36E77619R0097-010.pdf

A.2'A'

5' 4.8'

21.51 3 4 5 6 7

C

C.5

D

E

G

H

K

L

B

A

2.5 8

E4.8

EBB

EA.1

J

A.5

2.2

E.1

C.3

D.3

1.80.5

F8B* F8

F8.5 F10B**

F7C

F6*

F5*

F7A

F5*

F5*

F8.5 F7

F11.5

F11

F10C***

F5.5 F7A

F10 F7.5B

F10A F7.5A**

F5B**

F5.5B F10B

P1A P3A P3A

P1B

P1A

P3B

P1A P3A

P3A

P1A

P1A

P1A P1A

P1A

P1A

P3A

P3A

P1A P1A P3C

P3C

P3D

P1A P2A

P1A

P1A

P2A P12

P12

P2B

13'-10 5/8" 8'-1" 7'-1" 4'-5 3/4"5'-8 3/4" 12'-5 1/2" 18'-4" 18'-4" 18'-4" 18'-4" 19'-10 1/2"

5'-9"

4'-4"

'-8

/4

'-8

/4

'-4

4'

-3

/4

3' -1

1/

2" 7'

-1

/4

3' -2

/8

'-1

/8

/8

17'-8 5/8"

13'-11 3/4"

3'-2 1/2"

8'-9 1/4"

9'- 2 1

/4"

'-5

3/ 4"

7'- 1 3

/4"

'-1

1"

2'- 0 7

/8"

45.00°

45.00° P3D

EXISTING 2' ± WIDE ELECTRICAL

DUCT BANK TO REMAIN.

TOP OF BANK EL. 77.3±

BOT OF BANK EL. 75.9±

P3B P1A

P2B

G.C. NOTE

CONTRACTOR SHALL HAVE A LICENSED SURVEYOR VERIFY

ALL EXISTING DIMENSIONS, FLOOR ELEVATIONS, AND

FLOOR-TO-FLOOR HEIGHTS BEFORE ORDERING, FABRICATING

OR DETAILING STRUCTURAL COLUMNS AND HORIZONTAL FRAMING.

THIS INFORMATION MUST BE CONFIRMED AT ALL LOCATIONS.

FOUNDATION NOTES:

1. TOP OF CONCRETE ELEVATION IS REFERENCED

(+/-) FROM ELEVATION 78.63' (0'-0").

2. (-X") INDICATES TOP OF CONCRETE ELEVATION.

3. [-X'-Y"] INDICATES TOP OF FOOTING ELEVATION.

4. PX INDICATES REINFORCED CONCRETE PIER. (SEE SCHEDULE)

5. TOP OF CONCRETE PIER ELEVATION = (-1'-0") UNLESS NOTED OTHERWISE.

6. FX INDICATES REINFORCED CONCRETE SPREAD FOOTING. (SEE SCHEDULE)

7. TOP OF FOOTING ELEVATION = [-4'-0"] UNLESS NOTED OTHERWISE.

8. PIERS AND SPREAD FOOTINGS ARE CENTERED

ON COLUMNS UNLESS NOTED OTHERWISE.

9. SEE S31.1 FOR ALTERNATE FOUNDATION PLANS.

10. EXISTING 18"x18" CONCRETE COLUMN AND FOOTING TO REMAIN. FIELD VERIFY

ELEVATIONS.

11. EXISTING W12X40 COLUMN TO REMAIN. SHORE EXISTING W12X40 COLUMN TO

REMOVE EXISTING 18"x18"x7'-0" TALL CONCRETE PIER AND 4'-0"x4'-0"x1'-0" TALL

FOOTING. REBUILD PIER AND FOOTING AS INDICATED.

12. G.C. TO SUBMIT SHORING PLANS PREPARED BY AN ENGINEER

LICENSED IN RHODE ISLAND FOR REVIEW PRIOR TO DOING ANY WORK.

13. SEE ADDITIONAL APPLICABLE FOUNDATION NOTES ON DRAWING S50.1.

14. SECTIONS AND DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE

CONSIDERED TYPICAL FOR SIMILAR FOUNDATION CONDITIONS NOT

SPECIFICALLY REFERENCED.

15. +/- DIMENSIONS SHALL BE CONSIDERED APPROXIMATE AND SHALL BE VERIFIED

BY G.C. BEFORE PROCEEDING WITH WORK.

16. BOF[0] INDICATES BOTTOM OF EXISTING FOOTING.

EXISTING SLAB-ON-GRADE

T/SLAB (0'-8")

F13

[-2'-1"] [-1'-1"]

[-1'-1"] [-1'-1"]

[-4'-9"]

[-3'-4"]

[-7'-9"]

[-4'-8"]

(5'-8")

(5'-8")

(8") (8")

(8") (0")

[-7'-9"]

F6 S50.1

3 3/4" 8"

7'-8" 7 5/8"

7'-8" 8"

7/

8" 8"

9' -6

/4

1'

-4

F6 S50.1

12'-1 1/2"

5 5/8"

8'- 8"

5 7 /8"

8"

TYP.

FT

G

O

FF

SE

T

1/

2"

1'-3 1/4"

4' -0

F8C P2B

[-6'-9"]

[-7'-3"]

CONCRETE

BEAM

F1 S50.2

F4 S50.2

SUMP

PIT

3'-6 3/4" 4'-0"

4'-3 5/8" 4'-0"

(-8")

(0")

(0")

(-8")

(8") (0")

(0")

SUMP PIT

(-4")

(-4") (-4")

(-4")

(-4")

SIM.

CF1*

CF2

CF3

[-3'-9"]

[-2'-9"]

[-2'-9"]

[-4'-3"]

[-1'-0"+/-]

[-4'-3"]

[-3'-9"]

[-3'-9"] [-4'-6"]

[-5'-3"]

[-1'-1"]

[-3'-4"]

[-3'-9"]

[-4'-9"](-1'-0")

1'- 5 1

/4"4'- 7 1

/2"

MATCH BOTTOM

OF EXISTING

FOOTING ELEVATION

F8 S50.2

6'-8 7/8"

4'-9 1/2"

D1 S50.2

(9)

D3 S50.2

1' -4

(-1'-0")

(SIM.)

D6

S50.2

NOTE: FOOTING AND

PIER AT -7'-9" PLACED,

THEN BACK-FILLED FOR

ELEVATOR MAT FOOTING

INSTALL

CONCRETE

BEAM

MATCH BOTTOM OF

EXISTING FOOTING

ELEVATION

BOF[-4'-3"]

BOF[-4'-9"]

BOF[-3'-11"]

BOF[-3'-1"]

BOF[-3'-1"] BOF[-5'-3"]

BOF[-7'-3"] BOF[-7'-3"]

BOF[-5'-3"]

BOF[-3'-1"] BOF[-3'-4"]

BOF[-4'-9"]

BOF[-6'-9"]

BOF[-8'-9"]

BOF[-10'-9"]

BOF[-12'-9"]

EX. 6'x6'x1'-4"

FOOTING

BOF[-6'-2"]

SEE NOTE 10

SEE NOTE 11

SEE NOTE 11

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 8:

A

M

S10.1

FOUNDATION PLAN, NOTES AND

DETAILS

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"F2 FOUNDATION PLAN

Revisions: Date:

4.8'

21.51 3 4 5 6 7

C

C.5

D

E

G

H

K

L

B

A

2.5 8

E4.8

EBB

EA.1

J

A.5

4'-4"

2.2

G.C. NOTE

CONTRACTOR SHALL HAVE A LICENSED SURVEYOR VERIFY

ALL EXISTING DIMENSIONS, FLOOR ELEVATIONS, AND

FLOOR-TO-FLOOR HEIGHTS BEFORE ORDERING, FABRICATING

OR DETAILING STRUCTURAL COLUMNS AND HORIZONTAL FRAMING.

THIS INFORMATION MUST BE CONFIRMED AT ALL LOCATIONS WHERE

NEW FLOORS MEET EXISTING FLOORS

E.1

C.3

D.3

1.8

W14X22

W

X2

W16X36

W16X31

W

X2

W 12X26

W 10X22

W

X50

FRAMING PLAN NOTES:

1. TOP OF STEEL ELEVATION IS (11'-2") REFERENCED FROM

ELEVATION 78.63' (0'-0") U.N.O.

2. SEE ADDITIONAL APPLICABLE FRAMING NOTES ON DRAWING

S60.1.

3. ALL STEEL BEAMS TO CONFORM TO ASTM A992 (Fy=50KSI).

4. ALL RECTANGULAR HSS COLUMNS TO CONFORM TO ASTM A500

(GR. B)(Fy=46 KSI).

5. INDICATES DIAGONAL STEEL BRACING. SEE S40.2 FOR

BRACING ELEVATIONS.

6. SEE S40.1 FOR COLUMN AND BASE PLATE SCHEDULES.

7. V.I.F. = VERIFY IN FIELD.

8. DENOTES MOMENT CONNECTION. CONNECTION SHALL

BE DESIGNED FOR FULL MOMENT CAPACITY OF BEAM.

9. G.C./STEEL FABRICATOR TO COORDINATE CONNECTION DESIGN

AT BEAMS/COLUMNS ADJACENT TO EXISTING BUILDING

10. +/- DIMENSIONS SHALL BE CONSIDERED APPROXIMATE AND

SHALL BE VERIFIED BY G.C. BEFORE PROCEEDING WITH WORK.

11. SEE CONNECTION SCHEDULE ON S40.1 FOR BEAM END

REACTIONS.

2'-0"

V.I.F.

2'-6"

0.5

W

X3

W14X22

W14X30

13'-10 5/8" 8'-1" 7'-1" 4'-5 3/4"5'-8 3/4" 12'-5 1/2" 18'-4" 18'-4" 18'-4" 18'-4" 19'-10 1/2"

5'-9"

'-8

/4

'-8

/4

'-4

4'

-3

/4

3' -1

1/

2" 7'

-1

/4

3' -2

/8

'-1

/8

/8

17'-8 5/8"

13'-11 3/4"

3'-2 1/2"

8'-9 1/4"

2'- 0 7

/8"

45.00°

45.00°

W

X22

W14X30

W

X3

W

X2

W14X30

W16X31

W

X1

W

X26

9'- 2 1

/4"

'-5

3/ 4"

7'- 1 3

/4"

'-1

1"

4'-9 1/2"

6'-8 7/8"

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 8:

A

M

S20.1

FIRST FLOOR FRAMING PLAN

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"F2 FIRST FLOOR FRAMING PLAN

4.8'

21.51 3 4 5 6 7

C

C.5

D

E

G

H

K

L

B

A

2.5 8

E4.8

EBB

EA.1

J

2.2

E.1

C.3

D.3

1.8

D9 S60.2

D1 S60.2

F9 S60.2

B1 S60.2

B3 S60.2

B6 S60.2

D3 S60.2 C6

S60.2

F7 S60.2

F1 S60.2

F4 S60.2

0.5

13'-10 5/8" 8'-1" 7'-1" 4'-5 3/4"5'-8 3/4" 12'-5 1/2" 18'-4" 18'-4" 18'-4" 18'-4" 19'-10 1/2"

5'-9"

4'-4"

17'-8 5/8"

13'-11 3/4"

3'-2 1/2"

8'-9 1/4"

9'- 2 1

/4"

'-5

3/ 4"

7'- 1 3

/4"

'-1

1"

2'- 0 7

/8"

'-5

/2

'-4

4' -3

/4

3'

-1

1/ 2"

7' -1

/4

3'

-2

/8

'-1

/8

W

X3

(1 2)

W

X2

(1 2)

W

X2

(1 2)

W

X4

(1 6)

W

X4

(1 2)

W

X2

(1 2)

W14X22 (6)

W14X30 (12) W14X22 (9)

W

X1

(8

W10X17 (7)

W14X22 (12) W14X22 (8) W14X22 (8) W14X22 (8)

W

X2

(1 0)

W16X36 (14) W16X31 (16) W16X31 (16) W16X31 (16) W16X31 (14)

W

X1

(8

W

X1

(8

W

X1

(8

W10X17 (6) W10X17 (7) W10X17 (7) W10X17 (7) W10X17 (7)

W16X31 (12)

W

X1

(8

W14X22 (16)

W 10X33 (12)

W 10X17 (8)

W

X26 (8

W 12X30 (25)

W 10X17 (8)

W14X22 (8)

W

X26 (1

0) W 12X26 (9)

W

X22 (1

0)

W 10X17 (8)

W

X1

(8

W12X19 (10)

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W10X17 (6)

W14X26 (10) W14X26 (10) W14X26 (10) W14X26 (10)

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(1 0)

W

X1

(1 0)

W

X1

(1 0)

W14X38 (8)

W14X22 (8)

W

X2

(1 2)

W

X2

(1 2)

W

X2

(1 2)

W

X2

(1 2)

W

X26 (1

0)

W 10X17 (9)

W 10X17 (9)

W 10X17 (9)

W10X17 (3)

W10X17 (3)

W10X17

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(1 0)

W

X1

(8

W

X1

(8

W

X1

(8

W

X1

(3

W

X1

(8

W12X19

W12X19

W12X19

W12X19

W

X1

(8

W

X1

(8

W 10X17 (8)

W14X22

W14X22 (4)

W

X1

(8

W

X1

(8

W10X17 (2)

W10X17 (3)

W10X17 (3)

L8 X4X

1/2

W14X22 (8)

W18X40 (14) W

X2

(1

2) W

X2

(1

2) W

X3

(1

5)

W

X3

(1 5)

W

X3

(1 5)

W

X3

(1 5)

W10X17

W14X22 (3)

W10X17 (8)

W14X22 (4) W14X22 (14)

W10X17

(TYP.)

W10X17

W10X17 (TYP.)

W10X17 (TYP.)

W10X17 (TYP.)

45.00°

45.00°

S1

S1

G.C. NOTE

CONTRACTOR SHALL HAVE A LICENSED SURVEYOR VERIFY

ALL EXISTING DIMENSIONS, FLOOR ELEVATIONS, AND

FLOOR-TO-FLOOR HEIGHTS BEFORE ORDERING, FABRICATING

OR DETAILING STRUCTURAL COLUMNS AND HORIZONTAL FRAMING.

THIS INFORMATION MUST BE CONFIRMED AT ALL LOCATIONS WHERE

NEW FLOORS MEET EXISTING FLOORS

FRAMING PLAN NOTES:

1. TOP OF STEEL ELEVATION IS (23'-1") REFERENCED FROM

ELEVATION 78.63' (0'-0") U.N.O.

2. SEE ADDITIONAL APPLICABLE FRAMING NOTES ON DRAWING

S60.1.

3. ALL STEEL BEAMS TO CONFORM TO ASTM A992 (Fy=50KSI).

4. ALL RECTANGULAR HSS COLUMNS TO CONFORM TO ASTM A500

(GR. B)(Fy=46 KSI).

5. INDICATES DIAGONAL STEEL BRACING. SEE S40.2 FOR

BRACING ELEVATIONS.

6. INDICATES SPAN OF 6" CONCRETE SLAB ON 1 1/2" - 18 GA.

COMPOSITE DECK (GALVANIZED)REINFORCE W/ 6x6- W2.1xW2.1 WWF.

7. SEE S40.1 FOR COLUMN AND BASE PLATE SCHEDULES.

8. (6) INDICATES NUMBER OF 3/4" DIA. x 4" LONG WELDED SHEAR

STUDS.

9. DENOTES MOMENT CONNECTION. CONNECTION SHALL

BE DESIGNED FOR FULL MOMENT CAPACITY OF BEAM.

10. V.I.F. = VERIFY IN FIELD.

11. G.C. COORDINATE ALL FRAMING PENETRATIONS.

12. SEE S31.1 FOR ALTERNATE FRAMING PLANS.

13. INDICATES SLAB BONDOUT AT RECESSED TRACK RAIL

AT MOVABLE STORAGE. COORDINATE BONDOUT SIZE/RAIL

LAYOUT W/ SUPPLIER.

14. G.C./STEEL FABRICATOR TO COORDINATE CONNECTION DESIGN

AT BEAMS/COLUMNS ADJACENT TO EXISTING BUILDING

15. +/- DIMENSIONS SHALL BE CONSIDERED APPROXIMATE AND

SHALL BE VERIFIED BY G.C. BEFORE PROCEEDING WITH WORK.

16. BEAMS ARE SPACED EQUALLY BETWEEN COLUMN GRIDS

UNLESS NOTED OTHERWISE ON PLANS.

17. ALL HSS CMU SUPPORT BEAMS SHALL HAVE 3/4"Ø SHEAR STUDS

6" LONG AT 16" O.C.

18. SEE CONNECTION SCHEDULE ON S40.1 FOR BEAM END

REACTIONS.

S1

/8

HSS18X6X1/2

D1 S60.2

HSS8X6X1/2

HSS8X6X1/2

HSS8X6X1/2

HSS8X6X1/2

HSS8X6X1/2

HSS8X6X1/2

D1 S60.2

D1 S60.2

B8 S60.2

F4 S60.2

F4 S60.2

D6 S60.2

D6 S60.2

F9 S60.2

F9 S60.2

SIM.

F1 S60.3

SIM.

F1 S60.3

SIM.

W

X3

W

X3

W

X3

W10X33

D4 S60.4

F1 S40.3

F4 S40.3

F6 S40.3

B6 S60.2

SIM.

4'-11"

W14X22 (3)

W14X22

W14X22 (6) W14X22 (6)

HSS8X6X1/2

( 21'-6" )

HSS8X6X1/2

( 21'-6" )

W14X22 (8)

S1

HSS8X6X1/2

( 21'-6" )

HSS18X6X1/2

( 22'-4" )

HSS18X6X1/2

HSS18X6X5/8

( 22'-4" )

H S

S

X6 X1

/2 ( 2

2' -4

HSS14X6X1/2

( 22'-0" )

HSS14X6X1/2 ( 22'-0" )HSS14X6X1/2 ( 22'-0" )HSS14X6X1/2

( 22'-0" )

W

X2

(1 0)

(21'-6")

(21'-6")

(21'-6")

(21'-6")

(21'-6")

HSS8X6X1/2 ( 21'-6" )

HSS8X6X1/2

( 21'-6" )

SIM.

SIM.

HSS6X6X1/4 HANGER

W

X3

(1 5)

W

X3

(1 5)

H S

S

X6 X1

/2 ( 2

2' -4

H

S S

X6

X1 /2

( 2 2'

-4

D1 S60.2

SIM.

HSS6X6X1/4

HANGER

4'-9 1/2"

6'-8 7/8"

W10X12 W10X12 (4)

W10X12 (8)

W10X12 (8)

W10X17 (6)

W10X12 (8)

B6 S60.3B8

S60.3

F7 S40.3

W

X26

A1 S60.4

TYP

A1 S60.4

SIM.

S60.4 C1

S60.4 C7

(21'-6")

8' -4

S60.4 C7

SIM

W12X26 (4)

W12X26 (4)

1'-0" 3'-0"

2' -6

2'

-1 0"

CYSTOSCOPY TABLE

SUPPORT ZONE

MAX. CAPACITY 600 PSF

GENERATOR SUPPORT

ZONE 375 PSF MAX.

F1 S60.1

(22'-4")

(22'-4")

S60.4

C1 SIM.

S60.4

C1 SIM.

S60.4 C5

S60.4 C7

S60.4 C1

S60.4 C1

B3 S31.1

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 8:

A

M

S20.2

SECOND FLOOR FRAMING

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"F2 SECOND FLOOR FRAMING PLAN

21.51 3 4 5 6 7

C

C.5

D

E

G

H

K

L

B

A

2.5 8

E4.8

EBB

EA.1

J

2.2

E.1

D8 S60.3

D1 S60.3

B1 S60.3

D2 S60.3

C.3

D.3

1.8

D6 S60.3

F4 S60.2

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

W

X2

W

X2

K

W

X2

W

X2

W

X2

W

X2

W

X2

W

X2

W 8X

W

X1

W

X2

W

X2

W

X3

W 8X10

W14X22

W14X22

W 8X10

W 8X10

W 10X12

W14X22

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K2.

5K

W 8X

W 8X24W

8X24

W 8X10W

8X10

W 14X22

W

X17

W 14X22

W

X14

W10X12

W

X14

FRAMING PLAN NOTES:

1. TOP OF STEEL ELEVATION IS (38'-0 1/2") REFERENCED FROM

ELEVATION 78.63' (0'-0") U.N.O.

2. SEE ADDITIONAL APPLICABLE FRAMING NOTES ON DRAWING

S60.1.

3. ALL STEEL BEAMS TO CONFORM TO ASTM A992 (Fy=50KSI).

4. ALL RECTANGULAR HSS COLUMNS TO CONFORM TO ASTM A500

(GR. B)(Fy=46 KSI).

5. INDICATES DIAGONAL STEEL BRACING. SEE S40.2 FOR

BRACING ELEVATIONS.

6. INDICATES SPAN OF 1 1/2" - 18 GA. TYPE B ROOF DECK

(GALVANIZED).

7. SEE S40.1 FOR COLUMN AND BASE PLATE SCHEDULES.

8. G.C. COORDINATE ALL FRAMING PENETRATIONS.

9. SEE S31.1 FOR ALTERNATE FRAMING PLANS.

10. INDICATES MOMENT CONNECTION. CONNECTION SHALL

BE DESIGNED FOR FULL MOMENT CAPACITY OF BEAM.

11. G.C./STEEL FABRICATOR TO COORDINATE CONNECTION DESIGN

AT BEAMS/COLUMNS ADJACENT TO EXISTING BUILDING.

12. +/- DIMENSIONS SHALL BE CONSIDERED APPROXIMATE AND

SHALL BE VERIFIED BY G.C. BEFORE PROCEEDING WITH WORK.

13. "TJ" INDICATES BOLTED TIE JOIST. SEE F5/S60.1.

14. PROVIDE STEEL JOIST BRIDGING PER SJI REQUIREMENTS.

15. PROVIDE UPLIFT BRIDGING AT FIRST BOTTOM CHORD PANEL

POINT (TYP.) NET UPLIFT PRESSURE = XX PSF.

16. BEAMS AND JOISTS ARE SPACED EQUALLY BETWEEN COLUMN

GRIDS UNLESS NOTED OTHERWISE ON PLANS.

17. SEE CONNECTION SCHEDULE ON S40.1 FOR BEAM END

REACTIONS.

D1

0.5

W

X2

W

X2

W

X2

W 8X

W 8X

W 8X10

2.

5K

13'-10 5/8" 8'-1" 7'-1" 4'-5 3/4"5'-8 3/4" 12'-5 1/2" 18'-4" 18'-4" 18'-4" 18'-4" 19'-10 1/2"

5'-9"

4'-4"

17'-8 5/8"

13'-11 3/4"

3'-2 1/2"

8'-9 1/4"

9'- 2 1

/4"

'-5

3/ 4"

7'- 1 3

/4"

2'- 0 7

/8"

45.00° 45.00°

'-5

/2

'-4

4' -3

/4

3'

-1

1/ 2"

7' -1

/4

3'

-2

/8

'-1

/8

/8

W

X2

W

X4

W

X2

W

X2

K

C S

W

X3

W6X16 W6X16

W6X16 W6X16

W

X2

W

X2

K

C S

K

C S

K

C S

K

C S

K

C S

W14X22

D1

D1

D1

G.C. NOTE

CONTRACTOR SHALL HAVE A LICENSED SURVEYOR VERIFY

ALL EXISTING DIMENSIONS, FLOOR ELEVATIONS, AND

FLOOR-TO-FLOOR HEIGHTS BEFORE ORDERING, FABRICATING

OR DETAILING STRUCTURAL COLUMNS AND HORIZONTAL FRAMING.

THIS INFORMATION MUST BE CONFIRMED AT ALL LOCATIONS WHERE

NEW FLOORS MEET EXISTING FLOORS

W

X2

K

C S

K

C S

K

C S

K

C S

2'-11 3/8"

5' -7

/4

3'-0 7/8"

W

X2

B3 S60.3

B1 S60.3

B3 S60.3

B1 S60.3

B5 S60.3

B5 S60.3

B7 S60.3

L6X3-1/2X3/8

F3 S60.3

D1

4 1/8" 8'-3 5/8"

7 5/8"

8'-3 5/8"

1/

4"

'-9

/4

W8X24 (37'-2 1/2") HOIST BEAM

BEARING PLATE 1/2"x7"x1'-0" W/

(2) 3/4" DIA. x 8" LONG F1554 (GR. 36)

HEADED STUDS. (TYP. AT W6 & W8

BEARING AT ELEVATOR)

EQ

C O

O R

D

EQ

F1 S60.4

W 6X

W

6X

F5 S60.4 W8X24 (37'-2 1/2")

HOIST BEAM

BEARING PLATE 1/2"x7"x1'-0" W/

(2) 3/4" DIA. x 8" LONG F1554 (GR. 36)

HEADED STUDS. (TYP. AT W6 & W8

BEARING AT ELEVATOR)

12'-0 3/4"

6"9'-

3/ 4"

1'- 8 7

/8"

F7 S60.4

F3 S60.4

D1 S60.4

W 10X12

W 10X12

W 8X10

W 8X10

1'- 8 7

/8"

W 8X10

W8X10 D1

W8X10

D6 S60.4

6'-3"

D10 S60.4

D10 S60.4

2.

5K

W12X16W12X16W12X16W12X16W12X16W12X16

F1 S40.3

F4 S40.3

F6 S40.3

W14X22W14X22 ( 37'-10" )

W14X22 ( 37'-10" )

W18X40 ( 37'-10" )

W14X22 ( 37'-10" )

W14X22 ( 37'-10" )

W14X22

W14X22 W14X22

W14X22 ( 37'-10" )

W10X12 ( 37'-10" ) W10X12 ( 37'-10" )

W8X10 ( 37'-10" )

W14X30 ( 37'-10" )

W12X14 ( 37'-10" )

W14X22 ( 37'-10" )

W14X22 ( 37'-10" )

W12X14 ( 37'-10" )

W8X10 ( 37'-10" )

W12X14 ( 37'-10" )

W14X22 ( 37'-10" )

W12X14 ( 37'-10" )

W12X14 ( 37'-10" )

W8X10 ( 37'-10" )

W14X22 ( 37'-10" )

W12X14 ( 37'-10" )

W14X30 ( 37'-10" )

W8X10 ( 37'-10" )

W14X22 ( 37'-10" )

W16X36 ( 37'-10" )

W14X22 ( 37'-10" )

W12X14 ( 37'-10" )

K

K

4'-9 1/2"

6'-8 7/8"

TJ

TJ

TJ

EQ

EQ

EQ

F7 S40.3

W14X22

W14X22D1

W8X10 ( 37'-10" )W8X10 ( 37'-10" )

D1W12X16

2.

5K

2.

5K

2.

5K

2.

5K

2.

5K

F3 S60.1

F3 S60.1

B9 S60.3

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 9:

A

M

S30.1

ROOF FRAMING

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"F2 ROOF FRAMING PLAN

C

D

G

H

45.00°

45.00°

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

K

C S

'-4

19'-10 1/2"

D1

SEE S30.1 FOR

ADDITIONAL BASE BID

INFORMATION

NOT SHOWN HERE

2 3

C.5

D

E

2.52.2

E.1

C.3

D.3

1.8

SEE S10.1 FOR

ADDITIONAL BASE BID

INFORMATION

NOT SHOWN HERE

ELEVATOR PIT NOT

CONSTRUCTED UNDER

DEDUCT ALTERNATE 2A

C.5

D

E

2.52.2

E.1

D.3 HSS12X8X1/2

W10X33

W

X1

W

X3

W

X1

6" LIGHT GAUGE JOISTS

AT 12" O.C.

SPAN OF 3/4" USG

CONCRETE DECK

F7 S31.1

F9 S31.1

3/

4"

17'-4 5/8" 9 5/8"

6' -2

/4

HSS8X8X1/4

POST

HSS6X6X1/4

POST

HSS6X6X1/4

POST

NOTES:

1. * INDICATES DIMENSION TO

BE VERIFIED W/ ELEVATOR SUPPLIER.

2. TOP OF STEEL ELEVATION IS (23'-0 1/4").

3. SEE S20.2 FOR ADDITIONAL BASE BID

INFORMATION NOT SHOWN HERE.

8 3/8"

D7 S31.1

C.5

D

E

2.52.2

E.1

D.3

W8X10 W

8X

W 8X

W 8X

W8X24 W8X24 W

8X

W 8X

W 8X

W 8X

D1

HSS6X6X3/8

POST (TYP.)

NOTES:

1. * INDICATES DIMENSION TO

BE VERIFIED W/ ELEVATOR SUPPLIER.

2. TOP OF STEEL ELEVATION IS (38'-0 1/2").

3. SEE S30.1 FOR ADDITIONAL BASE BID

INFORMATION NOT SHOWN HERE.

3/

4"

6' -2

/4

HSS12X8X1/2

17'-4 5/8" 9 5/8"

8 3/8"

5'

C

D

G

H

K

E4.8

J

45.00°

45.00°

P2B

F5.5

SEE S10.1 FOR

ADDITIONAL BASE BID

INFORMATION

NOT SHOWN HERE

ELEVATOR PIT

NOT CONSTRUCTED

UNDER DEDUCT

ALTERNATE 2A

[-7'-9"]

F.99

5'

D

G

H

K

E4.8

J

W 10X17

W

X17

W 10X17

W

X17

6" LIGHT GAUGE

JOISTS AT 12" O.C.

SPAN OF 3/4" USG

CONCRETE DECK

4'-10"

NOTES:

1. * INDICATES DIMENSION TO

BE VERIFIED W/ ELEVATOR SUPPLIER.

2. TOP OF STEEL ELEVATION IS (23'-0 1/4").

3. SEE S20.2 FOR ADDITIONAL BASE BID

INFORMATION NOT SHOWN HERE.

HSS6X6X1/4

POST

HSS6X6X1/4

POST

7'-

5'- 8 1

/8"

1'-1 5/8"

B3 S31.1

F.99

6 1/4"

5'

G.4'

G.5'

4.5'

G

H

K

E4.8

J

W 8X10

W 8X

W 8X10

W 8X

W

8X

W 8X10

W 8X10

D1

HSS6X6X3/8

BP1

HSS6X6X1/4 POST

(TYP. 2 LOCATIONS)

NOTES:

1. * INDICATES DIMENSION TO

BE VERIFIED W/ ELEVATOR SUPPLIER.

2. TOP OF STEEL ELEVATION IS (38'-0 1/2").

3. SEE S30.1 FOR ADDITIONAL BASE BID

INFORMATION NOT SHOWN HERE.

4'-10"

HSS6X6X3/8

BP1

F.99

C.5

3/4" USG CONCRETE DECK

6" LIGHT GAUGE JOISTS

(SEE PLAN)

HSS (SEE PLAN)

W BEAM

(SEE PLAN)

8" LIGHT GAUGE

STUD WALL

6" LIGHT GAUGE

STUD WALL

3/8" STIFFENER

PLATE FULLY WELDED

BOTH SIDES OF BEAM WEB

10'-2 5/8" 9 3/4"

VERIFY W/ ELEVATOR SUPPLIER

6'-2 3/4" +/- 2 1/2"HSS COLUMN

(SEE PLAN)

TYP.

L3x3x1/4 x 0'-4"

(TYP. 2 SIDES OF COLUMN)

2.2

3/4" USG

CONCRETE DECK

HSS POST

(SEE PLAN)

6" LIGHT GAUGE JOIST

(BEYOND) (SEE PLAN)

W BEAM

(SEE PLAN)

8 3/8" 1/2"

L3x3x1/4 x 0'-4" LONG

EACH SIDE OF POST

D.3

7 1/4"

8 1/4"

W BEAM

(SEE PLAN)

CONCRETE SLAB ON

METAL DECK (SEE PLAN)

HSS COLUMN

(SEE SCHEDULE)

L3x3x1/4 x 0'-4"

CENTER ON GRID 2.2

HSS (SEE PLAN)

9 1/4"

8"

1/2" STIFFENER PLATE

1/2" BENT PLATE

7'-11"

1/2" 1/2"

3/4" USG CONCRETE DECK

6" LIGHT GAUGE JOISTS

(SEE PLAN)

W BEAM

(SEE PLAN)

W BEAM

(SEE PLAN)

HSS POST

(SEE PLAN)

HSS POST

(SEE PLAN)

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 9:

A

M

S31.1

DEDUCT ALTERNATE PLANS AND

DETAILS

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"B1 PARTIAL ROOF FRAMING PLAN (DEDUCT ALTERNATE 3A)

SCALE: 1/8" = 1'-0"F1 PARTIAL FOUNDATION PLAN (DEDUCT ALTERNATE 2A)

SCALE: 1/8" = 1'-0"F3

PARTIAL SECOND FLOOR FRAMING

PLAN (DEDUCT ALTERNATE 2A)

SCALE: 1/8" = 1'-0"F5

PARTIAL ROOF FRAMING PLAN

(DEDUCT ALTERNATE 2A)

SCALE: 1/8" = 1'-0"D1 PARTIAL FOUNDATION PLAN (DEDUCT ALTERNATE 2A)

SCALE: 1/8" = 1'-0"D3

PARTIAL SECOND FLOOR FRAMING

PLAN (DEDUCT ALTERNATE 2A)

SCALE: 1/8" = 1'-0"D5 PARTIAL ROOF FRAMING PLAN (DEDUCT ALTERNATE 2A)

SCALE: 3/4" = 1'-0"F7 SECTION (DEDUCT ALTERNATE 2A)

SCALE: 1 1/2" = 1'-0"F9 SECTION

SCALE: 1 1/2" = 1'-0"D7 SECTION

SCALE: 3/4" = 1'-0"B3 SECTION

TYPE "A"

1 1/2"1 1/2"

1/

2"

1/ 2"

STEEL COLUMN

(SEE SCHEDULE)

ANCHOR BOLTS

(SEE SCHEDULE)

EQ

EQ

EQ EQ

PLATE WASHER

TYPE "B"

2"2"

2" 2"

STEEL COLUMN

(SEE SCHEDULE)

ANCHOR BOLTS

(SEE SCHEDULE)

EQ

EQ

EQ EQ

PLATE WASHER

TYPE "C"

1 1/2"1 1/2"

1/

2"

1/ 2"

STEEL COLUMN

(SEE SCHEDULE)

ANCHOR BOLTS

(SEE SCHEDULE)

1/

2"

1/ 2"

4 1/2" 2"

PLATE WASHER

CONNECTION SCHEDULE

BEAM SIZE BEAM REACTION

(FIRST & SECOND FLOOR LEVEL)

BEAM REACTION

(ROOF LEVEL)

W8X10

W10X12

W10X17

W10X19

W10X22

W10X26

W10X33

W12X14

W12X19

W12X26

W12X30

W12X35

W12X40

W12X50

W14X22

W14X26

W14X30

W14X38

W14X43

W14X48

W16X26

W16X31

W16X36

W16X45

W16X67

W18X40

8.0 KIPS

11.0 KIPS

16.0 KIPS

18.0 KIPS

14.0 KIPS

8.0 KIPS

17.0 KIPS

14.0 KIPS

16.0 KIPS

18.0 KIPS

35.0 KIPS

15.0 KIPS

14.0 KIPS

34.0 KIPS

46.0 KIPS

24.0 KIPS

44.0 KIPS

12.0 KIPS

25.0 KIPS

25.0 KIPS

30.0 KIPS

27.0 KIPS

62.0 KIPS

40.0 KIPS

49.0 KIPS

43.0 KIPS

NOTE: ALL CONNECTIONS WILL HAVE A MINIMUM OF 2 3/4" DIA. A325 BOLTS

AND A 1/4" SHEAR TAB.

8.0 KIPS

W8X24 8.0 KIPS

8.0 KIPS

10.0 KIPS

8.0 KIPS

8.0 KIPS

W12X16 8.0 KIPS

14.0 KIPS

14.0 KIPS

10.0 KIPS

11.0 KIPS

15.0 KIPS

W16X40 15.0 KIPS

27.0 KIPS

Graphic Scale

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 9:

A

M

S40.1

SCHEDULES

2-22-19 RMP/JCF MRM

BASE PLATE SCHEDULE

MARK DEPTH WIDTH THICKNESS ANCHORS EMBEDMENT PLATE TYPE

BP1 1'-0" 1'-0" 3/4" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP2 1'-0" 1'-0" 1" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP4* 1'-1" 1'-1" 1 1/4" (4) 1" DIA. F1554 (GR.36) 24" B

BP5* 1'-1" 1'-1" 1 1/2" (4) 1 1/4" DIA. F1554 (GR.36) 24" B

BP6 1'-2" 1'-2" 3/4" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP7 1'-2" 1'-2" 1" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP8 1'-2" 1'-2" 1 1/4" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP9* 1'-3" 1'-3" 1 1/4" (4) 1" DIA. F1554 (GR.36) 24" B

BP10* 1'-3" 1'-3" 1 1/2" (4) 1" DIA. F1554 (GR.36) 24" B

BP11 9 1/2" 1'-0" 3/4" (4) 3/4" DIA. F1554 (GR.36) 9" C

BP12 1'-0" 1'-0" 1 1/4" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP13 1'-2" 1'-2" 1 1/2" (4) 3/4" DIA. F1554 (GR.36) 9" A

BP14* 1'-0" 1'-0" 1 1/4" (4) 3/4" DIA. F1554 (GR.36) 24" A

BP15* 1'-3" 1'-3" 1 1/2" (4) 1 1/4" DIA. F1554 (GR.36) 30" B

BP16* 1'-1" 1'-1" 1 1/2" (4) 1 1/4" DIA. F1554 (GR.36) 30" B

STEEL COLUMN SCHEDULE

LOCATION TYPE

BASE PLATE

(BP)

SHEAR

LUG

A-0.5 HSS8X8X5/16 BP6

A-1 HSS8X8X5/16 BP6

A-1.5 HSS6X6X3/8 BP12 SL-2

A-2 HSS6X6X3/8 BP1

A.5-1 HSS6X6X1/4 BP5* SL-1

B-0.5 HSS8X8X1/2 BP7

B-1 HSS8X8X5/16 BP13 SL-1

B-1.5 HSS8X8X5/16 BP6

B-2 HSS8X8X1/4 BP6

C-2.5 HSS6X6X1/2 BP1

C-3 HSS6X6X1/2 BP1

C-4 HSS8X8X1/2 BP7

C-5 HSS8X8X1/2 BP7

C-6 HSS8X8X1/2 BP7

C-7 HSS8X8X5/16 BP7

C-9 HSS8X8X3/8 BP6

C.3-0.5 HSS8X8X5/16 BP6

C.3-1 HSS6X6X3/8 BP14* SL-2-2

C.3-1.5 HSS8X8X5/16 BP7

C.5-1.5 HSS6X6X5/16 BP1

C.5-2.2 HSS8X8X5/16 BP6

C.5-3 HSS6X6X1/4 BP1

D-1.5 HSS6X6X5/16 BP1

D-3 HSS6X6X5/8 BP4* SL-2

D-4 HSS8X8X3/8 BP8

D-5 HSS8X8X3/8 BP7

D-6 HSS8X8X3/8 BP7

D-7 HSS8X8X5/16 BP15* SL-1-1

D-8 HSS8X8X5/8 BP15* SL-1-1A

D.3-1.8 HSS6X6X5/16 BP1

D.3-2.2 HSS6X6X3/8 BP11

E-3 HSS8X8X1/2 BP10* SL-2-2

E-4 HSS8X8X1/2 BP9* SL-2

E-5 HSS8X8X1/2 BP6

E-6 HSS8X8X1/2 BP6

E-7 HSS8X8X1/2 BP15* SL-1

G-10 HSS6X6X1/4 BP1

H-9 HSS6X6X1/2 BP16* SL-2

H-10 HSS6X6X1/4 BP1

J-11 HSS8X8X3/8 BP6

K-10 HSS6X6X5/8 BP1

K-11 HSS8X8X3/8 BP6

* INDICATES SUPPLEMENTAL TENSION REINFORCEMENT REQUIRED. SEE DETAIL F6/S50.2.

FOOTING SCHEDULE

FOOTING

MARK LENGTH WIDTH THICKNESS

REINFORCING

(BOTTOM) U.N.O.

F8B* 19'-10" 8'-0" 2'-0" SEE D3/S50.1

F8C 20'-0" 8'-0" 2'-0" (24) #6 (SHORT WAY)

(17) #6 (LONG WAY)

F10 10'-0" 10'-0" 2'-0" (12) #6 (EACH WAY)

F10A 10'-0" 9'-0" 2'-0" (12) #6 (EACH WAY)

F10B 10'-0" 10'-0" 1'-6" (12) #6 (EACH WAY)

F10B** 11'-9" 14'-0" 2'-1" SEE A1/S50.1

F10C*** 23'-4" 10'-0" 2'-0" SEE C9/S50.1

F11 11'-0" 11'-0" 2'-6" (17) #6 (EACH WAY)

F11.5 12'-0" 12'-0" 2'-0" (15) #6 EACH WAY

F13 11'-6" 18'-0" 2'-0" (22) #6 (SHORT WAY)

(14) #6 (LONG

WAY)(TOP AND

BOTTOM)

FOOTING SCHEDULE

FOOTING

MARK LENGTH WIDTH THICKNESS

REINFORCING

(BOTTOM) U.N.O.

CF1* SEE C4/S50.1 SEE C4/S50.1 2'-6" SEE C4/S50.1

CF2 SEE C6/S50.1 SEE C6/S50.1 2'-6" SEE C6/S50.1

CF3 SEE D1/S50.1 SEE D1/S50.1 2'-6" SEE D1/S50.1

F4.5 4'-6" 4'-6" 1'-8" (7) #5 (EACH WAY)

F5* 5'-0" 5'-0" 1'-0" (6) #6 (EACH WAY)

F5.5 5'-6" 5'-6" 1'-0" (6) #6 (EACH WAY)

F5.5B 6'-0" 6'-0" 2'-0" (11) #6 (EACH WAY)

F5B** 15'-6" 5'-0" 1'-6" SEE A2/S50.1

F6* 6'-0" 6'-0" 2'-0" (13) #6 (EACH WAY)

F7 7'-0" 7'-0" 1'-0" (6) #6 (EACH WAY)

F7.5A** 7'-6" 4'-0" 1'-6" (8) #6 (SHORT WAY)

(4) #6 (LONG WAY)

F7.5B 7'-6" 4'-6" 2'-6" (12) #6 (SHORT WAY)

(7) #6 (LONG WAY)

F7A 7'-0" 7'-0" 2'-0" (10) #6 (EACH WAY)

F7C 7'-0" 7'-0" 2'-0" (11) #6 (EACH WAY)

F8 8'-0" 8'-0" 1'-0" (6) #6 (EACH WAY)

F8.5 8'-6" 8'-6" 2'-0" (11) #6 (EACH WAY)

PIER SCHEDULE

PIER

MARK LENGTH WIDTH VERTICAL REINFORCING BENT TIES

P1A 20" 20" (8) #6 #4 AT 12"

P1B 20" 20" (8) #6 #4 AT 8"

P2A 24" 24" (8) #6 #4 AT 12"

P2B 24" 24" (8) #6 #4 AT 10"

P3A 29" 29" (12) #6 #4 AT 12"

P3B 29" 29" (12) #6 #4 AT 10"

P3C 29" 29" (20) #6 #4 AT 6"

P3D 29" 29" (16) #6 #4 AT 10"

P12 18" 18" (8) #6 #4 AT 10"

FOOTING SCHEDULE NOTES:

* 90 DEGREE HOOK ALL BARS BOTH ENDS.

** 90 DEGREE HOOK SHORT BARS BOTH ENDS.

*** 90 DEGREE HOOK LONG BARS BOTH ENDS.

NOTE: SEE BASE PLATE SCHEDULE ON S40.1 FOR LOCATIONS WHERE

SUPPLEMENTAL TENSION REINFORCEMENT IS REQUIRED IN PIERS.

SEE DETAIL F6/S50.2.

A

C C.5 D E

HS

S5

X5 X5

/1

6 HSS5X5X5/16

HS

S6

X6 X5

/1

6 HSS6X6X5/16

H S

S 6X

6X 1/

H S

S 6X

6X 1/

4H S

S 6X

6X 5/

H S

S 8X

8X 1/

8'-2 1/4" 7'-1 3/4" 13'-4"

W10X33

W10X17 W10X17 W14X22

W14X22

W14X22 W14X22

HS

S4

X4 X1

/4

HSS4X4X1/4

S40.2 F5

S40.2

F7 TYP.

TYP.

S40.2

F5 TYP.

SIM.

S40.2

F1 TYP.

SIM.

(1 5K

) (15K)

(3 0K

) (30K)

(4 5K

(45K)

3 4

HSS

5X

5X 5/1

6 HSS5X5X5/16

HSS5X5X5/16HSS

5X

5X 5/1

18'-4"

W14X22

W14X30

H S

S 8X

8X 1/

W14X22

H S

S 8X

8X 1/

HS

S4

X4 X1

/4

HSS4X4X1/4

S40.2 F7

S40.2

F5 TYP.

S40.2 F1

TYP.

TYP.

SIM.

(1 0K

(10K)

(4 5K

) (45K)

(5 0K

) (50K)

D E

HS

S5

X5 X5

/1

6 HSS5X5X5/16

HS

S6

X6 X5

/1

6 HSS6X6X5/16

13'-4"

W14X22

W14X22

H S

S 8X

8X 1/

H S

S 8X

8X 5/

W14X26

HS

S4

X4 X1

/4

HSS4X4X1/4

S40.2 F5

S40.2

F7 TYP.

TYP.

S40.2

F1 TYP.

SIM.

(1 5K

) (15K)

(5 0K

) (50K)

(5 5K

) (55K)

7 8

HSS5X

5X

5/1

6 HSS5X5X5/16

HSS5X

5X

5/1

6 HSS5X5X5/16

19'-10 1/2"

W16X31

W16X31

H S

S 8X

8X 5/

H S

S 8X

8X 5/

W16X36

HS

S4

X4 X1

/4

HSS4X4X1/4

S40.2 F7

S40.2 F5

TYP.

TYP.

S40.2

F1 TYP.

SIM.

(1 5K

) (15K)

(4 0K

) (40K)

(4 5K

(45K)

B C.3 22'-7 3/4"

W12X26

H S

S 8X

8X 1/

H S

S 8X

8X 5/

HSS5X5X5/16

W12X26 S40.2

F3 TYP.

S40.2

F1 TYP.

SIM.

(15K)

21.51

HS

S4

X4 X1

/4

HS

S5

X5 X5

/1

HSS5X5X5/16

8'-1" 7'-1"

W14X22 W14X22

W14X22

H S

S 6X

6X 3/

H S

S 6X

6X 3/

H S

S 8X

8X 5/

W14X22

S40.2 F1

S50.1 F3

S40.2 F7

TYP.

SIM.S40.2

F1

(1 5K

(3 0K

(35K)

1.5

W14X30 W14X22

W14X30

W14X22 W14X22

H S

S 6X

6X 5/

2.2

HSS

5X

5X 5/1

H S

S 8X

8X 5/

11'-6 3/4"

S40.2 F3

S40.2

F1TYP.

TYP.

(1 5K

1.51

HS

S5

X5 X5

/1

HS

S5

X5 X5

/1 6H

S S

6X 6X

3/

H S

S 8X

8X 5/

W14X22

W14X22

8'-1"

W14X22

HS

S5

X5 X5

/1

S40.2

F1TYP.

SIM.

S40.2

F3 TYP.

S40.2

F7TYP.

SIM.

(5 K)

(2 5K

(3 5K

BA A.5

HSS5X

5X

5/1

6 HSS5X5X5/16

10'-8 3/4" 14'-8 3/4" 22'-7 3/4"

W14X22 W14X43

W14X30

H S

S 8X

8X 5/

H S

S 8X

8X 5/

H S

S 6X

6X 3/

C.3

W14X22

H S

S 6X

6X 1/

HS

S5 X5

X5 /1

6 HSS5X5X5/16 S40.2

F7

S40.2 F5

S40.2

F1 TYP.

SIM.

TYP.(5

5K

(55K)

(40 K)

(40K)

W14X22

W14X22

W14X22

H S

S 8X

8X 5/

H S

S 6X

6X 1/

HS

S5

X5 X5

/1

6 HSS5X5X5/16

HS

S5

X5 X5

/1

6 HSS5X5X5/16

HS

S5

X5 X5

/1

6 HSS5X5X5/16 S40.2

F7

S40.2 F5

TYP.

TYP.

S40.2

F1 TYP.

SIM.

(1 5K

) (15K)

(3 5K

) (35K)

(5 0K

(50K)

TYP.

TYP.

NOTES:

1. SAW CUT TUBES.

2. BRACING ON COLUMN CENTERLINE.

3. ENLARGED BASE PLATES DUE TO SPECIALITY

ENGINEER DESIGN SHALL BE COORDINATED

BY G.C. TO FIT ON PIER.

HSS COLUMN

WORK POINT

HSS BRACE

1/2" GUSSET/THROUGH

PLATE MIN. (AS REQ'D)

1" CLR. (ALL SIDES)

SHEAR LUG WHERE INDICATED ON

BRACED FRAME ELEVATIONS

(SEE SHEAR LUG DETAILS FOR ADD'L INFO)

SHEAR KEY

(WHERE INDICATED

ON PLAN)

1/

2"

PL. WASHER:

- 2"x2"x1/4" AT 3/4" DIA. A.R.

- 3"x3"x3/8" AT 1" DIA. A.R.

WELDED 4 SIDES @ ALL BRACED FRAMES

AND BEAM TO COLUMN MOMENT

CONNECTIONS AND SHEAR WALLS

WHERE REINF. INTERFERES W/

KEY DISCONTINUE & SPLICE ON

EITHER SIDE OF KEY

OMIT LEVELING PLATE AT ALL

SHEAR LUG LOCATIONS. UTILIZE

NUTS BELOW BASEPLATE TO

SUPPORT COLUMN

GROUT BELOW BASEPLATE

AND AROUND SHEAR LUG

AFTER COLUMN IS PLACED

& PLUMB IN FINAL LOCATION

2"

MIN

ERECTION BOLT

STEEL COLUMN

WORK POINT

NOTES:

1. SAW CUT TUBES.

2. BRACING ON COLUMN

CENTERLINE.

STEEL BEAM

ERECTION BOLT

TYP.

GUSSET PLATE

HSS BRACE

1/4" CAP PLATE

2" MIN.

NOTES:

1. SAW CUT TUBES.

2. BRACING ON COLUMN

CENTERLINE.

WORK POINT

STEEL COLUMN

GUSSET PLATE

(TYP.)

TYP.

TYP.

ERECTION BOLT

STEEL BEAM

ERECTION

BOLT

HSS BRACE

HSS BRACE

2" MIN.

NOTES:

1. SAW CUT TUBES.

2. BRACING ON COLUMN CENTERLINE.

3. PROVIDE SAME DETAILING FOR BRACING ABOVE BEAM.

4. PROVIDE BEAM BOTTOM FLANGE DIAGONAL BRACE

CENTERED BETWEEN STIFFENER PLATES.

(2) 3/8" STIFFENER

PLATES (BOTH SIDES)

STEEL BEAM

WORK POINT

HSS BRACE

(TYP.)

ERECTION BOLT

ERECTION BOLT

HSS BRACE

GUSSET PLATE

W BEAM

(SEE PLAN)

GUSSET PLATE

SECTION A

W BEAM

OR JOIST

(SEE PLAN)

1/4" CONNECTION PLATE

(FULLY WELDED) (TYP.)

L3x3x1/4 BRACE.

CENTER BETWEEN

STIFFENER PLATES

SHEAR LUG SECTION

BASE PLATE (MATCH SHEAR LUG

PLATE THICKNESS, MIN.)

(SEE COLUMN SCHEDULE)

SHEAR LUG SCHEDULE

MARK DIMENSIONS TYPE

SL-1 1 1/2"x3 1/2"x0'-10" LONG A

SL-1-1A 1 1/2"x3 1/2"x0'-10" LONG C

SL-2 1 1/4"x3 1/2"x0'-8" LONG A

SL-2-2 1 1/4"x3 1/2"x0'-8" LONG B

SL-1-1 1 1/2"x3 1/2"x0'-10" LONG B

TYPE - A TYPE - B TYPE - C

SCHEDULE

SEE BASE PLATE

SC

H

ED

U

LE

SE

E

BA

SE

P

LA

TE

SHEAR

LUG

SHEAR

LUG

SHEAR

LUG

SCHEDULE

SEE BASE PLATE

SCHEDULE

SEE BASE PLATE

SC

H

ED

U

LE

SE

E

BA

SE

P

LA

TE

SC

H

ED

U

LE

SE

E

BA

SE

P

LA

TE 45.00°

BRACING NOTES:

1. LOADS INDICATED ON FRAME ELEVATIONS ARE

THE UNFACTORED AXIAL LOAD.

2. LOADS SHOWN MAY BE IN TENSION OR COMPRESSION.

3. CONNECTION DESIGN AND CALCULATIONS TO BE

COMPLETED BY AN ENGINEER REGISTERED IN THE

STATE OF RHODE ISLAND. SUBMIT CALCULATIONS

FOR REVIEW. DESIGN OF CONNECTIONS SHALL BE

COMPLETED USING THE UNIFORM FORCE METHOD.

4. SLIP CRITICAL BOLTS (SC) ARE REQUIRED AT ALL

MOMENT CONNECTIONS AND BRACED FRAME

CONNECTIONS.

A.2'A'

5'

21.51 3 4 5 6 7

C

C.5

D

E

G

H

K

L

B

A

2.5 8

E4.8

EBB

EA.1

S4 0.

B

J

S4 0.

B

S40.2 B3

2.2

E.1

C.3

D.3

1.8

S40.2 B6

S40.2 D3

S4 0.

B

S4 0.

D

S40.2 D1

0.5

S40.2 D5

S40.2 B8

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:3 9:

A

M

S40.2

BRACING ELEVATIONS AND

DETAILS

2-22-19 RMP/JCF MRM

SCALE: 1/8" = 1'-0"D3 BRACED FRAME ON LINE 3

SCALE: 1/8" = 1'-0"B7 BRACED FRAME ON LINE E

SCALE: 1/8" = 1'-0"D2 BRACED FRAME ON LINE 7

SCALE: 1/8" = 1'-0"D1 BRACED FRAME ON LINE D

SCALE: 1/8" = 1'-0"D5 BRACED FRAME ON LINE 0.5

SCALE: 1/8" = 1'-0"B4 BRACED FRAME ON LINE A

SCALE: 1/8" = 1'-0"B3 BRACED FRAME ON LINE C.5

SCALE: 1/8" = 1'-0"B6 BRACED FRAME ON LIN C.3

SCALE: 1/8" = 1'-0"B1 BRACED FRAME ON LINE1

SCALE: 1/8" = 1'-0"B8 BRACED FRAME ON LINE H

NO SCALEF7 TYP. BRACE DETAIL

NO SCALEF3 TYP. BRACE DETAIL

NO SCALEF1 TYP. BRACE DETAIL

NO SCALEF5 TYP. BRACE DETAIL

NO SCALEF9 SHEAR LUG DETAILS

SCALE: 1/16" = 1'-0"D6 BRACING KEY PLAN

COL

4 5 6

HSS10X6X1/2 HSS10X6X1/2

HSS8X6X1/2HSS8X6X1/2

18'-4" 18'-4"

D1 S40.3

(33'-10")

(28'-10 5/8") (28'-10 5/8")

(33'-10")

A1 S60.4

A1 S60.4

D1 S40.3

D3 S40.3

10.5 13'-10 5/8"

HSS8X6X1/2

HSS8X6X1/2

(33'-8")

(28'-11")

D1 S40.3

SIM.

D3 S40.3

SIM.

A' 2 1.5 1 7'-1" 8'-1"

HSS8X6X1/2 HSS8X6X1/2

HSS8X6X1/2HSS8X6X1/2

(33'-7 1/2") (33'-7 1/2")

(29'-1 1/2") (29'-1 1/2")

D1 S40.3

SIM.

A1

S60.4

A1 S60.4

D3 S40.3

SIM.

HSS BEAM

(SEE FRAMING ELEVATIONS

ON S40.3)

PL 1/2"x14" (CONT.)

10 1/8"

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

BA C.3

25'-5 1/2" 22'-7 3/4"

HSS18X6X1/2

HSS18X6X1/2

HSS18X6X1/2

HSS18X6X1/2

D1 S40.3

SIM.

(34'-6")

(28'-11")

(34'-6")

(28'-11")

A1 S60.4

A1 S60.4

D1 S40.3

SIM.

D3 S40.3

SIM. D3

S40.3

SIM.

1/2" PLATE (CONT.)

10 1/8"

1'-0 1/4" AT F4 & F7/S40.3

5 3/4" AT F1 & F6/S40.3

1 3/4"

0 4' 8' 12'

1/8" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:4 0:

A

M

S40.3

FRAMING ELEVATIONS AND

DETAILS

2-22-19 RMP/JCF MRM

SCALE: 1/4" = 1'-0"F1 FRAMING ELEVATION ALONG LINE E

SCALE: 1/4" = 1'-0"F4 FRAMING ELEVATION ALONG LINE C.3

SCALE: 1/4" = 1'-0"F6 FRAMING ELEVATION ALONG LINE A

SCALE: 1 1/2" = 1'-0"D1 SECTION

SCALE: 1/4" = 1'-0"F7 FRAMING ELEVATION ALONG LINE 0.5

SCALE: 1 1/2" = 1'-0"D3 SECTION

COLUMN (SEE SCHEDULE)

BASE PLATE (SEE SCHEDULE)

DOWELS TO MATCH

VERTICAL PIER REINFORCING

SPLICE MIN. 24 BAR DIA.

PIER REINFORCING

(SEE SCHEDULE)

FOOTING REINFORCING

EACH WAY

(SEE FOOTING SCHEDULE)

SEE FOUNDATION PLAN

FOR TOP OF FOOTING

ELEVATIONS

HEADED ANCHOR RODS

(SEE BASE PLATE SCHEDULE)

2" 3"

PI

ER

S C

H

ED

U

LE

TI

E

SP

AC

IN

G

P

ER

1/ 2"

T

IE

S P

AC

IN

G

#4 TIES

(SEE PIER SCHEDULE)

(U .N

.O

9"

3/4" NON-SHRINK GROUT

AND 1/4" LEVELING PLATE

(U.N.O. AT SHEAR LUG LOCATIONS)

PLATE WASERS:

PL 2"x2"x1/4" AT 3/4" DIA. ANCHOR RODS PL 3"x3"x3/8" AT 1" DIA. ANCHOR RODS PL 3 1/2"x3 1/2"x1/2" AT 1 1/4" DIA. ANCHOR RODS

(WELD WASHERS AT LATERAL/MOMENT FRAMES ONLY)

COLUMN (SEE SCHEDULE)

BASE PLATE (SEE SCHEDULE)

3/4" NON-SHRINK GROUT

AND 1/4" LEVELING PLATE

(U.N.O. AT SHEAR LUG LOCATIONS)

FOOTING REINFORCING

EACH WAY

(SEE FOOTING SCHEDULE)

3" C

LE

AR

SEE FOUNDATION PLAN

FOR TOP OF FOOTING

ELEVATIONS

HEADED ANCHOR RODS

(SEE BASE PLATE SCHEDULE)

SC

H

ED

U

LE

SE

E

BA

SE

P

LA

TE

PLATE WASHERS:

PL 2"x2"x1/4" AT 3/4" DIA. ANCHOR RODS PL 3"x3"x3/8" AT 1" DIA. ANCHOR RODS PL 3 1/2"x3 1/2"x1/2" AT 1 1/4" DIA. ANCHOR RODS

(WELD WASHERS AT LATERAL/ MOMENT FRAMES ONLY)

SOIL BEARING

1. WALL AND COLUMN FOOTINGS DESIGNED FOR AN ANTICIPATED

SOIL BEARING OF 2000 PSF.

2. IF ADEQUATE SOIL BEARING IS NOT ENCOUNTERED AT THE

INDICATED BOTTOM OF FOOTING LOCATION, CONTRACTOR IS TO

REPORT TO THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH

FOOTING PLACEMENT.

3. ALL EXCAVATIONS FOR THE FOUNDATION SHALL BE APPROVED BY

THE ENGINEER BEFORE PLACING ANY CONCRETE FOOTINGS. COORDINATE

INSPECTION W/ CONSTRUCTION DOCUMENTS AND SPECIAL INSPECTION

REQUIREMENTS.

CONCRETE

1. STRENGTH OF CONCRETE AT 28 DAYS SHALL BE:

WALLS AND FOOTINGS - 4500 PSI

EXTERIOR SLABS - 4500 PSI

INTERIOR SLABS - 3000 PSI

2. ALL EXTERIOR FOOTINGS TO BE MIN. 3'-4" BELOW FINISH GRADE.

3. TOP OF ALL FOOTINGS TO BE MIN. 8" BELOW BOTTOM OF FLOOR

SLAB UNLESS NOTED OTHERWISE.

4. BOTTOM OF ALL FOOTINGS TO BE ON ADEQUATE SOIL BEARING.

5. IF BASEMENT AND FIRST FLOOR SLABS ARE NOT POURED BEFORE

BACKFILLING, FOUNDATION WALLS TO BE ADEQUATELY BRACED

BEFORE BACKFILLING AND UNTIL ABOVE SLABS ARE PLACED AND SET.

6. SEE SPECIFICATIONS FOR SPECIAL REQUIREMENTS FOR

ARCHITECTURAL EXPOSED CONCRETE, ANCHORING OF MASONRY TO

CONCRETE WALLS AND COLUMNS, AND CHAMFER OF EXTERNAL

CORNERS OF CONCRETE BEAMS, GIRDERS, COLUMNS, ETC.

7. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS AND

SPECIFICATIONS FOR SIZE AND LOCATION OF DOOR FRAMES,

THRESHOLDS, ETC., AND CONCRETE PADS, PIERS, PIPE SLEEVES, ETC.

CONCRETE REINFORCING

1. ALL REINFORCING STEEL TO BE ASTM-A615 GRADE 60, DETAILED AND

FABRICATED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD

PRACTICE" (ACI-315-LATEST).

2. REINFORCEMENT TO HAVE MIN. CONCRETE COVER AS FOLLOWS:

A. CONCRETE DEPOSITED AGAINST GROUND, INCLUDING

FOOTINGS - 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER,

INCLUDING WALKS, PIERS, WALLS, COLUMNS, AND

EXTERIOR SLABS - 1 1/2" (#5 OR SMALLER) AND 2" (#6 OR LARGER)

C. CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND:

I. SLABS, WALLS, AND JOISTS - 3/4"

II. BEAMS AND COLUMNS, TIES, STIRRUPS,

REINFORCEMENT - 1 1/2"

3. ALL CONCRETE SLABS, PADS, BEAMS AND PIERS SHALL BE

REINFORCED SUCH THAT THE RATIO OF REINFORCEMENT

AREA TO GROSS CONCRETE AREA EXCEEDS 0.0033 UNLESS NOTED

OTHERWISE.

4. ALL ITEMS THAT ARE TO BE EMBEDDED INTO CONCRETE SHALL BE SECURED

IN PLACE PRIOR TO THE CONCRETE PLACEMENT. UTILIZE ADDITIONAL

REINFORCEMENT, TEMPLATES, OR OTHER APPROVED METHODS TO SECURELY

PLACE ALL EMBEDMENTS AT PROPER LOCATIONS. "WET-SETTING" OF ANY

EMBEDMENTS INTO PLASTIC CONCRETE IS NOT ALLOWED. EMBEDMENTS

INCLUDE, BUT ARE NOT LIMITED TO, ANCHOR RODS, REBAR REINFORCEMENTS,

DOWELS, ANGLES, PLATES, ANCHOR INSERTS, SLEEVES, AND SHELF BULKHEADS.

5. INSTALLATION AND SECURE PLACEMENT OF CONCRETE REINFORCEMENT SHALL

BE INSPECTED BY AN INDEPENDANT TESTING AGENCY IN ACCORDANCE WITH

THE REQUIREMENTS OF THIS PROJECT, INCLUDING THE STATEMENT OF

SPECIAL INSPECTIONS. CONCRETE REINFORCEMENT SHALL BE PLACED AND

SECURED WITHIN FORMS A MINIMUM OF 24 HOURS PRIOR TO THE SCHEDULED

CONCRETE PLACEMENT TO CONDUCT THE INSPECTION.

SEE FOUNDATION PLAN

FOR OVERALL PIT DIMENSIONS

1' -0

3' -4

1'-4"

TYP.

6"

6" PVC

WATER STOP

(4 SIDES)

6" PVC

WATER STOP

(4 SIDES)

x 2'-0"

2'-0" 3"

COVER PLATE

(SEE ARCH'L)

L2x2x3/16

(TYP. 4 SIDES)

PROVIDE RECESS IN CONCRETE FLOOR

AROUND SUMP TO RECEIVE COVER PLATE

AND BE FLUSH WITH ELEVATOR PIT FLOOR

1' -0

2'

-0

#5 AT 12" EACH WAY

EACH FACE

#5 BENT BARS AT 12" C.C.

EACH WAY AT PIT

#5 AT 12"

EACH WAY

#5 DOWELS AT 12"

(TYP.) (2'-0"x2'-0")

#5 AT 12"

EACH WAY

TOP AND BOTTOM

#5 DOWELS

AT 12" O.C.

9" 7"

3/ 4"

8"

3/4" 3/4" CHAMFER

M A

N U

FA

C

TU

R

ER

4' -0

" V

ER

IF

Y

W

IT

H

EL

EV

AT

O R

O P N

G

8" A

T D

O O

R

21.51

A

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

ZONE 1

ZONE 2 ZONE 3 ZONE 4 ZONE 5

(3

B

A R

S

(7

B

A R

S

(5

B

A R

S

(7

B

A R

S

(7

B

A R

S

TO

P

A N

D B

O

TT

TO

P

A N

D B

O

TT

TO

P

A N

D B

O

TT

TO

P

A N

D B

O

TT

TO

P

A N

D B

O

TT

4' -0

4'

-0

4'-6"

(12) #6 BARS TOP AND BOTT

B

C.3

3' -9

5'

-9

(6) #6 BARS

TOP & BOTT

(7) #6 BARS

TOP & BOTT

(27) #6 BARS

TOP & BOTT

(1 3)

BA

R

S

TO

P

B

O

TT

(6

B

A R

S

TO

P

B

O

TT

(9

B

A R

S

TO

P

B

O

TT

4'-3" 4'-0"

8'-10"

6' -0

/4

ZO

N

E

1' -6

ZO

N

E

4' -6

ZO

N

E

'-0

ZO

N

E

4' -9

ZO

N

E

3' -8

ZONE 6

1'-9"

ZONE 7

4'-9"

ZONE 8

3'-6"

ZONE 9

4'-6"

ZONE 10

2'-7"

(4

B

A R

S

TO

P

B

O

TT

(3)#6 BARS T&B

(9)#6 BARS T&B

(3)#6 BARS T&B

(9)#6 BARS T&B

(16) #6 BARS

TOP & BOTT

C

D

5'-0" 5'-0"

2' -0

4'

-0

'-6

3'

-9

2' -1

(3) #6 BARS

TOP & BOTT

(5) #6 BARS

TOP & BOTT

(14) #6 BARS

TOP & BOTT

(5) #6 BARS

TOP & BOTT

(3) #6 BARS

TOP & BOTTZO

N

E

ZO

N

E

ZO

N

E

ZO

N

E

ZO

N

E

4' -0

4'

-0

(1 2)

BA

R

S

TO

P

B

O

TT

G

2' -6

2'

-6

2'-9"3'-6"3'-0"3'-6"2'-9"

ZONE 1 ZONE 2 ZONE 3 ZONE 4 ZONE 5

(3

B

A R

S

TO

P

B

O

TT

(6

B

A R

S

TO

P

B

O

TT

(4

B

A R

S

TO

P

B

O

TT

(6

B

A R

S

TO

P

B

O

TT

(3

B

A R

S

TO

P

B

O

TT

4'-2 1/8" 4'-2 1/8"

(8)#6 BARS TOP& BOTT

3 4

D

E

ZO

N

E

2' -1

5'

-9

7' -9

5'

-6

3' -9

(9) #6 BARS

TOP & BOTT

(13) #6 BARS

TOP & BOTT

(9) #6 BARS

TOP & BOTT

(7) #6 BARS

TOP & BOTTZO

N

E

ZO

N

E

ZO

N

E

ZO

N

E

(5

B

A R

S

TO

P

B

O

TT

(9

B

A R

S

TO

P

B

O

TT

(2 1)

BA

R

S

TO

P

B

O

TT(9

B A

R S

TO

P

B

O

TT

(6

B

A R

S T

O P

B

O

TT

3'-9" 5'-6" 12'-9" 5'-9" 2'-1"

ZONE 6 ZONE 7 ZONE 8 ZONE 9 ZONE 10

6'-6" 6'-6" 5'-0"

6' -6

6'

-6

5' -0

(5) #6 BARS

TOP & BOTT

(2 0)

B A

R S

T O

P

B O

TT

(20) #6 BARS

TOP & BOTT

21.5

B

6' -6

7'

-6

3'-0" 7'-1" 1'-8"

ZONE 1

1'-3"

ZONE 2

3'-6"

ZONE 3

4'-0"

ZONE 4

3'-0"

(3

B

A R

S T

O P

B

O

TT

(5

B

A R

S T

O P

B

O

TT

(9

B

A R

S T

O P

B

O

TT

(7

B

A R

S T

O P

B

O

TT

(17) *6 BARS TOP & BOTT

D

E

H

6'-6"

6'-6"

7'-3" 7'-3"

4'-6" 5'-6" 15'-3" 5'-6" 1'-9"

ZONE 6 ZONE 7 ZONE 8 ZONE 9

ZONE

ZO

N

E

3' -7

ZO

N

E

5' -9

ZO

N

E

7' -9

ZO

N

E

5' -6

ZO

N

E

3' -3

(8

B

A R

S T

O P

B

O

TT

(9

B

A R

S T

O P

B

O

TT

(2 4)

B A

R S

T O

P

B O

TT

(9

B

A R

S T

O P

B

O

TT

(3

B

A R

S T

O P

B

O

TT

(6) #6 BARS TOP & BOTT

(9) #6 BARS TOP & BOTT

(12) #6 BARS TOP & BOTT

(9) #6 BARS TOP & BOTT

(6) #6 BARS TOP & BOTT

(4) #6 TOP & BOTT

(7) #6 TOP & BOTT

(13) #6 TOP & BOTT

(9) #6 TOP & BOTT(6) #6 TOP & BOTT

'-1

0"

6' -6

6'

-0

5'-4 1/2"

4'- 6"

ZONE 152'-

2"

ZONE 144'-

9"

ZONE 137'-

9"

ZONE 125'-

6"

ZONE 113'-

3"

(20

6 T

OP &

B

OTT

(19) #6 BARS TOP & BOTT

6' -6

(2 2)

B A

R S

TO

P

B

O

TT

SUPPLEMENTAL TENSION

REINFORCING WHERE

REQUIRED, SEE PIER

SCHEDULE

ALTERNATE POSITION

OF HOOKS IN PLACING

SUCCESSIVE SETS

OF BARS

VERTICAL REINFORCING

#6 TIES (SEE PIER

SCHEDULE)

TYPICAL PIERS P3A/P3B

29" x 29" (12) #6 BARS

TYPICAL PIERS P2A/P2B

24" x 24" (8) #6 BARS

ALTERNATE POSITION

OF HOOKS IN PLACING

SUCCESSIVE SETS

OF BARS

VERTICAL REINFORCING

#6 TIES (SEE PIER

SCHEDULE)

TYPICAL PIERS P1A/P1B

20" x 20" (8) #6 BARS

TYPICAL PIERS P3D

29" x 29" (16) #6 BARS

TYPICAL PIERS P3C

29" x 29" (20) #6 BARS

SUPPLEMENTAL

TENSION REINFORCING

WHERE REQUIRED,

SEE PIER SCHEDULE

ALTERNATE POSITION

OF HOOKS IN PLACING

SUCCESSIVE SETS

OF BARS

VERTICAL

REINFORCING

#6 TIES (SEE PIER

SCHEDULE)

0 2' 4' 6'

1/4" = 1'-0"

Graphic Scale

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:4 0:

A

M

S50.1

TYPICAL FOUNDATION NOTES

AND DETAILS

2-22-19 RMP/JCF MRM

NO SCALEF1 TYP. PIER AND FOOTING DETAIL

NO SCALEF3 TYP. COLUMN FOOTING DETAIL

NO SCALEF8 GENERAL FOUNDATION NOTES

NO SCALEF6 TYP. SECTION AT ELEVATOR PIT

SCALE: 1/4" = 1'-0"D3 REINFORCING LAYOUT AT FOOTING F8B*

SCALE: 1/4" = 1'-0"C4 REINFORCING LAYOUT AT FOOTING CF1*

SCALE: 1/4" = 1'-0"C9 REINFORCING LAYOUT AT FOOTING F10C***

SCALE: 1/4" = 1'-0"A2 REINFORCING LAYOUT AT FOOTING F5B**

SCALE: 1/4" = 1'-0"C6 REINFORCING LAYOUT AT FOOTING CF2

SCALE: 1/4" = 1'-0"A1 REINFORCING LAYOUT AT FOOTING F10B**

SCALE: 1/4" = 1'-0"D1 REINFORCING LAYOUT AT FOOTING CF3

SCALE: 1/2" = 1'-0"D6 TYPICAL PIER REINFORCING DETAILS

CD

1'-0" 15'-4" 1'-0"

4' -9

6"

EXISTING FOOTING

FINISH GRADE

P2B

P2B

24"x57" CONCRETE

BEAM

F4 S50.2

F11 F8C

F1

S50.2

FINISH GRADE 1'-0"1'-0"

F8C

4' -9

#4 STIRRUPS AT 12" O.C.

(5) #8 TOP BARS

W/ 90 DEGREE HOOKS

EACH END

(5) #8 BOTTOM BARS

W/ 90 DEGREE HOOKS

EACH END

"/3

0"

S E

E B

A S

E P

LA

TE

S C

H E

D U

LE

FOOTING

(SEE PLAN)

PIER

(SEE PLAN)

ANCHOR BOLT

(SEE BASE PLATE SCHEDULE

3" MAX.

#7 BAR WITH STANDARD

90 DEGREE HOOK BOTH ENDS

(TYP. EACH ANCHOR

BOLT LOCATION)

SC

H

ED

U

LE

SE

E

FO

O

TI

N

G

11E4.8

EXISTING PIER AND

FOOTING TO BE

DEMOLISHED

EXISTING FOOTING

EXISTING BASE

PLATE TO

REMAIN

EXISTING COLUMN TO REMAIN

INSTALL NEW ANCHOR

RODS TO MATICH EXISITNG

8" CMU WALL

ELEVATOR PIT

PIER (SEE PLAN)

FOOTING (SEE PLAN) PLACE NEW FOOTING,

THEN BACKFILL AS REQ'D

TO INSTALL ELEVATOR PIT

11E4.8

EXISTING PIER AND

FOOTING TO BE

DEMOLISHED

EXISTING BASE

PLATE TO REMAIN

EXISTING

COLUMN TO

REMAIN

INSTALL NEW

ANCHOR RODS TO

MATCH EXISTING

HSS COLUMN (SEE SCHEDULE)

PIER (SEE PLAN)

FOOTING

(SEE PLAN)

PIER (SEE PLAN)

21.51 8'-1" 7'-1"

EXISTING

FOOTING

MATCH BOTTOM OF

EXISTING FOOTING

ELEVATION

F8B*

P3A P3A P1B

(2) #4 BARS

TOP AND BOTTOM &

(2) #4 AT MID-POINT

(2) #4 VERT. BARS

AT 12" O.C.

EXISTING FOOTING

HSS COLUMN

(SEE SCHEDULE)

PIER

(SEE PLAN)

1' -6

DRILL AND EPOXY GROUT

VERTICAL PIER REINFORCING

18" INTO EXISTING FOOTING

0 1' 2' 3'

1/2" = 1'-0"

0 6" 1' 2'

3/4" = 1'-0"

Graphic Scale

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FINAL CONSTRUCTION

DOCUMENTS

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Auburn, ME 207.784.5100

Boston, MA 617.426.5050

Portland, ME 207.775.0053

Portsmouth, NH 603.626.1242 c HA PROJECT NUMBER: 13586

CONSTRUCT CLEAN CORE ADDITION TO

SURGICAL SUITE

PROVIDENCE, RHODE ISLAND

650-337SCALE:

C :\U se rs

\p ls m i\D oc um en ts

R ev it

L oc al s\

6-st ru c-ce nt ra l_ pl sm i.r vt

2/

/2

:4 0:

A

M

S50.2

FOUNDATION DETAILS

2-22-19 RMP/JCF MRM

SCALE: 1/2" = 1'-0"F1 SECTION

SCALE: 1/2" = 1'-0"F4 SECTION

SCALE: 3/4" = 1'-0"F6 TYPICAL SUPPLEMENTAL TENSION REINFORCEMENT

SCALE: 1/2" = 1'-0"F8 SECTION

SCALE: 1/2" = 1'-0"D1 SECTION

SCALE: 1/2" = 1'-0"D3 SECTION

SCALE: 1/2" = 1'-0"D6 SECTION

MASONRY

1. ALL MASONRY WALLS AND PARTITIONS SHALL BE REINFORCED.

2. COMPRESSIVE STRENGTH OF MASONRY, F'm, SHALL BE MIN. 1500 PSI.

3. COMPRESSIVE STRENGTH OF LOAD BEARING CONCRETE MASONRY UNITS SHALL

BE IN ACCORDANCE WITH ASTM C90, F'm SHALL BE MIN 1900 PSI.

4. MORTAR SHALL BE TYPE S, WITH A MIN. COMPRESSIVE STRENGTH OF

1800 PSI AT 28 DAYS.

5. GROUT SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS.

6. WHERE BEAMS, JOISTS, OR COLUMNS BEAR ON MASONRY, THE MASONRY

SHALL BE SOLID OR FILLED SOLID, A MIN. OF 2'-0" TO EACH SIDE OF THE

CENTERLINE OF BEARING, FOUR COURSES HIGH, OR A CONTINUOUS CONCRETE

FILLED BOND BEAM SHALL BE LOCATED UNDER THE BEARING.

7. ALL ITEMS THAT ARE TO BE EMBEDDED INTO MASONRY SHALL BE SECURED

IN PLACE PRIOR TO THE GROUT PLACEMENT. UTILIZE ADDITIONAL

REINFORCEMENT, TEMPLATES, OR OTHER APPROVED METHODS TO SECURELY

PLACE ALL EMBEDMENTS AT PROPER LOCATIONS. "WE-SETTING" OF ANY

EMBEDMENTS INTO GROUT IS NOT ALLOWED. EMBEDMENTS INCLUDE, BUT

ARE NOT LIMITED TO, ANCHOR RODS, REBAR REINFORCEMENTS, DOWELS,

ANGLES, PLATES, ANCHOR INSERTS AND SLEEVES.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE ASTM A992, GR. 50 (Fy=50 KSI). EXCEPT STRUCTURAL TUBING TO BE Fy=46 KSI, UNLESS NOTED OTHERWISE.

2. CONNECTIONS SHALL BE DESIGNED BY THE STEEL FABRICATOR.

3. CONTRACTOR SHALL APPLY TWO BRUSH COATS OF ASPHALT TO COLUMNS AND

BASE PLATES EXPOSED TO FILL AFTER COLUMN IS IN PLACE.

4. VERIFY WITH MECHANICAL DRAWINGS FOR LOCATION OF DUCTS, PIPING, ETC.

THROUGH FLOOR AND ROOF CONSTRUCTION BEFORE SPACING JOISTS.

5. ALL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE STRUCTURAL

DRAWINGS SHALL BE EVALUATED BY A PROFESSIONAL ENGINEER HIRED BY THE

STEEL FABRICATOR. COMPLETE CONNECTION DESIGN CALCULATIONS SHALL BE

SUBMITTED FOR ALL MEMBER CONNECTIONS ASSOCIATED WITH THE LATERAL

FORCE RESISTING SYSTEM (BRACED FRAMES, ETC.). ALL GRAVITY LOAD

CONNECTIONS SHOWN ON THE SHOP DRAWING SUBMITTAL SHALL BE EVALUATED

BY THE FABRICATOR’S ENGINEER, BUT CALCULATIONS SHALL NOT BE SUBMITTED

FOR REVIEW. GRAVITY LOAD CONNECTIONS UNLESS OTHERWISE INDICATED IN

THE CONNECTION SCHEDULE SHALL BE DESIGNED FOR THE FULL UNIFORM LOAD

CAPACITY OF THE BEAM (1/2 VOL. METHOD). FOR NON-COMPOSITE CONSTRUCTION

AND 1.5 TIMES THE FULL UNIFORM LOAD CAPACITY FOR COMPOSITE CONSTRUCTION.

STEEL FABRICATOR’S ENGINEER SHALL INCLUDE A STAMPED

LETTER CERTIFYING THAT ALL DETAILED CONNECTIONS SHOWN IN THE SHOP

DRAWING SUBMITTAL HAVE BEEN REVIEWED AND ARE ADEQUATE TO SUPPORT

THE SPECIFIED LOADS. THE CONNECTION DESIGN PACKAGE, STAMPED BY THE

PROFESSIONAL ENGINEER, SHALL BE FORWARDED TO HARRIMAN PRIOR TO OR

WITH THE STRUCTURAL STEEL SHOP DRAWINGS FOR REVIEW. SHOP DRAWINGS

WILL NOT BE REVIEWED WITHOUT RECEIPT OF ALL SUPPORTING CONNECTION

DESIGN INFORMATION.

6. ALL STAIR STRUCTURES SHALL BE DESIGNED BY A SPECIALY ENGINEER HIRED

BY THE FABRICATOR. ALL DESIGNS SHALL MEET THE REQUIREMENTS OF THE

2009 INTERNATIONAL BUILDING CODE (IBC). STAIRS AND LANDINGS SHALL BE

DESIGNED FOR 100 PSF LIVE LOAD. COORDINATE ALL DETAILS WITH THE

ARCHITECTURAL DRAWINGS, AND SUBMIT COMPLETE FABRICATION DRAWINGS

WITH ALL NECESSARY SUPPORTING ENGINEERING CALCULATIONS FOR REVIEW.

DRAWINGS AND CALCULATIONS SHALL BE STAMPED BY A PROFESSIONAL

ENGINEER LICENSED IN THE STATE OF THE PROJECT.

STEEL ROOF DECK

1. ROOF DECK TYPE "B", 1 1/2" DEEP x 18 GAUGE, G60 GALVANIZED

FASTENING PATTERN:

DECK ATTACHMENT - 5/8" DIAMETER PUDDLE WELDS OR APPROVED

MECHANICAL FASTENERS

PATTERN - 36/4 EXCEPT AS OTHERWISE NOTED

SIDELAPS - #10 SCREWS STITCH AT 12" O.C. MAX. SPACING.

COMPOSITE FLOOR DECK

1. COMPOSITE FLOOR DECK 1-1/2" DEEP x 18 GAUGE. G60 GALVANIZED

FASTENING PATTERN:

DECK ATTACHMENT - 5/8" DIAMETER PUDDLE WELDS OR APPROVED

MECHANICAL FASTENERS

PATTERN - AT SUPPORTS. MAX. 12" O.C.

SIDELAPS - 5/8" DIAMETER PUDDLE WELDS AT MIDSPAN OR 3'-0" ON

CENTER, WHICHEVER IS SMALLER

MISCELLANEOUS

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS

BEFORE PROCEEDING WITH THE WORK.

2. CONTRACTOR SHALL REPORT ANY VARIATIONS FOUND AT THE

SITE BEFORE PROCEEDING WITH THAT PART OF THE WORK.

DESIGN INFORMATION

APPLICABLE UNIFIED FACILITIES CRITERIA (UFC) GUIDES:

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 STRUCTURAL ENGINEERING

UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS

DESIGN CODE = RHODE ISLAND STATE BUILDING CODE, 2013.

LIVE LOAD:

MECHANICAL ROOMS - 150 PSF

CORRIDORS, LOBBIES, STAIRS AND EXITS - 100 PSF

FUTURE FLOORS - 100 PSF

CLINICAL AND SUPPORT SERVICES - 80 PSF + 20 PSF

PARTITION ALLOWANCE

ROLLING STORAGE/RECORD FILES - 300 PSF

SNOW LOAD:

Pg = 30 PSF Ce = 1.0 Ct = 1.0 Is = 1.20 Pf = 30 PSF

WIND LOAD:

BASIC WIND SPEED (V) = 144 MPH (3 SEC GUST)

I = 1.15 (CATEGORY IV)

EXPOSURE - B (HURRICANE REGION)

INTERNAL PRESSURE COEFFICIENT (GCpi) = +/- 0.18

SEISMIC LOAD:

Occupancy Category - IV Ie = 1.50 Sds = 0.246, Sd1 = 0.100

SITE CLASS - D

SEISMIC DESIGN CATEGORY - C

S.F.R. SYSTEM - STEEL SYSTEM NOT SPECIFICALLY

DESIGNED FOR SEISMIC RESISTANCE.

GRIND

SMOOTH

6" CMU

BRICK VENEER

BENT PLATE

3/8"x5"x0'-9 1/2" (LLH) (GALV.)

W/ MIN. 8" MIN. BEARING EACH END

L6x4x3/8 (LLV) (GALV.)

W/ 8" MIN. BEARING

EACH END

1/2" 4" 9 1/2"

STEEL JOIST

BRIDGING

STEEL DECK

ANGLE CROSS

BRIDGING

HVAC DUCT

BRIDGING

ANGLE CROSS

BRIDGING

1/2" DIA. BOLT

(TYP.)

NOTE: MAKE CROSS BRIDGING HORIZONTAL IN

LAST BRIDGING BAY BEFORE TERMINATING BRIDGING,

SIMILAR TO THIS DETAIL

MIN. 4" REINFORCED

CONCRETE SLAB

STEEL DECK

FASTEN TO SUPPORTS

FLOOR JOISTFLOOR JOIST

STEEL BEAM

PER SJI

PROVIDE ERECTION BOLTS

PER SJI REQUIREMENTS

DETAIL SIMILAR AT ROOF

1/4" 1/4"

CONCRETE MASONRY LINTEL SCHEDULE

NOM. BLOCK HEIGHTNOM. BLOCK WIDTH REINFORCING

6" (1) #5

8" 8" (2) #5

8" 16" (2) #5

8"

MASONRY OPENING

6'-0" OR LESS

6'-11" OR LESS

7'-0" TO 12'-0"

WIDTH

NOM.

WIDTH

NOM.

OPENING

MASONRY

CMU LINTEL

5/

8"

1' -3

/8

"GROUT

REINFORCING*

NOTES:

1. LINTEL SCHEDULE BASED ON F'm = 1900 PSI.

2. LINTEL UNITS MUST BE SHORED (MIN. 3

DAYS).

3. MIN. BEARING AT EACH END = 8".

4. USE OF MORTAR TO FILL LINTELS IS NOT

PERMITTED.

5. COORDINATE WITH ARCHITECTURAL

DRAWINGS FOR ALL WALL OPENINGS WHERE

A CONCRETE MASONRY LINTEL IS REQUIRED.

REINFORCING

* AT EXTERIOR CMU LINTELS, PROVIDE REINFORCING TOP AND BOTTOM.

T/WALL

1/

M

AS

O N

R Y

O P

EN

IN

G

M

IN

ROOF OR FLOOR

OPENING

ROOF OR FLOOR

FRAMING

L4x4x5/16, TYP.

(4 SIDES)

L5x5x5/16 CLIPS

L4x4x5/16, TYP.

(4 SIDES)

NOTES:

1. PROVIDE AT ALL OPENINGS LARGER THAN 12". LOCATIONS ARE NOT ALL IDENTIFIED

ON THE PLANS AND SHALL BE COORDINATED BY THE CONTRACTOR FOLLOWING

INSTRUCTIONS PROVIDED BELOW.

2. FOR OPENINGS UP TO 6" - NO REINFORCING REQUIRED.

3. FOR OPENINGS FROM 6" TO 12" - USE 24"x24" 16 GA. COVER PLATE

SCREWED TO DECK…