppat�Rerrtwiwa.gov 3c ��_ r, e aeie Finance& I'1' [)i�'tSiotl 10l14/2014 THIS MAP IS NOT TO BE USED FOR NAVIGATION City of Renton Down Stream Map 3 1013 ?017 1019 1025 1105 1t11 12Q3 ;"'''°.� 1215 3507 , 1117 1207 1209 ` 3510 1218 w 1008 1016 1024 1102 1108 1114 1120 3503 3504 1202 1206 1214 j Q 1°�1 3;;1`i-r :�r Y � � � 2 ' 1021 1101 1107 1113 1115 1119 1201 1205 1209 1213 ' 3418 �+ TYPE 1 CB ,� .,� #�32869 3aos .� 1012 1018 1110 1122 1214 34 - ��oa REA CH 4 ��s �200 �2os �soo �302 ; REACH 2 f N 34TH ST A� ' ,u �. _ � �. _. ,, <.:.. ....,.. .. . ,,�. ;TS I F- 1123 1015 1019 1023 1111 1117 1029 1201 1207 12� 1301 1105 �A CH 3 333s �o�s 1022 »oo »oe ��2 �Zoa TYPE 1 CB ` ��a ��ts 120 #932870 1008 3326 - "� N 33RD PL .. �.�.�.� r's'�'�...�,��,..�► 3320 1007 1013 1103 1109 ��5 1117 1121 1203 1205 1209 1215. 1009 �' � Notes Legend City and Counry Boundary 20'Primary ome� 20'Intermediate CiryoiRenton 5'Primary O Addresses 5'Intermediate Parcels 2'Primary 1 st Floor 2'Intermediate 1st Floor Network Structures 28 0 � �2$Feet 2nd Floor . �n�et 'GS_'984_Web_Mercator_A�nciliary_Sphere 1 St FloOr Manhole Other Buildings k`� uc�u�y vaun C �--- Iniormation Technology-GIS This map i5 a usei generated sta!�c autp��frcr^ar Internet mapping site a�: Clty Ol O� s for reference cNy Data laye�s tnat acpear on th s r�ao may o�may r�r b�. RentonMapSupport�ReMonwa.gov ,._�r_�e _�r�e�,i ��oeren+;=_e rw,acie H1118t1i��C i�I� I)1\'ISiOtI 10/14/2014 THIS MAP IS NOT TO BE USED FOR NAVIGATION City of Renton Down Stream Map 4 � � 903 905 913 917 1001 1007 1017 1019 •� 3501' v 35p2 902 908 914 1002 1006 ��6 1024 , ; � f' �= �- N 35Tf� ST 3411 3415 Z 913 919 1001 j 3404 907 1011 1021 3407 Q 3405 �" � W �* 3403 � 3401 � ; 906 916 922 1006 1012 ��$ : �1 m : 900 910 �� REACH 4 �:. �r_ . R rt�. -,y,�.""'�"Q,"�. ��.�.�,...�� -�--N 34TH ST_ _ 3324 1007 907 911 1003 1009 1011 1019 1023 � �;.' 33.15 `�,,�,� 3318 - =`: � TYPE 9 CB " ' � #132889 � �., Q �' �• 3312 ;3310 9�2 9�8 1000 1016 3311 3309 904 908 910 1006 1008 - �"L T � N 33RD PL -�.,. . ,��w .. . ._.:.s.r...,_. ..-....� ...�,r.o�.v�a-::,..s-.�.�r.....,�..-...r,r� -� �s�s�-.�.,ce•�+is.:x.r'.m*":.��. . 3308 3305 8a5 3303 . 3302 909 9�5 921 1001 1005�007 1013 1009 3306 Notes Legend City and Counry Boundary 20'Primary Other 20'Intermediate ; City of Renton 5'Primary Addresses 5'Intertnediate O Parcels 2'Primary � 1 st Floor 2'Intermediate 1st Floor Networlc Strudures ?$ 0 64 128 Feet 2nd FlOor ; Inlet GS_1984_W�Mercator Ai.odliary_Sphere 15t FlOor Mantrole Other Buildings � u+��mr vaurt 1 r— InfOrmation TeChnology-GIS r?�s nao is a user generated sta�c�ulp�<.from an Intem t mapoing s e a � Cl Of JI��\�r Z l.�.0� `sr re e.e�re:n v ,ata la�ers r a acpea o�rr�s map^ia�a ^av o!ca � • RentonMapSuppoA(�Rentonwa.gov - ,- , _ , ,,.. Finance& I�C I)i��ision 10/14/2014 THIS MAP IS NOT TO BE USEO FOR NAVIGATION APPENDI,K D - BON'D QUANTlTIES WOR�KSHEETlCOST,DAT� �ND INVENTO�RY Site lmprovement Bond Quantity Worksheet S,5 Webdate: 04/03/2015 � King County Qepert�r.�r.±of Permitting & Envlr�re!±+�^±z! ftev':ew 35030 SE Dougias Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-Z96-6600 TTY Relay 711 Pro)ect Name: Kennydale Vue Point Short Plat �ate: 7/21/2015 �ocation: 1316 North 34th Street Project No.: U 14-005633 Activity No.: Note: A{I prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes x . no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices upaated: 3i2i2015 Version: 3/2/2015 Copy of Copy of Site Improvement Bond Ouantity Worksheet 2015 xls Report Date: 7/21/2015 Site Improvement Bond Quantity Worksheet S,5 Webdate: 04/03/2015 Unit #of Reference# Price Unit Quanti A lications Cost EROSION/SEDIMENT CONTROL Number Backfill&compaction-embankment ESC-1 $ 6.00 CY Check dams,4"minus rock ESC-2 SWDM 5.4.6.3 $ 8�.00 Each Crushed surfacin 1 1/4"minus ESC-3 WSDOT 9-03.9 3 $ 95.00 CY Ditchin ESC�I $ 9.00 CY Excavation-bulk ESC-5 $ 2.00 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.50 LF 150 1 225 Fence, Tempora (NGPE) ESC-7 $ 1.50 LF H droseedin ESC-8 SWDM 5.42.4 $ 0.80 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 3.50 SY Mulch, b hand,straw, 3"dee ESC-10 SWDM 5.4.2.1 $ 2.50 SY Mulch, by machine, straw, 2"dee ESC-11 SWDM 5.42.1 $ 2.00 SY Piping, tempora , CPP,6" ESC-12 $ 12.00 LF Pipin ,tem ora , CPP, 8" ESC-13 $ 14.00 LF Pi in ,tem ora , CPP, 12" ESC-14 $ 18.00 LF Plastic coverin , 6mm thick, sandba ed ESC-15 SWDM 5.42.3 $ 4.00 SY Ri Ra , machine laced; slo es ESC-i6 WSDOT 9-13.1 2 $ 45.00 CY 0....I �..�..�'.... C..4......... GN � �� C /� .1 C\A/f1�A G A A � C � OAl1l1l1 C....L. 1\V1.IL�ClIIJllUl+lItJ11L11UQtIt.G� JV�l15'%�1 L��.r�1� JVtlI./IYIJ.'t.'Y.1 �i I�VVV.VV LQ1..11 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 3,200.00 Each Sediment ond riser assembl ESC-19 SWDM 5.4.52 $ 2,200.00 Each Sediment tra , 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 19.00 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 1.00 SY Soddin , 1"deep, level round ESC-23 SWDM 5.4.2.5 $ 8.00 SY � Soddin , 1"dee , slo ed round ESC-24 SWDM 5.4.2.5 $ 10.00 SY TESC Supervisor ESC-25 $ 110.00 HR Water truck, dust control ESC-26 SWDM 5.4.7 $ 140.00 HR � WRITE-IN-ITEMS **** se a e 9 Each ESC SUBTOTAL: $ 225.00 30%CONTINGENCY&MOBILIZATION: $ 67.50 ESC TOTAL: $ 'L92.50 COLUMN: A Page 2 of 9 Unit prices updated: 3/2/2015 Version: 3/2/2015 Copy of Copy of Site Improvement E3ond Quantity Worksheet 2015.x1s Report Date: ?l21;201� Site Improvement Bo, .0 Quantity Worfcsheet Webdate 015 , Existing Future Pubflc Private � Right-of-Way Right of Way Improvementa �Draina e Facllities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost GENERALITEMS No. Backfill 8 Com action-embankment GI-1 $ 6.00 CY Backfill&Com adion-trench GI-2 $ 9.00 CY Clear/Remove Brush,b hand GI-3 $ 1.00 SY Clearin lGrubbin /Tree Removal GI-4 $10,U00.00 Acre 0.08 500.00 Excavation-bulk GI-5 $ 2.00 CY Excavation-Trench GI-6 $ 5.00 CY Fencin ,cedar,6'hi h GI-7 $ 20.00 LF Fencin ,chain link.vin I coated, 6'hi h GI-8 $ 20.00 LF Fencin ,chain link, ate,vin coated, 2 GI-9 $ 1,400.00 Each Fencin ,s lit rail,3'hi h GI-10 $ 15.00 LF Fill&com act-common barrow GI-11 $ 25.00 CY Fi118 com act- ravel base GI-12 $ 27.00 CY Fill&com act-screened to soil GI-13 $ 39.00 CY (vahinn 1�"riaon etnno fillcrl megh r!_�4 q� Fj5 QQ CV r�- Gabion,18"dee ,stone filled mesh GI-15 $ 90.00 SY Gabion,36"dee ,stone filled mesh GI-16 $ 150.00 SY Gradin .fine,b hand Gi-17 $ 2_50 SY s Gradin ,fine,with rader GI-18 $ 2.00 SY 242 484.00 Monuments,3'lon GI-19 $ 250.00 Each Sensitive Areas S� n GI-20 $ 7.00 Each Soddin ,1"dee ,slo ed round GI-21 $ 8.00 SY Surve in ,line& rade GI-22 $ 850.00 Da �Urve iii ,ioi iUi.aiiuiiiiiiic3 Gi-23 � 1,ouu.vu i1c�e Traffic control crew(2 fla ers GI-24 $ 120.00 HR Trait,4"chi ed wood GI-25 $ 8.00 SY Traii,4"crushed cinder GI-26 $ 9.00 SY Trail,4"to course GI-27 $ 12.00 SY Wall,retainin ,concrete GI-28 $ 55.00 SF 668 36,740.00 Wall,rockery GI-29 $ 15.00 SF Page 3 of 9 SUBTOTAL 38,024.00 Unit prices updated: 03/02/2015 "KCC 27A authorizes only one bond reduction. V8fSi0�: 03/02/2015 Copy of Copy of Site Imnrovement Bond Ouantity Worksheet 2015.x1s Report Date: 7/21/2015 Site Improvement Bo Quantity Worksheet Webdate 015 Exbting Future Public Private Rfght-of-way REg�!et l�13y !s^provements 8 Draina e FacilRies Unit Price Unit Quant. Cost Quant. Cost �uant. Cost R A IMP VEMENT No. AC Grindin ,4'wide machine<1000s RI-1 $ 30.00 SY AC Grindin ,4'wide machine 1000-2000 RI-2 $ 16.00 SY AC Grindin ,4'wide machine>2000s RI-3 $ 10.00 SY AC RemovaUDis osal RI-4 $ 35.00 SY csarricade, e iii 'rermanent' RI-6 $ 50.00 LF Curb 8�Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF Curb and Gutter,demolition and dis osal Rf-9 $ 18.00 LF Curb,extruded as haft RI-10 S 5.50 LF Curb,extruded concrete RI-11 S 7.00 LF 100 700.00 Sawcut,as halt.3"de th RI-12 $ 1.85 LF 44 81.40 Sawcut,concrete, er 1"de th RI-13 $ 3.00 LF Sealant,as hak RI-14 $ 2.00 LF 44 88.00 Shoulder,AC, see AC road unit rice RI-15 � - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 38.00 SY Sidewalk,4"thick,demolrtion and dls os RI-18 $ 32.00 SY Sidewalk,5"thick RI-19 $ 41,00 SY Sidewalk,5"thick,demolition and dis os RI-20 $ 40.00 SY Si n,handica RI-21 $ 85.00 Each Stri in , er stall RI-22 $ 7,00 Each Striping,thermoplastic, for crosswalk RI-23 $ 3.00 SF _. .._ _.. . _:.._._�-- --- __ �_� __. _� Striping,4"reflectorized line RI-24 $ 0.50 LF Paga 4�f 9 SUBTOTAI 869.40 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction. VersiOn: 03/02/2015 I Copy of Copy of Site Imorovement Bond Ouantity Worksheef 2015x1s Report Date:7/21/2015 . Web date: !015 I�I Site frnprovement Ba. ,u Quantity Worksheet Existing Future Public Private R��t!*-0�'WB�/ R�naM e�f Wa� Im�rt,+yomgRfe &Draina e Facllkles Unit Price Unit Quant. Cost Quant. Cost Quant. Cost ROAD SURFACING No. 4"Rock=2.5 base& 1.5"to course 9 1/2"Rock=8"base& 1.5"to course Additional 2.5"Crushed Surtacin RS-1 $ 3.60 SY HMA 1/2"Overla ,1.5" RS-2 $ 14.00 SY HMA 1/2"Overla 2" RS-3 $ 18.00 SY HMA Road,2",4"rock,First 2500 SY RS-4 $ 28.00 SY I-IWIH Ft08tl,L",4"�OCk,11 .OV@f LSUU S RS-5 $ L'I.UU �Y HMA Road,3",9 1/2"Rock,First 2500 S RS-6 $ 35.00 SY 353 12,355.00 HMA Road,3",9 1/2"Rock,Q Over 25 RS-7 $ 42.00 SY Not Used RS-8 Not Used RS-9 HMA Road,6"De th,First 2500 SY RS-10 $ 33.70 SY HMA Road,6"De th,Q .Over 2500 SY RS-11 a 30.00 SY HMA 3/4"or 1",4"De th RS-12 $ 20.00 SY Gravel Road.4"rock,First 2500 SY RS-13 $ 15.00 SY Gravel Road,4"rock,Q .over 2500 SY R5-14 $ 10.00 SY PCC Road Add Under Write-Ins wlDes RS-15 Thickened Edge RS-1 S 8.60 LF Page 5 of 9 SUBTOTAL 12,355.00 Unit prices updated: 03/02/2015 `KCC 27A authorizes only one bond reduction. Vefsiorl: 03/02/2015 Copy of Copy of SitP Imorovement Bond nuantity Worksheet 2015.x1s Report Date:7/21/2015 I S�te Improvement Bo„u Quantity Worksheet Webdate 015 Existing Future Pubiic Private 4:�h2-0f-way P:ght at:Yay :mp:avaments 8 Draina e Facilities Und Price Unit Quant. Cost Quant. Cost Quant. Cost DRAtNAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert rices, Avera e of 4'cover was assumed.Assume erforated PVC is same rice as solid i e. Access Road,R/D D-1 $ 21.00 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each "(CBs include frame and lid CBT el D-4 $ 1,500.00 Each 1 1,500.00 CB T e IL D-5 $ 1,750.00 Each CB T e II,48"diameter D-6 $ 2,300.00 Each (or addiHonal depth over 4' D-7 $ 480.00 FT CB T e II,54"diameter D-8 $ 2,500.00 Each for additional de th over 4' D-9 S 495.00 FT CB T e II,60"diameter D-10 $ 2,800.00 Each for additional de th over 4' D-11 $ 600.00 FT CB T e II,72"diameter D-12 $ 3,600.00 Each — - ------ --- _-- -- --_ _..._.__ _ _ --�--_. .__ __ for additional de th over 4' D-13 a 850.00 FT Throu h-curb Intet Framework Add D-14 $ 400.00 Each Cleanout,PVC,4" D-15 $ 150.00 Each Cleanout,PVC,6" D-16 $ 170.00 Each Cleanout,PVC,8" D-17 $ 200.00 Each Culvert,PVC,4" D-18 $ 10.00 LF 168 1,680.00 Culvert,PVC,6" D-19 $ 13.00 LF Culvert,PVC, 8" D-20 $ 15.00 LF Culvert.PVC 12" D-21 S 23.00 L F Culvert,CMP,8" D-22 $ 19.00 LF Cufvert,CMP,12" D-23 $ 29.00 LF Culvert.CMP,15" D-24 $ 35.00 LF CuNert,CMP,18" D-25 $ 41.00 LF Culvert,CMP,24" D-26 $ 56.40 LF Culvert,CMP,30" D-27 $ 78.00 LF Culvert,CMP,36" D-28 $ 130.00 LF Culvert,CMP,48" D-29 $ 190.00 LF :utvert,CMP,SC" �-3� $ 270.00 L� CuNert,CMP,72" D-31 $ 350.00 LF Fage 6 ot 9 SUBTOTRL 1,500A0 1,680.00 Unit prices u�idated: �3;02;20i5 � •KCC 27A authorizes only one bond reduction. Version: 03/02/2015 Copy of Copy of Site Improvement Bond Quantity Worksheet 2015.x1s Report Date: 7/21/2015 Site improvement Bo Quantity Worksheet Webdate i 015 Existing Future Public Private Rlgh.-ct-Kay Rig::t af Waq :::p:o�sr�azis DRAINAGE CONTINUED 8 Drainage Facilitiea No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Culvert,Concrete,8" U-32 $ 25.00 LF Cuivert,Concrete,12" D-33 $ 36.00 LF Culvart,Cun�rete,15" D-34 $ 42.00 LF Culvert,Concrete,18" D-35 $ 48.00 LF Culvert,Concrete.24" D-36 $ 78.00 LF Culvert,Concrete,30" D-37 $ 125.00 LF Cuivert,Concrete,sti" u-sn � i5u.uu LF Culvert,Concrete,42" D-39 $ 175.00 lF Culvert,Concrete,48" D-40 $ 205.00 LF i Culvert,CPP,6" D-41 $ 14.00 LF 'I Culvert,CPP,8" D-42 $ 16.00 LF Culvert,CPP,12" D-43 $ 24.00 LF Culvert,CPP,15" D-44 $ 35.00 LF CuNert,CPP,18" D-45 $ 41.00 LF CuNert,CPP,24" D-46 $ 56.00 LF Cuivert,CPP,30" D-47 $ 78.00 LF Culvert,CPP,36" D-48 $ 130.00 LF Ditchin D-49 $ 9.50 CY Flow Dis ersal Trench (1,436 base+ D-50 $ 28.00 LF French Drain 3'de th D-51 $ 26.00 lF Geotextile,laid in trench, ol ro lene D-52 $ 3.00 SY 10 30 Mid-tank Access Riser,48"dia, 6'dee D-54 $ 2,000.00 Each Pond Overflow S illwa D-55 $ 16.00 SY Restrictor/Ofl Separator,12" D-56 $ 1,150.00 Each Restrictor/Oil Separator,15" D-57 $ 1,350.00 Each RestrictoNOil Se arator,18" D-58 $ 1,700.00 Each Riprap,placed D-59 $ 42.00 CY Tank End Reducer 36"diameter D-60 $ 1,200.00 Each Trash Rack,12" D-61 $ 350.00 Each Trash Rack,15" D-62 $ 410.00 Each Trash Rack,18" D-63 $ 480.00 Each Trash Rack,21" D-64 $ 550.00 Each Page 7 of 9 SUBTOTAL 30 Unit prices updated: 03/02/2015 'KCC 27A authnrizes only one bond reduction. Version: 03/02/2015 Copy of Copy of Site Improvement Bond Quantity Worksheet 2015.x1s Report Date:7/21/2015 Site Improvement Ba,,.� Quantity Worksheet Webdate: '0,5 Exiating Future Public Private RlgR.-O'-,�.^.y P.:y^h.af::�a� :mp�.,�.:.sre 8 Draina e Facilities Unit Price Unit Quant. Price Quant. Cost Quant. Cost PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders � 2"AC,2"to course rock&4"'borrow PL-1 $ 21 AO SY NA NA 2"AC, 1.5" to course&2.5"base cour PL-2 $ 28.00 SY NA NA 4"select borrow PL-3 $ 5.00 SY NA NA �1.��IO GOUfSe fOCIG�h L.��D25@ COt1fSB 1-'L-9 � 14.UU .�1 T IVFi I�I�Fi UTILITY POLES&STREET LIGHTING Utili ole relocation costs must be accom anied b Franchise Utili 's Cost Estimate Util' Pole s Retocation UP-1 Lum Sum Street L' ht Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water ualit vautts.) � WI-1 Each WI-2 SY 1NI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 1NI-9 WI-10 SUBTOTAL SUBTOTAL(SUM ALL PA(iESj: 52,778.40 1,680.00 30°�CONTINGENCY 8 MOBILIZATION: 15,833.52 504.00 GRANDTOTAL: 68,611.92 2,184.00 COLUMN: B C D Page 8 of 9 Unit prices updated: 03l02/2015 I�� `KCC 27A authorizes only one bond reductfon. Version: 03/02/2015 Copy of Copy of Site Improvement Bond Ouantity Worksheet 2015.x1s Report Date: 7/21/2015 �ite improvement Bond Quantity Worksheet Webdate: 04/03/2015 Original bond computations prepared by: Name: Brandon Loucks �ate: 19-Jun-15 PE Registration Number: 50085 Tel.#: 253.301.4157 Firm Name: Beyler Consulting Address: 7602 Bridgeport Way W, Ste 3D Project No: U14-005633 FlNANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' MINIMUM BOND*AMOUNT pUBLIC ROAD&DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND* � TEMPORARY nrr_.i ipqNr_.y ar Stabilization/Erosion Sediment Control(ESC) (A) $ 292.5 SUBSTANTIAL COMPLETION"' Existing Right-of-Way Improvements (B) $ 68,611.9 Future Public Right of Way&Drainage Facilities (C) $ 2,1g4.0 Private Improvements (D) $ - Calculated Quantity Completed Totai r�iyi�ii-ui VvBy diiuioi JIIC RC�lU1dUVi-1 DVIIU�I` (i1Toj y o0,�04.4 (First$7,500 of bond'shalf be cash.) Performance Bond'Amount (A+B+C+D) = TOTAL (� $ 71,088.4 T x 0.30 $ 21,326.5 Minimum is$2000. Minimum is$2000. (B+C)X Maintenance/Defect Bond"Total 0.25= $ 17,699.0 Minimum is$2000. NAME OF PERSON PREPARING BOND"REDUCTION: Date: t NOTE: The word"bond"as used in this docume�t means a financial guarantee accepiabie to King County. •'NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The nestoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective�nnork,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30°�contingency and mobilization costs are computed in this quantity. *"NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND`AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY °aye 9 of� Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kinpcountv.aov/permits Version: 03/02/2015 Copy of Copy of Site Improvement Bond Quantity Worksheet 2015.x1s Report Date: 7/21/2015 COST DATA C,ND INVENTORY CITY WTR- PR�JECT 1NVVP- Kennydale Vue Point NUMBERS: 5WP- NAME OF PROJECT: TRO- TED- TO: City of Renton FROM: Beyler Consulting Plan Review Sedion 7602 Bridgeport Way W.,Ste 3-D Planning/Building/Public�Norks Lakewood,WA 9�4499 1055 South Grady Way 6'h floor (253)301-4157 Renton,WA 98055 DATE: April 3,2015 Per the request of the City of Renton,the following information is furnished concerning costs for improvements proposed to be installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type 146 L.f�.of 8 " Ductile Iron WATERMAIN 130 L.f�.of 4 " Ductile Iron WATERMAIN L.F.of " WATERMAIN L.f�.of " WATERMAIN 1 EP,CH of 6 " FLxMJ GATE VALVES 1 EP,CH of 4 " MJxMJ GATE VALVES EP,CH of " GATE VALVES 1 EP,CH of 5.25 " FIRE hIYDRANT ASSEMBLIES $:L,500 (Cost of Fire Hydrants must be listed separately) $fi,250 Water facilities cost in existing ROW(total��f above items�,W 5�9,750 Engineering Design Costs $ 1,200 City Permit Fees $ Washington State Sales Tax TOTAL COST FOR WATER SYSTEM $ iANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: Length Size Type Storm Faciliri 5 132 L.F.of 8 " PVC SEWER MAIN L.F.of " SEWER MAIN Length Size Type L.F.of " SEWER MAIN L.F.of " ST��RM LIM= 1 EA o1` 48 " DIAMETER MANHOLES L.F.of " ST��RM LINL Sewerfacilities cost in existing ROW(total of 5 2.960 L.F.of " ST��RM LINi= above items),5 EA of " STORM INLI=f Engineering Design Costs $1,200 EA of " STORM CAl;:HE3A5IN City Permit Fees $ EA of " STORM CATC:HE3ASIN Washington State Sales Tax $ (Sewe�Stub-line between sewer main and Engineering Design Costs $ private property line) $ City Permit Fees $ TOTAL COST FOR SANITARY SEWER SYSTEM $ Washington State Sales Tax $ TOTAL COST FOR STORM DRAINAGE SYSTEM $ STREET IMPRO\/EMENTS in existing ROW, if not covered �n storm water cost(51) : ;Including Curb, Gutter Sidewalk, Asphalt Pavement and Street Lighting) See$ite Improvement Bond�uant:itv Works7eet ____ ___ _____ _____ SIGNALIZATION in existing ROW (SG): �Induding Eng Desi�;n ;osts,City Permit F�es,WA St Sales Taxj STREET LIGHTING in existing ROW(SL): (Including Eng.Uesign Costs,City Permit Fees,WA St Sales T•ax)cost Print signatory name jday phone#� (SIC-NATURE) ' (Si�;natory must be authorized agent forms(C05TDATA.DOC/bh o�•owner of subject development) . APPENDIX E- DRAFT BMP COVENANT � � l __��._r�._;, RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK'S OFFICE CITY OF RENTON 1055 SOUTH GRADY WAY RENTON, WA 98057 - DECLARATION OF COVENANT FOR MAIIVTENANCE AND INSPECTION OF FLOW CONTROL BMPS Grantor: Grantee: Ciry ofRenton The north 102.75 feet of the east 232.00 feet of tract 26, C.D. Hillman's Lake Washington Garden of Eden Addition to Seattle Legal Description: NO. 1, according to the plat thereof recorded in volume 11 of p ats, page s , recor s o ing ounty, as ington; Except the south 27.75 feet of the west 15.00 feet thereof� situate in the County of King, State of Washington Additional Le;al(s)on: Assessor's Taa Parcel ID#: 334210-3165 IN CONS[DERATION of the approved City of Renton(check one of the following) ❑ residential building permit, ❑ commercial building permit, ❑ clearing and grading permit, ❑ subdivision permit, or ■ short subdivision permit for Application File No. LUA/SWP 14-001472 relating to the ' real properh- ("Property")described above,the Grantor(s), the o�iner(s) in fee ofthat Propery. hereby covenants"covenant w�ith Ciri� or Renton a olitical subdivision of the state of W i � �I i ( ) , , p ash n�ton,that he/she�they)��,�ill observe, consent to,and abide by the conditions and obligations set forth and described � in Paragraphs 1 through 8 below with regard to the Property. Grantor(s)hereby grants(grant), covenants(covenant), and agrees(agree)as follows: 1. Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall retain, uphold, alid protect the stormwater management devices, features,pathways, limits,and restrictions,known as tlo�� control best management practices ("BMPs"), shown on the approved Flow Control B1�4P Site Plan tor the Property attached hereto and incorporated herein as Exhibit A. 2. The Owners shall at their own cost,operate, maintain, and keep in good repair,the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the � Pi�operty is planned for the inspection of the BMPs. After the 30 days,the Owners shall allow the City of Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City,the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has e�pertise in drainage to inspect the BMPs and provide a written report describing their condition. If the engineer option is chosen,the Owners shall provide written notice to the City of Renton within fifteen days of receiving the City's notice of inspection. Within 30 days of giving this notice,the Owners,or the e��gineer on behalf of the Owners, shall provide the engineer's report to the City of Renton. If the report is not provided in a timely manner as specified above,the County may inspect the BMPs without further notice. 4. If the City determines from its inspection,or from an engineer's report provided in accordance ��ith Paragraph 3,that maintenance,repair,restoration, and/or mitigation work is required for the BMPs, � The City shall notify the Owners of the specific maintenance, repair, restoration, ancL`or mitigation work ��, (��v'ork)required under RMC 4-6-030. The City shali also set a reasonable deadline for completing the II • �'ork or providing an engineer's report that verifies completion of the Work. After the deadline has I� • passed, the O��ners shall alio�t the City access to re-inspect the BMYs unless an engineer's report has b�en provided verifying completion of the Work. [f the work is not completed properly within the time frame set by the City,the City may initiate an enforcement action. Failure to properly maintain the BMPs is a violation of RMC �4-6-030 and may subject the Owners to enforcement under the RMC 1-3, including fines and penalties. �. Apart from performing routine landscape maintenance,the Owners are hereby required to obtain ��ritten approval from the City or Renton before performing any alterations or modifications to the E3MPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three(3) days from the date that the notice or approval is mailed with delivery confirmation to the current address on r�cord with each Party. The parties shall notify each other of any change to their addresses. � 7. This Declaration of Covenant is intended to promote the efficient and effective management of s�iriace ��ater drainage on the Property, and it shall inure to the benefit of all the citizens of the Ciry of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s),and Grantor's(s')successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the O�+ners and the Citv of Renton that is recorded by King County in its real propem� records. • • IN WITtiESS w'NEREOF,this Ueciaration of Covenant for the Maintenance and In�p�ct��n of Flo�� Control 13V1Ps is e�ecut:d thi� �1a� of , 20 GRAVTOR. o��ner of the Propert�� GRA',�1TOR, o��ner of ti�e Prope�rh� STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me kno�vn to be the individual(s)described in and who executed the within and foregoing instrument and acknowledged that they signed the same as iheir fi�ee and vnlunt:�i�� ct and deed. fnrthe �_�,e: ❑n��1 �ur��,�e: ther�in �t��trc1. G�i��n un�l�r n�� 'u,��1 an�i ��i�fici.�l ,��sl tl�i> �i�� ri� _ �� __. - - -__ _ Printcd name Notary Pu},li� in �in�1 �i�r th�• SIaIe c,t�V'��,�;!,in:,?��n. residins ��t �l� a��,uintn��nt e�pirr; --- / • EXH161T A - FLOW CONTR�L BMP SITE PLAN PERMIT#U14005633 � ��uuu�� ' ' � � � INFlLTRATIOIV � TRENCH _ — � - �7.0 80.00' ' 64.00' 61.01' --- LOT 1 `'� ' �� 8,223 SQ FT ' �' 0.19 ACRES � LOT 2 � i 6,578 SQ FT 0.15 ACRES � LOT 3 � � 6,270 S�� FT � � � � 0.I4 A�'RES � _ � � � I -o ^ � � ^ + ', � .o so. , - -- - � � (� � i' —_"' � � � �� f�' __ ��-- PERVIOUS lNFILTRATION -� ' � ��= ASPHALT TRENCH i -- � - , _ -- - I I + ' s_�.-=� � I�it ,, j � � � i - -- � �, + I 40 20 0 4U SCALE: 1"= 40' ► � PARCEL NUMBER: 334210-3165 SITF ADDRESS: 1315 N::�4TH ST, RENTUN, WA ' • • OWAlER/C11ENT.� ENGINEER_ WA DEl/ELOPERS 4L LLC BEYLER CUNSULTING 31811 PACIFIC HWY 5 �298 7602 BRIDGEPORT WAY FEDERAL WAY WA 98003 LAKEWOOI�, WA 98499 TEL' 206-949-9d50 TEL: 253-ct01-4157 EXHIBIT B - OPERATIONS & MAI�VTENANCE PERMIT#U14005633 Your property contains a stormwater management flow control BMP(best management practice) called "full infiltration,"which was installed to mitigate the stormwater quantity and quality impacts of some � or all of the impervious surfaces on your property. Full infiltration is a method of soaking runoff from impervious area (such as p.aved areas and roofs) irito the ground. If prope�rly installed and maintained, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices,such as gravel filled trenches,drywells,ar�d ground surface depr��ssions,facilitate this process by putting runoff in direct c:ontact with the soil and holding the runoff long enough to soak most of it into the ground.To be successful,the soil condition around the infiltration device must be reliably able to soak water into the ground for a reasonable number of years. The infiltration devices used on your property include the foflowing as indicated on the flow corrtrol BMP site plan: � gravel filled trenches, ❑ drywells, ❑ ground surface clepressions.The size, �� plac:ement,and compositian of these devices as d�epicted by the flow control BMP site plan and design details must be maintainecl and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King C�unty. Infiltration devices must be inspected annually and after major storm ev�nts to identify and repair any physical defects. Maintenance and operation of tF�e system should focus on ensuring the system's viability by preventing sediment-laden flows from entering the device. Excessive sedimentation will result in a plugged or non-functioning facility. If the infiltration device has;a catch basin,sediment accumulation must be removed on a yearly basis<�r more frequently if necessary.Prolonged ponding around or atop a device may indicate a plugged facility. If the device becomes plugged, it must be replaced. Keeping the areas that drain to infiltration devices well swept and clean will enhance t�e Ion�;evity of these devices. For roofs,frequent cleaning of gutters will reduce sediment loads to these devices. Please refer to the prepared Operation and Maintenance Manua! (Dated April 3, 2015) included as appendix G in the project Technical Information R��port for more information. 1 �__� �� . �� C.2.2 FULL INFILTRATION FIGURE C.2.2.A TYPICAL'CRENCH INFZLTRATION SYSTEM � � ��roof � i d�ain PLAN VIEW NTS � ,�---4"rigid or 6"flexible J` perforated pipe ------••---•-•---•--....--•--•-•-----•--•-�-- % ''-••-••-•.....••-•----•.............•--•--•-••-••'� '� infdtration trench `�--sump w/solid lid i I PLAN VIEW - roof drain ; � NTS overflow ;� " ' _4"rigid or 6"flexibfe splash bloCk-�� perforated pipe �;,-„'�-__ ,��`% �%��% %�: ;�;'�; -- , i;� iYi.� • i%.?�T�'�,.��i�i,. ��i� 6' � ....�.---•--•�--•........................•----•- , 6* i Cc ° . �� °�' �-_ --� ^ : '�� washed rock � �a��ti°"� � �'min 5.0'mi� �h ��+-.____- 12"i ;, � �— 1 1/2"-3/4" � ' =^ ,,o-, ;� 1'min . , � :. -. �_ • �. _...s:• � .._.__ �...'" _".�..��...�"......�']"."h'".". � i fine mesh - CB sump w/solid lid � � enrnnn �- __- ---- varies --- --. _. --- A filter fabric _t_ compact�d backfil� � -- s* ��i , �� • , � � � ' - � ` 4"rigid or 6"flexible � � �' �~ �� perforated pipe � Ln�� , . 7: 24 „ I - o o �c o ' � t� �"� �� washed roCk ' 12" �� v o o � CJ�� ---- � � � a�Q o �� 1 1/2"-3/4,. � o �7 o p �--�- -'<��\/�w�� ;<:%�� i � �+ 24"--� ' sEcrioN a __----------- NTS 2009 Surface water Design Manual-Appencfx C 1/9/200� C-45 � —"��.��'�ii RECORDING REQUESTED BY A1�D WHEN RECORDED ?�1AIL TO: CITY CLERK'S OFFICE CITY OF RENTON 1055 SOUTH GRADY �'v'AY RENTON, WA 98057 � DECLARATION OF COVENANT FOR MAII�TENANCE AND INSPECTION OF FLOW CONTROL BMPS Grantor: Grantee: City ofRenton The north 102.75 feet of the east 232.00 feet of tract 26, C.D. Hillman's Lake Washington Garden of Eden Addition to Seattle Legal Description: No. 1, according to the plat thereof recorded in volume 11 of p ats, page s , recor s o ing ounty, as ington; Except the south 27.75 feet of the west 15.00 feet thereofL___ situate in the County of King, State of Washington Additional Legal(s)on: ___ _ _ __ Assessor', Ta>: Parcel ?D�: 334210-3165 IV' CO�SIOf:;Z;17�1(')\� of�thc a�E�rc��l Cit� o1�Rent��n(chec6, en� ��tl�e follu��in��) .] resicienti.�l building permit, ❑ commercial building permit, ❑ clearing and grading permit, ❑ subdivision permit, c�r ■ �hort subdi��ision permit for Application File No. LUA/SWP 14-001472 relating tc� th� � � rcal pro�erty (°Pro��ert}��1 de�crihed ab��e. the Grantor(s). th� o��ner(;) in fee of that Pre�pert��. her�b�� ____ _ 1 covenants(covenant)with City or Renton, a political subdivision of the state of Washington,that he/she(they)will observe,consent to,and abide by the conditions and obligations set forth and described I in Paragraphs 1 through 8 below with regard to the Property. Grantor(s)hereby grants(grant), covenants(covenant), and agrees(agree)as follows: 1. Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall retain, uphold, and protect the stormwater management devices, features,pathways, limits,and restrictions,known as flow control best management practices("BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair,the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as E�chibit B. 3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the B;�1Ps. After the 30 days,the Owners shall allow the City of Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the Ciry,the Owners may elect to engage a licensed civil engineer registered in the state of Washington ��ho has expertise in drainage to inspect the BMPs and provide a written report describing their condition. lf the , engineer option is chosen,the Owners shall provide written notice to the City of Renton within fifteen days of receiving the City's notice of inspection. Within 30 days of giving this notice,the Owners,or the engineer on behalf of the Owners, shall provide the engineer's report to the City of Renton. If the report is not provided in a timely manner as specified above,the County may inspect the BMPs without further notice. 4. If the City determines from its inspection, or from an engineer's report provided in accordance with Paragraph 3, that maintenance,repair,restoration, and/or mitigation work is required for the BMPs, � The City shall notify the Owners of the specitic maintenance,repair, restoration, ancL'or mitigation work (Work)required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the Work or providing an engineer's report that verifies completion of the VJork. After the deadline has passed,the Owners shall allow the City access to re-inspect the BMPs unless an engineer's report has been provided verifying completion of the Work. If the work is not completed properly within the time frame set by the City,the City-may initiate an enforcement action. Failure to properly maintain the BMPs is a violation of RMC 4-6-030 and may subject the Owners to enforcement under the RMC 1-3, including fines and penalties. 5. Apart from performing routine landscape maintenance,the O��ners are hereby required to obtain written approval from the City or Renton before performing any alterations or modifications to the BMPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant shall be effective upon personal delivery to the other party,or after three(3) days from the date that the notice or approval is mailed with delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Propert}�, and it shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s),and Grantor's(s')successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City of Renton that is recorded by King County in its real property records. IN WITNESS WHEREOF,this Declaration of Covenant for the Maintenance and Inspection of Flow Control BMPs is executed this day of , 20 , GRANTOR, owner of the Property GRANTOR, owner of the Property '� STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: I ,to me known to be the individual(s)described in I and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 20 ', Printed name Notary Public in and for the State of Washington, residing at My appointment expires EXHIBIT A - FLOW CpNTROL BMP SITE PLAN PERMIT#U14005633 � � `�� ' �� ' � ., I rrr�tcrwanoN ' � TRENCH 27.0 8D.00' F 64.00' 61.0 y` --- LOT 1 � ' �� 8,223 SQ FT �� 0.19 ACRES � LOT 1 6,578 SQ F1' , 0.15 ACR'ES ^ LOT 3 I � � 6�270 SQ FT �°, ., � � ~ 0.14 ACRES d _ _ , � � I .o - � � � �' I� ^ � i •0 ' 80. , --- ��:�� : � ,� i \`i- PERVIOUS lNFILTRATION � _; j�- ASPHALT TRENCH ', � + �.,_,a. I - --�- - -_. -_ --- -_ i1� � ------ - I % � fl I � . 40 20 0 40 �� SCALE: 1"= 4�' i � PARCEL NUMBER: 334210-3165 SITE ADDRFSS: 1316 N:ATH ST, RFN7C)N, WA ' • • OWNER/CLIENT� ENGlNEER: WA DEVELOPERS 4L LLC BEYLER CUNSULTING 31811 PACIFIC�Y1NY 5�298 7602 BRIDGEPORT WAY FE'DERAL WAY WA 98003 LAKEiN00t�, WA 98499 TEL: 206-949-9850 TEL: 253-.:t01-4157 EXHIBIT B - OPERATIONS & MAIwTENANCE PERMIT#U 14005633 Your property contains a stormwater management flow control BMP(best management practice) called "permeable pavement,"which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your propertv. Permeable pavements reduce the amount of rainfall that:becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sand bed,where it can be infiltrated into the ground. The type(s)of permeable pavement used on your property is: ❑ porous c:oncrete, � porous as��haltic concrete, ❑ permeable pavers, ❑ modular grid pavement. The area covered by permeable pavement as depided by the flow control BMP site plan and de�ign details must be maintained as permeable pavement and may not be char�ged without written approval either from the King County Water and Land Resources Division or throu�;h a future development permit frorn King County. Permeable pavements must be inspected after one major storm each year to make sure it is working properly. Prolonged ponding or standing water on the pavement surface is a sign that the system is defective and may need to be replaced. If this occurs,contact the pavement installer or the King County Wa�er and Land Resources Division for further ins�ructions.A typical permeable pavement system has a life expectancy of approximately 25-years.To hel��extend the useful life c�f the system,the surface of the permeable pavement should be kept clean and free of leaves, debris, and sediment through regular sweeping or vacuum swee��ing.The owner is respi�nsible for the repair of all ruts, deformation, and/or broken paving units. Pervious paving allows water to infiltrate into laye�s of gravel placed below the paving and then into soil and groundwater below. By infiltrating most of the storm water on-site, the amount of water and pollution flowing into storm sewers and direcily to rivers and streams is greatly reduced. This, in tum, protects water quality, maintains more stable base flows to streams, reduces flood peaks, and reduces stream bank erosion. With infiltration, groundwater is recharged and streams are replenished with cool, clean groundwater in a more natural way. Pervious paving is one component of Low Impact Development (LID). Design Guidelines(or Porous Asphaft with SubsuAaca InHltradon � � RNERJACKS OPEN tNTq �� RECHARGE BED .<�+:��,� ��CLla1.. _ POROUS ASPHAIT PAVEMEN'f f`_�;,��.,- ' �`_ Y . K ,�. . � -. 1.,,. . 1... �, . _. ,. ,. . ,a �.. : 'i `; � -,,r..K� i-(%C , -�'t'�; .'..`_ _ .�'`K.)-C ,t ' 'fi}-c I `` �{� "��. � UNIFORMLY GRAOED � � � " ., '.�.�:;,^ ' � '�� `�'� '" STONE AGGREGATE �� UNCOMPACTED ..�`�.-� yr�-K � -,� � SUBGRADEIS �;� P/�:�, •=. r WITH .;r�• f�..l+'- � ^ ''� "��- a� '�, 40°/.V010 SPACE - �rC "� CRITICAL POR PROPER "�rt�x•�„ Q � ;��.' ?� �,, " INFILTRATf�I '�t . .FOR STORMWATER STORAGE , � ' '-: �'� � z,= ''' AND RECHARGE ' f ' ,.c - "-L . , ..� . . . FILTER PABRIC LINES THE �,, �,�• :�,�., SUBSURFACE BED �r�c. -�— Q � 3 � U I � � O Z w a a Q � BEYLER KENNYDALE VUE POINT SHORT PLAT -._.�� ;�m� �c��.R"� . i ;�.��s �� .�� ._ . ��.��1�1°� �t'�'��P��1�l� �� - WA Developers 4L LLC 31811 Pacific Hwy S #298 Federal Way, WA 98003 Octaber 15, 2014 7oseph A. Parsons Landon C. Beyler, P.E. Beyler Consulting 7602 Bridgeport Way W., Ste 3D Lakewood, WA 98499 253-301-4157 �,k1A It j, i f'�- o W phone: 253-301-4157 0� � � fax: 253-336-3950 �'0�� ' beylerconsulting.com _� x I _r ;602 Bridgeport Way W, Ste 3D �G�� Lakewood, WA 98499 SSI�NAL��f Plan. Desicr. Manage. L ENGINEER�(:; ;i: � LA�dD PL� �.r.�T M1tl�.P14r.. ^iTTr;c ; FF '- :�5�3'-e< ;�j:3f"7 ...,..... �.___ __ Section 1 - Project Overview ........................................................ 3 Section 2 - Erosion Control Specialist ............................................ 3 Section 3 - Existing Site Conditions......................................... ..... 3 Section 4 - Adjacent Areas........................................................... 3 Section 5 - Critical Areas .............................................................4 Section6 - Soils......................................................................... 4 Section 7 - Potential Erosion Problems........................................... 4 Section 8 - Construction Stormwater Pollution Preventic�n Elements... 4 Section 9 - Construction Phasing .................................................. 7 Section 10 - Construc:tion Schedule............................................... 7 Section 11 - Financial/Ownership Res�onsibilities............................ 8 Section 12 - Engineei-ing Calculations............................................ 8 Section 13 -� Conclusion.......... ................. . ................ ........ ........... 8 The Construction Stormwater Pollution Prevention Plan should be kept onsite with a copy of the plans at all time. The objective is to control erosion and prevent sedirnent and other pollutants from leaving the site during the construction of the project. The owner or assigned contractor shall be responsible for maintaining ero��ion contr•ol Best Management Practices during construction. All BMPs shall be inspected, maintained, and repaired as needed to assure cor�tinued performance of their intended function. The owner or contractor shall identify a Certified Erosion and Seciiment Control Lead. This person shall be on-site or on-call at all times. The Erosion Control Lead information shall be inserted into this rep�rt. The CSWPPF' shall be modified, if during inspection or investigations cond�acted by the owner/operator, or the applicable local or state regulatory authority, it is ��etermined that the CSWPPP is ineffective in elimination or significantly minimizing pollutants in stormwater discharges from the site. The CSWPPP shall be modified as necessary to include additional or modified 13MPs designed to correct problems identified. Revisions to thE� SWPPP shall be completed within seven (7) calendar days following the inspection. Construction site operators are required to be covered by a Construction 5tormwater General Permit through the Department of Ecology if they are engaged in clearing, grading, and excavating activities that disturb one or more acr•es and discharge stormwater to surface waters of the state. Sma'ler sites may also require coverage if they are part of a larger common plan of development that will ultimate�ly disturb one acre c�r more. ! I Section 1 - Project Overview The proposed project is a 0.54 acre parcel located in Renton, WA, having an address of :L316 North 34th Street, and a parcel number of 334210-3165. There is an existing j residential structure located on the subject property, which is to be removed in conjunction with this proposal. The current zoning of the parcel is R8 (Residential 8) indicating a I maximum density of 8 dwelling units per acre. The project proposes to short piat a portion ��, of the parc�l into 3 lots, ranging from 6,270 to 8,223 square feet in size, and having a proposed density of 7.614 du/acre. The remaininc� area will be dedic�ated to the City of Renton for public right-of-way use. The short plat proposal includes providing 3 lots for single family resid��nces, right of way , dedication, frontage improvements, together with a shared use drivew�y within an access and utility easement, and assoc:iated utilities. The proposed houses will be permitted at a future date. The property is adjacent to an existing split road, limited access right of way/access easement, c:urrently serving a total of 5 properties to the north of North 34th Street. It has been requested in the pre-application memorandum, dated February 20, 2014, and subsequent communications with City staff to provide improvements along the limited access right of way/access easEment, resulting in the dedication of the westerly 27' of the subject property as right of way. The site is currently accessed near the southwest corner of the subject property. The proposed ar.cess will remain generally in the same location. The access way will be a 20' paved sharE�d-use driveway within an access and utility easement. Section 2 — Erosion Control Specialist An erosion ��ontrol specialist is not required for the size and scope of this residential single family project. It will be responsible of the owner and/or the contractor to regularly inspect and maintain the proposed erasion control BMPs, and will take additional measures, as necessary, to respond to changing site conditions. Should it become necessary the engineer will be made available to provide recommendations for additional erosion control measures to the site. Section 3 — Existing Site Conditions The site's t�pography suggests that stormwater runoff from the site is divided and sheets flows to the southeast and to tP�e southwest. The westerly portion of the site drains to the southwest into the public right of way and is conveyed along a wedge curb on the westerly edge of pavement towards the south. The easterl�i portion of the site sheet Flows to the southeast. According to the geotechnical report, the topsoil is approximately 1 foot thick. It is likely that with the thick topsoil cover together with the ex.isting site vegetation, most stormwater is �bsorbed into the soil with very little turning into runoff. � ,. _ ,� - r BEYLER Section 4 - Adjacent Areas All surroun��ing adjacent properties are improved with single family residences. The proposed project is keeping consistent with neighboring land use characteristics. Section 5 — Critical Areas Evaluation ��f King County's im;�p, and the City of Renton's online GIS mapping site, the project site does not contain any critical areas. S��e appendix A of the prepared TIR for review of the Sensitive Areas Me�p. Section 6 - Soils The USDA Natural Resource Conservation Service (�JRCS) Web Soil Survey for King County maps the sails in the area of the site as Alderwood gravelly sandy loam (Ag0) and Indianola loamy fine sand (Inc). The Alderwood soils are derived from glacial till that form on 15 to 30 percent slo��es and are listed as having a "moderate" erosion hazard. The Indianola soils form on 4 to 15 percent slopes and are listed as having a "slight to moderate" erosion hazard. ThE� near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. Section 7 — Potential Erosion Problems Due to exist:ing slopes and ground cover and that site is currently stabiliz��d, a silt fence during cons�ruction anticipated to provide adequate erosion control protection of adjacent properties. Extra caution should be taken on and around the area of the pervious asphalt. Minimize constructior� traffic on subgrade for the pervious asphalt driveway. Mudd�� construction equipment ��hould not be alloweci on the base material or pavements. Sediment iaden runoff should be directed away from the base course and p�vement. During construction of the lot inf�iltration trenches, avoid leaving in�ltration trenches exposed during construction to avoid fine sediment contamination of the gravel system trench. Section 8 - Construction Stormwater Pollution Prevention Elements Element 1: Mark Clearing Limits The cleariny limits shall be marked per the approved plans. Prior to beginning land disturbing activities, including cl��aring and grading, all clearing limits shall be clearly marked. Sillt fence will be placed on downstream prc►perty boundaries as indicated on the project plans. E/ement 2: Establish Construction Access , It is anticipated that one construction entrance will be established on this project site. With � the use of this construction entn�nce vehicle access to and from the site is expected to track only minor amounts of dirt and other sediment onto the street. All sediment that is tracked onto the roadway due to construction activities will be cleaned at the end of each working day. Should sediment tracked onto the street become excessive, operations will cease until the tracked material has been removed by street sweeping and the pads have been ' refurbished. � BEYI_ER ' Element 3: Controi Flow Rates Due to the size of the site and relatively minor slopes in and around the area of disturbance, existing and/or proposed check dams and interceptor ditches will not be necessary to control flow rates. The permanent stormwater system will be installed arid connected to building downspouts early on in the project to control flow of runoff. E/ement 4: Install Sediment (:ontrols The SWPPP plan for this project specifies the use of various erosion/sediment control measures: construction entrance and siltation fence as necessary. These facilities shall be inspected weekly at the end of the work week and subsequent to each storm event. Sediment accumulation in excess of design limits shall be removed from the facilities upon identification of the condition and prior to a forecasted storm event. The construction superintendent, or owner, shall be responsible for th�se actions and shall be responsible for maintenanc� of the erosion and sediment control facilities. Site demolitic�n and/or grading shall not oa�ur on the site until ��fter the silt fences have been installed. Element 5: Stabilize Soils The following constraints apply. From October 1 through April 30, no soils shall remain expased and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition will apply to all soils on site, whethe�r at final grade or nc�t. The areas outside of the roadway will be stabilized with mulch, grass planting ar other approved erosion control treatment during the construction phase. E/ement 6: Protect Slopes The work to be performed along the westerly portion of the project site is along an existing slope. Extra care is to be provided not to disturb thF existing vegetation on the slnped area with exception of the top thereof, where the proposed retaining wall is to be installed. Straw wattles are to be installed as needed along the limits of excavation on the downslope side, to mitigate any potential erosion concerns. The contractor is to car•efully grade the site to slope� away from this steFp slope area, to allow for drainage to maintain the existing flow path down the improved ro�dway. Clearing limits are to be establistied and silt fence provided to protect the existing sloped area during construction. Other areas of slopes during cons�:ruction will likely ex;st due to excavation of pipe trenches and other soil stockpiling. These slopes shall t�e minimized as mucn as possible by backfilling trenches at the end of e�ach working day ancl covering slopes that remain exposed and unworked as mentioned under Element 5. Element 7: Protect Drain Inlets There are no open inlets propost�d in conjunction wit� this project, or existing within the project viciriity. Element 8: Stabilize Channel�; and Outlets There are no channels either existing or proposed nor are tf�ere any existing or prop��sed outlets to channels. E/ement 9: Control Poliutants Control of pollutants are the responsibi ity of the construction superintendent. I�'aintenance ', and repair af heavy equipment and vehicles involving oil changes, hydraulic system drain ' down, solvent and de-greasing c:leaning operations, fuel tank drain down and removal, and � � other activities that may result i�� discharge or spillage of pollutants to th�=_ ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces will be cleaned immediately f��llowing any discharye or spill incident. The superintendent will be expe�-ted to use his best judgment in addressing any and all conditions that are potentially d��maging to the environment. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. All pollutants, including waste materials and demolition debris that occur on-site during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. Cover, containment, and protection from ��andalism shall be provided for• all chemicals, liquid products, petroleurr� products, and non-inert wastes present on i:he site. The contractor shall provide a ce�ntralized area for the storage, maintenance, and refueling of construction equipment and f��r washing of concrete truck drums. All runoff from the area shall b�� intercepted by a tr��nch around the downslope side of the ar�ea and detained until it can be removed by a 'Vactor` truck and properly disqoseci of in an approveci facility. E/ement 10: Control De-Waterin No requirement for de-watering is G-� _,N t�_�, ,�i�..r ��r, :, _, `..� �:��;, "� � _�,�� be discharged into a closed conveyance system for discharge from the site. Highly turbid or otherwise cc�ntaminated dewatering water, such as fr-om cor�struction eq�ipment operation will be handled separately from �tormwater. Element 1:!: Maintain BMPs All temporary and permanent erosion a�c sed�ment c:ontrol 3MPs shall be maint�3ined and repaired as needed to assure continued performance of their interrded function. Ail maintenance and repair will be conducted in accorda�ce with standard procedures for �he Bh'Ps. Se�i��ent control E3M�s will be �nspecte�; �vee�;ly or al�ter a r��_inoff-producing storrn event during the dry season and daily during the wet season. All temporary erosion and sediment control BMPs wil� be removed within 30 days after 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 areas resulting from removal of BMPs or vegetation will be permanently stabilized with mulch, grass pl,3nting or other approved erosion control treatment. Element 12: Manage the Proj�ct Site construction will be performed afte�r the erosion and sediment control measures have been constructed. From October 1 through ,April 3C, dearinq, yrading, �jnd other soil distur�ing activities shall only be perrnitted if the transport of sediment from the construction site t:o receiving waters will be prevented through a combination of favorable site and weather conditions, limitations on extent of activity, and proposed erosion and sediment control measures. The Contractor and/or owner should stop the permitted activity if sediment leaves the construction site causing a violation of the surface water quality standard or if e-osion and sedirnent ccntrol measures are not adequately maintained, � BEYL_ER Trenches will be opened only immediately prior to construction and the trenches wiil be backfilled immediately after any required testing or i:�spections of the installed improvements. Trenching spoils will be treated as ot:her disturbed earthvrork and measures will be taken to cover or otherwise stabilize the material, as required. All BMPs shall be inspected, maintained, and repairecj as needed to assure continued performance of their intended function. Section 9 — Construction Phasing The recommended construction sequence will include these steps in this order, but some portions of the steps may be performed out of sequence as conditions require. The Construction Sequence is as follows: 1. Pre-construction meer,ing with the City of IRenton. 2. Post sign with name and phone number of� esc supervisor (may be consolidated with the required notice of construction sign). 3. Flag or fence clearing limits. 4. Install catch basin protection if required. 5. Grade and install construction entrance(s). 6. Install perimeter protection (silt fence, brush barrier, etc.). 7. C:onstruct sediment ponds and traps. 8. Grade and stabilize construction roads. 9. C:onstruct surface water controls (interceptor dikes, pipe slope drains, etc.) Simultaneously with clearing and grading for praject development. 10. Mtaintain erosion cont�rol measures in accordance with appendix d of the surface w�ater design manual and manufacturer's r-ecommendations. 11. R.elocate erosion control measures or inst�ll new measures so that as site conditions change thE� erosion and sediment control is always in accordance with tl�e city's erosion and sediment control stundards. 12. C:over all areas that will be unworked for rnore than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivalent. 13. Stabilize all areas that reach final grade within seven days. 14, Seed or sod any areas to remain unworked for more than 30 days. 15. l,�pon completion of the project, all disturbed areas must be stabilized and bmps r��moved if appropriate. Contractor to make connections to existing facilities ��nly after proposed :;torm and sewer systems have been inspected and accepted of by the City of Renton. All :storm drainage facilities shall be protected in pl��ce from constructior� activity via brightly flagged stakes or, if necessary, temporary construc:tion fencing. Section 1i� — Construction Schedule The ?roject is intended to begin construction within the year. Special con:�ideration is required for source control during the wet season pe��iod, which may include phased construction, materials available for immediate stabilization of denuded areas and diligent revie�w of sii:e for not�d erosion c:oncerns. � _ ' BEYLER Section li — Financial/Ownership Responsibilities The property owner will be responsible for bonds and other required securities for this project. Section 1:2 — Engineering (;alculations No calculati��ns were required during the construction of this SWPPP plan. Section 1:3 — Conclusion Erosion control procedures as dE:scribed in this repor: and illustrated on tlie design plans, if properly implemented, should mitigate anticipated er•osion effects from the development of this project. The success of erosion control rrieasures is usually re�lated to the Contracr.or's attention to maintenance of such measures. However, in some instances, even with proper attention being paid to erosion control, measures such as those shown on the plan�� are unable to prevent the discharge of turbid �aater to the city storm system. In this event, secondary measures may be required. These additional BMPs are provided in Appendix D of the 2009 King County Surface Water Desi��n Manual (KCSWDM). � APPENDIX G - OPERATH�N AIVD MA/NTl=NANCE PLAN ' � BEYL � R ; KENNYDALE VUE POINT SHORT PLAT ' WA Developers 4L LLC 31811 Pacific Hwy 5 #298 Federal Way, WA 98003 April 3, 2015 REVLSED May 12, �015 ]oseph A. Parsons Landon C. Beyler, N.E. Beyler Consulting 7602 Bridgeport Way W., Ste 3D Lakewood, WA 98499 253-301-4157 �,�iARL � w phone: 253-301-4157 � � � fax: 253-336-3950 �'Q ,� heylerconsulting.com � �� y �� .r 7602 Bridgeport Way W, Ste 3D �� Lakewood, WA 98499 G � s`t�`ONAL� Plan I�esi��:� Manage. ' iL EfuCiINEERTrJG ; ;:��i�:SUR+rtYil°!G � LAI.D�LAidivit.� I ,FrT+�ANAt;Fn�cn,� . �r.i�T FxpFf?ITiy,'' ! cFecrp.- �:�:> .��'� � r. � �£ -,� � _ . .�.�. � `� . ...�, .�<:. �.,,,..,.,_ .. �,. , INT120DUCTION.......................................................................... 3 I What is Stormv�rater Runoff?................................................. 3 What is a Storrn Drain System and how does it work?.............. 3 What does Stor-mwater Runoff have to do with Water Quality? .. 3 Your Stormwater Facility...................................................... 3 Who is Responsible for Maintaining Stormwater Facilities? ........ 7 How to Use the Stormwater Facility Maintenance Guide............ 8 Included in This Guide......................................................... 8 A Regional Approach to Stormwater Management ................... 8 YOI,�R STORMWATER FACILITIES................................................... 8 FACILITY KEY ............................................................................. 8 SITE PLAN ......................................Error! Bookma�k nat defined. MAINTENANCE CHECKLISTS....................................................... 10 RESOURCE LISTING .................................................................. 11 GLOSSARY............................................................................... 13 � ,: =- � , , BEYLER IN'�RODUCTION Wl�at is Stormwat�er Runoff? When urban and subur�an development covers the land with buildings, streets and p�arking lots, much of the native topsoil, duff, trees, shrubs and grass are� replaced by asphalt and concrete. Rainfall that �Nould have soaked directly into the grour►d instead stays on the surface as stormwater runoff making its way into storm drains (i�cluding man-made pipes, ditches, or swale netwoi�ks), stormwater ponds, surface and groundwater, and eventually to Puget Sound. What is a Storm D�rain System and how does it w►ork? The storm drain system for most developments includes measurF�s to carry, store, cleranse, anc�release the stormwater. Components work together to reduce the impacts of development on the environment. Impacts can include flooding which results in property darnage and blocked emergency routes, ero:�ion which can cause damage to salmon spawning habitat, and pollution which harm�c fish and/or drinking water supplies. The� storm drain system provides a safe method to carry stormwater to the treatment: and storage area. Swales and ponds filter pollutants from the storm�vater by physically s�ttling out particies, chemicaNy binding pollutants t�o pond sediments, and biologically converting pollutants to less harmful compounds. Ponds also store treated water, releasing it gradually to z� nearby stream or tc� groundwater. Wlyat does Storm�vater Runoff have to do with IMater Qua/ity? Stormwater runoff must: be treated because it carries litter, oil, gasoline, fertilizers, pesticides, pet wastes, �ediments, and anything else that can float, dissolve or be swept along by moving water. Left untreated, polluted stormwater can reach nearby waterways whE�re it can harm and e�ven kill aquatic life. It can also pollute groundwater t� the extent that it requires treatment before it is suitable for drinking. Nationally, stormwater is recugnized as a major t!hreat ta water quality. Remember to kee�p everything out of stormwater systems except the rainwater they are designed to aollect. Your Stormwater Facility Infiltratian Trenches: Your property contains a stormwater management flow control BMP (best management practice) called "full infiltration," which was installed to mitigate the stormwater quantity and quality impacts of some or all af the imK�ervious surfaces on your property. Full infiltration is a method of soaking runoff frorn impervious area (such as paved areas �nd rooFs) into the ground. l:f properly installed and maintained, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices, sur_h as gravel filled trenches, diywells, and ground surface depressions, facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak I mo:�t of it into the ground. To be successful, the soil condition around the infiltration device , must be reliably able to soak water into the ground for a reasonable number of years. ' The� infiltration devices used on your property include the following as indicated on the flow control BMP site plan: �I gravel filled trenches, ❑ drywells, ❑ ground surFace depressions. � :$ '�. ' BEYLER ' �� il The� size, placement, and composition of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written �� approval from the City c�f Renton ' Infiltration devices must be inspected annually and after major storm events to identwfy and repair any physical defects. Maintenance and operation of the sy:�tem should focus on I ensuring the system's viability by preventin� sediment-laden flovvs from entering the 'i device. Excessive sedimentation will result in a plugged or non-functioning facility. If the � infiltration device has a catch basin, sediment accumulation mus�: be removed on a yearly �,, basis or more frequently if necessary. Prolonged ponding around or atop a device may ' indicate a plugged facility. If the device becomes plugged, it must be replaced. Keepi�g the areas that drain to infiltration devices well swept and clean will enhance the longevity of , these devices. For roofs, frequent cleaning of gutters will reduce sediment loads to these I devices. �, Pervious Pavement: ' Your property contains a stormwater management flow control BMP (best management practice) called "permeable pavement," whic:h was installed to minimize the stormwater quz�ntity and quality impacts of some or all c�f the paved surfaces on your property. �, Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water I to sceep through the pavement into a free-draining gravel or sancl bed, where it can be in�ltrated into the ground. The type(s) of permeable pavement used on your property is: ❑ porous concrete, � porous I asphaltic concrete, o pe�rmeable pavers, ❑ modular grid pavement. I � The area covered by pe�-meable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without , written approval from the City of Renton Permeable pavements must be inspected aRer one major storm each year to make sure it is ' working properfy. Prolonged ponding or standing water on the p�vement surface is a sign that the system is defective and may need t�o be replaced. If this occurs, contact the pavement installer or the City of Renton. A typical permeable pavement system has a life expectancy of approximately 25-years. To help extend the useful life of the system, the� surface of the perrr�eable pavement should be ke�t clean and free of leaves, debris, and sediment through regular sweeping or vacuum sweeping. The owner is responsible for the repair of all ruts, deformation, and/or brol<en paving units. 3 f �a;;_ 4 r is �� -��: �� BEYLER c.z� r-�r,[,nvrti�nta�nox FIGURE C.2.2.A TYPICAL TRENCH INFILTRATIOIV Sl'STEM �roof � drain PLAN VIEW NTS —a"rigid or B"flexiWe perforated pipe .•-••-•----�-•-----------------•---•--•-----i�•-- v /�� %/ •'-'••.................................•---... • �.. infiRratan trench ---sump wlsolid!id PLAN VIEW roo� NTS � overflow_ _4"rigid Or 6"flexible Splash bipCk � \ � ` i p2A0rated pipe ____ � i �%:%;l 6. i✓i;�i;: %., 'i`l�iN y�i.�i �i� �. �— .............:............•--..._............_._. / •. 6"� �_ __ V _ ' +, „ �a, � „ -r7'min 5.0'mi# washa4 rock 12", -- 1 1/2'3J4, - _ '� +1'min , , , . <. .. , . � ., , . . -� i---- •........ ._..... - <• , . _.....__. .......:.....•---•----. , .�. , fine mesh - CB sump wlsolid I�d �---------vanes--------- A tace�raw� 1-- �. _ ___. ___ppmpacted backtill � B--� 1 Y , � -� 4"ricid Or 6"flexi�le , ��----- — � �l perterated pipe � 2�^ , \� ! c� ,. �'2. f�o ;� __ washedrock 6 0 � _ _ - , ,rx'-�a� � t' ° � �_yC � ` ° %j�j�\�yi`�j�\�jjj . �/�.�/,.�,� �—_—24^_—'�,. SECTION A -- — NTS 2009 Surface Wata Design:Llanua!-Appmd�z C 1/9/2009 G45 Pc:a- S �f 1� k�� . - _ � _ BEYLER \ � : fI, � _...�f:��a�1�.:�;`. � � .��.yi�l��.. L.:l.,�.T'aA _ � `�� , � �`�.�,-,., .•,,�'��:•�•`" PIrE ALLOwANCEi �: y:� � :: .�.-;�"'- — —� , '�u�owM rw�u�w� i i�ui fRJIMt ANY VANm ORAT! eMM�T� Re►Foiec�oa �r � PJUN CCNCItETE i. L . �� ' A1.6ETAL PIPE 1T �. i `-• ".• ,� ,. b� : � 1!c-` .':!,ti •.:�, � -. crsaP+ tz � : � ' � �.� . (aro.e�a aaew► I .. ' . . d. '.� �'�?c'' '� �'��•,% ;��-_� saio wk�w�c tr / '� � " �aro sv�c.aos.�s��g �� ` � � — .\ �f j' .. r� �wewxiwc � sa� e�o��r t�.svEa s.os.�a�xx� �,.�' ,_t •caRauc��o no�rEr►tn� )� aTowM sEwFx� _x�i�� OME p 811R MOOP FOR 9'1EIpfT TWt7 p 6AR NOOP6 FOR 1T IEJOIIT aecT�wauuue nn.wsnre,rr aocrw« � . �� .. \� ,. •.J�"``<.. ej NOTla � �� ' ? � ' 1. As ao�sptabN aRamativss b ihs nb�r thovm in tl�e PRE��AST BA8E l�yp�� ,.. `�.,` ., . ;�:;_� �':` . � 3ECnON,lbero(pboed scooro b tM SlaWard 1nD Sped�Cauone).or ��` � �.` ��/' - 1, wlre ma�h 1wvYig e rNNmum area of 0.12 squara Inches�er faot thal ' ; `'�. -'��: be usaJ wAh V»rnlNmum�qutW ia�r M�own In tlw AITERNA7IVE �• •, --�, ,• ' j�� PRECAST BASE EEGTION. WFs mesh ehap nd be piec�in the '� knodwu4s. :s eut�cr�ca�R--' ��'` � =� : /�.,,, Z. The Ia�odoout dlarneee•ih�l not be y�ealer l�an 20". Knoclau��ha� � � have a v�mli thidir�sas of 2'miMmum 1p 2.3'rr�inirn. Prt�rkis a 1.�' �m %�•-.\� %' & �. mlNmum gap belween the lawd�out wa1 r�d the aAside ot the plpe. xi aat�snfl-�_,," • � X' t- A}Wr Yw ppe Y Ira1a Wd�1�!w gep Wlh ptrt matar in xmrdanoa �� 9.y:,� wtth Sienttard Specfbafon 9�04.3. *�,, 3. Tho maxYntm dapC�6om Ihe flnbF�ed prade b ttle bweet p4e Nwe�t - ."•�-�:'* �twl ba b'. � . ►J BAR F�1CM WAY �`'� ' ;. TTIB�fBfIM 911�ylsf8 RIUB1�N�IiO WIMI QN Iw11QB d01M. �RlGAR dAtE KCTION 5. The Piecast Base Secron be sbped at a rale oF 1:24�rounded 1bor.and the weUk msy 6. Tf+e apenhp afwN be mapu�ed�t the top of�e preoart Dase aeatlon 7. M Pfc�auP hoNs ehaR bs yioiAed fu1 al�x ths bsen hee bxen pfsced. ; ., ``-:�:;., 8. M�ade rtgs and ca�rgs M�dl bo�et in morter In acoadenca w�h �_� �:,�` /-,.:� shnd.rd Sp.dfk�uon 9-0a.a. � �` ` r�i. �� , � . � � •f�itF•AC11 �OONliR __.-",�'�� j � I \L_ � -�.: . �� . l } p8ARf100P--"� � �: y' � � `: ._ Y�:�.I�. $EE qplE 1 ALT'iRi1�T1YE r11iCAlT Y�i��C'PION ♦ � • I�Uh31.:C V4pKK5 ' CATCH BA81N TYP@ 1 �. p� — �.� ur:��a►z._»r:ti�r i �iakcr ��a� � s �� K, , _ �' .. BEYLER Pervious paving allows water to infiltrate into layers of gravel placed below the paving and then into soil and groundwater below. By infiltrating most of the storm water on-site, the amount of water and pollution flowing into storm sewers and directly to rivers and streams is greatly reduced. This, in turn, protects water quality, maintains more stable base flows to streams, reduces flood peaks, and reduces stream bank erosion.With infiltration, groundwater is recharged and streams are replenished with cool, clean groundwater in a more natural way. Pervious paving is one component of Low Impact Development (LID). Design Guidelines for Porous Asphalt with SubsuriacQ InflltroUon RNERJACKS OPEN INTO RECHARGEBED ;c',.,�.'� �"} "{L1�;..` _ POROUS ASPHALT PAVEMEN7" �'-.� ,,:.`" " Z� �Y,�Y - X�' .c, " � '' . ��' .. - , .� �' �•{�x� % j {� M� ` '{. C •. _ � �., ��N^� ��'�-� •� �� . � UNIFORMLY GRADED � �;,, UNCOMPACTEO r'�-^ •{.."R•, � '1 `r STONE AGGREGATE -�:�. ,,; SUBGRADE IS ,r.�:r:'p�-�,3":rn•";,��- WITH �,•_ �'�. CRRICAL FOR PROPER `^ �F �^' J'� '�' 40°b VOID SPACE - �,C-�; .. _ INFILTRATION �� y"�i.FOR STQRMWATER STORAGE �'_:.-�� Y� '�'��:1� • AND RECH.4RGE Y ''' �� _ �'r .:� , - . . _ �`` - , FILTER fABRIC LINES THE � 1�`U:I A�=YLU�`�� SUBSURfACE BED �/'._ ' 3 �' 7 1) BEYLER WJ�o is Responsible for Maintaining Stormwater .Facilities? All :stormwater facilities require maintenance�. Regular maintenance ensures proper functioning and preserv��s visual appeal. This Stormwater Facility Maintenance Guide was designed to explain how� stormwater facilitie:> work and provide user-friendly, straightforward guidance on facility maintenance. You are responsible for regularly maintaining the storm facilities. Haw to Use the Stormwater Faci/vty MaintenancE� Guide This Maintenance Guide includes a Site Plan specific to your development and a Facility Key ; that identifies the private stormwater faciliti��s you are responsible for maintaining. A I '�Quick List" of maintenance activities has also been included to help you identify the more routine needs of your facility. In�luded in This Guide ■ Comprehensive Maintenance Checklists that provide specific details on required maintenance ■ Pollution Pre�vention Tips that list ways to prot��ct water quality and keep storm drain systems functioning smoothly ■ Resources to provide more information and technical assistance A l2egional Appro�ich to Stormwater Management It is important to educa�:e and involve area residents in water quality issues and storrnwater management. Stormw��ter runoff is a widespread cause of water quality impairment and stream degradation. The jurisdictions should work together with residents, businesses, community groups and schools to address this problem, This guide focuses on providing information in ways tha�t you can reduce stormwater impacts thr��ugh pollution prevention and proper facility maintenance. YOUR STORMWATER fACILITIES This section consists of�two parts that are to be used together: tlie Facility Key and the Sit�e Plan. Review the :site plan and identify the numbers denoting a feature of the system. Then check the facility N;ey for the feature type and checklist name. FACILITY KEY The� stormwater facility in your neighborhooci is comprised of the following elements: Type of Feature &Checklist Name Location on Site Plan Infiltration Trench 1 Pervious Pavement 2 � � BEYLER � �--- -��„�,� 1� �� FERVI�US- -(HRLTRAT/CN CONCRETE / TRfNCH i z�.0 80.nn' � ;sa.om LOT 1 '� er.nr � ' 8,223 SQ fT r 0.19 ACRES LOT 2 � ; , 6,578 SQ FT 0.15 ACRES � LOT 3 ry a 6,270 SQ FT� � � � 0.14 ACRES � � . � i � � -- ----- � n • ao. �` ' i� �' PERV10U5 IHFILTRATIOM ' AS�T T�� 1 I � _ ... . i f I � 40 2D 0 40 -- - i � SCALE 'I"=40' i I FARCEL NUMBfR: 33y220-3I65 SITE ADORE55: 13I6 N 3�fTN 5T, REN7UN, WA I ' � • I J'::�JE�.�CLIENTr ElvG1N8ErZ: WA;JEVELOPERS 4L LLC 6EYLFR CONSUL77NG 31811 PACIfIC NWY 5 x 298 7602 BRIJGEAORT WAY FED ERAL WAY WA 98003 LAKEWOOD, 6YA 93499 TEL:206-949-9850 TEL:253-301-4157 � � g . 15 ,�._: ,: .-. P_;:,:.- BEYLER MAINTENANCE CHECICLISTS The� Maintenance Check ists in this packet are for your use when inspecting the stormwater facilities on your property. This packet has heen customized so that only the checklists for yo�r facilities are included. If you feel you are missing a checklist, or you have additional facilities not identified or addressed in this packet, please contac� your local jurisdicti�m. The checklists are in tabular format for ease of use. Each descrit�es the area to inspect, inspection frequency, what to look for, and what adion to take. A log sheet is included toward the end of the chapter to help you track maintenance of your storm drainage system. Although it is not intended for the maintenance survey to involve anything too difficult or strenuous, there are a few tools that will make the job easier and safer including: ■ Gloves ■ Flashlight ■ Shovel A rPsource list is included in the next chapter. Here you will find the phone numbers of the agencies referred to in the tables, as well as the contractors and consultants who designed and constructed your facilities. SAFETY WARNING: In keeping with OSHA, regulations, you shc�uld never stick your head or any part of your body into a manhole or uther type of confined space, When looking into a rr�anhole or catch basin, stand above it and use the flashlight to help you see. Use a long pole or broom handte ta check sediment depths in confined spaces. NO PART OF YO(IR BODY SHOULD BREAK THE PLANE OF THE OPEN HOLE. � . �� , � BEYLER RE;SOURCE LISTING The stormwater system is a private system and is the responsibi�ity of the homeowner. If yo� suspect a problem E�xists, please contac+: a professional first for technical assistance. Sec:ond, cali your local jurisdiction at one of the numbers below z�nd ask for technical assistance. Contact Numbers: City of Renton Public Works Department (425) 430-6400 Deweloper Information: WA Developers 4L LLC 31811 Pacific Hwy S, #298 Federal Way, WA 98003 Engineer's Infarmatic�n: BEYLER CONSULTING, LI.0 (253) 301-4157 7602 Bridgeport Way W., Ste 3D Lakewood, WA 98499 � BEYLER LO� SHEET Use log sheets to track �maintenance checks and what items, if any, are repaired or altered. The completed sheets will serve as a record of maintenance activity and will provide valuable information about how your facilities are operating. Log sheets should be kept in a dry, readily accessible place. INSPECTION DaTE: PERFORMED BY: P1-10NE NUMBER: ADDRE55: PGSITION ON CITY, ST, HC►A: 2IP: � • � • • . . • ; . • � II i ' i � � i I � � t:> � . 1 . .-. � ._. ... BEYLER GLOSSARY BE>T MANAGEMENT PRACTICE (BMPZ- Stru�tures, conservation practices, or regulations that improve quality of runoff or reduce the impact of development on the quantity of runoff. BIC►FILTER (SWALE� - A wider and flatter ve��etated version of a ditch over which runoff flows at uniform depth and velocity. Biofilters perform best when vegetation has a thick ma�t of roots, leaves, and stems at the soil iriterface (such as grass). BIC�FILTRATION - The process through which pollutant concentrations in runoff are reduced by �`iltering runoff through vegetation. BUFFER - The zone that protects aquatic resources by providing protection of slope st:ability, attE�nuation of runofF, and reduction of landslide hazards. An int�:gral part of a stream or wetland ecosystem, it provides shading, input of organic debris, snd coarse sediments to stre�ams. It also allows room for variation in stream or wetland t,oundaries, habitat fc�r wilcilife, and protection from harmful intrusion. �A1�CH BASIN - An inlet for stormwater set into the ground, usu�illy rectangular and rnade of c:oncrete, and capped with a grate that allows stormwater to enter. �ECK DAM - A dam (e.g., rock, earthen, log) used in channels i_o reduce water velocities, promote sediment deposition, and/or enhanr_e infiltration. COMPOST STORMWATER FILTER - A treatment facility that removes sediment and pollutants from stormwater by percolating water through a layer of specially prepared bigleaf maple compost. C�( NSTRUCTED WETLAND - A wet pond with dead storage at varied depths and plant�d with wetland plants to enhance its treatment cap�abilities, CONTROL 5TRUCTURE (FLOW RESTRICTOR) - A manhole and/or pipe structure with �� flow- regulating or metering cievice such as a weir or plates with small holes known as orifices. Thia structure controls the rate at which water leaves the pond. COIVVEYANCE - A mechanism or device for transporting water inc.luding pipes, channels (natural and man-made), culverts, gutters, manholes, etc. CR]TICAL AREA - Areas such as wetlands, streams, steep slopes, etc. as defined by ordinance or resolution by the jurisdiction. A►so knawn as "environmentally sensitive areas." C�JI_VERT - A conveyance device (e.g., concrete box, pipe) that conveys water from a ditch, sw�ile, or stream under (usually across) a roadway or embankme�nt. DEAD STORAGE - The volume of storage in a pond below the out:let that does not drain after a si:orm event. This storage area provides treatment of the stormwater by allowing sediments to settle out. DE�ENTION FACILITI' - A facility (e.g., pond, vault, pipe) in which surface and storm water II� is temporarily stored. D��ENTION POND - A detention facility in the form of an open pond. DISPERSIC}N TRENCH - An open-top trench I=illed with riprap or gravel that takes the discharge from a pond, spreads it out, and spills (bubbles} the flc�w out along its entire length. Dispersion trenr_hes are used to simulate "sheet flow" of stormwater from an area, and are often used to protect sensitive adjac:ent areas, such as �retlands. �¢ r..;yt- 13 . 15 K<�, ,��Ja;e V�,��,c• `':��ntF BEYLER DRaINAGE SYSTEM - The combination of Best Management Practices (BMPs), conveyances, treatment, retention, detention, and outfall features or structures on a project. DR��P STRUCTURE - A structure for droppinq water to a lower elevation and/or dissip,ating enErgy. A drop may be vertical or inclined. DR`r POND - A detention facility that drains c:ompletely after a stc�rm. This type of pond has a pipe outtet at the bottom. EASEMENT- A right afforded a person to make limited use of anc�ther's real property, Typical easements are for pipes or access to ponds, and may be 15 to 20 feet wide. EMrRGENCY OVERFLOW OR SPILLWAY - An area on the top edge of the pond that is slightly lower in elevation than areas around it. This area is normally lined with riprap. The em��rgency overflow is used only if the prim�3ry and secondary outlets of the pond fail, in the event of extreme storm�, or if the infiltration capability of the pond becomes significantly dirr�inished. If the emergency overFlow ever comes into play, it may indicate the pond needs to be upgraded. ENERGY DISSIPATER - ,4 rock pad at an outlet designed to slow the velocity, spread c�ut the water leaving the pipe ar channel, and reduce the potential for ei-osion. FREEBOARD - The vertical distance between the design high wat�r mark and the elevation of the top of the pond. Most ponds have ona_ to two feet of freeboard to prevent them from overflowing. INFILTRATION - The so��king of water throuc�h the soil surface int:o the ground (percolation). (Me�ny ponds are designed to fully infiltrate stormwater, and thu�� do not have a regularly used discharge pipe.) INFILTRATION FACILITr�or STRUCTURE) - A facility (pond or trench) that retains and ' percolates stormwater imto the ground, having no discharge (to any surface water) under normal operating conditions. JUNCTION - Point where two or rnore drainage pipes or channels converge (e.g., a manhole). JURISDICTION - Olympia, Lacey, Tumwater, or Thurston County (as applicable). ''� LINED POND or CONVEI'ANCE - A facility, th�e bottom and sides of which have been made I imK�ervious (using, for example, a plastic liner or clay/silt soil layer) to the transmission of liquids. LIVE STORAGE - The volume of storage in a pond above the outlet that drains after a storm event. This storage area provides flood control and habitat protection for nearby streams. MANHOLE - A larger version of a catch basin, often round, with a solid lid. Manholes allow access to underground stormwater pipes for maintenance. NA"fURAL CHANNEL - Stream, creek, river, Iske, wetland, estuar�, gully, swale, ravine, or any open conduit where water will concentrate and flow intermitt:ently or continuously. OIL-WATER SEPARATOF; - A structure or device used to remove oil and greasy solids from wat:er. They operate by using gravity separation of liquids that have different densities. Many catch basins have a downturned elbovv that provides some oil-water separation. OU'TFALL - The point where water flows frorr� a man-made conduit, channel, or drain into a water body o� other natural drainage feature�. RETENTION FACILITY - An infiltration facility. RETENTION POND - A retention facility that is an open pond. �: � � iT . BEYLER i REVETMENTS - Materials such as rock or keystones used to sustain an embankment, such as in a retaining wail. RIP RAP - Broken rock, cobbles, or boulders placed on earth surfaces, such as on top of a � berm for the emergency overflow, along steep siopes, or at the c�utlet of a pipe, for protection against the action of water. Also used for entrances t�� construction sites. RUIVOFF - Stormwater. — � SAPJD FILTER - A treatrrient facility that rem�ves sediment and pollutants from stormwater { by ?ercolating water thr•ough a layer of sand. ' �TURMWATER - That portion of precipitation that falls on property and that does not naturally percolate into the ground or evaporate, but flows via overland flow, channels or pipes into a defined surtace water channel, or a constructed infiltration faci�ity. Stormwater includes washdown water and other wastewater that enters the drainage system. WALE - A shallow drainage conveyance with relatively gentle si�ie slopes, generally with flow depths less than one foot. This term is used interchangeably with "BIOFILTER". TR��SH RACK or BAR SCREEN - A device (usualty a screen or bar.�) that fits over a pipe ope�ning to prevent large debris such as rocks or branches from entering and partially blo��king the pipe. WET POND - A stormwater treatment pond designed with a dead storage area to maintain a continuous ar seasonal :static water level below the pond outlet elevation. � , _ . _ ;'. I BEYLER L