VAMC Montrose - Geotechnical Report.pdf

Corporate Headquarters

(610) 277-0880 FAX 277-0878

Southern New Jersey

(856) 768-1001 FAX 768-1144

Central Pennsylvania

(717) 697-5701 FAX 697-5702

Lehigh Valley

149 Main Street

Emmaus, PA 18049

(610) 967-4540 FAX 967-4488

eei@earthengineering.com www.earthengineering.com

September 11, 2023 EEI Project Number: 36239.00

Ms. Rebeca Galdamez Acela Architects + Engineers 2633 Moravian Avenue Allentown, Pennsylvania 18103

TEL #: 610.365.4023

RGaldamez@Acela-Ae.com

RE: Pavement Design

Montrose VAMC 2094 Albany Post Road Montrose, New York 10548

Dear Ms. Galdamez:

Earth Engineering Incorporated (EEI) prepared this letter to provide the flexible pavement designs for the above-mentioned site.

Pavement areas are expected to be constructed over the existing soil materials. The Client provided EEI with a bulk sample of the on-site soils to conduct laboratory testing to aid in the pavement design. The results of laboratory testing performed by EEI indicates the on-site soils classified as a Silty Sand with Gravel, with a USCS Group Symbol of SM. California Bearing Ratio (CBR) testing of the soils resulted in a value of 12.5. The following pavement design parameters including a 20-year design life and 18-kip Equivalent Single Axle Loading (ESAL) of 200,000 ESALs were used in our analysis.

Based on the above mentioned pavement design parameters and laboratory test results, EEI recommends the following flexible pavement section at the site for a 20-year design life. If existing local pavement specifications are more stringent than those provided herein, those specifications should be implemented.

Flexible Pavement Sections - 20 Year Design Layer Designation Material Specification Thickness

Surface Course Superpave 9.5mm Wearing 1.5 inches Binder Course Superpave 19mm Binder 3.0 inches

Subbase Coarse Aggregate 10.0 inches mailto:eei@earthengineering.com http://www.earthengineering.com/ mailto:RGaldamez@Acela-Ae.com

Ms. Rebeca Galdamez EEI Project No.: 36239.00 Montrose VAMC September 11, 2023

The previous pavement analysis was performed using the American Association of State Highway and Transportation Officials (AASHTO) method of flexible pavement design and assume that the pavement subgrades are well compacted, stable, and otherwise suitable for the placement of subbase and pavement materials. All pavement subgrade areas should be evaluated and thoroughly proof-rolled prior to the placement of the subbase stone and again prior to asphalt placement. Any soft or unstable areas encountered during proof-rolling should be compacted in-place or removed and replaced with structural fill. Due to the possible presence of soft/loose, over-excavation and placement of stabilization sections may be required prior to the subbase stone placement.

It is emphasized that this analysis is for the renovations to Montrose VA Medical Center.

Earth Engineering Incorporated does not assume any responsibility in using this Letter Report to generate geotechnical recommendations other than at the specific site addressed.

Respectfully submitted, EARTH ENGINEERING INCORPORATED

Paul J. Creneti Director ~ Lehigh Valley Division

Attachments https://eengineering.sharepoint.com/sites/EarthEngineeringInc/Shared Documents/Projects/36000/36239.00 - VAMC Montrose - LV - Consulting/36239.00 - VAMC Montrose Summary Letter - Acela.doc

Moisture Content, %

Dry Unit Weight, pcf % MDD Swell, %

Dry Unit Weight, pcf % MDD

Top 1" Moisture, %

Average Moisture, %

Penetration Surcharge, lb Bearing Ratio

9.6% 119.6 90.5% 0.0% 119.0 90.0% 16.6% 16.2% 10 7.6 9.6% 128.4 97.1% 0.0% 128.0 96.8% 16.0% 15.8% 10 14.7 9.6% 135.7 102.6% 0.0% 135.4 102.4% 15.4% 15.2% 10 19.8

12.5

D 1557 Test condition: soaked

132.2 Optimum Water Content, w o : 9.2

13.7 9/7/2023

36239.00 VAMC Montrose - LV Consulting Acela Architects and Engineers Bulk-1

NR

Remarks:

Depth:

Sample Location:

Soils Description:

After SoakBefore Soak

Additional Information

CBR @ 95% MDD and 0.1 penetration:

Dark brown silty sand with gravel

Compaction Test Method:

Date:

ASTM D 1883-16 CBR (California Bearing Ratio) of Laboratory-Compacted Soils

Client:

Project Number:

Maximum Dry Unit Wt, γdMAX , pcf :

As-Received Water Content, %:

Sample:

Project Name:

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s on P is to n, P

S I

Penetration, in

ASTM D 1883-21

CBR (California Bearing Ratio) of Laboratory-

Compacted Soils

90% MDD

97% MDD

103% MDD

CBR @

95%MDD=

12.5

115.0 125.0 135.0

C or re ct ed C

B R

Dry Unit Weight as molded, PCF

ASTM D 1883-21

CBR (California Bearing Ratio) of Laboratory-Compacted Soils

Southern NJ 856‐768‐1001

Central PA 717‐697‐5701

Lehigh Valley 610‐967‐4540

115 W Germantown Pk ꞏ Ste 200 ꞏ East Norriton, PA 19401 tel 610-277-0880 fax 610-277-0878

EARTH

ENGINEERING

INCORPORATED

Geotechnical Engineers & Geologists

13.7 moist Odor:

% Gravel: Coarse: 19.1 Fine: 8.5 Diameter, m% Finer

% Sand: Coarse: 6.0 Medium: 12.9 Fine: 25.5 75 100.0

38.1 83.2

19.0 80.9

9.5 77.1

4.75 72.4

2.00 66.4

0.425 53.5

0.150 38.5

0.075 28.0

0.005 NR

0.001 NR

Gs: NR Cu: N/A Cc: N/A

Project: LL: NP PL: NP PI: NP

Client:

Sample:

Depth:

Description:

Remarks:

Classification of Soils, ASTM D 2487-17 / D 2488-09a August 31, 2023

Coarse

Fine

Medium

Fine

Coarse

GRAVEL

SAND

¾" 1½"Gravel description:

Clay Size

№ 200 № 100

№ 10

Particle Size US Standard Sieve Size

Hydrometer Analysis Colloids

44.4

Consistency:

3"

№ 40

№ 4 ⅜"Sand description:

gray to gray-brown, with mica, subangular to subrounded with flat pieces gray-brown to brown, with mica, subangular to subrounded with flat and elongated pieces

Hardness: NR

NR

Toughness:

Dry Strength:

NR

NRCementation:

Dilatency: NR firm

As-rec'd water content: NR

27.6

Dark brown silty sand with gravel

Bulk-1

NR

Reaction to HCl:

Structure: homogeneous

AASHTO Classification:

Acela Architects and Engineers

36239.00 - VAMC Montrose - LV Consulting

A-2-4

USCS Classification: SM, silty sand with gravel

NR

3" 1½" ¾" ⅜" №4 №10 №40 №100 №200

0.010.1110100

P er ce n t P as si n g

S ie ve

Sieve Opening, mm

Particle Size Analysis of Soils

Southern NJ 856‐768‐1001

Central PA 717‐697‐5701

Lehigh Valley 610‐967‐4540115 W Germantown Pk

East Norriton, PA 19401 tel 610-277-0880 fax 610-277-0878

EARTH

ENGINEERING

INCORPORATED

Geotechnical Engineers & Geologists

EEI Project Number: 36239.00 Date: 8/31/2023

13.7%

2.67 estimated 2.67 estimated

Test:

Sieve data: 3/4 in

19.1% calculated

80.9% calculated

115 W Germantown Pk, East Norriton, PA 19401 ꞏ tel 610-277-0880 www.earthengineering.com

Organic content, %: pH:

Finer Fraction, PF:

Specific Gravity of Finer fraction:

Maximum Dry Unit Weight, Std-γdMAX :

Oversize Fraction, PC:

Sieve used to split fractions:

VAMC Montrose - LV Consulting Acela Architects and Engineers

Project Name:

Client:

ASTM D 1557 - 12

Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft³ (2,700 kN-m/m³))

West Berlin, NJ ꞏ 856-768-1001

Geotechnical Engineers & Geologists

ENGINEERING

INCORPORATED Mechanicsburg, PA ꞏ 717-697-5701

Emmaus, PA ꞏ 610-967-4540

East Norriton, PA ꞏ 610-277-0880EARTH

Specific Gravity of Oversize fraction:

10.9%

As-Received Water Content:

Optimum Water Content, Std-w o :

ASTM ASTM D 1557 - 12, Method C using a mechanical rammer (dry preparation).

Sample:

Soils Description: Dark brown silty sand with gravel

Depth/Remarks:

9.2% Maximum Dry Unit Weight Corrected for

Oversize material:

132.2 lbf/ft³

Optimum Water Content Corrected for Oversize material:

Bulk-1

NR

126.0 lbf/ft³

103.0 104.0 105.0 106.0 107.0 108.0 109.0 110.0 111.0 112.0 113.0 114.0 115.0 116.0 117.0 118.0 119.0 120.0 121.0 122.0 123.0 124.0 125.0 126.0 127.0 128.0 129.0 130.0 131.0 132.0 133.0 134.0

8% 10% 12% 14% 16% 18% 20% 22% 24%

D ry

U n it W e ig h t, D , l b f/ ft ³

Water Content, w, %

Moisture-Density ZAV line Std-γd,max at Std-w,opt Std-γd,max at Std-w,opt - Corrected