922CM3006_GANC_BOD For posting to FBO 8-11-22.pdf

U.S. DEPARTMENT OF VETERANS AFFAIRS

Georgia National Cemetery VA Project Number: 922CM3006

THIS PAGE WAS INTENTIONALLY LEFT BLANK FOR DOUBLE SIDED PRINTING

TABLE OF CONTENTS

1. Introduction

2. Existing Conditions

3. Site Development

4. Architectural

5. Fire Protection

6. Mechanical

7. Electrical

8. Plumbing

9. Structural

10. Specifications

11. Appendices

· Appendix A,B,C,E,F,G are not being used.

· Appendix D - Columbarium Concept

· Appendix H - Geotechnical Report

· Appendix I - Water of the U.S. Delineation Report

· Appendix J - Stormwater Management Report

Phase 2 Construction Documents

Bid Documents

1. Introduction

Project Goals and Objectives The goal of the Georgia National Cemetery 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). This project will add approximately 6,624 pre-placed double-depth crypts in 3’x8’ plots (PPC); 362 oversized pre-placed double-depth crypts in 5’x10’ plots (OS); 294 traditional full casket gravesites in 5’x10’ plots; 6,944 in-ground cremation sites in 4’x4’ plots (IGC); and 7,300 columbarium niches (CN).

Project Kick-Off Meeting On May 25th, 2021, the project kick-off meeting was held at the Administration/Maintenance Building at the Georgia National Cemetery. Included in this meeting were site visits by team members to assess and document site conditions. At the meeting, representatives from the VA, Georgia National Cemetery, and the Design Team reviewed and discussed the program objectives.

See Appendix A for meeting minutes and attendee list.

Schematic Design Review Meeting On July 28th, 2021, the SD review meeting was held virtually. At the meeting representatives from the VA, Georgia National Cemetery, and the Design Team reviewed comments and the plan set.

See Appendix B for meeting minutes and attendee list.

Layout & Grading Review Meeting Minutes On August 10th, 2021, the Layout & Grading Review meeting was held via teleconference. The meeting was held to discuss alternative design options to reduce construction costs. At the meeting, representatives from the VA, Georgia National Cemetery, and the Civil Design Team reviewed and discussed the program objectives.

See Appendix C for meeting minutes and attendee list.

Columbarium Concept Review On August 30th, 2021, the Columbarium Concept meeting was held via teleconference. The meeting was held to discuss alternative design options for the columbarium. At the meeting, representatives from the VA, and the Civil and Landscaping Design Team reviewed and discussed the program objectives.

See Appendix D for meeting minutes and attendee list.

Design Development Review Meeting On October 1, 2021, the DD review meeting was held virtually. At the meeting representatives from the VA, Georgia National Cemetery, and the Design Team reviewed comments and the plan set.

See Appendix E for meeting minutes and attendee list.

Bid Documents

Construction Documents 1 Review Meeting On December 8, 2021, the CD1 review meeting was held virtually. At the meeting representatives from the VA, Georgia National Cemetery, and the Design Team reviewed comments and the plan set.

See Appendix F for meeting minutes and attendee list.

Construction Documents 2 Review Meeting On February 18, 2022, the CD2 review meeting was held virtually. At the meeting representatives from the VA, Georgia National Cemetery, and the Design Team reviewed comments and the plan set.

See Appendix G for meeting minutes and attendee list.

2. Existing Conditions The Georgia National Cemetery is located off of Route 20 (Knox Bridge Highway) in Cherokee County, GA and is approximately 4.5 miles west of Canton. The cemetery is isolated by forested lands, rolling topography, and steep slopes.

Existing Cemetery: The existing cemetery is comprised of 16 burial sections, a scatter garden, two columbaria, an assembly area, three committal shelters, a public information center (PIC), and administrative/maintenance building. Upon entering the cemetery, the PIC and associated cortege lanes are located on the right. The drive then reaches a traffic circle which connects to the cemetery loop road. The administrative/maintenance building is connected to the loop road through a drive on the west side of the cemetery.

Phase 2 Expansion: This area is located east of the existing cemetery and will be accessed by the existing traffic circle. The land is heavily forested with deciduous trees and associated understory growth. Topography is dominated by a west-east ridgeline surrounded by steep slopes (up to 2:1 slope). There are two separate overhead utility lines owned by the Georgia Power Company, one is within a 100’ easement and the second is within a 50’ easement. The 100’ easement is to be maintained, and the 50’ easement is to be abandoned and overhead utility is to be removed. There is a cabin of marginal condition located outside of the Phase 2 expansion area.

Previous geotechnical investigation conducted with the Phase 1 project and the preliminary geotechnical investigation for the Phase 2 expansion area indicate partially weathered rock (PWR) and bedrock located throughout the cemetery at varying depths. For additional information refer to the Site Development Section of this document.

Wetlands have been identified near Phase 2, but will not be impacted by the current layout.

Bid Documents

3. Site Development During the on-site investigation meeting on May 25th, 2021, two scenarios for expansion were discussed. Option 1 was to convert the existing low demand traditional casket burial sections 4, 5, 12, 14, & 15 to pre-placed crypts and in-ground cremains. Option 2 was to expand the cemetery into the phase 2 area and leave the low demand traditional casket burial sections for conversion in later projects.

The positives and negatives of each option were discussed during the kick-off meeting. The decision was made to proceed with option 1 understanding that construction activities will need to be suspended during committal services, there is the potential for construction noise complaints, and traffic management will be required during construction. Upon development of the Schematic Design 2 (25% SD) submission not all of the burial options can be accommodated within the existing cemetery. Because of this, a hybrid of options 1 and 2 has been developed, requiring partial development of the Phase 2 area.

A significant amount of grading, both fill and cut, is required for this project. For the new Phase 2 area and associated burial section, segmental block retaining walls (matching the existing) will be located where slopes exceed 4:1 (25% slopes) and will not return to existing grade. The existing Phase 2 expansion area has significant areas where natural slopes are greater than 3:1 (33% slopes). The NCA facilities design guide notes mowed slopes to be a maximum of 4:1 (25%).

The Master Plan for the Phase 2 expansion area notes two areas for columbarium. During the Schematic Design 2 Submission (25% CD), the design team studied an option to have all 7,000 Columbarium niches at one location within the phase 2 expansion area. This option allows the second columbarium area and associated road to be reserved for development with a future expansion project and maximizes the available developable land within the phase 2 expansion area.

The 7,300 niches that will be provided in Phase 2 will be distributed between two columbarium plazas, Columbarium C and D, located adjacent to one another. These plazas will be separated by a loop road, which will also serve as the terminus of the Phase 2 road system. Each plaza will be further subdivided into two smaller symmetrical plaza areas, each with 3 dedicated parallel parking spaces off the loop road. Columbarium C will be the base bid condition, containing 10 double-sided walls, totaling 3,200 niches. Columbarium D will be a bid option, and will contain 10 double-sided walls and 8 single-sided walls (built within two separate retaining walls) along the backside of the plaza. Columbarium D totals 4,100 niches. The design of both the plaza layouts and walls reflect the design of existing columbarium plazas A and B. The length of the double-sided walls is similar to walls found in both existing plazas, and existing plaza A contains a single sided wall that doubles as a retaining wall. The materials will be similar to previous designs as well, utilizing white marble veneer at the piers, black granite kick stones, and limestone caps. The plazas will contain flower watering stations and benches as well. There will be no planters within the plazas, however there will be shade trees planted in the surrounding lawn to provide cool shade for patrons.

Site furnishings for Phase 2 will include flower watering stations, benches, pipe-rail vehicle access gates, and black ornamental aluminum fencing.

Bid Documents

New flower watering stations will be located at all new sections, and at the columbarium plaza.

These flower watering stations will not match existing, but rather conform to the most current NCA standards, with Victor Stanley trash and flower vase receptacles and ADA compliant water spigot. New water spigots will be NCA standard HAWS bronze spigot Model 6252EHLF, meeting ADA force requirement. Each spigot be installed onto precast concrete posts and will have a gravel sump below for drainage, with a perforated pipe to collect and redirect water. The pipe will be connected to a nearby storm water pipe or drainage structure. The floral regulations decal and ‘Do Not Drink’ signs will also meet NCA signage standards. All finishes shall match those of the existing cemetery.

Benches will be located throughout Columbarium C and D, and will match existing benches on site.

Pipe-rail vehicle access gate will be located at gravel maintenance roads. The black ornamental aluminum fencing will be located atop the segmental retaining wall along the new Phase 2 road.

Site Signage Phase 2 will include a complete replacement of all site signage and the addition of new signage in the expansion area. A sign inventory has been taken and compiled, including a photograph of each existing sign. All new signage will comply with current NCA standards, following the ‘m2’ or ‘Metal Post Family – Rectangle Style’ standards. New section markers shall be concrete, and match existing. Two specialty sings are also included in the replacements. One sign will have metal tracks for placing flexible plastic lettering, and the sign will show the next scheduled pick-up date for florals. The second special sing will be a digital marquee sign with and LED screen.

This sign will be located at the entrance to the cortege and will display the aisles and names of corresponding services. A shade structure will be constructed to shade the sign, protecting it from UV exposure and precipitation.

Service Emblem Replacement The service emblems at all three committal service shelters as well as the emblems at the assembly area will be replaced, and the Space Force emblem added to each location. The emblems at each committal shelter will be replaced by bronze bas-relief emblems of the same diameter as existing (12” dia). Emblems at the assembly area will be replaced by larger bronze bas-relief emblems, 40” in diameter.

Phasing Analysis of Sequencing Construction activities Construction access is anticipated to enter and exit from Mount Carmel Church Lane near the existing maintenance area and use cemetery roads for access to the existing burial sections and the Phase 2 expansion area. The contractor will need to coordinate construction activities with the cemetery to avoid perceivable noise or conflicts during funeral services. It is not recommended for the contractors to use the cemetery’s main entrance for construction access.

Bid Documents

Future Cemetery Expansion The new road provided with the Phase 2 expansion area provides multiple opportunities for future burial sections to be added where shown in the masterplan. The new Phase 2 road also accommodates two future opportunities for expansion north and east with additional future burial sections.

Physical Security Site Elements 25’ Standoff will be accommodated with the PIC expansion and additional parking area. There will not be any fencing of the existing property given its remote location and difficulty of construction of a fence.

Stormwater Management All stormwater management facilities shall be in strict compliance with the 2016 edition of the Georgia Stormwater Management Manual. Stormwater management is provided only for the proposed improvements. The state recommendation for extended detention of the 24-hour, 25 and 100-year storm event should be waived, given the poor soils, steep slopes, and objective to minimize the limits of disturbance.

Water quantity and quality design:

All stormwater management facilities shall be in strict compliance with the 2016 edition of the Georgia Stormwater Management Manual. Stormwater management is provided only for the proposed improvements. the state recommendation for extended detention of the 24-hour, 25 and 100 year storm event should be waived, given the poor soils, steep slopes, and objective to minimize the limits of disturbance. The site ultimately discharges to Lake Allatoona.

The runoff reduction method is not achievable for this site due to the existing soils and topography. the soils are not suitable for infiltration and the topography on average has a slope of 3 to 1, which does not help promote infiltration.

In lieu of runoff reduction, the design proposes measures that will treat 1.2-inches of rainfall and remove 80% of the total suspended solids (TSS) in accordance with the Georgia Stormwater Management manual. The water quality volume requirements are met by utilizing 2 -bioretention basins, 10 - Filterras, and reforestation/revegetation. The water quantity volume has been provided by utilizing two concrete underground detention facilities. Construction is proposed within existing areas of the cemetery where the ground cover will match the existing conditions, as such stormwater management is not required in those specific areas.

Stream channel protection has been provided by utilizing 2 - proprietary underground detention ponds. the design proposes the 24-hour extended detention storage for the 1 year, 24-hour return frequency storm event, erosion prevention measures, and preservation of the existing vegetative buffer for the existing stream outfall as required. The 1-year discharge rate for Pond #1 has been reduced by approximately 25% from 8.28 CFS to 6.18 CFS. The 1-year discharge rate for Pond #2 has been reduced by approximately 16% from 1.58 CFS to 1.32 CFS.

Overbank flood protection has been provided by reducing the peak discharge rate for post development to below the pre-development discharge rate. the reduction of the post

Bid Documents development flow rate is provided for the 2-, 5-, and 10-year storm events. As such, the 25-year, 24-hour discharge rate is reduced to pre-development discharge rate and no adverse impact downstream is anticipated. The summary of the reduced discharge rates for Pond #1 is the following. The 2-year discharge rate has been reduced by approximately 37% from 11.77 CFS to 7.35 CFS. The 5-year discharge rate has been reduced by approximately 31% from 18.02 CFS to 12.33 CFS. The 10-year discharge rate has been reduced by approximately 9% from

23.69 CFS to 21.56 CFS. The 25-year discharge rate has been reduced by approximately 18% from 32.18 CFS to 26.43 CFS. The summary of the reduced discharge rates for Pond #2 is the following. The 2-year discharge rate has been reduced by approximately 13% from 1.98 CFS to

1.72 CFS. The 5-year discharge has been reduced by approximately 17% from 2.66 CFS to

2.21 CFS. The 10-year discharge rate has been reduced by approximately 23% from 3.27 CFS to 2.5 CFS.

Extreme flood protection is provided by reducing the peak discharge rate for post development to below the pre-development discharge rate. The reduction of the post development flow rate is provided for the 2-, 5-, and 10-year storm events. as such, the 100-year, 24-hour discharge rate is reduced to pre-development discharge rate and no adverse impact downstream is anticipated. See Appendix J for full stormwater management report.

Landscape Architecture General:

The existing landscape at the Georgia National Cemetery is primarily comprised of large burial areas. All areas are comprised well-maintained lawns with interspersed with a mix of primarily shade trees and occasional ornamental trees which provides an outdoor experience that is tranquil for visitors and reverential for those at rest. The proposed landscape architectural design for this expansion is intended to transition seamlessly from the existing site into the expansion area. Landscape plantings will be designed to provide visual prompts that will help guide families and visitors through the site, provide separation of individual burial sections, and enhance special outdoor spaces.

Plant Materials:

Native, adapted and drought-tolerant plant materials, primarily trees and limited bed plantings, will be selected for compatibility with the cemetery’s existing plant materials and local environmental conditions, to minimize site maintenance requirements and to conserve water resources. All plant materials shall be selected and installed in accordance with ANSI Z60.1 (American Standard for Nursery Stock). Plant materials shall be installed between April 20 – October 1. Landscape beds shall have shovel-cut edges; no metal edging will be installed. All maintained landscaped areas shall be irrigated by an automatic irrigation system.

Burial Sections:

Pre-placed crypt burial sections will be sodded immediately following grading. Transitional areas between interment areas and wetlands, ponds or other undeveloped areas shall be seeded. All turf areas, whether sodded or seeded, shall be installed April 20 – October 1 and when soil temps are above 50 degrees.

Bid Documents

Shade Trees:

Min. 3”-3-1/2” cal., 14’-16’ ht. at installation. Container grown stock only. All shade trees shall be spaced minimum 25’ o.c., where practical, to achieve 50% shading requirements. Trees (and all vertical plant material) will be located a minimum of fifteen (15’) from the edge of any existing or proposed burial section or paved surface.

Ornamental Trees:

10’-12’ ht. at installation. All ornamental trees spaced no closer than 15’ o.c. and located a minimum of 15’-0” from the edge of any existing or proposed burial sections or paving.

Ornamental Trees shall be used sparingly and as visual cues to special areas or to reinforce wayfinding.

Evergreen Trees:

10’-12’ ht. at installation. All ornamental trees spaced no closer than 15’ o.c. and located a minimum of 15’-0” from the edge of any existing or proposed burial sections. To provide 8’ screening.

Turf:

Turf shall be installed in all burial sections and along all roadway ROW’s. All new burial sections to be installed as sodded turf. Transitional areas between maintained and unmaintained areas shall be seeded. Solid sod shall be required for all areas shaded by existing trees and for a 3’ strip along backs-of-curbs. Recommended turf (to match existing) species.

Irrigation Existing Irrigation:

An investigative site visit has been completed on May 25th, 2021. Based on the meeting minutes from the Kick-Off meeting, the following is noted about the existing irrigation system.

· Water source is a potable, 6-inch point of connection with 4-inch backflow.

· Existing cemetery has automated irrigation.

· Due to the varied elevation the water pressure varies, high points have been calculated at 50PSI.

· Irrigation controllers have recently been replaced and there is no central control.

Irrigation Water Requirements:

The University of Georgia provides mean monthly potential evapotranspiration and rainfall. Data set is from 2012-2019. Net irrigation requirement is the amount of water that must be supplied to meet warm season turfgrass consumptive demands. The data shows that the annual rainfall is 50.2-inches, potential evapotranspiration is 57.3-inches.

To calculate peak season and annual water use, an assumed irrigation operational efficiency of 85%, crop coefficient of 100% and effective precipitation of 50% are used. This implies that the irrigation system must apply 23.8-inches annually.

Irrigation pumping systems for cemeteries are typically designed to apply the amount of water required in an 8-hour watering window to minimize conflicts with maintenance operations and

Bid Documents visitation. A 6-day per week irrigation schedule is assumed to allow for mowing operations 1-day per week.

Based on the cemetery master plan, it is estimated that a total of approximately 7 acres will be permanently irrigated in the expansion area at built out. At peak season in June, the expansion will require 48,0000 gallons per day (GPD).

To meet an 8-hour watering window and a 6 days per week irrigation schedule, an instantaneous flow of 741 GPM is required at expansion build-out. A typical 4-inch backflow which is currently installed is rated at 750 GPM. Depending on the size of potable water tap available a second potable tap may be required in the future.

Irrigation Design Approach:

CL 200 PVC mainline piping will be routed from the water source to the irrigated burial section by paralleling the back of the burial sections and will be in a looped configuration. Where the mainline is installed adjacent to roads, it is placed on one side of the road and crosses under the road as needed to accommodate the irrigation system on the opposite side of the road. PVC mainline pipe crossing under a road is installed in a pipe sleeve. Mainline is installed at a minimum depth of 36-inches to top of pipe. Mainline installed along roads is typically located 4-feet back of curb to avoid conflicts with street trees or 10-feet back of uncurbed road edge to avoid conflicts with street trees and automobile traffic. Mainline pipe is sized using a computerized hydraulic model that allows the pipe to be optimized based on the assumed maximum flow operating scenario.

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. Valves meeting AWWA C-509 requirements will be specified.

· Quick Coupling Valve Assembly (QCV) - Provides the connection for the manual watering or other maintenance operations. QCVs to be spaced 200-feet apart.

· 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.

2-inch continuously acting AVR are used.

· Flower Water Station Connection Assembly (FWS) – Provides a shut-off and pressure regulation for the FWS. Nibco 1-inch shut-off valve and a Watts or Wilkins adjustable pressure regulating valve are used.

All valve assemblies are installed in plastic valve boxes with black lids per VA Standards.

A block style irrigation system to match existing irrigation system is proposed. The system will use solenoid activated remote control valves (RCV) and non-constant pressurized lateral pipe to the sprinklers. The RCV is connected to a single station on the irrigation controller. Multiple RVCs are grouped downstream of an isolation valve per current VA standards. Lateral swivel

Bid Documents valves are used to isolate groups of RCVs and groups of RCVs are located at the sides or back of burial sections.

Alignment of water alleys and the location of sprinklers in the burial sections are coordinated with the Cemetery Planner to minimize interference between the irrigation spray and monumentation. Sprinklers are centered between two rows or four adjacent monuments thus allowing the greatest distance from the sprinkler to the monuments. Although the majority of the spray shoots over the monuments due to the trajectory of the spray out of the sprinkler, some spray can hit the front or back of the closest monument.

Sprinkler spacing for the burial sections is selected to provide the most efficient water application. Computer software is used to select the most efficient pressure, sprinkler, nozzle combination. The efficiency metrics used for selection are the Distribution Uniformity (DU) and Scheduling Coefficient (SC). The higher the DU percentage, the greater the application efficiency. The closer the SC is to 1.0, the higher the application efficiency. Spacing for block style sprinklers will be selected to achieve a minimum DU of 80% and a SC of less than 1.2.

Rain Bird 8005 or Hunter I-20 with stainless steel risers are recommended for the expansion.

Example SC/DU calculations using Center for Irrigation Technology SPACEPRO computer mode. These calculations show that a SC of 1.2 can be achieved with these sprinklers. This meets the VA standard of a SC of 1.2 or less.

All rotary and spray sprinklers have plastic bodies. Rotary sprinklers will be gear driven with stainless steel risers and check valves.

Non-constant pressure lateral pipe downstream RCVs to the sprinklers is Class 200 PVC to match existing. Pipe is sized such that there is less than a 10% of available pressure friction loss between the RCV and the most distant sprinkler. Minimum burial depth is 18-inches. In burial sections, lateral pipe is routed within irrigation aisles at a depth of 12-inches below the crypt lids.

The existing irrigation controllers are two decoder type and stand alone. New controllers will be provided to match existing with cloud connectivity and remote-control capability.

Power and control wiring will be routed in the mainline pipe trench. If this wiring is not routed in the mainline pipe trench, it will be protected with traceable warning tape 6-inches above the wiring. Power wiring is sized to meet NEC Codes. New control wiring to be installed to conduit to match existing.

Bid Documents

Geotechnical Subsurface Investigation This project assumes the phase 1 construction project over excavated the subsurface partially weathered rock and bedrock from the existing burial sections to a depth of six (6) below design elevations in burial sections 4, 5, 12, 14, and 15. These burial sections are to be converted from traditional casket plots to traditional pre-placed double-depth crypts, oversized pre-placed double-depth crypts, and in-ground cremation plot burial sections.

During our current exploration and from a previous Seismic Refraction Survey performed by United Consulting in 2003, relatively shallow PWR and auger refusal materials were encountered in both the Phase I and Phase II areas of the Georgia National Cemetery in Canton, Georgia. Guidelines for difficult excavations are provided in the paragraphs below.

Based on soil test boring and seismic refraction data obtained during the explorations, we anticipate that materials requiring difficult, or rock excavation techniques will be encountered during site grading and excavation to planned subgrades in the Phase I and Phase II areas of the project. The excavation of weathered rock and rock can have a substantial impact on the cost and schedule of the proposed construction. This discussion considers two general classes of materials for purposes of describing excavatability. Residuum and weathered rock will be used as the terms for the materials to be excavated.

In mass excavations for general site work, overburden soils with standard penetration test N-values of 30 bpf or less can usually be removed with conventional earth excavation equipment. Residual soils or soft weathered (Saprolitic) rock with N-values of 30 to 50 bpf can generally be removed with conventional earth moving equipment after first being loosened with a large single-tooth ripper attached to a large crawler tractor. Harder, less weathered rock will generally require the use of a large single-tooth ripper, dozers, and/or track-mounted backhoes for excavation. However, materials exhibiting N-values of 50 blows for 2-inch of penetration, typically defined as refusal material, will be more difficult to excavate and generally require blasting and other rock excavation techniques. The actual excavatability of the bedrock material will be greatly controlled by in-situ jointing and bedding and may vary from location to location.

Rock materials will normally require blasting for removal in excavations. Any blasting in excavations must be done carefully to minimize damage to the bearing materials and nearby buildings or roadways/utilities. In addition, vibration monitoring and pre-blast condition surveys are prudent for any structures within 100 to 200 feet of blasting activity. The gradation of the material removed by ripping or blasting will be erratic. As such, it is usability as fill may be limited without processing (i.e. crushing) to provide a suitable gradation for proper placement and compaction.

In confined excavations, such as utility trenches, excavation of dense residual soils typically requires the use of large track-mounted backhoes. Excavation of harder phases of weathered rock typically requires the use of large track-mounted backhoes, pneumatic spades, or light blasting. Refusal materials (apparent rock) normally require blasting in trench excavations. Blasting in utility trenches should be done carefully to avoid damage to the surrounding materials. When the material to be excavated requires blasting, the contractor should comply with the requirements of local jurisdictions and guidelines.

We recommend the following rock excavation definitions:

Bid Documents

General Excavation:

Rip Rock: Any material that cannot be removed by scrapers, loaders, pans, dozers, or graders; and requires the use of a single-tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at not less than 56,000 pounds.

Blast Rock: Any material which cannot be excavated with a single-tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at not less than 56,000 pounds (Caterpillar D-8K or equivalent) or by a Caterpillar 977 front-end loader or equivalent; and occupying an original volume of at least one cubic yard.

Trench Excavation:

Blast Rock: Any material which cannot be excavated with a backhoe having a bucket curling force rated at not less than 25,700 pounds (Caterpillar Model 225 or equivalent), and occupying an original volume of at least one-half cubic yard.

Blasting should only be conducted where ripping cannot excavate materials and in locations permitted. We recommend that excavatable soils be removed first with conventional grading equipment (scrapers and loaders). We do not recommend leaving soil overburden in place during blasting because determination of blast rock quantities becomes very difficult, and costs are generally greater. In addition, residual soil overburden will increase the confining pressure of the rock and reduce the effectiveness of blast charges. Loose fill or blasting mats can be placed over the blast area to control fly-rock. Removal of rock by blasting is very expensive. Hence, control of quantities is important. If requested, ECS can provide assistance estimating or qualifying the blast rock quantities.

We note that the weathering process in the Piedmont geology can be erratic and significant variations of the depths of the denser materials can occur in relatively short distances. In some cases, isolated boulders or thin rock seams may be present in the soil matrix and remain undetected by the borings performed.

Alternative Considerations: It is recommended that no blasting occur within the active cemetery (Phase I).

We understand there are concerns with blasting activities within the Phase I area adjacent to the existing grave sites due to potential damages occurring from blasting activities. Similarly, the use of high-vibration pneumatic hammers/spades could also be potentially damaging to existing grave sites and therefore limiting blasting activities to a certain distance beyond the grave sites.

In consideration to these limitations and restrictions within the Phase I area, the use of Dā-mite® rock splitting mortar for the fracturing and removal of rock and dense PWR as can be considered an alternative to blasting and pneumatic hammers for rock removal. In general, Dā-mite® is an alternative to explosives and other more typical rock removal methods in sensitive areas where complications from blasting and vibration, noises and flyrock is a concern or prohibited. Dā-mite® is silent, creates no vibration and requires no licensing or permits to use.

When used, Dā-mite® is poured into pre-drilled holes that can range from less than 1" and up to 3" diameter. The drill holes are typically 1 foot below finished grades or proposed excavations and are typically spaced approximately 18 inches on-center (O.C.). Spacing for perimeter drill holes is closer and can range between 9 and 12 inches O.C. The Dā-mite® will set in the pre-

Bid Documents drilled holes, cure, and expand with a force of over 18,000 psi, overcoming the tensile strength the rock and causing the rock to split. The rock can then be removed without the need for blasting. Dā-mite® is available in four different grades, depending on the temperature of the rock/concrete to be fractured and removed. General procedural and safety guidelines the for the removal of Mass Rock and Trench Rock have been established by Dā-mite® parent company, Daigh Company, and we recommend that the Daigh Company be consulted for use of Dā-mite® for alternative blasting methods.

See Appendix H for the Geotechnical Report

Wetlands As part of the phase 2 road expansion, we anticipate impacting Wetland W2, Stream S2, and the ephemeral stream associated with Streat SA for access to the site for future burial sections.

See Appendix I for the Water of the U.S. Delineation Report

4. Architectural Codes and Regulations for Architectural, MEP, Fire Protection and Structural (In addition to NCA & PG regulations):

· IBC 2018 International Building Code

· IMC 2018 International Mechanical Code

· IPC 2018 International Plumbing Code

· IFC 2018 International Fire Code

· IFGC 2018 International Fuel Gas Code

· IECC 2015 International Energy Conservation Code

· 2018 NFPA 101 Life safety Code

· VA Program Guide PG-18-3, PG-18-4, PG-18-15

· VA Sustainable Design Manual (rev1 August 18, 2017)

· VA Design and Construction Criteria, NCA Specific Criteria and Specifications

· VA Program Guide 18-10

· National Cemetery Signs

· ABA American Barriers Act PG-18-13

Public Information Center The Public Information Center (PIC) is an existing, single-story structure. The scope of the expansion in PIC includes an addition of two-family rooms to the existing building.

Exterior Work:

The exterior walls of the addition will be constructed with stone veneer and CMU to match the existing building. The addition will also be accessed directly from outside with two new exterior storefront doors. The new aluminum storefront will be constructed with similar size and style to the existing building.

Roof:

The addition will have a metal standing seam roof overbuilt on the existing roof structure.

Bid Documents

The addition will be accessed from the existing building by alteration of the existing storefront opening to accommodate doors.

Interior Finishes:

The family rooms will have finishes matching the existing. Flooring will be porcelain tiles. Interior walls are sealed exposed CMU and painted gypsum wallboard. Ceiling will be acoustic ceiling tiles.

Administration/Maintenance Building The scope of work for the Administration/Maintenance Building includes layout modifications to the existing Administrative offices and renovations needed to address issues in the building.

Office Layout Modification:

Secured doors with keypad locks will be installed to secure the Administrative offices from wandering visitors. A new conference room will be constructed within the existing lobby area.

The existing “Flex” room will be closed off and converted into an office.

Ceiling:

Replaced stained ceiling tiles, up to 2% of the existing ceiling tiles.

Interior Finishes:

All interior finishes will match the existing. The new conference room and office will have carpet flooring with resilient base. Walls will be gypsum wallboard with paint. Ceiling will be acoustic ceiling tiles.

5. Fire Protection The PIC and Administration Building are not fire sprinklered.

6. Mechanical Public Information Center The scope of work for this building includes two small family room additions to the existing Public Information Center. The existing split system with DX cooling and electric heat appears to be at capacity serving the existing center. A ductless split system with ceiling cassette units in each family room and a heat pump on grade will serve the family room additions. The ceiling cassette units have the capability for outside air for ventilation to be ducted to the unit with each unit having independent control.

Based on the 2017 ASHRAE Fundamentals Handbook, outdoor design conditions for this location are 26.5°F in winter and 89.5°F DB/73.3°F WB in summer. Inside design conditions are cooling 74-78°F, 50% RH and heating 70°-74°F, 30% RH according to the NCA Facilities Design Guide.

Administration/Maintenance Building:

The project scope indicates to include a make-up air system for the locker and toilet rooms.

According to existing drawings provided, the existing Men’s and Women’s locker and toilet rooms are exhausted by an inline exhaust fan located above the breakroom ceiling and

Bid Documents discharging through a grille located outside in the ceiling of the covered porch. The existing drawings also show that make-up air is ducted into the locker and toilet rooms from AHU-1 located in the mechanical room off the break room. The make-up airflow indicated on the drawings is less than the exhaust airflow as required by code to keep the locker and toilet rooms negative. As discussed with the team at the kickoff meeting May 25, 2021; the mechanical engineer recommends evaluating the existing exhaust fan and AHU-1 for proper operation. The make-up airflow and exhaust airflow in the locker and toilet rooms should also be measured to verify the system is operating as designed. Existing equipment operation has been repaired and verified since SD submittal. The make-up air system for the locker and toilet rooms is not included as part of this project.

For the construction of a closed conference room within the existing lobby, an existing diffuser is in the area of the new conference room. Similarly, where the flex room will be converted into an office, an existing diffuser is also located in space. Airflow serving the new conference room, remaining lobby, and new office will be adjusted as required for the newly created spaces and the existing AHU system serving these spaces rebalanced accordingly. Diffusers will be replaced as necessary and return grilles added to the new rooms and ducted or transferred to the existing return system. The thermostat for the AHU-2 system that serves the conference room and lobby area is located in the breakroom. The thermostat for the AHU-3 system that serves the flex room converted to an office is located right outside the new office in the open staff area. Existing thermostat locations will remain.

7. Electrical Public Information Center Demolition:

Remove existing exterior lighting, wiring, raceways, etc. as required by the current scope of work.

Power:

The area of work is currently served by existing 240/120V, 1 phase, 3 wire, 400A MCP surface mounted panelboard DP1, located within the electrical room. It is anticipated that this existing panelboard has adequate capacity to serve the power requirements of the renovation.

General power receptacles will be located throughout the area of work. The ductless split system that will serve the area of work will also be connected as required.

Lighting:

New lighting will be provided in the area of work. Luminaires in the family room will be recessed volumetric troffers or flat panels. All new luminaires will utilize LED sources with a minimum CRI of 80 and a nominal color temperature of 3500K to match the existing lighting design. Code required egress lighting will be provided via integral battery units in selected fixtures to match the existing lighting design.

Existing recessed downlights in the exterior soffit will be replaced with new LED type recessed downlights in the existing locations. One existing downlight will be removed completely, and the existing aperture will be patched, so that a new LED type recessed downlight can be provided in the existing soffit in such a manner so as to maintain equidistant spacing with the new LED recessed downlight fixtures that will be placed in the new soffit adjacent to the addition.

Bid Documents

Standalone, automatic lighting controls will be utilized. The new family room will include one line voltage 3-way toggle switch by the exterior entry door and one line voltage 3-way dimmer switch by the interior entry door. One ceiling-mounted dual-technology occupancy sensor will be provided in the family room. Lighting will be dimmable to 10% or lower. The new exterior luminaire will be controlled via the existing lighting control center in the electrical room to match the existing exterior lighting control functionality.

Standalone, automatic lighting controls will be utilized. The new family room will include one line voltage 3-way toggle switch by the exterior entry door and one line voltage 3-way dimmer switch by the interior entry door. One ceiling-mounted dual-technology occupancy sensor will be provided in the family room. Lighting will be dimmable to 10% or lower. The new exterior luminaire will be controlled via the existing lighting control center in the electrical room to match the existing exterior lighting control functionality.

Administration/Maintenance Building:

Demolition:

All electrical equipment, electrical devices, raceways, lighting, lighting controls, communications devices, etc. will be removed within area of work.

Power:

The area of work is currently served by existing 240/120V, 1 phase, 3 wire, 100A MLO surface mounted panelboard B, located within the electrical room. It is anticipated that this existing panelboard has adequate capacity to serve the power requirements of the renovation.

Receptacles will be provided at minimum 6’ on center spacing on each wall of the new Conference Room. Provide additional power receptacles as required in the existing “Flex” room that is being converted to an office to ensure adequate power capacity at each workstation.

Lighting:

New lighting will be provided in the area of work. Luminaires in the newly converted office will be recessed volumetric troffers or flat panels. Luminaires in the conference room will be 6” recessed downlight luminaires. All new luminaires will utilize LED sources with a minimum CRI of 80 and a nominal color temperature of 3500K to match the existing lighting design. Code required egress lighting will be provided via integral battery units in selected fixtures to match the existing lighting design.

Standalone, automatic lighting controls will be utilized. The newly converted office and conference room will include one wall mounted dimmer switch and one ceiling-mounted dual-technology occupancy sensor. Lighting will be dimmable to 10% or lower.

Low Voltage Systems:

Telecom devices will be provided in the newly converted office as required to ensure that each workstation has adequate connectivity. The existing data and telephone equipment backboards are located in the communications room.

Bid Documents

Provide one visual notification fire alarm device in the conference room. Device color will match the existing device color. The existing horn/strobe device located outside the restrooms will provide adequate audible notification coverage for the new conference room. The existing fire alarm control panel is located in the communications room.

Telecom and A/V devices will be provided in the conference room to provide connectivity and functionality as required by the owner. The existing data and telephone equipment backboards are located in the communications room.

Secured doors with keypad locks will be utilized to secure the Administrative offices.

General Power:

Provide new master control functionality for the irrigation system. The original system, which uses individual controllers, is no longer functioning.

Lighting:

Provide site lighting as required. All new luminaires will utilize LED sources with a minimum CRI of 80 and a nominal color temperature of 3500K to match the existing lighting design. Provide control functionality to match the exterior site lighting controls.

Ensure all branch circuit wiring for the flagpole lighting is enclosed in conduit to avoid rodent damage.

8. Plumbing Public Information Center Condensate from the ceiling cassette units will be routed to the rock filled landscaping bed around the PIC.

Administration/Maintenance Building:

A thermostatic mixing valve will be provided to provide tepid water to the emergency shower/eyewash in the maintenance bay.

9. Structural Loads:

Live Loads: All occupied spaces are on slabs-on-grade. While live loads will follow applicable codes, the capacity of the slabs-on-grade is considered sufficient to support all anticipated live loads. The interior of the buildings are not designed for forklift, truck, or other vehicular loading.

Wind Loads and Seismic Loads: Applied to New Buildings per applicable Building Codes.

Blast Loads: Only select doors are prescriptively designed for blast loads by the applicable VA standards. The supporting structures are not specifically designed for blast loads.

Structural Risk Category:

· Administrative Building and Maintenance Building: Structural Risk Category II

Bid Documents

· Material Storage Building and Tool Storage Building: Risk Category I

Public Information Center:

The structural scope for the public information center building is limited to a small, single-story addition to the existing structure. The gravity and lateral force resisting system will consist of partially grouted masonry walls. The new addition will be comprised of (3) exterior walls with a hip roof, partially constructed above the existing hip roof. The new addition will be accessed from the existing structure by altering an existing storefront opening to accommodate a door opening.

The new masonry walls will be supported on shallow spread footings which will be tied into the existing foundation members to ensure uniform settlement. Foundation design will be based on the allowable soil bearing pressure of 3000 psf as noted in the existing Atlanta Area national Cemetery drawings dated 1/21/04.

Control joints will be placed where the new masonry walls and veneers meet the existing structure and will be carried through to the interior walls. The addition will not increase the seismic forces in any member of the existing structure by more than 10%. Therefore, by code, the entire structure does not need to re-evaluated for seismic forces.

The roof of the new addition will consist of 1”steel roof decking, supported by light gage steel roof trusses, some of which will be supported on the new masonry walls, with the remaining portion overbuilt on the existing roof framing.

Columbariums:

The new columbarium structures are expected to be similar to the existing structures, where a specialty manufacturer will provide the superstructure for these items. The structural scope will consist of a shallow spread footing to support the loads of the columbariums. As noted above spread footings will be designed for an allowable bearing pressures of 3000 psf.

10. Specifications Specifications have been added as a separate book.

Appendix A – Kickoff Meeting Minutes

Appendix B – Layout & Grading Review Meeting Minutes

ECS Southeast, LLP Geotechnical Engineering Report Georgia National Cemetery Expansion Phase II

1080 Veterans Cemetery Road Canton, Cherokee County, Georgia

ECS Project No. 10:10967

January 25, 2022

Georgia National Cemetery Expansion Phase II January 25, 2021 ECS Project No. 10:10967 Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY`

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/current site use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND lABORATORY TESTING

3.1 Subsurface characterization

3.1.1 Regional Geology

3.1.2 Soil Conditions

3.1.3 Groundwater Conditions

3.2 Laboratory Testing

4.0 DESIGN RECOMMENDATIONS

4.1 Impacts on Site Development and Design

4.1.1 Design Implications of Undocumented Fill

4.1.2 Geotechnical Implications of Auger Refusal/rock

4.1.3 Design Implications of Highly Plastic Soils

4.1.4 Waiting Period

4.2 Foundations

4.3 Pavements

4.4 Site Retaining Walls

4.5 Slopes

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Subgrade Preparation

5.1.1 Stripping and Grubbing

5.1.2 Proofrolling

5.2 Earthwork Operations

5.2.1 Existing Man-Placed Fill

5.2.2 Partially Weathered Rock and Rock

5.2.3 High Plasticity Soils

5.2.4 Structural Fill

5.3 Foundation and Slab Observations

5.4 Utility Installations

5.5 Additional Considerations

6.0 SUPPLEMENTAL EXPLORATION

7.0 CLOSING

APPENDICES

Appendix A – Drawings & Reports

• Site Location Diagram

• Boring Location Plans (3)

Appendix B – Field Operations

• Summary of Subsurface Conditions

• Reference Notes for Boring Logs

• Boring Logs B-1 through B-40

Appendix C – Laboratory Testing

• Laboratory Test Results Summary

• Plasticity Charts

Appendix D – Supplemental Report Documents and Calculations

• GBA Important information About This Geotechnical-Engineering Report

ECS Project No. 10:10967 Page 1

EXECUTIVE SUMMARY

The proposed development includes an overall Phase 2 expansion to the Georgia Nation Cemetery and will…