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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 10801 Main Street Bellevue, WA 98004 Issued: October 3, 2008 Prepared By: Sheri Murata, P.E. Reviewed By: Rick Tomkins, P.E. October 3, 2008 Job #08-129 I� TD I r5EGC I nT ES E 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 1. Study Area Definition and Maps....................................................................... 3-1 3.2 Task 2: Resource Review............................................................................................... 3-1 3.3 Task 3: Field Inspection.................................................................................................. 3-3 3.4 Task 4: Drainage System Description and Problem Screening .................................. 3-3 3.6 Task 5: Mitigation............................................................................................................ 3-3 4 FLOW CONTROLIWATER QUALITY DESIGN .............................................. 4-4 4.1 Existing Conditions......................................................................................................... 4-4 4.2 Developed Conditions.................................................................................................... 4-4 5 CONVEYANCE ANALYSIS............................................................................ 5-6 6 SPECIAL REPORTS AND STUDIES ......................................... 6-1 7 OTHER PERMITS........................................................................................... 7-1 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 Declaration of Covenant................................................................................................. 9-2 10 OPERATIONS AND MAINTENANCE.......................................................... 10-3 October 3, 2008 Job #08-129ARLAD SOCIATES s First Saving Bank NW Loan Center —Technical Information Report 1 PROJECT OVERVIEW The project site is located at 207 Wells Avenue South in Renton, Washington. It is is situated on the south side of 2nd Avenue S between Williams Avenue S. and Wells Avenue S. The project proposes to demolish the existing building and parking lot and build a new 21,370 sf three-story Loan Center with a public alley remaining to the south. AIRPORT WY 2 2 S rOBiPJ `� 5p1� Q SITE Q UI ` l� OA PARK J I goo s 2No s+r S 3RD 5r �7r(�S�0 r S CSA } ---- Vicinity Ma Not to Scale October 3, 2008 Job #08-129 ARLAD CT ATE in I King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 9 PROJECT OWNER AND PROJECT ENGINEER .: Project Owner: I First Savings Bank Address: 201 Wells Avenue S Renton, WA 98057 Phone: r425) 825-1955 Project Engineer: Sheri Murata, P.E. Company: Triad Associates Address/Phone: (425) 821-8448 Part 3 .TYPE OF PERMIT' APPLICATION ❑ Subdivison ❑ Short Subdivision ❑ Grading X Commercial ❑ Other Part2: PROJECT LOCATION AND `DESCRIPTION Project Name: First Savings Bank NW Loan Center Location: 207 Wells Avenue S, Renton, WA 98057 Township: 23 N Range: 5 E Section: 17 Pat4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands Part5 SITE COMMUNITY AND DRAINAGEBASI.N Community: Renton Drainage Basin: Lower Cedar River River Sub -basin of Cedar River Sub -basin ❑ Shoreline Management ❑ Rockery ❑ Structural Vaults ❑ Other Part 6 SITE CHARACTERISTICS ❑ River ❑ Floodplain ❑ Stream ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other Part 7 SOILS Sail Type Slopes Erosion Potential Erosive Velcoties Ur (Urban Land) N/A N/A NIA Part 8: DEVELOPMENT LIMITATIONS REFERENCE LIMITATIONISITE CONSTRAINT ❑ Ch. 3 — Downstream Analysis ❑ Additional Sheets Attached Part 9 ESC. REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ( Sedimentation Facilities x Stabilize Exposed Surface X Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities X Perimeter Runoff Control 7( Clean and Remove All Silt and Debris x Clearing and Graing Restrictions x Ensure Operation of Permanent Facilities X Cover Practices Flag Limits of SAO and open space preservation areas X Construction Sequence Other �( Other t Part 10,. SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis Channel ❑ Vault ❑ Depression X Pipe System Compensation/Mitigation ❑ Energy ❑ Flow Dispersal of Eliminated Site ❑ Open Channel Dissapator ❑ Storage ❑ Dry Pond ❑ Wetland ❑ Waiver 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 ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other f' Part 12 ; EASEMENTsrrRACTS ❑ Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other Part 13, -SIGNATURE ¢F PR,0FESSIONAL 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. S�Rv 91 M 1� 1 � og- Sin Date First Saving Bank NW Loan Center —Technical Information Report 2 PRELIMINARY CONDITIONS SUMMARY CORE REQUIREMENTS These core requirements are based on the 1990 King County Surface Water Design Manual and the City of Renton amendments. Core Requirement 1— Discharge at the Natural Location The proposed project will continue to utilize the site's current discharge point. The roof of the new building and the access road will discharge (through separate lines) to existing catch basins in Wells Avenue S. Core Requirement 2 — Offsite Analysis 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 will be less than 5,000 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 drainage systems will be sized to convey the 25-year storm. Core Requirement 5 — Temporary Erosion and Sediment Control Best Management Practices (BMPs) 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 requirement is not applicable since no detention or water quality treatment will be provided. October 3, 2008 2-2 Job #08-129 ARM5-S OCIATYs First Saving Bank SEW Loan Center --Technical Information Report Core Requirement 7 -- Bonds and Liability All drainage facilities will be constructed in accordance with the bond and liability requirements of the city of Renton. SPECIAL REQUIREMENTS No Special Requirements are required as part of this project. October 3, 2008 2-3 Job #08-129 Tir1LlV AS�OCfAi ES 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 Wells Avenue S. The existing parking lot drains east through an 8" storm drain and oil water separator and ties into the 12"storm system in Wells Avenue, just upstream of the 6" connection from the existing parking lot. The 12" storm drain system in Wells Avenue flows west on S 2nd Street in a 15" CMP. Storm water is conveyed west approximately 600' within this system, which then turns and continues north within Logan Avenue N. for an additional 1,600'. At this point storm water is discharged into the Cedar River. The project site is surrounded either by improved roadway or existing buildings and parking areas. Off -site storm water flows are negligible. 3.2 Task 2: Resource Review • Adopted Basin Plans and Finalized Drainage Studies This site is part of the Lower Cedar River Basin Plan which was last updated in January 2004. There are no areas of concern within the North Renton sub -basin of the project. • Critical Drainage Area Maps This site is not within a critical drainage area. • Flood plain/floodway (FEMA) maps The site is within Zone C, which indicates areas of minimal flooding. See 100-year flood plain map. • Excerpt from the City of Renton Comprehensive Plan dated November], 2004, amended December 12, 2005 October 3, 2008 3-1 Job #08-129 TRlAD +ssoci{res r 0 First Saving Bank NW Loan Center —Technical Information Report The project site is in the North Renton Subbasin. See Figure 4-1 Surface Water Drainage Basins from the City of Renton Comprehensive Plan adopted on November 1, 2004. • Sensitive Area Folio —See Sensitive Areas Map at the end of this section o Coal Mine Hazard The site is not within a Coal Mine Hazard o Erosion Hazard The site is not within an Erosion Hazard o Flood Hazard The site is not within a Flood Hazard o Seismic Hazard The site is within a Seismic Hazard zone and will be addressed during the final engineering for the site. o Landslide Hazard The site is not within a Landslide Hazard. • US Department of Agriculture, King County Soils The soils group is Ur, or Urban Land which means that the "soil has been modified by disturbance of the natural layers with additions of fill material several feet thick to accommodate large industrial and housing installations." (King County Soils Map) • Wetland Inventory Maps There are no wetlands in or near the project site. October 3, 2008 3-2 Job #08-129 essoe�TEs J First Saving Bank NW Loan Center — Technical Information Report 3.3 Task 3: Field inspection There were no problems encountered during the resource review. 3.4 Task 4: Drainage System Description and Problem Screening 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. October 3, 2008 Job #08-129 ARLkD 3-3 First Savings Bank -100 year Floodplain ti 'l < Cedar River s rntu 5f � 'N- 4 "PROJECT st-r _u Renton _u S 3RU St y x _ c7 y �+1� T 'Ci {C t 20W Kmip Courny 1367ft Le cge nd ' E County Boundary Streets L=t Streams Highways li►gh,%W Parcels 100 Year Floodplain ,kJ Incorporated Area Arfcr&31s � Lakes and Large Rivers �" (cent) -- The information included on this map has been Compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information, This document is not Intended for use as a survey product. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use of misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. LM King County Date: 9/2912008 Source: Kmg County MAP - Sensitive Areas(http:ilwv4w,metrokc.gov/GIS/iMAP) PROG60T CITE 1J First Savings Bank - Sensitive Areas 4; -l� Z' R 5h� 4' T-- �A J Renton H or W h Y is l 2M !log county J � 4 274ft The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the ''►► information contained on this map. Any sale of this map or information on this map is prohibited except by written permissionLQ of King County. King County Date: 9129/2008 Source: King County MAP - Sensitive Areas(http:llwww.metrokc,gov(GIS1iMAP) I First Savings Bank - Sensitive Areas County Boundary Highways Streets 11 lghxvey Arterials Lnral Parcels SA[l Stream CLzss 1 4i:3:S2Pcrenn�l Class 2-Az *nW Class U nclassfrou Lakes and Large Rivers Lund Streams E3Sole Source Aquifer # SAD Wetland SAD Landslide SAO Coa I Mine ® SAD Seismic SAD Erosion Areas Susceptible to G rou ndwate r Contamination LWLV Madrurn Il1gh The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. King County Date: 9/29/2008 Source: King County NAP - Sensitive Areas(http:;fwww.metrokc.gov/GIS/iMAP) Y CD O 99 BELLEVGE ------ —jf, ISLAND ux�r nasrr. a r NB CAE 1 11 � hEA RRtrr i #AT CAEFX L, x I I I --- a BUCK YFR j KENT � rarcax - � �rr - i ranrui� � INJ l r-i iC1YEXCEDARRNER Figure 4-1 SURFACE WATER DRAINAGE BASINS m ojor Boson BOUnda'x BASINS Major Basin Names sob—Elasin Bo.n6ary enara Sub—Boondcry Noes ____________ G,ly Li -its --�----- Urban Grawth Bouneary ------------ Sphere of Influence a soon Laoao Note: Far ;roahi4 pfe5yr.�GtiOn Only. Facilities ore ncl to scale. LONG RANGE Pi,,%NNIIKG 6.Bennison � � � R.](a cD nfe. D.tiisncski L4 March 1995 A CL 0 74 a. 0 0 Soil Map —King CouArea, Washagtor (First Savings Bank) �\\^ " | I�■$. ` , :\ & ! \ ® « ��� © •; § • ^. �%�� � \ 4� r � » »: � .%11116 _� | . - ■ � . �f� ■ '91IM1.30 5539890 e9890 __ 55495D Nm a < m ,z Fee, o m 100 200 300 USDA NaturalResources Web SoilSurvey zo w Conservation Service National Cooperative Sykrvey 912612008 Page 1da MAP LEGEND Area of Interest (A01) 71 Area of Interest (AOI) Soils Soil Map Units Special Point Features E.; Blowout ® Borrow Pit Clay Spot * Closed Depression Gravel Pit „ Gravelly Spot Landfill Lava Flow y(t Marsh R Mine or Quarry p Miscellaneous Water p Perennial Water v Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot 4 Sinkhole y� Slide or Slip A Sodic Spot Spoil Area Stony Spat Soil Map —King County Area, Washington (First Savings Bank) M Very Stony Spot +r Wet Spot A. Other Special Line Features Gully Short Steep Slope Other Political Features Municipalities 0 Cities EJ Urban Areas Water Features Oceans Streams and Canals Transportation 0 d 0 Rails Roads .,r Interstate Highways N US Routes State Highways ,.y Local Roads Other Roads MAP INFORMATION Original soil survey map sheets were prepared at publication scale. Viewing scale and printing scale, however, may vary from the original. Please rely on the bar scale on each map sheet for proper map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 1ON This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area. Washington Survey Area Data: Version 4, Nov 21, 2006 Date(s) aerial images were photographed: 7/10/1990; 7/1811990 The orthophoto or other base map on which the soil fines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. LSDA Natural Resources Web Soil Survey 2.0 9/25/2008 �� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —King County Area, Washington Map Unit Legend First Savings Bank King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AQI Percent of Aal Ur Urban land OA 100.0% Totals for Area of Interest (Apl) _ DA 100.0°% LN)A Natural Resources Conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 9/25/2008 Page 3of3 First Savings Bank - Drainage Complaints � Q 1_I J z �t s Teak ST V� ^r •< 5 ZO ell", Rentcin -37 1� �y L t 3tf L1 S f � X ��•L �` ;C 12M long Cou my 0 551 ft ` Legend County Boundary Streets Local Streams Highways IIgtkway Parcels Drainage C'amplaints f Incorporated Area Artcrols . Lakes anti Large Rivers (cont) The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a survey product. King County s shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. 9 Ding County Date: 9/2912008 Source: King County MAP - Sensitive Areas (http:flwww.metrakc.gov/GISliMAP) First Saving Bank NW Loan Center — Technical Information Report 4 FLOW CQNTRGLIWATER QUALITY DESIGN Since the impervious area is the same in the existing and developed conditions, flow control and water quality treatment is not required. 4.1 Existing 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 I - Existing Basin Landuse Area (AC) Impervious 0.23 Grass 0.02 4.2 Developed Conditions In the developed condition the new Loan Center will have the same amount of impervious area as the existing condition. See Developed Conditions Exhibit at the end of this section. Table 2 - Proposed Basin Landuse Area (AC) Impervious 0.23 Grass 0.02 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. Existing PGIA = 4,508 sf (0.10 ac) Proposed PGIA = 2,017 sf (0.05 ac) October 3, 2008 4-4 Job #08-129 RIADT5T First Saving Bank NW Loan Center — Technical Information Report Since the project is not adding more than the threshold quantity {5,000 sf ) of new impervious coverage or FGIA, based on City of Renton standards and the King County Surface Water Design Manual, neither flow control (detention) nor water quality treatment measures are required or proposed with this project. October 3, 2008 4-5 Job #08-129 T� nssacixT es NOiDNIHSVAI 'NO-LN98 SINV49 SONIA VS 1 Sbflzf 133MHIHON XNVG SONIAVS 1SY& 1191HX3 SN01110MOO G3d073A30 ----p `�`'T58J� �I -- n -- — _ F0 4" V AllO-- — — .— — — -- — — "— — —C— — —F10 N II ; �s S _ SS SSMP SS - U -.— 5t P�1i l � TV D TVTV -= T. -- =-- " - V o �_ ,n p id l Ls �mfl sc. I� I, it �I 0 EJB Gv PER V AREA I IMP A REA = TO TA L A REA D_ _ — 1 _ 11 I l� I , I I��7yoJi .. � ►i 7I1 =— — — =-- — I f F.t I _ I+MP — — — T�� EXTRUDED CURB (T0 L yEvoVE-0) l PLAANE�P � LV V� If AREA PLANTER SIGN ,L ; AREA I. -SD 11 a SDMH s EX TR_UDED .: cU 9 '��. _ SIGN �_L w _ _ 4 � Il I M f i 4�4DG, 4 n Jy I y mod— I i � f TRUDED ',BO —1 jl� I I�L•L: Co SIC. WALK , I (d�—dSZl80 'l05' '6Np sual+Pu0J na0`871 �57rgryx315a7uS p�6Z180�S S?,^ '>;:_ '. u dc5 f Pool, '6Z ' D. 02 A C a. 23 A C -- 0.25 AC IB NOl JNIHS VM h R f EJ[3 GV 'NOI N-98 o INNV8 SONIA VS 1 Sbllzi 5 p 1S3MHlH0N XNVG SDNIAVS IS H13 1191HX3 SN011149NOO SNIT S1X3 0 c z n G <_ - o� TSE �J N — 5S SS ` II -I G ti Is !I s;' ssmH — N S. 2ND S T. — — -G -P hD� TV p SLV SGN 'vvl L41 ` L5 O ! 72I i IJ , III i SLR } lSG ! Ij'S TAIj c I II`— Ell CD ji i EX. BUILDING Icjj cI PER V AREA = 0.02 A C f IMP A RE = 0.2�3 A C TO TA L A R — - - EA — 0.25 A C �IGN _ T"� n '' EJg I! r it EXTRUDED CURY (TO BE RE -MOVED)— � j -`li o 1i�. SL T V it d! L RAMP .A T I I PLAh,�YER �`y ✓� I� AREA F f• pr ARcA S+Gti - \v T I , i! I �, j I � ���. w — — EXTRUDED CURB _ 51GN W V,! �`� j wtv it I a d XTRRI VUBONc. a-LL N (T c� w v, t ! I iITIw `fd/1—d5ZiBD `1D501 '6x+P's�ortip�oC x3`�l11�5114!4X�1sajr�6,np�bZ18C�51:?;"r;,�-: First Saving Bank NW Loan Center — Technical Information Report 5 CONVEYANCE ANALYSIS This will be provided during the completion of the construction drawings. October 3, 2008 5-6 Job #08-129 T� SsdC1AT ES First Saving Bank NW Loan Center — Technical Information Report 6 SPECIAL REPORTS AND STUDIES The Geoteehnical Engineering Study Proposed First Savings Bank of Renton dated March 9, 2004 prepared as part of the First Savings Bank of Renton project has been included for reference. UCtober 3, 2008 6-1 Job #08-129 TsoRI,AD GEOTECHNICAL ENGINEERING STUDY PROPOSED FIRST SAVINGS BANK OF RENTON WILLIAMS AVENUE SOUTH AND SOUTH SECOND STREET RENTON, WASHINGTON Submitted to: First Savings Bank of Renton 201 Wells Avenue South Renton, Washington 98057 Submitted by: PROFESSIONAL SERVICE INDUSTRIES, INC. 3257 16th Avenue West Seattle, Washington 98119-1706 March 9, 2004 PSI Project No. 712-45001 r7,WA Info uon e�oBuiId On Engineering • Consulting • Testing March 9, 2004 First Savings Bank of Renton 201 Wells Avenue South Renton, Washington 98057 Attention: Mr. Victor Karpiak: Re: Geotechnical Engineering Study First Savings Bank of Renton Williams Avenue South and South Second Street Renton, Washington PSI Project No. 712-45001 Dear Mr. Karpiak: Professional Service Industries, Inc. (PSI) has completed our geotechnical engineering study for the proposed new banking facility at Williams Avenue South and South Second Street in Renton, Washington. This report presents the findings of our field exploration as well as the results of laboratory tests and engineering analyses. PSI appreciates the opportunity to provide services to you during this phase of project and look forward to working with you in the future. If you have any questions regarding this report or need additional information, please call. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. /J Gz� Timothy D. Huntting, P.E. Department Manager Cc: Guy Peckham, Baylis Architects TDH/TH:ab PA712 GE012004 Projects1712-45001 Renton 1st Troy Hull, P.E_ Regional Geotechnical Engineer s Bank1712-45001 GES report.doc 27412 Vi4�� h7 AL ��v . ;%r�.4 EXP111ES 3- Lt-off ate- ..,.,1 C.... ;; J-,J t,je f— . 79F71Fth Cva nno 5hfn.-i. iA,. —n. .—n . oti--- nn —, nn ^ r_ - - - - - - - --.... PROFESSIONAL SERVICE INDUSTRIES, INC. Informalinn fn Build On TABLE OF CONTENTS Page No. 1.0 INTRODUCTION ........... ................................. ------------------.---�1 11 Project Description .................... ... ___ ........................................ .................... 1 1.3Scope OfServices ....... ...................... ............................................................. .............. i 1.21 Previous Exploration .................................................. ...... ................. ................ .2 1.2.2 Previous Laboratory Testing ............................................................................ ........ 2 1.2.8 Analysis and Reporting .................................. -- .................................................. 2 3.0 SURFACE CONDITIONS ................. ....................................... -------------2 3.0 SUBSURFACE C{}N[UT|OMS---'--------------------------3 31 Local Geology ............................ —.......... .......................... ......................................... 3 3.3Soils ....... ....... ......................................... ------------------------3 3.3Groundwater ............. —'-----------------.--------------..3 4.0 CONCLUSIONS AND RECOMMENDATIONS ...................... .......................................... 4 4.1General —.......................................... —........................................ ----------'4 42Seismic. Considerations .................... .............. —........ -----------------4 4'2] Liquefaction .................... —............. .......... ............................................................ .4 4.9Earthvvork--.......... ............................... ___ ..................................... 5 4.3i1 Site Preparation ................. ---............................................................................... 5 4.3.2 8uhnrodePreparation ......................... ......... ............................ .............................. 5 4L3`3 Excavations ............................... --------------------------5 4.3/4 Structural Fill ........................ ----------------------8 4.3.5 Underground Utilities ............... —......... ................................................................... 7 4.3.8Wet Weather CongtrucUon--............. ...... --...... ----------------8 4.37 Temporary Support .......................... .......... ................... ...... —.............................. R 4.4Foundations ........... ................ --..................................................... —........................ 10 4,4.1 Mat Foundation .................. ............ .................................. .................................... 1O 4.5S|ab'nn-G[adeFloors ........ ------------------------------'11 4.8Lower Level Building and Retaining Walls_ .................. ...................... ......................... 11 4.7Site Drainage .............................. .................................................................................. 11 4.7.1 Surface ................................... —........................................ -----.------i1 47.2 Subsurface ....... .............. ............. ......................................................................... 12 4`8Asphalt Pavement ....... ................. ............................... .............................................. 12 5.0 ADDITIONAL SERVICES .............. ........................................................................... .... 13 8.0 USE [>FTHIS REPORT ....... —..................................................... —............................... 13 APPENDIX A Field Exploration and Laboratory Testing LIST OFFIGURES Figure 1 Vicinity W1mp Figure 2 Site and Exploration Plan Figure Cantilevered Fed Soldier Pile VVaU Lateral Earth Pressure [)ioQnsnm Figure Braced Soldier Pile Wall Lateral Earth Pressure Diagram Figure 5 Tvp/um| Soldier Pile Wall Drainage Detail First Savings Bank ofRenton ��� � PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On 1.0 INTRODUCTION This report presents the results of a geotechnical engineering study completed by Professional Service Industries, Inc. (PSI) for a proposed banking facility to be located at Williams Avenue South and South Second Street in Renton, Washington. The project location is shown on the Vicinity Map, Figure 1, The Site and Exploration Plan, Figure 2, shows the project area and the locations of explorations completed for this investigation. This report has been prepared based on our understanding of the proposed development, our conversations with Mr_ Guy Peckham of Baylis Architects and Mr. John Smith of Coughlin Porter Lundeen, and data collected during field explorations. 1.1 Project Description We understand that First Savings Bank of Renton is planning to develop a new banking facility on a rectangular parcel of land located at the southeast corner of the intersection of Williams Avenue South and South Second Street in Renton, Washington. The proposed building will have two stories of commercial space above grade and one level of below grade parking. The building will occupy essentially the entire parcel. As reported to us by Mr. Guy Peckham of Baylis Architects, maximum anticipated wall loads will be about 7,000 pounds (7 kips) per lineal foot with isolated column loads ranging up to approximately 250 kips. Slab -on -grade live loads will be about 50 pounds per square foot (psf). An excavation on the order of about 12 feet below surface grades is needed to construct the garage level of the building. The project team has elected to shore this excavation to protect and support adjacent streets, sidewalks, utilities, and buildings. A temporary wall consisting of steel soldier piles set in concrete filled shafts and wood tagging has been selected as the most effective system. Generally, the walls will be cantilevered, without tieback anchors or internal bracing, to avoid interfering with underground utility lines and the excavation process. A portion of the south wall may be braced to provide additional protection to an existing building on the adjacent parcel. The project also includes remodeling an existing bank building located at the southwest corner of the intersection of Wells Avenue South and South Second Street, just east of the proposed new facility. The remodeling work consists mainly of demolishing a portion of the existing building, minor regrading, and new paving and landscaping. The proposed plan is contingent on the City of Renton vacating the alley separating the two parcels. If any of these design criteria are inconsistent or have been changed, we should be informed so that we may review and re-evaluate the recommendations in this report. In any case, PSI should be retained to perform a general review of the plans and specifications to verify that our recommendations have been properly interpreted and incorporated into the final design. 1.2 Scope 4f Services PSI's scope was developed with the intent of providing geotechnical engineering criteria and recommendations for the development and design of the proposed banking facility. Our specific scope of services was outlined in a proposal to First Savings Bank of Renton dated January 16, 2004 and consisted of reviewing field and laboratory test data from a previous site study, engineering analyses, and preparing this report. Written notice to proceed with these services was provided by Mr. Victor Karpiak of First Savings Bank of Renton on January 22, 2004, by signing our proposal. irst Savings Bank &&Renton March 9, 2004 PSI Project No.: 712-45001 Paqe 1 PROFESSIONAL. SERVICE INDUSTRIES, INC. Information to Build On 1.2.1 Previous Exploration PSI previously conducted a geotechnical study on the west parcel for a proposed residential development, consisting of one level retail space at ground level, four stories of apartments, and one level of underground parking. Results of our study were presented in a January 5, 2001 reported titled Geofechnical Engineering Study, Proposed Williams Avenge Apartments to Financial Engineering, Inc. Our field exploration consisted of drilling five borings on October 31 through November 2, 2000. The borings were drilled to depths varying from 25 to 48 feet below existing grade. One monitoring well was also installed at the northwest corner of the site to observe groundwater levels. The well was installed to a depth of about 24 feet. The boring and monitoring well locations are shown on the Site and Exploration Plan, Figure 2. Details of our field exploration and logs of the explorations are presented in Appendix A. 1.2.2 Previous Laboratory Testing Laboratory tests were conducted on selected representative soil samples to evaluate the general physical properties and engineering characteristics of the materials encountered. Moisture contents and particle size analyses were run on selected samples_ Moisture content determination results are shown at the respective sample depths on the exploration logs in Appendix A. Samples analyzed for particle size are presented in the form of grain size distribution curves on Figures A-6, A-7, and A-8 of Appendix A. 1.2.3 Analysis and Reporting Using the information obtained from the subsurface exploration and laboratory testing programs, we analyzed the data to develop geotechnical recommendations for project design and construction and to address several questions posed by the design team regarding specific conclusions and recommendations we provided in our previous report for this site. Our conclusions and recommendations regarding the following subjects are presented in this report: • Soil and groundwater conditions • Site preparation and grading, including placement and compaction of fill soils • Recommendations for imported structural fill • Cut and fill slopes • Temporary shoring and underpinning • Foundations • Slab -on -grade construction • Earth pressure parameters for lower level and retaining wall design • Surface and subsurface drainage • Pavements 2.0 SURFACE CONDITIONS The project site is located on the southeast corner of South Second Street and Williams Avenue South in Renton, Washington. The general location of the site is shown on the Vicinity Map, Figure 1 _ The parcel is bounded by South Second Street to the north, Williams Avenue South to the west, a 22-foot wide alley to the east, and commercial property to the south. Sidewalks along South Second Street, and Williams Avenue South are 8 feet and 10 feet wide, respectively. First Savings Bank of Renton March 9, 2004 Pfil Prniert No.: 712-45DOI Pans 9 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On The commercial property to the south consists of a bar and restaurant building. The west half (front) is one story and the east half is two stories. The north wall of this building abuts the common property line. This wall consists of a 2-(t high concrete stem wall with concrete columns spaced about 15 feet apart and infilled with concrete masonry units. The building appears to be founded on a shallow strip footing based on our observations. The site is currently is being used to store vehicles and equipment for an electrical contractor. It is our understanding that a tire service center formerly occupied the site. Concrete slabs that appear to be the floor of the former tire center cover the north two-thirds of the site. Large cracks traverse various portions of the slabs. Two automobile lifts are present near the northeast corner of the site. The south third is surfaced with asphalt pavement that is in relatively good condition. The site is essentially level and at the same elevation as the adjacent sidewalks, alley, and building to the south. 3.0 SUBSURFACE CONDITIONS 3.1 Local Geology The Geologic Map of the Renton Quadrangle, King County, Washington published by the US Geological Survey, 1965 identifies the soils in the area of the project site as urban or industrial land modified by widespread or discontinuous artificial fill_ These soils are described as chiefly silty sand that includes some gravel. Based on information in Washington Division of Geology and Earth Resources Open File report 92-7, Preliminary Maps of Liquefaction Susceptibility for the Renton and Auburn 7.5' Quadrangles (S.P. Palmer, 1992), filling operations were performed in the early 1900s in conjunction with the Lake Washington Ship Canal project. Alluvial deposits, consisting primarily of coarse sand and gravel from the Cedar River are present below the fills. 3.2 Soils Based on the soils encountered in our previous exploration, the site is underlain by fill and native alluvial deposits. The fill is composed of loose to very loose, silty sand and sand with trace amounts of gravel. The fill was likely placed during development of the area in the early 1900s. The fill has an average thickness of about 10 feet, varying from 8 feet at Boring B-2 in the southeast corner to 15 feet at Boring B-4 in the northwest corner. Alluvial deposits consisting of coarse sand and gravel with varying amounts of silt underlie the fill. Relative density of the native soil ranged from medium dense to very dense. Some of the samples collected during exploration would be classified as loose based on blow count criteria. We suspect that these values are artificially low and not indicative of true conditions because the soil was disturbed due to flowing (heaving) conditions. The sand and gravel deposits are known to extend beyond the depths of exploration. Practical auger refusal was encountered at the bottom of the borings. The preceding discussion is intended as a general review of the soil conditions encountered. For more information, please refer to the Boring Logs, Figures A-1 through A-5 in Appendix A. 3.3 Groundwater Groundwater was first encountered during drilling in three of the borings at depths ranging from 15 to 22 feet below the ground surface. An accurate depth to groundwater could not be First Savings Bank of Denton March 9, 20", PSI Proiect No- 712-45001 pang s PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On measured in Borings B-2 and B-4 because water was added to the borehole as part of the drilling method. The depth to groundwater was measured in the monitoring well at 18.4 feet below ground surface on January 31, 2004. The depths to groundwater are shown on the Boring Logs in Appendix A. The borings were not allowed to remain open for an extended period of time, which would allow for a more detailed evaluation of the groundwater observed. In addition, fluctuations in groundwater levels should be expected on a seasonal and annual basis. Recent rainfall, amounts of rainfall, surface water runoff, activities at nearby sites, and other factors may influence levels_ Typically, groundwater levels rise during and shortly following the wet winter months, and drop during the drier summer months. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Based on our study, the site appears to be suitable for the proposed development from a geotechnical standpoint. The primary geotechnical considerations for this project are 1) excavation support, 2) total and differential settlements resulting from anticipated loads, and 3) proper subgrade preparation. Because the proposed building is to occupy virtually the entire site, open excavations needed to construct the garage level would encroach upon the adjacent alley and roads to the east, north, and west. There is no room for an open excavation to encroach on the property to the south because the adjacent building abuts the property line. As previously discussed, a cantilevered soldier pile and lagging shoring system will be used to instead of sloping the excavation walls. Based on our previous borings, the site is blanketed with about 8 to 14 feet of silty sand and sand fill that is loose to very loose. Excavations to reach the foundation elevation should remove most of the fill without having to overexcavate. However, the fill appears to extend below the subgrade level in the northwest corner of the site. Footings founded on this material are more likely to settle differential relative to the other footings. The loose soil should be removed or otherwise remediated. The following sections provide PSI's opinions and recommendations regarding these issues and other geotechnical considerations. Our recommendations should be incorporated into the project design drawings and construction specifications. 4.2 Seismic Considerations The site is located within Seismic Zone 3 as classified in the 1997 Uniform Building Code (USC). Based on the soil conditions encountered and the local geology, we interpret the underlying bearing soils to correspond to SI), as defined in Table 16-J of the 1997 UBC. The So profile type is defined as a stiff soil with an average N-value in the range of 15 to 56. 4.2.1 Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure 'First &Wings Bank of Renton Match 9, 2004 PSI Project Na: 712-45001 page 4 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On essentially separates the soil grains and eliminates this intergranular friction, thus eliminating the soil's strength. Coarser grain deposits of sands and gravels are normally not affected because their hydraulic conductivity allows for drainage or dissipation of these excess pore pressures. Silts and clays are normally not affected because of the cohesive component of their shear strength. Washington Division of Geology and Earth Resources Open File report 92-7, Preliminary Maps of Liquefaction Susceptibility for the Renton and Auburn 7.5' Quadrangles (S.P_ Palmer, 1992), classifies the local vicinity under category I, which is described as manmade fill and modified land. In this study, the risk of liquefaction susceptibility and associated hazards in this area was ranked high. Based on a review of pertinent geotechnical studies in the Renton area and on the soil and groundwater conditions encountered at the site, it is our opinion that the risk of damage due to liquefaction is low. The dense to very dense coarse sand and gravel below the surface fills is a nonliquefiable layer that will enhance pore pressure dissipation during an earthquake event and should prevent observable effects of any liquefaction at depth from reaching the foundation level. 4.3 Earthwork 4.3.1 Site Preparation To prepare the site for construction, building demolition debris should be removed from the site. All deleterious material such as grass, roots, topsoil, and debris -laden fill should be stripped from areas to be occupied by structures, pavements, or walkways. Cleared materials should be disposed of offsite. Underground pipes to be abandoned should be plugged or removed. Voids remaining after removing structures should be backfilled with structural fill and adequately compacted_ 4.3.2 Subgrade Preparation After clearing, excavations to achieve desired grades may be initiated. As mentioned earlier, overexcavation may be required where unsuitable soils extend below finished grade. To mitigate this problem, we recommend overexcavating loose, soft, or unstable soils found below subgrade elevations. Site constraints, such as excavating next to the temporary shoring walls, for example, are expected to limit the practical ability to remove all unsuitable soils. As a minimum, loose soil should be overexcavated to a depth of at least 2 feet below subgrade elevation. The excavation should extend laterally beyond the edges of the footings a minimum distance of 2 feet in each direction. Overexcavated areas should be backfilled with structural fill, controlled density fill (CDF), or lean concrete to subgrade elevation. 4.3.3 Excavations The underground portion of the structure, footings, and utility trenches can be readily excavated with conventional earthmoving equipment. Cave-in protection is required before workers may enter any excavation except those excavations made entirely in stable rock or where the depth of excavation is less than 4 feet and there is no indication of a potential cave-in. Suitable protection systems include shoring, sloping or benching, or shielding. The Washington Safety Standards for Construction Work (Chapter 296-155 WAC), Part N, provides standardized systems and slope configurations that may be used for excavations less than 20 feet deep. The type of soil at the site dictates the appropriate design of the protection system. - : First Savings Bank of Renton March 9 2004. - PSI Proiect No.: 712-45001 Pane 5 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On Based on these standards, soils within the upper 10 feet of the surface are classified as Group C soils. Below this level, soils fall into the Group B category, Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the side slopes within the upper 10 feet should be laid back at an inclination no steeper than 1.51 (Horizontal:Vertical). Below this level, side slopes should be completed with a gradient of 1:1 or flatter. Unprotected slopes should be excavated at the angles described above. Steeper angles may be possible if the slopes are protected with a layer of fiber -reinforced shotcrete or other durable material. The slope protection should be applied as soon as practical but no later than by the end of the workday. Groundwater seepage may be encountered. Based on our study, the volume of water and rate of flow into the excavation should be relatively minor, and is not expected to impact the stability of the excavations when completed as described above. Conventional sump pumping procedures along with a system of collection trenches, if necessary, should be capable of maintaining a relatively dry excavation for construction purposes. The above information is solely for the benefit of the owner and other design consultants and provides only basic guidelines for excavation work. There may be other site -specific conditions, such as excavations deeper than 20 feet, variations in the subsurface, confined space issues, and the presence of nearby structures, equipment, or stockpiles of materials, that could alter the level of protection required_ It is understood that job site safety is the sole responsibility of the project contractor and that by providing this information, it should not be construed to imply that PSI assumes responsibility for job site safety. All excavations at the site must be completed in accordance with local, state, or federal requirements. 4.3.4 Structural Fill Structural fill is defined as the compacted fill placed under buildings, slabs, or any other load - bearing areas. The suitability of soils used for structural fill depends mainly on the gradation and moisture content of the material when it is placed, As the percent fines in a soil increases above 5 percent, the soil becomes more sensitive to moisture changes, and achieving adequate compaction may become difficult or impossible. Our subsurface exploration indicates that most of the fill soils have a large percentage of fine material and at the time of our study, their moisture contents appeared to be above optimum. Drying the soils or other means to condition the material will probably be necessary to facilitate proper compaction. Given the limited space on site for storing and treating soils, this does not appear to be practical. Therefore we recommend using imported granular materials for use as structural fill instead of the existing fill. The native soils generally contained lesser amounts of fine material- These soils should be suitable for reuse as structural fill. Any suitable, inorganic, predominately granular soil may be used for fill material, provided the material is properly moisture conditioned prior to placement and compaction. Any imported structural fill for construction during wet weather should consist of clean, well -graded sand and gravel meeting the recommended grading requirements shown in following table. .First, Savings Bank of Renton Marcie 9,:2004- PSI Project No.; 712-45001 Paae 6 PROFESSIONAL SERVICE INDUSTRIES, INC. In ormation to Build On TABLE 1 GRADING FOR IMPORTED GRANULAR MATERIAL U.S. Standard Sieve Size Percent Passing by Dry Weight 3 inch 100 3/ inch 50 —100 No. 4 25 -- 65 No. 10 10 — 50 No. 40 0 — 20 No. 200 5 Maximum All structural till underlying footings, floor slabs, pavements, walkways should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted to a minimum percentage of its laboratory maximum dry density, as specified in the following Table 2. The maximum dry density should be determined in accordance with the ASTM D 1557 test method. Fill materials should be placed at or near their optimum moisture content, as determined by this test method. Fill within landscaped areas should be compacted to reduce the potential for excessive settlement. TABLE 2 MINIMUM COMPACTION REQUIREMENTS PERCENT OF DRY DENSITY Location Depth* Building Pavement Trench Retaining Landscape Areas Areas Backfill Wall Backfill Areas Upper 12 inches 95 % 95 % 95 % 95 % 85 % Below upper 12 inches 95 % 90 % 90 % 95 /0 o 85 /o 0 * From finish subgrade elevation. 4.3.5 Underground Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or City of Renton specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described above and to the minimum densities recommended in Table 2. Around pipes, compaction should be done by carefully tamping the material with hand tools or light compaction equipment to prevent damaging or displacing the pipe. Backfill should be placed to at least 12 inches above the crown of the pipe before any heavy compaction equipment is used. Soils excavated on -site should be suitable for use as backfill material provided their moisture contents can be controlled to near the optimum point. if utility installation takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for trench backfilling, .}First Savings Bank of Renton - March 9, 2004 PSI Project No_: 712-45001 Paqe 7 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On 4.3.6 Wet Weather Construction Care must be taken to protect on -site soils exposed during construction. Soils exposed by subgrade preparation operations may become unstable should their moisture content be allowed to increase to above optimum. ideally, site preparation and initial construction activities should be scheduled to minimize ground disturbance during the wet season. Earthwork should be done in small sections to minimize the soils exposure to wet weather. Any excavations or removal of unsuitable soils should be immediately followed by the placement of backfill or concrete for footings. No soils should be left uncompacted or exposed to wet weather conditions. Surfaces should be rolled to seal out the water. To protect building subgrade and to create a stable working surface, it may be desirable to place a 6-inch thick layer of 2- to 4- inch angular rock (quarry spalls), after the subgrade has been properly prepared and before installing the drainage system and utilities. Work areas may be covered with plastic sheeting to protect against wet weather. Prior to starting fill activities each day, any wet soil surfaces should be removed. Construction traffic should be limited to specific areas to prevent widespread disturbance of the subgrade. 4.3.7 Temporary Support Excavations will extend 10 to 12 feet below the surrounding surface grade to construct the lower level garage. As mentioned previously, loose soil conditions within the excavation depths and site constraints prevent excavating slopes to Washington State safety standards. A system to protect and support the soils surrounding the excavation is required. Vertical excavation protection is needed along the adjacent building to the south and around a traffic signal pole at the northwest corner. Protection schemes that the project team has discussed have included steep slopes with shotcrete facing, soil nailing, stacked block concrete walls, and cantilevered, braced, and tieback soldier pile walls, Underpinning of the building to the south has also been considered for additional protection but this option does not appear to be necessary, considering building loads, property values, and latitude on location of the south wall. The presence of numerous underground utilities within the street and alley rights -of way on the east, north, and west sides of the property could interfere with proper slope construction and are also obstacles to designing and constructing soil nailed or tied back walls. The most practical and cost-efficient scheme appears to be cantilevered solder pile and wood lagging walls around the east, north, and west sides of the excavation. Preliminary analyses by the structural engineer of a cantilevered wall on the south side show that the size of piles needed are substantially more massive than for the other three walls. As of the date of this report, the use of rakers or tieback anchors on the south wall to reduce the size of the soldier pile members is being considered but a final decision has not been made. Vertical surcharges from nearby traffic and the adjacent building create an additional pressure on the wall. Our recommended distribution of lateral earth pressures on cantilevered soldier pile wails is shown on Figure 3. Figure 4 presents a recommended distribution of lateral earth pressures for the south soldier pile wall, assuming it will be braced or anchored. The pressure distribution from the building is a simplified model of the Boussinesq theory for a line load. It should be noted that the pressure diagram presented in Figure 4 is based on "apparent" earth pressures. These pressures are based on empirical relationships developed from studying the observed behavior or braced excavations and are intended for estimating the maximum tieback or strut loads that can reasonably be expected for the site soil conditions and a given depth of cut. First Savings Bank of Renton March 9, 2004 PSI Project No.- 712-45001 Page 8 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On In addition to the earth pressure distributions shown in Figures 3 and 4, PSI has developed the following soil parameters for use in design of temporary shoring walls. TABLE 3 CONSTANTS FOR SHORING WALL DESIGN Friction Angle of Existing. Soil 30 Degrees Friction Angle of New Fill 36 Degrees Unit Weight of Existing Soil 110 pcf Unit Weight of New Fill 130 pcf Active Earth Pressure Coefficient 0.33 Passive Pressure Coefficient 3,0 Seismic Active Pressure Coefficient 0.40 Equivalent Active Fluid Pressure 35 pcf Equivalent Passive Fluid Pressure 300 pcf Lateral Subgrade Modulus, Ks 1,500 kcf Anchor Adhesion 650 psf A typical tieback anchor consists of a steel tendon inserted into a pre -drilled hole and then grouted into place. Adhesion (skin frictions) between the grout and the surrounding soil creates the anchorage capacity. The anchorage zone soils are expected to be similar to the onsite fill soils encountered in the borings. The anchoring end of the tieback must be positioned far enough behind the retained excavation face to develop capacity with a stable soil mass. We recommend that all anchors be located beyond a "no-load" zone delineated by an imaginary line angled at 65 degrees from horizontal and originating from the pile centerline at a depth below the bottom of the excavation equal to half of the exposed wall height. For example, if the wall height is 12 feet, the no-load line would start at 6 feet below the bottom of the excavation. We recommend that the soldier piles have a final maximum center -to -center spacing of 8 feet. Design lateral pressures for a typical soldier pile cantilever wall is presented on Figure 3. To account for arching effects, lateral loading on the lagging can be reduced by 50 percent. Unshored excavation heights should not exceed 4 feet. No part of the excavation should remain unsupported overnight. A monitoring program should be implemented to verify the performance of the shoring system and the effects on adjacent properties. The first step of the monitoring program should consist of documenting the condition of the existing adjacent properties and pavements, before any excavation or shoring installation. This documentation should include a pictorial record. PSI would be pleased to provide these services for you. A registered land surveyor should be retained to obtain baseline data and obtain the readings. The monitoring should include surveying the vertical and horizontal alignment of the top of each soldier pile. Shoring system monitoring should be performed at least twice a week during excavations, and every week when the excavations are complete. Monitoring of the shoring system should continue until the permanent lower walls are braced. The structural and geotechnical engineers should review the monitoring data weekly. First Savings Bank of Renton March 9, 2004 PSI Project No.: 712-45001 Page 9 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On 4.4 Foundations Because development involves removing the upper 10 to 12 feet of soil for the underground garage, the net pressure acting on the underlying materials will not change significantly with the new construction. Therefore, it is feasible to support the structure on a shallow foundation system consisting of either conventional strip and isolated column footings or a mat foundation_ The footings should bear on undisturbed, medium dense or denser native soil or on at least 2 feet of structural fill placed over native soil. Based on conditions encountered in the borings, it appears that medium dense or denser soil will be will be present at the planned footing subgrade elevations throughout most of the site except in the northwest portion. Loose fill or native soil is expected at footing elevations in this area_ Interpolating among the boring locations, we have estimated the lateral extent where loose soil can be expected at the footing elevation. This boundary is shown on the Site and Exploration Plan, Figure 2_ We recommend dimensioning foundations located north and west of this boundary line for a net bearing capacity of 2,500 psf_ This value assumes that loose soil will be removed to a depth of 2 feet below footing subgrade and replaced with either structural fill or equivalent material. Footings supported on undisturbed native soil south and east of the boundary may be sized for a net bearing capacity of 5,000 psf. For short term loads, such as wind and seismic, a one-third increase in the allowable capacities can be used. Based on the subsurface conditions encountered, site geology, and past experience, we anticipate that properly designed and constructed foundations supported on the recommended materials should experience total and differential settlements of less than 1 inch and '/2 inch, respectively. The majority of these settlements are expected to occur during construction. Lateral foundation loads can be resisted by friction between the foundation base and the supporting soil, and by passive earth pressure acting on the face of the embedded portion of the foundation. For the latter, the foundation must be poured "neat" against undisturbed native soils or lateral overexcavations need to be backfilied with structural fill. For frictional resistance, a coefficient of 0.4 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of 300 psf per foot of embedment. These lateral resistance values include a factor of safety of 1.5. All footing excavations should be examined by a representative from PSI, prior to placing forms or reinforcing steel, to verify that subgrade conditions are as anticipated in this report. We recommend that continuous footings have a minimum width of 18 inches. Foundations exposed to the weather should bear at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. 4.4.1 Mat Foundation A reinforced concrete mat foundation is also a viable option for supporting the building. The mat foundation could be placed on soils with variable density but must be designed to be stiff enough to resist differential settlement. We recommend designing the mat foundation using a modulus of subgrade reaction value of 20 pounds per cubic inch (pci), and an allowable beating capacity of 1200 psf. For designing the mat foundation to resist lateral loads, friction and passive earth pressure acting on the base of the foundation may be used, as discussed in the preceding section. First Savings Bank of Renton � u � March 9, 2004 PSI Project No.; 712-45001 Page 10 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On 4.5 Slab -on -Grade Floors Slab -on -grade floors may be supported on undisturbed native soil or properly compacted structural fill, provided the subgrade is prepared in accordance with the recommendations in this report. After the subgrade has been prepared, we recommend placing a capillary break layer to serve as a drainage blanket and to guard against wetting of the slab by capillary movement of water in the supporting soils. The layer should consist of at least 6 inches of clean, free - draining coarse sand or gravel containing less than 3 percent fines (minus No. 200 mesh sieve). Based on the data collected it appears the depth to groundwater typically is at least 4 feet below the planned garage floor elevation. We believe that a subfloor drainage system is not necessary, given the planned use of the bottom floor as a parking garage_ However, if subfloor drainage is not installed, provisions for allowing groundwater to flow into the interior of the garage should be incorporated into design. This will allow water levels to equalize; balancing hydrostatic pressures in the unlikely event groundwater does rise to the garage floor elevation. Alternatively, the slab and lower basement walls could be designed to resist hydrostatic pressures. We can provide recommendations for a subfloor drainage system, if necessary. Construction activities and exposure to the environment may cause deterioration of the prepared subgrade. Therefore, we recommend that our field representative observe the condition of the finish subgrade immediately before slab -on -grade construction and, if necessary, perform further density and moisture content tests to determine the suitability of the final subgrade. 4.6 Lower Level Building and Retaining Walls The magnitude of earth pressure developed on lower level walls or retaining walls will partly depend on the quality of the wail backfill. We recommend placing and compacting wall backfill as structural fill. To guard against hydrostatic pressure development, wall drainage should also be installed as recommended in the site drainage section. With wall backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid with a weight of 35 pcf. For restrained wails fixed only at the top, the wall should be designed for an equivalent fluid weight of 55 pcf. For seismic considerations, an additional uniform pressure of 6*H psf should be included, where H is the wall height in feet. Traffic loads behind the wall may be modeled as equal to an additional 2 feet of backfill height. These values assume a horizontal backfill condition and that no other surcharge loading, such as sloping embankments or adjacent buildings, will act on the wall. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Foundations section. 4.7 Site Drainage 4.7.1 Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. Except for paved locations, we recommend providing a minimum gradient of three percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of two percent should be provided unless provisions are included for collection and disposal of surface water adjacent the structure. First Savings Bank of Renton March 9, 2004 PSI Project No.: 712-45001 page 11 PROFESSIONAL_ SERVICE INDUSTRIES, INC. Information to Build On During construction, loose and exposed surfaces should be adequately compacted to reduce the potential for moisture infiltration into the soils. In addition, surface water must not be allowed to flow in an uncontrolled manner over the crest of any slopes. Surface water should be directed away from the slope crests to a point of collection and controlled discharge. 4.7.2 Subsurface Groundwater was encountered within our exploratory borings at depths varying from 15 to 22 feet below existing grade_ At this depth, groundwater should not directly affect excavations or foundation construction. If groundwater seepage is encountered during construction, we recommend the contractor slope the bottom of excavation, direct the water to ditches, and collect it in prepared sump pits from which the water can be pumped and discharged into approved storm drain systems. To reduce the potential for buildup of seepage and hydrostatic pressures behind subterranean walls, a drainage layer should be placed adjacent to the wall. The drainage material should consist of free -draining, granular material such as 1/4 inch washed rock or pea gravel. The drainage layer should extend at least 18 inches behind the wall. Alternatively, a composite drainage fabric, such as Miradrain, Fnkadrain, or equivalent, may be used. If any such product is used, it should be designed and installed in accordance with the manufacturer's specifications. Groundwater seepage should be collected in rigid, 4-inch minimum diameter, perforated drainpipes placed at the base of the wall. Perforations should be less than '/ inch in diameter. The pipe should be surrounded by at least 12 inches of free -draining granular material regardless of the type of wall drainage used. Pipes should be routed to convey collected water to a suitable outlet. A typical retaining wall drainage detail is shown on Figure 4. 4.8 Asphalt Pavement Pavements should be constructed on subgrades prepared as described in the Subgrade Preparation section. The top 12 inches of subgrade soil should be compacted to the density requirements of structural fill. Regardless of the degree of relative compaction achieved, the subgrade must be in a firm and relatively unyielding condition before paving. Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition_ The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected_ We anticipate the parking and access drive area will receive relatively light automobile traffic, with truck traffic consisting of occasional service vehicles. With a stable subgrade prepared as described herein, we recommend either of the following minimum pavement sections; 0 Three inches of asphalt concrete (AC) over four inches of crushed rock base (ORB) • Three inches of AC over three inches of asphalt treated base (ATE) Paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for Class B asphalt concrete, ATB, and CRB. Long-term pavement performance will depend on surface drainage. A poorly drained pavement section will be subject to premature failure because of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of no less than two percent. Regular maintenance should be planned to seal cracks when they occur, First Savings Bank of Renton March 9, 2004 PSI Project No.: 712-45001 Page 12 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On 5.0 ADDITIONAL SERVICES PSI recommends that we be retained to review the geotechnical-related portions of the design drawings and specifications. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and implemented in the design and specifications. We also recommend that PSI be retained to perform geotechnical-monitoring services during construction. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report, and to simplify design or construction changes in the event that subsurface conditions differ from those anticipated before the start of construction. A representative of the geotechnical engineer should observe all building areas and footing excavations. Observations should be conducted during and immediately after the demolition and removal of existing landscaping, structures, and utilities_ A final observation' of footing excavations should also be conducted to determine if the soil bearing capacity has been altered by construction activities following site preparations. The footings should be observed after the reinforcing steel has been placed and within 24 hours before placing concrete. We recommend that a geotechnical field representative be present to observe other excavations and temporary shoring, to monitor fill placement and compaction activities, to observe proof - rolling operations, to document that design subgrade conditions are obtained beneath building and paved areas, and to confirm appropriate drainage material use and placement. We recommend that in -place density testing be performed on fills, backfills, and finished subgrade surfaces. Conformance testing of imported materials may also be needed to verify compliance with project specifications and our recommendations. In addition to our geotechnical monitoring services, PSI also offers construction materials testing and special inspection services. Our technical knowledge and expertise includes the following areas: • Reinforced Concrete • Structural Shotcrete • Fireproofing • Reinforced Masonry • Roofing and Waterproofing • Floor Flatness • Post -Tension Concrete • Pre -Tension Concrete • Structural Steel Fabrication • Structural Steel Erection • Nondestructive Examination • Batch Plant Inspection PSI would be pleased to provide these services to you on this project 6.0 USE OF THIS REPORT PSI prepared this report for the exclusive use of First Savings Bank of Renton and their design consultants for specific application to the proposed new banking facility at Williams Avenue South and South Second Street in Renton, Washington. The use by others is at their sole risk. The findings, conclusions, and recommendations contained in this report are based in part upon the data obtained from on -site explorations. The boring logs do not provide a warranty as to the conditions that may exist at the entire site. There may be some variation in subsurface soil and groundwater conditions at the site, and the nature and extent of the variations may not become evident until construction. Accordingly, a contingency for unanticipated conditions should be First Savings Bank of Renton March 9, 2004 PSI Project No_: 712-45001 Page 13 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On included in the construction budget and schedule. If conditions appear to be different from those described in this report, PSI should be notified before construction continues so that we may re-evaluate our recommendations. This report, in its entirety, should be included in the project contract documents_ The reproduction of this report, except in full, by any method and its transmittal by any means to a third party without the written permission of PSI, is prohibited. Within the limitations of scope, schedule, and budget, we conducted our services in accordance with generally accepted geotechnicai engineering principles and practices in this area at the time this report was prepared. No other warranty, express or implied, is made as to the professional advice included in this report. First Savings Bank of Denton March 9, 2004 PSI Project No_: 712A5001 Page 14 !11 FfnLOi \Vak I - -Tani-r Bid, 2.6 - 1- �._ - ■ 1? t �r -AV: + SM 2D x r x zomwn ag , ,`SKYUUB, _ . , fvIUNR�IP L W7 �rAlflpofrf Stadium It 4 a CO B7-�� �l-,J'111,1 Ir r� 1+1'� ff j �v y� o'` -- — yil,rdll l y.- ._..e....�....Al 134 tvndtS yJ �j l L'}�l11 - 3j -�h` $M 37LVSil l ` Vt�t� ,9rr sin _ 1 ■ i i i Park-.; l l^ HI•' Gaging.. Park 1�0 MI r 9 Stare SITE ` ity# �Ea Tdn Harr fV ( � -. � •ems[ ��_ � �X�- '•''.:„St2. 'lini�nY mot. Parka - Ef - Y�i �f•d 3x 3 I gl; rg }�;•YM���� ` - LIdr. �lj�- 1 ,� g�! .. llip ;rinrnald�. -•• lS(d�' t 377 w■ j' .I k ■ r Power �L � re Planti s°fir, l Alt��-f, vage G 3ppsat ; 'J11,,� ";5;�� i 4 i' coy.. it �i I� �5+ /tl lrr-• i. r�2; jiJ, i I �ioWncj l� •len l ` +41 t i s�'� 1v ({ ,, 11 -;, r, • fir; - VICINITY MAP Source: USGS Renton Quadrangle Map, 7994 SCALE: 1:24,000 Project No.: 71245001 first Savings Bank of Renton ��� Infpygnation Date: March 2004 Williams Avenue South and South iL� � 1 Q$ Second Street � �� � Drawn by: TDH Engineering • Consulting • Testing Renton, Washington Checked by: TH Figure 1 SOUTH SECOND STREET i w 0 U) w n z LIJ U) Q J LEGEND I` "' �__ Approximate Boring Location Note: Southeast of boundary, subgrade soil expected to he dense — — Bearing Pressure Boundary sand and gravel with allowable bearing pressure of 5,000 psf. (See Note) Northwest of boundary, soil at footing elevation expected to be loose silty sand. Replacement with structural fill required providing allowable bearing pressure of 2,500 psf_ SITE & EXPLORATION PLAN Source: Baylis Architects, P7 Floor Plan, f2129103 APPROX. SCALE: 1:360 Project No.: 712-45001 First Savings Bank of Renton fi=Jr—WInfon-nation Date. March 2004 Williams Avenue South and South 2oBuild 0n Drawn by: TDH Second Street Engineering - Consulting • Testing Renton, Washington Checked by: TH Figure 2 Neglect Passk Passive Earth equivalent flufc 300 pcf, applie pile diameters ;ure - equivalent pcf, applied over ssure - equivalent 5 pcf, applied over Note: Increase H by 2 feet to account for traffic surcharge, where applicable. Project No.: 712-45001 Date: March 2004 Drawn by: TDH Checked by: TH CANTILEVERED SOLDIER PILE WALL LATERAL EARTH PRESSURE DIAGRAM Not to Scale First Savings Bank of Renton Williams Avenue South and South Second Street Renton, Washington ��� Information �To Buald D� Engineering • Consulting + Testing Figure 3 Lateral Earth F (Th=25-H psi over pile spaci Neglect Passiv Passive Earth F equivalent fluid 300 pcf, appliec diameters Project No.: 712-45001 Date: March 2004 Drawn by: TDH Checked by; TH QL BRACED SOLDIER PILE WALL LATERAL EARTH PRESSURE DIAGRAM Not to Scale First Savinas Bank of Renton Williams Avenue South and South Second Street Renton, Washington IIn surcharge Lateral - ah = 10% of vertical Qt, applied over pile resultant force acting at 0.60 H) equivalent )plied over IVi Information vToBuild On Engineering + Consulting • Testing Figure 4 Soldier I Slope to Drain rbed Earth r��rf`�. �.c�ncrere }JJ}: Capillary Break 1;:.:,::;::• Pipe Bedding Drain Pipe Note: See body of report for recommended material specifications and additional information. TYPICAL SOLDIER PILE WALL DRAINAGE DETAIL Not to Scale Project No.: 712-45001 Date, March 2004 Drawn by: TDH Checked by: 7H First Savings Bank of Renton Williams Avenue South and South Second Street Renton, Washington InfDYf7TCltlDYl dTDBuild On Engineering • Consulting • Testing Figure 5 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On MIUCIINDIFN _1 FIELD EXPLORATIONS AND LABORATORY TESTING First Savings Bank of Renton March 9, 2004 PSI Project No.: 712-45001 PROFESSIONAL SERVICE INDUSTRIES, INC. Information to Build On FIELD EXPLORATIONS AND LABORATORY TESTING We conducted our field exploration on October 31 through November 2, 2000. The program consisted of advancing five test borings and installing one monitoring well. The borings were drilled to depths varying from 25 to 48 feet below existing grade. The monitoring well was drilled to a depth about 25 feet below existing grade. The borings and monitoring well were completed using truck mounted drilling equipment_ Approximate boring and the monitoring well locations were determined by pacing from existing features. It should be noted that locations of the explorations are considered accurate only to the degree implied by the method used_ These locations are shown on the Site and Exploration Plan, Figure 2. In each boring, Standard Penetration Tests (SPTs) were performed at selected intervals in substantial accordance with ASTM Test Designation D 1586. A split spoon sampler was driven with a 140-pound automatic hammer constantly falling 30 inches. The number of blows required to drive the last 12 inches of penetration is called the "N-value". This value is used to characterize the relative density of sandy soils or consistency of clayey soils. Our engineer who supervised the field exploration recorded soil and groundwater conditions encountered by maintaining a log of each boring, obtained representative samples, and observed pertinent site features. The logs included in this report represent our interpretation of the field logs and results of laboratory examination and tests of selected samples. The stratification lines on the logs represent approximate boundaries between soil types. Actual transitions of varying soil strata may be more gradual in the field. Collected soil samples were returned to the laboratory for further examination and limited testing. Representative samples were selected for testing to evaluate general physical properties and engineering characteristics of the materials encountered. Tests consisted of moisture content determinations and particle size distribution analysis. Tests were completed in general accordance with ASTM standard procedures. Moisture content results are presented on the boring logs. The particle size results are presented in Figures A-6 and A-7. First Savings Bank of Renton March 9, 2004 PSI Project No.: 712-45001 BORING LOG PSI Proiect No: 712-45001 Client: First Savings Bank of Renton (borings performed for Project 745-05051) Project: First Savings Bank of Renton Location: SW corner of site Boring No: B-z ( Iof 1) 1 Total DS the 25 ft 1 Elevation: 41 ft ft Groundwater: 15 Method: HSA Started: 10-31-00 Comnlered• 10-31-0H6 r)riilr.r• P.Si PSI Elevation Depth E f DESCRIPTION OF MATEKAr S t Classirleatiaul r U — I Remarks + � > Moisture Con[eu[ (%) � Plastic Limit 1 Liquid Limit I - {bpi) 50 60 z N-Value 10 10 Graph 34 40 a 70 10 90 0 SM !� 40 2" thk• As halt Pavemenl V thk. Base Rock Brown Silty Sand, Moist, V. Loose I (FILL) 1 S-1 5 1 S-2 - = SP Brown Fine Sand w/Small Size 2 35 Gravel, Moist, Loose (FILL) z 7 5-3 SM Lt. Brown Silty Sand, Moist, Loose 4 (FILL) a 10 _ E 5 S-4 -% �. GP- Brown Coarse Sand w/Gravel, P 30 +.:. SP E Moist, Dense 7 i 14 yI: ji. 22 {j 15 Brown Silty Sand w/Gravel, Wet, S-5 GM- Z5 SM Dense i to is 18 33 20 :. E Orange/Brown Sand wr`simdl to S 6 ram. GP- I20 .�..., 5P medium size Gravel, Wet, Loose s (blow counts suspect) Z Boring completed at 25 feet 15 �. Groundwater encountered at 15 feet 1 �I J 1 i I 30 1 101 I E rt 35 5y NOTES: Figure No. A-1 BORING LOG PSI Project No: 71245001 PSI f Client: First Savings Bank of Renton (borings performed For ro•ect 745-05051) Project: First Savings Bank of Renton Location: SE Corner of Site Boring No: B-2 ( 1 of 1) Total De the 26 ft Elevation: 42 ft ft Groundwater: Method: Mud Rotary Started: 11-01-00 I' Coln feted: 11-01-00 Driller: PSI Elevation I Depth I DESCRIPTION OF MATERIALS (Classification) �I a y Moisture Content (%) O Remarks n _2 ? Plastic Limit Liquid Limit I co z IN.Vp)Ue 10 Graph 20 30 40 ftl) 50 Cdt A 70 80 90 0 ; SM 2" thk. Asphalt Pavement 1 " tltk. Base Rock 40 o Brown Silty Sand, Moist, V. Loose (FILL) S-I z 5 t 2 3 S-2 SP Brown Sand, Moist, V. Loose (FILL) 1 35 z 4 5-3 .:.: GP- Brown Coarse Sand wlGravel, SP Moist, Loose 10 .? ►:*;< Becomes Med. Dense 3 7 S-4 v 7 14 ary Ili I {II�j J R•:Y;. Becomes V. Dense S-5 `li' 18 I v is 70 44 20 In50IG S-6 50 + 20 •�: 75 n;'. Gravel collapsing at hole Auger refusal at 26 feet i 15 Boring completed at 26 feet a 30-1 10 —� � 35 i ! i NOTES: Figure No. A-2 BORING LOG No: 712-45001 Client: First Savi Project: First Sav Boring No: B-3 Method: HsA lank of Renton (b< Bank of Renton ( 1 of 1) 1 Total De Started ngs performed for project 745-05051) Location: NW Corner of Site h 25 ft Elevation: 41 ft ft Groundwater: 22 I1-02-00 j Com feted: 11-02-00 Driller: PSI I10] Elevation Depth DESCRIPTION OF MATERIALS (Classification) G ❑ ro Moisture Content (%) O I Remarks o ! Plastic Limit Liquid Limit 1 (bpi) Sf1 fif! -4 Z N-Value 20 20 Graph 30 40 a 7Q 3[1 96 0 4" thk. Concrete Slab _ - l 40 SM 1" thk. Base Rock, Silt, Sand Brown Silty Sand, Moist, V. Loose o a (FILL) S-1 t t z 3 S-2 SM- Brown silty Sand to Sandy Si;[, 35 f ML Moist to Wet, V. Lome (FILL) i t a t 10 - Brown Silty Sand, Moist, Loose ? j SA SM i 30 (FILL) I I f 7 15 S-5 GM- Gray Sand w/Gravel_ Moist, Loose j I I 25 SM ! l I 4 5 20 Becomes Wet and Dense S-6 I 20 26 SO I 19 I 49 5' of sand heave at the bottom of auger I 25 Boring completed at 25 feet j 15 Groundwater encountered at 22 feet I I 3a I' 10 I �jtll ` lip 35 E S NOTES: Figure No. A-3 BORING LOG PSI Proiect No: 712-45001 PSI Client: First Savings Bank of Renton (borings performed for proiect 745-05051) Project: First Savings Sank of Renton I Location: NE Corner of Site Boring No: B-a ( 1of 1) 1 Total Depth: 25 ft Elevation: 41 ft ft I Groundwater: Method: HSA Started: 11-02-00 Com leied: 11-02-00 Driller: PSI Elevation Depth I DESCRIPTION OF MATERIALS a Remarks (Classification) a _ _ Moisture Content (%) D Plastic Limit Liquid Limit li (bpf) 50 60 z )ti-Value 10 20 Graph 30 40 a 70 80 yll Concrete Slab 40 M L4"k. k. Base Rock, Silt, Sand Brown Silty Sand, Moist, V. Loose (FILL) 1 5-1 1 5 1 2 S-2 I 35 t t 1 GM- i 3 S-3 Brown Silty Sand wlGravel, Moist, SM Loose 1 z � to Becomes Dense 6 8 S-4 30 11 23 zo 43 I j ! 2S is GP- SP 8 S-5 I Orange Coarse Sand and gravel, Moist, Med. Dense I .:. r:t. 16 it I j 27 .,. r y ��� I 20 4, S-6 20 io 15 12 - 27 1.5' of sand heave ai the bottom ' ;�:;;: • of auger n5 L Boring completed at 25 feet ; 15 1 J I J � 30 ' 1a I i 35 I I I I MOTES: Figure No. A-4 BORING LOG PSI Proiect No: 712-45001 PSI Client: First Savings Bank of Renton (borht s perfornied for project 745-0S051) Project: First Savings Bank of Renton _ _ Location: Middle of Site —Boring No: B-5 ( 2of 2) Total De the 48 ft I Elevation: 41 ft ft Groundwaier: 18.S Method: HSA Started: 11-02-00 Com leted: 11-02-00 Driller: PSI CEevatian Depth DESCRII't'ION OF MATERIALS U U Remarks (Ciassiricatiou) a , MuLsture Content (q) O n Plastic Limit Liquid Limit 1 (bpf) 50 60 N-Value 10 20 Graph 30 411 n 7n 40 40 f k" r. Intermittent gravel to 36 feet 4` of sand heave at the bottom of 40 �k4 ',:r:"' i- auger 0 -;t Intermittent gravel between 43 and - `... 48 feet 45 Boring completed at 48 feet -10� 50 55 -15 1 1 60 I ' r -20 65 —1 ! i -25 I I � I 70 -30 NOTES: Figure No- A-5 10 91 81 71 alf W 6( Z L.t- � 5f U-1 U L4 ( CL 3( zc Particle Size Distribution Report _ _ S ![';j I� : �I I Ali= � I� ' 1 .I I I i�j I fI ! II � I}` i i I I ,• � � � � I �[ �� I I I ;, i t ! � I j I ,; i f ' ' i � I �! ` I ! ! 1 i I E[ I 1 I jj JIIf I � i I I II I j I, j�, I� i I j fI o .I I IIII{!S I II '1 , I I [III i ! II I,j I I I�jIIIj' II �jlj,! 1 I I I jl I I I II I II I I I f II i I I I`i ! � EI I I I it jl� I i I I I I I ! I j I : `� ,I � :r• I �` I i I� t 1 i i I i it I Ili I ! 10 0 500 — Euu lu l U.l GRAIN SIZE - rnm U.ui u.uui % COBBLES GRAVEL % SANG % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 0.0 0.1 j 37.4 56.9 5.6 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) #4 100.0 fflo 99.9 #20 973 #40 62.5 9100 8.9 9200 5.6 (no specification provided) Sample No.: B-1, S-3 Source of Sample: Location: Southwest corner of site Soil Description Poorly graded SAND with silt Atterbera Limits PL= LL= Pl= Coefficients D85= 0.655 D60= 0.407 D50= 0,344 D30= 0.245 D15= 0.180 D10= 0.156 Cu= 2.61 Cc= 0.95 Classification USCS= SP-SM AASHTO= A-3 Remarks Date: 12/04/00 Elev./Depth: 7.5 - 9.0 ft Client: First Savings Bank of Renton PROFESSIONAL SERVICE INDUSTRIES Project: First Savings Bank Project No: 712-45001 Fi ure, A-6 Particle Size Distribution Report 30 30 IIr j! I r ii i• I ; lii I ',! I , I, � ; i I I I ! , - i I j I i � 4 1 i ,, �, I•. � ', I I Ii , ,i r, , i r ,i „� i � III i ! 1 ; I ra —� I i I i i 50 i0 - , iD I 1 � i� �, i •, I,, i irl I I I ,I !, i' ! �,j I I I f i l l ff � I i ! i' a 5Da 100 10 a.i 10_01 0_nai GRXN SIZE - mm % COBBLES % GRAVEL I % SAND % FINES CIS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 0.0 0.0 0.7 34.7 64.6 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) #10 100.0 #20 99.9 ff40 99.3 #100 80.6 9200 64.6 Soil_ Description Sandy SILT Atterberg Limits PL= LL= PI= Coefficients D85= 0.187 060= D50= D30= D15= D10= Ctj= Cc= Classification USCS= ML AAS»TO= A-4(0) Remarks See Report FR 14117 12/01/00 Tested by H. Hua 12/01/00 Checked by S. Mowar (no specification provided) Sample No.: B-3, S-2 Source of Sample: Location: Nortl1west corner of site Client: First Savings Bank of Renton PROFESSIONAL SERVICE INDUSTRIES Project: First Savings Sank Proiect No. 712-45001 Date: 12/04/00 Elev./Depth: 5.0 - 6.5 ft figure A-7 First Saving Bank NW Loan Center —Technical Information Report 7 OTHER PERMITS Not applicable, all required permits will be a part of a separate submittal. October 3, 2008 7-1 Job #08-129 7'RJAD e s s o n x T e s First Saving Bank NW Loan Center —Technical Information Report 8 TESC ANALYSIS AND DESIGN This will be provided during the completion of the construction drawings. October 3, 2008 8-1 Job #08-129 ASSOCIATESRIAD First Saving Bank NW Loan Center — Technical Information Report 9 BOND QUANTITIES, FACILITY SUMMARY AND DECLARATION OF COVENANT 9.1 Bond Quantities This will be provided during the completion of the construction drawings. 9.2 Facility Summaries This will be provided during the completion of the construction drawings. 9.3 Declaration of Covenant Not applicable. October 3, 2008 .tab #08-129 /h1U_,AD r 9-2 First Saving Bank NW Loan Center-- Technical Information Report 10 OPERATIONS AND MAINTENANCE This section does not apply since no flow control or water quality treatment will be provided. October 3, 2008 1 0-3 .fob #08-129 TRIAD ASS OCIAT Ef