2.11 - Drawings 11 of 13 - Structural.pdf

A. UNLESS NOTED OTHERWISE, ALL WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. SPECIFICATIONS SHALL TAKE PRECEDENCE OVER GENERAL NOTES & TYPICAL

DETAILS.

B. PRIOR TO STARTING THE WORK, THE CONTRACTOR SHALL COMPARE THE INITIAL CONDITIONS SHOWN

ON THE DRAWINGS WITH THE EXISTING SITE CONDITIONS. ANY DISCREPANCIES BETWEEN THE

DRAWINGS AND SITE CONDITIONS SHALL BE REPORTED TO THE VHA COR AND RESOLVED BEFORE

PROCEEDING WITH THE WORK.

C. IN CASE OF CONFLICT BETWEEN REQUIREMENTS, FOLLOW THE MOST STRINGENT REQUIREMENT

INDICATED OR AS DIRECTED BY THE VHA CO WITHOUT ADDITIONAL COST TO THE OWNER.

D. THE CONTRACTOR SHALL COORDINATE & VERIFY ALL DIMENSIONS & ELEVATIONS SHOWN ON

STRUCTURAL DRAWINGS WITH THE DIMENSIONS AND ELEVATIONS SHOWN ON THE ARCHITECTURAL

DRAWINGS. DISCREPANCIES SHALL BE REPORTED TO THE VHA COR AND RESOLVED PRIOR TO

STARTING ANY RELATED WORK.

E. DETAILS, SECTIONS, & NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL & SHALL APPLY TO SIMILAR SITUATIONS WHERE APPROPRIATE UNLESS NOTED OR OTHERWISE INDICATED. DETAILS MAY NOT BE DRAWN TO SCALE OR DIMENSIONS INDICATED ON TYPICAL DETAILS AND SECTIONS MAY

REQUIRE ADJUSTMENT TO SUIT SPECIFIC CONDITIONS.

F. MEANS AND METHODS AS WELL AS MAINTAINING SITE SAFETY ARE THE RESPONSIBILITY OF THE

CONTRACTOR.

1. SHORING AND BRACING REQUIREMENTS: WALLS ABOVE GRADE SHALL BE BRACED AND/OR SHORED

UNTIL THE STRUCTURAL SYSTEM IS COMPLETE. WALLS ARE NOT SELF-SUPPORTING.

2. FLOOR AND ROOF STRUCTURES: THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE METHOD

AND SEQUENCE OF ALL STRUCTURAL ERECTION. PROVIDE TEMPORARY SHORING AND BRACING AS

REQUIRED TO PROVIDE ADEQUATE INTERIM VERTICAL & LATERAL SUPPORT. SHORING AND

BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT MEMBERS ARE IN PLACE AND ALL FINAL CONNECTIONS ARE COMPLETE. THIS INCLUDES, BUT IS NOT LIMITED TO, ALL ROOF AND FLOOR

CONNECTIONS. THE BUILDING SHALL BE ADEQUATELY SHORED AND BRACED UNTIL ALL

STRUCTURAL COMPONENTS ARE COMPLETE AND CONNECTED AS INDICATED ON THE DRAWINGS

AND IN THE SPECIFICATIONS.

G. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE THE WORK WITH

ALL TRADES & ALL ITEMS TO BE INTEGRATED INTO STRUCTURAL SYSTEM. OPENINGS OR

PENETRATIONS THROUGH, OR ATTACHMENTS TO THE STRUCTURAL SYSTEM THAT ARE NOT INDICATED

ON DRAWINGS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR & SHALL BE

COORDINATED WITH THE CO. THE ORDER OF CONSTRUCTION IS THE RESPONSIBILITY OF THE GENERAL

CONTRACTOR. IT IS THE CONTRACTOR'S OBLIGATION TO PROVIDE ITEMS NECESSARY FOR THE

SELECTED CONSTRUCTION PROCEDURE.

H. OBSERVATION VISITS TO THE SITE BY ARCHITECT'S/ENGINEER'S REPRESENTATIVES SHALL NOT BE

CONSTRUED AS INSPECTIONS OR APPROVALS OF CONSTRUCTION.

I. ALL CONSTRUCTION AND INSPECTIONS SHALL BE IN ACCORDANCE WITH THE PROJECT

SPECIFICATIONS. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS AND SHALL NOT PROCEED WITH THE WORK INVOLVED UNTIL THE INSPECTIONS HAVE BEEN COMPLETED AND THE WORK

APPROVED BY CO.

J. THE CONTRACTOR MUST SUBMIT A WRITTEN REQUEST AND OBTAIN THE CO'S PRIOR WRITTEN APPROVAL FOR ANY CHANGES, MODIFICATIONS, OMISSIONS, AND/OR SUBSTITUTIONS TO THE WORK

INDICATED HEREIN.

K. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTIONS IN AND AROUND THE JOB

SITE AND/OR ADJACENT PROPERTIES THAT MAY BE AFFECTED BY THE WORK. ALL SUPPORT OF

CONSTRUCTION LOADS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ALL SHORING AND BRACING REQUIRED FOR THE PROTECTION OF LIFE & PROPERTY DURING THE CONSTRUCTION PROCESS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ALL PROCEDURES OF SOIL EXCAVATION, BACKFILL, & SUPPORT OF ADJACENT PROPERTY DURING EARTHWORK SHALL BE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR.

L. ALL DIMENSIONS INDICATED ON PLANS SHALL BE TO FACE OF STUDS, FACE OF CONCRETE BLOCK, FACE OF ROUGH CONCRETE, CENTERLINE OF COLUMNS, TOP OF STEEL, OR TOP OF SLAB, UNLESS NOTED OR INDICATED OTHERWISE. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED

ON STRUCTURAL DRAWINGS.

PART I - GENERAL REQUIREMENTS

A. GENERAL BUILDING CODE

1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS, CODES AND DESIGN GUIDES

SPECIFIC TO THE VETERAN'S HEALTH ADMINISTRATION AS FOLLOWS:

• VA CFM, 2014 STRUCTURAL DESIGN MANUAL

• VA CFM, 2020 PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL

• VA CFM, 2015 PSDM FOR MISSION CRITICAL FACILITIES

• VA CFM, HANDBOOK H-18-8 "SEISMIC DESIGN REQUIREMENTS"

• INTERNATIONAL BUILDING CODE, IBC 2021

• ASCE/SEI 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

• AMERICAN CONCRETE INSTITUTE (ACI) 318-14/318-14M, BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE

• AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 360-16, NORTH AMERICAN SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS

• THE MASONRY SOCIETY (TMS) 402/602 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS

FOR MASONRY STRUCTURES

B. FUTURE EXPANSION

1. NO PROVISIONS FOR ANY FUTURE EXPANSIONS HAVE BEEN MADE IN THE STRUCTURAL

DESIGN.

C. DEAD LOADS

1. SUPERIMPOSED DEAD LOAD: AN ALLOWANCE OF 20 PSF HAS BEEN MADE FOR NONLOAD BEARING

PARTITIONS, HANGING CEILING AND MECHANICAL EQUIPMENT LOADS SUCH AS DUCT WORK,

SPRINKLER PIPES, AND OTHER ELECTRICAL AND PLUMBING PIPES.

D. LIVE LOADS

1. DESIGN LIVE LOADS ARE BASED ON THE MORE RESTRICTIVE OF THE UNIFORM LOAD LISTED

BELOW OR THE CONCENTRATED LOAD LISTED ACTING OVER AN AREA 2.5 FEET SQUARE OR

STAIR TREADS, 4 SQUARE INCHES.

2. ALL ELEVATED FLOORS: 100 PSF, 2,000 LBS

3. ELEVATOR MACHINE ROOM: 125 PSF, REFER TO PART E BELOW.

4. MECHANICAL ROOMS:

• ELECTRICAL AND IT CLOSETS: 100 PSF.

• DESIGN CONCENTRATED LOAD IS THAT REQUIRED BY DESIGNATED EQUIPMENT WEIGHT.

5. ROOFS:

• ORDINARY FLAT, PITCHED AND CURVED ROOFS: 20 PSF

6. STAIRS AND EXITS: 100 PSF, 300 LBS

7. HANDRAILS AND GUARDS: HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED FOR A 50 PLF

OR CONCENTRATED LOAD OF 200 LBS AT ANY LOCATION AND DIRECTION. THE LOADS DO NOT ACT

CONCURRENTLY.

8. LIVE LOAD REDUCTIONS:

• LIVE LOADS HAVE BEEN REDUCED USING STANDARD PROCEDURES IN THE BUILDING CODE.

• LIVE LOADS IN EXCESS OF 100 PSF HAVE NO REDUCTION APPLIED, EXCEPT FOR DESIGN LIVE

LOAD ON MEMBERS SUPPORTING TWO OR MORE FLOORS WITH A MAXIMUM REDUCTION OF 20

PERCENT BUT NOT LESS THAN BUILDING CODE CALCULATION PROCEDURES.

E. ELEVATOR LOADS

1. HOIST BEAM DESIGNED FOR 5,000 LB CAPACITY.

2. CAR BUFFER, COUNTERWEIGHT BUFFER, GUIDE RAIL LOADS AND ANY OTHER ELEVATOR LOADS TO

THE SUPPORTING STRUCTURE PER MANUFACTURER'S REQUIREMENTS. THE GENERAL

CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER OF RECORD FINAL ELEVATOR SHOP

DRAWINGS SHOWING ALL LOADS TO THE STRUCTURE PRIOR TO THE INSTALLATION OF THE

ELEVATORS FOR VERIFICATION OF LOAD CARRYING CAPACITY.

3. THE GENERAL CONTRACTOR SHALL PROVIDE INTERMEDIATE GUIDE RAIL SUPPORTS FOR ELEVATOR

CAB RAILS AND COUNTERWEIGHT RAILS PER ELEVATOR MANUFACTURER'S REQUIREMENTS.

F. SNOW LOADS

1. SNOW CRITERIA:

• GROUND SNOW LOAD (Pg): 20 PSF

• FLAT-ROOF SNOW LOAD (Pf): 24 PSF

• SNOW EXPOSURE FACTOR (Ce): 1.0

• SNOW LOAD IMPORTANCE FACTOR (Is): 1.2

• THERMAL FACTOR (Ct): 1.0

PART II - DESIGN CRITERIA

A. WIND LOADS

1. WIND DESIGN PRESSURE CRITERIA FOR THE MAIN FORCE RESISTING SYSTEM AND COMPONENTS

AND CLADDING ARE LISTED BELOW AND TABULATED ON THIS SHEET.

1. ULTIMATE DESIGN WIND SPEED: 119 MPH (3 SECOND GUST)

2. RISK CATEGORY: III

3. BUILDING CATEGORY: ENCLOSED

4. WIND EXPOSURE CATEGORY: C

5. GCpi, INTERNAL PRESSURE COEFFICIENT = +/- 0.18

PART II - DESIGN CRITERIA (CONTINUED)

A. GEOTECHNICAL ENGINEERING

1. FOUNDATION BEARING CAPACITY OF MASONRY WALL IS BASED ON PROJECTED BEARING

CAPACITY SPECIFIED IN GENERAL NOTES FOR ALL BUILDINGS.

2. IF EXISTING SUBGRADE SOILS ARE SOFT OR PUMPING, THE PROJECT ENGINEER OR

GEOTECHNICAL ENGINEER MAY APPROVE CORRECTIVE ACTIONS PRIOR TO PROCEEDING

WITH FOUNDATION WORK. THE CORRECTIVE ACTIONS MAY INCLUDE OVER-EXCAVATION AND

REPLACEMENT OF STRUCTURAL FILL LIFTS OR INSTALLING GEOTEXTILES OR GEOTECHNICAL

FABRICS TO IMPROVE THE STRENGTH OF LOWER SOILS.

B. DESIGN CRITERIA PER FOUNDATION TYPE

1. SPREAD FOOTING

1. NOMINAL BEARING RESISTANCE = 4,000 PSF

2. MINIMUM ISOLATED FOOTING DIMENSION = 24 INCHES

3. MINIMUM CONTINUOUS FOOTING DIMENSION = 18 INCHES

4. MINIMUM FROST DEPTH BELOW GRADE = 24 INCHES

PART III - FOUNDATIONS

A. ALL CONCRETE MATERIALS SHALL COMPLY WITH THE STANDARDS SPECIFIED IN THE

SPECIFICATIONS. EACH MIX DESIGN SHALL BE REVIEWED BY AN APPROVED INDEPENDENT

LABORATORY & SHALL BE SUBMITTED TO THE ENGINEER OF RECORD AT LEAST 2 WEEKS PRIOR TO THE PLACEMENT OF CONCRETE. ANY CONCRETE THAT FAILS TO MEET SPECIFICATIONS SHALL BE

REMOVED & REPLACED AT THE EXPENSE OF THE CONTRACTOR.

B. PREPARE CONCRETE MIX DESIGNS FOR EACH TYPE AND STRENGTH OF CONCRETE. STRENGTH OF CONCRETE SHALL BE DETERMINED BY USING EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN ACI 301. IF TRAIL BATCH METHOD IS USED, USE AN INDEPENDENT TESTING

FACILITY ACCEPTABLE TO ENGINEER FOR PREPARING AND REPORTING PROPOSED DESIGN MIX.

C. ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE "CLASSES OF CONCRETE MATRIX".

THE NOTES BELOW ARE PROVIDED FOR EASY REFERENCE ONLY.

D. CONCRETE CRITERIA:

1. NORMAL WEIGHT CONCRETE SHALL HAVE A UNIT WEIGHT OF 145 TO 155 PCF.

2. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.

3. LIGHTWEIGHT CONCRETE SHALL HAVE A UNIT WEIGHT NOT TO EXCEED 110 PCF.

4. AGGREGATE FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C330.

5. AGGREGATE TO BE 3/4" MINUS, UNLESS NOTED OTHERWISE.

6. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C94 AND ACI 304.

7. NON SHRINK GROUT SHALL CONFORM TO ASTM C1107.

8. USE ACCELERATING ADMIXTURES IN COLD WEATHER ONLY WHEN APPROVED BY ENGINEER OF

RECORD.

9. USE SET RETARDING ADMIXTURES DURING HOT WEATHER ONLY WHEN APPROVED BY THE

ENGINEER OF RECORD.

10. USE OF ADMIXTURES WILL NOT RELAX COLD WEATHER PLACEMENT REQUIREMENTS.

11. DO NOT USE CALCIUM CHLORIDE.

12. WATER REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, AND USED IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

13. AIR ENTRAINMENT SHALL CONFORM TO ASTM A C260 AND SHALL BE USED IN ALL CONCRETE

MIXTURES EXPOSED TO WEATHER.

14. PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE I/II.

15. ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATION, SPADING, RODDING OR FORKING SO

THAT THE CONCRETE IS THOROUGHLY WORKED AROUND THE REINFORCEMENT, EMBEDDED

ITEMS, AND INTO THE CORNERS OF FORMS WITHOUT SEGREGATION OF MATERIALS.

16. CONCRETE TOLERANCES SHALL BE AS SPECIFIED IN ACI 301 AND AS FOLLOWS:

• TOPS OF WALLS AND COLUMNS: -3/4", +0"

• PLUMBNESS: 1/4" IN 10 FEET, 1" MAXIMUM TOTAL

• PLAN ALIGNMENT:1/2" IN 20 FEET, 1" MAXIMUM TOTAL

• CROSS-SECTIONAL DIMENSION.: -1/4", +1/2"

• SIZE AND LOCATION OF SLEEVES AND BLOCKOUTS: ±1/4"

• SLAB AND BEAM SOFFITS: 1/4" IN 10 FEET, 3/4" MAXIMUM TOTAL

E. CRACKING OF CONCRETE SLABS DUE TO SHRINKAGE IS EXPECTED. THE GENERAL CONTRACTOR SHALL ANTICIPATE REPAIRING CRACKS IN ALL SLABS. ROUT AND SEAL ALL CRACKS 0.01 INCH WIDE AND

GREATER.FORMWORK AND SHORING CRITERIA:

1. FORM WORK SHALL COMPLY WITH THE SPECIFICATIONS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN, DETAILING, CARE, PLACEMENT, AND REMOVAL OF THE FORM

WORK AND SHORES. DESIGN SHALL INCLUDE RATE

AND METHOD OF PLACING CONCRETE AND CONSTRUCTION LOADS, INCLUDING VERTICAL,

HORIZONTAL, AND IMPACT LOADS. FORMS SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO

PREVENT LEAKAGE OF MORTAR AND PROPERLY BRACED OR TIED TO MAINTAIN POSITION AND

SHAPE

2. FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND

SERVICEABILITY OF THE STRUCTURE. ALL CONCRETE TO BE EXPOSED BY FORM REMOVAL

SHALL HAVE SUFFICIENT STRENGTH NOT TO BE DAMAGED THEREBY. RESHORE UNTIL

28 DAYS AFTER PLACEMENT, AND FOR THE FULL DURATION WHERE CONSTRUCTION LOADS

EXCEED SPECIFIED SERVICE LOADS. RESHORING SHALL CONFORM TO ACI 347.

PART IV - REINFORCED CONCRETE

A. EMBEDDED CONDUITS, PIPES AND SLEEVES CRITERIA:

1. ANY AND ALL CONDUITS, PIPES, AND SLEEVES EMBEDDED IN STRUCTURAL CONCRETE SHALL BE

SHOWN IN PLAN OR THOROUGHLY

DESCRIBED IN WRITING AND PROVIDED TO THE ENGINEER OF RECORD FOR WRITTEN APPROVAL A

MINIMUM OF FOUR WEEKS PRIOR TO INSTALLATION.

2. ALL EMBEDDED ITEMS SHALL BE LOCATED AS TO NOT IMPAIR THE STRENGTH OF THE

CONSTRUCTION OF THE CONCRETE MEMBER.

3. CONDUITS OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT PLACED IN

THE STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED.

4. CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL EMBEDDED ITEMS AND

PENETRATIONS. COST OF ADDITIONAL

REINFORCEMENT OR WHERE CONDUIT IS TO BE PROVIDED WITH SCHEDULE 40 UNCOATED OR

GALVANIZED STEEL PIPE (ASTM 53)

SHALL BE BORNE BY THE CONTRACTOR.

5. ALL EMBEDDED ITEMS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE DIRECTED BY THE

ENGINEER OF RECORD OR SHOWN ON THE STRUCTURAL DRAWINGS:

1. PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT SHALL NOT BE

EMBEDDED THEREIN.

2. PROPOSED CONDUITS LESS THAN OR EQUAL TO 1 1/2" OUTSIDE DIAMETER SHALL CONFORM TO

THE FOLLOWING:

1. NO EMBEDMENT SHALL DISRUPT THE PLACEMENT OF THE REINFORCING STEEL.

2. THE CONDUIT SHALL BE PLACED BETWEEN VERTICAL REINFORCEMENT LAYERS.

3. THE CONDUIT SHALL BE PLACED IN THE MIDDLE THIRD OF THE WALL FOR SINGLE LAYER

VERTICAL REINFORCEMENT.

3. HORIZONTAL CONDUIT SHALL NOT BE EMBEDDED WITHIN A SLAB ON GRADE.

4. CONDUITS SHALL NOT BE EMBEDDED HORIZONTALLY IN ANY WALL, LENGTH WISE.

5. CONDUITS SHALL NOT BE EMBEDDED VERTICALLY IN ANY WALL LESS THAN 8" THICK.

6. THE PLACEMENT OF JUNCTION BOXES SHALL NOT DISRUPT THE LOCATION OF THE

REINFORCEMENT

7. PARALLEL RUNS OF CONDUIT MAY NOT BE CLOSER THAN 3" ON CENTER.

B. CONSTRUCTION JOINTS & CONTROL JOINTS:

1. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY THE ENGINEER.

2. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN ANY CONCRETE POURS UNLESS

SHOWN ON THE DRAWINGS. THE ARCHITECT/ENGINEER SHALL APPROVE ALL DEVIATIONS OR

ADDITIONAL JOINTS IN WRITING.

3. PROVIDE JOINT SEALANT FOR WALLS EXPOSED TO EARTH OR WEATHER.

4. CONTROL JOINTS SHALL BE PROVIDED IN ALL SLABS-ON-GRADE AT A MAXIMUM SPACING OF 10'-0"

OC, UNLESS NOTED OTHERWISE. CONTROL JOINTS FOR SLABS-ON-GRADE JOINTS SHALL BE 1/8"

WIDE X (THICKNESS/4)" DEEP CONTINUOUS SAWED JOINT.

5. CONTROL JOINTS SHALL BE PROVIDED AT 30'-0" OC MAXIMUM IN CONCRETE WALLS.

6. CONTROL JOINTS SHALL BE PROVIDED AT ALL COLUMN CENTERLINES, CORNERS AND ENDS OF

WALLS, RE-ENTRANT CORNERS AND ANY OTHER AREAS WITH HIGH CRACK POTENTIAL. PROPOSED JOINT LOCATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMPLETION

OF WORK.

7. CONTROL JOINTS SHALL BE COMPLETED WITHIN 12 HOURS OF CONCRETE PLACEMENT.

8. REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINT AND CONTROL JOINTS, UNLESS NOTED OTHERWISE.

9. VERTICAL CONSTRUCTION JOINTS SHALL HAVE A CONTINUOUS 2"X4" KEY WAY ALONG THE JOINT, UNLESS NOTED OTHERWISE, SEE DETAILS. JOINTS IN WALLS REQUIRE WATER STOPS.

10. VERTICAL CONSTRUCTION JOINTS ON WALLS OR GRADE BEAMS SHALL BE LOCATED AT ONE

QUARTER TO ONE THIRD SPAN BETWEEN CAISSONS AND SHALL BE APPROVED BY ENGINEER.

11. PROVIDE REINFORCING DOWELS TO MATCH THE MEMBER REINFORCING AT THE JOINT, UNLESS

NOTED OTHERWISE.

PART V - REINFORCED CONCRETE (CONTINUED)

A. REINFORCING STEEL CRITERIA:

1. ALL REINFORCING, INCLUDING WWF, SHALL BE DETAILED, BOLSTERED, & SUPPORTED TO

COMPLY WITH ACI 315, "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCING

CONCRETE STRUCTURES" & CRSI RECOMMENDATIONS.

2. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60, Fy = 60 KSI MIN, UNLESS

NOTED OTHERWISE.

3. ALL EPOXY COATED REINFORCING SHALL CONFORM TO ASTM A775 AND SHALL BE COATED PRIOR

TO FABRICATION

4. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. LAP FABRIC 8 INCHES MINIMUM.

5. A706 BARS MAY BE SUBSTITUTED WITH A615 BARS IF MILL CERTIFICATIONS ARE SUBMITTED

SHOWING ACTUAL YIELD STRENGTH DOES NOT EXCEED SPECIFIED STRENGTH BY MORE THAN 18

KSI AND Ft ≥ 1.25Fy.

6. REINFORCING BARS SHALL NOT BE WELDED UNLESS SPECIFICALLY SHOWN ON DRAWINGS.

7. WELDING OF REINFORCING STEEL SHALL CONFORM TO AWS D1.4, USING PROPER LOW HYDROGEN

ELECTRODES.

8. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A BAR BENDER ACCORDING TO ACI 350

BAR BEND RADIUS.

B. REINFORCING STEEL PLACEMENT:

1. BARS SHALL BE TIED SECURE PRIOR TO PLACEMENT OF CONCRETE TO MAINTAIN PROPER

PLACEMENT AFTER CONCRETE IS IN PLACE. USE CHAIRS OR OTHER SUPPORT DEVICES

RECOMMENDED BY CRSI TO SUPPORT & TIE REINFORCEMENT BARS & WWF PRIOR TO PLACING

CONCRETE.

2. ALL BARS IN CONCRETE SHALL BE LAPPED (CLASS B) IN ACCORDANCE WITH THE SCHEDULE

PROVIDED IN THESE DRAWINGS UNLESS SPECIFICALLY NOTED OTHERWISE

3. REINFORCING STEEL COVERAGE SHOULD CONFORM TO THE REQUIREMENTS SPECIFIED IN DETAILS

LABELED “TYPICAL CONCRETE CLEAR COVER” UNLESS NOTED OTHERWISE ON THE DRAWINGS.

COVER SPECIFIED SHALL BE CONSIDERED MINIMUMS THAT MAY REQUIRE INCREASING WHERE

REINFORCING STEEL INTERSECTS FOR DIFFERENT MEMBER TYPES.

4. ALL EMBEDMENT & DOWELS SHALL BE SECURELY TIED TO FORM WORK OR TO ADJACENT

REINFORCING PRIOR TO THE PLACEMENT OF CONCRETE.

5. ALL VERTICAL REINFORCING SHALL BE DOWELED TO FOOTINGS OR THE STRUCTURE BELOW.

DOWELS SHALL BE THE SAME SIZE AND AT THE SAME SPACING AS THE VERTICAL WALL

REINFORCING SCHEDULED FOR THE WALL ABOVE. DOWELS SHALL EXTEND INTO FOOTINGS WITH

A 90 DEGREE STANDARD ACI HOOK & TO WITHIN 4" OF THE BOTTOM OF THE FOOTING.

6. UNLESS NOTED OTHERWISE, PLACE (2) - #4 BARS AROUND ALL OPENINGS 8" OR LARGER IN ANY

DIRECTION, & EXTEND REINFORCING BARS A MINIMUM OF 24" BEYOND THE CORNER OF THE

OPENINGS. WHERE 24" IS NOT AVAILABLE, EXTEND BARS AS FAR BEYOND THE OPENING AS

POSSIBLE, & TERMINATE THEM WITH A 90 DEGREE STANDARD ACI HOOK. PROVIDE 2 - #4 X 4'-0"

DIAGONAL AT THE CORNERS OF EACH OPENING.

7. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL CURBS, DOWELS, SLEEVES, CONDUITS, BOLTS, & INSERTS PRIOR TO CONCRETE PLACEMENT.

PART VI - REINFORCING STEEL

A. SEE SPECIFICATIONS. ACCEPTABLE MANUFACTURERS (EPOXY TYPE) LISTED FOR REFERENCE

ONLY:

1. HILTI..................HIT-HY 200

2. SIMPSON........ SET-XP

B. ANCHOR INSTALLATION:

1. DRILL HOLE TO THE EMBEDMENT DEPTH NOTED ON PLANS, MINIMUM 9x ANCHOR/BAR

DIAMETER. DRILL BIT DIAMETER TO BE DETERMINED PER ANCHOR DIAMETER IN

ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.

2. INSTALL ANCHORS PER MANUFACTURER'S REQUIREMENTS. THESE REQUIREMENTS

INCLUDE, BUT ARE NOT LIMITED TO, HOLE PREPARATION, EPOXY PROPORTIONS AND

QUANTITIES, INSTALLATION TEMPERATURE, AND CURE TIMES.

3. CLEAR OUT ALL DUST AND FRAGMENTS FROM THE HOLE PRIOR TO INJECTION OF EPOXY

USING A BRUSH AND COMPRESSED AIR. COMPRESSED AIR TO BE INJECTED INTO THE HOLE

USING A WAND TO BLOW THE DUST FROM THE BACK OF THE HOLE FORWARD THROUGH

THE OPENING. ENSURE ALL DUST HAS BEEN REMOVED PRIOR TO INJECTING EPOXY.

4. INJECT EPOXY INTO HOLE. AMOUNT OF EPOXY TO BE DETERMINED BY MANUFACTURER'S

REQUIREMENTS FOR ANCHOR DIAMETER AND EMBEDMENT DEPTH.

5. INSERT ANCHOR AND TWIST 1/2 ROTATION UNLESS NOTED OTHERWISE IN INSTALLATION

INSTRUCTIONS.

6. REMOVE EXCESS EPOXY FROM SURFACE.

7. ALLOW EPOXY TO CURE PER MANUFACTURER'S SPECIFICATIONS.

8. INSPECTIONS AS PER MANUFACTURER'S REQUIREMENTS.

PART VII - POST INSTALLED ANCHORAGE

A. MASONRY WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE SPECIFICATIONS. DATA

LISTED HERE IS FOR REFERENCE ONLY. COORDINATE THE EXTENT OF MASONRY WALLS WITH

THE ARCHITECT'S DRAWINGS. NON-LOAD BEARING WALLS MAY NOT BE SHOWN ON THE

STRUCTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR FINISH, HEIGHT, LAYING

PATTERN AND JOINT TYPES OF BRICK MASONRY (VENEER). ALL CONCRETE MASONRY BLOCK

SHALL BE LAYED IN RUNNING BOND PATTERN UNLESS NOTED OTHERWISE.

B. DESIGN STRENGTH OF MASONRY (f’m) SHALL BE 2,500 PSI, MINIMUM, UNLESS NOTED

OTHERWISE.

C. CONCRETE MASONRY UNIT CRITERIA:

1. CONCRETE STRENGTH OF MASONRY UNITS, (f’cmu, BASED ON NET AREA) SHALL BE 3,250

PSI MINIMUM.

2. UNITS SHALL CONFORM TO ASTM C 55 OR ASTM C 90 AND SAMPLED IN ACCORDANCE WITH

ASTM C 140.

3. CONCRETE BLOCK SHALL HAVE ATTAINED FULL COMPRESSIVE STRENGTH PRIOR TO

PLACEMENT.

4. DATE OF MANUFACTURING SHALL BE STAPLED TO PALLET.

5. CONCRETE BLOCK SHALL BE DRY AT TIME OF PLACEMENT. WET OR FROZEN UNITS SHALL

NOT BE PLACED.

D. MORTAR CRITERIA:

1. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II, LOW ALKALI.

2. TYPE S MORTAR CONFORMING TO ASTM C 270.

3. PROVIDE AN AVERAGE COMPRESSIVE STRENGTH AT 28 DAYS OF 2,500 PSI MINIMUM.

4. MORTAR AGGREGATES SHALL BE NATURAL SAND CONFORMING TO ASTM C144.

E. GROUT CRITERIA:

1. MIX DESIGNS:

1. FOR FILLING SPACES 4” OR LARGER IN BOTH HORIZONTAL DIRECTIONS, USE “COARSE

GROUT” WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. THE GROUT SHALL BE

TESTED IN ACCORDANCE WITH ASTM C1019.

2. FOR FILLING SPACES LESS THAN 4” IN ONE HORIZONTAL DIRECTIONS, USE “FINE GROUT”

WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI PROPORTIONED PER ASTM C

476.

3. FOR FILLING SPACES 10” AND LARGER IN BOTH DIRECTIONS, USE 3,000 PSI

NORMALWEIGHT CONCRETE. THE GROUT SHALL BE TESTED IN ACCORDANCE WITH

ASTM C 1019.

2. ALL GROUT MIX DESIGN SUBMITTALS SHALL INCLUDE THE TEST RESULTS PERFORMED IN

ACCORDANCE WITH ASTM C 1019.

3. GROUT AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C404.

4. SLUMP RANGE AT POINT OF FINAL DISCHARGE: 8” TO 11”.

5. THE USE OF AIR ENTRAINING ADMIXTURES IS NOT ALLOWED.

6. STOP GROUT POUR 2" BELOW TOP OF BLOCK UNITS, BETWEEN GROUT LIFTS.

7. CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT.

8. ALL GROUT POURS GREATER THAN 12" REQUIRE INTERNAL MECHANICAL VIBRATION AND

RECONSOLIDATION.

9. GROUT POURS 12" OR LESS SHALL BE MECHANICALLY VIBRATED OR PUDDLED.

F. STEEL REINFORCEMENT CRITERIA:

1. HORIZONTAL LADDER TYPE JOINT REINFORCING SHALL CONFORM TO ASTM A951 WITH

CROSS WIRES AT 16" ON CENTER (2 WIRES W1.7 MIN).

2. LADDER TYPE JOINT REINFORCING SHALL BE USED HORIZONTALLY AT 48" OC IN ALL

MASONRY WALLS (6 GA GALVANIZED WIRES).

3. REINFORCING SHALL BE LOCATED IN FULLY GROUTED CELLS.

4. THE FOLLOWING REINFORCING PROVISIONS SHALL BE MET:

• TYPICAL VERTICAL REINFORCING SHALL BE #5 @ 32" OC U.O.N.

• TYPICAL HORIZONTAL REINFORCING #5 @ 48" OC IN H BLOCKS FOR A MINIMUM WALL

THICKNESS OF 8" U.O.N.

• PROVIDE HORIZONTAL REINFORCEMENT IN BED JOINTS EVERY OTHER COURSE

(MAXIMUM 16” SPACING) IN TYPICAL WALLS AND IN EVERY COURSE (MAXIMUM 8”

SPACING) IN PARAPETS AND CANTILEVERED WALLS.

• PROVIDE ONE-COURSE HORIZONTAL BOND BEAM REINFORCE WITH 2-#4 CONTINUOUS

AT EVERY FLOOR LEVEL, ROOF LEVEL, AND PARAPET, MINIMUM.

5. MINIMUM LAP OF ALL REINFORCING STEEL SHALL BE AS FOLLOWS:

• #5: 30 INCHES

• #6: 36 INCHES

• #7: 42 INCHES

• REFER TO DETAILS AND SCHEDULES FOR OTHER LAP SPLICE LENGTH REQUIREMENTS.

6. DO NOT LAP VERTICAL REINFORCEMENT AT INTERSECTING BOND BEAMS.

7. REINFORCEMENT SHALL BE CONTINUOUS THROUGH INTERSECTING BOND BEAMS.

8. ALL HORIZONTAL REINFORCEMENT AT ENDS OF BOND BEAMS SHALL HAVE STANDARD

HOOK INTO VERTICAL GROUTED CELL. PROVIDE CORNER BARS SUCH THAT HORIZONTAL

REINFORCEMENT IS CONTINUOUS AROUND CORNERS.

9. COVER TO REINFORCING STEEL WITHIN MASONRY ELEMENTS SHALL NOT BE LESS THAN

THE FOLLOWING:

1. EXPOSED TO EARTH OF WEATHER: 2” (#6 AND LARGER BARS), 1.5” (#5 AND SMALLER

BARS).

2. NOT EXPOSED TO EARTH OF WEATHER: 1.5”

3. LONGITUDINAL WIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED IN

MORTAR

G. STABILITY AND BRACING OF MASONRY WALLS DURING CONSTRUCTION

1. ALL MASONRY WALLS SHOWN ON THE ARCHITECTURAL AND STRUCTURAL DRAWINGS HAVE

BEEN DESIGNED TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL FORCES

APPLIED TO THEM IN THE FINAL CONSTRUCTED CONFIGURATION ONLY ASSUMING FULL

BRACING TOP, BOTTOM, AND/OR SIDE OF WALL AS SHOWN. IT IS THE RESPONSIBILITY OF

THE CONTRACTOR TO PROPERLY AND ADEQUATELY BRACE ALL MASONRY WALLS AT ALL

STAGES DURING CONSTRUCTION TO RESIST ERECTION LOADS AND LATERAL LOADS THAT

COULD POSSIBLY BE APPLIED PRIOR TO COMPLETION OF CONSTRUCTION.

H. CONCRETE MASONRY JOINTS AND TOP OF NON-LOAD BEARING WALLS

1. UNLESS OTHERWISE NOTED, PLACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO

STRAIGHT RUN OF WALL EXCEEDS 25'. SEE ARCHITECTURAL FOR JOINT LOCATIONS.

2. PROVIDE FLEXIBLE JOINT FILLER AT CMU WALL JOINTS AND BETWEEN CMU WALLS AND

OTHER VERTICAL SURFACES TO SEAL JOINTS AIR-TIGHT. SEE ARCHITECTURAL DRAWINGS

FOR FIRE RATED REQUIREMENTS OF JOINT MATERIALS.

3. SLIP JOINTS SHALL BE PROVIDED AT THE TOP OF ALL NON-LOAD BEARING WALLS. SEE

DETAILS AND SPECIFICATIONS FOR CONNECTION REQUIREMENTS.

PART VIII - CONCRETE MASONRY

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307 WWW.VALHALLAENGINEERING.COMDate:Revisions:

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

D :\R ev it

\2 1.

_S

T R

U C

_R

_b va nd er pl oe g.

rv t 7/

7/

:4 9:

P

M

24-S-001

STRUCTURAL NOTES EHRM TRAINING AND ADMIN

SPACE SUPPORT

1 JEFFERSON BARRACKS DR ST LOUIS. MO 63125

657-21-703JB

07/07/2022 MJ SJL

100% BID DOCS

VEG 21.21

STRUCTURAL GENERAL NOTES

0 100% BID DOCS 07/07/2022

M

OSE JS ACOBS

56381

07/07/2022

A. ALL WORK WITH STRUCTURAL STEEL SHALL BE COMPLETED IN ACCORDANCE WITH THE

SPECIFICATIONS. DATA LISTED HERE IS FOR REFERENCE ONLY.

B. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE

AISC MANUAL OF STEEL CONSTRUCTION AND THE AISC CODE OF STANDARD PRACTICE CURRENT

EDITION. A CERTIFIED WELDER APPROVED BY THE AUTHORITY HAVING JURISDICTION IN

ACCORDANCE WITH AWS, STRUCTURAL WELDING CODE D1.1, SHALL PERFORM ALL WELDING.

C. ASTM SPECIFICATION AND GRADE: CLEARLY MARK THE GRADE OF STEEL ON EACH PIECE, WITH A DISTINGUISHING MARK VISIBLE FROM FLOOR SURFACES, FOR THE PURPOSE OF FIELD INSPECTION

OF PROPER GRADE OF STEEL.

D. HOT ROLLED STRUCTURAL MEMBERS: ALL HOT ROLLED STEEL PLATES, SHAPES, SHEET PILING, AND

BARS SHALL BE NEW STEEL CONFORMING TO ASTM SPECIFICATION A 6. .

E. STRUCTURAL STEEL MATERIAL:

1. UNLESS NOTED OTHERWISE ON THE DRAWINGS, STRUCTURAL STEEL SHALL BE AS FOLLOWS:

• W- AND WT-SHAPES: ASTM A 992 GRADE 50.

• M- AND S-SHAPES: ASTM A 36.

• C-SHAPES: ASTM A 36.

• L-SHAPES: ASTM A 36

• ROUND HSS: ASTM A 500, GRADE B (FY=42 KSI).

• RECTANGULAR HSS: ASTM A 500, GRADE B (FY=46 KSI).

• STEEL PIPES: ASTM A 53 (TYPES E OR S), GRADE B.

• BASE PLATES:

1. PLATES TO 4" THICK INCLUSIVE: ASTM A 572 GRADE 50.

2. PLATES OVER 4" THICK TO 6" THICK INCLUSIVE: ASTM A 572, GRADE 42.

• EDGE ANGLES, BENT PLATES, ANGLE HANGERS, AND ANGLE KICKERS: ASTM A 36.

• CONNECTION MATERIAL:

1. BEAM COLUMN CONTINUITY PLATES AND DOUBLER PLATES: ASTM A 572, GRADE 50.

2. ALL CONNECTION MATERIAL, EXCEPT AS NOTED OTHERWISE HEREIN OR ON THE

DRAWINGS, INCLUDING BEARING PLATES, GUSSET PLATES, STIFFENER PLATES, FILLER

PLATES, ANGLES, ETC. SHALL CONFORM TO ASTM A 36 UNLESS A HIGHER GRADE OF

STEEL IS REQUIRED BY STRENGTH AND PROVIDED THE RESULTING SIZES ARE

COMPATIBLE WITH THE CONNECTED MEMBERS.

• OTHER STEEL: ANY OTHER STEEL NOT INDICATED OTHERWISE SHALL CONFORM TO ASTM

A992 OR ASTM A 572, GRADE 50, EXCEPT PLATES AND ANGLES THAT SHALL BE ASTM A 36.

F. STRUCTURAL STEEL BOLTS AND THREADED FASTENERS:

1. A325 BOLTS: ALL BOLTS IN STRUCTURAL CONNECTIONS SHALL CONFORM TO ASTM A 325 TYPE 1, UNLESS NOTED OTHERWISE.

2. A490 BOLTS: SEE DRAWINGS FOR LOCATIONS REQUIRING ASTM A 490 TYPE 1 BOLTS.

3. A307 BOLTS: ALL COMMON BOLTS IN MASONRY CONNECTIONS SHALL BE GRADE A.

4. THREADED ROUND STOCK:

1. ASTM A 36.

2. ASTM A 588 (CORROSION RESISTANT). SEE DRAWINGS FOR LOCATIONS.

G. STRUCTURAL STEEL CONNECTION CRITERIA:

1. CONNECTION DETAILS NOT COMPLETELY DETAILED ON THE DRAWINGS INCLUDING MATERIAL

GRADE AND SIZES, WELD SIZES, AND NUMBER OF BOLTS SHALL BE DESIGNED BY THE

CONTRACTOR PER THE SPECIFICATIONS. CONCEPTUAL CONNECTION DETAILS WITH THE

REQUIRED MEMBER DESIGN FORCES ARE SHOWN ON THE DRAWINGS AND ARE APPLICABLE TO

ALL CONNECTIONS NOT DESIGNED AND FULLY DETAILED ON THE DRAWINGS. THE CONCEPTUAL

DETAILS ARE PROVIDED ONLY TO INDICATE THE CONNECTION TYPE REQUIRED AND MAY NOT

FULLY REPRESENT THE COMPLEXITY OF THE CONNECTION AS REQUIRED BY THE FINAL

CONNECTION DESIGN FOR THE FORCES THEY MUST RESIST. ADDITIONAL CONNECTION

ELEMENTS MAY NOT BE SPECIFICALLY SHOWN IN THE CONCEPTUAL DETAILS BUT MAY BE

REQUIRED BY THE FINAL CONNECTION DESIGN, SUCH AS STIFFENER PLATES, DOUBLER PLATES, SUPPLEMENT/ REINFORCING PLATES OR OTHER CONNECTION MATERIAL. THE FABRICATOR IS

RESPONSIBLE FOR ENGAGING THE SERVICES OF A CONNECTION SPECIALTY ENGINEER TO

PREPARE A FINAL CONNECTION DESIGN FOR SUBMISSION THAT MEETS THE REQUIREMENTS OF

THE CONCEPTUAL CONNECTION DETAILS AND RESISTS THE INDICATED DESIGN FORCES.

2. REACTIONS NOTED ON THE PLANS ARE BASED ON FACTORED LOADS AND ARE INTENDED FOR

USE WITH THE LOAD AND RESISTANCE FACTOR DESIGN METHOD.

H. WELDING CRITERIA:

1. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO E70XX (SMAW),

F7XX-EXXX (SAW), ER70S-X (GMAW), OR E7XT-X (FCAW).

2. ELECTRODES FOR GRADE 60 OR GRADE 65 MATERIAL SHALL CONFORM TO E80XX (SMAW), F8XX-

EXX-XX (SAW), ER80S-X (GMAW), OR E8XT-X (FCAW).

I. ANCHOR ROD CRITERIA:

1. UNLESS INDICATED OTHERWISE IN THE COLUMN SCHEDULE OR ON THE DRAWINGS, ANCHOR

RODS SHALL CONFORM TO ASTM F 1554 GRADE 55 (WITH SUPPLEMENTARY REQUIREMENT S1)

AND THE SIZE SHALL BE 3/4" DIAMETER AND SHALL EMBED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1’-0" WITH A HEAVY HEX NUT AT THE EMBEDDED END. STRIKE BOLT THREADS AT

THE EMBEDDED END AT TWO PLACES BELOW THE NUT.

J. GROUT CRITERIA:

1. GROUT BELOW STRUCTURAL STEEL BASE PLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT

WITH A MINIMUM STRENGTH OF 6,000 PSI WHEN BEARING ON 3,000 PSI CONCRETE OR LESS, A

STRENGTH OF 8,000 PSI WHEN BEARING ON CONCRETE BETWEEN 3,000 AND 4,000 PSI, AND,

UNLESS NOTED OTHERWISE ON THE DRAWINGS, A STRENGTH OF 8,000 PSI WHEN BEARING ON

CONCRETE GREATER THAN 4,000 PSI.

K. MISCELLANEOUS REQUIREMENTS:

1. STRUCTURAL STEEL SHALL BE COATED WITH A RUST INHIBITED PRIMER. DO NOT PRIME BEAMS

COATED WITH FIRE SPRAY PROTECTION, ENCASED IN CONCRETE, SURFACES TO BE WELDED,

AND TOPS OF BEAMS IN COMPOSITE CONSTRUCTION.

2. ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO WEATHER SHALL BE GALVANIZED OR

PAINTED WITH A HIGH PERFORMANCE PAINT SYSTEM PER PROJECT SPECIFICATIONS.

3. ALL MEMBERS SHALL BE ERECTED WITH NATURAL MILL CAMBER OR INDUCED CAMBER UP,

UNLESS NOTED OTHERWISE.

4. NO CUTTING OR BURNING OF STEEL IS ALLOWED WITHOUT WRITTEN AUTHORIZATION FROM THE

STRUCTURAL ENGINEER.

5. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED ARE ALLOWED IN THE STRUCTURAL

STEEL. NO SPLICING OF STRUCTURAL STEEL IS PERMITTED UNLESS APPROVED IN WRITING BY

ENGINEER.

PART IX - STRUCTURAL STEEL

A. STEEL DECK SHALL COMPLY WITH THE SPECIFICATIONS. SPECIFIC INFORMATION LISTED HERE FOR REFERENCE ONLY. SEE ICC REPORT ER2078-P (VERCO MANUFACTURING CO.), ICC REPORT ER3415 (VULCRAFT), OR HAVE CURRENT ICC APPROVAL. STEEL DECK SHALL BE DESIGNED, FABRICATED AND

ERECTED IN ACCORDANCE WITH THE STANDARDS OF THE STEEL DECK INSTITUTE (SDI).

B. STEEL DECK AND ACCESSORIES SHALL CONFORM TO ASTM A1008 OR A653 WITH A MINIMUM YIELD

STRENGTH OF 40 KSI.

C. ALL STEEL DECKING PERMANENTLY EXPOSED TO WEATHER OR MOISTURE AND COMPOSITE METAL

DECKING SHALL BE GALVANIZED. GALVANIZED COATING SHALL CONFORM TO G60 OR G90.

D. STEEL DECK GAGES ARE SHOWN ON THE CONSTRUCTION DOCUMENTS. THESE ARE BASED ON 3-SPAN UNSHORED CONDITIONS. DECKING LAYOUT THAT DOES NOT MEET THESE CONDITIONS MAY NEED TO

BE INCREASED IN GAGE.

E. STEEL DECK WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE SHEET

STEEL". WELDERS SHALL BE QUALIFIED BY WABO LIGHT GAGE CERTIFICATION.

F. CONTRACTOR SHALL PROVIDE DECK ACCESSORIES INCLUDING CLOSURE PLATES, FLASHING AND ALL MISCELLANEOUS LIGHT GAGE METAL SHAPES NECESSARY TO COMPLETE THE WORK. DECK SUPPLIER

SHALL PROVIDE CLOSURES TO MATCH ADJACENT DECK GAGE AS REQUIRED TO COMPLETE ALL

DIAPHRAGM CONNECTIONS.

G. MINIMUM BEARING OF DECKING SHALL BE 1 1/2" AT SUPPORTS.

H. MINIMUM DECKING LAP SHALL BE 2".

I. STEEL DECKING SHALL BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING OR

SCREWING AS INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS.

J. STEEL DECKING SHALL BE FASTENED TO DEVELOP A MINIMUM SERVICE DIAPHRAGM SHEAR OF 675 PLF.

K. DO NOT SUSPEND HANGERS FOR CONDUIT, SPRINKLERS, LIGHT FIXTURES, OR OTHER FIXTURES FROM

THE STEEL DECKING.

L. STEEL DECKING SHALL BE CONTINUOUS ON MAIN ROOF BELOW ALL OVERFRAMED AREAS.

M. OPENINGS IN STEEL DECK SHALL BE FRAMED OUT WITH ANGLES AS SHOWN ON DRAWINGS.

N. COMPOSITE DECK

1. MINIMUM DECK LOAD SHALL BE 40 PSF UNLESS NOTED OTHERWISE. HEADED STUD ANCHORS USED AS SHEAR CONNECTORS FOR COMPOSITE BEAMS SHALL BE AWS D1.1 TYPE B (TABLE 7.1) STUDS

MANUFACTURED IN CONFORMANCE WITH SPECIFICATION ASTM A 29 WITH A MINIMUM YIELD

STRENGTH OF 65,000 PSI.

2. SHEAR CONNECTOR SIZES FOR COMPOSITE STEEL DECK CONSTRUCTION. STUD DIAMETER AND

LENGTH (BEFORE WELD, BW) SHALL BE AS FOLLOWS:

• 4.75” TOTAL SLAB THICKNESS – 3/4” DIAMETER X 3 7/8” BW

• 5.5” TOTAL SLAB THICKNESS – 3/4" DIAMETER X 4 3/16" BW

• 5.75” TOTAL SLAB THICKNESS – 3/4” DIAMETER X 4 7/8” BW

• 6.5” TOTAL SLAB THICKNESS – 3/4" DIAMETER X 5 3/16" BW

• 7.5” TOTAL SLAB THICKNESS – 3/4" DIAMETER X 6 3/16" BW

3. ATTACHMENT OF DECK:

• MINIMUM ATTACHMENT AT SUPPORTS: STEEL DECK UNITS SHALL BE WELDED TO THE SUPPORT

MEMBERS WITH 5/8” DIAMETER PUDDLE WELDS AT EACH END OF SHEET AND EACH

INTERMEDIATE SUPPORT AT EACH LOW FLUTE, UNLESS NOTED OTHERWISE. AT MEMBERS

PARALLEL TO DECK SPAN, SPACING OF PUDDLE WELDS SHALL BE 12”. A SHEAR CONNECTOR

WELDED THROUGH THE DECK CAN REPLACE A REQUIRED DECK WELD.

• MINIMUM ATTACHMENT AT SIDE LAPS: SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY

WELDING, SHEET METAL SCREWS, OR BUTTON PUNCHING AT A MAXIMUM OF ONE-HALF THE

SPAN OR 36”, WHICHEVER IS LESS, UNLESS NOTED OTHERWISE.

4. COMPOSITE DECK SCHEDULE AS FOLLOWS:

PART XI - STEEL DECKS

COMPOSITE DECK SCHEDULE NOTES:

SP = POSITIVE SECTION MODULUS, INCHES^3

SN = NEGATIVE SECTION MODULUS, INCHES^3

I = MOMENT OF INERTIA, INCHES^4

O. ROOF DECK CRITERIA AND SCHEDULE AS FOLLOWS:

1. ATTACHMENT OF DECK:

• MINIMUM ATTACHMENT AT SUPPORTS: STEEL DECK UNITS SHALL BE FASTENED TO ALL SUPPORT

MEMBERS IN A 32/10 PATTERN WITH HILTI X-ENP-19-L15 POWDER ACTUATED FASTENERS (OR

APPROVED EQUIVALENT), UNLESS NOTED OTHERWISE. AT MEMBERS PARALLEL TO DECK SPAN,

SPACING OF FASTENERS SHALL BE 6”.

• MINIMUM ATTACHMENT AT SIDE LAPS: SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY HILTI S-SLC 01 M HWH SIDELAP SCREWS (OR APPROVED EQUIVALENT) AT A MAXIMUM OF 12”, UNLESS NOTED OTHERWISE.

2. FLAT, RIDGE, AND VALLEY PLATES:

a. UNLESS NOTED OTHERWISE, CONTRACTOR SHALL PROVIDE FLAT PLATES (18 GAGE MINIMUM)

AT ALL LOCATIONS WHERE ROOF DECK CHANGES DIRECTION AND RIDGE OR VALLEY PLATES

(18 GAGE MINIMUM) AT ALL LOCATIONS WHERE ROOF SLOPE EXCEEDS 1/2" PER FOOT.

COMPOSITE DECK SCHEDULE

DECK

DEPTH

2"

MINIMUM PROPERTIES

SP (IN3)

7' - 5"

MAX UNSHORED DECK SPAN

2" 19

2" 18

3" 20

3" 19

3" 18

DESIGN

GAUGE

THICKNESS SN (IN3) I (IN4)

0.334 0.305 0.401

0.435 0.443 0.490

0.495 0.502 0.535

0.534 0.539 0.896

0.674 0.683 1.075

0.767 0.767 1.203

7' - 8"

TWO-SPAN THREE-SPAN

8' - 11" 9' - 2"

9' - 5" 9' - 9"

8' - 6" 7' - 11"

10 ' - 8" 10' - 6"

11' - 4" 11' - 8"

ROOF DECK SCHEDULE

LOCATION ON BUILDING DECK DEPTH

ALL 3"

DECK GAUGE

DECK TYPE

3NL-32

A. COLD-FORMED STEEL (CFS) REQUIREMENTS PER THE SPECIFICATIONS. ADDITIONAL INFORMATION LISTED HERE FOR REFERENCE ONLY. ALL STRUCTURAL STEEL GAUGE FRAMING MEMBERS, JOISTS, STUDS, TRACKS, BRIDGING, ETC. SHALL BE OF THE TYPE, SIZE, AND EQUIVALENT STRUCTURAL PROPERTIES TO THOSE SHOWN AS COMPUTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISI

"SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS."

B. COLD-FORMED STEEL FRAMING SHALL BE FABRICATED BY A CURRENT MEMBER OF THE STEEL STUD

MANUFACTURERS ASSOCIATION (SSMA).

FRAMING SPECIFIED SHALL HAVE MINIMUM PROPERTIES NOTED IN THE CURRENT SSMA PUBLICATION.

C. COLD-FORMED STEEL MATERIAL CRITERIA:

1. STUD AND TRACK PROFILES SHALL BE STANDARD SECTIONS USED BY MEMBERS OF THE STEEL

STUD MANUFACTURERS ASSOCIATION (SSMA). SSMA MEMBER DESIGNATIONS AS SHOWN ON THE

FOLLOWING EXAMPLE:

• 600 S 162-43 REPRESENTS A 6.00” DEEP, STUD SECTION, 1.625” WIDE FLANGE, 0.043” (43 MILS)

MINIMUM STEEL THICKNESS.

• NOTES:

1. S = STUD SECTION

2. T = TRACK SECTION

3. U = CHANNEL SECTION

4. F = FURRING CHANNEL

2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MEMBERS SHALL HAVE THE FOLLOWING YIELD

STRENGTHS:

1. STUDS: 33, 43 MIL THICKNESS FY = 33 KSI

2. STUDS: 54, 68, 97 MIL THICKNESS FY = 50 KSI

3. TRACKS: 33, 43, 54, 68, 97 MIL FY = 33 KSI

4. U-CHANNELS, FURRING CHANNELS: FY = 33 KSI

3. ALL COLD-FORMED STEEL FRAMING MATERIALS SHALL HAVE A MINIMUM G60 GALVANIZED COATING.

D. COLD FORM STEEL CONNECTION CRITERIA:

1. CONNECTIONS NOT FULLY DETAILED ON THE CONTRACT DOCUMENTS SHALL BE DESIGNED BY THE

CONTRACTOR PER THE SPECIFICATION.

2. SCREWS: UNLESS NOTED OTHERWISE SCREWS SHALL BE AS FOLLOWS:

• SHEET STEEL TO SHEET STEEL: #10-16, 5/8 INCH LONG SELF DRILLING SCREWS.

• SHEET STEEL TO STRUCTURAL STEEL: #12-24, 1-1/2 INCH LONG SELF DRILLING SCREWS WITH NO

5 TIP STYLE.

3. POWDER ACTUATED FASTENERS: UNLESS NOTED OTHERWISE, PAF SHALL BE AS FOLLOWS:

• SHEET STEEL TO CONCRETE: 0.145” DIAMETER, 1-1/4” LONG, SMOOTH SHANK.

• SHEET STEEL TO POST-TENSIONED CONCRETE: 0.145” DIAMETER, 3/4” LONG, SMOOTH SHANK.

• SHEET STEEL TO STRUCTURAL STEEL: 0.145” DIAMETER, 3/4” LONG, KNURLED SHANK.

4. WELDING:

• WELDING PROCEDURES FOR SHEET STEEL TO BE IN ACCORDANCE WITH AWS D1.3. WELDERS

SHALL BE CERTIFIED FOR SHEET STEEL IN ALL POSITIONS REQUIRED PER AWS D1.3

• SUGGESTED WELD METAL AND PROCESS FOR SHOP WELDING ARE: 60KSI WELD METAL

STRENGTH (MINIMUM) - MIG.

• SUGGESTED METHODS FOR FIELD WELDING: 1/8 INCH E60XX (MINIMUM) ELECTRODE -SMAW.D.

MINIMUM WELD THROAT THICKNESS (T) MUST MATCH OR EXCEED THE BASE STEEL THICKNESS

OF THE THINNEST CONNECTED STEEL SHEET UNLESS NOTED OTHERWISE.

• AFTER WELDING ALL FLUX SHALL BE REMOVED, AND A ZINC-RICH PAINT, WITH A DRY FILM

CONTAINING 94% ZINC DUST BY WEIGHT, SHALL BE APPLIED TO THE WELD AREA TO RESTORE

CORROSION RESISTANCE.

PART XII - COLD FORMED METAL FRAMING

A. SUBMITTAL LIST AND SCHEDULE

1. THE GENERAL CONTRACTOR SHALL PREPARE A DETAILED LIST AND SCHEDULE OF ALL SUBMITTAL

ITEMS TO BE SENT TO THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION. THIS

LIST SHALL BE UPDATED AND REVISED AND KEPT CURRENT AS THE JOB PROGRESSES. THE

SUBMITTAL LIST SHALL BE ORGANIZED AS SHOWN BELOW:

• SHOP DRAWINGS

• DESIGN CALCULATIONS

• PRODUCT DATA, CERTIFICATES, REPORTS, AND OTHER LITERATURE

B. SUBMITTALS TO BE PROVIDED TO STRUCTURAL ENGINEER

1. STRUCTURAL SUBMITTALS: IN ADDITION TO THE SUBMITTALS REQUIRED BY THE STRUCTURAL

SPECIFICATIONS, THE FOLLOWING SUBMITTALS SHALL BE PROVIDED:

• LAYOUT OF EMBEDDED ITEMS (PLATES, ANGLES, BOLTS, ETC.) OR ITEMS ATTACHED TO THE

STRUCTURAL FRAME FOR BUILDING CLADDING ATTACHMENT OR FOR ATTACHMENT OF OTHER

ITEMS.

• LAYOUT OF MECHANICAL, ELECTRICAL, AND PLUMBING OPENINGS IN FLAT SLABS.

• LAYOUT OF PENETRATIONS IN BEAMS AND JOISTS.

2. DEFERRED SUBMITTALS: THE FOLLOWING ITEMS ARE CONSIDERED DEFERRED SUBMITTALS BY THE

REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE:

• COLD-FORMED METAL FRAMING (S&S, REC)

• EXCAVATION RETENTION (PERMANENT) (S&S)

• EXCAVATION RETENTION (TEMPORARY) (S&S, REC)

• EXTERIOR WINDOW WALL SYSTEM (S&S, REC)

• FORMWORK, SHORING, AND BACKSHORING (S&S, REC)

• METAL FABRICATIONS, RAILINGS, AND GRATINGS (S&S)

• PRECAST ARCHITECTURAL CONCRETE (S&S, REC)

• PRECAST STRUCTURAL CONCRETE (S&S)

• ROOF TOP EQUIPMENT AND ANCHORAGES (S&S)

• STEEL JOISTS (S&S)

• STEEL STAIRS (S&S)

• STRUCTURAL STEEL CONNECTIONS (S&S)

• WINDOW WASHING AND FALL ARREST SYSTEMS (S&S)

• ELEVATORS (S&S, REC)

• NOTES:

1. (S&S) ITEMS MARKED THUS SHALL HAVE THE SHOP DRAWINGS AND DELEGATED DESIGN

SUBMITTALS (INCLUDING CALCULATIONS) SEALED PER THE PROJECT SPECIFICATIONS BY AN

ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

2. (REC) ITEMS MARKED THUS SHALL BE SUBMITTED TO ENGINEER FOR RECORD ONLY AND

WILL NOT HAVE THE ENGINEER’S SHOP DRAWING STAMP AFFIXED.

3. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE REGISTERED

DESIGN PROFESSIONAL AND SHALL BE FORWARDED TO THE BUILDING OFFICIAL.

4. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL

DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

3. SUBMITTALS WITH IMPACT TO STRUCTURE:

• CONSTRUCTION AND CONTROL JOINT LOCATIONS IN INSULATING CONCRETE

• INSULATING CONCRETE MIX DESIGNS

• MECHANICAL EQUIPMENT WEIGHTS

4. SUBMITTAL REQUIREMENTS:

• ALL SHOP DRAWINGS MUST BE REVIEWED AND ELECTRONICALLY STAMPED BY THE GENERAL

CONTRACTOR PRIOR TO SUBMITTAL.

• CONTRACTOR SHALL SUBMIT THREE SETS OF PRINTS FOR ALL SHOP DRAWINGS SPECIFIED TO

BE RETURNED BY THE ENGINEER.

• CONTRACTOR SHALL PROVIDE THE SUBMITTAL IN ELECTRONIC PORTABLE DOCUMENT FORMAT

(PDF) PER THE SPECIFICATIONS.

• THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIALS REQUIRED BY THE CONTRACT

DOCUMENTS TO BE FURNISHED SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY

OF FURNISHING AND INSTALLING SUCH MATERIALS, REGARDLESS OF WHETHER THE SHOP

DRAWINGS HAVE BEEN REVIEWED AND APPROVED.

5. REPRODUCTION

A. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THESE CONTRACT DOCUMENTS BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF

PREPARATION OF SHOP DRAWINGS SIGNIFIES THEIR ACCEPTANCE OF ALL INFORMATION SHOWN

HEREON AS CORRECT, AND OBLIGATES THEMSELVES TO ANY JOB EXPENSE, REAL OR IMPLIED,

ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON.

PART XIII - DEFERRED SUBMITTALS

A. STATEMENT OF SPECIAL INSPECTIONS

1. REFER TO SPECIFICATION SECTION 014529 FOR TYPE AND EXTENT OF EACH SPECIAL INSPECTION

AND EACH TEST. THE SPECIFICATION ALSO INDICATES WHETHER CONTINUOUS OR PERIODIC

INSPECTION IS REQUIRED FOR THE ITEMS LISTED ABOVE ADDITIONAL INFORMATION.

2. CONTRACTOR SHALL READ AND UNDERSTAND THEIR DUTIES IN THE SPECIFICATIONS FOR SPECIAL

INSPECTIONS.

3. THE SPECIAL INSPECTORS SHALL BE PROVIDED AND SHALL ONLY USE APPROVED SHOP DRAWINGS.

4. THE GENERAL CONTRACTOR SHALL PROVIDE TIMELY NOTICE TO THE SPECIAL INSPECTOR AND

SUFFICIENT TIME FOR THE INSPECTOR TO PERFORM THEIR INSPECTION.

B. SEE SHEET S-003 FOR SCHEDULE OF REQUIRED SPECIAL INSPECTIONS.

C. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY AN INDEPENDENT AGENCY

EMPLOYED BY THE CONTRACTOR FOR THE ITEMS IDENTIFIED IN THIS SECTION AND IN OTHER AREAS OF

THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS.

D. THE NAMES AND CREDENTIALS OF THE SPECIAL INSPECTORS TO BE USED SHALL BE SUBMITTED FOR

APPROVAL.

E. DUTIES OF THE SPECIAL INSPECTOR:

1. THE SPECIAL INSPECTOR SHALL REVIEW ALL WORK LISTED ABOVE FOR CONFORMANCE WITH THE

APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS.

2. THE SPECIAL INSPECTOR SHALL FURNISH SPECIAL INSPECTION REPORTS TO CONTRACTOR OR

MORE FREQUENTLY AS REQUIRED. COMPLIANCE SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF UNCORRECTED, TO THE OWNER AND

ENGINEER.

3. ONCE CORRECTIONS HAVE BEEN MADE BY THE CONTRACTOR, THE SPECIAL INSPECTOR SHALL

SUBMIT A FINAL SIGNED REPORT TO THE OWNER AND ENGINEER STATING THAT THE WORK

REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AS WELL AS THE

APPLICABLE WORKMANSHIP PROVISIONS OF THE SPECIFICATIONS.

F. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:

1. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE OWNER AND

THE ENGINEER PRIOR TO THE COMMENCEMENT OF WORK. IN ACCORDANCE WITH THE

SPECIFICATIONS, THE STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF

THE SPECIAL INSPECTION REQUIREMENTS CONTAINED WITHIN THIS "STATEMENT OF SPECIAL

INSPECTIONS."

2. THE CONTRACTOR SHALL NOTIFY THE RESPONSIBLE SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST ONE WORKING DAY (24 HOURS MINIMUM) BEFORE SUCH INSPECTION IS

REQUIRED.

3. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS

BEEN OBSERVED BY THE SPECIAL INSPECTOR.

4. PLEASE SEE THE "SPECIAL INSPECTION SCHEDULE" FOR THE TYPES, EXTENTS, AND FREQUENCY OF SPECIFIC ITEMS REQUIRING SPECIAL INSPECTIONS AND STRUCTURAL TESTS AS PART OF THIS

PROJECT.

PART XIV - SPECIAL INSPECTIONS

STRUCTURAL ABBREVIATIONS

FOUNDATION ANNOTATION SYMBOLS

F7.0 C12 +640' - 0"

SPREAD, STRIP OR COMBINED FOOTING MARK

COLUMN MARK (IF PROVIDED)

TOP OF FOOTING OFFSET FROM PLAN ELEVATION

P2 C12 +640' - 0"

20' - 0" RS

1200K

PIER MARK

TOP OF PIER TIP ELEVATION (IF PROVIDED)

COLUMN MARK (IF PROVIDED)

COLUMN UNFACTORED REACTION IN KIPS (IF PROVIDED)

REQUIRED ROCK SOCKET (IF PROVIDED)

WF5.0

MW2

STEP IN

FOOTING

WALL FOOTING MARK

WALL MARK (IF PROVIDED)

ADDITIONAL INFORMATION MAY BE SPECIFIED ON STEEL BEAMS FOR THE PURPOSES OF DELEGATED

CONNECTION DESIGN. IN THOSE CASES, FORCES AND MOMENTS WILL BE PROVIDED AS

APPROPRIATE AT THE ENDS OF THE BEAMS AS INDICATED BELOW.

STEEL ANNOTATION SYMBOLS

THE FOLLOWING DIAGRAM PROVIDES INFORMATION REGARDING THE ORIENTATION OF THE

REACTIONS PROVIDED. THE DIAGRAM BELOW APPLIES TO ALL NON-SLOPING MEMBERS REGARDLESS

OF THE INDIVIDUAL MEMBER ORIENTATION (FOR EXAMPLE, AN HSS ORIENTED LONG-SIDE

HORIZONTAL). REFER TO THE DETAILS FOR ADDITIONAL INFORMATION ON LOADING OF SLOPED

MEMBERS.

FOR ALL LOADING, REACTIONS ARE TO BE APPLIED AT THE CENTERLINE OF THE MEMBER AT THE WORK POINT, UNLESS NOTED OTHERWISE. IF ONLY A SINGLE VALUE IS SHOWN, THE LOAD SHALL BE ASSUMED TO ACT IN BOTH DIRECTIONS WITH EQUAL MAGNITUDE. FOR AXIAL LOAD REACTIONS, A POSITIVE VALUE INDICATES TENSION. FOR VERTICAL MOMENTS, A POSITIVE VALUE WILL CAUSE

COMPRESSION IN THE TOP OF THE BEAM AND TENSION IN THE BOTTOM.

P160/-100 R30 M260/-150

P160/-100 R30

M260/-150 B1000 (W16x26)

BEAM MARK AS SCHEDULED

BEAM SIZE AS SCHEDULED

AXIAL LOAD REACTION (KIPS)

VERTICAL SHEAR REACTION (KIPS)

VERTICAL MOMENT REACTION (KIP-FEET)

HORIZONTAL SHEAR REACTION (H)

TORSION REACTION (T)BEAM

VERTICAL AXIS

VERTICAL SHEAR REACTION (R)

OCCURS ALONG VERTICAL AXIS

HORIZONTAL MOMENT REACTION (MH)

OCCURS ABOUT VERTICAL AXIS

AXIAL REACTION (P) ALONG MEMBER

HORIZONTAL AXIS

BRACED FRAME BF-1

BRACED FRAME DESIGNATION

BRACES CONTINUING ABOVE ARE

INDICATED BY HIDDEN LINES

ABOVE BEAM

BRACES CONTINUING BELOW ARE

INDICATED BY HIDDEN LINES

BELOW BEAM

JOIST

LINE OF BRIDGING

LOCATION OF CROSS-BRIDGING (IF PROVIDED)

BOTTOM FLANGE BRACE

STEEL BEAM

INDICATOR SYMBOL POINTS AWAY FROM

BOTTOM FLANGE OF BEAM BEING BRACED

BRACING ATTACHED DIRECTLY TO

FLOOR SYSTEM

PART X - WOOD CONSTRUCTION

1. WOOD CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE IBC AND “THE NATIONAL

DESIGN SPECIFICATION FOR WOOD CONSTRUCTION”, LATEST EDITION.

2. WHERE DIMENSIONS OF LUMBER ARE SPECIFIED, THEY SHALL BE DEEMED TO BE NOMINAL

DIMENSIONS UNLESS SPECIFICALLY DESIGNATED AS ACTUAL DIMENSIONS.

3. ALL LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. GRADING PRACTICES AND IDENTIFICATION SHALL COMPLY WITH RULES PUBLISHED BY AN AGENCY APPROVED IN ACCORDANCE WITH THE PROCEDURES OF DOC PS 20 OR EQUIVALENT

PROCEDURES.

4. END-JOINTED LUMBER SHALL NOT BE ACCEPTABLE.

PART X - WOOD CONSTRUCTION (CONTINUED)

5. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYE IN DOC PS

1, DOC PS 2 OR ANSI/APA PRP 210. EACH PANEL SHALL BE IDENTIFIED FOR GRADE, BOND

CLASSIFICATION, AND PERFORMANCE CATEGORY BY THE TRADEMARKS OD AN APPROVED TESTING

AND GRADING AGENCY. THE PERFORMANCE CATEGORY VALUE SHALL BE USED AS THE “NOMINAL

PANEL THICKNESS” OR “PANEL THICKNESS.” WOOD STRUCTURAL PANEL COMPONENTS SHALL BE

DESIGNED AND FABRICATED IN ACCORDANCE WITH THE APPLICABLE STANDARDS LISTED IN THE

IBC, CHAPTER 23. WOOD STRUCTURAL PANELS EXPOSED TO THE WEATHER SHALL BE EXTERIOR

TYPE. ROOF SHEATHING MAY BE EXPOSURE 1 TYPE. 6 FIRE RETARDENT TREATED WOOD SHALL

HAVE A LISTED FLAME SPREAD INDEX OF 25 OR LESS WHEN TESTED IN ACCORDANCE WITH ASTM

E84 OR UL 723 AND SHALL BE CERTIFIED BY AN APPROVED AGENCY.

7. JOIST HANGERS SHALL BE TESTED IN ACCORDANCE WITH ASTM D7174 OR EQUIVALENT STANDARD

TEST.

8. CONNECTIONS FOR WOOD MEMBERS SHALL BE NOT LESS THAN THAT SET FORTH IN IBC TABLE

2304.10.1 (FASTENING SCHEDULE).

9. CONNECTIONS UTILIZING JOIST HANGERS OR FRAMING ANCHORS, TIES OR OTHER MECHANICAL

FASTENING SHALL BE INSTALLED INACCORDANCE WITH THE MANUFACTURER’S WRITTEN

RECOMMENDATIONS FOR THE MAXIMUM LOADS PRESCRIBED.

10. CONNECTORS (FASTENERS) AND INCLUDING NUTS AND WASHERS IN TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER OR

OTHERWISE RECOMMENDED BY THE CONNECTOR MANUFACTURER’S RECOMMENDATIONS.

11. FRAMING LUMBER SHALL BE DOUGLAS FIR, NO. 1 GRADE OR BETTER.

12. WOOD GROUNDS AND BLOCKING SHALL BE STANDARD GRADE OR BETTER.

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307 WWW.VALHALLAENGINEERING.COMDate:Revisions:

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

D :\R ev it

\2 1.

_S

T R

U C

_R

_b va nd er pl oe g.

rv t 7/

7/

:4 9:

P

M

24-S-002

STRUCTURAL ABBREVIATIONS, NOTES, &

SYMBOLS

EHRM TRAINING AND ADMIN

SPACE SUPPORT

1 JEFFERSON BARRACKS DR ST LOUIS. MO 63125

657-21-703JB

07/07/2022 MJ SJL

100% BID DOCS

VEG 21.21

STRUCTURAL GENERAL NOTES

LF LINEAR FOOT (FEET)

LLBB LONG LEG BACK-TO-BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LWC LIGHTWEIGHT CONCRETE

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

NIC NOT IN CONTRACT

NTS NOT TO SCALE

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

PC PRECAST CONCRETE

PL PLATE

PLYWD PLYWOOD

PREFAB PREFABRICATE (D)

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

REINF REINFORCE (D), (ING)

REQD REQUIRED

RO ROUGH OPENING

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SCH SCHEDULE

SF SQUARE FOOT (SQFT)

SIM SIMILAR

SLBB SHORT LEG BACK-TO-BACK

SOG SLAB ON GRADE

SPEC SPECIFICATION (S)

STD STANDARD

STL STEEL

STRUCT STRUCTURE / STRUCTURAL

SYM SYMMETRICAL

T&B TOP AND BOTTOM

TF TOP OF FOOTING

TO TOP OF

TOC TOP OF CONCRETE

TOD TOP OF DECK

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOR TOP OF ROOF

TOS TOP OF STEEL

TOW TOP OF WALL

TP TOP OF PLATE

TW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VHA VETERANS HEALTH ADMINISTRATION

VIF VERIFY IN FIELD

W WIDTH, WIDE

W/ WITH

W/O WITHOUT

WP WORK POINT

WT WEIGHT

WWR WELDED WIRE REINFORCEMENT

AB ANCHOR BOLT

AFF ABOVE FINISH FLOOR

ALUM ALUMINUM

ARCH ARCHITECT / ARCHITECTURAL

BF BOTTOM OF FOOTING

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BO BOTTOM OF

BOT BOTTOM

BRG BEARING

BW BOTTOM OF WALL

CFMF COLD FORMED METAL FRAMING

CFS COLD FORMED STEEL

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONST CONSTRUCT / CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

COR CONTRACTING OFFICER'S

REPRESENTATIVE

DEMO DEMOLISH / DEMOLITION

DIM DIMENSION

DWG DRAWING

EJ…