_25 LNC BD - STRUCTURAL (pg 189-200).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 OF1500 psf FOR CONTINUOUS AND 1500 psf FOR PAD FOOTINGS.

FOUNDATION DESIGN COMPLIES W/ GEOTECHNICAL REPORT DATED: MARCH 23,

2026 BY TERRACON. REPORT #: 02255188.01 (ADDENDUM)

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 0.55 MAX. FOR FOOTINGS

AND WALLS, 0.5 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 STRENGTHS

FOOTINGS 4000 psi.

EXTERIOR FOUNDATION WALLS 5000 psi.

INTERIOR FOUNDATION WALLS 4000 psi.

PIERS 4000 psi.

INTERIOR SLABS ON GRADE 4000 psi.

EXTERIOR SLABS ON GRADE (AIR ENTRAINED) 4000 psi.

RAISED SLABS 4000 psi.

EXTERIOR SLABS ON DECK (AIR ENTRAINED) 4000 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.

STRUCTURAL STEEL NOTES:

1. WELDED CONNECTIONS SHALL BE MADE IN ACCORDANCE WITH THE LATEST

RECOMMENDATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(AISC) AND THE AMERICAN WELDING SOCIETY (AWS).

2. COLUMN BASE AND CAP PLATES TO BE WELDED AROUND ALL SIDES.

3. WELDS NOT SPECIFIED SHALL BE A FILLET WELD, CONTINUOUS AND/OR ALL

AROUND WITH MINIMUM THROAT DIMENSION AS REQUIRED FOR MATERIAL

THICKNESS PER AWS.

4. STRUCTURAL FABRICATORS SHALL SHOW ALL FIELD WELDING REQUIREMENTS

ON SHOP DRAWINGS SUBMITTED TO THE ENGINEER.

5. BEFORE ENCASING STEEL COLUMNS IN CONCRETE OR MASONRY, COAT

COLUMN BASES AND TOPS OF ANCHOR BOLTS WITH ASPHALTIC ROOF

CEMENT.

6. BEAMS AND COLUMNS SHALL BE ERECTED TRUE AND PLUMB WITHIN AISC

TOLERANCE. PROVIDE TEMPORARY BRACING AS REQUIRED.

7. BEARING PLATES FOR STEEL SHALL BE DRY PACKED WITH A NON-SHRINK,

NON-METALLIC GROUT AS SPECIFIED.

8. PROVIDE DOUBLE ANGLE CONNECTIONS AS DESCRIBED IN PART 10 OF THE

AISC MANUAL OF STEEL CONSTRUCTION (15TH ED-ASD). CONNECTIONS SHALL

BE SELECTED TO SUPPORT BEAM END REACTIONS INDICATED ON THE

CONTRACT DRAWINGS. IF BEAM END REACTIONS ARE NOT INDICATED,

CONNECTIONS MUST BE SELECTED ACCORDING TO THE STANDARD DETAILS

OF THE CONTRACT DRAWINGS. IF BEAM IS NOT ABLE TO SATISFY THE

CONDITIONS OF THE STANDARD DETAILS CONTACT ENGINEER OF RECORD

FOR SPECIFIC DETAILING.

9. FRAMED STEEL BEAM CONNECTIONS SHALL BE "BEARING TYPE", (U.O.N.).

10. DO NOT PAINT STEEL TO BE FIELD WELDED.

AISC MATERIAL SPECIFICATION (13TH EDITION)

"W", "S" AND "M" SHAPES ASTM A992 Fy = 50 ksi.

GRADE "B" STANDARD PIPES ASTM A53 Fy = 35 ksi.

GRADE "C" HSS PIPES ASTM A500 Fy = 46 ksi.

GRADE "C" HSS TUBES ASTM A500 Fy = 50 ksi.

PLATES, BARS, CHANNELS, RODS, ANGLES AND

MISC. SHAPES

ASTM A36 Fy = 36 ksi.

GRADE 36 ANCHOR BOLTS ASTM F1554-99 Fy = 36 ksi.

CONNECTION BOLTS ASTM A325 Fv = 120 ksi.

CONNECTION BOLTS ASTM A490 Fv = 150 ksi.

CONNECTION NUTS ASTM A563

WASHERS ASTM F436

ELECTRODES E70XX

WOOD FRAMING NOTES:

1. WOOD AND TIMBER CONSTRUCTION SHALL CONFORM TO PROJECT SPECIFICATIONS

AND AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) STANDARDS.

2. WOOD CONSTRUCTION SHALL CONFORM TO CHAPTER 23, OF THE INTERNATIONAL

BUILDING CODE (UNLESS OTHERWISE NOTED). ALL NAILING SHALL CONFORM TO

TABLE 2304.10.1 "FASTENING SCHEDULE" OF THE INTERNATIONAL BUILDING CODE

UNLESS OTHER REQUIREMENTS NOTED ON THE PLAN ARE MORE STRICT. JOINTS IN

LOAD BEARING TOP PLATES SHALL BE OFFSET AT LEAST 48". HOLES IN SAWN LUMBER

SHALL BE AS SPECIFIED IN THE INTERNATIONAL BUILDING CODE.

3. FRAMING LUMBER SHALL CONFORM WITH THE PROVISIONS OF THE AMERICAN

SOFTWOOD LUMBER STANDARD PS-20-70 AND EACH PIECE SHALL BEAR THE GRADE

STAMP OF A GRADING AGENCY APPROVED BY THE AMERICAN LUMBER STANDARDS

COMMITTEE. ALL FRAMING LUMBER 2" AND LESS IN THICKNESS SHALL BE SEASONED

TO A MOISTURE CONTENT OF 19% OR LESS PRIOR TO SURFACING WITH THE

INDICATION "S-DRY" ON THE GRADE STAMP.

4. FOUNDATION PLATES ON CONCRETE OR MASONRY WALLS FOR ALL STRUCTURAL

WALLS SHALL BE AWPA FDN ACQ/AC2 TREATED PLATES OF NO. 2 GRADE MINIMUM.

THERE SHALL BE A MINIMUM OF 3 - BOLTS PER PIECE WITH ONE BOLT LOCATED

WITHIN 8" OF EACH END OF EACH PIECE. THERE SHALL BE NO SILL SPLICE UNDER ANY

POST OR MULLION.

5. STUD WALLS TO BE CONSTRUCTED WITH CONTINUOUS TREATED SILL PLATE AND WITH

DOUBLE TOP PLATE. SEE STANDARD DETAILS FOR TOP SPLICE CONNECTION

6. BUILT UP MEMBERS, COLUMNS, BEAMS AND DOUBLE JOISTS SHALL BE CONNECTED

WITH TWO ROWS 0.148 x 3" LONG NAILS AT 12" O.C. STAGGERED, UNLESS OTHERWISE

NOTED.

7. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.

8. ALL 2x HEADERS & BEAMS SHALL HAVE 3 SUPPORT STUDS (1 - KING BOARD & 2 - JACK

STUDS) UNLESS REQUIREMENTS NOTED ON PLAN ARE MORE STRICT.

9. ALL JOISTS, ROOF BEAMS AND GIRDERS SHALL HAVE FULL HORIZONTAL BEARING OF

THE MEMBER OVER SUPPORT UNLESS OTHERWISE SHOWN. DO NOT OVERCUT.

10. NO NOTCHING OF STUDS, JOISTS, RAFTERS, BEAMS OR TRUSSES IS PERMITTED

WITHOUT THE ENGINEERS APPROVAL. HOLES BORED IN THE STUD OR JOIST SHALL BE

IN THE MIDDLE ONE-THIRD OF THE DEPTH AND THE DIAMETER OF ANY SUCH HOLE

SHALL NOT EXCEED ONE-FOURTH THE DEPTH WITHOUT REINFORCEMENT. HOLES

EXCEEDING ONE-FOURTH THE DEPTH SHALL HAVE A SIMPSON "HSS" STUD SHOE

APPLIED TO THE STUD.

11. FLOOR AND ROOF TRUSSES ARE TO BE ENGINEERED BY FABRICATOR AND ERECTED

ACCORDING TO MANUFACTURER'S SPECIFICATIONS. PLAN LOCATIONS FOR TRUSSES

ARE FOR REFERENCE ONLY. FINAL LOCATIONS SHALL BE DETERMINED BY SUPPLIER

USING MAXIMUM SPACING & DETAILS INDICATED ON PLANS. WOOD TRUSS

CONSTRUCTION AND FABRICATION SHALL FOLLOW GUIDELINES SET FORTH BY THE

WOOD TRUSS COUNCIL OF AMERICA. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL

TRUSS INFORMATION.

12. ALL FABRICATED WOOD TRUSSES SHALL BE FURNISHED IN ACCORDANCE WITH

DESIGNS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE THE

PROJECT IS LOCATED, USING THE DESIGN LOADS AND SPAN CONDITIONS INDICATED

ON THE CONTRACT DOCUMENTS. NO DEVIATION OF TRUSS SHAPE, MEMBER SIZE

BEARING POINT LOCATION OR SUPERIMPOSED LOADS, FROM THE CONTRACT

DOCUMENTS SHALL BE PERMITTED WITHOUT THE APPROVAL OF THE ARCHITECT AND /

OR THE ENGINEER. SHOP DRAWINGS, INCLUDING AN OVERALL ERECTION PLAN

INDICATING EACH TYPE OF TRUSS, TRUSS BEARING POINT LOCATIONS, REQUIRED

LATERAL BRACING, EACH TRUSS MEMBERS SIZE AND STRESS AND CONNECTION

DETAILS, SHALL BE SUBMITTED FOR PRIOR APPROVAL TO THE GENERAL

CONTRACTOR.

13. THE WOOD TRUSS SUPPLIER SHALL PROVIDE A BCSI WITH THE TRUSS ERECTION

DWGS FOR REFERENCE BY THE TRUSS INSTALLER.

14. THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE PUBLICATION ANSI/TPI

1-2014: "COMMENTARY & RECOMMENDATIONS FOR HANDLING, INSTALLING, & BRACING

MTL. PLATE CONNECTED WOOD TRUSSES" SHALL BE FOLLOWED BY THE TRUSS

INSTALLER.

15. PERMANENT BRACING OF WOOD TRUSSES SHALL BE INSTALLED BY THE TRUSS

INSTALLER, WHERE INDICATED BY THE TRUSS ERECTION DWGS. MINIMUM BRACING

REQUIREMENTS FOR TOP CHORD, BOTTOM CHORD, & WEB MEMBER PLANES SHALL BE

IN ACCORDANCE W/ ANSI/TPI 1-2014. UNLESS REQUIR

16. ERECTION BRACING OF WOOD TRUSSES IS THE RESPONSIBILITY OF THE TRUSS

INSTALLER. THE TRUSS INSTALLER SHALL PROVIDE TEMPORARY DIAGONAL, LATERAL,

& CROSS BRACING (PER ANSI/TPI 1-2014) UNTIL ROOF SHEATHING, CEILING &

PERMANENT BRACING CAN BE APPLIED & SHEAR WALLS COMPLETED.

17. ROOF TRUSSES SHALL BE FASTENED TO THE SUPPORT WALLS WITH SIMPSON "H2.5A"

TIES OR EQUAL (U.O.N.) AND SHALL BE NAILED PER MANUFACTURES

RECOMMENDATION.

18. CONTRACTOR TO PROVIDE DIAGONAL BRACING AT STUD WALLS TO PREVENT

RACKING DURING CONSTRUCTION.

19. PROVIDE EITHER SIMPSON "DTC" CLIP OR SIMPSON "SDPW" DEFLECTOR SCREW AT

EACH FLOOR AND ROOF TRUSS OR BLOCKING @ 2'-0" O.C FOR NON-BEARING WALL

CONNECTION.

20. ALL FASTENERS THAT ARE 1/4" DIAMETER OR GREATER REQUIRE PREDRILLED HOLES.

21. HANGERS FOR DIMENSIONAL LUMBER REFRENCED IN FRAMING DETAILS SHALL MATCH

THE MAXIMUM SIZE OF CONNECTING FRAMING MEMBER.

VENEER LINTEL SCHEDULE

0'-1" TO 3'-11" L 3 1/2" x 3 1/2" x 1/4"

4'-0" TO 5'-11" L 4" x 3 1/2" x 1/4"

6'-0" TO 7'-11" L 5" x 3 1/2" x 1/4"

8'-0" AND GREATER CONTACT STRUCTURAL ENGINEER

VENEER LINTEL SCHEDULE NOTES:

A. ALL LINTELS TO HAVE 1" BEARING PER FOOT OF SPAN AT EACH END, 8" MINIMUM.

B. VENEER LINTEL SCHEDULE INDICATES MEMBERS TO BE USED FOR A 4" WALL

VENEER, UNLESS OTHERWISE NOTED.

DIMENSIONAL LUMBER DESIGN PROPERTIES

SPF. #2 OR

BETTER

BENDING Fb = 875 psi.

SHEAR Fv = 135 psi.

COMPRESSION PARALLEL TO GRAIN Fc = 1150 psi.

COMPRESSION PERPENDICULAR TO GRAIN Fc = 425 psi.

MODULUS OF ELASTICITY E = 1400 ksi.

DF-L. #2 OR

BETTER

BENDING Fb = 900 psi.

SHEAR Fv = 180 psi.

COMPRESSION PARALLEL TO GRAIN Fc = 1350 psi.

COMPRESSION PERPENDICULAR TO GRAIN Fc = 625 psi.

MODULUS OF ELASTICITY E = 1600 ksi.

VERTICAL STRUCTURAL PANEL SHEATHING NOTES:

VERTICAL GENERAL:

1. FASTENERS SHALL NOT BE LOCATED LESS THAN 3/8" IN FROM THE EDGE OF THE

PANEL.

2. FASTENERS SHALL BE DRIVEN FLUSH WITH SURFACE OF SHEATHING.

3. FASTENERS SHALL BE OF SUFFICIENT LENGTH TO ENSURE PENETRATION INTO

FRAMING MEMBERS BY AT LEAST 1 1/2" INTO WOOD FRAMING.

4. NO SHEATHING PANEL LESS THAN 1'-0" WIDE SHALL BE USED.

5. SHEATHING PANEL EDGES SHALL BUTT ALONG THE CENTERLINE OF A COMMON

FRAMING MEMBER.

6. IN THE PRE-FABRICATED WALL PANEL APPLICATION, ALL ADJACENT WALL PANEL

EDGES THAT DO NOT SHARE A COMMON FRAMING MEMBER OF ADJOINED WALL

PANELS FASTENED TOGETHER WITH ONE ROW OF STAGGERED 10D NAILS @ 6"

ON CENTER FROM BOTH SIDES.

7. ALL PANEL EDGES SHALL BE FULLY BLOCKED. WHERE HORIZONTAL STRAP

BLOCKING IS USED, IT SHALL BE A MINIMUM 1 1/2" WIDE & OF THE SAME

MATERIAL & THICKNESS AS THE TRACK & STUDS.

8. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR

THEIR TYPE IN DOC PS1 OR PS2.

HORIZONTAL STRUCTURAL PANEL SHEATHING NOTES:

HORIZONTAL GENERAL:

1. FASTENERS SHALL NOT BE LOCATED LESS THAN 3/8" IN FROM THE EDGE OF

THE SHEATHING PANEL.

2. FASTENERS SHALL BE DRIVEN FLUSH WITH SURFACE OF SHEATHING.

3. FASTENERS SHALL BE OF SUFFICIENT LENGTH TO ENSURE PENETRATION

INTO FRAMING MEMBERS BY AT LEAST 1 1/2" INTO WOOD FRAMING.

4. NO UNBLOCKED PANELS LESS THAN 1'-0" WIDE SHALL BE USED.

5. SHEATHING PANEL EDGES SHALL BUTT ALONG THE CENTERLINE OF A

COMMON FRAMING MEMBER.

6 WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR

THEIR TYPE IN DOC PS1 OR PS2.

HORIZONTAL WOOD SHEATHING:

1. PANEL ROOF SHEATHING SHALL BE 1/2" APA EXPOSURE 1, RATED

SHEATHING WITH A 32/16 SPAN RATING (U.O.N.).

2. PANEL FLOOR SHEATHING SHALL BE 3/4" APA EXPOSURE 1, RATED PLYWOOD

WITH A 48/24 SPAN RATING (U.O.N.).

3. WOOD FRAMING SHEATHING FASTENERS SHALL BE A MINIMUM 0.131" DIA. x 2

1/2" LONG COMMON NAILS. SEE HORIZONTAL GENERAL NOTE #3 FOR

LENGTH.

4. FLOOR/ ROOF PANEL SHEATHING SHALL BE CONTINUOUS OVER 2 OR MORE

SUPPORTS (MINIMUM).

5. FLOOR/ ROOF PANEL SHEATHING SHALL BE ORIENTED WITH THE STRENGTH

AXIS PERPENDICULAR TO THE SUPPORTS.

6. TONGUE & GROOVE EDGES, PANEL EDGE CLIPS (1 - MIDWAY BETWEEN EACH

SUPPORT), OR BLOCKING SHALL BE USED @ ALL UNSUPPORTED EDGES.

7. SPACE FASTENERS @ 12" O.C. ALONG INTERMEDIATE FRAMING MEMBERS

(FIELD OFSHEATHING PANEL); SPACE FASTENERS @ 6" O.C. ALONG ALL

SHEATHING PANEL EDGE FRAMING MEMBERS (SUPPORTED EDGES) (U.O.N.).

8. EACH SHEATHING PANEL SHALL BE IDENTIFIED WITH THE GRADE

TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET

THE REQUIREMENTS OF PRODUCT STANDARD (psi). APPLICATION AND

NAILING OF PLYWOOD SHALL BE IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION & TABLE

2304.10.1 "FASTENING SCHEDULE" OF THE INTERNATIONAL BUILDING CODE

UNLESS OTHER REQUIREMENTS NOTED ON THE PLAN ARE MORE STRICT.

VERTICAL WOOD SHEATHING:

1. BLOCK ALL SHEATHING PANEL EDGES.

2. PANEL SHEATHING SHALL BE_7/16" APA EXPOSURE 1, RATED SHEATHING

WITH A 32/16 SPAN RATING (U.O.N.).

3. FRAMING SPACING TO BE MAXIMUM 1'-4" O.C. UNLESS SPECIFIC NOTES AND /

OR DETAILS ARE MORE STRICT.

4. WOOD FRAMING SHEATHING FASTENERS SHALL BE A MINIMUM 0.131" DIA. x 2

1/2" LONG COMMON NAILS OR GALVANIZED BOX NAILS (GALVANIZED NAILS

SHALL BE HOT-DIPPED OR TUMBLED). SEE VERTICAL GENERAL NOTE #3 FOR

LENGTH.

5. OFFSET SHEATHING PANEL JOINTS ON EACH SIDE OF WALL MINIMUM ONE

STUD BAY.

6. SHEATHING PANELS MAY BE INSTALLED EITHER PARALLEL OR

PERPENDICULAR TO FRAMING.

7. SPACE FASTENERS @ 12" O.C. ALONG INTERMEDIATE FRAMING MEMBERS

(FIELD OF PANEL); SPACE FASTENERS @ 6" O.C. ALONG ALL EDGE FRAMING

MEMBERS (SUPPORTED EDGES) (U.O.N.).

8. EACH SHEATHING PANEL SHALL BE IDENTIFIED WITH THE GRADE

TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET

THE REQUIREMENTS OF PRODUCT STANDARD (psi). APPLICATION AND

NAILING OF PLYWOOD SHALL BE IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION & TABLE

2304.10.1 "FASTENING SCHEDULE" OF THE INTERNATIONAL BUILDING CODE

UNLESS OTHER REQUIREMENTS NOTED ON THE PLAN ARE MORE STRICT.

16. DESIGN LOADS:

ROOF LIVE LOADS:

ROOF SNOW Pf = 26 psf.

IMPORTANCE FACTOR Is = 1.0

EXPOSURE FACTOR Ce = 1.0

THERMAL FACTOR Ct = 1.169 (R=30)

GROUND SNOW LOAD Pg =31 psf.

CONSTRUCTION LOADING 25 psf.

LIVE LOAD 20 psf.

DEAD LOADS

TYPICAL ROOF BCDL = 7 psf.

TCDL = 13 psf.

TYPICAL FLOOR DL = 20 psf.

FLOOR LIVE LOADS:

ADMINISTRATIVE SERVICES,

OFFICE AREAS

80 psf.

LIGHT STORAGE 125 psf.

PARTITIONS 20 psf.

LATERAL LOADS (WIND -

MSFRS)

IMPORTANCE FACTOR 1.0 Iw

ULTIMATE WIND SPEED (3 SECOND

GUST)

110 MPH.

NOMINAL WIND SPEED 85.2 MPH.

RISK CATEGORY II

WIND EXPOSURE "C"

INTERNAL PRESSURE COEFF +/- 0.18

COMPONENTS CLADDING BASE

PRESSURE

Qh = 27 psf.

LATERAL LOADS (SEISMIC

- MSFRS)

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR Ie = 1

MAPPED SPECTRAL RESPONSE Ss = 0.13

MAPPED SPECTRAL RESPONSE S1 = 0.073

DESIGN SPECTRAL RESPONSE Sds = 0.120

DESIGN SPECTRAL RESPONSE Sd1 = 0.100

SITE CLASS D

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE RESISTING

SYSTEM

WOOD SHEARWALLS

DESIGN BASE SHEAR V = 0.017W

SEISMIC RESPONCE COEFFICIENT Cs = 0.017

RESPONSE MODIFICATION FACTOR R = 7

ANALYSIS PROCEDURE ELFA

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 NOTES:

1. PREFABRICATED COMPONENTS OR SYSTEMS SPECIFIED ON THE STRUCTURAL

DRAWINGS TO BE DESIGNED BY OTHERS SHALL BE SUBMITTED BY THE

CONTRACTOR TO THE ARCHITECT OR ENGINEER OF RECORD FOR REVIEW AS A

DEFERRED SUBMITTAL. DEFERRED SUBMITTALS SHALL INCLUDE DRAWINGS

AND CALCULATIONS THAT HAVE BEEN STAMPED AND SIGNED BY AN ENGINEER

APPROPRIATELY LICENSED IN THE STATE OF CONSTRUCTION.

2. THE PURPOSE OF THE ENGINEER OF RECORD’S REVIEW SHALL BE

DETERMINING THAT 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, AND THAT THE

CONNECTIONS TO THE PRIMARY STRUCTURE ARE APPROPRIATE FOR THE

STRUCTURE’S DESIGNED CAPABILITIES.

3. 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.

DEFERRED SUBMITTAL SCHEDULE:

PREFABRICATED WOOD TRUSSES

WINDOW GLAZING SYSTEMS

STAIRS, HANDRAILS, GUARDRAILS AND THEIR COMPONENTS

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

BID DOCUMENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Design and Construction

Services

U.S. Department of Veterans Affairs

Phase

STAMPCONSULTANT ARCHITECT/ENGINEER OF RECORD

2100 North Greenville Ave. #1150

Richardson, TX 75082

(469) 431-0571

OPTIONAL BID #1

400 5th St

West Des Moines, IA 50265

(515) 225-6265

900 E. Prima Ctr Pkwy #320

Scottsdale, AZ 85258

(480) 222-3789

15620 W 113th St

Lenexa, KS 66219

(913) 202-7598

TERRACON EC DESIGN IMEG OCMI

GEOTECHNICAL: IRRIGATION: TECHNOLOGY: COST ESTIMATING:

JUNE 22, 2026

C U s e rs \J

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

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R

V T jb u e rm a n n S

R X

R

.r v t

/2

/2

:2

:3

A

M

1001-S-001

NOTE SHEET

LEAVENWORTH NATIONAL CEMETERY

GRAVESITE EXPANSION

150 MUNCIE ROAD; LEAVENWORTH, KANSAS 66048

897CM3025

JUNE 22, 2026 EW DW/JB

BID DOCUMENTS

18704

Revisions: Date: Page 189 of 247

1 2 3 4 5 6

A

B

C

D

E

F

G

H

D.1

2.1 3.1 4.1 5.1

9'

4" 9'

4"

9'

4" 8'

1/ 4"

3/

4" 9'

4"

/4

5'

0" 20' - 4 1/4" 6 1/2" 20' - 2 1/4" 6 1/2" 22' - 11 1/2" 6" 20' - 10" 6" 20' - 8"

107' - 1"

3/

4"

FC2.5

8"

4"

1001-S-301

4"

8"

FC2.5

FC2.5

1001-S-301

8" 4"

8 3/4" 1' - 3 1/4"

4"

8"

FC2.5

1001-S-301

FC2

1001-S-301

FC2.5

1001-S-301

4" 8"

1001-S-301

________________________________________________________________________________ 4"

8"

1001-S-301

1001-S-301

8" 4"

1001-S-301

4"

10"

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

4" 10"

(E) 4x4

FTG.

10" 4"

10"

10"

10"

FC2.5

4" 8"

4"

8"

FC2.5

(E) 4x4

FTG.

4" 10"

10" 4"

4"

10"

10" 4"

4"

10"

8"

4"

10"

4" 10"

FC2.5

FC2.5

FC2.5

FC11TB

FC2.5

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

S

S

(E)

(E)

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 88' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

(E) 4x4

FTG.

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

10"

10"

4"

10"

T.O. (E) FTG.

EL. = 96' - 1 1/2"

T.O. (E) FTG.

EL. = 96' - 1 1/2"

S(E)

T.O. (E) FTG.

EL. = 94' - 1 1/2"

T.O. (E) FTG.

EL. = 94' - 1 1/2"

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

10"

4"

(E) 4x4

FTG.

T.O. EXISTING SLAB EL. = 91'-6 5/8"

T.O. (E) FTG.

EL. = 88' - 11"

10"

T.O. EXISTING SLAB EL. = 100'-0"

S(E)

5'

4"

5' - 0"

8"

FC1.7

4" 8"

T.O. LEDGE

EL. = 98' - 10"

T.O. LEDGE

EL. = 98' - 10"

T.O. LEDGE

EL. = 98' - 10"

T.O. LEDGE

EL. = 99' - 4"

L

L

SSS

T.O. LEDGE

EL. = 98' - 10"

T.O. LEDGE

EL. = 99' - 4"

T.O. LEDGE

EL. = 99' - 4"

T.O. FTG.

EL. = 95' - 6"

T.O. FTG.

EL. = 94' - 11"

T.O. FTG.

EL. = 92' - 11"

T.O. FTG.

EL. = 90' - 11"

T.O. FTG.

EL. = 90' - 11"

T.O. LEDGE

EL. = 96' - 11"

T.O. FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 90' - 11"

T.O. (E) FTG.

EL. = 94' - 1 1/2"

8" 4"

8"

4"

S S S

T.O. LEDGE

EL. = 99' - 4"

T.O. LEDGE

EL. = 99' - 4"

T.O. FTG.

EL. = 90' - 11"

T.O. FTG.

EL. = 92' - 11"

T.O. FTG.

EL. = 94' - 11"

5'

0"

FC1.75' - 0"

8"

5'

0"

5' - 0"

FC1.7

S

S

S

T.O. LEDGE

EL. = 99' - 4"

T.O. FTG.

EL. = 95' - 6"

T.O. FTG.

EL. = 94' - 11"

T.O. FTG.

EL. = 92' - 11"

T.O. FTG.

EL. = 90' - 11"

BP1

T.O. (E) FTG.EL. = 96' - 11"

T.O. LEDGE

T.O. FTG.

EL. = 95' - 6"

T.O. LEDGE

EL. = 98' - 10"

1001-S-301

FS6.5TB

BP2

P1

2"

9 1/2"

HD2

L1

8" 5' - 0" 10"

STAIR

10"

1001-S-301

L1

BP1

FS3

P2

FS3

P3

BP5

BP4

HD1

HD1

HD3

HD2

HD2

HD3

HD3

HD2

HD3

HD3

HD3

HD3

HD3

HD3

HD3 HD3

6'

8" 3'

6"

FC2.5

S

T.O. FTG.

EL. = 89' - 3"

1001-S-302

S8

1001-S-301

8" 8"

8"

1001-S-302

1001-S-301

1001-S-302

8"

8"

1001-S-301

L1

8"

1001-S-301

6'

7"2' - 6"

1'

7"

2' - 6"

T.O. FTG.

EL. = 97' - 0"

S

S

S

T.O. FTG.

EL. = 94' - 11"

T.O. FTG.

EL. = 92' - 11"

T.O. FTG.

EL. = 90' - 11"

8A

8A

3"

3"

3"

3"

3"

3"

3"

3"9 1/

2"

4 1/2"

2"

3"

BP1

BP1

BP3

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

BID DOCUMENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Design and Construction

Services

U.S. Department of Veterans Affairs

Phase

STAMPCONSULTANT ARCHITECT/ENGINEER OF RECORD

2100 North Greenville Ave. #1150

Richardson, TX 75082

(469) 431-0571

OPTIONAL BID #1

400 5th St

West Des Moines, IA 50265

(515) 225-6265

900 E. Prima Ctr Pkwy #320

Scottsdale, AZ 85258

(480) 222-3789

15620 W 113th St

Lenexa, KS 66219

(913) 202-7598

TERRACON EC DESIGN IMEG OCMI

GEOTECHNICAL: IRRIGATION: TECHNOLOGY: COST ESTIMATING:

JUNE 22, 2026

C U s e rs \J

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

S

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/2

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1001-S-101

FOOTING & FOUNDATION PLAN

LEAVENWORTH NATIONAL CEMETERY

GRAVESITE EXPANSION

150 MUNCIE ROAD; LEAVENWORTH, KANSAS 66048

897CM3025

JUNE 22, 2026 EW DW/JB

BID DOCUMENTS

18704

KEYNOTES:

1 FOOTING CONNECTION DETAIL - S.D. 10/1001-S-301

2 DRILL & EPOXY EXISTING FOOTING INTO NEW FOOTING W/ 2 - #5

DWLS. EMBED = 6"

3 DRILL & EPOXY EXISTING FOUNDATION WALL INTO NEW FOUNDATION

WALL W/ #5 DWLS. @ 1'-4" O.C. EMBED = 6"

4 RAISED EQUIPMENT PAD - COORDINATE FINAL SIZE AND LOCATION

WITH MEP DRAWINGS - S.D. 19/1001-S-301

5 WALL PENETRATION. COORDINATE FINAL LOCATION WITH MEP.

6 INFILL EXISTING BRICK LEDGE WITH CONCRETE - S.D. 18/1001-S-301

7 NEW FOOTING TO EXISTING FOOTING CONNECTION DETAIL - S.D.

7/1001-S-302

1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

2. SEE SHEET 1001-S-001 FOR GENERAL STRUCTURAL NOTES.

3. P# = PIER MARK - SEE PIER SCHEDULE ON THIS SHEET.

4. BP# = BASE PLATE MARK - SEE BASE PLATE SCHEDULE ON THIS SHEET.

5. FC/S/T# = FOOTING MARK - SEE FOOTING SCHEDULE ON THIS SHEET.

6. HD# = HOLDOWN MARK - SEE HOLDOWN SCHEDULE ON THIS SHEET.

7. = STEPPED FOOTING LOCATION - S.D. 1/1001-S-301.

8. ADMIN BUILDING FIRST LEVEL FINISH FLOOR ELEVATION (FFE) = 100'-0"

UNO ON PLAN REFERENCED FROM DATUM ELEVATION 854.2'. VERIFY

WITH CIVIL.

9. = STEPPED BRICK LEDGE LOCATION - S.D. 8/1001-S-301

10. COORDINATE EXTENT OF SLAB REMOVAL WITH MEP PLANS. REMOVE &

REPLACE CONCRETE SLAB ON GRADE AND EXCAVATE FOR PLUMBING AS

REQUIRED. IF DEEP TRENCHES ARE REQUIRED, CONTRACTOR SHALL

ASSUME MINIMUM OF 4 FOOT WIDE SLAB REMOVAL AND TRENCH WIDTHS.

CONTRACTOR SHALL USE TRENCH BOXES OR HAND SHORING TO

PREVENT SOIL STABILITY CONCERNS & OVER EXCAVATION. IF BOTTOM

OF TRENCH IS LOWER THAN BOTTOM OF ANY EXISTING FOOTINGS IT

NEEDS TO BE A MINIMUM OF 2:1 SLOPE AWAY FROM BOTTOM EDGE OF

EXISTING FOOTING. SEE DETAIL 15/1001-S-301 FOR CONCRETE SLAB

REPLACEMENT.

11. L# = LINTEL MARK - SEE LINTEL SCHEDULE ON THIS SHEET.

SHEET NOTES:

S

1/4" = 1'-0"

FOOTING & FOUNDATION PLAN

T.O. INT. FOOTING EL. = 99'-4"

T.O. EXT. FOOTING EL. = SEE PLAN 0 4' 8'2'

Schedule Notes - Pier

MARK PIER SIZE COMMENTS

P1 3'-0" x 3'-0" S.D. 3/S-302

P2 2'-0" x 1'-5 1/2" S.D. 4/S-302

P3 2'-0" x 1'-6" S.D. 4/S-302

Schedule - Base Plate

MARK PLATE SIZE ANCHOR BOLTS COMMENTS

BP1 PL. 3/4" x 7 1/2" x 7 1/2" 3 - 3/4" DIA. S.D. 1/S302 & 2/S302

BP2 PL. 1" x 1'-2" x 1'-2" 4 - 3/4" DIA. S.D. 1/S302

BP3 PL. 3/4" x 1'-2" x 1-0" 4 - 3/4" DIA. S.D. 1/S302

BP4 PL. 3/4" x 10" x 7 1/2" 4 - 3/4" DIA. S.D. 1/S302 & 2/S302

BP5 PL. 3/4" x 10" x 7 1/2" 4 - 3/4" DIA. S.D. 1/S302

Schedule - Footings

MARK WIDTH DEPTH

REINFORCING

COMMENTS

TRANSVERSE LONGITUDINAL

FC1.7 1'-8" CONT. 1'-0" --- 2 - #5

FC2 2'-0" CONT. 1'-0" #5 @ 6'-0" O.C. 2 - #5

FC2.5 2'-6" CONT. 1'-0" #5 @ 6'-0" O.C. 2 - #5

FC11TB 11'-0" CONT. 1'-4" #6 @ 1'-0" O.C. 11 - #5 T&B

FS3 3'-0" x 3'-0" 1'-0" 5 - #5 5 - #5

FS6.5TB 6'-6" x 6'-6" 1'-0" 8 - #5 8 - #5 T&B

Schedule - Holdowns

MARK HOLDOWN TYPE

ANCHOR

POST SIZE

ANCHOR

BOLT SIZE

"E" MINIMUM

EMBED DEPTH

COMMENTS

HD1 SIMPSON "HDUE13-SDS3.5" 3 - 2x6 1" DIA. 2'-4" S.D. 16/S-301

HD2 SIMPSON "HDUE9-SDS3.5" 3 - 2x6 7/8" DIA. 2'-0" S.D. 16/S-301

HD3 SIMPSON "HDUE5-SDS3" 3 - 2x6 5/8" DIA. 8" S.D. 16/S-301

HD4 SIMPSON "HDUE5-SDS3" 3 - 2x6 5/8" DIA. - S.D. 10/S-402

FOOTING SCHEDULE NOTES:

1. FC/S/T#TB DESIGNATES REINFORCING STEEL TO BE AT TOP & BOTTOM OF FOOTING.

HOLDOWN SCHEDULE NOTES:

1. ALL ANCHOR POSTS TO BE SPF. #2 GRADE U.O.N.

2. ALL "HD" HOLDOWN ANCHOR BOLTS MAY BE INJECTION ADHESIVE ANCHORS U.O.N.

3. ANCHOR BOLT NUTS TO BE SNUG TIGHT PLUS 1/2 TURN.

4. PROVIDE 3" x 3" x .229" WASHER BETWEEN SILL PLATE & NUT @ ALL HOLDOWN ANCHORS.

L

Schedule - Lintel

MARK LINTEL / VENEER LINTEL COMMENTS

L1 2 - L 5x5x3/8" w/ 1/4" PL. S.D. 17/S301

Revisions: Date:

LINTEL SCHEDULE NOTES:

1. ALL LINTELS TO HAVE 8" BEARING MINIMUM @ EACH END.

1 2 3 4 5 6

A

B

C

D

E

F

G

H

D.1

2.1 3.1 4.1 5.1

9'

4" 9'

4"

9'

4" 8'

1/ 4"

3/

4" 9'

4"

/4

5'

0"

20' - 4 1/4" 6 1/2" 20' - 2 1/4" 6 1/2" 22' - 11 1/2" 6" 20' - 10" 6" 20' - 8"

107' - 1"

3/ 4" (E

)C

OL.

(E)W8x21

(E)W8x21

(E )C

OL.

(E )W

X

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

JOISTS @ 1'-4" O.C.

(E) 2x12 FLOOR

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

4" CONC. SLAB, REINF. W/ #4 @ 1'-6" EACH WAY,

ON 12 MIL. (MIN.) VAPOR BARRIER ON 6" SAND FILL

T.O. SLAB EL. = 100'-0" U.O.N.

1001-S-401

HD4

1001-S-301

1001-S-302

1001-S-302

1001-S-302

1001-S-302

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

BID DOCUMENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Design and Construction

Services

U.S. Department of Veterans Affairs

Phase

STAMPCONSULTANT ARCHITECT/ENGINEER OF RECORD

2100 North Greenville Ave. #1150

Richardson, TX 75082

(469) 431-0571

OPTIONAL BID #1

400 5th St

West Des Moines, IA 50265

(515) 225-6265

900 E. Prima Ctr Pkwy #320

Scottsdale, AZ 85258

(480) 222-3789

15620 W 113th St

Lenexa, KS 66219

(913) 202-7598

TERRACON EC DESIGN IMEG OCMI

GEOTECHNICAL: IRRIGATION: TECHNOLOGY: COST ESTIMATING:

JUNE 22, 2026

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1001-S-102

FIRST FLOOR FRAMING PLAN

LEAVENWORTH NATIONAL CEMETERY

GRAVESITE EXPANSION

150 MUNCIE ROAD; LEAVENWORTH, KANSAS 66048

897CM3025

JUNE 22, 2026 EW DW/JB

BID DOCUMENTS

18704

1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

2. SEE SHEET 1001-S-001 FOR GENERAL STRUCTURAL NOTES.

3. HD# = HOLDOWN MARK - SEE HOLDOWN SCHEDULE ON THIS 1001-S-101.

4. ADMIN BUILDING FIRST LEVEL FINISH FLOOR ELEVATION (FFE) = 100'-0"

UNO ON PLAN REFERENCED FROM DATUM ELEVATION 854.2'. VERIFY

WITH CIVIL.

5. ALL EXISTING 2x12 BLOCKING AT FIRST FLOOR FRAMING END WALLS SHALL BE ATTACHED TO EXISTING 2x PLATE W/ 2-SIMPSON "A34" CLIPS - S.D. 11/1001-S301 & 8/1001-S-302

6. ALL EXISTING 2x12 FLOOR JOISTS AT FIRST FLOOR FRAMING BEARING WALLS SHALL BE ATTACHED TO EXISTING 2x PLATE W/ 2-SIMPSON "A34"

CLIPS - S.D. 9/1001-S-302 & 10/S1001-S-302

SHEET NOTES:

1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN

0 4' 8'2'

KEYNOTES:

1 EXISTING FLOOR PENETRATION TO BE INFILLED WITH 2x12 FLOOR

JOISTS @ 1'-4" O.C. - S.D.11/1001-S-402

Revisions: Date: Page 191 of 247

T.O. (E) STEEL

EL. = 109' - 4 1/2"

1 2 3 4 5 6

A

B

C

D

E

F

G

H

D.1

2.1 3.1 4.1 5.1

5'

0"

/4

9'

4"

3/

4" 8'

1/ 4"

9'

4" 9'

4"

9'

4"

20' - 4 1/4" 6 1/2" 20' - 2 1/4" 6 1/2" 22' - 11 1/2" 6" 20' - 10" 6" 20' - 8"

RIDGE

RIDGE

RIDGE

RIDGE

3/ 4"

107' - 1"

ROOF TRUSSES @ 2'-0" O.C.

1001-S-401

1001-S-401

1001-S-401

1001-S-401

H

H

H

H1 H1 H1

H

H1 H1 H1

H4 H4

1001-S-401

1001-S-401

1001-S-401

1001-S-401

C2

C1C1

HSS8X8X5/8

1001-S-401

C2 W8x21

(E )C

OL.

(E )C

OL.

(E)W8x18

(E) RIDGE

(V E

R

IF

Y

4'

5"

5'

3/

4"

1001-S-401

H1

H

ROOF TRUSSES @ 2'-0" O.C.

(E) ROOF TRUSSES @ 2'-0" O.C.

C2

C2 W8x40

C2C2

1001-S-401

1001-S-401

W8x40

1001-S-401

1001-S-401

9 1/2"

10"

4'

8"

ROOF TRUSSES @ 2'-0" O.C.

(E) RIDGE

(E) ROOF TRUSSES @ 2'-0" O.C.

RIDGE

ROOF TRUSSES @ 2'-0" O.C.

(E) ROOF TRUSSES @ 2'-0" O.C.

(E) RIDGE

4'

8"

(E) (4)-2x8 (E) (4)-2x8 (E) (4)-2x8 (E) (4)-2x8 (E) (4)-2x8

H

1001-S-401

H

H

1001-S-401

3" 3"

3"

3"

1001-S-401

3"

1001-S-401

(VERIFY)

SW1

SW1

SW2

SW1

SW1

SW1

SW1

SW2

SW1

SW1

H1

3"

SW3

SW1

1001-S-401

2"

H

1001-S-402

H

1001-S-402

1001-S-402

1001-S-402

1001-S-402

1001-S-402

1001-S-402

1001-S-402

1001-S-402

1001-S-402

H

1001-S-401

1001-S-402

H

1001-S-402

SW1

SW1

SW1

SW1

SW1

4 1/2"

C3 C3

C3

1001-S-402

2"

3"

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

BID DOCUMENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Design and Construction

Services

U.S. Department of Veterans Affairs

Phase

STAMPCONSULTANT ARCHITECT/ENGINEER OF RECORD

2100 North Greenville Ave. #1150

Richardson, TX 75082

(469) 431-0571

OPTIONAL BID #1

400 5th St

West Des Moines, IA 50265

(515) 225-6265

900 E. Prima Ctr Pkwy #320

Scottsdale, AZ 85258

(480) 222-3789

15620 W 113th St

Lenexa, KS 66219

(913) 202-7598

TERRACON EC DESIGN IMEG OCMI

GEOTECHNICAL: IRRIGATION: TECHNOLOGY: COST ESTIMATING:

JUNE 22, 2026

C U s e rs \J

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1001-S-201

ROOF FRAMING PLAN

LEAVENWORTH NATIONAL CEMETERY

GRAVESITE EXPANSION

150 MUNCIE ROAD; LEAVENWORTH, KANSAS 66048

897CM3025

JUNE 22, 2026 EW DW/JB

BID DOCUMENTS

18704

1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

2. SEE SHEET 1001-S-001 FOR GENERAL STRUCTURAL NOTES.

3. B# / H# - BEAM / HEADER MARK - SEE BEAM / HEADER SCHEDULE ON THIS

SHEET.

4. SW# - SHEAR WALL TYPE MARK (BELOW) - SEE SHEARWALL SCHEDULE

ON THIS SHEET.

5. C# - COLUMN MARK - SEE COLUMN SCHEDULE ON THIS SHEET.

6. ALL FIRST FLOOR STRUCTURAL BEARING "EXTERIOR" STUD WALLS SHALL

BE SPF #2 OR BETTER @ 1'-4" O.C. (U.O.N.) WITH SPF #2 DOUBLE TOP

PLATE & SOLE PLATE.

7. ROOF SHEATHING TO BE 1/2" APA RATED SHEATHING WITH A 32/16 SPAN

RATING.

8. = MOMENT CONNECTION - S.D. 4/1001-S-401

9. WHERE NEW WALL FRAMING TIES INTO EXISTING WALL FRAMING, STUDS

SHALL BE FASTENED TOGETHER WITH ONE ROW OF STAGGERED 10D

NAILS @ 6" ON CENTER FROM BOTH SIDES. PROVIDE SIMPSON "CS16"

STRAP x 2'-4" LONG @ DOUBLE TOP PLATE TO TIE EXISTING WALL TO NEW

WALL.

SHEET NOTES:

1/4" = 1'-0"

ROOF FRAMING PLAN

T.O. STEEL EL. = 109'-1 1/2" (FIELD VERIFY)

0 4' 8'2'

Schedule - Beams & Headers

MARK BEAM / HEADER SIZE

JACK

STUD #

KING

STUD #

COMMENTS

H1 2-2x8 2 1 S.D. 2/S-401

H2 2 - 2x8 2 1 S.D. 12/S-401

H3 3 - 2x8 2 1 S.D. 12/S-401 & 12/S-402

H4 2-2x8 2 1 S.D. 2/S-401 & 13/S-402

Schedule - Shearwall

MARK SHEATHING # OF SIDES PERIMETER NAILING ANCHOR BOLT FASTENING

SW1 7/16" RATED 1 0.131" x 2 1/2" @ 6" O.C. 5/8" DIA. @ 4'-0" O.C.

SW2 7/16" RATED 1 0.131" x 2 1/2" @ 3" O.C. 5/8" DIA. @ 2'-0" O.C.

SW3 7/16" RATED 2 0.131" x 2 1/2" @ 4" O.C. 5/8" DIA. @ 1'-0" O.C.

Schedule - Columns

MARK COLUMN TYPE COMMENTS

C1 HSS8x8x5/8 S.D. 4/S-401

C2 HSS4x4x1/4" S.D. 3/S-401

C3 4x6 WOOD POST S.D. 13/S-402

SHEARWALL SCHEDULE NOTES:

1. FASTENERS SHALL BE A MINIMUM 0.131" DIA. x 2 1/2" COMMON OR GALVANIZED (HOTDIPPED) BOX

NAILS.

2. BACK ALL PANEL EDGES WITH 2x BLOCKING MINIMUM.

3. GYPSUM & RATED SHEATHING PANEL EDGES TO BE FASTENED AS NOTED. INTERMEDIATE

SUPPORTS SHALL BE FASTENED @ 1'-0" O.C.

4. WHERE PANELS ARE APPLIED ON 2 - SIDES OF WALL PANEL JOISTS SHALL BE OFFSET TO FALL

ON DIFFERENT FRAMING MEMBERS. ALTERNATIVLEY WHERE PANEL JOINTS CAN NOT BE

STAGGERED THE WIDTH OF THE FACE OF FRAMING MEMBERS SHALL BE 3" NOMINAL OR

GREATER AT ADJOINING PANEL EDGES WITH PANEL EDGE NAILING STAGGERED.

5. 7/16" RATED SHEATHING SHALL BE EXPOSURE NO.1, WITH A 24/16 SPAN RATING. 19/32" RATED

SHEATHING SHALL BE EXPOSURE NO. 1, WITH A 40/20 SPAN RATING.

6. SHEATHING TO EXTEND FROM THE FLOOR TO THE FLOOR OR ROOF SHEATHING ABOVE.

7. ANCHOR BOLTS FOR SHEARWALLS SHALL BE SIMPSON "TITEN HD" SCREW ANCHORS WITH A

MINIMUM OF 3 1/4" EMBED U.O.N.

8. 2x6 WALLS SHALL HAVE SIMPSON "BPS 5/8-6" BEARING PLATE WASHER AT EACH ANCHOR BOLT.

2x4 WALLS SHALL HAVE SIMPSON "BPS 5/8-3" BEARING PLATE WASHER AT EACH ANCHOR BOLT.

Revisions: Date: Page 192 of 247

T.O. LEDGE

EL. = VARIES;

T.O. (E) BRICK LEDGE

EL. = VARIES (VERIFY)

T.O. WALL

EL. = SEE ARCH/CIVIL

T.O. OPENING

EL. = SEE ARCH

SEE SCHED.

LAP SPLICE2a U.O.N.

a

SEE PLAN

3" CLR. - TYP.

DEPTH 1'-0" MIN.

EQUAL TO FTG.

2a U.O.N.

NOTES:

1. SEE PLAN FOR FOOTING SIZE AND REINFORCING.

2. SLOPED OR STEPPED FOOTINGS SHALL BE CAST AS A UNIT.

3. STEPPED FOOTING LINES SHOWN ON PLAN ARE @ BOTTOM OF FOOTING.

NOTE:

IF WALL SURFACE IS SOIL LOADED EXTEND HORIZONTAL BARS TO OPPOSITE FACE & PROVIDE STANDARD HOOK.

SIZE & REINF.

SEE PLAN FOR

3 - #4 VERT. W/ DWL.

TO MATCH @ FOOTING.

CORNER BARS TO

MATCH SIZE &

SPACING OF HORIZ.

WALL REINF.

SIZE & REINF.

SEE PLAN FOR

CORNER BARS

TO MATCH SIZE

& SPACING OF

HORIZ. WALL

REINF.

S E

E S

C H

E D

LA

P

S P

LI

C

E

1 1/2" CLR. - U.O.N.

SIZE & REINF.

SEE PLAN FOR

VERT. W/ DWL. TO

MATCH @ FOOTING.

CORNER BARS TO

MATCH SIZE &

SPACING OF HORIZ.

WALL REINF.

S E

E S

C H

E D

LA

P

S P

LI

C

E

1 1/2" CLR. - U.O.N.

S E

E S

C H

E D

LA

P

S P

LI

C

E

1 1/2" CLR. - TYP.

NOTE:

CONST. JOINT SHOWN MAY BE OMITTED @ CONTRACTOR'S OPTION.

SIZE & REINF.

SEE PLAN FOR

2" x 4" x 6" LONG.

VERT. KEYWAY

EVENLY SPACED

BETWEEN HORIZ.

REINF. SPACING

DWL. W/ STANDARD

HOOK TO MATCH

SIZE & SPACING OF

HORIZ. REINFORCING2" CLR. - TYP.

S E

E S

C H

E D

LA

P

S P

LI

C

E

2" x 6" x 6" LONG.

VERT. KEYWAY

EVENLY SPACED

BETWEEN HORIZ.

REINF. SPACING

DWL. W/ STANDARD

HOOK TO MATCH

SIZE & SPACING OF

HORIZ. REINFORCING

SIZE & REINF.

SEE PLAN FOR

2" CLR. - TYP.

S E

E S

C H

E D

LA

P

S P

LI

C

E

NOTE:

JOINT MAXIMUM SPACING 40'-0". SPACING MAY BE INCREASED TO 80'-0"

IF WALL IS BACKFILLED INTERIOR SIDE FOR FULL HEIGHT OR 120'-0" IF

WALL IS BACKFILLED ON BOTH SIDES FOR FULL HEIGHT.

1"

1/2"

S

IZ

E

R E

IN

F

S E

E P

LA

N

F O

R

1 1/2"

6" 6"

SEE SCHED.

LAP SPLICE3" CLR.

VERT. CAULK JOINT

@ EACH FACE

2" x 4" x 6" LONG. VERT. KEYWAY

EVENLY SPACED BETWEEN

HORIZ. REINF. SPACING.

KEYWAY CONT. WHERE

WATERSTOP IS REQUIRED

VERT. CAULK

VERT. ROD STOCK

WATERSTOP

WHERE

REQUIRED

NOTE:

SAW CUT SHALL BE EXECUTED AS SOON AS CONCRETE HAS HARDENED

SUFFICIENTLY TO PREVENT AGGREGATE DISLODGING BY SAW & PRIOR

TO SHRINKAGE STRESS CRACKING.

SLAB ON GRADE

SEE PLAN

1/4 SLAB DEPTH

3/16" SAW CUT OR TOOL

JOINT IN EXPOSED SLAB

OPENING

2 - #5 DWL. @ EACH

LAYER OF REINFORCING,

TYP. @ PERIMETER

2 - #5 DWL. x 3'-0"

@ EACH LAYER

OF REINFORCING,

TYP. @ CORNERS

1 1/2" CLR.

TYP.

1'

T Y

P

3" O.C.

TYP.

NOTES:

1. WHERE SLAB ON GRADE EXTENDS BEYOND STOOP SLAB HOLD STOOP SLAB

BACK 2" AND PROVIDE 3/4" DIA. x 1'-6" SMOOTH ROD @ 1'-0" O.C. PROVIDE

SLEEVE FOR ROD OR WRAP & TAPE WITH BUILDING FELT.

2. PROVIDE L4x4x1/4" W/ 1/2" DIA. SCREW ANCHORS @ 1'-0" O.C. (2 - ANCHORS MIN.), EMBED 3 1/2" MIN. WHERE DECK IS UNSUPPORTED FOR MORE THAN 1'-0".

3" CLR.

TYP.

DWL. TO MATCH @

EACH VERT. TYP.

4 @ 1'-0" O.C.

EACH WAY

8"

#4 DWL. 9" x 15" @

2'-0" O.C. TYP.

S.D. NOTE 1

CONC. SLAB OVER 1 1/2", TYPE "C", 20 GA.

(GALV.) DECK W/ 3" BRG. @ EACH END,

OVER 3" VOID. REINF. W/ 4 @ 1'-0" O.C.

EACH WAY. SLOPE SLAB 1/4"/FOOT. MIN -

SEE CIVIL

SEE PLAN

EQEQ

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV. TYP.

SEE PLAN FOR

WALL SIZE &

REINFORCING

BOND BREAK

SLAB ON GRADE

SEE PLAN

WALL BEYOND

SEE PLAN

5 1/2"

S.D. NOTE 2 BOND BREAK

2x TREATED PLATE W/ 5-8" DIA. SIMPSON

"TITEN-HD" SCREW ANCHORS @ 4'-0" O.C.,

EMBED 3 1/4" MINIMUM, U.O.N. IN SHEAR

WALL SCHEDULE

SLAB ON GRADE SEE

PLAN

#5 @ 1'-4" O.C.

EACH WAY,

EACH FACE

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

DWL. TO MATCH @

EACH VERT.

SEE ARCH.

2x STUD WALL

SEE PLAN

4"

1' - 0"

3" CLR. - TYP.

TYP.

1 1/2" CLR.

SEE PLAN

GRID

5 1/2"

#4 DOWEL @

1'-4" O.C. @ 8A

SLAB ON GRADE SEE

PLAN

1'-0" 1'-0"

2x TREATED PLATE W/ 5/8" DIA.

SIMPSON "TITEN-HD" SCREW

ANCHORS @ 4'-0" O.C., EMBED 3

1/4" MINIMUM, U.O.N. IN SHEAR

WALL SCHEDULE

2x STUD WALL SEE

PLAN

BENT DWL. SEE

PLAN 3" CLR. - TYP.

8"

SEE PLAN FOR FOOTING SIZE,

REINF. & ELEV.

GRID

2x STUD WALL

SEE PLAN

SEE PLAN FOR

WALL SIZE &

REINFORCING

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

SLAB ON GRADE SEE

PLAN

INTERIOR FTG. - S.D. 9/S-301

#5 HORIZONTAL @ 1'-4" O.C.

2 - #5 VERT., DRILL & EPOXY

INTO FOOTING, 6" MINIMUM

EMBED

8" MIN. x FTG. WIDTH

1'

8"

NOTE:

CONTRACTORS OPTION: CONCRETE PIER MAY BE REPLACED

WITH C.M.U. W/ #5 DWL. @ EACH CORE, 6" MIN. EMBED INTO

FOOTING.

#5 DWL. @ EACH VERT.

SLAB ON GRADE

SEE PLAN

(E) 5/8" FLOOR

SHEATHING

(E) 2x STUDWALL

(E) 2x12 BLOCKING

GRID

4" 6" 4"

(E) 2x12 FLOOR JOIST

EXISTING FOUNDATION WALL

BOND BREAK

5 1/2"

S.D. 18/S301 FOR BRICK

LEDGE INFILL DETAIL & NOTE 1

2-SIMPSON "A34" CLIPS @ EA.

2x12 BLOCKING - INSTALL W/ # 9 x 1 1/2" SD SCREWS

2x4 VERT. W/ 8 - 0.148" DIA. x 3" NAILS @ EA. (E) 2x12 BLOCKING

(E) 2x PLATE

(E) WALL SHEATHING

NOTE:

1. TOP #4 DWL. EMBED INTO (E) FDN WALL

SHALL BE 4"

#4 BENT DOWEL

6" 6"

SLAB ON GRADE

SEE PLAN "A"

3/16" SAW CUT OR TOOL JOINT

IN EXPOSED SLAB. FILL WITH

POURABLE SEALANT

4"

3/4" DIA. X 1'- 1" SMOOTH DOWEL

@ 1'-0" O.C. GREASE ONE END.

NOTE:

DIM. "A" = 1" FOR 4" SLABS, 1 1/4" FOR 5" SLABS, & 1 1/2" FOR 6" SLABS

STEEL COLUMN & BASE

PLATE

SEE PLAN

CONSTRUCTION JOINT

S.D. 12/S-301 FORM

DURING CONST. OF

SLAB ON GRADE.

WOOD FORM TYP.

SLAB ON GRADE

SEE PLAN

2" CLR. MIN.

@ STEEL COLUMN

GRID

GRID

BOND BREAK - TYP.

#5 @ 1'-4" O.C.

EACH WAY

TYPICAL

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

TYPICAL

DWL. TO MATCH

@ EACH VERT.

TYPICAL

#4 @ 1'-4" O.C.

EACH WAY

#4 DWL. @ 1'-4" O.C.

GRANULAR FILL

CONSTRUCTION JOINT S.D. 12/S-301

SLAB ON GRADE

SEE CIVIL

3" CLR. - U.O.N.

8"

8"

V E

R

IF

Y

#4 DWL. @ 1'-4" O.C.

8" VERIFY

#3 @ EACH NOSING

6"

3" CLR.

1" CLR. - TYP.

#5 VERTICALS @

1'-4" O.C. EACH FACE

#6 HORIZONTALS @

1'-0" O.C. EACH FACE

10"

L4x4x1/4" W/ 1/2" DIA.

SCREW ANCHORS @ 1'-0"

O.C. - EMBED = 3 1/2" MIN.

2 1/2" CONC. OVER 1 1/2", (4"

TOTAL THICKNESS) TYPE "C", 20

GA. (GALV.) DECK W/ 3" BRG. @

EACH END, OVER 3" VOID,

REINF. W/ WWR 4x4 W2.9xW2.9.

SLOPE SLAB 1/4"/FOOT MIN. TO

DRAIN - SEE CIVIL

8"

HANDRAIL AND POST

ATTACHMENT BY OTHERS -

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

SLAB ON GRADE -

SEE CIVIL

DWL. TO MATCH @

EACH VERT.

INFILL AND REPLACE CONCRETE SLAB ON GRADE

AND REINF. W/ #4 @ 1'-0" O.C. EACH WAY

NOTES: 1. SEE PLUMBING DRAWINGS FOR EXACT PLUMBING LOCATIONS

2. SEE STANDARD SPECIFICATION FOR BACK FILL AND

COMPACTION REQUIREMENTS

HOLDOWN SEE

PLAN AND

SCHEDULE

HOLDOWN ANCHOR

SEE PLAN AND

SCHEDULE

BOND BREAK

TYPICAL

SLAB ON GRADE

SEE PLAN

@ MID. FDN. WALL

1/

2"

D E

P T

H "E

- E

M B

E D

ANCHOR POST SEE PLAN

AND SCHEDULE

2x NON-

TREATED PLATE

SLAB ON GRADE SEE

PLAN

"E" - EMBED DEPTH

8"

SEE PLAN FOR FOOTING SIZE,

REINF. & ELEV.

HOLDOWN SEE

PLAN AND

SCHEDULE

HOLDOWN ANCHOR

SEE PLAN AND

SCHEDULE

ANCHOR POST SEE PLAN

AND SCHEDULE

2x NON-

TREATED PLATE

@ INT. FDN. WALL

(E) 2x STUD WALL

STEEL LINTEL

SEE PLAN

(E) 2x FLOOR JOIST

PL. 1/4" x 1'-0"

(E) FOUNDATION WALL

VERIFY

VERIFY

1' - 0"

(E) FLOOR SHEATHING

3/16 3-12

TYP.

(E) 2x STUD WALL

INFILL EXISTING

BRICK LEDGE W.

CONC.

(E) 2x FLOOR JOIST

(E) FOUNDATION WALL

VERIFY4" 1' - 0"

(E) FLOOR SHEATHING

E M

B E

D

EMBED

#4 VERTS @ 1'-4" O.C. DRILL

& EPOXY INTO (E) FDN WALL

EMBED=6"

#4 BENT DOWEL @ 1'-4" O.C.

DRILL & EPOXY INTO (E) FDN

WALL - EMBED = 6"

5 7/8"

3"

CONT. #4 HORIZ.

@ 1'-4" (2 MIN)

BOND BREAK

TYPICAL

(E) SLAB ON

GRADE BEYOND

SEE NOTES

1 1/2" CLR.

TYP.

NOTE:

1. VERIFY OVERALL LENGTH AND WIDTH WITH ARCHITECTURAL &

MECHANICAL DRAWINGS.

2. DIMENSION "A" AT MECHANICAL RAISED SLABS SHALL BE 4" U.O.N.

#5 @ 1'-0" O.C. EACH

WAY, BOTTOM

#5 @ 1'-0" O.C. EACH

WAY, TOP & SIDES

(E) SLAB ON

GRADE - VERIFY

"A"

VERIFY

8"

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

BID DOCUMENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Design and Construction

Services

U.S. Department of Veterans Affairs

Phase

STAMPCONSULTANT ARCHITECT/ENGINEER OF RECORD

2100 North Greenville Ave. #1150

Richardson, TX 75082

(469) 431-0571

OPTIONAL BID #1

400 5th St

West Des Moines, IA 50265

(515) 225-6265

900 E. Prima Ctr Pkwy #320

Scottsdale, AZ 85258

(480) 222-3789

15620 W 113th St

Lenexa, KS 66219

(913) 202-7598

TERRACON EC DESIGN IMEG OCMI

GEOTECHNICAL: IRRIGATION: TECHNOLOGY: COST ESTIMATING:

JUNE 22, 2026

C U s e rs \J

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1001-S-301

FOOTING & FOUNDATION DETAILS

LEAVENWORTH NATIONAL CEMETERY

GRAVESITE EXPANSION

150 MUNCIE ROAD; LEAVENWORTH, KANSAS 66048

897CM3025

JUNE 22, 2026 EW DW/JB

BID DOCUMENTS

18704

1/2" = 1'-0"1001-S-301

1 STEPPED FOOTING DETAIL

1/2" = 1'-0"1001-S-301

2 WALL CORNER REINF. DETAIL

1/2" = 1'-0"1001-S-301

3 WALL INTERSECTION DETAIL

1/2" = 1'-0"1001-S-301

4 WALL CONSTRUCTION JOINT DETAIL

1/2" = 1'-0"1001-S-301

5 FLOOR CONTROL JOINT DETAIL

1/2" = 1'-0"1001-S-301

6 ADDT. REINF. @ OPENING

1/2" = 1'-0"1001-S-301

7 STOOP DETAIL

1/2" = 1'-0"1001-S-3011001-S-301

8 FOUNDATION WALL DETAIL8A

1/2" = 1'-0"1001-S-301

9 INTERIOR FOOTING DETAIL

1/2" = 1'-0"1001-S-301

10 INT. FTG. CONN. DETAIL

1/2" = 1'-0"1001-S-301

11 SLAB CONN. DETAIL

1/2" = 1'-0"1001-S-301

12 FLOOR CONSTRUCTION JOINT DETAIL

1/2" = 1'-0"1001-S-301

13 COLUMN ISOLATION JOINT DETAIL

1/2" = 1'-0"1001-S-301

14 STAIR DETAIL

1" = 1'-0"1001-S-301

15 CONC. SLAB ON GRADE REPAIR DETAIL

1/2" = 1'-0"1001-S-301

16 TYPICAL HOLDOWN DETAIL

1" = 1'-0"1001-S-301

17 LINTEL @ EXISTING FOUNDATION WALL DETAIL

1" = 1'-0"1001-S-301

18 BRICK LEDGE INFILL DETAIL

Revisions: Date:

1/2" = 1'-0"1001-S-301

19 RAISED SLAB DETAIL

T.O. (E) FDN WALL

EL. = 98' - 10 5/8" (VERIFY)

T.O. (E) LEDGE

EL. = FIELD VERIFY

T.O. PIER

EL. = 99'-4"

T.O. SLAB

EL. = 100'-0"

T.O. PIER

EL. = 99'-4"

T.O. WALL

EL. = 100'-0"

T.O. LEDGE

EL. = SEE PLAN

T.O. WALL

EL. = SEE ARCH/CIVIL

T.O. GRADE

EL. = 90' - 11 5/8"

T.O. SLAB

EL. = 91'-6 5/8"

T.O. FTG

EL. = 89' - 3"

T.O. FTG

EL. = 87' - 11"

T.O. GRADE

EL. = 90' - 11 5/8"

T.O. SLAB

EL. = 91'-6 5/8"

T.O. FTG

EL. = 89' - 3"

B.O. FTG

EL. = 87' - 11"

T.O. (E) BRICK LEDGE

EL. = VARIES (VERIFY)

T.O. (E) BRICK LEDGE

EL. = VARIES (VERIFY)

T.O. (E) BRICK LEDGE

EL. = VARIES (VERIFY)

PL. 3/4" x 7 1/2" x 7 1/2" W/

3 - 3/4" DIA. ANCHOR BOLTS

NOTE:

DRILL & EPOXY ANCHOR BOLT INTO EXISTING FOUNDATION

WALL W/ SIMPSON 'SET-3G' EPOXY OR EQUIVALENT

2 1/2" 3 1/2"

1 1/2"

CL.

CL.

2 1/2"

3 1/2"

1 1/2"

3/4" DIA. @ BP1 & BP4

ANCHOR BOLTS

T.O. (E) WALL

MARK BP1

8" 5"

PL. 1" x 1' - 2" x 1' - 2" W/

4 - 3/4" DIA. ANCHOR BOLTS

1 1/2" 5 1/2" 5 1/2" 1 1/2"

GRID

GRID

1 1/2"

5 1/2"

5 1/2"

1 1/2"

MARK BP2

3/4" DIA. @ BP2 & BP3, & BP5

T.O. PIER

1'

0" 6"

HEAVY HEX NUT - TYP.

PL. 3/4" x 1' - 2" x 1' - 0" W/

4 - 3/4" DIA. ANCHOR BOLTS

MARK BP3

PL. 3/4" x 7 1/2" x 10" W/

4 - 3/4" DIA. ANCHOR BOLTS

1 1/2"

3 1/2"

2 1/2"

CL.

CL.

1 1/2"

3 1/2"

3 1/2"

1 1/2"

MARK BP4

PL. 3/4" x 7 1/2" x 10" W/

4 - 3/4" DIA. ANCHOR BOLTS

MARK BP5

1 1/2"

3 1/2" 3 1/2" 1 1/2"

CL.

CL.

2 1/2"

3 1/2"

1 1/2"

G

E

2"

5"

5 1/2"

1 1/2"

1 1/2"5 1/2"5 1/2"1 1/2"

1/

2"

CL.

CL.

D

5.1

3"

EXISTING WALL SHEATHING

(VERIFY)

BASE PLATE & ANCHOR BOLT

S.D. 1/S-302

4" 10"

VERIFY

EXISTING 1'-2" FDN WALL

3"

1 1/2" N.S. GROUT

EXISTING FLOOR SHEATHING

(VERIFY)

(E) 2x FLOOR JOIST

(VERIFY)

GRID

CL.

STEEL COLUMN

SEE PLAN

CL.

4"

4" 10"

F

3"

4 CL.

3"

BP1 @ GRID F/4

BASEPLATE &

ANCHOR BOLT

S.D. 1/S-302

STEEL COLUMN

SEE PLAN

(E) FDN. WALL

VERIFY

CL.

4"

4"10"

D

3"

4.1CL.

3"

BASEPLATE &

ANCHOR BOLT

S.D. 1/S-302

STEEL COLUMN

SEE…