kansas department of transportation

KANSAS DEPARTMENT OF TRANSPORTATION MEMO TO:

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

ATTENTION: Ken Hurst, P.E. Engineering Manager, State Bridge Office FROM:

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

DATE:

November 30, 2007

SUBJECT:

Bridge Foundation Geology Report

RE:

Project 169-63 K-8241-01 Bridge No. 166-63-24.87(099) US-166 over US-169; N. Junction of US-166 and US-169 Montgomery County

Three copies of the above report are attached to this memorandum. Engineering Geology Bridge Sheets have been drawn on Microstation. These files have been placed on the Design file server under the file name 82412487R.dgn. Three copies of the drill sounding logs and level runs are attached to this report. If questions arise over the contents of this report, please contact the Chanute Regional Geology Office at (620)431-1000. REK:AJG:RWH:RFR:djm Attachments 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 169-63 K-8241-01 US-166 over US-169; N. Junction of US-166 and US-169 Bridge No. 166-63-24.87(099) Montgomery County

ROBERT W. HENTHORNE, P.G. CHIEF GEOLOGIST By Denny J. Martin, P.G. Richard F. Ryan, P.G., Regional Geologist November 2007

169-63 K-8241-01 US-166 over US-169; N. Junction of US-166 and US-169 Br. No. 166-63-24.87(099) Montgomery County

INTRODUCTION This proposed bridge construction is a new bridge which will replace the existing atgrade junction of US-169 and US-166. The superstructure will carry two 12.0 feet wide driving lanes and two 10.0 feet wide shoulders. Over 50 feet of mantle is proposed at Abutment 1 and Abutment 2. In addition, Abutment 1 is located within a large pond that will need to be drained and recompacted to appropriate standards. All information obtained during our field investigation represents the best information available to the Kansas Department of Transportation. GEOLOGIC FOUNDATION MATERIAL MANTLE Material comprising the unconsolidated mantle at this proposed bridge location consists of asphalt, concrete, existing roadway fill, and natural alluvial deposits. The asphalt and concrete layers at the surface have thicknesses of 0.5 and 0.6 feet at the proposed location of Pier 1. Underlying the existing pavement is a thick (26.7 feet), dark gray to medium brown to yellowish brown, very soft, silty clay that has several zones that become more clayey with increasing depth. The upper half of this material is sandier where the existing roadway (US-169) fill was encountered. A 0.4 to 2.1 feet thick medium brown, moist, loose, poorly graded, gravel deposit exists beneath the silty clay. This gravel deposit lies on top of bedrock which is the Holdenville Shale Formation at the proposed Abutments, and the Lenapah Limestone Formation at the proposed Pier location. BEDROCK Middle Pennsylvanian Series Holdenville Shale Formation The Holdenville Shale at this location is only present to the extent of highly weathered, very soft clayey shale. The formation has a color ranging from light to medium brown with a few areas of green. The green zones could possibly be due to the highly weathered nature of the formation at the proposed bridge location. Immediately underlying the Holdenville Shale is the Idenbro Limestone Member of the Lenapah Limestone Formation. Lenapah Limestone Formation Idenbro Limestone Member The upper member of the Lenapah Limestone is represented in its entirety at this proposed bridge location. We measured the Idenbro Limestone to have a thickness of 9.1 feet, occurring as a brownish gray to light gray, thick to massive bedded, hard to very hard, dense limestone with brecciated zones. The upper one foot of the member had a strong petroleum odor caused by residual oil within the pore spaces of the limestone. The characteristics of this limestone compare very well with the regional extent of the Idenbro Limestone in southeastern Kansas and northern Oklahoma. The elevation of the Idenbro Limestone across the bridge site

ranges from 697.9 feet at Abutment 1 to 699.7 feet at Pier 1 to 699.4 feet at Abutment 2. At the west end of the proposed bridge the limestone has a weathered surface with residual clayey shale filling the joints and groves. Underlying the Idenbro Limestone Member the Perry Farm Shale Member occurs. Lenapah Limestone Formation Perry Farm Shale Member The Perry Farm Shale Member has a measured thickness of 3.2 feet to 3.8 feet at this proposed bridge location. The member includes a light greenish gray to light bluish gray, soft to hard, weak, crumbly, thinly bedded clayey shale. Limestone nodules becoming more frequent with increasing depth. The base of the member is separated from the underlying Nowata Shale Formation by a relatively distinct boundary where the nodular limestone stops and non-limy shale begins. Nowata Shale Formation The Nowata Formation was observed to be a shaly to very shaly, gray and brown sandstone which grades into a bluish gray to gray sandy shale. We measured a minimum of 24.5 feet of shale and sandstone. Total thickness of the formation could be in excess of 30.0 feet; a base was not encountered at the proposed bridge location. Typically, this shale is both marine and non-marine in origin with the shale and sandstone having a well consolidated structure. ROCK MASS RATING The Rock Mass Rating (RMR) is used for classifying rock mass quality. The five 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. The tables below show the RMR ratings for each geologic unit observed at this proposed bridge location.

Holdenville Shale Formation

Parameter

Measured Values

Relative Rating

Uniaxial Compressive Strength Drill Core Quality RQD Spacing of Joints

0 3 25

General Groundwater Conditions Minus Joint Orientation Adjustment

0 ksf 0% 3’ to 10’ Slightly rough, Separation < 0.05”, Soft Wall Rock Moist Only (Interstitial water) Very Favorable

RMR Relative Rating Class No. Description

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

47 III Fair Rock

Parameter

Measured Values

Relative Rating


4 17 25


588 ksf 77.4% 3’ to 10’ Very rough, No Separation, Not Continuous, Hard Joint Wall Rock Moist Only (Interstitial water) Very Favorable


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

71 II Good Rock

Condition of Joints

12 7 0

Idenbro Limestone Member

Condition of Joints

25 7 0

Perry Farm Shale Member

Parameter

Measured Values

Relative Rating


2 13 25


217 ksf 57% 3’ to 10’ Slightly rough, Separation < 0.05”, Soft Wall Rock Moist Only (Interstitial water) Very Favorable


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

59 III Fair Rock

Parameter

Measured Values

Relative Rating


2 20 25


350 ksf 95.1% 3’ to 10’ Slightly rough, Separation < 0.05”, Hard Wall Rock Moist Only (Interstitial water) Very Favorable


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

74 II Good Rock.

Condition of Joints

12 7 0

Nowata Shale Formation

Condition of Joints

20 7 0

FOUNDATION RECOMMENDATIONS PILE FOOTING OPTION Abutments and Piers We recommend the design of pile footings for the abutments of the proposed bridge. Pile tip elevations for the Piers are included as an option, but not recommended. It is recommended that point bearing H pile be used at each location. Pile footings should be designed for loads no greater than 12 ksi (74 tons) for 10×42 H-pile and 12 ksi (94 tons) for 12×53 H-pile. The pile tip elevations given below are estimated elevations based on our field investigation. All H-piles should be driven to refusal, and care should be taken to stop driving when the H-piles reach the top of the Lenapah Limestone Formation in order to avoid damaging the pile. If pile a footing is used at Pier 1 then the pile cap should be placed below the frost line to avoid weathering damage to the pile cap. Final pile tip elevations should be expected to bear at the elevations listed in the table below. The total pile lengths needed (10×42 H-pile & 12×53 H-pile) would be estimated at 54.0 feet at Abutment 1, 26.0 feet at Pier 1, and 49.0 feet at Abutment 2. Br. No. 169-63-24.87(099) Bedrock Elevation

10×42 H-pile Tip Elevation

12×53 H-pile Tip Elevation

Location

Centerline Station

Abutment 1

8+45.63

698.4

697.0

697.0

Pier 1

10+12.63

699.7

699.0

699.0

Abutment 2

11+45.63

701.4

699.0

699.0

Pile Notes: The following note should be placed in the Construction Plans: Piling Note: “Once sufficient bearing and penetration onto the Lenapah Limestone 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.”

DRILLED SHAFT OPTION Data for drilled shaft design has been compiled by the Shaft 5.0 program to determine the optimum size of the shafts. Casing for shaft construction will be seated into the limestone of the Lenapah Formation, presumably only penetrating the unit a short distance. It was assumed that the casing would achieve 1.0 foot of penetration into bedrock. Shaft sizes of 3.5 feet, and 4.0 feet were processed. The cored bedrock was divided into 5 sections for use in the program. These sections have been denoted on the core sheet. Both weak and strong rock components were utilized in calculations. A safety factor of 3.0 applied to the total ultimate capacity and 3.0 to the ultimate base capacity were used in the calculations. Printouts of the data and the Axial Capacity vs. Depth (w/safety factor) and Axial Load vs. Settlement graphs for the various size shafts are included with this report.

3.5 foot shaft A 3.5-foot drilled shaft diameter is recommended to support the pier for the proposed US-166 Bridge over US-169 highway. The Service-I load per shaft is 391.5 tons (783 kips). The weight of the shaft gives an additional 26.5 tons to the design load. Total weight of the shaft was derived from a 38-foot shaft length. The Axial Load vs. Depth graph indicates that the required capacity is achieved at this depth. Placing the bottom of the shaft below the zone of soft shale with limestone nodules of the Perry Farm Member of the Lenapah Formation into the upper shaly sandstone of the Nowata Shale Formation would generate a minimum rock socket of 12.7 feet. US-166 over US-169 Br. No. 166-63-24.87 (099) Location Pier 1

Centerline Station 10+12.63

Elevation Top of Bedrock 699.7

Base of Shaft Elevation 686.0

The table on the next page lists the shaft size options for comparison at Pier #1:

DRILLED SHAFT DESIGN Pier1 Shaft Size

Approximate Axial Load

QS Shaft Ultimate Length Side (ft) Resistance

QDN Total Allowable Load

Elevation Top of Bedrock

Elevation Base of Footing

3.5 ft.

418.0 tons

38.0

534 tons

674 tons

699.7

686.0

4.0 ft.

426.1 tons

38.0

634 tons

836 tons

699.7

686.0

Laterally-Loaded Pile Design parameters for laterally-loaded pile are as follows, based on a 3.5-foot shaft. These values are in English units. 3.5-foot Shaft Mantle:

Silty Clay Effective wgt. = 62.125 pcf C1 = 0.700 ksf EE50 = 0.020 GAM1 = 0.062 kcf K = 864.000 kcf

Limestone:

Lenapah Limestone Formation Qu = 294.1 tsf, Dry wgt. = 163.3 pcf, Moisture = 1.2 % NPPY = 3, GAM1 = 0.165 kcf YP (I,J) PP (I,J) k/ft 0.0000 0.000 0.0014 823.480 k/ft 0.0084 1029.350 k/ft

Sandstone:

Nowata Shale Formation Qu = 118.2 tsf, Dry wgt. = 144.1 pcf, Moisture = 6.3 % NPPY = 3, GAM1 = 0.153 kcf YP (I,J) PP (I,J) k/ft 0.0000 0.000 0.0014 330.960 k/ft 0.0084 413.700 k/ft

Sandy Shale:

Nowata Shale Formation q = 376.200, Su = 188.100 NPPY = 3, GAM1 = 0.156 kcf YP (I, J) PP (I, J) k/ft 0.0000 0.000 0.0245 368.676 k/ft 0.0712 658.350 k/ft

HYDROLOGY The pond (6+00.00) water level is at elevation 711.04. Any excavation below this elevation may have groundwater seepage. Pumping equipment may be necessary. Wet pour methods may be required to place concrete. Ponds Two ponds fall within the construction limits of the proposed bridge and its corresponding ramps and approaches. Information regarding the characteristics of each pond are given in the table below. These ponds shall be drained, mucked out, dried, and recompacted in accordance with standard specifications. Information is also given on these ponds in the “Report of Slope Stability & Settlement Investigation,” dated October 4, 2007, for the same project number as this report. Station 15+00.00 6+00.00

Offset 30.0 0.0

Size 50’ X 80’ 925’ X 525’

Use Unknown Unknown

INVESTIGATIVE PROCEEDURES Two core holes and 5 power auger holes were drilled to complete the subsurface investigation. Select samples of the cores and soil were collected and sent in for unconfined compression testing. Results of these tests and the logs of the soundings are included with this report.

ACKNOWLEDGMENTS We would like to thank Jim Burns, ET Senior, Sean Hudson, ET, and Matt Horton, ETA for their outstanding service in the completion of the fieldwork for this bridge foundation investigation. Also, we would like to thank the traffic control personnel from the Independence Area 3 Shop for their excellent ability to keep the work area safe while we were performing the essential investigative procedures.

Appendix PARAMETERS USED IN SHAFT 5 PROGRAM Shaft socket is a minimum of 2x diameter Service load is 391.5 tons + 26.5 tons for wgt of concrete Btm elevation of permanent casing = 698.7 Depth of permanent casing = 25.3 feet Depth to top of rock socket = 25.3 feet Depth to bottom of rock socket = 38.0 feet Bottom elevation of shaft = 686.0 Length of socket 12.7 feet

HAND CALCULATIONS End Bearing: Service load = 391.5 tons Shaft area = 9.62 sq ft. (3.5 ft shaft) Perimeter = 10.99 ft. (3.5 ft shaft) Avg. Strength of Nowata Sandstone= 175 tsf Total End Bearing = 175 tsf x 9.62 sq.ft. = 1684.4 tons 1684.3/ 3 (factor of Safety) = 561.5 tons which is adequate

Side Friction: Limestone: Avg. strength of Limestone = 294 tons Use 14% of Qu for side bearing 391.5 tons Service load (294 x14% = 41.16), (41.16 / 3 factor safety = 13.72= shear strength) 391 tons / 13.72 = 28.50 side area allowable, 28.50 / 10.99 ft. (Shaft Perimeter) = 2.59 ft of socket in the limestone is needed for all bearing by side friction.