4-9 - S3-1 - TYPICAL DETAILS.pdf

1" ± 1/2"

EX MASONRY BEARING WALL

NEW LVL

JOIST/RAFTER

SEE PLAN

EX JOIST/RAFTER

SEE PLAN

6" 6" 1' - 0"

TY

PI

C

AL

2" E

D G

E D

IS

TA

N C

E

(6) 1/4"x3 1/2" SDS WOOD SCREWS

SPACED AS SHOWN

EA END OF LVL JOIST/RAFTER

STOP NEW LVL SHORT OF

BEARING AS SHOWN

(2) ROWS 16d NAILS

@ 24" O.C. ALONG

MEMBER SPAN

NEW 2x12 BLOCKING

TO MATCH EX

BRIDGING LOCATIONS

(OR RE-INSTALL EX

BRIDGING)

INSTALL TOP OF LVL

FLUSH TO UNDERSIDE

OF EX ROOF/FLOOR

SHEATHING

EX ROOF/FLOOR SHEATHING

EX ROOF/FLOOR CONSTRUCTION

END DETAIL AT WOOD GIRDER

OR STUD BEARING WALL

END DETAIL AT MASONRY

BEARING WALL

BEAR LVL 3 1/2" (MIN) AT GIRDERS

BEAR LVL 2" (MIN) AT STUD WALLS

NOTCH LVL TO MATCH EXISTING

JOIST/RAFTER BEARING (2" MAX NOTCH)

EX JOIST/RAFTER SUPPORT MEMBER

1' - 0" 6" 6"

TUBE STRINGER

B-U4a

(3) #5 CONT

STAIRS

#5 x 1'-6" @ 24" O.C.

1'

0"

2' - 0"

EX S.O.G.

SLIP DOWELS @ 16" O.C.

(3 MIN EA LONG SIDE)

SEE DET C/S3.1

TYP

SAWCUT AND REMOVE

EX S.O.G. AND BASE

MATERIAL TO INSTALL

NEW STAIR BASE

POWDER ACTUATED FASTENERS (P.A.F.)

W/ WASHERS @ 12" O.C.

(STAGGER) BOTH SIDES OF BEAM WEB

SEE SPECIFICATIONS FOR P.A.F.

REQUIREMENTS

CONT 2x

STEEL BEAM

SEE PLAN

BEAM

(SECTION VIEW)

3. NAIL SHEATHING TO SUPPORTS W/ 16d COMMON NAILS @ 6" O.C. AT

SUPPORTED EDGES AND @ 12" O.C. AT INTERMEDIATE FRAMING.

2. WOOD SHEATHING PANELS SHALL BE MINIMUM OF TWO SPAN CONTINUOUS.

EDGES: ONE CLIP PER SPAN.

1. PROVIDE PANEL H-CLIPS AT ALL ROOF SHEATHING UNSUPPORTED

SHEATHING

NOTES:

STRUCTURE

FRAMING

4. ENDS OF ALL PANELS SHALL BEAR A MINIMUM OF 1/2" ONTO SUPPORTING MEMBER

(RAFTER BELOW EX SHEATHING).

5. PROVIDE A 1/8"± GAP BETWEEN THE ENDS OF ALL PANELS TO ALLOW FOR

EXPANSION OF PANELS.

6. PANELS 12 INCHES OR WIDER SHOULD BE USED WHENEVER POSSIBLE. FOR PANEL

WIDTHS GREATER THAN 16 INCHES BUT LESS THAN 24 INCHES, PROVIDE TWO PANEL H-CLIPS

EQUALLY SPACED BETWEEN EACH PAIR OF SUPPORTS ALONG PANEL EDGE OR 2x WOOD

BLOCKING CONTINUOUS ALONG EDGES. FOR PANEL WIDTHS GREATER THAN 12 INCHES BUT

LESS THAN 16 INCHES, PROVIDE 2x WOOD BLOCKING CONTINUOUS ALONG EDGES. FOR PANELS WIDTHS 12 INCHES OR LESS, PROVIDE 2x WOOD BLOCKING CONTINUOUS ALONG

BOTH EDGES, REGARDLESS OF ADJACENT RIDGE OR VALLEY.

FINISHED FLOOR

ELEV - SEE PLAN

STEEL COLUMN

SEE PLAN

ANCHOR RODS

SEE DET B/S3.1

OPTIONAL

POUR LINE

POUR DOWN TO

PROTECT BASE PLATE

SEE FOOTING

SCHEDULE FOR

SIZE & REINF

C

LR3"

CLR

3"

CLR

3"

2" M

IN

2"

1' -0

SH

IM

G

R O

U T

M

IL

L

FI

N

IS

H B

O T

O F

C O

LU

M

N

TYPE A

NOTE:

1. GROUT SHALL BE 5,000 P.S.I. NON-SHRINK, NON-METALLIC GROUT.

2. LEVELING SHIM, PLATE, AND GROUT MAY BE SUBSTITUTED FOR LEVELING NUT AT

CONTRACTOR'S OPTION.

3. ANCHOR RODS SHALL BE ASTM F1554 ROD WITH NUTS AND WASHERS AS SHOWN.

4. HOLES IN BASE PLATES SHALL BE 5/16" OVERSIZE UNLESS NOTED OTHERWISE.

TY

P

FINISHED FLOOR

APPLY ASPHALTIC COATING

TO STEEL BELOW GRADE

1/4x3x3 PLATE WASHER

AND NUT (2 PLACES EACH ROD)

SEE COLUMN SCHEDULE

FOR ANCHOR RODS

STEEL COLUMN

SEE SCHEDULE

1/4 U.N.O.

1/2x2 1/2x2 1/2 PLATE

WELDED TO ROD

1/4TO

P

O F

C O

N C

R

ET

E

AT BASEMENT LALLY COLUMNS

(LABELED 'C1' ON DWG S2.1)

SET DIMENSION IN FIELD SUCH

THAT TOP OF BEAM IS

POSITIONED TIGHT TO

UNDERSIDE OF STRUCTURE

(1 1/2" MIN - 3" MAX)

EQ

EQ

EQ EQ

STEEL COLUMN

SEE SCHEDULE

TYPE B

EQ

EQ

EQ EQ

STEEL COLUMN

SEE SCHEDULE

3" T

YP

2" TYP

U .N

.O

TYPE C

STEEL COLUMN

SEE SCHEDULE

2" T

YP

2 1/2"2"

EQ

EQ

1/4

3-SIDES

C-U4a

EX MASONRY WALL

EX FOUNDATION

(EXACT CONSTRUCTION UNKNOWN

FIELD VERIFY AS NEEDED)

ADHESIVE DOWEL SHORT DIRECTION

BARS 6" (MIN) INTO EX FOUNDATION/WALL

1' - 0"

SEE PLAN FOR FOOTING

SIZE AND REINFORCING

STEEL COLUMN

SEE PLAN

SEE DET C/S3.1 FOR

DOWELS TO EX SLAB

EX S.O.G.

TOP OF FOOTING TO BE FINISHED

SLAB SURFACE & SHALL MATCH

EX TOP OF SLAB ELEVATION

1/

T M

IN

1/

T

M

AX

SAWN CONTRACTION JOINTCONSTRUCTION JOINT

ADDITIONAL #4 CONT

& #4 x 3'-0" TOP

DIAGONAL CORNER BAR

OPTIONAL

CONSTRUCTION

JOINT

CONSTRUCTION

JOINT

SAW-CUT JOINT

WITHIN 12 HOURS

OF POUR

SLIP DOWEL IN PLASTIC INSERT @ 16" O.C.

TYPICAL AT CONSTRUCTION JOINTS

JOINT BETWEEN EXISTING AND NEW SLAB

NOTES:

1. JOINTS SHALL BE INSTALLED IN SLABS ON GROUND AT SPACING AND LOCATION SHOWN ON

FOUNDATION PLAN. CONTRACTOR MAY SUBMIT ALTERNATE LOCATIONS TO ENGINEER FOR

REVIEW, HOWEVER, JOINTS SHALL BE INSTALLED AT A MAXIMUM SPACING IN FEET OF

3 TIMES THE SLAB THICKNESS IN INCHES IN EACH DIRECTION BY EITHER OF THE ABOVE

METHODS. MAXIMUM LENGTH OF ANY SLAB ON GROUND POUR TO BE 100'-0" BETWEEN

CONSTRUCTION JOINTS. RATIO OF LENGTH TO WIDTH SHALL NOT EXCEED 2. THIS SPACING

OF JOINTS SHALL APPLY UNLESS SPECIFICALLY SHOWN OTHERWISE.

2. WELDED WIRE FABRIC SHALL BE DISCONTINUED AT CONSTRUCTION JOINTS.

CONSTRUCTION JOINT

1/2"øx18" @ 16" O.C. SMOOTH

BARS CENTERED IN SLAB EMBEDDED 6"

INTO EX SLAB WITHOUT ADHESIVE

EX SLAB NEW SLAB

T

O F

R

EI

N F

BO

TT

O M

1/

T M

IN

MIN

8"

SL

AB

D E

PR

E

SS

IO

N

SE

E

PL

A N

F O

R

CONNECTION CAPACITY TABLE

1 1/2"

1/

2"

L

S S

1/

2"

2 1/2"

4"

2. ALL BOLTS ASTM A325-N, 3/4"ø.

3. ALL WELDS E70XX, 1/4" FILLET.

4. BOLT SPACING (S) = 3".

1. ALL CONNECTIONS ASTM A992, WT4x7.5

NOTES:

LENGTH OF WT

L (INCHES)

NO. OF BOLTS

ASTM A325-N

STEEL BEAM

SEE PLAN FOR

SIZE & REACTION

3 9

CONNECTION CAP

(KIPS)

5. SHORT HORIZONTAL SLOTTED HOLES MAY BE USED.

TUBE COLUMN

1/4

1/4 SIDE & BOT

+ 1/2" RET AT TOP

CONNECTION CAPACITY TABLE

3"

L

1/

4"

1/ 4"

S S

COLUMN WEB,

OR COLUMN

2. ALL BOLTS ASTM A325-N, 3/4"ø.

3. ALL WELDS E70XX, 3/16" FILLET.

4. BOLT SPACING (S) = 3".

1. ALL CONNECTION ANGLES ASTM A36, L4x3 1/2x5/16 LLO

NOTES:

SEE PLAN FOR

SIZE & REACTION

BEAM WEB,

5 1/2

LENGTH OF ANGLE

L (INCHES)

11 1/2

8 1/2

NO. OF BOLTS

ASTM A325-N

CONNECTION

CAPACITY (KIPS)

FLANGE

5. SHORT HORIZONTAL SLOTTED HOLES MAY BE USED.

STEEL BEAM

3/16

3-SIDES

TYP

CONNECTION CAPACITY TABLE

2 1/2"

1/

2"

1 1/2"

L

1/

2" S

S

4"

1. ALL CONNECTION PLATES ASTM A36, 3/8" THICK.

ASTM A325-N

NO. OF BOLTS

SIZE & REACTION

SEE PLAN FOR

STEEL BEAM

4. BOLT SPACING (S) = 3".

3. ALL WELDS E70XX, 5/16" FILLET.

2. ALL BOLTS ASTM A325-N, 3/4"ø.

NOTES:

4 12 26

L (INCHES)

LENGTH OF PLATE

2 6

(KIPS)

CONNECTION CAP

5. SHORT HORIZONTAL SLOTTED HOLES MAY BE USED.

BEAM WEB,

COLUMN WEB,

OR COLUMN

FLANGE

CONNECTIONS, PIPE COLUMNS, TUBE COLUMNS WITH

APPLIED CONNECTIONS, OR CONNECTIONS TO COLUMNS

6. SINGLE PLATE SHEAR CONNECTIONS ARE NOT PERMITTED

REACTIONS LESS THAN 15 KIPS).

(OTHER THAN AT MOMENT CONNECTIONS, SKEWED

WHERE THE REACTION EXCEEDS 50 KIPS, AT FIELD

FACE DIMENSION 4" OR LESS, OR CONNECTIONS WITH5/16 L

5/16 L

SEE PLAN

STEEL BEAM

1. ALL BOLTS ASTM A325-N, 3/4"ø.

2. EXTENDED PLATE SHEAR CONNECTION

SHALL BE USED ONLY AT C5 BEAMS IN

STAIR LANDING CONSTRUCTION.

NOTE:

SUPPORTING

STEEL

5/16

5/16

1/

2"

1/ 2"

2 1/2" 3" 1 1/2"

7"

PL 3/8x3x0-7

TYPE 1

LINTEL SCHEDULE

TYPEMARK

EACH SIDE OF OPENING

JAMB REINFORCINGSIZE

1/4 2-8

1/4 2-8

REMARKS

NOTES:

L-1 -1 HSS8x6x5/16 + PL 5/16x11± -

LINTELS SHALL BEAR DIRECTLY ON SOLID MASONRY, WITHOUT BEARING PL,

U.N.O. BEAR LINTELS 8" MINIMUM ON PARALLEL WALLS AND 5" MINIMUM ON

PERPENDICULAR WALLS, U.N.O. ANGLES AND WT LINTELS MAY BEAR

6" MINIMUM ON PARALLEL WALLS.

EXTEND PLATES FULL LENGTH OF LINTELS. COPE PLATE 3/4"x EXTENSION

OVER MASONRY (BEARING LENGTH) FOR MORTAR IN BED JOINT EXCEPT

OVER BEARING ON WALL PERPENDICULAR TO LINTEL.

GALVANIZE ALL LINTEL PLATES LOCATED IN EXTERIOR WALLS.

SEE ARCH DWGS FOR BOTTOM OF LINTEL ELEVATION U.N.O.

SEE DEWG S1.1 FOR TEMPORARY SHORING INFORMATION / REQUIREMENTS.

1.

2.

3.

4.

5.TYPE 2

1/4 2-8

1/4 2-8

1/4"

INTERIOR EXTERIOR

7 5/8"

EQ EQ

L-2 -2 HSS8x6x5/16 + GALV PL 5/16x15± -

± FIELD VERIFY PLATE WIDTH TO BE WALL THICKNESS MINUS 1"

4. WHERE BEAM WIDTH IS NARROWER THAN

COLUMN FACE PROVIDE FILLET WELD ALL AROUND.

FIT COLUMN SHAPE.

COPE BEAM AROUND COLUMN CORNERS TO

3. WHERE BEAM WIDTH MATCHES COLUMN WIDTH

ERECTION pl 1/4x5x5 + PL 1/4x4x4

BOLT IN HORIZ SLOTTED HOLE

ALTERNATIVE ERECTION

L2x2x1/4 INTERIOR

OF TUBE

TUBE COLUMN

SEE PLAN

AFTER COMPLETION OF FIELD WELD.

2. REMOVE ERECTION PLATES

WALL DEAD LOAD.

PRIOR TO APPLICATION OF ROOF OR

1. FIELD WELD SHALL BE MADE

NOTE:

TUBE HEADER

SEE PLAN

5/16

5/16

5/16

5/16

W/ (1) 3/4"Ø A325

5. WELD AT ERECTION PLATES TO BE DETERMINED BY

FABRICATOR/ERECTOR CONSIDERING ORIENTATION OF PL,

MEMBER WEIGHTS, AND ERECTION FORCES.

NAILING SCHEDULE

NOTE: ABOVE NAILING TO BE PROVIDED IN ADDITION

DOUBLED TOP PLATE

DOUBLE TOP PLATE LAP SPLICE

CONTINUOUS HEADER, TWO PIECES

BLOCKING BETWEEN JOISTS OR

RAFTERS TO TOP PLATE

BAND BOARD TO TOP PLATE

BAND BOARD TO JOIST/RAFTER

HORIZONTAL JOIST TO TOP PLATE

ROOF/WALL SHEATHING TO

STUD/RAFTER

RAFTER TO RIDGE

CONNECTION

FACE NAIL 10d @ 6" O.C. EDGES AND 10d @ 12" O.C. INTERMEDIATE

TO ANY METAL FRAMING ANCHORS SPECIFIED

MINIMUM NUMBER AND SIZE

16d @ 16" O.C. EACH EDGE + 6 - 16d @ ENDS

16d @ 24" O.C. STAGGER EDGESFACE NAIL

FACE NAIL

FACE NAIL

TOE NAIL

TOE NAIL

END NAIL

TOE NAIL

TOE NAIL

END NAIL

16d @ 16" O.C.

3 - 16d 3 - 16d

3 - 16d 3 - 16d

8 - 16d

3 - 8d

LOCATION

EX MASONRY BEARING WALL

L6x6x3/8 x 1'-6"

INSTALL IN SAWCUT GROOVE

IN EXISTING MORTAR JOINT

L3 1/2x3 1/2x5/16 x 0'-5 1/2"

EA SIDE OF WEB

(USE PL 5/16x3 1/2x0'-5 1/2"

EA SIDE AT HSS BEAM)

STEEL BEAM

SEE PLAN

3/16

3 - SIDES

TYP

(2) 1/2"øx6" EMBED ADHESIVE

ANCHORS @ 1'-2" GAGE

4"

3/16

BOT + SIDE +

1/2" RET AT TOP

TYP

APPROVED FOR PROGRAM CONCEPT ONLY

APPROVED FOR PROGRAM CONCEPT ONLY

DATE

DATE

ENGINEERING

DIVISION OF

AGENCY

AUTHORIZED AGENT

FOR INTENT ONLY

DIV. OF ENGR.

REVIEWED

ENGR. ACCT. NO.

DRAWING NO.

DATE

A&E FILE NO.

CHECKED BY

SHEET DRAWN BY

RECORD DATE

DATEREVISIONS

COMMONWEALTH OF KENTUCKY

FINANCE AND ADMINISTRATION CABINET

DEPARTMENT FOR FACILITIES MANAGEMENT

DIVISION OF ENGINEERING

FRANKFORT, KENTUCKYDK

BSM

470-C5N5-NC11-01

PROFESSIONAL SERVICES CLASSROOM CENTER

RECORD DRAWINGS DATE: 12/18/2015

BROWN & KUBICAN, PSC.

These record drawings have been prepared, in part, on the basis of information compiled and furnished by others. The Engineers has not verified the accuracy and/or completeness of this information and shall not be responsible for any errors or omissions that may be incorporated as a result of erroneous information provided by others.

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S3.1

TYPICAL DETAILS

GATEWAY URBAN CAMPUS

438-440 Scott St., Covington, KY 41011

01/06/14

201114.02

NOT TO SCALES3.1

H TYPICAL LVL ROOF RAFTER / FLOOR JOIST SISTER CONNECTION DETAIL

NOT TO SCALES3.1

E

TYPICAL STAIR STRINGER

BEND DETAIL

NOT TO SCALES3.1

D

TYPICAL BASE BELOW

STEEL STAIRS DETAIL

NOT TO SCALES3.1

G

TYPICAL WOOD PLATE TO

STEEL MEMBER CONNECTION

DETAIL (U.N.O.)

NOT TO SCALES3.1

J

TYPICAL WOOD ROOF

SHEATHING DETAIL

NOT TO SCALES3.1

A

TYPICAL STEEL COLUMN

AND FOOTING DETAIL

NOT TO SCALES3.1

B STEEL COLUMN BASE PLATE DETAIL

SECTION

1/2" = 1'-0"S3.1

K

NOT TO SCALES3.1

C SLAB ON GROUND JOINT DETAIL

NOT TO SCALES3.1

M TYPICAL WT SHEAR CONNECTION DETAIL

NOT TO SCALES3.1

N TYPICAL DOUBLE ANGLE SHEAR CONNECTION DETAIL

NOT TO SCALES3.1

P TYPICAL SINGLE PLATE SHEAR CONNECTION DETAIL

NOT TO SCALES3.1

L

TYPICAL EXTENDED PLATE

SHEAR CONNECTION DETAIL

FOR C5 CHANNELS

NOT TO SCALES3.1

R STEEL LINTEL SCHEDULE

NOT TO SCALES3.1

S

TYPICAL TUBE TO TUBE

COLUMN CONNECTION

NOT TO SCALES3.1

T WOOD NAILING SCHEDULE

NOT TO SCALES3.1

F

NEW BEAM ATTACHMENT TO

EX MASONRY BEARING WALL