ANC_Specifications_20130603_updated_06252013.pdf

United States Army Corps of Engineers Norfolk District

Millennium Project Arlington National Cemetery Arlington, VA 22211 Contract No: W91236-13-R-0012

Specifications Construction Documents

3 June 2013 in association with

Beyer Blinder Belle Architects & Planners LLP Sasaki Associates, Inc.

Rice Associates Wetlands Studies and Solutions, Inc.

MILLENNIUM PROJECT SOLICITATION W91236-13-R-0012

ARLINGTON NAT'L CEMETERY, ARLINGTON VA 03 JUNE 2013 - CONSTRUCTION DOCUMENTS

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 07 SEALS PAGE

00 31 19 EXISTING CONDITIONS INFORMATION

00 31 46 PERMITS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 29.13 HEALTH, SAFETY, AND EMERGENCY RESPONSE PROCEDURES FOR

CONTAMINATED SITES

01 35 45.00 10 CHEMICAL DATA QUALITY CONTROL

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.10 10 QUALITY CONTROL SYSTEM (QCS)

01 45 23 TESTING AND INSPECTION SERVICES

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 20.00 10 ENVIRONMENTAL PROTECTION

01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL

01 58 00 PROJECT IDENTIFICATION

01 62 35 RECYCLED / RECOVERED MATERIALS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 41 19.25 SELECTIVE ABANDONMENT OF SEWER MAINS

02 41 19.28 SELECTIVE ABANDONMENT OF WATERMAINS

02 42 91 REMOVAL AND SALVAGE OF HISTORIC BUILDING MATERIALS

02 61 13 EXCAVATION AND HANDLING OF CONTAMINATED MATERIAL

02 81 00 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

02 82 33.13 REMOVAL AND DISPOSAL OF ASBESTOS CONTAINING UNDERGROUND

PIPE

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 33 00 CAST-IN-PLACE ARCHITECTURAL CONCRETE

03 48 21 PRECAST CONCRETE BURIAL CRYPTS

03 48 24 PRECAST CONCRETE COLUMBARIUM UNITS

DIVISION 04 - MASONRY

04 01 00.91 RESTORATION AND CLEANING OF MASONRY IN HISTORIC STRUCTURES

04 20 00 MASONRY

04 73 01 COLUMBARIUM NICHE COVERS, MARBLE (GFCI)

DIVISION 05 - METALS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

PROJECT TABLE OF CONTENTS Page 1

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 20 00 FINISH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 BITUMINOUS DAMPPROOFING

07 14 00 FLUID-APPLIED WATERPROOFING

07 21 00 THERMAL INSULATION

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 00 CERAMIC TILE, QUARRY TILE, AND PAVER TILE

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 01 EXTERIOR SIGNAGE

10 28 13 TOILET ACCESSORIES

DIVISION 12 - FURNISHINGS

12 93 00 SITE FURNISHINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 12 13.15 REFLECTING POOL

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

22 05 33 HEAT TRACING FOR PLUMBING PIPING

22 07 19.00 40 PLUMBING PIPING INSULATION

22 52 00 REFLECTING POOL PLUMBING SYSTEMS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 51 00 INTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

PROJECT TABLE OF CONTENTS Page 2

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

31 63 16 AUGER-PLACED GROUT PILES

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 10 DRAINAGE LAYER

32 11 16.16 BASE COURSE FOR RIGID AND SUBBASE COURSE FOR FLEXIBLE

PAVING

32 11 29 LIME-STABILIZED SUBGRADE

32 12 10 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 12 43 POROUS FLEXIBLE PAVING

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 14 40 STONE PAVING

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 17 24.00 10 PAVEMENT MARKINGS

32 31 11.12 GATE OPERATORS AND CONTROLS

32 31 13 CHAIN LINK FENCES AND GATES

32 31 19 INDUSTRIAL ORNAMENTAL SWING GATES

32 34 23 FABRICATED ROADWAY BRIDGES

32 34 40 FABRICATED STEEL TRUSS BRIDGES

32 84 23 UNDERGROUND SPRINKLER SYSTEMS

32 92 19 SEEDING

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 05 23.15 JACKING AND BORING PIPE

33 11 00 WATER DISTRIBUTION

33 11 23 NATURAL GAS AND LIQUID PETROLEUM PIPING

33 30 00 SANITARY SEWERS

33 40 00 STORM DRAINAGE UTILITIES

33 46 13 FOUNDATION DRAINAGE SYSTEM

33 46 16 SUBDRAINAGE SYSTEM

33 70 02.00 10 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

DIVISION 34 - TRANSPORTATION

34 71 14.19 HIGH-TENSION CABLE BARRIER

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 3

SECTION 00 31 19

EXISTING CONDITIONS INFORMATION

05/13

PART 1 GENERAL

1.1 SUMMARY

Included in this Section For Information Only:

a. "Arlington National Cemetery Millennium Project - Final Geotechnical Report" dated May 2013, prepared by Geo Environmental Section, Norfolk District, U.S. Army Corps of Engineers, Norfolk, VA.

b. "Remedial Action Work Plan" prepared by A-Zone Environmental Services, LLC, Charles Town, WV, dated 22 April 2013.

c. Storm and Sanitary Sewer Drains Drawings - Arlington National Cemetery.

d. Water Distribution Drawings - Arlington National Cemetery.

PART 2 PRODUCTS

NOT USED.

PART 3 EXECUTION

NOT USED.

-- End of Section --

DOCUMENT 00 31 19 Page 1

US Army Corps Of Engineers

ARLINGTON NATIONAL CEMETERY

MILLENNIUM PROJECT

ARLINGTON, VIRGINIA

Final Geotechnical Report

May 2013

PREPARED BY:

Geo Environmental Section, Norfolk District U.S. Army Corps of Engineers Fort Norfolk, 803 Front Street Norfolk, VA 23510

[Page Intentionally Left Blank]

FINAL GEOTECHNICAL REPORT

Arlington National Cemetery-Millennium Project Arlington, Virginia

PREPARED BY:

Geo Environmental Section, Norfolk District

U.S. Army Corps of Engineers Fort Norfolk, 803 Front Street

Norfolk, VA 23510

[Page Intentionally Left Blank] i

INTRODUCTION

This report has been prepared to provide a general characterization of the subsurface conditions at the project site and provide geotechnical recommendations. The report provides a general overview of the soil and geologic conditions with detailed descriptions at discrete boring locations. This summary briefly discusses some of the major topics mentioned in the attached report. Accordingly, the report should be read in its entirety to thoroughly incorporate the recommendations provided.

SUMMARY

The Millennium Site will be developed to increase burial space at Arlington National Cemetery.

The proposed project will provide a projected 56,000 new burial spaces. The in-ground full casket burial spaces will be provided by pre-placed concrete crypts. In-ground cremation remains burial spaces are provided by direct burial method. Two columbarium types are proposed: Inward-Facing Columbarium Courts and the Perimeter Columbarium Wall. Other amenities and features include: 2 committal shelters; Ft. Myer perimeter wall/gate and jogging path; stream restoration; roadway and maintenance drive; pedestrian sidewalks/stairs and bridge;

site furniture including benches; waste receptacles, etc.; and utility relocation and extension. The project will also include several retaining walls along the perimeter and interior of the site.

The following evaluations and recommendations were developed based on our field exploration, laboratory testing program, and understanding of the proposed construction:

• Fill induced settlements will be on the order of 1” or less depending on the depth of the fill. A surcharge and consolidation period of 90 days is recommended to mitigate differential and total settlement in areas with fills in excess of 10’.

• The proposed columbarium niche structures, committal shelters, and retaining walls can be supported by a deep foundation system consisting of 35 to 40 foot long 14” diameter auger cast piles with an estimated 70 ton allowable compressive capacity and are summarized below for the various structures:

Location Allowable Capacity (tons)*

Estimated Pile Cutoff Elevation

(feet)

Pile Tip Elevation (feet)

Depth (ft)

Columbarium 10/11 70 124 to 127 90 to 93 35 Columbarium 12 70 158.5 118.5 40 Columbarium 13 70 158 118 40 Columbarium N73 70 172 137 35 Columbarium N74 70 172 132 40 Columbarium N75 70 171.5 131.5 40 Wall Sections 1 - 4 70 > 145 varies 35 Wall Sections 1 - 4 70 < 145 varies 40 Note: *Based on static load test for FS of 2 ii

• Over excavation of fill materials is expected in the vicinity of the old stump dump and old warehouse area for support of columbarium niche structures, manholes, and pavements. The extent of undercut shall extend to natural material for support of structures and be replaced with compacted controlled structural fill. Replacement under pavements may be limited to three feet. The undercut and replacement of man maid placed fill may be in excess of 10 feet deep to remove deleterious material.

• The near surface soils are not expected to be suitable for reuse as structural fill. The near surface soils may be reused on site for general grading. The natural fine subgrade soils are highly moisture sensitive and may lose stability when wet or subjected to construction equipment.

• A permanent excavation support system in recommended along McNair Road and Humphrey’s Drive to facilitate construction. The support system may include soil nails, sheet piles, helical anchors, etc.

• In areas to receive fill where existing slopes are 1V:4H and steeper, the ground surface should be benched back prior to filling activities. Such benching will therefore be required along the ravines, sides of over excavation areas and other steeply sloping areas of the site.

• Prior to fill placement a permanent “French” drain should be installed in all of the existing ravines and natural drainage ways to preserve water pathways and prevent the buildup of water pressure beneath compacted fills.

• Highly plastic clays, (CH) and silts (ML/MH) shall not be used for backfill behind retaining walls. As an alternate to the on-site soils, off site borrow materials such as VDOT No. 57 stone, ASTM C-33 sand, or select granular fill may be used as backfill behind below grade walls.

• The pavement subgrade material generally classified as CH in accordance with USCS. A design CBR value of 4 was used for pavement design analysis, which is about two thirds of the average CBR obtained from VDOT Pavement Design Guide for Subdivision and Secondary Road. Pavement shall consist of the following section:

Drive Lanes: 2” of SM-9.5A 3” of BM-25A or IM-19A 4” of VDOT 21A Crushed Stone 4” of Rapid Drainage Material Base Course 4” of VDOT 21A Crushed Stone Stabilized Subgrade

The top 12inches of subgrade shall be Lime Stabilized to achieve a CBR Value of 8 or lime stabilization may be replaced with Tensar TriaAx TX160 placed over subgrade.

iii

TABLE OF CONTENTS

1. PURPOSE

2. PROJECT INFORMATION

2.1. Scope of Work

2.2. Proposed Construction

2.3. Site Description

2.4. Available Information

3. DATA COLLECTION

3.1. General

3.2. Location

3.3. Soil Test Borings

3.4. Temporary Monitoring Well

3.5. Dilatometer Soundings

3.6. Cone Penetration Test

3.7. In-Situ Shear Testing of Soils

3.8. Laboratory Testing

4. SUBSURFACE CONDITIONS

4.1. Regional Geology

4.2. Subsurface Conditions

4.3 Groundwater Conditions

5. GEOTECHNICAL DESIGN RECOMMENDATIONS

5.1. General

5.2. Anticipated Fill Induced Settlements

5.3. Shallow Foundation Design for Lightly Loaded Structures

5.4. Anticipated Shallow Foundation Settlements

5.5. Auger Cast-In-Place Pile Foundations

5.6. Lateral Pile Resistance

5.6.1. Battered Piles

5.7. Lateral Earth Pressure

5.8. Slope Stability

5.9. Pavement Design Recommendations

5.10. Seismic Site Classification

6. CONSTRUCTION RECOMMENDATIONS

6.1. Site Preparation

6.2. Foundation Construction

6.3. Auger-Cast Pile Construction

6.4. Controlled Structural Fill

6.5. Suitability of On-site Material for Reuse

6.6. Surcharge and Consolidation Period for Large Fills

6.7. Expansive Soils

6.8. Compaction Requirements

6.9. Groundwater

6.10. Stormwater Management Ponds

6.11. Permanent Excavation Support System

6.12. Temporary Excavation Support System

iv

6.13. Subsurface Drainage Requirements

Appendix A - Site Vicinity Map & Subsurface Exploration Plan ......................................................... A Appendix B - Soil Boring Logs and Profiles ........................................................................................ B Appendix C - In-situ Testing Results ................................................................................................... C Appendix D - Geotechnical Laboratory Testing Results ..................................................................... D Appendix E - Lateral Pile Deflection Outputs ...................................................................................... E Appendix F - Global Stability Critical Surfaces .................................................................................. F Appendix G - Design Details ............................................................................................................... G Appendix H - Available Geotechnical Information ............................................................................. H

Arlington National Cemetery – Millennium Project

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1. PURPOSE

The purpose of this report is to present the results of subsurface exploration and to provide geotechnical recommendations for use in preparation of the final design of the Arlington National Cemetery Millennium Expansion project. The recommendations provided are based on structural loads, initial site grading, 05 April 2013 design submission, and other information provided by Jacobs Engineering.

The report summarizes the results of the subsurface exploration and laboratory testing undertaken by the Norfolk District U.S. Army Corps of Engineers (Corps). The report presents our understanding of the project, reviews the exploration procedures, and presents our observations, evaluations, and recommendations. The report does not address any archeological or environmental concerns. Please refer to the appropriate reports which specifically address these concerns.

2. PROJECT INFORMATION

2.1. Scope of Work: The U.S. Army Corps of Engineers, Norfolk District, Geo- Environmental Section, Engineering Branch had responsibilities to provide Geotechnical recommendations for the proposed project. As part of our services a subsurface geotechnical exploration and testing program was performed. This report discusses the subsurface conditions encountered and provides foundation and earthwork recommendations for the Arlington National Cemetery Millennium Project.

2.2. Proposed Construction: The Millennium Project will be developed to increase burial space at Arlington National Cemetery. The proposed project will provide at least 56,000 new burial spaces. The in-ground full casket burial spaces will be provided by pre-placed concrete crypts in a 3’ x 8’ grid. In-ground cremation remains burial spaces are provided by direct burial method in a 5’ x 5’ grid. Each of these areas will incorporate traditional Arlington National Cemetery engraved memorial stones on white marble. Columbarium spaces are provided by pre-cast concrete niches, each 12” wide x 15” high x 20” deep. Each columbarium niche will be enclosed with the traditional Arlington National Cemetery engraved marble shield. Two columbarium types are proposed: Inward-Facing Columbarium Courts and the Perimeter Columbarium Wall.

The inward-facing columbarium niche sections will be approximately 9 feet in height and six feet wide. The perimeter columbarium wall will be between 11 and 13 feet in height and act as a retaining wall along McNair Road. Additional major components of the project will also include a retaining wall bordering the existing stream that will range in height from just a few feet to heights in excess of 25 feet along with a pedestrian bridge that will connect Columbarium 13 and the South Committal Shelter. Other amenities and features include: 2 committal shelters; Ft. Myer perimeter wall/gate and jogging path; stream restoration; roadway and maintenance drive; pedestrian sidewalks/stairs; site furniture including benches; waste receptacles, etc.; and utility relocation and extension.

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Previous columbarium structures at Arlington National Cemetery have been supported by a deep foundation system. In addition, a value-engineering study for the current project determined that a deep foundation support system would be more cost effective than using conventional shallow foundation construction for the columbarium structures and retaining walls. As a result, it was the decision of the Designer of Record to utilize a deep foundation system for the support of the structures.

Structural loading was provided by Amman & Whitney and Jacobs Engineering for the major components of the Millennium Project. Based on the correspondence from Amman & Whitney dated September 2012, maximum loads along niche wall/structures and retaining walls is 8,000 lb/linear foot with most niche wall loads on the order of 4,000 to 6,000 lb/linear foot and maximum column loads for the committal shelters are expected to be 150,000 lbs or less. Loading information for the pedestrian bridge was provided by Jacobs Engineering on 3 May 2013. The bridge foundations were designed for an allowable axial capacity of 70ton with a top of pile cap elevation of 151’ and 154’ for the South and North abutment, respectively.

Site grading information is based on the design submission dated 05 April 2013 and modification discussed over the phone with Jacobs Engineering (JE) on 25 April 2013.

Maximum cut and fill required to reach the planned grade is expected to be approximately 17’ and 37’ respectively. The change in elevation required to meet the planned grade are shown in Sheet CF-100 included in Appendix A.

To facilitate traffic flow at the Millennium project, the design calls for the construction of two bridges along the planned loop road. The plans require the contractor to design and construct these features to meet various requirements stated in the plans and specifications. As these elements have yet to be designed and loading information is not available, this geotechnical report does not address or provide recommendations for the bridge design.

2.3. Site Description: The Millennium Project is located on a 27-acre site along the existing northwest boundary of Arlington National Cemetery and the old picnic grounds of Joint Base Ft. Myer/Henderson Hall (FMHH). The area is known as Section 29. The site is bounded to the west by McNair Road and extends roughly to Humphrey’s Drive on the East, Ord & Weitzel Drive on the North and Ft. Myer Chapel on the South. The location of the site is shown in the Site Vicinity Map included in Appendix A.

The project area can be generally characterized as a ravine with a channel at the bottom of the ravine running in a northeasterly direction across the site. Slopes down to the channel are relatively steep from both the west and east. The majority of the site is wooded, with that on the western portion (Ft. Myer picnic area) of the site being sparse.

The northern most portion of the site is referred to as the “old warehouse area” and currently serves as a parking and staging area for grounds maintenance workings and equipment. Concrete masonry unit structures exist in this area and additional structures have been demolished in the recent past. Southwest of the old warehouse area is a relatively flat portion of the site which is commonly referred to as the “stump dump”

-3-area. This area has historically been used for disposal of organic materials and other debris from work across the cemetery.

2.4. Available Information: Previous geotechnical explorations were performed by the Baltimore District for the rerouting of the storm drainage at JBMHH and an earlier concept of the millennium expansion. The subsurface explorations were completed in June and October of 2006 for the storm drainage and original concept, respectively. Both explorations were performed within the proposed expansion site. Data from these reports is included in Appendix H and is provided for informational purposes only. In addition, environmental borings and wells from the expanded environmental investigation being performed were available.

3. DATA COLLECTION

3.1. General: A subsurface exploration consisting of fifteen (15) soil borings and in-situ testing consisting of one (1) dilatometer tests and eleven (11) cone penetration tests were performed to further identify the subsurface material properties and define the subsurface stratigraphy. The subsurface exploration was performed by In-Situ Soil Testing. L.C. and Geo Services Corporation for A-Zone Environmental Services (A-Zone) under contract to the Norfolk District. Laboratory Testing was performed by Independent Consultants & Engineers, Inc. for A-Zone under contract with Norfolk. A-Zone is also under contract to perform additional environmental testing and services identified in the Preliminary Assessment Report prepared by Shaw Environmental Report dated July 2009 along with the work described above.

3.2. Location: The test locations were marked in the field utilizing conventional survey equipment by Rice Associates. Locations that were offset to facilitate testing were resurveyed after completion. Locations of the subsurface exploration tests are shown on the Subsurface Exploration Plan included in Appendix A.

3.3. Soil Test Borings: The Standard Penetration Test (SPT) borings were performed along the perimeter of the site and near proposed structures. Locations were based on the concept layout as shown in the Charrette Report dated 7 September 2012. Fifteen soil borings were advanced to depths ranging between 15 and 95 feet below the ground surface (bgs) which have been designated as 12DH-52 through 12DH-66. The soil borings were performed between October 1st and 5th 2012. The test borings were performed with either an all-terrain mounted drill or truck mounted drill rig utilizing hollow stem auger (HSA) drilling procedures. Soils samples were obtained with a standard 1.4” I.D., 2” O.D., and 30 inch long split-spoon sampler driven with a 140-lb automatic hammer freely falling 30 inches. The number of blows required to drive the sampler for each 6 inch penetration increment was recorded. The recovered soil samples were visually classified in the field in general accordance with ASTM D 2488 by representatives of the Norfolk District. A portion of the recovered soil from the SPT test was obtained and placed in a sealed glass jar and returned to the Norfolk District Office for review and laboratory testing assignment. The soil boring logs are included in Appendix B.

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3.4. Temporary Monitoring Well: Temporary monitoring wells were installed after completion of borings 12DH-55, 12DH-60, and 12DH-62. The wells consisted of 2 inch PVC pipe with a 5 foot slotted section at the end of the pipe (filter tip consisted of a standard standpipe piezometer). The boreholes were backfilled with clean sand (concrete sand) to within 5 feet of the well depth. After stabilized groundwater levels were obtained, the wells were removed. Please refer to section 4.3 Groundwater Conditions of this report for additional information. Additional groundwater information obtained from the environmental sampling in included in section 4.3 of this report as well.

3.5. Dilatometer Soundings: The subsurface exploration program included one (1) Dilatometer Sounding (DMT), designated as 12DMT-10. The DMT sounding was performed by In-Situ Soil Testing, L.C. in accordance with ASTM D 6635. Dilatometer testing was performed at approximate one foot depth intervals beginning generally one foot below the existing ground surface. The dilatometer was advanced by quazi-static pushing utilizing the hydraulic system of the testing platform. The DMT sounding was performed to a refusal depth of 36 feet bgs. The dilatometer field test data was reduced by In-Situ Soil Testing LC using established correlations and the results of the data reduction are provided in Appendix C.

3.6. Cone Penetration Test: The subsurface exploration program consisted of eleven

(11) Cone Penetration Tests (CPT) designated as 12CPT-19 through 12CPT-25 and 12CPT-29 through 12CPT-32. Locations 12CPT-26 through 12CPT-28 were omitted during the field operations because they were judged to be unnecessary after the SPT borings were performed. The CPT tests were performed by In-Situ Soil Testing, L.C. in accordance with ASTM D 5778. The tests were performed to a refusal depth generally between 40 and 85 feet bgs. Cone resistance, friction resistance, and pore pressure were recorded at approximate 5cm intervals. The field test data was reduced by In-Situ Soil Testing, L.C. using established correlations and the results are provided in Appendix C.

3.7. In-Situ Shear Testing of Soils: Advanced in-situ soil testing consisting of borehole soil shear testing was performed at four selected locations/depths. Testing was performed at 12DH-53 at a depth of 27.6 feet, 12DH-55 at depths of 6.4 and 14.2 feet, and 12DH-65 at a depth of 46.8 feet bgs. A shear head was lowered into a three inch diameter borehole shaped from the removal of a 3 inch diameter undisturbed sample pushed through the HSA. A normal stress was applied laterally to the sides of the borehole. After a waiting period allowing the soil to consolidate and dissipate excess porewater pressure from the applied normal stress, the shear head was pulled upward to measure the strength of the soil in contact with the plates of the shear head. This process was repeated with increasing normal stress to completion of the test. The results are provided in Appendix D.

3.8. Laboratory Testing: A geotechnical laboratory testing program was performed on selected samples recovered from the site that consisted of 38 soil classification tests (ASTM D2216, D4318, D422 w/o hydrometer, and D1140). The results of these tests were used to aid in our classifications shown on the soil boring logs. In addition, geotechnical laboratory testing consisting of a (1) one-dimensional consolidation test

-5-performed in accordance with ASTM D2435, one drained direct shear test in accordance with EM 1110-2-1906, and a (1) unconfined compression test in accordance with ASTM D2166 on samples from thin wall Shelby tubes. The results of these tests were used to aid in our evaluation of anticipated settlement and evaluation of global stability. The laboratory test results are provided in Appendix D.

4. SUBSURFACE CONDITIONS

4.1. Regional Geology: The project area is located within the Coastal Plain Physiographic province close to the “fall line” which separates this province from the Piedmont Physiographic Province. The Coastal Plain consists of marine and fluvial deposits of the tertiary and cretaceous age. The project site is shown to be underlain primarily by the Potomac Formation and the Bacons Castle Formations at higher elevations near Humphreys Drive. The basal part of the Potomac Group is predominantly light gray to white fluvial sand and gravel containing some lenses of silt and clay.

Overlying the sands and gravels are complexly interbedded clays, clays and silt which also contain pockets and layers of sand, gravel and ironstone. The Quaternary river terrace deposits are comprised mainly of relatively compact gravel and sand in a clay or silt matrix. Lenses of medium to stiff silt and clay, and peaty beds are locally intercalated with the sand and gravel.

4.2. Subsurface Conditions: The subsurface conditions discussed in the following section and those shown on the boring logs represent interpretations of the boring data.

The lines designating strata breaks on the boring logs and those indicated below represent approximate boundaries between soil types, as the transition may be gradual or may occur between samples.

The generalized subsurface stratigraphy, below, is our interpretation of the soil stratigraphy and subsurface conditions at the project site based on our subsurface exploration and available information. The interpretation necessarily assumes uniform subsurface conditions across the site, which is probably, but not necessarily, correct. The general descriptions, below, should not be considered as a substitute for the borings logs.

Generalized subsurface profiles are included in Appendix B of this report.

Surficial soil was encountered to depths ranging from two (2) to 10 inches bgs in the soil test borings where observed. This soil is typically a dark-colored soil material containing roots, fibrous matter, construction debris, and/or other organic and deleterious components.

FILL was encountered at boring locations 12DH-52, 55, 58, 60, 61, 65, and 66. The fill was identified at four general areas which are the old warehouse area, stump dump area, disposal location of excess material from the stormwater diversion/interceptor project, and near existing site development. The fill encountered at the old warehouse area (borings 12DH-58 and 66) generally consisted of Brown/Dark Gray, Clayey Medium to

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Fine SAND with little cobbles to a depth between two and six feet bgs. The fill encountered at the old stump dump area (borings 12DH-60 and 61) generally consisted of Tan/Gray, CLAY with some fine sand and organics and Reddish Brown Clayey Fine SAND with little organics which included wood from stumps. This fill was encountered to a depth ranging between 4 and 11 feet bgs. Boring 12DH-52 was located where excess spoils from the million gallon interceptor project were placed. This material generally consisted of Gray/Reddish Brown/Tan, CLAY with trace to some fine sand and gravel which was encountered to a depth of 16 feet bgs. The fill noted in borings 12DH-55 and 65 were judged to be placed for original site improvements due to the proximity of the borings in relation to roadways. The fill was noted to be six (6) inches and two (2) feet in thickness at locations 55 and 65 respectively. The material generally classified as Brown/Orangish Brown, Clayey SAND and gravel with debris.

Underlying the Surficial soil or Fill, natural soils consisting of Reddish Brown/Pale Red CLAY with little to some fine sand to Clayey Fine SAND classifying as CH, CL, and SC was encountered across the site except in the area of the stump dump and old warehouse (12DH-58, 60, 61, and 66). The material was judged to be encountered to a depth between 6 and 14 feet below the existing ground surface. This has been designated as Stratum IA for this report. Uncorrected SPT N-values ranged from 5 to 37 blows per foot (bpf) with an average of 12bpf. CPT tip resistance ranged from 8 to 63 tons per square foot (tsf) with an average of 22tsf. The DMT modulus ranged from 94 to 971tsf with an average of 398tsf.

The moisture content for the Stratum IA materials was observed to range between 10.9 and 36.6 percent with an average value of 22.9 percent. The percent fines (passing No.

200 Sieve) were observed to range between 39.6 and 90.9 percent with an average value of 78.6 percent. The average Liquid Limit was observed to be 64 with an average Plastic Index of 38, for the samples tested.

Underlying the Surficial soil or Fill, natural soils consisting of Reddish Brown and Reddish Brown Mottled Tan, Silty Fine SAND to Clayey Fine SAND classifying as SM, and SC was encountered along Humphreys Drive east of the drainage channel. This material is associated with the Bacons Castle Formation. This material was judged to be encountered to a depth between 32 and 39 feet below the existing ground surface (elevation 173.2 to 143.6). This has been designated as Stratum IB for this report.

Uncorrected SPT N-values ranged from 2 to 37 blows per foot (bpf) with an average of 11bpf. CPT tip resistance ranged from 39 to 1025 tons per square foot (tsf) with an average of 133tsf.

The moisture content for the Stratum IB materials was observed to range between 3.6 and

15.7 percent with an average value of 11.2 percent. The percent fines (passing No. 200 Sieve) were observed to range between 7.3 and 25.6 percent with an average value of

17.3 percent. For the samples tested.

Underlying Stratum IA&B, Stiff to Very Stiff, Gray to Bluish Gray Mottled Reddish Brown CLAY with trace to some fine sand typically classifying as CH was encountered.

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The material was judged to be part of the Potomac Formation. The material extended to an approximate depth of 6 to 71 feet bgs (elevation 148.9 and 128.4) and to the termination of 12DH-52, the material has been designated as Stratum II for this report.

This stratum was not encountered in the vicinity of the old stump dump and warehouse areas (12DH-58, 60, 61, and 66). Uncorrected SPT N-values ranged from 15 to 39 bpf with an average of 25 bpf. CPT tip resistance ranged from 22 to 104 tons per square foot (tsf) with an average of 64tsf. The DMT modulus ranged from 811 to 3790tsf with an average of 1805tsf. Several samples of Stratum II material exhibited “slickensides”, smooth surfaces of a seam in the hard clay.

The moisture content for the Stratum II materials was observed to range between 22.8 and 34.7 percent with an average value of 29.5 percent. The percent fines (passing No.

200 Sieve) were observed to range between 71.5 to 86.4 percent with an average value of

86.4 percent. The average Liquid Limit was observed to be 63 with an average Plastic Index of 39. Results the in-situ borehole shear testing and direct shear testing performed on the Stratum II materials are summarized in the table on 4.2-1.

Table 4.2-1: Summary of Borehole Shear and Direct Shear Testing

Advanced Laboratory Testing Summary Table Sample

ID

Depth

(ft) Test Results

12DH-53 27.6 Borehole Shear Test φ' = 15.7° c = 348psf

12DH-55 6.4 Borehole Shear Test φ' = 26.0° c = 302psf

12DH-55 14.2 Borehole Shear Test φ' = 17.7° c = 561psf

12DH-65 46.8 Borehole Shear Test φ' = 15.3° c = 45psf

12DH-55 13.5 Direct Shear Test φ' = 12.9° c = 168psf

Underlying Stratum II, Loose to Dense, Light Gray Mottled Yellowish/Reddish Brown Clayey SAND to Silty Fine SAND with trace to some clay classifying as SM, SC, and SM-SC was encountered. This material was judged to be encountered to the termination of Borings 12DH-53, 61, and 63 though 65 at a depth between 9 and 64 feet bgs (elevation 129.8 and 97.5) and has been designated as Stratum III for this report. Deeper termination elevations were noted to be in the area of the old stump dump and warehouse areas. Uncorrected SPT N-values ranged from 6 to 40 bpf with an average of 20 bpf.

CPT tip resistance ranged from 30 to 270 tons per square foot (tsf) with an average of 122tsf. DMT tests encountered refusal conditions prior to encountering this stratum; as a result, modulus values were not obtained in this stratum.

The moisture content for the Stratum III materials was observed to range between 9.2 and

25.3 percent with an average value of 16.2 percent. The percent fines (passing No. 200 Sieve) were observed to range between 9.2 to 39.6 percent with an average value of 20.9 percent. The material was determined to be non-plastic in nine (9) of the 13 samples tested. The average Liquid Limit was observed to be 31 with an average Plastic Index of 15 for the four (4) remaining samples.

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Underlying Stratum III, Firm to Stiff, Light Gray CLAY with some fine sand and gravel to Clayey Fine SAND classifying as CH and SC was encountered in borings 12DH-54 through 56. This material was judged to be encountered to a depth between 39 and 71 feet bgs (elevation 118.5 and 114.2) which has been designated as Stratum IVA for this report. Uncorrected SPT N-values ranged from 14 to 34bpf with an average of 24bpf.

The moisture content for the Stratum IVA materials was observed to range between 28.9 and 30.8 percent with an average value of 29.9 percent. The percent fines (passing No.

200 Sieve) were observed to range between 42 to 56.4 percent with an average value of

49.2 percent.

Underlying Stratum III and IVA, Medium Dense to Dense, Light Gray Silty Fine SAND with little clay classifying as SM and SM-SC was encountered. This material was judged to be encountered to the termination of Boring 12DH-57 and at a depth of 89.5 feet bgs (elevation 95.7) in 12DH-54 which has been designated as Stratum IVB for this report.

Uncorrected SPT N-values ranged from 16 to 45bpf with an average of 26 bpf. CPT tip resistance ranged from 16 to 187 tons per square foot (tsf) with an average of 65tsf.

DMT tests encountered refusal conditions prior to encountering this stratum; as a result, modulus values were not obtained in this stratum. For the sample tested from Stratum IVB the moisture content and limits were observed to be 22.1 percent and non-plastic, respectively.

Underlying Stratum IVA&B, Very Dense, Greenish Gray, Fine SAND with little silt and mica visually classifying as SM was encountered. This material was encountered at the termination of Boring 12DH-54 at a depth of 95 feet bgs (elevation 90.2) which has been designated as Stratum V for this report. SPT N-values were not recorded since a spoon refusal was encountered. Spoon refusal is defined as a rate of 100 blows per 6” of penetration.

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4.3 Groundwater Conditions: Groundwater information obtained at the site is summarized in the tables 4.3-1 & 2.

Table 4.3-1: Summary of Groundwater Conditions (1 of 2)

Location ID

Ground Surface

Elevation (ft.)

Water Level (ft.) Hole Cave In (ft.)

Date of

Observation Remarks Depth Elevation Depth Elevation

12DH-52 187.83 -- -- 25.9 161.93 10/8/2012 6:20

12DH-55 159.86 30.2 129.66 -- -- 10/8/2012 6:45 40' Temporary Pipe 12DH-62 157.62 34.5 123.12 -- -- 10/8/2012 7:30 25' Temporary Pipe

12DH-63 157.08 -- -- 28.8 128.28 10/4/2012 8:55

12DH-64 199.39 -- -- 71.5 127.89 10/5/2012 12:30

12DH-65 199.6 32 167.6 60.5 139.1 10/5/2012 12:25

12DH-54 185.19 52.8 132.39 53 132.19 10/8/2012 6:10

12DH-53 184.77 51 133.77 53 131.77 10/8/2012 6:55

12DH-57 167.23 37.7 129.53 47 120.23 10/8/2012 7:55

12DH-56 157.47 -- -- 26.3 131.17 10/8/2012 8:05

12DH-66 110.26 3 107.26 4.5 105.76 10/8/2012 9:15

12DH-60 125.9 8.1 117.8 -- -- 10/8/2012 9:30 10' Temporary Pipe

Table 4.3-2: Summary of Groundwater Conditions (2 of 2)

Location ID

Ground Surface

Elevation (ft.)

Water Level (ft.) Hole Cave In (ft.)

Date of

Observation Remarks Depth Elevation Depth Elevation

12SMY-SB6 125.8 9.73 116.07 -- -- 11/5/2012 See well log 12-ESMY-SB1 109.53 6.64 102.89 -- -- 11/5/2012 See well log 12OWA-SB1 117.15 6.84 110.31 -- -- 11/5/2012 See well log 12OWA-SB3 106.98 2.41 104.57 -- -- 10/26/2012 See well log 12-OWA-SB4 104.5 5.17 99.33 -- -- 11/6/2012 See well log 12-OWA-SB6 100.28 2.86 97.42 -- -- 10/26/2012 See well log 12-OWA-SB7 98.65 3.54 95.11 -- -- 10/26/2012 See well log 12-OWA-SB10 111.54 8.16 103.38 -- -- 10/25/2012 See well log 12-OWA-SB11 107.17 4.62 102.55 -- -- 10/26/2012 See well log 12-FMM-SB2* 153 21.75 131.25 -- -- 11/16/2012 See well log

Note: *Elevation was extrapolated from topographic information

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Groundwater levels fluctuate with seasonal changes, periods of heavy or little rainfall, pumping from wells, and other factors. The field measurements do not reveal the actual year-round groundwater conditions.

The near surface clayey soils encountered in the borings can cause perched groundwater to be found close to the ground surface, especially during wet periods. Perched conditions occur when surface or subsurface water is prevented from draining deeper into the subsurface by layers of relatively impermeable soil located near the surface.

5. GEOTECHNICAL DESIGN RECOMMENDATIONS

5.1. General: The following findings and recommendations and are based on our observations at the site, interpretation of the field and laboratory data obtained during our subsurface exploration, our experience with similar subsurface conditions and projects, and the project information available at the time this report was prepared.

5.2. Anticipated Fill Induced Settlements: Significant grading will be performed across much of the site with the deep fills located in the ravines and natural drainage ways. It is anticipated that the final grades are expected to be up to 20 feet higher than the existing grades in these deep fill locations. The weight of such fills will cause compression/consolidation in the underlying soils over time resulting in settlements at the ground surface.

Determination of anticipated settlement amounts and rates are both imprecise due to variability in the amount of fill and a number of soil characteristics (plasticity, permeability, over consolidation ratio, etc.). The magnitude and rate of settlement will vary across the site and will be affected by the properties of the existing soil along with the type and depth of new fill. Based on our assumptions and calculations, settlements on the order of one inch (1”) may be expected for fills on the order of 20 feet in thickness.

Due to the anticipated settlement and to minimize post construction differential settlements for the proposed structures, the areas of fill in excess of 10 feet in thickness shall be surcharged with additional soil and allowed to consolidate for a period of time.

Refer to Section 6, Earthwork Consideration for details on surcharging this site.

5.3. Shallow Foundation Design for Lightly Loaded Structures: Based on our evaluations, lightly loaded structures may be supported on a conventional shallow foundation system bearing on approved natural soils or properly compacted controlled structural fill. Continuous foundations with a 4klf service load and column foundations with 60kip service load may be designed for a maximum net allowable bearing pressure of 2,000 pounds per square foot (psf).

Lightly loaded continuous foundations should have a minimum width of 24 inches and independent column foundations should have a minimum width of 36 inches to reduce the possibility of a ‘punching ‘ shear failure. The structural elements should be centered on the foundation element to provide uniform load transfer, unless the foundations are

-11-proportioned for eccentric loads. Due to the highly plastic soils encountered, foundations should bear at a minimum depth of 48 inches below the finish site grades for bearing capacity considerations and soil shrink/swell effects. Foundation shall be a minimum of five feet or the width of the foundation whichever is greater from the crest of any slope of 3H:1V or steeper. Spacing between footings shall be at least 1.5 times the width of the larger foundation to minimize any reduction in bearing capacity due to overlapping zones of influence.

Over excavation of fill materials is expected in the vicinity of the old stump dump and old warehouse area for support of columbarium niche structures and manholes. The extent of undercut shall extend to natural material for support of structures and be replaced with compacted controlled structural fill. This undercut and replacement may be in excess of 10 feet deep.

5.4. Anticipated Shallow Foundation Settlements: Total settlement of column foundations with a service load of 50 kips and continuous wall foundations loaded to 2klf is expected to be on the order of ¾” inch, or less. Actual settlements experienced by the structure and the time required for the subsurface soils to settle will be influenced by undetected variations in the subsurface conditions, actual structural loads, final grading plans, the quality of fill placement, and foundations construction.

Differential foundation settlement has not been evaluated at this time since it is dependent on the distribution of loads and the variability of the underlying soils which can be assessed after final site grades and locations are presented. Acceptable differential settlement will be defined as an angular distortion of less than 1/500. The angular distortion is defined as the difference in settlement between two points divided by the distance between the points.

5.5. Auger Cast-In-Place Pile Foundations: The design team has elected to utilize a deep foundation support system for the retaining walls and the columbarium niche structures; therefore axial and lateral pile capacities have been determined for 14” diameter auger cast piles. Pile lengths were determined based a top of pile elevation three feet below the site elevation of structures and a 70 ton allowable capacity. The results of the geotechnical engineering evaluations for auger cast-in-place piles are provided in table 5.5-1.

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Table 5.5-1: Summary of Auger Cast Pile Compression Capacities

Location Allowable Capacity (tons)*

Estimated Pile Cutoff Elevation

(feet)

Pile Tip Elevation (feet)

Depth (ft)

Columbarium 10/11 70 124 to 127 90 to 93 35 Columbarium 12 70 158.5 118.5 40 Columbarium 13 70 158 118 40 Columbarium N73 70 172 137 35 Columbarium N74 70 172 132 40 Columbarium N75 70 171.5 131.5 40 Wall Sections 1 - 4 70 > 145 varies 35 Wall Sections 1 - 4 70 < 145 varies 40 Note: *Based on static load test for FS of 2

Individual piles should be spaced a minimum of four pile diameters apart from the center to center of each pile. Settlements associated with individual piles and groups are anticipated to be relatively immediate and on the order of 0.5 inch or less.

Adequate steel reinforcement design for both tensile and lateral loads is required for each auger cast-in-place pile to be constructed. Also, the piles require a minimum shear resistance of 17 kips due to potential slope failure planes which is discussed further in section 5.9.

5.5.1. Auger Cast-In-Place Pile Test Program: At least two control piles should be installed to check the installation procedures for the auger cast-in-place piles for each pile diameter and capacity that is selected for the project. We recommend that the pile axial compressive capacity be verified by up to ten (10) pile load tests located near 12DH-53, 54, 55, 60, 61, 62, 12CPT-20, 23, DH-4, 15, and DH-30 these should NOT be production piles.

Load tests shall be in accordance with ASTM D 1143; except as otherwise noted below. The load test shall consist of the "Quick Load Test Method For Individual Piles" up to a total test load of 140 tons, followed by the "Loading In Excess of Standard Test Load" up to 200 tons, or until failure of the test pile occurs. Load application shall be in increments of 10% of the applied load. Time interval between load increments shall be 15 minutes. The full test load shall be maintained for one hour. The Contractor shall provide a load frame and test jack capable of applying a minimum 300 ton axial load to the test piles. Reaction auger-placed piles shall be used in lieu of other reaction frame methods; and these reaction piles, as well as the reference and testing apparatus, shall be independently monitored for movement. A minimum of four dial gauges mounted 90 degrees apart is required;

along with two sets of parallel wires, mirrors, and scales, to monitor the movement of the top of the test piles. An additional single set of wires, mirrors, and scales will be required to monitor the top of each reaction pile for movement. All movement

-13-data shall be recorded. A calibrated load cell shall be used to measure the load application on the pile. The load cell shall have an accuracy of ± 1%. A spherical bearing shall be placed between the ram and the reaction beam to reduce eccentric loading. The pile design service load is 70 tons.

Each test pile shall be instrumented with pairs of vibrating wire strain gauges located at two different levels; (1) bottom of the clay layer (i.e. top of bearing layer) and (2) bottom of the bearing sand layer (i.e. tip of pile) to obtain information about the shaft friction developed within the different subsoil strata. The exact depths of these gauges will be determined based upon the soil profile observed from withdrawals of adjacent reaction piles. These strain gauges shall be "Vibrating Wire Rebar Strain Meters" (Sister bars). Two strain gauges shall be installed at each depth mounted 180 degrees apart.

The load test should not be performed until the grout has achieved the design compressive strength as verified by compressive strength tests on grout specimens.

In addition, the pile load test should not be performed until after a minimum 7 day waiting period following installation of the test pile. Application of the test load should be performed under the direction of the geotechnical engineer.

5.6. Lateral Pile Resistance: Lateral resistance was limited to a pile head deflection of ¼”. Pile head deflection was determined using the computer program LPile based on established p-y correlation in the program. The applied lateral load was increased or decreased until approximately ¼” of deflection resulted. The pile was assumed to have a compressive strength of 4000psi with 60ksi reinforcement consisting of four number 7 bars. The output information is attached in Appendix E and summarized table 5.6-1.

Table 5.6-1: Summary of Lateral Pile Resistance

Location Ultimate Lateral Load for 1/4" Head Deflection (kip)

Location Ultimate Lateral Load for 1/4" Head Deflection (kip)

12DH-53 25 12DH-61 8

12DH-54 22 12DH-62 12

12DH-55 18 12DH-63 16

12DH-57 13 DH-24 10

12DH-58 9 DH-26 14

12DH-60 8 DH-4 9

*A FS of 2 is recommended for lateral capacity.

5.6.1. Battered Piles

If the allowable lateral load capacities indicated are not sufficient to resist the applied lateral loads, then battered piles could be utilized to resist the applied loads.

The allowable lateral load of the battered pile can be computed as the horizontal component of the recommended allowable axial compressive capacity based on the geometry of the batter. Due to construction difficulties, pile batter shall not exceed a batter of 1H:4V or roughly 14 degrees.

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5.7…