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Home My WebLink About03724 - Technical Information Report . � � .. r IrsAL ,�PQo.��L 5�s/��`t-- � U1�oo0 8�� N I ti I m . '', � T ._ - �� 1 :�� : � � .,. .^ . TEC�INICAL INFORMATION REPORT (TIR) i Portion of Parcel No. 3223059063 ', W=S i PRE 13-000154 & 13-000093 � 10619 SE Carr Rd Renton,WA 98055 Prepared for: Trimark North Benson,LP i 420 Ellingson Rd � �I Pacific,WA 98047 ', �� 1 i�- ' October, Z013 OSEF �A�F�� Rev Fe6ruary 2014 ,ti��4 w�y�ti 9 , Rev May, 2014 y � � c� ' � � ,. oFss`rG/�EaE�G�� I Prepared by: ��NAL EN Josef Valenta, P.E. Abossein Engineering, LLC �, Main OtTce 2100112`�Ave NE,#201 Bdlewe,WA 98004 Branch Offices Mu1n'lteo,WA�Taooma,WA�Pwl�ma,CA Pfionc(425)462-9441�Fax(425)462-9451 .1P1:213087 �of .2 372� TABLE OF CONTENTS SECTION 1 —PROJECT OVERVIEW � SECTION 2—CONDITIONS AND REQUIREMENTS SUMMARY 14 SECTION 3—OFF-SITE ANALYSIS REPORT 16 SECTION 4—FLOW CONTROL AND WATER QUALITY FACILITY 35 ANALYSIS DESIGN SECTION 5—CONVEYANCE SYSTEM ANALYSIS AND DESIGN 62 ' SECTION 6—SPECIAL REPORTS AND STUDIES ys SECTION 7—OTHER PERMITS � SECTION 8—CSWPPP ANALYSIS AND DESIGN g7 SECTION 9—BOND QUANTITIES, FACILITY SUMMARIES,AND �09 , DECLARATION OF COVENANT SECTION 10—OPERATIONS AND MAINTENANCE MANUAL �2a i APPENDICES APPENDIX A-GEOTECHNICAL REPORT 14� �I I ii Wendy's Renton TIR 02/2014 • SECTION 1 - PROJECT OVERVIEW General Description o Proposal This report and plans are being submitted to the Renton as a part of Wendy's Restaurant commercial development permit for review and approval. The design for this project is in accordance with the requirements of the 2009 King Counry Surface Water Design Manual and 2009 City of Renton Amendments to the KCSWM, Chapters 1 and 2. Project is subject of Full drainage review. Wendv's Restaarrant Proiect The parcel No. 3223059063 is located on the south side of SE Carr Road, west of Benson Drive S at 17605 108th Ave SE. The site totals 4.58 acres in area. Wendy's parcel has been leased of this parcel. Wendy's portion of this parcel is 0.784 acre. Pre-developed Conditions of the Site The drainage pattern is a sheet flow on asphalt pavement at approximately 5% slope in northwest direction toward the existing catch basins and conveyed via storm drainage piping into an existing catch basin at southwest corner of intersection of Carr Road and 106th Pl SE access road to the west of subject property. � The site is occupied by the Shari's restaurant. Most of the site has been paved. The existing structure is located at the northwest corner of subject property and is surrounded by asphalt paved parking and drives with few islands with scares small trees. Entire site is one drainage basin and drains via catch basins and pipes to a single point. Small frontage portion sheet flows over the existing sidewalk to Carr Road gutter. Developed Conditions ofthe Site Wendy's project includes re-grading the site and construction of a 2,898 square foot building. The site grading will generally follow the existing slopes and elevations. The existing retaining wall along the entire east side of the property and its bottom grade will be preserved. A new retaining wall will be built along the west side property line, replacing the existing rockery wall and steep grades. An access road along the east property will serve this site as a main entrance and exit. Storm runoff from the parking, drives, roof, and landscaping areas�vill flow to the proposed catch basins and will be detain in 8'diameter corrugated metal tanks 230 feet of total length. Treatment will be provided by Filterra Bioretention System Curb Inlets with Internal Bypass. Filterra Curb Inlets are desibned and sized for enhanced treatment. It is providing also an oil,�grease treatment. � Page 1 of 178 Wendy's Renton TIR 02/2014 Utility installation will include a stormwater conveyance system, detention and treatment facilities, a sanitary sewer service with grease interceptor, a domestic and imgation water services, electrical/communication lines, and gas. � Page 2 of 178 Wendy's Renton TIR 02/2014 Figure 1. TIR Worksheet Page 3 of 178 Wendy's I�� COUNTY, WASHINGTON, ST��FACE WATER DESIGN MANUAL 02/2014 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Project Name �i.��NQ`1)S '(��4,UQ � Phone D6E3'Permit# �E ��- 0�01�- �' ; Address Location Township �� Range �i � Project Engineer -J OS� VALENTA Section �2 Company P��SSE►�J F�l.�,ti��rF,•'f��UC.i SiteAddress ��1 S'C 2 Phone 2� . �62 . ��t dt 1 R.�' iJ �,,�R Q��; Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVtEWS AND PERMITS ❑ Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison / Short Subd. / UPD Management ❑ COE 404 ❑ Building Services ❑ DOE Dam Safety � Structural M/F/Commerical / SFR RockeryNaulU ❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands Other �� t-�l REV lF(,J � Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review ull / Targeted / Type(circle one): ul Modfied / (circle): rge Site mall Site Oate(include revision � `T' � 2O\.'3 Date(include revision � '�2,-��3 dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type(circle one): nda / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) -n� -n, - G02-� Q.C�� f?C-t"'t F' r,.�"� � $ t1+�F',-`-� '� l�V�o.�. 1"'� V I n� -�i ='�--T`"" t(2� -�`c.�P�''l. �;; r .�'„�'.�M4 Date of A roval: 2009 Surface Water Design Manual 1/9/2009 1 Page 4 of 178 dY' T�R Wen s i�� COUNTY, WASH[NGTON, SUKFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes /.� Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Special District Overlays: Drainage Basin: Stormwater Requirements: � S ��G Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ RivedStream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard �, ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ ' Part 10 SOILS Soil Type Stopes Erosion Potential �� t�►��. �'�o h��►ur-1 � LAC!�aL �'�CL ��0�,,,,, 1�1F''h��1""1 ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 1/9/2009 2 Page 5 of 178 � Wendy's �COUNTY, WASHINGTON, S��FACE WATER DESIGN MANUAL OZ/2014 ! TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT �Core 2—Offsite Analvsis VN pF_,(�� (�i(�� t p� � ❑ Sensitive/Critical Areas �SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET rovide o�e TIR Summa Sheet Threshotd Dischar e Area Threshold Discharge Area: name or descri tion Core Requirements(al!8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: 1 — Offsite Analysis Level: 1 / 2 / 3 dated: 2 G?\ Flow Control Level: 1 / 3 or Exemption Number incl. facili summa sheet Small Site BM s �l� t Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor. -.-,M,� (�,�� l;� �-;�;�M t I�.�,�".� Contact Phone: �� x,�d a�N� After Hours Phone: Maintenance and Operation Responsibility: �Private Public If Private, Maintenance L Re uired: Yes /No Financial Guarantees and Provided: Yes Liabili Water Quality Type: Basic ! Sens. Lake anced Basic / Bog (include facility summary sheet) or Exemption No. Landsca Mana ement Plan: Yes / �lo� S ecial R uirements as a licable Area Specific Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac.1 None R uirements Name: FloodplaiNFloodway Delineation Type: Major / Minor / Exemption one 100-year Base Flood Elevation(or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9/2009 3 Page 6 of 178 Wendy's f�(�a COUNTY, WASHINGTON. SUI�FACE WATER DESIGN MANUAL 02/2014 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: e / No TreatmentBMP: ��LT�� 0�'t.�T�lJ`� ) Maintenance Agreement Yes /'��fo with whom? Other Draina e Structures oescribe: C,p,,. ��°�- l�j � D@-Tf-^��J`R O w l�S � D�� r�r s � Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ,�Clearing Limits � Stabilize Exposed Surfaces ,�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 �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 Facili Summa and Sketch Flow Control T /Descri tion Water Quali T /Descri tion I Detention ��N 1«' �Biofiltration � ��'�� ❑ Infiltration ❑ Wetpool ❑ Regional Facility ❑ Media Filtra6on ❑ Shared Facility �Oil Control '('�L.T1��2 Q,At ❑ Flow Control ❑ Spill Control BMPs � ❑ Flow Control BMPs ❑ Other �'I ❑ Other 2009 Surface Water Design Manual 1/9/2009 4 Page 7 of 178 Wendy's Renton TIR 0?J2014 Figure 2. Site Location � ��, � 'I Page 8 of 178 _... ___ _ 1Y:39�YPi7 Wendy's Renton TIR 02/2014 lY.'.17SY'!d :v:li�Y!:� 7Yl7V5YOY! 1VtlO�Y`J77 .....r.��:,. .r,...:,y._,. :B:JJ�Y!17 � S ' gK BEC�f� y .:ti�itr.,:�;�.e•itU yztwwrrt ��z��oa .y,t., / � ,�� 371JO�Y/0 ' Rento j::�:•.y_� ....�:Y.tr 7T7305Y1p ,/ J,_ � q ... _.... � ��'`-=-- - _l � x � � _ _------------- � � 37LlOSdi!tY ...._._, � -'.'�_:sy.�f� � � � � 3T7305VTUf 3�ZxypfUh �I..... .. ... ... � 377JUSYflh 9??J05Y)JJ ... ..•_� 771l9hl1f/65 !.':S!1�Y!JJ __ _ ___-----.�-__------- -- __ -------------_--__„_._....— -.. _._.. o a�9n ___ _ ..._._ .. __.___._ _�__ ____ _ . __.. ----- Selact a link or search a ain: Parc��Number Addresa Assessor's D�ta krpos D�stncts 6 Dtv�lopm�nt Report Page 9 of 178 Wendy's Renton TIR 02/2014 Figure 3. 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'� `�"�"�-��2'� . ��l � � '� G, +,i�,. i. f�` ,1 � / � w..,�, G.. �1 ! �°�---��` - "'�ti..--_ r i� �t�N�� •y 1 sj�;1 � �- ��=��~�.r`'; I �h._,��`t-1`r'�` - - �". ""�^r".'r �f I !�.'� },i'y" ', t, '�.\��_.-r!,��'�.`-�``.�--~`-"_�J� I ��:.� �'`'", - --�.1r'` -��OLF{} �,��1 ��,��j � �� ,��} !� .=�' �."'`��---,-�-�-'�-"'^. � .-� `-,,,"` �`5 ..,, ,--'"'�,_-___-_-' r'rr? ' !i��,� !� �� _� sd'��_�-� _- ---�-� I �.,� - _•-- •. - t \�----`" '. ._„-�-�r--'��...�"-- -' ,�. !t l � ��f�� t � ti��4� _.f f-'�..,� ��}� --} ?f,:'"�`'--� --' O�i � -r _ _.l.� •3 f�l f `'' i ",'\`ti�=—�''.�--��`---/� _� I .�---�"� � 1 l:� I Werjdy's Renton �t, �+t �,�`' � � �;TIR � � � 02/20'�4� � , 1 �._ �� - i � i I �� _ � � � � ; � ' �� J � � �1 - ' �"- Q . \ �.� f"�--+ . � r i J ,, �./�' � ``'~. ( : • , ,ti .�r ,� t .(��'�'�.�`r�� i �,�, ,` `� l ' 1`' •,��, ° g�CA�R RD � 5�PETRUV{,fiBKY RO � _ W� � ' � i -� � � ��J j ! 1 � � �` �, j'""`f .) � _ �`� �� ! i� �_ ` � _ r — --_- d � - `�,.�' f 1 'j ,-ib �� { � � -. � � _ �j , � __ � j�� `�� .,�� r �� ; �� . � � f � f�� ;'—_"� ,f a �'�. i 1 �`�� , TM, � ,, �� •�1 ��. ' l � � �. �� .� � � '�� - � �Renton � � � r` v � � � , �- �--�'�� I � � � � -�1b��_�° � , � � i 1�— / :----- � ! �- � �._ .: -� / �� ; � ', f ( r � �,,, � �.� � � - ��f'_-, ' � '� � � � Q .--�-_- I � '�.__-�._� '--.__-----'__— � { ! � I �� - , ��, //� r ��/� �1` � ��.� I _✓` � � �� •�'- � _�.''�� '� � � •`14�' I I . ' � �� t� � � ' 1 . � I l � � 'f t -_ "_ — P � J : i _ _ / ' ^� 4..- __ -�f �I` �``,~ --j"_''�� \''� __� ( i.-� �� _ .� � I II il J � :h � ' I fi� I � � �,, '. � � � � _�-�- i - - �, � f wN„) ' _ � � � ��M�� ?� � i •� . Pag�o� # ,KingCounty I , , i • ."' � ' � �. . 't 0 209R ; n 2/2 14 Wendy's Rento TIR 0 0 Figure 4. Soils Terracon Consultants prepared a geotechnical report for this site in July 2013. This report has been updated and soil infiltration recommendation has been added. The existing soils consists of inedium dense, gravelly, silty sand to stiff sandy silt or fill material up to 2.5' depth. This is underlain by very dense, silty, gravelly sand, interpreted as a glacial till. Water table at the time of explorarion was 8 to 10 feet. Fines content of soils tes� on the order �-,;, . ,,•. .. ... . .... ... . ... . :. . . _:._,_, . �-... _._,-,._.,.; ;- control BN11 See Append Page 13 of 178 Wendy's Renton TIR 02/2014 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project include all eight Core Requirements listed in 2009 King County Surface Water Design Manual (KC SWDM) and special requirements as adopted by the City of Renton. Core Requirement#1: Discharge at the Natural Location This site has single natural discharge location at the northwest property corner. Site sheet flows over the parking lots and drive and then the runoff is collected by catch basins and conveyed northwest to the catch basin at west side of access road. Drainage will be maintained at the current discharge location. The site development will not adverse impact downstream properties or drainage systems. Core Requirement#2: Offsite Analysis A level one downstream analysis is included in this report. Refer to Section 3, Offsite Analysis for more details. Core Requirement#3: Flow Control This site will utilize underground pipe tanks to control quantity of discharge. Flow Control Duration Standards, Forested Conditions (Level 2 Stream Protection) are required. Since infiltration is not feasible for this site no other BMPs except Filterra bioretention are to be utilized. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Core Requirement#4: Conveyance System The conveyance system is designed to collect and convey the 25-year peak flow. A 100- � year flow was checked not to cause a severe flooding or erosion problems. See Section 5 -Conveyance System Analysis and Design. Core Requirement#5: Erosion and Sediment Control The subject site is not located in the area of erosion and landslide hazard. A Temporary Erosion and Sediment Control (TESC) plans will be prepared and submitted to limit and mitigate erosion and sediment control. See also Section 8 - CSWPPP Analysis and Design of this TIR. Core Requirement#6: Maintenance and Operations The proposed drainage improvements require an Operation and Maintenance Manual. I Refer to Section 10 - Operation and Maintenance Manual. The drainage facilities will be � privately maintained. Core Requirement#7: Financial Guarantees and Liability The owner and developer will post financial guaranties and liabilities, as required by the City of Renton. Page 14 of 178 Wendy's Renton TIR 02/2014 Core Requirement#8: Water Quality Water Quality is based on land use per Renton SWDM. This site is a commercial development, therefore the enhanced treatment is required. PGIS area is over the threshold of 5,000 sf,therefore, a water quality treatment using Filterra Bioretention System Curb Inlet with Internal Bypass has been provided. Sizing calculations are included for enhanced basic water quality treatment. Filterra Bioretention System has received General Use Level Designation by the Washington State Department of Ecology for basic, enhanced and oiUgrease treatment. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Adjustment approval was granted by City of Renton for this application. Special Requirement#1: Other Area-Specific Requirements There are not known any specific requirements or regulations for this site at this time. Special Requirement#2: Flood Hazard Area Delineation The project does not lie within and is not adjacent to 100-year floodplain or floodway per FIRM Flood Insurance Rate Map Number 53033C0979 F. Special Requirement#3: Flood Protection Facilities The project is not protected and is not modifying or constructing flood protection facilities. Special Requirement#4: Source Control Required BMPs for commercial site development (Activity Sheet A-1) will be used as necessary per King County Stormwater Pollution Prevention Manual. The following BMPs are used for Source Control: • Catch basins with sump I • Eliminate Illicit Connections - All internal floor drains, appliances, sinks, and toilets have been connected to sanitary sewer • Protection Marker for Storm Drains - Inlets will have protection markers "Don't Pollute Drains to Habitat" Special Requirement#5: Oil Control Oil control applies for this site since it is high-use site. Filterra Bioretention System is used for oil control as approved by Washington State DOE. Special Requirement#6: Aquifer Protection Area (APA) The proposed project is not located within the APA area. SEPA SEPA was approved for this project by the City of Renton. Page 15 of 178 ,`:�ana�y�� R�nten , . , OZ�20'4 `1� (_ � 9{) � � { Ij 4' .'�� } , ! � � �.� '•�'"'� ��_ }}t ��', � surveying, and by researching King Count� Task 1. Study Area Definition and Maps For the purpose of task 2 below, the stu��, _<<,.:. _ ,:.��,�., , �;:��; ��,.,,�,;,�,;,;. ;;,�:,, �.;, project discharge location, and also includes the upstream offsite tnbutary areas. For purpose of tasks 3, 4, and 5, the study extends '/ mile do�� , "�-� �-� T'- • '- ' upstream to cover offsite drainage area east of the property. The study area comprise of the site, Eastern upstream off�i�� uraina�c arca iroiii �uiai� shopping complex parking and drive, downstream area West along SE Carr Road, crossing 106th Pl SE, crossing SE Carr Road, turning again West through the natural deep ravine, crossing 103rd A� ' " ' " -r,��,,,� n ,.,;a c c._ .,-;,. i,., a " Page 16 of 178 Wendy's Renton TIR 02/2014 �� Task 1. Study Area Map �� , i ,� Page 17 of 178 Wendy's Renton TIR 02/2014 � H4SW - 29 T23N R05E SW 1/4 - Pg. 129 r _ - � - \ : _ _ 138751 r= i � I � l ' �� x 7 5 7184 ; � ^138748, 38 7`' 138750 � � � ( � � �� \� � �':i �'�� ___ � '"� � � ■ � `�1�5080 �7, � PI 1 1 t ' 135617� .; �oao9 10d15 i \ ,� % t _ r- 75�' �$152 /,: �� ( � ' _ �� ..� .� 1357�48 13 49 � �721 (727 805 i 811�81J �� /� � ` _"- � �' - l + � f �O ( � 11062� �. 10706 ;� � ,-__ 138Z54 , ,� �,� ; � ■ ��--�'\ �- �_�_- _ , ,-__-_-- J � , aa�.-�---,�aa� � � �,�'-'J� ■ , !� _ � ...�. _.. „ ,, � 138677 �, � � , /' / � --- < � ; 138676 � � 9�2 �'i � __�..._.�____._. _.-- ---- -- 1 i ' � 1 4t3 �' � ` -��_.__ � �; 72B' �Oa '810 �E16 m gQg- -. --9�II � ` "f � 174�0 ' � - '� .,._ „r � _ '`�" 137291 137290�1�' - 1357461 081 � 138683 �" ■- � i�1�86�138678 _ __. . aas� ;i ,; � � 174i�o �' �oa�� —� , .1\ �, 13728 �1356�]--18507�- . � 5i��9 , I � ` S 8th Ct'� � 8 � � � 1 / �`'�-N - . _.� __,.. _... �- � 137422' � 1�86&4��.a386�2�.��138680 ;: , � ;� a -` ' 138681 ,f � , � ,� �� o ! .�__ ._�_ _ �J_ "-'137292� �5642�j35� � � ( y» ?135618'' _ , - - 'L r 1 725 731 .E03 ! 07 10 - =1D1 � —I_ ____.�.----- 10500 , �`� 185477 138?1� ' '43-'�-=�-;- 138319 � �07_7 � � . - 809"617 8�1_ .90�i _ _ �, ,,� ioo�- - - 1372i4 � _ . _ �_ ______.___.___ _--- -----� � � , r __.�_ = .� -�- � / ` j�,_ __ -- 178000x;:�oass �' 35 3 i� 10619 , �o��s �.------__� � .--, - ._ , ,�s,$ 185078 �3��• +. �� ` ,ozz, � ,�sz, � ( --- � � , ..178717 � ' r�i-r', � -■ ; � � � ' 1 � '� V�� , 13831 �` � � � � �ossi v� ! �o7�e �Tszs � j �� _ , � 1 �� \ ,l% �• � 138410 � ! � rn �78.9 �7617` , ` �'� � ��'c1738�67 '� 6��a�37288 � �osss ) �a��s (�� 137298 � � ' 38_aos �� \ :.�., , , �2s� 1 I L ,oT,s ; i 'r/�� ` �` "� `� ;� � L1 ,..�� 614 -r� t' �9� �ose� io�o� 17637 11 7299 � 1 -��u / 1 � �,, �Q•:. � 137297 �� oass - ,y121 �` j � (�i 4 � \ , /� � . Edlund/Kor�m Farm � " � � �� f , / � ' � o�oa I f � � � ,/l,� ';1 ' ; �J-�`'"-'�� ^� ��/ 145858� �� 3 1 -_,r�„__.�voz• i ��:rrj� L, ; '�� 1 � ,p , �:%' �3�1�.�'1�8311 i � ��,�,`"'"'�� .�;�� " �� 138 4 � /l, ' 13725D ' , � � , � --�—�' ' � 13721�5 :o � '. 1 3�� r� �� i 72 � � fV--�' __----- I� 13s38 ' f ,T7ss �; � ,\ r r , � � / ' , _ '17i35 , ', ring Glen '3�, � ` 137� s �� /� �, '� . � �� ` f ;� � . ---�--- � S pping ,r�� _ � ' �� 138388�tt ;;,,/ /' � ' ' 7 35 � ;�7T35 1:735 ; ( C�e ter � , � � ! 'f7T35 �� „ 11 i ' ' , r� , %�'�137 • 5 � II �-` -- — -_' ''" --. - 1t j i ; • ' / i � � , � � i � t � / f :' � � n s -r � , c� »' ; � ;i � � �,; _ �_ 1v 2634 � .�._.�.7218 • �"~'�, � ; j ;,137 rl /, f �7sos�l n- + ��so� � ■�, 3� , I � � � !, � �� i I� n as � � �z��'s .� ;L� , �, � ��sos � , � �,�� ; . � � � 137294 �� 1 ": � • ' .- r � i o ; »so - I i j `, 1 % � � -- . _ .. 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' ' 4 � ' `13722a M� � _,., 3Sp. .) � 1065� � N � w '� ) I \; \` •''�. �'�� _�_-�- / / • {'�a,00 ��° � �,! n ,oes ■� . ns,s /�� Z � ' � /� . t810o .,.- _ � i Z ° 1 • � �� ' ' 137281 ' « tte2� o � i i W ,/.� '� � � `f`� l '^� � �ffJ � --�tn E100` 1 13728 � ;7923 � � tn / ; I � 1 t , � ` / ,1�°' -( - �sioo I�� . ` J�� 137225 p O 1 i ' '� � 1 1 / ' ��`z - � � ;' �'a --137278----e��37215--�°" 137716 �soo� CJi i I ' , � �� _c��s�ou � .�____ --- ^ �'� � • r , �� l' � �___ __ .. -/'.-r' + r��137274 ' .. . �C m � Z , � � ,`�\ ` \ � _....__ .__� __ ,, /,�m , � �a�oa�; - 112137 � '7279''13727i7 E 180th �> � `� Z � :% ; � � � ° ._. . . � ; �% ,, • o� _',Qrts�oo� � 137280 137276 � , � � e`� .,�r� 1\ ° _ �54 / � ;� � • �� ; .__ � � ��oo �` ta�oo 515 Ill N ) , � � , , � - 1p .� ' ' ` ,s�on � , , ,s,00 i_,r� ----- l � � J/ �� `�� 1 � � ',s'°u � �� l � � �s�o�._ --�n �s�oo i � � r `—`"""� �� ' !145516 t ` 1 � ' ' � . � n. -�37�`g 137227 � � j '. ` � l � / i - I �810D � ` 1 • 0� 18100 . , -�.�1� � �� ,,,.26� � � `� `�e�oo___ �"-✓a �s�oo \ � � �s�oo Page of 178 � � ..h.� �. � �. � � 1 / \'��\�.1 i 1 ! l� I'I �� f �� `, � � � __ ` 1�\ � r- n��e /'18�Q� 'r." tII�00 ' '1�8�� 1 1 ,o,nn.. . �---� 39 _T1 1E'100 'l 18f00 A _/�...._..., wv ` '� - I Wendy's Renton TIR 02/2014 Task 1.Topographic Survey Page 19 of 178 Wendy's Renton TIR 02/2014 SYMBOLLEGEND p Y��r •-!N'J.A'_lM.a5K 1dI� I �r�,) MM[53015 CAV '�W�� j's�n �_,�[ �-Ca�oaE1[ - o_u:.,�. m-a«��..�_ 9,. - 2-srau�.w, b-..c H ,e��j'-n�. -_:frri�r 0-+an.�.wa ID-�oc.ra� {�-wa+o urr ' �-v,uev O-w¢.� r�-omnr-u - � C-T+t w. i-o�a K t�-c�ic+nvur°n�uxs un� — — — � �''"r++m x O5-zn s��.n�-«z" t-�.mr�naw f r.at "_a,.�` a.�..�. p-z,�. a._vo+�_d-... /�taKrrw `�"s .�c st nx-ar �s>_�� o-a,.� f..a..K.g - �� —— �8� I B_n� �,4-�.a...ar• �-i'^nwz.a ~ `r.��.r..a� ""°t � �— 35 :oa•aa�userrr B . �_��.,z, o-.a.�..a:p-a...,,...a ';_�,.,.z � � v��M A�µ __ �2 E�r — — — _ S�L70T�- -� ~�+�� O-R.c�� O'ou9i cw e-a.2o aTe �_ � ... �_/ 7t.� I N 1�'3f'L I p�c A-+wn= `�-.ww a.2 � � �- � n `�;.«.��: ,�K �_� .,��. ' "n�"c =��"' :ro',w R ieia� t�aa � �'t�j►Ys'r "'�.�R�ae,� ..,d.o ,�+�.�. �"'i:r�. I � � -s - .M �,� ' O�OOTs1 R�1S ...� '� -na.'...r � �� ' "' 1M1IL7D.I� L110�iQfr A�OI717! —`— N —w�- � -� � —±r�-?----.osss i c �e+.7s � G�OI'1 7 �� ;/m— — — —a�— �- �� -'=_�,sNt �� 1�"x G*�^ � C/�I 36 ' w....r:,.+ .,a,- anrr / i �i i�aa�� - . .• o'rJ - � + I OM� M2 �, / Q i � �C7�a//� .J ..,A �'t� �I i/ $ i� F��•"f,r � >>�., Jb�, �i• y�� / / L�.DRl1 i . ." �q � _{ o - /� R 1�.K i� - - �. y \ �. � � . 1 ��10.'�' � � \" s, a ` OP��6.li - �:6�'�'J � �a' g` � �. ��►Ia1V 76Y0b1• _ -._,`- .3 ��'w�� / , —_�l. � w 2^ r-srcwr �� '� �� 7 ,` snk'ao waDwc "• ' --`� ; � /�u� _ � 33 � ��Q��, � �. ,�, , � ao�sn Fr. � 1� /d S�c) ,_ . ` � �oG Nr_�rtY � � a.. `'� n�" �� S 1� � I �'\ /Ayritir - � � �i �� ,� ¢��\\`m. � K � �-'� �F o � � .�� .��. - ,r•� —�i -- � �� r � s� J�c�—_ J� �� , ,� x 8 - }p � � �'A r , , :�,..»�c ; , N' ; � #�@�^ � �_ , • l ` � �,� _ i �� _ �I N .s � '1, y,, (I �` �� /�'� �Isr�sl � � ;', ,> � � � �1� �...� � � p_MZF a 3 � �� NW 1 I NE � * f �� b �� a� 35 �` •��,�' '' � w� `{=�E I 33��' -- � ' �; � � r � a I M� s' � � . •',av►tur - � �"� .. e nr �� / e�� $W� �i ��SE � '� ��Z 'LA� n 4 � • �?`f`i��.wf+ A b / � � - �S I � ' � f_ � I.�T� r1 � � �j�� - I . .. �F � '`' � - - -- 30' 0 1 S' 30' fi0' s xi-rar . I I �-too :�� ; �� -- � ^ � . I _._--- _ �ao.rz 3� �Y `-* s�` � �' � SCALE: 1' = 30' • �- � 2,1 �,�.�n - -'35 -;'� I N�r � I�-- � •* '' . '' � -- -------------------- ...�, - - •• —� �vuxrw. . , �...., Avruerr�r+e q� p, — I j ; ;,.. ,_,; ° _____-_ ffi�� I : `-.,. .-.;.�.e, -,: �S �__ ____________________ ,. .. ______-- 3 GYirtu� ( �f. I �� -- - xzsY -- �--I-, I N�saras-r _ - - - - -- ----- --i 33 � ��,.�".y'y,�;�.v. � a� � g � � , , � ' � � � RIDP IN I , I '" ~ � SURVEYING COMPANY i I � -'Z Survav Preorsd Bv: � S I �soo wru�v�ark.goy.�s�.zoo ' �`e[ I II I = OAAo�Aomo CYy. OK 7J1LN � �a� I Pharr. IOS-60J-7N2/Far. ��,�� IOS-60.7-7G5? I II I ?N.fl' enov' fmoil:C°^r"�^WiP+�w`�yirq.rom � � � I I "'°'.�ux'• i � I� � 30505 QA/NBRIOGE RQAD PRE�LIMINARY DRAW/NG I PARTNER SOLONUGHl0944J39 Engineer�ng and Scie�ce,lnc. T 440-987-1001 i jdovsnporfOporfneresi.com http://www.portneresi.com i PAG£2 OF 2 Page 20 of 178 Wendy's Renton TIR 02/2014 Task 2. Resource review: A resource review has been conducted to gather information regarding existing and potential flooding or erosion problems. The following is a list of resources used. • King County iMap Data Maps • FEMA Flood Insurance Rate Map(FIRM) • USGS Maps • City of Renton records and GIS maps Page 21 of 178 Wendy's Renton TIR 02/2014 Task 2 - FEMA FIRM Map, City of Renton APA, Coal Mine Hazard, Erosion Hazard,Flood Hazard,Landslide Hazard, and Drainage Complains Map I I Page 22 of 178 Wend 's Renton i iR 02/2014 NGE 5 EAST. � APPROXIMATE SCALE IN FEET KING COUNTY 500 0 500 UNINCOKPORATED AREAS 530071 515 - � NATIANAI.F100D INSURANCE PRO�RAM I��I�f�l� �I I�i,�' FIRM � ;�il' F100D INSURANCE RATE MAP sourH�asT vsrw �!'I S7REFT �� ;I KING COUNZ'Y, �� ', '!I WASHINGTON AND --_— __ ____ _ .. !I INCORPORATED AREAS � ; ;� a � I _ � !;'� PANEL 979 OF 1125 j '�, lil �SEE MAP INDEX FOR PANElS NC)1 PRINTEDI O i i ' / � � ��i Z i ��I'I W �, ��, III i:OHTAiNS: Q � I� ,II� �GMMINlfiY NUMBER GAN6L $UFFIX I Q � � f� I I'i e�nT.arr oF s�meo w�o r LLI � �I Rr�cour1tt. � III II II �� ;MN(:ORVW�fEO nXtAS e7Nn Wii F F" I�I ' I. '.I �tENTCN.GTY Oi 4700BY OYIG i STREkT � � ,' ' ll - - -1 I Q O �� I �I I I w W �'�I� � � � � � �i ji! � ; Q ��,�I,�;I W w il'. � I j'1 g � � �I �� MAP NUMBER � _ � ��; � 53033C0919 F � 32 j , �µ �. MAP REVISED: I ZONE X z � I�AY 16,1995 i �A � { ..�� ",I � 'i Fedcral Smeryency Management A�ency j Thia is an dlicial copy of a porfion of the abooe referenced 11ooC map. h ww exlracted usiny F-MIT On-Lina. This map does nat rellect changes or amendmenta wfilch may hare baen made cubsaquerrt to the date on the , UUe blxk. Fa the IKest product I�brmation about Natbnal Flood Insunnce '� Propram 11ood ma{x check the FEMA Flood Map Store at www mac.fema.pov '�� age 23 0 178 I, ---------� ��`\� -� �`---L_._. i_ �.. �'�� -�`� �.:� �-+ � �' � Tc- fTi"r7"�t�� — — _ _ �� 1 — — .iR__ .Z1 � 3 �1 °�; \'a1te5� FceeY �- � '4y �,—. -- __.--- ,_�I .vz �',�+ �, �� - - I � a � � � o ftUy� "' 'v� q�, ' � �'y k� n V r.- 1 � � r�.., I � ' `=� !�r'�� _ oA�o1 :�: � �� y �--- - _ � � Mlorri f q 5 F2i -�`;�"' � � � S � > , �- i y �`–' � ' `� i ��- � an�d � .T� v� C I � �5 y,.,,'' t �� " ;� o- ,s ,j i r= -r, -�: � � . cn 1, r� � � � " � # � �,W ,� �;, I� - , � w� I 'r�' 1r � �'^ ' �I ,,.� I�V�) � � ,+ 1 � �1�-,�'--�.�J l- � r . j r-.__ .� YTJ� - , i �lain S � , �_ ,;, �✓ �--��5 � � �a , , ——,'�`Q f� � 5• �, S a,,� ,1!� d ' 04th Ave 5; �i ,,�p= --�` `.r- � � � 1 G'5th Ave S� J �� ` . � �� J�� 1 � '_�bth Ave S� �L6i �' �� I � � �� l �� _ �08th Ave SE � �, j � � -----. — �z —� �� , m �s,"-, � 1��th Ave SE � j -. ,_� � � � .—._____,_r_ �. ,; i �,_� �91h Ave S; "' �tat� A,� sE w � `....� � � � , � a � Q � � '� � .; � � v: � I � � rr rr + � 111 th Ave SE l 11#r Ave SF i — � �— �� _ � _--� � N -� I A � � � N � .: I ~ � � �13#h PI SE � `� � ' � 'c f• r-, i � 11 ;t h L„� : � m � a � v � � � � 3 E st Valley Rd ♦ 3 `f� �9�, �S ,� . 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'<: �' �' E\; � i � . s ytM sr s rn�sr � e�� ;r------� �= se i�,TM� \^�� , i �� = y� � �1 y F,�v�N� (E`:: � , ��TMCT �� i. ,� 2 _ - �� . _- srr�R — . _ . g� � � �-T �:� �� ''� y f> —��a� �°S'�,` ��=-� , ,q�,,v��►� ,�,� _:; _ :1� ' � f f'� bJeR1CT , �q��- O�(�• _.:-- -- � SEPETROYITSKYRq � �� .c Renton ` -- .- � _. _ -- _-...._ -- - - _ . � ,l �.-.. . .--__ � -, --..,� _ �-{�. �� I�` ,`I , , ( !�.�.�;� �-..,...' ;�i �`,� � � �..� ._ � __ _ —_— ` �Q�p �y,Q,v S , r��,/'� ` i .� I ..•.:I S,�,n ��a �' � - - ,�p cC `""�`(..-._ � - � � --- , , ` .- � ; -- ,�- _t: - - I � ��,: .:: � � ,. -�;- ,:� �. ` �:. ;j' t=I � - ��. �' � .� -=I � � �i�: � I __, �re--�-�c==� � � �. _#� '�a �;. : _ � O(C. < < � � � .�i � � ;�s � � � ' :�--�� .� . �� :; � � , . _ . fi� y i — � �CAitR RO �- ( :: � - �i . .� __ ...- �_ ; �Q , _ __. , �. . _, ; _ t � � ; I . , .. l 1'�-- �;�' .. y . f��:` � � . . ; �.� �• .. . . � �1�9TM R � .....�..�I�� . ,.,: ;.� . � � � !E� �� '��'�; , ..s a�to sr . ._ _ � � '—se,eort►+sr" I� se uor►+sr � � i� � � �„ sf�aor„sr � I � %�j bl '%J'�'� .iF...� � �d� � I � ��-j--- � 'S ! g� S � _ SE1�iSTST � � i ;c)2005 Kmp ceuatY SE 1tbID ST � 0 930h Parcels Page 29 of 178 Rec,Parce�Humbe► Address Assessors Dats RepoR Districts 3 Devetopment Report r—r--- �---_ . --- - - ---_____. .. __.------- Wendy's Renton TIR 02/2014 Task 3. Field Inspection: Field inspection was conduction to assess potential offsite drainage impacts associated �vith development of the project site on July 30th. Weather was sunny,65° F. Offsite and site areas were inspected. No visible drainage problems were observed. Offsite runoff does not reach subject site. It is collected by storm drainage system which by-passes the property. Task 4. Drainage System Description and Problem Description: Drainage system descriptions The site is a rectangular shaped property located south of SE Carr Road and East of 106`h Pl SE. The existing ground slopes in Northwest direction. Onsite storm water from parking areas and drive is collected into the existing catch basins and conveyed via underground 10 inch and 12 inch corrugated metal pipe system off the subject properiy to the existing CB at southwest comer of Carr Rd and 106th Pl.. An unknown diameter storm drain pipe conveys storm drain West along the adjacent property, then West along the Carr Road, crossing Carr Road to the North side of ROW. Then, through deep ravine, densely vegetated, being a tributary creek to Panther Creek. An unknown size culvert conveys flows under 103rd Ave SE, via Edlund/Korum Farn1 well define creek to conj�inctiun ��ith Panther Creek. There were no visible si�m ��1�lrl�� •�tem �ieticieil�ies. Problem Description No problems were observed durin� the site visits. I did not observe any lack of capacity, drainage problems, flooding or nui;ancc ��r��bl�m;. �,��rt�,ppin��. ;��urin��_ hanl: �, sloughing, or extensive sedimentation. There is no evidence ofany erosion ti-��m �h� r��,��1 ��rt��E��in�= Also, searching through downstream drainage complaints, there are only fe�v uld unes: 1. 10545 SE Carr Rd— 1994 Oil Dumpin� 2. 10443 SE Carr Rd—2003 Audit 3. Edlund/Korum Task 5. Mitigation of No drainage problems were deternuned by downstrea�� anaty��s. 1 t�� pru��i s�� 11 utilize storm water quantity and quality BMPs. Detention tanks are proposed to control flow volumes to Conservation Flow Control requirements. Treatment will be designed to Enhanced Basic Quality requirements with Oil Control. Page 30 of 178 Wendy's Renton TIR 02/2014 This project will not aggravate any existing storm drainage upstream or downstream of the subject site, and in general, it will not adversely impact e�istina basin conditions. Page 31 of 178 Wendy's Renton TIR 02/2014 Task 3,4, and 5- Off-site Analysis Drainage System Map and Table Page 32 of 178 i , Wendy's Renton TIR 02/'1014 � H4SW - 29 T23N R05E SW 1/4 - Pg. 129 � , �. -, , � .� ; � -.138ii8 � j t�t750 �� ; ! 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I , . =';� ,� �_.._�-_ ieioo� ��'�`��cioo�oo ttioo�, �aos ' �i ,..�n. ._.�-, -_., ---" - -� .,.._ ,0 .. _, •, � � � , ` _ , Page 33 of 178 Wendy's Renton ��R 02/2014 OFF-SITE ANALYSIS DRAINAGE SYSTEM TA13LE SURFACE WATER DESIGN MANUAL,CORE REQUIREMENT#2 Basin: �A iJ`T'�-� �.( C'CZ�`_ lC.Subbasin Numc: Subbasin Numbcr: Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name and Slze Descri tion dischar e reviewer or resident see map Type:sheet ilow,swale, drainage basin,vegetalion, °6 '/.m1=1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood o(problem, slream,channel,pipe, cover,deplh,type of sensilive overtopping,flooding,habitat or organism overflow pathways,potential impads pond;Size:diameter, area,volume destrudion,scouring,bank sloughing, surface area sedimentation,incision,other erosion 1 �2� Ct�P 'F�aN1 0� 1�� N /� o� - \�� -�a ►� t:� r��c�►•.�� N�o v�S�4�.E P�.F, ,, 2 P�p�"- S�Z�,N/ �-R2 2� 20� N/A � - �o �Nr_ ivoNF- uo v�s�g� Faa�:�� 3 P(PF't- s�-t.�.w/ ��1*� ci1RR KO ►� �a `-140� �o ��. rao��c= No v�'.ta,.�,�P1�4�f�.h - RAI._ ��! D�.r.xC�.�` � 'n 8� �_��310� N o r�ci �P-c�'��5�� wo o+� l.V E2T 7l P� CuqCF�P t[Y i.��v�. �i31�-��'3`10 NpN� N o N�� r.�� Vi�+�,'-F � �O -r� v,�cz �vA+��1 /� '�'10-3 alo' tiout� r,.��' N�fA� Pruv��c^�.t�P-�P. �n�r_a��, Page 34 of 178 Wendy's Renton TIR 02/2014 SECTION 4 - FLOW CONTROL AND WATER QU aLITY FACILITY ANALYSIS DESIGN Flow control and water quality treatment for the project are subject to the requirements of King County 2009 Surface Water Design Manual and the City of Renton Amendments to the KCSWM. Existing Site Hydrology (Part A) The site used to be Shari's Restaurant. Entire area is one drainage basin, where storm water sheet flows to the natural discharge point by sheet flow and via catch basins and piping system. The existing slope is around 5% in Northwest direction. The existing site is over 70% impervious. There is no detention or water treatment on the site at this time. Below the asphalt surfacing there is a layer of silty sand with organics to a depth 2.5' to 6.5' below the fill, a layer of inedium stiff to stiff silt was encountered above very dense glacial till was observed. Native soils have a fines content ranging up to 41%. Water table was encountered at the depth of 8 to 10 feet. Due to high content of fines in the native � soils the geotechnical report classifies site be not suitable for infiltration BMPs. I Pre-Developed flow characteristics for KCRTS analysis: Area Land Use Type Perv/Imp Acreage Wendy's Site Till-Forest Perv 0.803 Ac Rainfall Region: Sea-Tac Location Scale Factor: 1.0 Time Step: Hourly Data Type: Historic All characteristics «�ere validated by site investi��ations includina an engineenn� site � visit. Soil type ��as venfied bv soil im�estigation. � Wendy's Renton TIR 02/2014 Part A- Existing Site Hydrologti� Niap Page 36 of 178 Wendy's Renton TIR 02/2014 ��ti..,. , � ,,,��A�.-R�-__ . _—S�;-��,,�ys"`r r�= �— � t— �— �� f' .� . �--' r�-�...:.::__s-� �� __.�.... .. ` yJ! V� .. _��.. , . -� rM i � _ _ - � _ — '� °� _ - - -- - �'ti ' � � � �� " '� 1��-- � ` �-ST�y , I � S�o�� ; ` 4,D78 bV FT �_ I BLOG. Nr:l9.1' f '. \ ' I \' ' :\. __-- ��r � C'.� � `1 _ _ _ _ � ' �� ', � ' . o`� I �° -�.� � '`'y � ¢ �� .�. � , �r � -�� • � � 1 + ��, -�� fi _ --- � I _� �E. t 1' � � � � �! � 'n � •�d � � . � O .�'18� /�C C�-`��. � , � D�irt� � � I � o , $�3 � (�a�z�c , �-: ; - ; � — — _ _ ��2 vA) ', l7�N�l- F•r �` � _ � 4 •�%� -� - � � ,� �� 1- �.�,� -n:. .. _ , ...._:,�., � APN: 3223059016 I FRED M£YER STORfS /NC ��1�� '�,''C� ��a � ��`1 �� Lt'CL� : � �_ `�, Wendy's Renton TIR 02/2014 Developed Site Hydrology (Part B) Approximately 69%of Wendy's site will be impervious. Storm runoff from the parking, drives, and portion of landscaping areas will flow via Filterra Inlets to an 8'diameter corrugated metal tanks. Runoff from roof and paved pedestrian plaza will by-pass Filterra. After the treatment facility, detention, and oil water separator it will be conveyed to the existing catch basin in 106`h Pl SE. Developed Areas: Wendv's Areas: New Building 0.067 Ac Asphalt Drives and Parking 0.440 Ac Sidewalk and Patio 0.049 Ac Total Impervious 0.556 Ac or 69% Total Pervious 0.247 Ac or 31% TOTAL WENDY'S 0.803 Ac These data were used as an input into KCRTS pro��ram. Wendy's Renton TIR 02/2014 Part B- De�eloped Site H��drology 1�iap Page 39 of 178 Wendy's Renton TIR 02/2014 (' _.--�''�_ e�TMP�RaR D �� _.�- _ s E C�RR r P} p _ --_ _ �� _- --�-- — y..-- ,- . __-;� � � f- _,:_.._ �.�.� � ...%�` ;----'7_". — �_ IHQL�DO - -- � - � • S 26' w Ra� i / � � � � G.p. •`� �Ei.63�, �� ChD= ,_ .... �. � I Che�S 847_ R.ieSA.�- � -�""r n.os'�;.M' i N��µ E � ��'`"r ,. !' a,e• � �i c�scu[�'r �� vl � yot f rn�:r- .z.. ��Sp�) � % � I '�� , ,- � y��. 3.0 , � � ' 3� _ _ �i 5° `;�,� �� ' FFE � � �' 9 j' � �,: ° , '�, ;� � � _. _ �� ' � . � �� a_ �+'�,, '; ;� � n � ' � � i�i' � ._. � � .�,:.-� _ � � � s �� ,�� p �`� e � ��1�� 6+ w. o , , . � � � � � � . , � % �.. � � ( � - � �i" `�-• � I � � , o , �) , � t� � I � � ;, g ; �� , ;, ,�, ! � �� ? j It r M'`� + s � � � �� , I l � .� I� � ~ I � � I 0 -�y _4.9� o � _ .� � .g ; D� �.. ' "� �t'"�^ ' '�' ' __ � �/ i i�' � 2.- �, 6� � J , � ", - c-,+trs•� ,sr.d1• o / R.907' � � � �AS'JJ70'w A�L9'163Y (PR�^�XD Q!I-p//[InEJ cw-i2 n• tae,.H u7s�a'w ��oaes�Fwsrovi , "�a �� - ��, , _ - - _. � - , i�: 1 ' a� ��r� t '�°�At'�PR'� � �� aa'\ \ � nt, s��',� �` � � ,� ��.ar '�'_.�' ' 1 , -��(�,�. Y � �� / � � ! \ \ \ �. �� '� �1'�"� � �� e 40 of 17� �C-��c-Z � � = 4c Wendy's Renton TIR 02/2014 Performance Standards (Part C) The subject property is located within the City of Renton limits. The City adopted KC SWDM 2009 performance requirements. The performance standards are listed as follows. Flow Control System Flow Control Duration Standard, Forested Conditions as defined as a Conservation Flow Control applied the historic Leve12 flow control standards by KCRTS. Infiltration is not feasible for this site per geotechnical engineering report. Section 1.2.3.3 of 2009 King County SWDM require to use flow control BMPs to maximize infiltration and retention of stormwater onsite. The goal is to apply flow control BMPs to the maximum extent practicable level. The minimum levels are specified in Section 5.2 which are considered to be a maximum extent practicable level. This project would be in category of Large Lot High Impervious BMP Requirements per Section 5.2.1. 1. Full dispersion is not feasible for this site since there is not enough of the native vegetated surface. 2. Since full dispersion is not feasible, the following BMPs must be considered: • Fu1lInfiltration • Limited Infiltration • Basic Dispersion • Rain Garden • Permeable Pavement • Rainwater Harvesting • Vegetated Roof • Reduced Impervious Surface Credit • Native Growth Retention Credit Full and limited infiltration, basic dispersion,rain gardens, permeable pavement, reduced impervious surface credit, and native growth retention is not possible for this site due to low permeability of the native soils and site configuration. See attached letter from geotechnical engineer about flow control BMPs not being feasible for this site. Rainwater harvesting and vegetated roofs were considered but they would be very impractical for this land use type. These two options require lots of attention and maintenance. Fast food restaurant do not have a site management capacity to provide necessary maintenance. 3. Perforated pipe connections of roof downspouts to the drainage system will be provided as the only flow control BMP practicable. In addition, Filterra Bioretention System using Filterra Inlets will be used, providing bioretention and LID development. Page 41 of 178 I Wendy's Renton TIR 02/2014 Water Quality System Enhanced Basic Water Quality menu applies for this site. Special Requirement#8 —Oil Control was also applied. Stormwater runoff enters Filterra System through a curb inlet opening and flows through a specially designed filter media mixture contained in a landscaped concrete container. Stormwater flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. Filterra with Internal Bypass is designed to be used in a sag eondition and will accept flow from both directions along the gutter line. Treatment flow entering the unit throu��h the curb inlet is directed to the treatment chamber by an internal terraflume tray. Flo�� in excess of the treatment flow crest the edge of the bypass pipe, enters pipe, then �onnects with the underdrain piping,and exists the system. Filterra sizing design has been provided in accordance with Westem Washington Desi��n Assistance Kit(DAKit) v01-WA using Step to Sizing a Filterra Bioretention System for Enhanced treatment with hydraulic conductivity of 24.82 in/hour. Layout has been approved by Americast and design documents have been submitted for review as required by WA DOE approval conditions. See attached sizing calculations. Flow Control System (Part D) Conservation Flow Control King County Runoff Time Series Hydrolojic Simulation Model computer program was used to size detention storage requirements and flow controls. Since the site is in Flow Control Duration Standard, Forested Conditions as defined as a Conservation Flow Control applied the historic Level 2 flow control standards by KCRTS, which match historic flow durations for 50% of 2-year peak flow up to the full 50-year peak flow and to match the 2-and 10-yaer peak rates to the pre-developed levels. Historic data types and hourly time step options were used in calculations. Forested Conditions were used for pre-developed flow calculations. Storm water detention tank has been designed using three rows and header 8'diameter pipes with minimum storage ��olume of 11,069 cf and with a control structure with two orifices and top ovextlow. Small portion of the site and off-�ite improvements bypass detention facilities. This was mitigated hv the �,versiiin�� detcnti��i1 faciliti�� ancl incluclin�r [hcs� arca, in �lctenti��n �izin�� Wendy's Renton TIR 02/2014 Part D - Detention Tanks Desihn Calculations Wendy's Renton TIR 02/2014 , PREDEV.pks Flow Frequency ,4nalysis �ogPearson ��1 Coefficients Time series File:predev.tsf Mean= -1.712 std�ev= 0.234 Project �ocation:5ea-Tac Skew= -0.163 i ---annual Peak Flow Rates--- -----Flow Frequency analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.024 16 2/16/49 22:00 0.054 1 89.50 0.989 0.047 5 3/03/50 16:00 0.051 2 32.13 0.969 0.051 2 2/09/51 18:00 0.049 3 19.58 0.949 0.016 32 1/30/52 9:00 0.047 4 14.08 0.929 i 0.012 41 1/18/53 20:00 0.047 5 10.99 0.909 I 0.018 28 1/06/54 4:00 0.039 6 9.01 0.889 0.032 9 2/07/55 21:00 0.038 7 7.64 0.869 0.027 13 12/20/55 17:00 0.034 8 6.63 0.849 0.021 21 12/09/56 15:00 0.032 9 5.86 0.829 0.022 20 1/16/58 20:00 0.032 10 5.24 0.809 0.018 24 1/24/59 2:00 0.031 11 4.75 0.789 0.034 8 11/20/59 21:00 0.028 12 4.34 0.769 0.019 23 2/24/61 16:00 0.027 13 3.99 0.749 0.011 44 1/02/62 22:00 0.026 14 3.70 0.729 0.015 36 11/25/62 15:00 0.025 15 3.44 0.709 0.018 25 1/O1/64 14:00 0.024 16 3.22 0.690 0.013 39 11/30/64 12:00 0.024 17 3.03 0.670 0.014 38 1/06/66 3:00 0.023 18 2.85 0.650 0.031 11 1/19/67 14:00 0.023 19 2.70 0.630 0.019 22 2/03/68 23:00 0.022 20 2.56 0.610 0.018 26 12/03/68 17:00 0.021 21 2.44 0.590 0.015 34 1/13/70 23:00 0.019 22 2.32 0.570 0.012 42 12/06/70 8:00 0.019 23 2.22 0.550 0.038 7 2/28/72 3:00 0.018 24 2.13 0.530 0.017 29 1/13/73 5:00 0.018 25 2.04 0.510 0.018 27 1/15/74 2:00 0.018 26 1.96 0.490 0.028 12 12/26/74 23:00 0.018 27 1.89 0.470 0.017 30 12/02/75 20:00 0.018 28 1.82 0.450 0.002 50 3/24/77 19:00 0.017 29 1.75 0.430 0.014 37 12/10/77 17:00 0.017 30 1.70 0.410 0.009 46 2/12/79 8:00 0.016 31 1.64 0.390 0.024 17 12/15/79 8:00 0.016 32 1.59 0.370 0.013 40 12/26/80 3:00 0.016 33 1.54 0.350 0.023 18 10/06/81 15:00 0.015 34 1.49 0.330 0.023 19 1/OS/83 8:00 0.015 35 1.45 0.310 0.015 35 1/24/84 12:00 0.015 36 1.41 0.291 0.007 47 2/11/85 6:00 0.014 37 1.37 0.271 0.039 6 1/18/86 20:00 0.014 38 1.33 0.251 0.032 10 11/24/86 4:00 0.013 39 1.30 0.231 0.012 43 1/14/88 12:00 0.013 40 1.27 0.211 0.007 48 12/30/88 6:00 0.012 41 1.24 0.191 0.054 1 1/09/90 9:00 0.012 42 1.21 0.171 0.047 4 4/05/91 2:00 0.012 43 1.18 0.151 0.016 33 1/27/92 17:00 0.011 44 1.15 0.131 0.016 31 3/22/93 23:00 0.009 45 1.12 0.111 0.004 49 2/17/94 20:00 0.009 46 1.10 0.091 0.025 15 2/19/95 20:00 0.007 47 1.08 0.071 0.049 3 2/09/96 1:00 0.007 48 1.05 0.051 0.026 14 1/02/97 9:00 0.004 49 1.03 0.031 0.009 45 1/07/98 9:00 0.002 50 1.01 0.011 computed Peaks 0.064 100.00 0.990 Computed Peaks 0.056 50.00 0.980 Computed Peaks 0.048 25.00 0.960 Computed Peaks 0.038 10.00 0.900 Computed Peaks 0.036 8.00 0.875 Computed Peaks 0.031 5.00 0.800 Page 1 Page 44 of 178 Wendy's Renton TIR 02/2014 PREDEV.pkS Computed Peaks 0.020 2.00 0.500 Computed Peaks 0.013 1.30 0.231 1 Page 2 Page 45 of 178 Wendy's Renton TIR 02/2014 DEV.pks Flow Frequency analysis �ogPearson rrr coefficients Time Series File:dev.tsf Mean= -0.826 5td�ev= 0.100 Project �ocation:sea-Tac Skew= 0.489 ---,4nnual Peak Flow Rates--- -----Flow Frequency ,4nalysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.151 20 2/16/49 21:00 0.252 1 89.50 0.989 0.230 4 3/03/50 16:00 0.243 2 32.13 0.969 0.151 21 2/09/51 2:00 0.235 3 19.58 0.949 0.127 38 10/15/51 13:00 0.230 4 14.08 0.929 0.118 44 3/24/53 15:00 0.217 5 10.99 0.909 0.141 28 12/19/53 19:00 0.213 6 9.01 0.889 0.149 22 11/25/54 2:00 0.195 7 7.64 0.869 0.144 24 11/18/55 15:00 0.195 8 6.63 0.849 0.167 16 12/09/56 14:00 0.182 9 5.86 0.829 0.149 23 12/25/57 16:00 0.177 10 5.24 0.809 0.114 47 11/18/58 13:00 0.176 11 4.75 0.789 0.144 25 11/20/59 5:00 0.176 12 4.34 0.769 0.126 39 2/14/61 21:00 0.175 13 3.99 0.749 0.128 37 11/22/61 2:00 0.172 14 3.70 0.729 0.126 40 12/15/62 2:00 0.168 15 3.44 0.709 0.144 26 12/31/63 23:00 0.167 16 3.22 0.690 0.129 36 12/21/64 4:00 0.163 17 3.03 0.670 0.130 35 1/OS/66 16:00 0.162 18 2.85 0.650 0.195 7 11/13/66 19:00 0.158 19 2.70 0.630 0.213 6 8/24/68 16:00 0.151 20 2.56 0.610 0.119 43 12/03/68 16:00 0.151 21 2.44 0.590 0.130 34 1/13/70 22:00 0.149 22 2.32 0.570 0.124 41 12/05/70 9:00 0.149 23 2.22 0.550 0.182 9 2/27/72 7:00 0.144 24 2.13 0.530 0.117 46 1/13/73 2:00 0.144 25 2.04 0.510 0.133 32 11/28/73 9:00 0.144 26 1.96 0.490 0.176 12 12/26/74 23:00 0.143 27 1.89 0.470 0.117 45 12/02/75 20:00 0.141 28 1.82 0.450 0.143 27 8/26/77 2:00 0.136 29 1.75 0.430 0.195 8 9/17/78 2:00 0.136 30 1.70 0.410 0.175 13 9/08/79 15:00 0.134 31 1.64 0.390 0.163 17 12/14/79 21:00 0.133 32 1.59 0.370 0.176 11 11/21/80 11:00 0.133 33 1.54 0.350 0.243 2 10/06/81 0:00 0.130 34 1.49 0.330 0.177 10 10/28/82 16:00 0.130 35 1.45 0.310 0.136 29 1/03/84 1:00 0.129 36 1.41 0.291 0.122 42 6/06/85 22:00 0.128 37 1.37 0.271 0.162 18 1/18/86 16:00 0.127 38 1.33 0.251 0.217 5 10/26/86 0:00 0.126 39 1.30 0.231 0.102 49 11/11/87 0:00 0.126 40 1.27 0.211 0.133 33 8/21/89 17:00 0.124 41 1.24 0.191 0.252 1 1/09/90 6:00 0.122 42 1.21 0.171 0.235 3 11/24/90 8:00 0.119 43 1.18 0.151 0.134 31 1/27/92 15:00 0.118 44 1.15 0.131 0.093 50 11/O1/92 16:00 0.117 45 1.12 0.111 0.107 48 11/30/93 22:00 0.117 46 1.10 0.091 0.136 30 11/30/94 4:00 0.114 47 1.08 0.071 0.168 15 2/08/96 10:00 0.107 48 1.05 0.051 0.158 19 1/02/97 6:00 0.102 49 1.03 0.031 0.172 14 10/04/97 15:00 0.093 50 1.01 0.011 Computed Peaks 0.277 100.00 0.990 Computed Peaks 0.254 50.00 0.980 computed Peaks 0.232 25.00 0.960 Computed Peaks 0.203 10.00 0.900 Computed Peaks 0.197 8.00 0.875 computed Peaks 0.180 5.00 0.800 Page 1 Page 46 of 178 Wendy's Renton TIR 02/2014 DEV.pkS Computed Peaks 0.147 2.00 0.500 Computed Peaks 0.125 1.30 0.231 � Page 2 � Page 47 of 178 Wendy's Renton TIR 02/2014 � - �_-_- � - _ � _ -��'_ ' . ,, -_ - - - -_-__- . -_�__.-__��_ .�.. . :ar.k Dianeter: B.OJ f� Tank Length: 226.10 =_ Effective Storage Depth: 7.50 fr_ Stage 0 Elevation: 359.44 �t Storage Volur�e: 11069. cu. �- Riser Head: 7.56 ft Riser Diameter: �8 .00 incre= Number of orifices: 2 Full I�eac Fi�.� Orifice # Height �iameter Discharge Diame* - (ft) (in) (CFS) (ir.; 1 0.00 0. �� .0'_3 2 5.63 = . . . Top Notch Weir: None �'��*`-��;a �at_. ��_ ��: �.1��,n� _.�=ge �- - �� ic-- � _� �ac:� _____ _ �_a�� __�_ _:�� . _.. (=t) (f�) (cu. ft) (ac-ft) {c�s) (cr�' 0.00 359.44 0. 0.000 0.000 0. _. 0.01 359.45 0. 0.000 0.001 0. _' 0.02 359.46 0. 0.000 0.001 0. :- 0.03 359.47 0. 0.000 0.001 0. - 0.06 359.50 0. 0.000 0.001 0.�'' 0.19 359.63 120. 0.003 0.002 0.�� 0.32 359.76 253. 0.006 0.003 O.0 0.44 359.88 384. 0.009 0.003 O.0 0.57 360.01 536. 0.012 0.003 O.0 0.70 360.14 697. 0.016 0.004 O.C. 0.83 360.27 865. 0.020 0.004 0.: 0.96 360.40 1040. 0.024 0.004 0. 1 .09 360.53 1222. 0.028 0.005 0. 1.21 360. 65 1395. 0.032 0.005 0. 1.34 360.78 1588. C.036 0.005 0. 1.47 360. 91 1786. 0.041 0.006 0. 1.60 361.04 1989. 0.046 0.006 0. 1.73 361.17 2196. �.050 0.006 0. 1.85 361.29 2391. 0.055 0.006 0. 1.98 361.42 2605. 0.060 0.006 0. 2.11 361.55 2823. 0.065 0.007 0. 2.24 361.68 3043. 0.070 0.007 0. 2.37 361.81 3267. 0.075 0.007 0. 2.49 361.93 3475. 0.080 0.007 0. _ 2.62 362.06 3702. 0.085 0.007 0.00 2.75 362.19 3932. 0.090 0.008 0.00 2.88 362.32 4163. 0.096 0.008 0.00 3.01 362.45 4395. 0.101 0.008 0.00 3.14 362.58 9629. 0.106 0.008 0.00 3.26 362.70 4845. 0.111 0.008 0.00 Page 48 of 178 Wendy's Renton TIR 02/2014 3.39 352.83 �0?9. J .-1? � .0'J8 0 .�� 3.52 362. 96 �314. O.i22 0 .009 0.0;� 3.65 363.09 5550. 0.127 0.009 O.G'J 3.78 363.22 5785. 0.133 0.009 O.G� 3.90 363.34 6001. 0.138 0.009 O.C� 4 .03 363.47 6235. 0.143 0.009 O.CO 4 .16 363. 60 6468. 0.148 0.009 O.CO 4 .29 363.73 6700. 0.154 0.009 O.CO 4 .42 363.86 6930. 0.159 0.010 O.CO 4 .54 363. 98 7142. 0.164 0.010 O.CO 4 .67 364 .11 7369. 0.169 0.010 O.C�� 4 .80 364 .24 7593. 0.174 0.010 O.�G 4 .93 364 .37 7816. 0.179 0.010 O.JO 5.06 364.50 8035. 0.184 0.010 0.'JG 5.19 364.63 8251. 0.189 0.010 0.�0 5.31 364.75 8448. 0. 194 0.011 O.�C 5.44 364.88 8658. 0.199 0.011 O. �C 5.57 365.01 8863. 0.203 0.011 O.�C 5.63 365.07 8956. 0.206 0.011 O.00 5.64 365.08 8972. C.206 0.011 O.00 5.65 365.09 8987. 0 .206 0.012 0.0:; 5.66 365.10 9003. 0.207 0.013 0.0;� 5.67 365.11 9018. 0.207 0.014 O.G;�i 5.68 365.12 9033. 0.207 0.016 O.O:i 5.69 365.13 9049. 0.208 0.018 0.0:� 5.70 365.14 9064. 0.208 0.019 O.G:�i 5.71 365.15 9079. 0.208 0.020 O.Q,�� 5.72 365.16 9095. 0.209 0.020 O.rO 5.85 365.29 9290. 0.213 0.025 O.CG 5.98 365. 42 9480. 0.218 0.029 O.CO 6.11 365.55 9664 . 0.222 0.032 O.C�� 6.24 365. 68 9842. 0.226 0.034 0.��:: 6.36 365.80 10000. 0.230 0.037 O.,�C; 6.49 365. 93 10164. 0.233 0.039 O.:i� 6.62 366.06 10320. 0.237 0.041 O. :�i 6.75 366.19 10467. 0.240 0.043 0.:�� ' 6.88 366.32 10604. 0.243 0.045 O.G" 7 .00 366.44 10720. 0.246 0.047 O.0 7 . 13 366.57 10833. 0.249 0.048 O.c. 7 .26 366.70 10931. 0.251 0.050 0.�:- 7 .39 366.83 11010. 0.253 0.051 O.0 7 .52 366.96 11062. 0.254 0.053 0. 7.56 367.00 11069. 0.254 0 .053 0. : 7.66 367.10 ll069. 0.254 0.516 0.' 7.76 367.20 11069. 0.254 1.360 0. 7.86 367.30 11069. 0.254 2.460 0. ' 7 .96 367.40 11069. 0.254 3.750 0. : 8.06 367.50 11069. 0.254 5.220 0. ' 8.16 367, 60 11069. 0.254 6.650 0. : 8.26 367.70 11069. 0.254 7 .180 0. 8.36 367.80 11069. 0.254 7.670 0. 8.46 367. 90 11069. 0.254 8.140 0. 8.56 368.00 11069. 0.254 8.570 0. 8.66 368.10 11069. 0.254 8.990 0.� Page 49 of 178 Wendy's Renton TIR 02/2014 . .�6 3��, .�� 11�69. C .�S� �?.3GG � . ��,� 8 .86 368.30 11009. C .254 9.;70 �.0� 8.96 368.40 11069. �.254 10.140 0.0� 9.06 368.50 11069. 0.254 10.490 0.00 9.16 368.60 11069. 0.254 10.830 0.00 9.26 368.70 11069. 0.254 11.160 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft} (Ac-Ft) 1 0.15 ******* 0.06 7. 56 367.00 11069. 0.254 2 0.17 0.05 0.05 7. 07 366.51 10785. 0.248 3 0.18 ******* 0.05 6.94 366.38 10665. 0.245 4 0.23 ******* 0.04 6.56 366.00 10250. 0.235 5 0.14 ******* 0.03 6.20 365. 64 9784 . 0.225 6 0.22 ******* 0.03 5. 90 365.34 9366. 0.215 7 0.13 ******* 0.01 4.40 363.84 6901 . 0.158 8 0. 10 ******* 0.01 3.55 362.99 5362. 0.123 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:RDOUT Inflow/Outflow Ar.aiysis Peak Inflow Discharqe: 0.252 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discnarge: 0.057 CFS at 19:00 on Feb 9 in 1951 Peak Reservoir Stage: 7.56 Ft Pea;c Reservoir E1ev: 367.00 Ft Pea:t �eservoir S�orage: 1'069. Cu-Ft . 0.254 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability C FS s % °s 0.001 211361 48.256 48.256 51.744 0.517E+00 0.002 43509 9. 934 58.189 41.811 0.418E+00 0.004 54895 12.533 70.723 29.277 0.293E+00 0.006 54769 12.504 83.227 16.773 0.168E+00 0.007 46918 10.712 93.939 6.061 0. 606E-01 0.009 14537 3.319 97.258 2.742 0.274E-01 0.010 10653 2.432 99.690 0.310 0.310E-02 0.012 913 0.208 99.898 0.102 0.102E-02 0.013 30 0.007 99.905 0.095 0.947E-03 0.015 22 0.005 99.910 0.090 0.897E-03 0.016 14 0.003 99.913 0.087 0.865E-03 0.018 6 0.001 99. 915 0.085 0.852E-03 0.020 22 0.005 99.920 0.080 0.801E-03 0.021 45 0.010 99.930 0.070 0.699E-03 0.023 31 0.007 99.937 0.063 0.628E-03 0.024 25 0.006 99.943 0.057 0.571E-03 0.026 23 0.005 99.948 0.052 0.518E-03 0.027 20 0.005 99. 953 0.047 0.473E-03 0.029 18 0.004 99. 957 0.043 0.432E-03 Page 50 of 178 Wendy's Renton TIR 02/2014 : . J3- �c 2. ;=i=;,; =�9. 96� C�, �)3, = , 3?__-��3 0.032 li O. J�'<_ 9�. 967 0.033 0.333�-0? 0.034 39 0.009 99.976 0.024 0.244E-C3 0.035 17 0.004 99. 979 0.021 0.205E-C3 0.037 16 0.004 99.983 0.017 0.169E-C3 0.038 15 0.003 99.987 0.013 0.135E-�3 0.040 15 0.003 99.990 0.010 O.100E-Oj 0 .042 11 0. 003 99.992 0.008 0.753E-0� 0.043 10 0.002 99.995 0.005 0.525E-r�= 0.045 4 0.001 99.996 0.004 0.434E-04 0.046 8 0.002 99.997 0.003 0.251E-C4 0.048 5 0.001 99.999 0.001 0.137E-C-1 0.049 2 0.000 99.999 0. 001 0.913E-05 0.051 2 0.000 100.000 0.000 0.457E-� � 0.053 0 0.000 100.000 0.000 0.457E-0� 0.054 1 0.000 100.000 0.000 0.228E-G� 0 .056 0 0. �00 '_CO.00C 0.000 0.228�-0` Wendy's Renton TIR 02/2014 COMPARE.prn Duration Comparison Anaylsis Base File: predev.tsf rvew File: rdout.tsf Cutoff units: Discharge in CFS -----Fraction of rime----- ---------Check of Tolerance------- cutoff aase New %Change Probability aase New %Change 0.010 � 0.93E-02 0.98E-02 5.1 � 0.93E-02 0.010 0.010 0.1 0.013 � 0.50E-02 0.95E-03 -81.1 � 0.50E-02 0.013 0.010 -24.6 0.017 � 0.28E-02 0.86E-03 -68.9 � 0.28E-02 0.017 0.011 -35.8 0.020 � 0.17E-02 0.77E-03 -55.3 � 0.17E-02 0.020 0.011 -45.2 0.023 I 0.11E-02 0.60E-03 -42.9 � 0.11E-02 0.023 0.011 -52.3 0.027 � 0.67E-03 0.49E-03 -27.8 � 0.67E-03 0.027 0.022 -19.6 0.030 � 0.44E-03 0.39E-03 -11.3 � 0.44E-03 0.030 0.029 -4.9 0.034 � 0.31E-03 0.26E-03 -15.7 � 0.31E-03 0.034 0.033 -2.6 0.037 � 0.21E-03 0.17E-03 -21.3 � 0.21E-03 0.037 0.035 -5.6 ' 0.040 � 0.12E-03 0.94E-04 -22.6 I 0.12E-03 0.040 0.039 -3.3 0.044 � 0.59E-04 0.48E-04 -19.2 � 0.59E-04 0.044 0.042 -2.7 0.047 � 0.34E-04 0.23E-04 -33.3 � 0.34E-04 0.047 0.045 -3.2 0.050 � 0.91E-05 0.68E-05 -25.0 � 0.91E-OS 0.050 0.050 -0.8 0.054 � 0.23E-05 0.23E-OS 0.0 � 0.23E-05 0.054 0.057 5.5 Maximum positive excursion = 0.005 cfs ( 9.3%) occurring at 0.052 cfs on the Base �ata:predev.tsf and at 0.057 cfs on the New �ata:rdout.tsf Maximum negative excursion = 0.012 cfs (-52.7%) occurring at 0.024 cfs on the aase oata:predev.tsf and at 0.011 cfs on the New oata:rdout.tsf Page 1 Page 52 of 178 r � POIr►ROvrIEtE TrrE 2 �o'ON 3 - 0'• �' �ACCESS 116EI15 WIMOIf S7EP5 12' IIES11aCTOR �FW� OEl[NIION PMES �� E��' p,� LlM15 Of OOIIp1ETE SlAB �� ) J6'NrE ,� - - - - - - - ti � � �' �NJLIOEAD 4� EL�OR � �ESIACIOR�I1H �� -- � lA1Y OIIi10E 2.00' - - - - - - � - - - 8 ME 2 S4"OM CS � �� 11EOlIM[0 fOR T�16 .IIINCt10N =_ . - - - - - - i � SIEAR CATE M71N UOD �� ' i0R ClEM1011f rEl! flTE 2�G'OM OOI�rt1101 �0.00' __ p11r OF I�NTON SiD a rn,riow�smcra� sa.00� a.00� ,r.�e ruw zs�.�o � �� akk�� p� e' OM OEIE11TqN � J�:� � 2 �� I rv�_l�.v� .Ll� T� ~ SGIE: 1 • � �- •w � r I 12'MCK OOUCIIEIE SU1� � � ,: = b�1N67(OONp1E7E fIN ALCE55 IIISEIIS 111A1E Cb►TE NO lAC1vIG 3 � ''� can��oi a�■m narosm aMoc (�+� a.> >rrc i �o-or► s�F�.so�`�"' E _ s`� ' , r�or�snec�ae �_�� :•oM►� can�a c°�ou a.� � • � � (�) - �� , W � I�pt nFv • i J67.00 • � ; � SEDilE1R LE�iEI :'� �� = i �a [ ELEV]6S.tD � E OEv 769.50 o ME 2 S�'DM q _ Y�MIQE STEK t2' �� E EIEv J66.30 SWICED(lYP) � 9� [aav xr.�� c�v�.00 �cv xs.00 I — e, ow arc�ow 3 3 c acv�.4> > - e'. oertwno�+ rwac rrfs � Twac a z�o• �awc.��anom � � och�mo�+rau.rt ov �,.o�s cr (w/o o.s'aF seorrt�r sroav�. � — SEE NOTE 1 roa PPE w1E11M1 Z � � ,. �T,�� : , - .y W K�M�ZFD 11IPE 2�Itl41C�iN SIEEI!PE (AA�fO , � Y27�MO Y]i) - W •SIEQ�/OI�ED�OIYEMrlE1E �ME (D1M101M10c OR �� p • 1.M' W d nOElfNT10NoTMKS PLAN IMD S�ION 2. o�, rN.c ►re sw�u ww� �w�rcaiart,a�rs. i _ Q W Z i 3. ALL �EUL MRTS SIMLL!E COb10S10H I�ISTNIT.FAM.ESS I - � � S1EEl OR ALU1�MlY.ALL G1Lwr2m MR15 TO wwE AShMLT 9MEN1 CI11E - 11EA11E1f� 1. 0 � 1. SEE AL50 Crt1'OF IIENtON SID R/w I3S.O�MICAL OE7EMIION � � � e 11 AC TMK AND STD RNI 2�5.10-OEIEN110N WK A�ESS OETAL _ ------ � w ��i M � FOR Y01� OEiAIS. - 8 � rAAiE11EM fECT10N �� E OUf ELEV]Sl.�7 _ N $� E EIEV 3S9.S0 E EtEV�59.00 « �'�p� � � s�c�aew� �u o�x .� � rt acv�.�� MSMO Y14S A1.A2.OR AS,CR 8 SII�ORT LL !'TMCIc lF/w CONC 1�t AMIlOVEO E01ML RACED N!' �OiTOr ORi10E e:� oo+'S s�ai[rn qba � (�.soo ►9 rq r/p I ufTs (oOrP�GtED to wr !oR 51D • 0.�1' � w-n wes� ta'O.t. � OEMSfiv PER I1�9rt0 T!Y uiilu�� '� °"�"�°„ r c,2•,�.��T �' ��) s��'�cm a �wra sro vuw :».00 Abossein � FL01M 1lES1RiCTdt A!D 2S).�0 f'ROP-T s�,ue c�r� ►ae oeuias Mor s„ow Engineering� n00NTi�OL SIRIJCR�lE SEx:DON � a.00• "�. � scuE: ,' • :' L L C. A T� rrE aawu�w eEOONG wiEa�. �r SrwEu IN COAIPLWr(',E WITH CfTY OF RENTON � e TO Frt TME �OT10M OF NPE. �'70 6" N OEIM IEOINICII-EIECI�GiI �u : wraov�o ev cEorEc�a�x eMc.+�►jwm�� STANDARDS FlRE at0�on R BY: DATE 21p0 1121H AYE.IE 'e BY: DATE: �LLENIE.MA 98001 E2000-20i3_UM Tt Ri(125)162-9NI 9-12-2013 BY: DATE FAX(C15�162-9151 � 4 �EIMIl01�I PPE �DN�G M� BAa�7.L 0 � E-Y�t qe�iEa�� ,pe fq, q#ET Ne. C��b�Qrer ro�d� gy: DATE: r�r.�ossein.tan 2�.308� Ci�J.2 § a � Page 53 of 178 � Wendy's Renton TIR 02/2014 �, Water Quality System (Part E) ' Enhanced Basic Water Qtiality Menu The Enhanced Basic Treatment WQ menu is designed to achieve 50 percent total zinc removal. Sizing meets WA DOE 2009 Stormwater ManuaPs 91%annual stormwater volume filtered since Filterra are located upstream of detention. Water quality design flow has been sized by WWHM as required by Filterra recommendation. Sand filter design option has been used with input data: • filter material depth 1.8' • effective ponding depth 0.75' • riser height 0.7' • filter conductivity 24.82 inches per hour Three 4x4 and one 4x6 Filterra Box Sizes were with bypass have been designed. Page 54 of 178 Wend 's Renton TI R 02/2014 Y Part E- Water Quality Treatment Design Calculations I Page 55 of 178 Wendy's Renton TIR 02/2014 DRAINAGE AREAS FOR FILTERRA DESIGN �s5 � ��-� ---��i_ ' DRAINAGE IMPERV. ' I AREAS (AC) PERV. (AC) TOTAL(AC) � C � �, �� ` � F1 0.086 0.037 0.123 '� F2 0.160 0.029 0.189 , F3 0.100 0.015 0.115 I ', F4 0.098 0.015 0.113 I � ' ^ � �`;, �, J '1 1 � � _� ' �- �- � E = 37 3.�� . �� FF i , � -� ; ��•_j ` 1� ' ;f J]( — �. � '� ` � � � — � ` ��.� ,, � �� .�SSA/H �Oi6' I _ ii (8�{. o�wvl � \ .r � � . I '/ ( I � I � � � — 372 I I -- �'� ��/ p� '�1' ■ � I , I I / I �e � � � � � � � � / � � ,/ `3� � ._.. I / � � �. �° � I � � I I � . � � ! ,�� I �^h ��6 � I �, _ � ,��, � I �,� ! , � � - - - - - — - - - — � STORM DRAINAGE AREA FOR FILTERRA DESIGN SCALE: 1 " = 30' Page 56 of 178 ` rHM3 ,� .+ � Wendy�s�Ren�� TIR 02/2014 ❑ fi � � . �� ■ = �"�'`„ �� Schematic I�� Sand Filter 1 h�litigateci SCENARIOS Facility Name Fik«ra F 1 r Predevelaped Outlet 1 Outlet 2 Outlet 3 Downstream Connections 0 0 �—� r PAitig�ted Facility Type Sand Filter J r Precipitation AppGed to FaciGty Quick Filter � Run Scenario ---- � Evaporation AppGed to Fac�ity Facility Bottam Elevation (ft) 0 �� Fncility Dimensions Bottom Length � �� Outlet Structure �� —' - _.__...__ Bottom Width Riser Hei9ht(ft) 0.7 �-'� � Riser Diameter(inJ �pp -_-� �� Effective Depth �0.75 � � Left Side Sbpe � Riser Type Flat -:j � ---___ Notch Type Bdtom 5ide Slope �� Ri9ht Side Slope p� Top Side Slope � � Infiltration YES :-� Orifice Diameter Height �Max Hydraulic Conductivity(inlhrJ 2+,82 � Number (In) (Ft) (cfs) � fo:-! �� o -..._.__ Fiker materid depth(ft) 1.8 '� 2 r�") �-'� � Totd Vokune Filtrated(acre-ftJ 11.726 3 �—� lu —"� 0 _ __.____ Total Vokune Through Riser(acre•ft) 0.303 TdalVdume(acro-ft) �2.p2y Fiker StaageVokame at Riser Head .000 Move Elements Percer►t Filtered 97.48 Pond Increment 0.10 -:-� � Show Pond Table Open Table -:-� � ,�� ! -- _ _ Save x,y Load x,y . I I `1-1 x � Page 57 of 178 Y � � HM3 � � F �endy�s'Ren�af'n Tit2 02/2014 �i ❑ r� � �+ '��' 1�. = `-� �� Schematic SCENARIOS �'i• 5and Filter : Mltigat�d Facility Nsme Filterra F2 f Predeveloped Outlet 1 Outlet 2 Outlet 3 __--- __ ______ Downstream Connections �^� �-� 0 fv pAirigaled Fscility Type Sand Fdter Run Scenario 1- Precipitation Applied to Facility QUICk Fllter � _._.__.__...._._.._ _._ ___. _. . _._----.__._ � Evapora6onApPtiedtoFacility Faciliiy Bottom Elevation (ft) 0 �� Facility Dimensions Bottom Length �-1 Outlet Structure �� Bottom Width � Rise�Height(ft) 0.7 :-� �,� ��,. � Effective Depth C75 Risa Diameter(in) �pp -;-� �� r, 1 Left Side Slope � Riser Type Flat ="� — _---.-. _________ Notch Type Bottom Side Slope � Right Side Sbpe � Top Side Slope 0 Infilt�ation YES -:� Orifice Diameter Height �Max Hyd��c��a��n►� za.sz � Number pn) (Ft) t�s) —_ � ro--! ��-! o Fiker material depth(fy 1.8 � 2 �'_.., �_:"� 0 Total Volurc�e Fikrate�acre-ftJ 20.421 3 r�� ^--- _..___---- TotalVokune Through Riser(acre•ft) 1.02 Total Vokurie(acre-ft) 21.441 Fiker Storage Vokxne at Riser Head .000 Move Elements ' " � Parcerrrk Fikered 95.24 Pond Increment 0.10 � „�J Show Pond Table Open Table :� .�1 .__ ...._.._..._. � Save x,y Load x,y , � I ' `1 _I X �� Page 58 of 178 Y � ` rHnn3 ,�' _� � 1�end'y�s 12en�on i irt 02/2014 ❑ Gi � � ��' ��■ - �--� �� Schemat�i �}. ;and Filter 3 F.4itigated SCENARIOS Fscility Nsme Fikerra F3 1 �� Predeveloped Outlet 1 Outlet 2 Outlet 3 � Downstream Connections 0 � 0 0 � �- _ ---- � __..___ Iv�v�l�13�7�'r_,i� Faciliiy Type S�FIRE� �� I I�' Precipitation AppNed to FaciGty Quick Filter � Run Scenario '� - _ apaation Appued to FaciGty _ ' Ev P�e I � Facility Bottom Elevation (ft) 0 �� Faciliiy Dimensions Bottom Lenyth � Outlet Structure , �� Bottom Width (� Riser Height(ftj 0.7 -;-, �J Riser Diameter(in) �pp � .- �� _ EffxtiveDepth 0.75 � � Left Side Slope � Risa Type Flat -I __ -_ _ Bottom Side Slope p� Notch Type RigFit Side Slope L� ---- _ Top Side Sbpe � � Infiltration YES � Orifice Dinmeter Height UMax �II Hydraulic Conductivity(in/hr) 24.g2 J Number (In) (Ft) (cfs) � ___ _ 7 �=-I Io-:-1 0 � Fiker material depth(ft) 1.8 � 2 �^-� �-',-, 0 T otal Vok.une Filtrated(ac�e-ft) 12.2?9 3 �0 ;-' �—� 0 _ ..__---_._ _.... _ TotalVokuneTFxoughRiser(acre-k) 0.468 ____. Total Volume(acre-ft) 12.748 Fiker Staage Vokrne at Risa Head .000 Move Elements Pond Increment Percent Fikaed 96,32 0.10 -=-� � Show Pond Tnble OpenTable :-{ � � __ _----- � Save x,y Load x,y , � I _.1 _1 X � Page 59 of 178 Y � I i Q �M3 � 4 � � �� - -�encly'§Re i��n TIR 02/2014 ❑ fi � � �� ■ -- �� d Schematic q� ;anJ Filtcr �1 F.titigated SCENARIOS i Fnciliiy Name Fikerra F 4 �" Prede�eloped ' Outlet 1 Outlet 2 Outlet 3 ; Downstream Conoections 0 � 0 '�;v ��t�t�g�tzd Fecility Type Sand Fiker f PrecipitationApplied to FaciGty Ouick Filter ( Run Scenario � — -- f Ev�oration Applied to Facibty _-- _ __ - Facility 8ottom Elevation (ft) 0 �� Facility Dimensions li i Bottom Length q� Outlet Structure �� -- Bdtom Width �� Riser Height(ft) 0.7 -:� ' Effective Depth 0.75 Riser Diameter(in) �pp � �r�I .;• �� ! �"1' � Lek Side Slope p� Riser TYPe Flat � ,-_ � __. .. � ___ 0 Notch Type __ Bottom Side Slope 0 ,,+::: 0 + Right Side Sbpe p� � ! Top Side Slope 0 � Infiltration YES -� O�ifice Diameter Height �Msx Hydra��ic Conductivity(in/tir) 24.82 J Number (In) (Ft) (cfs) 1 (o �-:� �o -:-� 0 -- Fiker material depth(ft) 1.8 -� 2 �-'_`� �—� � T otal Vdume Fikrated(acre•ft) 12.061 3 �� —`=`, � Total Vdume Through Riser(acre•ft) 0.43 Total Volurne(ac.�e-ftJ 12.491 Fika Storage Vokxrre at Riser Head .000 Move EbmeMs Pe�cent Fikered ys r� Pond Incremerit 0.10 � � Show Pond Table Open Table -=-� � � � Save x,y Load x,y , ' f J J x � Page 60 of 178 Y [48—1 r � Plot D�N: f�b/0 2011-11:�1Mn .�.��: N.�.M. F..�.: :,�e.�o��a.ew, . !1 �� ri � �� ......_.�..�, ' r� i �� SE � = - - i�� :�� .� _ _ � �� a�s � � � � � � � � � . �.n..!.! :� �g � � ___ � � �� ,.. � � � � � � � � . � � �, � � �� N � �, � � • t .!� q• � � y \{t �1 � �ti�� ■ � � �� ■ � � ��if �t � iiii �_ �Y � � � �� ' e 1 �� ;"ti��g��lt'��r� � _.� . 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Klmura oyo N o � �� •.•��..� ri�s : uy1� � y � ��r trussn.�e�e ^ � �-�i � 1CO1ZW.lM�Deie6Ae9E Fn�tS.T1.YJltt s �1 Q Rmmn.WwNnybn 9lUY EalI4:�nw � � w ` � � STORM DRAINAGE DETAILS I J Wendy's Renton TIR 02/2014 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN On-site conveyance system was sized using Rational Method as described in KCWSDM Section 3.2.1. Storm and Sanitary Analysis Extension software of Autodesk Civil 3d software was used for design calculations. Pipe system has been designed using backwater analysis to convey the 25-year peak flows and checked if 100-year peak flow would not cause severe flooding or erosion problems. All new pipes have been sized to have a minimum slope of 0.5%. Flow velocities are greater than the minimum full flow velocity per SWDM of 3.0 FPS. Pipes shall be HDPE Lined Corrugated Polyethylene Pipe(LCPE). Page 62 of 178 Wendy's Renton TIR 02/2014 Section 5 - Conveyance S,ystem Calculations Page 63 of 178 Wendy's Renton TIR r_ _--- "' ^ 02/2014 __ . _ _�-�„ _ - . -- ' - �� __. _ _�:_ _� _ _ - :� � _ , - �---- - _ _ - � .�- - - � t ,• - " , ._ - , _ - - ,f , _�,:.._ _ ,f __� - , _ _ -- - , _ _ _--- � '' � --- - -_ - __----- �� - �f_� / �:=-�__- Z,�.:�r--J" oa2 �., -- '� - -�`�c�-� `� ___- - �-so-� �, s�-z - - �� EX CB � �� DA6� t � C&2' � SD-�OUT DET -�� `t r ':t �.; ( ►'a ff +. ti. � �`� ,� ` � �� l , � CB-5, �Fi `t ` `l � . � . - 5_ `� �.t �� I F2 ��t � � ` SD-6 � SD-9 DA1 :' / � � .... $/ C&6 : �- I CB-4. � ne� I •= �IN DET SD-5 /SD "'i F3,`��f� B-3 " � i I � d-1�� DA3 I SD-12p CB.7/� I : ;F4 I I J I I I { I I I . � 4 I �� _ - f � �� • 7 ( � I 1 I Pa e 64 of 178 9 � 2�3°�lendy's Renton Wendy's on CaW4oad.Renton 02/2Sveaj storm 'I I 11•C L lJ I 4 Proj�ct Options FlawUnits...................................................................CFS � Elevation Type......................................................................Elevatioo . Hydrdo9y Method.................................................................Ratlonal Time of Concentration(TOCJ Method..................................User-0efined Link Routlng Method.............................................................KinemaUc Wave Enable Overflow Pondinq at Nodes......................................YES Skip Steady State Malysis Time Periods............................ NO Number of Elements QiY RainGages...........................................................................0 Subbasins..............................................................................6 Nodes.................................................................................... 14 Junctions...................................................................... 12 Outfalls......................................................................... 2 Fbw Diversians........................................................... 0 Inlets............................................................................ 0 Sro�age Nodes............................................................. 0 Links...................................................................................... 72 Channels...................................................................... 0 Pipes............................................................................ 12 Pumps.......................................................................... 0 Onfices......................................................................... 0 Weirs............................................................................ 0 Outlets.......................................................................... 0 Pollutants_..._....._......_......_............................................_..0 LandUszs.__._....... ......__. ._..__.. _.._._._._ 0 Rainfall Details Return Penod................................__......_..._____......._._ 25yearisj Page 65 ofP'��e8�of,a 213o�endy's Renton Wendy's on CarF,F2oad,Renton 02/2Syeaj storm I ItC LU14 Subbasin Summary SN Subbasin Area Weightzd Tctal Tctal Total Peak Tme of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfsl (davs hh:mm:ss) 1 DA1 0.12 0.7D00 0.29 0.20 0.02 024 0 00:06:18 2 DA2 0.10 0.8200 0.29 024 0.02 0.22 0 00:06:18 3 DA3 0.19 0.8000 0.29 023 0.04 0.42 0 00:06:18 4 DA4 0.12 0.8100 0.29 0.23 0.03 0.26 0 00:06:18 5 DAS 0.11 0.8200 029 0.24 0.03 0.25 0 00:06:18 6 DA6 0.02 0.7400 029 021 0.01 0.05 0 00:06:�8 `��°�/Vendy's Renton wz�ay��r��3a,Re�;�, 02/2��a�s`o��, Node Summary SN Elemenl Element Invert Grou^d;R��.T Peak Max HGL h1�^ ID Type Elevation (Max) Inflow Elevat�on Freebcar Elevation Ariained ACamea (fU (h) (cfsl (ft) `t� 1 C&1 Junction 359.40 369.66 1.40 359.91 9 75 2 C&2 Junction 359.49 370.63 1.50 360.02 1C o1 3 C&3 Junctio� 366.22 370.31 1.34 366.57 3 T» 4 CB-4 Junction 367.52 371.99 0.86 367.86 a 13 5 CB-5 Junction 367.78 371.89 0.45 368.10 3 d0 6 CB-6 JuncUon 367.89 372.30 0.41 368.13 -:17 7 C&7 Junction 366.30 369.98 0.50 366.65 3 33 8 Ft Junc6on 367.98 371.81 0.24 368.17 3 6a 9 F2 Juncdon 368.iS 372.01 0.41 368.43 3 58 10 F3 Junction 366.43 37026 0.26 366.63 3.63 11 F4 Junction 366.67 370.50 025 366.82 3.68 12 OUT DET Junction 359.52 370.63 1.34 359 86 10]7 13 EX CB Outfall 359.00 1.39 359 0l 14 IN DET Out`a i 365-50 1 31 3E5'2 Page 67 ofP�Zz8�of,,� P13087 Wendy's Renton Wend�+son��a�d,ReMon �2�2�1425yarsmrm ' Link Summary !, SN EkrtNnt ElertKid From To(Outlet) Len91h Inkt Outlet Awnge Domrbr a I�hnning's Ptak Design Fbw Pe�k Fbwl Pqk Fbw Pak Fbw Pe�c Fbw ID T�pe (Inl� Node IrnM hneit Slop� HegM Ra�nas Fbw Capxty Daign Fba Vebdly Depth DepIN Node Ebvrion EIev�Uon R�Oo Topl Deptli Ratio Irt! (R) (rt) (%) In) (c�i (�1 I�i Irtl t SD�1 Pipe C�1 D(CB 60.1fi 359.10 359.10 0.9000 12000 0.0120 1.39 213 0.51 3./9 0.51 0.51 2 SD-10 Pip� C�7 C&3 15.62 386.30 366.22 D.5000 8.000 0.0120 0.50 0.92 0.51 271 0.35 0.51 3 Sa11 Pp F/ C�1 11.08 366.61 366.30 3.3100 8.000 O.D120 0.25 2/0 0.10 4.15 0.15 0.12 4 SQ12 Pip� F3 C�7 132A 366.�3 366.30 1.0000 8.000 0.0120 0.25 1.31 0.19 291 010 0.30 S SQ2 Pip� C�2 C�1 1t.02 359./9 359.�0 0.5000 12.000 0.01�0 1.10 2.T3 0.51 3.63 0.52 0.52 6 SD,3 Pip� QUT DET C�2 5.D0 339.52 359.19 O.S800 36.000 0.0120 1.50 SS.03 0.03 3.39 0.34 0.11 7 SQI �ipe CB-3 IN DET 6.T3 366.22 365.�0 10.6900 12.000 0.0120 1.34 1262 0.11 10.4T 012 012 B SD,5 Pipe C&/ CAJ 79.5T 361.52 366.22 1.6100 8.000 0.01T0 O.BS 1.6� 0.5t 1.86 0.34 0.50 9 SD�6 Pipe CB-S CB4 13.36 367.18 361.52 0.6000 8.000 0.0120 0.�5 1.01 0.// 264 0.31 0.47 10 SDd Pipe F1 CBb 19.71 367.9� 36T.78 1.0000 8.000 0.0120 0.23 1.31 0.1E 3.00 0.19 0.29 11 SO-8 Pipe CBb C84 29.76 361.89 367.52 1.1200 8.000 0.0110 0.41 1.45 0.2E 3.5E 0.21 0.36 t2 Sa9 Pipe F2 CBb 2/.5� 368.18 367.89 12000 8.000 O.Ot20 0.41 1.43 0.29 3.11 0.21 0.37 I Page 68 of 178P�9e4of1 z�3°�lendy's Renton Wendys on Cart,Road,Renton 02,25,ysap stortn �� I 1 hC /LlJ 14 Subbasin Hydrobgy Subbasin : DA1 Input Data Area(ac)..................................................... 0.12 Weighted Runoff Coefficient....................... 07000 �. Subbasin Runoff Results Total Rainfall(in)......................................... 029 Total Runoff(in).......................................... 0.20 Peak Runoff(cfs)........................................ 0.24 � Rainfall Inlensiry.......................................... 2734 �, Weighted Runoff Coefficient....................... 0.7000 Time of Concentratlon(days hh:mm ss)..... 0 00:06:18 � II 1 � I Page 69 ofP1��e��f„ 2�3°�/endy's Renton Wendy's on Cacr,Road,Renton 02�2,5.ysaf stortn ' I It�C LlJ I4 Subbasin : DA2 Input Data Area(aq................._....................._........... 0.10 Weighted Runoff Coeffcient....................... 0.8200 � Subbasin Runoff Results ' Total Rainfall(in)......................................... 0.29 �', Total Runoff(in).......................................... 024 �. Peak Runoff(cfs)........................................ 022 . Rainfall Intensity.......................................... 2.734 Weighted Runoff Coefficient....................... O.S200 Time of ConcenVation(days hh:mm:ss).....0 00:06:18 I I Page 70 ofP1��e�of,a 213 Wendys on oad.Renton storm I� °�lendy's Renton �� 02/�� Subbasin : DA3 � Input Data Area(ac).._..............._......__._.......__...__. 0.19 Weighted Runoff Coefficient..._._........__... 0.8000 Subbasin Runoff Results Total Rainfall(in)......................................... 029 Total Runoff(in).......................................... 0.23 Peak Runoff(cfs)........................................ 0.42 Rainfall Intensiry.......................................... 2.734 Weighted Runoff Coefficient....................... 0.8000 Time of Concentration(days hh:mm:ss)..... 0 00:06:18 Page71 ofP'��e8,of,a 2�3°�lend y's R e nto n W endys on Ca¢Road,Renton 02,2,5.,ygal storm I I I'C /LIJI 4 Subbasin : DA4 Input Data Area(ac)..................................................... 0.12 Weighted Runoff Coefficient....................... 0.8100 Subbasin Runoff Results Total Rainfall(in).........................................0.29 Tofal Runoff(in).......................................... 023 Peak Runoff(cfs)........................................ 0.26 Rainfall Intensity.......................................... 2.734 Weig�ted Runoff Ccefficient....................... 0.8t00 Time of ConcenVation(days hh:mm:ss)..... 0 00:06:18 Page 72 ofp'�,�$,or„ Z�3°�fendy's Renton W2n�y';cn Cari,}2oad,Rznton 02/;�;,,.y�af storm I ItC Lll 4 Subbasin : DA5 Input Data Area(ac;.....__...._.. ._..._.._.._ ..... �ii Weighted Runoff Coefficient_._._........_..._ 0.32�0 Subbasin Runoff Results Total Rainfall(in)......................................... 025 Tofal Runoff(in).......................................... 02a Peak Runoff(cfs)........................................ 0.25 Rainfall Intensity.......................................... 2.731 Weighted Runoff Coefficienl....................... O.S�CO Time of Corce^�.[ratior I.�ays hh�mc�ss)_._ 00��6.�d Page 73 ofP��z$,of,, z's�/Vendy's Renton ��v=�a,�5^�r��3a,Re��o� 02/2�'f345:°'T Subbasin : DA6 Input Data Areafac;.___._. .........._._ ......_ p.0� Weighted Runo"rf Coeffic��ent....................... 0.74�0 Subbasin Runoff Results Total Rainfall(in)......................................... 0.29 Total Runoff(in).......................................... 0.2? Peak Runoff(cfs)........................................ 0.05 Rainfall Intensity.......................................... 2.734 Weighted Runoff Coefficient_..................... 07400 Time of Concentration(days hh�mmss�..... 0 00:06:18 Page 74 o�a'��or�a 2�3°�Iendy's Renton Wendy's on Car,�Road,Renton 02/2SySaf storm , I It< LU 14 Junction Input I SN Element Invert Ground.%Rim GrountllRim Minimum �I �. ID Elevation (Max) (Max) Pipe ''� Eleva6on Oftset Cover i (ft) (ft) (ft) (inl �' 1 CB-1 359.40 369.66 10.26 111.15 �� 2 C&2 359.49 370.63 11.14 97.67 'i 3 C&3 36612 370.31 4.09 37.04 I 4 CB-4 367.52 371.99 4.46 45.57 �� 5 CB-5 367J8 371.89 4.11 41.29 I 6 CB-6 367.89 372.30 4.42 44.98 �I 7 CB-7 366.30 369.98 3.68 36.15 � B F1 367.98 371.81 3.83 37.96 �I 9 F2 368.18 372.01 3.83 37.96 I 10 F3 366.43 37026 3.83 37.96 11 F4 366.67 370.50 3.83 37.96 12 OUT DET 359.52 370.63 11.11 97.32 I Page 75 0�,178, -f,, '� 2�3°�lendy's Renton 'Nzndy's o�Ca;cRosd,Renton OZ�^.S..y�ar storm I IhC LU 4 Junction Results SN Element Peak Peak Max HGL hlas HGL ID Inflow Lareral Elevation Depth Inflow Attained Attainec (cfsl (cfsl (RI iF� 1 CB-1 1.40 0.05 359.91 0.5' 2 C&2 1.50 0.00 360.02 0.53 3 C&3 1.34 0.00 366.57 0.35 4 CB-4 0.86 0.00 367.86 0.34 5 C&5 0.45 0.22 368.10 0.32 6 CB-6 0.41 0.00 368.13 0.24 7 C&7 0.50 0.00 366.65 0.35 8 F1 0.24 024 368.17 0.19 9 F2 0.41 0.41 368.43 0.25 10 F3 026 0.26 366.63 020 11 F4 0.25 0.25 366.82 0.15 12 OUT DET 1.34 1.3a 359.86 0.34 Page 76 o�a1��$�of,a 2�3 VVQfIC�y's Renton 'Nen�y';cn Cari,R�ad,Rerto^ 02/"�,.;.ygaj storn I II"C LU 14 Pipe Input SN Elemen; Le^g!^ In2t O.,tet Tota�. Avzrage P��e Pipe h1a^�iny's Entran�e Exit;Bend A�dit.cnal � ID Invert Invert Drop Slope Snape D�ameteror Roughness losses Losses Losses � Elevation Elevation Height (ft) (ft) (ft) (ft) (%) (in) 1 SD-1 60.16 359.40 359.10 0.30 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 2 SD-10 15.62 366.30 366.22 0.08 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 3 SD-11 11.08 366.67 366.30 0.37 3.3700 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 4 SD-12 13.28 366.43 366.30 0.13 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 5 SD-2 18.02 359.49 359.40 0.09 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 6 SD3 5.00 359.52 359.49 0.03 0.5800 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000 7 SD-4 6.73 36622 365.50 0.72 10.6900 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 8 SD-5 79.57 367.52 36622 1.30 1.6400 CIRCULAR 8.040 0.0120 0.5000 0.5000 O.00DO 9 SD-6 43.36 367.78 367.52 0.26 0.6000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 10 SD-7 19.74 367.98 367.78 0.20 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 O.00DO 11 SD-8 29.76 367.89 367.52 0.36 1.2200 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 12 SD-9 24.54 368.18 367.89 029 12000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 Page 77 o�a��of,a zi 3°�lendy's Renton wendys on Cars,Road,Renton 02�7.5,vsad storm I IhC GlJ I Pipe Results SN Element Peak Time of Design Flax Peak Flowl Peak Flow Trevel Peak Flow Peak Flow ID Flow Peak Flow Capacity Design Flow VHocity Time Depth Depth/ � Occurrence Ra6o Total Depth Ratio (cfs) fdavs hh:mm) (cfsl (ft�secl (min� (ft) 1 SO-1 1.39 0 00:06 2.73 0.57 3.49 029 0.51 0.51 2 SD-10 0.50 0 00:06 0.92 0.54 2.71 0.10 0.35 0.52 3 SD-11 0.25 0 00:06 2.40 0.10 4.45 0.04 0.15 0.22 4 SD-12 0.25 0 00:06 1.31 0.19 2.91 0.08 0.20 0.30 S SD-2 1.40 0 00:00 2.73 0.51 3.63 0.08 0.52 0.52 6 SD3 1.50 0 00:00 55.03 0.03 3.39 0.02 0.34 0.11 7 SD� 1.34 0 00:06 12.62 0.11 10.47 0.01 022 022 8 SD-5 0.85 0 00:07 1.68 0.51 4.86 027 0.34 0.50 9 SD�'i 0.45 0 00:06 1.01 0.44 2.84 0.25 0.31 0.47 10 SD-7 0.23 0 00:06 1.31 0.18 3.00 0.11 0.19 0.29 11 S0� 0.41 0 OO:D6 1.45 0.28 3.58 0.14 0.24 0.36 �2 SD-9 0.41 0 oo:os tA3 029 3J7 0.1i 0.24 0.37 Page 78 o�a'��S�of,a ' 2�3°�lendy's Renton W�dys on�c,Ftoad,Renton 02�OQ.�vHat stortn . t•( LU 14 Project Options �� FlowUnits ..__ ._......................................_.._...................CFS II Elevalion Type......................................................................Elevation II HydrologyMeMoC.................................................................Rational Time of Concentration(TOC)Mefhod..................................User-Definetl �� Link Routing Method.............................................................Kinematic Wave Enable Overflow Ponding at Nodes......................................YES Skip Steady S[ate Malysis Time Penods..........._..._._..._. NO Number of Elements Q�Y RainGages...........................................................................0 Subbasins..............................................................................6 Nodes.................................................................................... 14 Junctions...................................................................... 12 OuHaNs......................................................................... 2 Flow Diversions........................................................... 0 IMets............................................................................ 0 SrorageNodes............................................................. 0 Links...................................................................................... 12 Channels...................................................................... 0 Pipes................................................ ............................ i Pumps.......................................................................... 0 I OrAices......................................................................... 0 li Weirs............................................................................ 0 ' Outlets.......................................................................... 0 Pollutants..............................................................................0 �, LandUses............................................................................ 0 I Rainfall Details ' RetumPeriod........................................................................ 100 year(s) Page 79 ofP1��e�or,a z'sc�lendy's Renton ��vz�a,•��c��aa,Re�:�� 02��d fa4 S`°�� Subbasin Summary SN SubbaSin Area Weignced Tota� To?a� Totai Peak Tmeof ID Runoff Rainfall Runoff Rcnoff Runoff Concentration Ccefficient Vdume (ac) !in) (in� (ac-in) (cfsl (davs hh:mmssl 1 DA1 0.12 0.7000 0.34 0.24 0.03 0.28 0 00:06:18 2 DA2 0.10 0.8200 0.34 0.28 0.03 0.26 0 00:06:18 3 DA3 0.19 0.8000 0.34 0.27 0.05 0.48 0 00:06:18 4 DA4 0.12 0.8100 0.34 0.27 0.03 0.30 0 00:06:�8 5 DAS 0.11 0.8200 0.34 0.28 0.03 0.29 0 00:06'3 6 DA6 0.02 0J400 0.34 025 0.01 0.06 0 00�06:'d Page 80 ofP'��e�o„a ' �i 2�3°�lendy's Renton Wendys on Laz,F2oad,Rerton 02��:,,v�ajstorm II I Iht LU 4 Node Summary I SN Element Element Invert Ground.�Rim Peak Max HGL Min '� ID Type Elevation (Max) Inflow Elevation Freeboard '� Elevalion Attained Attained �� fft) (ft) (cfsl (fU (ft) 1 C&1 Junclion 359.40 369.66 1.63 359.96 9.70 2 C&2 Junclion 359.49 370.63 1.74 360.07 10.56 3 CB3 Junclion 366.22 370.31 1.57 366.60 3.70 4 CB� Jundion 367.52 371.99 1.00 367.89 4.09 5 CB-5 Junction 367.78 371.89 0.53 368.13 3.77 6 CB-6 Jundion 367.89 372.30 0.48 368.15 4.15 7 C&7 Junction 366.30 369.98 0.59 366.68 3.29 8 F1 Junction 367.98 37t.81 0.28 368.19 3.62 9 F2 Junction 368.18 372.01 0.48 36B.45 3.56 10 F3 Junction 366.43 370.26 0.30 366.65 3.61 i t F4 Junction 366.67 370.50 029 366.83 3.67 12 OUT DET Junction 359.52 370.63 1.57 359.87 10.76 13 EX CB Outfall 359.00 1.63 359.66 14 IN DET Outfall 365.50 1.57 365.74 Page 81 ofP'��e8,of,a Z�30E� Wendy's Renton yyend�+son��,�o�d,Ra�a„ 02/2019ppy�xsa,,,, Lfik Sumnary SN Benrnt ENm�nt From To(OUNt) LeigN MIN OutlN Awr�ge Di�nrbr a M�mi�'s Pak Daign Flow Pak Fbrl Pe�k Flav Pak Fbw Pe�k Flow ID Typ� pnkt) Node Irnert ImM Slope Height Raughneu Fbw C�dy Daign Fbw Yebdty Deptli OeptN Node ENv�tion FJrwtion Ro6o Tohl Deph R�o �rt► �rt► c�� c%� �n� ��► ��► �msa� crt► t$D-1 Pipe C�t IXCB 60.16 359./0 359.t0 O.S000 12.000 0.0120 1.63 2.73 0.60 3.63 0.56 0.56 2 SD�tO Pipe C&7 CBd 15.62 366.30 366.71 0.6000 8.000 0.0120 0.� 0.91 0.63 2E1 0.39 D.SB 3 SD-11 Pipe F{ C&7 11.08 366.67 366.30 3.3100 8.000 D.0120 029 2./0 0.12 4.66 0.16 0.2/ 4 SD-t2 Pipe P3 C&7 13.28 366.43 366.30 1.0000 8.000 0.0120 0.30 1.31 0.23 3.04 0.71 0.32 5 SD-2 Pipe C�2 C&1 18.02 359.49 359./0 0.5000 12.000 0.0120 1.63 273 0.60 3.75 0.57 0.5T 6 SD� Pipe OUT DET C�2 5.00 354.�1 359.19 0.5800 36.000 0.0120 1.T� SS.Q1 0.03 3.69 0.36 0.12 7 SDa Pipe C8�3 IN DET 6.T3 366.72 365.50 10.6900 12000 0.0120 1.51 12.62 0.12 10.96 0.24 0.2/ 8 S45 Pipe C8�4 C83 19.57 361.52 366.22 1.6�00 8.000 0.0110 1.00 1.6! 0.59 5.01 0.37 0.55 9 SDb Pipe C�5 C8a 13.36 361.18 367.51 0.6000 8.000 0.0120 0.53 1.01 0.52 295 0.34 0.51 10 Sa7 Pipe f1 CB� 19.7� 361.9E 367.78 1.0000 8.000 0.01t0 0.21 1.31 0.21 3.10 0.21 0.31 11 SD-0 Pipe CB6 C8a 29.76 361.E9 367.�2 1.2200 8.000 0.0120 0.48 1.45 0.33 3.73 O.Z6 0.�0 12 Sa9 Pp F2 C88 21.5� 36E.18 367.89 t.2000 8.000 0.01T0 0.48 1./3 0.33 3.91 0.27 0.10 Page 82 of 178P�eaoftt 2�3°�/endy's Renton Werdy's or Car,c,RcaC.Ren?on 021,pp„v�af srorm I II•C /LU 4 Subbssin Hydrobgy Subbasin: DA1 Input Data Area(acl........_......__._._______.__._._. 0.12 Weighted Runoff Coeffc�en!-_..__...__.__.. 0]�00 Subbasin Runoff Results Total Rainfall(in)......................................... 0.3-1 Total Runoff(in).......................................... 0.2a Peak Runoff(cfs)........................................ 0.28 Rainfall Intensity.......................................... 3.�92 Weighted Runoff Ccefficient....................... 0.700� Time of Concentretion(days hh�mmssl.-- 0�0�.06:t8 Page 83 ofF1,7$ _ 2i3°�lendy's Renton WendysonCaa,Road,Renton 02t0[L.vsajstorm I If( lLll 14 Subbasin : DA2 Input Data Area(ac)..................................................... 0.10 Weighted Runoff CoeKcient._......._........... 0.8200 Subbasin Runoff Results Total Rainfall(in)......................................... 0.34 ��. Total Runoff(in).......................................... 0.28 Peak Runoff(cfs)........................................ 026 Rainfall Intensity.......................................... 3.192 Weighted Runoff Coefficient....................... 0.8200 TmeolConceMretionfdayshh:mn:ss)..._ 000-06�.'9 Page 84 ofP��e�of,a 2�3°�lendy's Renton Wendys on Caz,Road,Renten 021,�,y�a{storm I II'< /LlJ 4 Subbasin : DA3 Input Data Area(ac).....__...___..__._._.._.___.__.._._ 0.15 Weightetl Runoff Coefficient..................._.. O.SC00 Subbasin Runoff Results Total Rainfall(in)......................................... 0.3� Total Runoff(in)......_.........................._...... 027 Peak Runoff(cfs)........................................ 0.48 Rainfall Intensity.......................................... 3.192 Weighted Runoff Coefficient..................._.. 0.8��0 T�Te of Co�centration;days hh:r�m-ss;. .. 0 OO:Oo 13 a�-;� �S of�-� 2�3°�/endy's Renton '+V=_n�ys on Car�tca�.Renton 02L;y,,.y�adstorm I Ir< ��v Subbasin : DA4 input Data Area(aci ...._ _................... .._ . -., Weighted Runoff Ccefficien;.._...__............ �.810� Subbasin Runoff Results Total Rainfall(in)......................................... 0.3a Total Runoff(in).......................................... 0.27 Peak Runoff(cfs)........................................ 0.30 Rainfall Intensity.......................................... 3.19� We�ghted Runoff Coeffcient_._._......__... 0.8'�0 T me of Concentra:cn(days hh.n�<sy. .. 0 0��.G6'3 I I I Page 86 ofP1��e�of,a 213 Wendys on r oad,Renton stortn ��, °�lendy's Renton �� 02�°�fi� Subbasin : DA5 �nput Data Area(ac)..................................................... 0.11 Weighted Runoff Ccefficient....................... 0.8200 Subbasin Runoff Results Total Rainfall(in)......................................... 0.34 Total Runoff(in).......................................... 028 Peak Runoff(cfs)........................................ 0.29 Rainfall Intensily.......................................... 3.192 Weighted Runoff Ccefficient....................... 0.8200 Time of Concentration(days hh:mm:ss).....0 00:06:18 Page 87 ofP��e�or�a 2�3°G�lendy's Renton wenoy'sonC�riRoa� Renton 02�;a7„v�adscorm hC L lJ Subbasin : DA6 Input Data Area�aci._._._.___.__.__....__....__._.. ",^ .,.,< Weighted Runoff Coeffcient............_......._ C?c0� Subbasin Runoff Results Total Rainfall(in)......................................... 0.34 Total Runoff(in).......................................... 0.25 Peak Runoff(cfs)........................................ 0.06 Rainfall Intensity.......................................... 3.19� Weigh?ed Runoff Cceffic�ent...._................. 074�0 T,r�z cr Corcenratio^I�ays r^Tn;s1_.. 0 0��.GB'3 Page 88 0��.�8,�,., z's°�lendy's Renton �^ae�ay5 0�r�;:.,Roaa Rzmo� 02�°��4s;��m r< Junction Input SN Element Invert GraundlR T Groun��Rim M��nimum ID Elevation (Max) (Mau) P�pe Elevation Oftset Cover (ftl (h) (k) !inl 1 C&1 359.40 369.66 10.26 111.15 2 CB-2 359.49 370.63 11.14 97.67 3 C&3 36622 370.31 4.09 37.0� 4 CB� 367.52 371.99 4.46 45.57 5 C&5 367.78 371.89 4.11 4129 6 CB� 367.89 372.30 4.42 44.98 7 CB-7 366.30 369.98 3.68 36.15 8 F1 367.98 371.81 3.83 37.96 9 F2 368.18 372.01 3.83 37.96 10 F3 366.43 370.26 3.83 37.96 11 F4 366.67 370.50 3.83 37.56 12 OUT DET 359.52 370.63 11.11 97.32 Page 89 o�a'�� „� 2'3°�Iendy's Renton '^�z��`5°�`�`F�°�� R=�-�� 021�Ui45�°�T Junction Results SN Element PeaK Pe3k ��b1ax HGL Max hGL ID Inflow Lateral Elevation Depth InFlow Attained Attainec fcfs) Icfs) (ftl ih 1 C&1 1.63 0.06 359.96 O.Sc 2 C&2 1.74 0.00 360.07 0.58 3 C&3 1.57 0.00 366.60 0.33 4 CB� 1.00 0.00 367.89 0.37 5 C&5 0.53 0.26 368.13 0.35 6 CB-6 0.48 0.00 368.15 026 7 CB-7 0.59 0.00 366.68 0.38 8 F1 0.28 0.28 368.19 02t 9 F2 0.48 0.48 368.45 0.2' 10 F3 0.30 0.30 366.65 022 11 F4 0.29 0.29 366.83 0 16 �20UTDET 157 1.57 359.87 0.35 Page 90 0��8�,,,� Zi3°�lendy'S Renton we^dys o^r��oad,Renton 02�adsco�,,, Pipe Input SN Element Length Inlet Outlet Tolal Average Pipe Pipe Manning's Entrance ExiU6end Additional ID Invert Invert Drop Slope Shape Diameteror Roughness Losses Losses Losses Elevation Elevatlon Height (fq (fq (ft) (ft) (%1 fin) 1 S0.1 60.76 359.40 359.10 0.30 0.5000 CIRCULAR �2.000 0.0120 0.5000 0.5000 0.0000 2 SQ10 15.62 366.30 366.22 0.08 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 3 SD-11 11.08 366.67 366.30 0.37 3.3700 CIRCULAR 8.040 0.0120 0.5000 0.5000 O.D000 4 S0.12 13.28 366.43 366.30 0.13 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 5 SD-2 18.02 359.49 359.40 0.09 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 6 SD-3 5.00 359.52 359.49 D.03 0.5800 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000 7 SD4 6.73 366.22 365.50 0.72 10.6900 CIRCULAR 12.000 0.0120 0.5000 D.5000 0.0000 8 SD-5 79.57 367.52 366.22 1.30 1.6400 CIRCULAR 8.040 0.0120 0.500D 0.5000 0.0000 9 SD-6 43.36 367.78 367.52 0.26 0.6000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 t0 SD-7 1974 367.98 367.78 020 1.0000 CIRCULAR 8.040 0.0120 0 5000 0.5000 4 0000 11 SD-8 2976 367.89 36Z52 0.36 72200 CIRCULAR 8 C40 0.0120 0.5000 0.5000 0 0000 12 SD-9 24,54 368.18 367.89 0 29 L2000 CIRCULAR 8 040 OA120 0 5000 0 5000 0 0000 I � � i � I Page 91 o�a��$�of 14 ; z�3°�lendy's Renton Wently's on Car�Road.Rentcn 021�D„v�a45;orm i ir< i�u Pipe Results SN Element Peak Time o' Desi;r Flow Peak Flovn Peak Flow Travel PeaK Flcw Peak Flow ID Flow Peak Flow Capaciry Design Flow Velocrty Time Depth Depth; Occurrence RaUo Total Depth Ra6o (cfs) (davs hh:mm) (cfs) (fUsecl (min) (ft) 1 SD-1 1.63 0 00:06 2.73 0.60 3.63 028 0.56 0.56 2 SD-10 0.59 0 00:06 0.92 0.63 2.81 0.09 0.39 0.58 3 SD-11 029 0 00:06 2.40 0.12 4.66 0.04 0.16 0.24 4 SD-12 0.30 0 00:06 1.37 023 3.04 0.07 0.22 0.32 5 SD-2 1.63 0 00:00 2.73 0.60 3.75 0.08 0.57 0.57 6 SD3 1.74 0 00:00 55.03 0.03 3.69 0.02 0.36 0.12 7 SD-4 1.57 0 00:06 12.62 0.12 10.96 0.01 0.24 0.24 8 SD-5 1.00 0 00:06 1.68 0.59 5.04 026 0.37 0.55 9 SD-& 0.53 0 00:06 1.01 0.52 2.95 024 0.34 0.51 10 SD-7 0.27 0 00:06 1.31 0.21 3.10 0.11 0.21 0.31 11 SD-8 0.48 0 00:06 1.45 0.33 3.73 0.13 026 0.40 12 SD-9 0.48 0 00:06 1.43 0.33 3.91 0.70 0.27 0.40 l I ,I i I � i I , , Page 92 o�a'��,of,, , � ..�'- _ - _ - i — — — — — — S'�BN DRANAC� KEY NAhS — _ __- -�-- Q co�oAu�v+o ooafcr ro�xisn+c ce. 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RW ELEVAl10N5 AS 5110�IM ON TNS ORAMING AAE FOR I �y I lipWAl10N OItY. USE/W MPIIOVED STqdl pW/ COVERS. ��Ol u MDS6 " I I �� 1 � 5 - �' —� a. niov+oe Macr sh.NaM+c Fnrt raiunoN co�nea�a cm ��E ��.+�+� � I ; � � f IEaU11E7+�+►s. r2o'"oo-to,a-a-n i . ; . � j u��u r000w � I � � - - - - - -- - L- _' I �^ , � ' �r , ` Abossein � � � ��1 ' I Engineering, �, .,,� _ ,. ,� J LL.C. ' E — — — — —— — —— — —�, 3 I I a�co�uu��oF�r�oN ,,�a+uocx-�ciaca \ � � I I s � civi �¢ � � � � BY: DATE: �IP,E�ROTECTIOV ' �,. � i , 71(q fl2TH AYE.NE BY: DAiE: BEl1fYl'E,'NA 930k E2000-2013-UAA T� e PH:(125j 162-914' � �� L �� 0 BY: DATE: FAK f425j 462-9�51 9-12-2013 � �� r� �� BY: DATE: =-Y:' c�ice�io�.nm ,IOB no. 9HEET No. � Call befae�Ou dig °h°�t°��`��°� 2�3087 C5.0 � a - Page 93 of 178 - r � �o � NIOP CNI� ' q-4. STA 10tM.2� ChS.SL1 t l r�l.iS I � 'I C!-2.STA 1M73.l7 Q2 RY EtEV � 370.l1 IIY ELFV. S7t.!! �Elfr� i71.M i q-i.STA 10+42.�2 M (NN) . ]S��7 3 N - ��_.'� N (N) . 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I ' . .. . - re s�o.so..w our �.a � � � � i ::. . �oo�siaE T o.+a+v � _ _ i � , � i ��w-n �_ �� 4a '°a syy na �g � �� Abossein � "'" Engineering, iaw ,a�o ,,.00 „+io i�..o ,,.w >>+�o s.eo �o+ao iwm �o..o �aeo ,wao iw�o ,a.o �ato LL.C. � E � ^� F� �7 � � IN COMPLIANCE 4VITH GTY OF RENTON ± ;�_PROFLE �FNOY CB-4 10 F3 4 SD PiiOFiE FTiOM CB-3 10 F4 � scxE.�� o' sTrww�s �nuNcu-n�cierx ••,• � srx[: Noa i - veRr i• . s' pNt-�fED : ��T �• • s• vp�r t• • y BY: QATE: FMtE PROiEC110N R 2100 1121H A1E.I[ o BY: DATE: �llf�M�98004I E2000-2013-uA1 Tt � O BY: DATE: F��5;�_y� 9-12-2013 � �y Call befor��Ou dig By� °A�� N:�.�°5�`�`« 2�3087 C5T�� Page 94 of 178 � Wendy's Renton TIR 02/2014 SECTION 6 - SPECIAL REPORTS AND STUDIES Geotechnical Evaluation Report prepared by Terracon, dated July 2, 2013, was studied. This report has been updated for infiltration data on July 30,2013. The project does not lie within and is not adjacent to 100-year floodplain or floodway per King County Flood Maps and FIRM. This site is not and is not adjacent to any known critical or environmental sensitive area. There are not known any other special reports and studies related to subject area. i ; � ! Page 95 of 178 r Wendy's Renton TIR 02/2014 SECTION 7 - OTHER PERMITS Other permits that may be required for this project include: Building Permit for retaining walls from the City of Renton Demo Pernlit by the City of Renton King County Health Department Permit Soos CreekWater& Sewer District Permit Sewer disconnect permit by Soos CreekWater& Sewer District Binding Site Plan Pernlit from the City of Renton Page 96 of 178 Wendy's Renton TIR 02/2014 SECTION 8 - CSWPPP ANALYSIS AND DESIGN This section include the analysis and design information which will be used to prepare the required construction stormwater pollution prevention plan. ESC Plan Analysis and Design (Part A) No portion of the site is delineated as an erosion hazard area. The project meets or exceeds minimum Erosion and Sediment Control Requirements of Core Requirement #5 of KCSWDM. ESC use standard ESC measures per Appendix D of KCSWDM as a clearing and grading limits, silt fence, stabilized construction entrance, sediment trap, filter fabric protection for inlets, interceptor swales and dikes, and temporary and permanent cover measures to protect disturbed areas. i A sediment trap will be designed as a primary sediment control. Stormwater runoff will � be directed by interceptor swales and dikes to the sediment trap. Riprap or level spreader � shall be used to stabilize downstream of trap's weir overflow. A 2-year peak discharge , using KCRTS with 15 minutes time step at developed conditions will be used for design. ' ESC Measi�rement: � 1. Clearing Limits- Prior to any site clearing or grading, undisturbed areas will be staked I'! and delineated. Property lines will be staked by the surveyor. Security or construction fence will be used. 2. Cover Measures - Temporary and permanent cover measures shall be provided to protect all disturbed areas. Temporary cover shall be installed if an area is unworked for more than seven days during dry season (May 1 to September 30) or for more than two days during wet season (October 1 to April 30). Any area to remain unworked for more than 30 days shall be seeded or sodded. All slopes and stockpiles 3:1 and steeper over 10 feet of vertical high shall be covered during wet season if they are unworked for more than 12 hours. The material necessary to cover all disturbed areas shall be stockpiled on site. All slopes steeper than 3:1 and greater than 5 vertical feet require surface roughening. Plastic covering will be used as temporary erosion protection to slopes and disturbed areas. Permanent cover measurements will be used per landscaping plan. 3. Perimeter Protection - Perimeter protection is to reduce the amount of sediment transported beyond the disturbed areas. It will be installed prior to any clearing and grading. Silt fence will be used along the west, north, and portion of east property lines. This fence will be used as a secondary means of sediment control. 4. Traffic Area Stabilization - The purpose of traffic area stabilization is to reduce the erosion of areas disturbed by vehicle traffic and to prevent transport of sediments onto paved streets. Page 97 of 178 Wendy's Renton TIR 02/2014 Quam� spalls stabilized constniction entrance or a portion of the esisting pavement «�ill be used at the entrance on the south side of property. 5. Sediment Retention - The purpose of the sediment retention is to prevent sediment laden waters from leaving the site untreated. The sediment trap will be used as a primary means of sediment control in the initial construction face. Silt fence will be provided as a secondary or emergency control � measure. Catch basin inserts will be used on all existing and new catch basins to prevent coarse ' sediments from entering storm drain system. , 6. Surface Water Collection - The purpose of surface water collection is to convey II� surface water from disturbed areas to a sediment pond. I An interceptor dike and swale will be used along the north and west side to prevent un- �I treated run-off water from leaving the construction site. j 7. Dewatering Control - If dewatering is used during the construction, sediment laden � water will be pumped to a settling tank for pre-treatment if necessary or directly to the ! sanitary sewer system. No dewatering water will be discharged to surface and storm I waters without a permit. � 8. Dust Control - Dust control will be implemented when exposed soils are dry to the ' point that wind transport is possible. Exposed soils will be sprayed with water until wet, but runoff shall not be generated by spraying. HiQh St�sceptibilih�ar-eas to erosion: There are no steep slopes on the site or any areas with high susceptibility to erosion. �ecial Reports: There are no ESC recommendations in any of special reports for this project. Exceptions or Modifications: There are no exceptions or modifications to any standard details or techniques. b�et Season Reqt�irements: No additional wet season controls have been design. Critical Area Restrictions: There are no critical areas on the site or in adjacent properties. Page 98 of 178 Wendy's Renton TIR 02/2014 Section 8, Part A- ESC Plan, Notes, and Details Page 99 of 178 r - � � � FaY'' — � .. I � '��J� �TN pUBUCT R-�h-.. — _ — — — � .1 { . �-�'� —�� - - - -- u" �~ �.,,� ` � � � � ;�l� � �¢ '•'' _ — - � - — � : _ — ' � — � f_ss-� �o�� _ — - -� r, r, . — -� ;1`J1� _ , `�j �� , �_.= —- ,,j_ .�".--�� i . , ; ,.�.�: .. .. ! 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'� � 2 � - - � + - .zssr�=cJ � \{ - .zssa'-w? � � � �� _ _ �� CINm AfO GtJTTER MARER MtOIECTION � � � y� arrou�m) ` „ s.�a�rac; - � -. �' � � . ; I , S *��; \ l � ��i - G — --' � �_ � � � • � �5 ' s.s�a+ rx.tet.oer' I , ' •i � • ' � � � ,_•: ..��`°u°m°."�-�vj • I � i� � '1�� , � `� _ _ i I — 1Eq. NdiFS � '3 - �Ro�o) I � ' ; '� � !� � � 1 � , :� <-�af�� i� Z ,J ti� � i �— 1. ESC REOOWIENDm�Wf6T�IlUC1�N1 p�NOTES AND - I I �ll �� __� a� D �.. � I ! �.. __. ..— �0 � 2. ER0610N CONiROL YFilSU16 SIIDMIN 011 TMS rWl IYtE � � � � � � 4 a �'I _C _ � �� -- _ YNIr1UY 11EOUII�ENi'S. I �� i f { � � � � i i � I _ 3. s�rEaw��aawnai �rartr(rnq � � • �' � I .�,,,�. y � � �— _ o a � � I f: , �, I I I � � 4. ADDITION�I EAOSION COMROL IIEASl�iES/lIPS MCUJOIIIG � I � �-�� o .,'�' i j � i � ' � senwExr vow/nur iwo/oa wc�rwrc(s) swiu� ��. � r i j [/ ' i REOUIREO e1'Cm'NSPECTOR IF UN001rtROLLm 1MeaD Ru110FF I r� , � I � � I�. � I ,� M �� %I I I FRON THE SRE 6 EMDENf. � � 1 ' � I � � � � 1 �� __ � ' � I � / ,� 3 I _� _ I �c ��n � , , � � 1 I� I � x-.,r 1 z I j� . 1 ' "_�fJ�' �� ` : _ , I �, �X— SIL� LIYIiS � t� _f i�_ f �o u 1I v �,„'.' 1 �. � �� __ _ �- SECUIMIY FTNGE U W �I r�? ` y,�� y ' y �a�. e� � (/� � � —__——_—'__ r ' �� W w . __--___�___— . � � i i — — — — - _ J l �� «,�R .� �� ~ � I � Y , � r= � � � � �,� + � _�S•s._.. _ ��,�� I I KMAIM JI I�� I : .;�'.uH 1 �� ^�� slqE 110.1N41 � �:_7Q7,7' � O�T r �� ; � c�ren aorN) 1 � < n� .� n a � � uwot .£ I ' � � �� ` � �� -�-- � , \''� `� -, ; - - - - - - - - - - 1- - - - I � ^'"°' 1 . %;' Abossein ' o ,. � � 1 � -� ` � �- �� ; Engmeering, � � ' �-� ' LLC. - - - - - - - - - - - -- � � : � iN coMPwwcE wrrH cm oF r�rrrori : srnrro�tnS i�auaeu-�ert�,� � ��o � EROSION OOffiROL PLAN �'�� c� : 8Y: DATE: �P.E �ROTECTION R 9G►E: t - 2a �, 2100 112TH AYE.NE BY: pATE BEl1EYLE,'MA 99UJ1 E2000-2013-UM T1 � Plt;125;161-9N' � DY: DATE: FAX (1251162-915' 9-12-2013 � :-Yd aerce9oPo�:ar� 0 p�N BY: DATE: � ,IOB No. SMEE7 No. � YAN��i�� i nxa cbossein corr ' � � � 213087 C2.0 . � Page 100 of 178 - 2'o•r Z 7 s� r � fJtY OF RF1�IibN SI�tFAI:E wA1FR 5fA1�ARD PLAN NOiF� rlilf OF REJ�IiDN ER0610N COI�fiRO� N�i�^5S i�Y aF REI�IfON SIRLICRJF?AL MdiE'SS 1. lEFORE ANY OONSfRUC110N OR OErELOP�Ed�ACiM1Y OOdlllS. A PIIE-CONSTRIICiIdI 11EETMIG YUSt �E 1. PEF011E ANY CON57RUCTION OR DEVELOP11ENi AC�M11f OCCURS. A PRE-CONSTRUC110N IIEEIMG YUST !E i1ELD NRM 11E Clil'aF 1. TIESE PlANS ARE MWIOVED FOR STMDARD RO�D IMq MELD �TMEEN 111E GIY Oi IlEN�d1 PIAN REVErI SEC�ION A/O ilE APPUCJWT. NENfON. PUBUC MOIiKS DESK�M ENGIIEER. ORAMMGE HPIIWEIENTS ONLT. P1A15 FOR Si1lUCTllIIES SUCN I s. �u.� oesww wo ea+s�au s�uu ee .+ �aonow+ce wm� r►f �NroN � eooE (we). 2. TE BOUIOARES Of TIE CLEARNG L�M15 AND AREAS OF VECETATION PRESERVA71011 RS PRESCRI�D ON TFE Pl/MKS) 51MLL � �s e�eocEs. rwnn. �ra �r�.+.+e wo�us �a,� � i ME LATEST EpTpN OF i►E STA►DIYlO SPECIFlGTIONS FOR NOAD. lIIOGE AND N1NiCPAI CONS�RUCTION a�r FIAGCED BY SURVEY TAPE OR FENCNG MI T►E fELO PRIOR TO CONSTRUC7qM N ACCORDANCE MfN APPEt�Ot D OF TIE SEPARATE NE1�EN A!� +IPPRWAI !'t�TNE Cttt PR10R TO PREPARED B1f VSOOT MO TF1E AYERICAN PUBLIC w01b(S IISSOCMTION (AIwA). I�S IWENOED Bl'T►� G1Y SWlFACE MUTER OESIGN YANU�IL ANO OBSERvEO OIMINC CONSTItUCl10N. DUR�NG TNE CON51'RUCTqN PERI00. NO dSiIIRMNCE CONSTRULTqN. .. Of NENTON PUel1C N�010(S OEPARTYENf. R 9NLL � TI� SOLE RESPONSbM.flY Of i11E APRICAlIf IMb �Y01D T� CLEMlNG WRS SW1LL BE PERIIRTEO. TME CLEMtR►G WfTS SM�LL BE W1INTAIlEO QY TIE APPLICANT/ESC SUPERNSOR 2. IIOCKERKS N1E CON90E1lED TO � A 11ETMOD Of W�C T![ PROfESS10M�L G1IIL ENGINEER TO CORRECi ANY EIIROR. 016510M OR YNRMTIDN fROY T1E AEOVE fOR T1iE OURATIOM OP CONSTRUCTION. STABLIZATION ANO EROSqN CONTIIOI. NOC�cEIlES SIMIL NOT �E REOla11E1�EMT5 �OUMO N iw5 PlANS. KL CORREC110N5 SNLL BE AT NO ADOIT�ONAI OOST TO T�E d1Y. J. ST�BUZED CONSTRUC1qN ENTRANCES 5►Mll EE �+STNIED AT T/E BEGM1anG OF CON57RUC1qN MO INNTAMED FOR T11E CONStRUC1E�TO SERvE IlS NETMNMIG MrN.lS. ALL IqCKEIlES N J. APPROYML Of TMS RWD. fIYMDuC. PARKNIG A/O ORAMMGE PLAN DOES NOT COM5T11UTE AN APPROVAL p�RAT10N Of TME PROJECT. AOOIiqIML YfASIIRES. SIX:M AS CONSTRUCTED 1111EEL MIASM MTEMS OR MSN PA05. YI1Y E GIY IOOAO RlpfT-Oi-wAT SFIALL BE COMS1RUCiEC MI OF ANT OlF1ER COf6TRUCf10M (E.C. OOYESIIC IwTER CO�NEYANCE, SEwER OONVErANCE. C�IS. ELECiRICAL. IIEOu�tED TO ENSURE TMAT ALL P1WED ARE�S N!E KEPT CLE�w MID TRICK OUf TO RWD RICIIT Of RAY DOES MOT OCCUR FOR +�CCOIIDNxE NfTM G1T STAIDAN05. ROCKERES OU1510E Of ETC.). n�E 51MlFACE MY►7ER ORA�MGE SYSTEY SFMLL� CONSfRUCTEO ACCp10nG TO T1E APPRO�ED 1►E DURATION OF THE PROJECT. I10AD RiGN�-OF-Ir�T 5►MLL BE CONSTRUCiED N nCt01�MCE RAMS. 111�CM ME ON FlE � uin iME p1Y. ANY OEWITpN FROY Trf APPROvED rlANS MLL REOU�IIE 4. ALL REOUIRED SED�IEMATqN/EROSION Cdrtl101 FAdlJiES NUST BE CONSiRUCTED ANO N OPERATiON PR�OR TO WO CLF1WlG 1RfM TME �ITERNATpfMI SUKdNG CODE. MRIi1EN APMlOVAL FROY TME CRY Of IlENfOM PU�1C M'OR1(S OEMRi11ENT. SIJRFACE �lqER tRUTY A!O/OR �l6�Rl1C110N TO PREVENT TRANSPORTATION 0� �M1 TO SURFACE MY17ER, ORMMGE Sf5TEY5 AND AD�NCENT PIIOPERTES. �u EROSpi+ a0 SED�ENT i�S Swiu �E �wNi�wED w �5�T6F�Ci0Rr CO�aiq�+ urt� Sud� TrE iw►T 4. A COPY OF T11ESE APMIOVED pLANS YUSi � ON iNE .10! SIfE MI1E1lliER CON51RUC710N b W ClfA�q6 AND/OR CON57RUCi10N IS COYPLETE AqD FOTEMTML FOR ON-SfTE EROSION 1K5 PASSED. T1E �LEIENTATION. �Y � REMDN EROSION AI�D SEaYENT �� ' �- YIINiE►W10E. REPLACEYElR A11D ADOIT10N5 TO EIl090N/SEDIYEMiAT10N CONTROI STSTEYS 51M11 E 11E IIESP01bbL111r OF TIE S. CRAD�NC I�CfMTIES (Sf1E I�LTEINl10N)Al1E 11W1ED TO T1E MOUItS Of 7 AY. TO 7 ►JI. YOqDAT p�E !1 T►/10UG11 SATU110AY NO ND NORK ON SUlOAI'K ALL011ED. UNLLSS OTI[RNISE I1�IIOYEO NRM A S. TIE EROSpN AND SEDIIENUTION CONIROL SYSTEYS DENC'fED ON 7H5 DRAIIMG ARE MITENDED TO OE IM41M REQUIREMENTS TO 1. MIE-CONSTRUCTION ►EFTMIG. wRITiEN DEGSION !Y 111E CrtY Of RENTON. IEET ANTIpPATED SITE CONpiqNS. AS WNSTRUCTION MEOCRESSES MO UI�EXPECTED OR Sf/ISONnL COf�IT10N5 D�CTATE. TI�E 2. P06T 9f�1 WRN NAYE M�0 PndE M�1�ER Of ESC Sl�E1MSOR (WY 6. rt S�MII !E TME ArPIK'/iNi'S/CONTR�CTOR'S RESPOIbrl/IY TO O�TAN ALL C016flkJC710N fASE1EN15 PEIIYffEE SNul MlIICIPATE TMAT Y011E EnOSqN AND SED�IENTATiON CONTROI fACI1JTE5 Irll !E NECESSARY TO ENSl1RE �E C0�60UDATED wnM 11E REOUIREO NOi10E Of C0115iRUCTiON SKiN)• rr� IECESSARY �EFONE MiNTNG OiF-SfTE YIORK. EASEIEtAS 11EOUNE GI�/ IIEVEII�AID AKItONIL PldOft COYPLETE S�iA710N CONfROI ON TFE PROPOSED 511E. DURRIG illE COURSE OF COpSTRUCT10N. R SFMII !E TNE OBUGATION MID 3. FtAG OR FENCF CtfAMMG LYRS. TO COqSTIt�lC7qN. RESPdf510lRT Of T►E PERWiEE TO ADORESS AN'! IEM Cp10f110N5 TW1T W1' !E CRFJUED �+f TIE ACTM�ES Aq0 TO PRONDE 4. NSTALL GTCM dISIN PIIOTECTION i REOUIIEO. C 7. FRANC►fSED UftrtlS OR OT1[R NSTNIATIONS TW1T N1E NOT 5110MN ON T1ESE APFlIpYED PlAMS 51MLL /�pprtqlN� FAClIiES. OVER AND ASOtlE YNMUM REOUrlEIEM15. IlS WY BE 1�EOE0. TO M107ECT AD.MCENT PROPERTES IIMD S. GRADE NO IbTAII COMSTRUCTION ENiNWCE(S)• NOT BE C01KTRllClEO UNLESS MI APPROVED SET OF PlANS DMT NEET ALL IIEOUNE11ENf5 Of p111rlER wATER OWllilf OF T1E NECENMIG DIENNIIGE SYSTEY. s. nsr�u ��R vRohcraw (s�T ��. �+ a�. �c.). �� OF TFE SURfAtE NATER DESICN IWIUAL ME SUBArf�ED TO T11E p1Y OF RENfON. 6. ArPR0Y01L Of TMS PIAN 6 fOR EROSION/SEDNENTATION CONTROL OULY. R DOES NOT Ca6T111JTE MI ArPRWAL OF STORY 7. COwSTRUCT SEDrENT P0105 A!O TRAPS i IIEOIa11E0. E: R DATW SIMLL !E NAYD eE UIlESS 011ERw6E APPROMED �r 7NE G1�OF 11E1ROu. IIEFEIIENCE DRAN�GE OES�GN. SRE NOR LOCATION OF KES. �ES11eCTORS. CfM�NELS. OR REIENiION iACKRES. 8. CRAOE ANO STASLIZE OONSiRUCnOu IIDADS. « BENCFIIURK AI�D ELEVMTIONS ARE NOTED ON TIE PIAMS. 7. ANY ARE/lS OF EXrOSED SOLS. NCLUO�IG I1W10N�AT EI�►lK1ENT5. TIMT 11�L NOT !E OISTURiED FOR 11MD DATS DURING ilE NET !. rwr o�r�rt.+e srsr� ►�eEs�wev �oa n+[ caarRucna+ oF sra�m� f�canrtS �usr � s�►sor, (ocraeeR lsr TRoucn w�a+ �) ort s�N o�K nub�c n+e der sensou I� tsr raia+ s��R x) s�w.� 9. ca�s�,eT sueF� .e��e corr�o�s (uro�conrae o�s. rre � �- ..n. ., SUB�rtTED TO T►�E Crtr ipt IIEviEw�v0�PPROVK. �E �wEOMTELr SuBa¢ED � TME APPRWED ESC CWER �ETH005 (E.G.. SEEDNC. W�CHNG. RI57�C CWER�+G. ETC.). PRO,iECT OEVE�O�ENr. �r wn►+ CIfMNG w+0 GR�O�NG FOR 10. �u ufu1Y tRENp�ES �►O IIO�O�r�r S�iBCJaDE Sw�u �E MacF1�1,ED N+D o0r►�aED TO !s rE110E►rt p „ � � DENSrtY, STANONID MiOCTOR. !. MET SE0.50N SE/1901ML EROSqN AND SEO�EtR Cdrt1101 REOu�RENENTS APRT TO ALL CONSTRUiCT10N SrtES CLEARMIG �E1NIEfN 10. WlMfiui EROSIOn CONIR0. 11EASURES N IICCOIID�NCE M�IM A/�EIpK 0 + �� i 11. OPEN CUiTNG Of EfaST�/G RMDINA1fS FOR NON-i1EANC1�SEp UILIR'OR STOIr1 ORMMGE wORK 6 NOT OCTOlER 1 AMD 1MRCN JO NCLUSNE. uMIESS OT�ERMSE APPROVEO B1'TME Giv TNIOUCM AM ADx/5T1ENT PIlOCESS. OF 11E SURFACE 1wTER OES�GM Y�MML AfD WWUFACiUIIER"S � � ^� � !. CWER 11fASURES wll SE APPLKO N CONFORIMNCE NRH �PPE1Otlt D OF 1ME SUIlFACE wTER OESICN YNNML O �; i PlM�S. ANY OPEN CUT 51NLlrlE RESTORED N�n000110�MICE NITM T!E pTT OFD IlENTMp�I TREE�� 10. IWr INEA nEE0M1C ESC 1FASUNES, NOT REOu1R1uC YKDNTE ATTENTION. SHKL BE ADORESSEO NRMN SEYEN (7) DAYS. 1 t. REIOCJ�TE EROSION C01111EOL NEASUIIES OR MSTALL !�M IIfAS1111ES SO 1 TR 11. 1!E ESC FACIITIES OM N�CTNE SITES 511ALL Bf f15PECTEO AND Y�MfANED A M1�4A1 aF ONCE A IIONIN OR MRHI! t! NOURS TW1T IlS SrtE C01�fI1pN5 pIMIGE T1E f1E0S10M MO SED�ENT COIff110L � � ~ RESTORAl10N STMOIIROS. D EN , 12. IYl SEpYEMATION/ER0610N FACI.R�S MUST sE MI OPEI�IITION NUOR TO CLF/MIqG IMq lUlDM1C FOLLONlIG A STORY EVENT. 6 ALMI'S NI/ICOOIIpAMCE MRN 11E CI11f�S EIlDSbN AIO SEO�ENT � ' � � CO�RUCTpN. W+0 TeEY ruST � S►T��CrO�etr WwTwEO �Mfl COMST1q�CtqN b COrPtE7ED wW 11. AT NO TNIE SIMLL NORE TIMN OIE (1) FOOT OF SEDNiEIIT � KI.O�ED TO ACCUYULATE 1NTlIN A GTCM M6N. ALL GTCN CONTI10l SvwD�05. TME POIENTML FOR ON-SITE fROS10N IMS PASSED. MSINS At0 CONVETANCE uES Sw1LL !E QEAlIEO MlIOR TO �AN1n('. T►IE CLEANIMG OPERATION SINLL NOT fulSM 12. CWER ALL ARFAS T/MT nlM.l �E UMNOIIKED FOR YORE TIWI SEVEN DA15 � . W 13. ALL RETENTION/DETEI�IION FAptfiES 1NlST!E MiSTAUED NA N 0/ERAflOn �IIIOR TO OR N �-LADEN wl11ER MTO fl� OONNSTRf1W SY51EY. DIIRfIC T1E DRr SEIlS011 OR 1M0 DAK DURNC TIE INEf SfASDM �Rn � � �� CON,x1NCT10w wIM ALL 00115TRUCTbN ACTNIIY 1�E55 0?►�ERNrtSE AMIIOVED �r TME �'UluC�CS t�. OURMG TME TrE PER100 OF OCTOBER tST 7►reOUCN WRCn ]OTH,All PnO�IECT dS1RlUfED Spl MlEIS CaEATER iNAT ME TO 57Riw. M000 F/ER rulCN. C01�P'OST, RJLST�C SNEETNG OR EOUMLENf. _ < OEPARiYENT, SURFACE MTER UILfTY SEC710N. �E LEFT UN-MORKED FOR YORE i1W1 lI MOURS. 5►Mll 8E OONERED R1' YIILCM. SODONC OR /IASTIC COVEId1G. 13. STARIZE ALL ME/�S T1MT IIEACM FIIMI CRnOE 111T1�1 SEVEM MK. 14. ALL PIPE AND APPUR�EIWICES 5lMLL � lAD ON A VROPERLT MEMRF.D FOI�O�T10N N ACCO�QM/CE 14. ANY rEllWfrtNT RE7ENIION/DETEMf10N FACLITY USED AS A TEIiORARY SETTLI/C MSN 51ML1 K YOOiED wIM T1f DECESSARI' 1�. SEEO OR S00 AM'ARE0.S i0 REIIMI 1�0�IfE0 fOR YORE iWW �0 � NRN TME CURRENT STA7E Of 1M�SI�ICTON SfAND�RD SPECFIGITION FOR 110AD AMD MdOGE EI10510M CONfROI ►EIISURES Al10 S/Mll PIIOVIDE ADEOIMIE STORA6'E CAPACITY. F T1E PEIEY�MEfR FACILRI' 6 TO f1MCT10N DAl'S. {� COWSTRUCTION. TMS 9NLL N/CLUOE NECESSARY LEVFlING OF �1E TRENCM lOTTOY OR THE TOP OF 11E UlT11MTELT I�S AN INFILTRATION SYSTEY. T!E TEYPORARY FAC4ITY YUST EE ROUGH CRADED SO 1WlT TIE lOiTOY NID SOES ARE 15. IIPON COI�lET10N OF TIE MIQJECT.ALL OISiU1�D ARfJ15 YUST � � FOIMOAT10N YATEIdIL. AS NELL AS PLACEYENT AfO C01FACilON OF REOUIIlED �DO�IC WfERY1�, TO AT LEIIST TMREE fEET ABOUE 71E FMU1L GRAOE Of T!E PEItl1AtlENT FIC�ITY. STASLIZED NO lIPS IIEYOdEO IF ArPIIOrIWiE. $ i uNiORr CRAOE SO Tw►T TME ENT�tE lftrGTM Of TnE iiPE Kl sE SUPPORTm ON A Ui01E1�Y 15. rRqR TO 7ME lEGMNNIC Of T11E MET SE/�SON (OCT. t). All pS?lA1lED AREI�S SHKI !E REVIEIMEO TO DEMTiY w1nCM ONES CJW � OENSE. UNYELDMlG MSE.�LL hPE EEODIMC 5►MLL !E APM CIASS 'C. IMM TME ExCEPT10N OF NC SE SEEDED N PREPNPA710N FOR TrE M1f1FR RAINS. D15711118ED AREAS SIMLL BE SEEOED NRNN ONE rEEK OF THE lEG�MIf' OF PIPE. T►E IMET SEA90N. A SKEfCM WP OF TM06E AREAS TO !E SEEOED AND TMOSE AREAS TO REWYN UNCOvEREO Sw�LI BE SW1pfTED 1S. STEEL hPE S►Mll BE KU�MaZED. pt CALw1M2ED 1�IM AfP1NLT TIIEA111ENT /1 OR �ETTER NSDE MO TO T1E GfY OF RENTON fOR REVEM. 1. IF NORKERS ENTER ANY TIIENGI OR OT1�R ElOCAMN710N fOUR FEET j OUTSDE. OR 1104E N DEPtM iWIT OOES NOT IEET ilE OrEN Pff 16. N.L DRAIN�GE STRUCfURES. SUCM IlS UTG1 MSNS AND Y�MnOIES S�MLL 1WrE SOLD tAC1�G IOS. REOIal1E�1EM15 OF SECTION 2-OY.3(3JY. rt SMALL !E SNOIIED A!O � ALl DRMMGE STRUCIURES A590CMTED MTM A PERIWENT IIE7ENfI0N/DEfENflON fAC�rttt S�W.L 111wE CRIBBED. ALL TIlENpi S�FEIY S�'SfEMS 51M11 1EET TME SOID 1OC10NC LOS. REOUIREIIENIS Of lME MIW0ICTON lbUSTI1Nl S�IFETf MID F[ALTN 17. BUILDINC A1� OTIER STRUCTURES SIMII � PIACED N IICCOIIDANCE w1TH UI�E �.1 E�SEIENT Mp11f5 1. ALL IIORK IS TO BE OpE N IICCOIIDIIMCE MITN 11� APPROVEO GR�OMG PLAN. 50�5 �ORT. TME YOST q�I1ENT 1MSOOT ACT. C►111PTER �l.17 IK7I. TI# CONTIVICTOR AIOfE SFMLI � NIU lULDNOG SETiAp(S LNES cr�urtian cpr�IFIC�T� Fd! IId1D_ dl�CE AtD Il�l1t C�/6ill�rrrw AND i1E C1IRREM dT1' OF IIEMTON St1BFA� MMiER RESPONS�LF FOR KL MOId(FR SAfEi1'. A/O IERIER T1E G11'Oi � 1�. All CATCX MSN GIMTES SIYIIl �E OEPRESSED 0.10 FEET lfLOM NMrE1ENf LEIIEL I�LY�111SL� REIRON MOIt 1lIE ENf�7EER Of IIECORD ASSUIES M/I' I 1!. ALL LuIDM�G DON�MSPOV�S AND FOOING DIWNS 5►Mu BE CONNEqED TO 1►IE Sfpd ORA�i�GE 2. NIEN COHSTRUCTqa OPERAilONS ARE SUCM T1NT OEMIS iRO� TME w01hc K OEPOSIfED ON T►# STIlEETS. 7ME CpRRAC?GR RESPO�eS�1.rtv. SYSIEY. UIlE55 ArPROVm E�t'TM� Ct1Y PINI REVIEr1ER OR SURFACE w�OER UTLIiI'SECTION. AN S�Mu. ILS A MNIYUM. REMOYE ON A DALY MSK ANY OEr0915 OR DEBIdS wMCM W1T ACCUYIAATE ON i!E ItOADwAT 2. SUBG1tAOE C011PnCTq11 SlMLL EE 1E51ED !Y A MOfE5510N111 AGCURATELr DMEN510NED. CEIRiIED 1lS-BUIT OkA1MM1G Oi iM15 ORMUGE SYSTEM NLL eE SUBNTTED Sl1RFACE. SHOULD Q�0.Y REYOVAL � MfSUFFICENf TO KEEP TF1E STREETS CLEAN. THE CONTRACTOR Sw1LL PERFORII RENOVAL CEOTECMIICK CONSULTANf FlIIOR TO rtACNIC MSE WlE11Ml. TO T1E GiY IIPON C011PLET10M. OPERATIONS ON A 110RE FREOUENT K95. IF TIE G1Y OF RENTON COMSiRUCTqN NSPECTOR OE7ERYI�ES 1WQ A YORE I I0. ALL OISiURBED PERVIOUS Mf/LS (COIIPAC7E0. GRADfD� LIIIDSCJIPED. ETCJ OF 71E DEVELOPIENT SIiE fREOUENT CLEI11rIG 6 �PRACTICJiL pt i 11� COfiTRACTOR FALLS TO KEEP T►E STREETS fREE fROY DEPOSfIS A17D OEMlIS ��' YUST OEYON57RAlE ONE Of flE fOlLON1tlG: TFE EbS1�iG DUFi IAYER SIMII !E SGGEO A1D �TNG F110Y Tlf MORK. THE CONTRIICTOR S►MLL. UPON OROER OF ilE C11Y Of RENTON COnSTRUCTION NSPECTOR. w � REq5TIdBUfEO TO WNfNN T►1E YOISTURE CMACf1Y Oi 1!E SOII. OR NE►�EG SOl 51MLL�E ADOED MIOVIDE FACNJiES FOR. AND IIEYOVE Nl CUT OR Oi1fR OEPOSrtS FRON TME TrlES OR lEiMEEN w1EEl5 BEinRE TRUCICS TO 1MMTNN 11E YOISTURE CAPACItt. OR OT�dR EOu�EIrt MLL !E/4.LOwED TO TR�vEI OVER WwED STREETS. SnOUD 7l1E COMTRACTOR fNl OR REFUSE TO CLEAN t. TME EXISTMG uNOERpeOUND Uilf1E5 5110wM IEIIE ON ME F- 21. PIl00F OF IIM�ITY NSIIIW�CE SIMLL E SUwTTED 10 flE CI11'�IOOR TO 00�6TI4lCT1011 rENIMT 7ME 51REET5 N OUESTION. OR TFE TRUCK$ OR EOUPIEt1f IN OUESTIOM. TXE G1Y Oi RENTON CONS1RUCilON MSPECTOR WY BtiSED UPON AVNIABIE IlESOUItCES A1b ME IqT QJIYIMf1EED Z � TO OE ACCURATE. qOR ALL-MCLUSNE. 6511�NCE. OROER TF1E NORK StlSPENDEO AT TME CONTN1CTOR'S 1lbl( uNTL C01FlWICE MM M CONfIPACfOR"5 OBLICATIOfb 6 2. ALl UfI1.I11ES 11US? !E VEIdiED �IIIOR TO COMSf1lIlCf10N. IF TIE J 22. b�►� OF nE MaIONG OR C016TRUCTqM rER�fIS Cr n# dn OF 11ENfOM DOES ►qT 11EUEVE TME �0. OR THE Crir Oc RExTp+ COr6TIKlCTqw niSPECTat wr OpOER ?►f STREE�S N OUESrqN ClE/u+ED Br OirERS N1D MIOJECT REOUMlES wn EzCwm►Tq�+. TME w 01M1ER OF TME OONfM/UNG IEGAI OeL1GAT10N NO/OR UI1lLf1Y Cd�EC7ED wRM STORY SURFACE 11YUER SUC71 C0575 NICURRED 81' TIE GiY IN Ad�EVMIG COYPLMNCE MIIfM TFESE REOUr1E11ENT5. NCLU0�1G CLENIING Of T1� DEVELOPER/COnrtIEACTOR 6 REOUIItEO TO f/1LL T!E UMrtT � DIiSP�O51T10N. fURT1ER, TME GfY OF REMTON OOES IqT ACCEPT AN1'OeLIGAl10N fOR TfIE FlIOrER 3. CONiRACTOR SFINl PROIECT EJOSTING ORAMMGE $TRUCiURE$ USNG ACCEPU1iLE I�TN005 IWD WTERNLS IlS SIIONI! ON 1R101ERGR0U10 LOCATION CENTER AT (�00) 4Y4-S'S6S AT IFAST U � FUNCTi01wrG AND YAMEwwCE OF THE SYSiEM MlONOED DURNC CONSIRUCTpN. N 23. Tl�E OONTRACiOR 511AL1 BE RESPONS�LE FOR PROVOMVG ADEOWTE S�FECW70. S�FETY OEVICES. MS PIAN. If TME YETn005 AND MATERMLS I�S 51K1Nw ON TMS PIAN ARE NOT ADEOUATE. TME GTY OF RENTON CONSTRUCiION 7MI0 OM5 lEFORE STARTING SUCN EXGMNuION N ACCOROANCE � PROTEC7IVE EOUIPIIENT. FtAGGERS.A/D ANr OTHER NEEDED�CTpNS TO FllOTECT T►E LIPE. HEALM AND NSPECTOR NAY REOUIRE ADOrtU�MLIAIiERrMTNE ME�►q06 FOR EROSION CONTIIOI AND/OR PROTECTION OF ExiSTMIG DIMNKiE wrtM IICN 1f.122. �p�p S�V'ETY OF TME PUSLIC. AND TO PROTECT ►a0PER1Y N CONNECTqN wlTn T1�E PERFORWiNCE OF �OIUc. SIRUCTURES. ADpT101M1 OR ALTERMATNE YET11005 SFIALL BE SUBYITTED BY THE DES�GN ENGREER AI�O ACCEPTED BY TIE CrtY 3. rt 51NLL !E T1f WNtR�CTOR'S 11�016�LRY TO PR0IECT. N r�oK�MOl6 s ANY MORK MRMN iNE iRAVELED RRiiT-OF-w11T 7MAT WY NTERRUPT NORYIIL TRAffIC FLOW SIMII Oi RENTON C011STRUCTION MSPECTOR. ANY GW�GE C�USED TO TME CrtY Of RENTON STORM SEIMER SYSTEM AS A RESUIT OF rIACE.ALL U1�JfES A10/OR SiRUCf1AlE5 �1ET1ER 5110M�N OR LL REOURE A TR�FFIC OONIIIOI PIAN APPROYE EY TME PUBLIC wORI(5 OEIARiIENT. TWINSrORTATqN 71E NIORK OUTLwED ON TMS PIAN SFIALL OE TME SOLE RESPONS�Itt OF THE CONTRACTOR. RESOLMNG SnD D�Y�CE W1r NOT SIIOwN ON 7n5 PIAN. DA11�GE OUE TO T1E CONTRIICTOR'S �EMDrS rnR r0.Nxt STSiElfS DMSION. ALL SEC11pN5 Of 1/E MSDOT STMiDAND SPECIFICATIONS 1-0�-25 TRAfF1C CONIIqL NCLWE. BUf NOT BE W1ED T0. ?FIE CLEANMIC 0� T!E D2w1uGE SYSTEY N OIJfTT101! YY DIE CONTRACTOR OPEM110115 5/Ml1 BE 11EPAr1ED AT iF1E CONTMCTORT EXPENSE. IE� 7 � srMu �PPIr. �. w7EllwG Paov6qM5 w�N �PPucI�BtE wsr eE N RKE to PREVE�rt ou5t iq0� eEoor�G �Mt eo1nE. vioutaa of n�s [u�o�-io��w-n .� 24. PRQIECT LOG11ED wlTl�l T1E AOUiER PR01ECf10N MFA GIPA) 51MLL COIIPL�NRM SPECJ�1L CONOrtqw al1 RESORT w�STOP wORic 0110ER uNnl CORRECIED. REOIAIlEIlM /6 Of ilE SURFACE MA1ER DESK:N WWUIL A/�MIJ�EIt rROTECT10N REGAA710N5 (IIYC S. Fll TMAT wILL SUPPORT A STREET SECflON OR 0?MER SiRl1CTURE$ SF11111 BE PLACEO UMOER TME IMSPECTION Of A LICOISED .. 4-3-050). GEOTECNMf71l ENf�qEER. SOII TO BE PIACED S�MLL !E lES7ED MD C011PACTED TO 95 PERCENT Of If5 YAX�IUN OENSt1Y. a EtK�'nEER Sw►LL DOCwENT El�STl�G ME CONO�Tq►6. SOl/v0 ITS PIACE�EKT �wD N10wbLE SEN1��G GW�pTY Su�w17E0. AbOSS@I� STMIQMm REOUMIE�ENfS fOR CUIS AND Rl ARE CONfAl1ED N inE 1NSOOT STAIOARD SPEC�ICAT10115 FOR IIOAD, EPoOGES. � �v�o �.cpK ca+s,aucTaa. EngHleerlrlg. 0 6. A STORY NATER POLLUf10N PREYENTION PUW 6 REOUMIED FOR ALL M01lK ORDER PROJECTS. TME PIAN YUST SE N �� € ��e�au�ce .rm, n,e cu�i+r �►+ra+ waF� w�hR ww��rr wwu��. L L.C. �. s�►h Pcar�s� �a�o Fae�u �u�wre w�us. � w IEGUIR'x-EIfCX'AL �«r " pYl-lffD � FRE PROiECTION � • All ARfIIS T1MT ARE CLE�tED A/D f�lu�D. CIaOED. ExC/Ma11E0 OR f1LLE0 Al1E SUYJECf TO MvDI�O SEEONG. 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VCI.o HT$ 0 s e L _ Wendy's Renton TIR 02/2014 S��'PPS Plan Design (Part B) SWPPS was prepared for this project and will be held at the construction site all the time. See also KC SWPPP Activity Worksheet attached. The following construction activities have been identified as significant erosion and sediment generating acti��ities and specific BMPs have been chosen as appropriate for the conditions. • Required BMPs for all commercial properties • Clearing, grading, and preparation of land • Demolition of building • Building construction The BMPs selected to address the pollution generated from the construction activities � listed are: ', Required BMPs for all commercial properties Clean your storm drainage system - maintain your drainage system by removing sediments and other debris to prevent transportation into receiving waters. Eliminate illicit connection to the storm drainage system - there will not be any non- stormwater discharges to the storm drainage system. Sanitary sewers from the office will be connected to the sanitary sewer system. Stencil your storm drains - all catch basins will have stenciled message "Don't Pollute Drains to Habitat" next to inlets. Clearing. grading. and preparation of land Clearing, grubbing, and excavation are the largest sediment producing activities on the project. Subgrade stabilization and placement of new aggregates can also generate sediments during storm event. New aggregate placement can also generate dust at dry weather. For these reasons, perimeter protection, traffic stabilization, and sediment retentions must be applied. Unworked areas and stockpiles shall be covered, catch basins provided with filter fabric inlet control, a water truck shall be on-site during earthwork activities. During subgrade preparation, site grading, backfilling, and compaction, use of water truck to control dust is required. Demolition ofbuiltling Water truck will be used to help control dust from demolitions. The amount of water must be controlled to eliminate runoff from the site. Page 103 of 178 Wendy's Renton TIR 02/2014 Catch basin inlet control measurements will be applied. Sweeping surrounding street gutters, sidewalk, and driveway will be used to collect debris and garbage. Building consb7�ction �10 dumping of washed water or liquid waste to storm waters is allowed. Drop cloth underneath of outdoor painting and scraping shall be used. Ground cloth or tubs shall be used for paint mixing and tool cleaning. All wash water shall be disposed to sanitary sewers. Catch basin filter fabric inserts will be used to protect storm drainage from pollutants as a secondary feature. The containment device must be in place at beginning of the workday and accumulated dirty runoff and solids must be disposed of in an appropriate manner at the end of the workday. Routine maintenance, cleanup, sweeping, covering, must be provided on regular basis. Page 104 of 178 Wendy's Renton TIR 02/2014 Section 8, Part B-Activity Worksheet Page 105 of 178 Wendy's Renton TIR 02/2014 . � Name: Business T e: Address: Activity Use this worksheet to identify the activities that you conduct. Do you conduct this Sheet �nterpret the categories broadly. Numbers A-1 —A-43 activity? If so, Number correspond to sheets located in Chapter III. where? TYPE OF ACTIVITY INDOORS OUTDOORS � � . A-1 Re uired BMPs for All Commercial Pro erties X A-2 Storage of Liquid Materials in Stationary Tanks This does not include under round tanks or small containers A-3 Storage of Any Liquid Materials in Portable Containers Such as drums, buckets, 'u s,or barrels A-4 Storage of Soil,Sand,and Other Erodible Materials This includes stora e of all t es of erodible materials A-5 Storage of Pesticides and Fertilizers This includes non-li uid esticides and ba s or iles of fertilizer A-6 Storage and Treatment of Contaminated Soils This a lies to contaminated soils that are excavated and left on site A-7 Storage and Processing of Food Items This includes storage of fruits,vegetables, meats,and other foods and processing activities at wineries,fresh and frozen juice makers, and other food and bevera e rocessin o erations A-8 Storage of Solid Wastes and Food Wastes(Including Cooking Grease) This includes r ular arba e and all other discarded non-li uid items A-9 Storage of Scrap and Recycling Materials(Including Auto Recycling Facilities) This includes scrapped equipment,metal,empty metal drums,junk a liances and vehicles,and assorted rec clables A-10 Treatment, Stora e or Dis osal of Dan erous Wastes A-11 Cleaning or Washing of Tools and Equipment This includes tools, all types of manufactured equipment components,and work e ui ment such as lawn mowers and fork lifts A-12 Cleaning or Washing of Cooking Equipment This includes vents,filters, ots and ans, rills, and related items A-13 Vehicle Washing and Steam Cleaning This covers cleaning and washing at all types of establishments, including fleet vehicle ards,car dealershi s,car washes,and maintenance facilities A-14 Interior Washing Operations(Including Mobile Contractors) This includes ca et cleaners,u holste cleaners,and dra e cleaners A-15 Pressure Washing of Buildings, Rooftops, and Other Large Ob'ects . . � � � � A-16 Truck or Rail Loadin and Unloadin of Li uid Materials A-17 Fueling Operations This includes gas stations, mobile fuel trucks, pumps at fleet vehicle yards or sho s and other rivatel owned um s A-18 Engine Repair and Maintenance This covers oil chan es and other handlin of en ine fluids , , 1 1 1 1 • 1 A-19 Concrete and As halt Production at Stationar Sites Page 106 of 178 Wendy's Renton TIR 02/2014 Activity Use this worksheet to identify the activities that you conduct. Do you conduct this Sheet Interpret the categories broadly. Numbers A-1 —A-43 activity? If so, Number correspond to sheets located in Chapter III. where? TYPE OF ACTIVITY INDOORS OUTDOORS A-20 Concrete and Asphalt at Temporary Sites This includes construction sites, remodeling, and driveway and parking lot resurfacin A-21 Manufacturing and Post-Processing of Metal Products This includes machining,grinding,soldering, cutting,welding,quenching, rinsin ,etc. A-22 Painting, Finishing,and Coating of Vehicles,Products,and E ui ment A-23 Wood Treatment and Preserving This includes small scale contractor operations(such as patio decks)and lar e scale lumber treatment o erations A-24 Commercial Com ostin A-25 Chemical Applications-Other than for Landscaping This includes use of al aecides,fun icides, esticides,and rodenticides 1 ' 1 A-26 Landscaping Activities This includes vegetation removal,herbicide and insecticide application, fertilizer a lication ardenin and lawn care � ' 1 A-27 Clearing, Grading,and Preparation of Land for Small Construction Pro'ects X A-28 Demolition of Buildin s A-29 Buildin Re air, Remodelin ,and Construction A-30 Boat Buildin , Maintenance,and Re air 1 :I A-31 Vehicle and Equipment Parking and Storage This includes all types of parking lots(commercial, public, and private), retail/store parking, car dealerships,rental car lots,other fleet vehicle lots, e ui ment stora e and arkin areas such as at e ui ment rental ards A-32 Sidewalk Maintenance This includes cleanin and deicin A-33 Swimming Pool and Spa Cleaning and Maintenance This includes all swimmin ools and s as not at a sin le famil residence A-34 Keeping Animals in Controlled Areas This includes kennels, rabbit hutches, and similar animal rearin and care A-35 Keeping Livestock in Stables,Pens, Pastures or Fields This includes cattle, horses, i s,shee , oats, and other hoofed animals A-36 Logging and Log Yards This a lies to Class IV eneral forest ractices onl A-37 Mining and Quarrying of Sand, Gravel,and Other Materials This covers sand,gravel, minerals,peat,clay, rock,etc. but does not include excavation at construction sites A-38 Well and Geotechnical Drilling This includes mechanical drilling and directional drilling for water wells and utilities, environmental protection and monitoring wells, and geotechnical borin s A-39 Roof Vents and Fu itive Emissions Includin Dust A-40 Street Deicing Operations This includes deicin and anti-icin of streets and hi hwa s A-41 Wheel Wash and Tire Bath O erations A-42 Potable Water Line Flushin or Tank Maintenance A-43 Use of Soil Amendments on Construction Sites Page 107 of 178 Wendy's Renton TIR 02/2014 Page 108 of 178 Wendy's Renton TIR 02/2014 SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Borrd Oircrirtitics 6�'orks{:�et «�as prepared and attached. Flow Control ar�d bY'ater• Qi�n/iti� Facilitv Si�mr�iarti� S{reet a�1d Sketch were prepared and were attached. Declaration of Stor��rtit�atc�r Fucilin� :vlui�ltenunce Cov�nant Jor Prii��crte Storm Fucilities and Per��iotrs Puveme�rt B.��tP's to City of Renton is attached and will be executed by the o«-ner. Page 109 of 178 Wendy's Renton TIR 02/2014 Section 9 - Bond Quantities «'orksheet j Page 110 of 178 Wendy's Renton TIR 02/2014 Site Improvement Bond Quantity Worksheet Webdate: 12IO2/2008 Oripinal bond computatlons pnpand by: Nam.: Josef Valenta osa: 2/10/2014 PE Rpisentlon Numb�r: 30419 T.�.�: (425)462-9441 Fkm Narm: Abossein Engineering, LLC Addnss: 2100 112th Ave NE#201, Bellevue, WA 98004 Proj�ct No: ROAD IMPROVEMENTS 8 DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' PUBLIC ROAD�DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND• RE�UIRED AT RECORDING OR StabilizatioNErosan Sediment Control(ESC) (A) S 11,508.3 TEMPORARY OCCUPANCY�� Existing Right-of-Way Improvements (B) S - Future Public Right ot Way b Drainage Facilities (C) S - Private Improvements (D) S 419,510.3 Cak;ulated Ouantity Completed (E) S - Total Right-of Way andlor Site Resto�ation Bond'/" (A+B) s 11,508.3 (First 57,500 0(bond'shaN be Caih. Performance Bond'Amount (A+B+C+D)= TOTAL (T) S 431,018.6 T x 0.30 S 129,305.6 OR um amoun is Reduced Performance Bond'Total"' (T-E) S 431,018.B Uce laryer x or - (g+C)x Maintenance/Defect Bond'Total 0.25= S - NAME OF PERSON PREPARING BOND'REDUCTION: Dale: 'NOTE:The word"bond"as used M this document meana a financfal quarantee acceptable to Kinp County. "NOTE: KCC 27A authorises rpht o(way and ute restoroNon bonds b be comDined when both ate required. The resbration requiremeM�haH inGude tl►m total cost(or aN TESC as a mk►imum,not a maximum. In addifion,correclive work,bolh on-and oH-ule needs to be inGuded. Quantitias shaU reflect worse case scenarios not just minimum requirements. For axampk,i/a salmoMd atream may be damayed,some esUmated costs(or restoration na�s to be nflacbd in this amounl. The 30aX.�ncy and rtwbilization c�ts are computad in this quantity. ""NOTE: Per KCC 27A,total bond amouMs remaininp al�r reduction ahaA not be ksa fhan 30%o(Ihe o�ipinal amouM(T)or aa revised by ma'or des' n chanyea. RE�UIREO BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Chack out tha DOES Wob slte at www.klnacountv.aov/nermlts Ver i � 11 6/08 BOND�UANTITY.xlsx Rep��PD��014 Wendy's Renton I IR 02/2014 Site Improvement Bond Quantity Worksheet S,5 "'��'°: °2,22,2°,` Unit �of Rafarancs�t Price Unit �uaoti A lications Cost EROSIOWSEDIMENT CONTROL Numb�r Backfill&com adion-embankment E3C-1 S 5.62 CY Check dams,4"minus rodc ESC-2 SWDM 5.4.6.3 S 67.51 Each Crushed surfaa 1 1/4"minus ESC-3 WSDOT 9-03. 3 S 85.45 CY Ditchi ESC-4 S 8.08 CY Excavation-bulk ESC-5 S 1.50 CY Fence,silt ESC-i SWDM 5.4.3.1 S 1.38 LF 376 1 519 Fence,Tem r NGPE ESC-7 S 1.38 LF H drossedi ESC-i SWDM 5.4.2.4 S 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 S 1.45 SY MWch,b hand,sVaw,3"dee ESC-10 SWDM 5.4.2.1 S 2.01 SY Mulch, machine,straw,2" ESC-11 SWDM 5.4.2.1 S 0.53 SY Pi i ,tem ra ,CPP,6" ESC-1Z S 10.70 LF Pi i ,tem ra ,CPP,8" ESC-13 S 16.10 LF Pipi ,tem ra ,CPP, 12" ESC-14 S 20.70 LF Plastic coveri ,6mm thick,sandb ESC-15 SWDM 5.4.2.3 S 2.30 SY Ri Ra ,machine laced;sb s ESC-1i WSDOT 9-13.1 2 S 39.08 CY Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 S 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-1i SWDM 5.4.4.1 S 2,928.68 Each 1 1 2929 Sediment nd riser assembl ESC-1� SWDM 5.4.5.2 S 1.949.38 Each Sediment tr ,5' h' berm ESC-20 SWDM 5.4.5.1 s 17.91 LF Sed.trap,5'h' h,riprapped spilhway berm sedion ESC-21 SWDM 5.4.5.1 S 68.54 LF Seedi ,b hand ESC-22 SWDM 5.4.2.4 S 0.51 SY Soddi , 1"dee ,level round ESC-2� SWDM 5.4.2.5 S 6.03 SY Soddi , 1"d ,sb round ESC-24 SWDM 5.4.2.5 S 7.45 SY TESC Su ervisor ESC-26 S 74.75 HR 20 1 1495 Water truck,dust control ESC-2i SWDM 5.4.7 $ 97.75 HR 40 1 3910 WRITE-IN-ITEMS"'* sao a e 9 Each ESC 8UBTOTAL: S 8,852.56 30X CONTINGENCY i YOBILIZATION: s 2,655.77 ESC TOTAL: S 11.508.33 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Re��r�PDat�':Z/��014 wendy's Renton Site Improvement B d Quantity Worksheet Web OZ/'tU14 t�� ExistM�p Futur�PubMc Priv�b �uantlty Conyibbd Ripht-o(-Way Rlyht d Way Improv�m�nb (Bond R�ductlon�• i Dnl FaeNftl�s Quant. Unit Price Unit Quant. Coct �uaM. Cost Quant. Cost Com let Cost G o. Backfdl 8 Com action-embankment GI-t S 5.82 CY 198 1,112.76 Back(YI 3 Com actbn-Vench GI-2 S 8.53 CY Clear/Remove Brush,b hand GI-3 i 0.36 SY Clearin /Grubbin Tree Removal GI-4 s 8,878.18 Acre Excavation-bulk GI-5 S 1.50 CY 2075 3,112. Excavation-Trench GI-6 S 4.08 CY 106 795.76 Fenci ,codar,8'h' h GI-7 S 18.55 LF Fenci ,chain link,vin I coated, 8'h� GI-8 S 13.44 LF Fenci ,chain link, te,vin I coated, GI-9 S 1,271.81 Each Fencin , it rail 3'h� h GI-1 S 12.12 LF Fill 8 com d-common barrow GI-11 S 22.57 CY Fi11 3 com - rawl base GI-1 i 25.48 CY 386 9,835.28 Fill 3 com d-sCreened t soil GI-t S 37.85 CY 132 4,996.2 Gabion,12"dee ,stone fiMed mosh GI-1 S 54.31 SY Gabion,18" ,stone NMed mesh GI-1 S 74.85 SY Gabion,36"dee ,slone tiNed mesh GI-1 S 132.48 SY Gradin ,(ine,b hand GI-1 S 2.02 SY 372 751.44 Gradin ,fir►e,with ader GI-1 s 0.95 SY 2240 2,128.00 Monuments,3'b GI-1 S 135.13 Each Senskive Areaa S' n GI-2 S 2.88 Each Soddin ,1"dee ,sb ound GI-21 S 7.46 SY Surve in ,line 6 rade GI-2 S 788.26 Da Surve in ,bt bcation/linea I-2 S 1,556.8� Aue 0.8 1,245.31 Traffic control crew 2 GI-2 = 85.19 HR Trail,4"chi ed wood I-2 i 7.59 SY Trail,�"crushed cinder GI-2 S 8.33 SY Trail,4"to course GI-27 S 8.19 SY Wall,reWini conctMe GI-2 S 44.18 SF 885 29,366.� Wall,rock GI-2 S 9.49 SF Pa9e 3 of 9 SUBTOTAL 53,343.85 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. P�„V�jD��6/08 BOND QUANTITY.xlsx e�Oft�date: 2014 Wendy's Renton Site Improvement 6�� Quantity Worksheet w�o2i��g t0°° Existln� Fufw�PubNc Privat� Bond R�duetlon• Rlpht-ot-way Ripht d Way Improv�m�nts � i Dnl FscI1NMs Quant. Unit Price Unit Quant. Cost Quant. Cost Gluant. Cost Com let Cost ROA V No. AC Grindin ,4'wide machine<1000s RI-1 S 28.00 SY , AC Grindin ,4'wide machine 1000-2 RI-2 S 15.00 SY I AC Grindin ,4'wide machine>2000s RI-3 S 7.00 SY � AC RemovaUDi saVRe ir RI-4 S 67.50 SY Barricade,t I RI-S S 30.03 LF Barricade,t III Pertnanent RI-6 S 45.05 LF Curb 8 Gutler,rolled RI-7 S 17.00 LF Curb 8 Gutter,vertical RI-8 S 12.50 LF 1560 19,500.0 Curb and Gutter,demolilion and dis IRI-9 S 18.00 LF Curb,extruded as alt RI-1 S 5.50 LF Cu�b,extruded concrete RI-11 S 7.00 LF Sawcut,a ak,3"de h RI-12 S 7.85 LF 32t 599.40 Sawcut concrete r 1" th RI-13 S 1.69 LF Sealant,as att RI-14 S 1.25 LF 324 405.00 Shoulder,AC, see AC road unit ice RI-15 S - SY Shoulder, ravel,4"thick RI-16 S 15.00 SY Sidewalk,4"thiCk RI-17 S 35.00 SY 372 13,020.0 Sidewalk,4"thick,demolition and di RI-18 S 29.50 SY Sidewalk,5"thick RI-19 S 38.50 SY Sidewalk,5"thick,demolition and dis RI-20 S 37.50 SY S' �,handica RI-21 S 85.28 Each 2 170.56 SUi i , r stall RI-22 S 5.82 Ea�Ch 29 168.78 Str i ,thermo lastic, (or crosswalk RI-2 S 2.38 SF Str' in ,4"reflectorized Nne RI-24 S 0.25 LF Pape 4 of 9 SUBTOTAL 33,863.74 Unit prices updated: 02/12IO2 'KCC 27A authonzes only one bond reduction. Pa„ V�jo��1��6/08 BOND QUANTITY.xtsx Re�Ort da'te:21 0 2o�a Wendy's Renton Site Improvement 6�n� Quantity Worksheet W°�o2izo�a t0°8 Exlstlny Futw�PubMc Prlvab Bond R�ductlon• Ripht-of-wsy Rlyht ot Way Improv�m�nts i Dnt Fac1UWs �uant. Unit Price Unit �uant. Cost Quant. Cost �uant. Co6t Com let Cost SU (4"Rock=2.5 base 6 1.5"top course) For'93 KCRS(8.5"Rock=5"base 3 1.5"top course) For KCRS'93, addiGonal 2.5"base RS-1 S 3.60 SY AC Overla ,1.5"AC RS-2 S 11.25 SY AC Overla ,2"AC RS-3 S 15.00 SY ' AC Road,2" 4"rock,FKst 2500 SY RS-4 S 21.00 SY AC Road,2",4"rock,Qt .over 2500SY RS-5 S 19.00 SY AC Road,3",4"rock,FKst 2500 SY RS-6 S 23.30 SY 2091 48,720.30 AC Road,3",1"rock,pt .over 2500 S RS-7 S 21.00 SY AC Road,5",First 2500 SY RS-8 S 27.60 SY AC Road,5",Qt .Over 2500 SY RS-9 S 25.00 SY AC Road,8",First 2500 SY S-1 S 33.10 SY AC Road,6",at .Over 2500 SY S-1 S 30.00 SY As halt Treated Base,4"thick S-1 S 20.00 SY Gravel Road,4"rodc,First 2500 SY S-1 S 15.00 SY Gravel Road,1"rock,Qt .over 2500 S S-1 S 8.50 SY PCC Road,5",no base,over 2500 SY S-1 S 27.00 SY ' PCC Road, B",no base,over 2500 SY S-1 S 25.50 SY Thickened Ed S-1 S 8.80 LF Pape 5 of 9 SUBTOTAL 48,720.30 Unit prices updated: 02/12/02 •KCC 27A authorizes or�ly one bond reduction. V� 6/OS BOND QUANTITY.xlaz PRe�oft Date��2014 � Wendy'sRenton Site Improvement 6u��d Quantity Worksheet web02/2U1q 'ooa Existlny Futun PuWic Prfvab Bond R�duction• Rlqht-oi-wsy Ri�ht of Way Improv�m�nts i Dral Facilides �uant. Unit Price Unit �usM. Coct �uant. Cost �uant. Cost Com le Cost (CPP=Corruqated PlastiC Pipe,N12 or Equivabnt) fa CuN�A � s, Awr M 1'cov�r was uwmN.Atwm� ated PVC i��am� riu w sdid ' Access Road,R/D D-1 S 21.00 SY Bollards-fixed D-2 S 240.74 Each 8 1,444.44 Bollards-removable D-3 S 452.34 Each ' CBs inGude frame and Nd CB T 1 D-4 S 1,257.64 EeCh CB T IL D-5 S 1,433.59 Each CB T II 48"diameter D-6 S 2,033.57 Exh 5 10,167.85 tor additional de over 4' D-7 S 436.52 FT 6 2,619.12 CB T II,54"di�meter D-8 S 2.192.54 Each 1 2,192.54 for additional de th over 4' D-9 S 486.53 FT 1 486.53 CB T II,60"diameter D-10 S 2.351.52 Each 1 2,351.52 for additional de th over 4' D-11 S 536.54 FT 4 2,148.16 CB T II,72"diameter 0-12 S 3,212.64 EeCh tor additional de th over 4' D-13 S 692.21 FT Throu h-curb Inlet Framework Add D-14 S 366.09 Each Cleanout,PVC,4" D-15 S 130.55 Each Cleanout,PVC,8" D-16 S 174.90 Each Cleanout,PVC,8" D-17 S 224.19 Each Culvert,PVC,4" D-18 S 8.64 LF Culvert,PVC,6" D-19 S 12.60 LF Culvert,PVC, 8" D-20 S 13.33 LF Culvert,PVC, 12" D-21 S 21.77 LF CulveA,CMP,8" D-22 S 17.25 LF Culvert,CMP, 12" D-23 S 26.45 LF CulveA,CMP, 15" D-24 S 32.73 LF CulveA,CMP, 18" D-25 S 37.74 LF Culvert,CMP,24" D-26 S 53.33 LF Culvert,CMP,30" D-27 S 71.45 LF CulveR,CMP,38" D-28 S 112.11 LF Culvert,CMP,48" D-29 S 140.83 LF Culvert,CMP,60" D-30 S 235.45 LF Culvert,CMP,72" D-31 S 302.58 LF 230 69,593.40 Page 6 ot 9 SUBTOTAL 91,001.56 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Pa„ V�f�o��6/08 BOND�UANTITY.xlsx R@�Oft date: 0 2014 Wendy's Renton Site Improvement �� Quantity Worksheet W�b 02/2014 t008 Exfstlnq Fudu�PubUc Privab Bond R�ductlon• Ripht-of-way Rl�ht oi Way kn�uowmaUs RAINAGE CONTI ED i Drainap�FacI11Ws �uant. No. Unit Price Unil �uant. Cost Quant. Cost �uant. Cost Com let Cost Culvert,Concrele,8" D-32 S 21.02 LF Culvert,Concrete,12" D-33 S 30.05 LF Culvert,Concrete,15" D-3� S 37.3� LF Culvert,ConCrete,18" D-35 S 44.51 LF CulveA,Concrete,24" D-36 S 61.07 LF Cu1veA,Concrete,30" D-37 S 104.18 LF Culvert,Concrete,36" D-38 S 137.83 LF Culvert,Concrate 12" D-39 S 158.42 LF Culverl,Concrete 18" D-40 S 175.94 LF Culvert,CPP,6" D-41 S 10.70 LF 108 1155.6 Culvert,CPP,8" D-42 S 16.10 LF 320 5152 Culvert,CPP,12" D-43 S 20.70 LF 81 1676.7 Culvert,CPP,15" D-4� S 23.00 LF CulveA,CPP,18" D-IS S 27.60 LF CulveA,CPP,24" D-46 S 36.80 LF CulveR,CPP,30" D-47 S 48.30 LF 5 241.5 Culvert,CPP,38" D-48 S 55.20 LF Ditchi D-19 S 8AE CY 'I Flow Di rsal Tnnch 1,�36 base� D-50 S 25.99 LF French Drain 3'd th D-51 S 22.60 LF Geotextile,laid in Vench lene D-52 S 2.40 SY Infiltration nd testi D-53 S 74.75 HR Mid-tank Access Riser,48"dia, 8'dee D-54 S 1,605.40 Each Pond Overfbw S ilhva D-55 S 14.01 SY Restrictor/Oil Se rator, 12" D-58 S 1,045.19 Each 1 1045.19 Restrictor/Oil Se aralor,15" D-57 S 1,095.56 Each Reatrictor/ON Se rator, 18" D-58 S 1,146.16 Each Ri ra , aced D-59 S 39.08 CY Tank End Reducer 36"dismetar D-60 S 1,000.50 Each Trash Rack,12" D-61 S 211.97 Each Trash Rack,15" D-62 S 237.27 Each Trash Rack,18" D-63 S 268.89 Each Trash Rack,21" D-64 S 306.84 Each Pa9e 7 of 9 SUBTOTAL 9270.99 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reductlon. Pa„ V�Sjo��t6/08 BOND QUANTITY.xlsx Re�ort�date: 072014 Wendy's Renton Site Improvement E _ _ el Quantity Worksheet "'°b o2r 2008 Exktlnq Futw�Public Prfvsb Yond R�duetlon• Rlpt►t-ot-way Ripht of Way Improwm�nts i Dral Fac111Ws Quant. Unit Price Unit Quant. Price Quant. Cost Duant. Cost Com let Cost I bs. 2"AC,2"to coune rodc d��"bor�ow PL-1 S 21.00 SY 2"AC, 1.5" to coune i 2.5"base Cou PL-2 S 28.00 SY 4"select borrow PL-3 S 4.55 SY 1.5"to course rock 6 2.5"base course PL-4 S 11.41 SY Utiwt relocation cosis must be accom ' b �anchis� s Cost SdMmMt Utilit Pole s Relocation UP-1 Lum Sum Street L ht Poles w/Lumk�aires UP-2 Each Such as detentionlwater wGt vaults. �14. Filterra Inlet� WI-1 i 1,500.00 Each 4 8,000. WI-2 SY WI-3 CY 8'dia delenlion bnks WI-1 t 350.00 LF 230 80,500.0 WI-5 FT WI-6 WI-7 WI-8 WI-9 wn-�o SUBTOTAL 86,500.00 SUBTOTAL(SUM ALL PAGES): 322,700.24 30X CONTINGENCY i MOBILIZ/►TION: 96,810.07 GRANDTOTAL: 419,510.31 COLUMN: 8 C D E Paye 8 0(9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Pa�V�o��6108 BOND QUANTITY.xlsx Re ft date: 0 2014 Wendy's Renton TIR 02/2014 Section 9 - Stormwater Facilitv Summarv Sheet and Sketches Wendy's Renton KING COUNTY, WASHINGTON��sURFACE W'ATER DESIGN MANU:�L 02/2014 STORMWATER FACILITY SUMMARY SHEET .9�9�-Re�t ' Number �� '�- O��S4 � 1'3 -OprypO�'3 (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: Project Name �X"�lU O`'f�� Q IJ CA-fZ2 2��'t'V� Date ��\3 f''2�J l3 Downstream Drainage Basins Major Basin Name �A N'R�4'1s 2 G(��,\C,,, [mmediate Basin Namc �i Flow Control: Flow Control Faciliry Name/Number 5�'��-Ypn) �-N�S Facilit� Location '�� - s1 �'E [f none, Flow control provided in regional/shared faciliry (give I location) No flow control required Exemption number General Facility Information: I "i'ype/Number of detention facilities: Type/Number of infiltration facilities: ponds ponds vaults tanks �_tanks ('3 - �` p�ql trenches I Control Structure Location O�J - � l'T"F � D�O Wh�SQ'YL�l�'� oF "1�74�jG.� Type of Control Structure 2�>�� W 1�} O�t�l CE�� Number of Orifices/Restrictions 2 SizeofOrifice/Restriction: No. 1 �, �l I�K,N No. 2 1 _� 1�C.N . No. 3 No.4 F lo�v Control Performance Standard 1...�V F �.. �. '_009 Surface V�ater[h,ien�ianual ��9�2009 1 Page 120 of 178 Wendy's�t��r�OUNTY, WASHINGTON, SURFTx�E WATER DESIGN MANUAL 0?J2014 t Live Storage Volume �� , 0 b� C.F Depth g Volume Factor of Safety Number of Acres Served �. �C�^,, Number of Lots � Dam Safety Regulations(Washington State Department of Ecology) Reservoir Volume above natural grade N/� Depth of Reservoir above natural grade�� Facility Summary Sheet Sketc6 All detention, infiltration and water quality facilities must include a detailed sketch. (11"x 17" reduced size plan sheets may be used) � -- 20(l9 Surface 1�'ater De;ien fvianual �;9��9 2 Page 121 of 178 1Ne�dy's Renton K[NG COUNTY, WASfi1NGTON��URFACE WATER DESIGN MANUAL 02/2014 Water Quality: Type/Number of water quality facilities/BMPs: biofiltration swale sand filter(basic or large) (regular/wed or continuous inflow) sand filter, linear(basic or (arge) ��L'T�(ZR�. combined detention/wetpond C sand filter vault(basic or large) (wetpond portion basic or large) sand bed depth Z�, �o (inches) combined detention/wetvault stormwater wetland filter strip storm filter flow dispersion wetpond (basic or large) farm management plan wetvault landscape management plan Is facility Lined? oil/�vater separator f f so, �vhat marker is used above (baffle or coalescing plate) Liner? catch basin inserts: Manufacturer pre-settling pond pre-settling structure: Manufacturer high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water Quality design flow � � � �1 FL�2.CL.f�. �:�n�C F:��,, ! W'ater Quality treated volume(sandfilter) I Water Quality storage volume(wetpool) Facility Summary Sheet Sketch '_009 Surface Water Design Manual U9/2009 3 Page 122 of 178 i Wendy's Renton TIR 02/2014 Section 9- Declaration of Stormwater Facilitv Maintenance Covenant for Private Storm Facilities V Page 123 of 178 Wendy's Renton TIR 02/2014 Return Address: City Clerk's Office City of Renton 1055 S Grady Way Renton, �VA 980�7 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee: City of Renton Legal Description: See attached exhibit Assessor's Tax Parcel ID#: 3223059063 IN CONSIDERATION of the approved City of Renton permit for application file No. LUA/SWP relating to the real property("Property") described above,the Grantor(s),the owner(s)in fee of that Property,hereby covenants(covenant)with the City of 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 in Paragraphs 1 through 10 below with regard to the Property,and hereby grants(grant)an easement as described in Paragraphs 2 and 3. Grantor(s)hereby grants(grant),covenants(covenant),and agrees(agree)as follows: l. The Grantor(s)or his/her(their)successors in interest and assigns("Owners of the described property")shall at their own cost,operate,maintain,and keep in good repair,the Property's stormwater facilities and/or best management practices("BMPs") constructed as required in the approved construction plans and specifications on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) .The property's stormwater facilities and/or best management practices("BMPs")are shown and/or listed on Exhibit A.The property's stormwater facilities and/or BMPs shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities include pipes,swales,tanks,vaults,ponds,and other engineered structures designed to manage and/or treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices,native vegetated areas,permeable pavements,vegetated roofs,rainwater harvesring systems,reduced imprr�iou� surface coverage,and other measures designed to reduce the amount of stormwater runoff on the Property. ?. City of Renton shall have the riQht ro ingress and e�ess over those portions of the Property necessary to perfortn inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030. 3. If City of Renton determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, Ciry of Renton shall give notice of the specific maintenance and/or repair�vork required pursuant to RviC 4-6-030. The City shall also set a reasonable time in��hich such Page 124 of 178 Wendy's Renton TIR 02/2014 work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City,the City may perform the required maintenance or repair,and hereby is given access to the Property,subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the City's intention to perform such work. This work will not commence until at least seven(7)days after such notice is mailed. If,within the sole discretion of the City,there exists an imminent or present danger,the seven(7)day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably deternunes that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal successor's codes as applicable and herein incorporated by reference,the City may take measures specified therein. �. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City within thirty(30)days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues,the prevailing party is entitled to recover reasonable litigation costs and attorney's fees. 6. T'he Owners are hereby required to obtain written approval from City of Renton prior to filling,piping,cutting,or removing vegetation(except in routine landscape maintenance) in open vegetated stormwater facilities(such as swales,channels,ditches,ponds,etc.),or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. �� 7. Any notice or consent required to be given or otherwise provided for by the provisions of this A�-eement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein,this agreement constitutes the entire agreement between the parties,and supersedes all prior discussions,negotiations,and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above,and 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. 10. This Declararion of Covenant may be terminated by execution of a written agreement by the O�vners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF,this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BVIPs is executed this day of , 20 � GRANTOR,owner of the Property GRr1NTOR,owner of the Property Page 125 of 178 Wendy's Renton TIR 02/2014 STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s)described in and�vho 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 Washinb on, residing at My appointment expires Page 126 of 178 Wendy's Renton TIR 02/2014 PROPOSED OUTPARCEL LEGAL DESCRIPTION A TRACT OF LAND LYING IN AND BEING A PORTION OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER, SECTION 32, TOWNSHIP 23 NO, RANGE 5 E., W.M., COUNTY OF KING, STATE OF WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH QUARTER CORNER OF SECTION 32, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. IN THE COUNTY OF KING, STATE OF WASHINGTON; THENCE, SOUTH 01°26'34" WEST ALONG THE CENTERLINE OF 108TH AVE. S.E. A DISTANCE OF 74.98 FEET; NORTH 88°33'26" WEST A DISTANCE OF 55.78 FEET TO THE WEST MARGIN OF 108TH AVE. S.E.; THENCE NORTH 38°11'24"WEST, A DISTANCE OF 22.07 FEET; THENCE NORTH 15°54'58" E, A DISTANCE OF 5.71 FEET TO A POINT OF CURVATURE; THENCE, ON A CURVE TO THE LEFT, HAVING A RADIUS OF 25.00 FEET, A CHORD BEARING OF NORTH 72°29'45"WEST, A CHORD DISTANCE OF 0.65 FEET, FOR AN ARC DISTANCE OF 0.65 ACRES; THENCE NORTH 74°40'26' EAST, A DISTANCE OF 54.78 FEET; THENCE SOUTH 86°50'18"WEST A DISTANCE OF 58.74 FEET TO A POINT OF CURVATURE; THENCE ON A CURVE TO THE LEFT, HAVING A RADIUS OF 1879.86 FEET, A CHORD BEARING OF SOUTH 86°40'39"WEST, A CHORD DISTANCE OF 10.54 FEET, FOR AN ARC DISTANCE OF 10.54 FEET TO A POINT OF A COMPOUND CURVE TO THE LEFT; THENCE, ON SAID CURVE, HAVING A RADIUS OF 1879.86 FEET, A CHORD BEARING OF SOUTH 84°23'22"WEST, A , CHORD DISTANCE OF 139.56 FEET, FOR AN ARC DISTANCE OF 139.60 FEET; THENCE SOUTH 01°24'30"WEST, A DISTANCE OF 20.26 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 01°24'30"WEST, A DISTANCE OF 225.19 FEET; THENCE NORTH 88°33'26" WEST, A DISTANCE OF 151.86 FEET TO A POINT ON A CURVE; THENCE ON A CURVE TO THE RIGHT, HAVING A RADIUS OF 9.00 FEET, A CHORD BEARING OF NORTH 43°35'29"WEST, A CHORD DISTANCE OF 12.72 FEET, FOR AN ARC DISTANCE OF 14.13 FEET; THENCE NORTH 01°22'27" EAST, A DISTANCE OF 128.90 FEET; THENCE NORTH 17°26'31" WEST, A DISTANCE OF 52.06 FEET , TO A POINT ON THE SOUTHERLY RIGHT-OF-WAY LINE OF S.E. CARR ROAD, AN EXISTING PUBLIC RIGHT-OF-WAY; THENCE ON SAID LINE, ON A CURVE TO THE RIGHT, HAVING A RADIUS OF 1859.86 FEET, A CHORD BEARING OF NORTH 79°21'44" EAST, A CHORD DISTANCE OF 181.76 FEET TO THE POINT OF BEGINNING. CONTAINING AN AREA OF 34,161 SQUARE FEET OR 0.7842 ACRES, � MORE OR LESS. Page 127 of 178 ; Wend 's Renton TIR 02/2014 II� Y SECTION 10 - OPERATIONS AND 1VIAINTENANCE MANUAL Operation and Maintenance Nlanual for Privately Maintained Drainage Facilities is attached. Appendix A of King County Surface Water Design Manual has been used. No.3 - Detention Tanks and Vaults No.4—Control Structure/Flow Restrictor No.S—Catch Basins and Manholes No.6—Conveyance Pipes and Ditches No.l l —Ground(Landscaping) No.20—Sand Filter Vault(Filterra box) No.24—Catch Basin Insert Page 128 of 178 Wendy's Renton TIR 02/2014 Section 10 - Operation and �taintenance 1�Ianual Page 129 of 178 _ i ��dY�il�14EA�A MAINTENANCE RE UIREMEN�FUR FLOW CON 14 I' Q TROL,CONVEYANCE,AND W�F.TCILITIES NO.3-DETENTION TANKS AND VAULTS Maintenance Defeet or Probkm Conditlo�s When Mai�anance is Needod Resulb Expected When Component MaiMena�ce is Performod Site Trash and debris My trash and debris which exceed 1 cubic foot Trash and debris deared from site. I per 1,000 square feet(this is about equal to the ' amount of trash it would take to fiU up one standard size oifice garbage can). In general, there should be no visual evidence of dumping. Nopous weeds My noxious or nuisance vegetation which may Nobous and nuisance vegetation constitute a hazard to County personnel or the removed according to applipble public. regulations. No danger of nobous vegetation where County personnel or the public might normally be. I Contaminar�ts and My evidence of oonWminants or pollution such Materials removed and disposed of �� po8ution aa oil,gasoNne,concxete slurties or pairn. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants , preseM other than a surface oil film. I Grasslgroundcover Grass or groundcover exceeds 18 inches in Cxass or groundcover mawed to a � height. height no greater lhan 6 inches. ��, Tank or Vauft Trash and debris /1ny trash and debris accumulated in vault or ta�k No trash or debria in vault. Starage Area (indudes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 1096 of the AII sediment removed from storage accumulation diameter of the storage area for'r4 length of area. storage vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y:length of tank. Tank Stnx:ture Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Arry part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10%of its design shape. Gaps between A gap wider than 35-inch at the joint ot arry tank No water or soil entering lank sections,damaged sections or any evidence of soil partiGes entering through joints or walls. I joints or cradcs or the tank at a jant or through a wall. tears in wall Vault Strueture Damage to wall, Cracks wider than'/-inch,ary evidence of soil Vault is sealed and struduralty firame,bottom,andlor enterirg the structure through cracks or quapfied sound. top slab inspedion personnel detertnines that the vauR is not structurally sound. InletlOutlet Pipes Sediment Sedirt�nt filling 20%or more of the pipe. Inlet/outlet pipes dear of sediment. accumulabon Trash and debris Trash and debris a�cumulated in inleUouUet No trash or debris in pipes. pipes(indudes floatables and non-floatables). Damaged Cradcs wider than'/rinch at the joint ot the No cradcs more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. 20(�Surface W'ater Design�fanual—Appendi�A ��91��9 .A-5 Page 130 of 178 �T�R 02/2014 APPE��s�4�NANCE REQUIREMEN"I'S FLOW CONI'RDL,CONVEYANCE,AND WQ FAClLIT1ES i NO.3-DETENTION TANKS AND VAULTS MaiMenance Defect w Problam Condkions Whan Mainbnance is Needed Results Expecbad Whan Componont AAaintenance is Perfortned Access Manhole Coverllid not in place Cover/lid is missing or ony partiaNy in place. Manhole aocess covered. Any open manhoN requires immediato mai�nance. Loddng mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolfs cannot be seated. Self-locking coverAid does not work. CoveNlid difficult to One maintenance person cannot remove Cover/lid can be removed and remove coverllid after applying 80 Ibs of lift. reinstalted by one maintenance petson. ' Ladder runga unsafe Missing nmgs,misaNgnment,rust,or cradcs. Ladder meets design standarda. Allows maintenance person safe access. Large avicess Damaged or difficuft Large access doors or plates cannot be Replace or repair acoess door so it doorsJplate to open openedlremoved using nortnal equipment. can opened as designed. Gaps,doesnt cover Large aocess doors not flat andJor aa;ess Doors dose flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, lifting rings not capable of lifting weight of door Lifting rings sufficient to IiR or rusted or plate. remove door or plate. � �,q,nppq 3009 Surface�4'ater Desien�tanual—Appendix A A-6 Page 131 of 178 WendY��R:1 �1.�IV�TGti:��'E RE(�UIRE�tE�ll��OR FL(>�1'CONTROL.CON�'El'.�vCE.,a�D W�f,�(��I7ES NO.4-CONTROL STRUCTURElFLOW RESTRICTOR Mairrtenance Defect or Problem CondiHon WFwn Mai�onanca is Needed Results Expected When Component Mafntenanca is Perforrt�ed � Strudure Trash and debris Trash or debris of more than Y:cubic foot which No Trash or debris btocking or is located immediately in front of the structure potentiaNy blocking enUanoe to opening or is Wocking capadty of the sVucture by structure. more than 10%. Trash or debris in the sWcture that exceeds'/� No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No oondition present which would I� vdume. attrad or support the breeding of insects or rodents. Sediment Sediment exceeds 6096 of the depth from the Sump of strudure contains no � bottom of the structure to the invert of the lowest sediment. i pipe into or out of the structure or the bottom of , the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the sinicture or the bottom of the FROP-T sedion. Damage lo frame Comer of frame extends more than'/.inch past Frame is even with curb. I and/or top slab curb face into the street Qf appliqble). � Top slab has holes larger than 2 square inct►es or Top slab is iree of holes and cracks. cradcs wider than'/.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than'/+inch of the frame irom ' the top slab. ' Cracks in walls or Cracks wider than'/:ind�and longer than 3 feet, Structure is sealed and stn�cturally bottom any evidence of soil partides entering structure sound. j through cxadcs,or maintenance person judges ithat structure is unsound. ' Cracks wider than'r4 inch and longer than 1 foot No cracks more than'!.inch wide at at the jant of any inlet/outlet pipe or arry evidence the jant of inleVoutlet pipe. of soil partides entering strudure through cracks. SettlemenU Strudure has settled more than 1 inch or has Basin replaced or repaired to design � misalignment rotated more than 2 inches out of alignmeM. standards. Damaged pipe jants Cracks wider than Yrinch at the jant of the No cradcs more than Y.-inch wide at inleUoutlet pipes or any evidence of soil erttering the joint of inteUoutlet pipes. the strudure at the joint oi the inleUoutlet pipes. Contaminants and My evidence of contaminants or pollution such Materials removed ar�disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or u�afe misalignment,rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and ouUet pipe strudure should support at and outlet pipe. least 1,OOD Ibs af up or down pressure. Structure is not in upright position(allow up to SWcture in correct position. 10%fi-om plumb). Connecxions to ouUet pipe are not watertight or Connedions to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. Arry holes—other than desig�d holes--in the SWdure has no holes other than strudure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace deanout gate. 2009 Surface Water Design Manual-Appendix A ��912009 A-7 Page 132 of 178 APPE��SI��ANCE REQUIREMENTS FLOW CON�L,CONVEYANCE,AND WQ FACILITIES 02/2014 NO.4-CONTROL STRUCTURElFLOW RESTRICTOR AAaiMenanca Dofact or ProbNm Ca�didon WMn Msir�tenanca is Nesded Results Expocted When Component MaiMe�nca is Perfornwd Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves�and down easiy and maintenance person. is watertight. ChaiNrod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in plaoe and wo�ics as missing,out of plaoe,or beM orifice plate. designed. Obstnx�ions My trash,debris,sediment,or vegeta6on Plate is(ree of afl obstnx�ions and blocking the plate. works as designed. Overflow Pipe Obstructions Arry trash or debris blocking(or having the Pipe is free of all obstructions and potenGal of blocking)the overflow pipe. woAcs as designed. Defomied or damaged Lip of oveAlow pipe is bent or deforrned. Ovefiow pipe does not allow lip oveAlow at an elevation lower than design InIeVOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes Gear of sediment. accumulation Trash arxi debtis Trash and debris accumulated in inleUoutlet No trash or debris in ppes. pipe,s(ndudes floatables and non-Aoatables). Damaged Gadcs wider than'frinch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joiM of the inleVoutlet pipe. at the jants of the inleUoutlet pipes. • Metal Grates Unsafe grate opening Grate with opening wider than'/,inch. Grate opening meets design (If Applicable) standards. , Trash and debris Trash and debris that is blocking more than 20% Grate free of trash ar►d debris. of grate surface. foolnote to guidelines for disposal Damaged or missirg Grate missing w broken member(s)of the grabe. Grate is in place and meets design standards. Manhole Covertid Coverllid not in place CoverAid is missing or only partialy in place. CoveMid protects opening to My open aVucture requires urgent sVudure. mainbanance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proQer tools.Bolts cannot be seated. Self-lockirg coverAid does not wo�lc. CoverAid difNcult to One maintenance person cannot remove Cover/lid can be removed and Remove coverllid after applying 80 Ibs.of lift. reinstalled by one maintenance person. �;�q;�ppy ?009 Surface G1'ater Uesi�n Manual—Appendix A ,�-8 Page 133 of 178 ��dY�s�4�IA�1X A MAINTENANCE REQUIREMEITIS FOR FLOW CONTROL,CONVEYANCE,AND W�AC4 ITIES NO. 5-CATCH BASINS AND MANHOLES Mair�nanco Dofoct or Probiam Condidon WMn Mslnbnance is Noeded Results Expected When ComPorwnt Mai�Mananca is Performed SUudure Sediment Sediment exceeds 6096 of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. � lowest pipe into or out of the catch basin or is � within 6 inches of the invert of the lowest pipe I into or out of the catch basin. i Tresh and debris Trash or debris of more than 34 cubic foot which No Trash or debris bbdcing or j is bcated immediately in front of the catch basin potentialy blocking entrance to i opening or is blodcing capacity of the catch basin catch basin. , by more fhan 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. I '�s the depfh from the bottom of basin to invert the I lowest pipe into or out of the basin. I Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaiMs or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would �, volume. attract or support the breeding of I insects or rodents. Damage to frame Comer of frame extends rtare than'/.inch past Frame is even with curb. andlor top slab curb face into the street(If applicable). Top slab has holes larger than 2 squere inches or Top slab is free of holes and cradcs. cradcs wider than'/.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of mone than'/.inch of the frame from the top slab. Cracks in walls or Cracks wider than'h inch and longer than 3 feet, Catch basin is sealed and bottom arry evidence of soil partides entering catch struduraly sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than'h inch and longer than 1 foot No cracks mae than'/�inch wide at at the joint ot any inleUoutlet pipe or any evidence the jant of iNeYoutlet pipe. of soil particles entering catch basin through cradcs. SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repair�ed to design misalignment rotated mwe than 2 inches out of alignment standards. Damaged pipe joints Cradcs w9der than Yrinch at the joirn af the No cradcs more than Y.-inch wide at inleUouUet pipes or a�y evidence of soil errtering the joiM of inleVoutlet pipes. the catch basin at the joirtt of the inleUoutlet pipes. Contaminants and My evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasofine,concrete slurties or paint. aocordir►g to applicable regulations. Source conlrol BMPs implemented if appropriate. No contaminants present other than a surface oil film. InleWutlet Pipe Sediment Sediment fiding 2096 ot more of the pipe. InleVouUet pipes dear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(indudes floatables and non-floatables). Damaged Cracks wider than'frinch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or arry evidence ot soil entedng the jofnt of the inleUoWet pipe. at the joints af the inleUoutlet pipes. 2009 Surface Water Design M:mual —\pp�:n�3i�,� 1i9.2009 ,�-9 Page 134 of 178 APPL�YI�� ENANCE REQUIRE!�tENTS FLOW COMROL,CONVEYANCE,AND W'Q FACILITIES 02/2014 NO. 5-CATCH BASINS AND MANHOLES Malntenance Dafact or Problam Conditlon When Msfntonance is Nesded Rasults Expacwd Wtan Component Meintonance is Performed Metal Grates Unsafe grate opening Gtate with opening wider Man'!,inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is bbcking more than 2096 Grate free of trash and debris. of g�ate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design My open structure requires urgern sta�dards. mainLe�ance. Manhole CovedLid CoverAid not in place CoverAid is missing or only partially in plaoe. CoveHlid proteds opening to Arry open structure requires urgeM stn�cture. mairrtenance. Lodcing mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person witti proper tools.Bolts cannot be seated. Self-locking coverAid does not vuork. CoverRid diifiaift to One maintenance person pnnot remove CoverAid can be removed and Remove coverllid after applying 80 Ibs.of lift. reinstalled by one maintenance person. iil 1+9�2009 2009 Surtace W'ater Design Manual-Appendix A A-10 Page 135 of 178 We�dY��4S1X A MAINTENANCE REQUIREM�rrr��FOR FLOW CONTROL,CONVEYANCE,AND W��CCILITIES NO.6-CONVEYANCE PIPES AND DITCHES MalMenanca Dafact or Problem Condidons YYMn Mainbnance is Neaded Resulls Expectad When C�P�M Maintanance ia Performed � Pipes Sediment 8 debris Acamulated sediment or debris that exceeds Water flows freey through pipes. accumuladon 20%of the diameter of the pipe. VegetatioNroots VegetatioNroots that reduce hee movemerrt of Water flows freely through pipes. water through pipes. Co►rtaminants and l�ny evidence of contaminants or pollution such Materials removed and disposed of pollution as al,gasotine,concrete slurties or paint. aocording to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged;rust or coRosion Pipe repaired or replaced. ooatlng or corrosion is weakening the sUuctural integrity of any paR of PiPe• Damaged Any dent thet decreasea the cross section area of Pipe repaired or replaced. pipe by mare than 20%or is detertnined to have weakened sUuctural integrity of the pipe. Dftches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris deared from square feet of ditch and slopes. dftches. Sediment Accumulated sediment that exceeds 20%of the Ditch deanc�Uflushed of all sediment accumulation design depth. and debris so that it matches design. Nobous weeds My noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable ; public. regulations. No danger of noxious vegetalion where Courrty personnel or the puWic might normalty be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concxete slurties or pairn. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movernent of wate� Water flows freely through ddches. through ditches. Erosion damage to Arry erosion observed on a ditch slope. Slopes are not eroding. slopes Rodc lining out of One layer or less of rock exists above na6ve soil Replace rocks to design standards. plaoe or missing(If area 5 square feet or more,any exposed native Applicable) sol. 2009 Surface Water Design Manual—Appendi�A ��9��y A-11 Page 136 of 178 APP�r$ R1��ENANCE REQU[REMENTS FLOW COMROL.CONVEYANCE,AND WQ FACILITIES 02/2014 N0. 11 -GROUNDS(LANDSCAPING) Mairrtananca Dehct or Problem Condklons When Msinta�ncs is Needed Results Expected When Component Maintanance is Perfornwd Site Trash or litter My trash and debns which exceed 1 a,bic foot Trash and debris deared from site. per 1,000 square feet(this is about equal to the amaunt of trash it would take to fill up aie standard size office garbage can). In general, there should be no visual evidence of dumping. No�dous weeds My noxious or nuisance vegetation whlch may Nobous and nuisance vegetation oonstitute a hazard to CouMy personnel or the removed according to applicable puWic. regula6ons. No danger of nobous vegetadon where County personnel or the puWic mght norma►y be. Contaminants and My evidence of contaminanis or pollution such Materials r�emoved and disposed of polluGon as al,gasoline,concrete slurries or paint according to appliqble regulaGons. Source control BMPs implemented if appropriate. No contaminants preseM other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mawed to a heigM. heigM no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in fadlity. potential to fall and cause property damage or threaten human life. A hazard trea identHied by a qwllfied arborist must be removed as soon as possibla. Damaged Limbs or paAs of hees or shrubs that are sp6t or Trees and shrubs with less than 5% broken which affect more than 25°�of the total of total foliage with sp6t or broken loliage of the tree or shrub. limbs. Trees or s�uubs that have been blown dovm or No blovm down vegetation or knodced over. knocked over vegetation. Trees or shnibs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and suppoRed or are leaning over,causing exposure adequately supported;dead or of the roots. diseased trees removed. �;y;�ppq 2009 Surface 11'ater Design Manual-Appendi�A A-16 Page 137 of 178 APP�f$��MQ�ENANCE REQU[RE�tENTS FLOW CONIROL,CONVEYA\CE,AND W'Q FAC[LITIES 02/2014 NO. 20-SAND FILTER VAULT 1 iL.T�rZ2� C3�� Maintananco Dafect or Probkm Co dkion When Malntenance is Needed Results Expactad When ComponeM Mui�nanco a Parformed Site Trash and debris T and debris acCumulated on faality site. Trash and debris removed from faplity site. Noxious w�eeds nobous or nuisance vegetation which may Nobous and nuisance vegetation co titute a hazard to County personnel or the removed according to applicable pu ic. regulatlons. No danger of nopous vegetation where Courriy personnel or the public migM normally be. Contaminants and An evidence ot contaminants or polluGon such Materials removed and disposed of pollution as il,gasoline,concrete slumes or paint. according to applicable regulations. Source coMrol BMPs implemerrted if appropriate. No contaminants present other than a surface oil film. Grasslgroundcover or groundcover exoeeds 18 inches in Grass or groundcover mowed to a he' ht. height no greater than 6 inches. Pre-Treatment Sediment 'ment accumulaGon exoeeds the depth of the Sediment storage contains na Chamber accumtdation sed ment zone plus 6 inches. sediment. Sand Fitter Media Sediment imeM depth exCeeds'frinch on sand filter Sand filter freely drains at normal aaxirtwlation ia. rate. Trash and debris Tra and debris accumulated in vault(floatables No trash or debris in vault a non-floatables). Plugging Dra own of water through the sand fifter media, Sand fdter media drawdown rate is ta s lorger than 24 hours,and/or Aow lhrough normal. the rtlow pipes ocxurs frequently. A sieve an sis of>4%-100 or>2%-200 reqirires rep dng sand fifter media. j Short arcuiting S age or flow occurs abng the vauft walls and Sand filter media sedion re-laid and I� co rs. Sand eroding near inflow area. compacted along perimeter of vauk , C nout wyes are not walertight. to fortn a semi-seal. Erosion protection added to dissipate toroe of incoming flow and curtail erosion. Vauk Stn�eture Damaged to walls, Cra wider than'frinch,arry evidence of soil Vauft replaced or repaired to provide frame,bottom andlor ent ring the structure through cracks or qualified complete sealirg of the strudure. top slab. ins ction personnel determines that the vauft is not trudurally sound. Ventilation V 'lation area blodced or pkigged. No reduction oi ventilation area exists. Underdrains and Sediment/debri.s U reins or dean-outs partially plugged,filled Underdrains and clean-outs free of Cleanouts ' sediment and/or debris or not wateRight. sediment and debris and sealed. InletlOuUet Pipe Sediment iment filling 20%or more ot the pipe. InleUoutlet pipes dear of sediment. accumulation Trash and debris Tra and debris accumulated in inletloutlet No trash or debris in pipes. p' s(indudes fioatables and non-floatables). Damaged s wider than'/rinch at the joint of the No cracks more than'/.-inch wide at inle outtet pipes or any evidence of soil entering the joint of the inletloutlet pipe. at t e joints of the inleUoutlet pipes. , I � y�?ppy , 2009 Surface Water Design Manual—Appendix A A-28 Page 138 of 178 Wendy's,�p�X A MAINTENANCE QUIREME1vrs�FOR FLOW CONTROL,CONVEYANCE,AND�F��CCILITIES NO.20-SAND FILTER VAULT '�i 1��(LCZ� C�OX Maintananca DefYct or Problem C idon Wlwn Msinbnanco is NaedQd Resulls Expected When Component Mairrtanar�e is Performed Access Manhole �`��^�t in plaoe Co rAid is missi or on ng y partially in piace. Manhole aooess covered. open manhole requires immediate ma enanoe. Locking mechanism anism cannot be opened by one Mechanism opens with proper tools. not working � tenance person with proper tools.Bolts q be seated. SeH-lodcing coverAid does not CoverAid diffiaitt to maintenance person cannot remove � CovedGd can be removed and cov id after appying 80 Ibs of liR. reinslalled by one maintenance person. ��N�u�� rungs,misalignment.rust,or aadcs. Ladder meeb design standards. Allows maintenance person safe access. Large access Damaged or difficutt La access doors or plates pnnot be Replace or repair access door so it d�y�� to open o rertwved using nortnal equipmeM. can opened as designed. Gaps,dcesnY cover � e access doors not flat arxYor access Doors dose Nat and covers acoess �p1e�� ope ing not completely covered. opening completely. Lifting Rings missing, Lifti rings not capable of litting weigM of door Lifting rings sufficient to I'rft or ' rusted or ate. remove door or plate. � I '� il I� i 2009 Suriac�R'atcr Desien�tanual-:�ppendi�:\ I ��9�� A-29 Page 139 of 178 ��dY�s��[X A MAINTENANCE R QUIREMEIS"�FOR FLOW CONTROL,CONVEYANCE,AND�AC4 CIIES NO.24-CATCH BASIN INSERT AAaiMenance Defect or Problem Co itions WhQn Maintenanca Is Noadad Results Expected When Component Mairnenance is Pe�formad Media lnsert vsible Otl Vi le al sheen passing through media Media inset replaced. Insert dces not fit Flo gets into catch basin without gang through All flow goes through media. catch basin properly m ia. Filter media plugged Fft media plugged. Flow through fiRer media is normal. Oil absorbent media M ia al saturated. Od absorbent media replaced. saturated Water sattrated Ca basin insert is saturated with water,� InseR replaoed. no er has the capaaty to absorb. Service Crfe exceeded R ular interval replacement due to typical Media replaced at manufactu�efs av age life of inedia inseA product,typicaly one recommended interval. mo th. Seasonal storms occur and during the wet season. Remove,dean and replace or instaN maintenance new insert after major stomts, mor�thly during tl�e wet season or at manufacturer's recommended interval. � � i � I � I I ?009 Surface Water Desien h1anuul-:\ppendi�:\ ��9 A-35 ' Page 140 of 178 Wendy's Renton TIR 02/2014 I APPEI�DIX A- GEOTECHNiCAL REPORT Page 141 of 178 Wendy's Renton TIR 02/2014 l��rr�con July 30, 2013 The Wendy's Company 1501 W. Mountainhead Parkway, Suite 601 Tempe,Arizona 85282 Attn: Ms. Valerie L. McCulloch Re: GEOTECHNICAL PLAN REVIEW New Wendy's Restaurant 10619 SE Carr Rd. Renton,Washington Terracon Project No. B2135007 Dear Ms. McCulloch: The purpose of this letter is to provide a response to review comments provided by HG Kimura Architect, PLLC, dated February 13, 2013. Terracon has prepared a geotechnical engineering report for the project(Project No. 62135007, dated July 2, 2013). Comment: A geotechnical repo�t for the site may be required. Information on the water table and soil permeability with recommendations of appropriate flow control BMP options with typical designs for the site from the geotechnical engineer shall be submitted with the application. Response: As previously stated, Terracon has prepared a geotechnical engineering repo�t for the project. Our geotechnical report indicates that the water table, at the time of our exploration, was on the order of 8 to 10 feet below existing site grades (encountered in 3 borings). In addition, fines content of soils tested were on the order of 30 to 40 percent. Based on these two conditions, we are of the oainion that the site is not suitable for infiltration as a BMP. If other BMP's for flow control are considered by the design professionals and if they impact our geotechnical recommendations, Terracon should have the opportunity to review those designs. We appreciate the opportunity to be of service to you on this project. If you have any questions, please contact us. ..-� Sincer y, Q �F �� 0,9 '� Terr c n on Itants, I �r �, '•f:,�`N c_____ I - � „ �� -�j� � r . A ��` �tc2 r- �� P.E. � � ` James M. Brisbine, P.E�^� I aul D. Davis, � .�� ,,�s,�� Office Manager JJ��'/FRk.O��Q' �jo r3 Senior Geotechnical Engineer I �►.il. E,c�. l � ,, cc: Howard Kimura, HG Kimu t, PLLC (1, via e-mail) ' Terracon Consultants, Inc. 2115 S.56�"St., Ste.405 Tacoma, Washington 98409 I P [253] 573 9939 F (253)5T3 9959 lerracon com � � II --1 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report New Wendy's Restaurant 10619 SE Carr Road Renton, Washington July 2, 2013 Terracon Project No. B2135007 Prepared for: The Wendy's Company Tempe, Arizona Prepared by: Terracon Consultants, Inc. Tacoma, Washington � � � : : � : � � � � : , � � � - � � � � Wendy's Renton TIR 02/2014 July 2, 2013 1��rracon The Wendy's Company 1501 W. Mountainhead Parkway Suite 601 Tempe, Arizona 85282 Attn: Ms.Valerie L. McCulioch P: (602)466-9207 E: Valerie.Mcculloch@wendys.com Re: Geotechnical Engineering Report New Wendy's Restaurant 16330 Bothell Everett Highway Renton, Washington Tenacon Project No. B2135007 Dear Ms. McCulloch: Terracon Consuftants, Inc. (Terracon) has completed the geotechnical engineenng services for the above referenced project. These services were performed in general accordance with the Master Services Agreement (MSA) between The Wendy's Company and Terracon, dated January 31, 2013 and Terracon's Proposal No. PB2130017, dated March 6, 2013. This geotechnical engineering report presents the results of our subsurface exploration and provides geotechnical recommendations concerning ea�thwork and the design and construction of � foundations, floor slabs, pavements, and utilities for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions conceming this report, or if we may be of further service, please contact us at(425)771-3304. Sincerery, Terracon Consultants \ �pEL SC �S' o� W syi. 'y Q �� Yc�� xm � ^ � a9sZ9 �,4 / _ �'�` �C/STER�'��+ �j(, Ryan M. Scheffler, PE ss��NALE�G % ames M. Brisbine, PE, LG Senior Staff Engineer �Z/�3 Senior Project Geotechnical Engineer Ter.acon Consultants inc 21�5 S �o' Street Suite 4V5. Tacoma. tNasmr.g;or 98409 P [253j 573 ?939 F [253j 573 9959 terracon.com , � � � � Wendy's Renton TIR 02/2014 TABLE OF CONTENTS Page EXECUTIVESUMMARY.............................................................................................................i 1.0 I NTRODUCTIO N................................................................................................................. 1 2.0 PROJECT INFORMATION................................................................................................. 1 2.1 Project Description .................................................................................................. 1 2.2 Site Location and Description.................................................................................. 2 3.0 SUBSURFACE CONDITIONS............................................................................................2 3.1 Regional Geologic Conditions.................................................................................. 2 3.2 Surface Conditions................�---�-�-�-�--..................................................................... 2 3.3 Subsurface Conditions............................................................................................. 3 3.4 Groundwater.............................................................................�--�-�--------................. 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION.........................................4 4.1 Geotechnical Considerations...................................................................................4 4.2 Earthwork................................................................................................................ 5 4.2.1 Site Preparation...................................................................��---............... 5 4.2.2 Structural Fill ........................................................................................... 6 4.2.3 Compaction Requirements...................................................................... 6 4.2.4 Grading and Drainage.............................................................................. 7 4.2.5 Construction Considerations.......................................................:............. 7 4.3 Seismic Considerations........................................................................................... 8 4.4 Foundations............................................................................................................. 9 4.4.1 Design Recommendations....................................................................... 9 4.4.2 Construction Considerations...................................................................10 I 4.4.3 Below-grade Drainage............................................................................11 4.5 Floor Slabs.........................................................................�--��-------....................... 11 4.5.1 Design Recommendations......................................................................12 4.5.2 Construction Considerations...................................................................12 4.6 Pavements ............................................................................................................ 13 4.6.1 Design Considerations.............................................................................13 4.6.2 Estimates of Minimum Pavement Thickness ............................................13 4.6.3 Pavement Materials.................................................................................14 4.6.4 Pavement Drainage.................................................................................14 4.6.5 Pavement Maintenance...........................................................................14 5.0 GENERAL COMMENTS................................................................................................... 15 Responsive . Resourceful s Reliable Page 145 of 178 Wendy's Renton TIR 02/2014 �, TABLE OF CONTENTS—continued APPENDIX A— FIELD EXPLORATION Exhibit A-1 Site and Exploration Plan Exhibit A-2 Field Exploration Description Exhibits A-3 to A-8 Boring Logs B-1 to B-6 APPENDIX B—LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibit B-2 Grain Size Distribution Exhibit B-3 Organic Content APPENDIX C—SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification Page 146 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 EXECUTIVE SUMMARY A geotechnical exploration has been performed for the new Wendy's Restaurant located near the southwest corner of SE Carr Road and 108"' Avenue SE in Renton, Washington. Terracon's geotechnical scope of work included the advancement of six borings to approximate depths of 6'/2 to 16'/2 feet below existing site grades, document review, laboratory testing, geotechnical engineering analysis, and preparation of this report. The site appears suitable for the proposed construction based upon geotechnical conditions encountered in the explorations and our current understanding of the proposed development. The following geotechnical considerations were identified: � Subsurface Conditions: Explorations disclosed existing silty sand fill with organics to depths of approximately 2'h to 6'h feet above a 1 to 4 foot thick layer of inedium stiff to stiff silt. Below the fill and silt, medium dense silty sand was observed to 12 to 15'/z feet above very dense glacial till. Groundwater was observed in three of the borings perched above the glacial till at depths ranging from 8 to 10'/z feet below the ground surface. � Structural Fill: Due to fines content, occasional organics, and in situ moisture levels, on-site existing fill and native soils are not suitable for reuse as structural fill. Imported soils should consist of Select Borrow or Common Borrow meeting the requirements of WSDOT section 9-03.14(2) and 9-03.14(3), respectively. Foundations: Conventional shallow spread footings will provide adequate support for ', the proposed structure provided that existing fill below the footings is completely � removed and the foundation subgrades are properly prepared. Footings bearing on silt I encountered below the fill or structural fill above the silt should be designed for an � allowable bearing capacity of 1,500 psf. An increased allowable bearing capacity of 2,500 psf may be used for footings bearing on at least 12 inches of structural fill if the compressible silt soils are completely removed. � Floor Slabs: Concrete floor slabs may be supported by a capillary break layer above at least 12 inches of compacted structural fill above compacted existing fill soils. ' i ■ Seismic Desipn Considerations: The 2009 International Building Code, Table ! 1613.5.2 IBC seismic site classification for this site is C. This summary should be used in conjunction with the entire report for design purposes. It II should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. �', i Responsive ■ Resourceful ■ Reliable i � Page 147 of 178 II Wendy's Renton TIR 02/2014 GEOTECHNICAL ENGINEERING REPORT NEW WENDY'S RESTAURANT 10619 SE CARR ROAD RENTON, WASHINGTON Terracon Project No. 62135007 July 2, 2013 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed new Wendy's Restaurant to be located near the southwest corner of SE Carr Road and 108"' Avenue SE in Renton, Washington. Our geotechnical engineering scope of work for this project included the advancement of six borings ranging in depth from approximately 6'/z to 16'/2 feet below existing site grades. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil conditions ■ groundwater conditions • earthwork ■ foundation design and construction • floor slab design and construction ■ pavement design and construction • seismic considerations 2.0 PROJECT INFORMATION I 2.1 Project Description ITEM DESCRIPTION � Site layout See Appendix A, Exhibit A-1: Site and Exploration Plan �I Structure 3,520 square-foot one-story restaurant building ', i Steel frame supported on conventional spread footings and slab on Building construction ; grade floors (assumed) I Columns:60 kips(assumed) Maximum loads Walls: 2 klf(assumed) Slabs: 150 psf max (assumed) ' Grading Cuts and fills of less than 2 feet(assumed) � '�-�p��n��v= • �r:�a�our��ui • ��r�!iab'I� 1 �� Page 148 of 178 �� Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l�erracon New Wendy's Restaunnt■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 2.2 Site Location and Description ITEM DESCRIPTION The site is located south of SE Carr Road and west of 108"' Location Avenue SE. The site is a roughly rectangular parcel that measures approximately 0.85 acres. Section,Township, Range NE'/.of NW%of Section 32, T23N, R5E Developed retail/service prope�ties to the east, west, and south. Adjacent site features SE Carr Road to the north. Asphalt covered parking lot bordered by landscaped areas to the Current ground cover no�th and west and concrete retaining wall to the east. The site also contains a closed restaurant structure. Slopes gently up from north to south. Cast-in-place concrete Existing topography retaining wall up to 8 feet tall along eastem border. Vegetated slope down to sidewalk and roadway on north and west site boundaries. 3.0 SUBSURFACE CONDITIONS 3.1 Regional Geologic Conditions The USGS Geo%gic Map of Ihe Rento� Quadrang/e, King Counfy, l�Yashingfon (GQ-405), indicates the entire project site is underlain by glacially consolidated Vashon ground moraine deposits (Q9,), mainly ablation till over lodgment till. The lodgment till soils are described as a compact, unsorted mixture of sand, silt, clay and gravel and are commonly referred to as hardpan. The lodgment till is nearly impermeable and relatively difficult to excavate, but relatively stable in cut slopes. The ablation till is described as similar, but much less compact and coherent. 3.2 Surface Conditions The site is currently developed with a small, single story structure previously occupied by a Shari's restaurant. The ground surface on the bt slopes gently up from north to south and is covered with asphalt-concrete paving. The pavement section typically consisted of approximately 2 to 3 inches of asphalt-concrete over 3 to 4 inches of crushed rock base course at our boring locations. Ivy covered slopes extend down to 106'h Street on the west side of the site and down to SE Carr Road on the north side of the site. Responsive - Resourceful . Reliable 2 Page 149 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 3.3 Subsurface Conditions Subsurface conditions presented in this report are based on the conditions encountered at the specific exploration locations. Variations in subsurface conditions may exist between the exp�oration locations and the nature and extent of variations may not become e�ident until construction. If variations then appear, it may be necessary to reevaluate the recommendations of this report. Due to the existing building,Terracon was limited to where borings could be performed. However, we are of the opinion that adequate information was obtained for the purpose of this study. Below the asphalt-concrete surfacing, each of the borings disclosed a layer of possibly undocumented silty sand fill with organics to a depth of approximately 2'/z to 6'/z feet. Below the fill, 1 to 4 foot thick layer of inedium stiff to stiff sift with variable sand content and occasional organics was encountered above medium dense silty sand with trace gravel. Very dense glacial till was observed below the medium dense sitty sand at a depth of 12 to 15'/Z feet to the full exploration depths in borings B-1 and B-3. Laboratory tests were conducted on selected soil samples and the test results are presented in Appendix B. Laboratory test results indicate that both the native silty sand and silty sand fill soils have a fines content(that portion passing the#200 sieve) ranging from approximately 37% to 41°/a. A test on the near surface fill material at the south end of the site indicated an organic content of over 6% by weight. Specific conditions encountered at each boring location are indicated on the individual boring logs. 'I Stratification boundaries on the logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each of the borings can be I found on the boring logs included in Appendix A of this report. I 3.4 Groundwater The borings were observed while drilling and after completion for the presence and level of I�i groundwater. The water levels observed in the borings are noted on the attached boring logs, and ; are summarized below: Boring Number Depth to groundwater while I drilling(ft) , B-1 8 B-3 9 B-6 10Y: Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the explorations were performed. Therefore, � Responsive ■ Resourceful • Reliable 3 Page 150 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1��rracon New Wendy's Restaurant■ Renton,Washington ' July 2, 2013 ■Terracon Project No. 62135007 groundwater levels during construction or at other times in the life of the structure may be higher , or lower than the levels indicated on the boring logs. Additionally, perched groundwater may '� develop above low permeability layers, such as the glacial till observed at the bottom of borings B-2 and B-3. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Based on our subsurface exploration program and analyses, the site appears suitable for the proposed construction with the building supported by conventional shallow spread footings bearing on native soils or properly compacted fill. Silty sand fill was observed in all explorations to a depth of up to 6'h feet. Fill, especially undocumented fill, by nature can be highly variable and could very between sample locations. Therefore, it should be understood that there is a higher risk of differential settlement or non-uniform subgrade behavior when constructing on existing fill. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation. Due to the risk of excessive settlements (both total and differential) resulting from the existing � undocumented fill soils mantling the site, we recommend one of the following options for supporting the new building. ■ Overexcavation and Rep/acement.- Removal of the fill and replacement with structural fill is a typical measure for mitigating possible unsuitable fill soils. We recommend complete removal of any fill soils below building footings and replacement with structural filt. For practical and economic reasons, removal and replacement of existing fill soils below floor slabs and pavements may be reduced to at least 12 inches, provided the owner is willing to accept some risk of variable and unpredictable settlements. ■ Aqq�egate Piers- As an alternative to overexcavation and replacement, aggregate piers could be installed below the building footings. Aggregate piers (one proprietary type is called Geopiers) require specialized equipment but result in much smaller import and export quantities. If the owner wishes to utilize aggregate piers for this site, we can provide supplemental information upon request. Geotechnical engineering recommendations for foundation systems, floor slabs, pavements, and other earth related phases of the project are outlined below. The recommendations contained in this report are based upon the results of data presented herein, engineering analyses, and our current understanding of the proposed project. ASTM and Washington State Department of Transportation (WSDOT) specification codes cited herein respectively refer to the current manual published by the American Society for Testing & Materia�s and the 2012 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. B2135007 edition of the WSDOT Slandard Specificalions for Road, Qridge, and Municipa/Consfrucfion (Publication M41-10). 4.2 Earthwork The following sections present our recommendations for site preparation, subgrade preparation and placement of structural fills on the project. The recommendations presented for design and construction of earth-supported elements including foundations, slabs and pavements are contingent upon following the recommendations outlined in this section. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of structural fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. 4.2.1 Site Preparation Site stripping in the conventional sense will be limited to existing landscape areas. Stripping efforts should include removal of any vegetation, organic materials, and deleterious debris from areas slated for structural fill placement and in building and pavement locations. All elements of existing structures should be removed completely from the site. Excavations associated with removing existing site improvements should be backfilled with structural fill placed and compacted in accordance with the recommendations presented in this report. Existing underground utilities, such as storm sewer, sanitary sewer pipe, and water line that will not be used as part of the new development should either be removed completely or filled with � Controlled Density Fill (CDF) conforming to WSDOT section 2-09.3(1)E, Bac�//ing. In the event that existing utilities are abandoned in place, we recommend density testing of the trench backfill in order to verify that it is compacted to the density recommendations provided herein. The silty sand and silt soils encountered in the borings may be sensitive to disturbance from construction activity and increased moisture. If precipitation occurs prior to or during construction, the near-surface soils could increase in moisture content and become more susceptible to disturbance. Construction activity should be monitored, and should be curtailed if the construction activity is causing subgrade disturbance. A Terracon representative can help with monitoring and developing recommendations to aid in limiting subgrade disturbance. After building and pavement removal and excavation to subgrade elevation, proofrolling of pavement and building slab areas should be performed with heavy rubber tire construction ' equipment such as a fully loaded tandem-axle dump truck. A geotechnical engineer or his representative should observe proofrolling to aid in locating unstable subgrade materials. Proofrolling should be performed after a suitable period of dry weather to avoid degrading an � otherwise acceptable subgrade and to reduce the amount of remedial work required. Unstable Responsive a Resourceful ■ Reliable 5 , Page 152 of 178 � Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 materials located should be stabilized as directed by the engineer based on conditions observed during construction. Replacement and densification in place are typical remediation methods. 4.2.2 Structural Fill All flll material placed in building, pavement, and non-landscaped areas should be placed in accordance with the recommendations herein for structural fill. The suitability of soils used for structural fill depends primarily on their grain-size distribution and moisture content when they are placed. As the fines content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) may exhibit difficulty in compacting to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. Optimum moisture content is the moisture at which the maximum dry density for the material is achieved in the laboratory following ASTM procedures. We understand that only minor cuts are planned for the site after removal of the existing structure and pavements. However, removal of the existing fill soils may generate large soil quantities during site grading. These moisture-sensitive soils include a significant percentage of organics and are therefore not considered acceptable for reuse as structural fill. Silt and sandy silt soils encountered at approximately 2'/� to 6'/2 feet below the ground surface are extremely moisture-sensitive and may be difficult or impossible to compact to a firm, non-yielding condition if exposed to moisture. Disturbed site soils will likely need to be hauled off site for disposal if disturbed. The type of imported fill used at the site should depend on the weather conditions at the time of placement and the anticipated weather conditions until the fill subgrades are protected. All- weather fill should consist of Se%cf Bo��ow meeting the requirements of WSDOT section 9- 03.14(2), with the modification of a maximum of 5 percent by weight passing the US No. 200 mesh sieve. Se%fBo�rorvis recommended for use in wet weather conditions, and for filling in wet site or trench conditions to reduce the risk of wet weather delays during the winter and spring months. Dry-weather fill can consist of Common Borrorr; which is a lesser quality, more moisture-sensitive soil that can be compacted to a firm and non-yielding condition. Common Borrow should meet the requirements of WSDOT section 9-03.14(3) and only be used during dry conditions. The maximum particle size for both Se%cf Boirow and Common Borrorr�may need to be reduced in certain areas, such as directly surrounding and above buried utilities. The use of other fill types should be reviewed and approved by Terracon. 4.2.3 Compaction Requirements Structural fill materials should be placed in horizontal lifts not exceeding about 12 inches in loose thickness. We recommend that each lift then be thoroughly compacted with a mechanical compactor to a uniform density of at least 95 percent, based on the modified Proctor test (ASTM D 1557). Where light compaction equipment is used, as is typical within a few feet of retaining walls and in utility trenches, the lift thickness may need to be reduced to achieve the desired degree of compaction. Soils removed which will be used as structural fill should be protected to Responsive ■ Resourceful ■ Reliable 6 Page 153 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Repo�t l��rrac�n New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 aid in preventing an increase in moisture content due to rain and other factors. Moisture contents at the time of compaction should be within 2 percent of the optimum moisture content. 4.2.4 Grading and Drainage Adequate positive drainage should be provided during construction and maintained throughout the life of the development to prevent an increase in moisture content of the foundation, pavement and backfill materials. Surface water drainage should be controlled to prevent undermining of cut and fill slopes and structures during and after construction. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structures are recommended. This can be accomplished through the use of splash- blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity- drains collected water. Alternatively, roof drains may be tied directly into the site storm system or terminated over paved surfaces; provided the pavements are sloped adequately away from the building to prevent water from infiltrating into soils suppo�ting the foundations and floor slabs. Splash-blocks should also be considered below hose bibs and water spigots. 4.2.5 Construction Considerations It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction and observed by Terracon. Surface water should not be allowed to pond on the site and soak into the soil during construction. Construction staging should provide drainage of surface water and precipitation away from the building and pavement areas. Any water that collects over or adjacent to construction areas should be promptly removed, along with any softened or disturbed soils. Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be important to avoid ponding and associated delays due to precipitation and seepage. Groundwater was encountered at 8 to 10'/2 feet in three of the borings during our exploration. Based on our understanding of the proposed development, we don't expect groundwater to significantly affect construction, except possibly for deeply buried utilities. If groundwater is encountered during construction, some form of temporary dewatering may be required. Conventional dewatering methods, such as pumping from ditches and sumps, should likely be Responsive ■ Resourceful s Reliable 7 Page 154 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 adequate for temporary removal of any groundwater encountered during excavation at the site. It should be noted that the groundwater conditions at the site are expected to vary over time depending on season and recent weather conditions. All temporary excavations should comply with applicable local, state and federal safety regulations, including the current Occupational Health and Safety Administration (OSHA) Excavation and Trench Safety Standards. The grading contractor, by contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. Construction site safety is the sole responsibility of the contractor who controls the means, methods and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean that Terracon is assuming any responsibility for construction site safety or the contractor's activities; such responsibility shall neither be implied or inferred. Terracon should be retained during the construction phase of the project to observe earthwork operations and to perform necessary tests and observations during subgrade preparation, placement and compaction of structural fill, backfilling of excavations, and just prior to construction of foundations and floor slabs. 4.3 Seismic Considerations As part of our services, we evaluated the risk of liquefaction at this site. Based on our understanding of groundwater and geology at the site, it is our opinion that the risk of liquefaction at the site is low. The potential for seismic related settlement is also considered low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and settlement of greater than 1 inch is considered unlikely during a design-level earthquake provided the soils in the building pad are prepared as recommended in this report. It is our ' opinion that no additional engineering geology investigations or geologic hazard evaluations are necessary relative to seismic hazards for this project. We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database available online (http://earthauake.usas.QovJreqional/qfaufts/usmaa.phpl. The nearest fault to the project site is the Seattle fault zone approximately five miles north/northwest of the project site. According to this source, the fault age is in the less than 15,000 years category, has been mapped with west striking features, and is in the slip rate category of between 0.2 and 1.0 mm/year. Based on the information described above, we estimate that the risk associated with surface rupture at the site is low. Values provided below are based upon data from the 2002 USGS National Seismic Hazard Mapping Project. The table summarizes our recommended seismic design criteria. Responsive a Resourceful r Reliable g Page 155 of 178 Wendy's Renton TIR 02/2014 j Geotechnical Engineering Report l��rracon I New Wendy's Restaurant■ Renton, Washington � July 2, 2013 ■Terracon Project No. 62135007 DESCRIPTION VALUE �I 2009 Intemational Building Code Site 2 Classification (IBC)' C Site Latitude 47.4448° N Site Longitude 122.1986°W SS Spectral Acceleration for a Short Period for Site Class B 1.382g S,Spectral Acceleration for a 1-Second Period for Site Class B 0.472g Fa Site Coefficient for a Short Period 1.00 F�Site Coefficient for a 1-Second Period 1.328 1. The 2009 International Building Code(IBC) indicates that the seismic site classification is based on the average soil and bedrock properties in the top 100 feet. The current scope does not include a 100-foot soil profile determination. This seismic site class definition considers that soils encountered at depth in our borings continue below the termination depth. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. 2. Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of very dense soils. These soils are characterized by Standard Penetration Test blowcounts of greater than 50, a shear wave velocity of between 1,200 and 2,500 feet per second, and an undrained shear strength of greater than 2,000 pounds per square foot. 4.4 Foundations In our opinion, conventional spread footings will provide adequate support for the proposed building provided that the foundation subgrades are properly prepared. Foundation support for the proposed structures may be obtained from either undisturbed native soils or new structural fill placed in accordance with the recommendations in this report. Existing, possibly undocumented fill materials were encountered in our explorations within the proposed building area to depths of up to 6'/2 feet below existing site grades. The followina foundation desiQn recommendations for the �r000sed structure are based on the assum�tion that (1) all fill materials below the footinas will be comaletelv removed and replaced. or (2) aQareaate qiers wil� be installed below the footinps. 4.4.1 Design Recommendations The allowable foundation bearing pressures apply to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. T`- :- - ` -` " _ - ° grade may be neglected in dead load computation Footings, foundations, and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. Responsive ■ Resourceful ■ Reliable 9 Page 156 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1��rracon New Wendy's Restaurant ■ Renton,Washington July 2, 2013 ■Terracon Project No. B2135007 DESCRIPTION Column Wall Net allowabte bearing pressure ' 1,500 psf 1,500 psf , Minimum dimensions 24 inches 16 inches ' Minimum embedment below finished grade for frost protection 2 18 inches 18 inches Allowable passive pressure 3 300 pcf(triangular distnbution) , Ultimate coefficient of sliding friction 0.40 1. The r�commended net allowable bearing pressure is the pressur� in �xc�ss of the minimum , surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft , soils, if encountered, will be removed and replaced with structural fill. Based upon a Factor of Safety of 3. 2. Applies to perimeter footing and footings beneath unheated areas. Interior footings should baa�a minimum of 12 inches below finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. 3. Assumes that foundation backfill is compacted in accordance with the Earthwork section of this , report. Based upon a Factor of Safety of 1.5. �, The above allowable bearing pressure recommendations assume footings for the proposed I structure bear on native silt soils encountered below the existing fill or on structural fill placed above the silt soils. If the native silt soils observed to depths of up to 9'/z feet below existing grades are removed, allowable bearing pressures may be increased to 2,500 psf for both '� column and wall footings bearing on at least 12 inches of structural fill placed above the native '�, silty sands encountered below the silt. The lateral extent of existing fill and native silt remo�al and replacement for building footings should be two-thirds of the depth of excavation on all sides. As discussed in the Earthwork section of this report, due to the in situ moisture and high fines content, the native silt soils will not be suitable for reuse as structural fill and will need to I be hauled off site for disposal. 4.4.2 Construction Considerations The base of all foundation excavations should be free of water and loose soil and rock prior to j placing concrete, and should be compacted as recommended in this report. Concrete should be placed soon after excavating and compaction to reduce bearing soil disturbance. We recommend that Terracon be retained to observe and test the soil foundation bearing materials. If the soil conditions encountered differ from those presented in this report, supplemental recommendations will be required. If undocumented fill or unsuitable bearing soils are encountered in footing excavations, the excavations should be e�ended deeper to suitable soils. The footings could bear directly on these soils at the lower level or on lean concrete or compacted structural fill extending down to the suitable soils. If compacted structural fill is utilized, overexcavation below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the Responsive Resourceful Reliable 10 Page 157 of 178 Wendy's Renton TIR 02/2014 Geotechnicai Engineering Report 1�err�con New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 footing base elevation with structural fill placed in lifts of 12 inches or less in loose thickness and compacted to at least 95 percent of the material's maximum modified Proctor (ASTIM D-1557) dry density per the recommendations in the Earthwork section of this report. The overexcavation and backfill procedure is illustrated in the figures below. _ _ I c�es�y„ w pe,-,� — y�o w zso FaoUng Level Footsg level C0IFACTfiD LEAM STRUCTURAL D R�� CONCRETE �� FlLL Excavaoon level ,� _ Excave6on Level � L�an Concr�t• Backfill Owr�xcavation / Backfill NOTE:Excavatlons in sk�kh�s shown v�rtical(or conv�ni�nc�.Excavations should b�slop�d as neussary for sahty. � 4.4.3 Below-grade Drainage In our opinion, the new building should be p�ovided with a permanent footing drain system to reduce the risk of future moisture problems. Footing drains should consist of a minimum 4-inch- diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 6 inches of drain rock, conforming to WSDOT section 9-03.12(4) Grave/Bac�//for Orains. A non-woven filter fabric, such as Mirafi 140N or equivalent, should envelope the drain rock. Footing drains should be directed toward appropriate stormwater discharge facilities. Ideally, the drain invert would be installed at or slightly below the base of the perimeter footings. Roof downspouts, parking lot drains, and drains from any other runoff surfaces should not be tied into the perforated piping system of the foundation drains. Instead, the runoff water collected from such sources should be routed through a separate tightline piping system and sent to a municipal catch basin or other appropriate discharge location. 4.5 Floor Slabs As discussed in section 4.1 of this report, due to the presence of existing, possibly undocumented, fill soils within the proposed building pad, floor slabs for the proposed structure should be supported on at least 12 inches of new structural fill placed in accordance with the recommendations provided in this report. Existing fill soils that remain below the 12 inches of new structural fill should be further assessed during construction and recompacted as necessary to meet to the compaction recommendations in this report. Design recommendations for floor slabs are presented in the following sections. Responsive ■ Resourceful ■ Reliable 11 Page 158 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1��rr�con New Wendy's Restaurant■ Renton, Washington July 2, 2013 ■Terracon Project No. 82135007 4.5.1 Design Recommendations DESCRIPTION � VAWE Interior floor system' I Slab-on-grade concrete. Floor slab subgrade � Minimum 12 inches of imported structural fill compacted in accordance with the Earthwork section of this report. Base course/capillary breakZ I 4-inch compacted layer of free draining, uniform gravel. 1. Floor slabs should be structurally independent of any building footings or walls to reduce floor slab cracking caused by differential movements between the slab and foundation. Narrower, turned- down slab-on-grade foundations may be utilized at the approval of the structural engineer. The slabs should be appropriately reinforced to support the proposed loads. 2. To provide a capillary break, the base course should consist of clean, free-draining, uniformly graded gravel, containing less than 5 percent fines, based on that soil fraction passing the US No. 4 sieve. Alternatively, material meeting the requirements of WSDOT section 9-03.9(3) Crushed Surfacing Top Course could be considered, with the modification of a maximum of 5 percent by weight passing the US No. 200 mesh sieve. Where appropriate, saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or any cracks in pavement areas that develop should be sealed with a water- proof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments. The use of a vapor retarder or barrier should be considered beneath concrete slab-on-grade floors that will be covered with wood, tile, carpet or other moisture-sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. To avoid puncturing of the vapor barrier, construction equipment should not be allowed to drive over any vapor retarder material. 4.5.2 Construction Considerations ' On most project sites, the site grading is generally accomplished early in the construction phase. � However as construction proceeds, the subgrade may be disturbed due to utility excavations, �i construction tra�c, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be ', suitable for placement of the capillary break and concrete and corrective action may be required. � We recommend the area underlying the floor slab be rough graded and then thoroughly proofrolled prior to final grading and placement of capillary break material. Particular attention should be paid to high traffic areas that were n�tted and disturbed ea�lier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted structural fill. All floor slab subgrade areas should be moisture conditioned and properly compacted to the Responsive ■ Resourceful ■ Reliable 12 Page 159 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report l��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 recommendations in this report immediately prior to placement of the capiilary break and concrete. We recommend subgrades be maintained at the proper moisture condition until floor slabs are constructed. If the subgrade should become desiccated prior to construction of floor slabs, the affected material should be removed or the materials scarified, moistened, and recompacted. Upon completion of grading operations in the building areas, care should be taken to maintain the recommended subgrade moisture content and density prior to construction of the building floor slabs. 4.6 Pavements 4.6.1 Design Considerations We anticipate that traffic loads will be produced primarily by automobile traffic and occasional delivery and trash removal trucks. The thickness of pavements subjected to heavy truck traffic should be determined using expected traffic volumes, vehicle types, and vehicle loads and should be in accordance with local, city or county ordinances. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: • Final grade adjacent to parking lots and drives should slope down from pavement edges at a minimum 2%; • The subgrade and the pavement surface should have a minimum '/4 inch per foot slope to � promote proper surface drainage; Install pavement drainage surrounding areas anticipated for frequent wetting (e.g., landscaping areas, etc.); ■ Install joint sealant and seal cracks immediately; � Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils, and; ■ Place compacted, low permeability backfill against the exterior side of curb and gutter 4.6.2 Estimates of Minimum Pavement Thickness Please note that the pavement section recommendations provided below do not consider heavy construction vehicle loading. If the pavements will be subjected to construction traffic, we recommend provisions be made during the pavement design to include an allowance for construction traffic or repairing the pavements and placing a new wearing surface near the end of construction should be anticipated. The light-duty pavement section alternatives are appropriate for areas that will be frequented largely by passenger vehicles. The heavy-duty pavement section would be appropriate for areas frequented by heavier delivery vehicles and garbage trucks. Responsive s Resourceful � Reliable 13 Page 160 of 178 I Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1��rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 82135007 As a minimum, we recommend the following typical pavement sections be considered for asphalt concrete pavement areas. I Minimum Thickness (inches) I�� Material Standard-Duty Traffic Heavy-Duty Traffic Subgrade At least 1 foot of compacted existing fill or new structural fill Crushed Aggregate Base 6 6 Asphalt Concrete Pavement 2'/� 3'/: Total Pavement Section 8'/ 9'h 4.6.3 Pavement Materials Crushed aggregate base should conform to WSDOT section 9-03.9(3) Base Course and be compacted to a minimum of 95 percent of the materiaYs modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base course thickness exceeds 8 inches, the material should be placed and compacted in two or more lifts of equal thickness. We recommend that the asphalt concrete conform to WSDOT sections 5-04 and 9-02.1(4) for PG 58-22 or PG 64-22 Performance Graded Asphalt Binder. We also recommend using a mix with aggregate meeting the requirements presented in WSDOT sections 9-03.8(2) and 9-03.8(6) for a '/4-inch or '/rinch gradation. Asphalt pavements should be compacted to a minimum of 92 percent of the Rice (theoretical maximum) density or 96 percent of Marshall (maximum laboratory) density. I 4.6.4 Pavement Drainage Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the crushed aggregate base section. 4.6.5 Pavement Maintenance It should be realized that asphalt concrete pavements (ACPs) are not maintenance-free. The pavement sections provided above represent our minimum recommendations for an average level of performance for a 10-year design period. Thicker asphalt and base course would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to distress and failure. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. The pavement sections provided in this report represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore preventive maintenance should be planned and provided for through an on-going pavement management program. Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to Responsive ■ Resourceful • Reliable 14 Page 161 of 178 Wendy's Renton TIR 02/2014 Geotechnical Engineering Report 1 t'�rracon New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. 62135007 preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to � determine the type and extent of preventive maintenance. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this repo�t are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This repo�t does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. � The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be unde�taken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive ■ Resourceful • Reliable 15 Page 162 of 178 Wendy's Renton TIR 02/2014 APPENDIX A FIELD EXPLORATION Page 163 of 178 Wendy's Renton TIR 02/2014 , � J Z �w.r� r� a�rrr� �th�e I • .r � � � s ~ � � B� � B.2 O � � M � � � � � ' � . ` aro s� � � ! � � � a� ' ' e'� � : _ � ' � � � � � � � . � � s . � B� � a � �~� . �� . �� „ � �.�.�...�� ..�� •- -•- h6�'r'S AJfP/1�C8 �8Q3 YY,�..PT.�/— PFa0P�06i� t�E�RS LEGEND: zo o s �a �o �B-1 BORING NUMBER AND APPROXIMATE LOCATION �LE M FEEf "°'°"'� �o "�""' �,�oo, SITE AND EXPLORATION PLAN EXHIBIT °'""°` r�s �'` �s s►awN ��n New Wendy's Restaurant c«,s�y e�s a�a sa.�ma `"�"°" �s �'"' �►,. 10619 SE Carr Road A_•) ,�,,..e�,. o.k Z+�sss�s...�s�.as T�,W�� ReI1t0� WeShI�t0�1 Page 164 of 1 PDO Jur»2013 aH.�zsai sna�+s =uc izsa�sn-sese + r Wendy's Renton TIR 02/2014 , Geotechnical Engineering Report l�erracon New Wendy's Restaurant ■ Renton,Washington I July 2, 2013 ■Terracon Project No. 62135007 Field Exploration Description The subsurface exploration consisted of drilling and sampling 6 borings at the site to depths ranging from about 6Yz to 16'/z feet below existing grade. The boring locations were laid out by Terracon personnel. Distances from these locations to the reference features indicated on the attached diagram are approximate and were estimated. The locations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. The borings were drilled with a truck-mounted rotary drill rig using hollow stem augers to advance the boreholes. Representative soil samples were obtained by the split-barrel sampling procedure. In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (N). These values are indicted on the borings logs at the depths of occurrence. This value is used to estimate the in-situ relative density of cohesionless soils and the consistency of cohesive soils. The sampling depths and penetration distance, plus the standard penetration resistance values, are shown on the boring Iogs. The samples were sealed and taken to the laboratory for testing and classification. � A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow over what would obtained using the cathead and rope method. The effect of the automatic hammers efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Field logs of each boring were prepared by the engineer on site. These logs included visual classifications of the materials encountered during drilling as well as the engineer's interpretation of the subsurface conditions between samples. Final boring logs included with this report represent an interpretation of the field logs and include modifications based on laboratory observation and tests of the samples obtained in the field. The enclosed boring logs indicate the vertical sequence of soils and materials encountered in each exploration. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. The samples were classified in the laboratory based on �isual observation, texture and plasticity. The descriptions of the soils indicated on the boring logs are in general accordance with the enclosed General Notes and the Unified Soil Classification System. Estimated group symbols according to the Unified Soil Classification System are given on the boring logs. A brief description of this classification system is included in Appendix C of this report. . �espor?siv� � R�sourc�fui ■ :�e�iab!� Exhibit A-2 ', Page 165 of 178 i BORING LOG NO. B-1 P 1 of 1 PROJECT: N�w W�ndy's R�staura�t CLIENT: Th�W�ndy's Company SITE: 10619 SE Carr Road Rtnton,Washington c� LOCATION Ses 6lrbit A�2 w� a � � � ae w J yL J = J� r � �� F� LL � � �� a O S� W <� Z � ;� U �vo�o�.s�.ab.e«�aos(F►.J*ti � 3 a u� a �!�n � � A � .5 2 inches A$�j aer 4 inches�gQ�(� 1 p�-s�rr s�rn�s�n.tracs�,dark gray,loos�eo me�ium dense, moist s with sand and ,dark broNm,soR,vwt y_y.g SILTY SAI�(SYI.trace gra�rol.brown.bose.moist 16 � S-1 18 grades to mottled gray and brown.w�t 5 18 N� S-2 16 39 � gades lo bravn.satuated 12 1�16 � 1 4-5-7 14 �12 � 120 �.SN - sLT1r s�►Nn rsY►.traos yrave�,yray�-trvwn,vsry dense.moist(caiacaai a °'L�° Till) o" t1 4'. , �. A � t'�a. 1a 18-2a-42 �, �'il;..� , �� ee.�r«�r�,ad,��as ww � � � � � ' � � LL O W < .�Ii�C�I�{11lt 8R 3Pp100�111�.�MIb7�d1!tr'BfqldOfl R11�1�Q�Ir. �fnfilr �M:Al1bf11��C.��1lf � �lY�OfM bslW O!1 BOlfilld$Ilel�i fifMlhOd�OOf E�d�O�Of 100.0. a a W LL h�� Ol��d�� {: Q .�.��w � Saa Appnduc 9�or de�aipim d IoEoralny > piocedues and addlioirl dMr(N ary). � ZAbndonn�t ArlMfq� See Appen3x C for e�plensEm d symbab ard �i N 8ainp�badclied wi�borllorrle diips�qon aampleYon ��• I � � WATER LEVEL OBSERVATIONS Borirg Sta�tsd:6�792013 Bavp Cmplid:6�19f2013 � � ��°� �rracon � ��, �� 0 m N 21905 64th A�.e.W.Suite 100 � Mountlake Terrace.Washirgton Pnoject No.:82135007 Edrbit A-3 BORING LOG NO. B-2 P , or, PROJECT: N�w Wtndy's R�staurant CLIENT: Th�W�ndy's Company SITE: 10619 SE Carr Road R�nton,Washington � LOCATION See E�ibit A-2 ;Q a � q °C � � � �y � S W< I�i y�j ~� WZ H � a �� > �i w <F w 0 ,,�:,,�.s,.��:��.�•�- � 3 a � � "� � 3� W A a .5 3 inches�over 3 inches� s7.� FILL-S�1'Y SAND ISYI.with aganics.trace gravel,dark brown,bae, moist to wat 16 2�2� �1 Ns7 5 u N� s-2 �e .s �.sa SAN�Y SILT(NLI.dark gray-brvwn,so(t,wet �� °'�'� s-3 �s 9.5 88.SN- S�7'Y SAND rsMl.dark gray,loose.wet � 14 ��2'� S-4 Ph8 1 14 �� S5 � 1 t. Aain�TimYnstrd st 16.3 Fwt � � 0 W rc � 0 � LL � W � ' Nnas aro appo�ima0�.k►�itu.tlr ha�rilion rtr�Ce�ad�yl. HnrrNr ypr.I4AonwYe Hrmw � �s�aeoim besed an ass�rned SfwPs Iinplyd loor deNlion d 100.0. a `� �0^�� Sea 6tiDil A 2 for dwuipbn d Mld poc�d�ns �'bbs: S flp�ow Sbm/4ger Se�Appm6x B for d�wipfon d I�bonluy � piooeduss and addlionrl dMa(f aiy} $ ��pyyq� Sea Apperdix C ior e�plerdim d ayrnbok and � 8orirpi haCkfied witlf benlonib diip�ipon oanpls0on � � WATER LEVEL OOSERVATIONS sa�ed:5+ts�m3 ea.qcon+d�:6�9rmt3 $ Not Enoarntored ! �rracon � �:�, �� 21905 64th A�,e.W.Sute 100 Mountlake Terrace,Washingfon Riaject�b.:82135007 Efihit M BORING LOG NO. B� P 1 of 1 PROJECT: New Wendy's Restaurant CLIENT: Th�W�ndy's Compa�l SITE: 10619 SE Carr Road Renton,Washington [� LOCATION See F�iDit A-2 j Q ar � � � X i � r Wt � S �` W � �� ~` r � � K� a jO G � �� Z Appraoina�s su�ao.Brr.se(R.)N- � ;g � W �� ;� � DEPTH A � a s 3 incFies�wer 3 incY►es� �s+� FLL-SIL7Y SAND(SIAI.trace 9ravel,9raY,bose,wat 6 N�5 S1 A t�a0!¢�VlI�mdU�d grdy 811d bfdM1.R1�Nlm dM1it, '""°t 5 �a 2� s-2 �a a� 90. 16 �� S-3 17 �LiYL 9►sY,rr�editxn dK►a�,wet to saturated � 1 5-6-5 18 �14 � ts.s � �� n-��-sas � ,�a s�n siun isr►.v�s�,d.�¢ay.�«y d�,.e.��c�.cw rr�� Nssas 6o�+.�y r..�r��sr.d H r6.�F..c � � �a � �a 0 � � 0 w � SkatiAcalion Ynss ars approownal�.k�aihr,tlis trarrilion rtiay be gadufl. Fl�mrw ypr.MAomftic Fi�nr+Nr a Bwdiar based m aaumed Shr�s fwishd Iloor eMoalion d 100.0. a � �� Ses 6hibil A,2 i�or d�auip�on d ifdd p�oced�ns Ndes: 4 fbbw SMn A�g�r SM Appridx B far dewip�on d 4baalory j pocedues ard adddoml d�s(�I ay). $ qp�yK�„yyp� See Appsi3x C fa e�planelim d symbds ard N �P blC�I�AEd WIMI D81�lfllb G11pS UpOf1 COfI1pIBM)11 �• C� � WA OOSERVATIONS � � 9'PWd�ed While DriH'rg 1 r�rracO� �star�ed:e�t9�ot3 e�ox�y�Crnql�wd:6�192D�3 m � 21905 641h A�.e.W.S�rte 100 � Mou�Uake Terrace,Washirgkxi Projact No.:82135007 6diibit: A-6 BORING LOG NO. B-4 P 1 of 1 PROJECT: N�w W�ndy's R�stauront CUENT: Ths W�ndy's Company SITE: 10619 SE Carr Road R�nton,Washington td' LOCATION See E�ibit A-Z w� a} � � � ye w J LL. WY- M- > q� �� Z � d,� W W �� H� � Appraimeb S1,tec.ew se(R.)*�- � 3 8 vi � �� ;� � a .5 2 inches��I wer 3.5 i�thes� 9t.5+r FLL-S�TY SAND lSY1.trace org�nics and gravel,dark gay and bravn, medium dense,wet 18 �13 St 20 37 s.s 9C1. 5 a7a 3�TY SAND(SY1.tracs gravel,gray,n�ium dwns.moist 14 1�14 3-2 Bo►in�Ti�n�insbd at RS FNt � � 0 a �a � � O � LL O W < Nf1M�I!�f000R1/a.khtlbJ�1�1!b'8f1�Id0111I1f�1��. fYIINTIV �N:At��C �Ilfll�f � Ele�atlorru besed on aasuned SMPs finiahsd bor els�elim d 100.0. a W � F��n� 3es Bl�ibit A 2 for dswiptlon d lfdd proc�disp rloMs: � Ss�App�x S tar d�tyU°^d laboralo�y F pioaduat and addlarl dW(d ary). � Apridomrnt bbyp� ��C br a�plrr`on d aymbals and � Barinp�OaCkflNed wiMi banlOnib ciMP�iqon cqnple0an � WATER LEVEL OBSERVATIONS � �� 1��rracon ��d'�'3 ��,�:d,�,3 s � 21905 64ih Ave.W.Suite 100 Wlo�ntlakeTertace,Washirgton No.:82135007 E�fiibit A8 BORING LOG NO. B-5 P 1 of 1 PROJECT: Ntw Wendy's R�staunnt CL�NT: Th�W�ndy's Company SITE: 10619 SE Carr Road R�nton,Washington ca LOCATION Sse E�hibit A 2 � �� a � v~i � x � w� � � �� ,� � �> � �' � z App�o�imals S��face Bev.101 S(R)r/- � 3 m Q � !LLY� � ;� � A O v5 .5 2 inches�over 3.5 inches� tOtN FILL-SILTY SAND ISi11.tnce gra�el.dark gray,loose to ms6um denas, moist 27 ��j�,with sand and ayanics.traa yraval.derk bram.m�um sUff. 16 � S-1 grad�s to brown 5 4 1-2-3 g.2 14 5 e6a � AoAny Tirnanst�d st i.s h�t � 0 o� � 0 � � LL O W ~ StraYRca6on Rrws are appioinrh.hsih+.IM trarrilion may Ds¢�dwl. Flenrror Typs:I4�omaYc SPT Hrmw � EJ�atio�r bssed on ass�nmed Shen a finished Iloor els�can d 100.0. a W LL �� Q�Idl��Of�Of1 O��pIO�IQf r��: � Q '�•ll•• � Sa�Appwda B!a dumpem d hboralory > poceA�es and ad3Uar1 d�fa(�I sy} g ,�� See Appa�dx C b►e�qlene9on d symb�ok sd y 9an�qs 6eckfiNed v�ilh benb�rb drpe upon oonpktian a�x. � 0 � WATER LEVEL OBSERVATIONS s �� 1('err�con ��"�13 ��"�°„ h 21905 64th A�e.W.Suite 100 � 4bu�!lake TeTace VVac��nq[o^ Pro�et r1o.:82135007 6Q�iGt A-7 BORING LOG NO. B-6 p e 1 of 1 PROJECT: N�w Wendy's R�sUunM CLIENT: Th�W�ndy's Company SITE: 10619 SE Carr Rwd R�nton,Waahington z LOCATION See E�d+ibit A-2 .�Z^ wa m � � J< � C H J � �� LL .. � qp � � �W a � lSY� � 3� w �PP��Sulec�B�v.106.5(R)H- � 3 O � a� a � w a = .5 2 inches�j over 3.5 inches tOSN FILL-SILI'Y SAND(3M1,trecs 9ravel,dark 9raY,medum denss,moist .o t02.5+r S�T(IAL1.with sar►d and agenics.trece ga�d,dark txavn,stiff,moist 14 N��3 S-1 � 5 I o �.s+i 12 N� S2 I S�TY SAliD fSYt_trace garol and c�rgrnics.dark gay.looae Uo medium dsnss,moist 0 97 s<n snno 1�n.eao.gravel.gray.msae.n dsue.wet t2 �ti s-s 1 gradesto saturaled � 14 N�� S-4 � t 1. 94+1 so.tnp T«minar.d n 1�.s F..e � � � a� 0 � LL 0 W � ShatlBa�im Nnss a�appiooimab.Insi�.th�tranNion msy D�yiadiml. Hr�xrw T AuEa+wk HrmMr YP� � B�aEiorr based on assimed Shaii's firished Iloa da.elim d 100.0. a yF�1°"�� Ses 6hibit A 2 for dewipEon d frW pocedws �bls: � Se�App�x 9 for dreiip�m d IaEoraluy F pioaduas and adAliorrl d�h(d ary). $ M�ndonrwt M�M�oR. ��C br e�NrWlm d symbob ad � Bainpe badclfMed wiMi benbiib d�ip�upon oamPleGm � � WATER LEVEL ATIONS � � 10.5 WIIAff Qrtpiny G��d19Q013 Borirg Cmipkbd:8�19IT013 s �rracon �:�, �� 21905 64M A�,e.W.Suite 100 F Mantlake Tertace,WasNrx�[on Rajer,t No.:8213a007 F�fiibit M Wendy's Renton TIR 02/2014 APPENDIX B LABORATORY TESTING Page 172 of 178 Wendy's Renton TIR 02/2014 � Geotechnical Engineering Report 1 f�rr�con New Wendy's Restaurant■ Renton,Washington July 2, 2013 ■Terracon Project No. B2135007 � . Laboratory Testing As part of the testing program, all samples were examined in the laboratory by experienced personnel and classified in accordance with the attached General Notes and the Unified Soil Classification System based on the texture and plasticity of the soils. The group symbol for the Unified Soil Classification System is shown in the appropriate column on the boring logs and a brief description of the classification system is included with this report in the Appendix. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurFace materials. Laboratory tests were conducted on selected soil samples and the test results are presented in this appendix. The laboratory test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Results of the laboratory tests are presented in this Appendix and on the boring logs. Selected soil samples obtained from the site were tested for the following engineering properties: ■ In-situ Water Content ■ Grain Size Distribution ■ Organic Content I :Z�sa�.��l��c. s ;�s��.:,,,..;ai ,� "?a:ia��e Exhibit B-1 Page 173 of 178 � • - . - . � � � rr •' �•• � � � �� :� �i � �� ,. ��■i■iiNii��r .:�r��;��:��i�iii��iiNi��■�iiiii��■ .; ��■�ii�ii��■�i��:��;;!i��■�iiwii��iiiii��■ ��■■ii�ii��■�iiiiit��,.l�i��■�ii�ii��■�iiiii��■■ :, ��■�ii�ii��■■iiiiit��■iiiii�►�■■iiiii��■■iiii��■■ i�■�ii�ii��■■iiiiii�■�iiii��iiiii��■�iiii��■■ , ��■�ii�ii��■■iiiiit�■�iiiii,�►,�■iiiii��■�iiiii��■ i�■■iirii��■■iiiiir�■■iiiiii�`��iirii��■�iiiii��■■ :, ��■i��ii��iiiiir��iii��r��r��■��ii��■■ ��■ii�ii��■�iiiii��iiiii��►�ii�ii��■�iiiii��■■ .. �� , ��■iiwii��iiiii��iiiii��■��iiwi��■�iiiii��■ � ��■■ii�ii��■■iiiiit�■■iiiii'�■��iwi��■�iiiii��■■ , ��■�iiiii��■■iiiii'�■■iiiii'�■��;�ii��■■iiiii��■ . � ��■�iiiii��■�iiiiit��iiiiit�■■iioii��■■iiiii��■■ � , ��■■iiiii��■�iiiiit��iiiiit��ii�ii��■�iiii��■■ . ��■■ii�ii��■■iiiii��■��■��■��■ . , ��iirii��■�iiiiir�■�iiiiir�■�iiri��iiii�� 11■■IIIIIII��IIIIIII��IIIII�1■�IINIIII�■IIIIIII�■ ' , 11■�II�IIII��IIIIIII■�IIIII�1■�IIIIIII■�IIIIIII�� ' 11■�II�IIII■�IIIIIII■�IIIII�1�■IIIIIII�■IIIIIII�■ - . 11■�IIIIIII■■IIIIIII■�IIIIIII■�IIIIIII��IIIIIII�� „ . . . , , ,, . � �.: : o0000 � . - . , . . , . omomm : o : , . �� ,. : . . , �� a = , �� = ■ �� ■ �� . , . . ��m�m : o = � �� ,. : � �� . . - a � �� ■ �� ■ �� . '• :r 11 1: . ' '1 •' 11 _ _�- • • �� - � • � Wendy's Renton TIR 02/2014 l�erracon � Consulting Engineers��kientists � Project Name:New Wendy's Restaurant Date: 6/21l2013 Project Number: B2135007 Client: The Wendy's Company Report of Determination Organic Content ASTM D29741 D2216 Samplr S-1 Location: B-6 Depth: 2.5' Oryanic Cont�nt, p�rcent: 6.44X Moisture Cont�nt: 20.3y. Tested by: BD Rwi�w�d by: JW R�sp�ctfully submlttsd, By Jeft Ward Exhibit B-3 Page 175 of 178 ' Wendy's Renton TIR 02/2014 APPENDIX C SUPPORTING DOCUMENTS Page 176 of 178 Wendy's Renton GENER/�la NOTES oti2oia � � � � (►� w�a P«,.aoene.. � spk� � w,�..L�vN Ne... m Ton►a�» Sp�ciMd P�eiod d Tim� , � I � W � Sp�eiMd hriod mF T�rm N (�) Standrd P�trslio� Z � f/l T�st(blows P�►foot) J �T� �� J Water levels indicated on the soil boring � (p� �p�� bgs aro the bvels measured in the C � W borohole at the times indicated. '� v�j �� Groundwater level variations wiM occur � (�N ayr�e vapar I1nMysn 3 ovsr 6me.In low psrmeability soils, � � accurate determinaGon of groundwater levels is not possible wkh short term water level observatbns. Orab Srn��N No Iboovwy Soil dassifica6on is based on the Unified Soit Classification System.Coarse Grained Soils have more than 50°�,of their dry weight rotained on a#200 sieve;their principal descriptors aro:bouldsrs,cobbles,gravel or sand.Fine Grained Soils have less than 50�0 of their dry weight retained on a#200 sieve;they are principaily described as clays if they are plastic,and silts if they aro sliyhtly plastic or non-plastic.Major constituents may be a�ed as modifiers and minor constituents may be added accordiny to ths rolative proportions based on grain size.In addition to gradaUon,coarse�rained soils are defined on the basis of their in-place relative density and fine�rained soib on the basis o(their consistency. Unless othennrise noted,Latitude and Longih�are approximatsly detertni�ed using a hand-held GPS devics.Ths accurscy of such dwices is variable.Surface elevation data annotated with+/-indicates that no actual topoyraphical survey was conducted to confirm the surface elevation.lnstead,the surface elevation was approximately determined from topo�aphic maps of the area. REI.ATIVE DEIiSITY OF COiAR3E-GRAN�ED 301LS COI�ISTEIiC11 OF FlNE�3RAINED S011i (Mon�an 50%nfained on No.200 siw�.) (509f�or more possing ths No.200 sieve.) D�r►siry tMbrmin�d by Sfandard Penetrafion Resistancs Canislency determined by laboratory shear strergfh�ssdng.field Inchdes gnvels.sands and sills. viuml-manual proc�edur�s or standard p�netration rosistarx� V1 ��w T�Stnwlnd P�hatlon or�� D�acrfptlw Tam Unoonl4wd Can'nssM Standrd MNtradon w ��► � �� Blo�wa/Ft. �' �� •0�.1sf �� lovv�fft H Very Lnoss 0-3 0-B V�ry SoR bss than 0.25 0-1 <3 H � Loos� 4-9 T-ts SoR 0.25to0.50 2-4 3-4 2 W AMdium D�nse 10-29 19-50 AMdiun►�.SdR 0.50 to 1.00 4-a 5-9 � F � Denss 30-50 59•9E StlR 1.00 fo 2.00 8-15 10-7 E Very Dense >50 >99 Very SUR 2.00 b 1.00 15-30 19-42 Flard >4.00 >30 >42 � �� ITrace <15 Bouldon Owr 12 in.(300 mm) With 15-29 Cobblss 12 in.to 3 in.(300mm to 75mm) Modifier >30 Gravel 3 in.to�4 siws(75mm to 4.75 mm) Sand �M4 b�t200 sieve(4.75mm to 0.075mm Sill a Clay Psssing#200 sieve(0.075mm) � I�rm t�tici4rJod�c �a� o Trace <5 Low 1-10 W ith 5-12 Medium 11-30 AAodifier >12 High >30 1��rraeon Page 177 of 16�bn�-� Wendy's Renton TIR 02/2014 UNIFIED SOIL CLASSIFICATION SYSTEM _. __ soY classineaUon — Critaria for Assigning Group Symbols and Group Names Uaing Labontory T�sts" � �reup Qro�p�s symbo� G�y; CNan(irawb: Cu>_4 and 1 s Cc 5 3 E GW '.WNI-graded gnwl More than 50%of Leu than 5X flnes° Cu<4 arxilor 1 >Cc>3 E GP i Poorty gndad yravel coarse fradion rotained Q�y w�F��; Fines dassify as ML or MH I GM j Silly gravel °" Cwrs�Gnined Soils: on No.4 sieve �re than 12%finss° Fi�s dassiry as Cl or CH GC Clayey gravel °" More than 50'�G retained Cl�sn Sands: Cu>_6 and 1 s Cc s 3 E SW 'Wel nded sand on No.200 sieve S�nds: �"9 50X or more of oosrse Less than 5�G fines° Cu<6 and/w 1>Cc>3 E '; SP ;Poorly graded sand frac8an passes No.4 ��F��; Fines dauiy as Ml or MH SM 'Silty sand°�'� � Moro thm 12%funs° Fines dassify as CL or CH SC Clayey sand InorQank: PI>7 and plots on or abow,A'M�e' � CL LeaK Gay SfMs and Clays: PI<4 or plots below"A"line i Ml Silt Liquid fimit Mu than 50 Liquid limit-own driad i pry�ic qay Fin�-Grain�d Soib: Orysnk: <0.75 � OL � 507L or more pssses the LiQuid Gmit-not drisd � Orysnic sik No.200 siev�e I��k: PI plots on or abov�"A"line I CH Fat clay K Slks and Clays: PI plots bebw"A"R�e MH Elastic S�t L'puid Gmit 50 or more Liquid lirnit-own drisd ' ' Organic day K� , O�snk: <0.75 I �H K�.K Liquid Nmit-not dri�d i Or9anic sAt Hi�hly or�snk soUs: Primarily or9anic mafter,darfc in cobr,and cxganic odor PT Petl "Based on the material passing the 3-inch(75�nm)sievs "H f�es aro organic.add'M�ayarric lines"to yroup name. °If fieW sample coMained cobbles w boWders.or boM.add 1�Mh cobbles ' If soil contaim>_15X.yrawl.add'With yravef'to Qroup name. or boulders,or both"to group nam�. ' If Atte�b�ry pmifs plot in shad�d aroa,soil is a CL-ML,siky day. �Grawls with 5 to 12%fines require�al symbols: GW-GM weM�ndsd "tf soi contairn 1 S to 29X plw No.200.add'1�Mh sand'or'Vrith�avN," grovel with s�t,GW-GC wep-yroded gnvel with day.GP-GM Poorly whichever is predominant. graded gnvel with silt,GP-GC P��Y 9raded yravel with daY• ` H soil contains>_30'G pkn No.200 predominantly sand,add"sandy"to °Sands wiM 5 to 1276 fnes require dual symbols: SW-SM weNyroded group nsms. sand with s�t.SW-SC waN-graded sand with day,SPSM poorly praded ""H so�contains>_30�G sand with silt.SPSC raded sand with da ��.�.P��ntly yrsvel.add P�9 Y "graveN�'to group name. 2 "PI>_4 and pbts on or above"A"Rne. E Cu=DedD,a Cc= �D'0� °PI<4 or pbts bdow"A"Nne. D�o x D60 P PI pbts on or above"A"line. F H soil cor►tains z 15�L sand,add`1Nith sand"to�roup nuns. °PI pbts below"A"Nns. °N flnes dassify as CL-ML,use dual symbd GC-GM,w SCSM. 6p ._. � � � -----,� I'�, ---- --�I For classification of fin rain�d ' soils and fin rain�d fraction �'! � � .—of coarse-yrainsd soils _ •��0 t� — `�e Equation of"A'-line +J�� p� d Horizontal at PI=4 to LL=25.5. ,�• I � �( qp — then PI=0.73(11-20) � Z Equation of"U"-line ,' / , �� ' Vertical at LL=16 to P1=7, �� G� � 3p ; then PI�.9(LL-8) , '� , � � U ,'" O i ' �, o� i g � � �� a : � '�� / MH or OH � , ,� �o ' , � '---- � a -- , � ', ML or OL � i p i ' 1 0 10 16 20 30 40 50 60 TO 8U 90 100 110 LIQUID LIMIT(LL) 1��rr�con Pa e E78'o�1C78 I 9