36C25018B0795-012.pdf

3'-5"

1'-8" 1'-9"

2'-6"

1'-6" 1'-0"

6" 1'-0"

1'-0"

1'-0" 1'-0"

1'-0" 1'-4"

.0

H

1'-6" 1'-0"

1'-8" 1'-9"

2"

1'-6"

20#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-1

PIER P-2 PIER P-3 PIER P-4

PIER P-5

PIER P-6

PIER P-12

20#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

T/WALL = 816'-0"

T/WALL = 816'-0"

T/PIER REFER TO PLAN

T/WALL = 816'-0"

T/PIER REFER TO PLAN

T/WALL = 816'-0"

T/PIER REFER

TO PLAN

T/WALL = 816'-0"

T/WALL = 816'-0"

32#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

2" TYP

28#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

A

A

T/WALL = 816'-0"

T/WALL = 816'-0"

2" TYP

T/WALL = 816'-0"

T/WALL = 816'-0"

T/PIER REFER TO PLAN

14#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

2" TYP

T/WALL = 816'-0"

T/PIER REFER

TO PLAN

14#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

2'-6"

1'-0" 1'-6"

16#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-14

T/WALL = 816'-0"

T/WALL = 816'-0"

T/PIER REFER

TO PLAN

B

14#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-15

T/WALL = 816'-0" T/WALL = 816'-0"

T/PIER REFER

TO PLAN

D

1'-0" 1'-0"2'-6"

1'-0"1'-6"

16#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-13

T/WALL = 816'-0"

T/WALL = 816'-0"

T/PIER REFER

TO PLAN

2" TYP

2" TYP

1'-5 3/4"

"4

22#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-9

T/WALL &

PIER = 815'-4"

T/WALL = 815'-7"

T/PIER REFER

TO PLAN

E

2" TYP

3'-3"2'-8"

44#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

PIER P-8

T/WALL &

PIER = 815'-7"

T/WALL = 815'-4"

T/PIER REFER

TO PLAN

D

2" TYP 7

1'-0" 1'-0"

12#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

2" TYP

PIER P-7

D E

C

1'-6"

2"

2" TYP

16#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

T/PIER REFER

TO PLAN

T/WALL =

816'-0"

T/WALL =

816'-0"

1'-8" 1'-4"

2.8

J

PIER P-10

1'-4" 1'-8"

4"

30#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

T/PIER REFER

TO PLAN

T/WALL =

816'-0"

T/WALL =

816'-0"

3'-0"

J

4.2

1'-8"

1'-4" 1'-6"

5'-9".

1'-0"

/2

F

1'-6"

1'-2" 4"

9'-11"

4" 1'-0"

4.8

K

.0

1'-8 1/4".

7"

6 1/4"

1'-2" 1'-2"

2'-3" 1'-2"

20#7 VERT W/

#4 TIES @ 12" OC

(4) TIES @ 3" OC

TOP

30#7 VERT W/#4 TIES @ 12" OC(4) TIES @ 3" OCTOP

T/PIER 815'-4"

T/ WALL=815'-7"

T/WALL=816'-0"

T/WALL=801'-0"

2'-0"x2'-0"x2'-0" DEEPSUMP PIT T/WALL=816'-0"

#5@12" OC HORIZ EF#7@10" OC VERT EF

#5@12" OC HORIZ EF

#7@10" OC VERT EF

#4@12" OCHORIZ EF

#4@8" OC

VERT EF W/STD HK

SC301

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:5

P

M

Scale: 1/2" = 1'-0"

SC302

PIER DETAILS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

17 148

SCALE: 1/2" = 1'-0"SC100

A ENLARGED ELEVATOR PIT PLAN

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

BIDS SUBMISSION 01-20-17

BIDS SUBMISSION_REVISED 04-12-18

VERT REINF

T/FTG EL

REFER TO PLAN

T/PEDESTAL EL

REFER TO PLAN

TYPICAL INTERIOR FOOTING

WITH PEDESTAL-PLAN

TYPICAL INTERIOR FOOTING

WITH PEDESTAL-SECTION

L

L

STRUC

COLUMN

DOWELS TO

MATCH VERT

REINF

TIES

ANCHOR BOLTS

FINISH FLOOR EL.

REFER TO PLAN

STRUC

STEEL COL.

C COL,FTG, & PEDESTAL UNO

C C

O L F

T G

P E

D E

S T

A L U

N O

SCALE 3/4"=1'-0" SCALE 3/4"=1'-0"SEE SCHEDULE FOR DIMENSIONAL

AND REINFORCEMENT REQUIREMENTS.

SEE TYPICAL INTERIOR FOOTING

SECTION W/ PEDESTAL.

SEE SCHEDULE FOR DIMENSIONAL

AND REINFORCEMENT REQUIREMENTS.

b

EQ EQ

W

EQ EQ

E Q

E Q d

E Q

E Q

D

G R

O U

T

M A

X

REFER TO PLAN & SCHEDULE

EQ EQ

V A

R

IE

S

R E

F E

R T

O P

L A

N

S C

H E

D U

L E

SCALE:

TYPICAL ISOLATION JOINT DETAIL

SCALE:

TYPICAL GRADEWALL REINF AT PENETRATION

SCALE:

TYPICAL SLAB ON GRADE DETAILS

SCALE:

TYPICAL EQUIPMENT PAD SECTION

SCALE:

TYPICAL EQUIPMENT PAD W/ TRENCH SECTION

SECTION

PLAN - AT INTERIOR COLUMNS

PLAN - AT EXTERIOR COLUMNS

NOTES:

3. USE FOR EQUIPMENT WITH WATER CONNECTIONS.

NOTES:

2 ADD'L #4 BARS LENGTH =

PENETRATION DIA. + 2'-0,

BEND AS REQ'D AT TOP AND

BOTT OF GRADEWALL (TYP

4 PLACES)

4. SECURE HOOKED BARS INTO EXISTING CONCRETE W/ CONCRETE

ANCHOR ADHESIVE.

TYPICAL SLAB CONTROL JOINT (CJ)

TYPICAL SLAB CONSTRUCTION JOINT (CJ)

2. COORDINATE SIZE WITH EQUIPMENT SUPPLIER AND APPROPRIATE CONTRACTOR. 2. COORDINATE SIZE WITH EQUIPMENT SUPPLIER AND APPROPRIATE CONTRACTOR.

1. COORDINATE PAD LOCATIONS W/ ELECTRICAL AND/OR MECHANICAL DRAWINGS1. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR PAD LOCATIONS.

COL.

PEDESTAL

FIN. FLR.

PEDESTAL BELOW

(OR BASE PLATE

AT LOCATIONS

WITHOUT PEDESTAL)

CONTROL JOINT OR

CONSTRUCTION JOINT

CONTROL JOINT OR

CONSTRUCTION JOINT

PEDESTAL BELOW

(OR BASE PLATE

AT LOCATIONS

WITHOUT PEDESTAL)

6x6-W2.9xW2.9 WWF

FIN FLOOR

EQUIP

6x6-W2.9xW2.9 WWF

FIN FLOOR

EQUIP

GRADEWALL

GRADEWALL PENETRATION

GRADEWALL

ADD 2#5 BARS

ACROSS OPNG

FIN FLOOR

REFER TO PLAN

REINF (REFER TO PLAN)

REINF (REFER TO PLAN)

SAWED JOINT

W/JOINT FILLER

OUTER LIMITS OF EQUIP

DRILL & EPOXY ANCHOR

#3 HOOKED BAR W/MIN

3" EMBED AROUND EXTERIOR

OF PAD SPACED 18" OC

(MIN 3 PER SIDE)

DRILL & EPOXY ANCHOR

#3 HOOKED BAR W/MIN 3" EMBED

AROUND EXTERIOR OF PAD SPACED

18" OC (MIN 3 PER SIDE)

1'-0"± 1'-0"±

UTILITIES UNDER GRADEWALL,

SEE UTILITY DWGS (TYP)

APPLY BONDING COMPOUND

AND ROUGHEN SLAB TO 1/4"

MIN AMPLITUDE

4" WIDE x 2" DEEP TRENCH w/ OUTLET

TO FLOOR DRAIN

WHERE SHOWN ON

PIPING DWGS

EPOXY TOPPING

& FINISH 3/4"x45 DEG CHAMFER

APPLY BONDING COMPOUND

AND ROUGHEN SLAB TO

1/4" MIN AMPLITUDE

3/4"x45 DEG CHAMFER

1/2" EXP JT MATL W/ JT SEALER

VAPOR BARRIER @

1ST FLOOR SLAB

ON GRADE ONLY

6" COMPACTED GRANULAR

SUB-BASE

6" COMPACTED GRANULAR

SUB-BASE

TOOLED JOINT

WITH JOINT FILLER

1/2" EXP JT MATL W/ JT SEALER

1/2" EXP JT MATL

W/ JT SEALER

NONE

NONE NONESCALE:

GRADEWALL ELEV AT UTILITIES

NONE

3/4"=1'-03/4"=1'-0

3/4"Ø PLAIN DOWEL

x 18" LONG @ 12" OC

GREASE ONE END

1/8".

" 1

/2

R E

F E

R T

O P

L A

N

9". 9".

E Q

E Q

R E

F E

R T

O P

L A

N

2".

2" TYP

W & L

3" TYP

S L A

B R

E F

E R

T O

P L A

N

W & L

4"± OUTER LIMITS OF EQUIP 4"±

S L A

B R

E F

E R

T O

P L A

N

3. HARD TROWEL FINISH.

5. HARD TROWEL FINISH.

COMPACTED SUBGRADE

VAPOR BARRIER @

1ST FLOOR SLAB

ON GRADE ONLY

COMPACTED SUBGRADECONTRACTOR SHALL SUBMIT

PROPOSED CONSTRUCTION JOINT

LAYOUT FOR ENGINEERED REVIEW

PRIOR TO CONSTRUCTION

T/FOOTING EL

REFER TO PLAN

TYPICAL INTERIOR FOOTING

W/O PEDESTAL SECTION

ANCHOR BOLTS

FINISH FLOOR EL.

REFER TO PLAN

STRUC

STEEL COL.

SCALE 3/4"=1'-0" SEE SCHEDULE FOR DIMENSIONAL

AND REINFORCEMENT REQUIREMENTS.

REFER TO PLAN & SCHEDULE

EQ EQ

R E

F E

R T

O P

L A

N

S C

H E

D U

L E

G R

O U

T

TYP

2'-0"

TYP

2'-0"

6"

6"

6"

6"

WALL CORNER

PIER (SEE PLAN)

WALL INTERSECTION

PIER (SEE PLAN)

OFFSET WALL

PIER (SEE PLAN)

1. VERTICAL REINFORCEMENT NOT SHOWN FOR CLARITY.

2. PROVIDE STANDARD 90º HOOK AT ENDS OF HORIZONTAL BARS.

3. REFER TO SECTIONS AND DETAILS FOR SIZE & SPACING OF HORIZONTAL REINFORCING.

TYPICAL HORIZONTAL REINFORCEMENT DETAIL AT WALLS & PIERS

BOND BREAKER

3"

3"

FLOOR SLAB

(2) #4 BARS x 4'-0" LONG IN MIDDLE OF

SLAB. PROVIDE BARS AT EACH

CORNER OR RE-ENTRANT CORNER

ADDITIONAL CONTROL JOINTS AT

CORNERS OF FLOOR SLAB - EXTEND

BACK TO MAIN CONTROL JOINT

PATTERN. JOINTS SHALL BE CUT AT A

MAXIMUM OF 45 DEGREES FROM THE

LINE OF THE CORNER.

CORNER OF SLAB,

WALL, TRENCH DRAIN,

EQUIPMENT PAD, ETC.

CONC WALL

4'-0" MIN

M A

X

MIN

1'-0"

1'-0"

WALL FOOTING BOTTOM

REINFORCING

. >/= 45º

MIN

1'-0"

BEAM REFER

TO PLAN

3/16

TYP

1/2" BEARING

PLATE

1/2" GROUT PAD

3/8" STIFFENER

PLATES

M

IN

1 1/2" TYP

11"

1 1/2"

/2

1 1/2"

1'-3"

2"

BEAM REFER TO PLAN

1/2"

2 3/4"

4" 1 1/2"

6"

CENTERLINE OF

STIFFENER PL

BEAM REFER

TO PLAN

3/8" STIFFENER PL

DRILL & EPOXY 3/4"Ø

HILTI HAS B-7 ROD W/

HIT-HY 200 ADHESIVE

1/2" PLATE

1/2" GROUT

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:5

P

M

Scale: As indicated

SC500

TYPICAL FOUNDATION DETAILS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

18 148

SCALE: 12" = 1'-0"

TYPICAL SLAB CONTROL JOINT AT CORNERS DETAIL

SCALE: 1/2" = 1'-0"

TYP STEPPED WALL FOOTING DETAIL

SCALE: 1" = 1'-0"

BEAM POCKET SECTION

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

1. THE CONTRACTOR SHALL SUBMIT STEEL SHOP DRAWINGS INCLUDING FULLY DEVELOPED FIELD DETAILS FOR REVIEW PRIOR TO

FABRICATION AND ERECTION. MAKE ALL SHOP DRAWINGS FOR ALL WORK CLEARLY SHOWING ALL PIECES, DETAILS AND CONNECTIONS.

CONTRACTOR SHALL DEVELOP AND INCLUDE THEIR OWN ERECTION SHEETS AND FIELD DETAILS. SHOP DRAWINGS MUST BE

INTERNALLY CHECKED BY THE FABRICATOR / DETAILER. UNCHECKED DRAWINGS ARE CAUSE FOR REJECTION.

2. SUBSEQUENT SUBMITTAL AND REVIEW OF 'CORRECTED' SHOP DRAWINGS SHALL INCLUDE APPROPRIATE E-SHEETS WITH EACH REVISION

'CLOUDED' TO ALLOW RAPID TURNAROUND.

3. THE ENGINEERS SIGNATURE ON THE SHOP DRAWINGS IS TO BE INTERPRETED ONLY AS A REVIEW OF THE GENERAL FABRICATION

DESIGN DEVELOPMENTS. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS NOTED ON THE SHOP DRAWINGS ALONG WITH ALL

SHOP / FIELD FABRICATION ERRORS.

5. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED BY

DIRECT SCALING OF THE DESIGN DRAWINGS (ELECTRONIC OR OTHER MEANS).

6. THE STRUCTURAL DOCUMENTS AND SPECIFICATIONS ARE FOR DEVELOPMENT AND PLACEMENT OF STRUCTURAL COMPONENTS

RELATED TO THIS WORK ONLY. MEANS-AND-METHODS FOR ALL CONSTRUCTION WORK INCLUDING BUT NOT LIMITED TO TEMPORARY

BRACING, CABLES, SHORING OR OTHER MEANS FOR THE SAFE ERECTION OF THE STRUCTURE(S) IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

7. ALL ELEVATIONS SHOWN ON DESIGN DRAWINGS ARE REFERENCED TO FINISH FIRST FLOOR ELEVATION 816'-0" .

8. DESIGN, DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE MOST RECENT EDITION OF THE

FOLLOWING PUBLICATIONS EXCEPT AS SPECIFICALLY INDICATED IN THE CONTRACT DOCUMENTS:

A. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION (14th EDITION-ASD) INCLUDING:

-AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

-RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS

B. AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE D1.1

C. OSHA - 29 CFR PART 1926 - SAFETY STANDARDS FOR STEEL ERECTION, FINAL RULE.

9. REFER TO STRUCTURAL STEEL SPECIFICATIONS FOR DETAILED INFORMATION.

10. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATION U.N.O.:

A. W & SPLIT TEES CUT FROM W SHAPES - ASTM A992 GR 50 OR A572 GR 50

B. HSS - SQUARE AND RECTANGULAR -ASTM A500 GR B - 46 KSI

C. HSS - ROUND -ASTM A500 GR B - 42 KSI

D. ROUND PIPE -ASTM A53 TYPE 'E' GRADE B

E. ANGLES, CHANNELS, PLATES -ASTM A36

BARS, BASE PLATES, S-SHAPES, PLATE WASHERS

F. ANCHOR RODS -ASTM F1554 GR 55, SUPPLEMENT S1

G. HEADED STUDS -ASTM A108 Fu = 65KSI

11. UNLESS NOTED OTHERWISE ALL SHOP CONNECTIONS SHALL BE WELDED AND ALL FIELD CONNECTIONS SHALL BE HIGH STRENGTH

BOLTED.

12. ALL STRUCTURAL STEEL BOLTING SHALL USE ASTM A325 HIGH TENSILE BOLTS THAT ARE FULLY TIGHTENED USING THE "TURN OF THE

NUT" METHOD WITH A HARDENED WASHER UNDER THE TURNED ELEMENT AND HEAVY HEX NUTS. LOCK WASHERS AND LOCK NUTS ARE

STRICTLY PROHIBITED. ADDITIONALLY THE USE OF MACHINE BOLTS FOR STRUCTURAL CONNECTIONS IS PROHIBITED. BOLTED

CONNECTIONS SHALL BE DESIGNED WITH ¾ INCH OR LARGER DIAMETER A325-N OR A490-N BEARING TYPE CONNECTIONS, WITH

THREADS INCLUDED IN THE SHEAR PLANE, OR ¾ INCH OR LARGER DIAMETER A325-SC SLIP-CRITICAL CONNECTIONS, U.N.O. DO

NOT MIX BOLT TYPES OR BOLT DIAMETERS IN A CONNECTION.

13. UNLESS OTHERWISE NOTED OR DETAILED, DESIGN ALL BEAM CONNECTIONS TO CONFORM TO AISC STANDARD TWO ANGLE WEB

CONNECTIONS, CAPABLE OF SUPPORTING 75% OF THE BEAM'S TOTAL UNIFORM LOAD CAPACITY (SPAN TIMES AISC TABULATED VALUE

FOR ALLOWABLE UNIFORM LOAD IN KIPS FOR BEAMS LATERALLY SUPPORTED). IN NO CASE SHALL THE BEAM CONNECTION CAPACITY BE

LESS THAN ONE-THIRD THE CALCULATED SHEAR CAPACITY OF THE MEMBER.

14. PROVIDE SLIP-CRITICAL BOLTING, USING CLASS "A" SURFACE VALUES (CLEAN MILL SCALE), AT ALL

COLUMN SPLICES, BRACKETS, BRACING MEMBERS, HANGERS AND MOMENT CONNECTIONS.

SLIP-CRITICAL BOLTS CAN BE USED IN SLOTTED CONNECTIONS IRRESPECTIVE OF THE DIRECTION OF THE STRESS.

15. SHORT HORIZONTAL SLOTS MAY BE USED IN LIEU OF STANDARD HOLES IN THE OUTSTANDING LEGS OF DOUBLE ANGLE BEAM

CONNECTIONS TO GIRDERS AND COLUMNS. DIRECTION OF SUPPORTED REACTION SHALL BE NORMAL TO THE SLOT.

16. THE MINIMUM END CONNECTION OF ANY MEMBER SHALL BE MADE WITH TWO (2) A325 BOLTS OR EQUIVALENT WELD. MINIMUM BOLT

DIAMETER SHALL BE 3/4" UNLESS NOTED.

17. GUSSET PLATES FOR DIAGONAL BRACING SHALL BE CONNECTED TO ALL INTERSECTING MEMBERS UNLESS DETAILED OTHERWISE.

18. VERTICAL BRACING JOINT CONNECTIONS SHALL BE DESIGNED AS SLIP-CRITICAL CONNECTIONS AS DEFINED PER AISC.

19.

ALL WORK POINTS SHALL BE AT THE INTERSECTION OF MEMBERS AND AT COLUMN CENTERLINES, UNLESS NOTED OTHERWISE.

20. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND IN ACCORDANCE WITH THE CURRENT AWS D1.1 "STRUCTURAL

WELDING CODE."

21. ELECTRODES FOR WELDING: E70XX SERIES, LOW HYDROGEN FOR SHIELDED METAL ARC GAS, GAS METAL ARC OR FLUX-CORED ARC

WELDING PROCESSES AND E7XX FOR SUBMERGED ARC WELDING UNLESS NOTED OTHERWISE.

22. STORE ELECTRODES IN ACCORDANCE WITH SPECIFICATIONS AND AWS REQUIREMENTS.

23. FILLET WELDS SHALL BE STOPPED SHORT OF A PLATE OR MEMBER EDGE OR PROVIDE AN END RETURN. FOR FILLET WELDS STOPPED

SHORT, THE WELD TERMINATION DISTANCE FROM THE EDGE SHALL BE A MINIMUM OF THE WELD SIZE. FOR FILLET WELDS WITH AN END

RETURN, THE RETURN LENGTH SHALL NOT EXCEED FOUR TIMES THE SIZED OF THE WELD.

24. OVERLAPPING OF WELDS BETWEEN ADJACENT MEMBERS IS STRICTLY PROHIBITED. PROVIDE PROPER OFFSET DISTANCES TO ALLOW

SUFFICIENT ROOM FOR WELDING.

25. MINIMUM FILLET WELD SIZE SHALL BE 3/16", EXCEPT SEAL WELDS MAY BE 1/8".

26. REMOVE ALL EXISTING PAINT, DIRT, RUST OR OTHER SURFACE COATINGS FROM STEEL SURFACES THAT WILL RECEIVE WELD. IN

ADDITION TO STRUCTURAL WELDS, STRUCTURAL STEEL EXPOSED TO WEATHER SHALL HAVE CONTINUOUS SEAL WELDS AT ALL JOINTS

(INCLUDING ALL CONNECTION MATERIAL).

27. ADD AN EXOTHERMIC WELD AT EACH END OF A 4/0 COPPER CONDUCTOR TO 3/4" DIA x 10'-0" LONG COPPER WELD GROUND ROD 2'-0"

BELOW GRADE AT GROUNDED COLUMN LOCATIONS NOTED ON ELECTRICAL GROUNDING PLANS

28. PROVIDE SHELF ANGLES ON COLUMNS AS REQUIRED TO SUPPORT METAL DECK AND WET CONCRETE

29. ANCHOR BOLTS, SETTING DIAGRAMS, AND TEMPLATES SHALL BE SUPPLIED BY THE STEEL CONTRACTOR AND SET PLUMB AND VERTICAL

BY THE FOUNDATION CONTRACTOR. PROVIDE (1) LEVELING NUT PER ANCHOR ROD OR (1) SHIM PACK IN FULL BEARING AT EACH CORNER OF

30. ALL PROJECTED CORNERS, BURRS, EXPOSED EDGES AND SHARP CORNERS SHALL BE GROUND SMOOTH.

VERTICAL CROSS-BRACING MEMBER CONNECTIONS SHALL BE SIZED FOR THE MEMBER FORCES WHEN SHOWN ON THE DRAWINGS, BUT NOT LESS THAN 50% OF THE MEMBER'S GROSS SECTION TENSILE CAPACITY.

STRUCTURAL STEEL CONNECTIONS NOTED ON THESE DOCUMENTS ARE FOR GENERAL CONNECTION CONFIGURATION ONLY. THE CONTRACTOR SHALL RETAIN A QUALIFIED ENGINEER LICENSED IN THE STATE OF MICHIGAN TO DESIGN ALL STRUCTURAL STEEL CONNECTIONS. SUBMIT CONNECTION CALCULATIONS FOR REVIEW PRIOR TO THE COMMENCEMENT OF FABRICATION ACTIVITIES.

ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED.

ALL LOADS, FORCES AND REACTIONS ARE UNFACTORED SERVICE LOADS (ASD).

ALL CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM SERVICE LOAD OF 6K.

ALL STEEL DECK SHALL BE INSTALLED WITH AT LEAST 1 1/2" END BEARING.

NO ATTACHMENTS OR CONNECTIONS SHALL BE MADE TO STEEL FLOOR OR ROOF DECK OTHER THAN THOSE SHOWN ON THE

DRAWINGS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD.

ROOF DECK CONNECTIONS UNLESS OTHERWISE NOTED:

ROOF DECK @ SUPPORTS: 24/4 PATTERN, 5/8" DIA PUDDLE WELD OR (1) #10 TEK SCREW

ROOF DECK @ SIDELAPS: (3) #10 TEK SCREWS / SPAN

FORM DECK @ SUPPORTS: 36/4 PATTERN, 5/8" DIA PUDDLE WELD (ONLY WHERE HEADED STUDS NOT REQUIRED) FORM DECK @ SIDELAPS: (2) 5/8" DIA PUDDLE WELDS OR (2) 3/8" x 1 1/4" ARC SEAM WELDS / SPAN

"BUTTON PUNCHED CONNECTIONS ARE NOT PERMITTED"

ALL STEEL ROOF DECK SHALL BE 3" x 20 GA TYPE N

ALL STEEL FLOOR DECK SHALL BE 1 1/2" x 20 GA TYPE C

MINIMUM GUSSET PLATE THICKNESS SHALL BE 3/8"

NO FLAME CUTTING IS PERMITTED IN THE FIELD WITHOUT ENGINEER APPROVAL. THIS INCLUDES CUTTING OF STEEL. CORRECTING MISALIGNED PIECES AND ENLARGING OR ADDING HOLES. BURNT HOLES IN THE SHOP OR FIELD FABRICATION ARE PROHIBITED.

ALL FULL PENETRATION (CJP) AND PARTIAL PENETRATION (PJP) WELDS SHALL BE INSPECTED BY ULTRASONIC TESTING (UT).

ALL WELDS SHALL BE UNIFORM IN SIZE AND APPEARANCE AND SHALL BE FREE OF PINHOLES, CRACKS, UNDERCUTTING, OR OTHER

DEFECTS.

REPLACE OR SUPPLEMENT UNDER DRIVEN OR OVER DRIVEN DECK FASTENERS WITH ADJACENT, PROPERLY INSTALLED

FASTENERS.

DO NOT USE STEEL DECK FOR STORAGE OR AS A WORK PLATFORM UNTIL DECK IS PERMANENTLY FASTENED TO SUPPORTING

STEEL FRAMING.

ALL STEEL DECK SHALL BE PRIME PAINTED ON BOTH SIDES. FINISH PAINT AND / OR GALVANIZING IS NOT REQUIRED. PROVIDE RUST

INHIBITIVE PRIMER TO A NOMINAL THICKNESS OF 4 MICRONS.

THE LENGTH OF CONNECTION ANGLES OR SHEAR TABS SHALL EXCEED ONE HALF THE DEPTH OF THE SUPPORTED MEMBER.

DO NOT PAINT AREAS WITHIN 3" OF LOCATIONS TO BE FIELD WELDED OR WITHIN 3" OF SLIP CRITICAL BOLTED CONNECTIONS.

ELECTRODES WITH CHARPY V NOTCH TEST VALUES OF AT LEAST 20 FT-LB @ -20 DEG F ARE REQUIRED AT ALL CJP AND PJP WELDS.

GROUT BELOW COLUMN BASES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF AT LEAST 7000 PSI AND CONFORM TO ASTM

C1107. GROUT SHALL BE PRE-MIXED, NON-METALLIC, NON SHRINK GROUT.

31.

32.

THE OWNER'S TESTING AGENCY. THE CONTRACTOR SHALL PROVIDE ACCESS TO THE INSPECTORS IN A TIMELY

BUILDING CODE AND DESIGN STANDARDS

STRUCTURES ARE DESIGNED IN ACCORDANCE WITH THE FOLLOWING BUILDING CODES AND STANDARDS:

1. INTERNATIONAL BUILDING CODE 2015.

2. AMERICAN SOCIETY OF CIVIL ENGINEERS SEI/ASCE 7-10.

3. VA STRUCTURAL DESIGN MANUAL FOR REGIONAL OFFICE PROJECTS (FEB. 1, 2014)

4. VA HANDBOOK H-18-8 "SEISMIC DESIGN REQUIREMENTS"

5. VA DESIGN ALERTS AND QUALITY ALERTS.

6. STRUCTURE IS NOT DESIGNED FOR FUTURE VERTICAL AND/OR HORIZONTAL EXPANSION.

DESIGN LOADS

1. ROOF LOADS

a. DEAD LOADS:

i. STEEL DECK = 3 PSF

STEEL FRAMING = 7 PSF

UTILITIES = 5 PSF

CEILING GRID = 1 PSF

RIGID INSULATION = 6 PSF

ROOFING = 3 PSF

TOTAL = 25 PSF

ii. ROOF TOP UNIT = 2600 LB

b. ROOF LIVE LOAD

i. 20 PSF

2. SUPPORTED FLOOR LOADS:

a. DEAD LOADS:

i. 5" CONCRETE SLAB = 57 PSF

STEEL DECK = 3 PSF

CEILING GRID = 1 PSF

UTILITIES = 5 PSF

STEEL FRAMING = 7 PSF

FLOORING = 2 PSF

TOTAL =75 PSF

b. SUPPORTED FLOOR UNIFORM LIVE LOADS

i. OFFICE AREAS 80 PSF

ii. STAIRS 100 PSF

iii. CORRIDORS 100 PSF

iv. PARTITION ALLOWANCE 20 PSF v.CONCENTRATED LOAD = 2500 LB OVER 2.5 S.F.

3. SLAB-ON-GRADE LIVE LOADS:

a. FIRST FLOOR 100 PSF

b. MECHANICAL ROOMS, AREAWAY AND BASEMENT FLOOR 150 PSF

4. SNOW LOAD

a. GROUND SNOW LOAD, Pg = 20 PSF

b. FLAT ROOF SNOW LOAD, Pf = 20 PSF

c. SNOW EXPOSURE FACTOR, Ce = 1.0

d. THERMAL FACTOR, Ct = 1.0

e. SNOW LOAD IMPORTANCE FACTOR, I = 1.0

f. SNOW DRIFT LOADS AND SLIDING SNOW LOADS IN ACCORDANCE WITH ASCE 7-10.

5. WIND LOADS (MWFRS)

a. BASIC WIND SPEED (3 SECOND GUST), V = 115 MPH

b. DIRECTIONAL PROCEDURE

c. RISK CATEGORY II

d. EXPOSURE CATEGORY C

e. INTERNAL PRESSURE COEFFICIENT, GCp = +\- 0.18

f. COMPONENTS AND CLADDING WIND PRESSURE (SEE WIND LOADING DIAGRAMS)

g. ENCLOSED BUILDING

h. kz = 1.0

i. kD = 0.85

j. kz = VARIES 0.85 TO 1.05

k. G = 0.85

6. SEISMIC LOADS

a. RISK CATEGORY = II

b. SEISMIC IMPORTANCE FACTOR, Ie = 1.0

c. SITE CLASS D

d. SEISMIC DESIGN CATEGORY = B

e. MAPPED SPECTRAL ACCELERATION

i. SPECTRAL RESPONSE COEFFICIENT, Ss = 0.12 g

ii. SPECTRAL RESPONSE COEFFICIENT, S1 = 0.045 g

f. SDs = 0.13 g

g. Sd1 = 0.07 g

h. BASIC SEISMIC FORCE RESISTING SYSTEM(S): STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

i. RESPONSE MODIFICATION FACTOR, R = 3

j. SEISMIC RESPONSE COEFFICIENT(S), Cs = 0.043

k. DESIGN BASE SHEAR, V = 0.043 * W

l. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE

33.

STEEL GENERAL NOTES:

MANNER SO AS NOT TO DELAY THE WORK. ITEMS THAT FAIL INSPECTION SHALL BE CORRECTED TO THE

AND TESTING SERVICES IN ACCORDANCE WITH SECTION 1704 OF THE IBC. TO DETERMINE CONTRACTOR COMPLIANCE

SATISFACTION OF THE INSPECTOR AT NO COST TO THE OWNER.

EMPLOYED BY THE CONTRACTOR FOR QUALITY CONTROL OR DESIGN SERVICES SHALL NOT BE CONNECTED WITH WITH THE CONTRACT DOCUMENTS. COSTS OF SUCH SERVICES WILL BE BORNE BY THE OWNER. ANY TESTING AGENCY

1. THE OWNER WILL EMPLOY ON THEIR OWN BEHALF AN INDEPENDENT TESTING AGENCY TO PERFORM INSPECTION

SPECIAL INSPECTION

34.

35.

3 2 3

2 1

TYP

7'-0".

T Y

P

COMPONENTS & CLADDING WIND PRESSURE PER ASCE 7-1C

- ALL LOADS SHOWN ARE BASED ON 115MPH WIND

- SERVICE LEVEL (ASD) LOADS ARE SHOWN

- LOADS ARE UNFACTORED AND UNREDUCED

ZONE 1 = 36 PSF

ZONE 2 = 60PSF

ZONE 3 = 90 PSF

ROOF UPLIFT PLAN

N

TYP

7'-0".

TYP

7'-0".

(REFER TO PLAN)

WALL LENGTH

(R E

F E

R T

O P

L A

N

W A

L L H

E

IG

H T

5 4 5

WALL PRESSURE ELEVATION

COMPONENT AREA

(SQ. FT)

ZONE WALL PRESSURE

(PSF)

<10 4 35

25 4 32

50 4 29

>100 4 27

<10 5 44

25 5 37

50 5 31

>100 5 27

WALL PRESSURE IS POSITIVE OR NEGATIVE (SUCTION)

7. MISCELLANEOUS LOADS

a. HANDRAIL/GUARDRAIL: 200 LB OR 50 LB/FT APPLIED IN ANY DIRECTION

b. FIXED LADDER: 300 LB @ CENTER OF RUNG

c. CONSTRUCTION LIVE LOAD = 20 PSF

d. INTERIOR HORIZONTAL PRESSURE ON PERMANENT WALLS = 5 PSF

e. ELEVATOR WEIGHT = 5k + IMPACT

f. LEKTRIEVER CAROUSEL = 8,973 LB (MODEL 115_1411X OPERATING WEIGHT)

NOTE:CONTACT VA REPRESENTATIVE FOR INSTRUCTIONS ON RELOCATING

EQUIPMENT FROM OTHER VA FACILITY. EQUIPMENT MAY NOT BE PLACED

OUTSIDE OF AREA DESIGNATED ON 2nd FLOOR FRAMING PLAN.

8. DELEGATED DESIGN ITEMS

a. THE FOLLOWING ITEMS ARE TO BE DESIGNED BY THE CONTRACTOR. STRUCTURAL CALCULATIONS SHALL BE SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN AND

SUBMITTED TO THE EOR FOR REVIEW PRIOR TO STARTING FABRICATION:

i. INTERIOR AND EXTERIOR STAIRCASES AND RAILINGS

ii. COLD FORM MEMBERS AND STOREFRONT FRAMING

iii. ALL STRUCTURAL STEEL CONNECTIONS.

4. ALL ROOF AND FLOOR STEEL DECK SHALL BE INSTALLED CONTINUOUS OVER 3 OR MORE SPANS.

H. HEAVY HEX NUTS -ASTM A563

I. HARDENED WASHERS -ASTM F436

BASE PLATE.

CONSTRUCTION MANUAL, 14th ED. REFER TO THE FOLLOWING TABLES FOR REQUIRED INSPECTIONS:

2. SPECIAL INSPECTION SHALL CONFORM TO "CHAPTER N QUALITY CONTROL AND QUALITY ASSURANCE" OF THE AISC STEEL

TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING

TABLE N5.4-2 INSPECTION TASKS DURING WELDING

TABLE N5.4-3 INSPECTION TASKS AFTER WELDING

TABLE N6.6-1 INSPECTION TASKS PRIOR TO BOLTING

TABLE N6.6-2 INSPECTION TASKS DURING BOLTING

TABLE N6.6-3 INSPECTION TASKS AFTER BOLTING

TABLE N6.1 INSPECTION OF STEEL ELEMENTS OF COMPOSITE

CONSTRUCTION PRIOR TO CONCRETE PLACEMENT.

36.

37.

38.

39.

40.

41.

42.

43.

44.

45.

46.

47.

48.

49.

50.

51.

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Approved: Project Director

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CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

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F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

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C

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A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

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E .r v t

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SS001

STRUCTURAL STEEL GENERAL NOTES

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DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

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A

B

B

C

C

D

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H

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4.2

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2.8

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(2

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W21X73W18X55W16X26

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3 1/2" NW CONCRETE SLAB ON

1 1/2" - 20GA NON-COMPOSITE

METAL DECK W/ DRAPED

4x4 - W4.0xW4.0 WWF

WWF SHALL BE 1" FROM TOP OF

SLAB OVER BEAMS

(5" TOTAL THICKNESS)

30'-8" 32'-8" 23'-6" 24'-6 11/16"

4'-10"

13'-8" 17'-0" 32'-8" 23'-6" 15'-10" 9'-11"

8.00°

111'-4 11/16"

102'-8"

1'-4" 15'-9"

4.8

/ 8

'-4

F-1

5" CONCRETE SLAB ON GRADE W/

#3@12" OC EW, 2" FROM T/SLAB

FIN FLR EL = 816'-0"

W X

W X

(2

W X

W10X12

W12X26

W X

AREAWAY

G

7'-9"

W X

W14X43

W X

(1

W X

(1

W X

(2

W X

SC300

SC300

W X

(2

SC300

SC300

CONTROL OR

CONSTRUCTION JOINT

REFER TO TYP DETAIL

SHEET SC500

SC300

SC300

SC300

SC300

W X

1'-3"

2'-0" 3'-6" 6'-1 1/2" 4'-11" 4'-11"

F K

5" CONCRETE SLAB ON GRADE W/

#3@12" OC EW, 2" FROM T/SLAB

FIN FLR EL = 816'-0"

W X

(1

1'-6"

5.4

SC300

13'-8" 17'-0"

1'-6"

SC300

A

SC300

A

SC300

SC300

SC300 8

SC300

SC300

A

"4

SC301

SC301

6'-0" 6'-3"

4'-4".

3" 17'-5" 5'-10"

/2

5'-9".

1'-2".

SS301

SS301

SS301

8'-3"

4'-0" 4'-9" 2'-2"

/2

4'-10 1/2" 6'-0 7/8"

SS301

DENOTES VERT BRACING TYP

REFER TO SS200

5'-0"

INDICATES VERT

BRACING REFER

TO SS200

/1

NO. OF 3/4"Ø x 4" LG SHEAR

CONNECTORS FOR COMPOSITE

BEAM OR GIRDER

(UNIFORMLY SPACED)

W14x22 (N)

BEAM LEGEND

MOMENT CONNECTION

NOTES:

1. REFER TO DRAWING SS001 FOR GENERAL NOTES.

2. REFERT O DRAWING SS600 FOR COLUMN SCHEDULE.

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

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SS110

FIRST FLOOR FRAMING PLAN

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506-329CLINICAL & ADMINISTRATIVE

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SCALE: 3/16" = 1'-0"

FIRST FLOOR FRAMING PLAN

N

FIN FLR EL = 816'-0"

T/STL EL = 815'-7"

REFER TO

SECTION 9/SS301

FOR MOMENT

CONN

DESIGN DEVELOPMENT SUBMISSION 1 04-19-16

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

B C

C

D

D

H

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H S

S X

X

/2

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W24X94

W21X147

W27X114

W X

W18X65

W18X55

W X

(2

W X

(1

W X

(2

W16X57

W X

(1

W24X103W24X103

W X

(1

W10X30

W X

(1

W12X35

W X

(1

W24X94

W X

W30X124

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W12X35

W X

W10X12

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

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(2

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(2

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(2

W X

(2

W X

(2

W X

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(1

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W10X33 W16X36

W21X73

W10X15

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(2

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(2

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(2

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(2

W X

2.8

30'-8" 32'-8" 23'-6" 24'-6 11/16"

F B

P

/1

13'-8" 17'-0" 32'-8" 23'-6" 15'-10" 9'-11"

8.00°

111'-4 11/16"

4.8

W X

W10X22

W14X26

W X

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

3" - 20 GA METAL

ROOF DECK

G

W X

(2

W X

(1

W X

(1

W X

W X

W X

W X

(2

W X

W12X30

F A

C E

O F

B E

N T

P L A

T E

F

B P

8" FBP 8" FBP

F B

P

F B

P

8" FBP

F B

P

8" FBP

8" FBP

F

K

K

W18X65

W X

(2

W14X43

W X

(1

/2 " 4'-0" 4'-9" 2'-2"

1'-3"

2'-0" 5'-6" 5'-6" 4'-11" 4'-11"

14'-8 9/16"

W X

5.4

W8X13

W8X13

W8X13

W8X13

W8X13

W X

W X

11'-3"

1'-0 1/8"

3'-0"

4'-10"

7'-9"

/1 "9

/4

20'-2 15/16" 9 11/16"

W X

W10X19

1'-1"

W X

(2

3 1/2" NW CONCRETE SLAB ON

1 1/2" - 20GA NON-COMPOSITE

METAL DECK W/ DRAPED

4x4 - W4.0xW4.0 WWF

WWF SHALL BE 1" FROM TOP OF

SLAB OVER BEAMS

(5" TOTAL THICKNESS)

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS301

SS301

SS300

SS300

SS301

SS301

SS301

/2

5'-9".

1'-2".

SS301

SS301

MOMENT CONNECTION

TYP REFER TO

SECTION '8/SS301'

8'-3"

T O

S E

L

A L O

N G

'K

T O

S E

L

A L O

N G

'F

V

E S

T R

O O

F

LEKTRIEVER LOCATION

SEE NOTE 7 ON SS001

L L V

INDICATES VERT

BRACING REFER

TO SS200 TYP

5'-0"

SS300

SS300

NO. OF 3/4"Ø x 4" LG SHEAR

CONNECTORS FOR COMPOSITE

BEAM OR GIRDER

(UNIFORMLY SPACED)

W14x22 (N)

BEAM LEGEND

MOMENT CONNECTION

NOTES:

1. REFER TO DRAWING SS001 FOR GENERAL NOTES.

2. REFERT O DRAWING SS600 FOR COLUMN SCHEDULE.

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:0

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Scale: As indicated

SS120

SECOND FLOOR FRAMING PLAN

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506-329CLINICAL & ADMINISTRATIVE

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SCALE: 3/16" = 1'-0"

SECOND FLOOR FRAMING PLAN

N

FIN FLR EL = 829'-4"

T/STL EL = 828'-11"

REFER TO

SECTION 9/SS301

FOR MOMENT

CONN

DESIGN DEVELOPMENT SUBMISSION 1 04-19-16

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

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B C

C

D

D

H

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E

4.2

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W24X94

H S

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X

/8

W X

W24X94

W21X147 W27X114

W X

W18X65

W18X55

W X

(2

W X

(1

W X

(2

W16X57

W24X103W24X103

W X

(1

W10X30

W X

(1

W12X35

W X

(1

W24X94

W X

W30X124

W X

(2

W X

(2

W X

(2

W X

(1

W X

(1

W X

(1

W12X35

W X

W8X10

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

W X

(2

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(2

W X

(2

W X

W X

W X

W X

W X

(1

W X

(1

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(1

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(1

W X

(1

W X

(1

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(2

W X

(2

W X

(2

W X

(1

W X

W10X33 W16X36

W21X73

W X

(2

W X

(2

W X

(2

W X

(2

W X

2.8

30'-8" 32'-8" 23'-6" 24'-6 11/16"

8.00°

4'-10"

7'-9"

13'-8" 17'-0" 32'-8" 23'-6" 15'-10"

111'-4 11/16"

W X

(1

W X

(2

W X

W10X22

W10X22

W X

W X

(1

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

G

W14X43

W X

(2

W X

(1

W X

(1

W X

W X

F A

C E

O F

B E

N T

P L A

T E

F

B P

8" FBP 8" FBP

F B

P

F B

P

F B

P

8" FBP8" FBP

F

4'-0" 4'-9" 2'-2"

/2

1'-3" 2'-0" 5'-6" 5'-6" 4'-11" 4'-11"

W X

(2

W18X65

W X

(2

W X

W12X30

W X

W10X15

W X

W X

14'-8 9/16"

8" FBP

3/8" STIFFENER PLATES &

KICKERS @ 4'-0" OC TYP

REFER TO SECTION ON

DRAWING SS300

3 1/2" NW CONCRETE SLAB ON

1 1/2" - 20GA NON-COMPOSITE

METAL DECK W/ DRAPED

4x4 - W4.0xW4.0 WWF

WWF SHALL BE 1" FROM TOP OF

SLAB OVER BEAMS

(5" TOTAL THICKNESS)

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS301

SS301

SS301

SS301

SS301

/1 "9

/4

20'-2 15/16" 9 11/16"

/2

5'-9".

1'-2".

L L V

11'-3" 1'-0 1/8"

8'-3"

INDICATES VERT

BRACING REFER

TO SS200

8" FBP

SS300

.0

/1

SS300

SIM

8" FBP

SS300

3/8" STIFFENER PLATES &

KICKERS @ 4'-0" OC TYP

REFER TO SECTION ON

DRAWING SS300

SS301

NO. OF 3/4"Ø x 4" LG SHEAR

CONNECTORS FOR COMPOSITE

BEAM OR GIRDER

(UNIFORMLY SPACED)

W14x22 (N)

BEAM LEGEND

MOMENT CONNECTION

NOTES:

1. REFER TO DRAWING SS001 FOR GENERAL NOTES.

2. REFERT O DRAWING SS600 FOR COLUMN SCHEDULE.

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:0

P

M

Scale: As indicated

SS130

THIRD FLOOR FRAMING PLAN

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

22 148

SCALE: 3/16" = 1'-0"

THIRD FLOOR FRAMING PLAN

N

FIN FLR EL = 842'-8"

T/STL EL = 842'-3"

REFER TO

SECTION

9/SS301 FOR

MOMENT CONN

DESIGN DEVELOPMENT SUBMISSION 1 04-19-16

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

B C

C

D

D

6 6

5 5

3 3

2 2

H

E

E

4.2

4 4

J

9" FBP

30'-8" 32'-8" 23'-6" 24'-6 11/16"

W16X40

W X

W14X38

W X

W14X26

W14X22

W X

W X

W X

W X

W X

W10X15

W18X55

W X

W X

W10X19 W14X34

W X

W18X55

W18X71

W X

W X

W16X36W18X60W18X60

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W14X38

W14X43 W14X22 W8X18

W X

W X

W X

W X

W X

W X

W X

W X

3" - 20GA METAL ROOF DECK

2.8

/1

F B

P

8.00°

4'-10"

7'-9"

111'-4 11/16"

13'-8" 17'-0" 32'-8" 23'-6" 15'-10"

C8x11.5 TYP FRAME

@ ROOF HATCH

VERIFY SIZE &

LOCATION W/ ARCH

S10x25.4

HOIST BEAM

(B/HOIST BEAM = 855'-0")

REFER TO '1/SS301'

G

W X

W X

W X

W X

C8x11.5 FRAME @

ROOF SUMPS &

OVERFLOWS, TYP

VERIFY SIZE &

LOCATION WITH

ARCH & PLUMBING

DRAWINGS

W X

W10X22

5'-0" 9" FBP

T/STL EL=

856'-5 7/8"

F

W X

W14X26

W X

8" CMU GROUTED SOLID WALLS

W/ #4@24" OC VERT PROVIDE

BOND BEAM @ EA FLOOR & AT

EA RAIL ATTACHMENT (SINGLE

COURSE W/ 1 #4)

F B

P

F B

P

9" FBP

F B

P

9" FBP

F B

P

9" FBP

F B

P

9" FACE OF BENT PLATE

F B

P

9" FBP

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

SS300

3" - 20GA METALROOF DECK(B/DECK EL 857'-4")

SS301

W10X22

W10X22

W X

1H-1 313#

VRV-1

554#

HSS4X4X1/4

HSS4X4X1/4

REFER TO MECH

DRAWINGS FOR

UNIT SIZE,

LOCATION AND

CURB DETAILS

W X

W12X19

8'-3"

9'-0" 6'-10"

SS300

SS300

SIM

W10X22

W10X22

W10X22

W X

W10X22 W10X22

W10X22W10X22

W X

W X

ACCU-01

2578#

SS300

SS300

SS300

NOTES:

1. REFER TO DRAWING SS001 FOR GENERAL NOTES.

2. REFERT O DRAWING SS600 FOR COLUMN SCHEDULE.

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:0

P

M

Scale: As indicated

SS140

ROOF FRAMING PLAN

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

23 148

SCALE: 3/16" = 1'-0"

ROOF FRAMING PLAN

N

T/STL EL - REFER TO PLAN

T/STL EL = 856'-11 5/8"

@ HP ALONG LINE 7

T/STL EL = 856'-11 1/4"

ALONG LINE 6

T/STL EL = 856'-7 5/8"

ALONG LINE 5

T/STL EL = 856'-5 5/8"

ALONG LINE 4

T/STL EL = 856'-0" @

LP ALONG LINE 3

T/STL EL = 856'-5 3/4"

ALONG LINE 2

T/STL EL = 856'-6 1/8"

ALONG LINE 1

T/STL EL =

856'-1 1/16"

T/STL EL =

856'-0 3/4"

INDICATES VERT

BRACING REFER

TO SS200

DESIGN DEVELOPMENT SUBMISSION 1 04-19-16

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

FIRST FLOOR

816'-0"

SECOND FLOOR

829'-4"

THIRD FLOOR

842'-8"

D E

FOUNDATION PLAN

801'-0"

23'-6"

T/STL EL - REFER TO PLAN

W14X43

W16X57

W16X57

HSS6X6X1/4

HSS5X5X3/8

HSS6X6X5/8

10K

20K

43K

REFER TO

COLUMN

SCHEDULE

SS200

SS200

FIRST FLOOR

816'-0"

SECOND FLOOR

829'-4"

THIRD FLOOR

842'-8"

CD

FOUNDATION PLAN

801'-0"

T/STL EL - REFER TO PLAN

32'-8"

W16X40

W24X94

W24X94

H

SS4X

4X 1/

H

SS4X4X1/4

HSS4X4X1/

HSS4X4X1/4

HSS5X5X1/4

H

SS5X

5X 1/

6K

6K

K

6K

6K

12K

REFER TO

COLUMN

SCHEDULE

SS200

SS200

FIRST FLOOR

816'-0"

SECOND FLOOR

829'-4"

THIRD FLOOR

842'-8"

T/STL EL - REFER TO PLAN

23'-0"

HSS5X5X3/8

HSS6X6X1/4

HSS6X6X5/8

W12X40

HSS14X6X5/8

HSS14X6X1/2

9K

20K

43K

REFER TO

COLUMN

SCHEDULE

SS200

SS200

FIRST FLOOR

816'-0"

SECOND FLOOR

829'-4"

THIRD FLOOR

842'-8"

4.2 2.8

T/STL EL - REFER TO PLAN

W12X40

W27X114

W27X114

26'-7"

HSS5X5X3/8

HSS8X6X1/4

HSS10X6X1/2

REFER TO

COLUMN

SCHEDULE

8K

19K

42K

SS200

SS200

BEAM REFER

TO PLAN

COLUMN

REFER TO

PLAN &

SCHED

W.P.

BRACE REFER TO

ELEVATIONS

3/8" GUSSET

PLATE (MIN)

3/16

3/16

MIN

1/2"Ø ERECTION BOLT

6".

MIN

MIN 3/16

3/16

MIN TYP

MIN

M

IN

6"

BEAM REFER TO PLAN

BRACE

3/8" GUSSET PLATE (MIN)

1/2"

ERECTION

BOLT

BRACE

WP

COLUMN WEB PERPENDICULAR TO PLANE OF BRACE

WP @ T/BASE PLATE

COLUMN

BRACE

3/8" GUSSET

PLATE (MIN)

TYP. BRACE CONN. DETAIL AT BASE

6" M

IN (TYP)

3/16

3/16

MIN TYP

1/2"Ø

ERECTION

BOLT

MIN

WP @ T/BASE PLATE

COLUMN REFER TO

PLAN & SCHEDULE

BRACE

3/8" GUSSET

PLATE (MIN)

TYP. BRACE CONN. DETAIL AT BASE

COLUMN WEB IN PLANE OF BRACE.

3/16

3/16

MIN TYP

6"

MIN

M

IN

1/2"Ø

ERECTION

BOLT

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:0

P

M

Scale: As indicated

SS200

BRACE BAY ELEVATIONS & DETAILS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

24 148

SCALE: 1/8" = 1'-0"

BRACED BAY ALONG 4

SCALE: 1/8" = 1'-0"

BRACED BAY ALONG 1

SCALE: 1/8" = 1'-0"

BRACED BAY ALONG A

SCALE: 1/8" = 1'-0"

BRACED BAY ALONG J

SCALE: 3/4" = 1'-0"SS200

5 SECTION

SCALE: 3/4" = 1'-0"SS200

6 SECTION

SCALE: 3/4" = 1'-0"

7 SECTION

SCALE: 3/4" = 1'-0"SS200

8 SECTION

NOTES:

1. ALL BRACE FORCES SHOWN ARE MAXIMUM FORCES

FROM THE GOVERNING LOAD COMBINATION WHICH IS NOT

NECESSARILY THE SAME FOR EACH BRACE.

2. BRACE FORCES SHOWN ARE AXIAL FORCES AND SHALL BE

TAKEN AS TENSION OR COMPRESSION.

SS200SS200SS200 SS200

DESIGN DEVELOPMENT SUBMISSION 1 04-19-16

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

FIN FLR EL

@ 2nd FLOOR

REFER TO PLAN

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

RIGID

INSULATION

REFER TO ARCH

R E

F E

R T

O P

L A

N

FINISH REFER

TO ARCH

REFER TO PLAN

CONT 1/4x8x5 BENT PLATE W/ 1/2"Ø x12"

LONG HEADED

STUDS @ 18" OC

CFMF HEADER

@ OPENINGS

ONLY

1'-6"

1'-6"

FIN FLR EL

@ 3rd FLOOR

REFER TO PLAN

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

CONT L5x5x3/8 W/ VERT

SLOTTED HOLES W/ 5/8"Ø

ERECTION BOLT - 3/16" WELD

ALL AROUND AFTER ALIGNMENT

BOTT OF RELIEF ANGLE

RIGID

INSULATION

REFER TO ARCH

R E

F E

R T

O P

L A

N

FINISH REFER

TO ARCH

1'-0 1/2"

KICKER @ 4'-0" OC

REFER TO KICKER

SCHEDULE ON

SS500

REFER TO PLAN

CONT 1/4" BENT

PLATE W/ 1/2"Ø x12"

LONG HEADED

STUDS @ 18" OC

1/4" GUSSET

PLATE TYP

L4x4x1/4 CLIP W/ HORIZ

SLOTTED HOLES W/

5/8"Ø ERECTION BOLT

3/16" WELD ALL AROUND

AFTER ALIGNMENT

3/8" FULL DEPTH

STIFFENER @ 4'-0" OC

CFMF HEADER

@ OPENINGS

ONLY

FACE OF STIFFENER

1'-6"

CFMF

REFER TO ARCH

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

RIGID

INSULATION

REFER TO ARCH

3" METAL DECK

REFER TO

PLAN

CONT 1/4" BENT PLATE

W/ 4" VERT LEG

FINISH REFER

TO ARCH

REFER TO PLAN

CFMF HEADER

@ OPENINGS

ONLY

1'-6"

FIN FLR EL

REFER TO PLAN

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

CONT L5x5x3/8 W/ VERT

SLOTTED HOLES W/ 5/8"Ø

ERECTION BOLT - 3/16" WELD

ALL AROUND AFTER ALIGNMENT

BOTT OF RELIEF ANGLE

RIGID

INSULATION

REFER TO ARCH

FINISH REFER

TO ARCH

1'-0 1/2"

L4x4x1/4 CLIP W/ HORIZ

SLOTTED HOLES W/

5/8"Ø ERECTION BOLT

3/16" WELD ALL AROUND

AFTER ALIGNMENT

3/8" FULL DEPTH

STIFFENER @ 4'-0" OC

CFMF HEADER

@ OPENINGS

ONLY

FACE OF STIFFENER

FIN FLR EL

REFER TO PLAN

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

RIGID

INSULATION

REFER TO ARCH

R E

F E

R T

O P

L A

N

FINISH REFER

TO ARCH

REFER TO PLAN

CONT 1/4" BENT

PLATE W/ 1/2"Ø x12"

LONG HEADED

STUDS @ 18" OC

CFMF HEADER

@ OPENINGS

ONLY

1'-2 3/8"

CFMF & SPLICE

REFER TO ARCH

BEAM REFER TO PLAN

RIGID

INSULATION

REFER TO ARCH

FINISH REFER

TO ARCH

CFMF HEADER

@ OPENINGS

ONLY

1'-2 3/8"

CFMF

REFER TO ARCH

3" METAL DECK

REFER TO

PLAN

CONT 1/4" BENT PLATE

W/ 4" VERT LEG

REFER TO PLAN

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:1

P

M

Scale: 3/4" = 1'-0"

SS300

FRAMING SECTIONS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

25 148

SCALE: 3/4" = 1'-0"SS120

7 SECTION

SCALE: 3/4" = 1'-0"SS130

4 SECTION

SCALE: 3/4" = 1'-0"SS140

1 SECTION

SCALE: 3/4" = 1'-0"SS130

10 SECTION

FIELD WELD ENDS

OF HSS TO

COLUMNS W/

5/16" FILLET WELD

ALL AROUND

SCALE: 3/4" = 1'-0"SS120

2 SECTION

SCALE: 3/4" = 1'-0"SS140

3 SECTION

SS130

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

L BM &

BP

C

L W

A L L

B P

C

TYP

1 1/2"

NOTE: FILL BEAM POCKET SOLID W/ NON-

SHRINK GROUT AFTER SHEAVE BEAM

IS INSTALLED

(2) 3/4"Ø x6" LG

HEADED STUDS

1/2" NON-SHRINK

GROUT

10"x5"x1/2" PL

3/8" THK STIFFENER

LOCATED 2 1/2"

FROM EACH END OF

BEAM

S10x25.4

3/16 5

TYP 3/16

TYP

T/ CMU SEE

ARCH.

FIN FLR EL

829'-4" @ 2ND FLOOR

BEAM REFER TO PLAN

R E

F E

R T

O P

L A

N

1'-0"

REFER TO PLAN 8"

REFER TO PLAN .

TOS EL=827'-11"

FINISH REFER

TO ARCH

DRAWINGS

METAL ROOF DECK

REFER TO PLAN

1/4" BENT PLATE

W/ 3" VERT LEG

F

TOS EL=827'-8"

FIN FLR EL

829'-4" @ 2ND

FLOOR

BEAM REFER TO PLAN

1'-9"

1'-8 11/16" 1'-2" 7"

TOS EL=827'-11" @ HP

METAL ROOF DECK

REFER TO PLAN

1/4" BENT PLATE

W/ 3" VERT LEG

4.2

TOS EL=828'-11"

TOS EL=829'-3 1/4"

1'-3" 6"

3"

FINISH REFER

TO ARCH

COLUMN REFER TO

PLAN & SCHEDULE

8" CMU WALL W/ #4

@24" OC GROUT

REINF CELLS SOLID

CONT. BOND BEAM

W/ 2#5 BOTT

R E

F E

R T

O P

L A

N

C BEAML REFER TO PLAN

REFER TO PLAN 1/2".

8" CMU WALL W/ #4

@24" OC GROUT

REINF CELLS SOLID

CONT. BOND BEAM

W/ 2#5 BOTT

FIN FLR

REFER TO PLAN

BEAM REFER

TO PLAN

3/16" ADJUSTABLE

BENT STRAP

ANCHORS @ 32" OC

R E

F E

R T

O P

L A

N

C BEAML

10"

SHAFT WALL

REFER TO ARCH

FIN FLR

REFER TO PLAN

BEAM REFER

TO PLAN

R E

F E

R T

O P

L A

N

C BEAML

9"

SHAFT WALL

REFER TO ARCH

FIN FLR

REFER TO PLAN

BEAM REFER

TO PLAN

CONT. 1/4"x9"x5"

BENT PL. W/

1/2" Ø x12" LG.

HEADED STUDS

@ 18" O.C.

C BEAML

1'-2"

6"

8" CMU WALL W/ #4

@24" OC GROUT

REINF CELLS SOLID

CONT. BOND BEAM

W/ 2#5 BOTT

METAL ROOF

DECK REFER

TO PLAN

BEAM REFER

TO PLAN

3/16" ADJUSTABLE

BENT STRAP

ANCHORS @ 32" OC

TOS EL

REFER TO

PLAN

EL = 857'-4"

CONT 1/4"x6" PLATE

W/ 1/2"Ø HEADED

STUDS @ 24" OC

METAL ROOF DECK

REFER TO PLAN (WELD

DECK TO PLATE)

C COLUMNL

1/4" CAP PLATE

COLUMN

REFER TO

PLAN

BEAM REFER TO PLAN

CJP TOP &

BOTT

BACKUP BAR TYP

STD SHEAR CONN

1" RADIUS, TYP

C BEAML

3/16 4"

3/16 4"

3/8"x3" PLATE CENTERED ON W8's

C O

P E

BEAM REFER TO PLAN

3/16 5"

3/16 5"

TYP 3/16 2"

EA SIDE OF

W8 WEB

(TYP)

C BEAML

BEAM SEE PLAN

PLAN

SEE

E Q

E Q

HEADED STUDS @

CONC. SLAB ONLY

1/4" BENT PL.

METAL DECK,

SEE PLAN

3/16 3-12

TYP

(BENT PLATE DETAIL IS SIMILAR @ ROOF DECK)

1'-0" 8'-9".

BEAM REFER TO PLAN

(2) 3/4"Ø A325 BOLTS

(EA. FLANGE)

1/2" PLATE (TYP)

5/16 3-12

1/2" WEB PLATE

(INTERIOR SIDE ONLY)

~ 1/2"

1/2" PLATE

PLAN

1/2" PLATE

COLUMN REFER TO

PLAN & SCHEDULE

1/4

TYP

A

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:1

P

M

Scale: As indicated

SS301

FRAMING SECTIONS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

26 148

SCALE: 1 1/2" = 1'-0"

1 DETAIL

SCALE: 3/4" = 1'-0"SS120

2 SECTION

SCALE: 3/4" = 1'-0"SS120

3 SECTION

SCALE: 3/4" = 1'-0"SS110

4 CMU SHAFT SECTION

SCALE: 3/4" = 1'-0"SS120

5 GYP STUD @ STAIR SHAFT SECTION

SCALE: 3/4" = 1'-0"SS110

6 GYP STUD @ MECH SHAFT SECTION

SCALE: 3/4" = 1'-0"SS140

7 CMU ELEV SHAFT ROOF SECTION

SCALE: 1 1/2" = 1'-0"

8 MOMENT CONN @ CANOPY

SS120 SCALE: 1 1/2" = 1'-0"

9 TYP BEAM TO BEAM MOMENT CONN

SS110

SS120

SS130

SCALE: 1" = 1'-0"

TYP. BENT PL. DETAIL

SS140

SS120

SS130

SS120

SS130

SS130

SCALE: 3/4" = 1'-0"SS130

11 SECTION

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16

C6x8.2

FRAME

VERIFY LOCATIONS AND SIZES OF ROOF OPNGS,

WITH MECH. CONTRACTOR.

BEAM

BEAM

R E

F E

R T

O P

L A

N

O P

E N

IN

G

M E

C H

A N

IC

A

L C

O N

T R

A C

T O

R

V E

R

IF

Y W

IT

H

MECHANICAL CONTRACTOR

VERIFY WITH

REFER TO PLAN

OPENING

C8x11.5

FRAME

BEAM

BEAM

VERIFY LOCATIONS AND SIZES OF FLOOR OPNGS,

WITH MECH. CONTRACTOR.

MECHANICAL CONTRACTOR

VERIFY WITH

REFER TO PLAN

OPENING

R E

F E

R T

O P

L A

N

O P

E N

IN

G

M E

C H

A N

IC

A

L C

O N

T R

A C

T O

R

V E

R

IF

Y W

IT

H

NOTE:

MEMBER SIZES @ FRAMED OPENINGS ARE

SHOWN AS MINIMUM SIZES. ACTUAL SIZE TO BE

VERIFIED BY EOR AFTER CERTIFIED EQUIPMENT

DRAWINGS ARE RECEIVED AND APPROVED.

1_

1 _ 2

M

IN

3"

3"

1 _ 2

M

IN

FACE OF SUPPORTFACE OF SUPPORT

M

IN.

MIN.

TOP GIRDER FLANGE

STAGGERED

NOTE: PROVIDE ADDITIONAL STUDS AS REQUIRED SUCH

THAT MAXIMUM SPACING DOES NOT EXCEED 36".

NOTES FOR COMPOSITE GIRDER:

1. ALL STUDS SHALL BE EQUALLY SPACED UNLESS NOTED OTHERWISE.

2. WHEN DOUBLE ROW OF STUDS IS REQUIRED TO MEET MINIMUM SPACING

CRITERIA USE A STAGGERED PATTERN IF SPACING PERMITS. SEE MINIMUM

SPACING DETAIL.

±12" ±12"

BEAM

OR COL

BEAM

OR COL

LENGTH

D E

F L E

C T

IO

N

CAMBERED AND/OR NON-CAMBERED

STEEL GIRDER OR BEAM

R E

F E

R T

O P

L A

N

M

IN

IM

U

M S

L A

B T

H K

ADDITIONAL CONCRETE

TO LEVEL SLAB

NOTES:

1. GIRDERS, BEAMS, AND METAL DECK WILL DEFLECT UNDER WEIGHT OF WET CONCRETE. PROVIDE ADDITIONAL CONCRETE

AS REQUIRED TO COMPENSATE FOR THESE DEFECTIONS, AND PRODUCE A LEVEL/FLAT FLOOR AS SPECIFIED AT THE

CORRECT ELEVATIONS.

2. MAXIMUM ANTICIPATED DEFLECTION OF THE STEEL MEMBERS UNDER THE WET WEIGHT OF CONCRETE IS SPAN (L)/240.

REFER TO THE METAL DECK MANUFACTURER'S STANDARD TABLES FOR MAXIMUM ANTICIPATED DEFLECTION OF THE

METAL DECK.

PERPENDICULAR TO METAL DECK PARALLEL TO METAL DECK

METAL DECK

EXTEND REINF THRU BOND BM

CMU PARTITION WALL

METAL DECK

EXTEND REINF THRU BOND BM

CMU PARTITION WALL

G A

P

G A

P

CONT BOND BM

w/ (2) #5 IN FIRST FULL

COURSE BELOW ROOF

DECK, TOP BOND BEAM

SHALL BE CONTINUOUS

ACROSS ALL CONTROL

JOINTS

CONT BOND BM

w/ (2) #5 IN FIRST FULL

COURSE BELOW ROOF

DECK, TOP BOND BEAM

SHALL BE CONTINUOUS

ACROSS ALL CONTROL

JOINTS

PARTIAL COURSE PARTIAL COURSE

2"

2"

CMU PARTITION WALL

BAR JOIST

OR BEAM

PARALLEL TO BEAM OR JOIST

G A

P

1/4 2-8

TYP

L6x3 1/2x5/16 (LLV) W/ 1/2" Ø

EXPANSION ANCHOR LOCATED

3" FROM T/CMU IN LONG

SLOTTED HOLE @ 12" O.C.

PLATE 3/8x3'-0" LONG

FILL VOID WITH

FIRESAFING

1/4 2-8

L6x3 1/2x5/16 (LLV) W/ 1/2" Ø

EXPANSION ANCHOR LOCATED

3" FROM T/CMU IN LONG

SLOTTED HOLE @ 12" O.C.

L6x3 1/2x5/16 (LLV) W/ 1/2" Ø

EXPANSION ANCHOR LOCATED

3" FROM T/CMU IN LONG

SLOTTED HOLE @ 12" O.C.

CONT 1/4" PLATE W/ (2) #10

TEK SCREWS @ 8" OC, EA

SIDE OF WALL. AT LEAST

(1) TEK SCREW SHALL BE

CENTERED IN DECK FLUTE

CONT 1/4" PLATE W/ (2) #10

TEK SCREWS @ 8" OC, EA

SIDE OF WALL. AT LEAST

(1) TEK SCREW SHALL BE

CENTERED IN DECK FLUTE

PL-1/4"

REFER TO KICKER

SCHEDULE THIS

SHEET

BEAM, REFER

TO PLAN

BEAM, REFER

TO PLAN

NOTE: DECK NOT SHOWN FOR CLARITY

PL-1/4"

L4x4x3/8

3/16

3/16

3/16

TYP.

REFER TO KICKER

SCHEDULE THIS SHEET

FINISH

FLOOR

FINISH

FLOOR

L5x3x1/4 (LLV) w/ 2-1/2"Ø x 3" LG

EXP ANCHORS

CENTERED ON

DECK FLUTES

KICKERS

@ 4'-0" OC

L5x3x1/4 (LLV) w/ 2-1/2"Ø x 3" LG

EXP ANCHORS

CENTERED ON

DECK FLUTES

KICKERS

@ 4'-0" OC

3/16

TYP.

3/16

TYP.

LE

N

G

TH

2" M

IN

. W

ELD

1. "L" IS MEASURED PERPENDICULAR OR PARALLEL TO DECK SPAN.

2. FORM OPENINGS TO EXCLUDE CONCRETE AND CUT DECK

AFTER CONCRETE HAS ATTAINED 75% OF DESIGN STRENGTH.

3. ADJACENT PENETRATIONS RESULTING IN LESS THAN 12" CLEAR BETWEEN

PENETRATIONS SHALL BE CONSIDERED AS A SINGLE OPENING.

OVER 30" REFER TO PLANS FOR STEEL FRAMING

24" TO 30" 2-#7 2" FROM T/SLAB

16" TO 24" 2-#6 2" FROM T/SLAB

8" TO 16" 2-#5 2" FROM T/SLAB

REINFORCEMENT

UPTO 8" NONE

CLEAR OPENING SIZE = "L"

OPEN

D E

C K

S P

A N

REINFORCEMENT

REFER TO SCHEDULE

R E

F E

R T

O P

L A

N S

PENETRATION

REINF. SCHEDULE FOR SLAB OPENINGS

NOTES:

LESS THAN 12"

CONSIDERED AS

SINGLE OPENING

30" MAX.

"L" = CLEAR OPENING

M A

X

"L

C

L E

A R

O P

E N

IN

G

PLAN OF REINFORCEMENT

AT SLAB PENETRATIONS

3" 3"

L E

N G

T H

T

Y P

D

E V

E L O

P M

E N

T

A

SS500

SHEAR STUDS

DECK

FINISH SLAB

REINF.

BEAM SIZE

REFER TO PLAN

P L A

N R

E F

E R

T O

C L R

SHEAR STUD

DECK

FINISH SLAB

REINF.

BEAM SIZE

REFER TO PLAN

CLOSURE STRIPS

TYPICAL

#4x5'-0" LONG @ 24" O.C.

@ ALL INTERIOR GIRDERS

P L A

N R

E F

E R

T O

C L R

TYP AT ALL GIRDERS

ON COLUMN GRIDS

3/8" BENT PL.

CHANNEL

FRAME

3/16C ROOF BEAML

BEAM OR

CHANNEL (TYP.)

T/STEEL EL.

REFER TO

PLAN

#4 CONT

4" 2'-3" 4"

3/16 3-12

TYP

P L A

N S

E E

BENT PLATE

3/8"x4"x0'-10" WITH 1/2"Ø x 6" LONG STUD

ANCHORS @ 12" OC

(MIN 2 PER SIDE)

T/CONC EL REFER TO PLAN

3/4" CHAMFER

D A

T E

FULLY SPRINKLERED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87

F

E

D

C

B

A

97 8654321

Department of Veterans Affairs

VA ANN ARBOR MEDICAL CENTER CAMPUS

PROJECT #: 015-01361-00

BIDS SUBMISSION_REVISED

C A u to d e s k \R e v it \0

S

S

S O

E .r v t

/9

/2

:5

:1

P

M

Scale: As indicated

SS500

TYPICAL FRAMING DETAILS

GV

506-329CLINICAL & ADMINISTRATIVE

BUILDING

JK04/15/2016

27 148

SCALE: 3/4" = 1'-0"

TYPICAL MECHANICAL ROOF OPENING DETAIL

SCALE: 3/4" = 1'-0"

TYPICAL MECHANICAL FLOOR OPENING DETAIL

SCALE: 3/4" = 1'-0"

TYPICAL STUD DIAGRAM

SCALE: 3/4" = 1'-0"

TYPICAL ELEVATED FLOOR DEFLECTION DETAIL

SCALE: 1" = 1'-0"

TYPICAL MASONRY WALL SUPPORTS

SCALE: 3/4" = 1'-0"

TYP. KICKER ANCHOR DETAILS

SCALE: 3/4" = 1'-0"

TYP. KICKER ANCHOR DETAILS

SCALE: 3/4" = 1'-0"

TYPICAL SLAB PENETRATION DETAIL

SCALE: 3/4" = 1'-0"

TYP. SLAB DETAIL

SCALE: 3/4" = 1'-0"

TYP. SLAB DETAIL

SCALE: 3/4" = 1'-0"

DROP IN FRAME SECTION

SCALE: 3/4" = 1'-0"SS500

A FLOOR OPENING SECTION

ANGLE KICKER SCHEDULE

SIZE LENGTH

L2x2x1/4 5'-0" MAX

L3x3x1/4 5'-1" TO 8'-0"

L4x4x1/4 8'-1" TO 10'-0"

OVER 10'-0" CONSULT WITH ENGINEER

DESIGN DEVELOPMENT SUBMISSION 2 06-10-16

95% CONSTRUCTION DOCUMENTS

SUBMISSION

11-15-16