155582_-_Attachments.pdf

ATTACHMENTS

Valve Cards

Trench Details

Soil Boring Logs

Summary of Pavement Cores

Test Pit Results

Permits

By-Pass Design Schedule

Traffic Control Sketches on plans

(Page 1 of 1)

FDR MILL AND OVERLAY REQUIREMENTS

SEE SPECIFICA TI□NS AND DRA 'wINGS

EXISTING PAVEMENT

FINISHED GRADE

SEAL JOINTS (TYP).

MINIMUM 6" BITUMIN S

CONCRETE BASE COURSE

CRUSHED STONE----

2" BITUMINOUS CONCRETE

SURFACE COURSE

(MILL & OVERLAY)

TRENCH WIDTH

�- SEE NOTE

rn

LL O'.'.

oa w (l'.'.

go w I ('.) z zW f'.= 25 X <(

4 w o...

NOTE 1

TOP OF PIPE

tO

EXCAVATED MATERIAL

OR SAND

NOTES:

1. PAVEMENT CUT BACK SHALL BE 1' - 6"

2. EXISTING PAVEMENT MUST BE SAW CUT FULL DEPTH PRIOR TO EXCAVATION.

3. FOR ADDITIONAL INFORMATION, SEE WSSC STANDARD DETAIL M/8.1a.

EXISTING CURB

TO REMAIN

4. IF EDGE OF TRENCH IS WITHIN 3'-0" OF EDGE OF EXISTING PAVEMENT OR CURB, REMOVE EXISTING

PAVEMENT IN THIS AREA AND EXTEND PAVING TO EDGE OF EXISTING PAVEMENT OR CURB.

WASHINGTON

SUBURBAN

SANITARY

COMMISSION

WATER TRANSMISSION MAIN

REPLACEMENT

BR7272A22

SPECIAL DETAIL

WATER MAIN

TRENCH DETAIL

ROADWAYS

N,T,S

MV7515C23 BT7372A22

GEOTECHNICAL SUBSURFACE INVESTIGATION REPORT

Large Valve and Vault Replacement

Prince George’s County, Maryland

WSSC Contract # BT7372A22

PREPARED FOR:

Michael Baker International, LLC.

1306 Concourse Drive, Suite 500

Linthicum, Maryland 21117

PREPARED BY:

AB CONSULTANTS, INC.

9450 ANNAPOLIS ROAD

LANHAM, MARYLAND 20706

July 23, 2024

Ph: (301) 306-3091;

Fax: (301) 306-3092 www.abconsultantsinc.com

Engineers Planners Surveyors Support Services

Baltimore Office: 7020 Tudsbury Road, Baltimore, Maryland 21244, Ph: (443) 729-2650

9450 Annapolis Road Lanham, Maryland 20706

November 27, 2023

Revised on July 23, 2024

Attn: Mr. Evan Andrews, PE

Michael Baker International, LLC.

1306 Concourse Drive, Suite 500

Linthicum, Maryland 21090

REF: Report of Subsurface Investigation and Studies for

Prince George’s County, Maryland

WSSC Project No: BT7372A22

AB Job No. 2020545-11

Dear Mr. Andrews:

AB Consultants, Inc. (ABC) is pleased to submit this soil report containing the results of the geotechnical investigation for the above-referenced project. One (1) large valve and vault replacement site was studied. To obtain information of the subsurface conditions, one (1) 25-foot deep soil boring was drilled, and one (1) pavement core was retrieved. The purpose of this study was to explore the subsurface conditions for the proposed replacement water meter vaults located in Prince George’s, Maryland. The following report sections discuss the results of field and laboratory studies, design recommendations and construction methods for the proposed structures.

All samples obtained from soil test borings will be retained in our laboratory for a period of thirty (30) days from the date of this report. They will be available for inspection during this period. After that time, the samples will be discarded.

It has been a pleasure serving you on this project. If you have any questions regarding this report, or if we can be of further service in any way, please contact us.

Very truly yours, AB Consultants, Inc.

Fu Guo, P.E. Andinet Tolla, P.E.

Project Engineer Project Manager

Large Valve and Vault Replacement Geotechnical Report WSSC Contract No #: BT7372A22 July 23, 2024 AB Job No.: 2020545-11 Page 1

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 GENERAL

1.2 SCOPE OF WORK

1.3 SITE LOCATION

2.0 FIELD ACTIVITIES AND SUBSURFACE EXPLORATION

2.1 PAVEMENT CORE

2.2 SOIL BORINGS

2.3 SUBSURFACE INVESTIGATION

3.0 LABORATORY TESTING PROGRAM

3.1 LABORATORY TESTING PROGRAM

3.2 LABORATORY RESULTS

4.0 GENERAL SITE AND SUBSURFACE CONDITIONS

4.1 SITE CONDITION

4.2 SITE GEOLOGY

4.3 SUBSURFACE SOIL CONDITION

4.4 GROUNDWATER OBSERVATIONS

5.0 ANALYSIS AND RECOMMENDATIONS

5.1 THRUST RESTRAINT

5.1.1 Deep Foundation Systems

5.2 VAULT FOUNDATION

5.3 BELOW GRADE WALL

5.4 EXCAVATION

5.5 WATER MAIN EMBEDMENT

5.6 STRUCTURAL FILL

5.7 CONSTRUCTION CONSIDERATIONS

6.0 GENERAL COMMENTS

APPENDICES A. General Notes

B. Vicinity Map

C. Boring and Coring Plan

D. Boring Log and Lab Test Results

E. Pavement Core Summary

AB Job No.: 2020545-11 Page 2

1.0 INTRODUCTION

1.1 General

This report presents the results of the subsurface exploration and laboratory test performed for the large valve and vaults replacement in Prince George’s County, Maryland. Subsurface exploration program for one (1) large valve and vault replacement site was studied. This subsurface study was conducted for Michael Baker International, LLC and has been performed in general accordance with our revised proposal dated

October 26, 2022 and subsequent conversations.

1.2 Scope of Work

The investigation of existing subsurface soil conditions at the sites consisted of the following:

• Evaluating existing pavement sections by coring.

• Planning and executing subsurface exploration programs to evaluate soil and ground conditions for the large valve and vault replacements.

• Performing soil laboratory tests on soil samples obtained from the boring.

• Providing a geotechnical report that includes field findings, laboratory results and geotechnical recommendations.

1.3 Site Location

The field study was performed in Prince George’s County, Maryland. Soil borings and pavement core were drilled at the following site:

BT7372A22 at 6905 Greenbelt Road Greenbelt, Maryland.

2.0 FIELD ACTIVITIES AND SUBSURFACE EXPLORATION

2.1 Pavement Core

The purpose of pavement coring is to determine the existing pavement thickness and subgrade materials encountered, and to provide a summary of field results for the pavement study. Pavement coring is designated as PC-01A. A portable core drill machine with a 4-inch diameter diamond core drill bit was utilized to obtain the sample.

One (1) pavement core was drilled on November 7, 2023. The result of the field finding is summarized in Appendix E.

AB Job No.: 2020545-11 Page 3

2.2 Soil Borings

One (1) soil boring was drilled at the project site for the subsurface study.

Borings are designated as SB-01A. Boring was drilled to a depth of 25 feet below existing grade. Boring was performed on November 7, 2023. Soil boring was staked out in the field by ABC. In addition, all field drilling operations were managed and supervised by ABC. Site location map and boring plan are included in Appendix B and

C, respectively.

2.3 Subsurface Investigation

Boring for this project was drilled utilizing a CME-45B series truck-mounted drill rig. Test boring was advanced using hollow-stem augers and soil samples were obtained using the Standard Penetration Test (SPT) procedure in accordance with ASTM D1586.

SPT samples were obtained from each boring at depth intervals of 2.5 feet for the upper

10 feet and at 5-foot intervals, thereafter. A representative portion of each split spoon sample was placed in a glass jar and transported to our laboratory. In addition, bulk sample was collected at both locations.

In the split-barrel sampling procedure, a 2-inch O.D. split-barrel sampling spoon is driven into the ground with a 140-pound hammer, free falling a distance of 30 inches.

The blows required to advance the sampling spoon to a specified distance are reported as the penetration resistance values. The values are shown on the boring logs at the depths of their occurrence. The N-value is the sum of standard penetration resistance values that advanced through the last 12 inches of sampling. The N-value is an indication of the relative density of in-place granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils.

Groundwater levels were monitored in the boring. Samples obtained from the borings were inspected by a geotechnical engineer and the field logs were edited accordingly. The final logs correlating all laboratory test results, which indicate the encountered subsurface conditions, are included in Appendix D.

AB Job No.: 2020545-11 Page 4

3.0 LABORATORY TESTING PROGRAM

3.1 Laboratory Testing Program

Laboratory tests were performed on selected representative samples. Natural moisture contents were performed on all soil samples, and the results are included in the boring logs. Atterberg Limit, sieve analysis and modified proctor test were conducted on selected samples, and the results are presented in Appendix D.

3.2 Laboratory Results

The results of some laboratory tests are summarized in the following table. Other pertinent soil data are presented in the boring log.

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

Sample

Depth

(ft)

Atterberg Limits Passing

#200

Sieve

Modified Proctor Test

Classification

LL PL PI

Max. Dry

Density

(pcf)

Opt. Moist.

Content

SB-01A

(Greenbelt

Road)

1 to 6 35 14 21 59.1 127.6 9.7 CL / A-6

4.0 GENERAL SITE AND SUBSURFACE CONDITIONS

4.1 Site Condition

Soil boring and pavement core were drilled in Prince George’s County, Maryland.

Boring SB-01A was drilled on a grass area boarded by Lakecrest Circle, Greenbelt Road and Lakecrest Drive in Greenbelt, Maryland. Pavement Core PC-01A was performed on the right turning lane on Greenbelt Road. Single family homes and Holy Cross Lutheran

Church are found in the vicinity of the study site. Utilities in the area include gas, storm drain, water, overhead electric and communication lines.

4.2 Site Geology

According to the Maryland Geological Map published by The Maryland Geologic

Survey (1968), site is located in the Potomac Group, including Raritan and Patapsco

Formations, Arundel Clay, and Patuxent Formation. The Potomac Group consists of interbedded quartzose gravels; protoquartzitic to orthoquartzitic argillaceous sands; and white, dark gray, and multicolored silts and clays; thickness 0 to 800 feet. Raritan and

Patapsco Formations includes gray, brown, and red variegated silts and clays; lenticular, AB Job No.: 2020545-11 Page 5 cross-bedded, argillaceous, subrounded sands; minor gravels; thickness 0 to 400 feet.

Arundel Clay formation consists of dark gray and maroon lignitic clays; abundant siderite concretions; present only in Baltimore-Washington area; thickness 0 to 100 feet; and

Patuxent Formation consists white or light gray to orange brown, moderately sorted, cross-bedded, argillaceous, angular sands and subrounded quartz gravels; silts and clays subordinate, predominantly pale gray; thickness 0 to 250 feet.

4.3 Subsurface Soil Condition

Soil types were grouped into the major zones noted on the boring logs. A brief explanation of the terms and notes used in the logs is included with this report. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual. Detailed soil descriptions and depth of various soil strata are given in the boring logs, together with SPT blow counts with depth. In general, the encountered soils are grouped into major types and summarized as follows:

Topsoil: Topsoil was encountered in this boring with an approximate thickness of 3 inches.

Sandy Clay: Underneath the Topsoil, brown and reddish brown sandy clay was encountered and extended to 12 ft below existing ground elevation. N-value for this type of soil ranged from

18 to 26 bpf.

Poorly Graded Sand: Reddish brown poorly graded sand was encountered underneath Sandy Clay and extended to 18 ft below existing ground elevation. N-value for this type was 7 bpf.

Fat Clay: Reddish brown fat clay was encountered underneath the

Poorly Graded Sand layer and extended to completion depth of the boring. N-values for this type of soil ranged from 9 to

53 bpf.

4.4 Groundwater Observations

Groundwater observation was made in borehole during drilling and after completion of drilling. As noted on the boring log, groundwater was encountered in the

AB Job No.: 2020545-11 Page 6 boring. Water level observations are presented along the left side of the boring logs, near the middle. Fluctuations in the level and quantity of groundwater will occur due to variations in rainfall, temperature, soil permeability and other factors not evident at the time of the water level measurements recorded on the boring logs.

5.0 ANALYSIS AND RECOMMENDATIONS

5.1 Thrust Restraint

The thrust forces in the pipelines due to hydrostatic and hydrodynamic forces should be restrained by using thrust blocks. Thrust forces occur in pipeline where the direction or size of the pipe changes, therefore it is necessary to provide thrust blocks at bends, reducers, offsets, tees, wyes, dead ends, and valves. Based on the location, soil borings, the design criteria are provided in the following table:

SUMMARY OF ENCOUNTERED SOIL PROPERTIES

Boring # Material

Encountered

USCS

Range of

N-Value

Range of

Effective Unit

Weight (pcf)

Range of

Friction Angle, (deg.)

Cohesion

, c (psf)

SB-01A

(Greenbelt Rd)

(6’ to 12’)

Sandy Clay CL 18 to 23 105 to 110 12 to 14 250

Heavy loaded thrust blocks are anticipated for the meter vault replacement.

Based on information provided by Michael Baker International on July 11, 2024, an estimated friction angle for structural backfill of 28 degrees is needed for the lateral restraint design and reducing the size of the thrust block. It is also our understanding that the in-place soil materials would not be able to support the structural load. As such, subgrade soil improvements such as removing and replacing existing soil within the passive influence zone may be required.

To consider the desired angle of internal fiction, backfill adjacent to the thrust block shall be completed with AASHTO #57 stone or Graded Aggregate Base such as

CR-6. The effective unit weight for the material should be 125 pcf. Each lift should be properly compacted, tested, and approved in accordance with WSSC Standard

AB Job No.: 2020545-11 Page 7

Specification Section 02315 prior to placing subsequent lifts. All in situ soil within the zone of influence shall be removed and replaced. Additionally, two (2) feet of in situ soil below the thrust block subgrade should be removed and replaced with #57 stone on a slope of 1H:2V in each direction. The zone of influence can be determined as per the

2017 WSSC pipeline design manual Section 27, Sketch TT.

5.1.1 Deep Foundation Systems

As an alternative system, a deep foundation system such as the use of auger-cast piles, timber piles, concrete piles or other deep foundation systems is also considered suitable for this project. Due to insufficient sub-surface information (shallow boring depth), additional boring may be required for the design of pile systems.

5.2 Vault Foundation

Based on updated plan, excavation on the order of 14 feet from the existing ground surface may be required to establish vault foundations. With the anticipated light structural loads, a foundation system comprised of a shallow footing founded on natural soil, or engineered fill, could be utilized.

Based on the boring data, the engineering properties of the encountered soils at, or about, the expected vault foundations are summarized in the following table. Soil parameters are based on laboratory results, empirical correlation between the SPT and laboratory data, and published information.

SUMMARY OF ENCOUNTERED SOIL PROPERTIES

Location Soil Type USCS Range of

N-Values

Range of Effective

Unit Weight, (pcf)

Bearing

Capacity (psf)

SB-01A (Greenbelt Rd)

(8’ to 16’) Sandy Clay CL 18 to 23 105 to 110 2500

The recommended bearing value is based on a minimum factor of safety of 2.5 with respect to anticipated shear strength of in-situ soil or properly compacted select fill. The bearing capacity at the final footing elevations should be verified in the field by the geotechnical engineer to ensure the bearing capacity at the bottom of the footing is adequate for the design load.

AB Job No.: 2020545-11 Page 8

In situations where unstable clay material is identified at vault foundation, it is necessary to take proactive measures. In addition, this material should be undercut to a minimum depth of 12 inches below vault foundation and subsequently backfilled with selected fill material to improve foundation stability.

5.3 Below Grade Wall

Below-grade walls retaining soils and fills will be subjected to lateral earth pressures. The magnitude of lateral earth pressure will depend upon the type and density of the backfill and/or natural soil adjacent to the wall, the rigidity of the wall and the drainage conditions behind the wall. It is expected that the walls will be fixed at each corner, as well as a top slab, restricting rotation about the wall base.

The design lateral earth pressure should be 50 psf and 40 psf equivalent fluid pressures for cohesive and granular backfill, respectively, per vertical foot of wall. These values assume a fixed wall (at-rest earth pressure condition) and both drained and full hydrostatic pressure conditions. The wall design should also account for any surcharge loads within a 45-degree slope from the base of the wall. Wall surcharge loads must also be considered in the design. Lateral earth pressure coefficient values of 0.5 and 0.3 are considered suitable for the sand and clean stone backfill, respectively, in consideration of surcharge loads.

The design lateral earth pressures provided above do not include a factor of safety. Surcharge due to a sloping ground surface above the wall and other loads located adjacent to, and above, the base of the wall can have significant influence in lateral earth pressure and should be considered during design. Furthermore, there is no provision in the above pressures for hydrostatic loading on the wall.

5.4 Excavation

The excavation for side walls may be open cut or will require temporary support.

All excavations should be performed in accordance with the latest Occupational Safety and Health Administration (OSHA) requirements. The OSHA soil classification system categorizes soil and rock deposits in hierarchy of Stable Rock, Type A, Type B, and Type

C, in decreasing order of stability as follows:

• Stable Rock is natural solid mineral matter that can be excavated with vertical sides and remain intact while exposed.

AB Job No.: 2020545-11 Page 9

• Type A Soils are cohesive soils with an unconfined compressive strength of

1.5 tons per square foot (tsf) or greater. Examples of cohesive soils are clay, silty clay, sandy clay, clay loam and, in some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered

Type A.

• Type B Soils: Includes (i) cohesive soil with an unconfined compressive strength greater than 0.5 tsf but less than 1.5 tsf or (ii) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy loam and, in some cases, silty clay loam and sandy clay loam, or (iii) previously disturbed soils except those which would otherwise be classified as

Type C soil, or (iv) soil that meets the unconfined compressive strength or cementation requirements for Type A, but is fissured or subject to vibration;

or (v) dry rock that is not stable; or (vi) material that is part of a sloped, layered system where the layers dip into the excavation on a slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified as Type B.

• Type C Soils: Includes (i) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48 kPa) or less; or (ii) Granular soils including gravel, sand, and loamy sand; or (iii) Submerged soil or soil from which water is freely seeping; or (iv) Submerged rock that is not stable; or (v) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper.

Silty and sandy soil were encountered, which are categorized as a Type C soil in accordance with the OSHA soil classification system. The maximum allowable side slopes for unsupported/free-standing short-term excavation less than 20 feet deep is 1.5 horizontal to 1 vertical 1.5H:1V or 34 degrees for Type C soils is recommended for this project.

5.5 Water Main Embedment

Water main pipes should be embedded on undisturbed soils approximately six (6) to ten (10) feet below the existing ground surface.

AB Job No.: 2020545-11 Page 10

5.6 Structural Fill

All structure-supporting fill and trench backfill material should consist of approved granular material conforming to the requirements in the WSSC Standard

Specifications and should be compacted to a minimum of 95% maximum dry density of the material. All encountered soil materials are considered suitable fills except for CH material in boring SB-01A. If unsuitable materials are encountered during construction, the soil shall be removed and replaced with suitable fill in accordance with WSSC

Standard Specification Section – 02315. The maximum dry density of the fill should be determined in accordance with ASTM D698 and the field moisture content of the fill should be within ±2% of its optimum. The nominal loose thickness of each lift of fill material should be between six (6) and eight (8) inches. Each lift should be properly compacted, tested and approved in accordance with WSSC Standard Specification

Section – 02315, prior to placing subsequent lifts.

All trench backfills within State Highway right-of-way shall be performed as per

Section 801.03.05 of MD SHA Standard Specifications for Construction and Materials.

Backfill material shall be free of topsoil, organic, frozen, and other undesirable materials.

Keep spaces to be backfilled free of trash. Clean the space before placing backfill. Use suitable material from the excavation or other sources conforming to Section 204. Place in layers not more than 8 in. loose thickness. Use mechanical or vibratory compaction equipment to obtain at least 92 percent of maximum density at a moisture content within

2 percent of the optimum per T 180, Method C.

5.7 Construction Considerations

Positive surface drainage should be established at the start of work, be maintained during construction, and following the completion of the project to prevent surface water ponding and subsequent saturation of subgrade soils. Prolonged exposure or saturation of subgrade soils by ponding or runoff water may result in significant changes in strength and compressibility characteristics. Saturated subgrade soils should be excavated and replaced with suitable materials.

Depending upon weather conditions during and prior to construction, groundwater may be encountered in the excavation areas. Any seepage into the construction

AB Job No.: 2020545-11 Page 11 excavation could be controlled by pumping from sump pits. During site preparation, surface runoff should be directed away from the construction areas.

6.0 GENERAL COMMENTS

The soil classifications presented in this report are based upon the data obtained from the soil borings performed at indicated locations and from any other information discussed in this report. This report does not reflect any variations that may occur across the site. The nature and extent of such variations may not become evident until construction. If variations do occur, the conclusion and recommendations of this report should then be reviewed by ABC’s geotechnical engineer in light of the new information.

This report has been prepared for the exclusive use of our client for the specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No other warranties, either expressed or implied, are intended or made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by ABC’s geotechnical engineer of record.

APPENDIX

A. General Notes

B. Vicinity Map

C. Boring Plan and Coring Plan

D. Boring Log and Lab Test Results

E. Pavement Core Summary

A. GENERAL NOTES

Drilling and Sampling Symbols

Split Auger Shelby Rock

Gravel Sand Silt Clay Spoon Cutting Tube Core

(SS) (AU) (ST) (RC)

N = Standard penetration, blows per foot of a 140 lbs hammer for 30" drop

RQD = Rock Quality Designation

LL = Liquid Limit PL = Plastic Limit PI = Plasticity Index

Cohesionless Soils

If the sand or silt content of a soil is great enough, the soil becomes non-cohesive or semi-cohesive. The soil classification becomes SAND or SILT with the other soil constituents being modifying.

Based on N-Value

0 to 4 Blows………….Very Loose 30 to 59 Blows……….Dense

5 to 9 Blows………….Loose Over 60 Blows……….Very Dense

10 to 29 Blows……….Medium Dense

Cohesive Soils

If clay content is sufficient so that clay dominates soil properties, then CLAY becomes the major soil constituent as modifier. Other minor soil constituents may be added according to classification breakdown for cohesion less soils:

i.e. silty clay, trace of some sand, trace of gravel.

Based on N-Value

0 to 3 Blows………….Very Soft 16 to 30 Blows………..Stiff

4 to 5 Blows………….Soft 30 to 60 Blows………..Very Stiff

6 to 16 Blows………...Firm Over 61 Blows………..Hard

Based on Penetrometer Value

Below 0.25…………...Very Soft 1.00 to 1.99…………..Stiff

0.25 to 0.49…………..Soft 2.00 to 3.99…………..Very Stiff

0.50 to 0.99…………..Firm Over 4.00…………….Hard

Quantity Modifiers

Term % of Dry Weight trace 0 to 10 little 11 to 20 some 21 to 35 and/with 36 to 50

Particle Size Identifications

Boulder ………………………......Over 8 inch diameter

Cobbles…………………………...3 inch to 8 inch

Gravel…………..Coarse…………1 inch to 3 inch

Medium……….1/2 inch to 1 inch

Fine…………....4.75 mm to 1/2 inch

Sand…………....Coarse……….....2 mm to 4.75 mm

Medium………..0.425 mm to 2 mm

Fine…………....0.075 mm to 0.425 mm

Silt/Clay………………………......Below 0.075 mm

VICINITY MAP

Prince George’s County, Maryland

WSSC CONTRACT #: BT7372A22

JOB NO.: 2020545-11

SCALE: N.T.S.

DATE: 11/7/2023

N

Site

C. BORING and CORING PLAN

GREENBELT ROAD (MD. 193)

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SB-01A

CONTRACT BT7372A22

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WASHINGTON SUBURBAN SANITARY COMMISSION

WSSC

DELIVERING THE ESSENTIAL

THESE DOCUMENTS CONTAIN

PRIVILEGED AND CONFIDENTIAL

INFORMATION WHICH SHALL NOT

BE REDISTRIBUTED WITHOUT

PRIOR WSSC APPROVAL

MICHAEL BAKER INTERNATIONAL, LLC.

1306 Concourse Drive, Suite 500 Linthicum, MD 21090-1014 Phone: (410) 689-3400

REVISIONSDATE

NORTHEAST BRANCH PARKWAY DRAINAGE BASIN NO. 8

NO. 29609

6/5/2024 9:54 AM - PLOT DATE

PROFESSIONAL CERTIFICATION

I HEREBY CERTIFY THAT THESE

DOCUMENTS WERE PREPARED OR

APPROVED BY ME, AND THAT I AM A

DULY LICENSED PROFESSIONAL

ENGINEER UNDER THE LAWS OF

THE STATE OF MARYLAND.

LICENSE NO.:

EXPIRATION DATE:

29609 11/19/2025

NAME: EVAN R. ANDREWS, P.E. PROJECT MANAGERDATE

WATER INFRASTRUCTURE SECTION

PRESSURE ZONE = 320A

HHG: 335

LHG: 287

6905 GREENBELT ROAD

BERWYN ELECTION DISTRICT NO. 21

CENTRAL ZONE LARGE VALVE VAULT REPLACEMENT

GREENBELT, PRINCE GEORGE'S COUNTY, MARYLAND

LEGEND

PLAN

BT7372A22 - 6905 GREENBELT ROAD

D. BORING LOG and LAB TEST RESULTS

Bag sample taken between 1 and 6 ft

% Passing No. 200 =51.6

% Passing No. 200 =76.0

End of Boring @ 25 ft, Backfilled upon completion.

12-14-11

11-12-14

9-10-13

9-8-10

6-4-3

2-3-6

11-20-33

100%

100%

100%

100%

100%

100%

100%

9.2

12.6

14.8

16.8

17.7

15.3

1.0- 2.5

3.5- 5.0

6.0- 7.5

8.5- 10.0

13.5- 15.0

18.5- 20.0

23.5- 25.0

163.75

152.00

146.00

139.00

S-1

S-2

S-3

S-4

S-5

S-6

S-7

0.3

12.0

18.0

25.0

3" Topsoil Dry, Stiff, Brown and Reddish Brown, SANDY CLAY (CL)

Moist, Reddish Brown, POORLY GRADED SAND

(SP)

Moist to Dry, Firm to Hard, Reddish Brown, FAT CLAY (CH), with sand

F.G.

11/7/23

11/7/23

Date Started Driller Date Completed

Logged by

Depth (ft)Elev (ft) DateTime

(hours)Depth (ft)

Rig Type Rig No.

Drive Hammer Casing Auger Size Size of Core Size of Bit OD Hammer Energy Ratio Auger Depth

WATER TABLE CAVE-IN TABLE

Elev (ft) Time

(hours)

13.5 @0

11/7/23

J.AF.G.

18.0 146.0

LB

IN

IN

IN

FT

Truck

CME-45B

Date

Inspector

Depth Below Surface

150.5

Depth Below Surface

@0 11/7/23

REMARKSSAMPLE

DEPTH LL (%)

SPT SPOON/ROCK CORE

PI (%)

Boring and Sampling Conforms to ASTM/AASHTO:

LAB. INDEX TESTSDEPTH

IN

FEET

MATERIAL DESCRIPTION

ELEV.

IN

FEET

TSG/GEO/01

8-31-2015

Michael Baker International

1344564 484128

T-206

BT7372A22

SB- 01A

Contract No.

Consultant

REC - RecoveryPI - Plasticity Index LL - Liquid Limit

Legend: NMC - Natural Moisture Content RQD - Rock Quality Designation Elev - Elevation

MATL- Material Graphics Geotech - Geotechnical OD - Outside Diameter

BLOWS/

RQD

SAMPLE

NO.

Easting

Geotech Consultant/Contractor

Boring No. Station Ground Surface Elevation

WASHINGTON SUBURBAN SANITARY COMMISSION

STANDARD BORING LOG

LVVR Replacement (BT7372A22)

AB Consultants, Inc.

164.0 ft, '

Project Description

1of

NMC (%)

Sheet 1 of

REC (%)

M A

TL

Northing

Boring

SPT- Standard Penetration Test

W

SS

C

ST

AN

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BO

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SB- 01A 1.0 9.2

SB- 01A 3.5 12.6

SB- 01A 6.0 9.5 52 11.0

SB- 01A 8.5 0.075 76 14.8

SB- 01A 13.5 16.8

SB- 01A 18.5 17.7

SB- 01A 23.5 15.3

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve

Liquid Limit

Satur-ation

Void Ratio

Summary of Laboratory Results

Borehole

Sheet 1 of 1

Class-ification

Water Content

Dry Density

(pcf) Depth

9450 Annapolis Road Lanham, MD 20706 Phone: 301-306-3091 Fax: 301-306-3092

AB Consultants Inc.

CLIENT:

PROJECT NO.:

PROJECT:

SITE:

U S_

LA

B_

SU

M

M

AR

Y

5-

W

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VA

LV

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BT7372A22

LWR Replacement Prince George's County, Maryland

0.0010.010.1110100

DEPTH

Cobbles Gravel

Particle size (mm)

P e r c e n t

P a s s i n g

Sand Silt Claycoarse fine coarse medium fine

SB- 01A 6.0BOREHOLE NO.

GRAIN SIZE DISTRIBUTION

9450 Annapolis Road Lanham, MD 20706 Phone: 301-306-3091 Fax: 301-306-3092

AB Consultants Inc.

CLIENT:

PROJECT NO.:

PROJECT:

SITE:

U S_

G

SD

_D O

U

BL

E

5-

W

AT

ER

VA

LV

E

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LA

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BT

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2.

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AB

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N S.

G D

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/2

0.0010.010.1110100

DEPTH

Cobbles Gravel

Particle size (mm)

P e r c e n t

P a s s i n g

Sand Silt Claycoarse fine coarse medium fine

SB- 01A 8.5BOREHOLE NO.

fu.guo Typewriter Michael Baker International

BT7372A22

LWR Replacement Prince George's County, Maryland

COMPACTION TEST REPORT

D ry d e n si ty p cf

Water content, %

0 5 10 15 20 25 30

9.7%, 127.6 pcf

ZAV for Sp.G. = 2.70

Test specification: ASTM D 1557-12 Method A Modified

1 to 6 ft CL A-6(9) 10.1 2.7 35 21 1.0 59.1

Reddish brown sandy lean clay

2020545-11 Michael Baker International, LLC.

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Location: SB-01A Sample Number: Bag

Figure

Maximum dry density = 127.6 pcf

Optimum moisture = 9.7 %

Two Meter Vault Replacements fu.guo Text Box

E. PAVEMENT CORE SUMMARY

Pavement Core Report April 30, 2024 WSSC Project No. BT7372A22 AB Job No.: 2020545-11 Page 1

AB CONSULTANTS, INC

Coring

Number

Bituminous Pavement Thickness Picture

Surface

Course

(in.)

Base Course

(in.)

Total

Thickness

(in.)

PC-01A

(Greenbelt

Road)

2 6 8

WATER AND/OR SEWERAGE CONSTRUCTION PERMIT

Permit No.: 24-11-1039 Date Issued: 11/15/2024 Permit Fee: N/A Expiration Date: 11/15/2027

This permit authorizes the Washington Suburban Sanitary Commission to construct a valve and valve vault replacement project together with all appurtenances, at the site of Greenbelt Road at Lakecrest Drive, Prince George’s County, in accordance with an application dated 03/25/2024 and received by the Maryland Department of the Environment on 03/29/2024 titled in part:

CENTRAL ZONE LARGE VALVE VAULT REPLACEMENT

6905 GREENBELT ROAD

CONTRACT NO. BT 7372 A22

DRAWING NOS. 1 THRU 20 OF 20, SC-1 AND SPECIFICATIONS

THIS PERMIT IS ISSUED SUBJECT TO THE ATTACHED FOLLOWING CONDITIONS:

Note: This permit may be suspended or revoked upon a final, unreviewable determination that the permittee lacks, or is in violation of federal, state or local approval necessary to conduct the activity authorized by this permit.

Walid Saffouri, P.E., Program Administrator Engineering & Capital Projects Program

GENERAL CONDITIONS FOR WATER OR SEWERAGE CONSTRUCTION PERMIT

- The structural adequacy and expected performance characteristics of the various components are not certified by this permit.

- This permit is not transferable.

- A copy of this permit must be posted at the work site during construction.

- This permit will expire, if not specifically extended, unless the construction authorized under this permit has been initiated. The permit will then remain valid for the remainder of construction for a period of up to five years from the start of construction.

- If any provision of this permit shall be held invalid for any reason, the remaining provisions shall remain in full force and effect, and such invalid provision shall be considered severed and deleted from this permit.

- Persons violating the requirements of this permit are subject to penalties of up to $1000 per day as set forth in Environment Article 9-268 and 9-334 through 9-342, Annotated Code of Maryland.

- A copy of the plans and specifications, authorized for use under this permit, shall be made available at the work site during construction of this project. A revised construction permit in accordance with COMAR

26.03.12 is required prior to making substantive changes or material alteration to the construction authorized under this permit.

- The owner shall secure all Federal, State or local permits, including approval of Sedimentation and Erosion Control Plans that may be required before starting the construction of the project.

- The owner shall insure that this project is inspected during the progress of construction to assure substantial compliance with the approved plans and specifications. A log and construction records shall be maintained by the inspector and may be requested for review at any time by this office.

- The project engineer of the Maryland Department of the Environment (the ‘Department’) shall be notified prior to the start of construction.

- Inspectors of the Department shall be afforded access to the project site, at reasonable times and upon presentation of credentials:

a. to inspect construction authorized under this permit and to determine compliance with applicable regulations;

b. to have access to and copy any records required to be kept by this permit and by applicable regulations;

and

c. to obtain any photographic documentation or evidence.

- Within 60 days after completion of construction, a copy of as-built drawings and the attached construction completion certificate (page 3 of this permit) shall be submitted to the Department. Where construction was completed in accordance with the original plans approved under this permit, the submittal of as-built drawings will not be required.

- The owner shall maintain a permanent record of the as-built drawings, or the original plans if as-built drawings are not required.

6/2022

NOTICE

Prior to starting construction, please notify John Gesswein, Project Engineer, by email at john.gesswein@maryland.gov. Upon completion of the project, the construction must be certified with the signed permit returned to this office along with a set of as-built drawings.

Should you have any questions concerning the permit or its conditions, please contact me at (410) 537-3757 or at walid.saffouri@maryland.gov.

Sincerely, Walid Saffouri, Program Administrator Engineering and Capital Projects Program Water and Science Administration

CENTRAL ZONE LARGE VALVE VAULT REPLACEMENT

CONTRACT BT7372A22

Bypass Design Schedule

Phase 1 Institutional 8 1,050 4

By-Pass Piping from Ex. Fire

Hydrant # F030 to # F076 at 555

Crescent Road

1,050TOTAL

Type of

Customer

Bypass

Number

Size (IN) Length (LF)

Address

Minimum

Bypass Size

Required

Comments

Existing Main to be bypassed

555 Crescent Road

THE MARYLAND DEPARTMENT OF TRANSPORTATION

STATE HIGHWAY ADMINISTRATION (MDOT SHA)

9300 Kenilworth Avenue Greenbelt, MD 20770

District Office Permit

Permit Number: SHA-3-PG-0334-24-DO U.C. Ref or Job ID#: MD 193

Project Number: Prince Georges

Route No.: MD 193 Route Name (optional): GREENBELT

RD - MD 193

to Limits : SOUTH WAY (WB/L) - MD 193 A LAKECREST

DR - MU 270

, Mile Point : 6.820 6.560

Issue Date : 4/4/2025 Expiration Date : 4/4/2027

Anticipated Start Date : Duration of Work :

So far as the MDOT State Highway Administration has the right and power to grant same, permission is hereby given to:

Permittee : Attention :

Washington Suburban Sanitary Commission Garth Weston

14501 Sweitzer Lane Phone#: (301) 206-7136 Email: garth.weston@wsscwater.com

Laurel, MD 20707

Description of Work:

Replacement of a 42'' Valve and Vault on a WSSC Water Transmission Main Out of SHA ROW.

The following Special Conditions apply to this permit.

If existing sidewalk must be closed as part of the permit work, the permittee is responsible for posting a sidewalk closure notice at the work site at least two weeks in advance of the closure. The above notice must specify the expected period of time during which the sidewalk will be closed, and the contact information of the Permit Holder and/or Contractor and MDOT SHA. The posted notice must remain in place during the sidewalk closure period.

You must apply for a Traffic Control Permit for the above referenced road from the SHA, District 3 Utilities, at least two days (48 hours) prior to closure and it must be approved before starting work.

Weekend and Monday requests must be in by Thursday.

The permittee will supply ___ sign(s) to be erected at the limits of the project to notify a point of contact for questions or comments from motorists. The sign will be fabricated and placed in conformance with the details provided by the Administration. The location will be determined at the pre-construction meeting.

An onsite pre-construction meeting with the SHA Permit Inspector is required before any work starts.

Other special conditions of this permit will be discussed at the field meeting and enforced.

Addendum # 2 This permit has been extended from 4-4-26 to 4-4-27.

Notifications:

a. Permittee must notify , the MDOT State Highway Administration BLAIR JONES District Utility , at or , 48 hours prior to commencement of any activities related to this permit.Inspector (301) 513-7483

b. The permittee will designate the Traffic Manager for this permit and a 24 hour emergency number at the pre-construction meeting.

c. All work for this permit shall be in conformance with the above referenced documentation supplied by the utility company.

d. The Permittee is to provide Geographic Information System (GIS) coordinates of any of itsrequested facilities, infrastructure, and appurtenances installed within the permitted area(s) to MDOT SHA District Office within Sixty (60) calendar days (or agreed upon timeline) of the completion of the Permittee’s installation. The GIS coordinates should be provided on or other agreed uponAs Constructed Plans mechanism. Please see the Section 001.03.03.06 2022 UTILITY PERMIT GENERAL PROVISIONS, As Constructed Deliverables.

THIS PERMIT IS ISSUED WITH THE REQUIREMENT THAT IT WILL BE ENFORCED WITH THE

UTILITY PERMIT GENERAL PROVISIONS. A COPY OF THE UTILITY PERMIT GENERAL

PROVISIONS SHALL BE ATTACHED TO EACH AND EVERY INDIVIDUAL WORK ORDER

PERMIT ALONG WITH ANY SPECIAL PROVISIONS, ATTACHMENTS, PLANS, AND ADDENDA IN

ORDER TO CONSTITUTE A COMPLETE AUTHORIZED UTILITY PERMIT. THE COMPLETE

AUTHORIZED UTILITY PERMIT OR DISTRICT OFFICE PERMIT WHICH MUST BE FOUND ON

THE JOB SITE AT ALL TIMES.

By: _________________________

GUNN, DEREK

District Engineer MDOT State Highway Administration

PUBLIC AGENCY (WSSC) ROADSIDE TREE CARE MAINTENANCE AUTHORIZATION

RTPA No.: 2024-0272 2025-0039 2026-0127 Page: 1 of 2

County: Prince George’s County

Authorization No.: 2024-0272-015RR

WSSC Contract No.: BT7372A22

Location: City of Greenbelt Northeast Branch Basin

WSSC is hereby granted authorization to:

Prune limbs and roots of trees along the following roads as needed for access and replacement of 42” water main and valve vaults per above referenced Contract: Greenbelt Road; Lakecrest Circle; and Lakecrest Drive.

1. 6905 Greenbelt Road (Green area between Lakecrest Circle, Lakecrest Drive and Greenbelt Road) –

a. Remove one 21” diameter Red Maple (fair-to-poor condition). Grind stump and associated flare roots

(within 1’ of trunk) to 12” depth below ground surface and remove grindings; level to match existing grade and add grass seed and straw mulch.

b. Remove one 3” diameter Southern Magnolia. Remove stump and fill hole with topsoil; level to match existing grade and apply grass seed and straw mulch to the disturbed area.

c. Remove one 5” diameter Southern Magnolia. Remove stump and fill hole with topsoil; level to match existing grade and apply grass seed and straw mulch to the disturbed area.

d. If trenching within 4' of base of tree, Remove twin 6”-7” Southern Magnolia. Grind stump and associated flare roots (within 1’ of trunk) to 12” depth below ground surface and remove grindings; level to match existing grade and add grass seed and straw mulch.

NOTE: Replacement tree species and locations to be coordinated with and determined by the City of

Greenbelt.

* Minimum 48-hour notice should be provided to fronting property owners where trees are to be impacted.

The following ISA standards for ‘open cut’ trenching shall be used to avoid impact to roadside trees. (Please note: Condition #7) If

‘open cut’ trenching is within standard distances noted, responsible person must contact Environmental Group for field inspection and possible amended tree authorization for removal.

Tree Size: Distance from center of tree:

Up to 6” DBH (diameter) Dripline 6 – 9” DBH 5 ft

10 – 14” DBH 10 ft

15 – 19” DBH 12 ft

Over 19” DBH 15 ft

Reason for tree care: 42” water main and valve vault replacement Garth Weston

Number of trees removed: 3

Number of trees planted: 3

Number of trees pruned: 0-5

Signature of Roadside Tree Care Expert:

Timothy P. Meyers Date: 4/2/2024

Timothy Meyers

Timothy P. Meyers Date: 4/2/2025

**Permit reissued 4/2/25 to extend valid period through construction.

***Permit reissued 2/24/2026 to extend valid period thru 2/24/2027. John ‘Doug’ Sievers Date: 2/24/2026

Page: 2 of 2

CONDITIONS:

1. All work accomplished under this authorization shall comply with the Maryland Department of

Natural Resources Roadside Tree Care Law. (COMAR 08.07.02 or Natural Resources Article 5-401 et seq.).

2. All work including trimming, root pruning, and removals shall be performed by a Licensed Tree

Care Expert under the supervision of a Roadside Tree Care Expert.

3. Tree branch trimming shall be in such a manner so as not to cause damage to other parts of the tree or to other plants or property. Pruning of limbs must be in conformance with the ANSI A300 standards.

4. Roots one inch in diameter or greater shall be cut flush on the tree side of the trench. Excavation to expose roots for pruning must be performed by hand digging.

5. All stockpile fill or excavated material must be either placed on impermeable material or placed outside the dripline of the tree.

6. Tree removal is necessary to eliminate a hazard to public health, public safety, and /or property. If the expressed authorization is for tree care work other than removal and tree removal becomes necessary, then the WSSC or its representative is required to contact the Environmental Group at

301-206-8077 to obtain a revised authorization.

7. WSSC or its representative is required to consider alternative repair/construction methods that avoid open trenching and tree removal as a condition of this authorization.

8. This authorization expires one year from date of issuance.