Sol_140P2024R0032_Amd_0005.pdf

(x)

140P2024R0032 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

PDS

Denver CO 80225-0287 P.O. Box 25287 12795 W. Alameda Pkwy DOI, NPS, DSC Contracting Services

PDS

Denver CO 80225-0287 P.O. Box 25287 12795 W. Alameda Pkwy NPS, DSC Contracting Services Div

07/10/20240005

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

07/09/2024

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

GRSM 149368 - Rehabilitate Sugarlands Headquarters, GRSM 149285 - Rehab Sugarlands Water and Wastewater Systems

The purpose of this Amendment 0004 is as follows:

1. Provide responses to RFI questions (see attached)

2. Provide a copy of "Appendix H and I" and "Door Schedule Sheet A62". Please note that no changes were made to Appendix H and I, they are being provided as some offerors are having issues downloading them from the acquisition website.

All other terms and conditions of the solicitation remain the same.

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

Matthew Carpenter

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

RFP 140P2024R0032

Amendment 0005 Page 2 of 3

Question RFI Question Under Solicitation RFI Answer

There is no detail associated with the dormer perimeters and the corresponding gutters and or gutter covers on all three sides.

- this may be an ideal location for using a gravel drip edge on the dormers to direct water into a gutter on the front of the dormer.

The existing gutters and downspouts are to remain around the dormers. If gutters or downspouts need to be removed temporarily to perform other work such as slate tile removal/salvage, waterproofing underlayment installation, and reinstallation, remove/salvage/reinstall existing gutters and downspouts.

Dormer roof edge detailing should follow NRCA and manuf.

recommended EPDM gutter roof edge detailing. This detail can be provided as a Supplemental Instruction or Bulletin during construction to confirm installation requirements.

There is no detail associated with the dormer walls other than a base tie in. Many tiles are loose on the vertical walls.

It is intended that all slate tiles on the dormer walls is to be removed, salvaged, and reinstalled following installation of waterproofing and slip sheet underlayments and new copper base flashing. This is noted in detail 1/A42.

Can you confirm that the existing slope on the flat roof sections is indeed structural.

All flat roof sections have sloped structure below. The upper flat roof areas have structure sloped ½ : 12 according to the original drawings.

D04 should have a directive similar 02-65 at the front porch roof.

Only 20% of the wood decking is assumed to need to be replaced over the front porch roof, per keynote 02-64. Remove, salvage and reinstall existing slate over replaced patches of underlayments in the select areas where decking is identified for replacement.

08 03 14 - 4 - HISTORIC TREATMENT OF WOOD DOORS

Is there any standard of appearance for restored wood doors or is the scope only to restore structural integrity and weather resistance?

The restored wood doors need to be repaired and prepped as typical to receive a new smooth paint finish. Section 08 03 14, Part 2.1, A. refers to an industry-accepted quality standard to be followed, which then calls for measures such as sanding surfaces to remove signs of a raised grain, etc. The spec also lists other performance criteria throughout Parts 2 and 3 related to finished appearance. Manufacturer’s written instructions and recommendations for substrate conditions should also be followed for paint systems. Revisions to the Door Schedule Finishes on Plan Shee A62 were identified when evaluating this question and are attached as part of this amendment.

RFP 140P2024R0032

Amendment 0005 Page 3 of 3

Question RFI Question Under Solicitation RFI Answer

08 03 14 - 4 - HISTORIC TREATMENT OF WOOD DOORS

Does 08 03 14 specification apply to all doors and frames marked "Ex" or "Existing" on the window schedule?

Yes. Revisions to the Door Schedule Finishes on Plan Shee A62 were identified when evaluating this question and are attached as part of this amendment.

Drawing A63 Keyed Note #13 PROVIDE A NEW STORM WINDOW TO MATCH EXISTING WINDOWS - existing storm windows are Aluminum, exterior mounted.

Specification 08 03 52 calls for interior aluminum storms.

Please clarify what is required, manufacturer, glazing type, mounting position and color at Keyed note #13 on A63.

Provide white aluminum exterior mounted storms to match existing. NPS (Park) – is there manufacturer info available for the existing storms?

Is window restoration work as outlined in 08 03 52 required at all windows or are all windows only to be cleaned and spot reglazed in place except where a key note specifies specific work?

Reference General Notes (Applies to all existing windows) on Sheet A63 for scope applied to all windows; and Window Schedule (Sheet A63) for specific scope per individual windows. Note: survey of windows was done in February 2020, additional wear and tear may have happened since then.

Are windows, frames and trim to be generally stripped and deglazed, or only where specific repairs per the window schedule are occurring?

See response to Question 101.

INSECT SCREENS are included in specification 08 03 052 I don't see a detail showing where or how these are to be mounted or in which openings they are included.

See sheet A03; Keynote 08-03 at four locations in the attic.

The window schedule does not indicate any windows needing new hardware or sash cord or operability needs restored to any sash. Please confirm none of this is needed.

Correct, no new hardware.

Attachment 1 - Appendix H and I

GRSM 149368 Rehabilitate Sugarlands Headquarters

GRSM - 149368

Appendix H: Geotechnical Report: Sugarlands Water and Wastewater

System Rehabilitation

Geotechnical Report

Sugarlands Water and Wastewater System

Rehabilitation

Great Smoky Mountains National Park, Tennessee

September 16, 2021 hdrinc.com

4645 Village Square Drive, Paducah, Kentucky 42001 T 270.444.9691 F 270.443.3943

September 16, 2021

Joe Ferowich, PE

Great Smoky Mountains National Park

107 Park Headquarters Road

Gatlinburg, TN, 37738

Re: Geotechnical Report – Sugarlands Water and Wastewater System Rehabilitation

Dear Mr. Joe Ferowich, The geotechnical investigation for the proposed Sugarlands Water and Wastewater System Rehabilitation site has been completed and the results of these findings are provided within this report. The geotechnical drilling was performed by Tri-State Drilling, LLC under HDR supervision. HDR performed laboratory testing for the determination of the subsurface properties, as provided within this report. Please call at your convenience if you have any questions or comments. Thank you for the opportunity to provide geotechnical engineering services.

Sincerely, HDR

Devin L. Chittenden, P.E.

Geotechnical Section Manager

Ko K. Kyaw, E.I.T.

Geotechnical Engineer

Stephen K. Borders, P.E.

Senior Geotechnical Engineer

Sugarlands Water and Wastewater System Rehabilitation

September 16, 2021 | i

Contents

1 Introduction

2 Project Location

3 Geology

4 Field Investigation and Laboratory Testing

5 Foundation Recommendations

6 Construction Recommendations

6.1 Fill and Backfill Materials

6.1.1 On-Site Soils

6.1.2 Off-Site Materials

6.2 Placement and Compaction of Fill and Backfill

6.3 Control of Surface Water

6.4 Construction Monitoring

7 Limits to Report

Tables

Table 4-1. Field Soil Testing Summary

Table 4-2. Laboratory Testing Summary

Table 4-3. Soil Parameters

Table 4-4. Rock Parameters

Table 5-1. Bearing Capacity and Settlement Summary

Appendices

Appendix I: Site Vicinity Map, Boring Location Plan, and Boring Logs

Appendix II: Laboratory Data

September 16, 2021 | 1

1 Introduction

The purpose of this subsurface investigation was to perform drilling, sampling, and laboratory testing to aid in determining the subsurface conditions and foundation recommendations within the footprint of the proposed site for Sugarlands Water and

Wastewater System Rehabilitation. Field and laboratory procedures were performed in accordance with applicable ASTM specifications using accepted methods and procedures for geotechnical analysis.

2 Project Location

The project is in Sugarlands within Great Smoky Mountains National Park south of

Gatlinburg in Sevier County, TN. A boring (B-1) and soundings (S-1 through S-8) were advanced at the locations indicated on the boring logs. Additionally, a test pit (T-1) was performed by a mini-excavator near the proposed water pump station expansion site. A

Boring Location Plan, Boring Logs, and Site Vicinity Map are provided in Appendix I.

3 Geology

The project site is physiographically situated within the Blue Ridge Province of Tennessee, characterized by areas of high topographic relief exhibited by mountain ridges and thin valleys formed by steeply dipping and heavily deformed sedimentary and metasedimentary beds produced during the greater Appalachian Orogeny. Multiple faults and moderately dipping beds are present near the project site, generally striking northeast to southwest. Near-surface deposits are composed of very coarse to fine Holocene alluvium originating from recent valley streams and colluvium. Alluvial deposits are supported by the Elkmont Sandstone Formation of the Great Smoky Group (pre-

Cambrian), which is chiefly composed of fine-grained, thinly bedded feldspathic sandstone interbedded with argillaceous siltstone and shale.

4 Field Investigation and Laboratory Testing

One (1) sample test boring (B-1), one (1) test pit (T-1), and eight (8) auger soundings (S-

1 to S-8) were performed for the proposed Sugarlands Water and Wastewater System

Rehabilitation Project. The subsurface investigations were performed by Tri-State Drilling, LLC under HDR’s supervision. The boring and soundings were drilled using 3 ¼“ I.D.

hollow stem augers. Standard penetration test (SPT) sampling was performed every 2.5 feet until refusal at 6.5 feet below ground surface (bgs). Rock core was performed from the depth of 6.5 feet to 21.5 feet bgs for Boring B-1. Auger soundings (S-1 to S-8) refused from the depth of 1.6 feet to 10.2 feet below bgs. Test pit (T-1) was excavated to 6.3 feet bgs showing boulders within the soil layers before termination. Groundwater was not encountered during the subsurface investigation. The field testing locations and other pertinent information are summarized in Table 4-1 below.

2 | September 16, 2021

Table 4-1. Field Soil Testing Summary

Test Hole

No.

Latitude Longitude

Top of Boring Elevation

(ft)

Test Type

Total

Depth

(ft)

B-1 35.68960 -83.53784 1438.3 SPT/Core 21.5

S-1 35.68807 -83.54059 1541.4 Sounding 5

S-2 35.68758 -83.53872 1467.6 Sounding 3.5

S-3 35.68443 -83.53739 1489.6 Sounding 2.3

S-4 35.68450 -83.53603 1481.1 Sounding 2.8

S-5 35.68596 -83.53625 1466.7 Sounding 1.6

S-6 35.69016 -83.53158 1456.9 Sounding 3.7

S-7 35.68885 -83.53449 1458.8 Sounding 10.2

S-8 35.69155 -83.53503 1417.6 Sounding 5.5

T-1 35.68967 -83.53786 1437.6 Test Pit 6.3

* Using NAVD88

Laboratory tests were performed by HDR on samples that included natural moisture content, Atterberg limits, sieve analysis, and a rock core unconfined compressive test.

Representative soil samples were selected for soil classification in accordance with ASTM and USCS soil classification systems. Soil material recovered from the standard penetration test (B-1) classified as well-graded sand with silt and gravel (SW-SM) and well-graded gravel with silt and sand (GW-GM) per Unified Soil Classification System (USCS) classification scheme. Table 4-2 provides a summary of laboratory testing for the final subsurface investigation. In addition, laboratory test results are presented in Appendix II.

Table 4-2. Laboratory Testing Summary

Test Type Quantity

Natural Moisture Content 2

Atterberg Limits 2

Sieve Analysis with #200 Wash 2

Rock Core Unconfined Compressive Test 1

Based on the subsurface investigation, generalized soil profile and equivalent fluid pressure for lateral loads on retained structures are provided below in Table 4-3. This assumes the leveled backfill in undrained, partially saturated soil conditions. Rock properties are shown in Table 4-4.

September 16, 2021 | 3

Table 4-3. Soil Parameters

Soil Layer

Elevation (ft) Unit

Weight, γ’ (pcf)

Equivalent Fluid

Pressure, γefp (pcf)

Soil Internal Friction Angle, Φ (deg)

Concrete to Soil

Interface Friction, δ

(deg)

Cohesion, c (psf)

B-1 & T-1 – Water Pump Station Expansion

1: SW-SM 1,438.3 1,432.8 115 40 30 20 0

2: GW-GM 1,432.8 1,431.8 130 30 38 25 0

Table 4-4. Rock Parameters

Core Run Rock Type Elevation (ft) REC (%) RQD (%)

B-1

1 Shale 1,431.8 1,426.8 30 26

2 Shale 1,426.8 1,421.8 54 0

3 Shale 1,421.8 1,416.8 66 0

5 Foundation Recommendations

Based on the subsurface conditions encountered within boring B-1 and test pit T-1, we have analyzed the strip footing shallow foundation design in regards to bearing capacity and settlement for the water pump station expansion building.

In accordance with the Building Code 2012 of Tennessee (Chapter 18 Section 1809.4), all foundations shall be embedded a minimum of twelve (12) inches to protect against frost heave; however, a three (3) foot embedment depth will be used for this project, based on correspondence with project designers. Allowable bearing capacities were calculated with a factor of safety of three (3) applied. Bearing capacity analyses were performed assuming the existing ground line is at the final constructed grade. Settlement analysis was performed to determine the total settlement for each foundation. At the time of writing this report, the foundation dimensions are still unknown; thus a three foot strip footing width was assumed for computation. Results of the analyses are shown in Table 5-1.

Table 5-1. Bearing Capacity and Settlement Summary

Structure Assumed Strip Footing Width

(ft)

Footing Depth of Embedment (ft)

Allowable Bearing Capacity

(psf)

Total Settlement (in)

Water Pump Station

Expansion Building

3.0 3.0 2,000 0.4

Other foundation sizes and configurations could be analyzed for allowable bearing capacity once the final loading and building foundation layout is determined.

4 | September 16, 2021

6 Construction Recommendations

In preparing the site for construction, all deleterious materials should be completely removed from the construction area. Topsoil should be either removed from the site or utilized as top-dressing in areas to be vegetated. All openings remaining after the removal of vegetation and deleterious materials should be backfilled, compacted, and graded to provide drainage, except, in areas to be immediately excavated.

Foundation bearing surfaces should be level, and free of loose, soft or excessively wet material. Soft, compressible materials should be completely removed prior to foundation construction, which includes the placement of reinforcing steel and concrete. Additional soil excavations may be required within the foundation footprint to reach an adequate subgrade material.

6.1 Fill and Backfill Materials

All soil fill and backfill materials should be approved by the geotechnical engineer before use regardless if it is an on-site soil or brought from and off site borrow location.

6.1.1 On-Site Soils

On-site soil consists mainly of material classified as sand with silt and gravel (SW-SM) or gravel with silt and sand (GW-GM). On-site soils may be utilized as backfill material on the condition that the recommendations provided herein for placement and compaction of these material types are followed.

6.1.2 Off-Site Materials

Any material brought from off-site borrow areas should be approved prior to delivery at the project site and shall be clean and free of any contaminated and hazardous materials. In general, acceptable backfill materials include crushed rock, well-graded sand and gravel, and lean clay exhibiting a liquid limit of less than 45 percent and a plasticity index of less than 20 percent. Satisfactory soil materials for structural fill are defined as those complying with ASTM D 2487 soil classification groups GW and, GP, soils. Unsatisfactory soils include those complying with ASTM D 2487 soil classification groups MH, CH, OL, OH, and Peat. Soil fill should not include any rocks larger than 4 inches in diameter or any significant amount of organics or debris.

Material other than soil, sand, and gravel should be considered deleterious material unless

HDR personnel state otherwise after visual inspection of the material. Deleterious material should not be used in site fills, regardless of whether it is from an on-site source or delivered to the site. Deleterious material will include any organic matter, asphalt, wood, metal, or plastic piping.

6.2 Placement and Compaction of Fill and Backfill

Cohesive structural fill should be compacted to at least 95 percent of the maximum dry density as determined by the Standard Proctor Test, ASTM D 698 for field tests. The

September 16, 2021 | 5 moisture content of fill materials should be controlled to within 3 percent of the optimum water content as determined by the Standard Proctor Test, ASTM D 698.

All soil fill should be placed in lifts 8 inches or less in loose thickness for machine compactors and 4 inches or less in loose thickness for hand compactors. Thicker lifts should only be utilized with the permission of the geotechnical engineer or his representative, provided that compaction requirements are met. After proof-rolling, the exposed subgrade should be scarified to a minimum depth of 6 inches and properly moistened and recompacted to site standards before placing fill.

Fill placement and proof-rolling of the exposed subgrades should be monitored by the geotechnical engineer to verify that unsuitable materials are not present, and that proper placement and compaction of materials has been accomplished. All exposed subgrade surface should be systematically proof-rolled before placement of structural fill.

Compaction of rock fill and other fill that will be subject to performance criteria should be observed by the geotechnical engineer.

In addition, any material that is to be utilized as fill should not be placed on top of a frozen surface. All layers of frozen ground and frozen materials shall be removed in order to prepare a proper foundation for construction. Furthermore, the material being placed for fill and backfill should not contain any frozen material.

Construction specifications should require at least one in-place density test of the compacted fill for every 1,000 square feet of fill with a minimum of one test for each lift.

For backfill around structures, construction specifications should require at least one in-place density test of the compacted fill for every 150 feet of trench with a minimum of one test for each lift. Each lift shall be tested for compaction compliance before the next lift is placed.

Before fill operations begin, representative samples of proposed fill materials should be tested for determination of laboratory compaction characteristics in accordance with ASTM

D698. Gradation testing should be conducted in accordance with ASTM D7928.

6.3 Control of Surface Water

The control of surface runoff will be necessary to prevent and control erosion of exposed soils and the softening of exposed subgrades in excavations. Surficial drainage of slopes, berms, ditches, trench drains, and pumping from sumps should be utilized as needed to readily remove any surface water, where needed. A drainage plan to collect and control the flow of surface runoff around the construction area should be carefully thought out and implemented before site grading begins.

6.4 Construction Monitoring

An experienced geotechnical engineer or technician should be present to observe foundation excavations, examine the bottom of the excavation, and determine if conditions within the excavation are consistent with those identified in the site exploration and that the subgrade material appears adequate for the design bearing pressure. If inadequate bearing material is present at the design bearing level, the foundation should be widened or deepened as directed by the geotechnical engineer or technician until adequate bearing is achieved.

6 | September 16, 2021

7 Limits to Report

This report has been prepared for Great Smoky Mountains National Park for specific application for the Sugarlands Water and Wastewater System Rehabilitation, in accordance with generally accepted soil and foundation engineering practices.

Conclusions are based on the data obtained from the described subsurface exploration program and generally accepted geotechnical engineering practice. The conclusions and recommendations do not reflect variations in subsurface conditions which could exist intermediate of the boring locations or in unexplored areas of the site. Should such variations become apparent during construction, it will be necessary to re-evaluate the conclusions based upon on-site observations of the conditions.

Appendix I: Site Vicinity Map, Boring Location Plan, and Boring Logs

APROXIMATE

SITE LOCATION

Copyright:© 2013 National Geographic Society, i-cubed

SUGARLANDS WATER SYSTEM REHABILITATION

SITE VICINITY MAP

TENESSEE - SEVIER COUNTY

SUBSURFACE INVESTIGATION

0 0.5Miles O

USGS TOPOGRAPHICAL MAP

DATA SOURCE: ESRI

LEGEND

GREAT SMOKY MOUNTAINS NATIONAL PARK, TENNESSEE

SUGARLANDS WATER AND WASTEWATER SYSTEM REHABILITATION

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GREAT SMOKY MOUNTAINS NATIONAL PARK

GEOTECHNICAL INVESTIGATION SITES

SUGARLANDS W-WW SYSTEM REHABILITATION

LEGEND

!< Test Pit

!< Boring

!< Soundings

Proposed Water Line

Existing Water Line

!R Manholes

! Cleanout

Sewer

0 310Feet

O

GRAVEL

AND

GRAVELLY

SOILS

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

1432.8

1431.8

1430.6

1416.8

Brown, well-graded sand with silt and gravel (SW-SM).

Brown, well-graded gravel with silt and sand (GW-GM).

Auger Refusal at 6.5 ft., Begin Coring in Metaconglomerate.

Light gray, slightly weathered, medium to coarse grain, boulder- (coarse, alluvium-Holocene).

Shale: Brown to medium pinkish brown, completely weathered and soft, clayey, non-durable, thinly bedded with fine grained laminae sandstone, beds angled 30°-50°. Elkmont Sandstone - Great Smokey Group.

Boring Terminated at 21.5 ft (Elev.

1416.8).

NOTES:

Encountered large boulder at 6.5 ft.

6.7

10.4

12521

1-1-1 (2)

3-4-4 (8)

(50/0.5)

6.1

21.3

5.5

6.5

7.7

21.5

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68960 ° LONGITUDE: 83.53784 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/11/2021

TYPE OF DRILLING: HSA/SPT/CORE

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1438.3 ft.

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Elevation

COMPLETION DEPTH: 21.5 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

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T L O

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D E

X (p s i)

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DESCRIPTION OF MATERIALS

BORING NO.: B-1

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

50.0

RS-1

°. Elkmon ey Group.

CORE PHOTOGRAPHIC RECORD

Sugarlands Water System

B-1 - Box 1 of 1

E N

D R

U N

1.

5'

1536.4

Brown, silty clay with gravel fragments.

Auger Refusal and Boring Terminated at

5.0 ft. (Elev. 1536.4).

5.0

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68807 ° LONGITUDE: 83.54059 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/11/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1541.4 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 5.0 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-1

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

50.0

1464.1

Tan, silty clay with rock fragments.

Auger Refusal and Boring Terminated at

3.5 ft. (Elev. 1464.1).

NOTES:

Encountered difficult drilling.

3.5

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68758 ° LONGITUDE: 83.53872 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/11/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1467.6 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 3.5 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-2

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1489.1

1487.3

Gravel

Brown, wet, sandy clay.

Auger Refusal and Boring Terminated at

2.3 ft. (Elev. 1487.3).

NOTES:

Encountered difficult drilling at refusal.

0.5

2.3

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68443 ° LONGITUDE: 83.53739 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/13/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1489.6 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 2.3 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-3

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1478.3

Tan and brown, silty clay with rock fragments.

Auger Refusal and Boring Terminated at

2.8 ft. (Elev. 1478.3).

NOTES:

Boring relocated due to refusal at 0.8 ft.

on first attempt.

2.8

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68450 ° LONGITUDE: 83.53603 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/12/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1481.1 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 2.8 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-4

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1465.1 Brown, silty clay with rock fragments.

Auger Refusal and Boring Terminated at

1.6 ft. (Elev. 1465.1).

NOTES:

Boring relocated due to refusal at 1.4 ft.

on first attempt.

1.6

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68596 ° LONGITUDE: 83.53625 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/12/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1466.7 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 1.6 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-5

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1455.4

1453.2

Gravel

Brown, silty, sandy clay.

Auger Refusal and Boring Terminated at

3.7 ft. (Elev. 1453.2).

NOTES:

Encountered dificult drilling.

1.5

3.7

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.69016 ° LONGITUDE: 83.53158 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/13/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1456.9 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 3.7 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-6

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1458.5

1448.6

Topsoil

Tan and brown, silty clay.

Auger Refusal and Boring Terminated at

10.2 ft. (Elev. 1448.6).

0.3

10.2

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68885 ° LONGITUDE: 83.53449 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/13/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1458.8 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 10.2 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-7

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1416.9

1412.1

Topsoil

Brown, sandy clay with cobbles.

Auger Refusal and Boring Terminated at

5.5 ft. (Elev. 1412.1).

0.7

5.5

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.69155 ° LONGITUDE: 83.53503 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/11/2021

TYPE OF DRILLING: HSA

EQUIPMENT: CME 55

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1417.6 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 5.5 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: S-8

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1437.1

1431.3

Topsoil

Brown, dry to moist clayey sand with cobbles and boulders.

Test Pit Excavation Terminated at 6.3 ft.

(Elev. 1431.3).

0.5

6.3

JOB NO.: 10299185

JOB NAME: Sugarlands Water System Rehabilitation

BORING LOCATION: Sevier County, TN

LATITUDE: 35.68967 ° LONGITUDE: 83.53786 °

VERTICAL DATUM: NAVD 88

D E P T H

(ft.)

S A M P L E S Depth

U N

D R

A

IN

E D

S H

E A

R S

T R

E N

G T

H p s f)

PAGE: 1 of 1

DATE: 8/12/2021

TYPE OF DRILLING:

EQUIPMENT: Mini-Excavator

LOGGED BY: K. Kyaw

SURFACE ELEVATION: 1437.6 ft.

P

A S

S

IN

G N o

S

IE

V

E

P L A

S T

IC

IT

Y

IN

D E

X

L

IQ

U

ID

L

IM

IT

M

O

IS

T U

R E

S P

T B

L O

W S

Elevation

COMPLETION DEPTH: 6.3 ft. WATER TABLE 24hr:WATER TABLE IMMEDIATE: Dry

Is -P

O

IN

T L O

A D

I N

D E

X (p s i)

C O

M P

R E

S S

IV

E

S T

R E

N G

T H p s i)

DESCRIPTION OF MATERIALS

BORING NO.: T-1

S Y M B O L C o re

R Q

D

C o re

R E

C

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

SUGARLANDS WATER SYSTEM

Test Pit

Test Pit Construction

Completed Test Pit

Appendix II: Laboratory Data

Project Name : Sugarlands Water System Project No. : 10299185 Sample No. :

Project County : Sevier Sample Loc. :

Project State : Tennessee Sample Depth :

Laboratory No. : 10299185 Date Tested :

Submitted By : HDR Date Reported :

Soil Type : Brown Well-Graded Sand with Silt and Gravel

% Passing % Passing in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

*Method B used for #200 Wash with a soaking time of 1440 minutes

D50 = 3.025 mm

CBR : Natural Moisture ( % ) (AASHTO T265 ) :

Dry Dens. : Liquid Limit (AASHTO T89) :

Opt. Moist. : Plastic Limit (AASHTO T90) :

Plasticity Index :

AASHTO Composition of Total Sample: M145 Liquidity Index :

Gravel ( 3in. + No.10 ) : Activity :

Coarse Sand ( -No.10 + No.40 ) : Sp. Gr. (AASHTO T100) :

Fine Sand ( -No.40 + No.200 ) : AASHTO Classification: M145 :

Silt + Clay ( -No.200 ) : ASTM Classification: D2487 :

ASTM Composition of Total Sample: D2487 Coarse Gravel ( 3in. + 3/4in.) :

Fine Gravel ( -3/4in. + No.4 ) :

Coarse Sand ( -No.4 + No.10 ) :

Medium Sand ( -No.10 + No.40 ) :

Fine Sand ( -No.40 + No.200 ) :

Silt + Clay ( -No.200 ) :

Approved By : Soil No.

SS-1

Boring No. B-1 1.0' to 2.5'

NA

-7.32

NA

NA

NA

64.4 17.2

38.1

No.10

No.4 1/4 3/8

No.6

6.3 9.5

6.1

08/28/21 08/28/21

101.6 mm mm mm mm76.2

50.8

3.5

31.5

12.5

63.5

1 1/2 1 3/4

2.5

1/2 3/4

1 1/4 mm mm mm mm

88.9

3.35 4.75 mm

75.8 mm mm mm mm mm

No.60

Hyd. Rd.

Hyd. Rd.

Hyd. Rd.

Hyd. Rd.

35.6

65.7

No.50

Hyd. Rd.

No.270

Hyd. Rd.

Hyd. Rd.

No.30 No.16

No.200 No.100 No.80

# 7 # 6 # 5 # 4 # 3 # 2 # 1 mm mm mm mm mm

0.6

0.053 0.075 0.15 0.18

0.425 mm mm mm0.3

SOIL CLASSIFICATION

AASHTO T27 :

A A

S H

T O

T

No.40

100.0 mm1.18

0.25

6.7

SW-SM

18.4

11.7 6.7

A-1-a (0)

NA

6.7

0.0 34.3 30.1 17.2 11.7

Project Name : Sugarlands Water System Project No. : 10299185 Sample No. :

Project County : Sevier Sample Loc. :

Project State : Tennessee Sample Depth :

Laboratory No. : 10299185 Date Tested :

Submitted By : HDR Date Reported :

Soil Type : Brown Well-Graded Gravel with Silt and Sand

% Passing % Passing in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

*Method B used for #200 Wash with a soaking time of 1440 minutes

D50 = 4.465 mm

CBR : Natural Moisture ( % ) (AASHTO T265 ) :

Dry Dens. : Liquid Limit (AASHTO T89) :

Opt. Moist. : Plastic Limit (AASHTO T90) :

Plasticity Index :

AASHTO Composition of Total Sample: M145 Liquidity Index :

Gravel ( 3in. + No.10 ) : Activity :

Coarse Sand ( -No.10 + No.40 ) : Sp. Gr. (AASHTO T100) :

Fine Sand ( -No.40 + No.200 ) : AASHTO Classification: M145 :

Silt + Clay ( -No.200 ) : ASTM Classification: D2487 :

ASTM Composition of Total Sample: D2487 Coarse Gravel ( 3in. + 3/4in.) :

Fine Gravel ( -3/4in. + No.4 ) :

Coarse Sand ( -No.4 + No.10 ) :

Medium Sand ( -No.10 + No.40 ) :

Fine Sand ( -No.40 + No.200 ) :

Silt + Clay ( -No.200 ) :

Approved By : Soil No.

NA

1.01

NA

NA

NA

61.7 14.2

38.1

No.10

No.4 1/4 3/8

No.6

6.3 9.5

21.3

SS-3

Boring No. B-1 6.0' to 6.5' 08/28/21 08/28/21

101.6 mm mm mm mm76.2

50.8

3.5

31.5

12.5

63.5

1 1/2 1 3/4

2.5

1/2 3/4

1 1/4 mm mm mm mm

88.9

3.35 4.75 mm 59.5

78.7

100.0 mm mm mm mm mm mm mm

No.60

Hyd. Rd.

Hyd. Rd.

Hyd. Rd.

Hyd. Rd.

38.3

50.9

No.50

Hyd. Rd.

No.270

Hyd. Rd.

Hyd. Rd.

No.30 No.16

No.200 No.100 No.80

# 7 # 6 # 5 # 4 # 3 # 2 # 1 mm mm mm mm mm

0.6

0.053 0.075 0.15 0.18 mm

0.425 mm mm mm0.3

SOIL CLASSIFICATION

AASHTO T27 :

A A

S H

T O

T mm mm mm mm

No.40

100.0 mm1.18

0.25

10.4 mm

GW-GM

24.1 mm

13.7 10.4

A-1-a (0)

NA

10.4

0.0 49.1 12.6 14.2 13.7

ASTM: D7012-Method C

UNCONFINED COMPRESSION TEST (ROCK CORE)

PROJECT NAME :

PROJECT NO. : SAMPLE NO. :

PROJECT COUNTY : SAMPLE LOC. :

PROJECT STATE : SAMPLE DEPTH :

LABORATORY NO. : DATE TESTED :

SUBMITTED BY : DATE REPORTED :

ROCK DESCRIPTION : Metaconglomerate, Lt, Med. Gray Slightly Weaythered, Med. Coarse Grained (Boulder)

Machine Used : ELE CT-7250

Diameter : 1.86 in Area : 2.72 in² Height : 4.40 in Volume : 0.0069 ft³

RESULTS :

Air Dry Moisture: 0.2 %

Air-Dry Density : 162.3 lbs/ft.³

Maximum Stress : 12,521 psi

Elapsed Time : 14.21 min.

Rate of Loading : 40 lb/sec

Comments : Approved By :

Sugarlands Water System Rehab

6.6' to 7.0'

9/7/2021

10299185

Sevier

10299185

RS-1

B-1

9/7/2021HDR

Tennessee

GRSM 149368 Rehabilitate Sugarlands Headquarters

GRSM - 149368

Appendix I: GRSM Rehabilitate Sugarlands Water and Wastewater

Systems: Topographic Survey

Attachment 3 - Door Schedule Sheet A62

HOLLOW METAL WOOD

V A

R

IE

S

2" DOOR 2"

V A

R

IE

S

2" DOOR 2"

F R

A M

E T

Y P

E S

M

IN

M

IN

C2

A S

S C

H E

D U

L E

D

AS

SCHEDULED

A S

S C

H E

D U

L E

D

AS

SCHEDULED

AS

SCHEDULED

A S

S C

H E

D U

L E

D

6' - 0"

A6

C2 (x2)

A

P A

N E

L T

Y P

E S

F1 F2

WOOD FLUSH WOOD 6 PANEL

TO MATCH EXISTING

GLASS AND ALUM.

STOREFRONT

GLASS AND ALUM.

STOREFRONT

1. PROVIDE HEAVY-DUTY DOOR AND FRAME CONSTRUCTION.

2. RE-INSTALL SALVAGED DOOR AND TRIM.

3. REFER TO T05, T06, & T08 FOR SECURITY DEVICE DETAILS.

4. EXISTING SAFE DOOR TO REMAIN.

1. THE GRSM SUGARLAND HEADQUARTERS IS A BUILDING OF HISTORICAL

SIGNIFICANCE. TREAT THE BUILDING RESPECTFULLY. TREAT EXISTING MATERIALS

AS IRREPLACEABLE. DO NOT REMOVE, ALTER, DISFIGURE, OR OTHERWISE

DAMAGE EXISTING MATERIALS, ELEMENTS, OR FINISHES UNLESS SPECIFICALLY

INDICATED HEREIN OR DIRECTED BY THE CONTRACTING OFFICER. PROTECT

HISTORIC FINISHES SLATED TO REMAIN FROM DAMAGE.

2. BIDDERS SHALL VISIT THE SITE PRIOR TO SUBMITTING A BID TO BECOME

FAMILIAR WITH EXISTING CONDITIONS AND THE EXTENT OF MATERIAL AND

EQUIPMENT REMOVAL AT EACH FLOOR.

3. OBTAIN APPROVAL FROM CONTRACTING OFFICER IF ANY PORTIONS OF

CONSTRUCTION ARE REQUIRED TO BE PERFORMED OUTSIDE OF NORMAL

WORKING HOURS.

4. DO NOT SCALE PRINTS, USE FIGURED DIMENSIONS ONLY, CONTRACTOR SHALL

FIELD VERIFY ALL EXISTING BUILDING DIMENSIONS, PARTITIONS, WALL LOCATIONS,

FLOOR ELEVATIONS AND NOTIFY CO OF ANY DISCREPANCIES IN WRITING PRIOR TO

START OF WORK.

5. PROTECT EXISTING CONSTRUCTION TO REMAIN, INCLUDING BUT NOT LIMITED TO

HISTORIC FINISHES, HISTORIC LOBBY CHANDELIERS, AND WINDOWS.

6. ALL DIMENSIONS PROCEEDED BY A +/- SHALL BE REVIEWED AND ALL

NECESSARY ADJUSTMENTS MADE PRIOR TO FABRICATION AND/OR INSTALLATION

OF AFFECTED WORK.

7. NEW WALL DIMENSIONS ARE TO FACE OF STRUCTURAL FRAMING, TYPICAL.

EXISTING WALLS ARE DIMENSIONED FROM FACE OF FINISH. IF WALL IS INDICATED

TO ALIGN, ALIGN TO FINISH FACE OF BOTH NEW AND EXISTING WALLS.

8. DOOR OPENING LOCATIONS TO BE 4" OFF FINISH OF ADJACENT WALL OR

CENTERED ON WALL UNLESS OTHERWISE NOTED.

9. PATCH, TAPE, SAND ALL DEMOLITION SCARS, INCLUDING BUT NOT LIMITED TO

REMOVED PARTITIONS, MILLWORK, SURFACE MOUNTED ELECTRICAL, ETC.

10. NEW PARTITION TYPE IS 1E UNLESS NOTED OTHERWISE. REFER TO SHEET A60

FOR PARTITION TYPES.

11. ANY AND ALL NEW SIGNAGE TO BE BY NPS.

DETAIL FOR

REFERENCE ONLY.

FIELD VERIFY ALL

DIMENSIONS.

DETAIL FOR

REFERENCE ONLY.

FIELD VERIFY

DIMENSIONS.

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. TITLE OF SHEET

GENERAL NOTES

KEY NOTES

KEY NOTESGENERAL NOTES

A/E FIRM:

OF

PKG.

NO.

SHEET

DRAWING NO.

146799

LH/KB

LH/KB

A62PMR

02/21/2024

DOOR SCHEDULE AND

DETAILS

REHABILITATE SUGARLANDS HEADQUARTERS

GREAT SMOKY MOUNTAINS NATIONAL PARK

ARCHITECT:

ANN ARBOR, MI

DETROIT, MI

DOOR#

DOOR FRAME

HDWR

SET

FIRE

RATING

SECURITY COMMENTSNEW /

EXIST

SIZE

TYPE MATL FINISH GLAZING

NEW /

EXIST

TYPE MATL FINISH GLAZING

DETAILS

W H THK HEAD JAMB SILL

MAIN LEVEL

100A NEW 3' - 0" 7' - 0" 1 3/4" A WD PT-2 --- NEW F1 HM PT-3 --- 3/A61 3/A61 5

101 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX --- EXISTING EXISTING --- EX --- EXISTING EX EX 1

101.1 EXISTING 2' - 11" 7' - 0" 1 3/4" EX EX PT-7/PT-2 --- EXISTING EX EX ---/PT-2 EXISTING EX EX EX YES 3

102 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

103 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 2/A61 2/A61 4

104 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 2/A61 2/A61 4

104A EXISTING 5' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

105 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

105A EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

106 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

106A EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

107 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

108 --- 3' - 0" 7' - 0" 1 3/4" --- --- --- --- EXISTING EX EX PT-2 --- EX EX ---

109.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

109.2 EXISTING 2' - 11 1/2" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

109.3 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 7

109A EXISTING 2' - 11 1/2" 7' - 0" 1 3/4" EX EX ---/PT-2 --- EXISTING EX EX ---/PT-2 --- EX EX EX

110.1 EXISTING 4' - 11" 7' - 0" 1 3/4" EX EX ---/--- --- EXISTING EX EX ---/--- --- EX EX 3 YES 3

110.2 NEW 6' - 0" 7' - 0" 1 3/4" C2 (2) ALUM --- GL-3 NEW --- ALUM --- GL-3 --- --- 2 YES 3

111A EXISTING 3' - 10" 7' - 0" 1 3/4" EX EX --- --- EXISTING EX EX --- --- EX EX EX

111B EXISTING 3' - 10" 7' - 0" 1 3/4" EX EX --- --- EXISTING EX EX --- --- EX EX EX

112 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

113 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

114 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 SIM 1/A64 10

115 NEW 3' - 0" 7' - 0" 1 3/4" A WD PT-2 --- NEW F1 HM PT-3 --- 3/A61 3/A61 SIM 1/A64 5

116 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

117 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

119 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

121 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

122 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

125 NEW 3' - 0" 7' - 0" 1 3/4" A WD PT-2 --- NEW F1 HM PT-3 --- 3/A61 3/A61 5 1

126.1 NEW 4' - 0" 7' - 0" 1 3/4" A WD PT-3 --- NEW F1 HM PT-3 --- 3/A61 3/A61 5

126.2 EXISTING 2' - 10" 7' - 0" 1 3/4" EX EX PT-3 --- EXISTING EX EX PT-2 --- EX EX EX 4

127 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX --- EXISTING EXISTING --- EX --- EXISTING EX EX 1

127.1 EXISTING 2' - 11" 7' - 0" 1 3/4" EX EX PT-7/PT-2 --- EXISTING EX EX ---/PT-2 EXISTING EX EX EX YES 3

129.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX ---/PT-2 --- EXISTING EX EX ---/PT-2 --- EX EX EX

129.2 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

130 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 4

131.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX ---/PT-2 --- EXISTING EX EX ---/PT-2 --- EX EX EX

131.2 NEW 3' - 0" 7' - 0" 1 3/4" A6 WD PT-2 --- NEW F2 WD PT-2 --- 2/A61 2/A61 4

131.3 --- 2' - 6" 7' - 0" 1 3/4" --- --- --- --- EXISTING EX EX PT-2 --- EX EX ---

131A NEW 5' - 0" 7' - 0" 1 3/4" A WD PT-2 --- NEW F2 WD PT-2 --- 1/A61 1/A61 8

132 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

132.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

132A EXISTING 2' - 6" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

132B EXISTING 2' - 0" 7' - 0" 1 3/4" EX EX PT-2 --- EXISTING EX EX PT-2 --- EX EX EX

133.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX ---/PT-2 --- EXISTING EX EX ---/PT-2 --- EX EX EX

133.2 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-X --- EXISTING EX EX PT-2 --- EX EX EX

133A EXISTING 2' - 6" 7' - 0" 1 3/4" EX EX PT-X --- EXISTING EX EX PT-2 --- EX EX EX

134.1 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-X --- EXISTING EX EX ---/PT-2 --- EX EX EX

134.2 EXISTING 3' - 0" 7' - 0" 1 3/4" EX EX PT-X --- EXISTING EX EX PT-2 --- EX EX EX

UPPER LEVEL

200 NEW 3' - 0" 7' - 0" 1 3/4" A WD PT-X --- NEW F1 HM PT-3 --- 1/A61 1/A61 5 1

201 NEW 2' - 8" 7' - 0" 1 3/4" A WD PT-X --- NEW F1 HM PT-3 --- 4/A61 4/A61 5

DOOR TYPES LEGEND

REFERRED FROM:3" = 1'-0"A62

HISTORIC TYPICAL

DOOR JAMB DETAIL

3" = 1'-0"A62

HISTORIC TYPICAL

DOOR JAMB AT

RESTROOMS

03/25/2024

PT-2

---/PT-2

PT-2

---/PT-2

---/PT-2

---/PT-2

PT-2

PT-2