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Home My WebLink About03401 - Technical Information Report ` � � Kenn dale Cafe � y �„ 1322 Lake Washington Boulevard SURFACE WATER TECHNICAL I NFORMATION REPORT March I 6, 2006 �� _� I � : � �.�'�j Prepared by: f, , � pF ��'�i�h�,;,:�� LPD Engineering,PLLG .=�� _ r 7936 Seward ParkAvenue South, ''`"' � t" ; Suite 100 � . ��;: 9 �� ` ~ Seattle,WA 981 18 �, .� � : � R 3833L t, �; Contact Steve Hatzenbeler,P.E. �j�.�cis��-fR4,`,`' j�..l (206) 725-121 I � � S�U��t. �::" ��Z�� ' Prepared for. EXPIF,ES 08r08 (d�� Pooi Brothers Construction PO Box 3023 Renton,WA 98056 Contact: Matt Pool ;;>;-,,�,_,,;;;� (253)405-3475 ��C��:4�"f , MAR 2 9 � ' ! Ii,�n�;ir`1��,,c��7>� ' � II ��r Kennydale Cafe 1322 Lake Washington Boulevard Surface Water Technical Information Report Table of Contents SECTION I: PROJECT OVERVIEW........................................................................1 SECTION II: PRELIMINARY CONDITIONS SUMMARY........................................2 SECTION III: OFF-SITE ANALYSIS........................................................................3 SECTION IV: RETENTION/DETENTION ANALYSIS AND DESIGN .....................4 SECTION V: CONVEYANCE SYSTEM ANALYSIS AND DESIGN........................5 SECTION VI: SPECIAL REPORTS AND STUDIES ...............................................5 SECTION VII: BASIN AND COMMUNITY PLAN AREAS.......................................6 SECTION VIII: OTHER PERMITS ...........................................................................6 SECTION IX: EROSIONlSEDIMENTATION CONTROL DESIGN .........................6 SECTION X: BOND QUANTITIES WORKSHEET, RETENTIONlDETENTION FACILITY SUMMARY SHEET, AND DECLARATION OF COVENANT.................7 SECTION XI: MAINTENANCE AND OPERATIONS MANUAL ..............................7 FIGURES Figure 1 TIR Worksheet Figure 2 Vicinity Map Figure 3(a, b)Soils Map and Legend Figure 4a Ofj'Site Analysis Drainage System Table Figure 4b OfJSite Downstream Drainage Map APPENDICES AppendiC A-Preliminan�Desigr:Documents Appendir B-Design Calculations Appendix C-Supporting Information �"'�''�;�;;;- � R E C�E i v,�-�� MAR 292;. h!. KING COUNTY SURFACEWATERTECHNICAL INFORMATION REPORT Kennyda.le Cafe - I 322 Lake Washington Boulevard Section I: Project Overview 'This Technical Inforn�ation Report is for the Kennydale Cafe project located at 1322 Lake Washington Blvd N in Renton, Washington. The TIR addresses the seven core and twelve special requirements of the 1990 King County Surface Water Desi�Manual(KCSWDM).A Level 1 downstream analysis is also included.Note that this report updates the prelinunary TIR submitted in January 2006. The proposed development is the construction of a 3-story mixed use building with associated parking and public open space. Given the topography of the existing site, a number of structural retaining walls will be , included in the proposed design. To minim;�e the impact on the steeper portion of the site to the east, ' proposed improvements are located as far to the west of the property as is feasible.The building has been sited ' fronring the street as encouraged by land use to facilitate pedesti-ian access and enhance the aestheric of the ' street. Existing site The existing site slopes up from a low point along Lake Washington Blvd westerly towards the Interstate 405 right of way. The slopes vary from 15%up to 40%and greater(Please note that a protected slope exemprion has been granted for ttus project).The site is in an Aquifer Protection Zone 2. The e�sting site is currently undeveloped; a building that was previously located on the site has been demolished, and the foundation remains. The site is vegetated with some mature 12 to 18-inch trees and an under story of blackberry and other invasive vegetation.The site soils are brown,silty sand overlying dense silt and fine sand The site soils invesrigation detemuned that the upper 3 to 8 feet of soil is relatively loose while the deeper soils are dense and characterized as highly moisture sensitive. According to the King County Soil Survey maps the site soils are Alderwood and Kitsap soils(AkF)(See Figure 3a&3b—Soils Map). Based on the surveyed topography and site observations, the existing site appears to drain via surface runoff from east to west across Lake Washington Blvd, with runoff from some of the area being directed to a catch , basin on private property northwest of the site, on the same side of the street. The roadway is super-elevated ' fronting the site and there is no ditch or drainage collecrion system along the east side of the road, so runoff leaving the site sheet flows across. ' Proposed site The proposed development will construct approximately 12,000 square feet(s� of impervious area subject to vehicular use. Parking lot runoff will be collected in catch basins and routed through a water quality treatment wetvault. Discharge from the ��ater quality facility will join the tightlined drainage from the building downspouts and be routed to an existing storm drain manhole located in the iuiimproved Morgan Ave. (SE 110th St)right of�vay just north of the property(refer to pernut documents in Appendi�A). Stormwater Improvements Per the City of Renton, the project is subject to the requirements of the 1990 King County Surface Water Design Manual with City of Renton Amendments. The project is located within an Aquifer Protecrion Zone 2. Based on these requirements,the project w�ll provide basic water quality treatment for runofC from impervious KING COUNTY TIR Page I Kennydale Cafe LPD Engineering, PLLC March 16. 2007 areas subject to vehicular use. The project will create a negligible increase in the peak nmoff rate so detention is not required.Refer to Section II and Secrion N belo�r�for addirional information. Section 11: Preliminary Conditions Summary This secrion addresses the requirements set forth by the 1990 KCSWDI�7, Core and Special Requirements listed in Chapter 1. 1. Discharge at the Natural Locarion (12.1): All flows from this project site �zll remain in the natural drainage pattems within a quarter mile downstream of the project. See the off site investigation included in Section III of this report. 2. Off-Site Analysis(1.2.2): An of�site analysis��as performed for this project and is included in Section III of this report. 3. Runoff Control(123): The project is�rzthin the Lake\�'ashington E drainage sub basin and is not subject to special runof�volume conU�ols.The estimate of the peak runoff rate from the proposed project site 100- year, 24-hour durarion design storm event is calculated to be less than a 0.5 cfs increase above the peak runof�'rate for the existing site 100-year, 24-hour durarion storm event; therefore, the project is exempt from on-site runoff control based on the Negligible Peak Runoff Rate Increase exemption defined in Core Requirement?�3. The estunated peak runoff rates for the 100-year,24-hour durarion storm events are as follo«�s: Existing 100-yeaz peak=0.38 cfs Post-Developed 100-year peak=0.46 cfs Net change in 100-year pealc rate=0.08 cfs The proposed project will result in surface water runoff from more than five thousand(5,000) square feet of impervious surface subject to vehicular use.Per COR code 4-6-030 E.3.b,this irnpervious runoff shall be treated prior to discharge with biofiltration measures. A biofiltration swale design was evaluated, but we are requesting that the City of Renton consider a water quality wetvault as an equivalent method of h�eatinent.See Section N of this report for additional infom�ation and justification. 4. Conveyance System(1.2.4): The project includes a tight line conveyance system in the proposed parking lots that will collect onsite drainage from the proposed impervious surfaces subject to vehicular use and route it through the stonnwater treahnent facilities.A separate storm drainage conveyance system will be installed to bypass flows from non-vehicular areas around the water quality facility. Per City of Renton Code 4-6-030 E.3.g, any open channel may require a liner to prevent groundwater contaminarion; however,no open channels aze proposed as part of this project.Refer to Section V of this report. 5. Erosion/Sedimentation Control Plan (1.2.5): A full TESC plan is included with this submittal and is designed in accordance with the 1990 KCSWDM requirements.This plan will be considered the muumum for anricipated site conditions. The Contractor will be responsible for implementing all TESC measures and upgrading them as necessary. The TESC faciliries will be installed prior to any clearing, grubbing or construcrion. 6. Maintenance and Operation(1.2.6): A copy of the KCSWDM recommended maintenance guidelines for catch basins and conveyance systems is included in Appendix B. 7. Bonds and Liability(1.2.7): T'his Core requirement is specifically required for projects constructed and permitted in King County and is not applicable for the City of Renton.City of Renton requires bonding for all improvements in the public right of way. The Owner will post a bond equal to 100% of the estimated KING COUNTY TIR Page 2 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 value of improvements in the public right of«�ay,prior to construction.An engineer's estimate of probable cost will be included with the pemrit applicarion. Special Requirements 1. Critical Drainage Areas—Project is not wzthin a designated cntical drainage area. 2. Compliance with an Existing Master Drainage Plan— Project is not vvithin an area covered by an approved Master Drainage Plan. 3. Condirions Requiring a Master Drainage Plan—Project is not a Master Planned Development or a subdivision or Planned Unit Development that v��ill have more than 100 lots. It is not a commercial development or Planned Unit Development that will construct more than 50 acres of impervious surface. And the project will not clear more than 500 acres v��ithin a contiguous drainage sub-basin. Therefore,a Master Drainage Plan is not required. 4. Adopted Basin or Community Plans—Project is not within an area with an adopted plan. 5. Special Water Quality Controls — 'The project proposes discharge to a conveyance system that eventually outfalls to Johns Creek in Gene Coulon Beach Park and discharges to Lake Washington. See Section III for the Off-Site Analysis. Water quality treatment for impervious areas subject to vehicular use will be required as indicated by City of Renton codified amendments to the KCSVVDVI as noted above. 6. Coalescing Plate Oil/Water Separators — The project ��vill not construct more than 5 acres of impervious surface. 7. Closed Depressions—The proposed project w�ll not discharge runoff to an exisring closed depression. 8. Use of Lakes,Wetlands,or Closed Depressions for Peak Rate Runoff Control—The project«ill not use a lake,wefland,or closed depression for peak rate runoff control. 9. Delineation of 100 Year Floodplain— The proposed project site does not contain or abut a stream, lake,wetland or closed depression. 10. Flood Protection Faciliries for Type 1 and 2 Streams—The proposed project does not contain or abut a Class 1 or 2 stream that has a flood protection facility. 1 L Geotechnical Analysis and Report — A geotechnical analysis should not be required for the construcUon of the stormwater facilities, however a geotectuucal study has been performed and consideration has been given to the geotechnical recommendations regarding site, wall, and foundation drainage.A copy of the geotechnical study is attached in Appendix C. 12. Soils Analysis And Report—The soils analysis is included in the geotechnical report noted above. Section I I1: Off-Site Analysis The following is the preliminary Level 1 downstream analysis. This downstream analysis is based upon the following: ' • LPD Engineering, PLLC site investigation January 17, 2006 — The site was visited on a partly sunny day wMch followed a period of nearly 30 consecutive days of record amounts of rainfall. • Meeting with Arneta Henninger,City of Renton Engineering Specialist, 10/26/OS and 11/23/04. • Review of City of Renton as-built records including Pinnacle at the Bluffs Grading and Drainage, as built draa�ings(1/30/02). • Review of project topographic sun-ey by SadlerrBamard. KING COUNTY TIR Page 3 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 Existing condition The subject property is cunently undeveloped.There is an e�sting abandoned building foundarion on the site. The site is vegetated with what appears to be second growth with an under story of blackberry and other invasive vegetation. The site is bounded to the east by Interstate Highway 405 right of way,to the north by unimproved SE 110th St (Morgan St)right of way, on the west by Lake Washington Blvd right of way, and on the south by a privately owned parcel that is currently being used for vehicle storage and an espresso stand_ The e�sting site slopes up from a low point along Lake Wasl�ington Blvd easterly towards the I-405 right of way.The slopes vary from 15%up to 40%and greater(note that a protected slope eXemption has been granted for this project).The site is in an area designated by the City of Renton as Aquifer Protection Zone 2. Developed condition The proposed discharge point for runoff from the site is an e�sting storm drainage manhole located in the tuuniproved Morgan St rigl�t of way unmediately north of the proposed development,and just east of the Lake Washington Blvd right of way. The path of drainage from the site is described as follows(see Figure 4a—Of�Site Analysis Drainage System Table,and Figure 4b—Off-Site Drainage Map): • From the existing storm drain manhole the flow is conveyed west across the Lake Washington Bh�d right of way in an 18-inch diameter PVC pipe,a distance of approxiu�ately 70 LF. • The 18-inch pipe outfalls west of the Lake Washington Blvd right of way to an open channel that conveys the flow south,parallel to the road and the raikoad tracks.The channel is armored with 4 to 6-inch quany spalls,and is approxunately 2 to 3 feet wide and 18 inches deep,with 3(H):1(V) side slopes.The channel is appro�cimately 120 feet long. • The channel flows into a 24-inch CMI' culvert which conveys the water to the west under the raikoad tracks, through a catchbasin, into another 24-inch CMP pipe, and to an outfail at Johns Creek in Gene Coulon Beach Park. • Johns Creek is a stream reach that flows tluough Gene Coulon Beach Park and discharges into I Lake Washington. i Egisting and Predicted Problems T'he downstream conveyance system within Y<mile of the proposed development property is in good condition with no indications of drainage problems observed and none predicted. Section IV: Retention/Detention Analysis and Design Preliminary drainage drawings are included in Appendix A. Detention As noted in the core requirements section of this report, the project qualifies for the Negligible Peak Runoff Rate Increase exemprion and detenrion is not required for the project. See the attached prelirrunary drainage calculations in Appendix B. Water Quality Treatment As noted in the core requirements secrion of this report, water quality trearinent is required to treat the runoff from the impervious areas subject to vehicular use. LPD Engineering wrote a letter to the City of Renton (10/27/OS) requesting a drainage requirement adjustment to allow an altemarive method of treatment. A copy of the letter is attached in Appendix C and a summary of the key issues is included below. In coordinarion with City planners,the O«�ner and Architect have arrived at a preliminary design that sites the building near Lake �'��ashington Bh�d. The building location was chosen to m;nimi�e the impact to the steep KING COUNTY TIR Page 4 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 . slopes on the eastern portion of the site, to facilitate pedestrian access and enhance the aestheric of the street. The Arclntect is proposing a landscaped plaza area with outdoor seating and mulriple access points to the sidewalk along Lake Washington Blvd. The most feasible locarion for a biofiltration s�cale is in the space proposed for the plaza area. Siting the swale here would create restrictions and possibly safety issues for pedestrians in an area that is meant to encourage pedestrian activity. A preliminary biofiltration swale design was performed to verify that if required, a swale could be constructed in front of the building. We have requested that an adjustment to the drainage code be granted to allow an underground water quality treahnent facility in lieu of a biofiltrarion swale on this site. Oprions include a wet vault or the Stormwater Management,Inc.'s Stormfilter treatment system. Our understanding is that the City of Renton does not allow Stormfilter systems,but they will allow use of a wetvault for water quality treatment of runoff from impervious surfaces subject to vehicular traffic.The design includes a wetvault for basic water quality treatment. The proposed wetvault is 5 feet wide and 26 feet long, divided 'mto 3 cells. The design includes a flow-splitter upstream of the wetvault to bypass flows greater than the water quality design storm Wetvault sizing calculations are included in Appendix B. Section V: Conveyance System Analysis and Design On site, the drainage system is primarily comprised of 6-inch pipes at slopes steeper than 2%, which convey limited porkions of the runoff from the various small sub-basins within the site. The exceprion is the 8-inch storm drain line along the west edge of the site, which conveys all flows from the project. The slope of the 8- inch line from the flow-splitter to the storm drain manhole of�the northwest corner of the site is 0.6%,thus it is the limiting factor on the capacity of the on-site system The maximum capacity of the 8-inch line at 0.6%is 1.21 cfs. Estimates of peak runoff rate from the site showed that the peak runoff rate for the 100-year,24-hour storm event is 0.46 cfs,so the 8-inch storm drain line appears to provide excess capacity. As noted above in the off site analysis above, the downstream drainage system begins in an 18-inch pipe heading to the west from the existing storm drain manhole neaz the northwest comer of the site.For the purpose of analyzing the capacity of the downstream system we looked at the theoretical maximum capacity of the 18- inch storm drain line,which appears to be the most limited component of the downstream system We do not have the information necessary to be able to analyze all flows into the existing storm drain manhole because of the contributions from so many different areas,so an analysis of peak runoff rates tributary to the 18-inch pipe has not been done. As an alternative, we have analyzed the contribution of the proposed Kennydale Cafe site development relative to the theoretical maximum capacity of the 18-inch storm drain line. Using a conservative slope estimate of 2.0%,we calculated a theoretical maximum capacity of approximately 16.0 cubic feet per second(CFS) in the 18-inch storm drain line. In the storm drainage analysis done for the development's TIR, we determined that the peak runoff rate far the 100-year, 24-hour storm on the proposed ' site is approximately 0.46 CFS,which is approximately 2.9%of the pipe's m�imum capacity.The peak runoff rate for the 100-year, 24-hour storm on the existing site is approximately 038 CFS, which is approximately 2.4%of the theoretical maxunum capacity of the pipe.Therefore,the developed condirions result in an increase in peak runoff rate that is approximately 0.5% of the pipe's ma�cimum capacity. Since there are no known capacity issues that we have been made aware of in the downstream system, we assume that the nominal increase in peak runof�rate from our site will not present any concerns for the City of Renton. Section VI: Special Reports and Studies , With the exceprion of the Geotechnical Engineering Report, no special reports ar studies are required for this project. KING C�UNTY TIR Page 5 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 Section Vl l: Basin and Community Plan Areas The proposed development does not lie within an adopted Basin or Community Plan area. Section VI I I: Other Permits No addirional pernuts will be required for this project. Section IX: ErosionlSedimentation Control Design Project plans include a Preliminary Temporary Erosion and Sedunentation Control (TESC) design (See Preliminary Design Documents Appendix A),which includes the following TESC measures to be urilized: • Construcrion Access Pads • Penmeter Siltation Control Measures • Temporary Interceptar Swales • Temporary Sediment Pond—Sediment Pond sizing calcularions are included in Appendix B. The implementarion of the TESC plan and construcrion maintenance,replacement and upgrading of the TESC faciliries shall be the responsibility of the contractor per the contract documents. The TESC faciliries will be constcvcted prior to and in conjuncrion with all clearing and grading acrivity and is a manner which sediment or sediment laden water does not leave the project site, enter the drainage system or violate applicable water standards. The TESC measures shown on the plan are considered the minimum requirements for anticipated condirions. During construcrion the contractor shall be responsible for upgrading these faciliries as necessary. As per Secrion 2.3.1 of the KCSWDM, the 11 minimum requirements of Core Requirement #5 must be addressed.The following list explains how each min;mum requirement is addressed: Clearing Limits:Clearing Lixnits are identified on the TESC plan. 1. Cover Measures:Notes on the TESC plans have been included to address all relevant items. 2. Perirneter Protection:Perimeter sediinentation control is shown on the TESC plans where necessary. 3. Traffic Area Stabilization:A stabilized constcuction access is shown on the TESC plans. 4. Sediment Retention:A temporary sediment pond is shown on the drawings. 5. Surface Water Control: Temporary interceptor swales for directing stormwater runoff to the sediment pond are shown on the plans. 6. Dust Control:The TESC notes include requirements for dust control. ?. Wet Season Construction:Wet season special provisions are addressed in the TESC notes. 8. Construction within Sensitive Areas and Buffers:The project is not within a sensitive area or buffer. 9. Maintenance:TESC maintenance is addressed in the TESC notes. 10. Final Stabilization: Stabilization of the site,removal of TESC facilities;and cleaning of the drainage system are addressed in the Construction Sequence on the TESC plans. KING COUNTY TIR Page 6 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 I Section X: Bond Quantities Worksheet, RetentionlDetention Facility Summary Sheet,and Declaration of Covenant The City of Renton has its own bonding requirements that do not requue the Bond Quantin�`�'orl:sheet. The Retenrion/Detention Facility Summary Sheet and the Declaration of Covenant do not apply for this site because there is no retention�detention system proposed. Section XI: Maintenance and Operations Manual A copy of the KCSWDM recommended maintenance guidclines for catch basins and conveyance systems is included in Appendix B. KING COUNTY TIR Page 7 Kennydale Cafe LPD Engineering, PLLC March 16, 2007 FIGURES: • Figure 1 TIR Worksheet • Figure 2 Vicinity Map • Figure 3 (a,b) Soils Map and Legend • Figure 4a Off Site Analysis Drainage System Table • Figure 4b Off Site Downstream Drainage Map KING COUNTY TIR Kennydale Cafe LPD Engineering, PLLC March I6, 2007 � il . '! � t � , ^ � Page 1 of 2 � . � -� � ,i/� King County Bultding and Land Developmerrt Division � � ;�'CHNICAL INFORMATtON REPORT (TIR) WORKSHEET i �,I iI -. . . -. . . - . . . . ProjedO�vne►� �o I ��ys �o�s�ir/cf%o�r t�o��cn�,e��/�y��-(� �-�r'� Address i II Location 2v�ll� Phone Z� , - �-o S �34-7� T�� 5 F Project Er�girteer;� .��c�� Gf.c n�-d�i1'.l��G �� • Sedion 5 � Project , Addre�ss Phone.�. � �� . Size O qB AG !I ds��t{<r � ze6-�zl,-lZ�1 U��DrainageBasinS¢e _AC :� �� . . • � + Q Subc�ivision ;� � DOF/G HPA � Shoreline Management � Shorf Sutidiv�ion 0 COE 404 � Rodcery:' !��'�.=�.`..� ,� � Gradin9 ;;f i�; � DOE Dam Safety 0 Strudural Vautts � Commercial;� I� FEMA Flood n C7 Other i � P� � OtheF �:I �; — O COE Wetlands 0 HPA ;, � � . � - . Communily ,: � ;:� �i �L��v� � n, t II; Drairtages� ; n L Gc.�� ;� �n/t � � �1 n i <! � ; a;l �, , ,,.I ;�. 0 River:, � Floodplain � streafm �i �i' p wetlands 0 Criticaf�eain Rea�h Q Seeps�rir�9S I '' � ��Q I�eS '� F�Gyh Groundwater Tab{e ; !� 0 �e� � Groundwater Rediar+ge ., '+; "� �� SteeP SIc�ie� /��B�eG f� v/�D�G 0 Otfier 0 t.alce$ide�rcasion 1-fazard �'��""P fi'� jf') z�' { ;7. e ii� �(: , '�; � ��;, i • oil;Typ�' ;j Slopes Erosion Potential Erosive Veloaties - {. :i v►9 �'v ��o : �� i -� �I �� 1; �� S dditionalSheefsAttatched .� �� 1/'90 � �. : �! �`� � Page 2 of 2 �. . � �) ;; King County Building and Land Development Dhrtston `( '`TECHNICAL INFORMATiON REPORT (TIR) WORKSHEET — ,� • • - � �• � • �,I +i REFER,��N� UMITATiOM/SlTE CANSTRAI►VT � cn.4-db,�,��►»�y,� � I A- . O �..� ;; a - ;.� o ' o �� :� . O !I :; C] Additior�al Sheefs Attatched ,; �;:i ,� . � MINtM � � ESC REQUIREMENTS MINlMUM ESC REQUIREMENTS DUR W�C;bNSTRUCTlON FOLLOWMG CONSTRUCTION � ;� O Sedime�,� tion Fa�ciiifies [�l Stabilize F_xposed Surfaoe [� Stabilizeld�Construdion Entranoe � Remove and Restore Temporary ESC Faalfties [� Perime' � Runoff Control � Clean and Remove AI1 Silt and Debris � Ciearin� ''. Grading Restricctions � E�uure Operation oF Pemzanerrt Faal'ities C�1 Cover P; ;� s 0 Flag Limits of NGPES C�7 Con � ,�' ' :n Sequenoe 0 Other � � Other "� � ;� • • - � . � 0 Grass �IedChannel O ranic D i�nr�«, �nethodo�anaiys�s �" PiPe SY ,eiF �' Vault � DeP�ssion 513� �-� � Open C . �e1 0 Energy D'�ssapator � Fbw Dispersal CompensatioNMi�gation Cl Dry Po ,; � 0 We�and 0 Waiver of EGmina�ad Site Storage C� Wet Po �} :; � Stream � Regional Detention Brief Des c ri p t i•:I of S�stem O p eration C� f� �o�-s,:��C� ✓ry 5 7��r f"�vd /i q��i — rvu.r�'+�:�nrJw c-f� � �scc! 'G�` �o � .o dcc/' i FaciTiiy Relat ��S�te Umitations [_] Additional Sheets Attatched Reterence 'I Fac�lity LimtcaUon �.' �r, . - . - .- - , � Drainage Easement 0 Cast in Pf�ce Vault � Other � Aa�ss Easement [�Retaini �� ali Q Native Growth Pratection Easement 0 Rodcery `��4'�tiigh � Tract � Structura��on Steep Sfope � Other �; . i:i :: � �� • � i ar a avii en 4neer under my supervision have visit+ed the site.Actu� site condition�;�s�observed were itttwrpor�ed irrto fhis worics6eei and ffie attatchm�ts. ?o xhe best of my knowledge the infamation provided _ here is�e. �n+r� ,xv�- 1 • y. .c--.... �r 3{�..p Eu � _ �'�F�E.24T��S�� cn��. € . - a `; �i-�r �o �' � ' o 0 La#�e Vl�ash,�ngtc�rr � � � ,��, � '�� ? � ! �. � �'c � t�O�eCt � '� � J �y �, tZ �, a a z Z � � � a �,�.. � �: } ta� � " � � � �, � �J � , m O t, �J v � f �z Z NE 1 �.h.RL �� _ - ,�� 5 � f �� Q'¢ ''�. { �4�� p��.- I � � � � . � � � 1�+ o :� r�E_��H s��s �` � t :.r Tii.l� ' � 1 ,p � NEi T##_RL 3 � � g� �� i1 NEt9�HrST _ 'u ti! 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Symbols wi�ho�r o slope le�ter ore those of nearly level soils. �I i I t SYMBOL NANE '� :j � i -' �� qg8 Alderwood grovelly sandy loom,0�0 6 percen�slopes . .�� AgC Alderwood gravelly sondy loom,6 ro IS percem slopes i'I ��'.i AqD Alderwood gravelly sandy loam, IS fo 30 percem slopcs A4F Alderwood ond KirsaO so�ls, very steep Am8 Qrents, Alderwood materiol,0�0 6 perce��siopes• �•�'I Am� Are��s,Aiderwood morerial,6 ro Ij percenr s�opes• � An Aren�s, E�erert moterial• _��';II � BeC Beous�re grovelly sondy loom,6 ro 15 percmt slopes BeD Bea�site gravelly zondy loam, 15 to 30 percent slopes - - :�'.'i �� 8eF Beausire gravelly sondy�loom,CO to 75 percent slopes .;I . Bh 3ellinghom silr loam � 8� 3riscor sih loom Bu Buckley sil� loam 1 �b Cws�al Beaches � Ea Earlmont silr loom � Ed Edgewick Hne sandy loam. `I E�8 Evererr grovelly sendy loam, 0 ro 5 xrcent siopes '� - EvC Evererr grovelly sandy loam,5 ro IS percmt slopes '.'� _ EvO Everott gravelly sondy Ioom, 15 re 30 percent slopes �;I . EwC Everen-Alderwood grovelly sondy looms,6 ro 15 percenf slopes i � InA Indiarwla loamy fine sand,0 ro 4 percenr slopes :'' InC Indianolo loomy fine sand,4 to 15 percenr slopes - InD Indianolo loamy fine sand, IS�0 30 percent slopes �[*'-.:'I Kp8 Kitwp silt loam,2 ro 8 percenr slopes , KpC Kitsap silt loem,8�0 15 percent slopes KDD Kirwp siit loom, IS ro 30 percenr slopes � KsC Klous proveily loomy sand,6 to 15 pe�cent slopes � • AAa Miacd olluvial land �..� NeC Neilton very grovelly loamy sond,2 to 15 percent slopes � Nq Newberg silr loom �i Nk Nooksack silt loom No Nvma sandy loom .� Or Orcos peat ' `•�'i Os Oridio silt loom �� OvC Ovoll grovelly loam,0 to 15 percent slopes � Ov0 Ovoll gravelly loom, 15 ro 25 percem slopes � • OvF Ovoll grovelly loom,40 ro 75 percenr slopes - `i � Pc Pilchuck loamy fine sond i, Pk Pilchuck fine sandy loom . ''��'� � Pu Puger silty clay loam � Py Puyalivp fine sandy loam � � RaC Ragrwf fine sondy loam,6 ro 15 percenr slopes - RaD Rognar fine sondy loom, 15 to 25 percenr slopes � RdC Ra9mr-(ndianola ass«iot�m,stoping• RdE Ragnar-Indiunola ossxiorian,maderately steep• .p�.� Re Rmron silt(oom �� , Rh R��erwash �`: . �� Sa $olal silt loom _ � ',!� $h Sammomish silt loam . r Sk $eattle mvck �':�I � $m $holcar muck ':�, . $n Si silr loom `'- $o Snohomish silr loom :�� Sr Snobomish silt loom,thick surfoce vorionr 1 Su $ulron zilr loom , / `� T� T��w,�u��k � �l� �w,� j �, u� u.ba�ia�e v�� /f ��/✓r , wo w�d��„�u�5�if i�m ��M �G� � r � • The composltim of rhesw��••- �- .,-- � I �� ./% ` �f��j ri � ' l , /: OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE . . 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"� � ��` � . �'� ,:�i:'-- ' '��,,I � ��t#., °l+��.:,<:: ... . ��`'. �:.4„:i i��A't'" ��'.� '�1 �� . h � ��'* � � � � h� ��_. .r ��}?Kr'�r. .�-"�> � � -, . � �s{ C i.i(�r i �_��r� � APPENDIX A Preliminary Design Documents KING COUNTY TIR Kennydale Cafe LPD Engineering, PLLC March 16, 2007 '� � o � SE 1J4, SW 1/4, 5 SEC, T23.N., R 5 E., W.M. N O I � �� ' Ycnity Map Surveyor Vertica! Datum Construcfion Sequence Sanitary Sewer Notes and Specifications IqT TO SGLE S40LFP-BANNAFtU�ASSOC.INC. q1Y OF F�MqI BENGiNARN�2177 1. BffORE M1Y CONSfRUCTqN OR DE�ElOP11EM AC(MIY.A PFECONSfRUCfqH NEETWC NVST BE HEID BEfNEEN 1. A(1 NpC(►dp7ERV15 SFiN1�N CONFORNMICE MIIiFI TFE SGIAYRDS AIA SPEpF1CATqNS OF 7}E CffY OF ¢ 717 NEST SIEMPRf S.5'BRISS p5N AT 7HE NN COfd�ER 7FiE pIY OF REMON.1FiE IPPLICiWT kO 7}E IWpIJG�MS CpNSiRUCIqry REpR6QlfA7ryE. REMOH VILf1Y DEPNtfIIEM IND THE UIEST FDfiION OF T1E MSDOf/APWA SThNDARDS/J�D SPEqFIG1TI0N5. PUYM.LUP,WA 98371 OF CONC.&SE OF SICNAL�tIDCE \\ (253)Bl8-5170 A 7F$R/R pi0551NG AT TFE 2. YQiFY 1EIfI1GL NID FpR40NfPL LOCATqNS OF ALL EXISfN1G IRAERGROIRA UfMli16. CONT/CT ALL UiIL11Y 2. 1FE HWRS OF MORK N TFE SfNEE7 RK}If OF MWY SFI/lL BE LY[IED 70 8:70 AM.TO 130 P.IL pN � �Y�p CONTACf:BEN 4fiH NORfH INfRANCE OF COI�ON PMM Cp/Pk716 1HU WY BE EFFECIED 6Y TFE PROPOSED C01�6iRUCIqN 1NE RE Gl1 NUI�R 6 NEIXQ4Y5 UNlESS Oh1ERM5E APPRV�ED N rRRHIG BT 7Ff PUNMXC/BUIIMHG/PUBUC MORI(S DEPARfAIENT Z EL�37.254 FEET H4W 88 1-80�424-5556. AT 235-2620. NL SfREEf CLOSURES.PARfML OFt FULL$FNLI BE/PPRWED Ef TFIE PL/NNNG/BUIDING/PISIK NDRNS OEPERIYFNf 72 HOl,RS N/D�AIICE THE POLICE DEPARIIEM.FWE -� Site Benchmark B3SIS Of BeBrl�lg 3. wwran�u Ezsn�c m►m s�s oun+c cas�ucnoH. oerearufxr,Af0 911 SFWl BE NOIiIED 21 HOURS W ADVNICE OF M7i MOPoC M 7HE R1I7if OF WAY. > m �ct�.0 R/R SPKE SEf IN POwER POLE RECORD 0�SUR�f7 AS RECORDED 1. VERFY(�41DE5 PRpR TO COIISIHUCIIO�L NG ClfiYaNC lAftS. 1. Al1 CONS1ItUCIqN SWiI BE N ICCORQINCE N71H"S��IIUARD SPECRIG1710NS FOR YUNN�P�L PUBLIL AT SOUfFfNESf COR1�R OF SIfE UHDER RECORpNC NUNBER NORI(5 CONSIRUCfION�Pf�PNiED BY W75F1NCTON STATE Oi4PfER Al1EfEGN PUBLIC WOFKS ASSOCN710N, g w � �, \� EL=51.60 99D1159003,RECORDS OF TFE 5. MiSf►LL ST/9��CONSfRl1CIlON EMNNiCE UTESf EDIf10N(GPWA)kD CfIY Oi FENTOH STANDARD SPECiIGIqNS. � �.. aJ NINC COUNIY PllPTDR(ROS) U pi � � 6. NSfNl FlLTEA FABRIC FQiCE AS IIAM�IED ON PVN. 4. N!LOCATpNS OF F�SIINC UilUllES SFIOMN NiE MPROXIMAIE NID If SFNLt BE 1HE CONTWVCfOR'S �.� N AESPOM59lltt TO YEHFY 7HE TRUE Ma WRliECf LOGITqN 50 AS TO AVOID MW�GE OR pSNR&WCE. � !'�`�`"'" Legal Description �. rsrx�a�aTa+a�N vameciari � N I `� �ExeeA 5. A VRE(X111SIPUCTpN CONFEREMCE AND A 24 HOIR NOTICE SFiALL BE REQURED PqON TO STMfWG IEN' � 6. CIEM t GRUB AREAS OF 7FIE SIIE TO BE FtOUGH CRIDED Oft FN1ID. CON51RUCfqN. R SIiHl BE THE CDNfW�LTOR'S RRPONSIBUIY TO SECUiE Nl IffC6WiY PERM(fS PfdOR c� j �� \ NORfN 15 FEET OF LOiS 312 TFtltOUGH 315 OF iFE PUT OF CO Fi1HM1"S TO SfARIING CONSfRUCIq11 (INSPECIION N1LL BE ACCOYPl15HW 6Y A REPf�NU7NE OF TFE Q1Y OF � Q '� 1 IAKE tA5F11�IDN G4i0Q1 OF EDQI.pY140N ND.5.RECAFmED N�ALIME 9. CONSTfRICf SmNEM MERCEPfOR SIYAlES N1D CHECK Q4b. ROROtt) R SFNLL BE THE CONfRACfDft'S RESPON51&UIY 10 NDiFY THE UfH11Y OEPIRf11ENf 2�FIOURS N y y U I 11�PACE&S RECOfm'OF KINC COUNfY�NASHINGfON.TO(�fFER MIH THE I�pYANCE OF BPCKFlLIING N.L CONSIRUCiION. � Y o Project Location I, SONHERLY 30 fEET OF 40RGN A4£.(TO BE YIG7ED) 10.REYDYE UNSUUBLE BE►R1NG WTERNL AS REWNED. J 6. WHIpA(,'TOR I$SOIfIY RESPoNSIBI.E FOR 7HE 1EIN5,NETFI006 AND SEWENCES OF COISfRVCf10H Alm �'• �Y 11.CFGDE MD RICE ACCEPTIHF FlLL AS REOURED AND CpIPM.f ACCESS DRNE SUB-CRADE AS INpGTED ON Fpi 71E S1fElY OF NORICERS MO OTHERS ON THE COt6lRllCfqN SIfE. � j � n,,,�L_-♦ THE DR/�N7NGS. MhTP11 STORM CONVEYNICE SYSiEN.ORECT+1LL SURFACE WATER TO 7Fff PRdPOSEp SEptYINf � M r � � � CIYII a711GG1(�CX 7RM.NO UNCONfROl1ID SURFICE WAlER SIWl BE ALLON'ED TO IEAVE TFf SIiE AT AH'f➢YE DURNG THE 7. R SFNLL BE hE R6PONSIBRJIY OF iHE CONtRACfOft TO OHGIN SfItEEf USE/ND NIY O1HER RFIAEU � 'I GN�DWG OPERAIKIl6.USE GTCH fll9N SED►IEM FlL1ER5 7D fJ�F1Ufff SEpYENT VPoOR i0 pSpiARGE. PEAllfl$PRpR TO Mff CONSlRUC110lL ¢ I C 0.0 CO'vFR SHEET d �r 11 1 � K me s � C 1 A TESC&DEIIOL1f10N PIAN 12.INSTALL IEW URfIIES PER THE DRAWINGS. 8. PlANS IPPR01'ED 6Y 7HE Cf1Y OF RENfON.PIHJC MORNS DEPIKIYENf,Sti+ll TM�PI�CEDQICE OY£R Nl C 1.1 TESC DETAflS p7�{Ep p�µ5. C 2.0 Gft�DING,DRNNIGE.UiRIfY h PFNNG PVJ! A NET TAPS TO TFIE 41Y OF ItEMON WATER$YS1p1$Flµ!ff YApE gY A Cf1Y APPROVEp$UBCONiWiCfpR. �M C 2.1 CFt,�IHG.DRNN�GE,UILIIY R PAYING DEULS 9. 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W7ER45 TO WIPIEIE TNE Fl1 OVQt PPE SWYl BE THE .Z u � I 16.CtF/N STORY DRNII�GE S1SfEY OF HL SEDYENf NA DEBPoS SNk AS DESCRBED. F a ' 1 17.NEIIOYE iEWORNtY EROSqN COMROL fACLIfES WHEN SIIE 5 OOIelF7ELY SUBILQm. 12.DPEN LUf RND CROSSINGS FOR MUfY TRENC}i6 ON E7f6iINC 1RWElID RGIDYIAY SFNLL BE BA(7(FLlEp U�„�+ w ` M11F1 CAUSFED ROd(MO IIECIWlIGllY COIPACim. CUIS IMO 1HE E705lING ISPFULi SFWl BE NEANE � c Qlf N11H SAW W A CONfR41WS 111E. A 1E11PORhRY YO(PATCH W15T BE PUCm NNFDNIELY/F'fER � 3 81pCFLL MA COIFACEN1N. A PEfa/kLHf Fq�IIX PATCH SWi!BE RIGED YffIFiN 10 MYS MID 4ULL ,. m BE PER Cf11'OF RENfON CURRENf STANO�V�S. � 4 71 P HOrIZ0�1t�COh�d u.wnM swsu e�crtr o�r�rrta�.u.sc.u+u cs. �I 0 11.N!pSNRBED FREAS SHtil1 BE S�m AND YULCFED OR OTFIER�'SE STIB9JZm TD 1HE SATISFACIpN Oi �, a NOT TO SG1LE 7HE DEPJKIYEM FDR TFE PF�/ENf10N OF ON-SRE EROSpI K7ER 1FE COIPLEIION OF fA�SfRUCfION. ' i ��W/ 15.ALL%PE N!D MPIRIENWCES SFWL BE lID ON A PfiOPERIY PNW/RED FplRdLllqN IN MAOR�ANCE N91H BWISS PMI GIY YON SECf10N 7-023(1)OF 1HE CIFRENT SWE OF I4SffICfON ST110ARD SPE(�1f7�7pN5 FOR ROAD AND � � �18J6 12-29-D4 BRbGE CONSiRUCfqN. TFIS SWLL INCLUOE NECESSNtY t£YELINC OF 7FE TfmiCH BOTTW OR THE TOP OF , �� _.,�I� 7FE FWNM710N WTERIAL AS WELL AS PIICfLFNf A�W WYPIC7pN OF REQIAI�D BEDONC WTERYL TO ' ��I :� 661.81615'E NON M ClSE NORfH 1/1 UIFORM CRADE 50 TIW TF�EMRE IENGfH DF 7HE PPE MILL BE SUPPOR7ED ON A UNFORILY OD6E � ��i CORNER OF rr23-OS 1 UMIIqNC 6�lSE. RPE BEDDNG SFWl�PFA GRAVEL 6�ABOJE AND BEIOW THE PIPE. CN..0 PER(XIY ; tfl SNIR/NY SEWER PPE SF4�LL BE POLYVNhI diLORIDE(PVC)RIbBER GISNE'IID/SIAI D J0.74.SDN 35�OR N�QS'S2'W � DIICIILE FiON C1A55 50. � 26J3.59' 17.NI LM1Pfi0VED ARF/S,WWHOIE TO EI(fElq YNWY 6 NCH NO WVtGUY 18 WCH ABOYE FM16F1ED ��$ � � (YIApE. 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WG ON CONfWR RUNOFF M15f NOT BE ALLOIYm TO flUl UNOER � OR NiOIRJD NGTII.E/ROLL NR NI$ 3.SIRAW WATtIFJROt15 YUSf ff%/�CED ILONG SLOPE CONf0Ut5. � , Catch Basin Filter 1 Filter Fabric Fence Detail 3 Straw Wattle/Roll Detail 4 � �Z � i=��1_1=�-,I_,=,_,_ _ ��.��,�'�.l�ar i — � Q� � SrAR.Es I_v��-'-1=��=i'=i='� �� • 3 �\ i � E n \`/ ::�� " " �z AaaoN a+nis `��;j/�' 9 . ;�' '-'-'�_'_ � \/ / ��'r., �r;=i,_,7i_�=ic,_ r-�W a MRON SDE OF TFiE D1fE �� L,. � �_i�_'_ �=i= � ��' � SFiOIM BE FDIDm �� - rii � � �,i �ici-� LNOER THE pKE � // �i� / �q�' � SECMIH AND ��' �� /�% /�/��, � � /� /i�� / � ��pH STMIE�DOIMI �p �/ / .�, ;;�=/ � � � � � o /�.� �� j �L� 1 91 ° �"L a � .:_ __:>: ;::: � � = A ::.::: A � t� � .<:. � a• uiN �I Q pNE SfCfION '..NOTE. .. .. , �y.,. �ft � � � 3'-6'7RENCH i. sr�s siuu e�rucm wr�n�n�e uMs �u�oTm 2s'w+ � �� _ - ��. 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GEOTEXTILE ";�Yi. � o � � ``g� �� ^� � 1'DEPTH 2' - 4' ROCK "'��'� �i.m' '�-- � �i �� 1' DEPTH 3/4' - 1 1/2� WASHm GRA�EL� �ETAL A-A Triangular Silt Dike Detail 5 3tabilized Construction Entran e 6 Temporary Sediment Trap O a Wg � �N � S3 �3 NOd(YIIST COYRFIELY CV�ER 71E � BOTfOY ND 506 OF 711E pfCN a IEYEI BOfTOY < � I GPA55 OR ROp( 'W s o I I 1 YN' � I . � . , . \ 21 AOPES CROSS SECfq11 F � \ ,�\� �'. /� -III- A l 8 �i-)�i_�'��_ ��-4�� -�'�-��-��_� - � ��--i I 1=��-��-_ � i l=THE D6fNICE 9XN 7FNT _�I I_�I I,I�I-=- � aar�s e a e�e a "'—i I I_I I I—I I I— c� wa s��nx�or�vuc�m�wm�aF amn wai u��rr twr tWu[�na+ —��i=1 I AIB1JL1110N: SEFD.W�ER YF�.qi ROIX 12'7FKK PAESSED MO SNALE 84N dEd(GW SPAdNG _ o �+o o�o�+c u�r a•��,�eorra� ��,� LPD ENGINEERING e�d J �A � ,. wrt seoxarrr o�aourax a woaF nw�os�rr swu e��wo�n so nut nc av�aia ,PLLC MIS (� 6 FESfORED TO IIS DE51(il fJPfp1Y. � Intetceptot Swale 7 2, r n�aw«EL uv,,r�n a�s�r�r ro�n�o�sra�,R uusr e�o�wa+m�rnr�x n� 7936 SEWARD PARK AVENUE 5. � �� _ vwoe��a�(E.c-A c��cr�or+a�eoo)a�TME�wur�a ura�+�m. �n�r�e`�is SEATTLE, WASHINGTON 98118 PNOBI lOCli.TFE CFVNNFi GPAqiV YUST BE NCffASED iFROUpI COfbfRUCIION OF A BERl1(5)OR Bf IXGVAIION. 2�.p� • Checked for Compliance to City Standards F lff PflOBLEll 5 IRI�ERDFSIGN,1FE pE51fN ENGRFDi SIUIl BE NOTffE➢AN�1FE CFWAlF1 AEDES�GNED TO PH: 206.725.1211 FN(: 206.725.1211 �� A YORE CONSE7C�MTNE SiNdWL)TD BE MPNWFD Bt NNG COUHfY. - a. n+c cwwra siwi e�oau�o ron sr�+s o�scouawc�+o�osar+o�rr�s�o xro ew+Ks r Kennydale Cafe oa-zi-o� � scaPouc oa�ws ocwax�n,�c�u x�s sFwi e��cim ar er-ww o�µ�or+ 1322 Lake Washington Blvd N CONfROI BI/H(Ef OR NEf. � _ � Rock Check Dam 1 Q Not Used 11 TESC C�1.1 Z Details �° , Q°, + � Surface Water Drainage Notes and Spec'rfications 0 0 � �.�; ; � , N � .. � \�\' r ' I 1. �FD�GNY CONSfRUCfION OR DEVELOPYIXf ACTfNtt OCCURS.A 7RE-CONSfRUCI1DN MEETING HUSf BE HElD MITH TNE Clfl'0�REMqi PLhN REVIEWER- I g a �� \ �� \� �~\ f �� i d U - '��R:'1,7666.00�i ��'�� `C � _ 2. �ll CONSlRUC110N SHVL BE IN ACWRD�WCE WfiH 1HE 1996 STMIQYiD SPECIFICATIONS NR N01D.BRDGE NID UUMpPAL ODNSiRUCIION PREPARED 6i WSDOi MID T}#MIEPoCAN PUBUC MDflKS E .\:.� �� :6548� 1.V' ''�\. � ,!t �rz ASSOCIATION(MWA).AS Al1EN�E0 6Y TFE p!Y OF RINfON%IBLIC M9RK5 OEPMIMEM. _ \.` ` \\Q��;. � . �'\ �� 3. TFE SURFILE WATER DR/91NCE SYSiEII SIiA11 ff CONSTRUCTED PCCORDNC TO 7F#APPROrED PI/NS.WWCH ARE ON fp.E N THE%1BlIC WORKS DEPMfYQ{T.N(Y DE1MTION FRON THE APVROVED � / t � {�:� � �♦ \ \��\� ��.�\�� PLWIS WILL REQURE WRfiIEN PPPROYA FRON liiE CfIY OF REHfON PUBLIC WORKS DEPMf11EM�SURFACE WATER UfILfIY SECfION. � �.� � . ,., . � '.%' � _ - � ` �� ^` �.,`.. \`\\��\� �\ �._ -"\`�\`��, �` 20 a to 2o ao % �;� J \`' \�� '`� ..� �`J � o � �� `': 4. A COPf OF 7HESE PPPRWED RM6 MUSf 9E ON THE JOB SITE WFiENEVER CONSfRUCfION 6 IN PROGR6S. � i � i � , � ,` � � �\'� ., � ♦\ � � �w �"� �� '%/ ; t r_ •� � . � � � � . � . ��•• � � �- 5. MM/S1ULL BE IItiVD 88 UMfSS OTFiERWISE IPPRQvID 6Y TFE CffY OF REMON PUBLIC N'ORIcS DEPMiNEM.REFgtENCE BENCHNARK Ild�EIEVA710NS ARE NOTED ON 7}E PLMIS. �'Y. 1 ' \ .. �'R:t i 689.Qo' .� �'� � � � � �.j. . Z �fi ' f/ � ��.� � �.•.�6�91' ��'� �'��s.o.�� ,��\\ \ � ��.. � �b... SCBI@ T�ZO� 6. Nl SEpNENATION FAp11116 NUST�IN OPER0.TpN PPoDR TO ClFMRBC M7U BULDMC CONSTRUCipN�M1D 1HEY MUST BE 51TISFICTOPoLY NAMNNm UM0.CONSfRUCTION 6 CONPIfTm MID � � � � / � D:DO'1D�7`�� \.. � \ � ��` �� .�- THE POiENfYY FIXi�EROSIOH FifS PA�. > '_ o � ' �. � ��. , \� � .� , \��,�.w , m :.� " � �,: r` i ` _��' � � LV 49' � �`� �� :`�� 7. Nl f�lEMION/�EfFNIION FApl1f1ES MUST BE IHAHLfD NiD M OPQUTqN PRqR N OR N CONJUNCfION NffH PLL CONSiRULiION ACfMtt UNIESS OiFERW6E APPROI�ED 6Y THE PUBUC WOFC(5 � �j� ! i ,,,_-•. �,� �. L 3A57' \�\�:��9��2� \�� .:\ \�� ED � N C C J ! ; � � p_D0�0?'pG',,\, �� ♦ � � �� ,.��` DEPARIMENf.SURFACE WA7ER MUIY SEGTION. � p . % ; L:3C.8fi' . ` \� 1�� \-� � � �� `�� O.-� N �� 7 OV09'DS' r� � � � � � �. � � � � � '�\\�� B. CRASS SEID MAY�PPPLIED 6Y FiYDROSEmNC.THE CW�SS 5�Ip7(TURE�O1HER THIN CfIY OF RENTON MPROVED SfkIDARD MI%E5�SHALL BE SUBYtfTED BY A W�SCAPE MpIfIECf IND MPROVED U � �� i� !' /� o ��`J\�� -�\��`:� �`. �� \ Bf THE PU&JC NVRI6 DE➢/RTMINf�SUFlFACE WATEN UIIl1fY SECiIDN. �t � � � ! J -- -`\�� \\� �. �` \ .��\��or \��\� �,,./ \ \ \\ 9. !ll NPE M�MPU7fEWVNCES 3V11 BE IHD ON A PROPERLY PREPMED FWNQ\TION N 1CCOfYQ�WCE WRH SECf10N 7-OT. 1 OF 7F[CURREN!S�ATE OF W/SFIIWTON SfANWRD SPEqF1CA710N FOR O u� 'a•C , t' � l �� S� � ��\� �\ �_'__ }--`_- 3I) � O i > J �� v` \\ _._ '_l- --\-r� i ROAD M!D BRIDGE CONSIRIIGfION.TWS SFWL INCLIAE t�CESSORI'IEVELING OF TF#7RENCH BOTTDII OR 7HE TOP�F TFiE FOUI�dTION 41A1ERNL.AS WE11 AS PIACDIEM NO COAIPACfION UF '� �� \�'��`� , �� -----\---_�� QUIREp BEppING IIATQiIiIL,Tp IA�FORM(7�ME SO 7FNT THE EMIRE LfNGIH OF THE PPE MYL BE SUPPORIED ON A UNIFORMLY DENSE,UNYIEIDNG flSSE.N.L RPE BEDDING SFWll 8E APBA CIASS ��' �� 1'r � � \ \y�� l ` � � � ��.��`• `\ `'-___- ,.`.y 'C'.N11H hE IXCEPfION OF WC PPE N.L 7F�Nqi 9K�KFlLL SFWl BE COIPACfm TO 10NYUN 95 x FOR PAVEYENf M7�SfRUCfU(LLL FILL M!D 90 x DTHERWISE PER ASTY U-1557-70.PFA GMYEL �Y � � ^� \�� \\�� \`�� a ` �`'��--.._._.----,..,� J � BEWNG SNALL BE 6 IICFES WER AND UNOEIt P4C%PE. E Y J � `� \ �"�\ �.�^_>-.:,A��`��`\�`�`�_-_ -- -`.� cz_ --- 10.C?LVMlQED S1EEL PWE Ni0 NLMCIZFD SfEF1%PE FOR HL DRNNAGE FAClff16 SfiAl1 HAYE ASRVLT 7RFATIEM tl OR 6ETTER INSDE RND OUISUE. � ��7 \�. �. � �.,\`_ _.l' �y O J 1 \ \ }�' ( .'� ; �:,\+�\ �\\ '� ---" �` _-�'_-�'?�------ 11.SiRUCiUR6 SFWl NOT BE PERIIffTED N11F9N 10 FFEf OF iHE SPFiNC 11NE OF MK STORN UfWNlGE PIFE.OR 15 fEET FROM 7HE TOP OF ANi CHNINEL BWIC C7 � '• � '� � ` � `�`-----�" - '\`'----- k �"� \�-•,_-.. .y\ ` 1 \\ \�\�` --'-�. _� ,' ~ �-- -.-. .-�- 12 ALL CATCH BASIN 6R/�lES SFNLL BE DFPR�Q10 FEET BEI.tlN PA4£11EHf IEVEI. , `\\`` _ �� _ � > > �\ �: 1. \ `. l -_ _ �'" ✓.'---` � Legend �- 2�! � � " \ � � �,.``� `�,�ti-`� � _ 11 OPFN CUf RWD CROSSiNGS 1HROUGH WSIING PUBUC RIGHT OF MAY Wl1 NOT BE H10WED UM.ESS SPEGFqVLLY APPROYED BY Cf1Y OF RENfON PUWNING/BULqNG/PU�C MOF2K5 FDkNI51RATOR - - - - PRQPERRI'!11NE �/ /��"'!/!r 1,��`` �� `\l\'' �� \ \\��.�„ � � =-.. �'- �� 14.FtOCK FOR EROSqN PROTECfION OF ROAD40E pTCHFS.MHERE REIXAf1ED.91711 BE OF Sq1N0 IXWdri ROCK PVCED TO A DEP7H OF OHE(t)F00T MID YUSf YEEf TNE FOLLAMING SPECF1G710N5: PR PE i �� '�'- �, SpL NNL �'�� 1 � ' C----`� �-8 MICH ROCK/10-70 7G P1SSNC: L"`�� -' � 2-4 NCH ROCK 30-�0 x PASSNG�N11 , � � • PROPOSED BIAIDING : ' � �, `` \ PER STR RI LfV1 T�.-,� -IW 1 . \ �_ _ --` � . � S i' \ �'< � `�, '�t SIGNiEUAD ;' �� g-. y LESS 1HAN 2 NQI ROq(/1D-2D x PASSNC. � ASPFYIT COHCREIE PAVEYQJf . 1 � `� �i- � 1 C• '� \ \ \ t % `-.� ` _ �'YCLE6 R/SfC , \ / � �;'b�� \ �� ! 1 1S NL BU6➢ING DOWNSPOUfS NID FOOTNG OWVNS SHALL BE CON�ECiED TO THE Sf0Ia1 DRNNhCE S15IEY.UNLFSS APPRVIED Bf THE Cf1Y PUN RFAEM'ER OR SURFACE WATER 11fI11Y SECiIOH.Ml � a CONCREIE PAVEIEM t� ,� ` 5 �_� `i. \ \ � 1\ 1 ' �,�\ 3 - �� ACWRA7ELY DRErSqNm.CQiIIFlED AS-BUILT DRAMTlG OF 1H6 DFWHhGE S157E4 WILL�Sl�Mllm TO TFf CRY UPON CDIIPLEiION. a 0 i � c.� � � � �� \ �� : �� G _� �t-��_�9__ 1G 651LWCE OF 1HE BUILDING OR CDNSfRUCfION PEIiYf15 Bf hIE CfIY OF RENfON DOES NOT RELEVE THE OMTffR 0�THE CONIBMIING IEGAL OBIIGilT10H N!�OR W�BLIIY CONNECfED WRIi STORN W Z � �y� ,S t � � � �� ., \`� `�� t rx i oi� � .� _ ��+^�� O � �i t . I h \ �•� \ � � � �\ `�\ ��.\� O �. � \��c`�\��- � � CREIE WETNBNG SURFACE WAiEN D�RIDf1 NRTHER NE pf!OF REMON DOES NOT AC�➢f AM'OB1�1710N Fqi THE PROPEfl FUNCIIOfMNG ANU YAWIENMI�OF 1HE S�STEN PROVDm DUPoNC CO�T�1LTpN. � 3 �ERfIGL CUFiB � I ,; � } � \._� ?��rt � � � � \ ' --_ 1 �[� � i � � r .-y � �\ � � `_.,�� ..Q �` - 'PHt ARUCT(IYP) 17.1}f CONfROCfOR SFl4L BE RESPON56lE FOR PRONpNG H7f0UAlE S�fEqJARD.SeftT'DENCfS�PROlEC1NE EQUIPNENf.Fl.IGGERS.AND NIY OTHEIi NEIDED ACilONS TO PRO1ECf THE t1FE.FEM7FI. z � t� I . i � �� '�� . �� .- :� iNT1-- NID S1ftlY OF iFE PUBUC�AND TD PROTECT PROPERIY N C�lEC'f10N MTH TF�PERFORWNCE OF WSXa(COuERED Bf lliE CUNTRACf.ANT WORN WIfHIN THE iRAVEIID PopR OF WAY hW WY E a 511E RETNNWC Y41L ! l j 1 ; , \ �r o ��\ �-'.. ._ � F , 1 ' :��\ � � .> � ^ RRERRIAf NORMPL TRAFFIC fLOW SF14L REQUIRE A 7RIfFIC fAHIROI PUN APPR04E BY TFE PU211L WDWfS DEPARfNENf.iRANSPoRfATqN SYSiENS DMSION.F1.L SECTpNS OF 7HE WSDOT STNAdRD p,,,�W a / � ' ; � { � _ _ � -- SPECFIWIONS 1-07-231WfFlG COMROL SHNL APPLY. c � � PROPOSED iNSHm � 1 i '1 . � ' �.,c� � .-. � .... \��- ', �d• � e a �� o ptIDE ODNfWR ��1 1 I 4 � i 1/��\ /t v^�. � � �,,.. �`,� ..VY - 8 g�q - .._- 1&SPECNL DRVNAGE ME/SURES M1LL BE REWRED If iFE PROJECT LOCATpN 6 N41FI91 TNE AWIFER PROTECIION AAF.A(FPA). � m' � Qt/DE SPOf EIEVUION ��f� !{ t ' � �rf� �r��i� � �ce i `) ._ � �.� :, 17 �`-. � 19.BEFORE Ml(COlLSIRIICIqN DR OEYEl.OP1EM/C1MIY OCG,f25.A PRE-CONSfRUCfpll IIEEiINC YVST BE HEID WfIFI TFE GIl'OF RfNiDN.PUBLIC NOPo(S DFSIGN ENpHEQt. \ J �� , i � , 1, �.� �/ �"��s� 8Dt7 t'.oricHet = 63.8 " ..� SroRY DRIO�v�GE SrRUCtUR6 f , ' i °�� i� � - � "� _. 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KMIG COlIN1Y WpfOR(RO'S) AT THE R/R CROSSING AT 7HE 1W�P.NO UNCONIRO(lED SURFACE MATER SW1LL BE HLOWED TO tFA4E iHE SIfE AT ANY 714E DURNG THE NORIH ENIRYN.'E OF COUION PAPo( 2. VEfaF1'YFRfIG1 MO HOpZONUL LOGTIONS OF ILL FJ(611NG IRmERGRWND MLrt16. CONGLf NL UfttflY GRADING OPERATKNIS.USE GTCH BASIN SEDHIENf FlL7ER5 l0 CWIURE SEDN1EHf PRIOR TO pSCFVAGE � Z Civd Sheet Irxfex a=3�.Zu��r ruw ae 1�-NB00-42l-555 WY BE FFfECfED BY 1HE PROPOSED CONSTRUCfI0f1 THE ONE CJIl MN�R IS 12.NSGLL NE11 UfIL1iIE5 PER Tlf OFUMMlGS. ti LPD ENGINEERING,PLLC ��'' �� W 1.0 NATER IINN EXfQ1510N PLW 3. YNMNN N.L E7aSfING UIHIIY SERJI(:ES DUPoNG COf�SfRUCENN1. A MET TIPS TO 7Ff CfIY DF REMON WAlER SYSIEY SFWl BE W�OE BY A CIIY APPROVED SUBWHIRACTOR. j _ � W 1.1 M'ATER YNH EXIENS�N NO1E5 h DETNLS 4. vQaa avn�s a�ro oormruicnox. �►c aFuaNc iwrts e. n�E cm�oF rs�rrtor�srwi irsr►11 n�E oow�mc wamt u�as. 7936 SEWARO PARK AVENUE 5. ��.� 5. NSf/LL STIBIIIIm OONSIRUCIION ENIRANCE 13.FYASH QtPDE SItE AND C0167RUCT AW{i�LT PANNG MEAS,ACC6S IXilYES SIUEWNKS,q1RB5 AND GIRTQtS. 5��, W�HINGTON 98118 Z�.O. • Checked for Compliance to City Standards PH: 2D6.725.1211 FAX: 206.725.1211 o..or.v.. r - s. wsr►u Fahx F►s�uc�as x�ac�im a+eun. �4.ca+tt�sr��¢ntar+iH►ccorsnw+c�wmi w+osc�wc wv+s. Kennydale Cafe o3-zi-o� �. Msr►u a�urcH a�aaoTEcnon. is-��vumoun�raus,TM�o�ns,um w,s�w�eus iu+o asvos�oF w u+ 1322 Loke Woshington Blvd N 3 8. CLFAR&GRUB AftFAS OF 1HE SITE TO 8E ROUGH GRMEO OR FlLLID. ""'� 16.pFAH STORM DRINdGE M'fEN OF ALL SEpYENf AND OEBR6. W�1.0 � 4 e. ca+s,r�,cr sm�+r u�rsc�rroa swuFs u+o cx�«ows. Wa t e r M a i n � 17.(�N01�E TEWPORAfCY EROSION CONfROL iAClR16 WlfN SIiE IS CONPLEfEIY SiABILQm. Z 10.RENOYE UNSUITA&E BEPWNG YATEPoAL AS REW�tm. 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FRE Ht9RANT AS�$,Ql.�y ; � . � V . � '�. � Y N � z ' �-„� � i � ►c��- � �`. � � �I & � �g � � ��..� ,, �^� � . �� : r' � , $ ��.� � �' f � ��_m �.� � :,.� .�� , � � ' � � � �� e ,,..,.. � ' : �,� „��..� � 4"L�4ANT lOC4POY ih CUT OR(lli na ama��r��va oniu ( '..' ..�..N.,.e.�.'...➢...w,. p�ax�at nza WE� ¢ k � � nam _ � ,..R..,.. � 1 � cwP�n �.".�. � . �� _- �a��.. : v..oc v � � ' - - 9.� _ - -- - : _ v.�.� � 1 �.��Q. �,o =-- - � ��.,�, �.,� G� � � �ns �ns � o 0 o Fire Hydrant Assembly Detail 1 Water Connection Detail/Wet Tap Existing Water Main 2 Concrete Blocking Sizing Procedure 3 Not Used 4 F 3 �"z � Water Uti6ty Notes and Specifications H W a' a ��•, a 1. rro�r�v�wMr�,/eU�PN/rueuc wvraa oEPerrruort ua niE U u+o�c�IcuaaS�T��a 9. rx�ors TO pSNFE ON6)�Ff�N pIlQ7ER MlBE dRARO lDUSfR16�i�WDSW/&-AS OR��IAPPRO+ID • � = SfANPYipS AND SPECFlGTqNS.AS APPRO'VED N!D YOOf7ED B(7HE GTY UF REHfON N TIiE RFMON EWAL.2 LB/CU FT.DENSIIY FCMY WRH 90A WROAElEN UREIFWIE RUBBER CLLRWG ON THE REAR CF \ SfANpsR�PlANS k SPECJFMAIONS_ A SET OF APPF104ED PIINS SWIl1 ff KEPf ON SffE AT ALL TMIES �IG'ONLY. YIGS'SFil1L BE CYUNDER SW�PED 71fH BULLEf NDSE OR Sp1ME END. TVf pfY MLL e, IX1PoNG COIGTRUCipN AS56f THE CONIRACiOR WFq MILL PERFORY 7Ff CLFiWINC OPEAATqN. Q �I `c 2 THE HOURS OF MORN IN itf S1REEf HI(�if OF WAY SFVLL BE 11YlED TO 8:30 MI 70 k30 PN ON A) Nl WATER MNNS MID SER410E5 SFULL BE Pl�SSUFE TESfED TO A YMNW OF Z00 P51 OR 15L P51 a �EEIC�4YS IMLESS aTHERYASE MPHOYm N WRfING Bi 1NE DEPARIIEHT OF RJBLIC WOfECS AT 235-26it. OJER OPfRATNG PR65URE.W M.COR0.sNCE MrtN TFE SPECIFIGTIONS OF hE CtIY�REHfON M!D ILL SfRFET CLOSlNtES.PMiNL OR RAi.SFWL BE APPRO+E➢Bf 7HE DEP►k11EM OF PUBLIC WORKS 73 1FE IWlSHNGfDN SfQE HfALTH OEPFRIYEHf. M.l PRESSURE T6TPIG SfINl BE WIE N THE PRESQICE FKKIRS N fDVMlCE. 1}E Pol10E DEPM111ENf,FlRE�EPIFi11ffM,NVD 911 SIWl ff NOTIFlED 2I tpURS OF A REPRESENfAiNE OF 7HE CffY OF RENtON. TFE WMIiIfY OF WATEA LOST FA011 7HE NAIN SFULL i N AfNANCE OF AN!NORK IN 7HE PoG}if OF WAY. NOT pfC�TFiE NU1BEfi OF G410N5 PEA Hp1R AS L6tED IN GIY OF f7EMOH SfMlL1NiD PIMS 3 � SPECFIGiIONS 7-11.3(11). hf LO55 IN PRESSURE SFNLL N07 EXCEED 5 PSI WPoNG � 3. ALL LOGTIONS OF IXSIING URJf16 SHONN ARE MPHO%1WTE MID R SFWL BE TFE COMRICTOR'S 7HE 2 F10UR iESf PEPoOD. �� F RESPON51�lfY TO YERFY TFf 1RUE M!D COHREQ LOG110N 50 AS TO AWIU QW1GE pi p5Mi8�VICE o FOR Ufl11Y LOCATE Gi.L 48-HOLRS LOGTORS.1-800-�24-5555. 8) ALL WATER YNNS IND SERWCES SW11 BE D6INFECfED BY 7HE WECfION OF A 50 PPY(itlMYlAI � corec�rranor+)auora�/w�so�unoH. ORY GLCMMI FIYPOCHLORIIE SFWl NOT BE PVfID N 4. Nl WATER IINN PPE TO BE COIIXf LItED DUCfItE IRON PPE COIFORIdNG TO AWWA C770 M!D C111 OR 7FE RPE AS IND. C}kOPotE SWLL BE NETERED/dL1ECfED IN ACfARDA1KE WfIFI SECTION 7-11.3(12� UTESf RE�7510N,THICIQIESS CIASS 52 CE4IXT IlOfif1Jt 11NINC MO SEIL CQ47YIG SFWLL CONFORY 70 OR 7-11.3(12�OF 7HE STk7QMD SPECF1CAilONS REFERENCED N 1 ABOYE. AN1M C704 OR UTESf PEMSK)X. RPE JpNfS i0 BE PUSH-ON OR IIECNNNGL JpNf. BEDpHG TO BE CIASS C. NL DUCfILE NtON RPE MO FRINGS SFWl BE PoLYEiHYIEHE NRhPPm PER AN9/ANWA 10.A PRECONSTRUC110N CONFERENCE I$REQURED PlUOR TO ANY OONSIRUCfIDN. A YINBqNI OF 3(THRE� u � C105/A21.5-93 STMA4R05. WOPo(NG D4YS NDTNX IS REWRED FOR SCFImUt1NG. PRIOR TO Sp&DULBlG 1Ff PflECON A PERYR z° �� . GST NON M!�DUCfLE FON FRINIGS SIik1 BE CDENT LfED,Pf�55lA7E pA1ED AS N6Tm ON%ANS. �nREWHiED PPoOR TO Sf�l�WTCE�F1�+GNEER'S OfiK;E. �MENIY-FOUR HOUR NofiCE � �� ANO W ACCORMNCE NRH M61�ArMIA C110/A21.1D-87. CDFNi LINNG 9MLl BE N ACCDROANCE WffH � '`� AN9/AWWA C704/A21A-90. f F7fTINGS AfiE 3 9�ICFES TO 71 INCHES M!DkNETER IND FiAVE I1ECWINIGL 11.R SH4L BE 7HE COMRACTOR'S R6PONSBRIIY TO SEWRE ALL IECESS/Rf PEW1115 PRIOR TD JOINfS.7HE FITTINGS SF41L BE N ICCOROPNCE WfiFi ERHpt Ml51/A'MYA C110/A21.10-87 OR MSI/AWWA $fARI1NG COlSTRUCiION. C153/A21.53-94. 3 Mlpi TO 12 NCH DWIEIER FITTINGS 7MICH HAYE 1QCHAHIGL JOMS AW/DR FlANGm JOMS SIIALL 9E N/CCOROANCE M'ffFl/N51/AMWA C110/A21.1D.87 IXt A CON&NATION OF 12.MISTN1A710N OF CORPORATE SfOPS.VAER gRNC6.UHES N!D IIEIENS SFiNl NOf BE OONE UNIIL Al1 Ml51/AWWA C110/A21.10.87 IND MISi/MMMA C153/A21S3-94 SUCH TFiAT THE PORiqN OF TFf FITtING MIH SERVICE fGREDENIS,MEIQi APPL1GiqNS,CONSIRUCIqN PQtYIIS.fND PAriENf OF FEES W1VE BEEN �IIEpIMIICl1 JpNT�S).WY BE N ICCORpNICE MtiH AN5/ANWA C153/A2153-94 M!D THAT PORTIDN OF YIDE TO 7HE(XIY OF RENfON. Tf�FIiTING WI1H Fl.ANGm JOtlJf(5)SFLW.BE IN ACCORDANCE MTIH N61/ANWA C710/A21.10-87. /CCEPUNCE TESIW6 IN ACCORDANCE NTIH SECTION 53.53 OF AN51/ANWA C753/A21.53-94 OR WRH SECfION 13.N.L fANNECfIDN TD DOSIIHG YA715 TO BE�CCOMPIbFim Hi 7HE GIY OF RIXTON.IXCfPf WEf TMS 10-4.3 OF MSI/AIYWA C11D/A21.1D-87 SHP11 8E OBfANm Bf THE CONIAhCTOR MA TR/JSYRfED Wf11CF1 W1Y BE YPDE BY MPROVED WEf TM CONiWICTORS MTM PIt10R APPR0411 FROY 7HE DEPARf11EHf @ g�' � g3 p3 TD�� OF PUBl1C WOFlKS. NL NECESS►fiY IXGYAlION M!D WiERIAtS TO BE SUPPIJED Bf iNE COMRKTOk ANO � � p g p € gQ ee a+-s�rraoa To crn ramanons. Not Used 7 Not Used O i 8N E 5 4 6. GATE W146 SFWL BE tliON BOUf.BRQ2ED-MOlAf1ED.DDU�E p5C N7TH BR4tQE M'EDGING DENCE MD 0-RING SRFFYlG BOII(AWWA C500)OR OF RESILQIf gATED TYPE(AriM'A C509). VQV6 SFWL BE 1�.MISPECIWN N7LL BE 1C,COIW�SF$D BY A REPR6EMRIVE OF 7HE GfY OF RENION. R SIiALL BE 7HE a DESIGHm FOR A WNNIAI WATER OPERi44TkG PRESSIIRE OF 2W PSL GAIE V/LYFS StW1 ff CLOW L6T 14, CONfRACfORS RFSPOMSBItJiY TO NOTIFY DEYELOPIIEM SERVICES 24 HDIMS W ADVMICE OF&CNFi1NC a YlR1fR C01PN(Y NO A2380.OR Y k H. ALL VQVES 12'N D441EfER MA IMGER SFW.L BE NSfN1ID NL fANSfRUCiION. 1HE CONfRACfOR AS NELL!d 1HE EllpNED25 SFULL KEEP AS-BIALT DMWRIGS. a kl A VW1LT. SEE WATER STNA4RD UETAI FOR 72�GAE VALVE/SSEYBLY VAULT/J!D 1'BrPAiS NSTpLLlTION. 15.CONfRICfDR TO PROYmE PLUGS MID 7DPoWR!BLOW-OFF ASSD/BlES FOR 7FSfBlG FND PORftt 0 7. FlRE FfY�RANiS SF41L BE COf�Y IYPE(OPFNkG WfIFI THE PRESSUFtE)OR COYPRESSqN iYPE(OPQING ACCEPUNCE PRIDR TO FlNAL TIE-!N. � AfyUNST PFtE551R2E)COIiOFaIING i0 ANWA C-502-85 WffH A 6 INCFI 4ECIWIMJ�.JqNT INIfT A!D A A4W i6.Nl J00lf RESiRAINf 5151EY5(SF{�CNtE RppS,NUIS,BO175,EfC.)SFiAl1�AS YAHUF�CfIJRED Ef TFE VALVE OPFTlING(N.V.O.)UF 5-1/4 IHqffS,iMCI 2-1/2 INCH NOSE NpZZLE$WIfFi IU7pNp1 STM1pMp $fM YAMIFPC7UPoNG WYPANY OF Cq.IpIBUS OHp OR EWIL APPRO�ED N WIdfING Bf hE DEPPRf11ENt _ � 7HREADS 7-1/2 7HREADS PFR INCH Ni0 ONE 4 MICFi PUMPER N072LfS WffFl 1F�NEW SEATILE PATTERN 6 OF PUBUC WORI6. - 7HRF�NS PER CICFi,fi0 UEGRfES V. 7HRE/�DS,OUISI�E OWlE7ER OF WY.E Tf�EM 4.975 AND ROOT OW1ETQt 4.6263. FfYDRAHiS SF411 HA4E A 1-1/4'PENfNGON OPERA7ING NUf OPENm BY lURNNG 17.ISPF4IT MIU CONCREIE S1IiEEf PMRJG SI{4LL BE SAM'CUf TO A YU111AI DEPfH OF TNp RKFES. OIL IMT COUMER CLOp(M15E(LEfT). SfREEfS Wtt BE SPADE CUT. N.L SURFICE CONCRETE.PAYEYENf.SDEYW1fS�ClRtB�GUfTERS.AND THE TWO 2-1/2'HOSE NOZZLES SHAl1 BE FlfTm WI1F1 CAST IRON TI�IDED CAPS N7TH OPERATHG!k!f URIIEWAY APPFtd�Gf#5 SWLLL BE SUMCUT TO A NPlIRIY OEPfH OF 1WU NCHES OR REYWFD 70 M7 OF TF�SPAE DESK�1 MA PROPORIqfA/S TkE FftUPANf S1EY NUf. CAPS SFWl BE FRTED WIIH IXISING E%PANSION JOUtf. SUGHf NEOPRENE CASKEIS FOR POSIiNE WATER TIGFifN65 UNDER TESf PRESSURES. THE 4'PUI/PER NOIILE SF41L BE FlfTm MIF1 A SfORiZ/DAPfER,4'SEATTIf iHRFM X 5'STDRR. 1&A 1DIPOIWtY COLD YIX ASPFi11T PATCH SFiALL BE PIACED ON 1}ff p4Y OF NIN�L D(GYATqN WfIH A SfORfI ADMfER SFWL BE FORGED AHD/OR IXTRUDm 6061-T6 ILUIINW N10Y.lW2DCOhT MIOD�. PERYFNEM.SFAIFD PATCH TO ff%ACm,TO CI1Y OF RENfON POUCY.MIHM TEN Q1YS. ClLI FOfl THREADED ETID PORIION SHALL HAYE NO LUCS AND 2 SET SCREWS 190 OEI;RE6 IPARf. STORTZ FICE TD SIAGWIDE WlSPECiiON PRIOR TO Pl10EMQ1f OF F►14L PATCH. • BE tlET1l.NO fASKEf TO M'EAhIER. STORfZ G1P TO WIVE SYNfHETIG YOLOED RU�ER GA51(Ef.M!D SFWl BE ATTACHED TO FIYD(7AHf MAFfER 117iFf 1/8'C@REU SUNFSS S1EEL AIRCiW7 GBIE 19.FOR QIY PR0.ECf5 SUCH AS TE1FlETR4 COlDUT.THE P1C RPE USm 9iAL1 ff SCF#DUIE 10 IN iRE HYDRIMS SFIML BE INSTHIED PER q1Y DF f�MON SfANQWO OETM FOR FRE HTDRINIS, UNNPft04ID IREAS AND SCIiEDUIE 80 IRAER IYPROVED 1JYfA5. NL QEMIGL PROCESS I1NES ,J - N UTESf REHSIONS. SW11 BE SCHEW!£BO PrC PPE LPD ENGINEERiNG PLLC ��d �'� � B. FLL WATER NA�i 10 INCHES/ND SYN.LER TO YNNTNN A YINWW WVER OF J6 NC}fS BELOW F?ASN � � (FIDE. /11 MqER 11NN 12 kICHES MXI IARGER 9i4LL BE AT A 4NYUY OF!8 NCHES BEI.OW Fr+ar�aun� wH�un.m conFucrs ocwR.vumt w�ms�To e[�ow�o�o a�x. 7936 SEWARD PARK AVENUE S. ��,� SEATTLE, WASHINGTON 98116 • Checked for CompGance to Gty Sta�dards PH: 206]25.1211 FAX: 2D6.725.1211 o..a,,,,�� .2�"�� Kennydale Cofe oa-zi-o� 1322 Lake Washington Blvd N � 3 � Water Main Extension W � � � 4 = WaterUtilityNotesandSpecifications l� NotUsed 11 Notes & Detoils � , 6, APPENDIX B Design Calculations KING COUNTY TIR Kennydale Cafe LPD Engineering, PLLC March 16, 2007 j � `-L � � ` 7"f ` '- J r' ""` � � ; � ' � �� - �� -� - i /�� / /� �/ �� . ; �� ,� �l � � ; � . ��so��s� �� y � � -,� ; , � � �g - �� : �� s/.��-l � �/r� ) s 7' " �1 � s -�� s � s,�� i / ' �'�.r''�'�3 /'�� ?�ri 1�Sssj , �� 'G� '� �I %�� N� ^ i ( � ��.n�� . -S <� o�� .�2 -5 -� �� ,/1D� ; . i �, �7'`. ��3 i ��,�1 -�,c �`.��✓ �o -L'�?/ 1 -_ (/ >> )� - > � p�-� l'��,/t d''S�L'� �2�1"J��j - �� ' 4 S Y• �� rs � .O s yQ � ?S�l�j -_ � � � t� �; -�d� _ �U_ , >�r ,.�.,,� � 5 s L/ (/ � .;Y s� °1� -�'�� T�` � �� 5 �� d � �� . � , �'��,s- s � �-� ^1�� ,,, y¢� M�� f ° V�,'j� - -- �_--_____,__ _______�_ _; �� l�� v�� { . � ! i . � � . 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' - � � =_= � �� 'o G� �� w�� C��, C�,� � �l�� -=; �� s�r � '- l 3 �-- � --- � { --= i _ = i �� = � , = i �� I � ; . ! i 1` • i . i � I , � � t � � � � i � � 1 ' � k � � E i � � � ; i � { ! i � � � ( ( I 1 11/16/05 4 :41 :45 pm Coughlin, Porter, Lundeen Inc. page 1/ Kennydale Cafe 3 Preliminary Storm Drainage Calcs LPD Engineering, PLLC ' 1 _____________________ BASIN SUMMARY �C✓ BASIN ID: 100yrdev NAME : Kennydale cafe - e� SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 18 Acres 0 .43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : �0 �f �y 98 . 00 TC. . . . : �in 5 . 36 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Channel L: 350 . 00 kc :42 . 00 s : 0 . 1300 PEAK RATE : 0 .46 cfs VOL: 0 . 17 Ac-ft TIME: 480 min BASIN ID: 100yrex NAME: Kennydale cafe - existing SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 61 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . . 5 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Shallow L: 215 . 00 ks : 8 . 00 s : 0 . 2100 PEAK RATE: 0 . 38 cfs VOL: 0 . 14 Ac-ft TIME : 480 min � 3f �_ �✓ BASIN ID: l0yrdev NAME: Kennydale cafe - e�irrc� SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 18 Acres 0 .43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 98 . 00 TC. . . . . 5 . 37 min 5 . 36 min ABSTR.ACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Channel L: 350 . 00 kc :42 . 00 s : 0 . 1300 PEAK RATE: 0 . 33 cfs VOL: 0 . 12 Ac-ft TIME: 480 min i 11/16/05 4 :41 :45 pm Coughlin, Porter, Lundeen Inc. page 2� Kennydale Cafe ��'f Preliminary Storm Drainage Calcs ; LPD Engineering, PLLC BASIN SUMMARY BASIN ID: l0yrex NAME : Kennydale cafe - existing SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 61 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 � TC. . . . : 5 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Shallow L: 215 . 00 ks : 8 . 00 s : 0 . 2100 PEAK RATE : 0 .25 cfs VOL: 0 . 09 Ac-ft TIME : 480 min dG f BASIN ID: 25yrdev NAME: Kennydale cafe - e�i�r� n�7 SBUH METHODOLOGY I TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs I RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 18 Acres 0 . 43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 98 . 00 TC. . . . . 5 . 37 min 5 . 36 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Channel L: 350 . 00 kc :42 . 00 s : 0 . 1300 PEAK RATE: 0 .40 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: 25yrex NAME : Kennydale cafe - existing ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 61 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . . 5 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns: 0 . 2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Shallow L: 215 . 00 ks : 8 . 00 s : 0 . 2100 PEAK RATE: 0 . 32 cfs VOL: 0 . 12 Ac-ft TIME: 480 min 1 �� 11/16/05 4 :41 :45 pm Coughlin, Porter, Lundeen Inc . page 3/� Kennydale Cafe � ' Preliminary Storm Drainage Calcs ( LPD Engineering, PLLC --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY �-c.✓ BASIN ID: 2yrdev NAME : Kennydale cafe - e�i3l.-iZTg SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 18 Acres 0 . 43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 98 . 00 TC. . . . : 5 . 37 min 5 .36 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 5000 TcReach - Channel L: 350 . 00 kc:42 . 00 s : 0 . 1300 PEAK RATE : 0 .21 cfs VOL: 0 . 08 Ac-ft TIME: 480 min BASIN ID: 2yrex NAME : Kennydale cafe - existing SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 61 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . . 5 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 .20 I � � TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s: 0 . 5000 i TcReach - Shallow L: 215 . 00 ks : 8 . 00 s: 0 . 2100 PEAK RATE : 0 . 14 cfs VOL: 0 . 05 Ac-ft TIME : 480 min � � �G� �`�J �- 2�°`2� _- �, /� �5 � �� 3 � , �- � I - �' r ' i �� o � �s�o� 1Le� af� �� t � � � u��- �w.�t,� w�E- ��I f �s �, � ��- S,e,�-,�-, << 3 . � ��F r � � o (��s',� D M S�Z� ,h� �- „A.,,, l+ �S t " ( � Q,-.� S : �) S w►-�C'{._ Gi��/� � �•t�( 14 t�ytn.j>r,r V�b�S /��CO� i� S��_ �r3As�, c�t�-;��,,�(,,,,� fb kl�u...�I� S¢C2¢C Q<GG<Q �,�� 1 I ��,v�°° Z� ��'�nw�-` �� V o 1 � r wh � -�v� �'�Y�� =��s�w� S�b � ��5� ,-.��- ��.{�=� S�r,� �.v-�.� =�LL�== r �wW�ww �-+,'t�✓1� ' 3 o T- Z y� , 2`� !� r =�LL�;; 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L!S.3,S � 3� (Z' � , � : ; ,.� _ � ,t�Sc� S�a�, �o � =51.f1 G� ��,5' �79 �/f"= 1�3o s-� + 5c� ��. ;,,�.u,.,.�,r t�(�) 3/6/07 10 : 58 : 36 am page �/� LPD Engineering � Kennydale Cafe Water Quality Design --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: devWQ NAME: developed conditions, WQ storm , SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 . 30 Acres BASEFLOWS : 0 . 00 cfs , RAINFALL TYPE . . . . : TYPElA PERV IMP � PRECIPITATION. . . . : 0 . 65 inches AREA. . : 0 . 01 Acres 0 . 29 Acres ' TIME INTERVAL. . . . : 10 .00 min CN. . . . : 85 . 00 98 . 00 TC. . . . . 15 . 00 min 6 .30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 03 cfs VOL: 0 . 01 Ac-ft TIME: 480 min �S�l C-� 3��i { � �� (� �,os� �°� � �� - ��`�` � '� � `.� 1 l � i - �, ( v�d v�,�� _�� Q«<a ��»>� aa�� _ - _ _ �:,ti�,�` W yN�/]-= �WWwZ- '�� wwi�3w f�V'�' u��j (� � �iiiww � r �+ ��8888 < q =�� d� �� or,f . � _ � y� �� C-�+} ��P�� _ "$" _. ._ - --- � o,-�� ,�� ;K) m c� _ �r� ��f 5) � � g �; � 0, 0 3 c�'s , ^` � �� 1 � _ � �.��C�2 S �st Q w,� -�o s%z-e: rn-��-F �v �a� Wa� q u a�(,i{� s�=6-,r rti w ' `ti", �° ( ,� ' �'�Ro�� (% Y , � G �•S /) r c� - �.g�Co,�3� _ o.qs i ti r,s �'o S,lvr� ��`1'�j r w�G_ �'f � ��'t � °� �'CGa�t L �I r � � _ �/.g o.03) � h � = t ,�o6 � (� = I . -LZ -�t so , S.e,�" �6 �p.S 5 � �(� s� c{f-�-+-� -�t- r,z-Z -F-f c�av¢.. w� S w�- ``-�C- \L � �� A � � �C , �z'-t. r� `G 1� lX � �l,�,v� �'! ' `�' 1 % % L ti � �j 1G �� SECTION 6.2 GENERAL REQti�FOR WQ FACII.ITIES FIGURE 6.2S.B FLOW SPLITTER,OPTION B � io bypass conveyance system or detention pond v - <:�= = -- � a A Y 2d' baffle to control floatables inflow ;�� dia of standpipe' (2 x dia of outlet pipe recommended as `` star6ng point) type-2 C.B. � no base channel req'd A P�.atv v�Ew NTS to water quaiiry facility round solid lid (see KCRS cfwg 2-022 and 2-023) __ _. baffle to control floatables or provide spill control upstream r �; .:a� a• :`; � �,;.-c`._4,; + c : top of pipe at WQ ' �E design water surface __� 6A_ ____'_ i� top of riser at design WS elevation elevation and head -- 6 - losses in outlet pipe -� : ` "tee" section with cleanout inflow C� _ �"� ' (�r removable bend-ciown elbow) . . _ solid bottom � C�to water quality �Pro�� faality . ladder(typ.) � maintenance ; acxess) � � � � , N _ .. .., ,;, �,, .- - orifice sized to pass WQ design fiow SECTfON A-A NTS *NOTE: Diameter(� of standpipe should be large enough to minimize head above WQ design WS and to keep WQ design flows from increasing more than 10%during 10�-year flows. 9lI/98 1998 Surface Water Design Manual 6-30 � lz��b� � ��--r a� �� ; 57� /�a.,� ��,� o�� O fi � p�� ;ti K �t'1.6�-�)�` G �O 9^� _""' �,-✓ Ca�L u��Tµ a SS t-cr�t Z� � i M�� S � � �.0� 3 � !�n�a s�e•� o wf-�� Q �,� � f5°�� s �s� �°�� (� P�v c CJ� `f�i C�S � I v0 Y� ��J -�i�a,�.. °`--�- 5 � ' `l � � r t�� .� �- S�-� , S �,,,,� Z.�► r. o� .�.� �%�� u`EY , � Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : kennydale cafe Comment : downstream SD pipe capacity estimate Solve For Actual Discharge Given Input Data: Diameter. . . . . . . . . . 1 . 50 ft Slope . . . . . . . . . . . . . 0 . 0200 ft/ft Manning' s n. . . . . . . 0 . 013 Depth. . . . . . . . . . . . . 1 .42 ft Computed Results : Discharge . . . . . . . . . 15 . 97 cfs Velocity. . . . . . . . . . 9 .23 fps Flow Area. . . . . . . . . 1 . 73 sf Critical Depth. . . . 1 .42 ft Critical Slope. . . . 0 . 0200 ft/ft Percent Full . . . . . . 94 . 67 % Full Capacity. . . . . 14 . 86 cfs QMAX @. 94D. . . . . . . . 15 . 98 cfs Froude Number. . . . . 1 . 01 (flow is Supercritical) Open Channel Flow Module, Version 3 .41 (c) 1991 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 3�; Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : kennydale Comment : Kennydale 'on site 8-inch SD capacity Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 0 . 67 ft Slope. . . . . . . . . . . . . 0 . 0060 ft/ft Manning' s n. . . . . . . 0 . 011 ', Discharge . . . . . . . . . 1 . 12 cfs Computed Results : ' Full Flow Capacity. . . . . 1 . 12 cfs ', Full Flow Depth. . . . . . . . 0 . 67 ft Velocity. . . . . . . . . . 3 . 18 fps i Flow Area. . . . . . . . . 0 . 35 sf Critical Depth. . . . 0 . 50 ft Critical Slope. . . . 0 . 0072 ft/ft Percent Full . . . . . . 100 . 00 % Full Capacity. . . . . 1 . 12 cfs QMAX @. 94D. . . . . . . . 1 .21 cfs Froude Number. . . . . FULL Open Channel Flow Module, Version 3 .41 (c? 1991 Haestad Methods, Inc . * 37 Brookside Rd * waterbury, Ct 06708 �� 3l�? �►�r�- �t �/, Se�,; f T�� /J.�s%�h �P�W,u.,�� -�.�.�, �r vY.,�-�-y �,,.,.r�t �'� S� = r��G2 z��/S� w ►..�.-� (�L ' Zy� Z�{�V �tx� GErgc �a-r v S � �� vvloU� _ �OOO�� FF�S�� F�S = ��- o� S�F�-� = Z S� = 2,,._. . c�L o,��i; �QL-- D�r�( �fS ( 2 Y►- �x �.u- �$u�t� sh - �-- • o-��l o.00r�q6 = ZR 2 s-� ' D�-f�,� i P�.,r ��i o �c.s w� M �,� s,y.�. I � ' . � � ` � '� �_ � / � � � � � ��S � `� ?j � I S� D= 3.S' nc�s -� b.L � I�cas� 2�`x Z/' _ `(�-If s-F �(�-�-�'��.<<^-� , � R��c� T�� sw« b.c- rbv,�.C( -�ro v� S o� S�Ywt w�-r.r ►--Kr c�c,w, ��S{�'`1�tvyt � o,- � � � f� �^� � : ' ' 13o(�G•Lr- a� S�'L e.� 't'�'� "��✓ Si'D Yµ. , rtZ3vD �f I-� �Z'°° � � �; � i , ; i I � I ; , ; � � ; ___ i ; . i. , , KING COUNTY, WASHINGTON, SURFACE WATER I? ESIGN MANUAL NO. 5 - CATCH BASiNS Maintenance Conditlons YYhen Maintenance Resutts Ezpected Component Defect is Needed When Maintenance is Performed General Trash 8�Debris Trasfi►or debris oi more than 1/2 cubic No trasti or debris located immediately in (Includes foot which is tocated immediately in front front of catch basin opening. Sediment) of the catch basin opening or is bbcking capacity of basin by more than 10%. Trash ar debris(In the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth trom the bottom of basin to invert of the lowest pipe into or out of the trasin. Trash or debris in any inlet o�outtet pipe In1et and outlet pipes free of trash or blocking more than 1/3 of iis height. debris, IDead animals or vegetation that could No dead anima[s or vegetation present gene�ate odors that would cause within the catch basin. complaints or dangerous gases(e.g., methane). Deposits of garbage exceeding t cubic �lo condition presertt which would attract foot in valume. or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into ifie sVeet(if Top Slab applicabte). Top siab has holes larger than 2 square Top stab is free of holes and cracks. inches or cracks wider than 1/4 inch (ntent is to make sure aN maYeriai is ' running into the basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on top siab. � separation of more tMan 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Sasin replaced or repaired to design Walls/Bottom than 3 feet,any evidence of soi!particles standards. entering catch basin through craoks,or maintenance person judges that sVucture is unsound. Cracks wider than 1 j2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the jair►t of any inlet/outlet joiM of inlet/outlet pipe. pipe or any evidence of soil particles errtering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Sasin replaced or repaired to design Misalignment . rotated more than 2 inches out of standards. alignment. Fre Hazard Presence of chemicals such as natural No flammabte chemicals present. gas,oit,and gasoline. Vegatation Vegetation growing ecross and blocking No vegetation blocking opening to basin. more than 1096 of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less ttean six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin f,lm. length. A-5 1/� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Maintenance ConditFons YYhen Mainbsnancs Results Expected ComponeM Defect Is Needed When Mafntenancs Is Perfo►med Catch Basin Cover Cover Not in Plaoe Cover is missing or ony parttally in place. Catch basin oover is closed. My open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with propet tools. Mechanism Not mairrtenance person with proper toots. Working Bofts irrto frame have less than 1/2 inch of thread. Cove�Diffic:ult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 ibs.of lift;intent is maiMenance person. keep cover ftom sealing off access to I maiMenance. I Ladder ladder Rungs Ladder is unsafe due to missing nings, Ladde�meets design standards and Unsafe misalignmeM,rust,cradcs,or sharp allows maintenance person safe acoass. edges. Metal Grates Grate with opening wider then 7/8 inch. Grate openings meet design standards. , (if applicabiel Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or G�ate missing or broken member(s)of Grate is in place and meets design Missing the grate. standards. II A-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenanca Condftlons When Malntenance RewFts Expected ComponeM Defect is Needed When Maintenance la Pertormed Pipes . Sediment&Detxis Accumulated sediment that exoeeds 20% P'ipe cleaned of a11 sediment and debris. of the diameter of tfie pipe. Vegetation Vegetation that reduces free movemeM of All vegetation removed so water flrnnrs water through pipes. freefy through pipes. Qamaged Protective ooating is damaged;rust is Pipe repaired or replaced. causing more than 5096 deterioration W anY P��P�Pe• My dent that decxeases the cross section Pipe repeired or replaced. area of pipe by more than 2096. Open Ditches Trash&Debris Trash and debris exoeeds 1 cubic foot Trash and debrls cleared from ditches. pe�1,000 square feet of ditch and slopes. Sediment Accumulated sediment thai exceeds 2096 Ditch deaned/flushed of ali sediment and of the design depth. debris so that k matches design. Vegetation Vegetation that reduoes free movement of Water flows freely through ditche$. water through ditches. Erosian Damege to See'Ponds'Standerd No. 1 See`Ponda'Sffindard No. 1 Slopes Rodc Lining Out of Mainte�ance person can see native aoil Replace rocks to design sfandard. Place or Missing (tF beneath the rodc lining. ApPlicable) Catch Basins See"Catch Basins`Standard No.5 See"Catch Basins'Standard No.5 Debris Barrfers See"Debrls Barriers'Standard No.6 See"Debris Barriers"Standard No.6 � (e.g.�Trash Rack) . A-11 1� APPENDIX C . . I Supporting Information • Geotechnical Report dated February 26, 2006, prepared by Associated Earth Sciences,Inc. �� • LPD Engineering letter to the City of Renton (10/27/05) requesting a ' drainage requirement adjustment KING COUNTY TIR Kennydale Cafe LPD Engineering, PLLC March 16, 2007 � �::y�: -.... ��r. > � � - 1= . Geotechnical En ineeri Associated Earth Sciences Inc. n � g g G'8'��G1�1? eG1'f1'O ��1''U1Ce .� -:� � .� ✓ f � _ - - _ .... '__. . ��Y , _ ��:_ �' �� w."�`.�—,-�ei,-�.'^^ �`�' � �� Subsurface Exploration, Geo(ogic Hazard, and Water Resources Preliminary Geotechnical Engineering Report �r, �` �f '� . :��. "�f ` KENNYD ALE C AFE � �� `"��: Renton, Washington Xc, Prepared for Environmental Assessments and Remediation Pool Brothers Construction, LLC/ HearthStone Homes, LLC � ----,:' � ,:��, � �¢� Project No. KE04520A - '�' � February 27, 2006 � Sustainable Development Services �t- +� '4� �1 ' t_ . 1"�- •ti` _ Geologic Assessments Associated Earth 5ciences, Inc. � �r � � � ��yz5��ofs�� February 27, 2006 Project No. KE04520A Pool Brothers Construction, LLC/HearthStone Homes, LLC ' P.O. Box 3023 Renton, Washington 98056 Attention: Mr. Matt Pool Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Kennydale Cafe 1322 Lake Washington Boulevard North Renton, Washington Dear Mr. Pool: We are pleased to present the enclosed capies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed project. Our recommendations are preliminary in that building plans/construction details have not yet been finalized. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington � i Kurt D. Merriman, P.E. Principal Engineer KDM/ld KEA45?AA2 Projec�s12004057A1K E1W P ICirlsland Office•911 FifthAvenue,Suite 100•Kirkland,WA 980i3•P�(425)827-7701•F�(425)827-5424 Euerett Office•2911 1/2 Hewitt Avenue,Suite 2•Euerett,WA 98201•P�(42�)259-0522•F�(425)Z52:i408 wwwaesgeo.com SUBSURFACE EXPLOR.ATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTEC�INICAL ENGINEERING REPORT KENNYDALE CAFE Renton, Washington Prepared for: Pool Brothers Construction, LLC/ HearthStone Homes, LLC P.O. Box 3023 Renton, Washington 98056 Prepared by: Associated Earth Sciences, Inc. 911 5`� Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 February 27, 2006 . Project No. KE04520A i Subsccrface Exploratioli, Geologic Hazard, and Kennydale Cafe Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Condirions I. PROJECT AIVD SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed Kennydale Cafe to be located at 1322 Lake Washington Boulevard North in Renton, Washington. Our recommendations are preIiminary in that building plans/construction details have not yet been finalized. The approximate location of the subject site is shown on the Vicinity Map, Figure 1. The property boundaries and the locations af the explorations conducted at the site, as well as other pertinent site features, are shown on the Site and Exploration Plan, Figure 2. In the event that.any changes in the nature, design, or locations of the structures are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be used in the preliminary design and deveIopment of the above-mentioned project. Initial site exploration was conducted during the month of September 2004 and consisted of excavation of five exploration pits within the central portifln of the site. Our current study, as outlined in our February 6, 2006 proposal, included a review of available geologic literature, drilling of two expIoration borings, and performing geoIogic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. Data obtained during our September 2004 exploration is used as a part of this report. Geotechnical engineering studies were also conducted to assess the types of suitable foundations, allowable foundation soil bearing pressures, anticipated settlements, basement/retaining wall lateral pressures, floor I support recommendations, and drainage considerations. This report summarizes our previous I� and current fieldwork and offers preliminary development recommendations based on our present understanding of the project. 1.2 Authorization Verbal authorization to praceed with this study was granted by Mr. Matt Pool of Pool Brothers Construction, LLC1HearthStone Homes, LLC. Our recent study was accomplished in general acc�rdance with our scope of work dated February 6: 2006. This report has been prepared for the exclusive use of Pool Brothers Construction, L[_C/HearthStone Homes, LLC and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. February 27, 2006 ASSOCIATED EARTH SCIENCES,INC. MT/Jd-KEOA520A3-ProjtUs4100405101KEIWP Page 1 Subsurface Fxploration, Geologic Hazard, and Kennydale Cafe Preliminary Geotechnical Engineering Repon Reraon, Washir:gton Project and Site Conditrons 2.0 SITE AND PROJECT DESCRIPTION 2.1 Site Description The subject site is located at 1322 Lake Washington Boulevard North in Renton, Washington. The site is currently vacant; however, based on the existence of concrete basement walls and charred remains of wood flooring and walls within the western portion of the site, it appears that the site has greviously been occupied. The site is bounded on the north by vacant land, on the south by a vehicle storage yard, on the east by Interstate 4�5 (I-405), and on the west by Lake Washington Boulevard North. The site ascends toward the east from the western property line. Slope gradients range from approximately 15 percent within the western portion of the site to in excess of 40 percent within the eastern portion of the site. Overall topographic relief across the site is on the order of 100 feet. Midway up the slope within the central portion of the site, what appears to be an unimproved path or roadway extending in a northeasterly direction across the slope face was observed. No information regarding construction of this feature was available to us, but it appears as if it may have been created by north-south excavation across the slope face. The area is now partially overgrown with blackberry vines and deciduous trees. Vegetation within the western portion of the site in the vicinity of the previously existing structure consists of blackberry vines. A single pine tree exists adjacent to the southwest carner of the remaining foundation. Vegetation across the central and eastern portions of the site consists of a moderate coverage of deciduous trees with brush and blackberry vines comprising much of the understory. 2.2 Proposed Construction It is our understanding that project plans include construction of a four-unit townhouse above a 3,200 square foot restaurant. The lower-level, daylight restaurant will be excavated into the existing hillside above Lake Washington Boulevazd North. Based on Sheet A8 "Elevations" and on Sheet A9 "Details" dated January 6, 2006 by Rick Anderson, Architect, a split-level parking lot is to be created upslope from the proposed structure. Access t� the parking area will be via a paved driveway extending upslope from Lake Washington Boulevard North along the south side of the proposed structure. The western (lower) partion of the parking lot is at an elevation approximately 10 feet above Lake Washington Boulevard North. The eastern (upper) portion of the parking lot is at an elevation approximately 30 feet above adjacent Lake Washington Boulevard North. A four-car garage is to be built within the northeast portion of the upper parking lot. Retaining walls to a height of 15 feet are anticipated. February 27, 2006 ASSOCIATED EARTH SCIENCES, INC. MT/!d-KE04520A2-Projectsl2P0405201KElli'P Page 2 Subsurface Exploration, Geoingic Hazard, and Kennydale Cafe Prelinunary Geotecl�nical Engineering Report Renton, Washington Project and Site Conditioru 3.0 SUBSURFACE EXPLORATION Previous site exploration consisted of excavation of fve exploration pits during the month of September 2004 to evaluate near-sarface conditions within the "roadway" feature within the central portion of the site. The exploration pit logs are resubmitted as a part of this report. Current exploration consisted of advancement of two exploration borings; one within the lower portion of the site and one midway upslope in the vicinity of the proposed cut for the eastern parking lot wall. The various types of sediments, as well as the depths where the characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. It should be noted that the depths indicated on the attached logs where conditions changed may represent gradational variations between sediment types in the field. Our explorations were located in the �eld relative to topographic information provided to us. The approximate locations of the explorations are shown on the Site and Exploration Plan, Figure 2. The conclusions and recommendations presented in this report are based, in part, on the exploration pits excavated during our earlier (September 2004) exploration and on our cunent borings. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this ' report and make appropriate changes. 3.1 Exploration Pits The exploration pits completed during September 2004 were excavated with a track-mounted excavator provided for our use. The exploration pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geotechnical engineer from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. The exploration logs presented in the Appendix are based on the field logs and inspection of the samples secured. 3.2 Exploration Borings The exploration borings were completed by advancing a hollow-stem auger with a portable drill rig subcontracted to us. During the drilling process, samples were obtained at 2.5- to 5- foot-depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, driIling action, and inspection of the samples secured. Februaty 27, 2006 ASSOCIATED EARTH SCIENCES, IR'C. MT/ld-KE04530A2-Projecrsl200405?OIKEIWP Page 3 Subsurface Fxploration, Geologic Hazard, and Kennydale Cafe Prelimiltary Geotechnical Engirzeering Report Reriton, Washington Project and Site Conditio�zr Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procednre in accordance with American Society for Testing and Materials (AST1Vn:D 1586. This test and sampling method consists of driving a standard 2-inch, outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows are recorded within one 6- . inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the spIit-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Review of the regional geologic map entitled Draft Geologic Map of King County, Washington hy Derek Booth, Ralph Haugerud, and Jill Sacket (December 27, 2002) indicates that the area of the subject site is underlain by pre-Fraser deposit soil. Our interpretation of the sediments encountered in our exploration pits and borings is in general agreement with the regional geologic map. Subsurface conditions at the project site were inferred from the field explorations accomplished for this study. Additional regional geologic information was provided through review of applicable geologic Iiterature. As shown on the attached exploration logs, sediments encountered in our exploration pits and borings generally consisted of pre-Fraser deposits overlain by topsoil/disturbed soil. The following section presents more detailed subsurface information organized from the youngest to the oldest sediment types. 4.1 Strati�raphy Topso�l/Disturbed Soil A surficial layer of topsoilldisturbed soil was encountered in the explorations at the site. This surficial soil consisted generally of a brown to dark brown mixture of silt and sand in a loose condition. The topsoilldisturbed soil layer ranged in thickness from approximately 1 to 5 feet. Due to the lvw density observed, the existing topsoil/disturbed soil layer is not considered suitable in its existing condition for foundation or pavement support. Based on site grades shown on the project plans provided to us, these materials will be removed from within the building areas as part of site grading and excavation activity. February 27, 2006 ASSOCIATED EARTH SCIENCES, lNC. MTRd-KE045?OA2-Projecrs1100405201KE1WP Page 4 Subsurface Exploration, Geologic Hazard, and Kennydale Cafe Preliminary Geotechnical Engineering Report Reruon, Washington Project and Site Conditions Pre-Fraser Deposits Beneath the surficial soil, sediments consisting of weakly to moderately oxidized silts and fine to coarse sand with faint to prominent laminations were encountered. These sediments are interpreted to be pre-Fraser deposits. Based on the relatively fine-grained nature of the soils encountered, these soils were likely deposited in a low-energy environment, such as a lake, and are therefore referred to as lacustrine deposits. The upper, approximately 2 to 3 feet of these deposits were observed to be in a weathered, relatively loose condition, not considered to be suitable for foundation or pavement support without recommended remedial densification, as described herein. Below the weathered zone, the lacustrine deposits were observed to be in a dense to very dense condition and are considered suitable for support of foundation loads and pavement support with proper preparation. Lacustrine deposits are composed primazily of silt and fine sand, considered highly moisture-sensitive, and are highly prone to disturbance when wet site or weather conditions exist. Vigilance will be required when foundation bearing soils composed of lacustrine deposits are exposed to prevent disturbance and resulting increased costs for removing the disturbed soils and restoring suitable support conditions. 4.2 Hydrolo�y No ground water seepage was encountered during our September 2004 exploration. Lenses of very moist to wet sail were encountered below a depth of approximately 5 feet in both exploration borings advanced during our Februazy 2006 exploration. This is consistent with a rype of ground water seepage known as interflow. Interflow consists of surface water that infiltrates through relatively permeable soils and becomes trapped or perched atop underlying, low-permeability surfaces or layers. Perched zones of ground water may also occur within pre-Fraser deposit soil in areas where these sediments exhibit increases in permeability due to localized grain size variations. Ground water measured within exploration borings EB-1 and EB-2 after completion of driIling was encountered at a depth of 18 feet below lowest adjacent ground surface. No monitoring wells were installed during our current exploration program. It should be noted that the occurrence and level of ground water seepage at the site may vary in response to changes in season, precipitation, irrigation, and other factors. Perched and interflow seepage should be expected during the wetter winter and spring months and following periods of heavy or sustained precipitation. February 27, 2006 ASSOCIATED EARTH SCIENCES, INC. MTAd-KE04520A2-Projecrs12004052011C6fWP Page 5 . Subsurface Exploratiori, Geologic Hazard, and Kennydale Cafe Preliminary Geotedin�cal Engineering Report Reriton, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS Based on information obtained from the City af Renton's web site http://rentonnet.org/MapGuide/maps/Parcel.mwf , the project is in an area of mapped erosion hazards, moderate landslide hazards, and regulated slopes ranging from 15 to <90 percent. The hazards and regulated slopes are discussed in the following sections and recommended mitigation measures presented in conformance with the Renton Critical Areas Ordinance No. 5137. The following discussion of potential geologic hazards is based on the geologic, slope, and shalIow ground water conditions as observed and discussed herein. 5.0 LANDSLIDE HAZARDS AND RECOMMENDED MITIGATION Observation of site slopes revealed no evidence of instability or past landslide activity. Unweathered, dense to very dense soil underlying the surficial stratum at the site is not considered likely to be mobilized due to relatively high strength related to density. Based on site observation, it is our opinion that the soils (to a depth of approximately 2 to 8 feet) across the surface of the site slopes possess a moderate potential for shallow slumps. The risk of shallow soil movement within the surficial soil increases substantially following extended periods of wet weather or during moderate to large seismic events. The potential for shallow surficial slope instability will be reduced by proper site drainage, retaining wall construction, impact wall construction; and placement of a debris fence along the top of the impact wall, as discussed later in this report. In onr opinion, the proposed development will not adversely affect existing site hazards. The proposed improvements may eliminate or stabilize some of the landslide hazard and steep slope areas. As designed, the parking area provides a "buffer" of approximately 100 feet between steep slope areas and the proposed habitable structure. In aur opinion, no additional buffers from the existing steep slopes or landslide hazard areas are necessary or recommended provided recommendations contained in this report are followed during cc�nstruction and maintenance of the planned improvements. The uppermost wall of the upper pazking area should be designed with an additional 4 feet of height (freeboard) above the retained slope. This freeboard will act as an impact wall to impede soil slumps reducing the potential for damage to the proposeci structures. Some soil may slough over the freeboard and debris fence along the upslope side of the upper parking lot if accumulated debris is not periodically removed from the behind the wall. It is possible that the wall could be overtopped during a worst case slide or seismic event. Debris fencing should be installed along the top of the impact wall. The debris fence should consist of a 4-foot-high cyclone fence above the 4-foot structural impact wall mentioned above. Access for small February 27, 2006 ASSOCIATED EARTN SCIENCES,INC. MT/fd-KE04520A'_-Projects12004057A1KEiWP Page 6 Subsurface Exploration, Geofogic Hazard, and Ke�tnydale Cafe Preliminary Geolecltnical Engineering Report Rentoii, Wasliiirgton Geologic Hazards and Mitigations equipment should be provided to maintain the area behind the catchment wall fiee from debris and maintain intended function. As with all slopes, surface drainage should be proper(y controlled and directed away from sloping areas. Downspouts from roofs should be tightlined into suitable storm water drainage systems. At no time should fill be pushed over the top of bank. Uncontrolled fill over tops of slopes may promote landslides or debris flow activity. 6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATI�N Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential gealogic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault located approximately 7 miles to the north. Recent studies by the U.S. Geological Survey (e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Inzplicatio�zs for Eartlzquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is . relatively new, and data pertaining to it are limited with the studies still ongoing. According to the U.S. Geological Survey studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of sur�icial displacement took place. This displacement can presently be seen in the form of raised, wave-cut beach terraces alon� Alki Point in West Seattle and Restoration P�int at the south end �f Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be low during the expected life of the proposed structures. February 27, 2006 ASSOCIATED EARTH SCIENCES,INC. MT/!d-KFA9520A2-Projecrs1200405101KEIWP Page 7 Subsurface Fxploration, Geologic Hazard, and Kennydale Cafe Prelinu�zary Geotechnical Engineering Report Reriton, Waslttngton Geologic Hazards and Mitigations 6.2 Seismically Induced Landslides The potential risk of damage to the proposed development by seismically induced landsliding is discussed in Section 5.0. In general, ground motion associated with strong seismic shaking significantly increases the risk of shallow-landsliding within the surficial site soil. 6.3 Liquefaction Liquefaction is a temporary loss in soil shear strength that can occur when loose granular soils below the ground water table are exposed to cyclic accelerations, such as those that occur during earthquakes. The observed site soils were generally dense and are not expected to be prone to liquefaction. A detailed liquefaction analysis was not completed as a part of this study, and none is warranted, in our opinion. 6.4 Graund Motion Based on the encountered stratigraphy, it is our opinion that any earthquake damage to the proposed structures, when founded an suitable foundation bearing strata in accordance with the recommendations provided in this report, would be caused by the intensity and acceleration associated with the event and not any of the above-discussed impacts. Design of the project should be consistent with 2003 International Building Code (IBC) guidelines. In accordance with the 2003 IBC, the following values should be used: Site Class C (Table 1615.l.1) Ss = 138% (Figure 1615[1]) S� = 48% (Figure 1615[2)) 7.0 EROSION HAZARDS AND MITIGATION The sediments underlying the site generally contain silt and sand and will be sensitive to erosion, especially in the sloping portions of the site. In order to reduce the amount of sediment transport off the site during construction, the following recommendations should be followed. 1) Silt fencing should be placed around the lower perimeter of all cleared area(s). The fencing should be periodically inspected and maintained, as necess��ry, to ensure proper function. 2) To the extent possible, earthwork-related construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. February 27, 200b ASSOCIATED F_ARTH SCIENCES, INC. MTRd-KF04520A2-Pro%tcrsl200d05201KEIWP Page 8 Subsurface Exploration, Geologic Hazard, and Ken�rydale Cafe Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigatio�is 3) Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear plastic to facilitate grass growth. 4) If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw baleslsilt fences around pile perimeters. 5) Interceptor swales with rock check dams should be constructed to divert storm water from construction areas and to route collected storm water to an appropriate discharge location. 6) A rock construction entrance should be provided to reduce the amount of sediment transported off-site on truck tires. 7) All storm water from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. I '� February 27, 2006 ASSOCIATED EARTH SCIENCES,INC. MT/Id-KE04510A2-Projeus1200405201KEIWP Page 9 � Subsurface Fxploration, Geologic Hazard, and Kennydale Cafe Preliminary Geotech�ucal Engineering Report Renton, Washingron Prelimirrary Design Reco�nmendations III. PRELIMINARY DESIGN RECOMMENDATIDNS S.0 INTRODUCTION Our exploration indicates that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommendations contained herein are properly followed. The bearing stratum ranges in depth beneath existing ground surface from approximately 2 to 8 feet. Conventional shallow foundations and standard pavement sections should perform well with proper subgrade preparation in most areas. 8.1 Site Preparation Site preparation of building and pavement areas should include removal of existing foundations, trees, brush, debris, and any other deleterious materials. All existing fill around I the pre-existing structure should be removed from within building/pavement areas. Existing septic systems should be decommissioned in accordance with Renton Health Department requirements and removed from beneath any areas where structures or paving are planned. If any water wells exist on-site, they should be decommissioned by a licensed well driller in accordance wit12 Washington Administrative Code (WAC) Section 173-160. If any heating oil storage tanks or other similar structures aze present on-site, they should be decommissioned and removed in accordance with applicable Washington State Department of Ecology (Ecology) regulations. Any depressions below planned final grades caused by demolition activities should be backfilled with structural fill, as discussed under the Structural Fill section. Organic topsoil should be removed from areas where new buildings, paving, or other structures are planned. After stripping, remaining roots and stumps should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. Once excavation to subgrade elevation is complete, the resulting surface should be proof-rolled with a loaded dump truck or ottier suitable equipment. Any soft, loose, or yielding areas should be excavated to expose suitable bearing soils. The subgrade should then be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D 1557 test procedure. Structural �ill can then be placed to achieve desired grades, if needed. 8.2 Site Disturbance Some of the on-site soils contain substantial fine-grained materia] that makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If February 27, 2006 ASSOCIATED EARTH SCIENCES,INC. ,�rrir�-�oaszoAz-rro�e«sizooanszrnrcEiwr Page 10 Subsurface Exploration, Geolvgic Hazard, and Ken�rydale Cafe Preliminary Geotech�:ical Engineering Repon Renton, Washington Preliminary Design Recomme�idations disturbance occurs, the softened soils should be removed and the area. brought to grade with structural fill. 8.3 Winter Construction Based on the high in-situ moisture content of site soils observed during our February 20Q6 exploration, it may be necessary to dry a significant portion of site soils during favorable dry weather conditions to allow them to be reused in structural fill applications. If construction takes place in winter, drying is not expected to be feasible, and we anticipate that most or all of the site soils will be unsuitable for structural fill applications. Even during dry weather, site soils excavated for installation of buried utiliries might not be suitable for utility backfill under paving or other structures. We recommend budgeting for backfill of buried utility trenches in structural areas with select, imported structural fill. If earthwork will be completed during winter months, we recommend budgeting to construct all structural fills with select, imported fill materials. For summer construction, significant, but unavoidable effort will be needed to . scarify, aerate, and dry site soils to reduce moisture content prior to compaction in structural fill applications. Care should be taken to seal all earthwork areas during mass grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth-drum � roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever rain is possible. If winter construction is expected, crushed rock fill could be used to provide construction staging areas. The stripped subgrade should be observed by the geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi SOOX or equivalent. Onc� the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. If desired, planned roadways can be paved with asphalt treated base (ATB) for construction staging, as described in the Pavement Recommendations section of this report. 8.4 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporazy, unsupported cut slopes in the topsoil or disturbed/weathered pre-Fraser deposit soiI can be planned at 1.5H:1V (Horizontal:Vertical) or flatter; temporary, unsupported cut slopes in the dense, unweathered, pre-Fraser deposit soil can be planned at 1H:1V or flatter. These slope angles are for areas where ground water seepage is not encountered and assume that surface water is not allowed to flow across the temporary slope faces. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles will be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. February 27, 2006 ASSOCIATED EARTH SCIENCES, INC. MT/!d-KE04520A2-Projecrs1200405201K61WP Page 11 Subsurface Fxploration, Geologic Hazard, and Kennydale Cafe Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations 9.0 PERMANENT SLOPES Permanent slopes proposed for the site should be planned at a gradient no steeper than 2.6H:1V. As with all slopes, surface drainage should be properly controlled and directed away from sloping areas. Downspouts from roofs should be tightlined into suitable storm water drainage systems. At no time should fill be pushed over the top of bank. Uncontrolled fill over tops of slopes may promote landslides or debris flow activity. 10.0 STRUCTUR.AL FILL Structural fill may be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the exposed ground surface should be recompacted to 90 percent of ASTM:D 1557. In lieu of recompaction in areas where the subgrade contains too much moisture, we recommend that the stripped subgrade be overlain by an engineering stabilization fabric, such as AMOCO 2002 (or equivalent), with the edges of the fabric overlapped in accordance with the manufacturer's recommendations. A minimum of 12 inches of clean, free-draining structural fill compacted to a minimum of 95 percent of ASTM:D 1557 should be placed over the fabric. The structural fill should then be proof-rolled with a loaded dump truck to pretension the fabric and identify any soft spots in the fill. Upon completion of proof-rolling, _ additional structural fill should be placed, if necessary, to obtain desired grades. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D 1557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with codes and standards acceptable to the governing agency. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V. Fill placed on slopes steeper than SH:1V should be benched into dense till or suitable bedrock during grading to establish a good contact and minimize the potential for development of a slip plane. Benches should expose at least 4 feet (vertical) of strata acceptable to the geotechnical engineer or geologist. All fills proposed over a slope should be reviewed by our office prior to construction. February 27, 200b ASSOCIATED EARTH 3CIENCES, LVC. MT/!d-KE04520A2-Pro%ects120040510110E�WP Page 12 Subsurface F�ploration, Geologic Hazard, and Kennydale Cafe Preli►ninary Geotechnical Engineering Repon Renton, Waslungton Prelinunary Design Reco�runendations The contractor should note that any proposed import fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The on-site soils - contained substantial amounts of silt and are considered highly moisture-sensitive when excavated and used as fill materials. We anticipate that due to mixing of soils as they are excavated, most excavated site soils will require aeration and drying prior to compaction in structural fill applications. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select, import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. 11.0 FOUNDATIONS Spread footings may be used for building support when they are founded on approved structural fill placed as described above, or on suitable native stratum prepared as recommended in this report. Where existing fill is present below final grades, it should be removed and replaced with structural fill, which is also suitable for foundation support. Footings may be designed for an allowable foundation soil bearing pressure of 3,000 pounds per square foot (ps�, including both dead and live loads. Footings supported entirely on unweathered, pre-Fraser deposit soil may be designed for an allowable foundation soil bearing pressure of 5,000 psf, including both dead and live loads. .An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all foundations must penetrate to the prescribed bearing stratum, and no foundations should be constructed in or above loose, arganic, or existing fill soils. In addition, all footings must have a minunum width of 18 inches. Anticipated settlement of footings founded as recommended should be on the order of �/a inch or less with differential settlement of '/z inch or less. However, disturbed material not removed from footing trenches prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing forms and steel to verify that the foundation subgrades are undisturbed and constru�tion conforms to the recommendations February 27, 2006 ASSOCIATED EARTH SCIENCES, INC. MT/(d-KE04520A2-Projecrs1200405201KE1WP Page 13 ' Subsurface Fxploratio�i, Geologic Hazard, mtd Kelirrydale Cafe Prelinunary Geotedutical Engineering Report Renton, Washington Prelim�nary Desig�t Recommendations contained in this report. Such inspections may be required by the City of Renton. Perimeter footing drains should be provided, as discussed under the section on Drainage Considerations. It should be noted that the area bounded by lines extending downward at 1H:1 V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.SH:1V line extending down and away from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. 12.0 FLOOR SUPPORT If crawl space floors are used, an impervious moisture barrier should be provided above the soil surface within the crawl space. Slab-on-grade floors may be used over medium dense to very dense native soils, or over structural fill placed as recorrunended in the Site Preparation and Structural Fill sections of this report. Slab-on-grade floors should be cast atop a minimum of 4 inches of pea gravel or "clean" crushed rock to act as a capillary break. The floors should also be protected from dampness by covering the capillary break layer with an impervious moisture barrier at least 10 mils in thickness. 13.0 DRAINAGE CONSIDER.ATIONS We observed ground water at a depth of 18 feet below ground surface in exploration borings , EB-1 and EB-2. Lenses of wet soils were observed in exploration borings EB-1 and EB-2 � suggesting the possibility of interflow within relatively permeable soil above less permeable soil. Therefore, prior to site work and construetion, the contractor should be prepared to provide temporary drainage and subgrade protection, as necessary. All footing walls, basement walls, and retaining walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at the bottom of the footing at all locations, and the drain collectors should be constructed with sufficient gradient to allow gravity discharge away from the buildings. In addition, all foundation walls taller than 3 feet should be lined with a minimum, 12-inch-thick, washed gravel blanket that ties into the footing drain. The gravel blanket should extend up the back of the wall to within 1 foot of finished grade where less permeable soil can be used as a cap over the drain rock to reduce infiltration of surface water. Roof and surface runoft should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. February 27, 2006 ASSOCIATED E�4RTH SCIENCES, INC. MT/Id-KE04520A2-Prajecu1200405201KEIWP Page 14 Subsurface Fxploratior2, Geologic Hazard, ar:d Ken�iydale Cafe Preliminary Geotechnical Engineering Report Renton, Washington Prelinuna�y Design Recol�une�2dations 14.0 CAST-IN-PLACE RETAINING WALLS AND BASEMENT WALLS Walls that are free to yield laterally at least 0.1 percent of their height should be designed using "active" equivalent fluid pressures. Fully restrained, rigid walls that cannot yield should be designed using "at-rest" equivalent fluid pressures. The following table provides appropriate active, at-rest, and passive equivalent fluid pressures (and associated friction coefficients} for the anticipated project wall design conditions. For walls located adjacent to areas that are subject to vehicle tra�c, a surcharge equivalent to 2 feet of retained soil should be added to the wall height in determining lateral design forces. Active At-Rest Passive Backslope Equivalent Equivalent Equivalent Conditions Fluid Pressure Fluid Pressure Fluid Pressure Friction Rock/Soil Type (Horizontal:Vertical} (pcfl" (pc� (pc� CoeFficient Topsoil! Horizontal 50 70 200 0.20 disturbed soil Topsoil/ 2H:1V maximum 80 95 200 0.20 disturbed soil Structural fill Horizontal 35 55 300 035 Structural fill 2H:1 V maximum 65 80 300 0.35 Unweathered Horizontal 30 50 350 0.40 re-Fraser deposit soil Unweathered 2H:IV maximum 60 75 350 0.40 pre-Fraser deposit soil 'pcf=pou�ds per cubic foot , Lateral loads for footings may be designed using a combination of lateral sliding resistance along the bottom of footings and passive earth pressure against the sides of footings. Lateral sliding resistance may be determined by multiplying the dead load by the coefficient of friction i listed for the appropriate stratum in the table presented above. Passive earth pressure (passive equivalent fluid pressure) should be assumed to be zero at the surface of the bearing stratum and may be assumed to increase with depth in bearing stratum at the rate indicated in the table. Lateral bearing and lateral sliding resistance may be combined. All backfill behind walls or around foundation units should be placed as per our i recommendations for structural fill and as described in this section of the report. Where cast- ; in-place retaining walls face structural fill, the backfill should consist of on-site or imported granular fill compacted to 90 percent of ASTM:D 1557 using light campaction equipment only. A higher degree of compaction is not recommended, as this will increase the pressure acting on the wall. A lower compaction may result in settlement of slab-on-grades or other improvements placed above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground (where not indicated} must be added to the above values. February 27, 2006 ASSOCIATED EARTH SCIENCES, INC_ ' MT/!d-KE04520A2-Projectal2l)0405201KEIWP Page 15 I • I I Subsurface Exploratiort, Geologic Hazard, a�id Kennydale Cafe Preliminary Geotech�iical Engineering Repart Renton, Washington Preliminaiy Desiga Recomntendations Perimeter footing drains and wall backdrains should be provided for all retaining walls, as discussed under Drainage Considerations. 14.1 Impact Walls In order to mitigate the potential risk of damage to the proposed structures by shallow-seated landsliding, we recommend that the retaining walls proposed for the upslope side of the upper parking lot be extended a minimum of 4 feet above the adjacent ground surface to act as a catchment for landslide debris that may come off of the upper slope. For design purposes, we estimated that a small debris flow could impact the proposed wall with a dynamic force of 500 pounds per horizontal foot of wall. This value assumes a debris flow with a mass of 125 pounds per cubic foot (pc fl traveling at a velocity of 6 feet per second. It must be understood that estimating the depth and speed of a debris flow is not an exact science. The structural engineer should note that no factors of safery were applied to our calculations; rather, we expect that the designer will apply an appropriate factor af safety to such a scenario. • Our assumprions were based on the thickness of the weathered soil unit encountered on the slope above the proposed parking lot. However, future debris flows may vary from those estimated. As such, the owner must understand and accept the risk of building at the base of a slope and that future slope failures may damage the parking lot/garage and/or parked vehicles. Debris fencing should be installed along the top of the impact wall. The debris fence should consist of a 4-foot-high cyclone fence above the 4-foot structural impact wall mentioned above. Access for small equipment should be provided to maintain the area behind the impact wall free from debris and maintain intended function. The temporary cut to be made in surface soil exposed on the existing easterly ascending slope east of the proposed upper parking lot should be restored as soon as possible following wall construction to minimize the risk of surficial soil movement. Restoration may be accomplished by placement of structural fill in conformance with the recommendations presented in this report. 15.0 PAVEMENT RECOMMENDATIU iVS The proposed parking lot and access drive will either be constructed on undisturbed, dense native soils, or on structural fill placed and compacted on top of these suitable native soils. Preparation of pavement subgrade areas should follow the recommendations of the Site Preparation and Structural Fill sections of this report. The proposed subgrade, whether it is dense native soils or compacted structural fill, should have a minimum density of 95 percent hased on the ASTM:D 1557 test procedure within the upper foot below the pavement section. Because much of the on-site soil encountered during exploration appeared to be above optimum moisture content at the time of our exploration program, remedial subgrade preparation might � be required below the paving. Remedial preparation measures could include removai of some February 27, 2006 ASSOCIATED EARTH SCIENCES, INC. MT/W-K6045�A2-Projectt1200405201KEIWP Page 16 Su6surface Exploration, Geologic Hazard, and Kennydale Cafe Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendalions of the existing site soils below the planned pavement section and restoring the planned subgrade elevation with select, imported structural fill, treating the native soil subgrade with Portland cement to stabilize the wet soils, or aeration and drying of existing soils prior to compaction of the road subgrades. We recommend that the final determination of how to prepare the road subgrades be made at the time of construction when weather and field conditions are known. Where raadways are built near the crest of a slope, such as the western edge of the upper parking lot, all fill beneath the roadway and within the roadway embankment should be properly keyed into the suitable native soils and compacted to 95 percent of ASTM:D 1557, as discussed in the previous section. Subsequent to compaction or recompaction, the subgrade should be proof-rolled with a loaded dump truck. Any deflecting areas or soft spots detected during proof-rolling should be excavated and replaced with properly compacted structural fill. Upon completion of any recompaction and proof-rolling, a pavement section consisting of 2'/z inches of asphalt concrete pavement(ACP)underlain by 4 inches of 1'/a-inch crushed surfacing base course is recommended for car parking areas. In driveway areas, a heavier section, consisting of a minimum of 3 inches of ACP underlain by 6 inches of 1'/a-inch crushed rock base course is recommended. The upper 1 inch of 1'/a-inch crushed rock can be replaced with 1'/z inches of 5/s-inch crushed rock as a leveling course, if desired. The crushed rock course must be compacted to at least 95 percent of the maximum density. All depths given are compacted depths. All paving rnaterials, base course materials, and � placement procedures should comply with suitable standard specifications, such as the ' Washington State Department of Transportation (WSD07) Standard Specificatians for Road, Bridge, and Municipal Construction, or other suitable specifications. All structural fill and all native subgrades less than 4 feet below finished grade for a planned roadway should be compacted to 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557. Prior to structural fill placement or to placement of base course materials over native subgrades, the area should be proof-rolled under the observation of AESI with a loaded dump truck or other suitable equipment to identify any soft or yielding areas. Any soft or yielding areas should be repaired prior to continuing work. Depending on construction staging and desired performance, the crushed base course material may be substituted with ATB beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a suitable native or structural fill subgrade compacted to minimum 95 percent minimum density, � and a 11/z- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for i construction access and staging areas, some rutting and disturbance of the ATB surface should ! be expected. The general contractor should remove affected areas and replace them with I properly compacted ATB prior to final surfacing. ! i I February 27, 2006 ASSOCIATED EARTH SCIENCES,INC. i n�r�re-«�szo,az-Pro;«ts�zooaoszovcE�wP Page 17 � � Subsurface Exploration, Geologic Hazard, and Kennydafe Cgfe Prelimi�tary Geotechnical Engineeririg Report Renton, Washingtori Preliminary Design Recommendations 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site development plans, site grading plans, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completian. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations for buildings and of new pavement depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the evei�t that variations in subsurface conditions become apparent. Construction monitoring services are not part of the current scope of work. If these services are desired, please let us know and we wiIl prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ( ASSOCIATED EARTH SCIENCES, INC. ' Kirkland, Washington �S. �F M sy�`� � ��a �tic� 1 � � �r �a � i x '� � � lr ; , � ,p�2�3580 � v� �,c�� '�G7S'I'ER��t��' �^S��NAL�C� t`��}�� J�J� �EXPIRES 11I2OI OLl� �� i 1 I I�.d�.4r� Maire Thornton, P.E. Kurt D. Merriman, P.E. Senior Project Engineer Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs February 27, 201J6 ASSOCIATED EARTH SCIENCES, INC. MT/!d-KE04520A2-Projec�s1200405201KEI N�P Page 18 a:^?- T,�-,.,.. .--s :,• ,�c. ,. ^�' �TrrT�,r„i� �.?,�cx�o-;x,'I"°'y�,�"s±r��` �s�'t,4m�hA hrtf"G,`4'�' sY""yr� +� ��,�-�.�rr. mr� c.. .p�.q ,;f. ,7�,y� ;'¢�'�S. ..�.a�t� ;S„ i�.� .�� y�k�i .i� X! ..,��1n �� .:-`�".� �✓15�, i� •�t� �0l�j h��li J .�i '� � r�. ,:r }�� ^ ,�7� ¢ r:.�'�•• '�,,7 3 ""�t4-`�.��, a �!� r..%3�`n ,'N.' �� 1.,. ��;t ,.r5..r ..r;��,,..5 r'u .,�r�.,i._. Pa �t�<k,��` �;•-. :.�v+ ,y�-+ �r+ . ;` " � , :,;. 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L.,I�.t ��t �II � 't .�,.��7 7��t�i } ��[• . y� � �! _f�t �T� _ r� _�.� ��`�J�;.,1 r�. .,!i�l' i: �n�,�',.� Ra '_'.' t��l.,. �� ..` ,....,`C` ./�., ls' . ... �. �i ._ ,��. �.ri�� .��t. .._�_,� ' -.��..:.� , � � � � ...,.. _. , �,4' h r�r,rt}� ;�� (��' %• � J�, tj � ;�j� J k�� fP� + i�?- , , � ��I � a N ,t '', �?�. ��' - �' � , s � � ��E 0200�Thomas Bros �Qaps� i : , , -- � -y . . �� .�nw r. � n, .f r.,e�ko 2.. �pge M ....� e F -J a .+�t w��.c.:�' ,`,CI"Yt i, ��x;{� 'A;�i. } 1 � �;��.,71 _ A /� pr�,�r.'.IF w. :ti. �1."'.�� -I M y/ .In..7.-I' �'R:Y'1R�lY�.t„Y^:lk�f Y.,.. ✓ �N' 7 h J.: � �l ,�v; + ,1M' .s'.[} j�.[ p n �'� �r � �Y �J` 9 ��a,l �.7 �f��'l�.- ��ia a.:S,ld� �(� ,� .�.y ilAr�.y,4,�� s? Y'r7, rt"� y(r, .i4r if ��;i� '� C:.�" = x, u � '� .�. �,, ,,�,,�+y,q ,•,:; r� ��,.�r t...tiAbt s�, .t.a, 'f' i .��..';r t i.,r.: ;l�1 ,. 1t, „...,„ .�,.r.. , x , ,, , u //< 1� � �9�� }�.�d��ty}+�'� f,�'�wl"�1 �7iTi}y��'jR�ry ��V�J,�"�V;kiYl�axl0��l�.il-��.�u �r,-�i��IF :�L�..�.,�t,t�75'�j�yf .P;_�,{, - -m �ir,nY.�'�,.�, '�... .._ . r ,d..r�wk �.'.:.- ... ,. .. 7 �• � r v.7ry F r.s�...e...r,.i u,,'..J,,,ar� A„�,y�4,r�.n,9�a. r.r,u d,- . . ...;.. , ,.,...rt(,.�..v_:,.,�,�i ae .... 0 "' NO SCALE � FIGURE 1 a Associated Earth sciences, Inc. VICINITY MAP � DATE 2/06 o � � � � � KENNYDALE CAFE � RENTON,WASHINGTON PROJ.NO. KE04520A �n a � y' J / `, / o,�31 � oW g. � � � / / d �r, ` p q ` , . � �3 o S IC��5• I � h � I � . \ I ��5�� R I I �� \ I i � )'B. I /p5 j � : p1��1. � I � � j0� ? 3a' 1 - I � I I � ' I ' 1 � � I i 1 J ' � � i � i � � � ' I 7^ � Z � i � o j � j I � � ) 1 � - � � 3 I � $ ! q . i / �� ' , � � , � � � , , ; � , � a, ; , � J ' ' \ ' � , , � � � � , � $ � � � ; , ,o� � � APPROXIMATE LOCATION d` I ' � OF EXPLORATION PIT ;,, i io , � 7YP(09l04) iy ' �l —� M'a Ep� � ' � � � g e car � � � i g s � �a i �q � ". � � i EB ■EP-2 � � ti �� i EP� � � �W ��' � � �a v sswi�s N � � 1�6 p2 i � i i A ' -- �EP3� I � m I ., i � ao 7-0' � \ \-76 f � � 61 `� � . �7I ' � ' \ � � c I �� \ � i M ��R a i i � �I �ZEP � � �� i � ' I � i I I ' i o 7p� 5 � I:,� 1 .o,q � I EB-1 � /' '�c — - � �'. 44S NO i Sf�� s��g�e �ng�e �_ O F Lq�T #aqc g n�C�. �� i APPROXIMATE LOCATION � �/,„�, e � OF IXPLORATION BORING � i 9 !��'� , , TrP�oyoe► , � ��. '� , , - i ' to �\ i . '�I � M�c Use `j �) i B�dding � d,�'as , i '�1r �;', i ss I cs�Ek I R, \�'` I � S i =I�1 �� \ .e yy .'�'• Q,!?JO � I . � �1p49� ` I Dep5ziy6, �F • d�� tr�j 2\ !� �S/� ' �J a \ /n.��-'�p� j / B/L�,�' A��J�� s z� '°�a�ti � ,,. � 1,. SGLLE:i._�, �Rekrence:RiCkMderson ArchitecC Floor Plan A1 M0205 x DaMd 7-T2-OS " FIGURE 2 nseoc�stee earth Sclencea� �nc. SITE AND EXPLORATION PLAN � � � � � � KENNYDALE CAFE oAr�vas RENTON,WASHINGTON p{tp�.�dp,KE01520A � Frl ��T� h�+�l � � � LOG OF EXPLORATION PIT NO. EP-1 � This log is part of the report prepared by Associated EaRh Sciences,Inc.(AESI)for the named project and should be � read together with that report for complete interpretation.This summary aPplies only to the locafion of this trench at the m time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplfication of actual conditions encauntered. DESCRIPTION Topsoil � Loose, dry to damp, dark brown, silty fine SAND, root hairs. ----------------------------------------------------- 2 Pre Fraser Deposit Medium dense to dense, damp, light brown, SILT,consolidated, horizontal stratification. 3 Dense, damp,gray, fne to coarse SAND with gravel and cobbles, horizontal stratifcation. 4 5 6 Bottom of exploration pit at depth 6 feet 7 No ground waterlseepage. Slighdy caving within sand. 8 9 10 11 12 13 ' 14 -� 15 -� 16 17 18 19 � .,,, 0 0 ry � Pool Brothers-Lake Washington Boulevard-Renton LL Renton, WA 'a " Associated Earth Sciences, InC. Project No. KE04520A 0 a� Logged by: MT � � � � � Approved by S@ptelTlb@�2004 � U Y LOG OF EXPLORATION P1T NO. EP-2 � This log is part of the report prepared by Associated Ea�th Sciences,Inc_(AESI)for the named�roject and should be L read together with that report for complete interpretation_This summary applies only to the location of this trench at the Q- time of excavation.Subsurface conditions may change at this location with the passage of fime.The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Topsoil � Loose, dry to damp, dark brown, silty fine to medium SAND, root hairs. 2 ------------------- ----------------- -- 3 Pre Fraser Deposit � 4 Medium dense to dense, damp, light brown, SILTSTONE, horizontal stratification. 5 6 7 8 Bottom of e�loration pit at depth 8 feet 9 No ground wafer/seepage. No caving. 10 , 11 12 13 14 15 16 17 18 19 ,�— �,� o � 0 N � Pool Brothers-Lake Washington Boulevard-Renton � LL Renton, WA a " Associated Earth Sciences, If1C. Project No. KE04520A 0 a� Logged by: MT � � � � � Approved by: SCptefnber'2004 � U Y LOG OF EXPLORATION PIT NO. EP-3 � This log is part of the report prepared by Associated Ea�th Sciences,Inc.(AESI)for the named project and should be t read together with that report for complete inferpretation.This summary applies only to the Iocation of this trench at the � time of excavation.Subsurface conditions may change at this location with the passage of Gme The data presented are o a simp[fication of actual conditions encountered. DESCRIPTION Topsoii � Loose, dry to damp,�dark brown, silty fine to medium SAND. 2 3 ----------------- ----------------- Pre Fraser Deposits-Weathered 4 Medium dense, damp, light brown, fine sandy SILT, silty fine SAND, few root hairs. ----------------------------------------------------- 5 Pre Fraser Deposits-Unweathered 6 Dense, damp, light brown to light gray, SILTSTONE. 7 8 Bottom of expioration pil at depth 8 feet 9 No ground watedseepage. No caving. 10 11 12 i 13 14 15 16 17 18 19 � 0 0 � � � Pool Brothers-Lake Washington Boulevard-Renton LL Renton, WA 'a " Associated Earth Sciences, II1C. pro ect No. KE04520A � Logged by: MT � a � � � � � a Approved by: September 2004 � U Y LOG OF EXPLORATION PIT N4. EP-4 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be L read together w,'�th that report for complete interpretation.This summary applies only to the location of this trench at the a time of excavation.Subsurfa�e conditions may change af this location with the passage of time.The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Topsoil 1 LooseLdry to damp, dark brown,silty fine to medium SAND� root hairs_______________� Pre Fraser Deposits 2 3 Medium dense to dense, damp, light brown to gray, SANDY GRAVEL with cobble, stratified. 4 5 6 Sandier at 6'. 7 ----------------------------------- $ Dense, moist, light gray,fine sandy SILT. Bottom of exploration pit at depth B feet 9 No ground waterlseepage. No caving. 10 11 12 13 14 I 15 16 � 17 � 18 19 - e �� i o �v 0 N n W Pool Brothers-Lake Washington Boulevard-t�enton � LL Renton, WA a' a Associated Earth Sciences, (I1C. pro ect No. KE04520A N Logged by: MT � � Approved by: � � � � � September 2004 � U Y LOG OF EXPLORATlON PIT NO. EP-5 � This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be t read together with that report for com�lete interpretation.This summary applies only to the location of this trench at the � time of excavation Subsurface conditions may change at ihis location w'ith the passage of time_The data presented are ❑ a simplfication of actual condifions encountered. DESCRIPTION Topsoil � Loose, dry to damp, dark brown, silty fine to medium SAND, roots. 2 --------------------------------------------------- Pre Fraser Deposits-Weathered 3 , 4 Medium dense, damp, light gray, fine sandy SILT,few roots. 5 ---------- ----------------- Pre Fraser Deposits-Unweathered 6 Dense,dam li ht ra , SILTSTONE. I Bottom of exploration pit at depth 6 feet 7 No ground waterlseepage. No caving. 8 9 10 11 12 13 14 15 16 17 18 19 �� N � Pool Brothers-Lake Washington Boutevard-Renton LL Renton, WA a' " Associated Earth Sciences, II1C. Project No. KE04520A � Logged by: MT P � � � � � � Approved by: � September 2004 � U Y Associated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Expioration Number Sheet KE04520A EB-1 1 of 1 Project Name Kennydale Cafe Ground Surface Elevation(ft) Location Renton WA Datum N/A DrilledEquipment CN Drilling Date Start/Finish ��gm��i.vn6 Hammer WeightlDrop 14Q#/30" Hole Diameter(in} � c w N v ul L � O G7 � p ♦ ul � � �O7 J N L7��WS�F��I ~ r o. mE a � 3 o T in �� o `9 m L DESCRIPTION " � �0 2o so ao ° Topsoil/Disturbed Soil 3 S�� Moist,dark brown to orange-brown,sifty fine SAND,organic roots. a � a S 2 Moist to very moist,light orange-brown,fine to coarse SAND. z . 3 6 3 5 OLanyg�idatio�st�jDi�q at contact few roots._____ 4 S-3 Pre-Fraser Deposit a � , Very moist to wet,olive-brown,fine to very fine SAND,trace silt. s Very moist to wet,olive-brown,very fine SAND with silt,horizontal 3 ' S� stratfication. � �t I g �i 'O S 5 Wet with depth,stratified hor'�zontal lenses of orange oxidation. 4 - s t � Wet,olive-brown to gray,fine to medium SAND to fine sandy S1LT, � S-6 horizontal stratification. ta 2s ts �5 Wet,olive,fine SAND with silt,horizontal light orange oxidation zones. Z3 S-7 33 66 33 S� Wet,olive-brown,SILT/fine SAND to wet,gray,medium to coarse SANO, t Z3 slight orange oxidation. 3z �s 44 20 g_g Wet,gray,medium to coarse SAND. aa or so� • ot S-10 Wet ra fine to coarse SAND to wet oliv -brown SILT. so • Bottom of exploraUon boring at 23 feet 25 30 35 0 N n Z N 2 a m � 'a � o Sampler Type(ST): o � 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT o m 3"OD Sptit Spoon Sampler(D&M) � Ring 5ample Q Water Level() Approved by: W � Grab Sample � She(by Tube Sample 1 Water Level at time of drilling(ATD) a Associated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Exploration Number Sheet KE04520A EB-2 1 of 1 Project Name Kennydale Cafe Ground Surtace Elevation(ft) Location Renton WA Datum �/A DriilerlEquipment CN Drilling �ate StarflFinish �1q1��lA/QFi Hammer WeighUDrop 140#/30�� Hole Diameter(in) C N N � ° L � � °' � Blows/Foot � � a �E maJ ; Q 3 (E �. �E "' o L �N o � m DESCRIPTION " � to 20 3o ao ° Disturhed Soil � S-1 Wet,olive-brown,silfy fine SAND. t �2 i S 2 Wet,olive-brown,silty fine SAND. Z � p 6 4 5 ----------- Pre-FraserDeposit ----------- 6 S-3 Wet,olive-brown,silty fine SAND to fine SAND,faint horizontal s t t stratiftcation. s Wet,olive-brown,fine SAND,trace silt,faint hor¢ontal stratification 7 S� Very moist,gray,medium to coarse SAND. �s �aa z� '0 5 5 Wet,olive-brown,fine SAND,trace silt,faint horizontal stratification. - e Zo � z7 �5 Very moist,olive and gray,fine SAND/SILT and coarse SAND,faint �s S� horizontal stratification,interbedded. 23 � � 24 Gravelty at 17'. � 20 Boftom of exploration boring at 20.5 feet � 25 30 � — 35 � 0 0 CI � N 2 a 0 LL a' o Sampler Type(ST): o m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT o m 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level Q Approved by: w � Grab Sample � Shetby Tube Sample 1 Water Level at time of drilling(.4TD) a 1�ssociated Earth Sciences, Inc. � 0 � � � ��w�finyz5 Zfears�of S'es�ice September 8, 2006 Project No. KE04520A Pool Brothers Construction, LLC/HearthStone Homes, LLC P.O. Box 3023 Renton, Washington 98056 Attention: Mr. Matt Pool Subject: Geotechnical Recommendations for Shoring Design Kennydale Cafe Renton, Washington Reference: Subsurface Exploration, Geologic Hazards, and Preliminazy Geotechnical Engineering Report Kennydale Cafe ', 1322 Lake Washington Boulevard North � Renton, Washington Report Date: February 17, 200b Dear Mr. Pool: As requested, this letter presents our recommendations for shoring design for the proposed four- unit townhouse structure above a restaurant on Lake Washington Boulevard North in Renton, Washington. Our recommendations aze based on our general knowledge of on-site subsurface conditions and from previous projects in the vicinity of the site. Based on information provided,proposed site development will require temporary vertical cuts to a height of approximately 30 feet. Our work included preparation of recommendations for design of shoring for the proposed temporary cuts. Recommendations for both soldier pile/lagging and for soil nail shoring systems are included herein. Soldier Pile Shoring We anticipate that soldier pile walls, where elected for this project, will include cantilevered shoring and/or tieback shoring. Our recammendations for each of these scer�rios are presented in the following sections. Our recommendations are also summarized in Figures 1 and 2 and referenced in the following sections. ICirkland Of�icz•911 Fifth Avenue,Suite 100•Kirkland,WA 98033•P�(425)827-7701•F�(425)827-5424 Everett Office•2911 1/2 Hewitt Avenue,Suite 2•Everett,VC/A 98201•P�(425)259-05�2�F�(425)252-3408 w1v��:aesgeo.com We recommend that building excavation shoring that uses a cantilever system or has a single row of tiebacks be designed to resist a lateral earth pressure of 30(H+2) pounds per cubic foot (pcfl presented as triangular distribution for a level backslope. For a 1'/zH:1V (Horizontal:Vertical} slope above the shoring wall, the lateral earth pressure should be increased to 60(H+2) pcf. Recommendations for cantilever or single-row tiebacks are presented on the attached Figure 1. We recommend that building excavation shoring that uses a multiple-level tieback system be designed to resist a lateral earth pressure of 28(H+2) pcf where supporting level backfill, or a lateral earth pressure of 42(H+2)where supporting a 11/zH:l V sloping backfill, both presented as trapezoidal distributions. Recommendations for multiple-row soldier pile shoring design are presented on the.attached Figure 2. An allowable passive resistance of 350 pcf can also be assumed below the level of the excavation in unweathered pre-Fraser deposit soil. From a soil standpoint, the grouted soldier piles must be designed for sufficient vertical capacity, and in the case where tiebacks are used, this should include the vertical component of the inclined tieback loads. It should be noted that settlement of the soldier piles under load could also cause a reduction in anchor pre-stress allowing lateral tilting about the base. For design purposes, the vertical load capacity of soldier piles should be determined based on an allowable adhesion or side friction of 1.5 kips per square foot(ks fl and an allowable end bearing of 30 ksf. For soldier piles designed to carry permanent loads, the piles should be provided with corrosion protection, as recommended by the structural�engineer. We recommend a minimum depth of embedment of 10 feet for all soldier piles. All soldier piles should be backfilled with concrete after drilling and installation. The concrete above the excavation base elevation could consist of lean-mix concrete or controlled density fill(CDF)to facilitate installation of lagging. Higher-strength concrete might be required below the excavation base. The soldier piles also need to be located a suff'icient depth below the base of the excavation to provide adequate lateral or "kick-out" resistance to horizontal loads below the lowest brace or tieback level. An allowable passive resistance of 350 pcf can be assumed. The passive resistance against the embedded portion of the soldier piles may be considered to be acting against twice the diameter of the grouted soldier pile section. Soldier pile wall construction sh�uld begin with installation of all of the soldier piles. When all piles have been installed and the concrete is cured, excavation can begin. Timber lagging should be installed as the excavation progresses. Timber lagging can be designed to resist reduced lateral earth pressures as a result of soil arching between piles. Within the upper soil and weathered pre- Fraser deposit soil(anticipated within the upper 10 feet of proposed cut), lagging can be designed to resist 50 percent of the calculated lateral load at any given point. Within the dense, unweathered, pre-Fraser deposit soil (anticipated at a depth of approximately 10 feet below existing ground surface), lagging can be designed to resist 30 percent of the calculated lateral load at any given point. When excavation reaches the elevation of planned tiebacks, we recommend that the excavation not be advanced more than 2 feet below a planned tieback until the tieback is installed, tested, and locked off at the design load. 2 Shoring installation is expected to require drilling through relatively loose granular sediments creating a potential for soil caving. Casing may be required where caving is extensive enough to create the potential for significant ground loss and settlement. It will be critical to observe soldier pile borings carefully to quickly identify areas where caving is occurring and apply effective corrective action. Caving could also be experienced when excavating and installing lagging between solider piles. Overexcavation of soils should be avoided. Excavation should extend just far enough to allow lagging installation. Any void spaces behind lagging should be quickly identified and filled with pea gravel, CDF, or other suitable material to prevent caving and loss of support for adjacent ground. AESI should be allowed to review shoring plans to confum that our recommendations have been incorporated in the design. Tiebacks A tieback system consists of drilling behind the soldier pile wall at an angle to the horizontal and installing rods or cables with a grout anchor. Easements must be obtained, as needed, to place anchors under adjacent property/roadways, and care must be taken to avoid underground utilities. The anchar holes should be drilled in a manner to minunize loss of ground and not endanger adjacent anchors and surrounding subgrades due to subsidence. This is especially unportant when i drilling into sands. Tieback anchors must be located far enough behind the soldier pile wall to develop anchorage within a stable soil mass to prevent failure or excessive deformation. We recommend that this anchorage be obtained behind an assumed failure plane defined by a horizontal line extending a distance equal to H/4 behind the retained excavation at the base of the excavation, which ihen rotates 60 degrees from the horizontal and extends upward to the ground surface. The area between this assumed failure plane and the retained excavation is referred to as the "no-load . zone." Tieback tendons should be provided with a bond breaker through the no-load zone to prevent load transfer to soils in the no-load zone. These recommendations aze presented on Figure 1 and Figure 2. The anchor loads are transmitted to the surrounding soil by side friction or adhesion with the soil. The tieback anchors may be designed for an allowable unit resistance in the anchor zone of 2,000 pounds per square foot (ps� of anchor surface area for high pressure grout placement. The actual load-bearing capaciry of tiebacks should be verified after installation as described below. After tieback test stressing, the tiebacks should be permanently locked off at 100 percent of the design tension load. We recommend for this site that each anchor be sized for a design or allowable load of not more than 50 percent of the ultimate load available through the anchor (as indicated by 200 percent verification tests). The test anchors should be capable of holding the ultimate load without excessive yield or creep so that a factor of safety of at least 2.0 is available for production anchors 3 should further stressing occur. The rods or cables should transmit the anchor load to the soldier pile in such a manner to avoid eccentric loading. Anchor Tests A series of anchor tests must be performed to verify the design and ultimate skin friction or adhesion of the tieback anchors. For this project, we recommend that all anchors be test-loaded to 130 percent of design load, and at least two tiebacks should be tested to 20(} percent of design capacity. The contractor should be aware of the requirements for 200 percent load testing. Tiebacks that will be stressed to 200 percent of the anchor capacity often require heavier tieback tendons to accommodate the 200 percent load, even for short periods of time. The contractor should be prepared to provide tieback assemblies appropriate for 200 percent load testing at the requested location. We recommend that AESI monitor the anchor test program. A common practice for 200 percent load tests is to load an anchor in 10 percent load increments with each load increment held for 5 minutes up to the final load of 200 percent design load, which is held for at least 30 minutes. Measurements of the rod or cable movement should be accurately recorded throughout the test. Successful anchor tests will have less than 3 inches of anchor displacement,and will e�chibit linear or near-linear load versus anchor head movement curves and creep rates below an established maximum allowable rate. � The other component of the anchor tests for the project would be proof-loading each of the production anchors to 130 percent of the design load. Each anchor should withstand this load for at least 5 minutes. A total movement of the anchor of less than 4 inches, a linear load versus anchor head movement curve, and a creep rate below O.QB inches per log cycle of time at the end of the test would indicate a successful proof-load test. At the completion of tieback anchor test stressing, the contractor should permanently lock off the anchors at 100 percent of the design load. After locking off the anchors at the design load, the contractor should verify lock-off loads in a manner acceptable to the project engineer. Subsequent to locking off the tiebacks at the design load, all of the tieback holes should be backfilled to prevent possible collapse of the holes and any related consequences. Typically, sand is used as backfill material; however, most non-cohesive mixtures are suitable (subject to approval by the geotechnical engineer) provided there is no bonding to the tendons. Conosion protection should be used as specified by the structural engineer for tiebacks that are designed to carry permanent loads. The potential exists for caving and flowing conditions in soils that will be penetrated during tieback drilling. If caving or flowing conditions are observed in tieback drill holes, the holes will need to be cased or otherwise stabilized to prevent loss. It is important that any caving or flowing conditions be identi�ed quickly and addressed effectively to reduce the potential for damage to adjacent structures and allow the work to continue. 4 Soil Nails Soil nails may prove more economical and less restrictive than conventional soldier piles and tiebacks for the proposed excavations. The following preliminary design recommendations and criteria should be considered in the design of the soil nail-supported excavation shoring. With the following information and other pertinent data, it should be the responsibility of the shoring subcontractor(s) to determine the appropriate design details, construction methods, and procedures for installation of the shoring system. AESI does not provide soil nailing design drawings. We rely on experienced professional designers and contractors to provide the design drawings and details necessary to obtain permits. We have consulted Ground Support,LLC during the preliminary design phase of similar projects. AESI will, however, provide the required inspection and monitoring of proof-testing. The following paragraphs provide the basic information for the site soils to be used in a soil nail wall design. The final design should satisfy the criteria presented in this letter, moment equilibrium, and installation and performance criteria for temporary soil nail-supported wall construction. Soil nailing consists of installing a grid pattern of grouted rebar tendons ("nails") into slightly inclined drilled holes spaced on a vertical soil cut face as excavation proceeds. The soil nail tendons are typically shorter in length than conventional tieback anchors. This produces a reinforced zone that is itself stable and helps to support the unreinforced ground behind it. The nails are passive in that they are untensioned at the time of installation; over time, they become tensioned as they resist the deformation of the adjacent soil. The nail reinforcement improves � stability in two ways. First, soil nails reduce the driving force along potential failure surfaces. Second, in frictional soils, nails increase the normal force, and hence the soil shear resistance along potential slip surfaces. Wire mesh reinforcement and rebar are attached to the nails, and the face of the excavation is covered with a suitable thickness of air-placed concrete (shotcrete). The advantages of this technique over shoring that utilizes soldier pile walls is that the shotcrete wall can serve as the wall I of the excavation without the need for deep piles and lagging, it can be constructed while above- grade work proceeds, and the wall can consist of either the temporary shoring wall alone,or it can be incorporated into the permanent basement wall providing the potential for significant cost savings. For this application,it is feasible to use the shoring as the permanent basement wall(top- down construction). Soil-nailing reinforcement is conducted by excavating verrically from the top down in stages of approximately 6 feet. If ground water is encountered, it may be necessary to provide temporary dewatering prior to and/or during soil nail wall installation, especially if construction is to commence during the winter or spring. Temporary dewatering could consist of constructing cutoff drains or rock-lined trenches around the perimeter until significant quantities of perched ground water no longer flow from the cut. Perched ground water typically "bleeds" off with time. If ground water daylights the cut slopes somewhere other than the base of the slope, the slope could 5 be armored with rock to reduce erosion below the seepage zone. If possible, we recommend that - construction commence during the late summer/autumn months to attempt to avoid complications arising from the presence of perched ground water. After each stage of excavation, the exposed soils along the limits of the excavation are reinforced prior to proceeding with the next stage of excavation. Construction of a soil nail tivall typically involves the following major steps: 1. Drill and install perimeter face stabilization elements, if needed; 2. Excavate soil, typically a 6-foot lift, leaving a small berm in place at the excavation toe; 3. Drili for nail holes; 4. Install and grout nails; 5. Excavate out berm to form vertical cut face; 6. Place drainage mat against cut soil face and protect with plastic sheeting; 7. Place waterproofing (if specified); 8. Place reinforcements, bearing plates, and studs; 9. Apply shotcrete wall; 10. Repeat process down to final excavation grade. Consequently, this method requires that the soil withstand short-term, temporary vertical cuts of approxnnately 6 feet without caving. The glacially consolidated sediments that were encountered , in our exploration borings are suitable for this type of construction, provided they remain unsaturated. Open cuts should not be allowed to stand unshored for more than 3 days. This time could be less if zones of fractured or slickensided soil or ground water seepage are encountered. Open face cuts should not be left open over weekends or holidays. In addition, the cut slopes above the soil nail walls should be protected from precipitation and surface water runoff at all times by installing plastic sheeting and securing the sheeting with sandbags or other reliable anchors. A series of load tests must be performed to verify the design and ultimate skin friction or adhesion of the soil nails. Two types of testing should be accomplished for soil nailing. An initial verification test program is performed prior to wall construction to verify that the design adhesion values are correct. Common verificati�n testing programs consist of at least two 200 percent tests of the design or allowable load in the soil for each excavation wall. Verification testing is usually accomplished by loading each nail in 25 percent increments held for 5 minutes up to the final load of 200 percent design load. Creep measurements are recorded during the verification test, where the load is generally held for an hour and any nail movement is measured. The creep measurements are commonly performed at either the 150 percent or the 200 percent point. Verification nails should be constructed exactly as the production nails will be constructed, including the same drilling equipment, driller, inclination, grout, etc. Verification test nails are commonly sacrificial nails that do not become incorporated in the shoring wall. As construction of the wall proceeds, proof tests are conducted on approxirnately one of every 20 nails to verify that the soil conditions and installation methods have not changed. Proof-test procedures are similar to ' 6 the verification procedures except that the fmal load is less (130 percent) and the creep measurements usually last only 10 minutes. Proof-test nails remain in the wall following testing and are an integral part of the shoring. We recommend that AESI monitor installation and testing of both the verification and proof nails. For design of soil nail anchors used in the shoring system, the anchor loads are transmitted to the sunounding soil-by-side friction or adhesion with the soil. An allowable shaft friction of 1,000 psf can be assumed for nails within the upper 10 feet of the excavation. This value may be increased to 2,000 psf for nails within dense pre-Fraser soil anticipated at depths at least 10 feet below existing ground surface. Assumed anchor design loads should be confirmed by proof- testing. Based on the granular nature of near-surface soil at the site, the contractor should be prepared to use casing should he encounter zones that would not allow the anchor holes to stay open. The anchor holes should be drilled without the use of drilling fluids or water so that the optimum ' allowable cohesion between the grouted anchor and the soil can be developed. The holes should be grouted immediately after drilling or re-drilled prior to grouting if left open for a period of more than 2 hours. Anchors should be installed such that they avoid conflict with all underground utilities, and a minimum separation of 10 feet should be maintained between all anchors and any neazby utilities. Open cuts excavated to allow construction of the soil nail wall should not be allowed to stand unshored for more than 3 days. This time may have to be reduced if fractured soils or ground water seepage is encountered. After applying the first lift of shotcrete, the next lift can be built after 4 days or once the shotcrete has attained 50 percent of its design strength. The project structural engineer should verify this recommended intervai between lifts and provide additional or alternative recommendations, if necessary. Traffic loads should be kept a minimum of 10 feet from the upslope side of the wall segments, and surface water should be controlled by means of curbs, gutters, or swales so that water does not flow over exposed soil cuts or newly constructed walls. Drainage behind the shotcrete wall should be provided by installing Mira-Drain or equivalent drainage mats per the manufacturer's recommendations. The drainage mats should be installed behind the shotcrete wall for the full wall height with the 4-foot-wide fabric strips placed at a spacing of 8 feet on-center for the full length of all walls. The Mira-Drain mats should freely communicate with the perimeter drain system through a series of weep holes or drain sleeves. All nails will need to be de-stressed subsequent to wall and floor construction. Drainage Considerations A drainage system should be incorporated to collect water seeping through or behind the perimeter walls. Prior to constructing the permanent exterior walls, a proprietary drainage mat, such as Mira-Drain, should be placed in 4-foot-wide strips spaced no greater than 8 feet center-to-center 7 from near the top of the shoring wall to its base. The entire exposed face of the shored wall should then be covered with plastic sheeting prior to permanent wall construction. The plastic sheets should be overlapped 12 inches at seams. The bottom of the drainage mats should communicate with a permanent perimeter drainage system. The perimeter drainage system can be constructed inside or outside of the permanent wall, and should consist of a minimum 6-inch- diameter, rigid, perforated, polyvinyl chloride(PVC)pipe placed approximately 2 feet below the floor slab subgrade and graded to drain to a suitable discharge. The drainpipe should be provided with cleanouts at appropriate intervals to allow system maintenance. The pipe should be surrounded by material meeting Washington State Department of Transportation (WSDOT) Standard Specification 9-03.12(4) for Gravel Backfill for Drains with at least 4 inches of drainage fill surrounding the pipe on all sides. Since the upper walls are expected to form walls for parking areas and not interior space, a waterproof barrier might not be required. If any interior space, moisture-sensitive finishes,or other moisture-sensitive improvements are planned,an impermeable moisture barrier should also be used on the backfilled face of backfilled walls. If backfill material is required between the shoring system and a separate permanent basement wall, washed pea gravel, a lean-mix sand slurry, or other approved drainage material should be used. Where conventional foundation walls (as opposed to shoring} are used on some portions of the building, a conventional wall drainage system should be used. The wall drainage system should consist of a perimeter footing drain. The wall should be backfilled with a free-drainuig fill blanket that is in contact with the wall and is at least 12 inches thick perpendicular to the wall face. The drainage fill should meet WSDOT 5tandard Specification 9-03.12(4)for Gravel Backfill forDrains ', and should freely communicate with the perimeter foundation drain. Issues related to a moisture- �'i proof barrier are the same as discussed above for a perimeter wall consisting of soldier pile shoring. Dewatering of elevator excavation(s) should be addressed at the time of construction when actual excavation and seepage conditions are exposed and can be observed. We should be allowed to offer situation-specific recommendations if critical drainage issues are expected related to buried utility installation. If buried utilities are planned to be insialled in areas of ground water seepage, they can provide conduits that carry ground water into utility vaults, mechanical rooms, or other interior or moisture-sensitive spaces. We recommend that where utilities within observed or likely seepage zones enter spaces that aze sensitive to moisture, waterproof barriers be installed to prevent water entry or provisions be made to intercept and remove water that does enter. Monitoring Program A program should be established to monitor the horizantal and vertical movement of the excavation sidewalls and the installed shoring wall. The monitoring should be performed by a licensed surveyor with repeatable monitoring points established on settlement-sensitive structures (buildings, manholes,poles, etc.)around the excavation and at regulaz intervals along the shoring 8 wall. Monitoring should be performed at least twice a week and the results provided promptly for review by AESI and the structural engineer. We recommend that monitoring points be installed at the top of each pile, and at the face of each pile at the midpoint between the pile top and the base of the planned excavation (when that portion of the pile is exposed). The initial survey of the monitoring points should be completed before any excavation has started. AESI should be allowed to observe and comment on the completed shoring design prior to bidding. All shoring installation should be observed on a continuous basis by a representative of AESI to identify any unanticipated conditions or problem areas as they are encountered to reduce the potential for construcrion delays and increased costs. Closure We appreciate the opportunity to continue our work with you on this project. If you have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. � Kirkland, Washington �. �ti M s ��rr�'��a w �.�.,�'�0 hiy°�•�r, � �� :� 2 7 I f � I ��,�sssa�� csr� IDNALE�' EXPIRES 1�I2O� � I Kurt D. Merriman, P.E. Principal Engineer Attachments: Figure 1: Soldier Pile Retaining Wall Design Criteria Figure 2: Multiple-Row Soldier Pile Retaining Wall Design Criteria x�Mrm KE4i520A4 Projects�2004057A1 KE1 W P 9 i GROUND SURFACE � `�� NO-LOAD ZONE LIMIT � � I � � � � 60'��\ � ' II � � I \ � �� I � � �`\ `�BPGK \�, ' � � w� _ � I�' � a� �/ �� /� �� ! � J � Q � `� I � � � \\ �� \. � ��X \� � I� __ i.A) �' - ------- � --- =------------i----- I H/4--- ' � I -- --� i _N i !I ii Z FORLEVELBACKSLOPE g I X=30(H+2)pcf � � ol � FOR 1 1/2H:1V BACKSLOPE I � �I X=60(H+2)pcf i � I � � � ---- 350(D)pcf PASSIVE PRESSURE ACTS OVER TWICE PILE DIAMETER ACTIVE CASE(TEMPORARY L�ADING) PASSIVE PRESSURE TRUNCATED SINGLE LEVEL TIEBACKS/BRACES OR CANTILEVER 2 FEET BELOW BASE OF EXCAVATION NOT TO SCALE NOTES: I 1 Sddier pile embedment depih"D'shoukJ consider necessary vertical capaaty,kidcout,and overiurning resistance. 2 All 6ebadc anchors shall be prestressed to 130 perr,ent of design bad and bcked o(f at 100 percent of design load.At least iwo anchors on each s'ide ot the excavalion shall be prestressed to 20D percent and monitored for creep. Tie-back anchor zone is to be bcated behind ihe no-load zone. 3. AilowaWe tiebadc-so�1 adhesion=2 kips per square foot(ksf}. 4. Passive pressures inciude a factor o(safety of 1.5. 5. Allowable skin friction oF soldier pile-1500 psf over depth'D-2'. Allowable end bearing=30 ksf 6 Diagram does not include hydrostafic pressures or sbpe surcharges and assumes walls are suflaNy drained to prevent buildup af hydroslaGc pressure with no slope at top ot wall. � a 7 Diagram is illusirative and not referenced to a particular la:ation. 8 n 8 Diagram does not include pressures due to surface surcharges from any adjacent structures. These pressures must be provided by the sWctural engineer See Figure 3(atiached). v a 9.Base of excava6on shall be defined as the foundation subgrade elevationQA 0 N N < O •m N " SOLDIER PILE RETAINING VVALL DESIGN CRITERIA FIGURE i D Assocfated Earth Scfences, Inc. Y � � � � � RENTON,WASH NGTON DATE 9106 � PROJ.NO.KE04520A S � i � I I I cl \`�� NO-LOAD ZONE LIMIT �1 I i =' � �\I , i i � 1 � ' � �-- -60�� I \`--- � I � � �I � �� I � � � , x `� S\EBPGK a �I ��'''' `\� O � I � 1 ��\ I � .� I I � � '�/� O\ � BASE OF _ I - -�----- � -------- — ---------EXCAVATION�=A�----1----- — , lil ♦ • � W4 l�i `�'� �-----�� I�1 Z �' � � 0 I I n II p FOR LEVEL BACKSLOPE � � AT REST PRESSURE: 30(H+2)pcf � � 1 I ` FOR 1 1l2H:1V BACKSLOPE � AT REST PRESSURE: X=42(H+2)pcf 350(D)PCF PASSIVE PRESSURE ACTS OVER TWICE PILE DIAMETER PASSIVE PRESURE TRUNCATED 2 FEET BELOW BASE OF EXCAVATION NOTES: 1. Solfiier pile embedment depth'D'should consider necessary verlical capacity,kickout,and overtuming resistance. 2. All tiebacks should be prestressed fo 130 percent of design load and locked off at 100 percent of design load.At least 2 anchors shall be prestressed ta 200 percent of design load � and monftored for aeep. Tieback anchor zone is to be bcated hehind the no-bad zone. 3 Allowable tiebadc-soil adhesion=2 kips per square foot(ksQ. 4. Passive pressures indude a facfor o(safety of 15 5 Albwable skin friction o(soldier pile-1500 psf over depfh'D'. Allowabie end bearing=3�ks(. � 6. Diagrams do not indude hydrosiatic pressure surcharge arxi assume walls are suitably drained to prevenf buiidup of hydrosta6c pressure. N LL 7 Diagram is illusUative and not referenced to a pazticular IocaUon. u � 8 Diagram does not indude pressures due lo surface surcharges irom any adjacent strudures. These pressures rt�st be provided by the structural engineer 5ee figure 3(attached} 0 0 9. Base of excava6on shali be defined as the(oundation subgraded elevaUon(A). N y � Q O � � � Associated Es«h Sciences, ��. �ULTIPLE-ROW SOLDIER PILE RETAINING WALL DESIGN CRITERIA FIGURE2 " � � � � IG� R NTONYWA H NGF ON DATE slos N PR�J_NO. KE04520A > 0 LPD Engineering, PLLC Civil Engineering ConsW6ng October 27,2005 City of Renton Planning/Building/Public Works 1055 S Grady Way Renton,WA 98055 Attention:Arneta Fienninger Re: %nnydale Cafe 1322 Lake Washington Blvd Dear Arneta: ', This letter is to follow-up our conversation yesterday regarding the storm water quality treatment for the proposed commercial development at 1322 Lake Washington Blvd in Renton. Attached is a preliminary site layout sketch. Existing site � The existing site slopes up from a low point along Lake Washington Blvd westerly towards the I405 right of way. The slopes vary from 15%up to 40%and greater(Please note that a protected slope exemption has been granted for this project).The eastern portion of the site has an average slope of 17%.The site is in an Aquifer Protection Zone 2. Proposed development The proposed development will be a 3 story mixed use building with associated parking.Given the topography of the existing site,a number of structaral retaining walls will be included in the proposed design. To minimize the impact to the steeper portion of the site to the west,proposed improvements are located to the east as much as possible.The building has been sited fronting the street as encouraged by land use to facilitate pedestrian access and enhance the aesthetic of the street. Storm drainage Per on our conversation, I understand that the proposed storm drainage design shall be required to meet requirements of the 1990 King County Surface Water Design Manual(KCSWDIV�.Based on these requirements it appears that the project will be reqttired to provide basic water quality treatment for the nmoff fi-om impervious areas subject to vehicular use(over 5,000 sf proposed).Per KCSWDM and Cify of Renton Code it appears that the only approved method of basic water quality treatment is a biofiltration swale. We request an adjustment of the drainage be granted to allow use of the Stormwater Management,Inc.'s Stormfilter h-eatment system in lieu of a biofiltration swale on this site.Although a biofiltration swale could be sited in the landscaped area between the proposed building and the right of way,on the downstream portion of the site,we believe the use of a Stormfilter would result in a superior design due to the following: 1. The only practical spot for a biofiltration swale given the site topography is on the eastem end of the site adjacent to the Lake Washington Blvd.right of way. A proposed swale would have to be located parallel to the sidewalk along the property frontage.The slope along the sidewalk here is approximately 5%which is typically too steep for a biofiltrarion swale.The swale will require grading some steep slopes,possibly retaining walls or rockeries LPD Engineering 7936 Seward Park Avenue South, Seattle, Washington 98118 Phone/Fax: (206) 725-1211 which could create restrictions or safety issues for pedestrians in the area that we are trying to encourage pedestrian activity. 2. The use of an underground stotmwater quality treatment facility will allow the full width of the buffer between the riglit of way and the building to be landscaped,which could provide an enhancement to the community and the aesthetic of the building. 3. Water quality treatcnent—Washington State Department of Ecology has approved use of the proposed Stomifilter Treatment System as a basic stormwater treatrnent practice for total suspended solids(TSS)removal(please see the attached EcoIogy memorandum, or refer to the following link: http:/;www.ecy.wa.�ov/pro�rams/wq/stormwater/newtech/use designarions/stormfilter guld.pdf Our proposed design would be in accordance with Ecologies requirements. Attached is a sketch of the preliminary site layout.Please consider the information outlined above and let us lrnow if the City of Renton will cansider the use of a Stormwater Management Inc.'s Storcnfilter Treatement System in lieu of a biofiltration swale for basic water quality trea�nent Please let me lrnow if you need further information or if you have any questions.Thank you for your consideration of our request S� Engine g,PLLC � Jeff Lamoureux PE I LPD Engineering 7936 Seward Park Avenue South, Seattle, Washington 98118 Phone/Fax: (206) 725-1211