kansas department of transportation

KANSAS DEPARTMENT OF TRANSPORTATION TO:

Jim L. Kowach, P.E. Chief, Bureau of Design

ATTN:

Kenneth F. Hurst, P.E. Engineering Manager, State Bridge Office

FROM:

Mr. Richard Ryan, P.G. Regional Geologist, Chanute

DATE:

June 25, 2009

SUBJECT:

Bridge Foundation Geology Report

RE:

Project No. 75-70 KA-1201-02 Bridge No. 75-70-15.34(xxx) Pedestrian Bridge Abandoned MOPAC RR Bridge (035) 0.28 miles North of US-75/K268 Junction Osage County

Three copies of the above report are attached to this memorandum. The, “Engineering Geology Bridge Sheet,” design file (12011534.dgn) will be placed on the Projectwise server at the following location: pw:\\dt00mh56:KDOT_PW\Documents\Working\KA120102\Geology\dgn\. If questions arise over the contents of this report, please contact the Chanute Regional Geology Office at (620)431-1000. REK:AJG:RWH:RFR: Attachment c: Bureau of Construction and Maintenance District IV Regional Geology Offices Project File

BUREAU of MATERIALS and RESEARCH Geotechnical Unit Geology Section Bridge Foundation Geology Report 75-70 KA-1201-02 Pedestrian Bridge over US-75 Abandoned MOPAC RR Bridge (035) 0.28 miles North of US-75/K268 Junction Osage County

Robert W. Henthorne, P.G. CHIEF GEOLOGIST By Denny J. Martin, P.G. Kyle Halverson, Geology Trainee Richard F. Ryan, P.G., Regional Geologist

June, 2009

Project No. 75-70 KA-1201-02 Abandoned MOPAC RR Bridge (035) 0.28 mile North of US-75/K-268

Osage County

INTRODUCTION A pedestrian bridge is proposed to replace the abandoned MOPAC Railroad Bridge located north of Lyndon, Kansas. The proposed structure will span US-75, approximately 0.28 miles north of the US-75/K-268 Junction. The structure will have a total length of 188.25 feet and will support a 12-foot wide pedestrian walking trail. GEOLOGIC FOUNDATION MATERIAL MANTLE The Soil Mantle, consists of railroad ballast or coarse gravel on top of dark gray clay fill and soft, light gray-brown, moist sandy, silty clay. The bottom 3.0 - 4.0 feet of mantle is typically sand or sandy clay. This sand is a fine-grained material. The soil under the railroad bed was softer than expected and may be caused by the amount of groundwater that percolates down through the railroad ballast. There is approximately 15.0 feet (Abutment 1) to 16.5 feet (Abutment 2) of mantle at the proposed bridge abutments.

BEDROCK Bedrock in the area of the proposed improvement is the Upper Pennsylvanian, Calhoun Formation and the upper members of the Deer Creek Limestone Formation. Upper Pennsylvanian Series Virgilian Stage Shawnee Group Calhoun Formation The Calhoun Formation is comprised of soft to stiff, brownish gray to dark gray sandy shale that weathers to grayish brown to brown color. Weathering of this shale can be as much as six feet in depth. The weathered material has low unconfined compression strengths of 2 tsf or lower. Firmer un-weathered gray shale found underneath is only slightly stronger with strengths as high as 5.2 tsf. At the bridge site the Calhoun Formation is only 10 feet thick but it is known to be over 42 feet thick in the area. Underlying the Calhoun Formation is the Ervine Creek Limestone Member of the Deer Creek Formation. Deer Creek Limestone Formation Ervine Creek Limestone Member The Ervine Creek Limestone Member of the Deer Creek Formation occurs as light gray to gray, hard to very hard limestone. But the upper foot of this member is found to be soft and shaley. Total thickness of the Ervine Creek Limestone Member at the bridge site is 5.5 feet. The Ervine Creek Limestone Member will be the foundation for all footing elements for this proposed bridge.

Larsh & Burroak Shale Members An intervening limestone bed between two shales is missing in Kansas and therefore The Larsh & Burroak Shale Members, which are indistinguishable, are combined as one unit. The Larsh & Burroak Shale Members consist of medium gray to dark gray clayey shale. This shale unit will not be excavated on the proposed bridge project. ROCK MASS RATING The Rock Mass Rating (RMR) is used for classifying rock mass quality. The five classic properties or conditions which are used to formulate the RMR are the following: (1) compressive strength of intact rock, (2) RQD values, (3) joint spacing, (4) condition of the joints, and (5) Groundwater conditions. The sum of these value ratings minus the joint orientation rating produces the RMR for the specified rock or rock mass. For the proposed structure at this location an additional adjustment has been added to account for lateral variability of rock layers. The tables below show the RMR ratings for each geologic unit observed at these proposed bridge locations. Calhoun Shale Formation

Parameter

Measured Values

Relative Rating

Uniaxial Compressive Strength Drill Core Quality RQD Spacing of Joints

4.24 ksf 72% 3’ to 10’ Slightly rough, Separation < 0.05”, Soft Joint Wall Rock Moist only (Interstitial Water)

0 13 25

Very Favorable

0

60 to 41 ---------

57 III Fair Rock

Condition of Joints General Groundwater Conditions Minus Joint Orientation Adjustment

RMR Relative Rating Class No. Description

12 7

Ervine Creek Limestone Member of the Deer Creek Formation

Parameter

Measured Values

Relative Rating


187 ksf 92% 3’ to 10’ Slightly rough, Separation < 0.05”, Hard Joint Wall Rock Moist only

1 20 25

Condition of Joints General Groundwater Conditions

20 7

(Interstitial Water) Minus Joint Orientation Adjustment

Very Favorable

0


80 to 61 ---------

73 II Good Rock

Larsh & Burroak Members of the Deer Creek Formation

Parameter

Measured Values

Relative Rating


9.4 ksf 98% 3’ to 10’ Slightly rough, Separation < 0.05”, Soft Joint Wall Rock Moist only (Interstitial Water)

1 20 25

Very Favorable

0

80 to 61 ---------

64 II Good Rock

Condition of Joints General Groundwater Conditions Minus Joint Orientation Adjustment


12 7

FOUNDATION RECOMMENDATIONS PILE FOOTING OPTION Abutments We recommend the use of steel H-pile with reinforced tips for the foundation elements of the abutments for the proposed pedestrian bridge. The drill logs indicate that H-pile will penetrate through the emplaced fill, soil mantle, weathered shale of the Calhoun Formation, and achieve bearing upon the Ervine Creek Limestone Member of the Deer Creek Formation. At Abutment 1 of the proposed bridge steel H-pile will penetrate approximately one foot of the upper part of the Ervine Creek Limestone Member. At Abutment 2, of the proposed Pedestrian Bridge, the Calhoun Shale Formation becomes firmer with depth. Capacity may be achieved very quickly on the hard limestone. Extreme care should be taken during the driving to avoid damaging the H-pile. Estimated pile lengths for the abutments of the bridge is 23.0 feet for both 10x42, and 12x53 H-pile.

Pile footings should be designed for a nominal geotechnical resistance of 310 kips with a phi factor of 0.65 for HP 10×42 piles (388 kips with a phi factor of 0.65 for HP 12×53 piles) which are controlled by the driving conditions. A factored resistance of 202 kips (HP 10×42) or 252 kips (HP 12×53) is valid for the elevation shown in the table below. The baseline Phi factor for redundant pile foundations bearing into rock is 0.45; however, the large Qu values at the pile tip and the high level of confidence in the foundation material based on two core holes, one at each abutment, warrant the raising of the phi factor to 0.65. The reinforced tips should be added to protect the pile while driving through gravel and cobble zones present within the Mantle. Br. No. 75-70-15.34 (xxx)

Phi Nominal Resistance Factor (Rn) & Factored Resistance (Rr) HP 10×42 (HP 12×53)

Location

Station

Pile Tip Elevation HP 10×42

Pile Tip Elevation HP 12×53

Top of Bedrock

Abutment 1

19+06.54

1088.4

1088.0

1097.5

Rn = 310 (388) kips; Rr = 202 (252)kips

0.65

Abutment 2

20+94.79

1088.6

1088.0

1099.1

Rn = 310 (388) kips; Rr = 202 (252) kips

0.65

The following note shall be placed on the construction plans: “Piling Note: ‘Once sufficient bearing or penetration into the Calhoun Formation or Ervine Creek Limestone Member of the Deer Creek Formation is achieved, driving should cease to avoid damage to the pile. Final pile tip elevations should be determined in the field based on observed blow counts and bearing formula calculations.’” SPREAD FOOTING OPTION Abutments Spread footings are an option for the abutments of the proposed structure. At this proposed location the spread footings should be founded in the Ervine Creek Limestone Member of the Deer Creek Formation. The Ervine Creek Limestone Member is typically dark gray, firm, thin bedded limestone with several thin shale seams. Excavation should penetrate one foot into the Ervine Creek Limestone Member in order to maximize footing material strength. The top 1.0 is very shaley and not as favorable as a foundation material when compared to the lower portion of the member. This limestone (not including upper 1.0 feet) has a RMR of 80 to 61 which places it in the good rock category with Qu values ranging from 32 to 148 tons per square foot (tsf). We recommend a nominal resistance of 50 Kips/sq ft with a phi factor of 0.45. The factored resistance of 22.5 Kips/sq ft is valid for the spread footing elevation listed in the table below.

Br. No.75-70-15.34 (xxx)

Location

Station

Abutment 1 Abutment 2

19+06.54 20+94.79

Top of Bedrock (feet) 1097.5 1099.1

Footing Elevatio n (feet) 1088.4 1088.6

Nominal Resistance (Rn) (kips/sq ft) 50 50

Factored Phi Resistance (Rr) Factor (kips/sq ft) 22.5 0.45 22.5 0.45

The following notes shall be placed in the construction plans if spread footings are to be utilized. “Spread Footing Notes: “Foundation verification is necessary for this footing. A 5.0 feet deep hole will need to be drilled in the bearing material in the presence of the field engineer to verify the quality and soundness of the bearing material. For footings smaller than 64 sq. ft., drill one hole in the center of the footing, and for footings larger than 64 sq. ft. a hole should be drilled at each corner of the footing.” Spread Footing Notes Cont. All excavation below the top of footing within 3.0 feet of the edge of the footing will be done by hand equipment only, no machine rock excavation is allowed below the top of the footing. Cut the rock to neat lines shown on the plans. Do not use side forms but cast the concrete against the rock. Allow no loose material within the excavation when the footing is considered ready to pour. If the material at the bottom of the footing does not match the material shown on the geology sheet, do not proceed until the Regional Geologist reviews the site.” “If a fissure or joint is found in the position of the footing material, the fissure will need to be cleaned out to suitable material and filled according to specifications under the approval of the field engineer.” “Material in the sides of the footing will be shale; do not allow water to pond in the footing excavation pit. Many Kansas shale members weather quickly in the presence of water. The “Calhoun Shale Formation” will degrade rapidly in the presence of water. Once the excavation through the shale is complete, place the reinforcing steel and concrete in the excavation in less than 24 hours to minimize the exposure time of the shale. If the water cannot be cut off, then seal coarse of Grade 25 concrete may be used to encase the bottom of the footing. Consult the State Bridge Office before attempting a seal coarse. If water is persistent, then tremie the concrete for the seal coarse. Do not allow the concrete to be placed on or through water where mixing or washing of the concrete can occur. Do not allow concrete to be placed if water is moving through the footing”.

LATERAL LOADED PILE Design parameters for laterally-loaded pile are as follows, based on a 3.5-ft. shaft: Mantle:

Medium Clay Effective wgt. = 67.705 pcf C1 = 1.950 ksf EE50 = 0.010 GAM1 = 0.068 kcf K = 864.000 kcf

Shale:

Calhoun Formation Acts as a Medium Clay Effective wgt. = 72.164 pcf C1 = 2.120 ksf EE50 = 0.005 GAM1 = 0.072 kcf K = 1728.000 kcf

Limestone:

Ervine Creek Limestone Member Qu = 93.5 tsf, Dry wgt. = 149.3 pcf, Moisture = 5.2% NPPY = 3, GAM1 = 0.157 kcf YP (I,J) PP (I,J) k/ft 0.0000 0.000 0.0014 261.800 k/ft 0.0084 327.250 k/ft

Shale:

Larsh & Burroak Shale Members q = 9.4, Su = 4.7 NPPY = 3, GAM1 = 0.137 kcf YP (I,J) PP (I,J) k/ft 0.0000 0.000 0.0245 9.212 k/ft 0.0712 16.450 k/ft

SEISMIC SITE CLASSIFICATION The soil and rock profile at this site is typically represented by silty clay with sand at the mantle/bedrock contact. This unconsolidated material has a seismic velocity of 2,500 ft/s or greater with a very low risk of liquefaction. All foundation elements supporting the proposed structure are to be founded into the firm limestone of the Ervine Creek Limestone Member which has a seismic velocity greater than 5,000 ft/s. An overall seismic site classification for this site is Class B or higher. HYDROLOGY Groundwater at this proposed bridge location was measured at an elevation of 1099.3, which is just above the mantle/bedrock contact. Any excavation below this level will require dewatering equipment. Depending on the time and type of year that the construction occurs, the groundwater could fluctuate from the above mentioned level. INVESTIGATIVE PROCEEDURES Our field investigation at this proposed site consisted of two core drill soundings and two power auger soundings. Select samples of the cores were submitted for unconfined compression testing, and results of these tests and the logs of the soundings are included with this report. ACKNOWLEDGEMENTS We would like to give a special thanks to Jim Burns (ET Specialist) and Sean Hudson (ET) for the diligent work in collecting the field data for this proposed project.

KANSAS DEPARTMENT OF TRANSPORTATION RTE./CO.

75-70

SOUNDING NO. PROJ. NO.

BRIDGE NO.

75-70-15.34(XXX)

Pedestrian Bridge over US-75

HOLE STA. 261+14.3, 87.0' Lt of CL

GEOLOGIST

R. Ryan

SCALE 1 inch = 8.3 feet

DATE

DRILLER

J. Burns

RIG TYPE

TOP HOLE ELEV.

1113.95

M/B ELEV.

1097.45

CLASSIFICATION OF MATERIALS DESCRIPTION AND REMARKS

1114.0

CLAYEY GRAVEL, angular, loose, Roadbed & clay

1109.0

GRAVELLY CLAY

1104.5

SILTY CLAY, dark grayish brown to brown, soft, sand 1.8

232000

1102.15

2.1

262000

1097.45

1.2

386000

1095.65

0.8

215000

1093.85

1.1

155000

1090.15

32.4 7920000

1088.45

148 6.98E+07

1084.05

1.6

87700

1082.65

2.5

173000

1077.65

ELEVATION

37.7

N60 COUNT (SPT)

TOTAL DEPTH

ELASTIC MODULUS (PSF)

N/A

CME 55

May 11, 2009

UNCONFINED COMPRESSION (TSF)

ELEVATION

DEPTH

STRATIGRAPHIC COLUMN

GEOLOGIC NAME

K-1201-02

1110

5.0

Mantle

Bit Type 8" Hollowstem Augers

SHEET 1 of 2

SITE NAME

GW ELEV.

1105

9.5

1100

Calhoun Fm.

1 16.5

1097.5

CLAYEY SHALE, grayish brown, soft

1095

2 1090

Larsh & Burroak Ervine Creek SH Mbrs. LS Mbr.

"NQ" Diamond

BOREHOLE REPORT - KANSAS DOT.GDT - 6/2/09 13:04 - C:\DENNY\SURFACE\75-70 KA-1201-02\7570KA120102.GPJ

CD-1

3

24.6

28.0 28.4 4 30.1

1085

1089.4

LIMESTONE, dark gray, firm, broken

1086.0 1085.6 1083.9

CLAYEY SHALE, dark gray, soft LIMESTONE, dark gray, with brachiopods CLAYEY SHALE, dark gray

1080

5 37.7

1076.25

T.D. = 37.7

KANSAS DEPARTMENT OF TRANSPORTATION SOUNDING NO. PROJ. NO.

K-1201-02

BRIDGE NO.

Depth 16.5 18.3 23.3 28.0 32.8 37.7

Elev. 1097.45 1095.65 1090.65 1085.95 1081.15 1076.25

Cut 1.8 5.0 4.7 4.8 4.9 16.1

75-70-15.34(XXX)

Rec 1.6 5.2 4.7 5.1 5.1 21.7

Rec % 89 104 100 106 104 100

RQD 100% 100% 74% 100% 100% XXXXX

ELEVATION

N60 COUNT (SPT)

HOLE STA. 261+14.3, 87.0' Lt of CL


Core 1 2 3 4 5 Total


SHEET 2 of 2


ELEVATION

DEPTH


GEOLOGIC NAME

Bit Type

SITE NAME

CD-1


75-70


RTE./CO.

Core Description Log, pg. 1 5-11-09

Project No. 75-70 KA-1201-02 Bridge No. 75-70- xxx

Driller: Jim Burns ET: Sean Hudson P.G. Richard Ryan

Bridge Station 261+14.27 Pedestrian Bridge Osage County

CD No. 1, Station 261+14.3, 87.0 feet Left of CL Project, Top Hole Elevation = 1114.0 Drill CME-55 Hollow Stem Augers:

1114.0

0.0 - 5.0

Gravel, coarse, (volcanic ash-flow tuff, railroad ballast) and Clay Clay with gravel, dark-brown Clay, dark gray-brown Shelby #1, Clay, brown, sandy, soft, Push 1.8 - Rec 1.0 Clay, brown, sandy, soft Shelby #2, Clay, gray-brown, sandy soft, Push 1.5, Rec 1.0 Top of Shale, firm

1109.0 1104.5 1104.0 1102.2 1099.0

5.0 - 9.5 9.5 – 10.0 10.0 - 11.8 11.8 – 15.0 15.0 – 16.5

1097.5

16.5-TD

Core No. 1 16.5-18.3 ft. Cut 1.8 ft. Rec. 1.6 ft.

1097.5 1095.7

16.5 – 18.3 18.3-TD.

Shale, gray-brown, soft, clayey, SIS RQD = 100%

Core No.2 18.3 - 23.3 ft. Cut 5.0 ft. Rec. 5.2 ft.

1095.7 1090.7

18.3 – 23.3 23.3 – TD.

Shale, gray-brown, soft, clayey SIS, RQD = 96%

Core No. 3 23.3 – 28.0 Cut 4.7 ft. Rec. 4.7 ft.

1090.7 1089.4 1086.0

23.3 - 24.6 24.6 – 28.0 28.0 – TD.

Shale, gray-Brown, clayey, soft Limestone, dark gray, firm, broken SIS RQD = 47%

Core No. 4 28.0 – 32.8 Cut 4.8 ft. Rec 5.1 ft.

1086.0 1085.6 1083.9 1081.2

28.0 – 28.4 28.4 – 30.1 30.1 – 32.8 32.8 – TD.

Shale, dark gray, clayey, soft Limestone, dark gray, with brachiopods Shale, dark gray, clayey SIS RQD = 98%

Diamond Bit NQ

Core Description Log Con’d., pg. 2 CD #1 Core No. 5 32.8 – 37.7 Cut 4.9 ft. Rec. 5.1 ft. TD. = 37.7

1081.2 1076.3

Project No. 75-70 KA-1201-02 Pedestrian Bridge 32.8 – 37.7 37.7 – TD.

Shale, dark gray, clayey SIS RQD = 100%

Core Description Log Con’d., pg. 3

Project No. 75-70 KA-1201-02 Pedestrian Bridge

Core

Depth

Elevation

Cut

Recovery

%

RQD

1 2 3 4 5 Total

16.5 18.3 23.3 28.0 32.8 37.7

1097.5 1095.7 1090.7 1086.0 1081.2 1076.3

1.8 5.0 4.7 4.8 4.9 21.2

1.6 5.2 4.7 5.1 5.1 21.7

89 1.04 100 106 104 102

100% 96% 47% 98% 100% -

Level Run 5-11-09

Project No. 75-70 KA-1201-02 Bridge No. 75-70-xxxx

Driller: Jim Burns ET: Sean Hudson P.G. Richard Ryan

BM CD#1 CD#2 PA#1

Level Run HI + 3.98 1118.3


BM#12-B NEcorner, Elevation 1114.32 4.35 4.12 4.28

1113.95 1114.18 1114.02

Kansas Department of Transportation Report of sample of Geology Cores Laboratory No. 09-1115 Date Reported: 5/15/2009 Date Received: 5/12/2009 Specification No. Source of Material Sampled from Submitted by: Identification marks: Project or POV Description of site: Type of Construction

Quantity: 5 County: Osage

ASTM D 2938 75-70 KA-1201-02 75-70 KA-1201-02 Dick Ryan Tags on samples 75-70 KA-1201-02 Pedestrian Bridge

TEST RESULTS Sample No.

Station

S-1 S-2 S-3 S-4 S-5

261+14.3 261+14.3 261+14.3 261+14.3 261+14.3

T.H.E.=

1114.18

cc: R. Kreider L. Metheny R. Henthorne D. Ryan Soil Section File 18-3

Offset (FT) 100' Rt 100' Rt 100' Rt 100' Rt 100' Rt

Depth (FT) 18.4-18.9 21.7-22.2 24.6-25.1 29.1-29.6 32.7-33.1

Description Dk. Gray-Calhoun SH FM Dk. Gray-Calhoun SH FM Dk. Gray-Ervine Crk LS MBR Dk. Gray-Ervine Crk LS MBR Dk. Gray-SH-Larsh-Burr oak

Unconfined. Elastic Compression Modulus Qu (psf) E (psf) 4200 334000 10900 324000 123000 11600000 263000 35700000 20000 694000

Dry Density γd (pcf) 118.0 116.7 147.7 153.1 128.9

Reported by: Title: Luke Metheny, P.E., Soils Engineer

Moisture Percent w% 16.8 16.6 5.8 3.9 11.6

KANSAS DEPARTMENT OF TRANSPORTATION RTE./CO.

SOUNDING NO.

75-70

PROJ. NO.

BRIDGE NO.

75-70-15.34(XXX)

HOLE STA. 261+14.3, 100.0' Rt of CL

GEOLOGIST

D. Martin

SCALE 1 inch = 8.3 feet

DATE

DRILLER

S. Hudson

RIG TYPE

TOP HOLE ELEV.

1114.18

M/B ELEV.

1099.18

CLAYEY GRAVEL, dark gray

1110.2

GRAVELLY CLAY, dark gray, dry, soft, sandy

1107.2

SILTY CLAY, brown to light grayish brown, dry, soft, tertiary major constituent = sandy

1103.2

CLAYEY SAND

1099.2

CLAYEY SHALE, highly weathered, grayish brown to gray, soft to firmer, dry, weathered to appoximately 22.3', 70 degree fracture filled with sand @ 17.0' to 18.3' 2.1

334000

1094.28

5.4

324000

1091.98

ELEVATION


N60 COUNT (SPT)

33.1


TOTAL DEPTH

May 12, 2009


N/A

CME 55

1114.2

1105

11.0

K-1201-02


ELEVATION

DEPTH


GEOLOGIC NAME Mantle

Bit Type 8" Hollowstem Augers

7.0

1100

Larsh & Ervine Creek Burroak LS Mbr. SH Mbrs.

Calhoun Fm.

15.0

"NQ" Diamond


1110

SHEET 1 of 2

SITE NAME

GW ELEV.

4.0

CD-2

1 1095

2

3

24.4

1090

1089.8

LIMESTONE, dark gray to gray, firm, shaley at top

29.6

1084.6

SHALE, dark gray, calcite filled fracture @ 35-40 degrees

33.1

1081.08

T.D. = 33.1

1085

4

61.5 1.16E+07

1089.08

132 3.57E+07

1084.58

10

1081.08

694000

KANSAS DEPARTMENT OF TRANSPORTATION SOUNDING NO. PROJ. NO.

K-1201-02

BRIDGE NO.

Depth 17.0 18.3 23.3 28.2 33.1

Elev. 1097.18 1095.88 1090.88 1085.98 1081.08

Cut 1.3 5.0 4.9 4.9 16.1

75-70-15.34(XXX)

Rec 1.3 5.0 4.9 4.9 16.1

Rec % 100 100 100 100 100

RQD 0% 98% 94% 96% XXXXX

ELEVATION

N60 COUNT (SPT)

HOLE STA. 261+14.3, 100.0' Rt of CL


Core 1 2 3 4 Total


SHEET 2 of 2


ELEVATION

DEPTH


GEOLOGIC NAME

Bit Type

SITE NAME

CD-2


75-70


RTE./CO.

Core Description Log, pg. 1 5-12-09

Project No. 75-70 KA-1201-02 Bridge No. 75-70- xxx

Driller: Sean Hudson ET SR: Jim Burns P.G. Denny Martin


CD No. 2, Station 261+14.3, 100.0 feet Right of CL Project, Top Hole Elevation = 1114.18 Drill CME-55 Hollow Stem Augers:

1114.2

0.0 - 4.0

Gravel, coarse, (volcanic ash-flow tuff, railroad ballast) and Clay Clay with gravel, dark-gray, sandy Clay, light gray-brown Sand, with clay binder Shale, soft, weathered SIS

1110.2 1107.2 1103.2 1099.2 1097.2

4.0 – 7.0 7.0 – 11.0 11.0 – 15.0 15.0 – 17.0 17.0 – TD.

Core No. 1

1097.2

17.0 – 18.3

17.0-18.3 ft. Cut 1.3 ft. Rec. 1.2 ft.

1095.9

18.3-TD.

Core No.2 18.3 - 23.3 ft. Cut 5.0 ft. Rec. 5.1 ft.

1095.9 1092.9 1090.9

18.3 – 21.3 21.3 – 23.3 23.3 – TD.

Shale, gray-brown, soft, weathered, clayey Shale, gray-brown to gray, firmer SIS RQD = 94%

Core No. 3 23.3 – 28.2 Cut 4.9 ft. Rec. 4.9 ft.

1090.9 1089.8 1086.0

23.3 - 24.4 24.4 – 28.2 28.2 – TD.

Shale, gray, clayey, firmer Limestone, dark gray, firm, shaley at top SIS RQD = 88%

Core No. 4 28.2 – 33.1 Cut 4.9 ft. Rec 5.0 ft.

1086.0 1084.6 1081.1

28.2 – 29.6 29.6 – 33.1 33.1 – TD.

Limestone, gray, firm Shale, dark gray SIS, calcite filled fracture @ 35-40° RQD = 88%

Diamond Bit NQ

TD 33.1

Shale, gray-brown, soft, clayey, 70° fracture filled with sand SIS RQD = 0%

Core No. 2 Description Log Con’d., pg. 2

Project No. 75-70 KA-1201-02 Pedestrian Bridge

Core

Depth

Elevation

Cut

Recovery

%

RQD

1 2 3 4 Total

17.0 18.3 23.3 28.2 33.1

1097.2 1095.9 1090.9 1086.0 1081.1

1.3 5.0 4.9 4.9 16.1

1.2 5.1 4.9 5.0 16.2

92 102 100 102 101

0% 94% 88% 88% -

Kansas Department of Transportation

Specification No. Source of Material Sampled from Submitted by: Identification marks: Project or POV Description of site: Type of Construction

ASTM D 2938 75-70 KA-1201-02 75-70 KA-1201-02 Dick Ryan (Sampled by Jim Burns) Tags on samples (Core Hole #1) 75-70 KA-1201-02

Report of sample of Geology Cores Laboratory No. Date Reported: Date Received: Quantity: County:

09-1107 5/14/2009 5/11/2009 7 Osage

Pedestrian Bridge


Station

S#1 S#2 S#3 S#4 S#5 S#6 S#7

261+14.3 261+14.3 261+14.3 261+14.3 261+14.3 261+14.3 261+14.3

T.H.E.=

113.95

cc: R. Kreider L. Metheny R. Henthorne R. Ryan Soil Section File 18-3

CL Offset (FT) 87' Lt 87' Lt 87' Lt 87' Lt 87' Lt 87' Lt 87' Lt

Unconfined. Elastic Depth Description Compression Modulus (FT) Qu (psf) E (psf) 17.9-18.3 Lt. Gr. Brn. SH. , Calhoun Fm. 2430 386000 19.5-20.1 Lt. Gr. Brn. SH. , Calhoun Fm. 1500 215000 23.3-23.8 Lt. Gr. Brn. SH. , Calhoun Fm. 2220 155000 25.0-25.5 Lt/Dk Gry. LS. - Ervine Crk. Mbr. 64700 7920000 29.0-29.9 Gray LS. , Ervine Crk. Mbr. 295000 69800000 30.8-31.3 Dk. Gray SH., Larsh & Burr Oak Mbr. 3100 87700 35.8-36.3 Dk. Gray SH., Larsh & Burr Oak Mbr. 5070 173000

Dry Density γd (pcf) 111.4 113.0 104.2 139.4 157.1 111.9 117.8


Moisture Percent w% 20.1 19.9 23.5 8.3 2.8 17.5 15.0

Kansas Department of Transportation

Specification No. Source of Material Sampled from Submitted by: Identification marks: Project or POV Description of site: Type of Construction

Report of sample of Shelby Tubes Laboratory No. Date Reported: Date Received: Quantity: County:

AASHTO T-208 75-70 KA-1201-02 75-70 KA-1201-02 Dick Ryan (Sampled by Jim Burns) Tags on samples (Core#1) 75-70 KA-1201-02

09-1106 5/20/2009 5/11/2009 2 Osage

Bridge - Pedestrian


Station

Shelby#1 Shelby#2

261+14.3 261+14.3

Offset (FT) 87' Lt 87' Lt

Depth (FT) 10.0-11.8 15.0-16.5

Description Dk. Brn/Gry. Fat Clay, Stiff/Very Stiff Gray/Brn. Lean Clay, Very Stiff

Unconfined. Elastic Compression Modulus Qu (psf) E (psf) 3590 232000 4230 262000

Dry Density γd (pcf) 100.5 112.6

T.H.E.= 1101 See attached routine test results cc: R. Kreider L. Metheny R. Henthorne R. Ryan Soil Section File 18-3


Moisture Percent w% 25.0 19.1

KANSAS DEPARTMENT OF TRANSPORTATION REPORT OF SOIL TESTS SUBMITTED BY: Dick Ryan PROJECT:

ADDRESS:

Chanute Reg. Geo. Office

RC 75-70 KA-1201-02 COUNTY:

Osage

LAB NO.

09-1106

DATE:

5/19/09

GRAIN SIZE DISTRIBUTION HYDROMETER ANALYSIS

US STANDARD SIEVE SIZE 200

CLAY

SILT

100

60

40

FINE SAND

20

4

10

MEDIUM SAND

100

COARSE SAND

3/8" GRAVEL

90 80

PERCENT T FINER THAN

70 60 50 40 30 20 10 0 0.001

0.01

0.1 PARTICLE DIAMETER (mm)

1

PHYSICAL PROPERTIES SAMPLE % RET. SPEC. GRAV. NUMBER STATION CL DIST. DEPTH (ft) L.L. P.L. P.I. ON 10 SEIVE (PASS NO. 10) ST-1 261+14.3 87' LT 10-11.8 53 18 35 0.0 2.7 Test Method: AASHTO T-88 (Iowa Air Dispersion) REMARKS

CLASS KS/UNIF. C / CH

R.E. Kreider, P.E. Chief of Bureau of Materials and Research By Luke Metheny, P.E., Soils Engineer

KANSAS DEPARTMENT OF TRANSPORTATION REPORT OF SOIL TESTS SUBMITTED BY: Dick Ryan PROJECT:

ADDRESS:

Chanute Reg. Geo. Office

RC 75-70 KA-1201-02 COUNTY:

Osage

LAB NO.

09-1106

DATE:

5/19/09

GRAIN SIZE DISTRIBUTION HYDROMETER ANALYSIS

US STANDARD SIEVE SIZE 200

CLAY

SILT

100

60

40

FINE SAND

20

4

10

MEDIUM SAND

100

COARSE SAND

3/8" GRAVEL

90 80

PERCENT T FINER THAN

70 60 50 40 30 20 10 0 0.001

0.01

0.1 PARTICLE DIAMETER (mm)

1

PHYSICAL PROPERTIES SAMPLE % RET. SPEC. GRAV. NUMBER STATION CL DIST. DEPTH (ft) L.L. P.L. P.I. ON 10 SEIVE (PASS NO. 10) ST-2 261+14.3 87' LT 15.0-16.5 37 23 14 0.0 2.69 Test Method: AASHTO T-88 (Iowa Air Dispersion) REMARKS

CLASS KS/UNIF. SiC / CL

R.E. Kreider, P.E. Chief of Bureau of Materials and Research By Luke Metheny, P.E., Soils Engineer

Kansas Department of Transportation Project: K-1201-02 Location: Pedestrian Bridge over US-75 Bridge No.: 75-70-15.34(XXX) County: 70 Hole ID 1 Geologist: R. Ryan Driller: J. Burns Depth (ft) 0.0 0.2

Elevation (ft) 1114.0 1113.8

4.0

1110.0

Station 261+14.3, 60.0' Lt of CL Date 4/30/2009 Total Depth 22ft. GW Elev.N/A CLAYEY GRAVEL, RR Ballast

Hole ID 2 Geologist: R. Ryan Driller: J. Burns Depth (ft) 0.0

Elevation (ft) 1110.4

3.0 4.0

1107.4 1106.4

7.8

1102.6

9.0

1101.4

Station 261+52.7, 44.9' Rt of CL Date 5/4/2009 Total Depth 27ft. GW Elev.N/A SILTY CLAY, dark brown

SILTY CLAY, dark gray

SILTY CLAY, olive brown, sandy

SILTY CLAY, grayish brown SILTY CLAY, reddish brown

?

11.1

1102.9

GRAVEL, minor w/clay

11.0

1099.4

12.7

1101.3

SILTY CLAY

12.5

1097.9

16.2

1097.8

SHALE, weathered

19.0

1095.0

SHALE, firmer

SILTY CLAY, reddish brown, v. sandy SAND, brown, w/ clay binder SILTY CLAY, grayish brown, stiff, sandy CLAYEY SHALE, gray, soft

20.9

1089.5

SHALE, firmer

22.2

1088.2

LIMESTONE, Ervine Creek Mbr. of the Deer Creek Fm., broken up, mud seams

25.8

TD 22

1092.02

TD 27

1084.6

1083.44

SHALE, grayish brown to gray