36C25020B0030-007.pdf

TYP. @

SCREEN WALL

SIM.

R

Q.3

Q

P.8

P.5

O.8

O.7 O.7

6.5 6.86.25.24.5

P.81

9.7

9.7

8.8

8.8

7.9

7.9

6.4

6.4

6.9

6.9

P.9

Q.4

7.3

7.3

8'-3" 20'-3" 22'-3" 28'-8"

'-6

'-4

MFC-1

MFC-2

MFC-1

MFC-2

MFC-2

MFC-1

MFC-1

MFC-2

W

X3

W18X40W18X35W18X40

W18X40W18X35W18X40W18X40 W

X3

K4

KS

P4

KS

P4

KS

P4

KS

P1

KS

P1

KS

P1

KS

P2

KS

P3

KS

P3

KS

P3

(5 EQUAL SPACES) (4 EQUAL SPACES) (5 EQUAL SPACES)

6'-5 3/4" ±

2'-1 1/4" ±

6'-1 3/4" ±

1'-3 1/8" ±

14'-0" 26'-4" 8'-7" ± 7'-4 7/8" ±

'-3

9'

-9

'-2

'-1 0"

'-0

1' -2

/8

J/BRG. = (+15'-10 3/4")

S-5.1

S-5.1

S-5.1

(E ) W

(E) W21

(E) W14

(E ) W

RTU-1

2800#

CU-1

500# CHILLER

4300#

ROOF DRAINS,

SEE ARCH.

W10X22

W

X1

1/ 2"

W 8X

K1

2.

5K

K1

K1

K1

K1

(E ) W

(E) W10

(E ) W

(E ) W

(E) W14(E) W14

(E) W14 (E) W14

(E) W21

(E) W21

W12X35

K1

K1

W10X22 W12X14

K1

K1

K1

W

X1

1/ 2"

K1

W

X1

W12X14

W

X1

W 10X12

W8X10

K1

2.

5K

W

X1

1/ 2"

W

X2

W12X26

W

X1

W10X22

W10X12

C-1

C-1

J/BRG. = (+15'-3 1/2")

PROVIDE DUCT FRAMING AT

DUCT OPENING. SEE TYPICAL

DETAIL ON SHEET S5.0 TYPICAL

AT MECH. UNITS. GENERAL

CONTRACTOR TO COORDINATE

EXACT DIMENSIONS &

LOCATIONS OF FRAMING WITH

MECHANICAL CONTRACTOR

K1

K1

K1

H3.6-18 H3.6-18 H3.6-18 H6-18

H 6-

S-5.1

1' -0

/8

J/BRG. = (+15'-3 1/2")

J/BRG. = (+15'-3 1/2")

J/BRG. = (+15'-3 1/2")

H6-16

S-5.1 4

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

(E) HSS16x8 (LO)

TO BE DEMO'D

0"

0"

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

(2) CONT. HSS6x6x1/4 GALV. (HI)(2) CONT. HSS6x6x1/4 GALV. (HI)(2) CONT.

HSS6x6x1/4

GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

(2) CONT. HSS6x6x1/4 GALV. (HI)

(UP)

P-1 (UP)

P-1 (UP)

P-1 (U

P)P-1

(UP)

P-1(UP)

P-1

(UP)

P-1

(UP)

P-1

(UP)

P-1

(UP)

P-1

S-5.1

DESIGN JOIST FOR

2k POINT LOAD @

KICKER TYP.

C-1

C-1

C-1

KS

P4

KS

P4

K4

MC6x12 MC6x12

MC6x12

MC6x12

S-5.1

S-5.1

S-5.1

S-5.1

COORDINATE LOCATION OF

UNIT & EXTENTS OF CONCRETE

PAD W/ MECH. CONTRACTOR

HSS

1/2 x2

/2 x3 /1

'-4

/8

(E ) W

(E ) W

(E ) W

(E ) W

(E ) W

(E ) W

(E

) W

(E) W21

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

TY

P.

3' -0

TYP.

3'-0"

S-5.1

K1

K1

K1

K1

K1

K1

K1

ECU-1 BELOW, SEE

TYPICAL UNDERHUNG

UNIT SUPPORT DETAIL

2.5K1

2.

5K

2.

5K

2.

5K

SKYLIGHT,

SEE ARCH.

MC6x12 ON TOP OF DECK.

TYPICAL AT MECH. UNITS

SEE DETAIL ON SHEET S5.0

C4x7.25

C4x7.25

JOIST HDR

JOIST HDR

JOIST HDR

JOIST HDR

ANGLE FRAMING FOR

ROOF OPENING. SEE

TYPICAL ROOF OPENING

DETAIL ON S5.0

S-5.1

5"

5"

5"

W8X10

2.

5K

2.5 K2

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

1' -0

/8

1'-0 5/8"

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o t

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :4

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

ALTERNATE #1 ROOF FRAMING PLAN

S-2.0 ALT #1

Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

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

ALTERNATE #1 ROOF FRAMING PLAN

TYPICAL ROOF DECK CONNECTION SCHEDULE

PERPENDICULAR

TO SUPPORT

MARK ATTACHMENT

PARALLEL

TO SUPPORT

SEAMS

PUDDLE WELD AT 12" O.C.

(36/4 PATTERN)

A PUDDLE WELD AT 12" O.C. (2)-#10 TEK SCREW PER SPAN

NOTES:

• ALL PUDDLE WELDS TO BE 5/8"Ø FUSION TYPE (UNO.).

WELDS TO BE MADE FOLLOWING AWS D1.3 SPECIFICATIONS BY

QUALIFIED WELDING OPERATORS.

• ALL DECK END LAPS TO BE A MINIMUM OF 2".

• SEE SECTIONS AND DETAILS FOR ADDITIONAL WELDS REQUIRED TYP. (UNO)

A

COLUMN SCHEDULE

MARK COLUMN SIZE BASEPLATE TYPE

ANCHOR

RODS

C-1 W8X31 PL3/4"x14"x1'-2" I (4)-3/4"Ø

MFC-1 W10X33 PL.1 1/4"x16"x1'-4" II (4)-3/4"Ø MFC-2 W10X45 PL.1 1/4"x16"x1'-4" III (4)-1"Ø

• MFC-X DENOTES MOMENT FRAME COLUMNS

• SEE SHEET S-5.0 FOR TYPICAL COLUMN BASE PLATES

• SEE SHEET S-3.0 FOR TYPICAL ANCHOR ROD DETAIL

NOTES:

• ROOF CONSTRUCTION: 1 1/2"x22GA. GALVANIZED WIDE RIB DECK (TYPE B) WELDED TO

SUPPORT STEEL, SEE TYPICAL ROOF DECK CONNECTION SCHEDULE. MINIMUM 3-SPAN

CONDITION (UNO).

• DENOTES 4" NWC SLAB ON 1 1/2"x20GA GALVANIZED WIDE RIB DECK (TYPE B)

• J/B = ROOF JOIST BEARING ELEVATION REFERENCED FROM SLAB ON GRADE ELEVATION OF

0'-0".

• ROOF BEAM ELEVATION NOTED THUS (±) INDICATE TOP OF BEAM ABOVE OR BELOW J/B

ELEVATION NOTED.

• PROVIDE JOIST BRIDGING IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (UNO). SEE

TYPICAL DETAIL ON S-5.0.

• PROVIDE ADDITIONAL ROW OF BRIDGING AT 1st PANEL POINT OF ALL JOISTS SUBJECTED TO

NET UPLIFT LOADING--SEE GENERAL NOTES.

• PROVIDE L2 1/2"x2"x1/4 AT ALL CHANGES IN DECK DIRECTION AND ALL LOCATIONS WHERE

DECK IS CUT ON A SKEW (UNO).

• COORDINATE ALL OPENINGS AND EDGE CONDITIONS WITH ARCHITECTURAL AND MECHANICAL

DRAWINGS. SEE SHEET S-5.0 FOR TYPICAL OPENING DETAIL.

• DESIGN JOIST SUBSTITUTES FOR 400 PLF (UNO).

• SEE SHEETS S-0.1, S-0.2, & S-0.3 FOR GENERAL NOTES.

• SEE SHEET S-5.0 FOR TYPICAL DETAILS.

• C-X DENOTES COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• MFC-X DENOTES MOMENT FRAME COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• XXKSPX DENOTES SPECIAL JOISTS. SEE JOIST LOADING DIAGRAMS ON S-2.0.

• DENOTES FLEXIBLE MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• DENOTES MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• JOISTS ARE DESIGNED TO SUPPORT EQUIPMENT INDICATED ON PLAN. IF EQUIPMENT

LOCATION VARIES OR WEIGHT EXCEEDS THAT NOTED THEN NOTIFY ENGINEER.

• (E) DENOTES EXISTING CONSTRUCTION.

• P-1 DENOTES SCREEN WALL POST. SEE DETAIL 7 ON S-5.1.

• HX-XX DENOTES BUILT UP COLD FORMED BOX HEADER, SEE SCHEDULE.

TOTAL PEAK DRIFT LOAD

ROOF PROJECTION,

OBSTRUCTION, ETC.

DRIFT ZONE

ROOF

FLAT/SLOPED SNOW LOAD.

MARK

DRIFT LOADING PARAMETERS

FLAT/SLOPED

SNOW LOAD

PEAK DRIFT

LOAD (PSF)

TOTAL PEAK

LOAD

WIDTH OF

DRIFT NOTES

1 22 PSF 28 PSF 50 PSF 6'-8"

2 51 PSF 12'-1"

3 28 PSF 6'-8"

4 20 PSF 9'-6"

SNOW DRIFT SCHEDULE

DRIFT

WIDTH OF

4 2

NOTES:

• LOADS SHOWN ARE DRIFT AND SNOW LOADS ONLY. LOADING SHOWN DOES NOT INCLUDE DEAD LOADS.

• SLIDING SNOW LOADS AND UNBALANCED SNOW LOADS ARE NOT SHOWN IN THIS SCHEDULE. ANY DELEGATED DESIGN ENGINEER SHALL CONSIDER THE SLIDING SNOW AND UNBALANCED SNOW LOADS IN

THEIR DESIGN ALONG WITH CONSIDERING LOADING SHOWN IN THIS SCHEDULE.

73 PSF

50 PSF

43 PSF

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

CAM REVIEW 02/21/2020

mdockman

SIM.

R

Q.3

Q

P.8

P.5

O.8

O.7 O.7

6.5 6.86.2

P.81

9.78.87.96.4 6.9

P.9

Q.4

7.3

8'-3" 20'-3" 22'-3" 28'-8"

'-4

/8

'-6

'-4

MFC-1

MFC-2

MFC-1

MFC-2

MFC-2

MFC-1

MFC-1

MFC-2

W

X3

W18X40W18X35W18X40

W18X40W18X35W18X40W18X40

W

X3

K4

KS

P4

KS

P4

KS

P4

KS

P1

KS

P1

KS

P1

KS

P2

KS

P3

KS

P3

KS

P3

(5 EQUAL SPACES) (4 EQUAL SPACES) (5 EQUAL SPACES)

6'-5 3/4" ±

2'-1 1/4" ±

6'-1 3/4" ±

1'-3 1/8" ±

8'-7" ± 7'-4 7/8" ±

'-3

9'

-9

'-2

'-1 0"

'-0

1' -2

/8

J/BRG. = (+15'-10 3/4")

S-5.1

S-5.1

S-5.1

(E ) W

(E) W21

(E) W14

(E ) W

RTU-1

2800#

CU-1

500# CHILLER

4300#

ROOF DRAINS,

SEE ARCH.

W10X22

W

X1

W 8X

K1

2.

5K

K1

K1

K1

K1

(E ) W

(E) W10

(E ) W

(E ) W

(E) W14(E) W14

(E) W14 (E) W14

(E) W21

(E) W21

W12X35

K1

K1

W10X22 W12X14

K1

K1

K1

W

X1

1/ 2"

K1

W

X1

W12X14

W

X1

W 10X12

W8X10

K1

2.

5K

W

X1

1/ 2"

W

X2

W12X26

W

X1

W10X22

W10X12

C-1

C-1

J/BRG. = (+15'-3 1/2")

PROVIDE DUCT FRAMING AT

DUCT OPENING. SEE TYPICAL

DETAIL ON SHEET S5.0 TYPICAL

AT MECH. UNITS. GENERAL

CONTRACTOR TO COORDINATE

EXACT DIMENSIONS &

LOCATIONS OF FRAMING WITH

MECHANICAL CONTRACTOR

K1

K1

K1

H3.6-18 H3.6-18 H3.6-18 H6-18

H 6-

S-5.1

1' -0

/8

J/BRG. = (+15'-3 1/2")

J/BRG. = (+15'-3 1/2")

J/BRG. = (+15'-3 1/2")

H6-16

S-5.1 4

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

(E) HSS16x8 (LO)

TO BE DEMO'D

0"

0"

(2) CONT. HSS6x6x1/4 GALV. (HI)(2) CONT.

HSS6x6x1/4

GALV. (HI)

(2) CONT.

HSS6x6x1/4

GALV. (HI)

DESIGN JOIST FOR

2k POINT LOAD @

KICKER TYP.

C-1

C-1

C-1

W

X2

1/ 2"

W

X2

1/ 2"

W

X2

1/ 2"

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

S-5.1

S-5.1

TY

P.

3' -0

TYP.

3'-0"

S-5.1

K1

K1

K1

K1

K1

K1

K1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

0"

0"

S-5.1

ECU-1 BELOW, SEE

TYPICAL UNDERHUNG

UNIT SUPPORT DETAIL

2.5K1

2.

5K

2.

5K

2.

5K

SKYLIGHT,

SEE ARCH.

MC6x12 ON TOP OF DECK.

TYPICAL AT MECH. UNITS

SEE DETAIL ON SHEET S5.0

C4x7.25

C4x7.25

JOIST HDR

JOIST HDR

JOIST HDR

JOIST HDR

ANGLE FRAMING FOR

ROOF OPENING. SEE

TYPICAL ROOF OPENING

DETAIL ON S5.0

5"

5"

5"

W8X10

2.

5K

2.5 K2

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

1' -0

/8

1'-0 5/8"

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :5

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

ALTERNATE #2 ROOF FRAMING PLAN

S-2.0 ALT #2

Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

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

ALTERNATE #2 ROOF FRAMING PLAN

TYPICAL ROOF DECK CONNECTION SCHEDULE

PERPENDICULAR

TO SUPPORT

MARK ATTACHMENT

PARALLEL

TO SUPPORT

SEAMS

PUDDLE WELD AT 12" O.C.

(36/4 PATTERN)

A PUDDLE WELD AT 12" O.C. (2)-#10 TEK SCREW PER SPAN

NOTES:

• ALL PUDDLE WELDS TO BE 5/8"Ø FUSION TYPE (UNO.).

WELDS TO BE MADE FOLLOWING AWS D1.3 SPECIFICATIONS BY

QUALIFIED WELDING OPERATORS.

• ALL DECK END LAPS TO BE A MINIMUM OF 2".

• SEE SECTIONS AND DETAILS FOR ADDITIONAL WELDS REQUIRED TYP. (UNO)

A

COLUMN SCHEDULE

MARK COLUMN SIZE BASEPLATE TYPE

ANCHOR

RODS

C-1 W8X31 PL3/4"x14"x1'-2" I (4)-3/4"Ø

MFC-1 W10X33 PL.1 1/4"x16"x1'-4" II (4)-3/4"Ø MFC-2 W10X45 PL.1 1/4"x16"x1'-4" III (4)-1"Ø

• MFC-X DENOTES MOMENT FRAME COLUMNS

• SEE SHEET S-5.0 FOR TYPICAL COLUMN BASE PLATES

• SEE SHEET S-3.0 FOR TYPICAL ANCHOR ROD DETAIL

NOTES:

• ROOF CONSTRUCTION: 1 1/2"x22GA. GALVANIZED WIDE RIB DECK (TYPE B) WELDED TO

SUPPORT STEEL, SEE TYPICAL ROOF DECK CONNECTION SCHEDULE. MINIMUM 3-SPAN

CONDITION (UNO).

• DENOTES 4" NWC SLAB ON 1 1/2"x20GA GALVANIZED WIDE RIB DECK (TYPE B)

• J/B = ROOF JOIST BEARING ELEVATION REFERENCED FROM SLAB ON GRADE ELEVATION OF

0'-0".

• ROOF BEAM ELEVATION NOTED THUS (±) INDICATE TOP OF BEAM ABOVE OR BELOW J/B

ELEVATION NOTED.

• PROVIDE JOIST BRIDGING IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (UNO). SEE

TYPICAL DETAIL ON S-5.0.

• PROVIDE ADDITIONAL ROW OF BRIDGING AT 1st PANEL POINT OF ALL JOISTS SUBJECTED TO

NET UPLIFT LOADING--SEE GENERAL NOTES.

• PROVIDE L2 1/2"x2"x1/4 AT ALL CHANGES IN DECK DIRECTION AND ALL LOCATIONS WHERE

DECK IS CUT ON A SKEW (UNO).

• COORDINATE ALL OPENINGS AND EDGE CONDITIONS WITH ARCHITECTURAL AND MECHANICAL

DRAWINGS. SEE SHEET S-5.0 FOR TYPICAL OPENING DETAIL.

• DESIGN JOIST SUBSTITUTES FOR 400 PLF (UNO).

• SEE SHEETS S-0.1, S-0.2, & S-0.3 FOR GENERAL NOTES.

• SEE SHEET S-5.0 FOR TYPICAL DETAILS.

• C-X DENOTES COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• MFC-X DENOTES MOMENT FRAME COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• XXKSPX DENOTES SPECIAL JOISTS. SEE JOIST LOADING DIAGRAMS ON S-2.0.

• DENOTES FLEXIBLE MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• DENOTES MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• JOISTS ARE DESIGNED TO SUPPORT EQUIPMENT INDICATED ON PLAN. IF EQUIPMENT

LOCATION VARIES OR WEIGHT EXCEEDS THAT NOTED THEN NOTIFY ENGINEER.

• (E) DENOTES EXISTING CONSTRUCTION.

• P-1 DENOTES SCREEN WALL POST. SEE DETAIL 7 ON S-5.1.

• HX-XX DENOTES BUILT UP COLD FORMED BOX HEADER, SEE SCHEDULE.

TOTAL PEAK DRIFT LOAD

ROOF PROJECTION,

OBSTRUCTION, ETC.

DRIFT ZONE

ROOF

FLAT/SLOPED SNOW LOAD.

MARK

DRIFT LOADING PARAMETERS

FLAT/SLOPED

SNOW LOAD

PEAK DRIFT

LOAD (PSF)

TOTAL PEAK

LOAD

WIDTH OF

DRIFT NOTES

1 22 PSF 28 PSF 50 PSF 6'-8"

2 51 PSF 12'-1"

3 28 PSF 6'-8"

4 20 PSF 9'-6"

SNOW DRIFT SCHEDULE

DRIFT

WIDTH OF

4 2

NOTES:

• LOADS SHOWN ARE DRIFT AND SNOW LOADS ONLY. LOADING SHOWN DOES NOT INCLUDE DEAD LOADS.

• SLIDING SNOW LOADS AND UNBALANCED SNOW LOADS ARE NOT SHOWN IN THIS SCHEDULE. ANY DELEGATED DESIGN ENGINEER SHALL CONSIDER THE SLIDING SNOW AND UNBALANCED SNOW LOADS IN

THEIR DESIGN ALONG WITH CONSIDERING LOADING SHOWN IN THIS SCHEDULE.

73 PSF

50 PSF

43 PSF

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

SIM.

Q.3

Q

P.8

P.5

O.8

O.7 O.7

6.5 6.86.2

P.81

9.78.87.96.4 6.9

P.9

Q.4

7.3

8'-3" 20'-3" 22'-3" 28'-8"

'-4

/8

'-6

'-4

MFC-1

MFC-2

MFC-1

MFC-2

MFC-2

MFC-1

MFC-1

MFC-2

W

X3

W18X40W18X35W18X40

W18X40W18X35W18X40W18X40

W

X3

K4

KS

P4

KS

P4

KS

P4

KS

P1

KS

P1

KS

P1

KS

P2

KS

P3

KS

P3

KS

P3

(5 EQUAL SPACES) (4 EQUAL SPACES) (5 EQUAL SPACES)

6'-5 3/4" ±

2'-1 1/4" ±

6'-1 3/4" ±

1'-3 1/8" ±

8'-7" ± 7'-4 7/8" ±

'-3

9'

-9

'-2

'-1 0"

'-0

1' -2

/8

J/BRG. = (+15'-10 3/4")

S-5.1

S-5.1

S-5.1

(E ) W

(E) W21

(E) W14

(E ) W

W12X26

W12X26

W12X26

W

X1

W

X1

W

X1

W

X1

W 8X

K1

2.

5K

K1

K1

K1

K1

K1

K1

K1

K1

K110

K1

K1

K1

(E ) W

(E) W10

(E ) W

(E ) W

(E) W14(E) W14

(E) W14 (E) W14

(E) W21

(E) W21

C-1

C-1

J/BRG. = (+15'-3 1/2")

RTU-1

2800#

CU-1

500#

CHILLER

4300#

PROVIDE DUCT FRAMING AT

DUCT OPENING. SEE TYPICAL

DETAIL ON SHEET S5.0 TYPICAL

AT MECH. UNITS. GENERAL

CONTRACTOR TO COORDINATE

EXACT DIMENSIONS &

LOCATIONS OF FRAMING WITH

MECHANICAL CONTRACTOR

MC6x12 ON TOP OF DECK.

TYPICAL AT MECH. UNITS

SEE DETAIL ON SHEET S5.0

H3.6-18 H3.6-18 H3.6-18 H6-18

H 6-

H6-16

S-5.1

(E) HSS16x8 (LO)

TO BE DEMO'D

0"

0"

S-5.1

S-5.1

S-5.1

W

X2

1/ 2"

W

X2

1/ 2"

W

X2

1/ 2"

0"

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

0"

(2) CONT. HSS6x6x1/4 GALV. (HI)

(2 ) C

O N

T.

H

S S6 x6 x1

/4 G

AL

V.

(H I)

DESIGN JOIST FOR

2k POINT LOAD @

KICKER TYP.

(U P)P-1

(U P)P-1

(U P)P-1

(UP)

P-1 (U

P)P-1

(U P)P-1

TY

P.

3' -0

TYP.

3'-0"

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

S-5.1

ECU-1 BELOW, SEE

TYPICAL UNDERHUNG

UNIT SUPPORT DETAIL

C4x7.25

C4x7.25

5"

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

BOTTOM FLANGE

BRACING, SEE TYPICAL

DETAILS ON S5.1

1' -0

/8

1'-0 5/8"

W8X10

2.

5K

2.5 K2

5"

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :5

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

ALTERNATE #3 ROOF FRAMING PLAN

S-2.0 ALT #3

Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

TYPICAL ROOF DECK CONNECTION SCHEDULE

PERPENDICULAR

TO SUPPORT

MARK ATTACHMENT

PARALLEL

TO SUPPORT

SEAMS

PUDDLE WELD AT 12" O.C.

(36/4 PATTERN)

A PUDDLE WELD AT 12" O.C. (2)-#10 TEK SCREW PER SPAN

NOTES:

• ALL PUDDLE WELDS TO BE 5/8"Ø FUSION TYPE (UNO.).

WELDS TO BE MADE FOLLOWING AWS D1.3 SPECIFICATIONS BY

QUALIFIED WELDING OPERATORS.

• ALL DECK END LAPS TO BE A MINIMUM OF 2".

• SEE SECTIONS AND DETAILS FOR ADDITIONAL WELDS REQUIRED TYP. (UNO)

A

COLUMN SCHEDULE

MARK COLUMN SIZE BASEPLATE TYPE

ANCHOR

RODS

C-1 W8X31 PL3/4"x14"x1'-2" I (4)-3/4"Ø

MFC-1 W10X33 PL.1 1/4"x16"x1'-4" II (4)-3/4"Ø MFC-2 W10X45 PL.1 1/4"x16"x1'-4" III (4)-1"Ø

• MFC-X DENOTES MOMENT FRAME COLUMNS

• SEE SHEET S-5.0 FOR TYPICAL COLUMN BASE PLATES

• SEE SHEET S-3.0 FOR TYPICAL ANCHOR ROD DETAIL

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

ALTERNATE #3 ROOF FRAMING PLAN

TOTAL PEAK DRIFT LOAD

ROOF PROJECTION,

OBSTRUCTION, ETC.

DRIFT ZONE

ROOF

FLAT/SLOPED SNOW LOAD.

MARK

DRIFT LOADING PARAMETERS

FLAT/SLOPED

SNOW LOAD

PEAK DRIFT

LOAD (PSF)

TOTAL PEAK

LOAD

WIDTH OF

DRIFT NOTES

1 22 PSF 28 PSF 50 PSF 6'-8"

2 51 PSF 12'-1"

3 28 PSF 6'-8"

4 20 PSF 9'-6"

SNOW DRIFT SCHEDULE

DRIFT

WIDTH OF

4 2

NOTES:

• LOADS SHOWN ARE DRIFT AND SNOW LOADS ONLY. LOADING SHOWN DOES NOT INCLUDE DEAD LOADS.

• SLIDING SNOW LOADS AND UNBALANCED SNOW LOADS ARE NOT SHOWN IN THIS SCHEDULE. ANY DELEGATED DESIGN ENGINEER SHALL CONSIDER THE SLIDING SNOW AND UNBALANCED SNOW LOADS IN

THEIR DESIGN ALONG WITH CONSIDERING LOADING SHOWN IN THIS SCHEDULE.

73 PSF

50 PSF

43 PSF

NOTES:

• ROOF CONSTRUCTION: 1 1/2"x22GA. GALVANIZED WIDE RIB DECK (TYPE B) WELDED TO

SUPPORT STEEL, SEE TYPICAL ROOF DECK CONNECTION SCHEDULE. MINIMUM 3-SPAN

CONDITION (UNO).

• DENOTES 4" NWC SLAB ON 1 1/2"x20GA GALVANIZED WIDE RIB DECK (TYPE B)

• J/B = ROOF JOIST BEARING ELEVATION REFERENCED FROM SLAB ON GRADE ELEVATION OF

0'-0".

• ROOF BEAM ELEVATION NOTED THUS (±) INDICATE TOP OF BEAM ABOVE OR BELOW J/B

ELEVATION NOTED.

• PROVIDE JOIST BRIDGING IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (UNO). SEE

TYPICAL DETAIL ON S-5.0.

• PROVIDE ADDITIONAL ROW OF BRIDGING AT 1st PANEL POINT OF ALL JOISTS SUBJECTED TO

NET UPLIFT LOADING--SEE GENERAL NOTES.

• PROVIDE L2 1/2"x2"x1/4 AT ALL CHANGES IN DECK DIRECTION AND ALL LOCATIONS WHERE

DECK IS CUT ON A SKEW (UNO).

• COORDINATE ALL OPENINGS AND EDGE CONDITIONS WITH ARCHITECTURAL AND MECHANICAL

DRAWINGS. SEE SHEET S-5.0 FOR TYPICAL OPENING DETAIL.

• DESIGN JOIST SUBSTITUTES FOR 400 PLF (UNO).

• SEE SHEETS S-0.1, S-0.2, & S-0.3 FOR GENERAL NOTES.

• SEE SHEET S-5.0 FOR TYPICAL DETAILS.

• C-X DENOTES COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• MFC-X DENOTES MOMENT FRAME COLUMNS. SEE THIS SHEET FOR SCHEDULE.

• XXKSPX DENOTES SPECIAL JOISTS. SEE JOIST LOADING DIAGRAMS ON S-2.0.

• DENOTES FLEXIBLE MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• DENOTES MOMENT CONNECTION. SEE SHEET S-5.0 FOR DETAILS.

• JOISTS ARE DESIGNED TO SUPPORT EQUIPMENT INDICATED ON PLAN. IF EQUIPMENT

LOCATION VARIES OR WEIGHT EXCEEDS THAT NOTED THEN NOTIFY ENGINEER.

• (E) DENOTES EXISTING CONSTRUCTION.

• P-1 DENOTES SCREEN WALL POST. SEE DETAIL 7 ON S-5.1.

• HX-XX DENOTES BUILT UP COLD FORMED BOX HEADER, SEE SCHEDULE.

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

1/8" WIDE x T/4 DEEP

SAWCUT

VAPOR BARRIER

GRANULAR FILL

SEE PLAN NOTES

VAPOR BARRIER

GRANULAR FILL

SEE PLAN NOTES

1/2"x18" SMOOTH ROD @ 24" O.C.

GREASE ONE END

COAT JOINT WITH

BOND BREAKER

CONTROL JOINT

CONSTRUCTION JOINT

(SEE PLAN FOR LOCATIONS)

SEE TABLE

GENERAL

NOTES

SEE TABLE

GENERAL

NOTES

T T

3T

36d

LAP

TRENCH FOOTING STEP DETAIL

SEE TABLE FOR

BAR CLEARANCES

SE

E

PL

AN

SE

E

PL

AN

2' -0

" M

AX

2'-0"

TYPICAL

TOP & BOT.

REINF.

2" COMPRESSIBLE

FILLERUNDERGROUND PIPE, CONDUIT, ETC.

COORDINATE LOCATION W/UTILITY

TRADE CONTRACTOR

(2)-#5

8" MIN.8" MIN.

1' -0

" M

IN

8" MIN.

TYPICAL DETAIL AT UNDERGROUND

UTILITY PENETRATION

SEE GENERAL NOTES

FOR BAR CLEARANCES

SE

E

PL

AN

1'-6" 1'-6"

6"

(2)-#5

IF CONTROL JOINT OR CONSTRUCTION

JOINT OCCURS RE-ENTRANT

REINFORCING MAY BE OMITTED

(2) #4x3'-0" LG.

(2) #4x3'-0" LG.

PROVIDE CONSTRUCTION OR

CONTROL JOINT AT

ALL DOOR WAYS, TYP.

(2) #4x3'-0"LG.

AT RE-ENTRANT

CORNERS

TYPICAL RE-ENTRANT AND DISCONTINUOUS

CONTROL JOINTS SLAB REINFORCING

RE-ENTRANT CORNERS

DISCONTINUOUS CONTROL JOINT

6"

(ASTM F1554 GR. 36)

FOUNDATION, PIER,

PILE CAP, ETC.

HEAVY HEX NUT WITH

OVERSIZED WASHER.

TACK WELD TO ROD.

BASE PL.

7" 10

FO

R

/4

"Ø A

.R

FO

R

"Ø

A .R

1/

2" N

O N

-S H

R

IN

K

G R

O U

T, U

N O

TYPICAL ANCHOR ROD DETAIL

• CONTRACTOR MAY USE LEVELING NUTS OR LEVELING PLATES AT

CONTRACTORS OPTION.

• AN INCREASE IN GROUT THICKNESS FOR LARGE BASE PLATES IS

PERMISSIBLE IF APPROVED BY THE ENGINEER. COORDINATION DUE TO

INCREASE IN GROUT THICKNESS FOR OTHER TRADES IS THE

REPONSIBILITY OF THE CONTRACTOR.

COLUMN COVER

SEE ARCH.

BOND BREAKER

ANCHOR RODS, SEE TYPICAL

ANCHOR ROD DETAIL,

TYPICAL BASE PLATE DETAILS

AND COLUMN SCHEDULE

SIDEWALK

3/4" CHAMFER

SEE PLAN OR

SCHEDULE FOR

PIER DETAIL

REINFORCING

SEE SCHEDULE

EXTERIOR COLUMN FOOTING WITH COL. COVER

EL. = 0'-0"

EQUAL EQUAL

SC

H

ED

U

LE

SE

E

(F R

O

ST

3' -0

" M

IN

FO

R

B

AR

C

LE

AR

AN

C E

SE

E

G

EN

ER

AL

N O

TE

S

G R

O U

T N

O N

-S H

R

IN

K

FOR CONC. PIER SIZE

SEE PLAN

SEE SCHEDULE

EXTERIOR WALL FOOTING

SIDEWALK OR

FINISH GRADE

SEE CIVIL

#4 @ 12" O.C.

FINISH

SEE ARCH.TRACK TO MATCH STUD SIZE.

ANCHOR W/1/2"Ø A.B. x8"LG.

W/2" HOOK @ 4'-0" O.C.

TOP OF SLAB

SEE PLAN

PREMOLDED

JOINT FILLER

SEE COLD FORMED METAL STUD

SCHEDULE, ELEVATION, AND

TYPICAL DETAILS ON SHEET S-4.0

FOR METAL STUD SIZE, GAUGE,

SPACING, AND ADD'L. INFO.

(2) #5 CONT.

TOP & BOT.

EQ. 11 3/8" EQ.

SE

E

PL

AN

SE

E

PL

AN

SEE PLAN

FO

R

B

AR

C

LE

AR

AN

C E

SE

E

G

EN

ER

AL

N O

TE

S

(F R

O

ST

3' -0

" M

IN

#4 @ 12" O.C.

RIGID INSULATION,

SEE ARCH.

FOUNDATION DRAINS

MAY OCCUR. SEE

CIVIL DRAWINGS FOR

DETAILS

SIDEWALK OR FINISH

GRADE, SEE CIVIL

ANCHOR RODS. SEE TYPICAL

ANCHOR RODS DETAIL, TYPICAL

BASE PLATE DETAILS AND

COLUMN SCHEDULE

WF COLUMN,

SEE PLAN

DIAMOND INFILL

BASE PLATE NOT

CENTERED ON

COLUMN

PREMOLDED

JOINT FILLER

TOP OF SLAB

SEE PLAN

WALL FOOTING

(BEYOND)

NON-SHRINK

GROUT

REINFORCING

SEE SCHEDULE

(F R

O

ST

3' -0

" M

IN

FO

R

B

AR

C

LE

AR

AN

C E

SE

E

G

EN

ER

AL

N O

TE

S

SEE SCHEDULE

SE

E

SC

H

ED

U

LE

SE

E

PL

AN

EQ EQ

#4 @ 12" O.C.

RIGID INSULATION,

SEE ARCH.

FLOOR DRAIN

SEE MECH. DWGS.

T/SLAB

SEE PLAN

TYPICAL FLOOR RECESS

PL

AN

SE

E

SEE ARCH. & MECH. DWGS.

RECESS DIMENSIONS VARY

AR

C

H

SE

E 6"

EMBED

8"

CLEAN SURFACE &

APPLY BONDING AGENT

(E) FTG.

#5 DOWELS TO MATCH CONT.

REINFORCMENT W/ HEAVY DUTY

ADHESIVE ANCHOR. PROVIDE LAP

SPLICE PER GENERAL NOTES

(N) FOOTING

CONT. FTG.

REINFORCING

(E) STEM WALL

(N) CONCRETE

STEM WALL

SLOPE

DOWN

WALL BEYOND

#4x6'-0" LG @ 12" O.C.

#4 @ 24" O.C.

TYP

#4 @ 12" O.C.

E.W. E.F. #4 @ 12" O.C.

E.W.

6" AIR SPACE

(2) #5 CONT

TOP & BOT

4" MIN. GRANULAR FILL

SEE ARCH & CIVIL

SIDEWALK, SEE CIVIL

#4x4'-0" LG @ 12" O.C.

2 1/2" CONC. SLAB W/

#4 @ 9" O.C. EA. WAY

BOTTOM ON 1 1/2"x22GA

FORM DECK (4" TOTAL

SLAB THICKNESS)

2'-0"

COORD. W/ ARCH

4'-6"

TYP

1'-6"

(F R

O

ST

3' -0

" M

IN

FO

R

B

AR

C

LE

AR

AN

C E

SE

E

G

EN

ER

AL

N O

TE

S

2' -8

(3) SIDES TYP

1'-4"

SE

E

PL

AN

D

EP

TH

T

O M

AT

C

H

BO

TT

O

M O

F W

AL

L

FT

G

. 8"

TYPICAL FROST SLAB DETAIL

NOTE: SLAB REINFORCING

TO BE CENTERED IN SLAB

EXTERIOR WALL FOOTING

WINDOW,

SEE ARCH

#4 @ 12" O.C.

TOP OF SLAB

SEE PLAN

#4x6'-0" LG @ 12" O.C.

(2) #4 CONT.

SIDEWALK, SEE CIVIL

4" MIN. GRANULAR FILL,

SEE ARCH & CIVIL

#4 @ 12" O.C.

(2) #5 CONT.

2'-0"

1' -2

SE

E

PL

AN

SE

E

PL

AN (F

R O

ST

3' -0

" M

IN

FO

R

B

AR

C

LE

AR

AN

C E

SE

E

G

EN

ER

AL

N O

TE

S

SEE PLAN

RIGID INSULATION,

SEE ARCH.

FOUNDATION DRAINS

MAY OCCUR. SEE

CIVIL DRAWINGS FOR

DETAILS

CORNER BARS TO MATCH

SIZE & SPACING OF

HORIZ. REINFORCING

CONSTRUCTION JOINT

DOWELS TO MATCH

SIZE SPACING OF

HORIZ. REINFORCING

36 BAR DIAMETER

LAP, TYP.

CONSTRUCTION JOINT

DOWELS TO MATCH

SIZE SPACING OF

HORIZ. REINFORCING

SINGLE LAYER REINFORCING TWO LAYER REINFORCING

CONCRETE WALL HORIZONTAL REINFORCING DETAILS

36 BAR DIAMETER

LAP, TYP.

ANCHOR RODS, SEE TYPICAL

ANCHOR ROD DETAIL, TYPICAL

BASE PLATE DETAILS AND

COLUMN SCHEDULE

T/SLAB

SEE PLAN

BOND BREAKER

DIAMOND OR

ROUND INFILL

REINFORCING

SEE SCHEDULE

N O

N -S

H R

IN

K

G R

O U

T

SE

E

G

EN

ER

AL

N O

TE

S

FO

R

C

LE

AR

AN

C E

S

TYPICAL INTERIOR COLUMN FOOTING

PL

AN

SE

E

SC

H

ED

U

LE

SE

E

SEE SCHEDULE

EQUAL EQUAL

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :5

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

FOUNDATION DETAILS

S-3.0 Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

SCALE:

SECTION

-3/4" = 1'-0"

SCALE:

SECTION

-3/4" = 1'-0"

SCALE:

SECTION

-3/4" = 1'-0"

SCALE:

SECTION

-3/4" = 1'-0"

SCALE:

SECTION

-1/2" = 1'-0"

SCALE:

SECTION

-3/4" = 1'-0"

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

COLD FORMED METAL STUD WALL SCHEDULE

EXTERIOR STUDS

INTERIOR STUDS

TYPICAL CORNER

6"x18GA. 6"x18GA. SEE ARCHITECTURAL

NOTES:

• HORIZONTAL BRIDGING REQUIRED AT 4'-0" O.C. MAX.

• SEE TYPICAL COLD FORMED METAL STUD WALL ELEVATION ON THIS SHEET FOR

ADDITIONAL INFORMAITON.

• SEE COLD FORMED HEADER SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION.

• SEE TYPICAL COLD FORMED DETAIL ON THIS SHEET FOR ADDITIONAL INFORMATION.

• THE METAL STUD SIZES, GAUGE, AND SPACING SHOWN IN THE METAL STUD SCHEDULE

APPLIES ALL METAL STUDS ON THE PROJECT UNLESS THE SECTIONS OR PLANS INDICATE

DIFFERENT METAL STUD DESIGNS. THE METAL STUD SIZE, GUAGE, & SPACING SHOWN IN

THE SECTIONS ANS PLANS SUPERSEDES THE METAL STUD DESIGNS SHOWN IN THE WALL

SCHEDULE.

1/2"Ø ANCHOR BOLTS

@ 4'-0" O.C. TYP.

1'-0" MAX.

CONT. METAL

TRACK, TYP.

PROVIDE HORIZONTAL STUD

BRIDGING @ 4'-0" O.C. VERT.

MAX. SEE TYP. DETAIL ON

SHEET S-4.0

SEE TYPICAL SILL/JAMB

DETAIL

SEE COLD FORMED WALL

STUD SCHEDULE

HEADER AT OPENINGS

SEE PLAN AND SCHEDULE

WF (BEYOND)

CONT. METAL TRACK

T/PARAPET

JST. BRG.

SIDE OF OPENING

JAMB STUD TO SUPPORT

HEADER - TYPICAL SEACH

SEE TYPICAL BOX HEADER

TO JAMB CONN. DETAIL

ON SHEET S-4.0

TYPICAL COLD FORMED METAL STUD WALL ELEVATION

NOTES:

• AT WALL LOCATIONS WHERE MULTIPLE STUDS ARE REQUIRED TO SUPPORT VERTICAL

LOADS, A CONTINUOUS LOAD PATH SHALL BE PROVIDED TO SUPPORT THOSE LOADS

THROUGH THE STRUCTURE TO THE FOUNDATIONS. THIS MAY BE ACCOMPLISHED

THROUGH THE USE OF RIM JOISTS, SQUASH BLOCKS OR OTHER APPROPRIATE MEANS

BASED ON LOCATION AND DETAILING CONSIDERATIONS.

• SEE COLD FORMED STUD WALL SCHEDULE FOR SIZE AND SPACING OF LIGHT GAUGE

WALL STUDS.

TYPICAL METAL STUD TO

METAL STUD CONNECTION TYPICAL METAL STUD CONNECTION

TYPICAL CONNECTION TO

METAL STUD TRACK

TYPICAL METAL STUD CONNECTION DETAILS

4" METAL

STUD 8" METAL STUD

#10-16 SCREWS @

2'-0" O.C. MAX.

METAL STUD

METAL STUD

(4) #10-16 SELF-DRILLING

SHEET METAL SCREWS (UNO)

METAL STUD

TRACK#10-16 SDS EA

STUD FLANGE

JAMB STUDS ATTACHED W/

TRACK ATTACH TRACK TO JAMB W/

(1) #10-16 SCREW @ 16" O.C.

ON EA. LEG, & (2) #10-16 SCREW

INTO WEBS @ 16" O.C.

TYPICAL JAMB STUD DETAIL

OPENING

1 1/2"x1 1/2"x16GA. CLIP

ANGLE FASTEN TO STUD &

CRC W/(2) #10 PER CONN.

METAL STUD

SEE PLAN FOR

SIZE & GA.

1 1/2"x16GA. COLD ROLLED

CHANNEL (CRC). BRIDGING

SPACED @ 4'-0" O.C. MAX.

TYPICAL WALL BRIDGING DETAIL

(3) #12-24 TEKS-5

SD SCREWS

1/2"

PROPRIETARY

SCREWS BY

DIETRICH

3-1/2" FastClip SLIDE CLIPS

FastClip BY DIETRICH INDUSTRIES INC.

1/2"

TRACK EQUAL

TO STUD SIZE

AND GAUGE

(6) #12 TEKS

IF FastClip ID LOCATED AT

STANDARD WEB OPENING IN

METAL STUD

TYPICAL FastClip ATTACHMENT DETAILS

TYPICAL BOX HEADER TO JAMB CONNECTION

8"x18GA. TRACK

W/(6) #10-16 SCREWS

TO JAMB &(3) #10-16

SCREWS TO EA. SIDE

OF HEADER

BOX HEADER

SEE BOX HEADER

FOR ADD'L. INFO.

CONT. TRACK

WALL STUDS

SEE WALL

SCHEDULE

DIETRICH EASYCLIP S-SERIES TOP & BOT.

W/(2) #10-16 SCREWS TO JAMB

& (2) #10-16 SCREWS TO HEADER

8"x18GA. TRACK W/ (6)

#10-16 SCREWS

TO JAMB & (3) #10-16

SCREWS TO EA. SIDE

OF HEADER

HEADER ATTACHMENT

FOR ADD'L INFO

FULL HEIGHT JAMB STUDS.

SEE BOX HEADER SCHEDULE

COLD FORMED 6" HEADER SCHEDULE

FIELD

H6-18 6"x6" (3) 6"x18GA (2)

H3.6-18 6"x3 5/8" (3) 3 5/8"x18GA 6"x18GA (2)

HEADER SIZE METAL STUDS TOP & BOT. TRACK # OF JAMB STUDS AT

EACH END OF HEADER

H6-16 6"x6" (3) 6"x16GA (2)

6"x18GA

6"x16GA

COLD FORMED HEADER PROFILES

6" TRACK

3 5/8" STUD

(10) #10-16 TEKS

@ 16" O.C., TYP

6" TRACK

6" STUD

(10) #10-16 TEKS

@ 16" O.C., TYP

6x3 5/8 6x6

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :5

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

COLD FORMED DETAILS

S-4.0 Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

(4) 1 1/16"Ø HOLES FOR 3/4"Ø A.R.

(4) 1 5/16"Ø HOLES FOR 1"Ø A.R.

1 1/2" FOR 3/4"Ø A.R.

2" FOR 1"Ø A.R.

TYPICAL COLUMN BASE PLATE DETAILS

TYPE I

EQ. EQ.

EQ

EQ

5/16

TYP. EA.

FLANGE

5/16

(4) 1 1/16"Ø HOLES FOR 3/4"Ø A.R.

(4) 1 5/16"Ø HOLES FOR 1"Ø A.R.

(4) 1 1/16"Ø HOLES FOR 3/4"Ø A.R.

(4) 1 5/16"Ø HOLES FOR 1"Ø A.R. 1 1/2" FOR 3/4"Ø A.R.

2" FOR 1"Ø A.R.

1 1/2" FOR 3/4"Ø A.R.

2" FOR 1"Ø A.R.

TYPE IIITYPE II

5/16

5/16

TYP. EA

FLANGE

6"

6"

6"

EQ EQ

4"

5/16

TYP. EA

FLANGE

5/16

4"

STANDARD SHEAR

CONNECTION SCHEDULE

BEAM SIZE

W12 3

W14 3

W16 4

W18 5

MINIMUM NO. OF

ROWS OF A325

3/4"Ø BOLTS IN

DOUBLE SHEAR

W10 2

W8 2

L6x4x3/8x0'8"

(LLV)

L4x4x5/16 TYP. EACH

SIDE OF OPENING

TYPICAL ROOF OPENING DETAIL

* FOR ALL ROOF OPENINGS 12" OR GREATER.

COORD. OPENING SIZES AND LOCATIONS WITH

ARCHITECT & MECHANICAL CONTRACTOR.

BURGLAR BARS MAY OCCUR

COORD. WITH ARCH. &

MECH.

SEE PLAN

BEAM SPACING

OPENING*

ROOF

3/16

TYP

3/16

TYP

18GA. REINF. PL

(MAX. 2 WEBS CUT,

NO REINF. REQ'D)

(MAX. 3 WEBS CUT)

16GA. REINF. PL

(MAX. 4 WEBS CUT)

(2) SCREWS AT EA.

CUT DECK RIB,

TYP.

#10-16 TEKS @ 6" O.C. MAX.

AROUND PERIMETER

1 1/2" TYPE B DECK

TYPICAL ROOF DECK PENETRATION REINFORCING DETAILS

NOTES:

• HOLES ARE LIMITED TO ONE PER SPAN PER DECK SHEET. FOR MULTIPLE HOLES,

CONSULT ENGINEER OR PROVIDE SUPPORT FRAME PER TYPICAL ROOF

OPENING DETAIL.

• SEE TYPICAL ROOF OPENING DEATIL FOR OPENINGS GREATER THAN 12".

12" MAX

6" MIN EA SIDE OF OPG

EXTEND TO FIRST RIB 8" MAX

ANGLE CHORD SPLICE DETAIL

SPLICE PL. 7/16"x3"x0'-10"

CENTER ON SPLICE 1/4

L4x4 L4x4

OUTSIDE FACE OF BUILDING

OR OPENING, ETC

SEE SJI FOR ANGLE

SIZE REQUIREMENTS

TYPICAL BRIDGING DETAILS

NOTES:

• SEE STEEL JOIST INSTITUTE FOR NUMBER OF ROWS

OF BRIDGING PER BAY.

• JOIST SUPPLIER TO PROVIDE ADDITIONAL ROWS OF

BRIDGING AS REQUIRED FOR UPLIFT.

• EACH DISCONTINUOUS END OF EACH LINE OF

BRIDGING SHALL TERMINATE AT A BEARING WALL OR

WITH X-BRIDGING AS SHOWN. X-BRIDGING AND/OR

ANCHORAGE TO WALL SHALL BE INSTALLED DURING

JOIST ERECTION.

DIAGONAL 'X'

BRIDGING

TWO BAYS

HORIZONTAL

TOP & BOTT.

BRIDGING

TYP.

TYP.TYP.

METAL DECK

TYPICAL JOIST TO BEAM

CONNECTION DETAIL - ROOF

1/8 2"

TYP.

K-SERIES

TYPICAL JOIST REINFORCING DETAIL

L1 1/2x1 1/2x3/16

EACH SIDE

L1 1/2x1 1/2x3/16

EACH SIDE

CONCENTRATED LOAD

TO BOTTOM CHORD

CONCENTRATED

LOAD TO TOP CHORD

3/16

TYP.

L REINFORCEMENT

REQ'D WHEN GREATER

THAN 6"

L REINFORCEMENT

REQ'D WHEN GREATER

THAN 6"

* L REINFORCEMENT NOT REQUIRED WHEN SUM OF CONCENTRATED

LOADS WITHIN CHORD PANEL DOES NOT EXCEED 100 lbs AND THE

ATTACHMENTS ARE CONCENTRIC TO CHORD.TYPICAL ROOFTOP

MECHANICAL UNIT SUPPORTS

USE CAUTION WHEN WELDING AS NOT TO DAMAGE JOIST.*

SEE TYPICAL JOIST

REINFORCING

DETAIL

STEEL SHIMS AT 2'-0" O.C.

(NOT REQUIRED IF TAPERED

CURBS ARE PROVIDED,

COORD. WITH RTU

SUPPLIER)

MC6, EACH END OF RTU

CURB (SEE PLAN)

MECH. UNIT CURB. SEE MECH.

DRAWINGS. FASTEN MECH. UNIT

CURB TO CHANNEL W/(5) HILTI

#12-24 SELF DRILLING SCREWS

(TYP. @ EA. SIDE)

SEE TYPICAL JOIST

REINFORCING

DETAIL

3/16

3/16*TYP. @ EA.

JOIST

CL JOISTS

CL PIPING

CL PIPING

NOTES:

• DENOTES POSITION OF HANGER.

• ONE HANGER PER JOIST.

PIPING PARALLEL TO JOIST PIPING PERPENDICULAR TO JOIST

PIPE HANGER SPACING DIAGRAMS

(FOR PIPES HAVING DIAMETER OF 8" OR LARGER)

NOTES:

THIS DETAIL INDICATES HOW LARGE PIPES SHOULD BE SUPPORTED.

THIS DOES NOT PERMIT THE HANGING OF LARGE PIPES FROM JOISTS

UNLESS SHOWN ON STRUCTURAL DRAWINGS OR APPROVED BY THE

ENGINEER. CONTRACTOR TO COORDINATE LOCATION OF PIPES WITH

STRUCTURAL ENGINEER.

SPACE EQUALLY BETWEEN COL. CL's

MAX.

10'-0"

EQ

EQ

CL COLUMN OR GIRDER

CL JOISTS

CL COLUMN OR GIRDER

'-0

" M

AX

'-0

" M

AX

ANGLE REINFORCEMENT

REQ'D. WHEN GREATER

THAN 6"

L4x4x1/4 OR PROPRIETARY

METAL FRAMING DESIGNED BY

MFR., TO SPAN TO ADJACENT

JOIST WHEN HANGER IS NOT

CONCENTRIC TO JOIST.

SEE TYPICAL JOIST

REINFORCING DETAIL

HANGER ROD &

CARRIER BY TRADE

CONTRACTOR

WASHER &

(2) NUTS

PIPE HANGER DETAIL

MAX.

6"

HANGER ROD

CONCENTRIC TO

JOIST, BETWEEN

CHORD MEMBERS.

ECCENTRIC

CONNECTIONS

ARE PROHIBITED

SEE DETAIL 'B'

FOR TOP PLATE

WELDS & SIZE

STANDARD SHEAR

CONNECTION

WF COL.

CONDITIONS MAY

VARY THIS SIDE

OF COLUMN

3"

3"WF COL.

WELD

CL.

WIDE FLANGE COLUMN

WIDE FLANGE COLUMN

5/16"

FULL

LENGTH

ALONG TOP

PLATE

3"

BOTTOM PLATE MATCH TOP

PLATE THICKNESS x4"xBEAM

FLANGE WIDTH+1

4"

PL. TO

BEAM, TYP

5/16" N.S. F.S.

1/

2"

4 1/2" 3"

TYPICAL MOMENT CONNECTION

PL5/16"

L4x4x5/16 TYP. EACH

SIDE OF OPENING

TYPICAL ROOF OPENING DETAIL

FOR ALL ROOF OPENINGS 12" OR GREATER.

COORD. OPENING SIZES AND LOCATIONS WITH

ARCHITECT & MECHANICAL CONTRACTOR.

BURGLAR BARS MAY OCCUR

COORD. WITH ARCH. &

MECH.

L6x4x3/8x0'-6"

(LLV)

3/16

TYP.

3/16

TYP.

ROOF OPENING

JOIST SPACING - SEE PLAN

POUR

STOP

DECK

CLOSURE

INSULATING CONCRETE ROOF ON METAL DECK

MECH. UNIT CURB

SEE MECH. DWGS.

JOIST MANUF. TO

DESIGN JOIST

UNBRACED AT

RTU LOCATIONS

SEE TYPICAL JOIST

REINFORCING

DETAIL

L REINFORCEMENT REQ'D

WHEN GREATER THAN 6"

STEEL SHIMS @ 2'-0" O.C.

(NOT REQUIRED IF TAPERED

CURBS ARE PROVIDED)

C4x7.25 CONT.

TYPICAL ROOFTOP MECHANICAL

UNIT SUPPORTS FOR INSULATED

CONCRETE ROOF

1/4

*TYP. @EA.

JOIST

3/16

TYP.

USE CAUTION WHEN WELDING AS NOT TO DAMAGE JOIST.*

C4x7.25 CONT.

SEE PLAN

TYPICAL BEAM TO COLUMN

FULL CAPACITY MOMENT CONNECTIONS

STANDARD SHEAR

CONNECTION

BEAM 'A'BEAM 'A'

TOP & BOT.

TYP1/4

TYP

PROVIDE TOP & BOT. PLATES AND

FIELD WELD AS REQ'D. TO DEVELOP

BEAM 'A' MOMENT CAPACITY. TYP.

TOP PLATE WIDTH TO BE 1" LESS

THAN TOP FLANGE WIDTH.

BOTTOM PLATE WIDTH TO BE 1"

WIDER THAN BOTTOM FLANGE

WIDTH.

CAP PL. 1/2" WELD

ALL AROUND TO

COLUMN

1/4

TYP

WT

TYPICAL BEAM TO BEAM

MOMENT CONNECTIONS

STANDARD SHEAR

CONNECTION

PROVIDE TOP & BOT. PLATES AND FIELD WELD AS REQ'D.

TO DEVELOP BEAM 'A' MOMENT CAPACITY. TYP. TOP PLATE

WIDTH TO BE 1" LESS THAN TOP FLANGE WIDTH. BOTTOM

PLATE WIDTH TO BE 1" WIDER THAN BOTTOM FLANGE

WIDTH.

BEAM 'A'BEAM 'B'

STANDARD SHEAR

CONNECTION

PROVIDE TOP & BOT. PLATES AND FIELD WELD AS REQ'D.

TO DEVELOP BEAM 'A' MOMENT CAPACITY. TYP. TOP PLATE

WIDTH TO BE 1" LESS THAN TOP FLANGE WIDTH. BOTTOM

PLATE WIDTH TO BE 1" WIDER THAN BOTTOM FLANGE

WIDTH. PROVIDE SLOT THRU BEAM 'B' WEB FOR THRU

PLATE & WELD ALL AROUND.

BEAM 'A'

PROVIDE TOP & BOT. PLATES AND FIELD WELD AS REQ'D.

TO DEVELOP BEAM 'A' MOMENT CAPACITY. TYP. TOP

PLATE WIDTH TO BE 1" LESS THAN TOP FLANGE WIDTH.

BOTTOM PLATE WIDTH TO BE 1" WIDER THAN BOTTOM

FLANGE WIDTH.

BEAM 'A'BEAM 'B'

STANDARD SHEAR

CONNECTION

BEAM 'B'

ALL TUBE TO TUBE CONNECTIONS

TO BE WELDED ALL AROUND, UNO

SHOP INSTALLED

ERECTION SEAT

(ALTERNATE

LOCATION)

SHOP INSTALLED ERECTION SEAT

(ANGLE REMOVED TO COMPLETE

FIELD WELDING)

TYPICAL TUBE TO TUBE CONNECTION

1/4 T&B

1/4

IF POST IS

WIDER THAN

BEAM

POST & BEAM

OF EQUAL

WIDTH

WF COLUMN

TYPICAL BEAM OVER COLUMN DETAIL

CAP PL3/4"

(4) 3/4"Ø BOLTS

BEAM 'A'

XXX WEB PL N.S. & F.S. WITH

SHORT SLOTTED HOLES

SIZE FOR BEAM 'A' MAX

REACTION

(3) SIDES

TYP

2"

ERECTION BOLTS

BY STEEL

SUPPLIER

METAL DECK

PL 6"x6" MIN. W/13/16"Ø HOLE.

COORDINATE PL THICKNESS

WITH JOIST SUPPLIER

WIDE FLANGE COLUMN

ORIENTATION MAY

VARY

STANDARD SHEAR CONNECTION

DO NOT WELD

CAP PL 1/2"

TYPICAL JOIST TO COLUMN

CONNECTION DETAIL - ROOF

NOTE: BOLT TOP CHORD OF JOIST TO COLUMN. PLUMB

BUILDING. FIELD WELD TOP CHORD AS INDICATED.

K-SERIES-

LH & DLH - SERIES - 1/4 2"

1/8 2"

TYP.

3/16

TYP.

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

VA Building 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 o n e e ig h th in c h o n e fo o

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :0

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

STEEL DETAILS

S-5.0 Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

T/ WALL

SEE ARCH. T/ WALL

SEE ARCH.

T/ WALL

SEE ARCH.

METAL DECK

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE (SEE ANGLE

CHORD SPLICE DETAIL)

6"x18GA CSJ

METAL STUDS

@ 16" O.C.

3 1/2" FastClip SLIDE CLIP

ATTACH TO ANGLE W/

(3) #12-24 TEKS-5

SCREWS

3/16

1/2"

SEE PLAN

METAL DECK

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE (SEE ANGLE

CHORD SPLICE DETAIL)

6"x18GA CSJ

METAL STUDS

@ 16" O.C.

3 1/2" FastClip SLIDE CLIP

ATTACH TO ANGLE W/

(3) #12-24 TEKS-5

SCREWS

BRIDGING PER SJI

(BOLTED BRIDGING

MAY OCCUR)

3/16 3-12

1/2"

SEE PLAN

METAL DECK

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE (SEE ANGLE

CHORD SPLICE DETAIL)

6"x18GA CSJ

METAL STUDS

@ 16" O.C.

SLIDE CLIP, SEE

TYP. DETAIL

3/16

TYP.

1/2"

WF, SEE PLAN

(N) BUILT UP COLD

FORMED BOX

HEADER, SEE PLAN

1/2"

3/16

TYP.

JOIST BEYOND

METAL DECK

6" METAL STUDS

3/16

TYP.

1/2" 1/2"

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE (SEE ANGLE

CHORD SPLICE DETAIL)

METAL STUD

WALL BEYOND

JOIST BEYOND

WF, SEE PLAN

JOIST MAY ALIGN, ADJUST

SEATS ACCORDINGLY

METAL DECK

CONT. BENT PL.5/16. SPLICE

TO DEVELOP FULL

CAPACITY OF THE ANGLE.

(SEE ANGLE CHORD SPLICE

DETAIL)

3 5/8" METAL

STUDS @ 16" O.C.

RIGID CLIP

SEE ARCH.

WF, SEE PLAN

3/16

3/16

L2 1/2"x2 1/2"x3/16"

METAL DECK

3 5/8" METAL

STUDS @ 16" O.C.

RIGID CLIP

WF, SEE PLAN

3/16 3-12

3/16

L3x3x3/16 KICKERS

@ 6'-0" O.C. MAX

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE (SEE ANGLE

CHORD SPLICE DETAIL)

3/16

TYP.

CONT. L4x4x5/16

PL.3/8"

CONT. MC6x12

3/16

6' -0

3' -0

TYP.

PL.1/2"

PL.3/4"

SCREEN WALL

ATTACHMENT TO

STRUCTURE BY MFR.

CONT. GALV.

HSS6x6x1/4

(4) 3/4"Ø

A325 BOLTS

HSS4x4x1/4 GALV.

KICKER, SEE PLAN

HSS6x6x1/4 GALV.

POST, SEE PLAN

PROVIDE HSS6x6x1/4 GALV.

VERTICALS BETWEEN CONT.

MEMBERS @ 6'-0" O.C.

L4x4x5/16x1'-0" LG. W/

3/8" STIFFENER PL.

1/4 N.S. F.S.

CLIP HORIZ. LEG OF L4x4 EDGE

ANGLE AROUND VERT. POST.

PROVIDE PL. 7/16" SPLICE PER

THE ANGLE CHORD SPLICE

DETAIL ON THE VERTICAL LEG

B S-5.1

FABREEKA-TIM PAD

W/ WASHERS AND

BUSHINGS TYP.

PL.1/2"x10"x0'-10"

W/(4) 1/2"Ø HILTI KWIK

BOLT TZ W/ 2" EMBED

3/16

6' -0

3' -0

PL.3/4"x12"x1'-0" W/ (4)

1/2"Ø HILTI KWIK

BOLT TZ W/ 2" EMBED

SCREEN WALL

ATTACHMENT TO

STRUCTURE BY MFR.

CONT. GALV.

HSS6x6x1/4

HSS4x4x1/4 GALV.

KICKER, SEE PLAN

HSS6x6x1/4 GALV.

POST, SEE PLAN

PROVIDE HSS6x6x1/4 GALV.

VERTICALS BETWEEN CONT.

MEMBERS @ 6'-0" O.C. MAX

1' -0

(E) SLAB DECK

DIRECTION MAY VARY

1/2"

(E) WALL BEYOND

CONT. BENT PL.5/16" SPLICE

TO DEVELOP FULL CAPACITY

OF ANGLE, (SEE ANGLE

CHORD SPLICE DETAIL)

METAL DECK

(N) W10

(E) WF

(E) SLAB

DBL L3x3x1/4x0'-5 1/2"

LG. W/(2) 3/4"Ø A325

BOLTS

1/

4" 3"

PLAN

SEE

MC6x12x0'-8" LG.

3/16

6' -0

3' -0

TYP.

PL.1/2"

PL.3/4"

SCREEN WALL

ATTACHMENT TO

STRUCTURE BY MFR.

CONT. GALV.

HSS6x6x1/4

(4) 3/4"Ø

A325 BOLTS

HSS4x4x1/4 GALV.

KICKER, SEE PLAN

HSS6x6x1/4 GALV.

POST, SEE PLAN

PROVIDE HSS6x6x1/4 GALV.

VERTICALS BETWEEN CONT.

MEMBERS @ 6'-0" O.C.

TYP.

L2 1/2x2 1/2x1/4

X-BRIDGING

PL.3/8"x4"x0'-4"

B S-5.1

FABREEKA-TIM PAD

W/ WASHERS AND

BUSHINGS TYP.

3/16

PL.1/2"

PL.3/4"

HSS,

SEE PLAN

TYP.

3/16

WF, SEE PLAN L2 1/2x2 1/2x3/16

BRACES, TYP.

FABREEKA-TIM PAD

W/ WASHERS AND

BUSHINGS TYP.

STEEL JOIST METAL DECK

L4x4 (SEE PLAN) TO

CLEAR JOIST PANEL

POINTS. SIMILAR TO PIPE

HANGER CONN. DETAIL

5/8"Ø

THREADED

ROD, MIN. W/

WASHERS &

(2)-NUTS EA.

END, TYP.

L4x4 W/PREDRILLED HOLES

FOR TEK SCREWS, SEE PLAN

PL.1/4"x5"x0'-5" WELDED ALL AROUND TO L4x4

(2) #12-24 TEK5

SCREWS, TYP.

(2) #12-24

TEK5 SCREWS

L4x4x1/4 W/PREDRILLED

HOLES FOR TEK SCREWS.

FIT SNUGLY BETWEEN JOIST

TOP AND BOTTOM CHORDS,

BEAR ON JOIST BOT.

CHORD AT PANEL POINT

L3x3 BRACE, SEE PLANATTACHMENT OF

TRANSFORMER

TO C6 BY MFR.

(2) C6x8.2. EA.

END OF UNIT

L3x3x1/4, TYP.

UNIT

BRACE PLAN

3/16

TYP.

TYP. 1/4

A S-5.1

EA EDGE OF UNIT

6" MIN. TYP. 3/16

3-SIDES

TYPICAL UNDERHUNG MECHANICAL

UNIT SUPPORT DETAIL

L3x3

L3x3 L3x3

L3x3 BRACE

L4x4 L4x4

HORIZONTAL LEG

CLIPPED AROUND

POST

PL.3/16"x3"x0'-10" 1/4

TYPICAL BOTTOM FLANGE BRACING DETAILS

6" METAL STUDS

@ 16" O.C.

FastClip SLIDE CLIP

SEE TYP. DETAIL

METAL DECK

L3x3x5/16 @ JOIST

NEAREST THIRD POINTS

OF MOMENT FRAME

BEAM (UNO) PL 3/8"

PL 3/8"

T/WALL

SEE ARCH.

3/16

3/16

SEE PLAN

1/2"

6" METAL STUDS

@ 16" O.C.

FastClip SLIDE CLIP

SEE TYP. DETAIL

L3x3x5/16 @ THIRD

POINTS OF MOMENT

FRAME BEAM

PL 3/8",

TYP.

T/WALL

SEE ARCH.

3/16

3/16

SEE PLAN

1/2"

JOIST,

SEE PLAN

3/16

TYP.

CONT. L4x4x5/16. SPLICE TO

DEVELOP FULL CAPACITY

OF ANGLE. SEE ANGLE CHORD

SPLICE DETAIL

Project Number

Office of Construction and Facilities Management

Building Number

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

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987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

KEY PLAN

Dwg. of

BID & CONSTRUCTION

FULLY SPRINKLERED

PHILIP P. KIRK

CHIEF ENGINEER

:5 :0

P M

C R e vi t Lo c a l Fi le s\

S tr u c t _ R m d o ck m a n .r vt

FRAMING SECTIONS

S-5.1 Checker Designer

CSI-176

NEW MRI SITE PREP

02/20/2020

4100 WEST THIRD ST, DAYTON, OH 45428

18106

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Revisions Date

65% DD SUBMISSION 07/29/2019

95% CD SUBMISSION 10/07/2019

BID & CONSTRUCTION 12/19/2019

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P.8

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5.2 6.2 6.5 6.8

6.4 6.9 7.9 8.8 9.7

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A106 A107 A108 A110

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CODED NOTES

1. EXTEND EXISTING AUTOMATIC SPRINKLER SYSTEM TO WITHIN OUTLINE AREA. SYSTEM TO BE

INSTALLED IN ACCORDANCE WITH NFPA 13 (2015 EDITION).

2. ALL MATERIALS INSTALLED BELOW SHIELDING SHALL BE NON-FERROUS. SPRINKLER HEADS IN

MRI ROOM SHALL BE NON-FERROUS CONCEALED HEADS.

WALL SECTION

FURNISH AND INSTALL

FIRESTOP MATERIALS IN

ACCORDANCE WITH

APPROPRIATE U.L. SYSTEMS

TO MAINTAIN FIRE RESISTANCE

RATING

PIPE SLEEVE SEE ARCHITECTURAL

DRAWINGS FOR WALL

CONSTRUCTION AND FIRE

RATING

PIPING WITH FREEZE PROTECTION

SELF-REGULATING HEATING CABLE

(WHERE SPECIFIED)

PIPE INSULATION WITH PVC

JACKET (WHERE SPECIFIED)

NOTES:

1. WHERE PIPES, DUCTS AND OTHER COMPONENTS PASS THROUGH FIRE OR SMOKE RATED WALLS OR FLOORS, PROVIDE NON-ASBESTOS SEAL ASSEMBLIES CLASSIFIED BY U.L. TO PROVIDE FIRE BARRIERS EQUAL TO OR GREATER THAN THE TIME RATING OF THE CONSTRUCTION BEING PENETRATED, WITH APPROPRIATE MATERIALS AND SYSTEMS THAT COMPLY WITH APPLICABLE CODES AND THAT HAVE BEEN

TESTED IN ACCORDANCE WITH U.L. 1479 OR ASTM E814.

2. GROUT, MORTAR OR GYPSUM BASED PRODUCTS SHALL NOT BE INSTALLED IN LIEU OF FIRESTOPPING

MATERIALS AND U.L. SYSTEMS.

3. FOR SLEEVED PENETRATIONS, FIRESTOP ANNULAR SPACE, IF ANY, BETWEEN SLEEVE AND ADJACENT

CONSTRUCTION TO MEET U.L. SYSTEM REQUIREMENTS. SEE NOTE 2 ABOVE.

4. THIS CONTRACTOR SHALL FIRESTOP ALL MISCELLANEOUS OPENINGS IN FIRE-RATED CONSTRUCTION

RESULTING FROM HIS WORK.

5. CONTRACTOR SHALL PROVIDE SUBMITTAL DRAWINGS TO ARCHITECT, INCLUDING U.L. RATED SYSTEM

NUMBER AND DETAIL FOR EACH TYPE OF PENETRATION AND CONFIGURATION.

6. THE FIRESTOPPING SYSTEMS ARE TO BE INSTALLED BY EXPERIENCED, MANUFACTURER TRAINED, AND

UL CERTIFIED OR FM CERTIFIED PERSONNEL.

7. ALL FIRESTOPPING MATERIAL IS TO BE PROVIDED FROM A SINGLE MANUFACTURER FOR ALL

APPLICATIONS.

8. CONTRACTOR SHALL CONSULT MANUFACTURER'S TECHNICAL EXPERTS FOR ASSISTANCE IN SELECTING

APPROPRIATE FIRESTOPPING SYSTEM FOR EACH APPLICATION.

THROUGH FIRE-RATED CONSTRUCTIONS

N.T.S.

FIRESTOPPING DETAIL FOR PENETRATIONS

FIRE PROTECTION NEW WORK GENERAL NOTES

1. THE GENERAL NOTES LISTED HERE APPLY TO ALL FIRE PROTECTION DRAWINGS IN ADDITION TO ANY

ADDITIONAL DRAWING NOTES ON THE INDIVIDUAL DRAWINGS.

2. SEE CODED NOTES ON INDIVIDUAL DRAWING SHEETS FOR SPECIFIC INSTRUCTIONAL NOTES.

3. FIELD VERIFY EXISTING CONDITIONS PRIOR TO THE START OF CONSTRUCTION.

4. COORDINATE WITH GENERAL TRADES WORK, HVAC WORK, PLUMBING WORK, ELECTRICAL WORK AND

OTHER WORK.

5. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF FIRE AND SMOKE WALLS AND RATED

STRUCTURES. SEE DETAILS AND SPECIFICATIONS FOR PIPE PENETRATION SEAL REQUIREMENTS.

6. REFER TO ARCHITECTURAL DRAWINGS FOR ROOM DESIGNATIONS INCLUDING ALL STORAGE AREAS.

ALL STORAGE AREAS ARE TO BE SPRINKLERED AS ORDINARY HAZARD PER N.F.P.A.

7. IT IS RECOGNIZED THAT DRAWINGS MAY BE PLOTTED AT DIFFERENT SCALES, SUCH THAT PLOTTED

DRAWINGS MAY VARY FROM ACTUAL OR INTENDED DIMENSIONS. THEREFORE, DRAWINGS ARE

DIAGRAMMATIC AND ARE NOT TO BE SCALED. SBM TAKES NO RESPONSIBILITY FOR ERRORS REGARDING DISCREPANCIES FROM THE ORIGINAL DRAWINGS DRAWN AT THE PROPER SCALE AND THOSE DRAWINGS

THAT HAVE BEEN PLOTTED.

8. THE FIRE PROTECTION DESIGN DRAWINGS ARE DIAGRAMMATIC AND ARE NOT INTENDED TO SHOW EXACT LOCATION OF EQUIPMENT AND PIPING UNLESS DIMENSIONS ARE GIVEN OR OTHERWISE IMPLIED FOR CLEARANCES, ETC. PIPING AND FIRE PROTECTION EQUIPMENT ARE TO BE INSTALLED ALONG THE GENERAL PLANS SHOWN ON THE DRAWINGS, BUT KEEPING IN MIND ACTUAL BUILDING CONDITIONS WHICH MUST BE CONFORMED WITH IN THE ACTUAL WORK. THIS CONTRACTOR TO BE AWARE OF LIMITED

SPACE ABOVE CEILING FOR NEW WORK AND SHOULD MODIFY HIS WORK TO ACCOMMODATE OTHER

TRADES. COORDINATE WORK WITH OTHER TRADES PRIOR TO MAKING THE FINAL INSTALLATION DRAWING OR SYSTEM INSTALLATION. THE CONTRACTORS IN THEIR BIDS ARE REQUIRED TO INCLUDE ALL LABOR

AND MATERIALS AND OTHER RELATED WORK NECESSARY TO PROVIDE MINOR OFFSETS IN FIRE

PROTECTION WORK AS REQUIRED TO AVOID CONFLICT WITH OTHER WORK ON THIS PROJECT, OR AS

REQUIRED IN ORDER TO OBTAIN MAXIMUM HEAD ROOM OR EQUIPMENT ACCESS IN SPACES.

9. THE FIRE PROTECTION CONTRACTOR SHALL BE RESPONSIBLE FOR CUTTING, PATCHING, REMOVAL, AND RE-INSTALLATION OF WALL, CEILING, FLOORS, ETC. AND NEW MATERIALS FOR THE INSTALLATION OF THEIR RESPECTIVE WORK AS SHOWN ON THE DRAWINGS OR SPECIFICATIONS FOR AREAS OTHERWISE

NOT INVOLVED IN THE GENERAL CONSTRUCTION WORK.

10. ALL SPRINKLER HEADS ARE TO BE QUICK RESPONSE TYPE.

11. ALL FIRE PROTECTION PIPING AND CONDUIT SHALL FOLLOW THE INSTALLATION REQUIREMENTS AS

LISTED BELOW:

A. INSTALL TIGHT AGAINST BOTTOM OF ROOF AND FLOOR STRUCTURE.

B. INSTALL PARALLEL AND PERPENDICULAR TO BUILDING STRUCTURE.

C. INSTALL CONCEALED ABOVE CEILINGS OR INSIDE WALLS, UNLESS OTHERWISE NOTED.

1. SPRINKLER PIPING IS TO AVOID EQUIPMENT IN MECHANICAL ROOM. COORDINATE WITH H.C. AND E.C.

2. USE INTERMEDIATE LEVEL SPRINKLERS BELOW DUCTWORK AND STRUCTURAL MEMBERS, WHERE

APPLICABLE.

3. GENERAL CONTRACTOR SHALL PAINT ALL EXPOSED FIRE PROTECTION PIPING INSIDE AND OUTSIDE

BUILDING WITH COLOR AS SELECTED BY ARCHITECT.

4. ALL VALVES, FLOW SWITCHES, AND ETC. ABOVE THE CEILING SHALL BE LABELED WITH ENGRAVED LAMINATE TAG ATTACHED TO CEILING GRID WITH PRESSURE SENSITIVE TAPE. THE (RED) LAMINATE TAG

SHALL BE 1/2" WIDE WITH 1/4" HIGH ENGRAVED (WHITE) LETTERS.

5. FIRE PROTECTION CONTRACTOR TO COORDINATE FINAL PLACEMENT OF SPRINKLER HEADS WITH REFLECTED CEILING PLANS. SPRINKLER HEADS SHALL BE INSTALLED IN STRAIGHT AND PARALLEL LINES CENTERED IN A SYMMETRICAL AND UNIFORM PATTERN IN THE CEILING TILES (TYP ALL HEADS).

6. SPRINKLER HEADS TO BE PROVIDED IN TYPES AND FINISHES TO MATCH EXISTING AREAS.

7. ALL WORK IS TO COMPLY WITH DESIGN AND INSTALLATION REQUIREMENTS PER NATIONAL FIRE PROTECTION AGENCY 13, VA FIRE PROTECTION DESIGN MANUAL, AND THE OWNER'S INSURANCE

COMPANY. THE MOST STRINGENT REQUIREMENTS SHALL APPLY.

8. FIRE PROTECTION CONTRACTOR SHALL PERFORM WATER FLOW TEST PRIOR TO PERFORMING

HYDRAULIC CALCULATIONS AND SPRINKLER LAYOUT. TEST TO MEET N.F.P.A. REQUIREMENTS.

CONTRACTOR SHALL COORDINATE WHEN TEST IS TO BE PERFORMED WITH OWNER AND COPY TEST

RESULTS TO PROJECT ENGINEER AND OWNER.

9. FIRE PROTECTION CONTRACTOR SHALL HYDRAULICALLY CALCULATE AUTOMATIC SPRINKLER SYSTEM AND INSTALL NEW SYSTEM AS REQUIRED BY NEW CALCULATIONS AND DESIGN. THE FIRE PROTECTION

CONTRACTOR SHALL DESIGN THE SYSTEM, SUBMIT AND ETC. AS LISTED BELOW:

A. COMPLETE AND RETURN A/E AND STATE OF OHIO, DEPARTMENT OF INDUSTRIAL RELATIONS A COPY OF

THE AUTOMATIC SPRINKLER SYSTEM SUPPLEMENT FORM FB-13; THE SUBMITTED PLANS AND

CALCULATIONS MUST ALSO INDICATE THE CERTIFIED INDIVIDUAL INSTALLING THE SPRINKLER SYSTEM

WILL COMPLY WITH VA FIRE PROTECTION DESIGN MANUAL.

B. PLANS FOR THE SPRINKLER SYSTEM SHALL CONTAIN THE FOLLOWING INFORMATION RELATIVE TO THE

WATER SUPPLY:

1. THE PLANS SHALL SHOW THE WATER SUPPLY REQUIREMENTS FOR THE HYDRAULICALLY MOST

DEMANDING AREA. THE DESIGN CALCULATIONS SHALL SUBSTANTIATE THAT THE AVAILABLE WATER

SUPPLY WILL FULFILL THE SYSTEM REQUIREMENTS.

2. THE WATER SUPPLY REQUIREMENTS SHALL BE DETERMINED ACCORDING TO HAZARD CLASSIFICATION

AS OUTLINED IN N.F.P.A. 13.

3. WHEN SPRINKLER SYSTEMS ARE CONNECTED TO CITY WATER MAINS, FLOW TEST RESULTS SHALL BE SUBMITTED. THE PLANS SHALL SHOW THE FOLLOWING INFORMATION ON WATER FLOW DATA WITH

EXISTING OR PROPOSED WATER SUPPLY, DEAD END OR CIRCULATING:

a. LOCATION AND ELEVATION OF STATIC AND RESIDUAL TEST GAGE WITH RELATION TO THE RISER

REFERENCE POINT.

b. FLOW LOCATION.

c. STATIC PRESSURE, PSI

d. RESIDUAL PRESSURE, PSI

e. FLOW, GPM

f. DATE

g. TIME

h. TEST CONDUCTED BY OR INFORMATION SUPPLIED BY

i. PLOTTED GRAPH SHOWING WATER SUPPLY CURVES AND SYSTEM REQUIREMENTS IN ACCORDANCE

WITH SECTIONS 6-3, 6-2.4, AND A-7-2.1 OF N.F.P.A. 13, APPROVED ADDITION.

10. FIRE MAIN TO BE HYDRAULICALLY CALCULATED AND SIZED TO DESIGN INSTALLATION REQUIREMENTS

AS PER N.F.P.A., SECTIONS 13, 14, AND 24.

11. ALL OCCUPIED AREAS OF THE BUILDING ARE TO HAVE A WET PIPE SPRINKLER SYSTEM,

HYDRAULICALLY CALCULATED AND SIZED TO DESIGN INSTALLATION REQUIREMENTS OF N.F.P.A.

SECTIONS 13, 14 AND 24 FOR LIGHT HAZARD OCCUPANCY.

12. IF THE FIRE PROTECTION CONTRACTOR REQUIRES ACCESS PANELS, THE FIRE PROTECTION CONTRACTOR SHALL FURNISH THE ACCESS PANELS WITH INSTALLATION COSTS ASSUMED BY THE FIRE PROTECTION CONTRACTOR, BUT INSTALLED BY THE GENERAL CONTRACTOR.