SP TH 169 MSE Wall N169RW2 Located at the NE quadrant of proposed TH 169 and CSAH 81 Foundation Investigation and Recommendations

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1 Minnesota Department of Transportation Memo Geotechnical Engineering Section Office of Materials (MS 64) Office Tel: (61) Gervais Avenue, Maplewood, MN 9 Office Fax: (61) Date: January 26, 07 To: From: Concur: Subject: N. Rosen, Final Design Project Manager Metro Design, Waters Edge R. Lamb, Foundations Project Engineer Foundations Unit G. Person, Foudations Engineer Foundations Unit SP TH 169 MSE Wall N169RW2 Located at the NE quadrant of proposed TH 169 and CSAH 81 Foundation Investigation and Recommendations Subsurface Investigation Information The foundation soils for the wall consist of an upper -0 ft. layer of medium dense to dense sands with some gravel followed by stiff semicohesive soils (Sandy Loam). These soils are underlain by more medium dense to very dense sands. Water was encountered approximately 2 ft. below the existing ground surface. Please refer to the attached boring logs for a more complete description of the foundation soils. Foundation Analysis Wall Loading: 2 ft. Live Load Surcharge Wall Type: MSE Wall The mechanically stabilized earth wall (MSE wall) is assumed to vary in height from -34 ft. Allowable Bearing capacities for the foundation soils were calculated assuming a footing width equal to 0.7H (wall height), a unit weight of fill of 12 pcf and a safety factor of 2.. Based on our analysis, the foundation soils (compacted granular fill) have adequate bearing capacities to support this MSE wall. No subcut is necessary. Estimated Settlement Wall settlements were estimated based on the overall embankment construction settlements assuming fill heights of -34 ft. Our analysis was based on a Boussinesq stress distribution. This settlement analysis considered both lateral settlement and transverse settlement. Based on our analysis, we estimate that the wall will settle 2- in. with a maximum differential settlement of less than 1 in. per ft, as specified by code. The majority of this settlement should occur during construction and backfilling operations, however, up to 1 in. of settlement within the clayey sand layers is anticipated to take up to one month to dissipate. Foundation Recommendations Wall Station Foundation Type Entire Wall Spread Footing *Proposed Subcut Subcut *Subcut depth measure from top of leveling pad Backfill Material Allowable Soil Bearing Capacity Estimated Settlement n/a n/a 4-12 ksf 2- in. Additional Recommendations: 1. Topsoil and other organic material should be removed from areas where fill is to be placed. 2. The walls should be backfilled according to the attached Diagram MSEW-1 3. The leveling pad should be buried a minimum of 2.0 ft. below the final ground line. 4. The MSE wall should be supported with a spread footing foundation placed on compacted granular embankment fill. Attachments: Borings: T, T26 CPT Soundings: C119, C121, C0, C021, C02, C038, C039 Diagram MSEW-1, Boring Index, Cpt Index, Boring Plan, Boring Profile cc: G. Engstrom, D. Van Deusen, File R.Lamb SP N169RW2.xls Page 1 of 1

2 MSE RETAINING WALL with a Segmental Precast Concrete Panel Facing SEE MN/DOT TECH. MEMO NO MRR-06 FOR DESIGN DETAILS MINNESOTA DEPARTMENT OF TRANSPORTATION NOT TO SCALE MOMENT SLAB, TRAFFIC AND SOUND BARRIER IMPERVIOUS LAYER (GEOMEMBRANE) -0" Facing Panel 4" PERF. PIPE. COMBINED GEOMEMBRANE AND PAVEMENT EDGE DRAIN 1 3 H 2-0" MIN. EMBED. 2:1 (V:H) 2:1 (V:H) SELECT GRANULAR FILL MNDOT SPEC B2 MODIFIED TO % PASSING THE NO. 0 SIEVE COMPACTION EQUAL TO 2.3F1 LEVELING PAD CONTRACTOR S OPTION TO USE DETAIL A OR B EXCAVATION LIMITS SOIL REINFORCEMENT (TYP.) 2:1 (V:H) INSITU SOILS 4" PERF. PIPE. 1 2 BACK DRAINTILE RETAINED BACKFILL PER ROADWAY TYPICAL MINIMUM LIMITS OF WEDGE OF SPECIFIED BACKFILL MATERIAL. ACTUAL EXCAVATION LIMITS BASED UPON OSHA REQUIREMENTS AND INSITU SOILS. INLET INSITU SOILS ANY SUITABLE BACKFILL MATERIAL 2 4" NON-PERF. PIPE DRAINAGE SYSTEM NOTES: ALL PIPE SHALL BE AS PER MnDOT SPEC STORM SEWER DETAIL A L 0.7H (8 FT. MIN.) " THERMOPLASTIC PERFORATED PIPE, SPEC. 324, WRAP WITH TYPE I GEOTEXTILE. ATTACH TO PIPE AS PER MNDOT SPEC. 2. NON-PERFORATED PIPE TO CONNECT TO INPLACE OR PROPOSED DRAINAGE SYSTEM AT 400 MAX. SPACING ALONG LENGTH OF DRAINTILE. CONNECT TO INPLACE OR PROPOSED PAVEMENT EDGE DRAIN AT ENDS OF MSE WALL. 6" LEAN MIX BACKFILL, SPEC. 2 (MIN.) 4-0" 1-6" 4" THERMOPLASTIC PERFORATED PIPE 1 DETAIL B TOP OF CONCRETE (MIX. NO. 1A43) ELEVATION TO MATCH OTHER TYPE(S) OF LEVELING PAD TYPE i GEOTEXTILE FABRIC (OVERLAP ENDS OF FABRIC BENEATH LEAN MIX BACKFILL (MIN.) COARSE FILTER AGGREGATE SPEC H (MIN. WIDTH OF 18") CENTER PANELS ON PAD CONCRETE LEVELING PAD 4-0" CONCRETE PAD (MIN. WIDTH OF 18") CENTER PANELS ON PAD 2-0" (MIN.) NOT TO SCALE CONCRETE PAD WITHOUT DRAIN NOT TO SCALE Structural Backfill, Leveling Pad Details and Drainage System Treatment (MSE Walls with Precast Concrete Facia - Level Backfill) State of Minnesota - Department of Transportation Office of Materials Revised September 0 Diagram No. MSEW-1

3 4 41 CONC. C113 T D 412 C117 T T T18 { SERRW2 T18 70 C C119 C118 C119 C118 C { SWRRW1 { SB169 6 { SERRW C034 C034 C0 C c014 C028 C021 CONC. { S169RW2 C { INB81 C { NB C121 C03 CONC. CONC. P P P T24 0 C124 2 C036 P 2 { N169RW2 PARKING LOT C0 7 { ISB169 { SWRAMP C031 c C032 C038 c038 T2 C12 c039 { INB c02 T33 C033 { SERAMP { BRAID { BRAIDRW { IWB9 { IEB9 T26 T26 { EB9 BIT. 3.6

4 STA EL STA EL STA EL T - # TH 169 NB, , 2.7 Rt Coh SPT slorg slpl SL w/ a few C119 - #663 TH 169 NB, , 76.4 Rt PWP Tip Stress FR C0 - #66480 TH 169 NB, , 39.6 Rt PWP Tip Stress FR 890 C021 - #66481 TH 169 NB, , 38.8 Rt C121 - #6636 TH 169 NB, , 0.9 Lt PWP Tip Stress FR INPLA seams S, dk brn w/ brn, 880 moist 880 PWP Tip Stress FR 8 S to FS, brn, damp to 870 moist S w/ a few thin seams slpl SL, gray-brns & 860 moist S, gray-brn & sat 42 S & G, brn & sat slpl SL w/ a few pebbles, brn & Vmoist mixed S & CrS, brn & sat 4 69 FS, brn & sat S w/ a few seams CrS, brn & sat 6 37 Bottom of Hole Water measured at 27.2 while sampling and/or drilling

5 RETAINING WALL N169RW2 PROFILE TOP OF RAIL TOP OF BARRIER SLAB STA EL STA EL C121 - #6636 FINISHED GROUNDLINE TH 169 NB, , 0.9 Lt (EAST SIDE OF WALL) INPLACE GROUNDLINE c038 - # PWP Tip Stress FR PWP Tip Stress FR

6 E 2 STA EL STA EL STA EL STA EL BELOW FINISHED GROUNDLINE (FOR ESTIMATED WALL AREA) c038 - # c02 - # PWP Tip Stress FR c039 - # PWP Tip Stress FR PWP Tip Stress FR 880 T26 - #67262 TH 169 NB, , 63.6 Rt Coh SPT S, loamy on top; brn & damp CrS, brn & wet S w/ G, gray-brn to brn, 12 wet to sat 14 S, brn & sat CrS & FG, brn & sat mixed pl SL & SCL w/ pebbles, gray & Vmoist 99 S w/ some G, gray-brn & sat LS w/ a little G, brn & 0/. wet 40 0/.3 Bottom of Hole Water measured at 1.0 while sampling and/or drilling

7 Minnesota Department of Transportation Geotechnical Section Boring Log Descriptive Terminology (English Units) USER NOTES, ABBREVIATIONS AND DEFINITIONS - Additional information available in Geotechnical Manual. This boring was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this boring was not taken to gather information relating to the construction of the project, the data noted in the field and recorded may not necessarily be the same as WH... Weight of Hammer WR... Weight of Rod Mud... Drilling Fluids in Sample CS... Continuous Sample very loose loose...- medium dense dense very dense...>0 that which a contractor would desire. While the Consistency - Cohesive Soils BPF Department believes that the information as to the conditions and materials reported is accurate, it does not warrant that the information is necessarily complete. This information has been edited or abridged and may not reveal all the information which might be useful or of interest to the contractor. Consequently, the Department will make available very soft soft firm...-8 stiff very stiff hard very hard...> 60 at its offices, the field logs relating to this boring. Since subsurface conditions outside each borehole are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this boring will necessarily be the same as or similar to those shown on this log. Furthermore, the Department will not be responsible for any interpretations, assumptions, projections or interpolations made by contractors, or other users of this log. Water levels recorded on this log should be used with discretion since the use of drilling fluids in borings may seriously distort the true field conditions. Also, water levels in cohesive soils often take extended periods of time to reach equilibrium and thus reflect their true field level. Water levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during the course of construction. WATER MEASUREMENT AB... After Bailing AC... After Completion AF... After Flushing w/c... with Casing w/m... with Mud WSD... While Sampling/Drilling w/aug... with Hollow Stem Auger MISCELLANEOUS NA... Not Applicable w/... with w/o... with out sat... saturated SOIL/CORE TESTS SPT N ASTM D186 Modified Blows per foot with 140 lb. hammer and a standard energy of 2 ft-lbs. This energy represents 60% of the potential energy of the system and is the average energy provided by a Rope & Cathead system. MC... Moisture Content COH... Cohesion γ... Sample Density LL... Liquid Limit PI... Plasticity Index Φ... Phi Angle REC... Percent Core Recovered RQD... Rock Quality Description (Percent of total core interval consisting of unbroken pieces 4 inches or longer) ACL... Average Core Length (Average length of core that is greater than 4 inches long) Core Breaks... Number of natural core breaks per 2-foot interval. DISCONTINUITY SPACING Fractures Distance Bedding Very Close... <2 inches...very Thin Close inches...thin Mod. Close inches...medium Wide... >36 inches...thick WS PD DRILLING SYMBOLS Vane Shear Test Washed Sample (Collected during plug drilling) Augered Plug Drilled Split Tube Sample (SPT N60 2 in. spilt tube with liners) Thin Wall Sample (3 in. Shelby Tube) % Sand Core Drilled 70 DRILLING OPERATIONS (NV Core Barrel unless otherwise noted) 80 AUG... Augered CS Continuous Soil 90 CD... Core Drilled Sample LS DBD... Disturbed by Drilling A/J 0% S Augered & Jetted DBJ... Disturbed by Jetting Jet Jetted PD... Plug Drilled A/P ST... Split Tube (SPT test) Augered & Plug Drilled TW... Thinwall (Shelby Tube) WS... Wash Sample RELATIVE DENSITY NSR... No Sample Retrieved Compactness - Granular Soils Index Sheet No. 3.0 March 03 G:\geotech\Public\Forms\INDEX.doc BPF 60 0 COLOR blk... Black wht...white grn... Green brn...brown orng... Orange yel...yellow dk... Dark lt...light IOS... Iron Oxide Stained GRAIN SIZE /PLASTICITY VF... Very Fine pl...plastic F... Fine slpl...slightly Cr... Coarse Plastic SOIL/ROCK TERMS C... Clay Lmst...Limestone L... Loam Sst...Sandstone S... Sand Dolo...Dolostone Si... Silt wx...weathered G... Gravel (No. Sieve to 3 inches) Bldr... Boulder (over 3 inches) T... till (unsorted, nonstratified glacial deposits) Mn/DOT Triangular Textural Soil Classification System 40 SC SCL (plastic) SL (slightly plastic) C CL L 0 % % Silt Si SiCL SiL % Clay Si 90 0%

8 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER State Project Location 28R19 TH 169 NB, , 2.7'Rt Hennepin Co. Coordinate: X=4976 Y=21488 Latitude (North)=4 06'22." DEPTH Elev. Lithology US Highway 169 Longitude (West)=93 23'34.07" Classification (ft.) Drill Machine Boring No. 927 Failing 100 4x4 Hammer Mobile Auto Calibrated Drilling Operation SPT N60 REC MC RQD T COH (psf) (pcf) ACL Core (ft) Breaks Soil Rock (Survey) SHEET 1 of 3 Drilling Completed 3/27/06 Other Tests Or Remarks Formation or Member 14 slorg slpl SL w/ a few seams S, dk brn w/ brn, moist S to FS, brn, damp to moist S w/ a few thin seams slpl SL, gray-brns & moist Index Sheet Code 3.0 (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

9 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 2 of 3 State Project R19 US Highway 169 Boring No. T (Survey) DEPTH Elev Lithology Classification Drilling Operation SPT N60 REC MC RQD COH (psf) (ft) (pcf) ACL Core Breaks Soil Rock Other Tests Or Remarks Formation or Member S, gray-brn & sat heave to 33.0' 3 S & G, brn & sat 42 N/A slpl SL w/ a few pebbles, brn & Vmoist mixed S & CrS, brn & sat (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

10 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 3 of 3 State Project R19 US Highway 169 Boring No. T (Survey) DEPTH Elev. 8.8 Lithology Classification Drilling Operation SPT N60 REC MC RQD COH (psf) ACL (ft) (pcf) Core Breaks Soil Rock Other Tests Or Remarks Formation or Member FS, brn & sat S w/ a few seams CrS, brn & sat Bottom of Hole ' Water measured at 27.2' while sampling and/or drilling Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

11 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER State Project Location TH 169 NB, , 63.6'Rt Hennepin Co. Coordinate: X=49792 Y=21780 Latitude (North)=4 06'31.14" DEPTH Elev. Lithology 27R21 US Highway 169 Longitude (West)=93 23'28." Classification (ft.) Drill Machine 927 Failing 100 4x4 Hammer Mobile Auto Calibrated Drilling Operation SPT N 60 REC SHEET 1 of 3 Drilling Completed MC COH Other Tests (psf) (pcf) Or Remarks RQD Boring No. T26 ACL Core (ft) Breaks Soil Rock (from Plan) Formation or Member 4/13/ S, loamy on top; brn & damp CrS, brn & wet 17 1 S w/ G, gray-brn to brn, wet to sat 12 N/A S, brn & sat CrS & FG, brn & sat Index Sheet Code 3.0 (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

12 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 2 of 3 State Project R21 US Highway 169 Boring No. T (from Plan) DEPTH Elev. Lithology Classification Drilling Operation SPT N60 REC MC RQD COH (psf) (pcf) ACL Core (ft) Breaks Soil Rock Other Tests Or Remarks Formation or Member CrS & FG, brn & sat (continued) mixed pl SL & SCL w/ pebbles, gray & Vmoist S w/ some G, gray-brn & sat LS w/ a little G, brn & wet (Continued Next Page) hard 49.0' - boulder Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

13 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 3 of 3 State Project R21 US Highway 169 Boring No. T (from Plan) DEPTH Elev. Lithology Classification Drilling Operation SPT N60 REC MC RQD COH (psf) (ft) (pcf) ACL Core Breaks Soil Rock Other Tests Or Remarks Formation or Member LS w/ a little G, brn & wet (continued) 0/ Bottom of Hole ' Water measured at 1.0' while sampling and/or drilling 40/. 0/.3 9 Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

14 This Cone Penetration Test (CPT) Sounding follows ASTM D 778 and was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this sounding was not taken to gather information relating to the construction of the project, the data noted in the field and recorded may not necessarily be the same as that which a contractor would desire. While the Department believes that the information as to the conditions and materials reported is accurate, it does not warrant that the information is necessarily complete. This information has been edited or abridged and may not reveal all the information which might be useful or of interest to the contractor. Consequently, the Department will make available at its offices, the field logs relating to this sounding. Minnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0) USER NOTES, ABBREVIATIONS AND DEFINITIONS This Index sheet accompanies Cone Penetration Test Ratio of sleeve friction over corrected tip Data. Please refer to the Boring Log Descriptive resistance. Terminology Sheet for information relevant to FR = fs/qt conventional boring logs. Vs Shear Wave Velocity A measure of the speed at which a siesmic wave travels through soil/rock. PORE WATER MEASUREMENTS Pore water measurements reported on CPT Log are representative of water pressures measured at the U2 location, just behind the cone tip, prior to the sleeve, as shown in the figure below. These measurements are considered to be dynamic water pressures due to the local disturbance caused by the cone tip. Dynamic water pressure decay and Static water pressure measurements are reported on a Pore Water Pressure Dissipation Graph. Since subsurface conditions outside each CPT Sounding are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this sounding will necessarily be the same as or similar to those shown on this log. Furthermore, the Department will not be responsible for any interpretations, assumptions, projections or interpolations made by contractors, or other users of this log. U2 Robertson CPTU 1990 Soil Behavior type based on pore pressure Water pressure measurements and subsequent interpreted water levels shown on this log should be used with discretion since they represent dynamic conditions. Dynamic Pore water pressure measurements may deviate substantially from hydrostatic conditions, especially in cohesive soils. In cohesive soils, water pressures often take extended periods of time to reach equilibrium and thus reflect their true field level. Water levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during the course of construction. CPT Terminology CPT...Cone Penetration Test CPTU...Cone Penetration Test with Pore Pressure measurements SCPTU...Cone Penetration Test with Pore Pressure and Seismic measurements Piezocone...Common name for CPTU test (Note: This test is not related to the Dynamic Cone Penetrometer DCP) qt TIP RESISTANCE The resistance at the cone corrected for water pressure. Data is from cone with 60 degree apex angle and a cm 2 end area. fs SLEEVE FRICTION RESISTANCE The resistance along the sleeve of the penetrometer. FR Friction Ratio SBT SOIL BEHAVIOR TYPE Soil Classification methods for the Cone Penetration Test are based on correlation charts developed from observations of CPT data and conventional borings. Please note that these classification charts are meant to provide a guide to Soil Behavior Type and should not be used to infer a soil classification based on grain size distribution. The numbers corresponding to different regions on the charts represent the following soil behavior types: 1. Sensitive, Fine Grained 2. Organic Soils - Peats 3. Clays - Clay to Silty Clay 4. Silt Mixtures - Clayey Silt to Silty Clay. Sand Mixtures - Silty Sand to Sandy Silt 6. Sands - Clean Sand to Silty Sand 7. Gravelly Sand to Sand 8. Very Stiff Sand to Clayey Sand 9. Very Stiff, Fine Grained Note that engineering judgment, and comparison with conventional borings is especially important in the proper interpretation of CPT data in certain geomaterials. The following charts are used to provide a Soil Behavior Type for the CPT Data. Robertson CPT 1990 Soil Behavior type based on friction ratio where... QT... normalized cone resistance BBq... pore pressure ratio Fr... Normalized friction ratio σvo... overburden pressure σ vo... effective over burden pressure u 2... measured pore pressure u0... equilibrium pore pressure G:\GEOTECH\PUBLIC\FORMS\CPTINDEX.DOC January, 02

15 State Project Location MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Ret Wall TH 169 NB, , 39.6'Rt CPT Machine 94 CPT Truck (from Plan) SHEET 1 of 1 Hennepin Co. Coordinate: X=49764 Y=21013 (ft.) CPT Operator D Brady Date Completed Latitude (North)=4 06'23.6" Longitude (West)=93 23'32.84" Hole Type undesignated 11// Interpreted Soil Behavior Type UBC 1990 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Sleeve Friction Tip Resistance Sounding No. C0 Friction Ratio Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 BN0404C Soil Class: Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

16 State Project Location Hennepin Co. Coordinate: X= Y= MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Latitude (North)=4 06'24.42" CONE PENETRATION TEST RESULTS UNIQUE NUMBER Ret Wall 169 C (from Plan) TH 169 NB, , 38.8'Rt Interpreted Soil Behavior Type UBC 1990 FR Longitude (West)=93 23'32.23" Sleeve Friction (ft.) Tip Resistance CPT Machine CPT Operator Hole Type undesignated Sounding No. 94 CPT Truck D Brady Friction Ratio SHEET 1 of 1 Date Completed 11//04 Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 BN0403C Soil Class: Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

17 State Project Location Hennepin Co. Coordinate: X= Y=2169 Latitude (North)=4 06'29.94" MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION,, ft. LT Ret Wall Interpreted Soil Behavior Type UBC 1990 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Longitude (West)=93 23'29.29" Sleeve Friction (ft.) Tip Resistance CPT Machine CPT Operator Hole Type undesignated Sounding No CPT Track lueck c02 Friction Ratio (from Plan) SHEET 1 of 2 Date Completed /18/06 Pore Pressure Index Sheet Code 3.0 (Continued Next Page) A18Y060C.DAT Soil Class: Rock Class: Edit: Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

18 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER State Project Ret Wall 169 Sounding No. c (from Plan) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of Interpreted Soil Behavior Type UBC 1990 FR End of Data Sleeve Friction Tip Resistance Friction Ratio Pore Pressure Bottom of Hole.89 A18Y060C.DAT Soil Class: Rock Class: Edit: Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

19 State Project Location,, ft. LT Hennepin Co. Coordinate: X= Y=2100 Latitude (North)=4 06'28.37" MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER Ret Wall 169 c (from Plan) Interpreted Soil Behavior Type UBC 1990 FR Sleeve Friction Longitude (West)=93 23'29.36" (ft.) Tip Resistance CPT Machine CPT Operator Hole Type undesignated CPT Track lueck Sounding No. Friction Ratio SHEET 1 of 1 Date Completed /18/06 Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 A18Y0603C.DAT Soil Class: Rock Class: Edit: Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

20 State Project Location,, ft. LT CPT Machine CPT Track Hennepin Co. Coordinate: X=49791 Y=2196 Latitude (North)=4 06'29.32" MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Ret Wall Interpreted Soil Behavior Type UBC 1990 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Longitude (West)=93 23'29.07" Sleeve Friction (ft.) Tip Resistance CPT Operator lueck Hole Type undesignated Sounding No. c039 Friction Ratio (from Plan) SHEET 1 of 1 Date Completed /18/06 Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 A18Y0604C.DAT Soil Class: Rock Class: Edit: Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

21 State Project Ret Wall Location TH 169 NB, , 76.4'Rt CPT Machine 94 CPT Truck Latitude (North)=4 06'22.78" Interpreted Soil Behavior Type Sleeve Friction 169 Hennepin Co. Coordinate: X= Y= MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION UBC 1990 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER 663 Longitude (West)=93 23'32.86" (ft.) Tip Resistance CPT Operator Sounding No. C119 D Brady SHEET 1 of 1 Date Completed Hole Type undesignated 11//04 Friction Ratio 88.8 (from Plan) Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 BN040C Soil Class: Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

22 State Project Location TH 169 NB, , 0.9'Lt Hennepin Co. Coordinate: X= Y=21189 Latitude (North)=4 06'2." MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Ret Wall Interpreted Soil Behavior Type UBC 1990 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Longitude (West)=93 23'32.2" Sleeve Friction (ft.) Tip Resistance CPT Machine CPT Operator Hole Type undesignated Sounding No. C CPT Truck D Brady Friction Ratio (from Plan) SHEET 1 of 1 Date Completed 11//04 Pore Pressure End of Data Bottom of Hole Index Sheet Code 3.0 BN0402C Soil Class: Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

23 State Project Location TH 169 NB, , 2.7'Rt CPT Machine 927 Failing 100 4x4 SHEET 1 of 3 Hennepin Co. Coordinate: X=4976 Y=21488 (ft.) CPT Operator J. Hasselquist Date Completed Latitude (North)=4 06'22." Longitude (West)=93 23'34.07" Hole Type BORING 3/27/ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION 28R19 Interpreted Soil Behavior Type UBC 1983 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Sleeve Friction Tip Resistance Sounding No. T Friction Ratio (Survey) Pore Pressure Index Sheet Code 3.0 (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

24 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER State Project R Sounding No. T (Survey) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of 3 Interpreted Soil Behavior Type UBC 1983 FR Sleeve Friction Tip Resistance Friction Ratio Pore Pressure (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

25 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER State Project R Sounding No. T (Survey) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 3 of 3 Interpreted Soil Behavior Type UBC 1983 FR Sleeve Friction Tip Resistance Friction Ratio Pore Pressure Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

26 State Project R Location TH 169 NB, , 63.6'Rt CPT Machine 927 Failing 100 4x MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Hennepin Co. Coordinate: X=49792 Y=21780 Latitude (North)=4 06'31.14" Interpreted Soil Behavior Type UBC 1983 FR CONE PENETRATION TEST RESULTS UNIQUE NUMBER Longitude (West)=93 23'28." Sleeve Friction (ft.) Tip Resistance CPT Operator Hole Type BORING Sounding No. T26 J. Hasselquist Friction Ratio (from Plan) SHEET 1 of 3 Date Completed 4/13/0 Pore Pressure Index Sheet Code 3.0 (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

27 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER State Project R Sounding No. T (from Plan) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of Interpreted Soil Behavior Type UBC 1983 FR Sleeve Friction Tip Resistance Friction Ratio Pore Pressure (Continued Next Page) Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ

28 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER State Project R Sounding No. T (from Plan) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 3 of Interpreted Soil Behavior Type UBC 1983 FR Sleeve Friction Tip Resistance Friction Ratio Pore Pressure Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07 G:\GINT\PROJECTS-ACTIVE\270-7.GPJ