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HomeMy WebLinkAbout03191 - Technical Information Report - Drainage � � � � LEVEL 1 DRAINAGE ANALYSIS Proposed Renton Food Bank The Salvation Army 206 South Tobin Street Renton, Washington Prepared For: The Salvation Army 111 Queen Anne Avenue North Suite 300 Seattle, VVashington 98109 Rev. May 2004 �� Moffatt & Nichol 710 Second Avenue, Suite 720 Seattle, WA 98104 Phone: (206) 6?2-0222 --��'�`�`.'�''"' , �iAY 2 7 2004 ...,�.�.,....�,......,, 3 /�/ TABLE OF CONTENTS 1.0 Introduction and General Information 2.0 Analysis of the Seven Core Requirements APPENDIX I Appendix "A" Technical Information Report Worksheet Appendix "B" Water Quality and Flow Control Calculations Appendix "C" Level 1 Downstream Analysis �! Appendix "D" Stormwater Calculations I 1.0 INTRODUCTION AND GENERAL INFORMATION The proposed Salvation Army Renton Food Bank is located in the Northeast quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. The street address is 206 South Tobin Street. See the enclosed Vicinity Map (Exhibit "A") within Appendix "C" of this report. The existing topography of the site is flat, with a variation in elevation of approximately one foot over the entire site (.45 acres). The site is occupied by an existing vacant two-story house with basement and detached garage. The house and garage are located on the south half of the site, which fronts on South Tobin Street. A short concrete block wall borders the south frontage area. An access gate and concrete driveway are located west of the house. The south site area around the house and garage is surfaced with lawn, shrubbery, and scattered fruit trees. Surface brush and scattered fruit trees are located west of the garage and across the north half of the site. The proposed proj ect consists of a new building on the easterly portion of the site, with ground floor of approximately 7,470 s.f. and a partial upper floor of approximately 2,950 s.f. Parking area for 16 cars and landscaping will be located in the westerly portion of the site. Improvements proposed for South Tobin Street consist of a sidewalk along the south frontage of the site, adj acent to the existing curb, and an access driveway to the parking area. A driveway will also be provided at the north site frontage giving access to South Tillicum Street which borders the site on the north. Surface runoff from the project site will be piped to an existing 24"municipal storm drain in South Tobin Street. Site development will be in accordance with the 1990 King County, Washington, Surface Water Design Manual, as modified by City of Renton requirements. In lieu _ of biofiltration, it is proposed to install an oiUwater separator to treat the main pollutants of concern oils and sediments. It is proposed that the treatment facility e esigne to treat through _ the____ 100year event, in tu�rn greatly increasing the level of treatment at the design event (�)_ Calculations are provided as an appendix to this report. This site does not create more than one acre of new impervious surface subject to vehicular traffic nor does the post developed runoff exceed the pre-developed by O.Scfs. 2.0 ANALYSIS OF THE SEVEN CORE REQUIREMENTS 1. Discharge at the Natural Location: Any surface water which currently leaves the site will flow to existing catch basins adjacent to the curb on the north side of So�ath Tobin Street. The proposed discharge point of the new detention system will connect to this same municipal storm drainage system, an existing 24" diameter storm drain in South Tobin Street. 2. Downstream Analysis: A Level 1 Analysis of the downstream drainage is included in this report. 3. Runoff Control: The proposal will include an underground detention/water quality system with metering orifices to limit developed conditions peak rates of runoff to the predevelopment peak rates for the 2 year�_d 1�0.year and 100_year storms throu hg� the upsized detention sy�tem� Bio- filtration will not be provided as the small size of the site does not provide for the necessary space to achieve the requirements. The underground system will incorporate�vater quality treatment by an oiUwater separator designed to treat storm events throu`�i� ii,� 1���;_��,,r �t c��n�. 4. Conveyance System: The conveyance system has heen analvzed for the 1�0 vear stom� e�-ent and ��i��e sizes lla��r been indicated on the plans. 5. Temporary Erosion and Sedimentation Control: The project will prevent transport of sediment to downstream systems and adjacent properties. Perimeter silt fences will be utilized, along with temporary catch basin protection �u�d a roc�k constniction entrance. 6. 1��laintenance ai�d Operations: All drainage facilities, incluc�in� catch basins an� conveyance systeins, detention and water quality facilities will be located on site. These facilities will be maintained by the property owner and a Maintenance and Operations Nlanual will be prepared for their use. 7. Bonds and Liability: All project drainage facilities will be coiistructed itl conformance with the bond and liability requirements of the City of Renton. Special Requirements: Special Requirements 1 through 12 do not apply to this proposal. A Subsurface Exploration and Geotechnical Engineering Evaluation is attached to this report. ENDIX " " I� APP A TECHNICAL INFORMATION REPORT WORKSHEET � Page 1 of 2 Klnfl County Bulldinfl and Land Development DIvl�ion TECHNICAL INFORMATION REPORT (TIR) WORKSHEET • - • � , � . , . . . • . � • - • � � • Project Owner ��-P .Sq�vq�/o s� f��'sy�U Project Name �����o`i �oD d B 4s>�S ' Address/// ��/PP�7 f�nH e /��P./v�.s�f��C' Location Phone 2 D�-2 �/-�loDa Township 2 �. /�/ ProjectEngineer c' �Os P / Range �� E Company a %C�o �i� s �tion /8 Project Size%9, �Y6 .,.F AC �� Address Phone 7�a-Z�"�i1 v� - �7Zd Upstream Drainage Basin Size AC ; � c -�2?-6zz.z � � � /o . . • � Subdivision � pOF/G HPA � Shoreline Management � Short Subdivision 0 COE 404 � Rodcery 0 Gra,ding � DOE Dam Safety � Structural Vaults � '�J Commercial � FEMA Floodplain � Other � Q Other � COE WeUands � HPA � • � . - Community C�f Y O 7` .�'�1� fe h T DrainageBasin C.��Q` �/vP � Go �c�r ^ 0 River [� Floodplain 0 SVeam � Wetlands � Critical Stream Reach � Seeps/Springs � Depressions/S1�vales � High Groundwater Table 0 Lake � Groundwater Recharge 0 Steep Slopes � Other � � Lakeside/Erosion Hazard I � � I • � Soil Type Slopes Erosio�Potentia( Ero�ive Velocities j�'t���� SQh� d "?o -- 1 `7c �-1i/1 i�s� a l �I�.n1��i a/ � I . i I i I � ;=; Additional Sheats Attatched , � 2/90 Ps��2 of 2 King County Buildln� and Land Development Divlalon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . , . � � . , � � REFERENCE LIMITATIOWSITE CONSTRAINT � Ch.4•Oownsiream Analysis � � 0 a a � Additional Sheets Attatched � MINIMUM ESC REQUIREMENTS MINIMUM ESC REDUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Facilities � Stabilize Expased Surface � Stabilized Construction Entrance � Remove and Resiore Temporary ESC Facilities � Perimeter RunoN Control �j Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Faalities � Cover Practices � Flag Limits of NGPES � Construction Sequence 0 Other 0 Other � � 0 Grass Lined Channel � Tank � Infiltration Method of Malysis � Pipe System 0 Vault 0 Depression .5'$vy � Open Channel � Energy Dissapator � Flow Dispersal CompensationMlitigaGon I � Dry Pond 0 Wetland � Waiver of Eliminated Site Storage � Wet Pond � Stream 0 Regional Detention Brief Description of System OperaGon � P � C ' O - � I � � o C ' ' . t''� � Sf' fa < � _ � Qi d ` Facility Related Site Limitations � Additional Sheets Attatched Reference Facility Limitation I ; I . . - I0 Drainage Easement � Cast in Place Vault 0 Other 0 Access Easement 0 Retaining Wall 0 Native Growth Protection Easement C� Rockery>4'High � Tract I � SVuctural on Steep Slope 0 Other • - . � � I �or s avil engineer under my supervi�ion have vi�ited the aita. Actud aite conditiona s� ob�erved were incorporated into tt�ia woricsheet and the attatchments. To tha bost of my knowledge the information provided her�ia xeurate. �dD�' 1/90 APPENDIX "B" WATER QUALITY AND FLOW CONTROL CALCULATIONS ', 1 i _, I , � � ! ;-; '� � � � ; WATER QUALITY AND FLOW CONTROL CALCULATIONS I A waiver dated 6/14/02 has been issued and a copy is attached. � Calculation have been provided as an appendix, to support the design of the system shown in the permit drawings. . ._- �� ���� l�•�o �lii �r Ruv�uN 425 430 7300 P.01/B1 DEVELOPMENT SERVICES OIVf510N WAtVER OF SUBMiTTAL REQUIREMENTS FOR LAND USE APPLICATlONS > .L`At�a.tISE.fi�RM�� S�81y�{3'�� � •I�F�M1;`� �� �, , ' ti. :SNA IEQ" � , � � .. . t . S4 .A `f.� .s,y ,� r. fj��vt� rjC a ��,� .VOM<�ENf{��i �.i i y . . �t.r ., � REQi]1t�ElVf ET'�IT'�", ;''.�` ..BY.�� ,� ,61& � t Galculations, Survey� ... Derts�3yW,�[ksheQt�` :' '�� z }� z ��" 3�F2. ��K/r� 1X � � �� .M A....:.�.� ... „�,� .�.> .m�• aw. ,.u.., w. Ocainege Control Plan i r . .. . . , f� �. Oramas�.'�cpc�t r f� �' ..:r' � , ,.e. Elevatians,Architectural a.no. .. .. ,: � , Ele�ratlona,Gta�fng>z : ` , :� . .. . •. � Existing Covenants (Recorded Capy)� E�Stin� E3s,�rrten[s'�Racoidad CoAY)l >' =. ;:: � � >. . :.. : ...�., . . ., ,�.. . _ ,..;. , .... ,: �c Flood Plain Map, if applicable• Fibo�'Ptans a�eio• �,:: Geotechnical Report:.r,o a Grading.Pla�;°,Conaeptuai z: . �� Grading Plan, Detailed� ... .... _ ... King�.Couni��Asses,sor's M�p I�dlcatl�g�ite� '� � " _ , ,� Landscaping Plan, Conceptua(. . ...�. . ....>: ..:, ,.. :::� ... , .: , . _ .. .. : ...... . . .. ... ,.......... .,.. ,,. Le a1:.;D� ucn•;;.. . �.., •,. , . .;. .: _9 , :..:;�F ..... ..< � , � Ust of Surrounding Property Owners. l�lai(in�"Labels'�o�Pro Ou�m rs� �' . � . _., . . •F��Y., � � � . .� : .: :`a < . . Map of Existing Site Conditions• . ...... _, .� MasterApplt�atior��.ohm+ � . .. . . ,..: ,w .. , ,. ,.. . t.. . . ... . ... . . . : ,. ..:...:. , . .. : ..:�,. .: :�. .,.. . . .: ...< � Monument Cards (one per monument) , Parking~t'ohCoverage &L�ndscapi�ig f�ielysrs�;s.: ..�s.:° ' { � . Plan ReducGons (PMTs)� Posiage.i { A ��"s: ;; �;: . Preappikation Meetfng Summary� � , RL61tc'Woc3is APP�avaG:Letterz - - _ , , ... ..,. .• _. . ..: Rehabilitation Plan . This requirement may be waived by: � � 1. Property Services Section PROJECT NAME: Z. Public Works Plan Revlew Section 3. Building Section DAT�: Z-- 4. Deveiopment Planning Section �/-� S� a p�i (oz Z �' �Co 4 � � �-� h:�vi5:on.sldevelop,senCev.pibn.�nglwa�vara<<e RE�'�SEO 5/17100 TOTAL P.01 APPENDIX "C" LEVEL 1 DOWNSTREAM ANALYSIS TABLE OF CONTENTS 1.0 Project Overview 2.0 Upstream Drainage Analysis 3.0 Downstream Drainage Analysis 4.0 Resource Review 5.0 Sensitive Areas Folio 6.0 Conclusion EXHIBIT Exhibit "A" Vicinity Map Exhibit "B" Downstream Drainage Maps Exhibit"C" Off-site Analysis Drainage System Table Exhibit"D" FEMA Map Exhibit"E" SCS Soils Map Exhibit"F" King County Assessor's Map � E�chibit"G" Subsurface Exploration and Geotechnical Engineering Evaluation Exhibit "H" Sensitive Areas Folio � �, W � � � � W � O H U W h O � a 0 � 1.0 PROJECT OVERVIEW The proposed Renton Food Bank project will develop approximately .45 acres including an office/warehouse building and associated paved parking areas, catch basin collection and conveyance system, water quality/detention system and sidewalk on the south frontage of the property. The project is located within the Northeast quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. The project address is 206 South Tobin Street. The enclosed Vicinity Map, Exhibit"A," shows the location of the project site. ! � , ; � � f ' I �-, � ' I �.._' I � j i �i �� I 2.0 UPSTREAM DRAINAGE ANALYSIS 2.0 UPSTREAM DRAINAGE ANALYSIS � Based on topographic maps (1"=200' scale) provided by the City of Renton and from our site visit,it a�t�a_rs rhat there is no upstream flow on to the si1e._S_urface water in the adjacent streets (South Tobin Street to the south and South TiIlicum Street to the north) is collected by existing j catch basins and conveyed to municipal storm drains in those streets. � � i 3.0 DOWNSTREAM DRAINAGE ANALYSIS 3.0 DOWNSTREAM DRAINAGE ANALYSIS The Off-site Analysis Drainage System Table lists the downstream conveyance from the site (Exhibit "C"). This table is shown pictorially as Exhibit "B." ' • Following on-site detention and water quality treatment, storm runoff exits the site via a municipa124" diameter storm drain in South Tobin Street. This storm drain flows west approximately 410 feet to the intersection of South Tobin Street and Lake Ave. • The system then flows south approximately 915 feet to South 2nd Street, where it flows south and west to the southwest corner of Sunset Boulevard (South 3rd Street) and Rainier Ave. South. • It then flows west approximately 700 feet. along the south side of Sunset Boulevard to Hardie Ave. SW. It then follows Hardie Ave. SW south approx. 1600 feet to where it crosses under the BNSF right-of-way,just north of SW 7th St. • There it crosses Hardie Ave. SW and travels west along the south side of the BNSF right-of-way for approx. 700 feet where it turns southwest and intersects the system in SW 7th St. • This system follows SW 7th St. west for approximately 1/2 mile where it daylights into an open water channel known as the P1 Channel. The P1 Channel flows generally westerly to the Green River. Note: No problems were reported as of August 2002 regarding any of these systems. On May 14`h 2004 it was reported to the project engineer that flooding has been observed in Lake Avenue -- during the winter of 2003 —2004. Flooding had occurred during a rain event that exceed the . statistical quantity for the 100year storm of 3.9 inches in 24 hours. � G� � � � W U � � O � � i 0 � � 4.0 RESOURCE REVIEW ; Following is a description of each resource reviewed in the preparation of this Level 1 Drainage � Analysis: • Basin Reconnaissance Summary Report i The site is located within the Lower Cedar River Basin. However, runoff from the � site does not enter the Cedar River, it enters the P-1 Channel and flows to the Green River. • Floodplain and Floodway FEMA Maps I See the enclosed FEMA Map utilized for this analysis, Panel No. 977 of 1725, Map No. 53033 C 0977 F, revised May 16, 1995. As shown on this map, the proposed project sit ot lie within a floodway or a floodplain. See Exhibit"D." � • Other Off-site Analysis Reports A geotechnical report is included, see Exhibit"G." Soils Conservation Service maps , were also reviewed, see Exhibit"E." 'I 5.0 SENSITIVE AREAS FOLIO 5.0 SENSITIVE AREAS FOLIOS I Based on a review of King County and City of Renton Sensitive Area Folios, it was found that II the project site is not located within any sensitive areas other than Seismic. Liquefaction potential and mitigating measures are discussed in detail in the enclosed Subsurface Exploration and Geotechnical Engineering Evaluation, Exhibit "G." ; � � �: I z 0 � � � � � U � O V 0 � ,, c.o co�cLvsloN The project meets the exemption for flow control listed in the 1990 � Q Count Surface Water ', Design Manual; post-developed peak runoff for the m is not more than 0 Scfs �reater than the pre-developed storm. However a problem has been noted in the down stream drainage course which can vo� the exemption. Conversations with Raymond van der Roest at the City of Renton's Utility Systems Division, have indicated that the exemption will likely not apply due to the down stream problem noted. Additionally the site will be required to limit stormwater discharges to their pre-developed rate for the 2year 10 year and the 100year storm. The manual � typically only requires stormwater detention through the 10 year storm. Calculations supporting '� the detention design shown in the perm set are attached in the appendix. � I �� w��� y�l� ' �-c� i� o � � , :��-� EXHIBIT "A" VICINITY MAP ►�� ,' I V= �I� � �. . �4A� / � �� �� � �'�' � � �� ��� ■ ,�� . �1 �� �� ��_ ■ ��� � ��� ��� i �� �,� ;+� '� =� � , � � � ' "� � �,���� �i � p� � � '�� ��� ' �r � \� �� ` � � � � ��–�- --_ � ���, � ,�, �� i � .� ��� _--_" �;;� �,� ' � �----�_ ■ �. � �► -� • ,� � ■ ��i . � °� - D :I ' � s; ��� �,� •,� � � . � � . � � � �c�...�•ar �� . � ��\� _ t8A '��. :�; � � �� � � ��. ���S �ei�. �! ! ��� \`� � �� � :�_ �',�•. ��'�p � ��� �. � � . ,r ���.� �`���, _ � �� � _ � - � _ �.�. �. �, ���fl��.�F� �, + a �i � -�� ,►�� I=— _� � � �� �,,��► i� .i � �I E ts �`�`�" �,= '�� I �����.�i`�j� .en. � — � � � �t� �€r�� ��, � �a �I � �s��►.�+r.i��.i:' _.. _ � '� ,_� �! �— " 1 �,L��� �� '�� = � � � r�� � b ,�F� �, � ���I� �� � �� �r��*{ e�� � ���I, j � e�' � � ���, ,�,'� : �� �'` �� ��� I .. ��� - � i � 1� � � �.� � �;�- �� -, ��' ��: ��„ � �� � � �. �� �� ���l4!� � . �� � •• � � �� �= ���. , �ill� ��� 1a �-- � � �.�� � n � ien � : .� � �- �_ _ . , � �, �_ == e� � ,:� i _ � � v _-� !_ _� � �; � �' �'� � ^ � i... � �� � � �� �� � � �� � ��.+1� � ►�, � �. �� �� �� �'� � __ /• . �, ■I� �� E %� � 0� � !!� �� s� �: �� �� 1 �• �� �I �� � s ' ��� ���7 I ��� �I� ���,• / �Q"� �� � � ✓ , �� � � � !'� '�, � �� =� � 0 � � � � �� �� �� � ' � � - �� �� �� �� ~ t ��� �� ` � r�. �� _C . jt5a��j �� • � �� ���' �! �� � � � � �� �!: ��� � � •�� �t �� �. � � I � �� �� .�.,� ,. �'� a�i 33' 7 .�i 'EI�i!Y� � � � �"-� . � • • • � EXHIBIT "B" DOWNSTREAM DRAINAGE MAPS ; � � . , � ' w �:.,� , , .�� . . , , � ..n` . . � E3 - ? 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T � � � � 1 . �� •, ' .� . � .• : 1 � � C� � 1 1 • '1 � � � ; � EXHIBIT "C" OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE � OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: LOGYPY �t��Cl'v �/!/ PY Subbasin Name: Subbasin Number: Symbol Drainage Draina�e Compo�ent ` Slope 'Distance :;�xisting Potential Observations of field inspsctor Component TYpe, DQscripUv�: :frpm site; > Problems , Problems resource reviewer, or resident Name and Size dischar`e .. Type:sl�et fbw,swale, `::conatrfcqons,under capacity,ponding, ss�map stream,chennel,Plpe, dralnage basln,vepetatlqn,cover, '; 96 �i 1/4(n�■1,320 R ovMoPPing,Booding,hablcat or organlsm tributary srea,fikedhood d pto6lert� pond;Slze:dlameter, depth,type of seneatfva erea;volume. deatructbn,acouring,benk sloughing, overflow palhways,poler�IM Mipad,s. surface erea sedimentaUon Inclsbn olher erosion l� " WeSf' v�� g/ -P , , , , l z4 �bP L�kcP Avr� ,o7�j d ��10 /Yan�no��¢ N�a af-�d ` �yfir-P Si� � n o c� o H 4 �'.e LP. � � ►� �� G�c7U�.� ���3 �l�vr.����%� 2 24 P�b e � 5. 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ZONE AO Flppd�l�IAy y( 1 W ] IM �uwa�y J�ea � 111 Mw nn sbp� �e���n1: a.cnge dephs detrrmmed.Fw�nat al aMuv�al(an IlonMn�, . FLOOD INSURANCE RATE MAP �°"'� �° °""�'�° ' 20NE A99 iu be pnvened hum tnQ�ea� iinod bv , vice..v nnw wM.a�� :r+�� ��ee. I KING COUNTY "'m'ti"�:'"s'�`"`..`�„�"""""c° I ��ASHINGTON �AND ZONE V �� � ,�� �,K�, �.,a :.,K I artioM�nn hasr�Lxxl ek.auws dne.mned. ; I:�ICORPORATED AREAS ZONE VE �� � w4h .��, �,.�..a �w,K � �,��: � � �,�,� ��,m,� ,I I �' - FLOOflWAY�,REAS IN ZONE AE �� PANEL 971 OF 1725 OTHER FLOOD AR�,s II �SEE '.+.�P `._E,: FOa =..,_.� .Cr =. .,-�,. i � ZONE X Meas a s00.nar Aoad.rea�d IOa�ea, I �1ood w.lh �verage deptln ol less pun � !at ar vnth Er�iruge ueas kss iAan II i �w,. �: a�e arcx pM�ci�d ey II kre�s IfOT 700-rtY IIM1E. I�� I C�n-.�t�5 � OTHER AREAS �; C�1��fU�`IT7 tr�„�.�E;A =ahE�_ iJF=.i �. , ZONE X nna deurm�+ed ro Ee aulside SOQ�ex flaodplaN. (4G COUMn �ur.COpPCAaTE' =aE45 sfoon uyr � 20NE D .veu m whid� Ilood harards aer �� AE��,cN or.o� s]oom �9n c uMRerma+ee, i _ I UhiDEVELOPED COASTAL BARRIERS , - . - � .\ \\ ,\• . jl ie�.�or e wn,�r�ea ome�.ne i9e� �seo waK,�d�.s � Caasw Dur�a uos �n normaiN bcatW wnnM or aaNcant ta Sueoal Flood Nat�iA Arws. � MAP NUMBER F������ry FlooEwav 9ounCan 53033C0911 F _ _ z,�., ea,,,�ry MAP REVISEO: aa��ry a�a��9 soK�� F�� ,��.� wisro Zones. ana 9ounaarv � MAY 16 1995 °""'"° "'.'S °' °`".`"" � � Cwmi Bua FooE Elera��ons > I N�nin $pec;ai fioaE M1n�0 Zon�s. �� Bas• FIooC E�wtron L��v `�' Ji3 EVr.s;cn I :e��. se.Mao IMe. I�clws[mn Dan:m. � D D Crws seccon_r� Federal Emergency Managcment Agency aas. =woa e�,Y.uo� .� �..� J IEl 98ii rmms UmMrm Wtnn Zen� R�17 X See Man'Msa�o� E��aoon D�n�.+. 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'i ; 1,• ... _ il •.. � � '------- . ;�, ::.-� ,�n0 i=-- • 9� � �'z---%' �� :BM • J• ��• � �1�� � C - ��--- _ �L, I � � Athiet�c • � � D• . 1�.* : - SI I V d' ..I: 9 l� i. •, BM Q 0 , �Field I � ' r � ��T I � ��'. 4� t ; � .. ■` � � '�,(� �\ G • ' EvD � � `•J�-� ���i BeC •G .` �. - �11� � l Ur � �AkF� . _�� .�.•.•. • 0e.. ; � � I ' `�\'• . _�, � I .BeD • '� 1 - ' ' •�t Oti ' /� ..� y� ' , D �� "1•,1 Evc: . � � asetialr" Cem� , � •t�� ,/� � . �i � �! Park r�� Pc � ---- ��w.ave� r BeD . . I :�: �a.- � ;,V� � a� _ •� . � a` �a 71;�321. . �-=�-- p •: ,BeG. , •'Rh� � ,r Ij� 1 Q '• • � D � 1 ��=-'- � 5 'pq ROADTv •� � • e �. 3 ! i� .,:: �C � AkF EvC.- Q�o I_ �e�) `R4o f L, ..f.. .� F d y. , `` q I wo/ Rti �'_ ' � � ■ h T , ., i ` C W ` `` ''-� _ � r• ♦•, � • AkF Ur � �Ur 1 PY _ o � - �`, -j•S Ur �i' � •! � InC � � Ur 13 -- - � , ,� .J__ ----- ,i eC Goif�Course � `., •i •� ' � • 5f ,---- C-B �37 � (� ' �, ( I ' � __�Sf� ___ ATC � 'C-'"�' 1\ ,� � i PQ, �f� , � � , F'I, - Q _ � �n _`:c�"�'la �T- -_,_ ��,' Sew ge �RTHE � ' � � ' _',Y-- --.-- - C - _---' -- --j-- -a- � Dis al � • .n ----•-- _ G '� "I _- �:�-� � \• � ��`' � i • � \ - � a o y� ^`a\ 'r � � ;n_e- - - ' - ° �,r� . � '. i C p d I . .< ur �� �� � . °_ -�-- Substa�'n�T' �, ��r; ., .,r c • � J :120. �+ �� . Agc �- '-- - � •.Jl` �,•'1 r„'�Z i-�'� • '"��16 .Pu 9 •� •; •.` � v \Ag0' 20 455 aQ°" PN i�,-'� :� 5�.� � � � � � ,�w t i '...' j p� 9 � i.'��T � � Ur . , : •'� � '� ��' �Longac�ey; � . Pu ' ���� •F � ,� _i� ~ I Pu• •'•�• ,L• '� \ 515` . ,~�q � R� ;;�� Py � •. __•• ' � � . � "F� Ur �~� � Wo ep ui. SBeC ' � p �� .�� � .0 �.a, r '. �,� i ���Track � I � "� .��.r I �Ag� 7�� �L 11`n - �� � F ''i�AI �/ • � r:'�i 29L=;= %''i --- -- - - - - � B -�-- --- -- '�' � , 210 ------'�`,4� ----- ` -���- � � ry �J�� Ur 1 �� '���.<< . Z6 J�-, � `� C= �\ _ � . � R s rvoir o � ^� . I �� W � ,. �BC � I � � � 2 PY ■�, So TU Z D ��'�1�. ' A / � , �� � , 2 W P � z •��I I� u � w� � � � sk � . .�� �� P� � 0 � ��� �C � � 25 u �� '1. � •+ ^ , � _:�, �BM '. n Py 166 f203 �� 29 . �_ Agg. . � i1 �.-.. . �. 2 ♦ i n Wo Sk � •i �'� . ° 451 \� Ur .� . i. � • ' I . �' O IAgC �. � � � � � ' Tu � � • •1 r AmC � e a •• � ' . ; ° \� ' .�N=] i�c � � a8 "„ p :o -'A`�, � � So �h I ABU. M Am8 , ' 1'��', Pu =_____ ____=_ ----- --- 17�� _ � '�. •t .A6'1�ie:. � Wo Wo �0 � •'�r {�,1 -- -- --;;d- ,,. i � � BM 194� , ��.:. .• • • � ;; _.i x � _ .►�,\ . •, . . . , � .J_�A eg•� •� •� �' i COM'ENTS I Page Page HOW THIS SURVEY WAS DiADE----------------------- 2 Tukwila series----------------------------__ 32 Uxt�an land---------------------------------- 33 �NERAL SOIL MAP------------------------------- 3 Woodinville series-------------------------- 33 1. Alde n+�ood �ssociation------------------- 3 2. Oridia-Seattle-Woodinville association-- 4 USE AND MANAGEMENT OF 'fHE SOILS---------------- 34 3. Buckley-Aldezwood �ssociation----------- 4 Soils and engineering----------------------- 34 4. Everett association--------------------- 4 Engineering classification syste�s------- 34 S. Beausite-Aldezwood association---------- 6 Estimated properties--------------------- 34 6. Aldeiwood-Kitsap-Indianola association-- 7 Engineering interpretations-------------- 35 7. Puget-Earlmont-Snohomish association---- 7 Town and country planning------------------- 56 Foundations for low buiidings------------ 56 i DESCRIPTIONS OF THE SOIIS---------------------- 8 Shallow excavations---------------------- 56 Alden+ood series---------------------------- 8 Septic tank filter fields---------------- 6Z Arents, Aldeiwood material------------------ 10 Sewage lagoons--------------------------- 62 Arents, Everett materi al-------------------- 11 Sanitary land fill----------------------- 62 Beausite series----------------------------- 11 Recreation------------------ 63 ---------------- Bellingham series--------------------------- 12 Playgroun ds------------------------------ 63 Bri scot series------------------------------ 12 Camp areas------------------------------- 67 Buckley series------------------------------ 13 Picnic are�s----------------------------- 67 Coastal beaches----------------------------- 14 Paths and trails------------------------- 68 Earlmont series----------------------------- 14 Woodland------------------------------------ 68 Edgewick series----------------------------- 14 Woodland groups and production of wood Everett series------------------------------ 15 crops---------------------------------- 68 Indianola series---------------------------- 16 Crops and pasture--------------------------- 69 Kitsap series------------------------------- 17 Capability grouping---------------------- 74 Klaus series-------------------------------- 18 Estimated yields------------------------- 79 hiixed alluvial land------------------------- 18 Wildlife--------- --------------------------- 80 �eilton series------------------------------ 18 Newberg series------------------------------ 19 rooksack series----------- Zp FoRAtATIO� M'D CLASSIFICATION OF THE SOILS------ 81 � vorma series-------------------- Zp Factors of soil formation------------------- 31 ------------ Orcas series-------------------------------- 21 Parent material-------------------------- 81 Ori dia series------------------------------- 21 Climate---------------------------------- 82 O��all series-------------------------------- ZZ Living organisms------------------------- 82 Pilchuck series----------------------------- 23 Topography------------------------------- 82 Puget series-------------------------------- 23 Time------------------------------------- 82 Pw allup series----------------------------- 24 Ciassification of the soils----------------- 83 Ragnar series------------------------------- ?S Laboratory data----------------------------- 85 Renton series------------------------------- 26 Riveiwash----------------------------------- 27 CLIDIATE---------------------------------------- 88 Salal series-------------------------------- 27 Sammamish series---------------------------- '_7 GEOLOGY-------- -- 89 ------------------------------ Seattle series------------------------------ 28 � Shalcar series------------------------------ 28 LI7'ERr1TURE CITED------------------------------- 97 Si series----------------------------------- 29 Snohomish series---------------------------- 30 GLOSSARY--------------------------------------- 98 Snohomish series, thick surface variant----- 31 Sultan series------------------------------- 31 �1IDE TO �IaPPI�G U�ITS----------------Folloh•ing 100 ,. '� - - -- �i�y,. 1� „Y�--� w O 1111:11CS, gray ��r a�i� silty clay loam, is also used for pasture. Capability•unit IIw-3; light broti+nish gray (2.SY 6/2). dry; �anY� no woodland classification. fine, prominent, dark reddish-brown (SYR 3/3 and 3/4) mottles and common, fine, prominent mottles of strong brown (7.5YR 5/6) and red- Urban (.and dish yellow (7.SYR 6/6) dry; moderate, fine and very fine, angular blocky structure; hard, Urban land (Ur) is soil that has been modified by friable, sticky, plastic; common fine roots; disturbance of the natural layers with additions of inedium acid; abivpt, wavy boundary, 4 to 6 fill material several feet thick to accommodate large inches thick. industrial and housing installations. In the Green 621g--8 to 38 inches, gray (SY S/1) silty clay loam, � River Valley the fill ranges from about 3 to more gray (5Y 6/1) dry; common, fine, prominent, than 12 feet in thickness, and from gravelly sandy broxn (7.SYR 4/4) mottles and medium, pmmi- loam to gravelly loam in texture, nent mottles of brownish yellow (lOYR 6/6) dry; The erosion hazard is slight to moderate. No 25 percent of matrix is lenses of very dark capability or woodland classification. brown (lOYR 2/2) and dark yellowish-brown (lOYR 3/4) peaty muck, brown (7.5YR 4/2) dry; massive; hard, firm, sticky, plastic; few fine oodinville Series roots; medium acid; clear, smooth boim dary. 30 to 40 inches thick. The Woodinville series is made up of nearly level BZZg--�B to 60 inches, greenish-gray (SBG 5/1) silt and gently undulating, poorly drained soils that loam, gray (SY 6/1) dry; few, fine, prominent fozmed under grass and sedges, in alluvium, on stream mottles of brownish yellow (lOYR 6/6} dry; bottoms. Slopes are 0 to 2 percent. The annual massive; hard, very friable, slightly sticky, precipitation ranges from 35 to 55 inches, and the slightly plastic; strongly acid. mean annual air temperature is about SO° F. The frost-Eree season is about 190 days. Elevation The A horizon ranges from dark grayish brown to ranges from about sea level to about 85 feet, gray and from silt loam to silty clay loam. The B I In a representative profile, gray silt loam, horizon ranges from gray and grayish brown to olive silty clay loam, and layers of peaty muck extend to gray and greenish gray and from silty clay loam to a depth of about 38 inches. This is underlain by silt loam. In places there are thin lenses of very I greenish-gray silt loam that extends to a depth of fine sandy loam and loamy fine sand. Peaty lenses 60 inches and more. are cor�non in ihe B horizon. These lenses are thin, Woodinville soils are used for row crops, pasture, and their combined thickness, between depths of 10 and urban development. and 40 inches, does not exceed 10 inches. Soils included with this soil in mapping make up Woodinville silt loam (wo� .--rni5 soil is in elon- no more than 25 percent of the total acreage.' Some gated and blocky shaped areas that range from S to areas are up to 15 gercent Puget soils; some are up �i nearly 300 acres in size. It is nearly level and to 10 percent Snohomish soils; and some areas are up I gently undulating. Slopes are less than 2 percent. to 10 percent Oridia, Briscot, Puyallup, Newberg, , Representative profile of Woodinville silt loarn, and Nooksack soils. in pasture, 1,700 feet south and 400 feet wesi of Permeability is moderately slow. There is a sea- the north quarter corner of sec. 6, T. 25 N. , R. 7 sonal high water table at or near the surface. In E_ ; drained areas, the effective rooting depth is 60 inches or more. In undrained areas, rooting depth ,�p1--0 to 3 inches, gray (5Y S/1) silt loam, grayish is restricted. The available water capacity is brown (lOYR S/2) dry; common, fine, prominent, high. Runoff is slow, and the hazard of erosion is dark reddish-brown (SYR 3/4) and reddish-brown slight. Stream overflow is a severe hazard unless (SYR S/4) mottles; moderate, medium, crumb flood protection is provided (pl. III, top): structure; hard, friable, sticky, plastic; This soil is used for row crops, pasture, and many fine roots; medium acid; clear, smooth urban development. Capability unit IIw-2; woodland boundary. 2 to 4 inches thick. group 3w?. 33 EXHIBIT "F" KING COUNTY ASSESSOR'S MAP f�/E f 8— 2 3 — � ... . .._. -_.__' CAMMf11p�y�vE � . " .. ' _. __.__..._'._'_� ___."" _'_. ''_ . " "' ' ' . . ..--— . i :- .CS1. .... ....... .....I. �" N 77 33 ]i 70 7� I� 27 ]0 3! ]a 73 23 11 70 . _' '-'------ - ......._00 , c�` _ _ )�? � - 722930 "'--"� ��� a �� a� ae '60' < v c. a � 5 : : 9--- �. ;� � -- - - ' � p ' " RENTON A�9L ESTATE COS FIRST ADD - . _ ,. . . ; � •- . . : - -- -----------------� --� �--------�--------------- ,� . _ .._ .. --�--�------ -=___.:::----� _ _ '- � P � w �Cl1�A _.__.___._.'..__'._._�._' P ' "___.__�._".�_�._� W :_: . ' � Y ._.__.._..__._'._' . ._.__ . .._ _ � .._._.._..__.___�..._.__ _.___ ""_._".".__. ' S � . � 3 ------------------ c � . .t F. = ' . — . ' _ - -- � � 63 , �% � � . . ? • t •� '� � � ..t�.:�.�-'c--�----� � ° -�-----�---�-- ro n ia » u u -�-----_ "_ �II % ; S ;�----- .__--_ _ _�woervw�_--_,'--. -- : ---__�-- �- _r_r�----�-- ,.s:-------_ R 4 _}_- e_e-� ta !' .. 7 a � s / � s,o.c cs.• dwc�e�E C —-— /' �.,.,• �✓ � ` 'i�•*'a, . ' ;� N '- _ ��—`' 6"_ _— ' ___' y� __ _ �� '— IIIOGTH �7=. :'; ? � 7 �_ �10 11 72 �17 l�w 16 N � ; � 1 7 � .?: Z: '_ i� •c � _ ` . . /� e ': < ,�.' .i.' - 2��ii _.' .�- .. . • . .'"'. ,.' _'1. / ;.' . " � . �b3o S . cOD 5 OC'S : I .. u :;k; _ . � . ' 0670 �� �o .P �co:s�000 s � e:w.s � I `�� > �� N ,�, , � � � , ;_ � ,�o., .�,� ; : , � ,- — .,.�.,.�. � «� � a�� � ^ -- -------- _ � .. %I _ � ------------ -- -- -„-;,;. - ' »lao --. • . , x i' p ..w p,i� � 6A i S • { I � " ... r y ��` -,I'I � In 1 _ ; �- ,.r • , "" .. I -iD�S�=J 1 � � �, i � ,�� a�� 3 � =�`�To� �M��Y S : � ( r � °`� ;_ :_ , - � 0°' � a� _�_ . ' � .___ ^�p '. "Yl:�i � A'� �� .. _ eo ae- '.' . .:.,c u � >>na s i: � �I eewa sr ��+"p w .t' i: � �I ° TpC ���_ "'S � ,�\ tNf� 1 TOL ° 1 . �S'' ,ti,�� � gi c..e.- i `Oa Y I =' �i�. ',��.�. :n ar �6 � � a� 1 •�yl��2�8�TOC TOC -�TDC~ TOC� a.c o.w.c � .=>>e. �w+i ir' p n c'� I i .� ' � ( . ` " ' • . 1 : ! � Od �� � om pp � � � ;' i0L TDC r ' �aiia s�� nco s � i�`--*x-�3.—-—�__ R 000720 ' , R � ' am� moe r�� � '+ � '. �, � '"_" R ii�ss-- i70r1+fL - _ . \ nwc si � �OII b g .. _'_'__' '__' i7dMR �z�. y � ` �o�' ,,.•, � � - � � e ', � a ;' _ � 000720 T081N DL.0 A� . f�' � s � � = E't ,�' a,, �.; � a �,00 �,a �i.>v :� .-=.ap r aia $� �`-� 1\` .t,� s1 �,}l� �� Om ;^ 91W�6 I �'� oO � �' . _ . �, , P --� ;� y `s,� . .�_��s , � :_�j IP ��� � �� ��..� ; ...� SITE ���.\ �' � - - TDC 'DC s. •� � ' � ' /�g. \ �� �;� ��,' � � meo :, `'� ,+«:�L9 �. • ,;r' - _ >. - • iix: ;iixc ', .�_:- amo s '• . •• a `• -♦ . � � •'�R']:X' �: . � ,- , t • � � � vl �. �,. . . �� ..t ar , •�. � 10 tt�tt U K �{ c = � �"'.a_" ' � l ,• \ I _ _ _ �0__ ]C K lt'T'""� � ��� z �'." ". •r•• l0 ""�"' , '�! �' ]»fr� ab� "' pry �� [ ruc S� � ��':� ' - . � �- ,�! _. ' - -- ---- � ... -- - - - - - - � -���_ � � �.�.= - •:. :�.�. ' "� xnso n _. % COs s�oo-i� �e L s•.yw s+ �— ' w� � \ I '°a w _ ' ' 's. m � �c _ f� '\ � �\, �� �i \ f'° a$ .� � e - "�' -:�.�y . �, � - � 1 1 _.. s� ' _ � . � � \ � � .. . . ,�1� . 'r\ _ �,`. !�• � . [ :9:`..��� •:•� �. F IC RA1 .� � . NORTH EXHIBIT "G" SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION _ . . - � ��i��er Zeman Associates;= inc. � Geotechnical and Environmental Consulting I J-1391 May 31, 2002 Salvation Army-�V Divisional Headquarters RECEIVED 111 Queen Anne Avenue North, Suite 300 JUN — � � P.O. Box 9219 Seattle, Washington 98109-0200 STICKNEY MUFiPHY ROMINE „RCHITECTS PLLC i Attentior.: �Ir. David Brandvold '� Subject: Sunsurface Exploration and Geotechnical En�ineerin� Evaluation li Proposed Food Bank Warehouse;'Office Buiiding 206 South Tobin Street Renton, �Vashington Dear VIr. Brandvold: Zipper Zeman Associates, Inc. (ZZA) is pleased to oresent herein a copy of the above- referenced report. This report preseats the results oi our literature review, limited subsurface exploration and �eotechnical en�ineering study relative to the proposed Food Bank � Warehouse/Ofrice Buildin; at 206 South Tobin Street in Renton, Washinaton. Written I authorization to proceed with this srudy was provided bv �Lr. Joe Posillico oi the Salvation Army by acceptance of our April 23, 2002 proposal. Our work �vas completed in Qeneral accordance i with the �cope of services described in the referenced proposal letter. The purpose of the study was to establish Qeneral subsurface conditions at the site from �vhich conclusions and recommendations reQardin� desi� and construction of the new Fo�d Ba:ik �Varehouse,�Office Building could be formulated. The scope of our work consisted of publishea literature review, field explorations, aeotechnical en�ineerine analysis and preparation of this report. Our scope of services did not include sampling or testing of soil or water for rem�lated environmental contamir.ants. This report is an instrument of se�ice and the conclusions presented herein are in respect to the subject property and have been prepared in accordance with �enerally accepted �eotechnical enaineerin� practices. This report has been prepared for the exclusive use of the Salvation :�rmy, and their agents, for specific application to this project and the stated purpose. In the event of any chanQes in the nature, desi�n, or location of the proposed structure, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect those changes. SITE A\TD PROJECT DESCRIPTION The project site is occupied bv an existinQ vacant two-story residential house with basement and de:ached QaraQe. The site area around the house is surfaced with lawn, shrubbery and scattered trees. The house arid �araQe are located or. the south half of the site which fronts 13905?3r°Avenuc Wat,Suite 1 I7 Lynnwood,Wasning�on 98036 (425);71 -3304 Salvation Ar,ny-NW Divisiot :..,�eadquarters :."" J-1391 Proposed Food Bank Warehouse!Office Building: 206 South Tobin Stre�t May 31,2002 Renton, Washington Page 2 on South Tobin Street. The rectan�ular site is 20,000 square feet in area with 100 feet along South Tobin Street in an east-west direction, and 200 feet in a north-south direction. The �enerally level site is bordered by South Tillicum Street to the north, South Tobin Street to the south, an office/warehouse building to the west and an apamnent buildin� to the east. V�%e understand the proposed development will include removal of existina structures on the site and construction of a combined food bank warehouse and office buildin�.VThe proposed building is planned to be approximately �0 feet in width in an east-west direction and 1�0 feet in lenoth in a north-south direction. The footprint of the buildin� is planned to be approximately ?,�00 square feet with the warehouse at the norh side of the buildinQ and office area on the panial uppe: floor at the south side of the buildinQ. �Ve unde:stand due to the Renton :�irport flight path, the north portion of the building �vilI be limited to a heiQht of approximately 14 feet and the south partion of the buildinQ to approximately 21 ieet. Tne buildin; will be on the east side of the properry and the rer.lainde: oi the lot will include asphalt pavernent for parkina and landscapina. V�%e unde:stand the esst wail of the buildin�, alonQ the east property line, will be constructed of concrete masoru-��units (C'�iL), and the othe:�valls w•iIl be rnetal or wood. SITE C0�IDITIONS The site conditions �vere evaluated in �Iav ?002 for the current study. The surface and �ubsurface conditions are desc;ibed below, �vhile the exploration procedures and interpretive exploration loQ are presented in �ppendix A. The e�istin� site fearares and approximate ��ploration location are shown on the Site and Exploration P1an, Fiaure 1. Surface Conditions � The project site is occupied by an existina vacant two-story residential house with �2sement and detached aaraQe. The house and earase are located on the south half of the site which fronts on South Tobin Srreet. Foundation distress and settlement of the north porch structure were observed at the vacant house. A short concrete block wall borde:s the south frontaQe area. An access aate and concrete drive�vay are located west of the house. The south site area around the house and saraQe is surfaced with lawn, shrubbery and scattered fruit tre�s. Thick blackberry brambles, surface brush and scattered fruit trees are located west of the �araQe and across the north half of the site. We understand an undereround heating oil tank located w�est of the driveway and an above ground heatin� oil tank located along the north side of the house were removed recentiv. v Subsurface Conditions The subsurface exploration consisted of advancing one drilled test boring (B-1) for the stud;r at the approximate location shown on Figure l. Soil desc:iptions presented in this report are based on the subsurface conditions encounterec� at the specific exploration location of boring B-1. Variations in subsurface conditions may erist across the site and the nature and extent of variations across the site may not become evident until construction. If variations then appear, it mav be necessary to reevaluate the recommendations of this report. ' Zipner Zeman Associates. Inc. 1890::3id:�venue West Suite 1 l7 Lynnwaod,Wuhington 98036 (425)i r 1 -3304 �alvaaon Army-N�V Divisic. �Headquatters J-1391 ' Proposed Food Bank Warehouse/Office Building: 206 South Tobin Street May 31,2002 Renton, Washington Page 3 I The �eologic map Liquefaction Susceptibility of the Renton Ouadrangle, Washington I (USGS Map GM-41, 1994) describes the site as being underlain by Qal — Vashon flood plain alluvium, recent deposits including sands, silts, with some clay and peat. Subsurface conditions as disclosed by the soil boring exploration completed for this study generally confirmed the � presence of flood plain ailuvium as described on the �eolo2ic map. The test borin� (B-1) disclosed a surficial 0.� foot of topsoil atop medium stiff, sandy silt I with interbedded silty sand to a depth of approximately 4.� feet. A loose �ravelly sand and silty sand was encountered from approximately 4.� ieet to 8 fe�t in depth. Below 3 feet in depth, a I medium dense oravellv sand with trace to some silt was encountered and became dense at approximately 13.� feet in depth. Some interbedded sand, silty sand and sandy silt were I�� observed in the aravellv sand to a depth of approximately 23 feet. A loose to medium dense sand with some �ravel was encountered from aoproximatelv ?; to 33 feet. Dense Qravelly sand was observed ii-om 33 teet to the bottorn of the test borinQ at �1.� feet. Groundw�ater seepage was observed in the test borina at a depth of approximately 8.� fe�t at the time of drillinQ. The aroundwater seepaQe was within the interbedded flood plain ' alluvium. It should be noted that;roundwater conditions and soil moisture contents are expected � to vary with chan�es in season, precipitation, site utilization, and other on- and off-site factors. , CO\CLLSIOVS :�:�D RECOI�IVIE':�1DATI0?�'S Based on our fie?d exploration, research, and anal��ses, we conclude that tY��e proposed food bank warehouse!ofrice buildinQ is feasible from a �eotechnical standpoint. The site is �enerally underlain with medium stifi sandy silt atop loose �ravelly sand and silty sand, over rnedium dense gravelly sand. The medium dense �ravel(v sand at depih is inte:bedded with sand, silty sand and sandy silt. The depth to the medium dense soils was appro�cimately 8 feet and groundwate: was noted at approximateiy 8.5 feet. The presence of the upper medium stiff and loose soils requires some remedial site work or e:ccessive settlements to the structure may occur. T'nerefore, in lieu of utilizin� a pilinQ foundation, options we would recommend include rernoval and replacement with structural fill below the foundations and preloadin� the enrire building pad area. The proposed building may utilize conventional shallow foundation construction with sIab-on-arade floor construction. We anticipate the structure will impose li�ht to moderate foundation loads. Site Preparation and Structural Fill Site preparation is recommended to inciude rernoval of all portions of the existin; vacant residence and adjacent structures, includina foundations, floor slabs, other underground structures and utility conduits that will not be reused for the new development, along with any associated unsuitable bearina materials. A11 topsoil and any existinQ uncontrolled fill encountered durina site preparation should be removed from the building and pavemenc areas. Based on our tesc borin;, the stripping effort would typically be on the order of 0.� feet, althou�h deeper areas may exist. We recommend the ' topsoil materials be disposed of off-site or used in landscaped areas. Ziooer Zeman Associates.Inc. 13905 33i°?,venue'Nest,Suite l:? Lynnwood,Washington 98036 (4:5)77l -3304 Salva�ion Army-V�i Divisic' �-Ieadquarters � J-1391 Proposed Food Bank Warehouse/O�ce Building: ?06 South Tobin Streec May 31,2002 Rencon,Washin�ton Page 4 Due to the relatively loose or medium stiff nature of the upper native soils, and the large cost of removal and recompaction of the upper native soils over the entire building area, one optian would be overexcavation to a depth of 2 feet below desi�-n footin� level and replacing the loose or medium stiff native soils with a prism of compacted structural fill. Because foundation stresses are transferred outr,vard as well as downward into the bearin� soils, all footin� overexcavations should extend horizontally outward from the ed�e of each footin� a distance equal to the overexcavation depth. Therefore, an overexcavation tbat extends ? feet below the footin� base should extend outward 2 feet outward from the footinQ ed�es. After the footing overexcavations have been compieted, the exposed sub�rade should be comoacted to a firm, unyielding concition, and the overexcavated soils should be replaced with a bearing pad of structural fill. Ideallv, this bearina pad would consist of well-graded sand and I a:a��el. Alternative!y, the ove:excavated r.ative medium �tiii sandv silt and loose silty sand mate:ials encountered in our ex�iorations mav be used as compacted "structural fiIl", as aiscussed subsequently. However, because of the silt conteat, moisture conditioninQ by aeration, � mixinQ, and drying may be necessary before the sandy silt and silty sand can be replaced ane adequate?y compacted. i In addition to the footin� o�•e:exca��ations, the slab sub�rade should be overexcavated 1'' � inches and replaced with strucrural �iil and is discussed in the subsequent Floor Slab Conside:ations section. We would recommend ZZa be re:ained to inspect the footina and slab sub�rade conditions prior to iil place:nent and periorm densiry tests during structural fill placemeat. The suitability �oi soils u�ed tor structural fill depends primarily on their arain-size distribution and moisture content whea they are placed. As the "fines" content (that soil fraction passin� the ti.S. �io. 200 Sieve) inc:eases, soils become mor� se:�sitive to small chanaes in moisture content. Soils containin� more than � percent fines (by weiQht), such as the upper sandy silt and silty sand, cannot be consistently compacted to a firm, unyieldin� condition when the moisture content is more thar. 2 percenta�e points above or below optimum. For fill placernent durin� wet-weather site work, we recommend usinQ "clean" fill, which reters to soils that have a fines content of� perc�nt or less (by wei;ht) passing a L'.S. No. 200 Sieve based on that portion passin� a U.S. No. 4 Sieve. Structural fill should be placed ove: a properly pregared sub�ade, as discussed above. S�-uctural fill should be placed in 8-inch maximum loose lifts. Each 1ift should be compacted to at least 9� percent of the laboratory maximum dry density, usin� :�STIv1:D-1��7 as the standard. Preload Considerations The near-surface site soils are typical of those encountered in the Renton area and consist oi alluvial deposits includin� soft to medium stiif silts and loose sands. Interbedded peat deposics are ofren encountered in the alluvial deposits but were not encountered in our test boring. In order to reduce post-construction sertlements, preloadin� is typically performed. ' Geae:ally, preloading does not eliminate all lonQ-term sertlement, but rather reduces it to within Zi�[�er Zeman .associates.Inc. 1390;33'°�veaue Niest,Sui�e :1' Lynnwood,Washington 98036 (425)i71 -3304 �aivat�on Ar.ny-N W U�visic:- Headquarters J-1391 Proposed Food Bank Warenouse/Office Building: 206 South Tobin Street � May 31,2002 Renton, Washington Page 5 acceptable ranges. A pile foundation system would be required to eliminate all settlements within the life span of the proposed building. The amount of post-construction settlement to be expected with any preloading pro�am depends on several factors including: heiaht of the preload, duration of the preloading, subsurface soil characteristics, and anticipated building and site loads. Ideally, a preload should be heavier than the long-term floor loads, and should be left in place such that the monitored settlement rate reduces to within acceotable limits. � Prior to preload placement, we would recommend stripping of the site veaetation and toosoil as discussed in the Site P:eparation section. After site stripping, we recommend that sertlement plates be installed on the subarade prior to placement of any additional fill. In the ares of the base:nent or the existina residence, after demolition and structural fill placement to site arade, the settlement plate in this area �vould be installed at site Qrade. The purpose of the settlement glates is to monitor the ;ate and amount of settlement of the site soils due to the ioads of the preload fill. The base elevations and readings of the settlement plates should be performed by a licensed surveyor. We recommend that the settlemeat plates be measured at least once a week. The readinas should be fonvarded to ZZ� se we mav assess settlement conditions. A11 permanent fill must be properly olaced and compacted as recommended in the previous sections of this repon. Preload till should consist of sand and/or orave! and may be placed with nominal compaction above the permanent fill. The outer edges of the preload fill pile should be sloped no steeper than 1.�H:1 V (Horizontal:Vertical). A steeper slope of 1 H:1 V � mav be used if the preload fill pile is orotected with a visqueea or plastic sheet cove:. Also, placement of the preload should be at least 10 feet from any existin� buildings or settlement mav occur. � �i e understand the buildinQ will not have a dock-heisht floor and will Qenerallv be at existin� site �rade. We recommend a preload fill pile approximately 2 feet above the proposed top of slab. We are of the opinion that ii the preload fill is placed two to three weeks prior to the stan of conscruction, diffe:ential settlements due to residual �ound settlement will be within tolerable limits for the proposed project. To confirm actual settlement rate, survey data from the sertlemeat plates will be reviewed. Foundations The proposed structure mav be supported on conventional spread footings. These footings should be founded on a zone of compacted srructural fiil extending down approximately ? fe�t or one footin� width, whichever is �eater, below the bottom of the foorinQ. All structural fill shoula be compacted to the minimum levels previously recommendedv in this report. Continuous wall footings should have a minimum width of 18 inches while individual column tootin�s should have a minimum width of 24 inches. Exterior footin;s should pene�ate at least 18 inches below adjacent slab or �ound surf'ace (whicr�ever is lower) for frost protection. Interior footinQs should extend at ieast 1? inches below adjacent ;rade. �per Zeman �ssociates.inc. 18905 33i°Avenue West,Suite l 17 Lynnwood,Washington 98036 (425)77l -3304 . Salvation Am1y-�1W Divisic.. .:Headquarters - J-1391 Proposed Food Bank Warehouse/Office Building: 206 South Tobin Street May 31,2002 Renton,Washington Page 6 Spread footings supported in the manner recommended above may be designed with a I maximum allowable bearin� pressure of 2,000 pounds per square foot (ps�. This allowable bearin; pressure may be increased by up to one-third to accommodate seismic or wind loads. Earth pressures and base friction values are presented in the retaining wall section of this report. i As the site soils are silty, site work in the presence of water or during wet weather may � disturb the bearing strata. The contractor should avoid disturbance of the bearing soils and limit ' traffic across the prepared subgrade during wet weather. To minunize disturbance associated ! with foundation form work and reinforcement bar placement in wet site conditions, the use of a � "mud-mat" (a thin 2- to 3-inch layer of lean concrete) or a quarry spall workinQ blanket may be � required. ; Assumin� the foundation elements are founded on the prescribed bearing strata, we anticipate that total settlement should be on the orde: of 1 inch or less with differential settlements on the order of 0.� inch or less over a distance of 3Q fe�t. If disturbed or sofr I materials are left within or beneath the footin� areas prior to concrete placement, future settlements may be greatly inc:eased. For those reasons, the condition of the footinQ subgrade � should be evaluated by ZZA prior to concrete placement, to determine that the bearing soils are � undisturbed and consistent w•ith those conditions assumed during design. i Floor Slab Considerations We understand that concrete slab-on-Q;ade floors are planned. The subgrade in siab areas � should be prepared in accordance with our previous site preparation recommendations. We ' recommend that the floor slabs be supported on at least 12 inches of structural fill compacted to � at least 9� percent relative densitv (_4STVI:D-15�7). We recommend that the floor slab be � underlain by at least 4 inches oi crushed rock to function as a capillary break and workin� surface. The fines content oi the capillary break material shouid be limited to 3 percent or less based on that soil fraction passing the li.S. No. 4 sieve, with at least �0 percent retained on the L.S. No. 4 sieve. :�n impervious moisture barrier (Visqueen) should also be urilized to provide additional protection a�ainst dampness. Two inches of clean, moist sand should be placed above and below the Visqueen. It may be necessary to install a drainaae blanket beneath the on-arade floor slab. We recommend that the possible need for an underslab drainage blanket be evaluated based on the subsurface conditions encountered durin, construction. Retaining Walls The recommended earth pressures are presented as an equivalent fluid unit wei�ht and are based on the assumption that the wall backfill will cor�sist of eranular material without the . buildup of hydrostatic pressures behind the wall. v �nQer Zeman Associates.Inc. 18905 33"Avenue West,Suite 1 I' Lynnwood,Washing�on 98036 (425)77! -3304 5atvation Army-�1W Divisi�-:�,lfieadquarters J-1391 I' Proposed Food Bank Warehouse/Office Building: 206 South Tobin Street May 31,2002 I Renton, Washington Page 7 I All wall backfill should consist of free-draining �ranular material with drainage , provisions as discussed in the subsequent Drainage section of this report. We recommend that at least two feet of free-drainin; backfill be provided against the back of the retaining walls, extendin; up to within 12 inches of the ground surface. The free-draining backfill should contain less than 3 percent fines (minus U.S. No. 200 sieve fraction) based on that soil fraction I passing the U.S. No. 4 sieve fraction. A relatively impermeable silty soil should be used to cap the upper 12 inches to provide a barrier to minimize surface water i�ltration. For a horizontal backfill surface, cantilevered walls may be desi�ned for a triangular I active or at-rest earth pressure distribution usin� an equivalent fluid weight of 3� and �0 pcf, I respectively. The above equivalent fluid pressures assume that the backfill is compacted to about I 90 to 9'' percent of the modified Proctor maximum dry density (ASTM:D-1>j7). Additional ! compaction near the wall will increase latera( earth pressures, w•hile a lesser degree of compaction could permit excessive post-construction serlement or the wall backfill zone, I�i allowin� for poteatially adverse settlement of ut;lities or structural elements supported on the i backfill. Surcharaes due to slopin� �round, adjacent footir.�s, vehicles, construction equipment, � etc., must be added to these values. Foundations rnay be desi�ned usina an allowable base friction value of 0.3�. We also � recommend using an allowabl� passive earth resistance value of 2?5 pcf, equivalent fluid pressure. Draina�e Considerations Site arades should allo�v for positive drainaae awav from the proposed structure. The Qround surtace should be sloped dow-nward and away from the structure so that ruri-off may be carried to a suitabie dischar�e facility. Positive draina�e should be provided behind retainin� walls or stem walls where the floor level is at or below adjacent Qrade by placinQ a zone of fre�-drainin� sand and gravel containina less than � percent fines (material passin� No. 200 sieve) aaainst the wall. The drainage zone should be at least 18 inches thick(measured horizontally) and extend from the base of the wall to w�ithin 1 foot of the finished around surface behind the wall. The upper foot of wall backfill should consist of fine-arained structural fill compacted and �aded to drain surface water away from the wall backfill zone. Rigid perforated drainpipe having a minimum diameter of 4 inches should be embedded within the free-draining material at the base of the wall along its entire len;th. This drainpipe should discharge into a tightline leadin� to an appropriate collection and disposal system. Roof and surface runoff should not discharge into the footin� drain system. Instead, a separate ri�htline drain system should be used. We recommend that the building be encircled wich a perimeter fooring drain to collect seepage water. T'his drain should consist of a perforated pipe within an envelope of pea �ravel or washed rock, estending at least 6 inches on all sides of the pipe. The �avel envelope should be wrapped with filter fabric to reduce the miaration of fines from the surrounding soils. The drain invert should be installed no more than 8 inches above the base of the perimeter footin�s. At ' �,j�per Zeman .4ssociates.Inc. 18905 33"Avenue Wa[,Suite l 17 Lynnwood,Washington 98036 (4?5)i71-3304 . Salvation Army-NW Divisio.����-ieadquarters J-1391 Proposed Food Bank Warehouse/O�ce Building: 206 South Tobin Street Ivlay 31,2002 Renton, Washington Page 8 appropriate intervals such that water backup does not occur, the drainpipe should be connected to a ti�htline system leading to a suitable discharge. I Earthquake Considerations � Based on the subsurface conditions observed in the test borin� at the site and published � �eoloQic literature, it is our opinion that a Soil Profile Type of So per Table 16-J of the 1997 � Uniform Buildin� Code be used in the desi�n of the proposed food bank warehouse/office buildin�. This desiQnation describes soils that are considered stiff with average shear wave ' velocities between 600 to 1,200 feet pe: second, Standard Penetration Test values between 15 to �0, and undrained shear stren�ths of 1,000 to ?,000 pounds per square foot, for soils within 100 � feet of the surface. Liquefaction can occur when a saturated, tvpically �:anular soil loses stren�th during vibratory shakinQ such as that aene:ated by a strona earthQuake. The liquefied soii is susceptible to loss of bearin� capacity and tateral deformation because it does not provide much shear resistance. Soil liquefaction can result in the loss of bearina capacity for structures and foundation and slab-on-arade floor dama�e by differential settlement or lateral spreading. Liquefaction potential has been iound to be �reatest where the aroundwater level is shallow and loose sands occur witnin a death of about 40 �eet or less. Liquefaction potential decreases with increasing density, Qrain size, and c;ay and �ravel content, but increases as the �round acceleration and duration of shakin� inc;ease. We used the aenerally accepted procedures by Seed and others to assess the potential for liquefaction of the subgrade soils. Based on the Seed and othe:s method, the loose to medium dense sand observed between ^.� and 13.� feet (when below the water table) and betwe�n 28.� and 33 feet, in the boring is considered moderateiy to hiQhly susceptible to liquefaction. Based on the thickness of the Ioose to medium dense sand in the borinQ, we estimate that liquefaction induced settlements caused by funzre seismic events could be on the order of 2 to 4 inches. The intensiry and duration of future earthquakes will significantly influence the amount of liquefaction-induced settlement. Several mitigating measures can be used to reduce liquefaction-induced settlements includin� supporting the building on piles (or piers) that extend below the liquefiable soils, or by reducing the potential for these settlements using various soil improvement techniques on the Iiquefiable soils. However, it has been our experience that building owners in this area are typically willin; to accept the risks associated with these settlements for economic reasons. VV e are available to provide additional recommendations for mitigating liquefaction-induced settlements, if requested. CLOSURE The conclusions and recommendations presented in this repon are based on the literature review, our surface reconnaissance and the limited explorations accomplished for this study. The number of esplorations, the location, and depth of the explorations for this study were ' �ooer Zeman Associates,inc. 18905 33e0�venue Wuc,Suice I 17 Lynnwood,Washington 98036 (425)771 -3304 �atvauon Army-NW Divisic -::'.;Headquarters J-1391 � Proposed Food Bank Warehouse/Office Building: 206 South Tobin Sueet May 31,2002 Renton. Washington Page 9 completed within the site and scope c�nstraints of the project so as to yield the information necessary to formulate our conclusions and recommendations. The inte2rity and performance of the foundation systems at this site depend greatly on proper design, site preparation and construction procedures. Field judgement by a qualified en�ineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide aeotechnical en�ineering and inspection services durin� the earthwork and ioundation construction phases of the project. If variations in I the subsurfac� conditions are observed at the time of construction, we would be able to provide I additional �eotechrtical enoineerina recommendations to the contractor and design team in a ; timely manner as the project construction progresses. � We appreciate this opportur.itv to be of secvice to vou, and woutd be pleased to discuss the contents of this report or othe:aspects of the project with vou at your convenience. ' Respectfully Subrnitted, �� j�'�,��, ZIPPER ZENI.�N ASSOCL4TES, IIvC. � c wT.s�,, r`w, �4' O�+` ,VG' %�� I e• e�.�. � ���-� , -��.� � � �.� 713r l�� :.�. C �, , ,� S ��r�""'` Cun R. Thompson, P.G �� �� l:_ � J �� 1���� /:�'� Proje�ct Geolo�ist �� ?n ^aGJ,.��, r� � ,t. -C i.S i„ �/ , ,:,, J.c�� .�`.� �1 '"h',".L "��,,'� . ,. 4 ♦ � EXPI�ES </3l=0i�� _-- James B. Thomoson, P.E. Principal Enclosures: Figure 1 — Site and Exploration Plan Appendix A- Field Exploration and Laboratory T�SiIIla �i�oer Zeman .4ssociates.Inc. 13905 33'°Aveaue Wes�,Suiie :;; Lmnwood,Wazhington 98036 (425)171-3304 � EXISTING � I EXISTING APARTMENT BUILDING (1-STORI� ( ; APARTMENT � BUILDING I � � i (2-STORI� I . � �' , � � PROPOSED BUILDING I I � - � �-.—.. OUTLINE � i � T � ' � u �� � - - — � j I i i � I � 1 _ ' � � �� E" tii•. I�� i � i I I .. �.i I Z i`III�� ��\1 .t r� i' •r� _ �.^ ' �, � ' � � � I I � �J� — I�F�_ �=.�� 1 ' I _ I ,� %iaF.�U�'� I I , -� �i ;-, �-� - - --- - - — �� � °� � � � I I i 3.v9L . A I . � I � i iL i i 71 ;SL I 3L i SL � i , C I ' I I I �m � r_J l._� �� J - L�� _ - � ����� �\ —�— I ^� O J�i I ( _ � 1 I ^ — OI ' _ �,V�'�� '� —� I " ' I . � .l I ��! .' 1 �r � .� � . . i � � j I �j'J �' �u�r s�rtrnw �, , I � � , �:� � �� � � _ � � � � t � r- --_ - '__ ^ � �� � � ` '� � ' �� � � � ��� ; I � c ' �I i� � �1L . 3ai5L � u ;u u °� e '�� ______ `, ./� i _ i , rlil�( � � ��I I �i I i . . i i � ' �' � --- --- - _ � -y_ ��'•, ,�c;�Qeuz��` ;��. I ' I'�� i , , i � i l _i � ' -- -- � � , , � �GC v ��� 1 ; �� ;- I i I� i � � �' __-j, --_�, a�ILET SN0.�nnc 8',�,# I I � 1 I �,� �� � i �� ;I , � � �� ' r i A� I ��7I � I np � i � 3 l ' SI 11� �� '_^ �_� �" +�,r I ' � i� I =� I � I � I ( � ' ' I , { I W O i r'� 'V 1 � i ��i�l cp � ��-.I� I I �\ a ' � i � �� � � � ;!1 i s�isL �3L i!L i �71 i , �� . �''�' ' , , '�+ � i( � o r . � ,. _� �_ �_� � `-�-;--�� , � , J. I � . � � �� . . � I //� � n� � I I� !� u � �i / II � � , �,Ly� I I , I � y/ Q � I I ?AlLET3NB.NW � � f �: � � � I� I i � J -L�- � i ' � I V � � ; { I '� I ./v --- � �� . I i � ` I i J i �� � , : ' � � I ,I ; r ' `;-j%I '' � ' i ;�ov�� i i I 1 I ! i I I �; i. '� I i I � ❑i i ❑�ravQtE�1"""wi"a I r_";�1 � I i ;' � � � � � L1 i i i Q � ! i J � I i �I '' ' -----------------------r- ------- ---- , ---r�------� �cca�venacveJ I � R i � I �'_' U I '�"_�-_�� =cca ur��acv� �,�+-�i � I ' I C � • _ i � i , `�– � , � _ � � � �, � j� O , _, ' .H � � �j �-- �� ; s c� � i � i p � � ; � � � � � � � ' ' i , . � � ; : � � i r �,� e � � �, ; i, ;� i � i ; �' � � i � j � ` � i a �/� i � � 'i ! , i � I , , ,/,� I � � � � � � � � � � � ` � ' � � � � ° ,'' � � � ��. � � ; iPROPERTY ' � � i ; PREL`NIWARY: NOfT FOR � iV OR�C4f�1STRUC�ION i�tA�' 02 � j �; � � � CORNERS ' I � i � I � , ; I � ; `i --� � � � � �i � : � � � � ! ; I I ► � � ; � �! i, , � � , .; � �: ; ; � � � � : �,.—.. .. .. -----� , fi. I� , ; i I .., ` i � ; ; � ; . � , ,o��r ' � ! � ; ,5�-a° I � i , EXISTING CYIU BUILDING ; �—' : ; I 1 i � ' : � � � � � ; 9asemao DWG File�rovided 6y Stickney, Murphy,Remine A�itec:s. • Zipper Zeman :�ssociates.Inc. Proje�No: J-�39i =GCD 9A.NK'NAREHOUSEr'OF�iC��UILDING LEGEND: � 20 � Gzecec;����� and Environmental Consul6ng 206 South Tobin Street B-1 AFPROXiMATE BORING ` c Crawn by: J.Guncan Renton, 'Nasnirc�tcn S APPROXIMATE SCAL..IN FE�i LOCATION AND NUMBER 1890� 33rd Avenue�Nest, Suite 117 Date: �+Fril 2002 FtGURE 1 -SITE AND D(�LORATiCN PIAN �ynnwood, `Nashington 98036 Tele: (425� 771_3304 Fax: (425) 771-3549 g�le:As Ncted .,a,.a�w«:u,��y-:�.. l.,iv�si -;neaaauar[ecs J-1391 ' ' Proposed Food Bank Warebouse/0ffice Building:206 South Tobin S�ee: May 3 l,2002 ; Renron,V�%ashington ' APPENDLY A FIELD EXPLOR�TIOti'A1YD LABOR4TORY TESTI�IG � Our field esplorarion for this project included advancin� one boring (B-1) with a track- mounted drill rig on Nlay 10, 2002. The approximate exploration location (B-1) is shown on � the Site and Exploration Plan, Figure 1. The exploration locarion was determined by measuring distances from e:cistin� site features with a tiberalass tape relative to a site plan, referenced on Fi?ure 1. As such, the explorarion location should be considered accurate to the degree implied by the measurement method. The followina sections desc::be our procedures associated with the exploration. The descriprive loa of the e:cploration (B-1) is enclosed in this appendix. �, � Soil Boring Procedures Our e:cploratory borin�, B-1 was advanced with a hollow stem auge:, usin; a tcack- I rnounted drill ri� operated by an independent drillin� company workin� under subcontract to our fum. An experienced en;ineering aeolo�ist from our firrn continuously observed the boring and lo�ged the subsurface conditions encountered, and obtained representarive soil samples. All I! sunples were stored in moisture-�i�ht containers and transported to our laboratory for further visual classification and testin�. Throu�hout the drillina ope:atior., soil sar.zpies were obtained at �.�- to �-foot depth inte:vals by means of the Standarc Peaetraiior.Test (_�ST�I: D-1�86). This testin� and samplina I procedure consists of driving a standard 2-inch outside eiameter steel splii spoon sampler 18 inches into the soil wi:h a 140-pound hammer free fallin� 30 inches. The number of blows required to drive the sampler throu;h each 6-inch inte:val is recorded, and the total number of blows struck during the final 12 incnes is recorded as the Standard Penetration Resistance; or "blow count" (�i value). If a total oi�0 blows is struck within any 6-i�zch interval, the drivina is stopped and the blow count is recorded as �0 blows for the actual penetration distance. The resulting Sta.*�dard Penetration R�sistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring log describes the vertical sequence of soils and materials encountered in the borin�, based primarily upon our field classifications and supported by our subsequent laboratory exami.nation. Where a soil contact was obse:ved to be ;radational, our log indicates the ave:age contact depth. Where a soil type changed betweea sample intervals, we inferred the contact de�th. Our 1og also �aphically indicates the blow count, sample type, sample number, and approximate depth ot each soil sampie obtained from the borin�. If any groundwater was encountered in a borehole, the approximate groundwater depth, and date of obse:vation, is depicted on the lo�. Groundwater depth estimates are typically based on the moisture content of soil samples,the wetted portion of the drillin� rods, the wate: level measured in the borehole afre: the auQer has been extracted, or�rouQh the use of an observarion well. �iooer Zem3n 4ssoci�tes Tnc I8905 33iO Avenue West,Suite 1:' Lynnwood.Washington 98036 (425)�7: -3304 „_................�-., ,. �.,��i�� }.,�su�u��cn J-1391 � Proposed Food Bank Wareh�..�e/Office Buiiding: 206 South Tobin S�ee; - May 31,2002 Renton, Washington LABORATORY TESTI�i tG PROCEDURES :��1D RESliLTS A series of laboratory tests were performed during the course of this study to evaluate the indes and geotechnical properties of the subsuriace soils. Descriptions of the types of tests performed are �iven below. Visual Classification Samples recovered fr�m the exploration location were visually classified in the field durin� the exploration pro�'am. Representative portions oi the samples were carefully pacicaged in moisture ti�ht containe:s and transported to our laboratorv whe:e the field classificarions were veriried or modined as required. Visual classifcation was Qenerally done in accordance with the Unitied Soii Classification system. Visual soil classification inciudes evaluation of color, relative moisture content, soil rype based upon arain size, and ac:.essory soil types included in the sarnple. Soil classitications are presented on�he borin� log in this appendix. Moisture Content Moisture content dete:minations we:e pe:forr:ied en representative samples obtained from the exploration in orde: to aid in identitication and correlation of soil types. The determinations were made in aeneral accordance with the test procedures described in ASTiV1: D-2''16. The results are presented in this appendix. Grain Size Anaivsis A a:ain size ar.alysis indicates the ran�e in diar.leter oi soil particles included in a particular sample. Grain s:ze analyses were perrormeC on a representative sam�le in �eneral accordance with ASTNI:D-�22. The :esults af the Qrain size determinarion for the sample �vas used in classification of the soils, and is prese^ted in t�is app�ndi;c. Ziooer Zeman Associates.Inc. :8905?3'”Avrnue Wcst.Suite i:? Lynnwood.Waznington 98036 (4�)',%1-3304 PROJECT: Proposed Food Bank � ahouse/Office Building JOB NO. J-1391 BORING B-1 PAGE 1 OF y Location: 206 South Tobin Street. Renton,WA Approximate Elevation: � Soil Description m � � Penetration Resistance ; � L a a c� °7 � Q � °f I oN � N Z � � Standard Blows per foot Other � � 0 10 20 30 40 50 Z ~ urtace grass overtopsou . , ---------------------------------------------------- S-a � � � � : , . , y -------- - - - - - - - -,- - ; - -; - - - - - - -- - --- I MeQium stiff,moist mottled brown-gray,sanay SIL' .__-^__ � I - - - -- - - -- -- --- -- - - - - -- - - - - wim Vace rootlets and interoedded silty,fine SANO. --_-� S_� . � 5 - - - - - - - - - -- - - -- -- - - - - - - - -- I - ----------------------------------------------------- 0 ____ _ - - - - - - - - - - - - - - - - - - - - -- - -- - Loose,moist brown,gravelly SAND with some silt ar.tl g_� � � a GS interCeCdetl silry SANO wdh some gravel. _.� _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ __ _ _ _ _ _ _ _ i ---------- - - - - - -- -'- - - - -- --- -- - - - - - -- T_ - - --------------------------------------------------------- --- - - - - - - - - -- - - --- - - - --'- - --- I � S�3 ATD � ' . '� I _- _�-- - - - - - - - -'- - - - -- - -- - - - - - - - - - 10 - - - - - - - - -�- -- --- ---- - - - - -- I Medium der,se,wet,brown,g2velly SANO with Vace:o � - -, some sitt I - S"; , � � 14 -----i--- - --- - - - -�- --- -- --- -- -- -- - - - I ----------- - - -•- - - - -•- - - - -- - --- - --- - - - - ---------- - - - --- - -- -- -------- - - - --------------------------------------------------- , ------------- - - -- - - - - - - - - --- -- - - - - - - - -- 1� � I -- -- - - - - - - - -- ---- -- - - - - --- - - -- Dense,wet.brown,grevelly SAND�.vith��ace to scme __-_ S-� ; � _ 3E silt and interbeaced cne to mecium SAND. ------ - - -- - - ---- -- - -- - - - - -- ---------------------------------------------------- 20 __ -- --- - - • - ---- - - - - - - Dense,wet, brown,�ravelly SAND with scme siit and gb � 3� interoedtletl sanoy SILT. __�__ - - - - - - - ---- - - -- -- - -- ---- _._ '' ''�_' � __'_ J_'___t_ _ __ - Medium cense,wet,brown,fine to meCium SAND wnth � some coarse sand,gravei anC traca silt - --- - -- -- -' -'`' ''' '- - -'- ' '' ' ------- � � � 25 • ��planation o �o �c sa <o so � Moniioring Well Key IZ-incn O.D. split spoon sample � C�ean Sand Moisture Content � 3-inch I.D Shelby;ube samole � C�tt1f155 Plastic Limrt Natunl Liquid 4mrt i � � � No ;iecover� � Aentonite � � . � Grcut vroundwater�evel at time or drl(ing �� or date of ineasurement - Screened Casing Zipper Zeman Associates, Inc. BORING LOG Figure A-1 Geotechnical 8�Environmental Consultants Date Drilled: 5/10/02 Logged By: CRT PROJECT: Proposed Food Bank 1r.,.�ehouseJOffice Building JOB NO. J-1391 BORING B-1 PAGE 2 OF 2 Location: 206 South Tobin Street, Renton, WA Approximate Elevation: _ Soil Description � Penetration Resistance H �' d d C7 � /� d Q V G a C d : � - G...:. 7 ^ Q � � N Z � � Standard Blows per foot Other � � 0 10 20 30 40 50 Z ~ Meawm tlense.wet,brown,fine t0 meCium SAND�nnth S_� , ; . 28 some coarse sand,gravel and trace silt. __________� � 30 --- - - - - - - - - - - - - ---- - - - - - - - - - - Loose;o meCium aense.�.vet,�rown,fine to meCium S-d � � �� SANO wrth some silt ro sdty wlth trace qarse santl and ____ _____ _ _ _ _ _ _ _ _ _ _ _ _ _ __ __ _ _ _ _ _ gravel. � � ---r—� - - - -- - - -�- ------ -- - -- - -- - -- 35 � ls-e ' ♦ sz ----i� - - - - - ---�--� - --- -- - - - - - - - - - Dense,wet.�rcwn.gavelly SAND anth;rece to s�me �- ; silt ------------ - - - - - - - -�- --- �---------- - - -�- - - - -i---- -- --- - - - - - - - -- ------------- - - - - - - - -- - - - - -- -- - - - - - - - - - GQ � I' ----- - - - - - - - - -- -- -- - - - - - - - -- - - - I S-1C , ' , 3� �;.. Bcnr.g c�mpietec at-1.�faet c�5li01d2. �— � - - - - - ----- - - - - - - - - - - - - - - -- ' GrounCwater seecage coserved at 8.5`e=:a:t:me ct -------------- cnllinc,. ds -------------- - - - - - - - --- - - - - - - - - - - --- - - - �� Explanation c ,c �. �o .., so I 1�lcnitor,ng Well Key 2-;nch G.D. spiit spoon samofe - C1ean Sard Moistu�e Content � J-1t1C� L� Shelby tube samole � CUttInC�S ?lastic!imrt Natunl LiawC L:mit I � � No Recove.ry � Bentonite � • , I . � Grout Groundwater level at:ime of driliing A�° or date of ineasurement = Scre=ned Casir,g Zipper Zeman Associates, lnc. BORING LOG Figure A-1 Geotechnical 8� Environmental Consultants Date Drilled: 5/10l02 Logged By: CRT � GRAiN SIZE ANALYSIS Test Results Summary ASTM D1140 SIZE OF OPENING IN INCHES U.S.STANDARD SIEvE SIZE HYDROMETER 3r iz' e- r ,v2- ya• ue- . �a zo 4a so ,ao �oo 10 I I I I (� Ili � i � �Illil I I�I I I � I I III ! I I IIII ' I I II ! I 1I I 9 , ; , , , I , I i . ( I I ! 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I , , il : ; � : , i , � ; 1 C00.000 100.000 10.000 1.000 0.10G 0.010 0.001 PARTICLE SIZE IN MILLIMETCRS Coarse Fine Coarse Medium IFir.e Silt (Gay BOULDERS COBBLES GRAVEL SAND FINE GF2AINED Comments: Exploration Samole I Depth (feet) � Mois:ure (%) � Fines (%) � Description B-1 I S-2 5.0'-6.�' I 12 10.3 9�velly SAND with some siit PROJEC i NO: J-1391 PROJEC i NAME: Zinner Zeman Associates� Tn� DA?�oF ;iia;o2 Proposed Food Bank Geotechnical and Environmental Consulting ��TING: Wafeh0US2/OffIC@ EXHIBIT "H" SENSITIVE AREAS FOLIO ` � � � ,,,,,`�� ��` � ' , 1 � ' �1 1 : �. 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Soil Group (D) Per Figure 3.5.2A Predeveloped Condition Pervious Use "Meadow or Pasture" Therefore: CN = 89. Predeveloped Impervious is house and walk. CN = 98, however, buildings Redmond in 2003 will consider area Pervious. Post Developed Impervious (Buildina and Pavement.) CN= 9'� Post D� . _ ,� �� � . _ �. CN = 9�� Existing: 0.46 Acre Pervious 0. Acre Impervic�u;. Post Dev. 2381sf Pervious (0.05 Acre) 0.41 Acre lmperviou�. Predeveloped Storms: File Storm Peakflow Volume RFB2P 2 yr. 0.12 cfs 1716 cu-ft. RFB lOP 10 yr. 1.22 cfs 3021 cu-ft. RFB 100P 100 yr. 0.34 cfs 4557 cu-ft. Post Developed Storms File Storm Peakflow Volume RFB2D 2 yr. 1.21 cfs 2839 cu-ft. RFB lOD 10 yr. 0.32 cfs 4315 cu-ft. RFB 100D 100 yr. 0.44 cfs 5967 cu-ft. Tc =Lengths are very sma11 =will use min. Tc of. 6 min. � 100 yr. 0.44 cfs—0.34 cfs =0.10 cfs Increase , Typically, increases less than 0.5 cfs are exempt from flow control. However, as we have �_�i a down stream problem noted, the City will require that 100 yr. matched detention is �� provided (Per Raymond Vander Roset). Per HYD Routing Program All storm can be detained with a tank meeting the following: 4' � tank of length 38.7' (0.5' of which is dead storage). Flow splitter is 6-8" � stack. Bottom orifice is 1.88" QS Second orifice @ 2' stage has diameter of 2.19". � (Actual height is 2.5' above bottom of tank.) Therefore, actual tank length is design = 30%. 38.7' x 1.3 = 50.3' Say 50' of tank. OR, if greater cover is required, try 30"tank. 30" � tank has 6" of dead storage. Tank calculated at 93' of tank w/6" riser stack. Bottom orifice of 2.17" � , Second orifice of 2.37" � at head of 0.9' or 10.8" 2 yr match — 100 yr match. ��% 10 yr is plus 2 hundredths of a cfs. While not ideal, this is considered within tolerance. � Total 30" � tank is 93 + 30%. Therefore, tank length must be 121' long. Type 2 CB's will be considered part of this length. ; l_ � � , . � � I __ i � � coMPUTER cALCULATIo�s � I:ING COL�T�'DEPARTI��fE\T OF PUBLiC ��'ORKS Surface Water Management Division HYDROGRAPHPROGRAMS Version 4.21B 1 -INFO ON THIS PROGRAM 2 -SBUHYD 3 -MODIFIED SBUHYD 4-ROUTE 5 -ROUTE2 6-ADDHYD 7-BASEFLOW 8-PLOTHYD 9-DATA 10-RDFAC 11 -RETL7RN TO DGS ENTER OPTION: 2 SBUH/SCS METHaD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 -S.C.S. TYPE-lA 2-7-DAY DESIGN STOR1�4 � 3 -STORM DATA FILE SPECIFY STORM OPTIO\': � 1 � S.C.S. TY"PE-lA RAII�FALL DISTRIBUTIOI� ENTER:FREQ(YEAR),DURATION(HOUR),PRECIP([VCHESI 2 24 2.0 ---------------------------------------------------------------------- ******************** S.C.S.TYPE-lA DISTRIBUTIO� ******************** ********* 2-YEAR 24-HOUR STORM **** 2.00" l'OTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER:A(PERV),CN(PERV), A(IMPERV); CN(IMPERV), TC FOR BAS1N NO. 1 0.46890986 DATA PRI�1T-OUT: AREA(ACRES) PERVIOUS IiVIPERVIOUS TC(MiNUTES) A CN A CN .5 .5 89.0 .0 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRSI �"ni i�'t;-FT1 .12 7.83 1716 ENTEP. � ?,-,�_,i., ��1,�;.�� _ . .. I � ,�.� �� .� �r: ��: �f� ���; ii �`,1j>: ii�i � �I ��:'i'� at ;��-�I'll rfl��" _ SPECIFI': C-CONTI\UE,N-I�EVVSTORI�1, P - PRINT,S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), C�1(IMPERV),TC FOR BASII�NO. 2 .OS 90.41 98 6 DATA PRINT-OUT: AREA(ACRES) PERVIOL;S IMPERVIOUS TC(vIINLJTES) A CN A CN .5 .1 90.0 .4 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .21 7.67 2839 EN'I'ER[d:][path]filename[.ext]FOR STORAGE OF COMPUTED HYDROGRAPH: rfb2d SPECIFY: C-CONTINUE,N-NEWSTORM,P-PRII`T, S—STOP S.CS. TYPE-lA R.AINFALL DISTRIBUTIOV ENTER: FREQ(YEAR),DURATION(HOUR),PRECIP(I?�CHES) 10 24 2.9 --------------------------------------------------------------------- **************:****: S.C.S.T'YPE-lA DISTRIBUTIOI� ******************** ********* 10-YEAR 24-HOUR STORivt **** 2.90° TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CI�(PER��), A(IMPERV), CI�(I'�7PER�'), TC FOR BASIN\O. 1 .46 89 0 98 6 DATA PRINT-0UT: AREA(ACRES) PERVIOliS I�1PER�'IOC�S TC('�1I\L;TES) A CN A CN .5 .5 89.0 .0 98A 6.0 PEAK-Q(CFS) T-PEAK(HRSI ` .22 7.83 302 ENTF�, � � , _ ,,�� . . rfb 10E ��1 t�t<: .�a�rbi<'�}, ��\�l'Lx'4�),�ti:�ll�Lx��; ��ti�11��1t��h��, 1�� t�ul�t3:�51�� �tiu. ! 0.05 90 0.41 98 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MIIv'iITES) A CN A CN .5 .1 90.0 .4 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) VUL(CU-FT) 32 7.67 4315 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPLJTED HYDROGRAPH: rfb l Od S.C.S.TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR),DURATION(HOUR),PRECIP(INCHES) 100 24 3.9 --------------------------------------------------------------------- ********************S.C.S.TYPE-lA DISTRIBUTION******************** ********* 100-YEAR 24-HOUR STORVI **** 3.90"TOTAL PRECIP. ******** --------------------------------------------------------------------- ENTER: A(PERV),CN(PERV),A(IMPERV),CIv(IMPERV),TC FOR BASIN NO. 1 .46 89 0 98 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IVIPERVIOUS TC(MINUTES) A CN A CN .5 .5 89.0 .0 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) t'OLfCC-FT) .34 7.67 455? ENTER[d:][path)filename[.ert] FOR STORAGE OF CONIPliTEn Nl"nR(1�;R_aPH� rfb l 00p SPECIFY: C-CONTINUE,N-NEWSTORM,P-PRI?�T. S - S� c ------------------------------------------------------------------- ENTER:A(PER�., �-� ;nrn.-, ,;r�.r,r -,�-, ,-� ,r, � 0.05 90 0.41 98 ( DATA PRII�T-O AREA(ACRES) P�;RVIUt;� 1��4P�.RVIOUS �1C(��lINU1ES) A CN A CN .5 .1 90.0 .4 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .44 7.67 5967 ENTER[d:][path]filename[.ext]FOR STORAGE OF COMPLTTED HYDROGRAPH: rfb l 00d FLOW CONTROL DESING ; SUVI�4AR�'OF INPUT ITE�1S 1)TYPE OF FACILITY: TANK 2)TANK DIAMETER(ft), STORAGE DEPTH(ft): 4.00, 3.50 3)VERTICAL PERMEABILITY(min/in): .00 4)PRIMARY DESIGN HYDROGRAPH FILENA�IE: rfb100d 5)PRIMARY RELEASE RATE(cfs): 34 6)NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: rfb2d TARGET RELEASE(cfs): .12 TEST HYD 2 FILENAME: rfbl0d TARGET RELEASE(cfs): .22 7)1VLJtifBER-OF-ORIFICES, RISER-HE.AD(ft), RISER-DIAM(in): 2, 3.50. h 1' � � � . ' LV�1�:iZ I1 E��1 �L�1L�Lit�ll�LiL RL� I�i:U ���1 Lk LLIZU lr \U IZL���l�l� '�� � � � � 0 INITIAL STORAGE VALUE FOR ITERATin\Pi"RP(�SES ?2��C'i"_i BOTTOM ORIFICF .18 DIA.= 1.88 INCHES TOP ORIFICE: EI��1 I I�' I�E�:� �i i I �� 2 DIA.=2.19 INCHES 1TERATION COMYU 1_�llU� 13LG1�� TRIAL STOR-AVAIL PK-STA��l: TANK-LENGTH STOR-USED PK-OU"I FLO�� 1 195.5 2280 1175 1.66 .l2 2 148.2 1727 1062 1.95 .1: 3 119.7 1395 940 2.13 .19 4 100.2 1167 850 2.30 .21 5 86.5 1009 783 2.46 24 6 76.9 896 735 2.61 2G 7 70.0 816 699 2.74 .?? 8 65.0 757 667 2.83 ?� 9 61.1 712 637 2.89 .�9 10 57.9 674 613 2.95 29 11 55.2 643 594 3.01 .30 12 53.1 618 577 3.06 .30 13 513 598 564 3.10 .31 14 49.9 581 552 3.14 .31 15 48.6 567 542 3.17 .31 16 47.6 555 534 3.21 .32 17 46.7 544 526 3.25 .32 18 45.9 535 519 3.28 .32 19 4;,7 5?7 S13 ;,3Q ;� 20 44.7 520 �08 332 .33 21 44.1 514 503 3.34 .33 22 43.7 509 499 3.35 .33 23 43.2 504 495 336 33 24 42.9 499 491 338 .33 25 42.5 495 488 339 33 26 42.2 491 485 3.40 33 27 41.9 488 482 3.40 .33 28 41.6 485 479 3.41 .33 29 41.4 482 477 3.42 .33 30 41.2 479 475 3.42 33 31 41.0 477 473 3.43 .33 32 40.8 475 471 3.44 33 33 40.6 473 469 3.44 .34 34 40.4 471 468 3.44 34 35 403 469 466 3.45 .34 36 40.2 468 465 3.45 34 37 40.0 466 464 3.46 .34 ' 38 39.9 46� 462 3.46 .34 39 39.8 464 461 3.46 .34 40 39.7 462 460 3.46 34 41 39.6 461 459 3.47 34 42 39.� 460 459 3.47 34 43 39.5 459 458 3.47 .34 44 39.4 459 457 3.47 .34 45 393 458 456 3.48 34 46 39.2 457 456 3.48 .34 47 39.2 456 455 3.48 .34 48 39.1 456 455 3.48 34 49 39.1 455 454 3.48 .34 50 39.0 455 454 3.48 34 51 39.0 454 453 3.48 .34 52 38.9 454 453 3.48 .34 53 38.9 453 4S2 3.49 .34 54 38.9 453 452 3.49 34 55 38.8 452 452 3.49 .34 � 56 38.8 452 451 3.49 34 57 38.8 452 451 3.49 .34 58 38.8 451 451 3.49 34 59 38.7 451 450 3.49 34 60 38.7 451 450 3.49 .34 61 38.7 451 450 3.49 .34 62 38.7 450 450 3.49 34 PERFORMANCE: INFLOW TARGET-OUTFLO�V ACTUAL-OliTFLOW PK-STAGE STOR�GE DESIGN HYD: .44 .34 34 3.49 450 TEST HYD 1: .21 .12 .12 1.60 220 TEST HYD 2: .32 .22 .23 2.43 340 SPECIFY: D-DOCL"I�4EI�T, R- RE\'ISE, A -ADJUST ORIF. E - EtiLARGE. S-STOP �['\1�t-�R1'C1F I\Pi T ITF�1S � i)TYPE OF FACILITY: TANIC 2)TANK DIAMETER(ft), STORAGE DEPTH(ft): 2.50, 2.00 3)VERTICAL PERMEABILITY(min/in): .00 I, 4)PRIMARY DESIGN HYDROGRAPH FILENAME: rfb100d I 5)PRIMARY RELEASE RATE(cfs): 34 6)NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD i FILEIv'AME: rfb2d TARGET RELEASE(cfs): .12 TEST HYD 2 FILENAME: rfbl0d TARGET RELEASE(cfs): .22 7)NLJMBER-OF-ORIFICES,RISER-HEAD(ft),RISER-DIAM(in): 2, 2.00, 6 8)ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED(ENTER ZERO IF NO REVISIONS ARE REQUIRED): BOTTOM ORIFICE: ENTER Q-MAX(cfs) .18 DIA.=2.17 INCHES TOP ORIFICE: ENTER HEIGHT(ft) .9 DIA.=2.37 INCHES ITERATION COMPUTATION BEGINS... TRIAL TANK-LENGTH STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 541.6 2280 1076 .84 .12 2 398.6 1678 941 .99 .17 3 311.2 1310 834 1.13 .21 4 254.7 1072 769 1.27 .24 5 218.7 920 707 1.37 .25 6 193.4 813 660 1.46 .27 7 175.2 737 625 1.53 .28 8 161.9 681 598 1.60 .29 9 152.0 639 574 1.65 .30 10 1443 607 554 1.69 30 11 138.0 580 537 1.72 30 12 132.8 558 522 1.74 .31 13 128.4 540 509 1.76 .31 14 124.8 525 498 1.78 .31 15 121.6 511 489 1.80 .32 16 118.9 500 480 1.82 .32 17 116.6 490 473 1.84 32 18 114.5 482 466 1.85 32 19 112.7 474 460 1.87 .32 20 111.1 467 455 1.88 33 21 109.7 461 451 1.90 33 22 108.4 456 447 1.91 .33 23 107.4 451 443 1.92 .33 24 106.4 447 440 1.92 33 25 105.5 443 436 1.93 33 26 104.6 440 434 1.93 33 27 103.9 437 431 1.94 .33 28 103.2 434 428 1.94 .33 29 102.5 431 426 1.95 .33 30 101.9 429 424 1.95 .33 31 101.4 426 422 1.95 .33 32 100.9 424 420 1.96 .33 33 100.4 422 418 1.96 .34 34 100.0 420 417 1.96 .34 35 99.5 419 415 1.97 .34 36 99.2 417 414 1.97 .34 37 98.8 415 413 1.97 34 38 98.5 414 412 1.97 .;4 39 98.2 413 410 1.97 .34 40 97.9 412 409 1.97 34 41 97.6 410 408 1.98 34 42 97.4 409 407 1.98 .34 43 97.1 408 406 1.98 34 44 96.9 407 406 1.98 34 45 96.7 406 405 1.98 34 46 96.5 406 404 1.98 34 47 963 405 403 1.98 34 48 96.1 404 403 1.98 .34 49 95.9 403 402 1.98 .34 50 95.8 403 401 1.99 .34 51 95.6 402 401 1.99 34 52 95.5 401 400 1.99 .34 53 953 401 400 1.99 .34 54 952 400 399 1.99 .34 55 95.1 400 399 1.99 .3a 56 95.0 399 398 1.99 .34 57 94.9 399 398 1.99 .34 58 94.8 399 398 1.99 .34 59 94.7 398 397 1.99 .34 60 94.6 398 397 1.99 34 61 94.5 397 397 1.99 .3� 62 94.4 397 396 1.99 .34 63 94.3 397 396 1.99 34 64 94.3 396 396 1.99 .34 65 94.2 396 396 1.99 34 66 94.1 396 395 1.99 .34 67 94.1 396 395 1.99 34 68 94.0 395 395 1.99 34 69 94.0 395 395 1.99 .34 70 93.9 395 394 2.00 34 71 93.9 395 394 2.00 .34 72 93.8 394 394 2.00 .34 PERFORI�IANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .44 .34 34 2.00 394 TEST HYD 1: .21 .12 .12 .90 190 TEST HYD 2: 32 .22 .24 1.31 290 SPECIFY: D-DOCUMENT, R-REVISE, A-ADJUST ORIF, E-ENLARGE, S-STOP d PERFORMANCE: INFI,OW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN H�'D: .44 34 .34 2.00 394 TEST HYD 1: .21 .12 .12 .90 190 TEST HYD 2: .32 .22 .24 1.31 290 � STRUCTURE DATA: R/D TANK(FLAT GRADE) RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 2.00 FT' 2.50 FT 2.00 FT 93.8 FT 394 CU-FT ! DOUBLE ORIFICE RESTRICTOR: DIA(INCHES) HT(FEET) Q-MAX(CFS) ��, BOTTOM ORIFICE: 2.17 .00 .180 i TOP ORIFICE: 237 .90 .160 � ROUTING DATA: � STAGE(FT) DISCHARGE(CFS) STORAGE(CU-F"I') PERl�f-AREA(SQ-FT) .00 .00 .0 .0 ' .20 .06 .0 .0 .40 .08 83.7 .0 .60 .10 129.6 .0 .80 .11 176.4 .0 .90 .12 199.8 .0 1.00 18 222.9 .0 1.20 .22 267.9 .0 1.40 26 309.9 .0 �I 1.60 .29 347.4 .0 ', 1.80 .32 377.7 .0 ' 2.00 .34 394.9 A 2.10 .51 394.9 .0 2.20 .79 394.9 .0 2.30 .89 394.9 .0 2.40 .98 394.9 .0 2.50 1.06 394.9 .0 AVERAGE VERTICAL PERMEABILITY: .0 MINUTES/INCH SPECIFY: F-FILE, N-NEWJOB, P -PRINT IF/OF, R-REVISE, S-STOP � � � C/1 w Q � h � � � � a � w � � � COALESCING PLATE "Mpak" <�<� International DESIGN EVALUATION a §=�.F=3;�.��:; company CUSTOMER: SALVATION ARMY REFERENCE: RENTON FOOD BANK CUST REF: 100YEAR STORM DATE: 5/21/2004 CONTINUOUS FLUID IMMISCIBLE PHASE FLUID = WATER MATERIAL = Oil FLOW RATE (GPM) = 153 �-----�• TEMPERATURE (F) = 50 SPEC GRAVITY = 0.�: VISCOSITY (Cp) = 0 MEASURED @ DEG F = 5i DIS SLDS (K PPM) = 0 SPEC GR @ OPER TEMP = 0.88C VIS CF (1) = 0 VISC CF USED = 1.000 LOG NORMAL DIST VISC. USED (Cp) = 1.308 CONCENT- PPM = 10G SPEC GRAVITY = Q MEAN - MICRONS = 130 SPEC GRAV USED = 1.000 STAND DEV = 2.5 PLATE PACK CONFIGURATION PACKS WIDE (2)--NO = 4 NUMBER OF ROWS = � 1� TTL WIDTH--INCHES = 48 FLOW PATH, INCHES = 24 HEIGHT (3)--INCHES = 66 PLATE SPACING-IN. = 1/2 OUTPUT DATA PLATE/FLUID CHARACTERISTICS EFFLUENT CHARACTERISTICS FLOW RATE - GPM 153.00 Oil STACK FEET (4) 22.00 PPM "'—""'� 7.16 GPM/STACK FOOT 6.95 FRONTAL AREA- FT2 22.00 °/a REMOVED 92.8% PLATES VOLUME - FT3 44.00 GPM/FT2 FRONTAL AREA 6.95 SMALLEST DROPLET COMPLETELY VEL IN PL-FTIMIN 1.05 REMOVED (MICRONS) 48.6 RES TIME IN PLATES-MIN 1.90 PLATES/STACK FT 20.00 COLLECTION RATE, LBSlHR 7.11 TTL PLATE SURFACE, FT2 2640.00 -GAUHR 0.97 FT2/GPM 17.25 GPM/FT2 0.058 CRIT SIZE -MICR(5) 374.2 PRESS DROP- IN. WATER 0.005 REYNOLDS NO. IN PLATES 69.2 STOKES' LAW, FLOW(6) VALID % LAMINAR LIMIT 3.5% STOKES' LAW, PART (7) VALID NOTES: (1)VISC. CORRECTION FACTOR, FLUIDS OTHER THAN WATER, FRESH H2O=1 (2)WIDTH PERPENDICULAR TO FLOW I �- (3) HEIGHT OF PLATES, MUST ADD SUPPORTS FOR TTL. HEIGHT ', (4)ONE STACK FOOT=ONE FOOT OF PLATE=TWO CUBIC FEET I � (5)CRIT. SIZE IS LARGEST SIZE DROP FOR WHICH STOKES' LAW VALID (6) INDICATES STOKES'LAW VALID FOR LAMINAR FLOW BETWEEN PLATES {7) INDICATES STOKES'LAW VALID FOR PARTICLE RISE COPYRIGHT FACET INTERNRTIONAL,INC.VERSION 2.0 LICENSED COPY N0.001,FACET INTERNATIONAL REVISED: 8-7-01 Telephone: 800-223-9910 Fax: 918-272-8787 COALESCING PLATE "Mpak" ���� International DESIGNEVALUATION a �-_�--;���r-.�� company CUSTOMER: SALVATION ARMY REFERENCE: RENTON FOOD BANK CUST REF. 2YEAR STORM DATE: 5/21/2004 CONTINUOUS FLUID IMMISCIBLE PHASE FLUID = WATER MATERIAL = Oil FLOW RATE (GPM) = 54 �—�"' TEMPERATURE (F) = 50 SPEC GRAVITY = Q.88 VISCOSITY (Cp) = 0 MEASURED @ DEG F = 50 DIS SLDS (K PPM) = 0 SPEC GR @ OPER TEMP = 0.880 VIS CF (1) = 0 VISC CF USED = 1.000 LOG NORMAL DIST VISC. USED (Cp) = 1.308 CONCENT - PPM = 100 SPEC GRAVITY = 0 MEAN - MICRONS = 130 SPEC GRAV USED = 1.000 STAND DEV = 2.5 PLATE PACK CONFIGURATION PACKS WIDE (2)--NO = 4 NUMBER OF ROWS = 1 TTL WIDTH--INCHES = 48 FLOW PATH, INCHES = 24 HEIGHT (3)--INCHES = 66 PLATE SPACING-IN. = 1/2 OUTPUT DATA PLATElFLUID CHARACTERISTICS EFFLUENT CHARACTERISTICS FLOW RATE - GPM 54.00 Oil STACK FEET (4) 22.00 PPM -�-°~ � 2.26 GPM/STACK FOOT 2.45 FRONTAL AREA- FT2 22.00 % REMOVED 97.7% PLATES VOLUME - FT3 44.00 GPM/FT2 FRONTAL AREA 2.45 SMALLEST DROPLET COMPLETELY VEL IN PL-FT/MIN 0.37 REMOVED (MICRONS) 28.9 RES TIME IN PLATES-MIN 5.38 PLATES/STACK FT 20.00 COLLECTION RATE, LBSlHR 2.64 TTL PLATE SURFACE, FT2 2640.00 -GAUHR 0.36 FT2IGPM 48.89 GPM/FT2 0.020 CRIT SIZE -MICR(5) 374.2 PRESS DROP- IN. WATER 0.002 REYNOLDS NO. IN PLATES 24.4 STOKES' LAW, FLOW(6) VALiD % LAMINAR LIMIT 1.2% STOKES' LAW, PART (7) VALID NOTES: (1)VISC. CORRECTION FACTOR, FLUIDS OTHER THAN WATER, FRESH H2O=1 (2)WIDTH PERPENDICULAR TO FLOW (3) HEIGHT OF PLATES, MUST ADD SUPPORTS FOR TTL. HEIGHT (4)ONE STACK FOOT= ONE FOOT OF PLATE = TWO CUBIC FEET (5) CRIT. SIZE IS LARGEST SIZE DROP FOR WHICH STOKES' LAW VALID (6) INDICATES STOKES'LAW VALID FOR LAMINAR FLOW BETWEEN PLATES (7) INDICATES STOKES'LAW VALID FOR PARTICLE RISE COPYRIGHT FACET INTERNATIONAL,INC.VERSION 2.0 LICENSED COPY N0.001,FACET INTERNATIONAL REVISED: 8-7-01 Telephone: 800-223-9910 Fax: 918-272-8787 .c"< Facet COALESCING PLATE "Mpak" 4�� International DESIGN EVALUATION a �---����L}; company CUSTOMER: SALVATION ARMY REFERENCE: RENTON FOOD BANK CUST REF: MAXIMUM CAPACITY DATE: 5/21/2004 CONTINUOUS FLUID IMMISCIBLE PHASE FLUID = WATER MATERIAL = Oil � FLOW RATE (GPM) = 218 ��-�----� TEMPERATURE (F) = 50 SPEC GRAVITY = Q.88 VISCOSITY (Cp) = 0 MEASURED @ DEG F = 50 DIS SLDS (K PPM) = 0 SPEC GR @ OPER TEMP = 0.880 VIS CF (1) = 0 VISC CF USED = 1.000 LOG NORMAL DIST VISC. USED (Cp) = 1.308 CONCENT- PPM = 10d SPEC GRAVITY = 0 MEAN - MICRONS = 130 SPEC GRAV USED = 1.000 STAND DEV = 2.5 PLATE PACK CONFIGURATION PACKS WIDE (2)--NO = �—� NUMBER OF ROWS = 1 TTL WIDTH--INCHES = 48 FLOW PATH, INCHES = 24 , HEIGHT (3)--1NCHES = 66 PLATE SPACING-IN. = 1/2 i OUTPUT DATA PLATEIFLUID CHARACTERIS�ICS EFFLUENT CHARACTERISTICS FLOW RATE - GPM 218.00 Oil STACK FEET (4) 22.00 PPM �,,...o,.a.,.-� 9.99 GPM/STACK FOOT 9.91 ' FRONTAL AREA- FT2 22.00 % REMOVED 90.0% PLATES VOLUME - FT3 44.00 GPM/FT2 FRONTAL AREA 9.91 SMALLEST DROPLET COMPLETELY VEL IN PL-FT/MIN 1.50 REMOVED (MICRONS) 58.1 RES TIME IN PLATES-MIN 1.33 PLATES/STACK FT 20.00 COLLECTION RATE, LBSlHR 9.82 TTL PLATE SURFACE, FT2 2640.00 -GALlHR 1.34 FT2/GPM 12.11 GPM/FT2 0.083 CRIT SIZE -MICR(5) 374.2 PRESS DROP- IN. WATER 0.006 REYNOLDS NO. IN PLATES 98.5 STOKES' LAW, FLOW(6) VALID % LAMINAR LIMIT 4.9% STOKES' LAW, PART (7) VALID NOTES: (1}VISC. CORRECTION FACTOR, FLUIDS OTHER THAN WATER, FRESH H2O=1 (2)WIDTH PERPENDICULAR TO FLOW ' (3)HEIGHT OF PLATES, MUST ADD SUPPORTS FOR TTL. HEIGHT (4)ONE STACK FOOT= ONE FOOT OF PLATE = TWO CUBIC FEET (5)CRIT. SIZE IS LARGEST SIZE DROP FOR WHICH STOKES' LAW VALID (6)INDICATES STOKES'LAW VALID FOR LAMINAR FLOW BETWEEN PLATES (7)INDICATES STOKES' LAW VALID FOR PARTICLE RISE COPYRIGHT FACET INTERNATIONAL,INC.VERSION 2.0 LICENSED COPY N0.001,FACET INTERNATIONA� REVISED: 5-7-01 Telephone: 800-223-9910 Fax: 918-272-8787