Northern , Inc.

Consulting Engineers Environmental Scientists Construction Materials Testing

722 N 16th Avenue, Suite 31 2618 W Kennewick Ave 11115 E. Montgomery, Suite C PO Box 1922 81006 HWY 395 Yakima WA 98902 Kennewick WA 99336 Spokane Valley WA 99206 Hood River OR 97031 Hermiston OR 97838 509-248-9798 509-734-9320 509-893-9400 541-387-3387 541/564-0991

Visit our website at www.gnnorthern.com Email: gnnorthern@gnnorthern.com

October 17, 2018

Art Anderson Associates, Inc.

202 Pacific Avenue Bremerton, WA 98337

Attn: Richard Moore, PE, Senior Civil Engineer

Subject: Geotechnical Pavement Design Report

Proposed Parking Lot Construction Project Veterans Administration Medical Center of Walla Walla (VAMC) Walla Walla, Washington

GNN Project No. 218-1006

Dear Mr. Moore, At your request, GN Northern has prepared this geotechnical report for the proposed parking lot construction project at the Veterans Administration Medical Center of Walla Walla (VAMC) campus located at 77 Wain Wright Drive in Walla Walla, Washington (see Figure 1). Based on the preliminary site plan you provided via email on September 14, 2018, we understand that three (3) new parking lots are planned for construction on the VAMC campus. Our investigation was conducted in general accordance with our Proposal for Geotechnical Services and Pavement Design Recommendations dated

September 18, 2018. The purpose of this investigation was to evaluate the subsurface soil conditions at the site, and provide recommendations for design of the new parking lots.

Site Conditions

The proposed parking lot sites are located in the northwest portion of the existing campus of the

Jonathan M. Wainwright Memorial VA Medical Center (VAMC). The VAMC campus is situated south of the intersection of W. Poplar Street and Avery Street in the City of Walla Walla, Washington. The proposed parking lot sites are identified on the site plan as ‘Base Option’, located north of the Chapel identified as Building T-7; ‘Option 1’, located west of Building 81; and ‘Option 2’, located southwest of the Children’s Museum of Walla Walla facility (Building CM). The individual sites are generally described as follows:

http://www.gnnorthern.com/ mailto:gnnorthern@gnnorthern.com

VAMC Parking Lot Construction Project GNN Project No.: 218-1006 Walla Walla, Washington October 17, 2018

• Base Option Site: The Base Option project site consists of a lawn area north of the Chapel building, and also includes a portion of a pre-existing garden area along the north. This site includes a generally level area along the south side, and slopes down to the north across the remaining area.

Based on Google Earth topography, approximate elevations range from ±897’ at the eastern corner to ±892’ along the northwest side.

• Option 1 Site: The Option 1 project site consists of a lawn area with some scattered trees located along the west and south of an existing parking lot situated west of buildings 81 and 82. Site topography is generally characterized by a relatively shallow draw (swale) that surrounds the south and west sides of the existing paved parking lot that is planned for expansion. Based on Google

Earth topography, approximate elevations range from ±881’ near the northeast side to ±876’ along the west side.

• Option 2 Site: The Option 2 project site consists of a north-northwest/south-southeast aligned lawn area with mature trees situated between Avery Street and the Children’s Museum facility. Site topography is relatively flat and level with the surrounding areas. Elevations across the site range from ±879’ to ±881’.

Various buried utilities were noted crossing portions of each of the proposed parking lot project sites.

Field Exploration & Laboratory Testing

Field exploration and testing was completed on September 25, 2018. A local public utility clearance was obtained prior to the field exploration. A total of six (6) exploratory test-pits were completed for the project, consisting of two (2) test-pits at each of the three (3) proposed parking lot sites. Test-pits were completed to depths of approximately 6 to 7 feet below existing ground surface (BGS) and were logged by a GNN field engineer. Exploratory test-pits were excavated using a Hyundai 35Z-9 mini-excavator.

Upon completion, test-pits were loosely backfilled with excavated materials. A GNN field engineer logged the exposed subsurface profile within each of the exploratory test-pits. Additionally, Dynamic

Cone Penetrometer (DCP) testing was performed at three (3) locations using a Kessler K-100 to assess the in-situ strength of the subgrade soils. Test-pit and DCP testing locations are shown on the Site &

Exploration Map (Figure 2) attached to this report.

The soils observed during our field exploration were classified according to the Unified Soil

Classification System (USCS), utilizing the field classification procedures as outlined in ASTM D2488.

A copy of the USCS Classification Chart is attached. Photographs of the exploratory test-pits are presented in in the attachments following this report. Depths referred to in this report are relative to the existing surface elevation at the time of our field investigation. The surface and subsurface conditions described in this report are as observed at the site at the time of our field investigation.

Representative samples obtained from exploratory test-pits were selected for testing to determine the index properties of the soils in general accordance with ASTM procedures. Laboratory tests performed included Natural Moisture Content (ASTM D2216) and No. 200 Wash Sieve (ASTM D1140). Results of laboratory tests are shown on the test-pit logs.

Subsurface Soil & Groundwater Conditions

Based on the findings of our exploration, each of the three sites included artificial fill soils to variable depths atop the native soil. The attached exploratory test-pit logs show detailed descriptions and stratification of the soils encountered. The following is a description of the subsurface soil conditions at each of the sites:

• Base Option Site: Test-pits TP-1 & TP-2 were completed at this site. Approximately 2 to 2.5 of artificial fill soil with significant miscellaneous trash and debris was encountered. Fill soil was classified as Silt (ML) and appeared ‘medium dense’. An ~12” east-west aligned concrete pipe was encountered in test-pit TP-2 at approximately 1.5 feet BGS. The underlying native soil was also classified as Silt (ML) and appeared ‘loose to medium dense’. The native silts were observed to grade to a Sandy Silt (ML) with depth.

• Option 1 Site: Test-pits TP-3 & TP-4 were completed at this site. Approximately 2 to 2.5 of artificial fill soil with some miscellaneous trash was encountered. Fill soils were classified as Silt with Sand

(ML) and Silty Gravel (GM), and appeared ‘medium dense’. The underlying native soil in test-pit

TP-3 was classified as Silt with Sand (ML) and appeared ‘medium dense to dense’. Native soils in test-pit TP-4 included Sandy Silt (ML) grading to a fine-grained Silty Sand (SM) with depth, and appeared ‘loose to medium dense’.

• Option 2 Site: Test-pits TP-5 & TP-6 were completed at this site. Depth of artificial fill soils ranged from approximately 3 feet on the north side to about 6 feet towards the south. Fill soil in test-pit TP-

5 was classified as Silt with Gravel (ML), appeared ‘loose’, included some trash, and was noted to be wet to saturated. The fill soil in test-pit TP-6 was classified as Silt with Sand (ML) and appeared

‘medium dense’. The underlying native soil at each location was classified as Silty Gravel (GM).

This native gravelly layer appeared ‘loose to medium dense’ and wet to saturated in test-pit TP-5, while it appeared ‘medium dense’ in test-pit TP-6.

The soil survey map of the site prepared by the Natural Resources Conservation Service (NRCS) generally identifies site soils as Touchet silt loam and Walla Walla silt loam, lacustrine substratum with the parent material described as alluvium and loess, and soil profile described as silt loam. A portion of the proposed Option 2 site is also identified as Yakima gravelly silt loam with the soil profile described as gravelly fine sandy loam atop extremely gravelly sand.

Groundwater was not encountered in the upper approximately 6 to 7 feet at the time of our exploration.

Based on our review of available nearby well logs (attached) from the WA Department of Ecology database, groundwater is anticipated to be approximately 25 to 30 feet BGS.

Geotechnical Recommendations

The following geotechnical recommendations are based on our current understanding of the proposed project. The finished grades are unknown at this time. Please note that recommendations presented in this report are predicated upon appropriate geotechnical monitoring and testing of the site preparation by a representative of GNN’s Geotechnical-Engineer-of-Record (GER). Any deviation and nonconformity from this requirement may invalidate, partially or in whole, the following recommendations. GNN shall review the grading plan in order to provide revised and/or augmented recommendations if necessary.

Subsurface soil conditions varied in all three areas explored which will require subgrade improvements to support the pavement structure. At the Base Option site, it is unknown what the east-west concrete pipe is connected to or if it is an abandoned pipe. Considering the depth of the pipe below the existing grade, if left in place, encapsulate the concrete pipe with min. 12 inches of lean concrete cover on top and 6 inches on the sides.

Surface vegetation, topsoil, and any other deleterious materials must be stripped from within and extending a minimum 2 feet beyond proposed parking lot construction footprint. The strippings are not suitable for use in structural fill. Strippings may be used in landscaped areas or deposed of off-site.

1.0 Structural Fill and Compaction

Material placed under new parking structures is classified as structural fill. Structural fill placed as sub-base course should consist of clean, non-plastic, freely-draining sand and gravel, which is free of organic matter or other deleterious materials. Such materials should contain particles no larger than 4 inches in maximum dimension, with less than 7 percent fines (based on the ¾-inch fraction) as described in

Section 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2016). Ballast material used as sub-base course shall meet the requirements of Section 9-03.9(1) WSDOT Standard Specifications

(WSDOT, 2016). Crushed surfacing base rock shall meet the requirements of Section 9-03.9(3) of the

WSDOT Standard Specifications (WSDOT, 2016). Aggregate sub-base should not be placed when the surface is wet or frozen. The native soils are fine-grained and are not suitable for re-use as structural fill

Structural fill should be placed in loose, horizontal, lifts of not more than 8 inches in thickness and each lift should be compacted to at least 95% of its maximum dry density as determined by ASTM D 1557

(Modified Proctor method). At the time of placement, the moisture content of structural fill materials should be at or near optimum. The procedure required to achieve the specified minimum relative compaction depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and the soil moisture-density properties. For granular structural fill soils, moisture conditioning by sprinkling before and during compaction is sometimes required to achieve the required relative compaction.

Our experience indicates kneading-type compactors (e.g., sheepsfoot roller) are preferable for fine sand, silt subgrade compaction. Vibratory-type compactors are not advisable within approximately 2 feet of the native materials based on the sensitivity of the subgrade soils to moisture.

2.0 Pavement Subgrade Improvement

Base Option Site and Option 1 Site: Over-ex to depths of approximately 2 to 2.5 feet below existing grade and remove all artificial fill soils to expose the native silt soils. Scarify the soil subgrade a minimum 6 inches. Moisture-condition the exposed subgrade to within 2 percent of optimum, then recompact to a minimum in-place dry density of 95% of the maximum dry density as determined by

ASTM D 1557. If a soft spot is noticed during compaction, that area should be over-excavated an additional 12 inches and repaired with imported granular structural fill. Deeper over-excavation may be necessary depending on Geotechnical Engineer observed subgrade conditions. Place a geotextile fabric

(such as Mirafi 600X or equivalent) over the subgrade soils in accordance with the manufacturer’s specifications. Place and compact the sub-base material over the geotextile fabric up to the planned bottom elevation of the crushed rock base course. Proof-roll the compacted sub-base under a loaded dump truck to a firm, un-yielding condition.

Option 2 Site: Subgrade improvements will involve over-excavation of wet to saturated artificial fill soils a minimum depth of 2 feet below the planned bottom elevation of crushed rock base course.

Deeper over-excavation may be necessary depending on Geotechnical Engineer observed subgrade conditions. Place a geogrid (such as TX160 by Tensar Earth Technologies, or equivalent) over the over-ex (cut) subgrade. Then, push 24 inches of approximately 3- to 4-inch ballast material over the geogrid with the dozer. Ballast materials should meet WSDOT Specification 9-03.9(1). Push and place the ballast materials in approximately 6- to 8-inch-thick loose lifts. Complete approximately 3 dozer passes over each loose ballast lift in its entirety. Do not operate the dozer with less than about 6 inches of ballast material over the geogrid for protection. Next, place and compact the crushed rock base course to the planned elevation.

Proof-roll the compacted sub-base (ballast) and base rock under a loaded dump truck and observe deflections for indications of inadequate sub-base performance. Adjust the ballast layer thickness, as recommended by the Geotechnical Engineer, until the sub-base and base rock layers exhibit firm, unyielding conditions under a loaded dump truck.

3.0 Pavement Design Sections

The pavement analysis is based on 1993 AASHTO Guide for Design of Pavement Structures; the following are input parameters for the analysis:

• Design Life: 20 years

• Assumed Traffic Volume (18-kip equivalent single axle load (ESAL)): 80,000 for automobile parking areas and 200,000 for main drive lanes

• Seasonally Adjusted Roadbed Resilient Modulus: 6,000 psi

• Reliability: 80 percent

• Overall Standard Deviation: 0.50

• Design Serviceability Loss: 2.2

The following table presents recommended light-duty and heavy-duty pavement sections for this project.

These sections assume that the subgrade and sub-base will be prepared in accordance with the recommendations presented above in Section 2.0 of this report.

Recommended Pavement Section

Traffic Asphalt Thickness (inches)

Crushed Aggregate Base Course* (inches)

Heavy Duty† 3.5 9.0 Standard Duty †† 2.5 6.0

†Heavy duty applies to pavements subjected to main drive lanes ††Standard duty applies to automobile parking areas *The upper 2 inches of crushed rock should be Top Course material placed over the Base Course layer

Pavement design recommendations assume proper drainage and construction monitoring and are based on AASHTO Design parameters for a 20-year design period. However, continual flexible maintenance along with major rehabilitation after about 8 to 10 years may be expected to obtain a 20-year service life.

The Hot Mix Asphalt (HMA) utilized for this project should be designed and produced in accordance with Section 5-04 Hot Mix Asphalt of the WSDOT Standard Specifications (WSDOT, 2016). GNN recommends that HMA be constructed using a Superpave asphalt binder PG 64-28. The contractor shall develop and submit a HMA Design for review and approval to the Engineer. The asphalt paving materials shall be compacted to a minimum 91% of the maximum theoretical specific gravity (Rice’s density). The gradation of the HMA aggregate shall conform to the gradation control points for ½-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials, of the WSDOT Standard

Specifications (WSDOT, 2016). This recommendations considers that the final pavement section would not support heavy trucks. The HMA shall be compacted in accordance with the requirements of Section

5-04.3(10), Compaction, of the WSDOT Standard Specifications (WSDOT, 2016).

The base course rock shall be placed in uniform, horizontal lifts and each 6-inch lift shall be compacted to at least 95% of the maximum dry density as determined by ASTM D1557 method.

We recommend that proper surface drainage measures shall be incorporated in the parking lots design.

4.0 Temporary Excavations

Any excavations deeper than 4 feet should be sloped or shored in accordance with current State of

Washington Labor and Industries Safety and Health guidelines. Per these guidelines, all site soils are classified as Type C Soil. Temporary unsupported excavations within Type C Soil should be sloped no steeper than 1½H:1V (horizontal : vertical). Flatter side slopes could be required for excavations where ground water seepage is present.

The contractor should monitor the stability of the temporary excavations and adjust the construction schedule and slope inclination accordingly. The contractor should be responsible for control of ground and surface water and should employ sloping, slope protection, ditching, sumps, dewatering, and other measures, as necessary, to prevent sloughing of soils and heave of the bottom of the excavation.

5.0 Limitations

This report has been prepared in accordance with generally accepted soils engineering practices in this area for use by the client for pavement design and construction. The recommendations submitted in this report are based upon the data obtained from six (6) test holes completed at the site. The nature and extent of subsurface variations across the site may not become evident until construction. If during construction, fill, soil, rock, or water conditions appear to be different from those described herein, we should be advised at once so re-evaluation of the recommendations can be made. The information indicated on the test pit logs represents subsurface conditions at the location of the test pits at the time of excavation. Subsurface conditions may differ at other locations and may change at this location with the lapse of time.

If you have any questions regarding this report, please contact us at 509-248-9798.

Respectfully submitted, GN Northern, Inc.

Karl A. Harmon, LEG, PE Senior Geologist/Engineer

Attachments:

- Site Vicinity Map (Figure 1)

- Site & Exploration Map (Figure 2)

- Test-Pit Logs, Key Chart (USCS Soil Classification Chart)

- Site & Exploration Photographs

- NRCS Soil Survey

- WA DOE Water Well Logs

- Estimated CBR from Field DCP Data

FIGURE 1: VICINITY MAP PROJECT NO. 218-1006

Source: Bing Maps

Source: Google Earth

Project Site

Project Site

FIGURE 2: SITE & EXPLORATION MAP PROJECT NO. 218-1006

LEGEND

= Test-pit location

NOTE

Base aerial image from Google Earth; overlayed campus base map prepared by Art Anderson Associates, Inc. provided via email on October 15, 2018.

Base Option

Option 1

Option 2

GB

891.0

886.0

MC = 7%

Fines = 91%

ML

ML

2.0

7.0

FILL: SILT, (ML) brown, damp, appears medium dense, with rootlets, with trash/debris (concrete, brick, metal conduit)

SILT, (ML) brown, dry, appears medium dense, trace fine sand (APPARENT NATIVE)

- becomes dry, loose to medium dense

- becomes SANDY SILT (ML) brown, damp to moist, with fine to medium sand

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 7.0 feet.

NOTES Approx. GPS Coords.: 46° 3'10.95"N, 118°21'39.29"W

GROUND ELEVATION 893 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

S A

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T

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U M

B E

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D E

P T

H (f t)

0.0

2.5

5.0

TEST PIT NUMBER TP-1

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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11115 E. Montgomery, Suite C Spokane Valley, WA, 99206 Telephone: (509) 248-9798 Fax: (509) 248-4220

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MATERIAL DESCRIPTION

891.5

887.0

MC = 10%

Fines = 93%

ML

ML

2.5

7.0

FILL: SILT, (ML) brown, damp, appears medium dense, with trash/debris (brick, concrete, charcoal, nails, glass)

SILT, (ML) brown, damp, appears loose to medium dense, (APPARENT NATIVE)

- becomes SANDY SILT (ML), ashy

- ~12" concrete pipe encountered at ~18" BGS in first attempt. Test-pit shifted ~5' south.

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 7.0 feet.

NOTES Approx. GPS Coords.: 46° 3'10.52"N, 118°21'40.65"W

GROUND ELEVATION 894 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

S A

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TEST PIT NUMBER TP-2

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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TESTS

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875.5

872.0

MC = 8%

Fines = 76%

GM

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2.5

6.0

FILL: SILTY GRAVEL, (GM) grayish brown, subrounded to subangular, dry to damp, appears medium dense, with trash (nail), trace large cobble

SILT WITH SAND, (ML) brown, damp, appears medium dense to dense, with fine sand

(APPARENT NATIVE)

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 6.0 feet.

NOTES Approx. GPS Coords.: 46° 3'13.12"N, 118°21'35.38"W

GROUND ELEVATION 878 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

S A

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0.0

2.5

5.0

TEST PIT NUMBER TP-3

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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11115 E. Montgomery, Suite C Spokane Valley, WA, 99206 Telephone: (509) 248-9798 Fax: (509) 248-4220

TESTS

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G R

A P

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LO

878.5

877.8

874.0

ML

GM

ML

1.5

2.3

6.0

FILL: SILT WITH SAND, (ML) brown, dry to damp, appears medium dense, with trace trash (metal horse bit)

FILL: SILTY GRAVEL, (GM) brown, subrounded to subangular, dry to damp, appears medium dense to dense, with trace trash (porcelain fragment)

SANDY SILT, (ML) brown, damp to moist, appears loose to medium dense, (APPARENT NATIVE)

- becomes SILTY SAND (SM), fine grained

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 6.0 feet.

NOTES Approx. GPS Coords.: 46° 3'13.50"N, 118°21'34.17"W

GROUND ELEVATION 880 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

S A

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0.0

2.5

5.0

TEST PIT NUMBER TP-4

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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878.0

874.5

ML

GM

3.0

6.5

FILL: SILT WITH GRAVEL, (ML) dark brown, wet to saturated, appears loose, with rootlets, trace trash (nail)

SILTY GRAVEL, (GM) dark brown, subrounded to subangular, wet to saturated, appears loose to medium dense, (APPARENT NATIVE)

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 6.5 feet.

NOTES Approx. GPS Coords.: 46° 3'18.50"N, 118°21'31.98"W

GROUND ELEVATION 881 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

S A

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2.5

5.0

TEST PIT NUMBER TP-5

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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11115 E. Montgomery, Suite C Spokane Valley, WA, 99206 Telephone: (509) 248-9798 Fax: (509) 248-4220

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Fines = 77%

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FILL: SILT WITH SAND, (ML) brown, dry to damp, appears medium dense, with roots/rootlets, trace gravel

SILTY GRAVEL, (GM) brown, subrounded to subangular, dry to damp, appears medium dense, (APPARENT NATIVE)

- Groundwater not encountered at time of excavation

- Referenced elevations are approximate and based on Google Earth topography

Bottom of test pit at 7.0 feet.

NOTES Approx. GPS Coords.: 46° 3'17.80"N, 118°21'31.46"W

GROUND ELEVATION 881 ft

LOGGED BY MBB/KAH

EXCAVATION METHOD Hyundai 35Z-9 Mini Excavator

EXCAVATION CONTRACTOR K&B Excavating GROUND WATER LEVELS:

CHECKED BY IM

DATE STARTED 9/25/18 COMPLETED 9/25/18

AT TIME OF EXCAVATION ---

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 16 X 96 inches

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TEST PIT NUMBER TP-6

CLIENT Art Anderson Associates, Inc.

PROJECT NUMBER 218-1006

PROJECT NAME VAMC Walla Walla

PROJECT LOCATION 77 Wain Wright Drive, Walla Walla, WA

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N G Kennewick, Yakima, Spokane, Hermiston (OR)

Conditions shown on boring and testpit logs represent our observations at the time and location of the fieldwork, modifications based on lab test, analysis, and geological and engineering judgment. These conditions may not exist at other times and locations, even in close proximity thereof. This information was gathered as part of our investigation, and we are not responsible for any use or interpretation of the information by others.

RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE

COARSE-GRAINED SOILS FINE-GRAINED SOILS

DENSITY N (BLOWS/FT) FIELD TEST CONSISTENCY N (BLOWS/FT) FIELD TEST

Very Loose 0 – 4 Easily penetrated with ½-inch reinforcing rod pushed by hand Very Soft 0 – 2 Easily penetrated several inches by thumb

Loose 4 – 10 Difficult to penetrate with ½-inch reinforcing rod pushed by hand Soft 2 – 4 Easily penetrated one inch by thumb

Medium -Dense 10 – 30 Easily penetrated with ½-inch rod driven with a 5-lb hammer Medium-Stiff 4 – 8 Penetrated over ½-inch by thumb with moderate effort

Dense 30 – 50 Difficult to penetrate with ½-inch rod driven with a 5-lb hammer Stiff 8 – 15 Indented about ½-inch by thumb but penetrated with great effort Very Stiff 15 – 30 Readily indented by thumb

Very Dense > 50 penetrated only a few inches with ½-inch rod driven with a 5-lb hammer Hard > 30 Indented with difficulty by thumbnail

USCS SOIL CLASSIFICATION

MAJOR DIVISIONS GROUP DESCRIPTION

GW Well-graded Gravel Gravel

(with little or no fines) GP Poorly Graded Gravel

GM Silty Gravel

Gravel and Gravelly Soils <50% coarse fraction passes #4 sieve

Gravel (with >12% fines) GC Clayey Gravel

SW Well-graded Sand Sand (with little or no fines) SP Poorly graded Sand

SM Silty Sand

Coarse- Grained Soils

<50% passes #200 sieve

Sand and Sandy Soils >50% coarse fraction passes #4 sieve

Sand (with >12% fines) SC Clayey Sand

ML Silt

CL Lean Clay Silt and Clay

Liquid Limit < 50 OL Organic Silt and Clay (low plasticity)

MH Inorganic Silt

CH Inorganic Clay

Fine- Grained Soils

>50% passes #200 sieve

Silt and Clay Liquid Limit > 50

OH Organic Clay and Silt (med. to high plasticity)

Highly Organic Soils PT Peat Top Soil

MODIFIERS MOISTURE CONTENT

DESCRIPTION RANGE DESCRIPTION FIELD OBSERVATION

Trace <5% Dry Absence of moisture, dusty, dry to the touch Little 5% – 12% Moist Damp but not visible water Some >12% Wet Visible free water

MAJOR DIVISIONS WITH GRAIN SIZE

SIEVE SIZE

12” 3” 3/4” 4 10 40 200

GRAIN SIZE (INCHES)

12 3 0.75 0.19 0.079 0.0171 0.0029

Gravel Sand Boulders Cobbles

Coarse Fine Coarse Medium Fine Silt and Clay

LOG SYMBOLS

2S 2” OD Split Spoon (SPT)

3S 3” OD Split Spoon

NS Non-Standard Split Spoon

ST Shelby Tube

CR Core Run

BG Bag Sample

TV Torvane Reading

PP Penetrometer Reading

NR No Recovery

GW Groundwater

Table

SOIL

CLASSIFICATION

INCLUDES

1. Group Name

2. Group Symbol

3. Color

4. Moisture content

5. Density / consistency

6. Cementation

7. Particle size (if applicable)

8. Odor (if present)

9. Comments

View of site conditions near the chapel looking southwest

View of site conditions near the chapel looking northeast

Excavation at test-pit TP-1 looking southeast

View of exposed soil profile within test-pit TP-1

Excavation at test-pit TP-2 looking southeast

View of exposed soil profile within test-pit TP-2

PLATE 1: SITE & EXPLORATION PHOTOGRAPHS PROJECT NO. 218-1006

Site conditions near central proposed parking lot looking southwest

Site conditions near central proposed parking lot looking north

Excavation at test-pit TP-3 looking north

View of exposed soil profile within test-pit TP-3

Excavation at test-pit TP-4 looking northeast

View of exposed soil profile within test-pit TP-4

PLATE 2: SITE & EXPLORATION PHOTOGRAPHS PROJECT NO. 218-1006

Excavation at test-pit TP-5 looking northwest

View of exposed soil profile within test-pit TP-5

View of site conditions near test-pit TP-6 looking southeast

View of site conditions near test-pit TP-6 looking northeast

View of site conditions near test-pit TP-6 looking northwest

View of exposed soil profile within test-pit TP-6

PLATE 3: SITE & EXPLORATION PHOTOGRAPHS PROJECT NO. 218-1006

United States Department of Agriculture

A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants

Custom Soil Resource Report for Walla Walla County Area, Washington VAMC Walla Walla

Natural Resources Conservation Service

September 28, 2018

Custom Soil Resource Report Soil Map

394650 394710 394770 394830 394890 394950 395010

394650 394710 394770 394830 394890 394950 395010

46° 3' 22'' N

8°

1'

3' ' W

46° 3' 22'' N

8°

1'

5'

' W

46° 3' 5'' N

8°

1'

3'

' W

46° 3' 5'' N

8°

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' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600

Feet 0 35 70 140 210

Meters Map Scale: 1:2,550 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

Walla Walla County Area, Washington

TsA—Touchet silt loam, 0 to 3 percent slopes

Map Unit Setting National map unit symbol: 2dbx Elevation: 500 to 1,000 feet Mean annual precipitation: 10 to 14 inches Mean annual air temperature: 52 degrees F Frost-free period: 160 days Farmland classification: Prime farmland if irrigated

Map Unit Composition Touchet and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Touchet

Setting Landform: Flood plains Parent material: Alluvium

Typical profile H1 - 0 to 8 inches: silt loam H2 - 8 to 60 inches: silt loam

Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 36 to 60 inches Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: High (about 12.0 inches)

Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: B Ecological site: LOAMY BOTTOM 10-16 PZ (R008XY402WA) Hydric soil rating: No

WlB—Walla Walla silt loam, lacustrine substratum, 0 to 8 percent slopes

Map Unit Setting National map unit symbol: 2dcc Elevation: 300 to 3,000 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 52 degrees F

Frost-free period: 130 to 180 days Farmland classification: All areas are prime farmland

Map Unit Composition Walla walla and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Walla Walla

Setting Landform: Hills Parent material: Loess

Typical profile H1 - 0 to 14 inches: silt loam H2 - 14 to 35 inches: silt loam H3 - 35 to 60 inches: stratified loamy fine sand to silt loam

Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 30 percent Salinity, maximum in profile: Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water storage in profile: High (about 10.4 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: COOL LOAMY 10-16 PZ (R008XY103WA) Hydric soil rating: No

WlD2—Walla Walla silt loam, lacustrine substratum, 8 to 30 percent slopes, eroded

Map Unit Setting National map unit symbol: 2dcf Elevation: 300 to 3,000 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 52 degrees F Frost-free period: 130 to 180 days Farmland classification: Farmland of statewide importance

Map Unit Composition Walla walla and similar soils: 100 percent

Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Walla Walla

Setting Landform: Hills Parent material: Loess

Typical profile H1 - 0 to 7 inches: silt loam H2 - 7 to 28 inches: silt loam H3 - 28 to 60 inches: stratified loamy fine sand to silt loam

Properties and qualities Slope: 8 to 30 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 30 percent Salinity, maximum in profile: Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water storage in profile: High (about 10.1 inches)

Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: LOAMY 10-16 PZ (R008XY102WA) Hydric soil rating: No

YkA—Yakima gravelly silt loam, 0 to 3 percent slopes

Map Unit Setting National map unit symbol: 2dcl Elevation: 400 to 2,500 feet Mean annual precipitation: 7 to 14 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 130 to 180 days Farmland classification: Not prime farmland

Map Unit Composition Yakima and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Yakima

Setting Landform: Flood plains Parent material: Loess and basalt alluvium over gravelly and cobbley outwash

Typical profile H1 - 0 to 13 inches: gravelly fine sandy loam H2 - 13 to 60 inches: extremely gravelly sand

Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 10 to 20 inches to strongly contrasting textural stratification Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: About 36 to 60 inches Frequency of flooding: Occasional Frequency of ponding: None Available water storage in profile: Very low (about 1.3 inches)

Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: LOAMY BOTTOM 6-10 PZ (R007XY402WA) Hydric soil rating: No

GN Northern Rectangle

GN Northern Rectangle

In-Situ Field DCP Data Correlated CBR Values

TP-1

Project VAMC Walla Walla Test Location/ID TP-1 Job No. 218-1006 Tested By KAH

Client Art Anderson Starting Depth of Test (Inches BGS)

Hammer Blow Factor 1

Test Date 9/25/2018 DCP Model Kessler K-100 Equation* 1

Cummulative Penetration

(mm) Penetration Per

Blow (mm) Penetration Rate (PR) (mm/blow)

CBR

Depth

(inches) 1 225 -- -- -- 4.0 2 260 35 35 5.4 5.4 3 299 39 39 4.8 6.9 4 337 38 38 5.0 8.4 5 374 37 37 5.1 9.9 6 410 36 36 5.3 11.3 7 446 36 36 5.3 12.7 8 483 37 37 5.1 14.2 9 521 38 38 5.0 15.7

10 544 23 23 8.7 16.6 11 565 21 21 9.6 17.4 12 582 17 17 12.2 18.1 13 602 20 20 10.2 18.8 14 626 24 24 8.3 19.8 15 648 22 22 9.2 20.7 16 669 21 21 9.6 21.5 17 688 19 19 10.8 22.2 18 708 20 20 10.2 23.0 19 733 25 25 7.9 24.0 20 758 25 25 7.9 25.0 21 789 31 31 6.2 26.2 22 813 24 24 8.3 27.1 23 841 28 28 7.0 28.3 24 869 28 28 7.0 29.4 25 898 29 29 6.7 30.5 26 926 28 28 7.0 31.6 27 961 35 35 5.4 33.0 28 999 38 38 5.0 34.5 29 1041 42 42 4.4 36.1

Hammer Weight

8 kg (17.6 lb)