id-a5557621_Geotech_Memo.pdf

158377846

M E M O R A N D U M Western Federal Lands Highway Division

610 E. Fifth Street Vancouver, WA 98661

DATE: August 26, 2019

TO: Brandon Stokes Project Manager

FROM: Diann Morehouse Geotechnical Engineer

SUBJECT: Geotechnical Memo GM29-19 Preliminary Geotechnical Recommendations Bunco Road Improvements Forest Service Road FS 56

ID KOOTENAI 5762(1)

Kootenai County, Idaho

INTRODUCTION

This memorandum provides desktop study information, geotechnical investigation results, and preliminary geotechnical recommendations for the Bunco Road Improvements Project. The project is located approximately 17 miles north of Coeur d’Alene, Idaho and provides access to Coeur d’Alene National Forest.

PROJECT DESCRIPTION

The 5.2-mile project begins at the intersection of Bunco Road and Hatch Road (MP 101.70), and ends at the Bunco Forest Service Parking and Trailhead (MP 106.92). Figure 1 shows the Project Location Map and Figures 2 and 3 show the west and east Vicinity Maps, respectively. The purpose of the project is to improve safety and traffic capacity of the roadway, improve intersection locations along the roadway for a clear through-route to the National Forest, and preserve the existing pavement. Intersections proposed for improvements are Nunn Road (MP 102.2±) and Bohn Road (MP 103.25±).

PREVIOUS GEOTECHNCIAL REPORT AND PROJECT

Geotechnical Report No. GR12-98, Bunco Road Geotechnical Investigation, dated May 1998, provides subsurface investigation results and design recommendations for WFLHD Forest Highway Project, PFH 56-1(1) project. It appears this project started about 130 feet west of the intersection of Bunco Road and North Lewellen Creek Road, at approximately Station 118+40 (ID KOOTENAI 5761(1) stationing), and terminating at the same parking area as ID KOOTENAI 5762(1) terminus point.

Figure 1: Project Location Map

Figure 2: Vicinity Map, West Portion of Project

Beginning of Project

Beginning of Project

Figure 3: Vicinity Map, East Portion of Project

SITE CONDITIONS

The project begins at an approximate elevation of 2460 feet and climbs to about an approximate elevation of 2780 feet. Table 1 shows the average monthly maximum and minimum temperatures, and precipitation for Bayview, Idaho.

Table 1: Average Max. and Min. Temperatures and Average Monthly Precipitation Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Av. high in (°F) 36 39 47 56 65 72 80 80 69 55 43 35 Av. low in (°F) 23 124 29 34 39 45 49 49 42 34 29 22 Av. Prec. (in.) 2.7 1.8 2.4 2.1 2.3 1.8 1.0 1.0 1.2 1.9 3.5 2.7

Av. snowfall (in.) - - - - - - - - - - - - Notes: Table is abridged from the original. Average snow fall was not provided.

Based on University of Idaho, Design Load Guidelines for Kootenai County, frost depth is 24 inches.

The surficial geology along the project is primarily Pleistocene-aged glacial outburst flood deposits consisting of gravel, sand, and silt. Outcrops of Eocene to Cretaceous-aged granodiorite are also present in discrete areas along the project.

SUBSURFACE CONDITIONS

All West Testing and Engineering, Inc. completed a subsurface exploration program starting near the beginning of the project at Station 18+00 and ending at Station 103+00 on October

End of Project

24, 2018 by All West was contracted by Lakes Highway District to perform the subsurface investigation and laboratory testing of the materials encountered.

The following information is from the Daily Project Field Report and Particle Size Distribution Reports provided by Lakes Highway District. Daily Project Field Report and Particle Size Distribution Reports are contained in Attachment A.

For shoulder exploration, a vacuum truck was used to dig test pits located approximately 5 to 7 feet from the edge of asphalt. The maximum depth reached was 4 feet below existing shoulder grade. The topsoil horizon encountered was approximately 6-8 inches thick, with trace roots appearing as deep as three feet. The subsurface soil consisted of sandy GRAVEL with silt and cobbles. Soil type appeared consistent throughout the five shoulder locations.

Samples were collected from a depth of 2 to 4 feet.

Exploration within the roadway include coring existing asphalt, determining base rock thickness, and sampling subbase material. The asphalt thickness at roadway station 18+00 was 3-inches, 5-inches at 54+80, and 2.5-inches at 90+00. The base rock was sandy Gravel with silt. Maximum depth reached within the core location was 16 inches, and the potential to encounter cobbles at deeper depths exists based on shoulder exploration.

Table 2, contained as an attachment, shows the boring and test pit locations, sample depths, asphalt and base thickness, soil sample gradation. Based on the laboratory data, an interpreted soil classification is also provided. However, neither Atterberg Limits or hydrometer results were provided. The classification indicates the presence of fine-grain soil instead of the distinction of silt or clay.

The exploration depths of the provided on the Daily Project Field Reports and the Particle Size Distrubution Reports seem to conflict. The method of coring is also not known. Core drilling can wash away sand size particles and finer resulting in erroneous particle size distribution.

DISCUSSIONS AND RECOMMENDATIONS

Earthwork

Native material should not be conserved and used for embankment material due to the potential of frost action susceptibility. Fill slopes should be designed at the maximum slope angle of 1V:2H using material meeting specifications for select borrow.

Excavating areas without positive drainage may create “bath tub” sections that hold water and resulting in additional problems from saturated subbase conditions such as strength loss, frost action, and thaw weakening. Avoid excavating below the existing ground surface to achieve a predetermined top of subgrade elevation, for example, in super-elevation areas.

Frost Action

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.

Frost susceptible soils are primarily a function of the percentage of fine particles within the soil matrix. Typically, soils are classified as frost susceptible soils, if 10 percent or more of the material passes the 0.075 (No. 200) sieve or 3 percent or more of the material passed the 20μm sieve. Laboratory test results of the materials tested from the 2018 subsurface investigation ranged between 7.3 and 25 percent passing the 200-sieve. No test results finer than a 200-sieve are reported on the laboratory test result reports

Table 1 shows the area experiences freezing temperatures during the winter months. Also discussed in the Site Conditions section, the frost depth in this area is reported to be 24 inches.

The third component for frost action is a source of water. During the winter months, water and melting snow from the ditch or roadway surface may cause wet or saturated conditions under the embankment may result in a higher degree of frost action risk. Due to the super elevation of the curves surface water from both side of the road will sheet across the highway in to the inside ditch line. The proposed super elevations within the curves are resulting in cutting into the existing subgrade material. The general flat profile the surrounding area does not facilitate ditch water to move quickly away from the area.

Based on National Cooperative Highway Research Program (NCHRP), Frost Susceptibility Classification of Soils table contained in Mechanistic-Empirical Design of New and

Rehabilitated Pavement Structures Report, NCHRP 1-37A, the soils tested within the frost depth zone were found have a moderate to high degree of frost susceptibility.

The 1998 geotechnical report discusses frost heaving issues were occurring on that project starting at about North Good Hope Road and continuing to the parking area. The 2002 project incorporated a non-frost susceptible design of a 11-inch thick aggregate subbase underlying the pavement structure.

In combination with the frost depth and the sources of water, it is recommended to construct the roadway embankments in the reconstruction sections with select borrow to reduce or mitigate potential frost action from occurring. FHWA guidelines recommends the subgrade, consisting of a depth of at least one half of the frost depth, be constructed with free draining material to support the highway pavement structure as well as constructed at least 12 inches above the bottom of ditch or native ground surface. The specification for select borrow within Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, 2014 (FP-14) states the material must contain less than 5 percent passing the 200 sieve. A separation-stabilization geotextile should be place between the native subgrade and the select borrow.

SUMMARY

This memorandum presents provides desktop study information, geotechnical investigation results, and preliminary geotechnical recommendations for the Bunco Road Improvements.

For question regarding this memorandum, please contact Diann Morehouse at 360-619-7609 or diann.morehouse@dot.gov.

DKM

Attachments:

Daily Project Field Report and Particle Size Distribution Reports Table 2 - Subsurface Investigation Locations, Collected Data, Laboratory Gradation Results, and Interpreted Soil Classification

CC: Nathan Jenks, Geotechnical Team Lead Shay Witucki, Highway Design Engineer Dave Mariman, Assistant Materials Engineer Geotechnical File mailto:diann.morehouse@dot.gov

REFERENCES

Idaho Geologic Survey, Interactive Map, compilation of geologic mapping, geologic hazards, and geologic resources in Idaho, University of Idaho, Moscow, ID.

https://www.idahogeology.org/webmap/, Accessed August 22, 2019.

Lewis, R.S., Link, P.K., Stanford, L.R., and Long, S.P. (2012) Geologic Map of Idaho, Idaho Geologic Survey.

NCHRP 1-37A (2004). Mechanistic-Empirical Design of New and Rehabilitated Pavement Structures, Final Report, National Cooperative Highway Research Program NCHRP Project 1- 37A, Transportation Research Board, National Research Council, Washington, D.C.

Ulrich, M., (1998) Bunco Road Geotechnical Investigation, GR12-98, Idaho Panhandle National Forest, IDAHO PFH 56-1(1), U.S. Department of Transportation, Federal Highway Administration, Western Federal Lands Highway Division.

University of Idaho (2017) Design Load Guidelines, County Specific Guidelines, http://www.lib.uidaho.edu/digital/idahosnow/, Accessed August 22, 2019.

U.S. Climate Data, Bay View, Idaho, https://www.usclimatedata.com/climate/bayview/idaho/united-states/usid0017/2019/1, Accessed August 2019.

https://www.idahogeology.org/webmap/ http://www.lib.uidaho.edu/digital/idahosnow/ https://www.usclimatedata.com/climate/bayview/idaho/united-states/usid0017/2019/1

ATTACHMENT

Daily Project Field Report

Particle Size Distribution Reports

NOTE: Text in red font was added by WFLHD

ALLVVEST

Testing & Engineering

Project: Bunco Rd

ALLWEST Testing & Engineering

DAILY PROJECT FIELD REPORT

I Project#: 118-411T

Project Address: Bunco Rd between Pope and Nunn Rd, Athol, ID

Permit#: N/A Date: 10/24/2018 Page 1 of 2

Report II: Technician: Adam Hessenkemper Weather: Sunny

Type of Testing/ Inspection: Soils Site Visit

Deficiencies Noted: X No Yes If yes, explain below

I I ' Deficiencies Corrected: Yes 1 Date of Corrected Report(s):

Reported To: Eric of Lakes Highway District

Narrative:

ALLWEST arrived on site to conduct soils investigation along Bunco Road. Upon arrival, I met with representatives from Lakes Highway District to discuss the days activities. A total of 8 locations were marked out for exploration prior to my arrival; 3 spots within the roadway and 5 spots along the shoulder.

For shoulder exploration, a vacuum truck was used to dig test pits located approximately 5 to 7 feet from the edge of asphalt. The maximum depth reached was 4 feet below existing shoulder grade. The topsoil horizon encountered was approximately 6-8 inches thick, with trace roots appearing as deep as three feet. The subsurface soil consisted of sandy GRAVEL with silt and cobbles. Soil typed appeared consistent throughout the five shoulder locations. Samples were collected from a depth of 2 to 4 feet.

Exploration within the roadway included coring existing asphalt, determining base rock thickness, and sampling subbase material.

The asphalt thickness at road station 18+00 was 3-inches, 5-inches at 54+80, and 2.5-inches at 90+00. The base rock was 2-inches thick at 18+00 and 90+00, and up to 5-inches at 54+80. The subbase material at all three core locations consisted of sandy Gravel with silt. Maximum depth reached within the core locations was 16 inches, and the potential to encounter cobbles at deeper depths exists based on shoulder exploration.

Soil samples were collected at each location and transported back to the lab for gradation and sand equivalent testing.

Technician: C' -..._I \ - -

This report shall be considered prellmlnary until reviewed and countersigned by the AI..LWEST Project Manager

Employee Type Activity Hours MIies

ST sv 8 28

Field Samples Obtained

Received By:

Reviewed By:

Equipment/ Consumables Used

Equipmenl/ Consumables Used

Equipment/ Consumables Used

•✓-:::t A,,, ,...� /71, ,. . , ,,,,,.,-,.

Equipment

This report shall not be reproduced except in full wilhout the permission of ALLWEST Testing & Engineering, Inc.

Rev. 20181021-500

Hayden, Idaho• Spokane Valley, Washington• Lewiston, Idaho • Meridian, Idaho www.allwesuestlng.corn

ALLVVEST

Testing & Engineering

Project Name: Bunco Rd

Date 10/24/2018 - !Report#

Narrative:

Locations

1 ) Core #1 , 18+00 LCL, 8' from edge of asphalt

2) TP-1, 24+50 RCL, 7' from edge of asphalt

3) TP-2, 42+00 LCL, 5' from edge of asphalt

4) Core #2, 54+80 RCL, 5' from edge of asphalt

5) TP-3, 64+00 LCL, 7' from edge of asphalt

6) TP-4, 78+00 RCL, 6' from edge of asphalt

7) Core #3, 90+00 LCL

8) TP-5, 103+00 RCL, 6' from edge of asphalt

ALLWEST Testing & Engineering Daily Project Field Report

Additional Narrative

Project #: 118-411 T

This report shall not be reproduced except in full without the permission of ALL WEST Testing & Engineering, Inc.

Rev.20181021-500

Hayden, Idaho• Spokane Valley, Washington• Lewiston, Idaho • Meridian, Idaho www,a11wes11es1ing,com

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ALLWEST Client: Lakes Highway District

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0:: I I I I I I I I I I I I I I UJ 60 --- - 1- ~ - f- I- -1- l- t- 1 - -I- l - 1--1-1 . + z

I I I I I I I ,, I I I I I I (.) u:::

-' I- I I I I I I I . ~ I _J I I I I _,_ --' z 50 I -- r I I I I I " I - I I I I I

. UJ g (.) I I I I I I I ,, I I I I I I ·r: er:: I I - - 1- -1- H - 1 -I I- -I -+· - 1-1- 1 a, UJ 40 -- -- I ~ ---

Q) 0.. I I I I I I I I ~ I I I I I I .!:

0: I I I I I I I I I I I I I I C

UJ 30 - I -I . 1-r T ITI -r l ,--, ,- T - 17 --, -- . - - t--o6 I I I I I I I I I I I I I I cr I - I - 1- --!- I__J- 1 .. II \j - L W - 1-- 1 C 20 - ~II: - - -

:p I I I I I I I I +- I I I cn I ...

N Q) l I I I I I I I I I ~ I I- I- 10 --,_ 1-1-· I --- i- ' 1-i- 1 - -

11 I '"" I ' " --t-w I I I I I I I I I I I I I I s 0 I I I II I I I I -' 100 10 1 0.1 0.01 0.001 <i! .... GRAIN SIZE - mm . 0 C

% +3" % Gravel -- % Sand - - % Fines

Coarso !Medium ~- --

"iii Coarse Fino Fine Slit Clay en 0 2 48 19 14 7 10 l~ ._ Q)

SPEC: a SIEVE PERCENT PASS? Material Description Q)

£ SIZE FINER PERCENT (X=NO) Existing Aggregate Base ... 1-1 /2" 100 :::, 0 I" 99 £ -~ 3/4" 98

8 tterbera Limits 1/2" 89

3/8" 76 PL== LL= Pl= .._

.!: #4 50 Coefficients g ft& 34 090= 13 .1484 0 85= 1 t .5424 050= 6.4281 u #16 24 050= 4.7977 D30= 1.8350 D15== 0.2894 X Q) #30 19 010= Cu= Cc= 'O #50 15 C1J Classification u #100 13 ::> USCS== AASHTO= u /1200 10 0 a (I) (I) .0 -0 C iu .c en t g Q) en !!! :c I-

Remarks Sampled By: A.Hesscnkemper Sample Date: I 0/24/18 Sand cquivatcn!: 49

(no specification provided)

Location: 54+80 RCL (Roadway) Sample Number: s 118- I 11 0 Depth: 3"-5" below HMA Date: 10/31 /18

ALLWEST Client: Lakes Highway District

TESTING & ENGINEERING Project: Bunco Road

Hayden, ID Prolect No: 118-41 IT Checked Bv: 1>1/1,l

Tested By: Noah White Checked By: Chris McKissen

Diann.Morehouse Text Box Core #2 Station 54+80 3 -5" below HMA, Base Course r:

C .S C 0 O 0

.!= .S .Si C - 0 0 O 0 0 0 " 0 - ., ;. ~ ~ M ~ lt N fJ .I i ,- li ~ <O ,,.. "' N ~ 'It ..

100 I :, II I I I I I I II

I I I I I I I I I I I I I I

_ , 11 ,- 1- _, _ I- L I - ,- L I _J I I I . l. ,__ --,_

I I I I I I I I I I I I I I I ,, -K),. :~ I I I I I I I I I I I

80 --- 7- It i 1- i- 1 -, t ,-, I I I I -- . '-'- - --

I I I ri\l I I I I I I I I

I II II I .I I I I I I I -

I I I I I )\I I I I I I I I er: I I I I I I I I I I I I I w 60 1-·- I· I H - 1 N- - --, - ,_,_

1-H · t -- -z 0 u::: I I I I I I I

I I I I I I I

...J I-

50 - - I I _,_ LI I I I -~ L I - I I I I I - - - -

...J z I ·r I I I I I ~ I -, I I I I g w u I I I I I I I I I I I I I ·c er: I- . j -· I- I- 1- 1- 1 I [\ I - c- H -1- .....-1-1 I (l) w 40 ,- - - . , __ - - -- Q) 0.. I I I I I I I I ~ I I I I I I C ·5 I I I I I I I I I I I I I I C ...

w 30 ,-

I .. r ---r IT n- -- - ~I

- _,__ - · - i- ·77 r- - . - 00 I I I I I I I I I I I I I -~ 20 -- I _ I I I ,- I- -1 I I I .• _t -t-ii> I I I I I I I I I ' .... N ~ I I I Q)

I I I I I I I I

~ J I- I I I I- 10 I . I -- ,-1r 11I I - ,_h I I I

~ I I I I I I I I I I I l I I

0 I I II I I I I I I

...J 100 10 1 0.1 0.01 0.001 ...J <( - GRAIN SIZE - rnm. 0 C

% +3" % Gravel % Sand % Fines

0 Coarse Fino Coarse I Medium r Fine Slit Clay 'iii

17 8 27 16 15 5 12 .E ,_ ~ SIEVE PERCENT SPEC." PASS? Material Descriotlon a> £ SIZE FINER PERCENT (X=NO) Brown Silty Sandy Gravel :i 4" JOO 0 3" 83 .c

.'!::! 2" 83 3 Atterbera Limit§

1-1/2" 81 PL= LL= Pl= ,.._ I" 78

.£ 3/4" 75 Coefficients Q 1/2" 69 D90= 88.1164 085= 80.5391 D50= 7.9902 ~ 3/8" 64 D50= 5.2349 D30= 1.7494 D15= 0.2500 X a> #4 48 D10= Cu= Cc:::

~ f/8 35 Classification

::, f/16 25 uses::: AASHTO= '8 f/30 19 a #50 16 Remarks a> f/100 14 Sampled By: A.Hessenkemper \..

a> #200 12 Sample Date: I 0/24/18 .0

0 Sand Equivalent: 27 C

"" (no specification provided) "iii .c

Location: 54+80 RCL (Roadway) (/) t Sample Number: SI 18-1104 Depth: 0-24" below base Date: I 0/31/18 Q U> ALLWEST Client: Lakes Highway District \.. .., ~ TESTING & ENGINEERING Project: Bunco Road ...

I-i: Hayden, ID Proiect No: 118-4 1 IT Checked By: tV/,A,, Tested By: Noah White Checked By: Chris Mcl<issen

Diann.Morehouse Text Box Core #2 Station 58+80

C

C .S C 0 0 0

.~ s E~ C - 0 c., g 0 1Y

D V D

- 00

.f it 'i1 ,;- , N <D .., N ,s )(! °' ,, ll ~t # =It-

100 I II ~

I II I I II I I I I

I I ~ I I I I I I I I I I 90 I • I --IL f't: - 1- - - - 1 ,_ .... I _ .J__ ._,_j_ I - . --t I I t I I I I I I I I I I I I I I I I I I I

, __ ,_ -i- • I - i- I II I i I i- 1- 1- -r I I I t -

I I I I I I I I I I I I I

I II L I I I ' L L - I I I I 1 70

I I I I I I I I\ I I I I I I I

0:: I I I I I I I \I I I I I I I w 60 --- - f- I -- I- + 11--1- 1 ~- - -·I 1---J --1-- 1-1- i . -z c_j u: I I I I I I I :\ I I I I I I ....JI- I I I I I I I I I I I I I .. --- -.....,z 50 - I I I I I I i - I \ I l I I I. -T ,- -

· w g (...) I I I I I I I I I I I I I I ·c 0:: I I· -- I- I+ 1-1-1 I- ' I 1--I --1 I ' 1--(I) w 40 - -

~ 0. I I I I I I I I ~I I I I I I ·g I I I I I I I I ~~ '\. I I I I I w 30 I I rr I I -u-... r oil I I I I I I I I I I I I I 'r 0 I . l L ,_L 1-1- 1

_,_ ...j ,_ _)_ -1-l i C 20 ,_ ,- - - -:p I I I I I I I I I I I I I I Ill

(I)

I I I I I I I I I I I I I I I- I- 10 I ,--,-,-,-,- -,-- - -- 1--1- 1 --i-11 f-

Cl)

~ I I I I I I I I I I I I I I

0 I I II I II I I I I I

....J 100 10 1 0.1 0.01 0.001 ....J <( - GRAIN SIZE - mm. 0 C: ¾ Gravel % Sand ¾ Fines 0 % +311

Coarse I I

- - - Sill ____ r -

'iii Coarse Fine Medium Fine Clay Ill 0 9 30 18 13 I 5 25 .§ (l)

SPEC.* Q SIEVE PERCENT PASS? Material Description a, £ SIZE FINER PERCENT (X=NO) Brown Silty Sandy Gravel - 1-1/2" 100 ::i 0 I" 94 .c

3/4" 91 "j Atterbera Li its "3

1/2" 83 PL= LL= Pl= ~- 3/8" 76 -~ ff4 61 Coefficients a #8 46 Dgo= 17 .225 8 Ds5= 13.5716 0 60= 4.6197 a, #16 0 35 050= 2.9148 030= 0.3467 D15= X

(l) 1130 31 D10= Cu= Cc=

"O #50 30 a, Cl~sification (.) #100 28 ::i USCS= AASHTO= "O #200 25 e Remarks g

Sampled By: A.Hessenkemper '-a, Sample Date: I 0/24/18 .0

0 Sand Equivalent: 31 C

" (no speci!icnlion provided) iii .c

Location: 64+00 LCL (Shoulder) Ill t:: Sample Number: SI 18-1105 Depth: 0-24" below topsoil Date: I 0/31/18 Q ~ ALLWEST Client: Lakes Highway District i TESTING & ENGINEERING Project: Bunco Road

I-

!Q

Havden, ID .c Proiect No: 118-41 IT Checked Bv: ////117

Tested By: Noah White Checked By: Chris McKissen

Diann.Morehouse Text Box

TP-3

Station 64+00

C s 1-

_J _, Particle Size Distribution Report ,!c U) M N h r ~

I I~\ I I II

I I I ~~ I I I I

I II

- L ,_

I I I I I I I I I I I I -- J-H- I 1- I I I I I I

_J_ L LL 1...-1 _ L

I I I I I I h I I I I I I I I I

-I _,_ ,,_ H- 1-t- l 1- 1-

I I I I I I I I I I I I I I I _L I

I •-, I I I I ~ I I I I I I I

' -I ,_,,_ -1- 11-1- 1 - 1- \

I I I I I I I I I I I I I I I I .. --1- T ln-r· ,- , -I I I I I I I I I

-l- -1-i- ,- 11- -1 II L I I I I I I I I I I I I I I I I I l -,- -I 1---1- 1- i--, 1,-1 - i- i-

I I I I I I I I

I II I II I II

100 10 r

" u. --lt ~

II I

I I __ , 1 - I I I I I ,__ _t

I 1

- ,._ J

I I I I

0 0 0 0 0 '1 0 lO . .. .- C"t .. ::WI= =rt •• l l 7 n I I I I

I LI U

I I I I I I I I

- 1 -1 I . ·n I I I I I I I

I I I I I I I I

I - --, _,_,_ H - 1·

I I I I I I I --- I I I I I _,_ - I I I I I I I I I I I

- - ! ,__ -l --1-~ - I I _,_

I I I I I I I I I I I I l'n 17 - T •- r7· 1 -'-

I I I I I I I I I I I

I ~ l.~

I I I I I h.,.,l,_I I -- , r 7 I I

I I I I I I

I I I I II

0.1

0.01 0.001

'01-----------,,----------.----'G::::cR'-"A'-!!l"-'N'-'S::.,:;IZ:::E=----m=m"'--. __ -r-__________ -----1 % Fines c % +3" % Gravel % Sand

.Q Coarse Fino Coarse Modlum Fine Silt Clay ~1----0-----t-...C...1-o--t--4-2- -t-"'""1-8-+--1-4- --+------7--+------9____. _ ____;;='---1 ᤥ---____;:._ __ ___._.....:...;;._.....!..-_=----1___;,..:...._..,__ _ ____;_.,___ _ ____;_-L.,. _____ ...:...._ _ ___ ---I

SIEVE PERCENT SPEC.' PASS?

(I)

(I)

:S SIZE FINER PERCENT (X=NO)

ateri I DescriQtio

Brown Silty Sandy Gravel .c

C

<ii .c t:'.

1-1/2" 100 I" 93

3/4" 90 1/2" 78 3/8" 69 t/4 48 t/8 32

#16 24 1130 18 lt50 14 #l00 11 #200 8.6

(no spec1ficallon provided)

Location: 78+00 RCL (Shoulder) Sample Number: SI 18-1106

~ ALLWEST

1ii

PL=

Dgo= 19.0631 D50= 5.1023 010= 0.1076

Coefficients D35= I 5.739J D30= 2.0366 Cu= 66.05 Classification

Pl=

USCS= MSHTO=

Remarks Sampled By: A.Hesscnkemper Sample Date: I 0/24/18 Sand Equivalcn1: 46

Depth: 0-24" below topsoil Date: I 0/31/18

!l TESTING & ENGINEERING

Client: Lakes Highway District

Project: Bunco Road !I)

~ Ha den ID Pro·ect No: I18-41 IT Checked B :

Tested By: Noah White Checked By: Chris McKissen

Diann.Morehouse Text Box

TP-4

Station 78+00

0::

w z

(.) u::

::Pz · w g o ·c er:

Q) w ig a.

g w iii 1-

...J

Particle Size Distribution Report

100 : 1: 1: ~-~ 1 1: I : : : I ~ 90 -1--1--1-+1---1+1L ,..,_ 1- 1-L- I 1' 1-- --1-Lt-l--'- Ji ... 1- -l--->--➔--l --+++-1--1-1--t---i

I I I I I I I I I I I I I I I I I I I I I I I I

80 - ·-- I II I I II I I I I II -·l1+l1-l--~-l--t-+---+-H-~-l-+---+---t

I I I I I I I I I I I I I I ii L I I L I I I I lH-f.-J-11---!--H--H-1-1-1--1----+------l I I J I I I I I I I I I I I

I I I I I I I I I I I I I I 60 ,_ - ->----j- ~ -- 1- + H--l~-1-11--1---U-t--l---i---➔~1 >-->--t I H t

I I I I I I I I I I I I I I

I I I II I I I I I I I I I

I I I l I I i ~, I I I I I I I I I I I I I K I I l I I I

40 1- 1- -f----1- I II I 1----1- 1 - l~-I----I----HH+l-+l1l----,H11-+--+'---1'1 +H1 '+ +++-+-----+----,H--H-++-+-+-+-----1 I I I I I I I I \ I I I I I I I I I I I l I I ih I I I l I I

30 - t-t•-J---,1-t- II II I II I I 1 .... ~ I I tT,_____rr I - I I I I I II I In I I I I I

20 ----1---1--- - 1- -1- 1 _ , ___ - l1 ... 1---1~l---':=,,,/JI . ... -1- 1- L....1--1--- 1------ -- I I I I I I I I I~, ).W I I I I I I I I I I I I I 1"'1rt-+-o..J I

10 ----·1-- 1- - i- --1- 1- 1- 1- .__1 __ --1 -- i-- i-1 --1-- '-- 1- 1· h __ , __ ,_. ----1--t---i

I I I I I I I I I I I I I I o 1-LJ._J._1._l il.lLL.LJ....JIL....L.IJ....JJ. l ll-11....JJJ...IJ..l..JLJ.--1...--'--....uuLJ...L.L.LL-11-11----'--.J...I _.11.UJII lu.....L...L.....L.....,___.___--,,..LJ...l..JLLJ.-'--L-.l...--1

0.01 0.001 100 10 1 0.1

GRAIN SIZE · mm O ~ ---- ---~------~-~'-l!,..!!.!.!-:==-..!.!.!!.!.!.:....--~-------------1

% +3" c: % Gravel % Sand --- % Fines -- ...

,Q Coarse Fine ~ 1---------1--;:.;::.::.:...::..:..-+-.:....:.:..;,;c_--1...:c=:..:..cc::.+........:..:~~-1--__:,_:.cc.:..._-1--------'-'--C---_L..----'-"::J--

·g1-----___::.-------'---:::...2_....1,____:5~3-_J___...:...:.......J...__..:....::...._...1..-_...::..,__......1.-____ ___;..:...,_ ___ _ --l

I Coarse Medium Fine Slit Clay

17 13 5 10

Q) .c :5 '3 :a c X Cl.I al u 'O ci Cl.I .0 C:

SIEVE

SIZE

I" 3/4" 1/2" 3/8" #4 #8

#30 #50 fl I 00 /1200

PERCENT

FINER

SPEC.*

PERCENT

~ (no specification provided)

PASS?

(X=NO)

Material Descriotion

Existing Aggregate Base

PL=

D90= 13 . 7223 D50= 5.6260 010=

USCS=

Atterbera Limits

LL=

Coefficients 0 85= 12. 1 s13 D30= 2.2997 Cu=

Classification

AASHTO=

Remarks Sampled By: A.Hessenkemper Sample Date: 10/24/18 Sand Equivalent: 33

Pl=

Location: 90+00 LCL (Roadway) Sample Number: s 118-1111 Depth: 3"--5" below HMA Date: I 0/3 I /18

! ALLWEST

~ TESTING & ENGINEERING

Client: Lakes Highway District

Project: Bunco Road

~ll====""""-H==a.,;.1v:!ad==:e __ n~, ·='=D====:=l.!.=P=r~oi;;:.:ec=t=N=o=-: ='='.aaS-aa:;4:a;;;l laa;:T=====aa=C=h=ec:::iak:::a:ed~ !!Y.::!=:=--=t=.,,l=VVl.,""'--'==!I

Tested By: Noah White Checked By: Chris Mcl<issen

Diann.Morehouse Text Box Core #3 Station 90+00 3-5" below HMA

. s C O O 0

,s ,; .s ~ ~ ~ C ·- 0 0 0 O 0 0 '1 0 ·- <D .I. .i ~ \1 .l i it i ~ co , r> N ;_ r ~ ~ M

100 I II II I II I II II II I I I 7 n I I I I I I I I I I I I I I I II II _[_ -'- ' II L I I -1--1 l 90 I ~ I I I I I I I I I I I I I ~ I I I I I I I I I I I I

80 I I ~, I I I - ,_ 1 t -1 ,_ -i- - 1---1 1

I I I I I I I I I I I I I I Ii y, I II IJ '-- _L _LJ

70 - 1- ,_ ..

I I I

~: I I I I I I I I Cl'.:'. I I I I I I I I I I I I w 60 - II - I - ,_ I- - - i L- '-I- '-H - I·- . - ,_.__

I II I

~I z

I I I I I I I I I I I I ci u:

_J I- I I I I I I I I I I I I I '----- .

_J z 50 I I - I I I I I -

I j I I I I ·w go I I I I I I I I I I I I I I ·c Cl'.:'. 1-I- -If l->-1- 1--1- 1- I- I -H --1- - 1- 1· -~ ,_ _ ruw 40 ,__ - -- - :g a.. I I I I I I I '~ I I I I I I ·g I I I I I I I I I I I I I w 30 -- - -, I - II I I

I __ ,_ Ir~ -, t- 1 I I 7 I - ·- ----- --

Cl!! I I I I I I I I ~ I I I I I I C

-1- -1 - 1- ,-J_ 1~ - 1 -- 1- "a-: ·- ~1 --L- - 1--l I C: 20 --,__ _,_ --,_ - -- --,__ :p

I I I I I I I I I I I I I 1/) Ill

I I I I I I I I ~ •-,. I I I .I I- ' ~ I- 10 I r -, I I I -1r- ,_ ----1· -r- -, iT w I I I 1 I I I I I I I I I I 5 0 I I II I I II II I I I ii -I 100 10 1 0, 1 0.01 0.001 _J <( - GRAIN SIZE - mm. 0 C

% +3" % Gravel % Sand % Fines -----0 I --- Silt - --j ·w Coarse Fine Coarse Medium Fine Clay

1/)

14 19 I 33 13 9 I II .E

Ill a SIEVE PERCENT SPEC." PASS? Material Descrlotion Ill :5 SIZE FINER PERCENT (X==NO) Brown Silty Sandy Gravel :5 4" 100 0 3" 86 .c -~ 2" 80 3: Atterberc1 Limits 1-1/2" 76 2 I" 70 PL= LL= Pl=

.£ 3/4" 67 Coefficients ti 1/2" 58 Dgo= 84.6982 0s5= 74.7650 050= 13 ,7422 ~ 3/8" 51 050= 8.9945 D30= 3.7951 015= 1.0195 X Ill #4 34 010= Cu= Cc=

"'O #8 23 (I) Classification 0 h' 16 16 ::, USCS= AASHTO= -0 lt30 13

#50 12 9 Remarks

(I) #100 11 Sampled By: A.Hessenkemper '-

(I) #200 II Sample Date: 10/24/18 .D

0 Sand Equivalent : 32 C

# (no specification provided) ro .s::

Location: 90+00 LCL ~Ro~clway) Ill t:: Sample Number: SI 1 -1107 Depth: 0-24" below base Date: I 0/31/18

~ ALLWEST Client: Lakes Highway District ..., 2 TESTING & ENGINEERING Project: Bunco Road

!!1 Hayden, ID Checked Bv: /1/v1, Proiect No: 118-41 IT

Tested By: Noah White Checked By: Chris McKissen

Diann.Morehouse Text Box Core #3 Station 90+00 c

C .£ . C 8 ~ 0

-'= .~ .~ i C: · - 0 0 -., 0 0 0

·;: ;1. ·- "' ,i ,- ~ 1 l !ti ~ ~~ N

.., N ~ ~ M •• ..

100 I II II I II I I I I I I

I 1, ,( I I I I I I I I I I I I

I I - ~II J LI II - .J I I I I

I I Kl I I I I I I I I I I I I I I I I I I I I I I

80 I II 0 I I 1- - - H~, I I t I I I ~: I I I I l I I I

I - l - II I I I - ,- I I - l I I I I

I\' l I I I I I I

O'.'. I I I I I I I j I I I I I w 60 I- it -- 1-l-t- I I j I ,I II I I I I 11 z l I I I I I I I I I I I I I 0 u:

-I I-

I I I I I I I ' I I - I I l I I ..J z I -I - I I I I I I I I I I I I . UJ g u I I I I I I I \i I I I I I I ·c 0:: H-· I - I- I- 1- 1- 1 j · I I 1- -1- 1 I . (l)w 40 •--I- -- - - ~ n. I I I I I I I I I\ I I I I I I ·o I I I I I I I I I I I I I I C ~ w 30 -

J . r - -,-T ,-r, -r ..... --· ,-- -,- T . - 1, 1 ._ ----o/,S I I I I I I I I ~~ I I I I I I g

20 -- - - 1- 1- - 1- ..J_ 1- 1-1 - 1- ""- _j 1-l . I_,_ . - - '-" I I I I I I I I I I I -<;>-i ~

:fi I- I I I I I I I I I I I I I I I- 10 --- -r-- I --- 1 I II I I - 1· I -H - -, - 1- 1 I - >-- --- . --w I I I I I I I I I I 1 I I I

~ 0 I II I I I I I I .I

..J 100 10 1 0.1 O.Ql 0.001 ..J

0 GRAIN SIZE - mm.

C

% +3" % Gravel % Sand % Fines

0 I --- .ii> Coarso Fine Coarse Medium Fine Slit Clav 1/1 6 20 33 13 9 3 16 E :g SIEVE PERCENT SPEC.* PASS? Material Descrip.!iQn Q) fi SIZE FINER PERCENT (X=NO) Brown Silty Sandy Gravel =i 4" 100 0 3" 94 £ -~ 2" 94

Atterbera Limits "3

1-1/2" 86 PL= LL"' Pl= ,,_ I" 79

. .!:: 3/4" 74 Coefficients a 1/2" 65 D90= 43 .0793 0 85;:; 36.4 875 060= 10.0670 ~ 3/8" 59 050= 6.7609 030"' 2.370 1 015= X

(l) 114 41 010= Cu;:; Cc=

"O #8 30 Q) Classification (.) #16 24 ::, USCS= AASHTO= "O #30 20 e #50 19 Remarks ~ #100 18 Sampled By: A.I-lessenkernper <I) #200 16 Sample Date: I 0/24/18 .D ...., Sand Equivalent: 25 0 C iii (no specification provided)

.c Location: J 03 +00 RCL (Shoulder) 1/1 t Sample Number: S118-1108 Depth: 0-24" below topsoil Date: I 0/31/18 Q ~ ALLWEST Client: Lakes Highwc1y District

ti) Project: Bunco Road 2 TESTING & ENGINEERING !a

Havden, ID Checked Bv: 1/1/1 Project No: 118-41 1 T

Tested By: Noah White Checked By: Chris McKissen

Diann.Morehouse Text Box

TP-5

Station103+00

ATTACHMENT

Table 2 - Subsurface Investigation Locations, Collected Data, Laboratory Gradation Results, and Interpreted Soil Classification

Table 2: Subsurface Investigation Locations, Collected Data, Laboratory Gradation Results, and Interpreted Soil Classification

BORING OR TESTPIT

DESIGNATION 1

APPROX. STATION &

OFFSET

LOCATION FROM EDGE

OF ASPHALT

2 SAMPLE DEPTH

(ft.)

ASPHALT

THICKNESS

BASE

THICKNESS

COBBLES

>3"

GRAVEL

SAND

P200

INTERPRETED

SOIL CLASSIFICATION

6,7

Core #1 18+00 LCL 3-5" below HMA - 39 49 12 SAND with gravel and fines

Core #1 18+00 LCL 0-24" below base - 49 40 11 GRAVEL with sand and fines

TP-1 24+50 RCL 7' from edge of asphalt 0-24" below topsoil - - - 63 29.7 7.3 GRAVEL with sand and fines

TP-2 42+00 LCL 5' from edge of asphalt 0-24" below topsoil - - - 58 32 10 GRAVEL with sand and fines

Core #2 54+80 RCL 3-5" below HMA - 50 40 10 GRAVEL with sand and fines

Core #2 54+80 RCL 0-24" below base 17 35 36 12 SAND with gravel, fines, and cobbles

TP-3 64+00 LCL 7' from edge of asphalt 0-24" below topsoil - - - 39 36 25 GRAVEL with sand and fines

TP-4 78+00 RCL 6' from edge of asphalt 0-24" below topsoil - - - 52 39 9 GRAVEL with sand and fines

Core #3 90+00 LCL 3-5" below HMA - 53 37 10 GRAVEL with sand and fines

Core #3 90+00 LCL 0-24" below base 14 52 23 11 GRAVEL with sand, fines, and cobbles

TP-5 103+00 RCL 6' from edge of asphalt 0-24" below topsoil - - 6 53 25 16 GRAVEL with sand, fines, and cobbles

1 All West original table, from Daily Project Field Report narrative, changed to show two different samples from the same exploration.

2 Stationing, offsets, and location obtained from All West Daily Project Field Report narrative.

3 Sample depth information obtained from All West Particle Size Distribution Reports.

4 Asphalt and Base Thickness obtained from All West Daily Project Field Report narrative.

5 Gradation from All West laboratory test result reports.

Interpreted soil classification based on gradation.

Atterberg limit test results or hydrometer test were not provided; therefore, no information about soil type of the fine-grain soil.

NOTES:

8' from edge of asphalt

5' from edge of asphalt

N/A

3" 2"

5" 2"

5" 2.5"