21-7-8 Ft Bayard Basis of Design Report 02.pdf

Prepared for:

Department of Veterans Affairs

425 I Street NW, Washington, DC 20001 7/8/2021

Basis of Design Report – Bid Documents

(BD) Submittal

Fort Bayard National Cemetery - Pave Roads, Repair Storm

Drains & Water Utilities

Fort Bayard, NM

Project #885CM3011

Basis of Design Report – Bid Documents (BD)

Submittal

Fort Bayard National Cemetery - Pave Roads, Repair Storm Drains & Water

Utilities

Fort Bayard, NM

Project #885CM3011

Prepared for:

Department of Veterans Affairs

425 I Street NW, Washington, DC 20001

Prepared by:

Vali Cooper International, LLC (VCI)

18300 E. 71st Ave., Suite 130, Denver, CO 80249

T: 504-684-4408

7/8/2021

Basis of Design Report – Bid Documents (BD) Submittal

Fort Bayard National Cemetery - Pave Roads, Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 2

Table of contents

1.0 Introduction

1.1 Background

1.2 Location

1.3 Design Schedule

1.4 Design Scope

2.0 Existing Conditions

2.1 Geotechnical Conditions

2.2 Soils

2.3 Topography

2.3.1 Elevation and Slopes

2.3.2 Floodplain

2.4 Wetlands

2.5 Vegetation

2.6 Zoning

2.7 Area Land Use

2.8 Utilities

2.8.1 Electricity

2.8.2 Sanitary Sewer

2.8.3 Water

2.8.4 Stormwater

3.0 Constraints

3.1 Roadway & Storm Water Facility Improvements Constraints

4.0 Design Descriptions

4.1 Project Components

4.1.1 Gravel Road Replacement

4.1.2 Storm Water System Repair & Assessment

4.1.3 Water Supply Line Evaluation

5.0 Site Analysis

5.1 Gravel Road Replacement Options

5.1.1 Option 1 – Standard Asphalt Paving (SAP)

5.1.2 Option 2 – Porous Asphalt Paving (PAP)

5.1.3 Option 3 – Pervious Concrete Paving (PCP)

5.2 Paving Options Summary

5.3 Preferred Paving Option

5.3.1 Site Modifications For Paving

5.4 Storm Water System Repair & Assessment

5.5 Water Supply Background

5.6 Water Supply Line Evaluation

5.6.1 Water Supply Line Sizing

6.0 Architectural Design

6.1 Site Architecture

7.0 Mechanical Design

7.1 Site Mechanical

8.0 Plumbing Design

8.1 Site Plumbing

9.0 Electrical Design

9.1 Site Electrical

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 3

10.0 Signage & Striping

10.1 Site Signage

10.1.1 Traffic Regulatory Signs

10.1.2 Street Name Signs

10.1.3 Delineators

10.2 Site Striping

11.0 Tree Protection

11.1 Protection Measures & Requirements

12.0 Environmental Concerns

13.0 Historic Preservation Consultation

14.0 Stormwater Management

14.1 Hydrology Assessment (Standard Asphalt Paving)

15.0 Summary of Changes

15.1 DD-2 to CD-2

15.1.1 Curbing & Paving

15.1.2 Utilities

15.1.3 Grading & Drainage

15.1.4 Signage & Striping

15.2 CD-2 to BD

15.2.1 Curbing & Paving

15.2.2 Utilities

15.2.3 Grading & Drainage

15.2.4 Signage & Striping

16.0 Cost Estimate

16.1 Basis of Estimate (BOE)

16.2 Clarifications

16.3 Exclusions

16.4 Market Survey/Analysis – Fort Bayard, NM

16.5 Summary of Cost Estimate Changes

16.5.1 Changes Between DD2 to CD2 Estimates

16.5.2 Changes Between CD2 to BD Estimates

17.0 Physical Security

17.1 Physical Security Considerations

18.0 Irrigation

18.1 Overview of Existing Irrigation System

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 4

List of acronyms

NRCS Natural Resources Conservation Service

SOW Statement of Work

SAP Standard Asphalt Paving

PAP Porous Asphalt Paving

PCP Pervious Concrete Paving

CFS Cubic Feet Per Second

GPM Gallons Per Minute

PSI Pounds of Pressure per Square Inch

Appendices

Appendix A Statement of Work

Appendix B Schematic Design Plans

Appendix C Geotechnical Report & Boring Location

Appendix D Hydrology Report

Appendix E Correspondence Emails

Appendix F Plumbing Report

Appendix G1 Cost Estimate – Standard Asphalt Paving

Appendix G2 Cost Estimate – Porous Asphalt Paving

Appendix G3 Cost Estimate – Pervious Concrete Paving

Appendix H NCA AE SD Submission Checklist

Appendix I New Mexico SHPO, THPO & Tribe Letters

Appendix J Irrigation Water Use Calculations

Appendix K Water Line Sizing Calculations

Appendix L SD-1 Review Meeting Minutes (11.13.20)

Appendix M VA Review Commnets

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 5

1.0 Introduction

1.1 Background

Fort Bayard was established as a United States Army installation in 1866 with the first internment in the cemetery made the same year. The Fort was named after Brigadier General George Dashiell Bayard, who was mortally wounded at the Battle of Fredericksburg in 1862. Fort Bayard National Cemertery became a

National Cemetery in 1973 and is approximatly 19 acres.

1.2 Location

Fort Bayard National Cemetery is located in southwestern New Mexico, approximately 90 miles west of

Las Cruces, New Mexico and 70 miles north of the United States and Mexico Border.

All proposed cemetery road improvements are located within the developed area with the water line improvements taking place outside of the developed area.

1.3 Design Schedule

The SD1 submittal is scheduled to be submitted to the VA on October 29th , 2020.

The DD2 submittal is scheduled to be submitted to the VA on December 31st, 2020.

The CD2 submittal is scheduled to be submitted to the VA on February 18th, 2021. June 4th, 2021.

The Bid Documents are scheduled to be submitted to the VA on March 24th, 2021 July 8th, 2021.

The addition of additional scope which includs teh signage and striping package modification is the cause of the ectended contract deliverable dates.

1.4 Design Scope

The scope of this project as is described in the Statement of Work (SOW) dated March 30, 2020 is included in Appendix A.

A MOD was executed to expand the scope to include design of traffic regulatory and street name signage, as well as striping for parking spaces at the administration building, and striping for hearse parking and cortege lanes at the committal shelter.

2.0 Existing Conditions

2.1 Geotechnical Conditions

Terracon performed a geotechnical exploration including fourteen (14) soil borings and laboratory testing and provide a Geotechnical Report for the proposed developments under this project See Appendix C for the results of the geotechnical exploration and bore hole locations.

Fort Bayard, New Mexico is affected by the North American Monsoon System every summer from June

15th through September 30th. While the borings were taken in Septermber, this area of New Mexico was seasonally dry. Ground water conditions as recorded in the geotechnical report may vary depending on seasonal precipitation.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 6

2.2 Soils

According to the U.S. Department of Agriculture, Natural Resources Conservation Service (NRCS), the soils in the northern part of the cemetery are mostly Dagflat-Santa Fe Complex with slopes rangeing from 1% to 25% and is part of Hydrologic Soil Group C. The soils in the middle third of the cemetery Sampson-

Dagflat Complex with slopes ranging from 3% to 9% and is part of Hydrologic Soil Group B. The soils in the souther portion of the cemetery are Santana-Rock Outcrop Complex with slopes ranging from 1% to

25% and is part of hydrologic Soil Group D.

2.3 Topography

2.3.1 Elevation and Slopes

The existing topography of the cemetery are approximately 6188 to 6115 feet above sea level (ASL) and slopes from northeast to south west with slopes ranging from 3%-9% throughout the cemetery.

2.3.2 Floodplain

According to the Federal Emergency Management Agency Map Service Center website (Flood Insurance

Rate Map No. 35017C1017E dated January 6, 2011) for Grant County New Mexico, the property is not located within a flood hazard area.

2.4 Wetlands

According to the USFWS National Wetland Inventory Online Wetland Mapper, there are no indicated wetlands located on Cemetery. There are two separate Riverines’ located adjacent to the cemetery, to the west of the Cemetery is Twin Sisters Creek and to the east of the cemetery is Cameron Creek. All storm water leaving the cemetery eventually flows into Twin Sisters Creek, which connects with Cameron creek downstream.

2.5 Vegetation

The areas of improvement are either graveled roads, landscaped areas, grassed areas or consists of native vegetation.

2.6 Zoning

There are no zoning requirements to comply with.

2.7 Area Land Use

There are no land use restrictions to comply with, on cemetery property.

2.8 Utilities

2.8.1 Electricity

No electrical work will be conducted as a part of this project

2.8.2 Sanitary Sewer

Sanitary Sewer work will be limited to the adjustment of cleanout rim elevations as a part of this project.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 7

2.8.3 Water

Non-potable water service is currently provided from an offsite storage tank and transported via above ground piping. The above ground piping is to be replaced with a traditional buried line as a part of this project.

2.8.4 Stormwater

Currently storm water is transported by sheet flow to onsite ditches or underground piping to localized outfalls on the west side of the property. The existing stormwater facilities are being assessed as a part of this project. Additionally, there is offsite storm water entering the site on the western side of the cemetery.

On-site collection systems are being added to address this excess stormwater volume.

3.0 Constraints

3.1 Roadway & Storm Water Facility Improvements Constraints

For road improvements and storm water facility improvements, there are no onsite constraints.

For the water line replacement, we are required to stay within the 20’ easement provided from the connection point to the cemetery property.

4.0 Design Descriptions

4.1 Project Components

4.1.1 Gravel Road Replacement

It is the intent of this project to replace the existing gravel drives with some type of paving. The replacement of the gravel will reduce the amount of dust generated from traffic and reduce the amount of maintenance required to repair the easily eroded roads while reducing the amount of sediment discharged from the cemetery. IAW the SOW, VCI has provided three options for paving as outlined in

Paragraph 5.1 below.

4.1.2 Storm Water System Repair & Assessment

An assessment of the entire storm water system including but not limited to outlet structures, inlet locations and elevations, off site storm water intrusions and a hydrology study accounting for existing and future paving conditions. VCI will make a recommendation as to repair, replace or take no action on the above-mentioned storm water appurtenances.

4.1.3 Water Supply Line Evaluation

Investigate and report the condition of the original water supply line and make a recommendation as to repair or replace the line.

5.0 Site Analysis

5.1 Gravel Road Replacement Options

5.1.1 Option 1 – Standard Asphalt Paving (SAP)

Option 1 for replacing the existing gravel roads is Standard Asphalt Paving (SAP). SAP has numerous advantages as well as disadvantages as outlined below.

Advantages: SAP will have a low installation cost compared to the other options presented. This is due to availability, ease of installation and having thinner material courses. With SAP having relatively thin

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 8 material courses compared to the other options, it reduces the amount of material required for installation and in turn reduces the amount of material required to be excavated and removed from the site.

Currently, there are multiple utilities (Sanitary Sewer and Irrigation) routed underneath the existing roadway that cannot be relocated. If in the future any of these utilities are in need of repair or replacement, the availability of SAP to repair the roadway is paramount. With SAP being readily and locally available, local contractors have the ability to install, repair or replace it easier than the other options. Another advantage of SAP is it is easily replaced when it reaches the end of its serviceable life cycle compared to the other options provided.

Disadvantages: Maintenance - SAP has a life cycle of 20 or more years but requires regular maintenance.

SAP needs to have a surface treatment applied approximately every 5 years as conditions dictate.

Another disadvantage of SAP compared to the other options provided is it is an impervious material. With stormwater runoff being an environmental concern, replacing the gravel roadways with an impervious material increases the amount of storm water and the way in which it is discharged from the cemetery.

Currently storm water uses the existing gravel roads as a channel. With the addition of asphalt paving, the water will now sheet flow onto existing burials. The additional water in these sections may cause unwanted settling and washout, because of this, additional storm water facilities will be required to handle the re-routed runoff.

Due to the increased impervious areas a preliminary hydrology study has been performed comparing the current conditions with SAP. After our preliminary analysis it has been determined the storm water runoff will increase approximately 1%-2%. The county in which the cemetery resides does not have storm water runoff requirements for a project of this nature. Please see Appendix E for communications regarding storm water discharge requirements.

5.1.2 Option 2 – Porous Asphalt Paving (PAP)

The second option for replacing the gravel roads is Porous Asphalt Paving (PAP).

Advantages: The major benefit of PAP is its pervious nature. It has the ability to pass water through its surface course and store stormwater within its substrate allowing it to naturally infiltrate into the ground.

This unique characteristic reduces the amount of storm water discharging from the cemetery thereby reducing the need for additional stormwater appurtenances and or detention facilities.

Disadvantages: PAP can have an installation cost of 10% - 50% greater than SAP. This is partially due to its limited availability and technical installation requirements (specific compaction requirements, asphalt plant modifications, etc..). Another reason the installation cost is greater than SAP is PAP has a larger cross section. The larger cross section required for PAP increases the amount of material required for installation and required to be excavated and removed from the site. Additionally, local contractors have been contacted regarding experience with PAP installation and it is very limited or non-existing, with only one out of four contractors contacted had any experience with installing PAP.

With a similar life cycle to SAP of approximately 20 years, PAP also requires regular maintenance. With its porous nature, PAP does not require regular surface treatments, but will require regular pressure washing and or vacuuming to ensure its porosity remains sufficient to pass water through to its stone substrate.

With Fort Bayard currently handling stormwater through surface flow to localized stormwater facilities, it often relies on storm water passing over the roadway. The surface flow over the roadway will increase the amount of sediment that passing over the roadway, and as a byproduct increasing the need for frequent cleaning to function as intended.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 9

As mentioned above, Fort Bayard currently routes multiple utilities underneath the roadway. If the utilities ever need to be serviced, the replacement of the PAP may be costly.

Fort Bayard also presents unique challenges for PAP to function correctly. Firstly, PAP requires a porous native material which allows for storm water stored within its substrate to infiltrate into the ground.

Ideally, the soil should be classified in either soil group A or B as they are more porous however most of the cemetery is classified in the less porous soil groups, C and D. These unfavorable soil classifications will require additional storm water storage within the substrate increasing the depth substrate required.

Secondly, PAP is most effective when installed on gradual slopes between 0% and 5%. These low slopes increase the storage capacity of the substrate and decreases the need for impervious check dams or channels to be installed within the subgrade, Fort Bayard as described in section 2.3.1 has less than optimal slopes, ranging from 3% to 9%, requiring a more complex installation increasing construction costs.

5.1.3 Option 3 – Pervious Concrete Paving (PCP)

The third option for replacing the gravel roads at Fort Bayard National Cemetery is Pervious Concrete

Paving (PCP). In general PCP is very similar to PAP and will have similar advantages and disadvantages.

Advantages: One major benefit of PCP over other paving options is its extended lifecycle and increased porosity. PCP has an estimated life cycle of 20 to 30 years, but similarly to PAP will require the same regular maintenance to maintain its porous nature.

Disadvantages: PCP can have an installation cost of 15% - 150% greater than Standard Asphalt Paving.

The increase in cost compared to PAP and SAP is due to increased material costs, minimum batch size and its labor-intensive installation. With its low water to cement ratio and lack of sand in the concrete mixture, PCP has a low working time and is susceptible to durability issues if not installed correctly. Additionally, like PAP, local contractors have been contacted regarding experience with PCP installation and it is very limited or non-existing, with only one out of four contractors contacted had any prior experience with installing PCP. One unique advantage PCP has over other pervious paving options is its high solar reflective index. This reduces the overall temperature of stormwater stored within its stone substrate. The decreased temperature reduces the thermal pollution that is passed on to rivers and streams, potentially harming wildlife.

5.2 Paving Options Summary

Standard Asphalt Porous Asphalt Pervious Concrete

Installation Cost ± $18 SY ± $35 SY ± $45 SY

Lifecycle ± 20 Years ± 20 Years 20 – 30 Years

Lifecycle

Maintenance Cost

$1.50 - $3.50 SY (Seal

Coat approximately every 5 years)

$0.20 - $0.35 SY

(vacuum and or pressure wash annually)

$0.20 - $0.35 SY

(vacuum and or pressure wash annually)

Annual Lifecycle Cost $3,300 – $7,700 /year $2,200 - $3,850 /year $2,200 - $3,850 /year

Storm Water Facilities Additional Facilities

Required

N/A N/A

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 10

Storm Water

Discharge

1% - 2% Increase No Increase No Increase

Repair Readily Available Limited Availability Limited Availability

5.3 Preferred Paving Option

The preferred paving option chosen by the NCA is Standard Asphalt Paving as recorded in the meeting minutes for the SD-1 NCA Review dated 11/13/2020, see Appendix L. Asphalt paving was chosen for its lower installation cost and local availability for future repairs if required. Another reason standard asphalt was chosen is because there are no local requirements for storm water retention/detention due to the increased impervious area the asphalt paving would create.

5.3.1 Site Modifications For Paving

In addition to the rolled curb and gutter located along Roosevelt Drive as outlined in section 5.4, modification have been made to the alignment of the unnamed road. Due to its narrow nature a pullout has been added to aid in traffic flow. additionally, the roadway has been re-aligned slightly to the south

(away from burials) to increase the distance between the roadway and two existing trees.

A root barrier was considered for all curbing improvements in this project. however, due to the nature of root barriers it has been deemed to risky to install them. With the installation of root barriers there is potential risk for the barriers to cause additional damage to the root system of the existing trees.

Additionally, the existing curbing has little to no damage caused by the root system of the existing trees.

Taking these factors into account, root barriers are not to be included as a part of this project

5.4 Storm Water System Repair & Assessment

The entirety of the storm water system used for water conveyance throughout the cemetery was assessed.

While most of the system is in satisfactory condition, there were multiple areas in need of repair and or improvement.

The first area of concern is the 5 outfalls on the perimeter of the cemetery. All outfalls appeared to function as designed however they need sediment removal and outlet protection. While on site, it was observed that there was major erosion on the gravel roads contributing to the large sediment load directed to the outfalls. With the roads being paved, this re-occurring problem will be diminished and the frequency in which the outfalls need cleaning should be reduced dramatically. To reduce the risk of future erosion, energy dissipating rip-rap will be installed at each of the existing outfalls.

The second area of concern is the two grated trench structures located on the gravel roads on the north side of the cemetery. These two grates were filled with sediment and were not functioning as designed.

These structures will be cleaned and incorporated into the paving. As mentioned above, with the gravel roads being replaced with asphalt, the amount of sediment building up in the storm water structures will be reduced allowing the structures to function as originally designed.

The third area of concern relates to the lack of drainage structures in the middle portion of the cemetery along Roosevelt Drive between Sections A & B. in this area, storm water is using Roosevelt Drive as a flume and causing downstream structures to be overloaded. Without the addition of drainage structures, storm water from Section A will cross Roosevelt Drive and onto Section B. The additional storm water added to Section B may cause future gravesite settling. The proposed solution is to add additional drainage structures along Roosevelt drive and connect them to the existing drainage system already in place. A hydrology study has confirmed that the existing drainage system is adequately sized to handle the additional storm water.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 11

The fourth concern with the storm water system is that multiple drainage structures have rim elevations that are too high. This improper installation is causing the drainage system to not function as it was designed. All existing inlets have been evaluated for proper rim elevations and a recommendation has been made for repair.

The final area of concern is off-site storm water entering the cemetery on the eastern side of the property south of the main entrance. Due to the topography and existing burials, it is not possible to connect a storm drain system in this area within the cemeteries property. To alleviate the excess water, a perforated piping system with localized drywells have been Incorporated into the design. These drywells along with the piping system will provide 0.069 af of available storage for the off-site water while it naturally percolates into the ground instead of flowing across cemetery property. The available storage along with an exfiltration rate of .06 inches per hour has a greater storage capacity than the inflow requirements for the 5 year 24-hour storm as shown in Appendix D.

5.5 Water Supply Background

Fort Bayard currently has no onsite water sources (wells or storage tanks) to supply either the irrigation system or on-site infrastructure. The Cemetery currently relies on an existing water storage tank located approximately 1000 feet to the north east to acquire the water necessary for the cemetery function. The water is transported via a 4” HDPE above ground water line that replaced the abandoned 4” below ground DIP water line.

The water supply is fed into the system from mountain springs and gravity fed into a pumping system that fills the elevated water tower. The water is then gravity fed throughout the system, relying on static pressure to supply adequate pressure and not mechanical pumping methods.

Due to the water supply being fed by mountain springs and not a well, at times the cemetery has been left without water, because of this VCI has proposed the water line replacement size independent of water supply, as the cemetery has no control over that infrastructure.

5.6 Water Supply Line Evaluation

The abandoned 4” DIP water supply line that provided water to the cemetery was investigated for potential repair. The investigation of the condition of the line was visually inspected by a camera recording, and it was determined the line is severely compromised and cannot be salvaged, See Appendix

F for the plumbing report along with images from the camera investigation. It was also determined through the camera investigation that the water line is only buried to a depth of 2’ in some locations.

Local utility standards require the water line to be installed a minimum depth of 3’ to the top of the pipe.

This requirement eliminates the option to use a pipe bursting method for the installation of the proposed replacement water line. It is the recommendation of VCI to abandon the existing water line in place.

Based on the results of the investigation, VCI is proposing the proposed water line be installed using trenching techniques to ensure adequate water line depth and was confirmed during the SD-1 review on

11/13/2020, see Appendix L.

5.6.1 Water Supply Line Sizing

Concern has been raised that replacing the existing 4” supply line with another 4” line would not provide a sufficient volume of water to the cemetery when the cemetery develops future sections. An irrigation water usage analysis has been performed to determine the required supply to adequately serve the cemetery, see Appendix J.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 12

Per the calculations provided, the proposed water line must be capable of providing 200 GPM to adequate supply the cemetery with water. The cemetery is currently supplied via a 4” above ground water line which can provide 200 GPM at 47 PSI residual pressure at the water meter, See Appendix K. This water volume and residual pressure is more than adequate to serve the cemetery as outlined int the Water

Usage Analysis.

The water usage analysis performed only accounts for the water demand for the current cemetery property built out to capacity, and points out that a 4” line is not sufficiently sized to support a fire hydrant should one become wanted or necessary. A fire hydrant requires supply lines to be a minimum of

6” to provide an adequate amount of water. Additional calculations have been supplied in Appendix K showing water volumes and pressures should a 6” water line be deemed necessary.

Although through calculations, a 4” water line will adequately supply the cemetery, do to unknown future expansions and or upgrades to the irrigation system, a 6” water supply line will be installed.

In addition to the water line, a basket filter and two additional points of isolation have been added to the line to increase its serviceability, one at the point of connection and one prior to the basket filter on cemetery property.

6.0 Architectural Design

6.1 Site Architecture

There is no architectural design required for this project.

7.0 Mechanical Design

7.1 Site Mechanical

There is no architectural design required for this project.

8.0 Plumbing Design

8.1 Site Plumbing

There is no plumbing required for this project.

9.0 Electrical Design

9.1 Site Electrical

There is no electrical required for this project.

10.0 Signage & Striping

10.1 Site Signage

The project scope of work was modified to incorporate design of traffic regulatory signage and street name signage. Per the COR’s direction the signage package is limited to street name signs and the following traffic regulatory signs only: “Stop”, “One-Way”, “Do Not Enter”, “Yield”, and “Speed Limit”. The signage layout and signpost and panel design were based on a traffic flow schematic provided by the

COR on 05/11/2021, and written post and panel descriptions provided on 05/17/2021.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 13

10.1.1 Traffic Regulatory Signs

Per the National Cemetery Signs Manual and in accordance with the COR’s direction, precast concrete post and panel sign type NC-03.02-A-c2 was used to develop the signage design. Multiple “Stop”, “One-

Way”, and “Do Not Enter” signs were located on the site in order to direct traffic flow in accordance with the schematic provided by the COR. Two “Speed Limit” signs were added to the signage design to ensure visitors cannot miss seeing the posted speed limit. One “Yield” sign was added to the signage design on the Unnamed Road east of Roosevelt Drive to direct drivers proceeding East to yield to drivers proceeding west to Roosevelt Drive. Message Layouts in the NCA Signage Manual, MUTCD, and NM DOT signage standards were used to design the sign panels. One “Right Turn Only” sign was added to the signage design at the intersection of the Unnamed Road and Roosevelt to direct drivers approaching the intersection from the east.

10.1.2 Street Name Signs

Per the National Cemetery Signs Manual and in accordance with the COR’s direction, precast concrete pylon street sign type NC-06.01-c2 was used to develop the signage design. Street name signs were added at each intersection, as well as the NW, NE, and SE corners of the cemetery where the road changes direction and name.

10.1.3 Delineators

Reflective flexible delineators were incorporated into the design to make drivers more aware of the open ditches along Lincoln Drive and Roosevelt Drive. Delineators are to be fixed to the roadside rim of the concrete open channel.

10.2 Site Striping

The project scope of work was modified to incorporate design of pavement striping at the Committal

Shelter and Admin. Building. Striping for four parking spaces outside the Admin. Building was incorporated into the project drawings and specs. Striping to form four cortege lanes in the paved area

South of the Committal Shelter, as well as a striping to denote a designated hearse parking area, was added to the project drawings and specs. Per CD-2 submission VA review comment and direction a general note was added stating the contractor is to paint ADA parking space striping in a location dictated by the COR.

11.0 Tree Protection

11.1 Protection Measures & Requirements

See specification section 01 57 19 Temporary Environmental Controls, subsection 1.6 Tree Protection, for protection requirements. These protection requirements and measures were taken from the project specifications for project 885CM3009 previously executed at Ft. Bayard National Cemetery.

12.0 Environmental Concerns

Based upon Department of Veterans Affairs “Environmental Effects of VA Actions,” 38 CFR Part 26, this project is Categorically Excluded, and the A/E will not be responsible for environmental compliance under

NEPA.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 14

13.0 Historic Preservation Consultation

Ft. Bayard National Cemetery is listed in the National Register of Historic Places and is subject to Section

106 of the National Historic Preservation Act. VCI prepared historic consultation request letters, with select project drawings attached for reference, addressed to the New Mexico State Historic Preservation Office

(SHPO) on behalf of the NCA. Historic consultation request letters were also prepared and addressed to the governors, chairs, and presidents of the Acoma Pueblo, Ft. Sill Apache Tribe, Hopi Tribe, Isleta Pueblo, Mescalero Apache Tribe, Navajo Nation, White Mountain Apache Tribe, and Suni Pueblo, as well as the corresponding Tribal Historic Preservation Offices (THPOs). These letters and reference drawings were submitted to the COR on January 13th, 2021 and February 3rd, 2021 to be signed and submitted to SHPO, Tribes, and THPOs by Ed Hooker, Historic Architect & Cultural Resources Manager.

14.0 Stormwater Management

14.1 Hydrology Assessment (Standard Asphalt Paving)

Storm water management for the cemetery will be affected through the paving of the gravel roads.

Firstly, paving the roads will increase the amount of impervious area within the cemetery resulting in an increased amount of storm water discharging from the cemetery. Additionally, stormwater is eroding the gravel within the roadways and is utilizing them similarly to flumes. With the paving of the roads, the storm water will no longer discharge is the same manner, requiring additional storm water facilities. All proposed storm water facilities are designed to safely pass the 100-year storm event.

A hydraulic study has been performed on both the pre-development conditions as well as the post-development conditions to determine how much additional storm water is discharging from the cemetery.

Additionally it addresses the new storm water routing throughout the cemetery. Please see Appendix D for the detailed Hydrology Study.

After a preliminarily analysis, it has been determined that stormwater will discharge at an increased rate between 2.2% and 4.2% for the storms analyzed with a maximum discharge increase of 0.53 cfs. This increase in stormwater discharge has been communicated to the Grant County Planning & Community

Development Director and determined that there are no detention requirements. Please see appendix E for correspondence emails. Per the discussions with the Director, if standard asphalt paving is chosen, no stormwater detention will be required.

15.0 Summary of Changes

15.1 DD-2 to CD-2

15.1.1 Curbing & Paving

No significant changes to the paving plan have been made for this submittal.

For the curbing, a pullout location has been added to the unnamed roadway as well as an alignment change to the south to avoid the two existing trees within the roadway

15.1.2 Utilities

The proposed water line has been upsized to a 6” line to ensure sufficient sizing for future upgrades to the irrigation system as well as adequate sizing to support a fire hydrant in the future.

Piping sleeves have been added to the roadway for future irrigation system upgrades.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 15

A basket filter and two gate valves have been added to the 6” water line.

15.1.3 Grading & Drainage

No significant changes to the grading plan have been made for this submittal.

A perforated drainage system has been added to the east side of the cemetery to aid in controlling off-site water.

15.1.4 Signage & Striping

Striping has been added to this submittal due to the change in scope of work.

Signage has been added to this submittal due to the change in scope of work.

15.2 CD-2 to BD

15.2.1 Curbing & Paving

No significant changes to the paving and curbing plan have been made for this submittal.

15.2.2 Utilities

No significant changes to the paving and curbing plan for this submittal.

15.2.3 Grading & Drainage

No significant changes to the grading plan have been made for this submittal.

15.2.4 Signage & Striping

Flexible reflective delineators along open drains incorporated into design.

16.0 Cost Estimate

A construction cost estimate is included in Appendix G. The following narrative is intended to provide detailed information used in the development of the cost estimate.

16.1 Basis of Estimate (BOE)

The scope of work, plans, standards, references, forms, and methodology used in the development of the estimates are listed below.

A. Estimates prepared in accordance with the following documentation provided:

1) Scope of Work for Project 855CM011, Pave Roads, Repair Storm Drains & Water Utilities, dated March 2020.

2) Schematic Design Documents (SD-1) dated October 29, 2020.

B. All estimates and corresponding supporting documentation are provided in accordance with the

“Manual for Preparation of Cost Estimates & Related Documents for VA Facilities” dated March

8th, 2011.

C. RS Means 2020 Cost Books have been referenced in conjunction with historical bid pricing and additional federal agency cost libraries to develop unit costs. The Micro-Computer Aided Cost

Estimating System (MCACES) Version 4.3, Cost Books English Cost Book 2016 and 2017, were utilized for initial estimate development.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 16

D. Estimate quantities derived from quantitative take-off (QTO) development.

E. Estimate Work Breakdown Structure (WBS) is based upon current guidance indicated within the

“Modified Tri-Service Work Breakdown Structure”.

F. Schedule identified as 52 weeks total duration and sequencing impacts have been addressed within Add-Ons and are identified within the estimate.

16.2 Clarifications

The following parameters were used in the development of the cost estimates.

A. Unit pricing is based upon, i.e. cost libraries, are derived from RS Means Facilities and

Commercial Renovation 2020, RS Means Commercial New Construction 2020, and the

MCACES English Cost Book 2016.

B. Historical and market-based pricing adjusted to reflect current PAX DOD Area Cost Factor

(ACF) and RS Means City Cost Indices for 2017 and 2018.

C. Labor Add-Ons identified and applied as follows:

1) Labor Adjustment Factor, general, add to labor at 10% of Labor Cost Only. The adjustment factor is based upon labor inefficiencies identified due to weather conditions and potential phasing concerns.

2) Add for Small Tools at 2% of Labor Cost reflects the appropriate percentage for small tools and consumables.

D. Material Add-Ons as follows:

1) Silver City, New Mexico Sales Tax Rate at 7.6% of material costs.

E. Design Contingency was set at 20%.

F. Local Market Conditions (see Section 14.4 below)

G. The size and scope of work are too small for large businesses, as a result the markups will be slightly elevated. We have utilized 25% subcontractor markups based on similar size projects.

H. Estimate assumes that Prime Contractor will be a SDVOSB with the majority, if not all work, to be performed by subcontractors.

I. Escalation to mid-point of construction has been included at 4.5%.

16.3 Exclusions

The following exclusions are applicable to the estimate.

A. Sales tax is excluded for all material costs within Division 13 Special Construction.

B. Labor Adjustment Factor is excluded from Division 01 General Requirements.

16.4 Market Survey/Analysis – Fort Bayard, NM

Local Market Conditions Factor shall be established at the next submittal.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 17

16.5 Summary of Cost Estimate Changes

16.5.1 Changes Between DD2 to CD2 Estimates

A. Exterior signage and striping costs have been added to the estimate due to the change in scope of work.

B. Design Contingency was decreased to 2.5% in accordance with level CD2 design completion.

16.5.2 Changes Between CD2 to BD Estimates

A. Design Contingency was decreased to 0% in accordance with level BD design completion.

B. Cost for flexible reflective traffic delineators was incorporated into estimate.

17.0 Physical Security

17.1 Physical Security Considerations

The project SOW was reviewed against the VA Physical Security Design Manual for VA Life Safety

Protected Facilities, dated January 2015. Based on our review, there are no physical security considerations in this project.

18.0 Irrigation

18.1 Overview of Existing Irrigation System

The existing irrigation system is in good working condition and will only be disturbed if required for paving. All valve boxes located within the existing gravel road will be adjusted accordingly.

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 18

Appendix A

Statement of Work

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 19

Appendix B

Schematic Design Plans

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 20

Appendix C

Geotechnical Report & Boring Location

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 21

Appendix D

Hydrology Report

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 22

Appendix E

Correspondence Emails

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 23

Appendix F

Plumbing Report

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 24

Appendix G1

Cost Estimate – Standard Asphalt Paving

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 25

Appendix G2

Cost Estimate – Porous Asphalt Paving

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 26

Appendix G3

Cost Estimate – Pervious Concrete Paving

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 27

Appendix H

NCA AE SD Submission Checklist

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 28

Appendix I

New Mexico SHPO, THPO & Tribe Letters

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 29

Appendix J

Water Usage Analysis

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 30

Appendix K

Water Line Sizing Calculations

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 31

Appendix L

SD-1 Review Meeting Minutes (11/13/2020)

Repair Storm Drains & Water Utilities

Project #885CM3011 | 7/8/2021 Page 32

Appendix M

VA Review Comments