Att 02 - Dental Final Drawing 2 of 6.pdf

WP

WP

WP

WP

0'-0"

TOC

B D

H S S 4x

4x 5/

H S S 4x4x5/16

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

W24x131

23' - 4"

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE 1

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

30"

18"

LU

L3

L5

20"

30"

18"

EQEQ

0'-0"

TOC

H K

HSS4x4 x5

/1 6 HSS4x4x5/16

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

W24x146

33' - 2"

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE 1

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

26"

18"

LU

L3

L5

20"

26"

18"

EQEQ

0'-0"

TOC

W24x131

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

21' - 4"

EQ EQ

W x

W x

PAD FTG & GRADE

BM PER PLAN

TOS

SEE PLAN

S4.2

S4.2

H S S 4x

4x 5/

H S S 4x4x5/16

LINE D

TOS

SEE PLAN

MECH SCREEN

POST AS IN

F

S3.1

LU

L4

14"

48"

LU

L3

L5

20"

30"

18"

LU

L3

L5

20"

30"

18"

0'-0"

TOC

H S S 4x

4x 5/

H S S 4x4x5/16

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

W24x131

21' - 11 1/2"

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE F

TOS

SEE PLAN

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

30"

18"

LU

L3

L5

20"

30"

18"

EQ EQ

0'-0"

TOC

23.3

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

W24x131

20' - 1"

EQ EQ

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE M

TOS

SEE PLAN

TOS

SEE PLAN

H S S 4x

4x 5/

H S S 4x4x5/16

LU

L4

12"

48"

LU

L3

L5

20"

18"

LU

L3

L5

20"

18"

0'-0"

TOC

H MJ.6

H SS4x

4x 5/

16 H SS4x4x5/16

W16x77

HSS3x3x1/4

W21x50 W24x131

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

HSS3x3x1/4

26' - 8"26' - 6"

20' - 10" 5' - 8" 26' - 8"

W x

H S

S x x /8

W x

H S

S x x /1

A

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE 6

TOS

SEE PLAN

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

30"

18"

LU

L3

L5

20"

30"

18"

LU

L4

12"

48"

LU

L2

L3

10"

20"

10"

LU

L2

L3

10"

20"

10"

S4.2

EQ EQ EQEQ

SIM

0'-0"

TOC

E F.6

H S S 4x

4x 5/

16 H S S 4x4x5/16

W24x103

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

17' - 5"

EQEQ

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

LINE 7

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

30"

18"

LU

L3

L5

20"

30"

18"

0'-0"

TOC

W16x45

W16x45

11' - 3"

PAD FTG & GRADE

BM PER PLAN

W x

H S

S x x /2

LINE G

TOS

SEE PLAN

TOS

SEE PLAN

TOS

SEE PLAN

TOS

SEE PLAN

LU

L2

L3

20"

28"

14"

LU

L2

L3

16"

24"

12"

S4.2

S4.3

SIM

HSS3x3x1/4

0'-0"

TOC

W16x45

HSS3x3x1/4

W16x45

11' - 3"

H S

S x x /2

W x

PAD FTG & GRADE

BM PER PLAN

TOS

SEE PLAN

LINE J

TOS

SEE PLAN

TOS

SEE PLAN

TOS

SEE PLAN

LU

L2

L3

20"

28"

14"

LU

L2

L3

16"

24"

12"

S4.3

S4.2

SIM

0'-0"

TOC

J K

PAD FTG & GRADE

BM PER PLAN

12' - 4"

W x

W x

W24x76

H S S4x

4x 5/

2L4x4x5/8 w/ (12) 3/4"Øx6 STUDS EA L

S4.2

S4.2

LINE 7.7

TOS

SEE PLAN

LU

L3

L5

20"

34"

18"

LU

L2

L3

20"

30"

24"

0'-0"

TOC

G J

PAD FTG & GRADE

BM PER PLAN

LINE 8

TOS

SEE PLAN W24x76 C=3/4"

37' - 5"

S4.4

S4.4

W x

W x

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:1

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

MDP

S4.1

FRAMING ELEVATIONS

KRH

612-164

M D

P

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 4 - a

ELEVATION

S4.1

1/4" = 1'-0"

1 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 9 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 5 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 6 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 7 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 8 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 10 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 11 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 12 - a

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 13 - a

08/08/2022

-0 '-9

" T O S

STR

U T

-0 '-9

" T O S

STR

U T

TYP

SECTION

STFNR PL3/8 EA SIDE

BM WEB OR GUSSET PL,

TYP

PROVIDE BOTTOM FLANGE

BRCG AS IN

@ SKEW COPE HORIZ LEG

& BEND VERT LEG

WF BM WHERE

OCCURS

GRIND TRANSITIONS FROM SLOPED EDGE

TO HORIZ EDGE SMOOTH; NO SHARP

CUTS IN GUSSET ALLOWED

SHAPED GUSSET PL

STFNR PL3/8

EA SIDE

WHERE

OCCURS

STFNR PL3/8 EA SIDE

SHAPED GUSSET PL

LINE OF WPS IS PERP TO LONG

AXIS OF DIAG BRACE, TYP

WF BM; AT FLOORS PROVIDE TOTAL #

OF WHS PER PLAN; DO NOT LOCATE

STUDS w/IN 4 1/2" OF COMPRESSIBLE

MATERIAL (STUDS NOT SHOWN).

NOTES:

1. DETAIL ALSO APPLIES (SIM) AT CONDITION w/ SLOPING WF BM.

2. WHERE DISTANCE 'D' < 6", A SINGLE VERT STFNR PL3/8 @ CL GUSSET PL

LENGTH MAY BE USED IN LIEU OF THE TWO SHOWN.

3. FOR GUSSET GEOMETRY & WELDING TO DIAGONAL BRACE, SEE .

4. FOR ALL OTHER WELDING INFORMATION, SEE .

EXTEND GUSSET STIFFENER PLATE

FULL HT OF GUSSET; MAY OMIT AT

VERTICAL HSS, WHERE OCCURS

VERTICAL HSS BRACE ZIPPER

COL WHERE OCCURS; WELD TO

GUSSET AS IN DIAGONAL

BRACING

DO NOT WELD VERTICAL HSS

BRACE TO GUSSET ABOVE LINE OF

WP'S; SIM AT COND BELOW BEAM

T Y

P M

A X

DIAG BRCG, TYP; SLOT

@ CL TO PASS GUSSET

PL AS IN

SHALLOW CONDITION

YIELD LINE INTERSECTS

BEAM FLANGE

STEEP CONDITION

YIELD LINES INTERSECT

@ GUSSET BTWN BRACES

M

IN3

° M

IN

20° M

IN

20° M

IN

COMPRESSIBLE

MATERIAL

AS IN

S4.2

S4.2

'D

'D '/2

'D '/2

CL PL TYP

1"MIN

'L4' - SEE ELEVATIONS

TYP

1" M

IN

SEE NOTE 2

'D'

5/16

TYP @

STFNR PL

'S4'

5/16

TYP STFNR PL

TO GUSSET PL

& TO WF BEAM

TO WP TYP

1" MIN

2" MAX

CL DIAGBRACE

CL DIAG

BRACE

M A

X

M

IN

E N

D O

F P

L

W P

END

OF PL

C L D

IAG

BR

AC

E

TO WP

1" MIN

2" MAX

C L

D

IA

G B

R

AC

E

4/S4.2 A/S4.2

S5.1

S5.1

WF COL

WF BM

SHAPED GUSSET PL

DIAG BRCG, SLOT AT CL

TO PASS PL AS IN

WF BM

PROVIDE TOTAL # OF WHS @ WF BM

PER PLAN; DO NOT LOCATE STUDS

WITHIN 4 1/2" OF COMPRESSIBLE

MATERIAL (STUDS NOT SHOWN)

AT CONC o/ MTL DECK WHERE YIELD

LINE EXTENDS BELOW TOP OF CONC,

PROVIDE 1" COMPRESSIBLE MATERIAL

EA SIDE OF GUSSET BELOW TOC TO

EXTEND 1" MIN BEYOND YIELD LINE

MOMENT CONN

PER

SHALLOW CONDITION

YIELD LINE INTERSECTS

BEAM FLANGE

STEEP CONDITION

YIELD LINE INTERSECTS

COLUMN FLANGE

(2) SIDED CONDITION

WHERE OCCURS

TOC

PER PLAN

TYP

BEAM CONN WHERE

NO BRACE OCCURS

ABV OR BLW

NOTCH GUSSET AS

REQD (1 1/2"x1 1/2" MAX)

S4.2

TYP

1"

TYP

1"

'D

'D '/2

'D '/2

'S2'

TYP

'S3'

TYP

4/S4.2

NOTES:

1. FOR GUSSET GEOMETRY & WELDING TO DIAGONAL BRACE, SEE .

2. FOR ALL OTHER WELDING INFORMATION, SEE .A/S4.2

SEE ELEVS

'L2' TYP

S E

E E

L E

V S

'L

' T Y

P

S4.3

SHAPED GUSSET PL

YIELD LINE @ GUSSET PL; CONTRACTOR

TO PROVIDE DURABLE MARKING ON

GUSSET PL TO ACCURATELY

DELINEATE LOCATION OF THIS LINE

DIAG BRCG, SLOT @ CL

TO PASS GUSSET,

SEE

REINF PL EA SIDE

SEE

OFFSET TO BE DETAILED

AT '3T' - FINAL COND TO

BE BTWN '2T' & '4T'

TYP

EA

S

ID

E

WP @ INTERSECTION

OF YIELD LINE &

EDGE OF PL

WP @ INTERSECTION

OF YIELD LINE &

EDGE OF PL

FACE OF COLUMN

(WEB OR FLANGE)

OUTSIDE FACE OF

BEAM FLANGE

NOTES:

1. * 'LU" IS THE DISTANCE BETWEEN THE END OF THE BRACE AND THE NEAREST

INTERSECTION OF THE BRACE CL w/ THE FACE OF BEAM OR COLUMN AT THE

BM-COL JOINT (CONDITION AT BEAM INTERSECTION SHOWN HERE).

2. FOR PLATE THICKNESS AND WELDING INFORMATION NOT SHOWN, SEE

S4.2

S4.2

A/S4.2

CORNER CLIP OR WELD

ACCESS HOLE WHERE

REQD

YIE

LD

LI

N E

EN

D O

F

BR

AC

E

'L 1' M

IN

1"M

IN

'L U ' M

A X*

D E

T A

IL

S

E

L E

V S

'L ' S

E E

LENGTH AS REQD @ BASE COND

'L2' SEE DETAILS & ELEVS FOR

'S1'

GUSSET PL

WHERE OCCURS

FOR THICKNESS, SEE

WF COL

GUSSET PL @ PERPENDICULAR

OR CORNER CONDITION WHERE

OCCURS

PROVIDE DBL

NUT OR SPOIL

THREADS

@ TOP

PL3/4x4" SQ

TYP @ T&B AS

REQD BY NOTE 1.B.

AIR HOLES (2 TOTAL) WITH

SAME DIA AS ANCHOR ROD

HOLES

ANCHOR ROD

NUT @

BOTTOM,

TYP

(2) 1 1/2"Ø F1554 GR 55 ANCHOR

RODS (4 TOTAL) w/ DBL NUTS AND

12" PROJECTION ABOVE FTG

PL1 1/2 A572 GR 50 OVER

3" NON-SHRINK GROUT

STFNR PL SEE

GUSSET PL BOTH SIDES

WHERE OCCURS

NOTE:

1. HOLES IN BASE PL SHALL BE AS FOLLOWS:

A. 5/16" LARGER THAN ANCHOR ROD Ø; OR

B. 13/16" LARGER THAN ANCHOR ROD Ø

WHERE PL WASHERS ARE PROVIDED

(AS SHOWN BELOW). PL WASHERS

NEED NOT BE WELDED IF HORIZ STRUT

IS PROVIDED @ BASE.

A

S4.2

S4.2

20"

EQ EQ

E Q

E Q

5/16

STFNR PL

TYP

CJP @

GUSSET PL TO

BASE PL TYP

DCW CJP @

COL WEB AND

FLANGES

C L C

O L

CL COL

/2

/2

2 1/2" 2 1/2"

ELEVATION

STFNR PL1/2x6x 0'-8" @

CL COL EA SIDE OF WEB

SHAPED GUSSET PL

DIAG BRCG, SLOT @ CL TO

PASS GUSSET PL AS IN

HORIZ ANGLE

STRUT LLV

AT SLAB ON GRADE WHERE YIELD LINE

EXTENDS BELOW TOP OF CONC,

PROVIDE 1" COMPRESSIBLE MATERIAL EA

SIDE OF GUSSET BELOW TOC TO EXTEND

1" MIN BEYOND YIELD LINE

EXTEND VERT

WELD OF GUSSET

FULL HEIGHT OF PL,

TYP

EMBED PL 5/8" TO MATCH

BASE PL DIMENSIONS w/

3"Ø AIR HOLE CENTERED

BASE PL &

ANCHOR RODS

SEE UNO

ADDL BRACE CONDITION

SHOWN DASHED. NO

GUSSET SPLICES

PERMITTED.

FTG REINF

PER PLAN

DBL NUTS, TYP

GAP

2" TYP

SHALLOW CONDITION

YIELD LINE INTERSECTS

HORIZONTAL STRUT

STEEP CONDITION

YIELD LINE INTERSECTS

COLUMN FLANGE

1" TYP

3/4"Ø x 5" WHS

/2

C

L R

M A

X

SEE ELEVS

'L5'

WF COL

A572 GR 50 PL, MATCH

THICKNESS OF HORIZ

STRUT

S4.2

TOC

SEE PLAN

TOF

SEE PLAN

NOTES:

1. FOR GUSSET GEOMETRY & WELDING TO DIAGONAL BRACE, SEE .

2. FOR ALL OTHER WELDING INFORMATION, SEE .

3. WHERE WELD ACCESS IS LIMITED FROM BELOW STRUT PLATES, WELD FROM

ABOVE AND GRIND FLAT AS REQUIRED FOR STRUT PLACEMENT.

4/S4.2 A/S4.2

S4.2

S E

E E

L E

V S

'L

TY

P

1"

'S5' 'L5'

TYP

'S5' 'L5'

SEE NOTE 3

'S3'

TYP

CL WF COL

S E

E P

L A

N

4/S4.2

4/S4.2

1/S4.2

BRACE CONNECTION WELDING SCHEDULE

BRACE TO

GUSSET WELDS

AT BEAM TO COLUMN AND

BASE PL CONNECTIONS

'S1'

0.2500

'L1' PL 'T' 'S2' 'S3'

AT BEAM

MIDSPAN

CONNECTIONS

PL 'T' 'S4'

HORIZONTAL

STRUT

'S5'

0.3125

BRACE SIZE

HSS3x3x1/4

HSS4x4x5/16

(2) L4x4x5/8" HORIZ STRUT

0.3125

0.750

0.750

0.3125

NOTES:

1. GUSSET PL TO BE ASTM A572 GR 50.

2. PLATE LENGTHS MAY BE ADJUSTED ±1/2" TO FACILITATE FABRICATION. LENGTHS OF PLATES 'L1', 'L2', 'L3' AND 'L4' HAVE

BEEN INCREASED BY 1" TO ACCOMMODATE START-STOP TOLERANCE IN APPLICATION OF THE WELD. DESIGN OF THE GUSSET PLATES HAS ALSO CONSIDERED THE WELD ACCESS HOLES AND CORNER CLIPS WHERE THEY OCCUR.

DETAILER NEED NOT ADD ADDITIONAL LENGTH TO THE DIMENSION PROVIDED UNLESS THE GUSSET PLATE GEOMETRY

DICTATES SO.

3. WHERE DIAG BRCG & HORIZ STRUT ATTACH TO A COMMON CONN PL, THE DIAG BRCG SIZE SHALL DETERMINE THE

CONN PL 'T'.

4. FOR TYPICAL DIAGONAL BRACE SLOT DETAIL SEE .

5. ALL WELDS INDICATED AS 'DEMAND CRITICAL WELDS' (DCW) AS DEFINED IN AISC 341-10 SECTION A3.4B AND AWS

D1.8/D1.8m, SHALL BE MADE WITH FILLER MATERIAL THAT CAN PRODUCE WELDS WITH MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20°F AND 40 FT-LB @ 70°F. REFER TO AWS D1.8 CLAUSE 6/2 AND 6.3 FOR ADDITIONAL REQUIREMENTS AT 'DEMAND CRITICAL WELDS'. ALL OTHER WELDS SHOWN ON THIS SHEET SHALL BE

MADE WITH FILLER METALS MEETING THE REQUIREMENTS OF AWS D1.8 CLAUSE 6.1.

6. CONTRACTOR SHALL CLEARLY DELINEATE, WITH DURABLE METHODS, THE YIELD LINE ON ALL BRACED FRAME GUSSET PLATES TO FACILITATE PROPER INSTALLATION AND INSPECTION. FOR ADDITIONAL INFORMATION, SEE .

7. DO NOT MAKE ATTACHMENTS TO DIAGONAL BRACING OR GUSSET PLATES WITHIN PROTECTED ZONES, SEE .

8. FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR EACH JOINT, DRAWN TO THE SAME HORIZONTAL AND VERTICAL

SCALES SO THAT PROPER JOINT DETAILING MAY BE VERIFIED.

9. THE FABRICATOR SHALL SUBMIT ONE REPRESENTATIVE SAMPLE CONNECTION DETAIL FOR EACH JOINT

CONFIGURATION TYPE FOR REVIEW TO VERIFY THE PARAMETERS GIVEN HAVE BEEN PROPERLY INTERPRETED PRIOR TO DETAILING ALL OF THE BUILDING BRACED FRAME JOINTS. THE FABRICATOR IS TO DETAIL THE REMAINING JOINTS ONLY AFTER THIS SUBMITTAL HAS BEEN REVIEWED, APPROVED, AND RETURNED TO THE GENERAL CONTRACTOR.

10. 'L2', 'L3', 'L4' & 'L5' (WHERE OCCURS) INDICATE PLATE LENGTHS IN INCHES AS NOTED ON

FRAME ELEVATIONS.

'LU' INDICATES MAXIMUM UNBRACED LENGTH OF GUSSET PLATE. SEE AND OTHER DETAILS THIS

SHEET FOR ADDITIONAL INFORMATION

'L2'

'L3'

'LU'

1/S4.3

0.3125

0.31250.3125

0.3125

0.3125

0.3125

0.3125

0.750

0.750

REINF PL SCHEDULE

HSS

NOTES:

1. REINFORCING PLATE MATERIAL TO

MATCH BRACE MATERIAL OR BE

ASTM A572 GR 50.

2. WELDS HAVE BEEN DESIGNED TO

DEVELOP THE EXPECTED

STRENGTH OF THE REINFORCING

ON EACH SIDE OF THE SLOT IN

ACCORDANCE WITH AISC 341.

GUSSET PL

TERMINATE SLOT IN PIPE

@ PRE-DRILLED HOLE

HSS BRACE

PL 'T' + 1/8" MAX

SLOT WIDTH =

ERECTION BOLT AS

REQD, DO NOT

LOCATE AT REINF PL

REINFORCING PL

EA SIDE OF

BRACE

O V

E R

C U

T

M A

X

'SW'

'L P

L

'L P

L

CL BRACE &

GUSSET PL

C L O

V E

R C

U T

3x3

PL 'T'

1/2

'SW'

5/16

'LPL'

'WPL'

1 1/4"

4x4 3/8 5/16 8 2 1/4"

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:1

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

Author

S4.2

SPECIAL CONCENTRIC BRACE

FRAME DETAILS

Checker

612-164

A u th o r

DETAIL NO SCALE

S4.2

SCBF BRACE TO BEAM

AT MIDSPAN

523SD006

DETAIL NO SCALE

S4.2

SCBF FRACE TO

COLUMN -STRONG AXIS

523SD005

DETAIL NO SCALE

S4.2

SCBF GUSSET PLATE

GEOMETRY

523SD007

DETAIL NO SCALE

S4.2

SCBF COLUMN BASE

PLATE

523SD001

DETAIL NO SCALE

S4.2

SCBF BRACE TO

COLUMN FLANGE AT

BASE

523SD002

S4.2

A

523SD009

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

TYPICAL DETAILS

DETAIL NO SCALE

S4.2

SLOT AT HSS BRACE

523SD008

08/08/2022

U N

L B R

A C

E

D

BRACE

HATCHING INDICATES

EXTENT OF PROTECTED

ZONE TYPICAL

NOTES:

1. PROTECTED ZONES SHALL COMPLY WITH THE REQUIREMENTS

OF AISC 341 SECTION F2.5C. FABRICATOR SHALL SHOP PAINT

PROTECTED ZONES IN A COLOR THAT DOES NOT MATCH ANY

OTHER SHOP COATINGS AND PROTECTED ZONES SHALL BE

CLEARLY LABELED IN PAINT OR OTHER DURABLE MARKING

"PROTECTED ZONE: NO ATTACHMENTS ALLOWED IN THIS AREA".

2. DISCONTINUITIES CREATED BY FABRICATION AND/OR ERECTION

SHALL BE REPAIRED PER AISC 341 I2.1 AND AWSD1.8 6.15.

3. NO WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS

SHALL OCCUR WITHIN PROTECTED ZONES.

M

ID

S P

A N

L /4

B

R A

C E

T Y

P

D

WF COL SEE

FRAME ELEVS

COL CONTINUITY/CAP

PL PER

WF BEAM

COL ABOVE

WHERE OCCURS

NOTES:

1. SLOPE BEAM AT ROOF PER PLAN (WHERE

OCCURS).

2. FOR WELDING REQUIREMENTS, SEE SCBF BEAM

MOMENT CONNECTION WELDING NOTES.

GUSSET PL,

SEE

S4.3

WF BM WHERE

OCCURS, SEE PLAN

FOR CONNECTION Mk

SHEAR PL, SEE

FOR WELD ACCESS HOLE

@ T&B FLANGES SEE 6

S4.3

S4.3

DCW CJP

@ BOTT FLANGE

DCW CJP

@ TOP FLANGE

DCW CJP BM

WEB TO COL

A

S4.2

PLAN

COLUMN WF BEAM

CW

C f

COL CONTINUITY PL

EA SIDE OF COL

(A572 GR 50),

THICKNESS TO

MATCH OR EXCEED

BEAM FLANGE

CONTINUITY PL/ CAP PL WIDTH

TO MATCH COLUMN FLANGE.

NOTE:

1. FOR WELDING REQUIREMENTS, SEE SCBF BEAM MOMENT CONNECTION WELDING NOTES.

CORNER CLIP TYPICAL,

WHERE CURVED CORNER

CLIP PROVIDED, PROVIDE

1/2" MIN RADIUS

WF BM

BM TO COL CONNECTION

PER

CW = kCOL + 1 1/2"

Cf = k1COL+ 1/4"

S4.3

CAP PL (A572 GR 50) 'T'

TO MATCH OR EXCEED

BEAM FLANGE

THICKNESS. WHERE COL

OCCURS ABV PROVIDE

CONTINUITY PL AS

SHOWN BLW

'T

WF BEAM FLANGE

WIDER THAN COLUMN

FLANGE WHERE

OCCURS

DCW CJP @ WEB AND

FLANGES TYP @

CONTINUITY PL

CAP PL TO

COL WEB

5/16

2.5

3" 2"

WELD ACCESS

HOLE PER

COL CONTINUITY PL

T&B, SEE

FOR BEAM TO COL CONNECTION

(WEB & FLANGES), SEE

MkNOTES:

1. 1/4" MINIMUM, 1/2" MAXIMUM

2. 1" MINIMUM

3. 30° (±10°) MAX (WHERE OCCURS)

S4.3

S4.3

SHEAR PL (1/2" MIN),

SHAPED @ CONTRACTOR'S

OPTION

OPTIONAL PL LINE T&B

S4.3

PJP

SINGLE PL TO

COL FLANGE

ERECTION BOLTS AS

REQD BY CONTRACTOR

SHEAR PL

SHOWN DASHED

SEE

DETAIL A

t b f t b f

S4.3

NOTES:

1. BEVEL AS REQUIRED FOR THE WPS.

2. tbf OR 1/2", WHICHEVER IS LARGER (+1/2 tbf, OR -1/4tbf).

3. THE MINIMUM DIMENSION SHLL BE 3/4 tbf , OR 3/4", WHICHEVER IS GREATER. THE MAXIMUM DIMENSION

SHALL BE tbf (+1/4").

4. 3/8" MIN RADIUS (-0, +UNLIMITED).

5. 3 tbf(±1/2")

6. SEE AWS 6.11.2.1 FOR SURFACE ROUGHNESS

REQUIREMENTS.

7. TOLERANCES SHALL NOT ACCUMULATE TO THE

EXTENT THAT THE ANGLE OF THE ACCESS HOLE

CUT TO THE FLANGE SURFACE EXCEEDS 25°.

FO COL

FLANGE PER AWS

AS REQD

SEE SCBF

WELDING

NOTE 2.D.

2'-0" MAX

FRAME COL BEYOND,

SEE PLAN AND FRAME

ELEV

MIN

1'-0"

#3 @ 24''CC

#4 @ 12''CC; SEE NOTE 1;

EXTEND 3'-0" MIN INTO

SLAB ON

GRADE

#5 @ 12''CC @ FTG BEYOND;

(6) MIN PER FTG, 1'-0'' CLEAR

OF FTG EDGE

DBL L STRUT

SEE FRAME

ELEVS

#4 @ 12''CC

PAD FTG BEYOND

SEE PLAN

SECTIONS

SEE

& ARCH DWGS

SEE SECTION

(3) #5 CONT @ 6''CC;

EXTEND 10'-0'' MIN

BEYOND COLS

SLAB ON GRADE

PER PLAN

C L R

S E

E S

E C

T

IO

N S

TYP CONT FTG REINF

SEE SECTION

EXTERIOR FLATWORK,

SEE ARCH & CIVIL DWGS

CURB WHERE OCCURS

SEE SECTIONS

BLOCKOUT AS REQD

MIN

1-1/2" CLR

NOTES:

1. ROUGHEN CJ TO 1/4" MINIMUM AMPLITUDE. IN LIEU OF ROUGHENING, REDUCE

#4 DOWEL SPACING TO 6"CC MAX OR INCREASE DOWEL SIZE TO #5.

2. EXTEND BLOCKOUT OVER FRAME COL FTGS. DEEPEN GRADE BEAM TO MATCH

T.O. FRAME COL FTGS AS REQD.

3. REINF SHALL BE 1" MIN CLR FROM STRUTS UNLESS NOTED OR SHOWN

OTHERWISE

SEE NOTE 2

E Q

E Q

TYP

3" CLR

MIN

1'-0"

SEE NOTE 1

(3) #5 CONT T&B

T Y

P

C L R

#4 @ 18"CC

TOC

SEE PLAN

FC

B .O

C

O N

T

F T

G

CL COL &

FTG BYND

SLAB CJ

PER

B.O. GRADE BM

SEE PLAN

S1.3

SCBF BEAM MOMENT CONNECTION WELDING NOTES:

523SN001-1

1. GENERAL:

a. ALL WELDING AND INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH AISC 360

CHAPTER J, AISC 341 I2.3 AND CHAPTER J, AISC 358 CHAPTER 3, AWS D1.1 AND D1.8.

b. ALL CJP (COMPLETE JOINT PENETRATION) WELDS SHALL BE CONSIDERED DEMAND CRITICAL

WELDS (DCW) IN ACCORDANCE WITH AISC 341 A3.4B.

2. PROCESS:

a. ONLY WELDING PROCESSES PERMITTED BY AWS D1.1 AND D1.8 ARE ALLOWED. ALL WELDING

PARAMETERS SHALL COMPLY WITH THE APPROVED WRITTEN WPS IN ACCORDANCE WITH

AWS D1.1. ALL ELECTRODE FILLER METAL SHALL HAVE MINIMUM CHARPY V-NOTCH

TOUGHNESS IN ACCORDANCE WITH AISC 341 A3.4B

b. WELD DAMS ARE NOT ALLOWED. WELD TAB EXTENSIONS SHALL BE REMOVED FROM BOTH

THE TOP AND BOTTOM FLANGES AND THE WELD ENDS SHALL BE GROUND SMOOTH IN

ACCORDANCE WITH AISC 358 3.3.4 AND AWS D1.8

c. BEAM BOTTOM FLANGE TO COLUMN FLANGE WELDING SEQUENCE SHALL COMPLY TO AWS

D1.8 6.14. AFTER CJP WELDS ARE COMPLETE, REMOVE BACK-UP BAR, BACK GOUGE AND

PROVIDE REINFORCING FILLET IN ACCORDANCE WITH AISC 358 3.3.2

d. BACK-UP BAR AT BEAM TOP FLANGE TO COLUMN FLANGE WELDS SHALL BE IN ACCORDANCE

WITH AISC 358 3.3.3. BACKING MAY REMAIN UNLESS THE CONNECTIONS ARE EXPOSED TO

VIEW. AT VISIBLE LOCATIONS, BACK-UP BARS SHALL BE REMOVED USING THE SAME

PROCEDURE AS BEAM BOTTOM FLANGE.

e. AT CONTINUITY PLATE CJP WELDS, PROVIDE BACK-UP BARS IN ACCORDANCE WITH AISC 358

3.3.1. BACKING MAY REMAIN UNLESS THE CONNECTIONS ARE EXPOSED TO VIEW. AT VISIBLE

LOCATIONS, BACK-UP BARS SHALL BE REMOVED USING THE SAME PROCEDURE AS BEAM

BOTTOM FLANGE.

3. QUALIFICATIONS:

a. WELDING OPERATORS SHALL BE QUALIFIED FOR FULL PENETRATION WELDS SHOWN PER AWS

D1.1 AND AWS D1.8.

b. WELDING INSPECTORS AND TESTING TECHNICIANS SHALL BE QUALIFIED IN ACCORDANCE

WITH AWS D1.1, AWS D1.8 AND AISC 341 CHAPTER J.

4. QUALITY ASSURANCE:

a. QUALITY ASSURANCE SHALL BE PROVIDED IN ACCORDANCE WITH AISC 341 CHAPTER J.

b. CONTRACTOR SHALL SUBMIT ALL QUALITY ASSURANCE DOCUMENTS REQUIRED BY AISC 341

CHAPTER J FOR REVIEW BY THE STRUCTURAL ENGINEER.

c. QUALITY ASSURANCE AGENCY (TESTING AGENCY) SHALL SUBMIT ALL QUALITY ASSURANCE

DOCUMENTS REQUIRED BY AISC 341 CHAPTER J FOR REVIEW BY THE STRUCTURAL ENGINEER.

5. TESTING & INSPECTION:

a. TESTING AND INSPECTION SHALL BE IN ACCORDANCE WITH AISC 360 CHAPTER N, AISC 341 CHAPTER J (AS MODIFIED BY THE CBC), AWS D1.8 AND CBC

SECTION 1705A.2.1 AND TABLE 1705A.2.1.

WF COL

WF BM

SHAPED GUSSET PL

DIAG BRCG, SLOT AT CL

TO PASS PL AS IN

WF BM

PROVIDE TOTAL # OF WHS @ WF BM

PER PLAN; DO NOT LOCATE STUDS

WITHIN 4 1/2" OF COMPRESSIBLE

MATERIAL (STUDS NOT SHOWN)

STFNR PL3/8 @ ALL CONDS, ABOVE & BELOW WF

BM WHERE WP'S DO NOT DIRECTLY INTERSECT

@ COL OR BM; OMIT IF PL WOULD BE LESS THAN

2" LONG

AT CONC o/ MTL DECK WHERE YIELD

LINE EXTENDS BELOW TOP OF CONC,

PROVIDE 1" COMPRESSIBLE MATERIAL

EA SIDE OF GUSSET BELOW TOC TO

EXTEND 1" MIN BEYOND YIELD LINE

MOMENT CONN

PER

SHALLOW CONDITION

YIELD LINE INTERSECTS

BEAM FLANGE

STEEP CONDITION

YIELD LINE INTERSECTS

COLUMN WEB

(2) SIDED CONDITION

WHERE OCCURS

TOC

SEE PLAN

TYP

BEAM CONN PER PLAN

WHERE NO BRACE

OCCURS ABV OR BLW

WELD ACCESS HOLE

IN GUSSET AS REQD

(1 1/2" MAX WIDTH)

3/4"x3/4" MAX

CORNER CLIP WHERE

OCCURS, TYP

'D

'D '/2

'D '/2

TYP

1"

TYP

1"

5/16

TYP

'S2'

TYP

'S3'

TYP

NOTES:

1. FOR GUSSET GEOMETRY & WELDING TO DIAGONAL BRACE, SEE .

2. FOR ALL OTHER WELDING INFORMATION, SEE .

SEE ELEVS

'L2' TYP

S E

E E

L E

V S

'L

' T Y

P

S4.2

A/S4.2 4/S4.2

S4.3

WF BEAM

SHEAR PL

SIM AS IN

WF BM WHERE

OCCURS; SEE PLAN

FOR CONNECTION Mk

CONTINUITY PL

SEE

COL ABV WHERE

OCCURS

VERT PL w/ THICKNESS TO

MATCH OR EXCEED BEAM WEB

(3/8" MIN)

GUSSET PL, SEE

COL CAP PL; WHERE

COL CONTINUES ABOVE,

USE PL EA SIDE AS IN

BELOW, SEE

PL SIZE &

WELD PER

WF COL

NOTES:

1. SLOPE BEAM AT ROOF PER PLAN.

2. FOR WELDING REQUIREMENTS, SEE SCBF BEAM MOMENT CONNECTION WELDING NOTES.

3" MIN

5/16

VERT PL TO

CONT PL/CAP PL

T&B TYP

DCW CJP

@ BOTT FLANGE

5/16

SHEAR PL

TO BM WEB

(3) SIDES

DCW CJP

@ TOP FLANGE

DCW CJP

VERT PL TO

COL WEB

DCW CJP

BM WEB TO

VERT PL

5/16

SHEAR PL TO

VERT PL

(3) SIDES

S4.3

S4.3

S4.3

A

S4.2

S5.1

EQ EQ

SLAB ON GRADE

PER PLAN

FRAME COL

BEYOND SEE

PLAN AND

FRAME ELEV

#4@12''CC

#4 @ 18''CC;

SEE NOTE 1

EXTEND 3'-0" MIN

INTO SLAB ON GRADE

#5 @ 12''CC @ FTG BEYOND,

(6) MIN PER FTG, 1'-0''

CLEAR OF FTG EDGE

DBL L STRUT

SEE FRAME

ELEVS

MIN

1'-0"

#4 @ 18''CC

PAD FTG BEYOND

SEE PLAN

C L R

MIN

1'-0"

MIN

1 1/2" CLR

3" CLR

(3) #5 CONT

BOTTOM

BARS

3"

Q

E Q

(4) #5 CONT

TOP BARS

SEE NOTE 1

NOTES:

1. ROUGHEN CJ TO 1/4" MINIMUM AMPLITUDE.

2. EXTEND BLOCKOUT OVER FRAME COL FTGS. DEEPEN GRADE BEAM TO MATCH

T.O. FRAME COL FTGS AS REQD.

3. REINF SHALL BE 1" MIN CLR FROM STRUTS UNLESS NOTED OR SHOWN OTHERWISE.

4'-0" MIN

BLOCKOUT AS REQD

SEE NOTE 2

#4 @ 18"CC

T Y

P

C L R

TOC

PER PLAN

B.O. GRADE BM

PER PLAN

SLAB

CJ

CL COL &

FTG BYND

SLAB CJ

PER

18"

12"12"

S1.3

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:2

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

Author

S4.3

SPECIAL CONCENTRIC BRACE

FRAME DETAILS

Checker

612-164

A u th o r

DETAIL

S4.3

1/4" = 1'-0"1

PROTECTED ZONES FOR

BRACED FRAMES

523SD015 - Protected Zones for Braced Frames1

DETAIL

S4.3

1" = 1'-0"2

SCBF BEAM TO COLUMN

FLANGE -MOMENT CONN

523SD024 - SCBF - Moment Connection - Beam to Column Flange1

DETAIL

S4.3

1" = 1'-0"3

SCBF CONTINUITY

PLATES -MOMENT CONN

523SD026 - SCBF - Beam Moment Connection - Continuity Plates1

DETAIL

S4.3

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

SPECIAL CONCENTRIC

BRACED FRAME

523SD027 - Single Concentric Braced Frame Single Plate Shear Conn1

DETAIL

S4.3

6" = 1'-0"6

WELD ACCESS HOLE

523SD028 - SMF - Weld Access Hole Copy 2

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

TYPICAL DETAILS

DETAIL NO SCALE

S4.3

EXTERIOR STRUT AT

GRADE BEAM

523SD029

DETAIL NO SCALE

S4.3

SCBF BRACE TO

COLUMN -WEAK AXIS

523SD004

DETAIL NO SCALE

S4.3

SCBF BEAM TO COLUMN

WEB -MOMENT CONN

523SD025

DETAIL NO SCALE

S4.3

STRUT GRADE BEAM

INTERIOR CONDITION

523SD030

08/08/2022

WF COL

COL CONTINUITY PL

EA SIDE COLUMN

WEB WHERE OCCURS

SEE

WF BEAM

COL ABOVE

WHERE OCCURS

FOR WELD ACCESS HOLE

@ T&B FLANGES SEE

SHEAR PL

SEE

DCW CJP @ TOP FLANGE

SEE SMF WELDING NOTE 2.D.

FOR CONDITIONS WHERE

BACKING MUST BE REMOVED

S4.4

A/S4.4 7/S4.4

NOTES:

1. SLOPE BM AT ROOF PER PLAN.

2. FOR WELDING REQUIREMENTS, SEE SMF WELDING NOTES ON GENERAL NOTES SHEET.

3. FOR PROTECTED ZONE REQUIREMENTS, SEE

4. FOR SHEAR PLATE THICKNESS, BOLTS, & WELDING, SEE

DCW CJP @ BOTT FLANGE

REMOVE BACKING; SEE

WELDING NOT 2.C.

DCP CJP BM WEB

TO COL FLANGE

BACK GOUGE

S4.4

S4.4

PLAN

WF COLUMN

WF BEAM

Cw

C f

CONTINUITY PL @

T&B FLANGES. FOR

THICKNESS, SEE

(A572, GR 50)

CONTINUITY PL WIDTH TO

MATCH COLUMN FLANGE

NOTES:

1. FOR WELDING AND INSPECTION REQUIREMENTS, SEE SMF WELDING NOTES ON SHEET

2. AT END COLUMNS OF FRAMES WHERE NO BEAM FLANGE WELD OCCURS DIRECTLY OPPOSITE

CONTINUITY PLATE, THE FREE SIDE OF THE CONTINUITY PLATE MAY HAVE 5/8" FILLET WELD T&B

TO COLUMN FLANGE IN LIEU OF CJP WELD.

1/2" MIN

RADIUS

BM WHERE

OCCURS

BEAM TO COL

CONN PER

Cw = kCOL + 1 1/2"

Cf = k1COL+ 1/4"

DCW CJP @ WEB TYP

SEE SMF WELDING NOTE 2.E.

FOR CONDITIONS WHERE

BACKING MUST BE REMOVED

DCW CJP @ FLANGE TYP, SEE

NOTE 2 BELOW WHERE FILLET

IS ALLOWED. SEE SMF WELDING

NOTE 2.E. WHERE BACKING

MUST BE REMOVED @ CJP

TYP WHEN BACKING REMAINS

& WHEN BACKING REMOVED.

SEE SMF WELDING NOTE 2.E

S4.4

A

S4.4

S4.4

/4

M

IN

/2

M

A X

E D

G E

O F

B M

W E

B

SHEAR TAB

SHOWN DASHED

DETAIL A

Mk t b f t b f

NOTES:

1. BEVEL AS REQUIRED BY THE WPS.

2. Tbf OR 1/2", WHICHEVER IS LARGER (PLUS 1/2 tbf , OR MINUS

1/4 tbf).

3. THE MINIMUM DIMENSION SHALL BE 3/4 tbf, OR 3/4", WHICHEVER IS GREATER. THE MAXIMUM DIMENSION SHALL

BE tbf (+1/4")

4. 3/8" MINIMUM RADIUS (-0, + UNLIMITED)

5. 3* tbf (+/- 1/2")

6. SEE AWS 6.11.1.2 FOR SURFACE ROUGHNESS

REQUIREMENTS.

7. TOLERANCE SHALL NOT ACCUMULATE TO THE EXTENT

THAT THE ANGLE OF THE ACCESS HOLE CUT TO THE

FLANGE SURFACE EXCEEDS 25°.

FO COL

FLANGE

AS REQD

PER AWS

SEE SMF

WELDING

NOTE 2.D.

G E

O F

S H

R T

A B

PL1-1/2 ASTM A572 GR 50

OVER 3" FLOWABLE

NON-SHRINK GROUT

(3) 2 1/16"Ø HOLES FOR 1 1/4"Ø F1554

GR 55 ANCHOR RODS w/ DBL NUTS

AND 12" PROJ ABOVE FTG. PROVIDE

PL3/8x3 SQ WASHERS w/ DBL NUTS

@ EMBEDDED END OF RODS

WF COLUMN

PL1/2x4 SQ w/ STD HOLES

@ EA ROD @ T&B OF PLATE

1/2" NO WELD TYP

BASE PLATE SCHEDULE

COLUMN

SIZE

'W' 'D'

'D'

3" 3"EQ EQ

(2) 2"Ø AIR HOLES

1 1/4" 1 1/4"

'W

E Q

E Q

5/16 2

TYP @

EA PL

3/8

NO WELD AT

'K' REGION

W14x82 20" 24"

BASE PL

WF COL

FTG PER PLAN

PL3/4x7x1'-4" PERP TO BASE PL;

FOR REBAR WELD TO PL SEE

IN LIEU OF ADDL PL BASE

PL MAY BE EXTENDED

TIE BEAM WHERE

OCCURS SLAB ON GRADE

#4 @ 18"CC

(2) #6 CONT TOP

(3) #7 CONT BOTTOM

WELDED DOWELS

ALSO SHOWN

#3 TIES @ 12"CC TYP

REDUCE SPCG TO 4"CC

w/IN 3'-0" OF COLUMN

WF COL BEYOND

TYP SLAB REINF

12" 12"

SECTION A-A

TYP CONCRETE TIE BEAM

#7 x 6'-0" MIN

WELDED DOWELS.

LAP SPLICE w/ CONT

BARS

NOTES:

1. FRAME COLUMN FOOTING NOT SHOWN FOR CLARITY.

2. DETAIL ASSUMES STEEL COLUMN IS ERECTED PRIOR TO SLAB ON GRADE PLACEMENT UNLESS

OPTIONAL CJ IS PROVIDED AS SHOWN.

3. LOWER TOP BARS AT TIE BEAMS WHERE SLAB DEPRESSIONS OCCUR.

4. WHERE UTILITY PIPES OCCUR WITHIN OR BELOW TIE BEAMS, SEE

5. INCREASE DEPTH OF TIE BEAM WHERE PIPES CONFLICT w/ BOTTOM #7 CONT BARS. SLOPE BARS 1:6

STARTING AT PIPE, BACK UP TO TYP TIE BEAM DEPTH.

SECTION A-A

TIE BEAM AT EDGE OF SLAB

LINE OF TYP SLAB EDGE

FTG BEYOND; CONTINUE TYP

REINF THROUGH TIE BEAM;

TYP REINF NOT SHOWN FOR

CLARITY

1'-6"

TYP SMF BASE PL

#4 @ 12"CC

1'-6"

3/4" FOAM OR OTHER

COMPRESSIBLE

MATERIAL ALL AROUND

COLUMN TO THE DEPTH

INDICATED

(3) #5 EA WAY

30"

ADDL TIE AT EDGE OF PLATE,

BEYOND WELDED DOWEL

18"

OPTIONAL CJ

w/ #4 x 4'-0"

DOWELS @ 18"CC

OPTIONAL TIE BEAM CJ MAY

BE LOCATED 6" BEYOND END

OF WELDED DOWELS;

LOCATION RELATIVE TO COL

NOT SHOWN TO SCALE

M

IN

M A

T C

H C

O L T

O F

A

A

S4.4

TOC

SEE PLAN

TOF

SEE PLAN

C L R

OPTIONAL BLOCKOUT

3'-0" MIN

DCW CJP

REMOVE BACKING

1 1/2" CLR TO TIES

3" CLR IF NOT FORMED

EOS

C L R

M

IN

/2

C L R

T O

T

IE

S

C L R

IN

3 "

S1.3

4/S1.3

CONTINUITY PLATES,

SEE

WF COL WF BEAM

COL CONTINUITY PL

SIDE WEB WHERE

OCCURS, SEE

DOUBLER PL, SEE ELEVS FOR

THICKNESS AND LOCATION OF

CONDITION 'A' AND 'B'

CONDITION 'A' w/ DOUBLER

DIRECTLY AGAINST COL WEB

CONDITION 'B' w/ DOUBLER

AWAY FROM COL WEB

@ COND 'A' WHERE DOUBLER

IS DIRECTLY AGAINST COL WEB

PROVIDE 1"Ø PLUG WELD

@ 6"CC EA WAY TYP

WHERE WELD OCCURS IN

'K' REGION, PROVIDE

TESTING IN ACCORDANCE

w/ AISC 341 J6

DOUBLER @ ONE OR BOTH

SIDES OF COL WEB

DOUBLER PL AT BOTH

SIDES OF COL WEB

COL ABOVE

WHERE OCCURS

SHEAR TAB CONN FOR

PERP BM, WHERE OCCURS,

WELD TO DOUBLER & CONT PL

FLOOR ROOF

S4.4

S4.4

S5.1

S5.1

NOTES:

1. FOR WELDING REQUIREMENTS, SEE SMF WELDING NOTES ON SHEET

2. DOUBLER PL TO BE SAME GRADE AS COL.

3. DOUBLER PL TO BE PLACED ON EXTERIOR FACE OF COLUMN WEB, TYP UNO.

4. SEE FRAME ELEVATION FOR LOCATION OF CONDITION 'A' & 'B'.

PROVIDE CONDITION 'A' WHERE NOT OTHERWISE NOTED.

T Y

P

'K

/2

'T'-1/16

TYP @ T&B WELD

TO CONTINUITY PL

WHERE OCCURS

CJP

S4.4

HATCHING INDICATES

EXTENT OF PROTECTED

ZONE TYPICAL

FACE

OF COL

NOTES:

1. PROTECTED ZONES SHALL COMPLY WITH THE REQUIREMENTS OF AISC 341 AND

AISC 358. FABRICATOR SHALL SHOP PAINT PROTECTED ZONES IN A COLOR THAT

DOES NOT MATCH ANY OTHER SHOP COATINGS AND PROTECTED ZONES SHALL BE

CLEARLY LABELED IN PAINT OR OTHER DURABLE MARKING "PROTECTED ZONE: NO

ATTACHMENTS ALLOWED IN THIS AREA".

2. DISCONTINUITIES CREATED BY FABRICATION AND/OR ERECTION SHALL BE

REPAIRED PER AISC 341 I2.1 AND AWSD1.8 6.15.

3. NO WHS @ METAL DECKING SHALL OCCUR WITHIN PROTECTED ZONE. PUDDLE

WELDS AT METAL DECK ARE ACCEPTABLE.

4. NO WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS SHALL OCCUR WITHIN

PROTECTED ZONES.

TYP EXTENT OF

PROTECTED ZONE

WF OR BUILT-UP

FRAME COL TYP

WF FRAME

BEAM TYP

'D' BEAM

521SD009

MOMENT FRAME CONNETION

SCHEDULE1

SHEAR CONN

BM SIZE 'T' 'T'

MAXIMUMS

PACING

FOR BM

BRACING5

BOLTS3

FLANGE

WELD2,4

WEB

WELD2

CONTINWUTY PL

NOTES:

1. ALL MOMENT FRAMES WELDING SHALL BE IN ACCORDANCE WITH AISC 358

CHAPTER 3 AND WELDING NOTES ON THIS SHEET.

2. DEMAND CRITICAL WELDS PER AISC 341 SECTION A3.4B & I2.3

3. SHEAR CONNECTION BOLTS ARE A325-SC, STD.

4. SEE DETAILS FOR CONDITIONS WHERE FILLET IS ACCEPTABLE.

5. BEAM BRACING SHALL BE PROVIDED AS SHOWN IN &

W24x62 (3) 1"Ø 3/8 5/8 CJP CJP 5'-3"

10/S5.1 11/S5.1

SMF WELDING NOTES

521SN001

1. GENERAL:

a. ALL WELDING AND INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH AISC 360

CHAPTER J, AISC 341 I2.3 AND CHAPTER J, AISC 358 CHAPTER 3, AWS D1.1. AND D1.8.

b. ALL CJP (COMPLETE JOINT PENETRATION) WELDS SHALL BE CONSIDERED DEMAND

CRITICAL WELDS (DCW) IN ACCORDANCE WITH AISC 341 A3.4B.

2. PROCESS:

a. ONLY WELDING PROCESSES PERMITTED BY AWS D1.1 AND D1.8 ARE ALLOWED. ALL

WELDING PARAMETERS SHALL COMPLY WITH THE APPROVED WRITTEN WPS IN

ACCORDANCE WITH AWS D1.1. ALL ELECTRODE FILLER METAL SHALL HAVE MINIMUM

CHARPY V-NOTCH TOUGHNESS IN ACCORDANCE WITH AISC 341 A3.4B.

b. WELD DAMS ARE NOT ALLOWED. WELD TAB EXTENSIONS SHALL BE REMOVED FROM BOTH

THE TOP AND BOTTOM FLANGES AND THE WELD ENDS SHALL BE GROUND SMOOTH IN

ACCORDANCE WITH AISC 358 3.4 AND AWS D1.8.

c. BEAM BOTTOM FLANGE TO COLUMN FLANGE WELDING SEQUENCE SHALL COMPLY TO AWS

D1.8 6.14. AFTER CJP WELDS ARE COMPLETE, REMOVE BACK-UP BAR, BACK GOUGE AND

PROVIDE REINFORCING FILLET IN ACCORDANCE WITH AISC 358 3.3.2.

d. BACK-UP BAR AT BEAM TOP FLANGE TO COLUMN FLANGE WELDS SHALL BE IN

ACCORDANCE WITH AISC 358 3.3.3. BACKING MAY REMAIN UNLESS THE CONNECTIONS

ARE EXPOSED TO VIEW. AT VISIBLE LOCATIONS, BACK-UP BARS SHALL BE REMOVED USING

THE SAME PROCEDURE AS BEAM BOTTOM FLANGE.

e. AT CONTINUITY PLATE CJP WELDS, PROVIDE BACK-UP BARS IN ACCORDANCE WITH

AISC 358 3.3.1. BACKING MAY REMAIN UNLESS THE CONNECTIONS ARE EXPOSED TO VIEW.

AT VISIBLE LOCATIONS, BACK-UP BARS SHALL BE REMOVED USING THE SAME PROCEDURE

AS BEAM BOTTOM FLANGE.

3. QUALIFICATIONS:

a. WELDING OPERATORS SHALL BE QUALIFIED FOR FULL PENETRATION WELDS SHOWN PER

AWS D1.1 AND AWS D1.8.

b. WELDING INSPECTORS AND TESTING TECHNICIANS SHALL BE QUALIFIED IN ACCORDANCE

WITH AWS D1.1, AWS D1.8 AND AISC 341 CHAPTER J.

4. QUALITY ASSURANCE:

a. QUALITY ASSURANCE SHALL BE PROVIDED IN ACCORDANCE WITH AISC 341 CHAPTER J.

b. CONTRACTOR SHALL SUBMIT ALL QUALITY ASSURANCE DOCUMENTS REQUIRED BY AISC

341 CHAPTER J FOR REVIEW BY THE STRUCTURAL ENGINEER .

c. QUALITY ASSURANCE AGENCY (TESTING AGENCY) SHALL SUBMIT ALL QUALITY ASSURANCE

DOCUMENTS REQUIRED BY AISC 341 CHAPTER J FOR REVIEW BY THE STRUCTURAL

ENGINEER.

5. TESTING & INSPECTION:

a. TESTING AND INSPECTION SHALL BE IN ACCORDANCE WITH AISC 360 CHAPTER N, AISC 341 CHAPTER J (AS MODIFIED BY THE CBC), AWS D1.8 AND CBC SECTION 1705A.2.1 AND

TABLE 1705A.2.1.

3" 2 1/2"

T Y

P ýý ý ý

DCW CJP

SINGLE PL TO

COL FLANGE

BACK GOUGE

TPL - 1/16"

WELD ACCESS

HOLE PER

COL CONTINUITY PL

T&B, SEE

FOR BEAM TO COL

CONNECTION (WEB

& FLANGES), SEE

MkNOTES:

1. 1/4" (6 MM) MINIMUM, 1/2" (12 MM) MAXIMUM

2. 1" MINIMUM

3. 30° (±10°)

4. 2" MINIMUM

5. 1/2" MINIMUM DISTANCE, 1" MAXIMUM DISTANCE FROM

END OF FILLET WELD TO EDGE OF ACCESS HOLE

G

BOLTS PER

SINGLE PL

TO BM WEB

5/16

S4.4

S4.4

A

S4.4

S4.4

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:2

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

Author

S4.4

SPECIAL MOMENT FRAME

DETAILS

Checker

612-164

A u th o r

DETAIL

S4.4

1" = 1'-0"1

SMF BEAM TO COLUMN

FLANGE

521SD001 - SMF - Beam to Column Flange1

DETAIL

S4.4

1" = 1'-0"2

SMF CONTINUITY PLATES

521SD002 - SMF - Moment Frame Continuity Plates1

DETAIL

S4.4

6" = 1'-0"3

SMF WELD ACCESS HOLE

521SD004 - SMF - Weld Access Hole1

DETAIL

S4.4

1" = 1'-0"4

SMF BASE PLATE -TYPE 1

521SD005 - SMF - Type I Base Plate1

DETAIL

S4.4

1" = 1'-0"5

SMF CONCRETE TIE BEAM

521SD006 - SMF - Tie Beam1

DETAIL

S4.4

1" = 1'-0"6

SMF DOUBLER PLATES

521SD007 - SMF - Doubler Plates1

DETAIL

S4.4

1/4" = 1'-0"7

SMF PROTECTED ZONES

521SD008 - Protected Zones for Moment Frames1

S4.4

A

521SD009

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

TYPICAL DETAILS

DETAIL NO SCALE

S4.4

SMF SINGLE PLATE

SHEAR CONNECTION

521SD013

NOTES:

1. CONTRACTOR MAY USE HORIZONTAL SHORT SLOTTED HOLES FOR THESE CONNECTIONS

ONLY. THE SHORT SLOTTED HOLES SHALL BE IN THE SHEAR PL WITH HARDENED WASHERS

PROVIDED OVER THE SLOTS. TYPE 'N' BEARING CONNECTIONS SHALL BE USED.

2. FOR SHEAR PLATE THICKNESS, BOLTS, & WELDING INFORMATION NOT NOTED, SEE

"C

C T

Y P

COPE FLANGE

T&B AS REQD

"C

C T

Y P

WF BEAM

A/S5.1

SEE LEFT FOR ADDL INFO

2" 3"

D

"T

Y P

'K

D

'W'

END OF BM

'K

/4

M

IN

FACE OF WEB

/4

/4

/4

2"

WF BEAM

COPE FLANGE

AS REQD

"C

C T

Y P

A/S5.1

NOTES:

1. IF 'A' > 6" EXTEND SHEAR PL TO MATCH OPPOSING SHEAR PL.

2. CONTRACTOR MAY USE HORIZONTAL SHORT SLOTTED HOLES FOR THESE

CONNECTIONS ONLY. THE SHORT SLOTTED HOLES SHALL BE IN THE SHEAR PL

WITH HARDENED WASHERS PROVIDED OVER THE SLOTS. TYPE 'N' BEARING

CONNECTIONS SHALL BE USED.

3. FOR SHEAR PLATE THICKNESS, BOLTS, & WELDING INFORMATION NOT NOTED,

SEE

2" 3"

"T

Y P

'A

FACE OF WEB

END OF BM

'K

/4

M

IN

'W'

/4

2"

UNEQUAL BEAM DEPTHS

CONDITION 2

SEE "EQUAL BEAM DEPTHS" FOR

INFO NOT NOTED

WT SECTION TO MATCH

DEEPER BEAM FLANGE

WIDTH; CUT WEB TO

MATCH BEAM DEPTH

2'-0" WHERE

BO WT = BO BM

HALF-HT STFNR PL1/4

WHERE WT DEPTH > 3"

"C

C T

Y P

WF BEAM

A/S5.1

"C

C T

Y P

EQUAL BEAM DEPTHS UNEQUAL BEAM DEPTHS

CONDITION 1

SEE "EQUAL BEAM DEPTHS" FOR

INFO NOT NOTED

NOTE:

FOR SHEAR PLATE THICKNESS, BOLTS, &

WELDING INFORMATION NOT SHOWN, SEE

2" 3"

'K

T Y

P

T Y

P

1'-6" TYP

CJP T&B

FLANGE TYP

'W'

3/16

1/4

2"

/4

'K

/4

M

IN

END OF BM

'K

/4

M

IN

FACE OF WEB

WF COLUMN

CAP PL1/2

2"

WF BEAM

A/S5.1

NOTES:

1. CONDITION WITH BEAM EACH SIDE OF COLUMN SIMILAR.

2. FOR SHEAR PLATE THICKNESS, BOLTS & WELDING

INFORMATION NOT NOTED, SEE .

3. OMIT WELD AT 'k' REGIONS.

SHEAR PL

2" 3"

/4

/4

"C

C T

Y P

T Y

P

1/4

WEB,

NOTE 3

'K

/4

M

IN

W

1/4

INSIDE 2

FLANGES,

NOTE 3

WF COLUMN

WF BEAM

2" 3"

2"

A/S5.1

NOTES:

1. CONDITION WITH BEAM EACH SIDE OF COLUMN SIMILAR.

2. FOR SHEAR PLATE THICKNESS, BOLTS & WELDING

INFORMATION NOT NOTED, SEE

SHEAR PL

T Y

P

/4

/4

"C

C T

Y P

'K

/4

M

IN

W

WF COLUMN

WF BEAM

PL1/2 AT 'D' ≤ 18"

PL3/4 AT 'D' > 18"

CAP PL1/2

TYP

2"

A/S5.1

NOTES:

1. CONDITION WITH BEAM EACH SIDE OF

COL SIMILAR.

2. FOR SHEAR PLATE THICKNESS, BOLTS

& WELDING INFORMATION NOT NOTED,

SEE .

3. OMIT WELD AT 'k' REGIONS.

SHEAR PL

2" 3"

'D

/4

"C

C T

Y P

/4

T Y

P

'K' CLR

'K

/4

M

IN

1/4

INSIDE 2

FLANGES,

NOTE 3

5/16

TYP TO COL

FLANGES T&B

W

(3) SIDES

1/4

WEB,

NOTE 3

WF COLUMN

WF BEAM

PL T&B

PL1/2 AT 'D' ≤ 18"

PL3/4 AT 'D' > 18"

CLR TYP

2"

2" 3"

A/S5.1

NOTE:

FOR SHEAR PLATE THICKNESS,

BOLTS & WELDING INFORMATION

NOT NOTED, SEE

SHEAR PL

'D

/4

"C

C T

Y P

/4

T Y

P

'K'

'K

/4

M

IN

W

(3) SIDES

5/16

TYP TO COL

FLANGES T&B

'TC'/2

WF COLUMN

PROVIDE ADDL

CONTINUITY PL

WHERE 'H' > 3" TYP

COL CONTINUITY PL THICKNESS

'TC' TO EQUAL OR EXCEED THICKEST

BM FLANGE 'TF', PL1/2 MIN (A572, GR 50)

'T F

'T C

'T F

2" 3"

A/S5.1

WF BM, TYP

SHEAR PL,

TYP

NOTE:

FOR SHEAR PLATE THICKNESS,

BOLTS & WELDING INFORMATION

NOT NOTED, SEE

2"

'H

/4

"C

C T

Y P

T Y

P

C L P

L

B E

A M

'K

/4

M

IN

TYP

TO WEB

CJP PL TO

FLANGE, TYP

W

TYP

CJP T&B

FLANGE TYP

WF BEAM

WF COLUMN

'TC'/2

STFNR PL THICKNESS 'TC' TO

EQUAL OR EXCEED THICKEST

BM FLANGE 'TF', PL1/2 MIN

(A572, GR 50)

'T F

2"

2" 3"

NOTE:

FOR SHEAR PLATE THICKNESS,

BOLTS & WELDING INFORMATION

NOT NOTED, SEE

SHEAR PL

'TC'/2

A/S5.1

/4

"C

C T

Y P

/4

T Y

P

'T c

'K

/4

M

IN

TYP T&B

CJP T&B

FLANGE TYP

CJP T&B

TYP

(3) SIDES

TYP

WF BEAM CONNECTION

SCHEDULE

NOTES:

1. THIS SCHEDULE APPLIES TO NON-FRAME CONNECTIONS, TYPICAL.

2. SHEAR PL MAY BE ASTM A36 OR ASTM A572 GR 50.

BEAM SIZE

C8 & C10

W8 & W10

W12 & W14

W16

W18

NO. & DIA.

BOLTS

(2) 7/8"Ø A325-N

SHEAR PL

THICKNESS 1 'T'

1/4

1/4

1/4

3/8

3/8

3/16

3/16

3/16

1/4

1/4

'W'

W21

W24

W27

(2) 7/8"Ø A325-N

(3) 7/8"Ø A325-N

(4) 7/8"Ø A325-N

(5) 7/8"Ø A325-N

(5) 7/8"Ø A325-N

(6) 7/8"Ø A325-N

(7) 7/8"Ø A325-N

3/8

3/8

3/8

1/4

1/4

1/4

W30 (8) 1"Ø A490-N 5/16

W33 (9) 1"Ø A490-N 5/16

W36 (10) 1"Ø A490-N 1/2 5/16

1/2

1/2

WF BM WF BM

FULL DEPTH SHEAR PL

w/ HSB

PER

'D

ADD SHAPED PL3/8

WHERE 'D2' < 'D1'/2 AND/OR 'D1' - 'D2' > 10";

USE PL5/8 WHERE 'D1' - 'D2' > 18"

W H

E R

E S

H A

P

L O

C C

U R

S

NOTE:

WHERE BEAMS OCCUR BOTH SIDES, THE REQUIREMENTS OF

THIS DETAIL NEED ONLY APPLY TO ONE BEAM UNO.

(3

M

IN

1 MIN

'D

3" 3" 2"

2" 2"

/2

/2

'W'

(3) SIDES,

SEE

1/4

/4

E

Q E

Q

A D

D L B

O L T

ADDL BOLT

TOP & BOTT

FACE OF WEB

'K

A

S5.1

A

S5.1

L4x4x1/4 @ 1/4 POINTS;

10'-0"CC MAX

WF BM

WF BM

BARE METAL

ROOF DECK

PL3/8x6x0'-6" TYP, SEE NOTE #1

NOTES:

1. AT CONTRACTOR'S OPTION, USE SINGLE FULL DEPTH PL IN LIEU OF PL T&B.

10'-0"CC MAX

BEAM SPACING PER PLAN

/4

"Ø A

B

O L T

E A

E N

D T

Y P

1/4

TYP

/4

1 3/4"

1 3/4"

1 3/4"

Y

P

TYP

T Y

P

TYP

TYP

STFNR PL3/8

30° ≤ 'A' ≤ 60° 'A' < 30°

NOTES:

1. FOR SHEAR PL, FILLET WELDS, AND BOLTS, SEE

UNO ON THE ABOVE DETAILS.

2. FOR DIMENSIONS AND SPACING NOT SHOWN, SEE

3. FILLET WELDING AT BM WEBS SHALL CONFORM TO AWS D1.1

3.9.2. INCREASE WELD SIZE AS REQUIRED BY ROOT OPENING

AND SHEAR PLATE END PREP TO MAINTAIN EFFECTIVE

THROAT.

TPL(TPL-1/8)

TPL(TPL-1/8)

4 1/2"

2"

'A

'A''A'

'W'

'W'

AT FLANGES

PJP

1/4

PJP

'W'

AT FLANGES

5/16

WEB AND

FLANGES

60° ≤ 'A' ≤ 90°

2"

SHEAR PL - SEE

NOTE 1

5/16" MIN SHEAR

PL - SEE NOTE 1

3/8" MIN SHEAR PL -

SEE NOTE 1

A/S5.1

1/S5.1

CAP PL AT TOP

LEVEL, SEE

BEAM TO COLUMN FLANGE BEAM TO COLUMN WEB

SEE SCHEDULE

FOR NUMBER &

SIZE OF HSB

PER ROW

WF BM, TYP

SHEAR PL, TYP

FOR PL 'T', SEE

PL T&B

SEE

"C

C T

Y P

WF COLUMN, TYP

STFNR PL3/8 EA SIDE

OF WEB @ MID-HT OF

BM (OMIT WHERE PERP

BM OCCURS)

NOTE:

SIMILAR CONDITION AT SINGLE ROW SEISMIC

CONNECTION WHERE INDICATED ON PLAN BY ●

'K

/4

M

IN

CAP PL AT TOP

LEVEL, SEE

1"

1"

T Y

P

1/4

AS IN

'W' 'W'

3" 3" 2"

CLR TYP

'K'

S5.1

C

S5.2

C

S5.2

S5.1

S5.1

WF BEAM TO WF COL

SEISMIC TIE

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:2

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

Author

S5.1

STEEL CONNECTION DETAILS

Checker

612-164

A u th o r

DETAIL NO SCALE

S5.1

WF BEAM TO BEAM

ONE SIDE

513SD002

DETAIL NO SCALE

S5.1

WF BEAM TO BEAM

TWO SIDES

513SD003

DETAIL NO SCALE

S5.1

WF BEAM TO BEAM

NON-FRAME MOMENT

513SD004

DETAIL NO SCALE

S5.1

WF BEAM TO COLUMN

FLANGE AT ROOF

512SD002

DETAIL NO SCALE

S5.1

WF BEAM TO COLUMN

FLANGE AT FLOOR

512SD001

DETAIL NO SCALE

S5.1

WF BEAM TO COLUMN

WEB AT ROOF

512SD005

DETAIL NO SCALE

S5.1

WF BEAM TO COLUMN

WEB AT FLOOR

512SD004

DETAIL NO SCALE

S5.1

BEAM TO COL FLANGE

NON-MOMENT FRAME

512SD003

DETAIL NO SCALE

S5.1

BEAM TO COLUMN WEB

NON-MOMENT FRAME

512SD006

S5.1

A

513SD001

DETAIL NO SCALE

S5.1

WF GIRDER BOTTOM

FLANGE BRACING

513SD010

DETAIL NO SCALE

S5.1

GIRDER BOTT FLANGE

BRACING AT METAL

DECK

513SD011

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

TYPICAL DETAILS

DETAIL NO SCALE

S5.1

SKEWED WF BEAM TO

BEAM

513SD015

DETAIL NO SCALE

S5.1

HSS COL PL OVER 1 1/2" FLOWABLE

NON-SHRINK GROUT

NOTE:

FOR PLATE DIMENSIONS AND WELDING, SEE

'A'

EQ EQ

'B

E Q

E Q

/2

/2

1 1/2" 1 1/2"

C L C

O L

CL COL

(2) 1 1/16"Ø HOLES FOR

3/4"Ø x 1'-6" F1554 GR 36 ANCHOR RODS w/ DBL NUTS

AND 6" PROJECTION; PROVIDE

F844 WASHERS ABV & BLW

BASE

W

A

S1.3

CONNECTION SCHEDULE

NOTES:

1. SHEAR PL 'T' IS MINIMUM. USE GREATER THICKNESS AS REQUIRED BY DETAILS.

2. WT SIZES WHERE SHOWN ARE FOR USE AS FLOOR BEAM CONNECTION AS IN

NOT FOR USE WITH BEAMS 24" OR DEEPER.

BEAM SIZE

C8 & C10

W8 & W10

C12, W12 & W14

W16

W18

NO & DIA

A325-N BOLTS

(2) 7/8"Ø

SHEAR PL

THICKNESS 1 'T'

1/4

1/4

1/4

3/8

3/8

1/4

1/4

1/4

5/16

5/16

WT SIZE2

(WHERE OCCURS)

WT6x13

WT6x13

WT6x13

WT6x25

WT6x25

'W'

W21

W24

W27

(2) 7/8"Ø

(3) 7/8"Ø

(4) 7/8"Ø

(5) 7/8"Ø

(5) 7/8"Ø

(6) 7/8"Ø

(7) 7/8"Ø

3/8

3/8

3/8

5/16

3/8

3/8

WT6x25

HSS COL, SEE

PLAN FOR SIZES

WF BEAM

BASE PL

WF BM WHERE

OCCURS

BM WIDTH

MIN

2/S5.2

B/S5.2

STFNR PL @ COL CL, EA

SIDE OF WEB; OFFSET

STFNR WHERE PERP WF

BM FRAMES INTO WEB NOTES:

1. FOR CONDITION AT TOP OF COL, SEE

2. FOR PLATE DIMENSIONS & WELDING

INFORMATION NOT NOTED, SEE

'A'

1 1/2" 1 1/2"

'B'

1/2" 1/2"

GAGE

WORKABLE

OMIT

RADIUS

'W'

(3) SIDES

(2) 3/4"Ø A307

BOLTS (4 TOTAL)

'D

"C

C T

Y P

HSS COL; SLOT TO PASS PLATES AT

ONE AND TWO-WAY SEISMIC TIES,

MAX SLOT WIDTH = 'T'+1/8"

SHEAR PL ONE PIECE

THRU COL, FOR 'T',

SEE

WF BM, TYP

PROVIDE WT TO COL AT

NON-SEISMIC CONNECTION PER

WHERE SEISMIC TIE OCCURS

IN ONE DIRECTION ONLY

NOTE:

SIMILAR CONDITION AT SINGLE ROW SEISMIC

CONNECTION WHERE INDICATED ON PLAN BY ●

CAP PL AT ROOF. COL

SPLICE AT FLOOR AS REQD

TO PASS PLATES, SEE

SEE

'K

/4

M

IN

1"

@ SEISMIC TIE

WHERE OCCURS

BOTH DIRECTIONS

SEE

'W'

TYP PL TO HSS,

3" 3" 2"

T Y

P

SIM,

UNO

S5.2

FOR NUMBER & SIZE

OFF HSB PER ROW,

SEE

S5.2

C

S5.2

C

S5.2

C

S5.2

C

S5.2

C

S5.2

BEAM AND FRAMING

CONN NOT SHOWN

FOR CLARITY

CSK HOLE IN

FLANGE AT

STUD WELD FOR

FULL BEARING

HSS COL

FOR SPLICE

CONN SEE

WF BEAM

SEE PLAN

CAP PL

HSS COL

NOTE:

FOR PLATE DIMENSIONS, BOLTS, &

WELDING INFORMATION NOT NOTED, SEE

STFNR PL EA SIDE OF WEB;

OFFSET AT CONDITION WHERE

BM FRAMES INTO WEB

WF BM WHERE

OCCURS

B/S5.2

'D

COL ABV WHERE OCCURS;

PROVIDE BASE PL, BOLTS

AND WELD AS IN COL BLW 'A'

1 1/2"

'B'

1/2" MIN

GAGE

WORKABLE

'C'

1 1/2" 1 1/2"

ALIGN w/ FACE OF FLANGE

OF BM OR 1/2" MINIMUM

(2) 3/4"Ø WELDED

THREADED STUDS

(2) 3/4"Ø A307

BOLTS (4 TOTAL)

(2) 3/4"Ø A307

BOLTS

TYP

TYP

'W'

OMIT

RADIUS

'W'

(3) SIDES

S5.2

'W'

CONNECTION SCHEDULE

STFNR PL

THICKNESS1

'T'

1/4

1/4

3/8

3/8

NOTES:

1. USE PL 'T' FOR LARGEST HSS COLUMN AT CONNECTION.

2. 'B' INDICATES THE MINIMUM WIDTH. USE THE GREATER WIDTH OF THE BEAM FLANGE OR THE

MINIMUM INDICATED.

3. FOR ADDITIONAL REQUIREMENTS WHERE BEAM FRAMES INTO COLUMN AT WEB STFNR PL,

SEE , , & .

'A'

11"

12"

13"

14"

BASE OR CAP PL PER DETAIL

'B'2

4"

5"

6"

7"

'C'

7 1/2"

8 1/2"

9 1/2"

10 1/2"

HSS

COLUMN

SIZE

3x3

4x4

5x5

6x6

1/2

3/4

3/4

15"

15"

16"

8"

9"

11"

11 1/2"

12 1/2"

14 1/2"

7x7

8x8

10x10

THICKNESS

'D'

1/2

5/8

3/4

3/4

3/4

7/8

3/16

1/4

1/4

1/4

1/4

5/16

5/16

-/--- 2/S5.2 3/S5.2

ANGLE

3/4"Ø A307 BOLT

TYPICAL ALTERNATE

PL1/4

ANGLE

PL1/4

CHANNEL

COPE FLANGE

T&B AS REQD

'K

/2

/2

1" 1 1/2"

2 1/2" 1 1/2"

'K

/2

/2

3/16

WEB ONLY

3/16

3/16

WEB ONLY

3/16

3/16 3/16

FACE OF WEB

HSS PER

PLAN, TYP

CAP PL1/4

NOTES:

1. ALL WELDS AT EXPOSED CONDITIONS ARE ALL AROUND FOR CLOSURE.

2. ALL WELDS AT EXPOSED CONDITIONS SHALL BE GROUND SMOOTH.

3. ALL ERECTION AIDS TO BE REMOVED AND WELDS GROUND SMOOTH

AFTER ERECTION.

4. REFER TO ARCH DWGS AND SPECS FOR ANY ADDITIONAL AESS

REQUIREMENTS AT EXPOSED CONDITIONS.

HSS PER

PLAN, TYP

BUTTED CORNER

HSS PER

PLAN, TYP

MITERED CORNER

HSS PER

PLAN, TYP

T INTERSECTIONT INTERSECTION @ SPLICE

WELD HSS TO HSS &

CAP PL PER BUTTED

CORNER CONDITION

CAP PL1/4

1/4

EA SIDE

1/4

EA SIDE

(3) SIDES

EA SIDE

1/4

EA SIDE

CAP PL

CAP PL3/4x7x0'-7"

5/16

GUSSET PL

TO CAP PL

ANGLE BRACE,

SEE

5/16

TYP

WP

F

S3.1

PIPE PER PLAN

CUT TO MATCH

ROOF SLOPE

/2

2"

1/4 T&B

GUSSET PL1/2x6x0'-8"

CNTRD ON CAP PL

SECTION

TOS

SEE SECTION

5/16

PIPE

TO WF

WF BM PER PLAN

M

A X

V A

R

IE

S

STFNR PL3/8x4xBM

FLANGE EA SIDE

1/4

2-SIDES

HSS PER PLAN

PIPE PER PLAN

CAP PL3/4x7x0'-7"

5/16

PIPE & HSS

TO CAP PL

SECTION

FOR ADDITIONAL INFORMATION

NOT SHOWN HERE SEE

F

S3.1

'W' 'W'

COLLECTOR CONNECTION SCHEDULE

3/8 1/4

NOTES:

1. THIS SCHEDULE APPLIES TO CONNECTIONS INDICATED AS OR .

2. ALL SHEAR PL SHALL BE ASTM A572 GR50.

3. ALL WELDS SHALL BE MADE WITH FILLER METALS IN ACCORDANCE WITH AISC 341 AND AWS D1.8 SECTION 6.1.

4. AT CONTRACTOR'S OPTION, CJP WELD MAY BE USED IN LIEU OF FILLET WELDS INDICATED. REFER TO THE

STRUCTURAL SPECIAL INSPECTIONS AND TESTING FOR REQUIREMENTS AT CJP WELDS AT THE LFRS.

1/4

5/16

5/16

5/16

5/16

3/8

1/2

1/2

1/2

1/2

BEAM SIZE

W16

W18

W21

W24

W27

(3) 1"Ø

(4) 1"Ø

(5) 1"Ø

(5) 1"Ø

(6) 1"Ø

(7) 1"Ø

3/8

3/8

1/2

1/2

5/8

5/8

1/4

1/4

5/16

5/16

7/16

7/16

W12 & W14

W30

W33

W36

NO. & DIA.

A490-SC BOLTS

PER ROW

SHEAR PL

THICKNESS

'T'

ONE - ROW TWO - ROWS

SHEAR PL

THICKNESS

'T'

(8) 1"Ø

(9) 1"Ø

(10) 1"Ø

1/2

1/2

1/2

5/16

5/16

5/16

5/8

5/8

5/8

7/16

7/16

7/16

BEAM TWO SIDES

ELEVATION

BEAM THREE OR FOUR SIDES

BEAM ONE OR TWO OPPOSITE SIDES

CLIP FLANGE TO

CLEAR AS REQD

"C

C T

Y P

HSS COL

COLUMN ABOVE

WHERE OCCURS;

SHOWN DASHED

BM OPP SIDE WHERE

OCCURS; SHOWN DASHED

PL DEPTH SIZED PER

DEEPER BEAM

SLOT HSS COL

TO PASS PL

BM OPP SIDE

WHERE OCCURS;

SHOWN DASHED

WF BM, TYP

CAP PL

WHERE NO COL ABV, USE PL1/4;

WHERE COL ABV, USE PL3/4

TYP

SLOT HSS COL

TO PASS PL, TYP

BEAM (4) SIDES,

SHOWN DASHED;

WHERE BEAM OCCURS,

PASS PL OF DEEPEST

BEAM THRU HSS

SLOT HSS COL

TO PASS PL, TYP

WF BM

PASS PL OF DEEPEST

BEAM THRU HSS COL

NOTES:

1. FOR SHEAR PLATE THICKNESS, BOLTS, & WELDING

INFORMATION NOT NOTED, SEE

2. *CJP WELD @ FRAME COL SPLICE IS A DEMAND CRITICAL

WELD TO BE PERFORMED IN ACCORDANCE w/ AISC 341 SECTION A3.4b AND AWS D1.8/D1.8M

HSS COL, TYP

5"

TYP

5"

2"

5"

1/2"

1" CLR

/2

1/4"

1" CLR

2"

2"

TYP

C L B

M

C

O L

END OF PL

'W' TYP

C L B

M

C

O L

'W'

'W' TYP

CL BM

AND COL

TYP

T Y

P

CL BOLT

TYP

CL BOLT

C L B

M

C

O L

'W' TYP

'W'

PJP TYP, CJP @

FRAME*

3/16

AT CAP PL1/4

ONLY

'K

/4

M

IN

/4

2"

T Y

P

A/S5.1

SHEAR PL 'T',

SEE

WF BM

WF BM OR BLKG

NOTE:

SIMILAR CONDITION AT SINGLE ROW SEISMIC

CONNECTION WHERE INDICATED ON PLAN BY ●

'K

/4

M

IN

"C

C T

Y P

END OF BM

'W'

AS IN

2"

F.O. WEB

/4

FOR NUMBER & SIZE OF

HSB PER ROW, SEE

3" 3" 2"

C

S5.2

C

S5.2

C

S5.2

SHEAR PL

WF BEAM

"C

C T

Y P

STFNR PL PER

HSS COL

2"

2 1/4"

4 1/4"

NOTE:

FOR SHEAR PLATE THICKNESS, BOLTS &

WELDING INFORMATION NOT NOTED, SEE

1'-6" UNO, SEE PLAN

EQ EQ

1/2"

'W'

3/16

(3) SIDES

/4

CL SPLICE CL COL

CLR

T Y

P

'K

/4

M

IN

S5.2

S5.2

A/ S5.1

600 Q STREET, SUITE 200

SACRAMENTO, CA 95811

916 443 0303

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 o n e e ig h t in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h ts i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t o n e i n c h o n e f o o t

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of08/10/2022

VA MEDICAL CENTER, FAIRFIELD, CA 94535

K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

/8

/2

:0

:3

P

M C re v it \ 2

-0

F

A

IR

F

IE

L D

D E

N T

A L

C E

N T

R A

L R

B u e h le rE n g in e e ri n g .r v t

RELOCATE AND EXPAND

DENTAL CLINIC TO

FAIRFIELD

Author

S5.2

STEEL CONNECTION DETAILS

Checker

612-164

A u th o r

DETAIL NO SCALE

S5.2

BASE PLATE AT HSS

COLUMN

510SD002

S5.2

A

512SD016

DETAIL NO SCALE

S5.2

HSS COLUMN TO

WF BEAM BELOW

512SD019

DETAIL NO SCALE

S5.2

WF BEAM TO HSS COL

SEISMIC TIE

520SD003

DETAIL NO SCALE

S5.2

WF BEAM o/ HSS

COLUMN

512SD020

S5.2

B

512SD021

DETAIL NO SCALE

S5.2

ANGLE CONNECTIONS

(DEPTH ≤ 6")

513SD017

DETAIL NO SCALE

S5.2

HSS CONNECTIONS

514SD017

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

TYPICAL DETAILS

DETAIL NO SCALE

S5.2

10 DETAIL NO SCALE

S5.2

S5.2

C

520SD001

DETAIL NO SCALE

S5.2

WF BEAM TO HSS

COLUMN

512SD011

DETAIL NO SCALE

S5.2

WF BEAM OR GIRDER

SEISMIC TIE

520SD007

DETAIL NO SCALE

S5.2

WF BEAM TO

BEAM SPLICE

513SD005

PUDDLE WELD

TO WF

METAL DECK

PERPENDICULAR

TO BEAM

WF BM

WF BM

PUDDLE WELD

TO WF

SPLIT MTL DECK

WHERE WF DOES

NOT OCCUR AT

LOW FLUTE w/

MIN 1 1/2" BRG

METAL DECK

PARALLEL

TO BEAM

18GA FILLER PL

FOR ADDL PARALLEL

CONDITIONS, SEE

PUDDLE WELD

TO WF

NOTES:

1. PROVIDE (2) ROWS OF PW AT ALL DRAG LINES, SHOWN ON PLAN AS

BEAMS w/ SPECIAL END CONNECTIONS

2. FOR DECK WELDING, SEE .

DECK SPLICE

2" LAP AT

OF LAP SPLICE

1 1/2" MIN BRG

OPTION IN LIEU

TOP SEAM WELD

A/S5.3

S5.1

NOTES:

1. ● PW = 15/16" VISIBLE DIAMETER ( 1/2" EFFECTIVE DIAMETER) PUDDLE (ARC SPOT) WELD

□ ASW = 3/8" x 1" EFFECTIVE ARC SEAM WELD

BP = BUTTON PUNCH

TSW = 1 1/2" MIN TOP SEAM WELD

VSC2 = VERCO SIDELAP CONNECTION 2

DG = ASC DELTAGRIP PUNCH

2. METAL DECK SHALL BE VERCO (IAPMO UES REPORT NO. 2018), ASC (IAPMO UES REPORT NO. 0161 & 0329), OR APPROVED EQUAL, OF TYPE AND GAUGE SHOWN ON

PLANS AND WELDED AS SHOWN ABOVE.

3. AT COMPOSITE FLOOR DECKS, 3/4"Ø WHS MAY SUBSTITUTE FOR 3/4"Ø PUDDLE WELDS.

4. FOR METAL DECK WELDING AT STRUCT STEEL SUPPORTS, SEE

5. ALL METAL DECK SHALL HAVE TWO SPANS MINIMUM.

6. PROVIDE SHORING AS REQUIRED AT ALL DECKS PER MFR RECOMMENDATIONS.

1/S5.3

DECK TYPE

DEPTH &

GAUGE

AT PERP

SUPPORT

(PER SHEET)

AT

PARALLEL

SUPPORT

SIDE

LAPS

REQUIRED DIAPHRAGM 7

SHEAR CAPACITY

36"

DECK PROFILE WITH CONNECTION PATTERN

B-36

ROOF DECK

1 1/2"x18GA (7) PW PW @ 12"CC TSW @ 24"CC

METAL DECK SCHEDULE

Mk

D3 1208#/

WF BEAM

WF COLUMN

L2x2x1/8 TYP

AS REQD FOR

DECK SUPPORT

COPE VERT

LEG AS REQD

L3x3x1/4

AS REQD

FOR DECK

SUPPORT

DECK

SPAN

WF

BEAM

IF

O

R L

E

IT

A

N G

L E

S

3/16 3

1/8 1

TYP

METAL DECK

SECTION A-A

OPEN

NOTE:

APPLIES AT HOLES FROM 6" TO 24" WIDE IN METAL DECK

WITHOUT CONCRETE

L1-1/2x1-1/2x3/16, INSTALL

ANGLE EITHER ABOVE OR

BELOW DECK BEFORE

CUTTING HOLE

A

12" MIN

'D' 'D'

12" MIN

'D'

1/8 1/2

TYP EA

FLUTE

MAX TIE-BACK LOAD = 5000LBS

w/o PERMANENT DEFORMATION

PL1/2 EA SIDE SHAPED

AROUND TOP FLANGE &

WELDED TO BASE PL

L4x4x1/4 BRACING, SEE

OMIT WHERE COL OR

PERP BM OCCURS; AT

BM, PROVIDE BRACED BM

CONN, SEE

COL WHERE OCCURS

WF BEAM

PIPE4STD

CAP PL1/2

SHAPED PL1 w/ 2"Ø HOLE COORDINATE w/ TIE BACK

SYSTEM

BASE PL1x12x1'-0"

NOTES:

1. SEE ROOF FRAMING PLAN FOR

TIE-BACK LOCATIONS.

COORDINATE EXACT

LOCATION w/ ARCH & TIE-BACK

EQUIPMENT SUPPLIER.

2. REPLACE TYP COL CAP PL w/

BASE PL1 SHOWN AND WELD

DIRECTLY TO COL WHERE

OCCURS. GALVANIZE ALL

EXPOSED STEEL.

MATCH COL DIMS MIN

WHERE COL OCCURS

S5.1

3/8

5/16

5/16

BASE PL TO BM

OR COL WHERE

OCCURS

5/16

3" 3"

1/2"

B

O V

E R

O O

F

IN

G

M

IN

M

A X

S5.1

NOTES:

1. GENERAL CONTRACTOR SHALL VERIFY LOCATION AND SIZES WITH MECH DWGS TYP.

2. LOCATE UNIT SUCH THAT AT LEAST ONE EDGE ALIGNS WITH WF BEAM (AS SHOWN).

SUPPORT ALL OTHER EDGES w/ WF AND/OR CHANNEL BLKG BM AS NOTED ABOVE, TYP UNO.

3. PROVIDE TYPICAL DECK WELDING AT ALL WF BMS AND WF BLKG.

4. AT UNITS WEIGHING LESS THAN 400#, C8x11.5 MAY BE USED IN PLACE OF THE WF

BLKG…