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Home My WebLink About03516 - Technical Information Report ' � �� - Fi rst Savi n s Ba n k N W 9 Loa n Center City of Renton, WA TECHNICAL INFORMATION REPORT � Prepared for Baylis Architects • • , - . .. -- . . .. ....,�.. .... . ,. +i _'i`.L�i F� � � �' R a �; - ,, ._, as-�i4 �. h� r� �; , i �i��1.�� y��'�� 3 SC:.�.. ;�,�-�.�", First Saving Bank NW Loan Center—Technical Information Report First Savings Bank NW Loan Center TECHNICAL INFORMATION REPORT City of Renton, Washington Prepared For: Baylis Architects 10841 Main Street Bellevue, WA 98004 Issued: January 10, 2008 � �4 A. T I�,I �4� oF wA S Prepared By: ti�w �� Brian Hansen, E.I.T. `r�.`�/� o u' '� v��/►. z `J� ' � Reviewed By: o��'SIGI STER��G�� Rick Tomkins, P.E. �NAL i � �o �� January 10,2009 Job#08-129 \ T sRI;°'D ,,--- First Saving Bank NW Loan Center—Technical Information Report Table of Contents 1 PROJECT OVERVIEW................................................................................... 1-1 2 PRELIMINARY CONDITIONS SUMMARY..................................................... 2-2 3 OFFSITE ANALYSIS ...................................................................................... 3-1 3.1 Task '!: Study Area Definition and Maps....................................................................... 3-1 3.2 Task 2: Resource Review............................................................................................... 3-9 3.3 Task 3: Field Inspectio».................................................................................................. 3-3 3.4 Task 4: Drainage System Description and Problem Screening.................................. 3-3 3.5 Task 5: Mitigation............................................................................................................ 3-3 4 FLOW CONTROL1V11ATER QUALITY DESIGN.............................................. 4-4 I 4.1 Existing Conditions.........................................................................................................4-4 I 4.2 Developed Conditions.....................................................................................................4-4 'i 5 CONVEYANCE ANALYSIS............................................................................ 5-6 ��, 6 SPECIAL REPORTS AND STUDIES ............................................................. 6-1 �� 7 OTHER PERMITS........................................................................................... 7-1 II 8 TESC ANALYSIS AND DESIGN .................................................................... 8-1 ' 9 BOND QUANTITIES, FACILITY SUMMARY AND DECLARATION OF COVENANT ........................................................................................................... 9-2 9.1 Bond Quantities............................................................................................................... 9-2 9.2 Facility Summaries.......................................................................................................... 9-2 9.3 Declarafion of Covenant................................................................................................. 9-2 10 OPERATIONS AND MAINTENANCE .......................................................... 10-3 January 10,2009 Job#OS-129 � T s GRIAD :.--- First Saving Bank NW Loan Center—Technical Information Report 1 PROJECT OVERVIEW The project site is located at 207 VVells Avenue South in Renton, �Vasliin�ton. It is situat�cl on the south side of 2nd Avenue S between Williams Avenue S. and Wells Avenue S. Tl�r project proposes to demolish the existing building and parking lot and build a ne�t. ?1.�70 square foot, three-story Loan Center with a public alley remaining to the south. A!h'POR7 ;q�y `� I � � � � Z ��3,' � - � �� pt� 7� > >� � i I-. . A Q i��. � � `I � � SITE-r-��{ � ' ' �� %'`i �, I �I CI f �a^ /- ,�/ � 2ND :T �� ',�� '//� �� 9C0 " i � � �� / �:''� I S 3RD Si � i � ' ��'� �� Fi � soo ��/� ,,, ; � � � , '� �; , v � S iH S7 �µ�� ✓ /; � ` I � � � �j ` � i� � �I ' � ' � Q � Q � � • � � � m Q� W� �� 3 I, I ' I , I � i Y d�� ,�' ,��I� I' �.•,c,� , `�i ; I I Vicinih�Map ,�'or to Scale January 10,2009 � '-? Job#08-129 TiVt-�D . ASSCCIa'Ci � King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER Part 2 PROJECT LOCATION AND PROJECT ENGINEER AND DESCRIPTION Project Owner: Project Name: Frrst Savings Bank NW Loan Center First Savinqs Bank Location: 207 Wells Avenue S, Renton, WA 98057 Address: Township: 23 N 201 Wells Avenue S Range: 5 E Renton, WA 98057 Section: 17 Phone: j425) 825-1955 Project Engineer: Richard A. Tomkins, P.E. Company: Triad Associates Address/Phone: (425) 821-8448 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION ❑ Subdivison C DFW HPA �_ Shoreline Management ❑ Short Subdivision � COE 404 � Rockery ❑ Grading � DOE Dam Safety ❑ Structural Vaults x Commercial C FEMA Floodplain ❑ Other ❑ Other C COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: Rento�� Drainage Basin: Lower Cedar River River Sub-basin of Cedar River Sub-basrn Part 6 SITE CHARACTERISTICS C River ❑ Floodplain C Stream U Wetlands � Critical Stream Reach ❑ Seeps/Springs J' Depressions/Swales ❑ High Groundwater Table � Lake ❑ Groundwater Recharge � Steep Slopes ❑ Other Part 7 SOILS Soii Tvpe Sloqes Erosion Potential Erosive Velcoties Ur(Urban Land) N/A N/A N/A Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATIONlSITE CONSTRAINT C Ch. 3—Downstream Analysis ❑ � ❑ ❑ ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION x Sedimentation Facilities x Stabilize Exposed Surface x Stabilized Construction Entrance x Remove and Restore Temporary ESC Facilities x Perimeter Runoff Control x Clean and Remove All Silt and Debris 'x Clearing and Graing Restrictions x Ensure Operation of Permanent Facilities x Cover Practices x Flag Limits of SAO and open space x Construction Sequence preservation areas � Other x Other Part 10 SURFACE WATER SYSTEM — Grass Lined ❑ Tank '� Infiltration Method of Analysis Channel [I Vault ❑ Depression x Pipe System Compensation/Mitigation �: Energy ❑ Flow Dispersal of Eliminated Site � Open Channel Dissapator Storage ❑ Waiver ❑ Dry Pond � Wetland ❑ Regional ❑ Wet Pond � Stream Detention Brief Description of System Operation: No detention or water quality treatment is required. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault ❑ Drainage Easement C'� Retaining Wall ❑ Access Easement C Rockery > 4' High ❑ Native Growth Protection Easement C Structural on Steep Slope ❑ Tract ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. � a Srgne ate First Saving Bank NW Loan Center—Technical Information Report 2 PRELIMINARY CONDITIONS SUMMARY CORE REQUIRED-ZENTS These care requirements are based on the 1990 Kin� Count�� Surface ��'ater Desi�n 1�lanual and the City of Renton amendments. Core Requirement 1 — Discharge at the Natural Location The proposed project �i-i11 eontinue to utilize the site's current discharge ��oint. The ro�f of the new building and the access road y��ill discharge (through separate lines) to existing catch basins in VVells Avenue S. Core Requirement 2 — Offsite Anal�-sis A Level 1 downstream has been completed and is located in Section 3 Core Requirement 3— Runoff Control No detention or water quality is required for this project since there ��ill be less than �,000 sf of new impervious area added and less than 5,000 sf of replaced impervious area subject to vehicular traffic. , Core Requirement 4— Conveyance System All onsite storm drainaQe systems ��ill be sized to conve�- the 25-year storm. Corc Requirement 5 — Temporary Erosion and Sediment Control Best l�-lanagement Practices (B�1Ps) to minimize the transport of sediment to drainage facilities, water resources, and adjacent properties will be implemented for this project. Core Requirement 6—Maintenance and Operation This requirernent is not applicable since no detention or�tiater c�uality treatment ��-i11 be provided. January 10,2009 � 2-2 Job#08-129 TRI� s<<��a ..> ..►-•� First Saving Bank NW Loan Center—Technical Information Report Core Requirement 7— Bonds and Liabilith� All drainage facilities ��ill be constructed in accordance ��ith the bond and liability requirements of the city of Renton. SPECIAL REQUIRENIENTS No Special Requirements are required as part of this project. January 10,2009 ,\ 2-3 Jab#OS-129 TT�7 A T� I\ll'1L . . SSUCIATES 1/_ First Saving Bank NW Loan Center—Technical Information Report 3 OFFSITE ANALYSIS 3.1 Task 1: Study Area Definition and Maps Runoff from the existing building drains north under the parking lot via a 6" storm drain and east to an existing 12" storm drain system in VVells Avenue S. The existing parking lot drains east through an 8" storm drain and oil �vater separator and ties into the 12"storm system in Wells Avenue,just upstream of the 6" conncction from the existing parking lot. The 12" storm drain sti�stem in ��ells A��enue flo«s �vest on S ?nd Street in � 15'' CI��IP. Storm water is conve_yed «°est approximately 600' within this system, which t11en turns and continues north ��ithin Logan Avenue N. for an additional 1,600'. At this point storm ��-ater is discharged into the Cedar Ri�-er. � The proje�ct site is surrounded either by improved road��°a�� oi� existing buildings and parking �� areas. Off-site storm water flows are negligible. I� 3.2 Task 2: Resource Review • Adopted Basirr Plans and Finalized Drainage Stz�die.s This site is part of the Lower Cedar River Basin Plan��hich was last updated in January 2004. There are no areas of concern��ithin the I�Torth Renton sub-basin of the project. • Cr�itical Drc�inage Ar�ea�1�Iaps This site is not«�ithin a critical drainage area. • Flood plain/floodtiti�ay (FEMA) maps The site is within Zone C, «�hich indicates areas of minimal flooding. See 100-year flood plain map. • Excef pt ft-oni tlze Cin�of Rer�ton Cornprel�et�sive Plan dated l��ovember 1, ?O0-1, cnnended December 12, 200� January 10, 2009 � 3-1 Job#08-129 TRItiI� ss��:�,—� �" First Saving Bank NW Loan Center—Technical Information Report The project site is in the North Renton Subbasin. See Figur-e 4-1 Su�face Y�'ater• Drainage Bcrsins fr�orn the City of Renton Comprehensive Plan ado�ted ofz 1�4'overnber 1, 2004. • Sensitive Ar•ecr Folio—See Sensitive Areas 11�Iap at the end of�this section o Coal�'�1ine Hazar•d I The site is not within a Coal Mine Hazard �� o Erosiori Hazard The site is not«�ithin an Erosion Hazard o Flood Hazard The site is not v,�ithin a Flood Hazard o Seisrnic Ha�ard , The site is ��ithin a Seismic Hazard zone. All proposed structures ��ill meet li required seismic design standards. o Landslide Hazard ' The site is not within a Landslide Hazard. �� • LIS Department of Agricultuf�e, King County Soils - See Soils Map at the end o f this section The soils group is Ur, or Urban Land which means that the "soil has been modified by� disturbance of the natural layers v�rith additions of fill material several feet thick to �� accommodate large industrial and housing installations." (King County Soils 1��1ap) • Wetland Inventor}�Maps There are no wetlands in or near the project site. January 10, 2009 3-2 ', Job#08-129 /Ti�lt-�D ! . 15SOCI�TE! 'i � II First Saving Bank NW Loan Center—Technical Information Report 3.3 Task 3: Field Inspection There ��rere no problems encountered during the resource t�eview. � 3.4 Task 4: Draina e S stem Descri tion and Problem r g y p Sc een�ng There are no problems or increased flooding anticipated because there is the same amount of impervious area in the existing and proposed conditions. 3.5 Task 5: Mitigation There is no mitigation proposed for this project. January 10, 2009 � 3-3 Job#08-129 TRI� s�� rEs .r� , First Saving Bank NW Loan Center—Technical Information Report 4 FLOW CONTROLNVATER QUALITY DESIGN ' Since the impervious area is the same in the existing and developed conditions, flo��control and water quality treatment is not required. 4.1 Exisfing Conditions The site is occupied by the existing First Savings Bank of Renton, associated parking and landscape areas. The site topography is generally flat, sloping between 1 and 2%. See Existing Conditions Exhibit at the end of this section. � Table 1 -Existing Basin Landuse Area (AC) Impervious 0.23 Grass 0.02 TOTAL = 0.25 ac 4.2 Developed Conditions '� In the developed condition the ne�i� Loan Center will have virtually the same amount of impervious area as the existing condition. See Developed Conditions Exhibit at the end of this section. Table 2 -Proposed Basi�i Landuse Area (AC) Im ervious 0.23 Grass 0.01 TOTAL = 0.25 ac The amount of Pollutant Generating Impervious Area(PGIA) will actually be reduced because the roof of the proposed building and planter around the building will replace all of the existing parking stalls. E.xisting PGIA= 4,508 sf(0.10 ac) Proposed PGIA = 2,017 sf(0.05 ac) January 10, 2009 � 4-4 Job#08-129 T�V.t�D ASSOCIT'ES � First Saving Bank NW Loan Center—Technical Information Report Since the project is not adding more than the threshold quantity (5,000 s� of ne�� impervious coverage or PGIA, based on City of Renton standards and the King County Surface Water ' Design Manual, neither flow control (detention) nor �vater quality treatment measures are required or proposed ��ith this project. January 10,2009 \ 4-5 Job#08-129 T=JRIAD � �� bhansen, Jon 77, 2009 6.'20am E:APROJECTS\08125\Dwgfiles\Exhibits\TlR\Updoted Dev Conditians.dwg, 7D507, 08129I�S1 OB179-�1/77 OH129701 08129 NR_plons Ior triad 08129-E�G1 08129UP1 prapwo 0312d, I �� ,' � I � �" 1 � . � � � I i � �'-,-`--- ��`,- �1�O�J X� (��,ll��N17 � �, � � �'L�J ,(ld'3vOb'd. :: , _ _. � I - � JNl1 SIX� I —�M — — — M — . /)f b'�• .X �. �. I N �f � `� WM i ,�1M X� :1 � „ �Nl C!W3�/ Ol� . 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Z `� . � n _ e m f�V^ W � �\ - RENTON, WASNINCTON First Saving Bank NW Loan Center—Technical Information Report 5 CONVEYANCE ANALYSIS The existing conveyance system ��ill remain in place. The impervious area ��hich contributes runoff to the conve}-ance system has been reduced in the developed condition. —, i � II i . , I I � . i I January 10,2009 5-6 Job#08-129 �T>�RIAD � First Saving Bank NW Loan Center—Technical Information Report 6 SPECIAL REPORTS AND STUDIES The Geoteehnical Engineering Study Proposed First Sal�ings Bank of Renton dated October 7, 2008 prepared as part of the First Savings Bank of Renton project has been included at the end of this section for reference. ,,-_} i � - , � , � ' ._� �_� � � � ,' ) � � I '� � i ' � �. � ,-i ': i � '' j . _� � � I January 10,2�09 /Tn T�n 6-1 - Job#08-129 i�1t�lJ f �ssocia-Es I � �� I G E�T E C H 13256 Northeast 20ch Street,Suite 16 Bellevue,Washington 98005 CONSULTANTS, INC. (425)747-561B FAX(425)747-8561 October 7, 2008 JN 08269 First Financiai Northwest, inc. P.O. Box 360 Renton, Washington 98057 Attention: Victor Karpiak Subject: Transmittal Letter— Geotechnicaf Engineering Study Proposed Expansion of Existing Loan Faciiity Buiiding 207 Wells Avenue South Renton, Washington Dear Mr. Karpiak: We are pleased to present this geotechnical engineering report for expansion of the existing Loan Facility building in Renton. The scops of our services consisted of driliing one test boring to suppiement the previous explorations, and then developing this report to provide recommendations for general ea�thwork and design criteria for foundafions, retaining walls, subsurtace drainage, and seismic design criteria. This work was authorized by your acceptance of our proposal, P-7701, dated September 12, 2008. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. RespectFully submitted, GEOTECH CONSULTANTS, INC. �� Marc R. McGinnis, P.E. Principal cc: �aylis l�rchitects — Meredith Everist via email MRM:jyb ... C:`"'r".:1-:C ;rv,�U:T!NTS. INC. GEOTECHNICAL ENGINEERING STUDY Proposed Expansion of Existing Loan Facflity Building 207 Wells Avenue South Renton, Washington This report presents the findings and recommendations of our geotechnical engineering study for the proposed expansion of the existing building in Renton. We were provided with Schematic Plans prepared by Baylis Architects that showed the proposed s(te development and floor plans. Based on this information, and our discussions with Meredith Everist of Baylis Architects, we expect that the existing two-story building will undergo a substantiai remodel, which will include adding a third floor. Additionally, the footprint of the building will be extended southward between 20 and 25 feet. The new southem expanslon will also have three floors, contain primarily o�ce and conference room space, and cover an area of existing on-grade parking stafls. The lower level of the expansion will have a concrete slab floor near the existing grade, similar to the existing building. As a result, the depth of excavation below the existing ground surface will be very limited. We understand that the rernodeled building will likely be of metal frame construction with a brick fa�ade. From our discussions with the design team, and review of the 1967 geotechnical report prepared by Neil H. Twelker & Associates, we expect that the existing structure is supported on deep ' foundations consisting of driven piles. The lower slab floor is apparently a structural slab that is supported on the deep foundations. The existing driven piles are to be reused to support the new structure. The previous report recommends an allowable compressive capacity of 25 tons for driven timber piles when driven to a depth of at least 20 feet. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of thIs report are warranted. ' S/TE CONDlTIONS SURFA CE The Vicinity Map, Plate 1, illustrates the general location of the site. The existindg Loan Facility building is situated on the south side of a parking lot on the southwest comer of 2" Avenue South and South Wells Street, The current building is a two-story structure with a brick fagade. To the west of the building is an alley, wlth paved parking and drive area to the south. The property around the sxisting structure is essentially flat, To the west of the existing building, across the afley, is a larger building for First Financial Northwest. West of the proposed expansion area is an older, smaller commercial building. Paved , parking adjoins the south side of the site, with a two-sfory commercial building to the south of that. , As discuss�d above, the existing building on the site is apparently supported on driven piles of � some type. We obsen;ed evidence that the ground surface around the structure has settl�d over time reiative to the pile-sup�orted building, This is most evident along the scuthem �vai! of the I� building, where the asphal� pavement has cracked and settl�d rel�tive to tf�� c��ac�� rr� tha? I supports the buildin� wall. � C�EOTEChi COt�S'�.�f_�'A��'�:� �h:':, I First FinanciaJ Northwest, Inc. JN 08269 October 7, 2008 Page 2 SUBSURFACE The site was originally explored in 1967 by drilling two test borings. We suppiemented #his previous information by drilling a single boring in the area of the proposed expansion. The approximate locations of the previaus and current borings are shown on the attached Site Exploration Plan. Additionally, our firm has provided geotechnical engineering services for many of the new mixed-use and residential buildings in downtown Renton, which has included drilling borings, and observing excavation and foundation installation. The recent baring was drilled on October 3, 2008 using a trailer-mounted, hollow-stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split-spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the s�i! density or consistency. A geoiogist from our staff observed the drilling .process, iogged the test boring, and obtained representative samples of the soil encountered. The log of the recent test boring is attached as Plate 3, while the previous exploration results are included as an appendix. Soi/Condifions In general, the downtown Renton area is underlain by medium-dense recessional alluvium consisting of very gravelly sand to sandy gravel. This soil has is very coarse-grained, and has been deposited by fast-flowing water. However, a number of old river channels fhat have scoured away the gravelly soil crisscross the downtown area. These old channels have subsequently been filled in with looser, siltier soils either naturally or by man. It is now difficult to trace the pre-existing river channels, due to fhe grading and development that have occurred in the downtown area. All three of the borings found the medium-dense sandy gravel/gravelly sand soils. Unfortunately, the uppermost soil encountered in the two previous borings was loose, silty sand that appears to have been more recent sediment that covered over soft, organic silt located on the northern portion of the property. In all of the borings, the native sandy gravel/gravelly sand did not become consistently medium-dense until a depth of 15 to 20 feet below the existing ground surface. The conditions revealed by both the previous and current explorations are consistent with � those that have been encountered on nearby sites. ', Large gravels and cobbles are common in the native coarse-grained soils, ; No obstructions were revsal�d by our explorations. However, debris, buried utilities, and old I�, foundation and slab elements are commonly encountered on sites that have had previous ' development. Groundwater Conditi�ns Groundwater seepage �avas oL�s�rv�d :n the recent boring at a depth of approximately 18.5 - feet. One of the �rek��u� tsorings was extended deep �nough to reach groundwat�r seepage, which wa� f�ur�c� at a depth of appro�umately 20 �eet at the time of th�t clriliina_ - Groundwater leveis �a�: �� diFficult to accurat�ly measure in t�st borings, as the �Gger car� _ tend to seal out grc�u��i�t��er s�ep�a�, and tf�e ��plorat��r is open for only a sho� tim�. �.3F��. _ .:.�� s: ^�� First Financia/Northwest, Inc. JN 08269 '� October 7, 2008 Page 3 However, it is our experience that the seepage revealed in the borings reflects the area- II wide water table that underlies the downtown Renton area. Our boring was conducted at the end of summer, when groundwater levels woufd be expected to be near their )owest. It is common for the water table to rise several feet through the winter and spring, depending on the amount and duration of precipitation. The stratification lines on the logs of the borings represent the approximate boundaries between soil types at the expforation locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the Iocations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and rnoisture descriptions indicated on the boring logs are interpretive descriptions based on the conditions observed dunng drilling. ' CONCLUSIONS AND RECOMMENDATIONS GE11fERAL TH15 SECTlON CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A , GENER4L OVERVIEW ONLY. MORE SPECIFlC RECOMMENDATIONS AND CONCLUSlONS ARE ' CONTAINED 1N THE REMAINDER OF THlS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The site is underlain by loose sand and gravel that became medium-dense below a depth of 15 to - 20 feet. The looser near-surface soils are compressible, which has caused settlement of surrounding older buifdings that are supported on shallow foundations. Considering the anticipated building loads and the expected use of the building, it is our professional opinion that the use of conventional fvundations bearing on the loose soils is not appropriate to support either existing or new construction. This is confirmed by the varying amounts of settlement observed in surrounding buildings, pavements, sidewalks, etc., and the fact that the existing building has uti{ized deep foundations consisting of driven piles. We recornmend that deep foundations extending into the medium-dense gravelly sand/sandy gravel be utilized for all new building loads. Considering that the slab floor of the expansion will be used for office space and have high foot traffic, it should be designed as a structural slab to span between the foundations without depending on long-term support from the underiying soils. We have considered different types of deep foundations for support of the planned structure, The building loads need to be carried down to the medium-dense soils found 15 to 20 feet below the ground surface. While driven, large-diameter piling was apparently used to support the existing construction, we now recommend against their use in developed or urban areas. Installation of large-diameter driven piles creates strong ground vibrations that can densify the �ear-surface loose soils, potentially causing additinnal settlement of nearby structures, utilities, pavements and other on-grade elements that b�ar on the loose, near-surtac� soils. Small-diameter pipe piles would not develop a sufficient capaciiy in th� eiean s�nd and gravel soils for support of heavy building loads. �eep ground improvernenfi techniques, such as G�oPiet�s� or stone columns can transfer building iqads down to the competent sails and w�ulc� allaw �he use of a conventional foundation syst�m oear�ng on the improve� ground, �Iowever, these systems are usually installed with large vibrator� probes or by compacting aggregate in#o drilled holes. This results in ground vibrations that wou{d at (:EJI`EGi CG!��S�;LtA�,�;`S, I�VC. Firsf Financial Northwest, lnc. JN 082fi9 October 7, 2008 Page 4 least be perceptible to neighbors, and which could also cause settlement and damage of surrounding on-grade and buried elements. We understand that this potential risk is being reviewed with specialty contractors. Footings placed on improved ground could be designed for an ailowable bearing capacity of 2,500 to 3,000 pounds per square foot {psf). However, as an additionai design consideration, we would expect that footings placed on improved ground would settle differentially relative to the existing pile-supported foundations. Considering the above considerations, it is our professional opinion that the use of augercast piers for the new deep foundations is the mast appropriate. These piers can be installed with minimal vibration in loose soils and/or high groundwater conditions. If necessary, piers could also be installed inside the footprint of the existing building to support new building loads. It would be important that load-carrying piles or piers be spaced no closer than 3 diameters center-to-center, in order to avoid overlapping bearing zones. All of the newer buildings we have worked on in the downtown area have utilized augercast piers for support. As experienced by the southern parking area, the ground surrounding the new and existing portions of the building will tend to settle relative to the foundations over time. Where exterior slabs and walkways lead up to doorways they should be reinforced and doweled into the grade beam. This prevents the slab/walkway from settling refative to the door threshold, which would cause a sharp downset (i.e., trip hazard). Maintaining a visual buffer, such as landscaping, around the foundation helps to reduce the visual indications of this differential settlement. The adjacent structures are likely supported on conventional foundations that bear on compressible soils. As a result, it is likely that they have undergone excessive settlernent already. There is always some risk associated with demolition and foundation construction near structures such as this. It is imperative that unshored excavations do not extend below a 2:1 (Horizontal:Verticall imaginary bearing zone sloping downward from existing footings. Contractors working on the demofition and construction of the building must be cautioned to avoid strong ground vibrations, which could cause additional settlement in the neighboring foundations. During demolition, strong pounding on the ground with the excavator, which is often used to break up debris and concrete, should not occur. Large equipment and vibratory compactors should not be used close to the property lines. These considerations should be discussed with the general, demolition, and earthwork contractors before starting any sitework. They may also have additional suggestions about how to reduce potential ground vibrations. If the structure includes an elevafor, it may be necessary to provide special drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free-draining wall �ackfill, and the walls shoufd be waterproofed. If the footing drain will be too low fo connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Altematively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit structure to resist hydrostatic upfift pressures. Yhe erosion control measures needed during the site develc,pment +.vill depend heavily on the weather conditions that are encountered. The existing pavemer�t sh�ufd be feft in place wherever possibl� during site earthwork and construction of the building, in arder to limit the amount of expased soil, Soil stockpiles should be covered with plastic during wet weather. Any silt-laden wat�r �ccumulating in the �xcavation should b� pr�uarted #rcm fl�vdinQ o*f-sitA ^r bying improperly di;ch�rgQ� to the storm system, GEOTFCH Cr�FJ:�::L'AP•�;`� JC First Financia/Northwest, lnc. JN 08269 October 7, 2008 Page 5 The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recornmendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revlsions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. SEISM/C CONSIDER,4TIONS In accordance with Table 1613.5.2 of the 2006 Intemational Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type D (Stiff Soil Profile. The augercast foundation piers recommended in this report will be embedded into medium- dense to dense, non-liquefiable soils, mitigating the potential hazard of excessive foundation settlement during an earthquake. As liquefaction would only occur in loose, saturated soils, the potential for seismic liquefaction or lateral spreading on this site is negligible. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (SS) and 1.0 second period (S,)equals 1.43g and 0.49g, respectively. AUGERCAST CONCRETE PIERS - � Augercast piers are installed using continuous flight, hollow-stem auger equipment mounted on a crane. Concrete grout must be pumped continuously through the auger as it is withdrawn. This �, allows the piers to be installed where caving conditions or significant groundwater are anticipated. � 1Ne recornmend that augercast piers be installed by an experiencec� �entractor who is familiar with the anticipated subsurface conditions, An allowable compressive capacity of 35 tons can be attained by ir.stalling a 16-inch-diameter, augercast concrete pier at least 10 feet into medium-dense to donse, nati�e sand and aravef. For transient loading, such as wind or seismic loads, the allowable �ier capaciiy may 5e increased by one-third. We can provide design criteria for differe�t p�er diarne±ers and embedment lengths, if greater capacities are required. The minimum center-to-center pi�r spacing �hould be thres times the pier dlameter. Based on our boring informatian, we es�imate tn�t �ver�g� �i�r Eenc�;�s of about 30 feet v,rlll be requlred to achieve adequate pen�tration into �he t�e�.ring �oil. G�-C rEi't-� ( , . ��.�^:`��^, �P,'... First Financial Northwest, Inc. JN 08269 October 7, 2008 Page 6 We estimate that the total settlement of single piers installed as described above will be on the order of one-half inch. Most of this settlement should occur during the construction phase as the dead loads are applied. The remaining post-construction settiement would be realized as the live loads are applied. We estimate that differential settlernents over any portion of the structure should be less than about one-quarter inch. We �ecornmend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full-length center bar. Each pier can be assumed to have a point of fixity (point of maximum bending moment) at 12 feet below the top of the pier for design of the reinforcing. The foose soil against the piers can be assumed to have a design passive earth resistance of 200 pounds per cubic foot (pcf) acting on two times the pier diameter. Passive earth pressures on the grade beams wifl also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 200 pcf. This passive resistance is an ultimate value that does not include a safety factor. PERMANENT FOUNDAT/ON AND RETAINING WALLS No significant �etaining walls are expected for this project. However, walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recornmended parameters are for walls that restrain level backfill: � Active Earth Pressure ' 35 pcf Passive Earth Pressure 300 pcf Soil Unit Weight 130 pcf Where: (I) pcf is pounds per cub(c foot, and (il) active and passive earth pressures are computed using the equivalent fluid pressures. 'For a reslrelned wall that cannot deflect at least 0.002 tlmes Its helght,a unfform lateral pressure equal to 10 psf tlmes the height of the wall shou{d be added to the above active equivatent flufd pressure. i he values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropnate for the depth of level structural fill placed in front of a retaining ar foundation wal� only. The value for passive resistance is an ultimate value and does not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls, Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from cor7ers or bends in the wa(Is. This is ±ntended to reduce the arnount of cracking that can occur where a vrall is restrained by a e�rner. The �esign values given above do not include the effects of any hydrostatic pressures behind ;he 'L��alls and assume that no surcharges, such as those caused by �lopes, veh�cles, o� adjacent '�c�unc�ations wii! be exe�ed �n the walls. If these conditions exist, thos� pressures should be added t� th� abav� lateral soil aressures. Where sloping backfl! is ��e�ired behind the wail�, w� wlll rr:e� ta b� givar� the wali dimensians and the slope of the ba�kfiill ;n crrder to provide the aE�prapr��te ^uEOTECH CCi•1t;'_;i�,r��JTf�. i�i. First Financia!Northwesf, Inc. JN 08269 October 7, 2008 Page 7 design earth pressures. The surcharge due to traffic loads behind a wall can typicaliy be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retalning and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well-compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand-operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Refainin_a Wa!!Backfll/and Waterproofinn Backfill placed behind retaining or foundation walls should be coarse, free-draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the clean, native sand and gravel is used as backfill, a drainage cornposite simiiar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free-draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backflled entirely with free-draining soil. The later section entitled Dralnage Considerations should also be reviewed for recomrnendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled Genera/ Earthwork and Structural Fill contains recommendations regarding the placernent and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below-grade walls, or to prevent the formation of mold, mildew or fungi in inte�ior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptabfe. This typically includes limiting r,old joints and wall penetrations, and usins bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsian to the outside face of a wall is not considered waterproQfing, and will only help to reduce moisture generated from water vapor or capillary actic�r fr�m sesping thro�gh the c:oncrete. As vllth any project, adequate ventilation of basement ard crawl space areas is important to prevent a build up of water vapor that is commr�nf�� transmitted throu�h c�ncrete walls from the surrounding soil, even when seep�ge �� not pre��r.t. This is appropr;ate even when waterproofing is applied to the outside of rou�;d�tian �r�<� ��taining , wva!Is. `��Ve recommend thaf you contact a specialty consu!tart �i de��,��iUd ��commen=.latians GEOTECH CONSULTRNTS, Ih��. First Financial Northwest, lnc. JN 08269 October 7, 2008 Page 8 or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, S/abs-On-Grade, and Drainage Consideratlons sections shouid be reviewed for additional recommendations related t� the cont�ol of groundwater and excess water vapor for the anticipated construction. SLAB FLOORS Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. All interior slabs-on-grade must be underlain by a capilfary break or drainage layer consisting of a minimum 4inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Strucfures, proper moisture protection is desirable immediatefy below any on-grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms pe� square foot {psfl per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, althaugh the manufacturers af the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having seated overlaps can meet this requirement. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protectionlblotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. IXCAVAT/OAfS AND SLOPES Excavation slopes should not exceed the fimits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about � feet may be attempted vertically in �ansaturated soil, if there are !?Q indications of slope instability. However, vertical cuts should �ct b� made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject s:te would generally be classified as Type C. Ttierefore, tempo�ry cut slopes greater than 4 feet in height should not be e�ccavated at an inclination ste�p2r than 1.5:1 (Horizontal:V�rkical), extending continuously bstw�en the top �nd tne bottom of a cut. We have been invc�lved with previous projects in the vic9nity where similar soils +,vauld not stand in a steeper 1:1 (�-i:'V'j temparary cut. In addition, no unsFored cufis shou�d be m��e within a 2;1 (N:V) inc�ir,�tion of any existing footings. Excavatian shoring sh�ul� be planne� Ea� temporary cuts that cannot b� rna�e w;thin lhese limits, or where exi�ti�� trtac�ure� �n� �n- grad� el�ments would bA e�d�ngAred „v#h� Excavation. =<.�i ,, s, +rac. ' First Financial Northwest, Inc. JN 08269 October 7, 2008 Page 9 The above-recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require mod�cations to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relativefy short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastfc sheeting during wet weather. It is also important that surFace water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement-sensitive utilities are located nearby. DRA/NAGE CONS/DERATlOIYS Foundation drains should be used where (1) crawl spaces or basements will be below the structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from the building. Drains should also be placed at the base of all earth-retaining walls. Footing drains should consist of 4inch, perforated PVC pipe surrounded by at least 6 inches of 1-inch-minus, washed rock wrapped in a non-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches be(ow the level of a crawl space or the bottom of a floor slab, and it should be sloped slightly for drainage. Plate 4 presents typical considerations for footing drains. Alf roof and surface water drains must be kept separate from the foundation drain system. If the structure includes an elevator, it may be necessary to provide speclal drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free-draining wall backfill, and the walls should be waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Altematively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit structure to resist hydrostatic uplift pressures. Deep groundwater was observed during our field work. We do not expect that the proJect will involve excavation extending deep enough to encounter groundwater. If deep excavation is planned, then extensive dewatering combined with shoring would be needed. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be eonstructed. Final site grading in areas adjacent ±o the building should slope away at least 2 percent, except where the area is paved. Surtace drains should be provided where necessary tQ prevent ponding of water behind foundation or retaining walls. � GENERAL EARTt-IVV�RK AfdD STRUCTURAL FlLL � l�ll building a�d ��vem�nt areas should be stripped Qf surface vegetation, topsoil, organic soil, and �ther deleterio�s mate�iaL Th� strippsd or removed mat�risls should not be mixed with ai�y �aterials tv be �sed as struct�ral fi!I, but they co�ild be used in n�n-structural areas, such as �I�ndscape �eds. + ;;rCii=C H ��.��5�1L-kN.c ,�, _ First Financial Northwest, Inc. JN 08269 October 7, 2008 Page 10 Structural fill is defined as any fil�, including utility backfill, placed under, or ciose to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closety controlled during the filling and compaction process. The on-site sand and gravel is well suited for reuse as structural fill, while the siltier soils are not. The allowable thickness of the fill lift will depend on the material type selected, the cornpaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. As discussed above, strong ground vibrations fhat can be caused by large compactors, such as vibratory, rollers, should be avoided. As a result, it is best to use well- graded structural fill that can be more easily compacted with a limited amount of effort. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another Ifft is placed. This eliminates the need to remove the fill to achieve the required compacfion. The following table presents recommended relative compactions for structural fill: _ Beneath slabs or 95% walkwa Filled slopes and behind 90% retainln walls - 95%for upper 12 inches of Beneath pavements subgrade; 90% below that level Where:Mlnimum Relative Compactlon is the ratlo,expressed In percentages,of the compacted dry densfty to the maximum dry . densfty, as determined In accordance with ASTM Test Deslgnatlon D 1557-91{Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. LIMITATIONS The conclusions and recor�mendations contained in this report are base� an site conditions as they existed at the time of our exploration and assume that the �oil and groundwater conditions encountered in the borings are representative of subsurface conditions on the site. If the subsurface conditions enc�untered during constr�a�tion are sig^i i^,antly different from thosa obsarved in our explorati�ra, we s`�auld be advised at onc� so tF�af we can review these conditions and reconsider our recommsndatlons where necessary. Unariticipat�d soil conditions �re :;om�nonly encountEr�d on .:ar�str�c�i�n sites and canno� b� fullY �nticipa�¢d by merely taking sai{ � samples in borings. Subs�rf�ce cor�ditions can also ��ary beh�ve�n �x�lc�ratior locations. 4uch un�xpected conditic�ns fir�:yu�;ntly require making additional ��x,�an�iit�,ar�� io attain a pr��r4�� Gon�tructed project. It is ��comm�nded that the owner cans;d��C r`.roridir�ci a �ontingency fund t� •:FOTECH CL'R�SUL"�AfJT�. ':�C. First Financia/Northwest, Inc. JN 08269 � October 7, 2008 Page 11 accommodate such potential extra costs and risks. This is a standard recommendation for all proJects. This report has been prepared for the exclusive use of First Financial Northwest, and its representatives, f�r specific application to this project and site. Our conclusions and recommendations are professional opinions derlved in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for cansideration in design. Our services als� do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurtace conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general interit of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actua! work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to ver'ify that our recommendations are being followed, whether we are present at the site or not. The scope of our work did not include an environmental assessment, but we can provide this service, if requested. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 _ Site Exploration Plan Plate 3 Test Boring Log � Plate 4 Typical Footing Dra�n D�tail Appendix �e:�uits of Pr�viou� Sorings � � ;� _ - , � ,�'. - First Financial IVorthwest, Inc. J N 08269 October 7, 2008 Page 12 We appreciate the opportunity to be of service on this project. if you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfulfy submitted, GEOTECH CONSULTANTS, INC. _,.r,,., g• �c� ,�,�o�wes.��c�,� � m� `A �� tn � �'o�' .p�G S7'L4�4 .�,��► �'S''4��NAL E�� l� 7 og ��JfPfRES b Marc R. McGinnis, P.E. 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'a'YDM1 ^� � . r � \ \�� \�IRST SAW�65 BA1K M'1 ,o� . �il \ 1967 \�""'"Q" �. � \�\��r�eve.oz � I � ;e\��"��,\.\\\\\\\\\\\ �� P�s#207�Q � � ��............;e.�!.. �: ��T'wo-story bric � �rt a, � t�"�7�� ,�,��b Proposed Parcel C � :�/.� , V/ /Il ♦ � / R�� . ' W B-1 �..a�.� W Qr- Ma.i...��. � As halt � I Q r ar �au.vesi+e a�No wr�u�nr rni �R�� m1�Yw m 1F11ONM W!A IqG/q� � . IfLGY NO YI1111'EAlaP � I I LeQend �B-1 = Recent Boring by Geotech Consultants, Inc. �PA-1 - Previous Boring by Others ` SITE EXP��]l�T`IQ►I'+1 F�AN � GE�'I'EC'�Y 207 Wells Av��ue �oufih CONSULTAN'�'�,nv�. R�nt:n, �'V��"ingtc�n � ��e° � �>:��:.e: _ ��.•�� 08269 y�?�t.?Q'�1� NC�.tC7.�.!"��G Z aa.R�a�F-, a,..m .-s_._ .� . ,.vwa�-z�..wr�.�m+.aa. -.�-aam._:.��rrc_ .mr-�.s^,.......,�..w...-.�. �:,-a�..��r�..mr,.-�� . ��,�,� �5�40�� 4,� � B4RING 1 �,o �� ' �g Description n es o as a t over inc es o crus roc . ��:r: r: C:: Brown, sandy gravel to very gravelly SAND with some silE, moist, medium ��`�� dense 20 � ��::::'�°'�:: x:.�:: ;�::; �:;.....�:..... 5 ''��::::i k:: �I;;:;.,�� ;.,��,,�� .:�;:i::::�r:; 10 2 �� -loose zone �::':;;:;:�:� �� +M�;::t ...o-,:..,:.:. �o �;��1''��::� �� :�: ° �::. : �..::. 18 3 GP ' � ':�'�::::s::.:.: :��•':ki:k:; 15 �`1'�'€;;`!: ::::�,:.:.:.: `:;::y;;�� i�� .F:::�:#:;::; = 28 4 ��;:;:::�;: : -sample is wet — �'�:��: 20 ;:��[;;;��ir ��i:':Tf �::�:��:: :;�;::::::;,:: 20 5 ' �;�;��f �� 1 25 �':�:�;��` [:��:: � �y: Q:;::;:fl.:.:. 40 6 � :�::il:�;!�1; 30 Test boring was terminated at 29 feet during driNing on October 3, 2006. Groundwater seepage was encountered at 18.5 feet during drilling. I I 35 40 45 ;, :; y� � � � hi ' � BORING LOG `�xiY. '��-�� 207 Well� Avenue South ';� t,�P1�JLTA1VTs,L'�TC. Renton, Wa�hington , " � ,��-�.�—_�- Jc�b Da�e: Logged b P`�':=�e: Q8269 Oct. 200P, y� ��R��^,� 3 � � ,.��,M. �_�,�.�......,��...,-- a..�s..�...�,.�., ,�.__ ,��._.��.,�u.,.o�z,.m��,�-��s�. , � Slope backfill away from foundation. Provide surface drains where necessary. -_ .;��;;: Tightline Roof Drain . :,� (Do not connect to footing drain) BaC�ll -�`.r�v:;-=` (See text for '';�;;�� requirements} e ;`�,' �o � �' Vapor Retarder Nonwoven Geotextile .� : or Barrier Filter Fabric ' � � Washed Rock ��-�� (7/8" min. size) � o � p o o_ ' Q p� � .p .Q:O: .A:�'. ,.L7:p: .0:�: .O.Q`. •(J • • ��000 _ ,r �'O'ooa.'0'oo�•a `'000•o'�'oo°•o °'oo°•� 'O e e o e x .�?°�oo °°� o•o�?°d� o•o ?�oo DOd�o•o :o �Do 00 Oo0 Oa - , � a � o.�o�.°•�a.o Q a.00Q %�o.ao�.°•�o.ap4.°�e.ec O�O�O �G�O -- _-�. _ . i�- d. l;�I, b . y,•.o . .b� .o . .y'�.o . b •.o . a •.o . 0 0 0 �_:« _._._ ._-.c: ._. . . . .. �'. . Q � 'Q' �p' � �1.tic �- •^ � o��o � - :..-ti'..-:r-s"i:-i�'...4,.,.� e e o e o c J 6" min. o,o, o o ��; ae Free-Draining Gravel 4" Perforated Hard PVC Pipe (�f appropriate) (lnvert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage and waterproofing considerations, � TYPICAI, FOOTING I�I�I�1 -�-.- �� 207 �Ilells Ave�ue Sa�a�h� ��rr�ur..°��,rrTs,nvc. Renton, Wa�hingt�r� :,�,.�,�� o ate: ca e: ��`:�; ,�,_ �� , ��"--=� 08269 Oct�2Q08 Not to Sca,l� � � �„�.�.�r:.�_ ..�-.�...�.��,.,_ I _. .� ��.�,.�•=mm��-�: � �.3-.�_.� � „ ...� � I Resu/fs of Previous Borings 207 Welis Avenue South Renton, Washington EO"':"�:}-� `:F�s;_t L;r-`�]'S,��IC �q�--��--- —r--^----_...._.—_ ._. : . ._ __.--_-.---- --� --.— . � . _—.....__ ..-�--'- :��_ - - �� ' - . . . � : � . . � � . � . -__;�; � . . • , • � . • • .j . . :�kn,, .- �'vf . . � • � �• • , . � • . . ,s:g�i.. �� q f . � � � . � . � . , . �. � ;' I . . . ��: F � � . RraPosed � 2-'sfo�cf Bui/d�n�- .--� ' � . � . � � . .�`:� � �' � . . 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Interim catch basin protection w�ill be provided at existing catch basins. January 10,2009 � 8-1 Job#08-129 T�D . a55��a-_5 � First Saving Bank NW Loan Center—Technical Information Report 9 BOND QUANTITIES, FACILITY SUMMARY AND DECLARATION OF COVENANT 9.1 Bond Quantifies A cost estimate for bond quantities has been provided at the end of this section. 9.2 Facility Summaries Not applicable. 9.3 Declaration of Covenant Not applicable. I _ January 10, 2009 � 9-2 Job#08-129 T�T,�� ' /1s:�� ' ! Construction Estimate First Savings Bank of Renton 08-129 January 9, 2009 Water Estimated Unit Quantity Unit Price Amount 4" Class 52 Ductile Iron Pipe (Including Fittings) 215 L.F. $25.00! $5,375.00 -- -- _ -- --_ . _-- - ; _ _ 4" x 12"Tapping Tee and Gate Valve 1 Each $3,600.00, $3,600.00 . — �-- Final Water Main Connection 1�Each $2,000.00' $2,000.00 - — --- 4" Fire Department Connection 1 Each $1,250.00 $1,250.00 _ -- - -- 4" Post Indicator Valve 1 Each $1,000.00 $1,000.00 Sawcut Existing Pavement 430�L.F $1.85 $795.50 - _ � AC Removal/Disposal/Repair 95 S.Y. , $41.14 $3,908.30 --- -- __ -- _ — __- - ---_ _ - - -- Trench Excavation 200 Cu. Yd. $3.25 $650.00 _ __ _ - -- - --_ -- - - - _ _ I _- _ _- - - _ Import Select Backfill for Trench 200 Cu. Yd. $24.00 $4,800.00 Total $23,378.80 Esti mated U n It Stormwater (Including On-Site Pavement) Quantity Unit Price Amount Curb,vertical 210 L.F. ' $9.69 $2,034.90 - _ - - - -- — -- _ - � -- - Curb and Gutter, demolition and disposal , 115 LF. � $13.58 $1,561.70 AC O�erlay 2"AC —�- 400�Sq. Yd. ' $8.75 $3,500.00 Ad�ust Existin Utili Structures to Grade 2 Each $300.00' $600.00 Total Stormwater Oncludin On-Site Pavement $7,696.60 Estimated Unit ' Roadway Quantity Unit Price Amount , Sidewalk/Driveway Apron 30 Sq. Yd. $30.52 $915.60 �I -- -- _- _ -- - - -- Sidewalk,4'thick demolition and disposal 30 Sq Yd. $27.73 $831.90 -_ _ _- - -- -- Trench Patch 25 Sq Yd. $8.75 $218.75 -- -- -- - - -- - Sealant, as halt 85 LF. ! $0.99 $84.15 Total $2,050.40 ,I � i � . - I First Saving Bank NW Loan Center—Technical Information Report 10 OPERATIONS AND MAINTENANCE The existing oil/«�ater separator ��rill be retained and ��ill be pumped and serviced as part of this project. No additional flo��r control or��ater quality treatment ��ill be provided. i ; i �, ' January 10, 2009 10-3 � Job#OS-129 /T+T�7�n I\_lt']LJ .�,,,^"_ ��:-�: