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Home My WebLink AboutSlide Repair Retaining Wall Recommendations - PLN General - 2/24/1999 AW Washington State T Department of Transportation Memos Um Date: February 24, 199 From: T. M. Al�. C. Badger OSC Materials Laboratory, 47365 Geotechnical Services Branch Phone: 360-709-5461 Subject: SR-3, CS 2331, DMC-001 (FAX 360-709-5585) Allyn Curves Vic. Slide Repair Retaining Wall Recommendations To: J. Weigel/K. Kirker Bridge & Structures/7340 INTRODUCTION At the request of the Olympic Region, we are providing recommendations for a soldier pile tie-back wall to address an embankment failure. This embankment was constructed in 1994 as part of a large realignment project, the primary objective of which was to move uphill and off of several large, historic landslide areas. Beginning in 1997,the headscarp of one of these large landslide areas has retrogressed upslope and has now severely impacted the new highway. At the time of this memo, the embankment has settled more than 3 meters over a length of about 100 meters, and the highway has been closed since December 1998. The headscarp now cuts across both lanes. The proposed wall would be located just below the downslope shoulder to retain the embankment. SITE CONDITIONS Two test holes were drilled in 1995, H-1-95 and H-2-95, after construction of the new alignment which were located downslope of the then stable embankment (see Figure 1: Site Map). Six additional test holes have been drilled in 1998 and 1999, since distress was first observed in the winter of 1997-98. Test borings logs and summary laboratory test data are provided in Appendicies A and B, respectively. These most recent test holes were drilled for the purpose of characterizing the subsurface conditions and determining the thickness of the unstable material, as well as for the design of the proposed wall. Three figures depicting interpreted subsurface conditions, one profile at the proposed wall face (see Figure 2: Wall Subsurface Profile) and two cross sections, Station 22+140 and Station 22+190 (see Figures 3 and 4: Stations 22+140 and 22+190 Cross Sections, respectively). As a result of our explorations and analyses, we have defined four soil units listed from the uppermost to lowermost unit. Soil Unit 1 - Fill: This unit consists of embankment material placed for the construction of the new alignment. It is comprised of medium to very dense, brown and gray, moist, poorly graded sand with gravel to well graded gravel with sand. Moisture contents of tested samples ranged from 7% to 9%. Observed unit thickness at the proposed face of wall ranges from 2 to 6 meters. Attempts were I WeigeVK.Kirker February 24, 1999 Page 2 made to remove all of the asphalt surfacing, but 0.3 to 0.6 meter sized pieces of asphalt may also be present within this unit. Soil Unit 2 - Disturbed Glaciolacustrine: This unit consists of glacial lake bed sediments that are interpreted to be disturbed by either this most recent slope movement or, possibly, ancient movement. It is comprised of soft to medium stiff, gray with light brown mottling, wet, silt to fat clay. The soil structure displayed obvious disturbance. Moisture contents of tested samples ranged from 27%to 46%. Plastic indices range from non plastic to 37. Observed unit thickness at the proposed face of wall range from 2.5 to 6 meters, and 2 to 5 meters at the uphill ditch (approximately 5 meters left of centerline). Although none were encountered in our investigations, ice-rafted cobbles and boulders could be present in this deposit given our interpreted origin of this unit. Soil Unit 3 - Intact Glaciolacustrine: This unit consists of glacial lake bed sediments that are intact and undisturbed by slope processes. It is comprised of very stiff to hard, gray, wet, silt to fat clay. The soil structure displayed is homogenous or faintly bedded. Moisture contents of tested samples ranged from 30% to 39%. Plastic indices range from non plastic to 36. Observed unit thickness at the proposed face of wall range from 6.5 to 12 meters, and 10 to 13 meters at the uphill ditch (approximately 5 meters left of centerline). Although none were encountered in our investigations, ice-rafted cobbles and boulders could be present in this deposit given our interpreted origin of this unit. Soil Unit 4 - Advance Outwash: This unit is interpreted to be glacial outwash deposited in front of an advancing glacial ice front, and subsequently overridden by the ice resulting in a very compact deposit. It is comprised of very dense, gray, moist,poorly graded sand with gravel to well graded gravel with sand. The thickness of this deposit was not investigated. Given the fine-grained nature of much of the soils, ground water conditions were difficult to characterize. Moisture contents of the fine-grained soils are uniformly high, on the order of 30%to 44%. Piezometers installed in these soils yielded water levels around 6 meters below the ground surface to as much as 16 meters below the ground surface. Yet, soils tested below these measured water levels did not yield higher moisture contents. Seepage was not observed in the headscarp or slide debris exposed by the recent movement. Much remedial work has been done and is planned for the upcoming contract to intercept surface and ground water from above the highway. As a result of the above discussion, we have used a water level condition of 6 meters below the ground surface at the wall face for our design. DESIGN RECOMMENDATIONS Due to the depth of the unstable soils at the edge of shoulder, we recommend that a soldier pile tie-back wall be constructed near the edge of shoulder to stabilize the embankment. We anticipate that multiple rows of tie-backs will be necessary. Based J. Weigel/K.Kirker February 24, 1999 Page 3 upon our field assessment of the observed area of distress, we recommend the limits of the wall to be Stations 22+060 to 22+240. These limits terminate approximately 10 to 20 meters beyond the extent of deformation observed immediately below the highway at the time of our investigation. We have provided a profile of subsurface conditions at the wall face for determining pile lengths (see Figure 2: Wall Profile). We recommend that the soldier piles extend a minimum of one meter into Soil Unit 4 -Advance Outwash. The depth to this unit is not well defined at the wall ends, but we expect the top of this unit to be encountered no deeper than elevation 57 meters and 60 meters on the south and north ends of the wall, respectively. On Figure 2, we have estimated the maximum probable depth to this unit in these areas, so that pile lengths and anchor locations can be determined. To potentially improve downslope instability below the wall face and to account for large scale movement in front of the wall, we have designed for the removal of 6 meters of material in front of the wall, and the ground in front of the wall should be sloped to drain. The elevation of the base of the exposed face of wall is shown on Figure 2. The elevations delineated on this figure are approximate and will need to be verified before finalizing PS&E. The depth of movement (unstable material) at the face is roughly 5 to 7 meters below the ground surface. The shape of the failure surface is shown on the two cross sections, Figures 3 and 4. However, we have assumed in our design that over time this area below the wall will continue to fail roughly along the delineated failure surface shown in Figures 3 and 4. Passive pressures below the wall have been accordingly reduced, based upon a final slope some point in time of approximately 1V:3H (18'). We recommend that the exposed wall face be a uniform 6 meters of exposed face along the entire length of wall transitioning to 0 meters at the wall ends using 1 V:2H slope. The lagging should be embedded a minimum of 1 meter below the exposed face. Initially, the slope below the wall would be graded to drain. An earth pressure diagram is attached for the design of the wall (see Figure 5: Earth Pressure Diagram). In the wall area behind the lagging and above the excavation limit in front of the wall, active earth pressures act on the entire area of the wall. Below the lagging and excavation limit, the active earth pressures act only on the area of the pile. We recommend applying passive resistance to an effective pile width of 3 pile diameters. The coefficient of passive pressure has been reduced to account for a 1 V:3H (18°) slope in front of the wall. Additionally, the passive pressures have been reduced by a factor of 1.5 to address deflection, and should therefore be considered allowable passive pressures. The bond zone of the anchors should be located entirely within Soil Unit 3 - Intact Glaciolacustrine. We have provided two cross sections through the wall for the purpose of estimating anchor lengths, locations, etc. (see Figures 3 and 4). Using a safety factor of 2.0 for soils, we estimate a maximum allowable anchor load of 267 kN (60 kips) is feasible for typical bond lengths (9 meters was assumed). J. Weigel/K.Kirker February 24, 1999 Page 4 Assuming a component of skin friction in Soil Unit 3 and a component of end bearing in Soil Unit 4, we estimate a maximum allowable bearing load of 1,070 kN (240 kips) for an assumed 0.6 meter diameter pile. A safety factor of 2.5 has been applied. Design consideration is needed for an existing cross culvert that is located around Station 22+121. The approximate elevation of the culvert is 75 meters at the face of wall, which will be located approximately mid height of the wall. The design office can assist you with better definition of the type, size, and location of this culvert. A smaller underdrain is located beneath this culvert, but we do not the precise location of this pipe. The design office should also be able to assist you in better definition of this pipe. CONSTRUCTION CONSIDERATIONS The existing embankment section has experienced considerable settlement and lateral movement at the time of this memo. Region Maintenance will soon be attempting to reestablish grade through the slide area in hopes of being able to reopen the highway to traffic. It is not known at this time, and may not be at the time of completion of PS&E, what the condition and grade of the embankment will be at the time of construction. Consideration should be given for the Contractor having to place fill behind the wall face to achieve final grade. Depending upon time of construction, rate of slide movement, and Region Maintenance's activities, it is possible that 2 meters or more of fill could be required. This situation could effect staging of the anchor installation and other aspects of wall construction. An advisory specification may be warranted to make the Contractor aware of this situation and to provide guidance on a desirable order of work. The potential for caving ground exists in the granular fill material (Soil Unit 1), and possibly Soil Units 2 and 4, during drilling for the soldier piles and tie-back anchors and temporary casing may be required. As stated in the soil unit descriptions, the interpreted geology of Soil Units 2 and 3 may contain cobble- and boulder-sized material, although none were encountered during in any of our explorations. Water also may be encountered during any portion of the drilling for the soldier piles and tie-back anchors. A summary of geotechnical conditions will be forwarded later under separate cover. We anticipate that some horizontal drains will be needed for an area just north of the northern terminus of the wall. We will discuss these in a later memo to the design office. If you have any questions regarding our design or recommendations,please contact Tom Badger(360-709-5461) or Tony Allen (360-709-5450). TCB:tcb attachments cc: N. Campbell, Olympic/47447 M. Hitzke, Olympic/47440 84 _ I ' I I ' I, I I II I I , i \ I I I I 1 I I ' / I I I I I I I I \ e t I I _9 \O � - 2 98 IV 61,V rnC, �'e g i n _ 76 - 6- 9 9 H- 5-9 9 - ------------------ rn c0 • -� - `O 6 m, 4 -r 1 i 72 �A -2- 95 i _I, 70 _ �.' JOB DMC001 S.R. 3 C.S. -LAYOUT Note-. H-2-95, H-1-989 H-6-98 Allyn Curves -y� 62 Locations are approximate Landslide Repair IV WASHINGTON STATE DATE Feb. 99 TRANSPORTATION COMMISSION ' SCALE I:500 VERT. ' DEPARTMENT OF TRANSPORTATION / I:500 HORIZ. F i g u r e 1 o Site Map MATERIALS BRANCH SHEET D.C.JACKSON MATERIALS ENGINEER DRAWN BY DWG j:\kc-dot mc001 allymap.dgn Feb. 24. 1999 13:24:06 22 0 0 22+060 22+070 22+080 22+090 22+100 22+110 22+120 22+130 22+140 22+15p 22+160 22+170 22+180 22+190 22+200 22+210 22+220 22+230 22+240 22+250 �--90.0 90.0 Proposed WaII Limits -85.0 85°0 . Existing Ground Finished Grade @ � H - 5 - 99 6 m Right ------ -80.o H - 3 - 9 9 -_____ _6 80.0 - - 99 10 --- -------------------------------- 50.`` -------------------- ----- i 4g 5 -7 5.0 35 15 Unit 1 - ------ - - 75.0 24 16 ------------------------- -------------- 2 - -------------- - -------------- -- ---------21 __9 9- ------- i-6--------- 17 Unit 2 2 i Finished i r - 8 8 18 Grade i n i . -70.0 !� , 8 6 16 2221 Front of Wa I ; I 70.0 18 i Finishe 9 20 21 21 . i Grade i n 8 2221 Unit 3 20 -65.0 ! Front of Wa 1 1 29 21 W. L . 25 i i 2 2p 1 /22/99 i 65.0 28 2329 W ° L ° 27 i 2/1 /99 32 46 50/6" i i � -60.0 °i 88 Unit 4 ° ? 60.0 i 59 82 81 82 67 50/6" TEST HOLE LEGEND 5 0/6 -5 5.0 H-/_98 TEST HOLE NUMBER s 0 1 I Units 55°0 0.265 TEST HOLE STATION 3.5 m Rt. TEST HOLE OFFSET Unit 1 : Poorly graded SAND w/grave I to we I I graded GRAVEL w/sand, 23 srANDARD PENETROMETER TEST med i um dense to very dense, brown and gray, mo i st. ( f i I I ) (BLOWS PER FOOT) I�M0001 S.R. 3 C.S. LAYOUT UNDISTURBED SAMPLE Unit 2: SILT to FAT CLAY, soft to medium stiff, gray to brown mottled, Mpg •50.0 wL WATER LEVEL & DATE wet. ( disturbed g I ac i o I ocustr i ne) 8-6-86 - INDICATES SOK STRATA BETWEEN MAY TEST HOLES MAY NOT BE CONTINUOUS Unit 3 : SILT to FAT CLAY, very stiff to hard, gray, wet. A l l yn Curves Landslide INDICATES INTACT ROCK ( Intact g l a c i o l a c u s t r i n e) 86X INDICATES CORE SAMPLE rAKEN Unit 4 : Poorly graded SAND w/grave I to we I I graded GRAVEL w/sand, ROCK OUAL/TYDESIGNATION very dense, gray, moist. (advance outwash) WASHINGTON STATE DATE FEB. 99 TRANSPORTATION COMMISSION SCALE 7. DEPARTMENT Of TRANSPORT 1 ;500 HDRIZATION I : 00 R . F i g u r e 2 0 W a I I Subsurface Prof i l e MATERIALS BRANCH SHEET _O D.C.JACKSON MATERIALS ENGINEER \dan\alien DRAWN 8Y nWC- All'M— .4.... C..,. ')AA 4nnn ... .n. n _ I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I t I I I I t I I I I I I I I I I I I I I I I f -30 -20 -10 BL 10 20 30 40 STAo22+140 M _ M - -80 H- 2- 98 � R °' 8 --- ------------ ------ � - _ � � ----------�-- ,,� H-6- 99 unit 1 '` -_ — 7 5 Mi oPo`'i°`�� H- 2- 9 5 01 d wet I a n d 7� ZMOMZON� fill removed Jan. 1999 — unit 2 Noy o ( estimated depth ) _ 70 - 70 unit 3 I ro 5 I — 60 unit 4 55 So i I units — Unit 1 : Poorly graded SAND w/gravel to well graded GRAVEL w/sand, NOTE o 55 - medium dense to very dense, brown and gray, moist. (fill ) - Unit 2: SILT to FAT CLAY, soft to medium stiff, gray to brown mottled, Anchor bond zone should be - wet. (disturbed glociolocustrine) located entirely within So I I Unit 3 . - Unit 3: SILT to FAT CLAY, very stiff to hard, gray, wet. ( intact g I ac i o I ocustr i ne) JOB DMC001 S.R. _C.S. LAYOUT Unit 4: Poorly graded SAND w/gravel to well graded GRAVEL w/sand, A I I n Curves very dense, gray, moist. (advance outwash) y Landslide Repair - ""- F a ilure S u r f a C e WASHINGTON STATE DATE 2/99 TRANSPORTATION COMMISSION SCALE 1 : 200VERT• StruCtura Excavation DEPARTMENT OF TRANSPORTATION 1 : 200HORIZ. I u r e o MATERIALS BRANCH g Stao 22 + 140 Cross Sect i on SHEET OF D.C.JACKSON MATERIALS ENGINEER DRAWN BY DWG %UY11Xalien\allypro.0gn Feb. 24. 1999 13:20:20 -30 -20 -10 BL 10 20 30 40 STAo22+150 H- 12- 92 --___ H-4- 99 x C" 5 s — s a a 9 — s $ C" O onn ..nun 1 H- 5- 99 8-0 Wit-1-- ' u n i t 2 F5 M�PO 2vN - _ _ H- 1 - 98 7 5- ND — O unit 3 — 5 G5 1 — -------------- 0 unit 4 )5 Soil Units — Unit 1 : Poorly graded SAND w/gravel to well graded GRAVEL w/sand, N 0 T E o 5-5 medium dense to very dense, brown and gray, moist. (fill ) Unit 2: SILT to FAT CLAY, soft to medium stiff, gray to brown mottled, Anchor bond zone should be — wet. (disturbed glociolocustrine) I occted entirely within So i I Unit 3 . — Unit 3: SILT to FAT CLAY, very stiff to hard, gray, wet.( intact g I oc i o I ocustr i ne) JOB-D-E-L1LL S.R. 3 —C.S. LAYOUT Unit 4: Poor Iy graded SAND w/gravel to well graded GRAVEL w/sand, A I I n Curves very dense, gray, moist. (advance outwash) y Landslide Repair F a i I U r e Surface WASHINGTON STATE DATE 2/99 TRANSPORTATION COMMISSION SCALE 1 : 200VERT. Structural Excavation DEPARTMENT OF TRANSPORTATION 1 :.Z00 HORIZ. o� F I g u r e 4 o S t a o 22 + 1 9 0 Cross Section . UMATERIALS BRANCH SHEET _OF D.C.JACiS50N MATERIALS ENGINEER DRAWN 8Y DWG Wn%allen\allypro.�nn C h. , 1^"^ 1,: ? 54 qs= 6.5 kPa C �s =Kagg j ♦ l ♦ � � + N � v y== 18kN/m3 a 42= 8.3kN/m3 6.5 kPo 6m N o 37.9 kPo v ( /z= 18 c = 0 p K,V2 0.54 S En L K =1 .0 v: 180 0 4 m 76.0 kPa kPa m C (�3= 9.3kN/m3 IA M � = 0° U + a c = 100kPo Y 8m 5.0 kPa (�°z = Uz H-2c) 492 kPa U a 15.6 kPa 0 LD En U O C U , 3= 10.3kN/m 43.1 kPa 692 kPa a 2.4 k a +- r3: `N = 450 D C o c = 0 o c K°, = 0.20 43.1 + 2.1D kPa 692 + 57.71) kPa U'' ° K c4 = 2.8 a NOTES Q i Active earth pressures Oct over entire wall face above base of Q Tr exposed wall and over pile diameter below exposed face of wail . rn Y rn 2 For soldier piles, 6p = 31°5Ad passive pressure assumed to act u over 3 pile diameters. F.S. = 1.5 has been applied. a, C a+ :03 DMCD01 S,R. 3 � . Allyn Curves a T Figure 5o Landslide Repair NASHINOTON STATE DATE Feb. 1999 E a r t h Pressure Diagram TRANSPORTATION R i SION SCALE NOT vERr. ° O DEPAMENT OF TRANSPORTNSPGRTATION TO SCALE HOR'Z. 0= MATERIALS BRANCH SRE=T—OF_ D O.C-ACRSON uATEAALS ENG.NEER / DRAWN 3Y D_yC Appendix A Test Boring Logs LOG OF TEST BORING Washington State HOLE No. H-1-95 Department of Transportation �' PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station 22+052 Offset 87m Rt. C.S. 2331 Equipment . Casing HW/HQ Ground El (m) Method of Boring HW-HQ ROTARY Start Date April 6,1995 Completion Date Sheet 1 of 3 a� Standard SPT a z oCD �' c t y Penetration ~ m Z a = 3 E a` Blows/ft Blows/6(N) E F Description of Material 7 w W W t o 10 20 30 40 I I 1 ft.=0.3048 m. • I � • I I I i •w I I I I •• • I I I I •" I I I I •• • I I I I 2 •�• I I i •.�: I I I I •• • I I I •w I I I 3 D-1 Poorly graded GRAVEL with sand and riprap and quarry 3 • • I I I I 5 spalls,subangular,loose,gray, moist,disrupted, (Fill). 10--3 I I I I 5 Recovered and Retained:0.2 ft. (10) •• • I I I I w I I I I 4 •• • I I I I 'w I I I •. . I I I 4 D-2 Well graded GRAVEL with sand, rounded to subrounded, • • I I I I 6 dense,brown,moist,disrupted, (Fill material) 15 w I I I I 25 Recovered and Retained: 1.0 ft. •• • (31) 5 •"' I f I I •�! I I i •• • I I I I •" i I I I I I 2 D-3 Poorly graded SAND, loose,brown,wet, homogeneous. s I I I 2 Recovered and Retained: 1.5 ft. 20 LOG OF TEST BORING AdEkk Washington State HOLE No. H-1-95 VW Department of Transportation Sheet 2 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard y SPT a Z o c r y Penetration ~ Z a =' 3 E Q d a Blowsy Bbwy6" a ? ty Description of Material o 2 c N y c 10 20 30 40 C7 I I I I 3 (5) • I I I I 7 I I I I 3 D-4 Poorly graded SAND,loose,brown,wet,faintly I I I I 4 laminated,(2"gray silt layer at bottom of sample) 25 I I I 5 Recovered and Retained:0.9 ft. (9) I I I I I I I I I I I f X I ( I I 5 D-5 SILT,stiff,brown changing to gray at 30',wet,faintly e x I I I I s laminated. 3o x x I I I I s Recovered and Retained: 1.2 ft. x I I I I (12) x I I I I x I I I x x I I I x I I I ,o x I I I x x I I I x I I I x I I I 3 D-6 SILT,stiff,gray,wet,homogeneous. x 4 Recovered and Retained: 1.2 ft. x I I I 35 x I I I 5 x t9) x I I I x I I I x I I I I x x I I I I x I I I I x I I I I x x I I I I 2 D-7 SILT,stiff,gray,moist,homogeneous with a 3"laminated 1z x I I I I 4 layer. 40 x x I I I I 8 Recovered and Retained: 1.2 ft. x I I I I (12) x I I I I x l x I I I I x I I I I 13 x I I I I x x I I I I x I I I I x x I I I I 2 D-s SILT,stiff,gray,moist,homogeneous. x I I I 5 Recovered and Retained: 1.2 ft. 45 LOG OF TEST BORING A1111IM111111116 Washington State HOLE No. H-1-95 Department of Transportation • •, . Sheet 3 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard E m SPT F Z o c ` c Penetration y Z .0 = 3 °� Q °' a` Blows/ft BI(;6' a a J Description of Material o w m N E ✓_ � ? y t c 10 20 30 40 i2 x 7 x I I I I (12) 14 x I I I I x I I I I x I I ( I x x I I I I x I I I I x I I I I x x I I I I x 15 x I I I 5 D-9 SILT,very stiff,gray,moist,laminated. x I I I I 6 Recovered and Retained: 1.5 ft. 50 x I I I I 10 x I I I (16) x I I I x x I I I x ( I I I x 16 x I I I I x I I I I x I I I I x x I I I I 7 D-10 SILT,very stiff,gray,moist,homogeneous. x x I I I I 10 Recovered and Retained: 1.5 ft. 55 x I I I I 13 x I I I I (23) 17 x I I I I x x I I I I x I i I I x I i I I x x I I I I x I I I I x I I I I 1s x x I I I I 7 D-11 SILT,very stiff,gray,moist, homogeneous. x I I I I 10 I Recovered and Retained: 1.5 ft. 60 x 14 x I I I I 2q x I I I I x I I I I x I I I I x 19 x I I I I x I I I I x x I I I I x I I I I x 7 D-12 SILT,very stiff,gray to brownish gray,moist, x I I I I 10 homogeneous,last 10"which is laminated and brownish 65 x I I I 13 gray. x 23 Recovered and Retained: 1.5 ft. 20 I I I I End of Test Hole Boring at 65.5 feet below ground I I I I elevation. I I I I This is a summary Log of Test Boring. Soil/Rock descriptions are derived from visual field identifications I and laboratory test data. I I I I 21 I I I I Inclinometer installed to 65.5'(20.0m) I I I I 70 I I I LOG OF TEST BORING 'milik, Washington State -,, Department of Transportation HOLE No. H-2-95 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station "22+110 Offset *25m Rt. C.S. 2331 Equipment Casing HW/HQ Ground El Not determined(m) Method of Boring HW-HQ ROTARY Start Date April 12,1995 Completion Date Sheet 1 of 3 E Standard SPT F z 0 N m m L N c Penetration v E n o Blowsl6' n a a Description of Material 2 10 20 30 40 I 1 ft.=0.3048 m. w I I I I •• • I I I •• • I I I I •w I I I I w I I ( I Silty GRAVEL with sand. •• • I I I I 2 •w I I I I •• • I I I I I I I I •w I I I I 10 3 •w I I I I •• • I I I I •w I I I I 4 •• • I I I I Asphalt;old roadway surface I I I I 1s I I I I I I I I I I I I 5 I I I I � • I I I I •w I I I I •�� •' • I I I I e I I I zo LOG OF TEST BORING A1111111111111k,� Washington State 'I/ Department of Transportation HOLE No. H-2-95 Sheet 2 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 E Standard SPT Z o y 1: d ` Penetration Blows/6' d a 00) m Description of Material c 2 10 20 30 40 x I I I ! o D-1 Sandy SILT,very soft,brownish gray with gray areas, x ! I I I o moist to wet,disrupted. x o Recovered and Retained: 1.5 ft. x ! I I I (0 x I I I I x x I I ! I x I I ! ! x I I I I x x I I ! I x I I I I x I I I I x 25 x ! ! I I 1 D-2 SILT,medium stiff,gray,moist,horizontally laminated. x I ! I I 2 Recovered and Retained: 1.5 ft. x I I I I 3 8 x (5) x I ! I I x I I I ! x I I ! ! x x I I ! I x x I I I I x I ! ! I g x I I I I x I I I I 3o x 3 D-3 SILT, medium stiff,gray,moist,laminated. x I I I I 3 Recovered and Retained:1.5 ft. x I I I I 4 x x I I I I (7) x I I I x 10 x I x I I I I x I I I I x x I I I I x I ! I I 35 x I I I I 5 D-4 SILT,stiff,gray,moist,horizontal laminated. x I I ! I 6 Recovered and Retained: 1.5 ft. x g x (15) x I I ! x I I I I x I I ! I x I I I I L x x I I I I x I I I 12 x I I I I x 40 x I I I ! 6 D-5 SILT, hard,gray,moist, horizontal and some 30 x ! I I I 15 laminations. x x I I I I 19 Recovered and Retained: 1.5 ft. x I I I (33) x I I I I x ,3 I I ! I x x x I I I i x I I ! I x x I I I I 45 I I i LOG OF TEST BORING A111111111h, Washington State HOLE No. H-2-95 •, Department of Transportation Sheet 3 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 E Standard SPT T z o m a� a o Penetration glows/6" a n a J m Description of Material a glows/ft (N) E E F 'o H N t 2 c 10 20 3Q 40 x I I I I 11 D-6 SILT, hard,gray,moist,horizontal laminations. 1a x x I I I I 18 Recovered and Retained: 1.5 ft. x I I I x (31) I I I I x x I I I I x I I I I x I I I I x x I l i l 1s x I I I I x x I I I I 50 I I I I 20 D-7 Poorly graded SAND with gravel,very dense,gray, moist, I I I I 28 homogeneous. ..:: I I I I 38 Recovered and Retained: 1.2 ft. I I I I (66) I I I I 16 I I I I 55 I I I I I I 7 D-a Poorly graded SAND with gravel,dense,gray,wet, 17 16 homogeneous. I I I I 21 Recovered and Retained: 1.0 ft. (37) I I i I I I I I 18 I I I I I I I I 60 I I I 19 0-9 Poorly graded SAND with gravel,very dense,gray,moist, I I I I 35 homogeneous. :.. I I I I 45 Recovered and Retained: 1.0 ft. eo I I 19 I I I I End of Test Hole Boring at 61.5 feet below ground I I I I elevation. I I I This is a summary Log of Test Boring. Soil/Rock I descriptions are derived from visual field identifications I I I and laboratory test data. I I I I 65 I I I I Inclinometer installed to 61.5'(19.7m) 20 I I I I ' Approximately I I I I I I I I I I I I I I I I I I I I I I I I I z1 I I I I I I I I `• 70 I I I LOG OF TEST BORING AdElkh, Washington State Department of Transportation HOLE No. H-1-98 �' PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station "22+130 Offset *17m Rt. C.S. 2331 Equipment Casing HW/HQ Ground El (m) Method of Boring WET ROTARY Start Date March 30,1998 Completion Date April 1,1998 Sheet 1 of 4 Standard m _ a? SPT FnT z e m 15 CD z H Penetration d Z n 3 n y o Blows/6" n a D J y Description of Material 0 a Blows/ft (N) E E r H H c 10 20 30 40 I I 2 D-1 Poorly graded GRAVEL with sand, loose,brown,moist, 2 disrupted. I I I 5 Recovered and Retained:0.5 ft. 5 I I I I (7) I I I I I I I I i I I I 5 I I I I 1 D-2 Poorly graded GRAVEL with sand,very loose,brown, I I I I 1 moist,disrupted. I I I I 1 Recovered and Retained:0.1 ft. 2 I I I 1 I I i I (2) I I I I I I I I i I I I 10 3 I I i I I I I I s-3 SILT,gray,moist to wet. Recovered: 1.0 ft. 1 D-4 Lean CLAY,medium stiff,mottled gray and brown,wet, I I I I 2 disrupted. a I I I I 3 Recovered and Retained:2.0 ft. I I I I 3 — (5) 15 - I I I I _— s-5 Lean CLAY,gray and brown, moist. ! I I I Recovered: 1.5 ft. 5 2 D-6 GS CH, MC=41%,PI=36 2 MC Fat CLAY,soft,gray,wet,disrupted. I 2 PI Recovered and Retained: 1.5 ft. ! I I I 3 I I I I (4) 6 I I I 20 LOG OF TEST BORING AdEhL Washington State ?- Department of Transportation HOLE No. H-1-98 •' Sheet 2 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 E Standard SPT F Z o H m r c Penetration y Z a y 3 E o Blows/6" a m m Description of Material o w a` Blows/ft (N) E E J ~ o H t 2 c 10 20 30 40 I I S-7 Lean CLAY,gray, moist. I I I Recovered:1.4 ft. Took 500 lbs.down pressure to push tube,(S-7) 1 D-8 Elastic SILT,soft,gray,wet,disrupted. _ I I I I 2 Recovered and Retained: 1.7 ft. ' 4 I I I (4) __ I I I I 25 — I I I S-e Pushed tube with 1500 lbs.down pressure;tube pulled I out of holder,could not retrieve tube. 6 = I I I x I I I I x I I I I 9 x I I I 30 x x I I I I 17 D-10 Elastic SILT,hard,gray,wet,homogeneous. x I I I ( 18 Recovered and Retained:2.0 ft. 19 x I I I 34 x I I (37) x x I I I I 10 x x I I I I x I I I I x x I I I I 6 D-11 Elastic SILT,very stiff,gray,moist, homogeneous. % I I I I 9 Recovered and Retained:2.0 ft. 35 x 12 I i i I ,x g x I I i I (21) 11 x I I I I x I I I I x I I I I x x I I I I x x I I I 12 x x I I I 10 D-12 Elastic SILT,hard,gray,moist,homogeneous. x I I I I 12 Recovered and Retained:2.0 ft. 40 x I I i 19 % x I I I 24 I 3 ( , x I i I ) x I I I I x I I I I x i 13 x I I I I x I I I I x I I I I x x I I I I x I I I I 7 D-13 Elastic SILT,very stiff,gray grading to light brown,moist, x I s homogeneous. 45 LOG OF TEST BORING A1111111111111111111LWashington State "I/ Department of Transportation HOLE No. H-1-98 Sheet 3 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard z y SPT F Z o r Penetration m ar Z a y E o Blows/6" ry d m Description of Material 2 o a Blows/ft (N) rn rE '' H ; c 10 20 30 40 x I I I I t8 Recovered and Retained:2.0 ft. 21 14 X I I I I (27) X X I l l l X X I I I I X I I I I X I I I i X I I I I 15 I I I I 27 D-14 GS SW-SM,MC=5% I I I I 50 Mc Well graded SAND with silt and gravel,very dense,gray, 50 I I I I 51 moist,homogeneous. I I I (101) Recovered and Retained: 1.1 ft. I I I I I I I I I I I I 16 I I I I I I I I I I I I I I I 49 D-15 Well graded GRAVEL with sand,very dense,gray,moist, I I I I 50/4 homogeneous. 55 I I I I (99/10^) Recovered and Retained:0.7 ft. I I I I 17 I I I I I I I I I I I I I I I i I I I I I I I I I I I , 18 I I I I 32 D-16 Well graded SAND with some gravel,very dense,gray, I I I I 40 moist, homogeneous. 60 I I I I 50 Recovered and Retained: 1.5 ft. (90) I I I I I i I I I i I I I I I i I I I I I I I I I 31 D-17 Poorly graded SAND with some gravel,dense,gray, I I I I 46 moist,homogeneous. 65 I I I I 50/5 Recovered and Retained: 1.5 ft. 20 I I I I I I I I I I I I I I I I I I I I I I I I 21 I I I I , I I I I 24 D-18 Poorly graded SAND,very dense,gray,moist, 37 homogeneous. 70 LOG OF TEST BORING Washington State ?- Department of Transportation " HOLE No. H-1-98 •' Sheet 4 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard °1n d ^ E SPT z o w ;� m L y Penetration ar z a N 3 E o Blows/6" n Q Description of Material v o a` Blows/ft tN) E E M t= 2 c 10 20 30 40 ! I I 41 Recovered and Retained: 1.3 ft. I I I I (78) ! I I I I I I I z2 I I I I I I I I I I I I I I I I ! ! I I 28 D-19 Poorly graded SAND,very dense,gray,moist, I I I I 45 homogeneous. 75 ! I ! I 53 Recovered and Retained: 1.2 ft. 23 I I I I (96) I I I I i I I i I I I I I I I ! 24 I I I > 33 D-20 Poorly graded SAND,very dense,gray,moist, I I I I 50 homogeneous. 80 ! I Recovered and Retained:0.2 ft. ! ! I I End of Test Hole Boring at 80 feet below ground elevation. I I I I Laboratory moisture determinations are likely inaccurate, 25 I I I due to multi month period between sample extraction and I I I ! testing. I I ! I This is a summary Log of Test Boring. Soil/Rock descriptions are derived from visual field identifications I I I I and laboratory test data. ! I I I I I I I Inclinometer installed to 80.0'(24.4m) fis I I I I 26 I I I I ' Approximately I I I I I ! I ! I I I I ! I I I I I I I ! I I ! 27 I I I I I I I I I I I I 90 I I I I I I I I I ! I I I I 26 I I I I I I I I I I I I I I f I i i I I I I I I 95 dEkk LOG OF TEST BORING Washington State Department of Transportation HOLE No. H-2-98 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station 22+142.5 Offset 11m Lt C.S. 2331 Equipment Casing HW/HQ Ground El (m) Method of Boring WET ROTARY Start Date April 2,1998 Completion Date April 2,1998 Sheet 1 of 4 Standard E SPT T e o Y 3 E t �, Penetration m m h Descri Uon of Material E o Blows/8" n a a y p 2 o a Blows/ft (N) m cn H y 10 20 30 4 1 I ( 27 D-1 1 ft.=0.3048 m. w I I I 23 No recovery •� • 18 17 I I I (41) •1• I I I I •• • I I I I 5 •1• I I l l •• • I I I I 11 0-2 Well graded GRAVEL with sand,dense,gray,moist, 2 ' _ 18 disrupted.(FILL) •. • I I I I 18 Recovered and Retained: 1.2 ft. 21 w I I I ! (34) •• • I I I ! ,o 3 •1• I I i .w •• • ! I I I 1 I I I 13 D-3 GS SW-SM,MC=7% Vb ! I I ! 13 MC Well graded SAND with silt and gravel,dense,gray, •• • 18 moist,disrupted.(FILL) 22 Recovered and Retained: 1.1 ft. 'w I I I I (29) 4 1 • ! I I I 15 3 D-4 SILT, medium stiff, brown to gray,moist,disrupted. 5 ! I I 4 Recovered and Retained:0.9 ft. I I I 4 i I I 5 = I I I I s = I I I I 20 LOG OF TEST BORING AIIIIIIIIIIIIII11k, Washington State -T- HOLE,No. H-2-98 Department of Transportation •, Sheet 2 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard CD SPT T z a� r Penetration y ; Z a H 3 E o Blows/6" a a� m Description of Material 2 o a` Blawslft (N) E -' I- o c a� 10 20 30 40 x I I I x x I I I I x I I I I S-5 SILT,gray,moist,homogeneous. x I I I I Recovered and Retained:1.4 ft. x (1000 Ibs down pressure) x I I I I x I i I 7 " x I I I I 7 D-6 GS MH,MC=41%, PI=22 x I I I I 10 Mc Elastic SILT,very stiff,gray,moist,homogeneous. x I I I I 12 PI Recovered and Retained:2.0 ft. x 18 x I I I (22) 25 x I I I x I I I x I I I I 6 x S-7 SILT,gray,moist, homogeneous. x I I I I Recovered and Retained:2.0 ft. x I I I 5 o a (1000 Ibs down pressure) x x I I I I 7 SILT,very stiff,gray,moist,homogeneous. I I I I 11 Recovered and Retained:2.0 ft. x x I I I I 14 x (18) x I I I I 9 x x I I I I 30 x I I I I x I I I I x I I I x I I I S-s SILT,gray,moist, homogeneous. x Recovered: 1.0 ft. x I I I (1000 Ibs down pressure) II x x I I 8 D-10 CH,MC=33%, PI=27 MC - 10 x I I I 12 Pi Fat CLAY,very stiff,gray,moist,homogeneous. x I I I 21 Recovered and Retained:2.0 ft. x I I I I (20) x x I I I I x I I I I 35 x I I I I x x I I I I 11 x I I I I S-11 SILT,gray,moist, homogeneous. x Recovered:1.0 ft. x i I I I pressure) I I I 6 D-12 (1000 Ibs down P ) x x SILT,very stiff,gray,moist,homogeneous. I 7 Recovered and Retained:2.0 ft. x I I I I 11 x 14 x I I I (16) x I I I 12 x I I I x 40 x x I I I I I x I I I I x 7 D-13 SILT,very gray, 9 stiff, ra ,moist, homogeneous. x x I I I I s Recovered and Retained:2.0 ft. x I I I I 13 x I I I 16 13 I I I I (22) x x I I I I x x I I I I x I I I I 45 x �I LOG OF TEST BORING Washington State HOLE No. H-2-98 •' Department of Transportation Sheet 3 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 E m Standard SPT 'n^ Z o °= c m c Penetration F" 2 a .4 CL a` Blowstft Blows/6(N� y� a -j Description of Material 2 E 10 20 30 40 x I I I I x 14 x I I I I x I I I I S-14 No recovery(1000 Ibs down pressure) x I I I I x x I I I I x I I I I x I I I I x x I I I I 15 x I I I I x I I I I x 50 x I I I x I I I x I x I I 10 D-15 GS CH,MC=31%,PI=28 x I I I I 13 Mc Fat CLAY, hard,gray,moist,homogeneous. x I I I I 18 . PI Recovered and Retained:2.0 ft. x 16 I I I I 24 x I I I I (31) x x x I I I I x I I I I x I I I I x 55 x I I I 10 0-16 SILT, hard,gray,moist, homogeneous. x I I I 16 Recovered and Retained: 1.5 ft. 17 x I I I I 22 x x I I I I (38) x I I I I x I I I I x x I I I I x I I I I x I I I I 18 x x I I I i so ... i I I I 26 D-17 Poorly graded SAND,very dense,gray,moist, 29 homogeneous. I I I I 37 Recovered and Retained: 1.0 ft. (66) ,9 I I i I I I I I ss 32 D-18 GS SP-SM,MC=18% 20 I I I I 39 Mc Poorly graded SAND with silt,very dense,gray,moist, ! I I I 60 homogeneous. I I I I (99) Recovered and Retained: 1.3 ft. Occasional GRAVEL from 65'to 70' :•• I I I I 21 I I I I I I I I 70 I I I LOG OF TEST BORING T� Washington State HOLE No. FI-2-98 "I/ Department of Transportation Sheet 4 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 _ m a d Standard ^ E SPT z o y m Penetration ID a y aD m Description of Material 3 o Blowsl6" n 2 a` Blows/ft (N) E m J h- 'oc N t c 10 20 30 40 I I 22 D-19 Poorly graded SAND,very dense,gray,moist, I I I I 32 homogeneous. 38 Recovered and Retained: 1.2 ft. I I I I (70) z2 I I I I I C I I I I I I 75 I I I I 27 0-20 Poorly graded SAND with some gravel,very dense,gray, 23 I I I I 41 moist, homogeneous. I I I I 60 Recovered and Retained: 1.2 ft. 101 I I I End of Test Hole Boring at 76.5 feet below ground I I I I elevation. I I I I Laboratory moisture determinations are likely inaccurate, due to multi month period between sample extraction and 24 I I I I testing. This is a summary Log of Test Boring. Soil/Rock I I descriptions are derived from visual field identifications 80 I I I I and laboratory test data. I I I I I I I Inclinometer installed to 76.5'(23.6m) I I I I 25 I I I I I I i I I I I I I I I I I I I I I I I I 85 I I I I z6 I I I I I I I I I I I I I I I I I I I I I I I I 27 I I I I I I I I i I I I 90 I I I I I I I I I I I I I I I I 26 I I I I I I I I I I I I i I I I I I I I I I I I 95 I I I I LOG OF TEST BORING AdIIIIIIIII111bb,� Washington State .,, Department of Transportation HOLE No. H-3-99 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station 22+106 Offset 4m Rt. C.S. 2331 Equipment Casing 4"TO 41', 3"TO 74' Ground El (m) Method of Boring WET ROTARY Start Date January 6,1999 Completion Date Sheet 1 of 4 E Standard SPT T z o aEi !0Penetration BIoNS, m a d m 0 Description of Material 0 2 o aCL 0 Blows/ft (N) E ~ c U) 10 20 30 40 I I I 1 ft.=0.3048 m. o I I I I 31 D-1 GS GW,MC=7% 33 Mc Well graded GRAVEL,very dense,moist,homogeneous. I I i I 33 Recovered and Retained: 1.5 ft. O I I I I 40 (ss) 1 0 I I I I I I I I 21 D-2 Well graded GRAVEL with silt and sand,dense,moist, o C> I I I I 25 homogeneous. 5 O I I I I 25 Recovered and Retained: 1.5 ft. I I I I 2s 0 I I I I (So) 2 I I I o I I I I O ( I I I s D 3 Well graded GRAVEL with silt and sand,dense,moist, I I I I 22 homogeneous. 27 Recovered and Retained: 1.5 ft. 0 3I I I 34 ° I I l I (49) I I I 4 D-4 GS SP-SM,MC=9% 0 15 Mc Poorly graded SAND with silt and gravel,dense,moist, O I I I I 10--3 ° zo homogeneous. I I I 24 Recovered and Retained: 1.1 ft. 0 I I I (35) I I I o I I I I O I I I I 10 D-5 Well graded GRAVEL with silt and sand,dense,moist, I I I I 14 homogeneous. a I I I I 13 Recovered and Retained:1.1 ft. I I I I (27) I I I I O I I I I 15 ° I I I I 9 D-6 Well graded GRAVEL with silt and sand,medium dense, I I I I 12 moist, homogeneous. O ° C 12 Recovered and Retained: 1.5 ft. 5 I I I I 12 0C C> (24) O I I ( I 8 D-7 GS SP, MC=7% 11 Mc Poorly graded SAND with gravel,dense, moist, I I I 14 homogeneous. O I I I 1s Recovered and Retained: 1.0 ft. ° 0 I I I (25) O I I I I 6 20 I LOG OF TEST BORING Adolk� Washington State No. H-3-99 "I/ Department of Transportation HOLE Sheet 2 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 tanard °-' E Sd SPT T z° o L y Penetration ~ d Z a .2 3 E n o Blows/6" a n a J Description of Material o a` Blows/ft (N) E o H 10 20 30 40 = I I I I 8 D-8 GS. ML,MC=27% Q ;•: I I I ( 8 MC SILT,medium dense,brown,wet,homogeneous. 8 "2/1/99 I I I I 8 I I I I (16) S-9 7 = I I I I I I I I I I 3 D-10 SILT,loose,gray mottled with reddish brown,wet, I I I I 3 homogeneous. 25 = I I I I 5 Recovered and Retained: 1.7 ft. 6 I I I I (8) a = I I I I 1 D-11 SILT, loose,gray mottled with reddish brown,wet, 4 homogeneous. I I I I 4 Recovered and Retained:2.0 ft. 6 I I I I (8) 30 I I I I s 12 = I I I I I I I 2 D-13 GS CH,MC=36%,PI=27 I 3 MC Fat CLAY,stiff,dark gray,blocky and disrupted,wet. 10 — 6 PI Recovered and Retained:2.0 ft. I I I I 8 I I I I (9) = I I I I = I I I I 3s I I I I s 1a I I I I I I 2 D-15 Elastic SILT,medium stiff,dark gray,blocky and I I I I 3 disrupted with slickensides,wet. 5 Recovered and Retained:2.0 ft. = I I I I a (8> 12 = I I I I 40 _ I I I S-16 No recovery x I 8 D-17 GS CH,MC=33%,PI=27 x I I I I 12 Mc Fat CLAY,very stiff,dark gray,wet, homogeneous. x I I I I 17 P1 (undisturbed) x I I. I 22 Recovered and Retained:2.0 ft. x (29) x 13 x I I I I x I x I I I L xI a D-18 Elastic SILT,very stiff, gray,moist, homogeneous. I I I i 11 Recovered and Retained: 1.5 ft. 45 I LOG OF TEST BORING 11111101111111kWashington State Department of Transportation HOLE No. H-3-99 Sheet 3 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 StandardcL E SPT z° o y 5 Penetration m Z a 3 a °: o Blows/6" a d m Description of Material a 2 10 20 30 40 x I I I I 13 (24) 14 x I I x I I I I x I I I I x x I I I I x I I I I x I I I I X x I I I I 15 x I x I I 7 D-19 Elastic SILT,very stiff,gray, moist,homogeneous. I I I I x 12 Recovered and Retained:1.5 ft. 50 x I I I I t6 X I I I I (28) x x x I I I x x I I I 16 x I I I I x I I I I x x I I I I x I I I I 7 D-20 GS CH, MC=33%,PI=31 x x I I I I 13 Mc Fat CLAY,hard, gray,moist, homogeneous. 55' x I I I I 19 PI Recovered and Retained: 1.5 ft. x I I I I (32) 17 x I I I I x x I I I I x I I I I x x I I I I x I I I I x I I I I x x 18 x I I I I 10 D-21 Elastic SILT,hard,gray,moist,change @ 60'to sand x I I I 12 with silt,light brown,moist, laminated. 60 x I I I I 19 Recovered and Retained: 1.5 ft. x (31) x x I I I I x I I I I x 19 x I I I i x x x I I I I x x I I I I > 20 D-22 GS SP-sM,MC=12% 32 MC Poorly graded SAND with silt and gravel,very dense, 65 ::: ( I I 50 gray,moist, homogeneous. 20 I I I I (82) Recovered and Retained: 1.2 ft. 21 I I I I > I I I 14 I D-23 Poorly graded SAND with gravel,very dense,gray, moist, 70 I I ! I 39 homogeneous. LOG OF TEST BORING A91111111h,� Washington State HOLE No. H-3-99 .,, Department of Transportation Sheet 4 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 dd Stanar E SPT a Z d m Penetration Bl ~ Z aN E Description of Material ` o a Blow&" (N) E m 'o H rca n Cn t c 10 20 30 40 I I I I 43 Recovered and Retained: 1.4 ft. I I I I (62) —22 I I I I i I I I I I I ! 26 D-24 GS SP,MC=15% I I I ! 50 Mc Poorly graded SAND with gravel,very dense,gray,moist, 75 i homogeneous. 23 Recovered and Retained:0.7 ft. I I I End of Test Hole Boring at 75 feet below ground I I I I elevation. I I I ! This is a summary Log of Test Boring. Soil/Rock I I ! descriptions are derived from visual field identifications and laboratory test data. I I I I Piezometer installed to 50'(15.24m) I ! I I I I I I z4 I I I I I I I I so I I I I I I I I I I I I I I I I 25 I I I I I I I I I I I I I I I I I I I I I I i I 85 26 I I I I I I I i I I I ! I I ! I I I I I I I I I z7 I I I I I I I I I I I i 90 I I I I I I I I I I I I I I I 26 I I ! I I I I I I I I I I I I I I I I I 95 I I I t LOG OF TEST BORING '111110111111., Washington State .,, Department of Transportation HOLE No. H-4-98 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station 22+181 Offset 15m Lt. C.S. 2331 Equipment CME-850 Casing 4"TO 47' Ground El (m) Method of Boring HWT&HQ ROTARY Start Date December 23,1998 Completion Date Sheet 1 of 4 Standard n d E ar SPT z 0 y 3 io z Penetration y v E o Blows/6" n m 1O m Description of Material C 2 o a Blowstft (N) Em cE -' F' c 0 10 20 30 40 I I 1 ft.=0.3048 m. I I I I 1 D-1 Sandy SILT with gravel and pieces of wood,soft,dark I I I I 1 grayish brown,moist. 1 Recovered and Retained:0.8 ft. 2 t2> 1 0-2 Elastic SILT,medium stiff,yellowish brown,moist, 1 = I I I I 3 disrupted. I 4 Recovered and Retained:0.6 ft. I I I I (7) D-3 GS CH,MC=44%,PI=32 I 2 MC Fat CLAY,soft,gray,moist,disrupted. I 2 Pi Recovered and Retained:2.0 ft. _ I I I I 3 2 I I I (4) 1 D-4 Elastic SILT with true organics,soft,gray,moist, 2 disrupted. _ 2 Recovered and Retained:2.0 ft. I I I I 4 I I I I (4) I I I 10 3 3 D-5 GS CH, MC=40%,PI=26 4 Mc Fat CLAY,stiff,moist,disrupted. 5 Pl Recovered and Retained:2.0 fL 8 I I I I (s) 1 D-b SILT,stiff,moist,disrupted. I 3 Recovered and Retained: 1.2 ft. 4 I I I I 9 I I I I (9) 15 = I I I I S-7 = I I I I 5 I I I I x I I I 4 D-8 Elastic SILT,very stiff,moist, undisturbed and x 7 homogeneous. X I I I 12 Recovered and Retained:2.0 ft. X i I I 17 x (19) x x I I I 20 LOG OF TEST BORING Washington State 'I/ Department of Transportation - HOLE No. H-4-98 • Sheet 2 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard m E m SPT F z° o y y r W w Penetration m m Z N E n o Blows/6' n a a J Description of Material ` Q a Blows/ft (N) B m = F- o w in rn t 2 5 10 2Q 30 40 x I I I I 5 D-9 GS ML,MC=35%,PI=19 x I I I I 8 MC SILT,very stiff,moist,undisturbed and homogeneous. x PI Recovered and Retained:2.0 ft. x I I I 17 x x I I I (21) x I I I x I I I 7 x x stiff,moist undisturbed and I I I 5 D-10 Elastic SILT very ve x 9 homogeneous. I I I g X x I I I I 11 Recovered and Retained:1.5 ft. ( zo)I Q x I - I I 25 x I 1 I I 6 D-11 Elastic SILT,very stiff,moist, undisturbed and x I I I 9 homogeneous. x I I I I 10 Recovered and Retained: 1.5 ft. 8 x I I I I (,9) x x x I I I I x I I I I x x I I I I a D-12 Elastic SILT,very stiff,moist,undisturbed and x I I I I 12 homogeneous. x I I I I 12 Recovered and Retained: 1.5 ft. 9 x x I I I (24) 30 x I I I 5 D-13 GS CH, MC=36%, PI=24 x I I I 8 Mc Fat CLAY,very stiff,moist, undisturbed and x x I I I I 11 Pl homogeneous. x I I I I (19) Recovered and Retained: 1.5 ft. x x x 10 x I I I I x I I I I 5 D-14 Elastic SILT,very stiff,moist,undisturbed and x 6 homogeneous. x I I I I 10 Recovered and Retained: 1.5 ft. x I I I (16) x I I I I 35 x x I I I I 5 D-15 Elastic SILT,very stiff,moist,undisturbed and I I I ( a homogeneous. x 11 x I I I I 15 Recovered and Retained: 1.5 ft. x (23) x I I I I x x I I I I x x I I I I 6 D-16 Elastic SILT,very stiff,moist,undisturbed and x I I I I 9 homogeneous. x I I I I 14 Recovered and Retained: 1.5 ft. 12 x I I I (23) x 40 x I I i 5 D-17 GS CH,MC=34%, PI=25 x x I I I 8 MC Fat CLAY,very stiff,moist,undisturbed and x I I I I 12 P1 homogeneous. x I I I I (20) Recovered and Retained: 1.5 ft. x x x I I I I ,3 I I I I x x 5 D-18 Elastic SILT,very stiff,moist,undisturbed and x I I I I 10 homogeneous. x I I I I 12 Recovered and Retained: 1.5 ft. x I I I I (22) 45 x I I I LOG OF TEST BORING A1191111111L� Washington State HOLE 'No. H-4-98 'I/ Department of Transportation Sheet 3 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard SPT T Z o °' c t 1 Penetration m aU Z a H ; d a�i °' a` Blows/ft Blows/6" n n a d Description of Material c E o (M E m ~ 'o H tq c 10 4 30 40 x I I I 4 0-19 Elastic SILT,very stiff,moist,undisturbed and x 7 homogeneous. 14 x I I I I 11 Recovered and Retained: 1.5 ft. x I I I I (20) x I I I I x x I I I I x x I I I I x I I I I 4 D-20 Elastic SILT,very stiff,moist, undisturbed and x I I I I 6 homogeneous. x 15 I I I I 10 Recovered and Retained: 1.5 ft.(16 x x I I I I ) 50 x I I I 7 D-21 GS CH,MC=32%,PI=22 x I I I 13 MC Fat CLAY,very dense,moist, undisturbed and x x I I I I 17 PI homogeneous. x I I I I (30) Recovered and Retained: 1.5 ft. x x I I I I 16 x I I I I x I I I I x x I I I I x I I I I "2/1/99 x x I I I 55 x I I I I 5 D-22 Elastic SILT,stiff,brown,moist,with pieces of ravel in x I I I I 7 bit. P 9 17 x I I I I 20 x x I I I (27) x I I I I x x x I I I I x ,s x x I I I I x I I I I x I I I I 60 I I I I 16 D-23 GS SP-SM,MC=14% I I I 27 MC Poorly graded SAND with silt and gravel,very dense, I 50 dark grayish brown,moist,homogeneous. I I I (77) Recovered and Retained: 1.0 ft. 19 I I I I I I I I 65 I I I I 18 D-24 Poorly graded silty SAND,very dense,dark grayish 20 :: I I I 31 brown,moist. 38 Recovered and Retained: 1.0 ft. I I I I (70) 21 I I I I LOG OF TEST BORING AdMkhl Washington State HOLE No. H-4-98 'I/ Department of Transportation Sheet 4 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard m SPT F z o y m c Penetration am Z a 3 a E o Blows/6" n a a Description of Material E o a Blows/ft (N) E 1— o m N 2 c 10 20 30 40 i I I I 28 D-25 GS SP-SM,MC=12% I 50 Mc Poorly graded SAND with silt and gravel,very dense, dark gray,moist,homogeneous. i I I Recovered and Retained:1.0 ft. I I I End of Test Hole Boring at 71 feet below ground 22 I I I I elevation. This is a summary Log of Test Boring. SoiVRock descriptions are derived from visual field identifications I I I I and laboratory test data. I I I I Piezometer installed to 54'(16.46m) I I I I i I I I 75 I I I I 23 I I I I I I I I I I I I I I I I I I I I I I I I z4 I I I I I I I I I I I I e0 I I I I I i I I I I I I I I I I I 25 I I I I I i I I I I I I I I I I I I I I 85 I I I I 26 I I I I I I I I I I I I I I I I I I I I I I I I I I I I z7 I I I I I I I I I I I I so I I I I I I I I I I I I I I I I 26 I I I I i I I I I I I I I I I I I I I ss LOG OF TEST BORING �� Washington State 'I/ Department of Transportation HOLE No. H-5-99 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station 22+196 Offset 8.4m Rt. C.S. 2331 Equipment CME-850 Casing HQ4"TO 21',3"TO 75' Ground El (m) Method of Boring HW-HQ ROTARY Start Date January 11,1999 Completion Date Sheet 1 of 4 � Standard SPT F z o .H_. d m :5 2 c Penetration m d Z a N 3 E a. m o Blows/5" n n Z J Description of Material 2 d a` Blows/ft (N) �E t� t- 2 c 10 20 30 40 I I I I 2 D-1 Well graded GRAVEL with silt and sand,loose,brown, I I I i 3 moist. O� I I I I a Recovered and Retained:0.8 ft. I I I I (6) I I I I o I I I 1 I I I 5 D-2 No recovery 0 I I I I 5 I I I 5 I I (0) 5 O I I I I 4 D-3 GS SP-SM,MC=16% 3 MC Poorly graded SAND with silt and gravel and wood C> I I I I 2 fragments, loose,brown,wet. 2 I I I 2 Recovered and Retained:0.7 ft. (5) I 2 D-4 Elastic SILT with some organic,medium stiff,mottled 2 brown and gray,wet,disrupted. _ 3 Recovered and Retained: 1.2 ft. I I I I 3 I I I I (5) 10 3 = I I I I S-5 I I I I i I I I = I I I I i 2 D-6 GS CH,MC=48%, PI=37 2 MC Fat CLAY, medium stiff,brown,wet,disrupted. 4 — I I I I 3 Pi Recovered and Retained: 1.1 ft. 3 (5) 15 S-7 t D-8 Elastic SILT,soft,wet,disrupted,brown change to gray at I 2 Recovered and Retained:2.0 ft. I I I I 3 (3) 20 II LOG OF TEST BORING Washington State HOLE No. H-5-99 TW Department of Transportation Sheet 2 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard a c ` E SPT a Z o c t w Penetration ~ y Z a ; n ° o Blows/6" a d m Description of Material v E a Blows/ft (N) E E F o N y t✓ c 10 20 30 40 x I I I I S-9 x x I I I x I I I I 13 D-10 Elastic SILT,hard,dark gray,wet,homogeneous. x I I I 16 Recovered and Retained:2.0 ft. x 16 x I I I I 15 x I I I I (32) 7 x I I I I x x I I I I x I I I I x I I I I x 25 x I I I I 5 D-11 GS CH,MC=35%,PI=29 x 9 Mc Fat CLAY,very stiff,dark gray,wet, homogeneous. x x I I I I 13 PI Recovered and Retained: 1.5 ft. 8 I I I I (22) x x x I I I I x I I I I x x I I I 5 D-12 Elastic SILT,very stiff,dark gray,wet, homogeneous. x I I I 6 Recovered and Retained: 1.5 ft. x I I I 13 9 x I I I I (z,) x 30 x I I I 6 D-13 Elastic SILT,very stiff,dark gray,wet, homogeneous. x I I I I 6 Recovered and Retained: 1.5 ft. x I I I I 10 x x (16) I x I I I x I I I I x 10 x I I I I x I I I I 6 D-14 Elastic SILT,very stiff,dark gray,wet, homogeneous. x I I I I 10 Recovered and Retained: 1.5 ft. x 12 x I I I I 22) x 35 x x I I I I 6 D-15 Elastic SILT,very stiff,dark gray,wet, homogeneous. x I I I 9 Recovered and Retained: 1.5 ft. 11 x 12 x I I I (21) x I I I x I I I I I x I I I I x x I I I 6 D-16 GS CH,MC=32%,PI=36 x I I I ; e Mc Fat CLAY,very stiff,dark gray,wet, homogeneous. x I I I I 10 PI Recovered and Retained: 1.5 ft. 12 x I I I (16) x ao x x I I I 4 D-17 Elastic SILT,very stiff,dark gray,wet, homogeneous. x I I e Recovered and Retained: 1.5 ft. x I i I 12 x I i I. I (20) x I x I I I I 6 D-18 Elastic SILT,very stiff,dark gray,wet, homogeneous. x 6 Recovered and Retained: 1.5 ft. 13 x I I I I 13 x x I I I I (21) I x I I I 45 x I 'I L� — LOG OF TEST BORING AM, Washington State HOLE No. H-5-99 'I/ Department of Transportation Sheet 3 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 Standard E a� F SPT z a c Penetration y ar Z a N ; m aai W a` Blows/ft . 9lows/6� n E - F Description of Material 2 o (N) m in t o 10 2,0 30 40 x I I I 6 D-19 Elastic SILT,very stiff,moist. 77 x 9 Recovered and Retained:1.5 ft. 14 x I I I I 11 x I I I I (20) x I I I I x x I I I I x I I I I x x I I I I D-20 Elastic SILT,very stiff,moist. x I I I I 10 Recovered and Retained: 1.5 ft. x 15 15 x I I I I (25) x I I I I So x I I I I x I I I I x x I I I I x I I I I x I I I I x 16 x I I I I x I I I I x I i I I 2 x x I I I I "2/1/99 - x I I I I x 55 x x I I I I 8 D-21 Elastic SILT,very stiff,gray and brown,moist. 11 Recovered and Retained: 1.5 ft. 17 x x 16 x I I I I (27) x I I I I x x I I I I x I I I x I I I I 18 x x I I I I x I I I I 60 x I I I I I I 35 D-22 GS SP-SM,MC=11% I I I I so Mc Poorly graded SAND with silt and gravel,very dense, I I I I (5a6^) brown,moist,homogeneous. Recovered and Retained: 1.0 ft. I I I I 19 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 20 D-23 Well graded SAND with gravel,very dense,brown, moist, 20 I I I I 34 homogeneous. I I I 40 Recovered and Retained: 1.1 ft. I i I I (74) I I i I I I I I I I I I I I I i 21 I I I I I I I i 70 I I I I LOG OF TEST BORING AdMkL Washington State HOLE No. H-5-99 Department of Transportation �� Sheet 4 of 4 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC- 01 r E Standard SPT a Z o =l c L w Penetration ~ 4) Z a = oa` Blows/ft Bb6' n Description of Material ? y N h ° 10 20 30 40 I 22 D-24 GS SP-SM, MC=16% I I I 25 Mc Poorly graded SAND with silt and gravel,very dense, 34 brown,moist,homogeneous. I I I I (59) Recovered and Retained: 1.1 ft. —22 I I I I I I I I I I I I I I I I I i I I i I I I I I i I 75 I I I I 29 D-25 Well graded SAND with gravel,very dense,brown,moist, 23 I I I I 50 homogeneous. Recovered and Retained:0.9 ft. I I I I End of Test Hole Boring at 76 feet below ground I I I I elevation. I I This is a summary Log of Test Boring. Soil/Rock descriptions are derived from visual field identifications 24 I I I I and laboratory test data. Piezometer installed to 56' 17.07m I I I I � ) so I I I I i I I I I 25 I I I I I I I I I I I I I I I I I I I I I I I I s5 I I I I z6 I I I I I I I I I I I I I I I I i I I I I I I I I I I I 27 I I I I I I I I so I I I I I I I I I I I I I I I I 2s 1 I I I I I I I i I I I I I I I I I I I I I I I 95 I I I I LOG OF TEST BORING ' . Washington State -,' Department of Transportation HOLE No. H-6-99 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 S.R. 3 Station *22+140 Offset *10m Rt. C.S. 2331 Equipment Casing 4"to 21',3"to 64' Ground El '262.5(m) Method of Boring WET ROTARY Start Date February 2,1999 Completion Date Sheet 1 of 3 E Standard SPT T Z o "' H Penetration 2 ! Z a y 3 C a` Blows/ft BI�N)6• n m F Description of Material 2 d rn t 2 c 10 20 30 40 CD:. 1 ft.=0.3048 m. I I I I I I I I I I I I I I I I I I I I 8 D-1 Well graded GRAVEL with sand and silt,medium dense, I I I 6 brown,moist,homogeneous. 5 I I I I 7 Recovered and Retained: 1.1 ft. I I I I 7 I I I I (15) 2 I I I I I I I i I I I I I I I I I I I I I I I 7 D-2 Well graded GRAVEL with sand and silt,medium dense, 3 I I I I 7 brown,moist,homogeneous. 10 I I I I 9 Recovered and Retained: 1.2 ft. 8 I I I ! (16) I I I I I I I I I I I I I 4 I I I I I I I 7 D-3 GS SW-SM,MC=11% 6 Mc Well graded SAND with silt and gravel, medium dense, 15 I I I I 9 brown,moist,homogeneous. 9 Recovered and Retained: 1.0 ft. (17) 5 I I I 2 0-4 Elastic SILT with organics,medium stiff,brownish gray, 3 wet,disrupted. 20 LOG OF TEST BORING Washington State HOLE No. H-6-99 TW Department of Transportation Sheet 2 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 m E Standard SPT a z o °7 c L u, Penetration m Z a y 3 E o Blows/6' a ar m Description of Material a ` oy a Blows/ft (N) E E -' 10 20 30 40 5 Recovered and Retained:2.0 ft. I I I I 6 1 D-5 GS MH,MC=46%, PI=12 3 Mc Elastic SILT,medium stiff,brownish gray,wet,disrupted. 7 3 PI Recovered and Retained: 1.8 ft. I I I I (6) x I I I I 2 D-6 Elastic SILT,homogeneous.Change to gray at 24.5',very x ! I I I 7 stiff,moist. 25 x x I I I 9 x x I I I I (16) 8 x I I I I x I I I I x I I I I 8 D-7 GS CH,MC=39%,PI=36 x x I ! ! I 10 Mc Fat CLAY,very stiff, brownish gray,wet,homogeneous. x ! I I ! 16 PI Recovered and Retained: 1.5 ft. x I I I I (26) x x ! I ! 9 0-8 Elastic SILT with organics,very stiff,brownish gray,wet, s x I I I I 9 homogeneous. 30 x x I I I I 12 Recovered and Retained: 1.5 ft. x I I I ! (21) x I ! I I x x I I I x I I I ! x I ! I I 7 D-9 Elastic SILT with organics,very stiff,brownish gray,wet, 10 x 11 homogeneous. x ! I I ! 11 Recovered and Retained: 1.5 ft. x I I I i (22) x x I I I I 6 D-10 Elastic SILT with organics,very stiff, brownish gray,wet, x s homogeneous. 35 x x I I I j 12 Recovered and Retained: 1.5 ft. x (21) 1, x I I I I x I I I I x I I I I x x I i I ! 5 D-11 Elastic SILT with organics,very stiff,brownish gray,wet, x I I I I 9 homogeneous. x I I ! 12 Recovered and Retained: 1.5 ft. x I I ! (21) x 12 x x I ! I 5 D-12 Elastic SILT with organics,very stiff,brownish gray,wet, _ lA I I i 9 homogeneous. 40 x x I I I 11 Recovered and Retained: 1.5 ft. (20) x x x I I I x YK x 11 D-13 GS CH,MC=30%,PI=30 13 x I I 13 MC Fat CLAY,very stiff, brownish gray,wet,homogeneous. x I I i 17 P1 Recovered and Retained: 1.5 ft. x I I I I (30) x x x ! I ! I 9 0-14 Elastic SILT,very stiff, gray, moist, homogeneous. x I I I I 12 Recovered and Retained: 1.5 ft. 45 LOG OF TEST BORING AdElk Washington State Department of Transportation HOLE No. H-6-99 Sheet 3 of 3 PROJECT Allyn Curves Vic.Slide Repair Job No. DMC-001 m _ Standard SPT T Z d R r H Penetration ~ m Z a 2 3 °' aai a) a Blows/ft Blows/6" a m m Description or Material o 2 CL (N) E m ' J ~ H M N ti 2 o c 10 20 30 40 CIO x I I I I 17 14 x x I I I I (29) x I I I I Elastic SILT,very stiff,changed from gray to brown at x I I I I 47.1',moist. x x I I I i 8 D 15 Recovered and Retained: 1.5 ft. x 10 x 13 x I I I I (23) x I i I x 15 x 8 D-16 Elastic SILT,very stiff,gray,moist,homogeneous,at 50' x I I I I 11 change to poorly graded SAND with silt,dense,gray, 50 I I I I 35 moist. i I I I (46) Recovered and Retained: 1.5 ft. I I I I I I I I I I I I ,6 I I I I I I I I I I I I I I I I 29 D-17 GS SP-SM,MC=84% I I I I 42 MC Poorly graded SAND with silt,very dense,gray,moist, 55 I I I I 46 homogeneous. I I I I (88) Recovered and Retained: 1.2 ft. 17 I I I I I I i I I I I I I I I I 18 I I I I > I I I 28 D-18 GS SW-SM,MC=13% I I I I 39 MC Well graded SAND with silt,very dense,gray,moist, 60 42 homogeneous. I I I I (81) Recovered and Retained: 1.2 ft. I I I I I I I I 19 I I I I I I I I I I I I I I I 17 D-19 Well graded SAND with gravel and silt,very dense,gray, I I I I 30 moist,homogeneous. 65 I I I I 37 Recovered and Retained:1.2 ft. 67 20 I I I End of Test Hole Boring at 65.5 feet below ground elevation. I I I I i I I I This is a summary Log of Test Boring. Soil/Rock descriptions are derived from visual field identifications I I I I and laboratory test data. I I I I Inclinometer installed to 64.4'(19.63m) 21 I I I I Approximately I I I I 70 I I I I i J Appendix B Summary of Laboratory Test Data i Job No. DMC-001 Date February 23, 1999 - Hole No. H-1-98 Sheet 1 of 1 Laboratory Summary MAOF Washington State Department of Transportation Project Allyn Curves Vic. Slide Repair Depth Depth Sample No. USCS Color (ft) (m) Description MC% LL PL PI • 17.0 5.18 D-6 CH see boring log FAT CLAY 41 65 29 36 m 49.0 14.94 D-14 SW-SM see boring log WELL-GRADED SAND with SILT and GRAVEL 5 NP NP NP US Sieve Opening In Inches US Sieve Numbers Hydrometer Analysis GRADATION FRACTIONS 3" 3i4^ #4 #10 #40 #200 100 %Gravel %Sand %Fines Cc Cu 90 • 0.0 2.2 97.8 e0 M 37.4 57.6 5.0 1.1 34.6 70 t rn cu 60 m a`) 50 c LL C ' GRADATION VALUES 40 �, CL 30 D60 D50 D30 D20 D10 20 10 — m 4.23 2.73 0.74 0.33 0.12 0 5 4 3 2 10 8 5 4 3 2 1 8 5 4 3 2 0.1 8 5 4 3 2 0.018 5 4 3 2 0.001 Grain Size In Millimeter Sand Gravel Silt and Clay Coarse Medium Flne Job No. DMC-001 Date February 23, 1999 _ Hole No. H-2-98 Sheet 1 of 1 Laboratory Summary m Washington State Project Allyn Curves Vic.Slide Repair -'' Department of Transportation Depth Depth Sample No. USCS Color (ft) (m) Description MC% ILL PL PI • 11.0 3.35 D-3 SW-SM see boring log WELL-GRADED SAND with SILT and GRAVEL 7 NP NP NP M 23.0 7.01 D-6 MH see boring log ELASTIC SILT 41 52 30 22 ♦ 32.0 9.75 D-10 CH see boring log FAT CLAY 33 54 27 27 * 51.0 15.54 D-15 CH see boring log FAT CLAY 31 55 27 28 X 65.0 19.81 D-18 SP-SM see boring log POORLY GRADED SAND with SILT 18 NP NP NP US Sieve Opening In Inches US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS 3.. 3/4^ a4 a10 u40 100 aY2oo %Gravel %Sand %Fines Cc Cu 90 • 38.3 55.4 6.4 1.1 37.6 80 M 0.0 1.1 98.9 70 ♦ 0.0 0.3 99.7 L 0 a) * 0.0 1.0 99.0 3: 60 - m X 5.5 88.8 5.6 0.8 9.2 c 50 lL c GRADATION VALUES 40 �, a 30 D60 D50 D30 D20 D10 zo 0 4.33 2.55 0.75 0.38 0.12 10 -- -- -- --- m - -- - -- - - ---- - ♦ 0 5 4 3 2 10 8 5 4 3 2 1 e 5 4 3 2 0.1 B 5 4 3 2 0.01a 5 4 3 2 0.001 Grain Size In Millimeter Sand X 0.85 0.58 0.24 0.15 0.09 FGravel Silt and Clay Coarse Medium Fine Job No. DMC-001 Date February 11, 1999 _ Hole No. H-3-99 Sheet 1 of 2 Laboratory Summary MA Washington State oject Allyn Curves Vic. Slide Repair Department of Transportation Depth Depth Sample No. USCS Color (h) (m) Description MC% LL PL PI • 1.0 0.30 D-1 GW see boring log WELL-GRADED GRAVEL 7 NP NP NP M 9.0 2.74 D-4 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 9 NP NP NP ♦ 17.0 5.18 D-7 SP see boring log POORLY GRADED SAND with GRAVEL 7 NP NP NP * 20.0 6.10 D-8 ML see boring log SILT 27 NP NP NP X 32.0 9.75 D-13 CH see boring log FAT CLAY 36 56 29 27 GRADATION FRACTIONS US Sieve Opening in Inches I US Sieve Numbers Hydrometer Analysis 3" 3/4" #4 #10 #40 100 #200 %Gravel %Sand %Fines Cc Cu 90 • 4.5 -- 80 - M 31.7 54.8 6.9 0.9 42.2 70 ♦ 29.5 59.0 4.7 1.0 30.7 t rn * 0.0 1.5 98.4 60 m X 0.0 3.6 95.4 50 iL c GRADATION VALUES 40 o_ 30 D60 D50 D30 D20 D10 20 • M 4.29 2.39 0.62 0.27 0.10 10 - ♦ 3.90 2.29 0.69 0.34 0.13 0 5 4 3 2 10 8 5 4 3 2 1 8 5 4 3 2 0,1 8 5 4 3 2 0.018 5 4 3 2 0.001 * Grain Size in Millimeter X Gravel Sand Coarse Medium Fine Silt and Clay Job No. DMC-001 Date February 11, 1999 Hole No. H-3-99 Sheet 2 of 2 Laboratory Summary MAOF Washington State Department of Transportation Project Allyn Curves Vic. Slide Repair Depth Depth Sample No. USCS Color (ft) (m) _ Description MC% ILL PL PI • 40.5 12.34 D-17 CH see boring log FAT CLAY 33 56 29 27 M 54.0 16.46 D-20 CH see boring log FAT CLAY 33 59 28 31 ♦ 64.0 19.51 D-22 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 12 NP NP NP * 74.0 22.56 D-24 SP see boring log POORLY GRADED SAND with GRAVEL 15 NP NP NP US Sieve Opening In Inches US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS 3" 3/4" #4 u10 a40 u200 too %Gravel %Sand %Fines Cc Cu so • 0.0 0.7 98.6 80 m 0.0 1.3 97.2 70 ♦ 12.8 71.4 7.4 0.5 12.1 s of * 7.1 74.1 4.5 0.6 8.5 60 m iu 50 - c - ii. c 8 40 GRADATION VALUES a 30 D60 D50 D30 D20 D10 20 m to - - - - - - ♦ 1.02 0.53 0.20 0.13 0.08 0 e 4 7 2 toe s 4 3 2 t o s 4 3 2 0.1 a s 4 a 2 0.01 a s 4 a 2 0.001 * 0.79 0.44 0.20 0.14 0.09 Grain Size In Millimeter Sand Gravel Silt and Clay Coarse Medium Fine Job No. DMC-001 Date February 11, 1999 � T Washington State Hole No. H-4-98 Sheet 1 of 2 Laboratory Summary 'I/ Department of Transportation Project Allyn Curves Vic. Slide Repair -,' Depth Depth Sample No. USCS Color Description(m) LL PL PI • 5.0 1.52 D-3 CH see boring log FAT CLAY 44 61 29 32 M 10.0 3.05 D-5 CH see boring log FAT CLAY 40 54 28 26 ♦ 20.0 6.10 D-9 ML see boring log SILT 35 46 27 19 * 30.0 9.14 D-13 CH see boring log FAT CLAY 36 52 28 24 X 40.0 12.19 D-17 CH see boring log FAT CLAY 34 53 28 25 US Sieve Opening In Inches US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS 3" 3/4" #4 #10 #40 #200 100 %Gravel %Sand %Fines Cc Cu 90 • 0.0 0.0 99.6 -- 80 - M 0.0 0.0 100.0 70 ♦ 0.0 0.0 100.0 r rn cu 3- 60 * 0.0 0.0 100.0 a m X 0.0 0.0 100.0 c 5o _ ii c 40 GRADATION VALUES o_ 30 TD60 D50 D30 D20 D10 20 • 10 - m ♦ 0 5 4 3 2 10 8 5 4 3 2 1 B 5 4 3 2 0,1 B 5 4 3 2 0.018 5 4 3 2 0.001 * Grain Size In Millimeter X Gravel Sand Silt and Clay Coarse Medium Fine l Job No. DMC-001 Date February 11, 1999 - Hole No. 1-14-98 Sheet 2 of 2 Laboratory Summary 7TA#F Washington State Department of Transportation Project Allyn Curves Vic. Slide Repair Depth Depth Sample No. USCS Color (ft) (m) Description MC% LL PL PI • 50.0 15.24 D-21 CH see boring log FAT CLAY 32 50 28 22 M 60.0 18.29 D-23 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 14 NP NP NP ♦ 70.0 21.34 D-25 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 12 NP NP NP US Sieve Opening In Inches US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS W 3/4" #4 #10 #40 #200 100 %Gravel %Sand %Fines Cc Cu 90 • 0.0 0.0 99.1 80 M 13.3 74.2 5.7 0.5 10.1 70 ♦ 13.6 72.1 5.4 0.5 15.3 t rn 60 m CD 50 — C LL C 40 GRADATION VALUES o_ 30 _ D60 D50 D30 D20 D10 20 • 10 M 0.91 0.48 0.20 0.13 0.09 ♦ 1.45 0.82 0.27 0.16 0.10 0 5 4 3 2 10 a s 4 3 2 1 e s 4 3 2 0.1 a 5 4 3 2 0.018 s 4 3 2 0.001 Grain Size In Millimeter Sand Gravel Silt and Clay _ _ Coarse Medium Fine Job No. DMC-001 Date February 16, 1999 Hole No. H-5-99 Sheet 1 of 2 Laboratory Summary T Washington State -,'Project Allyn Curves Vic. Slide Repair _Department of Transportation Depth Depth Sample No. USCS Color Description(m) MC/ LL PL PI • 5.0 1.52 D-3 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL with wood fragements 16 NP NP NP M 12.0 3.66 D-6 CH see boring log FAT CLAY 48 68 31 37 ♦ 25.0 7.62 D-11 CH see boring log FAT CLAY 35 58 29 29 * 38.0 11.58 D-16 CH see boring log FAT CLAY 32 67 31 36 X 60.0 18.29 D-22 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 11 NP NP NP US Sieve Opening In Inches US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS W 3/4" #4 #10 #40 #200 100 %Gravel %Sand %Fines Cc Cu 90 0 24.9 56.1 8.1 0.8 41.6 80 M 0.0 3.2 96.7 70 ♦ 0.0 1.4 98.4 rn 60 - * 0.0 1.0 98.8 m X 0.0 66.0 9.3 0.5 26.7 a' 50 - _ U- 71 c a� 40 GRADATION VALUES a 30 D60 D50 D30 D20 D10 zo 0 3.71 2.04 0.51 0.22 0.09 10 _ M - - - ♦ 0 5 4 3 2 10 8 5 4 3 2 1 8 5 4 3 2 0.1 8 5 4 3 2 0.018 5 4 3 2 0.001 * Grain Size In Millimeter Sand X :2:109 :1.08 0.29 0.15 0.08 Gravel Sill�andClay�� Coarse Medium Fine Job No. DMC-001 Date February 16, 1999 ' Hole No. H-5-99 Sheet 2 of 2 Laboratory Summary m Washington State Project Allyn Curves Vic. Slide Repair MAW Department of Transportation Depth Depth Sample No. USCS Color (ft) (m) Description MC% LL PL PI • 70.0 21.34 D-24 SP-SM see boring log POORLY GRADED SAND with SILT and GRAVEL 16 NP NP NP US Sieve opening In Inches I US Sieve Numbers I Hydrometer Analysis GRADATION FRACTIONS 3.. 3i4„ u4 a10 u4o 100 u2oo %Gravel %Sand %Fines Cc Cu 90 • 9.9 71.8 10.6 0.8 4.1 80 70 t - rn 3 60 ao c 50 li. C GRADATION VALUES 40 �, a 30 — D60 D50 D30 D20 D10 20 • 0.30 0.23 0.13 0.10 10 0111111 11 - 11111 5 4 3 2 10 ! 5 4 3 2 1 e s 4 3 2 0.1 ! 5 4 3 2 0.01 e 5 4 3 2 0.001 Grain Size In Millimeter Gravel Sand Coarse Medium Silt and Clay Fine Job No. DMC-001 Date February 16, 1999 Hole No. H-6-99 Sheet 1 of 2 Laboratory Summary T Washington State Project Allyn Curves Vic. Slide Repair 'I� Department of Transportation Depth Depth Sample No. USCS Color(ft) (m) Description MC% LL PL PI • 14.0 4.27 D-3 SW-SM see boring log WELL-GRADED SAND with SILT and GRAVEL 11 NP NP NP m 22.0 6.71 D-5 MH see boring tog ELASTIC SILT 46 54 42 12 ♦ 27.0 8.23 D-7 CH see boring log FAT CLAY 39 67 31 36 * 42.0 12.80 D-13 CH see boring log FAT CLAY 30 60 30 30 X 54.0 16.46 D-17 SP-SM see boring log POORLY GRADED SAND with SILT 84 NP NP NP GRADATION FRACTIONS US Sieve Opening In Inches I US Sieve Numbers Hydrometer Analysis 3" 3/4" #4 #10 #40 #200 100 %Gravel %Sand %Fines Cc Cu 90 0 30.4 56.1 8.1 1.0 41.1 80 m 0.0 2.2 97.6 70 ♦ 0.0 2.6 96.9 c rn * 0.0 0.9 99.1 60 _ m X 0.0 92.9 7.0 1 0.8 2.9 c 50 - - c GRADATION VALUES 40 a 30 D60 D50 D30 D20 D10 20 0 3.75 2.12 0.58 0.25 0.09 m 10 ♦ 0 5 4 3 2 10 8 5 4 3 2 1 8 5 4 3 2 -- 0.1 8 5 4 3 2 0.018 5 4 3 2 0.001 * Grain Size In Millimeter X 0.23 0.19 0.12 0.10 0.08 Gravel Sand Coarse Medium Fine Silt and Clay Job No. DMC-001 Date February 16, 1999 , Hole No. Allyn Sheet 2 of 2 Laboratory Summary Washington State Project _Allyn Curves Vic. Slide Re air � Department of Transportation Depth Depth Sample No. USCS (h) (m) Color Description MC% LL PL PI • 59.0 17.98 D-18 SW-SM see boring log WELL-GRADED SAND with SILT 13 NP NP NP GRADATION FRACTIONS US Sieve Opening In Inches I US Sieve Numbers 3.. 3!4" Hydrometer Analysis 100 #4 #10 #40 #200 %Gravel %Sand %Fines Cc Cu 90 • 0.0 82.9 5.1 1.3 12.3 80 70 t rn 60 T m 50 lL c GRADATION VALUES 40 o- 30 D60 D50 D30 D20 D10 20 • 1.30 0.90 0.43 0.21 0.11 10 0 5 4 3 2 10 E 5 4 3 2 1 ! 5 4 3 2 0.1 ! 5 4 3 Z 0.01 a 5 4 3 2 0.001 Grain Size In Millimeter Gravel Sand �Coars�eMdium Fine Silt and Clay