Drawings_Vol-7_817CM3025_Marion NC.pdf

GENERAL CONSTRUCTION NOTES:

1. ALL WORK SHALL COMPLY WITH THE 2012 INTERNATIONAL BUILDING CODE, AS

APPROVED BY THE STATE OF INDIANA / CITY OF MARION.

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 2500 psf FOR CONTINUOUS AND 2500 psf FOR PAD FOOTINGS.

FOUNDATION DESIGN COMPLIES W/ GEOTECHNICAL REPORT DATED: AUGUST 5,

2024 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 0.55 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 STREGNTHS

FOOTINGS 4000 psi.

EXTERIOR FOUNDATION WALLS 4000 psi.

PIERS 4000 psi.

INTERIOR SLABS ON GRADE 4000 psi.

EXTERIOR SLABS ON GRADE (AIR ENTRAINED) 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 CONCRETE PLACED

BELOW THEM. NORMAL WEIGHT CONCRETE.

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

ENGINEERED WOOD NOTES:

1. LAMINATED WOOD FABRICATOR SHALL BE AN "AITC" MEMBER AND SHALL

FABRICATE ACCORDING TO "AITC" SPECIFICATIONS.

2. LAMINATED WOOD SUPPLIER SHALL FURNISH ALL HANGERS, HARDWARE &

ACCESSORIES FOR ALL CONNECTIONS ASSOCIATED W/ LAMINATE WOOD

MEMBERS (U.O.N.).

3. SEE ARCHITECTURAL DETAILS AND SPECIFICATIONS FOR MATERIAL TYPE

AND FINISHES, UNLESS OTHERWISE NOTED.

4. ALL LAMINATED FRAMING MEMBERS ARE SPECIFIED AS DOUG-FIR

COMBINATION 24FV4, - SOUTHERN-PINE COMBINATION 24FV3 MAY BE USED

WITH EQUIVALENT DESIGN VALUES & SECTION PROPERTIES.

5. STRUCTURAL STEEL SUPPLIER SHALL FURNISH ALL REMAINING WOOD TO

STEEL CONNECTIONS, HANGERS AND HARDWARE WHICH ARE REQUIRED TO

COMPLETE THE ERECTION OF THE LAMINATED WOOD.

6. LAMINATED WOOD MANUFACTURER AND STRUCTURAL STEEL SUPPLIER

SHALL COORDINATE ALL CONNECTION DETAILS PRIOR TO FABRICATION.

7. PROVIDE STANDARD CAMBER AT ALL ROOF BEAMS AND PURLINS.

ENGINEERED WOOD MEMBER DESIGN PROPERTIES:

GLU-LAM MEMBERS BENDING Fb = 2400 psi.

SHEAR Fv = 265 psi.

COMPRESSION PARALLEL TO GRAIN Fc = 1650 psi.

COMPRESSION PERPENDICULAR TO GRAIN Fc = 650 psi.

MODULUS OF ELASTICITY E = 1800 ksi.

LIGHT GAUGE FRAMING NOTES:

1. LIGHT GAUGE STEEL CONSTRUCTION SHALL CONFORM TO THE FOLLOWING

STANDARDS: AMERICAN IRON & STEEL INSTITUTE (AISI) - "SPECIFICATION

FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS". ASTM C-955 -

"STANDARD SPECIFICATION FOR LOAD BEARING STEEL STUDS, TRACKS, &

BRIDGING." ASTM C-1007 - "STANDARD SPECIFICATION FOR INSTALLATION

OF LOAD BEARING STEEL STUDS & RELATED ACCESSORIES"

2. LIGHT GAUGE FRAMING MEMBERS SHALL BE SIZED AS SHOWN ON THE

CONTRACT DOCUMENTS. STUDS SHALL BE A MINIMUM 1 5/8" x 3 1/2" WITH A

3/8" RETURN LIP.

3. TRACKS SHALL BE INSTALLED AT THE TOPS AND BOTTOMS OF ALL VERTICAL

STUDS AND SHALL BE THE SAME GAUGE AS THE WALL STUDS. TRACK SIZE

SHALL BE 1 1/4" x 3 1/2" MINIMUM. TRACKS SHALL BE CONNECTED TO THE

STUDS WITH 2 - #8 SCREWS (MIN.), ONE AT EACH FLANGE.

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

RECOMMENDATION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI)

AND THE AMERICAN WELDING SOCIETY (AWS).

5. FOR LIGHT GAUGE EXTERIOR CURTAIN WALL DESIGN CRITERIA: SEE

"DESIGN LOADS" TABLE ON SHEET S0.01

6. LIGHT GAUGE YIELD STRENGTH: ASTM A653, A875, A792 OR A463 (G-60 GALV.

FINISH, MIN.); ALL DESIGN THICKNESSES - 33 ksi.; 16 GA. AND HEAVIER - 50 ksi.

BOTH STUDS AND TRACK SHALL BE A MINIMUM UNCOATED BASE METAL

THICKNESS OF 0.033 INCH (18 GAUGE).

7. ALL WALL STUDS SHALL BE BRACED WITH A COLD ROLLED CHANNEL RUN

THROUGH THE STUD PUNCH OUTS AND ATTACHED TO A CLIP ANGLE AT

EACH STUD. THE COLD ROLLED CHANNELS SHALL BE 1 1/2" x 1 1/2", 16 GA.

AND ATTACHED WITH 2 - SCREWS PER FLANGE. AT SPLICES, OVERLAP THE

CHANNEL BY 12". VERTICAL SPACING OF CHANNELS SHALL NOT EXCEED

4'-0" O.C.

8. STRUCTURAL FRAMING MEMBERS SHALL CONFORM TO ASTM C955 & HAVE

ENGINEERING PROPERTIES CALCULATED IN CONFORMANCE WITH AISI

"SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL

MEMBERS".

9. NO NOTCHING OF STUDS, JOISTS, BEAMS OR TRUSS MEMBERS IS

PERMITTED WITHOUT THE ENGINEERS APPROVAL.

10. WEB PUNCH OUTS MUST BE LOCATED @ A MIN. 1'-0" CLEAR FROM ALL

BEARING LOCATIONS.

11. JOISTS MUST BE BRACED AGAINST ROTATION @ ALL BRG SUPPORTS BY

TRACK OR BLOCKING.

12. PROVIDE HORIZONTAL BRIDGING AT ALL JOIST MEMBERS AS

RECOMMENDED BY THE AISI "SPECIFICATION FOR THE DESIGN OF COLD

FORMED STRUCTURAL MEMBERS" WITH MINIMUM ROWS AS FOLLOWS

(U.O.N.): SPANS UP TO 14'-0" - 1 ROW AT MIDPOINT; 14'-0" UP TO 20'-0" - 2

ROWS @ THIRD POINTS; 20'-0" & GREATER - 1 ROW EVERY 6'-0" O.C.

BRIDGING MATERIALS SHALL BE SAME GRADE AND GAUGE AS JOIST

MEMBERS.

13. ALL JOISTS, BEAMS, GIRDERS AND TRUSSES SHALL HAVE FULL HORIZONTAL

BEARING OF THE MEMBER OVER SUPPORT UNLESS OTHERWISE SHOWN.

14. ROOF TRUSSES ARE TO BE ENGINEERED BY FABRICATOR AND ERECTED

ACCORDING TO MANUFACTURER'S SPECIFICATIONS. LIGHT GAUGE TRUSS

CONSTRUCTION AND FABRICATION SHALL FOLLOW GUIDELINES SET FORTH

BY THE LIGHT GAUGE STEEL ENGINEERS ASSOCIATION (LGSEA). SEE

PROJECT SPECIFICATIONS FOR ADDITIONAL TRUSS INFORMATION.

15. ALL FABRICATED LIGHT GAUGE 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.

16. THE LIGHT GAUGE TRUSS SUPPLIER SHALL PROVIDE THE LGSEA

PUBLICATION "FIELD INSTALLATION GUIDELINES" DATED OCT. 1999, WITH

THE TRUSS ERECTION DWGS. FOR REFERENCE BY THE TRUSS INSTALLER.

17. THE GUIDELINES SET FORTH BY THE LGSEA "FIELD INSTALLATION

GUIDELINES" SHALL BE FOLLOWED BY THE TRUSS INSTALLER.

18. PERMANENT BRACING OF LIGHT GAUGE 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/ THE LGSEA "FIELD

INSTALLATION GUIDELINES" UNLESS REQUIREMENTS NOTED ON THE PLAN

ARE MORE STRICT.

19. ERECTION BRACING OF LIGHT GAUGE TRUSSES IS THE RESPONSIBILITY OF

THE TRUSS INSTALLER. THE TRUSS INSTALLER SHALL PROVIDE

TEMPORARY DIAGONAL, LATERAL, & CROSS BRACING (PER LGSEA) UNTIL

ROOF SHEATHING, CEILING & PERMANENT BRACING CAN BE APPLIED &

SHEAR WALLS COMPLETED.

20. ROOF TRUSSES SHALL BE FASTENED TO THE SUPPORT WALLS WITH

SIMPSON "S/H3" TIES OR EQUAL (U.O.N.) AND SHALL BE FASTENED PER

MANUFACTURER'S RECOMMENDATIONS.

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 OR AT LEAST 3

EXPOSED THREADS AT LIGHT GAUGE FRAMING.

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

5. PANEL EDGES SHALL BUTT ALONG THE CENTERLINE OF FRAMING MEMBERS.

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. LIGHT GAUGE STUDS SHALL BE DOUBLED (BACK-TO-BACK) AT SHEAR WALL

ENDS.

8. 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.

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 OR AT

LEAST 3 EXPOSED THREADS AT LIGHT GAUGE 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.

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 0.148" DIA. x

3" LONG COMMON NAILS. LIGHT GAUGE SHEATHING FASTENERS SHALL BE A

MINIMUM #8 FLAT HEAD W/ MINIMUM HEAD DIAMETER OF 0.292" IN

ACCORDANCE W/ SAE J78. 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). LIGHT GAUGE SHEATHING

FASTENERS SHALL BE MINIMUM #8 FLAT HEAD W/ MINIMUM HEAD DIAMETER

OF 0.292" IN ACCORDANCE W/ SAE J78. 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 = 14 psf.

IMPORTANCE FACTOR Is = 1.0

EXPOSURE FACTOR Ce = 1.0

THERMAL FACTOR Ct = 1.0

GROUND SNOW LOAD Pg = 20 psf.

CONSTRUCTION LOADING 25 psf.

LIVE LOAD 20 psf.

DEAD LOADS

TYPICAL ROOF DL = 20 psf.

LATERAL LOADS (WIND -

MSFRS)

IMPORTANCE FACTOR 1.0 Iw

ULTIMATE WIND SPEED (3 SECOND GUST) 115 MPH.

NOMINAL WIND SPEED 89.1 MPH.

RISK CATEGORY II

WIND EXPOSURE "C"

INTERNAL PRESSURE COEFF +/- 0.18

COMPONENTS CLADDING BASE PRESSURE 24.7 psf.

LATERAL LOADS

(SEISMIC - MSFRS)

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR Ie = 1

MAPPED SPECTRAL RESPONSE Ss = 0.123

MAPPED SPECTRAL RESPONSE S1 = 0.069

DESIGN SPECTRAL RESPONSE Sds = 0.131

DESIGN SPECTRAL RESPONSE Sd1 = 0.110

SITE CLASS D

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE RESISTING SYSTEM LIGHT FRAME (COLD-FORMED

STEEL) WALLS WITH WOOD

PANELS OR STEEL SHEETS

DESIGN BASE SHEAR V = 0.020W

SEISMIC RESPONCE COEFFICIENT Cs = 0.020

RESPONSE MODIFICATION FACTOR R = 6.5

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.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

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 LIGHT GAUGE ROOF TRUSSES

LIGHT GAUGE STUD WALLS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

BID DOCUMENTS

TECHNOLOGY:

IMEG

11044 RESERCH BLVD A-230

AUSTIN, TX 78759

309.786.5092

JAYSON STICKROD, PE

IRRIGATION:

EC DESIGN GROUP, LTD

400 5TH STREET

WEST DES MOINES, IA 50265

515.225.6365

GEOTECHNICAL:

TERRACON

7770 WEST NEW YORK ST.

INDIANAPOLIS, IN 46214

317.746.7925

RICHARD D. OLSON, PE

COST ESTIMATING:

CPMI

1001 GRAND AVE, SUITE 201

WEST DES MOINES, IA 50265

515.244.1166

BRYAN BERTRANDERIK CHRISTIANSEN, ASIC

BUILDING 1001

17101

100% CONSTRUCTION

DOCUMENTS

C U s e rs \J

B u e rm a n n

\D o c u m e n ts

\1

P

IC

a m p A d m in is tr a ti o n

R V

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R X

R

.r v t

/1 /2

:4

:0

P M

PIC ADMIN. BLDG - NOTE SHEET

OCTOBER 30, 2024 EW DW/JB

1001-S001

MARION NATIONAL CEMETERY

NEW LAND EXPANSION

817CM3025

1700 E. 38TH ST. MARION IN 46953

LAMINATED WOOD DECKING NOTES

1. LAMINATED WOOD DECKING SHALL BE 3" NOMINAL (2 3/16" ACTUAL MINIMUM)

SOLID DOUGLAS FIR / LARCH WITH THE FOLLOWING MINIMUM DESIGN VALUES:

E = 1800 ksi. - MODULUS OF ELASTICITY, Fb = 2500 psi. - BENDING, Fv = 165 psi. -

SHEAR.

2. ALL WOOD DECKING SHALL BE INSTALLED IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS W/ CONTINUOUS RANDOM LENGTH

LAYOUT.

3. PLACE DECK WITH TONGUE UP, BEGINNING AT THE LOW POINTS OF THE ROOF.

4. ALL WOOD DECKING SHALL BE NAILED IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS WITH THE FOLLOWING MINIMUM

REQUIREMENTS: ATTACH EACH COURSE OF DECKING TO SUPPORT WITH 3 -

0.216" DIA. x 4 1/2" WOOD SCREWS. SECURE ADJACENT COURSES BY SLANT NAILING WITH 0.131" DIA. x 2 1/2" LONG NAILS AT A MAXIMUM 30" O.C., STAGGER

LOCATIONS IN ALTERNATE COURSES BY 15". DRIVE NAILS AT AN ANGLE OF 40

DEGREE TO 50 DEGREE STARTING WITHIN 12" OF EACH END JOINT.

Revisions: Date:

10/30/2024

OF 266162162 OF 266162

B

F

1 4

86' - 0"

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.

13' - 4"

5'

0"

10' - 0" 6' - 0"

5'

0"

1'

4"

1' - 4"

1'

4"

1' - 4"

FC2.5

FC2.5

FC2.5

FC1.7

FC1.7

FC2.5

C

FC2.5

FC1.7

8" 8"

2 3

3' - 0" 15' - 4" 3' - 0" 36' - 8" 28' - 0"

2'

0" 8'

0"

A

1.2 1.8

FS3.5FS3.5

P1 P1

S301

S301

S301

S301

S301

S301

S301

S301

S301

S301

D

E

HD1

HD1

HD1

HD1

BP1 BP1

B.2

FS3.5FS3.5

P1P1

BP1 BP1

1' - 0"1' - 0"

2' - 0"

2'

0"

5'

0"

SHEET NOTES:

1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

2. SEE SHEET 1001-S001 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.

KEYNOTES:

1 FOOTING CONNECTION DETAIL - S.D. 9/1001-S301

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

BID DOCUMENTS

TECHNOLOGY:

IMEG

11044 RESERCH BLVD A-230

AUSTIN, TX 78759

309.786.5092

JAYSON STICKROD, PE

IRRIGATION:

EC DESIGN GROUP, LTD

400 5TH STREET

WEST DES MOINES, IA 50265

515.225.6365

GEOTECHNICAL:

TERRACON

7770 WEST NEW YORK ST.

INDIANAPOLIS, IN 46214

317.746.7925

RICHARD D. OLSON, PE

COST ESTIMATING:

CPMI

1001 GRAND AVE, SUITE 201

WEST DES MOINES, IA 50265

515.244.1166

BRYAN BERTRANDERIK CHRISTIANSEN, ASIC

BUILDING 1001

17101

100% CONSTRUCTION

DOCUMENTS

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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a m p A d m in is tr a ti o n

R V

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P M

PIC ADMIN. BLDG - FOOTING &

FOUNDATION PLAN

OCTOBER 30, 2024 EW DW/JB

1001-S101

MARION NATIONAL CEMETERY

NEW LAND EXPANSION

817CM3025

1700 E. 38TH ST. MARION IN 46953

1/4" = 1'-0"

FOOTING & FOUNDATION PLAN

T.O. EXT. FOOTING EL. = 97' - 0"

FOOTING SCHEDULE

MARK WIDTH DEPTH

REINFORCING

TRANSVERSE LONGITUDINAL

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

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

FS3.5 3'-6" x 3'-6" 1'-0" 5 - #5 5 - #5

HOLDOWN SCHEDULE

MARK HOLDOWN TYPE

ANCHOR

POST SIZE

ANCHOR

BOLT SIZE

"E" MINIMUM

EMBED DEPTH

COMMENTS

HD1 1 - SIMPSON "S/HDU6" 2 - 6" x 18 GA. 5/8" DIA. 8" S.D. 12/S301

HOLDOWN SCHEDULE NOTES:

1. ALL ANCHOR POSTS TO BE 6" x 18 GA. 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.

0 4' 8'2'

Revisions: Date:

OF 266163163 OF 266163

B

F

1 4

86' - 0"

2'

0"

2'

0"

8'

0"

H1

H1

H1H1H1

H1H1H1H1H1H1H1

H1 H1

H

H

H

H

H

H1

H

H1

C

H

H1

H1

H1H1H1

B1

2 3

3' - 0" 15' - 4" 3' - 0" 36' - 8" 28' - 0"

A

1.2 1.8

S401

S401

S401

S401

S401

S401

D

E

TYP. @

EXTERIOR

SW1

TYP. @

EXTERIOR

SW1

8 1/2"

8 1/2"

8 1/2"

TYP. @

EXTERIOR

SW1

8 1/2"

TYP. @

EXTERIOR

SW1

1/

8" x

1/ 2"

G

LU

-L A

M

1/

8" x

1/ 2"

G

LU

-L A

M

1/

8" x

1/ 2"

G

LU

-L A

M

5 1/8" x 10 1/2" GLU-LAMC2 C2

C1

DORMER TRUSSES

@ 2'-0" O.C.

S401

S401

TRUSSES @ 2'-0" O.C.

LIGHT GAUGE ROOF

S401

________________________________________________________________________________TYP.

@ C2

S401

S401

B.2

5 1/8" x 10 1/2" GLU-LAM

C2 C1 C2

3' - 0"

SHEET NOTES:

1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

2. SEE SHEET 1001-S001 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 STRUCTURAL BEARING "EXTERIOR" & "INTERIOR" STUD WALLS SHALL BE 6" 16 GA. MIN. METAL STUDS @ 1'-4" O.C.

MAX. BY SUPPLIER.

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

8. ROOF TRUSS SUPPLIER TO PROVIDE ALL REQUIRED BRACING & BRIDGING.

9. ROOF DECK SHALL BE 3x6 TONGUE & GROOVE LAMINATED WOOD DECKING. SEE 1001-S001 FOR GENERAL DECKING

CRITERIA.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

BID DOCUMENTS

TECHNOLOGY:

IMEG

11044 RESERCH BLVD A-230

AUSTIN, TX 78759

309.786.5092

JAYSON STICKROD, PE

IRRIGATION:

EC DESIGN GROUP, LTD

400 5TH STREET

WEST DES MOINES, IA 50265

515.225.6365

GEOTECHNICAL:

TERRACON

7770 WEST NEW YORK ST.

INDIANAPOLIS, IN 46214

317.746.7925

RICHARD D. OLSON, PE

COST ESTIMATING:

CPMI

1001 GRAND AVE, SUITE 201

WEST DES MOINES, IA 50265

515.244.1166

BRYAN BERTRANDERIK CHRISTIANSEN, ASIC

BUILDING 1001

17101

100% CONSTRUCTION

DOCUMENTS

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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a m p A d m in is tr a ti o n

R V

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R X

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/1 /2

:4

:0

P M

PIC ADMIN. BLDG - ROOF

FRAMING PLAN

OCTOBER 30, 2024 EW DW/JB

1001-S201

MARION NATIONAL CEMETERY

NEW LAND EXPANSION

817CM3025

1700 E. 38TH ST. MARION IN 46953

1/4" = 1'-0"

ROOF FRAMING PLAN

BEAM/HEADER SCHEDULE

MARK BEAM / HEADER SIZE

B1 BEAMS BY SUPPLIER

H1 HEADERS BY SUPPLIER

SHEARWALL SCHEDULE NOTES:

1. FASTENERS SHALL BE A MINIMUM #10 SCREWS.

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.

SHEARWALL SCHEDULE

MARK SHEATHING # OF SIDES PERIMETER NAILING SOLE PLATE FASTENING

SW1 7/16" RATED 1 #10 SCREWS @ 6" O.C. 1/2" DIA. ANCHOR BOLTS @ 2'-0" O.C.

COLUMN SCHEDULE

MARK COLUMN TYPE COMMENTS

C1 5 1/8" X 6" GLULAM S.D. 6/S401

C2 HSS6x6x1/4" S.D. 7/S401

0 4' 8'2'

Revisions: Date:

OF 266164164 OF 266164

T.O. PIER

EL. = 108'-8"

SLAB ON GRADE

EL. = SEE PLAN

T.O. PIER INSIDE

EL. = SEE ARCH

T.O. PIER OUTSIDE

EL. = SEE ARCH

3" CLR. - TYP.

SIZE & REINF.

SEE PLAN FOR

NOTE:

EXTEND ALL REINFORCING THRU CORNER - LAP & TIE.

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.

S E

E S

C H

E D

LA

P

S P

LI

C

E

1 1/2" CLR. - TYP.

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.

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 JOIST @

EACH FACE

2" x 6" x 6" LONG. VERT. KEYWAY (2" x 4" x 6" @ 8" WALL) EVENLY

SPACED BETWEEN HORIZ. REINF.

SPACING. KEYWAY CONT. WHERE

WATERSTOP IS REQUIRED

VERT. CAULK

VERT. ROD STOCK

WATERSTOP

WHERE

REQUIRED

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

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.

3" CLR.

TYP.

DWL. TO MATCH @

EACH VERT.

4 @ 1'-0" O.C. EACH

WAY

8" 4 DWL. 9" x 15" @

2'-0" O.C. TYP.

S.D. NOTES

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

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"

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 UNSUPPROTED FOR MORE THAN 1'-0".

S.D. NOTE 2

METAL 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. 11/1001-S301

#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.

SEE ARCH.

BOND BREAK

CONT. TRACK W/ 1/2" DIA.

SIMPSON "TITEN-HD" SCREW

ANCHORS @ 2'-0" O.C.,

EMBED = 3 1/4" MINIMUM

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.

METAL STUD WALL

SEE PLAN

5 1/2" VER.

8 1/2" VER.

1' - 4"

TYP.

1 1/2" CLR.

3" CLR. - TYP.

SLAB ON GRADE SEE

PLAN

1'-0" 1'-0"

CONT. TRACK W/ 1/2" DIA.

SIMPSON "TITEN-HD" SCREW

ANCHORS @ 2'-0" O.C., EMBED =

3 1/4" MINIMUM

METAL STUD WALL

SEE PLAN

BENT DWL. SEE

PLAN 3" CLR. - TYP.

8"

SEE PLAN FOR FOOTING SIZE,

REINF. & ELEV.

ANCHOR POST

SEE SCHEDULE

HOLDOWN SEE

PLAN AND

SCHEDULE

HOLD ANCHOR

SEE PLAN AND

SCHEDULE

CONT. TRACK

BOND BREAK

SLAB ON GRADE SEE

PLAN

SEE ARCH.

"E" - EMBED DEPTH

SEE PLAN AND SCHEDULESEE PLAN FOR

WALL SIZE &

REINF.

3/8" DIA.

ANCHOR BOLTS

HEAVY

HEX NUT

B.O. BASEPLATE

GRID

GRID

MARK BP1

PL. 3/4" x 10" x 10" W/

4 - 3/8" DIA. ANCHOR

BOLTS

3 1/2"3 1/2"

1/

2"

1/ 2"

1'

0"1 1/2" TYP.

3/16

1 1/2" NS. GROUT

STEEL COLUMN SEE

PLAN

BASE PLATE & ANCHOR

BOLT S.D. 13/1001-S301

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

DWL. TO MATCH @

EACH VERT. TYP.

MARK P1

4 - #6 VERTS. @

INSIDE W/ #3 TIES @

1'-0" O.C. U.O.N.

GRID

GRID

GRID

8" 8"

8" 8"

3" CLR. - TYP.

3 - #3 TIES

@ 3" O.C. 1'

4"

1' - 4"

BOND BREAK

1 1/2" CLR.

4 - #6 VERTS. @

OUTSIDE W/ #3 TIES

@ 1'-0" O.C. U.O.N.

3 - #3 TIES

@ 3" O.C. U.O.N.

SEE ARCH

2' - 0"

1' - 0" 1' - 0"

1'

0" 1'

0"

2'

0"

1 1/2" CLR. TYP.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

BID DOCUMENTS

TECHNOLOGY:

IMEG

11044 RESERCH BLVD A-230

AUSTIN, TX 78759

309.786.5092

JAYSON STICKROD, PE

IRRIGATION:

EC DESIGN GROUP, LTD

400 5TH STREET

WEST DES MOINES, IA 50265

515.225.6365

GEOTECHNICAL:

TERRACON

7770 WEST NEW YORK ST.

INDIANAPOLIS, IN 46214

317.746.7925

RICHARD D. OLSON, PE

COST ESTIMATING:

CPMI

1001 GRAND AVE, SUITE 201

WEST DES MOINES, IA 50265

515.244.1166

BRYAN BERTRANDERIK CHRISTIANSEN, ASIC

BUILDING 1001

17101

100% CONSTRUCTION

DOCUMENTS

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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a m p A d m in is tr a ti o n

R V

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/1 /2

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P M

PIC ADMIN. BLDG - FOOTING &

FOUNDATION DETAILS

OCTOBER 30, 2024 EW DW/JB

1001-S301

MARION NATIONAL CEMETERY

NEW LAND EXPANSION

817CM3025

1700 E. 38TH ST. MARION IN 46953

1/2" = 1'-0"S301

1 FOOTING CORNER REINF. DETAIL

1/2" = 1'-0"S301

2 WALL CORNER REINF. DETAIL

1/2" = 1'-0"S301

3 WALL INTERSECTION DETAIL

1/2" = 1'-0"S301

4 WALL CONSTRUCTION JOINT DETAIL

1/2" = 1'-0"S301

5 FLOOR CONSTRUCTION JOINT DETAIL

1/2" = 1'-0"S301

6 FLOOR CONTROL JOINT DETAIL

1/2" = 1'-0"S301

7 ADDT. REINF. @ OPENING

1/2" = 1'-0"S301

8 STOOP DETAIL

1/2" = 1'-0"S301

9 INT. FTG. CONN. DETAIL

1/2" = 1'-0"S301

10 FOUNDATION WALL DETAIL

1/2" = 1'-0"S301

11 INTERIOR FOOTING DETAIL

1/2" = 1'-0"S301

12 TYPICAL HOLDOWN DETAIL

1/2" = 1'-0"S301

13 BASE PLATE/ANCHOR BOLT DETAIL

1/2" = 1'-0"S301

14 EXTERIOR PIER DETAIL

Revisions: Date:

OF 266165165 OF 266165

T.O. PIER

EL. = 108'-8"

T.O. STEEL

EL. = 111'-4"

T.O. STEEL

EL. = SEE ARCH

METAL STUD WALL

SEE PLAN

CONT. L6x4x5/16 (LLH) ATTACH TO TOP

TRACK W/ 2-ROWS OF #12 TEK SCREWS

@ 1'-0" O.C., ROWS STAGGERED

SIMPSON "H2.5" TIE

@ EACH TRUSS

EXTERIOR SHEATHING

RUN CONT. TO ROOF

SEE PLAN

SEE ARCH.

ROOF SHEATHING SEE

PLAN

LIGHT GAUGE BLOCKING

BETWEEN EA. ROOF

TRUSS BY SUPPLIER

METAL ROOF TRUSS

SEE PLAN

CONT. TOP TRACK

CONT. TRACK

SEE NOTE 1

SEE ARCH.

NOTE:

1. CONT. TRACK SHALL BE DESIGNED TO TAKE A NON-FACTORED

WIND LOAD TENSILE FORCE = 3500#. METAL STUD WALL

SEE PLAN

CONT. L6x4x5/16 (LLH) ATTACH TO TOP

TRACK W/ 2-ROWS OF #12 TEK SCREWS

@ 1'-0" O.C., ROWS STAGGERED

1-SIMPSON "H2.5" TIE

@ EACH TRUSS

EXTERIOR SHEATHING

RUN CONT. TO ROOF

SEE PLAN

ROOF SHEATHING SEE

PLAN

ROOF TRUSS SEE

PLAN

METAL STUD BLOCKING BTWN.

EA. JOIST, ATTACH TO TRUSS

W/ #12 TEK SCREWS @ 6" O.C.

16 GA. ROOF JOIST (MIN.) @

2'-0" O.C. BY TRUSS SUPPLIER

CONT. TOP TRACK

CONT. TRACK

SEE ARCH.

ANGLE CLIPS @ EA. JOIST

BY TRUSS SUPPLIER

CONT. C8X11.5 W/ 2-ROWS OF

#12 TEK SCREWS @ 6" O.C.

SEE ARCH.

UPLIFT CONNECTOR BY

SUPPLIER - TYP.

SEE ARCH.

ROOF SHEATHING SEE

PLAN

ROOF TRUSS

SEE PLAN

CONT. TOP TRACK

1/2"

ROOF TRUSS

SEE PLAN

METAL STUD WALL

SEE PLAN

WOOD ROOF DECK

SEE PLAN

CONT. WOOD WEDGE

TO MATCH GLU-LAM

GRADE & FINISH

GLU-LAM BEAM

SEE PLAN

BOUNDARY MEMBER

FASTENING PATTERN

SEE PLAN

CONT. 2x4 RIBBON

SEE ARCH

SEE ARCH

0.148" DIA. x 3" NAILS

@ 6" O.C. ROWS

STAGGERED

WOOD ROOF DECK

SEE PLAN

CONT. WOOD WEDGE

TO MATCH GLU-LAM

GRADE & FINISH

GLU-LAM BEAM

SEE PLAN

BOUNDARY MEMBER

FASTENING PATTERN

SEE PLAN

SEE ARCH

SIMPSON "CCQ" COLUMN CAP

GLU-LAM BEAM

SEE PLAN

GLU-LAM COL.

SEE PLAN

GLU-LAM BEAM

SEE PLAN

SIMPSON "CCQ" COLUMN CAP

1 1/2" NS. GROUT

STEEL COLUMN SEE

PLAN

BASE PLATE & ANCHOR

BOLT S.D. 13/1001-S301

4" 4"

PIER - SEE PLAN

SECTION "A"

1 1/2"

2 1/2"

1 1/2"1 1/2"

2 1/2"

1 1/2"

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

SEE ARCH

CAP PLATE 3/8"

SIDE PLATES

1/4" x 8" x 11"

GLU-LAM BEAM

SEE PLAN

GLU-LAM BEAM BEYOND

SEE PLAN

16 - 1/4" DIA. WOOD

SCREWS PRE-DRILLED

1/4

1/4

B S401

SIDE PLATES

1/4" x 8" x 8"

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

1 1/2"1 1/2"

2"

CAP PLATE 3/8"

SIDE PLATES

SEE A/S401

GLU-LAM BEAM

SEE PLAN16 - 1/4" DIA. WOOD

SCREWS PRE-DRILLED

1/4

SECTION "B"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

BID DOCUMENTS

TECHNOLOGY:

IMEG

11044 RESERCH BLVD A-230

AUSTIN, TX 78759

309.786.5092

JAYSON STICKROD, PE

IRRIGATION:

EC DESIGN GROUP, LTD

400 5TH STREET

WEST DES MOINES, IA 50265

515.225.6365

GEOTECHNICAL:

TERRACON

7770 WEST NEW YORK ST.

INDIANAPOLIS, IN 46214

317.746.7925

RICHARD D. OLSON, PE

COST ESTIMATING:

CPMI

1001 GRAND AVE, SUITE 201

WEST DES MOINES, IA 50265

515.244.1166

BRYAN BERTRANDERIK CHRISTIANSEN, ASIC

BUILDING 1001

17101

100% CONSTRUCTION

DOCUMENTS

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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IC

a m p A d m in is tr a ti o n

R V

T jb u e rm a n n S

R X

R

.r v t

/1 /2

:4

:0

P M

PIC ADMIN. BLDG - FRAMING

DETAILS

OCTOBER 30, 2024 EW DW/JB

1001-S401

MARION NATIONAL CEMETERY

NEW LAND EXPANSION

817CM3025

1700 E. 38TH ST. MARION IN 46953

1" = 1'-0"S401

1 ROOF TRUSS BRG. DETAIL

1" = 1'-0"S401

2 ROOF END WALL DETAIL

1" = 1'-0"S401

3 ROOF TRUSS BRG. DETAIL

1" = 1'-0"S401

4 WOOD BEAM CONN. DETAIL

1" = 1'-0"S401

5 WOOD BEAM CONN. DETAIL

1" = 1'-0"S401

6 GLU-LAM COL. CONN.

1" = 1'-0"S401

7 COL. CONN. DETAIL

Revisions: Date:

OF 266166166 OF 266166

APPROVED BY THE STATE OF INDIANA / CITY OF MARION.

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.

14 LINTELS SHALL HAVE A BEARING OF 1" PER FOOT OF SPAN AT

EACH END, 8" MIN. LINTEL ANGLES WHICH HAVE NOT BEEN SHOWN

OTHERWISE, TO BE AS FOLLOWS FOR EACH 4" OF WALL

THICKNESS:

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 2500 psf FOR CONTINUOUS AND 2500 psf FOR PAD FOOTINGS.

FOUNDATION DESIGN COMPLIES W/ GEOTECHNICAL REPORT DATED: AUGUST 5,

2024 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.

MASONRY NOTES:

1. CONCRETE BLOCK MASONRY UNITS SHALL CONFORM TO GRADE

'N', MOISTURE CONTROLLED TYPE I REQUIREMENTS OF ASTM C90,

WITH AN ASSUMED COMPRESSIVE STRENGTH F'm - 2500 psi.

MORTAR SHALL CONFORM TO ASTM C270 AND SHALL BE TYPE 'M'

OR TYPE 'S', WITH TYPE 'M' BELOW GRADE.

2. BOND BEAMS SHALL HAVE TWO CONTINUOUS #5 REINFORCING

BARS. WHERE SHOWN ON PLAN OR IN A DETAIL, PROVIDE A BOND

BEAM AT THE TOP OF WALLS AND SPACED NOT MORE THAN 10' - 0"

ON CENTER VERTICALLY.

3. WIRE REINFORCING FOR CMU WALLS SHALL BE CORROSION

RESISTANT 9 GA. HORIZONTAL JOINT REINFORCING CONFORMING

TO ASTM A951. WHERE BOND BEAMS ARE REQUIRED TO BE

SPACED MORE THAN 10' - 0" ON CENTER WIRE REINFORCING SHALL

BE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS

WITH MAXIMUM SPACING OF 16" O.C. (U.O.N.).

4. CONCRETE GROUT FOR UNIT MASONRY CORES AND BOND BEAMS

SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 psi.

5. MASONRY WALLS ARE TO BE SUPPORTED LATERALLY UNTIL THE

ENTIRE ROOF AND/OR FLOOR IS IN PLACE AS DETAILED.

6. MASONRY REINFORCING SHALL BE LAPPED AS FOLLOWS: #3 BAR

= 18", #6 BAR = 36", #4 BAR = 24", #7 BAR = 42", #5 BAR = 30", #8

BAR = 48".

7. VERTICAL REINFORCING BARS SHALL BE HELD IN POSITION AT TOP

AND BOTTOM AND AT 192 (REINF.) DIAMETER INTERVALS MAXIMUM.

LENGTH OF REINFORCING BARS TO BE COORDINATED WITH

GENERAL CONTRACTOR AND MASONRY CONTRACTOR.

8. WHERE CELLS ARE TO BE FILLED W/ CONCRETE GROUT, PROVIDE

ADDITIONAL FULL MORTAR BED AT CROSS WEBS ENCLOSING

GROUTED CELL.

9. CONSOLIDATE ALL CONCRETE GROUT BY PUDDLING OR

VIBRATING.

10. BLOCK COURSING SHOWN ON STRUCTURAL PLANS MAY NOT BE

REPRESENTATIVE OF ACTUAL COURSING. SEE ARCHITECTURAL

PLANS AND SECTIONS FOR ACTUAL LAYOUT OF BLOCK COURSING.

11. MASONRY PIERS SHALL BE LAID UP SIMULTANEOUSLY WITH WALLS

AND SHALL BE INTERLOCKED WITH WALL BLOCKS.

12. FIRST COURSE OF ALL HOLLOW MASONRY SHALL BE PLACED ON A

FULL BED OF MORTAR.

13. CAST DOWELS, WITH STANDARD HOOKS, IN FOOTINGS FOR PIERS

AND WALLS ABOVE. DOWELS SHALL BE THE SAME SIZE AND

SPACING OF VERTICAL REINFORCING. (U.O.N.)

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…