TNC_Bid Documents_Narrative_937CM3002 - Copy.pdf

TALLAHASSEE NATIONAL CEMETERY

GRAVESITE EXPANSION

Leon County, Florida

Bid Documents Project Number: 937CM3002

Prepared for:

US Department of Veterans Affairs National Cemetery Administration Contracting Services

August 11, 2023

Prepared by

Tallahassee National Cemetery Bid Documents

TABLE OF CONTENTS

1. Introduction

2. Existing Conditions

3. Site Development

4. Appendices

· Appendix A - Irrigation Narrative

· Appendix B - Architectural Narrative

· Appendix C - Mechanical Narrative

· Appendix D - Electrical Narrative

· Appendix E – Telecommunications Narrative

· Appendix F - Geotechnical Report

THIS PAGE WAS INTENTIONALLY LEFT BLANK FOR DOUBLE SIDED PRINTING

1. Introduction Project Goals and Objectives The goal of the Tallahassee National Cemetery Gravesite Expansion project is to implement the existing masterplan and provide the cemetery additional burial opportunities. In addition, this project will correct items identified in the Facility Condition Assessment (FCA), incorporate Space Force seals at committal Shelters 1 & 2 / Flag Assembly Area and upgrade telecommunications rooms. This project will add 1,638 pre-placed double-depth crypts in 3’x8’ plots (PPC) and 2,904 in-ground cremains (IGC) in 4’x4’ plots.

2. Existing Conditions The Tallahassee National Cemetery is located off State Route 20 (Apalachee Parkway) in Leon County, FL. The cemetery is adjacent to the Apalachee Parkway to the north, residential uses to the east and west, and Old St. Augustine Road to the south. Geography consists of maintained lawn areas, forested lands, rolling topography, and moderate slopes.

The existing cemetery is comprised of 4 burial sections, flag assembly area, PIC/Administration building, columbarium plaza, ossuary & memorial walls, 2 committal service shelters, honor guard building, and a maintenance complex. Upon entering the cemetery from Apalachee Parkway onto Veterans Memorial Drive, the PIC and associated cortege lanes are located on the right. Veterans Memorial Drive then intersects with Honor Circle, which loops back to Veterans Memorial Drive. The Maintenance complex is located on the southern end of the property and the complex is isolated from the existing and proposed burial sections.

3. Site Development Construction Access Apalachee Parkway (US Highway 27): Located approximately 900’ east of the main entrance, this access point provides a direct route from a major highway. This unnamed cemetery road connects to Honor Circle and is for maintenance personnel only. Deliveries would be visible from the flag assembly area but would be isolated from the remaining areas of the cemetery.

Burial Section Grading The proposed grading will be a cut condition, as required for this expansion area to meet the NCA facilities design guide requirements to provide a maximum slope over PPC and IGC of 3% and mowed slopes to at a maximum of 4:1 (25%).

Site Furnishings New flower watering stations are needed for cemetery visitors visiting the new burial sections.

The new flower watering stations will be designed to comply with NCA signage design guidelines.

The existing water hydrants, pad layout, and drain pit do not conform to design guidelines or designs of nearby national cemeteries and will be replaced as part of this project.

The existing flower watering stations are located adjacent to the back of the existing mountable curb for the existing burial sections. The trash and flower vase receptacles are Victor Stanley Ironsites© models consistent with other national cemeteries. The existing flower watering stations use Haws water spigots supported by powder coated metal posts. The ‘Do Not Drink’ signs installed at the existing flower watering stations do not comply with the current VA Signage Design Guide Section 12 National Cemetery Signs. The design guide recommends using ‘Do Not Drink’ decals on metal posts. However, the metal posts used at the existing flower watering stations are smaller than the dimensions provided in the VA Signage Design Guide. The rounded stone drainage area for the water spigot was observed as smaller than the area needed to contain the flow from the water spigot. A field test noted the rounded drainage stone area quickly overflowed which raised concerns about the potential of flooding if the water spigot were damaged or stolen.

The water spigot was observed as proud from the metal post and raised concerns about theft of the spigots. Existing flower watering stations will be replaced to meet current NCA design requirements.

Landscape Design The landscape design shall match the existing cemetery’s turfgrass sod for the gravesite expansion. Trees shall be regionally native and provide visual separation between the new Burial Sections. Burial sections shall have Bermuda turfgrass sod to match the existing burial sections.

Areas outside of burial areas shall have Bahia turfgrass sod to match the existing cemetery.

Observed while on site Crape Myrtle ornamental trees with white flowers (Lagerstroemia indica) and Red Bottlebrush ornamental trees with red flowers (Callistemon citrinus) are installed. These trees were not shown on the Phase 1B landscape plans. The design team shall review the landscape design with the Cemetery staff and Southeast District Agronomist to determine the best landscape design for the cemetery to support the NCA mission of honoring Veterans and their eligible family members with final resting places in national shrines and with lasting tributes that commemorate their service and sacrifice to our Nation.

Cemetery Signage Generally, the existing cemetery signs do not comply with the current VA Signage Design Guide Section 12 National Cemetery Signs. New cemetery signage and replacement of existing cemetery signs pertaining to the gravesite expansion shall be identified and designed with this project. The existing ‘Cemetery Directory’ sign shall be replaced with a new sign complying with the current VA Signage Design Guide Section 12 National Cemetery Signs. The Cemetery Directory panel shall be updated to incorporate the new burial sections of this gravesite expansion project. Floral regulation signs will be provided pursuant to SE District details.

New granite burial section markers shall match the existing section markers. Two section markers shall be provided per new burial section associated with the gravesite expansion.

Columbarium, Memorial Wall, and Ossuary Cap Joint Replacement The existing Columbarium A, Memorial Walls, and Ossuary at Tallahassee National Cemetery cap joints have been identified by the facility conditions assessment (FCA) as needing replacement. After completing site investigation of the existing conditions of the cap joints, the design team identified joints needing replacement.

Space Force Seal Both the committal shelters will be modified to include the Space Force seal among the existing Service Seals. A granite slab will be mounted for the plaques to attach. The granite will match the existing granite found with the columbarium.

A flagpole will be added to the flag assembly area to display the Space Force flag. The five (5) existing flagpoles will be removed to allow for the symmetrical display of six (6) new flagpoles.

APPENDIX A

IRRIGATION NARRATIVE

MEMORANDUM

January 10, 2023

TO: Chad Wallen Gordon

FROM: Robert Beccard, P.E.

JD Leonard, CID

RE: Tallahassee National Cemetery Grave Site Expansion Design Development Irrigation Basis of Design Narrative

Existing Irrigation System

Based on previous design phases, the following irrigation equipment is being used:

Sprinklers: Rain Bird 752 valve in head rotor sprinklers Quick Coupling Valves (QCV): Rain Bird 5LRC Isolation Gate Valves (IGV): Ductile iron gate valves compatible with mainline pipe.

Pipe Type: HDPE DR11 mainline, and sub mainline Controller: Rain Bird ESP-LXD (50 station)

Proposed Grave Site Expansion Irrigation System

The irrigation design concept for the cemetery expansion is:

To provide an efficient and manageable permanent irrigation system for the landscaped areas worthy of a national shrine A Valve-in-headf golf style system to match existing with solenoid activated remote control valves and PVC lateral piping.

Replace and relocate the existing pedestal mount controller with one (1) new controller.

New controller would be installed adjacent to the existing so that the existing 120 VAC power source can be used.

Mainline Pipe and Valves

HDPE DR11 pipe to match the existing is used for mainline. Irrigation mainline piping will be routed from the mainline pipe stub out to the expansion burial sections. The pipe will either parallel the perimeter road or be routed at the back of the burial sections. When installed on one side of the road, the mainline will cross under the road as needed to accommodate the irrigation system on the opposite of the road. When located parallel to the road, the mainline will be 3-feet from back of road edge or curb to avoid conflicts with trees. Mainline is installed at a minimum depth of 30-inches to top of pipe.

The mainline pipe will be designed in a looped configuration to minimize pipe sizing. Mainline pipe is sized using a computerized hydraulic model that allows the pipe to be optimized based on the assumed maximum flow operating scenario.

Tallahassee National Cemetery Irrigation Basis of Design – Design Development October 31, 2022

Mainline components include Isolation Gate Valve Assembly, Quick Coupling Valve Assembly and Air Vacuum Relief Valve Assembly.

Isolation Gate Valve Assembly (IGV) - Allows sections of the mainline to be separated for maintenance purposes. An IGV can also be used to terminate mainline pipe for phased construction. IGVs are sized to match the mainline pipe size.

Quick Coupling Valve Assembly (QCV) - Provides the connection for the manual watering or other maintenance operations. QCVs will have keys that are compatible with irrigation hoses and are typically sized 1-inch. Because of the existing manual watering system, it is anticipated that only a minimal number of QVCs will be used in areas that cannot be currently reached. QCVs are rated for 200 PSI. Rain Bird 5LRC series quick coupling is used to match existing.

Air Vacuum Relief Valve Assembly (AVR) – Allows air to escape the mainline pipe when filling or air to enter when draining. AVR will be installed at high point(s) in the mainline.

AVR are typically sized 2-inch. Continuous acting AVR is specified. Bermad 02 ARC is used to match existing.

Flower Water Stations (FWS) Connection Assembly – FWS hydrants will match existing that is at the columbarium. A shut-off valve and adjustable pressure regulator are provided. Water for the FWS will be from the irrigation system mainline. Haws 6252EHLF faucet and a tubular steel post and cap is used to match existing.

All assemblies are installed in a plastic valve boxes with the lids branded to identify the assembly. Branding is as required by VA Standard Specifications.

Sprinklers and Laterals

A valve-in-head golf style sprinklers will provide control over areas for second internments and row by row burial of 1st internments. The rotor sprinklers can be shut off in the field and adjusted to provide a variable arc.

Isolation valves will be provided for each burial section for maintenance.

Constant pressure submain pipe downstream of the submain isolation valve to the sprinklers are HDPE and sized such that there is less than a 10% of available pressure friction loss in the submain. Burial depth will vary from 18-inches in in-ground cremain sections and common open space along roads to 32- to 34-inches in preplaced crypt sections.

Control System

Existing controller is a Rain Bird ESP-LXD using two-wire decoder technology. This controller can be expanded to up to 200 stations using the ESP-LXD-SM75 75 station expansion module.

An updated communication card IQ-NCC will provided to communicate via cellular modem with the cloud based central control Rain Bird IQ V4.

APPENDIX B

ARCHITECTURAL NARRATIVE

ARCHITECTURAL

OVERVIEW

The architectural scope of work for this project consists of addressing multiple Facilities Condition assessment (FCA) deficiencies for the following location on site:

· Administration/PIC Building

· Maintenance Building

· Honor Guard Building

CODES AND STANDARDS

● PG-18-1, Master Construction Specification Index

● PG-18-3, Design and Construction Procedures

● PG-18-4, Standard Details and CAD Standards

● PG-18-5, Equipment Guide List

● PG-18-10 Design Manuals

● PG-18-13 Barrier-Free Design Standard

● PG-18-15, VA A/E Design Submission Requirements

● PG-18-17, Environmental Compliance program

● PG-18-10, NCA Design Guide

● PG-18-12 Design Guides, Graphical, By Function

● NCA Master Construction Specifications

● NCA Directive 7545 The NCA Cultural Resource Management

● Special Design Requirements

● Cost Estimating Requirements

● Design Review Checklists

● A/E Standards Alerts

● A/E Design Alerts

● Fire Protection Design Manual

● NFPA 101 – Most recent version

● International Building Code (IBC) – Most recent version

ARCHITECTURAL DESIGN APPROACH

Under the scope of this project CBDG is to prepare the construction documents to address the FCA deficiencies noted by VA’s National Cemetery.

All design options endeavor to meet safety codes, certification and licensing requirements as set forth by the VA and NCA.

Architectural Concepts and Option Descriptions:

1. Administration building:

o Casework Accessibility Reconfigure the existing casework (base cabinet only) in the Lunchroom to allow for an accessible front approach at the sink meeting the ABAS requirements for knee and toe clearance (ref. ABA section 306) with a minimum clear floor area of 30” x 48” clear. The existing countertop, backsplash, sink and faucet will be removed and replaced with a new one. The adjacent wall will be touched-up or if not possible, the entire wall will be painted (wall-to-wall/ceiling-to-ceiling). The wall finish will match the existing paint manufacturer, color, and sheen previously used. The countertop material will be a quartz type (solid surface) product to match the existing countertop and backsplash. Edge of countertop treatment and detail will match that of the existing countertop. The plastic laminate faced cabinet will match the existing plastic laminate manufacturer, type, pattern, and color used on the adjacent base cabinet. All exposed portions of the new base cabinet will be faced with plastic laminate. All new plastic laminate surfaces will be counterbalanced.

· Basis of Design:

o Plastic Laminate: Wilsonart or Formica o Solid Surface: LG or Corian o Paint: Match existing o Mechanical Enclosure Capstone/Corrosion:

Damaged capstones and related flashing at the mechanical enclosure will be replaced with new capstones matching the same profile, color style and design of the original capstone. The damaged/rusting capstone’s flashing material will be replaced with a non-stainable stainless-steel flashing/drip edge material. Rust stains found on the face of the existing brickwork will be cleaned up using an approved masonry cleaner/detergent.

o Exterior Wall Low Flashing/Drip Edge:

During our site survey we observed and documented that the masonry low drip edge at the base of the existing exterior wall developed some minor level of corrosion/oxidation. It was also observed that the continuous drip edge was in regular contact with moist landscape material such as mulch. Additionally, it was observed that there is no clear space currently between the drip edged and the finish grade elevation (4” min.). The same level of oxidation on the drip edge was not occurring at location around the perimeter of the Administration building where the drip edge is not in contact with a moist material and is located above the finish grade and/or concrete sidewalk. The complete removable and replacement of the existing metal flashing would be very invasive to the building envelope albeit costly. As such, we do not recommend this option; while the drip edge appears pinned and discolored, it is overall salvageable and still serviceable. The approach to mitigate the issue would require the following:

v Sandblast drip edge to remove any pinned, discoloration and oxidization residue. Apply an epoxy coating finish over an epoxy compatible metal primer to all the exposed surfaces of the drip edge.

v Apply sealant below the drip edge between the wall and drip edge.

v Address the landscaping and grading around the building such as any landscape material, water drip and sprinkler are no longer in direct contact with the drip edge. Recommend maintaining a positive slope away from building perimeter.

o Gaps at Exterior Windows Covered Building Entrance:

Additional information such as the existing window shop drawings/submittals were previously requested of the VA; these items have not been available for consultation. As-built condition surveyed in the field appears to differ from the detailing depicted in the as-built documents received. The recommended approach would be to remove all the interior/exterior aluminum trims where the gaps currently occur in excess and replace them in toto with better fitted ones.

The aluminum windows are placed between structural steel tubing. An aluminum trim has been installed over a steel tubing and between the window to conceal the structure. The gaps between the windows and trim are inconsistent, unequal on each side, and vary greatly from one window to the other.

The new aluminum trims would match the color and style of the existing ones.

The gap between the windows and new aluminum trim will be kept at a 1/4” min.

A new outdoor rated sealant and backer rod will be installed in the gaps to allow for expansion and movement while maintaining a weather tight installation.

o Clerestory Window Cleaning:

Provide a thorough cleaning inside and out to all the existing clerestory windows facing north, south, and west using an approved cleaning solution. GC will remove any exterior windows screen if present.

2. Maintenance Building:

o Casework Accessibility:

Reconfigure the existing casework (base cabinet only) in the Lunch/Vending Room to allow for an accessible front approach at the sink meeting the ABAS requirements for knee and toe clearance (ref. ABA section 306) with a minimum clear floor area of 30” x 48” clear. The existing countertop, backsplash, double-bowl sink and faucet will be removed and replaced with new ones. The adjacent wall will be touched-up or if not possible, it will be painted wall-to-wall/ceiling-to-ceiling and will match the existing paint manufacturer, color, and sheen used.

The countertop material will be a quartz type (solid surface) product to match the existing countertop and backsplash. Edge of countertop treatment and detail will match that of the existing countertop. The plastic laminate faced cabinet will match the existing plastic laminate manufacturer, type, pattern, and color used on the adjacent base cabinet. All exposed portions of the new base cabinet will be faced with plastic laminate. All new plastic laminate surfaces will be counterbalanced.

· Basis of Design:

o Plastic Laminate: Wilsonart or Formica o Solid Surface: LG or Corian o Paint: Match existing

3. Honor Guard Building:

o Casework Accessibility:

Reconfigure the existing casework (base cabinet only) at the Honor Guard Room to allow for an accessible front approach to the sink meeting the ABAS requirements for knee and toe clearance (ref. ABA section 306) with a minimum clear floor area of 30” x 48” clear. The existing countertop, backsplash, sink and faucet as well as an existing base cabinet (w/ drawer and door) will be removed and replaced with new. Wall plumbing will be reconfigured for new sink. The Adjacent wall will be touched-up or if not possible, it will be painted wall-to-wall/ceiling-to-ceiling and will match the existing paint manufacturer, color, and sheen used. The countertop material will be a quartz type (solid surface) product to match the existing countertop and backsplash. Edge of countertop treatment and detail will match that of the existing countertop. The plastic laminate faced cabinet will match the existing plastic laminate manufacturer, type, pattern, and color used on the adjacent base cabinet. All exposed portions of the new base cabinet will be faced with plastic laminate. All new plastic laminate surfaces will be counterbalanced.

· Basis of Design:

o Plastic Laminate: Wilsonart or Formica o Solid Surface: LG or Corian o Covered Porch Ceiling Fan Replacement:

Replace the existing ceiling fan at the covered porch. The existing electrical connection will be re-used and will service a new U.L. listed (damp area rated) ceiling fan. The new ceiling fan diameter will match in kind that of the existing ceiling fan being replaced.

[End of Appendix]

APPENDIX C

MECHANICAL NARRATIVE

Mechanical:

APPLICABLE CODES

The following Building Codes and Design Standards will be applied to the design and construction of the Restroom Building to be added to Baton Rouge National Cemetery:

· IBC-2018, International Building Code

· IMC-2018, International Mechanical Code

· IPC-2018, International Plumbing Code

· VA HVAC Design Manual

· VA Plumbing Design Manual

DESIGN NARRATIVE

The existing exhaust fans for Committal Shelter 1 and Committal Shelter 2 have deteriorated and were rendered inoperable prior to the start of this project. The existing exhaust fans have been already been removed from the top of the door and only the exterior louvers remain in place. The intent will be to reuse the existing penetration and louver. The design will include installing a shutter mount exhaust fan centered on interior of existing exhaust louver above door utilizing the existing bird/insect screen on existing exterior louver. All remaining existing louver space will be covered with an interior mounted aluminum blank off plate. Exhaust fan shall be corrosion resistant and designed for damp installations.

These fans should draw air out of the space almost 24/7 unless a committal is occurring; manual overrides will be provided for this case. Variable fan speed controls should also be considered.

Additionally, the statement of work describes a possible clearance violation with electrical systems. The photos of the existing conditions do not indicate this so elaboration may be required from the previous FCA or the VA.

Calculations:

Committal Shelter Storage Closet SQFT: 90 sqft

Ceiling height: 10 ft

Total volume: 900 cf

Minimum air changes per hour: 4

Minimum airflow requirement: 60 cfm

APPENDIX D

ELECTRICAL NARRATIVE

Electrical:

APPLICABLE CODES

The following Building Codes and Design Standards will be applied to the design and construction of the Restroom Structure to be added to Baton Rouge National Cemetery:

· NFPA 70-2020 NATIONAL ELECTRICAL CODE

DESIGN NARRATIVE

Electrical services to be provided are for replacement of a ceiling fan in the honor guard, replacement of exhaust fans and correction of code deficiencies in the electrical room of the Committal Shelters, and replacement and repair of the exterior flag lighting. This includes power for electrical and mechanical components.

The ceiling fan located at the honor guard building is deteriorating and is not rated for outdoor applications. It is recommended that this fixtures is replaced with an outdoor rated fixture that is similar to the existing fixture or that matches the other fixtures on site.

The existing electrical equipment in the committal shelter space may have a clearance deficiency as installed. The electrical panel is surface mounted to the wall with a transformer suspended from the ceiling directly above the panel. If the bottom of this transformer is less than 6’6” from the finished floor, it obstructs the required working clearance for the electrical panel.

There are several possible options for how to correct the deficiency:

· The transformer can be relocated to the wall on the left.

· The suspended ceiling can be removed and the transformer can be relocated nearer to the structural ceiling.

· The panelboard can be relocated.

Currently, the first option is selected as the basis of design in which the transformer is relocated and the conductors and conduits are intercepted and extended as required for reinstallation.

The existing flag pole lighting no longer functions as intended. The existing fixtures are recessed into the ground. It is possible that a portion or portions of the underground installation have been damaged so new wiring should be pulled for the replacement lighting. Temporary lighting has been provided in the interim. A one-to-one replacement for in ground lighting is possible to maintain, although there was mention that above ground lighting. The existing drawings indicate the replacement of the lighting, transformers, and lighting pits.

APPENDIX E

TELECOMMUNICATIONS NARRATIVE

Telecommunications:

APPLICABLE CODES

The following Building Codes and Design Standards will be applied to the upgrading of the Telecommunication Infrastructure and Telecommunication Rooms at Tallahassee National Cemetery:

· OIT Design Guide for Inside Plant Telecommunications Enclosures (TE), (Telecommunications Wall-Mounted Cabinet), National Cemetery Administration Specification, Version 1.2, January 28,2022

· Infrastructure Standard for Telecommunications Spaces Version 3.1 July 1, 2021, | Solution Delivery-Data Center and Infrastructure Engineering

DESIGN NARRATIVE

Administration Telecom Room – Existing conditions There are five cables that come through three 4 inch PVC stub ups through the concrete floor. The identified cables are as follows: One 50pair 24AWG copper cable, a 25pair 24AWG copper cable, a 24-strand fiber optic Single Mode OSP cable, and a 6-strand multimode OM1 OSP fiber cable.

The Demarc is in the telecommunication room in the Administration Building. The Carrier Ethernet/Mobile Demarcation Device is wall mounted on the existing plywood backboard. The NCA uses an SLA-based Ethernet, which is a contract with the carrier to ensure the carrier provides the bandwidth NCA contracted.

The carrier for the Tallahassee NCA is Century Link who rebranded as Lumen Technologies. There is a 25 Pair Suttle Indoor Enclosed Building Entrance Terminal (BET) with a Century Link label.

There is a 50 Pair M-Type 66-Clip Connecting Block with labeling such as 9420373 which we assume is for phone terminations. There are six pre-wired surface mount wall jack biscuits loaded with 2-port 110-type unshielded CAT5e keystone jacks. The NCA facility recently upgraded to a Cisco phone system.

The existing rack has a 2-RU rack-mounted fiber panel on 45RU. The fiber enclosure has two 6-SC blue Duplex F-type Adapters and a spare space to fit a third one There are Multimode OM1 duplex fibers connected to 4 of the adapters. The patch panel on 38-39RU is a 48-Port 2RU keystone patch panel with 28 CAT6 RJ45, there are 2RU vertical wire managers between each of the patch panels. 34-35RU hold a 48-Port 2RU keystone patch panel with 33 CAT6 RJ45. There are two Ethernet to multimode fiber converters on 30RU. There is a CCTV switch on 29RU, and a Cisco 4300 series router on 27-28RU. 26RU is blank and 25RU contains a Cisco switch with POE capabilities.

Photo 1 – Carrier BET

Maintenance Telecom Room – Existing conditions There are two cables that come through two 4-inch PVC stub ups through the floor slab. There is a 50pair 24AWG copper cable, a 12-strand multimode OM1 OSP fiber cable, and a 24-strand fiber optic Single Mode OSP cable. The OSP fiber comes in an innerduct while the copper is directly in the PVC conduit.

The copper OSP is grounded on a wall mounted Building Entrance Terminal (BET) as required by the National Electric Code (NEC) to protect the equipment from electrical disturbances. The BET has a label that states: “50pair is house able from the Admin. building, 6pair feed construction trailer across the street, and 25/HCGS/264476/CEFL XB195 PR:224 HC PR:28.”

There is a one RU Fiber Optic Rack Mount Enclosure OPTIchannel loaded with 6 SC Duplex Adapters at 44RU on the rack. Three of the six SC duplex adapters are being used as 6 strands of multimode OM1 patch fibers (orange jacket fiber) are connected.

The existing rack in the telecommunication room is a 45RU two-post rack manufactured by Hoffman, it has one vertical wire manager on the right-hand side of the rack and no wire manager on the left side.

There is one vertical wire manager between the fiber enclosure and the patch panel on 43RU and 42RU.

The vertical wire manager is empty. The patch panel on 41RU is a CAT6 24-port RJ45 patch panel. Only one of their jacks was being used during the time of the site investigation. There is also a Cat 6 Flat 48- Port 2RU Black Patch Panel mounted on 37-38RU in the rack. Two of the keystones in the patch panel are CAT6A, but the rest are CAT6 RJ-45 keystone.

The CCTV switch is located on 34RU in the rack, the 2RU Cisco Router is on 27-28RU and the Cisco switch is located on 33RU.

The security cameras are connected via Power Over Ethernet (POE) with CAT6 cabling. The Bosch IDS (Intrusion detection system) panel is wall mounted next to the Lenel access controller.

Photo 2 – Existing Maintenance Rack

Honor Guard Telecom Room – Existing conditions There is a 50pair copper cable and a 12-strand fiber optic OSP cable that enter the Honor Guard telecom room through two 4inch PVC stub up conduits through the floor. The copper OSP terminates on a wall mounted Building Entrance Terminal (BET) inside of a Porta system terminal block enclosure for surge protection requirements per Code.

There is a one RU Fiber Optic Rack-Mount Enclosure OPTIchannel loaded with 6 SC Duplex Adapters at 24RU on the rack. Four OM1 fibers are connected to two SC adapters at the front/face of the fiber enclosure.

The existing rack in the telecommunication room is a wall mounted rack. There is a horizontal wire manager between the fiber enclosure and the patch panel on 23RU. The 24-port RJ45 CAT6 preloaded patch panel is mounted on 22RU. There is another 1U horizontal wire manager that is not being used under the patch panel on 21RU. There is another unused horizontal wire manager under it on 20RU.

There is a 1U 24-port keystone patch panel. There is another unused horizontal wire manager under it on 19RU. The CCTV switch is located on 17RU in the cabinet, and it has 87.5% spare capacity. The Cisco switch is rack-mounted in 15RU and only 10% of the switch is being used. The switch has a duplex OM1 fiber connected to it. At the bottom of the rack there is a rack-mounted APC UPS.

There is a Lenel access controller mounted on the wall on the plywood backboard as well as a Bosh IDS enclosure.

Photo 3 – Existing Honor Guard Telecom Room

Upgrades

Comparing the existing conditions on site with the current standard, the telecommunication system is not compliant on the following:

1. There still used of multimode OM1 fiber which is no longer allowed. The backbone fiber should be a minimum of OM3, but preferably OM4. Multimode fiber will be upgraded. The existing single mode fiber is compliant with standards.

2. The utility carrier was contacted to see what speed and infrastructure was coming into the NCA site into the Demarc, but information was not provided.

3. The racks should be 4-post racks instead of two posts. It should be a 45RU channel rack with white finish for reduced energy absorption and increased reflectivity to improve visibility.

4. The new standard states that CAT6 is exempted and authorized when a variance is submitted, but CAT6A is the preferred performance category for the UTP horizontal cabling. The existing horizontal cabling at the Tallahassee NC is CAT6, therefore the NCA can submit a variance to keep it as is or update the cabling. Cabling will be updated in the design upgrade package

5. Since the cabling will be updated to CAT6A, the patch panels will need to be updated from CAT6 to CAT6A patch panels and they will need to be switched to angled patch panels for better wire management requirements. The recommended patch panels on the Standard are high density 48 port 1 RU angled panels.

6. The standards state that telecommunication rooms where no facility UPS is available, the rack mounted UPS will provide 5 kW to 6 kW to the vertical PDU on the A-side distribution leg, supporting the SD, 5 kW design. The rack mounted UPS observed were smaller than 5kW and the life span was unknown.

APPENDIX F

GEOTECHNICAL REPORT

ECS Florida, LLC Geotechnical Engineering Report

Tallahassee National Cemetery

5015 Apalachee Parkway Tallahassee, Leon County, Florida

ECS Project Number 68:1023

October 24, 2022

2334 Capital Circle NE, Tallahassee, FL 32308 • T: 850-713-3200 • ecslimited.com

ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid-Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP

October 24, 2022

Mr. Chad Wallen, PLA Integrity Federal Services 148 S. Queen Street, Suite 201 Martinsburg, WV 25401

ECS Project No. 68:1023

Reference: Geotechnical Engineering Report

Tallahassee National Cemetery 5015 Apalachee Parkway Tallahassee, Leon County, Florida

Dear Mr. Wallen:

ECS Florida, LLC. (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing conducted, and our design and construction recommendations.

It has been our pleasure to be of service to Integrity Federal Services during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, ECS Florida, LLC.

Cody M. Wallace, P.E. Nemer (Nick) Y. Oweis, P.E.

Project Engineer Senior Principal Registered, Florida No. 92248 Registered Florida No. 44755 CWallace1@ecslimited.com NOweis@ecslimited.com mailto:cwallace1@ecslimited.com mailto:NOweis@ecslimited.com mailto:NOweis@ecslimited.com

Tallahassee National Cemetery October 24, 2022 ECS Project No. 68:1023 Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use/Past Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Subsurface Characterization

3.2 Groundwater Observations

3.3 Laboratory Testing

4.0 SITE CONSTRUCTION RECOMMENDATIONS

4.1 Subgrade Preparation

4.1.1 Stripping and Grubbing

4.1.2 Subgrade Compaction

4.2 Earthwork Operations

4.2.1 Existing Soils

4.2.2 Structural Backfill and Fill Soils

4.3 General Construction Considerations

5.0 CLOSING

APPENDICES

Appendix A – Drawings & Reports

• Site Location Diagram

• Boring Location Diagram

• Generalized Subsurface Profile A-A’

• Generalized Subsurface Profile B-B’

Appendix B – Field Operations

• Reference Notes for Boring Logs

• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)

• Geotechnical Borehole Logs

Appendix C – Laboratory Testing

• Laboratory Test Results Summary

ECS Project No. 68:1023 Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal foundation recommendations are summarized. Information gleaned from the Executive Summary should not be utilized in lieu of reading the entire geotechnical report.

• In general, the soils encountered throughout the site consisted of Very Clayey Sand (SC) and Sandy Clay (CL). These soils are considered moderately plastic and can prove difficult to compact during construction. If these soils prove too difficult to compact, we recommend over-excavation and replacement with “Structural” fill soils.

• Structural fill soils consist of non-plastic, inorganic, granular soil having less than 12 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material.

• Possible fill and very dry, desiccated clayey soils were encountered within the upper 2 to 4 feet of existing grades. The fill was encountered in Boring B-06 and may be encountered in other areas throughout the site. The very dry, desiccated soils may require heavier excavators to penetrate.

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1.0 INTRODUCTION

The purpose of this study was to provide subsurface data for the design of the expansion of the number of gravesites at the Tallahassee National Cemetery. We understand an additional 1,600 Pre-placed Crypts (PC’s) and 2,900 Pre-placed Concrete Urn Vaults (PV) will be designed and constructed within the subject area. General site-soil preparation procedures were evaluated and included in this report. ECS did not evaluate the performance of the planned foundation systems.

Our services were provided in general accordance with the Master Consultant Agreement for Contract No. VA786A-17R-0029 between Integrity Federal Services, Inc. (Integrity) and ECS Florida, LLC (ECS) dated September 20, 2022.

The report includes the following items.

1. A brief discussion of our understanding of the planned construction and proposed site-work/grading.

2. A presentation of the field and laboratory test procedures used and the data obtained.

3. A presentation of the existing on-site conditions, such as topography, surface vegetation, etc. as they relate to the planned construction.

4. A presentation of the encountered subsurface conditions, including subsurface profiles and measured groundwater levels, and estimated seasonal high groundwater levels.

5. A geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned construction.

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE

The project site is located within Tallahassee National Cemetery at 5015 Apalachee Parkway in Tallahassee, Florida. The subject area is outlined on Figure 2.1.1 below and a Site Location Diagram is attached for additional reference. This portion of the property is estimated to be 4-acres, and is bordered by:

• Honor Circle (main cemetery roadway) to the West and South

• Open, grassed area to the North

• Wooded and Open, grassed area to the East

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Figure 2.1.1. Site Location

At the time of this investigation, the site was an open, grassed lot that was easily accessible to a track-mounted drill rig. The area appeared to slope down towards Honor Circle from the northern and eastern boundaries with the central portion appearing relatively flat. Google Earth elevations indicate the site slopes down to the west and south with an approximate high and low elevation of EL. 150 to EL. 131.

Historical imagery was reviewed back to 1994. Aerials suggest the site underwent earthwork changes between 2014 and 2017 as the cemetery began construction. The site appeared to be relatively unchanged after 2017.

2.2 PROPOSED CONSTRUCTION

We understand Tallahassee National Cemetery desires to expand their gravesite area to the subject site for the future addition of 1,600 Pre-placed Crypts (PC’s) and 2,900 Pre-placed Concrete Urn Vaults (PV’s).

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3.0 FIELD EXPLORATION AND LABORATORY TESTING

For this investigation, seven (7) Standard Penetration Test (SPT) borings were advanced to depths of 15 feet below existing ground surfaces. The approximate test locations are shown on the attached Boring Location Diagram.

Prior to test performance, the boring locations were marked with wooden stakes and utility locate services (Sunshine 811) were contacted. The tests were located with a handheld GPS and performed in areas that were deemed accessible to the drilling test equipment. The GPS coordinates shown on the attached boring logs should be considered approximate. During drilling operations, plywood was placed beneath the track-mounted drill rig and flight auger operations were performed to limit the chance for showing unattractive tracks, rutting, and spilled drilling spoils. Our Subsurface Exploration Procedures are explained in greater detail in Appendix B.

3.1 SUBSURFACE CHARACTERIZATION

The table below provides a general representation of the soils encountered. Notable conditions are provided after the table.

Typical Depth (ft) Stratum General Description

From To

Surface cover

0.5 n/a Topsoil

0.5 6 - 15 I Loose to Medium Dense VERY CLAYEY SAND (SC) Stiff to Very Stiff SANDY CLAY (CL)

6 - 8 15 II Loose to Medium Dense SILTY-CLAYEY SAND (SC-SM) and SILTY

SAND (SM)

• Possible fill was encountered at Boring B-06 within the upper 4 feet.

• The upper 2 to 4 feet of soils indicated dry to desiccated moisture conditions.

A graphical presentation of the subsurface conditions is shown on the Subsurface Cross Section Diagrams included in Appendix A. Please refer to the boring logs in Appendix B for more detailed information.

3.2 GROUNDWATER OBSERVATIONS

Normal Groundwater Levels (NGWL’s) or conditions were not encountered within the depths of the borings performed. We estimate Seasonal High Groundwater Levels (SHGWL’s) are deeper than 15 feet within the immediate areas of the borings.

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3.3 LABORATORY TESTING

The laboratory testing consisted of selected tests performed on samples obtained during our field exploration operations. Classification and index property tests were performed on representative soil samples.

• Five (5) Natural Moisture Contents

• Five (5) Percent Passing the No. 200 Sieve

Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering Purposes (Unified Soil Classification System (USCS). After classification, the samples were grouped in the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual.

4.0 SITE CONSTRUCTION RECOMMENDATIONS

4.1 SUBGRADE PREPARATION

4.1.1 Stripping and Grubbing

Prior to construction, the location of existing underground utilities (if encountered) within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures.

The "footprint" of the proposed structures plus a minimum additional margin of 3 feet should be stripped of all surface vegetation, stumps, debris, organic topsoil, or other deleterious materials.

During grubbing operations, roots with a diameter greater than 0.5-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed.

Based on the results of our field exploration, it should be anticipated that 6 inches of topsoil and soils containing various amounts of organic materials may be encountered across the site. The actual depths of unsuitable soils and materials should be determined by ECS using visual observation and judgment during earthwork operations. Any topsoil removed from the building and parking/drive areas can be stockpiled and used subsequently in non-structural areas.

4.1.2 Subgrade Compaction

Upon completion of subgrade documentation, the exposed subgrade within the three-foot expanded limits should be moisture conditioned to within two percent of the soil’s optimum moisture content and be compacted with suitable equipment to a depth of 12 inches. Subgrade compaction within the expanded building and pavement limits should be to a dry density of at least

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95 percent of the Modified Proctor maximum dry density (ASTM D1557). ECS should be called on to document that proper subgrade compaction has been achieved.

4.2 EARTHWORK OPERATIONS

4.2.1 Existing Soils

The existing surface soils primarily consisted of dry to desiccated Very Clayey Sand (SC) and Sandy Clay (CL). These soils are considered moderately plastic, meaning they are subject to moderate volume change (shrink vs. swell) during periods of extreme weather conditions (wet vs. dry). During dry periods, heavier machinery may be required to penetrate the hard surface. Also, these soils can prove difficult to compact due to the high percent of fines and may require over-excavation during construction if they become overly wet. Note: Soils with more than 12 percent passing the No. 200 sieve will be more difficult to compact, due to their nature to retain soil moisture.

4.2.2 Structural Backfill and Fill Soils

Structural fill is defined as a non-plastic, inorganic, granular soil having less than 12 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material.

Structural Fill Compaction Requirements: Materials satisfactory for use as Structural Fill should consist of soils with the following compaction requirements.

STRUCTURAL FILL COMPACTION REQUIREMENTS

Subject Requirement

Compaction Standard Modified Proctor, ASTM D1557

Required Compaction 95% of Max. Dry Density (general structural fill)

Moisture Content -2 to +2 % points of the soil’s optimum value Note: Clean sands may have a higher moisture tolerance.

Loose Thickness prior to compaction

12 inches if vibratory drum roller compaction equipment is used 8 inches if vibratory drum roller is used in static mode

8 inches if track-mounted compaction equipment is used 6 inches if hand-held compaction equipment is used

Fill materials should not be placed on excessively wet soils. Excessively wet soils should be scarified, aerated, and moisture conditioned. Proper drainage should be maintained during the earthwork phases of construction to prevent ponding of water which has a tendency to degrade subgrade soils. The contractor should minimize dusting or implement dust control measures, as required.

We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. Moisture control may be difficult during extended periods of rain. The control of moisture content of soils containing more than 10% fines may be difficult when these soils become wet. Further, such soils are easily degraded by construction traffic when the moisture content is elevated.

4.3 GENERAL CONSTRUCTION CONSIDERATIONS

Moisture Conditioning: We anticipate that typical moisture conditioning for soils in this area should be anticipated. The clayey surface soils may be difficult to penetrate with smaller excavation

ECS Project No. 68:1023 Page 7 equipment. require wetting during dry periods or periods of high heat. During periods of high precipitation, drying of soils containing more than 12% fines may be required to be within ±2 percentage points of the modified Proctor optimum moisture content (ASTM D 1557).

Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and used in pavement areas.

Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be directed away from the construction area, and the work area should be sloped away from the construction area at a gradient of 1 percent or greater to reduce the potential of ponding water and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface water.

Excavation Safety: All excavations and slopes should be made and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing and constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and slopes as required to maintain stability of both the excavation sides and bottom.

Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and maintain good site drainage during earthwork operations to maintain the integrity of the surface soils. All erosion and sedimentation controls should be in accordance with sound engineering practices and local requirements.

5.0 CLOSING

Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. ECS is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report.

Our scope of services was intended to evaluate the soil conditions within the subject area. Our scope of services was not performed to address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings.

If any of the project description information discussed in this report is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be…