GM24-15_Geotech_Recommendations_Riverside_Road_&_Lakeshore_Drive_Rehabilitation_14July2015.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

Date: July 14, 2015

In Reply Refer To: HFL-17

From: Diann Morehouse, Geotechnical Engineer

To: Tom Lonergan, Project Manager

Subject: Geotechnical Recommendations Riverside Road & Lake Shore Drive Rehabilitation ID Canyon 2013(1)

GM24-15

INTRODUCTION

This memorandum provides geotechnical recommendations for the Riverside Road and Lake Shore Drive, Canyon County, Idaho. The project is located about 5 miles west of Nampa, Idaho and 25 miles west of Boise, Idaho. Vicinity map is provided in Figure 1. The project is adjacent to Deer Flat National Wildlife Refuge and crosses Lake Lowell Lower Dam. These recommendations are based on the plan set dated April 9, 2015 and cross sections dated June 30, 2015.

Figure 1: Vicinity Map

GM24-15 Page 2 of 7

SCOPE OF PROJECT

The scope of this project is to rehabilitate about 4.6 miles of Lake Shore Drive and Riverside Road. Approximately 2600 feet of Lake Shore Drive (from Stations 152+25 to 176+26) will be reconstructed due to high severity distortion and rutting in the pavement surface.

PROJECT SETTING

Lake Shore Drive generally follows the south shoreline of Lake Lowell from the intersection with Marsing Road and Perch Road to Riverside Road. Deer Flat High Line Canal crosses under Lake Shore Road approximately 1500 feet north of the intersection with Marsing Road and Perch Road; then follows along the left side of Lake Shore Drive to the intersection of Riverside Road.

The distance between the canal and the centerline of Lake Shore Drive ranges between 40 and 300 feet. At the intersection of Lake Shore Drive and Riverside Road, the project turns northeast and crosses Lake Lowell Lower Dam. The project continues on Riverside Road in a northeast direction and ends at the intersection of Riverside Road and W. Orchard Ave. The road is currently a 2-lane paved road with 11 to 12-foot wide lanes.

At Station 174+60, a distributary of Deer Flat High Line Canal crosses under Lake Shore Drive through a 3-foot diameter culvert to allow water to flow into Lake Lowell. The culvert outlet wing walls, right of centerline (northeast side), are two gravity walls constructed from re-purposed concrete blocks. During the April 2015 site visit, the inclinations of the wall faces are nearly vertical, measured using a Suunto clinometer. The culvert and wing walls are shown in Pictures E-1 and E-2, contained in Attachment E.

A low stone masonry wall with columns is located approximately 20 feet right of centerline (lake side) between Stations 207+00 and 224+70. The masonry wall is shown in Pictures E-3 and E-4, contained in Attachment E. The wall is founded on grouted boulder-size rocks that exhibit many voids. Voids are present under the wall and extend under the roadway shoulder. The vertical inclination of the wall (lake side) ranges from nearly vertical (normal batter) to slightly over rotated (reverse batter). Some sections of this wall appear rebuilt at different time periods. The mortar shows signs of weathering, loss of contact, and in some areas only mortar contact stains are present without mortar in the voids.

Climate and Vegetation The project is located in a semi-arid mountain climate with warm summers and cold winters.

Table 1 summarizes average temperatures, precipitation, and snow depths measurements from the Deer Flat Dam, Idaho (102444) weather station (WRCC, 2015). Canyon County Building Code Design Standards indicate the frost line depth is 24 inches.

Table 1: Period of Record Monthly Climate Summary for Deer Flat Dam (102444)

GM24-15 Page 3 of 7

Native vegetation within the project corridor is consists of cottonwood, willow, and sagebrush, and croplands surround Lake Lowell.

Geology Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho (1992) describes the geologic area consisting of Quaternary-aged loess about 3 to 13 feet thick overlying a layer of platy duripan. The duripan over lies Deer Flat Terrace and Ten Mile Terrace gravel.

During the Pleistocene-age the Boise River incised through Boise Valley dividing into interlacing network of branching and reuniting shallow channels separated from each other by channel bars. As the river cut deeper into the underlying rock, the gravel remained creating a stair step of gravel terraces.

SUBSURFACE INVESTIGATION

Western Federal Lands Highway Division (WFLHD) conducted a subsurface investigation in April 2015. Haz-Tech Drilling, Inc. of Meridian, Idaho performed the subsurface drilling operations using a truck-mounted CME-75 drill. Seventeen subgrade borings were advanced with a 14-inch solid stem auger. The auger extended to depths ranging from 1.5 feet to 5 feet below the road surface. Bulk samples were collected from the auger cuttings and sidewalls.

Standard Penetration Test (SPT) samples were obtained in select borings starting at the bottom of the augered portion of the boring. A 2-inch outside diameter (O.D.) split-spoon Standard Penetration Test (SPT) sampler was used to acquire disturbed soil samples and determine apparent density and consistency of the soils.

The subsurface investigation location pictures are in Attachment A and are shown on the Boring Locations plan view in Attachment B. Table 2 shows the stationing and offset of each of the subgrade borings. Subgrade boring locations were determined by recreational grade Global Positioning System (GPS) and measuring offsets from known features on the plan set with a laser range finder. The boring locations listed on the boring logs and shown on the Boring Location Plans should be considered the approximate location. The WFL project geotechnical engineer field classified and logged soil strata and thicknesses according to the Unified Soil Classification System (USCS). Geotechnical subgrade boring logs are included in Attachment C.

Selected soil samples were tested in the WFLHD laboratory in Vancouver, Washington. Test results were used for classification and correlation purposes as well as for determination of soil support properties for pavement design. The following is a list of index tests that were completed and the protocols that were followed:

• Particle Size Analysis to 0.005 mm - AASHTO T 88,

• Liquid Limit, Plastic Limit, and Plasticity Index of Soils - AASHTO T 89/90

• Specific Gravity of Soils - AASHTO T 100,

• Natural Moisture Content - AASHTO T 265 (Sample dried at 230° F), and

• R-Value test (WL-190), a FHWA modified test.

GM24-15 Page 4 of 7

Results of these laboratory tests are presented in Attachment D. A summary of the test results are shown in Table 2.

Two soil classification systems, Unified Soil Classification System (USCS) and American Association of State Highway and Transportation Officials system (AASHTO) are used within this report and in the laboratory test results. A description of both classification systems are provided in Attachment C.

Table 2: Summary of laboratory test results

SUBGRADE CONDITIONS

Lake Shore Drive and Riverside Road except across Deer Flat Dam is built above primarily wind-blown silts and sands (loessal deposits) overlying a cemented layer of soil. This stratum overlies a gravel terrace consisting of fluvial gravel, sand, and silt.

GM24-15 Page 5 of 7

Lake Shore Drive (BOP to station 150+25) Subgrade borings SG15-01 through SG15-05 encountered asphalt between 3 and 4.5 inches thick. SG15-05 had 1.5 inches of sub-round gravel with sand leveling course between the two layers of asphalt. Underlying the asphalt is fill material consisting of silty sand with gravel, silty gravel with fine sand, gravelly sand, and poorly-graded gravel with silt and sand between 1.8 and 3 feet thick. Underlying the fill material is native soil comprised of sandy silt between 2.3 and

3.5 feet below the road surface. Three borings encountered large gravel consisting of material and in SG15-02; most of the large 2 to 3-inch gravel was removed from the sample. Boring SG15-02 encountered wet soil, within the SPT sampler 3.75 feet below asphalt surface; however, after 30 minutes no measureable water accumulated at the bottom of the hole.

Lake Shore Drive (Stations 150+25 to 172+00) Subgrade borings SG15-06 and SG15-07 encountered asphalt 5 inches thick. Underlying the asphalt is fill material consisting of sandy gravel and silty sand between 0.5 and 0.9 feet thick.

Native soil underlies the fill material consists of silty sand between 0.7 and 1.4 feet below the road surface.

Lake Shore Drive –Riverside Road - Lowell Road Intersections (Stations 172+00 to 176+36 and 201+17 to 205+00) Although this section of the road was constructed on the same geologic material as in the previous section, the subsurface materials encountered in SG15-08 exhibit deeper disturbance than in the previous two sections of Lake Shore Drive. Subgrade boring SG15-08 encountered 4 inches of asphalt. Underlying the asphalt is fill material consisting of silty sand with gravel and 4-inch minus cobbles. Native silty sand material underlies the fill material at 4.5 feet below pavement surface.

A decommissioned asphalt road tapers to the left starting at Station 173+00 and lies between the current road and Deer Flat High Line Canal. The two intersections appear to have been moved to the right at some point in time.

Subgrade boring SG15-08 is the only boring drilled in this section of road. It is anticipated that the subgrade soils are not homogenous through this section of the project.

Riverside Road – Lake Lowell Lower Dam (Stations 205+00 to 275+00) These subgrade borings across the dam were restricted to a depth of 18 inches. Subgrade borings SG15-09 through SG15-16 encountered 3 to 5.5 inches of asphalt. Roadway fill underlies the asphalt and consists of silty gravel, sandy gravel, and silty sand to a depth of 18 inches below pavement surface. Boring SG15-16 encountered two layers of asphalt with about 4.5 inches of silty sand between the layers.

Riverside Road (Stations 275+00 to EOP) Subgrade boring SG15-17 encountered 4 inches of asphalt. Underlying the asphalt is fill material consisting of 4.5 inches of gravelly sand and 25 inches of silty sand. Native sandy silt material underlies the fill material 2.8 feet below pavement surface.

GM24-15 Page 6 of 7

RECOMMENDATIONS

Cut and Fill Slopes A cut and fill slope ratio of 1V:2H or shallower is recommended throughout the project.

Subgrade Stabilization and Embankment The R-Value test results performed on SM; A-2-4(0) and A-4(0) material ranged from 62 to 69.

Loessal deposits and fills that are constructed with loessal material generally contain high fine-grain content (passing the #200 sieve) and very fine sand content (passing the #100 sieve but retained on the #200 sieve). This material generally classifies primarily as silty sand (SM; A-1-b(0), A-2-4(0), or A-4(0)), sandy silt, (ML; A-4(0)), and silty gravel with sand (GM; A-1-b(0)) in the USCS and in the AASHTO system. These soils have low to medium (F2), high (F3), and very high (F4) frost susceptibility, as classifies in the NCHRP frost susceptibility classification system (FHWA, 2010).

Frost action can cause differential heaving, surface roughness, and pavement cracking. In addition, frost action can cause a reduction in bearing capacity during thaw periods. Three conditions must be present to cause frost action in the subgrade soils:

• frost-susceptible soils;

• subfreezing temperatures in the soil; and,

• source of water.

Ground water was not encountered in the borings except for SG15-02 at a depth of 3.75 feet.

There is a possibility that water migrates under the road from Deer Flat High Line Canal;

however, during the subsurface investigation in April 2015, the lake elevation was near maximum and water in Deer Flat High Line Canal was a 2 to 3 feet from the top of the canal embankment.

Subexcavation was considered between Stations 150+25 and 172+00 due to the pavement exhibiting fatigue and edge cracking. Right of way constraints do not allow for improved surface drainage outside the existing ditch lines. Subexcavating in areas without positive drainage create “bath tub” sections that hold water and create additional problems from saturated subbase conditions such as strength loss, frost heave, and thaw weakening. Because of the geometry in this section, it was determined to forgo the subexcavation rather than create new issues.

Subgrade material consisting of soft, weak soils provide little to no lateral restraint for the overlying base aggregate. Geosynthetics can provide some reinforcement to soft, weak soils by increasing the shear strength of the adjacent materials. They can also prevent the migration of fine-grained, less permeable soils into the upper free draining layers of the pavement structure.

From station 152+25 to 176+26 it is recommended to place a Class 1, Type E, non-woven geotextile at the bottom of the excavation limits. In addition, it is recommended to raise the vertical grade in this section with select borrow because of the weak subgrade materials. The combination of the geotextile and raising grade should prevent future rutting of the new pavement.

GM24-15 Page 7 of 7

General Earthwork Excavated soil should not be used in embankment construction and should be wasted according to project specifications. Excavated soil is expected to have a swell percentage of approximately 15% between in-situ conditions and loose conditions and a shrink percentage of approximately 12% between in-situ conditions and placed, compacted conditions. These factors are subjected to ±33% variation.

Pavement Structure Design Pavement structure recommendations will be provided by the WFLHD Materials section.

Station 174+60 Compaction Activities Note of caution during project construction. The wing walls should be monitored during roadway compaction activities near this area.

Stone Masonry Wall (Between stations 207+00 and 224+70) This low stone masonry wall is founded on top of boulders with minimum contact points. If this wall is expected to serve its functionality, it is recommended to re-point the stone masonry wall to reduce further damage to the existing grout. The sections of this wall would benefit from foundation underpinning; however, it is beyond the scope of this project.

Questions regarding these recommendations should be addressed to Diann Morehouse, WFLHD Geotechnical Engineer, at 360-619-7609 or Diann.Morehouse@dot.gov.

REFERNCES

Building Code Design Standards, Canyon County, Idaho, http://www.canyonco.org/Elected- Officials/Commissioners/Departments/Development-Services/Building-Department/Building- Inspection-and-Code-Information/Building-Code-Design-Standards.aspx, accessed April 13, 2015.

FHWA (2010) Geotechnical Aspects of Pavements, FHWA NHI-10-092, Federal Highway Administration, Washington, D.C.

Othberg, K.L. and L.R. Stanford. 1992. Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. Idaho Geological Survey, Geologic Map Series. Scale 1:100,000.

Othberg, K.L. 1994. Geology and Geomorphology of the Boise Valley and Adjoining Areas, Western Snake River Plain, Idaho, Idaho Geological Survey, Geologic Map Series. Scale 1:100,000.

Western Regional Climate Center (WRCC), Period of Record Monthly Climate Summary, Deer Flat Dam, Idaho (102444), http://www.wrcc.dri.edu/cgi-bin/cliMAIN.pl?id2444, Accessed June 23, 2015.

mailto:Diann.Morehouse@dot.gov http://www.canyonco.org/Elected-Officials/Commissioners/Departments/Development-Services/Building-Department/Building-Inspection-and-Code-Information/Building-Code-Design-Standards.aspx http://www.canyonco.org/Elected-Officials/Commissioners/Departments/Development-Services/Building-Department/Building-Inspection-and-Code-Information/Building-Code-Design-Standards.aspx http://www.canyonco.org/Elected-Officials/Commissioners/Departments/Development-Services/Building-Department/Building-Inspection-and-Code-Information/Building-Code-Design-Standards.aspx http://www.wrcc.dri.edu/cgi-bin/cliMAIN.pl?id2444

Attachment A

Subgrade Boring Location Pictures

Geotechnical Memorandum GM24-15 Riverside Road and Lake Shore Drive Rehabilitation, ID CANYON 2013(1)

July 2015

Picture A-1: BH15-01, Ahead

Picture A-2: BH15-01, Back

Picture A-3: BH15-03, Ahead

Picture A-4: BH15-03, Back

Picture A-5: BH15-04, Ahead

Picture A-6: BH15-04, Back

Picture A-7: BH15-04, view towards Lake Lowell

Picture A-8: BH15-05, Ahead

Picture A-9: BH15-05 Back

Picture A-10: BH15-06, Ahead

Picture A-11: BH15-06, Back

Picture A-12: BH15-07, Ahead

Picture A-13: BH15-07, Back

Picture A-14: BH15-08, Ahead

Picture A-15: BH15-08, Back

Picture A-16: BH15-09, Ahead

Picture A-17: BH15-09, Back

Pi

Picture A-18: BH15-10, Ahead

Picture A-19: BH15-10, Back

Picture A-20: BH15-11, Ahead

Picture A-21: BH15-11, Back

Picture A-22: BH15-12, Ahead

Picture A-23: BH15-12, Back

Picture A-24: BH15-13, Ahead

Picture A-25: BH15-13, Back

Picture A-26: BH15-14, Ahead

Picture A-27: BH15-14, Back

Picture A-28: BH15-15, Ahead

Picture A-29: BH15-15, Back

Picture A-30: BH15-16, Ahead

Picture A-31: BH15-16, Back

Picture A-32: BH15-17, Ahead

Picture A-33: BH15-17, Back

Attachment B

Subgrade Boring Locations Plan View

BEGIN PROJECT

Curve= C40

D

R= 10,000.00'

T= 28.38'

L= 56.75'

Curve= C54

D

R= 12,000.00'

T= 429.93'

L= 859.49'

Line to be constructed

Line to be constructed

Existing edge of gravel shoulder

Existing edge of pavement

Existing edge of gravel shoulder

Existing edge of pavement

M A

R S I N

G R

O A

D

LAKE SHORE DRIVE

N

N

LAKE SHORE DRIVE

16+52.99

BEGIN OVERLAY

REHABILITATION

RIVERSIDE ROAD AND LAKE SHORE DRIVE

ID CANYON 2013 (1)

D.2

STATE PROJECT

NUMBER

SHEET

ID

CANYON 2013(1)

A

M

J u n e

U

S S u r ft

D c m y fi le s p w p r o d u c ti o n d id a fb .d g n

C h e c k e d b y

D e s ig n e d b y

BH

SG15-01

16+52.99 TO 40+00

BORING LOCATIONS

P O

T

.9

P C

.2

P T

.9

P C

.2

5 4

Curve= C55

R= 2,400.00'

T= 34.21'

L= 68.41'

D

Curve= C41

R= 1,800.00'

T= 114.80'

L= 229.29'

D

Curve= C56

R= 6,000.00'

T= 137.02'

L= 274.00'

D

Curve= C42

D

R= 480.00'

T= 159.97'

L= 308.82'

Curve= C57

D

R= 6,000.00'

T= 81.20'

L= 162.40'

Curve= C43

D

R= 1,900.00'

T= 156.82'

L= 312.93'

Existing edge of gravel shoulder

Line to be constructed Existing edge of pavement

Existing edge of gravel shoulder

Existing edge of pavement

N

N

LAKE SHORE DRIVE

LAKE SHORE DRIVE

Line to be constructed

SG15-02

40+00 TO 70+00

BORING LOCATIONS

D.3

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fc .d

C h e c k e d b y

D e s ig n e d b y

P T

.7

P C

.0

P T

.5

P C

.4

P T

.7

P C

.6

P T

.6

P C

.7

P T

.5

P C

.7

P T

.1

P C

.9

P T

.9

P C

.5

Curve= C58

R= 1,900.00'

T= 18.65'

L= 37.30'

Curve= C44

D

R= 1,100.00'

T= 111.37'

L= 221.99'

Curve= C59

D

R= 2,400.00'

T= 98.42'

L= 196.72'

D

R= 900.00'

T= 84.72'

L= 168.94'

Curve= C45

Curve= C46

D

R= 1,050.00'

T= 229.69'

L= 452.25'

N

N

LAKE SHORE DRIVE

LAKE SHORE D

RIV

E

Line to be constructed

Line to be constructed

Existing edge of pavement

Existing edge of gravel shoulder

SG15-03

D.4

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fd .d

C h e c k e d b y

D e s ig n e d b y

70+00 TO 100+00

BORING LOCATIONS

P C

.6

P T

.6

P C

.7

P T

.9

P T

.9

P C

.5

P T

.8

P C

.8

P T

.7

P C

.8

P T

.5

Curve= C47

R= 1,200.00'

T= 94.00'

L= 187.61'

Curve= C48

D

R= 3,000.00'

T= 68.87'

L= 137.71'

Curve= C60

D

R= 1,000.00'

T= 91.81'

L= 183.11'

Curve= C61

D

R= 800.00'

T= 13.95'

L= 27.89'

Curve= C62

D

R= 800.00'

T= 9.10'

L= 18.20'

Curve= C63

D

R= 640.00'

T= 187.10'

L= 364.05'

Curve= C50

D

R= 2,800.00'

T= 254.75'

L= 508.09'

D

R= 800.00'

T= 10.30'

L= 20.60'

Curve= C49

N

N

LAKE SHORE DRIVE

LAKE SHORE DRIVE

Construct overlay per Typical Section No. 1, Sheet C.2

Line to be constructed

Line to be constructed

SG15-04

100+00 TO 130+00

BORING LOCATIONS

D.5

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fe .d

C h e c k e d b y

D e s ig n e d b y

P C

.1

P T

.7

P C

.3

P T

.0

P C

.8

P T

.0

P C

.8

P T

.7

P C

.8

P T

.7

P C

.4

P T

.6

P C

.3

0 P

T

.3

5 P

C

.5

P T

.1

P C

.2

Curve= C52

R= 12,000.00'

T= 38.79'

L= 77.58'

Curve= C53

D

R= 410.00'

T= 246.84'

L= 444.38'

150+25.00

END OVERLAY

LAKE SHORE DRIVE

LAKE SHORE DRIVE

N

N Existing edge of shoulder

Existing edge of pavement

Line to be constructed

Line to be constructed

Existing edge of pavement

Existing edge of shoulder

E=2361642.65

N=694292.61

SG15-05

130+00 TO 150+25.00

BORING LOCATIONS

D.6

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a ff .d

C h e c k e d b y

D e s ig n e d b y

P C

.0

PT 150+04.39

POT

0+ .0

P T

.3

P C

.7

P T

.2

Curve= C1

D

R= 6,000.00'

T= 41.14'

L= 82.29'

Curve= C2

D

R= 800.00'

T= 153.61'

L= 303.53'

Curve= C3

R= 600.00'

T= 93.35'

L= 185.21'

D

150+25.00

Line to be constructed

Proposed edge of gravel shoulder

Existing right of way fence

N

Proposed edge of pavement e= 0.060 e= 0.020

BEGIN RECONSTRUCTION

END OVERLAY

LAKE SHORE DRIVE

W

ALKER LAKE ROAD

e= 0.060

E=2361642.65

N=694292.61

176+36.00

END RECONSTRUCTION

E=2360262.77

N=696483.60

Curve= C5

R= 1,200.00'

T= 63.24'

L= 126.36' e= 0.020

Curve= C4

D

R= 800.00'

T= 90.48'

L= 180.19' e= 0.060

150+25.00 TO 176+36.00

BORING LOCATIONS

SG15-06

SG15-07

SG15-08

N

D.7

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fg .d g n

ID CANYON 2013(1)

u n e

C h e c k e d b y

D e s ig n e d b y

P O

T

.0

P C

.6

P T

.9

P C

.3

P T

.8

P C

.0

R P

R P

0R P

P T

.3

P C

.1

P T

.3

P C

.2

P T

.5

P O

T

.3

R P1

-0

0 R P1

-0

R P1

-0

52540

Curve= C21

D

R= 450.00'

T= 183.03'

L= 347.67'

Curve= C20

D

R= 6,000.00'

T= 82.31'

L= 164.62'

Line to be constructed

Line to be constructed

RIV

ERSID

E R

OAD

L A

K E S

H O

R E D

R

IV

E

L O

W E L L R

O A

D

RIVERSIDE ROAD

201+17.42

AND WIDENING

BEGIN REHABILITATION

Existing edge of pavement

Existing edge of pavement

K

P a r k e r

N

N

RIVERSIDE ROAD

E=2360239.37

N=696409.27

D.8

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fh .d

C h e c k e d b y

D e s ig n e d b y

SG15-09

BH

SG15-10

BH

201+17.42 TO 225+00

BORING LOCATIONS

SG15-08

P C

.7

P T

.3

P C

.2

P T

.8

S T O P

Y

IE

L D

L A

N D

F

IL

L

STOP

STOP

H O

M E S

T D

N .W .R

J H1

S P E E

D L

IM

IT

JE

R S E Y

2540 2540

Line to be constructed

Line to be constructed

N

N

RIVERSIDE ROAD

RIVERSIDE ROAD

Existing edge of pavement

Existing edge of pavement

K

P a r k e r

225+00 TO 255+00

BORING LOCATIONS

SG15-11

BH

SG15-12

BH

SG15-13

BH

D.9

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fj .d

C h e c k e d b y

D e s ig n e d b y

JE

R S

Line to be constructed

Line to be constructed

Curve= C23

D

R= 6,000.00'

T= 71.98'

L= 143.94'

Curve= C22

D

R= 900.00'

T= 108.89'

L= 216.72'

277+50.00

BEGIN OVERLAY

N

N

H O

AD

LEY RO

AD

Existing edge of pavement

Existing edge of pavement

K

P a r k e r

RIVERSIDE ROAD

RIVERSIDE ROAD

AND WIDENING

END REHABILITATION

E=2365337.74

N=701936.56

SG15-15

BH

SG15-14

BH

BH

SG15-16

255+00 TO 285+00

BORING LOCATIONS

D.10

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fk .d

C h e c k e d b y

D e s ig n e d b y

P C

.7

P T

.4

P C

.7

P T

.7

P C

.6

STOP

NO HUNTING

S T

O P

L A

K E I

N F

O

D E E R F

L A T N

W

END PROJECT

Line to be constructed

Line to be constructed

Curve= C24

D

R= 1,100.00'

T= 189.09'

L= 374.52'

Curve= C25

D

R= 475.00'

T= 232.83'

L= 432.96'

Curve= C25

D

R= 475.00'

T= 232.83'

L= 432.96'

N

N

Existing edge of pavement

Existing edge of pavement Existing edge of gravel shoulder

K

P a r k e r

RIVERSIDE ROAD

RIVERSIDE ROAD

E=2366937.04

N=704626.26

310+96.51

REHABILITATION

LAKE SHORE DRIVE

RIVERSIDE ROAD AND

ID CANYON 2013(1)

D.11

STATE PROJECT

u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d id a fl .d

C h e c k e d b y

D e s ig n e d b y

285+00 TO 310+96.51

BORING LOCATIONS

BH

SG15-17

PC

.2

P T

.1

5 3

P C

.6

P T

.2

5 P

C

.2

0 3

Attachment C

Subgrade Boring Logs

UNIFIED SOIL CLASSIFICATION SYSTEM

0 z

=~I 0 , :

Ill~·

~ E i 20 = <.>~ i

MilO' Oiv•t tont

"iic

- &• !!!2 ;; "; i ~i;EE 2

'-' :i :5 ._. E .!

o.::z:! E.;;

t ~ E~ ., ~ ...

i ~15- <3.!!

e:.::

:s 2 Q

Ctoup ~vmbol•

It)

GW

GP

TypaiNatnf'!

Wtfl·gradf'd 9tawts. grav~ wnd m••· turn, little ot no lints.

Poofly C)l"ldtd gr-.wh. gravel-s.a.nd mix turt1. little or no finet.

Fttfd lckntlfkttton Procedu,tt ( tacludint CIMttdts llr9ft then 75 mm iOd b~ttn4) ftKhonS Of'! Hllm1ttcf WCI.ghls)

Wrde range•n guin ' ''" artd substlt'ltJII ¥nOUntJ of 111 lnttrmtdtllt Patticle '''"-

Pr~m•ntntly on~ ''" Ot a tange of ''"' wuh some '"'"mt<:hlte sitH m•n•ng .

Nonplu tic linn or linn with low pleuic:itv GM Silty gravels, griYeH.and·silt mncture-s.

lfor ickntilic:etlon oroctduru '"ML btlowl. £ ~

"! ~ "2 u 1----+---------------------+--------------------------l '! i.i: a. ~ 0 Clayey 9f1vti'J, guvti·'Sind clav Plast•c fintt (for tdf'ntd•ca••~ procedures t3 ! mnctuttt.. ~~ CL b'towl.

~ ·~ 4--------r----~------------------------4-------------------------~ 1 g ! f Wtll·gr•cted J.lnck, 9"1Vtlly Sinds. Wide ''"9t '" gtain silt-s and s.ubuantial Z ' ; V " ~ ~ 'j little or no llnf'S. amounts of Jll lnttrmtdtltt pan•c:le sizes.

~ 3£ ]! {/)~:.= ~ u:; ~- i,::l! .. o=• u- .!!-:: ... _e; ,_E (.J

~ -g ...... _ ~:

SP Pootfy 91"ldtd undt. gravelly unds..

little or no f inn.

Ptedomin,ntly one siu Of a ''~'~9' of'''" Wtlh some intttrnrd•Jtt '''" minint

> ~.c'!l;E ,5 !! · S;s;;e oz

Nonplautc fintt or fint1 wilh low plattleuv -5 j _- SM Silty 'Sindt. wnd-s•h mi11tura (for identification proctdurH Mt: ML below,, if"-~~ ~-+--------+-------:-----~ a~~;

~ ~--- § .... i !i:: P1utoc finn lfor odentofiution orococlurn

~·~---------~------~---4------------------------4---------------------------~ ~ ldcnttfic•t•on ProctdurH

~ .! o sc Cbvtv tM'ds, wnd-cfly mtxtura 1H CL be:towL

0 z !i

S-§ ~ ' -: E .;

.. 0;

c ~ ~ e - ..

0 z .

L d l c

Q l c

Highly Org~n•c Soils

~5!

;c;

"22 r ::;j

.: 5!

E c:

:::2 :2;

6-::;:

!lo

ML

CL

OL

MH

CH

OH

Pt

II\Orpuc 11lts and very fine 'Sind'S. roclt flour. 'Jtltv Ot clayey fine wndJ Of davey silts Wlfh d iqtu piMh<itv.

lnot9'f'UC ctavs ot low 10 ~dtum plntteitv. grl'¥eUy ctiYJ. w.ndv clevt. til tv clt ys, lun cl•v• .

Or91n~ tilts and orgMic silty clays of low pl~uicny.

lnot~n·c ltl u. mteK.eovs Ot diatomJCtous tint s.andv or s.ifty toiiJ, tfi1UC: SIIU .

lnor91nic cl•vs of h~ pl1sticity. fat efiVJ.

Or91n1C cl•v• of medium to h;CJI> piJJticity. orC)Inic Jilts.

Peat and othl't hicf!ly organic so•IJ.

on frxtion Sm•IIH than No •o Sitw Siu

Orv Strtntth I Otlatancv I T OUt"ntn fCTu1h•ng ltt aet•on (cont •stcnc-v ch~rxttttJh<J) to shak•"'91 ntat PLI

Nonotosl iC)I\t

Medium to h1gh

ShCJI>t to mtdium

Sloqhtto mtJium

Hi9h to VffV high

Mctdium to high

Ouo<k tOJiow

Nonttov~ slow

Slow

Slow to nont

None

Nont tO vtrv slow

None

Mtd•um

Slight

Sllghtlo rnt d•um

Hogh

Slight to medium

Rurlilv ldenul•td bv color, odor, sc>on9y ftttl , and frequtntly by ltbrO\.IJ tututt.

' Boundary etassthcauons so•lt. posseas•ng cneracter•SIICI ot two groups are Oes•gnated b-, comb•n.-hons .o• groyp 1ymbots Fot ••ample GW·GC.

wetl-gr&cfed gravel sancJ m••ture w•th clay b•ncter tAll s•eve SilOS on ttus chart are US St1nct1r0 c .2 i "2 li • = t il

" c

UborltotV C1autfic.et1on Ctitffll

0 l . . C._ • _!! grnter thin .t a~~ o,.

~ ciS (0 ,, ·;; ~- Ct c • __ »__ bltWfttl 1 M\d J

~~ SI!C. ?·51

~ : ;; ~ _. c 0,0 x 0 10 : H f8 '---..:N_o_t_m«..:.;_t_on_9_1_11_gr_od_t_to_on-rtquirtmtnts I ')I GW

S il . • E ,g c !! e; ~ s ~ Atttrberg limits below A·liM. or Abovt A·hnt With 12 ~ ':1:.· ~· 3;; PI leu than • PI betwt't!n :.t X :. en..,., .. ,~ .. and , ,, borderline ~.::: ~ Cl: u· :§ 0 Atttr~rg limits 1bov1 A·lint CIWI rf'quirr;;g;;s;oT i j "i ". ". ~ !C w;th PI grettef then 7 diJol symbols .

" ·-¥~~0, 0 ~ ~ ;; . . m c., • ~ greattr than 6

IS" Stc. 2·51 - JL !lo ~ O,o ~!it ~- .. 10 ,. t fi ~ ; li ~ c. • __ » __ botw"n 1 ond 3 :: ~ u ~.: £ "":' 0 10 • 0 10 8&• -.2 & g : ~ j ~ Not meeting all 9'Mtlt1on rtqulrtmfnts for SW

! r ' Atttrberg limits Mlow A·line, Of' L•m•u plotting 1n halc;htd E ~ ~ PI Ins thtn 4 lont woth PI botwoon ~ X ~ . 4 and 7 ''' botd~rline c!! Att~rberQ hmitJ above A .. hne UtoH r«qu•rlnt use of with PI v u ttr than 1 dual svmboh , w

Plattic:ity Ot.llt fOf ·~bOtatory classific-ation of n,...-ail'ltd JOiiJ ror--.r--r---,---r-~---,---~-or--r~

Comparing sotts at tQUill~id hm.tt:

50 toughnns and dry nrongth lnczuw with inereuing plmicity indea.

30•-

CL

CH

OH

or

MH

60 70 80 90 100

LIOUIO LIMIT

Diann.Morehouse Typewritten Text

SO

IL

D E

SC

R

IP

T

IV

E

T E

R M

IN

O

L O

G

C O

N

SI

ST

E

N C

Y O

F C

O H

E

SI

V E

S O

IL

S

SP

T

N -V al ue

(b lo w s/ ft

C on si st en cy

Fi el d Id en tif ic at io n

- 1

V er y

So ft

Ea si ly p en et ra te d se ve ra l i nc he s b y fir st

- 4

So ft Ea si ly p en et ra te d se ve ra l i nc he s b y th um b

- 8

Fi rm od er at e ef fo rt re qu ire d to p en et ra te se ve ra l i nc he s b y th um b

- 1

St iff

R ea di ly in de nt ed b y th um b bu t p en et ra te d on ly w ith g re at e ff or t y

St iff ea di ly in de nt ed b y th um bn ai l

H ar d

In de nt ed w ith d iff ic ul ty b y th um bn ai l

L A

T

IV

E D

E N

SI

T

Y O

F C

O H

E

SI

O N

L E

SS

S

O

IL

S

SP

T N

-V al ue

(b lo w s/ ft

R el at iv e D en si ty

- 4 y

Lo os e

- 1

Lo os e ed iu m

D y

D

PA

T

IC

L E

S

IZ

T m

S ie ve

S iz e B ou ld

>3 m m

C ob bl e

3” m m

0m m

G ra ve l – c oa rs e

¾

- 3

(1 9m m m m

G ra ve l – fi ne

#4

¾

4.

m m m m

Sa nd c oa rs e #1

(2

.0 0m m

4.

m m

Sa nd m ed iu m

#4

(0 .4 m m

2.

m m

Sa nd fi ne

#2

#4

(0

.0 m m

0.

5m m

Si lt

C la y

#2

0.

5m m

M O

IS

T

U R

E C

O N

T E

N T ry us ty

, d ry to th e to uc h

M oi st am p, b ut n o vi si bl e fr ee w at

W et is ib le fr ee w at er

, s at ur at ed , o ve r o pt im um

Attachment D

Laboratory Test Results

Attachment E

Additional Pictures

Picture E-1: Culvert and wing walls station 174+60, Right.

Picture E-2: Culvert and wing walls at station 174+60, Right.

Picture E-3: Masonry wall near Station 209, Right

PictureE-4: Masonry wall near Station 211, Right