SP , Overhead Sign (Metro District) TH94 SB at Stat: Foundations Investigation and Recommendations

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Minnesota Department of Transportation MEMO Office of Materials and Road Research Mailstop 645 1400 Gervais Avenue Maplewood, MN 559 Date: September 7 th, To: From: Concur: Subject: Josie Tayse,

Foundation Engineer Office of Materials and Road Research Rich Lamb, Foundations Design Build Engineer Office of Materials and Road Research SP 2781-432, Overhead Sign (Metro District) TH94 SB at

The overhead sign will be placed along TH 94 EB entrance ramp from TH694 EB (50 ft. east of the existing overhead Sign-OH 94-4). 2.

1 Minnesota Department of Transportation MEMO Office of Materials and Road Research Mailstop Gervais Avenue Maplewood, MN 559 Date: September 7 th, To: From: Concur: Subject: Josie Tayse, Project Manager Metro Traffic Hossana Teklyes, Asist. Foundation Engineer Office of Materials and Road Research Rich Lamb, Foundations Design Build Engineer Office of Materials and Road Research SP , Overhead Sign (Metro District) TH94 SB at Stat: Foundations Investigation and Recommendations 1.0 Project Description This report provides a Foundations Investigation and Recommendations for one overhead sign. The overhead sign will be placed along TH 94 EB entrance ramp from TH694 EB (50 ft. east of the existing overhead Sign-OH 94-4). 2.0 Field Investigation and Foundation Conditions Two Standard Penetration Tests (SPT) were advanced in August of by MnDOT close to the location of overhead sign posts. Copies of the SPT borings are included with this report. The foundation soils at the proposed overhead sign posts locations can generally be categorized as medium dense Sandy Clay Loam soil. Water was encountered 4 ft. below existing ground (approximate ground elevation ranging from ft.). Please refer to the attached boring logs for a more complete description of the foundation soils. Fig 1: Existing Simple Span Overhead Sign 3.0 Foundation Analysis The overhead sign locations were determined from plans provided by Metro District. The sign location is shown on the attached boring plan. As part of the overhead sign standard drawings (developed in the An Equal Opportunity Employer

SP 2781-432, Overhead Sign Foundation Investigation & Recommendations September 7 th, 70 s), standard foundations were developed to support the signs.

2 SP , Overhead Sign Foundation Investigation & Recommendations September 7 th, 70 s), standard foundations were developed to support the signs. These standard foundations consist of two spread footing and two drilled shaft designs to be used on different sign pole sizes (see Drawing ST-s, Standard Overhead Sign Supports Interim Design B). Drilled shafts: 3 & 4 ft. diameter ( 23 & 29 ft. deep respectively) Spread Footings: 12.5 ft. x ft. & 9 ft. x 14 ft. In addition, the standard foundation notes state the following requirements: All spread footings have an allowable design bearing pressure of 1 ¼ tons per square foot The drilled shafts have an allowable design lateral bearing pressure of 250 lbs. per square foot per foot of depth Based on the soils at the proposed sign locations, the overhead signs can be supported on Spread Footing or Drilled shaft. Table 1: Recommended Foundation Types Name of Overhead Sign Overhead Sign Location SPT Taken Recommended Foundation Comments OH I STA (TH94 EB) T0 & T1 Spread Footing Or Drilled Shaft Based on constructability, spread footing or drilled shaft can be used 4.0 Foundation Recommendations Based on the existing conditions along with an analysis of the project soils, we recommend the An Equal Opportunity Employee Page 2 of 3

3 SP , Overhead Sign Foundation Investigation & Recommendations September 7 th, following: 1. Topsoil and other organic material be removed from areas where new fill is to be placed. 2. The overhead sign bases be supported based on recommendations presented in Table 1. The standard design foundation is shown in drawing STC-3. A copy of Drawing STC-3 is included with this report. Attachments: Drawing ST-3 Boring Plan SPT Index Sheet SPT Logs T0 & T1 Unique Number (876 & 877) cc: B. Skow R. Rauchle File An Equal Opportunity Employee Page 3 of 3

4 ST-DRAWINGS[1].dgn 3/14/06 :35:46 AM

5 ssp (OH I ) feet meters 0 800

Minnesota Department of Transportation Geotechnical Section Boring Log Descriptive Terminology (English Units) USER NOTES, ABBREVIATIONS AND DEFINITIONS - Additional information available in

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.

6 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...5- medium dense dense very dense...>50 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 stiff...9- 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 D86 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 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%

7 State Project Bridge No. or Job Desc SIGN BASE Interstate Highway TH 94 T Location DEPTH MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Hennepin Coord:X= Y=1263 Latitude (North)=45 04'07.69" No Station-Offset Information Available Depth Elev. LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION Lithology UNIQUE NUMBER 876 U.S. Customary Units Trunk Highway/Location (ft.) Longitude (West)=93 '46." Classification Boring No. Ground Elevation (Surveyed) Drill Machine 24 CME 750X SHEET 1 of 1 Drilling Hammer CME Automatic Calibrated Completed 8/23/ Drilling Operation SPT N60 REC MC (%) RQD COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Other Tests Or Remarks Formation or Member Sandy Clay Loam with a few pebbles and a coarse Sand seam at 4.5'; dark-gray, moist coarse Sand and Gravel, gray, saturated N/A NSR Sandy Clay with pebbles; gray, moist plastic Sandy Loam; gray-brown, wet Sand, brown, saturated Loamy Fine Sand, reddish-brown, wet Bottom of Hole -40.5' Water measured at 4.0' with auger Index Sheet Code 3.0 Soil Class:JAH Rock Class: Edit: Date: 9/6/ G:\GINT\PROJECTS-ACTIVE\ GPJ

8 State Project Bridge No. or Job Desc SIGN BASE Interstate Highway TH 94 T Location DEPTH MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION Hennepin Coord:X= Y=74 Latitude (North)=45 04'08.79" No Station-Offset Information Available Depth Elev. LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION Lithology UNIQUE NUMBER 877 U.S. Customary Units Trunk Highway/Location (ft.) Longitude (West)=93 '46.78" Classification Boring No. Ground Elevation (Surveyed) Drill Machine 24 CME 750X SHEET 1 of 1 Drilling Hammer CME Automatic Calibrated Completed 8/22/ Drilling Operation SPT N60 REC MC (%) RQD COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Other Tests Or Remarks Formation or Member Sand, browns, very moist to saturated Sandy Clay Loam with pebbles, gray, moist plastic Sandy Loam; gray, moist Sandy Clay with pebbles, gray, moist Sandy Clay Loam with pebbles, gray, moist Loamy Fine Sand, gray-brown, wet Bottom of Hole -42.5' Water measured at 4.0' with auger Index Sheet Code 3.0 Soil Class:JAH Rock Class: Edit: Date: 9/6/ G:\GINT\PROJECTS-ACTIVE\ GPJ

Minnesota Department of Transportation MEMO Office of Materials Mailstop Gervais Avenue Maplewood, MN 55109

Minnesota Department of Transportation MEMO Office of Materials Mailstop 645 1400 Gervais Avenue Maplewood, MN 55109 Date: September 30, 2008 To: Robert Evbyekha, Final Design Waters Edge From: Jeff Narr,