Infiltration_Letter_-_Eckert_Road_and_Boise_Avenue_Roundabout_-_62235109A.pdf

11849 West Executive Drive, Suite G Boise, Idaho 83713

P (208) 323-9520 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

January 23, 2026

Burgess & Niple, Inc.

1111 W. Jefferson Street, Suite 430 Boise, Idaho 83702

Attn: Molly Loucks, PE – Transportation Project Manager P: (208) 506-6894

Re: Stormwater Management Letter Report Eckert Road and Boise Avenue Roundabout Boise, Idaho ACHD Project No. 325043 Terracon Project No. 62235109A

Dear Ms. Loucks:

We have completed the scope of services for the above referenced project. This letter presents the stormwater management exploration results per our Scope of Work dated August 4, 2025 for the project referenced above. Exploration infiltration testing, the explorations were performed via borings and tests pits.

Geotechnical Characterization

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, forms the basis of our geotechnical evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs with are attached to this letter

Model Layer Layer Name General Description

Asphalt and

Fill

Asphaltic concrete with a thickness of about 3½ inches was encountered in I-11 and B-12, thickness was measured inside the bore hole.

Fill materials encountered consisted of sands and gravels with varying amounts of silt.

Fined

Grained Silt with sand was only encountered in TP-17.

Stormwater Management Letter Report Eckert Road and Boise Avenue Roundabout | Ada County, Idaho January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

Model Layer Layer Name General Description

Sands and

Gravels Sands and gravels with varying amounts of silt and cobbles.

The boring and test pit were observed during drilling and excavation for the presence and depth of groundwater. Groundwater was not observed in the borings or test pits at the time of exploration.

Groundwater conditions may be different at the time of construction especially if land use conditions have changed. Groundwater conditions may change because of seasonal variations in irrigation, rainfall, runoff, and other conditions not apparent when pressure transducers are recording.

Infiltration

Terracon performed a field percolation rate test in two explorations. The infiltration test performed in test pit TP-17 was performed in general accordance with the small-scale pilot infiltration test method described in Appendix B of Section 8200 of the ACHD Policy Manual. Based on utilities observed during field services the other infiltration test, I-11 was performed within a boring using a falling-head test method. Using this method, a 5-inch diameter pipe was placed within the borehole at each location. The results of the tests are summarized in the following table.

Location Approximate

Depth (feet)1 Soil Type at Depth of Test Field Percolation Rate

TP-17 (Test pit)

Poorly Graded Gravel with Silt and Sand 10 inches/hour

I-11 (Boring)

5 Well-Graded Gravel with Sand >24 inches/hour

1. Approximate depth below the existing ground surface.

The field test results are not intended to be design rates; they represent the test results at the depths and locations indicated. The rates used for design should be determined by the designer by applying an appropriate factor of safety. A minimum factor of safety of two should be used. A greater factor of safety may be warranted. The designer should select the design factor of safety that considers the severity of the impacts to the public if the system were to fail, the facility geometry, if the facility includes outlet structures, the degree of influent control to reduce siltation and bio-buildup, the quality and frequency of long-term maintenance, etc. In addition, the following factors should be considered when selecting the factor of safety for design:

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

Test Procedures: The percolation tests likely included both vertical and lateral seepage, whereas seepage from storm water percolation systems may primarily flow downward, depending on the geometry and details of the system.

Water Quality: Percolation tests are typically performed using clear water, whereas the storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the percolation systems. Design of the stormwater percolation system should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials.

Long-Term Performance/Maintenance: With time, the bottoms of percolation systems tend to plug with organics, sediments, and other debris. Long-term maintenance will likely be required to remove these deleterious materials to improve the actual percolation rate. The designer should base the project design and selection of the percolation rate on the assumption that little to no maintenance will be performed.

Soil Variability: Based on the soils encountered during our exploration, we expect the percolation rates of the soils could vary over short distances due to variations in fines content, cementation, and soil type. Percolating into soils with a higher percentage of silt or clay would be expected to have lower percolation rates and cemented soils can have no percolation. The design elevations and sizes of the proposed percolation systems should account for this expected variability in the percolation rate. Excavation for stormwater management facilities should extend below any cemented soils and be replaced with appropriate filtering sediments, as appropriate.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others.

Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Maren Tanberg, P.G., P.E. Lucas Marsh, P.E.

Senior Staff Engineer Geotechnical Department Manager

Attachments:

Site Location Exploration Plan Boring Logs GeoModel Laboratory Testing Results General Notes Unified Soil Classification System (USCS)

Stormwater Management Letter Report Report

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

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Site Location

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

SITE

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

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Exploration Plan

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

2776.5

FILL - SILTY SAND WITH GRAVEL, brown

POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM),

with cobbles, light brown

Test Pit Terminated at 11.5 Feet

Test Pit Log No. TP-10

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

Approximate Elevation: 2788 (Ft.)

G ra p h ic

L o g

M o d el

L ay er

7.0

11.5

Advancement Method Bucket

Notes

Water Level Observations Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations obtained using Google Earth Pro.

Eckert Road and Boise Avenue Roundabout

Eckert Road Bridge over the Boise River | Boise, Idaho

Terracon Project No. 62235109A Boise, ID

11849 W Executive Dr Ste G

Excavator Backhoe

Operator Precision Underground

Logged by

GM

Test Pit Started 11-14-2025

Test Pit Completed 11-14-2025

Abandonment Method Test pit loosely backfilled with excavated soils.

Compaction testing of backfilled soils was not performed.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 43.5639° Longitude: -116.1333°

Depth (Ft.)

R e co ve ry

In

Fi el d T es t

R e su lt s

2780.5

FILL - SILTY SAND WITH GRAVEL, brown, organics at surface

SILT WITH SAND (ML), brown

POORLY GRADED GRAVEL WITH SAND (GP), with cobbles, light brown

Test Pit Terminated at 10 Feet

Test Pit Log No. TP-17

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

Approximate Elevation: 2788 (Ft.)

G ra p h ic

L o g

M o d el

L ay er

84.1

3.81.4

4.0

7.5

10.0

Advancement Method Bucket

Notes

Water Level Observations Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations obtained using Google Earth Pro.

Eckert Road and Boise Avenue Roundabout

Eckert Road Bridge over the Boise River | Boise, Idaho

Terracon Project No. 62235109A Boise, ID

11849 W Executive Dr Ste G

Excavator Backhoe

Operator Precision Underground

Logged by

GM

Test Pit Started 11-14-2025

Test Pit Completed 11-14-2025

Abandonment Method Test pit loosely backfilled with excavated soils.

Compaction testing of backfilled soils was not performed.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 43.5639° Longitude: -116.1333°

Depth (Ft.)

R e co ve ry

In

Fi el d T es t

R e su lt s

2780.07

2776.87

2775.37

ASPHALT, approximately 3 1/2" thick FILL - POORLY GRADED GRAVEL WITH SILT AND SAND, brown and black

WELL GRADED GRAVEL WITH SAND (GW), with cobbles, brown and gray, very dense

Boring Terminated at 5 Feet

Boring Log No. I-11

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

Elevation: 2780.37 (Ft.)

G ra p h ic

L o g

M o d el

L ay er

2.61.7

0.3

3.5

5.0

13-26-41 N=67

19-58-61

Advancement Method Hollow-Stem Auger

Notes

Water Level Observations Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were provided by others.

Eckert Road and Boise Avenue Roundabout

Hammer Type Automatic

Eckert Road Bridge over the Boise River | Boise, Idaho

Terracon Project No. 62235109A Boise, ID

11849 W Executive Dr Ste G

Drill Rig

CME 75

Driller Haz-Tech Drilling

Logged by

CM

Boring Started 11-26-2025

Boring Completed 11-26-2025

Abandonment Method Boring completed as infiltration test

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 43.5646° Longitude: -116.1333°

Depth (Ft.)

R e co ve ry

In

Fi el d T es t

R e su lt s

2779.66

2777.66

2764.96

2764.16

ASPHALT, approximately 3 1/2" thick FILL - POORLY GRADED GRAVEL WITH SILT AND SAND, brown and black

POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM),

with cobbles, light gray and brown, very dense

POORLY GRADED GRAVEL WITH SAND (GP), with cobbles, gray and brown, very dense Boring Terminated at 15.8 Feet

Boring Log No. B-12

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

Elevation: 2779.96 (Ft.)

G ra p h ic

L o g

M o d el

L ay er

0.3

2.3

15.0

15.8

3.5

15-29-39 N=68

30-40-39 N=79

46-50/4"

31-50/2"

50/5"

21-50/5" N=50/4"

Advancement Method Hollow-Stem Auger

Notes

Water Level Observations Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were provided by others.

Eckert Road and Boise Avenue Roundabout

Hammer Type Automatic

Eckert Road Bridge over the Boise River | Boise, Idaho

Terracon Project No. 62235109A Boise, ID

11849 W Executive Dr Ste G

Drill Rig

CME 75

Driller Haz-Tech Drilling

Logged by

CM

Boring Started 11-26-2025

Boring Completed 11-26-2025

Abandonment Method Boring backfilled with Auger Cuttings and Bentonite Surface Capped with Asphalt

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 43.5646° Longitude: -116.1333°

Depth (Ft.)

R e co ve ry

In

Fi el d T es t

R e su lt s

2,764

2,766

2,768

2,770

2,772

2,774

2,776

2,778

2,780

2,782

2,784

2,786

2,788

2,790

E L E

V A

T

IO

N

M S

L

(f e e t)

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

TP-10 TP-17

I-11 B-12

Legend

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

GeoModel

Eckert Road Bridge over the Boise River | Boise, Idaho

Terracon Project No. 62235109A

Eckert Road and Boise Avenue Roundabout

11849 W Executive Dr Ste G

Boise, ID

Third Water Observation Second Water Observation First Water Observation

Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time.

Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details.

Fill Poorly-graded Gravel with Silt and Sand

Silt with Sand Poorly-graded Gravel with Sand

Asphalt Well-graded Gravel w/sand

Model Layer Layer Name General Description

1 Fill materials encountered consisted of sands and gravels with varying amounts of silt.

3 Sands and gravels with varying amounts of silt and cobbles.

2 Silt with sand was only encountered in TP-17.

Asphalt and Fill

Sands and Gravels

Fined Grained

11.5

7.5

10 1

3.5

2.3

15.8

0.0010.010.1110100

SandGravel

Grain Size (mm) coarse fine coarse finemedium Silt or ClayCobbles

Percen t C o arser b y W eig h tPe rc en t Fi n er b y

W ei g h t

U.S. Sieve Numbers

63 2 10 14 506 2001.5 83/4 1/23/8 30 403 601 140

HydrometerU.S. Sieve Opening in Inches

Grain Size Distribution

ASTM D422 / ASTM C136 / AASHTO T27

16 2044 100

Facilities | Environmental | Geotechnical | Materials

%Clay%Silt

3.8

20.46 229.14

23.49 0.343 47.8

78.617

D100 D50D60 D10 %Cobbles

LL PL PI Cc CuDescription

POORLY GRADED GRAVEL with SILT and SAND

100 47.128

%Gravel

33.9

D30 %Fines

14.5

%Sand

11849 W Executive Dr Ste G

Boise, IDTerracon Project No. 62235109A

Eckert Road Bridge over the Boise River | Boise, Idaho

Eckert Road and Boise Avenue Roundabout

USCS

GP-GM9 - 10

TP-17

Depth (Ft)

9 - 10

TP-17

Depth (Ft)Boring ID

Boring ID

Auger Cuttings Core

Ring Sampler

Shelby Tube

Standard Penetration Test

Facilities | Environmental | Geotechnical | Materials less than 500

1,000 to 2,000

2,000 to 4,000

> 8,000

500 to 1,000

4,000 to 8,000

Unconfined Compressive

Strength, Qu (psf)

11849 W Executive Dr Ste G

Boise, ID

N

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration Test Resistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined Compressive Strength

Photo-Ionization Detector

Organic Vapor Analyzer

Water Level After a Specified Period of Time

Water Level After a Specified Period of Time

Cave In Encountered

Water Level Field Tests

Water Initially Encountered

Sampling

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

General Notes

Location And Elevation Notes

Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and Identification of

Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.

Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.

Relevance of Exploration and Laboratory Test Results

Descriptive Soil Classification

Strength Terms

4 - 8

0 - 1

> 30

4 - 9

30 - 50

> 50

22 - 66

47 - 79

> 80 Very Stiff

Hard

< 3

4 - 9

18 - 33

34 - 68

2 - 4

8 - 15

15 - 30

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

Relative Density of Coarse-Grained Soils

Very Loose

Loose

Medium Dense

Dense

Very Dense

10 - 29

0 - 3 0 - 7

8 - 21

Very Soft

Soft

Medium Stiff

Stiff

9 - 18

Consistency of Fine-Grained Soils

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Ring Sampler (Blows/Ft.)Relative Density Consistency

Standard Penetration or N-Value (Blows/Ft.)

Standard Penetration or N-Value (Blows/Ft.)

Ring Sampler

(Blows/Ft.)

> 69

67 - 113

≥ 114

January 23, 2026 | Terracon Project No. 62235109A

Facilities | Environmental | Geotechnical | Materials

Unified Soil Classification System Criteria for Assigning Group Symbols and Group Names Using

Laboratory Tests A

Soil Classification Group

Symbol Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F

Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I

Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than

Inorganic:

PI > 7 and plots above “A” line J CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OL

Organic clay K, L, M, N

Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OH

Organic clay K, L, M, P

Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =

F If soil contains ≥ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ≥ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or

“with gravel,” whichever is predominant.

L If soil contains ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

DxD

)(D