S02 06 from 833CM3030_CNNC FCA Corrections_CONS_BD DRAWINGS_VOL 1_05212026 1.pdf

PDF 17 MB Posted Sep 14, 2026

Attached to: CAMP NELSON NATIONAL CEMETERY, KY 833CM3030 – CORRECT FCA DEFICIENCIES
Solicitation number: 36C78626R0058
Issued by: Department of Veterans Affairs National Cemetery Administration

About this file

Written by GovTribe AI · Sep 14, 2026

This is a bid set (architectural/construction drawings) for the Correct FCA Deficiencies project at Camp Nelson National Cemetery in Springfield, Missouri, dated January 7, 2026.

The project encompasses multiple construction and restoration activities across the 166-acre cemetery site, organized into several work categories. Landscape work includes asphalt paving on Camp Nelson Cemetery Road, planting plan restoration with turf sodding, mineral mulch, and wood mulch with erosion control blankets in the historic cemetery area. Structural work involves foundation plans and details for a materials storage building, maintenance storage garage with metal roof deck and structural steel framing, brick stable restoration, weatherproof storage slab, public restrooms/wash bay building with concrete foundations, and equipment storage spoils shed. Architectural components include floor plans, elevations, reflected ceiling plans, and demolition plans for the public restrooms/wash bay building, maintenance storage garage, historic brick stable, and equipment storage structures. Construction specifications address materials (concrete, steel, CMU, roofing, landscape elements), finishes, and quality standards. Historic preservation notes require compliance with National Park Service standards for stone wall repointing, masonry restoration, ferrous metal conservation, window restoration, and gravemarker conservation. All work must follow Secretary of Interior Standards for historic preservation. The drawings reference multiple specification sections, material schedules, and coordination requirements across architectural, structural, civil, mechanical, and electrical disciplines.

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S06_36C78626R0058 Amend. 0003.pdf	PDF	Oct 8, 2026
S02 Amendement 36C78626R0058 0002.pdf	PDF	Sep 22, 2026
S02 amendment 2.pdf	PDF	Sep 22, 2026
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S02 833CM3030_CNNC FCA Corrections_CONS_BD SPECIFICATIONS.pdf	PDF	Sep 14, 2026
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S02_Attachment - Standard Form 1413.pdf	PDF	Sep 14, 2026
S02 02 from 833CM3030_CNNC FCA Corrections_CONS_BD DRAWINGS_VOL 1_05212026 1.pdf	PDF	Sep 14, 2026
S02 07 from 833CM3030_CNNC FCA Corrections_CONS_BD DRAWINGS_VOL 1_05212026 1.pdf	PDF	Sep 14, 2026
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S02 01 from 833CM3030_CNNC FCA Corrections_CONS_BD DRAWINGS_VOL 1_05212026 1.pdf	PDF	Sep 14, 2026
S02_Attachment - Project Sample Template.docx	DOCX document	Sep 14, 2026

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ASPHALT

CAMP NELSON CEMETERY ROAD

20"

32"

22"

30"

14"

16"

X X

30"

38"

12"

20"

24"

30"

10"

12"

20"

22"

36"

40"

10"

12"

14"

20"

24"

12"

16"

18"

24"

28"

20"

32"

22"

30"

14"

16"

X X

30"

38"

12"

20"

24"

30"

10"

12"

20"

22"

36"

40"

10"

12"

14"

20"

24"

12"

16"

18"

24"

28"

10"

18"

LEGEND

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

JKE RAR

January 7, 2026

Bid Set

NOT TO SCALE

KEY

550 East St. Louis Street Springfield, MO 65806 olsson.com

TEL 417.890.8802

FAX 417.890.8805 LP-003

HISTORIC CEMETERY

PLANTING PLAN

SCALE IN FEET

40' 80'20'0'

FOLLOWING THE REMOVAL OF THE TEMPORARY

RESTROOM TRAILER, REPLACE TURF. (REFER TO

PHASING PLAN ON SHEET LP-001)

HISTORIC CEMETERY PLANTING PLAN

SCALE: 1" = 40'-0"1

GRASS - SOD - TURF TYPE TALL FESCUE,

OR APPROVED EQUAL

MINERAL MULCH

(REFER TO SPECIFICATIONS)

WOOD MULCH WITH EROSION

CONTROL BLANKET

(REFER TO SPECIFICATIONS)

KEYNOTES

1. FIELD VERIFY LOCATION OF ALL UTILITIES AND IRRIGATION

SYSTEM PRODUCTS PRIOR TO PLANT INSTALLATION. REPORT

ANY CONFLICTS TO LANDSCAPE ARCHITECT IMMEDIATELY.

2. RENOVATE ALL DISTURBED TURF AREAS, BEYOND THOSE

NOTED WITH KEYNOTES, WITH NEW TURF SOD.

KEYNOTES

E1 V-TRENCH EDGING. REFER TO DETAILS AND SPECIFICATIONS.

M1 MINERAL MULCH. REFER TO DETAILS AND SPECIFICATIONS.

M2 WOOD MULCH. REFER TO DETAILS AND SPECIFICATIONS.

RENOVATE TURF AREAS DISTURBED BY THE REMOVAL

AND/OR INSTALLATION OF FLOWER HYDRANTS WITH NEW

TURF SOD. REFER TO SPECIFICATIONS.

RENOVATE TURF AREAS DISTURBED BY PAVEMENT REMOVAL

AND/OR INSTALLATION WITH NEW TURF SOD. REFER TO

SPECIFICATIONS.

RENOVATE TURF AREAS DISTURBED BY UTILITY REMOVAL

AND/OR INSTALLATION WITH NEW TURF SOD. REFER TO

SPECIFICATIONS.

T4 RENOVATE DISTURBED AREA WITH NEW TURF SOD.

REFER TO SPECIFICATIONS.

RENOVATE TURF AREAS DISTURBED BY SIGNAGE REMOVAL

AND/OR INSTALLATION WITH NEW TURF SOD. REFER TO

SPECIFICATIONS.

RENOVATE MULCH AREAS DISTURBED BY SIGNAGE REMOVAL

AND/OR INSTALLATION WITH NEW MULCH. REFER TO

SPECIFICATIONS.

RENOVATE TURF AREAS DISTURBED BY TEMPORARY RESTROOM

AND CONTRACTOR'S TRAILER WITH NEW TURF SOD. REFER TO

SPECIFICATIONS.

T8 TREE PROTECTION. REFER TO DETAILS.

NOTES

01.07.2026

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

JKE RAR

January 7, 2026

Bid Set

550 East St. Louis Street Springfield, MO 65806 olsson.com

TEL 417.890.8802

FAX 417.890.8805

V-TRENCH EDGING DETAIL

NOT TO SCALEB8

NOTE: NO EDGING TO BE

INSTALLED ALONG SIDEWALKS,

PAVEMENT OR STRUCTURES.

PREPARED SOIL MIX

PER SPECIFICATIONS

4" HARDWOOD MULCH OVER WEED BARRIER

FABRIC

V-TRENCH EDGE

TURF

CURB OR SIDEWALK

TOPSOIL

SOD

TIGHT JOINTS

SOD INSTALLATION DETAIL

NOT TO SCALEA8

LK-001

SET 1 LANDSCAPE

DETAILS

PERENNIAL PLANTING DETAIL

NOT TO SCALEF3

6" MIN

EQEQ

4" LAYER OF HARDWOOD MULCH

OVER EROSION CONTROL BLANKET

FINISHED GRADE

4" LAYER OF HARDWOOD MULCH

OVER EROSION CONTROL BLANKET

(REFER TO SPECIFICATIONS)

CURB, PAVEMENT, OR EDGING

GROUNDCOVER PLANTS TO

BE TRIANGULARLY SPACED

UNDISTURBED SUBGRADE OR

COMPACTED EARTH.

PREPARED SOIL MIX

MINERAL MULCH EXAMPLE

NOT TO SCALED3

NOTE: NEW MINERAL MULCH (1"-2") SHALL MATCH EXISTING MINERAL MULCH.

CUT "X" IN BLANKET AT

PLANT LOCATION, JUST

LARGE ENOUGH FOR

PLANT ROOT BALL

FOLD BACK BLANKET TO

FACILITATE PLANT

INSTALLATION

PIN BLANKET EVERY 6"

O.C. ALONG CUT LINE

PLANTING IN EROSION CONTROL BLANKET

NOT TO SCALEB5

PLAN VIEW

SECTION VIEW

01.07.2026

'-0

32'-6"

4a 4a

2a a a=3.25' a a

ROOF SLOPE

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

ACM LMR

JANUARY 7, 2026

Bid Set

128 NORTHPARK BLVD.,

COVINGTON, LA 70433

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL NOTES

S-001

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MIN. TENSION EMBEDMENT FOR STANDARD HOOKS (INCH)

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TENSION

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COMPRESSION

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TENSION

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COMPRESSION

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COMPRESSION

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TENSION

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COMPRESSION

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MINIMUM TENSION EMBEDMENT

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REQUIRED DEVELOPMENT LENGTHS FOR REBAR (INCH)

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STANDARD HOOK DETAILS

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DETAILING DIMENSION

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CRITICAL SECTION

AutoCAD SHX Text NOTES: 1. ALL EMBEDMENTS LISTED ARE BASED ON ASTM A-615 GRADE 60 REBAR ALL EMBEDMENTS LISTED ARE BASED ON ASTM A-615 GRADE 60 REBAR 2. THE BONDS AND EMBEDMENTS LISTED ARE TYPICAL FOR ALL REINF. U.O.N. THE BONDS AND EMBEDMENTS LISTED ARE TYPICAL FOR ALL REINF. U.O.N. 3. CONTACT THE ENGINEER OF RECORD FOR REQUIRED EMBEDMENT LENGTHS FOR EPOXY COATED REINFORCEMENT.

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STRUCTURAL STEEL

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1. FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE, W/ AISC "SPECIFICATION FOR FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE, W/ AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", WITH COMMENTARY, AND ALL OSHA REQUIREMENTS. 2. STRUCTURAL STEEL SHAPES SHALL BE FABRICATED FROM THE FOLLOWING MATERIALS: STRUCTURAL STEEL SHAPES SHALL BE FABRICATED FROM THE FOLLOWING MATERIALS: A. ROLLED W AND WT SHAPES: ASTM A992, GRADE 50. ROLLED W AND WT SHAPES: ASTM A992, GRADE 50. B. ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI. ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI. C. PLATES AND BARS: ASTM A36, FY=36 KSI. PLATES AND BARS: ASTM A36, FY=36 KSI. D. COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS): COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS): E. ROUND SECTIONS: ASTM A500, GRADE C, FY=46 KSI. ROUND SECTIONS: ASTM A500, GRADE C, FY=46 KSI. F. SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI. SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI. G. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FY=35 KSI. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FY=35 KSI. 3. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS D1.1 STRUCTURAL WELDING ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS D1.1 STRUCTURAL WELDING CODE BY THE AMERICAN WELDING SOCIETY. USE E70 SERIES WELDING ELECTRODES, U.O.N. WHERE NECESSARY, REMOVE GALVANIZING OR PRIMER PRIOR TO WELDING. 4. A325 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING: ASTM A325 A325 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING: ASTM A325 OR A490 BOLTS", INCLUDING COMMENTARY. A. TYP. BOLTS USED IN STRUCTURAL CONNECTIONS FOR THIS PROJECT ARE "~. TYP. BOLTS USED IN STRUCTURAL CONNECTIONS FOR THIS PROJECT ARE "~. 34"~. ~. B. TIGHTEN BEARING-TYPE BOLTS (A-325N) TO THE SNUG TIGHT CONDITION AS FOLLOWS: TIGHTEN BEARING-TYPE BOLTS (A-325N) TO THE SNUG TIGHT CONDITION AS FOLLOWS: BOLTS SHALL BE PLACED IN ALL HOLES, WITH WASHERS POSITIONED AS REQUIRED AND NUTS THREADED TO COMPLETE THE ASSEMBLY. COMPACTING THE JOINT TO THE SNUG-TIGHT CONDITION SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. THE SNUG-TIGHTENED CONDITION IS THE TIGHTNESS THAT IS ATTAINED A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED TO ACHIEVE THE SNUG-TIGHTENED JOINT. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F436 AND PLACE UNDER THE PART BEING TURNED. DO NOT REUSE OR RETIGHTEN BOLTS WHICH HAVE BEEN FULLY TIGHTENED. USE ONLY NON-GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST-FREE, AND WELL LUBRICATED. BOLTS AND NUTS SHALL BE WAX DIPPED BY THE BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140. CLEANING AND LUBRICATION OF ASTM F1852 TWIST-OFF-TYPE TENSION-CONTROL BOLTS IS NOT PERMITTED. STORE FASTENER COMPONENTS IN SEALED CONTAINERS UNTIL READY FOR USE. RESEAL OPEN CONTAINERS TO PREVENT CONTAMINATION BY MOISTURE OR OTHER DELETERIOUS SUBSTANCES. STORE CLOSED CONTAINERS FROM DIRT AND MOISTURE IN A PROTECTIVE SHELTER. TAKE FROM PROTECTIVE STORAGE ONLY AS MANY FASTENER COMPONENTS AS ARE ANTICIPATED TO BE INSTALLED DURING THE WORK SHIFT. FASTENER COMPONENTS THAT ARE NOT INCORPORATED INTO THE WORK SHALL BE RETURNED TO PROTECTIVE STORAGE AT THE END OF THE WORK SHIFT. FASTENERS FROM OPEN CONTAINERS AND FASTENERS THAT ACCUMULATE RUST OR DIRT SHALL NOT BE USED AND SHALL BE IMMEDIATELY AND PERMANENTLY REMOVED FROM THE PROJECT SITE. USE A-307 BOLTS FOR ALL ERECTION BOLTS AND BOLTS LESS THAN " ~, U.O.N. 34" ~, U.O.N. ~, U.O.N. ANCHOR RODS SHALL BE ASTM F1554 GRADE 55 WITH SUPPLEMENTARY 3. SETTING BASE AND BEARING PLATES: SETTING BASE AND BEARING PLATES: A. CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND-REDUCING MATERIALS AND CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND-REDUCING MATERIALS AND CLEAN BOTTOM OF BASE AND BEARING PLATE. B. SET BASE OR BEARING PLATE ON STAINLESS STEEL WEDGE OR OTHER ADJUSTING SET BASE OR BEARING PLATE ON STAINLESS STEEL WEDGE OR OTHER ADJUSTING DEVICES. C. TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT REMOVE WEDGES OR SHIMS BUT, IF PROTRUDING, CUT OFF FLUSH WITH EDGE OF BASE OR BEARING PLATE PRIOR TO PACKING WITH GROUT. D. PACK OR POUR NON-SHRINK GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE OR PACK OR POUR NON-SHRINK GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE OR BEARING PLATE. ENSURE THAT NO VOIDS REMAIN. FINISH EXPOSED SURFACES, PROTECT GROUT AND ALLOW TO CURE. E. FOR PROPRIETARY GROUT MATERIALS, COMPLY WITH MANUFACTURER'S INSTRUCTIONS. FOR PROPRIETARY GROUT MATERIALS, COMPLY WITH MANUFACTURER'S INSTRUCTIONS. F. BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING CONCRETE SLABS ON SUPPORTING STEEL STRUCTURE. 5. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS AS PERMITTED BY ARCHITECT. DO NOT ENLARGE UNFAIR HOLES BY BURNING OR USING DRIFT PINS. 6. DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS. DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS. 7. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON THE STRUCTURAL DRAWINGS. 8. PRIMARY FRAME STRUCTURAL AND FASTENERS STEEL SHALL BE HOT DIP GALVANIZED AFTER PRIMARY FRAME STRUCTURAL AND FASTENERS STEEL SHALL BE HOT DIP GALVANIZED AFTER FABRICATION.

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GENERAL NOTES

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1. THE GOVERNING CODE FOR THIS PROJECT IS THE 2015 INTERNATIONAL BUILDING CODE WITH THE GOVERNING CODE FOR THIS PROJECT IS THE 2015 INTERNATIONAL BUILDING CODE WITH KENTUCKY AMENDMENTS. THIS CODE PRESCRIBES WHICH EDITION OF EACH REFERENCE STANDARD APPLIES TO THIS PROJECT. 2. CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ALL OTHER APPLICABLE FEDERAL, STATE AND LOCAL CODES, STANDARDS, REGULATIONS AND LAWS. 3. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DOCUMENTS. IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS. 4. DETAILS LABELED "TYPICAL" APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO DETAILS LABELED "TYPICAL" APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED, WHETHER OR NOT THEY ARE KEYED IN AT EACH LOCATION. QUESTIONS REGARDING THE APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY THE A/E OR RECORD. 5. OPENINGS SHOWN ON STRUCTURAL DRAWINGS ARE ONLY PICTORIAL. SEE THE ARCHITECTURAL OPENINGS SHOWN ON STRUCTURAL DRAWINGS ARE ONLY PICTORIAL. SEE THE ARCHITECTURAL AND M.E.P. DRAWINGS FOR THE SIZE AND LOCATION OF OPENINGS IN THE STRUCTURE. 6. CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE CONTRACT CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE CONTRACT DOCUMENTS DURING BIDDING SHALL IMMEDIATELY NOTIFY THE RESIDENT ENGINEER. THE A/E OF RECORD WILL RESOLVE THE CONDITION AND ISSUE A WRITTEN CLARIFICATION. 7. DO NOT SCALE DRAWINGS, USE ONLY PRINTED DIMENSIONS. ELECTRONIC DRAWINGS SHOULD DO NOT SCALE DRAWINGS, USE ONLY PRINTED DIMENSIONS. ELECTRONIC DRAWINGS SHOULD NOT BE ASSUMED TO BE DRAWN TO SCALE. REPORT ANY DISCREPANCIES IN WRITING TO THE COTR PRIOR TO PROCEEDING WITH WORK. DO NOT CHANGE SIZE OR LOCATION OF STRUCTURAL MEMBERS WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. 8. THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC FROM HARM. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS, AND JOBSITE SAFETY INCLUDING ALL OSHA REQUIREMENTS.

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SHALLOW FOUNDATIONS

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SHOP DRAWINGS AND OTHER SUBMITTALS

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SLAB ON GRADE

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1. ABOVE SUB-GRADE, USE FILL CONTAINING NOT MORE THAN 10% PASSING #200 SIEVE AND ABOVE SUB-GRADE, USE FILL CONTAINING NOT MORE THAN 10% PASSING #200 SIEVE AND MAXIMUM 1" . COMPACT TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY MODIFIEDPROCTOR ASTM D-1557. 2. FILL PLACEMENT AND COMPACTION SHALL BE MONITORED AND ACCEPTED BY THE TESTING FILL PLACEMENT AND COMPACTION SHALL BE MONITORED AND ACCEPTED BY THE TESTING AGENCY. TAKE A MINIMUM OF ONE FIELD DENSITY TEST (ASTM OR D 2922) FOR EACH 2,000 SQUARE FEET OF EACH LAYER. THE TESTING AGENCY SHALL RANDOMLY SELECT TEST LOCATIONS. 3. FOR INTERIOR SLABS PLACE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM OF FOR INTERIOR SLABS PLACE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM OF SLAB. DO NOT USE ANY SHEETING BELOW EXTERIOR CONCRETE SLABS. 4. USE CHAIRS TO SUPPORT WIRE FABRIC IN THE CENTER OF SLAB. USE CHAIRS TO SUPPORT WIRE FABRIC IN THE CENTER OF SLAB. 5. PROVIDE CRACK CONTROL JOINTS AT 15 FEET MAXIMUM TO LIMIT AREAS BETWEEN JOINTS TO PROVIDE CRACK CONTROL JOINTS AT 15 FEET MAXIMUM TO LIMIT AREAS BETWEEN JOINTS TO 225 SQ. FT. IN ALL FLOATING SLABS ON GRADE. LOCATE TO CONFORM TO BAY SPACING WHENEVER POSSIBLE, ADD CRACK CONTROL JOINTS AT RE-ENTRANT CORNERS WHICH TEND TO INVITE CRACKS. 6. IN SIDEWALKS AND WALKWAYS, LOCATE ISOLATION JOINTS AT 20 FT. O.C. MAXIMUM SCORE IN SIDEWALKS AND WALKWAYS, LOCATE ISOLATION JOINTS AT 20 FT. O.C. MAXIMUM SCORE AND TOOL BETWEEN ISOLATION JOINTS IN EQUAL BAYS OF 5 FT. OR LESS. 7. SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER REQUIREMENTS.

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1. FOOTING SIZES AND REINFORCING ARE BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF FOOTING SIZES AND REINFORCING ARE BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF. ALL FOOTINGS SHALL BEAR ON COMPACTED FILL OR NATURAL SOIL PREPARED PER THE GEO-TECHNICAL REPORT (COMPACTED TO 98% MAX DRY DENSITY, ASTM D1557). 2. SUB-GRADE PREPARATION SHALL BE FIELD CONTROLLED AND TESTED BY A LICENSED SOILS SUB-GRADE PREPARATION SHALL BE FIELD CONTROLLED AND TESTED BY A LICENSED SOILS ENGINEER IN ACCORDANCE WITH THE GEO-TECHNICAL REPORT. AT COMPLETION, THAT ENGINEER SHALL PREPARE AND SUBMIT TO THE OWNER, ARCHITECT, CONTRACTOR AND STRUCTURAL ENGINEER A SIGNED AND SEALED LETTER INDICATING THAT THE RECOMMENDATIONS OF THE GEO-TECHNICAL REPORT HAVE BEEN FOLLOWED. 3. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.O.N. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.O.N. 4. TOP OF ALL FOOTINGS IS NOTED ON THE DRAWINGS.TOP OF ALL FOOTINGS IS NOTED ON THE DRAWINGS.

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1. REFER TO THE SPECIFICATIONS FOR SUBMITTAL PROCEDURE AND REQUIREMENTS. REFER TO REFER TO THE SPECIFICATIONS FOR SUBMITTAL PROCEDURE AND REQUIREMENTS. REFER TO THE APPLICABLE SPECIFICATION SECTIONS FOR TECHNICAL CONTENT REQUIREMENTS. INCOMPLETE SUBMITTALS WILL BE RETURNED WITHOUT REVIEW. 2. SUBMIT SPECIFIC COMPONENTS, SUCH AS COLUMN, FOOTINGS, ETC., IN A SINGLE PACKAGE. SUBMIT SPECIFIC COMPONENTS, SUCH AS COLUMN, FOOTINGS, ETC., IN A SINGLE PACKAGE. 3. DO NOT USE OR REPRODUCE STRUCTURAL DRAWINGS AS PART OF SHOP DRAWINGS WITHOUT DO NOT USE OR REPRODUCE STRUCTURAL DRAWINGS AS PART OF SHOP DRAWINGS WITHOUT THE WRITTEN PERMISSION OF THE ARCHITECT/ENGINEER. WHEN CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE MADE AVAILABLE, IT IS UNDER THE FOLLOWING CONDITIONS: A. CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. IN THE EVENT OF A CONFLICT, THE STRUCTURAL DRAWINGS SHALL GOVERN. B. THE USE OF CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS SHALL NOT IN ANY THE USE OF CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS SHALL NOT IN ANY WAY RELIEVE THE CONTRACTOR'S RESPONSIBILITY FOR PROPER CHECKING AND COORDINATION OF DIMENSIONS, DETAILS, SIZES AND QUANTITIES OF MATERIALS AS REQUIRED FOR THE PREPARATION OF COMPLETE AND ACCURATE SHOP DRAWINGS. C. THE CONTRACTOR SHALL REVISE ALL REFERENCES TO CONTRACT DOCUMENT SHEET THE CONTRACTOR SHALL REVISE ALL REFERENCES TO CONTRACT DOCUMENT SHEET NUMBERS AND SECTIONS MARKS AND SHALL REMOVE INFORMATION THAT IS NOT REQUIRED FOR THEIR WORK FROM THE CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS, INCLUDING THE TITLE BLOCK. 4. ON FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT ON FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT DOCUMENTS. ON RE-SUBMITTALS, FLAG AND CLOUD ALL CHANGES AND ADDITIONS TO PREVIOUS SUBMITTAL, ONLY CLOUDED ITEMS WILL BE REVIEWED. 5. SUBMITTALS FOR CUSTOM STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY CODES SUBMITTALS FOR CUSTOM STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY CODES OR STANDARDS TO RESIST FORCES MUST BE PREPARED BY, OR UNDER THE DIRECT SUPERVISION OF, A DELEGATED ENGINEER. EXAMPLES INCLUDE OPEN WEB STEEL JOIST, RE-ENGINEERED METAL BUILDINGS, STRUCTURAL LIGHT GAGE STEEL FRAMING, EXTERIOR ENCLOSURE SYSTEMS, AND SHORING AND RE-SHORING. 6. A DELEGATED ENGINEER IS DEFINED AS A LICENSED ENGINEER WHO SPECIALIZES IN AND A DELEGATED ENGINEER IS DEFINED AS A LICENSED ENGINEER WHO SPECIALIZES IN AND UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT AND IS AN EMPLOYEE OR OFFICER OF, OR CONSULTANT TO, THE CONTRACTOR OF FABRICATOR RESPONSIBLE FOR THE SUBMITTAL. THE DELEGATED ENGINEER SHALL SIGN, SEAL AND DATE THE SUBMITTAL, INCLUDING CALCULATIONS AND DRAWINGS, SEE SPECIFICATIONS FOR MORE SPECIFIC CRITERIA. 7. THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SUBMITTALS AND SHALL SIGN AND THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SUBMITTALS AND SHALL SIGN AND DATE EACH DRAWING PRIOR TO SUBMITTING TO THE ARCHITECT. THIS APPROVAL IS TO CONFIRM THAT THE SUBMITTAL IS COMPLETE, COMPLIES WITH THE SUBMITTAL REQUIREMENTS AND IS COORDINATED WITH FIELD DIMENSIONS, OTHER TRADES, ERECTION SEQUENCING AND CONSTRUCTIBLE. 8. THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN GENERAL CONFORMANCE WITH THE DESIGN CONCEPT PRESENTED IN THE CONTRACT DOCUMENTS. QUANTITIES AND DIMENSIONS ARE NOT CHECKED. BEING CONSTRUCTIBLE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR/FABRICATOR. 9. THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED ENGINEER SUBMITTALS IS LIMITED TO THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED ENGINEER SUBMITTALS IS LIMITED TO VERIFYING THAT THE SPECIFIED STRUCTURAL SUBMITTAL HAS BEEN FURNISHED AND SEALED BY THE DELEGATED ENGINEER AND THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND USED THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED CHECK OF CALCULATIONS WILL BE MADE. ALL COMMENTS BY THE STRUCTURAL ENGINEER WILL BE MADE ON THE SHOP DRAWINGS. CALCULATIONS ARE FOR ARCHITECT'S AND ENGINEER'S RECORDS AND ARE NOT APPROVED NOR RETURNED.

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EXCAVATION, BACKFILL AND DE-WATERING

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1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LOGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STRESS AND UTILITIES IN ACCORDANCE WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT AND OSHA REGULATIONS. DO NOT EXCAVATE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY SOIL BEARING FOUNDATION UNLESS THE FOUNDATION IS PROPERLY PROTECTED AGAINST SETTLEMENT. 2. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER IN A THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER IN A MANNER THAT DOES NOT INCONVENIENCE OR DAMAGE THE WORK.

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1. USE AN EPOXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE POWERS USE AN EPOXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE POWERS RAWL POWER-FAST SYSTEM, HILTI HIT HY150, ITW RAMSET/RED HEAD EPCON A7 OR C6 INJECTION SYSTEM, ALLIED FASTENER ALLIED GOLD A-1000, OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION. 2. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A "~ PILOT HOLE FOR EACH CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A "~ PILOT HOLE FOR EACH 14"~ PILOT HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. 3. DRILL " LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING DRILL " LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING 116" LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING 18" LARGER HOLE THAN REINFORCING LARGER HOLE THAN REINFORCING BAR. THOROUGHLY CLEAN HOLE INCLUDING REMOVAL OF DUST PRIOR TO FILLING WITH EPOXY. 4. PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.

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CHEMICAL ADHESIVE FOR ANCHOR BOLTS, REINFORCING BOLTS & THREADED BARS

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1. COMPLY WITH ACI 301 AND 318. COMPLY WITH ACI 301 AND 318. 2. PROVIDE STRUCTURAL CONCRETE WITH A MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH PROVIDE STRUCTURAL CONCRETE WITH A MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH IN 28 DAYS OF 4000PSI 3. USE NORMAL WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. U.O.N. USE NORMAL WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. U.O.N. 4. PROVIDE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCING SHALL BE ACCURATELY PROVIDE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE, WITH APPROPRIATE BAR SUPPORTS AND SPACERS. LAP CONTINUOUS REINFORCING 48 BAR ~. LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MID-SPAN, U.O.N. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS AND ALL BARS IN WALLS, U.O.N. 5. PROVIDE COVER OVER REINFORCING AS FOLLOWS: PROVIDE COVER OVER REINFORCING AS FOLLOWS: A. CAST AGAINST & EXPOSED TO EARTH/WEATHER 3" CAST AGAINST & EXPOSED TO EARTH/WEATHER 3" 3" B. EXPOSED TO EARTH/WEATHER EXPOSED TO EARTH/WEATHER #6 THROUGH #18 REBAR 2" 2" C. #5 REBAR, W31/D31 WIRE OR SMALLER 1 " #5 REBAR, W31/D31 WIRE OR SMALLER 1 " 1 " 12" D. NOT EXPOSED TO EARTH/WEATHER NOT EXPOSED TO EARTH/WEATHER a. SLABS, WALLS, JOISTS SLABS, WALLS, JOISTS #14 AND #18 REBAR 1 " 1 " 12" #11 REBAR AND SMALLER " 34" b. BEAMS AND COLUMNS BEAMS AND COLUMNS REINF, TIES, STIRRUPS, SPIRALS 1 " 1 " 12" 6. WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT CONFIRMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICE ONE CROSS WIRE SPACING PLUS TWO INCHES. 7. UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND WALLS INDIVIDUALLY, U.O.N.. FOR OPENINGS 24" LONG OR LESS, CUT REINFORCING AND REPLACE A LONG SIDE OPENING WITH SPLICE BARS OF EQUIVALENT AREA WITH 48 BAR ~ LAP. PREPARE AND SUBMIT SHOP DRAWINGS FOR OPENINGS LONGER THAN 24". FOR RECTANGULAR OPENINGS 12" LONG OR LONGER, ADD (1) #5 X 6' MID DEPTH & DIAGONAL AT ALL 4 CORNERS. 8. WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1"~ MAY BE WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1"~ MAY BE EMBEDDED IN CONCRETE PER ACI 318, SECTION 6.3. SPACE AT 3~ O.C.PLACE BETWEEN OUTER LAYERS OF REINFORCING IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBED LARGER PIPES SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT FOR EVALUATION. 9. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE KEYWAYS AND ADEQUATE DOWELS. SUBMIT DRAWINGS SHOWING LOCATION OF CONSTRUCTION JOINTS AND DIRECTION OF POUR FOR REVIEW. 10. PROVIDE REINFORCING STEEL PLACER WITH A SET OF STRUCTURAL DRAWINGS FOR FIELD PROVIDE REINFORCING STEEL PLACER WITH A SET OF STRUCTURAL DRAWINGS FOR FIELD REFERENCE. INSPECT REINFORCING STEEL PLACING FROM STRUCTURAL DRAWINGS.

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REINFORCED CONCRETE

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PRIME CONSULTANT

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CONSULTANTS

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GUST EFFECT (G)

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WIND SPEED

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GOVERNING CODE

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ASCE 7-16

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RISK CATEGORY

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WIND LOAD DESIGN CRITERIA

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ENCLOSURE CATEGORY

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PARTIALLY ENCLOSED

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EFFECTIVE WIND AREA (SF)

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COMPONENTS AND CLADDING PRESSURES BY ZONE (PSF)

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ROOF

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WALL

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EXPOSURE

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COMPONENTS AND CLADDING - MATERIAL STORAGE BUILDING

58'-11 4"

'-1

32'-8" 21'-111 4"

32'-8"

'-1

8' -0

-9

17'-1"

2' -0

'-2

26'-8"

29'-6"

'-4

S-101

1' -6

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

ACM LMR

JANUARY 7, 2026

Bid Set

128 NORTHPARK BLVD.,

COVINGTON, LA 70433

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL PLAN

S-101

KEYNOTES

CLEAN, PATCH, AND LEVEL CONCRETE SLAB AND COVER WITH

AN APPLICATION OF A PAINTED EPOXY FINISH WITH NON-SLIP

GRIT ADDED. SEE MAINTENANCE GARAGE NOTES.

02 CLEAN AND RESEAL CONCRETE SLAB.

03 PCC SLAB

STRUCTURAL PLAN - MAINTENANCE GARAGE

SCALE: 1/4" = 1'-0"

STRUCTURAL PLAN - BRICK STABLE

SCALE: 1/4" = 1'-0"3

SECTION - WEATHERPROOF STORAGE SLAB

SCALE: 1-1/2" = 1'-0"

04 EXPANSION JOINT

REQ'D 8" THICK PCC SLAB

REQ'D CRUSHED

AGGREGATE

REQ'D GEOTEXTILE

FABRIC

(6) #4 BAR

#4 HOOP @ 12" O.C.

NOTES

MAINTENANCE GARAGE FLOOR

1. SURFACE PREPARATION:

CLEAN TO REMOVE ALL SOLUBLE SURFACE CONTAMINANTS.

REMOVE ALL UNSOUND CONCRETE. MECHANICALLY PREPARE TO

REMOVE ALL INSOLUBLE SURFACE CONTAMINANTS AND ACHIEVE

AN ICRI CSP 3. VERIFY MOISTURE LEVELS ARE IN ACCORDANCE

WITH MANUFACTURER'S INSTRUCTIONS.

2. COATING SYSTEM:

· PRIME ALL SURFACES WITH TNEMEC SERIES 66, 161OR

205 EPOXY AT 3.0-5.0 DRY MILS.

· PATCH ALL VOIDS AND FILL TO FLUSH WITH A MORTAR

MIX OF TNEMEC SERIES 237 AND SAND.

· V-GROOVE THE CRACK 1/8” WIDE AND FILL TO FLUSH

SERIES 206 SUBFLEX.

· BROADCAST FINE SAND INTO THE SERIES 206 TO KEEP

RECOAT WINDOW OPEN.

· APPLY TNEMEC SERIES 206 TO ALL SURFACES AT 40-50

DRY MILS (35-45 SQ FT/GAL).

· LIGHTLY SAND THE SERIES 206 TO DEGLOSS.

· APPLY FINAL COAT (SEE AE-602)

BRICK STABLE FLOOR

1. SURFACE PREPARATION:

CLEAN TO REMOVE ALL SOLUBLE SURFACE CONTAMINANTS.

REMOVE ALL UNSOUND CONCRETE. MECHANICALLY PREPARE TO

REMOVE ALL INSOLUBLE SURFACE CONTAMINANTS AND ACHIEVE

AN ICRI CSP 3. VERIFY MOISTURE LEVELS ARE IN ACCORDANCE

WITH MANUFACTURER'S INSTRUCTIONS.

2. COATING SYSTEM & CRACK REPAIR:

· PRIME ALL SURFACES WITH TNEMEC SERIES 66, 161OR

205 EPOXY AT 3.0-5.0 DRY MILS.

· PATCH ALL VOIDS AND FILL TO FLUSH WITH A MORTAR

MIX OF TNEMEC SERIES 237 AND SAND.

· V-GROOVE THE CRACK 1/8” WIDE AND FILL TO FLUSH

SERIES 206 SUBFLEX.

· BROADCAST FINE SAND INTO THE SERIES 206 TO KEEP

RECOAT WINDOW OPEN.

· APPLY TNEMEC SERIES 206 TO ALL SURFACES AT 40-50

DRY MILS (35-45 SQ FT/GAL).

· LIGHTLY SAND THE SERIES 206 TO DEGLOSS.

· APPLY TNEMEC SERIES 248 AT 2.0-3.0 DRY MILS.

WEATHERPROOF STORAGE, SEE SHEET AE-131.

ANCHORAGE TO SLAB IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS

EXPANSION JOINT

05 SAWCUT 1 4"x1

4" GROOVE TO BULLNOSE COATING EDGE.

COORDINATE LOCATION WITH THRESHOLD INSTALL.

EL. 936.0

05 05

2% SLOPE

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PRIME CONSULTANT

CONSULTANTS

45'-0" FOOTING

'-1

" F O

N G

43'-2" WALL

12" WIDE CONCRETE WALL,

TYP., 6' HIGH ABOVE F.F.E.

3'-0" WIDE CONCRETE

WALL FOOTING, TYP.

8" REINFORCED

CONCRETE SLAB

'-0

" C

1' -0

CONCRETE SLAB

PERIMETER SUPPORT, TYP.

11" 11"

14'-0" 14'-0" 14'-0"

C L C L

1'-6" 1'-6"

C L C L

'-2

" W

L C

TYP.

6"6"

1' -0

'-1

'-3

43'-2"

'-2

'-0

3'-0"3'-0"

3' -0

NEW 4" THK. PERIMETER

CONCRETE PAVING, SAW

TOOL CONTRACTION JOINTS

@ 4'-0" O.C. MAX.

6"Ø PIPE BOLLARD

(TYP.)

43'-0"

NEW MATERIALS

STORAGE BUILDING

14'-0"

CJ CJ

S-201

NEW CONCRETE

FOUNDATION

CP-105

NEW 8"THK.

CONCRETE APRON

15'-0" 14'-0"

'-0

14'-0" 14'-0" 14'-0"

C L C LC L C L

43'-2"

13'-0" CLEAR.

6' -0

8" REINFORCED

CONCRETE SLAB

NEW 4" THK. PERIMETER

CONCRETE PAVING, TYP.2%

SLOPE

CI-101

NEW 6" FOUNDATION

DRAINAGE, TYP.

COMPACTED

SUBGRADE, TYP.12" GRAVEL SUBBASE

GRANULAR BACKFILL

12" WIDE INTERIOR

CONCRETE WALL, TYP.

GEOTEXTILE FABRIC

(SEE SPECIFICATIONS)

SLOPE

26'-2"

25'-0" CLEAR

INTERIOR CONCRETE

WALL BEYOND

14" WIDE EXTERIOR

CONCRETE WALL, TYP.

CONCRETE WALL

FOOTING, TYP.

CONCRETE WALL

FOOTING, TYP.

12" GRAVEL SUBBASE

GEOTEXTILE FABRIC

(SEE SPECIFICATIONS)

COMPACTED

SUBGRADE, TYP.

GRADE BEAM

DOWELED

EXPANSION JOINT

30'-0"

8" THK.

CONC. APRON

EXISTING

GRADEEXISTING

GRADE

8" REINFORCED

CONCRETE SLAB

CP-105

GRADE BEAM

12'-11" CLEAR. 12'-11" CLEAR.

14" WIDE EXTERIOR

CONCRETE WALL, TYP.

4000 PSI CONCRETE WALL

#4 BAR @ 8"O.C., TYP.

#4 BAR @ 8"O.C.,

EACH WAY, TYP.

#5 BAR @ 12"O.C.

#4 DEFORMED BAR

@ 12"O.C. 30 L

COMPACTED

SUBGRADE

3/4" CHAMFER, TYP.

#4 BAR @ 8"O.C.,

EACH WAY, TYP.

1'-0"

2' -6

1' -4

#3 STIRRUP @

12"O.C. 18 □

(6) #5 BARS

1/2" EXPANSION

MATERIAL

1/2" DOWEL X 12"

LONG @ 24"O.C.

8" THK. CONCRETE

APRON

COMPACTED

SUBGRADE.

3" CL

1-1/2" CLR. COVER

(FORMED WALLS)

4000 PSI

CONCRETE SLAB

12" GRAVEL

SUBBASE

GEOTEXTILE

FABRIC

1-1/2" CLR. COVER

(FORMED WALLS)

8" THK. CONCRETE

1'-0"

F .F

'-0

-6

1' -0

3'-0"

L W

'-6

4000 PSI CONCRETE WALL

#4 BAR @ 8"O.C.

#4 BAR @ 8"O.C., TYP.

#4 BAR @ 8"O.C.,

EACH WAY, TYP.

#5 BAR @ 12"O.C.

(4) #5 BAR

#4 DEFORMED BAR

@ 12"O.C. 30 L

3" C

4000 PSI

CONCRETE SLAB

2' -0

3/4" CHAMFER, TYP.

(4) #5 BAR

12" GRAVEL

SUBBASE

GEOTEXTILE

FABRIC

#3 STIRRUP @

12"O.C. 18 □

#4 BAR @ 8"O.C.,

EACH WAY, TYP.

2' -6

1'-2"

F .F

'-0

-6

1' -0

3'-0"

L W

'-6

4000 PSI CONCRETE WALL

#5 U-BAR @ 12"O.C.

NOTE:

#5 U-BAR @ 6"O.C. AT

HSS COLUMN LOCATIONS

#4 BAR @ 8"O.C.,

EACH FACE, TYP.

3" C

11"

#5 BARS, CONT.

#5 BAR @ 12"O.C.

12" GRAVEL SUBBASE

GEOTEXTILE FABRIC

COMPACTED

SUBGRADE

CI-101

NEW 6" FOUNDATION

DRAINAGE, TYP.

2' -0

ELEVATION VARIES,

SEE CG-103

(4) #5 CONT. BARS

2"CLR.

COVER

3/4" CHAMFER, TYP.

COMPACTED

SUBGRADE.

#3 STIRRUP @

12"O.C. 18 □

12" GRAVEL

SUBBASE

GEOTEXTILE

FABRIC

#4 BAR @ 8"O.C.,

EACH WAY, TYP.

4000 PSI

CONCRETE SLAB

1'-0"

1' -4

(6) #5 BARS

COMPACTED

SUBGRADE.

#3 STIRRUP @

12"O.C. 18

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

ACM LMR

JANUARY 7, 2026

Bid Set

128 NORTHPARK BLVD.,

COVINGTON, LA 70433

ALAL

Engineering

PRINCIPPRINCIP

MATERIALS STORAGE BLDG.

FOUNDATION PLAN & DETAILS

S-201

0 0.5 1 2 3

MPM

CONCRETE FOUNDATION PLAN

SCALE: 1/4" = 1'-0"

MATERIALS STORAGE BLDG. FOUNDATION SECTION

SCALE: 1/4 = 1'-0"1

NEW MATERIALS STORAGE BLDG PLAN

SCALE: 1" = 10'-0" B

MATERIALS STORAGE BLDG. FOUNDATION SECTION

SCALE: 1/4 = 1'-0"

INTERIOR WALL SECTION

SCALE: 3/4" = 1'-0"

SECTION

SCALE: 3/4" = 1'-0"

EXTERIOR WALL SECTION

SCALE: 3/4" = 1'-0"

0 2 4 8 12

4" = 1'-0"

SECTION

SCALE: 3/4" = 1'-0"

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PRIME CONSULTANT

1 3

25'-0" 3'

-6

'-0

-6

4'-0" 3'-6"

LINE OF ROOF AND

GUTTER ABOVE TYP.

32'-6"

'-0

DOWNSPOUT, TYP.

6" 6"

1 3

LINE OF BUILDING

BELOW

3:12

1'-4"

TYP.

T.O.S.

2% PITCH

SEE SITE PLAN

A B C D

BEYOND

4' -0

"1'-4"

TYP.

BEYOND

T.O.S.

METAL GUTTER

20GA. 1-1/2" GR50

STEEL DECKING, HDG

MC8X20 STEEL

CHANNEL PURLIN, HDG

HSS 6X6X1/4 STEEL

RAFTER, HDG

RAIN WATER LEADER

BLOCKING

1/4" = 1'-0"1 COVERED MATERIAL STORAGE BINS FLOOR PLAN

1/4" = 1'-0"2 COVERED MATERIAL STORAGE BINS ROOF PLAN

1/4" = 1'-0"4 COVERED MATERIAL STORAGE BINS SIDE ELEVATION

1/4" = 1'-0"3 COVERED MATERIAL STORAGE BINS FRONT ELEVATION

1/4" = 1'-0"6 COVERED MATERIAL STORAGE BINS REAR ELEVATION

1/4" = 1'-0"5 COVERED MATERIAL STORAGE BINS SECTION

1 1/2" = 1'-0"10 TYP. GUTTER DETAIL

12'-6" 12'-6"C L C LC L

6'-3" 6'-3" 6'-3"6'-3"C L C L

3 3

4' -8

-8

4' -8

-8

4' -8

-8

4' -8

C L

C L C L

C L

C L C L

6'-3" 6'-3" 6'-3"6'-3"

C L C L

D C B A

'-0

'-4

4' -0

'-0

3 4"

'-0

EAVE

6' -0

'-1

'-0

3 4"

6' -0

'-1

'-0

3 4"

26'-2"

7" 7"

7" 7" 25'-0"

7" 7"

'-2

7" 7"

1 3

25'-0" 3'

-6

'-0

-6

4'-0" 3'-6"

LINE OF ROOF AND

GUTTER ABOVE TYP.

32'-6"

'-0

DOWNSPOUT, TYP.

6" 6"

LINE OF BUILDING

BELOW

1/4" = 1'-0"1 COVERED MATERIAL STORAGE BINS FLOOR PLAN

12'-6" 12'-6"C L C LC L

6'-3" 6'-3" 6'-3"6'-3"C L C L

3 3

4' -8

-8

4' -8

-8

4' -8

-8

4' -8

C L

C L C L

C L

C L C L

6'-3" 6'-3" 6'-3"6'-3"

C L C L

26'-2"

7" 7"

7" 7" 25'-0"

7" 7"

'-2

7" 7"

1" = 1'-0"9 COLUMN TO WALL CONNECTION - BASEPLATE "B"

HSS 6x6x1

COLUMN, HDG

CONCRETE WALL

(SEE SHT S-201 FOR

REINFORCEMENT)

1'-2"

1' -2

10" SQ. X 5 8" THK.

BASEPLATE

10" SQ. X 5 8" THK.

BASEPLATE, HDG

HSS 6x6x1

COLUMN, HDG

(4) 3/4" ANCHOR

BOLTS, HDG

C L 8"

PLAN VIEW SECTION

1' -0

D 3/4" ANCHOR BOLT,

HDG (TYP.)

MC6X12

COLUMN, HDG

CONCRETE WALL

(SEE SHT S-201 FOR

REINFORCEMENT)

1'-2"

1' -2

8" SQ. X 12" THK.

BASEPLATE, HDG

8" SQ. X 12" THK.

BASEPLATE, HDG

MC6x12

COLUMN, HDG

(4) 5/8" ANCHOR

BOLTS, HDG

C L 6"

PLAN VIEW SECTION

1' -0

5/8" ANCHOR BOLT,

HDG (TYP.)6"

1" = 1'-0"8 COLUMN TO WALL CONNECTION - BASEPLATE "A"

TYP

2"1

4" PL, HDG

(TYP.)

5/8" ANCHOR

BOLT, HDG (TYP.)

1' -0

(4) 5/8" ANCHOR

BOLTS, HDG

PLAN VIEW SECTION

4" PL, HDG

(TYP.)

HSS 6x6x1

COLUMN, HDG

1" = 1'-0"7 COLUMN TO WALL CONNECTION - BASEPLATE "C"

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

ACM LMR

JANUARY 7, 2026

Bid Set

128 NORTHPARK BLVD.,

COVINGTON, LA 70433

ALAL

Engineering

PRINCIPPRINCIP

METAL ROOF DECK, 20GA. 1-1/2"

GR50 STEEL , HDG

METAL GUTTER, TYP.

MC6x12 STEEL GIRT WITH BASE PLATE "A", HDG

RAIN WATER LEADER, TYP.

20GA. 1-1/2" METAL WALL PANELS / GIRT SYSTEM,

HDG

HSS 6x6x1

4 STEEL COLUMN WITH BASE PLATE "B",

HDG

CAST IN PLACE CONCRETE WALL, RUBBED FINISH

MC8x20 STEEL CHANNEL, HDG

HSS 6x6x1

4 STEEL RAFTER, HDG

STEEL PURLINS

LOUVER

PIPE BOLLARD, TYP.

MATERIALS STORAGE BLDG.

FRAMING

S-202

MPM

HSS 6x6x1

4 STEEL COLUMN WITH BASE PLATE "C",

HDG

1. DESIGN AND DETAIL BOLTED AND MECHANICAL

FASTENER CONNECTIONS FOR THE FOLLOWING:

A. COLUMN TO RAFTER

B. PURLIN TO RAFTER

C. DECK TO PURLINS

D. WALL PANEL TO COLUMNS

2. CONNECTIONS MAY BE PINNED. MWFRS

LATERAL LOAD RESISTANCE IS BY FIXED BASE

COLUMNS.

3. SUBMIT DETAILED SHOP DRAWINGS.

4. RUBBED FINISH REQUIRED ON ALL EXPOSED

CONCRETE.

NOTES KEY

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PRIME CONSULTANT

EXISTING 2'-0" WIDE

FOOTING (TO REMAIN)

EXISTING CMU WALL

(TO REMAIN)

6' -1

1 4"± (F

O O

REMOVE EXISTING FOOTING

(SEE DEMOLITION NOTE)

REMOVE EXISTING

CMU WALL

6' -7

1 2"± (C

M U

3'-73 4"

5'-11 2"

1' -3

1 2"±

REMOVE & REPLACE

EXISTING CONCRETE SLAB

4'-01 2"

'-0

5'-0"

3' -1

G O

1' -5

3 4"

EXISTING 2'-0" WIDE

FOOTING (TO REMAIN)

EXISTING CMU WALL

(TO REMAIN)

6' -1

1 4"± (F

O O

6' -7

1 2"± (C

M U

NEW 12" WIDE

CMU WALL, TYP.

NEW 2'-0" WIDE

CONCRETE FOOTING, TYP.

5' -3

1 2" 5'

-8 1 2"

C L C L

5' -4

1 2" (

N G)

4'-01

2"NEW CONCRETE SLAB

3'-01 2"

C L

2' -0

4'-61 2"

5'-0"

EXPANSION JOINT

#4 DOWEL AT FOOTING, TYP.

(SEE DETAIL 3)

#4 DOWEL AT FOOTING, TYP.

(SEE DETAIL 3)

2'-0"

1' -0

-0

C L C L

NEW CONCRETE

FOOTING EXISTING FOOTING

EXISTING CMU WALL

#4 @ 12"O.C., EACH WAY

HOOK NEW BARS AND

GROUT INTO EXISTING

CMU WALL

#4 DOWEL @ 24"O.C.

8─┐9 #4 @ 12"O.C.

(2)#5 CONT.

#5 @ 16"O.C.

(2)#5 CONT.

#5 @ 16"O.C.

16└─ 8

6" LA

12" BOND BEAM

12" CMU WALL

GROUT FILLED,

TYP.

EXISTING SLAB

NEW CONCRETE SLAB

#4 BAR, CONT.

(2)#4 DOWELS

1/2" EXPANSION

MATERIAL

2'-0"

1' -0

-0

NEW CONCRETE

FOOTING

(2)#5 CONT.

#5 @ 16"O.C.

(2)#5 CONT.

#5 @ 16"O.C.

16└─ 8

6" LA

12" BOND BEAM

GROUT FILLED, TYP.

#4 DOWEL @ 24"O.C.

EXISTING SLAB SPLIT FACE CMU

NEW CONCRETE SLAB

C L

#4 @ 12"O.C., EACH WAY

EXISTING FOOTING

EXISTING CMU WALL

HOOK NEW BARS AND

GROUT INTO EXISTING

CMU WALL

#4 SMOOTH DOWEL, 12" LONGDRILL HOLE INTO EXISTING CONCRETE 1/8"

LARGER THAN DOWEL DIAMETER AND FILL

WITH EPOXY PRIOR TO INSERTING BAR

(T )(T

NEW CONCRETEEXISTING CONCRETE

6" 6"

6" REINFORCED

CONCRETE SLAB

1' -0

5' -0

'-7 1 2"

'-7

1 2" 12'-31

4" 13'-31 4"

25'-61 2"

6" CONCRETE

APRONPOST PEDESTAL,

TYP. (SEE DETAIL)

1'-0"

GRADE

BEAM

TYP.

CONCRETE WALL

≈11'-3"

CLEAR OPENING, TYP.

8" RETAINING WALL

NOTE

WARP AND SLOPE

CONCRETE APRON TO

MATCH EXISTING GRADE

#3 STIRRUP @

12"O.C. 18"□

(6) #5 CONT. BARS

GRADE BEAM

BEYOND 1'-0"

1'-0"

1' -0

4" 4"

1' -0

1' -7

2' -5

14'-71 2"

SLOPE

6" REINFORCED

CONCRETE SLAB

10" WIDE

CONCRETE WALL

#3 STIRRUP @

12"O.C. 8"□

(4) CONT. #5 BARS #4 DEFORMED

BAR @ 8"O.C.

#4 BAR @ 8"O.C.

HOOKED END, TYP.

POST PEDESTAL

(SEE DETAIL)

6" CONCRETE

APRON WITH WWM

(SEE NOTE)

RETAINING WALL

5'-0"

MATCH EXISTING

GRADE

COMPACTED

SUBGRADE

8" THK. GRAVEL

SUBBASE

GEOTEXTILE

FABRIC

NOTE

WARP AND SLOPE CONCRETE

APRON TO MATCH EXISTING

GRADE1'-0"

2' -2

1' -0

SLOPE

6" REINFORCED

CONCRETE SLAB

SLOPE

#3 STIRRUP @

12"O.C. 18"□

#4 BAR @ 8"O.C.

HOOKED END, TYP.

#4 DEFORMED BAR

@ 8"O.C. 8"┌─┘12"

(6) #5 CONT. BARS

1'-0"

#3 STIRRUP @

12"O.C. 18"□

(6) #5 CONT. BARS

1' -7

2' -1

1" 1'-0"

#3 STIRRUP @

12"O.C. 8"□

(4) CONT. #5 BARS

#4 DEFORMED BAR

@ 8"O.C. 16"┌──

3' -5

GRADE BEAM

BEYOND

GRADE BEAM

BEYOND

#5 CONT. BAR

13'-31 4"12'-31

2" ABOVE

GRADE

10"

WALL

2' -5

COMPACTED

SUBGRADE

COMPACTED

SUBGRADE

8" THK. GRAVEL

SUBBASE

GEOTEXTILE

FABRIC

GEOTEXTILE

FABRIC

8" THK. GRAVEL

SUBBASE

EXISTING GRADE

EXISTING

GRADE

1'-0"

1' -0

SIMPSON STRONG-TIE

POST BASE PB44 OR

APPROVED EQUAL

TOP VIEW

SECTION

GRADE BEAM

(REINFORCING NOT

SHOWN FOR CLARITY)

PT 4x6 POST

SIMPSON STRONG-TIE

POST BASE PB44 OR

APPROVED EQUAL

(3) #3 STIRRUPS 8"□

#4 BARS, TYP. 12"L

#3 STIRRUPS 8"□

(8) #4 BARS, TYP.

12"L

6" 3" TY

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

Correct FCA Deficiencies

CAMP NELSON NATIONAL CEMETERY

833CM3030

ACM LMR

JANUARY 7, 2026

Bid Set

NOT TO SCALE

KEY

128 NORTHPARK BLVD.,

COVINGTON, LA 70433

ALAL

Engineering

PRINCIPPRINCIP

PUBLIC RESTROOMS/WASH BAY BUILDING

ENTRANCE IMPROVEMENTS

& STORAGE SPOILS SHED

S-203

MPM

FOUNDATION DEMOLITION

SCALE: 1/2" = 1'-0" 2

NEW FOUNDATION PLAN

SCALE: 1/2" = 1'-0" B

NEW ENTRANCE SECTION

SCALE: 3/4" = 1'-0"A

SECTION AT WALL CLOSURE

SCALE: 3/4" = 1'-0"

TYPICAL DOWEL DETAIL

SCALE: 1-1/2" = 1'-0"

GENERAL NOTES

SEE ARCHITECTURAL SHTS FOR WALL LOCATIONS AND

WALL INFORMATION.

DEMOLITION NOTES

1. SELECTIVE DEMOLITION OF EXISTING SLAB AND

FOOTING SHALL HAVE CLEAN STRAIGHT EDGES.

2. EXISTING HORIZONTAL REINFORCEMENT BARS

FOR EXISTING FOOTINGS SHALL REMAIN INTACT.

4 FOUNDATION PLAN - EQUIPMENT STORAGE SPOILS SHED

SCALE: 1" = 4'-0"

SECTION - EQUIPMENT STORAGE SPOILS SHED

SCALE: 1/2" = 1'-0" B

SECTION - EQUIPMENT STORAGE SPOILS SHED

SCALE: 1/2" = 1'-0"

5 POST PEDESTAL DETAIL

SCALE: 1-1/2" = 1'-0"

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PRIME CONSULTANT

ARCHITECTURAL GENERAL NOTES,

ABBREVATIONS, LEGENDS,

& RESTORATION NOTES

A-001

SYMBOLS LEGEND MATERIALS LEGEND

CMU BLOCK

CAST IN-PLACE

CONCRETE

COMPACTED SUBGRADE

EARTH

UNDISTURBED GRADE /

SUBGRADE EARTH

AGGREGATE GRAVEL

STEEL

SETTING BED

DIM

X Y

SLOPE

REVISION TAG

DATUM

SLOPE INDICATOR

TAG

LABEL FORMAT

DIMENSION FORMAT

IN-DETAIL SECTION

CALLOUT

TAG

SECTION OR

ELEVATION

SECTION OR

ELEVATION

TEXT

CALLOUT STONEWORK

STONEWORK RESTORATION AND FINISH NOTES

1. FOR STONE MASON QUALIFICATIONS SEE SPECIFICATIONS SECTIONS 04 05 13, 04 05

16, 04 05 31, AND/OR 04 43 00.

2. PROVIDE ALL REQUIRED SUBMITTALS PRIOR TO BEGINNING STONEWORK

RESTORATION, AS INDICATED IN THE RELEVANT SPECIFICATIONS SECTIONS.

3. PROVIDE SAMPLE PANELS FOR COR APPROVAL TO SERVE AS THE STANDARD FOR

THE FINISHED WORK. DO NOT PROCEED WITH THE WORK UNTIL THE SAMPLE PANEL

IS APPROVED. SAMPLE PANEL WILL BE A 5'X5' AREA OF…

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File details come from the government source that posted it. Updated Oct 19, 2026.