17312_Addendum-1_COMBINED.pdf

Jefferson Barracks National Cemetery Project No. 852-MM22-009

Gravesite Expansion

11-01-16

ADDENDUM #1

EARTH MOVING (SHORT FORM)

31 20 11 - 1

SECTION 31 20 11

EARTH MOVING (SHORT FORM)

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Earthwork including excavation, fill, backfill, and lawn restoration.

1.2 RELATED REQUIREMENTS

A. Materials testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES.

1.3 MEASUREMENT AND PAYMENT FOR ROCK EXCAVATION

A. Measurement: Cross section and measure the uncovered and separated materials, and compute quantities by the Registered Professional Land

Surveyor or Registered Civil Engineer, specified in Section 01 00 00, GENERAL REQUIREMENTS. Do not measure quantities beyond the following limits:

1. 300 mm (12 inches) outside of the perimeter of formed footings.

2. 600 mm (24 inches) outside the face of concrete work when forms are required, except for footings.

3. 150 mm (6 inches) below the bottom of pipe and maximum the pipe diameter plus 600 mm (24 inches) in width for pipe trenches.

4. Outside dimensions of concrete work when no forms are required

(trenches, conduits, and similar items not requiring forms).

B. Payment for Differing Site Conditions: When rock excavation, as classified, is encountered, the contract price and time will be adjusted according to Articles, DIFFERING SITE CONDITIONS, CHANGES and

CHANGES-SUPPLEMENT of the GENERAL REQUIREMENTS as applicable.

1.4 DEFINITIONS

A. Unsuitable Materials:

1. Fills: Topsoil, frozen materials; construction materials and materials subject to decomposition; clods of clay and stones larger than 75 mm (3 inches); organic materials, including silts, which are unstable; and inorganic materials, including silts, too wet to be stable.

2. Existing Subgrade (except footings): Same materials as above paragraph, not capable of direct support of slabs, pavement, and

31 20 11 - 2 similar items, with the possible exception of improvement by compaction, proof rolling, or similar methods of improvement.

3. Existing Subgrade (footings only): Same as Paragraph 1, but no fill or backfill. If materials differ from reference borings and design requirements, excavate to acceptable strata subject to Contracting

Officer's Representative's (COR) approval.

B. Earthwork: Earthwork operations required within the new construction area. Also includes earthwork required for auxiliary structures and buildings and sewer and other trench work throughout the job site.

C. Degree of Compaction: Degree of compaction is expressed as a percentage of maximum density obtained by the test procedure presented in AASHTO

T99 / ASTM D698.

D. The term fill means fill or backfill.

E. Topsoil: Fertile, friable, natural topsoil of loamy character and characteristic of locality, capable of growing healthy horticultural crops of grasses.

1.5 CLASSIFICATION OF EXCAVATION

A. Classified Excavation: Removal and disposal of all material not defined as rock.

B. Rock Excavation:

1. All rock excavation shall be performed by mechanical removal. For those occurrences where mechanical removal is not suitable confirm and verify with cemetery and NCA before proceeding any blast removal.

2. Solid ledge rock (igneous, metamorphic, and sedimentary rock).

3. Bedded or conglomerate deposits, cemented to present characteristics of solid rock which cannot be excavated without blasting; or the use of modern power excavator (shovel, backhoe, or similar power excavators) minimum 0.75 m3 (1 cubic yard) capacity, properly used, having adequate power and in good running condition.

4. Boulders or other detached stones each having a volume of 0.4 cubic meter (1/2 cubic yard) or more.

1.6 APPLICABLE PUBLICATIONS

A. Comply with references to extent specified in this section.

B. American Nursery and Landscape Association (ANLA):

1. 2004 - American Standard for Nursery Stock.

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C. American Association of State Highway and Transportation Officials

(AASHTO):

1. T99-01 (R2004) - Moisture-Density Relations of Soils Using a 2.5 kg

(5.5 lb) Rammer and a 305 mm (12 inch) Drop.

2. T180-01 (2004) - Moisture-Density Relations of Soils Using a 4.54-kg

[10 lb] Rammer and a 457 mm (18 inch) Drop.

D. ASTM International (ASTM):

1. D698-07 - Laboratory Compaction Characteristics of Soil Using

Standard Effort.

2. D1557-07 - Laboratory Compaction Characteristics of Soil Using

Modified Effort.

E. Standard Specifications of (Insert name of local state) State

Department of Transportation, latest revision.

1.7 SUBMITTALS

A. Submittal Procedures: Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B. Submittal Drawings:

1. Show size, configuration, and fabrication and installation details.

2. Plot plan showing elevations.

C. Test Reports: Certify each product complies with specifications.

1. Rock Excavation Report:

2. Certification of rock quantities excavated.

a. Excavation method.

b. Labor.

c. Equipment.

3. Land Surveyor's or Civil Engineer's name and official registration stamp.

1.8 DELIVERY

A. Deliver products in manufacturer's original sealed packaging.

B. Mark packaging, legibly. Indicate manufacturer's name or brand, type, production run number, and manufacture date.

C. Before installation, return or dispose of products within distorted, damaged, or opened packaging.

31 20 11 - 4

PART 2 - PRODUCTS

2.1 MATERIALS

A. Fills: Materials approved from on site and off-site sources. Fills:

ASTM D2487 Soil Classification Groups GW, GP, GM, SW, SP, SM, SC, and

ML, or any combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

1. Dry Density: 1760 kg/m3 (110 pcf) minimum.

2. Plasticity Index: 6 maximum.

3. Liquid Limit: 30 maximum.

B. Granular Fill:

1. Under Concrete Slab: Crushed stone or gravel graded from 25 mm

(1 inch) to 4.75 mm (No. 4).

2. Bedding for Sanitary and Storm Sewer Pipe, crushed stone or gravel graded from 13 mm (1/2 inch) to 4.75 mm (No. 4).

C. Fertilizer: 5 percent nitrogen, 10 percent phosphorus, and 5 percent potash.

D. Seed: Grass mixture matching to existing turf utilized at cemetery.

E. Sod: Match existing species with existing cemetery turf, without broken pads and torn or uneven ends. Use State Certified or State Approved sod when available.

1. Thickness of Cut: 19 mm to 32 mm (3/4 inch to 1 1/4 inches) excluding top growth.

PART 3 - EXECUTION

3.1 SITE PREPARATION

A. Clearing:

1. Clear within the limits of earthwork operations as described or designated by the COR.

2. Remove trees, shrubs, fences, foundations, incidental structures, paving, debris, trash and any other obstructions.

3. Remove materials from the Cemetery Property.

B. Grubbing:

1. Remove stumps and roots 75 mm (3 inches) and larger diameter.

2. Leave undisturbed sound stumps, roots up to 75 mm (3 inches) diameter, and nonperishable solid objects minimum 900 mm (3 feet) below subgrade or finished embankment.

31 20 11 - 5

3. Do not leave material within the burial profile up to 2400 mm

(8 feet) below finished grade.

C. Trees and Shrubs:

1. Remove trees and shrubs, not shown for removal, within 4500 mm

(15 feet) of new construction and 2250 mm (7’-6”) of utility lines when approved in advance by the COR.

2. Remove materials from the Cemetery Property.

3. Transplant trees and shrubs with a ball of earth and burlap according to the latest issue of the "American Standard for Nursery

Stock", of the American Association of Nurserymen, Inc.

4. Transplant trees and shrubs to a permanent or temporary position within two hours after digging.

5. Maintain trees and shrubs held in temporary locations by watering as necessary and feeding liquid fertilizer semi-annually with a minimum analysis of 5 percent nitrogen, 10 percent phosphorus and 5 percent potash.

6. Maintain plants moved to permanent positions as specified for plants in temporary locations until substantial completion.

7. Protect from damage, existing trees, and shrubs. Trim, clean, and paint existing trees and shrubs including the roots, according to standard industry horticultural practice for the geographic area and plant species.

8. Do not store building materials closer to trees and shrubs to remain than the farthest extension of limbs.

D. Stripping Topsoil: Unless otherwise indicated on the drawings, extend limits of earthwork operations anywhere the existing grade is filled or cut or where construction operations have compacted or otherwise disturbed the existing grade or turf. Strip topsoil as defined herein, or as indicated in the geotechnical report, within the limits of earthwork operations as specified above, unless specifically indicated or specified elsewhere in the specifications or shown on the drawings.

Stockpile topsoil and protect as directed by the COR. Eliminate foreign material larger than 0.014 cubic meter (1/2 cubic foot) in volume, from soil when stockpiled. Retain topsoil on station. Remove foreign materials larger than 50 mm (2 inches) in any dimension from topsoil used in final grading. Do not excavate wet topsoil.

31 20 11 - 6

1. Test soil for chemicals, pesticides, and fertilizers when topsoil is removed from formerly utilized as farmland, to verify suitability for use in new lawn areas.

E. Concrete Slabs and Paving:

1. Score deeply or saw cut existing concrete slabs and paving to be removed in a neat, straight cut, sections where excavation or trenching occurs.

2. Extend pavement section, minimum of 300 mm (12 inches) on both sides of widest part of trench excavation. Provide parallel final score lines unless otherwise indicated on Drawings.

3. Remove material from the Cemetery Property.

F. Disposal:

1. Remove materials from site and disposed of at legally approved site.

2. Comply with applicable Federal, State and local regulations. Do not burn materials on site.

3.2 EXCAVATION

A. Shoring, Sheeting and Bracing: Shore, brace, or slope to an angle of repose banks of excavations to protect workmen, banks, adjacent paving, structures, and utilities, in compliance with OSHA requirements.

1. Extend shoring and bracing to bottom of the excavation. Shore excavations carried below the elevations of adjacent existing foundations.

2. Provide concrete fill support when bearing of foundation is disturbed by excavation, improper shoring or removal of shoring, placing of backfill, and similar operations, under disturbed foundations, as directed by COR. Do not remove shoring until permanent work in excavation has been inspected and approved by COR.

B. Excavation Drainage:

1. Operate pumping equipment and install other materials, means and equipment to keep excavations free from water and subgrades dry, firm, and undisturbed until permanent work is received by COR.

2. Obtain approval from COR before placement of permanent work on subgrades.

C. Blasting: Blasting is not acceptable.

D. Building Earthwork:

1. Excavate foundation excavations to solid undisturbed subgrade.

2. Remove loose or soft material to solid bottom.

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3. Fill excess cut under footings or foundations with 25 MPa (3000 psi) concrete, poured separately from the footings.

4. Do not tamp earth for backfilling in footing bottoms.

E. Trench Earthwork:

1. Utility Trenches (Except Sanitary and Storm Sewer):

a. Excavate to width required for sheeting and bracing and proper performance of Work.

b. Grade bottom of trenches with bell-holes, scooped-out to provide uniform bearing.

c. Support piping on undisturbed earth unless a mechanical support is indicated on Drawings.

d. The length of open trench in advance of pipe laying shall not be greater than is authorized by the COR.

2. Sanitary and storm sewer trenches:

a. Trench Width:

1) Below Point 150 mm (6 inches) Above Top of Pipe:

a) Pipe up to 300 mm (12 inches): 600 mm (24 inches) diameter.

b) Pipe Larger than 300 mm (l2 inches): 4/3 diameter of pipe plus 200 mm (8 inches).

2) Trench Width Above 150 mm (6 inches): Pipe size as required for sheeting and bracing and proper performance of the Work.

b. Bed Bottom Quadrant of Pipe:

1) Undisturbed Soil: Bell holes no larger than necessary for jointing. Backfill with clean earth, placed and tamped by hand, maximum 300 mm (12 inches) above top of pipe.

2) Granular Fill: Depth of fill minimum 75 mm (3 inches) plus one-sixth of pipe diameter below the pipe of 300 mm

(12 inches) above top of pipe. Place and tamp fill material by hand.

c. Place and compact excess backfill using acceptable excavated materials. Do not use unsuitable materials.

d. Use granular fill for bedding where rock or rocky materials are excavated.

F. Site Earthwork:

1. Perform excavation as indicated on Drawings and as follows:

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a. Remove and replace unsuitable subgrade materials, as determined by the COR.

b. Obtain material samples for soil classification, under COR's direction, for testing by an approved testing laboratory to determine suitability.

c. When unsuitable material is encountered and removed, the contract price and time will be adjusted according to Articles, DIFFERING SITE CONDITIONS, CHANGES and CHANGES-SUPPLEMENT of the

GENERAL REQUIREMENTS as applicable. Adjustments to be based on cubic meters (cubic yard) in cut section only.

2. Finished subgrade elevation as follows:

a. Pavement Areas: Bottom of pavement or base course as applicable.

b. Planting and Lawn Areas: 100 mm (4 inches) below finished grade, unless otherwise specified or indicated on the Drawings.

3.3 FILLING AND BACKFILLING

A. General: Fill or backfill when all debris, unsatisfactory soil materials, obstructions, and deleterious materials have been removed from excavation. Proof-roll exposed subgrades with a fully loaded dump truck. Use excavated materials or borrow for fill and backfill, as applicable. Do not use unsuitable excavated materials. Do not backfill until foundation walls have been completed above grade and adequately braced, waterproofing or dampproofing applied, and pipes in contact with backfill have been installed, and work inspected and approved by

COR.

B. Proofrolling Existing Subgrade: Proof roll with fully loaded dump truck. Make a minimum of one pass in each direction. Remove unstable uncompactable material and replace with granular fill material completed to mix requirements specified.

C. Placing: Place material in horizontal layers not exceeding 200 mm

(8 inches) loose depth and then compacted. Do not place material muddy, frozen, or with frost surfaces.

D. Compaction: Use approved equipment (hand or mechanical) to suit type of material compacted. Do not operate mechanized vibratory compaction equipment within 3000 mm (10 feet) of new or existing building walls without prior approval of the COR. Moisten or aerate material necessary to provide moisture content that will readily facilitate obtaining specified compaction with equipment used. Compact each layer minimum 95

31 20 11 - 9 percent of maximum density determined according to the following test method AASHTO T99 / ASTM D698.

3.4 GRADING

A. General: Uniformly grade areas within limits specified, including adjacent transition areas. Smooth finished surface within specified tolerance. Provide uniform levels or slopes between points where elevations are indicated, or between points and existing finished grades. Provide smooth transition between abrupt changes in slope.

B. Cut rough or sloping rock to level beds for foundations. In unfinished areas, fill low spots and level off with coarse sand or fine gravel.

C. Slope backfill outside the building away from building walls with minimum distance of 1800 mm (6 feet).

D. Finished grade 150 mm (6 inches) below bottom line of windows or other building wall openings unless greater depth is shown.

E. Place crushed stone or gravel fill under concrete slabs on grade, tamped, and leveled, 150 mm (6 inches) thick, unless otherwise indicated on Drawings.

F. Finish subgrade in condition acceptable to the COR at least one day in advance of paving operations. Maintain finished subgrade in a smooth and compacted condition until succeeding operation has been accomplished. Scarify, compact, and grade subgrade before further construction when approved compacted subgrade is disturbed by subsequent operations or adverse weather.

G. Tolerances:

1. Subgrade and Base Course Final Grades for Paved Areas: Plus or minus

6 mm (0.25 inches) of indicated grades.

3.5 LAWN AREAS

A. General: Harrow and till new or existing lawn areas to remain, 100 mm

(4 inches) deep. Establish existing or design grades by dragging or similar operations. Do not do earthwork on wet soil. Obtain plant bed approval from COR before seeding or sodding operation begins.

B. Finished Grading: Begin after rough grading has settled. Scarify subgrade surface areas 100 mm (4 inches) deep. Apply topsoil smooth, even surface, and true grades minimum 100 mm (4 inches). Shape top and bottom of banks to form reverse curves in section; make junctions with undisturbed areas to conform to existing topography.

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C. Fertilizing: Mix fertilizer into the soil 100 mm (4 inches) deep at a rate of 12 kg/100 m2 (25 pounds per 1000 square feet).

D. Seeding: Apply seed at a rate of 2 kg/100 sq.m (4 pounds per 1000 square feet). Rake seed lightly. Roll area not to exceed 225 kg/m (150 pounds per foot) of roller width.

E. Sodding: Water topsoil lightly before laying sod. Tightly butt sod strips at the ends and stagger in a running bond fashion. Place sod strips running across slope from bottom to top. Secure sodded slopes by pegging or other approved methods. Roll sodded area not to exceed 225 kg/m (150 pounds per foot) of the roller width.

F. Watering: Upon completion in any one section, water thoroughly new sod pad and soil to a sufficient depth. COR will be responsible for sod after installation and acceptance.

3.6 DISPOSAL OF UNSUITABLE AND EXCESS EXCAVATED MATERIAL

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of Cemetery property .

3.7 CLEANING

A. Upon completion of earthwork operations, clean areas within contract limits, remove tools, and equipment. Clean site, free of debris, and suitable for subsequent construction operations. Remove debris, rubbish, and excess material from the Cemetery Property.

- - - E N D - - -

NOTE:

ANY SEAM IN METAL TO BE FLAT SEAM - SEAMS

TO BE HORIZONTAL AND OCCUR BETWEEN

LINES OF LETTERING.

ALL LETTERING TO BE PAINTED BLACK

WITH EXCEPTION OF PROJECT TITLE

WHICH IS TO BE BLUE

2" 5"

9" M A

X

1'-0" 5"

14" M A

X

2" 5"

5" 2"

4'-0" M

IN

3'-0"

6"

6'-0"

8'-0"

5" 5" of Veterans Affairs

U.S. Department

CENTER TO BE WHITE

SURROUNDING

BORDER TO BLUE

BACKGROUND TO BE

PAINTED WHITE

BORDER MEMBER PAINTED BLACK PAINT BORDER

MEMBER BLACK

ENAMEL

OPTIMA BOLD

STYLE 5" HIGH

LETTERING

2"X4" FRAME AND

BRACES IN SAME

PLANE

METAL FACE

WHITE ENAMEL

2"X4" FRAME

AND BRACE IN

BACK

METAL FACE

STRETCH METAL FACE

TIGHT, TURN OVER FRAME

AND SECURE WITH FLAT

HEAD DEFORMED NAILS.

LETTERING TO BE OPTIMA

BOLD STYLE 1 1/2" HIGH TO

BE CENTERED HORIZONTAL

4"X4" POSTS

PAINTED WHITE

ELEVATION SECTION

ON CENTERLINE

JEFFERSON BARRACKS NATIONAL

CEMETERY GRAEVESITE EXPANSION

THIS SPACE FOR

CONTRACTOR'S NAME ONE

OR TWO LINES AS REQUIRED

DESIGNED AND SUPERVISED BY: DEPARTMENT

OF VETERANS AFFAIRS WASHINGTON D.C. AND

ANDERSON ENGINEERING OF MN. LLC

GENERAL CONTRACTOR

TEMPORARY CONSTRUCTION SIGNS TO

BE FIELD LOCATED. VERIFY LOCATION

WITH SOR/COR.

SP24.1

2" 4"

3' -0

V

A R

IE

S

GENERAL CONTRACTOR

WITHOUT A LOST TIME ACCIDENT

0 0 0 DAYSHAS WORKED

THIS PROJECT

ON SAFETY

ZERO

Department of Veterans Affairs

3' -0

4'-0"

2" 1 3/4"

2"

BLUE

BLUE OUTLINE

WITH

WHITE INTERIOR

JOINT

BRACING

4"X4" POST

FIN. GRADE

BRACING SEE

CONSTRUCTION

SIGN DETAIL

THIS SHEET

RED RED

WHITE

BLUE

ELEVATION

WOOD STRIPS

THE LIFE YOU SAVE MAY BE YOUR OWN

SP24.04

SEC

1GJ

2-1/4"

2' -0

M A

TC

H

E X

IS

TI

N G

O N

S

IT

E

TO

S E

C

TI

O N

S D

D

C C

6" 6"

2"

8"6-1/2"

2"

1-1/2"7"

NOTE:

-"SEC" LETTERS; 1-1/2" HT., 3/15"

DEPTH, 3/16" STEMS AND BARS;

TEXT FOR SECTION ID

NUMBERSENGRAVED 2" HT., 3/16"

DEPTH, 3/8" STEMS AND BARS.

CORNERS AND EDGES

INCLUDING 2" BELOW

GROUND LEVEL ROUNDED

TO 3/8" RADIUS (TYP.)

FINISHED GRADE

SECTION

3" DEPTH WOOD

MULCH; MATCH

EXISTING ON SITE

COMPACTED

GRANULAR FILL

3" MIN

3" MIN

3 1/2"

NOTE:

1. CENTER POINT OF BURIAL CONTROL

MONUMENT GRID SHALL BE WITHIN 0.05 FT

OF THE POINT DESIGNATED ON

THE PLANS.

6"

3"

PLAN VIEW

4' -0

1" DIAMETER x 2 1/4" DEEP HOLE.

SET MARKER WITH NON METALLIC,

NON SHRINK GROUT.

6" DIAMETER, CAST IN PLACE OR

PRECAST CONCRETE MONUMENT

REINFORCED WITH 1 #6 REBAR, MIN.14"

LONG, 1" CLEAR FROM FACE.

*IF PRECAST CONCRETE MONUMENT,

INSTALL 6" MINIMUM GROUT AROUND

DIAMETER OF MONUMENT

SET FLUSH WITH FINISHED GRADE

SMOOTH TROWEL FINISH TOP SURFACE,

ENSURE POSITIVE DRAINAGE

DOMED-TOP MONUMENT MARKER,

SEE DETAIL

BRONZE DOMED-TOP MONUMENT

MARKER LOCATED WITHIN 4" DIA.

PLACEMENT CIRCLE

4" DIA. PLACEMENT CIRCLE

CENTERED ON CONCRETE

MONUMENT

SLOPE CONCRETE AWAY FROM

CENTER OF CONCRETE BURIAL

MONUMENT

SECTION

BRONZE DOMED-TOP

MONUMENT MARKER 3-1/2" DIA.

SPLIT STYLE STEM AND

INTEGRAL LOCATION MAGNET

FIELD STAMPED CROSS HAIRS:

MAX. LENGTH 3/4", MIN. LENGTH

1/2". 1

16" MIN. DEPTH CROSS

HAIRS SHALL BE LOCATED

WITHIN ENGRAVED CIRCLE.

ALIGN CROSS HAIRS WITH

GRAVESITE GRID LINES.

REQUIRED 3/16" HIGH TEXT

ENGRAVED ON CAP

ENGRAVED 1" DIA. CIRCLE

CENTERED IN MONUMENT

MARKER

MONUMENT MARKER

6" DEPTH COMPACTED

GRANULAR FILL

6" TOPSOIL

R1

2" TOOLED, ENTIRE EDGE OF

MONUMENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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U.S. Department of Veterans Affairs

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F

A

B

C

D

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F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 17312

852-MM22-009

NOVEMBER 14, 2023

2900 SHERIDAN RD, ST. LOUIS, MO 63125

BID DOCUMENTS

Date:

GEOTECHNICAL:

GEOTECHNICS

4510 Paris Gravel Road

HANNIBAL, MO 63401

(573) 221-7714

B. JOSEPH SICK, PE

OF 19

IRRIGATION:

WATER IN MOTION,

INC.

175 JAMES AVE. NORTH

MINNEAPOLIS, MN 55405

(952) 229-1911

Office of Construction and Facilities Management

BID DOCUMENTS

TIMOTHY MALOOLY

JEFFERSON BARRACKS NATIONAL

CEMETERY IN-GROUND CREMATION

11/14/2023

SCALE:3

GRAVESITE MONUMENT MARKER

N.T.S.

CS501

10JFCHC

SITE DETAILS 1

NOTES:

1. CENTER POINT OF BURIAL CONTROL

MONUMENT GRID SHALL BE WITHIN

0.05 FT OF THE POINT DESIGNATED

ON THE PLANS.

2. CONCRETE TO EXTEND BELOW

FROST DEPTH

8" MAX. TO

TOP OF DOME

SCALE:2

SAFETY AND CONSTRUCTION SIGN

N.T.S.SCALE:1

PROJECT CONSTRUCTION SIGN

N.T.S.

SCALE:4

GRANITE SECTION MARKER

N.T.S. SCALE:5

EXISTING SECTION MARKERS ON SITE

N.T.S.

Revisions:

ADDENDUM NO. 00001 02/23/20241

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GARY R JOHNSON

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NUMBER PE-2012005390

A

GEOTECHNICAL REPORT

APPENDIX

Quincy, IL 217.223.3670

Galesburg, IL 309.342.4042

Carbondale, IL 618.331.4050

Burlington, IA 319.752.3603

Davenport, IA 563.359.1348

Pella, IA 515.612.7402

Columbia, MO 573.355.5988

Hannibal, MO 573.221.0020 www.klingner.com

JEFFERSON BARRACKS NATIONAL

CEMETERY IGC GRAVESITES

Algonquin Road

St. Louis, MO

July 17th, 2023

Prepared for:

ANDERSON ENGINEERING OF MINNESOTA, LLC

13605 1st Ave N, Suite #100

Plymouth, MN 55441

Prepared by:

GEOTECHNICS, A DIVISION OF KLINGNER &

ASSOCIATES, P.C.

4510 Paris Gravel Road

Hannibal, MO 63401

Project No. 23-1054

Jefferson Barracks National Cemetery IGC Gravesites

Anderson Engineering of Minnesota, LLC

July 17, 2023 ii | P a g e

Attn: Mr. Erik Hedman, P.E.

13605 1st Ave N, Suite #100

Plymouth, MN 55441

RE: Geotechnical Investigation: Jefferson Barracks National Cemetery IGC

Gravesites – St. Louis, MO

Dear Mr. Hedman:

In accordance with your request, our firm has conducted the geotechnical investigation for the proposed Jefferson Barracks National Cemetery IGC Gravesites that are proposed to be located at the National Cemetery on Algonquin Road in St. Louis, MO.

The geotechnical exploration and report has been conducted in general accordance with the proposal dated March 30, 2023. The report presents the investigation findings and provides recommendations for foundation, backfill, subgrade, pedestrian concrete pavement recommendations, seismicity, and related site earthwork recommendations.

We appreciate the opportunity to provide geotechnical services for your project. As always, if you have any questions please do not hesitate to contact us.

Sincerely, GEOTECHNICS, A DIVISION OF KLINGNER

Brian Joseph Sick, P.E.

Geotechnical Department Services Manager

Missouri P.E. No. 2005022155 i | P a g e

TABLE OF CONTENTS

1.0 Scope of Services

2.0 Site Description

3.0 Site Geology

4.0 Proposed Development

5.0 Subsurface Conditions

6.0 Groundwater Observations

7.0 Geotechnical Engineering Analyses and Foundation Recommendations

8.0 Site Earthwork Recommendations

9.0 Equivalent Lateral Earth Pressures

10.0 Temporary Excavation Recommendations

11.0 Pedestrian Pavement Subgrade Recommendations

12.0 Seismicity

13.0 Conclusions

Appendix A Test Boring Location Image

Appendix B Field and Laboratory Investigation General Information

Appendix C Atterberg Limit Determinations

Appendix D Boring Logs

Appendix E Boring Log Profile

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1.0 SCOPE OF SERVICES

The scope of our services for this project consisted of investigating the site’s subsurface conditions by drilling three (3) borings performed within the perimeter of the new gravesite development, as reported by the client. The test borings were drilled to depths of 9 to 16½ feet (elev. 96.0 to 107.3) below the existing ground surface. Boring locations were determined by the client, located where accessible avoiding utilities, and staked and graded in the field by our drill crew in coordination with the owner’s maintenance personnel, with the locations indicated on the enclosed test boring location sketch.

Ground surface elevations were determined by referencing the top of the concrete pad for the water line manhole (northwest quadrant of the intersection of Algonquin Rd and Omar Bradley Dr) with presumed elevation 100.0; these are indicated on the enclosed boring logs. The scope of services also consisted of a laboratory testing program and an engineering analysis of the soil-structure interaction with subsequent foundation, backfill, subgrade, and related site earthwork recommendations.

2.0 SITE DESCRIPTION

The proposed new Jefferson Barracks National Cemetery IGC Gravesites will be located in the National Cemetery on Algonquin Road in St. Louis, Missouri within the perimeter of the cemetery, north of the Memorial Chapel on Omar Bradley Drive. The site is currently in use as a manicured wooded and lawn area, and is adjacent to existing gravesites to the east, west, and north. The site is moderately sloping and generally drains to the east and south. Ground surface elevations at the borings ranged from 109.0 to 123.8. The topsoil and recent fill section summary at the individual boring locations follows below:

Table 1: Topsoil and Recent Fill Thickness Summary

Boring No.

Topsoil/Aggregate

Thickness, in.

Estimated Recent Fill Thickness, ft. (bottom elev.)

B1 4 n/a B2 4 n/a B3 4 n/a

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3.0 SITE GEOLOGY

In the vicinity of the proposed site, the location consists of natural soils of residual origin and weathered bedrock. This area of St. Louis County in east-central Missouri is contained in the Salem Plateau Sub-Section of the Ozark Plateaus Province of the Interior Highlands Physiographic Division. The residual soils are underlain by Mississippian Age weathered bedrock. The area is characterized by moderately to steeply rolling tree covered ridge tops and hills and moderate to steep valley slopes. The drainage features in this area of St. Louis County are dendritic in structure and regionally the area flows immediately to the east toward the Mississippi River.

4.0 PROPOSED DEVELOPMENT

We understand that the scope of the project consists of grading the existing field (site) for new in-ground cremains (IGC) gravesites. This includes the site appurtenances to include utilities and pedestrian sidewalks. Preliminary boring locations were provided to us, but grading plans and a conceptual sketch were not. We presume grade changes will be less than 5 feet, excepting gravesite excavations. Our report is strictly in regards to the proposed new development. If our understanding of the new development or any of our estimates and/or presumptions do not accurately represent this project, we should be notified to consider a revision to this report, if deemed necessary after further review.

5.0 SUBSURFACE CONDITIONS

The results of the geotechnical investigation indicated that the proposed new Jefferson Barracks National Cemetery IGC Gravesites project site is covered by natural soil deposits of residual origin overlying Mississippian Age weathered bedrock. Topsoil thicknesses at the borings was approximately 4 inches.

Below the topsoil, residual soils and weathered bedrock consisted of yellow brown, light brown, brown, and reddish brown mottled lean clay (CL), fat clay (CH), fat clay with gravel (CH), and silt with gravel (ML), and weathered limestone and siltstone. These soils were medium to hard in consistency and very dense in apparent relative density with N values of 5 to 38 blows per foot and 50 for 1½ inch to 72 for 10 inches. Atterberg limit testing performed on select samples of the residuum indicated liquid limits ranging from 41% to 54% with plasticity indices from 20% to 29%.

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The auger drilling in the residual soils and weathered bedrock indicated deteriorated bedrock and harder drilling beginning at 12 feet in depth in boring 1, 8½ feet in boring 2, and 11 feet in boring 3, the weathered bedrock surface or more resilient layers are found at variable elevations (see individual boring logs for reference). Rig refusal was encountered in the weathered bedrock in borings 2 and 3. The residuum and/or weathered bedrock extended to completion depths of 9 to 16½ feet (elev. 96.1 to 107.5) below the existing ground surface.

6.0 GROUNDWATER OBSERVATIONS

Observations to determine the apparent presence of groundwater were conducted during drilling, at completion and up to 2 hours after completion of the test borings. During the limited observation period the borings were dry and did not indicate the apparent presence of groundwater. These measurements indicate that static water levels and/or perched groundwater are generally below the expected depths of excavation. Due to the composition of the soils at the site, it is expected that perched or trapped groundwater can be found at shallow depths during certain portions of the year. Provisions should be made for control of seeping groundwater and or surface runoff during rain events when working near deeper cut areas. Additionally, it should be expected in the deeper cuts to have seeping groundwater. Generally, when excavations encounter only clayey soils, dewatering of trapped surface water or perched groundwater may be adequately performed by grading the excavations appropriately to surface drainage features, sump pits and/or sump pumps, as necessary.

7.0 GEOTECHNICAL ENGINEERING ANALYSES AND FOUNDATION

RECOMMENDATIONS

The results of the geotechnical investigation indicate that lightly loaded structures (if any) may be supported by shallow reinforced concrete footings based in either the existing natural soils or in controlled, compacted structural fill. Foundations may be proportioned for a maximum net allowable soil pressure of 2,500 P.S.F. (FS=3). The net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Spread footings should be a minimum of 30 inches in the least dimension, while continuous bearing wall footings should be a minimum of 18 inches wide. Exterior footings and footings in unheated areas should be based at least 24 inches below finished grade for frost protection. Total settlements of foundations proportioned as recommended should be less than approximately 1 inch while differential settlements between adjacent foundation elements should be less than about ¾ of an inch. A summary of the foundation recommendations is shown below:

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Table 2: Foundation Recommendation Summary – Main Level

Description Continuous Bearing Wall Footings Isolated Column Footings

Net Allowable Soil Pressure 2,500 PSF

Minimum Width, in. 18” 30”

Recommended Founding Depth Nominal Depth Interior and 24” below Finished Exterior Grade

Coefficient of Sliding Friction 0.35

Unsuitable (soft or unstable) soils or any recent uncontrolled fill, if encountered, should be removed from the footing excavations, and consequently the footing extended the additional depth or replaced with suitable material as recommended below. For spread footings, the depth of overexcavation should be at least 3 feet or to suitable soil, whichever is shallower and at least 50% wider than the design width for lateral stress dissipation. For bearing wall footings, the over-excavations, if needed, should extend to at least 2 feet (or to adequate bearing material, whichever is shallower) and should be at least 50% wider than the design width for lateral stress dissipation. Once the limit of the overexcavation is reached, the exposed surface should be compacted with suitable compaction equipment prior to backfilling. Replacement material (if required) for unsuitable soils in the footings may consist of suitable granular material that is placed in 8” or less lifts and compacted to at least 95% of the standard proctor maximum dry density (ASTM D 698) or flowable fill (Controlled Low Strength Material, CLSM). If flowable fill or lean concrete is utilized for backfill then the recommendation for overwidening the overexcavation is not necessary.

Observation by a geotechnical engineer is recommended at the time of excavation to determine the presence and competency of the expected bearing strata and to document removal of unsuitable soils and any uncontrolled fill, if encountered. Footing excavations should be made to the required lines and grades as rapidly as possible. We recommend that footing excavations be left open for a minimum of time to prevent disturbance to the foundation soils. Foot traffic should be prevented on the base of the footing excavations if disturbance is noted. Hand cleaning, if required and setting of reinforcing steel should then be accomplished from the sides of the excavation. Surface drainage from the site should be diverted away from the construction area during construction activities.

Based on the soils encountered in the borings and our interpretation of site conditions, the lateral footing capacity, due to base shear, should be calculated using an allowable coefficient of friction between the base of the footing and the soil of 0.35. Passive resistance is formed as an object (shear key, footing, pile cap, etc.) plows through the soil. All calculations of passive resistance are based on the condition that the soil on the passive side of the footing will always be present. If at some future time, some of the soil on the passive side is removed, the passive resistance will decrease. Therefore, the possibility of some soil being removed should be considered when determining passive resistance to lateral loads.

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8.0 SITE EARTHWORK RECOMMENDATIONS

Prior to the placement of structural fill (when applicable), topsoil and organic material should be removed from the subgrades and fill areas and stockpiled for possible use for finish grading, if desired. For areas that may receive structural fill, during site grading it is recommended that the top 12 inches of the subgrades should be compacted to a dry density of at least 95% of the standard (ASTM D 698) proctor maximum dry density and within a moisture content range of 2% below to 4% above optimum. Subgrades in cut and fill areas should undergo the proofrolling/compacting process.

Soft and/or unstable areas revealed by the proofrolling/compacting process should be excavated, reworked, and then be recompacted or removed and replaced with suitable material as necessary. Granular material, if used, should be composed of reasonably well graded crushed stone or gravel with a maximum size of about 1” and not more than 15% non-plastic fines. The upper portion of the subgrade may be wet of optimum depending on the time of year. The residual soils can be moisture sensitive, consequently, additional effort may be required to re-work and recompact the soils within the zone of seasonal moisture variation. It should be noted that during wet weather periods, considerable effort will be necessary to form a suitable foundation for structural fill and/or structures at grade due to high moisture contents of the existing soils. The majority of the soils at the site in the upper portion of the soil profile may be suitable as structural fill; testing during construction should be performed to confirm high plastic soil is not used within 24 inches of the base of floor slabs (when applicable) and that on-site soils meet our recommendations for structural fill below.

We recommend that structural fill material required for establishment of final grades be placed in 6” to 8” lifts and compacted to at least 95% of the maximum dry density as per ASTM D 698. Structural fill material may consist of suitable materials found on site, lean clay (LL=45% or less and PI=25% or less) or granular material. The moisture content should be kept within -2% to +4% of optimum. Field density tests, in fill and natural subgrades, should be conducted at the rate of one test per 5,000 square feet per lift and one test per 150 linear feet of wall backfill per lift. A summary of the compaction recommendations follows:

Table 3: Compaction Recommendations Summary

Description ASTM D 698 Moisture Content from Optimum

Excavation Subgrade (Top 12”) 95%+ -2% to +4%

Structural Fill 95%+ -2% to +4%

Footing Overexcavation Backfill 98%+ ±2%

The site grading plan should provide for positive surface water drainage away from proposed new structures. Surface drainage/runoff should be diverted away from the site construction area during construction activities.

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Utility trench bedding may use ASTM Class I material, while initial backfill Class I/II materials are suitable. Clean aggregates should be densified to at least 70% of the maximum dry density as established by ASTM D4253/4254. Final trench backfill, in pavement areas or settlement sensitive areas, should be compacted to at least 95% of the maximum dry density as per ASTM D 698 and may utilize Class III/IV materials. A summary of the utility trench recommendations follows:

Table 4: Utility Trench Recommendations Summary

Description ASTM D 698 Moisture Content from Optimum

ASTM D4253/D4254

Bedding (Class I) n/a n/a 70%

Initial Backfill (Class I/II) n/a n/a 70%

Final Backfill (Class III/IV) 95%+ -2% to +4% n/a

9.0 EQUIVALENT LATERAL EARTH PRESSURES

The following equivalent fluid pressures may be used for the soils at the site:

Table 5: Equivalent Fluid Pressures Summary

Depth Below Surface, ft.

Active Drained, P.C.F.

Active Undrained, P.C.F.

At-Rest Drained, P.C.F.

At-Rest Undrained, P.C.F.

Passive Drained, P.C.F.

Passive Undrained, P.C.F.

0-2½ (B1) 60 90 80 100 220 160

2½-10 (B1) 60 90 80 100 245 180

0-8 (B2) 55 90 75 100 250 180

0-10 (B3) 55 90 75 95 245 175

Drained values should be used above the static water level, while undrained values should be used below the static water level.

10.0 TEMPORARY EXCAVATION RECOMMENDATIONS

Temporary excavations should be constructed in accordance with OSHA regulations.

The soils at the site classify as OSHA Type B and excavations extending less than 20 feet in vertical height into these soils should be cut on a slope no steeper than 1H:1V.

Flatter slopes may be required and all operations should be performed under the supervision of qualified site personnel in accordance with OSHA regulations. Excavations deeper than 20 feet must be designed by a registered professional engineer and, based on our understanding of the project are not anticipated. Excavation slopes left exposed should be protected from erosion and saturation by rainfall and runoff.

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11.0 PEDESTRIAN PAVEMENT SUBGRADE RECOMMENDATIONS

We presume that the pedestrian pavement section(s) will consist of portland cement concrete over a compacted aggregate base course and compacted soil subgrade.

Although not indicated at the boring locations, the subgrade in some areas to be paved may be comprised of recent fill, the soils should be observed for possible construction debris and other forms of foreign material during excavations and at the subgrade surface; removal of objectionable material is recommended. Structural fill required for the pavement areas should be compacted to a dry density of at least 95% of the standard proctor maximum dry density (ASTM D 698) and the moisture content should be controlled within a range of 2% below to 4% above optimum.

The subbase for all sidewalk areas should be compacted to a depth of at least 6” and to a minimum dry density of 95% of the maximum dry density as established by ASTM D 698 and within a moisture content range of -2% to +4% of optimum. We further recommend that the granular base under the sidewalk be compacted to a minimum density of 95% of the maximum dry density (ASTM 698) and the moisture content should be controlled within a range of ±2% of optimum. Sidewalk subgrades should be observed for soft or unstable areas; remediation should follow our previous recommendations. A summary of the compaction recommendations follows:

Table 6: Compaction Recommendation Pavement Section Summary

Description ASTM D 698 Moisture Content from Optimum

Structural Fill for Sidewalks 95%+ -2% to +4%

Sidewalk Subbase (Top 6”) 95%+ -2% to +4%

Sidewalk Base (Aggregate) 95%+ ±2%

The aggregate base course should conform to the gradation requirements of MoDOT Type 5 Base. It should be noted that some of the subgrade soils may be wet of optimum dependent upon the time of year during construction. Therefore, reworking and recompaction may be necessary and may require considerable effort. Once the recommended subbase preparation has been performed, the following pedestrian pavement section thickness may be used in design:

Table 7: Pedestrian Pavement Section Recommendation Section Summary

Section Description / Thickness (in.)

Pedestrian Pavement PCCP / 4½

Pedestrian Pavement Base MoDOT Type 5 / 4

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12.0 SEISMICITY

Based on the subsurface conditions encountered and our understanding of the areal geology, the site class is closest to C in accordance with ASCE 7-16. Seismic site classification is based on soil data in the top 100 feet below grade. The calculated maximum considered earthquake spectral response accelerations for short periods value Ss = 0.471 (MCER ground motion (period = 0.2s)) and for one second S1 = 0.167 (MCER ground motion (period = 1.0s)). The calculated site-modified spectral acceleration value Sms = 0.613 and the calculated site-modified spectral acceleration value Sm1 = 0.250.

Liquefaction potential for the site is low, although some vertical and horizontal displacement should be expected during a major earthquake. A summary of the seismicity value recommendations follows:

Table 8: Seismicity Value Estimates Summary

Description Value Estimate

Sms 0.613

Sm1 0.250

Ss 0.471

S1 0.167

13.0 CONCLUSIONS

The geotechnical investigation, including exploration, testing, and analyses has been completed for the proposed Jefferson Barracks National Cemetery IGC Gravesites at the National Cemetery on Algonquin Road in St. Louis, MO. Foundation, backfill, subgrade, seismicity, and related site earthwork recommendations, based on the investigation, have been included in this report. The analyses, conclusions and recommendations contained in this report are based on the site conditions and project descriptions presented in this report, and the subsurface conditions disclosed by the exploratory borings.

The conclusions and recommendations presented are professional opinions based on the above conditions, professional judgment and experience. If during design and construction, changes occur, either in the proposed construction, due to natural causes or construction operations at the site, from a substantial lapse in time, or should subsurface conditions encountered during construction differ materially from those presented, we should be contacted to review any changes in circumstances and conditions to evaluate the effects on the analyses, conclusions and recommendations presented.

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The borings were placed to obtain a reasonable picture of the subsurface conditions.

However, variations in the subsurface conditions not indicated by the borings are always possible. These data are supplied for the benefit of the designers and owner and do not express or imply any warranty of the subsurface conditions. Completed excavations, construction, subgrade and backfill should be observed and tested during the construction phase by a qualified professional to verify the subsurface conditions and the design assumptions.

The scope of our services does not include environmental assessment of investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater or surface water within the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client.

APPENDIX A

TEST BORING LOCATION IMAGE

EHedman Image

EHedman Callout B-1

EHedman Callout B-2

EHedman Callout B-3

EHedman Text Box

JEFFERSON BARRACKS NATIONAL CEMETERY

EHedman Text Box

PROPOSED BORING MAP

bjs Typewriter B1: +/- 40' South of Algonquin Rd, N38° 29' 58.2", W90° 17' 36.5" B2: +/- 38' South of Algonquin Rd, N38° 29' 59.0", W90° 17' 35.4" B3: +/- 100' South of Algonquin Rd, N38° 29' 58.5", W90° 17' 34.2"

APPENDIX B

FIELD AND LABORATORY

INVESTIGATION GENERAL

INFORMATION

FIELD INVESTIGATION

The field investigation consisted of site observation, subsurface exploration and sampling, as well as field testing and visual classification of the soils encountered in accordance with ASTM specifications. The site observation provided information concerning existing topography and recent manmade alterations, if any were observed. During the investigation the locations and ground elevations for each of the borings were determined, unless provided by others. Subsurface exploration and sampling was conducted in an effort to define the soil profile and to obtain disturbed and/or undisturbed representative samples of the various soils encountered for the purpose of the laboratory investigation.

Dependent upon the field conditions and project requirements, test borings were completed with a CME 75 truck mounted or CME 55 track mounted drill rig equipped with either 3¼ or 4¼ inch I.D.

hollow stem augers in accordance with ASTM D6151, 5 inch solid stem augers in accordance with ASTM D1452, or rotary drilling equipment in accordance with ASTM D5783. The hollow stem augers permit convenient access to the undisturbed soil below the auger bit which allows the driller to obtain a soil sample at the desired depth. The boreholes upon completion were backfilled with auger cuttings (soil) and boring plug (if requested). Periodic observation and maintenance of the backfilled boreholes should be performed to monitor for subsidence at the ground surface as the borehole backfill could settle over time.

As the test borings were advanced, methods of sampling were employed to recover soils from the undisturbed strata below the auger bit. Representative disturbed samples were obtained from a standard Split Spoon and the samples were recovered by driving a 2 inch O.D. (1 3/8 inch I.D.)

Split Spoon sampler in accordance with ASTM D1586. When subsurface conditions warranted, relatively undisturbed samples were obtained in cohesive soils by hydraulically pushing a thin walled seamless tube sampler into the soil in accordance with ASTM D1587. The Shelby Tubes were 2 or 3 inches in outside diameter depending upon the project requirements. One or both of these methods may have been utilized based on site conditions and/or job specific requirements.

Additionally, disturbed samples collected from auger cuttings in accordance with ASTM D1452 may have been obtained as needed to further facilitate identification of the subsurface conditions.

The recovered samples were described in the field according to color, texture, grain size, plasticity and consistency, as recommended by ASTM D2488, "Description and Identification of Soils (Visual-Manual Procedure)". Split Spoon samples when obtained were sealed/preserved in glass jars and labeled while Shelby Tube samples, when obtained, were sealed/preserved within the tubes and also labeled prior to transporting to our laboratory. Auger cuttings, when obtained, were sealed in an air tight container to preserve the natural moisture content. The samples were all carefully stored, preserved, and transported for later use in the laboratory testing program in general accordance with ASTM D4220.

Field tests were conducted in an effort to estimate the shearing strength of the soil. Though the results of these tests were not used alone as a basis for shearing strength determination, they were helpful in predicting the behavior of the soil mass and should only be considered an approximate estimation.