S001.pdf

GENERAL CONSTRUCTION NOTES:

1. ALL WORK SHALL COMPLY WITH THE PG-18-10 STRUCTURAL DESIGN MANUAL

DATED 7/1/2023 AS APPROVED BY THE DEPARTMENT OF VETERANS AFFAIRS. THE

FOLLOWING CODES APPLY:

-INTERNATIONAL BUILDING CODE 2024

-ASCE/SEI 7-22

-VA HANDBOOK H-18-8 SEISMIC DESIGN REQUIREMENTS

2. REFERENCE STANDARDS: UNLESS OTHERWISE NOTED (U.O.N.), ALL STANDARDS

SHALL BE CURRENT EDITION, WITH LATEST ADDENDA, IF APPLICABLE.

3. THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENTS, SITE

ELEVATIONS, DIMENSIONS AND CONDITIONS PRIOR TO STARTING WORK AND

SHALL NOTIFY THE ARCHITECT/ ENGINEER OF ANY DISCREPANCIES OR

INCONSISTENCIES.

4. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES.

5. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE

THE MEANS OR METHOD OF CONSTRUCTION. TEMPORARY BRACING AND

SHORING AGAINST WIND AND ERECTION CONDITIONS DURING CONSTRUCTION

OF THE BUILDING, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF THE

STRUCTURE DURING ALL PHASES OF DEMOLITION, CONSTRUCTION, AND

INSTALLATION.

6. NO AREA OF THE STRUCTURE SHALL BE LOADED WITH CONSTRUCTION

MATERIALS OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

7. VERIFY LOCATION OF BOX OUTS AND OPENINGS WITH MECHANICAL

CONTRACTORS. OPENING SIZES AND LOCATIONS SHOWN FOR PIPES, DUCTS ETC.

ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED WITH THE

MECHANICAL CONTRACTOR BEFORE COMMENCING THE WORK.

8. IF MECHANICAL AND ELECTRICAL EQUIPMENT SIZES, WEIGHTS, OR LOCATIONS

DO NOT COINCIDE WITH EQUIPMENT SHOWN ON PLANS, COORDINATE

ADJUSTMENTS WITH THE STRUCTURAL ENGINEER.

9. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE

APPROVED BY THE STRUCTURAL ENGINEER BEFORE PLACEMENT THROUGH

STRUCTURAL MEMBERS.

10. CONTRACTOR SHALL PROVIDE A CAST-IN SLEEVE FOR ALL HORIZONTAL

ELEMENTS THAT EXTEND THROUGH FOOTING. IE: DRAIN TILE, ELECTRICAL

CONDUIT, MECHANICAL PIPING, ETC. ALL SLEEVES SHALL BE COORDINATED

WITH ARCHITECT/ENGINEER.

11. SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC., SHALL BE

DIMENSIONED, REVIEWED, COORDINATED, AND SIGNED/ STAMPED BY THE

GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE STRUCTURAL ENGINEER.

12. FABRICATOR SHALL CLEARLY NOTE CHANGES MADE IN THE SHOP DRAWINGS

WHICH DO NOT COMPLY WITH THE CONTRACT DOCUMENTS. REVIEWED

APPROVAL SHOP DRAWINGS SHOWING ENGINEERS COMMENTS ACCOMPANIED

WITH RECORD SET SHOP SHOP DRAWINGS, SHALL BE AVAILABLE FOR

REFERENCE AT THE CONSTRUCTION SITE.

13. CONCRETE ANCHORS SHALL BE SIMPSON 'TITEN HD" SCREW ANCHORS OR

EQUIVALENT (U.O.N.). INSTALL ANCHORS USING THE MANUFACTURER'S

RECOMMENDATIONS.

FOUNDATION NOTES:

1. FOOTING ELEVATIONS ARE TO TOP OF FOOTING (T.O. FTG.), UNLESS

OTHERWISE NOTED.

2. FOOTINGS ARE DESIGNED FOR A MINIMUM NET ALLOWABLE SOIL

BEARING PRESSURE OF 2500psf FOR CONTINUOUS AND 1500 psf FOR

PAD FOOTINGS. FOUNDATION DESIGN COMPLIES W/ GEOTECHNICAL

REPORT DATED: 04/04/2025 BY TERRACON

3. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED SOIL OR

ENGINEERED FILL. SOILS SHALL BE OBSERVED AND APPROVED BY A

GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF FOOTING

CONCRETE. IF NATURAL UNDISTURBED SOILS ARE NOT

ENCOUNTERED AND/OR INADEQUATE SOILS ARE NOTED AT FOOTING

BEARING LEVEL, ARCHITECT/ENGINEER SHALL BE NOTIFIED PRIOR TO

PROCEEDING WITH FURTHER WORK AT THOSE FOOTING LOCATIONS.

4. PROTECT FOOTINGS FROM THE ACTION OF WATER OR FREEZING.

5. FOOTINGS ARE CENTERED UNDER WALLS ABOVE - UNLESS

OTHERWISE NOTED.

6. PRIOR TO PLACEMENT OF FOOTING CONCRETE, CLEAN FOOTING

EXCAVATIONS OF SNOW, WATER AND DEBRIS.

7. FOOTINGS MAY NOT BE EARTH FORMED.

EXCAVATION & BACKFILL NOTES:

1. EXCAVATION AND BACKFILL SHALL BE EXECUTED IN ACCORDANCE WITH THE

PROJECT SPECIFICATIONS.

2. BACKFILL, & COMPACTION SHALL BE INSPECTED AND CERTIFIED BY A LICENSED

GEOTECHNICAL ENGINEER. REPORTS ARE TO BE SUBMITTED TO THE

ARCHITECT/ ENGINEER.

3. FOOTING EXCAVATIONS SHALL BE EXCAVATED TO PROPER LINE AND LEVEL TO

ENSURE MINIMUM CONCRETE COVER OF FOOTING REINFORCEMENT FOR

FOOTING DEPTH.

4. BACKFILL SHALL BE COMPACTED BY MECHANICAL MEANS. FLOODING OR

WATER INUNDATION SHALL NOT BE PERMITTED.

5. BACKFILL SHALL BE PLACED IN ALTERNATING LIFTS ON EACH SIDE OF THE

FOUNDATION WALLS TO MAINTAIN STABILITY OF THE FOUNDATION WALLS.

6. BACKFILL SHALL NOT BE PLACED AGAINST BASEMENT FOUNDATION WALLS

UNLESS WALLS ARE ADEQUATELY BRACED TOP AND BOTTOM. FINAL WALL

BRACING IS BASEMENT SLAB OR ENGINEERED BACKFILL AND 1ST FLOOR

STRUCTURE. IF THESE ELEMENTS ARE NOT IN PLACE AT TIME OF BACKFILL,

CONTRACTOR SHALL PROVIDE AN ENGINEERED, TEMPORARY BRACING

SYSTEM. THE TEMPORARY BRACING SYSTEM PROPOSED SHALL BE SUBMITTED

TO THE ARCHITECT/ ENGINEER FOR REVIEW PRIOR TO BACKFILLING.

CONCRETE NOTES:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE (ACI) CODES AND SPECIFICATIONS, LATEST EDITION. ACI 301

"SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI 315 "DETAILS &

DETAILING OF CONCRETE REINFORCEMENT" ACI 318 "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE".

2. CONCRETE MIX DESIGN SHALL BE BY AN INDEPENDENT TESTING

LABORATORY.

3. CAST-IN-PLACE CONCRETE SHALL BE SUBJECT TO TESTING BY AN

INDEPENDENT TESTING LABORATORY. SEE PROJECT SPECIFICATIONS FOR

REQUIREMENTS.

4. NON WELDED REINFORCING STEEL SHALL BE GRADE 60 DEFORMED,

BILLET-STEEL, ASTM A615, U.O.N. ALL WELDED WIRE FABRIC (WWF) SHALL

BE PLAIN, ASTM A185.

5. WELDED REINFORCING STEEL SHALL BE GRADE 60, LOW CARBON, ASTM

A706.

6. PROVIDE EXTRA REINFORCEMENT AROUND ALL OPENINGS GREATER THAN

12" SQUARE OR 12" IN DIAMETER, INCLUDING DOOR OPENINGS, IN

CONCRETE WALLS & SLABS. PROVIDE 2 - #5 BARS @ 3" O.C., ON EACH SIDE

OF THE OPENING EXTENDING 24" BEYOND THE CORNER OF THE OPENING &

2 - #5 BARS AT 3" O.C. BY 3'-0" LONG DIAGONAL BARS AT EACH CORNER.

PLACE DIAGONAL BARS CENTERED ON CORNER @ 2" CLEAR OF CORNER.

ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AT EACH LAYER OF

REINFORCING.

7. REINFORCING STEEL SHALL BE BENT, SPLICED, AND PLACED IN

ACCORDANCE WITH THE ACI 301 (LATEST EDITION).

8. PROVIDE ADEQUATE SUPPORT BARS AND ACCESSORIES TO HOLD

REINFORCING BARS FIRMLY IN PLACE TO SPECIFIED COVERAGES.

9. CONTROL JOINTS SHALL BE PLACED IN A SQUARE PATTERN WITH A

MAXIMUM SPACING OF 10' - 0" O.C. FOR 4" THICK SLAB, 12' - 0" O.C. FOR 5"

THICK SLAB, 15' - 0" O.C. FOR 6" THICK SLAB. WHERE A SQUARE PATTERN IS

NOT POSSIBLE, THE MAXIMUM LONG SIDE TO SHORT SIDE OF THE JOINT

PATTERN SHALL NOT EXCEED A RATIO OF 1.5:1. CONSTRUCTION JOINTS

SHALL BE LOCATED BY THE CONTRACTOR AS REQUIRED FOR

CONSTRUCTION WITH A MAXIMUM OF 3,000 SQUARE FEET.

10. CAST DOWELS, WITH STD 90 DEGREE HOOK, IN FOOTINGS FOR CONCRETE

PIERS AND WALLS ABOVE. DOWELS SHALL BE THE SAME SIZE AND NUMBER

AS THE VERTICAL REINFORCING. (U.O.N.)

11. CONCRETE MIX DESIGNS REQUIREMENTS: - AGGREGATES SHALL

CONFORM TO ASTM C33. - CONCRETE EXPOSED TO FREEZE THAW SHALL

HAVE 4.5%-7.5% AIR. - WATER/CEMENT RATIO 0.4 MAX. FOR FOOTINGS AND

WALLS, 0.4 MAX. FOR SLABS - NO FLY ASH IN EXPOSED SLABS, 0.25 MAX.

FLY ASH/CEMENT RATIO IN ALL OTHER APPLICATIONS - WATER PROOFING

ADMIXTURE ADD FOR EXTERIOR EXPOSED CONCRETE.

12 INJECTION ADHESIVE ANCHORS SHALL BE SIMPSON "SET-3G" USING

STANDARD 36 KSI THREADED RODS (U.O.N.). SEE SPECIFICATIONS FOR

USAGE. INSTALL ANCHORS IN STRUCTURAL CONFORMANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

CAST-IN-PLACE CONCRETE COMPRESSIVE STREGNTHS

FOOTINGS 5000 psi

EXTERIOR FOUNDATION WALLS 5000 psi

PIERS 5000 psi

WALLS 5000 psi

REINFORCING CLEAR CONCRETE COVER

CONCRETE ON SOIL 3"

SLABS ON GRADE MIDHEIGHT

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #6 THRU #18

2"

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #5 OR SMALLER

1 1/2"

FORMED WALLS & STRUCTURAL SLABS NOT EXPOSED TO EARTH OR

WEATHER: #11 AND SMALLER

3/4"

BEAMS AND COLUMNS (COVER TO STIRRUPS OR TIES) 1 1/2"

CONC. REINFORCING BAR LAP SPLICE

SCHEDULE

BAR SIZE

f'c = 3000 psi.

f'c = 4000 psi.

f'c = 5000 psi.

CLASS

"B"

CLASS

"B"

CLASS

"B"

#3 22" 20" 18"

#4 30" 26" 22"

#5 36" 32" 28"

#6 44" 38" 34"

#7 64" 54" 50"

#8 72" 62" 56"

#9 82" 70" 64"

#10 92" 80" 70"

#11 102" 88" 78"

BAR LAP SCHEDULE NOTES:

A. REINFORCING BAR LAP SPLICE SCHEDULE APPLIES TO UNCOATED, GRADE 60

REINFORCING BAR NORMAL WEIGHT CONCRETE.

B. PROVIDE CLASS "B" LAP UNLESS OTHERWISE NOTED.

C. FOR EPOXY COATED BAR, MULTIPLY THE NOTED LENGTHS BY 1.5.

D. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE NOTED LENGTHS BY 1.3.

E. MAXIMUM SPACING OF BARS BEING LAPPED IS ONE FIFTH THE LAP SPLICE

LENGTH, NOT TO EXCEED 6".

F. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE

PLACED BELOW HORIZONTAL REINFORCEMENT.FOR TOP BARS, MULTIPLY THE

NOTED LENGTHS BY 1.3.

16. DESIGN LOADS:

LATERAL LOADS (WIND -

MSFRS)

IMPORTANCE FACTOR 1.0 Iw

ULTIMATE WIND SPEED (3 SECOND GUST) 100MPH.

NOMINAL WIND SPEED 78MPH.

RISK CATEGORY I

WIND EXPOSURE "C"

INTERNAL PRESSURE COEFF +/- 0.18

LATERAL LOADS

(SEISMIC - MSFRS)

RISK CATEGORY l

SEISMIC IMPORTANCE FACTOR Ie = 1

MAPPED SPECTRAL RESPONSE Ss = 0.2

MAPPED SPECTRAL RESPONSE S1 = 0.08

DESIGN SPECTRAL RESPONSE Sds = 0.14

DESIGN SPECTRAL RESPONSE Sd1 = 0.07

SITE CLASS C

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE RESISTING SYSTEM RIGID

NON-BUILDING

STRUCTURE

DESIGN BASE SHEAR V = 0.042W

SEISMIC RESPONCE COEFFICIENT Cs = 0.042

RESPONSE MODIFICATION FACTOR N/A

ANALYSIS PROCEDURE RIGID

NON-BUILDING

STRUCTURE

ABBREVIATIONS & SYMBOLS:

+/- PLUS OR MINUS

@ AT

A.B. ANCHOR BOLT

A.P.A. AMERICAN PLYWOOD

ASSOCIATION

A.S.T.M. AMERICAN SOCIETY OF TESTING

MATERIALS

ARCH. ARCHITECTURAL

B.B. BOND BEAM

B.O. BOTTOM OF

BLK. BLOCK

BM. BEAM

BOT. BOTTOM

BRG. BEARING

C CHANNEL

C.M.U. CONCRETE MASONRY UNIT

CCJ CONSTRUCTION CONTROL JOINT

CJ CONTROL JOINT

CL. CENTER LINE

CLR. CLEAR

COL. COLUMN

CONC. CONCRETE

CONN. CONNECTION

CONT. CONTINUOUS

D.L. DEAD LOAD

D.T. DOUBLE TEE / DRAIN TILE

DBL. DOUBLE

DIA. DIAMETER

DIM. DIMENSION

DWL. DOWEL

E.F. EACH FACE

E.J. EXPANSION JOINT

E.W. EACH WAY

EA. EACH

EL. ELEVATION

ELEV. ELEVATOR

EQ. EQUAL

EX. EXISTING

EXC. EXCAVATION

EXP. EXPANSION

F.D. FLOOR DRAIN

FDN. FOUNDATION

FT. FEET

FTG. FOOTING

G.C. GENERAL CONTRACTOR

G.T. GIRDER TRUSS

GA. GAUGE

GALV. GALVANIZE

HC. HOLLOWCORE

HORIZ. HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

I.F. INSIDE FACE

INT. INTERIOR

JST. JOIST

KLF. KIPS PER LINEAR FOOT

KSI. KIPS PER SQUARE INCH

L ANGLE

LB LEDGER BEAM

LL LIVE LOAD / DOUBLE ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LWC LIGHT WEIGHT CONCRETE

M.C. MECHANICAL CONTRACTOR

MAS. MASONRY

MAX. MAXIMUM

MECH. MECHANICAL

MFG. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

MTL. METAL

N. NORTH

N.T.S. NOT TO SCALE

NS. NON-SHRINK

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.F. OUTSIDE FACE

O.H. OVERHEAD

OPNG. OPENING

ORIG. ORIGINAL

P.A.F. POWDER ACTUATED FASTENER

P.C. PRECAST CONCRETE

PART. PARTITION

PL. PLATE

PLF POUNDS PER LINEAR FOOT

PNL. PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PW PLYWOOD

R. OR

RAD.

RADIUS

R.D. ROOF DRAIN

REINF. REINFORCING

REQD. REQUIRED

S.A. STUD ANCHOR

S.B. SOIL BORING

S.D. SEE DETAIL

S.D.L. SUPERIMPOSED DEAD LOAD

S.E.R. STRUCTURAL ENGINEER OF

RECORD

S.L. SNOW LOAD

S.L.L. SUPERIMPOSED LIVE LOAD

S.S. STAINLESS STEEL

SCHED. SCHEDULE

SHT. SHEET

SIM. SIMILAR

SPA. SPACING / SPACES

SPECS. SPECIFICATIONS

SQ. SQUARE

STD. STANDARD

STL. STEEL

T & B TOP & BOTTOM

T & G TONGUE & GROOVE

T.M.L. TOP OF MASONRY LEDGE

T.O. TOP OF

T.O.B. TOP OF BEAM

T.O.J. TOP OF JOIST

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

T.S.E. TOP OF STEEL ELEVATION

T.S.W. TOP OF STEM WALL

TEMP. TEMPORARY

THK. THICK / THICKENED

TRANS. TRANSVERSE

TYP. TYPICAL

U.O.N. UNLESS OTHERWISE NOTED

V. / VER. VERIFY

VERT. VERTICAL

W.L. WIND LOAD

W/ WITH

W/O WITH OUT

WD. WOOD

WTS. WEIGHTS

WWF WELDED WIRE FABRIC

DEFERRED SUBMITTAL SCHEDULE:

PRECAST COLUMBARIUM NICHES & CONNECTIONS

PRECAST MARKER WALL ON MEMORIAL WALL & CONNECTIONS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IRRIGATION:

WATER IN

MOTION, INC.

GEOTECHNICAL:

TERRACON

COST ESTIMATING:

OCMI

175 JAMES AVENUE NORTH

MINNEAPOLIS, MN 55405

952.229.1911

TIMOTHY MALOOLY

611 LUNKEN PARK DRIVE

CINCINNATI, OHIO 45226

513.612.9020

JEFF DUNLAP, PE

2100 NORTH GREENVILLE AVENUE

RICHARDSON, TEXAS 75082

469.431.0571

KYLE VEATER

DAYTON NATIONAL CEMETERY

GRAVESITE EXPANSION

4400 W THIRD ST. DAYTON, OH

45428

BID DOCUMENTS

2/5/2026

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B u e rm a n n \D o c u m e n ts \1

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NOTE SHEET

2/5/2026 SV DW18125

S-001

810-CM3033

PRE-CAST CONCRETE COLUMBARIUM UNITS - DELEGATED DESIGN REQUIREMENTS:

1. THE CONTRACTOR SHALL PROVIDE STRUCTURAL DESIGN OF THE PRE-CAST CONCRETE

COLUMBARIUM UNITS. STRUCTURAL DESIGN SHALL BE SUBMITTED BY THE CONTRACTOR TO THE

CONTRACTING OFFICER'S REPRESENTATIVE (COR) AND ENGINEER OF RECORD (EOR) AS A

DELEGATED DESIGN SUBMITTAL. DELEGATED SUBMITTALS SHALL INCLUDE DRAWINGS AND

CALCULATIONS STAMPED AND SIGNED BY AN ENGINEER APPROPRIATELY LICENSED IN THE STATE OF

CONSTRUCTION.

2. THE PURPOSE OF THE EOR'S REVIEW SHALL BE IN DETERMINING THE DRAWINGS AND

CALCULATIONS HAVE BEEN PROPERLY SEALED, THAT THE LOAD CRITERIA IS IN GENERAL

CONFORMANCE WITH THE CONTRACT DOCUMENTS AND THE REFERENCED BUILDING CODE(S), AND

THAT CONNECTIONS TO THE PRIMARY STRUCTURE COMPLY WITH THE STRUCTURE'S DESIGNED

CAPABILITIES.

INCLUDED IN THE STRUCTURAL CALCULATIONS AND DESIGN, AT MINIMUM, SHALL BE:

A. DESIGN OF PRE-CAST CONCRETE COLUMBARIUM UNITS.

B. CONNECTION OF PRE-CAST UNITS TO STRUCTURAL FOUNDATIONS, BOTTOM AND TOP.

C. CONNECTION OF PRE-CAST UNITS, BACK TO BACK AND END TO END.

D. CONNECTION OF PRE-CAST UNITS TO NATURAL STONE CAPS.

3. REFER TO SPECIFICATION 03 48 24 - PRE-CAST CONCRETE COLUMBARIUM UNITS.

4. THE STRUCTURAL ENGINEER WILL RELY ON THE SPECIALTY ENGINEER'S SEAL AS CERTIFICATION THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEER COMPLY WITH THE CRITERIA SET FORTH IN

THE CONTRACT DOCUMENTS AND APPLICABLE CODES AND STANDARDS. THE STRUCTURAL

ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF DESIGNS PROVIDED BY OTHERS.

Revisions: Date:

ADDENDUM #2 7/8/2026

AMENDMENT 022