Addendum #2 6-1-2024.pdf

Date Printed: Jun 11, 2024 Page: 1 FORM ID: WV-PRC-CRFQ-002 2020/05

Department of Administration Purchasing Division 2019 Washington Street East Post Office Box 50130 Charleston, WV 25305-0130

State of West Virginia Centralized Request for Quote

Construction

Proc Folder: 1420648 Reason for Modification:

Doc Description: Pipestem State Park Tramway Upper & Lower Terminal Addendum #2 issued to publish agency reponses to vendor questions, revisions,and pre-bid sign in sheet. See attached.

Proc Type: Central Purchase Order

Date Issued Solicitation Closes Solicitation No Version

2024-06-11 2024-06-18 13:30 CRFQ 0310 DNR2400000023 3

BID RECEIVING LOCATION

BID CLERK

DEPARTMENT OF ADMINISTRATION

PURCHASING DIVISION

2019 WASHINGTON ST E

CHARLESTON WV 25305

US

VENDOR

Vendor Customer Code:

Vendor Name :

Address :

Street :

City :

State : Country : Zip :

Principal Contact :

Vendor Contact Phone: Extension:

FOR INFORMATION CONTACT THE BUYER

Joseph E Hager III

(304) 558-2306 joseph.e.hageriii@wv.gov

Vendor Signature X FEIN# DATE

All offers subject to all terms and conditions contained in this solicitation

Date Printed: Jun 11, 2024 Page: 2 FORM ID: WV-PRC-CRFQ-002 2020/05

ADDITIONAL INFORMATION

The West Virginia Purchasing Division is soliciting bids on behalf of The West Virginia Division of Natural Resources to establish a contract for construction of the upper and lower tramway terminals at Pipestem Resort State Park per the attached specifications and terms and conditions.

INVOICE TO SHIP TO

DIVISION OF NATURAL

RESOURCES

DIVISION OF NATURAL

RESOURCES

PARKS & RECREATION-PEM

SECTION

PIPESTEM STATE PARK

324 4TH AVE 3405 PIPESTEM DR

SOUTH CHARLESTON WV PIPESTEM WV

US US

Line Comm Ln Desc Qty Unit Issue Unit Price Total Price 1 Building and Facility Construction and

Maintenance Services

Comm Code Manufacturer Specification Model #

72000000

Extended Description:

Pipestem State Park New Tramway Upper and Lower Terminal Construction.

SCHEDULE OF EVENTS

Line Event Event Date

SOLICITATION NUMBER: [Insert RFQ, RFP No.] Addendum Number: [Insert Number]

The purpose of this addendum is to modify the solicitation identified as [insert RFQ, RFP No.] (“Solicitation”) to reflect the change(s) identified and described below.

Applicable Addendum Category:

[ ] Modify bid opening date and time

[ ] Modify specifications of product or service being sought

[ ] Attachment of vendor questions and responses

[ ] Attachment of pre-bid sign-in sheet

[ ] Correction of error

[ ] Other

Description of Modification to Solicitation:

Additional Documentation: Documentation related to this Addendum (if any) has been included herewith as Attachment A and is specifically incorporated herein by reference.

Terms and Conditions:

1. All provisions of the Solicitation and other addenda not modified herein shall remain in full force and effect.

2. Vendor should acknowledge receipt of all addenda issued for this Solicitation by completing an Addendum Acknowledgment, a copy of which is included herewith.

Failure to acknowledge addenda may result in bid disqualification. The addendum acknowledgement should be submitted with the bid to expedite document processing.

ATTACHMENT A

EXHIBIT A – PRICING PAGE

Pipestem Resort State Park

Tramway Replacement Project

Upper and Lower Tramway Terminals

Name of Vendor:

Address of Vendor:

Phone Number of Vendor:

We, the undersigned, having examined the site and being familiar with the local conditions affecting the cost of the work and being familiar with the general conditions to vendors, drawings, and specifications, hereby proposes to furnish all materials, equipment, and labor to complete all work in a workmanlike manner, as described in the Bidding documents.

“A” Base Bid

The Bid shall consist of construction of the facility and related work described in the drawings and specifications. Total Bid shall be indicated in the space below.

Total Bid: Lump sum for all labor, materials, and equipment as stipulated in the Bidding Documents, written in figures.

Total Bid: Lump sum for all labor, materials, and equipment as stipulated in the Bidding Documents, written in words.

Deductive Alternate

The Alternate Bid shall consist of all the work described in the Project Manual but constructed as modified by the Drawings labeled “Deduct #1 drawing files”. The purpose of the deductive alternate is to construct the project as originally described but without the roof coverings at the upper and lower terminals.

EXHIBIT A – PRICING PAGE

Pipestem Resort State Park

Tramway Replacement Project

Upper and Lower Tramway Terminals

“B” Alternate No. 1 Provide a deductive amount to remove the roof coverings planned in the drawings dated May 17, 2024, from each terminal as described in the drawings labeled Deduct #1 and dated May 17, 2024.

Total Alternate No. 1 Bid:

“B” Provide a deductive amount to remove the roof coverings planned in the drawings dated May 17, 2024 from each terminal as described in the drawings labeled Deduct #1 and dated

May 17, 2024.Written in numbers.

Total Alternate No. 1 Bid:

“B” Provide a deductive amount to remove the roof coverings planned in the drawings dated May 17, 2024 from each terminal as described in the drawings labeled Deduct #1 and dated

May 17, 2024.

Written in words.

Total Bid Amount is the TOTALS of A - B =

RFI: Vendor Questions for CRFQ DNR 24*23 Pipestem State Park Tram Terminals

Q.1. Micropile capacity to be verified by load testing. 15. No test piles are required. Is testing to be required as per the FHWA?

A. Correct, no additional test piles are required. Tension testing shall be performed per ASTM D3689 upon at least one micropile scheduled within the base scope. Test shall be performed on one of first eight installed piles to verify capacity, prior to installing remainder of piles.

Q.2. Can we have a copy of the Soils report prepared by Enviroprobe integrated solutions dated 4-26-

2022?

A. A copy of the soils report will be supplied.

Q.3. What is the design load for the micropile foundation elements?

A. Micropile target design capacities are listed in micropile notes, item 5 on sheet S000.

Q.4. Can we have a site visit at your earliest opportunity.

A. A site vist can be arranged by contacting Pipestem State Park Superintendent Frank Ratcliffe, at the

Park Headquarters at 304 466 1800.

Pipestem Tramway

Pipestem State Park Summers County, West Virginia

Prepared for:

Alpha Associates, Inc.

209 Prairie Avenue

Morgantown, WV 26501 Attention: Rick Colebank, PE

Prepared by:

Headquarters Branch Office 630 Cross Lanes Drive 963 Canyon Road Cross Lanes, WV 25143 Morgantown, WV 26508 Phone: (304) 776-6717 Phone: (304) 381-4460 Fax: (304) 776-6769 Fax: (304) 381-4603

04/26/2022 Karen L. Krabill, P.E. Date

Project Manager

04/26/2022

Roderic E. Moore, P.E., LRS Date Vice-President

Project No.: 22-0068

PRELIMINARY REPORT OF SUBSURFACE EXPLORATION

Table of Contents

1.0 INTRODUCTION AND FOREWARD

2.0 SITE AND PROJECT DESCRIPTION

3.0 SUBSURFACE EXPLORATION METHODS

3.1 Field Exploration

3.1.1 Drilling and Sampling

4.0 FINDINGS OF SUBSURFACE CONDITIONS

4.1 Subsurface Soil Conditions

4.1.1 Borings B-1 through B-6

4.2 Groundwater Conditions

5.0 LIMITATIONS

APPENDICES

Figure 1 – Site Location Map ........................................................ FIGURES Figure 2 – Site Map ...................................................................... FIGURES Soil Boring Logs ....................................................................... Appendix A Test Boring Terminology, Symbols, and Definitions ................. Appendix B

1.0 INTRODUCTION AND FOREWARD

EnviroProbe Integrated Solutions, Inc. (EnviroProbe) performed a subsurface exploration for the Pipestem Tramway as a consultant to Alpha Associates, Inc.

(Alpha), in accordance with our revised proposal dated March 2, 2022. The boreholes were generally drilled along the existing tramway alignment. Please refer to Figure 1 – Site Location Map for specific information regarding the site and its topography.

Our field investigation was implemented based on boring locations determined by Alpha and modified due to accessibility by EnviroProbe. EnviroProbe performed the drilling between April 19 and 21, 2022.

This report has been prepared by EnviroProbe for the exclusive use of Alpha for specific application to the proposed project. The project was performed in accordance with reasonable and current generally accepted drilling practices. No other warranty, either expressed or implied, is applicable to this project. The user of this report should also read and understand the limitations that are presented in Section 5.0 of this report.

The purpose of this report is to provide a description of the following (based on information obtained at the test borings locations and visual observations):

• General subsurface conditions,

• General groundwater and surface water conditions, and

• Soil types and conditions.

This report does not contain engineering analysis or design nor does it provide any engineering recommendations for the project. Our exploration was performed according to current generally accepted drilling practices for similar projects.

Pipestem Tramway Project No. 22-0068 April 26, 2022 Page 2 of 7

2.0 SITE AND PROJECT DESCRIPTION

The subject site is located approximately 6 miles east of Interstate 77 and 2.2 miles west of WV Route 20, within Pipestem State Park in Summers County, West Virginia. The borings were situated near the existing tramway footprint.

The approximate site location is shown on Figure 1 - Site Location Map. A Site Map with the boring locations is presented as Figure 2 - Site Map.

The property currently contains a tramway that is to be replaced. Based on Google Earth®, the test boring elevations range from approximately 2702 to 1557 feet above mean sea level (MSL).

3.0 SUBSURFACE EXPLORATION METHODS

3.1 Field Exploration

Between April 19 and 21, 2022, EnviroProbe advanced six (6) test borings. The proposed locations of the borings were provided by Alpha prior to the exploration, while the actual locations were determined mainly by accessibility issues. The methods employed by EnviroProbe to perform the subsurface exploration included the following:

• Drilling test borings using hollow stem augers and standard penetration testing (SPT) in accordance with ASTM D-1586;

• Field classification and observation of samples;

• Preparation of a site map showing boring locations, and

• Preparation of this report.

The boring locations were selected by Alpha personnel and were located in the field based on accessibility by EnviroProbe personnel. Surface elevations of the borings were not provided or obtained.

3.1.1 Drilling and Sampling

Prior to mobilization to the site, EnviroProbe notified the West Virginia 811 (WV811) system, requesting them to identify and mark utilities in the immediate vicinity of the bore holes.

EnviroProbe engineering personnel were not present during the actual drilling. The borings were advanced through the subsurface using continuous flight hollow stem augers (3¼ inch I.D.) powered by EnviroProbe’s track-mounted Diedrich D-50 drill rig. Soil samples (1.5 ft long) were generally collected at 2.5-foot intervals in the first 10 feet below

April 26, 2022 Page 3 of 7 ground surface (bgs) and then continued deeper at 5-foot intervals to sampler or auger refusal.

The sampling method included Standard Penetration Testing (SPT via ASTM D-1586) conducted by driving a standard split spoon sampler into the ground (ahead of the augers) a total of 18 inches using a 140-pound hammer free falling 30 inches. The number of hammer blows required to drive the sampler 18 inches (in three successive 6-inch intervals) was recorded. The number of blows to drive the sampler the last 12 inches is referred to as the Standard Penetration Number or N-value. These values are commonly interpreted and used to estimate various properties of the soil (i.e., strength, consistency or relative density for granular soils and comparative consistency of cohesive soils). A 1-⅜ inch diameter soil sample from the split spoon was obtained from the borings in conjunction with the SPTs. Soil samples were placed in air-tight glass jars with screw-on lids.

The driller logged the samples on EnviroProbe’s Test Boring Log form.

Information, including lithologic descriptions, stratum thickness, blow counts, sampling intervals, relative moisture, and other pertinent information, is included in the logs.

The soil samples were returned to EnviroProbe’s office for further review and preparation of final Test Boring Logs. The samples will be discarded after a period of 60 days unless other arrangements are made. It is emphasized that the lines shown on the logs are estimates of the changes in materials. Actual changes may be gradual and vary from those indicated on the boring logs, and the subsurface conditions between the borings may differ from those depicted on the logs. Test Boring logs are included as Appendix A.

Upon completion of drilling, a water level measurement was obtained (if possible). After completion of all of the borings, the boreholes were abandoned by filling with the drill cuttings produced during auger advancement.

4.0 FINDINGS OF SUBSURFACE CONDITIONS

4.1 Subsurface Soil Conditions

The conditions encountered at each boring are presented on the Test Boring Log forms in Appendix A. Stratification boundaries on the logs represent approximate depths of changes in soil types. The transition between materials

April 26, 2022 Page 4 of 7 may be gradual. The terminology, definitions, and other reference materials are presented in Appendix B. Based on the boring logs the subsurface conditions are generally described below.

The density of non-cohesive soils and cohesive soils is based on the following scale:

Non-Cohesive Soils Cohesive Soils Very Loose N <4 Very Soft N <2 Loose 5≤ N ≤10 Soft 3≤ N ≤4 Medium Dense 11≤ N ≤30 Medium Stiff 5≤ N ≤8 Dense 31≤ N ≤50 Stiff 9≤ N ≤15 Very Dense N >50 Very Stiff 16≤ N ≤30 Hard N >30

In general, the cohesive soils sampled were soft to very stiff, while the non-cohesive soils sampled were loose.

No voids were identified in the drilling locations.

4.1.1 Borings B-1 through B-6

Borings B-1 and B-2 were drilled in front of the Canyon Rim Center while borings B-3 through B-6 were drilled near the existing tramway alignment.

Data obtained from borings B-1 through B-6 were utilized to develop the following subsurface material descriptions.

The surface material encountered in borings B-1, B-2, B-5 and B-6 consisted of a layer of topsoil. The topsoil varied in thickness, ranging from

0.2 to 0.5 feet. Because borings B-3 and B-4 were drilled on the River Trail, the surface material in these borings consisted of base stone aggregate fill.

The base stone was approximately 0.3 feet in thickness.

Underlying the surface materials in borings B-1 and B-2, brown sandy clay was encountered. In boring B-1, the clay contained little rock fragments and trace organics. The materials were moist, stiff to very stiff in consistency and extended to depths ranging from 1 to 3.5 feet bgs in borings B-1 and B-2, respectively. Underlying the base stone in borings B- 3 and B-4, brown and/or red silty or sandy clay was sampled. The clays contained little to some rock fragments, were in a moist to wet condition and were medium stiff to very stiff in consistency. The clay extended to the boring termination depth, 31.5 feet, in each of the two borings.

April 26, 2022 Page 5 of 7

Sandy clay underlies the topsoil in borings B-5 and B-6. The clay contained variable amounts of rock fragments and was soft to stiff in consistency. The sandy clay extended to depths ranging from 6 to 7.5 feet bgs in borings B-6 and B-5, respectively. Red silty clay was present beneath the sandy clay in boring B-5. The silty clay contained variable quantities of sand and some rock fragments. Based on SPT N-values, the silty clay was medium stiff in consistency. The silty clay soil extended to a depth of 10.5 feet bgs in boring B-5. Light brown sand was sampled beneath the sandy clay in boring B-6. The sand was fine-grained, contained little rock fragments and was loose in relative density. The sand, which extended to a depth of 7.5 feet bgs, was underlain by red to brown sandy clay. The clay contained little silt and some rock fragments and was present to a depth of 10.5 feet bgs.

Standard Penetration Numbers attained in the cohesive soils ranged from 4 to 20 blows per foot, which is indicative of a soft to very stiff consistency.

The Standard Penetration Number obtained in the non-cohesive material was 7 blows per foot, which is indicative of a loose relative density.

Sandstone bedrock was encountered beneath the clay in borings B-1 and B-2. The sandstone was weathered at the soil/bedrock interface and became harder with increasing depth. The sandstone was fine-grained and was soft to hard. Siltstone bedrock with a few sandstone interbeds was present beneath the clay in borings B-5 and B-6. As with the sandstone, the siltstone was weathered at the soil/bedrock interface and generally became harder with increasing depth.

Where rock coring techniques were utilized (borings B-1 and B-5), recovery of rock core samples ranged from 95 to 100 percent (very high) and RQD ranged from 45 to 88 percent (poor to good). Overall, the RQD values are representative of fair rock quality.

4.2 Groundwater Conditions

EnviroProbe checked for the presence of groundwater during drilling.

Groundwater was present in borings B-3 and B-4 during auger drilling activities.

Groundwater was first noted in borings B-5 and B-6 at depths of 26 and 21 feet bgs, respectively. Water levels were not measured at 24 hours as the borings were backfilled upon completion.

The measured static water level can be affected, however, by fractured/porous bedrock and hence be higher or lower in a borehole than the actual water-producing zone (due to communication and hydraulic head). However, water-

April 26, 2022 Page 6 of 7 bearing zones that may be present likely drain from the boreholes through seeps/springs and/or through the weathered and fractured bedrock. We emphasize that true groundwater levels normally fluctuate seasonally and due to climatic conditions.

5.0 LIMITATIONS

This report has been prepared for the exclusive use of our client, Alpha, for the specific application to the project discussed above. The presented information is not applicable to subsequent construction on adjacent or nearby projects. It has been prepared in general accordance with reasonably and generally accepted practices. No other warranties, either expressed or implied, are intended or made.

The data presented in this study are based, in part, on our field observations, data obtained from the limited number of test borings performed at the indicated locations. This report does not reflect variations that may or likely do occur between borings, across the site, or due to the modifying effects of weather. The passage of time may also result in changes and differing conditions at the test boring locations. The nature and extent of variations may not become evident until construction. If variations do appear, we should be immediately notified so that further guidance may be provided if needed.

The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification or prevention of pollutants, hazardous materials, or conditions.

Site safety, excavation support, and dewatering requirements are the responsibility of others.

We recommend that this complete report be provided to the various civil design team members. This report should not be referenced in the actual contract documents or bid specifications. This report should not be used for estimation of construction quantities and/or costs, and contractors should conduct their own investigation of site conditions for these purposes. EnviroProbe is not responsible for any claims, damages, or liability associated with any other party’s interpretation of the data, or re-use of these data without express written authorization of EnviroProbe. In the event that conclusions or recommendations based on the data contained in this report are made by others, even if the data is in error due to negligence, such conclusions or recommendations are the responsibility of others.

April 26, 2022 Page 7 of 7

In addition, this report must be read in its entirety. Individual sections of this report may cause the reader to draw incorrect conclusions if considered in isolation or independently from each other.

630 Cross Lanes Drive Telephone: (304) 776-6717 Nitro, West Virginia 25143 Fax: (304) 776-6769

FIGURES

DATE: 04/26/2022

PROJECT NO.: 22-0068

SCALE: 1" = 2000'

Copyright:© 2013 National Geographic Society, i-cubed µ

0 2,000 4,0001,000 Feet

FIGURE 1 - SITE LOCATION MAP

ALPHA ASSOCIATES

PIPESTEM TRAMWAY

PIPESTEM, WVDRAWN BY: REVISED:

SDM

Do cu me nt

Pa th:

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SITE LOCATIONSITE LOCATION

2 FIGURE 2 - SITE MAP

ALPHA ASSOCIATES

PIPESTEM TRAMWAY

PIPESTEM, WV

B-6

B-5

B-4

B-3

B-2

B-1 µ0

Feet

SCALE DATE PROJECT NO. DRAWN

1" = 200' 04/26/2022 22-0068 SDM

Document Path: G:\Projects\2022 Projects\22-0068 - Alpha Asociates - Pipestem\Map Documents\22-0068 FIGURE 2 SITE MAP.mxd

Legend

Soil Boring

Document Name:

22-0068 FIGURE 2 SITE MAP

APPENDIX A

SS

S-1

SS

S-2

SS

S-3

SS

S-4

SS

S-5

RC

C-1

(88)

4-11-31 (42)

15-17-30 (47)

50/4"

50/5"

50/4"

0.4

1.0

7.5

20.0

TOPSOIL: Dark brown silty CLAY, moist Brown sandy CLAY, little rock fragments, trace organics, moist, stiff

Brown to dark brown SANDSTONE, medium-grained, weathered, soft to medium hard

Brown SANDSTONE, fine-grained, weathered to fresh, medium hard

- Hard with few sand layers past 15 ft.

Bottom of borehole at 20.0 feet.

NOTES Lost core return water at 18.5 ft.

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., NQ2

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/19/22 COMPLETED 04/19/22

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

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S A

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B E

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BORING NUMBER B-1

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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MATERIAL DESCRIPTION

G R

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SS

S-3

SS

S-4

SS

S-5

7-14-3 (17)

4-9-22 (31)

6-11-33 (44)

50/4"

50/3"

0.5

3.5

10.3

TOPSOIL: Dark brown silty CLAY, moist

Brown sandy CLAY, sand is fine-grained, moist, stiff to very stiff

Brown SANDSTONE, fine-grained, weathered to slightly weathered, soft to medium hard

Bottom of borehole at 10.3 feet.

NOTES

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., SPT

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/19/22 COMPLETED 04/19/22

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

D E

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BORING NUMBER B-2

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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MATERIAL DESCRIPTION

G R

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4-3-3 (6)

4-4-5 (9)

3-4-6 (10)

4-6-8 (14)

5-9-11 (20)

6-5-7 (12)

0.4

6.5

20.0

FILL: Base stone AGGREGATE Red to brown and red silty CLAY, little to some rock fragments, moist, medium stiff to stiff

Brown silty CLAY, some rock fragments, moist, stiff to very stiff

NOTES

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., SPT

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/20/22 COMPLETED 04/20/22

AT TIME OF DRILLING 26.00 ft

AT END OF DRILLING ---

AFTER DRILLING ---

(Continued Next Page)

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BORING NUMBER B-3

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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MATERIAL DESCRIPTION

G R

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S-7

SS

S-8

SS

S-9

9-9-10 (19)

6-6-7 (13)

3-3-4 (7)

25.0

31.5

Brown sandy CLAY, little silt, some rock fragments, moist, very stiff

Brown silty CLAY, some rock fragments, moist to wet, stiff to medium stiff

Bottom of borehole at 31.5 feet.

D E

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BORING NUMBER B-3

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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J EnviroProbe Integrated Solutions 630 Cross Lanes Drive Nitro, West Virginia 25143 Telephone: (304) 776-6717 Fax: (304) 776-6769

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MATERIAL DESCRIPTION

G

R A

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SS

S-2

SS

S-3

SS

S-4

SS

S-5

SS

S-6

7-7-8 (15)

4-6-7 (13)

4-3-3 (6)

4-3-4 (7)

6-12-11 (23)

7-8-9 (17)

0.3

5.0

10.5

11.5

FILL: Base stone AGGREGATE Brown silty CLAY, little to some rock fragments, moist, stiff

Dark brown sandy CLAY, little silt, some rock fragments, moist, medium stiff

Brown BOULDER

Brown silty CLAY, some rock fragments, moist, very stiff to stiff

NOTES

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., SPT

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/20/22 COMPLETED 04/20/22

AT TIME OF DRILLING 21.00 ft

AT END OF DRILLING ---

AFTER DRILLING ---

(Continued Next Page)

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BORING NUMBER B-4

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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J EnviroProbe Integrated Solutions 630 Cross Lanes Drive Nitro, West Virginia 25143 Telephone: (304) 776-6717 Fax: (304) 776-6769

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S-7

SS

S-8

SS

S-9

6-7-8 (15)

3-3-4 (7)

5-5-7 (12)

21.0

31.5

Brown silty CLAY, some rock fragments, moist, very stiff to stiff (continued)

Brown silty CLAY, some rock fragments, wet to very moist, medium stiff to stiff

Bottom of borehole at 31.5 feet.

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BORING NUMBER B-4

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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\2 2-

A

LP

H

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J EnviroProbe Integrated Solutions 630 Cross Lanes Drive Nitro, West Virginia 25143 Telephone: (304) 776-6717 Fax: (304) 776-6769

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MATERIAL DESCRIPTION

G

R A

P H

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SS

S-2

SS

S-3

SS

S-4

SS

S-5

RC

C-1

(45)

4-4-4 (8)

4-4-6 (10)

4-5-8 (13)

14-4-4 (8)

8-23-33 (56)

0.2

7.5

10.5

14.0

19.0

TOPSOIL: Dark brown silty CLAY, trace organics, moist Brown to red sandy CLAY, little to some rock fragments, moist, medium stiff to stiff

- Cobble/boulder at 6+ ft. with no recovery from sample S-3

Red silty CLAY, some rock fragments, trace to some sand, moist, medium stiff

Red SILTSTONE, few sandstone interbeds, weathered, soft to medium hard

Red SILTSTONE, few sandstone interbeds, broken, hard

Refusal at 14.0 feet.

Bottom of borehole at 19.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., NQ2

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/21/22 COMPLETED 04/21/22

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

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BORING NUMBER B-5

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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J EnviroProbe Integrated Solutions 630 Cross Lanes Drive Nitro, West Virginia 25143 Telephone: (304) 776-6717 Fax: (304) 776-6769

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C O

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(R

Q D

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MATERIAL DESCRIPTION

G R

A P

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SS

S-2

SS

S-3

SS

S-4

SS

S-5

2-2-2 (4)

2-3-2 (5)

5-3-4 (7)

7-8-10 (18)

9-15-26 (41)

0.2

6.0

7.5

10.5

12.5

TOPSOIL: Dark brown silty CLAY, moist Red sandy CLAY, little rock fragments, moist, soft to medium stiff

Light brown SAND, fine-grained, little rock fragments, moist, loose

Red to brown sandy CLAY, little silt, some rock fragments, moist, very stiff

Brown SILTSTONE, few sandstone interbeds, weathered, soft to medium hard

Refusal at 12.5 feet.

Bottom of borehole at 12.5 feet.

NOTES

GROUND ELEVATION

LOGGED BY MS

DRILLING METHOD 3.25 H.S.A., SPT

HOLE SIZE 6 in.

DRILLING CONTRACTOR EnviroProbe Integrated Solutions, Inc. GROUND WATER LEVELS:

CHECKED BY KLK

DATE STARTED 04/21/22 COMPLETED 04/21/22

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

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BORING NUMBER B-6

PROJECT NAME Pipestem Tramway

PROJECT LOCATION Pipestem Resort State Park

CLIENT Alpha Associates, Inc.

PROJECT NUMBER 22-0068

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J EnviroProbe Integrated Solutions 630 Cross Lanes Drive Nitro, West Virginia 25143 Telephone: (304) 776-6717 Fax: (304) 776-6769

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APPENDIX B

TEST BORING TERMINOLOGY,

SYMBOLS, AND DEFINITIONS

SPT-N Clay Thumb TYPE Millimeters Inches Sieve (blows/ft) Consistency Penetration (mm) (in) Size

<2 Very Soft Easily penetrated several inches.

Exudes between thumb and fingers when squeezed.

Boulders >300 >11.8

3 - 4 Soft Easily penetrated 1-inch. Molded by light pressure. Cobbles 75 - 300 2.9 - 11.8

5 - 8 Medium Stiff Can be penetrated over 1/4 -inch with moderate effort. Molded by strong pressure.

Gravel

9 - 15 Stiff Indented about 1/4-inch, but with great pressure. Coarse 19 - 75 0.75 - 2.9

16 - 30 Very Stiff Readily indented by thumbnail. Fine 4.8 - 19 0.19 - 0.75 1/4" - No. 4

>30 Hard Indented with difficulty by thumbnail. Sand

Coarse 2.0 - 4.8 0.08 - 0.19 #10 - #4 Medium 0.43 - 2.0 0.02 - 0.08 #40 - #10

SPT-N Soil Fine .08 - 0.43 0.003-0.02 #200 - #40 (blows/ft) Type Penetration Fines

<4 Very loose sand

Easily penetrated with 1/2-inch re-bar by hand. Silts <0.08 <0.003 <#200

5 - 10 Loose Sand

Easily penetrated with 1/2-inch re-bar by hand Clays <0.08 <0.003 <#200

11 - 30 Medium Dense Sand

Penetrated a foot with 1/2-inch rebar driven with 5-lb hammer

31 - 50 Dense Sand

Penetrated a foot with 1/2-inch rebar driven with 5-lb hammer

>50 Very Dense Sand

Penetrated only a few inches with 1/2-inch rebar driven with 5-lb hammer

SS

Proportion ST

Term H.S.A.

Trace RQD Little NR Some RC And DB

CB

RB

DTH

Term DPT Dry DTW

Moist NS Wet SAA

Saturated ▼

No Recovery

Standard penetration #, blows per ft of a 140-lb hammer falling 30" on a 2-inch OD split spoon

COHESIVE SOILS (CLAY) PARTICLE SIZE

NON-COHESIVE SOILS (SAND)

DEFINITIONS AND SYMBOLS

RELATIVE PROPORTIONS

N

Split Spoon, 2" OD except when noted

Rock quality designation Hollow Stem Auger (2¼,3¼, 4¼,6¼) Shelby tube, 3" exept when noted

Diamond Bit Rock Core

No sample collected

Depth to water, indicated by feet below ground surface

Direct Push Technology - Geoprobe Down-the-hole hammer (air rotary) Roller Bit (air rotary, mud, or water)

Moisture content near or exceeding LL Soil which lies below water table. Visible free water.

Same as above

Carbide Bit

Water level at time noted after completion of drilling

21% - 35% 36% - 50%

Range by % Weight

RELATIVE MOISTURE DESCRIPTION

Noticeably less than optimum moisture content.

Absence of moisture, dry or dusty to touch.

Soil near optimum moisture content but less than LL. Damp, no visible water.

Range by % Weight 0% - 10%

11% - 20%

Page 1 of 2 April 2010

TEST BORING TERMINOLOGY,

SYMBOLS, AND DEFINITIONS

Index Hardness Field Rock Identification Type

0 Extremely Soft Rock

Indented by thumbnail Sandstone

1 Very Soft Rock

Crumbles under firm blows with a pick.

Can be peeled by knife. Siltstone

2 Soft Rock Can be peeled by knife with difficulty.

Shallow indentations made by firm blow of pick.

Claystone

3 Average Rock

Cannot be scraped or peeled with a knife. Specimen can be fractured with single firm blow of hammer end of pick hammer.

Shale

4 Hard Rock Specimen requires more than one blow of the hammer end of a pick hammer to fracture it

Limestone

5 Very Hard Rock

Specimen requires many blows of the hammer end of a pick hammer to fracture it

Coal

6 Extremely Hard Rock

Specimen can only be chipped with geological pick

Descriptive Abbreviation Spacing Term

Very Broken V. BR. < 2 inches Broken BR 2" - 1 foot Blocky BL 1 foot - 3 feet

Massive M 3 feet - 10 feet

100 (%)

ROCK HARDNESS

ROCK BROKENESS

ROCK TYPE

Rock consisting of mainly organic remains.

Made up of granular materials<1/16 mm in diameter.

Fractures irregularly medium thick to thick bedded.

Very fine grained rock made up of clay materials.

Fractures irregularly, very smooth to touch.

A fissile very fine grained rock. Fracture along bedding planes.

Rock made up predominantly of calcite. Effervesces upon the application of hydrochloric acid.

RQD % =

(Sum of all pieces ≥4 inches)

(Total length of core run) X

Characteristics

Made up predominantly of granular materials ranging between 1/16 mm and 2 mm diameter

Page 2 of 2 April 2010

USCS Reference Chart

Source:2008 ASCE Publication

Geotechnical Testing, Observation, and Documentation

USCS

Symbol Design

GW Well graded GRAVEL and sandy GRAVEL, with little or no fines intermixed

GP Poorly graded GRAVEL and sandy GRAVEL, with little or no fines intermixed

GM Silty GRAVEL, Sandy silty GRAVEL

GC Clayey GRAVEL, Sandy clayey GRAVEL

SW Well graded SAND and gravelly SAND with little or no fines

SP Poorly graded SAND and gravelly SAND with little or no fines

SM Silty SAND, Gravelly silty SAND

SC Clayey SAND, Gravelly clayey SAND

ML Inorganic SILT of no to low plasticity.

Gravelly, Sandy, or Clayey SILT

CL Inorganic CLAY of low to medium plasticity.

Gravelly, Sandy, or Silty CLAY

OL Organic SILT and CLAY of low to medium plasticity.

MH Inorganic SILT, micaceous or diatomaceous, elastic Sandy SILT

CH Inorganic CLAY of high plasticity. Gravelly, Sandy or Silty fat CLAY

OH Organic CLAY or SILT of medium to high plasticity. May be Gravelly or Sandy

PT

AF

HIGHLY ORGANIC SOIL

ARTIFICIAL FILL

T h e s m a lle s t

C o a rs e G ra in e d S o il is re ta in e d o n t h e s ie v e a n d i s b a re ly v ib le t o t h e n a k e d e y e

T h e m a te ri a l p a s s in g t h e s ie v e r e fe rr e d t o a s F in e s

PEAT, organic matter, dark in color, spongy feel, fibrous, organic odor

FILL, man-made deposits of soil and/or waste materials

SILT and CLAY

Liquid Limit < 50

SILT and CLAY

Liquid Limit > 50FI N

E G

R A

IN

ED

S O

IL

(m or e th an

0% o f t he m at er ia l F

IN

ER

th an th e

#2

S ie ve

SOIL GROUPS SOIL DESCRIPTION

SAND

with fines

(>12% fines)

Clean SAND

(<5% fines)

GRAVEL

with fines

(>12% fines)

Clean

GRAVEL

(<5% fines)

GRAVEL

(more than 50% of the material

LARGER than the

#4 Sieve)

SAND

(more than 50% of the material

SMALLER than the #4 Sieve)

C O

A R

SE

G

R A

IN

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S O

IL

(m or e th an

0% o f t he m at er ia l

LA

R G

ER

th an th e #2

S ie ve

Page 1 of 1 April 2010

ADDENDUM ACKNOWLEDGEMENT FORM

SOLICITATION NO.:_____________

Instructions: Please acknowledge receipt of all addenda issued with this solicitation by completing this addendum acknowledgment form. Check the box next to each addendum received and sign below.

Failure to acknowledge addenda may result in bid disqualification.

Acknowledgment: I hereby acknowledge receipt of the following addenda and have made the necessary revisions to my proposal, plans and/or specification, etc.

Addendum Numbers Received:

(Check the box next to each addendum received)

[ ] Addendum No. 1 [ ] Addendum No. 6

[ ] Addendum No. 2 [ ] Addendum No. 7

[ ] Addendum No. 3 [ ] Addendum No. 8

[ ] Addendum No. 4 [ ] Addendum No. 9

[ ] Addendum No. 5 [ ] Addendum No. 10

I understand that failure to confirm the receipt of addenda may be cause for rejection of this bid. I further understand that any verbal representation made or assumed to be made during any oral discussion held between Vendor’s representatives and any state personnel is not binding. Only the information issued in writing and added to the specifications by an official addendum is binding.

Company

Authorized Signature

Date

NOTE: This addendum acknowledgement should be submitted with the bid to expedite document processing.

1. To publish revised plan set for Deductive Alternate #1.

2. To publish revised Pricing Pages.

3. To publish pre-bid sign-in sheets.

4. To publish vendor questions and responses.

Text4: CRFQ DNR24*23