SR WAY VIADUCT PROJECT Geotechnical and Environmental Data Report Supplement I 9.12:: in: Submitted to: Washington State Department of Transportation Urban Corridors Office 401 Second Avenue S, Suite 560 Seattle, WA 98104-3850 Submitted by: Parsons Brinckerhofl" Quade 8 Douglas, Inc. Prepared by: Shannon 8 Wilson, Inc. US Depa rtment of Tlansportation Washington State City of P) Federal Highway Department of Transportation Seattle Administration Ianuary 2003 SR 99: Alaskan Way Viaduct Project Geotechnical and Environmental Data Report Supplement Agreement No. Y-7888 Task 3.17.8 The SR 99: Alaskan Way Viaduct Project is a joint effort between the Washington State Department of Transportation (WSDOT), the City of Seattle, and the Federal Highway Administration (FHWA). To conduct this project, WSDOT contracted with: Parsons Brinckerhoff Quade 8' Douglas, Inc. 999 Third Avenue, Ste 2200 Seattle, WA 98104 In association with: BERGER ABAM Engineers Inc. BIT Associates David Evans and Associates, Inc. Entech Northwest Envirolssues, Inc. Harvey Parker 82; Associates, Inc. Iacobs Civil Inc. Larson Anthropological Archaeological Services Limited Mimi Sheridan, AICP Parametrix, Inc. Preston, Gates, Ellis, LLP ROMA Design Group RoseWater Engineering, Inc. Shannon 8: Wilson, Inc. Taylor Associates, Inc. Tom Warne and Associates, LLC William P. Ott SR 99: Alaskan Way Viaduct Project january 2003 Geotechnical and Environmental Data Report Supplement 1' TABLE OF CONTENTS 1.0 INTRODUCTION .. 1 1.1 Purpose and Scope .. 1 1.2 Limitations .. 1 2.0 SUBSURFACE EXPLORATIONS .. 3 2.1 Drilling .. 3 2.1.1 Tunnel Borings .. 3 2.1.2 Pumping Tests .. 4 2.2 Soil Sampling .. 4 3.0 GEOTECHNICAL LABORATORY TESTS .. 5 SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement 12 LIST OF FIGURES Vicinity and Key Map .. Figure 1 Site and Exploration Plan, Tunnel Boring EB-22 .. Figure 2 Site and Exploration Plan, Tunnel Borings EB-23 and EB-24 .. Figure 3 Site and Exploration Plan, Pumping Test No. 1 .. Figure 4 Site and Exploration Plan, Pumping Test No. 2 .. Figure 5 SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement 222 LIST OF APPENDICES A Field Explorations Geotechnical Laboratory Tests Pumping Test Results SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement iv Geotechnical and Environmental Data Report Supplement 1.0 INTRODUCTION 1.1 Purpose and Scope This report is a supplement to the Geotechnical Data Report (GDR) submitted in August 2002. This supplement presents the results of additional field explorations and laboratory testing completed during the period between August and October 2002. Discussions of the field exploration procedures and the results of previous explorations and testing in the project area are presented in the August 2002 GDR. The additional field exploration program included drilling three borings to evaluate an additional proposed tunnel alignment, and drilling two pumping Wells and associated monitoring wells along the waterfront. The boring and well locations were selected based on a review of the available existing geotechnical data, and the anticipated locations of the project features and or structures. An approximate outline of the study area for this supplement is shown on Figure 1. Because this is a data report only, proposed alignments are not shown because they can vary as the design progresses. The scope of work also included performing geotechnical laboratory index testing for the pumping and monitoring well sites. The scope of work did not include laboratory testing for the three borings performed for the new tunnel alignment. Environmental laboratory testing was also not included in this scope of work. The scope of work also included performing pumping tests and associated monitoring. 1.2 Limitations This supplement was prepared for the exclusive use of the Washington State Department of Transportation (WSDOT), the City of Seattle (City), and Parsons Brinckerhoff Quade 6: Douglas, Inc. (PBQD) to present data for use in preparation of the Environmental Impact Statement (EIS) documents. It presents the data from field explorations and laboratory testing of subsurface conditions at the specific locations and depths indicated, using the means and methods described SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement 1 in the August 2002 GDR (unless otherwise noted herein). No other representation is made. This report should be made available to prospective contractors for information on factual data only. Subsurface conditions, such as those that may be interpreted from exploration logs and test results included in this report, may not be construed as a guarantee or warranty of any subsurface conditions. Additional field explorations and associated testing are necessary to develop preliminary and final designs for a specific alignment and design approach. SR 99: Alaskan Way Viaduct Project january 2003 Geotechnical and Environmental Data Report Supplement 2 2.0 SUBSURFACE EXPLORATIONS The additional field explorations drilled during September 2002 include the following: 0 Tunnel Borings: three borings were performed to evaluate a proposed tunnel alignment north of the Battery Street tunnel. These borings were designated EB-22, EB-23, and EB-24 (see Figures 2 and 3). 0 Pumping Tests: two pumping tests were selected along Alaskan Way. For each site, one pumping well and several monitoring wells were installed. The pumping wells were designated TW-1 and TW--2, and the monitoring wells were designated TW-11 through TW-13 (Pumping Test No. 1 [see Figure and TW-21 through TW-25 (Pumping Test No. 2 [see Figure The boring andwell locations are shown on Figures 2 through 5. The locations were measured from existing site features and should be considered approximate. The locations were not surveyed. The logs of the borings and wells are presented in Appendix A. A summary including the date completed, depth drilled, approximate surface elevation, drilling company, drilling method, and hammer type is presented in Table A-1 (Appendix A). 2.1 Drilling The following sections present descriptions of the methods used to drillthe tunnel borings and the pumping well explorations. Detailed discussions of drilling methods are presented in the August 2002 GDR, and are not repeated herein. Additional discussions regarding the pumping tests are included in Appendix C. 2.1.1 Tunnel Borings Three tunnel borings, EB-22 through EB-24 were performed along a new proposed tunnel alignment for the project. These borings were performed in areas where existing subsurface information was limited. The borings were drilled to depths ranging from 140 to 180 feet through dense and hard glacial soil deposits. The locations of the tunnel borings are shown on Figures 2 and 3. Monitoring wells and vibrating wire piezometers were installed in each boring to obtain groundwater information. Development of the monitoring wells was not included in the scope of work for this phase, and therefore was not performed. The field explorations were performed in general accordance with the "Field Inspector's Guidelines" (see August 2002 GDR). Prior to drilling, utility checks SR 99: Alaskan Way Viaduct Project january 2003 Geotechnical and Environmental Data Report Supplement 3 and permits were obtained, and surficial soils vacuum excavated to confirm the absence of utilities. The holes were drilled by Geotech Explorations Inc., under subcontract to Shannon Wilson during September 2002. The drilling methods used" were similar to previous borings EB--1 through EB-5, as discussed in the August 2002 GDR. 2.1.2 Pumping Tests Pumping tests were completed along Alaskan Way in the vicinity of Lenora Street and South ]acloz nz< dfimom ..om_En_ new :mxmm_< :oumuo._ 5&2; oamom :9m:Emm>> in amm Esm .l N23 "Emu. m_mom 89 FIG. 1 mm dueWMVeow em. finluk mumz W8 A AU dm. n.n nm um.m6 au a Seamd nD nn dMz..m Od Ob e.l.fla fie fi+.m Mmed MW. MN .w.e ehm.e we am Dw DO GTCP TW-2 9 5 "Qua mm mowomwmo. File: EB Figs.dwg Date: 01-02-2003" Author: ONT TW-2 9 LEGEND Designation and Approximate Location of Pumping Well Used During Test Designation and Approximate Location of Observation Well Used During Pumping Test Generalized Subsurface Profiles Scale in Feet NOTE Figure based on base drawing provided by Parsons Brinckerhoff._ Alaskan Way Viaduct and Seawall Project Seattle, Washington SITE AND EXPLORATION PLAN TUNNEL BORINGS EB-23 AND EB-24 November 2002 21-1 -09490-303 FIG. 3 File: EB Figs.dwg Date: Author: CNT TW-2 3 Elliott Bay LEGEND Designation and Approximate Location of Pumping Well Used During Test Designation and Approximate Location of Observation Well Used During Pumping Test Generalized Subsurface Profiles ,1 . Scale in Feet NOTE Figure based on base drawing provided by Parsons Brinckerhofi. . ""'Parti'a| Sect on. (Continued) -1 \Xi Alaskan Way Viaduct and Seawall Project Seattle, Washington SITE AND EXPLORATION PLAN PUMPING TEST N0. 1 November 2002 21-1 -09490-303 FIG. 4 File: EB Figs.dwg Date: 01-02-2003 Author: CNT Section Generalized Subsurface Profiles Partial Section H1 (Continued) ,1 I LEGEND <3 290 490 1-w_2 Designation and Approximate Location of Pumping . Well Used During Test Scale In Feet Designation and Approximate Location of EA 6 Observation Well Used During Pumping Test AA NOTE Figure based on base drawing provided by Parsons Bn'nckerhoff. Alaskan Way Viaduct and Seawall Project Seattle, Washington SITE AND EXPLORATION PLAN PUMPING TEST NO. 2 November 2002 21 -1 -09490-303 SHANNON 8: WILSON, INC. and Environmental Consultants FIG. 5 Appendix A FIELD EXPLORATI ON 5 SR 99: Alaskan Way Viaduct Project January 2003 Geotechnical and Environmental Data Report Supplement Appendix A Appendix A LIST OF TABLES Summary of Project Borings .. Table A-1 Geologic Units and Descriptions (3 pages) .. Table A-2 LIST OF FIGURES Soil Classification and Log Key (2 sheets) ..Figure A-1 Log of Boring EB-22 (4 sheets) ..Figure A-2 Log of Boring EB-23 (4 sheets) ..Figure A-3 Log of Boring EB-24 (3 sheets) ..Figure A-4 Log of Pumping Well TW--1 ..Figure A-5 Log of Boring TW-11 (3 sheets) ..Figure A-6 Log of Boring TW-12 ..Figure A-7 Log of Boring TW-13 ..Figure A-8 Log of Pumping Well TW-2 ..Figure A-9 Log of Boring TW-21 (4 sheets) ..Figure A-10 Log of Boring TW-22 ..Figure A--11 Log of Boring TW-23 ..Figure A-12 Log of Boring TW-24 ..Figure A-13 Log of Boring TW-25 (3 sheets) ..Figure A-14 SR 99: Alaskan Way Viaduct Project Ianaary 2003 Geotechnical and Environmental Data Report Supplement Appendix A Table A-1 SUMMARY OF PROJECT BORINGS Total Ground Depth Surface Boring Date Drilled Elevation Drilling Drilling Hammer Name Completed (feet) (feet) Company Method Type TUNNEL BORINGS EB-22 9/19 /2002 180.3 107 Geotech MUD CAT EB-23 9/ 13 /2002 180.5 1 01 Geotech MUD CAT EB-24 9/ 9 2002 140.5 34 Geotech MUD CAT PUMPING TEST SITES TW-1 9/ 13/2002 139.0 16 Holt CTL NA TW-11 9/12/2002 150.0 16 Holt AUTO TW-12 9/ 12/2002 33.9 16 Holt HSA AUTO TW-13 9/12/2002 28.0 18 Holt HSA AUTO TW-2 9/ 19 2002 1 19.0 15 Holt CTL CAT TW-21 9/ 11 /2002 151.5 15 Holt AUTO TW-22 9/ 16 2002 29.0 24 Holt HSA AUTO TW--23 9/13/2002 24.0 18 Holt HSA AUTO TW-24 9/ 13 /2002 28.0 19 Holt HSA AUTO TW-25 9/20/2002 123.2 30 Holt MUD CAT NOTES: 1. Elevations were estimated from existing site plans with topography, and should be considered approximate. 2. Drilling methods used include mud rotary (MUD), hollow-stem auger (I-ISA), or a combination of both (H R). For the pumping wells (TW-1 and TW-2), cable tool (CTL) methods were used. See the August 2002 Geotechnical Data Report (GDR) for additional discussion of drilling methods. 3. Hammer types used were rope and cathead (CAT), and automatic trip hammer (AUTO). NA not applicable. See the August 2002 GDR for additional discussion on hammer types. 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Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual-manual procedures (ASTM 2488-93) unless otherwise noted. CLASSIFICATION OF SOIL CONSTITUENTS GRAIN SIZE DEFINITION MAJOR constituents compose more than 40 percent, by weight, of the soil. Major consituents are capitalized SAND). a Minor constituents compose 12 to 50 percent of the soil and precede the major constituents silty SAND). Minor constituents preceded by compose 5 to 12 percent of the soil silty SAND). 0 Trace constituents compose 0 to 5 percent of the soil silty SAND, trace of DESCRIPTION SIEVE NUMBER ANDIOR SIZE FINES #200 (0.8 mm) -- Fine #200 to #40 (0.8 to 0.4 mm) - Medium #40 to #10 (0.4 to 2 mm) - Coarse #Fine #4 to 314 inch (5 to 19 mm) -- Coarse 3/4 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS 12 inches (305 mm) Unless otherwise noted, sands and gravels, when present. range from fine to coarse in grain size. RELATIVE DENSITY I CONSISTENCY gravel). COARSE-GRAINED SOILS FINE-GRAINED SOILS N, SPT, RELATIVE N, SPT, RELATIVE MOISTURE CONTENT DEFINITIONS DENSITY CONSISTENCY . 0 - 4 Very loose Under 2 Very soft Ab . . ry to tIIeentcoeu(cjhm0'S we usty 4 -- 10 Loose 2 - 4 Soft 10 - 30 Medium dense 4 - 8 Medium stiff Moist Damp but no visible water 30 50 Dense 3 - 15 Stiff Wet Visible free water, from below 50 15 3? water tabje OVer Hard ABBREVIATIONS WELL AND OTHER SYMBOLS ATD At Time ?f Bent. Cement Grout Surface Cement Sell Elev. Elevation ft feet Bentonite Grout - Asphalt or Cap F60 OXIOE HSA Hollow Stem Auger Bentonite Chips Slough '"5lde Diameter Silica Sand Bedrock in inches pounds PVC Screen Mon. Monument cover I Blows for last two 6-inch increments Vlbratmg Vwe NA Not applicable or not available NP Non plastic OD Outside diameter OVA Organic vapor analyzer PID Photo-ionization detector parts per million PVC Polyvinyl Chloride SS Split spoon sampler SPT Standard penetration test USC Unified soil classification WLI Water level indicator Alaskan Way Viaduct and Seawall Project Seattle, Washington SOIL CLASSIFICATION AND LOG KEY June 2002 21-1-09490-816 SHANNON WILSON, INC. Geotechnical and Environmental Consultants FIG. A-1 Sheet 1 of 2 (uses), A I I I (From ASTM o--24s7-93 I . MAJOR DIVISIONS TYPICAL DESCRIPTION I cw fines Clean Gravels 5% Poorly graded gravels I nd Gravels '"95 GP - - rave '53 (mar? than 50% )0 DC mixtures, little or no fines coarse fraction retained .. . . . on Na 4 sieve) Gravels with GM Silty gravels, gravel-sand-silt mixtures Fines th 127 (m?rerineE?'i a GC gliiyfiyagravels. gravel-sand-clay SOILS (more than 50% I-I-I-I-I- retaI'ned_on No. SW lwtlell-gradefid sands, gravelly sands, (less than 5% Sands mes) SP 3 fifignoy grafifigssand, gravelly sands, I no {50% or more of I .. passegevg) o. Sagjnsegith SM Silty sands, sand-silt mixtures (more than 12% fines) SC Clayey sands, sand-clay mixtures I 'It fl d' ML 53; 'io3??'s2n'3? grg?itceclliyysilts, or clayey sIl with slight Inor a Silts and Clays 9 mo Inorganic clays of low to medium CL ?'avs- I Organic OL and organic silty clays of (50% or more sses the . pa 200 sieve) 0 MH soils. Ic sI I . Silts and CIBYS "organic Inor anic clays or medium to high (liquid limit) 50 or CH 1 gig? Icity. sandy fat clay. or gravelly fat more 1 . . . organic Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. Dual symbols (symbols separated by a hyphen, SP-SM, silty fine used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, silty CLA Y/clayey sandy GRA VEL/gravelly SAND) 2002 21'1'?949?'816 . . . . . . Indicate at the soil may fall Into one of two possible basic groups. SHANNON Geotechnical and Environmental Consultants Sheet 2 01:2 Log: AJC Rev: WDN I -- -o PENETRATION RESISTANCE SOIL DESCRIPTION A Blows per Foot (SPT) 3 5 -6 Blows per Foot (non-standard) Approx. Surface E|ev.: 107 Ft. (NAVD-88Gray--brown, silty moistbedded; (Qvro) SP-SMNOTE: Hole was vactored to 7.0 feet. No '5 5 A samples were retained. Soil description is I based on visual observationsVery dense, brown, silty SAND, trace of claymoist; massive, scattered slickensided 11 10 69 high-angle clayey silt stringers, abundant iron-oxide staining; (Qvt) SM. i - Gravel, inferred from drill action, at 13Meet. 15 Very dense, brown, silty, gravelly SAND,trace clay; moist; seam of clayey silt at top, disturbed texture with abundant silt pockets i i towards bottom, (QvalQvd) SM. 3: 20 50,4" - Gravel, inferred from drillaction, at 21feet23Very dense, brown, silty to silty, sandy GRAVEL and silty to silty, gravelly )0 -D 5: 30 bum, moistto wet; massive,weatheredabundant iron-oxide staining; (Qpnf/Qpgo) fillglib 63ocag . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 'Qt, 731o(:'i00l4"'" - - - - - - - - - - - - - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . )CONTINUED NEXT PAGE A LEGEND 0 20 40 Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Plastic Limit Liquid Limit I Bentonite ChipsIPellets Natural Water Content Bentonite Grout 1 Ground Water Level in Well Wat" Lave' VWP Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above. is for the date specified and may vary. October 2002 21 -1--09490-81 6 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8' VIASTER LOG2 SHAN 112/03 Geotechnical and Environmental Consultants Sheet 1 of 4 WSDOT Agreement No. Y-7888 REV 2 Rev: WDN MASTER LOG2 21-09490.GPJ SHAN 1I2I03 -- -5 PENETRATION RESISTANCE 30"' 5- %i 5 5- A Blows per Foot (SPT) 3 5. 8 3 3 Blows per Foot (non-standard) Approx. Surface Elev.: 107 Ft. (NAVD-88Gravel/cobbles, inferred from drill action48.0, 52.0, and 58.0 feet09310:: 55 150/4""; . . . . . . . . . . . . . . . .. 11:: 50 80/53Very dense, brown to gray-brown, silty, . gravelly moist; massive, 12: 65 147,5" weathered, gravelly at bottom13:: 7o t5or4"-- 14:i: 75 1'ouf5Very dense, olive-gray and gray, . clayey, silty, gravelly moist; massive, 15: 30 abundant iron-oxide staining at top, mottled - - - - - - - - - - - - - - - - - - - - - - - - - - texture; (Qpnfft". 16:1: 35 150/5.5" - 17:i: 90 i 7216"" - Abundant gravel/cobbles, inferred from drill - - - - - - - - -- - - - - - - action.beiow91-5feet- a fiifijff 13:: 95 tbufb" CONTINUED NEXTPAGE . . . . . . . . . . . . . . . . . . . . . . . . . . LEGEND 20 40 Sample Not Recovered Piezometer Screen and Sand Filter %Water Content 3: Bentonite-CementGr?U* Plastic Limit Liquid Limit 3 Bentonite ChipsIPe|lets Naturai water content Bentonite Grout 1 Ground Water Level in Well Wm' Lave' Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual, 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1--09490-816 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8' Geotechnical and Environmental Consultants Sheet 2 of 4 WSDOT Agreement No. Y-7888 REV 2 Log: AJC Rev: WDN VIASTER LOG2 21-D9490.GPJ SHAN 1/2103 -- in PENETRATION RESISTANCE SOIL DESCRIPTION E: E: A Blows per Foot (SPT) 9. (B. 5 3 Blows per Foot (non-standard) Approx. Surface Elev.: 107 Ft. (NAVD-88) V3 0 20 40 60' 'l9_J_ bblb103Very dense, gray, silty to silty, fine to medium SAND, trace of gravel and clay; ZOI 105 505" moist; massiveGravellcobbles, inferred from drill actionbetween 107.0 and 108.5 feet21: 110 50/Very dense, gray and green--gray mottled, silty, gravelly SAND, trace of clay; moist to 22: 115 100,55. wet; massive to bedded, scattered - - - - - - - - - - - - - - - - - A - - - - matrix-supported seams; (Qpnf) SM. I I I - Gravel/cobbles, inferred from drill action23: 55/5" Very dense, gray, silty, fine to medium SAND, I trace of clay; moist; massive to bedded, .5, scattered ;59'ij gavel inferred from drill action26Very dense, gray, silty SAND, trace of 1290 27: 130 I I I I 78,161" gravel to silty, gravelly moistmassive; (Qpnf/Qpgo) SP-SMGravel/cobbles, inferred from drill action, at i 130.5 and 136.5 feet29:: 5. .5 140 moreso: 145 10016" CONTINUED NEXT PAGE . - - - - - - - - - - - - - - - - - - - - I I - I I LEGEND 0 20 40 60 Sample Not Recovered Piezometerscreen and Sand Filter %Water Content I Standard Penetration Test 3en1oniie-cementGrout . Bentonite Grout Ground Water Level in Well Plastic Limit Liquid Limit Natural Water Content Bentonite ChipslPel|ets 1 Ground Water Level in WVP 1. The boring was performed using Mud Rotary drilling methods. Alaskan Way Viaduct and Seawall Project Seattle, Washington 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 LOG OF BORING EB-22 21 -1-09490-81 6 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8: WILSON, INC. Geotechnical and Environmental Consultants FIG. A-2 Sheet 3 of 4 WSDOT Agreement No. Y-7888 REV2 MASTER LOG2 21--09490.GPJ SHAN 1 Rev: WDN I2i'03 WSDOT Agreement No. '(-7888 -- PENETRATION RESISTANCE Sou" DESCRIPTION -E T3 5 A Blows per Foot (SPT) 5. 8 Blows per Foot (non-standard) Approx. Surface Elev.: 107 Ft. (NAVD-8831_.l_ /1Ib" . . 153Very dense, gray to gray-brown, silty, fine to medium moist to wet; massive 323: 155 to bedded, scattered seams of silty fine sandSP-SM33:1: 150 34: 155 80/6" -ifsliiff-sax Ijffii; 50.4 36:: 170 . _:5ois<- . . . 174Very dense, gray-brown, silty to silty, 38: 175 30,5"- fine to medium moist to wet; faintly . . . . . . . . . . . . . . . . . . . . . . . . . . bedded, scattered iron--oxide staining, possible - - organic fragments, locally trace of clay; 39: (Qpnf/Qpgo) A BOTTOM OF BORING 13" I - 18? COMPLETED 9/19/2002 185 190 195 LEGEND 0 20 40 60! Sample Not Recovered IHI Piezometer Screen and Sand Filter Water Content I Gr?Ut Plastic Limit Liquid Limit Kg Bentonite ChipsfPe|lets Naiurai water content Bentonite Grout Ground Water Level in Well 1 'Nate' i" WVP Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-81 6 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. REV2 MASTER LOG2 21-09490.GPJ SHAN 1/7/03 LOQIAJC Typ-'l-KD Li - PENETRATION RESISTANCE SOIL DESCRIPTION 5' -E .83 5* A Blows per Foot (SPT) 8. 5.). (95 8. Blows per Foot (non-standard) Approx. Surface Elev.: 101 Ft. (NAVD-88ASPHALT CONCRETE and GRAVEL BASEDense, dark brown, fine sandy moistbedded, abundant organic fragmentsmicaceous; (Hls) ML. 11 . I intermixed, hard, gray, silty CLAY, dense, fine 7'5 sandy SILT, and silty, clayey SAND, trace of 10 gravel; moist; abundant slickensided clay zones, scattered bedded silt seams with very fine organics; (Hls17.0 - - - - Very dense, gray, silty, clayey, sandy GRAVEL, grading to sandy, gravellyclayey moist; massive, scattered 20 iron-oxide staining at top, scattered coarse 88 sand pockets at bottom25Hard, dark brown PEAT, moist, bedded; fjfif 31 0 30 . . . Very dense, dark gray, fine to medium SAND, trace of silt; moist; massive; scattered peaty . . . . . . . . . . . . . . . . . . . . . . . . sand, silt, and clay pockets at top; (Qpnf5142.5 ff} lnterbedded, hard, gray, silty CLAY, Vi silty, clayey SAND and fine sandy, clayey moist; bedded to laminated, QI 45 scattered organic fragments; (QpnlNEXT PAGE LEGEND Sample Not Recovered I Standard Penetration Test NOTES 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. 0 Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING EB-23 October 2002 21-1 -09490-81 6 SHANNON WILSON, INC. FIG. A-3 Geotechnical and Environmental Consultants Sheet 1 of 4 WSDOT Agreement No. Y-7888 REV2 Log: AJC Rev: WDN Typ: LKD MASTER LOG2 SHAN VVILGDT 1f7f03 Sample Not Recovered I Standard Penetration Test NOTES 1. The boring was performed using Mud Rotary drilling methods. 2. 3. 4. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. Groundwater level, if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. . USCS designation is based on visual-manual classification and selected lab testing. 0 Water Content Plastic Limit Liquid Limit Natural Water Content in RESISTANCE SOIL DESCRIPTION A Blows per Foot (SPT) 5. 5 *3 Blows per Foot (non-standard) Approx. Surface Elev.: 101 Ft. (NAVD-88) U3 0 20 40 "59 Very dense, dark gray to gray, silty, clayey SAND, trace of gravel, to silty SAND. trace clay; moist to wet; scattered seams of light - gray, partially lithified ash, scattered charcoal and wood fragments; (Qpls) SCISM. 55 _35f_5f . . . 58intermixed, hard, gray, silty CLAY, and . silty, clayey moist; high-angle 50 bedding/structure, abundant high-angle -59 \$kensides; (QplsVery dense, gray-brown, silty, gravelly SANDtrace of clay; moist; massive, abundant 65 fractures, scattered magnesium-oxide . . . . . . . . . . . . . . . . . . . . . . staining, weathered; (Qplsi00f4Very dense, ye|low--brown to gray-brown, silty, gravelly SAND and silty, sandy 75 moist; massive, highly weathered at topabundant iron--oxide staining; (Qpnf/Qpgo) SMIGM. 16:: so tsom" - Color change to gray--brown at 83.0 feet17:: 35 '|bUIb1819:: 95 - Grades to o|ive--gray. silty fine sand at 95feet93CONTINUED NEXTPAGE - LEGEND 0 20 40 60 Seattle, Washington Alaskan Way Viaduct and Seawall Project October 2002 21-1 LOG OF BORING EB-23 -09490-816 SHANNON WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Sheet 2 of4 WSDOT Agreement No. Y-7888 REV2 WS DOT Agreement No. Y-7888 cc' -- <0 tr' PENETRATION RESISTANCE 80"' DESCRIPTION -g A Blows per Foot (SPT) 'g 5. 5 Blows per Foot (non-standard) Approx. Surface Elev.: 101 Ft. (NAVD-88) at U3 lnterbedded, very dense, gray, silty fine 204" SAND, fine sandy SILT and hard, clayey to clayey moist to wet; scattered 211 vertical root casts at top, laminated, abundant fine organic fragments, micaceous; (Qpnl) 22:l: 105 no Ii; 25]: 115 2e:i: 120 51/61 27I 125 sure" 123_0 . . . . . . . . . . . . . . . . . . . . . Hard, dark brown PEAT and very dense, . . fine sandy moist; bedded; fl 28: 130 - (Qpnp)PTlntermixed, gray, fine sandy SILT and 1330 i i clayey moist; seam of silty clay at top, 135 disturbed bedding, abundant organic 291 - - - - - - - - - - - - - -- - - - - - - - - - 77 fragments, scattered ash seams; (Qpnl.97r.s313: 145 73lb' 3 32:: 149CONTINUED NEXT PAGE LEGEND 0 20 40 60 Sample Not Recovered Water Content :53 I Plastic Limit Liquid Limit Natural Water Content is . 5 Alaskan Way Viaduct and Seawall Project 5, NOTES Seattle, Washington 3 1. The boring was performed using Mud Rotary drilling methods. 2. 'lr'1he stratification liiges represent the approximate boundaries between soil types, and transition may gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1-09490-816 5. Refer to KEY for explanation of symbols, codes and definitions. lg, 6. USCS designation is based on visual-manual classification and selected lab testing. gig; REV2 Log: AJC Rev: WDN Typ: LKD LEGEND Sample Not Recovered I Standard Penetration Test VIASTER LOG2 21-O9490.GPJ SHAN 1I7I03 NOTES 1. The boring was performed using Mud Rotary drilling methods. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. . The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. Groundwater level, if indicated above, is for the date specified and may vary. Refer to KEY for explanation of symbols, codes and definitions. . USCS designation is based on visual-manual classification and selected lab testing. 0) Water Content Plastic Limit Liquid Limit Natural Water Content Eif - -o PENETRATION RESISTANCE SOIL DESCRIPTION 5' -'cg '3 A Blows per Foot (SPT) 'g 0:5. 5 'g Blows per Foot (non-standard) Approx. Surface Elev.: 101 Ft. (NAVD-88) U3 0 20 40 60 Hard. dark brown moist; scattered tanfl 1510 uvw 33:5.05.1 \si|t pockets; (QpnpHard, light brown to olive-gray moist32' massive, abundant organics in growth scattered silty clay seams; (Qpnl) 1560 351 155 Hard, gray, clayey to clayey SILTtrace of fine sand; moist; massive, oxidizes fine gravel dropstones163Very dense, gray, silty to silty, gravelly scattered white flecks; 39:: 155 jsfim40:: 170 2oor241aura'. Very dense, gray, silty, fine to medium SAND, trace of gravel; moist; massive; i i 3 (Qpnf/Qpgo) SP-SM190 NOTE: Boring backfilled with bentonite chips. No groundwater observation well . . . . . . . . . . . . . . . . . . installedAlaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING EB-23 October 2002 21-1 -09490-816 SHANNON WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Sheet 4 of 4 WSDOT Agreement No. Y-7888 REV2 Rev: WDN I Standard Penetration Test i3emonite-cemem Grout Bentonite ChipslPellets Bentonite Grout Ground Water Level in Well Plastic Limit I--O--I Liquid Limit Natural Water Content SOIL DESCRIPTION 1% 5 .C .E 3 'g Blows per Foot (non-standard) Approx. Surface Elev.: 34 Ft. (NAVD--88) 0 20 40 60 ASPHALT CONCRETE, CONCRETE'\i3R|cK_ . . . . . . . . . . . . . . . . . . Dense to very dense, yellow-brown. siltysandy GRAVEL, trace of clay; moist; massive, weathered, abundant iron"-oxide staining; 5 (Qpnf/Qpgo15uI4*"' 8 3 .2 3 5: 25 80/5" . 27lnterbedded, very dense. gray. silty silty. fine SAND and fine sandy to fine . . . . . . . . . . . . . . . . . sandy SILT, trace of clay; moist to wet; I SI 30 50,5" massive to laminated, scattered clayey silt seams, abundant organic fragments, scattered partly cohesionless zones; (Qpnl) L. 35 50/6" I 3:1: 40 50/6" Tilillili 9: 45 . . i 50/1 CONTINUED NEXT PAGE LEGEND 0 20 40 60 Sample Not Recovered IEI Piezometerscreen and Sand Fitter . %Water Content Ground Water Level in VWP 1. The boring was performed using Mud Rotary drilling methods. Alaskan Way Viaduct and Seawall Project Seattle, Washington 2. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above, is for the date specified and may vary. LOG OF BORING EB-24 . Refer to KEY for explanation of symbols. codes and definitions. MASTER LOG2 SHAN VVILGDT 112/03 UFUI . USCS designation is based on visual-manual classification and selected lab testing. October 2002 21-1 -09490-81 6 SHANNON WILSON, INC. FIG. A-4 and Environmental Consultants Sheet 1 of 3 WSDOT Agreement No. Y-7888 REV2 MASTER LOG2 21-09490.GPJ SHAN 112103 Losl:/U0 Rev: WDN vi -5 PENETRATION RESISTANCE 50"' 5- 3 :3 A Blows per Foot (SPT) 3 5 *3 Blows per Foot (non-standard) Approx. Surface Elev.: 34 Ft. (NAVD-88) ca U9 0 20 40 soy 10.52lnterbedded, hard. gray, clayey SILT, clayey SILT, trace of fine sand, and dark . . . . . . . . . . . . . . . . . brown, clayey, organic wet; bedded to 1 1I 55 50/6,, laminated; ML. 12: 5? _5o/,4i' Hard, dark brown moist; beddedlntermixed, hard, gray, clayey and - -- - - - - - - - - - - - - -- - - - - - - - - - - clayey SILT, silty fine SAND, and silty CLAY: moist; bedded, abundant organics, 7? A scattered high-angle slickensided seams; (QpnlHard, dark brown, sandy, silty CLAY, 75 trace of gravel to green, clayey moist; 16massive, abundant volcanlclastics, abundant 77charcoal; (Qpnm) CLICH. 171 i - Contact with green, clayey silt (ash) at 75.8 795 4 80 feet. 13I Hard, olive-gray and blue-gray mottled, silty . . . . . . . . . CLAY, trace of fine sand; moist; massiveCH. Hard, blue--gray (oxidizes to olive-green), WI 85 5015" clayey to clayey SILT, trace of fine 860 . i sand; moist; scattered sand stringers; (QpnlVery dense, yellow-brown, silty to silty, . 20: 90 150/4*' sandy GRAVEL to silty, gravelly moist; massive, locally trace of clay, weathered i I I i i abundant iron--oxide staining; (Qpnf/Qpgo212211.00t'.6'.'A CONTINUED NEXTPAGE 990 LEGEND Piezometer Screen and Sand Filter Bentonite-Cement Grout Bentonite ChipslPe|lets Bentonite Grout 1 Ground Water Level in Well Sample Not Recovered I Standard Penetration Test Water Content Plastic Limit Liquid Limit Natural Water Content 1 Ground Water Level in WVP NOTES Alaskan Way Viaduct and Seawall Project Seattle, Washington 1. The boring was performed using Mud Rotary drilling methods. 2. The stratlfication lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. LOG OF BORING EB-24 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. October 2002 21-1-09490-B16 SHANNON WILSON, INC. FIG. A-4 and Environmental Consultants Sheet 2 of 3 WSDOT Agreement No. Y-7888 REV 2 MASTER LOG2 21--09490.GPJ SHAN 1/2:03 Rev: WDN TVPILKD -- -o PENETRATION RESISTANCE 80"" DESCRIPTION 5' -E 5* A Blows per Foot (SPT) *3 8 Blows per Foot (non-standard) Approx. Surface E|ev.: 34 Ft. (NAVD-88) U3 0 20 40 60 Very dense, gray-brown, silty SAND, trace of gravel; moist to wet; locally gravellyscattered iron-oxide staining; 243SP-SM. I 105 . 109.5 Very dense, gray, fine to medium SAND, trace 25:: 110 501:," of silt and gravel;wet; massive; (Qpnf/Qpgo) i i SPISP-SM. 273Seam of green-gray, silty sand at 123.0 feet. i i 29:: 125 60/e" aoj: 1 30 80.'5" 135 70/140.5 32: 140 55/5" BOTTOM OF BORING j?Ijfi?.. 145 LEGEND 0 20 40 60 Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Standard Penetration Test 3entonite-cementG.-out . Bentonite Grout Ground Water Level in Well Plastic Limit Liquid Limit Natural Water Content Bentonite Chips/Pellets Ground Water Level in WVP 1. The boring was performed using Mud Rotary drilling methods. Alaskan Way Viaduct and Seawall Project Seattle, Washington 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. LOG OF BORING EB-24 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1-09490-816 5. Refer to KEY for explanation of symbols, codes and definitions. ON WILSON INC USCS designation IS based on visual-manual classification and selected lab testing. Geotechnical and Environmental consgmanls Sheet 3 of 3 WSDOT Agreement No. Y-7888 REV2 MASTER LOG2 SHAN 112103 i_"if -- -cs PENETRATION RESISTANCE SOIL DESCRIPTION 5' -E A Blows per Foot (SPT) (3. 699 'g Blows per Foot (non-standard) Approx. Surface Elev.: 16 Ft. (NAVD-8810G -I-onyx1390 BOTTOMOFBORING 140 32225222; 39222225 40 LEGEND 0 20 em Sample Not Recovered Piezometerscreen and Sand Filter 0 %Water Content Grab Sample Bentonite-CerrientGrout piasiic Limit Liquid i_imii Bentonite Chips/Pellets Natural Water Content Bentonite Grout Ground Water Level in Well Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using Cable-Tool drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and th I. 99PUMPING WELL TW-1 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1-09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. A..5 WSDOT Agreement No. Y-7888 REV2 MASTER LOG2 21-09490.GPJ SHAN 1/2:03 Rev: WDN Approx. Surface Elev.: 16 Ft. (NAVD-88) SOIL DESCRIPTION Symbol Samples Ground Depth, Ft. PENETRATION RESISTANCE 20 A Blows per Foot (SPT) Blows per Foot (non-standard) 40 60 Concrete. Loose to dense, brown and gray-brown, silty, sandy GRAVEL to silty moist to wet; massive, scattered iron-oxide staining at top, scattered wood debris, abundant brick debris at bottom; (Hf) Loose to medium dense, gray-brown, silty, fine to medium SAND, trace of gravel, to silty, sandy fine wet; massive, scattered shell fragments, abundant oganic fragments; (Hb) -- Lense of soft fine sandy silt at 27.5 feet, inferred from drill action and soil cuttings. Medium dense to very dense, yellow-brown to gray, silty, fine to medium SAND, trace of gravel; wet; layer of silty gravel at top, massive, scattered iron-oxide staining, scattered wood fragments, trace of silt at bottom; (Qpnf) SP--SMISM. CONTINUED NEXT PAGE LEGEND Sample Not Recovered I Standard Penetration Test KG 7} NOTE 10 Depth, Ft. vac L200 L100 1/iv I/v 2242.0 Ground Water Level in WVP . The boring was performed using HSA and Rotary Combined drilling methods. 10114/2002 uld . 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. - 7* Piezometer Screen and Sand Filter Bentonite-Cement Grout Bentonite ChipslPeIIets Bentonite Grout Ground Water Level in Well Water - 10 1011412002 -l4~ 15 I 1/11/11 II - - - Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING TW-11 October 2002 21-1-09490-224 5. Refer to KEY for explanation of symbols. codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. heet1 3 WS DOT Agreement No. Y-7388 REV 2 MASTER LOG2 21-09490.GPJ SHAN 112103 Rev: WDN in -5 PENETRATION RESISTANCE SOIL DESCRIPTION IE 5 A Blows per Foot (SPT) 5. 3 Blows per Foot (non-standard) Approx. Surface E|ev.: 16 Ft. (NAVD-88) U9 0 Very dense, gray-brown, silty, gravelly 61 '0 i SAND to silty, fine to medium 12]: wet; massive, seam of yellow-brown mottled i 55 clayey silt at 68.0 feet, scattered iron--oxide staining; (Qpnf) SP-SM. Sample Not Recovered I Standard Penetration Test Kg Bentonite ChipslPe|lets Bentonite Grout Ground Water Level in Well Ground Water Level in WVP NOTES --L the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. . The boring was performed using HSA and Rotary Combined drilling methods. . The stratification lines represent the approximate boundaries between soil tYP'is, and Piezometer Screen and Sand Filter Bentonite--Cement Grout Very dense, gray-brown to gray, silty fine . . . . . . . . . .. . . . . . . . . . . . . . . . . SAND grading to SILT, trace offine sand; wet:73 massive to faintly bedded, oxidizes Seam of silty, fine to medium sand . . . . . . . . . . . . . \at88.0feet. 90.0 90 Very dense, green-gray and light graysilty, clayey, sandy GRAVEL to silty, sandy - - - - - 50/ GRAVEL, trace of clay; moist; massive to 95 faintly bedded, weathered, scattered - - - matrix-supported zones, abundant mafic 192clasts; (Qpnf/Qpns101Very dense, gray to b|ue--gray, silty to 20.501 silty, gravelly wet; locally trace of clayscattered clayey silt seams; (Qpnt) 105 A 21: 3' -- Color change to b|ue--gray (oxidizes to olive--gray) at 109.0 feet. - Low N-value at sample 22 is likely due to 221 If; soil heave resulting from high groundwater pressures. 3'5. CONTINUED NEXT PAGE is 5. LEGEND Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING TW-11 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1-09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. WSDOT Agreement No. Y-7838 REV 2 -- -o PENETRATION RESISTANCE soiL DESCRIPTION 15 Blows per Foot (SPT) 'g1 5 Blows per Foot (non-standard) Approx. Surface Elev.: 16 Ft. (NAVD-88) ca <0 121.5 Very dense, green-gray to gray, silty. fine to medium wet; locally trace of gravel and clay, massive, weathered at top; 125 (Qpnf) SP-SMISP. A 25: - Low N--va|ue at sample 26 is likely due to 130 soil heave resulting from high groundwater pressures. ll.' 251 135 271 140 2sI '13 145 29]: 150.0 150 BOTTOM LEGEND 0 20 0 60 Sample Not Recovered Piezometer Screen and Sand Filter Water Content 8 I Grout Plastic Limit Liquid Limit .13' KE Bentonite Chips/Pellets Naturaiwaterconteni '5 Bentonite Grout Ground Water Level in Well 2 1 i" VWP Alaskan Way Viaduct and Seawall Project <2 . 5 NOTES Seattle. Washington 3 1. The boring was performed using HSA and Rotary Combined drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. -- 3 3. The discussion in the text of this report is necessary for a proper understanding of the 1 1 3 nature of the subsurface materials. 4. Groundwater level, if indicated above. is for the date specified and may vary. October 2002 E5 5. Refer to KEY for explanation of symbols. codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. gig; WSDOT Agreement No. '(-7888 REV 2 MASTER LOG2 SHAN WILGDT 1I2I03 41 Sample Not Recovered I Standard Penetration Test Ground Water Level in Well NOTES 1. The boring was performed using hollow stem auger drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. Piezometer Screen and Sand Filter Bentonite-Cement Grout K3 Bentonite ChipslPellets Bentonite Grout Blows per Foot (non-standard) Approx. Surface E|ev.: 15 Ft. (NAVD-88) (D 0 20 40 60. CONCRETE 1Medium dense, brown to dark gray, "Lamsilty, sandy GRAVEL to silty SAND, trace gravel; moist to wet; massive, abundant FQ concrete and brick debris: (Hf) GP-GMIGMcl)" 1 DOCJD Ezdia I 0 15 - Sample 3 was pounded on wood debris (old 25:: Medium dense to very dense, dark gray to -j gray, silty, fine to medium SAND, trace of 25 gravel to silty, fine gravelly wet; massive, scattered to abundant shell debris, 51 scattered wood fragments, scattered cinders at top; (Hb) SM. xi: 5.5BOTTOM OF BORING 35 A A A COMPLETED 9/12/2002 LEGEND 0 20 40 60 Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington October 2002 LOG OF BORING TW-12 21-1-09490-224 SHANNON 8: WILSON, INC. Geotechnical and Environmental Consultants FIG. A-7 WSDOT Agreement No. Y-7888 Log: KIS Rev: KIS Typ: LKD MASTER LOG2 21-O9490.GPJ SHAN 1I2IO3 -- 1; PENETRATION RESISTANCE 30"' DESCRIPTION -E A Blows per Foot (SPT) - 'g 3 jg. Blows per Foot (non-standard) Approx. Surface Elev.: 18 Ft. (NAVD-88) <0 20 40 60 CONCRETE 0Loose, brown to gray, gravelly, silty . . . . . . . . . . . . . . . . . . . . . . . . . . moist to wet; massive, scattered clayey silt - - - - - - - - - - - - - - - - - and organic silt pockets, scattered iron-oxide staining, scattered shell fragments at bottom; 5 I I (Ht) SM. - Abundant wood debris, inferred from drill action and soil cuttings, between 8.0 and 9.0 10 feet. 21 17.0 Very dense, orange-brown, sandy SILT, trace 31 of gravel and clay; moist; massive, pervasive iron-oxide staining, abundant 20 21 0 5 Very dense, yellow-brown, silty, andy 4: Mg GRAVEL, trace of clay; wet; massiveweathered, abundant iron-oxide staining; 25 (QpnfVery dense, brown, silty wet; SI - - - 50'5" massive; (Qpnf) SP-SM. BOTTOM OF BORING 3? COMPLETED 9/12/2002 . . . . 35 40 45 LEGEND 0 20 40 60 Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Plastic Limit Liquid Limit . . Bentonite ChipsIPelIets Natu ml water Content Bentonite Grout Ground Water Level in Well Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using hollow stem auger drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the 1 3 nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8- WILSON, INC. Geotechnical and Environmental Consultants FIG. A-8 WSDOT Agreement No. Y-7888 VIASTER LOG2 21-09490.GPJ SHAN WILGDT 1/2103 Rev: PVH Typ--'l-33;" Blows per Foot (non-standard) Approx. Surface Elev.:15 Ft. (NAVD-88) <0 :2 20 40 60 355555555 g: 10 1 2o111111111111131111111111111 1 1225:1111 4:3:11: 3033333333 33333313; 73:53 BEE-T1 333333333 333333333 333333333 9|33:| 133333333 was 50333333333 333333333 333333333 333333333 333333333 333333333 13553 333333333 333333333 . . . . 143:6:-3 60333333333 333333333 333333333 15:11: 1633 70333333333 3 3 3' WEE 18 333333333 333333333 333333333 11121111 121111111 19:63 80111211311 11121111 111111111 2o==n1.1. 21:53 11111111: 212112111 111111111 22111:. 33:3 100333333333 333333333 333333333 233:' 333333333 333333333 333333333 2453:' 333333333 . . 3 . . .. 25:3:333 333333333 333333333 333333333 333333333 333333333 333333333 291:5] -4 333333333 333333333 333333333 BOTTOMOFBORING 119? 111,111; 1111112; 1111121113011111111111111111111111111? 140111112121 1111371111 0 2o Sample Not Recovered Grab Sample NOTES 1. The boring was performed using Cable-Tool drilling methods. 2. The Stratification tines represent the approximate boundaries between soil types. and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. LEGEND Piezometer Screen and Sand Filter Bentonite-Cement Grout Bentonite ChipslPellets Bentonite Grout 1 Ground Water Level in Well 0 Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF PUMPING WELL TW-2 October 2002 21-1-09490-224 FIG. A-9 WSDOT Agreement No. Y-7888 REV2 Log: CKN Rev: WDN Typ: LKD SOIL DESCRIPTION Approx. Surface E|ev.: 15 Ft. (NAVD-88) CONCRETE Medium dense and very loose, dark 9 silty to silty, sandy GRAVEL and silty, gravelly moist to wet; locally trace of clay, massive, abundant Cinders, scattered brick and wood fragments; (Hf) Symbol Samples Ground Water Depth, Ft. 20 PENETRATION RESISTANCE A Blows per Foot (SPT) Blows per Foot (non-standard) 40 60 Depth, Ft. 10!14i'2002 +1 ':95 10:0' O9 10/14/2002 -l4~ o'o;o;o;o;o'o;o '0 0:6 fragments; (Hb) SP-SM. Very dense, dark gray, silty, gravelly wet; massive, scattered to 5' abundant shell debris, scattered wood 23.0 5: 5: (Hrw) ML. slickensided clay pockets. abundant clasts; SM. Very dense, green-gray, fine sandy, gravelly SILT, trace of clay; moist; massive, Very dense, gray, silty, gravelly moist; locally trace of clay at bottom, scattered peat 36.0 39CONTINUED NEXT PAGE Sample Not Recovered I Standard Penetration Test LEGEN 0:0:-0:0 49.0 i Piezometer Screen and Sand Filter Bentonite-Cement Grout 2 XQXOXOZOZOLO . . . -- -- . 202029201920' .0 VZOZOZOZOZ . .. - I A .3. u_1u . v'v . . A d'n 10I14I2002 -14- 30 35 40 45 A rows'; 20 40 Water Content Plastic Limit Liquid Limit 8 E3 Bentonite ChipslPellets Natural Water Content *5 Bentonite Grout Ground Water Level in Well 1 Water 3" Alaskan Way Viaduct and Seawall Project a NOTES Seattle. Washington 3 1. The boring was performed using HSA and Rotary Combined drilling methods. ':93 2. The strat_if_ication lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the 2' nature of the subsurface materials. 4. Groundwater level. if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-224 fl 5. Refer to KEY for explanation of symbols. codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. WSDOT Agreement No. Y-7883 REV 2 VIAST-ER LOG2 21-O9490.GPJ SHAN 117103 Log: CKN Rev: WDN - to 5 PENETRATION RESISTANCE SOIL DESCRIPTION A Blows per Foot (SPT) jg (39 Blows per Foot (non-standard) Approx. Surface Elev.: 15 Ft. (NAVD-88) U3 0 20 40 60 Very dense. dark gray, silty to siltygravelly wet; massive, locally gravellyabundant andesite grains; (Qpnfsets14:1: 70 9 5015.5" I . .5 Hard, blue-gray to gray, clayey to 75 151 94 sand, massive, scattered to abundant organic 80 . I 16Very dense, gray, gravelly, silty SAND clayey, silty, gravelly moist wet; massive, abundant organic fragments - - - - -- - - - - - - - - - - - - A - - - - -- and andesite grains; 35 9 79/.50t4'_' . . . 93Very dense, dark gray, silty to siltyfine to medium wet; interbedded with 193: 95 . 50,5" clayey silt at top, grades to trace of silt bottom, abundant andesite grains; (Qpnf) flifjfiifCj?iif..fi?fTiL? CONHNUEDNEXTPAGE LEGEND 0 25 40 60 Sample Not Recovered IEI Piezometer Screen and Sand Filter Water Content I Plastic Limit Liquid Limit Bentonite ChipsIPel|ets Natural Water Content Bentonite Grout I Ground Water Level in Well 1 Water i" WVP Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using HSA and Rotary Combined drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. I 6. USCS designation is based on visual-manual classification and selected lab testing. ee 0 WSDOT Agreement No. Y-7888 REV2 VIASTER LOG2 21-O9490.GPJ SHAN 1/7/03 Rev: WDN -- =0 1: PENETRATION RESISTANCE 80"' DESCRIPTION 5' -E :3 5- A Blows per Foot (SPT) 9. 3 5 3 Blows per Foot (non-standard) Approx. Surface E|ev.: 15 Ft. (NAVD-88) 0 26 40 60 . 2o_L_ SILT 'It CLAY- 'st~ 109,_gray,cayey an sty ,moi 22:: 110 massive to bedded, abundant high-angle silt . . . . . . . . . . . . stringers, abundant sheared high-plasticity - - - - - - - - - - - - - - - - - - - - - - - - - - clay seams, scattered zones with abundant 5 fine organics; MLICL. :1 23:: 115 5oi2125 25]: 25]: 13? . I I 50/3as/sors'-All 29I 145 50/5'1 courmueo NEXT PAGE LEGEND 0 20 40 60 Sample Not Recovered IEI Piezometer Screen and Sand Filter Water Content I Plastic Limit Liquid Limit QM Bentonite Chips/Pellets Natural Water Content Bentonite Grout Ground Water Level in Well 1 Ground Water Level 1. The boring was performed using HSA and Rotary Combined drilling methods. 2. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING TW-21 October 2002 21 -1-09490-224 SHANNON 8: WILSON, INC. Geoteohnical and Environmental Consultants FIG. A-10 Sheet 3 of 4 WSDOT Agreement No. Y-7888 REV2 Log: CKN Rev: WDN Typ: LKD MASTER LOG2 21--09490.GPJ SHAN 1/7/03 -- <0 PENETRATION RESISTANCE 80"' DESCRIPTION -E 5- A Blows per Foot (SPT) 3 Blows per Foot (non-standard) Approx. Surface E|ev.: 15 Ft. (NAVD-88155 150 165 170 175 185 190 195 LEGEND 20 40 sop Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Standard Penetration Test 1. The boring was performed using HSA and Rotary Combined drilling methods. 2. The stratification lines represenbthe approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above. is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. Bentonite-Cement Grout Bentonite Chips/Pellets Bentonite Grout Ground Water Level in Well Plastic Limit I--O--I Natural Water Content Liquid Limit Ground Water Level in WVP Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING TW-21 October 2002 21-1 -09490-224 SHANNON WILSON, INC. Geotechnical and Environmental Consultants FIG. A-10 Sheet 4 of 4 WSDOT Agreement No. Y-7888 REV2 Log: KIS Rev: KIS Typ: LKD MASTER LOG2 21-09490.GPJ SHAN PENETRATION RES A Blows per Foot (SPT) Blows per Foot (non-standard) 20 ISTANCE 40 60 LEGEND Piezometer Screen and Sand Filter Bentonite-Cement Grout KB Bentonite ChipslPe|lets Bentonite Grout Sample Not Recovered I Standard Penetration Test Ground Water Level in Well SOIL DESCRIPTION Approx. Surface Elev.: 24 Ft. (NAVD-88) :2 U3 '3 ca 0 CONCRETE 0.6 . . . . Medium dense, brown and dark gray, silty, >4 . . . . sandy moist; abundant brick debris - - - at top, abundant cinders; (Hf) GMISMHard, gray, silty, gravelly CLAY, trace of sand; 125 2: moist; massive, scattered organics; 15 (Qpgl/Qpgm) CUML. 'cg 17.5 I Very stiff to hard, gray, silty moist; 31 . massive, scattered slickensided shear zones 20 at top. grades to clayey silt at bottom; (Qpgl) 41 25 4 BOTTOM OF BORING 30 COMPLETED 9/16/2002 . . . . 35 40 45 20 Water Content Plastic Limit Liquid Limit Natural Water Content 40 NOTES Alaskan Way Viaduct and Seawall Project Seattle, Washington 1. The boring was performed using hollow stem auger drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. LOG OF BORING TW-22 October 2002 21-1 -09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON WILSON Geotechnical and Environmental Consiiltants INC. FIG. A-11 WSDOT Agreement No. Y-7838 REV2 Log: KIS Rev: KJS Typ: LKD -- 1: cc PENETRATION RESISTANCE 30"' DESCRIPTION 42 2 A Blows per Foot (SPT) 2 7 Blows per Foot (non-standard) Approx. Surface EIev.: 18 Ft. (NAVD-88and BRICK o_3 . . . CONCRETE RUBBLE Loose, brown, silty, gravelly SAND silty, fine gravelly fine moist; massive; . (Hfobbe gravel at1 . eet (in erre rom ri action.59/.6 - Abundant wood at13.0 feet (inferred from 15.0 15 drill cuttings and drill action). Hard, gray, silty CLAY grading to i i i sandy, gravelly, silty moist; faintly 31 bedded, abundant silt partings, scattered 20 slickensided sheared seams, scattered sand - - - - - - - -- - seams at bottom; (Qpgl/QpgmBOTTOM OF BORING 25 COMPLETED 9113/2002 . . . . . . . . . . . . . . . . . . . . . . . . . 30 35 40 45 LEGEND 0 20 40 60| Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Standard Penetration Test Ben[onite-Cement Grout Plastic EH Kg Bentonite ChipslPellets Naturalwater Content VAIVA Bentonite Grout Ground Water Level in Well Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using hollow stem auger drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-224 VIASTER LOG2 21-U9490.GPJ SHAN 112/03 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8' WILSON: A.12 Geotechnical and Environmental Consultants WSDOT Agreement No. Y-7888 REV 2 Log: KIS Rev: KIS Typ: LKD MASTER LOG2 21-O9490.GPJ SHAN VVILGDT 1/2103 SOIL DESCRIPTION fif -5 it -5 PENETRATION RESISTANCE 5- 3 A Blows per Foot (SPT) 3. 3 E. Blows per Foot (non-standard) Approx. Surface Elev.: 19 Ft. (NAVD-88CONCRETE and BRICK 0Loose to medium dense, gray and brown, siltysandy GRAVEL to silty fine SAND. trace of . clay; wet; heterogeneous," abundant woodv 5 debris, scattered shell fragments; (Ht) GMISMAbundant wood debris between 14.0 and . 15 19.0 feet22.0 j_f Hard. gray, sandy, gravelly, silty 41 -. moist; massive, scattered organics; (Qpgm) CL. 25 Very dense, gray, silty, gravelly moist; 28 0 Ill'. \massive, scattered organics; (QpgtBOTTOM OF BORING 30 COMPLETED 9/13/2002 35 40 45 LEGEND 0 20 40 60I Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Plastic Limit Liquid Limit EE Bentonite Chips/Pellets Natural Water Content Bentonite Grout 1 Ground Water Level in Well Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using hollow stem auger drilling methods. 2. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21-1-09490-224 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. A..13 WSDOT Agreement No. Y--7888 REV 2 SOIL DESCRIPTION Approx. Surface E|ev.: 30 Ft. (NAVD-88) Pavement. Very loose to loose, gray-brown, silty, gravelly SAND to silty, clayey moist; scattered clay clasts and wood fragments; (Hf) SM. Sawdust (Hf) PT. 23.0 Samples Ground Water Depth, Ft. 20 PENETRATION RESISTANCE A Blows per Foot (SPT) Blows per Foot (non-standard) 40 60 Very loose, b|ue--gray, clayey to clayey, silty SAND, trace of gravel; moist to wet below 26 feet; abundant wood fragments; (Hf) SMICL. Hard, blue--gray, sandy, gravelly, silty moist; (Qpgm) CH. Log: XHL Rev: WDN Typ: LKD Very dense, blue-gray, silty, clayey, sandy wet; (Qpgm) GC. Dense to very dense, gray, silty, clayey SAND, trace of gravel, and hard, sandy, silty CLAY, trace of gravel; moist; scattered organic clasts, less clay and wet at bottom; (Qpgm) SCICH. 25.0 40.0 MASTER LOG2 21-09490.GPJ SHAN 112/03 CONTINUED NEXT PAGE LEGEND Sample Not Recovered I Standard Penetration Test 48.5 Ground Water Level in Well NOTES 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 1011412002 -K 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. Refer to KEY for explanation of symbols, codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. Piezometer Screen and Sand Filter Bentonite-CementGrout Bentonite ChipsIPel|ets Bentonite Grout I . 1/ 7h //ttn 10:14/2002 -I4 20 40 Water Content Plastic Limit Liquid Limit Natural Water Content Alaskan Way Viaduct and Seawall Project Seattle, Washington LOG OF BORING TW-25 October 2002 21-1 -09490-224 SHANNON 8: WILSON, INC. Geolechnical and Environmental Consultants FIG. A-14 Sheet 1 of 3 WSDOT Agreement No. Y-7888 REV2 Rev: WDN MASTER LOG2 21-09490.GPJ SHAN VVILGDT 1i'2l03 30 5- 3 .3 5- A Blows per Foot (SPT) 3 3 '53. Blows per Foot (non-standard) Approx. Surface Elev.: 30 Ft. (NAVD-88Hard, brown, organic SILT, trace of clay and fine sand; moist; abundant wood fragmentsdiatomite layer at 53 feet, layer silt at top; (Qpnp/QpnlMedium dense to very dense, gray and dark gray-brown, silty. fine SAND to hard. :t --.- - - -- - - - - - - - - - - - - -- clayey, fine sandy wet; scattered 121 -58 organic fragments; (Qpnlgradational contact 750 - Very dense, gray--brown, silty, fine to medium -I wet; (Qpnf) _f A 15-I 80 16I 85 Hard, gray-brown, fine sandy, 8&0 I I fiyey moist; faintly bedded; (Qpnl) ML. 90.0 90 Very dense, gray-brown to gray, silty -E SAND to silty, gravelly wet; jig (Qpnl) . . . . 19: CONTINUED NEXT PAGE LEGEND 0 20 40 60| Sample Not Recovered Piezometer Screen and Sand Filter Water Content I Bentonite-CementGr?U* Plastic Limit Liquid Limit XE Bentonite chips/Peiiets Natural water content VAIVA Bentonite Grout 1 Ground Water Level in Well Alaskan Way Viaduct and Seawall Project NOTES Seattle, Washington 1. The boring was performed using Mud Rotary drilling methods. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above. is for the date specified and may vary. October 2002 21-1 5. Refer to KEY for explanation of symbols. codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8' A 4 Geotechnical and Environmental Consultants Sheet 2 of 3 WSDOT Agreement No. Y-7888 REV 2 -- =0 PENETRATION RESISTANCE SOIL DESCRIPTION 5 A Blows per Foot (SPT) 5. 3 *3 Blows per Foot (non-standard) Approx. Surface Elev.: 30 Ft. (NAVD-881020 3Very dense, gray. silty, fine wet; 20: 51,6.' massive; (Qpnl105.0 105 Hard, gray, clayey SILT, trace of fine sand. to A clayey, fine sandy moist . . . . . . . . . . . . . . . . . . . . to wet; scattered organic seams and wood 211 - - - - - - - - - - - - - - - - - - - - - - - -33/9" fragments or plant stems; (Qpnl) ML. 110 22-5016" Very dense. dark gray to gray. silty silty, fine SAND, trace of gravel; wetscattered clayey seams, scattered abundant organic fragments; (Qpnl) i BOTTOM OF BORING . . . . . . . . . . . . . . . . . . . . . . . . . . . COMPLETED 9/20/2002 125 130 135 140 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LEGEND 0 20 40 60! Sample Not Recovered Piezomeler Screen and Sand Filter Water Content 8 I Slandald Test Bentonite-Cement Grout Plastic Limit Liquid Limit g' Bentonite Chips/Pellets Naturaiwater content '5 Bentonite Grout Ground Water Level in Well Alaskan Way Viaduct and Seawall Project 3 NOTES Seattle, Washington 3 1. The boring was performed using Mud Rotary drilling methods. 3 2. The stratification lines represent the approximate boundaries between soil types, and 9 the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the 3 nature of the subsurface materials. . E3 4. Groundwater level, if indicated above, is for the date specified and may vary. October 2002 21 -1-09490-224 5. Refer to KEY for explanation of symbols. codes and definitions. 6. USCS designation is based on visual-manual classification and selected lab testing. WSDOT Agreement No. '(-7888 REV 2 Appendix GE OTE CHNI CAL LAB ORATORY TESTING SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement Appendix Appendix LIST OF FIGURES Grain Size Distribution, Boring TW-11 .. Figure B-1 Grain Size Distribution, Boring TW-21 .. Figure B-2 Grain Size Distribution, Boring TW-25 .. Figure B-3 SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement Appendix .oz EoE$a< Foams GSAMAIN1 21-O9490.GPJ SHAN 1l2l03 I rum .uz_ a o5-om?mo-EN moon wow 3 n_zEo s_m-n_m ma: 3: as oz_E9_m _2w.n_m mm: 9 EN :8 ozzo_.Sm_Em_o mum z_ma .6 89.. _ozw E2. .0 __m2..mmw Ucm :mxmm_< .22 _._Emo ozd ozfiom mo 56 n_zm_m FIG. B-1 .oz EoE8a< Bows FIG. B-2 EAMAIN1 SHAN WILGDT 1l2I03 .oz_ moom 2.2. - SN 3 8% _n_zfi I . gm ms 8_=m9o Baumom __2a5 .6 82 .oz> wfimmw .3 as .5 zo_E_mommn ._Om_2>w .02 Um_o.n_ __m2.mmw ocm :mxmm_< .E .22 :Em_o oz< mzfiom . nzm_w .oz EoE$a< Bowz, GSAMAIN1 21-09490.GPJ SHAN WIL.GDT 112/03 4- E._u_uu_E._u2oo0 .02. Sow. 25., man now .255 85. _ozma xao Em at 0 :o.mcEmm>> .m_:mmw ax ox zo_E_momm_n_ ._om2>w .32. .02 Bm._oi __m :mxmm_< Emma oz< ozfiom . az>w .0: .52. En. moz_zm_n_o Iwm=>_ n_O .02 Z. wz_zmEo Imus. LO mum FIG. B-3 m>m__m Appendix PUMPING TEST RES LILTS SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement Appendix TABLE OF CONTENTS 1.0 INTRODUCTION .. C-1 1.1 Scope of Work .. C-2 1.2 Test Locations .. C-2 2.0 WELL AND MONITORING POINT INSTALLATION .. C-4 2.1 Test No. 1 .. C-4 2.2 Test No. 2 .. C-5 2.3 Well Development .. C-5 3.0 LOCAL HYDROGEOLOGIC CONDITIONS .. C-7 3.1 Vicinity of Test No. 1 .. C-7 3.2 Vicinity of Test No. 2 .. C-8 3.3 Groundwater Quality .. C-8 4.0 PUMPING TEST PROCEDURES .. C-10 4.1 Pumping Test No. 1 .. C-10 4.1.1 Step-Rate Test .. C-11 4.1.2 Constant-Rate Test .. C-11 4.2 Pumping Test No. 2 .. C-12 4.2.1 Step-Rate Test .. C-12 4.2.2 Constant-Rate Test .. C-12 5.0 ANALYTICAL METHODS .. C-14 6.0 PUMPING TEST RESULTS .. C-16 6.1 Test No. 1 .. C-16 6.2 Test No. 2 .. C-17 7.0 CONCLUSIONS .. C-19 SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement LIST OF TABLES Summary of Observation Point Data for Pumping Tests No. 1 and No. 2 ..Table C-1 Summary of Aquifer Parameters for Pumping Tests No. 1 and No. 2 ..Table C-2 SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement C-ii LIST OF SLIBAPPENDICES C1 Pumping Test No. 1 Data C2 Pumping Test No. 2 Data SR 99: Alaskan Way Viaduct Project . November 2002 Geotechnical and Environmental Data Report Supplement Appendix Pumping Test Results 1.0 INTRODUCTION This appendix presents the results of pumping tests performed for preparation of the Environmental Impact Statement (EIS) and for developing the conceptual design of the Alaskan Way Viaduct and Seawall Replacement Project. The purpose of the pumping tests was to further evaluate groundwater conditions and aquifer parameters along the project alignment. The results of these tests would then be used to reevaluate preliminary dewatering analyses previously completed for the project. Geologic and groundwater conditions for the project were initially documented in our Geotechnical and Environmental Data Report dated August 2002. Additional information in the form of memoranda, including results of hydrogeologic testing and preliminary dewatering analyses, was compiled in our Geotechnical and Environmental Memoranda dated September 2002. These documents should be consulted for additional information on subsurface conditions for the project. The results of the preliminary dewatering analyses indicated that the potential impacts of the dewatering required for construction of the cut-and-cover tunnels along Alaskan Way could include: 0 Ground settlement adjacent to the proposed cut-and-cover tunnel. 0 Generation of large quantities of groundwater that could potentially require treatment prior to discharge. 0 Migration of contaminated groundwater toward the proposed excavations or onto other properties induced by the increased hydraulic gradients as a result of the dewatering operations. In addition to these potential impacts, it should be noted that if the dewatering is not as effective as planned, or otherwise inadequate for any reason (differing site conditions, poor contractor performance, power outages, etc.), there would be a risk of ground loss. This ground loss could occur due to. running ground, piping, and or basal heave due to hydrostatic uplift conditions. It is recommended that the dewatering design and project construction incorporate mitigation measures to reduce these potential impacts and risks. SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement C-1 In general, pumping tests would be completed during the engineering design phase of work; however, because of the variable nature of the groundwater conditions along the alignment and the potential impacts of dewatering during construction, it was necessary to perform pumping tests during the EIS phase. During the engineering design phase of the project, additional pumping tests will be necessary to provide specific data along the alignment to design appropriate dewatering systems. The pumping tests provide large-scale information regarding aquifer conditions, including hydraulic parameters and boundary conditions. This data will be incorporated into the preliminary dewatering analyses to evaluate discharge quantities and the extent of drawdown in the aquifer. The tests also provide a basis for evaluating well performance during dewatering, including the quality of groundwater discharge. 1.1 Scope of Work The hydrogeologic services provided by Shannon Wilson, Inc. are consistent with the scope of work presented to PBQD, dated May 8, 2002. Our work included monitoring the drilling activities for the installation of two test wells and eight new observation wells, logging the subsurface geology, conducting 5-day pumping tests at two locations, monitoring groundwater levels, tidal fluctuations, barometric pressure changes, pumping discharge rates during testing, analyzing test data, and preparing this report summarizing the tests and the results. This report does not include the dewatering analyses that were reevaluated based on the results of these pumping tests. A discussion and presentation of the results for the subsequent dewatering analyses is provided in a separate memorandum. 1.2 Test Locations The two 5-day pumping tests were completed along Alaskan Way in the vicinity of Lenora Street and South Jackson Street. These two test locations were selected to provide data for the range of dewatering conditions that may be encountered along the cut-and-cover tunnel alignment, based on our understanding of the subsurface conditions along the alignment and the results of our preliminary dewatering analyses. The Lenora Street pumping test location provides an indication of the potential areal extent of drawdown and potentially the greatest quantity of groundwater that will be pumped during dewatering operations. In addition, it would provide data to further evaluate the potential for contaminant migration during dewatering. The pumping test location near South Iackson Street provides an indication of the potential for ground settlements that could impact sensitive structures, especially in the vicinity of Pioneer Square. The anticipated geological conditions in this area would generally require that the SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement 02 dewatering system be designed to lower pressure heads near the base of the proposed excavation subgrade, rather than pump large quantities of groundwater. In addition, these locations provide test cases for the two general types of subsurface conditions identified during preliminary dewatering analyses. The subsurface conditions at Lenora Street are representative of the case where no significant fine-grained soil layer is present beneath the alignment, and active dewatering would be necessary to remove groundwater flowing into the bottom of the excavation from beneath the slurry wall. Appropriate dewatering would be required at this location to assure that construction proceeds in the dry and to minimize the potential for piping failures and/ or "running" ground during excavation. The South Iackson Street location is similar to much of the alignment with fine-grained, soil layer(s) near the bottom of the slurry wall. In this case, the dewatering system is needed to reduce hydrostatic pressures in underlying aquifers that may cause basal instability during excavation. SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement C-3 2.0 WELL AND MONITORING POINT INSTALLATION We supervised the drilling and installation of one test well and three monitoring wells for the first pumping test, and one test well and five monitoring wells for the second pumping test. The locations of these wells for each test area are shown on Figures 4 and 5, respectively, in the main text of this report. Detailed boring logs for each well, showing geologic units and well construction diagrams, are provided in Appendix A. Please note the following drilling and monitoring point installation descriptions are brief. Detailed descriptions of the methodologies for drilling, soil sampling and classification, well and vibrating wire piezometer installation, and well development are provided in the August 2002 Geotechnical and Environmental Data Report. The following sections include several references to geologic units. Explanation of these geologic units and their abbreviations are also included in the August 2002 Geotechnical and Environmental Data Report. 2.1 Test No. 1 The test well for Test No. 1, designated TW-1, is located along Alaskan Way roughly between Lenora and Virginia Streets. It was advanced with a cable-tool drill rig operated by Holt Drilling. The well was completed to a depth of 125 feet below the ground surface (bgs). An 8-inch-diameter steel casing was used with a 20-foot length, 0.020-inch, stainless steel, wire-wrapped, screen that extended into the aquifer at this location. The excavation for the proposed two-level cut- and-cover tunnel could extend to depths of approximately 80 feet in this area. The observation wells for Test No. 1 were installed at two different depths, using two different drilling methods. The boring for observation well TW-11 was advanced to a total depth of 150 feet using a mud rotary drilling rig, and the borings for observation wells TW-12 and TW-13 were advanced to total depths of 34 and 28 feet bgs, respectively, using a hollow-stem auger drill rig. Holt Drilling operated each rig. The bottom of observation well TW-11 is completed at 120 feet bgs. The well consists of 2-inch-diameter polyvinyl chloride (PVC) riser and a 10-foot length of 0.020-inch, machine slotted PVC screen that taps the aquifer. In addition to the screen, this well includes two vibrating wire piezometers installed at depths of 13 and 70 feet bgs. These instruments monitor groundwater levels in the shallow Holocene-aged soils and a portion of the upper aquifer. The bottoms of observation wells TW-12 and TW-13 are completed approximately 30 and 18 feet bgs, respectively. Each includes a 10-foot length of screen and uses SR 99: Alaskan Way Viaduct Project November 2002 Geotechnical and Environmental Data Report Supplement C-4 the same materials as TW-11. They monitor groundwater levels in the shallow unconfined fill aquifer. 2.2 Test No. 2 The test well for Test No. 2, designated TW-2, is located along Alaskan Way roughly between South Main and South Jackson Streets. It was advanced with a cable--tool drill rig operated by Holt Drilling. This well was constructed like TW-1, but it included a 15-foot length of screen installed at a total depth of 110 feet that extended into the aquifer in this area. 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C1-24 (1933) uMopMe.Ia Subappendix C2 PUMPING TEST NO. 2 DATA SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement Subappendix C2 Subappendix C2 LIST OF FIGURES Water Level Hydrograph, TW-2 PW, Pumping Test No. 2 .. Figure C2-1 Water Level Hydrograph, TW-21 OW, Pumping Test No. 2 .. Figure C2--2 Water Level Hydrograph, TW-21 VWP1, Pumping Test No. 2 .. Figure C2-3 Water Level Hydrograph, TW-21 VWP2, Pumping Test N9. 2 .. Figure C2-4 Water Level Hydrograph, TW-23 OW, Pumping Test No. 2 .. Figure C2-5 Water Level Hydrograph, TW-24 OW, Pumping Test 0. 2 .. Figure C2-6 Water Level Hydrograph, TW-25 OW, Pumping Test No. 2 .. Figure C2-7 Water Level Hydrograph, TW--25 VWP1, Pumping Test No. 2 .. Figure C2-8 Water Level Hydrograph, EB-18A OW, Pumping Test N0. 2 .. Figure C2--9 Water Level Hydrograph, EB-18B OW, Pumping Test No. 2 .. Figure C2-10 Water Level Hydrograph, EB-18B VWP1, Pumping Test No. 2 .. Figure C2-11 Barometric Pressure, Pumping Test No. 2 .. Figure C2-12 Tidal Hydrograph, Pumping Test No. 2 .. Figure C2-13 Cooper-Jacob Match, TW-2 PW, Pumping Test No. 2 .. Figure C2-14 Cooper-Iacob Match, TW-21 OW, Pumping Test No. 2' .. Figure C2-15 Theis Curve Match, TW-21 OW, Pumping Test No. 2 .. Figure C2-16 Cooper-Jacob Match, EB-18B OW, Pumping Test No. 2 .. Figure C2-17 Theis Curve Match, EB-18B OW, Pumping Test No. 2 ..Figure C2-18 Distance-Drawdown Match, Pumping Test No. 2 .. Figure C2-19 SR 99: Alaskan Way Viaduct Project Ianuary 2003 Geotechnical and Environmental Data Report Supplement Subappendix C2 .oz EoE$a< poo ma ME . mo. OOHOQO two .oz_ vmwofimo- NOON .8200 .02 mm_._.Ss .m_:mwm __m3mmw new >35 :wxmw_< 85? 85? 85.. .mco:m.2o:= Bu: 5 .2 nflootoo E: Emu UCM 2.50 85.. NOBNS 8. 85? <> .m_=mow 6m._9n_ Ho:_um_> :wv_wm_< EU: .0 .3535. 5.. tmzomtoo Ho: Emu 55>; 30 UCG GHMD 85.. moms: 85.. 85.. <>mww DEG ucm Unfin- 85? NQNNE 85? NOBNE 3 85.. News. 85? 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