S02-657A4-21-800-ATTACHMENT 5- MBC Drawings Volume 2_R_06242025.pdf

GENERAL STRUCTURAL NOTES

DESIGN CRITERIA:

APPLICABLE BUILDING CODE: 2018 IBC (WITH VA AMENDMENTS)

SELECT REFERENCED STANDARDS:

ACI 301-16: CODE OF STANDARD PRACTICE FOR REINFORCED CONCRETE BUILDINGS

ACI 318-14: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 530-15: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

AISC 303-16: CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND

BRIDGES

AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-16: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES,

INCLUDING SUPPLEMENT NO. 1 AND 2, EXCLUDING CHAPTER 14 AND APPENDIX 11A

AWS D1.1-20: STRUCTURAL STEEL WELDING CODE – STEEL

AWS D1.3-18: STRUCTURAL STEEL WELDING CODE – SHEET STEEL

AWS D1.4-17: STRUCTURAL STEEL WELDING CODE –REINFORCING STEEL

AWS D1.8-21: SEISMIC SUPPLEMENT

VA SEISMIC DESIGN REQUIREMENTS, H-18-8

VA PHYSICAL SECURITY DESIGN MANUAL FOR MISSION CRITICAL FACILITIES, (PSRDM-

MC), OCTOBER 1, 2020, REVISED JUNE 1, 2023

VA STRUCTURAL DESIGN MANUAL FOR HOSPITAL…PROJECTS, FEBRUARY 1, 2014

OTHER SELECT REFERENCED STANDARDS MAY BE INDICATED ELSEWHERE IN THE

CONTRACT DOCUMENTS, AS APPLICABLE.

THE PROVISIONS OF THE REFERENCED BUILDING CODE AND ALL REFERENCED

STANDARDS THEREIN SHALL APPLY TO THIS PROJECT. WHERE THERE IS A CONFLICT

BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC

REQUIREMENT SHALL BE APPLICABLE. TYPICALLY, THE LATEST EDITION OF

CONSTRUCTION STANDARDS SHALL BE UTILIZED, AS APPROVED BY THE AUTHORITY

HAVING JURISDICTION.

STRUCTURAL SYSTEMS HAVE BEEN DESIGNED (OR SHALL BE DESIGNED FOR DELEGATED

DESIGN ITEMS) TO RESIST THE FOLLOWING DESIGN LOADS IN THEIR FINAL, IN-PLACE CONDITION:

ABBREVIATIONS:

“LINK” – CONNECTOR STRUCTURE BETWEEN MAIN HOSPITAL AND MBC, SEPARATED BY A

STRUCTURALLY-INDEPENDENT FIRE WALL;

“MBC” – MODULAR BUILDING COMPLEX (TEMPORARY CONSTRUCTION - DELEGATED

DESIGN);

DEAD LOAD:

WEIGHT OF ALL MATERIALS OF FINAL BUILDING CONSTRUCTION, INCLUDING BUILT-IN

PARTITIONS AND FIXED SERVICE EQUIPMENT.

FLOOR LIVE LOAD*,**:

LINK

CORRIDORS =100 PSF

STAIRWAYS, EXIT WAYS, LOBBIES,

ASSEMBLY AREAS AND

ELEVATOR LOBBIES =100 PSF

TYPICAL SLAB-ON-GRADE IN LINK =100 PSF

MBC:

SEE SHEET SF101 FOR LIVE LOADS FOR DESIGN IN THE MBC.

*PROVISIONS FOR MOVEABLE PARTITIONS HAVE NOT BEEN APPLIED, WHICH IS IN

ACCORDANCE WITH BUILDING CODE, EXCEPT AS INDICATED ABOVE. FIXED PARTITIONS

(E.G., METAL STUDS) ARE CONSIDERED A DEAD LOAD.

**IN ACCORDANCE WITH SECTION 106.1 OF IBC, BUILDING IS EXEMPT FROM POSTING LIVE

LOAD SIGNS, SINCE NOT COMMERCIAL NOR INDUSTRIAL BUILDING.

LIVE LOAD REDUCTIONS HAVE BEEN MADE.

SNOW LOAD:

GROUND SNOW LOAD Pg = 28 PSF (ASCE 7-22, SEE CALCULATIONS; LOAD

FACTOR = 1.0) (IBC 500-YEAR+ MRI)

FLAT ROOF SNOW LOAD* Pf = 20 PSF MINIMUM SNOW LOAD Pm = 20 PSF SNOW EXPOSURE FACTOR Ce = 1.0 (EXPOSURE B, PARTIALLY EXPOSED) SNOW SLOPED ROOF FACTOR Cs = 0.75 SNOW THERMAL FACTOR Ct = 1.0 SNOW IMPORTANCE FACTOR Is = 1.0 (ASCE 7-22)

RISK CATEGORY IV

*PARTIAL, UNBALANCED, AND DRIFT SNOW LOADING SHALL BE APPLIED IN ACCORDANCE

WITH BUILDING CODE AND ASCE 7.

SNOW LOADS ARE NOT REDUCIBLE.

WIND LOAD:

ULTIMATE WIND SPEED Vult = 119 MPH (3-SECOND GUST) ASD WIND SPEED Vasd = 92 MPH (3-SECOND GUST) DRIFT WIND SPEED (25-YEAR MRI) Vdrift = 80 MPH (3-SECOND GUST)

GUST EFFECT FACTOR G = 0.85

WIND EXPOSURE CATEGORY B

RISK CATEGORY IV

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18

SEISMIC LOAD:

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 1.3 S1 = 0.35

DESIGN SPECTRAL RESPONSE COEFFICIENTS

Sds = 0.77 Sd1 = 0.47

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SEISMIC DESIGN CATEGORY D

SEISMIC SITE CLASS D

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

LINK: STEEL ORDINARY MOMENT FRAMES WITH UNLIMITED HEIGHT DESIGNED IN

ACCORDANCE WITH AISC 360 PER TABLE 15.4-1 (NONBUILDING STRUCTURE

SIMILAR TO BUILDINGS)

MBC: AS DETERMINED BY MBC ENGINEER IN ACCORDANCE WITH CHAPTER 12 OF

ASCE 7-22

RESPONSE MODIFICATION FACTOR:

LINK: R = 1.0

MBC: AS DETERMINED BY MBC ENGINEER IN ACCORDANCE WITH ASCE 7-22

DESIGN BASE SHEAR:

LINK: V = 23 KIPS

MBC: AS DETERMINED BY MBC ENGINEER IN ACCORDANCE WITH ASCE 7-22

SEISMIC RESPONSE COEFFICIENT:

LINK: Cs = 1.16

MBC: AS DETERMINED BY MBC ENGINEER IN ACCORDANCE WITH ASCE 7-22

LONG-PERIOD TRANSITION PERIOD TL = 12 SEC

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE

100 PERCENT OF THE SEISMIC FORCES IN ONE DIRECTION PLUS 30 PERCENT OF THE

SEISMIC FORCES IN THE PERPENDICULAR DIRECTION WERE (ARE TO BE) APPLIED

SIMULTANEOUSLY PER SECTION 12.5.3.1.A OF ASCE 7.

ALL NON-STRUCTURAL COMPONENTS REQUIRED FOR CONTINUED OPERATION AND/OR

LIFE-SAFETY SHALL BE SEISMICALLY BRACED (DELEGATED DESIGN) PER CHAPTER 13 OF

ASCE 7 AND THE PROJECT REQUIREMENTS.

ROOF LIVE LOAD:

20 PSF TYPICAL

ROOF LIVE LOAD REDUCTIONS HAVE NOT BEEN MADE.

INTERIOR WALLS:

5 PSF LATERAL LOAD IN ABSENCE OF ANY WIND LOAD EFFECTS

CONSTRUCTION LOADING IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

PROVISIONS FOR FUTURE EXPANSION

1. NO PROVISIONS FOR FUTURE EXPANSION HAVE BEEN MADE IN THE STRUCTURAL SYSTEMS.

FIRE-RESISTIVE STRUCTURAL ELEMENTS DEFINITIONS

1. SEE ARCHITECTURAL AND FIRE PROTECTION DRAWINGS FOR REQUIRED FIRE RATINGS AND

ASSOCIATED UL ASSEMBLIES FOR FIRE PROTECTION OF STRUCTURAL ELEMENTS.

2. THE FOLLOWING ELEMENTS ARE DEFINED AS “PRIMARY STRUCTURAL FRAME”:

a. STEEL COLUMNS

b. STEEL POSTS, EXCLUDING THOSE SUPPORTING STAIRS ONLY

c. STEEL HANGERS, EXCLUDING THOSE SUPPORTING STAIRS ONLY

d. STEEL BEAMS AND GIRDERS DIRECTLY ATTACHING TO STEEL COLUMNS

e. STEEL BEAMS AND GIRDERS DIRECTLY ATTACHING TO STEEL POSTS, EXCLUDING THOSE

SUPPORTING STAIRS ONLY

f. STEEL BEAMS AND GIRDERS DIRECTLY SUPPORTING HANGERS, EXCLUDING THOSE

SUPPORTING STAIRS ONLY

GENERAL PROJECT NOTES

1. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE

CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION.

2. THE RESIDENT ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY EXISTING CONDITIONS

WHICH DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS.

3. THE ENGINEER WILL NOT ACCEPT SHOP DRAWINGS WITHOUT FIRST BEING REVIEWED AND

SIGNED BY THE CONTRACTOR. ALL CHANGES SHALL BE FLAGGED AND NOTED AS DEVIATING

FROM THE CONTRACT DOCUMENTS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF THE NEW AND EXISTING

BUILDINGS DURING THE EXECUTION OF THE CONTRACT.

5. ALL CONSTRUCTION SHALL BE COORDINATED WITH THE OWNER TO MINIMIZE DISRUPTION.

6. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING TO

PROTECT THE EXISTING STRUCTURE (INCLUDING AREAWAY RETAINING WALLS) AND UNFINISHED

NEW CONSTRUCTION.

7. AN ENGINEER REGISTERED IN THE STATE OF MISSOURI SHALL PERFORM THE DESIGN OF ALL

SHORING AND TEMPORARY BRACING.

8. ALL NON-STRUCTURAL COMPONENTS REQUIRED FOR CONTINUED OPERATION AND/OR LIFE-

SAFETY SHALL BE SEISMICALLY BRACED (DELEGATED DESIGN) PER CHAPTER 13 OF ASCE 7 AND

THE PROJECT REQUIREMENTS.

9. ALL NON-STRUCTURAL COMPONENTS WEIGHING 31 POUNDS OR MORE SHALL BE BRACED

(DELEGATED DESIGN) PER THE REQUIREMENTS OF THE VA-PHYSICAL SECURITY DESIGN MANUAL

FOR MISSION CRITICAL FACILITIES AND THE PROJECT REQUIREMENTS.

10. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND PROVISION OF ALL TEMPORARY

GUYS, BRACING, AND OTHER SUPPORTS AS NEEDED TO SAFELY RESIST ALL LOADS TO WHICH

THE STRUCTURE MAY BE SUBJECTED, INCLUDING LOADS FROM ERECTION EQUIPMENT AND

OPERATIONS, AND ALL WIND OR SEISMIC FORCES COMPARABLE IN INTENSITY FOR WHICH THE

STRUCTURES WERE DESIGNED. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING

ADEQUATE LATERAL SUPPORT FOR THE STRUCTURES DURING CONSTRUCTION UNTIL ALL

STRUCTURAL ELEMENTS HAVE BEEN ERECTED, ACHIEVED DESIGN STRENGTHS, AND

CONNECTED PER CONTRACT DOCUMENTS.

11. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND PROVISION OF ALL SHORING

REQUIRED FOR TEMPORARY EARTH RETENTION. DESIGN OF SUCH SHORING SHALL BE BASED

ON LATERAL EARTH PRESSURES GIVEN IN THE GEOTECHNICAL REPORT.

12. THE DIAPHRAGM PROVIDED BY THE CONCRETE-FILLED METAL FLOOR DECK IS REQUIRED TO

BRACE THE STEEL COLUMNS OF THE LINK AND IS REQUIRED TO BRACE SAID COLUMNS AND

COMPLETE THE LATERAL LOAD RESISTING SYSTEM OF THE STRUCTURE. THE DIAPHRAGM(S)

PROVIDED FOR THE MBC SHALL BE AS DETERMINED BY THE MBC STRUCTURAL ENGINEER

(DELEGATED DESIGN). THE CONTRACTOR SHALL PROVIDE LATERAL BRACING AS REQUIRED

DURING CONSTRUCTION UNTIL THESE ELEMENTS HAVE BEEN CONSTRUCTED AND THE

CONCRETE (WHERE APPLICABLE) HAS ACHIEVED A STRENGTH OF AT LEAST 75% OF ITS DESIGN

STRENGTH. THE CONTRACTOR IS RESPONSIBLE FOR DESIGN, BRACING, AND SUPPORTING THE

STRUCTURES IF ANY SUBASSEMBLIES ARE PRE-ASSEMBLED THEN ERECTED INTO PLACE.

13. CONTRACTOR SHALL ENSURE NO STRUCTURAL MEMBERS OR ELEMENTS ARE DAMAGED OR

ALTERED UNLESS ALTERATION IS SO INDICATED BY THE STRUCTURAL ENGINEER. ANY SUCH

DAMAGE OR ALTERATION THAT DOES OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE

RESIDENT ENGINEER AND SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

14. DISCREPANCIES: CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, AND

ELEVATIONS AT JOB SITE AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE RESIDENT

ENGINEER

15. THE “LINK” IS STRUCTURALLY-INDEPENDENT SEPARATED BY EXPANSION JOINTS FROM THE

EXISTING MAIN HOSPITAL BUILDING AND THE FIRE WALL. SEE DRAWINGS.

16. THE “MBC” SHALL BE STRUCTURALLY INDEPENDENT FROM THE “LINK” STRUCTURE AND THE

FIRE WALL. LOADS MAY APPLIED TO THE NEW MAT FOUNDATION AND ANY CONNECTIONS TO IT

SHALL BE COORDINATED PRIOR TO CASTING CONCRETE FOR MAT FOUNDATION.

17. UTILITIES CONNECTED TO TWO OR MORE INDEPENDENT STRUCTURES SHALL HAVE A

SEISMIC FLEXIBLE COUPLING CAPABLE OF WITHSTANDING MOVEMENT EQUAL TO THE

EXPANSION JOINT SIZE INDICATED ON THE STRUCTURAL DRAWINGS AND STILL REMAIN

OPERATIONAL.

DESIGN ITEMS DELEGATED TO THE CONTRACTOR

1. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS. DESIGNS

SHALL SATISFY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

A. MODULAR BUILDING COMPLEX (TEMPORARY CONSTRUCTION) - SEE SHEETS SF101 AND

SF102

B. COLD-FORMED STEEL STUD FRAMING AND PRE-FABRICATED COMPONENTS

C. SEISMIC BRACING OF NON-STRUCTURAL COMPONENTS

D. AT/FP BRACING OF NON-STRUCTURAL COMPONENTS

E. METAL STAIRS AND LANDINGS

F. HANDRAILS AND GUARDRAILS

G. RAISED FLOOR SYSTEM

H. ANY SUBASSEMBLIES OF STRUCTURE PRE-ASSEMBLED FOR ERECTION

ALL ITEMS LISTED AS DELEGATED DESIGN ITEMS SHALL BE PERFORMED AND STAMPED BY A

STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI. SIGNED AND SEALED

ENGINEERING CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT THE SAME TIME THAT

RELATED SHOP DRAWINGS ARE SUBMITTED FOR REVIEW.

SPECIAL INSPECTIONS:

1. PROVIDE SPECIAL INSPECTIONS AS REQUIRED IN ACCORDANCE WITH THE INTERNATIONAL

BUILDING CODE, THESE CONTRACT DOCUMENTS, AND THE STATEMENT OF SPECIAL

INSPECTIONS FOR THE FOLLOWING: SOILS AND FOUNDATIONS, REINFORCED CONCRETE,

STRUCTURAL MASONRY, STRUCTURAL STEEL, AND METAL DECK. STRUCTURAL OBSERVATIONS

BY THE STRUCTURAL ENGINEER OF RECORD (OR HIS DESIGNATED REPRESENTATIVE) ARE

ALSO REQUIRED. THE STRUCTURAL OBSERVER SHALL BE HIRED BY THE CONTRACTOR AND BE

A REGISTERED CIVIL OR STRUCTURAL ENGINEERING DESIGN PROFESSIONAL REGISTERED IN

THE STATE OF MISSOURI. THE DPIRC FOR THE MBC SHALL PREPARE A SEPARATE STATEMENT

OF SPECIAL INSPECTIONS FOR APPROVAL AND USE FOR THAT CONSTRUCTION.

2. PROVIDE THE SPECIAL INSPECTOR 48 HOURS PRIOR NOTICE FOR THE SPECIAL INSPECTIONS

AND PROVIDE THE STRUCTURAL OBSERVER 14 DAYS’ PRIOR NOTICE FOR STRUCTURAL

OBSERVATIONS.

FOUNDATIONS AND FOOTINGS:

1. FOUNDATIONS ARE DESIGNED FOR A BEARING PRESSURE OF 2,500 PSF FOR CONTINUOUS

FOOTINGS AND 3,000 PSF FOR ISOLATED SPREAD FOOTINGS. BASEMENT WALLS ARE DESIGNED

FOR AN AT-REST, EQUIVALENT FLUID PRESSURE OF 70 PCF. SITE RETAINING WALLS ARE

DESIGNED FOR AN ACTIVE, EQUIVALENT FLUID PRESSURE OF 50 PCF. A PASSIVE, EQUIVALENT FLUID PRESSURE OF 250 PCF WAS USED FOR LATERAL (SLIDING) RESISTANCE. ALL VALUES ARE

AS RECOMMENDED IN THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY SCI

ENGINEERING, INC., SOILS CONSULTANT, DATED JULY 2022, PROJECT #2011-5087.11. ALL

RECOMMENDATIONS CONTAINED IN THE REPORT SHALL BE FOLLOWED UNLESS SPECIFIED

OTHERWISE IN THE CONTRACT DOCUMENTS.

2. IF THE CONTRACTOR DISCOVERS POOR SOIL CONDITIONS UPON EXCAVATION, THE RESIDENT ENGINEER SHALL BE NOTIFIED IN WRITING. FAT CLAYS SHALL BE REMOVED TO A MINIMUM OF 2

FEET BELOW BEARING LEVEL OF THE FOOTINGS AND 3 FEET BENEATH THE BOTTOM OF THE

FLOOR SLABS. THE OVEREXCAVATION SHALL EXTEND LATERALLY AT LEAST 2 FEET BEYOND THE

OUTSIDE EDGE OF THE FOOTINGS AND SLAB-ON-GRADE FOOTPRINTS. THE OVEREXCAVATION

SHALL BE BACKFILLED WITH PROPERLY-COMPACTED, LOW-PLASTIC SOIL OR WITH LEAN

CONCRETE.

3. THE SOILS SPECIAL INSPECTOR SHALL INSPECT THE BEARING SOILS AFTER THE FOOTING

EXCAVATION IS MADE.

4. THE CONTRACTOR SHALL NOTIFY THE SOILS SPECIAL INSPECTOR AT LEAST 48 HOURS PRIOR

TO THE INSPECTION.

5. ALL FOOTINGS SHALL BE PLACED ON EITHER UNDISTURBED PREVIOUSLY COMPACTED

CONTROLLED FILL OR UNDISTURBED NATIVE SOILS AS RECOMMENDED IN THE GEOTECHNICAL

ENGINEERING REPORT. FOOTING EXCAVATIONS THAT HAVE BEEN EXCESSIVELY DISTURBED

SHALL BE OVERDEEPENED TO APPROVED UNDISTURBED SOILS AS DETERMINED BY THE ON-SITE

GEOTECHNICAL ENGINEER. OVEREXCAVATION AND REPLACEMENT WITH STRUCTURAL FILL

SHALL BE PERFORMED WHERE INADEQUATE BEARING MATERIALS ARE PRESENT IN FOOTING

EXCAVATIONS.

6. FOOTINGS SUBJECT TO FROST SHALL HAVE A MINIMUM OF 36 INCHES BETWEEN FINISHED

GRADE AND THE BOTTOM OF FOOTINGS. ELEVATIONS OF BOTTOM OF ALL FOOTINGS HAVE BEEN

ESTIMATED BASED ON AVAILABLE INFORMATION AND SHALL NOT BE CONSTRUED AS WAIVING

ANY OF THE MINIMUM REQUIREMENTS.

7. REMOVE ALL DEBRIS FROM THE EXCAVATION BEFORE THE CONCRETE IS POURED.

8. ALL OVER-EXCAVATION SHALL BE FILLED WITH CONCRETE OR ENGINEERED FILL APPROVED

BY THE SOILS SPECIAL INSPECTOR.

9. ALL FORMS AND ORGANIC DEBRIS SHALL BE REMOVED PRIOR TO BACKFILLING.

10. THE CONTRACTOR SHALL BRING THE BACKFILL UP EQUALLY ON BOTH SIDES OF THE

FOUNDATION WALLS AND BEAMS BELOW GRADE SO AS NOT TO CREATE AN UNBALANCED

LOADING.

11. FOR WALLS RETAINING SOIL ON ONE SIDE, THE CONTRACTOR SHALL NOT BACKFILL THE

WALLS UNTIL THE SUPPORTING FLOOR SLAB IS IN PLACE AND SECURED AND THE CONCRETE

FLOOR SLAB HAS ACHIEVED AT LEAST 75 PERCENT OF ITS DESIGN STRENGTH.

CONCRETE AND REINFORCING STEEL:

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, UNLESS NOTED

OTHERWISE.

2. CONCRETE CLASSES AND USAGES:

A. FOOTINGS AND STRUCTURAL STOOP SLABS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 30% OF TOTAL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

B. INTERIOR SLABS ON GRADE:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 40% OF TOTAL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

C. CONCRETE FILL OVER METAL DECK (INTERIOR SLABS):

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- SAND/GRAVEL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

D. FOUNDATION WALLS AND RETAINING WALLS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 3/4” NOMINAL, 30% OF TOTAL

AGGREGATE

- SLUMP RANGE BETWEEN 2” AND 4”

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

3. FLY ASH MAY BE USED UP TO 25%, BY WEIGHT, OF CEMENTITIOUS MATERIAL. FLY ASH SHALL

NOT BE USED IN WALLS, COLUMNS, OR SLABS WITH EXPOSED CONCRETE FINISH.

4. NON-SHRINK GROUT SHALL BE CEMENTITIOUS STRUCTURAL GROUT AND SHALL NOT CONTAIN

METALLIC MATERIAL OR CHLORIDES. MINIMUM COMPRESSIVE STRENGTHS SHALL BE AS

FOLLOWS, 3,000 PSI AT 1 DAY, 5,000 PSI AT 7 DAYS AND 6,000 PSI AT 28 DAYS.

5. SURFACE ACCEPTING EXPANDABLE BENTONITE WATERSTOP SHALL BE SMOOTH AND SHALL

HAVE EITHER A FORMED FINISH OR A FLOAT FINISH. ANY IRREGULARITIES IN THE CONCRETE

SURFACE THAT WILL INTERFERE WITH THE WATERSTOP BEING PLACED IN INTIMATE CONTACT

WITH THE CONCRETE SURFACE SHALL BE GROUND SMOOTH PRIOR TO INSTALLATION.

6. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL MECHANICAL AND ELECTRICAL

SLEEVES AND ALL UTILITY LOCATIONS PRIOR TO PLACEMENT OF CONCRETE.

7. ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60, EXCEPT REINFORCING TO BE

WELDED SHALL BE ASTM A-706, UNLESS NOTED OTHERWISE. WELDING SHALL USE E80XX

ELECTRODES IN CONFORMANCE WITH AWS D1.4.

8. WELDED STEEL WIRE FABRIC SHALL BE ASTM A-185, PLAIN TYPE AND FINISH, FLAT SHEETS.

9. ALL REINFORCING SHALL BE CONTINUOUS OR SHALL LAP AS SCHEDULED FOR TENSION LAP

SPLICES, UNLESS NOTED OTHERWISE.

10. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A-615, GRADE 60 AND ASTM A970

INCLUDING ANNEX A1 REQUIREMENTS FOR CLASS HA HEAD DIMENSIONS. OBSTRUCTIONS OR

INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR

DIAMETERS FORM THE BEARING FACE OF THE HEAD.

11. PROVIDE CORNER BARS AND LAP CORNER BARS WITH MAIN REINFORCEMENT.

12. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL BE 5” THICK AND SHALL BE REINFORCED WITH #4@16” c/c EACH WAY, EXCEPTED WHERE INDICATED TO BE 4" THICK WHICH SHALL BE REINFORCED WITH 6 x 6 - W1.4 x W1.4 WWF, UNLESS NOTED OTHERWISE.

13. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL HAVE CONTROL JOINTS ON COLUMN

LINES AND AS NECESSARY TO NOT TO EXCEED 10 FEET O.C. AND SHALL BE EQUALLY-SPACED

BETWEEN COLUMN LINES, UNLESS OTHERWISE INDICATED.

14. FLOOR FINISH TOLERANCES FOR SLABS ON GRADE SHALL BE IN ACCORDANCE WITH ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND

MATERIALS. THE F-NUMBER SYSTEM SHALL BE USED WITH A FLATNESS OF 30 AND A LEVELNESS

OF 20 MEASURED IN ACCORDANCE WITH ASTM E 1155-87, EXCEPT THE LABORATORY AREA OF

THE MBC SHALL ACHIEVE A FLATNESS OF 50 AND A LEVELNESS OF 30.

15. A VAPOR BARRIER SHALL BE USED AT ALL INTERIOR SLABS ON GRADE. THE THICKNESS

SHALL BE AT LEAST 15 MILS.

16. THE PLACEMENT OF THE SLAB ON GRADE VAPOR BARRIER IS DEPENDENT UPON THE

POTENTIAL FOR WETTING THE SUBGRADE. IF THE SLAB AND GRANULAR FILL ARE PLACED UNDER

A WATERTIGHT ROOF, THE VAPOR BARRIER SHALL BE PLACED UNDER THE GRANULAR FILL. IF

THE ROOF IS NOT IN PLACE, THE VAPOR BARRIER SHALL BE PLACED DIRECTLY UNDER THE SLAB-

ON-GRADE.

17. PROVIDE 2 ADDITIONAL #5 REINFORCING BARS AT ALL SIDES OF OPENINGS IN CONCRETE WALLS THAT ARE GREATER THAN 1'- 6" IN ANY DIRECTION. EXTEND THE BARS 2'-O" PAST EDGES

OF THE OPENING (HOOK BARS IF NECESSARY).

18. WHERE THE SPACING OF SLAB REINFORCING IS CALLED OUT AS "ON CENTER (O.C.)", PLACE

THE FIRST BAR 3" FROM THE EDGE OF THE SLAB.

19. ALL REINFORCING STEEL SHALL BE EITHER CONTINUOUS OR DOWELED THROUGH

CONSTRUCTION JOINTS. DOWELS SHALL BE THE SAME SIZE AND SPACING AS SCHEDULED

REINFORCING AND SHALL LAP AS SCHEDULED.

20. CONCRETE PROTECTION FOR REINFORCING SHALL BE AS FOLLOWS UNLESS NOTED

OTHERWISE:

MINIMUM COVER (INCHES)

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH --------------------------- 3

EXPOSED TO EARTH OR WEATHER

#5 BARS AND SMALLER --------------------------------------------------------------- 1 ½ #6 THROUGH #18 BARS ---------------------------------------------------------------- 2

NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH,

SLABS, WALLS AND JOISTS

#11 BARS AND SMALLER ------------------------------------------------ ¾

#14 AND #18 BARS ----------------------------------------------------------- 1 ½

BEAMS, GIRDERS AND COLUMNS (PRINCIPAL REINFORCEMENT,

STIRRUPS OR SPIRALS) ------------------------------------------------------------------------ 1 ½

21. THE CONTRACTOR SHALL SUBMIT CONCRETE REINFORCING STEEL SHOP DRAWINGS TO THE

RESIDENT ENGINEER.

22. PROVIDE ¾-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, EXCEPT WHERE

MASONRY WALLS ARE LAID FLUSH WITH THE WALL, COLUMN, OR BEAM FACE.

23. EXPOSED CONCRETE WALLS TO HAVE VERTICAL CONTROL JOINTS (FILLED WITH JOINT

SEALER) AT 20’-0” O.C. MAX., EXTENDING DOWN TO TOP OF FOUNDATION. DO NOT CUT OR STOP

HORIZONTAL BARS.

24. FORMWORK SHALL BE ADJUSTED BEFORE AND AFTER CONCRETE PLACING OPERATIONS

(PRIOR TO INITIAL SET) TO COMPENSATE FOR FORMWORK DEFLECTION, IN ADDITION TO ANY

CAMBER SPECIFIED ON THE DRAWINGS.

25. LAP GRADE BEAM TOP BARS AT MIDSPAN, BOTTOM BARS AT SUPPORTS, UNLESS DETAILED

OTHERWISE.

26. NON-CONTINUOUS ENDS OF TOP BARS IN BEAMS AND SLABS SHALL TERMINATE WITH A

STANDARD 90-DEGREE OR 180 DEGREE HOOK, UNLESS SPECIFICALLY NOTED OTHERWISE.

CONCRETE AND BRICK MASONRY:

1. CONCRETE MASONRY UNITS SHALL BE STANDARD WEIGHT. HOLLOW UNITS SHALL CONFORM

TO ASTM C 90 AND SOLID UNITS SHALL CONFORM TO ASTM C 55, GRADE N. MASONRY

COMPRESSIVE STRENGTH (f'm) SHALL NOT BE LESS THAN 2000 PSI. NET AREA COMPRESSIVE

STRENGTH OF MASONRY UNITS SHALL BE 2,800 PSI.

2. ALL MORTAR SHALL CONFORM TO ASTM C-270, TYPE S OR M.

3. FULL MORTAR COVERAGE SHALL BE MADE ON THE FACE SHELLS AND ON THE WEBS

SURROUNDING CELLS TO BE GROUTED.

4. GROUT SHALL CONFORM TO ASTM C-476.

5. GROUT FOR FILLING BLOCK CELLS SHALL BE COURSE AGGREGATE GROUT MEETING ASTM

C476, WITH A MINIMUM STRENGTH OF 2,000 PSI AT 28 DAYS AND A SLUMP RANGE BETWEEN 8"

AND 10".

6. GROUT OR MORTAR ADMIXTURES ARE NOT ALLOWED WITHOUT APPROVAL OF THE ENGINEER.

7. THE CONTRACTOR MAY USE EITHER LOW LIFT OR HIGH LIFT GROUTING PROCEDURES IN

ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS (NOTE: IN NO CASE SHALL THE VERTICAL

DROP OF GROUT BE GREATER THAN 5 FEET.):

LOW LIFT GROUTING

WITH GROUTING LIFTS 5 FEET OR LESS IN HEIGHT: THE WALL SHALL STAND A MINIMUM OF 24

HOURS BEFORE GROUTING. THE GROUT POUR SHALL STOP 1" BELOW THE TOP OF THE LAST

COURSE TO ACT AS A SHEAR KEY BETWEEN THIS LIFT AND THE LIFT ABOVE. THE GROUT

SHALL BE VIBRATED WHEN PLACED AND VIBRATED AGAIN A FEW MINUTES LATER TO

REMOVE AIR POCKETS.

HIGH LIFT GROUTING

WITH GROUTING LIFTS GREATER THAN 5 FEET IN HEIGHT: WHERE ACCESS FROM THE TOP IS

POSSIBLE, THE WALL MAY BE LAID FULL HEIGHT OR TO HORIZONTAL BOND BEAMS,

WHICHEVER IS LESS. CLEAN OUT HOLES SHALL BE PROVIDED IN THE BOTTOM COURSE AT

EVERY VERTICAL GROUTED CELL. VERTICAL REINFORCEMENT SHALL BE SECURED AGAINST

DISPLACEMENT WITH GALVANIZED WIRE POSITIONERS AT 8'-0" O.C. MAX.

8. ALL INTERIOR MASONRY WALLS SHALL BE REINFORCED WITH # 5 VERTICAL REINFORCEMENT AT 24 INCHES O.C. IN GROUTED CELLS, UNLESS NOTED OTHERWISE. THE MASONRY FIRE WALL

SHALL BE REINFORCED WITH # 6 VERTICAL REINFORCEMENT AT 8 INCHES O.C. IN GROUTED

CELLS AND ACHIEVE A 3-HOUR RATING. USE (1) # 6 FULL HEIGHT IN EACH OF TWO CELLS

ADJACENT TO OPENINGS AND CORNERS AND ENDS OF WALLS. ALL MASONRY WALLS SHALL

HAVE GALVANIZED HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICAL SPACING.

REINFORCEMENT SHALL BE TRUSS TYPE WITH 3/16" SIDE RODS AND 3/16" CROSS RODS.

REINFORCEMENT SHALL BE LAPPED AT ALL SPLICE LOCATIONS PER MANUFACTURER

RECOMMENDATIONS. PROVIDE PREFABRICATED CORNER SECTIONS AND 'T' SECTIONS AT

INTERSECTING WALLS UNLESS NOTED OTHERWISE. PROVIDE BOND BEAMS AT 4’-0” MAXIMUM

HEIGHT AND AT TOP OF WALL, REINFORCED WITH (2)-#5 x CONTINUOUS.

9. ALL MASONRY VENEER THAT HAS STRUCTURAL MASONRY BACKUP SHALL HAVE 3 WIRE

LADDER TYPE HORIZONTAL JOINT REINFORCING AT 16" OC.

10. ALL MASONRY VENEER THAT HAS WOOD OR METAL STUD BACKUP SHALL BE ANCHORED

WITH 2 PIECE ADJUSTABLE WIRE TIES. THE TIES SHALL BE SPACED 16" HORIZONTALLY AND 16"

VERTICALLY.

11. ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60, EXCEPT REINFORCING TO BE

WELDED SHALL BE ASTM A-706, UNLESS NOTED OTHERWISE.

12. VERTICAL REINFORCING SHALL BE LAPPED 72 BAR DIAMETERS AT ALL SPLICES. BARS SHALL

EXTEND VERTICALLY THROUGH BOND BEAMS.

13. ALL VERTICAL REINFORCING SHALL HAVE FOUNDATION DOWELS WITH STANDARD 90-

DEGREE OR 180-DEGREE HOOKS AT BOTTOM MATCHING THE SIZE AND SPACING OF THE

VERTICAL REINFORCING UNLESS NOTED OTHERWISE.

14. ALL MASONRY SHALL HAVE OVERLAPPING MASONRY BONDING AT CORNERS AND WALL

INTERSECTIONS. BOND BEAMS SHALL HAVE CORNER BARS TO MATCH BOND BEAM

REINFORCING.

15. VERTICAL CONTROL JOINTS FOR CONCRETE MASONRY UNITS SHALL NOT EXCEED 30 FEET

O.C AND SHALL NOT EXCEED 6'-0" FROM CORNERS. HORIZONTAL JOINT REINFORCING SHALL BE

DISCONTINUOUS AT CONTROL JOINTS.

16. VERTICAL CONTROL JOINTS FOR BRICK MASONRY UNITS SHALL NOT EXCEED 25 FEET O.C.

AND SHALL NOT EXCEED 10'-0" FROM CORNERS.

17. THE CONTRACTOR SHALL SUBMIT STRUCTURAL MASONRY REINFORCING STEEL SHOP

DRAWINGS TO THE RESIDENT ENGINEER.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH

THE AISC 360 AND AISC 303, LATEST EDITIONS.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE. CHANNELS, ANGLES AND PLATE MATERIAL SHALL BE ASTM A36, EXCEPT WHERE INDICATED TO BE Fy = 50 KSI, SHALL BE ASTM A572, GRADE 50.

3. ALL STRUCTURAL PIPES SHALL BE ASTM A53, GRADE B, FY = 35 KSI.

4. ALL ROUND HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE C, Fy=46 KSI.

5. ALL RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE C,

FY = 50 KSI.

6. ALL STRUCTURAL STEEL BOLTS SHALL BE 3/4" DIAMETER ASTM A325N FOR STANDARD

CONNECTIONS AND SHALL BE ASTM A325SC IN BRACED FRAME OR MOMENT FRAME

CONNECTIONS UNLESS NOTED OTHERWISE. ANCHOR RODS SHALL BE 3/4" DIAMETER ASTM

F1554 WITH A HEAD OR NUT AT THE EMBEDDED END AND A ½” MIN. PROJECTION ABOVE THE TOP

NUT, UNLESS NOTED OTHERWISE.

7. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES BY CERTIFIED WELDERS IN

ACCORDANCE WITH AWS D 1.1 AND D1.8, LATEST EDITIONS.

8. STEEL SHALL BE THOROUGHLY CLEANED OF MILL SCALE PRIOR TO APPLICATION OF THE

PRIMER IN ACCORDANCE WITH SSPC SP-2 OR SP-3 FOR CONCEALED STEEL AND SSPC SP-6 FOR

STEEL EXPOSED TO VIEW.

9. SHOP PAINT CONCEALED STRUCTURAL STEEL WITH ONE COAT, 2 MILS OF FABRICATOR'S

STANDARD PRIMER, AND SHOP PAINT STRUCTURAL STEEL EXPOSED TO VIEW WITH TNEMEC 9097 ZINC RICH PRIMER, SERIES 66 EPOXY, AND SERIES 73 SEMI-GLOSS TOP COAT, 2.5 MILS PER

APPLICATION, COLOR BY OWNER. DO NOT PAINT THE CONTACT SURFACES OF SLIP-CRITICAL

BOLTED CONNECTIONS, OF FIELD WELDED CONNECTIONS OR OF STEEL IN CONTACT WITH

CONCRETE.

10.STANDARD AISC CONNECTIONS SHALL BE USED UNLESS SHOWN OTHERWISE. NO

CONNECTION SHALL HAVE LESS THAN TWO BOLTS OR AN EQUIVALENT WELD.

11.BRACING MEMBERS SHALL BE FRAMED TO THE CENTERLINE OF THE BEAMS AND COLUMNS AT

THE CONNECTION UNLESS NOTED OTHERWISE.

12.MEMBERS COMPOSED OF TWO BACK TO BACK ANGLES OR CHANNELS SHALL HAVE STITCH

BOLTS OR WELDS AT 5'-0" O.C. MAXIMUM UNLESS NOTED OTHERWISE.

13.FACES OF STRUCTURAL STEEL MEMBERS THAT ARE IN CONTACT WITH METAL WALL PANELS

SHALL BE FREE OF PROJECTING NUT AND BOLT HEADS.

14.GALVANIZED STEEL SHALL BE SURFACE PREPARED BY CAUSTIC CLEANING, ACID PICKLING, AND FLUXING, AND SHALL BE HOT DIP GALVANIZED ACCORDING TO ASTM A123, "STANDARD

SPECIFICATION FOR ZINC (HOT DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS".

15.STEEL PLATE THAT IS TO BE BENT AND HOT DIP GALVANIZED SHALL BE DONE SO IN

ACCORDANCE WITH THE PROCEDURES OF ASTM A143-74 "STANDARD PRACTICE FOR

SAFEGAURDING AGAINST EMBRITTLEMENT OF HOT DIP GALVANIZED STRUCTURAL STEEL

PRODUCTS AND PROCEDURE FOR DETECTING EMBRITTLEMENT".

16.WHEN BENDING PLATE, THE FABRICATOR SHALL CONFORM TO AISC MANUAL OF STEEL

CONSTRUCTION REQUIREMENTS FOR THE MINIMUM RADIUS OF COLD BENDING FOR PLATE.

17.BASE PLATE HOLE AND WASHER SIZES FOR ANCHOR RODS SHALL BE PER AISC

RECOMMENDATIONS.

18.BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING CONTACT

WITH BASE PLATE (AND CAP PLATE AS REQUIRED FOR LOAD TRANSFER. BASE PLATES (AND CAP

PLATES) SHALL BE FINISHED IN ACCORDANCE WITH SECTION M2.8 OF AISC 360.

19.THE FREE END OF ALL CANTILEVERS SHALL USE FULL-DEPTH STIFFENERS EACH SIDE.

20.THE DESIGN WAS (OR SHALL BE) PERFORMED IN ACCORDANCE WITH AISC 360 USING THE

ALLOWABLE STRESS OR LOAD AND RESISTANCE FACTOR DESIGN METHOD.

21.THE CONSTRUCTION TYPE IS FULLY-RESTRAINED.

22.THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO THE RESIDENT

ENGINEER.

STEEL STAIRS AND GRATING:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH

THE AISC 360 AND AISC 301, LATEST EDITIONS. DESIGN SHALL BE PERFORMED BY A STRUCTURAL

ENGINEER, LICENSED IN THE STATE OF MISSOURI.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE. CHANNELS, ANGLES AND PLATE MATERIAL SHALL BE ASTM A36.

3. STAIR TREADS SHALL BE 1" BAR GRATING WITH CHECKER PLATE NOSING.

4. PROVIDE SAFETY NOSING AT THE TOP OF ALL STAIRS AND AT OTHER EXPOSED EDGES OF THE

FLOOR.

5. ALL LADDERS AND STAIRS SHALL BE SUPPORTED BY HANGERS AND POSTS ONLY WHERE

INDICATED AND OTHERWISE BOLTED TO FRAMING MEMBERS, OR ANCHORED TO CONCRETE

WITH 5/8" DIAMETER SCREW ANCHORS EMBEDDED 4" INTO THE CONCRETE.

6. ALL METAL GRATING AND GRATING TREADS SHALL COMPLY WITH THE SPECIFICATIONS OF

THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS.

7. WELDED STEEL GRATING SHALL HAVE 1" X 3/16" BEARING BARS AT 1 3/16" O.C., AND CROSS

BARS AT 4" O.C. UNLESS NOTED OTHERWISE.

8. ALL GRATING BEARING AND CROSS BARS SHALL BE IN LINE.

9. BAND ALL EXPOSED EDGES OF GRATING, EXCEPT AT SUPPORTS WHERE GRATING ABUTS

CONCRETE, STEEL OR ADJACENT GRATING PANEL. BAND EDGES AT ALL BLOCKOUTS. ALL

REMOVABLE GRATING PANELS SHALL BE BANDED.

10. CHECKERED FLOOR PLATE SHALL BE REGULAR QUALITY CARBON STEEL SAFETY PLATE AND

SHALL BE FASTENED TO SUPPORTING MEMBERS WITH 3/16" FILLET WELDS 2" LONG, 8" O.C.

UNLESS NOTED OTHERWISE.

11. THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL STAIR AND GRATING SHOP

DRAWINGS TO THE RESIDENT ENGINEER.

STEEL DECK:

1. STEEL DECK SHALL CONFORM TO THE STEEL DECK SPECIFICATIONS AND LOAD TABLES OF

THE STEEL DECK INSTITUTE (SDI).

2. STEEL DECK AT THE ROOF OF THE LINK SHALL BE 2” DEEP, 20 GAGE, COMPOSITE DECK AND

SHALL HAVE A MINIMUM YIELD STRESS OF 33,000 PSI.

3. STEEL DECK AT THE CEILING OVER THE COLD FORMED METAL FRAMING SHALL BE 9/16”

DEEP, 24 GAGE NON COMPOSITE DECK. FASTEN 9/16” DECK WITH #12 SCREWS AT 35/5 OR 34/4

PATTERN. NO SIDELAP CONNECTIONS ARE REQUIRED.

4. COMPOSITE AND NON-COMPOSITE STEEL DECK SHALL HAVE A MINIMUM YIELD STRENGTH

OF 50,000 PSI. DO NOT INSTALL CONTRACTION JOINTS IN CONCRETE-FILLED METAL DECK.

5. METAL DECKING SHALL BE CONTINUOUS OVER THREE OR MORE SPANS.

6. FASTEN DECK AT THE LINK WITH 5/8" PUDDLE WELDS AT 36/4 PATTERN AND WELDED

WASHERS AS RECOMMENDED BY MANUFACTURER.

7. METAL DECK AT THE LINK SHALL HAVE A MINIMUM OF #10 TEK SCREWS AT 12" O.C. FOR

SIDELAP FASTENERS. SIDELAPS OF COMPOSITE FLOOR DECK WITH SPANS OVER 5 FEET

SHALL HAVE A MINIMUM OF #10 TEK SCREWS AT 36” O.C.

8. METAL DECK SHALL BE GALVANIZED, UNLESS NOTED OTHERWISE. WHERE WELDING HAS

DAMAGED THE DECK COATING, THE COATINGS SHALL BE REPAIRED IN THE FIELD.

9.SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, OR OTHER UTILITIES SHALL NOT BE

SUPPORTED BY THE STEEL ROOF DECK.

10. THE CONTRACTOR SHALL COORDINATE WITH THE OTHER DISCIPLINES’ DRAWINGS AND

THE LOCATION OF ALL OPENINGS CUT THROUGH METAL DECK.

11. ALL HOLES IN THE METAL DECK GREATER THAN 6" BUT LESS THAN 13" WIDE SHALL BE

COVERED WITH A 14-GAGE STEEL PLATE EXTENDING 2 FLUTES BEYOND THE OPENING ON ALL

SIDES AND FASTENED WITH #10 TEK SCREWS AT 6” O.C AROUND PERIMETER. OPENINGS

FROM 13” TO 36” SHALL BE FRAMED ON FOUR SIDES WITH L6x4x3/8 (LLV) ANGLES EXTENDING

TO THE ADJACENT SUPPORTING MEMBERS ON EACH SIDE BEYOND THE OPENING.

12. PROVIDE ADDITIONAL ANGLES AND OTHER MISCELLANEOUS STEEL TO SUPPORT DECKING

AT AREAS WHERE DECK IS CUT FROM COLUMNS OR OTHER PENETRATIONS TO PREVENT

WEAKENED AREAS IN DECK.

13. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE

PLATES, AND ANY OTHER ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR ROOF

INSTALLATION.

14. THE CONTRACTOR SHALL SUBMIT STEEL DECK SHOP DRAWINGS TO THE RESIDENT

ENGINEER

COLD-FORMED METAL FRAMING:

1. ALL STUDS, JOISTS, AND CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS

SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MISSOURI

FOR THE SPACING AND LOADS INDICATED. WORK SHALL MEET THE REQUIREMENTS OF THE

AMERICAN IRON AND STEEL INSTITUTE (AISI), 'DESIGN OF COLD FORMED STEEL STRUCTURAL

MEMBERS', LATEST STANDARDS.

2. ALL COLD-FORMED STEEL MEMBERS SHALL BE FORMED FROM STEEL CONFORMING TO

ASTM A446 AND HAVING A GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM

A653.

3. WALL STUDS AT WALLS NOTED TO BE X-BRACED (“W.B.”) AND LOAD BEARING WALLS

(NOTED “LBW”) SHALL BE 'C' SHAPED, AT 16" O.C. WITH 1 5/8" FLANGES AND ½" MINIMUM LIPS, 18 GAGE THICK, AND FY = 33 KSI, UNLESS NOTED OTHERWISE. SEE ARCHITECTURAL FOR STUD

DEPTH, EITHER 3 5/8” OR 6”.

4. WALL STUD TRACKS SHALL BE 18 GAGE THICKNESS WITH FY = 33KSI AND THE TRACKS

SHALL MATCH THE WIDTH OF STUD WALL SPECIFIED.

5. WALL STUD BLOCKING SHALL BE 18 GAGE THICK WITH FY = 33KSI AND THE BLOCKING SHALL

MATCH THE WIDTH AND TYPE OF STUD WALL SPECIFIED.

6. CEILING JOISTS AND FRAMING SHALL BE 'C' SHAPED, AT 16” O.C., WITH 1 5/8" FLANGES AND ½" MINIMUM LIPS, AND FY = 33 KSI. SEE FRAMING PLANS FOR JOIST DEPTH AND THICKNESS.

7. CEILING JOIST CLOSURE TRACKS SHALL MATCH THE DEPTH AND THICKNESS OF THE

JOISTS. CLOSURE TRACKS SHALL BE USED AT THE ENDS OF ALL JOISTS.

8. CEILING JOIST BLOCKING SHALL MATCH THE DEPTH AND GAGE OF JOIST SPECIFIED.

9. PROVIDE ALL ACCESSORIES, INCLUDING TRACKS, BLOCKING, LINTELS, CLIP ANGLES, STRAP

BRACING, SHOES, AND FASTENERS TO PROVIDE A COMPLETE METAL FRAMING SYSTEM. ALL

METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM

A525 FOR A MINIMUM G90 COATING (G60 MAY BE USED FOR INTERIOR FRAMING NOT ON

EXTERIOR WALLS OF THE BUILDING).

10. CONNECTIONS FOR COLD-FORMED STEEL MEMBERS SHALL BE STANDARD DETAILS AS

RECOMMENDED BY THE COLD-FORMED STEEL MANUFACTURER UNLESS NOTED OTHERWISE.

11. FASTENING OF COLD-FORMED STEEL MEMBERS SHALL BE WITH SELF-TAPPING SCREWS

OR WELDING. SELF-TAPPING SCREWS SHALL BE NO. 8 UNLESS NOTED OTHERWISE. SELF-

TAPPING SCREWS SHALL HAVE A MINIMUM SPACING OF ¾" AND A MINIMUM EDGE DISTANCE

OF ¾" UNLESS NOTED OTHERWISE. APPROVED SELF-TAPPING SCREWS SHALL BE SHALL BE

MANUFACTURED BY BUILDEX, COMPASS, OR GRABBER. WIRE TYING OF COMPONENTS IS NOT

PERMITTED.

12. FASTENING OF COLD-FORMED STEEL FRAMING TO STRUCTURAL STEEL SHALL BE WITH

MINIMUM #12 TEK SCREWS OR WITH MINIMUM 0.177 INCH SHANK DIAMETER POWDER DRIVEN

FASTENERS UNLESS NOTED OTHERWISE.

13. FASTENING OF COLD-FORMED STEEL RUNNING TRACK TO CONCRETE FOUNDATION/SLAB

SHALL BE WITH TWO ( 2 ) -1/4" x 1 ¼" SCREW ANCHORS AT 32" O.C. FASTENING OF COLD-

FORMED STEEL FRAMING TO OTHER CONCRETE OR GROUTED SOLID MASONRY SHALL BE

WITH MINIMUM 3/16" x 1 ¼" SCREW ANCHOR UNLESS NOTED OTHERWISE. APPROVED

CONCRETE / MASONRY SCREW ANCHORS SHALL BE:

a. TAPCON ANCHOR, BY ITW RAMSET / REDHEAD,

b. TAPCON ANCHOR, BY FASTENAL COMPANY,

c. KWIK-CON II+ FASTENING SYSTEM, BY HILTI,

d. OR AN APPROVED EQUAL.

14. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS, OR, WHERE REQUIRED, FOR AN ANGULAR FT TO ABUTTING

MEMBERS. MEMBERS SHALL BE HELD IN PLACE UNTIL PROPERLY FASTENED.

15. COLD-FORMED STEEL STUDS SHALL BE PLACED DIRECTLY BELOW CEILING JOISTS AND

SHALL HAVE FULL BEARING AGAINST TOP AND BOTTOM TRACK WEB. STUDS SHALL BE

SECURELY ATTACHED TO THE FLANGE OR WEB OF BOTH TOP TRACK AND BOTTOM TRACK

UNLESS NOTED OTHERWISE.

16. SPLICES ARE NOT ALLOWED IN STUD MEMBERS.

17. TRACK MEMBER SPLICES SHALL BE FASTENED WITH BUTT-WELDS OR SHALL BE

FASTENED WITH A PIECE OF STUD INSERTED AND CENTERED IN THE TRACK SPLICE WITH

THREE (3) SCREWS IN EACH TRACK FLANGE FOR TWELVE (12) SCREWS TOTAL. THE

CONTRACTOR SHALL PROVIDE TWO STUDS UNDER ALL TRACK SPLICES.

18. THE CONTRACTOR SHALL USE A MINIMUM OF TWO STUDS SUPPORTING HEADERS AND A

MINIMUM OF THREE STUDS AT CORNERS UNLESS NOTED OTHERWISE.

19.

20. INSTALL WALL STUD BRIDGING AFTER STUDS ARE ERECTED AND BEFORE CONSTRUCTION

LOADS ARE APPLIED. BRIDGING SHALL BE ATTACHED IN A MANNER TO PREVENT STUD

ROTATION. UNLESS NOTED OTHERWISE, BRIDGING SHALL BE SPACED AT 4'-0" ON CENTER

MAXIMUM. FOLLOW RECOMMENDATIONS BY COLD-FORMED STUD MANUFACTURER FOR

BRIDGING.

21. INSTALL CEILING JOIST BRIDGING AFTER JOISTS ARE ERECTED AND BEFORE

CONSTRUCTION LOADS ARE APPLIED. BRIDGING SHALL BE ATTACHED IN A MANNER TO

PREVENT JOIST ROTATION. UNLESS NOTED OTHERWISE, BRIDGING SHALL BE INSTALLED AT

MIDSPAN FOR SPANS 16 FEET OR LESS AND INSTALLED AT 8'-0" O.C. FOR SPANS GREATER

THAN 16 FEET. FOLLOW RECOMMENDATIONS BY COLD-FORMED JOIST MANUFACTURER FOR

BRIDGING.

22.THE CONTRACTOR SHALL SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS TO THE

RESIDENT ENGINEER.

POST-INSTALLED ANCHORAGE:

1. ALL POST-INSTALLED (MECHANICAL AND/OR ADHESIVE) ANCHORS SHALL BE THE TYPE, SIZE

AND EMBEDMENT AS SHOWN ON THE DRAWINGS. WHEN EMBEDMENT IS NOT SHOWN ON THE

DRAWINGS, THE EMBEDMENT SHALL BE THE STANDARD (NOT MINIMUM) EMBEDMENT AS

RECOMMENDED BY THE MANUFACTURER.

2. THE PLACEMENT OF EXPANSION BOLTS IN MASONRY HEAD JOINTS OR 'T' JOINTS SHALL BE

AVOIDED IF POSSIBLE. EXPANSION BOLTS SHALL HAVE A MINIMUM OF 8" OF GROUT AROUND

ALL SIDES OF THE BOLTS.

3. APPROVED EXPANSION ANCHORS SHALL BE:

a. KWIK BOLT 3 EXPANSION ANCHOR BY HILTI,

b. TRUBOLT WEDGE ANCHOR BY ITW RAMSET / REDHEAD,

c. OR AN APPROVED EQUAL.

4. APPROVED ADHESIVE ANCHORS SHALL BE:

a. HY-200 INJECTION ADHESIVE ANCHOR INTO SOLID CONCRETE OR SOLID MASONRY

BLOCK, BY HILTI,

b. HY-70 INJECTION ADHESIVE ANCHOR WITH SCREEN TUBE INTO HOLLOW MASONRY

BLOCK OR SOLID BRICK WITH VOIDS, BY HILTI,

c. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY INTO SOLID

CONCRETE OR SOLID MASONRY, BY ITW RAMSET / REDHEAD,

d. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY WITH SCREEN TUBES

INTO HOLLOW MASONRY BLOCK OR SOLID BRICK WITH VOIDS, BY ITW RAMSET /

REDHEAD,

e. OR AN APPROVED EQUAL.

DEMOLITION:

1. PRIOR TO REMOVAL OF THE EXISTING SUPPORTING STRUCTURE, ADEQUATELY SHORE THE

EXISTING PORTIONS SO THAT NO MOVEMENT OCCURS. MAINTAIN THE EXISTING LINES AND

ELEVATIONS AFTER PERMANENT SUPPORTS ARE IN PLACE.

2. SHORING FOR THE EXISTING STRUCTURE MUST BE POSITIONED TO ALLOW THE FACILITY

TO OPERATE AND REMAIN OPEN DURING ITS NORMAL HOURS.

3. ANY DEMOLITION OR CONSTRUCTION WHICH RESULTS IN SIGNIFICANT DUST OR NOISE

MUST BE SEPARATED FROM THE REMAINING BUILDING BY AN ADEQUATE DUST FRAMED

PARTITION AND A POLYETHYLENE LINER.

4. PROVIDE TEMPORARY HOOK-UPS TO ALL DISRUPTED UTILITIES DURING DEMOLITION AND

UNTIL THE NEW PERMANENT HOOK-UPS ARE COMPLETED.

BAR

SIZE

OTHER

TOP

BAR

OTHER

TOP

BAR

DEVEL.

LENGTH

SPLICE

#3 1'-5" 1'-10" 1'-10" 2'-4" 0'-9" 1'-0"

#4 1'-10" 2'-5" 2'-5" 3'-1" 0'-11" 1'-3"

#5 2'-4" 3'-0" 3'-0" 3'-11" 1'-2" 1'-7"

#6 2'-9" 3'-7" 3'-7" 4'-8" 1'-5" 1'-11"

#7 4'-0" 5'-3" 5'-3" 6'-9" 1'-8" 2'-3"

#8 4'-7" 6'-0" 6'-0" 7'-9" 1'-10" 2'-6"

#9 5'-2" 6'-9" 6'-9" 8'-9" 2'-1" 2'-10"

#10 5'-10" 7'-7" 7'-7" 9'-10" 2'-4" 3'-3"

#11 6'-6" 8'-5" 8'-5" 10'-11" 2'-7" 3'-7"

DEVELOPMENT

LENGTH CLASS 'B' SPLICE

TENSION COMPRESSION

fy=60000 PSI f'c=3500 PSI

NOTES:

1. IF CONCRETE CLEAR COVER IS LESS THAN 1.0 x db OR CENTER-TO-CENTER SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5 (db = BAR DIAMETER)

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 1'-0" OF

CONCRETE CAST BELOW THE BARS.

3. FOR LIGHTWEIGHT CONCRETE, MULTIPLY LENGTH BY 1.33.

4. FOR GRADE 75 BARS (IF APPLICABLE), MULTIPLY LENGTH BY 1.25.

5. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED

(GALVANIZED) BARS. FOR EPOXY COATED BARS MULITPLY

LENGTH BY 1.5.

BAR

SIZE

OTHER

TOP

BAR

OTHER

TOP

BAR

DEVEL.

LENGTH

SPLICE

#3 1'-2" 1'-6" 1'-6" 1'-11" 0'-8" 1'-0"

#4 1'-6" 2'-0" 2'-0" 2'-6" 0'-9" 1'-3"

#5 1'-11" 2'-5" 2'-5" 3'-2" 1'-0" 1'-7"

#6 2'-3" 2'-9" 2'-9" 3'-10" 1'-2" 1'-11"

#7 3'-3" 4'-3" 4'-3" 5'-6" 1'-4" 2'-3"

#8 3'-9" 4'-11" 4'-11" 6'-4" 1'-6" 2'-6"

#9 4'-3" 5'-6" 5'-6" 7'-2" 1'-9" 2'-10"

#10 4'-9" 6'-2" 6'-2" 8'-0" 1'-11" 3'-3"

#11 5'-4" 6'-10" 6'-10" 8'-11" 2'-2" 3'-7"

DEVELOPMENT

LENGTH

CLASS 'B' SPLICE

TENSION COMPRESSION

fy=60000 PSI f'c=4500 PSI

NOTES:

1. IF CONCRETE CLEAR COVER IS LESS THAN 1.0 x db OR CENTER-TO-CENTER SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5 (db = BAR DIAMETER)

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 1'-0" OF

CONCRETE CAST BELOW THE BARS.

3. FOR LIGHTWEIGHT CONCRETE, MULTIPLY LENGTH BY 1.33.

4. FOR GRADE 75 BARS (IF APPLICABLE), MULTIPLY LENGTH BY 1.25.

5. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED

(GALVANIZED) BARS. FOR EPOXY COATED BARS MULITPLY

LENGTH BY 1.5.

TABLE 033000- 1d - BAR LAP &

DEVELOPMENT LENGTHS

TABLE 033000- 1b - BAR LAP &

DEVELOPMENT LENGTHS

Project Number

Building Number

Drawing Number

Project Title

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

FULLY SPRINKLERED

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 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 1

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap 1070 Howard Street Omaha, Nebraska 68102 Phone: (402) 455-7698

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

IMEG Corp.

15 Sunnen Drive, Suite 104 St. Louis, MO 63143 Phone: (314) 645-1132

DRS / BAS MGJ

A u to d e s k D o c s /2

-1

A

-2

-3

V A

P o p la r B lu ff

R e m o v e a n d R e p la c e

L a b A

H U a n d A

H U

/6

A

-2

-3

.B M

B .S tr u c t_

R

V

A P

B

M O

-M e ta lB ld g .r v t

/1

/2

:5

:5

P

M

SG001

STRUCTURAL GENERAL NOTES REMOVE AND REPLACE END OF

LIFE HEATING, VENTILATION, AND

AIR CONDITIONING

657A4-21-800

8/30/24

MODULAR BLDG.

Mark Revisions: Date:

L-A

L-B

L-C

L-1 L-2 L-3

DEMO CONNECTOR LINK

SUPERSTRUCTURE

AND MAT FOOTING, U.N.O.

SAWCUT FOUNDATION

WALLS AND MAT FTG.

FROM STOOP

SD101

E9DEMO

STEEL

COL'S

(E) CANOPY COL. &

FTG. TO REMAIN

DEMO PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES, SEE SHEET SG001.

2. HATCHING INDICATES STRUCTRUE TO BE DEMOLISHED.

DEMO MODULAR BLDG & ALL FOUNDATIONS, U.N.O.

L-A

L-B

L-3

DEMO STEEL LINK STRUCTURE

DOWN TO TOP OF SLAB - SAWCUT

OFF ANCHOR BOLTS AND COAT

TOPS W/ EPOXY PAINT

(E) HOSPITAL

ENTRANCE

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

FULLY SPRINKLERED

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 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 1

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap 1070 Howard Street Omaha, Nebraska 68102 Phone: (402) 455-7698

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

IMEG Corp.

15 Sunnen Drive, Suite 104 St. Louis, MO 63143 Phone: (314) 645-1132

DRS / BAS MGJ

A u to d e s k D o c s /2

-1

A

-2

-3

V A

P o p la r B lu ff

R e m o v e a n d R e p la c e

L a b A

H U a n d A

H U

/6

A

-2

-3

.B M

B .S tr u c t_

R

V

A P

B

M O

-M e ta lB ld g .r v t

/1

/2

:5

:4

P

M

SD101

PHASE 4 - DEMO PLAN REMOVE AND REPLACE END OF

LIFE HEATING, VENTILATION, AND

AIR CONDITIONING

657A4-21-800

8/30/24

MODULAR BLDG.

3/16" = 1'-0"F2

PHASE 4 - DEMO PLAN

1/4" = 1'-0"E9

PARTIAL DEMO PLAN

(E) CANOPY COLUMN & FTG.

- SIZE OF (E) FTG. IS NOT KNOWN

CONTRACTOR FIELD VERIFY SIZE

AND DEPTH OF FTG. AND NOTIFY

ENGINEER

4' - 0" 2' - 11 1/2"

2' - 3"

L-A

L-B

L-C

L-1 L-2 L-3

/4

(F .V

/2

6' - 9 1 /4"

(F.V.)

6' - 10"

6"

HSS 5x5x1/2 POST

(B.O.S. EL. = 431'-10")

TYP. 12 PLACES

6"

/4

/2

6"

2'-8" TH. CONC. MAT FTG.

W/ #8 @ 12" O.C., EA. WAY,

TOP & BOT. (B.O.F. EL. = 429'-0")

12" CMU, 2-HR FIRE RATED WALL (B.O.W.

EL. = 431'-8") WALL SHALL TERMINATE AT INT.

SURFACE OF MTL. SIDING & BOT. OF ROOF

DECK OR SHTG. - SEE ARCH.

10" TH. CONC. WALL - TYP

OVER MAT FTG. (T.O.W. EL. = 433'-0")

10" TH. CONC. WALL,

OVER MAT FTG.

(T.O. SLAB

EL. = 433'-0")

1' - 11 1/2"

7' - 10 3/4"

(F.V.)

5' - 9 3/4"

PROVIDE MATCHING HORIZ. DOWELS

IN FOOTING, FNDN. WALL & STOOP SLAB

- DRILL & EPOXY W/ HILTI HY200

(EMBED 6") - TYP.

C6

SF501

B.O.F.

429' - 0"

TYP.

BP-2 BP-2

BP-1

BP-1

BP-1

BP-1

BP-1

BP-1

CONST. JT. W/ BLDG.

PAPER OR 30 LB

FELT IN VERT. PLANE

EXISTING SLAB AND

FNDN UNKNOWN -

CONTRACTOR TO

DETERMINE IN

FIELD AS REQ'D

432' - 0"

T.O.W.

@ DOOR

MODULAR BUILDING COMPLEX (MBC)

(TEMPORARY CONSTRUCTION)

(NORTH OF FIRE WALL)

(DELEGATED DESIGN)

TO FACE OF TEMPORARY

CONSTRUCTION (NO HEAVY

EQUIPMENT WITHIN 7 FEET

OF EXISTING RETAINING WALL)

(E) RETAINING WALL

(RETAINED SIDE) (LOW SIDE)

(A B

O V

E M

A T

E

X P

J T

(E) ENCLOSED

VESTIBULE

(E) ENCLOSED

COLUMN

(E) HOSPITAL BUILDING

15' - 11 1/2" 4' - 7"

4' - 1"

10'-0" MIN.

C1

SF501

B8

SF501

C3

SF501

DEDUCT ALTERNATE -

SEE AG002 &

BUILDING 1

DRAWINGS

FOUNDATION PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES, SEE SHEET SG001.

2. INDICATES: 5" SLAB-ON-GRADE, ELEV. = 433'-0" (MATCH EXIST.)

3. INDICATES: STOOP SLAB - 8" MIN. CONC. OVER 6" VOID FORM

4. "F.V." INDICATES FIELD VERIFY DIMENSION PRIOR TO FABRICATION AND ERECTION. ALL

DIMENSIONS OF EXISTING STRUCTURES ARE BASED ONLY ON AVAILABLE DRAWINGS.

6. "CF-1" INDICATES 24x16 CONTINUOUS FTG., SEE

7. "F-X" INDICATES SPREAD FTG'S, SEE

TEMPORARY CONSTRUCTION STRUCTURAL DESIGN CRITERIA

GENERAL NOTES:

1. CONFIGURATION OF TEMPORARY SPACE TO BE DETERMINED BY THE CONTRACTOR.

ILLUSTRATION SHOWN ONLY TO DISTINGUISH BETWEEN CONSTRUCTION WITH DIFFERENT

STRUCTURAL REQUIREMENTS, NOT TO CONVEY ANY INTENDED SIZES OR LOCATIONS (DIAGRAM

NOT TO SCALE).

INDICATES "EXTENDED SPACE"

INDICATES "CONNECTORS / CORRIDORS / RAMPS"

INDICATES "STAIRS AND PLATFORMS"

INDICATES "SPECIALTY SPACE"

2. ALL TEMPORARY CONSTRUCTION IS DELEGATED DESIGN TO THE CONTRACTOR AND ALL

ASSOCIATED STRUCTURES (INCLUDING ANY TEMPORARY TRAILERS, MODULES, ETC.) SHALL BE

DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI.

3. THE STRUCTURES FOR ALL TEMPORARY SPACES SHALL BE DESIGNED FOR THE LOADS AND

CRITERIA OF THE DEPARTMENT OF VETERANS AFFAIRS "STRUCTURAL DESIGN MANUAL FOR

HOSPITAL...PROJECTS," DATED 1 FEB 2014, UNLESS SPECIFICALLY INDICATED OTHERWISE.

4. ALL TEMPORARY CONSTRUCTION SHALL BE SUPPORTED BY FOUNDATIONS PROTECTED

FROM FROST (36" MIN. BELOW GRADE) TO MINIMIZE DISPLACEMENT DUE TO SEASONAL

VARIATIONS, UNLESS SPECIFICALLY INDICATED OTHERWISE. A CRUSHED ROCK PAD IS TO BE

PROVIDED (SEE CIVIL) AND ALL DEPTH MEASUREMENTS TAKEN FROM THE LOWEST GRADE

WITHIN THE FOOTPRINT OF THE CONTRACTOR'S FOUNDATION SYSTEM.

5. CONSTRUCTION SHALL BE POSITIVELY ATTACHED TO FOUNDATIONS OR GROUND TO

ADEQUATELY RESIST THE DESIGN SEISMIC FORCES FROM THE VA DESIGN STANDARD, UNLESS

SPECIFICALLY INDICATED OTHERWISE.

6. ALL WOOD CONSTRUCTION SHALL BE APPROPRIATELY PROTECTED FROM TERMITES.

7. EACH TEMPORARY STRUCTURE SHALL HAVE A SEISMIC-FORCE-RESISTING-SYSTEM (SFRS)

THAT IS PERMISSIBLE IN SEISMIC DESIGN CATEGORY "D" FOR THE HEIGHT OF THE STRUCTURE

PER ASCE 7.

8. ALL SPACES SHALL BE DESIGNED FOR THE UNIFORM LIVE LOADS INDICATED BELOW IN

ADDITION TO A CONCENTRATED LOAD OF 2000 LB, PLACED UPON ANY SPACE 2.5 FT SQUARE,

WHEREVER THIS LOAD UPON AN OTHERWISE UNLOADED FLOOR WOULD PRODUCE STRESSES

GREATER THAN THOSE CAUSED BY THE UNIFORM LOAD.

9. ALL TEMPORARY SPACES SHALL BE APPROPRIATELY DESIGNED TO SUPPORT THE WEIGHTS

OF THE ACTUAL PROCURRED EQUIPMENT AND RELOCATED EQUIPMENT, INCLUDING ANY

SUPPORT FOR TRANSPORTATION OF THE EQUIPMENT THROUGH THE TEMPORARY SPACES.

EXTENDED SPACES

1. EXTENDED SPACES SHALL BE DESIGNED FOR A LIVE LOAD PER THE LINE ITEMS BELOW

ACCOMODATING ALL LAYOUTS PROPOSED BY THE CONTRACTOR (I.E., MORE THAN THE MINIMUM

MAY BE USED TO ALLOW FOR OTHER CONFIGURATIONS):

A. ADMINISTRATIVE (E.G. OFFICES): 80 PSF + 20 PSF PARTITIONS

B. RESTROOMS: 80 PSF

C. CORRIDORS/HALLWAYS: 100 PSF

D. DENTAL AREAS: 60 PSF + 20 PSF PARTITIONS

E. DENTAL LAB AREAS: 100 PSF

F. LAUNDRY AREAS (NO EQUIPMENT PERMITTED): 150 PSF.

G. MAILROOM AREAS: 125 PSF

H. CLINIC AND SUPPORT SERVICES: 80 PSF + 20 PSF PARTITIONS

I. STORAGE AREAS (LIGHT): 150 PSF

J. JANITORS/HOUSEKEEPING CLOSETS: 100 PSF

K. LABORATORY: 100 PSF

STAIRS AND PLATFORMS:

1. STAIRS AND PLATFORMS SHALL BE DESIGNED FOR A LIVE LOAD OF

100 PSF.

CONNECTORS/CORRIDORS/RAMPS:

1 CONNECTORS, CORRIDORS, AND RAMPS SHALL BE DESIGNED FOR A LIVE LOAD OF 100 PSF.

SPECIALTY SPACES:

1. SPECIALTY SPACES SHALL BE DESIGNED FOR A LIVE LOAD PER THE LINE ITEMS BELOW:

A. LABORATORY: 100 PSF.

B. DENTAL: 60 PSF.

C. DENTAL LAB AREAS: 100 PSF

D. LAUNDRY AREAS (NO EQUIPMENT PERMITTED): 150 PSF

E. MAILROOM AREAS: 125 PSF

F. CLINIC AND SUPPORT SERVICES: 80 PSF + 20 PSF PARTITIONS

G. STORAGE AREAS (LIGHT): 150 PSF

2. SPECIALTY SPACES WHICH ARE TO BE IN PLACE NO LONGER THAN 12 MONTHS MAY BE

SUPPORTED ON THE CRUSHED ROCK PAD WITHOUT A FOUNDATION DOWN TO FROST,

PROVIDED THE CONTRACTOR AND MANUFACTURER DO NOT REQUIRE SUCH SUPPORT.

3. SPECIALTY SPACES WHICH ARE TO BE IN PLACE NO LONGER THAN 12 MONTHS DO NOT

REQUIRE POSITIVE ATTACHMENT TO THE FOUNDATION OR GROUNT BE SUPPORTED.

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

FULLY SPRINKLERED

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 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 1

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap 1070 Howard Street Omaha, Nebraska 68102 Phone: (402) 455-7698

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

IMEG Corp.

15 Sunnen Drive, Suite 104 St. Louis, MO 63143 Phone: (314) 645-1132

DRS / BAS MGJ

A u to d e s k D o c s /2

-1

A

-2

-3

V A

P o p la r B lu ff

R e m o v e a n d R e p la c e

L a b A

H U a n d A

H U

/6

A

-2

-3

.B M

B .S tr u c t_

R

V

A P

B

M O

-M e ta lB ld g .r v t

/1

/2

:5

:5

P

M

SF101

PHASE 1 - FOUNDATION PLAN REMOVE AND REPLACE END OF

LIFE HEATING, VENTILATION, AND

AIR CONDITIONING

657A4-21-800

8/30/24

MODULAR BLDG.

3/16" = 1'-0"F2

PHASE 1 - FOUNDATION PLAN

L-A

L-B

L-C

L-1 L-2 L-3

HSS5x5x1/2

H S

S x x /2

H S

S x x /2

H S

S x x /2

H SS5x

5x 1/

HSS5x5x1/2

HSS5x5x1/2

H S

S x x /2

(T.O.S. EL. = 442'-5 1/2")(T

.O

.S E

L

/2

(T.O.S. EL. = 443'-5")(T.O.S. EL. = 443'-5")

(T .O

.S E

L

T Y

P A

L O

N G

L -1

HSS 5x5x1/2 POST

(T.O.S. EL. AS SHOWN)

TYP. 12 PLACES

12" CMU, 2-HR FIRE RATED WALL (B.O.W.

EL. = 432'-0") WALL SHALL TERMINATE AT INT.

SURFACE OF MTL. SIDING & BOT. OF ROOF

DECK OR SHTG. - SEE ARCH.

E1

SF501

H S

S x x /2

H S

S x x /2

HSS5x5x1/2

(F .V

/4

(F .V

/2

6' - 10 1/2"

(F.V.)

6' - 10"

E .J

3' - 6"

(E) CANOPY COLUMN

(CONSTRUCTION UNKNOWN)

(E) CANOPY COLUMN

(CONSTRUCTION UNKNOWN)

4" E.J.

H S

S 5x5 x1/2H S

S x5 x1 /2

MODULAR BUILDING COMPLEX (MBC)

- SEE SHEET SF101

M

IN

E .J

SF501

B3

FRAMING PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES, SEE SHEET SG001.

2. HSS 5x5x3/8 (T.O.S. EL. = 443'-5")

3. INDICATES MOMENT CONNECTION - SEE

4. INDICATES SPAN DIRECTION OF 2"-20 GA. COMPOSITE METAL

DECK WITH 4 1/2" NORMAL WEIGHT CONCRETE (6 1/2" TOTAL) WITH #3 @ 14"

O.C., EA. WAY.

5. COORDINATE WITH OTHER DISCIPLINES AND EQUIPMENT PROCURRED FOR

PENETRATIONS AND OPENINGS. ALL PENETRATIONS SHALL BE SLEEVED.

6. "MBC" INDICATES MODULAR BUILDING COMPLEX (DELEGATED DESIGN)

7. "F.V." INDICATES FIELD VERIFY DIMESION PRIOR TO FABRICATION AND

ERECTION. ALL DIMESIONS OF EXISTING STRUCTURES ARE BASED ON ON

AVAILABLE DRAWINGS.

8. "E.J." INDICATES EXPANSION JOINT AND SHALL BE THE MINIMUM DISTANCE

FROM ALL LOCATION AND SURFACES OF ADJACENT STRUCTURES.

9. INDICATES (DOWNWARD) SLOPING STRUCTURE - SEE ARCH.

INDICATES BEAM SIZE

INDICATES TOP OF STEEL ELEVATION

B1

SF501

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Issue Date Checked Drawn

Drawing Title

Approved:

VA…