Attachment 10 - Drawings - Structural.pdf

A. CODES AND SPECIFICATIONS

1. 2021 INTERNATIONAL BUILDING CODE.

2. VA SEISMIC DESIGN REQUIREMENTS H 18-8 (MAY 2020).

3. VA PHYSICAL SECURITY AND RESILIENCE DESIGN MANUAL (PSRDM) OCTOBER 2020, REVISED JUNE 2023.

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

5. ACI 301-16, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.

6. ANSI/AISC 303-16, CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.

7. ANSI/AWS D1.1, STRUCTURAL WELDING CODE – STEEL.

8. ADDITIONAL TECHNICAL SPECIFICATIONS IN THE PROJECT MANUAL.

B. DESIGN LOADS

1. FLOOR LOAD:

TYPICAL FLOOR LIVE LOAD: 100 PSF, 2000 LBS CONCENTRATED

STAIRS AND LOBBY LIVE LOAD: 100 PSF

MECHANICAL ROOM LIVE LOAD: 150 PSF (NR), MIN. 2000 LBS CONCENTRATED

CEILING AND MECHANICAL ALLOWANCE

ABOVE TYPICAL FLOOR AREAS: 10 PSF

ABOVE MECHANICAL ROOMS: 25 PSF

PARTITION ALLOWANCE (LL < 80 PSF): 15 PSF

2. ROOF LOAD:

ROOF LIVE LOAD, MINIMUM: 20 PSF - (NR)

CEILING AND MECHANICAL ALLOWANCE

ABOVE TYPICAL FLOOR AREAS: 10 PSF

ABOVE MECHANICAL ROOMS: 25 PSF

ROOFING AND BALLAST ALLOWANCE: 15 PSF

CONCENTRATED LOAD ON ROOF: 300 LBS

RTU DEAD LOADS: NOTED ON ROOF FRAMING PLAN

(NR) INDICATES LIVE LOADS ARE NOT REDUCED. OTHERWISE DESIGN LIVE LOADS FOR SLABS, BEAMS, COLUMNS, AND FOUNDATIONS ARE

REDUCED PER CODE.

ROOF LIVE LOADS ARE INCREASED FOR SNOW DRIFT AND PONDING PER ASCE-7. WATER DEPTH ON DEFLECTED STRUCTURE 6" MAXIMUM.

3. SNOW LOAD:

GROUND SNOW LOAD: Pg = 20 PSF FLAT ROOF SNOW LOAD: Pf = 17 PSF MINIMUM SNOW LOAD: Pm = 24 PSF SNOW EXPOSURE FACTOR: Ce = 1.0 SNOW LOAD IMPORTANCE FACTOR: Is = 1.2 THERMAL FACTOR: Ct = 1.0

DRIFT SURCHARGE LOAD AT INTERFACES WITH EXISTING BUILDING:

AT NORTH AND SOUTH INTERFACES: Pd = 39 PSF, W = 9.32' AT EAST INTERFACE: Pd = 51.5 PSF, W = 12.4'

4. WIND LOAD:

DESIGN WIND SPEED (3-SECOND GUST): Vult = 120 MPH; [Vasd = 93 MPH]

RISK CATEGORY: IV

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: ENCLOSED BUILDING, GCpi = +/- 0.18

ROOF HEIGHT H= 56 FT.

COMPONENTS AND CLADDING – ULTIMATE STRENGTH DESIGN:

FACTORED LOADS PSF (ult)

EFFECTIVE WIND AREA: 10SF 50SF 100SF

1 ROOF, TYPICAL AREAS +16.5/-65.7 +16.0/-55.5 +16.0/-51.2

2 ROOF WITHIN 33.5 FEET OF EDGES +16.5/-86.5 +16.0/-73.6 +16.0/-68.1

3 ROOF WITHIN 33.5 FEET OF CORNERS +16.5/-118 +16.0/-92.1 +16.0/-80.9

4 WALLS, TYPICAL AREAS +41.2/-44.7 +36.9/-40.4 +35.0/-38.5

5 WALLS WITHIN 33.5 FT OF CORNERS +41.2/-55.2 +36.9/-46.6 +35.0/-42.8

COMPONENTS AND CLADDING – ALLOWABLE STRESS DESIGN:

WORKING LOADS PSF (asd)

EFFECTIVE WIND AREA: 10SF 50SF 100SF

1 ROOF, TYPICAL AREAS +10.5/-39.4 +10.0/-33.3 +10.0/-30.7

2 ROOF WITHIN 33.5 FEET OF EDGES +10.0/-51.9 +10.0/-44.2 +10.0/-22.3

3 ROOF WITHIN 33.5 FEET OF CORNERS +10.0/-70.8 +10.0/-55.3 +10.0/-48.5

4 WALLS, TYPICAL AREAS +24.7/-26.8 +22.1/-24.2 +21.0/-23.1

5 WALLS WITHIN 33.5 FT OF CORNERS +24.7/-33.1 +22.1/-28.0 +21.0/-25.7

EARTHQUAKE DESIGN DATA:

RISK CATEGORY: IV

SEISMIC IMPORTANCE FACTOR: Ie = 1.5 MAPPED SPECTRAL RESPONSE ACCELERATION: Ss = 0.103, S1 = 0.048

SITE CLASS: C

DESIGN SPECTRAL RESPONSE COEFFICIENT: Sds = 0.09, Sd1 = 0.048

SEISMIC DESIGN CATEGORY: A

BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR: R = 3

SEISMIC RESPONSE COEFFICIENT: Cs = 0.045

DESIGN BASE SHEAR: 60 KIPS

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PER ASCE 7

C. CONCRETE

1. CONCRETE STRENGTHS:

a. TYPICAL CONCRETE UNLESS NOTED OTHERWISE: 4000 PSI

b. INTERIOR SLAB ON METAL DECK: 4000 PSI NORMAL WEIGHT AND LIGHTWEIGHT, REFER TO PLAN

2. MAXIMUM LENGTH OF SLAB POUR BETWEEN CONSTRUCTION JOINTS SHALL NOT EXCEED 120 FEET.

3. JOINTS NOT INDICATED ON STRUCTURAL DRAWINGS ARE NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

4. PLACE NO PERMANENT LOAD, SUCH AS MASONRY WALLS, ON SUPPORTED SLABS UNTIL CONCRETE HAS REACHED SPECIFIED STRENGTH AND ALL

SHORING HAS BEEN REMOVED.

5. PLACE NO OPENINGS, SLEEVES, INSERTS, ETC. IN CONCRETE WORK UNLESS CRITERIA INDICATED ON THE STRUCTURAL DRAWINGS IS MET, OR

SPECIFIC SIZE AND LOCATION IS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.

6. CONCRETE CONSTRUCTION TOLERANCES ARE AS SHOWN IN THE PROJECT SPECIFICATIONS.

7. SLABS ON METAL DECKS ARE TO BE CAST TO A CONSTANT THICKNESS OVER BEAMS, WITH MINIMUM THICKNESS AS SHOWN ON THE DRAWINGS.

ALLOW FOR MINIMUM EXTRA 1/2” OF CONCRETE TO ACCOUNT FOR METAL DECK DEFLECTION. PURLINS AND GIRDERS ARE UNSHORED DURING SLAB PLACEMENT. AFTER PLACEMENT, FINISH SLABS TO REQUIRED TOLERANCES PER THE PROJECT SPECIFICATIONS.

D. REINFORCING STEEL

1. ALL REINFORCING BARS: 60 KSI YIELD.

2. REINFORCE ALL SLABS AS FOLLOWS, U.N.O:

a. SLABS ON METAL DECK: 6x6-W2.9xW2.9 (42#) WWF.

3. FURNISH WWF IN FLAT SHEETS. LAP SHEETS 2 WIRES (1 FULL WIRE SPACE) PLUS 2” AT ALL EDGES. STAGGER ADJACENT SHEETS TO AVOID 4

CORNER LAPS.

4. PROVIDE TENSION SPLICES UNLESS NOTED OTHERWISE.

5. PLACE WITH MINIMUM CLEAR COVER BETWEEN REINFORCING STEEL AND CONCRETE SURFACES AS SHOWN. IF NOT SHOWN, PROVIDE CLEAR COVER PER ACI. ALL REINFORCING SHALL BE PLACED AS SHOWN AND DETAILED, AND WITHIN ACI TOLERANCE.

GENERAL STRUCTURAL NOTES:

E. STRUCTURAL STEEL

1. ALL WORK SHALL CONFORM TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND THE PROJECT SPECIFICATIONS.

2. FABRICATOR SHALL MEET AISC CERTIFICATION STANDARD FOR STEEL BUILDING STRUCTURES PER THE PROJECT SPECIFICATIONS.

3. MATERIAL:

a. WIDE FLANGE SHAPES: ASTM A992 (Fy 50 KSI).

b. STEEL PIPES: ASTM A53, GRADE B (Fy 35 KSI).

c. HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GRADE C (HSS ROUND Fy 46 KSI; HSS SQUARE AND RECTANGULAR Fy 50 KSI).

d. OTHER ROLLED SHAPES, PLATES AND BARS: ASTM A36 (Fy 36 KSI).

e. PLATES AND BARS NOTED GRADE 50: ASTM A572 (Fy 50 KSI).

f. HEADED SHEAR STUDS: ASTM A108, COMPLY WITH AWS D1.1, TYPE B.

g. BOLTS: ASTM A325, 3/4" MIN. DIA., U.N.O.

h. ANCHOR RODS: ASTM F1554 (Fy 36 KSI), U.N.O.

4. PROVIDE TENSION CONTROL A325-TC BOLTS OR F1852 ASSEMBLIES, OR F959 SELF INDICATING LOAD INDICATOR WASHERS AND PRETENSION ALL

BOLTS.

5. ALL WELDING MATERIALS, WELDING PROCEDURES AND OPERATORS PERFORMING WELDING TO BE QUALIFIED PER AWS D1.1.

6. FABRICATOR TO DESIGN CONNECTIONS NOT DETAILED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THE AISC MANUAL, AND THE STRUCTURAL STEEL FRAMING PLANS, NOTES AND DETAILS OF THESE DRAWINGS.

FORCES INDICATED ON THE DRAWINGS ARE FACTORED FOR LRFD DESIGN, U.N.O.

7. CONNECTION CONFIGURATIONS INDICATED ON THE PLANS, NOTES AND DETAILS REPRESENT THE DESIGN INTENT. ITEMS SPECIFICALLY INDICATED, SUCH AS WELDS, STIFFENERS, BRACES, ETC., MUST BE PROVIDED AT MINIMUM AS SHOWN. ADDITIONAL DESIGN AND DETAILING OF CONNECTIONS, INCLUDING CONSIDERATION OF MEMBER THICKNESS, HOLES, CUTS, COPES AND THE EFFECTS OF CONCENTRATED FORCES, SHALL BE PROVIDED BY THE CONTRACTOR.

8. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALL LINTELS, LEDGE ANGLES, MEMBERS ABOVE THE ROOF LINE AND STEEL EXPOSED TO WEATHER

SHALL BE HOT DIPPED GALVANIZED.

F. METAL DECK

1. ALL WORK SHALL CONFORM TO STEEL DECK INSTITUTE (SDI) STANDARDS AND THE PROJECT SPECIFICATIONS.

2. DECK MANUFACTURER SHALL BE A CURRENT MEMBER OF SDI.

3. MATERIAL, G-60 MINIMUM GALVANIZED STEEL:

a. 2" DEEP, 20 GAGE MIN. THICKNESS, COMPOSITE METAL FLOOR DECK.

b. 1.5" DEEP, 20 GAGE MIN. THICKNES, METAL ROOF DECK.

c. POUR STOPS, CLOSURES AND FILLERS, 18 GAGE MIN. THICKNESS.

d. FASTENERS: SUBMIT ICC ESR WITH DIAPHRAGM CAPACITY FOR APPROVAL.

4. MINIMUM ATTACHMENT OF FLOOR DECK: FASTEN TO ALL SUPPORTS WITH NOT LESS THAN 5/8" DIA. FUSION WELDS OR APPROVED FASTENERS SPACED 12" O.C. FASTEN SIDE LAPS OF DECK UNITS WITH #10 SCREWS OR BUTTON PUNCH AT 36" O.C. MAX.

5. PROVIDE SIDE CLOSURES AND FILLERS FOR DECK AND DIAPHRAGM CONTINUITY WITH THE STRUCTURE. ATTACH TO DECK AND STRUCTURE AS

REQUIRED FOR DIAPHRAGM SHEAR BUT NOT FARTHER THAN 12” O.C. MAX.

6. INSTALL DECK AND PROVIDE CLOSURES AND FILLERS TO ALLOW SHEAR STUD INSTALLATION WITH 1” MINIMUM LATERAL CONCRETE COVER TYPICALLY, AND 2” MINIMUM LATERAL COVER AT DECK MID-HEIGHT IN THE LOAD DIRECTION.

7. PROVIDE POUR STOPS AS REQUIRED TO FORM CONCRETE AT EDGES AND OPENINGS.

G. POST-INSTALLED ANCHORS AND ADHESIVE ANCHORING TO CONCRETE

1. POST-INSTALLED ANCHORS AND ADHESIVE ANCHORING SYSTEMS MUST BE TESTED AND APPROVED USING ICC EVALUATION SERVICE ACCEPTANCE CRITERIA, INCLUDING ICC-ES AC193: “MECHANICAL ANCHORS IN CONCRETE ELEMENTS” OR ICC-ES AC308: “POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS”. CONCRETE SHALL BE CONSIDERED CRACKED. SUBMIT MANUFACTURER’S DATA AND EVALUATION REPORT (ESR) FOR PROPOSED ANCHORS, ADHESIVES, AND ANCHORING SYSTEMS. INDICATE SPECIFIC PROJECT LOCATIONS AND CONDITIONS

WHERE PROPOSED FOR USE.

2. MECHANICAL ANCHORS TO CONCRETE SHALL BE AS SHOWN IN THE STRUCTURAL DETAILS. UNLESS NOTED OTHERWISE, USE ONE OF THE

FOLLOWING:

a. HILTI KWIK BOLT TZ EXPANSION ANCHORS.

b. POWERS POWER-STUD+ SD2 WEDGE EXPANSION ANCHORS.

c. SIMPSON STRONG-BOLT 2 WEDGE ANCHORS.

3. ADHESIVE ANCHORING OF RODS AND REBAR TO CONCRETE SHALL BE AS SHOWN IN THE STRUCTURAL DETAILS. UNLESS NOTED OTHERWISE, PROVIDE STANDARD HAS-E RODS AND USE ONE OF THE FOLLOWING:

a. HILTI HIT-HY 200 HYBRID ADHESIVE ANCHORING SYSTEM.

b. HILTI HIT-RE 500-V3 EPOXY ADHESIVE ANCHORING SYSTEM.

c. POWERS PE1000+ EPOXY ADHESIVE ANCHORING SYSTEM.

d. SIMPSON SET-XP EPOXY ANCHORING ADHESIVE.

e. OTHER PRODUCTS MAY BE REQUIRED FOR TEMPERATURE AND SPECIAL CONDITIONS.

4. ADHESIVE ANCHORING SHALL NOT BE USED IN OVERHEAD OR UPWARD CONDITIONS. USE HYBRID ADHESIVE WITH ESR FOR HORIZONTAL

CONDITIONS.

5. POST-INSTALLED ANCHORS SHALL ONLY BE USED AS SHOWN AND APPROVED; THEY SHALL NOT BE USED WHERE CAST-IN-PLACE ANCHORS ARE

REQUIRED.

6. ZINC COAT ANCHORS, RODS AND HARDWARE TYPICALLY. AT EXTERIOR USE HOT DIP GALVANIZED OR STAINLESS STEEL, UNLESS NOTED

OTHERWISE.

7. EMBEDMENT DEPTH, EDGE DISTANCES, AND SPACING ARE CRUCIAL. LOCATE AS SHOWN ON THE DRAWINGS. WHERE NOT SHOWN, EMBED REBAR 24 DIAMETERS AND EMBED ANCHORS AT LEAST 8 DIAMETERS, WITH EDGE DISTANCES AT LEAST 8 DIAMETERS, AND SPACING AT LEAST 12 DIAMETERS. USE MANUFACTURER’S DATA TO CALCULATE REDUCED CAPACITY FOR ACTUAL CONDITIONS AND CONFIRM AN ULTIMATE SAFETY

FACTOR OF AT LEAST 4.0.

8. HOLES INTO CONCRETE MUST NOT INTERFERE WITH REINFORCING BARS. THE CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS AND USE FERRO-SCAN OR OTHER MEANS TO LOCATE REINFORCING BARS IN THE AREA. SPACE HOLES TO FIT AROUND REBAR, SET ANCHORS WITH A

TEMPLATE AND FABRICATE FIXTURE TO MATCH.

9. HOLES IN CONCRETE SHALL BE THE PROPER SIZE AND THOROUGHLY CLEANED WITH ALL DUST REMOVED. DRILL HOLES USING A HOLLOW BIT AND FUNCTIONING VACUUM SYSTEM, THEN BRUSH AND BLOW OUT REPEATEDLY WITH CLEAN, OIL FREE AND DRY, HIGH PRESSURE COMPRESSED AIR.

10. INSTALL INTO DRY CONCRETE IN CLEAN, DUST FREE HOLES USING METHOD AND PROCEDURE THAT MEETS MANUFACTURER’S RECOMMENDATIONS INCLUDING TEMPERATURE RANGE, HUMIDITY, INSTALLATION TIME AND CURE TIME. FOLLOW THE MANUFACTURER’S PRINTED

INSTALLATION INSTRUCTIONS.

11. PROVIDE STANDARD SIZE HOLES IN THE FASTENED STEEL ELEMENT (1/16” LARGER THAN THE ROD DIAMETER) TO MATCH TEMPLATE OF INSTALLED

ANCHORS. DO NOT OVERSIZE HOLES.

12. THE CONTRACTOR SHALL ARRANGE FOR A REPRESENTATIVE OF THE MANUFACTURER TO PROVIDE ONSITE INSTALLATION TRAINING FOR THEIR PRODUCTS. ADHESIVE ANCHOR INSTALLERS SHALL ALSO BE CERTIFIED BY A RECOGNIZED PROGRAM, SUCH AS BY ACI AND CRSI. SUBMIT DOCUMENTATION OF TRAINING AND CERTIFICATION OF PERSONNEL PRIOR TO PERFORMING SUCH WORK. PROVIDE COPY TO THE OWNER’S

INSPECTION AGENCY.

13. THE CONTRACTOR SHALL INSPECT AND PROOF TEST ANCHORS AS PART OF THE CONTRACTOR’S QUALITY CONTROL PROGRAM. INSPECT CONTINUOUSLY OR PERIODICALLY ACCORDING TO THE ESR. PROOF TEST 5% OF ALL ANCHORS AND REBAR IN EACH CONDITION, DISTRIBUTED THROUGHOUT THE PROJECT, AND TEST ALL ANCHORS IN EACH STEEL FRAMING CONNECTION. AMOUNT OF TESTING SHALL BE INCREASED IF FAILURES OCCUR. OWNER’S INSPECTION AGENCY WILL OBSERVE INSTALLATION FOR CONFORMANCE WITH MANUFACTURER’S

RECOMMENDATIONS AND WILL WITNESS CONTRACTOR’S PROOF TESTING.

H. FIREPROOFING

1. ALL LOAD BEARING METAL STRUCTURAL FRAMING REQUIRES SPRAY-ON FIREPROOFING OR FIRE RATED ENCLOSURE. REFER TO THE PROJECT

SPECIFICATION AND ARCHITECTURAL DRAWINGS FOR SPECIFIC REQUIREMENTS.

I. COORDINATION AND CONSTRUCTION

1. THE CONTRACTOR SHALL COMPLETE ALL WORK REQUIRED AND NECESSARY FOR THE PROJECT IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, DRAWINGS, AND REFERENCED STANDARDS. THE SPECIFICATIONS AND DRAWINGS COMPLEMENT EACH OTHER, THE

CONTRACTOR SHALL THOROUGHLY REVIEW BOTH BEFORE PROCEEDING WITH ANY WORK.

2. UNLESS OTHERWISE NOTED, DETAILS, SECTIONS AND NOTES ON THE STRUCTURAL DRAWINGS ARE INTENDED TO APPLY TO SIMILAR SITUATIONS

ELSEWHERE.

3. STRUCTURAL FRAMING PLANS ARE TYPICALLY DRAWN AS REFLECTED PLANS SHOWING BEAMS, WALLS, AND COLUMNS ON THE UNDERSIDE OF

THE LEVEL SHOWN.

4. ALL FRAMING MEMBERS PROVIDED FOR MECHANICAL TRADES, EQUIPMENT SUPPORT, ELEVATOR SUPPORT BEAMS, LINTELS, ROOF OPENINGS, ETC., ARE FOR BIDDING PURPOSES ONLY. SUBMIT MANUFACTURER'S DATA FOR THE ACTUAL PROPOSED EQUIPMENT TO STRUCTURAL ENGINEER

FOR VERIFICATION OR REDESIGN OF SUPPORTS PRIOR TO PREPARING SHOP DRAWINGS.

5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL DETAILS, DIMENSIONS, EMBEDDED ITEMS, SLEEVES, FLOOR PITCHES, DEPRESSIONS AND FILLS. OPENING SIZES AND LOCATIONS FOR PIPES, DUCTS, ETC., WHEN SHOWN, ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED WITH MECHANICAL, ELECTRICAL, PLUMBING AND OTHER COORDINATION DRAWINGS AS APPLICABLE.

6. SHOP DRAWINGS AND INSTALLATION DRAWINGS SHALL BE PREPARED AND SUBMITTED FOR REVIEW. SUBMITTALS PREPARED BY SUPPLIERS AND SUB CONTRACTORS SHALL BE REVIEWED BY THE TRADE CONTRACTOR AND GENERAL CONTRACTOR OR CONSTRUCTION MANAGER PRIOR TO

SUBMITTING TO ARCHITECT/ENGINEER.

a. FIELD VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS AND CONDITIONS WHICH AFFECT FABRICATION AND SHOW ON SHOP DRAWINGS.

b. VERIFY AND SHOW EXACT SIZE AND LOCATION OF ALL FLOOR, WALL AND ROOF OPENINGS, SLAB EDGES, EMBEDDED ANCHORS AND OTHER

ITEMS.

c. SHOW AND LOCATE ALL MECHANICAL SLEEVES, EMBEDS, DRAINS, ETC. ON COORDINATION DRAWINGS. ITEMS NOT SUBMITTED FOR REVIEW

TO THE STRUCTURAL ENGINEER ARE NOT PERMITTED IN OR THROUGH THE STRUCTURE.

d. SUBMIT COMPLETE SHOP DRAWINGS WITH MANUFACTURERS’ DATA, ETC. SHOW ALL CONNECTIONS AND DETAILS NECESSARY TO FULLY

DESCRIBE AND PROPERLY INSTALL THE WORK.

e. STRUCTURAL ENGINEER’S REVIEW SHALL BE FOR GENERAL ARRANGEMENT AND CONFORMANCE WITH THE STRUCTURAL INTENT ONLY.

7. THE SPECIFICATIONS AND STRUCTURAL DRAWINGS TYPICALLY REFER TO THE FINISHED STRUCTURE. UNLESS NOTED OTHERWISE, THEY DO NOT

PRESCRIBE THE METHOD OF CONSTRUCTION.

8. BRACE ENTIRE STRUCTURE AND PORTIONS THEREOF AS REQUIRED TO MAINTAIN STABILITY UNTIL COMPLETE AND FUNCTIONING AS THE

DESIGNED UNIT.

9. IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT

SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO WORKING HOURS.

10. THE ARCHITECT’S AND ENGINEER’S OBSERVATION AND REVIEW OF CONTRACTORS’ PERFORMANCE DOES NOT INCLUDE REVIEW OF ADEQUACY OF

CONTRACTOR'S SAFETY MEASURES IN, ON, OR NEAR THE CONSTRUCTION SITE.

J. MECHANICAL AND OTHER ITEMS EMBEDDED IN OR SUPPORTED FROM STRUCTURE

1. PLACEMENT OF CONDUITS IN CONCRETE SHALL ADHERE TO THE FOLLOWING.

a. OUTSIDE DIAMETER OF CONDUITS SHALL BE 1" OR LESS WHERE EMBEDDED IN SLABS AND JOISTS, AND 1-1/2" OR LESS WHERE EMBEDDED IN

BEAMS, WALLS, OR COLUMNS.

b. BUNCHING OF CONDUITS IS NOT PERMITTED. CONDUITS SHALL BE SPACED 3 DIAMETERS OR GREATER ON CENTER, AND 6" MIN. AWAY FROM

COMPOSITE SHEAR STUD CONNECTORS.

c. MINIMUM CONCRETE COVER ON CONDUITS SHALL BE 1-1/2".

d. ALUMINUM CONDUITS, PIPES, OR SLEEVES ARE NOT PERMITTED.

2. ALL TRADE CONTRACTORS (MECHANICAL, STAIR, WALL, ENVELOPE, SPECIALTY, ETC.) ARE TO DESIGN THEIR SYSTEMS, INCLUDING ATTACHMENTS

TO THE BUILDING’S STRUCTURE WITHIN THE FOLLOWING LIMITATIONS.

a. LOADS ARE TO BE DISTRIBUTED TO THE STRUCTURE IN A MANNER THAT DOES NOT EXCEED THE LOAD ALLOWANCES NOTED UNDER DESIGN

LOADS AND SHALL NOT OVERLOAD OR DAMAGE THE STRUCTURE.

b. ANCHORS ARE TO HAVE AN ULTIMATE SAFETY FACTOR OF AT LEAST 4.0.

c. LOADS SUPPORTED BY WIDE FLANGE BEAMS ARE TO BE APPLIED IN A MANNER WHICH DOES NOT CAUSE TORSION ABOUT THE LONGITUDINAL

AXIS OF THE BEAM.

3. THE SIZE AND LOCATION OF EQUIPMENT, ROOF CURBS, ELEVATORS, AND OTHER ITEMS MUST BE COORDINATED WITH SUPPORTING STRUCTURE.

PROVIDE ADDITIONAL SUPPORTS AND ANGLE FRAMES WHERE NECESSARY. TRADE CONTRACTOR(S), GENERAL CONTRACTOR AND CONSTRUCTION MANAGER MUST ENSURE ACCURATE DIMENSIONAL INFORMATION IS PROVIDED TO STEEL FABRICATOR PRIOR TO FABRICATION.

4. UNLESS OTHERWISE NOTED, DO NOT HANG OR OTHERWISE SUPPORT ANY ITEMS FROM METAL DECKS. USE CONCRETE ANCHORS TO SUPPORT

FROM CONCRETE SLABS CAST ON METAL DECK.

K. QUALITY CONTROL AND ASSURANCE

1. THE CONTRACTOR SHALL PERFORM QUALITY CONTROL, TESTING AND INSPECTION OF ALL WORK AS REQUIRED BY THE CONTRACT DOCUMENTS, INCLUDING REFERENCED CODES, SPECIFICATIONS AND STANDARDS.

2. THE CONTRACTOR WILL EMPLOY A TESTING AND INSPECTION AGENCY TO PERFORM SERVICES INDICATED IN THE PROJECT SPECIFICATIONS

SPECIAL INSPECTIONS.

3. THE CONTRACTOR WILL ALSO EMPLOY QUALIFIED SPECIAL INSPECTORS TO PERFORM INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE BUILDING CODE AND AS INDICATED IN THE PROJECT SPECIFICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING ALL INSPECTIONS

AND TESTS. ITEMS REQUIRING SPECIAL INSPECTION ON THIS PROJECT INCLUDE:

a. CONCRETE: ALL CONCRETE WORK.

b. REINFORCING STEEL: ALL REINFORCING STEEL.

c. STRUCTURAL STEEL: ALL WELDING AND HIGH STRENGTH BOLTING.

4. THE STRUCTURAL ENGINEER MAY GENERALLY OBSERVE THE PROGRESS OF THE WORK, BUT HIS OBSERVATION SHALL NOT BE CONSTRUED AS

INSPECTION.

STRUCTURAL STEEL FRAMING NOTES:

1. SEE S001 FOR GENERAL NOTES AND S002 FOR TYPICAL DETAILS.

2. UNDIMENSIONED MEMBERS TYPICALLY ARE EQUALLY SPACED BETWEEN DIMENSIONED MEMBERS.

3. COORDINATE SIZES AND LOCATIONS OF ALL FLOOR OPENINGS, ROOF OPENINGS, AND SLEEVES WITH ARCHITECTURAL AND MECHANICAL

REQUIREMENTS. SEE S002 FOR TYPICAL FLOOR AND ROOF OPENING DETAILS.

4. FABRICATOR TO COMPLETE THE DESIGN OF ALL CONNECTIONS. SEE GENERAL NOTES AND PROJECT SPECIFICATIONS.

5. ALL SHEAR CONNECTIONS TO COLUMNS ARE TO BE AISC DOUBLE ANGLE CONNECTIONS U.N.O. WITH THE MINIMUM ROWS OF BOLTS = BEAM

DEPTH IN INCHES DIVIDED BY 4.5 SPACED 3” MINIMUM O.C.

6. UNLESS INDICATED OTHERWISE, SHEAR CONNECTIONS AT PURLINS TO GIRDERS MAY BE AISC SINGLE-PLATE OR SINGLE-ANGLE CONNECTIONS WITH A MAXIMUM ECCENTRICITY OF 3” AND MINIMUM ROWS OF BOLTS = BEAM DEPTH IN INCHES DIVIDED BY 4, SPACED 3” MINIMUM O.C. SINGLE SHEAR CONNECTIONS SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES TO THE SUPPORTED BEAM, STANDARD HOLES TO THE SUPPORTING

GIRDER OR MAY BE SHOP WELDED TO EITHER THE BEAM OR GIRDER.

7. FORCES INDICATED ON THE DRAWINGS ARE FACTORED FOR LRFD DESIGN, U.N.O. DESIGN BEAM CONNECTION FOR FORCES INDICATED ON THE PLANS. BRACING ELEVATIONS AND DETAILS MAY ALSO SHOW REQUIRED FORCES WHICH ARE ADDITIVE. FORCES ARE INDICATED AS:

A = AXIAL END REACTION, KIPS

V = VERTICAL END REACTION KIPS

M = END MOMENT, FOOT KIPS

FMC = FLEXIBLE MOMENT CONNECTION TYPE, SEE DETAILS

8. COMPOSITE SHEAR CONNECTORS ARE TO BE ¾” DIA. HEADED STUDS x 4” LONG U.N.O. PROVIDE ADDITIONAL STUDS SO THAT THE MAXIMUM INSTALLED SPACING DOES NOT EXCEED 24” REGARDLESS OF QUANTITY INDICATED. IF NONE ARE INDICATED, PROVIDE AT 24” O.C. ON ALL

BEAMS OVER 22 FEET LONG WITH CONCRETE SLABS.

9. W18X35 (16) – A SINGLE NUMBER GIVEN WITH A BEAM SIZE INDICATES TOTAL NUMBER OF STUDS EVENLY SPACED ALONG THE BEAM OR GIRDER.

WHERE BEAMS FRAME PERPENDICULAR, SPACE QUANTITY OF STUDS INDICATED BETWEEN INTERSECTING PURLINS/COLUMNS EVENLY OVER

THAT LENGTH.

10. INSTALL COMPOSITE SHEAR STUD CONNECTORS WITH 1” MINIMUM LATERAL CONCRETE COVER. INSTALL STUDS WITH 2” MINIMUM LATERAL COVER AT DECK MID-HEIGHT IN THE LOAD DIRECTION (TOWARD MID-SPAN OF THE BEAM) WHEN PLACED IN METAL DECK RIBS ORIENTED

PERPENDICULAR TO THE BEAM.

11. FABRICATE PURLINS AND GIRDERS WITH NATURAL CAMBER UP. NO CAMBER REQUIRED FOR ROOF BEAMS. CAMBER MEMBERS SUPPORTING

FLOOR SLABS AS NOTED "C = ON PLANS":

12. SCHEDULE ERECTION SEQUENCE AND/OR PROVIDE ADDITIONAL TEMPORARY VERTICAL BRACING SO THAT ALL PORTIONS OF THE STRUCTURAL FRAME ARE BRACED FOR LATERAL LOADS. HORIZONTAL DECK DIAPHRAGMS ARE TO BE COMPLETED BETWEEN STABILIZING BRACES PRIOR TO

CONCRETE PLACEMENT.

13. ROOF AND FLOOR DECK IS TO BE CONTINUOUSLY SUPPORTED AT EACH END OF DECK SPANS. PROVIDE ADDITIONAL L3X3X1/4 DECK SUPPORT

ANGLES WHERE REQUIRED.

14. ALL FRAMING CONNECTIONS, GROUTING OF COLUMN BASE PLATES, AND INSPECTIONS ARE TO BE COMPLETED PRIOR TO CASTING SLAB.

15. PURLINS AND GIRDERS ARE UNSHORED DURING CONCRETE SLAB PLACEMENT.

16. CONTRACTOR IS RESPONSIBLE TO PROVIDE A FINISHED SLAB EDGE WHICH IS STRAIGHT AND TRUE AND ACCURATELY LOCATED RELATIVE TO FINISH WALL LINES. GAGES SHOWN FOR CLOSURE ANGLES ARE THE MINIMUM REQUIRED. HEAVIER GAGE, STRAPS AND/OR A RETURN LIP AT TOP OF ANGLE MAY BE USED AT CONTRACTORS OPTION. FASTEN CLOSURE ANGLES TO DECK/BEAM AT 12” MAX. O.C. OR AS REQUIRED TO

PREVENT TORSIONAL DEFLECTION OF ANGLE.

17. ALL ANGLES, GIRTS AND OTHER MEMBERS SUPPORTING THE BUILDING FACADE, ARCHITECTURAL WALLS OF MASONRY OR GLASS, AND ITEMS NOTED “MASONRY SUPPORT” OR “CFMF SUPPORT” ARE CONSIDERED “ADJUSTABLE ITEMS” AND ARE TO BE LOCATED WITHIN 3/8” OF THEIR DESIGN VERTICAL AND HORIZONTAL LOCATION RELATIVE TO THE ESTABLISHED FINISH WALL LINE, FINISH FLOOR LINE, AND MASONRY

COURSING.

A.B. ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

ARCH ARCHITECT

B.L. BUILDING LINE

BLDG BUILDING

BM(S) BEAM(S)

BTWN BETWEEN

C.L. CENTER LINE

C.J. CONSTRUCTION OR CONTROL JOINT

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

D.B. DECK BEARING

DET DETAIL

DWG(S) DRAWING(S)

E.E. EACH END

E.F. EACH FACE

E.S. EACH SIDE

E.W. EACH WAY

E.J. EXPANSION JOINT

ELEV ELEVATION OR ELEVATOR

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EXIST EXISTING

F.F. FAR FACE

FNDN FOUNDATION

FL FLOOR

FT FOOT OR FEET

FTG FOOTING

GALV GALVANIZED

H.P. HIGH POINT

HORIZ HORIZONTAL

I.F. INSIDE FACE

IN INCHES

JT JOINT

K KIP (1000 POUNDS)

L ANGLE

L.P. LOW POINT

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

ABBREVIATIONS:

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFGR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

N.F. NEAR FACE

NO NUMBER

O.C. ON CENTER

O.F. OUTSIDE FACE

OPNG OPENING

P.C. PRECAST

P.L. PROPERTY LINE

P.T. POST TENSIONING

PED PEDESTAL

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R RADIUS

R.D. ROOF DRAIN

R.J. RUSTICATION JOINT

REINF REINFORCED OR REINFORCEMENT

SECT SECTION

SHT SHEET

SIM SIMILAR

S.O.G. SLAB ON GRADE

SPECS SPECIFICATIONS

SQ SQUARE

STL STEEL

T&B TOP AND BOTTOM

T/CONC TOP OF CONCRETE

T/FTG TOP OF FOOTING

T/STL TOP OF STEEL

T/SLAB TOP OF SLAB

TEMP TEMPERATURE

t THICKNESS

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

W.P. WORK POINT

# NUMBER

f'c SPECIFIED COMPRESSIVE STRENGTH

OF CONCRETE AT 28 DAYS

(C) COMPRESSION

(T) TENSION

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

Project Schedule Date

Schematic Design 15% 02.16.2021

Schematic Design 35% 04.16.2021

Design Development 65% 09.24.2021

Construction Documents 95% 10.25.2023

Bid Documents 100% TBD

Design Development 65% (Re-submittal) 11.15.2021

/1

4/

:1 8:

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Construct Private In-Patient Rooms & Primary Clinics

TBD

GENERAL STRUCTURAL NOTES

S001

SETFJE

506-334

Ann Arbor, Michigan (506)

B01W

JEFF MEANS

BID DOCUMENTS

20014.00

Revisions Date

C.P. TOP AND

BOTTOM FLANGE

NOTE: BEAMS FRAMING INTO COLUMN

WEB NOT SHOWN FOR CLARITY.

BEAM PER PLAN.BEAM PER PLAN.

T/STEEL

SEE PLAN

WF OR HSS COLUMN PER PLAN.

5/16" DOUBLE ANGLE

CONNECTION WITH MAX. ROWS

OF 3/4" DIA. BOLTS, TYPICAL.

TYPICAL MOMENT CONNECTION

FROM BEAM TO WF COLUMN FLANGE

COLUMN CONTINUES ABOVE.

1/4

5/16

T/STEEL

SEE PLAN

WF COLUMN.

WIDE FLANGE COLUMN

SUPPORTED ON BEAM BASE

BASE PLATE WITH

(4) 3/4" DIA BOLTS.

WF BEAM.

WHERE WF COLUMN IS ROTATED 90

DEGREES SUCH THAT COLUMN WEB IS

PERPENDICULAR TO BEAM WEB, PROVIDE

WT EACH SIDE OF BEAM WEB WELDED TO

BEAM FLANGE AND WEB. WT TO BE CUT

FROM MATCHING COLUMN SIZE AND

FITTED SUCH THAT WT AND COLUMN ARE

ALIGNED AND COLUMN BASE PLATE

BEARS ON WT FLANGES AND WEB.

STIFFENER PLATE EACH SIDE

ALIGNED WITH COLUMN FLANGE

AND SIZED TO MATCH.

FINISH COLUMN END AND BASE

PLATE PER AISC REQUIREMENTS.

FIT BASE PLATE TO BEAR.

1/ 2"

M A

X A

B O

V E

T O

E O

F F

IL

LE

T

3/4"

TYP

WWF PER GENERAL NOTES. SUPPORT

WWF CONTINUOUSLY PERPENDICULAR

TO DECK SPAN AT BEAMS AND AT 5'-0"

O.C. MAX. LAP 1 WIRE SPACE + 2".

3/4" DIA x 4" LONG HEADED STUDS

AT BEAMS AND GIRDERS.

SEE PLAN FOR QUANTITY.

COMPOSITE METAL FLOOR DECK.

CENTER DECK FLUTE ON BEAMS OR PROVIDE

CLOSURE PLATES EACH SIDE OF BEAM.

CONTINUOUS SUPPORT

BAR OR BOLSTER AT EACH

BEAM AND MAX 5'-0"

TYPICAL SUPPORTED SLAB

ON METAL DECK

SECTION A

O.C.

A

4"

1/

4" S

LA

B

NOTES:

1. LOCATION OF CONSTRUCTION JOINTS AT CONTRACTOR'S

OPTION, SUBJECT TO ARCHITECT'S AND/OR ENGINEER'S

APPROVAL. SUBMIT LOCATIONS OF ALL CONSTRUCTION JOINTS

TO ENGINEER FOR REVIEW AND ACCEPTANCE BEFORE FORMING.

2. SIZE AND LENGTH OF SLAB POURS NOT TO EXCEED CRITERIA IN

"GENERAL STRUCTURAL NOTES".

FIRST POUR SECOND POUR

3/4" DEEP x 1 1/4" HIGH

CONTINUOUS KEYED

CONSTRUCTION JOINT.

DECK AND WWF CONTINUOUS

THROUGH JOINT.

SLAB CONSTRUCTION JOINT

(PERPENDICULAR)

FLOOR BEAM ON

COLUMN LINE.

2'-0" MAXIMUM

1'-0" MINIMUM

NOTES:

1. LOCATION OF CONSTRUCTION JOINTS AT CONTRACTOR'S OPTION,

SUBJECT TO ARCHITECT'S AND/OR ENGINEER'S APPROVAL. SUBMIT

LOCATIONS OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW

AND ACCEPTANCE BEFORE FORMING.

2. SIZE AND LENGTH OF SLAB POURS NOT TO EXCEED CRITERIA IN

"GENERAL STRUCTURAL NOTES".

FIRST POUR SECOND POUR

3/4" DEEP x 1 1/4" HIGH

CONTINUOUS KEYED

CONSTRUCTION JOINT.

DECK AND WWF CONTINUOUS

THROUGH JOINT.

FLOOR BEAM ON

COLUMN LINE.

SLAB CONSTRUCTION JOINT

(PARALLEL)

#4 x 4'-0" AT 24" O.C.

2'-0" MAXIMUM

1'-0" MINIMUM

2'-0" 2'-0"

3/16

TYPICAL E.E.

L3x3x1/4 FOR DECK SUPPORT.

TYPICAL WHERE BEAM DOES

NOT FRAME INTO COLUMN.

#4 x 4'-0" UNDER WWF.

TYPICAL AT ALL COLUMNS.

SLAB AT COLUMN

D E

C K

S P

A N

NOTES:

1. BOX OUT OPENING. DO NOT CUT DECK UNTIL 7 DAYS AFTER SLAB IS CAST. GENERAL

CONTRACTOR IS RESPONSIBLE FOR COORDINATING PLACEMENT OF REINFORCEMENT

AND CUTTING OF DECK BY OTHER TRADES.

2. ROUGH OPENING SIZE EQUALS DUCT SIZE PLUS 2". REFER TO ARCHITECTURAL AND

MECHANICAL DRAWINGS FOR SIZE AND LOCATIONS OF OPENINGS.

3. "B" = OPENING LENGTH PERPENDICULAR TO SLAB SPAN OR DIAMETER FOR SLEEVES.

MAXIMUM "B" IS 3'-0". NO LENGTH RESTRICTIONS PARALLEL TO DECK SPAN.

4. MINIMUM CLEAR SPACING BETWEEN OPENINGS PERPENDICULAR TO DECK SPAN IS 2 x "B".

5. REINFORCEMENT:

B = 25" TO 36", USE 3 #5 EACH SIDE.

B = 13" TO 24", USE 2 #5 EACH SIDE.

B = 6" TO 12", USE 1 #5 EACH SIDE.

BAR LENGTH PARALLEL TO DECK SPAN EQUALS DECK SPAN "L" + 4".

BAR LENGTH PERPENDICULAR TO DECK SPAN EQUALS OPENING + 4'-0"

PLACE PARALLEL BAR IN BOTTOM OF FLUTE WITH 3/4" CHAIRS.

6. A CLUSTER OF OPENINGS THAT ARE SPACED AT NO LESS THAN 1'-0" CLEAR SHALL BE

TREATED AS ONE LARGE OPENING FOR DETAILING OF REINFORCEMENT, EXCEPT ADD 1 #5

BETWEEN INDIVIDUAL OPENINGS AT LENGTHS NOTED ABOVE.

ISOLATED SLAB OPENING

REINFORCE AND SPACE AS

OPENING "B" WHERE

MULTIPLE SLEEVES OCCUR.

#4 x 2'-0" DIAGONAL

AT EACH CORNER.

SCHEDULED

REINFORCEMENT

TYPICAL 4 SIDES.

B

L

D E

C K

S P

A N

C

LR

3/ 4"

ABOVE DECK

3/4" CLR

T Y

P

4"

C /C

B E

A M

S

D E

C K

S P

A N

BEAM

DEPTH *

(INCHES)

MINIMUM ROWS OF BOLTS BY CONNECTIONS

DOUBLE ANGLE

BOLT/WELD

DOUBLE ANGLE

BOLT/BOLT

SINGLE ANGLE

OR PLATE

8, 10 2 2 2

12 2 2 3

14 3 3 3

16 3 3 4

18 4 4 4

21 4 4 5

24 5 5 6

27 6 6 6

30 6 6 7

33 7 7 8

36 8 8 9

40 8 8 10

44 9 9 11

* EFFECTIVE BEAM DEPTH WHERE RAISED. SEE DETAIL AT RIGHT.

NOTE: FABRICATOR TO PROVIDE CONNECTION TYPES ABOVE AND DESIGN PER AISC MANUAL.

USE FORCES INDICATED ON PLAN OR SHEAR FROM UNIFORM LOAD TABLE AT BEAM SPANS

WHERE INDICATED. ROWS OF BOLTS NOT LESS THAN TABLE.

V

SHEAR CONNECTIONS BEAM TO BEAM

MAY BE DOUBLE OR SINGLE ANGLES; OR

SINGLE PLATE WITH HORIZONTAL SHORT

SLOTS WITH ECCENTRICITY BETWEEN

BOLTS AND WELDS NOT TO EXCEED 3".

SHEAR CONNECTIONS TO COLUMNS TO BE

DOUBLE ANGLES, PROVIDE ERECTION

SEATS OR STAGGER ANGLES AS REQUIRED.

AT SKEWED CONNECTIONS USE

3/8" BENT PLATE WELDED TO

BEAM, BOLT OUTSTANDING LEG.

BEAM SHEAR CONNECTIONS (NO AXIAL)

3" T

Y P

SLAB AND STRUCTURE

PER PLAN.

SLAB AND STRUCTURE

PER PLAN.

COORD WITH ARCH

AND/OR MEP DWGS.

ROUGH OPENING.

COORD WITH ARCH

AND/OR MEP DWGS.

JA

M

B M

E M

B E

R

R T

A B

LE

JA

M

B M

E M

B

R

R T

A B

LE

HORIZ MEMBER PER TABLE

HORIZ MEMBER PER TABLE

ELEVATION VIEW

CONNECTION OF HORIZ

AND JAMB MEMBERS

FRAMING AT EXTERIOR WALL WINDOWS AND LOUVERS

1/4

(1/4)

HORIZ MEMBER

JAMB MEMBER

CONNECTION TO SLAB /

DIAPHRAGM ABOVE WITH

GRAVITY SLIP CONNECTION

TO ALLOW FOR DEFLECTION

OF PRIMARY STRUCTURE.

BASE PLATE CONNECTION WITH

ADHESIVE ANCHORS TO SLAB.

ROUGH OPENING FOR DOUBLE OPENINGS

COORD WITH ARCH AND/OR MEP DWG'S

DIMENSION 'X' IN TABLE

(OCCURS AT INTERMEDIATE SUPPORT LOCATIONS OF

LOUVERS WITHIN LOUVER OPENINGS)

ROUGH OPENING FOR SINGLE OPNG

COORD WITH ARCH AND/OR MEP DWGS

DIMENSION "X" IN TABLE

FULL PEN

ALIGN BOTTOM OF

STIFFENER PLATE WITH

BOTTOM OF BEAM FLANGE.

SHEAR PLATE, 3/8" MIN

THICKNESS, PROVIDE MAX

ROWS OF 3/4" DIA BOLTS.

ALIGN CENTER OF

STIFFENER PL WITH

CENTER OF BEAM FLANGE.

PER DELEGATED

DESIGN

STIFFENERS TOP

AND BOT AS REQ'D.

BEAM WITH OR WITHOUT

MOMENT CONNECTION

MAY OCCUR THIS SIDE.

W

LD

k + 1 1/2"

NO WELD

k + 1 1/2"

NO WELD

3/4" MIN

PER DELEGATED

DESIGN

TOP PLATE MIN THICKNESS =

BEAM FLANGE THICKNESS + 1/4"

BOTTOM PLATE MIN THICKNESS =

BEAM FLANGE THICKNESS + 3/8"

TYPICAL MOMENT CONNECTION

BEAM TO COLUMN WEB

3/16 2 - 24

2 - 12

TYPICAL SLAB DETAIL AT

MECHANICAL SHAFT OPENING

5/16" BENT PLATE WITH

1/2" DIA x 6" LONG HEADED

STUDS AT 18" O.C.

#4 CONT.

WF BEAM.

DECK DIRECTION

VARIES, SEE PLAN.

T/SLAB

SEE PLAN

#4 x 4'-0" + 180° HOOK AT 18"

O.C. LOCATE AT EACH STUD.

INTERIOR FINISH

BY ARCH.

SEE PLAN

6" TYPICAL

3/ 4"

C

LR

2"

1/4 2 - 12

2 - 24

DECK DIRECTION VARIES.

5/16" CONTINUOUS BENT PLATE

WITH 1/2" DIA x 6" LONG

HEADED STUDS AT 18" O.C.

#4 CONTINUOUS.

METAL PANEL PER

ARCHITECTURAL DRAWINGS.

6" CFMF PER

ARCHITECTURAL DRAWINGS.

CFMF LATERAL CONNECTION TO

UNDERSIDE OF SLAB. ALLOW

FOR VERTICAL DEFLECTION.

6" CFMF PER

ARCHITECTURAL DRAWINGS.

#4 x 4'-0" + 180° HOOK

AT EACH STUD.

T/SLAB

SEE PLAN

SEE ARCH

2" MIN.

OVERLAP

SEE PLAN 1/2" ±1/2"

TOLERANCE

3/ 4"

C

LR

2"

TYPICAL SLAB DETAIL AT

EXTERIOR WALL

WALL OPENING REINFORCEMENT

ADD EQUIVALENT OF 1/2 INTERRUPTED

VERTICAL BARS EACH SIDE AND EACH

FACE OF OPENING AT 4" OC (MINIMUM

(1) #5 EACH SIDE, EACH FACE). PLACE 2"

CLEAR OF OPENING.

ADD (2) #6 x W + 6'-0" MINIMUM ABOVE AND BELOW

OPENING, 2" CLEAR.

STOP NORMAL WALL REINFORCING 2" CLEAR

ALL SIDES OF OPENING.

WHERE D IS LESS THAN 0.6W, ADD #4 AT

D/3 O.C. ABOVE OPENING AND (2) #6 x W + 6'-0" AT

TOP OF WALL.

(1) #5 x 4'-0" DIAGONAL EACH FACE AT

CORNERS, PLACED 2" CLEAR OF CORNER.

NOTES:

1. REINFORCE OPENINGS LESS THAN 8'-0" WIDE PER THIS DETAIL UNLESS NOTED OTHERWISE.

2. SLEEVED OPENINGS 14" AND SMALLER REQUIRE NO ADDITIONAL REINFORCEMENT. PLACE

NORMAL REINFORCEMENT (HORIZ AND VERTICAL) EACH SIDE OF SLEEVE, 2" CLEAR.

3. FOR SINGLE LAYER WALLS USE SINGLE BARS AS SHOWN.

TOP OF WALL PLACEMENT.

WHERE WALL EXTENDS

ABOVE, EXTEND VERT. BARS

TO LAP WITH BARS ABOVE.

W

D

NOTE: DETAIL APPLIES AT BOTH ELEVATED AND

SLABS ON GRADE.

TYPICAL BARS AT

SLAB CORNER

OPENING,

DEPRESSION,

OR RE-ENTRANT

SLAB CORNER.

2 #5 x 4'-0". TIE TO

UNDERSIDE OF SLAB TOP

BARS. WHERE THERE

ARE NO TOP BARS

SUPPORT 1 1/2" CLEAR

OF TOP OF SLAB.

T/MECH SLAB

SEE CIVIL

6x6-W2.9xW.9 WWF

TYPICAL EQUIPMENT

PAD ON GRADE

3/4" CHAMFER, TYP.

6"

2 #5 CONT, TYP.

8"

M

IN4"

1' -6

FINISH GRADE,

SEE CIVIL.

OUTSIDE FACE OF

MECH UNIT, TYP.

MIN

4"

6" CRUSHED STONE.

SLAB ON GRADE

PER PLAN.

T/SLAB

SEE PLAN

#3 AT 12"

APPLY BONDING COMPOUND PRIOR TO

PLACING EQUIPMENT PAD (SECOND POUR).

6x6-W2.9xW.9 WWF

MECHANICAL AND ELECTRICAL

EQUIPMENT PADS

U .N

.O

4"

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

Project Schedule Date

Schematic Design 15% 02.16.2021

Schematic Design 35% 04.16.2021

Design Development 65% 09.24.2021

Construction Documents 95% 10.25.2023

Bid Documents 100% TBD

Design Development 65% (Re-submittal) 11.15.2021

/1

4/

:1 8:

P

M

Construct Private In-Patient Rooms & Primary Clinics

TBD

TYPICAL DETAILS

S002

SETFJE

506-334

Ann Arbor, Michigan (506)

B01W

JEFF MEANS

BID DOCUMENTS

20014.00

8'-1" TO 16'-0" HSS6X3X5/16 HSS6X3X5/16 N/A

LESS THAN 8'-0" HSS6X3X5/16 HSS6X3X1/4 N/A

DIMENSION "X" JAMB MEMBER SIZE HORIZ MEMBER SIZE NOTES

MEMBER SIZE TABLE

3 SIDES

STIFFENER TO

ANGLE, TYP.

7"

C BEAMLC BEAML

UNISTRUT AND BEAM CLAMP BY LIFT

MANUFACTURER.

EXISTING WF BEAM.

EXISTING FIREPROOFING.

REMOVE AS REQUIRED AND

RESTORE AFTER

INSTALLATION OF UNISTRUT,

REFER TO SPECIFICATION.

HSS SUPPORT BEAMS

BY CONTRACTOR.

HSS SUPPORT BEAM BY

CONTRACTOR.

ANGLE WITH (2) STIFFENERS, TYP BY

CONTRACTOR.

UNISTRUT RAIL AND HANGER BY

CONTRACTOR.

UNISTRUT AND BEAM CLAMP BY LIFT

MANUFACTURER.

EXISTING WF BEAM.

EXISTING FIREPROOFING.

REMOVE AS REQUIRED AND

RESTORE AFTER

INSTALLATION OF UNISTRUT,

REFER TO SPECIFICATION.

ANGLE TOP AND BOTTOM BY

LIFT MANUFACTURER.

UNISTRUT COLUMN INSERTS

AND TRACK BY LIFT

MANUFACTURER.

C BEAML

EXISTING WF BEAM.

UNISTRUT AND BEAM

CLAMP BY LIFT

MANUFACTURER.

UNISTRUT PER HOIST

MANUFACTURERS DRAWINGS.

HANGER DESIGN BY LIFT

MANUFACTURER. CENTER

CONNECTION UNDER EXISTING BEAM.

EXISTING FIREPROOFING.

REMOVE AS REQUIRED AND

RESTORE AFTER INSTALLATION

OF UNISTRUT, REFER TO

SPECIFICATIONS.

SCHEMATIC SUPPORT AT BEAMS

WITH SIMILAR DEPTH

SCHEMATIC SUPPORT AT BEAMS

WITH DISSIMILAR DEPTH

SCHEMATIC CONTRACTOR DESIGNED

SUPPLEMENTAL SUPPORT STEEL AND

UNI-STRUT RAIL CONNECTION

SCHEMATIC DIRECTION

CONNECTION TO BEAM

SCHEMATIC CONTRACTOR DESIGNED

HSS TO HSS CONNECTION

DESIGN OF PATIENT LIFT SUPPORTS ARE A DELEGATED DESIGN ITEM. DESIGN SUPPORTS IN ACCORDANCE WITH THE IBC, ASCE 7, AND VA H18-8 CHAPTER 4.0 -

ELEMENTS OF STRUCTURES, NONSTRUCTURAL COMPONENTS, AND EQUIPMENT SUPPORTED BY STRUCTURES FOR CRITICAL AND ESSENTIAL FACILITIES. THE

EXISTING STEEL AND DESIGNATED WOOD FRAMING IS CAPABLE OF SUPPORTING THE PATIENT LIFT LOADS WHEN ATTACHED TO THE STRUCTURE BY THE

CONTRACTOR.

REFER TO ARCHITECTURAL DRAWINGS FOR PATIENT LIFT EQUIPMENT LISTED AS BASIS OF DESIGN. ALL STRUCTURAL COMPONENTS REQUIRED TO SUPPORT

EQUIPMENT ARE TO BE DESIGNED BY THE CONTRACTOR. STRUCTURAL COMPONENTS INCLUDING UNISTRUT ARE TO BE SHOWN ON THE HVAC COORDINATION

DRAWINGS.

PROVIDE ENGINEERING OF LIFT SUPPORT FRAMEWORK PERFORMED BY A QUALIFIED PROFESSIONAL ENGINEER WHO IS LEGALLY QUALIFIED TO PRACTICE IN THE

JURISTICTION WHERE THE PROJECT IS LOCATED AND WHO IS EXPERIENCED IN PROVIDING ENGINEERING SERVICES OF THE KIND INDICATED. SUBMIT SEALED

ENGINEERING CALCULATIONS AND SHOP DRAWINGS FOR REVIEW.

TYPICAL UNISTRUT PATIENT LIFT SUPPORTS

F.P. OR PROVIDE F.P. WELD

OF BOLTED BOTTOM PLATE

TO GIRDER WEB

TOP AND BOTTOM WELDED

OR BOLTED PLATES.

FILL PLATE AS REQ'D.

WELD PLATE ALL AROUND.

SHEAR CONNECTION.

DO NOT ATTACH PLATE TO GIRDER

FLANGES TOP AND BOTTOM.

DO NOT ATTACH PLATE

TO GIRDER FLANGES.

TOP WELDED OR

BOLTED PLATE.

SHEAR CONNECTION.

BEAM

GIRDER

TYPICAL MOMENT CONNECTION

BEAM TO GIRDER

BOLTED BOTTOM PLATE

MAY BE USED AT

CONTRACTOR'S OPTION.

UNISTRUT ATTACHMENTS TO BE SIZED AND

DETAILED BY CONTRACTOR. HANGING LOADS

FROM UNISTRUT ATTACHMENTS NOT TO

EXCEED

EQUIVALENT OF 200 PLF ON INDIVIDUAL BEAMS,

NOR MAXIMUM POINT LOAD OF 2000 POUNDS.

UNISTRUT FRAMING AS

REQUIRED

TO SUPPORT UNISTRUT TRACKS

BELOW. DIAGONAL BRACING

REQUIRED IN BOTH DIRECTIONS.

CEILING.

UNISTRUT TRACKS MOUNTED FLUSH

TO CEILING. REFER TO EQUIPMENT

DRAWINGS FOR LOCATION,

SPACING,

LENGTH, LOADS AND TYPE OF

UNISTRUT REQUIRED.

OVERHEAD RAILS BY

EQUIPMENT

MANUFACTURER.

NOTES:

1. CONTRACTOR TO DESIGN AND DETAIL UNISTRUT FRAMING TO MEET EQUIPMENT MANUFACTURER'S CRITERIA.

SUBMIT DETAILS AND CALCULATIONS TO ARCHITECT FOR REVIEW. DESIGN TO BE PERFORMED AND STAMPED BY

A PROFESSIONAL ENGINEER REGISTERED IN STATE OF OHIO.

2. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ROOMS THAT REQUIRE CEILING TRACKS.

EXTEND UNISTRUT DIAGONAL BRACING

TO

UNDERSIDE OF SLAB ON METAL DECK

WHERE BRACING IS PERPENDICULAR TO

BEAM.

TYPICAL UNISTRUT CEILING TRACK

SUPPORT AT MEDICAL EQUIPMENT

NOTES:

1. FOR LOADS NOT EXCEEDING 500 POUNDS.

2. REFER TO ARCH AND MECH DRAWINGS FOR SIZE AND LOCATIONS OF OPENINGS.

3. FOR OPENINGS SMALLER THAN 12"x12", REFER TO SPECIFICATION SECTION 053000

FOR REINFORCING OF ROOF DECK.

4. MAXIMUM OPENING SIZE: 4'-0"x4'-0".

5. BID TO BE BASED ON FABRICATING AND INSTALLING ____ ROOF OPENING FRAMES.

SHOW OPENINGS ON SHOP DRAWINGS.

BEAM.

L4x4x5/16

BEAM.

WELD DECK TO ANGLES

AT 6" O.C. ALL AROUND.

L4x4x1/4.

ROOF OPENING FRAME

TYPICAL

1" MAX

3/16 1-1/2

TYP

3/16

TYP

SEE PLAN FOR SPACING

5" 3"

EXISTING BRICK FACADE.

FLOOR

6" 6"

EXISTING CONCRETE

STRUCTURE.

3" VENT OR 6" HPS, REFER TO

MECHANICAL DRAWINGS FOR

LOCATION.

STANDARD PIPE CLAMP.

BASIS OF DESIGN: B-LINE 2400.

REMOVE AND REPLACE

EXISTING BRICK AS REQUIRED.

5/8" DIA EXPANSION

ANCHORS 4" MIN EMBED.

1/

2" 3"

5"

HSS3X2X1/4.

3/8" PLATE.

INSTALL COVE OF

URETHANE SEALANT

AROUND BRACKET.

EXISTING CONCRETE

STRUCTURE.

EXISTING.

3/16

TYP

12" AT SINGLE RISERS

18" AT MULTIPLE RISERS

PIPE SUPPORTS ON EXISTING BUILDING

SECTION PLAN VIEW

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

Project Schedule Date

Schematic Design 15% 02.16.2021

Schematic Design 35% 04.16.2021

Design Development 65% 09.24.2021

Construction Documents 95% 10.25.2023

Bid Documents 100% TBD

Design Development 65% (Re-submittal) 11.15.2021

/1

4/

:1 8:

P

M

Construct Private In-Patient Rooms & Primary Clinics

TBD

TYPICAL DETAILS

S003

SETFJE

506-334

Ann Arbor, Michigan (506)

B01W

JEFF MEANS

BID DOCUMENTS

20014.00

D I

13.9

13.2

9.8

9.3

7.9A

H.1 H.7

E.3

W12X16 (12) V=15

W12X19 (12) V=30

W12X19 (12) V=30

W12X19 (12) V=25

W

X

(4

V

W

X

M =9

(2

4) V

=3

W12X19 (12) V=20

W12X19 (12) V=15

W12X19 (12) V=15

W

X

(4

V

W

X

A

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

M =1

V

W

X

M

=1

V

W

X

M =1

V

W

X

M =1

V

W

X

M

=1

V

W

X

M =9

(2

4) V

=3

W

X

M =9

(2

4) V

=3

W

X

M =9

(2

6) V

=3

W

X

M =1

V

W

X

M

=9

(2 6)

V =3

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

M =8

(2

4) V

=2

W

X

V

W

X

(4

V

A /S

E F G H

2'-11" ±

19'-6" ± 9'-8" ± 13'-0" ± 13'-0" ± 18'-11" ±

2'-8" ± 13'-0" ±

W

X

V

W

X

V

W

X

8)

V

2' -4

/2

'-3

/4

'-9

/4

'-3

'-3

'-2

2' -2

3' -2

7' -0

4' -0

'-3

2' -4

/4

E J

E J

4 TYP

4 TYP

T/SLAB= 860'-5"

W14X26 M=90 (24) V=25

W14X26 M=130 (24) V=35

W14X61 M=325 (44) V=70 W14X26 M=135 (24) V=35

W14X61 M=315 (44) V=70 W14X26 M=130 (24) V=35

W14X61 M=295 (44) V=75 W14X26 M=120 (24) V=35

W14X61 M=95 (20) V=25 W14X26 M=75 (24) V=25

W14X53W14X53 V=50

W14X53

W14X53

W14X53

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

W12X14 (4)

S104

B.1

ABOVE

S201

W

X

M =1

V

7'-0 1/4"

TYP AT

JAMBS

S201

S201

W14X61 M=285 (44) V=65W14X53 V=30

W

X

8)

V

A /S

7'-0 1/4"

1'-2" 5'-10 1/4"

1'-2" 5'-10 1/4"

TYP

S201

TYP

TYP

T R

A N

S F

E R

T R

U S

S

S501

TYPICAL AT

SUPPLEMENTAL FRAMING

W8X18

W8X18

W 8X

W8X18

W8X18

W 8X

W8X18

W12X14 (4)

W12X26

8'-1 1/2" 7'-6 1/2"

W8X18

W8X18

6'-5" EQ EQ

3'-6" EQ EQ

4' -0

/2

3' -1

/4

7'

-1

/4

2' -8

3'

-1

1/ 2"

4' -1

/2

3'

-1

/4

3'-5 1/4"

S201

D I

13.9

13.2

9.8

9.3

7.9A

H.1 H.7

E.3E F G H

2'-11" ±

19'-6" ± 9'-8" ± 13'-0" ± 13'-0" ± 18'-11" ±

2'-8" ± 13'-0" ±

2' -4

/2

'-3

/4

'-9

/4

'-3

'-3

'-2

2' -2

3' -2

7' -0

4' -0

'-3

2' -4

/4

EX W14X74 EX W14X74

EX W14X74 EX W14X74

EX W14X74 EX W14X74

EX W14X74 EX W14X74

EX W14X74 EX W14X74

EX W14X74 EX W14X74

EX W10X26

EX W10X26

E X

W

X

E X

W

X

EX W10X26

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

C

X

EX W14X53

EX W14X43EX W14X43

E X

C

X

E X

C

X

E X

C

X

E X

C

X

EX W14X53

EX W14X53

EX W14X53

EX W14X53

E X

C 8X

.5

EX W10X15EX W10X15EX W10X15

E X

W

X

EX W10X30

E X

W

X

EX W10X26

E X

W

X

EX W10X15EX W10X15EX W10X15E

X

W

X

EXISTING 6 1/2"± SLAB

ON 2" METAL DECK.

T/SLAB = 849'-5"±.

EX W8X13

EX W8X13

EX W8X13

EX W8X13

EX W8X13

EX W8X13

5 TYP

W8X18

W 8X

13.9

E G

W14X30 M=185 V=40

W

X

M =7

(2

4) V

=2

W16X31 M=180 (16) V=40

W

X

V

W

X

V

W

X

M =8

(1

2) V

=3 0 1

4 TYP

W12X19 (12) V=15

W

X

V

W12X30 W12X30

T/SLAB= 863'-10 1/2"

SLAB STEP

BEAM SPLICE

DIRECTION OF DECK SPAN

INDICATES BEAM TOP OF STEEL ELEVATION U.N.O.[XXX'-XX"]

FRAMING PLAN LEGEND:

CANTILEVER MOMENT CONNECTION

MOMENT FRAME CONNECTION

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

Project Schedule Date

Schematic Design 15% 02.16.2021

Schematic Design 35% 04.16.2021

Design Development 65% 09.24.2021

Construction Documents 95% 10.25.2023

Bid Documents 100% TBD

Design Development 65% (Re-submittal) 11.15.2021

/1

4/

:1 9:

P

M

Construct Private In-Patient Rooms & Primary Clinics

TBD

THIRD AND FOURTH FLOORS

FRAMING PLANS

S104

SETFJE

506-334

Ann Arbor, Michigan (506)

B01W

JEFF MEANS

BID DOCUMENTS

20014.00

DRAWING NOTES:

1. REFER TO S000 SERIES FOR GENERAL NOTES AND TYPICAL DETAILS .

2. REFER TO S200 SERIES FOR FRAMING DETAILS.

3. REFER TO S300 SERIES FOR TRUSS ELEVATION AND DETAILS.

4. REFER TO S400 SERIES FOR COLUMN SCHEDULE.

5. CONTRACTOR TO FIELD MEASURE ALL EXISTING DIMENSIONS AND VERIFY ALL EXISTING CONDITIONS RELATED TO THE WORK BEFORE SUBMITTING SHOP DRAWINGS. DIMENSIONS, ELEVATIONS, MEMBER SIZES, ETC. GIVEN FOR EXISTING STRUCTURE ARE BASED ON THE EXISTING DESIGN DRAWINGS AND ARE GIVEN FOR INFORMATION ONLY. NOTIFY ENGINEER IF CONDITIONS ARE DIFFERENT THAN THOSE SHOWN.

6. SEE TYPICAL DETAIL ON S003 FOR PATIENT LIFT SUPPORT INFORMATION. COORDINATE WITH ARCHITECT

AND PATIENT LIFT SUPPLIER FOR LOCATIONS AND ADDITIONAL INFORMATION.

PLAN NOTES:

1. SLAB ON METAL DECK: 3 1/4" LIGHTWEIGHT CONCRETE ON 2" COMPOSITE, GALVANIZED METAL DECK (5 1/4"

TOTAL SLAB THICKNESS). REINFORCED WITH 6X6-W2.9XW2.9 (42#).

2. COLUMN OR BEAM IS CONNECTED TO EXISTING STRUCTURE WITH HSS OR W10 SHORT BEAM. CHIP CONCRETE AT EXISTING STRUCTURAL STEEL TO ALLOW FOR CONNECTION TO EXISTING. COORDINATE WITH LIFE SAFETY

AND ARCH DWGS FOR REESTABLISHMENT OF FIREPROOFING, IF REQUIRED. REFER TO 3/S201.

3. EXPANSION JOINT, SEE ARCH.

4. W10 OUTRIGGER FOR SLAB EDGE SUPPORT. REFER TO 2/S201.

5. NEW COLUMN TO BE CENTERED ON EXISTING COLUMN. SEE S401 FOR SCHEDULE AND ATTACHMENT DETAIL TO EXISTING. NOTE THAT EXISTING SLAB ON METAL DECK WILL REQUIRE CUTTING/PATCHING TO INSTALL NEW

COLUMNS.

6. 8" THICK CONCRETE WALL ABOVE, REINFORCED WITH #4 AT 12" O.C. EACH WAY, EACH FACE. PROVIDE

DOWELS TO SUPPORTING SLAB TO MATCH VERTICAL REINFORCING.

7. CONCRETE WALL BELOW. POUR AROUND BEAMS AND UP TO UNDERSIDE OF DECK.

8. FRAMING FOR ARCHITECTURAL AND MECHANICAL OPENINGS, SEE S501.

9. INFILL EXISTING SLAB OPENING WITH SLAB ON METAL DECK. REMOVE EXISTING EDGE OF DECK STEEL, CHIP AWAY EXISTING SLAB AND REMOVE EXISTING DECK AS REQUIRED TO ALLOW FOR 1-1/2" MINIMUM BEARING OF NEW DECK. PROVIDE #4 x 1'-0" LONG DOWELS AT 12" O.C. MAX AT PERIMETER, DRILLED AND EPOXIED 6" INTO EXISTING, CENTERED VERTICALLY ON SLAB. PROVIDE SLAB ON METAL DECK PER PLAN NOTE 1 THIS SHEET.

10. NEW OPENING, COORDINATE WITH ARCH AND MEP DRAWINGS. INSTALL SPECIFIED STEEL PRIOR TO CUTTING OPENING. CORE CORNERS OF OPENING AND SAWCUT REMAINDER. DO NOT OVERCUT AT CORNERS.

11. SHORE EXISTING BEAM AND PROVIDE ATTACHMENT TO NEW STEEL AS REQUIRED.

12. 4" HOUSEKEEPING PAD, VERIFY SIZE. REFER TO MECHANICAL DRAWINGS AND A104D, A104N.

NORTH

1/8" = 1'-0"S104

B FOURTH FLOOR FRAMING PLAN

NORTH

1/8" = 1'-0"S104

A EXISTING THIRD FLOOR FRAMING PLAN

1/8" = 1'-0"S104

B.1 PARTIAL FRAMING PLAN

CHAPEL ROOF

13.9

13.2

9.8

9.3

7.9A

'-1

1/

8"

35'-6 3/8"

D I

13.9

13.2

9.8

9.3

7.9A

H.1 H.7

E.3

A /S

W14X61 M=175 (44) V=35 W14X26 M=75 (24) V=20

W14X61 M=225 (44) V=45 W14X26 M=100 (24) V=25

W14X61 M=225 (44) V=45 W14X26 M=100 (24) V=25

W14X61 M=215 (44) V=45 W14X26 M=100 (24) V=25

W14X61 M=200 (44) V=50 W14X26 M=85 (24) V=25

W14X61 M=75 (44) V=20 W14X26 M=60 (24) V=15

W12X19 (8) V=15

W12X19 (8) V=15

W12X19 (8) V=15

W12X19 (8) V=15

W

X

(4

V

W

X

M =6

(2

4) V

=2

W12X19 (8)

W12X19 (8) V=15

W12X19 (8) V=15

W

X

(4

V

W

X

A

=9

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =6

(2

4) V

=2

W

X

M =8

(2

4) V

=3

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

M =7

(2

4) V

=2

W

X

V

W

X

V

W

X

V

W

X

V

W

X

V

W

X

M =6

(2

4) V

=2

W

X

V

W

X

(4

V

E F G H

W14X53

W

X

-3

V

W

X

-3

V

W

X

-3

V

W

X

-3

V

2'-11" ±

19'-6" ± 9'-8" ± 13'-0" ± 13'-0" ± 18'-11" ±

2'-8" ± 13'-0" ±

2' -4

/2

'-3

/4

'-9

/4

'-3

'-3

'-2

2' -2

3' -2

7' -0

4' -0

'-3

2' -4

/4

E J

E J

4 TYP

4 TYP

T/SLAB= 873'-0 1/4"

S201

S201

W12X19 (4)

W8X18

W 8X

W8X18

W 8X

8TYP

TYP AT

JAMBS

W14X53 [-3"] V=25

W14X53 [-3"] V=25

W

X

-3

V

S201

S201

S201

S201

S201

S201

S201

W14X53 V=25

W14X53 . V=25

W14X53 V=55

W14X53 V=20

8TYP

8TYP

A /S

7'-0 1/4"

11 7/8" 6'-0 3/8"

7'-0 1/4"

11 7/8" 6'-0 3/8"

TYP

TYP

S201

TYP

T R

A N

S F

E R

T R

U S

S

S501

TYPICAL AT

SUPPLEMENTAL FRAMING 13

S201

D I

13.9

13.2

9.8

9.3

7.9A

H.1 H.7

E.3

A /S

W14X26 M=100 V=20 W14X22 M=60 V=15

W14X26 M=125 V=30 W14X22 M=70 V=20

W14X26 M=120 V=25 W14X22 M=65 V=20

W14X53 M=120 V=25 W14X30 M=65 V=20

W14X53 M=115 V=30 W14X30 M=65 V=20

W14X26 M=40 V=15 W14X22 M=45 V=15

W12X16 V=15

W12X16 V=15

W12X16 V=15

W12X16 V=15

W

X

V =1

W

X

M

V

=1

W

X

V =1

W12X16

W12X16

W12X16 V=15 W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V

=1

W

X

M

V

=4

W

X

M

V

=1

W

X

M

V

=1

W

X

M

V

=2

W

X

M

V

=1

W

X

M

V

=1

W

X

M

V

=2

W

X

M

V

=1

W

X

M

V

=1

W

X

M

V

=1

W

X

M

V

=4

W

X

V =4

W

X

V =1

W

X

V =1

W

X

V =1

W

X

M

V

=1

E F G H

W14X26W14X26 V=25

W

X

V =1

2'-11" ±

19'-6" ± 9'-8" ± 13'-0" ± 13'-0" ± 18'-11" ±

2'-8" ± 13'-0" ±

2' -4

/2

'-3

/4

'-9

/4

'-3

'-3

'-2

2' -2

3' -2

7' -0

4' -0

'-3

2' -4

/4

E J

4 TYP

4 TYP

W14X26 V=15

W14X26 V=20

W14X26 V=20

W14X26 V=20

W14X26 V=15

W

X

V =1

W

X

V

=1

W

X

V =1

W12X16

W

X

V =1

D .B

5'

-7

/8

H .P

D .B

5'

-0

L.

P

D .B

5'

-7

/2

H .P

SLOPE DOWN SLOPE DOWN

W

X

M

V

=1

W

X

V =1

W8X18

W8X18

S201

W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V

=1

W

X

V =2

W

X

V

=1

W

X

V =1

S201

E J

E J

S201

ABOVE

S201

A /S

10 1/2" 6'-0 3/8"

6'-10 7/8"

W

X

V =1

W

X

V

=1

W

X

V =1

W

X

V =1

W

X

V =1

W

X

V =1

6'-10 7/8"

10 1/2" 6'-0 3/8"

TYP

TYP

TYP

S105

D.2

2' -3

/4

2'

-3

/4

S105

D.1

S201

S501

TYPICAL AT

SUPPLEMENTAL FRAMING

SLAB STEP

BEAM SPLICE

DIRECTION OF DECK SPAN

INDICATES BEAM TOP OF STEEL ELEVATION U.N.O.[XXX'-XX"]

FRAMING PLAN LEGEND:

CANTILEVER MOMENT CONNECTION

MOMENT FRAME CONNECTION

H.1E G

W14X43

W

X

W

X

W14X43 W

X

6" DIA STD PIPE POST, TYP.

(2) L3X3X3/8 KICKER, TYP.

L6 X6

X5 /1

L6X6X5/16L6 X6

X5 /1

NOTE: T/STEEL = 888'-8" U.N.O.

W

X

S201

TYP

S201

TYP

CONNECT TO WF BEAM

PER 11/S201, TYP.

11'-10 1/2"

34'-6 1/2"

'-2

B

A S

E

35'-0" BASE

2' -3

/4

'-8

/2

2' -3

/4

S201

H.1E G

22'-8" 17'-8"

'-3

2'-0"2'-0"

HSS10X8X1/4

H S

S

X 8X

1/

H S

S

X 8X

1/

H S

S

X 8X

1/

H S

S

X 8X

1/

H S

S

X 8X

1/

H S

S

X 8X

1/

HSS8X

8X

3/

HSS8X

8X

3/

HSS8X

8X

3/

HSS8X8X3/8

HSS8X8X3/8

HSS8X8X3/8

HSS10X8X1/4

NOTE: T/STEEL = 897'-8" U.N.O.

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

Project Schedule Date

Schematic Design 15% 02.16.2021

Schematic Design 35% 04.16.2021

Design Development 65% 09.24.2021

Construction Documents 95% 10.25.2023

Bid Documents 100% TBD

Design Development 65% (Re-submittal) 11.15.2021

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:1 9:

P

M

Construct Private In-Patient Rooms & Primary Clinics

TBD

FIFTH FLOOR AND ROOF FRAMING

PLANS

S105

SETFJE

506-334

Ann Arbor, Michigan (506)

B01W

JEFF MEANS

BID DOCUMENTS

20014.00

DRAWING NOTES:

1. REFER TO S000 SERIES FOR GENERAL NOTES AND TYPICAL DETAILS .

2. REFER TO S200 SERIES FOR FRAMING DETAILS.

3. REFER TO S300 SERIES FOR TRUSS ELEVATION AND DETAILS.

4. REFER TO S400 SERIES FOR COLUMN SCHEDULE.

5. CONTRACTOR TO FIELD MEASURE ALL EXISTING DIMENSIONS AND VERIFY ALL EXISTING CONDITIONS RELATED TO THE WORK BEFORE SUBMITTING SHOP DRAWINGS. DIMENSIONS, ELEVATIONS, MEMBER SIZES, ETC. GIVEN FOR EXISTING STRUCTURE ARE BASED ON THE EXISTING DESIGN DRAWINGS AND ARE GIVEN FOR INFORMATION ONLY. NOTIFY ENGINEER IF CONDITIONS ARE DIFFERENT THAN THOSE SHOWN.

6. SEE TYPICAL DETAIL ON S003 FOR PATIENT LIFT SUPPORT INFORMATION. COORDINATE WITH ARCHITECT

AND PATIENT LIFT SUPPLIER FOR LOCATIONS AND ADDITIONAL INFORMATION.

PLAN NOTES:

1. SLAB ON METAL DECK: 3 1/4" LIGHTWEIGHT CONCRETE ON 2" COMPOSITE, GALVANIZED METAL DECK (5 1/4"

TOTAL SLAB THICKNESS). REINFORCED WITH 6X6-W2.9XW2.9 (42#).

2. COLUMN OR BEAM IS CONNECTED TO EXISTING STRUCTURE WITH HSS OR W10 SHORT BEAM. CHIP CONCRETE AT EXISTING STRUCTURAL STEEL TO ALLOW FOR CONNECTION TO EXISTING. COORDINATE WITH LIFE SAFETY

AND ARCH DWGS FOR REESTABLISHMENT OF FIREPROOFING, IF REQUIRED. REFER TO 3/S201.

3. EXPANSION JOINT, SEE ARCH.

4. W10 OUTRIGGER FOR SLAB EDGE SUPPORT. REFER TO 2/S201.

5. SLAB ON METAL DECK: 2" LIGHTWEIGHT CONCRETE ON 2" COMPOSITE, GALVANIZED METAL DECK (4" TOTAL

SLAB THICKNESS). REINFORCED WITH 6X6-W2.9XW2.9 (42#).

6. FRAMING FOR ARCHITECTURAL AND MECHANICAL OPENINGS, SEE S501.

7. MECHANICAL UNIT ABOVE ROOF, COORDINATE WITH MECHANICAL DRAWINGS. PROVIDE SUPPORT FRAMING

PER PLAN D.1/S105.

8. DEPRESSION FOR SHOWER, COORDINATE WITH ARCH.

9. MECHANICAL OPENING, COORDINATE WITH ARCH AND MECH.

NORTH

1/8" = 1'-0"S105

C FIFTH FLOOR FRAMING PLAN

NORTH

1/8" = 1'-0"S105

D ROOF FRAMING PLAN

NOTE:

GALVANIZED STEEL AND ATTACHMENT ANCHORS FOR DUCT SUPPORT AND DUNNAGE FOR SUPPORT OF NEW MECHANICAL EQUIPMENT ON EXISTING ADJACENT BUILDING WILL BE REQUIRED. FOR PRICING, ASSUME 10 TONS OF GALVANIZED STEEL WITH ATTACHMENT THROUGH EXISTING FACADES / ROOFING / FINISHES / FIREPROOFING /

CONCRETE TO EXISTING STRUCTURAL STEEL AT ATTACHMENT POINTS.

1/8" = 1'-0"S105

D.1 MECHANICAL SUPPORT FRAMING

1/8" = 1'-0"S105

D.2 SCREENWALL FRAMING

G

H.2

13.9

7.9A

9.3

9.8

H.7

E.3 H.3

I

13.9

13.2

9.8

9.3

7.9A

H.1 H.7

E.3E F G H

EX 12WF27

EX 10WF25 EX 8WF17

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E X

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EX 12WF27EX 10WF21

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E X

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EX 10WF25

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EX 10WF21EX 10WF21 EX 10WF21

E X

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EX 10WF21

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EX 10WF21EX 8WF17EX 10WF21

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EX 10WF21

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EX 10WF21

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EX 16WF40EX 12WF27EX 16WF40

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EX 14WF30

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6W

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EX 10WF21

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EX 14WF30

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EX 18WF55

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