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SR101 Walker Bridge Geotech Assessment
- GEOTECHNICAL REPORT SR-101, CS 160391 MP 307.13 to 307.15 IR1F4~E&~1~~~ it 12 20~?' J[HdI~IN~IUNIYU~A Walker Creek Bridge Replacement Geotechnical Recommendations OL-1177 .~.~-~ ~ . / ~y ~ Y. y'',i: r .-g .?~, Tony .Allen, P.E. ' '~ "~" ~.. ~°' &' i ~ c ~ State Geotechnical Engineer ~.~ ; ~~ ~ ~'1'% "'~.;~, ~ 3?a° - - '~-~ pared ~~`""~"~~ ~~' Pre y: ,~''~~°r~-~~ ~ ~ , ~ .~ rs, fy` ~ ~ tf . 't ~ " M. Bahiradhan, P.E. 4 t ,Geotechnical Engineer - ~ ~ _ ~~,~~;~ , ~ ~~ _ ,. Reviewed by:~ -°--°-"-`-" cyan Dias, P.E. Senior Foundations Engineer May 21, 2001 ~r'3. ShlCIL~#OCl S#~#2 Field Operations Support Service Center ~~par#men# ©f Transpor#a#ion Materials Laboratory Doug MacDonald Geotechnical Branch Secretary of Transportation P.O. Box 47365 Olympia, WA 98504-7365 Contents ~h ~ie ~el~ MAR 1220x7 1. I1V'TRODUCTION ...................................................................... 1 1.1. .... GENERAL .......................:.............................................................. .................................................... .............~lE~.~ ~V`~*~~~ .1 1.2. PROJECT DESCRIPTION .....................................................:............ 1lV ..............:.....................................1 2. PROJECT SUBSURFACE CONDITIONS ................................ ............ 1 ........................................ 2.1. REGIONAL GEOLOGY .................................................................... ....................................................1 2.2. SITE SURFACE CONDITIONS ................:......................................... .......:...........................................2 2.3. SITE SUBSURFACE CONDITIONS .................................................... ....................................................2 2.4. GROUND WATER ............................................................................ .........................:.:........................2 3. SEISMOLOGICAL CONSIDERATIONS .................................. ....................................................2 3.1. SEISVIICITY ................................................................................... ....................................................2 3.2. DESIGN EARTHQUAKE PARAIVIETERS . ~ . .......................................... .................................................... 3.3. LIQUEFACTION POTENTIAL . : ~ ............................. ............................ .........................:.......................... 3.4. LIQUEFACTION INDUCED LATERAL SPREADING AND STRAIN ........ .................:..................................4 4. GEOTECHNICAL RECOMMENDATIONS ............................ ...... . . 4 .. ........................ .................. 4.1. APPROACH EMBANKMENTS ......:................... ..,,,,,....,,,,,,4 4.2. BRIDGE APPROACH SLABS .................:....:..................................... ....................................................4 4.3. ABUTMENT WALLS :..........................................:........................... ............ ... 5 4 4 FOUNDATION RECOMMENDATIONS . .................................... . . 4 4 1 ............................................... Axial Capacity .....:..........:...:...............................5 . . . .....................:....................................................... ...................:...............:................5 4,4.2 . Lateral Load Capacity ..................................:............................... ......................:.....:.......................7 5. CONSTRUCTION CONSIDERATIONS : 7 ........ ...................... ................ ................................ .APPENDIX A .............................................................................................................................. FIGURES APPENDIX B ......................................................................:...........:......... AXIAL CAPACITY GRAPHS APPENDIX C ....................:.................................................:....................... P-Y CURVE PARAMETERS APPENDIX D .................................................................................................................... BORING LOGS APPENDIX E .............................................................................................LABORATORY TEST DATA APPENDIX F ........:................................................................................................................:..... PHOTOS ~~~'~~1~ IN~iI y 1. INTRODUCTION ~R ~' 2 ~~~~ 1.1. GENERAL ~[~sua~uuairu~u This report presents the results of our geotechnical investigation for the SR-101, Walker Creek Bridge Replacement project. A vicinity map illustrating the project location is presented in Figure 1, Appendix A. This report provides geotechnical recommendations for the foundations of the proposed replacement of Walker Creek Bridge. When the PS&E is completed for this project; our office will provide a Szcmmary_of Geotechnical Conditions for inclusion in the Special Provisions. The analyses, conclusions, and recommendations provided in this report are based on the project. description, and site conditions existing at the time of the field explorations. The exploratory borings are assumed to be representative of the subsurface conditions throughout the project area. If during construction, subsurface conditions differ from those described in the explorations, we should be advised immediately so that we may reevaluate our reconunendations and provide assistance. 1.2. PROJECT DESCRIPTION The project includes a replacement of Walker Creek Bridge. This bridge will consist of two lanes, one carrying north bound, and other carrying southbound traffic. Both abutment slopes are proposed to be at 1.75H: 1 V. The preliminary plan from the bridge and structures office indicates that an abutment. wall with wing walls retains the fill at the south abutment. Figures 2 and ~ in Appendix A present the plan and elevation of the proposed structure. 2. PROJECT SUBSURFACE CONDITIONS Subsurface conditions in the project area were explored by rotary drilling, standard penetrometer testing, and a laboratory testing program. Appendices D & E provide the edited logs and the results of the laboratory tests. Please note that the edited logs of the test borings should be made available to all prospective bidders, and included in the contract documents. 2.1. REGIONAL GEOLOGY The project site is located at the edge of the foothills on the east flan.k.of the Olympic Mountains. These mountains are generally composed of siltstone, sandstone, conglomerate and volcanics. Glacial and. nonglacial sediments-were deposited on top of the bedrock over the last 1.5 million years. The most recent glacial episode is the Vashon stade of the Fraser glaciation. The Puget lobe of the Cordilleran ice sheet deposited a heterogeneous assemblage of proglacial lacustrine deposits, advance outwash, lodgmented till, and recessional outwash upon either or older pre- Vashon sediments and bedrock: As the glacier retreated northward, it uncovered a sculpted landscape of elongate uplands and intervening valleys. Postglacial deposits include: alluvium deposited within stream channels, modern lacustrine deposits, drainage, and outwash channels, volcanic mudflow deposits and landslide deposits. 2.2. SITE SURFACE CONDITIONS The project area is heavily vegetated with bushes aild small trees. Existing embankment appears to be made of a fill. The creek channel bed consists of rounded gravels, cobbles and san)~s~'- ~~/~ project site are attached in Appendix F. l 0 T° S ~,N~s.., 2.3. ~ SITE SUBSURFACE CONDITIONS The soil deposits encountered in the test borings at the project site have been grouped i ~~~r~t~~~ ~~ units for geotechnical distinction. The soil units are grouped primarily on the basis of engineering properties and classification, and in general, reflect depositional environments as well. A subsurface profile for the proposed structure is provided, in Appendix A, Figure 3. Three soil units of consequence were encountered during the field investigation. They are as follows: Unit 1 consists of a loose to very dense GRAVEL with varying amounts of silt, sand and cobbles. This unit was generally found in the embankment continuing down to bedrock at both pier locations. The unit is frequently interlayered with unit 2. The gravel unit becomes slightly cemented above the bedrock. Unit 2 consists of very loose to very dense SAND with varying amounts of silt, gravel and cobbles. This unit is generally found below the top gravel layer at both pier locations. This unit is also found in layers in unit 1 above the bedrock. Unit 3 is bedrock, wluch consists of BASALT. This rock is a crescent formation. This is medium grained, moderately to highly weathered basalt. Fracture frequency and Rock Quality Designation of the bedrock varied between 2 and 7, and, 13% and 65%, respectively. The average bedrock elevations at North and South Piers are, approximately -13.0 Rand -17.5 ft respectively. 2.4. GROUND WATER Groundwater was encountered approximately at elevation of 10.0 ft in the creek. Water table was encountered in all borings. The preliminary plan from the bridge and structures indicates that the 100 yr design flood elevation is 12.26 ft. Based on the information from the hydraulic branch, we estimate that the scour depth will be negligible. 3. SEISMOLOGICAL CONSIDERATIONS 3,1. SEISMICITY The tectonic structure and stresses in Western Washington are mostly associated with the subduction of the Juan de Fuca Plate under the North American Plate. Under the framework of the subduction zone, the region can be divided into three tectonic provinces: (1) the Juan de Fuca Plate, (2) the continental fore arc on the western edge of the North American Plate, and (3) the landward continental volcanic arc. Regional faulting and structural trends are greatly complicated by the glacial and non-glacial soil deposits masking the bedrock. Within this tectonic environment three potential seismic sources can be identified. Interplate and intraplate seismic activity associated directly with the subduction of the Juan de Fuca plate under the North American Plate, seismic activity associated with the volcanic arc, and shallow crustal earthquakes. ` Interface, or subduction zone, earthquakes take place at the boundary of the Juan de Fuca and th~~~`' North American Plates.. Although a subduction zone earthquake has not been recorded off the coast of Washington or Oregon during historic time, geologic evidence suggest that they may t:-===- occur. The last great earthquake to occur on the interface zone appears to have occurred around 1700. Studies of recurrence suggest that the average recurrence interval is about 450 years with about 90 percent confidence interval of about 200 years. A magnitude M8 to M9 earthquake is P believed possible along the subduction zone. Intraslab earthquakes take place within the subducting Juan de Fuca Plate at depths between 20 to 40 miles. These earthquakes occur inland from the interface earthquakes. Intraslab earthquakes have occurred north of the site in the Puget Sound region, with five historical earthquakes having magnitudes greater than 6. The largest earthquakes include the 1949 magnitude 7.1 Olympia earthquake and the 1965 magnitude 6.5 Seattle-Tacoma earthquake. The Puget. Sound area has experienced earthquakes up to magnitude 7.5. In recent years, the Tacoma area experienced a 7.1 magnitude earthquake in 1949 and Des Moines had a 6.5 magnitude earthquake in 1965. This area also experienced a series of smaller earthquakes in 1995 and 1996 with the magnitude ranging from 5.0 to 5.3. A 6.8 earthquake occtured in Nisqually valley on February 28, 2001 at approximately 30 miles below the ground surface. This earthquake produced. a seismic ground acceleration of 0.15 g to 0.25 g in Olympia area. The third major type of earthquake is the crustal earthquake, which occurs in the North American Plate, typically at depths between 5 and 10 miles. Several earthquakes, between M4.0 and MS+, have occurred in the Cascade Range over the past 150 years. The maximum expected magnitude for crustal earthquake varies throughout the state and depends on the thickness of the crust, the length and the rate at which seismic strain accumulates on faults. 3.2. DESIGN EARTHQUAKE PARAMETERS An acceleration coefficient of 0.25g is recommended for seismic design of the strucr'ares on this project in accordance with the June 1996 US Geological Survey National Seismic Hazard Map. The recommended acceleration coefficient is based on expected ground motion at the project site that has a 90 percent probability of not being exceeded in a 50-year period. Design response spectra presented in the AASHTO guide specification are considered appropriate for seismic design of the structures on this project. A Type I soil profile response spectrum and a site coefficient of 1.0 are recommended for seismic design of the bridge. 3.3. LIQUEFACTION POTENTIAL Liquefaction of saturated sands occurs when the sands are subject to cyclic loading. The cyclic loading causes the water pressure to increase in the sand reducing the intergranular stresses. As the intergranular stresses are reduced, the shearing resistance of the sand decreases. If pore pressures develop to the point where the effective stresses acting between the grains become zero, the soil will behave like a viscous fluid. Under this condition soil flow is possible. The effect of liquefaction can range from reduced shear strength to viscous fluid behavior. ~` -~- ~_ ~. ,` `~. ~: ~x~: E k.-_._,,,__ -~_..:1 The liquefaction potential of saturated sands, non-plastic silts and gravels is evaluated mainly on soil gradation, relative density, and the depth of the deposit. The potential for liquefaction is the highest for loose, fine to medium grained sands and silty sands under saturated conditions. We have evaluated the potential for liquefaction of the project soils based on the SPT data obtained from the f eld explorations and the percentages of silt. Our analysis indicates that the sand layers between elevations 10.0 ft and 3.0 ft, and, -2.0 ft and -9.0 ft iri boring H-3-01 will liquefy under design seismic event. These liquefied soil layers will exert down drag forces on piles. Specific design recommendations will be provided in later sections to account for liquefaction. 3.4. LIQUEFACTION INDUCED LATERAL SPREADING AND STRAtN Based on the soil and ground water conditions encountered in the borings, and the intermittent nature of the liquefiable zones, we believe that the risk of lateral spreading under design seismic event at north abutment is marginal while risk at the south abutment is Iow. ~ ~ ~~~~q ~~ ~L 1j 4. GEOTECHNICAL RECOMMENDATIONS NCR ~. 2 ~~~ 4.1. APPROACH EMBANKMENTS ~ 1~ t1~I~+M~I~`+~~~~~~n The new grade established by the proposed Walker Creek Bridge approach embankments will require permanent fill up to the elevations of 29.6 ft and 33.6 ft at the widened portion of the North and South approaches, respectively, which will result in approximately 20 ft high new fill on both sides. No new fill will be added on the existing approach embankments. We estimate that as much as 3 inches of settlement will occur in the new fill at the widened portion of the approach embankments and will occur during construction. Post construction settlement is expected to be minimal. Due to the amount of settlement that is anticipated, existing utilities may require relocation during embankment construction if they cannot tolerate the anticipated settlement. We recommend that all final fill slopes on the approach embankments should be at 1.75H: 1 V or flatter. Select or Gravel Borrow material with ylethod C compaction should be used for approach embankments. Select borrow with Method B compaction should be used for embankment construction outside of the Bridge Approach Embankments limits. We recommend using foundation material class A or B below water table at the approach embankments. Select Borrow is more sensitive to moisture than Gravel Borrow and may be difficult to work with during wet seasons. 4.~. BRlDGE APPROACH SLABS The Design Manual Section 1120.03(6) requires all bridges to have approach slabs unless approval for their deletion has been given. Since long-term settlement is not anticipated, approach slabs may be deleted at both abutments. Although the approach slabs are not required from a geotechnical standpoint, they may be required for other reasons such as design speed, and ADT. ' 4.3. ABUTMENT WALLS We recommend using the soil parameters presented in Table 1 be used for the design of abutment walls. ~Desi~riz P~~~-anleters ~ ~ ~ ~`alue= Unit weight (pcf) 130 Friction angle (deg) 36 Active earth pressure coefficient 0.26 Passive earth pressure coefficient 1.5 At rest earth pressure coefficient 1 Coefficient of sliding 0.8 Table 1 Abutment wall design parameters 4.4. FOUNDATION RECOMMENDATIONS tR 12 207'' ~ENH~IIki;UUNIYUIYI Spread foundations and shaft foundations were geotechnically feasible for the proposed site. Spread footings were not recommended due to the necessity of a cofferdam with bottom seal to construct them below the water table. Shaft foundations were not considered because of the deep casing requirements, and Bard casing installation conditions in very dense gravelly soils. Based on correspondence with the Bridge and Structures Office, HP 12X53 piles were recommended for use at this site. 4.4.1. Axial Capacity Charts presenting pile compressive and uplift capacities versus depth at each pier are presented in Appendix B: The chart shows the net load that can be applied at the top of the pile. Axial capacities presented in Appendix B are for HP 12X53 H piles. If the pile size is changed, we recommend that we be advised so that we may reevaluate our recommendations and provide assistance. Due to the presence of liquefiable soils in the project area, we recommend that piles be driven to the minimum tip elevations specified in Table 2 below. ler :~ ~ mm~wntip e ~:~~atlon ~ t~: out ~ . o Table 2: Minimum tip elevation of the piles The graphs include individual plots for ultimate bearing capacity (Qr,,t) and ultimate uplift capacity (Q~P). At a given depth on the figures, the factored resistance (Q') can be determined by multiplying the ultimate bearing capacity by its resistance factor (~,,,t) as shown in the following equation: v The factored uplift capacity (Q'„p), at a given depth on the. figures, can be figured by multiplying the ultimate uplift capacity (Qup) by its resistance factor (~~p) as shown in the following equation. Q~up - Qup~up We recommend that the resistance factors shown in Table 3 be used when designing pile foundations at applicable limit states. Due to the granular nature of the soils no axial reduction is necessary for pile groups. _nnlt State L~unpr~ssio~l 1~ i,t atei~a oar ~~_nc e pi e i egroup 5m~ ~ p~ e r e ~rou~~ ding e~>> e 1 e cr~~up F trengt U.o 5 .55 xtr m - ~ ~ t- Table 3 Resistance Factors for the design of piles ~ ~. ~. . ~'U~~~~ We recommend that the structural capacity of the pile should be verified against the capacity value selected from the graphs in Appendix B. We anticipate that the piles will be founded on bedrock and will primarily carry the load by end bearing. We expect the settlement of the pile foundation under service load will be less than 25mm. Settlement will occur as the loads are applied. Post construction settlement should be negligible.. Ground settlement, and static down drag at the abutment piles may occur due to the placement of new bridge approach fills. If piles are driven before the approach fills are placed; static down drag and skin friction loss are expected. The loads shown in Table 4 should be added to the critical load case to account for static down drag, and a load factor of 1 should be applied to the down drag load. To account for skin friction Loss due to down drag, subtract the appropriate value in Table 4 from the strength limit capacity plots shown in Appendix B to determine the ultimate bearing capacity at a given pile tip elevation. Since the liquefaction is only anticipated at Pier 2-west foundation, the down drag. and skin friction loss of 13.5 tons should be accounted when designing Pier 2 west foundation piles for. an extreme event. Y~iratlieiers Pier l~a WPierl2 -East .Pier 2= :rya Loss of skin friction per pile (tons) 6 8 13.5 Down Drag per pile (tons) 6 8 13.5 Table 4 Loss of skin friction and down drag load per pile As an example, suppose a pile at Pier 1 must resist applied loading (per pile) of 100 kips. The pile is driven through a layer expected to impose static down drag. From the proceeding section, the down drag load is 13.5 kips. Therefore, this pile must be designed for a total load of I00 kips + 13.5 kips, or 113.5 kips. However, the pile must be driven through 13.5 kips of skin friction which cannot be depended upon to resist the total design load of 113.5 kips/pile. More specifically use a pile length corresponding to a pile capacity of 113.5 kips + 13.5 kips, or 127 kips. Based on the example above the contract would be set up so that piles would be driven to a total ultimate capacity of 124 kips. 4.4.2. Lateral Load Capacity For pile design under lateral load, we recommend using P-y iterative methods. P-y curve input parameters for computer .programs LPILE or COM624 are included in Appendix C. We recommend using the reduced soil strength parameters to account for the group effects as described in the Bridge Design Manual. The following group reduction factors presented in Table 5 should be used. C-GSpacing tt~iency e~. actor Ibr multiple ro~G groups orsirr~lc r~n~~ e~o~ipsIoaded~ tr~tns~ erne to the tii~id~~e -i ~i~n~y e a~to~ foi 5in~~le ro« ~~roups t~~rloadin~lo~i~iui~linal to the brid~~e L U.bU .0 . rJ ~. ~ . .9 .0 Table 5 Group reduction factors for lateral loading 5. CONSTRUCTION CONSIDERATIONS 1 i ~~ ~ ~~ ~ ~`~ ~~~ 4 ~:' ~ We understand that the proposed bridge will be constructed in stages. Temporary slopes, shoring; or a combination of both may be needed to preserve the adjacent road way during staged construction. We believe that sheet pile shoring would not be feasible due to the presence of gravels, cobbles and boulders. H-piles may require cutting shoes at the tip during driving. If drilled soldier piles with lagging are chosen for shoring, difficult drilling and caving potential should be expected in Soil Units 1 & 2. Please note that the shoring method and type are the responsibility of the contractor. We recommend that a test pile be driven at each foundation location of each pier of the proposed bridge replacement. Pile driving acceptance should be accordance with the standard specifications. We anticipate difficult driving conditions due to the presence of gravels, cobbles and boulders in the site. We recommend that cutting shoes be used at the tip of H-pile during driving. We anticipate low flow in the creek during summer months. Therefore, the construction during summer months is highly recommended. iR~A~~ YAR 1 E X071 ~~aua~uuairuco APPENDIX-A FIGURES '^~ 1 a~ .• rn~rn \V .~ ~~ s 9 t i 4 >, 4 pR 3 C n ~~ ! n i~:~ ~ ~ ~, -~ ~ ~ 1 r, ~ ' .'rl =, -O G z ~ w 7> .U ~ VI r .._.~ ~ (T7 I ~ ~ ~ fl'7 O D ~ T /~ .u ;I) ~.~~ ' r ~ ~ _..1 "'~ v ~ Z G~ ~ o : r7 ~ ~ ; , o a~ ~> z n W '~ n Y' 1) /r ~;, p V7 "O ~ ~ ~ J ~ In ICI .~ . . 7:7 ~ n -~ ~ ~ I . ~ 7 ~ ....1 N _.., ~I n i7 O ~ z T \V ~ P ~~ ~ r7 v7 11 Z. 1 '1 v7 C7 n v ti --I r- D 1'~1 -i lL' 1 w r'- 1~1 (f7 01 \ii -C Cl c. ~--I ~'oo No 0 s n " ~ ~ o p rn ,u N -i p '~ n _~ \ I -+ O ~~ ~ ,\ I ~~~~~ ~~~~~ l~ ~,U ~I ~ Y U ~~~ V ~~ -n -~ ~• c~ ~\~~ W ~~~~ ~~ `' -.~ 0 '0 0 'i1 ~vACKER > cR FFK ~ N / ti I N I o ~- -v N o~ n C -1 0 rn 0 T_ r r _--I ~ `~_~ ~"1 y' rn i 0 i Ii ~ ) ~, i r r T r..i '~ ~"a ~"' LV F% '"' __._ ~ ~ ~ --: %~ V , rn n N N C.n Z N e cry. ~~~ m i "f'i~ -Tl rn CJ~ i O, Z n 0 C Z 0 rn 0 -~ -n r / ~~~ 0 ~. -o o m n 0 n -= -~ D O z~ Z O ~ rn ~ Z rn Cn tom W N --' O _'' N W _p ~ O - O O O ~ O O O O O 0 0 0 _ i I I D m m ~ D ~ ~ I r ~ N O ~ 'I ~ ~ rn (D N O ~ I i -- fD O O I ' 0 0~ o Q ~ ~ o \ a _~ \ ~~ ~; 1 ~ _ ~ p ~ to m V! ro w cn ~ cn 0 cn cn cn cn I -' ~ , . ~p ~ ,• I ca -~ 3 D O 0 0 N 0 0 0 0 , .~ ~.~ _ ..._~ -. ___. a Z ~ ~ .~ i- - W W = 1- W W I II - = ,J I ~ 2 * r Ul U7 U7 U7 U7 CJl U7 U1 U1 O ~ ~W ~ f O ~ o s T N N - N W - - .A - ? N - _ Ul C~fl a? •p - = - _ ~ ~ m c ~ ~• ~ ~. .~ i .-J -J •.J _ rn- I ~ I _~ CD Q m o 3 rn ~~ ~~ ~ i, -t - ~ O ~ ~ ° `" °r, 3 w ° ~ "~ I j~ Z ~ +n Nrn X °' to - - •, m / I ~ I, D G7 rs -1-1 rN W C~ T ~ y• ~•~ ' ~ ZO _ O~ C ~ ~ Q ~ /~ rn~ Y~ ~- m > o_ > ~ ~~~ i /' ~~ r rn r O m Q o o % i ~'f~ '~ Z ~ In o' m .. Q- m ~ ~ i ~ ~ \_ . r Z ~ ~; 3 1 / i ... - rrt \ In 0 ~ 0• ~ i NpO v _ ° _ ° i ~ i o rn 11 ~ / r ?° A ~ ~ Q ~ ~ ~ (III N m '• C ~ ~ N In ~ ~ V `~ -A~ ~' ~ o. o n ~ t ;vcn2 -- o -:. ~ ~ ,~~ '~ ~~~ , rn- Z ~ ' Z o < - ~- rn Z ~..._, ~ o I ~ 0 =\., r c~ --~ ~ ~ - m ~ ' ~ r•: _ Z~ D y Z ~ of I= ~~ ut vi n + --i - S ".O z ~ 'o ' ;~ 1 fT Z7 m O D ~ ~ ~ -~ ~ ~ ,) T `V D z ~ - ~ Ti - -1 ~ O -, I ~ z o Z ~, ~ 1.~ ~ _7l y ~ In ~ ~~ ~~ ~~ ~ y ' O N 'CI ~ -1 si ~D T LV \ V V ~ cGi _ C) - -..I --i ,t N m ~„ a~ c~ O Z ~ m O Z ~ cl ~~ ~ ri ai v. b _ IT I,; L i r. ~Tt '^ (n `~ T" ..~ - ~1 C7 ' n\ C ` I 11 N II U N N O 3 ~~ p p O ~ I ~ ~ .` i7 ITS -u .u fJ ~ BK. OF PAV'T. SEAT. PIER 1 A STA. 173 + 75.00 GR. ELEV. 33.55 ~ \ ~,` C I ~ \ < 0 ~ ,~ \. ~~ ' ' ~_ W W O Q) A N .~ + (D ~ ~ ~ mW O O O W .P •~ I _ O O W ~ , '' ~ ~ o _~ 1 ~ BK. OF PAV'T. SEAT ~ .A .~ "`~ .~ ,~ ~ ~~ ' = PIER 2 `~ , ~ A ST_A. 17.5 + 20.00 I ~snW_.-----------__.__.GR. ELEV. 29.57_ -_. _ +~ U v G O AI Q I N O I O '~~?O O •~ ~' o ~ _ = =JoO.~ o.~o~` °~ ,.J I i f.,~.:. .+~s ~ ~ W N ! , ~. N W .p C3~ ~ ~ ~ O ~ p ~ 0 0 O O W + --- O O ~~ W '~ ----- V ' O _AA~ -1-~ -{- - -- O ~~ O .~ Ul .~.. - __I O t~ V , ...._.._ 0 ~~~~ ~ ~. ~~~~ ` ~: (,.r ;, F;. ~, c, ~- APPENDIX-B AXIAL CAPACITY GRAPHS I ~ `F j~ E ~ (,~ °~ ° ~ MAR 12 ~Q7 i ~E~~~~U~~~UUN~Y~~~ N d w to N ~r .c cC r' v a C d7 O ~ ~' 'a y R ~mn. ~ d N y L X ~ V N .N L r ~~ Y = C. j fC U m aNi a ~ "~ .X Q d rr CR G w i O lA. O tp p If! O Ln O IA N r e- ~ ' r r N _ N (}a) uoi}enal3 0 M 0 0 M 0 N M O 0 m 0 O N O N O v N 0 N N N O Q' O v N w O ° ~ ~ a A U O ~ tII cQ °v~ 0 N r O O O O O O O '~t O N 1 O O M .~ a .-y .--I bA r W ,-+ r~ ~--~ i~ O M N N .--~ ~~-+ y rS-~ V U O Ll. U X i~.r ~ N i \` Q~ MAR 12 2QD? I~ E a o '~ "' rEEf~N~UI~~~UUNiYU~D N d. R ~+ .~ ~ N - ~ ~w O N `~- ~- ~- d c p;, o , '~' d ~ R ~ ~. ~ :a n. d Wm~ X .'~-A U c- 0. a y S ~ Y U d N d. d ~a 'x ~ a a v M O N P'7 O O M O O N 0 m N O v N 0 N N 0 0 N Q `~ Y_ a ~ n m v o °7 v ~ .- E 0 N a 0 r\ ~--, .~ .r: ~_ W rn c~ W N , sr N a :~ ~° M N 0 rn ~. _~ U c~ U RS .~ x t'~1 ~Q GD ~ ~ i ~~ I f i I ~ m L ! i i ~ , O 49 O to O tt) O O O lC7 N r r r r N N (u) uo;ena13 O c0 O -~ N -~- O O M i O 1 ~N ~ N; j ~ ~ i 4 ~f'~ ~ ~ ~~~~ I O. O ~.~ U 1~E~~~~~~~~~~~~~~~ f' ;, N G1 w RS N N •l4 L ~ N w ~. G ~ as ~ d.d d ~ ~. w m ~ ~ ~ X N ~ V r ~ v a a. `m = ~ Y U ~ d a. ~ ~a E •K ca Q ~ d f0 w O - l['1 O 47 O In O to O ~ t!') N ~ r r r N N (}~) uolenal3 Q 0 0 M O N M O O p7 O O N O O N Q N 0 N N SQ N Y ~ R a R O U ~ m m O v~ 0 N O 0 Q O (0 O _ ~ __ O N O C M .~ ^.4 W u ++ iN-+ N ~. Fr ~+~-f f'1 N .--a a O RS C7 >, U cG a U .~ M q L W ;_ ~i{~~.i- APPENDIY-C P-Y CURVE PARAMETERS a c O ~ . G o ~ O ~% `^ ~ `^ N :, O L ~ t7 '~ E ~ M C G ~ Z N ~ N V ' ~ ~ ~ ~ .~. ' ' U q ;~ M M C} d Qri ~ Q v •~ z C N V •~ ~~ ~ \ i r r r ~ ~ ~ ~ W ~ i e G r i i ~ ~~~ .. ~ ~ y „ `. , :., C ~' L ~ •~ t r r i C O ~ ~ ~ ~ L G O ti '/1 '' C/I ~ r C/~ r. C ,~ , r r r r w w u o M ~ ~ '_ 0 ' ~ G ~ v i ~ ~ '~~ ~ ~ _~ ~ ~ 'C ~ ~ ,~ ,.~ ~ I:A ~ • C L b. w C'r O O O O iC, O C7 p ,y W a ° C7 ~ ~-. ~,,.~ v1 N z• `~ ~~ ~ ~ ~ d ~ ~ Q Q o ~ z z z z •~ - ¢ ¢ ¢ ¢ ~ ~ ~ ~ ~ ~ ~ H A ~' ~" a V ~ ~ N °° ~,,,~ O L ~«. O L ~ ~ v • [ ~ +'' a ~ +.. ~ 3 ~ ~ w ~ ~ ~ ~ ~ e ~ o ~ ' ~ ° ' r"' ' . U r~ L a :«• ~ • O r G ~ r ~ ` n r n n N ~ ~ "' v O C ~ ."+ M ~ ~ M O C z N ~ ~ ~O ~ ~] d z ~ o ~ „~ C ~ w Q ~ •~ `~ .. M M _ ~ ct Q C C O ~R W ^ o ~ r r r r ~ ~ i ~ ~ ~ r i i r U ,~ ~~ ~' ~ a x ~ [,~ ~ •~ L ~ =+ C L ~~". r r r t ~ ~ ~ ~ p.; ~ ~ r `". ~~U~ G : •--~ ,r 'lam t~ w - i ~ O y ~ • w ~ ~ C W a •~ ~°' o O 0 O 0 O 0 C ~ M ~: ,-. .-~ v1 N -~ ~ . z 00 - 00 N ~. . L G H ~„~ ~ O rr ~ v ~- ~ ~" o ¢ c ¢ o ¢ Q ¢ •o: ~ ~ ~ ~ ~- = 0 O L v '~+ ~ O h ~ O ^ r N O w a O p W c G v, ~' o M r^ 'Gt' `^ 00 L •- N M d' a ~~~ J~~1~~ ~ ~ is 1t~ ~~~ ~~~~~~~~~~i~~~ ti ~ ~ ~ ~ o ax ^^„ _N C ~ m TJ T rn c ~ o r: U D m . b J ~.~. r O c 0 ' ~ a~ a ~, :~ N ~. 0 a 0 C a~ 1 c iii 0 z ~~~~~ MAR 12 +EtfEN~l~cuu~ir~~r~~ Q Ey a ~• O V U +r r". Cd V CC Cr .~ p N L U U ..r zr ~.r N n .~, ...~ C C ::~ C. 7 G G V ~:~ L v O L V i.+ C3 W N L C,> M G1 .. S. ~L O p .N T N .~ '~ ice. N .N C 0 v N r .a O r~ O C O .~ cG _O O. z N W O N 0 N .:G «T CL1 a~ O z W N N 0.. O N N (0 d T a N m N 7 LL ~~~I A~A,1 AW W r~r yV A~ NW 1~ C~ F p y A ~ L U O c r! C U ,.., ~ ' ~ ~ ..~ O N ."".i C O r.+ C V O c:: ' L M ~ z '~ ~r L, •O C7 q N ~, a~ O N C O C. ~ C <:: ~ L C r L L •C N s. a~ a 0 " ~- u ~ ~ i v'; 1 O C'. ~ d• M V ~ ~ ~ 1 ~ ~ ~ C C ,~ M ~ G N ,_., O O C/I ~ z N ~ i ~ ~ ~ ~ , ~ ~ o = to ~. :-, ~ o o v, v, ~', .~ M M M d' tt. ~ a ~ ~. 0 ~ A ~ C •~ ~ ~ ~ ~ ~ i N O ~ ON O i ~ G i r"' CJ ~ ~ ~`~~ O _ O rti w ~ ~' o a ~ ,~~~ G o N N , y C s '~ ~+ .--. .--. r C ~ ~ a~ rte. L ` . v1 r . ~ ~ i ~ ~ ~ i ~ .. G~ G1 ~~~~ ;: u ~ -. ~ M M M M d0 r.+ ' G.. . ..., ~ ~ ~ ~ ~ ~^ i i?` ~ ~U 0 0 0 0 0 0 0 ~ i ~ 'G:r 0 0 0 0 0 0 0 ~ y O W c r~ M°` -~~.: '~" '~ M C:1 M V'1 N Z_ M- ~ ~ CEO Cif Ci0 N ~\ Q ~ H •O ~ /~ ~,- ~~ G ~, ~ z ~ Q z c¢n ~' a U Q z ~ 7" a V O z ~ Q z ~ O w ~ O ~,~ (mil G1 ~ ~ ~ , ~ ~~ ~ o~ .. > o a ~ _ ~ ~ ^C ~ ~ p O N M C~ ~_ ... '~ ~ ~.. _.. c,~ ~._-! .. ~`+~ .,~,,,7 g.°°i .. c.~ ~. -^~ G I~ a I i^ ~N IM ~~ I~ I~~ '~ j~ N ~ ~ a3 ~ ~ ~ O •• u~ C ~ ~. z~. ~ 'G C ~ a ~ ~ N ,D c? 'II Cn J Q ~ ,~ii.+~.+ ~+•r O .~ Q~ 0 .-~ N 4-, O a. C of Lt7 y 0 z ~~A~EIV~ h 6 MAR 12 ~~nuun~uwum~u APPENDIX-D BORING LOGS INTRODUCTION' The field exploration program for the project consisted of drilling 3 test borings, performing Standard Penetration Tests (SPT), and discretely sampling soil horizons. The information obtained during the field exploration was used in conjunction with existing information obtained from the previous studies to characterize the subsurface conditions throughout the project area. The edited logs of the test are attached. The edited logs of the test borings should be included in the contract documents. TEST BORINGS Standard Penetration Tests (SPT), in general, were performed at-five foot intervals in the test borings. Portable penetrometer tests were conducted every 1.5 feet. Disturbed soil samples from the SPT, and hand holes were visually classified in the field then submitted to the OSC Materials Laboratory for more detailed classification and testing. Fine grained material and material with less than 30 blows/ ft, as determined from the SPT, were sampled using a Washington Undisturbed Sampler. Undisturbed samples were also submitted to the Headquarters Materials Laboratory for testing. Borings completed since 1985 utilized wet rotary methods with safety hammers for the SPT tests. Auger use was limited to a few holes and is -noted on the logs. Older log SPT values are based. on cathead-operated hammers. SPT values reported on the logs and prof les are the actual field measured SPT values. They have not been corrected for energy, silt content, rod weight and flexure, or overburden pressures. ,~ ,~, ~ ,~ ~ -~-~ LOG OF TEST BORING ~ Washington State ?- Department of Transportation HOLE No. H-1-01 ~ PROJECT Walker Creek Bridge Replacement Job No. OL-1177 Vicinity MP 307 SR 101 S.R. 101 Station 173+75 Offset 20' right C.S. 1603 Equipment CME 45 w/ autohammer Casing HW 20'/HQ 60' Ground EI 32.5 (9.91 m) Method of Boring Wet Rotary Start Date February 26, 2001 Completion Date March 8, 2001 Sheet 1 of 3 v n o E y a, ~ ~ = o a Standard Penetration Blows/ft 10 20 30 40 SPT Blows/6" (N) T ~' ?~ ~ ~ z d a~ Z a ~ ~ ~ ~ s ~ ~ u -' F- escription of Material m 3 ~ o ~ c v y c ~w i I I I I '1'~ ~~~~~~ ~~~ I I I I I I ( I i~ ~~ I I l I Q~ i i ~~ Zfl 1 w ••• 1 I I I I i I i 1U~~~~~~~ U~` ~'1LI1 ~~~ I I I I L t I I 5 ~~~ I I I i I I I I 3 D-1 Poorly graded GRAVEL with silt and sand, cobbles, .w I I I I 3 organics, angular, loose, brown, moist, Homogeneous, no ~ ~ 4 HCI reaction, with cobbles 2 ' I I I I (~) Length Recovered 0.5 ft, Length Retained 0.5 ft I I ( ( ~~~ I I I i w I f I ~'~ .1. I I I I I I ;: I 3 . • ~' I I I I I I 10 w I I I I 5 D-2 Poorly graded GRAVEL with silt and sand, cobbles, • • • ~ ~ ~ I I I I I I I I 4 ~ I angular; medium dense, brown, moist, Homogeneous, no HCI reaction w I I I (11) Length Recovered 1.0 ft, Length Retained 1.0 ft ., • ~~~ I I I i w1 I I I a I •• • •~~ I ; I ~ I l i I I L ~ ~ •1• I I i I I I 15-- I w I I I • • • i I I I 5 D-3 Poorly graded GRAVEL with silt and sand, cobbles, • • ~ 4 I angular, loose, brown, moist, Homogeneous, no HCI ) • I I I i 5 reaction 5 ~ I j (9) Length Recovered 1.0 ft, Length Retained 1.0 ft • • I I I ~ ,~i •w f 02/26/2001 I ..• •~• i I I w ! I .•. I i 2~ a P. g ~; ~o c c U U HALE No. H-1-O1 LOG OF TEST BORING PROJECT Walker Creek Bridge Replacement ~ Washington State 'I/ Department of Transportation Sheet Z of 3 Job No. OL-1177 ~ E ~ Standard SPT a ~ l z° o z ~ N m 3 ~ L ~ w o Penetration Bl lft Blows/s" ?~ ~, ~ Q. a~ a ~ ~, ~ ~ Description of Material ~ a ows (N) E ~ m ~_' rn -- I ° r9 c 1 20 30 40 ( 1 I I I I a D-a MC GP-GM, M.C.=10% • ~ . I I I I a ~ Gs Poorl raded GRAVEL with silt and sand, cobbles, g 1 • 7 , medium dense, brown, moist, Homogeneous, no angu ar ~ • 1 • I I I { (11) . ~ HCI reaction, soil coring. ( I I ( Length Recovered 1.5 ft, Length Retained 1.5 ft. ~ w ••• I I I I 02/28/2001 ~1~ I I 7 I I I I I I z5 I f i I I I I I I a D-5 MC SM, M.C. = 39% I I I I 5 GS Silty SAND with gravel, cobbles & organics, loose, brown, I I I 5 AL moist, Homogeneous, no HCI reaction, soil coring s (10) Length Recovered 1.0 ft, Length Retained 1.0 ft. . ; I I I I ~ ~ ~ I I I I ~. G ~ .+ ~ I I I ~•~ .1. I I I I I I I I J t~ ~€~~ s ~` ~ I I I ' ~1~1~`~a~~~1Y~i1~~~ 11 30 ~ ~ I I I I soli" D-s . = Poorly graded GRAVEL with silt. and. sand, cobbles, ~' ~ I I I I (50/3' angular, very dense, brown, moist, Homogeneous, no . 1. I I I I HCI reaction, soil coring w I { I I Length Recovered 0.3 ft, Length Retained 0.3 ft ' •~• I I I I I I I ~ f ,o •• • ~1~ ( I I I I I I I `~ I I I I ~ • • • ~ i I I I ~ I I I I 35 ~ • . • I I I I 50/3^ D-7 Poorly graded GRAVEL with silt and sand, cobbles, • 1 • I I I I (50/3'~ angular, very dense, brown, moist, Homogeneous, no 11 HCI reaction, soil coring Length Recovered 0.3 ft, Length Retained 0.3 ft • • I I I I ';; I I I I ••• ~1~ I I I I I I I I I I I I ,2 ~1~ ` I I I I ~ I I I I ~ ao ~ ~ 1 ~ I I I I I I I 50/3^ D-8 Poorly graded GRAVEL with silt and sand, cobbles, i . . ~ (5013") subangular, very dense, gray, moist, Homogeneous, no :w 1 I I I I HCI reaction, soil coring ~ • i• j I I I I ~ Length Recovered 0.3 ft, Length Retained 0.3 ft 1 t I I I ~ 13 ~• • I I I I I.1, ~ I I I I I ... . •1• I I I I I i ~~. ~ I I I i ~ i 1 ° ec '•• • ~ __ ~ HOLE No. H-1-01 PROJECT Walker Creek Bridge Replacement BOG OF TEST BORING ~ Washington State .,, Department of Transportation Sheet Job No. 3 of. 3 OL-1177 E d Standard SPT °- T ~ ~ " I z o Z " ='• m ~ c y l z n N ~, ~ o Penetration Blows/6" ?~ ~ a m I a m y Description of Material ~ E 2 o ~, ~ a Blows/ft (M E o ~ ~ y ~ ~ ~- 'o ~ - 10 20 30 40 t ~ ~ ~ I I I I 5a3° ~ D=s Poorly graded GRAVEL with silt and sand, cobbles, L ~ I I I I (so/5'~ angular, very dense, gray, wet, Homogeneous, no HCI 14 •. • reaction, soil coring i ~ (~ I I I i Length Recovered 0.3 ft, Length Retained 0.3 ft ~ ~ I I ( I ., . ~~~ I i I I I I I i I I I •~• I f I I 15 ~ I I I I Poorly graded GRAVEL with silt and sand, cobbles, • • • I I I I angular, very dense, gray, wet, Homogeneous, no HCI. 50 ~ ~ reaction soil coring ~ I I I I 50/2" " D-to Len th Recovered 0.3 ft Len th Retained 0.3 ft. I I I I (50/2 ) Basalt, cresent formation, slightly breciated, calcite veins, I I I I F~ highly fractured, weathered, with cobbles, angular, very I I I I dense, gray, wet, Homogeneous, no HCI reaction. RQD weathered bedrock at 51.0' I I I I 13 ,s ! I I I I I I E 1 I I I 55 I I I I I I I I I I I I I soil" D-11 Basalt, cresent formation, slightly breciated, calcite veins, 17 I I I (so/1") highiy frachured, highly weathered, moist, Homogeneous, I I I I FF no HCI reaction, soil coring. weathered bedrock. I I I I s Length Recovered 0.1 ft, Length Retained 0.1 ft. I I I I RQD I I l I I I I I 3s 18 I I I I I I I I I I I I Basalt, cresent formation, slightly breciated, calcite viens, I I I I highly fractured, highly weathered, moist, Homogeneous, so I no HCI. reaction soil coring , Len th Recovered 0.1 ft Len th Retained 0.1 ft I I I I (5o/r~ I I I I I I End of test hole boring at 60.1 ft below ground elevation.. 1s I I' I I I I I I ~ I I I I This is a summary Log of Test Boring. Soil/Rock I I I I descriptions are derived from visual field identifications I I I I and laboratory test data. ss 20 I I i ~ I I I ~ I I I I I I I I C ~~ ~~~ ~ f. /1~ ~ ~~~ I I I i I I I i 1 MAR 12 200? ~ i i i i I I I I (( (~'(((( ' rr'' rryy~~~ ~~UUN11 ~~~ ~~ i 2, ; I I I I ~ u t ~ ~ I i I I I ; I LOG OF TEST BORING ~ Washington State Department of Transportation HOLE No. H-1-93 ~, PROJECT Walker Creek Brid a Replacement Job No. OL-1177 Vicinity MP 307 SR 101 S.R. 101 Station 175 + 00 Offset 22' Rt C.S. 1603 Equipment Casing HW/HQ Ground EI 29.5 (8.99 m) Method of Boring Wet Rotary Start Date December 15, 1993 Completion Date December 15, 1993 Sheet 1 of 3 E ~ Standard SPT a ~ F- ° z o a? m ~ °' a °? ~- o Penetration Blowsl6" ?~ ar z a m a = m~ Description of Material 3 ~ N N ~ c 10 20 30 40 II • ~ I ~ ! t D-~ Sandy GRAVEL with a trace of silt, very loose, dark gray, w I I I ! I 2 moist. • • I ( I 2 Length recovered: 1 Ft. II « I . ; I ' I I I I I I I t4) ~ • I w • I I I I I I I i 4 I I ~ . 1 . ( I ~ I I ~ w I I I I 6 ~~ D-2 Sandy GRAVEL with silt, medium devise, dark gray, moist. e ~ I I I a ' " 1 • Length recovered: 1 .3 Ft. I I I 5 I I I I (25) • ~ • f/ I I I 2 • l I I I I I I I . i w • . I I I I I I I I • 1 • I I I I I I I I 2 ' D-3 Silty sandy GRAVEL, very loose, dark gray, moist. 3 M , I i I i ~ I Length recovered: 1 Ft. 70 • I I I I I 2 ° I o d I I I I I 00o I I I I I I i i 4 0 o ono ° I i I I i I I I ~ -~1 '^ I ~ I I I I o° o ~ ~ I p_4 Well graded GRAVEL with sand, loose, dark gray, moist. O O I I I 2 ! Length recovered: 3" . ,s °o°! ~ I I I 1 I i i I 2 i I ``~~ ~~~ ~ (t `~ ~ ~ J O O I I i i t ) 4 i Ji ~' \`~ i ~ I ° ° ° I I I ~^~~ Q ~ p~ , I i I I ~ ~~~~~~~ ~~~"t ~ I i ! I ~ •; II • » I ' ~ is D-s Sandy GRAVEL with some silt, very dense, dark gray. i s ~ w i ~ 2s ~ I Length recovered: 11" (wet) 20 a a N a a N a c? a 0 LOG OF TEST BORING HOLE No. H-1-93 PROJECT Walker Creek Bridge Replacement ~ Washington State -,, Department of Transportation Sheet 2 of 3 Job No. OL-1177 v L , o I E N ~ ~ ~ w o a` Standard Penetration Blows/ft 10 2Q 30 40 SPT Blows/8' (N) ! al ~ ~ ~ z o v Z a. m ~~ ~ I ~ ~, ~ y l J r Description of Material ~ ~ ~ o ~ m E E c 'I I ( I I 32 • • ~~ I I I f I I I (61 ~ . M , ~ ~~ I I I l I I I 7 ~ I f I I I i I I I , ~ I I I I I I 25 ~ I i I ( I 4 D-6 Sandy GRAVEL with a trace of silt, loose, brown, wet. w ( I I 2 Length recovered: 8". 8 • ~! , l I I I 25 ( .. I I I I I ( I I ts) •~. .~ ~ . I I I I I I I I I f I s ••I I I I 30 ~ ~ • I I I I 12 D-7 Sand GRAVEL with a trace of silt, dense, brown, wet. 6 Lengt recovered: l'3". II I I I I 1 . • •~ . I I i I i I I i I I I I 28 (34} ,o I i t I I I I I . ( . ~ I I I I I I I I «~ • I i I I 1 35 ~ I I I I 52 D-8 - Sandy GRAVEL with some silt and a 2" layer of brown •I , 27 sand with silt, dense, gray, wet. (cobble present). 11 ~ i • I I I 11 Length recovered: 9". 5 •~ I I I I I i I i I I I I (38) ~ ';; I I f f I I I I L . I I i I 12 I ( • ( f I I ao «wf ( I ~ « I I I I ( I I I 5s •' I D9 Silty sandy GRAVEL, very dense, brown, wet. " I > ~ 50/3 l . Length recovered: 8 > ~Iw ~ I I I I (50/3'7 I ~ ~! M. w I I I I I I I I ~ 1 f' ~ ~ , fi t ~~~ i ~ I I I I ~,~ , Y lt ~ 4 ~ ,3 ' . ~ ~ ~\,, ~,~~ ( ~_.~ ~ ~ I I I I I I I I ~ `~ ~~7 ~~ I i I I ~ . t :~, ~ ~: ~ I , I LOG OF TEST BORING hiE7LE No. H-1-93 PROJECT Walker Creek Bridge Replacement ~ Washington State .,, Department of Transportation Sheet 3 of 3 Job No. OL-1177 v r g a~ o ~ N ~, ~ ~ ~ '_ o a` i Standard Penetration Blows/ft 10 20 30 40 SPT Blows/6" (N) ~ ~ ?~ (. n ~ ~ z o a~ Z n a~ E ~ m ~ ~ a= m ~ '' ~ ~ Description of Material m 3 c ~ o ~ ~ °1 2 ,~ ~ I I I I ,oar' D-,o Bedrock wash changed to gray at 44' also drilling become ~ I I I I (,ooh,) smooth and hard. Possibly soild rock. ,a ~ I I I I ~ I I I I ( I I ' No recovery (small amount of gray silt on sampler bit). 5 I I I f i I I I I I I I I I I I I 50 I I I I I i I I I I I (,001,'7 Test drilling stopped 49.7" below ground elevation. Small amount of BASALT rock recovered. - ,s I I I I I I I I I I I I I I I I I I I I 55 i I I I I I I I I I - t~17 I I I I I I I I I I I I I I I I I I I I ' ,e I I I I I L i I I I I so I ~ I I I I 1 I I I I I . ,s I I I I i I I I ! I I f i I I I ~ I I f f ~ I f ' s5 I I I I I I I I i I I I I ~ ~ zo ~ I I I f \~: " ~ ~r I I I I I I ( I I I I I I I I I ~ ' ~ i .. ~ ~~ d~ , ~ ~ ~ I ~ I I I `` ~ ~. ~`" ~~i~ ~ I I 6 I ~~ ``~~~ ~ z, ! I i I ~,~~b - ~ ~ ~n , ~ ~ ~ 0 0 0 'a 0 LOG OF TEST BORING ~- Washington State Department of Transportation HALE No. H-3-~1 PROJECT Walker Creek Bridge Replacement Job No. OL-1177 Vicinity MP 307 SR 101 S.R. 101 Station 175+20 Offset 20' left C.S. 1603 Equipment CME 45 w/ autohammer Casing HW 15'/HQ 60' Ground EI 26.0 (7.92 m Method of Boring Wet Rotary Start Date March 26, 2001 Completion Date March 30, 2001 Sheet 1 of 3 ~ r g E ~ :: ~ ~= o Standard Penetration 10 20 30 40 SPT Blows/6" ~^ ~ d cn z° o I a~ Z a m ~ ~.. ~ ~ ~~ DescriptionrofMaterial ~ 3 ~ C7 a E . ~ . I I I I '~ . ~ I I I I I I I l I I I I t . • 1 w ~ . • I I I I I I I I I I i I I I I I 5 ~ I I I I I I I I " i • I I sots D-t Silty GRAVEL with sand, with cobbles, angular, very " • I I I I I I (506"j dense, gray, wet, Homogeneous, no HCI reaction, 100% I fluid loss 2 ~ ~ • I I I Length Recovered 0.4 ft, Length Retained 0.4 ft ~ ~ w ~ • I I I I I I I I o ~ I I i I I I I I I I I I I I I 3 -2 ilty SAND with gravel and cobbles, subrounded, loose, I I I I s I gray, moist, Homogeneous, no HCI reaction, 100% fluid 3 I loss I I I I (s) i Length Recovered 1.0 ft, Length Retained 1.0 ft I I I I I I t I i ~~t;~( Y ~ ~ ~~,~ -h'e 1~~ ~ 4 I ( I l i I I 15 I I I 3 D-3 MC SM, M.C.=17% ~ ~ ~ ~~ It ~l~~ ~ I I I I ; s GS uT~rounded, loose, Silty SAND with gravel and cb'I, ~ ~ '~ ~ I I I I ~ 4 gray, wet, Homogeneous, no HCI reaction, 100% fluid s :: :: :: I : I I I I (to> I loss 1 I' :: :: ; I I ~ ~ ~ I I I i ,Length Recovered 1.0 ft, Length Retained 1.0 ft I : : ::i : i 6 ~: ~ ~ ~ I I i ~~ L r i i i i i HOLE No. H-3-~~ LOG OF TEST BORING Washington State Department of Transportation Sheet PROJECT Walker Creek Bridge Replacement Job No 2 of 3 OL-1177 v E ~ Standard SPT ai ~ ~ z z° I = ( 3 °' L g ~ ~, ~= o Penetration BlowsJ6" ?~ m g ~ a m ~ ' Description of Material ~ ~ E 2 o ~ d Blows/ft (M ~ ~ F F - o I ~, I c 10 20 30 40 ~ ~ ~ \ I I I I 1 D-4 MC SM, M.C. = 32% t ~ GS Silty SAND with gravel, organics, very loose, dark brown, I I I I I ~ wet, Homogeneous, no HCI reaction, 100% fluid loss 1 \ I I I I (2) Length Recovered 0.8 ft, Length Retained 0.8 ft ,I I I I I I I 03/26/2001 ~ I I I I ,0, I I I I ~ I I I I p~0 I \I I I { I I I 25 C7 , ~ O ° O I ( I 9 D-5 MC GW, M.C. = 11 ° q I I I I s GS Well graded GRAVEL with sand, cobbles, angular, _ » medium dense, gray, wet, Homogeneous, no HCl - a ° (20) reaction, 100% fluid loss p p 0 I I ( I Length Recovered 1.0 ft, Length Retained 1.0 ft ° ° ~ I I I { 03/29/2001 o°o I I I I 9 I I I I I I I I I I I I { I I 30 I I I I 2 D-6 MC SW-SM, M.C.=25% I I I I 2 GS Well-graded SAND with silt, gravel and cobbles, angular, I I I I 2 very loose, brown, wet, Homogeneous, no HCI reaction, I I I I (4) 100%fluid loss I I I Length Recovered 1.0 ft, Length Retained 1.0 ft ~o I I f I I I I I I I i I I I ~ I I I i I I i I 35 ° 0 ° I I ; ( 5ols" ~ D-~ Well graded GRAVEL, with cobbles, angular, very dense, ~~ o O° O 0 I I I I I I { I (SOJS") gray, wet, Homogeneous, no HCI reaction, 100% fluid loss Length Recovered 0.3 ft, Length Retained 0.3 ft ° ° I I I I I I I I ~ ~ ~ t I I o°o ~ I ; °o° I I I I ~~ ,~~ ~~ f~ 1z I l I I I I i i I ( I , ~,,.._,J ~ , , ~,; ~ ~ .~ ,~, I ,~~~ ' 40 I I I I • ' ~ ~ ~.~ ~ ;~ 1 ~ ~ ~ 5o/T D-a BASALT, cresent formation, calcite w s; medium I I I I (5011") ( grained, moderately weathered, moderately weak rock, I I I ( ~ no HCL reaction. Discontinuities are moderately spaced ~ I I I I and in fair condition. 100% fluitl loss. Weathered ~ bedrock. ~{ ~ ,-?~ I I I I I ~ I I i Length Recovered 5.0 ft, Length Retained 5.0 ft. 13 I I I i ( I I I ~ i i ~ I ~I ~I I I I I I I iL dq I i HOLE No. H-3-01 LOG OF TEST BORING ~ Washington State .,, Department of Transportation Sheet PROJECT Walker Creek Bridge Replacement Job No. 3 of _ OL-1177 v n tj ~ m ~ ~ o d Standard Penetration Blows/ft 10 20 30 40 SPT Blows/6" (N) a d ~~ ?~ I ~ ~ z d m Z g m cE° H ~ v a= m ~, -' ~ Description of Material ~ 3 ~ ~ ~ c E 2 c ' ` I I I I sat D-s BASALT, cresent formation, calcite viens, medium ~ I I I I (sort") i grained, moderately weathered, moderately weak rock, 1a no HCL reaction. Discontinuities are moderately spaced ( I I ! and in fair condition. 100% fluid loss. Weathered I I I I bedrock. I i I I I I I i I I I Length Recovered 5.0 ft., Length Retained 5.0 ft. 15 I I I I I I I I I 50 I ! I I I I I I ~ I 50/0 0-10 BASALT, cresent formation, calcite viens; medium I I I ( ( ~ Sao' FF D-tt grained, moderately weathered, moderately weak rock, I I I I no HCI reaction. Discontinuities are moderately spaced I I I I RQD and in fair condition, 100% fluid loss. weathered bedrock. I ! ! I ao Length Recovered 5.0 ft, Length Retained 5.0 ft. is I I I l I I I I I I i I 55 I I i I I I I I I I I I I I I i FP 0-12 BASALT, Cresent formation, calcite veins, medium 17 q grained, moderately weathered, moderately weak rock, I I I I RQD no HCf reaction. Discontinuities are moderately spaced I ~ I I sb and in fair condition, '100% fluid loss. weathered bedrock. I ! I I I I I I I I I I Length Recovered 5.0 ft, Length Retained 5.O ft. is I I I I i I . I I so I I ! I I I I ! I End of test hole boring at 60 ft below ground elevation. I I I I This is a summary Log of Test Boring. Soil/Rock I I I I descriptions are derived from visual field identifications t9 I I I I and laboratory test data. ~ i ~ I I i I I I i I I I I ( I i ~~0 I ss 2o I I I I I I I I ~ ~ ~~/- ~~~1 ~ - I ( I I i I I i ; ~ ~\.`~ +~ ~+ ~ ~` ~~~~~ I .Ili I i ~ ~~ `' 21 i i I I I I j L ~n ~ i I I i I I s 0 0 a O FfOLE No. H-4-~~ LOG OF TEST BORING Washington State Department of Transportation PROJECT Walker Creek Bridge Replacement Job No. OL-1177 Vicinity MP 307 SR 101 S.R. 101 Station 173+75 Offset 20' left. C.S. 1603 Equipment CME~45 w/ autohammer Casing HWlHQ Ground EI 30.0 (9.14 m) Method of Boring Wet Rotary Start Date February 13, 2001 Completion Date February 22, 2001 Sheet 1 of 4 v ' ~ E m ~, ~ ~ a Standard Penetration Blowslft 10 20 30 40 SPT lows/6" a T ~ a ~ o z o ~ Z E ? y ,.. ~ ~ F escription of Material m ~ ~ ~ a~ ' - ° c~ I I I I O°o °~° I I I I I i I I ° I I I I p° p opo I I l I 1 ° I I i I o°o O O I I I I H ~ ° ( I f I 02/13/2001 5 o, o O Q O I i I ( ° o I I I I 5, a1 Well-graded GRAVEL with sand, cobbles, subangular, o° o I I I I a loose, gray, wet, Homogeneous, no HCI reaction O O 4 Length Recovered 1:0 ft, Length Retained 1.0 ft 2 ° 0° ° I I I I I I I I (8) 1 o ~ p~ I I I I 02/20/2001 co I I I I o°o °0° I I I I I i I I ° I I I 3 o° o 0 0 I I I ' I 10 ~ ° I I I I s D-2 Gw, M.c.= 7"~0 ~° ~ I I I I a Well-graded GRAVEL with sand, cobbles, subangular, ° p ° I I I I 4 loose, gray, wet, Homogeneous, no HCI reaction ° I I I (a) Length Recovered 1.0 ft, Length Retained 1.0 ft. O°O °p° I I I o I I I I 4 c,°O° °'~° I ~ I I I I I I I I I 1 O I I I I 15-; ° o o I I I I g D-3 ~ Well-graded GRAVEL with sand, cobbles, subangular, , O O O I ~ I I I ~ 4 ~ medium. dense, gray, wet, Homogeneous, no HCI ~ 6 I ~ I ~ ~ s (13) ( ~ reaction n L th R d 1 0 ft L th R i d 1 0 ft t op ~ I I , I I . g ecovere e . , eng e a ne . I I o o ° 0° o °° o~ h I I\ I I I i '~~ I I I I ~' I I ( -~ ~`"~ ~~ ~ 0 ,, ~ ~ ° a o ` I I I. `;i i I i \ ~ ~~ ~~ ~ ~ ~~~~ ` o pp \ I I i I ~ I __ a _ ~n 8 ° 9 ° i ~ I ~ i ~ a c c; v c L i C v H®LE No. H-4-01 LOG OF TEST BORING ~ Washington State .', Department of Transportation Sheet PROJECT Walker Creek Bridge Replacement Job No. 2 of 4 OL-1177 ~ ~ ~ Standard SPT ,~~„ ~ z° o ~ c ~ .c ~ °, ~= a Penetration Blows/6" n m Z a ~ J F Description of Material 3 ~ ~ ~ Blows/ft (N) ~ E = ~ Fr ~ c 10 20 30 40 ~ I I I I I 50/a" D-a Poorly graded SAND with silt and gravel, cobbles, very I ( I I (so/a") dense, gray, wef, Homogeneous, no HCI reaction, drove on cobble - I I I I I I I I Length Recovered 0.3 ft, Length Retained 0.3 ft. ~ ~ 1 I I I I I i I I I I 25 I I I I I I I I I I i I I 50/6" D-5 SP-SM, M.C. = 16% I ( i I (50J6") Poorly graded SAND with silt and gravel, cobbles, very I I I I dense, gray, wet, Homogeneous, no HCf reaction, drove s ( I I I on cobble _ I I I I I I I I Length Recovered 0.5 ft, Length Retained 0.5 ft. °o° I I I I I I I I 0 o I I I I I I I I s °oo - 30 q 0 ° O I I I I 50/5° " 0-s Well graded GRAVEL with sand, cobbles, angular, very ° ) (50/5 dense, gray, wet, Homogeneous, no HCI reaction, drove CJ I I I I on cobble o ° o ( I I I Length Recovered 0.4 ft, Length Retained 0.4 ft. °o~ I I L I ~ l to ° I I I I 5 I I I I I I ! I I I I I I I I i I I I I 50/5" 0-7 SM, M.C. = 10% I I I I (so/5~) Silty SAND with gravel, cobbles, very dense, gray, wet, 11 I I I I Homogeneous, no HCI reactior, drove on cobble I ( I I I I I I I I Length Recovered 0.4 ft, Length Retained 0.4 ft ° ~ I I I I . q i I I I t2 °°° 00o I ! i I I I I ao q I I ( ( ° ° o O O I I I I 50/2" ' ~ D-s ' Well-graded GRAVEL with sand, cobbles, angular, very ~ (50/2 dense, gray, wet, Homogeneous, no HCI reaction, drove q I I ( I on cobble. ° ° ° I I I I Length Recovered. 0:1 ft, length Retained 0.1 ft O O 0 I i I I 0 ~ ~' I f I I ~~ 13 ~QD ~ 1 I I ~~ ~ °C j ! I I I 1"iH1t 1~ Lik O 0 0° i ~ I I I I as ~--~ ~ ~ I ~ ~ ~ 1 ~ 0 0 c~ 0 h 'a i n O HOLE No. H-4'~'~ LOG OF TEST BORING PROJECT Walker Creek Bridge Replacement ~ Washington State -,, Department of Transportation Sheet 3 of _ Job No, OL-1177 v ~ ~ Standard SPT T z° o m I m a ~ o Penetration glows/6" "~ n ~ m ~ J Description of Material ~ ~ 0°7 ~ o_ Blows/ft (M ~ ~ F- ~- ~ c 10 20 30 40 m ~ ~ 0 0 ~ I I I 5ola^ D-s Well-graded GRAVEL with sand, cobbles, very dense, ~ I I I I (50!4'7 gray, wet, Homogeneous, no HCI reaction, drove on ~ 1a o, o O 0 O I ( ( I cobble - Length Recovered 0.3 ft, Length Retained 0.3 ft ~' o I I I I °~ ~o°I I I I I I I I I ,5 :: ::, ~~ ::: I I I I i i I i I l I 50 I I I I I I I I 5014" I D-,o SM, M.C. = 16% I I I I (5014") Silty SAND with gravel, with cobbles, very dense, gray, I I ( I wet, Homogeneous, no HCI reaction, drove on cobble I I I I Length Recovered 0.3 ft, Length Retained 0.3 ft. ,s . I i I I I I I f I I I I I 55 I I I I I I I I I 50/3" ~ D-„ Silty SAND with gravel, cobbles, very dense, gray, wet, 17 I I I (5013'7 Homogeneous, no HCI reaction, drove on cobble I I I I i I, I I I I I i I I I I f I Length Recovered 0.2 ft, Length Retained 0.2 ft ,o, I I I I I I I I 18 000 1 I I I so oQ I I I I I I I ~ sol2" D-12 Well-graded GRAVEL with sand, cobbles, angular, very O ~ O I I I I (so12'~ dense, gray, moist, Homogeneous, no HCI reaction, I O I drove on cobble H Length Recovered 0.1 ft, Length Retained 0.1 ft O O °o° I I I I I i 19 Q i I I o, o °o° I I I i I I I i ~ ° l I I I ~ ~ coo I ~, I I I I ~ 65 Oo' Oo '~ I I I ~ ' I I I 50!2" ' i , D-13 Well-graded GRAVEL with sand, cobbles, subangular, zo r ~ ° C (solz ~ ~ i very dense, gray, moist, Homogeneous, no HGI reaction, i I I i I drove on cobble O' G I I i j ~ ~ Length Recovered 0.1 ft, Length Retained 0.1 ft oo I i I ( I I ~ ( ~ ~ `j' ~, ~ ~ °o~ I I I i , ~ ~' e z, ~ ~o' o I I I I i I I I , e~ .~ ~~~ .~ ~ . ~ . ,0 0 , . ~~~ I I I I a ~ ' 70. lo, o I ' ~ c e ti ~_ o Vvrr~yUiyl~r , r~~- I' HOLE No. H-4-01 LOG OF TEST BORING Washington State Department of Transportation PROJECT _Walker Creek Bridge Replacement Sheet 4 of 4 Job No. OL-1177 v ~ E , ~ ~ ~ o a j Standard Penetration Blows/ft 10 20 30 40 SPT l3bwsi6' N T ~ a ~ z d I m Z ~ a ~ ~ E ~ I ~ ... a y ~ ~, t- I Description of Material i " 3 ~ ~ ~ ~ E ~ 2 i p ; I I I I soiz" D-14 Wefl-graded GRAVEL with sand, cobbles, subangular, G q I I I I (5oi2) ~ very dense, gray, moist, Homogeneous, no HCI reaction, ° ~ ° ~ ~ I I I I ' drove on cobble ^ i Len th Recovered 0 1 ft Len th Retained 0 1 ft I I I I . . ~ i I I I I I I I I I I End of test hole boring at 71.5 ft -below ground elevation. ' I I I I This is a summary Log of Test Boring. SoillRock ~ I I I I descriptions are derived from visual field identifications I ~ I I and laboratory test data. 7s I I I I r 23 I I I I I I I I l I I I I I 4 I I I I I I I I I I I I I I 8o I I I I I I I I I I t f zs I I I I I I I I I I I I I I I I I I I I. 65 I I i ~ ! I ! 1 2s I I I I I I I I 1 v I I I I I I f I I I I ( I f I I~ ~ ~°~~ so-~ I I I I I ~ ~' ~~ i ~ ~ ~ ~ r IIII I I I I '~r~~~ ~~'~r X28 f I I I I I I I ~ ~ I I ~ I t 95 ~ -- I I I I I I I I I I I ~ I I I _ i I ~ I I. i a ..1 ~ ~ y APPENDIX-E LABORATORY TEST DATA ~~ t~{~~ ~ IEEft~a~1111~pf,0 SUMMARY OF LABORATORY TESTING Laboratory testing was performed on selected samples from the field exploration program. The samples are grouped into two categories, disturbed and undisturbed. Disturbed samples are those that were obtained during the Standard Penetration Test while undisturbed samples are those samples that were obtained using the WSDOT sampler. All disturbed soil samples were visually examined and then grouped together based on particle size distribution, consistency, and color. Once groups of samples were established that had similar characteristics, aminimum of one sample per group was tested. The testing consisted of performing particle size analyses, determining the liquid limit if applicable, and determining the plastic limit and plasticity index if applicable. The tests were done in accordance with AASHTO T-88, T-89, and T-90 guide specifications respectively. After the testing was complete, the samples were classified using the Unified Soil Classification System (USCS). -~. ~~,Y, `~ ~~~ -~~~~~~ -- d i Z Z i I i g _ , °o m E o y .~ d d Z 6. Z I ~ o I ! l :° ~ ~ ~ I ~ ~ I _ c~ ~ ~ a Z a Z f ~ . ~ I I I ~, T i i ~ P =~ ~ i o ~, Q ~a ~ ~ M U m N I ~ i m a ~ ' ~ c j ~ o m O T t N Nf ~ Z N ~ O I ~ # m t. ~ ~ O ~ CC C N W ~ C N {y 7 (n 0 - 3 -~ (7 r c a . W ~ 3 m N ~ o ,~ p a`~i ~ Z a ~ ~ ~ p Q ~ ~, ~ .a ~ ` Z N p ~ ~ E O m ~ ~ J N ~ ~ ~ N <n i ~ O # N O o °,~' - m o U ~ I I ,r - m O r O N ~ L o O N ~ ~ - C ~ A ~ _ N ~ ~ ~ _ tlf fq C ~ Ql O O) O C O. m r ~ O1 ~ e ~ _ ~ ~ N U ~ ~ y i y N ~ ~' m ~ N- ~ ~ `~ o 0 0 0 0 0 0 0 o a,~ 'o - `' „~' yf ~. ~ fn o rn m n co. u~ v rs cv ~ ' .,. ~ h 9 ~ N ~ to ~ . ~, . _ ~:; `~ ~ ~. ~-- -` ~ ~ 346iaM ~(g ~aui~ ~ua~~ad ~o c .~. ~ U C7 ~ co I = N o U o ~ ~~ ~ R,+ ~ ~ O ~ ~ o r; ~ z ~ ~~~ '' ~~ ° Z ~_ U o I ~ W ~ m ~ I ~ N N I ! C Y o p p (~ -I O o d . E I Q ~ ti Q ~ c M O M i O U ~ o I Z. M !~ 0 0 ~ O Y L O N Z C O 1 ~ ~' _ aE O `" ~ m m ^ ~ ~ n q v ao ~ i ~ ' Q e ~ I Q a o I 0 Q 0 ~ 0. ^ ~ o o nnnQ/// ~ > M ~ 'fi'nn Z y N Q N N i ~ ~ d' r V ~ Q1 O 0 0 ~~ I -7 = n. ~ ~ 8 I ~ B k ~ ~ B _w is $~r ~z~ o ~ Z o ~ ~ Z ~ I + ~- I ~ I ~ I f ~, ~~ ~ I Z I ( I ~ ~ ~ ~ ( ~ ~ A ° r ~' ~- I I ~ ( I ~ Q I ~ I i ~ ~ ti i i i I I ~ U ~ ~ ~ y I i I ~ 3 ~ o O I ~ T f I I I ~, O I I ~ I O ~ L - a i 1 I ~ Z _ Q o ~ rv ~ . °- j ~ < N O i f N ~ m C7 ~~ I E I I 1 ~, ~ r, ~ c0 Z . p ~ i ~ m ~ Q N f I I I 1_ - - O CL > I ~ .:.J ~ ~ I V o ~ ~ I `tt ~ I ~ a I II n m ~ 0 ~ t` ~ ~ I I I I I ~ _ m ` t O ~ H fU ~ ~ I .O ~ U C ~ ~ ~ m C cn ~ c7 ~ o > c~ C I I I ~ o Z a •~ I < ~ ~ ~ C o ,y ~ I U ) ~ y rJ C7 J O ~ u_ ~ O O O O O O O O O~ O O N O QI I)~ f~ t0 LL} Q crI cv. ~ cLia M ~ N iy6iaM ~(g ~aw~ wa~~ad r O ~ ~ ~ ~ > N ~ O n ~ ~ ~ (n U ~ O p , /~ z v ~ (/~ ~ U N W p N ' ~ ~, Z _ I- ~ o ~ ~ 1"y , Y ~, a y ~ E- Q c o ~ ` r~ z t M >_ p N ° E N ~ O ~ O Q N 0 2~ Q o M "' Q <D Q f ~ _ O Z _ 2= ~ ~ Q > O ~ O tD ~Z U N "- ~ ~ O (~ CD r a ~ e ~ o ~ G ~ -- 1 ~ I I - - - `-- -= ~ v~~l :~ ,~uano~~ ~ I a z z z l z o I I ~ I ~- N a z ~ z z z I C N N ~ w~ I I I M ~ o I -~ Z I Z Z Z w I o~ ~ ~ T I I f 'C V h l N r to Q ~ I - ~ y ~ r M r N I m I ( 6 a Y i ~ d ~ I I O N ~ ~ I ~ T. N (7 ~. ' J " ' ~ o° ~ ~ # I m N Z ~ ~' a ~ cv w w t ~ ~ ~ ~ ~ '3 ~ J _ _ N ~ lL J ( c C7 C7 U1 n ( ~ y ~ ~ ~ ~ ~ ~ ~ ~ (B ~ ~ Q - ~ ~ I ~ ~ ' } ' ~ Z I ' 0 1~ ~ W ~ ..Q --~ --~ C7 ^ ~ J ~ ~ ` ~ 1 ~ o I # ~ N ~ ~ uy~ G f6 U l v I - m o r rn ~ O L O ~ CV e' a C ° _ ~ ~ N ~ O ~ ~ O O O O ~ a I /~ ~ `~ `a c C c c ~ I ~ ~ U o ~ I ~ ~ ~ a a ~ m a i _ I i ~ .0.. N f4 L _ d ~ d VI M ~ d ~ O rn m- ti m uoi a c°'1 N o o ~~ ~ fn I ~ ~ ~ En ~ ~ ;y6iaM ~Cg ~aw~;uao~ad ~ ~ J~~ ~~ ~ U ~ ~ ~ ~ ~ r ~; fn f/~ ~ I r~ ~ o 0 0 z ;a Z ~ ~ ~ C 1 ~ o W I ` m _ ~ _ r r ° I p r r r O d l m ~ co Q ~ O in ~ m ~ U N C to ~ J p o o o i ~ I ~ ~ r r r N h O7 ~ 00 O ~ ~ o M a - ~ ~ r, L r Y I ~ z O D O O N O f M ~ la~ ° ,~ a' ~ co m to ~ ai O ~ ~ h m l0 ~ r v h ~ ~ ~ Q ° m N rn N I 0 2 ~ ~ ~ % . n u i I Q ~ ~ O O 'eN r I i O O I I ~ I Z a~ ~ ~ r O I N O N O M Q. ~ ~ Of r Of r CO Q f0 M - / ~ I V ° (O <D O O Q1 O 'V' N O] I Z ~ ~ ~ I ~~ f~ (7 I t d ~ Q~ ~ G I ~ CV O ~ O ~ I V a , ~ ~ ~ I 8 ~ i * I ~ f e ~ * I I ~ ~ 8 I ~ 1 * ( ~~~ ~'~7 r/ .^ .., ,~ t..3 s9 ~ ~Y~~ i c a i a z a z a z 1 a z i I o ° . I o a N ~ n- a Z a Z a Z a Z I ~ + I I ~ I C N ~ ~ ~°~ I "' ~ a a a a c o ~ Z Z Z Z m ~ ~ I ~ I < o ~ ~, I I ( tC U h m o ~c Q ~ m m ~ ~ .- ~ ~ m U ~ ~ I ~ c ~ ° ~ ~ o ~ o ' ~ N M I V ~ W / I ~ ~ I ~ ~'. ~ ~ Z ~ C ~ C~C t • ~ ~ , > .C ~ ~ ~ ~ I ' '^^ '^^ ' N ~ lL C W t ~~ V w V W i (A .a ~ o '3 '3 ~ a~ ~ o c N m ° Z a ^ ~ a ~ I ~ I ~ `n ~ o w u i a a ~ C D ~ } } m ~ ~ ~ ~ Q J j ~ J j ~ ~ N ~ m ~ ~ 1 5 ~ ~ ~.. Q _ ~ N # I Q I ~ e U I m i o r. O I N L I O N r' c d, c > ~ rn ~' N ~ ~ O ~ H y y y C m ~ O O O O ~ a c ~ r ~ O C m C O C O C ~ ~ I .n U ` ` o ` ~ ~ o a o a a o a ~ - , ~ ~ N N N 6~i N oo rn m ° ~ ~ °v m N o 0 fn ~ ~ _ ~ N ~ N ~ d ~ ~ ;y6iaM If8 ~aur~ ;uaaad I n f to ~ ~ a o N ~ ~ ~ ~ a i f U ~' N o 0o {n rn O ~ Cn ~ ~ ~ O O I ~ ~~ I o Z f O _ v U h l N a0 O I W r r 00 ~ O F'- f ~ ~ N . .- H J 0 ~i o d i E ~ O ~ O Q ~ ! I in o Q o ~ (( ~ ~ ( ~ \ N I tD I N c~'~ ? i o I 0 N ~ II ~ I I ~ Z c y t C1 D M O O !" ~ G1 L h ~ Z O { ~ O ~ Y ~ ~ ~ O N t0 tD N O ~ h ( <D ~ O _ I f" r ~ ~ ~ ~ I ~ v ~ I r9 h O ~ LL7 r ~ t!) CI M tf1 h ~!' 00 N d' I Q O O r t0 . lq h 00 h O M Q e I Q D CG O O O o o 0 0 Q l ~ Z a Q~ ~ N M o ~ n ~ h ~ ao ~ r u~ h N r n v o oo N ~c o ~ 0 a ~ o I n V C~ t 0 a -• ~ O D a= O ~ =a • IB ~ '~ • B ~~-~ ~• B t ~ ~ APPENDIY-F PHOTOS ~~~~ ~~ ~ ~~ ~ ~~ ,~,, ~ ~~~~~~ ~~~~~~~ TH-1-00, Depth 20 ft - 50 ft ii~l~d'~~~~Fi[- TH-1-00, Depth 50 ft - 60 ft Figure F 1 Rock core photos for boring TH-1-O l MAR 12 20D7 J[~{N{a1I~~UUNIYUGt+ TH-3-00, Depth 50 ft - 60 ft li3~a'~a~~~~~ J[NI~NM~UIINIYU6u Figure F2 Rock core photos for boring TH-3-01 Existing Timber Bridge Figure F3 Existing timber bridge ~. , , ~, ,~, ti.r Y~~ ~A~.. ~- rA`... ~.j . ~~ e" ' A'.~ n~~'11~~'~aA t 1 `' , ,' ~` Timber Piles Support ~e-v~t- file Support at North Abutment ~ ~ ~UUNIY~j~~, Pile Support at South Abutment Ficure F~ Abutments of e;cistin~ timber bridge