WELDING AT ALL SUPPORTS

PARALLEL TO FLUTES

WELDING AT ALL SUPPORTS

PERPENDICULAR TO FLUTES

3/4

(4) WELDS

PER UNIT

3/4 6

DECK CONT @

INTERIOR

SUPPORTS

(NOTE 5)

3' - 0"

NOTES:

1. T= DECK + CONCRETE THICKNESS = 5-1/4".

2. MAXIMUM SUPERIMPOSED TOTAL LOAD (ASD) TO BE 239 PSF (MAX 9'-0" SPAN).

3. FASTEN DECK TO SUPPORTS TO PROVIDE MINIMUM DIAPHRAGM SHEAR OF 1940 PLF (ASD EQ) AND 2475 PLF (ASD WIND).

4. DECK SHALL BE CONTINUOUS FOR AT LEAST 2 SPANS.

5. 3/4"Ø ARC SPOT (PUDDLE) WELDS SHALL BE 1/2"Ø EFFECTIVE. WHERE APPLICABLE, PUDDLE WELDS MAY BE ELIMINATED AT HEADED

STUD LOCATIONS.

6. 2" MIN BEARING ON PERPENDICULAR SUPPORTS.

7. SIDE LAPS SHALL BE 1-1/2" LONG TOP SEAM WELDS. CLINCH JOINT PRIOR TO WELDING TO ENSURE CONTACT BETWEEN LIPS.

8. SEE FOR DECK EDGE CONDITIONS.

9. CONCRETE FILL TO BE REINFORCED WITH #3 @ 12"OC EW

10. REINFORCE DECK OPENINGS PER . DECK OPENINGS MAY NOT BE SHOWN ON PLAN. SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS FOR ADDITIONAL INFORMATION.

11. SEE FOR CONSTRUCTION JOINTS.

FIN PER ARCH

7" 5"

GA

I

(IN /FT)

20 0.422

+S

(IN /FT)

0.323

-S

(IN /FT)

0.333

DECK

2" PLW2

SIDE LAP CONNECTION

3' - 0"

5"1' - 0"

T

/F1 S-512

/C1 S-512

PUNCHLOK II @ 24" OC

MARK

D1

#3 @ 12" OC EW

3/ 4"

C

LR

3/4"Ø HSA

BEAM PER PLAN

SINGLE ROW OF HSA

LOCATED WITHIN MIDDLE

OF 1/3 BEAM FLANGE

WIDTH

OR STUD

1'-0" MAX BTWN

ARC SPOT WELD NOTE 4

P

LA

N

P E

R

8" MIN

1'-0" MAX

END OF BEAM OR SLAB EDGE

NOTES:

1. THE MINIMUM NUMBER OF HSA REQUIRED IS SHOWN AS (X) ON FRAMING PLANS.

2. NO HSA ARE REQUIRED WHERE (0) APPEARS OR WHERE NO DESIGNATION IS GIVEN.

3. PROVIDE ADDITIONAL HSA AS REQUIRED TO MEET MINIMUM HSA REQUIREMENT.

4. PROVIDE HSA SPACING AT A MINIMUM OF EITHER 3’-0” OR 8 X SLAB THICKNESS

REINF.

SP

A

3" M

IN

BEAM BELOW

BEAM ELEVATION

BEAM SECTION

PLAN AT DOUBLE ROW OF HSA

T R

O U

G H

D E

C K

2"

2" M

IN

1/

2" M

IN

C O

V E

R

1/ 2"

M

IN

C O

N C

EA SIDE

1" MIN

CONC COVER

ARC SPOT

WELD, TYP

CL HSA

C

LR

1/

2"

SHEAR CONNECTOR

PER PLAN

GIRDER PER PLAN

COMP FLR PER

PLAN

(2) #3 CHAIR BARS

1' - 0" 1' - 6"

#3x6'-0" @ 18" OC

CTR @ BEAM

CL

METAL DECK WELDS ALL

AROUND HOLE

LOCATE W10 AT FIRST LOW FLUTE

NEAREST EDGE OF OPENING

SEE TYP DECK EDGE CONDITIONS SEE TYP DECK EDGE CONDITIONS

W10

C6

L

D E

C K

S

P A

N

W x1

C6x8.2

/4

2 3/4"

0" TO 1'-6", NO ADDED BEAM REQD.

ADD REINF AS SHOWN ABOVE

2'-1" TO 6'-0"

W x1

C6x8.2

2'-1" TO 6'-0"

W x1

C6x8.2

6" T

O L

6" TO 2'-0" 2'-0" TYP

2" CLR

6" T

O L

(1) #4 ALL SIDES.

BOT BARS PARALLEL TO DECK SHALL BE PLACED

1" CLR FROM BOT OF DECK, SEE NOTE 4

6 1/4"

0" TO 1'-6", NO ADDL BEAM REQD.

ADD REINF AS SHOWN

HOLES LESS THAN 6" DO NOT REQUIRE REINF.

SEE NOTE 4

NOTES:

1. BLOCK OUT OPENING BEFORE PLACING CONCRETE.

2. REMOVE BLOCKOUT AND CUT DECK AFTER CONCRETE HAS CURED.

3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH

ARCHITECTURAL DRAWINGS.

4. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT

OPENINGS OF THREE TIMES THE MAXIMUM OPENING DIMENSION. IF THE

REQUIRED LAYOUT CANNOT CONFORM TO THESE REQUIREMENTS,

REINFORCE THE GROUP AS A SINGLE COMBINED PENETRATION.

SECTION A SECTION B

PLAN

A

B

WEB PL

THICKNESS [IN]

(50 KSI)

FLANGE PL

THICKNESS [IN]

(50 KSI)

FLANGE BOLT

DIA [IN]

NON FRAME COLUMN SPLICE SCHEDULE

WEB BOLT DIA

[IN]

STORY HEIGHT 10'-0" TO 13'-11"

COLUMN

SIZE

W8x40 1/2 1/2 3/4 3/4

WEB PL EA SIDE W/ (8) A325-SC

BOLTS REF SCHED FOR PL & BOLTS

COL PER PLAN

1/

2"

3" 3"

3" 3"

1/

2"

CL COL

K+1/4" T-1/2" K+1/4"

1/

2"

3"

1/

2"

1/ 2"

3"

1/

2"

INSIDE FLANGE PL1/2x(bf/2-K)

SEE SCHED

I

4' -0

T

O P

O F

S T

L B

E A

M

OUTSIDE FLANGE

PL t x (bf) W/ (8) A325-

SC BOLTS,

SEE SCHED FOR PL

& BOLTS

SINGER FILLER PL AS

REQD EA SIDE OF COL

1 1/2"

MILL COL FOR FULL BRG

W12X35 1/2 1/2 3/4 3/4

CJP, TYP

(6) 3/4"Ø A325-SC BOLTS T&B

STIFF PL

AS A MINIMUM MATCH WIDTH & THICKNESS

OF BEAM FLANGE (50 KSI), TYP

TYPICAL SHEAR CONN PER

5/16

3 SIDES,

TYP 5/16

3 SIDES

CJP, TYP

TYPICAL SHEAR CONN PER

5/16

3 SIDES,

TYP

1 1/2" TYP

3"

5/16

3 SIDES

1 1/2" TYP

CL COLUMN

/D3 S-511

1 1/2" 3" 3"

1 1/2"

/D3 S-511

(6) 3/4"Ø A325-SC BOLTS T&B

STIFF PL

AS A MINIMUM MATCH WIDTH & THICKNESS

OF BEAM FLANGE (50 KSI), TYP

1 1/2" 3" 3"

1 1/2"

CL COLUMN

STRONG AXIS

WEAK AXIS

CONSTR JOINT

BEAM PER PLAN

TEMPORARY FORM

FIRST POUR

EQ

SECOND POUR

EQ

STL DECK PER PLAN

FLR DECK PER PLAN

EDGE FORM PER MTL DECK

INSTALLER. 18 GA MIN.

BEAM PER PLAN

CONT 97 GA L3x3 TRACK & CONC OVER

METAL DECK CONN PER

EXT NON-LOAD BEARING

NON-SHEAR WALL STUD

PER SCHED /C3 S-525

FINISH PER ARCH

/C3 S-525

CONC EDGE

3" MIN

3 3/4" MAX

TOC EL

PER PLAN

TOC EL

PER PLAN

2' -6

M

A X

NOTES:

ADDL INFORMATION PER /F4 S-528

1"

1"

1/4"Ø SCREW ANCHOR @

16" OC LINE UP WITH EACH

STUD

#10 SCREW EA STUD

HEADED ANCHOR OR

SCREW ANCHOR 3/8"Ø W/ 2

1/2" EMBED @ 32" OC MAX

1/8 1-16

@ EA STUD

CONT #4

CONT CONC

EDGE FORM

CONT #4

BEAM PER PLAN

STL DECK & CONC

TOPPING PER

TYP

#3 @ 15" OC

FOR DECK

WELDING SEE TYP

NOTE:

FOR NUMBER OF SHEAR STUDS, SEE PLAN,

FOR SIZE & WELDING, SEE

CL BEAM & HSA

2'-0" MIN

PER ARCH

EDGE FORM

BRG 2 3/4" MIN

DECK BR'G TYP

2 3/4" MIN STL

TYP

1 1/2" CLR

FOR 10GA

9" MAX

/B1 S-512

/B1 S-512

/B5 S-512

1/8 1 1/2-12

EDGE FORM TO

BEAM FLANGE TYP

7" MAX FOR 12GA

4" MAX FOR 16GA

2" MAX FOR 18GA

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-512

TYPICAL STRUCTURAL STEEL

DETAILSSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1" = 1'-0" B1

COMPOSITE STEEL DECK - FLOOR

1" = 1'-0" B5

TYPICAL HSA CONNECTION DETAIL

1" = 1'-0" D7

COMP DECK PARALLEL TO GIRDER

1" = 1'-0" F1

COMPOSITE DECK OPENINGS

1" = 1'-0"

F5

OPTIONAL BOLTED COLUMN SPLICE

1" = 1'-0" F7

OPTIONAL LATERAL BEAM TO COL MOMENT CONN

1" = 1'-0" C1

CONSTRUCTION JOINT AT COMP FLR

1" = 1'-0" B8

TYPICAL PARAPET DETAIL AT ROOF

Revisions: Date:

1" = 1'-0" D5

STEEL DECK PARALLEL TO BEAM, TYP UNO

PLAN

WELDING AT ALL SUPPORTS

PARALLEL TO FLUTES

WELDING AT ALL SUPPORTS

PERPENDICULAR TO FLUTES

3' - 0"

3/4

(4) WELDS PER

UNIT

3/4 12

DECK CONT @ INTERIOR

SUPPORTS

(NOTE 4)

L

D E

C K

S

P A

N

L4 x4 x1 /4

L4x4x1/4

/4

2 3/4"

0" TO 6"

1'-4" TO 5'-6"

2'-0" TO 5'-6"

T O

L

6 1/4"

3x LARGEST HOLE SIZE OR

ADD REINF

HOLES LESS THAN 6" DO NOT REQUIRE REINF PROVIDED THEY DO NOT

CUT MORE THAN ONE WEB. SEE NOTE 3

NOTES:

1. INSTALL REINFORCEMENT BEFORE CUTTING HOLES.

2. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH

MECHANICAL AND ELECTRICAL CONTRACTORS.

3. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT

OPENINGS OF THREE TIMES THE MAXIMUM OPENING DIMENSION. IF THE

REQUIRED LAYOUT CANNOT CONFORM TO THESE REQUIREMENTS,

REINFORCE THE GROUP AS A SINGLE COMBINED PENETRATION.

PLAN

T O

2"

6"

6" TO 2'-0"

TYP

1'-6"

A

S-515 B3

1/8 L3x3x3/16x WIDTH OF OPNG

L3x3x3/16 x WIDTH OF OPNG + 3'-0"

SECTION A

1' - 6"

NOTE:

WELD DECK PER DETAILS

& NOTES

OPNG

L4x4x1/4x0'-6", TYP

L4x4x1/4, TYP

B5

S-515

3/16

TYP

CL JOIST

CL JOIST

OWJ PER PLAN

NOTE:

ROOF DECK NOT SHOWN FOR CLARITY.

3/16

3/16

TYP

3/16

L3x3x1/4, TYP

SUPPORT ONLY REQD WHEN

UNSUPPORTED DECK AREA EXCEEDS 3"

COL PER PLAN

PLAN

D E

C K

S P

A N 3/16

TYP

L3x3x1/4

(2) 1/2"Øx6" HSA

#4 CONT

EDGE FORM BY MTL DECK

INSTALLER

FLATTEN DECK AS REQD

3/16

BENT PL TO

L3x3 & COL

3/16

3/16L3x3 TO COL

FLANGE, TYP

T Y

P

2" 3"

OFFSET>3"

CL

COL PER PLAN

D E

C K

S P

A N

OFFSET<3"

CL

T Y

P 1/

2" M

A X

PL3/8. ALIGN TOP OF PL W/

TOC

3/16

SECTION

SECTION

PLAN

PROVIDE 16GA MIN SHEEL

METAL AS REQD

L3x3x1/4, TYP

SUPPORT ONLY REQD WHEN

UNSUPPORTED DECK AREA EXCEEDS 3"

COL PER PLAN

CONDITION #1

DECK SPAN

3" M

A X

3" M

A X

3/16

TYP

CONDITION #2

PROVIDE 16GA MIN SHEEL

METAL TO FILL COL CAVITY AS

REQD

L3x3x1/4

3/16

3/16

TYP

DECK SPAN

L3x3x1/4

T Y

P

3" M

IN

3/16

3/16

TYP

PROVIDE 16GA MIN SHEEL

METAL TO FILL COL CAVITY AS

REQD

DECK SPAN

CONDITION #3

COL PER PLAN

COL PER PLAN

TYP

2 1/2" MAX

STIFF PL1/4

BEAM PER PLAN

ROOF DECK PER PLAN

TOS EL

PER PLAN

POST HSS3x3x1/4

ALIGN W/ MECH UNIT LEG

AS SHOWN BELOW

C12 PER PLAN @ EA POST

ROOFING PER ARCH

M A

X

6"

3/16

MECH UNIT PER

MANUFACTURER

TYP

1" MIN

TYP

1 1/2"

PLAN

POST BELOW

PL5/8

MECH UNIT LEG

M A

X

EXIST SILL PL

NOTES:

1. FOR INFO NOT SHOWN SEE

TOC EL

PER PLAN

JA

M

B

JA

M

B

HEADER

DOOR OPG WIDTH

S-525 E1

/F3 S-525

EXIST WOOD STUD,

TYP

EXIST DBL TOP PL

CFS TRACK W/ #8 WOOD

SCREWS @ 8" OC

(2 MIN), TYP

CFS TRACK W/ #8 WOOD

SCREWS @ 8" OC

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-515

TYPICAL STRUCTURAL STEEL

DETAILSSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1" = 1'-0" B1

TYPICAL STEEL DECK TO STL BEAM CONN

1" = 1'-0" D8

ROOF DECK OPNG LESS THAN 5'-6"

1/2" = 1'-0" B3

ROOF DECK OPENINGS >12"

1" = 1'-0"

B5

SECTION AT OPENING

1" = 1'-0" F1

TYP DECK SUPPORT AT EXT COL

1" = 1'-0"

F3

TYP DECK SUPPORT AT INT COL

1" = 1'-0" F5

MECH UNIT SUPPORT

3/4" = 1'-0" D6

OPENING IN EXISTING WOOD FRAMED WALL

Revisions: Date: 041 OF 693

B

B

A

EXTERIOR LOAD BEARING WALL OPENING FRAMING SCHEDULE

MAX OPENING

WIDTH JAMB HEADER WINDOW SILL

4'-0"

(2) 600S200-54 + 600T125-54

(2) 600S162-54 STUD+(2) 600T200-54

TRACK

8'-0"

(2) 600S200-54 + 600T125-54

WALL TYPE

600S200-68

(UNO ON PLAN &

SHEAR WALL SCHED)

18'-0" 600T200-54/ 1/2"Ø x 4" CONC

SCREWS AT 4'-0" MAX ON

CENTER (SEE NOTE 1 FOR PAF

ALTERNATIVE)

600T200-54 600S200-68

TOP TRACK

(SEE NOTE 2)

TYPE MAX SPACING

STUDS

(3)600S162-54 STUD+

(2)600T200-54 TRACK

600S162-54 SILL

+ 600T200-54 TRACK

600S162-54 SILL

+ 600T200-54 TRACK

EXTERIOR LOAD BEARING WALL FRAMING SCHEDULE

BOTTOM SILL

TRACK/CONN'S

MAX. HEIGHT

#10 SCREW

EACH TRACK FLANGE

TRACK

CONNECTORS

16" OC, TYP

NOTES:

1. ANY LOW-VELOCITY HEADED POWDER ACTUTATED FASTENERS WITH MINIMUM SHANK DIAMETER = 0.145 INCH, 1 1/4" MINIMUM PENETRATION, AND MINIMUM ALLOWABLE SHEAR CAPACITY 200 LBS.

2. ANCHORS MUST BE INSTALLED TO THE TORQUE RECOMMENDATIONS BY THE ANCHOR MANUFACTURER TO OBTAIN MAXIMUM LOADING.

3. MAX HEIGHT REFERS TO MAXIMUM HEIGHT TO ROOF BEARING ELEVATION.

NOTES:

1. PREFABRICATED HEADER AND JAMB ASSEMBLIES MAY BE USED IN LIEU OF BUILT-UP SECTIONS SPECIFIED IF THEIR SECTION PROPERTIES

EXCEED THOSE SPECIFIED.

2. SEE TYPICAL DETAILS FOR TYPICAL WALL FRAMING ELEVATION AND CONNECTIONS BETWEEN BUILT-UP MEMBER COMPONENTS.

3. HEADERS REQUIRE WEB STIFFENERS.

WALL TYPE

600S200-68

(UNO ON SHEAR

WALL SCHED)

MAX. HEIGHT

18'-0"

BOTTOM SILL

TRACK/CONN'S

600T200-54 600S200-68 16" OC

TOP TRACK

(SEE NOTE 2)

TYPE

TRACK

CONNECTORS

STUDS

INTERIOR LOAD BEARING WALL OPENING FRAMING SCHEDULE

MAX OPENING

WIDTH

JAMB HEADER WINDOW SILL

4'-0"

600T200-54/ 1/2"Ø x 4" CONC

SCREWS AT 4'-0" MAX ON

CENTER (SEE NOTE 1 FOR PAF

ALTERNATIVE)

INTERIOR LOAD BEARING WALL FRAMING SCHEDULE

#10 SCREW

EACH TRACK FLANGE

MAX SPACING

(2) 600S162-54 + 6002T 125-54

600S162-54 SILL

+ 600T200-54 TRACK

NOTES:

1. ANY LOW-VELOCITY HEADED POWDER ACTUTATED FASTENERS WITH MINIMUM SHANK DIAMETER = 0.145 INCH, 1 1/4" MINIMUM PENETRATION, AND MINIMUM ALLOWABLE SHEAR CAPACITY 200 LBS.

2. ANCHORS MUST BE INSTALLED TO THE TORQUE RECOMMENDATIONS BY THE ANCHOR MANUFACTURER TO OBTAIN MAXIMUM LOADING.

NOTES:

1. PREFABRICATED HEADER AND JAMB ASSEMBLIES MAY BE USED IN LIEU OF BUILT-UP SECTIONS SPECIFIED IF THEIR SECTION PROPERTIES EXCEED

THOSE SPECIFIED.

2. SEE TYPICAL DETAILS FOR WALL FRAMING ELEVATION AND CONNECTIONS BETWEEN BUILT-UP MEMBER COMPONENTS.

3. HEADERS REQUIRE WEB STIFFENERS.

8'-0"

(2) 600S162-97 + 600T125-97

600S162-54 SILL

+ 600T200-54 TRACK

(2) 1200S162-97 STUD+(2)

600T200-97 TRACK

WALL TYPE

TOWER: 800S200-54 14'-0"

800T200-54/ 1/2"Ø x 4" CONC

SCREWS AT 2'-0" MAX ON

CENTER (SEE NOTE 1 FOR PAF

ALTERNATIVE)

800T200-54 800S200-54

TOP TRACK

(SEE NOTE 2)

TYPE MAX SPACING

STUDS

EXTERIOR NON-LOAD BEARING WALL FRAMING SCHEDULE

BOTTOM SILL

TRACK/CONN'S

MAX. HEIGHT

#10 SCREW

EACH TRACK FLANGE

TRACK

CONNECTORS

16" OC, TYP

NOTES:

1. ANY LOW-VELOCITY HEADED POWDER ACTUTATED FASTENERS WITH MINIMUM SHANK DIAMETER = 0.145 INCH, 1 1/4" MINIMUM PENETRATION, AND MINIMUM ALLOWABLE SHEAR CAPACITY 200 LBS.

2. ANCHORS MUST BE INSTALLED TO THE TORQUE RECOMMENDATIONS BY THE ANCHOR MANUFACTURER TO OBTAIN MAXIMUM LOADING.

3. MAX HEIGHT REFERS TO MAXIMUM HEIGHT TO ROOF BEARING ELEVATION.

DATA CENTER:

600S200-54 (UNO ON PLAN

& SHEAR WALL SCHED)

18'-0"

600T200-54/ 1/2"Ø x 4" CONC

SCREWS AT 2'-0" MAX ON

CENTER (SEE NOTE 1 FOR PAF

ALTERNATIVE)

600T200-54 600S200-54

#10 SCREW

EACH TRACK FLANGE16" OC, TYP

(2) 600S162-54 STUD+(2) 600T200-54

TRACK

SCHEDULE GENERAL NOTES:

1. ALL WALLS ON PERIMETER OF THE DATA CENTER BUILDING ARE CONSIDERED EXTERIOR WALLS

SCREW MAXIMUM MATERIAL

THICKNESS

NOTE

TYPICAL, UNLESS NOTED OTHERWISE

HEADERS, METAL DECK TO FRAMING

COLD-FORMED FASTENER SCHEDULE

#10

#12

68 MIL

1/8"

NOTES:

1. FASTENERS SHALL BE GALVANIZED SELF-DRILLING SCREWS.

2. SCREW LENGTH AND DRILL POINT SHALL BE SELECTED TO PROVIDE SUFFICIENT THREAD ENGAGEMENT.

PENETRATIONS THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE EXPOSED THREADS.

3. SCREWS SHALL BE INSTALLED WITH SCREW DRIVERS WITH CONTROLS FOR PROPER SPEED, TORQUE AND SETTING

DEPTH.

4. USE MINIMUM SCREW SIZE PER MANUFACTURER'S CATALOG AT HARDWARE (SIMPSON OR APPROVED EQUAL).

#8 54 MIL

FOR ATTACHMENT TO STEEL MEMBERS1/4"Ø 1/8"

1"1"

HEADER PER PLAN & SCHED

L1 1/2x1 1/2x54 MILx0'-4" W/

(3) #10 EA LEG,

TYP T&B OF HEADER

JAMB STUD PER PLAN & SCHED

PL97 MILx4x0'-9 1/2" W/ (9) #12 TO HEADER

& (9) #12 TO JAMB,

TYP EA FACE OF HEADER

OMIT @ SIM (NON-LOAD BEARING)

1" 1"

1" 1"

1"1"

HEADER PER PLAN & SCHED

L1 1/2x1 1/2x54 MILx0'-4" W/

(3) #10 EA LEG,

TYP T&B OF HEADER

JAMB STUD PER PLAN & SCHED

PL54 MILx4x0'-5" W/ (4) #10 TO HEADER &

(4) #10 TO JAMB,

TYP EA FACE OF HEADER

OMIT @ SIM (NON-LOAD BEARING)

TYPE 1 - 4'-0" OPENING

TYPE 2 - 8'-0" OPENING

3/ 4"

1" T

Y P

SILL PER SCHED

L1 1/2x1 1/2x54 MILx0'-4" W/ (3) #10 EA

LEG,

TYP T&B OF SILL

JAMB STUD PER PLAN &

SCHED

C TYPICAL SILL ASSEMBLY

TYPICAL JAMB ASSEMBLY

TYPICAL BOX HEADER ASSEMBLY

B

A

NOTE 1

1-12

1-12

NOTE 2

1-12

1-12

NOTES:

1. SILL MEMBERS PER SCHEDULE.

2. #10 SCREWS @ 12" OC AS SHOWN.

1-12

1-12

NOTE 2

NOTES:

1. JAMB MEMBERS PER SCHEDULE.

2. #10 SCREWS @ 12" OC AS SHOWN.

NOTE 1

NOTE 2 NOTE 2

NOTE 1 NOTE 1

NOTES:

1. HEADER MEMBERS PER SCHEDULE.

2. #10 SCREWS @ 12" OC AS SHOWN.

NOTE 2

NOTE 1

NOTE 2

NOTE 1

NOTE 2

NOTE 1NOTE 1

A A

TYP BRIDGING

PER

BOTTOM TRACK

SEE TYP DETAILS FOR

ATTACHMENT TO SLAB

NOTES:

1. PREFABRICATED LINTEL AND JAMB ASSEMBLIES MAY BE USED IN LIEU OF BUILT-UP SECTIONS

SPECIFIED IF THEIR SECTION PROPERTIES EXCEED THOSE SPECIFIED.

2. SEE DETAILS A THROUGH C FOR TYPICAL WALL FRAMING ELEVATION AND CONNECTIONS BETWEEN

BUILT-UP MEMBER COMPONENTS.

3. HEADERS REQUIRE WEB STIFFENERS.

4. USE #8 SMS FOR 20 GA AND 18 GA COMPONENTS, UNO.

5. USE #12 SMS FOR 16 GA. COMPONENTS UNO.

TOC EL

PER PLAN

JA

M

B

JA

M

B

HEADER

DOOR OPG WIDTH

TYP TOP TRACK SPLICE PER

JA

M

B

LOUVER OR DUCT

S-525 E1

/B3 S-526

W E

B D

E P

T H

FLANGE DEPTH

UN-PUNCHED STEEL TRACK

MINIMUM PROPERTIES

PUNCHED STEEL STUD

MINIMUM PROPERTIES

W E

B D

E P

T H

FLANGE DEPTH

NOTES:

1. STEEL STUDS & TRACKS 12, 14, AND 16 GA. SHALL BE GRADE 50.

2. STEEL STUDS & TRACKS 20 GA. & 18 GA. SHALL BE GRADE 33.

3. WHERE WEB HEIGHT-TO-THICKNESS RATIO EXCEEDS 200, PROVIDE WEB STIFFENERS AT ALL SUPPORT POINTS AND

CONCENTRATED LOADS.

4. BLOCK STUDS PER

5. ALL TRACKS SHALL BE PROVIDED WITH UN-PUNCHED HOLES TYPICAL.

6. MATERIALS, DIMENSIONS, AND PROPERTIES OF STEEL STUDS & TRACKS SHALL BE PER STEEL STUD

MANUFACTURERS ASSOCIATION (SSMA) AND LATEST ICC REPORT No. ESR-3064P, UNLESS ALTERNATE STEEL

STUDS/TRACKS HAVE BEEN APPROVED BY THE ENGINEER.

7. WHERE SIZE AND SPACING OF LIGHT GAGE STEEL STUDS FOR HORIZONTAL OR DIAGONAL BRACING IS NOT SPECIFIED IN THE STRUCTURAL AND ARCHITECTURAL DETAILS, PROVIDE AS A MINIMUM 400S137-33 AT 16" O.C. W/ (4)

#8 SHEET METAL SCREWS AT EACH END CONNECTION AND BLOCKING PER

/D9 S-527

/D9 S-527

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-525

TYPICAL COLD-FORMED STEEL

DETAILS - SHEET 1SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

12" = 1'-0" C3

FRAMING SCHEDULES - LOAD BEARING WALLS

12" = 1'-0" B1

COLD-FORMED STL FASTENER SCHED

3" = 1'-0" E1

LOAD BRG HEADER TO JAMB CONN

3" = 1'-0" F1

SILL TO JAMB CONN

3/4" = 1'-0"

F3

COLD-FORMED STEEL STUD BEARING WALL ELEVATION

6" = 1'-0" C8

COLD-FORMED STL FASTENER SCHED

Revisions: Date: 042 OF 693

FACE OF DOOR/ WINDOW/ LOUVER OPNG

BOTTOM TRACK

PER SCHED

ANCHORAGE

PER SCHED

DOOR /WINDOW JAMB PER SCHED

ANGLE 68 MILxSTUD DEPTH LLV W/

(4) #10 SCREWS TO JAMB

3"

2"

TYPICAL WALL STUD

DOOR / W

INDOW O

PNG

ISOMETRIC VIEW

FASTEN BRIDGE CLIP OR

ANGLE AS REQD PER AISI

D3.2.2

SECTION

STUD,

SEE ELEVATIONS

FOR SIZE & SPACING

BRIDGE CLIP OR ANGLE TO

MATCH OR EXCEED STUD GAGE

COLD-FORMED CONT

BRIDGING CHANNEL

4' -0

O

C M

A X

E D

G E

D

IS

T A

N C

E

M

IN

WALL STUD PER SCHED

SCREW AT EA STUD

FLANGE PER

ANCHORAGE PER SCHED

3" MIN FROM CONC EDGE

/B1 S-525

SCREW ATTACHMENT

CONT COLD

ROLLED CHANNEL

S E

E N

O T

E

M A

X

DEFLECTION GAP

d

CLIP ANGLE

NOTE:

AT DEEP LEG SLOTTED DEFLECTION TRACKS BRIDGING MUST BE INSTALLED

WITHIN 12" OF TOP OF STUD.

NOTE:

FLAT STRAP BRIDGING REQUIRED AT STUD DEPTH > 6" AND SHEATHING ONE SIDE ONLY.

TRACK BLOCK PIECE TO

MATCH WALL STUD GAGE.

CLIP FLANGE & BEND.

INSTALL MAX @ 10'-0" OC HORIZ

SCREW ATTACHMENT

M

IN2"

STUD PER PLAN

& SCHED

WALL SHEATHING

CONT TAUT FLAT STRIP

(MATCH STUD GAGE)

SCREW TO EA STUD

NOTES:

1. SHEATHING BOTH SIDES NOT SHOWN FOR CLARITY.

2. FLAT STRAP BRIDGING BOTH SIDES REQUIRED AT STUD DEPTH > 6" AND NO

SHEATHING.

TRACK BLOCK PIECE TO MATCH WALL

STUD GAGE.

CLIP FLANGE & BEND.

INSTALL AT PANEL EDGES

SCREW ATTACHMENT

M

IN2"

STUD PER PLAN & SCHED

CONT TAUT FLAT STRIP

(MATCH STUD GAGE)

SCREW TO EA STUD

SCREW ATTACHMENT

STUD PER

PLAN & SCHED

WALL FINISH

CLIP TRACK FLANGE

AT LAP JOINT

TOP TRACK PER SCHED

TOP TRACK

(2) #10 SCREWS EA SIDE OF

JOINT @ EA TRACK FLANGE.

(8) #10 SCREWS TOTAL

CL SPLICE

54 MIL STUD TO MATCH TRACK SIZE x 1'-0" LONG

1" 2" 1"

JOINT

(1) #10 SCREWS @ EA

FLANGE, TYP

WALL STUD PER SCHED, TYP

JAMB STUD PER SCHED

INFILL STUD PER SCHED

TRACK ABOVE HEADER TO

MATCH WALL TOP TRACK

HEADER MEMBERS

PER SCHED

DECK PER PLAN

WALL PARALLEL TO DECK FLUTES

3/4" GAP

CONT 14 GA DEEP TRACK W/ (2) #10

SCREWS TO EA PL

(DO NOT FASTEN TO STUDS OR TOP

TRACK)

TYP TOP TRACK W/ #10 WAFERHEAD SCREWS

THROUGH DEEP TRACK SLOTS TO STUDS

PL 16 GAx8" WIDE @ 2'-0" OC

ATTACH TO DECK W/ (2) #10 TEK SCREWS PER

FLUTE

DECK PER PLAN

WALL PERPENDICULAR TO DECK FLUTES

3/4" GAP

CONT 14 GA DEEP TRACK W/ (2) #10

SCREWS TO DECK

(DO NOT FASTEN TO STUDS OR TOP

TRACK)

TYP TOP TRACK W/ #10 WAFERHEAD SCREWS

THROUGH DEEP TRACK SLOTS TO STUDS

MTL CLIP 54MIL x 0'-5" LONG

W/ (3) #10 SCREWS EA LEG

4"

2"

(4) #10 SCREWS T&B

TYP ROOF JOIST SECTION

BLOCKING @ 4'-0" OC MAX.

ALL EXTERIOR BAYS MUST BE

BLOCKED

ROOF DECK PER PLAN

#10 SCREWS @ EA JOIST T&B

CONT FLAT STRAP 43MILx1 1/2" @ 4'-0" OC

ROOF JOIST PER PLAN, TYP

DECK PER PLAN

WALL PERPENDICULAR TO DECK FLUTES

CONT 14 GA DEEP TRACK W/

(2) #10 SCREWS TO EA PL

TYP TOP TRACK W/ #10

SCREWS TO STUDS

ATTACH TO DECK W/ (2) #10

TEK SCREWS PER FLUTE

SHEAR WALL PER PLAN

TOW DATA

CENTER

18' - 0"

WALL FRMG

HSS COL PER PLAN

CAP PL1/2

3/16

END PL1/2

3/8 PP

LEDGER PER /F1 S-527

(4) #12 SCREWS

NOTE:

FOR ADDITIONAL INFORMATION REFER TO /B9 S-511

L4x4x3/8 EA SIDE OF BEAM W/

(3) 5/8"Ø THROUGH BOLTS.

PROVIDE SHORT SLOTTED

HOLES IN BEAM, TYP

HSS COL PER PLAN

CF STUD S162 TO

MATCH SIZE & GAUGE

OF WALL STUDS, TYP

#12 SMS @ 12" OC, TYP

AT SHEAR WALL,

PROVIDE CONT

BLOCKING PER

CONTINUOUS TRACK

LEDGER, SPLICE

PER

LEDGER ATTACHMENT PER

TYP/F1 S-527

/B4 S-528

/D9 S-527

NOTE: ROOF FRAMING NOT SHOWN FOR CLARITY

3/4" = 1'-0" B1

TYP JAMB STUD BASE CONNECTION

3/4" = 1'-0"

B3

TYPICAL BRIDGING

3/4" = 1'-0" B5

WALL STUD BASE CONN

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-526

TYPICAL COLD-FORMED STEEL

DETAILS - SHEET 2SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1" = 1'-0" B7

DEFLECTION TRACK

3/4" = 1'-0" D5

SINGLE FLAT STRAP BRIDGING

3/4" = 1'-0"

D3

DOUBLE FLAT STRAP BRIDGING

3/4" = 1'-0" B9

TRACK LAP CONN AT CORNER

3" = 1'-0" D1

TOP TRACK SPLICE-NON SHEAR WALL

3" = 1'-0"

D7

NON LOAD BRG EXT HEADER ATTACHMENT

3" = 1'-0" F1

DEFLECTION TRACK TO DECK

3" = 1'-0"

F5

TYPICAL JOIST BLOCKING

1 1/2" = 1'-0" F8

TRACK TO DECK

1 1/2" = 1'-0"

F9

BEAM TO COL CONN

1 1/2" = 1'-0" D9

STUD FASTENING TO HSS COL

Revisions: Date: 043 OF 693

PLAN

NOTES:

1. USE 15/32" STRUCTURAL 1 SHEATHING. SEE GENERAL NOTES FOR SHEAR WALL CONSTRUCTION.

2. FASTENERS TO BE #10-16 (#3 POINT) FLAT HEAD SCREWS.

3. BLOCK ALL PANEL EDGES.

4. EDGE FASTENER SPACING AT WALL BOUNDARIES AND PANEL EDGES.

5. FASTENER SPACING IN FIELD = 12" OC.

6. SILL PLATE ANCHORAGE TO CONCRETE TO BE 1/2" DIA. HILTI KH-EZ CONC SCREWS W/ 4-1/4" EMBED.

7. AVAILABLE STRENGTH REFERS TO LATERAL FORCES INCLUDING SEISMIC AND WIND.

TYPE

SHEAR WALL SCHEDULE

STUD TOP TRACK BOTTOM TRACK BOTTOM TRACK FASTENERS TO

CONCRETE

ΦVn AVAILABLE STRENGTH (lb/ft)

SW 1 6" OC 600S250-68 @ 16"OC 600T200-54 600T200-54 564CONC SCREWS @ 32" OC

PANEL EDGE

FASTENER SPACING

(NOTE 4)

SW 2 6" OC 600S250-97 @ 16"OC 600T200-97 600T200-54 564CONC SCREWS @ 32" OC

AT VERTICAL JOINTS:

WALL STUDS PER PLAN

AT HORIZONTAL JOINTS:

BLOCK TO MATCH WALL STUD GA &

THICKNESS

SHEATHING PER SHEAR WALL

SCHED

EDGE FASTENING PER

SHEAR WALL SCHED

MIN

3/8"

MIN

3/8"

SCREW

EDGE SPACING PER

SCHED

SCREW

FIELD SPACING

PER SCHED

PANEL EDGE

BLOCKING

ALL PANEL EDGES

FULLY BLOCKED

TOC

PER PLAN

D3

S-527

D3

S-527

S-527 B1

S-527 D5

S-527 D1

PLAN

TOP TRACK

TYP STUD

CL SPLICE

DBL STUD AT

SPLICE LOCATION

CL SPLICETYP

1"

TYP

1"

1"

1"

2"

1"

CL PL & TRACK

PL 54 MIL x 4" x 2'-4"

TOP TRACK PER SCHED

EQ EQ

(24) #12 SCREWS

(12) EA SIDE OF SPLICE

S

S

S

S

S

PANEL EDGE

S = SCREW EDGE SPACING PER

SHEAR WALL SCHEDULE

S = SCREW EDGE SPACING PER

SHEAR WALL SCHEDULE

(2) STUDS (3) STUDS (4) STUDS

SECTION ELEVATION

OMIT TRACK AT DOOR OR

WALL ENDTYP BOTTOM TRACK

(54 MIL MIN)

SHEAR WALL BOUNDARY

STUDS

OPNG PER PLAN/ELEVATION

CONC SCREW

ANCHORAGE PER SCHED

#10 SCREW EA FLANGE

EF, TYP

TYP STUDS

TOC

PER PLAN

M

IN

TO BOUNDARY

+/- 12"

SW SCHEDULE

SPACING PER

HOLDOWN PER PLAN & DETAIL /D7 S-527

SCREW AS REQD

STUD PER PLAN &

SCHED

SHEAR WALL

SHEATHING PER

SCHED

TRACK BLOCKING PIECE TO MATCH

WALL STUD GAGE UNO.

CLIP FLANGE AND BEND. INSTALL

AT HORIZ SHEATHING EGDES

TYP STUD SECTION

CLIP ANGLE 54 MIL

EA END OF BLOCKING

W/ (3) #10 SCREWS

EA LEG

WALL STUD

PER PLAN

PLAN

ISOMETRIC VIEW

ANCHOR BOLT PER

SCHED

GALVANIZE ANCHOR ON

EXT/PERIMETER WALLS

SOG PER PLAN

FDTN PER PLAN

HOLDOWN PER PLAN AND SCHED

INSTALL PER MFR

RECOMMENDATIONS

CL CFS STUD & TENSION TIE

EDGE OF (E) STRUCTURE. GC VERIFY

/B9 S-527

/B9 S-527

T125-54 TOP TRACK TO

MATCH STUD WIDTH

JOIST TO LEDGER W/ CLIP ANGLE 1 1/2"x1 1/2" x 97 MIL W/ (4) #12 SCREWS @ 1 1/2"

OC EA LEG, UNO. PROVIDE CLIP ANGLE

WITH MIN ALLOWABLE CAPACITY OF 3200#

STUD WALL PER PLAN

ROOF DECK PER PLAN

ROOF JOIST PER PLAN

NOTE:

SPLICE EA JOIST LEDGER PER WHERE REQUIRED./B4 S-528

EXPANSION JOINT AND

COVER PER PLAN

(E) STRUCTURE

GC VERIFY

ATTACH LEDGER TO BLOCKING

W/(4) #10 SCREWS EA BLOCKING

PANEL FASTENERS PER

SHEAR WALL SCHEDULE,

MINIMUM (4) #10 SCREWS

PER BLOCKING

1"

SHEAR WALL ATTACHMENT PER SCHEDULE

SHEAR WALL SHEATHING PER SCHEDULE

2"

CONT. BENT PL 16GA x 1 1/2" x 1 1/2"

SHEAR/BR'G WALL PER

PLAN. ALIGN JOISTS W/

STUD BELOW

MST12 STRAP @ 48" OC BELOW MTL

DECK W/ (4) #10 SCREWS EA LEG

M A

X

1"

CONT T200-97 LEDGER TO

MATCH JOIST DEPTH. ATTACH

TO JOIST W/ #10 SCREWS T&B.

ATTACH LEDGER TO EA STUD W/

(4) #12 SCREW TYP

T125-54 TOP TRACK TO

MATCH STUD WIDTH

CLIP ANGLE 1 1/2"x1 1/2" x

54 MIL W/ (4) #10 SCREWS

1 1/2" OC EA LEG, EA END

OF BLOCKING

CONT T200-68 LEDGER TO MATCH

JOIST DEPTH, ATTACH TO

BLOCKING W/ #10 SCREWS T&B

STUD WALL PER PLAN

ROOF DECK PER PLAN

STUD BLOCKING 43 MIL @ 4'-0" OC

ALIGN W/ DECK FLUTES

NOTE:

SPLICE EA JOIST LEDGER PER WHERE REQUIRED./B4 S-528

ROOF JOIST PER

PLAN

EXPANSION JOINT AND

COVER PER ARCH

(E) STRUCTURE. GC VERIFY

ATTACH LEDGER TO BLOCKING

W/(4) #10 SCREWS EA BLOCKING

1"

SHEAR WALL ATTACHMENT PER SCHEDULE CONT BLOCKING PER

AT JOINT BTWN BOT OF JOIST &

SHEATHINGSHEAR WALL SHEATHING PER SCHED.

CONT. BENT PL 16GA x 1 1/2" x 1 1/2"

/D9 S-527

MST12 STRAP @ 48" OC BELOW MTL

DECK W/ (4) #10 SCREWS EA LEG

CONT JOIST LEDGERS (2)

1200T150-68 BACK-TO-BACK.

SPLICE PER B4/S-528

JOIST PER PLAN. ALIGN

WITH STUDS BELOW

TYP TOP TRACK W/ #10

SCREWS TO STUDS

SHEAR/BR'G WALL PER

PLAN. ALIGN JOISTS W/

STUD BELOW

@ SHEAR WALL: (2) #10 @ 6" OC

@ BR'G WALL/HDR: (2) #10 @ 12" OC

DECK PER PLAN

1 1/2" MIN BR'G AT EA JOIST

CLIP ANGLE 1 1/2"x1 1/2" x 97 MIL

W/ (4) #12 SCREWS 1 1/2" OC EA

LEG, EA END OF JOIST. PROVIDE

CLIP ANGLE WITH MIN

ALLOWABLE CAPACITY OF 3200#

CONT JOIST LEDGERS (2)

1200T150-68 BACK-TO-BACK.

SPLICE PER B4/S-528

JOIST PER PLAN

TYP TOP TRACK W/ #10

SCREWS TO STUDS

SHEAR/BR'G WALL PER

PLAN. ALIGN JOISTS W/

STUD BELOW

@ SHEAR WALL: (2) #10 @ 6" OC

@ BR'G WALL/HDR: (2) #10 @ 12" OC

DECK PER

PLAN

JOIST PER PLAN

STUD BLOCKING 43 MIL @ 4'-0" OC

ALIGN W/ DECK FLUTES

CLIP ANGLE 1 1/2"x1 1/2" x

54 MIL W/ (4) #10 SCREWS

1 1/2" OC EA LEG, EA END

OF BLOCKING

1 1/2" MIN BR'G AT EA JOIST

SHEAR WALL ATTACHMENT

PER SCHEDULE

#10 SCREW @ 12" OC STAGGERED

CLIP ANGLE 1 1/2"x1 1/2" x 97 MIL W/

(4) #12 SCREWS 1 1/2" OC EA LEG.

PROVIDE CLIP ANGLE WITH MIN

ALLOWABLE CAPACITY OF 3200#

HOLDOWN SCHEDULE

MARK

STUD

FASTENERS

ANCHOR DIAMETER &

EMBEDMENT

WASHER PLATE

S/HDU4

S/HDU5

(6) #14

(12) #14

5/8" ø x 9" EMBED

5/8" ø x 12" EMBED

3/8"ø x 1 1/2" x 1 1/2"

3/8"ø x 1 1/2" x 1 1/2"

NOTES:

1. HOLDOWNS ARE MANUFACTURED BY SIMPSON STRONG

TIE PER UES ER-124.

2. SECURE HOLDOWNS TO 43 MIL MIN STEEL FRAMING

MEMBER BY FILLING PRE-PUNCHED HOLES WITH SELF-

DRILLING SCREWS NOTED ABOVE.

JOIST LEDGERS (2)

1200T150-68 BACK-TO-BACK

TYP TOP TRACK W/ #10

SCREWS TO STUDS

SHEAR/BR'G WALL PER

PLAN. ALIGN JOISTS W/

STUD BELOW

@ SHEAR WALL: (2) #10 @ 6" OC

@ BR'G WALL/HDR: (2) #10 @ 12" OC

DECK PER

PLAN

JOIST PER PLAN

STUD BLOCKING 43 MIL @ 4'-0" OC

ALIGN W/ DECK FLUTES

CLIP ANGLE 1 1/2"x1 1/2" x

54 MIL W/ (4) #10 SCREWS

1 1/2" OC EA LEG, EA END

OF BLOCKING

SHEAR WALL ATTACHMENT

PER SCHEDULE

(E) STRUCTURE.

DEMO IN PHASE

PER PLAN

3" = 1'-0" D3

SHEAR WALL EDGE FASTENING

3/4" = 1'-0" B3

TYP SHEAR WALL SCHEDULE AND ELEVATION (OSB SHEATHING)

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-527

TYPICAL COLD-FORMED STEEL

DETAILS - SHEET 3SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1 1/2" = 1'-0" D5

SHEAR WALL TOP TRACK SPLICE

1/2" = 1'-0" B1

SHEARWALL EDGE FASTENING

1 1/2" = 1'-0" D1

SHEAR WALL BOT TRACK CONN

3/4" = 1'-0"

D9

SHEAR WALL BLOCKING DETAIL

1" = 1'-0" D7

TENSION TIE CONN TO FDTN

1 1/2" = 1'-0" F1

TYP PARAPET DETAIL WALL

PERPENDICULAR TO JOIST

1 1/2" = 1'-0" F3

TYP PARAPET DETAIL

WALL PARALLEL TO JOIST

1 1/2" = 1'-0" F5

TYPICAL INTERIOR BEARING WALL

1 1/2" = 1'-0"

F7

TYP INT BRG WALL W/ JOISTS BOTH DIRECTIONS

1 1/2" = 1'-0" B9

HOLDOWN SCHEDULE

1 1/2" = 1'-0" F9

INTERIOR WALL

Revisions: Date: 044 OF 693

#12 SCREWS

@ 12" OC

JOIST SUPPORT,

TYP

#10 SCREWS

@ 12" OC

SUPPORT PARALLEL TO DECK

EDGE INTERMEDIATE SIDE SEAM

SCREWS PER PATTERN BELOW

JOIST SUPPORT, TYP

SUPPORT PERPENDICULAR TO DECK

JOINT INTERMEDIATE EDGE

BRG TYP

1 5/8" MIN

36/4 FASTENER PATTERN AT ALL

SUPPORTS (#12 SCREWS) UNO

3' - 0" WIDE PANEL

TYP FASTENER PATTERN

MTL CLOSURE STRIP

AS REQD, TYP

#12 SCREWS

@ 12" OC

(24) #12 SCREWS EA SIDE OF JOIST (48 TOTAL)CONT TRACK LEDGER

OR COLLECTOR

STAGGER SPLICES 3'-0" MIN @ BTB

COLLECTOR LOCATIONS

T Y

P 1"

T Y

P

2"

TYP

1 1/2"

TYP

2"

1 1/2"

STUD TO MATCH SIZE & GAGE OF

TRACK LEDGER OR COLLECTOR

ROOF OPNG PER PLAN

3' '-0

M

A X

P E

R P

LA

N

ROOF JOIST PER PLAN, TYP

DBL ROOF JOIST, TYP

ROOF JOIST SECTION, TYP

CLIP ANGLE 1 1/2"x1 1/2" x 54 MIL W/ (4) #10

SCREWS EA LEG, UNO

1/16 1-2

1/16 1-2

4" WELDS @

EDNS, TYP4'-0" MAX

PER PLAN

TYP STUD

SCREWS @ 24" OC

FIN PER ARCH, TYP

NOTE:

FOR SCREW SIZES, SEE NOTES 4 & 5 ON DET /F3 S-525

TYP STUD

SCREWS @ 24" OC

FIN PER ARCH, TYP

NOTE:

FOR SCREW SIZES, SEE NOTES 4 & 5 ON DET /F3 S-525

TYP ROOF JOIST BTB

(4) #10 SCREWS T&B

ROOF JOIST PER PLAN, TYP

#10 SCREWS AT EA JOIST T&B

DBL MTL CLIP 54MIL x x 0'-5" LONG

W/ (4) #10 SCREWS EA LEG

2"

4"

CONT FLAT STRAP 43MIL x 1 1/2"

@ EA BLOCKING

OMIT AT CONT WALL BLOCKING

ROOF DECK PER PLAN

JOIST TO LEDGER W/ CLIP ANGLE 1 1/2"x1 1/2" x 68 MIL W/ (4) #10 SCREWS @ 1 1/2"

OC EA LEG, UNO

ROOF DECK PER PLAN

ROOF PURLIN PER PLAN

PURLIN HANGER PER

ROOF BEAM PER PLAN

/D1 S-528

CONNECTOR

TYPE

CFS PURLIN HANGER SCHEDULE

DIMENSIONS [IN]

TOP FLANGE

CONNECTOR

WIDTH HEIGHT

3 1/8 12

ALLOWABLE LOADS [LBS]

UPLIFT DOWN

1010 2220

BB JOIST PER PLAN

DECK PER

PLAN

#10 SCREW @ 12" OC STAGGERED

JOIST PER PLAN

400S162-54 WEB STIFFENER W/ (4) #10

SCREWS CENTER BELOW MECH UNIT

LEG. EA JOIST

DECK PER PLAN

PL1/4x12x1'-0"

ATTACH TO TEDK W/ (16)

#8 SCREWS AT EQ SPA

ARIOUND PERIMETER

LEG OF MECH UNIT PER MFR

T125-54 TOP TRACK TO

MATCH STUD WIDTH

ROOF DECK PER PLAN

ROOF JOIST PER PLAN.

BEAR ON TOP OF STUD WALL(FULL

WIDTH)

NOTE:

SPLICE EA JOIST LEDGER PER WHERE REQUIRED./B4 S-528

EXPANSION JOINT AND

COVER PER PLAN

(E) STRUCTURE

GC VERIFY

PANEL FASTENERS PER

SHEAR WALL SCHEDULE,

MINIMUM (4) #10 SCREWS

PER BLOCKING

SHEAR WALL ATTACHMENT PER SCHEDULE

SHEAR WALL SHEATHING PER SCHEDULE

CONT. BENT PL 16GA x 1 1/2" x 1 1/2" SHEAR/BR'G WALL PER

PLAN. ALIGN JOISTS W/

STUD BELOW

M A

X

1"

CONT T200-97 BLKG TO

MATCH JOIST DEPTH. ATTACH

TO JOIST PER

(3) #10 SCREWS T&B AT PARAPET

STUD TO JOIST CONNECTION

/F5 S-526

T125-54 TOP TRACK TO

MATCH STUD WIDTH

PARAPET STUD TO MATCH WALL

STUD BELOW. MATCH WALL STUD

SIZE TYP

DIAPHRAGM ATTACHMENT

FLR DECK PER PLAN

BEAM PER PLAN

TRACK & CONN PER

EXT NON-LOAD BEARING

NON-SHEAR WALL STUD

PER SCHED

KICKER PER PLAN,

CONN PER /E1 S-511

/C3 S-525

FINISH PER ARCH

/C3 S-525

14 GA HAT CHANNEL

@ 16" OC

CONC EDGE

3" MIN

3 3/4" MAX

NOTE 2

NOTES:

1. ATTACH HAT CHANNEL TO WF BEAM WITH (2) POWER

ACTUATED PIN OF 0.145" MIN SHANK DIAMETER WITH

PENETRATION PER ESR @ EACH FLANGE (TOTAL 4)

2. ATTACH TOP TRACK TO HAT CHANNEL W/ (3) #10 SCREWS.

NOTE 1

CONT 14 GA DEEP

SLOTTED TRACK

HEADED ANCHOR OR

SCREW ANCHOR 3/8"Ø W/ 2

1/2" EMBED @ 32" OC MAX

EDGE FORM 18 GA MIN

1 1/2"

1/

2"

TYP

3/4"

CFS WALL STUDS

FIN PER ARCH, TYP

CONT 14 GA DEEP SLOTTED TRACK

STL BEAM PER PLAN

(2) PAF, STAGGERED.

TYPE, SIZE, & SPACING PER

CL BEAM, TRACK, & WALL

FULL DEPTH STIFF

PL3/8 EA SIDE, TYP

KICKER L3 @ 1/3 SPANS OF BEAM OR

6'-0" OC MAX, WHICHEVER IS LESS,

CONN PER /E1 S-511

/C3 S-525

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-528

TYPICAL COLD-FORMED STEEL

DETAILS - SHEET 4SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

3" = 1'-0" C1

TYP ROOF DECK FASTENING TO COLD FORMED JOIST

3" = 1'-0" B4

TYP ROOF JOIST/LEDGER SPLICE

3/4" = 1'-0"

B6

TYP FRAMING AT ROOF OPENING

1 1/2" = 1'-0" B8

TYPICAL CORNER PLAN

1 1/2" = 1'-0" C4

TYPICAL INTERSECTION PLAN

1 1/2" = 1'-0"

C6

DBL JOIST CONN SUPPORT LEG

1 1/2" = 1'-0" C8

TYP CFS JOIST TO STEEL BEAM CONN

12" = 1'-0" D1

CFS PURLIN HANGER SCHEDULE

1 1/2" = 1'-0"

D4

TYP BB JOIST CONNECTION

1 1/2" = 1'-0" D6

TYP MECH UNIT LEG SUPPORT

1 1/2" = 1'-0" F1

JOIST BEARING ON WALL DETAIL

1" = 1'-0"

F4

TYPICAL EXTERIOR WALL DETAIL

1" = 1'-0" F8

TYP NON-BEARING INT STUDS TO BOT OF BEAM

Revisions: Date: 045 OF 693

M

IN

M A

X

C.G.

8"

MAX

M A

X

6"

MIN.

TYP.

1/2"∅ X 3 1/4" EMB.

STAINLESS STEEL HILTI

KWIK BOLT TZ2 PER

ICC-ES 4266, TYP. (2 PER

POST)

UNISTRUT OUTSIDE ANGLE

FITTING P2098 (HG) @ BOTTOM

& P2100 (HG) @ TOP WITH

3/8"∅ BOLTS & CHANNEL NUTS,

TYP. @ BRACES

UNISTRUT P1000T (HG) BRACE

UNISTRUT P1000T (HG) BASE

UNISTRUT P1026 (HG)

FITTING WITH 3/8"∅

BOLTS & CHANNEL

NUTS (1 EA. SIDE)

3"

UNISTRUT POSTS PER

ELEVATION, TYP.

ELECTRICAL

EQUIPMENT,

200 LB MAX

±2'-6"

3"

8" CONC PAD,

REINFORCING PER ELEV.

12"

MAX

OUTDOOR UNIT SUPPORT

UNISTRUT P2233 (HG) BRACKET

M

IN

ATTACH ELECTRICAL

EQUIPMENT TO UNISTRUT WITH

3/8"∅ A307 BOLTS, GALVANIZED,

(EA CORNER, 4 TOTAL)

C.G.

6"

MIN.

TYP.

1/2"∅ X 3 1/4" EMB.

STAINLESS STEEL HILTI

KWIK BOLT TZ2 PER

ICC-ES 4266, TYP. (2 PER

POST)

UNISTRUT P1000T (HG) BASE

UNISTRUT P1001T (HG)

POSTS W/ P1000T

BRACE

ELECTRICAL

EQUIPMENT,

200 LB MAX

±2'-0"

OUTDOOR UNIT SUPPORT

UNISTRUT P2233 (HG) BRACKET,

ALIGN W/ ℄ OF UNIT ANCHOR

POINTS, VERIFY PER MNFR

ATTACH ELECTRICAL

EQUIPMENT TO UNISTRUT WITH

3/8"∅ A307 BOLTS, GALVANIZED,

(EA CORNER, 4 TOTAL)

4" 1'-6"

MAXMIN

TYP.

M

IN

M A

X

S.O.G. W/ #4 @

12" O/C EA WAY

@ T&B OF SLAB

FINISHED GRADE

M

IN

T

Y P

M

IN

T

Y P

4"

MIN

(E) STUD WALL

(E) WALL FTG

8" CONC PAD

FINISHED GRADE

(E) VENEER NOTE: ALL EXPOSED

STEEL SHALL BE

GALVANIZED, UNO.

UNISTRUT P1000T

(HG) STRUT W/

P1359 (HG) 90°

FITTING @ FS OF EA

POST

.5

STRUT PER ELEV W/

UNISTRUT P1359 (HG) 90°

FITTING @ EA POST W/ 1/2"∅

BOLTS & CHANNEL NUTS (4

TOTAL)

2" TYP.

M A

X

M A

X

M A

X

℄BRACE, FS

P1000 BRACE W/ 1/2"∅

BOLTS INTO POSTS. DRILL

HOLE AS REQ'D THROUGH

WEB & EXTEND UNISTRUT

2" MIN EA SIDE BEYOND

HOLES

TOP VIEW

SCALE: N.T.S.

M

IN

M A

X

C.G.

8"

MAX

M A

X

ELECTRICAL

EQUIPMENT,

200 LB MAX

12"

MAX

OUTDOOR UNIT SUPPORT

UNISTRUT P2233 (HG) BRACKET

ATTACH ELECTRICAL

EQUIPMENT TO P1000 (HG)

UNISTRUT WITH 3/8"∅ A307

BOLTS, GALVANIZED, (EA

CORNER, 4 TOTAL)

(E) 8"

PARTIALLY

GROUTED CMU

WALL

(E) WALL FTG

4"

MIN

UNISTRUT P1000HS (HG)

GROUTED CELL: 1/2"∅ X

3 1/4" EMB. SS HILTI KWIK

BOLT TZ2 PER ICC-ES 4561

UNGROUTED CELL: 1/2"∅

SS THD ROD X 2" EMB.

INTO HILTI HIY 270 PER

ICC-ES 4143 TYP.

C.G.

8"

MAX

M A

X

12"

MAX

4"

MIN

(E) SOG

(E) GRADE

PER CIVIL

NOTE:

1. ANCHORS MUST BE INSTALLED A

MINIMUM OF 2'-0" FROM WALL ENDS

AND OPENINGS AND A MINIMUM OF 1'-0"

FROM CONTROL JOINTS TO AVOID

DAMAGING THE JAMB REINFORCEMENT.

2. DO NOT DAMAGE (E) REINFORCEMENT.

3. DO NOT INSTALL ANCHORS WITHIN 1

1/4" OF HEAD JOINTS OR BED JOINTS.

M

IN

T Y

P

OUTDOOR UNIT SUPPORT

UNISTRUT P2233 (HG) BRACKET

ATTACH ELECTRICAL

EQUIPMENT TO P1000 (HG)

UNISTRUT WITH 3/8"∅ A307

BOLTS, GALVANIZED, (EA

CORNER, 4 TOTAL) VERIFY

ANCHOR POINTS PER MNFR

UNISTRUT P1000HS (HG)

(E) 8"

PARTIALLY

GROUTED CMU

WALL

P1000 (HG) UNISTRUT OVER

P2233 (HG) BRACKET,

ATTACH W/ P1047 (HG) "U"

FITTING WITH 3/8"∅ BOLTS,

GALVANIZED, (4 EA FITTING)

NOTE: ALL EXPOSED

STEEL SHALL BE

GALVANIZED, UNO.

M A

X T

Y P

1/2"Ø

1/2"Ø

3/8"Ø

3/8"Ø

3/8"Ø

1/2"Ø

3/8"Ø

1/2"Ø

UNISTRUT P1001T (HG)

POSTS W/ P1001T BRACE

3/8"Ø

3/8"Ø

1/2"Ø

1/2"Ø

3/8"Ø

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-541

MECHANICAL ANCHORAGE

DETAILSSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH Author

100% CONSTRUCTION

DOCUMENTS

f1

SMALL EQUIPMENT FRAME AT STUD WALL (WEIGHT = 200 LBS MAX)

f7

SMALL EQUIPMENT ANCHORAGE AT CMU WALL (WEIGHT = 200 LBS MAX)

Revisions: Date: 046 OF 693

T/ EXISTING FLOOR

EXISTING WALL STUD BEYOND

350S162-43 (50 ksi) MIN @ 16"

OC MAX VERIFY IN FIELD

EXISTING WALL SHEATHING

NOT SHOWN FOR CLARITY.

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

P1000H3

P1026 EA SIDE W/ 1/2" DIA.

THROUGH BOLT TO P9000 AND TO

P1000H3 W/ 1/2" DIA. BOLT W/

CHANNEL & NUT TYP

P9000, TYP

P1000H3 W/ SELF DRILLING HEX

HEAD 1/4" DIA. SHEET METAL

SCREWS W/ FLAT WASHER TO

EXISTING BOTTOM TRACK AT 3

LOCATIONS

EXIST WALL

BOT TRACK

MIN

3"

7" M

IN

M A

X

5/16"Ø BOLTS IN EACH

MOUNTING KEYHOLE

TO UNISTRUT W/

SPRING NUTS OR

EQUAL AND LOCK

WASHERS

(4 MIN, TOTAL NO PER

MFR), TYP

P1000H3 W/ P1026 EA

END T&B W/ 1/2"Ø BOLT

W/ CHANNEL & NUT

LOADED CABINET WEIGHT

= 450 LBS MAX

P1000H3

D4

S-542

F1

S-542

S-542 F4

S-542

F4 OPP

NOTES:

1. UNISTRUT TO BE UNPUNCHED UNLESS NOTED OTHERWISE ON THE DETAILS.

2. PROVIDE UNISTRUT ENDCAPS AND CHANNEL CAPPING STRIP FOR EXPOSED UNISTRUT.

3. THE CABINET SHALL BE PLACED ON INTERIOR WALLS ONLY.

4. SEISMIC DESIGN CRITERIA:

SDS = 1.194g MAXIMUM Ip = 1.5 MAXIMUM

5. SHEET METAL SCREWS SHALL BE ELCO DRIL-FLEX SELF DRILLING STRUCTURAL SCREW.

SELF DRILLING HEX HEAD 1/4" DIA.

SHEET METAL SCREWS (SCREWS TO

BE CENTER ON STUD) W/ FLAT

WASHER INTO 3 EXISTING STUD

P1026 EA SIDE W/ 1/2" DIA. THROUGH

BOLT TO P9000 AND TO P1000H3 W/

1/2" DIA. BOLT W/ CHANNEL & NUT TYP

EXISTING

TOP TRACK

'-0

M

A X

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

T/ EXISTING FLOOR

MAX

2' - 6"

P1000H3 W/ CONNECTION TO

EXISTING BOTTOM TRACK PER

ELEVATION

EXIST WALL

BOTTOM TRACK

AVOID CONFLICTS

W/ EXIST ANCHORS

CABINET PER ELEV

NO GAP BTWN P9000 AND

EXIST WALL FINISH

P9000 W/ CONNECTION TO T&B

PER ELEV

UNIT ANCHORAGE TO

UNISTRUT PER ELEV

EXISTING WALL STUD

PER ELEVATION

P1000 PER ELEV

P1000H3 W/ CONNECTION

TO EXISTING STUD AND

P9000 PER ELEVATION

P1000H3 MUST

BEAR ON FLOOR

M

IN

CABINET BELOW

PER ELEV

P1000H3 W/ CONNECTION TO

MINIMUM 3 EXISTING STUDS

PER ELEVATION

CABINET ANCHORAGE

TO UNISTRUT PER ELEV

EXISTING WALL STUD, TYP

P9000 W/ CONNECTION

TO T&B PER ELEV

EXISTING WALL FINISH

P1000H3

P3300HS WITH (2) 1/2"

DIA. THRU BOLT TO P9000

P9000

P1026 EA END T&B W/ 1/2"Ø

BOLT WITH CHANNEL & NUT

NOTES:

1. UNISTRUT TO BE UNPUNCHED UNLESS NOTED OTHERWISE ON THE DETAILS.

2. PROVIDE UNISTRUT ENDCAPS AND CHANNEL CAPPING STRIP FOR EXPOSED UNISTRUT.

3. THE CABINET SHALL BE PLACED ON INTERIOR WALLS ONLY.

4. SEISMIC DESIGN CRITERIA:

SDS= 1.194g MAXIMUM Ip = 1.5 MAXIMUM

5. NON-BEARING WALLS ARE NOT SUPPORTING THE FLOOR OR ROOF MEMBERS ABOVE. IF

CONDITION NOT KNOWN USE DETAILS FOR LOAD BEARING WALLS.

6. SHEET METAL SCREWS SHALL BE ELCO DRIL-FLEX SELF DRILLING STRUCTURAL SCREW.

T/ EXISTING FLOOR

EXIST WALL STUD BEYOND 350S162-54

(50 ksi) MIN @ 16" OC MAX, TYP

VERIFY IN FIELD

EXISTING WALL SHEATHING NOT SHOWN

FOR CLARITY.

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

P3000 W/ SELF DRILLING HEX

HEAD 1/4"Ø SHEET METAL

SCREWS W/ FLAT WASHER

INTO 3 EXISTING STUD, TYP

5/16"Ø BOLTS IN EACH MOUNTING

KEYHOLE TO UNISTRUT W/

SPRING NUTS OR EQUAL AND

LOCK WASHERS

(4 MIN, TOTAL NO PER MFR) TYP

EXIST WALL BOT TRACK

CABINET HINGE, TYP

LOADED CABINET WEIGHT

= 450 LBS MAX

D9

S-542

F6

S-542

EXISTING SLOTTED

DEFLECTION TRACK

LOCATE ANCHOR EQUAL

DISTANCE BETWEEN

EXISTING STUDS ON SIDE

WITH CABINET HINGE

EQ EQ

'-0

M

A X

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

T/ EXISTING FLOOR

MAX

2' - 6"

CABINET PER ELEV

CABINET ANCHORAGE TO

UNISTRUT PER ELEV

EXISTING WALL STUD

PER ELEVATION

P3300

CONN TO EXIST WALL

PER ELEV, TYP

EXIST SLOTTED

DEFLECTION TRACK

M

IN

CABINET BELOW PER ELEV

P3300 W/ CONNECTION TO

EXISTING WALL PER ELEV

CABINET ANCHORAGE

TO UNISTRUT PER ELEV

EXISTING WALL STUD, TYP

EXISTING WALL FINISH

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-542

TYPICAL DETAILS-CABINET TO

CFS FRAMED WALLSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1 1/2" = 1'-0" D1

ELEVATION - LOAD BEARING CFS FRAMED WALL

1 1/2" = 1'-0"

D4

SECTION - LOAD BEARING CFS FRAMED WALL

1 1/2" = 1'-0" F1

PLAN - LOAD BEARING CFS FRAMED WALL

3" = 1'-0"

F4

DETAIL

1 1/2" = 1'-0" D6

ELEVATION - NON-LOAD BEARING CFS FRAMED WALL

1 1/2" = 1'-0"

D9

SECTION - NON-LOAD BEARING CFS FRAMED WALL

1 1/2" = 1'-0" F6

PLAN - NON-LOAD BEARING CFS FRAMED WALL

Revisions: Date: 047 OF 693

T/ EXISTING FLOOR

EXIST WALL STUD 2x4 MIN @

16" OC MAX BEYOND VERIFY

IN FIELD, TYP

EXIST WALL SHEATHING NOT

SHOWN FOR CLARITY

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

P1000H3

P1026 EA SIDE W/ 1/2" DIA.

THROUGH BOLT TO P9000 AND TO

P1000H3 W/ 1/2" DIA. BOLT W/

CHANNEL & NUT TYP

P9000, TYP

P1000H3 W/ 3/8"Ø LAG SCREWS

W/ 2" EMBED IN EXISTING SILL

PLATE W/ FLAT WASHER AT 3

LOCATIONS

EXIST WALL SILL PL

5/16"Ø BOLTS IN EACH

MOUNTING KEYHOLE TO

UNISTRUT W/ SPRING NUTS OR

EQUAL AND LOCK WASHERS

(4 MIN, TOTAL NO PER MFR), TYP

P1000H3 W/ P1026 EA END T&B W/

1/2"Ø BOLT W/ CHANNEL & NUT

LOADED CABINET WEIGHT

= 450 LBS MAX

P1000H3

D4

S-543

F1

S-543

S-543 F4

S-543

F4 OPP

NOTES:

1. UNISTRUT TO BE UNPUNCHED UNLESS NOTED OTHERWISE ON THE DETAILS.

2. PROVIDE UNISTRUT ENDCAPS AND CHANNEL CAPPING STRIP FOR EXPOSED UNISTRUT.

3. THE CABINET SHALL BE PLACED ON INTERIOR WALLS ONLY. CONTRACTOR TO VERIFY EXISTING

WALL STUD SIZE AND GRADE.

4. PROVIDE 3/16" DIA. PILOT HOLE FOR 3/8" DIA. LAG SCREWS.

5. SEISMIC DESIGN CRITERIA:

SDS= 1.194g MAXIMUM Ip = 1.5 MAXIMUM

M A

X

7" M

IN

3/8"Ø LAG SCREWS W/ 2" EMBED INTO

3 EXISTING STUDS W/ FLAT WASHER,

CTR SCREWS ON EA EXIST STUD

EXIST WALL TOP PL

3" MIN

P1026 EA SIDE W/ 1/2" DIA. THROUGH

BOLT TO P9000 AND TO P1000H3 W/

1/2" DIA. BOLT W/ CHANNEL & NUT TYP

9' -0

M

A X

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

T/ EXISTING FLOOR

MAX

2' - 6"

P1000H3 W/ CONNECTION TO

EXISTING BOTTOM PL PER

ELEVATION

EXIST WALL SILL PL

AVOID CONFLICTS W/

EXIST CONNECTORS

CABINET PER ELEV

NO GAP BTWN P9000 AND

EXIST WALL FINISH

P9000 W/ CONNECTION TO T&B

PER ELEV

CABINET ANCHORAGE TO

UNISTRUT PER ELEV

EXISTING WALL STUD

PER ELEVATION

P1000 PER ELEV

P1000H3 W/ CONN TO EXIST

STUD & P9000 PER ELEVATION

P1000H3 MUST

BEAR ON FLOOR

M

IN

CABINET BELOW PER ELEV

P1000H3 W/ CONN TO MINIMUM

3 EXISTING STUDS PER ELEV

CABINET ANCHORAGE

TO UNISTRUT PER ELEV

EXIST WALL STUD, TYP

P9000 W/ CONN TO

T&B PER ELEV

EXIST WALL FINISH

P1000H3

P3300HS WITH (2) 1/2" DIA.

THRU BOLT TO P9000

P9000

P1026 EA END T&B W/ 1/2"Ø

BOLT WITH CHANNEL & NUT

NOTES:

1. UNISTRUT TO BE UNPUNCHED UNLESS NOTED OTHERWISE ON THE DETAILS.

2. PROVIDE UNISTRUT ENDCAPS AND CHANNEL CAPPING STRIP FOR EXPOSED UNISTRUT.

3. THE CABINET SHALL BE PLACED ON INTERIOR WALLS ONLY. CONTRACTOR TO VERIFY EXISTING WALL STUD SIZE AND GRADE.

4. PROVIDE 3/16" DIA. PILOT HOLE FOR 3/8" DIA. LAG SCREWS.

5. SEISMIC DESIGN CRITERIA:

SDS= 1.194g MAXIMUM Ip = 1.5 MAXIMUM

6. NON-BEARING WALLS ARE NOT SUPPORTING THE FLOOR OR ROOF MEMBERS ABOVE. IF CONDITION NOT KNOWN USE DETAILS

FOR LOAD BEARING WALLS.

T/ EXISTING FLOOR

EXIST WALL STUD BEYOND

2x4 MIN @ 16" OC MAX, TYP

VERIFY IN FIELD

EXISTING WALL SHEATHING

NOT SHOWN FOR CLARITY

BOT

OF EXISTING

STR FLOOR/ ROOF MEMBER

P3000 W/ 3/8"Ø LAG SCREWS W/ 2"

EMBED INTO 3 EXISTING STUDS

W/ FLAT WASHER,

CTR ON EA EXIST STUD

5/16"Ø BOLTS IN EACH MOUNTING

KEYHOLE TO UNISTRUT W/

SPRING NUTS OR EQUAL AND

LOCK WASHERS

(4 MIN, TOTAL NO PER MFR), TYP

EXIST WALL SILL PL

CABINET HINGE, TYP

LOADED CABINET

WEIGHT = 450 LBS MAX

D9

S-543

F6

S-543

EQEQ

LOCATE ANCHOR EQUAL

DISTANCE BETWEEN

EXISTING STUDS ON SIDE

WITH CABINET HINGE

9' -0

M

A X

T/ EXISTING FLOOR

MAX

2' - 6"

CABINET PER ELEV

CABINET ANCHORAGE TO

UNISTRUT PER ELEV

EXISTING WALL STUD

PER ELEVATION

P3300

CONN TO EXIST WALL

PER ELEV, TYP

GAP OR VERT SLOT CONN

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

M

IN

CABINET BELOW PER ELEV

P3300 W/ CONN TO

MINIMUM 3 EXISTING

STUDS PER ELEV

CABINET ANCHORAGE

TO UNISTRUT PER ELEV

EXIST WALL STUD, TYP

EXIST WALL FINISH

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-543

TYPICAL DETAILS-CABINET TO

WOOD FRAMED WALLSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1 1/2" = 1'-0" D1

ELEVATION - LOAD BEARING WOOD FRAMED WALL

1 1/2" = 1'-0"

D4

SECTION - LOAD BEARING WOOD FRAMED WALL

1 1/2" = 1'-0" F1

PLAN - LOAD BEARING WOOD FRAMED WALL

3" = 1'-0"

F4

ELEVATION

1 1/2" = 1'-0" D6

ELEVATION - NON-LOAD BEARING WOOD FRM WALL

1 1/2" = 1'-0"

D9

SECTION - NON-LOAD BEARING WOOD FRM WALL

1 1/2" = 1'-0" F6

PLAN - NON-LOAD BEARING WOOD FRAMED WALL

Revisions: Date: 048 OF 693

HILTI KWIK HUS-EZ SCREW

ANCHORS 3/8"Ø W/ 3 1/2" MIN

EMBEDMENT IN TO EXISTING

CONCRETE (MINIMUM F'c = 3000 psi)

IN EACH MOUNTING KEYHOLE,

(TOTAL 6)

2'

M A

X

LOADED CABINET

WEIGHT = 450 LBS MAX

EXIST CONC WALL,

6" THICK, MIN

NOTES:

1. ANCHORS INTO CONCRETE TO BE EITHER STAINLESS STEEL OR GALVANIZED.

2. DO NOT DRILL THROUGH EXISTING REINFORCEMENT

EDGE DISTANCE

8" MIN

EDGE OF EXIST

CONC WALL

WHERE OCCURS

HILTI KWIK HUS-EZ SCREW

ANCHORS 3/8"Ø W/ 3" MIN

EMBEDMENT IN GROUTED CMU

BLOCK (TOTAL 6)2'

M

A X

LOADED CABINET WEIGHT

= 450 LBS MAX

EXIST CMU WALL,

8" THICK, MIN

NOTES:

1. USE HOLLOW CMU WALL DETAIL IF NOT ALL ANCHORS INSTALLED IN GROUTED CELLS.

2. REFER TO ICC-ESR REPORT SPECIFIC TO THE ANCHOR FOR ACCEPTABLE INSTALLATION.

3. DO NOT DRILL THROUGH EXISTING REINFORCEMENT.

EDGE DISTANCE

8" MIN

2'

M A

X

LOADED CABINET WEIGHT

= 450 LBS MAX

EXIST CMU WALL,

8" THICK, MIN

NOTES:

1. THIS DETAIL IS USED WHEN AT LEAST ONE ANCHOR IS

INSTALLED IN A HOLLOW CELL.

2. REFER TO ICC-ESR REPORT SPECIFIC TO THE ANCHOR

FOR ACCEPTABLE INSTALLATION.

3. DO NOT DRILL THROUGH EXISTING REINFORCEMENT.

THREADED ROD (GR. 36) 3/8"Ø W/

4" MIN EMBEDMENT IN EXIST

HOLLOW CMU BLOCK W/ HILTI HIT-

HY 270 (ICC-ESR 4143) & SCREEN

TUBES OR EQUAL (TOTAL 8)

EDGE DISTANCE

8" MINP1000H3

5/16"Ø BOLTS IN EACH

MOUNTING KEYHOLE TO

UNISTRUT W/ SPRING NUTS OR

EQUAL AND LOCK WASHERS,

TYP (TOTAL 6)

F5

S-544

HILTI KWIK HUS-EZ SCREW

ANCHORS 3/8"Ø W/ 4" MIN

EMBEDMENT IN GROUTED

CELLS

T/ EXISTING FLOOR

MAX

2' - 6"

CABINET PER PLANCABINET ANCHORAGE TO

UNISTRUT PER F4/S-544, TYP

EXISTING CMU WALL PER PLAN

BOT OF EXISTING

STR FLOOR/ ROOF MEMBER

M

INP1000H3 W/ ANCHORS TO

CMU PER F4/S-544, TYP

8" M

IN

8" M

IN

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-544

TYPICAL DETAILS-CABINET TO

CONCRETE AND CMU WALLSPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1 1/2" = 1'-0" F1

PLAN AT EXIST CONC WALL

1 1/2" = 1'-0"

F3

PLA AT GROUTED CELLS OF EXIST CMU WALL

1 1/2" = 1'-0" F4

PLAN AT HOLLOW CELLS OF EXIST CMU WALL

1 1/2" = 1'-0"

F5

SECTION AT HOLLOW CELLS OF EXIST CMU WALL

Revisions: Date: 049 OF 693

AB

ABA

AC(T)

ACM

ACW

ADA

ADJ

A/E

AF

AFF

AGG

ALT

ALUM

APPROX

ARCH

ASPH

A/V

BARR

BATH

BB

BLDG

BLK

BLKG

BLW

BM

BMTU

BO

BOC

BOS

BRC

BRKT

BRNG

BTM

BTWN

CAB

CC

CD

CJ

CLG

CLR

CMU

CO

COL

COMP

CONC

CONN

CONST

CONT

COORD

COR

CORR

CS

CT

CTR

CV

AND

ANGLE

AT

CENTERLINE

DEGREES

NUMBER

ANCHOR BOLT

ARCHITECTURAL BARRIERS ACT

ACOUSTICAL CEILING (TILE)

ASBESTOS CONTAINING MATERIAL

ACOUSTICAL WALL

AMERICANS W/ DISABILITIES ACT

ADJACENT

ARCHITECT/ENGINEER

ACCESS FLOOR

ABOVE FINISH FLOOR

AGGREGATE

ALTERNATE

ALUMINUM

APPROXIMATELY

ARCHITECT(URAL)

ASPHALT

AUDIO / VIDEO

BARRIER

BATHROOM

BACKER BOARD

BUILDING

BLOCK

BLOCKING

BELOW

BEAM

BONE MARROW TRANSPLANT UNIT

BOTTOM OF

BOTTOM OF CURB

BOTTOM OF SLAB

BRACE, BRACING

BRACKET

BEARING

BOTTOM

BETWEEN

CABINET

CONTRACTOR FURN, CONTRACTOR INST

CONSTRUCTION/CONTRACT DOCUMENTS

CONTROL JOINT

CEILING

CLEAR(ANCE)

CONCRETE MASONRY UNIT

CONTRACTING OFFICER

COLUMN

COMPOSITION

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATE

CONTRACTING OFFICER REPRESENTATIVE

CORRIDOR

CONCRETE SEALER

CERAMIC TILE

CENTER

CONTRACTOR FURNISHED, VA INSTALLED

HDR

HDWE

HM

HORZ

HPDL

HR

HT

HVAC

ICRA

ID

ILSM

INCL

INST

INSUL

INT

JT

KV

LAM

LAV

LCM

LT

MAT

MAX

MDF

MECH

MEP

MFR

MIN

MISC

MOD

MTL

N N/A

NEG

NO.

NOM

NTS

O.C.

OPNG

OPP

OPT

OVHD

P

PCONC

PCRA

PL

PLAM

PLY(WD)

PNL

PR

PRFB

PS

PT

PTN(S)

PVMT

QTY

HEADER

HARDWARE

HOLLOW METAL

HORIZONTAL

HIGH PRESSURE DECORATIVE LAM

HOUR

HEIGHT

HEATING, VENTILATION & AIR CONDITIONING

INFECTIOUS CONTROL RISK ASSESSMENT

INSIDE DIAMETER OR DIM

INTERIM LIFE SAFETY MEASURES

INCLUDE(D,ING)

INSTALL

INSULATION

INTERIOR

JOINT

KILOVOLT

LAMINATE(D)

LAVATORY

LEAD CONTAINING MATERIAL(S)

LIGHT

MATERIAL(S)

MAXIMUM

MEDIUM-DENSITY FIBREBOARD

MECHANIC(AL)

MECHANICAL, ELECTRICAL, PLUMBING

MANUFACTURE(R)

MINIMUM

MISCELLANEOUS

MODIFIED

METAL

NORTH

NOT APPLICABLE

NEGATIVE

NUMBER

NOMINAL

NOT TO SCALE

ON CENTER(S)

OPENING

OPPOSITE

OPTION(AL)

OVERHEAD

PAINT

PRECAST CONCRETE

PRE-CONSTRUCTION RISK ASSESSMENT

PLATE

PLASTIC LAMINATE

PLYWOOD

PANEL

PAIR

PREFABRICATED

PLASTIC

PRESSURE TREATED

PARTITION(S)

PAVEMENT

QUANTITY

RAD

RCP

REF

REINF

REP

REQ(s,(')D)

RESIL

REV

RF

RM

RMV

RO

S

SCHED

SD

SECT

SF

SFRM

SHG

SHT(G)

SIM

SM

SOW

SPEC

SQ

SS

ST

STDG

STL

STOR

STRUCT

SUSP

SV

SYS

TEMP

T&G

THK

THRESH

TOC

TOS

TPH

TRANS

TS

TYP

UON

VA

VAR

VB

VC

VERT

VIF

VV

W W/

WD

WDW

WGHT

W/O

WP

WR

RADIUS

REFLECTED CEILING PLAN

REFERENCE

REINFORCE(D,ING)

REPRESENTATIVE

REQUIRE(D,S,MENT(S))

RESILIENT

REVERSE

RADIO FREQUENCY / ROOF

ROOM

REMOVE

ROUGH OPENING

SOUTH

SCHEDULE

SCHEMATIC DESIGN

SECTION

SQUARE FEET

SPRAY APPLIED FIRE-RESISTIVE MATERIAL

SHINGLES

SHEET (SHEATHING)

SIMILAR

SEAM

SCOPE OF WORK

SPECIFICATION

SQUARE

STAINLESS STEEL

STAIN

STANDING

STEEL

STORAGE

STRUCTURAL