Att. 8 Bid Documents STRUCTURAL.pdf

DRAWING SYMBOLS

ABBREVIATIONS

STRUCTURAL NOTES

WOMEN'S CLINIC & MAMMOGRAPHY ADDITION

MINNEAPOLIS, MN

DRAWING INDEX

DRAWING NUMBER

DRAWING NAME

FOUNDATION PLAN

1/8"=1'-0" (AST S1000)

DRAWING SCALE

X

FACE BRICK

CONCRETE BLOCK

WOOD BLOCKING

EARTH/ COMPACT FILL

STEEL

WELDED WIRE FABRIC

STEPPED FOOTING

LOCATION

JOIST BOT. CHORD

EXTENSION

BEAM SPLICE LOCATION

ELEVATION OR WORK POINT

S---------S

JOIST BOLTED CONNECTION PER

OSHA REQUIREMENTS

BEAM MOMENT CONNECTION

S

NEW COLUMN NUMBER

EXISTING COLUMN NUMBER

SECTION NUMBER

SHEET NUMBER

A

S400

SECTION NUMBER

SHEET NUMBER

ELEVATION NUMBER

SHEET NUMBERS400

CONCRETE

BIM IMAGE

ORIENTATION

REVISION CLOUD

AST DETAIL NUMBER

A

AB ANCHOR BOLT

ADD'L. ADDITIONAL

ALT. ALTERNATE

ARCH. ARCHITECT(URAL)

B

BLDG. BUILDING

BLK. BLOCK

BLKG. BLOCKING

BM. BEAM

BOT. BOTTOM

BRG. BEARING

BTWN. BETWEEN

C

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR. CLEAR(ANCE)

CMU CONCRETE

MASONRY UNIT

COL. COLUMN

COMP. COMPOSITE

CONC. CONCRETE

CONN. CONNECTION

CONST. CONSTRUCTION

CONT. CONTINUOUS

COORD. COORDINATE

CTRD. CENTERED

I

INFO. INFORMATION

J

JBE JOIST BEARING ELEVATION

JST. JOIST

JT. JOINT

K

K. KIP

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

M

MAS. MASONRY

MATL. MATERIAL

MAX. MAXIMUM

MECH. MECHANICAL

MEZZ. MEZZANINE

MFG. MANUFACTURE(R)

MIN. MINIMUM

MISC. MISCELLANEOUS

MO MASONRY OPENING

N

N NORTH

NIC NOT IN CONTRACT

NTS NOT TO SCALE

S

S SOUTH

SCHED. SCHEDULE

SIM. SIMILAR

SJI STEEL JOIST INSTITUTE

SPA. SPACE(S)

SQ. SQUARE

STD. STANDARD

STL. STEEL

STRUCT. STRUCTURAL

T

TBE TOP OF BEAM ELEVATION

TDE TOP OF DECK ELEVATION

TEMP. TEMPORARY

TFE TOP OF FOOTING

ELEVATION

TPC TOP OF PILE CAP

ELEVATION

TPE TOP OF PIER ELEVATION

TSE TOP OF SLAB ELEVATION

TWE TOP OF WALL ELEVATION

TYP. TYPICAL

U

UNO UNLESS NOTED

OTHERWISE

V

VERT. VERTICAL

W

W WEST

W/ WITH

WP WORK POINT

WWR WELDED WIRE

REINFORCEMENT

D

DBL. DOUBLE

DIA. DIAMETER

DIAG. DIAGONAL

DL DEAD LOAD

DO. DITTO

DTL. DETAIL

DWG. DRAWING

E

E EAST

EA. EACH

ELEV. ELEVATION

EMBED. EMBEDMENT

EQ. EQUAL

EXIST. EXISTING

EXP. EXPANSION

EXT. EXTERIOR

F

FAB. FABRICATE(OR)

FD FLOOR DRAIN

FNDN. FOUNDATION

FTG. FOOTING

G

GA. GAGE, GAUGE

GALV. GALVANIZED

GC GENERAL

CONTRACT(OR)

H

HORIZ. HORIZONTAL

HK. HOOK

HS HEADED STUDS

HSS HOLLOW

STRUCTURAL

SECTION

O

OC ON CENTER(S)

OH OVERHEAD

OPNG. OPENING

OPP. OPPOSITE

P

PC PRECAST CONCRETE

PERIM. PERIMETER

PL. PLATE

PLF POUNDS PER LINEAR

FOOT

PROJ. PROJECT

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

Q

QTY. QUANTITY

R

RAD. RADIUS

RD ROOF DRAIN

REINF. REINFORCE(D), (ING)

REQ'D. REQUIRED

REV. REVISION, REVISE(D)

S400

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:0

A

M

1375-S100

TITLE SHEET

05/26/2023

SHEET

NO.

DRAWING

NUMBER SHEET TITLE

30 1375-S100 TITLE SHEET

31 1375-S120 SCHEDULES

32 1375-S200 FOUNDATION PLAN

33 1375-S210 ROOF FRAMING PLAN

34 1375-S300 FOUNDATION SECTIONS AND DETAILS

35 1375-S301 FOUNDATION SECTIONS AND DETAILS

36 1375-S310 ROOF FRAMING SECTIONS AND DETAILS

37 1375-S320 ROOF FRAMING SECTIONS AND DETAILS

Revisions: Date:

BEAM CONNECTION SCHEDULE

CONNECTION

CAPACITY (Ø Rn)

BEAM SIZES

NUMBER OF ROWS OF 3/4" Ø

A325-N BOLTS, UNO

SEE BEAM

CONNECTION

SCHEDULE FOR

BOLT SIZE AND

QUANTITY

STEEL BEAM

SEE PLAN

(SUPPORTING

MEMBER)

STEEL BEAM

SEE PLAN

BOLT

SUPPORTING

MEMBER

1/

2" T

Y P

3"

T Y

P

3"

T Y

P

3"

T Y

P

3"

1/

2"

3"

CLR.

1 1/2"

TYP.

5 1/2"

BOLT

NOTES:

1. TYPICAL CONNECTION IS DESIGNED FOR A MAXIMUM TOP COPE OF 1 3/8" DEEP AND 4" LONG, UNO.

2. CONNECTION CAPACITY IS AN ULTIMATE LOAD PER AISC-LRFD THIRD EDITION.

3. COORDINATE ANGLE LENGTH WITH OTHER DETAILS ON THIS PROJECT. ALTERNATE CONNECTION:

ANGLES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER OF RECORD PROVIDED CERTIFIED DESIGN CALCULATIONS ARE PROVIDED.

4. SHORT SLOTTED HOLES TRANSVERSE TO THE DIRECTION OF LOAD ARE PERMITTED IN THE STEEL BEAM.

5. CONNECTION CAPACITY IS BASED ON SMALLEST BEAM DESIGNATION OF MINIMUM BEAM SIZE.

6. FABRICATOR TO COORDINATE BOLT CONFIGURATION FOR ERECTION PURPOSES.

ALL BOLTED DOUBLE ANGLE CONNECTIONS

ANGLE SIZES

11k

REMARKS

W8 TO W14 L4"x4"x5/16"x0'-6" 2 1"x4" MAXIMUM COPE 21k

WITHOUT COPED FLANGE

33 kips WITHOUT

COPED FLANGE

24k W10 TO W14 L4"x4"x5/16"x0'-6" 2

36k W12 TO W18 L4"x4"x5/16"x0'-9" 3

43k W14 TO W18 L4"x4"x5/16"x0'-9" 3

63k W16 TO W27 L4"x4"x5/16"x1'-0" 4

94k W18 TO W33 L4"x4"x5/16"x1'-3" 5

L4x3 1/2x5/16x1'-6" SL ON COL. AT

CONNECTIONS TO W10 COLUMNS

-CAPACITY = 179K @ W21x44 TO COL. (NO BEAM COPE)

132k W21 TO W36 L4"x4"x5/16"x1'-6" 6

1 3/8"x4 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

148k W24 TO W36 L4"x4"x5/16"x1'-6" 6

201k W27 TO W36 L4"x4"x5/16"x1'-9" 7

235k W30 TO W36 L4"x4"x5/16"x2'-0" 8

286k W33 TO W36 L4"x4"x3/8"x2'-3" 9

318k W40 L4"x4"x3/8"x2'-6" 10

L4x3 1/2x5/16x1'-3" SL ON COL. AT CONNECTIONS TO W10 COLUMNS -CAPACITY = 131K @ W18x35 TO COL. (NO BEAM COPE)

-CAPACITY = 99K @ W18x40 TO BEAM -CAPACITY = 165K @ W18x60 TO COL. (NO BEAM COPE)

-CAPACITY = 148K @ W18x86 TO BEAM 1 1/4"x4" MAXIMUM COPE

L4x3 1/2x5/16x1'-0" SL ON COL. AT

CONNECTIONS TO W10 COLUMNS

-CAPACITY = 87K @ W16x26 TO COL. (NO BEAM COPE) -CAPACITY = 97K @ W16x31 TO COL. (NO BEAM COPE)

L4x3 1/2x5/16x0'-9" SL ON COL. AT CONNECTIONS TO W10 COLUMNS -CAPACITY = 59K @ W14x22 TO COL.

1 1/4"x4" MAXIMUM COPE -CAPACITY = 65K @ W14x26 TO BEAM

WHERE CONNECTION IS

INTO A COLUM WEB,

THIS VALUE WILL BE

BASED ON BOLT EDGE

DISTANCE TO ANGLE

3/4" Ø BOLT

1" MIN. FOR

APPLIES TO MOMENT FRAME BEAMS

ALONG BUILDING PERIMETER

138k W18x40 L4"x4"x1/2"x1'-3" 5

APPLIES TO MOMENT FRAME BEAMS

ALONG BUILDING PERIMETER

191k W18x50 L4"x4"x1/2"x1'-3" 5 - 1" Ø A325-N BOLTS

APPLIES TO MOMENT FRAME BEAMS

ALONG BUILDING PERIMETER

226k W18x60 L4"x4"x1/2"x1'-3" 5 - 1" Ø A325-N BOLTS

APPLIES TO MOMENT FRAME BEAMS

ALONG BUILDING PERIMETER

211k W18x55 L4"x4"x1/2"x1'-3" 5 - 1" Ø A325-N BOLTS

SEE BEAM CONNECTION

SCHEDULE FOR BOLT SIZE

AND QUANTITY

STEEL BEAM, SEE PLAN

(SUPPORTING MEMBER)

STEEL BEAM

SEE PLAN

1 1/2"

1/

2"

1/ 2"

T Y

P

3"

T Y

P

3"

T Y

P

3"

T Y

P

3"

"t"

SEE

SCHEDULE

BEAM CONNECTION SCHEDULE

CONNECTION

CAPACITY (Ø Rn)

MINIMUM

BEAM SIZE

WELD SIZE

"t"

NOTES:

1. TYPICAL CONNECTION DESIGN IS FOR A MAXIMUM TOP COPE OF 1 1/2" DEEP AND 4" LONG. SHEAR TAB CONNECTION MAY REQUIRE A SMALLER

COPE DEPTH. MINIMUM EDGE DISTANCE FOR STANDARD BOLT HOLES IS 1 1/4" (MINIMUM EDGE DISTANCE FOR SHORT SLOTTED HOLES IS 1 3/8").

2. FOR SHEAR TAB CONNECTIONS WITH SUPPORTING MEMBER WEB THICKNESS GREATER THAN 3/4" USE 3/8" WELD AND 7/16" PLATE.

3. USE DOUBLE ANGLE BOLTED CONNECTION SCHEDULE FOR REACTIONS EXCEEDING CONNECTION CAPACITY GIVEN IN THIS SCHEDULE.

4. CONNECTION CAPACITY IS AN ULTIMATE LOAD PER AISC-LRFD THIRD EDITION.

5. COORDINATE SHEAR TAB LENGTH WITH OTHER DETAILS ON THIS PROJECT.

6. SHORT SLOTTED HOLES ARE IN THE BEAM.

7. CONNECTION CAPACITY IS BASED ON SMALLEST BEAM DESIGNATION OF MINIMUM BEAM SIZE.

SINGLE SHEAR TAB (FLEXIBLE) CONNECTION USING SHORT-SLOTTED HOLES TRANSVERSE TO DIRECTION OF LOAD

SHEAR TAB SIZE

14k

REMARKS

PL. 1/4"x4 1/2"x0'-6" 3/16"

27k PL. 1/4"x4 1/2"x0'-9"

44k PL. 1/4"x4 1/2"x1'-0"

62k PL. 1/4"x4 1/2"x1'-3"

79k PL. 5/16"x4 1/2"x1'-6"

2 1/4"x5 3/4" MAXIMUM COPE96k PL. 3/8"x4 1/2"x1'-9"

2 1/4"x5 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

113k PL. 7/16"x4 1/2"x2'-0"

130k PL. 7/16"x4 1/2"x2'-3"

142k PL. 7/16"x4 1/2"x2'-6"

NUMBER OF ROWS OF

3/4" Ø A325-N BOLTS

W8 W10

W12 W14

W16

W18

W21

W27

W30

W33

W36

3/16"

3/16"

3/16"

1/4"

5/16"

3/8"

3/8"

3/8"

2"x4 3/4" MAXIMUM COPE

2 1/4"x5 3/4" MAXIMUM COPE

BAR SIZE

1'-5"

1'-10"

2'-4"

2'-9"

4'-0"

4'-7"

5'-2"

5'-9"

6'-4"

1'-4"

1'-9"

2'-2"

2'-7"

3'-9"

4'-3"

4'-10"

5'-4"

5'-10"

1'-3"

1'-7"

2'-0"

2'-5"

3'-6"

4'-0"

4'-6"

5'-0"

5'-6"

1'-1"

1'-5"

1'-10"

2'-2"

3'-2"

3'-7"

4'-0"

4'-6"

4'-11"

1'-0"

1'-4"

1'-8"

2'-0"

2'-10"

3'-3"

3'-8"

4'-1"

4'-6"

0'-11"

1'-3"

1'-6"

1'-10"

2'-8"

3'-0"

3'-5"

3'-9"

4'-2"

0'-11"

1'-2"

1'-5"

1'-9"

2'-6"

2'-10"

3'-2"

3'-6"

3'-11" fc (psi)

1'-10"

2'-5"

3'-0"

3'-7"

5'-3"

6'-0"

6'-9"

7'-6"

8'-2"

1'-8"

2'-3"

2'-9"

3'-4"

4'-10"

5'-6"

6'-3"

6'-11"

7'-7"

1'-7"

2'-1"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-6"

7'-1"

1'-5"

1'-11"

2'-4"

2'-10"

4'-1"

4'-8"

5'-3"

5'-9"

6'-4"

1'-4"

1'-9"

2'-2"

2'-7"

3'-9"

4'-3"

4'-9"

5'-3"

5'-10"

1'-2"

1'-7"

2'-0"

2'-4"

3'-5"

3'-11"

4'-5"

4'-11"

5'-5"

1'-2"

1'-6"

1'-10"

2'-3"

3'-3"

3'-8"

4'-2"

4'-7"

5'-0"

1'-0"

1'-4"

1'-8"

2'-0"

2'-11"

3'-3"

3'-8"

4'-1"

4'-6"

NOTES:

1. THESE TABLES ARE BASED ON THE FOLLOWING ASSUMPTION:

A. CLEAR SPACING OF BARS ≥ db

B. CLEAR COVER ≥ db

C. STIRRUPS OR TIES PROVIDED THROUGHOUT DEVELOPMENT LENGTH ≥ CODE MINIMUM

OR

1. CLEAR SPACING OF BARS ≥ 2db

2. CLEAR COVER ≥ db

2. FOR OTHER CASES, MULTIPLY LENGTHS SHOWN BY 1.5.

3. FOR TOP BAR SPLICES, MULTIPLY LENGTHS SHOWN BY 1.3. TOP BARS ARE SUCH THAT 12" OR MORE OF FRESH

CONCRETE IS CAST BELOW THE SPLICE OR DEVELOPMENT LENGTH.

4. FOR LIGHTWEIGHT CONCRETE, MULTIPLY LENGTHS SHOWN BY 1.3.

5. FOR HIGHER GRADE STEEL, MULTIPLY LENGTHS SHOWN BY A RATIO OF HIGHER fy (KSI) OVER 60 (KSI).

ALL OTHER FACTORS LISTED STILL APPLY.

6. FOR COMPRESSION LAP SPLICE USE (0.0009fy-24)db

CLASS 'A' TENSION LAP SPLICE

CLASS 'B' TENSION LAP SPLICE

3500 4000 5000 6000 7000 8000 10000

#3

#4

#5

#6

#7

#8

#9

#10

#11

0'-9"

1'-0"

1'-3"

1'-6"

2'-3"

2'-6"

2'-10"

3'-2"

3'-6" fc (psi)

BAR SIZE

3000 3500 4000 5000 6000 7000 8000 10000

#3

#4

#5

#6

#7

#8

#9

#10

#11

LAP SPLICE SCHEDULE (UNCOATED GRADE 60 BARS IN CONCRETE)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:0

A

M

1375-S120

SCHEDULES

05/26/2023

COLUMN SCHEDULE

MARK SIZE BASE PLATE UNO REMARKS

C2 HSS8X8X1/4 PL 3/4x14x1'-2" SEE DETAIL 6/S300

C3 W10X68 PL 3/4x16x1'-4" SEE DETAIL 6/S300

C4 W10X49 PL 3/4x16x1'-4" SEE DETAIL 6/S300

C5 W10X60 PL 3/4x16x1'-4" SEE DETAIL 6/S300

C6 W14X68 PL 2 1/4x13x2'-2" SEE DETAIL 3/S301 & 6/S300 SIM. WITH 1 1/2" Ø GR. 55 F1554 ANCHORS

C7 W10X77 PL 2 1/4x12x1'-10" SEE DETAIL 3/S301 & 6/S300 SIM. WITH 1 1/2" Ø GR. 55 F1554 ANCHORS

CONCRETE PIER SCHEDULE

MARK PIER SIZE VERT. REINF. TIES REMARKS

P1 CIP - 20"x20" (8) - #5 #4 @ 12" OC SEE DETAIL 9/S300

P3 CIP - 18"x32" (14) - #7 #4 @ 12" OC SEE DETAIL 9/S300

P4 CIP - 18"x30" (14) - #7 #4 @ 12" OC SEE DETAIL 9/S300

FOOTING SCHEDULE

MARK SIZE

REINF. EACH WAY, BOTTOM

UNO REMARKS

F4 4'-0"x4'-0"x1'-0" (6) - #4

F4.5 4'-6"x4'-6"x1'-1" (4) - #5

F5 5'-0"x5'-0"x1'-2" (5) - #5

F5.5 5'-6"x5'-6"x1'-4" (7) - #5, TOP & BOTTOM

F6.5 6'-6"x6'-6"x1'-6" (6) - #6

1 2

36' - 7" 24' - 0" 24' - 5" 24' - 5" 20' - 9" 3' - 3 1/2" 18' - 6 1/2"

3 4 5 6 7

A

B

C

D

E

F

3'

0"

5.7

3'

CONTROL JOINT LAYOUT @ 6" SLAB, SEE 1/S300

• MAX. SPACING = 16'-0"

• MAX. PANEL ASPECT RATIO ≤ 1.5

(LONG SIDE / SHORT SIDE)

S300

TYP. @

INTERIOR

COLUMN

9'

1'

8'

S300

S300

S300

S300

TYP.

S300

TYP.

S300

TYP.

S300

TYP.

S300

TYP.

S300

S300

TYP. @

CURTAIN WALL

F5 F4.5 F4.5 F4.5

F4.5

F5.5

F5 F5

F4.5

F4.5

F5 F4.5 F4.5

F4.5 F4.5

F4.5

F4.5

F5.5

F4.5 F5

F4.5

1'

C4

C2

C4

C4

C4

C4 C5

C4

C4C4C4

C4 C4

C4 C4

C4C4

C5

C3

C5

C4

S300

12" CIP

SIM.

S300

TYP.

P R

E C

A S

T

10" PRECAST

P R

E C

A S

T

10" PRECAST

P

R E

C A

S T

S300

F4

C2

152' - 0"

S300

@ COLUMN

P1

P1

2' - 3" 22' - 2"

C6 P3

F4 P1

1'

T Y

P

F6.5 P3

C6

F6.5 P3 C6

F6.5 P3 C6

F6.5

F6.5 P4 C7

TFE = 98'-0"

22' - 5" 2' - 0"

2' - 0"

S300

MECHANICAL PADS, VERIFY

SIZE AND LOCATION WITH

MECHANICAL, SEE DETAIL

4/S301 FOR ADDITIONAL

INFORMATION

C2

F6.5

P3 C6

F6.5

P3 C6

P3 C6

F6.5 P3 C6

5'

1"

F6.5 P3 C6

F6.5 P3 C6

F6.5 P3 C6

F6.5 P3 C6

1' - 6" TYP. 34' - 4" 2' - 3"

F6.5 P4 C7

F6.5 P3 C6

F6.5 P3 C6

F6.5 P3 C6

F6.5 P3 C6

5'

F6.5

P3 C6

S300

TYP. @ EXT.

COLUMN

S300

TYP. @ EXT.

COLUMN

S300

TYP. @ EXT.

COLUMN

1' - 6" TYP.

1'

T Y

P

S-------------S

(E) CIP FNDN.

WALL

TOP OF (E) FTG. = 96'-6"

FIELD VERIFY

(E) STEEL COLUMN

C2 P1

- F

IE

LD

V

E R

IF

Y

9'

1"

1'

T Y

P

P1 C2

1' - 6" TYP.

S

-S

(E

S

-S (E

S

S

S

S

4' - 0"

TOP OF (E) FTG. = 95'-6"

FIELD VERIFY

TFE = 95'-6", FIELD VERIFY

MATCH EXISTING FOOTING STEP

EXTENTS AND DEPTH FROM

EXISTING BUILDING

S

S

TFE = 96'-6"

FIELD VERIFY

MATCH EXIST.

TFE =

97'-0" TFE =

97'-0"

TFE = 96'-6" FIELD

VERIFY MATCH EXIST.

S300

S300

S300

S300

NEW STRIP FTG.

START HERE

NEW STRIP FTG.

START HERE

(E) STEEL

COLUMN

2'-0" WIDE CIP FOUNDATION WALL

REINF. WITH (2) LAYERS OF #5 BARS

@ 16" OC EACH WAY, EACH FACE

2'-0" WIDE CIP FOUNDATION WALL

REINF. WITH (2) LAYERS OF #5 BARS

@ 16" OC EACH WAY, EACH FACE

3'-0" WIDEx1'-0" DEEP STRIP FTG.

WITH (3) #5 BARS CONT. BOTTOM 1' - 6"

1'

1'

T Y

P

P R

E C

A S

T

1' - 6" TYP.

1' - 10" 17' - 5" 23' - 4"

20' - 9" 10' - 3" 6' - 3" 5' - 4"

1' - 6" TYP.

1.5 2.1

FIELD VERIFY

1' - 9 3/8"

18' - 8 3/8" - FIELD VERIFY 17' - 10 5/8" - FIELD VERIFY 3' - 4" 20' - 8"

23' - 8 5/8"

10" 1' - 8"21' - 2 5/8"

F6.5

2'

1'

3'-0" WIDEx1'-0" DEEP STRIP FTG.

WITH (3) #5 BARS CONT. BOTTOM

2' - 0" 18' - 9" 3' - 3 1/2"

2'

UNDERGROUND LINE THROUGH

FOUNDATION WALL - VERIFY

SIZE, LOCATION AND ELEVATION

WITH PLUMBING DRAWINGS

SEE SHEET S100 FOR

ADDITIONAL INFORMATION

UNDERGROUND LINE BELOW

FOUNDATION - VERIFY SIZE,

LOCATION AND ELEVATION

WITH PLUMBING DRAWINGS

S300

TFE = 98'-0"

TFE = 98'-0"

TFE = 98'-0"

S301

TYP. @ SLAB

DEPRESSION

SLAB DEPRESSION

SEE ARCH.

3' - 0"

EXTEND EXISTING WIDTH OF FOOTING AS

SHOWN. TOP OF FOOTING ELEVATION AND

THICKNESS (12") TO MATCH EXISTING

FOUNDATION PLAN NOTES:

1. TOP OF SLAB ELEVATION (TSE) = 100'-0" UNO ON PLAN REFERENCED FROM DATUM ELEVATION 890.9'.

VERIFY WITH CIVIL AND ARCH. SEE ARCH FOR LOCATIONS OF FLOOR DRAINS REQUIRING THE SLAB TO SLOPE.

2. TOP OF INTERIOR FOOTING ELEVATION (TFE)=99'-0" UNO ON PLAN.

TOP OF PERIMETER FOOTING ELEVATION (TFE)=97'-0" UNO ON PLAN.

TOP OF PIER ELEVATION (TPE) = 99'-0" UNO ON PLAN.

TOP OF CAST IN PLACE WALL (TWE) = 99'-0" ON PLAN.

3. TYPICAL FOOTING AT PERIMETER WALL SHALL BE 2'-0" WIDEx1'-0" DEEP WITH (2) - #5 BARS CONT. IN BOTTOM OF FOOTING TYP. UNO.

4. INTERIOR SLAB ON GRADE SHALL BE 6" THICK NORMAL WEIGHT CONCRETE SLAB REINFORCED WITH #4 BARS @ 18" OC CENTERED IN

SLAB, CONSULT GEOTECH FOR ADDITIONAL INFORMATION.

5. CONT. FOOTINGS SHALL BE CENTERED ON WALLS UNO ON PLAN. SPREAD FOOTINGS SHALL BE CENTERED ON COLUMNS UNO ON PLAN.

6. THE GEOTECHNICAL ENGINEER SHALL VERIFY THAT THE FOOTING ELEVATIONS SHOWN LOCATE THE BOTTOM OF THE FOOTING AT AN ELEVATION WHICH PROVIDES BEARING IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF LOCATIONS THAT DO NOT SATISFY THOSE REQUIREMENTS. IN THOSE CASES, THE GRADE MAY BE ELEVATED WITH COMPACTED MATERIAL APPROVED BY THE GEOTECHNICAL ENGINEER OR THE FOOTING DEPTH MAY BE

INCREASED WITH THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

7. VERIFY ALL PANEL JOINT LOCATIONS WITH ARCH.

8. "C1" ON PLAN INDICATES COLUMN TYPE - SEE SCHEDULE ON SHEET S120 FOR COLUMN SIZE.

9. "P1" ON PLAN INDICATES CONCRETE PIER TYPE - SEE SCHEDULE ON SHEET S120 FOR SIZE AND REINF.

10. "F1" ON PLAN INDICATES FOOTING TYPE - SEE SCHEDULE ON SHEET S120 FOR FOOTING SIZE AND REINFORCING.

11. SEE DETAIL 1/S300 FOR TYPICAL SLAB CONTROL /CONSTRUCTION JOINT.

12. SEE DETAIL 2/S300 FOR TYPICAL CONCRETE COVER OVER UTILITY PIPE.

13. "S-------------S" ON PLAN INDICATES FOOTING STEP. SEE 3/S300 FOR ADDITIONAL INFORMATION.

14. SEE DETAIL 4/S300 FOR TYPICAL COLUMN ISOLATION JOINT.

15. VERIFY ALL STOOP DIMENSIONS AND LOCATIONS WITH ARCH. PRIOR TO CONSTRUCTION.

16. SEE THE CIVIL DRAWINGS FOR SIZE AND LOCATION OF THE EXISTING UNDERGROUND SEWER LINE UNDER THE BUILDING FOOTPRINT TO REMAIN. THE INTENDED SUBGRADE IMPORMENT METHOD IS RAMMED AGGREGATE PIERS. THE RAMMED AGGREGATE PIER SUPPLIER WILL NEED TO DESIGN AND INSTALL PIERS AROUND THE EXISTING LINE WHICH IS TO REMAIN IN USE.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:1

A

M

1375-S200

FOUNDATION PLAN

05/26/2023

FOUNDATION PLAN

1/8" = 1'-0"

PLAN

NORTH

TRUE

NORTH

ROOF PLAN NOTES:

1. ROOF TOP OF SLAB ELEVATION (TSE) = 118-8" ON PLAN. VERIFY WITH ARCH.

2. ROOF SLAB IS 3" - 20 GA. COMPOSITE METAL DECK (ON 3 SPANS) WITH 3 1/2" NORMAL WEIGHT CONCRETE (6 1/2" TOTAL THICKNESS).

REINFORCE WITH 6x6 - W2.1xW2.1 WWR.

3. ON PLAN DENOTES DECK SPAN.

4. BEAM LEGEND:

37k W16X26 (3/4")

-BEAM CONNECTIONS WITHOUT REACTIONS ON PLAN SHALL BE DESIGNED FOR A MINIMUM OF 10K.

5. SEE DETAIL 1/S310 FOR TYPICAL COMPOSITE DECK ATTACHMENT INFORMATION.

6. VERIFY NUMBER, SIZE AND LOCATION OF ALL OPENINGS IN SLAB WITH ARCHITECTURAL, MECHANICAL & ELECTRICAL DRAWINGS. ALL OPENINGS NOT SHOWN ON PLAN MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD. FOR FLOOR OPENINGS 2'-0"x2'-0" AND SMALLER, SEE 2 & 3/S310.

ALL OTHER OPENINGS REQUIRE FRAMES, SEE PLAN.

7. SEE DETAIL 4/S310 FOR COMPOSITE SLAB CONSTRUCTION JOINT DETAIL.

8. SEE DETAIL 5/S310 FOR TYPICAL STUD LAYOUT AND SPACING DETAILS.

9. SEE SHEET S120 FOR BEAM CONNECTION SCHEDULES.

10. FOR PATIENT LIFT STRUCTURAL DETAILS SEE 14 & 15/S320. SEE ARCH DRAWINGS FOR LOCATIONS AND ADDITIONAL INFORMATION RELATED TO THE PATIENT LIFTS.

11. PRECAST ENGINEER TO ACCOUNT FOR PIPING PENETRATIONS THROUGH WALL. VERYIFY LOCATIONS WITH MECHANCIAL.

12. FOR EXAM/PROCEDURE LIGHT STRUCTURAL SUPPORT, SEE DETAIL 9/S320. SEE ARCH DRAWINGS FOR LOCATIONS AND ADDITIONAL INFORMATION RELATED TO

THE LIGHTS.

UPWARD CAMBER

BEAM SIZE

# OF SHEAR STUDS

LRFD LOAD REACTION. BEAM REACTIONS NOTED ON PLAN ARE ULTIMATE LOADS.

IF REACTION IS GIVEN ON ONE END ONLY, USE THE SAME LOAD FOR BOTH ENDS.

DECK SPAN

A

B

5.7

21' - 10"

8"

0"

0" 10' - 3" 6' - 3" 5' - 4"

9'

1'

0"

2' - 6"

HSS6X4X3/8 (LLV)

H S

S 8X

4X 1/

(L

LV

D E

C K

S P

A N

ROOF DRAIN

OVERFLOW

DRAIN

HSS6X4X3/8 (LLV)

HSS5X3X3/8 (LLV)

HSS5X3X3/8 (LLV)

(3 ) E

Q S

P A

C E

S

'-2

/8

O

C

1' - 6" 6' - 4"

S310

S310

S310

S310

CANOPY ROOF PLAN NOTES:

1. ROOF TOP OF DECK ELEVATION (TDE) = 111'-7 1/2" UNO ON PLAN. VERIFY WITH ARCH.

2. ROOF DECK SHALL BE 1 1/2" - 22 GA. TYPE 'B' WIDE RIB METAL DECK (3-SPAN) UNO. ROOF DECK FASTENING SHALL BE 5/8" PUDDLE WELDS IN A 36/4 PATTERN WITH (1) - #10 TEK SIDELAP FASTENER PER SPAN.

3. ON PLAN DENOTES DECK SPAN.

4. SEE DETAIL 1 & 2/S320 FOR TYPICAL ROOF DECK ATTACHMENT INFORMATION.

DECK SPAN

1 2 3 4 5 6 7

A

B

C

D

E

F

5.7

36' - 7" 24' - 0" 24' - 5" 24' - 5" 24' - 0 1/2" 18' - 6 1/2"

0"

20' - 9" 3' - 3 1/2"

5'

5'

(3

E Q

. S P

A C

E S

/8

(3) EQ. SPACES @ 6' - 11" UNO(3) EQ. SPACES @ 8' - 1 5/8" ± UNO(3) EQ. SPACES @ 8' - 1 5/8" ± UNO(3) EQ. SPACES @ 8' - 0" UNO

S310

TYP. 7

S310

TYP. @

BEAM

BEARING

S310

TYP. @

COLUMN

S310

TYP.

S310

TYP. @

COL.

S310

TYP.

S310

TYP. @

COL.

S310

TYP.

DECK SPAN

W14X22

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W18X35 (3/4") W18X35 W18X35 W18X35 W18X35

23232324

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

10 10 10 10 10 10 10 10 10 10 10 10 10 10

W18X35 (3/4")

W18X35 (3/4")

W18X35 (1 1/2")

W18X35 (3/4")

W18X35 (1")

W18X35 (1")

W18X35 (3/4")

W18X35 (1")

W18X35 (1")

W18X35 W18X35 W18X35 W18X35

W18X35

W18X35

W18X35W18X35W18X35W18X35

W18X35 W18X35 W18X35 W18X35

W18X35

232324 23

W

X 22 W

X

W

X

W

X

W

X

W

X

W

X

W

X 22 W

X

W

X

W

X

W

X

W

X

W

X

10 10 10 10 10 10

10 10 10 10 10

2124 24

23 23 23 21

12 12

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

10 10 10 10 10 10 10 10 10 10

(3

E Q

. S P

A C

E S

/8

8'

8'

1'

W

X

5' - 1 1/2" 5' - 1 1/2" 6' - 3" 5' - 4"

152' - 0"

W18X35 (3/4")

PRECAST SUPPLIER TO DESIGN

PANELS FOR A FUTURE VERTICAL

EXTENSION OF ALL PRECAST WALL

PANELS AND FOR A SECOND LEVEL

EXPANSION.

CURRENT BUILDING DESIGN INCLUDES PROVISIONS FOR

A FUTURE SECOND FLOOR EXPANSION AS NOTED.

ASSUMED FUTURE ROOF STRUCTURE TO BE 1 1/2" 22 GAUGE,

TYPE B METAL DECK SUPPORTED BY NORTH-SOUTH SPANNING

STEEL JOISTS SUPPORTED BY JOIST GIRDERS.

ASSUMED FUTURE ROOFING BE AN ADHERED MEMBRANE.

98K 95K 95K 108K

97K 95K 95K 108K 107K52 K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

98K 52 K

K

K

103K 52 K

K

8K

89K 59 K

K

88K 59 K

K

K

K 59

K

88K 59 K

K

121K

125K 48 K

K

K

K

K

K

K

K

K

K

K

W

X

2' - 3" 22' - 2"

(3) EQ. SPACES @ 8' - 10 5/8" ± (3) EQ. SPACES @ 7' - 4 5/8" ±

W

X

W

X

K

(3) EQ. SPACES @ 8' - 9 5/8" ±

(3) EQ. SPACES @ 6' - 3" = 18' - 9"

(3) EQ. SPACES @ 7' - 3 5/8" ± UNO = 21' - 10"

(3) EQ. SPACES @ 6' - 2 1/8" ± = 18' - 6 1/2"

22' - 5" 2' - 0" 2' - 0" 22' - 0 1/2"

(3) EQ. SPACES @ 7' - 5 5/8"

(3) EQ. SPACES @ 7' - 5 5/8"

1'

T Y

P

3'

W18X35 (1 1/4")

5'

/8

6'

(3

E Q

. S P

A C

E S

S210

LOW ROOF

W

X 40 19

W

X

W

X

W

X

12 12 12 12 12 12 12 12 12 12 10 10

W18X35

S310

TYP.

W18X35

W14X22

W

X 22 11

K 52

K

K

K

K

K

W10X22

W10X22

W

X

W

X

VERIFY OPENING SIZE &

LOCATION WITH MECH.

S320

8' - 0" 8' - 0" 8' - 0"

W18X55 W18X50

W18X50

96K96K94K

5K

K

W

X

W18X97

73K

57K

57K

57K

57K

57K

5K

57K

57K

57K

K

W

X

57K

57K

W

X

W

X

57K

39K

W18X40

29K

W

X

W18X50

140K W18X55 W18X50 W18X50 W18X35

23 27 18 18

146K 159K 141K 83K

S310

TYP.

S310

TYP. @

COL.

1' - 6" TYP.

1' - 6" TYP.

2' - 3"

(E) WF BEAM(E) WF BEAM

(E) STEEL COLUMN

TYP.

(E) WF BEAM (LOW)

(E) WF BEAM (LOW)

NEW PUNCHED OPENING

IN (E) PRECAST WALL

ADDITIONAL CONNECTIONS

BY PRECAST SUPPLIER

LIKELY NEEDED FOR

REMAINING PRECAST

PANEL ABOVE OPENING

(E) ROOF DECK SPAN

W

X

W16X31

W

X

W

X

W

X

10 1110

EXPANSION JOINT

W

X

S310

TYP. @

COL.

1.5 2.1

1'

T Y

P

18' - 8 3/8" - FIELD VERIFY 17' - 10 5/8" - FIELD VERIFY 3' - 4" 20' - 8"

(3) EQ. SPACES @ 7' - 0 7/8" ± = 21' - 2 5/8"

FIELD VERIFY

1' - 9 3/8"

1'

T Y

P

1' - 6" TYP.

10" PRECAST

P R

E C

A S

T

26' - 5" 18' - 9" 21' - 10"

W

X

1010 10

9K

4K

6K

3K

4K

K

K

21 21 21 21 21 21 21 12 17 17 12 11

K

96K

53K

K

K

K

K

98K 98K52 K

K

K

K

K

K

97K

K

K

K

K

S320

S320

S320

S320

K

K

K

K

S320

S320

K

K

K

K

K

K

S320

K

K

S320

S320

K51

K

K

K

K

K

K

K

TYP.

1' - 6"

D E

C K

S P

A N

S320

S320

S320

S310

AT CURTAIN

WALL

55K

K

ALUMINUM SUN SHADE STRUCTURE BY

OTHERS - SEE ARCH

ATTACHMENT OF ALUMINUM STRUCTURE

NEEDS TO BE COORDINATED WITH THE

PRECAST SUPPLIER TO DETERMINE EMBED

PLATE SIZE, SPACING AND LOCATIONS

W

X 26 W10X22

W

X

VERIFY OPENING SIZE AND

LOCATION WITH ARCH.

TYP. 4 SIDES

4" SLAB EDGE

TYP. 4 SIDES

4" SLAB EDGE

S310

TYP.

4 SIDES

S310

TYP. 4 SIDES

S310

S310

NEW PRECAST PANEL TO BE

ADDED ON TOP OF THE

EXISTING PRECAST PANELS

NEW PRECAST PANEL TO BE

ADDED ON TOP OF THE

EXISTING PRECAST PANELS

THE BEAMS ALONG GRID A ARE DESIGNED

TO CARRY AN ADDITIONAL 6' OF TRIBUTARY

LOAD DUE TO THE FUTURE 2ND FLOOR

EXPANSION/INFILL BETWEEN BUILDINGS

REMAINING PRECAST WALL WILL NOT BE CAPABLE

OF BECOMING A 2 STORY SHEAR WALL - WE

EXPECT THAT WHEN THE SECOND LEVEL

EXPANSION IS CONSTRUCTED, THE BUILDING WILL

NOT FOLLOWING THE WALL JOG AND WILL SQUARE

OUT TO GRID 1. ADDITIONAL STEEL FRAMING IN

THE WALKWAY WILL BE REQUIRED TO BRING THE

STRUCTURE TO THE CORRECT ELEVATION.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:2

A

M

1375-S210

ROOF FRAMING PLAN

05/26/2023

PLAN

NORTH

TRUE

NORTH

CANOPY FRAMING PLAN

1/4" = 1'-0"

PLAN

NORTH

TRUE

NORTH

ROOF FRAMING PLAN

1/8" = 1'-0"

"D

S E

E P

LA

N

TSE =

SEE PLAN

CONTROL JOINTCONSTRUCTION

JOINT

1 1/4" DEEP SAW CUT

WITH SOF-CUT SAW

ADJACENT TO

CONSTRUCTION JOINT

IMMEDIATELY AFTER

FINISHING

1 1/4" DEEP SAW CUT WITH SOF-

CUT SAW IMMEDIATELY AFTER

FINISHING

SLAB DEPTH

4" - 6"

DIAMOND DOWEL SIZE

1/4"x 4 1/2"x 4 1/2"

DOWEL SPACING

18" OC

DIAMOND DOWEL

SEE SCHED. BELOW

DIAMOND DOWEL SCHEDULE

SLAB ON GRADE, SEE PLAN

SEE FOUNDATION PLAN

NOTES FOR SLAB

REINF. IF REQUIRED

NOTES:

1. DIAMOND DOWELS ARE MANUFACTURED BY PNA CONSTRUCTION

TECHNOLOGIES AND SHALL BE PLACED PER MANUFACTURER'S

SPECIFICATIONS

2. DIAMOND DOWEL SIZE AND SPACING MUST BE VERIFIED WITH

SUPPLIER PRIOR TO CONSTRUCTION.

C

LE

A R

3" T

Y P

PIPE AND SLEEVE (IF REQ'D.)

BY RESPECTIVE UTILITY

COORDINATE SIZE WITH

GENERAL CONTRACTOR

TFE =

SEE PLAN

CONTINUOUS FOOTING

SEE PLAN FOR SIZE AND

REINFORCING

U T

IL

IT

Y S

U P

P

LY

IN

G

P

IP

E

LE

A

N C

O N

C R

E T

E F

IL

L

F O

R P

IP

E

C O

V E

R B

Y

6" MIN.

6" M

IN

1' - 6" LAP

1' - 6" LAP

FOOTING, SEE PLAN FOR SIZE

AND REINFORCING

MATCH SIZE AND SPACING OF

FOOTING REINFORCING

THUS:

SEE PLAN FOR FOOTING

STEP LOCATION

COORDINATE STEP LOCATION

WITH PANEL JOINT

TFE =

SEE PLAN

TFE =

SEE PLAN

C

LE

A R

3" T

Y P

CLEAR

3" LAP

"S

"S"

CONTROL JOINT

SLAB BLOCK OUT TO

ACCOMMODATE COLUMN BASE

PLATE POUR AFTER COLUMNS

ARE ERECTED

1/4" ASPHALT IMPREGNATED

FIBER BOARD

STEEL COLUMN SIZE AND

CONFIGURATION MAY VARY

SEE PLAN

CONSTRUCTION JOINT

FLOOR SLAB

1/2" FOAM FILLER STRIP

SECTION

(4) - 3/4" Ø THREADED

RODS WITH (3) HEAVY HEX

NUTS AND WASHERS

PAINT ALL STEEL BELOW

TSE WITH ASPHALTIC

EMULSION COATING

STEEL COLUMN SIZE AND

SHAPE MAY VARY, SEE PLAN

1/2" FOAM FILLER STRIP

E M

B E

D

S

IM

9" E

M B

E D

N O

N -S

H R

IN

K

G R

O U

T

(2 ) B

O

LT

Ø T

H

IC

K N

E S

S

B A

S E

P

LA

T E

M

IN

. P R

O J.

(3 ) B

O

LT

Ø

PLAN VIEW

TUBE STEEL COLUMN

CL

PLAN VIEW

WIDE FLANGE COLUMN

CL

BASE PLATE

SEE SCHEDULE

STEEL COLUMN

SEE PLAN

"D

"D"

5/16

"D" "D

BASE PLATE, SEE SCHEDULE

STEEL COLUMN, SEE PLAN

5/16

4 SIDES

TEMPLATE SHALL BE

USED FOR ANCHOR

BOLT SETTING

1 5/16"Ø BASE PLATE HOLE TYP.

CLCL

2" O

F G

R O

U T

F O

R

1/ 2"

Ø A

N C

H O

R S

ANCHOR BOLT HOLES

3/4"

ANCHOR BOLT

DIAMETER, IN.

HOLE

DIAMETER,

IN.

1 5/16"

1 1/2" 2 5/16"

"D" DIM,

IN.

1 1/2"

2 1/2"

ALL THREADED ANCHOR RODS

SHALL BE ASTM F1554 STEEL,

GR. 36 FOR 3/4" Ø

GR. 55 FOR 1 1/2" Ø

CL

STEEL COLUMN, SIZE AND

CONFIGURATION MAY

VARY, SEE PLAN

SLAB ON GRADE

SEE PLAN

FOOTING, SEE PLAN FOR

SIZE AND REINFORCING

TSE =

SEE PLAN

TFE =

SEE PLAN

S300

3" T

Y P

3" TYP.

CL

FOOTING, SEE PLAN

FOR SIZE AND

REINFORCING

ADD 3 TIES AT 3" OC

@ TOP OF PIER

CONCRETE PIER

SEE PLAN FOR SIZE

AND REINFORCING

S300

3" TYP.

3" T

Y P

TSE =

SEE PLAN

TFE =

SEE PLAN

STEEL COLUMN, SIZE

AND CONFIGURATION

MAY VARY, SEE PLAN

FLOOR SLAB

TPE =

SEE PLAN

S300

FIELD VERIFY

S300

18" MIN.18" MIN.

MAN-DOOR OPENING FIELD

VERIFY LOCATION

PERIMETER WALL

SYSTEM

CONCRETE STOOP

5'

VERIFY ALL DIMENSIONS

WITH ARCH.

4" CARDBOARD

CRUSHFORM

PC WALL BEYOND

#4 DOWEL AT 24" OC

(3 MIN./OPENING)

CONCRETE SLAB, SEE PLAN

#4 AT 12" OC, EACH WAY

#4 DOWEL THUS:

24"

STD. HK.

SIDEWALK, SEE ARCH.

MATCH

SIDEWALK

CIP CONCRETE WALL

SEE PLAN

TSE =

SEE PLAN

1/ 4"

5"

8"

8" CIP CONCRETE REINF. WITH

#4 @ 12" OC, EACH WAY

1'-6" WIDEx1'-0" DEEP FOOTING REINF.

WITH (2) - #5 CONT. HORIZ.

3" CLR.

3" C

LR

1" THICK INSULATION

SEE ARCH.

S E

E S

T R

U C

T U

R A

L N

O T

E S

F R

O S

T D

E P

T H

TWE =

SEE PLAN

SLAB ON GRADE

SEE PLAN

BOND BREAKER

SHIMS AS REQUIRED BY

PRECAST SUPPLIER

SEE PLAN FOR FOOTING AND

REINFORCING

PRECAST CONCRETE

WALL, SEE PLAN

TSE =

SEE PLAN

TFE =

SEE PLAN

GRID

GROUT CONTINUOUSLY

BELOW WALL PANELS

ENTIRE PANEL CONNECTION

TO FOOTING BY PRECAST

SUPPLIER

PROTECT ALL BELOW GRADE

STEEL WITH ASPHALTIC

COVERING TYPICAL

T Y

P

3" C

LR

TYP.

3" CLR.

GRADE, SEE CIVIL

TWE =

SEE PLAN

10" THICK CIP STEM WALL

WITH #5 BARS @ 16" OC

EACH WAY, EACH FACE

HOOKED DOWELS TO MATCH

SIZE AND SPACING OF VERT.

REINFORCING

SEE PLAN

COVER TYP.

1 1/2" CLEAR

TIES, SEE SCHEDULE

VERTICAL PIER

REINFORCEMENT

SEE SCHED.

CONCRETE PIER

SEE PLAN

CL PIER

C L

P

IE

R

10" 10"

PIER P1

COVER TYP.

1 1/2" CLEAR

TIES, SEE SCHEDULE

VERTICAL PIER

REINFORCEMENT

SEE SCHED.

CONCRETE PIER

SEE PLAN

CL PIER

C L

P

IE

R

1' - 4" 1' - 4"

9" 9"

PIER P3

CL PIER

C L

P

IE

R

1' - 3" 1' - 3"

9" 9"

PIER P4

COVER TYP.

1 1/2" CLEAR

TSE =

SEE PLAN

TFE =

SEE PLAN

GRID

T Y

P

3" C

LR

TYP.

3" CLR.

SLAB ON GRADE

SEE PLAN

BOND BREAKER

SEE PLAN FOR FOOTING

AND REINFORCING

CIP CONCRETE WALL,

SEE PLAN

PROTECT ALL BELOW GRADE

STEEL WITH ASPHALTIC

COVERING TYPICAL

GRADE, SEE CIVIL

CURTAIN WALL

BY OTHERS

SEE PLAN

S300

STEEL COLUMN, SEE PLAN

TWE =

SEE ARCH.

TPE =

SEE PLAN

CL. OF PIER AND CL. OF COLUMN DO

NOT ALWAYS MATCH, SEE PLAN

TSE =

SEE PLAN

TFE =

SEE PLAN

GRID

T Y

P

3" C

LR

TYP.

3" CLR.

SLAB ON GRADE

SEE PLAN

SEE PLAN FOR FOOTING

AND REINFORCING

12" CIP WALL REINF. W/

#5 @ 16" OC EACH WAY,

EACH FACE

GRADE, SEE CIVIL

CURTAIN WALL

BY OTHERS

TWE =

SEE ARCH.

PROVIDE DOWEL WITH

STANDARD HOOK TO

MATCH VERT. WALL REINF.

BOND BREAKER

SEE PLAN

EXISTING CIP

FOUNDATION

T/ EXIST. FTG.

FIELD VERIFY

6"

FIELD VERIFY EXISTING

FOOTING SIZE

(2) #5x2'-6" DOWELS

DRILL BARS INTO

EXISTING FOOTING

W/ HILTI HIT HY 200

ADHESIVE

NEW FOOTING

SEE PLAN

NEW CONSTRUCTION EXISTING CONSTRUCTION

NEW SLAB ON GRADE, SEE PLAN

BOND BREAKER

(E) PRECAST CONCRETE

WALL

TSE =

SEE PLAN

(E) TFE =

96'-6"

FIELD VERIFY

(E) TWE =

99'-4"

FIELD VERIFY

(E) 10" THICK CIP

CONCRETE WALL

(E) CONCRETE

SLAB ON GRADE

3' - 0"

SEE DETAIL 5/S300

FOR ADD'L. INFO.

CONCRETE PIER, SEE PLAN

TPE =

SEE PLAN

STEEL COLUMN, SEE PLAN

SEE PLAN STEEL COLUMN / PIER

PROVIDE 90° BEND IN PIER VERT.

BARS AS SHOWN

TYP.

3" CLR.

T Y

P

3" C

LR

TYP.

6" EMBED.

DRILL BARS INTO EXISTING FOOTING

WITH HILTI HIT HY 200 ADHESIVE TYP.

(3) #5 BARS LONG, DRILL AND

EPOXY BAR ENDS INTO ADJACENT

EXISTING FOOTINGS, BOTH ENDS

#5 BARS AT 12" OC

NEW SLAB ON GRADE

SEE PLAN

BOND BREAKERPRECAST CONCRETE

WALL

TSE =

SEE PLAN

CONCRETE PIER

SEE PLAN

TPE =

SEE PLAN

STEEL COLUMN

SEE PLAN

10" THICK CIP STEM WALL

SEE DETAIL 12/S300

CONT. REINF. THRU PIER

GRID

SEE PLAN FOR FOOTING

AND REINFORCING

PROTECT ALL BELOW

GRADE STEEL WITH

ASPHALTIC COVERING

TYPICAL

GRADE, SEE CIVIL

HOOKED DOWELS TO

MATCH SIZE AND

SPACING OF VERT.

REINFORCING

S301

S301

TYP.@ CORNER

SEE PLAN

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:2

A

M

1375-S300

FOUNDATION SECTIONS AND

DETAILS

05/26/2023

TYPICAL CONTROL/CONSTRUCTION JOINT

1/2" = 1'-0" (AST S1000a)

CONCRETE COVER FOR UTILITY PIPE

3/4" = 1'-0" (AST S1001a)

TYPICAL STRIP FOOTING STEP

1/2" = 1'-0" (AST S1002a)

TYPICAL COLUMN ISOLATION JOINT

1/2" = 1'-0" (AST S1003a)

TYPICAL ANCHOR BOLT SETTING

1" = 1'-0" (AST S5000a)

INTERIOR COLUMN FOUNDATION

3/4" = 1'-0" (AST S5001a)

INTERIOR COLUMN ON PIER

3/4" = 1'-0" (AST S5001b)

TYPICAL STOOP PLAN

1/2" = 1'-0" (AST S6000)

COLD CLIMATE STOOP FOR CIP WALLS

3/4" = 1'-0" (AST S6000c)

TYPICAL PRECAST WALL ON STEM WALL

3/4" = 1'-0" (AST S6019)

PIER DETAIL

1" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0" (AST S11021)

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

TSE =

SEE PLAN

SLAB ON GRADE, SEE PLAN

SEE FOUNDATION PLAN NOTES

FOR SLAB REINFORCING

#4 DOWEL WITH STANDARD

HOOK @ TOP @ 18" OC

DRILL AND EPOXY INTO

EXISTING SLAB USING HILTI

HIT-HY 200 ADHESIVE

EMBEDED 4"

B Y

M E

C H

(8

M

A X

4" O

R A

S R

E Q

U

IR

E D

#4 CONT.

1/

2" T

Y P

#4 @ 12" OC

EACH WAY

COORDINATE SIZE AND LOCATION

OF PADS/CURBS WITH MECHANICAL

-SLABS SHOULD BE OVERSIZED

6" IN ALL DIRECTIONS AT AHU 1-01

ON THE SIDE OF THE UNIT THAT

HAS DOORS, OVERSIZE PAD 18"

PRECAST WALL PANEL

SEE PLAN

SEE PLAN

CIP PIER

SEE PLAN

5/16

STEEL COLUMN

SEE PLAN

SEE DETAIL 6/S300 FOR

ADDITIONAL INFO.

SHEAR LUG

SEE DETAIL 3/S301

GRID

/2

SHEAR LUG 2"x6"xWIDTH OF BASE

PLATE

GROUT SOLID w/ NON-

SHRINK GROUT. SPECIAL

INSPECTOR SHALL

CONTINUOUSLY INSPECT

GROUTING OPERATION

AND SHALL VERIFY THAT

ENTIRE VOID HAS BEEN

GROUTED SOLID TPE =

SEE PLAN

5/16

5/16

SHEAR LUG TO

BASE PLATE

6"

TYPICAL SHEAR LUG

ORIENTATION

PLAN VIEW

PRECAST WALL PANEL

SEE PLAN

SEE PLAN

CIP PIER

SEE PLAN

5/16

STEEL COLUMN

SEE PLAN

SEE DETAIL 6/S300 FOR

ADDITIONAL INFO.

SHEAR LUG

SEE DETAIL 3/S301

GRID

GRID

S E

E P

LA

N

SEE PRECAST SUPPLIER FOR

NOTCH WITHIN PRECAST

TSE =

SEE PLAN

SLAB ON GRADE

SEE PLAN

SEE FOUNDATION PLAN NOTES

FOR SLAB REINFORCING

S E

E A

R C

H

4" M

A X

SLAB ON GRADE

BEYOND

8"

#4 AT 18" OC THUS:

24"

24"

FIT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:2

A

M

1375-S301

FOUNDATION SECTIONS AND

DETAILS

05/26/2023

MECHANICAL PAD DETAIL

1" = 1'-0"

BASE PLATE DETAIL

1" = 1'-0"

DETAIL

1" = 1'-0"

BASE PLATE DETAIL

1" = 1'-0"

SLAB DEPRESSION DETAIL

1" = 1'-0"

FASTEN SIDE LAPS AT 3'-0" OC

WITH 1 1/2" SEAM WELD

WELD DECK AT EVERY FLUTE TO

THE PERIMETER SUPPORT

PERIMETER SUPPORT (STEEL

BEAM, BEARING PLATE OR

SUPPORT ANGLE)

EN

D

L

AP

P

ER

M

FG

. R

EQ

D

EC

K

SP

AN

M

IN

IM

U M

WELD DECK AT 12" OC AT

INTERMEDIATE SUPPORTS

WELD DECK AT SIDE LAPS AND AT

EVERY FLUTE AT ALL END LAPS AND

AT EACH SUPPORT ATTACH AT 12" OC TO

PERIMETER SUPPORTS

MINIMUM UNO ON PLAN

NOTES:

1. ALL PUDDLE WELDS ARE 5/8" Ø WELDING WASHERS SHALL BE USED WHEN WELDING STEEL

FLOOR DECK OF LESS THAN 22 GA. THICKNESS.

2. DECK FASTENING REQUIREMENTS SHALL NOT BE LESS THAN THE MANUFACTURE'S

RECOMMENDATIONS OR AS SHOWN ABOVE.

3. STUDS MAY BE EITHER WELDED THROUGH THE DECK TO THE BEAM OR DIRECTLY TO THE BEAM.

WHERE PUDDLE WELDS AT STUDS COINCIDE, THE PUDDLE WELDS MAY BE REPLACED BY STUDS.

4. WHERE STUDS ARE PLACED GREATER THAN 16" OC ALONG BEAM, A PUDDLE WELD SHALL BE

CENTERED BETWEEN STUDS OR AT A MAXIMUM 12" SPACING.

5. BUTTON PUNCHED OR CRIMPED SIDELAPS ARE ALLOWED ONLY WITH ENGINEER'S APPROVAL.

6. AT NON-COMPOSITE BEAMS, DECK IS TO BE WELDED AT 12" OC ALONG BEAM.

2' - 0" MINIMUM

2'

M A

X

IM

U M

L1 1/2x1 1/2x1/4 WELDED TO TWO FULL DECK

FLUTES TYPICAL EACH END

1/8

TYP.

DECK OPENING BEFORE POUR

SECTION A-A

EDGE OF OPENING TO

EDGE OF ANGLE

OPENING

AA

NOTES:

1. NO REINFORCING ANGLES ARE REQUIRED WHEN OPENINGS ARE LESS THAN 6".

2. INSTALL ANGLES BELOW DECK WHERE REQUIRED.

2' - 0" MAXIMUM

2'

M A

X

IM

U M

2' - 0" TYP.

BLOCK OUT OPENING

WITH STYROFOAM

CUT DECK AFTER CONCRETE HAS

REACHED DESIGN STRENGTH

(2) - #4 ADDED EACH SIDE

(LENGTH EQUALS FULL SPAN)

(2) - #4 ADDED

EACH SIDE

AA

EDGE OF OPENING TO

EDGE OF REBAR

1"

OPENING

BLOCK-OUT DECK OPENING

SECTION A-A

NOTES:

1. NO ADDITIONAL REINFORCING REQUIRED WHEN OPENINGS ARE LESS THAN 6".

CL OF BEAM

DECK PARALLEL TO

SUPPORT-1 ROW

CENTER STUDS

ON BEAM

DECK PARALLEL TO

SUPPORT-2 ROWS

3" MIN.

3" MIN.

DECK PERPENDICULAR

TO SUPPORT

CL OF BEAM

EQUAL SPACING 2" MIN.

2" MIN.

MIN.

4 1/2"

SEE PLAN FOR BEAM SPACING

PLAN

SEE PLAN FOR NUMBER

OF STUDS AND LOCATION

PLACE WITH UNIFORM SPACING

WHERE MINIMUM SPACING CANNOT BE MET,

PLACE STUDS IN DOUBLE ROW

COMPOSITE FLOOR SLAB

SEE PLAN DECK

DIRECTION VARIES

STEEL BEAM

SEE PLAN

#4x3'-0" AT 18" OC

CENTERED ACROSS JOINT

TSE =

SEE PLAN

C O

N S

T R

U C

T

IO

N

JO

IN

T

OR 1/3 OF GIRDER SPAN

1/3 OF DECK SPAN AT BEAMS

BEAM CONNECTION

SEE SCHEDULE ON

SHEET S120

CONTINUOUS #3 BAR FIELD

WELDED TO STUDS FOR REBAR

SUPPORT

NOTE:

CERAMIC INSULATOR TO BE

REMOVED BY STEEL ERECTOR

COMPOSITE FLOOR

SLAB, SEE PLAN DECK

DIRECTION VARIES

STEEL BEAM

SEE PLAN

TSE =

SEE PLAN

OF BEAMCL

TSE =

SEE PLAN

STEEL BEAM

SEE PLAN

CONTINUOUS #3 BAR FIELD

WELDED TO STUDS FOR

REBAR SUPPORT

COMPOSITE FLOOR

SLAB, SEE PLAN DECK

DIRECTION VARIES

OF BEAMCL

NOTE:

CERAMIC INSULATOR TO BE

REMOVED BY STEEL ERECTOR

T /2

CONT. #3 BAR

FIELD WELDED

TO STUDS FOR

REBAR SUPPORT

TSE =

SEE PLAN

COMPOSITE FLOOR

SLAB, SEE PLAN DECK

DIRECTION VARIES

STEEL BEAM

SEE PLAN

STEEL COLUMN

SEE PLAN

BEAM CONNECTION

SEE SCHEDULE ON

SHEET S120, TYP.

GRID

PL1x12x1'-0" @ W10 WIDE

FLANGE COLUMNS

PL1x16x1'-4" @ W14 WIDE

FLANGE COLUMNS

PL1x10x0'-10" @ HSS

COLUMN

TOP OF PLATE ELEV.

TO MATCH TSE

5/16

GRID

STEEL COLUMN, SEE PLAN

ORIENTATION MAY VARY

STEEL BEAM

SEE PLAN

TSE =

SEE PLAN

PRECAST CONCRETE

WALL, SEE PLAN

3/8" CONT. BENT PLATE MIN.

SEE DETAIL 10/S310 FOR

ADD'L. INFO.

PRECAST WALL PANELS

SHALL BE DESIGNED FOR

A FUTURE SECOND LEVEL

EXPANSION INCLUDING

VERTICAL EXPANSION OF

WALL PANELS. COMPOSITE FLOOR

SLAB DECK

DIRECTION VARIES

SLIP CONNECTION

@ 4'-0" OC MAX. BY

PC SUPPLIER

PRECAST PANEL ALONG

GRID A MUST BE ABLE TO

BE CUT DOWN TO TSE AT

TIME OF FUTURE 2ND

FLOOR EXPANSION

SEE PLAN

CL OF BEAM

2"

SEE PLAN

1/8 2 @ 12

TSE =

SEE PLAN

CONT. 3/8" BENT PLATE

WITH 1/2" Øx6" HEADED

STUDS @ 18" OC

CONTINUOUS #3 BAR FIELD

WELDED TO STUDS FOR REINF.

SUPPORT PROVIDE 3/4" MIN.

COVER OVER REINF.

ALTERNATE: TIE #3 BAR IN PLACE

SPECIAL INSPECTION TO VERIFY

THAT BARS ARE TIED

ADEQUATELY TO PREVENT

DISPLACEMENT

COMPOSITE SLAB

SEE PLAN DECK

DIRECTION VARIES

STEEL BEAM

SEE PLAN

MINIMUM

LAP BENT PLATE

ON BEAM 2"

TSE =

SEE PLAN

STEEL BEAM, SEE PLAN

COMPOSITE FLOOR SLAB DECK

DIRECTION VARIES

PRECAST CONCRETE

WALL, SEE PLAN

PRECAST WALL PANEL

ANCHOR BY PRECAST

SUPPLIER

SEE PLAN

SEE PLAN

5/8 6" OC

PRECAST WALL PANELS

SHALL BE DESIGNED FOR

A FUTURE SECOND LEVEL

EXPANSION INCLUDING

VERTICAL EXPANSION OF

WALL PANELS.

PRECAST PANEL ALONG

GRID A MUST BE ABLE TO

BE CUT DOWN TO TSE AT

TIME OF FUTURE 2ND

FLOOR EXPANSION

GRID

STEEL COLUMN

SEE PLAN

CAP PLATE TO MATCH

BEAM FLANGE

THICKNESS

STEEL BEAM TYPICAL

SEE PLAN

CJP TYPICAL

TOP AND

BOTTOM

FITTED PLATE TO

MATCH BEAM FLANGE

THICKNESS

5/16"

FITTED PL.

TO COL.

BEAM CONNECTION

SEE SCHEDULE ON

SHEET SXXX TYPICAL

(USE SLIP CRITICAL

BOLTS TYPICAL)

COMPOSITE SLAB

NOT SHOWN FOR

CLARITY

GRID

MOMENT CONNECTION @

ONE SIDE ONLY @ SIM.

TSE =

SEE PLAN

STEEL BEAM, SEE PLAN

COMPOSITE FLOOR

SLAB DECK

DIRECTION VARIES

PRECAST CONCRETE WALL

SEE PLAN

PRECAST WALL PANEL ANCHOR

BY PRECAST SUPPLIER

SEE PLAN

SEE PLAN

PRECAST WALL PANELS

SHALL BE DESIGNED FOR

A FUTURE SECOND LEVEL

EXPANSION INCLUDING

VERTICAL EXPANSION OF

WALL PANELS.

1'

3/8" CONT. BENT PLATE MIN.

SEE DETAIL 10/S310 FOR

ADD'L. INFO.

L4x4x5/16 KICKER @

4'-0" OC

PL. 5x5x5/16", TYP.

5/16

TYP.

EMBED. BY PRECAST

MANUFACTURER, TYP.

HSS8x4x5/16xCONT. (LSH)

GLAZING, SEE ARCH.

#5 @ 12" OC WITH STD. HOOK#4 BAR CONT.

1/2" Øx6" LONG HEADED

STUDS @ 1'-0" OC

BY PRECAST

SUPPLIER

2@12

1/4

TYP.

BY PRECAST

SUPPLIER

STEEL BEAM, SEE PLAN

METAL DECK NOT SHOWN

FOR CLARITY

ALL EXPOSED WELDS TO

BE GROUND SMOOTH

CONT. L3x3x3/8 TYP.

HSS, SEE PLAN

3/16

STEEL DECK, SEE PLAN

ORIENTATION VARIES

PRECAST PANEL

3/16

EMBED PLATE AT EACH HSS

BY PC SUPPLIER TYP.

3/16

CONT. L3x3x3/8

TYP.

REACTION @ EACH EMBED:

VERTDL = 220 LB

VERTSL = 2,900 LB

MDL = 700 FT-LB

MSL = 9,000 FT-LB

HSS, SEE PLAN3/16

3/16

EMBED PLATE BY

P.C. SUPPLIER

CONT. L3x3x3/8 TYP.

STEEL DECK, SEE PLAN

CONT. ANGLE, TYP.

HSS, SEE PLAN

STEEL DECK, SEE PLAN

ORIENTATION VARIES

PRECAST PANEL

EMBED PLATE AT EACH HSS

BY PC SUPPLIER TYP.

CONT. ANGLE

TYP.

SEE DETAIL 15/S310 FOR

ADDITIONAL INFO.

PRECAST PANEL

REACTION @ EACH EMBED:

VERTDL = 250 LB

VERTSL = 3,000 LBEMBED PLATES BY

PC SUPPLIER

3/16

3/16

TYP.

TSE =

SEE PLAN

STEEL BEAM, SEE PLAN

PRECAST CONCRETE WALL

SEE PLAN

PRECAST WALL PANEL ANCHOR

BY PRECAST SUPPLIER

3/8" CONT. BENT PLATE MIN.

SEE DETAIL 10/S310 FOR

ADD'L. INFO.

#5 @ 12" OC WITH STD. HOOK

#4 BAR CONT.

1/2" Øx6" LONG HEADED

STUDS @ 1'-0" OC

BY PRECAST

SUPPLIER

GRID

(E) PRECAST CONCRETE

WALL

(E) METAL ROOF

DECK

COMPOSITE FLOOR SLAB

DECK DIRECTION VARIES

GRAVITY TUBE WELDED TO

STEEL BEAM BY PRECAST

SUPPLIER - 2 PER PANEL MIN.

AT THIS CONDITION, THE

UPPER PRECAST PANEL IS

NOT DESIGNED FOR

SUPPORT OF A FUTURE

SECOND LEVEL EXPANSION

L4x4x5/16 KICKER @ 4'-0" OC

SEE DETAIL 13/S310 FOR

ADDITIONAL INFORMATION

HSS4x4x5/16 AT KICKER

LOCATIONS

3/16

3/16

3/16

BY PC SUPPLIER

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:3

A

M

1375-S310

ROOF FRAMING SECTIONS AND

DETAILS

05/26/2023

TYPICAL COMPOSITE SLAB DECK WELDING INFORMATION

1/2" = 1'-0" (AST S5002a)

TYPICAL METAL DECK OPENING

3/4" = 1'-0" (AST S5005b)

TYPICAL METAL DECK OPENING

3/4" = 1'-0" (AST S5005c)

TYPICAL STUD LAYOUT

3/4" = 1'-0" (AST S5038)

TYPICAL CONSTRUCTION JOINT

3/4" = 1'-0" (AST S5018)

SECTION

3/4" = 1'-0" (AST S5019)

SECTION

3/4" = 1'-0" (AST S5040)

SECTION

3/4" = 1'-0" (AST S5020)

BEAM CONNECTION AT WALL PANEL

3/4" = 1'-0" (AST S6038)

TYPICAL SLAB EDGE

3/4" = 1'-0" (AST S5001)

SECTION

3/4" = 1'-0"

MOMENT CONNECTION

3/4" = 1'-0" (AST S5099)

SECTION

3/4" = 1'-0"

SECTION

1 1/2" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

A A

FASTEN SIDE LAPS TOGETHER AS

SHOWN ON PLAN

ATTACH PER PATTERN INDICATED

ON PLAN AT INTERMEDIATE

SUPPORTS

ATTACH AT 8" OC TO PERIMETER

SUPPORT (STEEL BEAM, BEARING

PLATE OR SUPPORT ANGLE) EN

D L

AP

P

ER

M

FG

. R

EQ

D

EC

K

AN

M

IN

IM

U M

U N

O

ATTACH AT 12" OC TO PERIMETER

SUPPORTS MINIMUM, UNO ON

PLAN

NOTES:

1. ALL PUDDLE WELDS ARE 5/8" Ø WELDING WASHERS SHALL BE USED WHEN WELDING

STEEL FLOOR DECK OF LESS THAN 22 GA. THICKNESS.

2. DECK FASTENING REQUIREMENTS SHALL NOT BE LESS THAN THE MANUFACTURER'S

RECOMMENDATIONS OR AS SHOWN ABOVE AND ON PLANS.

3. WHERE WELDS ARE USED, ENSURE THAT WELDS AT DECK END LAPS ADEQUATELY

PENETRATE BOTH LAYERS OF DECK

24/4 PATTERN

SUPPORT ATTACHMENT

TYP.

3" DECK

24/5 PATTERN

1 1/2" DECK

30/6 PATTERN

1 1/2" DECK

36/7 PATTERN

1 1/2" DECK

36/5 PATTERN

36/4 PATTERN

COVERAGE

2' - 0"

COVERAGE

2' - 0"

COVERAGE

2' - 6"

COVERAGE

3' - 0"

SUPPORT ATTACHMENT

TYP.

SUPPORT ATTACHMENT

TYP.

SUPPORT ATTACHMENT

TYP.

36/14 PATTERN

45°-60°

COMPOSITE FLOOR SLAB,

SEE PLAN, DECK DIRECTION VARIES

STEEL BEAM

SEE PLAN

ALL BOLTS ARE 1/2"⌀

A325 W/ CHANNEL NUTS

UNISTRUT P5500T

BRACE TYP.

1/2"⌀ THREADED

ROD TYP.

UNISTRUT P2786

TYP.

UNISTRUT P5500T

TYP.

UNISTRUT P1026

90° FITTING TYP.

UNISTRUT P5001 TYP.

FOR RAIL ATTACHMENT

ONLY (1) RAIL CAN BE

ATTACHED PER UNISTRUT

SPAN

LIFT RAIL AND CONNECTION

TO UNISTRUT BY SUPPLIER

45°-60°

COMPOSITE FLOOR SLAB,

SEE PLAN, DECK DIRECTION VARIES

STEEL BEAM

SEE PLAN

ALL BOLTS ARE 1/2"⌀

A325 W/ CHANNEL NUTS

UNISTRUT P5500T

BRACE TYP.

1/2"⌀ THREADED

ROD TYP.

UNISTRUT P2786

TYP.

UNISTRUT P5500T

TYP.

UNISTRUT P1026

90° FITTING TYP.

UNISTRUT P5001 TYP.

FOR RAIL ATTACHMENT

ONLY (1) RAIL CAN BE

ATTACHED PER UNISTRUT

SPAN

LIFT RAIL AND CONNECTION

TO UNISTRUT BY SUPPLIER

STRUT SEAM

STEEL BEAM, SEE PLAN

STEEL COLUMN

SEE PLAN

ROOF DECK NOT

SHOWN FOR CLARITY

1/4

BEAM WEB TO

END PLATE

1/4

1/4

END PLATE

TO COLUMN

STEEL COLUMN

SEE PLAN

SECTION A-A

ANGLE SHORT LEG

ON COLUMN

(2) L4x3 1/2x5/16x1'-0" WITH

(4) 3/4" Ø A325-N BOLTS

STEEL BEAM, SEE PLAN

STEEL COLUMN

SEE PLAN

(2) L4x3 1/2x5/16x1'-3"

ROOF DECK NOT

SHOWN FOR CLARITY

T Y

P

1/

2"

3" T

Y P

(5) 3/4" Ø A325-N BOLTS

1/4

TYP.

2"

TYP.

1 1/2"

SEE BEAM

CONNECTION

SCHEDULE FOR

BOLT SIZE AND

QUANTITY

STEEL BEAM

SEE PLAN

(SUPPORTING

MEMBER)

STEEL BEAM

SEE PLAN

BOLT

SUPPORTING

MEMBER

BOLT

5 1/2"

TYP.

3" T

Y P

@ W14 BEAMS:

1/2"x8 1/2"x1'-0"

END PLATE

@ W16 BEAMS:

1/2"x8 1/2"x1'-3"

END PLATE

@ W14 BEAMS:

(4) 3/4" Ø A325-N

BOLTS EACH ROW

@ W16 BEAMS:

(5) 3/4" Ø A325-N

BOLTS EACH ROW

1/4

REQUIRED CONNECTION DETAIL AT

W14X22 (ØRn=72K), W14X26 (ØRn=89K) & W16X31 (ØRn=113K) BEAMS ALONG

THE NORTH SIDE OF THE STRUCTURE

STEEL BEAM

SEE PLAN

TYP.

1 1/2"

T Y

P

3"

STEEL COLUMN

SEE PLAN

(5) 3/4" Ø A325-N BOLTS

EACH ROW

1/2"x7 1/2"x1'-3"

END PLATE

4 1/2"

STEEL COLUMN

SEE PLAN

OPPOSITE SIDE

FRAMING NOT SHOWN

FOR CLARITY

1/4

1/4

REQUIRED CONNECTION DETAIL:

-AT W16X31 BEAMS TO COLUMNS ALONG

THE NORTH SIDE OF THE STRUCTURE

(ØRn=97K)

-AT W18X35 BEAMS TO COLUMN

(ΦRn=140K)

COMPOSITE FLOOR

SLAB, SEE PLAN, DECK

DIRECTION VARIES

SKYTRON UNIVERSAL

MOUNTING PLATE BY

SUPPLIER

6"

MIN.

9 1/2"

STEEL BEAM, SEE PLAN

L6x6x5/16 3/16

TYP.

.0

3/16

3/16

BEAM TO

ANGLE TYP.

L3x3x1/4 BRACING

BEYOND

3/4"x16"x16" PLATE

3/4" Ø THREADED ROD

ACTUAL SPACING OF

ANCHORS TO BE BASED

OFF OF MOUNTING PLATE

3/16

3/16

BEAM TO

ANGLE TYP.

3/16

SLAB NOT SHOWN

FOR CLARITY

L4x4x1/4 FOR BRACING

SUPPORT ONLY

STEEL BEAM, SEE PLAN

3/16

3/16

1/4"x4"x0'-4" PL. TYP.

L3x3x1/4 BRACE

BRACING INTO AND OUT OF PAGE

TOP VIEW OF 16"x16" PL.

L3x3x1/4 BRACING

EXTEND IN EACH

DIRECTION

3/16

TYP.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

WOMEN'S CLINIC &

MAMMOGRAPHY ADDITION

MN VA HEALTH CARE SYSTEM

618-181

MAS EMZ

7301 OHMS LANE

SUITE #215

(952) 854-9302 TEL.

© PROPERTY OF ADVANCED

STRUCTURAL TECHNOLOGIES.

THIS DOCUMENT MAY NOT BE

USED OR COPIED WITHOUT THE

PRIOR WRITTEN CONSENT OF

ADVANCED STRUCTURAL

TECHNOLOGIES.

EDINA, MN 55439

ASTENG.COM

AST PROJECT NUMBER:

MN 1838 Dwg. of

BID DOCUMENTS

C E ri c L o c a lR e v it \2

\M N

C e n tr a l_ e z w e b e r@ a s te n g

.c o m

.r v t

/2

/2

:3

:3

A

M

1375-S320

ROOF FRAMING SECTIONS AND

DETAILS

05/26/2023

TYPICAL 1 1/2" ROOF DECK WELDING INFORMATION

1/2" = 1'-0" (AST S5002b)

WELD PATTERNS FOR NON-COMPOSITE METAL DECK

3/4" = 1'-0" (AST S5003)

LIFT SUPPORT PERPENDICULAR TO LIFT RAILS

3/4" = 1'-0"

LIFT SUPPORT PARALLEL TO LIFT RAILS

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

1" = 1'-0"

SECTION

1" = 1'-0"

SECTION

3/4" = 1'-0"